Specifications RECEIVED
MAY 11 2017
CITY OF BUILDING DIVISION
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16230 SW Pacific Hwy
Tigard, Oregon
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VLMK Project Number:20170252
Woodblock Architecture
107 SE Washington St.#250
Portland, Oregon 97214
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Prepared By: Kelli Sloven,Ell.
May 9,2017
''$ NGINEERING + DESIGN
Structural Calculations:HomeStreet Bank-Tigard DC-
Project HomeStreet Bank -Tigard Project Number: 20170252
Project Address: 16230 SW Pacific Hwy Document: Structural Calculations for
Tigard, Oregon Building Permit
TABLE OF CONTENTS
Design Outline and Criteria DC-1 thru DC-2
Structural Calculations C-1 thru C-6
PROJECT DESCRIPTION
This 'HomeStreet Bank -Tigard' consists of the support and anchorage of safe deposit vaults in the
existing building at the site located at 16230 SW Pacific Hwy, Tigard, Oregon. Each vault weighs
approximately 2000 lbs. The scope of this calculation is to design a thickened slab and anchor bolts to
support the gravity and lateral loads of the vaults.
***LIMITATIONS***
VLMK Engineering + Design was retained in a limited capacity for this project. The design is based upon
information provided by the client, who is solely responsible for the accuracy of the information. No
responsibility and/or liability is assumed by, nor is any to be assigned to, VLMK Engineering + Design
for items beyond that shown in this Structural Calculation Package.
G::\ cad2017 20170257\02 Calculofions\20170252 DC.docx
3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503.248.9263 www.vlmk.com
Structural Calculations:HomeStreet Bank-Tigard DC-2
CODES
2014 Oregon Structural Specialty Code (Based on the 2012 International Building Code)
DESIGN LOADS
Dead Loads
Additional Loads
Vaults 2000 lbs
Seismic
Location Latitude 45.40296
Longitude -122.79741
Seismic Importance Factor, le 1 .0
Risk Category II
Mapped Spectral Response Accelerations Ss = 0.952
Si = 0.419
Site Class D
Spectral Response Coefficients Sd5 = 0.710
Sd, = 0.441
Seismic Design Category D
Component Anchorage Factors ap Rp I, 520
Vaults 1 .0 2.5 1 .0 2.5
MATERIALS
Concrete
Slab-on-Grade (interior) f = 3,500 psi
Reinforcing Steel
ASTM A615 Gr. 60 Fy = 60 ksi
Bolts and Anchors
Anchor Rods F1554 Gr. 36 Fy = 36 ksi
(foundation)
G*ad2017\20170257V02 Calculotions\20170252 DC.docx
3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503.248.9263 www.vlmk.com
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3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax: 503.248.9263 www.vimk.com
•
Project Title: HomeStreet Bank-Tigard
Engineer: KRS Project ID: 20170252
Project Descr:
C-2
Printed'.9 MAY 2017,9:22AM
Combined Footing File=G:Acad2017120170252\ouProw-71T8ZFyz-I.Ecfi
ENERCALC,INC.1983-2017,Bued6.17.3.17,Ver.6.17.3.17
Lie.#: KW-06002728 Licensee :VLMK CONSULTING ENGINEERS
Description: Thickened Slab Under Safes
Code References
Calculations per ACI 318-14, IBC 2015, CBC 2016,ASCE 7-10
Load Combinations Used :ASCE 7-10
General Information
Material Properties Analysis/Design Settings
Pc:Concrete 28 day strength 3 ksi Calculate footing weight as dead load? Yes
fy:Rebar Yield 60 ksi Calculate Pedestal weight as dead load? No
Ec:Concrete Elastic Modulus 3122 ksi Min Steel%Bending Reinf(based on id')
Concrete Density 145 pcf Min Mow%Temp Reinf(based on thick) 0.0018
:Phi Values Flexure: 0.9 Min.Overturning Safety Factor 1:1
Shear: 0.75 Min.Sliding Safety Factor 1: 1
Soil Information
Allowable Soil Bearing 1.50 ksf Soil Bearing Increase
Increase Bearing By Footing Weight No Footing base depth below soil surface 0 ft
Soil Passive Sliding Resistance 100.0pcf Increases based on footing Depth....
Allowable pressure increase per foot 0 ksf
(Uses entry for"Footing base depth below sod surface"for force) when base of footing is below 0 ft
Coefficient of Soil/Concrete Friction 0.3 Increases based on footing Width...
Allowable pressure increase per foot 0 ksf
when maximum length or width is greater than 0 ft
Maximum Allowed Bearing Pressure 10 ksf
(A value of zero implies no limit)
Adjusted Allowable Soil Bearing 1.50 ksf
(Allowable Soil Bearing adjusted for footing weight and
depth&width increases as specified by user.)
Dimensions & Reinforcing
Distance Left of Column#1 = 0.50ft Pedestal dimensions... As As
Between Columns = 2.0 ft Bars left of Col#1 Count Size# Provided Req'd
Distance Right of Column#2 = 0.50 ft COl#1 Col#2 Bottom Bars 3 5 0.930 0.9072 inA2
Total Footing Length = 3.0 ft Sq.Dim. = 12 12 in Top Bars 3 5 0.930 0.0 inA2
Height = 0 0 in Bars Btwn Cols
Footing Width = 3.50 ft Bottom Bars 3 5 0.930 0.0 inA2
Footing Thickness = 12.0 in Top Bars 3 5 0.930 0.9072 inA2
Bars Right of Col#2
Rebar Center to Concrete Edge @ Top = 3.0 in Bottom Bars 3 5 0.930 0.9072 ine2
Rebar Center to Concrete Edge @ Bottom = 3 in Top Bars 3 5 0.930 0.0 inA2
Applied Loads
Applied @ Left Column D Lr L S W E H
Axial Load Downward = 5.0 0 0 0 0 0 k
Moment(+CW) = 0 0 0 0 0 0 0 k-ft
Shear(+X) = 0 0 0 0 0 0 0 k
Applied @ Right Column
Axial Load Downward = 5.0 0 0 0 0 0 k
Moment(+CW) = 0 0 0 0 0 0 0 k-ft
Shear(+X) = 0 0 0 0 0 0 0 k
Overburden 0 0 0 0 0 0
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Project Title: HomeStreet Bank-Tigard
Engineer: KRS Project ID: 20170252
- Project Descr: C-3
--- - _ _ Panted:9 MAY 2017,9:22AM
Combined Footing F6e...Rwcad2o171201702521ouarow-a1T6ZFyZ-I.Ece
ENERCALC,INC.1983-2017,BuiMB.17.3.17,Ver.6.17.3.17
Lic.#:KW-06002728 Licensee:VLMK CONSULTING ENGINEERS
Description: Thickened Slab Under Safes
DESIGN SUMMARY Design OK
Factor of Safety Item Applied Capacity Governing Load Combination
PASS No OTM Overturning 0.0 k-ft 0.0 k-ft No OTM
PASS No Sliding Sliding 0.0 k 3.457 k No Sliding
PASS No Uplift Uplift 0.0 k 0.0 k No Uplift
Utilization Ratio Item Applied Capacity Governing Load Combination
PASS 0.7316 Soil Bearing 1.097 ksf 1.50 ksf D Only
PASS 0.0 1-way Shear-Col#1 0.0 psi 82.158 psi +1.40D
PASS 0.0 1-way Shear-Col#2 0.0 psi 82.158 psi +1.40D
PASS 0.03165 2-way Punching-Col#1 5.201 psi 164.317 psi +1.40D
PASS 0.03165 2-way Punching-Col#2 5.201 psi 164.317 psi +1.40D
PASS No Bending Flexure-Left of Col#1-Top 0.0 k-ft 0.0 k-ft N/A
PASS No Bending Flexure-Left of Col#1-Bottom 0.0 k-ft 0.0 k-ft N/A
PASS 0.04785 Flexure-Between Cols-Top -1.750 k-ft 36.575 k-ft +1.40D
PASS No Bending Flexure-Between Cols-Bottom 0.0 k-ft 0.0 k-ft N/A
PASS No Bending Flexure-Right of Col#2-Top 0.0 k-ft 0.0 k-ft N/A
PASS No Bending Flexure-Right of Col#2-Bottom 0.0 k-ft 0.0 k-ft N/A
Soil Bearing
Eccentricity Actual Soil Bearing Stress Actual(Allow
- Load Combination... Total Bearing from Ftg CL (0)Left Edge @ Right Edge Allowable Ratio
D Only 11.52 k 0.000 ft 1.10 ksf 1.10 ksf 1.50 ksf 0.732
+0.60D 6.91 k 0.000 ft 0.66 ksf 0.66 ksf 1.50 ksf 0.439
Overturning Stability
Moments about Left Edge k-fl Moments about Right Edge k-ft
Load Combination... Overturning Resisting Ratio Overturning Resisting Ratio
D Only 0.00 0.00 999.000 0.00 0.00 999.000
+0.60D 0.00 0.00 999.000 0.00 0.00 999.000
Sliding Stability
Load Combination... Sliding Force Resisting Force Sliding SafetyRatio
D Only 0.00 k 3.46 k 999
+0.60D 0.00 k 2.07 k 999
Z-Axis Footing Flexure-Maximum Values for Load Combination
Distance Tension Governed
Load Combination... Mu from left Side As Req'd by Actual As PhiMn Mu/PhiMn
(ft-k) (ft) (IO2) (inA2) (ft-k)
+0.60D 0.000 0.000 0 0.000 0 0.000 0.000 0.000
+1.40D -0.000 0.008 To 0.907 Min Temp% 0.930 36.575 0.000
+1.40D -0.000 0.015 Too 0.907 Min Temo% 0.930 36.575 0.000
+1.40D -0.001 0.023 Too 0.907 Min Temp% 0.930 36.575 0.000
+1.40D -0.001 0.030 Too 0.907 Min Temp% 0.930 36.575 0.000
+1.40D -0.002 0.038 Too 0.907 Min Temo% 0.930 36.575 0.000
+1.40D -0.002 0.045 Too 0.907 Min Temp% 0.930 36.575 0.000
+1.40D -0.003 0.053 Top 0.907 Min Temo% 0.930 36.575 0.000
+1.40D -0.004 0.060 Too 0.907 Min Temp% 0.930 36.575 0.000
+1.40D -0.005 0.068 To 0.907 Min Temp% 0.930 36.575 0.000
+1.40D -0.007 0.075 Too 0.907 Min Temp% 0.930 36.575 0.000
+1.40D -0.008 0.083 Too 0.907 Min Temo% 0.930 36.575 0.000
- +1.40D -0.009 0.090 Too 0.907 Min Temp% 0.930 36.575 0.000
+1.40D -0.011 0.098 Too 0.907 Min Temo% 0.930 36.575 0.000
+1.40D -0.013 0.105 Too 0.907 Min Temp% 0.930 36.575 0.000
+1.40D -0.015 0.113 Too 0.907 Min Temp% 0.930 36.575 0.000
- +1.40D -0.017 0.120 Too 0.907 Min Temo% 0.930 36.575 0.000
+1.40D -0.019 0.128 Too 0.907 Min Temp% 0.930 36.575 0.001
+1.40D -0.021 0.135 TOD 0.907 Min Temp% 0.930 36.575 0.001
+1.40D -0.024 0.143 Too 0.907 Min Temo% 0.930 36.575 0.001
+1.40D -0.026 0.150 Too 0.907 Min Temo% 0.930 36.575 0.001
C-4
• F1111AT I
- www.hilti.us Profis Anchor 2.7.3
Company: VLMK Engineering+Design Page: 1
Specifier: KRS Project: HomeStreet Bank
- Address: Sub-Project I Pos.No.:
Phone I Fax: I Date: 5/9/2017
E-Mail:
Specifiers comments:Vault Anchorage
1 Input data
Anchor type and diameter: Hex Head ASTM F 1554 GR.36 3/4 111.11.__11111.
Effective embedment depth: he=8.000 in.
Material: ASTM F 1554
Proof: Design method ACI 318-11 /GIP
Stand-off installation: eb=0.000 in.(no stand-off);t=0.500 in.
Anchor plate: Ix x ly x t=4.000 in.x 4.000 in.x 0.500 in.;(Recommended plate thickness:not calculated
Profile: no profile
Base material: cracked concrete,2500,f,'=2500 psi;h=12.000 in.
Reinforcement: tension:condition B,shear.condition B;
edge reinforcement:none or<No.4 bar
Seismic loads(cat.C,D,E,or F) Tension load:yes(D.3.3.4.3(d))
- Shear load:yes(D.3.3.5.3(c))
Geometry[in.] &Loading[Ib,in.lb]
Z
or
A
Q
21"
a
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tv
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s ` �iv,m`a'�.' .°,`+'% #<'•`tit`,..
-�n x
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schwan Hilti is a registered Trademark of Hilti AG,Schwan
1 ....
11 •HiIli
- www.hilti.us Profis Anchor 2.7.3
Company: VLMK Engineering+Design Page: 2
Specifier: KRS Project: HomeStreet Bank
Address: Sub-Project I Pos. No.:
Phone I Fax: I Date: 5/9/2017
E-Mail:
2 Proof I Utilization (Governing Cases)
Design values[lb] Utilization
Loading Proof Load Capacity PN/13v[%] Status
Tension Pullout Strength 614 6867 9/- OK
Shear Steel Strength 267 7555 -/4 OK
Loading 131.1 Sv { Utilization yN,V L%1 Status
Combined tension and shear loads 0.089 0.035 5/3 3 OK
3 Warnings
• Please consider all details and hints/warnings given in the detailed report!
Fastening meets the design criteria!
4 Remarks; Your Cooperation Duties
- • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and
security regulations in accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly
complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using
the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in.
Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you.
Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to
compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms
and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific
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• You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the
regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis.If you do not use
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by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences,such as the recovery of lost or damaged data or
programs,arising from a culpable breach of duty by you.
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan
, U Design Maps Summary Report C-6
�
User-Specified Input
Report Title HomeStreet Bank Tigard
Tue May 9,2017 15:44:45 UTC
Building Code Reference Document ASCE 7-10 Standard
(which utilizes USGS hazard data available in 2008)
Site Coordinates 45.40296°N, 122.79741°W
Site Soil Classification Site Class D - "Stiff Soil"
Risk Category I/II/III
Beavert �.
{
Laki Oswego,
Zy,aalatin
She rvviod
f
Oregon City
1/40
N ewbe t't3 s
USGS-Provided Output
Ss = 0.952 g SMs = 1.065 g Sps = 0.710 g
Si = 0.419 g SM1 = 0.662 g Sol = 0.441 g
For information on how the SS and Si values above have been calculated from probabilistic (risk-targeted) and
deterministic ground motions in the direction of maximum horizontal response, please return to the application and
select the"2009 NEHRP" building code reference document.
MCD,Respeose Scue.-j i, -
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Refioi.T(a '-) P4f, t T1` ,c)
For PGAM, TL, CRS, and CR, values, please view the detailed report.
Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the
accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge.
1