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CC - Storm Drainage Calcs Prepared For: Bainbridge Subdivision No. 12 Brighton Development, Inc. & ACHD Meridian, Idaho Storm Drainage Report o��SS`pNAL fNG 10821 Ln 12.4.21 C� AFL le OF �p `Al P. MCC'P� Digitally signed by Kevin McCarthy, PE Date: 2020.12.04 14:24:01 -07'00' Prepared By: Scott Prillaman, EIT Project Engineer Reviewed By: Kevin McCarthy, P.E. KM Engineering, LLP 9233 West State Street Boise, ID 83714 208.639.6939 kevin@kmengllp.com 1CM December 2020 Project No: 20-145 E N G I N E E R I N G TABLE OF CONTENTS Introduction ................................................................................................................................. 1 ProjectDescription ...................................................................................................................... 1 SiteDescription............................................................................................................................... 1 Scopeand Methods ...................................................................................................................... 1 Existing Drainage Conditions .......................................................................................................... 1 Proposed Drainage Conditions and Analysis .................................................................................. 1 Sandand Grease Traps ................................................................................................................... 2 Inletand Gutter Capacities ............................................................................................................. 2 SeepageBeds.................................................................................................................................. 2 Summary......................................................................................................................................... 3 APPENDICES Appendix A - Figures Figure 1 - Vicinity Map Figure 2 - Post-Development Drainage Map Figure 3 - Post Development Drainage Map Bainbridge Subdivision No. 11 Figure 4 - Storm Water Improvement Plans Appendix B - Tables Table 1 - Peak Flow Rates and Runoff Volumes Appendix C - Calculations Post-Development 25-year Calculations Post-Development 100-year Calculations Sand and Grease Trap Calculations Inlet and Gutter Capacities Seepage Bed Calculations Appendix D - Geotechnical Engineering Report Bainbridge Final 2019 Monitor Data (NRS, 10/10/2019) Bainbridge Final 2020 Mid-Season Groundwater Report Bainbridge Phase 11 (NRS, 7/6/20) INTRODUCTION The purpose of this report is to show that the storm drainage facilities for the proposed Bainbridge Subdivision No. 12 (Project) are designed to meet Ada County Highway District (ACHD) and the water quality requirements of the Idaho Department of Environmental Quality (DEQ). This report has been prepared at the request of the developer, Brighton Development, Inc. PROJECT DESCRIPTION The Project consists of the twelfth phase of a residential subdivision that includes 63 lots: 59 single-family residential lots, and 4 common lots. The proposed improvements to the site include roadways, sidewalks, lot grading, and site utilities. SITE DESCRIPTION The Project site is located along W. Chinden Blvd, east of N. Tree Farm Way and west of Ten Mile Road, Meridian, Idaho. See Appendix A, Figure 1 for a vicinity map of the project. The proposed Project area is 11.7 acres. SCOPE AND METHODS The Rational Method is the standard method for small catchments and was used to calculate pre-development and post-development peak runoff rates and runoff volumes. The Rational Method provided in the ACHD calculation sheets was used to calculate the storm water volumes and flow rates for this project (see Appendix C- Calculations). Flow rates and storm volumes were established for each basin for the 25-year and 100-year storms. Refer to Appendix B, Table 1 - Peak Flow Rates and Runoff Volumes, for a summary of flow rates and runoff volumes. Calculations for sand and grease traps, inlets and gutters, and seepage beds were completed to verify capacity. EXISTING DRAINAGE CONDITIONS The pre-project watershed consists of primarily agricultural land and is currently irrigated through open channels. The flow path for the existing drainage basin involves overland sheet flow from northwest to southeast. There are no existing storm drainage facilities in place to reduce the peak runoff volumes. PROPOSED DRAINAGE CONDITIONS AND ANALYSIS The proposed drainage system improvements consist of roadway inlets and gutters, sand and grease traps, and seepage beds. The post-development site was broken into 6 basins as shown in Appendix A, Figure 2 - Post-Development Drainage Map. For land use type and runoff coefficients (0.1 — open space, .95—impervious, 0.40—lots)for each basin, refer to ACHD calculations in Appendix C. Each basin was delineated according to the tributary area draining to each drainage structure or facility such as gutter, catch basin inlet, etc. For individual sub-basin peak flow calculations, in addition to combined sub-basin peak flows used for downstream facility sizing and analysis, see Table 1 (Peak Flow Rates and Runoff Volumes). 1 The proposed drainage basins include the front half of the lots and all of the proposed roadway, curb and gutter, and sidewalks. Storm water runoff consists of overland sheet flow over short grass, and is then conveyed with curb and gutter to catch basin inlets before entering a pipe network. Once runoff reaches the pipe network, it is conveyed to the sand and grease traps used as pretreatment facilities before entering the seepage beds. A portion of the project drains to existing facilities previously constructed as a part of Bainbridge Subdivision No. 11. These areas are shown as Basins I and M-2 on Figure 3. See Figure 3- Post Development Drainage Map for Bainbridge Subdivision No. 11 for more information. SAND AND GREASE TRAPS The proposed drainage design includes three (3) sand and grease traps used as pre- treatment facilities for the water quality storm event and have been sized to route the 100-year storm event to the seepage beds. All sand and grease trap shall be 1000 gallons and meet ACHD design requirements. Please refer to Appendix C-Sand and Grease Trap Calculations. INLET AND GUTTER CAPACITIES The catch basin inlets should be built per the details shown on the civil construction plans. There is a total of six (6) inlets, one for each drainage basin where storm water is routed to a seepage bed. Based on our calculations, all inlets will require either a single sump grate inlet to intercept the flows. The gutter capacity of the proposed roadways was verified to ensure that overtopping of the curb would not occur in the 25-year and 100-year storm event (refer to Appendix C— Inlet and Gutter Capacities). SEEPAGE BEDS The Project includes three (3) seepage beds (SB #1-3) that should be built per the details shown on the civil construction plans. Based on our calculations, the seepage beds are adequately sized to ensure that no ponding occurs on the surface and that the volumes required to retain the 100-year storm event are met. The invert elevation of the seepage beds are set above the estimated high groundwater level based on the "2020 Mid-Season Groundwater Report Bainbridge Phase 11" prepared by Natural Resource Solutions, LLC, dated July 6, 2020. Once the sizes of the seepage beds were calculated, the times necessary for 90% of the 100-year storm events to be infiltrated into the ground was calculated at less than 48 hours for each of the seepage beds. Due to typically low permeability of the soils in the area an infiltration rate of 0.6 inch/hour was used in the design of the seepage beds. 2 The calculations included with this report show the volumes that are required to be retained for the 100-year storm and the drain time through the bottom of the seepage beds, refer to Appendix B—Tables and Appendix C—Seepage Bed Calculations. SUMMARY This report determines that the Project storm water design sizing and analysis conforms to ACHD and storm water design criteria. The post-development storm water runoff for half of the proposed residential lots and the entire roadway, curb and gutters, and sidewalks should be completely retained onsite through the proposed seepage beds. 3 APPENDIX A - FIGURES N PROJECT - e 9 a CHINDEN BLVD. o � o uj MERIDIAN, a z IDAHO COLu z z LOCATION MAP m V a o O l7 0 N O N c-I Z ¢ K O v l7 a ¢ Z V_ 1 N � O z ENGINEERS.SURVEYORS.PLANNERS m m 9233 WEST STATE STREET ti BOISE,IDAHO 83714 o PHONE(208)639-6939 G FAX(208)639-6930 BAINBRIDGE SUBDIVISION NO. 12 MERIDIAN, IDAHO w DATE: 11/16/20 PROJECT: 20-145 SHEET: FIGURE 1 a 1 OF 1 VICINITY MAP l 2556 =r- =2560 N 2561 2552 2552 rn _ 3'00 Lo a i I>7 j N j j j j j j L0 A c—I w a 2 25 z V 553�54 Q —2 I B 3 z p z x, . ''55, a O 2 o I 0.65 a N. VICENZA LN.' "' ?� ; I � z � z Lu Ln Q W d V' w O B-1 ��1 ;oLu i J'•ate 2 a a a a a a j a ° a a j m' h 0.41 � � � T � � Y �� 3 w z ti T � - 4 I �Sgp ® co o I z_ ors : $ � z �. � z C-2 Q N z•� O > i _2 � 3 Co U w 2SS _ h� C-1 O 1.19 SSp, -20.67 w .51 / A-1 `n cc �N 3 is 0 0.80 •j I I fir! \ •, ®•, `��� I 17 I I � 10 T� Lo LL a ° �2SSp_ 2 ENGINEERING o 1© t 9233 WEST STATE STREET N BOI SE,I DAHO 83714 N � h PHONE(208)639-6939 kmengllp.com LJ zQ ( DATE: 11/16/20 PROJECT: 20-145 fill - — - L �\1� DRAINAGE LEGEND DESIGN POINTS 0 I ::II 1 OF 1 N. SAN VITO LN. 50� _ A BASIN DESIGNATION 2. INLET ##2 o III I II 255 -25 ® �2549 7 2.5 AREA IN ACRES 3. INLET 3 a I III I I / °Id 4. INLET #4 II II II 550 1 DESIGN POINT 5. INLET #5 • Ill. II i 2 I I 6. INLET #6 EXISTING GRADE CONTOUR 8' SEEPAGE BED #1 8. SEEPAGE BED #2 2470— 9. SEEPAGE BED #3 w 0 80 160 240 10. S & G #1 11. S & G #2 FINISHED GRADE CONTOUR 12. S & G #3 Plan Scale: 1„ = 80 --2470 --�- 0 N 2 DRAINAGE LEGEND DESIGN POINTS A BASIN DESIGNATION 1. INLET#1 _ 2. INLET#2 2.5 AREA IN ACRES 3, INLET#3 _�-_ 5. INLET 5 \ 1 �N_liifIYDE41-BL-W'RWAD/ @_ �_�_ 4. INLET#4 _ J _ -___ I� 6. INLET#6 __ _ _ A DESIGN POINT # _ � - J EXISTING GRADE CONTOUR 8_ INL #8 -2470- 9. INLET#9 10.INLET#10 11.INLET 11 ' FINISHED GRADE CONTOUR 12.INLET#12 - ------------------------ - 2470 13.INLET#13 0 o n n ------ W C% Q / 39 \ � 14.INLET#14 ¢o `C 3 f - -- --- --- - ----- -- - �-v-- -------- --- zsso - _ 1s.INLET#1s is.w�#is # INLET#1 I 39 20.INLET#29 0 \I Z 21.INLET#21 22.INLET#23 g r 24.INLET#24 N z z Z oo a 25.INLET#25 Z i w f z5a / - I I0 75 I 2 #26 O 27.IN #2 2 T#28 2 2 2.INLET 1. a -1 z9.INLET#2 9 RIVER LN. 30NL #30 0o - W 31.INLET#31 LLo LLo 2549 \ 32.SEEPAGE BED#1 I h 33.SEEPAGE BED#2 � tg D 8 5D r �5h 34.SEEPAGE BED#3 � o 35.SEEPAGE BED#436.SEEPAGE BED u g l Q o 48 3 o_n 37.SEEPAGE BED#6 w 38.SEEPAGE BED#7 39.SEEPAGE BED#8 40.SEEPAGE BED#9 A 1 °� 41.SEEPAGE BED#10 42.SEEPAGE BED#11 2548 0.73 Z 3 036 43.SEEPAGE BED#12 0.67 -- - 0.36----- ------ - -- ---- 2S L 44.SEEPAGE BED#1 3 _ t o ° -- Iaes 43 �s h ' Q c-z I o.s6 1 I � I � 073 0.49 C.E6 Z I Q I I I I I � I - �l a W 60 120 180 O z Plan/Profile Scale:1"=60' Q z _ O z A 1 z Q � = Q G-3 - 32 - -- D--�- - 039 -� 25 `so C) r^ tz•SD tz•SD I m Q LIJ m ° ( LL L I 3-2 > -- - - - -f--- 1.17 15 �s D'- 1 / LLJ44Q W Lu W2548 I" N CO W 0.48 30 0.60 m O CL - I d 1 - --I 35 \ \ ---- -----_ - -- - - -- I 29 19 \ C13 \ 0.13 I 3 \ i Tp B 33 34 d _ 14 C 69 G-z DRAWING STATUS: C o 0.27 APPROVED FOR s CONSTRUCTION z zs4� 7 4J B-4 �\ 0.18 �/ 1 = D 2 / D 1 2 0.2 0.25 o \ \ 0.66 N ENGINEERS.SURVEYORS.PLANNERS a 9233 WEST STATE STREET a \ r - PHONE(208)fi39-6939 FAX(208)639 6930 DESIGN BY: LCK/SRM W.LOST RAPIDS DR. DRAWN BY: LCK/SRM \ \ ` `�` J-` \ r CHECKED BY: LCK \ - - - - - - - - DATE: JUNE 2020 PROJECT: 19-136 _ - - SHEET NO. --- ------ d 1 OF 1 SHEET NOTES A. SEE SHEET C1.1 FOR GENERAL,ACHD,AND UTILITY �5`'SOw AL E'y07 NOTES. 4�p4 QF6\STEgFo* B. SEE SHEETS C4.2 FOR STORM WATER DETAILS. C. GROUNDWATER ELEVATIONS ARE DETERMINED FROM"2020 10821 MID-SEASON GROUNDWATER REPORT-BAINBRIDGE PHASE 'f}q 1V1t20 p 11"PREPARED BY NRS,DATED JULY 6,2020. THE �(^G tE DF Z DESIGN INFILTRATION RATES ARE BASED ON THE"LIMITED GEOTECHNICAL ENGINEERING REPORT-BAINBRIDGE �'v p,AICr SUBDIVISION NO.11"PREPARED BY MTI,DATED JANUARY 3,2020. D. PROVIDE WATER-TIGHT SEALS AT PIPING ENTRANCES/EXITS FOR CATCH BASINS,DIVERSION BOXES, AND MANHOLES. E. ALL STORM PIPE WITHIN ROW SHALL BE C900 WHERE COVER OVER PIPE IS LESS THAN 2 FEET.OUTSIDE OF ROW OR WHERE COVER IS GREATER THAN 2 FEET THE STORM PIPE SHALL BE ADS N-12 HP PIPE OR APPROVED EQUAL.FLOWABLE FILL SHALL BE USED WHEN LESS THAN 5-FEET OF SEPARATION BETWEEN a STRUCTURES. F. ALL DRAINAGE STRUCTURES SHALL BE PER ISPWC / STANDARDS AND THE ACHD SUPPLEMENTS TO THE ISPWC. STORM DRAIN STRUCTURES SHALL HAVE HS-25 TRAFFIC / RATED LIDS UNLESS OTHERWISE SPECIFIED. G. THE CONTRACTOR SHALL COMPLY WITH ALL THE REQUIREMENTS FOR STORM WATER DISCHARGE s ASSOCIATED WITH CONSTRUCTION ACTIVITY.THIS INCLUDES COSTCID / IMPLEMENTING THE BMP'S RECOMMENDED IN THE SWPP PLAN PREPARED FOR THIS SITE, REGULAR SITE Z INSPECTIONS, DOCUMENTATION OF MODIFICATIONS TO THE Z s / SWPPP AND OTHER REQUIREMENTS AS SET FORTH IN - / THE NPDES GENERAL PERMIT. 0 © / W H. ALL CHANGES REQUIRE APPROVAL 6Y THE DESIGN p[ ENGINEER AND ACHD. / L THE CONTRACTOR SHALL PROVIDE AND INSTALL STORM DRAIN MONUMENTS TO IDENTIFY ALL STORM DRAIN j MANHOLES, SEDIMENT BOXES, DROP INLETS,AND OTHER PIPE JUNCTIONS OR TERMINUSES IN ACCORDANCE WITH SECTION 8018 OF THE ACHD DEVELOPMENT POLICY MANUAL AND ISPWC SD-623. INLET#3' J. FOR UTILITY CROSSINGS AT SEEPAGE BED LOCATIONS, �6"Pi 6'Pi 'pi s pi 6 Pig 6'Pi �s pi s pi THE CONTRACTOR SHALL CONFORM TO THE STANDARDS �'ACHD SD-604A,TYPE IV'i VPi �6.PI� RIM:2550.65 s"Fi 6'Pi / SET BY THE CITY OF MERIDIAN AND SECTION 8200 OF 3 SU MP:2546.18 THE ACHD STORMWATER GUIDELINES. i INV OUT:2548.18 12"OW) 44.0' 12"C900 Z _ / K. INSTALL STORM DRAIN MANHOLES PER ACHD Q25=O.60cfs ®0.40% "�" SUPPLEMENTAL DETAIL SD-611 WITH REINFORCED Q100=0.84cfs "' 2 CONCRETE REDUCER SLAB IN PLACE OF ECCENTRIC CONE LZ ° y 9, SECTION.ALL MANHOLES SHALL BE HS-25 RATED. 3® ® ® ;g�' 0' L. THE STORM WATER DESIGN IS BASED ON SECTIONS 8000 INLET#4 ® _ ® W AND 8200 OF THE 2017 ACHD POLICY MANUAL. ACHD SD-601, TYPE I -3-6�PI� 8'pi��-' RIM:2550.42 ` s M. THE BUILDING FINISH FLOOR ELEVATIONS SHALL BE SU MP:2545.91 i3.a�Lid,9 / n LOCATED ABOVE THE MAXIMUM GROUNDWATER SURFACE INV IN:254800 12"(E) ELEVATION PER THE INTERNATIONAL BUILDING CODE, . 4 INTERNATIONAL RESIDENTIAL CODE,AND CITY OF MERIDIAN Z no UT:2547.91 12' (W) 0.51 c fs REQUIREMENTS. Q100=0.71 cfs _ N. REFER TO THE CITY OF MERIDIAN DRAWING W7 AND ACHD DRAWING DETAIL 7 FOR UTILITIES CROSSING .3 N.VICENZA LN. - SEEPAGE BEDS. SEE SEWER AND WATER PLAN SHEETS W N y 5.g 5,a s.g 5, s,8 s.8LS,g ae a / FOR ADDITIONAL INFORMATION. N 1714 Q KEYNOTES ® O CL v q 1. SB#1 SEE DETAIL ON SHEET C4.2 z 2 ° I I (109'L x 11.5'W x 5.5' D) W nw 1' 7.7' 12"ADS N-12 HE m 4 / 2. SB#2 SEE DETAIL ON SHEET C4.2 O O 2 w o • m m a 6 3 ® 1.11% I_ 1 (76'L x 12.0'W x 5.5'D) z W z z z _ N Q - 3. #3 SEE DETAIL(1 SHEET C4.2 Q u 4 w m j 6 m 5 v I 60'L x 11.5'W x 5. � 5.5'D) Q_ - O a3 o� � I OC _ IL3 3 1 ED 4. INSTALL GROUND WATER OBSERVATION WELL PER ACHC CO w1 '75.2' 18 ADS N-12 HE 1� Z - SD-627,SHEET C4.2. INSTALL WITHIN THE INFILTRATI()II Q ®0.00% ficrl mZ _ B 5' FROM THE END AND OUTSIDE OF BED A II 6 «<JJJ N 1" 4 I - MINIMUM OF 50' FROM THE PERIMETER OF THE BED. V) Es 156.4' 18"ADS N-12 HE W _ 3 m j \j 3 M✓ ®0.00% I I I 5 PER ADETAIILLO PROVIDED NSHEET C4.2.LL 10 CAL SAD AND TRAP(SGT#1) Lu LLu 1586' 18"ADS N-12 HP. / LD W 1 ry��d0.00% _ RIM = 25s1.57 Q S INV IN 2548.28 (12") (N) L .� .� 8 _o _ INv OUT=2547.43 (18") (E) 1 �" INLET BAFFLE= 2547.68 CO INLET # m I I I OUTLET BAFFLE=2548.18 z C ACHD SD-604A,TYPE IV RIM:2551.04 �'m SUMP-2 8 6 6 7II 6. INSTALL 1000 GAL SAND AND GREASE TRAP(SOT#2) Q INV OUT:2548.53 12'(S) ® ® ® © © J I 3 I - PER DETAIL 1 PROVIDED SHEET C4.2. CO O Q25=o.72cfs 0100=1.00cfs j I INv O 2s47.az (12") (E) il{ INv OUT =2546.97 (18") (N) N INLET BAFFLE= 2547.22 ® m I _ OUTLET BAFFLE=2547.72 INLET#6 7 I 7. INSTALL 1000 GAL SAND AND GREASE TRAP(SOT#3) 3 n 3 w m J de ACHD SD-601, TYPE m 1" PER DETAIL PROVIDED SHEET C4.2. 5 RIM:2548.81 SU MP:2544.31 _ RIM = 2549.15 Z ® INV OUT:2546.31 12"(S) 5.1' 12"ADS N-12 HP 5 INV IN = 2546.06 (12") (N) ® Q25=0.70cfs ® 1.00% I P. INv ouT=zs4s.z1 (ie") (E) Q100=0.98cfs {r INLET BAFFLE= 2545.46 ADS N-12 HP - I OUTLET BAFFLE=2545.96 INLET#5 _ACHD SD-604A,TYPE IV INLET#2 BAINBRIDGE SUBDIVISION NO.11 25.0 1®0400% RIM:2548.81 8. CONTRACTOR SHALL COORDINATE WITH ACHD INSPECTION ®-� ACHD SO-601,TYPE I SUMP:2544.11 FOR PLACEMENT OF ELECTRONIC MARKERS AT EACH 11 RIM:2551.04 INV IN:2546.21 12"(N) I A�RDES�URRENT YSEEPAGE BEDS PIO SUPPLYI NG THETO DEVICES. SUMP:2546.33 INV OUT:2546.11 12' (S)- 3 INV IN:2548.43 12" N 025=1.09cfs = 25.1' 12'C900 _ INV OUT:2548.33 12"(S) 0100=1.52cfs � I S Q25=O.50cfs Q10o=0.69cfs w - '" a M,aM.a Fya M,a Fya M,a ,a a m.a M,a m.a M.g M,am.a M„e M8 m.gm NM 5 N.SAN VITO LN. - s.e k ENGINEERING 3 ig g "B 9233 WEST STATE AHO83STREET BOISE,IDAH08314 PHONE(208)639-6939 7 kmengllp.com DESIGN BY: RSP DRAWN BY. RSP g CHECKED BY: KPM DATE: 12/1/20 G PROJECT: 20-146 E 0 50 100 150 SHEET NO. 5 Plan Scale:1"=50' CA.1 e -ENC BE IDES OF tIAL WITH NONTWO ENSGEOTEXTI EO FABRIC `o55\O%STE#NC74�. SAND/GREASE TRAP(ISPWC SD-6 OR Q�O4 Qf. Fp cn� � -- � SEDIMENT MANHOLE(ISPWC SD-61 1)1) 1-FT MIN TYP 6"MIN TYP O.AHED " HDPE OR PVC 18"DIA.CORRUGATED HDPE IF INSTALLED WITH CHAMBERS/ TED PER FINISH GRADE 2'RING& OR PVC PIPE PERFORATED PER CHIPS,INSTALL WOVEN ENCLOSE TOP&SIDES OF ROCK LE BELOW 10821 COVER PER WITH NON WOVEN FILTER FABRIC ISPWC SO-6 1] PERFORATION SCHEDULE GEOTEXTILE TO SEPARATE CHIPS SEE COVER ,P 12/3/20 p AND DRAIN ROCK i l (ryp) TREES&SHRUBS NOTES A A ARE NOT PERMITTED OBSERVATION OPTIONAL STORMWATER STORAGE _ F/� f OF ON TOP OF SEEPAGE WELL CHAMBERS,SHAPE&512E T `O /N p,R L BED VARY PER MANUFACTURER P•��G G ELEV 7 BOTTOM PERF<= EE COVER •,\�/ WOVEN GEOTE%TILE BETWEEN 9ELEV BOTTOM BAFFLE NOTES CHIPS AND 2"DRAIN ROCK ••" "'•'• '-12"DIA.HDPEOVERLAP WOVEN AND NON �w OR PVCSEE 18" WOVEN GEOTEXTILE A MIN OF PERFORATEDSTO 1-FTON ALL SIDES �•TNOTE11 p 09,SLOPE NATIVE �� 2"WASHED DRAIN �� N �•+ PER SCHEDULESOIL / ROCK OR CHIPS d� S BELOW SEE PLAN CONCRETE COLLAR PLAN VIEW NATIVE 2"WASHED VARIES SEE2"WASHEDN.T.S. N.T.S. SOIL EEfS DRAIN ROCK '--'HI'r71711 III III ' ASTM C33O L 5'OF 18"SOLID o III -I- WALL PIPE WITH ASTM C33 1 5 FT ASTMC33- WIDTH VARIESFILTERLF FILTR AND + FILTER SAND; - 4"OF}'PIPE BEDDING PER PLAN SAND O �18" NONWOVEN FILTER FABRIC.OVERLAP TRANSITION 5-FT IN� MAX H GW 0 MINIMUM OF 1-FT TOP AND BED NON-PERFORATED ELEVATION OPTIONAL CHAMBER STANDARD o SIDES ONLY TO PERFORATED PIPE SECTION SECTION A-A n o LET SECTION N.T.S. N.T.S. BAFFLE WALL NOTES: N.T.S. OBSERVATION a 3 11 ELEV B F1.2A 1. BMP 1-4 OR VEGETATED PRETREATMENT IS REQUIRED. WELL#1 - - AS 1 45. - 2. CONTACT DESIGN PROFESSIONAL FOR SEEPAGE BED REDESIGN IF GROUNDWATER IS ENCOUNTERED ABOVE AS 4S• w SECTION CONCRETE COLLAR ELEV A MAX HSGW ELEVATION V1 BE D7 3. ALL VAULTS.MANHOLES,&SAND AND GREASE TRAPS SHALL BE HS25 OR GREATER LOAD RATED a s j N.T.S. Z 4. SEEPAGE BED SHALL BE SHOWN ON BOTH PLAN AND PROFILE VIEWS O INLEF BAFFLE WALL J 5. OPTIONAL CHAMBERS PER MANUFACTURERS SPECIFICATIONS / '� v ELEV C 20^ISTD 6. ALL GEOTEXTILE SEAMS SHALL OVERLAP 1 FOOT MINIMUM �qs•I 7. EL.IN_EL.BOTTOM PERFORATIONS IN 18"PERF PIPE 8. MA%IMUM BED LENGTH IS 400-FT BETWEEN MANHOLES A A 18"PERF PIPE 12"PERF PIPE 9. BED WIDTH SHALL REMAIN CONSTANT WQ BYPASS SEE NOTE 11 _ 10.WATERTIGHT CONNECTION REQUIRED SECTION A-A 11.HIGH FLOW BYPASS PIPE ONLY NEEDED IF Q100 VELOCITY THROUGH STRUCTURE>0.5 FPS OBSERVATION PERFORATION SCHEDULE n N.T.S. J.SWELL#2 3/8"PERFORATIONS IN VALLEYS COVER NOTES: ACROSS STREET OF CORRUGATED PIPE.5 EA ON FOR SEEPAGE BEDS OUTSIDE PUBLIC RIGHT-OF-WAY: WITHIN SIDEWALK 18",8 EA ON 12" NOTES 1. A MINIMUM 1-5-FT COVER FROM TOP OF BED TO FINISH GRADE IS REQUIRED 1.SAND AND GREASE TRAP USED FOR SUBSURFACE FACILOIES ONLY FOR SEEPAGE BEDS IN PUBLIC RIGHT-OF-WAY: LEGEND: I. A MINIMUM 1.0-FT COVER FROM TOP OF BED TO PAVEMENT SUBGRADE IS REQUIRED MANHOLE FRAME AND COVER PER SO-611(TYPICAL) --BACKFILL OVER BED TO SUBGRADE WITH 6"-e"MINUS PITRUNLu z LOCATION AND FL ELEV.PER DESIGN PLANS(TYPICAL) --WOVEN GEOTEXTILE FABRIC REQUIRED OVER TOP OF BED PLAN 8" a H 1-FT USE GRADE RINGS(TYPICAL) --TOP OF BED UNDER SIDEWALK SHALL BE MIN 1.0-FT BELOW PAVEMENT SUBGRADE OBSERVATION WELLS:2 REQUIRED PER BED f �1 1-Fi<H<=2-FT USE 24"DIA RCP RISER 2. IF< 1.0-FT COVER FROM TOP OF BED TO SUBGRADE,ANGULAR 3"TO 2"ROCK IS REQUIRED WITH N.T.S. z 2-FT<H<= 10-FT USE MANHOLE CONE&46"DIA RISERS MIN3. FULLI ROADWAYUM 50%SINGLE SECTIONRIIS TREQUU FACE IN IRED OVER LACE OF 2 ORSEEPAGE EEPAGE BEDS. SEEPAGE BEDS SHALL NOT EXTEND ABOVE REQUIREMENTS FOR FACILITIES IN RIGHT-OF-WAY SECTION N ROCK, aQ EL.A>EL.B BY 0.10'MIN EL.D<EL.B BY 0.10'MIN SUBGRADE 1. BED IS LIMITED TO AREA WITHIN 5-FT OF CURB FACE UNDER ROADWAY; EL C<EL.B BY 0.50'MIN.UNLESS OTHERWISE APPROVED BY ACED 4. THE DESIGN PROFESSIONAL IS SOLELY RESPONSIBLE FOR ASSESSING THE BEARING RESISTANCE OF THE N.T.S. SUBGRADE SOILS AND DETERMINING THE DEPTH OF FOUNDATION STONE 2. NO GREATER THAN 10-FEET IN DEPTH TO THE BOTTOM OF THE ROCK; WATERTIGHT SEAL 3. MAY NOT EXTEND OUTSIDE OF THE RIGHT-OF-WAY MAY NOT ENCROACH ON PRIVATE LOT IN AN EASEMENT; ON SIDE OF BOX y PRECAST BOX MANUFACTURER SHALL MARK FLOW DIRECTION AND LABEL INLET OR OUTLET SEE BMP 20 SHEET 2 OF 3 FOR ADDITIONAL NOTES ( ) 2015 SAND AND GREASE TRAP STANDARD DRAWING 2017 SEEPAGE BED WITH STANDARD DRAWING 2017 SEEPAGE BED WITH STANDARD DRAWING ACHD STORMWATER DESIGN ACED STORMWATER DESIGN ACHD STORMWATER DESIGN GUIDELINES BMP 01 GUIDELINES OPTIONAL CHAMBERS BMP 20 GUIDELINES OPTIONAL CHAMBERS BMP 20 2015 ACHD REVISION SHEET IDASTANDARDS FOR HPUB IC WORKS ORS GROUNDWATER STANDARD DRAWING CONSTRUCTION OBSERVATION WELL SD-627 (ACHD SUPPLEMENT) 1 OF 2 N Z LEGEND N Q 8 WELL COVER,8"DIA.WATERTIGHT GALVANIZED STEEL BOLT DOWN COVER AND CANISTER J 2 OR 3 BOLT LID WITH 9/16"HEAD AND SAE THREADS,GASKETED CL CONCRETE(COLLAR),CLASS 3000(ISPWC SECTION 703) O 3/8"DIA HOLES OR SLOTS CUT INTO PIPE AT 3"ON CENTER SEEPAGE BED TABLE TRACER WIRE SHALL BE PLACED ON OUTSIDE OF PVC PIPE,MINIMUM 18 GAUGE,INSULATED,SINGLE- z Z CONDUCTOR COPPER WIRE, INSULATION COLOR SHALL BE GREEN WITH THREE 6"DIAMETER COILS z LU SEEPAGE BED BED LENGTH BED WIDT BED DEPTH ELEVATION"A" ELEVATION"B" ELEVATION"C" ELEVATION"D" GROUND WATER EL 100-YR VOLUME ©PIPE SHALL BE PERFORATED PVC,ASTM D-3035,SDR 35. WELLS BACKFILLED IN A PIT REQUIRE 6' O c PROVIDED PIPE.DRILLED WELLS MAY USE 4"PIPE O = G SB#1 109, 11.5' 5.5' 2551.53 2550.03 2547.43 2544.53 2541.5} 2,656 CF NONWOVEN FILTER FABRIC AROUND OPENINGS AND BOTTOM,FABRIC OVER CHIPS/DRAIN ROCK N Q Lu SB#2 76' 12.0" 5.5' 2551.10 2549.60 2546.97 2544.10 2541.1} 1,960 CF °Q POLYPROPYLENE FIBER REINFORCEMENT AT 1 1/2 LBS/CY Q > O BACKFILL MATERIAL TO MATCH STORAGE MEDIA FOR OBSERVATION WELLS LOCATED WITHIN A BMP FACILITY _ SB#3 160, 11.5' 5.5' 2549.10 2547.60 2545.21 2542.10 26311} 3,928 CF USE PIPE BEDDING CHIPS FOR OBSERVATION WELLS LOCATED OUTSIDE BMP FACILITIES Q � J m z < NOTES: Q 1.GROUNDWATER OBSERVATION WELLS ARE FOR MEASUREMENT OF GROUNDWATER LEVELS WITHIN OR NEAR W STORM DRAINAGE FACILITIES L/) Es2.THIS DETAIL IS FOR WELLS INSTALLED BY DRILLING OR BY EXCAVATED PITS 3.LOCATION OF GROUNDWATER OBSERVATION WELLS SHALL BE APPROVED BY ACHD LLJ E 4.OBSERVATION WELLS NOT ALLOWED IN CURB OR VALLEY GUTTER SECTION Ur Lcu W G Q GENERAL NOTES A. REFER TO THE 2020 MID-SEASON GROUNDWATER REPORT BAINBRIDGE PHASE 11 DATED JULY 6, INLET co BOLO..GROUNDWATER IS EXPECTED E REMAIN AT OR BELOW E DEPTH BEDS. APPROXIMATELY DESIGN BELOW EXISTING GROUND,IN THE AREAS OF OU PROPOSED SEEPAGE BEDS. CONTACT DESIGN Z ENGINEER FOR SEEPAGE BED REDESIGN IF GROUNDWATER IS ENCOUNTERED ABOVE MAX HSGW ROADWAY ALLELE STORM (BETWEEN INLETS) Q DRAIN MANHOLES SHALL BE HS25 OR GREATER LOAD RATED.B. AL 0 m O C. ALL GEOTEXTILE SEAMS SHALL OVERLAP 1 FOOT MINIMUM. 1 NO TREES OR ROW D. BED WIDTH SHALL REMAIN CONSTANT. INLET 5 LF MIN.OF 18"6 z" SHRUBS OVER BEDS. E. THE MINIMUM DESIGN PERCOLATION RATE FOR THE STORM DRAIN FACILITY IS 0.6 IN/HR TO MEET ADS N-12 HE N ELEV. - A"(MIN.) ] - THE REQUIREMENT OF 90%VOLUME WITHIN 24HR AND SHALL BE VERIFIED IN FIELD.INFILTRATION A RATES ARE BASED ON LIMITED GEOTECHNICAL ENGINEERING REPORT BAINBRIDGE SUBDIVISION NO. SAND AND GREASE TRAP PER r 1 it PREPARED BY MTI,DATED JANUARY 3,LOBO. DETAIL,SHEET FOR SEE PLAN 101 I ELEV. - "B" 3 F. IF ROCK IS ENCOUNTERED,CONTRACTOR MUST HAVE A PERCOLATION TEST PERFORMED BY A SHEETS FOR LOCATIONS, SOILS ENGINEER AFTER SEEPAGE BED IS FULLY EXCAVATED. (NOTE:AN ACHD INSPECTOR MUST ELEVATIONS,AND ADDITIONAL 9 5 BE PRESENT FOR THE TEST). IF THE PERCOLATION IS LESS THAN SPECIFIED BY THE SOILS INFORMATION. I F r ELEV. - "C" REPORT AND ENGINEER,CONTRACTOR MAY NEED TO BLAST OR BORE TO CREATE CONDUIT FOR -------- --------- o DRAINAGE TO OCCUR OR RE-DESIGN THE SYSTEM TO ACHIEVE THE REQUIRED INFILTRATION. _______ _________ 3 e G. WATER AND SEWER SERVICES CROSSING SEEPAGE 2BED00 SHALL BE SLEEVED PER OPTION 2 OF L-J ACHD BE VOLUME DESIGN GUIDELINES SECTION W. DETAIL 12. H. STORAGE VOLUME DOESN'T INCLUDE SAND WINDOW. I. FOR UNDERGROUND INFILTRATION SYSTEMS,INSTALL ELECTRONIC MARKERS ON EACH CORNER OF THE FACILITY.THE CONTRACTOR SHALL COORDINATE WITH THE ACHD INSPECTION DEPARTMENT FOR PLACEMENT OF THE MARKERS DURING CONSTRUCTION AND PRIOR TO BACKFILLING. 0 18"0 PERFORATED ADS N-12RATE HO LENGTH q TRANSITION 5'IN BED NON-PERFORATED TO KEY O PERFORATED PIPE 1. CURB AND GUTTER PER ROADWAY PLANS. 2. 1.5'FILTER SAND,ISPWC 801 OR ASTM C33 FILTER SAND. 0 3. MINIMUM OF IS'COVER FROM TOP OF BED TO FINISH GRADE. BACKFILL WITH NATIVE TOPSOIL. WATERTIGHT CONNECTION C ELEV. - "D" 4. ANGULAR J"TO 2"ROCK. SAND AND GREASE TRAP PER 5. 18'0 PERFORATED PIPE.INSTALL PERFORATIONS PER ACHD DETAIL,SHEET C4.2.SEE PLANh3n Q STORMWATER DESIGN GUIDELINES DETAIL BMP 04. SHEETS FOR LOCATIONS, 18"6 PERFORATED ADS FINISH GROUND a - 6. EXTEND 2'(MIN.)INTO FREE DRAINING MATERIAL. ELEVATIONS,AND ADDITIONAL N_12 HP ]. 5'WIDE SIDEWALK PER ROADWAY PLANS. 18"ADS CAP 5 ^"� 8. NON-WOVEN FABRIC SHALL BE PROTEX GEOTEX 601 OR APPROVED INFORMATION. WIDTH ____ ___ ____ _ ENGINEERING = MAX.HSGW EQUAL MEETING SPECIFICATIONS STATED IN ACHD OF 1- TO DESIGN IN s - EVATION GUIDELINES SECTION 8202.23.OVERLAP MINIMUM OF 1-FT TOP AND 0%SLOPE SIDES ONLY. -------- ---- - 9PHON233 E(208 6 9-6939T 9. FULL ROADWAY GRAVEL SECTION IS REQUIRED OVER SEEPAGE BEDS. BOISE,IDAHO 83714 0 6 SEEPAGE BEDS SHALL NOT EXTEND ABOVE SUBGRADE PHONE(208)639-6939 2015 ACHD REVISION kmen II 8 P.com IDA0 4"OF�'CHIPS PIPE BEDDING FORHPUBI CN WORKS GROUNDWATER STANDARD DRAWING DARDS DESIGN BV: RSP 4"6 PVC PERFORATED PIPE(GROUND WATER CONSTRUCTION OBSERVATION WELL SD-627 DRAWN ECKEDB RSP 5 OBSERVATION WELL). (ACHD SUPPLEMENT) 2 OF 2 CHECKED BY: KPM c SEEPAGE BED DETAIL DATE: E: 12/1/20 PROJECT: 20-145 8 SHEET NO. `s - C4.2 d APPENDIX B - TABLES Table 1 - Peak Flow Rates and Runoff Volumes Post-Development Peak Flow Rates (cfs) Tc(min.) 25-yr 100-yr Basin A-1 10.0 0.72 1.00 Basin A-2 10.0 0.50 0.69 Basins A-1-A-2 10.0 1.22 1.69 Basin B-1 10.0 0.51 0.71 Basin B-2 10.0 0.60 0.84 Basins B-1-B-2 10.0 1.11 1.55 Basin C-1 10.0 0.70 0.98 Basin C-2 10.0 1.09 1.52 Basin C-1-C-21 10.0 1 1.79 1 2.50 Post-Development Runoff Volumes Total 100-yr Total Storage Volume Volume Required Basins A-1-A-2 2,843 2,843 Basins B-1-B-21 2,060 1 2,060 Basin C-1-C-21 4,175 1 4,175 APPENDIX C - CALCULATIONS POST-DEVELOPMENT 25-YEAR CALCULATIONS 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-development Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name BASIN A-1 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 4 Enter number of storage facilities(25 max) 25 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 30 5 Area of Drainage Subbasin(SF or Acres) SF 5,260 3,044 1,953 24,477 Acres 0.80 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.95 0.40 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.49 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 user Calculate [to min Mm. -� Estimated Runoff Coefficients for Various Surface [ Type of Surface Runoff Coefficients"( 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.85 n hr Business Downtown areas 0.70-0.95 y Calculate the Post-Development peak discharge(QPeak) Q[-k 0.72 cfs Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(for sizing primary storage) V 966 ft Multi-family 0.60-0.75 V=Ci(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Industrial and Commercial Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 840 ft' Heavy areas Parks,cemeteries o.so 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs o.10-0.25 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin streets Asphalt 0.95 Basin Forebay V 97 ft' Concrete 0.95 Primary Treatment/StorageBasin V 870 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 966 ft3 Fields:Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 0. Average:2-6% 0.09 0.12 0.15 0.; Steep.>6%rom ASCE 0.13 0.18 0.23 0. dapted ; A f P:\20-145\Documents\Reports\Storm Drainage\ACHD_SD_CALCS_112018 11/16/2020,8:03 AM Version 10.5,November 2018 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-development Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name BASIN A-2 2 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 Click to Show More Subbasins ] Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 30 5 Area of Drainage Subbasin(SF or Acres) SF 4,930 2,579 1,561 13,225 Acres 0.51 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.95 0.40 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avgl 0.53 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min [iu Mine Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.85 in/hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(OPeak) Qpe k 0.50 cfs urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(for sizing primary storage) V 668 ft Multi-family 0.6M.75 V=Ci(Tc=60)Ax3600 Residential rural 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70Industrial and Commercial Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vr, 581 ft' Heavy areas 2 .90 Parks,Cemeteries 0.30-0.25 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Playgrounds 0.20-10.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin streets Asphalt 0.95 Basin Forebay V 67 ft' concrete 0.95 Primary Treatment/StorageBasin V 601 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 668 ft' Fields:sandy soil soil Type Slope A 0 C D Flat:0-2% 0.04 0.07 0.11 0. Average:2-6% 0.09 0.12 0.15 0.; Steep:a6% 0.13 0.18 0.23 0.; Adapted from ASCE P:\20-145\Documents\Reports\Storm Drainage\ACHD_SD_CALCS_112018 11/16/2020,8:03 AM Version 10.5,November 2018 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-development Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name BASIN A-1&A-2 3 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 Click to Show More Subbasins ] Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 30 5 Area of Drainage Subbasin(SF or Acres) SF 5,260 3,044 1,953 24,477 4,930 2,579 1,561 13,225 Acres 1.31 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.95 0.40 0.95 0.10 0.95 0.40 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avgl 0.50 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min [ia Mine Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.85 in/hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(OPeak) Qpe k 1.22 cfs urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(for sizing primary storage) V 1,634 ft Multi-family 0.6M.75 V=Ci(Tc=60)Ax3600 Residential rural 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70Industrial and Commercial Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vr, 1,421 ft' Heavy areas Parks,Cemeteries 0.3 o.90 0-0.25 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Playgrounds 0.20-10.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin streets Asphalt 0.95 Basin Foreba V 163 ft' Y Concrete 0.95 Primary Treatment/StorageBasin V 1,471 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 1,634 ft' Gravel Fields:Sandy soil Soil Soil Type Slope A 0 C D Flat:0-2% 0.04 0.07 0.11 0. Average:2-6% 0.09 0.12 0.15 0.; Steep:a6% 0.13 0.18 0.23 0.; Adapted from ASCE P:\20-145\Documents\Reports\Storm Drainage\ACHD_SD_CALCS_112018 11/16/2020,8:03 AM Version 10.5,November 2018 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-development Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name BASIN B-1 4 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 Click to Show More Subbasins ] Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 30 5 Area of Drainage Subbasin(SF or Acres) SF 6,379 320 1,196 1,944 540 1,044 169 2,678 3,629 Acres 0.41 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.95 0.95 0.95 0.10 0.10 0.10 0.40 0.40 C=[(C1xA1)+(C2xA2)+(CnxAn)j/A Weighted Avgl 0.67 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min [iu Mine Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.85 in/hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(OPeak) Qpe k 0.51 cfs urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(for sizing primary storage) V 687 ft Multi-family 0.6M.75 V=Ci(Tc=60)Ax3600 Residential rural 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70Industrial and Commercial Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vr, 597 ft' Heavy areas 2 .90 Parks,Cemeteries 0.30-0.25 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Playgrounds 0.20-10.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 69 ft' concrete 0.95 Primary Treatment/StorageBasin V 618 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 687 ft' Fields:Sandy soil soil Type Slope A 0 C D Flat:0-2% 0.04 0.07 0.11 0. Average:2-6% 0.09 0.12 0.15 0.; Steep:a6% 0.13 0.18 0.23 0.; Adapted from ASCE P:\20-145\Documents\Reports\Storm Drainage\ACHD_SD_CALCS_112018 11/16/2020,8:03 AM Version 10.5,November 2018 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-development Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name BASIN B-2 5 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 Click to Show More Subbasins ] Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 30 5 Area of Drainage Subbasin(SF or Acres) SF 4,957 2,736 18,987 1,709 Acres 0.65 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.40 0.95 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avgl 0.50 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min [iu Mine Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.85 in/hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(OPeak) Qpe k 0.60 cfs urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(for sizing primary storage) V 810 ft Multi-family 0.6M.75 V=Ci(Tc=60)Ax3600 Residential rural 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70Industrial and Commercial Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vr, 704 ft' Heavy areas 2 .90 Parks,Cemeteries 0.30-0.25 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Playgrounds 0.20-10.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin streets Asphalt 0.95 Basin Forebay V 81 ft' concrete 0.95 Primary Treatment/StorageBasin V 729 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 810 ft' Fields:sandy soil soil Type Slope A 0 C D Flat:0-2% 0.04 0.07 0.11 0. Average:2-6% 0.09 0.12 0.15 0.; Steep:a6% 0.13 0.18 0.23 0.; Adapted from ASCE P:\20-145\Documents\Reports\Storm Drainage\ACHD_SD_CALCS_112018 11/16/2020,8:03 AM Version 10.5,November 2018 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-development Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name BASIN B-1&B-2 6 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 Click to Show More Subbasins ] Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 30 5 Area of Drainage Subbasin(SF or Acres) SF 9,549 1,753 6,307 4,957 2,736 18,987 1,709 Acres 1.06 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.40 0.95 0.10 0.40 0.95 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avgl 0.56 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min [io Mine Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.85 in/hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(OPeak) Qpe k 1.10 cfs urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(for sizing primary storage) V 1,481 ft Multi-family 0.6M.75 V=Ci(Tc=60)Ax3600 Residential rural 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70Industrial and Commercial Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vr, 1,288 ft' Heavy areas 2 .90 0.30-0.25 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Parks,CemeteriesPlaygrounds 0.20-10.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin streets Asphalt 0.95 Basin Foreba V 148 ft' Y Concrete 0.95 Primary Treatment/StorageBasin V 1,333 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 1,481 ft' Gravel Fields:Sandy soil Soil Soil Type Slope A 0 C D Flat:0-2% 0.04 0.07 0.11 0. Average:2-6% 0.09 0.12 0.15 0.; Steep:a6% 0.13 0.18 0.23 0.; Adapted from ASCE P:\20-145\Documents\Reports\Storm Drainage\ACHD_SD_CALCS_112018 11/16/2020,8:03 AM Version 10.5,November 2018 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-development Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name BASIN C-1 7 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 Click to Show More Subbasins ] Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 30 5 Area of Drainage Subbasin(SF or Acres) SF 8,046 2,956 14,085 3,118 861 Acres 0.67 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.95 0.40 0.10 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avgl 0.57 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min [ia Mine Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.85 in/hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(OPeak) Qpe k 0.70 cfs urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(for sizing primary storage) V 940 ft Multi-family 0.6M.75 V=Ci(Tc=60)Ax3600 Residential rural 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70Industrial and Commercial Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vr, 817 ft' Heavy areas 2 .90 Parks,Cemeteries 0.30-0.25 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Playgrounds 0.20-10.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin streets Asphalt 0.95 Basin Forebay V 94 ft' concrete 0.95 Primary Treatment/StorageBasin V 846 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 940 ft' Fields:Sandy soil soil Type Slope A 0 C D Flat:0-2% 0.04 0.07 0.11 0. Average:2-6% 0.09 0.12 0.15 0.; Steep:a6% 0.13 0.18 0.23 0.; Adapted from ASCE P:\20-145\Documents\Reports\Storm Drainage\ACHD_SD_CALCS_112018 11/16/2020,8:03 AM Version 10.5,November 2018 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-development Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name BASIN C-2 8 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 Click to Show More Subbasins ] Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 30 5 Area of Drainage Subbasin(SF or Acres) SF 8,374 4,761 3,026 35,780 Acres 1.19 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.95 0.40 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avgl 0.49 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min [ia Mine Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.85 in/hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(OPeak) Qpe k 1.09 cfs urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(for sizing primary storage) V 1,461 ft Multi-family 0.6M.75 V=Ci(Tc=60)Ax3600 Residential rural 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70Industrial and Commercial Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vr, 1,270 ft' Heavy areas 2 .90 0.30-0.25 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Parks,CemeteriesPlaygrounds 0.20-10.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin streets Asphalt 0.95 Basin Foreba V 146 ft' Y Concrete 0.95 Primary Treatment/StorageBasin V 1,315 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 1,461 ft' Gravel Fields:Sandy soil Soil Soil Type Slope A 0 C D Flat:0-2% 0.04 0.07 0.11 0. Average:2-6% 0.09 0.12 0.15 0.; Steep:a6% 0.13 0.18 0.23 0.; Adapted from ASCE P:\20-145\Documents\Reports\Storm Drainage\ACHD_SD_CALCS_112018 11/16/2020,8:03 AM Version 10.5,November 2018 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-development Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name BASIN C-1&C-2 9 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 Click to Show More Subbasins ] Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 30 5 Area of Drainage Subbasin(SF or Acres) SF 8,046 2,956 14,085 3,118 861 8,374 4,761 3,026 35,780 Acres 1.86 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.95 0.40 0.10 0.10 0.95 0.10 0.95 0.40 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avgl 0.52 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min [iu Mine Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.85 in/hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(OPeak) Qpe k 1.79 cfs urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(for sizing primary storage) V 2,401 ft Multi-family 0.6M.75 V=Ci(Tc=60)Ax3600 Residential rural 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70Industrial and Commercial Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vr, 2,088 ft' Heavy areas 2 .90 0.30-0.25 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Parks,CemeteriesPlaygrounds 0.20-10.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin streets Asphalt 0.95 Basin Foreba V 240 ft' Y Concrete 0.95 Primary Treatment/StorageBasin V 2,161 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 2,401 ft' Fields:Sandy soil soil Type Slope A 0 C D Flat:0-2% 0.04 0.07 0.11 0. Average:2-6% 0.09 0.12 0.15 0.; Steep:a6% 0.13 0.18 0.23 0.; Adapted from ASCE P:\20-145\Documents\Reports\Storm Drainage\ACHD_SD_CALCS_112018 11/16/2020,8:03 AM Version 10.5,November 2018 POST-DEVELOPMENT 100-YEAR CALCULATIONS 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-development Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name BASIN A-1 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100 4 Enter number of storage facilities(25 max) 25 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 30 5 Area of Drainage Subbasin(SF or Acres) SF 5,260 3,044 1,953 24,477 Acres 0.80 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.95 0.40 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.49 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 user Calculate min E70 Mm Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients"( 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 n hr Business (� Downtown areas 0.70-0.95 !I Calculate the Post-Development peak discharge(QPeak) Qpeak 1.00 cfs Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(for sizing primary storage) V 1,345 ft Multi-family 0.60-0.75 V=Ci(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Industrial and Commercial Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) V„ 840 ft' Heavy areas Parks,cemeteries oso 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs o.10-0.25 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin streets Asphalt 0.95 Basin Forebay V 134 ft' Concrete 0.95 Primary Treatment/StorageBasin V 1,210 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 1,345 ft3 Fields:Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 0. Average:2-6% 0.09 0.12 0.15 0.; Steep.>6%rom ASCE 0.13 0.18 0.23 0.; Adapted f P:\20-145\Documents\Reports\Storm Drainage\ACHD_SD_CALCS_112018 11/16/2020,8:04 AM Version 10.5,November 2018 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-development Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name BASIN A-2 2 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100 Click to Show More Subbasins ] Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 30 5 Area of Drainage Subbasin(SF or Acres) SF 4,930 2,579 1,561 13,225 Acres 0.51 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.95 0.40 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avgl 0.53 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min [ia Mine Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in/hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(OPeak) Qpe k 0.69 cfs urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(for sizing primary storage) V 929 ft Multi-family 0.6M.75 V=Ci(Tc=60)Ax3600 Residential rural 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70Industrial and Commercial Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vr, 581 ft' Heavy areas 2 .90 Parks,Cemeteries 0.30-0.25 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Playgrounds 0.20-10.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin streets Asphalt 0.95 Basin Forebay V 93 ft' concrete 0.95 Primary Treatment/StorageBasin V 836 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 929 ft' Fields:Sandy soil Soil Type Slope A 0 C D Flat:0-2% 0.04 0.07 0.11 0. Average:2-6% 0.09 0.12 0.15 0.; Steep:a6% 0.13 0.18 0.23 0.; Adapted from ASCE P:\20-145\Documents\Reports\Storm Drainage\ACHD_SD_CALCS_112018 11/16/2020,8:04 AM Version 10.5,November 2018 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-development Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name BASIN A-1&A-2 3 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100 Click to Show More Subbasins ] Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 30 5 Area of Drainage Subbasin(SF or Acres) SF 5,260 3,044 1,953 24,477 4,930 2,579 1,561 13,225 Acres 1.31 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.95 0.40 0.95 0.10 0.95 0.40 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avgl 0.50 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min [ia Mine Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in/hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(OPeak) Qreak 1.70 cfs urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(for sizing primary storage) V 2,274 ft Multi-family 0.6M.75 V=Ci(Tc=60)Ax3600 Residential rural 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70Industrial and Commercial Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vr, 1,421 ft' Heavy areas Parks,Cemeteries 0.3 o.90 0-0.25 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Playgrounds 0.20-10.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin streets Basin Foreba V 227 ft' Asphalt 0.95 Y Concrete 0.95 Primary Treatment/StorageBasin V 2,047 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 2,274 ft' Gravel Fields:Sandy soil Soil Soil Type Slope A 0 C D Flat:0-2% 0.04 0.07 0.11 0. Average:2-6% 0.09 0.12 0.15 0.; Steep:a6% 0.13 0.18 0.23 0.; Adapted from ASCE P:\20-145\Documents\Reports\Storm Drainage\ACHD_SD_CALCS_112018 11/16/2020,8:04 AM Version 10.5,November 2018 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-development Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name BASIN B-1 4 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100 Click to Show More Subbasins ] Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 30 5 Area of Drainage Subbasin(SF or Acres) SF 6,379 320 1,196 1,944 540 1,044 169 2,678 3,629 Acres 0.41 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.95 0.95 0.95 0.10 0.10 0.10 0.40 0.40 C=[(C1xA1)+(C2xA2)+(CnxAn)j/A Weighted Avgl 0.67 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min [iu Mine Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in/hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(OPeak) Qpe k 0.71 cfs urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(for sizing primary storage) V 956 ft Multi-family 0.6M.75 V=Ci(Tc=60)Ax3600 Residential rural 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70Industrial and Commercial Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vr, 597 ft' Heavy areas 2 .90 Parks,Cemeteries 0.30-0.25 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Playgrounds 0.20-10.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin streets Asphalt 0.95 Basin Forebay V 96 ft' concrete 0.95 Primary Treatment/StorageBasin V 860 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 956 ft' Fields:Sandy soil soil Type Slope A 0 C D Flat:0-2% 0.04 0.07 0.11 0. Average:2-6% 0.09 0.12 0.15 0.; Steep:a6% 0.13 0.18 0.23 0.; Adapted from ASCE P:\20-145\Documents\Reports\Storm Drainage\ACHD_SD_CALCS_112018 11/16/2020,8:04 AM Version 10.5,November 2018 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-development Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name BASIN B-2 5 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100 Click to Show More Subbasins ] Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 30 5 Area of Drainage Subbasin(SF or Acres) SF 4,957 2,736 18,987 1,709 Acres 0.65 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.40 0.95 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avgl 0.50 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min [ia Mine Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in/hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(QPeak) QPeak 0.84 cfs urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(for sizing primary storage) V 1,127 ft Multi-family 0.6M.75 V=Ci(Tc=60)Ax3600 Residential rural 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70Industrial and Commercial Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vr, 704 ft' Heavy areas 2 .90 Parks,Cemeteries 0.30-0.25 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Playgrounds 0.20-10.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin streets Asphalt 0.95 Basin Foreba V 113 ft' Y Concrete 0.95 Primary Treatment/StorageBasin V 1,014 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 1,127 ft' Fields:Sandy soil Soil Type Slope A 0 C D Flat:0-2% 0.04 0.07 0.11 0. Average:2-6% 0.09 0.12 0.15 0.; Steep:a6% 0.13 0.18 0.23 0.; Adapted from ASCE P:\20-145\Documents\Reports\Storm Drainage\ACHD_SD_CALCS_112018 11/16/2020,8:04 AM Version 10.5,November 2018 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-development Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name BASIN B-1&B-2 6 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100 Click to Show More Subbasins ] Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 30 5 Area of Drainage Subbasin(SF or Acres) SF 9,549 1,753 6,307 4,957 2,736 18,987 1,709 Acres 1.06 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.40 0.95 0.10 0.40 0.95 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avgl 0.56 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min [ia Mine Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in/hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(OPeak) Qreak 1.54 cfs urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(for sizing primary storage) V 2,060 ft Multi-family 0.6M.75 V=Ci(Tc=60)Ax3600 Residential rural 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70Industrial and Commercial Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vr, 1,288 ft' Heavy areas 2 .90 0.30-0.25 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Parks,CemeteriesPlaygrounds 0.20-10.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin streets Asphalt 0.95 Basin Foreba V 206 ft' Y Concrete 0.95 Primary Treatment/StorageBasin V 1,854 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 2,060 ft' Fields:Sandy soil Soil Type Slope A 0 C D Flat:0-2% 0.04 0.07 0.11 0. Average:2-6% 0.09 0.12 0.15 0.; Steep:a6% 0.13 0.18 0.23 0.; Adapted from ASCE P:\20-145\Documents\Reports\Storm Drainage\ACHD_SD_CALCS_112018 11/16/2020,8:04 AM Version 10.5,November 2018 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-development Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name BASIN C-1 7 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100 Click to Show More Subbasins ] Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 30 5 Area of Drainage Subbasin(SF or Acres) SF 8,046 2,956 14,085 3,118 861 Acres 0.67 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.95 0.40 0.10 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avgl 0.57 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min [ia Mine Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in/hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(QPeak) QPeak 0.98 cfs urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(for sizing primary storage) V 1,308 ft Multi-family 0.6M.75 V=Ci(Tc=60)Ax3600 Residential rural 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70Industrial and Commercial Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vr, 817 ft' Heavy areas 2 .90 Parks,Cemeteries 0.30-0.25 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Playgrounds 0.20-10.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin streets Asphalt 0.95 Basin Foreba V 131 ft' Y Concrete 0.95 Primary Treatment/StorageBasin V 1,177 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 1,308 ft' Fields:Sandy soil Soil Type Slope A 0 C D Flat:0-2% 0.04 0.07 0.11 0. Average:2-6% 0.09 0.12 0.15 0.; Steep:a6% 0.13 0.18 0.23 0.; Adapted from ASCE P:\20-145\Documents\Reports\Storm Drainage\ACHD_SD_CALCS_112018 11/16/2020,8:04 AM Version 10.5,November 2018 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-development Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name BASIN C-2 8 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100 Click to Show More Subbasins ] Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 30 5 Area of Drainage Subbasin(SF or Acres) SF 8,374 4,761 3,026 35,780 Acres 1.19 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.95 0.40 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avgl 0.49 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min [ia Mine Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in/hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(OPeak) Qreak 1.52 cfs urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(for sizing primary storage) V 2,033 ft Multi-family 0.6M.75 V=Ci(Tc=60)Ax3600 Residential rural 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70Industrial and Commercial Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vr, 1,270 ft' Heavy areas 2 .90 0.30-0.25 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Parks,CemeteriesPlaygrounds 0.20-10.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin streets Asphalt 0.95 Basin Foreba V 203 ft' Y Concrete 0.95 Primary Treatment/StorageBasin V 1,829 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 2,033 ft' Fields:Sandy soil Soil Type Slope A 0 C D Flat:0-2% 0.04 0.07 0.11 0. Average:2-6% 0.09 0.12 0.15 0.; Steep:a6% 0.13 0.18 0.23 0.; Adapted from ASCE P:\20-145\Documents\Reports\Storm Drainage\ACHD_SD_CALCS_112018 11/16/2020,8:04 AM Version 10.5,November 2018 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-development Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name BASIN C-1&C-2 9 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100 Click to Show More Subbasins ] Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 30 5 Area of Drainage Subbasin(SF or Acres) SF 8,046 2,956 14,085 3,118 861 8,374 4,761 3,026 35,780 Acres 1.86 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.95 0.40 0.10 0.10 0.95 0.10 0.95 0.40 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avgl 0.52 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min [ia Mine Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in/hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(OPeak) Qpe k 2.49 cfs urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(for sizing primary storage) V 3,340 ft Multi-family 0.6M.75 V=Ci(Tc=60)Ax3600 Residential rural 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70Industrial and Commercial Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vr, 2,088 ft' Heavy areas 2 .90 0.30-0.25 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Parks,CemeteriesPlaygrounds 0.20-10.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin streets Asphalt 0.95 Basin Foreba V 334 ft' Y Concrete 0.95 Primary Treatment/StorageBasin V 3,006 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 3,340 ft' Gravel Fields:Sandy soil Soil Soil Type Slope A 0 C D Flat:0-2% 0.04 0.07 0.11 0. Average:2-6% 0.09 0.12 0.15 0.; Steep:a6% 0.13 0.18 0.23 0.; Adapted from ASCE P:\20-145\Documents\Reports\Storm Drainage\ACHD_SD_CALCS_112018 11/16/2020,8:04 AM Version 10.5,November 2018 SAND AND GREASE TRAP CALCULATIONS 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. Steps for Sand/Grease Trap Velocity Calculation User input in yellow cells. 1 Project Name S&G#1 2 Enter number of Sand/Grease Traps(25 max) 1 Number of Peak Flow Baffle Throat Velocity Is the Vault Size Spacing width Area(ft) 0.5 fps Velocity S/G Traps Q-cfs (inch) (inch) max. ok? 1000 G 1 1.69 20 48 6.67 0.25 YES Reference for Throat widths(inch) Boise ADS Vault Lar-ken WQU, BMP 16 1000 G 48.0 50.5 n/a 1500 G 60.0 61.5 n/a WQU1000 n/a n/a 60 WQU1500 n/a n/a 60 P:\20-145\Documents\Reports\Storm Drainage\ACHD_SD_CALCS_112018 11/16/2020,8:35 AM Version 10.0, May 2018 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. Steps for Sand/Grease Trap Velocity Calculation User input in yellow cells. 1 Project Name S&G#2 2 Enter number of Sand/Grease Traps(25 max) 1 Number of Peak Flow Baffle Throat Velocity Is the Vault Size Spacing width Area(ft) 0.5 fps Velocity S/G Traps Q-cfs (inch) (inch) max. ok? 1000 G 1 1.55 20 48 6.67 0.23 YES Reference for Throat widths(inch) Boise ADS Vault Lar-ken WQU, BMP 16 1000 G 48.0 50.5 n/a 1500 G 60.0 61.5 n/a WQU1000 n/a n/a 60 WQU1500 n/a n/a 60 P:\20-145\Documents\Reports\Storm Drainage\ACHD_SD_CALCS_112018 11/16/2020,8:34 AM Version 10.0, May 2018 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. Steps for Sand/Grease Trap Velocity Calculation User input in yellow cells. 1 Project Name S&G#3 2 Enter number of Sand/Grease Traps(25 max) 1 Number of Peak Flow Baffle Throat Velocity Is the Vault Size Spacing width Area(ft) 0.5 fps Velocity S/G Traps Q-cfs (inch) (inch) max. ok? 1000 G 1 2.5 20 48 6.67 0.38 YES Reference for Throat widths(inch) Boise ADS Vault Lar-ken WQU, BMP 16 1000 G 48.0 50.5 n/a 1500 G 60.0 61.5 n/a WQU1000 n/a n/a 60 WQU1500 n/a n/a 60 P:\20-145\Documents\Reports\Storm Drainage\ACHD_SD_CALCS_112018 11/16/2020,8:34 AM Version 10.0, May 2018 INLET AND GUTTER CAPACITIES Hydraulic Analysis Report Project Data Project Title: 20-145 Bainbridge No. 12 INLET& GUTTER ANALYSIS Designer: Scott Prillaman Project Date: Monday, December 3, 2018 Project Units: U.S. Customary Units Notes: Curb and Gutter Analysis: INLET #1 Notes: Gutter Input Parameters Longitudinal Slope of Road: 0.0060 ft/ft Cross-Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross-Slope of Gutter: 0.0540 ft/ft Manning's n: 0.0170 Gutter Width: 1.1670 ft Design Flow: 1.0000 cfs Gutter Result Parameters Width of Spread: 7.8710 ft Gutter Depression: 0.4761 in Area of Flow: 0.6427 ft^2 Eo (Gutter Flow to Total Flow): 0.3996 Gutter Depth at Curb: 2.3652 in Inlet Input Parameters Inlet Location: Inlet in Sag Percent Clogging: 0.0000 % Inlet Type: Grate Grate Type: P - 1-7/8 Grate Width: 1.1670 ft Grate Length: 2.2700 ft Local Depression: 0.0000 in Inlet Result Parameters Perimeter: 4.6040 ft Effective Perimeter: 4.6040 ft Area: 2.3842 ft^2 Effective Area: 2.3842 ft^2 Depth at center of grate: 0.1737 ft Computed Width of Spread at Sag: 8.2771 ft Flow type: Weir Flow Efficiency: 1.0000 Curb and Gutter Analysis: INLET #2 Notes: Gutter Input Parameters Longitudinal Slope of Road: 0.0060 ft/ft Cross-Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross-Slope of Gutter: 0.0540 ft/ft Manning's n: 0.0170 Gutter Width: 1.1670 ft Design Flow: 0.6900 cfs Gutter Result Parameters Width of Spread: 6.7790 ft Gutter Depression: 0.4761 in Area of Flow: 0.4827 ft^2 Eo (Gutter Flow to Total Flow): 0.4585 Gutter Depth at Curb: 2.1031 in Inlet Input Parameters Inlet Location: Inlet in Sag Percent Clogging: 0.0000 % Inlet Type: Grate Grate Type: P - 1-7/8 Grate Width: 1.1670 ft Grate Length: 2.2700 ft Local Depression: 0.0000 in Inlet Result Parameters Perimeter: 4.6040 ft Effective Perimeter: 4.6040 ft Area: 2.3842 ft^2 Effective Area: 2.3842 ft^2 Depth at center of grate: 0.1356 ft Computed Width of Spread at Sag: 6.3737 ft Flow type: Weir Flow Efficiency: 1.0000 Curb and Gutter Analysis: INLET #3 Notes: Gutter Input Parameters Longitudinal Slope of Road: 0.0045 ft/ft Cross-Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross-Slope of Gutter: 0.0540 ft/ft Manning's n: 0.0170 Gutter Width: 1.1670 ft Design Flow: 0.8400 cfs Gutter Result Parameters Width of Spread: 7.7758 ft Gutter Depression: 0.4761 in Area of Flow: 0.6278 ft^2 Eo (Gutter Flow to Total Flow): 0.4042 Gutter Depth at Curb: 2.3423 in Inlet Input Parameters Inlet Location: Inlet in Sag Percent Clogging: 0.0000 % Inlet Type: Grate Grate Type: P - 1-7/8 Grate Width: 1.1670 ft Grate Length: 2.2700 ft Local Depression: 0.0000 in Inlet Result Parameters Perimeter: 4.6040 ft Effective Perimeter: 4.6040 ft Area: 2.3842 ft^2 Effective Area: 2.3842 ft^2 Depth at center of grate: 0.1546 ft Computed Width of Spread at Sag: 7.3240 ft Flow type: Weir Flow Efficiency: 1.0000 Curb and Gutter Analysis: INLET #4 Notes: Gutter Input Parameters Longitudinal Slope of Road: 0.0040 ft/ft Cross-Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross-Slope of Gutter: 0.0540 ft/ft Manning's n: 0.0170 Gutter Width: 1.1670 ft Design Flow: 0.7100 cfs Gutter Result Parameters Width of Spread: 7.4431 ft Gutter Depression: 0.4761 in Area of Flow: 0.5771 ft^2 Eo (Gutter Flow to Total Flow): 0.4210 Gutter Depth at Curb: 2.2625 in Inlet Input Parameters Inlet Location: Inlet in Sag Percent Clogging: 0.0000 % Inlet Type: Grate Grate Type: P - 1-7/8 Grate Width: 1.1670 ft Grate Length: 2.2700 ft Local Depression: 0.0000 in Inlet Result Parameters Perimeter: 4.6040 ft Effective Perimeter: 4.6040 ft Area: 2.3842 ft^2 Effective Area: 2.3842 ft^2 Depth at center of grate: 0.1383 ft Computed Width of Spread at Sag: 6.5041 ft Flow type: Weir Flow Efficiency: 1.0000 Curb and Gutter Analysis: INLET #5 Notes: Gutter Input Parameters Longitudinal Slope of Road: 0.0058 ft/ft Cross-Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross-Slope of Gutter: 0.0540 ft/ft Manning's n: 0.0170 Gutter Width: 1.1670 ft Design Flow: 1.5200 cfs Gutter Result Parameters Width of Spread: 9.3491 ft Gutter Depression: 0.4761 in Area of Flow: 0.8972 ft^2 Eo (Gutter Flow to Total Flow): 0.3393 Gutter Depth at Curb: 2.7199 in Inlet Input Parameters Inlet Location: Inlet in Sag Percent Clogging: 0.0000 % Inlet Type: Grate Grate Type: P - 1-7/8 Grate Width: 1.1670 ft Grate Length: 2.2700 ft Local Depression: 0.0000 in Inlet Result Parameters Perimeter: 4.6040 ft Effective Perimeter: 4.6040 ft Area: 2.3842 ft^2 Effective Area: 2.3842 ft^2 Depth at center of grate: 0.2296 ft Computed Width of Spread at Sag: 11.0738 ft Flow type: Weir Flow Efficiency: 1.0000 Curb and Gutter Analysis: INLET #6 Notes: Gutter Input Parameters Longitudinal Slope of Road: 0.0058 ft/ft Cross-Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross-Slope of Gutter: 0.0540 ft/ft Manning's n: 0.0170 Gutter Width: 1.1670 ft Design Flow: 0.9800 cfs Gutter Result Parameters Width of Spread: 7.8608 ft Gutter Depression: 0.4761 in Area of Flow: 0.6411 ft^2 Eo (Gutter Flow to Total Flow): 0.4001 Gutter Depth at Curb: 2.3627 in Inlet Input Parameters Inlet Location: Inlet in Sag Percent Clogging: 0.0000 % Inlet Type: Grate Grate Type: P - 1-7/8 Grate Width: 1.1670 ft Grate Length: 2.2700 ft Local Depression: 0.0000 in Inlet Result Parameters Perimeter: 4.6040 ft Effective Perimeter: 4.6040 ft Area: 2.3842 ft^2 Effective Area: 2.3842 ft^2 Depth at center of grate: 0.1714 ft Computed Width of Spread at Sag: 8.1609 ft Flow type: Weir Flow Efficiency: 1.0000 SEEPAGE BED CALCULATIONS 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. Note this spreadsheet pulls information from the"Peak QV"tab Steps for Seepage Beds Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name SEEPAGE BED#1 2 Enter number of Seepage Beds(25 max) 1 3 Design Storm 100'QV3' 4 Weighted Runoff Coefficient C 0.50 Link to: Qv QN2 5 Area A(Acres) 1.31 acres 0,v3 6 Approved discharge rate(if applicable) 0.00 cfs QV4 V5 7 Is Seepage Bed in Common Lot? No V 2,843 ft3 25%Sediment 8 Set Total Design Width of All Drain Rock W 11.5 ft 9 Set Total Design Depth of All Drain Rock D 5.5 ft Rock Only,Do Not Include Filter Sand Depth or Cover 10 Void Ratio of Drain Rock Voids 0.4 0.4 for 1.5"-2"drain rock and 3/4"Chips 11 Design Infiltration Rate(8 in/hr max) Perc 0.60 in/hr 12 Size of WQ Perf Pipe(Pert 180°) Dia pipe 18 in 1.8 13 Size of Overflow Perf Pipe(Perfs 360°),REQD if Q100>3.3 cfs in 0.0 14 Calculate Total Storage per Foot Spf 26.1 ft3/ft 15 Calculate Design Length L 109 ft 109.1099962 Override Value Required for Chambers 16 Variable Infiltration Window L SWL 109 ft 17 Variable Infiltration Window W SWW 11.5 ft 18 Time to Drain 40.8 hours 90%volume in 48-hours minimum OK 19 Length of WQ&Overflow Perf Pipes 109 ft 20 Perf Pipe Checks.Qperf>=Qpeak; OK where Qperf=CdxAxV(2xgxH) d 0.0313 ft Optional Storage Chambers Note:This assumes chambers are organized in a rectangular layout. 1-StormTech, 1 Type of Chambers SC740 2 Volume to Store V 0 ft3 3 Installed Chamber Width Cw 4.25 ft Installed Chamber Depth Cd 2.50 ft Installed Chamber Height Ch 7.12 ft 4 Chamber Void Factor 5 Chamber Storage Volume,Without Rock,Per Manuf 45.90 ft3/Unit 6 Chamber Storage Volume,With Rock,Per Manuf 74.90 ft'/Unit 7 Total Number of Units Required 0 ea 8 Area of Infiltration Aperc ft2 9 Volume Infiltration Vperc 0 ft3/hr 10 Time to Drain #DIV/01 hours 90%volume in 48-hours minimum #DIV/01 P:\20-145\Documents\Reports\Storm Drainage\ACHD_SD_CALCS_112018 11/16/2020,8:16 AM Version 10.0,May 2018 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. Note this spreadsheet pulls information from the"Peak QV"tab Steps for Seepage Beds Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name SEEPAGE BED#2 2 Enter number of Seepage Beds(25 max) 1 3 Design Storm 100'QV6' 4 Weighted Runoff Coefficient C 0.56 Linkto: AV' QV6 5 Area A(Acres) 1.06 acres QVr 6 Approved discharge rate(if applicable) 0.00 cfs QV8 7 Is Seepage Bed in Common Lot? Yes V 2,060 ft3 0%Sediment 8 Set Total Design Width of All Drain Rock W 12.0 ft 9 Set Total Design Depth of All Drain Rock D 5.5 ft Rock Only,Do Not Include Filter Sand Depth or Cover 10 Void Ratio of Drain Rock Voids 0.4 0.4 for 1.5"-2"drain rock and 3/4"Chips 11 Design Infiltration Rate(8 in/hr max) Perc 0.60 in/hr 12 Size of WQ Perf Pipe(Pert 180°) Dia pipe 18 in 1.8 13 Size of Overflow Perf Pipe(Perfs 360°),REQD if Q100>3.3 cfs in 0.0 14 Calculate Total Storage per Foot Spf 27.2 ft3/ft 15 Calculate Design Length L 76 ft 75.81818802 Override Value Required for Chambers 16 Variable Infiltration Window L SWL 76 ft 17 Variable Infiltration Window W SWW 12.0 ft 18 Time to Drain 40.8 hours 90%volume in 48-hours minimum OK 19 Length of WQ&Overflow Perf Pipes 76 ft 20 Perf Pipe Checks.Qperf>=Qpeak; OK where Qperf=CdxAxV(2xgxH) d 0.0313 ft Optional Storage Chambers Note:This assumes chambers are organized in a rectangular layout. 1-StormTech, 1 Type of Chambers SC740 2 Volume to Store V 0 ft3 3 Installed Chamber Width Cw 4.25 ft Installed Chamber Depth Cd 2.50 ft Installed Chamber Height Ch 7.12 ft 4 Chamber Void Factor 5 Chamber Storage Volume,Without Rock,Per Manuf 45.90 ft3/Unit 6 Chamber Storage Volume,With Rock,Per Manuf 74.90 ft'/Unit 7 Total Number of Units Required 0 ea 8 Area of Infiltration Aperc ft2 9 Volume Infiltration Vperc 0 ft3/hr 10 Time to Drain #DIV/01 hours 90%volume in 48-hours minimum #DIV/01 P:\20-145\Documents\Reports\Storm Drainage\ACHD_SD_CALCS_112018 11/16/2020,8:16 AM Version 10.0,May 2018 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. Note this spreadsheet pulls information from the"Peak QV"tab Steps for Seepage Beds Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name SEEPAGE BED#3 2 Enter number of Seepage Beds(25 max) 1 3 Design Storm 100 1QV9' 4 Weighted Runoff Coefficient C 0.52 Link to: 0,,vs 5 Area A(Acres) 1.86 acres 0,V7 ' 6 Approved discharge rate(if applicable) 0.00 cfs QV8 0.v9 7 Is Seepage Bed in Common Lot? No V 4,175 ft3 25%Sediment 8 Set Total Design Width of All Drain Rock W 11.5 ft 9 Set Total Design Depth of All Drain Rock D 5.5 ft Rock Only,Do Not Include Filter Sand Depth or Cover 10 Void Ratio of Drain Rock Voids 0.4 0.4 for 1.5"-2"drain rock and 3/4"Chips 11 Design Infiltration Rate(8 in/hr max) Perc 0.60 in/hr 12 Size of WQ Perf Pipe(Pert 180°) Dia pipe 18 in 1.8 13 Size of Overflow Perf Pipe(Perfs 360°),REQD if Q100>3.3 cfs in 0.0 14 Calculate Total Storage per Foot Spf 26.1 ft3/ft 15 Calculate Design Length L 160 ft 160.2733297 Override Value Required for Chambers 16 Variable Infiltration Window L SWL 160 ft 17 Variable Infiltration Window W SWW 11.5 ft 18 Time to Drain 40.8 hours 90%volume in 48-hours minimum OK 19 Length of WQ&Overflow Perf Pipes 160 ft 20 Perf Pipe Checks.Qperf>=Qpeak; OK where Qperf=CdxAxV(2xgxH) d 0.0313 ft Optional Storage Chambers Note:This assumes chambers are organized in a rectangular layout. 1-StormTech, 1 Type of Chambers SC740 2 Volume to Store V 0 ft3 3 Installed Chamber Width Cw 4.25 ft Installed Chamber Depth Cd 2.50 ft Installed Chamber Height Ch 7.12 ft 4 Chamber Void Factor 5 Chamber Storage Volume,Without Rock,Per Manuf 45.90 ft3/Unit 6 Chamber Storage Volume,With Rock,Per Manuf 74.90 ft'/Unit 7 Total Number of Units Required 0 ea 8 Area of Infiltration Aperc ft2 9 Volume Infiltration Vperc 0 ft3/hr 10 Time to Drain #DIV/01 hours 90%volume in 48-hours minimum #DIV/01 P:\20-145\Documents\Reports\Storm Drainage\ACHD_SD_CALCS_112018 11/16/2020,8:16 AM Version 10.0,May 2018 APPENDIX D - GEOTECHNICAL ENGINEERING REPORT LIMITED GEOTECHNICAL ENGINEERING REPORT BAINBRIDGE SUBDIVISON NO. 11 (MTI, 01/03/2020) MATERIALS 3 January 2020 TESTING & Page# I of 30 INSPECTION b191976g-hmitedgeo AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections Mr. Kody Daffer Brighton Corporation 2929 West Navigator Drive Meridian,ID 83642 208-378-4000 Re: Limited Geotechnical Engineering Report Bainbridge Subdivision No. 11 Chinden Boulevard & Tree Farm Road Meridian, ID Dear Mr. Daffer: In compliance with your instructions, MTI has conducted a limited soils exploration for the above referenced development. Fieldwork for this investigation was conducted from 9 to 10 December 2019. The proposed development is in the northwestern portion of the City of Meridian, Ada County, ID, and occupies a portion of the NWl/4NE1/4 of Section 27, Township 4 North, Range I West, Boise Meridian. This project will consist of construction of a 118 lot residential subdivision to be developed with associated streets. Authorization Authorization to perform this exploration and analysis was given in the form of a written authorization to proceed from Mr. Kody Daffer of Brighton Corporation to Monica Saculles of Materials Testing and Inspection (MTI), on 14 November 2019. Said authorization is subject to terms, conditions, and limitations described in the Professional Services Contract entered into between Brighton Corporation and MTI. Our scope of services for the proposed development has been provided in our proposal dated 5 November 2019 and repeated below. Scope of Investigation The scope of this investigation included review of geologic literature and existing available geotechnical studies of the area, visual site reconnaissance of the immediate site, subsurface exploration of the site, field and laboratory testing of materials collected, and engineering analysis and evaluation of pavement and drainage materials. Our scope of work did not include foundation design. Regional Geology The project site is located within the western Snake River Plain of southwestern Idaho and eastern Oregon. The plain is a northwest trending rift basin, about 45 miles wide and 200 miles long,that developed about 14 million years ago(Ma)and has since been occupied sporadically by large inland lakes. Geologic materials found within and along the plain's margins reflect volcanic and fluvial/lacustrine sedimentary processes that have led to an accumulation of approximately 1 to 2 km of interbedded volcanic and sedimentary deposits within the plain. Along the margins of the plain, streams that drained the highlands to the north and south provided coarse to fine-grained sediments eroded from granitic and volcanic rocks, respectively. About 2 million years ago the last of the lakes was drained and since that time fluvial erosion and deposition has dominated the evolution of the landscape. 2791 S Victory View Way•Boise, ID 83709•(208)376-4748•Fax(208)322-6515 Co www.mti-id.com•mtiOrriti-id.com Copyright Materials Testingg&Inspection MATERIALS 3 January 2020 TESTING & Page#2 of 30 INSPECTION b 191976g-hmitedgeo AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections The project site is underlain by the "Gravel of Whitney Terrace" as mapped by Othberg and Stanford (1993). Sediments of the Whitney terrace consist of sandy pebble and cobble gravel. The Whitney terrace is the second terrace above modern Boise River floodplain, is thickest toward its eastern extent, and is mantled with 2-6 feet of loess. General Site Characteristics This proposed development consists of approximately 23.5 acres of relatively flat and level terrain. Throughout the majority of the site, surficial soils consist of lean clays. Vegetation primarily consists of remnant crop plants and volunteer growth varieties typical of and to semi-arid environments. Limited grading activities have occurred and multiple large stockpiles of material were located along the western portion of the site. Regional drainage is north and west toward the Boise River. Stormwater drainage for the site is achieved by percolation through surficial soils. The site is situated so that it is unlikely that it will receive any stormwater drainage from off-site sources. Stormwater drainage collection and retention systems are not in place on the project site, but exist in the form of curb, gutter, and drop inlet along Tree Farm Way. Exploration and Sampling Procedures Field exploration conducted to determine engineering characteristics of subsurface materials included a reconnaissance of the project site and investigation by test pit. Test pit locations were selected and staked by Kody Daffer of Brighton Corporation. Actual test pit locations were located in the field by means of a Global Positioning System (GPS) device and are reportedly accurate to within ten feet. Upon completion of investigation, each test pit was backfilled with loose excavated materials. Re-excavation and compaction of these test pit areas are required prior to construction of overlying structures. In addition, samples were obtained from representative soil strata encountered. Samples obtained have been visually classified in the field by professional staff, identified according to test pit number and depth, placed in sealed containers, and transported to our laboratory for additional testing. Subsurface materials have been described in detail on logs provided in the Enclosures section. Results of field and laboratory tests are also presented in the Enclosures section. MTI recommends that these logs not be used to estimate fill material quantities. Laboratory Testing Program Along with our field investigation, a supplemental laboratory testing program was conducted to determine additional pertinent engineering characteristics of subsurface materials necessary in an analysis of anticipated behavior of the proposed structures. Laboratory tests were conducted in accordance with current applicable American Society for Testing and Materials (ASTM) specifications, and results of these tests are to be found on the accompanying logs located in the Enclosures section. The laboratory testing program for this report included: Atterberg Limits Testing—ASTM D4318, Grain Size Analysis—ASTM C 117/C 136, and Resistance Value (R-value) and Expansion Pressure of Compacted Soils—Idaho T-8. 2791 S Victory View Way•Boise, ID 83709•(208)376-4748•Fax(208)322-6515 Co www.mti-id.com•mtiOrriti-id.com Copyright Materials Testingg&Inspection MATERIALS 3 January 2020 TESTING & Page# 3 of 30 INSPECTION b191976g-hmitedgeo AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections Soil and Sediment Profile The profile below represents a generalized interpretation for the project site. Note that on site soils strata, encountered between test pit locations, may vary from the individual soil profiles presented in the logs, which can be found in the Enclosures section. The materials encountered during exploration were quite typical for the geologic area mapped as Gravels of Whitney Terrace. Surficial soils were predominately lean clays. Clays were often brown to dark brown, dry to slightly moist, and medium stiff to hard. Organic materials were often noted to depths of roughly 0.5 foot, and disturbed materials, as a result of plowing activities,usually reached a depth of 1.4 feet if present. Sandy silts were encountered beneath surficial lean clays throughout the site. Sandy silt soils were light brown, dry, and very stiff to hard, with fine to coarse-grained sand. Underlying these silt soils in test pits 10, 13, and 14; silty sand sediments were encountered. Silty sands were tan, dry to slightly moist, and medium dense to dense, with fine to medium-grained sand. Many of these sandy silt/silty sand soil horizons contained some degree of calcium carbonate cementation and induration(hardpan). In test pits 3, 5, and 9,poorly graded gravel with clay and sand sediments and clayey gravel with sand sediments were exposed. These clay/gravel mixtures were red-brown, dry to saturated, and very dense. Fine to coarse- grained sand and I0-inch minus cobbles were encountered throughout these horizons. At depth throughout the majority of the site, poorly graded gravel with sand sediments were noted. Poorly graded gravels were tan to gray, dry to saturated, and medium dense to very dense. Fine to coarse-grained sand and 16-inch minus cobbles were encountered throughout. In a majority of the test pits, silt content was noted in the upper one to two feet of this horizon. Competency of test pit walls varied little across the site. In general, fine grained soils remained stable while more granular sediments readily sloughed. However, moisture contents will also affect wall competency with saturated soils having a tendency to readily slough when under load and unsupported. Groundwater During this field investigation, groundwater was encountered in test pits at depths ranging from 9.77 to 14.61 feet bgs. Soil moistures in the test pits were generally dry to slightly moist within surficial clayey and silty soils. Within the poorly graded gravels with sand and clayey gravel with sand sediments, soil moistures graded from dry to saturated as the water table was approached and penetrated. In the vicinity of the project site, groundwater levels are controlled in large part by residential and agricultural irrigation activity. Maximum groundwater elevations likely occur during the later portion of the irrigation season. 2791 S Victory View Way•Boise, ID 83709•(208)376-4748•Fax(208)322-6515 Co www.mti-id.com•mtiOrriti-id.com Copyright Materials Testingg&Inspection MATERIALS 3 January 2020 TESTING & Page#4 of 30 INSPECTION b191976g-hmitedgeo AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections MTI has previously performed 12 geotechnical investigations within 0.45 mile of the project site. Information from these investigations has been provided in the table below. Groundwater Data Date Approximate Distance Direction from Site Groundwater Depth from Site (mile) (feet b s) July 2017 0.30 Northwest 14.8 to 17.3 May 2013 0.30 North Not Encountered to 15.6 May 2005 0.45 East Not Encountered to 16.2 March 2010 0.30 Southeast 10.4 to 13.8 June 2018 0.30 South 14.3 to 14.9 May 2017 0.20 South 11.5 to 11.6 December 2014 0.10 South 14.0 to 17.0 April 2016 0.05 South 11.4 February 2018 0.05 West 9.3 to 13.0 August 2017 0.05 Southwest 6.9 to 9.5 January 2006 0.35 West 12.5 to 13.1 June 2018 0.45 Southwest 14.4 For construction purposes, groundwater depth can be assumed to remain greater than 6.5 feet bgs throughout the year. However, the site is heavily influenced by irrigation activities on the site and surrounding areas. As development continues and irrigation activities have stopped, lower groundwater depths may be seen. Since this is an estimated depth and seasonal groundwater levels fluctuate, actual levels should be confirmed by periodic groundwater data collected from piezometers installed in the test pits. If desired, MTI is available to perform this monitoring. Soil Infiltration Rates Soil permeability,which is a measure of the ability of a soil to transmit a fluid, was tested in the field. For this report, an estimation of infiltration is also presented using generally recognized values for each soil type and gradation. Of soils comprising the generalized soil profile for this study, lean clay and silt soils generally offer little permeability, with typical hydraulic infiltration rates of less than 2 inches per hour. Sandy silt soils will commonly exhibit infiltration rates from 2 to 4 inches per hour; though calcium carbonate cementation may reduce this value to near zero. Silty sand sediments usually display rates of 4 to 8 inches per hour; though induration may reduce this value variably. Clayey gravel with sand sediments normally infiltrate at a rate of 2 to 6 inches per hour; however, relative density and clay content may reduce this value to near zero. Poorly graded gravel with sand sediments typically exhibit infiltration values in excess of 12 inches per hour; however, silt content and the presence of groundwater commonly reduces this value. 2791 S Victory View Way•Boise, ID 83709•(208)376-4748•Fax(208)322-6515 Co www.mti-id.com•mtiOrriti-id.com Copyright Materials Testingg&Inspection MATERIALS 3 January 2020 TESTING & Page # 5 of 30 INSPECTION b191976g-hmitedgeo AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections Infiltration Testing Infiltration testing was conducted in general accordance with the Ada County Highway District(ACHD)Policy Manual. Test pit areas will need to be re-excavated and compacted prior to construction of structures that will be sensitive to settlement. Test locations were presoaked prior to testing. Pre-soaking increases soil moistures, which allows the tested soils to reach a saturated condition more readily during testing. Saturation of the tested soils is desirable in order to isolate the vertical component of infiltration by inhibiting horizontal seepage during testing. Testing was conducted on 10 December 2019. Details and results of testing are as follows: Infiltration Testing Results Test Test Stabilized Design Location Depth Soil Type Infiltration Rate Infiltration Rate (feet b s) (inches/hour) (inches/hour) TP-1 3.0 Cemented Sandy Silt 1.20 0.60 TP-2 5.2 Cemented Sandy Silt 1.0 0.5 TP-3 4.3 Poorly Graded Gravel 10.0 5.0 with Clay and Sand TP-4 3.4 Cemented Sandy Silt 1.68 0.84 TP-5 7.1 Clayey Gravel with Sand 1.44 0.72 TP-6 3.4 Cemented Sandy Silt 1.68 0.84 TP-7 4.8 Poorly Graded Gravel >12.0 8.0** with Sand TP-8 5.2 Poorly Graded Gravel >12.0 8.0** with Sand TP-9 5.7 Clayey Gravel with Sand 1.44 0.72 TP-10 3.2 Cemented Sandy Silt 0.96 Not Suitable* TP-11 5.8 Poorly Graded Gravel 3.36 1.68 with Sand(Silt Content) TP-12 2.6 Sandy Silt 0.96 Not Suitable* TP-13 4.3 Indurated Silty Sand 1.44 0.72 TP-14 3.5 Sandy Silt 1.44 0.72 *Per the ACHD Policy Manual, a minimum design infiltration of 0.5 inch per hour is required. **Per the ACHD Policy Manual, the maximum design infiltration rate is 8 inches per hour. In accordance with the ACHD Policy Manual,a factor of safety of 2 has been applied to the stabilized infiltration rates achieved during testing. MTI recommends that all infiltration facilities be constructed in accordance with the local municipality requirements. MTI must verify suitable drainage materials at the time of construction. 2791 S Victory View Way•Boise, ID 83709•(208)376-4748•Fax(208)322-6515 Copyright www.mti-id.com•mtiOrriti-id.com ght© Materials Testingg&Inspection MATERIALS 3 January 2020 TESTING & Page# 6 of 30 INSPECTION b191976g-hmitedgeo AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections Recommended Pavement Sections As required by Ada County Highway District (ACHD), MTI has used a traffic index of 6 to determine the necessary pavement cross-sections for the site. MTI has made assumptions for traffic loading variables based on the character of the proposed construction. The Client should review these assumptions to make sure they reflect intended use and loading of pavements both now and in the future. MTI collected samples of near- surface soils for Resistance Value (R-value)testing. One sample, consisting of lean clay collected from test pit 2 at a depth of 1.0 to 1.5 feet bgs, yielded a R-value of 6. A second sample, consisting of sandy silt collected from test pit 12 at a depth of 2.0 to 2.5 feet bgs,yielded a R-value of 30. The following are minimum thickness requirements for assured pavement function. Depending on site conditions, additional work, e.g. soil preparation, may be required to support construction equipment. These have been listed within the Soft Subgrade Soils section. Results of the test are graphically depicted in the Appendix. Flexible Pavement Sections The Gravel Equivalent Method, as defined in Section 500 of the State of Idaho Department of Transportation (ITD) Materials Manual, was used to develop the pavement sections. ACHD parameters for traffic index and substitution ratios, which were obtained from the ACHD Policy Manual, were also used in the design. The calculation sheets provided in the Appendix indicate the soils constant, traffic loading, traffic projections, and material constants used to calculate the pavement sections. MTI recommends that materials used in the construction of asphaltic concrete pavements meet the requirements of the ISPWC Standard Specification for Highway Construction. Construction of the pavement sections should be in accordance with these specifications and should adhere to guidelines recommended in the section on Construction Considerations. Gravel Equivalent Method Flexible Pavement Specifications Pavement Section Component' Roadway Section (Lean Clay) Roadway Section (Sandy Silt) Asphaltic Concrete 2.5 Inches 2.5 Inches Crushed Aggregate Base 4.0 Inches 4.0 Inches Structural Subbase 14.0 Inches 8.0 Inches Compacted Subgrade See Pavement Subgrade See Pavement Subgrade Preparation Section Preparation Section 1It will be required for MTI personnel to verify subgrade competency at the time of construction. Asphaltic Concrete: Asphalt mix design shall meet the requirements of ISPWC, Section 810 Class III plant mix. Materials shall be placed in accordance with ISPWC Standard Specifications for Highway Construction. Aggregate Base: Material complying with ISPWC Standards for Crushed Aggregate Materials. Structural Subbase: Material complying with requirements for granular structural fill (uncrushed) as defined in ISPWC. 2791 S Victory View Way•Boise, ID 83709•(208)376-4748•Fax(208)322-6515 Co www.mti-id.com•mtiOrriti-id.com Copyright Materials Testingg&Inspection MATERIALS 3 January 2020 TESTING & Page# 7 of 30 INSPECTION b 191976g-limitedgeo AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections Pavement Subgrade Preparation Plow zones with organic materials were encountered in portions of the site. MTI recommends that the organic materials be removed. For pavement sections placed on native lean clams If plow zones remain after organic materials have been removed, the exposed subgrade must be compacted to at least 95 percent of the maximum dry density as determined by ASTM D1557. MTI personnel must be present during excavation to identify these materials. For pavement sections placed on native sandy silt soils, lean clay soils must be completely removed prior to placement of fill materials for the roadway section.MTI personnel must be present during excavation to identify these materials. Common Pavement Section Construction Issues The subgrade upon which above pavement sections are to be constructed must be properly stripped, compacted (if indicated), inspected, and proof-rolled. Proof rolling of subgrade soils should be accomplished using a heavy rubber-tired, fully loaded,tandem-axle dump truck or equivalent. Verification of subgrade competence by MTI personnel at the time of construction is required. Fill materials on the site must demonstrate the indicated compaction prior to placing material in support of the pavement section. MTI anticipated that pavement areas will be subjected to moderate traffic. Subgrade clays and silts near and above optimum moisture contents may pump during compaction. Pumping or soft areas must be removed and replaced with structural fill. Fill material and aggregates, as well as compacted native subgrade soils, in support of the pavement section must be compacted to no less than 95 percent of the maximum dry density as determined by ASTM D698 for flexible pavements and by ASTM D1557 for rigid pavements. If a material placed as a pavement section component cannot be tested by usual compaction testing methods, then compaction of that material must be approved by observed proof rolling. Minor deflections from proof rolling for flexible pavements are allowable. Deflections from proof rolling of rigid pavement support courses should not be visually detectable. Warranty and Limiting Conditions MTI warrants that findings and conclusions contained herein have been formulated in accordance with generally accepted professional engineering practice in the fields of foundation engineering, soil mechanics, and engineering geology only for the site and project described in this report. These engineering methods have been developed to provide the client with information regarding apparent or potential engineering conditions relating to the site within the scope cited above and are necessarily limited to conditions observed at the time of the site visit and research. Field observations and research reported herein are considered sufficient in detail and scope to form a reasonable basis for the purposes cited above. 2791 S Victory View Way•Boise, ID 83709•(208)376-4748•Fax(208)322-6515 Copyright www.mti-id.com•mtiOrriti-id.com ght© Materials Testingg&Inspection MATERIALS 3 January 2020 TESTING & Page# 8 of 30 INSPECTION b 191976g-hmitedgeo AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections Exclusive Use This report was prepared for exclusive use of the property owner(s), at the time of the report, and their retained design consultants ("Client"). Conclusions and recommendations presented in this report are based on the agreed-upon scope of work outlined in this report together with the Contract for Professional Services between the Client and Materials Testing and Inspection("Consultant"). Use or misuse of this report,or reliance upon findings hereof, by parties other than the Client is at their own risk. Neither Client nor Consultant make representation of warranty to such other parties as to accuracy or completeness of this report or suitability of its use by such other parties for purposes whatsoever, known or unknown, to Client or Consultant. Neither Client nor Consultant shall have liability to indemnify or hold harmless third parties for losses incurred by actual or purported use or misuse of this report. No other warranties are implied or expressed. Report Recommendations are Limited and Subject to Misinterpretation There is a distinct possibility that conditions may exist that could not be identified within the scope of the investigation or that were not apparent during our site investigation. Findings of this report are limited to data collected from noted explorations advanced and do not account for unidentified fill zones,unsuitable soil types or conditions, and variability in soil moisture and groundwater conditions. To avoid possible misinterpretations of findings, conclusions, and implications of this report, MTI should be retained to explain the report contents to other design professionals as well as construction professionals. Since actual subsurface conditions on the site can only be verified by earthwork, note that construction recommendations are based on general assumptions from selective observations and selective field exploratory sampling. Upon commencement of construction, such conditions may be identified that require corrective actions, and these required corrective actions may impact the project budget. Therefore, construction recommendations in this report should be considered preliminary, and MTI should be retained to observe actual subsurface conditions during earthwork construction activities to provide additional construction recommendations as needed. Since geotechnical reports are subject to misinterpretation,do not separate the soil logs from the report. Rather, provide a copy of, or authorize for their use, the complete report to other design professionals or contractors. Locations of exploratory sites referenced within this report should be considered approximate locations only. For more accurate locations, services of a professional land surveyor are recommended. This report is also limited to information available at the time it was prepared. In the event additional information is provided to MTI following publication of our report, it will be forwarded to the client for evaluation in the form received. Environmental Concerns Comments in this report concerning either onsite conditions or observations, including soil appearances and odors, are provided as general information. These comments are not intended to describe, quantify, or evaluate environmental concerns or situations. Since personnel, skills, procedures, standards, and equipment differ, a geotechnical investigation report is not intended to substitute for a geoenvironmental investigation or a Phase II/III Environmental Site Assessment. If environmental services are needed, MTI can provide, via a separate contract, those personnel who are trained to investigate and delineate soil and water contamination. 2791 S Victory View Way•Boise, ID 83709•(208)376-4748•Fax(208)322-6515 Co www.mti-id.com•mtiOrriti-id.com Copyright Materials Testingg&Inspection MATERIALS 3 January 2020 TESTING & Page# 9 of 30 INSPECTION b 191976g-hmitedgeo AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections General Comments Based on the subsurface conditions encountered during this investigation and available information regarding the proposed development,the site is adequate for the planned construction. When plans and specifications are complete, and if significant changes are made in the character or location of the proposed structures, consultation with MTI must be arranged as supplementary recommendations ma.. b�quired. Often, questions arise concerning soil conditions because of design and construction details that occur on a project. MTI would be pleased to continue our role as geotechnical engineers during project implementation. Additionally, MTI can provide materials testing and special inspection services during construction of this project. If you will advise us of the appropriate time to discuss these engineering services, we will meet with you at your convenience. MTI appreciates this opportunity to be of service to you and looks forward to working with you in the future. If you have questions,please call (208) 376-4748. Respectfully Submitted, SS�pNAL FH Materials Testing & Inspection ��. \CENSe, Q 14898 1 V', n T 1/3/2020 F< 9TF 0 F Nick Stevens, G.I.T. Reviewed by: Elizabeth Brown, P.E. /ZgBETH BRO Staff Geologist Geotechnical Services Manager Enclosures: Geotechnical General Notes Geotechnical Investigation Test Pit Logs Gravel Equivalent Method—Pavement Thickness Design Procedures R-Value Data Vicinity Map Site Map 2791 S Victory View Way•Boise, ID 83709•(208)376-4748•Fax(208)322-6515 Co www.mti-id.com•mtiOrriti-id.com Copyright© Materials Testingg&Inspection MATERIALS 3 January 2020 TESTING & Page# 10 of 30 INSPECTION b 191976g-hmitedgeo AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections GEOTECHNICAL GENERAL NOTES RELATIVE DENSITY AND CONSISTENCY CLASSIFICATION Coarse-Grained Soils SPT Blow Counts N Fine-Grained Soils SPT Blow Counts (N) Very Loose: <4 Very Soft: <2 Loose: 4-10 Soft: 2-4 Medium Dense: 10-30 Medium Stiff: 4-8 Dense: 30-50 Stiff: 8-15 Very Dense: >50 Very Stiff. 15-30 Hard: >30 Moisture Content Cementation Description Field Test Description Field Test Dry Absence of moisture,dusty,dry to touch Weakly Crumbles or breaks with handling or slight finger pressure Moist Damp but not visible moisture Moderately Crumbles or beaks with considerable finger pressure Wet Visible free water,usually soil is below Strongly Will not crumble or break with finger water table g pressure PARTICLE SIZE Boulders: >12 in. Coarse-Grained Sand: 5 to 0.6 mm Silts: 0.075 to 0.005 mm Cobbles: 12 to 3 in. Medium-Grained Sand: 0.6 to 0.2 mm Clays: <0.005 mm Gravel: 3 in.to 5 mm Fine-Grained Sand: 0.2 to 0.075 mm UNIFIED SOIL CLASSIFICATION SYSTEM Major Divisions Symbol Soil Descriptions Gravel&Gravelly GW Well-graded gravels;gravel/sand mixtures with little or no fines Soils GP Poorly-graded gravels;gravel/sand mixtures with little or no fines Coarse-Grained <50% coarse fraction GM Silty gravels;poorly-graded gravel/sand/silt mixtures Soils passes No.4 sieve GC Clayey gravels;poorly-graded gravel/sand/clay mixtures <50% passes No.200 Sand&Sandy SW Well-graded sands;gravelly sands with little or no fines sieve Soils SP Poorly-graded sands;gravelly sands with little or no fines >50% coarse fraction SM Silty sands;poorly-graded sand/gravel/silt mixtures passes No.4 sieve SC Clayey sands;poorly-graded sand/gravel/clay mixtures NIL Inorganic silts; sandy,gravelly or clayey silts Silts&Clays CL Lean clays;inorganic,gravelly,sandy,or silty,low to medium-plasticity clays Fine Grained LL<50 Soils>50% OL Organic,low-plasticity clays and silts passes No.200 MH Inorganic,elastic silts; sandy,gravelly or clayey elastic silts sieve Silts&Clays LL>50 CH Fat clays;high-plasticity,inorganic clays OH Organic,medium to high-plasticity clays and silts Highly Organic Soils PT Peat,humus,hydric soils with high organic content 2791 S Victory View Way•Boise, ID 83709•(208)376-4748•Fax(208)322-6515 Co www.mti-id.com•mtiOrriti-id.com Copyright Materials Testingg&Inspection MATERIALS 3 January 2020 TESTING & Page# 11 of 30 INSPECTION b 191976g-limitedgeo AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-1 Date Advanced: 9 Dec 2019 Logged by: Nick Stevens, G.I.T. Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Latitude: 43.66098 Longitude: -116.442152 Depth to Water Table: 12.35 Feet bgs Total Depth: 14.1 Feet bgs Notes: Infiltration testing conducted at 3.0 feet bgs. Piezometer installed to 14.1 feet bgs. Depth Field Description and USCS Soil and Sample Sample Depth Lab (Feet bgs) Sediment Classification Type (Feet bgs) QP Test ID Lean Clay(CL):Brown to dark brown, dry to 0.0-1.4 slightly moist, very stiff. 2.5-2.75 --Organics noted to 0.3 foot bgs and plow zone noted throughout. Sandy Silt (ML): Light brown, dry, hard, with fine to medium-grained sand. 1.4-4.8 4'S+ --Weak to moderate calcium carbonate cementation throughout. Poorly Graded Gravel with Sand (GP): Tan 4.8-14.1 to gray, dry to saturated, dense to very dense, with fine to coarse-grained sand and 9-inch minus cobbles. 2791 S Victory View Way•Boise, ID 83709•(208)376-4748•Fax(208)322-6515 Co www.mti-id.com•mtiOrriti-id.com Copyright Materials Testingg&Inspection MATERIALS 3 January 2020 TESTING & Page# 12 of 30 INSPECTION b 191976g-hmitedgeo AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-2 Date Advanced: 9 Dec 2019 Logged by: Nick Stevens, G.I.T. Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Latitude: 43.66068 Longitude: -116.44033 Depth to Water Table: 12.16 Feet bgs Total Depth: 12.9 Feet bgs Notes: Infiltration testing conducted at 5.2 feet bgs. Piezometer installed to 12.9 feet bgs. Depth Field Description and USCS Soil and Sample Sample Depth Lab (Feet bgs) Sediment Classification Type (Feet bgs) Qp Test ID Lean Clay(CL):Brown to dark brown, dry to 0.0-2.7 slightly moist, very stiff. Bulk 1.0-1.5 2.5-3.0 A --Organics noted to 0.2 foot bgs and plow R-Value zone noted to 0.9 foot bgs. Sandy Silt (ML): Light brown, dry, hard, 2 7-5 8 with fine to coarse-grained sand. 4.0- --Moderate calcium carbonate cementation 4.5+ noted throughout. Poorly Graded Gravel with Sand (GP): Tan to gray, dry to saturated, dense to very dense, 5.8-12.9 with fine to coarse-grained sand and 13-inch minus boulders. --Silt content noted in the upper 1 foot. Lab Test ID M LL PI Sieve Analysis - % - - #4 #10 #40 #100 #200 B 12.4 39 21 100 100 98 91 84.4 2791 S Victory View Way-Boise, ID 83709-(208)376-4748-Fax(208)322-6515 Co www.mti-id.com-mtiOrriti-id.com Copyright Materials Testingg&Inspection MATERIALS 3 January 2020 TESTING & Page# 13 of 30 INSPECTION b 191976g-hmitedgeo AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-3 Date Advanced: 9 Dec 2019 Logged by: Nick Stevens, G.I.T. Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Latitude: 43.66065 Longitude: -116.44078 Depth to Water Table: 10.35 Feet bgs Total Depth: 12.4 Feet bgs Notes: Infiltration testing conducted at 4.3 feet bgs. Piezometer installed to 12.4 feet bgs. Depth Field Description and USCS Soil and Sample Sample Depth Lab (Feet bgs) Sediment Classification Type (Feet bgs) QP Test ID Lean Clay(CL):Brown to dark brown, dry to 0.0-1.6 slightly moist, very stiff. 3.0-4.0 --Organics noted to 0.2 foot bgs and plow zone noted to 0.9 foot bgs. Sandy Silt (ML): Light brown, dry, hard, with fine to coarse-grained sand. 1.6-2.7 4. + --Moderate calcium carbonate cementation noted throughout. Poorly Graded Gravel with Clay and Sand (GP-GC): Red brown, dry to slightly moist, 2 7 6 8 very dense, with fine to coarse-grained sand and 11-inch minus cobbles. --Weak calcium carbonate cementation and calcic bearding on cobbles in upper I foot. Poorly Graded Gravel with Sand (GP): Tan 6.8-12.4 to gray, slightly moist to saturated, dense to very dense, with fine to coarse-grained sand and 10-inch minus cobbles. 2791 S Victory View Way•Boise, ID 83709•(208)376-4748•Fax(208)322-6515 Co www.mti-id.com•mtiOrriti-id.com Copyright Materials Testingg&Inspection MATERIALS 3 January 2020 TESTING & Page# 14 of 30 INSPECTION b 191976g-hmitedgeo AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-4 Date Advanced: 9 Dec 2019 Logged by: Nick Stevens, G.I.T. Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Latitude: 43.66066 Longitude: -116.44115 Depth to Water Table: 9.94 Feet bgs Total Depth: 11.2 Feet bgs Notes: Infiltration testing conducted at 3.4 feet bgs. Piezometer installed to 11.2 feet bgs. Depth Field Description and USCS Soil and Sample Sample Depth Lab (Feet bgs) Sediment Classification Type (Feet bgs) QP Test ID Lean Clay(CL):Brown to dark brown, dry to 0.0-1.5 slightly moist, stiff to very stiff. 1.25-2.0 --Organics noted to 0.3 foot bgs and plow zone noted throughout. Sandy Silt (ML): Light brown, dry, hard, 1.5-5.5 with fine to coarse-grained sand. 4.5+ --Moderate to strong calcium carbonate cementation noted throughout. Poorly Graded Gravel with Sand (GP): Tan to gray, dry to saturated, dense to very dense, 5.5-11.2 with fine to coarse-grained sand and 10-inch minus cobbles. --Silt content noted in the upper 1.5 feet. 2791 S Victory View Way•Boise, ID 83709•(208)376-4748•Fax(208)322-6515 Co www.mti-id.com•mtiOrriti-id.com Copyright Materials Testingg&Inspection MATERIALS 3 January 2020 TESTING & Page# 15 of 30 INSPECTION b 191976g-limitedgeo AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-5 Date Advanced: 9 Dec 2019 Logged by: Nick Stevens, G.I.T. Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Latitude: 43.66041 Longitude: -116.44181 Depth to Water Table: 9.77 Feet bgs Total Depth: 12.1 Feet bgs Notes: Infiltration testing conducted at 7.1 feet bgs. Piezometer installed to 12.1 feet bgs. Depth Field Description and USCS Soil and Sample Sample Depth Lab (Feet bgs) Sediment Classification Type (Feet bgs) QP Test ID Lean Clay(CL):Brown to dark brown, dry to 0.0-1.1 slightly moist, stiff to very stiff. 2.0-2.5 --Organics noted to 0.4 foot bgs and plow zone noted throughout. Sandy Silt(ML):Light brown, dry to slightly moist, hard, with fine to coarse-grained sand. 1.1-5.4 4 5+ --Weak to moderate calcium carbonate cementation noted throughout. Clayey Gravel with Sand (GC): Red-brown, 5.4-8.7 dry to saturated, very dense, with fine to coarse-grained sand and 10-inch minus cobbles. Poorly Graded Gravel with Sand (GP): Tan 8.7-12.1 to gray, saturated, dense, with fine to coarse- grained sand and 10-inch minus cobbles. --Silt content noted in the upper 1.0 foot. 2791 S Victory View Way•Boise, ID 83709•(208)376-4748•Fax(208)322-6515 Co www.mti-id.com•mtiOrriti-id.com Copyright Materials Testingg&Inspection MATERIALS 3 January 2020 TESTING & Page# 16 of 30 INSPECTION b 191976g-hmitedgeo AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-6 Date Advanced: 9 Dec 2019 Logged by: Nick Stevens, G.I.T. Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Latitude: 43.66095 Longitude: -116.44191 Depth to Water Table: 11.01 Feet bgs Total Depth: 12.7 Feet bgs Notes: Infiltration testing conducted at 3.4 feet bgs. Piezometer installed to 12.7 feet bgs. Depth Field Description and USCS Soil and Sample Sample Depth Lab (Feet bgs) Sediment Classification Type (Feet bgs) QP Test ID Lean Clay(CL):Brown to dark brown, dry to 0.0-2.8 slightly moist, very stiff. 2.75-4.0 --Organics noted to 0.3 foot bgs and plow zone noted to L I feet bgs. Sandy Silt (ML): Light brown, dry, hard, with fine to coarse-grained sand. 2.8-5.2 4.5+ --Weak calcium carbonate cementation noted from 3.3 to 5.2 feet bgs. Poorly Graded Gravel with Sand (GP): Tan to gray, dry to saturated, dense to very dense, with fine to coarse-grained sand and 16-inch 5.2-12.7 minus boulders. --Intermittent weak calcium carbonate cementation and silt content noted in the upper 1.5 feet. 2791 S Victory View Way•Boise, ID 83709•(208)376-4748•Fax(208)322-6515 Co www.mti-id.com•mtiOrriti-id.com Copyright Materials Testingg&Inspection MATERIALS 3 January 2020 TESTING & Page# 17 of 30 INSPECTION b 191976g-limitedgeo AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-7 Date Advanced: 9 Dec 2019 Logged by: Nick Stevens, G.I.T. Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Latitude: 43.66122 Longitude: -116.44266 Depth to Water Table: 11.75 Feet bgs Total Depth: 14.5 Feet bgs Notes: Infiltration testing conducted at 4.8 feet bgs. Piezometer installed to 14.5 feet bgs. Depth Field Description and USCS Soil and Sample Sample Depth Lab (Feet bgs) Sediment Classification Type (Feet bgs) QP Test ID Lean Clay(CL):Brown to dark brown, dry to 0.0-1.2 slightly moist, very stiff. 1.5-2.5 --Organics noted to 0.3 foot bgs and plow zone noted throughout. Sandy Silt(ML):Light brown, dry to slightly moist, hard, with fine to coarse-grained sand. 1.2-3.2 45+ --Weak to moderate calcium carbonate cementation noted throughout. Poorly Graded Gravel with Sand (GP): Tan 3.2-14.5 to gray, dry to saturated, medium dense to dense, with fine to coarse-grained sand and 16-inch minus boulders. 2791 S Victory View Way•Boise, ID 83709•(208)376-4748•Fax(208)322-6515 Co www.mti-id.com•mtiOrriti-id.com Copyright Materials Testingg&Inspection MATERIALS 3 January 2020 TESTING & Page# 18 of 30 INSPECTION b 191976g-hmitedgeo AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-8 Date Advanced: 9 Dec 2019 Logged by: Nick Stevens, G.I.T. Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Latitude: 43.66168 Longitude: -116.44179 Depth to Water Table: 12.29 Feet bgs Total Depth: 13.9 Feet bgs Notes: Infiltration testing conducted at 5.2 feet bgs. Piezometer installed to 13.9 feet bgs. Depth Field Description and USCS Soil and Sample Sample Depth Lab (Feet bgs) Sediment Classification Type (Feet bgs) QP Test ID Lean Clay(CL):Brown to dark brown, dry to 0.0-1.1 slightly moist, very stiff. 2.75-4.0 --Organics noted to 0.3 foot bgs and plow zone noted throughout. Sandy Silt (ML): Light brown, dry, hard, with fine to coarse-grained sand. 1.1-5.1 4. + --Weak calcium carbonate cementation noted from 3.3 to 5.1 feet bgs. Poorly Graded Gravel with Sand (GP): Tan to gray, dry to saturated, dense to very dense, with fine to coarse-grained sand and 16-inch 5.1-13.9 minus boulders. --Intermittent weak calcium carbonate cementation and silt content noted in the upper 1.S feet. 2791 S Victory View Way•Boise, ID 83709•(208)376-4748•Fax(208)322-6515 Co www.mti-id.com•mtiOrriti-id.com Copyright Materials Testingg&Inspection MATERIALS 3 January 2020 TESTING & Page# 19 of 30 INSPECTION b 191976g-limitedgeo AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-9 Date Advanced: 9 Dec 2019 Logged by: Nick Stevens, G.I.T. Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Latitude: 43.66162 Longitude: -116.44079 Depth to Water Table: 12.45 Feet bgs Total Depth: 13.7 Feet bgs Notes: Infiltration testing conducted at 5.7 feet bgs. Piezometer installed to 13.7 feet bgs. Depth Field Description and USCS Soil and Sample Sample Depth Lab (Feet bgs) Sediment Classification Type (Feet bgs) QP Test ID Lean Clay(CL):Brown to dark brown, dry to 0.0-2.1 slightly moist, hard. 4.5+ --Organics noted to 0.3 foot bgs and plow zone noted to 0.8 foot bgs. Sandy Silt (ML): Light brown, dry, hard, with fine to coarse-grained sand. 2.1-5.6 4,5+ --Intermittent weak calcium carbonate cementation noted throughout. Clayey Gravel with Sand (GC): Red-brown, dry to saturated, very dense, with fine to coarse-grained sand and 8-inch minus 5.6-13.7 cobbles. --Intermittent weak calcium carbonate cementation and silt content noted in the upper 1.S feet. 2791 S Victory View Way•Boise, ID 83709•(208)376-4748•Fax(208)322-6515 Co www.mti-id.com•mtiOrriti-id.com Copyright Materials Testingg&Inspection MATERIALS 3 January 2020 TESTING & Page#20 of 30 INSPECTION b191976g-hmitedgeo AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-10 Date Advanced: 9 Dec 2019 Logged by: Nick Stevens, G.I.T. Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Latitude: 43.66160 Longitude: -116.44079 Depth to Water Table: 13.47 Feet bgs Total Depth: 14.6 Feet bgs Notes: Infiltration testing conducted at 3.2 feet bgs. Piezometer installed to 14.6 feet bgs. Depth Field Description and USCS Soil and Sample Sample Depth Lab (Feet bgs) Sediment Classification Type (Feet bgs) QP Test ID Lean Clay(CL):Brown to dark brown, dry to 0.0-1.9 slightly moist, soft to very stiff. 0.5-2.5 --Organics noted to 0.3 foot bgs and plow zone noted to L I feet bgs. Sandy Silt (ML): Light brown, dry, stiff to 1.9-5.5 very stiff, with fine to coarse-grained sand. 2.0-2.5 --Intermittent weak induration noted throughout. Silty Sand (SM): Tan, dry to slightly moist, 5.5-7.5 medium dense to dense, with fine to medium- grained sand. Poorly Graded Gravel with Sand (GP): Tan to gray, dry to saturated, medium dense to 7.5-14.6 very dense, with fine to coarse-grained sand and 12-inch minus cobbles. --Silt content noted in the upper 2.0 feet. 2791 S Victory View Way•Boise, ID 83709•(208)376-4748•Fax(208)322-6515 Co www.mti-id.com•mtiOrriti-id.com Copyright Materials Testingg&Inspection MATERIALS 3 January 2020 TESTING & Page#21 of 30 INSPECTION b 191976g-limitedgeo AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-11 Date Advanced: 9 Dec 2019 Logged by: Nick Stevens, G.I.T. Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Latitude: 43.66163 Longitude: -116.43973 Depth to Water Table: 13.80 Feet bgs Total Depth: 15.3 Feet bgs Notes: Infiltration testing conducted at 5.8 feet bgs. Piezometer installed to 15.3 feet bgs. Depth Field Description and USCS Soil and Sample Sample Depth Lab (Feet bgs) Sediment Classification Type (Feet bgs) QP Test ID Lean Clay(CL):Brown to dark brown, dry to 0.0-1.4 slightly moist, medium stiff to stiff. 0.75- --Organics noted to 0.2 foot bgs and plow 1.25 zone noted throughout. Sandy Silt(ML):Light brown, dry to slightly 1.4-5.4 moist, very stiff, with fine to coarse-grained 2.5-3.0 sand. Poorly Graded Gravel with Sand (GP): Tan to gray, dry to saturated, medium dense to 5.4-15.3 very dense, with fine to coarse-grained sand and 7-inch minus cobbles. --Silt content noted in the upper 1.5 feet. 2791 S Victory View Way•Boise, ID 83709•(208)376-4748•Fax(208)322-6515 Co www.mti-id.com•mtiOrriti-id.com Copyright Materials Testingg&Inspection MATERIALS 3 January 2020 TESTING & Page#22 of 30 INSPECTION b 191976g-hmitedgeo AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-12 Date Advanced: 9 Dec 2019 Logged by: Nick Stevens, G.I.T. Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Latitude: 43.66210 Longitude: -116.44198 Depth to Water Table: 13.37 Feet bgs Total Depth: 14.6 Feet bgs Notes: Infiltration testing conducted at 2.6 feet bgs. Piezometer installed to 14.6 feet bgs. Depth Field Description and USCS Soil and Sample Sample Depth Lab (Feet bgs) Sediment Classification Type (Feet bgs) Qp Test ID Lean Clay (CL): Brown to dark brown, 0.0-2.1 slightly moist, soft to stiff. 0.5-2.0 --Organics noted to 0.4 foot bgs and plow zone noted throughout. 2.1-5.6 Sandy Silt (ML): Light brown, dry, stiff to Bulk 2.0-2.5 1.5-2.0 B verystiff, with fine to coarse-grained sand. R-Value Poorly Graded Gravel with Sand (GP): Tan to gray, dry to saturated, medium dense to 5.6-14.6 very dense, with fine to coarse-grained sand and 12-inch minus cobbles. --Silt content noted in the upper 1.5 feet. Lab Test ID M LL PI Sieve Analysis % - - #4 #10 #40 #100 #200 B 22.9 NP NP 99 98 90 71 57.0 2791 S Victory View Way•Boise, ID 83709•(208)376-4748•Fax(208)322-6515 Co www.mti-id.com•mtiOrriti-id.com Copyright Materials Testingg&Inspection MATERIALS 3 January 2020 TESTING & Page#23 of 30 INSPECTION b191976g-hmitedgeo AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-13 Date Advanced: 9 Dec 2019 Logged by: Nick Stevens, G.I.T. Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Latitude: 43.66232 Longitude: -116.44125 Depth to Water Table: 13.38 Feet bgs Total Depth: 16.1 Feet bgs Notes: Infiltration testing conducted at 2.6 feet bgs. Piezometer installed to 16.1 feet bgs. Depth Field Description and USCS Soil and Sample Sample Depth Lab (Feet bgs) Sediment Classification Type (Feet bgs) Qp Test ID Lean Clay (CL): Brown to dark brown, 0.0-1.2 slightly moist, soft to stiff. 1.75- --Organics noted to 0.2 foot bgs and plow 2.5 zone noted throughout. Sandy Silt(ML):Light brown, dry to slightly 1.2-3.7 moist, very stiff, with fine to coarse-grained 2.5 sand. Silty Sand (SM): Tan, dry to slightly moist, medium dense to dense, with fine to coarse- 3.7-8.2 grained. --Intermittent weak induration noted throughout. Poorly Graded Gravel with Sand (GP): Tan to gray, dry to saturated, medium dense to 8.2-16.1 very dense, with fine to coarse-grained sand and 12-inch minus cobbles. --Silt content noted in the upper 1.5 feet. 2791 S Victory View Way•Boise, ID 83709•(208)376-4748•Fax(208)322-6515 Co www.mti-id.com•mtiOrriti-id.com Copyright Materials Testingg&Inspection MATERIALS 3 January 2020 TESTING & Page#24 of 30 INSPECTION b 191976g-hmitedgeo AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-14 Date Advanced: 9 Dec 2019 Logged by: Nick Stevens, G.I.T. Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Latitude: 43.66252 Longitude: -116.44063 Depth to Water Table: 14.61 Feet bgs Total Depth: 16.5 Feet bgs Notes: Infiltration testing conducted at 3.5 feet bgs. Piezometer installed to 16.5 feet bgs. Depth Field Description and USCS Soil and Sample Sample Depth Lab (Feet bgs) Sediment Classification Type (Feet bgs) Qp Test ID Lean Clay (CL): Brown to dark brown, 0.0-1.4 slightly moist, soft to stiff. 0.5-1.5 --Organics noted to 0.5 foot bgs and plow zone noted throughout. Sandy Silt(ML):Light brown, dry to slightly 1.4-4.0 moist, stiff to very stiff, with fine to coarse- 2.0-3.0 grained sand. Silty Sand(SM):Light brown, dry to slightly moist, dense to very dense, with fine to 4.0-7.6 coarse-grained. --Intermittent weak induration noted throughout. Poorly Graded Gravel with Sand (GP): Tan to gray, dry to saturated, medium dense to 7.6-16.5 very dense, with fine to coarse-grained sand and 16-inch minus boulders. --Silt content noted in the upper 1.0 foot. 2791 S Victory View Way•Boise, ID 83709•(208)376-4748•Fax(208)322-6515 Co www.mti-id.com•mtiOrriti-id.com Copyright Materials Testingg&Inspection MATERIALS 3 January 2020 TESTING & Page#25 of 30 INSPECTION b 191976g-limitedgeo AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections GRAVEL EQUIVALENT METHOD—PAVEMENT THICKNESS DESIGN PROCEDURES Pavement Section Design Location: Bainbridge Subdivision Number 11,Residential Roadways,Lean Clay Average Daily Traffic Count: All Lanes&Both Directions Design Life: 20 Years Traffic Index: 6.00 Climate Factor: 1 R-Value of Subgrade: 6.00 Subgrade CBR Value: 3 Subgrade Mr: 4,500 R-Value of Aggregate Base: 80 R-Value of Granular Borrow: 60 Subgrade R-Value: 6 Expansion Pressure of Subgrade: 0.43 Unit Weight of Base Materials: 130 Total Design Life 18 kip ESAL's: 33,131 ASPHALTIC CONCREIE: Gravel Equivalent,Calculated: 0.384 Thickness: 0.1969231 Use= 2.5 Inches Gravel Equivalent,ACTUAL: 0.41 CRUSHED AGGREGATE BASE:- Gravel Equivalent(Ballast): 0.768 Thickness: 0.329 Use= 4 Inches Gravel Equivalent,ACTUAL: 0.773 SUBBASE: Gravel Equivalent(Ballast): 1.805 Thickness: 1.032 Use= 14 Inches Gravel Equivalent,ACTUAL: 1.940 TOTAL Thickness: 1.708 Thickness Required by Esp.Pressure: 0.476 Design ACHD Depth Substitution Inches Ratios Asphaltic Concrete (at least 2.5): 2.50 1.95 Asphalt Treated Base (at least 4.2): 0.00 Cement Treated Base (at least 4.2): 0.00 Crushed Aggregate Base (at least 4.2): 4.00 1.10 Subbase (at least 4.2): 14.00 1.00 2791 S Victory View Way•Boise, ID 83709•(208)376-4748•Fax(208)322-6515 Co www.mti-id.com•mtiOrriti-id.com Copyright Materials Testingg&Inspection MATERIALS 3 January 2020 TESTING & Page#26 of 30 INSPECTION b 191976g-limitedgeo AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections GRAVEL EQUIVALENT METHOD—PAVEMENT THICKNESS DESIGN PROCEDURES Pavement Section Design Location: Bainbridge Subdivision Number 11,Residential Roadways, Sandy Silt Average Daily Traffic Count: All Lanes&Both Directions Design Life: 20 Years Traffic Index: 6.00 Climate Factor: 1 R-Value of Subgrade: 30.00 Subgrade CBR Value: 12 Subgrade Mr: 18,000 R-Value of Aggregate Base: 80 R-Value of Granular Borrow: 60 Subgrade R-Value: 30 Expansion Pressure of Subgrade: 0.30 Unit Weight of Base Materials: 130 Total Design Life 18 kip ESAL's: 33,131 ASPHALTIC CONCREIE: Gravel Equivalent,Calculated: 0.384 Thickness: 0.1969231 Use= 2.5 Inches Gravel Equivalent,ACTUAL: 0.41 CRUSHED AGGREGATE BASE:- Gravel Equivalent(Ballast): 0.768 Thickness: 0.329 Use= 4 Inches Gravel Equivalent,ACTUAL: 0.773 SUBBASE: Gravel Equivalent(Ballast): 1.344 Thickness: 0.571 Use= 8 Inches Gravel Equivalent,ACTUAL: 1.440 TOTAL Thickness: 1.208 Thickness Required by Esp.Pressure: 0.332 Design ACHD Depth Substitution Inches Ratios Asphaltic Concrete (at least 2.5): 2.50 1.95 Asphalt Treated Base (at least 4.2): 0.00 Cement Treated Base (at least 4.2): 0.00 Crushed Aggregate Base (at least 4.2): 4.00 1.10 Subbase (at least 4.2): 8.00 1.00 2791 S Victory View Way•Boise, ID 83709•(208)376-4748•Fax(208)322-6515 Co www.mti-id.com•mtiOrriti-id.com Copyright Materials Testingg&Inspection MATERIALS 3 January 2020 TESTING & Page # 27 of 30 INSPECTION b191976g-hmitedgeo AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections R-VALUE TEST DATA Source and Description: TP-2: 1.0'-1.5', Lean Clay Date Obtained: 9 December 2019 Sample ID: 19-8057 Sampling and ASTM D75: AASHTO T2: X ASTM AASHTO X Preparation: D421: T87: Test Standard: ASTM AASHTO Idaho T8: X D2844: T 190: Sam le A B C Dry Density(lb/ft) 106.9 105.4 103.6 Moisture Content (%) 20.0 20.8 21.8 Expansion Pressure (psi) 0.81 0.48 0.21 Exudation Pressure (psi) 274 212 151 R-Value 7 6 5 R-Value @ 200 psi Exudation Pressure= 6 R-Value @ Exudation Pressure 10.0 8.0 6.0 W 4.0 2.0 0.0 300 250 200 150 100 Exudation Pressure(psi) 2791 S Victory View Way• Boise, ID 83709•(208)376-4748• Fax(208)322-6515 www.mti-id.com• mti(c)mti-id.com Copyright© Materials Testingg&Inspection MATERIALS 3 January 2020 TESTING & Page # 28 of 30 INSPECTION b191976g-hmitedgeo AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections R-Value Test Data Source and Description: TP-12: 2.0'-2.5', Sandy Silt Date Obtained: 9 December 2019 Sample ID: 19-8056 Sampling and ASTM D75: AASHTO T2: X ASTM AASHTO X Preparation: D421: T87: Test Standard: ASTM AASHTO Idaho T8: X D2844: T 190: Sam le A B C Dry Density(lb/ft) 96.1 95.2 94.4 Moisture Content (%) 20.5 21.5 22.6 Expansion Pressure (psi) 0.57 0.36 0.09 Exudation Pressure (psi) 382 239 84 R-Value 36 32 22 R-Value @ 200 psi Exudation Pressure=30 R-Value @ Exudation Pressure 40.0 36.0 32.0 W 28.0 24.0 20.0 ILI 400 350 300 250 200 150 100 50 Exudation Pressure(psi) 2791 S Victory View Way• Boise, ID 83709•(208)376-4748• Fax(208)322-6515 www.mti-id.com• mti(c)mti-id.com Copyright© Materials Testingg&Inspection r Ncu N Z � co ��� � � Q G _ Z 1 1 N WE z 0 -0W W N 0 L .. � o H y =c6 � a ��w Q N J a Q BZ O > -O O -0 W N E m ao F 0 cc N O0 2 -0 >� E Zp co W c a � � U J CL O Q U 'O 0 N 0 Q 0Z a_o J Q � � o N f� N' va �3no��a� ew N of ri a FJ 5FIVLWEFv TIF "� u5 s �i Qdl 3ldl�i 3/lt hl �.. y , if 7 CLQVERLALE RO = �i *._._.S,EAGLE_ID _ z _�_EdC,L'E,RD ,e, > S.E�C;L RD 5 EAGLE RD w - Qb"31 0t1�"S. _ ac r LL �. r LL [ ° ¢ C � uj W IL LU .a D, I MIN°Md duo o N ' o - c Y W J 1�" Ncu a) N Z co W z (1) c W s .. o � a �� w ez ® m wLn a 0 m o o °' mom = gym co G E E .� N m c c w w o -0 o o d � -�0 a"i >o � p 0 n 5 n� s � E ' 3 � � vi- O z W n o n.-- a`� cu Z - co QIL 0 0 m.o N f� Y 3nN3�b bZN3�l I I / I I I , I I I I I I I I I I I I d d® ~ � I I I I I I I I I I I I O N 0 d® H I Q ? I d® O 1 � M 1 d � 1 G G W I \ \ ® \ U I CL 1 \ I I \ \ CL I \ \ I \ 1 1 I I 1 I I 1 II I II I II / I / / II it II / II � - ------- ---- AVMn8VJ33di------ , II II II II I II II BAINBRIDGE FINAL 2019 MONITOR DATA (NRS, 10/10/19) Bainbridge 2019 Monitoring All readings are depth below ground level in inches Hole Bottom 1/5 4/18 5/2 5/16 5/30 6/12 6/27 7/11 7/24 8/8 8/22 9/6 9/20 10/4 Number Depth 9-05 126 126+ 126+ 126+ 126+ 120 118 118 119 118 114 109 109 106 106 11-07 145 145+ 145+ 145+ 145+ 145+ 145+ 145+ 145+ 145+ 145+ 145+ 145+ 145+ 145+ 3-08- 139 136 136 132 133 127 126 125 120 118 115 111 109 105 105 2015 A "+"value following the depth indicates pipe is dry to the bottom and GW is below monitor depth r ! 4 ' r JIM i 01 w 7 d ; 9 !_ dw if To i - - # w 4*0 , - - _ _ PM ; -0 1 • oole Earth - I {- !' loon ft BAINBRIDGE FINAL 2020 MID-SEASON GROUNDWATER REPORT, BAINBRIDGE PHASE 11 (NRS, 7/6/20) U_�,J�UL Consultincl, Soil Evaluations & Data Collection HARLEYR NOE Phone: 208.850.4926 July 6, 2020 Fax: 208.939-8602 Mr Jon Wardle Brighton Corporation 2929 W. Navigator Drive Suite 400 Meridian, ID 83642 RE: 2020 mid-season groundwater report— Bainbridge phase 11 I have completed groundwater monitoring for the first half of the irrigation season on your Bainbridge #11 site. Attached is the data sheet for the first 9 biweekly 2020 readings. Also attached is a map of the site showing GPS locations of all 15 original piezometers. Readings were collected at 3-08 which was installed in 2008. Four pipes were destroyed on March 26"'when they were cutting in the roadways. All other pipes are still in place and being measured. The remaining 12 pipes stayed dry to bottom of the pipe until the June 3rd and June 201 measurements. We will likely see a slow rise in the levels in all pipes. These are very deep groundwater levels and are controlled by the deep substratum pit run material. There are no irrigated cropland or irrigation laterals near this site. At this point the depth to groundwater ranges from 10 to 14.5 feet below ground level. I would not expect any levels to peak much above the 10 foot depth. I have historical data from when this was irrigated cropland that showed peaks of only 3 to 4 feet deep. So, the overall conditions are much drier. I will continue to collect biweekly readings through the end of the irrigation season at the middle of October. At that time I will prepare a detailed report on my 2020 findings. Should you have need for interim data, please feel free to contact me by e- mail. an ed is . ai H RLEY R.INOE Professional Soil Scientist cc w/attachments via e-mail: Kameron Nauahi, Brighton Corporation 5740 N. APPLEmooK W.-!Y BOISE,IDAHO 83713 I i All readingl are:depth below ground/eve/in inches Hole TP ''Bottom at dig Number number Depth 12/9/1.9 3/3 3113 3126 4110 4122 5/7 5/19 613 6/20 712 � 1-20 Tp-1 167 148 167+ 167+ 167+ 167+ 167+ 167+ 167+ 167+ 156 159 2-20 TP-2 163 146. 163+ 163+ DEST DEST DEST DEST DEST DEST DEST DEST 3-20 TP3 146 124 146+ 146+ 146+ 146+ 146+ 146+ 146+ 139 127 139 4-20 TP-4 135 119: 135+ 135+ 135+ i 135+ 135+ 135+ 135+ 135+ 125. 125 5-20 TP-5 137 117 137+ 137+ 137+ 137+ 137+ 137+ 137+ 102 120 122 6-20 TP-6 154 132 154+ 154+ 154+ 154+ 154+ 154+ 154+ 150 138 139 7-20 TP-7 164 141 162 164+ 164+ 164+ 164+ 164+ 164+ 155 143 141 6-20 TP-8 164 148 164+ 164+ 164+ 164+ 164+ 164+ 164+ 164+ 154 149 9-20 TP-9 164 149 164+ 164+ DEST DEST DEST DEST DEST DEST DEST DEST DEST DEST 10-20 TP-10 175 150 175+ DEST DEST DEST DEST DEST DEST DEST DESTI 11-20 FTP-11 176 166 176+ 176+ 176+ 176+ 176+ 176+ 176+ 176+ JE�q 168 12S-20 TP-12 175 160 175+ DEST DEST DEST DEST DEST DEST DEST DEST DEST 13-20 TP-13 187 161 1 185 187+ 187+ 187+ 187+ 187+ 187+ 176 167 164 14-20 TP-14 195 175 195+ 195+ 195+ 195+ 195+ 195+ 195+ 190 183 176 [3-08 2015 - 139 139+ 139+ 139+ 139+ 139+ 139+ 139+ 139+ 131 1371 MINUS value is measured from top of pipe to ground level, BOTTOM DEPTH is value from ground surface to bottom of pipe in test pit W CL U uj im C h Q. 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