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Response to the City of Tigard Plan Review Comments 1u� O5 T►GABD
C ITY pIV ISIO N
u1LDIN
Tigard Triangle Commons - Parking Structure
Permit Number: BUP - 2006 - 00207
AAI Project No.: 5224.02
The following are responses to the Structural Engineering plan review comments provided by .
Miller Consulting Engineers on behalf of the City of Tigard. The response numbers correspond
to the plan review item numbers.
Item 1: Refer to attached copy of page from the project geotech report.
Item 2: The p/t slabs were designed for 5,000psi concrete. Concrete strength note on S1.0
is revised from 5,500psi to 5,000psi.
Item 3: See item #2 above.
4I
Item 4: MDG to provide. --- 5rr raevipop & 5i(e TS f 2.1 , 1
PAZ.I,
Item 5: The Decon studrail program calculates the studrails layout. The calculation was
based on the worst -case vertical load and unbalanced moment in the critical
section. This calculation is located in the calculation package.
Item 6: The garage design is based on limiting access to passenger cars only. MDG to
confirm adequate barrier to trucks and buses. -- i-letc 'r Q-ES,R- TIc7,J (51-a42-1e1
rg • Sri PAZ, 1.1 PA 3:1 aNO 0E 8 /PA 5. i
Item 7: Calculation sheet P -1 shows a moment of 9,000'# was used in the analysis of the
masonry parapet.
Item 8: Calculation sheet P -1 indicates that both CMU (w/ sp. insp.) and structural brick
(w /o sp. insp.) are adequate. CMU was used at the lower level (S2.1) and
structural brick was used at the upper level (S2.2). Both materials are called -out
in the plan notes, general notes and in the details. Both are designed for the
impact load referenced in your item #7 above. Note that pipe guardrail option
maybe used at the lower level - see attached for calculations.
Item 9: Refer to detail 4/S5.1 for the tie spacing.
4875 SW Griffith Drive 1 Suite 3001 Beaverton, OR 197005
503.620.3030 I tel 503.620.55391 fax
w w w. a a l e n g. c o m
)
Response to Structural Plan Review
Tigard Triangle - Parking Structure
June 14, 2006
Page 2 of 2
Item 10: Refer to the last sheet of the calculation package.
Item 11: Refer to the attached calculation.
Item 12: Refer to the attached load capacity table from Verco deck. The live load capacity
= 317psf. The deck attachment is shown in details on S5.3.
Item 13: Refer to the attached calculations. Note that new architectural revisions have
added 12' of shearwall overall. The east wall is critical during a N/S seismic
event, therefore, our review calculations are based on the N/S load case only.
Items 14 through 22 are procedural matters that will be handled during the progress of the
project. The special inspection agency for the project has not been selected at this time. The
special inspection program and structural observation intended for this project are noted on
sheet S1.O of the drawings. Shop drawings for the materials and deferred submittals will be
reviewed, stamped with the necessary action and submitted to the City of Tigard for Review.
Please contact me if you have any questions regarding these responses to your plan review
comments.
Sincerely,
°'s and J. Amodeo, S.E.
Principal
4875 SW Griffith Drive I Suite 3001 Beaverton, OR 1 97005
503.620.30301 tel 503.620.5539 1 fax
w w w. a a l e n g. c o m
•
Table 2. Seismic Design Criteria
Short Period 1 Second
Maximum Credible Earthquake Spectral Acceleration S = 1.06 g S = 0.37 g
Site Class C
Site Coefficient F = 1.00 F = 1.43
Adjusted Spectral Acceleration S 1.06 g S M, = 0.53 g
Design Spectral Response Acceleration Parameters 0.70 g 0.35 g
Design Spectral Peak Ground Acceleration 0.29 g
4.122 Liquefaction and Lateral Spreading
Liquefaction can be defined as the sudden loss of shear strength in a soil due to an excessive
buildup of pore water pressure. Liquefied soil layers generally follow a path of least resistance to
dissipate pore pressures, often resulting in sudden surface settlement, sand boils or ejections,
and /or lateral spreading in extreme cases. Clean, loose, uniform or silty, fine- grained, saturated
sands are particularly susceptible to liquefaction. Lateral spreading is a liquefaction- related
seismic hazard. Areas subject to lateral spreading are typically gently sloping or flat sites
underlain by liquefiable sediments adjacent to an open face, such as riverbanks. Liquefied soils
adjacent to open faces may "flow" in that direction, resulting in lateral displacement and surface
cracking.
Based on the soil plasticity and stiffness and groundwater elevation, it is our opinion that the on-
site soils are not susceptible to liquefaction during the design seismic event. Consequently,
there is no risk of lateral spreading.
5.0 OBSERVATION OF CONSTRUCTION
Satisfactory foundation and earthwork performance depends to a large degree on quality of
construction. Sufficient monitoring of the contractor's activities is a key part of determining that
the work is completed in accordance with the construction drawings and specifications.
Subsurface conditions observed during construction should be compared with those encountered
during the subsurface exploration. Recognition of changed conditions often requires experience;
therefore, qualified personnel should visit the site with sufficient frequency to detect whether
subsurface conditions change significantly from those anticipated.
We recommend that GeoDesign be retained to monitor construction at the site to confirm that
subsurface conditions are consistent with the site explorations and to confirm that the intent of
project plans and specifications relating to earthwork and foundation construction are being met.
GEODESIGN? 17 PNWP- In -n7.(171 (Inc
• -. � Y a E k` M y 4 in. (102 mm) TOTAL SLAB DEPTH 4 Weld f gr v � t 4,44 - p , �
4 i 31 . .�
b Normal Weight Concrete �� � � ` 3 {��,��f
145 pcf (2,320 kg /m `` ' 5, , � u >, � , "g 7 . .
36.3 psf (1,738 N /m �� � yq.
ill Galvanized or Phosphatized/Painted '' ''
1;}
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Deck Weight and Section Properties
Weight (psf, N /m Properties per ft (m) of Width Allowable Reactions per ft (m) of Width (Ib, N)
�. Gage Galv Phos/ 1 +S -S End Bearing Interior Bearing
G60 Painted In. in. In. 2° 3" 4" 4" 5"
Z180 mm mn'r mm 51 mm 76 mm 102 mm 102 mm 127 mm I
22 1.8 1.7 0.340 0.283 0.287 219 263 306 684 797
86.2 81.4 464,300 15,215 15,430 3, 196 3,838 4,466 9,982 11,631 i
21 2.0 1.9 0.382 0.321 0.328 259 307 356 824 956 1
95.8 91.0 521,655 17,258 17,634 3,780 4,480 5,195 12,025 13,952
20 2.1 2.0 0.423 0.361 0.370 301 355 409 972 1123 1
100.5 95.8 577,644 19,408 19,892 4,393 5,181 5,969 14,185 16,389
I
Allowable Superimposed Loads (psf, kN/m
a ` F; N w Span (ft-In., mm)
,6! m a 7' -0" 7' -6° 8' -0" 8' -6" 9' -0" 9'-6° 10' -0" 10' -6" 11' -0" 11' -6" 12' -0"
{
C,� - 2,130 2,290 2,440 2,590 2,740 2,900 3,050 3,200 3,350 3,510 3,660
;,. 1 255 190 167 148 131 116 104 93 83 75 67 I
12.2 9.1 8.0 7.1 6.3 5.6 5.0 4.5 4.0 3.6 32
a ... 2 255 227 204 l 148 131 116 104 93 83 75 67
E;,ew„;�-.' 22 12.2 10.9 9.8 7.1 6.3 5.6 5.0 4.5 4.0 3.6
3.2
3 255 227 204 185 131 116 104 93 83 75 67 1
12.2 10.9 9.8 8.9 6.3 5.6 5.0 4.5 4.0 • 3.6 3.2 ; i
1 286 255 192 170 151 135 121 108 97 88 79
13.7 12.2 9.2 8.1 7.2 6.5 5.8 5.2 4.6 4.2 3.8 (
286 255 229 207 151 135 121 108 97 88 79
21 2 13.7 122 11.0 9.9 7.2 6.5 5.8 5.2 4.6 4.2 3.8 I
3 286 255 229 207 188 135 121 108 97 88 79 i
13.7 122 11.0 9.9 9.0 6.5 5.8 5.2 4.6 42 3.8
1 317 282 252 192 171 153 138 124 112 101 92 (
15.2 13.5 12.1 9.2 8.2 7.3 6.6 5.9 5.4 4.8 4.4
317 282 254 229 208 153 138 124 112 101 92
20 2
15.2 13.5 12.2 11.0 10.0 7.3 6.6 5.9 5.4 4.8 4.4
3 317 282 254 229 208 187 166 124 112 101 92
15.2 13.5 12.2 11.0. 10.0 9.0 7.9 5.9 5.4 4.8 4.4
I Shoring required in shaded areas to right of heavy line '
Diaphragm Shear Values, q (plf, kN/m)
0 0 c . " Span (ft-in., mm) p � ,�
c 3 7 -0 7' -6 ° 8'-0" 8'-6° 9 -0 9 10'-0° 10-6 „ 11-0 11'-6" 12
2,130 2,290 2,440 2,590 2,740 2,900 3,050 3,200 3,350 3,510 3,660
q3 1665 1650 1635 1620 1610 1595 1590 1580 1570 1565 1555
22 24.30 24.08 23.86 23.64 23.50 2328 23.20 23.06 22.91 22.84 22.69 _
1780 1750 1720 1700 1680 1660 1640 1620 1610 1600 1590
q 25.98 25.54 25.10 24.81 24.52 24.23 23.93 23.64 23.50 23.35 23.20
q - 3 X670 1655 1635 1620 1610 1595 1585 1575 1565 1560 1550 4
24.37 24.15 23.86 23.64 23.50 23.28 23.13 22.99 22,84 22.77 22.62
21 1810 1770 1740 1720 1700 1680 1660 1640 1620 1610 1600
q 26.41 25.83 25.39 25.10 24.81 24.52 2423 23.93 23.64 23.50 23.35
1680 1660 1640 1625 1610 1595 1585 1575 1565 1555 1550 1
20 q3 24.52 24.23 23.93 23.72 23.50 23.28 23.13 22.99 22.84 22.69 22.62 • 4
1840 1800 1770 1740 1720 1690 1670 1650 1640 1620 1610 '
q 26.85 26.27 25.83 25.39 25.10 24.66 24.37 24.08 23.93 23.64 23.50
W2 FORMLOK decks with structural concrete fill may be considered rigid diaphragms, with F < 1 (5.7). 4
52 a 1 /E1: 4 CO MA !'0: Catalog VF1
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AFGHAN ASSOCIATES, INC. 77 G 4/2-0 Q 6 4(2",4 G 6 BY_Z7 DATE o O 6
CONSULTING ENGINEERS
6960 S.W. VARNS ST., SUITE 200 JOB NO 7i2
TIGARD, OREGON 97223
(503) 620 -3030, FAX 620 -5539 SHEET OF
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CONSULTING ENGINEERS
JOB NO
8980 B.W. VARNS ST., SUITE 200
TIGARD, OREGON 97223
(503) 6203030, FAX 820 -5539 SHEET / OF
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/ - 3 77/eo.77 — 7¢, a'
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CONSULTING ENGINEERS
JOB NO 5 2
6960 S.W. VARNS ST., SUITE 200
TIGARD, OREGON 97223
(503) 620-3030, FAX 620 -5539 SHEET OF
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CONSULTING ENGINEERS c Z Zq
6960 S.W. VARNS SE, SUITE 200 JOB NO
TIGARD, OREGON 97223
(503) 620 -3030, FAX 620-5539 _ SHEET OF
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� = �7.74 v= /,r3
94,7k .- ?bp = IZgr,1k v = 2, e l�I�
71e-/ G 91/iv - /7-6
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or 4, p' X Z g lvl¢ = 11,2_ e .lyri`Ga I
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We I d X01 pau = 29, / �" T 1 // - " e
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AFGHAN ASSOCIATES, INC. 1 G /F 1ze d G fiA-6.6 BY 'PM DATE 6 O
CONSULTING ENGINEERS
JOB NO 5 7 ' `'
6960 S.W. VARNS ST., SUITE 200
TIGARD, OREGON 97223
SHEET
(503) 620-3030, FAX 620.6539 �� OF
JOB NAME: Tigard Triangle Commons Parking Garage
JOB ADDRESS: 11850 SW 67th, Tigard, OR CITY OF TIGARD
RECOPY
DATE: June 1, 2006 BUILDING DEPARTMENT
MCE Project No.: 060594 1 3125 HALL BOULEVARD
TIGARD, OR 97223
SHEET 1 OF 2
Tigard Building Permit BUP -2006 -00207
STRUCTURAL PLAN REVIEW #1
Plans Dated 3/21/06; Calculations Dated 3/21/06
Corr. Item Page No. Comments
Made No. Code Section
1 S1.0 Seismic criteria, site class 'C' to be verified by soils 106.1.1
report.
2 S1.0 Concrete structural note calls for 5,500 PSI concrete 106.1.1
for P.T. slab. Drawing S2.2 calls for F' = 5,000 PSI for
P/T flat plate. Clarify which strength is required.
3 S1.0 Tension LAP splice tables for top bars are shown for 106.1.1
5,000 and 6,000 PSI concrete. P.T. slab appears to
be 5,500 PSI and note 3 says to "interpolate for splice
length as necessary." Explain and /or give an example.
4 S2.3 Please provide finish floor elevations on drawing S2.3 106.1.1
and accommodate slopes for drainage. Drawings
C2.0 indicate diagonal grade contours. Drawing C2.0
indicates diagonal grade contour lines: coordinate.
5 Calculations Structural calculations indicate that the concrete is
overstressed in shear at d/2 from the face of column. 106.1.1
The added shear value from the stud rails is not
shown. Please provide.
•
6 There does not appear to be a height restriction for 106.1.1
the P/T slab entry from adjacent grade. If vehicle size,
height, or weight is not restricted, P/T slab must meet
the requirements of IBC Section 1607.6 (50 PSF L.L.).
7 Calculation Submit calculation for moment with 6,000 pound load 106.1.1
•
P -1 at 18 inches above slab.
8 Calculation Submit calculations and details for material used,
P brick or CMU, with loads taken into slab. 106.1.1
9 Sht. S5.1 Clarify tie spacing.
Detail 5/S5.1 106.1.1
10 Sht. S5.2 Submit calculations for loads and method of
106.1.1
Detail
distribution.
14/S5.2
11 Sht. S5.1 Submit calculations for parapet. 106.1.1
Detail 9/S5.1
12 Sht. S5.3 Submit calculations and details for steel decking. 106.1.1
Details
4/S5.3,
9/S5.3,
12/S5.3
JOB NAME: Tigard Triangle Commons Parking Garage CITY OF TIGARD
JOB ADDRESS: 11850 SW 67th, Tigard, OR BUILDING DEPARTMENT
DATE: June 1, 2006 13125 HALL BOULEVARD
MCE Project No.: 060594 TIGARD, OR 97223
SHEET 2 OF 2 Tigard Building Permit BUP- 2006 -00207
STRUCTURAL PLAN REVIEW #1
Plans Dated 3/21/06; Calculations Dated 3/21/06
Corr. Item Page No. Comments Code Section
Made No.
13 Calculations, Submit calculations for eccentricity with east wall. 106.1.1
Page 3
14 General Submit one set of miscellaneous steel shop drawings,
which have been reviewed and initialed by the project
engineer, to be filed with the City of Tigard before
placement.
•
15 General Submit one set of steel stair framing drawings, which
have been reviewed and initialed by the project
engineer, to be filed with the City of Tigard before
placement.
16 General Submit one set of steel decking shop drawings, which
have been reviewed and initialed by the project
engineer, to be filed with the City of Tigard before
placement.
17 General Submit one set of P/T shop drawings, which have
been reviewed and initialed by the project engineer, to
be filed with the City of Tigard before placement.
18 General Submit one set of reinforcing steel shop drawings,
which have been reviewed and initialed by the project
engineer, to be filed with the City of Tigard before
placement.
19 Sht. S1.0 Submit when or how often for type of work listed as 1704
Special periodic.
Inspection
20 Special Special inspection is required for concrete, welding, 1704
Inspection reinforcing steel, bolting, welded studs, embed plates, 1705
bolts in concrete, masonry, soils, structural steel 1707
•
fabrication and erection, adhesive and expansion 1708
anchor installation and P/T.
21 Structural Structural observation is required for concrete 1709
Observation foundation, retaining walls, reinforcing steel in shear
walls or P/T slab, before concrete placement at
second floor, and before stressing P/T slab.
22 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.