CC - Storm Drainage Calcs B & A Engineers, Inc.
Consulting Engiheers & Surveyors
5505 W. Franklin Rd. Boise, ID 83705
Phone. 208.343.3381 Facsimile 208.342.5792
I
Allmon SuWiVi5bn
Drainage Report
May 2020
PRO
G �
N4116
IrD
�' F Of ��
Contents
♦ Narrative Overview Page 3
♦ Calculations Page 4
♦ Soils Investigation Report Page 14
♦ Drainage Basin Map Page 35
Page 2 of 36
Narrative Overview
Allmon Subdivision is a residential subdivision located on the west side of Locust Grove Road,
south of Chinden Road and immediately west of Dunwoody Court in Meridian, Idaho.
Allmon will utilize sub-surface seepage beds to infiltrate storm water generated from public
roadways. Once constructed, the sub-surface seepage beds will be maintained by the Ada County
Highway District. There locations are all in common areas to be owned by the owners' association of the
subdivision.
Included within this report is a Limited Geotechnical Engineering Report dated 18 November
2019 and prepared by Material Testing and Inspection, Inc.
This report has indicated that there are a number of site specific criteria within this development
for developing storm water infiltration facilities. The report has indicated that seasonal high-groundwater
was not encountered during testing, but is anticipated to remain at depths greater than 20 feet below
ground surface. Design infiltration rates are 8-inches per hour in the soil strata that is approximately 8 feet
deep(in the areas of the proposed seepage beds).
During construction, after excavation, the contractor is required to perform an infiltration rate test
at the level of infiltration to confirm or alternatively mediate for the measured infiltration rate.
The report also provided an R value of 6 via testing and recommended pavement cross sections
for the local roadway in the development:
Local Road:
2.5-inches asphalt pavement
4-inches compacted 3/a-inch base
6-inches pit run sub-base
The report did not provide information on collector roads, but we presume the requirement will
be:
Arterial Road:
3-inches asphalt pavement
4-inches compacted base
26-inches pit run sub-base
Page 3 of 36
Calculations
Page 4 of 36
ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method
NOTE:Thin wemhslwot Is Intended to be■huldebw to standardha ACHD dwAWg of dralnaEe calculations and shag not"wince the fnghrods calculation methodology Those
ukulatkns shelf esludikh a minimum requirement The fryl %mellwdekp must resuh In facilities that meet or mood these calculations In order to be szoo tad.
User Input In yellow eels.
1 hoject Name Allmon Subdivislon Basin-A-
2 Is area drainage basin map provided? Yfs
fmap must be Whded adth ctamwaeer Cakukhancj
3 Enter Design Stamm 110OYearor ZS-Year With IDD-Year Flood It"el too
A Enter number of storage Fariptses 125 Mani _
.. nrsin Shr,a?A—SuhbaYm ❑
SubbnM SubbuN Subbasln Subbodis Subbasln Subbaslo Sutilli Subbosin
1 Subbasin 2 S d S SAW"6 T At 9 to
3 Aizaal Deainage Sabbath(SFaAcresl SF 9lr428
Avol 0.72
6 Determine the Weighted Runoff Coefficient(C) 0.60
Cr11C1sA1i•IC2M2NICna4nlvA weighted Ar 0.60
7 ku4le Orer7arM Flaw Time al Concentration In (Tri a use default 10 m .�.e
min tE!sn Est mated RrrraN[Dell.rots for Various 5rafau
Twry 0f su iaC.e Runoff Coeffkicnts•�
Determine ie a average r R1—j1N[emiryiil ram to Curve sed on Tr sc and-
9 Cakulate the Post-Devekgmem peak discharge IOPeall 4,,,
_ M` ocean rwrEreemeeds -a.bQ70 .-- .-.
Pwsanusl
10 Calrutafe total runoff vol lta sizing primary storage) 4 T,etg taratr f.a.rh 0.33-0.'l0
n
M ng ���� srrxt.ra.rev a.eo-0.n
V•Ce(Tn6D}Ax3600 brManaNl_N� 0.7570 40
1t CakuUle Votumect R-rolFBed"tvn Vrr Apar[menttxwWrg iiw— 0176
Enter Percentile Storm 119Sth pegs mule•0,60InF
tram ryas 040
Enter Runoff Reduaian Vol(9Sth Percenuk•0.604i x Area c Q V, g}F h nrwr r _ 090
rit Prq.Cwnarrrrn
12 Oelentbn:Approved Discharge Rate to Surface wafers(d appliuWe) ot".25
armppaund, .0.200199
a.aroodvard raaa O.76Ap___
13 Volume Summary
Surface Storage:Basin sire's:
92s1n Fmebay w LID i. Avh-h o.as
Corrrn� O.as
Primary Treatment/Storage Basin v z W. arxa ass
Subsurface Swage Pants b.gs
rn Yotue Without Sediment Farlar{See B1AP 20 Tab} v 1491, f-K" 0,Fes,saner We -�Y5� —
90pr A 0 C 0
rear:0.2s OAa oaf 0.1y 0.
Awrap:2ils OOa O.12 O15 0
seep,. dA1 �au 0.13 I.
MaerW Irem AYE
E.{-20BFILE\TCDS\Sswm Drainage\ACHD SD.CALLS,A slam Sf13/21120,11:e5 AM
Version 10.5.November ZOLB
Page 5 of 36
ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method
NOTE:this"ealveet Is Intended to he a gufdellne to standatdNe ACHD cfu4khq of drainage calculations and dull not replace the EnENeefs calculation rrr.0—&Anps.These
calculations shell estalikh a rnWmwn regWremenL The Englnaer's mehhddekpy must result In 4nOOK that tent or exceed these akuh tons In c rdw to be accepted.
Harr�..1g t7rr R,c.ana I inn ho�nkvlat.d�e rose drve�pmene ,�
, F.2¢-darelo meni Real inrrea»num6crol ctur.N facilities to create new ta61
Use,Input In Voffuw coils,
1 Project Now Allmon SubdMilon Basin'A7
2 x area drainage basin map praeided7 YES
(mop must be Included aft srormrrorer cokWotr 11
3 Enter Design Storm(100-Year Or 2S-Year With 1Pr Year flood Rout el 23
4 Enter number of storage facilities(25 mall I _
:stk te Strow Acort Subhssun []
Subbosin Suebasist SuMosin Suaeadn fuekack5 fueetaln�Subbuln suaatdn
t Subbadn2 9 4 S Subhadn6 7 a 9 to
S Area Of Drainage Subbaskl(SF Or Acted ry.,.SF e1.427
Ace 0.72
6 Determine the weighted Runoff Coef lent(C) 0.60
Caqu.A1)a4C2xA2)4(emAn)VA Weighted 0.60
7 Cakufate Overland FIOW Time of CoacentratlOn N Minutes(T-)w use default 10 Riw C bAne
min 16 Hh Estimated AunO1T Coefl:ci_enls sae Varlaus SexFa[.
Tjt6e OT Surface _ Rwsoff Coclfwjents"c
terminos a>lrer>ge raina'Isntemity Ul'rom IX Curve based on Tc Ls5 Bush-
9CalculatethePost-Development peak discharge(OPeak) Qr,y 8. } Dr4r as 0.700.a3
tareari.n_n.Igignea.na•e. O soo.7o
aesedratw
10 Calculate total runoff vol(V)[for siring primary storage) v fffF5 w- sftwf mar 0.550.56
M•nN.m•r _o PO-73
00 -
V-C.(TC•60]A,36 R•erd•nmal{m•1{ 0.250.4a _
11 Calculate Volume of Runolf Reduction Vre ay.mm.m ovreaMe a...s 0.70
Enter Percentile Storm I(95th percentile•0.60 in) 95th p-6p m tMu.Vlal antl ee"w"a"at
Enter RunON Reduttien Vol 19Sth Percentile-0,60-in x Area x C) ° 935 „ tta«y•.•n _„__o.w __
12 Detention:Approved Discharge Rate to Sudaee Waters{d applic ibfe] 'it vow.,c«n.s«!n, 0.109.25
n:yaraa�d. '0.200.55
Ranrer0 yard area. O 240.40
13 Vdume Summary ,u+.r�rar.dxas ,o to-P,30
Surface Storage:Basin sw•st
Basin Forebay 'f jW *• AsphaR 095
o-25
Primary Tmatment/Storage Basin r 4" but all
Subsarlate,staragc Reef, 095
Volvmi,Wdhoul Sediment Factor(See SLMP 20 Tab) V LC75 075
�FieW.'Sandy mp sou Type
yap, A e C D
It":p-M ea lna2 ash 1,
Avwnn3; Z ail its I.
el7 +Ola 0.7i 10.
--Aeapt•a rrpn AXT
E\-P0BFILE'%TC0S%Storm Drainage\ACHD 50 CALC".akm $l1312020,tt=45 AM
Version 10 S.Nmembirr 2012
Page 6 of 36
ACHD Calculation Sheet for Siting Seepage Bed With Optional Chambers
NOTE:Thk wmrYsMat Is Irttnded to be a gulde0ne to standardita ACHD choddrig of drainage calculations and shall not replace the
Ertginedi nlcrdatfon methoddogy.Thew calculaOens shall esahlfsb a minimum rerttdremenL The etpnettfa rrtethadalagy must result in
f WM"thatmeetorexceedthesealudatlenslotordertobeaorapoed.
Nttcethis spreadsheet Polls Warmadonfran the'PealtQV"tab
Calculate Poit.Oevetopmmt Flows(for pre.davelopment floors,Incase number of storage foduties to create new tab)
User input In yellow cefb,
1 Project Name Allmon Subdivision Basin'A'
2 Enter number of Seepage Beds(25 man) I
I oesign Storm t:M
4 Weighted Runoff Coefficient C d' ;ns 1P Qv 7tuSS —--
5 Area A(Acresl 0.72 acrr
6 Appmved discharge rate(if applicable) O.00 CIS
7 is Seepage Bed in Common tot? yes V 11496 I,
8 Set Total Design Width of All Drain Nock W ,2.O k
9 Set Total Design Depth of AB Drain Rock 0 0.1 4
Rock Only,Do Not Include Filter Sand Depth or Cover
10 Void Ratio of Drain Rock Voids 0.d
0.4(or 1 5'•2-drain rock and 314"Chips
11 Design tnfiltration Rate 18 in/hr magi Pert: 1,00 ,r,Tr
12 Size of WO Ped Pipe(Pert ISM INa pipe :H r
33 Sire of Overflow Pert Pipe{perfs 360c(,REOD if QIODs3.3 cts
14 Calculate Total Storage per Foot Spf 4S6 r!f!L
1S Calculate Design Lengtx k 32 Ft
Override valve Required fm Chambers
16 Variable lnfdtration Windows SWL 12 ri
17 Variablelnfiltration Window W SWW 1 A i
18 lime to Drain
I)Mvolume In 49-hours minimum
19 Length of WO&Overflow Ped Pipes 1J N
26 Perf Pipe Checks.Open!>.Qpeak,
where Operf-CdsAm$2ag.Hl
Note This assumes dumben areorganimcl in a reetainguLar iayout.
1 StvmTech
I Type of Chambers SC740
2 Volume to Store V 0 k'
3 Mailed Chamber Width C1v 4.25 R
Installed Chamber Depth Cd 2.5O ft
Installed Clamber Height Ch 7.1 ft
4 Chamber Vold Factor
5 Chamber Storage Volume,Without Rod[,Per Manuf 45.90 ks/UnIt
6 Chamber Storage Volume,With Rods Per Manuf 74.90 ksNnit
7 Total Number of Units Required 0 ea
8 Area of Infiltration Aperc ftr
9 Volume Infiltration VPerc 0 hs/hr
10 Time to Drain hours
90%volume in 48-hours minimum
E,1.1O8FILEITCM`I$lorm DnlnM%ACHD_50.GLts_A.xlsm 5114/2020,10:41 AM
Version 10.0.May 2018
Page 7 of 36
ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method
NOTE:%h workshest IF Intended to he a guldellm to standardde ACHO chetklM of drainage rMcuytlons and shag not replace the Eryhteer's calodallon methodology.Thou
calculations shag ettabilsb a minimum requirement.The Engineer's methotha ern snwt rewh In faciRtes that meet ar eaeeed)hest cakuytlans in order t9 be aetepted.
Ra ea
. yl�gL�:3±e4jme owe�I ,e num4era .alN fadlitces ta>:rem,r.,jn lab[
User input w YeBow celH
1 project Name AFmon SubdhHHon Begs,
2 is area dial-V basin map pro„I0ed7 YES
fmop must be included 11th stor—ter cvkuktions)
3 Enter Design Storm(IMYe is,2S-Year With 100-Year Flood Route) too
4 fnter number of storage fac0dles US masj
00 w$hkw More Ubbni. (71
SubbasM Su44asirs Subbialn Subbasin SubbarM Subbasin 9.0Msh1 Subbasin
1 Subbasin 2 3 4 5 Subaasln a 7 a 9 10
f Arr-of Dka—ge Subbasin(SF or Act") SF 110,994
Ac,c 2.23
b Oetermhle the Weighted Runoll Coetfrdent(C) 0.60
C-I(CI.Aijr(CZxA7;•(Cn-Mjj/A weithtedA.1 0.60
7 Gkuyte Orrrynd F Fan Tme OF CcrKr}traBanAMinules(Tc)or use defwtt 10 jUst, Mayte
mFi f9 tq1 EsUmaled Run01F:c,HFtirnts for Various SurTao-
_Type of Surface _Runoff COeffkients't
41 ermare die Menge ralnaR mtenity,i)drams Onve based on rc I LA swsn.n
y CAkuyte the post-00e016pment peak distharge(Qpeak) Cb 3.gg D—ni-- 0.70-095
Man Mlghearh.adr 0504"
R.W.nrLt
lln4lr/Nwh 10 Calculate total runoff vol(Vj t IFOr siting primacy storage)
age) y 4,614 h Mae.rames oaoa.as
V-0(Tcr60)A•3600 ats:o.a .
11 Calculate VolWme of Runoli Reduction We Aputrnrai O.r.elrq Arent 0.70
Enter peccontila Storm I 19Sth percentile-0.60 In) 95th 0.60 ,n tne,nlriN rwcammerel.l
tlahtwn 0.a0
Enter Aunelf Reduction Vol(9SIh per cemile-0,60-in 1 Area x C) y. 24% h H.aw was 090
A?Detention:Apprnved Edscharge Rate to Surface Waters IIf applicable] cols r.A.C.alrt«-n 010-0
ruyfrer-wF 029Q35
earaae aNd arur __0._]0_QIO
13 Volume Summary u-.-+IorMNHa -0.70010T
Surface Storage:Basin Sir..et
Basin Forebay y 4fil Asphph 0..9
Cent-et. 0.95
Primary T,raiment/Storage Basin 4 #,ble 1', and 0.95
Subsurface Storage Rapt, 0.95
Volume Without Sed.menl Factor(See BMP 20 Tab) 5 4A74 1` 'Gra.N 0.75F,*k%sandy Iw ,see TY"
11aPa A a C O
nN:O-M 0.04 007 0111 1 0,
A Sa-24% 009 0il 0-15 0.
sarfacs 0la 0is 02i io.
Adapt,dllam ASCt
E.%.IOBFILE%FCO5\Stwm OraMage\ACHD 50 CAMS B..'— S,fIUM&ti-52AW
Ve-10 S.Nmember 2019
Page 8 of 36
ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method
NOTE:This rrorksheet k h7tarsdad to M a ge1de11nP W fsardaad4e AplO checMry of drak%0p cdculatlon7 and slteB not npkace tM gng4rerrs calalatlan fftethad0logy.These
calculations shag establish a minkrwm requfrememl.The Englinees nwdwdolegy mutt aefult In faufAMles that meet or exceed Men calculations In order to be accepted.
User Input le yellow sells.
l project Name Allmon Subdirislon Bash"B'
2 is area drainage basin frets provided? YES
(mop must be Included with stamlivater cokufatimso
3 Enter Design Storm(100-Year w 2S•Year With 100•Year Flood Route) 25
e Enter number of$Wage facifi0es(25 re")
r1ekw Show More Subb". ❑
SubbnM Subsnim Subbasln SubbaSln Stalfbasln Subbasln Subbasht Stubbeum
1 Subba$N 2 3 a S 5e1fbasin 6 7 B 9 TO
S Area of Drainage Subbaslo(SF or Acres) SF 110,994
Aoli74 2.23
6 Determine the Weighted Runoff CMf fiat ICI 0.60
Cai(CI.AIIa(C2xA2)•(CnxAn)VA Weighted Avg M60
7 Calculate Overland Flow Time of Concentration in Minutes(Tcl or use delauh 10 tUw
mi. ]gib Estimated Runoff Coefb rnis for Various Staraac,
Tyre of Surface Rur1olf Coefficients-1
[ermine Me average rNnfaR intensity(J)sity(1j hornlDF Curse based On T[ u ownrpw On ereaa a70-0.t5
9 Calculate the Post•Develppment peak discharge(QPeak) Or,,, f, r awrww
un em n.yw.,wye.ss a5o,0.70
10 Calculate total runoff vol M Nor siring primary%Image) v 4,634 ft,
1P,tla lenWY affA90
Mtelifamry
V.CI(TvbOW36M nnud.nwrL:q assom
11 Calculate Volume of Runoff Reduction Wr Apenrerna Ceea" Area' O.iP"
Enter Percentile Storm I(95th percentile a0.60 in) 9Sth 0.60 M Indodifs end C—wbal
Sytaf ones O p
Enter Runog Reduction Vol(95th Per[entiiea0.6Pin a Area a C) V. 2,896 ft Is*wa emu 0.90 _
12 Detention:Approved Discharge Rafe to Surface Waters lit appliable) kfs per$a.CeeeNMM4 �01P0.2s
McY�raaMr �__axooss ___
Raieatl Yard sir_ Q20-0.a0
13 vulumesummary _p'�r9Ro"ed_a ...-- �asoa-w -.
Surface Storage:Basin
Basin Fwebay v asl Awhift
Co„er.r. on
primary fmatmentAtwage Brit- v a.1 F0 erlrk 0.15
Subsurface storage �Oa1f P:as
Glewr 0.75
volume Wnhaut Sedunent Factor(See BMP 10 Fab) F.Aft:Lndtrae0 5.61 Type
614- A a C p
Flat o-311, 0.01 a07 O.II 0.
A—ft..24es PO! 0.12 0.13 0.
31Mp.16% 013 0.1a 0.73 0.
Adapted from apt[
EbfOBFrlE1TA0S�Stwm OrainagelACHO_SD_CAIM B.alsm S113/2020,1 LS7 AM
version 105.November 2018
Paize 9 of 36
ACHD Calculation Sheet for Sizing Seepage Bed With Optional Chambers
NOTE.This umrkfha rt Is Intended to be a grrfdeUm to standardbut ACHD checking of drama calttdationt and shall not replece the
Enginnh calculation methodology.These calculations shall establish a minimum reguiremem.The Engineers methodology must r"Uh 1n
fadlldes that meet or etcaed these alndatiom In order to be accepted.
Note tits spreadsheet pugs Information from the'Peak Ci V'tab
Calculate Post-Derekpment Fkters(for pre-c nelopment:Haws,Incase number of storage twines to create now tab)
User Input in yellow,ails.
1 Project Name Allmon Subdivhlon Basin'B"
2 Enter number of Seepage Beds(25 maxi 1
3 Design Storm too
4 Weighien ftuno4 Co ilfrciens C I..s io
Y
5 Arta A]Acres)
6 Approved a scharge rate(if applkoble)
71s Seepage Fled nCommonlot1 No V f..K6 It
B Set Tonal Design i idth of All Drain Rock V, 64h
9 Set Total Design Depth of All train Rock 0 2 t it
Rock Only,Do Not Include Fdter Sand Depth or Cover
10 Void Ratio of Drain Rock Vc di 04
OA for 15'.2"drain rock and 3/4'Chips
11 Design Inhllralmn Rate IS in/hr mare) Perc 8 O3 it-'hi
12 Site of WQ Perl Pipe(Pert 1B0°) Dia pipe
13 Size of Overflow Pert Pipe(Perk 360°),READ if Q100>3.3 cfs #ten
14 Caw utate Total Storage per Foot Spf 21 4 h'rh
15 Calculate Design length k PSI h
Ovrrride Value Required/vr Chambers
16 Variable lrhllration Window I 5'ni 2es h
If Yarfableinfihrativn WmdewW 4Y.w, EA 4
18 Time to Drair
%%vofume'n 48-howsminimum
19 length at WQ&Overflow Pert Pipes 18 s h
29 Pert Pipe Checks.Operf—Osheak,
,here Qperf.CdxAx,Ij2rg,H'
fimme:This assumes chambers are organUed in a rectangular Wyout
1-StgrmTech,
1 Type of Chambers SC740
2 Volume to Store V 0 fts
3 Installed Chamber Width ow 42S R
installed Chamber Depth W ft
Installed Chamber Height Ch It
4 Chamber Void Factor
5Chamber Storage Volume,Without Rock,Pei Manur 45.90 hsfuni'
6 Chamber Storage Volume,With Rock Per Manul le.9U tts/Unit
7 Total Number of Units Required fl Ira
B Area of InOlU80cut Apes h'
9 Volume Infiltrallon Vperc O ft'fhr
10 Time to Drain Ne•a�s
90%Volume 61 48-hours minimum
E.k-FOB FIIEliTCOSWorm Drainage\ACHD SD CMCS_B ism 5114f702O,10:49AM
Ve-slon 10.0,May 20!8
Page 10 of 36
ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method
NOTE:7hk erta theet is hnerded to be a gtddeano to seardptdke AM checking of drainage ukulatlims and droll not replace the trrgirimi w1culatlon mothodology.Thew
calculations shall establish a mfnknum waufrinw nt.The Engblee/s methodology must retuk In FarAties that meat or weed thew cokubtlom h ender to be accapgd.
User Input in vegow ceps.
1 Project Name Almon Subdivision Bash'['
2 Is tea drainage basin map provWeO YES
(map must be included with swrmwater cokukirk mj
3 Enter Design Slptm I100-Year ar 25-Year With 100-Year Flood Route) 100
a Enter number of stwage lacai[ks(25 may
QRktoSMw More Suhb"m ❑
Subbesln Subbasin Subbasin Subbasin Subbasin Subbasin Subbasln Subbas(n
E SubbaWs 2 9 a 9 Sabbasin 6 7 B 9 to
S Area of Drainage Subbasin(SF or Acres) SF 110.932
Act 2.ss
6 Determine the weighted Runoff Coefficient(CI 0.60
C•[(C3eA11rle2-A2)rlCmiAn)YA Weighted Avg o6D
7 Calculate Overland Flow Timed Concentration in Minutes(UP or use default 30
min Wawa Estimated Runoff Coefficients for Various Surface
TpFo of Surface Runoff Coefficients.N
Determine the average WOW Intensityli)loom lDF Cum based orsTc s awrwr
9 Cakulate the Post-Development peak discharge(OPeak1 Oownt are. 0.7"95
F Urban 050470
st ut.e.a eY o lsaso
10 Calculate total runoNvdlVl(for aft primary storage) W t,su fi Mu11iIr„ir ,o.aoa.n
V-Ci(rc-6o♦A=3600 ReCleenne_��nn.rj a:so+o
11 Calculate Vdumeof Runoff ReductiorVrr AP.nmem 0wa131rra Arw 4�0
Enter Percentile Storm l(9Sth peran tile-0.60 4.1 9Sth 0,60 w Indrratrialrrd C«.W
c4M ter 0.00
Enter Runoff Reduction Vol(9Sth Per,ensile-0.6Din x Area x C) "' 3,300 h sN.ri re _ o.so _..
12 Detention:Approved Discharge Rate to Surface Waters lit applitable) xis trss.Cemrrrr P30-0.2s
navJrauna. '0.20 ..35
RaieW errs croon 0.2041"a0 _
13 voIYme$ymmrY l!liix4n 0.t0-0!O
Surface Storage:Basin bueeb
Basin Fwebay p S29 r AephW assCorrcrra ass
Primary Treatment/Storage Basin v e.75� cries _0.11
Subsurface Swage R.O.,J.........u..._......., 035 �._�....
Volume Without Sediment Fartoo{See BMP 20 Tab1 4 5.281 Gavel 0.75
lNW1:Sid/Send/sea Sne Tgpi
y,ee A a C 0
F let:04% 0.04 Q07 0.1t 0
Average.24% 009 all 15 0
Setif aeY as,
0.1s I x, 0.
Adapted From AYE
E�IOBFILE\YCOS�Starm Dra"*VtCHD SD—CA1CS_C.s Ism 511 312 02 0,11 39 AM
Versions 10.S.November 2019
Page 11 of 36
ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method
NOTE:TM twrksheH Is Imartded to be a guldebrYe to standardize ACHO checking of drainage raludaHens wel"net replan the Esigineer's cakutardam mHhedelegy.These
calculations shop establish a minknum nqulrense0l.The En$VdWS M0000 l W must retch in tadAtl!l lhel mM Or WaW these tokublbm Is crrdx to be Sampled.
Fwt•o..eJoomswt Flora ttor aim�dmreirntant flaws_inf ieasm numbx of stweae taelaes ie ueate..ar tabY �
User Input In Yellow tells.
1 proka Name Allmon Subdivision basin'['
2 is use drainage basin map provided? YES
(mop must be included rlfh star n"fer cekofnt.bns)
3 Enter Design Storm JIMYesr or 21i-Vear with 10)-Year Flood Route) 33
e Emer number of storage fmilities(25 mu)
Clack to Sher sA6 N CI
Wbbacln %hbaisn subbasln Subbase subbatib subbaWt suh%a Q suk►asln
1 Su bba.b,1 S d S Subballn 6 7 g 9 10
5 Area Of Dro"t,Subbasin(SF or Acres) _ 1F 110.932
Acr 2.SS
6 0eterml rya the Weighted Runoff CoefWent(q 9.60
Car(CIaA11•I12aA2)i(CnaAn)((A Weighted Am 0.f0
T calculate Owbad Flow Time of Concerdratton in N%nutes ITQ or use default 10
me W His Estimated Runoff Coefikients for Various Surfac.
.Ts�}rtof Surface Runoff coefficientsR
Determine the average rasnfae Mensity 1q From IDF Cure based on Tc 1_bs ^a"'i+i"'
V Cakulate the Port-Oevelopment peak discharge fQPea1) Do -4ihW o7 "
+ #,16 sr.o.e n.lenee.need. osoaw
Raidamlo
10 Calculate total runo'f vol M(fw siring primary storage) v g.396 +i Seyl.Y.may a3sA30
MunH.m+2 Oeo 75
V•ti(Tc-60µa3b00 R.ud.nnal(rv..l( -_a2",4
11 Cakuiaie Volume of Runoff Reduction Vrr Aprem.nl 0—oft ar..s 070
Enter Pmentile Storm 1 95th snaushsal aw Ce.n.na.d
I Fur[ensile-O.fiO ktl 951h 0g4 ^ uah.wu lose
Enter Rur.o+f Reduction Val 1951h Percent le,O60.un aArea a C) 4- 7.3110 h irwrwn _ .ow
12 Deientow Approved Discharge Rate loSurfate Waters fifaspl"ble) Cl. vrE.,cw..t..... 0200.23
rieve.w,ad. 02 3S
e+sMsaa Vard area. 0 2oaa0
13 Volume5ummary _l—wg.d-.raa, -o1c,o,"
Surface Storage:BaOm smw.
Basin Forebay v 390 ASPhaft ari
Ca+.oasa a.ss
Primary Treatme-Otwage Basin s 3AI6 11t& loss
Subsurface5torage ' I-*Is
Volume Witho(W-meet factor(See BMP 2D Fab) u 3,796 f ruws:lonely sae sae Type
slo" A a C 7I b
rim:012% ani ae7
Av W 2.#k a.o9 ask
seep+F% 013 O.le 0.23--
0.
j!jW.d fin itKL
E\-1011fILE�705%Stwm Drainage{ACHD SO_CALCS_C.rhm S/13/2020,11-e1 AM
Version 10.S,November 2019
Page 12 of 36
ACHO Calculation Sheet for Sizing Seepage Bed With Optional Chambers
NOTE"Is warksheet Is Intended to be a grddellne to standarclies AM dwddm of drainage plclrla lone and shall not replace the
Engir"i's cakulatkm nWhodolpdy These ralaiaDduts shall establish a minimum requirement.The Ertgineeds methodology mwt rowlt in
facilities that meet cur eaaad t rase cakulatlem in order to be accepted.
NOW this WwAheat Itdamatsen from the-ftA QV-tab
Calculate Post•Development Flows(for pradevelopwaid float,increase number of stamp FadONes to dreah new tab)
User Input In Olow cells.
1 Fmim Name ANmonwbdirhbn Basin"C"
2 Enter number of Seepage Beds{25 dn") 1
1 Design Storm
4 Weighted Runoff Coefficient C O.TrO Link te: 44 toss
5 Area A(Acres) 2.55—S
6 Approved discharge rate(R applicable) 3,00 Cis
7 Is Seepage Bed in Common Lot? Yes V 5.281 hr rN W.,.rr„
8 Set Total Design Width of Ali Drain Rock W k 0 r
9 Set Total Design Depth of All Or,io Rot* 0 k 0 re
Rack Only,Do Not Include Filter Sand Depth or Cover
10 Void Rath of Drain Rock Voids 04
04 for 1.5'.2'drain rock and 3/4'Chips
11 Design Infiltration Rate(81n/hr mad) Perc 80C x�Tr
12 Size of WO Perf Pipe(Pelf 184P) D4 pipe LB in
13 Size of Overflow Perf Pipe(Pecft 36M1,REDO if Q100a3.3 ds in
14 Calculate Total Storage per Foot Spf 23.4 r''1
1S Calculate Design Length f 226 ft
Override Volue Reoulred Jur Chambers
16 Variable Infiltration Wutdow L SWL 22fi F.
17 Variable lnfltration WndowW Sxr, E.8 V
18 Time to Drain .r ,
90%volume in 48-hours minimum
19 Length of WQ&Overflow Perf Pipes 2 2k P
20 PBN Pipe Ch4Kks.Clperf-Qpeak,
where Qpd l•Cd df,v i 2 rg,H I
Note:This assumes chambers are organized in rectangular loyo rt.
1-SlormTech,
1 Type of Chambers SC740
2 Volume to Store V 0 h'
3 tnstaled Chamber Width CW 4,25 ft
installed Chamber Depth Cd ft
Installed Chamber Height Ch 7.1 R
4 Chamber Void Factor
5 Chamber Storage Volume,Without Rods Per Masud! 45.90 Rs/Urtit
6 Chamber Storage Vokime,With Roc#,Per Monuf 14.90 ftlitlnit
7 Total Number at Urdu Required 0 'ea
8 Area of hfdtration Aperc ftl
9 Volume Infiltration Vperc 0 fts/hr
10 Time to Drain hours
90%volume In 48-hours minimum
---------------
E\-1O8FILEITCDS\Storm Malnage\ACHD_SD CALCS C.sltm 5/1412020,11:01 AM
Version LOD.May 2018
Page 13 of 36
Material Testing and Inspection, Inc.
Report and Addendum
Page 14 of 36
MATERIALS 18 November 2019
TESTING & Page#r! I of 20
INSPECTION h191979g limitedgm
AN ATLAS COMPANY
0 Environmental Services 0 Geotechnical Engineering O Construction Materials Testino O Special Inspectic
Mr.Dean Waite
Todd Campbell Construction
PO Box 140298
Boise,ID 83714
208-941-8607
Re: Limited Geotechnical Engineering Report
The Cottages at Serenity Gardens
5875&5885 North Locust Grove Road
Meridian,ID
Dear Mr.Waite:
In compliance with your instructions,MTI has conducted a limited soils exploration and pavement evaluation
for the above referenced development. Fieldwork for this investigation was conducted on 5 November 2019.
The proposed development is in the northeastern portion of the City of Meridian,Ada County,ID,and occupies
a portion of the SE!,4NE!f4 of Section 30,Township 4 North,Range I East,Boise Meridian. This project will
consist of a residential subdivision with approximately 50 lots. The site to be developed is approximately 10
acres in size. Retaining walls are not anticipated as part of the project. Assumptions have been made for traffic
loading of pavements. MTI has not been informed of the proposed grading plan.
Authorization
Authorization to perform this exploration and analysis was given in the form of a written authorization to
proceed from Mr. Dean Waite of Todd Campbell Construction to Monica Saculles of Materials Testing and
Inspection (MTI), on 31 October 2019. Said authorization is subject to terms, conditions, and limitations
described in the Professional Services Contract entered into between Todd Campbell Construction and MTI.
Our scope of services for the proposed development has been provided in our proposal dated 31 October 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 materials. Our
scope of work did not include foundation design recommendations.
2791 5 Victory View Way•Ai4e.ID$3709•(20 )3764748•Fax(208)322.6515
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Page 15 of 36
MATERIALS 18 November 2019
TESTING & Page#2 of 20
INSPECTION D1919798 Lmacdaco
AN ATLAS COMPANY
O Environmental Services ❑Geolechnical Engineering O Construction Materials Testing a Special Inspections
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 fluviallacustrine sedimentary processes that have led to an
accumulation of approximately 1 to 2 km of interbedded volcanic and sedimentary deposits within the
plain. Along the margins of the plain,streams that drained the highlands to the north and south provided coarse
to fine-grained sediments eroded from granitic and volcanic rocks,respectively. About 2 million years ago the
last of the lakes was drained and since that time fluvial erosion and deposition has dominated the evolution of
the landscape. The project site is underlain by 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 10 acres of relatively flat and level terrain. Throughout
the majority of the site, surficial soils consist of silts with varying amounts of sand. Vegetation primarily
consists of mature trees, landscape shrubs and grass, volunteer growth, pasture grass, and other native grass
varieties typical of and to semi-arid environments.
The project site is currently developed with two single-family residential structures and associated outbuildings
fronting Locust Grove Road. The southeastern quarter of the site consisted of a residential structure with
associated outbuildings and a gravel driveway and storage areas. The majority of the western half of the project
site consisted of previously planted pasture grasses. A north-south trending drainage ditch bisects the northern
half 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 currently exist in the form of curb,gutter,and drop inlets in neighboring subdivisions.
Exploration and Sampling Procedures
Field exploration conducted to determine engineering characteristics of subsurface materials included a
reconnaissance of the project site and investigation by test pit. Test pit sites were located in the field by means
of a Global Positioning System (GPS)device and are reportedly accurate to within 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.
2791 5 Vktory View Way•W$e.10 83709•(208)376.4748•Fax(208)322-6615
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MATERIALS 18 November 2019
TESTING & Page#3 of 20
INSPECTION 6191879g bmnedgw
AN ATLAS COMPANY
O Environmental Services O Geotechnical Engineerirr3 U Construction Materials TestiN O Special Ins.ections
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
scaled containers, and transported to our laboratory for additional testing. Subsurface materials have been
described in detail on logs provided in the Appendix. Results of field and laboratory tests are also presented in
the Appendix. 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) and American Association of State Highway and
Transportation Officials (AASHTO) 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 l 17/C136,and Resistance Value(R-
value)and Expansion Pressure of Compacted Soils Idaho T-8.
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 Gravel of
Whitney Terrace. Surficial soils consisted of silt with sand soils,with the exception of test pit 4. Silts with
sand were light brown to dark brown, dry, stiff to very stiff, and contained fine to medium-grained sand.
Underlying the surficial soils and at ground surface in test pit 4 were sandy silt soils. Sandy silts were brown,
dry, stiff to hard, and contained fine to medium-grained sand and varying degrees of calcium carbonate
cementation. Organic materials were noted to depths of roughly !•s foot and disturbed materials,as a result of
plowing activities,usually reached a depth of 1%:feet.
Beneath the sandy silt soils were silty gravel with sand sediments. Silty gravels with sand were light brown to
brown,dry,dense to very dense,and contained finc to coarse-grained sand, 10-inch-minus cobbles,and in some
instances weak to strong calcium carbonate cementation. At depth throughout the site were poorly graded
gravel with sand sediments. Poorly graded gravels with sand were tan to gray,dry,medium dense to dense,
and contained medium to coarse-grained sand and 15-inch-minus cobbles and boulders.
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.
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Page 17 of 36
MATERIALS 18 November 2019
TESTING & Page#4 of 20
INSPECTION E7918-qg limiftlgco
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d Environmenta'Services 0 Geotechnical Engineering U Cwstruction Materials Testing 0 S ecial Inspections
Groundwater
During this field investigation,groundwater was not encountered in test pits advanced to a maximum depth of
16.1 feet bgs. Soil moistures in the test pits were generally dry throughout. In the vicinity of the project site,
groundwater levels are controlled in large part by residential and agricultural irrigation activity and leakage
from nearby canals. Maximum groundwater elevations likely occur during the later portion of the irrigation
season.
MTI has previously performed 7 geotechnical investigations within 0.40 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 has)
January 2005 0.10 North Not Encountered to 16.5
June 2004 0.10 West Not Encountered to 14.5
October 2013 0.25 South Not Encountered to 14.7
Se tember 2005 1 0.25 North Not Encountered to 16.0
January 2006 0.30 North Not Encountered to 15.9
December 2015 0.35 Northwest Not Encountered to 12.8
August 2012 0.40 Northwest Not Encountered to 17A
Furthermore,according to United States Geological Survey(USGS)monitoring well data within approximately
-mile of the project site,groundwater was measured at a depth of 39 feet bgs,which equates to a groundwater
elevation of2,561 feet above mean sea level(msl)_
For construction purposes,groundwater depth can be assumed to remain greater than 20 feet bgs throughout the
year.This depth can be confirmed through longterm groundwater 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,silt with sand 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 and silty gravel with sand sediments usually
display rates of 4 to 8 inches per hour,though calcium carbonate cementation may reduce these values to near
zero. Poorly graded gravel with sand sediments typically exhibit infiltration values in excess of 12 inches per
hour. Infiltration testing is generally not required within these sediments because of their free-draining nature.
2791 5 Victory View Way•Base.ID 83709•(208)3764748•Fax(208)322-6515
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Page 18 of 36
MATERIALS 18 November 2019
TESTING 6 Page N 5 of 20
up INSPECTION b1911096 timitedseo
AN ATLAS 00111PANY
O Environmental Servkes 0 Geotechnical Engineering ❑Construction Materials testing O 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 5 November 2019. Details and results of testing arc as follows:
Infiltration Testing Results _
Test Test Stabilized Design
Location Depth Soil Type Infiltration Rate Infiltration Rate
feet b s Inches/hour {ncheslhour
TP-2 8.5 Poorly Graded Gravel .x24 8.0'
with Sand
TP-4 12.3 Poorly Graded Gravel >24 8 0'
with Sand
'Per the ACHD Policy Manual,the maximum design infiltration rate is 8 inches per hour.
In accordance with the ACHD Policy Manual, a maximum design infiltration rate of 8 inches per hour was
recommended. MTI recommends that all infiltration facilities be constructed in accordance with the local
municipality requirements.
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-section 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 a sample of near-
surface soils for Resistance Value(R-value)testing tepresentative of soils to depths of 2 feet below existing
ground surface. This sample, consisting of sandy silt collected from test pit 2,yielded a R-value of 43. 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 lest are graphically depicted in the Enclosures
section.
2791 S Vi&M View Way•Boise,10 83709.(208)3764748•Fax(208)322-6515
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Tanga�
Page 19 of 36
MATERIALS 18 November 2019
TESTING S Page#6 of 20
INSPECTION b19PH19g Gm.todgco
AN ATLAS COMPANY
d Environmental Sere ces O Geotechnical Engineering 0 Construction Materials Tessin$ 0 Special Inspections
Flexible Pavement Section
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 section. ACHD parameters for traffic index and
substitution ratios, which were obtained from the ACHD Policy Manual, were also used in the design. A
calculation sheet provided in the Enclosures section indicates the soils constant, traffic loading, traffic
projections, and material constants used to calculate the pavement section. 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 section should be in accordance with
these specifications and should adhere to guidelines recommended in the section on Common Pavement
Section Construction Issues.
Gravel Equivalent Method Flexible Pavement Specifications
Pavement Section Component' Roadway Section
Asphaltic Concrete 2.5 Inches
Crushed Aggregate Base 4.0 Inches
Structural Subbase 6.0 Inches
Compacted Subgrade See Pavement Subgrade
_Preparation Section
'it will be required for MTI riersonnel to verify sub grade 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.
Pavement Subgrade Preparation
Plow zones, which should be treated as uncontrolled fill, were encountered in portions of the site_ MTI
recommends that these plow zones be excavated to a sufficient depth to expose competent,native soils or to a
minimum depth of 1 foot below finished subgrade. If plow zones remain after over-excavation,the exposed
sograde must be comMeted to at least 95 per€ent of the maximum dry density as determined by ASTM D698.
MTI personnel must be present during excavation to identify these materials.
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Page 20 of 36
MATERIALS 18 November 2019
TESTING & Page#7 of 20
INSPECTION b191879g limiredgm
AN ATLAS COMPANY
O Environmental Services O Geotechnical Engineering ❑Construction Materials Testing U Spectal Inspections
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 MT]
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. MTl anticipated that pavement areas
will be subjected to moderate traffic. Subgrade silts near and above optimum moisture contents may numn
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.
MTI recommends that rigid concrete pavement be provided for heavy garbage receptacles. This will eliminate
damage caused by the considerable loading transferred through the small steel wheels onto asphaltic concrete.
Rigid concrete pavement should consist of Portland Cement Concrete Pavement(PCCP)generally adhering to
ITD specifications for Urban Concrete. PCCP should be 6 inches thick on a flinch drainage fill course,and
should be reinforced with welded wire fabric. The drainage fill course should consist of a sand and gravel
mixture,complying with Idaho Standards for Public Works Construction(ISPWC) specifications for'/,-inch
(Type 1)crushed aggregate. Control joints must be on 12-foot centers or less.
Soft Subgrade Soils
Shallow fine-grained subgrade soils that are high in moisture content should be expected to pump and rut under
construction traffic. During periods of wet weather,construction may become very difficult if not impossible.
The following recommendations and options have been included for dealing with soft subgradc conditions:
• Track-mounted vehicles should be used to strip the subgrade of root matter and other deleterious debris.
Heavy rubber-tired equipment should be prohibited from operating directly on the native subgrade and
areas in which structural fill materials have been placed. Construction traffic should be restricted to
designated roadways that do not cross,or cross on a limited basis,proposed roadway or parking areas.
+ Soft areas can be over-excavated and replaced with granular structural fill.
• Construction roadways on soft subgrade soils should consist of a minimum 2-foot thickness of large
cobbles of4 to 6 inches in diameter with sufficient sand and fines to fill voids. Construction entrances
should consist of a 6-inch thickness of clean, 2-inch minimum, angular drain-rock and must be a
minimum of 10 feet wide and 30 to 50 feet long. During the construction process,top dressing of the
entrance may be required for maintenance.
2791 t MOM View way•Boise.to 83709•(208)37"748•Fax(208)322.8515
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MATERIALS 18 November 2019
TESTING & Page#8 of 20
INSPECTION b 1918798 Iimiledpo
AN ATLAS COMPANY Y
O Environmental Servioes U Geotechn.cal Engineering O Construction Materials Testing a Special inspections
• Scarification and aeration of subgrade soils can be employed to reduce the moisture content of wet
subgrade soils. After stripping is complete,the exposed subgrade should be ripped or disked to a depth
of l'.: feet and allowed to air dry for 2 to 4 weeks. Further disking should be performed on a weekly
basis to aid the aeration process.
• Alternative soil stabilization methods include use of geotextiles,lime,and cement stabilization. MTI is
available to provide recommendations and guidelines at your request.
Structural Fill
Soils recommended for use as structural fill are those classified as GW,GP,SW,and SP in accordance with the
Unified Soil Classification System(USCS)(ASTM D2487). Use of silty soils(USCS designation of GM,SM,
and ML)as structural fill may be acceptable. However,use of silty soils(GM.SM.and ML?as structural fill
below footings is Prohibited. These materials require very high moisture contents for compaction and require
a long time to dry out if natural moisture contents are too high and may also be susceptible to frost heave under
certain conditions. Therefore, these materials can be quite difficult to work with as moisture content, lift
thickness, and compactive effort becomes difficult to control. If silty soil is used for structural fill- lift
thicknesses should not exceed 6 inches tloose),and fill material moisture must be closely monitored at.b thtb.p.
working elevation and the elevations of materials already placed. Following placement, silty soils must be
protected from degradation resulting from construction traffic or subsequent construction.
Recommended granular structural fill materials,those classified as GW,GP,SW,and SP,should consist of a
6-inch minus select,clean,granular soil with no more than 50 percent oversize(greater than'.-inch)material
and no more than 12 percent fines(passing No.200 sieve). These fill materials should be placed in layers not
to exceed 12 inches in loose thickness. Prior to placement of structural fill materials,surfaces must be prepared
as outlined in the Pavement Subgrade Preparation section and Common Pavement Section Construction
Issues section. Structural fill material should be moisture-conditioned to achieve optimum moisture content
prior to compaction. For structural fill below footings, areas of compacted backfill must extend outside the
perimeter of the footings for a distance equal to the thickness of fill between the bottom of foundation and
underlying soils,or 5 feet,whichever is less. All fill materials must be monitored during placement and tested
to confirm compaction requirements,outlined below,have been achieved.
Each layer of structural fill must be compacted,as outlined below:
• Below Structures and Riaid Pavements: A minimum of 95 percent of the maximum dry density as
determined by ASTM D1557.
• Below Flexible Pavements: A minimum of 92 percent of the maximum dry density as determined by
ASTM D 1557 or 95 percent of the maximum dry density as determined by ASTM D698.
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Page 22 of 36
MATERIALS 18 November 2019
Page#1 9 of 20
TESTING >ir
INSPECTION bl9lB79g limhedgeu
AN ATLAS COMPANY
Environmental Services t]Geotechnioal Engineeri_9 U Construction Materials Testing O Spedal Inspeclizin a
The ASTM D1557 test method must be used for samples containing up to 40 percent oversize(greater than'.•;-
inch)particles. If material contains more than 40 percent but less than 50 percent oversize particles,compaction
of fill must be confirmed by proof rolling each lift with a 10-ton vibratory roller (or equivalent) until the
maximum density has been achieved. Density testing must be performed after each proof roiling pass until the
in-place density test results indicate a drop(or no increase)in the dry density,defined as maximum density or
"break over"point. The number of required passes should be used as the requirements on the remainder of fill
placement. Material should contain sufficient fines to fill void spaces, and must not contain more than 50
percent oversize particles.
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.
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 Subiect 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.
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MATERIALS 18 November 2019
TESTING Fs Page# 10 of 20
INSPECTION K9,979g limttedgco
AN ATLAS CONWANY
Q Environmental Services_ ____O Geotechnicat Engineering 0 Construction Materials Testing O Special Inspections
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 io 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
11'11I 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.
General Comments
Based on the subsurface conditions encountered during this investigation and available information regarding
the proposed pavements,the site is adequate for the planned construction. When plans and specifications are
complete, and if siggificant chanties are made in the character or location of the proposed pavements,
consultation with MTI must be arranged as supplementary recommendations may be required. 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,MTl
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.
2791 S Vidory View Way•Base ID 83709•(208)378fi748•Fax(208)322-6515
w.ww.rnlFltl.Wrn•m6PllmGatl.CA'n
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Page 24 of 36
MATERIALS 18 November 2019
- TESTING Er Page# 11 of 20
INSPECTION b191279g.limitedjpw
AN ATLAS COMPANY
Environmental Services 13 Geotechnical Engineering tit Construction Materials Testing O Special Inspections
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,
Materials Testing&Inspection
AL
a�o��5g4% >:HSFoN�y�`�
18300t '�
Jacob Schlador,P.E. s 11 18 19 o Reviewed by: Monica Saculles,P.E.
Geotechnical Engineer r41F of �a Senior Geotechnical Engineer
4COB 3C"X.
Enclosures:
Geotechnical General Notes
Geotechnical Investigation Test Pit Logs
Gravel Equivalent Method.. Pavement Thickness Design Procedures
Vichaty Map
Site Map
2791 S Victory Way•Base.ID 837 •(208)37 48•Fax(208)322-651S
www.m&W.com•mliftmtidd.eom cw W axorou,.r.
1 wq 1 MJp1cmn
Page 25 of 36
MATERIALS 18 November 2019
TESTING � Page# 12 of 20
'
INSPECTION bl91879g,limitcvlgca
AN ATLAS COMPANY---
O Environmental Services O Geotechnical Engineering 0 Construction Materials Testing a Special Ins ection$
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: 24
Medium Dense: 10-30 Medium Stiff: 4-8
Dense. 30-50 Stiff: 8-15
Very Dense: �50 Vcg Stiff: 15-30
Hard: 1 >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 I Will not crumble or break with finger
water table pressure
PARTICLE SIZE ,
Boulders: >12 in. Coarse-Grained Sand: 5 to 0.6 mm Silts: 0.075 to 0,005 ram
Cobbles: 12 to 3 in. Medium-Grained Sand: 0.6 to 0.2 mm Clays: <0.005 mm
Gravel: 3 in.to 5 ram Fine-Graincd Sand: 0.2 to 0.075 mm
UNIFIED SOIL CLASSIFICATION SYSTEM
Major Divisions Symbol Soil Descripdons
Gravel&Gravelly GW Well-graded gravels;gravcl:sand mixtures with little or no fines
Soils GP Poorly-graded gravels;gravel sand mixtures with little or no fines
,50%
Coarsc.Graincd coarse fraction GM Sirty gravels;poorly-graded gmvelAsandlsilt mixtures
Soils passes NoA sieve GC Clayey gravels,poorly-graded gravel:sandlclay mixtures
<50%
passes No-200 Sand&Sandy SW Well graded sands:gravelly sands with little or no fins
sieve Soils SP Poorly-graded sands,gravelly sands with little or no fines
'500'.
coarse fraction SM Silty sands;poorly-graded sandlgra%cVsilt mixtures
passes No.4 sieve S[' Clayey sands;poorly-graded sand/graveUclay mixtures
ML Inorganic sells;sandy,gravelly or clayey silts
Silts&Clays CL Lean clays;inorganic,gravelly,sandy,or silt tow to medium-plasticity clays
Fine Grained LL�50 Y :� g gra Y. Y. Y. P Y Y
Soils>50% OL Organic,low plasticity clays and silts
passes No.200 Mil Inorganic,elastic silts;sandy,gravelly or clayey elastic silts
sieve Silts&Clays CH Fat clays;high-plasticity,inorganic clays
LL,50
OH Organic,medium to high-plasticity clays and silts
Highly Organic Sails j PT Peat,humus,hydric soils with high organic content
2791 S Victory Yew Way-Boise.10 83709•(208)?78.4748•Fax(208)322.6515
www.mtl4d.mm•mliMmp-Id wr cw�9mo�f9.0 enrr
Page 26 of 36
MATERIALS 18 November 2019
TESTING & Page# 13 of 20
INSPECTION b191879g_1imitedgco
AN ATLAS COMPANY
U Environmental Services U GeotechniCel Engineering O Construction Materials TesliN O Special inspections
GEOTECHNICAL INVESTIGATION TEST PIT LOG
Test Pit Log#: TP-1 Date Advanced: 5 Nov 2019 Logged by: Nick Stevens,G.I.T.
Excavated by: Creighton Contracting,LLC Location: See Site Map Plates
Latitude: 43.65829 Longitude: -116,37897
Depth to Water Table: Not Encountered Total Depth: 16.1 Feet bgs
Depth Field Description and USCS Soil and Sample Sample Depth i Lab
Feet b s Sediment Classification Type Feet s ' QP Test ID
Silt with Sand (ML): Light brown, dry, stiff �
to very .stiff, with fine to medium-grained j
0.0-1.9 sand. 1.75-2.5
--Organic materials noted to 0.5 foot bgs.
--Plow zone encountered throughout.
Sandy Silt (ML): Brown, dry, vet), stiff to
1.9-5,7 hard,with fine to medium-grained sand. 3.54.5+
--Intermittent ►Teak catciam carbonate
cementation noted throughout.
Silty Gravel with Sand(GM):Light brown to
brown,dry, dense to very dense, with fine to
5.7-7.9 coarse-grained sand and 4-inch minus
cobbles.
--Intermitlent weak calcium carbonate
cementation throughout.
Poorly Graded Gravel with Sand(GP): Tan
7 9 16 1 to gray, dry, median dense to dense, with
medium to coarse-grained sand and 14-inch-
minus boulders.
2797 S Victory View way•Boise.10 83709•(208)378.4748•Fax(208)322."15
Cep,+gnl O tOl7lAa.wx1,
www.m16W.cam•m114md-id.00m
Page 27 of 36
MATERIALS 18 November 2019
TESTING S Page# 14 of 20
INSPECTION b19ig'9g ImEcdgeo
AN ATLAS COMPANY
0 Envimnmental Services O Geotechnical Engineering O Construction Materials Testing U Special Inspections -
GEOTECHNICAL INVESTIGATION TEST PIT LOG
Test Pit Log#: TP-2 Date Advanced: 5 Nov 2019 Logged by: Nick Stevens,G.I.T.
Excavated by: Creighton Contracting,LLC Location: See Site Map Plates
Latitude: 43.65769 Longitude: -116.37864
Depth to Water Table: Not Encountered Total Depth: 11.9 Feet bgs
Notes: Infiltration testing conducted at 8.5 feet bgs.
Depth Field Description and USCS Soil and Sample Sample Depth Lab
Feet b Sediment Classification Type Feet b sL QP Test ID
Sill with Sand(ML): Light brown, dry, very
0.0-1.4 stiff, with f ne to medium-grained sand. 2.5-3.5
--Organic materials noted to 0.3 fool bgs.
--Plow zone encountered throughout.
Sandy Silt (ML): Brown, dry, very stiff to
A-5.0 hard, with fine to medium-grained sand. Bulk 1.5-2.0 R-
--Intermittent weak calcium carbonate Value
cementation noted throughout.
-- -- - -- -
Silty Gravel with Sand(GM):Light brown to
brown, dry,dense to very dense, with fine to
5.0-7.2 coarse-grained sand and 6-inch minus
cobbles.
x
--Intermittent weak calcitan carbonate i
cementation throughout
Poorly Graded Gravel with Sand(GP): Tan
7.2-11.9 to gray, dry, meditun dense to dense, with
medium to coarse-grained sand and 12-inch-
minus cobbles.
2791 5 Victory View Way•Boise.ID 83709•(208)3764748•Fox(200)322-6515
vmwmti-id co•mtiftmt+^W com c•e„weozose.,r,
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Page U d M
MATERIALS 18 November 2019
TESTING & Page# 15 of 20
INSPECTION b191879g Itmucdgn'
AN ATLAS COMPANY
J Environmental Services O Geotechnical Engineering 0 Construction Materials Testing ❑Speclai Inspections
GEOTECHNICAL INVESTIGATION TEST PIT LOG
Test Pit Log#:TP-3 Date Advanced: 5 Nov 2019 Logged by: Nick Stevens,G.I.T.
Excavated by:Creighton Contracting,LLC Location: See Site Map Plates
Latitude:43.65775 Longitude:-116.37736
Depth to Water Table: Not Encountered Total Depth: 10.9 Feet bgs
Depth Field Description and USCS Soil and Sample Sample Depth Lab
Feet b s Sediment Classification Type (Feet bs Qp Test ID
Silt with Sand(ML): Brown to dark brown.
dry, stiff to very stiff. with fine to medium-
0.0-1.5 grained sand. 2.0-3.25
--Organic materials noted to 0.5 foot bgs.
--Plow zone encountered throughout.
Sandy Silt(ML):Brown,dry,hard, with fine
to medium-grained sand.
1.5-5.7 --Intermittent weak calcium carbonate 4.5+
cementation noted front 1.5 to 4.1 feel bgs.
--Moderate calcium carbonate cementation
noted from 4.1 to 5.7 eet bgs. _
Silty Gravel with Sand(GM):Light brown to
brown, dry, very dense, with fine to coarse-
5.7-7.7 grained sand and 10-inch minus cobbles.
--Moderate 10 strong calcium carbonate
cementation rioted rorn 5.7 to 6.2 eet bgs.
Poorly Graded Gravel with Sand(GP): Tan
7 7-10 9 to grav, dry, medium dense to dense, with
medium to coarse-grained sand and 15-inch-
minus boulders.
2791 s Victory Vww Way•poise.IH 83709•(208)376.4746•Fax(208)322-6515
www.mtHd.com•mtiftmildd.com Coc^ omro m r.
Page 29 of 36
MATERIALS 18 November 2019
TESTING & Page# 16 of 20
INSPECTION b 191 f 79g trmnetgco
AN ATLAS COMPANY
0 Environmental Services O Geotechnical Engineering O t:onstruction Materials Testing Q Speclal Inspections
GEOTECHNICAL INVESTIGATION TEST PIT LOG
Test Pit Log#: TP4 Date Advanced: 5 Nov 2019 Logged by: Nick Stevens,G.I.T.
Excavated by: Creighton Contracting,LLC Location: See Site Map Plates
Latitude: 43.65811 Longitude: -116.37603
Depth to Water Table: Not Encountered Total Depth: 12.3 Feet bgs
Notes: Infiltration testing conducted at 12.3 feet bgs.
Depth Field Description and USCS Soll and Sample Sample Depth Lab
Feet b s Sediment Classification T Feet bgs) QP Test ID
Sandy Silt (ML): Brown, dry, stiff to hard,
with fine to medium-grained sand.
0.0-6.1 --Organic materials noted to 0.2 foot bgs. GS 0.5-1.0 2.04.5f A
--Weak to moderate calcium carbonate
cementation noted throughout.
Silty Gravel with Sand(GM):Light brown to
brown, dry, very dense, with fine to coarse-
6.1-7.2 grained.sand and 8-inch minus cobbles.
--Weak to moderate calcium carbonate
cementation noted throtr bout.
Poorly Graded Gravel with Sand (GP): Tan
7.2-12.3 to gray, dry, medium dense to dense, with
medium to coarse-grained sand and 13-inch-
minur boulders.
Lab Test ID M LL PI Sieve Analysis °/apassing)
#4 #10 #40 #100 #200
A 15.6 N P N P 100 99 82 74.8 65.8
279E S Victory View Way•Boise.10 83709•(208)3764748-Fox(208)322-6515
"w.rnti-ld.can•mtiftmb-ld win
Page 30 of 36
MATERIALS 18 November 2019
TESTING b Page# 17 of 20
INSPECTION bl91x-9g llmllcdgco
AN ATLAS COMPANY
0 Environmental Services 0 Geotechnical Engineering O Construction Materials Testing 0 Spacial Inspections
GRAVEL EQUIVALENT METHOD—PAVEMENT THICKNESS DESIGN PROCEDURES
Pownleat Section Design Iacatlon:The Cottages at Serenity Carden,Residential Roadu ys
Aseragr Daily Tragic Count: 400 An uncs Bolh Diecclons
Design Life: 20 Yeats
TraBk laden: 6.00
CliemteFactor: I R•ValueafSabgrade: 43.00
Subgrade CBR Yalue: 16 Suhgrade\Ie: 24.060
R-Value of Aggregate One: BO
R-Value of Granular Oorrow: 60
Subgrade R-Value: 43
F]paasion Pressure orSubgrade: 0.29
U011 Weight of Bne llhnerW s: 130
Total Design We IS klpFNAL s: 33.131
ASPHALTIC CONCRETE;
Grail F¢isalmt-Calculated: 0.3A4
Thickoessl 0.196923077 Ulf- TS I
Cnael Fgohalen4 ACTUAL: 0.41
CRGSHFD AGGREE;ATE BASE
Gravel Fguisalent(Ballast): 0.768
Thickness: 0.329 Use 4 lnc
Crawl F'quhatenl,A(-MU 0.773
SUBBASE
Drawl F iolvalent(Ballast): 1.094
Thickness: 032! Use 6 Inches ja
(;rem]Equivalent,ACTUAL: 1 2'3
70TAI.Thickness: 1.042
Thickness RequiredbyFYp Pressure: 0.321
Design ACIID
Deph subatitutien
Inches Rados
Asphaltic Concrete(al leas125): 2S0 11)3
Asphalt Treated Base(at I=421: 0.00
Cement Treated Base(at least 4.2): DAG
Crushed Aggregate Base(at lent4.2)-. 4.00 I I
Suhbut,fat least 4.2$ 6.00 It
2791 S Victory View Way•Boise.ID$3709•(208)37&474 ix( )322-6515
www.mmid.cem•mUQmtidd.t;;sM
Page 31 of 36
MATERIALS 18 November 2019
TESTING >•s Page# 18 of 20
'
INSPECTION 61918P96 timiiedSco
AN ATLAS COMPANY
:]Environmental Services Q Geotechnical Engineering Ca Constructio-Materials Testing Q Special Inspections
R-VALUE LABORATORY TEST DATA
Source and Description: TP 2: 1.5-2.0;Silt with Sand
Date Obtained: 5 November 2019
Sample ID: 19-7959
Sampling and ASTM AASHTO X
Preparation: ASTM D75: AASHTO T2' X D421: T87:
Test Standard: ASTM AASHTO Idaho T8: X
D2844: T 190:
Sample A B C
Dry Density(lb/f3 101.6 101.3 101.0
Moisture Content % 19.1 19.7 20A
Expansion Pressure(psi) 0.63 0.30 0.15
Exudation Pressure(psi) 390 221 88
R-Value 1 52 1 44 36
R-Value(W 200 psi Exudation Pressure=43
R•Value®Exudation Pressure
600
58.0
56.0
54.0
52.0
50.0
45.0
46.0
44.0
42.0
40A
38.0
36.0
340
32.0
3o.a
400 3w 300 250 200 '50 100 50
Exudation Pressure(psi)
2791 6 Victory View Way•Boise,ID 83709•(208)376a1748•Fax(208)322.6515
www.mtl4d corn•mtiamti-Id.€arn cwra om au,...
Page 32 of 36
c n ty ap Plate 1
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TESTING 6
L INSPECTION
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Page 33 of 36
Site Map Plate 2
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Page 34 of 36
Drainage Basin Map
Page 35 of 36
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