Blueline Response Letter-Infil Vault-03.29.13.pdfI
NS 11m,rAL
"10learfle McConneH DAFE,.- Marcl'� 29, 2013
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OIMPANYUty of Edmonds
ADDRES& 121. 5Lh Ave. N.
Ecla"wrids, WA 9802()
.JOB NO.,: 1.2-1.44
-1013 NAND - Shoreshh-e (FKA Hill _Wake Baflinger Plat) LN04-
ENCLOSED ARE,
3 Comment with Resp ons(,,,s-- Site Structures
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03/27/13 3 Revised Detention Vault Plans
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03/27/13 3 Revised Deterition VOUlt CalCUNIJOrIS
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MESSAGE:
Jeanie..
Please let me know if you have any questions or need anything else.
Thank you,
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HNIFIBY: "ic
CC:
L IJ E L I N E 4M, I I I K I , I H) V"�' 6 4 1 [ N, I t G �I F1 d R I UF I HND:�RU f[ 0(')4'A
SITE T R UCTU -R- �f7 �/7
A Divki.T1 of Kosuik Englne- iny, YCMEMO1 U✓
ATTR: Robert Long
COMPANY: The Blueline Group
25 Central Way, Suite 400
Kirkland, WA 98033
DATE: 03--27--13
PROTECT: Shoreshire
Detention Vault
KE JOIE NO. S-12-058
CC: Lyle Landrie; Ardsley Homes, LLC PAGES: 1 of 1
RE': )Response to Flan review Comments
The follow relate to the items in the comment log
1. Design code reference to ACI 350 is duly noted.
2. See calculation street 8.1 for minimum spacing and reinforcing review.
3. See calculations street 8.1 for nlaxinrum reinforcing spacing review.
4. Concrete strength has been increased to 4000psi.
5, Reinforcing cover has been increased to 2".
6, Section 14.3.4 requires reinforcing on each face only for walls more than 10" thick. I would agree that other
sections of the code would suggest that reinforcing be place on each face and I would agree with this suggestion if
these walls were not buried and under constant soil pressure placing the exterior face of the wall in co€repression.
It is my opinion that the intent of the code will be meet by placing all of the reinforcing in a single layer near the
inside or tension face of the wall.
7. This issue is not directly related to the structural design and will have to be addressed by the Civil engineer.
8. With two valves in such a s€nall vault the probability of failure, assuming regular vault maintenance, is in our
opinion unlikely. The valves were added to mitigate the need to design for excessive bouyance forces.
9. I believe this is somewhat addressed in the geotechnical report under the section titled Vault Foundations on page
6. 1 would defer to the geotechnical engineer in matters related to dewatering and Subgrade preparation.
The follow relate to the items redlined on the structural drawings — see attached keynoted copy.
I. Correction incorporated
2. We typically do not applied a waterproof €nembrane to the lid and are not aware of a code requirement for this.
3. This detail is a reproduction of the standard detail provided by Concrete Technology Corporation within their
deferred submittal. It is an industry standard and we are not aware of any issues related to dowel developn-ient or
placement of concrete.
4. Our design responsibility is limited to the vault itself. The rings and manhole cover are most likely specified
within the city standards for this type of work. I will let the Civil engineer provide further response to your
comments.
5. See item 6 in comment log response above.
6. See items 2 & 3 in conirnent log response above.
7. See itern 8 in comment log response above.
8. The addition of footing to wall dowels on the exterior face of the wall would allow the wall to transfer moment
into the footing which 1 would prefer not to do.
9. See itern 7 in comment log response above.
10. A hydrophilic water stop has been added to the cold joint at the sump.
Daniel Kosnik, SE
President
Ph: 425-357-9600