Appendix C – Construction Drawings

Appendix C – Construction

Drawings

• Architectural and Structural Drawings, by Charles W Johnston –

Arhitect, April 17, 1958

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by Other Consultants

• Preliminary Site Evaluation (Soils Investigation at 104 S. Warpath St., Salmon, ID) by, Stephen F. Freiburger, PE, J-U-B Engineers, Inc Date: January 6, 2001 Report No: 58048

• FEMA 310 Structural Evaluation Report of the Pioneer Elementary, by Terrol Bateman, PE, Engineering Structural Solutions Date: July 2007 Report No: 07241

• Pioneer Elementary School Visual Assessment, by Janene A. Welch, PE, SE, Stapley Engineering Date: June 23, 2009 Report No: 09051.L01

• Compressive Strength of Drilled Concrete Cores, by Strata Geo-tech Date: May 21, 2012 Report No: B012123A

• Pioneer Elementary School Visual Assessment, by Janene A. Welch, PE, SE, Stapley Engineering Date: July 17, 2012 Report No: 12060.L01

June 23, 2009

Idaho Division of Building Safety 1090 E. Watertower St. Meridian, Idaho 83642

RE: Pioneer Elementary School Salmon, Idaho Visual Assessment Job# 09051. LOl

Dear Elaine:

email: [email protected] web: www.stapely.net

At the request of the Idaho Division of Building Safety Administration, I have preformed a visual inspection of the Pioneer Elementary School located in Salmon Idaho. The purpose of the inspection was to assess the structural integrity of the facility and to provide an opinion regarding potential safety·issues that have been raised by the Salmon School District Administration. In addition to my visual inspection, I have also reviewed previously prepared documents describing the building and discussed issues of concern with Stan Davis of the Salmon School District. I did not complete calculations for this evaluation but have based my opinion on my observations, review of previous documents and knowledge of structural components and their design and performance expectations.

The original Pioneer Elementary school building was constructed in the late 1950's. Although many changes have been made to the building, the original construction likely included classrooms, a multipurpose room and kitchen along with restrooms and administrative offices. It is believed that in the original construction, both classroom wings were accessed through covered breezeways. Two additions have been made to the original building. The first added on to the west classroom wing and currently houses two small classrooms. This addition also provided mechanical room space adjacent to the Multi-purpose room. An addition made in 1995 to south classroom wing provided for a library along with two larger classrooms. Along with these additions, other modifications have been made to the original building. These modifications include inclosing the breezeways, covering the breezeway skylights and sheathing over the original windows between the classrooms and the breezeways and reroofing.

The structural components of the original building include concrete foundations, unreinforced concrete masonry walls, wood stud walls and a wood roof system. The roof is constructed with wood joists and beams and is sheathed with tongue and groove decking materials. Wood roofbeams are support on steel and wood columns. The roofing material is currently a standing seam metal product. The floor construction is typically concrete slab on grade.

Page2 Stapley Engineering 06/23/09 Job Number 0905l.LO I

During my walk through the building, I did not observe any sign of overstressed structural members. Some ofthe wood roofbeams and joists have minor cracking, however the location and nature of the cracks are consistent with moisture exposure and drying rather than with member stress. There has also been some degradation of the mortar joints in the exterior face of the masonry walls. These cracks are likely caused by exposure to moisture and freeze - thaw cycles rather than stresses in the masonry components. It was noted that the mortar joints inside the building are relatively crack free.

In some areas, there has been a significant deterioration of the exposed concrete foundation walls. In a few locations, the reinforcing in the top of the foundation has been exposed. This deterioration has been attributed to high sulfate conditions in the soils. However research indicates that soils in the Salmon area are typically basic in nature rather than acidic. Therefore, I believe that the deterioration in the concrete foundations is related to freeze-thaw cycles, rather than exposure to corrosive materials. It should be noted that the interior surface of the foundation walls was observed through access into the abandoned heat tunnel. The interior concrete surfaces are in excellent condition. There were no observed signs that the concrete foundations are overstressed. I believe the deterioration of the concrete at the top of the foundations can be attributed to · two factors. The first is the lack of entrained air in the original concrete. This lack of air makes the exposed concrete highly vulnerable to deterioration when surface water penetrates the concrete and becomes trapped in voids. When exposed to freezing temperatures, the water freezes and expands causing the concrete to crack and spall. The second contributing factor is that the in some places the reinforcing at the top of the wall was not placed correctly to provide adequate concrete cover. When water penetrates into the concrete and comes in contact with the reinforcing, minor oxidation of the reinforcing takes place, creating small gas bubbles that cause the concrete to crack and spall away around the reinforcing. It appears that efforts have been made to try and'}lltcH'the concrete around the exposed reinforcing and deteriorating concrete. However the method used does not provide an effective moisture barrier, and therefore the patch is easily dislodged during the next freezing season. I believe that the deterioration noted is primarily cosmetic and does not represent a significant risk to the structural capacity of the foundations. However, if desired, the concrete should be patched in a method that provides an adequate concrete section to protect the exposed reinforcing. In order to successfully patch the concrete, a significant concrete section, approximately 4'wide, will need to be'}Jinned td'and cast against the existing concrete wall. This concrete shelf should be detailed to provide adequate slope away from the building and extend below the surface of the adjacent grade.

Another significant issue that has been observed in the school is the heaving and deterioration of the concrete slabs on grade. As previously mentioned, research indicates that the surface soils of the Salmon area basin are typically basic clays with a PH range between 7 and 9. However some areas are noted to be rich in montmorillonite. Montmorillonite is the main component of bentonite. Montmorillonite's water content is

Page 3 Stapley Engineering 06/23/09 Job Number 0905l.LOI

variable and it increases greatly in volume when it absorbs water. When Montmorillonite interacts with other cations like sodium, it can result in ciay swelling to several times ifs original volume. I believe that the problems with the concrete floors are related to the swelling of the Montmorillonite clays beneath the floors. The swelling of these clays causes heaving of the concrete slabs that have been placed directly on the native soil materials. Where cracks have occurred in the slabs, the Montmorillonite materials seep through the cracks, and a chemical reaction between the calcium and other minerals in the concrete create salt deposits on top of the floor. It is likely that this process will continue to take place. Removing and replacing the damaged concrete should continue as necessary. Replacing these slabs should not significantly impact the structural performance of the building. I would recommend that a minimum of 4' of granular freedraining material and a vapor barrier be used in all areas where new concrete floor slabs are placed to help mitigate the problems with the native swelling clay soils.

My observation of the building an:d my understanding of construction practices common at the time the building was built lead me to believe that the building may have lateral bracing deficiencies. These deficiencies include lack of adequate shear walls, weakness or lack of connections between lateral load resisting elements and inadequate diaphragm strength. However, the State ofldaho does not consider the event of an earthquake as an 'hnminent failure event'.

As mentioned, I have reviewed the various letters and reports that have been generated over the last several years regarding the condition of the building. The uFEMA 310 Structural Evaluation Report" prepared by Engineering Structural Solutions provided an evaluation of the gravity systems based on the criteria of the 2003 International Building Code. In their report they indicated that the "radial beams in the Multipurpose classroom are overstressed and need radial reinforcement. " They also indicated that there in an "insufficient splice of a glue laminated beam" (location not described) and that the "wood truss connections are insufficient for expected snow loading. " In each case they reference the condition of snow loading as a factor in the determination of the overstressed conditions. Based on conversations with Stan Davis regarding the amount of snow which accumulates on the roof, I believe that it is unlikely that the'tiesigrl' snow load is ever realized by the roof framing components. Stan indicated that the lack of insulation in the roof allows a significant amount of heat loss thru the roof system, thereby melting the snow. This information, along with the consideration that the components of the school roof system have performed adequately over the last 60 years leads me to believe that there is no evidence of an'imminent safety risl('related to the roof components.

In conclusion, I did not see any conclusive evidence that the Pioneer Elementary School building is at risk for an"imminent failure event:' I also did not see any conditions that I believe represent a''serious safety hazard'to the building occupants. The school should continue to be maintained at the current levels. No modifications should be made to the roof construction and no additional dead load should be added to the roof. Similarly, the insulating value of the roof construction should not be altered, as this could increase the

Page4 Stapley Engineering 06/23/09 Job Number 09051.L01

amount of snow that is retained on the roof, and this increase snow load may overstress the existing beams, trusses and connections. It may be desirable to provide repairs to the concrete foundation walls. However more effective details need to be developed in order to prevent continued concrete deterioration.

I hope this information will be helpful for you and the Salmon School Board and School Administration. If you have any questions regarding the information in the letter, please dorlt hesitate to contact me.

Sincerely

~ Janene A. Welch, P.E., S.E. JAW/seq

encl. (7)

Pioneer Elementary School June 23, 2009

Picture #1 Deteriorated Foundation

Picture #2 Deteriorated Foundation


Picture #3 Deteriorated Exterior Mortar Joints

Picture #4 Interior Mortar Joints


Picture #5 Radial Arch Connection

Picture #6 Gymnasium Radial Arched Beams


Picture #7 Roof Truss Plating

Picture #8 Roof Truss Plating


Pictures #9 Inside Face of Foundation Walls

Picture #10 Inside Face of Foundation Walls


Picture # 11 Floor Slab Deterioration

Picture #12 Floor Slab Deterioration

-j

Picture # 13 Covered Corridor Windows from Inside of Restrooms


Documents

Appendix C – Construction Drawings