HomeMy WebLinkAboutC_Responses_Grant Ave_Vault_200508_v5 L2 Engineers, LLC | 17848 NE 198th Place Woodinville, WA 98072 | TEL: 206-251-2346
L2 ENGINEERS, LLC
17848 NE 198th Place
Woodinville, WA 98072
STRUCTURAL COMMENT RESPONSE
To: Alan D. Findlay, P.E.
Building Plan Reviewer
City of Renton Dept. of Community and Economic Development
1055 S Grady Wy 6th Fl
Renton, WA 98057
From: Brian Loshbough, P.E.
L2 Engineers, LLC
17848 NE 198th Place
Woodinville, WA 98072
Date: March 8, 2020
Re: 17-015: Grant Place Detention Vault (B18004340)
Dear Mr. Findlay:
The following is a response to the third-party review letter dated April 28th, 2020, by Reid Middleton, Inc. The
numbering below matches the numbering in the comment letter.
1. No response required.
2. No response required.
3. Our responses below to comments a. and b., deal with the top of wall splice at locations where the wall was
cast short.
a. At the site visit, Mr. Craig Burnell, Building Official with the City of Renton suggested that he would
prefer epoxy set rebar at all top of wall splice locations. After having considered this suggestion in the
context of design life, we believe that achieving full development in all vertical reinforcing via epoxy set
reinforcing is the superior solution and will therefore propose it at all top of wall splice locations.
b. Details 1/S300, 2/S300, 3/S300 & 6/S300 have been updated to show a top of wall splice with epoxy
set reinforcing.
4. The below responses deal with Detail 5/400.
a. The requested supplemental calculations have been attached to this letter.
b. Per ACI 25.2.1 the minimum clear spacing between reinforcing shall be the greatest of 1”, db, and
(4/3)dagg. With a 1” maximum aggregate size, the controlling parameter is (4/3)dagg = 1.25”. We have
revised the reinforcing configuration to (2) rows of (3) # 6 top and bottom to comply with the
minimum spacing requirement. Detail 4/S400 has been updated to clarify the revised reinforcing
spacing.
RECEIVED
05/08/2020 striplett
BUILDING DIVISION
B19004340_v5
L2 Engineers, LLC | 17848 NE 198th Place Woodinville, WA 98072 | TEL: 206-251-2346
c. Detail 6/S400 has been added to clarify the position of the epoxy embed stirrups. We have not
provided a specific dimension from face of concrete to centerline of drilled anchors as this may over
constrain the repair, rather a we have stated that the anchor may be located between vert. reinf. This
which insures adequate cover and allows enough flexibility to allow the contractor to avoid the existing
reinforcing.
5. This analysis was provided to the City or Renton Building Department in the L2 Engineers Comment
Response dated February, 11 2020.
6. The repair patches which have been inspected and approved by Krazan & Associates, Inc. Krazan Field
Reports were provided to the City of Renton Building Department.
7. Repairs at these locations are encompassed by the approved Structural Review Memo on sheet S101. We
have added a note to Detail 1/S400 to clarify the location.
8. Reference new Detail 8/S400.
9. Reference new Detail 7/S400.
Please feel free to contact me directly with any additional questions or comments at brian@l2engineers.com.
Sincerely,
L2 Engineers, LLC
Brian Loshbough, P.E.
Attachments: Updated Beam Analysis, Column Analysis
TRAND BOARD, WAFER
RODUCT STANDARDS P
OCATION
ROOF
LOOR
WALLS HG
U
O
BHSOL
A N
IJ.BRNOTGHIS
N
AFWOETATS
REGI ST E R E DPRO
FESSIONAL E N G IN EER5 3 2 1 4
05/08/2020
RECEIVED
05/08/2020 striplett
BUILDING DIVISION
B19004340_v5
Concrete Beam
Licensee : L2 EngineersLic. # : KW-06011909
Description :New Conc Beam
L2 Engineers, LLC
Design and Planning Project Title:Engineer:Project ID:
Printed: 8 MAY 2020, 4:49AM
Project Descr:
File = C:\Users\loshb\Dropbox\Projects\2017\17-015~1\CALCUL~1\Grant Place.ec6 .
Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 .
CODE REFERENCES
Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set : ASCE 7-16
Material Properties
4
7.50
145.0
Elastic Modulus 3,122.0 ksi
1
60.0
29,000.0
60.0
29,000.0
3=2
=0.90
0.750
f'c ksi
fy - Main Rebar ksi
Density
1/2
=
fr = f'c *474.342
pcf
E - Main Rebar ksi
psi
=1.0OLtWt Factor
Fy - Stirrups ksi
==
=
E - Stirrups ksi
E 0.850
==
=
Shear :
Stirrup Bar Size #
Number of Resisting Legs Per Stirrup
Phi Values Flexure :
\
I
.Cross Section & Reinforcing Details
Rectangular Section, Width = 12.0 in, Height = 14.0 in
Span #1 Reinforcing....
3-#6 at 2.750 in from Bottom, from 0.0 to 5.0 ft in this span 3-#6 at 4.750 in from Bottom, from 0.0 to 5.0 ft in this span
3-#6 at 4.750 in from Top, from 0.0 to 5.0 ft in this span 3-#6 at 2.750 in from Top, from 0.0 to 5.0 ft in this span
.Service loads entered. Load Factors will be applied for calculations.Applied Loads
Load for Span Number 1Uniform Load : D = 9.324 k/ft, Tributary Width = 1.0 ft, (Soil + Planks)
Point Load : L = 32.0 k @ 2.50 ft, (HS20)
.Design OKDESIGN SUMMARY
Maximum Bending Stress Ratio =0.963 : 1
Span # where maximum occurs Span # 1
Location of maximum on span 2.505 ft
Mn * Phi : Allowable 102.675 k-ft
Typical SectionSection used for this span
Mu : Applied 98.848 k-ft
Maximum Deflection
0 <360.0
858Ratio =0 <180.0
Max Downward Transient Deflection 0.032 in 1847Ratio =>=360.0Max Upward Transient Deflection 0.000 in Ratio =
Max Downward Total Deflection 0.070 in Ratio =>=180.0Max Upward Total Deflection 0.000 in
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1
Overall MAXimum 39.310 39.310
Overall MINimum 13.986 13.986
+D+H 23.310 23.310
+D+L+H 39.310 39.310
+D+Lr+H 23.310 23.310
+D+S+H 23.310 23.310
+D+0.750Lr+0.750L+H 35.310 35.310
+D+0.750L+0.750S+H 35.310 35.310
+D+0.60W+H 23.310 23.310RECEIVED
05/08/2020 striplett
BUILDING DIVISION
B19004340_v5
Concrete Beam
Licensee : L2 EngineersLic. # : KW-06011909
Description :New Conc Beam
L2 Engineers, LLC
Design and Planning Project Title:Engineer:Project ID:
Printed: 8 MAY 2020, 4:49AM
Project Descr:
File = C:\Users\loshb\Dropbox\Projects\2017\17-015~1\CALCUL~1\Grant Place.ec6 .
Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 .
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1
+D+0.750Lr+0.450W+H 23.310 23.310
+D+0.750S+0.450W+H 23.310 23.310
+0.60D+0.60W+0.60H 13.986 13.986
+D+0.70E+0.60H 23.310 23.310
+D+0.750L+0.750S+0.5250E+H 35.310 35.310
+0.60D+0.70E+H 13.986 13.986
D Only 23.310 23.310
Lr Only
L Only 16.000 16.000
S Only
W Only
E Only
H Only
.Detailed Shear Information
Load Combination
Vu (k)Span Distance 'd'Comment Phi*Vs
Req'd
Phi*Vnd*Vu/MuMu
(ft)(k)(in)(k)Actual Suggest(k-ft)Number (k)
Spacing (in)
Design
Phi*Vc
+1.20D+1.60L+0.50S+1.60H 1 0.00 11.25 53.57 53.57 0.00 1.00 17.12 Vs>(4bdf'c^.5)36.455 72.8 2.8 2.0+1.20D+1.60L+0.50S+1.60H 1 0.01 11.25 53.47 53.47 0.49 1.00 17.12 Vs>(4bdf'c^.5)36.353 72.8 2.8 2.0
+1.20D+1.60L+0.50S+1.60H 1 0.02 11.25 53.37 53.37 0.97 1.00 17.12 Vs>(4bdf'c^.5)36.251 72.8 2.8 2.0
+1.20D+1.60L+0.50S+1.60H 1 0.03 11.25 53.27 53.27 1.46 1.00 17.12 Vs>(4bdf'c^.5)36.149 72.8 2.8 2.0+1.20D+1.60L+0.50S+1.60H 1 0.04 11.25 53.16 53.16 1.94 1.00 17.12 Vs>(4bdf'c^.5)36.048 72.8 2.8 2.0+1.20D+1.60L+0.50S+1.60H 1 0.05 11.25 53.06 53.06 2.43 1.00 17.12 Vs>(4bdf'c^.5)35.946 72.8 2.8 2.0
+1.20D+1.60L+0.50S+1.60H 1 0.05 11.25 52.96 52.96 2.91 1.00 17.12 Vs>(4bdf'c^.5)35.844 72.8 2.8 2.0
+1.20D+1.60L+0.50S+1.60H 1 0.06 11.25 52.86 52.86 3.39 1.00 17.12 Vs>(4bdf'c^.5)35.742 72.8 2.8 2.0+1.20D+1.60L+0.50S+1.60H 1 0.07 11.25 52.76 52.76 3.87 1.00 17.12 Vs>(4bdf'c^.5)35.640 72.8 2.8 2.0
+1.20D+1.60L+0.50S+1.60H 1 0.08 11.25 52.65 52.65 4.35 1.00 17.12 Vs>(4bdf'c^.5)35.538 72.8 2.8 2.0
+1.20D+1.60L+0.50S+1.60H 1 0.09 11.25 52.55 52.55 4.83 1.00 17.12 Vs>(4bdf'c^.5)35.436 72.8 2.8 2.0
+1.20D+1.60L+0.50S+1.60H 1 0.10 11.25 52.45 52.45 5.31 1.00 17.12 Vs>(4bdf'c^.5)35.334 72.8 2.8 2.0+1.20D+1.60L+0.50S+1.60H 1 0.11 11.25 52.35 52.35 5.79 1.00 17.12 Vs>(4bdf'c^.5)35.232 72.8 2.8 2.0
+1.20D+1.60L+0.50S+1.60H 1 0.12 11.25 52.25 52.25 6.26 1.00 17.12 Vs>(4bdf'c^.5)35.130 72.8 2.8 2.0
+1.20D+1.60L+0.50S+1.60H 1 0.13 11.25 52.15 52.15 6.74 1.00 17.12 Vs>(4bdf'c^.5)35.029 72.8 2.8 2.0+1.20D+1.60L+0.50S+1.60H 1 0.14 11.25 52.04 52.04 7.21 1.00 17.12 Vs>(4bdf'c^.5)34.927 72.8 2.8 2.0+1.20D+1.60L+0.50S+1.60H 1 0.15 11.25 51.94 51.94 7.69 1.00 17.12 Vs>(4bdf'c^.5)34.825 72.8 2.8 2.0
+1.20D+1.60L+0.50S+1.60H 1 0.15 11.25 51.84 51.84 8.16 1.00 17.12 Vs>(4bdf'c^.5)34.723 72.8 2.8 2.0
+1.20D+1.60L+0.50S+1.60H 1 0.16 11.25 51.74 51.74 8.63 1.00 17.12 Vs>(4bdf'c^.5)34.621 72.8 2.8 2.0+1.20D+1.60L+0.50S+1.60H 1 0.17 11.25 51.64 51.64 9.10 1.00 17.12 Vs>(4bdf'c^.5)34.519 72.8 2.8 2.0
+1.20D+1.60L+0.50S+1.60H 1 0.18 11.25 51.53 51.53 9.57 1.00 17.12 Vs>(4bdf'c^.5)34.417 72.8 2.8 2.0
+1.20D+1.60L+0.50S+1.60H 1 0.19 11.25 51.43 51.43 10.04 1.00 17.12 Vs>(4bdf'c^.5)34.315 72.8 2.8 2.0+1.20D+1.60L+0.50S+1.60H 1 0.20 11.25 51.33 51.33 10.51 1.00 17.12 Vs>(4bdf'c^.5)34.213 72.8 2.8 2.0+1.20D+1.60L+0.50S+1.60H 1 0.21 11.25 51.23 51.23 10.98 1.00 17.12 Vs>(4bdf'c^.5)34.111 72.8 2.8 2.0
+1.20D+1.60L+0.50S+1.60H 1 0.22 11.25 51.13 51.13 11.44 1.00 17.12 Vs>(4bdf'c^.5)34.010 72.8 2.8 2.0
+1.20D+1.60L+0.50S+1.60H 1 0.23 11.25 51.02 51.02 11.91 1.00 17.12 Vs>(4bdf'c^.5)33.908 72.8 2.8 2.0+1.20D+1.60L+0.50S+1.60H 1 0.24 11.25 50.92 50.92 12.37 1.00 17.12 Vs>(4bdf'c^.5)33.806 72.8 2.8 2.0+1.20D+1.60L+0.50S+1.60H 1 0.25 11.25 50.82 50.82 12.84 1.00 17.12 Vs>(4bdf'c^.5)33.704 72.8 2.8 2.0
+1.20D+1.60L+0.50S+1.60H 1 0.26 11.25 50.72 50.72 13.30 1.00 17.12 Vs>(4bdf'c^.5)33.602 72.8 2.8 2.0
+1.20D+1.60L+0.50S+1.60H 1 0.26 11.25 50.62 50.62 13.76 1.00 17.12 Vs>(4bdf'c^.5)33.50 72.8 2.8 2.0+1.20D+1.60L+0.50S+1.60H 1 0.27 11.25 50.51 50.51 14.22 1.00 17.12 Vs>(4bdf'c^.5)33.398 72.8 2.8 2.0
+1.20D+1.60L+0.50S+1.60H 1 0.28 11.25 50.41 50.41 14.68 1.00 17.12 Vs>(4bdf'c^.5)33.296 72.8 2.8 2.0
+1.20D+1.60L+0.50S+1.60H 1 0.29 11.25 50.31 50.31 15.14 1.00 17.12 Vs>(4bdf'c^.5)33.194 72.8 2.8 2.0+1.20D+1.60L+0.50S+1.60H 1 0.30 11.25 50.21 50.21 15.60 1.00 17.12 Vs>(4bdf'c^.5)33.092 72.8 2.8 2.0+1.20D+1.60L+0.50S+1.60H 1 0.31 11.25 50.11 50.11 16.05 1.00 17.12 Vs>(4bdf'c^.5)32.990 72.8 2.8 2.0
+1.20D+1.60L+0.50S+1.60H 1 0.32 11.25 50.01 50.01 16.51 1.00 17.12 Vs>(4bdf'c^.5)32.889 72.8 2.8 2.0
+1.20D+1.60L+0.50S+1.60H 1 0.33 11.25 49.90 49.90 16.96 1.00 17.12 Vs>(4bdf'c^.5)32.787 72.8 2.8 2.0+1.20D+1.60L+0.50S+1.60H 1 0.34 11.25 49.80 49.80 17.42 1.00 17.12 Vs>(4bdf'c^.5)32.685 72.8 2.8 2.0
+1.20D+1.60L+0.50S+1.60H 1 0.35 11.25 49.70 49.70 17.87 1.00 17.12 Vs>(4bdf'c^.5)32.583 72.8 2.8 2.0
RECEIVED
05/08/2020 striplett
BUILDING DIVISION
B19004340_v5
Concrete Column
Licensee : L2 EngineersLic. # : KW-06011909
Description :(N) CONC COL
L2 Engineers, LLC
Design and Planning Project Title:Engineer:Project ID:
Printed: 8 JAN 2020, 10:51AM
Project Descr:
File = C:\Users\loshb\Dropbox\Projects\2017\17-015~1\CALCUL~1\Grant Place.ec6 .
Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 .
.Code References
Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10
Load Combinations Used : ASCE 7-16
ASTM A615 Bars Used
4.0 ksi
fy - Main Rebar 60.0 ksi
Density =150.0 pcf
E - Main Rebar 29,000.0
=
ksi
E 0.850
ksi
Min. Reinf.1.0 %=Max. Reinf.8.0 %
14.0
Allow. Reinforcing Limits
3,122.0E =
Overall Column Height ft=
General Information
=
=
f'c : Concrete 28 day strength
End Fixity Top & Bottom Pinned=
=
=
Y-Y (depth) axis :
X-X (width) axis :
Fully braced against buckling about Y-Y Axis
Fully braced against buckling about X-X Axis
Brace condition for deflection (buckling) along columns :
..
12.0in high x 8.0in Wide, Column Edge to
Rebar Edge Cover = 2.0in
Column Reinforcing :
Column Dimensions :
4 - #6 bars @ corners,
Column Cross Section
.Applied Loads Entered loads are factored per load combinations specified by user.
Column self weight included : 1,400.0 lbs * Dead Load Factor
AXIAL LOADS . . .
Axial Load at 14.0 ft above base, D = 23.310, L = 31.995 k
.DESIGN SUMMARY
Maximum Stress Ratio =
Location of max.above base 13.906ft
Pu =80.844 k * Pn =221.528k
Mu-x =0.0 k-ft
Load Combination +1.20D+0.50Lr+1.60L+1.60H
0.0k-ft
General Section Information . . .
: 10.365
Ratio = (Pu^2+Mu^2)^.5 / (PhiPn^2+PhiMn^2)^.5
* Mn-x =
M
0.0k-ft
* Mn-y =Mu-y =0.0 k-ft
Maximum SERVICE Load Reactions . .
Top along Y-Y 0.0k Bottom along Y-Y 0.0 k
Top along X-X 0.0k Bottom along X-X 0.0 k
Maximum SERVICE Load Deflections . . .
Along Y-Y 0.0in at 0.0ft above baseM
for load combination :
Along X-X 0.0in at 0.0ft
Column Capacities . . .
above base0.0 degMu Angle =
for load combination :k-ft
Pn & Mn values located at Pu-Mu vector intersection with capacity curve
MMu at Angle =
0.850
k-ft0.0Mn at Angle =0.0
1.833 %Rebar % Ok
0.650
96.0 in^2
1.760 in^2
M
Uk426.016
Pn, max : Usable Compressive Axial Capacity
Pnmax : Nominal Max. Compressive Axial Capacity
k
: % Reinforcing E =T
Pnmin : Nominal Min. Tension Axial Capacity
221.528
M
kPn, min : Usable Tension Axial Capacity kM Concrete Area
M
0.80
Reinforcing Area
==
.
RECEIVED
05/08/2020 striplett
BUILDING DIVISION
B19004340_v5
Concrete Column
Licensee : L2 EngineersLic. # : KW-06011909
Description :(N) CONC COL
L2 Engineers, LLC
Design and Planning Project Title:Engineer:Project ID:
Printed: 8 JAN 2020, 10:51AM
Project Descr:
File = C:\Users\loshb\Dropbox\Projects\2017\17-015~1\CALCUL~1\Grant Place.ec6 .
Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 .
Sketches
RECEIVED
05/08/2020 striplett
BUILDING DIVISION
B19004340_v5