GOLOTOV SUB LT 1 - ZCP 8/24/2018Print Form Submit by Email
Kodiak Island Borough - -- - -
b. Community Development Department
III IIIIIIIIIIIIIIIIIII
710 Mill Bay Rd. Rm 205 II
Kodiak AK 99615
Ph. (907) 486 - 9363 Fax (907) 486 - 9396
24536
http://www.kodiakak.us
Zoning Compliance Permit Permit No. BZ2019-014
The following information is to be supplied by the Applicant:
Property Owner/ Applicant: SWELL, LLC/ SR Bales Construction
Mailing Address: 1113 W FIREWEED LANE #202, Anchorage, AK 99503
Phone Number: Swell LLC: Glenn Gellert (907) 748-6157
Other Contact email, etc.: SR Bales Construction dylan@srbcak.com 907-727-3947
Legal Description: Subdv: Golotov Subdivision Block: Lot: 1
Street Address: 529 Carol Way
Use & Size of Existing Structures: Undeveloped Land
Description of Proposed Action: Build 30 unit multifamily complex
Site Plan to include: Lot boundaries and existing easements, existing buildings, proposed location of new construction, access points,
and vehicular parking areas.
Staff Compliance Review:
Lot Area: 67,889 SF
Front Yard: 25 '
Current Zoning: R3
Lot Width:
145'
Rear Yard: 10'
KIBC 17.85
PROP—ID 24536
Bld'g Height: 35 '
Side Yard: 5 '
Prk'g Plan Rvw? Yes # of Req'd Spaces: 45
Staff Compliance Review Notes:
Plat / Subdivision Requirements? 30 units requiring 1.5 spaces per unit = 45 spaces. Spaces in garages are permitted per
similar use determination in case 17-031. KIB E/F has approved the drainage plan for the site.
Subd Case No. S18-013 Plat No. 2018-8 Bld'g Permit No. TBD Bldg Dept
Does the project involve YES
an EPA defined facility?
*Commercial buildings, installations (military bases),
institutions (schools, hospitals) and residences with
more than four (4) dwelling units.
Driveway
Permit?
Septic Plan
Approval:
Fire
Marshall:
TBD KIB E/F
N/A
TBD Bldg Dept
Proof of EPA notification provided (if required)? NO
*Required for all demolitions, for renovations disturbing at least 160 square
feet 260 linear feet or 35 cubic feet of Regulated Asbestos Containing Material (RACM), and
for renovations that remove a load -supporting structural member.
No permit will be issued for such projects without proof of EPA notification
Applicant Certification: 1 hereby certify that) will comply with the provisions of the Kodiak Island Borough Code and that I
have the authority to certify this as the property owner, or as a representative of the property owner. 1 agree to have identifiable
corner markers in place for verification of building setback (yard) requirements.
Attachments? Site Plan
List Other:
Digitally signed by Glenn Gellert
Date: Aug 21, 2018 Signature: Glenn G e I I e r# DN: cn=Glenn Gellert, o, ou,
gmail=alenn.aellertn-amail .com. c=US
Date: 2018.08.21 17:35:16 -08'00'
This permit is only for the proposed project as described by the applicant. If there are any changes to the
proposed project, including its intended use, prior to or during its siting, construction, or operation, contact
this office immediately to determine if further review and approval of the revised project is necessary.
THIS FORM DOES NOTA UTHORIZE CONSTRUCTION WHEN A BUILDING PERMIT IS REQUIRED.
"EXPIRATION.- Any zoning compliance permit issued is subject to the same expiration, suspension, and revocation provisions as a
building permit issued for the same construction permit.**
CDD Staff Certification
Date: Aug 21, 2018 CDD Staff:
Payment Verification Zoning Compliance Permit Fee Payable in Cashier's Office Room # 104 - Main floor of Borough Building
After -the -Fact 2X the published amount
Not Applicable $0.00 $0.00
Less than 1.75 acres: $30.0 $60.00
1.76 to 5.00 acres: $60.00 ` El $120.00
5.01 to 40.00 acres: $90.00 [—] $180.00 ((d 61
40.01 acres or more: E] $120.00 E] $240.00 -PAID'
0
AUS 24 2016
K0B1AK1.SW1uudU"UUGh
LttltnniPer;^incntT
PAYMENT DATE
08/24/2018
COLLECTION STATION
CASHIER
RECEIVED FROM
SWELL, LLC/ SR BALES
CONSTRUCTION
DESCRIPTION
529 CAROL WAY
Kodiak Island Borough
710 Mill Bay Rd.
Kodiak, AK 99615
Zoning Compl Zoning Compliance Permit
BZ 2019 014
Payments: Type Detail Amount
Check 166 $30.00
Total Amount:
Customer Copy
BATCH NO.
2019-00000084
RECEIPT NO.
2019-00000233
CASHIER
Teresa Medina
$30.00
$30.00
Printed hv: Tereca Medina Pane 1 of 1 OR/241201R 03.13:09 PM
Spruce Cape Garage Parking Policy
1.) All motor vehicles parked on the premises must be in running condition capable of operating
legally on the street, properly licensed and insured. All vehicles must be parked in designated
spaces. Illegally parked vehicles, non -motorized vehicles, and any other vehicle not complying
with these standards will be subject to being towed at the Resident's expense. Unless the
Resident obtains prior written permission from the Property Manager, any vehicle that has not
been moved within any 14 day period will be considered abandoned and will be subject to being
towed at the resident's expense. Speed limit in the parking lot is 5 miles per hour.
2.) All Resident vehicles must be registered with the Property Manager. Car registration
information must be included on the lease agreement, which can be amended as needed. The
registration information must include the make, model, color and license number of each
Resident's vehicle.
3.) Residents with one car must park the car in the Resident's assigned garage. This requirement
does not pertain to the Resident occupying the designated ADA unit. This unit does not have a
garage.
4.) Residents with 2 cars must park one car in the Resident's assigned garage and the second car in
front of the Resident's garage.
5.) Personal items may be stored in garages but must not inhibit car parking in the garage.
6.) Guest vehicles must be parked in areas designated by management. Permanent residents are
not permitted to use guest parking.
7.) After one warning regarding misuse of designated parking spaces, the Property Manager will
fine the offending Resident $50. A second offense constitutes a $150 fine. After the third
infraction, the Property Manager reserves the right to evict Residents who continually violate
the parking rules.
AML A
*-AIATM
Document A1 01
-2017
Standard Form of Agreement Between Owner and Contractor where the basis of
payment is a Stipulated Sum
AGREEMENT made as of the 15th day of May
in the year 2018
(In words, indicate day, month and year.)
This document has important
BETWEEN the Owner:
legal consequences.
(Name, legal status, address and other information)
Consultation with an attorney is
Spruce Cape Homes, LLC
encouraged with respect to its
completion or modification.
1113 Fireweed Lane, Suite 202
Anchorage, AK 99503
The parties should complete
Al 01 Tm-2017, Exhibit A,
Insurance and Bonds,
contemporaneously with this
and the Contractor:
Agreement.
('Vame, legal status, address and other information)
AIA Document A201 T^'-2017,
SR Bales Construction, Inc.
General Conditions of the
1200 East 76th Avenue Suite 1223
Contract for Construction, is
Anchorage, AK 99518
adopted in this document by
reference. Do not use with other
general conditions unless this
document is modified.
for the following Project:
(lame, location and detailed description)
Spruce Cape Townhomes
Kodiak, Alaska
The Architect:
(Name, legal status, address and other information)
Carel Nagata
PO Box 100263
Anchorage, AK 99503
The Owner and Contractor agree as follows.
Init. AIA Document A101 TO —2017. Copyright ® 1915. 1918,1925,1937, 1951. 1958, 1961, 1963,1967' 1974. 1977,1987, 1991, 1997, 2007 and 2017 by The
American Institute of Architects. All rights reserved. WARNING: This AIA! Document Is protected y U.S. Copyright Law and international Treaties.
Unauthorized reproduction or distribution of this AIA! Document, or any portion of It, may result in severe civil and criminal penalties, and will be
l prosecuted to the maximum extent possible under the law. This document was created on 05/09/2018 16:2209 under the terms of AIA
Documents on Demand! Order No. 2009924393 , and is not for resale. This documents licensed by The American Institute of Architects for one-time
use only, and may not be reproduced prior to its completion.
Supplementary and other Conditions of the Contract:
Document Me Date Pages
Other documents, if any, listed below:
(List here any additional documents that are intended to form part of the Contract Documents. AM
Document A10ITM-2017provides that the advertisement or invitation to bio:4 Instructions to Bidders,
sample forms, the Contractor's bid or proposal, portions ofAddenda relating to bidding or proposal
requirements, and other information furnished by the Owner in anticipation of receiving bids or
proposals, are not part of the Contract Documents unless enumerated in this Agreement. Any such
documents should be listed here only if intended to be part of the Contract Documents.)
This Agreement entered into as ofth day and year first written above.
//�p
OWN (Signature)
COMWIACTOR (Signature)
Glenn Gellert Dylan Bales, Vice President
(Printed name and title) (Printed name and title)
AIA DocumentA101TM — 2017. Copyright O ISIS, 1918, 1925,1937,1951,1958,1961,1963,1967,1974,1977,1987,1991, 1997, 2007 and 2017 by The
Init. American lnbb1hft ol`Amhitects. All rights reserved. WARNING: This AIA! Document is protected by U.S. Copyright Law and Marnational Traatiea.
Unauttroriiced reproduction or distribution of this AIA! Doet mant, or any portion of It, may result in severe oMl and ariminsi penalties, and will be 10
/ prosecuted to tta rnaudmum extent possible under the law. This document was created on 05!09/201816:22:09 under the tern of AIA
Documents on Demand! order No. 2009924393 , and is not for resale. This document Is licensed by The American Institute of Architects for wo-time
use only, and may not be reproduced prior to its completion.
Spruce Cape Garage Parking Policy
1.) All motor vehicles parked on the premises must be in running condition capable of operating
legally on the street, properly licensed and insured. All vehicles must be parked in designated
spaces. Illegally parked vehicles, non -motorized vehicles, and any other vehicle not complying
with these standards will be subject to being towed at the Resident's expense. Unless the
Resident obtains prior written permission from the Property Manager, any vehicle that has not
been moved within any 14 day period will be considered abandoned and will be subject to being
towed at the resident's expense. Speed limit in the parking lot is 5 miles per hour.
2.) All Resident vehicles must be registered with the Property Manager. Car registration
information must be included on the lease agreement, which can be amended as needed. The
registration information must include the make, model, color and license number of each
Resident's vehicle.
3.) Residents with one car must park the car in the Resident's assigned garage. This requirement
does not pertain to the Resident occupying the designated ADA unit. This unit does not have a
garage.
4.) Residents with 2 cars must park one car in the Resident's assigned garage and the second car in
front of the Resident's garage.
5.) Personal items may be stored in garages but must not inhibit car parking in the garage.
6.) Guest vehicles must be parked in areas designated by management. Permanent residents are
not permitted to use guest parking.
7.) After one warning regarding misuse of designated parking spaces, the Property Manager will
fine the offending Resident $50. A second offense constitutes a $150 fine. After the third
infraction, the Property Manager reserves the right to evict Residents who continually violate
the parking rules.
July 25, 2018
Kodiak Island Borough
Community Development Department
710 Mill Bay Road
Kodiak, Alaska 99615
Phone (907) 486-9363 Fax (907) 486-9396
www.kodiak.ak.us
Swell, LLC
Mr. Glenn Gellert
1113 West Fireweed Lane, Suite 202
Anchorage, AK 99503
Re: Case 18-018. Request a Site Plan Review, per KIBC 17.130.020, to review the
design of a proposed multi -family residential development consisting of 30
townhouse style dwelling units on Lot 1, Block 3, Kadiak Subdivision, First
Addition (3382 Sharatin Road).
Dear Mr. Gellert:
The Kodiak Island Borough Planning and Zoning Commission at their regular meeting
on July 18, 2018, granted approval on the case referenced above subject to the
following conditions of approval.
CONDITIONS OF APPROVAL
1. An engineered drainage plan, approved by the Kodiak Island Borough Engineering
and Facilities Department Director, shall be provided prior to issuance of zoning
compliance for the proposed development
2. All improvements required by the approved engineered drainage plan shall be
completed prior to issuance of a certificate of occupancy for any structure associated
with the proposed development.
The Planning & Zoning Commission adopted these "Findings of Fact' in support of their
decision.
FINDINGS OF FACT
1. Multifamily residential buildings are listed as a permitted use in the R3 -Multifamily
Residential district.
2. The conditions of approval will ensure that the site plan for this case meets all
standards as required by Kodiak Island Borough code.
3. Approving this site plan will further implement certain Land Use & Ownership and
Housing goals, policies, and implementation actions of the 2008 Comprehensive
Pian.
If you have any questions regarding the Commission's actions, please contact the
Community Development Department at 496-9363.
Sincerely,
Ql� Q101 Q60
Sheila Smith, Secretary
Community Development Department
CC: Nova Javier, Borough Clerk
Planning and Zoning Commission
July 25, 2018
Kodiak Island Borough
Community Development Department
710 Mill Bay Road
Kodiak, Alaska 99615
Phone (907) 486-9363 Fax (907) 486-9396
w,,vw.kodiak.ak.us
Swell, LLC
Mr. Glenn Gellert
1113 West Fireweed Lane, Suite 202
Anchorage, AK 99503
Re: Case 18-018. Request a Site Plan Review, per KIBC 17.130.020, to review the
design of a proposed multi -family residential development consisting of 30
townhouse style dwelling units on Lot 1, Block 3, Kadiak Subdivision, First
Addition (3382 Sharatin Road).
Dear Mr. Gellert:
The Kodiak Island Borough Planning and Zoning Commission at their regular meeting
on July 18, 2018, granted approval on the case referenced above subject to the
following conditions of approval.
CONDITIONS OF APPROVAL
1. An engineered drainage plan, approved by the Kodiak Island Borough Engineering
and Facilities Department Director, shall be provided prior to issuance of zoning
compliance for the proposed development
2. All improvements required by the approved engineered drainage plan shall be
completed prior to issuance of a certificate of occupancy for any structure associated
with the proposed development.
The Planning & Zoning Commission adopted these "Findings of Fact" in support of their
decision.
FINDINGS OF FACT
1. Multifamily residential buildings are listed as a permitted use in the R3 -Multifamily
Residential district.
2. The conditions of approval will ensure that the site plan for this case meets all
standards as required by Kodiak Island Borough code.
3. Approving this site plan will further implement certain Land Use & Ownership and
Housing goals, policies, and implementation actions of the 2008 Comprehensive
Plan.
If you have any questions regarding the Commission's actions, please contact the
Community Development Department at 496-9363.
Sincerely,
Sheila Smith, Secretary
Community Development Department
CC: Nova Javier, Borough Clerk
Planning and Zoning Commission
June 28, 2017
Swell LLC
1113 Fireweed Lane #202
Anchorage, AK 99503
Mr. Trevor Edmondson
The Petersen Group, Inc.
3820 Lake Otis Parkway
Anchorage, AK 99508
Kodiak Island Borough
Community Development Department
710 Mill Bay Road
Kodiak, Alaska 99615
Phone (907) 486-9363 Fax (907) 486-9396
www.kodiakak.us
Re: Case 17-031. Request a Similar Use Determination that the use of tandem
parking spaces and spaces within attached garages to meet the off-street parking
requirements for multi -family dwellings is similar to allowing the use of such spaces to
meet the off-street parking requirements for one and two-family dwellings (KIBC
17.175.070.H and 17.15.090.A).
Dear Mr. Edmondson:
The Planning & Zoning Commission, at their regular meeting on June 21, 2017,
determined that the request referenced above was similar in use to and granted
approval subject to one Condition of Approval.
CONDITION OF APPROVAL
1. The rental agreement for this multi -family residential development shall include
language that required tenants to utilize the off-street parking spaces within their
respective dwelling unit's garage for the parking of operable licensed and registered
passenger vehicles. A copy of the rental agreement shall be provided to the
Community Development Department prior to issuance of zoning compliance.
The commission also adopted the following findings of fact in support of their decision:
FINDINGS OF FACT
1. Lot size constraints require that this multi -family housing development use tandem
parking spaces and spaces within garages to provide the required number of off-
street parking spaces and to meet the maneuvering area requirements of KIBC
17.175.080.G and fire apparatus access and turnaround requirements of the
adopted fire code.
2. The intended purpose of tandem off-street parking spaces and spaces within
garages for multi -family dwellings is identical to the intended purpose of such spaces
for one- and two-family dwellings.'
3. The KIBC 17.175.080.G requirement for multi -family dwellings to provide onsite
parking maneuvering areas eliminates the potential for local traffic disruptions that
can be associated with the use of tandem spaces for one- and two-family dwellings.
Accordingly, tandem parking spaces are better suited for multi -family dwelling use
than for one- and two-family dwelling use.
4. The condition of approval, combined with a lack of available on -street parking near
the site, will greatly reduce the potential for the off-street parking spaces within the
garages to be used for any purpose other than the parking.
5. Off-street parking spaces within the garages of one and two-family dwellings are
commonly used for purposes other than parking. The condition of approval greatly
reduces this potential by requiring such spaces to be used exclusively for parking.
Accordingly, such spaces are better suited to meet the off-street parking
requirements for these multi -family dwellings than for one and two-family dwellings.
An appeal of this decision may be initiated by; 1) the applicant, or 2) any person who
was sent a written notice or submitted timely written comments, by filing a written notice
of appeal to the Borough Clerk within ten (10) working days of the date of this decision.
The notice of appeal must state the specific grounds for the appeal and the relief sought
by the appellant, and accompanied by the $350 appeal fee. Therefore, the decision will
not be final and effective until ten (10) working days following the decision. For more
information on the appeal process please contact the Borough Clerk's Office at 486-
9310.
Should have any questions regarding the determination please feel free to contact me
at 486-9363 if you.
Sincerely,
Sheila Smith, Secretary
Community Development Department
CC: Nova Javier, Borough Clerk
Planning & Zoning Commission
From: Jack Maker
To: Glenn Gellert (glenn.gellert(Marnail.coml
Cc: Daniel Mckenna-Foster
Subject: FW: Spruce Cape Townhomes Case 18-018 - Drainage Impact Analysis: APPROVED
Date: Wednesday, August 15, 2018 11:40:45 AM
Attachments: Spruce Cape Townhomes DIA 8 3.18.odf
Spruce Site ARproval.pdf
imaae002.pna
imaae003,ona
Importance: High
Good morning Glenn,
Per the below email, our Engineering and Facilities Department Director has approved the drainage
plan for you project. A copy of the approval has been placed in the property file.
Please feel free to contact me with any questions or concerns.
Thank you,
Jack L. Maker
Associate Planner, Acting Director
Community Development Dept.
710 Mill Bay Road
Kodiak, AK 99615
(907) 486-9362
(907) 539-1475 (cell)
(907) 486-9396 (fax)
imaker(@kodiakak.us
htto://www.kadiakak.us
From: Phil Kovacs
Sent: Tuesday, August 14, 2018 8:21 PM
To: Jack Maker <jmaker@kodiakak.us>
Cc: Martha Barnett <mbarnett@kodiakak.us>; Dave Conrad <dconrad@kodiakak.us>
Subject: Spruce Cape Townhomes Case 18-018 - Drainage Impact Analysis: APPROVED
Importance: High
Jack,
The Kodiak Island Borough (KIB) Engineering and Facilities Department approves the Spruce
Cape Townhomes Drainage Impact Analysis prepared by Triad Engineering, LLC for Swell, LLC.
Regards,
Phillip Kovacs, PE, MEng, MSc, CESCL
Director of Engineering/ Facilities
Kodiak Island Borough
710 Mill Bay Road, Room 225
Kodiak, AK 99615
Office: (907) 486-9357
Cell: (503) 409-3346
bkovacs akodiakak.us
From: Jack Maker
Sent: Monday, August 6, 2018 8:15 AM
To: Phil Kovacs <pkovacsl@kodiakak.us>
Subject: FW: Spruce Cape Townhomes Case 18-018 - Drainage Impact Analysis
Importance: High
Hi Phil,
Attached is the drainage plan for spruce cape townhomes at 3382 Sharatin Road. One of the
conditions of approval for both the site plan review and the subdivision is that an engineered
drainage plan be submitted and approved by you. Accordingly, I would appreciate it if you could
review it and let me know if you approve (an email will suffice). Please feel free to give me a shout if
you have any questions or concerns.
Thanks!
Jack
From: Brandon Marcott <brandonmarcottPtriadak.com>
Sent: Friday, August 3, 2018 2:26 PM
To: Jack Maker <imaker(@kodiakak.us>
Cc: Hansen, Ted <thansen(@city.kodiak.ak.us>; Carel Nagata <carelnagata(@gmail.com>; Clark
Yerrington <cyerrington(@frame-ak.com>; Glenn Gellert <glenn.gellert(@gmail.com>; John McGrew
<iohn.j.mcgrew(@gmail.com>; Dave Grenier <davegrenier(@triadak.com>
Subject: Spruce Cape Townhomes Case 18-018 - Drainage Impact Analysis
Good afternoon Jack,
Per the conditions of approval for Case 18-018 (Spruce Cape Townhomes) please find the
attached drainage impact analysis for the proposed improvements within the development.
Please note that this is a site specific analysis as discussed during the Planning and Zoning
Commission hearing. The analysis indicates that the proposed storm drain infrastructure, as
shown in the submitted civil plans, is more than adequate to convey the 25 year, 24 hour
storm event. No additional changes or revisions are proposed to the civil plans that have been
submitted for your review.
Please review and let me know if there are any questions regarding the attached. Thanks and
have a great weekend.
Brandon
ENGINEERING, LLC
Brandon Marcott, P.E. / Principal Engineer
Office: 907.344.3114 / Mobile: 907.227.0905 / brandonmarcottptriadak.com
Physical: 1300 E. 68th Ave., Suite 210, Anchorage, AK 99518
Mailing: P.O. Box 111989, Anchorage, AK 99511
Website: www.triadak.com
Site Planning / Civil Engineering Design / Project Management
Spruce Cape Townhomes
Drainage Impact Analysis
Owner/Developer:
Swell, LLC
113 Fireweed Lane, Suite 202
Anchorage, AK 99503
Prepared By:
4.11 am
Box 111989
Anchorage, Alaska 99511
(907) 561-6537
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BRANDON J.MARCOTT ;0' CE 12601��
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August 2018
Table of Contents
1. Project Description
a. Location
b. Project Description
c. Category Determination
2. Basin Characterization
a. Pre -development conditions
b. Post -development conditions
c. Contributing off-site drainage
d. Floodways, floodplains, and wetlands
e. Pre -development runoff analysis
1) Watershed area
2) Time of concentration
3) Precipitation model
4) Rainfall loss method
5) Runoff model
6) Summary of pre -development runoff
f. Post -development Runoff Analysis
1) Watershed area
2) Time of concentration
3) Precipitation model
4) Rainfall loss method
5) Runoff model
6) Summary of post -development runoff
3. Stormwater Conveyance Design
a. Storm sewer
b. Culverts
c. Open channel flow
d. Hydraulic model
e. Operations and Maintenance
4. References
5. Appendix
1
1
2
2
3
3
4
4
5
5
5
5
5
5
5
6
6
6
6
6
7
7
7
7
7
8
8
9
9
9
10
1. Project Description
a. Location
The Spruce Cape Townhomes development is located at the southeast corner of
Sharatin Road and Carroll Way in Kodiak Alaska. The parcel is currently a 2.47 acre
site of undeveloped land that is two hundred thirty feet by four hundred seventy
feet (230 x 470) and slopes downward from Sharatin Road towards Spruce Cape
Road and the water. The lot drops approximately twenty-eight (28) feet vertically
across a horizontal distance of two hundred thirty (230) feet which is twelve (12)
percent slope. The property is zoned R3 and has the potential to fit fifty (50) units
when fully developed. This phase of development proposes to construct thirty (30)
townhouse style rental units. The legal description is Lot 1, Block 3, First Addition,
Kadiak Subdivision. See Figure 1 and 2 for the project location.
Fort Abercrombie
se asteu. State Historic Park
3382 Sharatin Road
Kodiak Parks &
Recreation Department
9
Kodiak
Near Island Alekseshkina
Figure 1: Project Location
1
1�`
On the Cape
Vacation Rentak;
T
Pr `ect Locion
�m
�.p
4a
dy
G
�a
Figure 2: Street Location
b. Project Description
Phase 1 of the Spruce Cape Townhomes project intends to develop 1.55 acres of the
existing 2.47 acre parcel by preparing the site for construction of 30 townhouse style
dwelling units along with a central shared access driveway that is twenty-four feet
wide and enters from Carroll Way. The shared driveway will be paved including
sidewalks and parking areas. The driveway also contains a fire truck turning area as
well as storm drain, water and sewer mains and associated services. Both Sheratin
Road and Carroll way are publicly dedicated roads maintained by Road Service Area
No 1.
c. Category Determination
The project scope includes the construction of an internal storm sewer collection
system which will direct concentrated runoff from this development into the existing
road side ditch along Carroll Way. Carroll Way then connects into the drainage ditch
along Spruce Cape Road (a secondary highway). Per Appendix A of Chapter 7 of the
Alaska Highway Drainage Manual, the 25 year, 24 hour storm was selected as the
design storm for "Channel Changes along less important Secondary Highways."
2
2. Basin Characterization
a. Pre -development conditions
Currently the site is undeveloped and well -vegetated with mature trees, underbrush
and sloping topography. The only storm drain facilities in the immediate area are the
grassed drainage ditches along Sharatin Road and Carroll Way. A soils investigation
of the site, completed in August of 2017 by Northern Geotechnical Engineering,
indicates 1 foot of volcanic ash underlain by 1-2.5 feet of silty sand with organics.
The silty sand is underlain by a thin layer of poorly graded gravel above shallow
bedrock ranging from 2.0 to 5.5 feet below the ground surface. The existing drainage
pattern for the lot is in a south-easterly direction with approximately 30 feet of
vertical relief across the project site. A land use description of "Woods" in "Good
Condition" was used for the parcel.
An existing 24" culvert directs runoff from the westerly ditch of Carroll Way, across
the road, and outfalls generally near the proposed access to the site. The lack of an
established ditch on the easterly side of Carroll Way allows the concentrated runoff
to be directed into the subject property. This runoff combines with the internal pre -
development runoff and generally flows east and south into the neighboring
properties.
See Figure 3 below for the existing condition of the property. See the Appendix VI
map for a boundary and topographic survey of the current site conditions and
drainage patterns.
Figure 3: Predevelopment Condition
3
b. Post -development conditions
After the construction of the buildings, private street, sidewalks and associated
parking areas, post -development conditions will result in an increase of impervious
area of approximately 1.13 acres for Phase 1, a 73% increase. The private street is
designed with grades less than 4%. A 15" storm drain system is proposed within the
private road to collect surface runoff as well as roof and footing drain runoff.
Multiple top inlet manholes are provided within the private street such that any
singular manhole will not be accepting more than 25% of the surface runoff. Once
collected, storm runoff is directed towards the easterly road side ditch along Carroll
Way. Note that the proposed grading plan re-establishes the easterly ditch along
Carroll Way which will also re-establish the drainage pattern within the ROW. The
proposed grading plan and storm drain design showing the proposed improvements
is provided in Appendix VII. See Figure 4 below for a post development layout.
�1------------------- ---
Ki-� � Iii' � '� i�l �
If
',_o
Figure 4: Post development Condition
c. Contributing off-site drainage
Off site drainage from existing developments to the north is contributed to the
project site via the road side ditches along Sheratin Road and Carroll Way. As noted
in the pre -development conditions, an existing cross culvert within Carroll Way, as
well as a lack of ditch on the east side of the road, allows concentrated runoff to be
directed into the project where it eventually flows to the properties further south.
This runoff quantity was not included in the analysis as the proposed grading plan
and new culverts re-establish these flows back into the Carroll Way ROW.
4
It is anticipated that the upslope portion of the property that is not part of Phase 1
will be cleared of the mature trees and stabilized in preparation for future
development. This area was included in the analysis and modeled as "Grass" in
"Good Condition." A grassed swale will be installed on the Lot 1/Lot 2 property
boundary to collect runoff from Lot 2 and direct it to the ditch along Carroll Way.
See the proposed grading plan in Appendix VII.
d. Floodways, floodplains, and wetlands
There are no floodways, floodplains or wetlands associated with this project.
e. Pre -development runoff analysis
1) Watershed area
The project area consists of sloping topography with underbrush and mature
trees. One, 2.5 acre drainage basin exists on site which drains to the adjacent
properties southeast of the project. A predevelopment watershed map is shown
in Appendix I.
2) Time of concentration
SCS TR -55 was used to calculate time of concentration (TOC) values with a
minimum allowable TOC of 5 minutes. The time of concentration for the pre -
development condition is approximately 19 minutes. The time is based on an
undeveloped site with mature vegetation. The calculations are provided in
Appendix II.
3) Precipitation model
SCS Type 1A Cumulative Dimensionless 24-hour Rainfall Distribution in 6 minute
increments was used for the precipitation model. Rainfall depths for the 25 year
storm event for Kodiak were taken from NOAA data which is included in
Appendix V.
4) Rainfall loss method
Not applied to this analysis.
5) Runoff model
SCS TR -55 was used to model the rainfall runoff.
5
6) Summary of pre -development runoff
Totals provided are the summation of peak inflow, in cfs, for the pre -
development basins that contribute to off-site runoff.
25-vea r. 24-hour
Outfall Ncde IO
Flow
Average
Peek
Frequency
Flow
Inflow
(%)
c=s
c=9
_________________________.______________________
OUTFA L
c'3_73
0.25
0.94
-----------------------------------------------
System
E3_73
0.25
0-94
Pre -development analysis calculations are located in Appendix II.
f. Post -development Runoff Analysis
1) Watershed area
The total watershed area does not change with the proposed development,
however the number of sub -basins increases to seven. Runoff generated within
Phase 1 is illustrated by five sub -basins that direct runoff to the interior storm
drain system.
Runoff generated uphill within Phase 2 is illustrated by two sub -basins which
drain downhill to a swale located between Phase 1 and 2. This swale directs
runoff south towards the Carroll Way ROW.
A post -development watershed map is located in Appendix III.
2) Time of concentration
SCS TR -55 was used to calculate time of concentration (TOC) values with a
minimum allowable TOC of 5 minutes. Due to the increased impervious areas
and the reduced drainage paths a time of concentration of 5 minutes was used
for all sub -basins.
3) Precipitation model
SCS Type 1A Cumulative Dimensionless 24-hour Rainfall Distribution in 6 minute
increments was used for the precipitation model. Rainfall depths for the 25 year
storm event for Kodiak were taken from NOAA data which is included in
Appendix V.
0
4) Rainfall loss method
Not applied to this analysis.
5) Runoff model
SCS TR -55 was used to model rainfall runoff.
6) Summary of post -development runoff
Totals provided are the summation of peak inflow, in cfs, for all post -
development sub -basins that contribute to runoff that leaves the site.
25-vea r. 24-hour
Outfall Ncde IO
Flow
Average
Peak
Frequency
Flow
Inflow
(%)
cis
cfa
_______________________________.________________
OUT =
-----------------------------------------------
92_12
0.30
1.77
System
92-12
0.30
1.77
Post -development analysis results are located in Appendix IV. The post -
development analysis assumes no contributing offsite drainage. All post
development runoff from the project site (Phases 1 and 2) is directed to the
drainage ditch along Carroll Way.
3. Stormwater Conveyance Design
a. Storm sewer
Approximately 395 lineal feet of 15" diameter polypropylene storm drain pipe and
four top inlet storm manholes are proposed to collect Phase 1 runoff. Pipe grades
range from 0.5% to 0.8% and were modeled with a Manning's roughness of 0.013.
Design flow capacity of the 15" storm main at 0.5% is approximately 4.0 cfs. Peak
flows of 1.3 cfs are encountered during the 25 year storm. In summary, the peak
flows of the 25 -year, 24-hour event require approximately 30% of the system's
conveyance capacity. No surcharging occurs during the analysis of the 25 year
event. See Figure 5 below for a profile plot of the system and maximum hydraulic
gradient (HGL) during the 25 year storm event.
7
Main St St", Sewn
1965.. S .. .. �.e.
xs
985.. .... ... -... _... u.n a- ........ .... .. .... y. ... ... .. ...
am u
ww
G x a
Figure 5: Maximum HGL during 25 yr -24 hr Storm Event
b. Culverts
Two 24" polypropylene culverts are proposed along the easterly drainage ditch for
Carroll Way. One culvert is located at the project entrance and the second is located
across the downhill neighbor's driveway (Lot 11A). Both culverts have a slope of 5%,
a capacity of 50.5 cfs, and were modeled with a Manning's roughness of 0.013.
Runoff from Phase 2 of the site contributes a peak flow of 0.49 cfs during the 25 -
year event, which is less than 1% of the entrance culvert's capacity. The majority of
the runoff from the proposed development is discharged to the ditch on the
downstream side of this culvert. The second culvert, located at the downhill
neighbor's driveway experiences a peak flow of 1.80 cfs which is roughly 4% of the
design capacity of the pipe.
c. Open channel flow
Runoff from Lot 2 (Phase 2), upslope of the project, is collected by a grassed
drainage swale located between Phase 1 and Phase 2 and then directed to the
grassed drainage ditch along Carroll Way. The proposed grassed Swale is 1.5 feet
deep with a top width of 6 feet, and 2:1 side slopes. It was modeled with a
Manning's roughness value of 0.032. Approximately 0.25 cfs is directed to this ditch
from runoff generated from the stabilized portion of Phase 2. Max velocity attained
during the 25 year event is roughly 0.78 ft/sec which is below the 2.0 ft/sec velocity
generally considered acceptable for unlined channels.
The proposed drainage ditch along the east side of Carrol Way is approximately 2 to
3 feet deep with a side slope of 2:1, and a longitudinal slope of 9%+, resulting in a
H.
mu
u e
_
97
965
96
/
lertyl'd190tt
95.5...
.nue
......
'. .... ..
... .
L.DL 414 ..
... SbFe CACB9Ntl. ..
..
'm
.. ... ,
..
ienf/h 1162/X
LPVLi Y7f
Lmph 017Sll
M1 Sil
Dn krvM 9^49tl
99.5
�+
�..Lu*DLiY1.26.
L 92NIt
Gm 115fl
$bpe 9995U N1t
LI, trvM 6219tt
936
--. �'..
i
'SN
Sbpe 9.9993 Anw.
Lp1 giQtt
5bpe099591V11
9,mft
UAvrveiC91798
9n tv+ert 91 BI. R. -
......... ....
925--
91
905
.
. ..
SO
695..
t+99
1+]11 t+n9 1+M 1+P9
]+fill NP 9 5W.-00
—11 ,,4n 3+H1 1+ P9
a.M 3+29 nH9 4.M 6.P11 5+M
Figure 5: Maximum HGL during 25 yr -24 hr Storm Event
b. Culverts
Two 24" polypropylene culverts are proposed along the easterly drainage ditch for
Carroll Way. One culvert is located at the project entrance and the second is located
across the downhill neighbor's driveway (Lot 11A). Both culverts have a slope of 5%,
a capacity of 50.5 cfs, and were modeled with a Manning's roughness of 0.013.
Runoff from Phase 2 of the site contributes a peak flow of 0.49 cfs during the 25 -
year event, which is less than 1% of the entrance culvert's capacity. The majority of
the runoff from the proposed development is discharged to the ditch on the
downstream side of this culvert. The second culvert, located at the downhill
neighbor's driveway experiences a peak flow of 1.80 cfs which is roughly 4% of the
design capacity of the pipe.
c. Open channel flow
Runoff from Lot 2 (Phase 2), upslope of the project, is collected by a grassed
drainage swale located between Phase 1 and Phase 2 and then directed to the
grassed drainage ditch along Carroll Way. The proposed grassed Swale is 1.5 feet
deep with a top width of 6 feet, and 2:1 side slopes. It was modeled with a
Manning's roughness value of 0.032. Approximately 0.25 cfs is directed to this ditch
from runoff generated from the stabilized portion of Phase 2. Max velocity attained
during the 25 year event is roughly 0.78 ft/sec which is below the 2.0 ft/sec velocity
generally considered acceptable for unlined channels.
The proposed drainage ditch along the east side of Carrol Way is approximately 2 to
3 feet deep with a side slope of 2:1, and a longitudinal slope of 9%+, resulting in a
H.
capacity of roughly 190 cfs when flowing full. A Manning's roughness value of 0.032
was used for the drainage ditches.
The proposed development contributes 1.77 cfs peak flow during the 25 -year event,
which is less than 1% of the total ditch capacity. See Figure 6 below for a profile plot
illustrating the maximum hydraulic grade line of the ditch and culvert along Carroll
Way.
Figure 6: Maximum HGL of Ditch & Culverts for Carroll Way
d. Hydraulic model
This project was analyzed using SCS TR -55 methodology and the storm water
modeling program, Autodesk Storm & Sanitary Analysis 2015, version 9.1.140.1.
e. Operations and Maintenance
The drainage ditches and culvert at the project entrance should be checked annually
and kept clear of litter and debris. The onsite driveway and parking area should be
swept bi-annually to ensure that dirt and debris does not accumulate and prevent
proper drainage function.
4. References
1. NOAA https://hdsc.nws.noaa.gov/hdsc/pfds/pfds map al<.html
2. Alaska Department of Transportation, June, 1995: Alaska Highway Drainage
Manual; Chapter 7. Hydrology
W
Men Shed Slam S—
ews
171
170
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199
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_..;.. .._.,...__._,. ._.._,....._ ,......._;
........... ..... y.V
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... ....:. .. --------- §
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-l�1;an.oafl.
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2. u. ... Sl7 'A.%+n.
.. .
_ .
,
- :.._IIri BiveR 65'00 X..
....].so
1.00 1,10 1.20 1.30 1.40 1.50
1.60 1.70 1.00 1,90 2,00
ZNn 2.20 2.30
2—
2„A 2,60 2.]0
slanan(nl
Figure 6: Maximum HGL of Ditch & Culverts for Carroll Way
d. Hydraulic model
This project was analyzed using SCS TR -55 methodology and the storm water
modeling program, Autodesk Storm & Sanitary Analysis 2015, version 9.1.140.1.
e. Operations and Maintenance
The drainage ditches and culvert at the project entrance should be checked annually
and kept clear of litter and debris. The onsite driveway and parking area should be
swept bi-annually to ensure that dirt and debris does not accumulate and prevent
proper drainage function.
4. References
1. NOAA https://hdsc.nws.noaa.gov/hdsc/pfds/pfds map al<.html
2. Alaska Department of Transportation, June, 1995: Alaska Highway Drainage
Manual; Chapter 7. Hydrology
W
5. Appendix
I. Pre -development Watershed Map
II. Pre -development Results & Calculations 25 year, 24 hour
III. Post -development Watershed Map
IV. Post -development Results & Calculations 25 year, 24 hour
V. NOAA Kodiak Rainfall Data
VI. Boundary & Topo Survey for Lot 1, Block 3, First Addition Kadiak Alaska
Subdivision
VII. Grading Plan & Storm Design
10
Predevelopment Watershed Map
II. Predevelopment Results & Calculations 25 year 24 hour Storm
Project Description
File Name ................. Pred— 7.31.1S.SPF
Analysis options
Flow units ................ ofs
Subbasin Hydrograph Method. SCS TR -55
Time of Concentration...... SCS TR -55
Link Routing Method ....... Hydrodynamic
Storage Node Exfiltration.. Constant rate, free surface area
Starting Date ............. APR -11-2016 00:00:00
Ending Date ............... APR -12-2016 06:00:00
Report Time Step .......... 00:05:00
Element +Count
Number*of+rain gages ...... 1
Number of subbasin: ....... 1
Numberof node: ........... 2
Number of links ........... 1
++++++++++++++++
Raingage summary
++++++++++++++++
Gage Data Data Recording
ID Source Type Interval
____________________________________________________________
Rain Gage 25 -yr CUMULATIVE 6.00
++++++++++++++++
Subbasin Summary
++++++++++++++++
ubbasin Total
S
Area
ID acre:
SUS -1 2.50
Node Summary
Node Element Invert Maximum Ponds d External
ID Type ElevationElev. Area Inflow
ft £t ft'
______________________________________________________________________________
Jun -20 JUNCTION 90.00 93.00 0.00
OUTFALL OUTFALL 89.50 92.00 0.00
Link Summary
Link From Node
To Node
ID
__________________________________________
Link -25 Jun -20
OUTFALL
Cress Section Summary
Link Shape
Depth/
ID
Diameter
ft
__________________________________________
Link -25 TRIANGULAR
2.50
Volume
Runoff Quantity Continuity
acre -ft
To, Precipitation ......
1.002
Surface Runoff ...........
0.040
Continuity Error (B) .....
0.000
•••••++• •••••••••
Volume
Flow+Routing Continuity
acre -ft
External Inflow ..........
0000
External Outflow .........
0.,397
Initial Stored Volume ....
0.000
Final Stored Volume ......
0.000
Continuity Error (B) .....
0.000
Composite Curve Number Computations Report
Subbasin SUB -1
Element Length Slope Mannings
Type ft B Roughness
----------------------
CHANNEL 10.0 5.0000 0.0320
Width No. of Cross Full Flow
Harrel. sectional Hydraulic
Area Radius
£t ft' ft
----------------------------------------------
10.00 1 12.50 1.12
Depth
inches
4.809
0.191
Volume
Mgallon:
0.000
0.129
0.000
0.000
Area soil
Soil/Surface Description (acre:) Group CN
______________________________________________________________________
Wood., Good 2.50 C 70.00
Composite Area 6 Weighted CN 2.50 70.00
SCSTR-55 Time of Concentration Computation: Report
Sheet Flow Equation
Design
Flow
Capacity
efe
139.82
To = (0.007 a ((n a Lf)'D.B)) / ((P^0.5) a (Sf-0.4))
Where.
To = Time of Concentration (hra)
n - Mannings Roughness
Lf = Flow Length (ft)
P - 2 yr, 24 hr Rainfall (inches)
Sf = Slope (ft/ft)
Shallow Concentrated Flow Equation
V - 16.1345 a (Sf-0.5) (unpaved surface)
V = 20.3282 a (Sf-0.5) (paved surface)
V = 15.0 + (Sf-0.5) (grassed waterway surface)
V - 10.0 a (Sf-0.5) (nearly bare c untilled surface)
V 9.0 • (Sf-0.5) (cultivated straight rows surface
V = 7.0 • (Sf-0.5) (short grass pasture surface)
V 5.0 * (Sf-0.5) (woodland surface)
V 2.5 + (WO.5) (forest w/heavy litter surface)
To (Lf / V) / (3600 sec /hr)
Where
To Time of Concentration (bra)
Lf = Flow Length (ft)
V Velocity (ft/sec)
Sf Slope (ft/ft)
Channel Flow Equation
V - (1.49 + (R"(2/3)) a (Sf^0.5)) /
R - Aq / Wp
To = (Lf / V) / (3600 see /hr)
Where.
To Time of Concentration (bra)
Lf Flow Length (ft)
R Hydraulic Radius (ft)
Aq = Flow Area (ft')
Wp Wetted Perimeter (ft)
V = Velocity (ft/see)
of = Slope (ft/ft)
n = Manning's Rough....
Subbasin SUR -1
Sheet Flow Computations
shallow Concentrated Flow Computations
Subarea R
Subarea A
Mannings Roughness:
0.40
Flow Length (ft):
85.00
Slope (8):
16.00
2 yr, 24 hr Rainfall (in):
2.90
Velocity (ft/sec):
0.16
Computed Flow Time (minutes):
8.62
shallow Concentrated Flow Computations
Subarea R
Subarea C
0.40
0.00
65.00
0.00
10.00
0.00
2.90
0.00
0.13
0.00
8.40
0.00
Subarea A Subarea B Subarea C
Flow Length (ft): 100.00 0.00 0.00
slope (%): 4.00 0.00 0.00
Surface Type: Woodland Unpaved Unpaved
Velocity (ft/sec): 1.00 0.00 0.00
Computed Flow Time (minutes): 1.67 0.00 0.00
Total TOC (minutes): 18.68
+a+++aaa
Subbasin Runoff Summary
aaa•:masa+:++++++++masa
------------------------------------
Subbasin Total Total
ID Precip Runoff
in in
------------------------------------
SUN-1 4.82 1.90
aaaaaaaaaaarra::+♦
Node Depth Summary
Peak Weighted Time of
Runoff Curve Concentration
efs Number day. hh:-i s.
----------------------------------
0.94 70.000 0 00:18:40
Node
Average
Maximum
Maximum
Time of Max
Total
Total
Retention
ID
Depth
Depth
NOL
Occurrence
Flooded
Time
Time
Attained
Attained
Attained
Volume
Flooded
ft
ft
ft
days hh:sm
acre -in
minutes
hh: mm:as
-----------------------------------------------------------------------------------------
Jun-20
0.15
0.41
90.41
0 08:10
0
0
0:00:00
OUTFALL
D.15
0.38
89.88
0 08:11
0
0
0:00:00
Node #Flow Summary
Node Eleeent Maximum Peak Time of Maximum Timeof Peak
ID Type Lateral Inflow Peak Inflow Flooding Flooding
Inflow Occurrence Overflow Occurrence
cfs cfs day. hh:mm e£s days hh:mm
------------------------------------------------------------------------------------
Jun-20 JUNCTION 0.94 0.94 0 08:10 0.00
OUTFALL OUTFALL 0.00 0.94 0 08:11 0.00
.aaaa•a++aaaaa+aa+++++.
Outfall Loading Summary
++••.a..aaaiaaaaa+a+a..
-----------------------------------------------
Outfall Node ID Flow Average Peak
Frequency Flow Inflow
M of. cfe
-----------------------------------------------
OUTFALL 63.73 0.25 0.94
-----------------------------------------------
Sy.tem 63.73 0.25 0.94
+iris+•+++iiia+••
Link Flow Summary
---------------------------------------------------------------------------------------------------------------------
Link ID Element Time of Maximum Length Peak Flow Design Ratio of Ratio of Total Reported
Type Peak Flow Velocity Factor during Flow Maximum Maximum Time Condition
Occurrence Attained Analysis Capacity /Design Flow Surcharged
days hh:mm ft/see cfs cfs Flow Depth minute.
----------------------------------------------------------------------------------------------------------------------
Link-25 CHANNEL 0 08:11 3.02 52.59 0.94 139.82 0.01 0.16 0 Calculated
a++++.•+++a#i##+++..a..•a••ai.+•
Highest Flow Instability Indexes
All link. are stable.
Analysis began on: Ned Aug 01 09:36:13 2018
Analysis ended on: Red Aug 01 09:36:14 2018
Total elapsed time: 00:00:01
Postdevelopment Watershed Map
IV. Postdevelopment Results & Calculations 25 year 24 hour Storm
Project Description
File Name ................. Postdev 7.31.18.SPF
++++++++++++++++
Malysis options
Flow Units ................ ofs
S=asin Hydrograph Method. SCS TR -55
Time of Concentration...... SCS TR -55
Link Routing Method ....... Hydrodynamic
Storage Node Exfiltration.. Constant rate, free surface area
Starting Date ............. APR -11-2016 00:00:00
Ending Date ............... APR -12-2016 06:00:00
Report Time Step .......... 00:05:00
a
Element Count
Numberofrain gages ...... 1
Number of subbasins ....... 7
Number of nodes ........... 11
Number of links ........... 10
aaaaraaaaaraaaaa
Raingage Summary
araaraaraaraarar
Gage Data Data
ID Source Type
Rain Gage 25 -yr
rrrrrarrrr:rr rar
Subbasin Summary
Subbasin Total
Area
ID acres
SUB -1
0.50
SUB -2
0.50
SUB -3
0.25
SUB -4
0.30
SUB -5
0.36
SUB -6
0.27
SUB -7
0.07
NodeSummary
Node
Element
ID
Type
____________________________
CBMH-A
JUNCTION
CBMH-B
JUNCTION
CBMH-C
JUNCTION
Jun -20
JUNCTION
Jun -21
JUNCTION
Jun -22
JUNCTION
Jun -23
JUNCTION
Jun -24
JUNCTION
Jun -25
JUNCTION
SDCB-D
JUNCTION
Out -08
OUTFALL
LinkSummary
(B) .....
Linkaaaaaaar
From Node
ID
----------------------------
Link-19
SDCB-D
Link -20
CBMH-C
Link -21
CBMH-B
Link -22
Jun -21
Link -23
Jun -22
Link -24
Jun -23
Link -25
Jun -20
Link -26
CBMH-A
Link -27
Jun -24
Link -28
Jun -25
rrrr rr rrrr rr rrr
Cross Section
rrrrirr rr rrrrr
rrr rrr
Summary
rrrr rrr
Link
Shape
ID
Link -19
CIRCULAR
Link -20
CIRCULAR
Link -21
CIRCULAR
Link -22
TRIANGULAR
Link -23
CIRCULAR
Link -24
TRIANGULAR
Link -25
TRIANGULAR
Link -26
CIRCULAR
Link -27
TRIANGULAR
Link -28
CIRCULAR
aaaaaaaaaa rrrsasae
Runoff Quantity
as sa aaaaaaaraaa aaaaaaa
as aaaaaa
Continuity
sa as
Total Precipitation
......
Surface Runoff ...........
Continuity Error
(B) .....
CUMULATIVE
Recording
Interval
6.00
Invert Maximum Panded External
Elevation El- Area Inflow
ft ft ft'
-----------------------------------------
89.90 97.75 0.00
90.31 96.43 0.00
90.90 97.32 0.00
91.00 93.50 0.00
102.51 105.01 0.00
98.00 101.00 0.00
95.70 98.70 0.00
103.00 105.00 0.00
87.00 89.50 0.00
91.69 98.18 0.00
85.00 87.00 0.00
To Node
CBHH-C
CBMH-B
CBMH-A
Jun -22
Jun -23
Sun -20
Jun -25
Sun -20
Jun -21
Out -OB
Depth/
Diameter
ft
1.25
1.25
1.25
2.50
2.00
2.50
2.50
1.25
1.50
2.00
Volume
acre -ft
0.902
0.061
0.000
Element
Type
CONDUIT
CONDUIT
CONDUIT
CHANNEL
CONDUIT
CHANNEL
CHANNEL
CONDUIT
CHANNEL
CONDUIT
Width
ft
1.25
1.25
1.25
10.00
2.00
10.00
10.00
1.25
6.00
2.00
Depth
inches
4.809
0.328
Length Slope Manning's
ft 8 Roughness
99.0 0.7980 0.0130
118.2 0.4991 0.0130
81.8 0.5015 0.0150
50.0 9.0200 0.0320
46.0 5.0000 0.0130
42.0 11.1905 0.0320
10.0 40.0000 0.0320
92.1 0.4344 0.0130
230.0 0.2130 0.0320
40.0 5.0000 0.0130
No. of Cross Full Flow
Barrels Sectional Hydraulic
Area Radius
ft' ft
---------------------------------
1 1.23 0.31
1 1.23 0.31
1 1.23 0.31
1 12.50 1.12
1 3.14 0.50
1 12.50 1.12
1 12.50 1.12
1 1.23 0.31
1 4.50 0.67
1 3.14 0.50
Design
Flow
Capacity
cfs
5.77
4.56
3.96
187.80
50.59
209.17
395.47
4.26
7.39
50.59
+++
Volume
Volume
Flow Routing ContinuitySer
r rrrrr:rrrrr:rrrrrrr:rrrr•
a -£t
Mgallone
External Inflow ..........
_________
0.000
---------
0.000
External Outflow .........
0.615
0.200
Initial Stored Volume ....
0.000
0.000
Final Stored Velums ......
0.000
0.000
Continuity Error (6) .....
0.000
_________________
Subbasin SUB -3
_________________
Composite Curve Number Computations Report
rrr+rr♦aarrrr rraraaar: raarrr::ara:rrrrraaa
Subbasin SUB -1
_________________
Area
Soil/Surface Description
--------------------------------------------------------------
(acres)
> 756 grass .- r, Good
0.50
Composite Area L Weighted CN
0.50
_________________
Subbasin SUB -2
_________________
Area
sail/Surface Description
______________________________________________________________
(acres)
> 756 grass c ove r, Good
0.50
Composite Area s Weighted CN
0.50
_________________
Subbasin SUB -3
_________________
Are
Soil/Surface Description
(aor es)
r
_____________________________________________________________
Paved parking 6 ,oafs
0.23
> 756 grass cover, Good
0.02
Composite Area s Weighted CN
0.25
_________________
Subbasin SUB -4
_________________
Area
sail/Surface Description
__________________________________________________________
(ae ea)
Paved parking c roofs
0.28
> 756 graaa cover, Good
0.02
Composite Area c Weighted CN
0.30
_________________
Subbaein SUB -5
_________________
Area
Soil/Surface Description
(acres)
______________________________________________________________
Paved parking s roofe
0.33
> 756 graaa cover, Good
0.03
Composite Area c Weighted CN
0.36
_________________
Subbasin SUB -6
_________________
Area
Soil/Surface Description
(acres)
______________________________________________________________
Paved parking 6 roofs
0.25
> 756 graaa cover, Good
0.02
Composite Area 6 Weighted CN
0.27
_________________
Subba.in SUB -7
_________________
Area
Soil/surface Description
_________________________________________________________
(ac ea)
Paved parking S roof,
0.02
> 756 gra aa cover, Good
0.05
Composite Area 6 Weighted IN
0.07
::rrrr r♦:r:r::r:r r:rrrrrrrrrr rrr:r::rr:rrar:::rrrar
SCS TA -55 Time oP Concentration Computations Report
:rrr:rrr:::rr:r:rr:rrrrrrrrrrr+rrr:r:r rrrar::rrr rr+
Sheet Flow Equation
___________________
Tc - (0.007 + ((n + Lf)^0.8)) / ((P^0.5) •
(Sf^0.4))
Where.
To = Time of Concentration (hrs)
n Nanning'. Roughness
Lf = Flow Length (ft)
P : 2 yr, 24 hr Rainfall (inches)
Sf Slope (ft/ft)
Shallow Concentrated Flow Equation
soil
Group CN
-----------------
C 74.00
74.00
Soil
Group IN
C 74.00
74.00
Soil
Group CN
B 98.00
B 61.00
95.04
Soil
Group IN
B 98.00
B 61.00
95.53
Soil
Group IN
B 98.00
B 61.00
94.92
Soil
Group CN
-----------------
B 98.00
B 61.00
95.26
Soil
Group CN
H 98.00
B 61.00
71.57
V = 16.1345 + (Sf^0.5)(unpaved surface)
V = 20.3282 * (sf^0.5) (paved surface)
V = 15.0 * (Sf^0.5) (grassed waterway surface)
V = 10.0 * (Sf^0. 5) (nearly bare 6 un tilled surface)
V = 9.0 * (Sf^0.5) (cultivated straight rows surface)
V = 7.0 *(Sf^0.5) (short grass pasture surface)
V = 5.0 * (Sf^0.5) (woodland surface)
V = 2.5 + (Sf^0.5) (forest w/heavy litter surface)
To = (Lf / V) / (3600 sec/hr)
Where.
Te = Time of Concentration (hrs)
Lf = Flow Length(ft)
V = Velocity (ft/sec)
Sf = Slope (ft/ft)
Channel Flow Equation
---------------------
V = (1.49 * (R^(2/3)) * (sf^0.5)) / n
R = Aq / Wp
To = (Lf / V) / (3600 sec/hr)
Where:
To = Time of Concentration (hrs)
Lf = Flow Length (ft)
R = Hydraulic Radius (ft)
Aq = Flow Area (ft')
Wp = Wetted Perimeter (ft)
V = Velocity (ft/see)
Sf = Slope (ft/ft)
n = Manning s Roughness
-----------------
Subbasin SUB -1
-----------------
User-Defined TOC override (minutes): 5.00
-----------------
Subbasan SUB -2
-----------------
User-Defined TOC override (minutes): 5.00
-----------------
Subbasin SUB -3
-----------------
User-Defined TOC override (minutes): 5.00
-----------------
Subbasin SUB -4
-----------------
User-Defined TOC override (minutes): 5.00
-----------------
Subbasin SUB -5
User -Defined TOC override (minutes): 5.00
-----------------
Subbasin SUB -6
-----------------
User-Defined TOC override (minutes): 5.00
-----------------
Subbasin SUB -7
User -Defined TOC override (minutes): 5.00
***********************
Subbasin Runoff Summary
Subbasin
Total
Total
Peak
Weighted
Time of
ID
Precip
Runoff
Runoff
Curve
Concentration
in
in
cfe
Number
days
hh:mm:ss
--------------------------------------------------------------------------
SUB-1
4.82
222
0.25
74.000
0
00:05:00
SUB -2
4.82
2.22
0.25
74.000
0
00:05:00
SUB -3
4.82
4..25
027
95.040
0
00:05:00
SUB -4
4.82
4.30
0.33
95.530
0
00:05:00
SUB -5
4.82
4.23
0..39
94.920
0
00:05:00
SUB -6
4.82
4.27
0.30
95.260
0
00:05:00
SUB -7
4.82
2.02
0.03
71.570
0
00:05:00
Node Depth Suvm�ary
Node Average Maximum Maximum Time of Max Total Total Retention
ID Depth Depth HGL Occurrence Flooded Time Time
V.
VI.
VII.
.................
Node Flow Summary
.......+++++...a.
Node
Attained
Attained
Attained
Time of
Maximum Time of Peak
ID
Volume
Flooded
Inflow
Peak
ft
ft
Flooding
ft days
hh:msa
Inflow
acre -in
minutes
hh: mm:ss
-----------------------------------------------------------------------------------------
CBMH-A
1.65
2.00
91.90
0
08:00
hh:-
0
0
0:00:00
CBMH-B
1.63
1.95
92.26
0
07:59
Link -21
0
0
0:00:00
CBMH-C
1.59
1.81
92.71
0
07:57
JUNCTION
0
0
0:00:00
Jun -20
0.14
0.36
91.36
0
08:04
1.80
0
0
0:00:00
Jun -21
0.11
0.31
102.82
0
08:05
08:04
0
0
0:00:00
Jun -22
0.04
0.14
98.14
0
08:06
1.00
0
0
0:00:00
Jun -23
0.10
0.27
95.97
0
08:07
JUNCTION
0
0
0:00:00
Jun -24
0.18
0.49
103.49
0
08:05
1.80
0
0
0:00:00
Jun -25
0.09
0.29
87.29
0
08:06
07:55
0
0
0:00:00
SDCB-D
1.56
1.69
93.38
0
07:56
0
0
0:00:00
Out -08
0.08
0.26
85.26
0
08:06
0
0
0:00:00
.................
Node Flow Summary
.......+++++...a.
Node
Element
Maximum
Peak
Time of
Maximum Time of Peak
ID
Type
Lateral
Inflow
Peak
Inflow
Flooding
Flooding
Occurrence
Attained
Inflow
Analysis
Occurrence
Overflow
Occurrence
------------------------------------------------------------------------------------
cfs
cfs
days
hh:-
cfa
days hh:mm
CBMH-A
JUNCTION
0.30
1.30
0
07:59
0.00
Link -21
CBMH-B
JUNCTION
0.39
1.00
0
07:57
0.00
0 08:05
CBMH-C
JUNCTION
0.33
0.61
0
07:56
0.00
15.73
Jun -20
JUNCTION
0.00
1.80
0
08:03
0.00
Link_ 25
Jun -21
JUNCTION
0.25
0.51
0
08:04
0.00
0 08:00
Jun -22
JUNCTION
0.00
0.51
0
08:05
0.00
1.00
Jun -23
JUNCTION
0.03
0.53
0
08:05
0.00
Jun -24
JUNCTION
0.25
0.25
0
08:00
0.00
Jun -25
JUNCTION
0.00
1.80
0
08:05
0.00
SDCB-D
JUNCTION
0.27
0.27
0
07:55
0.00
Out -08
OUTFALL
0.00
1.80
0
08:06
0.00
.......................
outfall Loading 5ummary
outfall Node ID Flow Average Peak
Frequency Flow Inflow
(8) ef. cfs
Out -08 82.12 0.30 1.BO
-----------------------------------------------
system
-------------------------------' -system 82.12 0.30 1.80
Link Flow Sunmury
Link ID
Element
Time of
Maximum
Length
Peak Flow
Type
Peak Flow
Velocity
Factor
during
Occurrence
Attained
Analysis
days hh:mm
ft/sec
cfa
------------------------------------------------------------
Link-19
CONDUIT
0 07:56
1.60
3.35
0.27
Link -20
CONDUIT
0 07:58
1.93
2.55
0.61
Link -21
CONDUIT
0 07:59
2.32
3.51
1.00
Link _22
CHANNEL
0 08:05
5.02
12.82
0.51
Link -23
CONDUIT
0 08:06
3.02
15.73
0.50
Link -24
CHANNEL
0 08:07
2.76
16.48
0.53
Link_ 25
CHANNEL
0 08:05
8.51
113.95
1.80
Link_ 26
CONDUIT
0 08:00
3.45
3.20
1.30
Link -27
CHANNEL
0 08:05
0.78
1.00
0.25
Link_ 28
CONDUIT
0 08:06
6.96
18.10
1.80
a..a....aa.aaa.....♦+...aaaaa...
Highest Flow Instability Indexes
+..+a+..+..r..... sett..a.aaaa.es
All links are stable.
DesignRatio of Ratio of Total Reported
Flow Maximum Maximum Time Condition
Capacity /Design Flow Surcharged
cfs Flow Depth minutes
----------------------------------------------------
5.77 0.05 0.20 0 Calculated
4.56 0.13 0.30 0 Calculated
3.96 0.25 0.38 0 Calculated
187.80 0.00 0.09 0 Calculated
50.59 0.01 0.10 0 Calculated
209.17 0.00 0.13 0 Calculated
395.47 0.00 0.13 0 Calculated
4.26 0.30 0.35 0 Calculated
7.39 0.03 0.27 0 Calculated
50.59 0.04 0.14 0 Calculated
WARNING 002 Max/rim elevation (depth) increased to a unt for c ::ting conduit height dimensions for Node Jun -20.
WARNING 002 Max/rim elevation (depth) i sed to a unt for connecting conduit height dimensions for Node Jun -21.
WARNING 002 Max/rim elevation (depth) increased to account for connecting conduit height dimensions for Node Sun -25.
Analysis began o . Fri Aug 03 08:19:55 2018
Analysis ended on: Fri Aug 03 08:19:56 2018
Total elapsed time: 00:00:01
NOAA Kodiak Rainfall Data (Attached)
Boundary & Topo Survey for Lot 1, Block 3, First Addition Kadiak Alaska Subdivision
(Attached)
Grading Plan & Storm Design (Attached)
NOAA Atlas 14, Volume 7, Version 2
Location name: Kodiak, Alaska, USA*
Latitude: 57.7852°, Longitude: -152.3478°
Elevation: -1000000 ft** ; ?
source: ESRI Maps
"source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
Sanja Perica, Douglas Kane, Sarah Dietz, Kazungu Maitaria, Deborah Martin, Sandra Pavlovic, Ishani
Roy, Svetlana Stuefer, Amy Tidwell, Cad Trypaluk, Dale Unruh, Michael Yekta, Erica Betts, Geoffrey
Bonnin, Sarah Heim, Lillian Hiner, Elizabeth Lilly, Jayashree Narayanan, Fenglin Yen, Tan Zhao
NOAH, National Weather Service, Silver Spring, Maryland
and
University of Alaska Fairbanks, Water and Environmental Research Center
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS -based point precipitation frequency estimates with 90% confidence intervals (in inches)'
Average recurrence interval (years)
Duration
1
2
5
10
�������
25
50
100
200
500
1000
0.114
0.13 -47F
--0.-16-67F-0.191
0.227
0.255
0.282
0.320
0.368
0.405
5 -min
(0.089-0.149)
(0.103-0.178)
(0.124-0.227)
(0.139-0.267)
(0.161-0.328)
(0.176-0.376)
(0.191-0.426)
(0.212-0.494)
(0.237-0.584)
(0.255-0.656)
0.153
0.180
0.222
0.257
0.305
0.342
0.379
0.429
0.494
0.544
10 -min
(0.119-0.200)(0.138-0.240)
(0.165-0.304)
(0.187-0.360)
(0.216-0.440)
(0.237-0.505)
(0.256-0.572)
(0.284-0.662)
(0.318-0.784)
(0.343-0.881)
0.179
0.211
0.260
0.301
0.357
0.400
0.444
-O.-SO2--]F-O.-57-97F-O.-63-77
15-min
(0.140-0.234)
(0.162-0.281)
(0.194-0.356)
(0.219-0.422)
(0.253-0.515)
(0.277-0.590)
(0.300-0.670)
(0.332-0.774)
(0.373-0.919)
(0.401-1.03)
0.237
0.280
0.345
0.399
0.474
0.531
0.589
0.666
0.768
0.845
30 -min
(0.185-0.310)
(0.215-0.373)
(0.257-0.472)
(0.291-0.559)
(0.335-0.684)
(0.367-0.784)
(0.398-0.889)
(0.441-1.03)
(0.494-1.22)
(0.533-1.37)
0.325
0.383
0.473
0.547
0.649
0.728
0.807
0.913
1.05
1.16
60 -min
(0.253-0.425)
(0.294-0.510)
(0.353-0.648)
(0.399-0.766)
(0.459-0.937)
(0.503-1.08)
(0.546-1.22)
(0.604-1.41)
(0.677-1.67)
(0.730-1.88)
0.515
0.607
0.750
0.868
1.03
1.16
1.28
1.45
-I.-67--]F-1.-83-7
2 -hr
(0.402-0.674)
(0.465-0.808)
(0.559-1.03)
(0.633-1.22)
(0.729-1.49)
(0.799-1.71)
1(0.865-1.93)11(0.956-2.23)
1 (1.07-2.65)
(1.16-2.97)
0.703
0.828
1.02
1.19
1.41
1.58
1.74
1.97
2.27
2.50
3 -hr
1(0.548-0.920)1(0.635-1.10)
(0.763-1.40)
(0.864-1.66)
(0.995-2.03)
1 (1.09-2.33)
1 (1.18-2.63)
1 (1.31-3.04)
1 (1.46-3.61)
(1.58-4.05)
1.16
1.37
1.69
-'-.9-6--]F--2.-32-7F-2.-60-]F-2.-88-
3.26
-3.-76--]F-4.-14
6 -hr
(0.907-1.52)1
(1.05-1.83)
1 (1.26-2.31)
1 (1.43-2.74)
1 (1.64-3.35)
1 (1.80-3.84)
1 (1.95-4.35)
1 (2.16-5.03)
1 (2.42-5.97)
1 (2.61-6.70)
1.74
2.05
2.51
2.89
3.43
3.87
4.32
4.90
5.66
6.23
12 -hr
(1.36-2.27)
(1.57-2.73)
(1.87-3.43)
(2.11-4.05)
(2.43-4.96)
(2.68-5.71)
(2.93-6.52)
( 3.24-7.55)
( 3.64-8.98)
( 3.93-10.1)
F--2.-47-7F--2.-9O-7F--3--54-7F-4.-06-
4.82
5.44
6.11
6.91
7.97
8.77
24 -hr
(2.25-2.73)
(2.62-3.26)
(3.12-4.06)
(3.52-4.74)
(4.08-5.76)
(4.53-6.62)
(4.99-7.57)
(5.55-8.71)
5.55-8.71)
( 6.26-10.3)
( 6.77-11.5)
3.87
4.70
5.37
6.31
7.07
7.86
8.75
9.93
10.8
2-day3.27
(2.98-3.62)
(3.48-4.34)
(4.14-5.39)
(4.65-6.27)
(5.34-7.54)
(5.88-8.60)
(6.42-9.73)
( 7.03-11.0)
( 7.80-12.8)
( 8.35-14.2)
-4-.52--]F-5.-50-7F--6.-26-7F--7.-32-
8.15
9.00
9.92
11.1
12.1
3-day3.81
(3.48-4.22)
(4.07-5.08)
(4.85-6.31)
(5.43-7.31)
(6.19-8.74)
(6.77-9.91)
(7.35-11.1)
(7.96-12.5)
( 8.74-14.3)
( 9.31-15.8)
F-4.-25-IF-S.-04--]F-6-.I-l--]F-6.-9-3--]F--8.-O6-7F-8.-93-
9.81
10.8
12.0
12.9
4 -da
(3.88-4.71)
(4.54-5.66)
(5.38-7.00)
(6.01-8.09)
(6.82-9.62)
(7.42-10.9)
(8.02-12.1)
( 8.63-13.5)
( 9.42-15.5)
( 9.99-16.9)
5.37
6.27
7.49
8.41
9.66 7F
10.6
11.612.6
13.9
14.9
7 -da
(4.90-5.95)
(5.65-7.04)
(6.60-8.59)
(7.29-9.82
(8.18-11.5)
(8.83-12.9)
(9.46-14.3)
(10.1-15.6)
(10.9-17.9)
( 11.5-19.5)
6.24
7.22
8.53
9.52
10.8
11.9
12.9
13.9
15.3
16.3
10 -day
(5.69-6.91)
1 (6.50-8.11)
1 (7.52-9.78)
1 (8.25-11.1)
1 (9.18-13.0)
1 (9.86-14.4)
1 (10.5-15.9)
1 (11.2-17.5)
1 (12.0-19.6)
1 (12.6-21.3)
8.95
10.3
11.9
13.2
14.8
16.0
17.1
18.2
19.7
20.9
20 -day
(8.17-9.91)
(9.23-11.5)
(10.5-13.7)
(11.4-15.4)
(12.5-17.6)
(13.3-19.4)
(14.0-21.2)
(14.6-23.0)
(15.5-25.4)
(16.1-27.3)
11.5
13.1
15.1
16.6
18.5
19.8
21.1
22.3
23.9
25.2
30 -day
(10.5-12.7)
(11.8-14.7)
(13.3-17.3)
(14.4-19.4)
(15.6-22.0)
(16.5-24.1)
(17.2-26.1)
(17.9-28.1)
(18.8-30.8)
(19.4-32.9)
14.7
16.8
19.3
21.1
23.3
24.8
26.3
27.6
29.3
30.7
45 -day
(13.5-16.3)
1 (15.1-18.9)
1 (17.0-22.2)
1 (18.3-24.6)
1 (19.7-27.8)
1 (20.6-30.2) 11
(21.5-32.5)
1 (22.2-34.7)
1 (23.0-37.8)
1 (23.7-40.1)
17.0
19.5
22.5
24.5
26.9
28.6
30.1
31.4
33.2
34.5
60 -day
(15.5-18.9)
(17.6-21.9)
(19.8-25.8)
(21.2-28.6)
(22.8-32.1)
(23.8-34.8)
(24.6-37.2)
(25.2-39.6)
(26.1-42.8)
(26.7-45.2)
1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for
a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not
checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
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