Specifications - � 7650 SW Beveland St
:TsIPPEY Suite 100reg
TigardOon 97223
LTING ENGINEERS Phone: (503)443-3900
Fax: (503)443-3700
STRUCTURAL DETAILS & CALCULATIONS
FOR
JAGUAR LAND ROVER PORTLAND — TIRE CAROUSEL
ANCHORAGE
TMR # 22118 HEUEIVED
MAY 2 2022
April 2022 CITY OF T'iG.ARD
ON
PAGE
GENERAL NO FES NI
ANCHORAGE DETAIL SKI
CALCULATIONS CI-C5
REFERENCE SHEET RI
OFFICE COPY
CITY OF TIGARA4
FOR CODE COMPLIANCE
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VALIDITY OF PERMIT
EXPIRES: 06 30 23 THE ISSUANCE OF A PERMIT
BASED ON CONSTRUCTION
DOCUMENTS AND OTHER
DATA SHALL NOT PREVENT
THE CODE OFFICIAL FROM
REQUIRING THE CORRECTION
OF ERRORS. OSSC 105.4
GENERAL STRUCTURAL NOTES
CODE REQUIREMENTS:
CONFORM TO THE 2018 INTERNATIONAL BUILDING CODE AS AMENDED BY THE 2019 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:
TIRE CAROUSEL SELF WEIGHT: 4000 LBS.
TIRE CAROUSEL CAPACITY: 5760 LBS.
SEISMIC IMPORTANCE FACTOR le: 1.0
SITE CLASS: E
SDS = 0.604
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 EXPANSION ANCHORS SHALL BE "SIMPSON STRONG-BOLT-2" (OR ENGINEER APPROVED
EQUIVALENT) INSTALLED PER MANUFACTURER'S GUIDELINES AND CURRENT ESR REPORT.
NON-SHRINK GROUT SHALL BE A PRE-MIXED COMPOUND CONSISTING OF NON-METALLIC AGGREGATE,
CEMENT, WATER REDUCING AND PLASTICIZING AGENTS; CAPABLE OF DEVELOPING A MINIMUM
COMPRESSIVE STRENGTH OF 2,200 PSI IN 48 HOURS AND 6,000 PSI IN 28 DAYS. GROUT SHALL BE MIXED
AND APPLIED IN STRICT ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS.
FLASHING AND WATERPROOFING:
ALL FLASHING AND WATERPROOFING SHALL BE BY OTHERS UNLESS NQTED QTHERWI,SE ONLINE PLANS.
INSPECTION: Er"s»',.':l",?.I'm,<J: l t` C.a"7!'.�1V'?'
SPECIAL INSPECTIONS: IN ACCORDANCE WITH SECTION 1704 OF THE IBC AND APPLICAALE,SECTIONS O
THE PROJECT SPECIFICATIONS. SPECIAL INSPECTIONS ARE TO BE PERFORMED BY AN INI7IEPENfl`E1tr
TESTING LABORATORY EMPLOYED BY THE OWNER FOR THE AREAS INDICATED BELOW: I 'ea1.0
1. INSTALLATION OF POST INSTALLED EXPANSION ANOHOR - ••----*--■m sB rts�1
THE CONTRACTOR AND SPECIAL INSPECTOR SHALL NOTIFY THE ENGINEER OF RECORD OF ANY ABM NfpT
COMPLYING WITH THE PROJECT SPECIFICATIONS AND/OR APPLICABLE CQ ES BEFORE'PROCEEDING
WITH ANY WORK INVOLVING THAT ITEM. THE ENGINEER OF.RE @R.1)0ANLC EVIEW THE ITEMAND,. ""
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
1�[_ Consulting Engineers By: _KEK Date:
7650 SW Beveland Street -- ChkBy: Date:
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CHK BY DATE
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Tigard,Oregon 97223
SHEET
Phone(503) 443-3900 S SCE of
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-1 WEDGE ANCHORS
\___J (SIMPSON STRONG—TIE 'STRONG—BOLT 2'
AND HILTI 'KWIK BOLT—TZ')
NOTE:
POST INSTALLED ANCHOR EMBEDMENT LENGTHS SPECIFIED
IN THE DRAWINGS ARE MINIMUM NOMINAL VALUES OF
EMBEDMENT(h-nom). THE CONTRACTOR IS RESPONSIBLE
FOR DETERMINING THE TOTAL LENGTH OF ANCHOR(h-anchor)
NECESSARY TO ACCOMMODATE ANY BASE PLATES, WASHERS,
NUTS, ETC. AS WELL AS THE NECESSARY HOLE DEPTHS (h-hole)
BASED ON CURRENT ICC-ES REPORTS,
411) POST-INSTALLED CONCRETE ANCHOR DETAIL
SCALE: 1 1/2" = 1-0"
,,I" /_ TM RIPPEY BY ICV1 DATE •
��( CONSULTING ENGINEERS
CHK BY DATE
7650 S.W. Beveland St, Suite 100 10BNO l —\\L.)
Tigard,Oregon 97223
Phone(503) 443-3900 SHEET_91K-Z OF
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CONSULTING ENGINEERS
CHK BY DATE
7650 S.W. Beveland St,Suite 100 lOBNO ?21 I b
Tigard,Oregon 97223
Phone(503) 443-3900 SHEET C.-1 of
SIMPSON Anchor Designer TM Company: Date: 4/22/2022
Engineer: Page: 1/5
Strong-Tie Software Project:
Version 3.0.7947.0 Address:
Phone:
E-mail:
1.Project information
Customer company: Project description:
Customer contact name: Location:
Customer e-mail: Fastening description:
Comment:
2.Inout Data&Anchor Parameters
General Base Material
Design method:ACI 318-14 Concrete:Normal-weight
Units:Imperial units Concrete thickness,h(inch):6.00
State:Cracked
Anchor Information: Compressive strength,Pa(psi):3000
Anchor type:Torque controlled expansion anchor 'V",v:1.0
Material:Carbon Steel Reinforcement condition:B tension,B shear
Diameter(inch):0.625 Supplemental reinforcement:Not applicable
Nominal Embedment depth(inch):3.625 Reinforcement provided at corners:No
Effective Embedment depth,he(inch):3.000 Ignore concrete breakout In tension:No
Code report: ICC-ES ESR-3037 Ignore concrete breakout in shear:No
Anchor category: 1 Ignore 6do requirement: Not applicable
Anchor ductility:Yes Build-up grout pad:No
hmln(inch):5.84
ca.(inch):7.71 Base Plate
Cmin(inch):7.06 Length x Width x Thickness(inch):8.00 x 42.79 x 0.25
Smin(inch):4.16
Recommended Anchor
Anchor Name:Strong-Bolt®2-5/8"0 CS Strong-Bolt 2,hnom:3.625"(92mm)
Code Report:ICC-ES ESR-3037
Input data and results must be checked for agreement with the existing circumstances,the standards and guldelnes must be checked for plausibility.
Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax.925.847.3871 www.strongtie.com
1M Company: Date: 4/22/2D22
•
SIMPSON Anchor Designer
Engineer. Page: 2/5
Strong-TieSoftware
Strong Project:
Version 3.0.7947 0 Address:
Phone:
E-mail:
Load and Geometry
Load factor source:ACI 318 Section 5.3
Load combination:not set
Seismic design:Yes
Anchors subjected to sustained tension:Not applicable
Ductility section for tension:17.2.3.4.3(d)Is satisfied
Ductility section for shear.17.2.3.5.3(c)is satisfied
Do factor not set
Apply entire shear load at front row:No
Anchors only resisting wind and/or seismic loads:No
Strength level loads:
Nua[Ib]:-1950
Vuax[Ib]:0
Vuay[Ib]:605
Mua[ft-lb]: 10650
Muy[ft-lb]:0
Mu:[ft-lb]:0
<Figure 1>
1950 lb`I
:.d 0 ft-Ib. Z
� 3A
A-.�.
= 10650 ft Ib A,f
x
0 Ib
605 lb{
Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be8 checked for plausibility.
Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:926.560.9000 Fax:925.847.3871 www.sbongtie.carn
G3
SIMPSON Anchor Designer TM Company: Date: 4/22/2022
Engineer. Page: 4/5
Strong-Tie Software Project
Version 3.0.7947.0 Address:
Phone:
E-mail:
3.Resulting Anchor Forces
Anchor Tension load, Shear load x, Shear load y, Shear load combined,
N.(Ib) V..x(Ib) V..y(Ib) d(V,.x)=+(V..y)s(lb)
1 0.0 0.0 75.6 75.6
2 73.4 0.0 75.6 75.6
3 650.8 0.0 75.6 75.6
4 774.6 0.0 75.6 75.6
5 774.6 0.0 75.6 75.6
6 650.8 0.0 75.6 75.6
7 73.4 0.0 75.6 75.6
8 0.0 0.0 75.6 75.6
Sum 2997.7 0.0 605.0 605.0
Maximum concrete compression strain(%o):0.03 <Figure 3>
Maximum concrete compression stress(psi):149
Resultant tension force(Ib):2998
Resultant compression force(lb):4948
Eccentricity of resultant tension forces in x-axis,e'ra(inch):6.80
Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 a:j o r Y otj og
Eccentricity of resultant shear forces in x-axis,e'vx(inch):0.00
Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00
_e o2 X *3 .4
4.Steel Strength of Anchor in Tension(Sec.17.4.11
N.(lb) d ON.(Ib)
19070 0.75 14303
5,Concrete Breakout Strenath of Anchor in Tension(Sec.17.4.2)
Nn=Wall fohert5(Eq. 17.4.2.2a)
kc A. P.(psi) hu(In) Nb(Ib)
17.0 1.00 3000 3.000 4838
0.750Ncne=0.750(ANc/ANco)y'..,n99'0,N9'.,040NNa(Sec.17.3.1&Eq. 17.4.2.1b)
Ara(in2) ANco(In') cam*(in) Wave %NW '!Pm Ybp,N N.(Ib) d 0.750Ncn9(Ib)
337.50 81.00 - 0.398 1.000 1.00 1.000 4838 0.65 3915
6.Pullout Strength of Anchor in Tension 4Sec.17.4.31
0.750Npn=0.750Kr2.Np(fc/2,500)"(Sec.17.3.1,Eq.17.4.3.1 &Code Report)
Wc,r .1. Np(lb) Po(psi) n 0 0.750Npn(Ib)
1.0 1.00 4308 3000 0.50 0.65 2301
Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility.
Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.stronglie.com
SIMPSON Anchor Designer Company: Date: 4/22/2022
• Software
,Page: 5/5
Project:
Version 3.0.7947.0 Address:
Phone:
E-mail:
8.Steel Strenath of Anchor in Shear(Sec.17.5.11
V.(Ib) ypoef 0 fiSpout0V.,(Ib)
9930 1.0 0.65 6455
10.Concrete Prvout Strength of Anchor in Shear(Sec.17.5.31
0Vcpg=OkopNcng=Okep(ANc/ N YoNY' NYN!1NNn(Sec. 17.3.1 8,Eq. 17.5.3.1b)A , e, c,
kcp As,(in2) ANco(in2) Y'ec,N 'Yed.N Y'o,N Yop,N Alb(Ib) ql 0Vcpg(Ib)
2.0 405.00 81.00 1.000 1.000 1.000 1.000 4838 0.70 33868
11.Results
Jnteraction of Tensile and Shear Forces(Sec,17.6.1
Tension Factored Load, Nao (Ib) Design Strength,eN„(Ib) Ratio Status
Steel 775 14303 0.05 Pass
Concrete breakout 2998 3915 0.77 Pass(Governs)
Pullout 775 2301 0.34 Pass
Shear Factored Load,Veil(Ib) Design Strength,eV (Ib) Ratio Status
Steel 76 6455 0.01 Pass
Pryout 605 33868 0.02 Pass(Governs)
Interaction check N e/¢Nn V d0V,, Combined Ratio Permissible Status
Sec. 17.6..1 0.77 0.00 76.6% 1.0 Pass
5/8"o CS Strong-Bolt 2,hnom:3.625"(92mm)meets the selected design criteria.
12.Warnings
-Per designer input,ductility requirements for tension have been determined to be satisfied—designer to verify.
-Per designer input,ductility requirements for shear have been determined to be satisfied—designer to verify.
-Designer must exercise own judgement to determine if this design is suitable.
-Refer to manufacturer's product literature for hole cleaning and installation instructions.
Input data and results must be checked far agreement with the existing circumstances,the standards and guidelines must be checked for plausibility.
Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.stronglie.com
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Summit Storage Solutions
A Division of Summit Stool aL Manufacturing, Inc_
Per Quote# 0122-118 Model SSC-TI-211 -16-8L
33" Max Diameter Tires on this model, capacity is based off carrier width and tire width
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