Application MaterialsHearing Date: September 5, 2017
File No. (s): H-2017-0119
Project Name: Forty -Three North Subdivision
Request: Final Plat request for twenty-one (2 1) residential lots and four (4) common lots on
approximately 1.81 acres of land in the R-15 zoning districts, KGA Development,
LLC.
Location: The site is located at 1318 NE 4th Street in the NW '/a of Section 7, Township
3N., Range IE.
(�/WEI1� Planning Division
DEVELOPMENT REVIEW APPLICATION
Type of Review Requested (check all that apply)
❑ Accessory Use
❑ Planned Unit Development
❑ Administrative Design Review
❑ Preliminary Plat
❑ Alternative Compliance
❑ Private Street
❑ Annexation and Zoning
❑ Property Boundary Adjustment
❑ Certificate of Zoning Compliance
❑ Rezone
❑ City Council Review
❑ Short Plat
❑ Comprehensive Plan Map Amendment
❑'Time Extension:
❑ Comprehensive Plan Text Amendment
Director/ Commission/Council (circle one)
❑ Conditional Use Permit
❑ UDC Text Amendment
❑ Conditional Use Modification
❑ Vacation:
Director/Commission (circle one)
Director/ Council (circle one)
❑ Development Agreement Modification
❑ Variance
[ Final Plat
❑ Other
Final Plat Modification
Applicant Information
Applicant name: �� 1 �E �s ��� C �� 0\ Q Phone:
Applicant address:`i� 1`?� �.� i `=;c Email;
City: �V�\ W i(; � State; _Zip:y �CL t 2 ,
Applicant's interest in property: wn ❑ Rent ❑ Optioned ❑ Other
Owner name:
Owner address:
City:
Phone:
Email:
State: Zip:
2d/7
Agent/Contact name (e.g., architect, engineer, developer, representative): 1 r� V)q Lel to 1-0un .ES��
Firm name: v' i e d\a '�r �R_ "C' V\C Phone: r�c lti._ cl �)C o
Agent address: �����(� ��� �hl ���=Ar�F�e ti�c� Email:'1A)ort,- r�^a 1—F (\olt'0oc9i`lli�r=r��
City: VD tl i - State; -D Zip:
Primary contact is: ❑ Applicant ❑ Ownergent/Contact
Information
Loeation/strect address: (�U L_�1 �1 t� ' 'A Township, range, section:
Assessor's parcel number(s): ((� J '�� 1- A� �'� �) Total acreage: Zoning district:
Community Development -Planning Division ■ 33 h. nroadway Avenue, Ste. 102 Meridian, Idaho 83642
Phone: 208-884-5533 Fax: 208-888-6854 www,mcridiancity.orpJplannint?
-1- (Rev. 0611212014)
Praject/subdivision name: c'2A(yec
General description of proposed project request:
Proposed zoning district(s):
Acres of each zone proposed:
Type of use proposed (check all that apply):
Residential ❑ Office ❑ Commercial 0 Employment 0 Industrial ❑ Other
Who will own & maintain the pressurized irrigation system in this development? DC`�
Which irrigation district does this property lie within? X41 -c est 0a �A D -v\
Primary irrigation source: o c V Rd k c � - dam- Secondary:
Square footage of landscaped areas to be irrigated (if primary or secondary point of connection is city water):
Residential Project Summary (if applicable)
Number of residential units: Number of building lots:
Number of common lots:
Number of other lots:
Proposed number of dwelling units (for multi -family developments only):
1 bedroom:
2-3 bedrooms: 4 or more bedrooms:
Minimum square footage of structure (excl. garage):
Minimum property size (s.f):
Gross density (Per UDC 1 I -IA -1):
Maximum building height: .
Average property size (s.£):
Net density (Per UDC 11-1A-1):
Acreage of qualified open space: Percentage of qualified open space:
Type and calculations of qualified open space provided in acres (Per UDC 11 -3G -3B):
Amenities provided with this development (if applicable):
Type of dwelling(s) proposed: ❑ Single -fancily Detached ❑ Single-family Attached O Townhouse
❑ Duplex ❑ Multi -family ❑ Vertically Integrated ❑ Other
Non-residential Project Summary (if applicable)
Number of building lots: Common lots: Other lots:
Gross floor area proposed:
Hours of operation (days and hours):
Total number of parking spaces provided
Aut
Print applicant name:
Applicant signature:
Existing (if applicable):
Building height:
Number of compact spaces provided:
Date:
Community Development ■ Planning Division n 33 L. Broadway Avenue, Ste. 102 Meridian, Idaho 83642
Phone: 208-884-5533 Fax: 208-888-6854 %vNvw..iiei-i(liaiicitv.org/plaiiiiiii
-2- (Rev: 0 6/1 212 0 1 4)
BRIGGS ENGINEERING' Inc.
ENGINEERS/ PLANNERS/ SURVEYORS 1800 West Overland Road
Boise, Idaho 83705 — 3142
Voice (208) 344-9700
Fax (208) 345-2950
E-mail Dean a(�briggs_engineering.com
June 9, 2017
Joshua Beach
Community Development Services
Meridian City, Hall
Meridian, Idaho
RE: Final Plat for 43 North Subdivision
Dear Josh,
Attached is the final plat for 43 -North Subdivision PP (H-2016-0090).
Statement of Conformance
This final plat application is in full conformance with; (1� the uses and layout approved by the
preliminary plat H-2016-0090. (2) The use requirements and provisions of the City of
Meridian's UDC, and (3) all acceptable engineering and surveying practices and local standards.
Please contact me if you have any questions, I can be reached at 208-344-9700 or at
sabrinaw@briggs-engineering.com.
Sincerely,
Sabrina Durtschi
Planning Project Manager
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CITY OF MERIDIAN — LAND DEVELOPMENT SERVICES
SUBDIVISION PLAN REVIEW CHECK LIST
Subdivision Name:
Review Number:
City Council Final Plat Approval Date:
Review Comments By:
Date of Review:
The Issuance of al Plan Approval Letter for the Project is Contingent Upon Addressing the Following:
OK
Need
General Plan Design
1
Provide a utility variance from each affected utility when water and/or sewer main is outside of the standard corridor.
See Checklist Item #12 and /#27 for placement of water/sewer mains.
2
Development plans will be considered incomplete unless a copy of the final plat is attached to every set of plans
submitted.
3
Development plans will only be accepted on 22" x 34" or 24" x 36" sheets and drafting must be legible.
4
The cover sheet on the development plans must include: Developers name and contact information, Engineering Firm,
sheet index, vicinity map, US Government horizontal (NAD83 adjusted to the Ada County H.A.R.N. Survey) and vertical
(NAVD 88) benchmark datum, project benchmarks and is sealed, signed and dated by a Professional Civil Engineer.
5
Each plan sheet has north arrow, graphic scale, date, title block, sheet number, latest date of revisions and shall be sealed,
signed, and dated by a Professional Civil Engineer.
6
Standard City of Meridian general, roadway, water, sewer and pressure irrigation notes appear on the plans first and are in
the correct numerical order. Add any extra notes after City of Meridian standard notes.
Updated notes are available on the website
http://www.meridiancity.org/i)ublic works/review information/index.asp
7
Vertical and horizontal separation between potable mains/services and non -potable mains/services have been addressed.
• Identify all potable/non-potable main interferences in the profile view with a reference to Water Note #2.
• Identify all potable/non-potable main/service or service/service interferences on the plan view with a reference to
Water Note #3.
8
Construct 14' wide gravel access road over water and/or sewer mains in unimproved areas. Specify 10" of road mix or
equivalent, on a stable, compacted subgrade. Roadway must be centered over main(s).
9
Return two (2) copies of the revised plan sets with the redlines for review and/or approval. Unbound or uncollated
revised plan sets will not be accepted.
OK
Need
General Water Design
10
Show and identify existing water main alignment and size, meters, valves, blowoffs and hydrants. Verify that they match
existing facilities and that they have been field surveyed.
11
Fire hydrant spacing shall not exceed 400' in residential subdivisions. Locate hydrants on the water main side of centerline
and at intersection curb returns.
12
Water mains to be designed North and East of roadway centerlines, 4 feet off lip of gutter.
13
Water mains are not allowed within landscaped areas.
14
Water main diameter shall be 12" on section line and near midsection line roads. Note on the plans that these water
mains shall have 5' of cover.
15
Extend water mains to the construction limit boundaries to comply with the City's "to and through" policy.
16
Casings are required when crossing non -potable piping sizes of 24" RCP or 36" CMP or PVC per standard drawing SW 1
and SW 2.
17
When crossing an open waterway, 15' or greater in width, valves must be placed on either side on the crossing and a
monitoring connection on the feed side of the crossing must be added to check for leakage (DEQ requirement).
18
Label pipe diameters and pipe quantity from fitting to fitting on the plan view.
19
Identify all water pipe fittings on each sheet. Specify the degree of angle for all bends. Roping not allowed.
20
Install 2" blow -offs at the termination of all dead end water mains. Collars are required on all blow -offs. Install permanent
in-line valves at phase lines when future developments will affect services or fire hydrants. Valves are to be placed on the
intersection water tees otherwise. Existing blow -offs may be relocated.
21
Locate water meters North and East of side property lines.
22
Water service meter size and meter setter size are specified on the plans.
23
Water service lines shall be placed in water class pipe sleeves where subsurface storm drain water infiltration beds or
storm drain infiltration swales are encountered.
24
All building lots are served.
25
Identify all existing wells on construction plan view and add the following note:
Existing well(s) must be abandoned from domestic use in accordance with Idaho Department of Water Resource
requirements, with verification of disconnect by Meridian Public Works Department.
Contact IDWR if well abandonment is required. Wells may be used for irrigation purposes.
33 E Broadway Ave, Ste 102 Phone: 887-1211
Meridian, ID 83642 1 Fax: 887-1297
CITY OF MERIDIAN — LAND DEVELOPMENT SERVICES
SUBDIVISION PLAN REVIEW CHECK LIST
33 E Broadway Ave, Ste 102 Phone: 887-2211
Meridian, ID 83642 2 Fax: 887-1297
OK
Need
General Sewer Design
26
Show and identify existing sewer main alignment and size, manholes, cleanouts, slope/grade and inverts. Verify that they
match existing facilities and that they have been field surveyed.
27
Sewer mains to be designed in a corridor lying 5' North and East and 10' South and West of roadway centerlines.
28
Sewer mains are extended a MINIMUM of ten (10) feet past the property line of the last lot served.
29
Extend sewer mains to all construction limit boundaries to comply with the City's "to and through" policy.
30
Pipe slopes and manhole spacing conform to 10 State Standards unless otherwise approved in writing by the City
Engineer. Linear footage and slope of pipe, pipe diameter and stationing are shown in profile.
31
Sewer main is sleeved under irrigation/drainage crossings per City of Meridian 2013 Supplemental Specifications SWI,
32
Manholes are not allowed within landscaped areas.
33
Manholes are consecutively numbered in plan and profile and manhole stationing is shown in the profile.
34
Manhole inverts, in & out (with direction), are identified in the profile view.
35
Note in the profile, manhole blockouts with watertight plug(s) and specify invert(s) for future mainline connections (if
applicable).
36
Note on the plan view angles through manholes (include services constructed out of manholes).
37
Specify "T type" clean -outs or manholes (if services are to be installed) at upstream termination points when sewer is
expected to continue with a future development. "Cap and mark to surface" is not acceptable.
38
Profiles have a horizontal scale not greater than 1"=100' and a vertical scale of not more than 1"=10'. Plan views should
be drawn to a corresponding horizontal scale and MUST be shown on the same sheet per 10 State Standards (20.22).
39
The sewer profile shows both finished grade line and existing ground line and they are labeled.
40
Sewer or Roadway stationing and marks are shown on the plan view.
41
Specify Class 200 SDR -21 on all sewer mains and service lines with less than 3.0' of cover from top of pipe to natural
ground or to subgrade. Cover from top of pipe to finished grade shall not be less than 3'.
42
Sewer service lines shall be placed in water class pipe sleeves where subsurface storm drain water infiltration beds or
storm drain infiltration swales are encountered.
43
As many as 3 sewer services may enter a manhole at the end of a cul-de-sac or end of a service area. (Match top of pipes
not inverts).
44
Sewer service lines are to be installed perpendicular to sewer mains.
45
Maintain a minimum of 5' of separation between sewer services.
46
Maintain 5' from the outside of a manhole to a sewer service.
47
Sewer services are shown at the center of each lot and are extended to the easement line. Note on the plans sewer
stationing and length of service.
48
Service line inverts do not exceed 5 feet of depth at the back of sidewalk.
49
All building lots are served.
50
Locate on the plans, any existing septic systems or drain fields and add the following note (if applicable): Existing septic
tanks and sewer drain fields must be abandoned in accordance with Central District Health Department requirements.
OK
Need
Pressure Irrigation
51
All development plans must include a pressurized irrigation system design.
52
If the pressure irrigation system is to be privately owned, Developer/Engineer must submit an operation and maintenance
manual to Land Development Services for review and approval. (See City of Meridian Supplemental Specifications,
Division 900)
• If connection to an existing system is proposed, a letter of approval from the appropriate owner of the system
(Irrigation District or Homeowners Association) is required.
• Please state ownership of the PI System.
• Please state what backup source will be used.
53
Pressurized irrigation mains shall be designed in their proper corridor south and west of property lines.
54
Pressurized irrigation mains shall be designed within the standard rear and side lot line utility easements or common lots
when possible. Mains shall not be designed along the front lot lines.
55
All pressurized irrigation mainline crossings of public rights of way, private roadways and travel ways shall be sleeved (C-
900) and have valves placed 10' outside the right of way or travel way.
56
All pressurized irrigation systems should utilize surface water as the primary source if available. All systems must have a
year round source. If domestic water is used as the secondary source, a single point connection between the domestic
water and pressurized irrigation system is required.
57
If City water is used as an irrigation source, the meter fee and common area irrigation assessments must be paid by the
owner/developer. Provide area for assessment.
58
Water meters for pressurized irrigation single point connections to domestic water must be located in common areas.
59
Irrigation water service meter size and meter setter size are specified on the plans.
60
A reduced pressure back-flow assembly (RPBA) is required on any pressurized irrigation single point connection to
domestic water and needs to be noted on the plans. Add a note that the RPBA must be approved by the State of Idaho,
Department of Environmental Quality and Meridian Water Department.
33 E Broadway Ave, Ste 102 Phone: 887-2211
Meridian, ID 83642 2 Fax: 887-1297
CITY OF MERIDIAN — LAND DEVELOPMENT SERVICES
SUBDIVISION PLAN REVIEW CHECK LIST
33 E Broadway Ave, Ste 102 Phone: 887-2211
Meridian, ID 83642 3 Fax: 887-1297
OK Need Gravity Irrigation
61
All open ditches shall be tiled. Identify pipe diameter, length, slope and cleanout boxes/manholes.
62
Spacing of boxes/manholes shall not exceed 400 feet with a minimum inside dimension of 4' x 4'.
63
If downstream users are affected, written approval for the gravity Irrigation design must be submitted.
OK Need Drainage
64
Plans stamped by Idaho Professional Engineer/Licensed Architect.
65
Calculations by Idaho Professional Engineer/Licensed Architect included.
66
Site plan includes location of water meters, mains and service lines.
67
Calculations contain no arithmetic errors.
68
Design storm, percolation rate or other design criteria within generally accepted limits.
69
Peak discharge rate and velocity through S/G traps calculated.
70
Section view of drainage facility provided.
71
Able to determine drainage directions from information provided.
72
Drainage facilities do not conflict with other utilities.
73
Provision for conveyance or disposal of roof drainage provided.
74
Building finish floor elevation shown is above possible maximum water surface elevation.
75
Stormwater pre-treatment provided (i.e., Sand/Grease Trap, Bio -Filter, etc.).
76
Five-foot setback from property line maintained.
77
Drainage basin dimensions listed or noted.
78
Drainage basin drawn to scale on plans.
79
Drain rock specified.
80
3' separation from bottom of drainage basin to max seasonal groundwater elevation shown on detail.
81
Bio -filter or pond cross-section detail shown.
82
Bio -filter vegetative cover shown or noted.
OK Need Public Street Lights
83
A street light plan is required per City of Meridian 2013 Street Light Standards —Section 1102 Street Lighting.
OK Need The Following Items are Required Prior to Scheduling a iPre-Construction Meeting with Public Works:
84
Provide a 20' easement for all public water/sewer mains outside of public right-of-way (include all water services through
the meter and fire hydrants). Easements on single water or sewer mains must be centered on the main. Easements on
combined water and sewer mains must extend 10' past the outside of each main. Graphically depict the easement on the
plan view. Submit an executed easement (supplied by Public Works), a legal description, w description, which must include
the area of the easement (marked EXHIBIT A) and an 8 %" x 11" map with bearings and distances (marked EXHIBIT B) for
review. Both exhibits must be sealed, signed and dated by a Professional Land Surveyor. DO NOT RECORD. If required
easement is not on the property of this developer, the easement will be required prior to plan approval.
85
Public Works Review and Inspection Fees must be paid in full:
86
Four (4) Sets of Construction prints delivered to Land Development.
87
Written construction schedule and list of contractors submitted to Land Development:
88
Project electronic files have been received by Land Development.
89
Provide approvals from all applicable agencies:
✓ Final Plat Approval By City Council
✓ DEQ or QLPE Design Approval Letter
✓ Confirmation E-mail from ACHD that all requirements have been met
✓ Confirmation E-mail or Fax from Irrigation District that all requirements have been met
Confirmation E-mail from Flood Plain Administrator that all requirements have been met
Other:
The Following items are Intended for Consultant/ Developer Informational Use Only:
90
Applicant shall be responsible for application and compliance with ;any Section 404 Permitting that may be required by the
Army Corps of Engineers.
91
Applicant shall be responsible for application and compliance with any NPDES Permitting that may be required by the EPA.
33 E Broadway Ave, Ste 102 Phone: 887-2211
Meridian, ID 83642 3 Fax: 887-1297
Briggs Engineering Mail - RE: [EXTERNAL] 43 North Plat Review Page l of 2
Gmd- Sabrina Durtschi <sabrinaw@briggs-engineering.com>
6yGooEl
RE: [EXTERNAL] 43 Noah Plat Review
1 message'
Amanda Morse <agmorse@adaweb.net>
To: Sabrina Durtschi <sabrinaw@briggs-engineering.com>
Thu, Jun 1, 2017 at 3:25 PM
I don't think you will need one if you call the lots "Driveway" instead of Drive as not to confuse anyone. I
just do an existing memo when it comes through Development Services
cid',image004.pn
g@01 D2CA5C.D
201 EFFO
Amanda Morse
GIS Technician
Acta County Assessor's Office
Land Records Department
igo G. Front St., Boise; ID 8002
(208) 287-7273
agmorse@adaweb.net
From: Sabrina Durtschi [mailto:sabrinaw@briggs-engineering.com]
Sent: Thursday, June 01, 2017 3:15 PIM
To: Amanda Morse
Subject: Re: [EXTERNAL] 43 North Plat Review
No.
On Thu, Jun 1, 2017 at 3:08 PM, Amanda Morse <agmorse@adaweb'.net> wrote:
Do you plan on naming the private Drives or is there frontage access?
Amanda Morse
https://mail.google.coi i/inail/u/t)/?ui=2(e-,ik=b4O4703bSf&view=pt&c,it=X13%20North.%20S... 6/7/2017
t„ ,m -,--
Sabrina Durtschi <sabrinaw@briggs-engineering.com>
Forty Three North Subdivision Name Reservation
1 message
Sub Name Mail <subnamemail@adaweb♦net> Fri, Jun 24; 2016 at 9`10 AM
To: Sabrina Durtschi <sabrinaw@briggs-engineering.com>, "Dean Briggs'(dean@briggs-engineering.corn)
<dean@briggs-engineering.com>
June 24, 2016
Dean Briggs — Briggs Engineering
Owner — KGA Development LLC
RE: Subdivision Name Reservation: Forty Three North Subdivision
At your request, I will reserve the name Forty Three North Subdivision for your project. I can honor this
reservation only as long' as your project is in the approval process. Final approval can only take place
when the final plat is recorded.
This reservation is available for the project as long as it is in the approval process unless the project is
terminated by the client, the jurisdiction or the conditions of approval have not been met, in which case the
name can be re -used by someone else.
Sincerely,
Jerry L. Hastings, PLS 5359
County Surveyor
Deputy Clerk Recorder
Ada County Development Services
200 W. Front St., Boise, ID 83702
(208)287-7912 office
(208) 287-7909 fox
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DESCRIPTION FOR
FORTY-THREE NORTH SUBDIVISION
A PARCEL OF LAND BEING PORTION OF THE EAST'/z OF THE NORTHWEST 1/4 OF SECTION 7,
IN TOWNSHIP 3 NORTH, RANGE 1 EAST, BOISE MERIDIAN, MERIDIAN CITY, ADA COUNTY,
IDAHO, MORE PARTICULARLY DESCRIBED AS FOLLOWS;
COMMENCING AT THE BRASS CAP MARKING THE CENTER OF SAID SECTION 7 LYING N
89001'30" E 2394.96 FEET FROM A BRASS CAP MARKING THE WEST ONE-QUARTER CORNER
OF SAID SECTION AND S 0000'00" W 2694.30 FEET FROM THE BRASS CAP MARKING THE
NORTH ONE-QUARTER CORNER OF SAID SECTION, THENCE N 0°00'00" W 1294.00 FEET
ALONG THE EAST LINE OF SAID NORTHWEST ONE-QUARTER OF SECTION 7 TO A POINT;
THENCE S 89001'30" W 732.01 FEET TO A POINT BEING ON THE CENTERLINE EXTENDED
EAST 4T" STREET; THENCE N 0000'00" E 201.18 FEET ALONG SAID CENTERLINE TO A
BRASSCAP MARKING THE SOUTHEAST CORNER OF OLIVE DALE SUBDIVISION AS FILED
WITH THE RECORDER OF ADA COUNTY IN BOOK 21 AT PAGE 1392 AND ALSO THE
NORTHEAST CORNER OF MILTON SUBDIVISION AS FILED WITH THE RECORDER OF ADA
COUNTY IN BOOK 51 AT PAGE 4261, ALSO BEING THE POINT OF BEGINNING OF THIS
DESCRIPTION;
THENCE N 000'00" E 169.30 FEET ALONG SAID CENTERLINE AND EAST BOUNDARY OF SAID
OLIVE DALE SUBDIVISION TO A POINT MARKING THE NORTHEAST CORNER OF SAID
OLIVE DALE SUBDIVISION, ALSO BEING ON THE SOUTHERLY RIGHT-OF-WAY OF EAST
BADLEY AVENUE;
THENCE S 88058'33" E 102.38 FEET ALONG SAID RIGHT-OF-WAY TO A POINT MARKING THE
END OF SAID PUBLIC RIGHT-OF-WAY;
THENCE N 89056'11" E 112.62 FEET TO A POINT;
THENCE S 0000'00" E 365.13 FEET TO A POINT;
THENCE S 89001'30" W 215.01 FEET TO A POINT ON SAID CENTERLINE OF EAST 4TH STREET;
THENCE N 0000'00" E 201.18 FEET ALONG SAID CENTERLINE AND EASTERLY BOUNDARY OF
SAID MILTON SUBDIVISION TO THE POINT OF BEGINNING OF THIS DESCRIPTION
THIS PARCEL CONTAINS 1.813 ACRES MORE OR LESS
BEARINGS HEREIN USED ARE BASED ON THE EAST LINE OF SAID NW '/4 SECTION 7
BEARING N 000'00" E.
DEAN W. BRIGGS, P.L.S. 3619
160405 -Forty Three North Subd. duly 10, 2016 Page 1 of 1
STATE OF IDAHO `)
COUNTY OF ADA )
AFFU OF LEGAL T NTEREST
(name). (a dre. s)
wu
(ci ty) (state)
being first duly sworn upon, oath, depose and say:
I. That I am the record owner of the property described on the attached, and I grant my
permission to:
<h /ILf,�"Lt,,z: , k 41(cc� '`itsR�e.\�t).`�tl� L-2�'t
(name) (address)
to submit the accompanying'application(s) pertaining to that property.
2, I agree to indemnify, defend and hold the City of Meridian and its employees harmless
,from any claim or liability resulting from any dispute as to the statements contained
herein or as to the ownership of the. property which is the subject of the application.
3. I hereby grant permission to City of Meridian Staff to enter the subject property for the
purpose of site inspections related to processing said application(s).
"'1' y
Dated this (� da of
20IG-
SUBSCRIBED
SUBSCRIBED AND SWORN to before me the day and year first above written.
L9` (Notary Public for Idaho)
aPSAWS �-
b� Residing at: i.� r.�' 3.k t tel` ( t • t-
'Pus
ocl
My Commission L;xpires: '1
Community Devetoptnent a Planning Division m 33 F. Broadway Avenue, Ste, 102 Meridian, Idaho 836,12
Phone: 208-884-5533 Fax:208-888-6854 ti��rFyl� riditn�cu��_oreir�ltinniir�
FILED EFFECTIVE
251 x sir CERTIFICATE OF ORGANIZATION
4
LIMITED LIABILITY COMPANY 1016MAR 14 AM 9 56
Title 30, Chapters 21 and 25; Idaho Code
Tyr$
®r Piling fee: $140 typed, $1120 not typed SECR M''i OF STATE
Complete and submit the application induplicate.
STATE OF DAHO
The name of the limited liability company is:
KGA Development, LLC
f,P•„iligtllU�'r ter �9C'I,"t..12...:`4it1B 'Lrrt,t5�"_ ,i,ill; ti,+17iQ2pj "•.L „1t1..ttC.;mu�ary "'��: fhE HCh(c.n2ti�6r)5 L _ C: •_c; Dr ;.:'.
2. The complete street and mailing addresses of the principal office is:
3843 W Daisy Creek St
54raa;Adres5l
Meridian, ID 83642
(*Malaw Addrasz, if difH�'tErtli
3, The name and complete street address of the registered agent:
Kelly GAdams 3843 W Daisy Greek St, °Meridian, ID 83642
turtle) Add, essi
4. The name and address of at least one governor of the limited liability company:
Kelly G Adams 3843 W Daisy Creek St, Meridian, 10 83642
�antet •,aJd ��5�
� nj In ; l +A,dtir'y5s!
1P last ;i3dte5S1
5. Mailing address for future correspondence (annual report notices)
3843 W Daisy Creek St, Meridian, ID 83642
iAddras:;"r
Signature of organizer(s)..
Printed Name: Kelly G Adams
Signature: ---
Printed Name
Signature.-
quv. OW015
use only
IDAW SEGRZTARY Or STATE
03/14%2016 05:00
CK: 6371 CT :32x7'35 BH:1518419
1(a, 100-00 == IG6 . OQ ORG-Ax L -LC #2
`A � �Aq M
C '/'- ((E PIDIANr-- Meridian City Hall, Suite 102
33 E. Broadway Avenue
1 ° Meridian, Idaho 83642
Community Development 208.887.2211
Department
Parcel Verification
Date: 7/12/16
The parcel information below has been researched and verified as correct by the City of Meridian
Community Development Department.
Project Name:
Parcel Number:
Acres:
T/R/S:
Property Owner
43 -North Subdivision
S1107212415
HEM
3N 1E 07
KGA Development, LLC
3843 W. Daisy Creek St.
Meridian, ID 83642
Address Verification Rev: 04/23/12
Pioneer itleCo.
6014 off'DND
8151 W. Rifleman Street
Boise, 11) 83704
ELECTRONICALLY RECORDED -DO NOT
REMOVE THE COUNTY STAMPED FIRST
PAGE AS IT IS NOW INCORPORATED AS
PART OF THE ORIGINAL DOCUMENT
File No. 586535 SRM/MA
For Value Received
ADA COUNTY RECORDER Christopher D, Rich 2016-023165
BOISE IDAHO Pgs=s DAWN TRiVOLIS 03121/201603:26 PM
PIONEER TITLE COMPANY OF ADA COUNTY 516.00
WARItA.NTY DEED
Stephanie Dickey as Trustee of T11e Linda Hoover Trust, dated June 14, 2001
hereinafter referred to as Grantor, does hereby grant, bargain, sell, warrant and convey unto
KGA Development LLC
hereinafter referred to as Grantee, whose current address is 3843 W. Daisy Creek St Meridian, ID 83642
The following described premises, to -wit:.
See Exhibit A attached hereto ana made a part hereof.
To HAVE AND TO HOLT (lie said premises, with their appurtenances unto thesaid Grantee(s), and.
Grantees(s) heirs and assigns forever. And thesaid Grantor(s) does (do) hereby covenant to and with the
Said Grantee(s), the Grantor(s) is/are the owners) in fee simple of said premises; that said premises are
flee from al encumbrances EXCFTT those to which this conveyance is expressly made subject and those
made, suffered or done by (lie Grwitee(s); ani:] subject to U.S. Patent reservations, restrictions,.
dedications; easements; rights of way and agreements, (if any) of record, and current years taxes, levies,
and assessments, includes irrigation and utility assessments, (if any) which are not yet due and payable,
and that'Grautor(s) will warrant and defend the same from all lawful claims whatsoever.
Dated: March 16, 2016,
The Linda IlooverTru t dated June 14, 2004
By: Y
eph nie Dickey, Trustee
State of Idaho, County of Ada
On this.Z/day of March in the year of 2016, before me, the undersigned, a Notary Public in and for said
State, personally appeared Stephanie Dickey as Trustee(s) of The Linda Hoover'ITrust dated June 14;
2004 known or identified to me to be the person/persons whose name(s) is/are subscribed to the within
instrument as said Trustee(s), and acknowledged to lice that he/she/they executed the same as Trustee(s)
of said trust a' as zis/her/their free and voluntary act and deed of said trust, for the uses and purposes
therein menti ned.
�
.
Notary Public .�'`
dd P
1lQ
Residing al:
t� a,
Commission Expires: f
ti m
®�. y
; L Residing at Caldwell; I[? �
My Commission Expires: 05-05-2017" -Y i Ip'""°"°"4`.�
' W 0 I'�, ,�.
EXHIBIT A
Al l that portion of the East half of the Northwest quni-ter of Section 7, 7 ownship 3 Nor(h, Rangc I East;
of the Boise Meridian, in Ada County, Idaho, which was formerly platted and known a .Block 9 of Second
Cottage Horne Addition to the village, of Meridian, Ada County, Idaho,
ANIS
A portion of the East Half of the Northwest quarter, Section 7, Township 3 North, Range I East, Boise
Meridian, Ada County, Idaho, more particularly described by ►nctes and bounds as follows:
Commencing at tile. center of Section 7; Township 3 North, Range 1 Bast, Boise Meridian, Ada Comity,,
Idaho, and cunning
North 0°00'00" Fast 1294.00 feet along the Easterly boundaty`of tite Northwest quarter of said Section 7,
to point; thence
South 89°01'30" West 68000 feet along a line parallel to and 1294.00 feet Northerly from the Southerly
boundary of the said Northwest quarter, Section 7, to the Southwest corner of Block 9 of the Vacated
SecondCot tageHorne, Addition to Meridian, Idaho; said point being the'fRUE"POINT OF
BEGINNING; thence Continuing
South 89°01'30" West 40.00 feet along a line parallel to and 1294,00'feet Northerly fro)u the said
Southerly boundary of the Northwest quarter, Section 7, to the Southeast corner of Block 10 of the said
Vacated ;SecondCottageIlome Addition to Meridian; thence continuing
South 89°01'30" West 12.00 feet along a line parallel to and 1294.00 feet Northerly from the said
Southerly boundary of the Northwest quarter Section 7, also being along the Southerly boundary of said
Bloch 10 of Vacated Second Cottage Home Addition, to a point;.thence
North 0°00,00"'East 201.34 feet along a line parallel to And 732.00 feet Westerly frons the said Easterly
boundary of the Northwest quarter, Section 7, also being along`a line parallel to and 12.00 feet Westerly
from the Easterly boundary of said Block 10 of Vacated Second Cottage Home Addition, to the Southeast
corner -of Olive Dale Subdivision No. 1 as shown on the official plat thereof ort file in the office of the
Ada County Recorder; thence Continuing
North 0'00'00" East 154•91 feet along the Easterly boundary of said Olive hale Subdivision No, 1 also
being along aline parallel to and 732.00 feet Westerly froin the said,Easterly boundary of the Northwest
quarter, Section 7, to a point on the Northerly boundary of said Block 10 of the Vacated Second Cottage
Home Addition, said point being 12.00 feet Westerly from the Northeast corner of said Block 10; thence
continuing
North 0°00'00" East 14.39 feet along the said Easterly boundary of Olive Dale Subdivision No, 1 also
be.ing along aline parallel to and 732.00 feet Westerly from the said Easterly boundary of the Northwest
quarter, Section 7 and also being along a line parallel to and 12.00 feet Westerly from the Easterly
boundary of Block 1.1 of the said Vacated Second Cottage Horne Addition, to the Northeast corner of said
Olive Dale Subdivision No. 1; thence
North 89'54'10" East 51.99 feet along the extended Northerly boundary of said Olive Dale Subdivision
No, I to a point on the Westerly boundary of Block 12 of the said Vacated Second Cottage I lotne
Addition; thence
South 01100'00" West 13.59 feet along a line parallel to a and 680.00 feet Westerly from the said Easterly
boundary of tite Northwest quarter, Section 7, also being along the said Westerly boundary of Block 12 of
the Vacated Second Cottage Home Addition to the Southwest cortrer thereof; thence continuing
South 0100'00° West 356.25 feet along a line parallel to and 680.00 feet Westerly front the said Easterly
boundary of tite Northwest quarter, Section 7, also being along the Westerly boundary of said Block 9 of
the Vacated Second Cottage Horne Addition, to the POINT OF BEGINNING.
1.Xcept I,I IA I t'UKI IU N UP WX11) UJOCK ) of Jecono uottage-Yturne Auuition w UIe v inage or
Meridian, lying East of the followingdescribed lute:
A portion of the Fast Ralf of the Northwest quarter; Section 7, `rownship 3 North, Range I Fast, Boise
Meridian, Ada County, Idaho, nature particularly described as follovvs:
Conatnertcing at the ceraier of Section 7, Township 3 North, Range I West, Boise Meridian, Ada County,
Idalho, and rttnninlg
North 0100'0.0" East 1294,00 feet along the ,Easterly boundary of the Northwest quarter of said Section
to a point, Ihettce
South 99'01'30" West 150.00 feetalong a litie parallel to and 1294.00 feet Nortlterlyfrom the Southerly
boundary of the said Northwest quarter, Section 7, to a point, thence continuing
South 89'01'30" West 367.00 feet along a line parallel to and 1294.00'tbet N6rtlterly'froin the said
Southerly boundary of the Northwest quarter, Section 7. to a point of beginning of said line; thence'
North 0100'00" East 365.21 feet along'a line parallel to and 517.00 feet Westerly from the said Easterly
boundary of the Northwest quarter, Section 7, to the end of said lime.
SMOGS ENG/NEER/NG, /nc,
ENGINEERS/ PLANNERS/ SURVEYORS
DRAINAGE JUSTIFICATION
CITY OF MERIDIAN PROJECT
FORTY-THREE NORTH SUBDIVISION
14364 E HWY 21
MERIDIAN, ID
FOR:
KGA DEVELOPMENT, LLC
Prepared by:
Briggs Engineering, Inc.
1800 W. Overland Road
Boise, ID 83705-3142
TEL (208) 344-9700 x104
FAX (800) 872-8870
Marcum Residence Drainage Report
File No. 151217
11. GENERAL LOCATION AND DEVELOPMENT DESCRIP'T'ION
1. LOCATION OF PROPERTY
An undeveloped residential parcel located at 1318 NE 4t' St., Meridian, Idaho.
2. DESCRIPTION OF PROPERTY
(See Appendix B, Grading Exhibit)
The 1.86 -acre property had a single-family dwelling on the property that has since been removed.
Adjacent properties are either in the same condition or developed with residential construction. The
property is bounded on the south by a commercial development, on the east by a multi -family
residential development and on the west and north by primarily undeveloped property. East Bodily
Avenue, a public street runs along the north property and NE 41 Street unimproved right-of-way
abuts the westerly boundary. The area of the proposed development is in the 100 year flood plain..
Native slopes around the proposed residential building site are less than 5%. The property sheet drains
to a natural swale toward the NE 4th Street right-of-way. NE 0 Street will be constructed as a one-
half street on the east side and a 12 -foot wide travel lane to the west. East Bodily Avenue is improved
and will be modified at the intersection with NE 4th Street.
111. HYDROLOGIC ANALYSIS
1. ON-SITE DRAINAGE DESCRIPTION
(See Appendix A, Grading Exhibit)
a) EXISTING
The ground surface exhibits fine and coarse grained soil mixtures throughout the site. Regional
drainage is northwest toward the intersection of NE 4' St and E Bodily Ave.
b) PROPOSED
Storm drainage on-site will be collected and disposed in subsurface drainage pits.
1V. CONCLUSION
Based on the data and analysis it is our opinion the proposed method of storm water attenuation and
disposal for increased flows is adequate and conforms to City of Meridian Guidelines. There will be
no net increase to historic flow leaving the property resulting from property development.
Copyright 0 Briggs Engineer-, hzc. 2
All rights reserved.
Marcum Residence Drainage Report
File No. 151217
Vl. APPENDIX C - IMPROVEMENT PLAN
Copj fight OBriggsEngineer, Inc. 4
All rights reserved.
Marcum Residence Drainage Report
File No. 151217
Copyright OBriggsEngineer, Inc. 5
All rights reserved.
BRIGGS ENGINEERING, INC.
1800 W. Overland Rd, Boise, ID 83705
1 Project Name Forty Three North Subd - CB3
2 Is area drainage basin map provided? Yes
(map must be included with stormwater calculations)
3 Enter Storm Frequency (100 -year per ACHD policy) 100
4 Enter number of storage facilities (10 max)
5 Area of Drainage Basin (SF or Acres) Acres
Acre!
6 Determine the Weighted Runoff Coefficient (C)
C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg
1
Roadway
Adjacent
Section
Property
Basin 3
Basin 4
Basin 5
0.17
0.05
0.22
0.90
0.20
0.74
7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use 10 min user calculate
minimum 10 Min.-
8 Determine the average rainfall intensity (i) from IDF Curve based i
9 Calculate the Post -Project peak discharge (QPeak) Qpeak
10 Calculate peak Qwq (uses 2 -yr storm) Qw4
Q, 25 -yr 0.30 cfs
11 Calculate total runoff vol (V) (for sizing primary storage) V
V = Ci (Tc=60)Ax3600
12 Calculate Vwq (for sizing WQ facilities)
Enter Percentile Storm I (80th percentile = 0.34 in)
Enter WQ Volume (VWQ = Cxi (from line above) xAx3600) VWQ
13 Enter approved discharge rate for the given storm (if applicable)
14 Volume Summary
Surface Storage: Pond
WQ Pond Forebay + 15% sediment V
Primary Treatment/Storage Basin V
Subsurface Storage: Seepage Bed
Primary Treatment/Storage Basin V
160405-Sd Ca1cs-CB3.xlsm Peak 0,V 1/4
BRIGGS ENGINEERING, INC.
1800 W. Overland Rd, Boise, ID 83705
Calculation Sheet for Sizing Seepage Bed
1 Project Name Forty Three North Subd - CB3
I
Q
2 Enter number of Seepage Beds (10 max)
Perc Vol
3 Design Storm
100
4 Weighted Runoff Coefficient C
0.74
5 Area A (Acres)
0.22 acres
6 Approved discharge rate for the given storm (if applicable)
0.00 cfs
7 Design Volume V
556
10
8 Set Design Width W
15.0 ft
9 Set Design Depth D
2.81 ft
Rock Only, 3 -ft filter sand in excavation depth only
0
10 Void Ratio of Drain Rock Void
0.4
0.4 for 1.5"-2" drain rock
2.18
11 Design Infiltration Rate (8.00 in/hr max) Perc
4 in/hr
12 Area Infiltration Aperc
429 ft2
13 Volume Infiltration Vperc
143 ft3/hr
14 Size of Perf Pipe
15 Calculate Total Storage per Foot
Apf=WxDxVoid+App
16 Calculate Design Length
17 Check Storage for Perc Rate for 24 -Hour Period
Dia pipe 18 in
Spf 17.4
1
Link to: Peak QV
Peak QV TR55 A
I
"3
ft3/ft
L 29 ft
0.9 ft3
Storm Duration
I
Q
Runoff Vol
Perc Vol
Pre -Prof Vol
Max Vol Reqd
Min
Hr
in/hr
cfs
ft3
ft3
ft3
ft3
10
0.17
2.58
0.42
287
24
0
263
15
0.25
2.18
0.35
363
36
0
20
0.33
1.81
0.29
402
48
0
354
25
0.42
1.58
0.25
439
60
0
379
30
0.50
1.51
0.24
503
71
0
432
35
0.58
1.25
0.20
486
83
0
403
40
0.67
1.15
0.19
511
95
0
416
45
0.75
1.07
0.17
535
107
0
428
50
0.83
1 1.00
0.16
555
119
0
436
55
0.92
0.96
0.15
586
131
0
60
1
0.96
0.15
640
143
0
120
2
0.54
0.09
720
286
0
434
180
3
0.40
0.06
800
429
0
371
360
6
0.25
0.04
1 999
857
0
142
720
12
0.16
0.03
1,279
1,714
0
-435
1440
24
0.10
0.02
1,599
3,428
1 0
-1,829
Total Design Vol.
Override
497
18 Time to Drain
90% volume in 48 -hours minimum
3.1 hours
160405-Sd Calcs-CB3.xlsm BMP01-Seepage Bed 2/4
BRIGGS ENGINEERING, INC.
1800 W. Overland Rd, Boise, ID 83705
Calculation Sheet for Sizing Seepage Bed
1 Project Name Forty Three North Subd - CB3
2 Enter number of Seepage Beds (10 max)
1
n
19 Perforated Pipe Check Qperf 1.6
>= 0.4
Qperf>= Qpeak; where Qperf=CdxAxV(2xgxH)
d
0.0313 ft
Cly, = free out fall flow rate through one perforation cfs
A
0.0008 ft'
Cd = Coefficient of discharge = 0.60
A/ft pipe
0.0109 ftz/ft
A = Area
Qperf/ft
0.0564 cfs
g = 32.17 ft/s2
Lengthperf
28.57 ft
H = Head (ft); Assume H=1.15 -ft (weighted avg with 0.5 -ft over top of pipe)
Qpe,f
1.61 cfs
Perfs per Valley = 5 (for top half); Valleys per ft=57/20
# Perf/ft = assumed 5 x 57/20 for 30"
160405-Sd Calcs-CB3.xlsm BMP01-Seepage Bed 3/4
BRIGGS ENGINEERING, INC. 1800 W. Overland Rd, Boise, ID 83705
Calculation Sheet for Sand/Grease Traps
1 Project Name Forty Three North Subd - CB3 /SG Trap 1
tnter numper or Sana/tjrease i raps tau max)
eference for Throat widths (inch)
Baffle
Throat
Boise
Velocity
Is the
Vault Size
Number of
Peak Flow
Spacing
width
Area (ft)
0.5 fps
Velocity
S/G Traps
Q-cfs
inch
inch
48.0
max.
ok?
1000 G
1
0.42
20
50.5
7.01
0.06
60
eference for Throat widths (inch)
160405-Sd Calcs-CB3.xlsm BMP01-SG Trap 4/4
ADS
Boise
Lar -ken
WQU,
Vault
BMP 16
000 G
48.0
50.5
n/a
500 G
60.0
61.5
n/a
VQU1000
n/a
n/a
60
VQU1500
n/a
n/a
60
160405-Sd Calcs-CB3.xlsm BMP01-SG Trap 4/4
BRIGGS ENGINEERING, INC.
1 Project Name Forty Three North Subd - C84
1800 W. Overland Rd, Boise, ID 83705
2 Is area drainage basin map provided? Yes
(map must be included with stormwater calculations)
3 Enter Storm Frequency (100 -year per ACHD policy) 100
4 Enter number of storage facilities (10 max) 1
5 Area of Drainage Basin (SF or Acres) Acres
Acre:
6 Determine the Weighted Runoff Coefficient (C)
C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avf
Roadway
Adjacent
Section
Property
Basin 3
Basin 4
Basin 5
0.04
0.08
0.12
0.90
0.20
0.41
7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use 10 min user calculate
minimum 110 Min.
8 Determine the average rainfall intensity (i) from IDF Curve based i
9 Calculate the Post -Project peak discharge (QPeak) Clpeak
10 Calculate peak Qwq (uses 2 -yr storm) QWQ
Q, 25 -yr 0.09 cfs
11 Calculate total runoff vol (V) (for sizing primary storage) V
V = Ci (Tc=60)Ax3600
12 Calculate Vwq (for sizing WQ facilities)
Enter Percentile Storm I (80th percentile = 0.34 in)
Enter WQ Volume (VW, = Cxi (from line above) xAx3600) VWQ
13 Enter approved discharge rate for the given storm (if applicable)
14 Volume Summary
Surface Storage: Pond
WQ Pond Forebay + 15% sediment V
Primary Treatment/Storage Basin V
Subsurface Storage: Seepage Bed
Primary Treatment/Storage Basin V
160405-Sd Calcs-CB4 Peak Q,V 1/4
BRIGGS ENGINEERING, INC.
1800 W. Overland Rd, Boise, ID 83705
Calculation Sheet for Sizing Seepage Bed
1 Project Name Forty Three North Subd - CB4
2 Enter number of Seepage Beds (10 max) 1
3 Desi n Storm 100
g
4 Weighted Runoff Coefficient C 0.41 Link to: [Peak Qv-( -
g ; Peak QV TR55
5 Area A (Acres) 0.12 acres
6 d d' h f h (
t 'f I' bl) 000 cfs
Approve isc arge rate ort a given s orm
i app ica e
Q
7 Design Volume
V
170 ft3
8 Set Design Width
W
15.0 ft
9 Set Design Depth
D
3.02 ft
Rock Only, 3 -ft filter sand in excavation depth only
ft3
10 Void Ratio of Drain Rock
Void
0.4
0.4 for 1.5"-2" drain rock
0.13
88
11 Design Infiltration Rate (8.00 in/hr max)
Perc
4 in/hr
12 Area Infiltration
Aperc
124 ftz
13 Volume Infiltration
Vperc
41 ft3/hr
14 Size of Perf Pipe
Dia pipe
18 in
15 Calculate Total Storage per Foot
Apf=WxDxVoid+App
16 Calculate Design Length
17 Check Storage for Perc Rate for 24 -Hour Period
Spf 18.7 ft3/ft
L
8 ft
0.9 ft3
Storm Duration
I
Q
Runoff Vol
Perc Vol
Pre -Prof Vol
Max Vol Reqd
Min
Hr
in/hr
cfs
ft
ft3
ft3
ft3
10
0.17
2.58
0.13
88
7
0
81
15
0.25
2.18
0.11
111
10
0
20
0.33
1.81
0.09
123
14
0
109
25
0.42
1.58
0.08
134
17
0
117
30
0.50
1.51
0.07
154
21
0
133
35
0.58
1.25
0.06
149
24
0
125
40
0.67
1.15
0.06
156
28
0
129
45
0.75
1.07
0.05
164
31
0
133
50
0.83
1.00
0.05
170
35
0
136
55
0.92
0.96
0.05
180
38
0
60
1
0.96
0.05
196
41
0
120
2
0.54
0.03
220
83
0
138
180
3
0.40
0.02
1 245
124
0
121
360
6
0.25
0.01
306
248
0
58
720
12
0.16
0.01
392
497
0
-105
1440
24
0.10
0.00
490
994
0
-504
Total Design Vol.1
Override
154
18 Time to Drain
90% volume in 48 -hours minimum
3.4 hours
160405-Sd Calcs-CB4 BMP01-Seepage Bed 2/4
BRIGGS ENGINEERING, INC.
1 Project Name
1800 W. Overland Rd, Boise, ID 83705
Calculation Sheet for Sizing Seepage Bed
Forty Three North Subd - CB4
2 Enter number of Seeoaee Beds (10 max)
1
19 Perforated Pipe Check Qperf 0.5 >= 0.1
Qperf>=Qpeak; where Qperf=CdxAxV(2xgxH) d 0.0313 ft
Ctp = free out fall flow rate through one perforation cfs A 0.0008 ftz
Cd = Coefficient of discharge = 0.60 A/ft pipe 0.0109 ftZ/ft
A = Area Qperf/ft 0.0564 cfs
g = 32.17 ft/s2 Lengthperf 8.28 ft
H = Head (ft); Assume H=1.15 -ft (weighted avg with 0.5 -ft over top of pipe) Qperf 0.47 cfs
Perfs per Valley = 5 (for top half); Valleys per ft=57/20
# Perf/ft = assumed 5 x 57/20 for 30"
160405-Sd Calcs-CB4 BMP01-Seepage Bed 3/4
BRIGGS ENGINEERING, INC. 1800 W. Overland Rd, Boise, ID 83705
Calculation Sheet for Sand/Grease Traps
1 Project Name Forty Three North Subd - CB4 /SG Trap 1
Enter number OT Sana/urease i raps tiu ma
Reference for Throat widths (inch)
Baffle
Throat
Boise
Velocity
Is the
Vault Size
Number of
Peak Flow
Spacing
width
Area (ft)
0.5 fps
Velocity
1500 G
S/G Traps
Q cfs
inch
inch
n/a
max.
ok?
1000 G
1
0.13
20
50.5
7.01
0.02
Reference for Throat widths (inch)
160405-Sd Calcs-CB4 BMP01-SG Trap 4/4
ADS
Boise
Lar -ken
WQU,
Vault
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
160405-Sd Calcs-CB4 BMP01-SG Trap 4/4
BRIGGS ENGINEERING, INC.
1800 W. Overland Rd, Boise, ID 83705
1 Project Name Forty Three North Subd - CBS
2 Is area drainage basin map provided? Yes
(map must be included with stormwater calculations)
3 Enter Storm Frequency (100 -year per ACHD policy) 100
4 Enter number of storage facilities (10 max)
5 Area of Drainage Basin (SF or Acres) Acres
Acres
6 Determine the Weighted Runoff Coefficient (C)
C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg
1
Roadway
Adjacent
500
tt-
V = Ci (Tc=60)Ax3600
Section
Property
Basin 3
Basin 4
Basin 5
0.15
0.04
Enter Percentile Storm I (80th percentile = 0.34 in)
95th
0.19
Enter WQ Volume (VWQ = Cxi (from line above) xAx3600)
VWQ
312
ft'
0.90
0.20
cfs
14 Volume Summary
0.76
Surface Storage: Pond
7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use 10 min user Calculate
minimum 10 Min.
8 Determine the average rainfall intensity (i) from IDF Curve based i 2.58 in/
9 Calculate the Post -Project peak discharge (QPeak) `peak 0.37 cfs
10 Calculate peak Qwq (uses 2 -yr storm) QWQ 0.10 cfs
Q, 25 -yr 0.27 cfs
11 Calculate total runoff vol (V) (for sizing primary storage)
V
500
tt-
V = Ci (Tc=60)Ax3600
12 Calculate Vwq (for sizing WQ facilities)
Enter Percentile Storm I (80th percentile = 0.34 in)
95th
0.60 in
Enter WQ Volume (VWQ = Cxi (from line above) xAx3600)
VWQ
312
ft'
13 Enter approved discharge rate for the given storm (if applicable)
cfs
14 Volume Summary
Surface Storage: Pond
WQ Pond Forebay + 15% sediment
V
312
ft'
Primary Treatment/Storage Basin
V
187
ft'
Subsurface Storage: Seepage Bed
Primary Treatment/Storage Basin
V
500
ftJ
160405-Sd Calcs-CB5.xlsm Peak Q,V 1/4
BRIGGS ENGINEERING, INC.
1800 W. Overland Rd, Boise, ID 83705
Calculation Sheet for Sizing Seepage Bed
1 Project Name Forty Three North Subd - CBS
2 Enter number of Seepage Beds (10 max) 1
3 Design Storm
I
100
4 Weighted Runoff Coefficient C
Perc Vol
0.76
5 Area A (Acres)
Min
0.19 acres
6 Approved discharge rate for the given storm (if applicable)
0.00 cfs
7 Design Volume
V
500
ft
8 Set Design Width
W
10.0 ft
9 Set Design Depth
D
5.17 ft
Rock Only, 3 -ft filter sand in excavation depth
only
15
10 Void Ratio of Drain Rock
Void
0.4
0.4 for 1.5"-2" drain rock
20
0
11 Design Infiltration Rate (8.00 in/hr max)
Perc
4 in/hr
12 Area Infiltration
Aperc
234 ft
13 Volume Infiltration
Vperc
78 ft3/hr
14 Size of Perf Pipe
15 Calculate Total Storage per Foot
Apf=WxDxVoid+App
16 Calculate Design Length
17 Check Storage for Perc Rate for 24 -Hour Period
Dia pipe 18 in
Spf 21.2
Link to: Peak QV
Peak QV TR55 1
i
ft3
ft3/ft
L 23 ft
0.9 ft3
Storm Duration
I
Q
Runoff Vol
Perc Vol
Pre -Prof Vol
Max Vol Reqd
Min
Hr
in/hr
cfs
ft
ft3
ft
ft
10
0.17
2.58
0.37
257
13
0
244
15
0.25
2.18
0.32
326
20
0
20
0.33
1.81
0.26
361
26
0
335
25
0.42
1.58
0.23
394
33
0
361
30
0.50
1.51
0.22
452
39
0
413
35
0.58
1.25
0.18
436
46
0
391
40
0.67
1.15
0.17
459
52
0
407
45
0.75
1.07
0.15
480
59
0
422
50
0.83
1 1.00
0.14
499
65
0
434
55
0.92
0.96
0.14
527
72
0
60
1
0.96
0.14
575
78
0
120
2
0.54
0.08
646
156
0
490
180
3
0.40
0.06
718
234
0
484
360
6
0.25
0.04
1 898
468
0
430
720
1 12
0.16
0.02
1,149 1
936
0
213
1440
24
0.10
0.01
1,436
1,873
0
-436
Total Design Vol.1
Override
497
18 Time to Drain
90% volume in 48 -hours minimum
5.7 hours
160405-Sd Calcs-CB5.xlsm BMP01-Seepage Bed 2/4
BRIGGS ENGINEERING, INC.
1800 W. Overland Rd, Boise, ID 83705
Calculation Sheet for Sizing Seepage Bed
1 Project Name Forty Three North Subd - CBS
2 Enter number of Seepage Beds (10 max)
1
19 PerforatedPipe Check Clpe,f 1.3
>= 0.4
Qperf>= Qpeak; where Qperf=CdxAxV(2xgxH)
d
0.0313 ft
Ctp = free out fall flow rate through one perforation cfs
A
0.0008 ft2
Cd = Coefficient of discharge = 0.60
A/ft pipe
0.0109 ft2/ft
A = Area
Qperf/ft
0.0564 cfs
g = 32.17 ft/s2
Lengthperf
23.41 ft
H = Head (ft); Assume H=1.15 -ft (weighted avg with 0.5 -ft over top of pipe)
`�erf
1.32 cfs
Perfs per Valley = 5 (for top half); Valleys per ft=57/20
# Perf/ft = assumed 5 x 57/20 for 30"
160405-Sd Calcs-CBS.xlsm BMP01-Seepage Bed 3/4
BRIGGS ENGINEERING, INC. 1800 W. Overland Rd, Boise, ID 83705
Calculation Sheet for Sand/Grease Traps
1 Project Name Forty Three North Subd - CBS /SG Trap 1
tnter numoer oT Sana/tjrease i raps tlu m
Reference for Throat widths (inch)
ADS
Baffle
Throat
WQU,
Velocity
Is the
Vault Size
Number of
Peak Flow
Spacing
width
Area (ft')
0.5 fps
Velocity
61.5
S/G Traps
Q-cfs
inch
inch
max.
ok?
1000 G
1
0.37
20
50.5
7.01
0.05
Reference for Throat widths (inch)
500 n/a n/a 60
160405-Sd Calcs-CBS.xlsm BMP01-SG Trap 4/4
ADS
Boise
Lar -ken
WQU,
Vault
BMP 16
1000 G 48.0
50.5
n/a
1500 G 60.0
61.5
n/a
WQU1000 n/a
n/a
60
500 n/a n/a 60
160405-Sd Calcs-CBS.xlsm BMP01-SG Trap 4/4
BRIGGS ENGINEERING, INC.
1800 W. Overland Rd, Boise, ID 83705
1 Project Name Forty Three North Subd - CB6
2 Is area drainage basin map provided? Yes
(map must be included with stormwater calculations)
3 Enter Storm Frequency (100 -year per ACHD policy) 100
4 Enter number of storage facilities (10 max)
5 Area of Drainage Basin (SF or Acres) Acres
Acre:
6 Determine the Weighted Runoff Coefficient (C)
C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avl
1
Roadway
Adjacent
2.58
0.43
0.11 cfs
in/hr
cfs
11 Calculate total runoff vol (V) (for sizing primary storage)
Section
Property
Basin 3
Basin 4
Basin 5
0.18
0.03
12 Calculate Vwq (for sizing WQ facilities)
0.21
Enter Percentile Storm I (80th percentile = 0.34 in)
95th
0.60 in
0.90
0.20
357
ft'
13 Enter approved discharge rate for the given storm (if applicable)
0.80
cfs
14 Volume Summary
7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use 10 min user calculate
minimum [10 Min. —I
8 Determine the average rainfall intensity (i) from IDF Curve based
9 Calculate the Post -Project peak discharge (QPeak)
1u Calculate peak Qwq (uses 2 -yr storm)
Q, 25 -yr 0.31 cfs
i
Qpeak
QWQ
2.58
0.43
0.11 cfs
in/hr
cfs
11 Calculate total runoff vol (V) (for sizing primary storage)
V
572
W
V = Ci (Tc=60)Ax3600
12 Calculate Vwq (for sizing WQ facilities)
Enter Percentile Storm I (80th percentile = 0.34 in)
95th
0.60 in
Enter WQ Volume (VwQ = Cxi (from line above) xAx3600)
VWQ
357
ft'
13 Enter approved discharge rate for the given storm (if applicable)
cfs
14 Volume Summary
Surface Storage: Pond
WQ Pond Forebay + 15% sediment
V
357
W
Primary Treatment/Storage Basin
V
214
ft'
Subsurface Storage: Seepage Bed
Primary Treatment/Storage Basin
V
572
ft:;
160405-Sd Calcs-CB6 Peak Q,V 1/4
BRIGGS ENGINEERING, INC.
1800 W. Overland Rd, Boise, ID 83705
Calculation Sheet for Sizing Seepage Bed
1 Project Name Forty Three North Subd - CB6
I
Q
2 Enter number of Seepage Beds (10 max)
Perc Vol
3 Design Storm
100
4 Weighted Runoff Coefficient C
0.80
5 Area A (Acres)
0.21 acres
6 Approved discharge rate for the given storm (if applicable)
0.00 cfs
7 Design Volume V
572
10
8 Set Design Width W
10.0 ft
9 Set Design Depth D
5.17 ft
Rock Only, 3 -ft filter sand in excavation depth only
0
10 Void Ratio of Drain Rock Void
0.4
0.4 for 1.5"-2" drain rock
2.18
11 Design Infiltration Rate (8.00 in/hr max) Perc
4 in/hr
12 Area Infiltration Aperc
268 ftz
13 Volume Infiltration Vperc
89 ft3/hr
14 Size of Perf Pipe
15 Calculate Total Storage per Foot
Apf=WxDxVoid+App
16 Calculate Design Length
17 Check Storaee for Perc Rate for 24 -Hour Period
Dia pipe 18 in
Spf 21.2
L 27
1
Link to: [Peak QV C
i Peak QV TR55
i
443
0.9 ft3
ft3/ft
ft
Storm Duration
I
Q
Runoff Vol
Perc Vol
Pre-Proj Vol
Max Vol Reqd
Min
Hr
in/hr
cfs
ft
ft
ft
ft3
10
0.17
2.58
0.43
295
15
0
280
15
0.25
2.18
0.36
373
22
0
20
0.33
1.81
0.30
413
30
0
384
25
0.42
1.58
0.26
451
37
0
414
30
0.50
1.51
0.25
517
45
0
473
35
0.58
1.25
0.21
500
52
0
448
40
0.67
1.15
0.19
525
60
0
466
45
0.75
1.07
0.18
550
67
0
483
50
0.83
1.00
0.17
571
74
0
497
55
0.92
0.96
0.16
603
82
0
60
1
0.96
0.16
658
89
0
120
2
0.54
0.09
740
179
0
561
180
3
0.40
0.07
822
268
0
554
360
6
0.25
1 0.04
1,028
536
1 0
492
720
12
0.16
0.03
1 1,316
1,072
0
244
1440
24
0.10
0.02
1,644
2,144
0
-500
Total Design Vol.
Override
568
18 Time to Drain
90% volume in 48 -hours minimum
5./ hours
160405-Sd Calcs-CB6 BMP01-Seepage Bed 2/4
BRIGGS ENGINEERING, INC. 1800 W. Overland Rd, Boise, ID 83705
Calculation Sheet for Sizing Seepage Bed
1 Project Name Forty Three North Subd - CB6
2 Enter number of Seepage Beds (10 max) 1 _�
19 Perforated Pipe Check Qperf 1.5 >= 0.4
Qperf >= Qpeak; where Qperf=CdxAxV(2xgxH) d 0.0313 ft
Qp = free out fall flow rate through one perforation cfs A 0.0008 ft2
Cd = Coefficient of discharge = 0.60 A/ft pipe 0.0109 ftz/ft
A = Area Qperf/ft 0.0564 cfs
g = 32.17 ft/s2 Lengthperf 26.80 ft
H = Head (ft); Assume H=1.15 -ft (weighted avg with 0.5 -ft over top of pipe) Qperf 1.51 cfs
Perfs per Valley = 5 (for top half); Valleys per ft=57/20
# Perf/ft = assumed 5 x 57/20 for 30"
160405-Sd Calcs-CB6 BMP01-Seepage Bed 3/4
BRIGGS ENGINEERING, INC.
1800 W. Overland Rd, Boise, ID 83705
Calculation Sheet for Sand/Grease Traps
1 Project Name Forty Three North Subd - CB6 /SG Trap 1
Enter number of Sand/Grease Traps (10 max)
1
Baffle
Throat
Velocity
Is the
Vault Size
Number of Peak Flow
Spacing
width
Area (ft)
Q-cfs
inch
inch
max.
ok?
1000 G
1
0.43
20
50.5
7.01
0.06
Reference for Throat widths (inch)
ADS
Boise
Lar -ken WQU,
Vault
BMP 16
1000 G 48.0
50.5 n/a
1500 G 60.0
61.5 n/a
WQU1000 n/a
n/a 60
WQU1500 n/a
n/a 60
160405-Sd Calcs-CB6 BMP01-SG Trap 4/4
0.5 fps
Velocity
S/G Traps
Q-cfs
inch
inch
max.
ok?
1000 G
1
0.43
20
50.5
7.01
0.06
BR/GGS ENG/NEER/NG, /nc,
ENGINEERS / PLANNERS / SURVEYORS
DRAINAGE JUSTIFICATION
CITY OF MERIDIAN PROJECT
FORTY-THREE NORTH SUBDIVISION
14364 E HWY 21
MERIDIAN, ID
FOR:
KGA DEVELOPMENT, LLC
Prepared by:
Briggs Engineering, Inc.
1800 W. Overland Road
Boise, ID 83705-3142
TEL (208) 344-9700 x104
FAX (800) 872-8870
Marcum Residence Drainage Report
File No. 151217
1. LOCATION OF PROPERTY
An undeveloped residential parcel located at 1318 NE 0 St., Meridian, Idaho.
2. DESCRIPTION OF PROPERTY
(See Appendix B, Grading Exhibit)
The 1.86 -acre property had a single-family dwelling on the property that has since been removed.
Adjacent properties are either in the same condition or developed with residential construction. The
property is bounded on the south by a commercial development, on the east by a multi -family
residential development and on the west and north by primarily undeveloped property. East Bodily
Avenue, a public street runs along the north property and NE 4th Street unimproved right-of-way
abuts the westerly boundary. The area of the proposed development is in the 100 year flood plain..
Native slopes around the proposed residential building site are less than 5%. The property sheet drains
to a natural swale toward the NE 0 Street right-of-way. NE 4th Street will be constructed as a one-
half street on the east side and a 12 -foot wide travel lane to the west. East Bodily Avenue is improved
and will be modified at the intersection with NE 0 Street.
1. ON-SITE DRAINAGE DESCRIPTION
(See Appendix A, Grading Exhibit)
a) EXISTING
The ground surface exhibits fine and coarse grained soil mixtures throughout the site. Regional
drainage is northwest toward the intersection of NE 4' St and E Bodily Ave.
b) PROPOSED
Storm drainage on-site will be collected and disposed in subsurface drainage pits.
1V. CONCLUSION
Based on the data and analysis it is our opinion the proposed method of storm water attenuation and
disposal for increased flows is adequate and conforms to City of Meridian Guidelines. There will be
no net increase to historic flow leaving the property resulting from property development.
Copyright 0BriggsEngineer, Inc. 2
A11 rights reserved.
V. APPENDIX A - LOCATION MAP
Marcum Residence Drainage Report
File No. 151217
Cop7night 0b iggs Engineer, Inc.
All rights reserved.
Marcum Residence Drainage Report
File No. 151217
Copyright 0 Briggs Engineer, Inc.
All rights reserved.
BRIGGS ENGINEERING, INC.
1 Project Name Forty Three North Subd - CB3
1800 W. Overland Rd, Boise, ID 83705
2 Is area drainage basin map provided? Yes
(map must be included with stormwater calculations)
3 Enter Storm Frequency (100 -year per ACHD policy) 100
4 Enter number of storage facilities (10 max) 1
5 Area of Drainage Basin (SF or Acres) Acres
Acres
6 Determine the Weighted Runoff Coefficient (C)
C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg
Roadway
Adjacent
2.58
in/hr
9 Calculate the Post -Project peak discharge (QPeak)
Section
Property
Basin 3
Basin 4
Basin 5
0.17
0.05
Q, 25 -yr 0.30 cfs
0.22
0.90
0.20
556
ft
V = Ci (Tc=60)Ax3600
0.74
12 Calculate Vwq (for sizing WQ facilities)
7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use 10 min user Calculate
minimum
10 Min.
-
8 Determine the average rainfall intensity (i) from IDF Curve based
i
2.58
in/hr
9 Calculate the Post -Project peak discharge (QPeak)
C peak
0.42
cfs
1u Calculate peak Qwq (uses 2 -yr storm)
QWQ
0.11 cfs
Q, 25 -yr 0.30 cfs
11 Calculate total runoff vol (V) (for sizing primary storage)
V
556
ft
V = Ci (Tc=60)Ax3600
12 Calculate Vwq (for sizing WQ facilities)
Enter Percentile Storm I (80th percentile = 0.34 in)
95th
0.60 in
Enter WQ Volume (VWQ = Cxi (from line above) xAx3600)
VWQ
348
W
13 Enter approved discharge rate for the given storm (if applicable)
cfs
14 Volume Summary
Surface Storage: Pond
WQ Pond Forebay + 15% sediment V
Primary Treatment/Storage Basin V
Subsurface Storage: Seepage Bed
Primary Treatment/Storage Basin V
160405-Sd Calcs-CB3.xlsm Peak QV 1/4
BRIGGS ENGINEERING, INC.
1800 W. Overland Rd, Boise, ID 83705
Calculation Sheet for Sizing Seepage Bed
1 Project Name Forty Three North Subd - CB3
2 Enter number of Seepage Beds (10 max)
I
Q
3 Design Storm
Perc Vol
100
4 Weighted Runoff Coefficient C
Min
0.74
5 Area A (Acres)
cfs
0.22 acres
6 Approved discharge rate for the given storm (if applicable)
ft
0.00 cfs
7 Design Volume
V
556
0.42
8 Set Design Width
W
15.0 ft
9 Set Design Depth
D
2.81 ft
Rock Only, 3 -ft filter sand in excavation depth only
0.35
10 Void Ratio of Drain Rock
Void
0.4
0.4 for 1.5"-2" drain rock
20
0.33
11 Design Infiltration Rate (8.00 in/hr max)
Perc
4 in/hr
12 Area Infiltration
Aperc
429 ft
13 Volume Infiltration
Vperc
143 ft3/hr
14 Size of Perf Pipe
Dia pipe
18 in
15 Calculate Total Storage per Foot
Spf
17.4
Apf=WxDxVoid+App
1.51
0.24
16 ,Calculate Design Length
L
29
432
17 Check Storage for Perc Rate for 24 -Hour Period
0.58
1.25
1
Link to: Peak QV
Peak QV TR55
i
F,3
ft3/ft
F0
0.9 ft3
Storm Duration
I
Q
Runoff Vol
Perc Vol
Pre-Proj Vol
Max Vol Reqd
Min
Hr
in/hr
cfs
ft3
ft
ft
ft,
10
0.17
2.S8
0.42
287
24
0
263
15
0.25
2.18
0.35
363
36
0
20
0.33
1.81
0.29
402
48
0
354
25
0.42
1.58
0.25
439
60
0
379
30
0.50
1.51
0.24
503
71
0
432
35
0.58
1.25
0.20
486
83
0
403
40
0.67
1.15
0.19
511
95
0
416
45
0.75
1.07
0.17
535
107
0
428
50
0.83
1 1.00
0.16
555
119
0
436
55
0.92
0.96
0.15
586
131
0
60
120
1
2
0.96
0.54
0.15
0.09
640
720
143
286
1 0
0
434
180
3
0.40
0.06
800
429
0
371
360
6
0.25 J
0.04
1 999
857
0
142
720
12
0.16
0.03
1,279
1,714
0
-435
1440
24
0.10
0.02
1,599
3,428
0
-1,829
Total Design Vol.
Override
497
18 Time to Drain 3.1 hours
90% volume in 48 -hours minimum
160405-Sd Calcs-CB3.xlsm BMP01-Seepage Bed 2/4
BRIGGS ENGINEERING, INC.
1800 W. Overland Rd, Boise, ID 83705
Calculation Sheet for Sizing Seepage Bed
1 Project Name Forty Three North Subd - CB3
2 Enter number of Seepage Beds (10 max)
1
19 Perforated Pipe Check Qperf 1.6
>= 0.4
Qperf>= Speak; where Qpert=CdxAxV(2xgxH)
d
0.0313 ft
QP = free out fall flow rate through one perforation cfs
A
2
0.0008 ft
Cd = Coefficient of discharge = 0.60
A/ft pipe
0.0109 ft2/ft
A = Area
Qperf/ft
0.0564 cfs
g = 32.17 ft/s2
Lengthperf
28.57 ft
H = Head (ft); Assume H=1.15 -ft (weighted avg with 0.5 -ft over top of pipe)
Qperf
1.61 cfs
Perfs per Valley = 5 (for top half); Valleys per ft=57/20
# Perf/ft = assumed 5 x 57/20 for 30"
160405-Sd Calcs-CB3.xlsm BMP01-Seepage Bed 3/4
BRIGGS ENGINEERING, INC. 1800 W. Overland Rd, Boise, ID 83705
Calculation Sheet for Sand/Grease Traps
1 Project Name Forty Three North Subd - C133 /SG Trap 1
Enter number of Sana/Grease I raps (lU
I
eference for Throat widths (inch)
Baffle
Throat
Boise
Velocity
Is the
Vault Size
Number
Peak Flow
Spacing
width
Area (ft)
0.5 fps
Velocity
000 G
s
S/G Traps
Q-cfs
inch
inch
60.0
max.
ok?
1000 G
1
0.42
20
50.5
7.01
0.06
60
eference for Throat widths (inch)
160405-Sd Calcs-CB3.xlsm BMP01-SG Trap 4/4
ADS
Boise
Lar -ken
WQU,
Vault
BMP 16
000 G
48.0
50.5
n/a
500 G
60.0
61.5
n/a
VQU1000
n/a
n/a
60
VQU1500
n/a
n/a
60
160405-Sd Calcs-CB3.xlsm BMP01-SG Trap 4/4
BRIGGS ENGINEERING, INC.
1 Project Name Forty Three North Subd - CB4
1800 W. Overland Rd, Boise, ID 83705
2 Is area drainage basin map provided? Yes
(map must be included with stormwater calculations)
3 Enter Storm Frequency (100 -year per ACHD policy) 100
4 Enter number of storage facilities (10 max) 1
5 Area of Drainage Basin (SF or Acres) Acres
Acre!
6 Determine the Weighted Runoff Coefficient (C)
C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Av€
Roadway
Adjacent
Section
Property
Basin 3
Basin 4
Basin 5
0.04
0.08
0.12
0.90
0.20
0.41
7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use 10 min User Calculate
minimum 110 Min.
8 Determine the average rainfall intensity (i) from IDF Curve based i
9 Calculate the Post -Project peak discharge (QPeak) Qpeak
iu Calculate peak Qwq (uses 2 -yr storm) QWQ
Q, 25 -yr 0.09 cfs
11 Calculate total runoff vol (V) (for sizing primary storage) V
V = Ci (Tc=60)Ax3600
12 Calculate Vwq (for sizing WQ facilities)
Enter Percentile Storm I (80th percentile = 0.34 in)
Enter WQ Volume (VWQ= Cxi (from line above) xAx3600) VWQ
13 Enter approved discharge rate for the given storm (if applicable)
14 Volume Summary
Surface Storage: Pond
WQ Pond Forebay + 15% sediment V
Primary Treatment/Storage Basin V
Subsurface Storage: Seepage Bed
Primary Treatment/Storage Basin V
160405-Sd Calcs-CB4 Peak Q,V 1/4
BRIGGS ENGINEERING, INC.
1800 W. Overland Rd, Boise, ID 83705
Calculation Sheet for Sizing Seepage Bed
1 Project Name Forty Three North Subd - CB4
2 Enter number of Seepage Beds (10 max)
I
Q
3 Design Storm
Perc Vol
100
4 Weighted Runoff Coefficient C
Min
0.41
5 Area A (Acres)
cfs
0.12 acres
6 Approved discharge rate for the given storm (if applicable)
0.00 cfs
7 Design Volume
V
170
2.58
8 Set Design Width
W
15.0 ft
9 Set Design Depth
D
3.02 ft
Rock Only, 3 -ft filter sand in excavation depth only
2.18
10 Void Ratio of Drain Rock
Void
0.4
0.4 for 1.5"-2" drain rock
20
11 Design Infiltration Rate (8.00 in/hr max)
Perc
4 in/hr
12 Area Infiltration
Aperc
124 ftz
13 Volume Infiltration
Vperc
41 ft3/hr
14 Size of Perf Pipe
15 Calculate Total Storage per Foot
Apf=WxDxVoid+App
16 Calculate Design Length
17 Check Storage for Perc Rate for 24 -Hour Period
1
Link to: Peak Q,V-� -
Peak QV TR55
ft3
Dia pipe 18 in 0.9 ft3
Spf 18.7 ft3/ft
L
8 ft
Storm Duration
I
Q
Runoff Vol
Perc Vol
Pre -Prof Vol
eqd
Min
Hr
in/hr
cfs
ft
ft
ft
10
0.17
2.58
0.13
88
7
0
481
15
0.25
2.18
0.11
111
10
0
20
0.33
1.81
0.09
123
14
0
2S
0.42
1.58
0.08
134
17
0
117
30
0.50
1.S1
0.07
154
21
0
133
35
0.58
1.25
0.06
149
24
0
125
40
0.67
1.15
0.06
156
28
0
129
45
0.75
1.07
0.05
164
31
0
133
50
0.83
1 1.00
0.05
170
35
1 0
136
55
0.92
0.96
0.05
180
38
0
60
1
0.96
0.05
196
41
0
120
2
0.54
0.03
220
83
0
138
180
3
0.40
0.02
245
124
0
121
360
6
0.25
0.01
306
248
0
S8
720
1 12
0.16
0.01
392
497
1 0
-105
1440
1 24
0.10
0.00
490
994
1 0
-504
Total Design Vol.
Override
154
18 Time to Drain
90% volume in 48 -hours minimum
3.4 hours
160405-Sd Calcs-CB4 BMP01-Seepage Bed 2/4
BRIGGS ENGINEERING, INC.
1800 W. Overland Rd, Boise, ID 83705
Calculation Sheet for Sizing Seepage Bed
1 Project Name Forty Three North Subd - CB4
2 Enter number of Seepage Beds (10 max)
1
19 PerforatedPipe Check Qperf 0.5
>= 0.1
Qperf >_ `speak; where Qperf=CdxAxd(2xgxH)
d
0.0313 ft
QP = free out fall flow rate through one perforation cfs
A
0.0008 ft'
Cd = Coefficient of discharge = 0.60
A/ftt pipe
0.0109 ftZ/ft
A = Area
Qperf/ft
0.0564 cfs
g = 32.17 ft/s2
Lengthperf
8.28 ft
H = Head (ft); Assume H=1.15 -ft (weighted avg with 0.5 -ft over top of pipe)
Qpe f
0.47 cfs
Perfs per Valley = 5 (for top half); Valleys per ft=57/20
# Perf/ft = assumed 5 x 57/20 for 30"
160405-Sd Calcs-CB4 BMP01-Seepage Bed 3/4
BRIGGS ENGINEERING, INC. 1800 W. Overland Rd, Boise, ID 83705
Calculation Sheet for Sand/Grease Traps
1 Project Name Forty Three North Subd - CB4 /SG Trap 1
Enter number of Sand/Grease I raps (1U max
Reference for Throat widths (inch)
Baffle
Throat
Boise
Velocity
Is the
Vault Size
Number of
Peak Flow
Spacing
width
Area (ftz)
0.5 fps
Velocity
1000 G
S/G Traps
Q-cfs
inch
inch
60.0
max.
ok?
1000 G
1
0.13
20
50.5
7.01 1
0.02
60
Reference for Throat widths (inch)
160405-Sd Calcs-CB4 BMP01-SG Trap 4/4
ADS
Boise
Lar -ken
WQU,
Vault
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
160405-Sd Calcs-CB4 BMP01-SG Trap 4/4
BRIGGS ENGINEERING, INC.
1 Project Name Forty Three North Subd - CBS
1800 W. Overland Rd, Boise, ID 83705
2 Is area drainage basin map provided? Yes
(map must be included with stormwater calculations)
3 Enter Storm Frequency (100 -year per ACHD policy) 100
4 Enter number of storage facilities (10 max) 1
5 Area of Drainage Basin (SF or Acres) Acres
Acres
6 Determine the Weighted Runoff Coefficient (C)
C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg
Roadway
Adjacent
2.58
in/hr
9 Calculate the Post -Project peak discharge (QPeak)
Section
Property
Basin 3
Basin 4
Basin 5
0.15
0.04
Q, 25 -yr 0.27 cfs
0.19
0.90
0.20
500
ft3
V = Ci (Tc=60)Ax3600
0.76
12 Calculate Vwq (for sizing WQ facilities)
7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use 10 min user Calculate
minimum 10 -- Min.- -
8 Determine the average rainfall intensity (i) from IDF Curve based
i
2.58
in/hr
9 Calculate the Post -Project peak discharge (QPeak)
Qpeak
0.37
cfs
1u Calculate peak Qwq (uses 2 -yr storm)
QWQ
0.10 cfs
Q, 25 -yr 0.27 cfs
11 Calculate total runoff vol (V) (for sizing primary storage)
V
500
ft3
V = Ci (Tc=60)Ax3600
12 Calculate Vwq (for sizing WQ facilities)
Enter Percentile Storm I (80th percentile = 0.34 in)
95th
0.60 in
Enter WQ Volume (VWQ = Cxi (from line above) xAx3600)
VWQ
312
ft'
13 Enter approved discharge rate for the given storm (if applicable)
cfs
14 Volume Summary
Surface Storage: Pond
WQ Pond Forebay + 15% sediment V
Primary Treatment/Storage Basin V
Subsurface Storage: Seepage Bed
Primary Treatment/Storage Basin V
160405-Sd Calcs-CB5.xlsm Peak QV 1/4
BRIGGS ENGINEERING, INC.
1800 W. Overland Rd, Boise, ID 83705
Calculation Sheet for Sizing Seepage Bed
1 Project Name Forty Three North Subd - CBS
2 Enter number of Seepage Beds (10 max) 1
3 Design Storm 100
4 Weighted Runoff Coefficient C 0.76 Link to: Peak Q,VPeak QV TR55 I
5 Area A (Acres) 0.19 acres
i
6 Approved discharge rate for the given storm (if applicable)
0.00 cfs
7 Design Volume V
500 ft3
Perc Vol
8 Set Design Width W
10.0 ft
9 Set Desi n Denth D
5.17 ft
g P
Rock Only, 3 -ft filter sand in excavation depth only
10 Void Ratio of Drain Rock Void 0.4
0.4 for 1.5"-2" drain rock
11 Design Infiltration Rate (8.00 in/hr max) Perc 4 in/hr
12 Area Infiltration Aperc 234 ft
13 Volume Infiltration Vperc 78 ft3/hr
14 Size of Perf Pipe
15 Calculate Total Storage per Foot
Apf=WxDxVoid+App
16 Calculate Design Length
17 Check Storage for Perc Rate for 24 -Hour Period
Dia pipe 18 in 0.9 ft3
Spf 21.2 ft3/ft
L 23 ft
Storm Duration
I
Q
Runoff Vol
Perc Vol
Pre -Prof Vol
Max Vol Reqd
Min
Hr
in/hr
cfs
ft3
ft3
ft3
ft3
10
0.17
2.58
0.37
257
13
0
244
15
0.25
2.18
0.32
326
20
0
20
0.33
1.81
0.26
361
26
0
335
25
0.42
1.58
0.23
394
33
0
361
30
0.50
1.51
0.22
452
39
0
413
35
0.58
1.25
0.18
436
46
0
391
40
0.67
1.15
0.17
459
52
0
407
45
0.75
1.07
0.15
480
59
0
422
50
0.83
1.00
0.14
499
65
0
434
55
0.92
0.96
0.14
527
72
0
60
120
1
2
0.96
0.54
0.14
0.08
575
646
78
156
0
0
490
180
3
0.40
0.06
718
234
0
484
360
6
0.25
0.04
898
468
1 0
430
720
12
0.16
0.02
1,149
936
0
213
1440
24
0.10
0.01
1,436
11873
0
-436
Total Design Vol.
Override
497
18 Time to Drain
90% volume in 48 -hours minimum
S./ hours
160405-Sd Calcs-CB5.xlsm BM1301-Seepage Bed 2/4
BRIGGS ENGINEERING, INC.
1800 W. Overland Rd, Boise, ID 83705
Calculation Sheet for Sizing Seepage Bed
1 Project Name Forty Three North Subd - CBS
2 Enter number of Seepage Beds (10 max)
1
19 Perforated Pipe Check Qpeff 1.3
>= 0.4
QPerf>= Qpeak; where Qperf=CdxAxV(2xgxH)
d
0.0313 ft
QP = free out fall flow rate through one perforation cfs
A
0.0008 ft2
Cd = Coefficient of discharge = 0.60
A/ft pipe
0.0109 ft'/ft
A = Area
Qperf/h
0.0564 cfs
g = 32.17 ft/s2
Lengthperf
23.41 ft
H = Head (ft); Assume H=1.15 -ft (weighted avg with 0.5 -ft over top of pipe)
Clpe,f
1.32 cfs
Perfs per Valley = 5 (for top half); Valleys per ft=57/20
# Perf/ft = assumed 5 x 57/20 for 30"
160405-Sd Calcs-CBS.xlsm BMP01-Seepage Bed 3/4
BRIGGS ENGINEERING, INC. 1800 W. Overland Rd, Boise, ID 83705
Calculation Sheet for Sand/Grease Traps
1 Project Name Forty Three North Subd - CB5 /SG Trap 1
Enter number of Sand/Grease Traps (10 max)
1
Throat
Velocity
Is the
Vault Size
Number of
Peak Flow
Spacing
width
z
Area (ft)
0.5 fps
Velocity
S/G Traps
Q-cfs
inch
inch
max.
ok?
1000 G
1
0.37
20
50.5
7.01
Reference for Throat widths (inch)
ADS
Boise
Lar -ken WQU,
Vault
BMP 16
1000 G 48.0 50.5 n/a
1500 G 60.0 61.5 n/a
WQU1000 n/a n/a 60
WQU1500 n/a n/a 60
160405-Sd Calcs-CB5.xlsm BMP01-SG Trap 4/4
Baffle
Throat
Velocity
Is the
Vault Size
Number of
Peak Flow
Spacing
width
z
Area (ft)
0.5 fps
Velocity
S/G Traps
Q-cfs
inch
inch
max.
ok?
1000 G
1
0.37
20
50.5
7.01
0.05
BRIGGS ENGINEERING, INC.
1 Project Name Forty Three North Subd - CB6
1800 W. Overland Rd, Boise, ID 83705
2 Is area drainage basin map provided? Yes
(map must be included with stormwater calculations)
3 Enter Storm Frequency (100 -year per ACHD policy) 100
4 Enter number of storage facilities (10 max) 1
5 Area of Drainage Basin (SF or Acres) Acres
Acre!
6 Determine the Weighted Runoff Coefficient (C)
C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg
Roadway
Adjacent
2.58
0.43
0.11 cfs
in/hr
cfs
11 Calculate total runoff vol (V) (for sizing primary storage)
Section
Property
Basin 3
Basin 4
Basin 5
0.18
0.03
12 Calculate Vwq (for sizing WQ facilities)
0.21
Enter Percentile Storm I (80th percentile = 0.34 in)
95th
0.60 in
0.90
0.20
357
ft,
13 Enter approved discharge rate for the given storm (if applicable)
0.80
cfs
14 Volume Summary
7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use 10 min User Calculate
minimum [10 Min.
8 Determine the average rainfall intensity (i) from IDF Curve based
9 Calculate the Post -Project peak discharge (QPeak)
1u Calculate peak Qwq (uses 2 -yr storm)
Q, 25 -yr 0.31 cfs
i
Qpeak
QWQ
2.58
0.43
0.11 cfs
in/hr
cfs
11 Calculate total runoff vol (V) (for sizing primary storage)
V
572
W
V = Ci (Tc=60)Ax3600
12 Calculate Vwq (for sizing WQ facilities)
Enter Percentile Storm I (80th percentile = 0.34 in)
95th
0.60 in
Enter WQ Volume (VWQ = CA (from line above) xAx3600)
VWQ
357
ft,
13 Enter approved discharge rate for the given storm (if applicable)
cfs
14 Volume Summary
Surface Storage: Pond
WQ Pond Forebay + 15% sediment
V
357
ft'
Primary Treatment/Storage Basin
V
214
ft'
Subsurface Storage: Seepage Bed
Primary Treatment/Storage Basin
V
572
ftj
160405-Sd Calcs-CB6 Peak Q,V 1/4
BRIGGS ENGINEERING, INC.
1800 W. Overland Rd, Boise, ID 83705
Calculation Sheet for Sizing Seepage Bed
1 Project Name Forty Three North Subd - CB6
2 Enter number of Seepage Beds (10 max) 1
3 Design Storm
I
100
4 Weighted Runoff Coefficient C
Perc Vol
0.80
5 Area A (Acres)
Min
0.21 acres
6 Approved discharge rate for the given storm
(if applicable)
0.00 cfs
7 Design Volume
V
572
10
8 Set Design Width
W
10.0 ft
9 Set Design Depth
D
5.17 ft
Rock Only, 3 -ft filter sand in excavation depth
only
0.25
10 Void Ratio of Drain Rock
Void
0.4
0.4 for 1.5"-2" drain rock
0
11 Design Infiltration Rate (8.00 in/hr max)
Perc
4 in/hr
12 Area Infiltration
Aperc
268 ftZ
13 Volume Infiltration
Vperc
89 ft3/hr
14 Size of Perf Pipe
Dia pipe
18 in
15 Calculate Total Storage per Foot
Apf=WxDxVoid+App
16 Calculate Design Length
17 Check Storage for Perc Rate for 24 -Hour Period
Spf 21.2
Link to: Peak Q.V�
Peak QV TR55
�3
ft,/ft
L 27 ft
0.9 ft3
Storm Duration
I
Q
Runoff Vol
Perc Vol
Pre -Prof Vol
Max Vol Reqd
Min
Hr
in/hr
cfs
ft
ft
ft
ft
10
0.17
2.58
0.43
295
15
0
280
15
0.25
2.18
0.36
373
22
0
20
0.33
1.81
0.30
413
30
0
384
25
0.42
1.58
0.26
451
37
0
414
30
0.50
1.51
0.25
517
45
0
473
35
0.58
1.25
0.21
500
52
0
448
40
0.67
1.15
0.19
525
60
0
466
45
0.75
1.07
0.18
550
67
0
483
50
0.83
1.00
1 0.17
571
74
0
497
55
0.92
0.96
0.16
603
82
0
60
1
0.96
0.16
658
89
0
120
2
0.54
0.09
740
179
0
561
180
3
0.40
0.07
822
268
0
554
360
6
0.25
0.04
1,028
536
0
492
720
LL
12
0.16
0.03
1,316
1,072
0
244
1440
24
0.10
0.02
1,644
2,144
0
-500
Total Design Vol.1
Override
568
18 Time to Drain
90% volume in 48 -hours minimum
5.7 hours
160405-Sd Calcs-CB6 BMP01-Seepage Bed 2/4
BRIGGS ENGINEERING, INC.
1800 W. Overland Rd, Boise, ID 83705
Calculation Sheet for Sizing Seepage Bed
1 Project Name Forty Three North Subd - CB6
2 Enter number of Seepage Beds (10 max)
1
19 Perforated Pipe Check Qperf 1.5
>= 0.4
Operf>= Qpeak; where 0lperf=CdxAxd(2xgxH)
d
0.0313 ft
Cip = free out fall flow rate through one perforation cfs
A
0.0008 ft2
Cd = Coefficient of discharge = 0.60
A/ft pipe
0.0109 ftz/ft
A = Area
Qperf/ft
0.0564 cfs
g = 32.17 ft/s2
Lengthperf
26.80 ft
H = Head (ft); Assume H=1.15 -ft (weighted avg with 0.5 -ft over top of pipe)
Qperf
1.51 cfs
Perfs per Valley = 5 (for top half); Valleys per ft=57/20
# Perf/ft = assumed 5 x 57/20 for 30"
160405-Sd Calcs-CB6 BMP01-Seepage Bed 3/4
BRIGGS ENGINEERING, INC.
1800 W. Overland Rd, Boise, ID 83705
Calculation Sheet for Sand/Grease Traps
1 Project Name Forty Three North Subd - CB6 /SG Trap 1
Lnter numoer or �anayrease i raps (-LU m
,eference for Throat widths (inch)
Baffle
Throat
Boise
Velocity
Is the
Vault Size
Number
Peak Flow
Spacing
width
Area (ftZ)
0.5 fps
Velocity
s
S/G Traps
Q-cfs
inch
inch
48.0
max.
ok?
1000 G
1
0.43
20
50.5
7.01
0.06
60
,eference for Throat widths (inch)
160405-Sd Calcs-CB6 BMP01-SG Trap 4/4
ADS
Boise
Lar -ken
WQU,
Vault
BMP 16
000 G
48.0
50.5
n/a
500 G
60.0
61.5
n/a
VQU1000
n/a
n/a
60
VQU1500
n/a
n/a
60
160405-Sd Calcs-CB6 BMP01-SG Trap 4/4
SITE
ONSULTING, LLC
Mr. Tim Kelly
Elk Run Construction
3891 West Daisy Creek Street
Meridian, Idaho 83642
Re: Revision I - Omitted Labwork Added
Geotechnical Recommendations
4th Street & Badley Avenue Property
Meridian, Idaho
Tim:
July 4, 2016
Revised 7/14116
Page 1 of 13
File # 16131A
As per your authorization, on June 15, 2016, SITE personnel logged and sampled two
test pits on the referenced property. The subject property is located south of Badley
Avenue and east of NE 4th Street in Meridian, Idaho. According to the Ada County
Assessor's website, the subject property is a single parcel, # S1107212415, and
includes 1.86 acres. An address of 1318 NE 4th Street is provided for this parcel.
During our field exploration, soils samples were gathered from the test pits and were
submitted to our in house laboratory for testing to determine their engineering
properties. Based upon the observed conditions and the laboratory test results the site
is acceptable for construction of the planned residential development.
Recommendations for constructing civil improvements and residential construction are
provided herein. We appreciate this opportunity to be of service. Please call should
there be any questions or the need for additional geotechnical services.
Respectfully submitted
Bob J. Arnol E
�op�14 ���'!i.
�i5 \%T E
R
tp
�Q
J
208-440-6276 * bjarnoldpe@msn.com * Post Office Box 190537 * Boise, Idaho 83719
GENERAL BACKGROUND
Due to time restraints on the day the excavator was available, only two test pits were
excavated. The test pits were located in the north and south ends of the property and
are shown on the included aerial photo. Locations were selected based upon
information supplied by the project civil engineer, Briggs Engineering. The north test pit
was excavated where storm water from the access drive is to be directed. The second
test pit was located between another site drainage facility and a road side swaie, along
the west edge of NE 4th Street. Approximate test pit locations are shown on the Aerial
Photo. Soil samples were gathered from the spoil piles and were submitted to our in
house soil laboratory for the testing required for soil classification. Testing was
performed in general accordance with the applicable ASTM standard methods. All soil
classifications and test results are reported on the attached Test Pit Logs.
SUBSURFACE CONDITIONS
At the time of exploration, the site was firm and stable and allowed complete access
with the selected excavator. Demolition of the onsite building was recently completed.
Both test pits were similar. In the test pits the surface soils were brown, moist, sandy,
silt or clay soil. This layer contained a shallow rootzone / organic layer, less than 6"
thick. This layer extended to gravel contact in both test pits. Gravel was initially
contacted at 3.0' (TP1) and 3.5' (TP2). The top of the gravel formation contains silt and
clay but the material grades cleaner with increased depth. Free draining sand and
gravel was present in both test pits at 5.5-6.5 feet. Water was observed entering the
test pits just below this level. A hand slotted pipe was installed in the south test pit to
allow future groundwater measurements.
Research on the IDWR website for this vicinity revealed two well logs for nearby
properties. A residential well northwest of the property on Badley Avenue indicates the
static groundwater level is 6.0 feet deep. A second well at the Cole Valley Christian
High School, one block southwest of the property, indicates the ground water is 16 feet
a
208-440-6276 * bjarnoldpe@msn.com * Post Office Box 190537 * Boise, Idaho 83719
deep. This matches well will geotechnical borings logged by this engineer in 2005 prior
to the construction of the gymnasium building on the CVCHS campus. In those three
borings groundwater was 16.5 to 18.0 feet below the former parking lot surface.
Continued groundwater monitoring is recommended. Referenced well logs are
included in the appendix.
® The surface soil is low plasticity to non -plastic silt with some pockets of lean clay.
Native soils can be used as structural fill within building pads.
® Stripping of subgrade will require only minor excavation; 4 to 6" of grubbing can
be anticipated to completely remove all organic materials. This is to be adjusted
as needed in the field at the time of construction.
After grubbing and clearing, future building pads and any area that will support
future pavements, driveways, sidewalks, etc., should be scarified, moisture
conditioned as needed, and recompacted to the requirement provided herein for
structural fill. Wet or deflecting areas are to be over -excavated and repaired with
structural fill.
0 The cleared, grubbed and approved subgrade and each lift of imported structural
fill is to be compacted to a minimum of 95% of the maximum dry density as
determined by ASTM D698, "Standard Proctor".
® Inplace testing to confirm proper compaction is required. One test each lift,
(minimum of three), for every 5000 square feet of fill surface or at least one per
pad, per lift is recommended.
Inspection at the time of testing should confirm that subgrade and structural fill is
firm and stable, and free of soft, excessively wet, or deflecting areas.
® Compacted native soil and structural fill must pass both testing and inspection
requirements. Deflecting and / or excessively wet soils fail regardless of
compaction test results.
208-440-6276 * bjarnoldpe@msn.com * Post Office Box 190537 * Boise, Idaho 83719
V
® Unacceptable soils are to be removed to firm bearing or a maximum depth of two
feet and replaced with structural fill. Over excavation of wet or soft areas must
extend laterally outside foundations a distance equal to the depth of fill.
Engineering recommendations should be provided at the time of repairs.
a Inspection of the subgrade prior to placement of structural fill should confirm that
fill placed in demolished basements or crawlspaces was properly compacted.
m Building code allowed bearing capacity of 1500 psf is appropriate for this site for
foundations bearing on the upper soil layer. If foundations or over excavation
and structural fill are extended to the native gravels this value can be increased
to 2500 psf.
a Foundations are to be embedded 24 inches for frost protection.
® If crawlspaces are constructed, foundations are to be sealed with foundation
mastic or asphalt to prevent water from flowing between stem walls and
foundation footings.
® Foundation drains are not required but site grading must direct surface water
away from foundations. Complete roof gutters and drains are encouraged since
they allow stormwater to be controlled and directed.
Proper compaction of foundation backfill and utility trench backfill is critical to
keeping water out of crawlspaces or basements.
a If slab on grade concrete floors are to be constructed, a four inch granular mat is
to be used atop building pads constructed of native surface soils. If building pads
are constructed of imported granular materials this requirement can be waived.
e A vapor retarder that complies with both the Building Code and the flooring
manufacture's requirements for vapor resistance is required for all slab on grade
floors.
lzr
208-440-6276 * bjarnoldpe@msn.com * Post Office Box 190537 * Boise, Idaho 83719
® Based upon intended use, the following slab on grade floors sections are
recommended for inside residential building structures: Granular base and
concrete thickness is to increase to five inches for vehicle parking areas. Six
inches of concrete atop six inches of base is recommended for trash enclosures
and parking areas where parked cars may leak automotive liquids or motorcycles
will rest on kick stands.
Structural Layer
Living Space
PCC w/ fiber mesh
4.0"
Base Course
4.0"
Subgrade
Properly Compacted
® Based upon anticipated traffic loads and observed soil conditions private
driveways should consist of the following section.
Structural
Layer
Private
Driveways
Auto Parking
Only
HMA
3.0"
2.5"
Base Course
4.0"
4.0"
Sub Base
12.0"
10.0"
® HMA, base, and subbase used in pavement construction are to meet the
materials quality and placement requirements of City of Meridian or ISPWC,
whichever is more rigid.
0 As indicated above, rigid portland cement concrete is recommended for trash
enclosures and motorcycle parking areas.
V,
Q)
a
208-440-6276 * bjarnoldpe@msn.com * Post Office Box 190537 * Boise, Idaho 83719
t
® Given the shallow groundwater, stormwater disposal is best accomplished with
surface ponds or swales.
® Excavation for the selected system must extend to the free draining sand and
gravel materials encountered in the test pits at 5.5 to 6.5 feet. Backfilling with
clean (< 7% 4200) pitrun is recommended if clearance to groundwater must be
increases.
0 Since stormwater will be added to the onsite groundwater, it is recommended
that that a reduced percolation rate of P=4 inches / hour be used for design
calculations.
Materials testing and engineering inspections recommended herein are critical to
confirm the project is constructed as recommended.
Materials conforming to ISPWC specifications should be required for all areas of
civil construction.
APPENDIX FOLLOWS
to
208-440-6276 * bjarnoldpe@msn.com * Post Office Box 190537 * Boise, Idaho 83719
r
lefrolwire: M.. M- WTI=
Water Well Logs (2)
208-440-6276 * bjarnoidpe@msn.com * Post Office Box 190537 * Boise, Idaho 83719
SITE
ONSULTING, LLC
(Google Earth)
Approximate Test Pit Location
GROUNDWATER MEASUREMENTS
Location
TP -1 (South)
Casing Depth
Casing Height
12.8'
3.9'
Excavated
06115/16
H2O at 6.3'
06/30/16**
H2O at 5.8'
---------------------------------
L_
------------- --------
"Water may be high due to backfilling of test pit
208-440-6276 * biarnoldpe@msn.com * Post Office Box 190537 * Boise, Idaho 83719
co
tw
a
Test pit #: TP -1 (South)
Client: Elk Run Construction
Project: NE 4th Street Development
Location: West center of Site i
File:
Date Drilled:
Digger:
Logged By:
16131A
06/15/16
Roe Demolition
K. Arnold / SITE
C,
208-440-6276 * bjarnoldpe@msn.com * Post Office Box 190537 * Boise, Idaho 83719
#
#
DEPTH
SOILS DESCRIPTION
Samplell
#4
#10
#40
100
200
M
LL
PI
Type
0.0
Brown, Moist, Silty SAND
I
Bag
74
71
65
56
39.3
5.2
NP
NP
-
topsoil with 4-6" Rootzone
2.0
3.0
3.0
GRAVEL CONTACT
3.0
Brown, Moist, pitrun type sand
Bag
63
46
14
10
7.9
3.9
NP
NP
-
and gravel. Some clay at initial
4.0
12.0
contact, free draining by 5.5
feet. Water entering walls of
Bag
66
52
19
11
7.0
6.5
NP
NP
test pit at 6.0'
8.0
(Both
Scalped
on 1/2")
12.0
Bottom of Hole
Sloughing Materials Prevent
Deeper Excavation
Groundwater Encountered at
6.0' and rising when test pit
was backfilled.
C,
208-440-6276 * bjarnoldpe@msn.com * Post Office Box 190537 * Boise, Idaho 83719
z SITE
LLC
p
TEST PIT LOG
Test pit #: TP -2 (North) File: 16131A
Client: Elk Run Construction Date Drilled: 06/15/16
Project: NE 4th Street Development Digger: Roe Demolition
Location: NW Corner of site Logged By: K. Arnold / SITE
208-440-6276 * bjarnoldpe@msn.com * Post Office Box 190537 * Boise, Idaho 83719
DEPTH
SOILS DESCRIPTION
Sample
#4
#10
#40
100
200
M
LL
PI
Type
0.0
Brown, Moist, Sandy, SILT
Bag
100
99
95
85
70.6
18.1
NP
NP
-
(ML) topsoil with 4-6"
2.0
3.5
Rootzone
3.5
GRAVEL CONTACT
3.5
Brown, Moist, pitrun type sand
Bag
76
64
15
7
6.0
2.2
NP
NP
-
and gravel. Some clay at initial
4.0
11.5
contact, free draining by 6.5
(Scalped
feet. Water entering walls of
On 112")
test pit at 7.0'
11.5
Bottom of Hole
Sloughing Materials Prevent
Deeper Excavation
Groundwater Encountered at
7.0' and rising when test pit
was backfilled.
208-440-6276 * bjarnoldpe@msn.com * Post Office Box 190537 * Boise, Idaho 83719
I j"") form 238-7
f3f07
IDAHO DEPARTMENT OF WATER RESOURCES
WELL DRILLER'S REPORT
1. WELL TAG NO. D 0068841
tlntliag
fmfil or
2, OWNER:
.... Cole Valley Christian Schools
_6d,s, 200 E Carlton Ave.
C,,,, Meridian stale LD zjI) SM�4
3.WELL LOCATION:
k-'Jesl[]
—1/4 SE 114 NV" 114
G 11! L"A Gc—ly Ada
43 '36'844
Lonq-I 16 23.356
sj;c 200 E Carlon Ave.
cityMeridian
B!'. Sol), llarn_
4. USE:
Eloom�sti, Elm—i,
0 -OtM'
5. TYPE OF WORK:
E] ".1wify
❑Other
6. DRILL METHOD:
ZFir P.otwy E1road ivlota,y ElCable
7, SEALING PROCEDURES:
43.2culh !tietnie
3i4brntonite �I 0 1 4 1 300lbs !dry pour
F. CASING!LINER:
jc.— L.-" 111-11-11
8" 2 86 1250 steel 9 [1 El ID
D
- b - i EJ❑ Ex -j
C)" 80 b .:!50 �steel 0
u u u n
El El El 0
ElY Olt Shoe cepth(s)s6ft
9. PERFORATIONSISCREENS:
Ppilue-tions El Y Z N r.tath.d
screen N y [] ,Type johnson vjire wrap
Wash-in
813 1 95 .0201 6" i tainfess
L— __j
Lc,Iq!h 01 Hadpp. 5ft LEngih rf rdp:pe--
acrar
Z Y [I !I single wiper
-T—
I-,. FLOWING ARTESIAN:
P,vang Ave,j,,1" El Y 0 N All,--Zian Fra5sWe IPSIG)
C"ra'd de'ice
12. STATIC WATER LEVEL and WELL TESTS:
Depth encountered ji, 21 fl slib" "als, I-VE1
{fl) 17ft
"'al" 1—p. ('F) 56degF R.ttom hcle temp_
ozce,be access P., well cap
vidt test: Test method:
A,
11100gpnl 160 iEl
El El 0
11
0 El 0
Vleter quality test., -raraents;
14. DRILLERS CERTIFICATION:
Ifv'le cefidy that RIA Mn;rr'1jm -I, wale- cwnpliad m), .1
dtime theri "rn-ed.
C.mp- .y — Coons; Well Dfilfing, Co 409
,
'Piw,boat Dpli�`r—, Mar 12. 2015
Mar 12, 2015
It Date
operate: I
Sign, tura of Principal 0,01., and 64
Date
208-440-6276 bjarnoldpe@msn.com Post Office Box 190537 Boise, Idaho 83719
uniry cse u„ly
/t,iu 23S 7 ID,Al-fO DEPARTI,ffiNT OF '�A'�\TERRESOI.-RCC5 Impu7rdbp
C96 WFL1. DRTLLER'S RT P0 RT l.t1p-R z _Sec
X223® Ir4_ 11 Iia
eru��l C�t�a r�r _
I. DRILLD G Mum IL WELL TES'(S:
Mlier IDIVIZ No. D0001384 Q Paas) ❑ Bailer P1 Air ❑ Iloscing Artesian
2.OWNER: ta„,_t.-..-t n ,�
Name Verla Carr
Address P O. Box )7,R --
C tt� 4arsin __ State ID zip 83639 Water Temp. Doaom }mle teurp_�
3 LOCATION OF WELL by legal tlrscriptton_ kV;)ter pu dih test or comments:
Sketch map lucmion must ngt-e with r,rntten l,oegtiunIN Depth fist Wattr l::ncountered IS'
12. LITHOLOGIC LOG: (Descrihc repah's nr abondonnrent)
I'np 3 �torth � or South ❑
Rga. l V East �{j or [rest ❑
Sec, 7 1,14 NWI/4 N\1r 1A
hat: Long:
'address of %V,0) Site Badley St.
Cit' Meridian
Lt. BIL Sub. Nance Olivetlale
d. GSE:
L Domestic ❑ rblunicil>zl ❑ i:Coliitor ❑ Inigatiun
❑ Them,al ❑ bticction ❑ Otho
i. TYPE OF STORK, ehecl: all that apply (R2phmement etc.)
1,„' Nen' l*:O1 ❑ htadify ❑ Abandonment ❑ Other-
6.
tho
6. DR]LL IN'IET-HOD
C'_ Air Rotan- 0 Gable (] \Ind Rotary ❑ other
SEALING PROCEDURES
9LALli?TL7�ER YAC[' iAIv1C)L'fiT MLYIiOD
:,4a<n.rl r F' " To S.rci� er
I r..,,nds
z,c n �� to D 0 ave bore
i
Wtu cb it'e stroc: used? 0 Y ❑ N '),m Depths)
lVnas drive shoe seal tested? ❑ Y p
3. CASING(LINER_
i,lai ilrreid.d� ❑ ❑0 ❑
nnM=8j
F
S Govt lot_�Cotmty
Ada
hat: Long:
'address of %V,0) Site Badley St.
Cit' Meridian
Lt. BIL Sub. Nance Olivetlale
d. GSE:
L Domestic ❑ rblunicil>zl ❑ i:Coliitor ❑ Inigatiun
❑ Them,al ❑ bticction ❑ Otho
i. TYPE OF STORK, ehecl: all that apply (R2phmement etc.)
1,„' Nen' l*:O1 ❑ htadify ❑ Abandonment ❑ Other-
6.
tho
6. DR]LL IN'IET-HOD
C'_ Air Rotan- 0 Gable (] \Ind Rotary ❑ other
SEALING PROCEDURES
9LALli?TL7�ER YAC[' iAIv1C)L'fiT MLYIiOD
:,4a<n.rl r F' " To S.rci� er
I r..,,nds
z,c n �� to D 0 ave bore
i
Wtu cb it'e stroc: used? 0 Y ❑ N '),m Depths)
lVnas drive shoe seal tested? ❑ Y p
3. CASING(LINER_
Length of Itezdp r`f $` Len th of Tailpipe
9. PERI ORATIONSISCREEN'S
❑ P 'for nim' ivlethoilpull back,
0 Screens smeaTypetele_;colmne
11). ST:A'I"ICWATER LEVEL ORARTEMN
PRILSSITRr:
64r bMirnv;rtuund Artesian Pressure 11,
Depol flvcc cucvuutcred� ft. DaA.ribe aeiess port or a,npnl
13. DRILLER'S CERTIFICATION
fl'We eertiA diatalt ntitwnum azJl coact ticlion standards were
cc mplied with at the time the ng was removed.
firm ^Sante SUS welldrtllim @)'nntn cc,
firm Oltirial/'_;y,.L�
Sup ti'iax ov Operator _
(Siert rat -: if Finy r i.7il L 6punturl
D,1, 10'07-)7Tmt_3:23 F\i
NOTHING FOLLOWS
P imr ?tin. _7.I
Date --
208-440-6276 * bjarnoldpe@msn.com * Post Office Box 190537 * Boise, Idaho 83719
i,lai ilrreid.d� ❑ ❑0 ❑
nnM=8j
Length of Itezdp r`f $` Len th of Tailpipe
9. PERI ORATIONSISCREEN'S
❑ P 'for nim' ivlethoilpull back,
0 Screens smeaTypetele_;colmne
11). ST:A'I"ICWATER LEVEL ORARTEMN
PRILSSITRr:
64r bMirnv;rtuund Artesian Pressure 11,
Depol flvcc cucvuutcred� ft. DaA.ribe aeiess port or a,npnl
13. DRILLER'S CERTIFICATION
fl'We eertiA diatalt ntitwnum azJl coact ticlion standards were
cc mplied with at the time the ng was removed.
firm ^Sante SUS welldrtllim @)'nntn cc,
firm Oltirial/'_;y,.L�
Sup ti'iax ov Operator _
(Siert rat -: if Finy r i.7il L 6punturl
D,1, 10'07-)7Tmt_3:23 F\i
NOTHING FOLLOWS
P imr ?tin. _7.I
Date --
208-440-6276 * bjarnoldpe@msn.com * Post Office Box 190537 * Boise, Idaho 83719
SOIL LOG LEGEND
UNIFIED SOIL CLASSIFICATION SYSTEM
(ASTM STANDARD TEST METHOD D 2487 FOR CLASSIFICATION OF SOIL FOR ENGINEERING PURPOSES)
MOR
DIVISIIONS
�—
TYP CAL
DESCRIPTIONS
COARSE
GRAINED
SOILS
< 50% - #200
GRAVEL &
GRAVELLY
SOILS
<50% - #4
< 5%- #200 GW Well -graded gravel, gravel -sand mixture, little or no fines.
GP Poorly -graded gravel, gravel sand mixture, little or no fines
5-12%-#200
> 12%- #200
GM Silty gravel, gravel -sand -silt mixtures
GC Clayey gravel, gravel -sand -clay mixtures
SAND & SANDY
SOILS
>50%-#4
< 5%- #200 SW Well -graded sand, gravelly sand, little or no fines.
SP Poorly -graded sand, gravelly sand, little or no fines
>12% - #200
SM Silty sand, sand -silt mixtures
SC Clayey sand, sand -clay mixtures
FINE
GRAINED
SOILS
> 50%- #200
SILTS AND CLAYS
LL < 50%
INORGANIC ML Inorganic silt and very fine sand, rock flour, silty or clayey
fine sand or clayey silt with slight plasticity
CL Lean clay -low to medium plasticity, gravelly clay, sandy
clay, silty clay
ORGANIC OL Organic silt and organic silty clay of low plasticity
SILTS AND CLAYS
LL> 50%
INORGANIC MH Elastic silt, micaceous or diatomaceous fine sand or silty
soil.
CH Fat clay - high plasticity
ORGANIC
OH Organic clay-med. or high plasticity: organic silt
HIGHLY ORGANICPT
SOILS
Peat, humus, swamp soil with high organic content
.....:..: .
AASHTO
American Association of State Highway & Transportation Officials
ASTM
American Society for Testing and Materials
HMA
Hot Mix Asphaltic Pavement
BH
Bore Hole
IBC
International Building Code
ISPWC
Idaho Standard for Public Works Construction
NP
Non Plastic
PCC
Portland Cement Concrete
PCF
Pounds per Cubic Foot
TP
Test Pit
USCS
Unified Soil Classification System
14
tXo
M
a
208-440-6276 * bjarnoldpe@msn.com * Post Office Box 190537 * Boise, Idaho 83719
Mr. Tim Kelly
Elk Run Construction
3891 West Daisy Creek Street
Meridian, Idaho 83642
Re: Revision I - Omitted Labwork Added
Geotechnical Recommendations
4th Street & Badley Avenue Property
Meridian, Idaho
July 4, 2016
Revised 7114/16
Page 1 of 13
File # 16131A
As per your authorization, on June 15, 2016, SITE personnel logged and sampled two
test pits on the referenced property. The subject property is located south of Badley
Avenue and east of NE 4th Street in Meridian, Idaho. According to the Ada County
Assessor's website, the subject property is a single parcel, # S1107212415, and
includes 1.86 acres. An address of 1318 NE 4th Street is provided for this parcel.
During our field exploration, soils samples were gathered from the test pits and were
submitted to our in house laboratory for testing to determine their engineering
properties. Based upon the observed conditions and the laboratory test results the site
is acceptable for construction of the planned residential development.
Recommendations for constructing civil improvements and residential construction are
provided herein. We appreciate this opportunity to be of service. Please call should
there be any questions or the need for additional geotechnical services.
Respectfully submitted
Bob
208-440-6276 * biarnoldpe@msn.com * Post Office Box 190537 * Boise, Idaho 83719
14
NSULT NG, LLC
® Based upon intended use, the following slab on grade floors sections are
recommended for inside residential building structures: Granular base and
concrete thickness is to increase to five inches for vehicle parking areas. Six
inches of concrete atop six inches of base is recommended for trash enclosures
and parking areas where parked cars may leak automotive liquids or motorcycles
will rest on kick stands.
Structural Layer
Living Space
PCC w/ fiber mesh
4.0"
Base Course
4.0"
Subgrade
Properly Compacted
PAVEMENT RECOMMENDATIONS
® Based upon anticipated traffic loads and observed soil conditions private
driveways should consist of the following section.
Structural
Layer
Private
Driveways
Auto Parking
Only
HMA
3.0"
2.5"
Base Course
4.0"
4.0"
Sub Base
12.0"
10.0"
a HMA, base, and subbase used in pavement construction are to meet the
materials quality and placement requirements of City of Meridian or ISPWC,
whichever is more rigid.
® As indicated above, rigid portland cement concrete is recommended for trash
enclosures and motorcycle parking areas.
V
208-440-6276 * biarnoldpe@msn.com * Post Office Box 190537 * Boise, Idaho 83719
0291\1�JI �
Aerial Photo
Groundwater, Measurements
Test Pit Logs (2)
Soil Log Legend
Abbreviations and Acronyms
Water Well Logs (2)
U
208-440-6276 * bjarnoldpe@msn.com * Post Office Box 190537 * Boise, Idaho 83719
C
ZCONSULTING� LLC
TEST PIT LOG
Test pit #: TP -1 (South) File: 16131A
Client: Elk Run Construction Date Drilled: 06/15/16
Project: NE 4th Street Development Digger:
Location: West center of Site ; Logged By:
Roe Demolition
K. Arnold / SITE
208-440-6276 * bjarnoldpe@msn.com * Post Office Box 190537 * Boise, Idaho 83719
DEPTH
SOILS DESCRIPTION
Sample
#4
#10
#40
100
200
M
LL
PI
Type
0.0
Brown, Moist, Silty SAND
Bag
74
71
65
56
39.3
5.2
NP
NP
-
topsoil with 4-6" Rootzone
2.0
3.0
3.0
GRAVEL CONTACT
3.0
Brown, Moist, pitrun type sand
Bag
63
46
14
10
7.9
3.9
NP
NP
-
and gravel. Some clay at initial
4.0
12.0
contact, free draining by 5.5
feet. Water entering walls of
Bag
66
52
19
11
7.0
6.5
NP
NP
test pit at 6.0'
8.0
(Both
Scalped
on 1/2")
12.0
Bottom of Hole
Sloughing Materials Prevent
Deeper Excavation
Groundwater Encountered at
6.0' and rising when test pit
was backfilled.
208-440-6276 * bjarnoldpe@msn.com * Post Office Box 190537 * Boise, Idaho 83719
ONSULTING, LLC
Form 236.7
F07 IDAHO DEPARTMENT OF WATER RESOURCES
WELL DRILLER'S REPORT
1. WELL TAG No. D 0068841
rin.mg P.m�l N'0' `'2 �111 —
2. OWNER:
Cole Valley Christian Schools
200 E Cariton Ave-
Merldian
_late ID ;;p 53642
3.WELL LOCATION:
Cast 0 nr west ❑
SE_ e NVl
Ada
3 —" 36.844
Ll6_M.356
200F-Cadlon Ave.
cit'. Meridian
USE:
El
5- TYPE OF WORK:
O.Abael. —w El Qlhu
6. ORILL 1AETHM
7. SEALING
beillcein'tren�i�
40 43.2culft
3M bentartite
b j 4 3001b, ry pour
F. CASINGUNER:
8" 2 86 .250 Isteel El [1 9
6- 80 35 .250 Meel 11 F-1
D El [I EJJ
0)' E]Stift
9, PERFORATIONSISCREENS:
peff.rNlris D Y E)n
t.�srwa,-,Iutc d n NY D t: Tyo- johnson vjire wrap
of'.'slsl aru. wash-in
ab 951 1 .020 1 6" Stainless
Z, E] j;
Il, FLOWING ARTESIAN:
4,temno El Y Z N Altes,an (PSIS,
uwd dev ce
12. STATIC WATER LEVEL ..d WELLTESTS:
17i
D�su;ti- access pw well cap
Noll test:
Test method:
r–_—'100pm
"60
9 El
i ---. —1
El
❑
El El
tli"W' quality test ., comments:
T.
y
12- a 2 too soil
,,,.I a r 9, 2015
.2015
X
- X
14. DRIVER'S CERTIFICATION:
tAlle —I'ly lbat mt ..0 constfuc!,nn standards —e coinpli'-,j ,'nm P.1
ti t th- —mevcd
cm n1 r,c Coonse 'AlelLIDrilling! 409
Mar 12. 2015
�"m C) if prk� 6,—
Mar 12, 2015
Dw-
IIIIIIIIIIS
0.tc
sig—j— of Principal 0611., and rig op—tar... .. qw-d.
N
dD
208-440-6276 bjarnoldpe@msn.com Post Office Box 190537 Boise, Idaho 83719
'CONSULTING, LLC
SOIL LOG LEGEND
UNIFIED SOIL CLASSIFICATION SYSTEM
(ASTM STANDARD TEST METHOD D 2487 FOR CLASSIFICATION OF SOIL FOR ENGINEERING PURPOSES)
R
DIVISSIIONS 7
TYPICAL
DESCRIPTIONS
COARSE
GRAINED
SOILS
< 50% - #200
GRAVEL &
GRAVELLY
SOILS
<50%- #4
< 5%-#200 GW Well -graded gravel, gravel -sand mixture, little or no fines.
GP Poorly -graded gravel, gravel sand mixture, little or no fines
5-12%4200
> 12%- #200
GM Silty gravel, gravel -sand -silt mixtures
GC Clayey gravel, gravel -sand -clay mixtures
SAND & SANDY
SOILS
> 50%- # 4
< 5%- #200 SW Well -graded sand, gravelly sand, little or no fines.
SP Poorly -graded sand, gravelly sand, little or no fines
>12% - #200
SM Silty sand, sand -silt mixtures
SC Clayey sand, sand -clay mixtures
FINE
GRAINED
SOILS
> 50% - 4200
SILTS AND CLAYS
LL < 50%
INORGANIC
ML Inorganic silt and very fine sand, rock flour, silty or clayey
fine sand or clayey silt with slight plasticity
CL
Lean clay -low to medium plasticity, gravelly clay, sandy
clay, silty clay
ORGANIC OL Organic silt and organic silty clay of low plasticity
SILTS AND CLAYS
LL > 50%
INORGANIC MH Elastic silt, micaceous or diatomaceous fine sand or silty
soil.
CH Fat clay - high plasticity
ORGANIC , OH Organic clay-med. or high plasticity: organic silt
HIGHLY ORGANIC
SOILS
=
LLI
Peat, humus, swamp soil with high organic content
AASHTO
American Association of State Highway & Transportation Officials
ASTM
American Society for Testing and Materials
HMA
Hot Mix Asphaltic Pavement
BH
Bore Hole
IBC
International Building Code
ISPWC
Idaho Standard for Public Works Construction
NP
Non Plastic
PCC
Portland Cement Concrete
PCF
Pounds per Cubic Foot
TP
Test Pit
USCS
Unified Soil Classification System
208-440-6276 * bjarnoldpe@msn.com * Post Office Box 190537 * Boise, Idaho 83719
�aaaaa
wa+wn m
m
a ^""S S IT1
�oobg� m
b It n
hhho m
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n CC
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h b
i 2hH�x
h y q w
— — —
— — — —
rAsr e�rarner (aezJ
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BLOCK 1 j
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I
US7 WUY Aif W (PMIFJ
o
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o g
m_
20.80
LOT 21
S 89010" W- _51_7_.0-0'
°3N
---
S 88'58'53' E 102.38'
--
60 PUBLIC R/W
f
S .
�
_
-� 20.00
37.37' m
n
o i l
1
_
m 10®
zo
S 89°01'30" W i
I
1
N m
r0
W I I
o I
w
to
0
C.
�0
R/W
N 90'OOO' E 65.98'
..
t
L
LOT 2
m m
25.00 --�
25.00'
..
BLOCK 1
_
LOT 11
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