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HomeMy WebLinkAboutStorm Drainage CalculationsSTORM DRAINAGE SUMMARY Southern Highlands Subdivision is generally located south of Amity and West of Eagle Road. The site is portion of Black Rock Subdivision which was originally developed as a county Non -Farm project. Meridian has expanded out in this area and City sewer and water will be expanded with the initial phase of the project. The site has historically been farmed — recent crops have been sod, potatoes, wheat. The ground has been irrigated with wheel lines and not flood irrigated. There is not a good drainage system in the area. There is evidence of an old irrigation waste ditch along the north boundary but it has been partially covered with an access road and has not been used for an unknown duration. Further exploration shows that most waste in this area was historically flowing towards Amity, along Amity to Locust Grove, down Locust Grove, under the Ridenbaugh Canal and to the 10 mile creek. There is not an adequate conveyance for this waste and the project intends to retain all storm drainage on site. There is no irrigation drainage ditch that we will tie into. There is an irrigation lateral on the far west side of the property that needs to be piped near the property line. This irrigation line generally runs along the west boundary and then parallel with the north boundary but off this property. There is a large bench on the south side of this project— This project will have 4 lots on the existing bench. Phase 1 of the project will also construct a secondary bench to create view lots. An overall drainage plan is included with this report — the analysis has been completed for phase 1 only. I All slopes will be constructed with a topsoil covering and planted with native grasses to help stabilize the slopes. All drainage will be directed away from the slopes. ACHD storm facilities will include the following drainage: 1. All drainage from right of way. 2. Planter strip between sidewalk and curb 3. Sidewalks along the roadways. 4. The front 70 feet of all lots. 5. Half of an average house or 1,750 sf 6. 500 sf for driveway. The remaining drainage will be retained on the individual lots. No cross lot drainage is allowed as part of the CC&R's. Lots 2 through 12 block 3 are very large lots and will have a large amount of potential drainage on them. These lots also back up to a substantial slope where drainage could be a problem. These lots have designed individual seepage beds which show up on the grading plan. These seepage beds will be constructed as part of the home construction and individual landscaping. C:\Users\DPotter\AppData\Local\Microsoft\Windows\Temporary Internet Files\Content.Outlook\QD2MHS2E\130164 Storm Drainage Report Document.docx 1 A geotechnical report has been prepared specific for this site and is included in the appendix. Groundwater does not appear to be an issue with the location of the seepage beds and bottom of beds appear to be in free draining material. The ACHD drainage system is intended to be designed in accordance with policy. Calculations are based on ACHD spreadsheet and policy requirements. DESIGN CRITERIA • Rational method is used for calculating the peak runoff flows: Q = C * I * A • Runoff coefficients based on land use from the City of Nampa Stormwater Design Policy Manual • Rainfall intensity of design storm based on NOAA Atlas 2 • Percolation rate = 8 in/hr based on Geotechnical Engineering Report. Soils expected to do better than this. List of Maps: 1. Final plat phase 1 2. Preliminary plat 3. Aerial with key features 4. Site map showing slopes 5. Drainage basin map C:\Users\DPotter\AppData\Local\Microsoft\Windows\Temporary Internet Files\Content.Outlook\QD2MHS2E\130164 Storm Drainage Report Document.docx 2 Graphite Way. The four lots at the end of Graphite were previously taken into consideration with the Black Rock Subdivision. These 4 lots will drain to the existing curb and gutter and into the catch basins/seepage bed. Please refer to Black Rock Storm Drainage Calculations dated April 19, 2005 and signed by Gary Lee, P.E. Taconic Drive. Currently there is curb and gutter beyond the improvements of Black Rock and the drainage is routed to catch basin and then to a seepage bed on the south side of Taconic. Taconic in front of this project is currently draining to a borrow ditch (landscaped) and flowing to a detention pond adjacent to and east of the Meridian well house. We are providing curb and gutter along Taconic for our frontage. We will be routing the majority of the drainage to a large seepage bed. That portion of roadway east of our main entry (Pioneer Trail) will continue to drain to the stated detention facility. Existing roadway has approximately 945 of our frontage that drains to the detention facility. We are proposing to route 355 feet of Taconic to this detention facility. Internal to the subdivision: Phase 1 has two drainage basins as depicted on the basin map. Both basins will drain to seepage beds contained in common lots. Basin No. 1 has large lots — as discussed above generally the front 70 feet of the lots is draining to the streets. The remainder is to stay on the lots — I have attached design sheets for lots 2 through 12 block 3. The drainage facilities will be constructed with the house and landscaping. I have included the following for the Basin 1 a. Basin areas and coefficients for private and public drainage. b. Sub Basin areas and coefficients for public drainage. c. ACHD volume and flow calculation sheets. d. ACHD Sand/Grease traps sheets. e. ACHD pipe calc sheets. f. WQ water depths g. Private Drainage calculations. Basin No. 2 has fairly typical lots for this development other than those at the bottom of the manufactured slope. All drainage is running to a seepage bed in the parking lot for the future swimming pool/park area. I have included the following for the Basin 1: a. Basin areas and coefficients for private and public drainage. b. Sub Basin areas and coefficients for public drainage. c. ACHD volume and flow calculation sheets. d. ACHD Sand/Grease traps sheets. e. ACHD pipe calc sheets. f WQ water depths C:\Users\DPoaer\AppData\Local\Microsoft\Windows\TemporaryIntemet Files\Content.0utlook\QD2MHS2E\130164 Storm Drainage Report Document.docx 3 LOT SUMMARY TOTALLOTS S3 TOTAL BUILDABLE 47 TOTAL COMMON 6 TOTAL ACREAGE 27-66 4 `� 9 T 3 x0 N1 � Ml� S1356'48'E 39.16' BEARING c� n, 64.05' N� w S66'10'24W O ;O S60'33'33"W S89'15'44W O �1 40.10' N00'08'29'W 5m ZI \s z� 30.00' 7 y 5 LB IvI 66.62' 1 a SEE DETAIL "A" C -W itl6 THIS SHEET �J L4 ' 92,79' S89'47'52 -W 235.16' 1fD� 85.00' m BOUNDARY LINE TABLE BOUNDARY CURVE TABLE BEARING DISTANCE LENGTH S1356'48'E 39.16' BEARING S43'24'59"W 64.05' fUN S66'10'24W 50.00' S60'33'33"W S89'15'44W 19.15' 40.10' N00'08'29'W 1.11' S49'09'36"W S89'09'Ot"E 30.00' V S47'12'29"E 63.76' LB 538'44'11"E 66.62' L9 N67'21'50'E 39.55' L10 S3844'11'E 92,79' L11 S40'45'27'E 85.00' L12 S56'42'30"E 85.36' L13 S7Z19'36'E 85.69' L14 N46'O3'0$E 83.72' 0 IRA It FINAL PLAT FOR SOUTHERN HIGHLANDS SUBDIVISION NO.1 A RE -SUBDIVISION OF A PORTION OF LOT 16, BLOCK 1. BLACKROCK SUBDMSION NO.1 0 5o 100 200 300 SECTION 34 TOWNSHIP 3 NORTH, RANGE 1 EAST, BOISE MERIDIAN CITY OF MERIDIAN ADA COUNTY, IDAHO SCALE: 1' = 100' ' Fl 2014 BASIS OF BEARING 29 28 \ THE EAST LINE OF THE NE1/4 OF SECTION 32 BEARS N.00'13'16"E. BETWEEN FOUND MONUMENTS 32 33 S ♦1 SAS 4yp BASED UPON GPS OBSERVATIONS PROJECTED TO THE IDAHO WEST ZONE (1103) NICOORDINATE SYSTEM. CP&F INST. NO.112102945 �Fp UNPLATTED ALL BEARINGS ARE GRID. ALL DISTANCES ARE GROUND. 14 `V R� s o�4� 7 `` H ,yry 2 `? <1Jp��FO uNPLATT'ED \ t65%59 \ S69'43'50"E 332.67' ip 6 S�g?O' .♦b �__�_____�__-__.p PQ N 4 IO 18 S. YEMPW AA \ 3 f 1 0 � O Ld� IJ �q u Mo e� 10 �M 9 RFs u a•1 peww�s`` d rn d O �0�`z at 0 t3 8 10 589'47'50"E 1348.52' 14 589'40'08"E 682.48' f \� N 1 589'40'08"E C v4 u - - - _ 7� 977.92' 16 I� 19 f r 7 n 18 6 Fl. \ q�R OO sp''`6 f L0 4 / p0•f-2 Tom![ i 3 y% 2 C zn \ M 4 r>0.0 ``iy v / 192.96. xx BOUNDARY CURVE TABLE DETAIL CURVE LENGTH RADIUS DELTA BEARING CHORD Cl 314.16' 525.00 34'17'08" S60'33'33"W 309.49' C2 40.10' 200.00' 11'29'14" S49'09'36"W 40.03' C3 40.10' 200.00' 11'29'14" S4T09'36"W 40.03' C4 40.10' 200.00' 11'29'14" S37'40'22"W 40.03' CS 40.10' 200.00' 11'29'14" S37'40'22"W 40.03' FINAL PLAT FOR SOUTHERN HIGHLANDS SUBDIVISION NO.1 A RE -SUBDIVISION OF A PORTION OF LOT 16, BLOCK 1. BLACKROCK SUBDMSION NO.1 0 5o 100 200 300 SECTION 34 TOWNSHIP 3 NORTH, RANGE 1 EAST, BOISE MERIDIAN CITY OF MERIDIAN ADA COUNTY, IDAHO SCALE: 1' = 100' ' Fl 2014 BASIS OF BEARING 29 28 \ THE EAST LINE OF THE NE1/4 OF SECTION 32 BEARS N.00'13'16"E. BETWEEN FOUND MONUMENTS 32 33 S ♦1 SAS 4yp BASED UPON GPS OBSERVATIONS PROJECTED TO THE IDAHO WEST ZONE (1103) NICOORDINATE SYSTEM. CP&F INST. NO.112102945 �Fp UNPLATTED ALL BEARINGS ARE GRID. ALL DISTANCES ARE GROUND. 14 `V R� s o�4� 7 `` H ,yry 2 `? <1Jp��FO uNPLATT'ED \ t65%59 \ S69'43'50"E 332.67' ip 6 S�g?O' .♦b �__�_____�__-__.p PQ N 4 IO 18 S. YEMPW AA \ 3 f 1 0 � O Ld� IJ �q u Mo e� 10 �M 9 RFs u a•1 peww�s`` d rn d O �0�`z at 0 t3 8 10 589'47'50"E 1348.52' 14 589'40'08"E 682.48' f \� N 1 589'40'08"E C v4 u - - - _ 7� 977.92' 16 I� 19 f r 7 n 18 6 Fl. \ q�R OO sp''`6 f L0 4 / p0•f-2 Tom![ i 3 y% 2 C zn \ M 4 r>0.0 ``iy v / 192.96. xx :i 2 �j C -W M6 FOUND 1/2" IRON ROD PER RECORD OF SURVEY NO. 6590 RESET WITH 5/8" IRON ROD - 3 m1� 1� Z NW CORNER LOT 10, BLOCK 9 BUACKROCK SUBOINSION NO. 1 REFER. TO RECORD OF SURVEY NO. "A" LEGEND DETAIL ------� PROPERTY BOUNDARY NL SECTION UNE DRAWING N0: 130052 -V -FP -PHI ��y♦ A•p` z ERIC STRICKER, P.L.S. BJAHO NO.14223 RIGHT-OF-WAY UNE 332 N. BROADMORE WAY - RIGHT -OF -WAV CENQERUNE STR1C' PHONE, (208) 442E300 FAX;(206)4860894 SHEET NO. 1 OF 5 LOT UNE EXISTING LOT LINE LINE NOT TO SCALE FOUND BRASS CAP MONUMENT AS NOTED ® FOUND 5/8"IRON ROD AS NOTED ® SET 5/8" IRON ROD WITH RED PLASTIC CAP MARKED 'T -O ENGINEERS PIS 14223" 1 LOT NUMBER BLOCK NUMBER :i 2 �j C -W M6 FOUND 1/2" IRON ROD PER RECORD OF SURVEY NO. 6590 RESET WITH 5/8" IRON ROD - 3 m1� 1� Z NW CORNER LOT 10, BLOCK 9 BUACKROCK SUBOINSION NO. 1 REFER. TO RECORD OF SURVEY NO. "A" DETAIL SCALE: 1" = V NL cEFo DRAWING N0: 130052 -V -FP -PHI ��y♦ A•p` z ERIC STRICKER, P.L.S. BJAHO NO.14223 T -D ENGINEERS 10 332 N. BROADMORE WAY 424' OF�oPF /[ NAMPA, IDAHO 83687-5123 STR1C' PHONE, (208) 442E300 FAX;(206)4860894 SHEET NO. 1 OF 5 4 Af 0 0 a a 1 I L off\ILI1, fir n �.. N O Z 3n p Z a ^z ¢ LL m a U Z z C z W a o � H � O 0 Aad U � z I�1 O x F z O Z L. anaecr, mu SHEET 1 OF 17 a ltt .. Ii F 6 >O Q N !will `i$l "MGpM ! 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BETWEEN FOUND MONUMENTS 32 BASED UPON GPS OBSERVATIONS PROJECTED TO CP&F INST. NO. (y THE IDAHO WEST ZONE (1103) NAD83 COORDINATE SYSTEM. R2f02945 f4 ♦ p,� �fp DNPLATT® ALL BEARINGS ARE GRID. ALL DISTANCES ARE GROUND. ♦♦ Bye' 1s `♦ y/1- ,♦� 2 '.♦yry7 (�2 DNP� UNPLATTED QA 16 6jyi yy \ S89'43'50"E 332.67' i0 6 S69- & �__—__------ --- � ^ C7 n 17 4 MPES>TW 3 1 1 0 f ¢ 010 iL F 2 T 9 � � u `NOxas\ p�V � CW voi .40 pq 10 5 a'rn Z a—' o S89'47'50"E 1348.52' 14 589'40'08"E 68 .48' 7\2�N, Nf S89'40'08"E N — — — — 9— Cv4 ]S 1977.92' %'?o y 16 I� B \ 1 JOS ♦h, \ s 7 \ _ 7 17 16 1B .I. 6 G1; / %% 6 ioDc� 4�° / -r� CA' W TRAIT 3 1 ele s i C6Jy JO$ I ` X19. 3 � k�, 1k• O� fie?\ 3y) L.1 � �6°� C'" y,,,,{{•,,"1 '�$ J JS ♦S Z \ /'y�\LO V ,\4\O�� r za 4 /y0>p'C\ O O V4 6,?.495 / ,p /� 178 �;`��\' PF,y�^bgq,� �/ i'✓i�@'" 'D_ N7..' e e / 6♦$ 2" BOUNDARY CURVE TABLE --�--- LENGTH RADIUS DELTA BEARING CHORD 314.16' 525.00' 34'17'08" S60'333YW 309.49' 40.10' 200.00' 11'29'14" S49'09'35"W 40.03' ECUIVE 40.10' 200.00' 11'29'14" 549'0936"W 40.03' m 40:10' 200.00' 11'29'14" S37'40'22W 40.03'40.10' CAP MARKED "T-0 ENGINEERS 200.00' 11-29'14" S37.40'22"W 40.03' FINAL PLAT FOR SOUTHERN HIGHLANDS SUBDIVISION NO.1 A RE -SUBDIVISION OF A PORTION OF LOT 16, BLOCK I, BLACKROCK SUBDIVISION NO.1 D 50. 100 zoo 300 SECTION 32, TOWNSHIP 3 NORTH, RANGE 1 EAST, BOISE MERIDIAN CITY OF MERIDIAN, ADA COUNTY, IDAHO SCALE: 1' = 100' 2014 BASIS OF BEARING 29�33 THE EAST LINE OF THE NEN F OF SECTION N /`♦, BEARS NUPON '16"E. BETWEEN FOUND MONUMENTS 32 BASED UPON GPS OBSERVATIONS PROJECTED TO CP&F INST. NO. (y THE IDAHO WEST ZONE (1103) NAD83 COORDINATE SYSTEM. R2f02945 f4 ♦ p,� �fp DNPLATT® ALL BEARINGS ARE GRID. ALL DISTANCES ARE GROUND. ♦♦ Bye' 1s `♦ y/1- ,♦� 2 '.♦yry7 (�2 DNP� UNPLATTED QA 16 6jyi yy \ S89'43'50"E 332.67' i0 6 S69- & �__—__------ --- � ^ C7 n 17 4 MPES>TW 3 1 1 0 f ¢ 010 iL F 2 T 9 � � u `NOxas\ p�V � CW voi .40 pq 10 5 a'rn Z a—' o S89'47'50"E 1348.52' 14 589'40'08"E 68 .48' 7\2�N, Nf S89'40'08"E N — — — — 9— Cv4 ]S 1977.92' %'?o y 16 I� B \ 1 JOS ♦h, \ s 7 \ _ 7 17 16 1B .I. 6 G1; / %% 6 ioDc� 4�° / -r� CA' W TRAIT 3 1 ele s i C6Jy JO$ I ` X19. 3 � k�, 1k• O� fie?\ 3y) L.1 � �6°� C'" y,,,,{{•,,"1 '�$ J JS ♦S Z \ /'y�\LO V ,\4\O�� r za 4 /y0>p'C\ O O V4 6,?.495 / ,p /� 178 �;`��\' PF,y�^bgq,� �/ i'✓i�@'" 'D_ N7..' e e / 6♦$ 2" 192.9g�' 2 Ng Gy � fey ♦ dj� 4b/ i / v C -W V16 FOUND 1/2' IRON ROD PER RECORD OF SURVEY NO. 6590 N RESET WITH 5/8" IRON ROD — A, ol 0 z NW CORNER LOT 10, BLOCK 1 BL CKROCK SUBUIVISION REFER TO RECORD OF SURVEY N0, � DETAIL SCALE: 1' = 1' l �y5��1cErlsFo DRAWING N0: 130052-V-FP-PH1 0ea T-0 ENGINEERS ERIC STRICKIOU ELS IDAHO NO.14213 332 N. BROADMORE WAY YrF OF 01 NAMPA, IDAHO 836875123 JC STR1PHONE:(20B)02E FAX.DM8)4868914 SHEET NO. 1 OF 5 LEGEND --�--- PROPERTY BOUNDARY SECTION LINE RIGHT-OF-WAY LINE - RIGHT-OF-WAY CENTERLINE LOT UNE EXISTING LOT LINE — —�-- — LINE NOT TO SCALE FOUND BRASS CAP MONUMENT AS NOTED m FOUND 5/8" IRON ROD AS NOTED ® SET 5/8" IRON ROD WITH RED PLASTIC CAP MARKED "T-0 ENGINEERS PLS 14223" 1 LOT NUMBER BLOCK NUMBER 192.9g�' 2 Ng Gy � fey ♦ dj� 4b/ i / v C -W V16 FOUND 1/2' IRON ROD PER RECORD OF SURVEY NO. 6590 N RESET WITH 5/8" IRON ROD — A, ol 0 z NW CORNER LOT 10, BLOCK 1 BL CKROCK SUBUIVISION REFER TO RECORD OF SURVEY N0, � DETAIL SCALE: 1' = 1' l �y5��1cErlsFo DRAWING N0: 130052-V-FP-PH1 0ea T-0 ENGINEERS ERIC STRICKIOU ELS IDAHO NO.14213 332 N. BROADMORE WAY YrF OF 01 NAMPA, IDAHO 836875123 JC STR1PHONE:(20B)02E FAX.DM8)4868914 SHEET NO. 1 OF 5 L m O N 9 AU r _ m o a' ' E a In in 0 00 0 it U 9 T m m m a Q m ro I � i y 0 a a v a t0 N o E a y m d o d d U Q w m a mo N N - 0 N N N C L O O O O O m U J m= m a o oln in 0 m O O n n _ H U O O N N N c p M M M M f m 3 N U 0 M M A m 0 M m _ m 0 0 0 0 O � LL N Y m m o•- o�c neo ao 0 V O N N N N ' 9 J N T m � a�'io 000 ? 1[1 in u'a to f y C 0 0 0 0 O. 100 100 1Of1 0 V t M M M M O d � N n W N N m W m � C W 001 OJ 00 N m LL y 0 a a v a t0 N o ¢o a rn c U A n a U W Y � C m o Q co E v n n o W m w O c U ¢ M 0 T C H W m 0 a F U U a- til In M N M M t0 M V W`Evavaavaaln W 0 0 0 0 0 0 0 0 0 0 Q „ W CL `o W N N N N N N N N N N M 'O LL O O O G O 0 0 0 0 G m U J W y O Q` In 1n O In O O 1IJ O 111 1n N U W M M M W N N N N J � fn U 9 `w 2 O 10 1n In 1n 1n 1n 10 1n 10 m ti m M m m M M M M M 1n m M Y 0 W 1n 0 10 0 010 O C W W N N W W r MMM MMMN O N M _ o O W N N N N N N N N N N O j L {n T W N 0 0 0 0 0 0 0 0 0 > Ll] In In 1f1 IfJ l(> In 1n I1l y C 0 0 0 0 0 0 0 0 0 O. � � J uO'i � � 100 1On 100 1On O O M M M M M M M M M L p W m 0 0 (D 10 I� N M I11 d 1noMMaoMoln 1n lnoo o1n Ino a M M M M M M N N N W W W 10 10 O 10 O O 10 O M E C N O 11 Y � C m M 0 M C co II .0 Q C H W LL F U U U , m o � ErO1ia d o 0 0 Q w m O A , a `o m y N N N a m O N M LL O O O C a C 9 U U H n m a N o y m N n � C P O W J N U � LL N _Y D 3 N a n o m m2 U N N O N O L j fll T m 3 0 0 m o 0 m. U O m m t o m a a o m e M x U M O A , m EnM N C a m O N M m Q o C a E U U H ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. Steps for Peak Discharge Rate using the Rational Method calculated for postpr 1111._ Calculate Post -Project Flows (for pre -project flows, increase number of storage facilities to create new tali) User input in yellow cells. To accept default value type = in yellow cell and point to computed cell 1 Project Name SOUTHERN HIGHLANDS -SEEPAGE BED NO. 1 2 Is area drainage basin map provided? Yes (map must be included with stormwater calculations) 3 Enter Design Storm For Volume (100 -year per ACHD pal icy) 100 4 Enter number of storage facilities (25 max) 5 Area of Drainage Subbasin ]SF or Acres) SF Acre - 6 Determine the Weighted Runoff Coefficient (C) C=I(ClxAl)+(C2xA2)+(CnxAn)]/A Weighted AvE ❑icktn Shnw Mnre Suhhasins M Subbasin Subbasin Subbasin Subbasin 9 Calculate the Post -Project peak discharge (QPeak) 0P .L 10.25 cis 2U Calculate peak Qwq (uses 2 -yr storm) Qwa IA 1B lC ID 010-035 Plavgrounds 11 Calculate total runoff vol (V) (for sizing primary storage) V 13,657 ft' 29;910 96,666 42,556 68,916 12 Calculate Vwq (for sizing WQfacilibes) Enter Percentile Storm I(80th percentile = 0. 34 in) S.46 0.34 1n Enter WQ Volume (Vwp= Cxi (from line above) xAx3600) VW, 4,034 ft' 13 Detention: Approved Discharge Rate to Surface Waters (if applicable) cfs 0.51 0.54 0.72 0.66 0.60 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 User GlwbN min oMn. 8 Determine the average rainfall intensity(!) from IDF Curve based on 1 3.11 In/hr 9 Calculate the Post -Project peak discharge (QPeak) 0P .L 10.25 cis 2U Calculate peak Qwq (uses 2 -yr storm) Qwa 3.98 cis Industrial and Commercial Light areas Hears areas (used for S/G Trap throat velocity, WQ storm conveyance system sizing) Parks, cemeteries 010-035 Plavgrounds 11 Calculate total runoff vol (V) (for sizing primary storage) V 13,657 ft' V = Ci (Tc=60)Ax3600 Streets -,1, 1, nOG 12 Calculate Vwq (for sizing WQfacilibes) Enter Percentile Storm I(80th percentile = 0. 34 in) 80th 0.34 1n Enter WQ Volume (Vwp= Cxi (from line above) xAx3600) VW, 4,034 ft' 13 Detention: Approved Discharge Rate to Surface Waters (if applicable) cfs 14 Volume Summary Surface Storage: Pond WQ Pond Forebay+l5%sediment V 4,640 it, Primary Treatment/Storage Basin V 9,622 It, Subsurface Storage: Seepage Bed Volume Without Sediment Factor V 13,657 it, See BMP04 Seepage Bed for Design Volume With Sediment L:\130164\Reports\StormDrainageRepon\130164ACHDStormDrainageBasinl Version 5.5, April 2013 Estimated Runoff C..F.Oentz for various Surfaces Type ofsurface RunoO toeffldents'c' Business Downtown areas Urban neighborhoodareas 010-095 050-010 Residential Single-family Mulb-famRy 035-050 0.60-0.75 Residential lrura0 025-OA0 Apartment dwelling areas 010 Industrial and Commercial Light areas Hears areas 0$0 090 Parks, cemeteries 010-035 Plavgrounds 0.20-035 Railroad yard areas 020-0.40 Unimproved areas oao-o3O Streets -,1, 1, nOG 5-21-2014, 6:44 PM ACHD Calculation Sheet for Sizing Seepage Bed With Optional Chambers NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. Nate this spreadsheet nulls information from the "Peak %V" tab elate Post -Project Flows (for pre -project flows, increase number of storage facilities to create new tab) User input in yellow cells. To accept default value type = in yellow cell and point to computed cell 1 Project Name SOUTHERN HIGHLANDS - SEEPAGE BED NO. 1 3 Design Storm "wv 4 Weighted Runoff Coefficient C 0.60 Link m: nry =4 g Peak QV TR552 5 Area A (Acres) 5.46 acres 6 Approved discharge rate for the given storm (if applicable) 0100 cis 7 Design Vol W/15% Sed for Perc a 8In/hr V 13,657 13,657 ft' 0% Sediment for Part >8 in/hr 8 Set Total Design Width of All Drain Rock W 16.0 k 9 Set Total Design Depth of All Drain Rock D 12.0 it Rock Only, Do Not Include Filter Sand Depth or Cover in/hr 10 Void Ratio of Drain Rock Voids 0.4 0.4 for 1.5"-2" drain rock and 3/4" Chips fta 10 0.17 11 Design Infiltration Rate (8 in/hr max) Perc 8 In/hr 12 Area Infiltration Aperc 2,839 ft' 13 Volume Infiltration Vperc 1,892 fts/hr 14 Size of Perf Pipe Dia pipe is in 15 Calculate Total Storage per Foot Spf 77.0 fta/ft Spf=Apf=WZD-Ap.e p;pexVoids+1/2 Perf_Area 0 0 16 Calculate Design Length Override Value Required for Chambers 17 Check Storage for Perc Rate for 24 -Hour Period 177 it Storm Duration I Q I Runoff Vol I Perc Vol I Pre-Proj Vol Max Vol Recd Min Hr in/hr cis ft' k' ftz fta 10 0.17 0.00 0.00 0 0 0 0 15 0.25 0.00 0.00 0 0 0 0 30 0.50 0.00 OAO 0 0 0 0 60 1.00 120 2.00 0.00 0.00 0.00 0.00 13,657 0 0 1,892 0 0 0 180 3.00 0.00 0.00 0 3,785 0 0 360 6.00 0.00 0.00 0 9,462 0 0 720 12.00 0.00 0.00 0 20,817 0 0 1440 24.00 0.00 0.00 0 43,Wb 0 0 Total Design Vol. Override 13,657 18 Time to Drain 6.5 hours 90% volume in 24 -hours minimum 19. Total Length of Perf Pipe 177 182 it 10.3 >= 10.3 20 Pert Pipe Check. Qperf>= Opeak; where Qperf=CdxAxv(2xgxH) Ctp=free out fall flow rate through one perforation cis A 0.0008 ft Ca= Coefficient of discharge = 0.60 A/ft pipe 0.0109 ft /ft A=Area O„w/x 0.0564 cis g=32.17 ft/s? Q,en 0.00 cis H = Head (ft); Assume H=1.15 -ft (weighted avg with 0.5 -ft overtop of pipe Perls per Valley = 5 (for top half); Valleys per ft=57/20 k Perf/ft = assumed 5 x 57/20 for 30" 7-22-2014, 1:35 PM L:\13D164\Reports\StormDralnage Report\130164ACHDStorm Drainage0asinl Version 5.5, April 2013 ACHD Calculation Sheet for Sand/Grease Traps NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. User input in yellow cells. To accept default value type = in yellow cell and point to computed cell 1 Project Name SOUTHERN HIGHLANDS - SEEPAGE BED NO. 1 Sand/Grease Trap No. 1B -1B and 1D flow Enter number of Sand/Grease Traps (25 max) 1 Baffle Throat Velocity Is the Vault Size Number of Peak Flow Spacing width Area (ft) 0.5 fps Velocity (inch) max. ok? 1500 G 1 3.98 20 60 8.33 0.48 Reference for Throat widths (inch) ADS Boise Lar -ken WQU, Vault BMP 16 1000 G 48.0 50.5 n/a 1500 G 60.0 61.5 n/a QU1000 n/a n/a 60 WQU1500 n/a n/a 60 7-22-2014, 1:40 PM L:\130164\Reports\Storm Dra mage Report SIG Traps Q-cfs (inch) (inch) max. ok? 1500 G 1 3.98 20 60 8.33 0.48 \130164ACH DSi(arsiDmfnSgAfleitii7013 ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology most result in facilities that meet or exceed these calculations in order to be accepted. g Steps for Peak Discharge Rate using the Rational Method calculated for post -project Calculate Post -Project Flows (for pre -project flows, increase number of storage facilities to create new tab) User input in yellow cells. To accept default value type = in yellow cell and point to computed cell 1 Project Name SOUTHERN HIGHLANDS -SEEPAGE BED NO.1 2 Is area drainage basin map provided? yes / A (map must be included with starmwater calculations) �•FV� 3 Enter Design Storm For Volume (100 -year per ACH D policy) 100 4 Enter number of storage facilities (25 max) 5 Area of Drainage Subbasin (SF or Acres) SF Acre. 6 Determine the Weighted Runoff Coefficient (C) C=[(C1xAll+(C2xA2)+(CnxAn)]/A Weighted Avl c�RR�an. CT Subbasin I Subbasin Subbasin Subbasin Type of SurfeN'Idents "e' 8 Determine the average rainfall intensity (i) from IDF Curve based on 9 Calculate the Post -Project peak discharge(QPeak) Calculate peak Qwq(uses 2 -yr storm) for S/G Trap throat velocity, WQ storm conveyance system sizing) I 4L Qw4 3.11 1.09 0.42 cfs in r cfs IA 16 lC SD Calculate total runoff vol(V)(for sizing primary storage) V=Cl(TC=60)Ax3600 12 Calculate Vwq(for sizing WQ facilities) Enter Percentile Storm I (80th percentile = 0.34 in) Enter WQ Volume (Vwq=CA (from line above) xAx36D0) 13 Detention: Approved Discharge Nate to Surface Waters (if applicable) V. Vwn 1,451 Both 429 0.34 in ft cfs Residernal(rural) 0.25-040 291910 0 0 0 Parks. cemeteries 010-035 14 Volume Summary Surface Storage: PondPlaygrounds WO Pond Forebay + 15% sediment Primary Treatment/Storage Basin Subsurface Storage: Seepage BedUnimproved Volume Without Sediment Factor [.... mnn nrN <oonaoa RM fnI nPSIPn yO11me With Sediment V V V 493 1,022 1,451 fta Ra ft' 0.69 030-035 Railroad yard areas 0.20-040 areas 040-030 Streets a,nArV1 n a[ 0.51 0.54 0.72 0.66 0.51 7 Calculate Overland Flow Tme of Concentration in Minutes (Tc) oruse default 10User min Cal<ula� t� ID Nn. -- ' olas Sudams estimated70.70-0.95 Type of SurfeN'Idents "e' 8 Determine the average rainfall intensity (i) from IDF Curve based on 9 Calculate the Post -Project peak discharge(QPeak) Calculate peak Qwq(uses 2 -yr storm) for S/G Trap throat velocity, WQ storm conveyance system sizing) I 4L Qw4 3.11 1.09 0.42 cfs in r cfs easiness Downtown Owntawigho-oJo(used . 0.951V Residential MuRhIs."y0-0.75 Single-fami5-050S1 Calculate total runoff vol(V)(for sizing primary storage) V=Cl(TC=60)Ax3600 12 Calculate Vwq(for sizing WQ facilities) Enter Percentile Storm I (80th percentile = 0.34 in) Enter WQ Volume (Vwq=CA (from line above) xAx36D0) 13 Detention: Approved Discharge Nate to Surface Waters (if applicable) V. Vwn 1,451 Both 429 0.34 in ft cfs Residernal(rural) 0.25-040 Apartment dwelling areas 0.70 Indurr ial and commercial Light area Heavyarea o30 0.90 Parks. cemeteries 010-035 14 Volume Summary Surface Storage: PondPlaygrounds WO Pond Forebay + 15% sediment Primary Treatment/Storage Basin Subsurface Storage: Seepage BedUnimproved Volume Without Sediment Factor [.... mnn nrN <oonaoa RM fnI nPSIPn yO11me With Sediment V V V 493 1,022 1,451 fta Ra ft' 030-035 Railroad yard areas 0.20-040 areas 040-030 Streets a,nArV1 n a[ 5-21-2014, 6:20 PM L\130164\Reports\Storm DrainageRepon\130164ACHDStormOrain3geBasin1 Version 5.5, April 2013 ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. gbpa for 7ftkMettFpd calmtlatad fartwe4A'+t .. Calculate Post -Project Flows (for pre -project flows, increase number of storage facilitf s User input in yellow cells. To accept default value type = in yellow cell and paint to computed cell 1 Project Name SOUTHERN HIGHLANDS - SEEPAGE BED NO.1 2 Is area drainage basin map provided? Yes (map must be included with stormwater calculations) / 3 Enter Design Storm For Volume [100 -year per ACHD policy) '�'� 4 Enter number of storage facilities (25 max) 5 Area of Drainage Subbasin (5F or Acres) SF Acres 6 Determine the Weighted Runoff Coefficient (C) C=((ClxA1)+(C2xA2)+(CnxAn)]/A Weighted Avg Clickto Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin for various wna<es .in lA IB lC 2D Type of Suras, Runoff Coeffkients'C' 8 Determine the average rainfall intensity(1) from IDF Curve based on 1 237 29,910 0 0 0 Qaul, Owe 0.83 0.42 afs cis Buuness Downtown areas Urban neighborhood areas 0.70-095 050-010 (used for S/G Trap throat velocity, WQ storm conveyance system sizing ) 0.69 aesiden SinpJe-hanmily MUR"rfenyly 0.51 0.54 0.72 0.66 ft Residential (rural) 025-040 V=Ci(Tc=60)Ax3600 12 Calculate Vwq (for sizing WQ facilities) Enter Percentile Storm I(80th Percentile = 0.34 in) Enter WQ Volume (Vwe`Cxi (from line above) xA1360O) Vwa 0.51 0.34 In ft AParbnent dwenina areas D.7a Industrial and Commercial 13 Detention: Approved Discharge Rate to Surface Waters (if applicable) cfs 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 1 User CakvWre 10 Nin Estimated Runoff Coelfelentz for various wna<es .in Type of Suras, Runoff Coeffkients'C' 8 Determine the average rainfall intensity(1) from IDF Curve based on 1 237 in/hr 9 Calculate the Post -Project peak discharge(QPeak) lU Calculate peak Qwq(uses 2 -yr storm) Qaul, Owe 0.83 0.42 afs cis Buuness Downtown areas Urban neighborhood areas 0.70-095 050-010 (used for S/G Trap throat velocity, WQ storm conveyance system sizing ) aesiden SinpJe-hanmily MUR"rfenyly 035-050 0.60-0.75 11 Calculate total runoff vol IV)(for sizing primary storage) V 1,108 ft Residential (rural) 025-040 V=Ci(Tc=60)Ax3600 12 Calculate Vwq (for sizing WQ facilities) Enter Percentile Storm I(80th Percentile = 0.34 in) Enter WQ Volume (Vwe`Cxi (from line above) xA1360O) Vwa 80th 429 0.34 In ft AParbnent dwenina areas D.7a Industrial and Commercial 13 Detention: Approved Discharge Rate to Surface Waters (if applicable) cfs Light areas Heayyareas 010 090 14 Volume Summary Parks. cemeteries o10.015 Pleynounds 0.20.035 Surface Storage: Pond WQ Pond Forebay+l5%sediment V 493 ft' Primary Treatment/Storage Basin V 679 k' Railroad yard areas 010-0.40 Unimproved areas 0.10-030 Subsurface Storage: Seepage Bed Volume Without Sediment Factor V 1,108 ft' See BMP04 Seepage Bed for Design Volume With Sediment meets s.�h.x n as 5-21-2014, 6:34 PM L\130164\Reports\StormDralnageReport\130164ACHDStorm DrainageBasinl Version 5.5, April 2013 ACRD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE: This worksheet is intended to be a guideline to standardize ACRD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in orderto be accepted. . Steps for Peak Discharge Rate using the Rational Method calculated far post -Project Calculate Post -Project Flows (for pre -project flows, increase number of storage facilities to create new tab) User input in yellow cells. To accept default value type= in yellow cell and point to computed cell 1 Project Name SOUTHERN HIGHLANDS - SEEPAGE RED NO.1 2 Is area drainage basin map provided? Yes 2 (map must be included with stormwater colculutiens) I `J 3 Enter Design Storm For Volume (100 -year per ACHD policy) ' 4 Enter number of storage facilities (25 maxi Click to Shaw More Suhhazlns ❑ 5 Area of Drainage Subbasin (5F or Acres) SF Acre, 6Determine the Weighted Runoff Coefficient (C) C=I(CIxAI)+(C2xA2)+(CnxAn)]/A Weighted AVE Subbasin Subbasin Subbasin Subbasin for varwus surfaces min IA 16 1C 1D Type of sudeoa Runoff Coef dents -C 8 Determine the average rainfall Intensity (1) from IDF Curve based on 1 3.11 0 96,666 0 0 Qa,w 3.73 cis easiness 1U Calculate Peak Qwq(uses 2 -yr storm) 2.22 1.45 chs Oowntown areas Urban neighborhoodareas OJO-OAS Oso-OJO (used For S/G Trap threat velocity, WQ star. conveyance system sizing ) Residential O.S1 0.54 0.72 0.66 Single -termly Muld-family 035-050 0-60-0J5 11 Calculate total runoff vol (V) (for sizing primary storage) V 4,965 0.54 Residential(rural) 0.25 -OAA V=CI(TP60)Ax3600 12 Calculate Vwq (for sizing WQ facilities 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 UszrCalwlate SO Mi Est imaeed RurmR Coehtients for varwus surfaces min Type of sudeoa Runoff Coef dents -C 8 Determine the average rainfall Intensity (1) from IDF Curve based on 1 3.11 in/hr 9 Calculate the Post -Project peak discharge(QPeak) Qa,w 3.73 cis easiness 1U Calculate Peak Qwq(uses 2 -yr storm) Qwo 1.45 chs Oowntown areas Urban neighborhoodareas OJO-OAS Oso-OJO (used For S/G Trap threat velocity, WQ star. conveyance system sizing ) Residential Single -termly Muld-family 035-050 0-60-0J5 11 Calculate total runoff vol (V) (for sizing primary storage) V 4,965 ft Residential(rural) 0.25 -OAA V=CI(TP60)Ax3600 12 Calculate Vwq (for sizing WQ facilities Enter Percentile Storm I (Both percentile = 0.34 in) 80th 0.34 in Apartment dwelling areas 0.70 Industrial and Commercial Enter WQ Volume (Vwo=CA (from line above) xAx3600) Vwo 1,467 ft' 13 Detention: Approved Discharge Rate to Surface Waters (if applicable) cfs Light areas Heavy areas 0.80 GAO 14 Volume Summary Parks. cemeteries 0.10-035 Playgrounds 0.20-035 Surface Storage: Pond WQ Pond Forebay+l5%sediment V 1,687 ft, Primary Treatment/Storage Basin V 3898 it, Redhead ye rd areas 030 -GAO unimproved areas 0.10-0.30 Subsurface Storage: Seepage Bed Volume Without Sediment Factor V 4,965 k' See BMP04 Seepage Bed for Design Volume With Sedimentea4 5-21-2014,6:20 PM L:\130164\Reports\StormDrainageRepoa\130164ACHDStormDrainageBasinl Version 5.5, April 2013 ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. Steps for Peak Discharge Rate using the Rational Method calculated for post -project _ Calculate Post -Project Flows (for pre -project flows, increase number of storage facilities to create new tab) User input in yellow cells. To accept default value type = in yellow cell and point to computed cell 1 Project Name SOUTHERN HIGHLANDS - SEEPAGE BED NO.1 2 Is area drainage basin map provided? Yes (map must be included with stormwater calculations) P'S 3 Enter Design Storm For Volume (100 -year per ACHD policy) 25 4 Enter number of storage facilities (25 max) flihmGhnw Mnra Suhhaslns 1 5 Area of Drainage Subbasin (SF or Acres) 5F Acre: 6 Determine the Weighted Runoff Coefficient (C) C==[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avj Subbasin Subbasin Subbasin Subbasin 10 Min IA 3B 1C 10 8 Determine the average rainfall intensity (i) from IDF Curve based on 1 2.37 in/hr 0 96,666 0 0 Business 0ovnmwn areas Urban neighborhood areas 070-0.95 050-0.70 (used for S/G Trap throat velocity, WQ storm conveyance system sizing ) 2.22 single-family Mak-family 035-0.50 0.60-0.75 11 Calculate total runoff vol IV)(for sizing primary storage) V 0.51 0.59 0.72 0.66 V=CI(TC=60)Ax3600 12 Calculate Vwq (for sizing WQfacilities) Enter Percentile Storm I (80th percentile = 0.34 in) Enter WQVolume (Vwq= CA (from line above) xAx3600) Vwq 80t11 1,467 0.34 in ft. Apartment dwelling areas 0.54 Industrial and commercial 13 Detention: Approved Discharge Rate to Surface Waters (If applicable) cfs Ughtweas Heavyareas 0s0 0.90 14 Volume Summary 7 Calculate Overland Flow Time of Concentration In Minutes (Tc) or use default 10 User Wlwbte Estimated Runoff coeffidents for various Su f., 10 Min Type of Surface Runoff CoefF{dents "C" min . 8 Determine the average rainfall intensity (i) from IDF Curve based on 1 2.37 in/hr 9 Calculate the Post -Project peak discharge(QPeak) 10 Calculate peak Qwq(uses 2 -yr storm) Dont Qwo 794 1.45 cfs cis Business 0ovnmwn areas Urban neighborhood areas 070-0.95 050-0.70 (used for S/G Trap throat velocity, WQ storm conveyance system sizing ) Residential single-family Mak-family 035-0.50 0.60-0.75 11 Calculate total runoff vol IV)(for sizing primary storage) V 3,790 'ft Residerkal(rura0 035-0.40 V=CI(TC=60)Ax3600 12 Calculate Vwq (for sizing WQfacilities) Enter Percentile Storm I (80th percentile = 0.34 in) Enter WQVolume (Vwq= CA (from line above) xAx3600) Vwq 80t11 1,467 0.34 in ft. Apartment dwelling areas 0.70 Industrial and commercial 13 Detention: Approved Discharge Rate to Surface Waters (If applicable) cfs Ughtweas Heavyareas 0s0 0.90 14 Volume Summary Parks. cemeteries 0.10-0.1s Playgrounds 0]0-035 Surface Storage: Pond WQ Pond Forebay+ 15% sediment Primary Treatment/Storage Basin V V 1,687 2,323 fe ft, Railroad yard areas 0.70-0.40 unimproved meas 010-030 Subsurface Storage: Seepage Bed Volume Without Sediment Factor V See BMP04 Seepage Bed for Design Volume With Sediment 3,790 ff' Weets emnaN nac 5-21-2014, 6:35 PM -A130164\Reports\Storm Drainage Report\130164ACH DStorm DrainageBasin I Version 5.5, April 2013 ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineers methodology must result in facilities that meet or exceed these calculations in order to be accepted. L Steps for Peak Discharge Rate using the Rational Method calculated For post -project _. c Calculate Post -Project Flows (for pre -project flaws, increase number of storage facilities to create new tab) User input in yellow cells. To accept default value type =in yellow cell and paint to computed cell 1 Project Name SOUTHERN HIGHLANDS - SEEPAGE BED NO.1 2 Is area drainage basin map provided? yes (map must be included with stormwater calculations) 'I 3 Enter Design Storm For Volume (100 -year per ACHD policy) 100 p T 4 Enter number of storage facilities (25 max) Click to Show More Subbasins ❑ 5 Area of Drainage Subbasin (SF or Acres) SF Acre - 6 Determine the Weighted Runoff Coefficient (C) C=[(ClxAl)+(C2xA2)+(CnxAn)j/A Weighted Avf Subbasin Subbasin ISubbasin I Subbasin ntfar Various surfaces min The of Surface IA 1B U. 10 3.11 in/hr 9 Calculate the Post -Project peak discharge(QPeak) lu Calculate peak Qwq (uses 2 -yr storm) Qs•.w Qq 0 0 42,556 0 (used for S/G Trap throat velocity, WQ storm conveyance system sizing ) Residential 0.98 Single-fa,niN Mul"miN ass -a50 O.sU-CJS 21 Calculate total runoff vol IV)(for sizing primary storage) V 2,914 ft 0.51 0.54 0.72 0.66 Enter Percentile Storm I(80ch percentile = 0.34 in) 0.72 BOth 0.34 in Apar[meatdvmllineareas oJ0 industrial and Commercial Enter WQ Volume (Vea= CA (from line above) xAx3600) VwQ 861 ft 13 Detention: Approved Discharge Rate to Surface Waters (if applicable) 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 uw Calcalare [0 NM eifide Estimated RurwR Cos ntfar Various surfaces min The of Surface RurwB Coeflidents'C 8 Determine the average rainfall Intensity (1) from OF Curve based on 1 3.11 in/hr 9 Calculate the Post -Project peak discharge(QPeak) lu Calculate peak Qwq (uses 2 -yr storm) Qs•.w Qq 2.19 0.85 cfs cfs Busncss Downtosvp areas Urban neighborboodareas 0.70 -pas aSn-0.70 (used for S/G Trap throat velocity, WQ storm conveyance system sizing ) Residential Single-fa,niN Mul"miN ass -a50 O.sU-CJS 21 Calculate total runoff vol IV)(for sizing primary storage) V 2,914 ft Resitlential (rural) OSS -0.4a V = Ci (Tc=60)Ax3600 12 Calculate Vwq (for sizing WQ facilities) Enter Percentile Storm I(80ch percentile = 0.34 in) BOth 0.34 in Apar[meatdvmllineareas oJ0 industrial and Commercial Enter WQ Volume (Vea= CA (from line above) xAx3600) VwQ 861 ft 13 Detention: Approved Discharge Rate to Surface Waters (if applicable) cfs Lightaraes Heavy.eas 090 a." 14 Volume Summary Parks, cemeteries 0.10-019 Playgrounds 030-099 Surface Storage: Pond WQ Pond Forebay+l5%sediment V 990 ft' Primary Treatment/Storage Basin V 2,053 ft' Railroad vara areas 010-0.40 Unimproved areas 010-Os0 Subsurface Storage: Seepage. Bed Volume Without Sediment Factor V 2,914 fta See BMP04 Seepage Bed for Design Volume With Sediment West, n RR 5-21-2014, 6:21 PM L:\130164\Reports\StomDrainageReport\330164ACHDStormDrainageBasinl Version 5.5, April 2013 ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. Steps for Peak Discharge Rate using the Rational Method cakulated for post -project Calculate Post -Project Flows (for pre -project flaws, increase number of storage facilities to create new tab) User input in yellow cells. To accept default value type = in yellow cell and point to computed cell I Project Name SOUTHERN HIGHLANDS -SEEPAGE BED N0.1 2 Is area drainage basin map provided? yes 1 (map must be included with stormwater calculations) 3 Enter Design Storm For Volume (100 -year per ACH D policy) 25 4 Enter number of storage facilities (25 max) 5 Area of Drainage Subbasin (SF or Acres) SF Acre - 6 Determine the Weighted Runoff Coefficient (C) C=((C7xA1)+(C2xA2)+(CnxAn)1/A Weighted Avi 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 min 5-21-2014, Lear alculaW � -Runoff Estimated Rurwff CoeH-bents for Various surfaces ryx of Surfare CcdRdents -C i) from lDF Curve based on 8 Determine the average rainfall intensity")F' 9 Calculate the Post -Project peak discharge(QPeak) IU Calculate peak Qwq(uses 2 -yr star.) (used for S/G Trap throat velocity, W Q storm conveyance system sizing) 1 QA Qw¢ 2.37 1.67 0'85 ch, in/hr ds Subbasin Subbasin Subbasin Subbasin 11 Calculate total runoff vol (V)(for sizing primary storage) V=Ci(Tc=60)Ax3600 12 Calculate Vwq (for sizing WO, facilities) Enter Percentile Storm I (80th percentile = 0.34 in) Enter WC, Volume (Vwa=CA (from line above) xAx360D) 13 Detention: Approved Discharge Rate to Surface Waters (if applicable) V Vwa 2,225 8011, 861 ft 0.34 in ft cfs Residential lrura0 0.25-0.40 IA 1B I[ ID Parks. cemeteries 010-025 14 Volume Summary Surface Storage: PondPlaygrounds WQ Pond Fombay+15%sediment Primary Treatment/Storage Basin Subsurface Storage: Seepage Bed Volume Without Sediment Factor C<a PMpn6 caanave Sed {pr DQSIFn Volume With Sediment V V V 990 1,364 2,225 ft' fta fts 0 0 42,556 0 proved areas 0�- et F,:.... 0.98 0.51 0.54 0.72 0.66 0.72 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 min 5-21-2014, Lear alculaW � -Runoff Estimated Rurwff CoeH-bents for Various surfaces ryx of Surfare CcdRdents -C i) from lDF Curve based on 8 Determine the average rainfall intensity")F' 9 Calculate the Post -Project peak discharge(QPeak) IU Calculate peak Qwq(uses 2 -yr star.) (used for S/G Trap throat velocity, W Q storm conveyance system sizing) 1 QA Qw¢ 2.37 1.67 0'85 ch, in/hr ds easiness Downtown areas Urban neighborhoadareas 0J0-095 050-0.70 Residen0al single-family Multi -family 035-0.50 050-0.75 11 Calculate total runoff vol (V)(for sizing primary storage) V=Ci(Tc=60)Ax3600 12 Calculate Vwq (for sizing WO, facilities) Enter Percentile Storm I (80th percentile = 0.34 in) Enter WC, Volume (Vwa=CA (from line above) xAx360D) 13 Detention: Approved Discharge Rate to Surface Waters (if applicable) V Vwa 2,225 8011, 861 ft 0.34 in ft cfs Residential lrura0 0.25-0.40 Apartment dumllmg areas DJU industrial and Commercial light areas Heavyareas 090 0.90 Parks. cemeteries 010-025 14 Volume Summary Surface Storage: PondPlaygrounds WQ Pond Fombay+15%sediment Primary Treatment/Storage Basin Subsurface Storage: Seepage Bed Volume Without Sediment Factor C<a PMpn6 caanave Sed {pr DQSIFn Volume With Sediment V V V 990 1,364 2,225 ft' fta fts 02D-035 Rulocilyard arca 020-0.40 proved areas 0�- et F,:.... 6:35 PM L\130164\Reports\StormOrainageReport\130164ACHDStormDrainageBasin1 Version 5.5, Apr112013 ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. Steps for Peak Discharge Rate using the Rational Method calculated far post -project Calculate Post -Project Flows (for pre -project flows, increase number of storage facilities to create new tab) User input in yellow cells. To accept default value type = in yellow cell and point to computed cell 1 Project Name SOUTHERN HIGHLANDS - SEEPAGE BED NO.1 2 Is area drainage basin map provided? yes I /mop must be included with stormwater calculations/ 3 Enter Design Storm For Volume (100 -year per ACHD policy) 100 4 Enter number of storage facilities (25 max) n 5 Area of Drainage Subbasin (SF or Acres) SF Acre! 6 Determine the Weighted Runoff Coefficient (C) C=[(C1xA1)+(C2xA2)+(CnxAn)J/A Weighted AvF 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 Subbasin Subbasin Subbasin 0 Mln. Type of arfare Runoff Coeffs mts -C- IB iC1D 3.11 3.25 1.26 Cfs in/hr cfs eusu,ess D osvrtawn areas urban neighborbood areas 0.70-0.95 050-0.70 (used for S/G Trap throat velocity, WQ storm conveyance system sizing) Rn0al 0 0 68,916 Anglngl e -family Muk.family 0.35-050 0.60-0.75 11 Calculate total runoff vol IV)(for sizing primary storage) V 4,326 tt I 025 -DAO V-Ci(T,--GD)Ax3600 12 Calculate Vwq (for sizing WQfacilities) Enter Percentile Storm I(80th percentile = 0.34 in) Enter WQ Volume (VwQ= CA (from line above) xAx3600) VwQ 80th 1,278 0.34 in ft A" bn,ent dweltinp areas 0.70 Industrial and commercial 13 Detention: Approved Discharge Rate to Surface Waters (if applicable) 0.54 0.72 0.66 am 0.90 Parks. cemeteries DAD oSs 14 Volume Summary Playgrounds 0.20-035 Surface Storage: Pond WQ Pond Forebay+l5%sediment V Primary Treatment/Storage Basin V 1,470 3,048 ft' ft' Railroad yard areas 0-20-O.AO Subsurface Storage: Seepage Bedunimproved Volume Without Sediment Factor V See BMP045eepage Bed for Design Volume With Sediment 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 Vser Celeulate esYmated Ri C«tfirknts for various surtaxes 0 Mln. Type of arfare Runoff Coeffs mts -C- min _ BDetermine the average rainfall intensity (I) from lDF Curve based on f 9 Calculate the Post -Project peak discharge(QPeak) Qv, lu Calculate peak Qwq(uses 2 -yr storm) Q w4 3.11 3.25 1.26 Cfs in/hr cfs eusu,ess D osvrtawn areas urban neighborbood areas 0.70-0.95 050-0.70 (used for S/G Trap throat velocity, WQ storm conveyance system sizing) Rn0al Anglngl e -family Muk.family 0.35-050 0.60-0.75 11 Calculate total runoff vol IV)(for sizing primary storage) V 4,326 tt Residential(rura0 025 -DAO V-Ci(T,--GD)Ax3600 12 Calculate Vwq (for sizing WQfacilities) Enter Percentile Storm I(80th percentile = 0.34 in) Enter WQ Volume (VwQ= CA (from line above) xAx3600) VwQ 80th 1,278 0.34 in ft A" bn,ent dweltinp areas 0.70 Industrial and commercial 13 Detention: Approved Discharge Rate to Surface Waters (if applicable) cfs Lightareas Heavzareaz am 0.90 Parks. cemeteries DAD oSs 14 Volume Summary Playgrounds 0.20-035 Surface Storage: Pond WQ Pond Forebay+l5%sediment V Primary Treatment/Storage Basin V 1,470 3,048 ft' ft' Railroad yard areas 0-20-O.AO Subsurface Storage: Seepage Bedunimproved Volume Without Sediment Factor V See BMP045eepage Bed for Design Volume With Sediment 4,326 ft' areas DAD -am S rce ,,,H,n nac 5.21-2014, 6:21 PM L\130164\Reports\StarmDrainageReport\330164ACHDStormDrainageBasinl Version 5.5, April 2013 ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. Steps for Peak Discharge Rate using the Rational Method calculated for post -project Calculate Post -Project Flows (for pre -project flows, increase number of storage facilities to create new tab) User input in yellow cells. To accept default value type = in yellow cell and point to computed cell 1 Project Name SOUTHERN HIGHLANDS - SEEPAGE BED NO. 1 2 Is area drainage basin map provided? yes (mop must be included with stormwater calculations) 3 Enter Design Storm For Volume (100 -year per ACHD policy) 25 4 Enter number of storage facilities (25 max) c hti fl 5 Area of Drainage Subbasin (SF or Acres) SF Acre 6 Determine the Weighted Runoff Coefficient (C) C=((C1xA1)+(C2xA2)+(CnxAn))/A Weighted AVl Subbasin Subbasin Subbasin Subbasin 7 Calculate Overland of a Min. IA 38 1[ 1D B Determine the average rainfall Intensity (1) from IDP Curve based on 9 Calculate the Post -Project peak discharge(QPeak) lU Calculate peak QWq (uses 2 -yr storm) 1 Qaari Qwq 2.37 2.48 1.26cfs in/hr cis Business Dosvmosvn areas urban nUghbwhoodwras 0.76-695 650-0.70 0 0 0 68,916 Rasidental 1.58 635-050 0.60-0.75 11 Calculate total runoff Vol (V)(for sizing primary storage) V 3,302 ft Residenba3(mra0 0.25-040 V = Ci (Tc=60)Ax36DO 12 Calculate Vwq (for sizing WQ facilities) Enter Percentile Storm I (80th percentile =0.34 in) Enter WQVolume (Vµq= CA (from line above) xAx3600) 0.51 OS4 0.72 O.fi6 0.70 Industrial and commercial 13 Detention: Approved Discharge Rate to Surface Waters (if applicable) 0.66 ughtwras Heavyweas 0.80 0.90 Parks, cemeteries 010-0.25 14 Volume Summary Flow Time Concentration in Minutes (Tc) or use default 10 User Gkuiate Estimated Rulwff coeffirinAs for various surf—s 7 Calculate Overland of a Min. Type dSurfare RurwN Coefrxfents min B Determine the average rainfall Intensity (1) from IDP Curve based on 9 Calculate the Post -Project peak discharge(QPeak) lU Calculate peak QWq (uses 2 -yr storm) 1 Qaari Qwq 2.37 2.48 1.26cfs in/hr cis Business Dosvmosvn areas urban nUghbwhoodwras 0.76-695 650-0.70 (used for S/G Trap throat velocity, WQ storm conveyance system sizing) Rasidental Single4wroy Mute-f.dy 635-050 0.60-0.75 11 Calculate total runoff Vol (V)(for sizing primary storage) V 3,302 ft Residenba3(mra0 0.25-040 V = Ci (Tc=60)Ax36DO 12 Calculate Vwq (for sizing WQ facilities) Enter Percentile Storm I (80th percentile =0.34 in) Enter WQVolume (Vµq= CA (from line above) xAx3600) Vwq 80th 1,278 0.34 in ft Apartment dwelling areaz 0.70 Industrial and commercial 13 Detention: Approved Discharge Rate to Surface Waters (if applicable) cfs ughtwras Heavyweas 0.80 0.90 Parks, cemeteries 010-0.25 14 Volume Summary 0.20-0.35 Surface Storage: PondPlaygrounds WQ Pond Fbrebay+15%sediment Primary Treatment/Storage Basin V V 1,470 2,024 ft' ft' eviroad yard areaz 0.20-040 Subsurface Storage: Seepage Bed Volume Without Sediment Factor V See RM PO4 Seenaee Bed for Design Volume With Sediment 3,302 ft' unimproved areas 030-0.30 SheeK a...xmr n oc 5-21-2014,6:35 PM L\130164\Reports\Storm DrainageReport\130164ACH DStormDrainage Basin 1 Version 5.5, April 2013 I_g s t—f) ACHD Quick Calculation Sheet for Capacity of NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of dr Engineer's calculation methodology. These calculations shall establish a minimum reqs result in facilities that meet or exceed these calculations in order to be accepted. User input in yellow cells. To accept default value type = in yellow cell a 1 Project Name SOUTHERN HIGHLANDS - SEEPAGE BED NO. I r4t& Enter Flow Q= 5.32 cfs 1 Manning's n n= 0.012 Table on Peak QV 2 Slope S= 0.0060 ft/ft 3 Pipe Diameter D= 15 in 4 Uniform Flow Depth yn = 1.00 ft 5 Normal Velocity V= 5.05 ft/s 6 Critical Flow Depth YC = 0,93 ft 7 Critical Velocity V= 5.40 ft/s 7 Full Flow 4run = 5.42 cfs 8 Full Flow °k 98.1% A nifr-hps: 1 Flow Rate 2 Manning's n 3 Downstream Slope 4 Base Width 5 Side Slope 6 Uniform Flow Depth 7 Velocity Q= cfs n= 5 = ft/ft b = ft z = ft/ft yn = 0.00 ft V= 0.00 ft/s 5-23-2014, 2:00 PM L:\130164\Reports\Sto rm Dra i nage Re port\1301'BAACdtC&,EprAlOda26& Basin 1 ACHD Quick Calculation Sheet for Capacity of NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of dr Engineer's calculation methodology. These calculations shall establish a minimum rept result in facilities that meet or exceed these calculations in order to be accepted. User input in yellow cells. To accept default value type = in yellow cell a 1 Project Name FA Enter Flow 1 Manning's n 2 Slope 3 Pipe Diameter 4 Uniform Flow Depth 5 Normal Velocity 6 Critical Flow Depth 7 Critical Velocity 7 Full Flow B Full Flow % .1 ditches 1 Flow Rate 2 Manning's n 3 Downstream Slope 4 Base Width 5 Side Slope 6 Uniform Flow Depth 7 Velocity SOUTHERN HIGHLANDS - SEEPAGE BED NO. it Q= 2.50 cfs n= 0.012 Table on Peak Q S= 0.0050 ft/ft D= 15 in Yn = 0.63 ft V= 4.05 ft/5 Yc = 0.63 ft V= 4.01 ft/s Qmn = 4.95 cfs 50.5% Q= cfs n= 5 = ft/ft b = ft Z = ft/ft yn = 0.00 ft V= 0.00 ft/s 5-23-2014, 2:01 PM L:\130164\Reports\Storm D ra i nage Re port\130 T84ACdHESfgrAo'da202& Ba s i n 1 Worksheet for Basin 7 Project Description Friction Method Manning Formula Salve For Full Flow Diameter Input Data Roughness Coefficient Channel Slope Normal Depth Diameter - Discharge Results Diameter I Normal Depth Flow Area Wetted Perimeter Hydraulic Radius Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head � Specific Energy Froude Number Maximum Discharge Discharge Full - Slope Full Flow Type GVF Input Data Downstream Depth Length Number Of Steps GVF Output Data Upstream Depth Profile Description Profile Headloss Average End Depth Over Rise SubCritical 0.010 0.01000 ft/ft 0.94 ft 3.98 ft /s 0.94 ft 0.94 ft 0.70 ft' 2.97 ft 0.24 ft 0.00 It 0.84 ft 100.0 % 0.00887 ft/8 5.68 We 0.50 ft 1.45 It 0.00 4.28 ft3/s 3.98 fP/s 0.01000 Tuft 0.00 ft 0-00 ft 0 0.00 ft 0.00 ft 0.00 % �.L �9 �r�✓lWl Bentley Systems, Inc. Haestad Methods SolBkatldlk~Master Val (SELECTseries 1) [08.11.01.031 7-22-201411:34:08 AM 27 Siemens Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for Basin 1 GVF Output Data Normal Depth Over Rise 100.00 % Downstream Velocity Infinity fUs Upstream Velocity Infinity ft/s Normal Depth 0.94 ft Critical Depth 0.84 ft Channel Slope 0.01000 ft/ft Critical Slope 0.00887 ft/ft Bentley Systems, Inc. Haestarl Methods S0161110tle4vin4wMaster V81 (SELECTseries 1) [08.11.01.03] 7-22-201411:34:08 AM 27 Siemens Company Drive Suite 200 W Watertown, CT 06795 USA +1.203-755-1666 Page 2 of 2 ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. Steps for Peak Discharge Rate using the Rational Method calculated far post -project Calculate Post -Project Flows (for pre -project flows, increase number of storage facilities to create new tab) User input in yellow cells. To accept default value type= in yellow cell and point to computed cell 1 Project Name SOUTHERN HIGHLANDS - SEEPAGE BED NO.2 2 Is area drainage basin map provided? Yes (map must be Included with stormwater calculations) 3 Enter Design Storm For Volume (100 -year per ACHD policy) 4 Enter number of storage facilities (25 max) 5 Area of Drainage Subbasin (5F or Acres) SF Acres 6 Determine the Weighted Runoff Coefficient (C) C=jC1xA1)+(C2xA2)+(CnxAn))/A Weighted Avg Oick to Show More Subbasin ❑ Subbasin Subbasin Subbasin Subbasin Subbasin min 2A 2B 2C 2D 2E Type of Surface Runoff eoefxvams'C- 8Determine the average rainfall intensity Ill from OF Curve based an 1 3.11 74,273 59,860 53,272 10,593 19,654 10.18 3.95 cfs 10.18 cis Business Dovm e. areas Urban neighborhood areas 0.70. 035 BSD -0.711 (used for S/G Trap throat velocity, WQ storm conveyance system sizing ) 5.00 B,ngle-famiry wit-hmly 0.69 0.59 0.67 0.95 0.52 Residental(ruraq 0.25-0.40 V=Ci(Tc=60)Ax3600 12 Calculate Vwq (for sizing WQ facilities) Enter Percentile Storm I (80th percentile =0.34 in) Enter WQ Volume (Vwo=fact (from line above) xAx3600) Vwo O.65 0.34 in 4,005 ft' Apartment dwelling areas 0.70 Industrial and Commercinl 13 Detention: Approved Discharge Rate to Surface Waters (if applicable) 0.00 cfs 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 User CakulMe SO Mn. estimated Runoff Coeffklents for various 5urfee, min Type of Surface Runoff eoefxvams'C- 8Determine the average rainfall intensity Ill from OF Curve based an 1 3.11 3.11 in/hr 9 Calculate the Post -Project peak discharge(QPeak) 1U Calculate peak Qwq (uses 2 -yr storm) Q11A Owe 10.18 3.95 cfs 10.18 cis Business Dovm e. areas Urban neighborhood areas 0.70. 035 BSD -0.711 (used for S/G Trap throat velocity, WQ storm conveyance system sizing ) B,ngle-famiry wit-hmly 1135-050 0-60-0.75 11Calculatetotal runoffvol (V) (for sizing primary storage) V 13,558 13,558 it Residental(ruraq 0.25-0.40 V=Ci(Tc=60)Ax3600 12 Calculate Vwq (for sizing WQ facilities) Enter Percentile Storm I (80th percentile =0.34 in) Enter WQ Volume (Vwo=fact (from line above) xAx3600) Vwo 80th 4,005 0.34 in 4,005 ft' Apartment dwelling areas 0.70 Industrial and Commercinl 13 Detention: Approved Discharge Rate to Surface Waters (if applicable) 0.00 cfs tight.m. Heavy meas 020 11.90 14 Volume Summary Parks. cemeteries 010-025 Playgrounds 020-035 Surface Storage: Pond WQ Pond Forehay+l5%sediment V 4,606 ft' Primary Treatment/Storage Basin V 9,553 it, railroad yard areas 020-0.40 Unimproved areas 010-030 Subsurface Storage: Seepage Bed Volume Without Sediment Factor V 13,558 ft' See BMP04Seepage Bed for Design Volume With Sediment 5trcets n oc 5-21-2014,7:08 PM L:\130164\Reports\StormDminageReport\130164ACH DStorm DralnageBasin2 Version 5.5, April 2013 ACHD Calculation Sheet for Sand/Grease Traps NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. User input in yellow cells. To accept default value type = in yellow cell and point to computed cell 1 Project Name Southern Highlands - Seepage Bed No.2 Sand/Grease Trap No. 2A 2A- 2D flow Enter number of Sand/Grease Iraps i2b max) A eference for Throat widths (inch) BafFle Throat Boise Velocity Is the Vault Size Number of Peak Flow Spacing width Area (ft?) 0.5 fps Velocity 500 G SIG Traps Q-cfs (inch (inch) n/a max. ok? 1500 G 1 3.67 1 60 1 20 1 8.33 1 0.44 eference for Throat widths (inch) 5-21-2014, 7:51 PM L:\130164\Reports\Storm Drainage Report\130164ACH DStdaTsiDmfn5gAPadi5G13 ADS Boise Lar -ken WQU, Vault BMP 16 000 G 48.0 50.5 n/a 500 G 60.0 61.5 n/a VQU1000 n/a n/a 60 VQU1500 n/a n/a 60 5-21-2014, 7:51 PM L:\130164\Reports\Storm Drainage Report\130164ACH DStdaTsiDmfn5gAPadi5G13 ACHD Calculation Sheet for Sand/Grease Traps NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. User input in yellow cells. To accept default value type = in yellow cell and point to computed cell 1 Project Name Southern Highlands - Seepage Bed No.2 Sand/Grease Trap No. 2A 2A - 2D flow 2 Enter number of Sand/Grease Traps (25 max) 1 ence for Throat widths (inch) Number of Peak Flow Baffle Throat Boise Velocity Is the Vault Size Vault Spacing width Area (ftz) 0.5 fps Velocity G S/G Traps Q-cfs (inch) (inch) n/a max. ok? 1000 G 1 1/'0.-73 ' 48 20 6.67 0.11 ence for Throat widths (inch) /BB 5-21-2014, 7:57 PM L:\130164\Reports\Storm DrainageReport\130164ACH DSt(arslBmfnbgAPeaig013 ADS Boise Lar -ken WQU, Vault BMP 16 G 48.0 50.5 n/a G 60.0 61.5 n/a 1000 n/a n/a 60 1500 n/a n/a 60 /BB 5-21-2014, 7:57 PM L:\130164\Reports\Storm DrainageReport\130164ACH DSt(arslBmfnbgAPeaig013 ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in orderto be accepted. f Steps for Peak Discharge Rate using the Rational Method calculated for past -project Calculate Post -Project Flows (for pre -project flows, increase number of storage facilities to create new tab) User input in yellow cells. To accept default value type = in yellow cell and point to computed cell 1 Project No me Southern Highlands - Seepage Bed No.2 2 Is area drainage basin map provided? Yes �t (map must be included with stormwater calculations) 3 Enter Design Storm For Volume (100 -year per ACH D policy) 100 Zll� 4 Enter number of storage facilities (25 max) 5 Area of Drainage Subbasin(SF or Acres) SF Acre. 6 Determine the Weighted Runoff Coefficient (C) C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avl Subbasin Subbasin Subbasin Subbasin Subbasin min 2A 2B 2C 2D 2E Type of Sudan, Runoff Coefficients'C' 8 Determine the average rainfall intensity (i) from OF Curve based on i 3.11 74,273 0 0 0 0 766 1.42 cis ch ausiness Downtown areas Urban neighborhoodareas 0.70-095 050-0.70 (used for S/G Trap throat velocity, WQ storm conveyance system sizing) 1.71 0.esiderNal Single-faftly Muii-famiN 0.69 059 0.67 0.95 0.52 (rural Residentialj 0.25 -0.40 V = Ci (Tc=60)Ax3600 12 Calculate Vwq (for sizing WQ facilities) BAB Enter Percentile Storm I(80th percentile = 0.34 in) Enter WQ Volume (VwQ=CA (from line above) xAx3600) VwQ 80th 1,440 0.34 in ft Apebeeat dwelling zeas 0.70 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 11,seruiculate p Mn. Estimated nun00 Coe fifdents for various surfaces min Type of Sudan, Runoff Coefficients'C' 8 Determine the average rainfall intensity (i) from OF Curve based on i 3.11 in hr 9 Calculate the Post -Project peak discharge(QPeak) 10 Calculate peak Qwq(uses 2 -yr storm) Ct.i, Qwn 766 1.42 cis ch ausiness Downtown areas Urban neighborhoodareas 0.70-095 050-0.70 (used for S/G Trap throat velocity, WQ storm conveyance system sizing) 0.esiderNal Single-faftly Muii-famiN 035-050 0.vo-0]5 11 Calculate total runoff vol (V)(for sizing primary storage) V 4,875 ft (rural Residentialj 0.25 -0.40 V = Ci (Tc=60)Ax3600 12 Calculate Vwq (for sizing WQ facilities) Enter Percentile Storm I(80th percentile = 0.34 in) Enter WQ Volume (VwQ=CA (from line above) xAx3600) VwQ 80th 1,440 0.34 in ft Apebeeat dwelling zeas 0.70 eduwial and commercial 13 Detention: Approved Discharge Rate to Surface Waters (if applicable) cfs tight areas Heavyareas 020 0.90 14 Volume Summary Parks, cemeteries 010-025 Playgrounds 0.20-035 Surface Storage: Pond WQ Pond Fore6ay+15%sediment V 1,656 ft` Primary Treatment/Storage Basin V 3,434 ft' Railroad yard areas 020-0.40 unimproved areas o2D-030 Subsurface Storage: Seepage Bed Volume Without Sediment Factor V 4,875 ft' See BMP04 Seepage Bed for Design Volume With Sediment Streets denAW nCt 5-212014,7:18 PM L:\130164\Reports\StormDrainage Repon\130164ACHDStormDminageBasin2 Version 5.5, April 2013 ACRD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. �. Steps for Peak Discharge Rate using the Rational Method calculated for post -project Calculate Post -Project Flows (far pre -project flows, increase number of storage facilities to create new tab) User input in yellow cells. To accept default value type = in yellow cell and point to computed cell 1 Project Name Southern Highlands - Seepage Bed No.2 2 Is area drainage basin map provided? yes (map must be included with stormwater calculations) 3 Enter Design Storm For Volume (1D0 -year per ACHD policy) 29 4 Enter number of storage facilities (25 max) 5 Area of Drainage Subbasin (SF or Acres) SF Acre! 6 Determine the Weighted Runoff Coefficient (C) C=((C1xA1)+(C2xA2).(CnxAn)J/A Weighted AVE Subbasin Subbasin Sak in Subbasin Subbasin 19P31v Type of surface 2A 28 2C 2D 2E in/hr ds Business po�vlU Urbnmwnareas Urban arerhaod areaz O.50-0.95 0.50-0]0 (used for 5/G Trap throat velocity, WQ storm conveyance system sizing ) 74,273 0 0 0 0 SinYle-family Matti -fatuity, 035-0.50 0.60-0.75 11 Calculate total runoff Vol M(for sizing primary storage) V 3,721 1.71 Residentul (rum)) 0.2s -Milo V = Ci (Tc=60)Ax3600 12 Calculate Vwq (for sizing WQfacilities) Enter Percentile Storm I(80th percentile = 0.34 in) Enter WQVolume (Vwo= Cxi (from line above) xAx3600) Vwo Both 1,440 0.34 in it Aparm,ent dvs ping areas O70 Industrial and Commercial 0.69 0.59 0.67 0.95 0.52 0.80 0.90 Parks. c,metedea 0.10.0.25 14 Volume Summary 0.69 Playgrounds 0.20-035 Surface Storage: Pond WQ Pond Forebay + 15% sediment V Primary Treatment/Storage Basin V 1,656 2,281 ft' fe Rallroad yiod areas 0.20-0.00 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 user CakWate Estimated 0.unofl caef6cknts for Various surfaces 19P31v Type of surface Ferwff Coefrv'ents'C' min 8 Determine the average rainfall intensity (i) from IDF Curve based on i 9 Calculate the Post -Project peak discharge(QPeak) Oa,k 4 ( y ) Owe Calculate peak Qw uses 2 -yr 237 2.79 1.92 ds in/hr ds Business po�vlU Urbnmwnareas Urban arerhaod areaz O.50-0.95 0.50-0]0 (used for 5/G Trap throat velocity, WQ storm conveyance system sizing ) 0.mideMial SinYle-family Matti -fatuity, 035-0.50 0.60-0.75 11 Calculate total runoff Vol M(for sizing primary storage) V 3,721 ft Residentul (rum)) 0.2s -Milo V = Ci (Tc=60)Ax3600 12 Calculate Vwq (for sizing WQfacilities) Enter Percentile Storm I(80th percentile = 0.34 in) Enter WQVolume (Vwo= Cxi (from line above) xAx3600) Vwo Both 1,440 0.34 in it Aparm,ent dvs ping areas O70 Industrial and Commercial 13 Detention: Approved Discharge Rate to Surface Waters (if applicable) cfs ughtareu Heavy areas 0.80 0.90 Parks. c,metedea 0.10.0.25 14 Volume Summary Playgrounds 0.20-035 Surface Storage: Pond WQ Pond Forebay + 15% sediment V Primary Treatment/Storage Basin V 1,656 2,281 ft' fe Rallroad yiod areas 0.20-0.00 Subsurface Storage: Seepage Bedunimproved Volume Without Sediment Factor V See BMP045eeaage Bed for Design Volume With Sediment 3,721 fi' areaz 010-030 Slueets 5-21-2014, 7:18 PM L:\130164\Reports\StormDminageRepon\13o164ACHDStormDminageBasin2 Version 5.5, April 2013 ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE: This worksheet Is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineers calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. I Steps for Peak Discharge Raw using the Rational Method calculated for post -project Calculate Post -Project Flows (for pre -project flows, increase number of storage facilities to create new tab) User input in yellow cells. To accept default value type- in yellow cell and paint to computed cell 1 Project Name Southern Highlands -Seepage Bed No.2 2 Is area drainage basin map provided? Yes V�(map must be included with stormwpter calculations) i% 1 3 Enter Design Storm For Volume (100 -Year per ACHD policy) 100 V 4 Enter number of storage facilities (25 max) m—cmh-iac F1 5 Area of Drainage Subbasin (SF or Acres) SF Acre 6 Determine the Weighted Runoff Coefficient (C) C=[(ClxAl)+(C2xA2)+(CnxAn)I/A Weighted Av Subbasin Subbasin Subbasin Subbasin Subbasin Type of surface aumff Coafpaents "C" B Determine the average rainfall Intensity (I) from IDF Curve based on 9 Calculate the Post -Project peak discharge(QPeak) lu Calculate peak Qwq (uses 2 -yr storm) 2A 2B 2C 2D 2E (used for S/G Trap throat velocity, WQ storm conveyance system sizing) Reslden0al 0 59,860 0 0 0 single -f roily Multi4amoy 035-050 0.60-015 11 Calculatetotal runoffvol (V)(forsizing primarystorage) V 3,359 1.37 Residential(rural) 015.040 V=Ci(Tc=60)Ax3600 Aparb umt dwelling are. 010 12 Calculate Vwq (for sizing WQfacilities) Enter Percentile Storm I (80th percentile =0.34 in) Enter WQ Volume (Vwo= CA (from line above) xAx3600) 0.69 0.59 D.57 0.95 0.52 13 Detention: Approved Discharge Rale to Surface Waters (if applicable) cis Dght areas Heavyare. 0.59 Parks. cemeterles 010-015 14 Volume Summary Playgrounds 0.2D-035 Surface Storage: Pond WQ Pond Forebay+l5%sediment Primary Treatment/Storage Basin 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 l i Ice�au _� Ertimated Runoff coeffias s For various Surfams .in Type of surface aumff Coafpaents "C" B Determine the average rainfall Intensity (I) from IDF Curve based on 9 Calculate the Post -Project peak discharge(QPeak) lu Calculate peak Qwq (uses 2 -yr storm) 1 QR,t 4wq 3.11 2.52 0.98 cfs in/hr ds Business povmtown areas urban neighborhood are. OiD-095 050-0.7D (used for S/G Trap throat velocity, WQ storm conveyance system sizing) Reslden0al single -f roily Multi4amoy 035-050 0.60-015 11 Calculatetotal runoffvol (V)(forsizing primarystorage) V 3,359 ft Residential(rural) 015.040 V=Ci(Tc=60)Ax3600 Aparb umt dwelling are. 010 12 Calculate Vwq (for sizing WQfacilities) Enter Percentile Storm I (80th percentile =0.34 in) Enter WQ Volume (Vwo= CA (from line above) xAx3600) Vwo 80th 992 0.34 in ft Induslnal and Commercial 13 Detention: Approved Discharge Rale to Surface Waters (if applicable) cis Dght areas Heavyare. OAA 0.90 Parks. cemeterles 010-015 14 Volume Summary Playgrounds 0.2D-035 Surface Storage: Pond WQ Pond Forebay+l5%sediment Primary Treatment/Storage Basin V V 1,141 2,367 ft' {t' Railroad yartl are. 010-0.60 Subsurface Storage: Seepage Bed Volume Without Sediment Factor taa BMP04 Seeoaee Bed for Design Volume With Sediment V 3,359 ft' unimproved arcaz 0.10-0.30 bee s anhaa nes i 5-21-2014, 7:18 PM L:\130164\Reports\StormDrainagegeport\130164ACHDStormDrainageBasin2 Version 5.5, April 2013 ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. I Steps for Peak Discharge Rate using the Rational Method calculated for post -project _... Calculate Post -Project Flows (for pre -project flows, increase number of storage facilities to create new tab) User input in yellow cells. To accept default value type - in yellow cell and point to computed cell 1 Project Name Southern Highlands -Seepage Bed No.2 2 Is area drainage basin map provided? yes (mop most be included with stormwpter calculations) ,Z 3 Enter Design Storm For Volume (100 -year per ACHD policy) 25 4 Enter number of storage facilities (25 max) c hh n 5 Area of Drainage Subbasin (SF or Acres) 5F Acre: 6 Determine the Weighted Runoff Coefficient (C) C=((C1xA1)+(C2xA2)+(CnxAn)1/A Weighted Av€ Subbasin I Subbasin Subbasin Subbasin Subbasin Runoff Coeffkients'C" min 8 Determine the average rainfall Intensity(1) from IDF Curve based on 9 Calculate the Post -Project peak discharge tQPeak) lU Calculate peak Qwq (uses 2 -yr storm) i %.ok Qwn 2.37 3.92 0.9B Us 2A 28 2C 2D 2E Residential 0 59,860 0 0 0 11 Calculate total runoff vol (V)(for sizing primary storage) V 2,564 ft Resleatul(ruraq 1.37 V=Ci iTc=60)Ax3600 12 Calculate Vwq (for sizing WQfacilities) Enter Percentile Storm I(80th percentile = 0.34 in) Enter WC. Volume (Vwo=CA (from line above) xAx3600) Vwo gath 992 0.34 in it, Aparonent dwelling areas 030 mdustrial and Commercial 0.69 0.59 0.67 0.95 0.52 o90 0.90 Parks, cemeteries 0.10-015 14 Volume Summary 0.59 Playgrounds 0.20-035 Surface Storage: Pond WC, Pond Forebay+l5%sediment Primary Treatment/Storage Basin V V 1,141 1,572 ftp it, aadroatl yard are. 010-0.40 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 ' User Ulmli _ _ ate_ 10 Min. estimated Runoff Coefficients for Verbus surfaces Type of Surface Runoff Coeffkients'C" min 8 Determine the average rainfall Intensity(1) from IDF Curve based on 9 Calculate the Post -Project peak discharge tQPeak) lU Calculate peak Qwq (uses 2 -yr storm) i %.ok Qwn 2.37 3.92 0.9B Us m/hr cls eusmess Downtown are. urban neithbonccod areas 010-095 050-0.70 (used for S/G Trap throat velocity, WQ storm conveyance system sizing) Residential single-family M."Ruly (UPS -0.50 0.1411-0.75 11 Calculate total runoff vol (V)(for sizing primary storage) V 2,564 ft Resleatul(ruraq 035-040 V=Ci iTc=60)Ax3600 12 Calculate Vwq (for sizing WQfacilities) Enter Percentile Storm I(80th percentile = 0.34 in) Enter WC. Volume (Vwo=CA (from line above) xAx3600) Vwo gath 992 0.34 in it, Aparonent dwelling areas 030 mdustrial and Commercial 13 Detention: Approved Discharge Rate W Surface Waters (if applicable) cfs Ugbtare. Heavy areaz o90 0.90 Parks, cemeteries 0.10-015 14 Volume Summary Playgrounds 0.20-035 Surface Storage: Pond WC, Pond Forebay+l5%sediment Primary Treatment/Storage Basin V V 1,141 1,572 ftp it, aadroatl yard are. 010-0.40 Subsurface Storage: Seepage Bed Volume Without Sediment Factor Sna RM PO4 Seeoaee Bed for Design Volume With Sediment V 2,564 ft' unimproved are. OAC -030 Stree a„u,>ur n oc 5-21-2014, 7:18 PM L\130164\Reports\StormDrainageReport\130164ACH DStorm OrainageBasin2 Version 5.5, April 2013 ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. I Steps for Peak Discharge Rate using the Rational Method calculated for post -project Calculate Past -Project Flows (for pre -project flows, increase number of storage facilities to create new tab) User input in yellow cells. To accept default value type = in yellow cell and point to computed cell I Project Name Southern Highlands - Seepage Bed No.2 2 Is area drainage basin map provided? Yes ,p (map must be Included with stormwoter calculations) n/vj/_•/�J 3 Enter Design Storm For Volume (100 -year per ACHD policy) 100 4 Enter number of storage facilities (25 max) ccs.,. «„w Mnm S„hnasins fl 5 Area of Drainage Subbasin (SF or Acres) SF Acre! 6 Determine the Weighted Runoff Coefficient (C) Cq[(C1xA1)+(C2xA2)+(CnxAn)I/A Weighted Avi Subbasin I Subbasin Subbasin Subbasin Subbasin min I -- B Determine the average rainfall intensity (i) from DF Curve based on 9 Calculate the Post -Project peak discharge(QPeak) 1u Calculate peak Qwq(uses 2 -yr storm) 1 0—, Owe 3.11 2.55 0.99 cfs 2A 2B 2C 2D 2E (used for S/G Trap throat velocity, WQ storm conveyance system sizing) 0 0 53,272 0 0 ft Residential (nard) 025 -DAD V=Ci(Tc=60)Ax3600 1.22 Apartment dwelling are. 0.70h 12 Calculate Vwq )for sizing WQ facilities) Enter Percentile Storm I 180th percentile = 0.34 in) Enter WQVolume (Vwo=Cxi (from line above) xAx3600) Vwa Bat 1,003 0.34 in n, Industrial and Commercial 0.69 0.59 0.67 0.95 0.52 DID am DID D.67 010-025 14 Volume Summary 020-035 Surface Storage: PondPlaypouads WQ Pond Forebay. 15%,ediment Primary Treatment/Storage Basin V V 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 USw�CAlwlata estimated Runoff eoeffidants for yank? -I Surfaces Type of surface Runoff eoeffidents -c' min I -- B Determine the average rainfall intensity (i) from DF Curve based on 9 Calculate the Post -Project peak discharge(QPeak) 1u Calculate peak Qwq(uses 2 -yr storm) 1 0—, Owe 3.11 2.55 0.99 cfs in/hr cfs Business Downtown areas urban neighborhoodareas 0-70-03S use -0.70 Residential (used for S/G Trap throat velocity, WQ storm conveyance system sizing) single-family MuIB-fam0y 035-050 0.60.0.75 SS Calculate total runoff vol M(for sizing primary storage) V 3,395 ft Residential (nard) 025 -DAD V=Ci(Tc=60)Ax3600 Apartment dwelling are. 0.70h 12 Calculate Vwq )for sizing WQ facilities) Enter Percentile Storm I 180th percentile = 0.34 in) Enter WQVolume (Vwo=Cxi (from line above) xAx3600) Vwa Bat 1,003 0.34 in n, Industrial and Commercial 13 Detention: Approved Discharge Rate to Surface Waters (if applicable) ds ugbtare. Heavyare. DID am DID Racks. cemeteries 010-025 14 Volume Summary 020-035 Surface Storage: PondPlaypouads WQ Pond Forebay. 15%,ediment Primary Treatment/Storage Basin V V 1,153 2,392 fts fts Railroad yartl areas 020-0.40 Subsurface Storage: Seepage Bed Volume Without Sediment Factor mo RMPn4 Seenaee Red for Design Volume With Sediment V 3,395 ft, unimproved me. 0.10-030 stree 5-21-2014,7:19 PM L:\130164\Reports\StormDrainageRepod\130164ACHDStorm DrainageBasin2 Version 5.5, April 2013 ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. steps for Peak Discharge Rate using the Rational Method calculated for post -project Calculate Post -Project Flows (for pre -project flows, increase number of storage facilities t0 create new tab) User input in yellow cells. To accept default value type= in yellow cell and point to computed cell 1 Project Name Southern Highlands - Seepage Bed No.2 2 Is area drainage basin map provided? Yes (mop must be included with stormwOter calculations) 3 Enter Design Storm For Volume (100 -year per ACHD policy) 25 4 Enter number of storage facilities (25 max) 5 Area of Drainage Subbasin (SF or Acres) 5F Acre 6 Determine the Weighted Runoff Coefficient (C) C=[(CIxAl)+(C2xA2)+(CnxAn))/A Weighted Avl Subbasin Subbasin Subbasin Subbasin Subbasin 10 Min. 2A 28 2C 2D 2E — Typeoisurface RurroH Coeffidentz'C" 8 Determine the average rainfall intensity (1) from OF Curve based on 9Calculate the Post-Pro)ect Peak discharge(ClPeak) 1U Calculate peak Qwq (uses 2 -yr storm) 1 Q,<1 QwQ 0 0 53,272 0 0 Residential 1.22 Single-family Muhl-fxmlN• D.35 -p90 0.60-0.75 11 Calculate total runoff vol IV)(for sizing primary storage) V 2,591 ft 0.59 0.59 0.67 0.95 0.52 80th 1,003 0.34 in it, Apartment dwelling areas 0.70 industrial and commercial 0.67 13 Detention: Approved Discharge Rate to Surface Waters (If applicable) cis U htareas Heavy are. Oso am 14 Volume Summary 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 User Calmlam Estimated Runoff coefrrcients for Various surfaces min 10 Min. — Typeoisurface RurroH Coeffidentz'C" 8 Determine the average rainfall intensity (1) from OF Curve based on 9Calculate the Post-Pro)ect Peak discharge(ClPeak) 1U Calculate peak Qwq (uses 2 -yr storm) 1 Q,<1 QwQ 2.37 1.94 0.99 ds —m/hr cis Business nrown areas urba5D-0.05 4hbarhd areas Urban neiaa 0 050-0.)0 (used for 5/G Trap throat velocity, WQ storm conveyance system sizing ) Residential Single-family Muhl-fxmlN• D.35 -p90 0.60-0.75 11 Calculate total runoff vol IV)(for sizing primary storage) V 2,591 ft Residential lrural) 0.25-0.40 V=Cl(Tc=60)Ax3600 12 Calculate Vwq(for sizing WQ facilities) Enter Percentile Storm I(80th percentile = 0. 34 in) Enter WQ Volume (Vwq= CA (from line above) xAx3600) VWQ 80th 1,003 0.34 in it, Apartment dwelling areas 0.70 industrial and commercial 13 Detention: Approved Discharge Rate to Surface Waters (If applicable) cis U htareas Heavy are. Oso am 14 Volume Summary Parks, cemeteries 010-035 Playgrounds 0.20-095 Surface Storage: Pond WQ Pond Forebay+15%sediment Primary Treatment/Storage Basin V V 1,153 1,589 it, it, Railroad yardareas 0.20-0.40 unimproved areas 0.10-090 Subsurface Storage: Seepage Bed Volume Without Sediment Factor V See BMP045eepage Bed for Design Volume With Sediment 2,591 ft' Streets e...Hw n ac 5-21-2014, 7:19 PM L:\130164\Repons\StormDrainageRepon\330164ACHDStarm DrainageBasin2 Version 5.5, April 2013 ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. Steps for Peak Discharge Rate using the Rational Method calculatedfor post-projeft I Calculate Post -Project Flows (for pre -project flows, increase number of storage facilities to create new tab) User input in yellow cells. To accept default value type = in yellow cell and point to computed cell 1 Project Name Southern Highlands - Seepage Bed No.2 2 Is area drainage basin map provided? Yes (map must be included with stormwuter calculations) 3 Enter Design Storm For Volume(100-yearper ACHD policy) AMP (/ 4 Enter number of storage facilities (25 max) Click to Show More Subbasins ❑ 5 Area of Drainage Subbasin (SF or Acres) SF Acre 6 Determine the Weighted Runoff Coefficient (C) C=[(C1xAl)+(C2xA2)+(CnxAn)I/A Weighted Avi Subbasin Subbasin Subbasin Subbasin Subbasin min —_ Type ofSuds¢ 2A 2B 2C 2D 2E 9 Calculate the Post -Project peak discharge(QPeak) 1U Calculate peak Qwq(uses 2 -yr stormy Coax Qwo 0.72 0.28 cis 0 0 0 20,593 0 Residential 0.24 SinGle-family Multi -family 035-050 0.60-025 11 Calculate total runoff vol IV)(for sizing primary storage) V 957 ft' Residenual(rura0 0.69 0.59 O.fi7 0.95 0.52 0.34 in FC Apadment dwelling are. 0.70 Industrial and Commercial 0.95 cis Light areas Heavy areas 0.e0 090 14 Volume Summary 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 User CakWat< 10 Min. Estimated Runoff coefficients for various Surfaces min —_ Type ofSuds¢ RunpH faeffidents'C- 8Determine the average rainfall intensity (1) from IDF Curve based on 1 3.11 in/hr 9 Calculate the Post -Project peak discharge(QPeak) 1U Calculate peak Qwq(uses 2 -yr stormy Coax Qwo 0.72 0.28 cis cfs Business nto a el reas urban neighborhood areas urban 0.70-0.95 0.70-020 (used for S/G Trap throat velocity, WQ storm conveyance system sizing) Residential SinGle-family Multi -family 035-050 0.60-025 11 Calculate total runoff vol IV)(for sizing primary storage) V 957 ft' Residenual(rura0 0.25-0<0 V = Ci (TC=60)Ax3600 12 Calculate Vwq(forsizing WQfacilities) Enter Percentile Storm I 180th percentile = 0.34 in) Enter WQ Volume (Vivo= CA (from line above) xAx3600) Vwo Both 283 0.34 in FC Apadment dwelling are. 0.70 Industrial and Commercial 13 Detention: Approved Discharge Rate to Surface Waters (if applicable) cis Light areas Heavy areas 0.e0 090 14 Volume Summary Parks, cemeteries 0.10-025 Playgrounds 0,20-035 Surface Storage: PondPl WQ Pond Forebay+l5%sediment Primary Treatment/storage Basin V V 325 674 k' h' Rvlraad yard areas 020-0.40 Unimproved areas 0.10-030 Subsurface Storage: Seepage Bed Volume Without Sediment Factor See BMP04 Seepage Bed for Design Volume With Sediment V 957 ft' Streets e.,.h.x nes 5-21-2014,7:42 PM L\130164\Reports\StormDrainageReport\130164ACHDStormDrainageBasin2 Version 5.5, April 2013 ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineers methodology must result in facilities that meet or exceed these calculations in order to be accepted. Steps for Peak Discharge Rate using the Rational Method calculated for post -project _.._ Calculate Post -Project Flows (for pre -project flows, increase number of storage facilities to create new tab) User input in yellow cells. To accept default value type = in yellow cell and point to computed cell I Project Name Southern Highlands - Seepage Bed No.2 2 Is area drainage basin map provided? yes (map must be included with stormwater calculations) 3 Enter Design Storm For Volume(100-yearper ACH D policy) 4 Enter number of storage facilities (25 max) no -v to cr,,,w nn�.aiinnasms fl 5 Area of Drainage Subbasin (SF or Acres) SF' Acre. 6 Determine the Weighted Runoff Coefficient (C) C=I(C1xAl)+(C2xA2)+(Cn%An)I/A Weighted Avl Subbasin Subbasin Subbasin Subbasin Subbasin t0 Mn. 2A 2B 2C 20 2E 1 Ors.t Qwa 2.37 0.55 0.28 cfs in/hr cis ausmess Downtown areas urban neighborhood areas 0.70 -09s 0.50-020 0 0 0 10,593 0 D.24 035-030 0.60-0.25 11 Calculate total runoff vol (V) (for sizing primary storage) V 731 ft Residential (ruraq 025-0.40 V=Ci(Tt--60)As3600 32 Calculate Vwq (for sizing WQ facilities) Enter Percentile Storm I (80th percentile = 0.34 in) Enter WQ Volume (Vwo= CA (from line above) xAx3600) 0.69 0.59 0.67 095 0.52 Industrial and Commercial 13 Detention: Approved Discharge Rate to Surface Waters (if applicable) 0.95 Dghtareas Heavy areas 020 ova Parks. cemeteries 0.10-025 14 Volume Summary Playgrounds 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 30 IFSGImlo a estimated Runoff Coefficients for various Sudetes t0 Mn. Tune of Sudxe RmwX Coeffidents'C^ min 8 Determine the average rainfall intensity (i) from IDF Curve based on 9 Calculate the Post -Project peak discharge (QPeak) 1U Calculate eak Qw uses 2- rnorm) P q( Y 1 Ors.t Qwa 2.37 0.55 0.28 cfs in/hr cis ausmess Downtown areas urban neighborhood areas 0.70 -09s 0.50-020 (used for S/G Trap throat velocity, WQ storm conveyance system sizing) Residential Single-family Multi -family 035-030 0.60-0.25 11 Calculate total runoff vol (V) (for sizing primary storage) V 731 ft Residential (ruraq 025-0.40 V=Ci(Tt--60)As3600 32 Calculate Vwq (for sizing WQ facilities) Enter Percentile Storm I (80th percentile = 0.34 in) Enter WQ Volume (Vwo= CA (from line above) xAx3600) Vwa 80th 283 0.34 in ft. AParbneat dwelling areas 070 Industrial and Commercial 13 Detention: Approved Discharge Rate to Surface Waters (if applicable) cfs Dghtareas Heavy areas 020 ova Parks. cemeteries 0.10-025 14 Volume Summary Playgrounds 020-035 Surface Storage: Pond WQ Pond Forebay + 15% sediment Primary Treatment/Storage Basin V V 325 448 fts ft' Railroad veld areas oto -0.a0 areas OAD-030 Subsurface Storage: Seepage Bed Volume Without Sediment Factor V See BMP045eepaRe Bed for Design Volume With Sediment 731 ft,unimproved Streets I S 5-21-2014, 7:43 PM L:\130164\Reports\StormDrainageReport\130364ACHDStormDrainageBasin2 Version 5.5, April 2013 Method I Ratio" 7n¢se Volume' meth°a°l a a. PeaiLDischargel im'T'scalculation cation Sheet for Finding lace the Eng u atia c in order to he accep and shall °°t re Iculations a exceed tM1es¢ ACHDCaIe tandard{zeAC"""'kog°nYeareS�lt falliblestM1atm for to s odo gV ¢d t0 be a guideline ent The Engineers t tis Intend um r,,,Irem post Pr°7°L o 1 workshee t° mpoe NOTE.This establish ami,{m BOOM number calcume�'forag¢f Pilities { new tab shall o{nt to tom °ted ce l calculations ¢Rate using the nueasen cell and peak D{scharg mlectfaulty in Yellow P ect Flows lfor Pr a"P [default value type a Steps � Ost-Prot cceP Cakuluse F Input in yellow cells. To a User Hi hl ands- Seepage Bed No.2 yes Southern g V 1 Pm,ee, Name NO to Show More 5ubbasin 2 Isar d"mag. bbein u�¢Pmv'ded7 w°ter calculations) �— Cpck h storm per ACHD P°IIcV) (m OP mus[ pOrVolume 1106-YearP — Storm Subbasln 5ubbasin 3 Enter Design 26 max) 5ubbasin 2E facilit{es( 5ubbasin 2C 20 ber of storage5ubbasin 2g 0 19,664 4 Enter num 2A 0 0 0 SF 0.45 052 SF or Acres) Acres 0.95 s e 5ubbasin l 0.67 ;nus wAate 5 Area of Drainage 069 0.59 noH eaegrnenvs for ver OffCoefficient (L) 0.52 Estimate Weighted Run Weighted Avg D Cpkylart TYPa of surface Runoff CoafrR+e 6 Determm1t IG2'A2)+(CnxPn)11A or use default l0 to Mn.— -- n GI(C1xA i anon in Minutes lT°7 09 Dpne¢nh In hr �wn�m arms °So-P.7o flow of 3.11 Ofs areas pverland l 0.73 7 Calculate Curve based on urban nei¢hb°rn min from lDF Cl..r 0—� Residennal {,fall intensity( i Qpeak) Q°° 035-05 p.60-0.75 M Y&fe-ly ¢Post-ProlaaPeak discharge( sizing) o.25-B'i0 B Determinethe averages 9 Calculate the r storm) ante system ft Qwq(uses bV WQstorm convey 913 Resdennd lrurall 070 IU Calculatepea S TraPthroatvelocity, V Apartment dwelling era's (used for 5l rim Nstoragel sizingP ° m 030 ff vol (Vl (far 60th 0.34 lft lndv ai m ono —fr' 11 CalcCiajc=61) 3600 267 t'sh 0.90 areas Tc=66)Ax Vwo is Heavy areas O3o-O.TS V'Ci( for sizing`AlQfacilitiem p34{n) — teVwq( Ipth percentile= 36001 12 Cakula Storm line above)zAx Parks. cersntertas 0.10-035 erc volume _Cxi (from dapPl{cable) EnterP Vwn' Surface Waters( °ands WQVolume( Rate to playp Enter ischarge ft' 13 Oetentipn'. APProvedP Railroad yarn areas 0.10-030 3333—R' eas V 68� umeets d ar Summary V °'c 14 Volume Storage: 1004 +15%sediment it streets Surface WQ Pond fore bay asin 91 Pr{maN Treatmentl5mrage 6 V Subsurface5to"age e\N ,OUB edIRed for D¢sign Volume With Sediment 5-21- u6164\Reports\5tO1mDrainageRePOrt�130164ACHD5tOrmDralnageeas{n2 V¢rsion 5.5, APd12013 Ration al Method These arge'Volume - lotion methodol ted. PeakDiseh Engineer's<alcu b¢accep Finding adcohe thea order to Sheet for ¢dthese calculations In D Calcula of drainage calculatio 'Sand all n Q rep tion eet o se ACfi CND checking must resuIt'I, facilitie ¢ to standard) eis ethodologY --. -_a. ded to be a guideline The Engin¢ m p ¢ct ere ew tabl ksheet is ince minimum requiremeni, d calculate for Pa&t_Pr 1 are n NOTE'. Thtsmor, pf storage facilities to uted cell all estahlisha number and Point to come calculations shall 4arge va, usir dyy'Increaze io Yellow cell a for pre'Pr�de�ultvaluetVPe= tPmYert Flews) accept 'iV ¢Icplate Poz ut in Yellow cells. 70 User inP hlandz- Seepage Bed Na.i Southern Hig Yes 13 S Project Name f Click to Show More Subbasins rovided? water calculations) drainage basin maP P with statin Per ACND Policy) 2lsareamv must be Included oo-VOT P ( VolumaU Subbasin as Storm For Subbasin 2E 3 Enter max} Subbasin Subbasin 2D tuber of storage fanldies l25 5ubb3sht 2C 19,664 2B 0 0 4 Enter nu 2P 0 0 SF 0 45 0.52 (SF or Acres) Acres 0,67 0.95 Iasis wdaccs of Drainage Subbasin ( _ O.S9 Kaients for vm 5 Area 0.69 Estimated Bu Coefficient IC) 0.52 ¢ Weighted Runoff Caeff Weighted Avg I�u=kuW�ce w no tits -E M1unoN Eoeffi°a ine th 2).(CnxAn111A or use default ]0 tO Np, ivpe °t rixe fi Determ pip -095 C1%A11+1� mutes lTc) C=[I Tune of Concentration in M — in1hr Business DO `u" i 2..56 borhpodav° as 7 CalNlat¢ Overland Flow p,56 urban neigh Qymi Ogg cfs m10 sty fl from IDF Curve based on Qwo QeSidenual 035 a ¢rainfall inten (QP¢ak) single-ftvMlY the averag eak discharge 8 Determin¢ Post-ProlectP suing) fts MuW-f+mily p}5 -p Calculate 2 - yr Storm) ace system � lrura0 9 Calcu Qwgluze52Y WQ smrm conveYan 142 pesde^Ba iD Calculate peak throatuelociN' v (used for S/fi Trap PPa�aa°t dwelling areas arY storage) rdal 080 for slimg Prim 0.34 m unoff vol Ni l 86t� n' 1.4 -sen s iO 11 Calculate totalr 28� "e ess d 090 60)A% WQfacillties) Vwn cfs Heavy are 3600 .as V=C1 ITc forsixin9 the=0.34 in) — 01 ' �� ceneterles t¢Vwgl 1 gpth Percen VA%3600) 0?B"0 12 Calcula Corm I CCi(from line above) If BPPlicable) Enter Percentiles Waters) ounds p,10-( QVoluma Nwn to to Surface mover Enter W �zcharge Ra ft' d areas A ProvedO 0.a�lroad Vac 010- 13 Oeten[ion'. P 33— R' UmmProved areas SummaN V n 14 Volume i 16y, sediment ft' sweets surface StoragePond ForebaV 742 Primary Treatmentlstorag mo V Subsurface StoraBee WP ho�Bgediment FadQ51gn Volume Sediment Wi ty Volum _,__..wee Bed W1I) t+\1301fi4VteP°rts\StormDrainage0.eP°rt\130164ACNOStormOrainage8asin2 Version 5.5, APn12013 or ACHD Quick Calculation Sheet for Capacity of NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of dr. Engineer's calculation methodology. These calculations shall establish a minimum regi result in facilities that meet or exceed these calculations in order to be accepted. User input in yellow cells. To accept default value type = in yellow cell a 1 Project Name Southern Highlands - Seepage Bed No.2 2 Pipes 3 Ditches 1 Flow Rate 4= 4 4.71 cfs n Enter Flow 3 Downstream Slope 0.012 Table on Peak QV 1 Mannings n n 5= 0.0050 ft 2 Slope p= 15 in in 3 Pipe Diameter yn = 0.97 ft 4 Uniform Flow Depth V= 4.60 ft/s 5 Normal Velocity y== 0.88 ft 6 Critical Flow Depth V= 5.10 ft/5 7 Critical Velocity Qfun' 4.95 cfs 7 Full Flow 8 Full Flow % 95.2% 3 Ditches 1 Flow Rate 4= cfs 2 Manning's n n 3 Downstream Slope S = ft/ft 4 Base Width b ft 5 Side Slope z = ft/ft 6 Uniform Flow Depth y, = 0.00 ft V= 0.00 ft/, 7 Velocity 5-23-2014, 2:06 PIV L:\130164\Reports\StormDrainageReport\1301B@M 6 MlS OrA,D'ealdj&Basin2 1AAC9 /'ate C'�-S� �n 6A6 f ol�� z A, 2 6,, ACHD Quick Calculation Sheet for Capacity of NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of dr Engineer's calculation methodology. These calculations shall establish a minimum reqs result in facilities that meet or exceed these calculations in order to be accepted. User input in yellow cells. To accept default value type = in yellow cell a 1 Project Name Southern Highlands - Seepage Bed No.2 c rI Enter Flow Q= 7.20 cfs 1 Manning's n n= 0.012 Table on Peak Q 2 Slope S= 0.0041 ft/ft 3 Pipe Diameter D= 18 in 4 Uniform Flow Depth yn = 1.21 ft S Normal Velocity V= 4.71 ft/s 6 Critical Flow Depth y= = 1.04 ft 7 Critical Velocity V= 5.51 ft/s 7 Full Flow 4m11 = 7.29 cfs 8 Full Flow % 98.8% 3 Ditches 1 Flow Rate Q= cfs 2 Manning's n n = 3 Downstream Slope S = ft/ft 4 Base Width b= ft 5 Side Slope Z= ft/ft 6 Uniform Flow Depth y„ = 0.00 ft 7 Velocity V= 0.00 ft/s 5-23-2014, 2:07 PM L:\130164\Reports\StormDrai nage Re port\1301UP%tlt[ IEprAIDfla20d*Basin 2 ACHD Quick Calculation Sheet for Capacity of NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of dr. Engineer's calculation methodology. These calculations shall establish a minimum reqs result in facilities that meet or exceed these calculations in order to be accented. User input in yellow cells. To accept default value type = in yellow cell a 1 Project Name Southern Highlands - Seepage Bed No.2 CJ Enter Flow 1 Manning's n 2 Slope 3 Pipe Diameter 4 Uniform Flow Depth 5 Normal Velocity 6 Critical Flow Depth 7 Critical Velocity 7 Full Flow 8 Full Flow % 3 Ditches 1 Flow Rate 2 Manning's n 3 Downstream Slope 4 Base Width 5 Side Slope 6 Uniform Flow Depth 7 Velocity Q= 0.56 cfs n= 0.012 Table on Peak QV S= 0.0050 ft/ft D= 12 in Yn = 0.31 ft V= 2.74 ft/s Yc = 0.31 ft V= 2.69 ft/s Own = 2.73 cfs 20.5% Q = cfs n= S = ft/ft b = ft Z = ft/ft y„ = 0.00 ft V= 0.00 ft/s 5-23-2014,2:07 PM L:\130164\Reports\Storm DrainageReport\1301)MAfddMlfor lDila2Od&Basin2 Worksheet for Basin 2 Project Description Friction Method Manning Formula Solve For Full Flow Diameter Input Data Roughness Coefficient Channel Slope Normal Depth Diameter Discharge Results Diameter Normal Depth Flow Area Wetted Perimeter Hydraulic Radius Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Discharge Full Slope Full Flow Type SubCritical GVF Input Data Downstream Depth Length Number Of Steps GVF Output Data Upstream Depth Profile Description Profile Headloss Average End Depth Over Rise 0.010 0.01000Poft 0.92 �1Pz J�Ue� IJy s?b.9A— 0.92 ft 3.67 ft -/s 0.92 ft 0.92 ft 0.66 ft' 2.88 ft 0.23 ft 0.00 ft 0.82 ft 100.0 % 0.00888 ft/ft 5.56 fUs 0.48 ft 1.40 ft 0.00 3.95 ft3/s 3.67 ft3/s 0.01000 Wit 0.00 ft 0.00 ft 0 0.00 ft 0.00 ft 0.00 % Bentley Systems, Inc. Haestad Methods SoMfiotlHyEF4wMasterWi (SELECTseries 1) [08.11.01.03] 7-22-201411:34:16 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for Basin 2 GVF Output Data Normal Depth Over Rise 100.00 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.92 ft Critical Depth 0.82 ft Channel Slope 0.01000 ft/ft Critical Slope 0.00888 ft/ft Bentley Systems, Inc. Haestad Methods SolBijutiq&R wMaster Val (SELECTsefieS 1) [08.11.01.03] 7-22-201411:34:16 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 ACHD Calculation Sheet for Sizing Seepage Bed With Optional Chambers NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineers methodology most result in facilities that meet or exceed these calculations In order to be accepted. Note this spreadsheet pulls Information from the "Peak D,V" tab Calculate Post -Project Flows (for pre -project flows, Increase number of storage facilities to create new tab) User Input In yellow cells. To accept default value type = in yellow cell and point to computed cell 1 Project Name 2 Enternumber 4 Weighted Runoff Coefficient C I 0.65 5 Area A (Acres) Perc Vol 5.00 acres 6 Approved discharge rate for the given storm (if applicable) 0.00 cfs 2 Design Vol W/15% Sed for Pem<8 m/hr V 13,558 0%Sediment for Perc ae In/hr it, it, 8 Set Total Design Width of All Drain Rock W 30.0 it 9 Set Total Design Depth of All Drain Rock D 6.0 ft Rock Only, Do Not Include Filter Sand Depth or Cover 0 10 Void Ratio of Drain Rock Voids 0.4 0.4 for 1.5"-2" drain rock and 3/4" Chips 0 0 11 Design Infiltration Rate (gin/hr max) Perc 8 in/hr 12 Area lnfiltmbon Ape¢ 5,635 ft° 13 Volume Infiltration Vperc 3,257 fts/hr 14 Size of Perf Pipe Dia pipe 18 in 15 Calculate Total Storage per Foot Spf 22.2 Spf=Apf-Wx0-Av., ,,,xVoids*1/2 Perf_Area 16 Calculate Design Length L 188 Override Value Required for Chambers 12 Check Storage For Perc Rate for 24 -Hour Period Unkto: Ori Pan IV QV TR552 ._., ft3/ft Storm Duration I 0 Runoff Vol Perc Vol Pre-Proj Vol Max Vol Redd Min Hr In/hr cfs it, fta it, it, 10 0.12 0.0 0.00 0 0 0 0 15 0.25 010 0.00 0 0 0 0 30 0.50 ON 0A0 0 0 0 0 60 120 1.00 2.00 0.00 0.00 0.00 0.00 13,558 0 0 3,252 0 0 0 180 3.00 000 000 0 7,514 0 0 350 5.00 am 0.00 0 18,784 0 0 720 12.00 0.00 0.00 0 41,326 0 0 1440 24,00 0.00 0.00 0 86,408 0 0 Total Design Vol. Override 13,558 18 Timet.Drain 90% volume In 24hoursminimum 19 Total Length of Part Pipe 10.6 = 10.2 20 Perf Pipe Check, Qpeff>= Opeak; where Operf=CdxA.V(2xgxH) hours Is assumes chambers are organized In a rectangular layout. 1 Type of Chambers 4-StormTank, 3.0'x1.5'x1.5' 2 Volume to Store V 0 It, 3 Installed Chamber Width C. 1.50 it Installed Chamber Depth C,1 1.50 it Installed Chamber Length Cl 3.00 ft Void Factor Installed Chamber Storage Volume 6.75 ft3/tt Total Number of Units Required D ea 4 Area of Infiltration Aperc fit' 5 Volume Infiltration Vperc 0 fts/hr 6 Time to Drain hours 90% volume In 24 -hours minimum 2-22-2014,1:35 PM L:\130164\Reports\St.rmDrainapReport\130164ACHDStormDrainageBasin2 Version 5.5, April 2013 U r •� q P O > r ........ p O o O ...... o p 6 Q yt ` d m O b O ed p� CHN�mm 1 O� mmn N f d a � ` O 6 V 9 6 g 9 �p O m �O N N 0 6 A y Q V m d t•� m n N Y N N N XPi z` qm ar N OOO O OO OO OO OO OO OO OO 00 0000000 m d UO ac$p 0rnrnnnnrn rr rrrnn w q U 0 m o U' aeeoeocaee oe 00000000 m Qq ;C O O Q SQo0 No o o o o o o No voi�o0 uoiry U - �$umiN NNn��n mm nNNNnnnn N a Fm o�x v r <9 LLo eeeeeee000 00 00000000 d U Ohm S q o y �cmnmNm4Ra NN nm�eeo3 p U Uptrvm 0000000000 0o eooeooae m m LL o ai�aa �q^m�666666N« mm ��«�«�N� m N T 30 ">� NNNNNNNNN NN �g���NN eoeppOpOem Oe a ee o` - d z °e SS a mmmmmmmmm mmmmmmm m m t N qm �em'm 'e o.^o�6m m meN o `o U w 6 0 z Y aee<aaaeaa NN NNmmmmmm om m 6 zm -weN «m mama N.mnm a � a �LLFmN N Y m N N O O d C V O W W W W W y O � LL m m U m m m o l Q c Em II m m Q o m m m ' U �LL V l ? U m H O 0: U N O 0 o 0 0 0 0 0 0 0 Q r O a 7 00uO o 0 0 0 0 0 N N N N N N N N N N 6 C LL O 0 0 0 0 0 O e m U a d '� U Q o o in in in in m 'n N N O IP r n n n n J � N � U y U Oq �[1 mu� qCn On Cn 2� LL 0 0 0 0 0 0 0 O - N 'I Y L 9 ry � d a O O LLY 1I1 If) IA N LL] O � U m N i O 0 0 0 0 0 0 � p,o in 000 000 in � �n �n in in o r O M M M M M M M O U m m a m n W 0 _ � N O m 0 (O N m 1i1 O M m Q N O N O In O O V M M M M M N Y m N N O O d C V O W W W W W y O � LL m o M a a v a a a a m n o c II m m Q r2 a �2 �2 o Q v ca �� F �LL 0 U H U m o v a a v E 6 o c o 6 6 6 Q W 0 W O y U N N N N N N N a LL 0 0 0 0 0 0 0 C W U J m 16 �n in �nm Oin to N o !L M C iE N O 0 N m 0 Oi Fn O t0 tD [O tp tD t0 m O m O C L � � .0 > N 30 0 0 0 0 0 0 O J r W LL - >���uoi�uoi0 r o` ' y c O M M M M M M M L O W O O O tb O O W 00 W O] M N d N ftO M a m Q�2 2 � 2 � m 16 �n in �nm Oin to N o !L M C iE N O 0 N m 0 Oi Fn O t0 tD [O tp tD t0 m O C m II .0 Q O J r W LL V � U m a m o y U N N N N N N V i y O O 666 O C m U J m y a m Q in o in o in "' 0 in m � o c J � U N U D v O �O �O in in �n l0 jp m V M 01 m m m 0 U O 0 ci � LL N m t0 N N N N N N 2� r O � y T m 3 0 0 0 0 0 m o o 0 0 0 O y C 0 0 O O O p OM s m M m M M M m mm w M M N m O] y O r LL N n 0 in m � o c N U II .0 Q C J F N LL O 0 U U n 0 0 N O m m m O m m M tn0, �U O O c a m Um`l E o a V .ca O m p m LL 0 O U � U - m m N W Q O U m 0 O v v m E y o 0 0 0 0 0 Q i m a m o y U N N N N N ` � Iy 00 000 m U ' J a N . V m m� In n V O V O In A O n c m J � y U V U O m O l0 In m m m m m m t/l Y N _ m m m V W W ILI In n L � m 3 0 0 0 0 0 m o o 0 0 0 O � p,o 0 000 ' OOMM m m m L O O W N O m a � V lOm M M N n 0 0 N O m m m O O m m V V V M tn0, m O O c U m Um`l O N M n 00 01 O a V .ca c J r m LL 0 U U y W O m M1. W E W 06 W 6 W O y V N N 'O LL O O C W U J � 6 Lt! W Q m m U W r n N U N N � W � U U J � N U D p U O O m W U O O � LL N Y � W 9 i W Q in O W W 1 U N N O L � N W 3 W o W W � O 0 L 0 W � N � Q � O d O O C A II Lt! W Q W CQ W J ~ W J U _ U U H m odm m oQ ao m U 00 E m T m d o O 'I- < m a m o O f0 m U V N N I C li O O m U 5 J 6 � L N U Q 0o N V O O � C � O J J � U U O O `n m N N U O O O 2 m O � LL IT fn � N N N _ N N O � V) m 3 m o y c b � J O O O O t O V m d O Q O f0 m i0 � 0 O L N N 0o Q C Q O C O J O U r W LL U U F /i�vk %�- tz� _!�z Ellcotivc Rao He:9b 9 9 Smd Height 0 SaadHeigh( 0 wimh(np 4 Width 00- 4 Longlh Ol)- IS Lw9(h(A)- 14 P-ManA (sq fl) = 60 PemulsOw Aaa 114 R)- 56 Slonge Vd-(cf)= 540 Lot 4 Block Stmab V01ume [p= 4W Lot3Bk,k3 rmc Tm,c IIS%Req'ERr Iom IYc DNa9mllmml FQ Amn looms) Flow Rae Q =OUlo61 Wrc Flow Ruk NYFlow RYc A�maHValarve(VJ $Wimm[Sbmgv Autinb1e 51orngo wm(e'9 (1 ma0avfmml [LWBlock3mtlonlmin) a5yrinbnei9(In[hrl q benvl Hlnodol Flominm{ettl rem Rae (him0 (QJ la+l .& (oG Ie61 foo IW (=9 Gwntl 6wmge IM1r) 10 237 0'" 038 000 12.00 002 036 215 248 540 -292 4 30 1.43 OW 0.23 000 1200 002 021 378 435 540 -105 6 60 0.88 064 014 000 1200 11:02 0.12 442 508 540 -32 7 120 0.50 0,64 0.08 0 M 12.00 002 0.06 451 518 540 -22 8 180 037 0. 0.06 000 1200 002 0.04 453 521 540 -19 8 360 023 064 004 0.00 1200 0,02 0.02 427 492 540 48 7 ]20015 394 Ob! 002 0.1X1 12.00 002 001 307 353 540 -187 5 1440 00') O(A 0.01 ON 1200 0.02 0.00 -207 -239 540 -A9 -3 80¢tivc Reel HdBh( 9 Baud Height 0 SaadHeigh( 0 wmm (R)= 4 Width 00- 4 LwgO (Rp 14 Lw9(h(A)- 14 Pertolaliou Aim (sq ftp 56 PemulsOw Aaa 114 R)- 56 Sl pVolu (cfr 504 Lot 4 Block Stmab V01ume [p= 4W Lot3Bk,k3 rmc Tm,c IIS%Req'ERr Iom IYc DNa9mllmml FQ Amn looms) Flow Rae Q =OUlo61 Wrc Flow Ruk NYFlow RYc A�maHValarve(VJ $Wimm[Sbmgv Autinb1e 51orngo Repo Abmx (1 ma0avfmml asyrmlw,>7yf6m0 M+' (:omi2 eIA(c6) -CIA(c6) Hlnodol Flominm{ettl rem Rae (him0 (QJ la+l IUa 1 (0) 00 IW novae ewmee I11 10 237 0.58 0.35 000 1200 002 0.33 200 230 504 -224 4 30 1,43 0.58 0,21 0.00 1200. 0.02 019 350 403 504 -101 6 60 088 058 013 0,00 1200. 0.02 OIl 409 471 504 -33 7 120 051 0,58 0,07 0.00 1200 002 0,06 417 479 504 -25 7 180 037 0:58 005 0.00 1200 01 2 004 419 482 504 -22 7 360 023 058 0.03 0,00 1200 002 002 394 453 504 -51 2 720 0.15 0.58 002 000 1200 002 001 280 322 504 -182 5 1440 1 0.09 0.58 1 0.01 1 000 1 12.00 1 002 000 -202 -232 504 1 436 4 Eft 6 -Rat. Height 9 Baud Height 0 wmm (R)= 4 LwgO (Rp 14 Pertolaliou Aim (sq ftp 56 Sl pVolu (cfr 504 Lot 4 Block rmc Its%R.�e r. 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Fluty Rola Q Por Flnw Ra¢ Na1Flow Ruk Runnel VAuma(VO $aimml Sbya Awlubla larpa Raq'd AWrc (t,) Daaaom (min) Riyrinlu v()n/nrt Am (arm-(. -C,(., hfulonoal Flnw Rulv(oG) Pnry Rulc(mMl (,, (v4) (If, ) (afl (n1J Ion Qmund9Wrvgn (Mj 10 2.37 041 0.27 0.00 1200. 001 0.25 152 125 396 -221 3 30 143 041 0.16 0:00 12.00 001 0.15 267 307 396 89 6 60 088 041 010 0.00 1200 (1.01 009 311 358 396 -38 0.07 120 0.50 041 0.06 0,00 1200. 001 0.04 316 363 3% -33 7 180 037 0.41 0.04 0100 12.0 001 0.03 316 364 3% -32 7 360 023 041 003 000 1200 001 001 293 337 396 -59 7 720 015 0.41 0.02 0.00 12181 001 0.00 199 229 396 -167 5 1440 0.9 0.41 OX 0.00 1 1200 001 1 0.00 1 484 1 811 396 -607 4 EIIecOvd Rock Height 9 Sound Height 0 Width HH- 4 mB (RF 9 Pewlariw Area(a9 fl)- 36 Storage Volnrareah - 324 L. stock) to w ton .rea4d (m lam Plow Wtt R Yaa MlmvAma Nn AxmRVulumn(Vp) 6edlm.n�6mmge AvagablFemrege Rd Abmv R,) OumBo¢1-1 ZSyelnuairyYiMIM Area (mrcel -CJA(tli1 tlMfmlml Plow Rne(ofil N¢flMn) IQiI (d61 (r. faLL' Y to fan 10 darnel 8-31 (Fr) 10 232 030 021 000 1200 001 020 Im 140 324 -184 3 30 143 030 0.13 0.00 1200 0.01 0.12 214 246 324 -78 6 60 0.88 030 0.08 0(N 12W 001 0.07 249 287 324 -37 7 120 0.50 030 0.05 000 1200 001 0W 252 290 324 -34 7 180 037 030 0.03 0.00 12A 0.01 0,02 252 290 324 -34 7 360 0.23 0.30 002 O.A. 1200 0.01 001 232 266 324 -58 6 720 O.I3 030 001 000 1200 001 000 152 175 324 -149 4 1440 009 0.30 1 001 1 000 1 1200 001 000 -163 -in 324 -512 1 -5 EftUm,%gck Hn& 9 Sand Hnght 0 wldm(flp 4 Ecu81h(a)- 10 Pe,wlafion Ane(a, fl)- 40 Stmp Volune(n)- 360 Lot 120.1,3 Hllnamam, wx Flom. p Pmc FWwRe,a Ne[Flow Rex RumRVNwz(Vyl 9eivmrt9,wge Avauhi I., InmMow ad .manieo(minl dSNe luxndry(Wh<1 Ana am..) —Nn(f8 .1...namci.) MAne,eYWhR (a) (09 nn, E3mnee Ih,) 10 2;37 036 024 000 1200 001 023 138 159 360 -201 3 30 143 0,36 015 0.00 12 UO 0.111 0.13 N2 278 360 -82 6 60 0.80 036 0.09 O.00 1200 001 008 282 325 3(A -35 7 120 0.50 036 0.05 000 1200 001 0.09 286 329 360 -31 7 I00 037 036 004 0.00 1200 0.01 0.03 287 330 360 -30 7 360 0.23 036 0.02 000 12.00 001 O01 266 30 360 -55 7 720 0.15 036 0.02 000 1200 001 000 179 206 360 -154 4 1440 009 036 1 001 000 1200 001 000 -169 -194 360 1 -534 1 4 �4 sTRaTa A PROFESSIONAL SERVICES COHPURA[ION �nFc�rl-I-�. Front 4 -Ac EJrounC UP Mr. Chad Hamel BHH Investments 1, LLC 1025 S. Bridgeway Place, Suite 290 Eagle, Idaho 83616 chamel@boisehunterhomes.com Dear Chad: May 27, 2014 File: B014105A RE: Geotechnical Engineering Evaluation Southern Highlands Subdivision East Taconic Drive Meridian, Idaho STRATA, A Professional Services Corporation (STRATA) is pleased to present our authorized limited geotechnical engineering evaluation for the proposed Southern Highlands Subdivision to be located north of East Taconic Drive in Meridian, Idaho. Our evaluation's purpose was to explore the subsurface conditions in the proposed development area and provide geotechnical recommendations to assist project planning, design and construction for the planned residential development including public roadways and associated infrastructure. The attached report summarizes our field and laboratory test results, and presents our geotechnical engineering opinions and recommendations. The following report provides specific geotechnical recommendations for preparing the site, including undocumented fill removal, earthwork activities, pavement design and stormwater design recommendations. It is our opinion that geotechnical continuity with the project team throughout construction will help identify undocumented fill during earthwork to allow its removal and replacement with structural fill. The project design, owner, and construction team must read, understand and implement this report in its entirety. Portions of the report cannot be relied upon individually without the supporting text of remaining sections, appendices and plates. Our opinion and the success of the proposed construction will depend on following the report recommendations, good construction practices, and providing the necessary construction monitoring, testing and consultation to verify that work has been constructed as recommended. We recommend STRATA be retained to provide monitoring, testing, and consultation services to verify our report recommendations are being followed. We appreciate the opportunity to work with BHH Investments 1, LLC. We look forward to our continued involvement on this project throughout construction. Please do not hesitate to contact us if you have any questions or comments. Sincerely, STRATA, Inc. CL 1 4icvikw�oodworffi, P.E. gA9r Engineering Manager AM/MGW/am Adrian Mascorro, P.E. Project Engineer 8653 West Hacltamore Drive, Boise, Idaho 83709 Phone. 208.376.8200 Fax.208.376.8201 www.stratageotech.com REPORT Limited Geotechnical Engineering Evaluation Southern Highlands Subdivision East Taconic Drive Meridian, Idaho Prepared For: Mr. Chad Hamel BHH Investments 1, LLC 1025 S. Bridgeway Place, Suite 290 Eagle, Idaho 83616 BOISE HUNTER HOMES Prepared By: STRATA, Inc. 8653 W. Hackamore Drive Boise, Idaho 83709 P.208.376.8200 F.208.376.8201 May 27, 2014 TABLE OF CONTENTS INTRODUCTION... ...... -- ............................................................................................... 1 PROJECT UNDERSTANDING.......................................................................................2 Existing Site Conditions..................................................................................................2 Proposed Construction....................................................................................................2 SUBSURFACE EVALUATION PROCEDURES..............................................................3 SUBSURFACE CONDITIONS........................................................................................3 LABORATORY TESTING...............................................................................................4 GEOTECHNICAL OPINIONS AND RECOMMENDATIONS...........................................4 Geotechnical Constraints and Opportunities................................................................5 Earthwork.................................................................................................................... 5 FillRemoval..............................................................................................................5 Site an Subgrade Preparation................................................................................... 5 StructuralFill............................................................................................................6 Table 1. Structural Fill Specifications and Allowable Use ............................................. 6 Excavation Characteristics.......................................................................................6 Compaction.............................................................................................................. 7 Utility Trench Backfill................................................................................................8 Wet Weather/Soil Construction.................................................................................8 Geosynthetics........................................................................................................... 8 ExistingSlope..............................................................................................................8 Pavement Section Design............................................................................................9 General.................................................................................................................... 9 Trafficand Subgrade................................................................................................9 Table 3. Pavement Design Parameters....................................................................... 9 Asphalt, Aggregate Base Course and Subbase Materials.......................................10 Pavement Section Thickness.................................................................................. 10 Table 4. Asphalt Pavement Design Section............................................................... 11 Pavement Maintenance..........................................................................................11 SiteDrainage.............................................................................................................11 StormwaterDisposal.............................................................................................. 11 Seasonal High Groundwater...................................................................................11 Surface Water Management for Individual Lots......................................................12 GEOTECHNICAL DESIGN CONTINUITY..................................................................... 12 EVALUATION LIMITATIONS........................................................................................ 13 Geotechnical Engineering Evaluation Southern Highlands Subdivision East Taconic Drive Meridian, Idaho INTRODUCTION STRATA, A Professional Services Corporation (STRATA) has performed our limited geotechnical engineering evaluation for the proposed residential development to be located north of East Taconic Drive in Meridian, Idaho. Our evaluation's purpose was to explore the subsurface soil conditions at the project site and to prepare geotechnical recommendations to assist project planning, design and construction. We accomplished our services referencing our authorized revised proposal dated March 18, 2014 and email correspondence dated March 28, 2014. To accomplish our evaluation, STRATA performed the following services: 1. Coordinated exploration with T -O Engineers and the local utility notification center to help reduce the potential for damage to existing utilities. 2. Observed the excavation of 11 exploratory test pits within the planned development area. Explorations extended 10 to 13.5 feet below existing site grades. Temporary standpipe groundwater monitoring piezometers were installed in 7 of the test pits excavated. Our field geologist visually described, classified and logged soil encountered referencing the Unified Soil Classification System (USCS). 3. Performed laboratory tests with reference to ASTM International (ASTM) procedures including Atterberg limits, in-situ moisture content, grain size evaluation, r -value and proctor testing. We utilized these laboratory results to help characterize engineering parameters and to correlate soil engineering characteristics used in our design. 4. Performed and engineering evaluation in order to provide geotechnical design and earthwork construction recommendations. We worked closely with you and T -O Engineers to coordinate necessary elements of design and construction into a specific discussion of the related soil and geologic conditions. Our engineering analyses provides geotechnical recommendations and opinions for: Earthwork • Fill removal • Site and subgrade preparation • Structural fill • Excavation characteristics • Compaction • Utility trench backfill • Wet weather/soil construction • Geosynthetics 8653 West Hackamore Drive, Boise, Idaho 83709 Phone. 208.376.8200 Fax.208376.8201 www.stratageotech.com Southern Highlands Subdivision File: B014105A Page 2 14 Existing Slope Information r Pavement Section Design • Traffic and subgrade • Asphalt, aggregate base course and subbase materials • Pavement section thickness • Pavement maintenance 60 Site Drainage • Stormwater disposal • Seasonal high groundwater (estimated) • Surface water management for individual lots 5 Geotechnical Design Continuity • Groundwater monitoring • Plan and specification review • Geotechnical design confirmation • Construction observation and testing 5. Prepared and provided an electronic copy of our final report of geotechnical findings, opinions and recommendations, including exploration logs and an exploration location plan. Hard copies of the report are available upon request. PROJECT UNDERSTANDING Existing Site Conditions The proposed development is undeveloped and is currently being actively farmed. The site is bounded by subdivision development to the southwest, East Taconic Drive to the southeast, and farm land on all other sides. An irrigation canal and the Ten Mile Creek are located approximately 200 and 700 feet east, respectively, of the eastern site boundary. Proposed Construction We understand the approximate 79 -acre development will consist of residential lot construction with associated asphalt roads and utility infrastructure. We understand the proposed homes will most likely be constructed with shallow foundations and crawl spaces. We anticipate stormwater will be disposed of via seepage beds or other on-site infiltration facilities. Based on review of the grading plan provided by T -O Engineers, dated May 12, 2014, we anticipate substantial cut and fill will be required for the proposed development. Specifically, grading plans indicate up to approximately 19 feet of cut and up to approximately 12 feet of fill is planned. Graded slopes of 2 feet horizontal to 1 foot vertical (2H: 1V) are planned. $4 www.stratageotech.com Southern Highlands Subdivision File: B014105A Page 3 SUBSURFACE EVALUATION PROCEDURES STRATA accomplished subsurface exploration on March 31, 2014 via 11 exploratory test pits extending 10 to 13.5 feet below existing ground surface. Standpipe piezometers were installed in 7 test pits for future groundwater monitoring. The approximate exploration locations are illustrated on Plate 1, Exploration Location Plan, which also delineates the proposed development. Test pit locations were established in the field by taping from existing site features. A professional geologist visually evaluated the soil encountered in each test pit and logged the soil profile referencing the USCS. We provide a brief USCS explanation in Appendix A to help interpret the terms on the test pit logs. We also provide individual test pit logs in Appendix A. The test pits were backfilled with the excavated material to the ground surface following the completion of the excavations. STRATA accomplished previous exploration at this site on August 7, 2006. We have included the locations of test pits previously excavated within the site area on Plate 1 for your reference. Test pit logs for this previous exploration are also included in Appendix C. SUBSURFACE CONDITIONS Topsoil rooting and vegetation was observed to a depth of approximately 6 inches below grade within the southwest portion of the site, where active farming was not occurring. Soil conditions encountered within the test pits generally consist of lean clay or silt overlying silty sand with cementation, overlying poorly -graded gravel with sand with depth. We provide more specific discussion of each soil unit encountered below: 14 Silty Sand with Gravel (Fill) — Within the southwest portion of the site, adjacent to the hillside, we observed silty sand with gravel fill to depths of 2 to 4 feet below ground. We described fill soil as brown, loose to medium dense, and moist. Ap Surficial Lean Clay/Silt with Sand — Throughout majority of the site we observed native surficial lean clay and/or silt with sand to depths of 1 to 5.5 feet below ground. We described surficial soil as brown, stiff to hard, and moist. Within TP -8 we observed a 1 - foot -thick layer of fat clay at 1 to 2 feet below ground. 'S Silty Sand with Cementation — Underlying fill or surficial soil, we observed silty sand with varying amounts of calcium carbonate cementation to depths of 5.5 to 11.5 feet below ground. We described silty sand as brown, medium dense to dense, and moist. Within TP -4, below surficial soil, we observed brown, dense and moist clayey sand to 10.5 feet. 64 Gravel with Sand and Cobbles/Sand with Silt and Gravel —Underlying cemented silty sand or clayey sand, we observed poorly -graded gravel with sand and cobbles or poorly - 04 www.stratageotech.com Southern Highlands Subdivision File: B014105A Page 4 graded sand with silt and gravel to test pit termination depths of 10 to 13.5 feet. We described these soils as light tan to brown, medium dense to very dense and moist. 60 Groundwater — We did not encounter groundwater within test pits to the depths explored, with the exception of TP -8 where we observed groundwater at 6 feet below ground at the time of exploration. We performed groundwater monitoring at the site on April 22, 2014 and observed groundwater within TP -8 at a depth of 5.5 feet. The remaining on-site piezometers were dry at the time of our monitoring. We anticipate the depth to groundwater in the eastern portion of the site could potentially fluctuate primarily as a function of irrigation in the area. Subsurface variations may exist between exploration locations and may not be apparent until construction. Test pits only allow us to observe a portion of the site subsurface conditions. Where such variations exist, they may impact opinions and recommendations presented in this report, as well as construction timing and costs. We provide a USCS classification summary and specific soil contacts and descriptions on test pit logs provided as Appendix A to this report. LABORATORY TESTING We returned soil samples collected in the field to our laboratory for further classification and testing and accomplished laboratory testing referencing ASTM procedures. We developed our laboratory testing program for this project primarily to evaluate subsurface characteristics and engineering properties. Specifically, we accomplished moisture content, minus No. 200 wash, Atterberg limits, R -value, and proctor testing. We present index laboratory test results on test pit logs in Appendix A and laboratory test results and graphs in Appendix B. We will retain soil samples for 90 days and discard after this time period unless we are notified to store the samples for an extended period of time. GEOTECHNICAL OPINIONS AND RECOMMENDATIONS We present the following geotechnical recommendations to assist preliminary planning, design and construction of the proposed Southern Highlands Subdivision in Meridian, Idaho as illustrated on Plate 1 attached to this report. This report provides specific earthwork and other geotechnical design criteria for the development which the civil design and construction teams must review to verify the applicability to the planned development. We base our recommendations on the results of our field evaluation, laboratory testing, our experience with similar soil conditions, and our understanding of the proposed construction. If design plans change or if the subsurface conditions encountered during construction vary from those www.stratageotech.com Southern Highlands Subdivision File: B014105A Page 5 observed during our field evaluation, we must be notified to review the report recommendations and make necessary revisions. Geotechnical Constraints and Opportunities We provide the following discussion of what we consider to be important geotechnical items which will impact the development. Potential Uncontrolled Fill: During test pit explorations we encountered uncontrolled fill within the southwestern portion of the site, adjacent to the existing slope. However, we anticipate potential undocumented fill may be encountered throughout farming areas, and may not be evident until earthwork construction is commenced. As such, we recommend we observe the subgrade conditions after site grading to confirm unsuitable soil removal and subgrade soil are consistent with the recommendations in this report. Our report specifically outlines our opinions and recommendations regarding these soil conditions and relies on geotechnical continuity, communication between project team members specific to risk and cost -based decisions, and good construction practices to achieve the desired project outcome. Earthwork Fill Removal 1. Any existing, non-native soil at the project site is considered undocumented fill that is not suitable to support future structures and flatwork. 2. Remove all non-native soil to sufficient depth to expose existing native soil. 3. We estimate approximately 6 to 12 inches of fill removal will be required, depending on the amount of topsoil thickness in farming areas. Site and Subgrade Preparation 1. Test pits have been marked in the field with labeled stakes and/or standpipe piezometers. The test pits should be located prior to any earthwork site grading and test pits which are located beneath paving, structural fill or building lot areas should be re - excavated and replaced with structural fill in accordance with the recommendations in this report. 2. Strip existing topsoil and vegetation. Topsoil and vegetation was noted to extend approximately 6 inches below existing grade. 3. Scarify existing subgrade to a depth of 8 inches and moisture condition to within 3 percent of optimum moisture. 4. Compact the native subgrade soil as defined in Table 2 below. 5. Place and compact structural fill, as necessary, to achieve final grades. #0 www.stratageotech.com Southern Highlands Subdivision File: B014105A Page 6 Structural Fill 1. All fill placed must be placed as structural fill. 2. Fill placed on existing slopes greater than 5HAV will require benching, as depicted on Plate 2, Benching Schematic. 3. Structural fill requirements described in Table 1 below, in general, correlate to Idaho State Public Works Construction (ISPWC) material specifications: Table 1. Structural Fill Specifications and Allowable Use Structural Fill Product • Allowable Use Material Specifications Sieve Size % Passing • Soil classified as GW, GP, GP -GM, GM, SW, SP, 6 Inch 100 General Structural Fill • General site grading SP -SM, SM, or ML according to the USCS. • Maximum particle size must be less than 6 inches. • Soil consisting of inert earth materials with less than 3 percent organics or other deleterious substances wood, metal, plastic, waste, etc). Granular Structural Fill • General structural fill • Over -excavations Pavement section • granular subbase • Soil classified as GW, GP, GP -GM, according to the USCS, and meeting the gradation provided. • Soil meeting requirements stated in the latest edition of the Idaho Standard for Public Works Construction (ISPWC), Section 801— Aggregate Subbase 6 Inch 100 3 Inch 90-100 No. 4 30-60 No. 200 <10 • Soil may not contain particles larger than 1 inch in 1 Inch 100 '/ Inch 80-100 Utility Trench Bedding Utility trench • construction median diameter and must meet the required gradation. • Soil meeting requirements stated in the latest edition of the Idaho Standard for Public Works 3/8 Inch 20-70 No. 4 5-20 No. 8 0-5 Construction (ISPWC), Section 305 — Pipe No. 200 0-3 Bedding. • Soil may not contain particles larger than 1 inch in 1 Inch 100 Aggregate Base Course • General structural fill median diameter and must meet the required gradation. % Inch 90-100 No. 4 40-65 • Granular structural fill • Soil meeting requirements stated in the latest • Pavement section edition of the Idaho Standard for Public Works No. 8 30-50 base course Construction (ISPWC), Section 802—Aggregate No. 200 3-9 Base. • Soil classified as CL, CH, MH, OH, OL or PT may Unsatisfactory Soil not be used at the project site for structural fill. • No structural • Soil not maintaining moisture contents within 3 applications percent of optimum. • Landscaping per • Any soil containing more than 3 percent organics landscape engineer by weight or other deleterious substances (wood, metal, plastic, waste, etc) is unsatisfactory soil. Excavation Characteristics 1. Site soil is expected to be excavatable using conventional excavation techniques and equipment. 2. Bedrock is not expected within the planned construction limits. 3. Temporarily excavate, slope, shore or brace excavations in accordance with Occupational Safety and Health Administration (OSHA) guidelines. Regulations outlined www.stratageotech.com Southern Highlands Subdivision File: B014105A Page 7 in OSHA provide temporary construction slope requirements for various soil types and slopes less than 20 feet tall. 4. Site soil is classified as Type C soil referencing OSHA, and must be temporarily sloped back at least 1.5H:1 V. 5. Construction vibrations, seepage, or surface loading can cause excavations to slough or cave and should be avoided. 6. Ultimately, the contractor is solely responsible for site safety and excavation configurations and maintaining OSHA approved personnel for excavation monitoring. 7. Plan excavations carefully, allowing water collection points and utilizing conventional sumps and pumps to remove nuisance water from runoff, seeps, springs or precipitation. 8. Coordinate construction activities and excavation backfilling as rapidly as possible following excavation to reduce the potential for subgrades to degrade under construction traffic. 9. Subgrades must be graded to aggressively direct surface water away from subgrades to avoid infiltration. 10. Maintain dewatering systems to facilitate good drainage during construction and reduced over -excavation. Compaction Backfill to support any structure, embankment or improvement must be compacted to structural fill requirements presented in Table 2 below. Table 2. Required Compaction and Products for Desiqnated Proiect Areas 1. Fill placed outside any building or pavement envelope can be placed as non-structural fill (i.e. landscape fill) providing there are no structures (sidewalk, curbs, utilities, signs, etc.) or embankment planned directly above the landscape fill. Landscape fill compaction requirements also apply to stemwall or basement wall backfill that does not support overlying structures such as asphalt, slabs or other improvements free of no structures. 2. Structural fill products must be moisture conditioned to near optimum moisture content and placed in maximum 10 -inch -thick, loose lifts. 3. Structural fill shall be compacted in 8 to 10 -inch -thick, loose lifts providing compaction equipment weighs a minimum of 5 tons. If smaller or lighter compaction equipment is �4 www.stratageotech.com Required Structural Compaction Project Area Fill Product Requirement (ASTM D1557 Structural Subgrades Existing Soil Subgrade 92% Within 10 feet of building structural or General or Granular 95% pavement footprints Structural Fill Utility Trench Backfill Below Pavements, Utility Trench Fill 95% Slabs, and Buildings All Other Fills (more than 10 feet outside General Structural Fill 92% the building) Landscape Areas Sloped Flatter than General Structural Fill 88% 5H:1 V 1. Fill placed outside any building or pavement envelope can be placed as non-structural fill (i.e. landscape fill) providing there are no structures (sidewalk, curbs, utilities, signs, etc.) or embankment planned directly above the landscape fill. Landscape fill compaction requirements also apply to stemwall or basement wall backfill that does not support overlying structures such as asphalt, slabs or other improvements free of no structures. 2. Structural fill products must be moisture conditioned to near optimum moisture content and placed in maximum 10 -inch -thick, loose lifts. 3. Structural fill shall be compacted in 8 to 10 -inch -thick, loose lifts providing compaction equipment weighs a minimum of 5 tons. If smaller or lighter compaction equipment is �4 www.stratageotech.com Southern Highlands Subdivision File: BO14105A Page 8 provided, reduce the lift thickness to meet the compaction requirements presented herein. 4. The site soil is expected to be suitable for reuse as general structural fill providing it can meet the criteria presented in Table 1 above. We anticipate existing silt and silty sand soil will exhibit an average shrinkage factor of 20 percent to 22 percent, when placed as structural fill. Existing sand and gravel soil will likely exhibit shrinkage factors of 16 percent to 18 percent. The shrinkage factors above are applicable considering in-place (bank) conditions. Utility Trench Backfill Remove all saturated, loose or disturbed soil from the bottom of the utility trenches prior to placing pipe bedding. Accomplish bedding for pipes and utility trenches in accordance with ISPWC Specifications. Backfill the remainder of utility trenches in accordance with the Structural Fill specification. Wet Weather/Soil Construction 1. Ideally, perform earthwork construction during dry weather conditions. 2. The site soil is susceptible to pumping or rutting from heavy loads such as rubber -tired equipment or vehicles any time of the year. 3. Complete earthwork by track -mounted equipment that reduces vehicular pressure applied to the soil if construction commences in wet areas or before soil can dry. 4. Depending on precipitation, runoff and perched groundwater conditions, the site soil will be over optimum moisture content. Contractor shall expect these conditions and be prepared to install runoff management facilities and to replace wet or disturbed soil with granular structural fill. 5. If significant soft/wet soil conditions are encountered, the use of a woven geotextile fabric may be necessary. These material requirements are presented in the Geosynthetics report section below. Geosynthetics 1. Where required, apply geosynthetics directly on approved subgrade, free of wrinkles and over -lapped at least 12 inches. 2. Woven geosynthetic fabrics for subgrade stabilization and soil improvements shall have the following minimum properties of 700 pounds (CBR Puncture, ASTM D6241) and 200 pounds (Grab Tensile Strength ASTM D4632). 3. STRATA must be consulted prior to using geosynthetics for subgrade stabilization. Existing and Proposed Slopes The existing slope located along the southwest portion of the site consists of previously placed structural fill associated with the adjacent development. STRATA provided construction monitoring and testing services during the construction of this slope. Any excavation planned along or adjacent to the slope should not increase the slope to greater than a 2 horizontal to 1 14 www.stratageotech.com Southern Highlands Subdivision File: BO14105A Page 9 vertical (2H:1 V). This slope requirement is necessary to maintain slope stability for adjacent lots and to help with erosion control measures. Proposed cut and fill slopes planned for the development should be constructed at a maximum slope of 2H:1V. Additionally, building setbacks for structures both above and below existing or constructed slopes must adhere to the 2012 International Building Code. STRATA can evaluate a possible reduction in slope setback distance on an individual basis, if desired. Any soil excavated along or adjacent to this slope area may be utilized as project structural fill, provided it meets the requirements as stated in the Structural Fill section of this report. Pavement Section Design General The following flexible asphalt pavement section design is provided referencing the Idaho Transportation Department (ITD) Gravel Equivalent Design Method using Ada County Highway District substitution ratios. STRATA estimated traffic loading and design parameters based on our proposed construction understanding and our understanding of the subsurface conditions. Traffic and Subgrade The following tables present our traffic loading, geotechnical design parameters and references, as well as the resulting flexible pavement section design recommendations. Table 3. Pavement Design Parameters Design Parameter Value Used References 33,000 ESALs Traffic Loading (Local Road, TI=6) Ada County Highway District 375,000 ESALs Standard (Collector Road, TI=B) Design Life 20 years Assumed Subgrade R -value 20 Based on R -value correlations (see paragraph below) Asphalt Layer Substitution Ratio 1.95 Ada County Highway District Standard Base Course Substitution Ratio 1.1 Ada County Highway District Standard Subbase Course Substitution Ratio 1.0 Ada County Highway District Standard 'Equivalent Single Axle Loads (ESALs). 14 www.stratageotech.com Southern Highlands Subdivision File: BO14105A Page 10 Laboratory testing of lean clay with sand resulted in an R -value of 33. However, based on the variability of surficial fine grained soil, and our experience with previous R -value testing for East Taconic Drive, we recommend an R -value of 20 be utilized for pavement section design. To help improve subgrade characteristics, the pavement subgrade should be prepared as recommended in this report's Site Preparation section. Subgrades must be shaped (crowned) and graded to facilitate positive drainage and inverted crowns must be avoided. Asphalt, Aggregate Base Course and Subbase Materials Crushed aggregate base course and granular subbase shall conform to the Structural Fill requirements and be placed directly over a properly prepared subgrade. A non -woven geotextile should be used for constructability during wet and inclement weather and to increase performance at the subgrade. The non -woven geotextile should have material properties and be placed as outlined in this report's Geosynthetics section. We recommend STRATA observe final subgrade preparations, geotextile placement and all aggregate placements. Asphalt concrete must be compacted to 92 percent of the maximum density for a Hveem or Superpave mix design. The final traveling surface of asphalt concrete shall meet ISPWC %- inch asphalt mix design requirements. Asphalt mix designs and all appropriate aggregate source certificates should be accepted by STRATA at least 5 days prior to initiating asphalt paving. Asphalt construction and final surface smoothness, joints and density should meet ISPWC specifications. If subgrade conditions appear significantly different during construction, traffic loading conditions change or traffic volumes increase, STRATA should be notified to amend our design accordingly. Pavement Section Thickness STRATA evaluated the pavement sections utilizing the ITD pavement design methodology, soil -engineering parameters from previous field and laboratory testing and the estimated traffic -loading conditions. Based on subgrades prepared as recommended and the traffic criteria provided, Table 4 provides the recommended asphalt section for the anticipated pavement application. If traffic loading or subgrade conditions change as design is finalized or during construction, STRATA must review our pavement analyses and resulting sections. www.stratageotech.com Southern Highlands Subdivision File: BO14105A Page 11 Table 4. Asphalt Pavement Design Section Pavement Maintenance We recommend crack maintenance be accomplished on all pavement surfaces every 3 to 5 years to reduce the potential for surface water infiltration into the underlying pavement subgrade. Surface and subgrade drainage are extremely important to the performance of the pavement section. Therefore, we recommend the subgrade, base and asphalt surfaces slope at no less than 2 percent to an appropriate stormwater disposal system or other appropriate location that does not impact adjacent buildings or properties. The pavement's lifespan is dependent on achieving adequate drainage throughout the section, especially at the subgrade elevation. Ponding water at the pavement subgrade surface can induce heaving during the freeze -thaw process. Site Drainage Stormwater Disposal We recommend all subsurface infiltration facilities extend a minimum of 12 inches into poorly -graded gravel with sand. Based on our test pit explorations, we anticipate excavation depths of 5.5 to 11 feet will be required to expose gravel with sand. Stormwater facilities constructed into gravel with sand may be designed utilizing the following allowable infiltration rate: '4 Allowable infiltration rate (gravel with sand) = 12 inches per hour Seasonal High Groundwater As stated previously, groundwater on April 22, 2014 was encountered at 5.5 feet within the northeast portion of the site (TP -8). Subsequent groundwater monitoring in May 2014 identified groundwater in TP -8 at a depth of 5.1 feet and in TP -10 at 7.9 feet. Groundwater levels are typically at the peak for the season during the late summer irrigation season. Based on our experience in the area, we anticipate seasonal high groundwater level near the eastern portion of the site (near TP -8 and TP -10), will occur at a depth of approximately 4.5 feet below existing grade. Additionally, based on previous monitoring, groundwater in the northern portion #4 www.stratageotech.com Asphalt Aggregate Granular Asphalt Pavement Application Concrete Base Subbase (inches) (inches) (inches) Local Roads & Access Drives (TI = 6) 2.5 4.0 10.0 Collector Roads and Heavy Duty Access (TI = 8 3.0 6.0 13.0 Pavement Maintenance We recommend crack maintenance be accomplished on all pavement surfaces every 3 to 5 years to reduce the potential for surface water infiltration into the underlying pavement subgrade. Surface and subgrade drainage are extremely important to the performance of the pavement section. Therefore, we recommend the subgrade, base and asphalt surfaces slope at no less than 2 percent to an appropriate stormwater disposal system or other appropriate location that does not impact adjacent buildings or properties. The pavement's lifespan is dependent on achieving adequate drainage throughout the section, especially at the subgrade elevation. Ponding water at the pavement subgrade surface can induce heaving during the freeze -thaw process. Site Drainage Stormwater Disposal We recommend all subsurface infiltration facilities extend a minimum of 12 inches into poorly -graded gravel with sand. Based on our test pit explorations, we anticipate excavation depths of 5.5 to 11 feet will be required to expose gravel with sand. Stormwater facilities constructed into gravel with sand may be designed utilizing the following allowable infiltration rate: '4 Allowable infiltration rate (gravel with sand) = 12 inches per hour Seasonal High Groundwater As stated previously, groundwater on April 22, 2014 was encountered at 5.5 feet within the northeast portion of the site (TP -8). Subsequent groundwater monitoring in May 2014 identified groundwater in TP -8 at a depth of 5.1 feet and in TP -10 at 7.9 feet. Groundwater levels are typically at the peak for the season during the late summer irrigation season. Based on our experience in the area, we anticipate seasonal high groundwater level near the eastern portion of the site (near TP -8 and TP -10), will occur at a depth of approximately 4.5 feet below existing grade. Additionally, based on previous monitoring, groundwater in the northern portion #4 www.stratageotech.com Southern Highlands Subdivision File: B014105A Page 12 of the property (near TP -4 and TP -5), may occur at depths as shallow as approximately 6 feet below grade. It is our opinion groundwater within the remainder of the site will occur at depth of 14 to 15 feet below existing site grades. However, groundwater monitoring must be accomplished during irrigation season, April to October, to confirm seasonal high groundwater levels for design. We accomplished groundwater monitoring at the time of our site exploration in 2006. We provide results of that groundwater monitoring in Appendix C, along with previous test pit exploration logs. Surface Water Management for Individual Lots Surface water associated with rain, snow and irrigation water can become perched above the relatively impermeable native and structural fill soils which presently exist and is planned beneath the proposed individual lots. Improper management of near -surface water, by not providing an effective grading and drainage design for each lot, can result in moisture or water entering the crawl spaces or basement areas of the residences. Possible sources of near -surface water include pressurized irrigation water, rainwater, snowmelt, or leaking water lines. These water sources can be transmitted to the foundation stem wall and pond beneath a structure via irrigation, roof downspout discharge, and snow melt. Possible conduits for water to enter into crawl spaces or basements can include loose or porous backfill placed adjacent to foundation walls and loose or porous backfill in utility trenches that extend through or beneath foundations. Considering the above discussion we recommend that consideration be given to the potential for surface water intrusion and be considered during planning, design, and construction of individual lots. Additionally, we recommend roof drains for individual residences be connected to the overall subdivision stormwater drainage system. GEOTECHNICAL DESIGN CONTINUITY Geotechnical design continuity will be an important aspect of this project's successful completion. In our opinion, geotechnical continuity can occur in 4 stages in the planning, design and construction project aspects. Specifically, we recommend STRATA maintain the geotechnical design continuity in the following aspects: 49 Groundwater Monitoring: The groundwater level should be monitored during the upcoming irrigation season to verify the seasonal high groundwater level beneath the site. Piezometers were installed to monitor groundwater levels. Monitoring typically www.stratageotech.com Southern Highlands Subdivision File: B014105A Page 13 should be accomplished on a monthly basis between April and October. STRATA remains available to perform groundwater monitoring at your request. 14 Plan and Specification Review: We recommend STRATA be retained to review final design and construction plans and specifications to verify our geotechnical recommendations are incorporated into project bidding and construction documents as well as to provide additional recommendations based on the final design concepts. These efforts can help provide document continuity across the engineering disciplines and reduce the potential for errors as the project concepts evolve. S Geotechnical Design Confirmation: The information contained in this report is based on preliminary development plans. The grading elevation as well as site geometry can significantly alter our opinions and design recommendations. Specifically, changes in the soil cut and fill geometry may require additional analyses specific to the actual anticipated construction conditions. Therefore, it is critical STRATA provide geotechnical continuity through final planning and design for the planned construction as individual aspects become available during design development phases of the project. It has been our experience that having consultants from the design team review the construction documents prior to bidding helps reduce the potential for errors, and also reduces costly changes to the contract during construction. If we are not provided such opportunities, we cannot be responsible for soil -related design or construction -related errors, omissions, delays or increased costs that are identified during construction. 6v Construction Observation and Testing: We recommend STRATA be retained to provide construction monitoring to verify the soil conditions and that report recommendations are incorporated into the actual construction. Such observation is an important part of the geotechnical design process and can help reduce the potential for soil engineering- or construction -related errors or omissions. For this project it is especially important to maintain this geotechnical continuity during uncontrolled fill identification, removal and replacement as well as during the subgrading process. If we are not retained to provide the recommended plan review and construction monitoring services, we cannot be responsible for soil engineering - related construction errors or omissions. Further, the selected firm must be required to document in writing to the design team and BHH Investments 1, LLC that they have read and will implement this report and its recommendations in their entirety as the geotechnical engineer of record. EVALUATION LIMITATIONS This report has been prepared to assist project planning design and construction of the proposed Southern Highlands Subdivision to be located north of East Taconic Drive in Meridian, Idaho. Our geotechnical findings and opinions have been developed based on the authorized subsurface exploration and laboratory testing, as well as our understanding of the project at this time. Our geotechnical design recommendations are specific to the planned design and infrastructure construction and should not be extrapolated to other future site developments without allowing adequate geotechnical consultation by STRATA. STRATA's scope provides recommendations for infrastructure construction, which does NOT include recommendations for www.stratageotech.com Southern Highlands Subdivision File: B014105A Page 14 individual residential lots or residential structures, and STRATA does NOT assume the role of geotechnical engineer of record for individual residential lot construction. Our services consist of professional opinions and findings made in accordance with generally accepted geotechnical engineering principles and practices in southwest Idaho at the time of this report. The geotechnical recommendations provided herein are based on the premise that appropriate geotechnical consultation during subsequent design phases is implemented and an adequate program of tests and observations will be conducted by STRATA during construction to verify compliance with our recommendations and to confirm conditions between exploration locations. This acknowledgment is in lieu of all warranties either express or implied. The following plate and appendix accompany and complete this report: Plate 1: Exploration Location Plan Plate 2: Benching Schematic Appendix A: Unified Soil Classification System (USCS) & Exploratory Test Pit Logs Appendix B: Laboratory Test Results Appendix C: 2006 Test Pit Logs and Groundwater Monitoring 04 www.stratageotech.com P -aaNIS PIAN COMPRISES A PoRIION Of SIPAT" REPOU MD THE TETT OF THE REPOR] CONTQNS ESSENML INf7. OF c- SIIE PREVIOUSLY PR -M=D BY OMERE AND NO CHEM OF A UP,, CURRENCY, APPROPRIAIENE; REFERENCE: Site Dian Drovided by T.O. Enaineers. VICINITY MAP NOT TO SCALE EPmilyM — Ca�ii�4 Fel APPROXIMATE SITE LOCATION m n 1� ,� ♦ E Taconic Dr c ^z a x F<yvnllr o E Lake Hazel Rd, EXPLORATION LOCATION PLAN Southern Highlands Subdivision Meridian, Idaho 0 100 200 400 SCALE: 1 inch = 200 ft STFRaTa A PROFESSIONAL SERVICES CORPORATION SqYa�ri�Fy Frown hhc E,roult4 UP DRAWING DATE: 4/1212014 DRAWING BY: DMS CHECKED BY: AM SI"bffl INVESTMENTS 1, LLC rlOJW NO. B014105A PLATE: 1 TP -15 0 LEGEND T 5� 99• 99 - �• TP -1 Approximate test pit location observed by STRATA on °° 10 169 3 167 'z. a ❑ 162 0 March 31, 2014. ur „� = Z. ,zeu � 4 :. 1x919 ^ 1x9« Standpipe Piezometer Installed in Test Pit. 169 • \ dI - —�9. SRADY 4 — ST. TP -4 Approximate test pit location observed by STRATA on ZP-4 August 7, 2006. 60 140 IS9 x 4t lip.�4\\te 1geS ,� �. „vl 0. X42 `\\. \ n , I158 zm9 �.\ ,s,n �y 4t g43 `�\ n9 13.9]5 P -aaNIS PIAN COMPRISES A PoRIION Of SIPAT" REPOU MD THE TETT OF THE REPOR] CONTQNS ESSENML INf7. OF c- SIIE PREVIOUSLY PR -M=D BY OMERE AND NO CHEM OF A UP,, CURRENCY, APPROPRIAIENE; REFERENCE: Site Dian Drovided by T.O. Enaineers. VICINITY MAP NOT TO SCALE EPmilyM — Ca�ii�4 Fel APPROXIMATE SITE LOCATION m n 1� ,� ♦ E Taconic Dr c ^z a x F<yvnllr o E Lake Hazel Rd, EXPLORATION LOCATION PLAN Southern Highlands Subdivision Meridian, Idaho 0 100 200 400 SCALE: 1 inch = 200 ft STFRaTa A PROFESSIONAL SERVICES CORPORATION SqYa�ri�Fy Frown hhc E,roult4 UP DRAWING DATE: 4/1212014 DRAWING BY: DMS CHECKED BY: AM SI"bffl INVESTMENTS 1, LLC rlOJW NO. B014105A PLATE: 1 EXISTING GROUND / /� �� �� - m002 _ -. A N SURFACE ///�/ N� 'A6 Lp LIMITS OF EXCAVATION/DAM MSNG\ 11111 �T\ _ BENCHES: 6 FEET WIDE (MINIMUM) NOTES: 1. BACKFILL TO BE PLACED IN 8 -INCH, LOOSE LIFTS AND COMPACTED TO A MINIMUM OF 95% OF THE MAXIMUM DRY DENSITY AS DETERMINED BY ASTM D 1557. FILL SHOULD CONSIST OF APPROVED, ON-SITE SOIL OR STRUCTURAL FILL. 2. BENCHES MAXIMUM OF 4 FEET VERTICAL. FAIMA a a =1 L, I I] PAVIE"I UNIFIED SOIL CLASSIFICATION SYSTEM MAJOR DIVISIONS GRAPH LETTER TYPICAL NAMES BG Ba99ie Sample SYMBOL SYMBOL — After 24 Hours 'California =: Q'.,�•, GW Well—Graded Gravel, BK Bulk Sample CLEAN Reading Gravel—Sand Mixtures. Q O GP Poorly—Graded Gravel, Groundwater RG Ring Sample GRAVELS at Time of Drilling .° Gravel—Sand Mixtures. _ GRAVELS Undisturbed Sample Silty Gravel, Gravel— GRAVELS GM Sand—Silt Mixtures. COARSE WITH FINES GC Clayey Gravel, Gravel— Sand—Clay Mixtures. GRAINED Well—Graded Sand, SOILS CLEAN SW Gravelly Sand. SANDSSP Poorly—Graded Sand, Gravelly Sand. SANDS Silty Sand, SANDS SM Sand—Silt Mixtures. WITH FINES SC Clayey Sand, . Sand—Clay Mixtures. Inorganic Silt, Sandy ML or Clayey Silt. SILTS AND CLAYS Inorganic Clay of Low LIQUID LIMIT CL to Medium Plasticity, LESS THAN 50% Sandy or Silty Clay. Organic Silt and Clay OL of Low Plasticity. FINE GRAINED Inorganic Silt, Mica— SOILS MH ceous Silt, Plastic Silt. SILTS AND CLAYS Inorganic Clay of High CH Plasticity, Fat Clay. LIQUID LIMIT GREATER THAN 50% � ,. ,�. `' `` OH Organic Clay of Medium \� to High Plasticity. Peat, Muck and Other PT Highly Organic Soils. BORING LOG SYMBOLS GROUNDWATER SYMBOLS TEST PIT LOG SYMBOLS IStandard 2—Inch OD Split—Spoon Sample - Groundwater BG Ba99ie Sample — After 24 Hours 'California Modified 3—Inch OD Split—Spoon Sample (7_3_67) Indicates Date of BK Bulk Sample Reading IIRock Core Q Groundwater RG Ring Sample at Time of Drilling Shelby Tube 3—Inch OD _ Undisturbed Sample Shorthand Notation: BGS = Below Existing Ground Surface N.E. = None Encountered on USCS Description 09 p In vmi 5 a E m o.m E$ m o yam m O m = m o a ? o 0 , m 2' m:3 E Remarks ❑m 62 m~ �' .2 J Note: BGS = Below 73 a z° r ❑ o U o a Ground Surface 0. LL PI LEAN CLAY, (native), (CL) brown, very stiff, moistCL Trace vegetation and organics to about 6 inches BGS. BO 3.5 Strong cementation (caliche) SILTY SAND, (SM) light brown, dense, moist • from 1 to 4 feet BGS BG 20.3 2.5 • 5.0 SM Moderate cementation • (caliche) from 5 to 9 feet BGS • • 7.5 POORLY GRADED SAND WITH SILT AND GRAVEL, (SP -SM) brown, dense, moist 10.0 SP - BK 8.0 SM 12.5 Test Pit Terminated at 13.0 Feet. Client: BHH INVESTMENTS 1, LLC. Test Pit Number: TP -1 EXPLORATORY Project: B014105A Date Excavated: 03-31-2014 sTRaTa TEST PIT LOG Backhoe: CASE 580 Bucket Width: 2' n r.o,,,,. C�11 ,_,—,.., r""`9"rF""`"`a"""°"F Depth to Groundwater: N. E. Logged By: SW Sheet 1 Of 1 'Nom Remarks USCS Description m x m U i0 a E nm E a m m on. o a Z« `m dN m— 2E E E P o w o m r 6 a d m cc x Note: BGS = Below u, w Z o 2 a a Ground Surface 0 LL PI SILTY SAND WITH GRAVEL, (fill), (SM) brown, loose, moist Trace vegetation and organics • to about 6 inches BGS. SM • SILTY SAND, (native), (SM) light tan, dense, moist 2.5 Moderate cementation • (caliche) from 2 to 5.5 feet • BGS. SM 5.0 POORLY GRADED SAND WITH SILT, And Cobble And Gravel, (SP -SM) light tan, very dense, moist 7.5 BK SP - SM 10.0 12.5 Test Pit Terminated at 13.0 Feet. Client: BHH INVESTMENTS 1, LLC. Test Pit Number: TP -2 EXPLORATORY Project: B014105A Date Excavated: 03-31-2014 s T R aT a TEST PIT LOG Backhoe: CASE 580 Bucket Width: 2' Depth to Groundwater: N.E. Logged By: SW Sheet 1 Of 1 Remarks USCS Description d = = E F a o = o a w� a = °' = E Note: BGS = Below ❑ �, a ¢ Ground Surface 0.0 LL PI SILTY SAND WITH GRAVEL, And Cobbles (fill), (SM) brown, medium dense, moist ' Moderate vegetation and • organics to about 6 inches BGS. • • BG SM 2.5 Grass roots observed from 3.5 • to 4 feet BGS SILTY SAND, (native), (SM) light brown, dense, moist 5.0 SM Moderate cementation ' (caliche) from 5 to 6 feet BGS • • SILTY SAND, (SM) tan, very dense, moist • • 7.5 nBK 2 0. 0 SM • 0.0 Test Pit Terminated at 12.0 Feet. Client: BHH INVESTMENTS 1, LLC. Test Pit Number: TP -3 EXPLORATORY Project: B014105A Date Excavated: 03-31-2014 s T R aT a TEST PIT LOG Backhoe: CASE 580 Bucket Width: 2' `"'"""' """ "'"'-'""""''- Depth to Groundwater: N.E. Logged By: SW Sheet 1 Of 1 = Nw a am mo 'yom y w Remarks USCS Description d P U E E, M w'v_ w a n `m ° m — -2 E �' Note: BGS = Below o ? a z6 o 0 < Ground Surface o LL PI 0 LEAN CLAY, With Sand (native), (CL) brown, stiff to hard, moist BG 1.0 BG 4.0 CL 2.5 CLAYEY SAND, With Gravel, (SC) brown, medium dense, moist ' " BG 5.0 . . • • Light cementation from 6 to 10 • feet BGS SC �.'. 7.5 10.0 . . SILTY SAND, (SM) brown, medium dense, moist ' ' Light calcium carbonate • SM 12'5 ' Piezometer installed to 13 feet • BGS Test Pit Terminated at 13.0 Feet. Client: BHH INVESTMENTS 1, LLC. Test Pit Number: TP -4 EXPLORATORY Project: B014105A Date Excavated: 03-31-2014 s T R aT a TEST PIT LOG Backhoe: CASE 580 Bucket Width: 2' Depth to Groundwater: N. E. Logged By: SW Sheet 1 Of 1 `mom Remarks USCS Description m Y ❑ U m U3 U E >, E N H m d 0 in p n E N v- m.E Note: BGS =Below " °� ❑ �� v o a L -i ¢ Ground Surface 0.0 LL PI SILT, (native), (ML) brown, firm, moist 0.5 ML CL BK 1.0 LEAN CLAY WITH SAND, (CL) brown,. stiff, 2.0 33 11 moist SILTY SAND, (SM) brown, dense, moist 2.5 Moderate cementation (caliche) from 3 to 4 feet BGS. • Strong cementation (caliche) from 4 to 5 feet BGS 5.0 SM • • 7.5 • • • o (j?:; 13G 2.3 POORLY GRADED GRAVEL WITH SAND,' (GP) tan brown, dense, moist 4 fl. Q •. o..a: aQc GP d .Q()�. ; a ,D, 12.5 o D:. Piezometer installed to 13 feet BGS. Test Pit Terminated at 13.0 Feet. Client: BHH INVESTMENTS 1, LLC. Test Pit Number: TP -5 EXPLORATORY Project: B014105A Date Excavated: 03-31-2014 s T R aT a TEST PIT LOG Backhoe: CASE 580 Bucket Width: 2' Depth to Groundwater: N. E. Logged By: SW Sheet 1 Of 1 In o m �, a Remarks USCS DescriptionN ro a d in o a y �:E Note: BGS = Below ❑ _ a z Ground Surface ❑ n d LL PI 0 SILT, (native), (ML) brown, firm, moist ML CL MBG 0.5 LEAN CLAY WITH SAND, (CL) brown, stiff, 1.0 moist SILTY SAND, (SM) brown, medium dense to dense, moist ' 2.5 • • ' Moderate cementation • (caliche) from 3 to 12 feet BGS 5.0 SM 7.5 BG 0.0 POORLY GRADED GRAVEL, With Sand, (GP) brown, dense, wet 2.5 GP pQp. o..N: Test Pit Terminated at 13.5 Feet, Client: BHH INVESTMENTS 1, LLC. Test Pit Number: TP -6 (� EXPLORATORY Project: B014105A Date Excavated: 03-31-2014 s T R aT a TEST PIT LOG Backhoe: CASE 580 Bucket Width: 2' n No,,.., Depth to Groundwater: N. E. Logged By: SW Sheet 1 Of 1 .. U� m a a Remarks USCS Description _ ❑ N ro o E E N r- a z m o a v -2- a E Note: BGS = Below r ❑ �° a o n. Ground Surface 0 LL PI LEAN CLAY, (native), (CL) brown, very stiff, moist CL 2'5 BG Strong cementation (caliche) SILTY SAND, (SM) brown, medium dense to dense, moist • from 1 to 6 feet BGS B K 28.0 2.5 SM • • • 5.0 POORLY GRADED GRAVEL WITH SAND, And Cobbles, (GP) brown, moist °°': : c fl. o..a: 7.5 .a. 0 Qb 6 ©. b'.b. GP o D: o b' O.. 12.5 o "0 Piezometer installed to 13 feet Q' BGS. Test Pit Terminated at 13.0 Feet. Client: BHH INVESTMENTS 1, LLC. Test Pit Number: TP -7 EXPLORATORY Project: B014105A Date Excavated: 03-31-2014 s T R aT a TEST PIT LOG Backhoe: CASE 580 Bucket Width: 2' Depth to Groundwater: N.E. Logged By: SW Sheet 1 Of 1 USCS Description LEAN CLAY, (native), (CL) browr moist (CH) brown, stiff, moist I to dense, ,( And Cobbles, (GP) brown, dense, at 10.0 2.5 7.5 j 1 Moderate cementation SM i • 1 (cache) from 3.5 to 6 feet GP Piezometer installed to 10 feet I Client: BHH INVESTMENTS 1, LLC. Test Pit Number: TP -8 L lij� Remarks ¢ U E S T R aT a TEST PIT LOG x Backhoe: CASE 580 a N yN .•�_• ❑ �? a '""`" ''""" "" ""'""'"'' a e o — r -- Note: BGS = Below ❑ `� 0 °z 2 d a Ground Surface LL PI 0 CL 1.0 BG 1.5 ®CH 90.0 29.1 52 34 2.5 7.5 j 1 Moderate cementation SM i • 1 (cache) from 3.5 to 6 feet GP Piezometer installed to 10 feet I Client: BHH INVESTMENTS 1, LLC. Test Pit Number: TP -8 L lij� EXPLORATORY Project: B014105A Date Excavated: 03-31-2014 S T R aT a TEST PIT LOG x Backhoe: CASE 580 Bucket Width: 2' r Depth to Groundwater: 6' Logged By: SW '""`" ''""" "" ""'""'"'' Sheet 1 Of 1 5 n a.md„ m!3 Remarks USCS Description m z N E E a ~ an d n. in p o H m 2.E Note: BGS =Below v zi 0 Z a Ground Surface e LL PI SILT, (native), (ML) brown, stiff, moist ML BG 1.0 LEAN CLAY, (CL) brown, stiff, moist BG 1.5 CL BIC 2.s RG SILTY SAND, (SM) light brown, very dense, moist • • Strong cementation (caliche) • from 4 to 6.5 feet BGS SM 5.0 POORLY GRADED GRAVEL WITH SAND, And Cobbles, (GP) brown, dense, moist p t) Q . 7.5 d D.. O' °d GP p'D, to.o o D: U. oD' Piezometer installed to 12 feet BGS. Test Pit Terminated at 12.0 Feet. Client: BHH INVESTMENTS 1, LLC. Test Pit Number: TP -9 EXPLORATORY Project: B014105A Date Excavated: 03-31-2014 s T R aT a TEST PIT LOG Backhoe: CASE 580 Bucket Width: 2' A.N..—,,"u., So Depth to Groundwater: N.E. Logged By: SW Sheet 1 Of 1 USCS Description m N" ❑ .mo E E a m 'm_ n o m `m N m `m 2 E Remarks N ❑ �? a m F a o u, om s —' r � Note: BGS = Below ❑ ti Z ❑` v a a Ground Surface 0 LL PI SILT WITH SAND, (ML) brown, stiff to hard, moist 1.0 BG 78.0 23.1 >4.5 No cementation in silt 2.5 ML >4.5 >4.5 5.a 0°f: POORLY GRADED GRAVEL WITH SAND, And Cobbles, (GP) brown, dense, moist ° P fl. Q. . oU.b: 7.5 6 b. 0 4:' GP 10.0 o p°. o •b' o D:• Q ' 12.5 ° 6° Piezometer installed to 13 feet o D: BGS. Test Pit Terminated at 13.0 Feet. Client: BHH INVESTMENTS 1, LLC. Test Pit Number: TP -10 EXPLORATORY Project: 6014105A Date Excavated: 03-31-2014 s-rRa-ra TEST PIT LOG Backhoe: CASE 580 Bucket Width: 2' Depth to Groundwater: N.E. Logged By: SW Sheet 1 Of 1 Remarks USCS Description m p ❑ 1O j E E a m a m o n w; x y E E J Note: BGS = Below m Zo r ❑ o o a i Ground Surface 0 Q LL PI LEAN CLAY, (CL) brown, firm to stiff, moist BG 1.0 CL BG 24.2 2.0 35 16 2.5 SILTY SAND, With Sand, (SM) brown, medium dense to dense, moist ' • • Moderate cementation (caliche) observed from 4 to 6 feet BGS. • 5.o SM POORLY GRADED GRAVEL WITH SAND, brown, dense, (GP) moist7. 5 Q fl. e D. GP o'p 10.0 Q ; a O Q:' Q. 9. ' Piezometer installed to 12 feet BGS. Test Pit Terminated at 12.0 Feet. Client: BHH INVESTMENTS 1, LLC. Test Pit Number: TP -11 EXPLORATORY Project: B014105A Date Excavated: 03-31-2014 s T R aT a TEST PIT LOG Backhoe: CASE 580 Bucket Width: 2' Depth to Groundwater: N. E. Logged By: SW Sheet 1 Of 1 IV ml FAA tl tl 4 A A -7.j O O d N 0 V O N m v c a� E a 0 > m U a; c O N a v a) N Z 7 ti J 3 c O U U W V U FL U � Q J m Ea W o T \1QC U Q O O d N 0 V O N m v c a� E a 0 > m U a; c O N a v a) N J = J c U U U FL U m Ea Cl) O J O) (D a) J M N rn� C O ON coN M 00 N N W aZ 0 a, M N CO 0 C N 0 N m N M N V N — O � L ❑ z m a c U C m a .4 a C � CO L_ m a C m cn in m 3 U) ma) U '3 i N 2E—m'3m CD U _ -j .o U) a m C9 c m l4 U) aa) C7 a QomU❑ W LLO m 9 M 0 J m zO m L .-. 0 in N N N N Q N N O ❑ `-' N r O � � O� N •-• F 'a C) l0 l0•– GRADATION ANALYSIS ASTM D 1140 Project: Southern Highlands Development Client: BHH Investments Project Number: B014105A Lab Number: B01400230B Sample Identification: TP -1 @ 10-11 ft Sample Classification: P. G. Sand with Silt and Gravel Date tested: 4/8/14 By: J Sanders Gravel Sand Inches screen Sizes o O N O 100 u> v in = a7 c� it it ik ik ik x at it qk # 90--8 80 70 8 z 60 rn 5 50 z LU � 0a 40 4 30 20 1 10 8 0 100 10 1 0.1 SOIL GRAIN DIAMETER, millimeters Reviewed by: A PHO/ES510NAi SlRWES CORPORATION :Cwregrry 6ilrM kAa 4/a"+4Ie ur 9 O (� Coarse Fine Coarse Medium Fine MOISTURE -DENSITY RELATIONSHIP CURVE ASTM D 1557 Method B Project: Southern Highlands Development Client: BHH Investments, LLC Project Number: B014105A Sample Number: B01400230B Sample Identification: TP -1 @ 10-11 ft Sample Classification: P. G. Sand with Silt and Gravel Date Tested: 4/2/14 By: K Barnett Soil Tempered: No Rammer Type: Manual 125 120 115 U °%110 H z z LU O 05 0 100 95 90 11 Maximum Dry Density, pcf : 106.7 ()ntimum Mnicfiira i:nntPnt %• 1R R GRADING ANALYSIS SCREEN SIZE % PASSING AS TESTED 6 inch 3 inch 2 inch 100 314 inch 318 inch 87 100 #4 screen Corrected Dry Density, pcf: 111.3 Corrected Moisture Content, W 14.3 Coarse Aggregate. Correction, %: 13 12 13 14 15 16 17 MOISTURE % Reviewed By: 18 19 20 21 22 sTFRaTa GRADATION ANALYSIS ASTM D 1140 Project: Southern Highlands Development Client: BHH Investments Project Number: B014105A Lab Number: B01400230C Sample Identification: TP -3 @ 8 - 9 ft Sample Classification: Silty Sand 0 Date tested: 4/9/14 By: J Sanders Gravel Sand (j Coarse Inches Screen Sizes o 0 - - o .0 0 0 OJ c0 N f7 0 0 0 0 0 V u, b1 N # # # # # 110? 80 70 60 CD a I z 50 I z W U w 40 CL 30 II 20 10 0 100 10 1 0.1 SOIL GRAIN DIAMETER, millimeters Reviewed by: s -r r� aT a A P,4,r e1VONp; SYR'v!, t, CORpoR.ithnP h< C " ..Ke ur Jhi<cjrrlr FrnH 4-A,j 0 (j Coarse Fine Coarse Medium Fine R -VALUE Idaho T 8 Project: Southern Highlands Development Project No: B014105A1400230D Lab Number: B0 14004 Client: BHH Investments Date Received: d: 3/3 14 Sample Identification: TP -5 @ 1.5 - 2 ft Date Tested: J Sanders Sample Classification: Lean Clay with Sand SOIL CONSTANTS VALUE DATA R VALUE: 33 None Pointl P.IM2 IP..M3 4 I 123 160 349 PCF 96.9 98.599.6 rDensity, tent, % 22.2 21.0 19.6e, PSI 0.00 0.00 0.89 o oo GRADATION: AASHTO T-11, T27 v ° — SCREEN AS RECEIVED AS TESTED SRE %PASSING %PASSING 0 M 4, 0 3" t+1 ❑ Q V, 00 3/4" 1b0 100': d N m 1/2" 20. `O c � No.4 c o N o c v � No. e o y W No. 16 Lu No. 30 1 0 o rooi No. 50 I No. 100 0 lD No. 200 N OL Lam O o R value Note: This report covers only material as represented by this sample and does not necessarily cover all soil from this layer or source. S T, R aT a A PI, Reviewed by: S.cr<_'q"ry 6ron 4-A< 4?ro o%,O uP APPENDIX C Sandy SILT — tan, very stiff, ML slightly moist. REMARKS USCS Description LL 5 J W N O ? v N o a w O y� d p."...( a N D: a N g Note: BGS = Below Ground 9 10 11 E Surface 12 13 0 Lean CLAY (Native) — brown, CL Moderate vegetation stiff to very stiff, moist. and organics observed 1 1.5-2 to 6 inches BGS. Sandy SILT — tan, very stiff, ML slightly moist. 3 6 Test Pit Number: TP -4 EXPLORATORY %TEST PIT LOG S T R aT a [""9 'r"""'"`v"'""`'"r' Sheet 1 of 1 Silty SAND — tan, dense, SM 0 7 moist. 4V p."...( D: 9 10 11 Poorly—Graded GRAVEL with Sand — tan, dense, moist to saturated. Test pit terminated at 8 feet BGS due to caving conditions. 2-2.5 Standpipe piezometer installed to 8 feet BGS. 15 GP 6 Test Pit Number: TP -4 EXPLORATORY %TEST PIT LOG S T R aT a [""9 'r"""'"`v"'""`'"r' Sheet 1 of 1 Project: B061 67A Date Excavated: 8-7-2006 0 7 Depth to Groundwater: 4.3' p."...( D: 9 10 11 12 13 14 2-2.5 Standpipe piezometer installed to 8 feet BGS. 15 Client: Test Pit Number: TP -4 EXPLORATORY %TEST PIT LOG S T R aT a [""9 'r"""'"`v"'""`'"r' Sheet 1 of 1 Project: B061 67A Date Excavated: 8-7-2006 Backhoe: CASE 580 SUPER Bucket Width: 2' Depth to Groundwater: 4.3' Logged By: BN REMARKS S N LL VI N O J v •- O N o C �-. `+- � O v USCS Description w g a a o a g Note: BGS = Below Ground E Surface a Fat CLAY (Native) — brown, CL Moderate vegetation stiff to very stiff, moist. and organics observed 1 4.5+ to 6 inches BGS. BG 95 28.1 2.0 Atterberg Limits: LL=57, PI=35 Silty SAND — tan, dense, SM • moist. • 3 • . • Weak cementation • • ' observed from 3 to • • • 4 feet BGS. • BG 4 • • � e • 5 e (8 78 O6) • � Poorly—Graded GRAVEL with Sand — tan, dense, moist to _GP saturated. 7 8 p. ' O'. ' Test pit terminated at 10 Standpipe piezometer feet BGS. installed to 10 feet BGS. 11 12 13 14 15 Client: 40INOM Test Pit Number: TP -5 EXPLORATORY TEST PIT LOG S T aT a Project: B06167A Date Excavated: 8-7-2006 Backhoe: CASE 580 SUPER Bucket Width: 2' .x eo;•rc.. <c..nrEa„,:..,n.aru, Y�xm,.: Sheet 1ofl Depth to Groundwater: 6.2' Logged By: BN Lean CLAY (Native) — brown, stiff to very stiff, moist. 2 Sandy SILT — tan, firm, ML slightly, moist. 3 C REMARKS w N s J W a � a v y; N o o v USCS Description 7 a N a Note: BGS = Below Ground N N z Surface V � SILT — brown, stiff, moist. ML Moderate vegetation and organics observed to 6 inches BGS. Lean CLAY (Native) — brown, stiff to very stiff, moist. 2 Sandy SILT — tan, firm, ML slightly, moist. 3 C 4 D 5 j 6 7 Poorly—Graded GKAVLL with GP Sand — tan, dense, moist to saturated. n Test pit terminated at 11 feet BGS. g C D 10 j 12 13 14 m 0 15 Client: Test Pit Number: TP -7 Project: B06167A Date Excavated: 8-7-2006 Backhoe: CASE 580 SUPER Bucket Width: 2' Depth to Groundwater: N/A Logged By: ON Standpipe piezometer installed to 11 feet BGS. 7W TEST PIT LOG s�r�a�a Sheet 1 of 1 _ o 12 REMARKS S N USCS Description w N N g J O W a a C O y H v o a 2 Note: BGS = Below Ground z o zv o a E Surface U � Lean CLAY (Native) — brown, CL Moderate vegetation stiff to very stiff, moist. and organics observed t BG to 6 inches BGS. Weakly cemented from Sandy SILT — tan, very stiff ML �K 1.5 to 4.5 feet BGS. to hard, slightly, moist. 2 3 BG 4 Silty SAND — tan, dense, SM moist. 5 ' a ' ' BG 6 .'. 7 r • r 8 '.• 9 ' r ' e 10 •' Test pit terminated at 11 feet BGS. 12 13 14 15 Client: Test Pit Number: TP -8 Jr,EXPLORATORY +� TEST PIT LOG S T R aT C Project: 506167A Date Excavated: 8-7-2006 Backhoe: CASE 580 SUPER Bucket Width: 2' "r""�"'yam"'"`"��""'^`'"r' Sheet 1 oft Depth to Groundwater: N/A Logged By: BN w REMARKS USCS Description a 5 m a N a Note: BGS Below Ground 4, 6' a a o y .o o .� E Surface U SILT (Fill) — brown, firm, ML Moderate vegetation slightly moist. With gross and organics observed clippings. to 4 feet BGS. 1 BG 2 3 Sandy SILT (Native) — tan, ML firm, slightly, moist. BG Moderate cementation observed from 5 to Silty SAND — tan, dense, SM • • moist. • e e • 6.5feet BGS. • e Silty SAND with Cobbles — SM tan, dense, moist. ° • a 7 s • • 8 • • • Maximum cobble size • • 12 inch diameter. Poorly—Graded SAND with SP Cobbles — tan, dense, moist. z 9 3 e • 3 • ® 9 Test pit terminated at 10 feet BGS. 11 12 13 14 15 Client: 4001100 Test Pit Number: TP -9 EXPLORATORY TEST PIT LOG Project: B06167A Date Excavated: 8-7-2006 Backhoe: CASE 580 SUPER Bucket Width: 2' 1n-"9"'Y!'"„"`Mune"a Sheet 1 of 1 Depth to Groundwater: N/A Logged By: BN REMARKS USCS Description n 1` N d Q 6 p Note: BGS _ Below Ground Q y � Surface U Clayey SAND (Native) — SC @",7, • 4.5+ Moderate vegetation brown, dense, moist. • • and organics observed • • • to 6 inches BGS. 1 •• • • � 19 18.5 1.5-1.0 Atterberg Limits: • �gb{ LL=37, P1=18 LeanCLAY with Sand — tan, CL stiff, moist. 3 BG Silty SAND with Gravel — tan, SM dense, moist. 5 e � • 6 7 o • • 6 • • • e � 9 • 10 •'• Test pit terminated at 11 Standpipe piezometer feet BGS. installed to 11 feet BGS. 12 13 14 15 Client: Test Pit Number: TP -10 EXPLORATORY TEST PIT LOG S TR aT a Project: B061 67A Date Excavated: 8-7-2006 Backhoe: CASE 580 SUPER Bucket Width: 2' T^"� trF°"'""% ^"ur Sheet Oft Depth to Groundwater: N/A Logged By: BN 3 Silty SAND — ton, dense, SM �o moist. •.• REMARKS Client: 4 J W Date Excavated: 8-7-2006 V Bucket Width: 2' � Logged By: BN USCS Descriptiona d N o o Note: BGS = Below Ground O c W U N o w o a, o p. m 5 C E E Surface JL Lean CLAY (Native) — brown, CL Moderate vegetation stiff to very stiff, moist. and organics observed to 6 inches BGS. 3.5 1 BG 82 18.2 1.5-2.0 Atterberg Limits: 2 LL=30, PI=B 3 Silty SAND — ton, dense, SM moist. •.• Client: 4 EXPLORATORY 77 TEST PIT LOG s T aT a Sheet 7 of 1 Project: B061 67A Date Excavated: 8-7-2006 Backhoe: CASE 580 SUPER Bucket Width: 2' Depth to Groundwater: 8.6 Logged By: BN 5 JL Poorly—Graded GRAVEL with GP - V Sand — tan, dense, moist to 6 .'[ saturated. .O 7 D: [ 8(8-29-W) .� s d: p 10 feet 12 13 14 1.5-2.0 Standpipe piezometer installed to 11 feet BGS. 15 Client: Test Pit Number: TP -16 EXPLORATORY 77 TEST PIT LOG s T aT a Sheet 7 of 1 Project: B061 67A Date Excavated: 8-7-2006 Backhoe: CASE 580 SUPER Bucket Width: 2' Depth to Groundwater: 8.6 Logged By: BN �.\..,,,. } 2 \ \ 2 \ \ \ ƒ \