Plans (19) 7650 SW Beveland St
TM RIPPEY Suite 100
V CONSULTING ENGINEERS Tigard, Oregon 97223
Phone: (503)443-3900 RECEIVED
Fax (503)443-3700
MAY 2 3 2019
1_- Z CITY OF TIGARD
s .W O w w 0 O BUILDING DIVISION
EE i FEIRUCTURAL CALCULATIONS & DETAILS
wam0Lct' _1c= 0
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z U z ° 2 TIGARD HIGH SCHOOL —LIFT ANCHORAGE
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WaOQ = Qui o OFFICE COPV
May 23,2019
PAGE
GENERAL NOT CITY OF TIGARD
VIE D FOR CODE COMPLIANCE Ni
SITE PLAN Approved: J l SPI
PARTIAL FLOOI\1 I
I�P
SKI
Permit# 13()pro, 19— 0 e') )3
FOOTING PLANAdress: ®co Sid (,ai r 1,,, r SK2
FOOTING SECTIte#: SK3
By: Date: (,-S - ) 9
CALCULATIONS C1-C8
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GENERAL STRUCTURAL NOTES
CODE REQUIREMENTS:
CONFORM TO THE 2012 INTERNATIONAL BUILDING CODE AS AMENDED BY THE 2014 OREGON STRUCTURAL SPECIALTY CODE,
REFERENCED HEREAFTER AS IBC.
DESIGN CRITERIA:
DESIGN WAS BASED ON THE STRENGTH AND DEFLECTION CRITERIA OF THE IBC. IN ADDITION TO THE DEAD LOADS,THE FOLLOWING
LOADS WERE USED FOR DESIGN,WITH LIVE LOADS REDUCED PER IBC:
LIFT CAPACITY: 10,000 LBS. (REVOLUTION 10R)
12,000 LBS. (SNAP-ON 12K)
EXISTING CONDITIONS:
THE CONTRACTOR SHALL FIELD VERIFY ALL EXISTING CONDITIONS,DIMENSIONS AND ELEVATIONS. THE CONTRACTOR SHALL NOTIFY
THE ENGINEER OF ANY DISCREPANCIES FROM CONDITIONS SHOWN ON THE DRAWINGS PRIOR TO THE START OF THE WORK.
TEMPORARY CONDITIONS:
THE CONTRACTOR SHALL BE RESPONSIBLE FOR STRUCTURAL STABILITY OF THE NEW AND EXISTING STRUCTURES AND WALLS DURING
CONSTRUCTION. THE STRUCTURE SHOWN ON THE DRAWINGS HAS BEEN DESIGNED FOR STABILITY UNDER THE FINAL CONFIGURATION
ONLY.
CONCRETE ACCESSORIES:
CONCRETE EPDXY/ADHESIVE ANCHORS SHALL BE INSTALLED WITH"HILTI HIT-HY 200"(OR ENGINEER APPROVED EQUIVALENT)
INSTALLED PER MANUFACTURER'S GUIDELINES AND CURRENT ESR REPORT,AND SHALL MEET THE FOLLOWING CRITERIA:
A. ADHESIVE ANCHORS SHALL BE INSTALLED BY QUALIFIED PERSONNEL TRAINED TO INSTALL ADHESIVE ANCHORS IN
ACCORDANCE WITH THE CONTRACT DOCUMENTS AND WITH STRICT ADHERENCE TO THE PROVISIONS WITHIN THE
MANUFACTURER'S PRINTED INSTALLATION INSTRUCTIONS.
B. AT THE TIME OF ANCHOR INSTALLATION,IN ACCORDANCE WITH ACI 318-11 SECTION D.2.2,ADHESIVE ANCHORS SHALL BE
INSTALLED IN CONCRETE HAVING A MINIMUM AGE OF 21 DAYS.
METALS:
THREADED RODS: ASTM A36 UNLESS NOTED OTHERWISE.
CAST-IN-PLACE CONCRETE:
CONCRETE WORK SHALL CONFORM TO ACI 301. CONCRETE STRENGTHS SHALL BE AS FOLLOWS:
FOOTINGS:fc=3,000 PSI AT 28 DAYS. (MINIMUM CEMENT CONTENT=470 LBS)
ABSOLUTE WATER/CEMENT RATIO BY WEIGHT:
f c=3000 PSI(0.54 NON-AIR ENTRAINED,0.46 AIR ENTRAINED)
CONCRETE REINFORCING STEEL:
REINFORCING STEEL SHALL CONFORM TO ASTM A615,GRADE 60 FOR DEFORMED BARS,UNLESS OTHERWISE NOTED. REINFORCING STEEL
TO BE WELDED SHALL CONFORM TO ASTM A706.
REINFORCING STEEL SHALL BE DETAILED IN ACCORDANCE WITH ACI 315 LATEST EDITION("DETAILS AND DETAILING CONCRETE
REINFORCEMENT").
UNLESS NOTED OTHERWISE ON THE DRAWINGS LAP SPLICE LENGTHS SHALL BE AS FOLLOWS:
NO.6 AND SMALLER
FOR fc=3,000 PSI-LAP SPLICE LENGTH= 58 BAR DIAMETERS.
INSPECTION:
SPECIAL INSPECTIONS:IN ACCORDANCE WITH SECTION 1704 OF THE IBC AND APPLICABLE SECTIONS OF THE PROJECT SPECIFICATIONS.
SPECIAL INSPECTIONS ARE TO BE PERFORMED BY AN INDEPENDENT TESTING LABORATORY EMPLOYED BY THE OWNER FOR THE AREAS
INDICATED BELOW:
1. INSTALLATION OF EPDXY ANCHORS.(PERIODIC)
THE CONTRACTOR AND SPECIAL INSPECTOR SHALL NOTIFY THE ENGINEER OF RECORD OF ANY ITEM NOT COMPLYING WITH THE
PROJECT SPECIFICATIONS AND/OR APPLICABLE CODES BEFORE PROCEEDING WITH ANY WORK INVOLVING THAT ITEM. THE ENGINEER
OF RECORD WILL REVIEW THE ITEM AND DETERMINE ACCEPTABILITY. IF WORK INVOLVING THAT ITEM PROCEEDS WITHOUT THE
APPROVAL OF THE ENGINEER OF RECORD THEN THE WORK WILL BE CONSIDERED NON-COMPLIANT.
TM RIPPEY
l� Consulting Engineers By: k Skf- Date:
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Tigard,Oregon 97223 Job#: IC,12
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41\irk Automotive Lift Analysis
KEK 2012
Dimensional Specifications: Load Specifications:
h:= 143•in Lift Height(in)
Lift Model:Revolution 10R
w:= 109•in Lift Width (in)(inside of col.) LDL 2000.1bf Lift Dead Load(lbs)
rh:= 76.25-in Rise Height(in) Lc:= 10000.1bf Lift Capacity(lbs)
ar:= 25•in In-PLaneArm Reach(in) ecc := 18•in Out-of-Plane Eccentricity(in)
Seismic Parameters:
SDS:= 0.653 Rp := 2.5 ap := 1.0 I:= 1
S20 := 1.0 Overstrength Factor
Code Summary:
Seismic loading:
PerASCE 7-10 Section 13.3.1.
Overstrength factor(00)does not apply,therefore 00=1.0.
SeismicAnchorage:
PerASCE 7-10 Section 13.4.2.
13.4.2.1 Anchors in concrete shall be designed in accordance with Appendix D of
AC1 318-11.
PerACI 318-11 Appendix D Section D.3.3.4.3.&D.3.3.5.3.
The anchor or group of anchors shall be designed for the maximum shear obtained
from design load combinations that include E,with E increased by 00.
Loading Parameters:
ecc = 18 in Load Eccentricity
Cs=0.104
Seismic Factors perASCE 7-10 Eqn. 13.3-1 &13.3-3
Csmin= 0.196
Cc= 0.196 Contoling Seismic Factor
Fp =Cc•W Seismic Force
Reactions at Column Base: Load Cominations PerASCE 7-10:
(0.9-0.2*Sos)DL+1.0E (1.2+0.2SDs)DL+1.0E
M1 = 158870 in lbf M2 =209378 in-lbf Moment
P1 =4616 lbf P2 = 79841bf Axial
VE= 1175 lbf VE = 1175 lbf Sesimic Shear
Vp1 =789 lbf Vp2 = 1365 lbf Dead Load In-Plane Shear
Mp1 = 16655 in•lb£ Mpg=28803 in-lbf Dead Load In-Plane Moment
Gl
Automotive Lift Analysis
KEK 2012
Dimensional Specifications: Load Specifications:
h:= 175 in Lift Height(in) Lift Model:Snap-On 12K
w:= 103-in Lift Width(in)(inside of col.) LDL 3000•1bf Lift Dead Load(lbs)
rh:= 77.75.in Rise Height(in) Lc:= 12000•Ibf Lift Capacity(lbs)
ar:= 25•in In-PLaneArm Reach(in) ecc := 20•in Out-of-Plane Eccentricity(in)
Seismic Parameters:
SDS:= 0.653 Rp := 2.5 ap := 1.0 I:= 1
520 := 1.0 Overstrength Factor
Code Summary:
Seismic loading:
PerASCE 7-10 Section 13.3.1.
Overstrength factor(Q0)does not apply,therefore Q0=1.0.
SeismicAnchorage:
PerASCE 7-10 Section 13.4.2.
13.4.2.1 Anchors in concrete shall be designed in accordance with Appendix D of
AC1 318-11.
PerACI 318-11 Appendix D Section D.3.3.4.3.&D.3.3.5.3.
The anchor or group of anchors shall be designed for the maximum shear obtained
from design load combinations that include E,with E increased by 00.
Loading Parameters:
ecc =20 in Load Eccentricity
Cs= 0.104
Seismic Factors perASCE 7-10 Eqn. 13.3-1 &13.3-3
Csmin= 0.196
Cc=0.196 Contoling Seismic Factor
Fp = Cc•W Seismic Force •
Reactions at Column Base: Load Cominations PerASCE 7-10:
(0.9-0.2*5 )DL+1.0E (1.2+0.2SD&DL+1.0E
M1 = 206562in•1bf M2 =273906in•lbf Moment
P1 = 57711bf P2 = 99801bf Axial
VE = 1469 lbf VE = 1469 Ibf Sesimic Shear
Vpl = 684 lbf Vp2= 1182lbf Dead Load In-Plane Shear
Mp 1 =4244 in•Ibf Mp2=7339 in•Ibf - 9 ead Load In-Plane Moment
GZ
www.hilti.us Profis Anchor 2.8M
Company:
Page: 1
Specifier: Project:
Address: Sub-Project I Pos.No.:
Phone I Fax: IDate: 5/16/2019
E-Mail:
Specifiers comments:
'1 Input data
1 .-HI.a911 .
Anchor type and diameter: HIT-HY 200+HAS-E 3/4 ,;.;:::-;,••:;-4,;..;!,,.L.,-...14;
Effective embedment depth: her =6.000 in.(hefIiimit=-in.)
Material: 5.8
Evaluation Service Report: ESR-3187
Issued I Valid: 3/1/2018 I 3/1/2020
Proof: • Design method ACI 318-11/Chem
•
Stand-off installation: eh=0.000 in.(no stand-off);t=0.710 in.
Anchor plate: I,x ly x t=16.250 in.x 23.500 in.x 0.710 in.;(Recommended plate thickness:not calculated
Profile: no profile
Base material: cracked concrete,3000,fc'=3,000 psi;h=9.000 in.,Temp.short/long:32/32°F
Installation: hammer drilled hole,Installation condition:Dry
Reinforcement: tension:condition B,shear.condition B;no supplemental splitting reinforcement present
edge reinforcement>=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))
R-The anchor calculation is based on a rigid baseplate assumption.
Geometry[in.]&Loading[Ib,in.lb]
z
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Input data and results must he,hnr4<.V Mr=or...,,.,...uq,or,Q`444 H* ..die.a end kir pla,..iL.f tyl
PROFIS Anchor(c)2003-2009 Hiiti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan G
H1`T1
www.hilti.us Profis Anchor 2.8.0
Company: Page: 2
Specifier: Project:
Address: Sub-Project I Pos.No.:
Phone I Fax: Date: 5/16/2019
E-Mail:
2 Proof I Utilization (Governing Cases)
Design values[lb] Utilization
Loading Proof Load Capacity ON/pv[%] Status
Tension Concrete Breakout Strength 9,292 9,964 94/- OK
Shear Steel Strength 432 6,111 -/8 OK
Loading PN (iv Utilization PN,v[%] Status
Combined tension and shear loads 0.933 0.071 1.0 84 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 application.
• 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 the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software
in each case 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 rhnpkM tsrayeun,00r,.�ti,y,o-" -g aonditiona and ter pla..eiL;ftrl - --- --
PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan G t.l-
•
.A.-
1.111111611.11191
www.hilti.us Profis Anchor 2.8.0
Company: Page: 1
Specifier: Project:
Address: Sub-Project I Pos.No.:
Phone I Fax: Date: 5/16/2019
E-Mail:
Specifier's comments:
1 Input data
11 MILT' F
Anchor type and diameter: HIT-HY 200+HAS-E 3/4
Effective embedment depth: h •
p Brad=7.000 In.(her,fimir=-In.)
Material: 5.8
Evaluation Service Report: ESR-3187
Issued I Valid: 3/1/20181 3/1/2020
Proof: Design method ACI 318-11/Chem
Stand-off installation: eb=0.000 in.(no stand-off);t=0.500 in.
Anchor plate: Ix x ly x t=18.000 in.x 17.000 in.x 0.500 in.;(Recommended plate thickness:not calculated
Profile: no profile
Base material: cracked concrete,3000,fc'=3,000 psi;h=9.000 in.,Temp.short/long:32/32°F
Installation: hammer drilled hole,Installation condition:Dry
Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present
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))
R-The anchor calculation is based on a rigid baseplate assumption.
Geometry[in.]&Loading[Ib,in.lb]
Z
•
v
t
OS"
•
• x
PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan Gs
Tir
www.hilti.us
Profis Anchor 2.8.0
Company:
Specifier: Page: 2
Project:
Address: Sub-Project I Pos.No.:
Phone I Fax: Date: 5/16/2019
E-Mail:
2 Proof I Utilization (Governing Cases)
Design values[Ib] Utilization
Loading Proof
Load Capacity ON/Pv[%] Status
Tension Concrete Breakout Strength 11,786 12,703 93/- OK
Shear Concrete edge failure in direction x+ 1,800 8,312 -/22 OK
Loading ISN Dv Utilization t+N,v[Vol Status
Combined tension and shear loads 0.928 0.217 1.0 96 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 application.
• 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 the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software
in each case 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 for3oreelnr+nt with tha cvi t ng"^^dtW'ng^gi14^F-$Ie+teiN;{;tY1 -PROF IS Anchor(cj2003-2009 Hilti AG,FL-9494 Schaan Hilt is a registered Trademark of Hilti AG,Schaan ��
•
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CHK BY DATE
7650 S.W. Beveland St, Suite 100 JOB NO t".\j.\
Tigard,Oregon 97223
Phone(503) 443-3900 SHEET OF
ATC Hazards by Location
haps://hazards.atcouncil.org/#/seismic?lat=45.403154&ing=-122.7...
Search Information
Coordinates: 45.403154, -122.796066 Vancouver
5 178 ft_
Elevation: 178 ft �ranu
Ila look Hilltbc roo Q 0
ite Forest Bealton Gresham
Ti m estam p: 2019-05-10T22:16:44.994Z
91,
z� f
Hazard Type: Seismic Nat
Reference ASCE7-16
Document:
Go` gleMap d<Repor a—,reapers to
Risk Category: II 8
Site Class: D
Basic Parameters
Name Value Description
Ss 0.843 MCER ground motion (period=0.2s)
S1 0.392 MCER ground motion (period=1.0s)
SMS 0.98 Site-modified spectral acceleration value
SM1 *null Site-modified spectral acceleration value
SDs 0.653 Numeric seismic design value at 0.2s SA
SDI *null Numeric seismic design value at 1.0s SA
* See Section 11.4.8
Additional Information
Name Value Description
SDC *null Seismic design category
Fa 1.163 Site amplification factor at 0.2s
Fv *null Site amplification factor at 1.0s
CRS 0.884 Coefficient of risk(0.2s)
CR1 0.866 Coefficient of risk(1.0s)
PGA 0.384 MCEG peak ground acceleration
FPGA 1.216 Site amplification factor at PGA
PGAM 0.467 Site modified peak ground acceleration
TL 16 Long-period transition period (s)
SsRT 0.843 Probabilistic risk-targeted ground motion (0.2s)
SsUH 0.953 Factored uniform-hazard spectral acceleration(2% probabilit of
67
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