REPORT
CAPITAL RESERVE FUND STUDY
SAMPLE CONDOMINIUM ASSOCIATION
JUNE 2011
BA
Burns Associates - Engineers
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CONTENTS
1
Disclosure
2
Acknowledgements
3 Financial Summary
4
Analysis of Present Funds
5
Commentary
6
Addendum
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DISCLOSURE
Project Profile
The …………. Condominium Association is located on ……….Road in ………….. The steeply sloped,
shallow to bedrock site drains toward ………. The circulation roadways and structures
themselves are terraced into the sloped site.
Development of the site and building construction took place between 1985 and 1986.
There are fourteen duplex, twelve triplex, and eleven standalone buildings for a total of seventy-five
residential units that make up the association.
This report is based upon information provided by the client and that gathered during on-site
evaluations and field measurements conducted during April 2011. Representatives of the client assisted
during those evaluations. No destructive testing was performed. Random sampling was used for the
condition survey.
This is the first reserve fund study prepared for the Association.
Costs used in this study are based upon client provided information, the firm’s database of updated
contractor quotes, and past projects. It is understood that they represent current market conditions.
Projected future costs augment today’s prices by 3% for inflation.
The person in responsible charge of the project was Robert J. Burns, P.E., R.S., a professional engineer
licensed to practice in the State of New Hampshire and credentialed as a Reserve Specialist by the
Community Associations Institute. The National Reserve Study Standards of CAI were used in preparing
this study.
This firm has no involvement with …………………Condominium Association that would result in actual or
perceived conflict of interest.
It is assumed that information provided to this firm is accurate regarding financial, physical, quantity or
historical issues. This reserve study is provided and assembled for the client’s exclusive use, not for the
purpose of performing an audit, quality/forensic analyses, or background checks of historical records.
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ACKNOWLEDGEMENTS
The very helpful assistance and collaboration of ……………, President, and ………… of the Board of
Trustees and …………., Property Manager in preparing this report is appreciated.
The NH Department of Environmental Services provided background information on the nature
of the wastewater disposal systems.
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SUMMARY
The Analysis of Present Funds is the primary indicator of the health of an association’s reserve fund. It
considers both the amount presently in the association’s reserve account as well as the current level of
contribution to the account. The APF is a snapshot in time, good just for the period in which it is taken. It
gives management a benchmark with which to judge how well the amount now in the reserve account is
able to capitalize the anticipated short and long replacements of its physical assets. Armed with that
knowledge, a strategy for annual level of contribution can be designed. The monthly assessment to
support the reserve portion of the budget can then be set.
As is the case with most condominium associations, the primary control for capitalization of the reserve
fund is the pavements and roof coverage replacements.
Our Analysis of Present Funds (Exhibit 1) found the reserve account to be significantly underfunded. This
comes about due to the convergence of pavement rehabilitation, deck replacement, and roof
reshingling over the span of the next ten years. The combined present reserve balance and the level of
contribution to reserves will result in a negative balance in the near term if the needed and
recommended capital replacement projects are carried out. See Exhibit 2
This reserve position is not unique to …………………..; it is one currently being seen by this firm stemming
from our present economic conditions. Associations are now experiencing shortfalls in reserves due to
unanticipated sharp increase in petroleum based products such as bituminous pavements, asphalt roof
shingles, and most all other construction products.
Summary of Projects
The bituminous concrete pavements (roadways and parking lots) need to be replaced between 2012 and
2015. The drainage pattern for surface water runoff has, in several locations, affected the subgrade of
the pavements, necessitating their reconstruction rather than simply overlaying them. Improvements to
the site drainage should be done in parallel with reconstruction. An engineering evaluation of the
conditions within the subgrades will give direction to the design of the most cost effective, long-term
solution.
Roof coverages will need replacement between 2018 and 2021. Capitalization should begin now. Special
attention should be given to protection during design and specification against ice dam formation.
The rear decks are approaching the limit of their service lives; replacement should begin in 2015.
The rationale in support of these recommendations can be found in the Commentary section of the
report.
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Benchmark Data
It is understood that:
 There is $................. available in the reserve accounts for capital replacements.
 The board of trustees has retained the first and second quarters 2011 of the general collection
account as a contribution to the reserve account. For purposes of this study, four quarters of
that amount ($.........) is the intended annual contribution to reserves.
Specifics
In order to meet the current shortfall and to fund the recommended capital replacement projects over
the next ten years, an immediate increase in the level of contribution to the reserve account is
necessary beginning in 2011.
Our Cash Flow Analysis Projection (Exhibit 3) recommends:

Set the annual level of contribution to the reserve fund at $.......... for 2011.

Increase the level of contribution by 3% each year until 2022 at which point the level can
decrease to $........., then to $.......... in 2030 and 2031.
See Exhibit 4
Our recommendations are made with the understanding that there will always be options open to
management for alternate strategies for funding reserves both now and as future conditions change.
Managing expenses by asking components to provide longer service lives may not, however, be the best
option. With that in mind, we are always available to discuss our recommendations. The final work
product of this report will be in electronic format to facilitate the client’s future strategizing of reserve
funding.
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EXHIBIT 1
EXHIBIT 2
Reserve Fund Balance
300,000
200,000
100,000
$
(100,000)
1
2
3
4
5
Total Expenses
Annual Contribution
(200,000)
(300,000)
6
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Years
Ending Balance
EXHIBIT 3
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EXHIBIT 3
-9-
EXHIBIT 4
Cash Flow - Capital Reserve Fund
500,000
450,000
400,000
350,000
300,000
$ 250,000
200,000
150,000
100,000
50,000
1
2
3
4
5
6
7
8
9
10 11 12 13 14 15 16 17 18 19 20 21
Years
Total Expenses
Annual Contribution
Ending Balance
COMMENTARY ON THE CONDITION SURVEY
Component: Pavements
Condition: Significant cracking of bituminous concrete pavements and parking lots with
evidence of heaving was seen in varying degrees throughout the development.
The roadways and parking areas are essentially terraces cut into the steeply sloped site.
Drainage culverts and streams transport runoff coming off the uplands to ………… However,
some of this runoff finds its way to the roadway shoulders where it can collect if not readily
diverted to the culverts and streams.
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………Road - April 2011
Expansion of crack after sealing
This condition of runoff collection was seen most clearly in
the west shoulder of………..roadway. The pooled runoff now
flows under the roadway pavement, through its subgrade,
on its way down slope. The runoff eroded soils allow:
settlement of the pavement creating pooled “bird baths”);
subsequent heaving of frozen subgrade initiating pavement
cracking leading to premature failure of the pavement. This
same condition was seen, to a lesser degree, along the west
shoulders of ……… and……... The ………. Drive roadway and its
parking lot exhibit the most severe of the described
conditions. Special attention should be given to drainage
along/over this roadway to establish a better understanding of its present failure mode.
Pavements on the other roadways and parking lots exhibit similar conditions of transverse
cracking perpendicular to the roadway centerline varying from medium to low in severity.
Cracking along the shoulder edges in the wheel paths was seen at random locations.
Planning Strategy:
The pavements cannot be simply overlaid without some degree of rehabilitation. Existing
movements and cracks will, in time, reflect up through the new overlay and be a poor
investment of funds. Subsurface explorations to define the nature and bearing capacity of the
pavement subgrade should be carried out along those roadways that presently show the
highest distress levels. The results of the explorations, coupled with engineering analyses, will
direct the rehabilitation design toward the most cost effective, long-term solution.
In the locations of the more severely distressed pavements, a process of grinding up and
recycling of the existing pavement to a shallow depth of the subgrade followed by compaction
and paving should be anticipated. A unit cost of $2.50 per sf is assigned. For the remaining
(majority) of pavements a process of random localized repair followed by overlayment should
be anticipated. A unit cost of $1.75 per sf is assigned.
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For the purpose of this study, in order to provide some financial planning guidance in advance
of that more specific information, distress scores were assigned to the pavement locations
resulting in the following recommendations:
Pavement Location
….…………..Road
……………….Road
……………….Road
Total Project A
……………….Road
……………….Road
……………….Road
……………….Road
……………….Road
Total Project B
……………….Road
……………….Road
Total Project C
……………….Road
Total Project D
Distress
Score
5
5
5
Unit
Cost psf
$2.50
2.50
2.50
3-4
3-4
2
3
3-4
1.75
1.75
1.75
1.75
1.75
3
2-3
1.75
1.75
3-4
1.75
Cost
RY
$47,500
48,400
19,100
$115.000
17,300
40,900
7,000
14,400
13,000
$92,600
65,700
12,300
78,000
100,000
$100,000
2012
2012
2012
2012
2013
2013
2013
2013
2013
2013
2014
2014
2014
2015
2015
See sketch at Addendum
Distress
Score
1
2
3
4
5
Description of
Conditions
Minor
Moderate – Severe but isolated
Severe
Component: Driveways
Condition: The condition of the bituminous concrete surfaces serving the stand alone buildings
was seen to be consistent with their age. Driveways typically exhibit a shorter service life
usually as the result of their details of construction and overall maintenance. No evidence of
premature failure was seen.
Planning Strategy: Anticipate overlayment of all driveways in 2014.
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Component: Fences
Condition:
Tennis Court: The chain link mat is in satisfactory condition. Some of the wood posts are
skewed out of the vertical but none appear unstable.
Pool: The wood picket style fencing appears to be in satisfactory condition.
South Face: A wood fence at the south end is considered inadequate as a guardrail in view of
the steep slope below it.
Planning Strategy:
Tennis Court: Anticipate replacing mat and wood posts with steel in 2019.
Pool: Anticipate replacement with vinyl product in 2014.
South Face: Anticipate replacement with guardrail in 2012.
Component: Site Lighting
Condition: The wood posts and lighting fixtures are in satisfactory condition.
Planning Strategy: Anticipate replacement of all lighting posts and fixtures in 2021.
Component: Signage
Condition: The sign identifying and representing the property at the entrance from…….. Road
appears tired. Street identification signposts are in satisfactory condition. Miscellaneous signs
appear to bed in satisfactory condition.
Planning Strategy: Anticipate replacing property identification sign in 2012; the street signposts
and miscellaneous signs in 2020.
Component: Water Supply
Condition: The development is supplied with potable drinking water by a system of five wells
and two finish water storage tanks located on the elevated west side of the property. A
structure houses the storage tanks along with chlorine and phosphate chemical treatment
equipment.
The water supply piping network service live extends beyond the time window for this study.
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It is understood that the water hydrants seen on the property are not fed by the water supply
system and are not available for fire suppression. It is understood that lake water is the
intended source for fire suppression.
The metal roof for the treatment building was replaced in 2009; replacement is beyond the
time window for this study. The service life of the building itself is indefinite.
Planning Strategy: The water supply treatment system underwent a complete replacement and
upgrading of equipment in 2009. The following replacement schedule should be anticipated:
Component
Well Pump 1
Well Pump 2
Well Pump 3
Well Pump 4
Well Pump 5
Chlorine Mix Tank
Phosphate Pump
Finish Water Tanks
Phosphate Tank
Age (yrs)
11
11
11
11
2
2
2
25
2
UL
14
15
16
17
14
20
10
50+
20
RL
3
4
5
6
12
18
8
18
RY
2014
2015
2016
2017
2023
2029
2019
2029
Cost
$3,700
2,500
1,200
2,500
Component: Wastewater Disposal
Condition: Wastewater from the townhouse buildings is collected, treated, and disposed of in
community treatment facilities. Wastewater generated by the standalone buildings is collected
and treated by individual septic tank and leaching field facilities on their building lots. The
maintenance and replacement of these latter facilities is the responsibility of the individual
homeowner and is not part of this study. See sketch at Addendum.
The best information available is that there are three separate collection and disposal systems.
Although research at the NH Department of Environmental Services was unable to produce
approved drawings for construction (“Approval for Operation”) to allow confirmation of the
exact nature of the disposal facilities, the client’s past experience with maintaining the facilities
confirms that that there are three disposal locations. The nature of the disposal facility beneath
the parking lot off South Ledge Loop and which buildings it serves is uncertain. The vent piping
and inspection covers seen, as well as its location under pavement, point toward a chamber
system as opposed to a stoned leach field.
Wastewater from the buildings flows by gravity to septic tanks where initial treatment takes
place. Effluent from these tanks flows to a pump chamber from which it is pumped to the
elevated disposal facility (leaching field or chamber) where final treatment takes place.
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Drawings obtained from NHDES require the installation of Myers WHRH10 1 HP pumps. These
pump products have no ability to grind sewage prior to discharge. See Addendum.
Planning Strategy: The typical service life of a single family septic tank and leaching field system
is about 30+ years depending primarily on the quantity of discharge to it and the nature of the
receiving soils. The seasonal occupancy of the buildings of the association would point toward a
service life well in excess of 30 thirty years. The sloped rock surface beneath the fields/chamber
would seem to preclude soil saturation, adding to the likelihood for a longer than typical service
life. The corollary to this, however, is the potential for the future requirement by NHDES for
denitrification of effluent before it reaches ………………..
Any current assignment of timing for replacement of the disposal fields would clearly be
inexact. When signs of incipient failure show up, then replacement should take place without
delay. It would seem reasonable to be prepared for incipient failure of other fields as one fails.
One of those signs could be the need to replace septic tanks, so the cost for doing so is included
with the replacement of the disposal fields. A service life of about 40 years for the disposal
facilities is assumed which, for planning purposes, places their replacement in the 2023-2025
range.
A cost of $60,000 to replace each one of the three disposal facilities, their connected septic
tanks, and pump chambers should be anticipated. This cost includes any force main and gravity
line piping that may need replacing. Typical service life for sewage pumps that “rest” for six
months is assumed to be about twelve years.
Component: Roofs
Condition: All roofs were re-shingled in 1999 – 2000. Additional work was done on the roofs of
………… and………. in 2008; ……… and the Clubhouse in 2009; ……….. in 2010. It is understood that
damages from ice dam formation has necessitated roof repairs in these locations. This damage
appears to have occurred primarily around/below the skylights. Curling of shingles around
several skylights was seen during the condition survey varying in intensity from severe to slight.
Noted was some loss of grit in the shingle slots from roof runoff. This is normal wear and is
mentioned only to explain that the condition was not seen as exceptional for the age of the
roofing product. No condition of advanced wear was seen on any roof surface that might
indicate the need for early replacement. The condition of ice dam / shingle curling at the
skylights very likely means that the roof decks at those locations require greater exposure to
cold outdoor air. An investigation into the full extent of ice dam formation and any link to
inadequate overall ventilation of the roof deck would be useful in the short term and certainly a
necessity before the next round of roof re-shingling. See Addendum for additional information
on the service life of roof shingles.
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Planning Strategy: The following replacement schedule should be anticipated:
Group
A
B
C
D
E
Locations
RY
2018
2019
2020
2021
2028
……………….Road
……………….Road
……………….Road
……………….Road
……………….Road
Cost
$130,000
170,000
110,000
89,000
79,000
Component: Decks (Rear)
Condition: The varying conditions of individual decks responds to their site location and
location on the building itself. The maximum solar exposure appears to be western radiation
and most buildings are sheltered from summer sun by tree foliage. Decks beneath decks clearly
have an additional degree of protection.
As is commonly the case in condominium construction, the decks may have been built by more
than one or two subcontractors, giving rise to variation in some details of construction. For
example, there is variation in the manner of attachment of the deck to the building.
Several decks were seen in which blocking sets the deck ledger
away from the building allowing drainage between deck and
building. The question here is the hidden fastening of the
blocking to the building structure as well as the difficulty of
flashing between blocking/ledger/building.
No flashing seen – possible pulling away of blocking?
The stability of the entire deck depends on the secure
fastening of the blocking to the building.
Ledger
Blocking
Also seen were locations in which the deck joists were
toe nailed into the ledger. This is not an acceptable
method of fastening. As can be seen in the photo, the
joist has started to pull away with only a small amount of
joist material resisting detachment of the joist from the
ledger.
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The preferred method of attaching joists to ledgers and ledgers to building structure is shown in
Sketch 1 in the Addendum. This construction, resulting from research at Virginia Tech, is now
required by many code jurisdictions in the U.S.
It is understood that there has been a need to make significant repairs at deck attachments due
to water infiltration and subsequent rot within the exterior wall structure.
The most common mode of deck failure is detachment of the ledger from the building at these
locations, resulting at times in severe personal injury. Most of the elevated second floor decks
are attached to the building on two sides which offers some degree of resistance to deck
failure.
Locations (not a general condition) were seen in which the
handrail posts had apparently loosened and were refastened
using lag screws. The preferred construction here is through
bolting of the post to the end beam or joist.
Planning Strategy: The number and configuration of decks varies
from building to building. For example, not all three unit buildings
will have the same number of decks and the same holds true for
the two unit buildings. The total area of deck surface is a function
of deck configuration around and under porches. There are both
elevated and at-grade decks. The area of any individual deck varies from an at-grade deck of
about 100 square feet to 200 square feet for an elevated deck running across the width of a
unit. For planning purposes, an average area of 156 square feet per deck has been used.
The original construction decks, now twenty-five years old, have a remaining service life of
about five or possibly ten years for a deck beneath a deck above. A program of deck
replacement is in progress. See Addendum for a list of decks that have been replaced in the
past three years.
Cost data for …………… buildings:
Location
….Road
….Road
….Road
….Road
….Road
….Road
….Road
….Road
….Road
….Road
Area (1)
1822 sf
910
451
304
1058
754
1067
763
304
Total
Cost (2)
$45,450
22,750
11,275
7,600
26,450
18,850
26,675
19.075
7,600
$185,725
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Cost data for standalone buildings:
There is some variation in deck area for the standalone buildings, e.g., the …….. Style has a
roofed over deck at the side entry and other styles do not have one. Some differences within
styles were seen. An average deck area of 450 square feet has been used for planning purposes
for all styles. For planning purposes, the total cost (2) for replacing all decks on the eleven stand
alone buildings is $123,750.
Recommended replacement strategy: Spread the total cost of $309,475 as follows: Assume 50%
of the townhouse decks are elevated decks and 50% are at or near grade, representing lesser
personal hazards. Anticipate replacement of the elevated decks between 2015-2018; replace
the remaining 50% at grade decks between 2019-2025. Anticipate replacement of the decks for
the standalone buildings between 2015-2018.
(1) Net after deducting work completed in 2008 thru 2010
(2) Treated lumber for support structure; Trex composite material for decking and handrails; unit cost of
$25/sf is averaged between elevated and at-grade decks and is discounted for multi-building contract awards.
Component: Front Entry Decks
Condition: These decks are roofed over, protecting them from severe exposure. No advanced
deterioration of these decks was seen during a random inspection.
Planning Strategy: Repairs varying in degree should be anticipated over time. A repair cost of
$2,000 every other year should be anticipated.
Component: Walkways
Condition: Wood walkways in various locations provide either access down a steep slope or, for
example, under ……. Road to a viewing platform at ………………….
Planning Strategy: Anticipate the following replacements at these locations:
Location
RY
2021
2021
2015
2021
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Cost
$15,000
8,000
2,000
6,000
Component: Tennis Court
Condition: The court is in satisfactory condition. No exceptions to accepted construction were
seen.
Planning Strategy: The court was resurfaced in 2010. Re-surfacing should not be anticipated
during the time window of this study.
Component: Pool
Condition: Since the pool was covered at the time of the condition survey, no opinion can be
provided on the condition of the pool basin.
Planning Strategy: The pool basin was re-plastered in 2004. Pool re-plastering is typically done
about every 14-15 years. Anticipate re-plastering in 2018 at a cost of $14,000. Anticipate
replacement of the concrete apron in 2013 and the wood deck with composite material in
2015.
Component: Clubhouse
Condition: This category covers the replacement of interior furnishings and equipment within
the building. The building exterior is included in the exteriors of the other buildings. It is
assumed that routine maintenance will be expensed from the operating account.
Planning Strategy: Anticipate the following replacement schedule:
Item
Boiler
DHW Tank
Pool
Filters(2)
Pumps (4)
Chlorinator
Computer
Copier
Carpeting
Sofas
Tables
Arm Chairs
Porch Tables/Chairs
RY
Cost
Summary
2051+ 2015
2021 $1,600
2016
2019
2019
6,000
2021
2019
3,200
2026
2019
300
2016
500
2016
250
2015
6,000
2021
8,000
2021
3,000
2021
3,000
2021
2,000
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$6,000
750
9,200
24,100
20,900
Table Tennis
Hockey Game
Pool Umbrella Table (3)
Pool Chaises (3)
Pool Chairs (5)
Wood Tables (2)
Wood Chairs (4)
Dishwasher
Refrigerator
Remodel Rest Rooms
2026
2021
2021
2021
2021
2026
2026
2021
2021
2026
400
300
3,000
3,600
500
500
500
350
350
20,000
Component: Building Lighting
Condition: There are lighting fixtures at the front entries and at the rear decks. Random
replacements of fixtures were seen.
Planning Strategy: Replacement of two fixtures every three years should be anticipated.
Component: Lakeshore Improvements
The intended improvements to the access and facilities along the lake shore are in the
preliminary planning phase at this time and for that reason they are not included in this study.
Component: Storage/Work Shed
Condition: There is no enclosed location on the site to store material and tools used to maintain
the property. A shed would provide a protected and secure location to store material
purchased in advance when prices were favorable and to better organize projects that are
underway.
Planning Strategy: As a future improvement, install a storage shed of two-bay garage size with a
likely location off ………….. Circle. Estimated budget cost to be $6,000.
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ADDENDUM

Roofs

Decks

Pavements

Wastewater Disposal
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ROOFS
THE SERVICE LIFE OF ROOFS
Depending upon their weight (thickness), roof shingles will carry a 25 - 30 all the way to 50 year limited
warranty. Asphalt (organic or inorganic) shingles last longer in northern climates than southern. “Studies
have shown that the average lifespan for a 20 year shingle in Phoenix, Arizona is around 14 years. In
Minneapolis, Minnesota, the lifespan was 19.5 years. And in Reading, Pennsylvania, the lifespan was
20.8 years.” Experience has shown that the wearing pattern of roof shingles on identical building
configurations can vary significantly depending on the specific exposure they see over time. The amount
of sunlight and wind direction as well as the moisture level generated within the building can produce
dissimilar wearing patterns from roof to roof. Seasonal occupancy only of a building adds another
variable.
Preferred practice is to anticipate that shingles will require replacement before the end of their
warranted service life. Random advanced wear within the general field of a roof can become an
appearance issue that can not only reduce the perceived value of the property but also become the
source of unannounced water entry and damage. For that reason, we assume an average useful life of
nineteen years for planning purposes even for premium grade shingles. This follows the general practice
of insurance underwriters. As the recommended replacement time for a shingle application approaches,
the planned useful life can be adjusted as the actual condition of the shingles at that time warrants.
DECKS
DECK REPLACEMENT SCHEDULE
(List of past deck replacements by client)
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Attaching Ledger Directly to Band Joist
Builders often attach the deck ledger to the band joist after structural sheathing is already in place. But it’s
actually stronger if you attach the ledger right against the band. In Detail 1, the reaction force of the deck joist is
transmitted directly to the band joist by lag screws acting in shear. The band joist and ledger board are in direct
with no sheathing in between.
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PAVEMENTS
A site plan displays recommended road work, color coded by year.An analysis used on another
project illustrates a value engineering study using equivalent annual cost to support recommendations.
VALUE ENGINEERING ANALYSIS - PAVEMENTS
Compare the equivalent annual cost (EAC) for two actions of delivering the functionality of the
pavements of ………. Drive and ……… Drive:
Action A: Grind out and recycle existing pavement; improve sub-base/ drainage; pave
Action B: Random patch; install geofabric; overlay existing pavement
Use capital recovery at 3%, equivalent to assumed inflation rate.
Roadway: ……………. Drive
Action A
Total Project Cost @ $2.30/sf = $61,100
Projected Effective Life = 26 years
Maintenance = one crack sealing @$2,000
EAC Act A = $61,100 (crf-3%-26) + $2,000/26 = $3,544
Action B
Total Project Cost @ $1.90/sf = $49,365
Projected Effective Life = 20 years
Maintenance = two crack sealing + patching = $6,000
EAC Act B = $49,365 (crf-3%-20) + $6,000/20 = $3,618
Roadway: ……………. Drive
Action A
Total Project Cost @ $2.30/sf = $52,670
Projected Effective Life = 26 years
Maintenance = one crack sealing = $2,000
EAC Act A = $52,670 (crf-3%-26) + $2,000/26 = $2,950
Action B
Total Project Cost @$1.90/sf = $43,500
Projected Effective Life = 20 years
Maintenance = two crack sealing + patching = $6,000
EAC Act B = $43,500 (crf-3%-20) + $6,000/20 = $3,224
Conclusion: The attention given to the techniques of rehabilitating both roadways (Action A) will yield
longer effective lives for the roadways as well as reduced level of maintenance. The equivalent annual
cost for Action A is lower than Action B in both cases, justifying the higher initial investments.
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WASTEWATER DISPOSAL
Site plan of a portion of the existing wastewater disposal facilities was provided.
Pump Chamber Component:
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