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May 12, 2008
Bruce Peterson
Peterson Staggs Architects
5200 W. State St.
Boise, Idaho 83703
Re Plan Review Comments
WINCO No. 23 Tigard, OR
Project Number: 07034 LOl
Dear Bruce,
I am writing in response to the plan review comment from the City of Tigard. Below are the onginal
comments (Italics) followed by our response (Bold).
SO Clarify the use of Site Class D in lieu ofE or F as indicated in the soils report
Design was performed before soils report was available. Ta of the structure < 0.5, so Site
Class E is applicable. Site Class E seismic forces are actually less than the Site Class D
seismic forces used in the design. Please refer to supplemental Design Criteria and USGS
printout. No revisions to the calculations are required.
SO Submit Welding Inspections for frames in accordance with RISC 341 -05
Welding Inspections required per items D &E under Quality Assurance section and all items
under Welding Inspection for Frames Only Section of the Structural Notes on Sheet SO
comply with AISC welding inspection requirements. Per the referenced standards, namely
AISC, IBC and AWS, the Welding Inspector will be required to submit all reports for
inspections made for the rigid frame connections. No revisions to notes required.
10 /S0 Clarify the embedment depth used in the concrete slab, which does not meet ICC minimum base
14 /SO material thickness requirements per Footnote 4 of Table 6
Per ICC ER -5193 Table 2 (applicable ICC report per Structural Notes on sheet SO) standard
embedment for %_" diameter threaded rod into concrete is 4 '''A ". We anticipate the existing
concrete slab to be only 5" thick, therefore making standard embedment deeper than the
base material. Standard embedment provides 2,910 lbs. of shear capacity, whereas
minimum embedment (2 1 /8 ") provides 2,130 lbs. of shear capacity per bolt. Since the
maximum horizontal reaction at the base of the column is 1,500 lbs. total, both epoxy bolts
with minimum embedment are adequate.
11 /SO Clari6; the weld at the top bearing plate
The weld callouts are backwards. This should show 3/16" fillet for a length of 4 ". Please see
revised Detail 11 /SO.
14 /SO Clarify the embedment depth used in the masonry wall, which does not meet ICC minimum base
16/SO material thickness requirements per Footnote 9 of Table 9
Per ICC ER -5193 Table 4 (applicable ICC report per Structural Notes on sheet SO) standard
embedment for %" diameter threaded rod into grout filled cmu is 4 '/ ". The details are
calling out 6" minimum embedment which exceeds minimum embedment per the ICC
report.
SI Submit calculations and details for Footing F and F3 In addition, clarify Footing F2 as the
plans indicate the footing to be I '-4" deep with (8) #6 bars whereas the engineering indicates 1 '-
8" deep with (8) #8 bars
Footing sizes have been revised due to soil bearing pressures listed in the Geotechnical
report and coordination efforts with the GeoPier Contractor. Please see the revised footing
calculations and Foundation Plan.
SI Submit calculations and details for the top connection for the temporary shear wall adjacent to
Grid 10
The top track of the temporary shearwall shall be connected to the metal roof deck with (2)
#8 screws at 6" o.c. Please see revised calculations and plans.
2 /SI 1 Clarify the dowels to the existing slab, as the detail specifies #3 and 3" diameter dowels. In
addition, clarify the spacing requirements as the detail specifies 12" o.c. and 18" o c and Detail
6 /A1.1 specifies 48" o.c.
The "New to Existing" condition of the control joint detail is intended to show #3 x 24"
dowels @ 18" o.c. The 3/4" x 14" smooth rod @ 12" o.c. is erroneous for this condition and
applied only to the "Doweled" condition of the control joint detail. Please see revised Detail
2 /S1.1.
10/S1.1 Submit calculations for the anchor bolts in accordance with ACI Appendix D In addition, clarify
the concrete slab thickness
Please see revised calculations for anchor bolts.
9 /SI I Clarify the anchor bolts specified in contrast to Detail 8.
These anchor bolts should be called out as (4) 1" anchor bolts- the same as called out in
Detail 8 /S1.1. Please see revised Detail 9 /S1.1.
12/S1.1 Clarify the embedment depth used in the masonry wall, which does not meet ICC minimum base
material thickness requirements per Footnote 9 of Table 9.
Per ICC ER -5193 Table 4 (applicable ICC report per Structural Notes on sheet SO) standard
embedment for '/z" diameter threaded rod into grout filled cmu is 4 ' /A" and 5 " for 5/8"
diameter threaded rod. The details are calling out 6" minimum embedment which exceeds
minimum embedment per the ICC report.
13/S1.1 Clarify the embedment depth used in the concrete slab, which does not meet ICC minimum base
material thickness requirements per Footnote 4 of Table 6.
Per ICC ESR -1385 the minimum base material thickness is 3" or 1.5 *embedment = 5 'A ",
whichever is greater. This is based on material properties of concrete masonry. The
minimum embedment for 'A" expansion anchors in normal- weight concrete is 2 '/ ". An
embedment of 3" is called for, which yields a shear capacity of 2,658 lbs. per anchor. 'A"
diameter expansion bolts with 3 'A" embedment spaced at 48" o.c. yields a total shear
capacity of over 176 kips vs. approximately 175 kips of shear the temporary shear wall must
resist.
15 /SI I Provide layout of the anchor bolts on the bearing plate In addition, clarify the position of the
HSS column as it is specified to be 8" off the grid, but is not sown in the drawings to be such
Please see revised Detail 15 /S1.1.
S2 Clarify whether column bracers are required at Grids B -10, C.5 -10 and H -10
Column bracers are required at these locations. Please see revised plans.
S2 Provide information concerning keynotes 19 and 20.
Keynote 19 refers to new skylights being added to the roof structure. Keynote 20 refers to a
4x4x1/4 steel angle near Grids G &11. Please see revised sheet S2.
4/S2 I Provide out -of -plane and in plane calculations for the details as shown
9/S2 1
15/S2 1
The out -of -Plane calculation for Detail 4/S2.1 is on sheet 24 with subsequent print -out of the
project calculations under ANCHORAGE. Please see the supplemental calculations under
ANCHORAGE for Details 9 &151S2.1.
6/S2.1 Clarify the sloping continuity plates In addition, clarify why the frames step down at Grid C 8-
10.
Sizes and thicknesses of all plates for the rigid moment connection shown in Detail 6/S2.1 are
referenced to Detail 13/S2.1 where they are all called out in specificity. The step in the frame
is to accommodate the existing framing conditions. Where a girder joist is being replaced
with a frame, the w -beam of the frame is too wide to fit between the existing joist web
members, thus we have held the w -beam down approximately 2" so the top flange of the w-
beam will not interfere with the web members of those roof joists. This is not an issue where
we are replacing cmu with a rigid frame because the new roof joists will be fabricated to a
slightly lesser length.
6/S2 1 Clarify the size of the shim plate under the bar joist, as they appear not to be to scale.
7/S2.1
The size of the shim plate is called out correctly. Please see the revised Details 6 &7/S2.1.
6/S2.1 Clarf' why the beam ends are being prepared as a fully restrained connection. In addition,
7/S2 1 clarify the position of the continuity plates as shown.
12/S2.1
13/S2 1
The new column and beam line along Grid 10 is a rigid frame. The beam ends are fully
restrained due to the requirements of the connections.
Al Provide Detail Al .1-5 or renumber Detail A1.1 -20
This to be addressed by the Architect.
6 /A1.1 Clarify dowel spacing as outlined in Item #10 above
This to be addressed by the Architect.
Calcs Clarify why the Site Class is listed as Type D in Lieu of Type E as indicated in the soils report. In
Paget addition, clarify the allowable soils bearing pressure used.
Design was performed before soils report was available. Ta of the structure < 0.5, so Site
Class E is applicable. Please refer to revised lateral calculations. Also, a soil bearing
pressure was assumed from design of existing structure of 2,000 psf. Per the geotechnical
report and soils improvements to be made the soils bearing pressure may be increased to
5,000 psf maximum. Please see the revised foundation calculations.
Calcs Submit calculations for the exterior masonry walls in accordance with Special Reinforced
Page 17 Masonry Shearwalls based on the ASCE 7 provisions.
Please see revised masonry wall calculations. Ev has been added to the calculation for the
out -of -plane wall design. Masonry shearwall design shows that (5) piers (8 piers in reality)
adequately resist the base shear without the requirement for shear reinforcing or extra
tension reinforcing. No revisions required original drawings and details.
Calcs Submit calculations for the continuity tie requirements based on the ASCE 7 provisions.
Page 23
Please see revised lateral calculations for tie plate and connection requirements. Please see
revised plans and details also.
Calcs Clarify why the allowable soils bearing pressure used is now 2,370 psf in lieu of 2,000 psf as
Page 58 indicated on Page 2.
Design was performed before the soils report was available. Per the geotechnical report, a
maximum soil bearing pressure of 5,000 psf may be used. Therefore, the bearing pressure of
2,370 psf used in the calculations is less than allowable. No revision or change required.
Calcs Submit calculations for the retaining walls considering seismic loading based on the ASCE 7
Pages provisions
59 -64
Please see revised retaining wall calculations. Seismic surcharge loading has been included
per Geotechnical recommendations. Please note original design incorporated an allowable
soils bearing pressure of 2,000 psf, whereas the geotechnical report recommends 4,500 psf.
No revisions in retaining wall designs required.
Special Special Inspection is required for concrete, reinforcing steel, bolts in concrete, bolting,
Inspection epoxy and mechanical anchors, steel construction and soils.
Please see Item 1 under Quality Assurance of the Structural Notes on sheet SO. Special
Inspection is called out for these scopes of work.
Structural Clarify whether structural observation shall be required on the project.
Observation
Structural Observation is not required for this project.
Si Submit one set of temporary shoring deferred submittal drawings and engineering, which
Deferred have been reviewed and initialed by the project engineer, to be filed with the City of
Submittal Tigard before placement.
Please refer to Item 7 under General of the Structural Notes on sheet SO. A copy of these
deferred submittals approved by the Project Engineer shall be submitted to the building
official before placement.
Si Submit one set of soil improvement deferred submittal drawings and engineering, which
Deferred have been reviewed and initialed by the project engineer, to be filed with the City of
Submittal Tigard before placement
Please refer to Item 7 under General of the Structural Notes on sheet SO. A copy of these
deferred submittals approved by the Project Engineer shall be submitted to the building
official before placement.
General Submit one set of steel stairways and landings deferred submittal drawings and
Deferred engineering, which have been reviewed and initialed by the project engineer, to be filed
Submittals with the City of Tigard before placement.
Please refer to Item 7 under General of the Structural Notes on sheet SO. A copy of these
deferred submittals approved by the Project Engineer shall be submitted to the building
official before placement.
General Submit one set of metal plate connected wood truss deferred submittal drawings and
Deferred engineering, which have been reviewed and initialed by the project engineer, to be filed
Submittals with the City of Tigard before placement
Please refer to Item 7 under General of the Structural Notes on sheet SO. A copy of these
deferred submittals approved by the Project Engineer shall be submitted to the building
official before placement.
General Submit one set of mechanical equipment bracing drawings and engineering, which have
Deferred been reviewed and initialed by the project engineer, to be filed with the City of Tigard
Submittals before placement
Please refer to Item 7 under General of the Structural Notes on sheet SO. A copy of these
deferred submittals approved by the Project Engineer shall be submitted to the building
official before placement.
•
General Submit one set ofplumbing and electrical equipment seismic bracing drawings and
Deferred engineering, which have been reviewed and initialed by the project engineer, to be filed
Submittals with the City of Tigard before placement.
Please refer to Item 7 under General of the Structural Notes on sheet SO. A copy of these
deferred submittals approved by the Project Engineer shall be submitted to the building
official before placement.
General Submit one set of reinforcing steel shop drawings which have been reviewed and initialed
Shop by the project engineer, to be filed with the City of Tigard before placement.
Drawings
A copy of these deferred submittals approved by the Project Engineer shall be submitted to
the building official before placement.
General Submit one set of open web steel joist and girder shop drawings which have been
Shop reviewed and initialed by the project engineer, to be filed with the City of Tigard before
Drawings placement
Please refer to Item 7 under General of the Structural Notes on sheet SO. A copy of these
deferred submittals approved by the Project Engineer shall be submitted to the building
official before placement.
General Submit one set of structural and miscellaneous steel shop drawings which have been
Shop reviewed and initialed by the project engineer, to be filed with the City of Tigard before
Drawings placement
A copy of these deferred submittals approved by the Project Engineer shall be submitted to
the building official before placement.
General Approved resolution of the above items shall be incorporated into submittal plans before
a permit will be issued. Submit four (4) sets of revised plans to the City of Tigard.
The items listed above shall be addressed and incorporated into the drawings and submitted
to the City of Tigard.
Please call if you have any questions.
Sincerelq, // L
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Leishman l, S.E. � ib
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S T 9 \ PL Y 8701 W. Hackamore Dr. phone: (208) 375 -8240
Boise, Idaho 83709 fax: (208) 375 -8257
ENGINEERING email: stapleyengr @stapley.net web: www.stapely.net
May 28, 2008 1,PY
Bruce Peterson
Peterson Staggs Architects
5200 W. State St.
Boise, Idaho 83703
Re: Additional Plan Review Comments
WINCO No. 23 Tigard, OR
Project Number: 07034.L02
Dear Bruce,
I am writing in response to the plan review comment from the City of Tigard. Below are the original
comments (Italics) followed by our response (Bold).
SO Submit Welding Inspections for frames in accordance with AISC 341 -05. Submit QA plan in accordance with the
2007 Oregon Structural Specialty Code (OSSC) considering RISC 341 -05
Welding Inspections required per items D &E under Quality Assurance section and all items under Welding Inspection for
Frames Only Section of the Structural Notes on Sheet SO comply with AISC welding inspection requirements. Per the
referenced standards, namely AISC, IBC and AWS, the Welding Inspector will be required to submit all reports for
inspections made for the rigid frame connections. No revisions to notes required Please see revised Structural
Notes on Sheet SO. Appendix Q of AISC 341 -05 shall be the main reference for quality
assurance for welding of rigid frames.
SI Submit calculations and details for Footing FI and F3. In addition, clarify Footing F2 as the plans indicate the footing to
be 1' -4" deep with (8) #6 bars whereas the engineering indicates 1' -8" deep with (8) #8 bars Clarify the size of
Footing F3 as the plans indicate 16" deep, whereas the calculations indicate 20" deep
Footing sizes have been revised due to soil bearing pressures listed in the Geoteclmical report and coordination efforts with
the GeoPier Contractor. Please see the revised footing calculations and Foundation Plan. The correct size for
footing F3 is 10' -0 x 10' -0" x 1' -8" as has been referenced as such in the Footing Schedule.
Pleas see Sheet SO.
8 /S1 1 Submit calculations for the anchor bolts in accordance with ACI Appendix D. In addition, clarify the concrete slab
thickness When CIP anchor bolts are subjected to seismic loads, they shall be designed in
accordance with ACI Appendix D
Please see revised calculations for anchor bolts Please see revised calculations for anchor bolts.
R
JUN 0 2 2008
CITY Cr TIGIA i®
13/S1.1 Clarify the embedment depth used in the concrete slab, which does not meet ICC minimum base material thickness
requirements per Footnote 4 of Table 6 Clarify whether the anchor bolts require 3 1/2" embedment or 2
1/8" per your response. In addition, the ER 5193 report included in your response is not
applicable to concrete construction. However, based on the State of Oregon Acceptance Criteria
for Expansion, Screw and Adhesive Anchors dated 4- 25 -08, the Building codes Division
established a grace period until 4 -30 -08 using the old acceptance criteria (and the old reports).
Per ICC ESR -1385 the minimum base matenal thickness is 3" or 1 5 *embedment = 5 `I < ", whichever is greater. This is
based on material properties of concrete masonry The minimum embedment for '' /z" expansion anchors in normal- weight
concrete is 2 ' " An embedment of 3" is called for, which yields a shear capacity of 2,658 lbs. per anchor. '/z" diameter
expansion bolts with 3 %2" embedment spaced at 48" o.c. yields a total shear capacity of over 176 kips vs. approximately
175 kips of shear the temporary shear wall must resist. Please see supplemental calculations and data
sheets.
S2 Provide a top connection detail for the HSS column at Grid B -6.5.
Please see detail 6/S2.2.
4/S2 I Provide out -of -plane and in plane calculations for the details as shown. Provide in plane calculations for
9/S2.1 Detail 15.
15/S2.1
The out -of -Plane calculation for Detail 4/S2.1 is on sheet 24 with subsequent pnnt -out of the project calculations under
ANCHORAGE Please see the supplemental calculations under ANCHORAGE for Details 9 &l5/S2.1. The new cmu
infill wall on Grid A is not intended to resist in -plane lateral forces. The existing cmu wall is
adequate to resist all associated lateral forces. Please see supplemental calculations.
6/S2. 1 Clarify y why the beam ends are being prepared as a fully restrained connection. In addition, clarify the position of the
7/S2.1 continuity plates as shown Provide calculations for the top flange connection of the lower beam.
12/S2.1
13/S2.1
The new column and beam line along Grid 10 is a ngid frame. The beam ends are fully restrained due to the requirements
of the connections. The design of the top flange plate shown in detail 6/S2.1 is the same as the
design for the bottom flange plates shown in details 6,7,11 & 13 on sheet S2.1. The
calculation for the flange plate is shown on sheet 44 of the original structural calculations.
The flange plate call outs for detail 6/S2.1 were shown incorrectly and have been revised.
Please see revised detail 6/S2.1.
Calcs Submit calculations for the retaining walls considering seismic loading based on the ASCE 7 provisions Submit a
Pages supplement soils report with the seismic loading in line with your plan check response. In
59 -64 addition, clearly identify the seismic loading within the calculations and consider bearing of the
retaining wall at the Geopiers only.
Please see revised retaining wall calculations. Seismic surcharge loading has been included per Geotechnical
recommendations. Please note onginal design incorporated an allowable soils bearing pressure of 2,000 psf, whereas the
geotechnical report recommends 4,500 psf. No revisions in retaining wall designs required. Please see revised
retaining wall calculations.
Structural Clark whether structural observation shall be required on the project. Appropriate review of the
Observation testing and field reports with a final report will be required
Structural Observation is not required for this project We will review all testing and field reports and
provide a final report determining acceptance with the project specifications.
SI Submit one set of soil improvement deferred submittal drawings and engineering, which have been reviewed
Deferred and initialed by the project engineer, to be filed with the City of Tigard before placement Provide
Submittal information concerning lateral resistance of the Geopiers In addition, verify the
adequacy of the foundations to span between the piers per OSSC 1605.3.
Please refer to Item 7 under General of the Structural Notes on sheet SO. A copy of these deferred submittals approved by
the Project Engineer shall be submitted to the building official before placement. Information regarding lateral
resistance of the Geopiers will be provided by the Geopier contractor /designer and
submitted accordingly. Please see revised footing calculations for span.
Please call if you have any questions.
Sincerely, ,
Gre Leishman, P.E., S.E.
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