Document 525
PRE-IMPLEMENTATION REPORT
CHAPTER: University of Colorado at
Boulder
COUNTRY: Rwanda
COMMUNITY: Nyarugunga Sector, Kicukiro
District, Kigali City
PROJECT: Rwandan Orphans Project
TRAVEL DATES: January 1 – 13, 2013
PREPARED BY
EWB-CU
October 14, 2012
ENGINEERS WITHOUT BORDERS-USA
www.ewb-usa.org
1
Pre-Implementation Report Part 1 – Administrative Information
1.0
Contact Information
Project Title
Name
Project Leads
President
Jordan Burns
Matthew
Hulse
Kara Lentz
jordan.burns@colorado.edu
hulsem@colorado.edu
+1.719.337.5357
+1.720.336.0399
EWB-USA-CU
EWB-USA-CU
kara.ewb@gmail.com
+1.571.437.2858
Mark Cormier
Karl Linden
mcormier@jvajva.com
karl.linden@colorado.edu
+1.303.806.2868
+1.303.502.0188
ParsonsBrinckerhoff
JVA Incorporated
CU-Boulder
Ariana Crespin
ariana.crespin@colorado.edu
+1.303.319.8053
EWB-USA-CU
Jacob Schultz
jacob.k.schultz@colorado.edu
+1.303.941.0801
EWB-USA-CU
Ariana Crespin
Celestin
Mitabu
ariana.crespin@colorado.edu
celestinrop@ymail.com
+1.303.319.8053
+25.0783.110.980
EWB-USA-CU
ROP
Mentor #1
Mentor #2
Faculty Advisor
(if applicable)
Health and Safety
Officer
Assistant Health
and Safety Officer
Education Lead
NGO/Community
Contact
2.0
Phone
Chapter Name
or Organization
Name
Travel History
Dates of Travel
June 18th, 2012 - July 10th,
2012
#
Email
Assessment or Implementation
Assessment
3.0
Travel Team (Should be 8 or fewer):
Name
E-mail
Phone
Description of Trip
First assessment trip to ROP
covering site assessment and
preliminary design of new school
facility to be implemented.
Chapter
Student or
Professional
1
2
3
4
5
6
7
8
4.0
Health and Safety
The EWB-USA CU travel team will follow the site-specific HASP that has been prepared
2
for this trip and has been submitted as a stand-alone document along with this preimplementation report. Please see the attached Health and Safety Plan for reference.
5.0
Monitoring -
There have been no implemented projects at the ROP, and because of this there will be
no monitoring trips included in this pre-implementation trip.
6.0
Budget
6.1
Project Budget
Project ID: ___________________________________
Type of Trip: _________________________________
Trip type: A= Assessment; I= Implementation; M= Monitoring &
Evaluation
Trip Expense Category
Estimated Expenses
Direct Costs
Travel
Airfare
Gas
Rental Vehicle
Taxis/Drivers
Misc.
Travel Sub-Total
Travel Logistics
Exit Fees/ Visas
Inoculations
Insurance
Licenses & Fees
Medical Exams
Passport Issuance
Misc.
Travel Logistics Sub-Total
Food & Lodging
Lodging
Food & Beverage (Non-alcoholic)
Misc.
Food & Lodging Sub-Total
Labor
In-Country logistical support
Local Skilled labor
Misc.
Labor Sub-Total
EWB-USA
Program QA/QC (1) See below
EWB-USA Sub-Total
Project Materials & Equipment (Major
Category Summary) add rows if needed
3
$0
$0
$0
$0
$0
$0
Project Materials & Equipment Sub-Total
Misc. (Major Category Summary)
Report Preparation
Advertising & Marketing
Postage & Delivery
Misc. Other
Misc. Sub-Total
TOTAL
(1) Program QA/QC
Assessment = $1,500
Implementation = $3,675
Monitoring = $1,125
EWB-USA National office use:
Indirect Costs
EWB-USA
Program Infrastructure (2) See Below
Sub-Total
TRIP GRAND TOTAL (Does not include
Non-Budget Items)
(2) Program Infrastructure
Assessment = $500
Implementation = $1,225
Monitoring = $375
Non-Budget Items:
Additional Contributions to Project Costs
Community
Labor
Materials
Logistics
Cash
Other
Community Sub-Total
EWB-USA Professional Service In-Kind
Professional Service Hours
Hours converted to $ (1 hour = $100)
Professional Service In-Kind Sub-Total
TRIP GRAND TOTAL (Includes NonBudget Items)
4
$0
$0
$0
$0
$0
$0
$0
$0
$0
$0
Chapter Revenue
Funds Raised for Project by Source
Source and Amount (Expand as Needed)
Engineering Societies
Corporations
University
Rotary
Grants - Government
Grants - Foundation/Trusts
Grants - EWB-USA program
Other Nonprofits
Individuals
Special Events
Misc.
EWB-USA Program QA/QC Subsidy (3)
See below
EWB-USA Program Infrastructure Discount
Amount
Total
Remaining Funds Needed
Actual Raised to Date
$0
$
(3) Program QA/QC & Infrastructure Subsidy:
Assessment = $1500
Implementation = $3,900
Monitoring = $1,000
6.2
Donors and Funding
Donor Name
Type (company, foundation, private, inkind)
Account Kept at
EWB-USA?
Amount
Total Amount Raised:
7.0
Project Discipline(s): Check the specific project discipline(s) addressed in this
report. Check all that apply.
Water Supply
____ Source Development
____ Water Storage
____ Water Distribution
____ Water Treatment
____ Water Pump
Sanitation
5
Civil Works
____ Roads
____ Drainage
____ Dams
Energy
____ Fuel
____ Electricity
Agriculture
____ Latrine
____ Gray Water System
____ Black Water System
Structures
____ Bridge
__x_ Building
____ Irrigation Pump
____ Irrigation Line
____ Water Storage
____ Soil Improvement
____ Fish Farm
____ Crop Processing Equipment
Information Systems
____ Computer Service
8.0
Project Location
Nyarugunga Sector, Kicukiro District, Kigali City, Rwanda
Longitude: 30°10'46.35"E
Latitude: 1°59'27.31"S
9.0
Project Impact
Number of persons directly affected: 200
Number of persons indirectly affected: 400
10.0 Professional Mentor/Technical Lead Resume - Please see document 405 Mentor Qualifications for Professional Mentor/Technical Lead requirements related
to the project area. This can be found in the Sourcebook Downloads on the member
pages of the website.
6
Pre-Implementation Report Part 2 – Technical Information
1.0
EXECUTIVE SUMMARY
1.1 Summary of the Project
The EWB-USA CU team is requesting TAC approval for the implementation of two,
two-story school facilities
to be built beginning in March 2013 and ending in September 2013
for the benefit of the ROP and its respective community in Rwanda. The first associated trip is to
be conducted in Summer 2013.
This project is designed to fulfill the needs of an orphanage to expand and move their
current facilities due to limitations with their current site. EWB-USA CU proposes to build two
school buildings that will house around 200 students and teachers for the local community in
order to empower the community through knowledge and education.
The Rwandan Orphans Project was formed in 2005 to work with its surrounding
community to help remove vulnerable street children from the dangers of life on the streets of
Rwanda and provide them with basic needs such as shelter, food, and medical care. Located in
the capital city, Kigali, the ROP provides children a safe haven from the streets. Currently, they
provide food, clothing, healthcare, education, and a home to 100 street boys, in addition to
assisting 60 impoverished children from the local community. Furthermore, the ROP provides
much-needed counseling and community resources to these children, as well as the wider
community. The organization works with the assistance and support of the local community
government, volunteers, and their ROP-USA Board of Directors to help improve the entire
community. The Memorandum of Understanding is written into the Community Agreement
section of this report.
EWB-USA CU Rwanda began its partnership with the Rwandan Orphans Project in
January of 2012. The ROP has proposed a program for EWB-USA CU to assist in the
development of their facilities to better serve the orphans and the community. The first proposed
project is the construction of a new, sustainable catch-up school that can accommodate 200
children from the orphanage and the local community. In addition to the project outlined in this
document, this project is split into several sub-projects to better approach the design, integration,
and implementation of the school. These include Structures, Construction Management, Water,
and Sanitation. A secondary program goal is to provide better living quarters for the boys of the
orphanage by building dormitories with smaller rooms to hold 4-6 boys each. This will improve
the quality of life for the children, as it will more closely model a traditional home in Rwanda.
The ROP also plans to expand its impact within the wider community by opening a community
center where local members may come for educational and vocational training, English classes,
and basic-needs support. Lastly, in order to smoothly transition to a community-run organization
that is adequately supported and sustainable, the ROP plans to construct industrial-sized
7
greenhouses that will bring in revenue for the aforementioned projects by growing and selling
high market value fruits year round. This is the second official trip for the structures element of
this project. An assessment trip was conducted during the summer (June – August) of 2012 for
the project to assess materials and community support, as well as for land surveys and
geotechnical analysis.
The design calculations accounted for the dead and live loads for the structure, meeting
both the requirements for the IBC and the Rwandan building code, ensuring maximum strength
of the facilities. The overall calculated safety factor was determined to be 8, which well exceeds
the required value of 2 from IBC. Lateral loads, such as seismic and wind loads, were accounted
for, and material strengths were taken from the EWB-USA CU team’s concrete testing data (see
Appendix C for concrete information and Appendix A for calculations).
The drawings for the project include a set of architectural drawings showing the outside
of the building as well as the clerestory, windows, doors, staircases, and the green roof. The
structural drawings include section views of all critical elements of the structure, showing rebar,
mortar, grout, ties, and concrete for each respective section. Additional drawings of the green
roof, grading plan, and a perspective view of the proposed structure are also included in the set,
which is referenced in the drawings section and located in Appendix B.
Concerning the construction process, EWB-USA CU will act in the role of Designer and
Owner’s Representative to facilitate a relationship between the ROP and the contractor. A
construction manager (CM) will be hired to oversee the construction and to provide quality
assurance. The CM also has ultimate liability during the construction. The CM will hire
contractor(s) to manage quality control during the project. See the constructability section for
details. The timeline for construction without unaccounted for delays initializes grading on April
4, 2013 and finishes the entire school by September 3, 2014. See Appendix G for the full
construction timeline.
1.2
2.0
Summarize Project Sustainability
INTRODUCTION
The first goal of the Rwanda Orphans Project’s master plan is the construction of a
primary school accommodating approximately 200 children in the Kigali region. This document
details the design of the project, which consists of two buildings of six classrooms each. Included
are a design overview and discussion, incorporating materials, calculations, and drawings, in
addition to supporting justifications for this proposal, such as the integration of sustainable
technologies, plans for operating and monitoring, community agreements, construction
feasibility, and financial feasibility.
The University of Colorado at Boulder chapter of Engineers without Borders USA
(EWB-USA CU) is working in conjunction with the ROP to realize a master plan for a self8
sustaining community that provides education and care for 100 street children and additional
vulnerable children in the community. The four-tier program aims to:




Open a larger, better school for children and local community members who
otherwise cannot afford education
Build new and improved dwellings allowing children a better quality of life
Open a community center offering training, support, and advice to the local
community
Create trained and experienced social workers available to the local community
The community school to be designed and constructed on a new land site by the
partnership of the ROP and EWB-USA CU is the first project in this program.
The EWB-USA CU team completed a site assessment trip in the summer of 2012.
3.0
PROGRAM BACKGROUND
Much of Rwanda’s population is under the age of 14, and because of the extreme
poverty of rural areas as well as the prevalence of HIV/AIDS in Rwanda, many of these
children are forced onto the streets of Kigali, either orphaned or in search of sustenance.
These street children are often subject to the ills of poverty, starvation, and abuse, and are
unable to access healthcare or receive education. The ROP was founded in 2005 to work
with the community in removing these children from the dangers of life on the streets and
provide the basic needs of food, shelter, and medical care. Located in the capital city of
Kigali, the ROP offers children a safe haven. Currently they provide over 100 street boys
food, clothing, healthcare, a quality education, and a home, and assist an additional 60
impoverished children from the local community. Furthermore, the ROP provides muchneeded
counseling services and community resources to these children as well as
the community at large. The organization is assisted and supported by the local
community government, volunteers, and the ROP-USA Board of Directors, with the
collaborative goal of improving the entire community. The EWB-USA CU team
partnered with the ROP on sustainable community development projects for the first time
in 2012.
This document concerns the first proposed project of the aforementioned
partnership, the design and construction of a new primary catch-up school
accommodating 200 children from the orphanage and local community, which also
incorporates sustainable technologies. A secondary program goal is the provision of
better dwellings for the boys of the orphanage in the form of newly constructed
dormitories with rooms housing 4-6 boys each. This will improve the quality of life for
these children, as the proposed rooms are smaller than those currently provided and will
more accurately model a traditional home in Rwanda. The ROP further plans to engage
with the wider community by opening a community center where locals may come for
educational training, English classes, and basic-needs support.
The EWB-USA CU team completed a preliminary assessment trip to the proposed
construction site in the summer of 2012. The ROP has recently purchased a new piece of
land in order to move from the current property which they do not own. The primary
9
objective of the travel team was to collect data on and around the new site, including
mapping various aspects of the area and conducting geotechnical, energy, water, and
sanitation assessments for the proposed construction project. EWB-USA CU worked with
the ROP and community leaders throughout the assessment period to identify
developments the community would like to see actualized by the site master plan and
how different combinations of construction projects and support systems will work in
conjunction to optimize the environmental and financial sustainability of the community.
The EWB-USA CU team established partnerships and coordinated solutions for getting
building supplies to the site, finding qualified staff to facilitate and participate in
construction tasks, obtaining any machinery than may prove necessary, as well as
determined which partners are able to assist in sourcing, foremanship, and other
contracting needs for the completion of the ROP catch-up school project.
Upon completion of the summer 2012 assessment trip, EWB-USA recommended
the EWB-USA CU team divide the construction project into multiple sub-projects
independently focusing on the development of respective construction and support
systems for the primary school. These sub-projects include energy, water, and sanitation
projects for the new school site, in addition to the structural project addressed by this
document.
4.0
FACILITY DESIGN
This section includes a description of the proposed facilities for the project as well as a
portion of the EWB-USA CU team design calculations and drawings, which will be presented
more completely in an upcoming pre-implementation report. This section will also detail the
reasoning behind the various aspects of the design plan, present building code standards as
administered by the government of Rwanda, and discuss design specifications requested by the
local community. Data to support the calculations provided in this section is located in
appendices and referenced where appropriate.
4.1 Description of Facilities
The school consists of twelve classrooms separated into two six-room blocks.
Each of these blocks make up a rectangle and these two rectangles will be aligned in the shape of
an ‘L’. This shape was chosen for two reasons. First, one length of the ‘L’ will define the
property boundaries, and second, this design creates a large open space on the interior of the
property, which allows for a safe and inclusive area for various activities, possibly including a
playground. The foundation will consist of concrete. The building will include a pathway around
the exterior, which is both aesthetically pleasing and provides a stable walkway regardless of the
weather. The exterior walls will be constructed of concrete masonry units (CMUs). These will
most likely be plastered and painted over at the ROP’s discretion. Large banks of windows with
clerestory ventilation will be strategically placed, allowing for maximum natural lighting and
ventilation. Each classroom will contain standard wooden doors, opening towards the center of
the facility. There will be exterior steel staircases located on the sides of each building to allow
access to the second floor. The roof will be a reinforced concrete slab and will have a slight slope
to allow the capture and drainage of rain water. Update after roof discussion. Are we going to
talk about the two-stage roof build here?
10
4.2
Description of Design and Design Calculations
4.2.1 Design Specifications
4.2.1.1 Structural Calculations
Building design was done in accordance to the 2009 version of the International Building Code
(IBC), which, for structural design, largely references the American Society of Civil Engineers (ASCE) 3182005 building code. Accordingly, our load calculations were made according to ASCE and IBC standards,
including live and dead load assumptions for standard educational institutions, as well as load
combinations.
Once the controlling load combination was determined (21 Pa), tributary area was calculated for
each 600 cm long section of wall, as this is the length of wall per steel reinforcement bar. This area (6.6
m2) was then used to calculate the force that must be sustained by each reinforced section of wall (134
N). Using
to calculate design axial strength
and
to find the minimum steel area necessary to
sustain flexural integrity, we find that our design holds.
Concrete samples were constructed and tested in order to determine how high an impact lowerstrength concrete will have on our design, should in-country materials be found less reliable than
American materials. Our design is such that, at 100% design strength (47 MPa), we have an axial safety
factor of over 4, and a flexural safety factor of 2.5, but the structure still holds at 70% design strength
(20 MPa) with a design axial strength safety factor of 3 and a barely above capacity flexural strength
value.
Following is a brief summary of other ASCE checks that have been implemented into our design:
According to ACI 318M-05, maximum factored moment for an isolated footing shall be
computed by passing a vertical plane through the footing and computing the moment of the forces
acting over the entire area of footing on one side of that verticle plane when that footing is located
halfway between the middle and edge of the masonry walls. (15.4.2)
Footing shall be reinforced longitudinally with not less than two continuous reinforcing bars
larger than No. 13 and total area >.002Ag (22.10.1)
Walls are designed for eccentric loads (14.2.1) and shear design is done in accord with 11.10.
Walls are anchored to intersection elements such as floors and roofs (14.2.6)
All windows and door opening shall be framed with no less than two No. 16 bars, and extend
past the corners by 600 mm or more.
Minimum Reinforcement (14.3)
11
Minimum ratio of vertical reinforcement area to cross concrete area:
.0012 assuming deformed bars no larger than No. 16
Minimum ratio of horizontal reinforcement:
.002, see assumptions above
4.2.1.2
Overview of Structural Materials
The structure is to be built mostly with concrete and rebar. The cmu’s are to be mixed
according to the ratio 1:2:3 (Portland I cement, sand, aggregate) by weight or 1:2:4 by volume
and the mortar and grout are to be mixed in the ratio 1:6 by volume or 1:4 by weight. These
specifications were taken from the EWB-USA concrete guidelines and verified by experimental
testing in a lab. These materials are to be specially mixed in country from purchased raw
materials and overseen by the construction manager according to these specifications. The rebar
is grade #8 and was sourced in country during summer assessment. See Appendix X for more
information.
4.2.1.3
Material Properties and Stress Testing
The EWB-USA CU team performed compression tests for a series of CMU blocks of
varying cement mix amounts and performed calculations on the mix to be used in country as well
as a subgrade mix to be sure that in the case of deficient blocks, the structure would hold. The
properties, mixes, and supporting calculations are provided in Appendices XX.
4.2.2 Foundation
The ROP school will have a stone wall trench foundation supporting the load bearing
walls. This style of foundation relies on stable soil composition, which the team determined
exists on site (see Appendix X). With this geotechnical analysis, the EWB-USA CU team
proposes to implement the stone wall trench foundation design because it is relatively
inexpensive, reliable for construction, and common in Rwanda. Initial foundation
implementation will require trenching and formwork. This design will be discussed in greater
detail below and the description of labor, costs, and other factors will be discussed in other
sections of this report.
4.2.1.1 Rwandan Building Code (Foundations)
A summary of selected important aspects of Rwandan building codes as applicable to the
school foundation is shown below:
12

It shall be designed and constructed to sustain the combined dead load of the building
and imposed vertical and lateral loads, and to transmit these loads to the ground in a manner
that the pressure on the ground shall not cause settlement to impair the stability of the building
or of adjoining works or structures.

In the case of a building with two or more floors, or a building with a clear span of or
exceeding 6.0 meters, or a building with heavily loaded foundations, the Committee shall require
a soil investigation report to be submitted by the engineer.

The concrete shall be of a grade with characteristic strength of not less than 15N/mm2 at
the age of 28 days and the foundation concrete shall be of a thickness not less than its projection
from the base of the wall, buttress or pier forming part of a wall, and in no case less than
200mm.
4.2.1.2
Design Style
The stone wall trench foundation will consist of a trench that follows the perimeter of the
building, as well as the interior classroom walls. The trench will be lined with concrete, with
stone and mortar in the center (see FigureFigure 1). A concrete slab will then sit across the
concrete and stone wall to form the first floor. The stone and mortar foundation and stem walls
will reduce the amount of concrete required. Additionally, the soil type (inorganic clay) and
moisture content in the area is compatible with this design. It is consistent across the entire site,
and will not be prone to excessive settling. The concrete will consist of Portland cement,
aggregate, and sand. This is the most cost-effective material available locally for foundations and
can withstand the building’s estimated loads.
13
Figure 1: Cross-section of spread footing foundation with stone stem wall.
Ideally, concrete will be poured directly into the trench, without the use of wooden forms
on the outside of the trench (Figure 3). This is commonly practiced in Rwanda and is an effective
technique when the soil is clayey and will not crumble into the trench. The soil on the building
site was found to be a CL soil, or inorganic clay. This cohesive soil will provide the support
required to form the concrete for the foundation footings. However, the foundation will be
poured during Rwanda’s wet season, and if needed, forms will be used. A step-by-step process
for how to build these forms is included in a later section. Forms must also be used for the slab
pour.
How to build a stone wall trench foundation:
Site preparation
Materials needed:
- Stakes/dowels (to mark excavation perimeter)
- String (to mark excavation perimeter)
- Nails (to attach string to stakes)
- Hammer
- Measuring tape
- Shovels
- Pick
1. The ground should already be leveled. Mark the perimeter of the buildings using stakes
and string (see Figure Figure 2. Using stakes and string to mark the perimeter of a trench; with
offset (foreground) and without (background) for two examples: offsetting from the corner
point or using a stake without an offset). The total building dimensions should be 11.4 m
by 27.8 m. In addition to marking the exterior walls, the interior walls separating each
classroom will also need to be positioned. These walls will trisect the total building area
into three equally sized classrooms. This siting should be performed using a total station
to ensure a precise placement of the foundation.
14
Figure 2. Using stakes and string to mark the perimeter of a trench; with offset (foreground) and without
(background)
2. The trench will be slightly bigger than the stem walls. Measure 0.1 m out from the
perimeter (away from the center of the building) and mark it. This is the outer edge of the
trench.
3. Dig a trench 0.6 m deep and 0.4 m towards the center of the building along the perimeter
of the building.
Forms
Materials needed:
- Plywood (60 cm tall)
Note: in the U.S., plywood is typically sold in 4’ x 8’ sheets, which translates to about
122 cm x 244 cm. If this is the case in Rwanda, sheets can be cut in half along the 122 cm
side to build forms of the right height.
o Total amount needed for outside trench (one building) = 93.12 m² or 155.2 m
length by 0.6 m height.
o Total amount needed for interior walls (one building) = 27.36 m² or 45.6 m length
by 0.6 m height.
- Nail strapping and scrap pieces of plywood (to hold forms together)
- Nails
- Hammer
15
1. Since the forms need to be installed below ground level, it’s easier to nail the bottom 2x4
to the plywood, set the boards into the trench, and then secure them from above.
2. Nail the forms into place with a shorter piece attached across the trench (see FigureFigure
3 below).
3. Nail strapping, if available, can also be used to hold the forms together and save wood.
Figure 3. Cross section of trench with forms.
Pouring concrete
Materials needed:
- Cement, sand, water, and aggregate to make concrete
o Total concrete needed for foundation (one building, not counting slab) = 12 m³.
See Appendix X for instructions on concrete mixing.
- Concrete mixer
- Tamping device (bar, wood, etc.) to tamp down concrete as it’s being poured
- Sun shades (if pouring in hot weather; see tips below) such as fabric
- Hose or sprayer to keep concrete wet
Hot weather disclaimer: High temperatures accelerate the hardening of concrete and more water
is generally required to maintain workable consistencies. However, if the water-cement ratio is
not maintained by adding additional cement, strength and durability will be reduced.
If the air temperature is above 90˚F or if it is windy and the humidity is low, take extra
precautions to ensure that the top layer of concrete will not dry and shrink faster than the bottom
layer.
Hot weather tips:
 Store materials out of direct sunlight.
 Use the coldest water possible to minimize evaporation.
16




Plan ahead and try to pour the concrete in the cooler part of the day.
Wet the ground before the pour. This will reduce the rate of evaporation.
Provide sunshades to control the surface temperature.
As soon as the pour is complete, keep the finished surfaces damp for the next few days.
Wet weather disclaimer: Light rain will not significantly impact concrete curing, since concrete
must be kept wet for a few days. However, if the rain is heavy or continues into the second week
of the curing process, cover the concrete with plastic sheeting. Make sure water is not pooling in
any one location. Cover overnight in case of heavy rain, and cover after pouring the floor slab in
order to avoid denting the surface.
1. During the pour, tamp the concrete down, especially taking care to ensure it is compacted
around the edges and in the corners.
2. Use a piece of wood to screed; screeding is the process of running a flat board along the
top of the forms to create a flat surface on the concrete (Figure 4).
Figure 4. Leveling and smoothing concrete using a piece of wood.
Curing
Curing means keeping the concrete at the right temperature and moisture conditions during the
first few days of hardening. Proper curing is extremely important and impacts long term concrete
properties, including: durability, strength, surface integrity, water tightness, and resistance to
freezing and thawing.
The length of the curing process should be at least seven days before being built on, depending
on temperature and moisture levels; however, waiting longer will greatly reduce the risk of
cracking. Concrete continues to cure for 28 days, at which point it reaches maximum strength.
1. The temperature should be between 50- 90˚F. In Rwanda, temperature will likely not
drop below 50˚F, but if the forecast calls for high temperatures, try to keep the concrete
shaded.
17
2. Cover with burlap, roofing felt, or building paper during the curing period. Remove this
protective covering before wetting the concrete.
3. Water the concrete at least twice a day for the first three days.
4. After three days of wet curing, remove the wood forms. Wet cure for a total of seven
days.
5. Start filling in the stone and mortar filling between the concrete while it is still curing.
Stone filling
Materials:
- Stones (approximately fist-sized)
- Mortar (50/50 mix of masonry and Portland cement)
Volume to fill with stones and mortar (one building) = 12 m³
1. It may be easier to use additional forms to separate the total volume into more
manageable pieces. Use your judgment based on how large a batch of mortar you can
make at a time and the number of workers available to help.
2. Dump mortar into the form until it’s about as high as the surrounding soil.
3. While it’s still wet, add as many stones as possible without overwhelming the mortar. It
should be slightly higher than the desired level.
4. Wait seven days for the mortar to harden before pouring the slab. You can prepare the
formwork for the slab during this time.
Slab pour
Materials:
- Rebar (amount and thickness?)
- Snap ties
- Wood for forms (can re-use forms from foundation)
- Stakes
- Nail strapping
- Rebar chairs
- Cement, sand, water, and aggregate to make concrete
o Total concrete needed for slab (one building, including 2 staircases) = 67 m³. See
Appendix X for instructions on concrete mixing.
- Gravel
o Total volume needed (one building, including 2 staircases) = 35 m³
- Sand
o Total volume needed (one building, including 2 staircases) = 19 m³
- 6-mil polyethelyne sheeting or any plastic sheet(s) to cover the slab during curing.
- Compactor
1. Excavate and compact the interior area of the structure to a depth of 20 cm below the
grade.
18
2. Place forms around the perimeter of the slab (27.8 m x 11.4 m for one building). Use
stakes and nail strapping to hold the forms upright. Remember that the forms need to be
35 cm tall, to incorporate gravel, sand, and concrete.
3. Directly above this compacted soil, fill the area with 10 cm of gravel to prevent moisture
in the soil from reaching the slab. This layer should be compacted.
4. Next, lay a 5 cm layer of sand above the gravel to improve desiccation during settling
and during the lifetime of the slab.
5. The final layer between the slab and the subgrade is a thin vapor barrier made of plastic
(commonly 6-mil polyethelyne sheeting.)
6. Next, a grid of rebar will be supported above the vapor barrier using “chairs”. This grid
will be constructed with the spacing at __. The grid will be held together using metal ties
at each connection in the grid (see Figures Figure 5 andFigure 6).
Figure 5. Connecting the rebar using metal ties and a nail.
7. Rebar chairs are required to suspend the rebar above the ground. These can be bricks or
stones, as long as stones are generally the same height. Rebar chairs can also be
constructed with concrete. Place the chairs high enough to elevate the rebar in the middle
of the slab (0.1m above ground). (see Figure 6. Rebar reinforcement for a concrete slab.).
8. Since the walls will be built directly on the slab, L-shaped rebar must be embedded into
the slab at each block cavity location for masonry block walls (see Figure 6. Rebar
reinforcement for a concrete slab.).
19
Figure 6. Rebar reinforcement for a concrete slab.
Note: If L-shaped rebar is unavailable, bend the rebar by building a jig. The jig
can be built with two pieces of wood, nails, and scrap rebar (see Figure 7).
Figure 7. Rebar to be bent is placed in the jig between wood and metal rods and bent with the hand tool
or pipe.
9. The slab will have expansion joints, which will divide the large slab into __ m smaller
sections.
10. Oil the forms to ensure that they can be removed from the slab after they it sets.
11. Wet the forms and the subgrade.
12. Mix and place the concrete (see concrete mixing appendix X), rodding to eliminate voids.
13. Use a 2X4 to screed the top of the slab. Finish the smoothing process with a trowel.
14. After three days of wet curing, remove the wood forms. Wet cure for a total of seven
days, and let curing finish completely for 28 days.
20
4.2.2.2
Final Loadbearing Calculations
The final loadbearing calculations for the above section are provided in the calculations
section of the report and in Appendix X. Based on the results of the calculations done by the
EWB-CU Rwanda team, the structure has a safety factor of 8, which supports the current
design’s stability and strength.
4.2.3
Walls
This section details the wall construction processes. In general, the EWB-USA CU team
will use concrete masonry units (CMUs) to build the wall frame which will be reinforced with
rebar and mortar. A series of windows will be inset into the walls, with spacing in between for
load bearing supports. All external and internal walls will be load bearing to ensure maximum
load bearing capacity and stability. Additionally, a clerestory system will be incorporated in the
walls to provide natural ventilation throughout the building. These ideas are expanded further in
this section and relevant calculations, material properties, and the results of stress testing of
relevant materials are provided as well.
4.2.3.1 Rwandan Building Code
A summary of selected important aspects of Rwandan building codes as applicable to walls is
shown below:




Adequate means of supporting the superstructure shall be provided over every opening
and recess in an external wall or party wall. These openings shall not compromise the
walls’ integrity.
No wall shall permit the passing of moisture or penetration of rain.
Provisions shall be made to secure the roof to the wall structure against uplift due to
wind forces.
No wall shall be less than 200 mm thick, and must be structurally adequate and approved
by the committee.
4.2.3.2 Concrete Masonry Units and Reinforcement
All walls of the structure will be constructed using concrete masonry units (CMUs) since
they are durable, cost effective, and regionally appropriate. A CMU, also referred to as a
concrete block, a cement block, or foundation block, is a rectangular brick typically made from
cement, aggregate, and sand. CMU’s can be made with varying geometries, but usually have
21
some sort of hollow sections called “cores” which are used to reduce weight as well as provide a
means of insulating or reinforcing the structure.
The CMUs to be used in building the schools are 0.4m x 0.2m x 0.2m (LWH) and will
consist of 1 part Portland cement, 2 parts sand and 4 parts aggregate. These will be made by a
local Rwandan company with oversight from the community and construction manager. Each
CMU will have two cores which can be filled with a concrete-like grout (Need sourcing) and
reinforced with rebar extending out of the foundation for additional strength. This reinforcement
technique will be used every 4 cores (see Figure 3).
The grout can be classified as either coarse or fine depending on the type of aggregate
used (“fine” grout contains only fine aggregate, whereas “coarse” contains both coarse and fine
aggregates). The type of grout used is only dictated by the dimensions of the CMU cores as well
as availability of material in country, since there is no significant difference in compressive
strengths obtained by using either fine or coarse grouts. In general, if clearance between the
rebar and CMU wall is 1/2in. (1.27cm) or more, then coarse grout is used. It should be noted that
grout is neither concrete nor mortar, as it is poured with a significantly higher water-cement ratio
than concrete so that it can completely fill the CMU cores and surround the rebar reinforcement
rods. In a slump test, grout should have an 8 or 9 inch (about 20-23cm) slump for damper
climates/wider core spaces. 25-28cm should be used for dryer climates. (Can include instructions
for how to perform a slump test here, although I’m guessing we need one for our foundation
concrete as well, so should we detail it there?)
Each individual CMU will be separated by a 1cm space filled with mortar. The outside
of the CMUs will be waterproofed per the Rwandan Building Code using an external waterproof
paint. An effective option for this is any silicate-based or siloxane spray, which chemically reacts
with the CMU’s to repel water (more options to come).
22
Figure 3: Left to right-Visual Example of CMU Wall Construction and a basic CMU block
How to Build Load-Bearing CMU Walls:
Materials Needed:
- CMUs as main wall construction material.
- Mortar for binding CMU’s together
- Trowel for applying mortar
- Mason’s Level (about 1m long) for ensuring accurate block laying.
- Wooden stakes for construction of guideline forms
- String for use in guidelines
- Plum bob for finding exact corners of foundation
- Concrete-like grout for filling CMU cores around rebar
- Rebar for wall reinforcement
- Jointer for smoothing mortar joints between CMUs
1. Prepare to lay the CMUs by driving stakes into the ground to build an L-shaped form at
each corner of the foundation. These stakes and forms can be made from scrap wood on
the site.
2. Tie string to the forms, lining the perimeter of the
foundation. Use the points where the lines cross as
reference points for the corners. Hang a plumbob from the
intersections to find the exact corner (See Figure 3).
Figure 3: Example of guideline construction
3. Determine the exact number of blocks needed by laying a dry horizontal run of CMUs
without mortar. CMUs will be “strung on” the rebar extending out of the foundation. Be
sure to account for the 1cm space between CMUs. The number required should be in
accordance with calculated values. Be sure at this point that rebar extending up from the
foundation is properly positioned, taking note of window and door locations. Also take
note of where electrical conduit lines are located, as the CMUs will need to be strung
onto these as well, with custom drilled blocks properly positioned for conduit access.
23
4. Once the number of CMUs needed is verified, the
blocks can be removed and the actual laying of
the first course can begin. Spread the mortar
about 2.5cm deep and 20cm wide along the edge
of the foundation where the CMUs are to be laid.
Extend the mortar out about 3 or 4 block lengths
(1.2-1.6m). Put a furrow in the mortar with a
trowel to keep the mortar out along the edges
when the CMUs are laid (See Figure 5).
Figure 5: Example of furrowing mortar
5. Set the corner block first. It should have a flat finished
end. Make sure that it is properly positioned as all other
blocks will be aligned with this one. Lay about 2 or 3
blocks in each direction, applying mortar to the ends of
the blocks with a trowel and maintaining a 1cm space
between each (See Figure 6) String the blocks onto the
rebar where necessary; there should be one piece of rebar for
every
4 CMU of
holes.
Follow
Figure
6: Example
mortar
application
the same procedure for the other corners as well.
6. Tie guidelines between corner blocks to be used in keeping the CMUs level and be sure
they are kept tight at all times. Continue to lay the blocks and use a mason’s level or
some other type of straightedge to ensure correct alignment, both along the top and side
edges. Blocks may be tapped to adjust their position as long as the mortar is still wet and
has not yet begun to set. As building progresses, build up the corners first, keeping them
about a block or two higher than the other runs until the job is
completed.
7. Measure the length and height of the wall every two or three
runs. A mason’s level can be held diagonally along the block
corners to check for accuracy. The corners should all touch the
level evenly if the blocks have been accurately laid (See Figure
7).
Figure 7: Diagonal use of straightedge
8. At door and window openings, pre-cut, half-length CMUs will be used to make a
vertically even opening. Once the first floor wall height reaches door and window height,
the concrete door and window frames must be poured. To do this, construct wooden
framework for a 0.2m x 0.2m column running up the sides and across the top of the
24
opening. This poured feature should have 2 continuous, bent rods of rebar running up the
sides, along the top, and extending down into the foundation. These structures will act as
the lintels for the door and window openings so as to avoid using different types of CMU
blocks for a lintel structure. How long do these need to cure before construction can
continue?
9. Be sure to use clerestory CMUs at clerestory openings, or simply turn normal CMU’s
sideways so that cores provide openings through the wall. These are located at the base
and top of the front and rear walls respectively, and provide a simple but effective system
of ventilating the building.
10. Use a trowel to scrape off excess mortar as blocks are being laid. Once the CMUs are in
place, use a jointing tool to add a smooth finish to the joints.
11. Use rebar ties to extend rebar up through the second floor. Fill each core containing rebar
with concrete-like grout.
4.2.3.3 Electrical Conduits
Electrical wiring will run throughout the building through PVC tubes. These tubes will be
run vertically through the CMU cores in the walls where there is no rebar reinforcement. To
accommodate this, a custom CMU will be used with a simple hole cut out of its side (see Figure
8). This block will be used in all places where a hole is necessary, and can be easily made from
the main block type used in the school walls without having to pour a whole separate style block.
These holes will in no way compromise the structural integrity of the wall (Are there calcs to
support this?). There will be 2 conduit openings per wall per room, so that each room will have
8 total conduit points.
Figure 8: CMU will be modified for conduits my removing a section
of its side, shown here crosshatched in red
25
4.2.3.4 External Walkway and Stairs
Attached to the ceiling slab (Note “ceiling slab” always refers to the ceiling of the first
floor which is simultaneously the second floor, floor slab) will be an external walkway that
wraps around the front and sides of the building and provides access to the second floor and the
roof via staircases on the sides of the building. The walkway around the second story will be a
concrete cantilever that will extend 1.5 meters from the ceiling slab set between the first and
second floors. Rebar reinforcing the ceiling slab will extend the extra 1.5 meters out to provide
the reinforcement for the walkway, and as a result the walkway will have the same dimensions as
the ceiling slab with a thickness of 0.2m.
External stairs will be made of steel and will meet the Rwandan Building Code standards
(see Rwandan Building Code, Ninth Schedule) of 1.2 meter width, 0.17 meter maximum riser,
0.28 meter minimum tread, and 2.1 meter headroom for public buildings. There will be one
staircase on the short side of each building, providing two options for second story and roof
access. Stairs will be supported by (dimensions?) concrete columns extending out of the
foundation. These columns will be poured using wooden forms. Need to add more details from
Revit drawings, probably the last of what needs to be done for this section.
4.2.3.5 Doors and Windows
There will be openings in the walls on the front and back of the building for doors and
windows. Along the front of the building there will be one door opening for each of the three
ground level classrooms as well as one opening for each of the three second floor classrooms that
will provide access to the external walkway. There will be 12 window openings per building: 2
windows per classroom – one in front and one in back. The Windows will be 1m (5 CMU runs)
above the floor slab and ceiling slab for the first and second floors respectively.
Opening for the doors and windows will be built into the CMU walls. Rather than using
lintel blocks, each opening will be spanned by a rebar-reinforced concrete beam resting on two
rebar-reinforced columns on either side of the opening. These columns and beams will be 0.2m x
0.2m and will be constructed using wooden framework in one single pour, with 2 rods of
continuous rebar running throughout, forming the upside-down “U” shape needed.
4.2.3.6 Final Loadbearing Calculations
The final loadbearing calculations for the above section are provided in the calculations
section of the report and in Appendix X. Based on the results of the calculations done by the
26
EWB-CU Rwanda team, the structure has a safety factor of 8, which supports the current
design’s stability and strength.
4.2.3 Roof
4.2.3.2
Rwandan Building Code
Here is an abbreviation of the Rwandan building code’s most important aspects as applicable to
our roof.


The roof of a building shall be designed and constructed so as to sustain dead and
imposed loads, wind or other forces to which it may be subjected.
The roof must be durable, weather proof, and adequately covered to protect against fire,
and the spread of fire to other buildings
4.2.3.3
Design Style
This section describes the elements and processes inherent in the school’s roof design and
specifies the construction methods, materials, and design to be used in the final implementation.
Elements will be justified with calculations (Appendix A) and drawings (Appendix B), and
material properties in (Appendix C) will be referenced for additional information and detail.
Overall, the roof will be constructed using steel trays or concrete forms and wooden, external
formwork with wooden joists for support. Rebar will be imbedded into the form prior to concrete
pouring and will be tied to the structural beams and CMU walls for stability. Additionally, the
loadbearing walls will be directly attached to the roof slabs during pouring to create a seamless
transition and rebar will be bent through the walls and across the roof slab for a firm rebar
support using ties only at junctions as necessary. Additional detail will be given in the following
sections and references will be given to the appropriate supporting sections.
4.2.3.4
Wooden Joists
In order to support the steel pan that will act as the formwork for the concrete roof,
temporary wooden joists will need to be erected and placed to ensure that the dead loads from
the concrete pour and the pan are well distributed, so that they will not sag during construction.
Based on material sourcing done this past summer (EWB-USA CU Rwanda 522 PostAssessment Report, August, 2012), the primary lumber available in country is imported pine
wood (Appendix D), which comes in the form of 2x4 strips of wood with length to be confirmed
prior to roof construction. The length needs to match the ceiling height of 2.5 meters, so lumber
strips will need to be at least 2.5 meters, which is well within the length of standard issue 2x4
27
wood that would be expected in country. As long as the wood length is longer than this, the
wood can be cut using a wood saw to 2.5 meters and provide a sturdy frame for construction. See
Appendix E for an estimated location diagram of wood joists and supporting calculations. The
roof construction will require 30 2”x4”x2.5m pine boards per building to be placed under the
supervision of the construction manager as described in the Constructability section of this
report.
4.2.3.5
External Formwork
The external formwork of the mold will consist of wooden forms. The wooden forms will
be made out of lumber that will surround the exposed vertical parts of the concrete while it sets
to force it into the desired shape and provide structure for the pour. The forms should be sitting
on the steel trey which will provide the vertical support for the concrete (see below). When
concrete is placed in the formwork, the forms must be able to adequately retain the wet concrete.
To keep the concrete in place, the form lengths will be nailed together, which will allow easy
removal of the forms once the concrete is poured. The forms will be stripped off after a cure time
of 14 days. If possible, the formwork will be oiled prior to each pour to avoid damaging the
concrete while removing the forms. A simple vegetable oil will be sufficient for this purpose. In
case of damaged concrete, the portion of damaged material is to be removed and replaced with a
new pour and forms. The wooden forms themselves will be slightly over 0.2 meters tall and will
be poured in smaller sections due to the small size of in-country mixers. These sections should
be no smaller than 5 square meters (60 sections per roof) and no larger than 20 square meters (15
sections per roof) and final section determination will be made by the construction manager
based on the equipment and manpower available at the time of the pour.
4.2.3.6
Steel Tray or Concrete Form
To hold the concrete in place, a steel pan or concrete form will be placed resting on the
cmu’s and supported by wood joists as described above. After additional formwork is placed as
needed, concrete will be poured into each pan section, supported by the underlying pan and
joists. The concrete will then be leveled and smoothed to create a flat surface. Depending on the
exact type found in country, the pan can either be removed once the concrete is dry or it can be
left in place and be painted over at the discretion of the community. Material sourcing will be
undertaken in country to verify the exact type of forms or pans available for use.
4.2.3.7
Internal Rebar
#8 Rebar bars will be used to add strength to the overall structure of the roof because
concrete is a material that is very strong in compression, but relatively weak in tension. To
compensate for this imbalance in concrete behavior, rebar is used in it to carry the tensile loads.
The frame itself will have rebar spaced at 0.6 meter intervals bent into the roof frame. The rebar
should be raised so that it is in the center of the wet concrete (instead of resting on the bottom)
28
when the concrete is poured. The rebar reinforcement in the wall will be bent at a right angle
toward the center of the roof at 0.1 m above the top of the CMU walls and the concrete will be
poured around it.
4.2.3.8
Concrete Pouring
Because the roof is so large, the concrete pouring will be done in sections to make the job
more manageable (find out the dimensions of the sections). Concrete is poured directly from the
chute of the ready mix truck into the mold, into a wheelbarrow or pumped into placed with a
concrete boom pump (find out what kind of truck we will be using). Be sure to start pouring the
concrete in the corner that is farthest away from the concrete mixer because normal concrete
weighs approximately 150 lbs/ft3. Use shovels and/or rakes when poring to remove any air
bubbles, voids or air pockets that may be present but be sure not to excessively handle it because
it can cause segregation of the course and fine aggregates. Do not wet the concrete so it can be
raked or pushed into a location far from where it is. After the concrete has been poured be sure to
smooth it out using a concrete float, roller or a straightedge (find the right kind to use). Be sure
to finish before bleed water appears on the surface. Bleed water is sometimes referred to as water
gain. It is a particular form of material segregation in which some of the water from the concrete
comes out to the surface of the concrete. The accumulation of water creates water voids which
reduces the bond between aggregates and the paste. It is possible to prevent bleeding by making
sure that the mixing proportions are uniform and a complete mixing. It is not critical that the
finished concrete is perfectly smooth, but it is important that any high or low spots are worked
out, which is to prevent water from pooling. Afterwards, cover the concrete with a thin sheet of
plastic to keep any moisture from getting in. (find out what kind of finish we want on the
concrete). Once the finish is complete, the concrete can rest and begin to cure (get hard). The
curing process lasts 28 days but the first 48 hours are the most critical.
4.2.3.9
Protective coating
After it is finished, remove the outer perimeter bracing and any temporary shoring that
were installed during construction. Clean the surface of any remaining mortar droppings, dirt and
any other foreign matters by brushing and washing. Repair any patches on the exterior surface
by plastering (find out which kinds to get) followed by an application of a coat of waterproof
concrete paint (find out which kinds to get) after wetting the surface completely. Thoroughly
mix two (2) parts of cement paint (find out which kinds to get) and one (1) part of water. Take
care to add cement paint gradually to the water and not visa versa. Add remaining one (1) part of
water to the mixture. Stir solution thoroughly to obtain a uniform finish. Apply prepared solution
uniformly to the exposed sections of concrete with bushes, painting rolls or spay machine after
cleaning and wetting concrete the surface. Be sure to use the solution within one hour after
mixing otherwise it will thicken and affect the finish. Allow at least 24 hours to allow the first
coat to set, than repeat the application process for the first coat for a total of two (2) coats. Since
hardening or paint film depends on the availability of moisture for chemical reaction with
29
cement, he water should be sprinkled on painting surface for at least two (2) days. Concrete
sealers are coatings applied to concrete to protect it from corrosion while the concrete paint will
help prevent water from getting inside of the concrete, resists the formation of fungus and algae
on the surface and help seal the plaster patches. These additions will extend the life of the
concrete.
4.2.3.10 Final Loadbearing Calculations
The final loadbearing calculations for the above section are provided in the calculations
section of the report and in Appendix X. Based on the results of the calculations done by the
EWB-CU Rwanda team, the structure has a safety factor of 8, which supports the current
design’s stability and strength.
4.2.4 Ventilation
Natural ventilation is an increasingly attractive method for providing acceptable indoor
environmental quality and maintaining a health, comfortable, and productive indoor climate.
Ventilation is an important consideration in school construction, especially in Rwanda. Many of
the existing Rwandan schools have difficulty providing children with a temperate environment
that can truly facilitate the learning process.
The EWB-USA CU team has previously considered two types of ventilation, natural and
forced-air, in order to establish a solid venting and air system for the project. The chosen plan
consists entirely of natural ventilation, utilizing the design of the building to provide its
occupants with a comfortable environment. Natural ventilation relies on pressure differences to
move fresh air through rooms. These differences can be caused by wind or from a ‘buoyancy
effect’ created by temperature or humidity differentials. In either case the effectiveness of
ventilation will depend on the size and placement of openings in the building.
Natural ventilation is less effective than forced-air systems at reducing humidity of
incoming air, but is equally effective at alleviating odors, providing oxygen, and regulating
thermal comfort when implemented correctly. The air exchange rate and temperature control
within the proposed facility are thus an integral part of the design. The measures used to provide
ventilation consist mainly of clerestory ventilation installed into the walls. The clerestory
ventilation system in the school buildings will take advantage of two natural ventilation drivers:
wind and buoyancy. It will be implemented by two rows of ‘open-style’ clerestory bricks, one
row on a lower course of a windward side wall and one upper course on the leeward side of the
wall, on opposite sides of every room.
4.2.4.2
30
Rwandan Building Code
Here is an abbreviation of the Rwandan building codes as applicable to our Ventilation.

A room must have in the external walls enough openable windows as to provide lighting
and ventilation for the room. These windows must have shutters and a total area of not
less than 10% of the floor area of the room
4.2.4.3
Design Style
After analysis and careful consideration, the EWB-USA CU team has chosen to design
the ROP primary school with a clerestory ventilation system. Clerestories are historically known
as rows of windows placed high on the walls of buildings for the purpose of lighting the
structure. Due to their placement in a structure, clerestories are well suited for ventilation. In
rural areas, such as the ROP school location, it is not uncommon for the standard glass windows
to be replaced with mosquito-net covered opening in the walls or grates.
Clerestory design was selected over a forced air system for a number of reasons.
Primarily, clerestory is a natural ventilation process that does not require power inputs and is a
mechanically simple process. This system will require much less attention and maintenance than
a forced air system. Moreover, clerestory ventilation has a much lower overall cost than other
systems.
Figure 8: Example Concrete Masonary Unit with Clerestory Ventilation Pattern.
31
Clerestory will be installed on
one row of each side of the wall;
however the height location of the
clerestory course is different on each
side of the classroom walls. A
clerestory concrete block will be used
for each row, as shown in Figure 1.
The row will encompass 80% of the
entire wall course for that row.
This is so that you can have
non-clerestory sections in that course
for full CMU to run rebar through? I
thought that would be useful.
For these two rows of ‘openstyle’ clerestory blocks, one row will
be a lower course on the windward
side wall and one will be the upper
course on the leeward side of the wall, on opposite sides of every room. The height of the
clerestory row is one course of Concrete Masonry Units, which will be 0.2m in height
(dimensions will be 0.4m x 0.2m x 0.2m (LWH) per block). These units will also be covered
with grating or wire-mesh on the
outside, so as to prevent large insects, Figure 2: Example air and temperature flow of
birds, or objects from being lodged or opposite clerestory rows and windows.
nesting in the clerestory openings which
would decrease their efficiency and be aesthetically unappealing.
32
Figure 9: Benefits of Clerestory Ventilation and Lighting
Keep this photo or not? I couldn’t decide.
Every classroom will have two windows on each side of the opposing sides of every
classroom, measuring _____m by _____m in height and width respectively, windows will cover
_____% of the wall area, this also meets the following building code for Rwanda, which states:
A room must have in the external walls enough openable windows as to provide lighting
and ventilation for the room. These windows must have shutters and a total area of not
less than 10% of the floor area of the room.
This is determined by having four times the window dimensions for every room,
additionally each classroom will have two doors measuring _____m by _____m in height and
width respectively, adding a total possible ‘open wall’ area of _____%.
I’m uncertain as to the dimensions of windows and doors. This also affects my
calculations in the section below.
33
Windows will be operable by the occupants, so that windows can be closed which will
guarantee a more reliable ventilation effect, unless greater winds are prevailing in which case
wind speed will allow the windows to more rapidly promote airflow than the clerestory
ventilation. In low-wind conditions or rain, closing the windows will not prevent airflow
problems due to the clerestory wall pattern design.
Wind can blow air through lower openings in the wall on the windward side of the
building. In the schoolhouse case, this is the side that faces downhill, towards the southeast and
opens to the courtyard. Wind will also suck air out of the upper openings on the leeward side of
the building as it crosses the roof. Wind causes a positive pressure on the windward size and a
negative pressure on the leeward side of the buildings. To equalize pressure, fresh air will enter
any windward opening and be exhausted from any leeward opening. An expression for the
volume of airflow induced by wind is:
Qwind = K * A * V
Where A is the area of the smaller opening in square meters, V is the outdoor wind speed
in meters per hour, and K is the coefficient of effectiveness. The coefficient of effectiveness for
the schoolhouse model will be different for each building since they are perpendicular to each
other in layout. For the building that faces downhill and is in the direct path of the wind, the K
coefficient will be 0.5 which is representative of wind hitting the lower clerestory layer and
windows at approximately 70 degrees incidence. For the building that faces parallel to the hill
the efficiency is significantly since it is not perpendicular to average wind paths. The K
coefficient for wind-parallel build is 0.15 since wind will enter windows and clerestory at an
indirect incidence angle.
Both of these are conservative uses of the K coefficient, which will change based on the
daily winds at the site. Because the area on the windward sides of the buildings will be an open
play area for students, there will be no obstructions for wind flow into the lower clerestory
ventilation and windows allowing for a more uniform ventilation pattern for each classroom.
The height of the clerestory row is one course of Concrete Masonary Units, which will be
0.2m in height (dimensions will be 0.4m x 0.2m x 0.2m (LWH) per block).
34
Each classroom has a dimension of 9m x 11m, with 9m being the side that has clerestory
ventilation and doors and windows. Because doors and frames are ______. Average wind speed
for the area is estimated to be _______, the Qwind measurement is _______.
Figure 10: Patterns of airflow, by using opposite windows and clerestory rows, the school
design will use the right-most airflow pattern.
Temperature differences between warm air inside and cool air outside can cause the air in
the room to rise and exist at the upper level clerestory layer, while allowing cool air to enter via
the lower layer on the windward side. Using natural ventilation with wind, each classroom will
have sufficient airflow and heat will be transferred out of every classroom utilizing the upper and
lower concrete clerestory ventilation patterns.
4.2.5 Erosion Control and Drainage
4.2.5.2
4.2.5.3
4.2.5.4
4.2.6 Grading
4.2.6.2
Rwandan Building Code
Design Style
Calculations and Justifications
Design Methods
Excavation of the site will be prior to laying the foundation. There must be a level, 1
meter deep building footprint to lay the foundation. The building perimeter is 27.8m x 11.4m.
The ground will be excavated 30cm outside the building perimeter. The excavation perimeter is
12m x 28.4m.
The school building running the width of the site will be a cut project. To level the site,
all of earth will be removed from the site. The building running the length of the site will be a cut
and fill project. The first 14.5m of the building footprint will be excavated. From then, earth will
fill the site where the building will sit to make the building site level.
35
4.2.6.3
Justifications
The grading plan was calculated using the average-end-area method. Please see below for
earthwork volume sheets for both buildings.
4.2.7 Daylighting
Daylighting effects were accounted for in this project to provide maximal ambient light
and reduce the electrical costs necessitated by internal lighting. Electricity will still need to be
36
implemented for night classes, but the goal of the EWB-USA CU team is to minimize or
eliminate the need for electrical lighting during the daytime.
To allow maximum daylight usage, a series of window banks have been added to each
building’s long face. Nine 1x1.5 meter windows will be constructed lengthwise into the walls of
the long faces of each floor for a total of 36 windows per structure. For one building, the
windows will be faced north and south, the other, east and west. The building facing east/west
should be able to maintain adequate lighting throughout the day without electrical lighting. The
other structure may require additional lighting to supplement that from the windows, which will
be implemented by the energy team as part of their project. No windows were placed on the short
faces of the buildings all structural calculations took into account the effects of the window in the
structural design as described in the walls section of the report.
4.2.8 Green Roof
As part of the school project, EWB-USA CU plans to implement a green roof system for
the use of the students and the community. A green roof system is considered a modern-age
environmentally-friendly use of roof space that provides many benefits to its user beyond
environmental impacts.
The total roof space is ~300 square meters per building. In order to effectively use this
space, the EWB-CU team plans to confine the green roof portion only to the perimeters of the
roof with a walkway between planter rows. A space will then be left in the roof center for solar
panels and electrical systems to be implemented later. This inner are will have two access points
to the external walkway which is surrounded by 1 meter-high planters on each side. These
planters will serve to keep younger students from straying into the inner yard but will still keep
the solar panels visible from the walkway.
On the external edge of the building, a 1.5 meter-high cmu wall will surround the green
roof. This will not only keep people from falling off, but viewed from outside the school, the
wall will also mask the solar panels and planters to keep them safe from theft or vandalism and
help the structure blend in with the other local buildings. This wall will be constructed similarly
to the other walls, as described previously in this report, but will be sealed on top to prevent
water from corroding the rebar and grout.
To combat water runoff, each planter will be constructed with drain outlets to allow water
to pass under them and the external wall will have drains along its length. Rainwater catchment
can be added later if desired by simply placing a gutter system on the external wall face.
The green roof will be accessible by two staircases on either side leading onto the
walkway between the planters. A gate can be added at the discretion of the community for
improved security.
37
38
5.0
5.2.2 Accounting for Future Projects
In addition to the work done to prepare for the construction of EWB-USA CU’s project,
work must be done to prepare for the various future projects that will be implemented following
the success of the structure. These future projects, as further detailed in their respective reports,
rely upon the structure being designed to allow for accommodations, and these will be discussed
briefly below. The final designs for these projects will be submitted separately and may change
from what is described here.
4.2.9.1 Energy
In order for the construction of solar panels and other energy conservation projects to be
successful, and to enable the construction of lighting, computer facilities, and other facilities that
rely upon electricity, several items were added to the buildings to accommodate these needs. In
order to ensure structural stability and ease of access for electrical implementation, the EWBUSA CU team will place electrical conduits in the concrete masonry units at regular intervals
adding up to two per wall for each external classroom wall. The internal walls will be neglected
in this process. These conduits will run the height of the building, so that electrical systems can
be wired in each classroom as well as the roof and can be accessed externally at the ground floor
for generator or grid connections.
4.2.9.2 Sanitation
No needs of the sanitation future projects require the modification of the structure at
large. However, prior to final opening of the school facilities, the sanitation team will implement
two restrooms separated completely from the school. There will be one for each gender and they
will be easily accessed from the building, yet still far enough away to not cause contamination of
the school facilities. Additionally, wash stations will be built nearby to avert uncleanliness
among the students, and the community will be educated as to the usage of all sanitation
facilities. Detailed plans for these systems will be forthcoming in separate sanitation project
documents.
4.2.9.3 Water Infrastructure
To enable the preservation of water resources for the use by the ROP campus, future
water conservation and infrastructure projects are planned. To facilitate better conservation of
water, the roof of the school has been designed with a slight slope that promotes the capture of
rain water. This will allow for gutters and a rainwater catchment system, which will divert excess
rainwater to storage tanks located along the back perimeter of the school facilities for use in
hand-washing stations or for drinking water as desired. Additional water systems may be
implemented as determined by the water projects team and will be updated in future reports.
39
5.3
Drawings
5.3.2 Rwandan Building Code
5.3.3 Site Plan
5.3.4 Utilities
5.3.5 Building Layout
5.3.6 Foundation Section View
5.3.7 Grading Plan
5.4
Names and Qualifications of Designers
Name
Kyle Meienberg
Student or Professional
Student
Jacob Schultz
Student
Casey Casias
Student
Michael Salka
Student
Kara Lentz
Mark Cormier
Professional
Professional
5.5
6.0
40
Qualifications
2nd year student in
Engineering Physics.
Former Design SubTeam Lead. Worked
with past EWB projects,
including irrigation
systems, hydro power,
and solar power.
Sophomore majoring in
Mechanical
Engineering. Former
Design Sub-Team Lead.
Experienced with past
projects, including
hydro power and solar
power.
Senior in Architectural
Engineering. Is actively
researching the efficacy
of structural code when
applied to seismic loads.
524 Preliminary Design Report Comments
PROJECT OWNERSHIP
Work Done
Design Lead. Worked
on all aspects of the
project design as well as
reviewing drawings and
documentation.
Authored
constructability section,
including all timeline
elements, as well as
giving general design
input.
Structural calculations
and design input for
specific methods and
procedures.
Drawings and general
design input.
CONSTRUCTABILITY
6.0
The EWB-USA CU team is on a design/construction schedule to ensure the school facility will
be open by September 2013.
6.1
Construction Schedule
During the summer 2012 assessment trip, the EWB-USA CU team verified that
construction projects of similar scope are completed in Rwanda within the timeframe of 3-4
months. For this project, EWB-USA CU has allotted itself two implementation trips spanning a
total of five months in country across a nine month construction period.
The design phase of the ROP school construction project will last through November of
2012. Construction is planned to occur in three thrusts. The first, in January 2013, will be the
first planned EWB-USA CU implementation trip to implement erosion and drainage systems as
well as to begin implementing the foundation for the school. The second, shorter trip in March
2013 will monitor the integrity of the foundation and erosion control systems. The third trip, a
lengthy multi-month implementation, occurring between May 2013 and August 2013, will verify
that the walls, roof, and support systems under construction for the project will meet an opening
date of September 1, 2013. A detailed construction timeline is shown further below, and a Gantt
chart is provided in Appendix D.
6.2
Role of Chapter in Construction
EWB-USA CU will be assuming the role of Designer and Owner’s Representative
throughout the construction of the school. The Owner’s Representative facilitates a relationship
between the client (the Rwandan Orphans Project) and the Contractor (TBD). The traditional role
for the contractor is to focus during construction on quality-control of the building process, while
the typical role of the Owner’s Representative (EWB-USA CU) will be on quality assurance.
This provides EWB-USA CU with limited liability on the project construction but also places the
team in an appropriate position to conduct monitoring and oversight of the construction project.
Once a design submission is approved by ROP director and coordinators, by District and
Sector leaders, and by the Rwandan governmental construction permitting office, EWB-USA CU
will work with the ROP to select a contractor to facilitate school construction.
41
6.3
Logistics
Construction logistics will be met with information and planning help from the summer
2012 assessment trip. This section will address how the EWB-USA CU team plans to
incorporate support logistics for materials purchasing and delivery to site, general and specific
labor sourcing and supply, and considerations for construction equipment.
6.3.1
Materials
EWB-USA CU has completed extensive materials sourcing research during the
assessment phase of the project and is familiar with pricing and wholesaler locations for
construction materials in Kigali. A majority of the materials for construction will be obtained at a
wholesale construction materials market, Gakinjiro Market, with the help of the partnering local
contractor. The materials will then be transported via truck or automobile to the construction site,
located 13km away by paved and dirt roads. The team compiled a material-sourcing database
during the in-country assessment trip which details price, vendor location, and specific
purchasing information and standards for every anticipated construction material to be used. The
database is expected to be extremely helpful in locating and pricing of materials for project
implementation. Additional sourcing as needed can be achieved by in-country partners, and also
during the winter assessment trip.
All materials incorporated in the school design are easily accessible in Kigali. As was
detailed above in section 4.2.3.2 CMUs , the structure is to be constructed using concrete
masonry units (CMUs) and a poured concrete roof. Concrete blocks have shown a tendency to
vary in quality and consistency is difficult to regulate in Kigali. Therefore EWB-USA CU plans
to strictly monitor the production of the concrete blocks. The strength and integrity of the blocks
will be specified in the Calculations section of this report, and testing of the concrete batches in
country will be performed regularly by the chosen General Contractor.
6.3.2
General Labor
Leaders of the Nyarugunga Sector and Kibaya Umudugadu, in which the school building
will be located, have signed community agreements with EWB-CU and ROP to provide
volunteer labor throughout the construction of the school. Local community support for the
school was pledged in the summer 2012 Assessment Trip and both community and government
authorization for local laborers to volunteer time has been acquired. Unspecialized community
42
laborers will be utilized for the construction of CMUs, and during the construction of the
foundation and the school walls and roofs. These laborers will be trained in the construction of
the specific task for which they work, providing skilled labor for the EWB build and for the
community to improve in its internal labor force.
6.3.3
Specific Labor
For a standard construction project in Kigali it is common for skilled labor to include
construction managers, site-electricians, materials engineers (concrete foreman or masons), and
an on-site civil engineering for safety oversight. EWB-USA CU will work with a contractor
partner to bring skilled labor onto the construction project. The management of the labor will be
the responsibility of the Construction manager (CM), as laid out in the CM bid and agreement
documentation.
6.3.4
Construction Equipment
Heavy equipment will not be used in this construction project. Construction for projects
of this size in Rwanda usually involve large amounts of manpower and very little specialized
machinery. All excavation and preparation for concrete pouring will be carried out by manual
labor volunteered by the community. The cost-benefit analysis of bringing in excavation
equipment and hiring a licensed operator far exceeds the opportunity cost of community
contribution. An on-site mixer will be required to prepare materials for wall construction. A
concrete mixer will be required for laying the foundation. Basic work tools such as shovels,
saws, and other hand tools will be required by the skilled technicians and laborers for the
construction project. Coordination of construction equipment (including purchase or rental,
conveyance to the construction site, and responsibility for maintenance and proper use) will fall
to the in-country construction manager selected by EWB-USA CU.
6.3.5
ROP
The role of the Rwandan Orphans Project is to hold ownership of the contracts and to
communicate between the construction parties and the community and is therefore the owner of
the contract with the construction manager. It is the ROP’s prerogative to define whether the
choice of the construction manager will be based upon qualifications or upon cost, as the ROP
will ultimately be the owner. EWB-USA CU recommends that this decision be quality-based,
with a review of the final selections including an analysis of the cost estimates. Finally, it is the
duty of the ROP to uphold proper communication and maintain agreements between the
43
community and all other parties. At no point during the project is ROP liable for the safety on the
construction site. The ROP, not EWB-USA CU, is responsible for all invoicing .with EWB-USA
CU providing its portion of the funding directly to the ROP for allocation.
6.3.6
EWB-USA CU
EWB-USA CU, as a third party, will provide independent quality assurance throughout
the construction process, which is parallel to service provided by the construction manager.
EWB-USA CU will also provide additional oversight on the budget and schedule of the build. At
no point during the project is EWB-USA CU liable for the safety on the construction site.
6.3.7
Construction Manager
The Construction Manager’s purpose, as defined in his/her contract with the ROP, is to
oversee the entirety of the construct with ultimate liability during the process. His/her
responsibilities include ensuring overall proper quality assurance, management of the building
schedule and budget, and supervising the procurement of material and labor, which will be
further detailed in the Contractor’s responsibilities. The CM will hire the Contractor, who will
work under the CM. Safety on-site may be shared by the Construction Manager and Contractor if
necessary. In the contract between the ROP and CM, the independent quality assurance checks
performed by the CM on-site must be clearly defined and include the frequency with which the
checks are performed and a description of the randomness of which the checks will be scheduled.
6.3.8
Contractor
The Contractor will be hired and employed by the Construction Manager. He/she is
responsible for controlling the quality of the individual construction aspects, upholding the
building schedule, managing the build within the constraints of the budget, maintaining safety
on-site, and procuring labor and materials. It is the Contractor’s duty, when it is necessary to
obtain a specific material or labor, to independently source at least three options, if possible.
These options will then be presented to the CM, who will approve one option to be obtained.
EWB-USA CU withholds the right to review these decisions and make recommendations to
better the decision process; however, the CM reserves the power of final selection and has
ultimate liability.
6.3.9
Sub-Contractor
The role of the Sub-Contractor will be defined in the contract between the SubContractor and General Contractor and will be limited to specific tasks.
44
7.0
SUSTAINABILITY
7.2 Background
In order to be sustainable, EWB-USA CU Rwanda’s project must be accepted by the ROP and
surrounding community and be within the community’s operational support abilities. EWB-USA
CU Rwanda is using two methods to maximize the sustainability of this project: a complete
operation and maintenance manual to serve as a reference for ROP in the upkeep of the structure,
and education on the structural construction process of this project so that ROP is integrated into
all aspects of the project.
The operations and maintenance manual will include a detailed section for each major aspect of
the project: foundation, walls/ windows, roof/ceiling, drainage and sanitation. These sections
will include a description of the system, detailed routine maintenance that should be taken, how
to troubleshoot problems with the system, and a contact list of in country professionals that can
also provide assistance. These sections will be written in non-technical language, supported by
relevant diagrams, and specific pictures of the ROP project. The first draft of this manual will be
taken to Rwanda during the winter trip this year so that it may be reviewed by ROP staff, and
potential weaknesses in the O&M plan can be identified and modified according to any
suggestions received.
To ensure that the operations and maintenance plan is used effectively, the ROP staff will be
educated in how to use the manual. Once collaboration has produced a final draft of the O&M
manual, the travel team will hold an in-country workshop where ROP staff and EWB-USA CU
team members explore the manual together and review appropriate actions to take in various
45
scenarios. This education will help to ensure that the community will know where to go if they
have any questions about the system. Along with O&M, an education push is going to be made
with community involvement in the construction process. In order to enhance quality control of
the concrete masonry units used in construction, a concrete block workshop will be held to walk
volunteer community workers through EWB-USA CU’s method of concrete making and block
production. The workshop will promote acceptable concrete component ratios, and incentivize
the community to uphold specific concrete quality standards by stressing their relationship to
building safety.
7.3
Rewrite some blurbs from the alternatives analysis report (523)
to say why these building materials are the best option. Note
they are sourced in country and maintainable. Discuss future
availability of materials, how long they will stand and amount
of maintenance required by skill and cost.
7.4
Operation and Maintenance Manual
The extended operations and maintenance manual is presented in
Appendix (add reference) and the following contacts will be used for
necessary repairs needed on site per the plan specified and others will be
sourced during the winter assessment trip prior to Spring implementation:
These contacts will be accumulated during the winter trip to Rwanda.
Problem
Contact Name
Contact
Number
Walls and Ceilings
Cracked wall or ceiling
Leak in ceiling
Need Cement Waterproofing
Foundation
Cracked foundation
Building sinking into ground
Cement is discolored
Windows
Window glass broken
Electrical
Solar panels not working
Ray Gorman
Water
46
Phone Contact Information
Great Lakes Energy,
Kigali
Member of EWB-UK
Roof
Toilets
7.5
Education
7.5.2 Use of Concrete Building workshop to enhance quality control
7.5.3 Education of stall on the use of the O&M manual
7.5.4 Teaching the orphans about engineering principles
8.0
MONITORING
Three monitoring plans will be created in the next few months before project implementation to
measure: 1) the progression of the project during construction, 2) the school’s impact on the
community after construction is completed, and 3) the structural integrity and community
acceptance of the project after it is completed.
8.1 Monitoring during construction will be conducted by the EWB-USA CU team using
a detailed schedule and checklist to ensure timely delivery of materials, completion of
construction phases, proper construction of CMUs, and so on. This monitoring plan
will also include metrics to ensure the EWB-USA CU team is fulfilling its role as
Owner’s Representative. The responsibilities of this position include: ensuring
compliance to the design during construction, resolving conflicts by presenting
options to the ROP community and keeping their best interests at the center of all
decisions, insuring workers are paid fairly, and control the overall coordination effort.
8.2 To assess the school’s impact on the community, the 2012-2013 school year at the
current ROP school will be used as a baseline to compare future results. The statistics
monitored will include: number of students, student retention, number of students
who go to university (as well as scholarships received and performance during
university), student performance on standardized tests (compared to the national
average), number of teachers employed, teacher and staff retention, other community
uses of the school, and so on. In addition, physical monitoring will be conducted and
evaluated through surveys by the students, teachers, and staff to measure room
conditions such as heat, visibility, acoustics, and other learning environment
variables. These results will be used to measure and improve conditions as necessary
to ensure a productive work space.
8.3 To track the community acceptance of ownership of this project, routine checks will
be made when the team is in country as to the physical upkeep of the building. EWBCU Rwanda will provide the community with an easy-to-reference Operations and
Maintenance manual as explained in section seven of this document that gives clear
advice on how to properly maintain the structure and associated projects.
47
These monitoring plans will encourage both short and long term sustainability by
ensuring that the project is completed as efficiently as possible, and that the impact of
the school on the community is positive and measurable to allow for improvements in
the future.
8.4 Monitoring of past-implemented projects
This is EWB-USA CU Rwanda’s first project at ROP; there are no previously completed
projects to monitor.
9.0
COMMUNITY AGREEMENT/CONTRACT
Due to the high cost of the ROP school structure and the limited fundraising capacity of the ROP and
EWB-USA CU, a final MOU between the ROP and EWB-USA CU could not be reached, which has led
to an indefinite delay in project implementation planning. The two parties were not able to come to an
agreement over the division of funds for the school project – the ROP being resistant to agreeing to
contribute any set amount of money or percentage of the total cost. Below is a draft of the most recently
circulated community agreement proposed by EWB-USA CU and edited by the ROP.
Primary School Construction Agreement
September 2012
Project Description
The Rwandan Orphans Project provides services for street children and education to the local
Kibaya umudgudu in Kigali City. A primary school is to be designed and constructed on new land
purchased by the Rwandan Orphans Project, in line with the vision to create a new community center
campus on the property. The school will serve both the resident street children as well as local children
who cannot afford the fees to attend public schools.
48
Before construction can begin:





The Nyarugunga Sector authority must confirm its commitment to organizing daily
labor for the project.
The Urban Planning office of Kigali City must produce building permits for
construction and occupational use.
The upper terraces of the property must be properly leveled.
Sand, stone, and gravel must be stockpiled
The ROP and EWB-USA CU will name a contractor to oversee construction of the
project
Stakeholder Responsibilities
Engineers Without Borders-USA ,University of Colorado Student Chapter agrees to complete the
following responsibilities during the design and construction of this primary school:




Design plans and drawings of primary school buildings and toilets
Grading plans for construction site
Submit applications for building permit through Kigali City Urban Planning Office
Operation and maintenance manual
The Rwandan Orphans Project agrees to complete the following responsibilities during the design
and construction of this primary school:






Logistical support on behalf of the EWB-USA CU team including translators and
lodging for students and mentors
Provide and pay for a 24 hour construction site security guard
Provide all educational materials and furnishings for the completed school (including
desks, tables, blackboards, etc.)
Provide teachers and administrators that comply with the Rwandan Ministry of
Education’s requirements for the duration of the school’s operation
Organize transportation of materials to and from the construction site
Funding and directing operation and maintenance of the school after construction
The Nyarugunga Sector agrees to complete the following responsibilities during the design and
construction of this primary school:



49
Organize local umudugudus to provide in-kind labor for the duration of the
construction project (EWB-USA CU has as of now been unable to reach a detailed
agreement with the Sector outlining how many workers will be provided per day for
how long)
Supervise the local volunteer labor
Dedicate required national workdays (umuganda) to providing labor support at the
construction site
The financial contribution of all stakeholders has been unable to be determined due to resistance from
ROP management. Before the MOU can be completed and the project can move forward, financial
contributions from each stakeholder need to be tied down to specific amounts or percentages of the
budget. EWB-USA CU hopes to continue to work toward a mutually beneficial agreement with the ROP,
and hopes that the issue of funding can be overcome in the future.
10.0 SITE ASSESSMENT ACTIVITIES
10.2 Objectives
10.3 Tasks
11.0 PROFESSIONAL MENTOR/TECHNICAL LEAD ASSESSMENT
11.2 Professional Mentor/Technical Lead Name (who provided the assessment)
11.3 Professional Mentor/Technical Lead Assessment
11.4 Professional Mentor/Technical Lead Affirmation
Appendix A: Design Calculations
For 70% Cement:
Properties:
f'c
Slab Thickness
Building Width
Building Depth
Story Height
Metric
14 Mpa
20 cm
27 m
11 m
4m
English
psi
in
ft
ft
ft
Dead (ceiling)
Dead (green roof)
Dead (wall)
EQ
Wind
Live
Live Roof
Rain
Snow
4.60 kN/m^2
5.98
2.15
2.15
0.00
1.92
1.92
0.00
0.00
96
psf
124.8
45
45
No Data
40
40
No Data
0
50
Load Combinations
1
2
3
4
5
6
7
LIMITING:
17.82 kN/m^2
19.29
20.25
18.14
19.34
11.45
13.61
20.25 kN/m^2
11 m wall Tributary Area:
Force/Area:
54000
5.4
109.357725
9 m wall trib. A
Force/Area
6.6
133.659442
Ag of wall:
A steel:
fy:
bw:
d:
Design Axial Strength:
524888
Flexural Strength As
113
62400
507
165
200
100
372.12 psf
402.96
422.96
378.96
403.96
239.22
284.22
422.96 psf
<--controls
Steel Type:
N
mm^2
For 100% Concrete:
Properties:
f'c (Mpa)
Slab Thickness
Building Width
Building Depth
Story Height
Metric
20.615153
20
27
11
4
Dead (ceiling)
Dead (green roof)
Dead (wall)
EQ
Live
Live Roof
Rain
Snow
4.60
5.98
2.15
2.15
1.92
1.92
Negligable
0.00
51
cm
m
m
m
Pa
Pa
Pa
Pa
Pa
Pa
Pa
English
2.99
8
88.6
36.1
13.1
96
124.8
45
45
40
40
Negligable
0
ksi
in
ft
ft
ft
psf
psf
psf
psf
psf
psf
psf
Load Combinations
1
2
3
4
5
6
7
17.82
19.29
20.25
18.14
19.34
11.45
13.61
20.25
LIMITING:
11 m wall Tributary
Area:
Force/Area:
54000
5.4
109.357725
9 m wall trib. A
6.6
kN/m^2
cm^2
m^2
kN
m^2
Force/Area
133.659442
Ag of wall:
62400
mm^2
507
165
200
100
mm^2
Mpa
mm
mm
A steel:
fy:
bw:
d:
Design Axial Strength:
747620 N
Flexural Strength As
138 mm^2
Appendix B: Drawings
52
372.12
402.96
422.96
378.96
403.96
239.22
284.22
422.96
kN
<-controls
Steel
Type:
Strong Enough!
Enough Steel!
#8
53
54
55
56
57
58
59
60
61
62
63
64
Appendix C: Concrete Material Testing
In order to ascertain the strength margins for concrete in country, the EWB-USA CU mixed three
different combinations of concrete and tested their compressive strengths. Because a common issue in
concrete mixes in regions without regulation is the utilization of less cement than called for by the mix
ratio, the EWB-USA CU team’s three mix trials were as follows: 1. at industrial standard, 2. With 15%
less cement than called for by industry standard, and 3. At 30% less than industry standard. The
construction manager will be held responsible during construction for mixing concrete according to the
industrial standard within a 15% cement tolerance.
The industrial standard was taken from EWB-USA’s concrete guidelines, which were ~1:2:3
(cement:sand:gravel) by weight. The team used mechanical scales to weigh the components
individually, zeroing out the buckets before measurements. The industrial mix, as well as the 85% and
70% strength mixes, were hand-mixed in plastic buckets and then poured into 3” cubic wooden molds,
hand-made by the EWB-USA CU team. These molds were left in a climate-controlled curing room with
near 100% humidity, where they cured for 28 days. At that point, they were each put into a
compressive strain machine and crushed. The data gathered was returned (see table at end), and our
design was catered to hold at 30% less.
Final data for each group of samples were obtained and are given below for inspection. A
sample output from the testing is given in Appendix H.
70% Mix 3
S1
S2
Max.
Force(kips)
fc'(ksi)
Ave.fc'(ksi)
11.62 12.31
2.905 3.078
2.99
70%
S1
S2
Max. Force(kN) 51.69 54.75
fc'(kN/m^2)
20035 21221
Ave.fc'(kN/m^2)
20628
85% Mix 2
S1
S2
15.53
3.883
4.43
85%
S1
69.08
26775
17.09
4.273
S3
S4
19.8
4.95
18.4
4.6
100% Mix 1
S1
S2
29.92
7.48
6.85
100%
S2
S3
S4
S1
76.02 88.07 81.84 133.08
29465 34135 31721 51581
30524
Appendix D: Material Sourcing and Activities from Summer Assessment
65
26.75
6.688
S3
26.56
6.64
S2
S3
118.98 118.1
46116 45791
47207
This appendix provides an overview of the EWB-USA CU team’s material sourcing and other
assessment activities as provided in the 522 report submitted in August upon returning from
summer assessment in-country.
66
67
68
69
70
71
72
73
74
Appendix E: Support Calculations for Roof Joists During Construction
Average Concrete Weight: 9.364 kilograms per cubic meter
Volume of Roof Slab: 63.384 cubic meters
Weight of Concrete Roof: approximately 594 kg, but for these calculations, a safety net of 100 kg will be
added for the steel tray, so the value of 700 kg will be used for the weight.
Compression Strength of Pine Wood: 30730 Pa
Total Bracing Beams: 10 per room (30 total)
Wood/Concrete Contact Area: approximately .00516 square meters per beam (.1548 total)
Percent of Roof Volume Held by Beams: 56.25%
Strength Held by Beams (equally distributed): 485 kg
Load Placed on Beams: 394 kg
Strength per Beam: 16.17 kg
Load per Beam: 13.13 kg
75
76
Appendix F: Construction Timeline
77
78
79
80
81
82
83
Appendix G: Operations and Maintenance Manual
Foundation
1. Description of the system
1.1.T-shaped/Spread footing: The footing is placed underground below the frost line around the
perimeter of the building. Foundation needs a solid soil type and calculations should be done on
where to place the load. This type is relatively cheap to build but it is not very versatile because it
needs a consistent soil type. This is the most common foundation type found in Rwanda, which
makes it a viable option.
1.1.1.
84
2. Operations that the system will be used for:
2.1. This structure is intended to be the foundation for a primary school building for the Rwandan
Orphans Project. The building will have room to educate approximately 200 children and consist
of twelve classrooms separated into four three-room blocks. Each of these blocks makes up a
rectangle and these rectangles will be aligned in the shape of an L.
2.1.1. From the Rwandan Building Code:
.
2.1.1.1. The foundation will be designed so that it can sustain the load of the building and so
that it holds enough of this load to relieve the pressure on the ground. This will prevent
sinking.
2.1.1.2. The soil will be strong enough to support the foundation and the concrete will be
strong enough to support the building over a reasonable period of time.
2.1.1.3. The building will be designed for forces generated by maximum credible earthquakes
as outlined by the British Standards, BS EN 1998 Eurocode 8: Design of Structures for
Earthquake Resistance.
3. Maintenance and Repair recommendations
3.1. Monitor building movement monthly (see checklist)—If there is movement, windows and
doors could become stuck or misaligned, cracks could appear in basements, slabs, and on
sheetrock walls in the main areas of the building, and water puddles could form around the
base of the building.
3.1.1. The foundation should not settle unevenly or sink in any areas, as this will cause
cracks in the wall that move with temperature changes and more foundation
movement
3.1.2. Safe settling—foundation will settle a small amount (not more than 2-3cm.) due
to soil compacting, which is normal.
85
3.1.3.
Sinking—foundation moves more than 2-3cm. Signs of sinking include bowed or
bending walls, uneven or sloping floor, cracks in foundation (see section on
cracking), and misaligned windows and doors.
3.1.4. If movement is detected, it will have to be supported by steel push piers (similar
to stilts), which are attached to rock or load bearing soil and therefore, stabilize a
sinking foundation.
3.1.4.1. Contact foundation repair contractor and foundation engineer
3.2 Monitor foundation cement color in order to maintain good drainage conditions and decrease
damage caused by expansive soil.
3.2.1. If cement color changes over time, there is likely water seepage. Make sure
sloping drains are appropriate angle (see drainage section) and look for cracks to
detect where water seepage is. See roof/drainage section to fix drainage
problems.
4. Monitoring Checklists/Guidelines to be used when monitoring building movements monthly:
4.1. Check for any cracks along the walls or floors. Cracks that are more than 0.5 cm. wide or
that have become wider since last inspection suggest foundation movement.
4.2. Observe which direction the cracks are going. Vertical cracks are usually caused by
shrinkage and do not need immediate attention. Horizontal or diagonal cracks are
structural and should be fixed immediately.
4.3. Check for any warping/bowing of walls or floors
4.4. Check for any sloping floors (using a level) or sticking doors/windows because these
could be signs of sinking.
4.5. Check for concrete discoloration and water pooling low on the walls (near the floor) on
the inside of the building. This is usually where seepage occurs.
4.6. Example Figures
4.6.1. Shrinkage crack:
4.6.2 Structural crack:
86
4.6.3. Discoloration due to water seepage:
5. Troubleshooting for any likely problems encountered
5.1. Foundation sinking or settling unevenly
5.1.1. One relatively easy way to fix the problem for a spread footing foundation is
through underpinning/pier installation. This requires that steel pier sections are
hydraulically driven through steel foundation brackets to anchor the foundation
to load bearing bedrock deeper in the earth. This will stop the affects of the
settling/sinking and will allow the foundation to be more stable.
5.1.2. Contact foundation repair contractor
6. Foundation is cracking
6.1. If any vertical cracks are observed, no immediate action needs to be taken. Vertical cracks are
usually caused by shrinkage of the concrete as it cures, which is not a major structural
problem.
87
6.2. One way to fix this problem is with concrete crack injections, which is low cost and does not
require a lot of labor. It does not have to be done by a professional, but a contractor should be
called if unsure how to proceed.
6.3. Procedure for concrete crack injections:
6.3.1. Clean the surface area about 13mm wide on each side of the crack to ensure that
the materials used to fill the crack can bond. Scrubbing with a wire brush is
recommended.
6.3.2. Select the appropriate epoxy filling material depending on the crack size,
thickness of the concrete section, and injection access. “For crack widths 0.010
in. (0.3 mm) or smaller, use a low-viscosity epoxy (500 cps or less). For wider
cracks, or where injection access is limited to one side, a medium to gel viscosity
material may be more suitable”
6.3.3. Install injection ports (make it easier for filling material to go into crack). Place
the base of the port directly over the crack and bond it to the surface with an
epoxy paste. Space the ports an inch apart for each inch of wall thickness.
6.3.4. Seal the entire surface of the exposed crack leaving only the port holes
uncovered.
6.3.5. Inject the crack using slow, constant pressure beginning with the lowest port until
the epoxy begins to ooze out of the above port.
6.3.6. Remove the ports after 24 to 48 hours. The ports can be removed by striking
them with a trowel or hammer.
6.4. On the other hand, differential loading causes structural cracks, which are usually diagonal or
horizontal. These need to be fixed immediately and can be done so by filling the void and
reinforcing it with carbon fiber staples (have a tensile strength of 6,600 psi and an elongation
of 1%. Typical staple is 10" long by 1/2" wide with 1" legs) across the fracture. The staples
should be crisscrossed at 30-degree angles that will load the carbon in tension, allowing
function in shear. This will relieve the stress and dissipate the movement of the foundation.
6.4.1. Contact foundation repair contractor
Foundation Maintenance Record Sheet
88
Procedure
Frequency
Section in
Manual
Check for cracks along
walls/floors
Monthly
4.1
/ /
/ /
/ /
/ /
Check for warping of
walls
Monthly
4.3
/ /
/ /
/ /
/ /
Check for sloping floors
Monthly
4.4.
/ /
/ /
/ /
/ /
Check for concrete
discoloration
Monthly
4.5
/ /
/ /
/ /
/ /
Check for water pooling
Monthly
4.5
/ /
/ /
/ /
/ /
89
Date Performed
Concrete Masonry Unit Walls
1. Description of system
1.1. Concrete Masonry Units
1.1.1. The walls of this building are built out of Concrete Masonry Units (concrete
blocks) or what is known as CMUs. These blocks consist of large rectangular
bricks with two holes in each brick. The figure below shows the main parts of
these blocks
1.1.1.1.
Figure of CMU
1.1.2. The CMU blocks are moisture resistant. The raw materials for producing
these blocks are cement (11%), sand (26%), water (16%), and aggregate
(41%).
90
1.1.3. The outside of the CMUs is waterproofed per the Rwandan Building Code and
extra measures are added to support the spaces left by the windows and doors.
The inside of the wall looks like the figure 1.2.1.1 of construction below
1.1.3.1.
Figure of wall construction
2. System Operations:
2.1. Blocks:
2.1.1. The CMUs, although heavy and more expensive to produce, are ideal because they could
be used in the walls, foundation or other functions of the building.
2.2. Walls:
2.2.1. The walls are the main visible feature of the building and act to support the
roof. The material used is the concrete masonry units, consisting of Portland
cement, aggregate, and sand. The outside of the CMUs is waterproofed per the
Rwandan Building Code.
2.2.2. The internal walls are also constructed with CMUs to act as load-bearing
elements. The Load-bearing columns are extended into the ground with freestanding foundations underneath it. Metal supports will run through the walls
in order to increase its strength.
2.2.2.1 Figure of supporting structures built into wall.
91
3. Maintenance & Replacement
3.1. Wall surface maintenance will help them last longer. General tips to maintain a
healthy wall are summarized here:
3.1.1. Avoid water retention in the walls.
3.1.2. Monitor changes in paint color or wall stains for the starting signs of leakage.
3.1.3. Newly constructed windows or doors must be covered well with the
appropriate materials to keep the water out the wall.
3.1.4. Cracks and problems of the roof are directly related to problem in the wall,
any crack that goes to the wall from the roof should be quickly fixed.
3.1.5. Holes in the wall might lead to the wall failure during a storm and help create
hard-to-fix cracks (see picture below).
3.1.6. The presence of efflorescence, a powdery light-colored surface deposit, should be
detected early. It is a sign that a water has penetrated the wall. The powder itself is
not a health concern.
3.1.7. Painting the wall regularly with protective paint provide extra protection against
cracks. Wall paint should not be flaking off.
3.1.8. Replacement blocks should be chosen carefully, because a difference
between new and old materials may cause cracks to occur in dry or rainy
seasons. Cracks around the pillars are especially dangerous.
3.1.8.1 Examples of the holes.
92
3.1.8.2 Figure of a crack extending to the pillar.
4. Monitoring Checklist
The wall should be checked every month generally for the following signs:
4.1. Visual changes:
4.1.1. Wall stains (spots in the wall with a different color
4.1.1.1.
Picture of wall stains
93
4.1.2. Wall cracks
4.1.2.1. Example of wall crack
4.1.3. Roof cracks
4.1.3.1. Example of roof cracks
94
4.1.4. Efflorescence (a powdery usually white deposit on a surface)
4.1.4.1.
Example of efflorescence
5. Troubleshooting problems: the following tips give some causes for the different problems in the
previous section:
5.1. CMU blocks naturally absorb some water on their surface, but this water usually should not go
through the blocks themselves. Water might leak into the system is if the there is a crack or a
problem with the roof or wall that causes the water to get inside the wall.
5.2. Poor waterproof covering around newly constructed windows and door may facilitate water
leakage.
5.3. Leakage may occurs between joints between the bricks.
5.4. When water leakage signs appear, DO NOT put a coating on the exterior of the building to
inhibit water entry into the wall system. This may cause the water to be trapped in and
deteriorate the interior of the wall causing the wall to collapse from within.
5.5. When detected, a water leak source should be remedied immediately. Then the inside of the
water should be allowed to dry.
5.6. Water caught within the wall can cause steel structural members and masonry ties to rust.
Rusting of the structure can lead to weakening of the entire building.
5.6.1. Rusting of the inner wall’s steel will show on the wall surface. Red spots on some parts of
the wall and paint peeling occurs. This is a serious sign that the whole building structure
has weakened and a professional is needed to repair the wall.
5.6.1.1.
Figure of Wall Rust
95
5.7. Identifying types of wall cracks:
5.7.1. Random Cracks: This crack that spreads slowly in more than one direction, they sometimes
appear naturally because of the shrinking of concrete if not fixed may become larger and
more dangerous with moisture (water).
5.7.1.1.1.
Example of random cracks
5.7.2. Settlement Cracking is a larger type of cracks that starts from floor (or celing) to the wall,
when you see it , it is wise to evacuate the building and call the contact list immediately
5.7.2.1.
Example of settlement cracks
5.7.3. Heaving Cracking is a crack that looks like random cracks but it is very deep. It usually
comes with cold weather and should be fixed quickly because it allows water in the wall
96
5.7.3.1.
Example of Heaving Cracking
5.8 Fixing small cracks:
5.8.1 You will need: (a) fiberglass mesh, (b) joint compound, (c) putty knife and (d)
sandpaper and a paintbrush.
(a)
(b)
(c)
(d)
5.9.1 Procedure: Use the dry paintbrush to clean the cracks. Secure fiberglass
mesh over the crack, paint the joint compound with the putty knife over the
fiberglass mesh and let the mixture dry. Repeat until the crack is filled and
you cannot see it. It is a good idea to work in thin layers rather than trying to
97
apply a thick layer at once. Finally, sand the area to let it blend in with the
rest of the plaster wall.
Concrete Masonry Units and Walls - Maintenance record sheet
Procedure
Frequency
Section
in
manual Date performed
Check walls for
color change
Monthly
3.1.2
Check for small
cracks
Weekly
4.1.2
Check for wall or
roof cracks
Monthly
4.1.2
/
/
/
/
/
/
/
/
Check for holes in
roof or walls
Monthly
3.1.5
/
/
/
/
/
/
/
/
Check for
Efflorescence
Monthly
4.1.4
/
/
/
/
/
/
/
/
Check paint quality
on exterior
When
needed
3.1.7
/
/
/
/
/
/
/
/
98
/
/
/
/ /
/
/
/ /
/
/
/ /
/
/ /
Roof and Drainage System
1. Description of the system
1.1. Roof
1.1.1. The roof is made of gently sloping concrete reinforced with steel bars. It will support the
minimum roof live load or minimum classroom floor load, whichever is larger. The roof
may be accessed by stairs leading up the side of the building.
1.1.2. A green space will border the edge of the roof providing both greatly thermal efficiency and
noise reduction. It will also act as a guard barrier to prevent people from falling off.
1.1.2.1.
The green space will consist of an outdoor garden of soil, rocks, and vegetation
and will be watered by natural rainfall.
99
1.2. Erosion Control/Drainage
1.2.1. Drainage conditions can be maintained by using sloping drains. A 5% slope for the first
1.5m away from the foundation (8 cm of drop over 1.5 m) is recommended, and a minimum
discharge slope of 1% after the initial 1.5 meters (approx. 2 cm drop per meter).
1.2.1.1.
A positive slope in the backfill area needs to be maintained through periodically
compacting the backfill area by tamping with a compression object. Additional soil
should be added as necessary.
2. System Operations
2.1. Roof
2.1.1. This system will provide shelter to the first floor of the building. It will also provide
enough support to allow the construction of a second story.
2.1.2. The roof green space will reduce noise and heat and serve as a teaching garden.
2.1.3. The roof will help in future rainwater catchment endeavors.
2.2. Drainage/Erosion Control
2.2.1. The drainage system is used to prevent water accumulation in and around the structure.
Water accumulation could erode the topsoil and decrease the building’s stability. The
drainage pipes laid are meant to lead rainfall water away from the building and to minimize
soil erosion in the rainy season.
3. Maintenance and Repair recommendations
3.1. The drainage grating must be check daily in the rainy season and after each rainfall in the dry
season. A clog in the grating will cause water to back-up in that area.
3.1.1. If the grating is not draining, unclog it.
3.1.2. If the grating is broken, contact the drainage professional contact.
3.2. The underground pipes should be checked monthly to make sure they are intact. They may be
checked during or immediately after rainfall, if there is uncommon water accumulation in an
area above where there is piping, the pipe is likely broken.
3.2.1. See section 5 for troubleshooting
4. Monitoring Checklists
100
4.1. Check Cement quality in the roof monthly
4.1.1. There should be no discoloration
4.1.2. There should be no efflorescence.
4.1.2.1.
See CMU section for pictures
4.2. Monitor roof monthly for cracks and holes
4.2.1. Cracks and holes in the roof are serious problems that should be fixed immediately.
4.2.1.1.
See section CMU section for pictures. See section 5 for troubleshoot and fixing
cracks and holes
4.3. Monitor roof for wet spots when possible during the rainy season and after rains in the dry
season.
4.3.1. Wet areas inside buildings and on roof indicate improper drainage and can lead to more
serious problems. Try to fix the problem by finding the water source immediately is a wet
area is seen on the ceiling.
4.3.1.1.
Begin by checking for water sources directly on the roof (i.e. puddles, wet spots,
water collected in spots, etc.). If no signs of water sources are present, check for any
piping or possible water sources near wet spot.
4.3.1.2.
After locating water source, remove as much water as possible using towels or by
any means necessary. Next, assess where the water sources is and follow actions to fix
leaky or broken pipes or cracks and holes in the roof (Sections 5.1.3. or 4.2.1.
respectively)
4.4. Monitor drainage grates and pipes daily for effective water collection and flow
4.4.1. The grating and pipes should allow for water flow and not back-up or store water anywhere
in the system.
5. Troubleshooting for any likely problems encountered
5.1. Erosion or flooding is occurring
5.1.1. Grates may be blocked or covered.
5.1.1.1.
Uncover the blocked grates or replace the grates. If finding replacement grates is
a problem, contact the drainage professional.
5.1.2. Drainage pipes are clogged
5.1.2.1.1.
Determine where the problem is in the system and unclog it if possible
using one or more of the processes below. If the pipe must be professional
unclogged call contact
5.1.2.1.1.1. Use a plunger and wet cloths to cover an vents or holes in the pipes and
use the plunger to unclog
5.1.2.1.1.2. Pour a solution of ½ baking soda and ½ vinegar and down the pipe,
cover loosely, and let sit for three hours. Rinse pipe.
101
5.1.2.1.1.3. Use
an
auger
wire
with
hook
to
remove
the
clog
5.1.3. Drainage pipe is broken or leaking
5.1.3.1.
Patch or repair damaged pipes
5.1.3.1.1.
If the pipe is easily reachable and the leak is a joint, tighten the joint
using a wrench or by hand if possible
5.1.3.1.2.
If the pipe is easily reachable and the leak is caused by a small hole or
crack in the middle of a pipe, duct tape, electrical tape, or epoxy can be used to
patch the hole. Block water flow first if possible, and then patch the pipe.
5.1.3.1.3.
If the pipe is easily reachable and the leak is caused by a medium sized
hole or crack in the middle of a pipe, use a C-clamp or hose clamp to hold a
small piece of rubber (i.e. from an old inner tube, tire, etc.) to the pipe to stop
the leaking.
102
5.1.3.1.4.
If the pipe is not easily reachable, has a large leak that cannot be fixed
using any method above, or the pipes is broken, call water systems contact.
5.1.3.2.
Replace damaged pipes
5.1.3.2.1.
A professional consult is likely needed. Call water systems contact.
5.2. Roof is collecting water
5.2.1. The drainage system is no longer working.
5.2.1.1.
See section 5.1 for troubleshooting.
Roofing and Drainage - Maintenance record sheet
103
Frequency
Section
in
manual Date performed
Visually inspect
roof for cracks.
Monthly
4.2
/
/ /
/
/
/
/
/
Inspect roof for
water pooling
After rains
4.3
/
/ /
/
/
/
/
/
After rainsdry
4.4
/
/ /
/
/
/
/
/
Unclogging
drainage grating
When
necessary
5.1.1
/
/ /
/
/
/
/
/
Unclog piping
When
necessary
5.1.2
/
/ /
/
/
/
/
/
Piping replacement
or repair
When
necessary
5.1.3
/
/ /
/
/
/
/
/
Procedure
Roofing
Drainage System
Check grates and
pipes for proper
water flow
Daily-wet
Appendix H: Example Concrete Test Record (100% Specimen 4)
Test Record
Test
Start
9/4/2004
7:43 PM
Load
Displacement
Elapsed Time
(kip)
(in)
(min)
0.000732
3.099702
0
-0.00242
3.102435
0.016667
0.000732
3.102435
0.033333
104
-0.00242
-0.00242
0.000732
0.000732
-0.00242
0.003889
0.000732
0.000732
-0.00242
0.000732
-0.00242
-0.00242
0.000732
0.000732
-0.00242
0.000732
0.000732
0.000732
0.003889
0.003889
0.000732
0.003889
0.007045
0.003889
0.000732
0.000732
0.000732
-0.00242
0.000732
0.007045
0.003889
0.003889
0.000732
0.007045
0.000732
0.003889
0.003889
0.003889
0.000732
0.003889
-0.00242
105
3.103216
3.104192
3.104974
3.105559
3.10595
3.106731
3.107512
3.108098
3.108879
3.109464
3.110831
3.111222
3.112003
3.112588
3.113369
3.113955
3.114736
3.115517
3.115908
3.116493
3.117665
3.118641
3.119032
3.119813
3.120398
3.121375
3.121961
3.122546
3.123523
3.123913
3.125085
3.125866
3.126256
3.127232
3.127818
3.128599
3.129185
3.129966
3.130356
3.131333
3.131723
0.05
0.066667
0.083333
0.1
0.116667
0.133333
0.15
0.166667
0.183333
0.2
0.216667
0.233333
0.25
0.266667
0.283333
0.3
0.316667
0.333333
0.35
0.366667
0.383333
0.4
0.416667
0.433333
0.45
0.466667
0.483333
0.5
0.516667
0.533333
0.55
0.566667
0.583333
0.6
0.616667
0.633333
0.65
0.666667
0.683333
0.7
0.716667
0.007045
0.003889
0.000732
0.003889
0.000732
0.000732
0.000732
0.000732
0.003889
0.003889
0.003889
0.010202
0.000732
0.007045
0.000732
0.000732
0.003889
0.007045
0.000732
0.000732
-0.00242
0.000732
0.000732
-0.00242
0.000732
0.003889
0.007045
0.003889
0.000732
0.000732
0.000732
0.000732
-0.00242
-0.00242
-0.00242
-0.00242
-0.00242
-0.00242
0.000732
-0.00242
-0.00242
106
3.132895
3.133676
3.134261
3.134847
3.135823
3.136409
3.136995
3.137776
3.138752
3.139338
3.139533
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107
3.162183
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108
3.191861
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109
3.221344
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3
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110
3.250827
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4
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111
3.27992
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4.7