HomeMy WebLinkAboutCorrespondenceDave Argo
From: Dave Argo
Sent: Friday, June 23, 2017 4:30 PM
To: 'Tim Rafferty'
Cc: Lindsay Krol
Subject: RE: Rafferty addendum
Tim:
Thank you for sending over this updated foundation wall detail from your Engineer. Any time your original plans are
modified with "substantial" changes (including structural modifications) we ask that you submit these to our office, like
you have done with this email. Otherwise you may jeopardize your own ability to get an approval on future inspections.
Sometimes we may require that full-size drawings be submitted, but in this case, we can accept 8 Y2" x 11" size digital
copies as you have submitted — but we also need to have your Engineer's stamp/seal on these proposed changes. Please
have the Engineer stamp/seal and then re -send the attachments to me via email so that I can keep a copy in our project
file. In addition, you will need to attach a copy to your approved plan set, so that our Building Inspector can refer to
them (if necessary) when they visit your job site.
Thanks & have a great weekend —
Dave Argo
Plans Examiner
CGarfield County
Community Development Department
108 8th Street, Suite 401
Glenwood Springs, CO 81601
Tel: 970-945-8212
Email: dargo@garfield-county.com
Web: garfield-county.com
CONFIDENTIALITY NOTICE: This email communication and any files transmitted along with it are intended only for the person or entity to which it is
addressed. If you have received this email in error, please immediately notify the sender by email and delete it from your files.
From: Tim Rafferty [mailto:tmrjr522@gmail.com]
Sent: Friday, June 23, 2017 3:25 PM
To: Dave Argo <dargo@garfield-county.com>
Subject: Rafferty addendum
Hello Dave,
I am attaching a engineer drawing of the foundation wall due to the retained Earth on our property I didn't know
if I need to submit this due to it being stronger than what's approved already. Please let me know if we need to
submit this for approval or what the next step is.
Thank you
Tim Rafferty
1
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Title RAFFERTY
Job # : Dsgnr: BLH
Description....
This Wall in File: c:luserslbarryldocumentslretainpro 10 project fileslrafferty2.RPX
RetainPm (c) 1987-2017, Build 11.17.06.13
License : KW -08060308
License To : BLH, Inc.
Criteria J
Retained Height = 7.50 ft
Wall height above soil = 0.50 ft
Total Wall Height = 8.00 ft
Page : 1
Date: 23 JUN 2017
Restrained Retaining Wall
Code: IBC 2015,ACI 318-14,ACI 530-13
Top Support Height = 8.00 ft
Slope Behind Wal
Height of Soil over Toe = 6.00 in
Soil Data
Allow Soil Bearing
1,500.0 psf
Equivalent Fluid Pressure Method
At -rest Heel Pressure = 32.0 psf/ft
Passive Pressure
Soil Density
0.00 Footing1ISoil Frictior
Soil height to ignore
for passive pressure = 12 00 in
Surcharge Loads
Surcharge Over Heel = 0.0 psf
> >Used To Resist Sliding & Overturning
Surcharge Over Toe = 0.0 psf
Used for Sliding & Overturning
Axial Load Applied to Stem
Axial Dead Load = 753.0 lbs
Axial Live Load = 2,513.0 lbs
Axial Load Eccentricity = 0.0 in
Earth Pressure Seismic Load
Stem Weight Seismic Load
-
Design Summary
Total Bearing Load =
...resultant ecc.
Soil Pressure @ Toe =
Soil Pressure @ Heel = 1,453 psf OK
Allowable = 1,500 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe = 0 psf
ACI Factored @ Heel = 5,643 psf
Footing Shear @ Toe = 4.5 psi OK
Footing Shear @ Heel = 6 1 psi OK
Allowable = 75.0 psi
Reaction at Top = 280.3 lbs
Reaction at Bottom = 874 8 lbs
Sliding Stability Ratio = 2.39 OK
Sliding Calcs
Lateral Sliding Force = 874.8 lbs
less 100% Passive Force= - 156.3 lbs
less 100% Friction Force= - 1,935.1 lbs
Added Force Req'd = 0.0 lbs OK
.. for 1.5 Stability = 0 0 lbs OK
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
250.0 psf/ft
110.00 pcf
0.400
Uniform Lateral Load Applied to Stem
Lateral Load
.Height to Top
.Height to Bottorr
= 00#/ft
= 000ft
= 000ft
Load Type = Wind (W)
(Strength Level)
Wind on Exposed Stem = 0.0 psf
Kh Soil Density Multiplier = 0.200 g
Fp / Wp Weight Multiplier
•
-�J
r
Thumbnail
Adjacent Footing Load
Adjacent Footing Load
Footing Width
Eccentricity
Wall to Ftg CL Dist
Footing Type
Base Above/Below Soil
at Back of Wall
Poisson's Ratio
Added
= 0 000 g Added
Concrete Stem Construction
seismic per unit area
seismic per unit area
4,838 lbs Thickness = 8.00 in Fy =
10.33 in Wall Weight = 100.0 psf fc =
1,453 psf OK Stem is FREE to rotate at top of footing
Load Factors
Building Code
Dead Load
Live Load
Earth, H
Wind, W
Seismic, E
IBC 2015,ACI
1.200
1.600
1.600
1.000
1 000
Design Height Above Ftc
Rebar Size
Rebar Spacing
Rebar Placed al
Rebar Depth 'd'
Design Data
fb/FB + fa/Fa
Mu. ...Actual
Mn ' Phi Allowable
Shear Force @ this height
Shear Actual
Shear Allowable
60,000 psi
3,000 psi
@ Top Support
Stem OK
8.00ft
# 4
13.75 in
= Edge
5.50 in
0.000
0.Oft-#
= 4,185.2ft-#
= 450 0 lbs
= 6.82 psi
82.16 psi
Other Acceptable Sizes S Spacings:
Toe: None Spec'd
Heel: None Spec'd
Key: No key defined
Mmax Between
Top & Base
Stem OK
3.34 ft
# 4
13 75 in
Edge
6.00 in
0.324
1,482.8 ft-#
4,577.9 ft-#
0.0 lbs
= 0.00 ft
= 0.00 in
000ft
Line Load
0.0 ft
0.300
0.0 psf
0 0 psf
@ Base of Wall
Stem OK
0.00 ft
# 4
13.75 in
Edge
5 50 in
0.000
0.0 ftp#
4,185.2ft-#
990.0 lbs
15.00 psi
82.16 psi
-or- Not req'd: Mu < phi*5*lambda'sgrt(fc)'Sm
-or- Not req'd: Mu < phi*5*lambda*sgrt(fc)'Sm
-or- No key defined
•
•
Use menu item SettingbPrinting & Title Block
to set these five fines of information
for your program.
Title RAFFERTY
Job # :
Description...
I his Wall in File: c:luserslbarryldocumenislretainpro 10 project fileslrafferty2.RPX
Retain Pro tc)1987-2077, Build 11.17.06.13
License : KW -013060308
License To : BLH, Inc.
Concrete Stem Rebar Area Details
Top Support
As (based on applied moment)
(4/3) " As :
200bd/fy : 200(12)(5.5)/60000 :
0.0018bh : 0.0018(12)(8) :
Required Area :
Provided Area -
Maximum Area .
Mmax Between Ends
As (based on applied moment)
(4/3) *As :
200bd/fy : 200(12)(6)/60000 :
0.0018bh : 0.0018(12)(8) :
Required Area :
Provided Area
Maximum Area
Dsgnr: BLH
Page : 2 (- •
Date: 23 JUN 2017
Restrained Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13
Vertical Reinforcing
0 int/ft
0 in2/ft
0.22 in2/ft
0.1728 int/ft
0.1728 in2/ft
0.1745 in2/ft
0.8941 in2/ft
Horizontal Reinforcing
Min Stem T&S Reinf Area 1 536 in2
Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft
Horizontal Reinforcing Options :
One layer of : Two layers of :
#4@ 12.50 in #4@ 25.00 in
#5@ 19.38 in #5@ 38.75 in
#6@ 27.50 in #6@ 55.00 in
Base Support
As (based on applied moment) :
(4/3) * As
200bd/fy : 200(12)(5.5)/60000 :
0.0018bh : 0.0018(12)(8) :
Required Area
Provided Area
Maximum Area
Vertical Reinforcing
0.058 in?/ft
0.0773 in2/ft
0.24 in2/ft
0.1728 in2/ft
0.1728 in2/ft
0.1745 in2/ft
0.9754 in2/ft
Horizontal Reinforcing
Min Stem T&S Reinf Area 0.894 in2
Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft
Horizontal Reinforcing Optrons :
One layer of : Two layers of :
#4@ 12.50 in #4@ 25.00 in
#5@ 19.38 in #5@ 38.75 in
#6@ 27.50 in #6@ 55.00 in
Vertical Reinforcing
0 in2/ft
0 in2/ft
0.22 in2/ft
0.1728 in2/ft
0.1728 in2/ft
0.1745 in2/ft
0.8941 in2/ft
Footing Strengths & Dimensions
Toe Width = 2.50 ft
Heel Width = 0.83
Total Footing Widtf = 3.33
Footing Thickness = 12.00 in
Key Width = 0.00 in
Key Depth = 0.00 in
Key Distance from Toe = 0.00 ft
fc = 2,500 psi Fy = 60,000 psi
Footing Concrete Density = 150.00pcf
Min. As % = 0.0018
Cover @ Top = 2.00 in @ Btm.= 3.00 in
Horizontal Reinforcing
Min Stem T&S Reinf Area 0.642 in2
Min Stem T&S Reinf Area per ft of stem Height : 0 192 in2/ft
Horizontal Reinforcing Options :
One layer of : Two layers of :
#4@ 12.50 in #4@ 25.00 in
#5@ 19.38 in #5@ 38.75 in
#6@ 27.50 in #6@ 55.00 in
Footing Design Results
Toe
= 0
1,548
769
= 779
4.46
= 75.00
Factored Pressure
Mu' : Upward
Mu' : Downward
Mu: Design
Actual 1 -Way Shear
Allow 1 -Way Shear
lee[
5,643 psf
74 ft-#
16 ft-#
-58 ft-#
6.14 psi
75 00 psi
Min footing T&S reinf Area 0.86 in2
Min footing T&S reinf Area per foot 0.26 in2 m
If one layer of horizontal bars: If two layers of horizontal bars:
#4@ 9.26 in #4@ 18.52 in
#5@ 14.35 in #5@ 28.70 in
#6@ 20.37 in #6@ 40 74 in
•
Use menu item Settings > Printing & Title Block
to set these five lines of information
for your program.
Title RAFFERTY
Job # : Dsgnr: BLH
Description...
This Wall in File: c:\userslbarryldocumentslretainpro 10 project fileslrafferty2.RPX
Retainpro (0 1987-2017, Build 11.17,06.13
License : KW -08080308
License To : BLH, Inc.
Page : 3
Date: 23 JUN 2017
Restrained Retaining Wall
Code: IBC 2015,ACI 318-14,ACI 530-13
Summary of Forces on Footing : Slab is NOT resisting sliding, stem is PINNED at footing
Forces acting on footing for overturning, sliding, & soil pressure
Lateral Distance Moment
lbs ft ft-#
-618.8
-125.3
Overturning Moments...
Stem Shear @ Top of Footing = -618.8 1.00
Heel Active Pressure = -256.0 0.49
Sliding Force 874.8
Overturning Moment = -744.1
Footing Overturning Stability Ratio 17.42
Net Moment Used For Soil Pressure Calculations -4,162.7 ft-#
Net Mom. at Stem/Ftg Interface = -4,162.7 ft4
Allow. Mom. @ Stem/Ftg Interface = 2,615.7 ft-#
Allow. Mom. Exceeds Applied Mom.? No
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Resisting Moments...
Surcharge Over Heel =
Adjacent Footing Load =
Axial Dead Load on Stem = 3,266.0
Soil Over Toe = 137.5
Stem Weight = 800 0
Surcharge Over Toe =
Soil Over Heel = 134.8
Footing Weight = 499.5
Vertical Lateral
lbs lbs
Total Vertical Force
Distance Moment
ft ft -t0
2.83 9,253 7
1.25
2 83
3 25
1.67
171 9
2,266.7
437.7
831 7
4,837 8 lbs
Resisting Moment = 12,961.6
Use menu item Settings > Printing & Title Block
to set these five lines of information •
for your program.
Title RAFFERTY
Job # : Dsgnr: BLH
Description..
This Wall In File: c lusersltsarryldocumentslretainpro 10 project fileslrafferty2 RPX
RetainProtcl 1907-2017, Build 11.1/.06,13
License : KW -06060308
License To : BLH, Inc.
Rebar Lap & Embedment Lengths Information
Stem Design Segl lent Near Top Support
Stem Design Heidi -4 8,00 ft above top of footing
Lap Splice length for #4 bar specified in this stem design segment =
Lap Splice length for #4 bar extending up into this stem design segment from below =
Development length for #4 bar specified in this stem design segment =
Development length for #4 bar extending up into this stem design segment from below =
Page : 4
Date: 23 JUN 2017
Restrained Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13
Stem Design Segment at Mmax Between Ends
Stem Design Height: 3.34 ft above top of footing
Lap Splice length for #4 bar extending down into this stem design segment from above =
Lap Splice length for #4 bar specified in this stem design segment =
Lap Splice length for#4 bar extending up into this stem design segment from below =
Development length for #4 bar extending down into this stem design segment from above =
Development length for #4 bar specified in this stem design segment =
Development length for #4 bar extending up into this stem design segment from below =
Stem Design Segment at Base Support
Stem Design Height: 0.00 ft above top of footing
Lap Splice length for #4 bar extending down into this stem design segment from above =
Lap Splice length for #4 bar specified in this stem design segment =
Development length for #4 bar extending down into this stem design segment from above =
Development length for #4 bar specified in this stem design segment =
Hooked embedment length into footing for #4 bar specified in this stem design segment =
As Provided =
As Required =
17.09 in
17.09 in
13.15 in
13.15 in
17.00 in
17.09 in
17.09 in
13.15 in
13.15 in
13.15 in
17.09 in
17.09 in
13.15 in
13.15 in
8.40 in
0.1745 in2/ft
0.1728 in2/ft
Use menu item Settings > Printing & Title Block
to set these five lines of information
for your program.
Title RAFFERTY
Job # : Dsgnr: BLH
Description ..
This Wall in File: c:\userslbarryldocumentslretatnpro 10 projecl fileslrafferty2.RPX
RetainPra (c) 1987-2017, Build 11.17,06.13
License : KW -06060308
License To : BLH, Inc.
Page : 5
Date: 23 JUN 2017
Restrained Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13
Lateral Restraire
8" Concrete w. Q 13 75"
8" Concrete <w
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7.6"
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