Specifications 12 c S6' scclls � VEIL
OCT 2220SION
14
III Will
CITY OF TIGARD
BUILDING D
railSWENSON SAY FAGOT
A STRUCTURAL ENGINEERING CORPORATION
r
STRUCTURAL MEMORANDUM
PROJECT: Mud Bay Greenway �1,
DATE: October 16, 2014 ...4g EF
PE 7
TO: Sand Point Studios
11733 Sand Point Way NE
Seattle, WA 98125 O
ATTN: Bragdon Sheilds
"'4N J.SO
FROM: Karl Rosman
EXPIRATION DATE: 4/3.11
SSF: 02092-2014-04
RE: Lozier Shelving Anchorage
Bragdon
Per your request we have reviewed the attached layout by Animal Supply Company and
the Display Shelving Installation Instructions for the Lozier Racking sections to be
installed at the Mudbay Greenway Town Center in Tigard Oregon.
Per our attached calculations it is acceptable anchor the racking systems per the
following plan note.
ATTACH RACK SECTION A,B,C,D,E,F,G,H,I TO CONCRETE SLAB ON GRADE WITH LOZIER
UPRITE ANCHOR PLATE AND BASE BRACKET ANCHOR PLATE PART NUMBERS DC1241 AND
DC1242 PER MANUFACTURES RECOMMENDATIONS. THE PLATES SHALL BE ATTACHED TO
THE CONCRETE WITH SIMPSON 3/8"0 TITEN HD,HNOM:2.5". IT IS THE CONTRACTORS
RESPONSIBILITY TO CONFIRM THAT THE EXISTING CONCRETE SLAB IS 4"MINIMUM IN
DEPTH AND IN SERVICEABLE SHAPE. THE MINIMUM EDGE DISTANCES FROM CENTER
LINE OF ANCHOR TO EDGE OF CONCRETE SHALL BE MAINTAINED AT 4.5"MINIMUM.
Please advise if you have any further questions.
Thank you.
Karl Rosman, PE
2124 Third Avenue.Suite 100.Seattle.WA 98121
www.swensonsayfaget.com
Office: 206.443.6212
Fax: 206.443.4870
NIMININIIIIIMINIIM
.,�c. Project Managers;_ Customer,Location,Contact:
;' Jon Pritchuw (206)607-7354
Mud Bay—Greenway
.' Finish Colors MISC Details ~
Shelving(Lozier Code) QF1 1 Floor Anchors(YES or NO) Yes
_ Badcs(oolor or Lozier Code) S43 Low Base or High Base LB
RACKING SECTION A
36'WALL SECTION
q� T TALL
0 Y V j C 28"BASE DECKS
C 5-2$"SHELVES PER SECTION
UTTER CAT FOOD
N (.It1
i
LISOLID BACKS
D RACKING SECTION E
5 WALL SECTION
Iii
T TALL
n® _ --I 28"BASE DECKS
X I o r j O 5-25"SHELVES PER SECTION
ft TT SOLID BACKS
CAT FOOD 0 RACKING SECTION C
35 WALL SECTION
Q A A i T TALL
25"BASE DECKS
6-22"SHELVES PER SECTION
SOLID BACKS
DOG FOOD RACKING SECTION D
12'WALL SECTION
7'TALL
25"BASE DECKS
6.22"SHELVES PER SECTION
SOUR BACKS
>'-' i,--;!1-" RACKING SECTION E
l — I` ``' 18'ISLAND SECTION
i 5'TALL
P".,-.12.-..i• il''..1
25"1DECKS s ,l 3-22ASHELVES PER SECTION
H l SOLID BACKS
O
RACKING SE TION F
—W s 1r WALL SECTION
k- T TALL
t28"BASE DECKS
,;:? 5-25"SHELVES PER SECTION
—- 0 °!?�`%s1 SOLID BACKS
Q RACKING SECTION G
GG77 E .......-..) 12'WALL SECTION
T TALL
- 28"BASE DECKS
O
5-25"SHELVES PER SECTION
D
SOLID BACKS
RACKING SECTION H
20'ISLAND SECTION
5'TALL
28"BASE DECKS
— 3-25"SHELVES PER SECTION
A SOLID BACKS
RACKING SECTION!
DOG FOOD FREEZE DRIED IT WALL SECTION
, F :--,:s..— 1wn t-r i T TALL
: ;R f G 28"BASE DECKS
1.4.
.• f J 5-25"SHELVES PER SECTION
• SOLID BACKS
,
Uprite Accessories
Anchor Mates
Uprite/BaseBracket • Anchor Plates used when Shelving Unit
Anchor Plates •
exceeds height to depth ratio limits
• Required for Shelving over 5'H in certain seismic zones
, 7/16" (Contact local building officials for fastener requirements)
• Accepts 1/4°or 3/8"die.anchor bolts
• Secures Leveling Leg to floor using anchor bolts
(not included)
7/16" • Multi-Purpose Anchor for end of run,Walt End Display
litsoi6
or limited access applications
• For pricing see section 100,pg 88
Uprite Base Bracket
Anchor Plate Anchor Plate
-) 7/16" -
_ _._ STANDARD FINISH:
Uprite Anchor Plate DC 1241 GLV
Base Bracket Anchor Plate DC1242
At,.aGn r ex ��a Galvanized
z* ‘,0-' Multi-Purpose
° • •r Plate
Wall-Mount Uprite
•
Wall-Mount Upntie:
• Slotted 1"on center EXAIMPLE PART NO. STANDARD FINISH:
• Attaching hardware included W M U 4 8 PLT
• WMU actual s' s 1"shorter
than no ' size WMu watt Mounted Uprite Optional Tier 18 II colors
• For ing see section 100,pg 88 * Heigh'a8".80" 72 �• 88:
Wall-Mount Bracket
Wall-Mount Bracket
• Connect standard Uprites to building walls
• Two Brackets are required for Up ' _ • •""H
0
Three Brackets for one p'- - over 96"H
• Extension Uprltes re• .-- •ne Bracket for
Uprites to 36"H; • or Extensions over 36" J
• Fasteners • eluded
• For pri g see section 100,pg 88 ,
STANDARD FINISH: / ,'
GLV
DC2191 0:
• Galvanized :.:a:'
6/1/10crArz� P.O.BOX 3448. OMAHA,NEBRASKA 68103-0448•(800) 228-9882
ice► ® Lozk Corporation This Is a copyrighted work of Lozier Corporation. Any unauthorized reproduction,
distribution or use is expressly prohibited. 1
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Date
r SWENSON SAY FAGET poll—i
A STRUCTURAL ENGINEERING CORPORATION . ProJ•
Seat*: 2124 Third Avenue-Suite 100•Seattk•WA•98121 `GIrt.
• Tel: 206.443.6212 Fax:206.443.4870
Tacoma: 934 Broadway.Suite 100•Tacoma•WA.98402
Tel:253.284.9470 Fax:253.284.9471 Shoot
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/ Project • Date
/!! r( swENsoNsAYFAGET • 7.0-1---110-4A STRUCTURAL ENGINEERING CORPORATION Pro
f.No.
Seattle: 2124 Third Avenue•Suite 100•Seattle-WA•98121DesiglI'n+/t
Tel: 206.443.6212 Fax 206.443.4870
Tacoma: 934 Broadway.Suite 100•Tacoma•WA.98402
Tel: 253.284.9470 Fax:253.284.9471 Sheat
•
SIMPSON Anchor Designer Company: Date: 10/16/2014
Software Engineer. Page: 115
Strong-TieProject:
2.0.5154.8 Project:
Address:
Phone:
E-mail:
1.Proiect information
Customer company: Project description:
Customer contact name: Location:
Customer e-mail: Fastening description:
Comment:
2.knout Data&Anchor Parameters
General Base Material
Design method:ACI 318-11 Concrete:Normal-weight
Units:Imperial units Concrete thickness,h(inch):4.00
State:Cracked
Anchor Information: Compressive strength,f.(psi):2500
Anchor type:Concrete screw 4rc,v:1.0
Material:Carbon Steel Reinforcement condition:B tension,B shear
Diameter(inch):0.375 Supplemental reinforcement Not applicable
Nominal Embedment depth(inch):2.500 . Do not evaluate concrete breakout-in tension:No
Effective Embedment depth,he(inch):1.770 Do not evaluate concrete breakout in shear:No
Code report:ICC-ES ESR-2713 Ignore 6do requirement Not applicable
Anchor category:1 . Build-up grout pad:No
Anchor ductility:No
_... . ........_......_.ham(kith):400 .. ...... ......... _.... .. ._.............__............._.............Base Plate..._
co.(inch):2.89 Length x Width x Thickness(inch):2.00 x 5.00 x 0.25
Cmin(inch):1.75
Smit.(Inch):3.00
.Load and Geometry
Load factor source:ACI 318 Section 9.2 ' •
Load combination:not set
Seismic design:Yes
Anchors subjected to sustained tension:Not applicable
Ductility section for tension:D.3.3.4.2 not applicable .184 lb
Ductility section for shear:0.3.3.5.2 not applicable I .
f)o factor:not set i
Apply entire shear load at front row:No
Anchors only resisting wind and/or seismic loads:Y
<Figure 1>
• 0
•
326 T
•
0ft-lb
X-
O ft-Ib h,1
•
Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked dor plausibility.
Simpson Strong-71e Company Inc. 5956 W.Lae Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtre.com
SIMPSON Anchor DesignerTM Company. Date: 10/16/2014
Engineer. Page: 2/5
Strong-Tie Software Project:
Version 2.0.5154.8 Address:
Phone:
E-mail:
<Figure 2>
•
0
Ln
4.50
Recommended Anchor .
Anchor Name:Then HD®-3/8"0 Tien HD,hnom:2.5"(64mm) • -
Code Report Listing:ICC-ES ESR-2713
•
Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for piausiblty.
Simpson Strong-Tie Company Inc. 5956 W.Las Pashas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.stronglie.com
6
SIMPSON Anchor Designer TPA Company: Date: 10/162014
SoftwareEngineer: Page: 315
Strong-Tie e Version 2.0.5454.8 Pte '
e Address:
• Phone:
E-mail:
$.Resulting Anchor Forces
Anchor Tension load, Shear load x, Shear load y, Shear load combined,
Nus(b) Vu.x(lb) Vu.r(lb) d(Vuu *(Vu r)Z Ob)
1 592.0 163.0 0.0 163.0
2 592.0 163.0 0.0 163.0
Sum 1184.0 326.0 0.0 326.0
Maximum concrete compression strain(960):0.00 <Figure 3>
Maximum concrete compression stress(psi):0
Resultant tension force(ib): 1184
Resultant compression force(Ib):0
Eccentricity of resultant tension forces in x-axis,e'r (inch):0.00
Eccentricity of resultant tension forces in y-axis,e'Nr(inch):0.00 Y.
Eccentricity of resultant shear forces in x-axis,e'vx(inch):0.00
Eccentricity of resultant shear forces in y-axis,e'er(inch):0.00 0 1. i~ - 2
X
4,Steel Strength of Anchor in Tension(Sec.D.5.1
• - Na.(lb) 0 #N..(Ib) .
10890 0.65 7079
5.Concrete Breakout Strennth of Anchor in Tension iSec.D.52)
Nb s ka2.'f Pch.11 b(Eq.0-6)
kc its Po(psi) he(in) Nb(ib)
17.0 1.00 2500 1.770 2002
. 0.750Nco =0.750(ANc/ANw)'F'.NtPeaNY2c,NYrga,NNb(Sec.0.4.1&Eq.D4) .
Amy(int) Atka(in2) Aro.N YigN !r..N 'f''cn,N Ni(lb) 0 0.75#N.. (lb)
46.78 28.20 1.000 1.000 1.00 1.000 2002 0.65 1619
S.Pullout Strength of Anchor in Tension(Sec.D.5,31
0.750Np, s0.750'f'c,vi..Np(f'c/2,500(Sec.0.4.1,Eq.0-13&Code Report)
FO,P .2. N.(Ib) P.(psi) n 0 0.750N.(Ib)
1.0 1.00 1235 2500 0.50 0.65 602
Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility.
Simpson Smog-Tie Company Inc. 5956 W.Las Posites Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.atrongtie.00m
7
.
SIMPSON Anchor Designer TM Company: Date: 10/16/2014
Software Engineer: Page: 4/5
Strong-Tie Version 2.0.5154.8 Project:
e Address:
. Phone:
E-mail:
8.Steel Strength of Anchor In Shear(Sec-D.6.11
V..(Ib) ¢mur 0 Og.o,r#V..(Ib)
2855 1.0 0.60 1713
9:Concrete Breakout Strength ofAnchor in Shear(Sec.D.6.21
Shear perpendicular to edge in xd/rectlon:
Vbx=min17(i./d.)O24d.A4fcc.+'-;92..Jfbc.11AI(Eq.D-33&Eq.D-34)
1.(in) d.(in) 2. re(psi) co(in) Vox(Ib)
1.77 0.38 1.00 2500 4.50 2791
ol6Vctipx=0(Avc/Avco)'y.o.vY'.d,vVic,vY'n,vVbx(Sec.D.4.1&Eq.D-31)
Av.(in2) Avco(int) Y'.aY . Fitt, Y'o,v Y'av Vox(Ib) 0 16Vbepx(Ib)
59.00 91.13 1.000 0,900 1.000 1.299 2791 0.70 1479
Shear parallel to edge in x-direction:
V.y=min)7(i./d.)02Aid.A,1fbc.r's;9AeIfcc.r'-I(Eq.D-33&Eq.0-34)
I.(in) d.(in) Ao f.(psi) co(in) Vi,,.(Ib)
1.77 0.38 1.00 2500 4.50 2791
0V rbx=V(2)(Avc/Avoo)Y'.,ty P.vyih.vVby(Sec.0.4.1 Si Eq.D-30)
Ave(in2) Av.(in2) 'p.av Yity Vi,v Vin(Ib) d IVobx(Ib)
45.00 91.13 1.000 1.000 1.299 2791 0.70 2506
10.Concrete Pryout Strength of Anchor in Shear(Sec.D.8.3)
I6Va..= kes Plena=9)kao(ANc/A*.o)Y'...N I'a,NY'KNY'a,,NNb(Eq.0-41)
km ANo(in2) AN.(int) Y'.GN Y'oaN 'PaN 'P',,,,N Ni,(lb) ot ¢V g(Ib)
1.0 46.78 28.20 1.000 1.000 1.000 1.000 2002 0.70 2325
11.Interaction of Tensile and Shear Forces(Sec.0.71
Tension Factored Load,Nu.(Ib) Design Strength,0N.(Ib) Ratio Status
Steel 592 7079 0.08 Pass
Concrete breakout 1184 1819 0.73 Pass
Pullout 592 602 0.98 Pass(Governs)
Shear Factored Load,V..(ib) Design Strength,®V.(Ib) Ratio Status
Steel 163 1713 0,10 Pass
T Concrete breakout x+ 326 1479 0.22 Pass(Governs)
u Concrete breakout y+ 163 2506 0.07 Pass(Governs)
Pryout 326 2325 0.14 Pass
Interaction check N../$/. Vi./fSV, - Combined Ratio Permissible Status
Sec.D.7.3 0.98 0.22 120.4% 1.2 Pass
31810 Then HD,hnom:2.5"(64mm)meets the selected design criteria.
12.Warnings
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 Pestles Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com
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SIMPSON Anchor Designer TM Company: Date: 10/16/2014
Software Engineer. Page: 5/5
Strong-Tie Project
Version 2.0.5154.8 Address:
s
Phone:
E-mail:
-Minimum spacing and edge distance requirement of 8da per ACI 318 Sections D.8.1 and 0.8.2 for torqued cast-in-place anchor is waived per
designer option.
-Per designer input,the tensile component of the strength-level earthquake force applied to anchors does not exceed 20 percent of the total
factored anchor tensile force associated with the same load combination.Therefore the ductility requirements of D.3.3.4.3 for tension need not
be satisfied—designer to verify.
-Per designer input,the shear component of the strength-level earthquake force applied to anchors does not exceed 20 percent of the total
factored anchor shear force associated with the same load combination.Therefore the ductility requirements of 0.3.3.5.3 for shear need not 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 mutts 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.strongtie.com
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