June 19, 2019

Johnston Davidson Architecture + Planning Inc.301 – 877 East Hastings StreetVancouver BCV6A 3Y1

Structural Review Report – Training Structure ReplacementRe: Town Centre Fire Hall, 1300 Pinetree Way Coquitlam, BC WHM #19075

INTRODUCTION

Wicke Herfst Maver Consulting Inc. (WHM) was retained to provide a high-level structural insight on theremoval of the existing training structure and replacement with a new pre-engineered steel framed firetraining structure for the Town Centre Fire Hall located at 1300 Pinetree Way, Coquitlam, BC.

WHM attended the meeting and joined the team walk-through of the site on March 14, 2019 to visuallyassess the existing structure. During the discussions, the Client mentioned that a boom crane is going tobe installed at one of the corners of the training yard.

GENERAL DESCRIPTION OF THE EXISTING STRUCTURE

The existing training building consists of a two 2-storey structure with reinforced concrete suspended floorslabs and roof slabs supported with interior and exterior load bearing block walls. See Photo 1 for theoverall view of the structure. The ground floor slab appears to be reinforced slab on grade with perimetercurb walls supporting the load bearing block walls. See Photo 2 for the interior slab on grade and theperimeter curb wall.

At the exterior, there appears to be a 3 ft wide concrete slab along the perimeter of the structure. We arenot certain if this slab is just an apron slab or part of the raft slab supporting the structure. See Photos 3and 4.

Photo 1: Overall view of the existing structure (south) Photo 2: Interior slab on grade and foundation wall

Photo 3: Exterior slab around structure. Photo 4: Exterior slab around structure at door.

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The main training structure is also connected to a tall steel braced-framed training tower. This towerincludes the stairs and four level platforms. A small blockwall enclosed room is supported on the topplatform of the tower. The top-heavy steel tower has a slight tilt as part of the original design. See Photo5 for the overall view of the tower. Based on our visual assessment of the tower’s geometry, the slight tiltlikely produces an uplift at the back off the tower where it is connected to the main training structure. SeePhoto 6 showing the connection of the rear tower column base to the main training structure.

Photo 5: Overall view showing the training tower (west) Photo 6: Tower rear base connection to maintraining structure.

The other bases of the tower appears to be encased in half-circle concrete pilasters we assumed toprotect the anchors from the elements. See Photos 7 and 8.

Photo 7: Base of tower encased in concrete pilaster Photo 8: Bases of tower encased in conc pilasters.

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Demolition/Removal of Existing Main Structure and Tower

Since the block wall enclosed room at the top platform is expected to have a considerable weight, it shouldbe carefully removed first to lighten the eccentric load on the tower. This initial removal should include thesegment of block wall that goes up between the stairs. With the tower’s slight tilt and natural tendency tooverturn, the dismantling of the tower is suggested to be completed before the removal/demolition of thetwo storey block wall supported main training structure.

Demolition/Removal of Existing Foundations

Because the type of foundations used are not evident from the surface, we are suggesting two options.

Option 1: If the foundation of the main training structure is conventional spread footings and strip footings,the removal of these foundations should not be complicated. The foundation of the steel tower may beseparate from the foundations of the two storey main training structure as the concentrated loads fromthose tower columns are expected to be large. If the foundations of the tower columns are extensive, partof it can be cut down or can remain depending on its size. The new foundations for the new trainingstructure can be designed to avoid or integrate these existing tower foundations.

Option 2: Another possibility is that both the tower and the main training structure is supported on a thickraft foundation. If this is the case, the condition of the raft can be investigated further as it may be used orpartially used depending on the layout of the new steel framed training structure.

With the uncertainty of the type and extent of the existing foundations, a reasonable cost allowance isrecommended to cover for its removal or keeping of the existing foundations (that may complicate thedesign of the new foundations).

Training Crane Installation

The installation of a client-supplied tower crane at the northeast corner of the Fire Services training yard isbeing proposed by the Fire Services. They suggested that a used tower crane will be modified to suit sothat the jib lengths be limited to 30ft while limiting the overall height to 60ft. An allowance should beprovided to account for the alteration of the steel elements to shorten the arms and the overall height. Thecabling that is holding up the crane arms will be relocated to the new arm ends. Part of the concretecounterweights would have to remain to balance out the other arm. The base would also need to bemodified to be able to install heavier concrete anchors to resist base overturning moments. The foundationfor this crane is expected to be a mass concrete type pad with sufficient weight and depth to counter anyoverturning forces produced at the base of the mast. For high level costing purposes, the estimated size ofthe pad is about 20ft x 20ft x 4ft deep. An allowance should be provided for the excavation, forming, rebarinstallation and placement of concrete for this foundation pad.

We hope this report meets your requirements at this time. If you have any questions, please do nothesitate to contact us.

Thank you,

WICKE HERFST MAVER CONSULTING INC.

Florencio Bautista, P. Eng.Associate

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