HomeMy WebLinkAboutSupporting Documentation - Stormwater - 08/18/2025
August 18, 2025
Rafer Nichols, PE
Manager Public Project II
BNSF Railway
Re: Montava Phase D – BNSF Railway Interim Stormwater Outfall
Martin/Martin, Inc. Project No.: 19.1354
Dear Mr. Nichols,
The intent of this letter is to outline the interim stormwater outfall approach for Phase D of the Montava
Development relative to the existing Upper Cooper Slough (UCS) drainageway crossing of the BNSF Railway.
An existing 24-inch (wide) by 12-inch (high) timber box culvert currently conveys runoff from the UCS
watershed directly into the Larimer and Weld Canal, which serves as the historic stormwater outfall for the
proposed development. The existing culvert crossing is located approximately half a mile (2,500 feet) south
of Mountain Vista Drive (CR 50), centered in Section 4, Township 7 North, Range 68 West of the 6th Principal
Meridian, City of Fort Collins, Larimer County, Colorado.
Phase D of the Montava development is located northwest of the intersection of Mountain Vista Drive and
Giddings Road, which as discussed, has historically drained to the existing UCS BNSF Railway crossing. This
phase of the development includes both single-family and multi-family units. As proposed, Phase D will
provide stormwater detention to attenuate developed 100-year discharges to historic 2-year rates, with the
intent to improve conditions at the existing outfall culvert under BNSF right-of-way. The proposed detention
facility will be located directly northwest of the Mountain Vista Drive and Giddings Road intersection and
will discharge to the existing agricultural parcel to the southeast through an improved conveyance swale to
the BNSF Railway embankment. After being conveyed under the BNSF tracks, flows will enter an improved
conveyance swale, which will route stormwater discharges to existing Anheuser Busch detention Pond 425,
located east of the BNSF right-of-way, south of Mountain Vista Drive. See Appendix A for the location of
Phase D relative to the existing culvert crossing.
Montava is proposing improvements to the existing timber box culvert to meet City of Fort Collins
requirements for an adequate stormwater outfall in accordance with current drainage design criteria. The
existing culvert is proposed to be lined using cured-in-place-pipe (CIPP) methods, as timber is not an
acceptable culvert material. Per the attached CIPP product data, the proposed lining is expected to have a
maximum thickness of approximately half an inch. While the lining does provide additional structure to the
culvert, the CIPP is not being relied upon to provide load support, as the existing structure appears to be in
fair condition. Improved scour protection and undermining resistance is required for the proposed design
and will be provided by the CIPP liner. The culvert will be extended approximately 8.7 linear feet on the
upstream (west) approach to avoid the need for structural shoring within BNSF right-of-way. The proposed
culvert extension will be a 24-inch (wide) by 12-inch (high) reinforced concrete box culvert.
Montava Phase D – BNSF Railway Interim Stormwater Outfall
August 18, 2025
P a g e 2 | 2
Based on correspondence with the CIPP vendor, train traffic is not anticipated to interfere with the pipe
curing process, if there is no shifting of the timber box under loads. The existing culvert will need to be
monitored prior to CIPP installation to verify that there is no visual shifting or deflection with the presence
of train traffic. Photos showing the condition of the existing timber box culvert are included in Appendix B.
Product data for the proposed CIPP liner is included in Appendix C.
In addition to the CIPP liner, concrete headwalls and wingwalls will be constructed at the terminations of the
existing box culvert to improve the inlet and outlet and minimize the potential for railroad ballast material
from entering the structure, which has occurred in the past. From a hydraulic performance perspective, the
improved inlet configuration will offset losses in capacity due to the change in cross-sectional area, as the
existing culvert functions in an inlet-controlled condition. The existing culvert was analyzed using a
projecting inlet configuration and the improved culvert was modeled assuming a square edge headwall with
45-degree wingwalls, which results in a negligible loss in capacity. Federal Highway Administration (FHWA)
HY-8 calculations are included in Appendix D documenting the existing and improved hydraulic capacity.
The interim outfall plans attached in Appendix E include the layout and grading of the proposed approach
channels, riprap armoring extents, typical CIPP box culvert section, utility crossings, and grading and layout
of the headwalls and wingwalls. The existing 21-inch sanitary sewer main that crosses the outfall channel
within BNSF right-of-way is shown in plan and profile. Based on the depth of the existing sewer, the
proposed interim solution appears to meet the BNSF Utility Accommodation Policy, as it will not be
adversely impacted by the proposed grading changes and will not require relocation.
If you have any questions or require any further information, please do not hesitate to contact me by phone
at 303-431-6100 or by email at rbyrne@martinmartin.com.
Sincerely,
Ryan D. Byrne, PE, CFM
Principal
Attachments
Appendix A – Vicinity Map
Appendix B – Existing Timber Box Culvert Photos
Appendix C – Cured-In-Place-Pipe Product Data
Appendix D – FHWA HY-8 Calculations
Appendix E – Structural Calculations
Appendix F – Phase D Interim Stormwater Outfall Plans
G:\LOVATO\19.1354-Montava Phase 1a\ENG\DRAINAGE\REPORT\INTERIM BNSF OUTFALL MEMO\Interim BNSF Stormwater Outfall Memo.docx
PHASE E
PHASE G PHASE H PHASE I
PHASE F
PHASE D
PHASE J
PHASE N PHASE O
PHASE K
PHASE L
PHASE C
PHASE M
FARM
PHASE B
PHASE A
PR
O
J
E
C
T
N
A
M
E
PR
O
J
E
C
T
N
U
M
B
E
R
PR
O
J
E
C
T
L
O
C
A
T
I
O
N
MA
P
ID
DA
T
E
Mo
n
t
a
v
a
17
2
5
Ft
C
o
l
l
i
n
s
,
C
O
Ph
a
s
i
n
g
P
l
a
n
7/
2
6
/
2
0
2
4
OR
I
E
N
T
A
T
I
O
N
SC
A
L
E
The above drawings, ideas and designs are the property of DPZ Partners. No part thereof shall be copied, disclosed to others, or
used in connection with any work other than for the specific project for which they have been prepared without the written consent of
the architects/town planners. Preliminary-this is a conceptual drawing not to be used for engineering, surveying, or construction.
0
20
0
40
0
80
0
12
0
0
16
0
0
20
0
0
Fe
e
t
1
o
f
1
POND 426 DETENTION AND
WATER QUALITY FACILITY.
PROPOSED TO DETATIN
100-YEAR DEVELOPED
DISCHARGES TO HISTORIC
2-YEAR RATES.
PROPOSED
PHASE D INTERIM
OUTFALL SWALE
EX. A-B
POND 425
IMPROVED EXISTING
24"X12" TIMBER BOX
CULVERT (CIPP)
PROPOSED PHASE D
INTERIM OUTFALL
SWALE TO POND 425
MOUNTAIN VISTA DRIVE (CR 50)
IN
T
E
R
S
A
T
E
2
5
GI
D
D
I
N
G
S
R
O
A
D
RICHARDS LAKE ROAD (CR 52)
TI
M
B
E
R
L
I
N
E
R
O
A
D
BN
S
F
R
A
I
L
W
A
Y
LARIMER AND WELD CANAL
Product Data Sheet of SAERTEX-LINER® / SAERTEX-LINER® Premium Type S+
SAERTEX multiCom® LP – 12200 Mt. Holly-Huntersville Rd. – Huntersville, NC 28078, USA - www.saertex-multicom.com - +1 704 584-4059
2016-01-01-Product Data Sheet SAERTEX-LINER Type S+_us.docx Page 1 / 1
Place and date of initial registration Oststeinbek, 14.07.2015 (Germany)
Dimension range 6“ – 63“ (DN 150 – DN 1,600)
Special profiles up to circumference 198“ (5,026 mm)
Wall thickness in cured condition 0.118” – 0.591” (3 mm – 15 mm, in 1 mm steps)
Number of layers minimum 2
Longitudinal seam yes
Winding none
Wall mounting DIBt approval, appendix 1 and 2
Square weight per mm wall thickness 1,100 g/m2 ± 150 g/m2
Specific density
according to DIN EN ISO 1183-2
1.6 g/cm³ ± 0.5 g/cm3
Glass content
according to DIN EN ISO 1172
≥ 46% (by mass)
Barcol hardness
according to DIN EN 59
≥ 50 IRHD
Field of application Surface water, combined wastewater, wastewater and
industrial wastewater after test for resistance.
Short-term circumferential E-Modulus
according to ASTM D 790 and DIN EN 1228
≥ 2,973,273 psi (20,500 N/mm²)
Long-term circumferential E-Modulus*
according to ASTM D 2990 and DIN EN 761
2,320,603 psi (16,000 N/mm²)
Short-term bending E-Modulus
according to ASTM D 790, DIN EN ISO 178
and DIN EN ISO 11296-4
≥ 2,436,634 psi (16,800 N/mm²)
Short-term bending strength
according to ASTM D 790, DIN EN ISO 178
and DIN EN ISO 11296-4
≥ 39,160 psi (270 N/mm2)
Long-term bending strength*
according to ASTM D 2990 and DIN EN 761
30,457 psi (210 N/mm2)
Reduction factor A* after 10 000 h
according to ASTM D 2990 and DIN EN 761
1.28
Creep behavior after 24 h
according to DIN EN ISO 899-2
< 5 %
* These values are used for the static calculation of the Liner stability according to DWA-A 143-2.
Status: 01. January 2016
NO
COMPROMISES
ON SEWER
PIPE REHABILITAT ION
THE SAER TEX - L INER ®
A technically mature,economic,environmentally sound and flexible installa-
tion process;quality checked materials and production processes;individual
consultancy and support;professionally trained installers:these are the
essential factors you can expect when using SAERTEX multiCom®fibreglass
lining.
Thousands of SAERTEX-LINER®installations have already been completed
worldwide – each liner representing a piece of know-how that can directly
benefit you.
BENEFIT FROM
THE MOST ADV ANCED
TECHNOLOGIES
Not prepared to accept compromises when it comes
to the renewal of sewer pipes?
No longer want to deal with renovated sewer pipes
– at least for the next 50 years?
»KNOW -HOW
Whether you need circular
profiles,egg-shaped profiles,
mouth-shaped or box sections:
SAERTEX-LINER®is always a
first class choice.
Rehabilitation made-to-measure
All sewer pipes are individual.They all have different dimensions,profiles,special re-
quirements regarding aggressive flows and mechanical load bearing capabilities – there is
a long list of local condition differences.Flexible solutions are therefore in demand in
order to save time and money and to ensure a long working life.
Both its excellent material characteristics and the extremely economical installation
method of SAERTEX-LINERS®satisfy the highest requirements with regard to modern
sewer pipe rehabilitation.One thing is certain,in most cases these days,the rehabilitation
of sewer pipes no longer means that entire streets have to be paralysed for several weeks
at a time due to excavation work.Major inconvenience to a large number of homes and
commercial buildings can also be avoided.
Depending on its dimensions and wall thickness,SAERTEX-LINER®can be produced in
lengths of up to 500 m.Even a change of dimension within one pipeline or bends up to
30ºcan be completed without any problems.This applies to all common profiles (including
circular, egg-shaped,mouth-shaped and box sections).Dimensions range from DN 150 to
DN 1200,with wall thicknesses from 3 mm to 12 mm.
FLEXIBLE,QUICK
AND INNOV AT IVE
SAERTEX-LINER®is entirely produced by us,from the single
glass fibre through to the ready-to-use hose.
In contrast to placing an order with manufacturers that rely on external suppliers,you can
always expect a high degree of flexibility and technical innovation, as well as short delivery
times and individual solutions.All of which are features from which you can profit enormously
during both the planning and installation phases.
Arrival in the morning – same-day completion
You will barely set eyes on the SAERTEX-LINER®between its arrival at the site and the com-
pletion of the rehabilitation works.The liner will be drawn into the old pipe immediately after
a sliding foil has been put into place.The light-weight liner means that its tensile strength,due
to the longitudinal reinforcement of the liner, is able to absorb any winching forces,thus avoi-
ding the liner being torn off or over-expanded.
Installation of the SAERTEX-LINERS®is carried out using compressed air. If there is still some
water in the pipeline or in existing sumps,this water will be displaced evenly. The result is that
the installed SAERTEX-LINER®fits perfectly to the wall of the old pipe.
All-round expertise
We put particular emphasis on training for our partner companies.Within the framework of
intensive training courses in Saerbeck participants will get to know everything about the
appropriate handling of SAERTEX-LINER®. At our in-house training premises future users will
learn everything they need to know about technically perfecting the installation of the liners
both in theory and in practice.The training courses will be completed with detailed back-
ground information on our production processes.
Following the successful completion of the training programme,the next step will be the work
on site.Again,our experts will personally assist installers and customers during initial projects,
with both advice and practical work.As soon as users have proven their qualifications nothing
can stand in the way of a long-term co-operation.
It goes without saying that we will keep our partners informed on technical innovations
and new products at regular intervals.If you have questions on site you can rely on our
field workers and application engineer's continued support.The result of this regular
exchange of information between users and the manufacturer is the continuous development
of SAERTEX-LINERS®. For you this will mean that both the materials and the installation pro-
cesses are always state-of-the-art in terms of technology and economic efficiency.
»BENEFITS
1]Use of a sliding film for easier insertion of the
liner before the beginning of an installation
Assembly of packing at the head of the liner
Insertion of the liner using a winch
2]Assembly of packing at the end of the liner
Assembly of connection pipes and
temperature sensors between the packing
and steam generator /UV installation
3]Calibration of a SAERTEX-LINER®, using
compressed air, until it has reached
the optimum fit against the walls of the
existing sewer
Curing as detailed in the installation
instructions
4]Curing is followed by the removal of the
packing at the liner ends in the manholes
Removal of the inner film
Closeness /tightness test of the laminate if
required
Opening of lateral connections giving fast
recommissioning of pipeline and sewerage
network
1]
2]
3]
4]
You can always rely on the smooth technical exe-
cution of the pipe renovation by our partner
companies.
This is ensured by comprehensive training courses on
our premises as well as by the qualified assistance
and consultation by our staff on site.
»SCHEDULE
IMMEDIATELY
REA DY FOR USE
Once your pipe has been rehabilitated,are you still having to wait
days or even weeks before it is ready to use again?This is not the
case if you use SAERTEX-LINER®. Recommissioning activities can
be carried out immediately after the curing process.This applies
both to the liner connections within the shafts and to the opening
of lateral connections using standard techniques.This is an invalu-
able advantage for residents and customers as 4 hours is usually
sufficient time to install one liner and to put the rehabilitated pipe
section into operation again.
08:00
After the pipe section has been closed off,cleaned and TV-inspected,
rehabilitation works can begin and the flow of traffic can continue.
09:00
The sliding film will be drawn in – at the same time the packing
will be installed at the ends of the liner.
09:30
The liner will be drawn into the existing pipe and then inflated
using compressed air.
10:00
Curing of the installed liner under UV light
or steam can start.
12:00
The entire computer-controlled curing process is supervised and
the rehabilitated construction area can be put into operation again
on the same day.
CURING:
COS T-EFFECTIVE,
NON-POLLUTING,
SAFE
Curing of SAERTEX-LINERS®with either UV light or
steam is cost-effective.In shorter pipelines the UV curing
process has some advantages whilst the steam curing
process is favourable in cases of thicker walled liners.
SAERTEX-LINER®is suitable for curing using both steam and UV light.
When compared to the curing process of traditional needle felt liners
using warm water, both processes excel in that they require a low
energy input and manageable equipment as well as short curing times.
Detailed discussions in the planning of your rehabilita-
tion project will ensure that the most cost-effective
solution will be used.
»PROCEDURE
Immediate tightness check
In contrast to other hose liners,the inner film of the SAERTEX-LINER®
just serves as an aid to installation and is removed immediately follo-
wing the curing process.This means that you can immediately check
the tightness of the laminate in the rehabilitated pipe as required by
DIN EN 1610.Various tests carried out by independent test institutes
continue to attest to excellent results being achieved by SAERTEX-
LINER®. The foundation for the liner’s tight fit is created during the
manufacturing process.
CER TIFIED
PRO DUC TIO N
PROCESSES
The SAERTEX-LINER®consists of a complex of several
fibreglass-reinforced laminated sheet layers.For produc-
tion in our works we only use high-quality Advantex
glass which is permanently resistant to chemical agents
or corrosion.
On one hand,the entire impregnation process is subject to the strictest controls,so
eliminating production failures from the outset.On the other, the use of chemicals on
the site becomes completely unnecessary – an important aspect with regard to the
safety of installers and residents and for the protection of the environment.Both
resins are suitable for UV curing and warm curing with steam.
The reinforcing glass fibres are embedded in the ideally adapted resins.Hose liners
made of synthetic fibres,such as polyester needle felt,just serve as a base material for
the resin and do not have any reinforcing properties.This is why the material specific
values of the SAERTEX-LINER®are substantially higher when compared to traditional
hose liners produced with synthetic fibres.
»PRODUCTION
All phases of the liner production
process are subject to very strict
examination from the first glass
fibre through to the finished
liner.
FIRST CLASS
MATERIAL
PRO PER TIE S
The high degree of resilience as well as the
longevity of the SAERTEX-LINER®is based on
its excellent mechanical properties.The MoE
and the bending strength are of particular
importance in this context.
At a glance
»SPECIFIC VA LUES
Short-term flectional strength
Short-term MoE
Diminution factor
The mechanical properties of the SAERTEX-LINER®achieve
material specific values which can by not be expected from
hose liners using synthetic fibres.
The same applies to direct comparison of the long-term MoE.
During a 10,000 hour long-stress rupture test,the diminu-
tion factor for permanent loads was determined.The test
takes the creep properties of the materials tested into con-
sideration.On the basis of the results,a prognosis can be
made concerning the behaviour of the material over a period
of 50 years under permanent load.
Also in this context,the SAERTEX-LINER®is unbeatable when
compared directly to other hose liners:with a diminution
factor of 1.35 (S-Liner)its resulting long-term MoE is substan-
tially higher. SAERTEX-LINER®can therefore be installed
using a substantially thinner wall thickness.This means that
the rehabilitated pipe profile will only be reduced marginal-
ly, even in the case of extreme static load requirements.
Expansion properties
Despite its high tensile properties SAERTEX-LINER®has excel-
lent radial expansion characteristics.Only the thermal shrin-
kage,which is less by factor of 10 compared with synthetic
fibre liners,can lead to an annular gap,normally of less than
0.5 %,i.e.substantially lower than that which is provided for
in the advisory leaflet ATV-M 127,part 2.
Length-wise expansion of the liner is eliminated due to the
construction of the SAERTEX-LINER®.
Material properties as per DIN EN ISO 178 and DIN EN ISO 761
SAERTEX-S-LINER®SAERTEX-M-LINER®
250 N/mm 2 200 N/mm 2
12.000 N/mm 2 7.000 N/mm 2
1,35 1,8
»QUALITY
WE NEVER LOSE
TRACK OF
YOUR LINER
We never leave anything to chance.From the first
glass fibre and the resins used through to the
processed films,all materials are subject to strict
controls and tests.Regular and repeated
liner tests are carried out in our in-house
laboratories using samples from
the production line.
Tested Quality
Based on the evidence for the SAERTEX-LINER®, it shows that
you can rely on its quality for many decades.Apart from
the DIN EN ISO 9001 certification for the production of the
SAERTEX-LINER®, all evidence of suitability for purpose requi-
red for the SAERTEX-LINER®has been obtained.The SAERTEX-
LINER®process has also been awarded General Site
Supervision Authorisation by the Deutsches Institut für Bau-
technik (DIBt),Berlin.Internationally, certifications as per
NSF, Standard 14 and CSTB acc.to EN 13566,part 4,have
also been obtained.
Complete Documentation
We attach great importance to provision of complete docu-
mentation from production and packaging to dispatch and
installation.Therefore,each transportation box contains a
thermo-recorder along with the liner from its packing in Saer-
beck to its installation on site.The appropriate storage and
handling of the liner is therefore documented over the entire
period,another important element constituting the high qua-
lity of SAERTEX-LINER®.
The same principle applies to the installation.The entire pro-
cess is electronically controlled,supervised and documented.
The completed documentation will be handed over to you
as soon as the rehabilitation works are complete.As you can
see – "We play with our cards on the table".
The benefits of the SAERTEX-LINER®
at a glance
Unique layered construction consisting of Advantex glass fibres
High glass fibre share
Wall thickness from 3 mm to 12 mm
All profiles available (including circular, egg-shaped,
mouth-shaped and box section)
Dimensions from DN 150 to DN 1200
Trouble-free renewal of pipelines with bends of up to 30°
Individual liner lengths of up to 500 m
Short installation times
Low energy consumption
Curing under UV light or steam
Complete documentation from the first glass fibre selection
to the installed liner
Individual consultation and assistance
Intensive training courses for installers and customers
Continuous market-orientated development
SAERTEX multiCom®GmbH _ Brochterbecker Damm 52 _ D -48369 Saerbeck
Fon +49 2574 902 -400 _ Fax +49 2574 902-409
E-Mail multicom@saertex.com _ Website www.saertex-multicom.de
Table 1 - Summary of Culvert Flows at Crossing: Existing 24"X12" Timber Box
Headwater Elevation
(ft)
Total Discharge (cfs)Ex. 24"x12" Timber
Box Discharge (cfs)
Roadway Discharge
(cfs)
Iterations
4981.86 0.00 0.00 0.00 1
4982.80 5.00 5.00 0.00 1
4983.68 10.00 10.00 0.00 1
4985.25 15.00 15.00 0.00 1
4987.50 20.00 20.00 0.00 1
4988.32 25.00 21.54 3.32 14
4988.37 30.00 21.63 8.29 5
4988.41 35.00 21.70 13.21 4
4988.44 40.00 21.77 18.20 4
4988.47 45.00 21.82 23.07 3
4988.50 50.00 21.87 28.06 3
4988.26 21.43 21.43 0.00 Overtopping
EXISTING 24"X12" TIMBER BOX CULVERT
Rating Curve Plot for Crossing: Existing 24"X12" Timber Box
EXISTING 24"X12" TIMBER BOX CULVERT
Table 2 - Culvert Summary Table: Ex. 24"x12" Timber Box
Total
Discharge
(cfs)
Culvert
Discharge
(cfs)
Headwater
Elevation (ft)
Inlet Control
Depth (ft)
Outlet
Control
Depth (ft)
Flow
Type
Normal
Depth (ft)
Critical
Depth (ft)
Outlet Depth
(ft)
Tailwater
Depth (ft)
Outlet
Velocity
(ft/s)
Tailwater
Velocity
(ft/s)
0.00 0.00 4981.86 0.000 0.000 0-NF 0.000 0.000 0.000 0.000 0.000 0.000
5.00 5.00 4982.80 0.945 0.006 1-S2n 0.338 0.579 0.346 0.810 7.226 1.178
10.00 10.00 4983.68 1.825 1.070 5-S2n 0.512 0.919 0.549 1.106 9.108 1.408
15.00 15.00 4985.25 3.389 2.565 5-S2n 0.653 1.000 0.726 1.320 10.337 1.561
20.00 20.00 4987.50 5.636 4.531 4-FFf 0.776 1.000 1.000 1.493 10.000 1.680
25.00 21.54 4988.32 6.460 5.338 4-FFf 0.812 1.000 1.000 1.642 10.772 1.777
30.00 21.63 4988.37 6.510 5.508 4-FFf 0.814 1.000 1.000 1.773 10.817 1.861
35.00 21.70 4988.41 6.549 5.658 4-FFf 0.816 1.000 1.000 1.892 10.852 1.934
40.00 21.77 4988.44 6.584 5.794 4-FFf 0.817 1.000 1.000 2.000 10.883 2.000
45.00 21.82 4988.47 6.614 5.919 4-FFf 0.818 1.000 1.000 2.100 10.911 2.060
50.00 21.87 4988.50 6.644 6.036 4-FFf 0.819 1.000 1.000 2.193 10.937 2.116
EXISTING 24"X12" TIMBER BOX CULVERT
********************************************************************************
Straight Culvert
Inlet Elevation (invert): 4981.86 ft, Outlet Elevation (invert): 4980.80 ft
Culvert Length: 35.02 ft, Culvert Slope: 0.0303
********************************************************************************
EXISTING 24"X12" TIMBER BOX CULVERT
Culvert Performance Curve Plot: Ex. 24"x12" Timber Box
EXISTING 24"X12" TIMBER BOX CULVERT
Water Surface Profile Plot for Culvert: Ex. 24"x12" Timber Box
Site Data - Ex. 24"x12" Timber Box
Site Data Option: Culvert Invert Data
Inlet Station: 0.00 ft
Inlet Elevation: 4981.86 ft
Outlet Station: 35.00 ft
Outlet Elevation: 4980.80 ft
Number of Barrels: 1
Culvert Data Summary - Ex. 24"x12" Timber Box
Barrel Shape: User Defined
Barrel Span: 2.00 ft
Barrel Rise: 1.00 ft
Barrel Material: Concrete
Embedment: 0.00 in
Barrel Manning's n: 0.0170 (top and sides)
Manning's n: 0.0170 (bottom)
Culvert Type: Straight
Inlet Configuration: Thin Edge Projecting
Inlet Depression: None
EXISTING 24"X12" TIMBER BOX CULVERT
Table 3 - Downstream Channel Rating Curve (Crossing: Existing 24"X12" Timber
Box)Flow (cfs)Water Surface
Elev (ft)
Depth (ft)Velocity (ft/s)Shear (psf)Froude Number
0.00 4980.80 0.00 0.00 0.00 0.00
5.00 4981.61 0.81 1.18 0.10 0.29
10.00 4981.91 1.11 1.41 0.14 0.31
15.00 4982.12 1.32 1.56 0.16 0.31
20.00 4982.29 1.49 1.68 0.19 0.32
25.00 4982.44 1.64 1.78 0.20 0.32
30.00 4982.57 1.77 1.86 0.22 0.33
35.00 4982.69 1.89 1.93 0.24 0.33
40.00 4982.80 2.00 2.00 0.25 0.33
45.00 4982.90 2.10 2.06 0.26 0.34
50.00 4982.99 2.19 2.12 0.27 0.34
EXISTING 24"X12" TIMBER BOX CULVERT
Tailwater Channel Data - Existing 24"X12" Timber Box
Tailwater Channel Option: Trapezoidal Channel
Bottom Width: 2.00 ft
Side Slope (H:V): 4.00 (_:1)
Channel Slope: 0.0020
Channel Manning's n: 0.0350
Channel Invert Elevation: 4980.80 ft
Roadway Data for Crossing: Existing 24"X12" Timber Box
Roadway Profile Shape: Constant Roadway Elevation
Crest Length: 100.00 ft
Crest Elevation: 4988.26 ft
Roadway Surface: Gravel
Roadway Top Width: 7.00 ft
EXISTING 24"X12" TIMBER BOX CULVERT
HY-8 Culvert Analysis Report
IMPROVED 24"X12" TIMBER BOX CULVERT (CIPP)
Crossing Discharge Data
Discharge Selection Method: Specify Minimum, Design, and Maximum Flow
Minimum Flow: 0 cfs
Design Flow: 25 cfs
Maximum Flow: 50 cfs
IMPROVED 24"X12" TIMBER BOX CULVERT (CIPP)
Table 1 - Summary of Culvert Flows at Crossing: Improved Timber Box (CIPP)
Headwater Elevation
(ft) Total Discharge (cfs) Culvert 1 Discharge
(cfs) Roadway Discharge
(cfs) Iterations
4982.12 0.00 0.00 0.00 1
4983.04 5.00 5.00 0.00 1
4983.95 10.00 10.00 0.00 1
4985.53 15.00 15.00 0.00 1
4987.83 20.00 20.00 0.00 1
4988.33 25.00 20.92 3.98 15
4988.38 30.00 21.01 8.93 5
4988.41 35.00 21.08 13.85 4
4988.45 40.00 21.14 18.68 3
4988.48 45.00 21.20 23.68 3
4988.51 50.00 21.25 28.69 3
4988.26 20.80 20.80 0.00 Overtopping
IMPROVED 24"X12" TIMBER BOX CULVERT (CIPP)
Rating Curve Plot for Crossing: Improved Timber Box (CIPP)
IMPROVED 24"X12" TIMBER BOX CULVERT (CIPP)
Table 2 - Culvert Summary Table: Culvert 1
Total
Discharge
(cfs)
Culvert
Discharge
(cfs)
Headwater
Elevation
(ft)
Inlet
Control
Depth (ft)
Outlet
Control
Depth (ft)
Flow
Type Normal
Depth (ft) Critical
Depth (ft) Outlet
Depth (ft) Tailwater
Depth (ft)
Outlet
Velocity
(ft/s)
Tailwater
Velocity
(ft/s)
0.00 0.00 4982.12 0.000 0.000 0-NF 0.000 0.000 0.000 0.000 0.000 0.000
5.00 5.00 4983.04 0.918 0.0* 5-S2n 0.315 0.596 0.326 0.810 7.994 1.178
10.00 10.00 4983.95 1.832 0.926 5-S2n 0.505 0.917 0.547 1.106 9.542 1.408
15.00 15.00 4985.53 3.413 2.565 4-FFf 0.673 0.917 0.917 1.320 8.533 1.561 20.00 20.00 4987.83 5.711 4.735 4-FFf 0.830 0.917 0.917 1.493 11.377 1.680
25.00 20.92 4988.33 6.207 5.314 4-FFf 0.858 0.917 0.917 1.642 11.903 1.777
30.00 21.01 4988.38 6.255 5.487 4-FFf 0.861 0.917 0.917 1.773 11.952 1.861
35.00 21.08 4988.41 6.294 5.639 4-FFf 0.863 0.917 0.917 1.892 11.991 1.934
40.00 21.14 4988.45 6.327 5.776 4-FFf 0.865 0.917 0.917 2.000 12.025 2.000
45.00 21.20 4988.48 6.358 5.903 4-FFf 0.867 0.917 0.917 2.100 12.058 2.060
50.00 21.25 4988.51 6.387 6.022 4-FFf 0.868 0.917 0.917 2.193 12.087 2.116
IMPROVED 24"X12" TIMBER BOX CULVERT (CIPP)
* Full Flow Headwater elevation is below inlet invert.
********************************************************************************
Straight Culvert
Inlet Elevation (invert): 4982.12 ft, Outlet Elevation (invert): 4980.80 ft
Culvert Length: 43.72 ft, Culvert Slope: 0.0302
********************************************************************************
IMPROVED 24"X12" TIMBER BOX CULVERT (CIPP)
Culvert Performance Curve Plot: Culvert 1
IMPROVED 24"X12" TIMBER BOX CULVERT (CIPP)
Water Surface Profile Plot for Culvert: Culvert 1
Site Data - Culvert 1
Site Data Option: Culvert Invert Data
Inlet Station: 0.00 ft
Inlet Elevation: 4982.12 ft
Outlet Station: 43.70 ft
Outlet Elevation: 4980.80 ft
Number of Barrels: 1
Culvert Data Summary - Culvert 1
Barrel Shape: Concrete Box
Barrel Span: 1.92 ft
Barrel Rise: 0.92 ft
Barrel Material: Concrete
Embedment: 0.00 in
Barrel Manning's n: 0.0120
Culvert Type: Straight
Inlet Configuration: Square Edge (30-75º flare) Wingwall
Inlet Depression: None
IMPROVED 24"X12" TIMBER BOX CULVERT (CIPP)
Table 3 - Downstream Channel Rating Curve (Crossing: Improved Timber Box (CIPP))
Tailwater Channel Data - Improved Timber Box (CIPP)
Tailwater Channel Option: Trapezoidal Channel
Bottom Width: 2.00 ft
Side Slope (H:V): 4.00 (_:1)
Channel Slope: 0.0020
Channel Manning's n: 0.0350
Channel Invert Elevation: 4980.80 ft
Roadway Data for Crossing: Improved Timber Box (CIPP)
Roadway Profile Shape: Constant Roadway Elevation
Crest Length: 100.00 ft
Crest Elevation: 4988.26 ft
Roadway Surface: Gravel
Roadway Top Width: 7.00 ft
Flow (cfs) Water Surface
Elev (ft) Depth (ft) Velocity (ft/s) Shear (psf) Froude Number
0.00 4980.80 0.00 0.00 0.00 0.00
5.00 4981.61 0.81 1.18 0.10 0.29
10.00 4981.91 1.11 1.41 0.14 0.31
15.00 4982.12 1.32 1.56 0.16 0.31
20.00 4982.29 1.49 1.68 0.19 0.32
25.00 4982.44 1.64 1.78 0.20 0.32
30.00 4982.57 1.77 1.86 0.22 0.33
35.00 4982.69 1.89 1.93 0.24 0.33
40.00 4982.80 2.00 2.00 0.25 0.33
45.00 4982.90 2.10 2.06 0.26 0.34
50.00 4982.99 2.19 2.12 0.27 0.34
IMPROVED 24"X12" TIMBER BOX CULVERT (CIPP)
Table 4 - Summary of Culvert Flows at Crossing: Improved 24"X12" Timber Box
(CIPP)Headwater Elevation
(ft)
Total Discharge (cfs)Improved 24"x12"
Timber Box (CIPP)
Discharge (cfs)
Roadway Discharge
(cfs)
Iterations
4981.86 0.00 0.00 0.00 1
4982.78 5.00 5.00 0.00 1
4983.69 10.00 10.00 0.00 1
4985.27 15.00 15.00 0.00 1
4987.57 20.00 20.00 0.00 1
4988.32 25.00 21.38 3.51 17
4988.37 30.00 21.47 8.46 5
4988.41 35.00 21.54 13.38 4
4988.45 40.00 21.60 18.37 4
4988.48 45.00 21.65 23.24 3
4988.51 50.00 21.70 28.23 3
4988.26 21.27 21.27 0.00 Overtopping
IMPROVED 24"X12" TIMBER BOX CULVERT (CIPP)
Montava Phase 1a – BNSF Crossings
Ft Collins, Colorado
Structural Calculations for Structural Retaining Walls:
Wingwall Design………...………………………………………………………………………..…….pg 2
Headwall Design Loads.………………...………………………………………………………………pg 8
Headwall Design………………………...…………………………………………………………..…pg 11
Job no. 19.1354
August 18, 2025
Prepared by:
Martin/Martin Inc.
12499 West Colfax Avenue
Lakewood, CO 80215
19.1354 - Montava Phase 1a
BNSF Crossings Wingwall Design
Designed By: FWJ
Checked By: JLE
WINGWALL LOADING
Materials
γconc 150 pcf Unit weight of concrete
Wingwall Dimensions
H1 4.50 ft Height of Stem
H2 1.25 ft Height of Footing
H3 1.58 ft Height to Soil on Toe (Design Height of Soil)
H4 0.00 ft Height of Key
H5 0.69 ft Height of Sloped Backfill
H6 1.58 ft Height of Underdrain
W1 1.25 ft Width of Toe
W2 0.83 ft Width of Stem (Average)
W2,Top 0.83 ft Width of Stem (Top) and Key
W2,bottom 0.83 ft Width of Stem (Bottom)
W3 2.75 ft Width of Heal
W4 0.00 ft Location of Key (minimium H4)
Dead Load `
DC1 563 lbs Weight of Stem
DC2 906 lb/ft Weight of Footing
DC3 0 lbs Weight of Key
Live Load
LS1 1307 lb/ft Vertical Live Load Surcharge
LS2 289 lb/ft Lateral Live Load Surcharge
Horizontal Soil Loading
γsoil (Sat)130 pcf
γsoil 120 pcf
γactive 50 pcf
γat-rest 70 pcf
γactive (Sat)60 pcf
γat-rest (Sat) 80 pcf
EH1 Stem (at-rest)361 psf Stem Design Horizontal Earth Pressure γat rest x (h1 + h5)
EH2 Footing (active)322 psf Footing Design Horizontal Earth Pressure γactive x (h1 + h2 + h5)
EH3 Stem (Submerged)28 psf Stem Design Horizontal Earth Pressure (γSaterated - gNon Saterated) x (h6 + H2)
B 14.04 degrees Sloped Backfill Angle
Vertical Soil Loading
EV1 540.00 psf Soil load on footing heal γsoil x h1
EV2 190.00 psf Soil loading on footing toe γsoil x h3
H1
W1
EH1
DC1
EV1
EV2
H3
EH2
W3
H2
W2
H4
W2,Top
LS2
LS1
H5
W4
W2,Top
EH3
H6
G:\LOVATO\19.1354-Montava Phase 1a\ENG\STRUCT\BNSF Crossings\ENG\Wingwall Design.xlsm
8/18/2025 1:39 PM
19.1354 - Montava Phase 1a
BNSF Crossings Wingwall Design
Designed By: FWJ
Checked By: JLE
WINGWALL LOADING
Dimensions
Per foot width of wingwall Vertical, FV 7.01 kips
Per foot width of wingwall Horizontal, FH 1.82 kips
Moment about front of toe 15.28 kip-ft
5.75 ft Total Soil Height (Taken to bottom of Footing)
4.833 ft B, Footing Width
4.36 ft B', Effective Footing Width B-2eB
2.18 ft e, Eccentricity (from toe)
0.24 ft eB, Eccentricity (from CL footing)
Loads Description ƞ Force
(kips)
Factored Force
(kips)
Moment Arm
(ft)Moment (k-ft)
DC1 Stem Self Weight 1 0.56 0.56 1.67 0.94
DC2 Footing Self Weight 1 0.91 0.91 2.42 2.19
DC3 Key Self Weight 1 0.00 0.00 4.42 0.00
EV1 Heal Soil 1 1.49 1.49 3.46 5.14
EV2 Toe Soil 1 0.24 0.24 0.63 0.15
EH1 (H) Active Soil Pressure (Horiz) 1 0.98 0.98 -1.92 -1.87
EH1 (V)Active Soil Pressure (Vert) 1 0.22 0.22 4.83 1.08
LS1 LL Surcharge (Vert) 1 3.59 3.59 3.46 12.43
LS2 LL Surcharge (Horiz.) 1 1.66 1.66 -2.88 -4.78
EH2 (H)At-rest Soil Pressure (Horiz) 1 0.85 0.85 -1.50 -1.27
EH2 (V)At-rest Soil Pressure (Vert) 1 0.20 0.20 4.83 0.95
PP Passive Pressure 1 0.81 0.81 0.00 0.00
Forces Moment (k-ft)Shear (k)
Stem -6.05 2.51
Footing -6.05 2.51
Heal LengthToe Length
Key
Height++
G:\LOVATO\19.1354-Montava Phase 1a\ENG\STRUCT\BNSF Crossings\ENG\Wingwall Design.xlsm
8/18/2025 1:39 PM
19.1354 - Montava Phase 1a
BNSF Crossings Wingwall Design
Designed By: FWJ
Checked By: JLE
WINGWALL LOADING
Overturning (AREMA 5.4.1)
ok if resultant within middle third
0.24 ft eB, Eccentricity (from CL footing)
0.81 ft B/6 3.39
OK
Bearing Pressure (Check at LC 2)
1.61 ksf σv, vertical stress
2.50 ksf σ, Allowable Bearing Resistance
OK
Sliding (AREMA 5.4.2)
0.45 sliding coefficient, µ
0.30 ksf equiv. earth pressure (passive, on-site)
0.00 ft length from FF of toe to key, L
25 deg soil angle
3.15 kips sliding resistance, Fsliding (CIP)=(ɸT)(µ)(Fv)
1.58 ft Q, depth of soil neglected for passive
1.25 ft depth of effective passive, C =(dkey)+H2+L*tan(2*φ/3)
0.00 ft depth of shear key
0.81 kips passive resistance, Fpassive =(0.5)(γpassive)[(Q+C)^2-(Q)^2]
3.97 kips total resistance (passive + sliding)=(Fpassive+Fsliding)
1.50 Performance Ratio = total resistance/FH
OK
Loads ƞ1 ƞ2 ƞ3 ƞ4
DC1 1.80 1.00 1.50 1.00 2.00
DC2 1.80 1.00 1.50 1.00
DC3 1.80 1.00 1.50 1.00
EV1 1.80 1.00 1.35 1.00
EV2 1.80 1.00 1.35 1.00
EH1 1.80 1.00 1.50 1.00
EH2 1.80 1.00 1.35 1.00
LS1 1.80 1.00 0.00 1.00
LS2 1.80 1.00 0.00 1.00
LOAD COMBINATION
LFD - G
r
o
u
p
IA
SLD - Group I
Stre
n
gth
IV
Service
Strength
Design
Stability
Analysis
Bearing Service
C
L
(2/3)(φ)
Fpassive
Ignore 1ft
(BDM 11.5.1)
Q
G:\LOVATO\19.1354-Montava Phase 1a\ENG\STRUCT\BNSF Crossings\ENG\Wingwall Design.xlsm
8/18/2025 1:39 PM
19.1354 - Montava Phase 1a
BNSF Crossings Wingwall Design
Designed By: FWJ
Checked By: JLE
WINGWALL LOADING
Dimensions
Per foot width of wingwall Vertical, FV 12.62 kips
Per foot width of wingwall Horizontal, FH 3.28 kips
Moment about front of toe 27.50 kip-ft
5.75 ft Total Soil Height (Taken to bottom of Footing)
4.833 ft B, Footing Width
4.36 ft B', Effective Footing Width B-2eB
2.18 ft e, Eccentricity (from toe)
0.24 ft eB, Eccentricity (from CL footing)
Loads Description ƞ Force
(kips)
Factored Force
(kips)
Moment Arm
(ft)Moment (k-ft)
DC1 Stem Self Weight 1.8 0.56 1.01 1.67 1.69
DC2 Footing Self Weight 1.8 0.91 1.63 2.42 3.94
DC3 Key Self Weight 1.8 0.00 0.00 4.42 0.00
EV1 Heal Soil 1.8 1.49 2.67 3.46 9.24
EV2 Toe Soil 1.8 0.24 0.43 0.63 0.27
EH1 (H) Active Soil Pressure (Horiz) 1.8 0.98 1.76 -1.92 -3.37
EH1 (V)Active Soil Pressure (Vert) 1.8 0.22 0.40 4.83 1.95
LS1 LL Surcharge (Vert) 1.8 3.59 6.47 3.46 22.37
LS2 LL Surcharge (Horiz.) 1.8 1.66 2.99 -2.88 -8.60
EH2 (H)At-rest Soil Pressure (Horiz) 1.8 0.85 1.53 -1.50 -2.29
EH2 (V)At-rest Soil Pressure (Vert) 1.8 0.20 0.35 4.83 1.71
PP Passive Pressure 1.8 0.81 1.47 0.00 0.00
Forces Moment (k-ft)Shear (k)
Stem -10.89 4.52
Footing -10.89 4.52
Heal LengthToe Length
Key
Height++
G:\LOVATO\19.1354-Montava Phase 1a\ENG\STRUCT\BNSF Crossings\ENG\Wingwall Design_STRENGTH.xlsm
8/18/2025 1:41 PM
19.1354 - Montava Phase 1a
BNSF Crossings Wingwall Design
Designed By: FWJ
Checked By: JLE
Wingwall Flexural Design
fy 60 ksi yield strength of rebar
φf 0.9 Moment Resistance Factor (2.30.2)
φs 0.85 Shear Resistance Factor (2.30.2)
fc 4 ksi compressive strength
β1 0.85 Stress Block factor
Es 29000 ksi modulus of elasticity of steel
Stem Heal Toe
t 10.00 in t 15.00 in t 15.00 in Depth of Member
D 0.625 in D 0.625 in D 0.75 in Reinf. Diameter
As 0.31 in2 As 0.31 in2 As 0.44 in2 Area of steel (per bar)
S 6 in S 6 in S 6 Spacing of Transverse Bars/Number of Bars
c2 2 in c2 2 in c1 3 in Concrete Cover
1.14 OK 1.11 OK 1.12 OK Flexurural PR
2.81 OK 4.22 OK 4.28 OK Shear PR
Patterns
Use # 5s @ 6 for Stem
Use # 5s @ 6 for Heal
Use # 6s @ 6 for Toe
Flexural Capacity (A2.32)
b 12 in 12 12 Width of strip
Stem Heal Toe
Astot 0.620 in2 Astot 0.620 in2 Astot 0.880 in2 Area of steel
ds 7.69 in ds 12.69 in ds 11.63 in Depth to reinforcement
a 0.91 in a 0.91 in a 1.29 in Depth of compression block
c 1.07 in c 1.07 in c 1.52 in Depth of neutral axis
εs 0.0185 εs 0.0325 εs 0.0199 Steel strain at failure
Tension Controlled Tension Controlled Tension Controlled
φMn 20.18 kip-ft φMn 34.13 kip-ft φMn 43.47 kip-ft Flexural Capacity
Mu 10.89 kip-ft Mu 10.89 kip-ft Mu 10.89 kip-ft Flexural Loading
PR 1.85 OK PR 3.13 OK PR 3.99 OK Performance Ratio
Equivalent Strip
ht
c1
c2
)
2
(adfAMysn−⋅⋅⋅=φφ
bcf
fyAsa ⋅⋅
⋅=
'85.0
β
ac=
c
cd
s
)(003.0 −⋅=ε
8/18/2025 1:41 PM
G:\LOVATO\19.1354-Montava Phase 1a\ENG\STRUCT\BNSF Crossings\ENG\Wingwall Design_STRENGTH.xlsm
19.1354 - Montava Phase 1a
BNSF Crossings Wingwall Design
Designed By: FWJ
Checked By: JLE
Minimum Reinforcement (A2.7)
fr 0.47 ksi
Stem Heal Toe
Ig 1000.00 in4 Ig 3375.00 in4 Ig 3375.00 in4
yt 2.6875 in yt 5.1875 in yt 4.125 in
1)Mcr 14.7 kip-ft Mcr 25.7 kip-ft Mcr 32.3 kip-ft Cracking Moment
2)1.2*Mcr 17.65 kip-ft 1.2*Mcr 30.86 kip-ft 1.2*Mcr 38.81 kip-ft Minimum Design Moment
φMn 20.18 kip-ft φMn 34.13 kip-ft φMn 43.47 kip-ft
PR 1.14 OK PR 1.11 OK PR 1.12 OK Performance Ratio
Shear Capacity (A2.35)
Stem Heal Toe
Vu*d/Mu 0.27 Vu*d/Mu 0.44 Vu*d/Mu 0.40
Mu 10.89 k-ft Mu 10.89 k-ft Mu 10.89 k-ft
bw 12 in bw 12 in bw 12 in
d 7.6875 in d 12.6875 in d 11.6250 in
As 0.62 in2 As 0.62 in2 As 0.88 in2
ρw 0.00672 ρw 0.00407 ρw 0.00631
Vc 0.12 ksi Vc 0.12 kips Vc 0.13 kips
φVn 12.71 kips φVn 19.07 kips φVn 19.36 kips
Vu 4.52 kips Vu 4.52 kips Vu 4.52 kips
PR 2.81 OK PR 4.22 OK PR 4.28 OK Performance Ratio
8/18/2025 1:41 PM
G:\LOVATO\19.1354-Montava Phase 1a\ENG\STRUCT\BNSF Crossings\ENG\Wingwall Design_STRENGTH.xlsm
Title:Montava Phas 1a Date:5.13.2025 Job no. 25.0107.S.01
Subject:BNSF Crossings Train Track Loads By: FWJ Page 1 of 4
Train Surcharge Loads on headwall
≔Wt 8.5 ft Width of Track Tie
≔H1 3.75 ft
≔Ld =+Wt H1 12.25 ft
≔q =―――80000 lb
⋅5 ft Ld
1306.12 ――lb
ft 2
Values for H2 = 5'-6"
≔β_1 =――⋅19 π
180
0.33 rad
≔α_1 =――⋅69 π
180
1.2 rad
≔Ps_1 =⋅――⋅2 q
π
((-β_1 ⋅sin ((β_1))cos ((⋅2 α_1))))476.91 ――lb
ft 2
Values for H2 = 4'-6"
≔β_2 =――⋅17 π
180
0.3 rad
≔α_2 =――⋅72 π
180
1.26 rad
≔Ps_2 =⋅――⋅2 q
π
((-β_2 ⋅sin ((β_2))cos ((⋅2 α_2))))443.39 ――lb
ft 2
Values for H2 = 3'-6"
≔β_3 =――⋅14 π
180
0.24 rad
≔α_3 =――⋅76 π
180
1.33 rad
≔Ps_3 =⋅――⋅2 q
π
((-β_3 ⋅sin ((β_3))cos ((⋅2 α_3))))380.79 ――lb
ft 2
Title:Montava Phas 1a Date:5.13.2025 Job no. 25.0107.S.01
Subject:BNSF Crossings Train Track Loads By: FWJ Page 2 of 4
Values for H2 = 2'-6"
≔β_4 =――⋅9 π
180
0.16 rad
≔α_4 =――⋅81 π
180
1.41 rad
≔Ps_4 =⋅――⋅2 q
π
((-β_4 ⋅sin ((β_4))cos ((⋅2 α_4))))254.32 ――lb
ft 2
Values for H2 = 1'-6"
≔β_5 =――⋅4 π
180
0.07 rad
≔α_5 =――⋅86 π
180
1.5 rad
≔Ps_5 =⋅――⋅2 q
π
((-β_5 ⋅sin ((β_5))cos ((⋅2 α_5))))115.49 ――lb
ft 2
Values for H2 = 0'-6"
≔β_6 =――⋅2 π
180
0.03 rad
≔α_6 =――⋅88 π
180
1.54 rad
≔Ps_6 =⋅――⋅2 q
π
((-β_6 ⋅sin ((β_6))cos ((⋅2 α_6))))57.97 ――lb
ft 2
≔Ps_avg =―――――――――――――+++++Ps_1 Ps_2 Ps_3 Ps_4 Ps_5 Ps_6
6
288.15 ――lb
ft 2
Title:Montava Phas 1a Date:5.13.2025 Job no. 25.0107.S.01
Subject:BNSF Crossings Train Track Loads By: FWJ Page 3 of 4
Headwall Horizontal Earth Design Loads
≔Hw 5.75 ft Design Height of Headwall
≔γactive 50 ――lb
ft 3 Equivalent Horizontal Fluid Weight
≔EH =⋅⋅Hw γactive 1 ft 287.5 ―lb
ft
Headwall Earth Pressure
≔LS =⋅Ps_avg 1 ft 288.15 ―lb
ft
Headwall Surcharge Pressure
≔Le =+3.67 ft 1 ft 4.67 ft Headwall Design Length
Assume a 1 design strip spainning horizontally, simply supported by wingwalls
≔ηLFD 1.8
≔Mu =⋅ηLFD ―――――⋅((+EH LS))Le 2
8
2824.7 ⋅lb ft
≔Vu =⋅ηLFD ―――――⋅((+EH LS))Le
2
2419.44 lb
Addi onal Design Load applied to Wingwall
≔Vu =―――Vu
⋅1.8 1 ft
1344.13 ―lb
ft
≔θ =-90 deg 67.12 deg 22.88 deg
≔Vu_ww =⋅⋅Vu sin ((θ))Hw 3004.96 lb
Design loads on Wingwall Assuming Full Lateral Load
≔Vult 3410 lb
Design loads on Wingwall Assuming Angle of Wall (Assume Headwall
Loads are Distributed over 2 of Wingwall)
≔Vcheck =+⋅Vult sin ((θ))⋅Vu_ww 0.5 2828.3 lb
19.1354 - Montava Phase 1a
BNSF Crossings Headwall Design
Designed By: FWJ
Checked By: JLE
Headwall Design
fy 60 ksi yield strength of rebar
φf 0.9 Moment Resistance Factor (2.30.2)
φs 0.85 Shear Resistance Factor (2.30.2)
fc 4 ksi compressive strength
β1 0.85 Stress Block factor
Es 29000 ksi modulus of elasticity of steel
t 10.00 in Depth of Member
D 0.625 in Reinf. Diameter
As 0.31 in2 Area of steel (per bar)
S 6 in Spacing of Transverse Bars/Number of Bars
c2 2 in Concrete Cover
1.14 OK Flexurural PR
5.46 OK Shear PR
Patterns
Use # 5s @ 6 for Headwall
b 12 in Width of strip
Astot 0.620 in2 Area of steel
ds 7.69 in Depth to reinforcement
a 0.91 in Depth of compression block
c 1.07 in Depth of neutral axis
εs 0.0185 Steel strain at failure
Tension Controlled
φMn 20.18 kip-ft Flexural Capacity
Mu 2.82 kip-ft Flexural Loading
PR 7.14 OK Performance Ratio
Headwall
Headwall
Flexural Capacity (A2.32)
Equivalent Strip
ht
c1
c2
)
2
(adfAMysn−⋅⋅⋅=φφ
bcf
fyAsa ⋅⋅
⋅=
'85.0
β
ac=
c
cd
s
)(003.0 −⋅=ε
8/18/2025 1:53 PM
G:\LOVATO\19.1354-Montava Phase 1a\ENG\STRUCT\BNSF Crossings\ENG\Headwall Design.xlsm
19.1354 - Montava Phase 1a
BNSF Crossings Headwall Design
Designed By: FWJ
Checked By: JLE
Minimum Reinforcement (A2.7)
fr 0.47 ksi
Ig 1000.00 in4
yt 2.6875 in
1)Mcr 14.7 kip-ft Cracking Moment
2)1.2*Mcr 17.65 kip-ft Minimum Design Moment
φMn 20.18 kip-ft
PR 1.14 OK Performance Ratio
Shear Capacity (A2.35)
Vu*d/Mu 0.55
Mu 2.82 k-ft
bw 12 in
d 7.6875 in
As 0.62 in2
ρw 0.00672
Vc 0.13 ksi
φVn 13.20 kips
Vu 2.42 kips
PR 5.46 OK Performance Ratio
Headwall
Headwall
8/18/2025 1:53 PM
G:\LOVATO\19.1354-Montava Phase 1a\ENG\STRUCT\BNSF Crossings\ENG\Headwall Design.xlsm
UPPER COOPER SLOUGH
MONTAVA PHASE D INTERIM STORMWATER OUTFALL
CONSTRUCTION DOCUMENTS
A PARCEL OF LAND SITUATED IN SECTION 04, TOWNSHIP 7 NORTH,
RANGE 68 WEST OF THE SIXTH PRINCIPAL MERIDIAN,
CITY OF FORT COLLINS, COUNTY OF LARIMER,
STATE OF COLORADO
#
VICINITY MAP
SITE
”
811
MARTIN/MARTIN
C O N S U L T I N G E N G I N E E R S
12499 WEST COLFAX AVENUE,
LAKEWOOD, COLORADO 80215
MAIN 303.431.6100
MARTINMARTIN.COM 1
MARTIN/MARTIN
C O N S U L T I N G E N G I N E E R S
12499 WEST COLFAX AVENUE,
LAKEWOOD, COLORADO 80215
MAIN 303.431.6100
MARTINMARTIN.COM
”
“”
’
“”
2
MARTIN/MARTIN
C O N S U L T I N G E N G I N E E R S
12499 WEST COLFAX AVENUE,
LAKEWOOD, COLORADO 80215
MAIN 303.431.6100
MARTINMARTIN.COM 3
“
"
“”
·
·
·
·
·
·
·
·
˚
“”
MONTAVA PHASE D INTERIM BNSF STORMWATER OUTFALL PROFILE
A
A
MARTIN/MARTIN
C O N S U L T I N G E N G I N E E R S
12499 WEST COLFAX AVENUE,
LAKEWOOD, COLORADO 80215
MAIN 303.431.6100
MARTINMARTIN.COM
811
4
MARTIN/MARTIN
C O N S U L T I N G E N G I N E E R S
12499 WEST COLFAX AVENUE,
LAKEWOOD, COLORADO 80215
MAIN 303.431.6100
MARTINMARTIN.COM
811
5
MARTIN/MARTIN
C O N S U L T I N G E N G I N E E R S
12499 WEST COLFAX AVENUE,
LAKEWOOD, COLORADO 80215
MAIN 303.431.6100
MARTINMARTIN.COM 6
MARTIN/MARTIN
C O N S U L T I N G E N G I N E E R S
12499 WEST COLFAX AVENUE,
LAKEWOOD, COLORADO 80215
MAIN 303.431.6100
MARTINMARTIN.COM
AGENCY REVIEW
NOT FOR CONSTRUCTION
August 18, 2025
7
DESIGN DATAGENERAL NOTES
N
TIMBER CULVERT EXTENSION LONGITUDINAL SECTION
CULVERT EXTENSION AND HEADWALL LAYOUT PLAN
MARTIN/MARTIN
C O N S U L T I N G E N G I N E E R S
12499 WEST COLFAX AVENUE,
LAKEWOOD, COLORADO 80215
MAIN 303.431.6100
MARTINMARTIN.COM
AGENCY REVIEW
NOT FOR CONSTRUCTION
August 18, 2025
8
WEST HEADWALL SECTION CBC/TIMBER INTERFACE EAST HEADWALL SECTION
CULVERT DETENTION SECTION
WINGWALL CONNECTION
CULVERT DETENTION SECTION
MARTIN/MARTIN
C O N S U L T I N G E N G I N E E R S
12499 WEST COLFAX AVENUE,
LAKEWOOD, COLORADO 80215
MAIN 303.431.6100
MARTINMARTIN.COM
AGENCY REVIEW
NOT FOR CONSTRUCTION
August 18, 2025
9