Existing Detention Vault Strengthening.pdfej
QUANTUM
C 0 I! i V L t I It G E II G I II E E II S
October 18, 2017
STRUCTURAL CALCULATIONS FOR EXISTING DETENTION
VAULT STRENGTHENING
(Permit Submittal)
WESTGATE EDMONDS
10032 Edmonds Way
Edmonds, WA 98020
Quantum Job Number: 16369.01
Prepared for:
STUDIO MENG STRAZZARA
2001 Western Ave. Suite 200
Seattle, WA 98101
Prepared by:
QUANTUM CONSULTING ENGINEERS
1511 Third Avenue, Suite 323
Seattle, WA 98101
TEL 206.957.3900
FAX 206.957.3901
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QUANTUM I CONSULTING ENGINEERS
STRUCTURAL DESIGN CRITERIA
WESTGATE VILLAGE
EDMONDS WAY
EDMONDS, WA 98020
QUANTUM JOB NUMBER: 16369.01
CODE CRITERIA:
BUILDING CODE.................................................................2015 INTERNATIONAL BUILDING CODE
BUILDING DEPARTMENT.................................................................................... CITY OF EDMONDS
SOILLOAD........................................................................................... .140 PCF
LIVE LOAD (FIRE APPARATUS)..................................................................250 PSF OR 45,000 LBS
MATERIALS CRITERIA:
CONCRETE (28 DAY STRENGTH):
STRUCTURAL SLABS ...........................................
REINFORCING STEEL:
GRADE 60...........................................................
..f'c=4,000 PSI
Fy=60,000 PSI
u
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OPTIONAL SLAB:
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(6, DETENTION VAULT - PLAN
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0 DETENTION VAULT RETROFIT
50ALE: NONE I �
Concrete Beam
Description : Detention Vault Slab Analysis (1-1-=45k at mid -slab)
CODE REFERENCES
Printed:18 OCT 2017, 6:56AM
= WSW& Meng SlrazzaralWestgate Edmonds Mixed Use Building X xisling Detention Vaulttdetention vault.ec6
ENERCALC, INC.1983-2014, Build:6.14.1.26. Ver:6.14.1.26
Calculations per ACI 318-11, IBC 2015'a ASCE 7-10
Load Combination Set: ASCE 7-10
Material Properties
fc 112 = 4.0 ksi
Phi Values Flexure
fr= fc * 7.50 = 474.342 psi
Sheaf
yJ Density = 145.0 pcf
R 1 =
X LtWt Factor = 1.0
Elastic Modulus = 3,605.0 ksi
Fy - Stirrups
fy - Main Rebar = 60.0 ksi
E - Stirrups =
Stirrup Bar Size # =
E - Main Rebar = 29,000.0 ksi
Number of Resisting Legs Per Stirrup =
Load Combination ASCE 7-10
Cross Section & Reinforcing Details _
Rectangular Section, Width = 60.0 in, Height = 24.0 in
Span #1 Reinforcing....
747 at 2.0 in from Bottom, from 0.0 to 16.0 ft in this span
645 at 10.0 in from Bottom, from 12,333 to 16.0 ft in this span
544 at 10.0 in from Top, from 0.0 to 16.0 ft in this span
Applied Loads
Beam self weight calculated and added to loads
Load for Span Number 1
Uniform Load : D = 0.140 ksf, Tributary Width = 5.0 ft, (Slab Loads)
Point Load : L = 45.0 k an, 8.0 ft, (Outrigger Load)
DESIGN SUMMARY
Maximum Bending Stress Ratio = 0,836: 1
Section used for this span Typical Section
Mu : Applied 370.560 k-ft
Mn ' Phi : Allowable 443.159 k-ft
Load Combination +1.20D+1.60L+0.50S+1.60H
Location of maximum on span 8.000ft
Span # where maximum occurs Span # 1
Cross Section Strength & Inertia
Cross Section Bar Layout Description
Section 1 7- #7 @ d=22",6- #5 @ d=14",5- #4 @ d=2",5- #4 @ d=10",
Section 2 7- #7 @ d=22",5- #4 @ d=2",5- #4 @ d=10",
Vertical Reactions - Unfactored
Load Combination
Support 1
Support 2
Overall MAXimum
39.700
39.700
Overall MINimum
17.200
17.200
D Only
17.200
17.200
L Only
22.500
22.500
D+L
39.700
39.700
0.90
0.750
0.850
40.0 ksi
29,000.0 ksi
# 3
1.0
60" w x 24" h
Span=16.0 n
a
N
60 in
645 at 10.0 in from Bottom, from 0.0 to 3.667 ft in this span
544 at 2.0 in from Top, from 0.0 to 16.0 ft in this span
Service loads entered. Load Factors will be applied for calculations.
Maximum Deflection
Max Downward L+Lr+S Deflection
0.028 in
Ratio =
6751
Max Upward L+Lr+S Deflection
0.000 in
Ratio =
0 <360
Max Downward Total Deflection
0.041 in
Ratio =
4665
Max Upward Total Deflection
0.000 in
Ratio =
999 <240
Top & Bottom references are for tension side of section
Max Mu
(k-ft)
Phi'Mn
(k-ft)
Moment of Inertia
(in A4 )
Bottom
Top
Bottom
Top
]gross Icr - Bottom
Icr - Top
0.00
0.00
545.04
239.23
69,120.00 13,739.43
5,171.30
0.00
0.00
443.16
170.23
69,120.00 12,456.62
4,431.58
Support notation : Far left is #1
N
Prinled:18 OCT 2017, 6:56AM
Concrete Beam = M:IStudio Meng SlrazzaralWesfgate Edmonds Mixed Use Building AlExisting Detention VaultWelenlion vault.ec6
ENERCALC, INC.1983-2014, Build:6.14.1.26, Ver:6.14.1.26
Description : Detention Vault Slab Analysis (LL=45k at mid -slab)
Maximum Forces & Stresses for Load Combinations
Load Combination
Location (ft)
Bending Stress Results ( k-ft )
Segment Length Span #
in Span
Mu: Max
phi*Mnx Stress Ratio
MAXimum BENDING Envelope
Span # 1 1
16.000
370.56
443.16 0.84
+1.20D+1.60L+0.50S+1.60H
Span # 1 1
16.000
370.56
443.16 0.84
Overall Maximum Deflections
- Unfactored Loads
Load Combination
Span
Max. " " Defl
_ _
Location in Span Load Combination Max. "+" Defl Location in Span
D+L
1
0.0412
8.160 0.0000 0.000
378
283
r
189
E
0
E: 99
FM•••>a
BEA
1.56 3.16 4.76 6.36 7.96 9.56 11.16 12.76 14.36 15.96
Distance (ft)
■ +1.2DD+i.6 Dl+D.505+1.6DN
58
29
�.
BEAM•-•>>
-
•29
FT
-58
1.56 3.16 4.76 6.36 7.96 956 11.16 12.76 14.36 15.96
Distance (ft)
■ +1.20D+1.60L+D.5D5+1.60H
BEAM•••»
-0.010
,s -0,021
•0.031
•0.042
1.12 2.72 4.32 5.92 7.52 9.12 10,72 12.32 13.92 15.52
Distance (ft)
■ DO"ly ■ D+L ■ DO"ly ■ LO"ly ■ D+L
Detailed Shear Information
Span
Distance
Load Combination
Number
(ft)
+1.20D+1.60L+0.50S+1.60H
1
0.00
+1.20D+1.60L+0.50S+1.60H
1
0.04
+1.20D+1.60L+0.50S+1.60H
1
0.07
+1.20D+1.60L+0.50S+1.60H
1
0.11
+1.20D+1.60L+0.50S+1.60H
1
0.14
+1.20D+1.60L+0.50S+1.60H
1
0.18
+1.20D+1.60L+0.50S+1.60H
1
0.21
+1.20D+1.60L+0.50S+1.60H
1
0.25
+1.20D+1.60L+0.50S+1.60H
1
0.28
+1.20D+1.60L+0.50S+1.60H
1
0.32
'd'
(in)
Vu
Actual
(k)
Design
Mu
(k-ft)
d*Vu/Mu
Phi*Vc
(k)
Comment
Phi*Vs
(k)
Phi*Vn
(k)
Spacing (in)
Req'd Suggest
22.00
56.64
56.64
0.00
1.00
126.20
Vu < PhiVc12
NotReqd
126.2
0.0 '
0.0
22.00
56.55
56.55
2.01
1.00
132.20
Vu < PhiVc12
NotReqd
132.2
0.0
0.0
22.00
56.46
56,46
4.02
1.00
132.20
Vu < PhiVc/2
Not Reqd
132.2
0.0
0.0
22.00
56.36
56.36
6.03
1.00
132.20
Vu < PhiVc/2
Not Reqd
132.2
0.0
0.0
22.00
56.27
56.27
8.03
1.00
132.20
Vu < PhiVc/2
Not Reqd
132.2
0.0
0.0
22.00
56.18
56.18
10.03
1.00
132.20
Vu < PhiVc/2
Not Reqd
132.2
0.0
0.0
22.00
56.09
56.09
12.02
1.00
132.20
Vu < PhiVc12
Not Reqd
132.2
0.0
0.0
22.00
56.00
56.00
14.02
1.00
132.20
Vu < PhiVc12
Not Reqd
132.2
0.0
0.0
22.00
55.91
55.91
16.01
1.00
132.20
Vu < PhiVc/2
Not Reqd
132.2
0.0
0.0
22.00
55.81
55.81
17.99
1.00
132.20
Vu < PhiVc/2
Not Reqd
132.2
0.0
0.06
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QUANTUM I CONSULTING ENGINEERS
GJESTGf%T V/`GAG-E
1511 THIRD AVENUE project
14 SUITE 323
SEATTLE, WA 98101
TEL 206.957.3900
FAX 206.957.3901
www.quantumce.com client
date project no.
designer sheet
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