Thursday, March 24, 2011
Monday, December 13, 2010
Progress Ridge Town Square
Project: Progress Ridge Town Square
Location: Beaverton, Oregon
Location: Beaverton, Oregon
General Contractor: Robertson & Olson Construction, Inc.
Square footage: As noted in blog below
Status: To Be Completed Spring 2011
Cinetopia was designed by another office and Lewis and Van Vleet, Inc. designed the buildings AK, B-F and HJ in conjunction with Ankrom Mosian Architecture. My responsibilities were for buildings B through F and they will be covered here in this blog. The other buildings were designed by two other engineers in our office and are being constructed at the same time and will not be mentioned at this time. Also the construction phase is currently under way and will be updated as it proceeds.
Building B - 7,724 square feet.
Building C - 6,712 square feet.
Building D - 6,072 square feet.
Building E - 6,314 square feet.
Building F - 7,139 square feet.
Building B
This building is 49 feet wide by 158 feet long and has a roof height of approximately 20 feet. The roof diaphragm consist of plywood sheathing over plywood web I-joist and has a blocked diaphragm at each end. Down the longitudinal length of the building runs a series of glue-laminated beams of which the I-joist hang from. A mechanical also runs down the longitudinal center, 10 feet on either side of the grid centerline. This allows the mechanical engineer to place a unit at any location within that zone. A wood ledger is fastened to the metal studs for the joist to hang from and allows the studs to cantilever upwards for the parapet. The lateral loads were taken out in the longitudinal direction with short plywood shear panels on metal studs. In the transverse direction, the lateral forces were transferred into masonry wall piers.
Several styles of canopies were used around this building to match the style of the storefront. One is constructed of 10 inch channels and diagonal rods supporting them. Another series is perpendicular glulam beams supported again with diagonal rods. Both are covered with metal decking. On the west end of the building are a perpendicular beams and diagonal braces that are supporting metal deck on glulam beams running parallel with the building face. They requested to use Alaskan Cedar glulams.
Building C
This is a 49 foot wide building by 150 foot long building with the same roof height as building B. The construction of the building and some of the canopies is the same as building B. The only exception is the false tower located in the southeast corner of the building. On the east face of the building, the masonry extend to a level approximately 6 feet above the top of the main building parapet. The remainder of the height is framed with HSS columns and beams. On the south face it is framed with HSS columns and beams and no masonry piers. Storefront glass extends to a foot past the roof line and the remainder is siding. For appearances, the "look" is wrapped around over the roof and supported by a steel structure and covered in wood siding. A wood trellis wraps around the south and east face and dies on the roof zone
Building D
Width of this building is also 49 feet and is 121 feet long with the same roof elevation. This building is the same as building C other than mirrored and rotated. It has the same false tower as well.
Building E
This building has a completely different foot print than the other three previous buildings. The main width is 56 feet and the maximum length is 99 feet. Again the roof height is the same as the previous buildings.The northeast half of the building is diagonal slightly and has a tall tower entry. Originally this tower had a large canopy that fastened to the sides. The project architect at that time wanted this canopy to be movable so that it would be in the upward position to let sunlight in in the morning and block it in the evening. The structure for this canopy was designed and awaited the mechanical portion to be design. The canopy was 27 feet wide and cantilevered approximately 15 feet out. It was constructed of tapered wide flange beams with 2x6 joist spaced at 24 inches on center spanning between the tapered beams. A few months into the start of the project, this canopy was scraped and the tower was redesigned. The foot print of the tower became longer and narrower and the front was a grid work of 12 inch deep wide flange beams. Smaller canopies were used and the concept of a moving canopy abandoned. Many of the other features of this building mirror what has been designed on the three previous buildings.
Building F
Like building E, building F is a completely different design. For the most part it resembles buildings B-D with the exception of the northwest end of the building. At that end of the building there is a covered area and a portion of the shops utilize glass overhead doors. Originally this was designed with I-joist on the interior portion and 2x members for the exterior. Since then Alaskan Cedar glulam beams have been used to replace the I-joist and 2x joist. The glulams are spaced at 48 inches on center, roughly and 2x T & G spans between the beams.
Monday, December 6, 2010
Columbia Clinic
Project: Columbia Clinic
Location: Portland, Oregon
Location: Portland, Oregon
Architect: Tuan Q. Luu Architect
7426 SW 54th
Portland, Oregon
97219
General Contractor: Perlo Construction
Square footage: approx. 5,500 sq. ft. 1st Floor/ 5,220 sq. ft. 2nd Floor
Status: Completed Fall 2010
A two story building located in southeast Portland on 82nd Avenue near SE Powell Blvd. The majority of the construct consist of open-web steel joists and steel girders and columns. The roof was metal decking and the floor was metal decking with a concrete slab. One large HVAC unit was placed on the roof instead of several smaller units. To reduced noise and vibration the unit was placed over a concrete tub.
The lateral system was all supported by masonry walls. The south side of the building was in the property line therefore the footings could not extend beyond the wall. The beam line which supported the joist ran parallel to the south wall and was not centered with the width of the building. Therefore a combined footing was used to support a grade beam which supported the masonry wall and the column loads inside. The west wall was also all masonry with the exception window and door openings and was not on the property line.
The north wall of the building was laterally supported with masonry piers. The areas between the masonry piers were infilled with steel beams and metal studs. The east exterior was not supported laterally in that a masonry wall was built at the stair well and the diaphragm was cantilevered off that wall
The construction phase went smoothly with the exception of a small blow out on a masonry pier. Design and fabrication wise, the entry portion of the building was the most complex feature. Large 24 inch deep steel beams supported the floor edge and steel tubes were sliced and fitted on the wide flange beams to cantilever out to pick up the canopy and fake glass tower. In the end it came out rather appealing.
Check out their website: www.columbiaclinic.com/
The lateral system was all supported by masonry walls. The south side of the building was in the property line therefore the footings could not extend beyond the wall. The beam line which supported the joist ran parallel to the south wall and was not centered with the width of the building. Therefore a combined footing was used to support a grade beam which supported the masonry wall and the column loads inside. The west wall was also all masonry with the exception window and door openings and was not on the property line.
The construction phase went smoothly with the exception of a small blow out on a masonry pier. Design and fabrication wise, the entry portion of the building was the most complex feature. Large 24 inch deep steel beams supported the floor edge and steel tubes were sliced and fitted on the wide flange beams to cantilever out to pick up the canopy and fake glass tower. In the end it came out rather appealing.
Check out their website: www.columbiaclinic.com/
Tuesday, November 3, 2009
Portland Road Retail
Project: Portland Road Retail
Location: Salem, Oregon
General Contractor: N/A
Square footage: approx. 4,060 sq. ft.
Status: Completion Winter 2009
This is a small retail building located on Portland Road in Salem. It only had the capacity for two tenants and was originally designed for Subway Sandwiches. The roof open-web wood chord joist with metal webs. The sheathing was plywood and was supported on masonry walls. The masonry walls were also used to resist the lateral forces. Overall this was a fairly straight forward building and construction went effortlessly and fast.
Monday, September 14, 2009
TVF&R Fire Station 58 Boulton
General Contractor: CSI Construction
Square footage: approx. 8,391 sq. ft.
Status: Completed Winter 2010
This was another fire station for Tualatin Valley Fire and Rescue in the West Linn area. The style of station 59 in the Willamette area was to match the buildings in the surrounding area. Station 58 on the other hand is located in a residential area and was not strict as station 59. Although the community was allowed input to the final design.
It was a 2-story structure and all wood construction. The second floor foot print is 9 feet smaller all around than the floor below. The walls for the second are supported on glulam beams which are then supported on columns down to the foundation. There is a beam line that runs north/south at the roof to support pre-manufactured press-plate trusses. The trusses were a mansard style and it created a well area for mechanical units to be placed and a solar panel on the roof. They also mounted a radio antena in this area. The east side the roof extended to the building edge below as to create a patio on the second floor.
Lateral forces from the roof diaphragm were taken out through shear walls on the second floor and transferred through drag struts and the second floor diaphragm. Beams/columns were sized to resist the lateral forces.
Most of the second floor framing used glulam beams. Over the apparatus bay steel wide flange beams were used which were supported on HSS columns to the foundation. The depth and cost of using glulam beams in this area got too deep and costly and they required as much clear height as possible to service the trucks and other equipment.
Because the project was built on a slight hill, extensive retaining walls were required to level the project site. A portion of the retaining wall system was not only designed for the soil pressure, but also the load from the trucks, as the drive way curved into the building. The construction took considerable time and in the end came out looking nice. A portion of them allowed for a planter near the street level.
Both this station and Station 59 replace existing stations. The capacity nearly doubled for Station 58 compared to the previous station.
In addition to Station 58 and 59, our office did Station 34 and Station 53 an several others.
This was another fire station for Tualatin Valley Fire and Rescue in the West Linn area. The style of station 59 in the Willamette area was to match the buildings in the surrounding area. Station 58 on the other hand is located in a residential area and was not strict as station 59. Although the community was allowed input to the final design.
It was a 2-story structure and all wood construction. The second floor foot print is 9 feet smaller all around than the floor below. The walls for the second are supported on glulam beams which are then supported on columns down to the foundation. There is a beam line that runs north/south at the roof to support pre-manufactured press-plate trusses. The trusses were a mansard style and it created a well area for mechanical units to be placed and a solar panel on the roof. They also mounted a radio antena in this area. The east side the roof extended to the building edge below as to create a patio on the second floor.
Lateral forces from the roof diaphragm were taken out through shear walls on the second floor and transferred through drag struts and the second floor diaphragm. Beams/columns were sized to resist the lateral forces.
Most of the second floor framing used glulam beams. Over the apparatus bay steel wide flange beams were used which were supported on HSS columns to the foundation. The depth and cost of using glulam beams in this area got too deep and costly and they required as much clear height as possible to service the trucks and other equipment.
Because the project was built on a slight hill, extensive retaining walls were required to level the project site. A portion of the retaining wall system was not only designed for the soil pressure, but also the load from the trucks, as the drive way curved into the building. The construction took considerable time and in the end came out looking nice. A portion of them allowed for a planter near the street level.
Both this station and Station 59 replace existing stations. The capacity nearly doubled for Station 58 compared to the previous station.
In addition to Station 58 and 59, our office did Station 34 and Station 53 an several others.
Thursday, September 3, 2009
TVF&R Fire Station 59
Project: TVF&R Fire Station 59
Location: Willamette Falls/West Linn, Oregon
General Contractor: CSI Construction.
Square footage: approx. 7,013 sq. ft.
Status: Completion Fall 2009
The fire station is a 2-story all wood construction. The only exception is where wood beams were unable to adequately span with the required load and clearance requirements. Steel wide flange beams were used in these cases with wood nailers fastened to the top flange with carriage bolts. Open web wood joist were used to span over the apparatus bay and repeated in the roof at the same location to minimize additional loads to the second floor joist. The remainder of the floor and roof framing was accomplished by using plywood web joist.
The foot print of the second floor was smaller than the first floor, creating an offset above. A steel angle was bolted to the studs to carry the brick on the upper wall. Many of the windows around the building had curved lintels. Steel HSS jambs and HSS headers were used to acheive this.
The construction of this building went fairly smooth, with the usual twist and turns. Head clearance at the main stair became an issue and we had to modify the frame that was already in place. The stair at the back needed an additional support, so a rod was added and supported off the glulam beam above.
In addition to Station 58 and 59, our office did Station 34 and Station 53 an several others.
In addition to Station 58 and 59, our office did Station 34 and Station 53 an several others.
Wednesday, August 19, 2009
Brookings Medical Center
Project: Brookings Medical Center
Location: Brookings, Oregon
Architect: Clark//Kjos Architects
333 NW Fifth Avenue
Portland, Oregon
97209
97209
General Contractor:TODD Construction
Square footage: approx. 33,500 sq. ft.
Status: Completion February 2011
Brookings Medical Center which is part of the Curry General Hospital Health Network is a new facility in Brookings, Oregon.
The roof framing consist of light-gage metal joist which is sheathed with Fortacrete Structural Panels. The joist were supported by wide flange steel beams with the exception of glue-laminated beams longitudinally along the front wall because they were exposed to the lobby below. Essentially there are three different zones with the roof. On the left side was a sloping roof with a 1:12 slope towards the center. On the right side, we had a similar condition but the roof slope was 2:12. The center portion was dropped down by about three feet. In that center bay there was a penthouse for mechanical grilles.
The steel beams were supported on steel HSS columns and for the most part hidden in many of the walls. Non of the walls were used as bearing walls due to potential tenant improvements later in the building construction. However some of the walls became dedicated shear walls which attached to the roof structure.
The floor consist of steel beam framing with concrete slab on metal decking. This was about 67% of the floor area, while the remaining 33% was slab on grade. The retaining walls were formed with ICF (Insulated Concrete Forms) as well as the exterior concrete non-retaining walls.
The lateral resistance on the front main entry was taken through a series of rod bracing at the mid-height and then through the column to the foundation. The architect took the opportunity to dress the connection up and developed a visually pleasing connection. Also the glue laminated beam connections at the top have been dressed up as well.
The entry canopy consist of metal decking over steel HSS beams that cantilevered beyond the steel wide flange support beam. The HSS beams were hung from the steel beam to give it that pass under look. The steel wide flange beam is supported with a steel HSS column in the center and concrete piers on the ends.
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