20150603133629873.pdfCedar View Memory Care — Narrative
April 24, 2015
Re: Response to City of Edmonds Plan check for project # BLD2015-0032
Several significant changes took place since the last submittal that affected the structural
engineering. First, the third floor framing system was changed from a 4 inch think
concrete diaphragm and steel floor joist system to a wood "I" joist framing scheme with a
1.5 inch concrete toping. Second, the brick siding on the outside of the building was
changed from a 4 inch thick brick to a 3/4" brick veneer, which had the affect of greatly
reducing the weight of the building. The third major change were that several roof
framing members were consolidated so that there are fewer individual members called
out, and overall the roof framing plan is now simpler.
S-1.0 Structural Cover Sheet
Updated design criteria section to show Seismic Design Category as Da and the use of 2
different R values in the seismic design including R = 6.5 for the upper two levels of
wood framing and R = 5.0 for the lower level which utilizes concrete shear walls. (This
analysis is allowed given that the lower level is stiffer than those levels above.) Changed
the roof snow load to 25 psf. Changed the base shear value. In the table for Cast -In -
Place Concrete changed the specification for concrete in walls to 3,000 psi. Noted that
the allowable soil bearing pressure is 3,000 psf in accordance with the geotechnical report
by Terracon, project no. 81145006.
S-1.1 Foundation Plan
Changed the thickness of the slab on grade to 5" thick. Increased the overall dimension
of the building by 1" each direction. Added 2 inches to the overall width and length of
the building. Moved the pier located at gridlines C and 3, 9' 6" to the east. Added to
grid line "K" to the plans. Updated Pier Schedule for the grade, size and number of rebar
called out for each pier size.
S-1.2 Foundation Details
Changed thickness of slab on grade to 5" thick. Changed masonry header details to a
concrete header detail. Removed details that were no longer applicable.
S-1.3 Retaining Wall Details
Provided a hook at the end of the footing's transverse bars. Added dimensions for
concrete cover.
S-1.4 Stair Details and Shear Reinforcement Details
Changed details D, E and G to reflect new design caused by the removal of the third level
concrete floor system and the lighter lateral loads. Removed details that no longer apply.
S-1.5 Slab Construction Joints
Changed thickness of slab on grade to 5" thick.
S-3.1 Third Floor Framing Plan
Added this sheet to the plans. Revised the entire design for this level to eliminate the 4"
concrete diaphragm with Hambro steel trusses and replaced that design with a wood "I"
joist design and 1.5" of concrete topping.
S-4.1 Roof Framing Plan
Consolidated the number of individual members specified so that there are fewer callouts
and coordinated those specified members with the engineering calculations while also
consolidating the engineering calculations. Eliminated a section of roof at the south west
corner of the interior courtyard. Noted that all roof trusses will be designed and
engineered by the truss manufacture and noted on the plan view of each manufactured
truss configuration. Cross referenced detail bugs with other drawings.
S-4.2 Roof Details.
Removed the roof framing notes from this sheet and copied them over to sheet S-4.1.
Detail D has been eliminated reflecting the removal of the roof beam over the dining
area. At Detail H, provided member reference "2.18" to the glu lam shown in the detail.
For Details I and K, changed the location of the detail bug on sheet S-4.1 so that the
appropriate beam is addressed by the detail.
S-4.3 Roof Details
Eliminated this sheet.
S-5.1 First Floor Shear Walls and Second Floor Diaphragm
Eliminated all references to masonry shear walls as a decision was made to use concrete
shear walls only. Simplified the drag rebar specifications to accommodate the lower
lateral loads from the removal of the third level concrete floor and the weight savings
change of the 3/4" thick brick veneer vs. 4" thick brick. Eliminated the concrete shear
wall at the center of the stairway well. and eliminated the eener-ete shear walls at the
S-5.2 Second Floor Shear Walls and Third Floor Diaphragm
Redesigned the entire level for the change of the third floor assembly from a 4" thick
concrete floor to wood "I" joists with a 1.5" concrete topping. Eliminated all concrete
shear walls from this level and converted to wood framed shear walls with either
plywood covering or a double sided sheetrock shear wall.
S-5.3 Third Floor Shear Walls
Revised shear wall specifications to reflect the lower overall shear loading resulting from
the weight savings changes of the design of the third floor framing and the use of the 3/4"
thick exterior brick veneer vs, 4" thick brick.
S-5.4 and S-5.5 Shear Wall Elevations
S-5.5 is a new sheet. Both sheets show concrete shear wall elevations and the placement
of reinforcing bars. Sheet S-5.4 was modified to reflect the elimination of second level
concrete shear walls. and the elif inat o of the eenefete shear walls an the
Cedar View Memory Care — Narrative
April 24, 2015
Re: Response to City of Edmonds Plan check for project # BLD2015-0032
Several significant changes took place since the last submittal that affected the structural
engineering. First, the third floor framing system was changed from a 4 inch think
concrete diaphragm and steel floor joist system to a wood "I" joist framing scheme with a
1.5 inch concrete toping. Second, the brick siding on the outside of the building was
changed from a 4 inch thick brick to a3/4" brick veneer, which had the affect of greatly
reducing the weight of the building. The third major change were that several roof
framing members were consolidated so that there are fewer individual members called
out, and overall the roof framing plan is now simpler.
S-1.0 Structural Cover Sheet
Updated design criteria section to show Seismic Design Category as Da and the use of 2
different R values in the seismic design including R = 6.5 for the upper two levels of
wood framing and R = 5.0 for the lower level which utilizes concrete shear walls. (This
analysis is allowed given that the lower level is stiffer than those levels above.) Changed
the roof snow load to 25 psf. Changed the base shear value. In the table for Cast -In -
Place Concrete changed the specification for concrete in walls to 3,000 psi. Noted that
the allowable soil bearing pressure is 3,000 psf in accordance with the geotechnical report
by Terracon, project no. 81145006.
S-1.1 Foundation Plan
Changed the thickness of the slab on grade to 5" thick. Increased the overall dimension
of the building by 1" each direction. Added 2 inches to the overall width and length of
the building. Moved the pier located at gridlines C and 3, 9' 6" to the east. Added to
grid line "K" to the plans. Updated Pier Schedule for the grade, size and number of rebar
called out for each pier size.
S-1.2 Foundation Details
Changed thickness of slab on grade to 5" thick. Changed masonry header details to a
concrete header detail. Removed details that were no longer applicable.
S-1.3 Retaining Wall Details
Provided a hook at the end of the footing's transverse bars. Added dimensions for
concrete cover.
S-1.4 Stair Details and Shear Reinforcement Details
Changed details D, E and G to reflect new design caused by the removal of the third level
concrete floor system and the lighter lateral loads. Removed details that no longer apply.
S-1.5 Slab Construction Joints
Changed thickness of slab on grade to 5" thick.
S-3.1 Third Floor Framing Plan
Added this sheet to the plans. Revised the entire design for this level to eliminate the 4"
concrete diaphragm with Hambro steel trusses and replaced that design with a wood "I"
joist design and 1.5" of concrete topping.
S-4.1 Roof Framing Plan
Consolidated the number of individual members specified so that there are fewer callouts
and coordinated those specified members with the engineering calculations while also
consolidating the engineering calculations. Eliminated a section of roof at the south west
corner of the interior courtyard. Noted that all roof trusses will be designed and
engineered by the truss manufacture and noted on the plan view of each manufactured
truss configuration. Cross referenced detail bugs with other drawings.
S-4.2 Roof Details.
Removed the roof framing notes from this sheet and copied them over to sheet S-4.1.
Detail D has been eliminated reflecting the removal of the roof beam over the dining
area. At Detail H, provided member reference "2.18" to the glu lam shown in the detail.
For Details I and K, changed the location of the detail bug on sheet S-4.1 so that the
appropriate beam is addressed by the detail.
S-4.3 Roof Details
Eliminated this sheet.
S-5.1 First Floor Shear Walls and Second Floor Diaphragm
Eliminated all references to masonry shear walls as a decision was made to use concrete
shear walls only. Simplified the drag rebar specifications to accommodate the lower
lateral loads from the removal of the third level concrete floor and the weight savings
change of the 3/4" thick brick veneer vs. 4" thick brick. Eliminated the concrete shear
wall at the center of the stairway well. and eliminated the eonerete sheaf ally at the
sides of the elevator- shafts.
S-5.2 Second Floor Shear Walls and Third Floor Diaphragm
Redesigned the entire level for the change of the third floor assembly from a 4" thick
concrete floor to wood "I" joists with a 1.5" concrete topping. Eliminated all concrete
shear walls from this level and converted to wood framed shear walls with either
plywood covering or a double sided sheetrock shear wall.
S-5.3 Third Floor Shear Walls
Revised shear wall specifications to reflect the lower overall shear loading resulting from
the weight savings changes of the design of the third floor framing and the use of the 3/4"
thick exterior brick veneer vs, 4" thick brick.
S-5.4 and S-5.5 Shear Wall Elevations
S-5.5 is a new sheet. Both sheets show concrete shear wall elevations and the placement
of reinforcing bars. Sheet S-5.4 was modified to reflect the elimination of second level
concrete shear walls. and the elimination of the , ro+o sheaf walls a -round the
elevators,