20060711140839.pdf0, ED
DATE: July 11, 2006
City of Edmonds
PLAN REVIEW COMMENTS
BUILDING DIVISION
(425) 771-0220
TO: Valerie Sargent
FAX: 206-749-5005
FROM: Ann Bullis, Assistant Building Official
RE: Plan Check 4 2006-0705 & #2006-0706
Project: Point Edwards Buildings 6 & 7 Foundation Only
Project Address: 31 & 41 Pine Street
Below are combined review comments from myself and the City's Structural Consultant. Please
respond in writing to each item and include the location(s) of the changes to expedite the re -
review. Please resubmit 3 sets of plans/documents and written comments to Marie Harrison,
Senior Pen -nit Coordinator.
1. Submit 3 sets of engineered shoring plans and calculations for review.
2. Provide 3 copies of all geotechnical soils reports, supplemental reports and letters relating to
this lot/structure.
3. Provide a letter from the geotechnical engineer of record that he has reviewed the proposed
foundation and shoring plans and that they meet the recommendations in their report.
4. Under Soils &Foundations section of Sheet S1.1, coordinate with geotechnical engineer to
list all soils reports, supplemental reports and letter relating to this lot/structure.
5. As with past foundation -only permits, provide a written scope of work on Sheet 1. 1 specific
to this permit.
6. Provide architectural plans addressing damp-proof coating at the foundation walls of the
basement. IBC 1807.2
7. As with past foundation plans, page 9 of the November 21, 2001 soils report requires
prefabricated wall drainage system as well as foundation drains which need to be
shown/addressed on the plans. IBC 18.07.2
8. Show the location of the building footings in relation to the property line.
9. Sheets A4.0 and A4.1 show piles supporting the interior footings, which the structural plans
do not show. Please coordinate to match the structural plans.
10. Complete the enclosed Special Inspection Agreement (one for the geotechnical items and one
for the structural items), have the owner, general contractor and respective special inspector
sign the forms and return prior to permit issuance.
11. Provide a written general contractor acknowledgement statement for these buildings per IBC
1705.3.
12. See Engineering Division comments for permit application 2006-0695, regarding rockeries
supporting fill, and retaiming wall footings encroaching into the water main easement.
Coordinate changes with plans for this permit as well.
STRUCTURAL
(Unless specified otherwise, references are to the '03 IBC and specifically identified ones from
ASCE 7-02)
General and Site Comments
1 . The Soils and Foundation Special Inspection note on Sheets AO.0 and S1.1 need to
include the cantilevered tieback soldier piles. Section'1704.1.1
1 would think that the shoring plan be submitted now if they want to do the foundations
first. if not, theR it should be added to the deferFed submittal list an
3. Sheet S1.1 should include references to the three additional Terra Associates, Inc.
Geotechnical Reports dated June 7, June 8, and June 13, 2006.
4. The deferred submittal list on Sheet AO.0 and S1.1 need to be coordinated with each
other or the note on Sheet AO.0 should refer to S1.1 for further submittal requirements.
5. The Wind Exposure should be C instead of B on Sheet S1.1, under Design Loads. This
is because the building is facing out to the Puget Sound. See ASCE 7 Section 6.5.6.3
[Technically, it should be Exposure D according to the description in ASCE 7. However,
the SEAW Wind Engineering Committee believes that the intent of Exposure D is to be
applied for flat open areas with very little surface friction, such as the "smooth mud flats,
salt flats and unbroken ice" identified in Section 6.5.6.2. The Puget Sound waters can
have very choppy waves when subjected to wind, and are not "smooth" at all.]
Foundation and First Story Concrete Framework Comments
1. Soils report related items:
a. The Terra Associates, Inc. Geotechnical Reports complies with the minimum
requirements of Section 1804.2 and 1804.3 except for the retaining walls.
b. Section 1802.2.7 requires the report to give the amount of lateral pressure on the
retaining walls due to seismic movement for SDC D sites to be determined. Section
1802.2.7.1.
c. An addendum should be provided, although this may have been provided in the
earlier reports that I no longer have copies of. If it is one of the extra reports that are
already listed on Sheet S1.1, then the engineer should indicate that fact and let us
know what the criteria was.
2. The retaining walls
a. They have to be designed for a combination of active pressure, surcharge loading,
and earthquake loading determined from Comment 1 b above. Section 1621.1.2.
b. The Design Sol] Values note on Sheet S1.1 implies that there is no such loading for
a flat backfill behind the retaining wall. I don't believe this is correct and the engineer
should provide justification for that assumption.
c. There are some calculations on Sheet C2 in the "Concrete Permit" calculation
sheets and may be the loading entitled, "Amenity" is this value. If so, it should be
cleared up.
Page 2 of 4
d. I am not sure what the "Amenity # 2" pressure is for. If it represents some surcharge
from the footings of the Amenity Building on Building, then that should be explained
and justified how it was derived.
e. But, surcharges from footings are typically done as a single force located at a certain
distance below the surface. See the book, Principles of Foundation Engineering, 2 nd
Ed., by Braja M. Das, PWS-KENT Publishing Company. There are others that show
the same information. The engineer should justify the way he did it. I will send copies
of the pages separately to you (see attached).
f. The retaining walls shown in Cross Sections C-C and B-B on Sheet A4.1 appear to
have larger surcharges from the sloping earth and the bridge than that indicated on
the plans, They need to be accounted for in the wall designs.
3. Cross Sections on Sheets A4.0 and A4.1 show piles under some footings that are not on
the structural sheets. One or the other set of plans needs to be coordinated with the other.
4. Architectural plan sheets A2.0 and A2.1 need to be coordinated with the structural plans
at Lines 10 minus 10' and 29 minus 10' to show that these are concrete walls — they are
unidentified on my sheets.
5. There is a cross reference near Grid K-44/S2.1 to Detail 14/S3.2, but nothing is on that
page. There is a detail next to Detail 15 that shows a stepped footing which could logically
be that detail, but looking at the elevation views on Sheet A3.2, there doesn't appear to be
any such footing.
Lateral Load Comments
1 . The engineer calculated the wind speed-up effects incorrectly. He apparently failed to
read Note 2 of ASCE 7 Figure 6-4, where one is supposed to substitute 2H for Lh in
determining coefficients K2 and K3.
The bottom line is that the pressure multiplier is about 1.40 instead of 1.33. This will be
more important for the wood building and cladding and components but it should be
indicated in the Design Wind Loads notes now for correctness. [DCI has copies of
SEAW's Handbook of a Rapid -Solutions MethodologyTM of Wind Design, which accounts
for these types of issues and may help the engineer to catch these types of footnotes.],
2. The Snow Load of 15 psf ground load shown on Sheet S1.1 is not correct for Puget
Sound.
a. Despite the fact that ASCE 7 implies the designer has to apply the loads it lists on
Figure 7-1, the SEAW has done extensive collection of data specified in
conformance with ASCE Section 7.2, and a value of 25 psf should have been used.
b. The Design Live Loads note needs to be changed too and it is doubtful that drifting
snow will occur in the Puget Sound so footnote 1 to that category may be deleted if
the engineer wishes.
c. Besides, the Snow Load Note on Sheet AO.0 shows the correct 25 psf snow load.
3. Why aren't there any "chord" reinforcement "drag struts" tying into all the interior concrete
shear walls through the slabs so that the lateral loads are directed to the shear walls?
ASCE 7 Section 9.5.2.6.4.1. Also see Section Views 3, 7, and 12.
3. Similarly, the plans need to show clearly how the diaphragms drag the lateral loads
around the opening along approximately Lines M, 20 and 23. Section 9.5.2.6.2.7
Page 3 of 4
4. How are lateral loads dragged through the skewed diaphragm that forms a non -parallel
system at the two lines 33 on Sheet S2.3? ASCE 7 Section 9.5.2.6.3.1 Table 9.5.2.3.2,
5, and Section 9.5.2.6.4.1
Page 4 of 4
PRINCIPLES OF
FOUNDATION ENGINEERING.
Second Edition
Sewrtd
Dy=mics,
Braia M. Das
Southern Illinois University at Carbondale
PWS-KENT Publishing Company
BOSTON
.10 Lateral Earth Pressure Due to Surcharge 279
.It:' RETAIN]
5.10 Lateral Earth Pressure Due to Surcharge
In several instances, the theory of elasticity is used to determine the lateral
earth pressure on retaining structures caused by various types of surcharge
40
—
loading, such as line loading (Figure 5.17a) and strip loading (Figure 5.17b).
:M7
According to the theory of elasticity, the stress at any depth, z, on a
3.2-19
retaining structure caused by a line load of intensity q/unit length (Figure
3-223
5.17a) may be given as
3-235
3275
Cr -- 2q a2b — (5.34)
7UH (42 + b 2)2
where cr = horizontal stress at a depth z W
(See Figure 5.17a for explanations of the terms a and b.)
However, because soil is not a perfectly elastic medium, some devi-
ations from Eq. (5-34) may be expected. The modified 'forms.of this cqua-
tion generally accepted for use with soils are asfollows:
4q a2b 2)i for a > 0.4 (5.35)
nH (a2- + b
(5.33)
is inclined at and
a distance of H/3
_passive earth pres-
Table 5.9. or q 0.203b — for a :!� 0.4 (5-36)
H (0.16 + b 2)2
Figure 5.17b shows a strip load with an intensity of q/unit area located
at a distance Y from a wag of height H. Based on the theory of elasticity, the
horizontal stress, cr, at any depth z on a retaining structure can be given by
the equation
40
4-599 sin cos 2oe) (5.37)
4�527 H
4-316
3-977 (The angles a and P are defined in Figure 5.17b.)
However, in the case of soils, the right side of Eq. (5.37) is doubled to
account for the yielding soil continuum, or
2o (P — sin cos'2oc) (5.38)
H I
280
ChaPter 5 LATERAL EARTH PRESSURE AND RETAINING WALLS
Line load
q/unit length
.......... ......
hH
Cr
(a)
q/unit 2.rea
- . . -- .. - j.
FigureS.17 Lateral earth pressure caused by (a) line load; (b) strip load
The total force per unit length (P) and the location of the resultant
force, -!;, dud to the strij loading only can be expressed as follows, (jarquio,
1981);
q
P= 90 [H(02, — 0,)] (5.39,'
I. M
5.10 Lateral Earth PresEz,
where 0, taz-
ta--.-
H::
where R
Rifer to FiT=- F
a.
b. I)e
bottom of ffi-- -z�
SOIU6017
'Part a
Using Eqs. (5-4P-: 7
01 =
02 =
From Eq. (539-
q
Part b
Again, from Ea.
R=�
A
I RETAINING WALLS
5.10 Lateral Earth pressure Due to Surcharge 281
where 0, = tan-' b' in degrees (5.40)
6, = tan- in degrees (5.41)
H2(0, — 01) + (R — Q) 57.3OdH
1i H
2H(192 — 01)
H2(02 — 81) — (R — Q) + 57.3OdH (5.42)
2H(6, — 6,)
where R = (d + bD2(90 — 02) (5-43)
= y2(9O — 0,) (5.44)
Example 5.9
Refer to Figure 5.17b. Given: d 2 m3 Y 1 m, 40 kNW, and H = 6 m.
a. Determine the total pressure on the wall caused by the strip loading only.
b. Determine the location of the center of pressure, Zz, measured from the
bottom of the wall.
Solution
Part a
Using Eqs. (5.40) and (5.41)
0,
0, = taa- 1(2+1 = 26.570
(�_ _ti)
From Eq. (5.39)
load
40
P 1H(02 — 001 — [6(26.57 — 9.46)1 45-63 kNim
90
90
.on of the resultant
Part b
as follows (jarquio,
Again, ftom Eq. (5.42)
H2(02 — 01) — (R — Q) + 57.3OdH
H-2=
2H(82 01)
(5.39)
R = (d + b�2(90 — 02) (2 + 1)�(90 — 26.57) 570.87
= b,2(90 _ 0') = 12(90 — 9.46) = 80.54
L
282 Chapter 5 LATERAL EARTH FRESSURE AND RETAINING WALLS
H Z- 6 2 (26.57 - 9.46) - (570.87 - 80.54) + 57.30(2)(6)
(2)(6)(26.57 -9.46)
615.96 - 490-33 + 687.6
205.32 3.96 rn
Hence
B H - 196 = 6.0 - 3.96 = 2.04
Example 5.10
Refer to Figure 5.17a. Given-. H = 16 ft, a = 0.3, and q = 1600 IbIft. Determine the
variation of a on the face of the waU at x = 0, 4, 8, 12, and 16 ft."Plot the variation Qf
a with depth.
Solution
Since a,-c 0.4, Eq- (5.36) will be used.,
q 0.203b
H (0.1() + 61)2
a (IMO)
0 =-20 40 60 80 100 120
102.5
4- -----------
Mkj-
16J1
Deptl,, , (ft)
Figure 6.18
M I
5,11 Active Earth ?7-m
Now the folk-.-
Z (ft) b-Z.
0 0
4 0.25
8 10-5:
12
16
The variation c
5.11 Active B
as those
horizontal
follows:
kh
k,,
Figure 5.19
CITY OF EDMONDS
SPECIAL INSPECTION AND TESTING AGREEMENT
The project at AN); > ?i &A my 5 r 9 gm- T issued under building permit
number requires special inspection and/or testing per IBC Chapter 17. The
complete list of special inspections is attached to this document.
BEFORE A PERMIT CAN BE ISSUED: The owner and contractor and special inspector shall complete
this agreement and the attached structural test(s) and inspections schedule including the required
acknowledgements.
APPROVAL OF SPECIAL INSPECTORS: Each special inspector shall be approved by the Building
Official prior to performing any duties or inspections. Each special inspector shall submit Statement of
Qualifications to the Building Official for review. Special inspectors shall display identiflcation When
performing special inspections on site. Special inspection and testing shall meet the minimum requirements
of IBC Chapter 17 and the following:
A. Duties and Responsibilities of the Special Inspector
1 . Observe Work
The special inspector shall observe the site work for conformance with the approved (stamped) plans
and specifications and applicable workmanship provisions of the IBC. Architect or Engineer
reviewed shop drawings may be used only as an aid to inspection. Special Inspections are to be
performed on a continuous basis —meaning that the special inspector is on site at all times observing
the work requiring special inspection. Periodic inspections, if any, must have prior approval by the
City based on a separate written plan reviewed and approved by the Building Official and the
engineer or architect of record.
.2. Report Non -conforming Items
The special inspector shall bring non -conforming items to the immediate attention of the contractor
and note all such items in the daily field report. Any item not resolved in a timely manner shun be
immediate cause of the special inspector to notify the Building Official of the plan deviation, error,
change or omission. It shall also be the duty of the special inspector to promptly notify the engineer
or architect.
3. Complete Daily Reports
Each special inspector shall complete and sign both the special inspection record and the daily report
form for each day's inspection. These records shall remain at the jobsite with the contractor for
review by the City Building Inspector.
4. Furnish Weekly Reports
The special inspector or inspection agency shall furnish the City with weekly reports of tests and
inspections. The project engineer or architect, and others as designated shall also be copied on
reports. Weekly reports must include the following:
0 Description of daily inspections and tests made with applicable locations
& List of all non -conforming items
0 Report on status of non -conforming items (resolved or unresolved)
& Itemized changes authorized by the Architect, Engineer and City if not included in non-
conformance items.
5. Furnish Final Construction Report
The special inspector or inspection agency shall submit a final signed report to the City stating that
211 items requiring special inspection and testing were fulfilled and reported. And, to the best of
L:\TEMP\BUILDING\SpeciallnspectionAgreementIBC.doc 7/04
his/her knowledge the project is in conformance with the approved plans and specifications,
approved change orders and the applicable workmanship provisions of the IBC. Items not in
conformance or unresolved items or any discrepancies in inspection coverage, (i.e., missed
inspections, periodic inspection when continuous inspections were required, etc.) shall be specifically
itemized in this report.
B. Contractor Responsibilities
1. Notify the Special Inspector
It is the duty of the contractor to notify the special inspector when work is ready for special
inspection. Note, the items listed on the attached schedule and as noted on the approved plans and
specifications are required to have special inspections. Adequate notice shall be provided by the
contractor so that the special inspector has time to become familiar with the project.
2. Provide Access to Approved Plans
The contractor is responsible for providing the special inspector access to approved plans at.the
jobsite.
3. Retain Special Inspection Records
The contractor is responsible to retain at the jobsite all special inspection records submitted by the
special inspector. These records are to be provided to the City building inspector upon request.
C. City of Edmonds Buildin2 Department Responsibilities
1. Approve special inspectors or inspection agencies
The building department shall approve all special inspectors and special inspection requirements.
2. Monitor special inspection and approve weekly reports
Work requiring special inspection and the performance of special inspectors shall be monitored by
the City Building Inspector. His/Her approval must be obtained prior to placement of concrete or
other similar activities in addition to that of the special inspector.
3. Issue Certificate of Occupancy
The Building Official may issue a Certificate of Occupancy after all weekly special inspection reports
including the final report have been submitted and accepted.
D. Owner Responsibilities
The project owner or the engineer or architect of record acting as the owner's agent shall fund
special inspection services.
E. En2ineer or Architect of Record Responsibilities
The engineer or architect of record shall include special inspection requirements on the plans and
specifications.
ACKNOWLEDGEMENTS
I have read and agree to comply with the terms and conditions of this agreement.
Owner
Special Inspector
General Contractor
City Building Official
Date
Date
Date
Date
L:\TEMP\BUILDI,NG\SpecialinspectionAgreementIBC.doc- 7/04
SPECIAL INSPECTION AND TESTING SCHEDULE
FROJECTNAMLE
MOXCT ADDRESS
REMORCED CONCRETE, GUNITE, GROUT AND MORTAR:
CoDavkc Gunite Grout Morw
Aggregate Tests
Mk Designs
Rcinforring Placement
Batcb Plant ksp�on
Inspect Phicinia
Cast Samples
Pick-upSamplrs
Compression Tests
PRECASTIPRESTRESSED CONCRETE:
jr � rM;--qCW "e-jens Ulad"
Aggxeg-IcTests
Reinfioricing Tests
Terxioll Tests
Mi. Drsivns
Reinforcing Placement
Insert Placement
ConcmmBalclfing
Concrete Placement
Inst2JIalion Instpctio-
Tests
MASONRY:
- Special Inspec-tion Stresses Used
— P-li-inaryAcceptance Tests (Masoary Units. wail plisms)
— Subscg—1 Tests (Mmm. Grout, Field Wall Prisms)
— Placement Inspection of Units
ADDITIONAL INSTRUC`TIONS OR OTHER TESTS
AND INSPECTIONS:
Form completed by:
Telephone No.: —
BUILD24G PERMIT No
W-94SPECTlON AGENCY m SPECIAL iNSPECMR
STRUCTLTRALSTEEL/WELDING:
- Sample and Test f list spec-ific members below)
— Shop Material Identffication
— Welding Inspection 0 Shop 0 Field
— Ultrasonic Inspection OShop DField
— lbgb--gth Bolting
Inspection DShop Oficid
D A325 EIN 0 x DF
DA49()
— Metal Dock Welding Inspection
— Reinforcing Steel Wc1ding h1spection
— Metal Stud Welding Inspection
— Concrete Insen Welding Inspection
FIRE -PROOFING:
- Plarcrixmi Inspection
— Density Tests
nickricssTesls
Inspect Batching
INSULATING CONCRETE:
- Sample and Test
— Maccirient Inspet-Lion
— Unit Wcights;
FILL MATERIAL:
- Acceptance Tests
— Placement Inspection
— Field Density
STRUCTURAL WOOD:
- Shen Wall Nailing Inspecion
— Inspection of Glu-1arn F�b.
— Inspection of Truss Joist Fab.
— Sample and Test ConWoocnts
Tillr�
Dale: