HomeMy WebLinkAboutsigned and sealed calculations (2) electricaliG G.F. CONSULVUHR E[MOUNEENS, dirac.
STRUCTURAL ENGINEERING • THRESHOLD & SPECIAL INSPECTION • SBCCI CERTIFIED PLAINS EXAMINERS
r LICENSES_ ALABAMA, COLORADO, FLORIDA, GEORGIA, NEW MEXICO, NORTH CAROLINA, SOUTH CAROLINA.
CO 9129
Structural Calculations
FOR
Amazon Miami DVB1 Warehouse
Chiller Replacement.
7410 Commercial Circle.
Ft. Pierce, Florida 34951
FLORIDA BUILDING CODE 2017, 6"' Edition
Fresnel E Digitally signed
by Fresnel E
Hernand Hernandez
Date: 2020.05.08
ez 10:53:28-04'00'
Fresnel E. Hernandez P.E./S,L/P.X,
PE# 46618
NOTE:
This set of calculations was prepared
under my direct supervision, including
the results of computer software generated
results, to the extent indicated on this set of
calculations.
13170 SW 128TH Street, #204 Miami, FL 33186 • Phone #: 305-97 1 -GFCE(4323) . FAX: 305-971-4332
www.gfce.net E-MAIL GFCE@GFCE.NET
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4/27/2020
L`I C Hazards by Location
ATC Hazards by Location
Search Information
Address: 7410 Commercial Cir Fort Pierce, FL 34951
Coordinates:
Elevation:
Tlmestamp:
Hazard Type:
ASCE 7-16
MRI 10-Year
MRI 25-Year
MRI 50-Year
MRI 100-Year
Risk Category I
Risk Category II
27.475719,-80.4064465
16ff
2020A4-27T19:33:13.278Z
Wind
ASCE 7-10
87 mph MRI 10-Year
105 mph MRI 25-Year
118 mph MRI 50-Year
129 mph
145 mph
® 157 mph
rec P.:.hcme debris reyior,.
Risk Category III b 168 mph
It the structure under eansideration Is a
haallheare facility and you are also sviiLln 1 mile
or the coastal mean high vrtter Ilna, you arc in a
s6�d-Lorne �ehi;s reyio n. IF �,lher �a� ut�ancy, u� e.
he Risk Cateyciy II hasic wind speed contours
e deleimine R you aro in a ss�nd-ix:ms debris
region.
Risk Category IV
�
179
mph
You aro in a xtind-borne
debris
r,-;rlinn.
MRI 100-Year
Risk Category I
Risk Category II
Sebo tog
Go gle
t, 16 ft,_,h
twt
�Plerce
Bk�chahee Port So. Lucte
o
87 mph
105 mph
118 mph
129 mph
145 mph
is 157 mph
Vo. .1�P.'n a':V 1<�
failJ�01t5
reyln�.
Risk Category III
-IV
li 188
mph
If the stmctura under cansidarat3al Is a
healtl>^ara facility and you aro also �ahlhin t
mile of the coastal main high water Ilne, you
are in a wind-Inorne debris reylcn. II other
occupancy, use the Ri.x Coteyary II 5asic
svind spend contours Ic detomsire If you are
in a ��.ind-bane rlehris region,
.Map data ��2020 GcogIe,INEGI
ASCE 7.05
ASCE 7-05 Wind Speed
ii
137
mph
`!ou are in a svind-borne deh�is
reyian.
The results indicated here DO NOT reflect any state or local amendments fo the values or any delineation lines made during the building code adoption process.
Users should confirm any output obtained from this tool wrfh the focal Authority Having Jurisdiction before proceeding with design.
Disclaimer
Hazard loads are interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer. Per ASCE 7, islands and coastal areas outside the last
contour should use the Iasi wind speed contour of the coastal area — in some cases, this website will extrapolate past the last wind speed contour and therefore,
provide a wind speed That is slighgy higher. NOTE: For queries near wind-borne debris region boundaries, the resulting determination Is sensitive to rounding
which may affect whether or not it is considered to he within a wind-borne debris region.
Mountainous terrain, gorges, ocean promontories, and special wind regions shall be examined for unusual wind conditions.
While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its
accumcy. The material presented in the report should not be used or relied upon for any specific application without competent examination and veriflcalion of Its
accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound
judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such
professionals in interpreling and applying the results of the report provided by this website. Users of the Information from This website assume all liability arising
from such use. Use o(the output o1 this website does not Imply approval by the governing building code bodies responsible for building code approval and
interpretation for the building site described by latitude/longitude location in the report.
hltps:Uhazards.atcounciLorglftAvind?tat=27.47571981ng=-80.4064465&address=7410 Commercial Cir Fort Pierce % 2C FL 34951 1/2
CHAPTER 29 WIND LOADS ON OTHER STRUCTURES AND BUILDING APPURTENANCES-bIWFRS
Height above E. posure
ground level, z
B D
ft (m)
0-15 0-4.6 0.57 0.85 1.03
20 6.1) 0.62 0.90 1.08
25 7.6) 0.66 0.94 1.12
30 (9.1 0.70 0.98 1.16
40 12.2 0.76 1.04 1.22
50 . (15.2 0.81 1.09 1.27
60 (18) 0.85 1.13 1.31
70 (21.3 0.89 1.17 1.34
80 24.4 0.93 1.21 1.38
90 27.4 0.96 1.24 1.40
100 (30.5) 0.99 1.26 1.43
120 (36.6) L04 1.31 1.48
140 42.7 1.09 1.36 1.52
160 48.8 1.13 1.39 1.55
180 54.9) 1.17 1.43 1.58
200 61. 1.20 1.46 1.61
250 76.2) 1.28 1.53 1.68
300 (91.4 1.35 1.59 1.73
350 106.7 1.41 1.64 1.78
400 121.9 1.47 1.69 1.82
450 137.2 1.52 1.73 1.86
500 (152.4) 1.56 1.77 1.89
Notes:
1. The velocity pressure exposure coefficient Kz may be determined from the following
formula:
For 15ft.Sz<_zg For z<15ft.
Kz = 2.01 (7Jz8)2/a Kz = 2.01 (15/zg)1
2. tx and zg are tabulated in Table 26.9.1.
3. Linear interpolation for intermediate values of height z is acceptable.
4. Exposure categories are defined in Section 26.7.
310
d CivY
ap yM1t Amewan SaoelyFsgineeis gar Cwp rofPPPV per admaYsOawrl3i1050]IC6. Msar-GARATE OIEGO
Pra.MeE Oy IF✓5 under se MN A6LE
HareP"oEuctipn w neMwkirg pe�ma�eE vnVwu� ucenze Irom IRS !W tweResaie.0]tlE20100]:d6:]9 MOi
Notes:
1. The velocity pressure exposure coefficient Kz may be determined from the following
formula:
For 15ft.Sz<_zg For z<15ft.
Kz = 2.01 (7Jz8)2/a Kz = 2.01 (15/zg)1
2. tx and zg are tabulated in Table 26.9.1.
3. Linear interpolation for intermediate values of height z is acceptable.
4. Exposure categories are defined in Section 26.7.
310
d CivY
ap yM1t Amewan SaoelyFsgineeis gar Cwp rofPPPV per admaYsOawrl3i1050]IC6. Msar-GARATE OIEGO
Pra.MeE Oy IF✓5 under se MN A6LE
HareP"oEuctipn w neMwkirg pe�ma�eE vnVwu� ucenze Irom IRS !W tweResaie.0]tlE20100]:d6:]9 MOi
AHRI STANDARD 1310-201
Table 2. Terrain Exposure Constants
Exposure Category
u
Zg, ft
B
TO
1200
C
9.5
900
D
11.5
700
6,10 Gas! -Effect Factor. The gust -effect factor, G, shall be taken as 0.85. Where conr�ined gust -effect and force coefficient
factors are used, the gust -effect factor shall not be applied separately.
6.11 1velocity Pressare. The velocity pressure, 9., evaluated at height z shall be calculated using Equation 10:
q. = 0.00256•K,K.,•K�•Kr V s
10
6.12 Design 1Vind Pressure jar EFRS and EAP. The design wind pressures for EFRS and EAP shall be determined in
accordance with this section. The calculated design wind pressures shall be assumed to act on the full vertical and horizontal
projected areas of Equipment without reduction for openings, such as air inlets and outlets, in the direction being considered.
6.12.1 Ground b-Iounled Equipment. The horizontal design wind pressure, pn, shall be calculated using Equation I1
and shall be assumed to act parallel to the wind direction:
ph = 9; G•C/
Concurrent vertical uplift pressure, p„ shall be calculated using Equation 12.
p„ = 0.80 'Ph
11
12
The velocity pressure, q„ shall be evaluated at the centroid height of the Equipment vertical projected area. The force
coefficient, C� shall be detem�ined from Table 3. Linear interpolation shall be permitted for h/d values other tlian shown.
Table 3. Force Coefficients C!
Equipment Cross Section
Type of Surface
d/d
1
7
25
Rectangular wind normal to face
All
13
IA
2.0
Rectangular wind along diagonal
All
1.0
1.1
L5
Hexagonal or Octagonal
All
1.0
L2
IA
Round, d qz > 2.5
Moderately smooth
0.5
0.6
0.7
Rough d'/d= 0.02
0.7
0.8
0.9
Very Rough d'ld = 0.08
0.8
1.0
1.2
Round, d qZ <_ 2.5
All
0.7
0.8
1.2
6.12.2 Rooj1founled Egaipmenl. The horizontal design wind pressure, ph, shall be calculated using Equation 13:
13
The combined horizontal gust -effect and force coefficient factor, (CC,)h, shall be taken as 1.9. Where the vertical
projected area of Equipment is greater than 10 % of [he vertical projected area of the Building on which [he Equipment
is located, a reduction of the (GC,)h factor shall be permitted to be determined in accordance with Section 29.4.1 of
ASCE/SEl 7.
The vertical uplift design wind pressure, y,., shall be calculated using Equation 14:
STANDARD 1310=2019
6.3.1
Risk
category
per IBC
Table
1604.5
for
the
Building on
which the Equipment is
located.
6.3.2
Risk
category
per IBC
Table
1604.5
for
the
Building(s)
to which the Equipment
provides an HVACR service.
6A Basic IVind Speed The basic wind speed, V, shall be equal to the value provided in Inc wind load design data or shall
be determined from Figures 26.5-1 A, B, C, D, and Figures 26.5-2A, B, C, D of ASCE/SEI 7 at the Equipment location and for
the risk category determined in accordance with Section 6.3. For locations identified in ASCE/SEI 7 as special wind regions,
basic wind speed values shall be obtained from the authority having jurisdiction.
Alternatively, the
basic wind speed shall be permitted to
be
determined using the ASCE/SEI 7 Hazard Tool provided by tre
American Society
of Civil Engineers or the ATC Hazards
by
Location tool provided by the Applied Technology Council.
The
wind shall be assumed to come
from any
horizontal direction.
6.5
Wind Directionality Factor.
The wind
directionality factor, Kd, shall be determined from Table I .
Table 1. Wind Directionality Factor (Kd)
Equipment Mounting
Location
Equipment
Shape
Equipment Force -Resisting
System(Kd)
Directionality Factor
Ground
Square
All
0.90
Ground
Hexagonal
All
0,95
Ground
Octagonal
Axis mmetric
1,00
Ground
Octagonal
Nonaxis mmetric
0,95
Ground
Round
Axis mmetric
1,00
Ground
Round
Nonaxis mnhetric
0,95
Building Roof
All
All
0,85
Where growrd mounted Equipment is composed of parts with different shapes, tare wind directionality factor used in design of
Structural Elements shall be equal to the greater of the factors for each pail.
6.6 Exposure Category. The exposure category shall be equal to the value provided in the wind load design data or shall be
determined in accordance with Section 26.7 of ASCE/SEI 7 at the Equipment location for each wind direction considered.
6.7 Topographic Factor. The topographic factor, K.r, shall be determined in accordance with Section 26.8 of ASCE/SEI 7
at the Equipment location for each wind direction considered.
6.8 Ground Elevation Factor. The ground elevation factor, K., shall be calculated using the Equation 7 where zg, is the
ground elevation above sea level at the Equipment location:
Ke = C 0.0000362•Zg,
Ke shall be permitted to be taken as LO in all cases.
6.9 Velocity Pressure Exposure Coefficient. The velocity pressure exposure coefficient, K., shall be calculated using the
Equations 8 and 9 where the height, z, is determined in accordance with Section 6.12. The a and zz terrain exposure constants
shall be determined from Table 2.
6.9.1 For lSfl<_z5zs
6.9.2 Forz<ISR,
C- 2� C°aOc� �UITUI
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PROJECT#: DATE:
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977 MO
Anchor DesignerTM
r Software
Version 2.8.7094.0
1.Proiect Information
Customer company:
Customer contact name
Customer e-mail:
Comment:
2. Inout Data 8 Anchor Parameters
General
Design melhod:ACI 318-14
Units: Imperial units
Anchor Information:
Anchor type: Bonded anchor
Material: F1554 Grade 36
Diameter (Inch): 0,500
Effective Embedment depth, her (Inch): 4.000
Code report: ICC-ES ESR-2508
Anchor category: -
Anchor ductility: Yes
hn (inch): 6,50
GB (inch): 8.76
Cmm (inch): 1.75
S,,,„, (Inch): 3.00
Recommended Anchor
Anchor Name: SET-XP®-SET-XP w! 1!2"G F1554 Gr. 38
Code Report: ICC-ES ESR-2508
1i Lim
, 6f 1
Company:
Date:
4/2712020
Engineer:
Page:
1/6
Project:
Address:
Phone:
E-mail:
Project description:
Location:
Fastening description:
Base Material
Concrete: Normal -weight
Concrete thickness, h (inch): 6,50
Slate: Cracked
Compressive strength, PB (psi): 2500
Wo,v: 1.0
Reinforcement condition: A tension, A shear
Supplemental reinforcement: Not applicable
Reinforcement provided at comers: No
Ignore concrete breakout in tension: No
Ignore concrete breakout in shear: No
Hole condition: Dry concrete
Inspection: Continuous
Temperature range, Short/Long: 110175BF
Ignore Edo requirement: Not applicable
Build-up grout pad: No
Input data and results must he checked for agreement vnth the existing Grcumstances, the standards and guidelines must be checked for plausibility.
s�mnsen Strong -Tie ,umpari� Inc. 595fi W Las Positas Boulevard Pleasanton, CA 945a8 Phone: 925.560.9000 Fax: 925.847.3a71 www.sUongde.com
Anchor DesignerTM
Software
Version 2.8.7094.0
Load and Geometry
Load factor source: Act 318 Section 5.3
Load combination: not set
Seismic design: No
Anchors subjected to sustalned tension: No
Apply entire shear load at front row: No
Anchors only resisting wind and/or seismic loads: No
Strength level loads:
N�. (Ibj: 1040
Via. jibj: 0
Vun pbj:-985
<Figure U
x
Z
Company:
Date:
4I2712020
Engineer:
Page:
216
Project:
Address:
Phone:
E-mail:
u
Input data and results must be checked far agreement wiN the existing Urcumstances, the standards and guidelines must be checked for plausibility.
S�mps:;n :�t�enr..-I'_ rony,:ry In:;. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3877 wwur.strongtie.com
E7Ir/ Anchor DesignerTM
Software
Version 2.8.7094.0
<Figure 2>
,.,s—
6.00
Company:
Date:
4/27/2020
Engineer:
Page:
3/6
Project:
Address:
Phone:
E-mail:
Input data and results must be checked for agreement with the existing Grcumstances, Neslandards and guidelines must be checked (or plausihlliry.
5 n,ps n Slmnr, Tie :'.onil�ar:y 1��::. 5956 W Las Positas 9outevard Pleasanton, CA 94568 Phone: 925.560.9060 Fax: 925.847.3677 www.sUongtie.com
Eill'1 Anchor DesignerTM
r r , Software
Version 2.8.7094.0
w
Company:
Date:
4/27/2020
Engineer:
Page:
4/6
Project:
Address:
Phone:
E-mail:
3. Resultina Anchor Forces
Anchor Tension load, Shear load x, Shear load y, Shear load combined,
NUM (lb) Vuar (lb) Way (lb) V(Vu,.)'+(Vu,y)' (lb)
1 1040.0 0.0 -985.0 985.0
0.0 -985.0 985.0
Maximum cenaele compression skain (%o): 0.00
Maximum concrete compression stress (psi): 0
Resultant tension force (lb): 1040
Resultant compression force (lb): 0
Eccentricity of resultant tension forces In x-axis, e'Na (inch): 0.00
Eccentricity of resultant tension forces In y-axis, e'ey (Inch): 0.00
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
4. Steel Strength of Anchor in Tension (Sec. 17.4.11
N,a (lb) 4 pNsa (Ib)
8235 0.75 6176
5. Concrete Breakout Strength of Anchor in Tension (Sec. 17.4.2)
Nb = koMfIcher" (Eq. 17.4.2.2a)
ke Aa PC (psi) hat (In) Nb (lb)
17.0 1.00 2500 4,000 6800
pNab = 4 Ottcl ANra) P.N %,N P.NNb (Sec. 17.3.1 & Eq. 17.4.2.1 a)
ANc (in2) ANw (in2) camo (in) v'aaN WCN 'Pra,N Nb (lb) 0 QNo (lb)
144,00 144.00 6.00 1,000 1,00 1.000 6800 0.75 5100
6. Adhesive Strength of Anchor in Tension ISec. 17.4.5
na, = rka.fmrc+armKaaz
n,o (Psi) C.nao-rerm War rta, (Psi)
984 1,00 1.00 984
Nos = Aar xdaher(Eq. 17.4.5.2)
Aa r (psi) da(in) hot (in) Nba(lb)
1.00 984 0,50 4,000 6183
4Na=0(A
ANa
ma/ Awl �%d xaWaN.Nb, (Sec.
(fn2) AN,o (in2) cNa (in)
17.3.1&Eq, 17.4.5.1a)
cam„ (in) v4 x,
'Na,N.
186.15
201.82 7,10
6,00 0.963
1.000 6183 0,65 3534
Input data and results must be checked for agreement with the existing circumstances, the slandartls and gultlelines must be checked for plausibility.
Simpsarr Stmny-7iz Coi�pzny Inr.. 5956 W. Las Posilas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.sUongtie.com
Anchor Designer TM
Software
Version 2.8.7094.0
Company:
1 Dale:
1412712020
Engineer:
Page:
6/6
Project:
Address:
Phone:
E-mall:
84
.
17.5.11
Vsa (lb)
,jp a„
q
OWo Oysa (lb)
4940
1.0
0,65
3211
9 Concrete Breakout Strength of Anchor in Shear ISec 17.5.21
Shear perpendicular to edge In y-direction:
Vsr = minj7(1./d,)03�d,J.,Jrtcar'4; s.>aJr<ca,r°1
la (in) da (in) da
(Eq. 17.5.2.2a
ro (psi)
& Eq. 17.5.2.2b)
cat (in)
Vey (lb)
4.00 0,500 1.00
2500
6,00
6613
¢V wy =d (Avo/Av)P a.v'PavT.vV°r (Sec. 17.3.1
& Eq.
17.5.2.1 a)
A� (In') Avo(In2) V4gV
KV
%V
Ver(Ib) 4 4Vscr(lb)
117,00 162.00 1,000
1.000
1,177
5513 0,75 3514
10 Concrete Pryout Strength of Anchor in Shear ISec 17 5 31
QVop = 0minjk^; kcpNm( = pminjkop(ANa/ANao)W.&a V'op,NaNea; kcp(Ara/AN) .N'Tew V'opNNnj (Sec. 17.3.1 & Eq. 17.5.3.1a)
kcp ANa (in') ANa° (inr) W4 Na V4pNa Me (lb) Na (Ib)
2.0 186,15 201.82 0,953 1,000 6183 5437
Ara
(inp)
ANw
(in')
V'aN
V'ov
�p,N
Ne (Ib)
Nm (Ib)
0
dV�p (Ib)
144.00
144.00
1.000
1.000
1.000
6800
6800
0.70
7612
11. Results
Interaction of Tensile and Shear Forces ISec. 17.6a
Tension Factored Load, N.a (Ib) Design Strength, eNn (Ib) Ratio Status
Steel 1040 6176 0,17 Pass
Concrete breakout 1040
5100
0.20
Pass
Shear
Factored
Load, Vpo (Ib)
Design
Strength,
eVp (lb)
Ratio
Status
Steal
985
3211
0.31
Pass
(Governs)
T Concrete breakout y- 985
3514 0.28 Pass
Interaction check
Nna/gNp
Vs/gVn
Combined Ratio
Permissible
Status
Sec. 17.6..2
0.00
0.31
30.7 %
1.0
Pass
SET-XP wl 112"0 F7554 Gr. 36 with hef = 4.000 inch meets the selected design criteria.
Input data and results must be checked ror agreement with the exis8ng urwmslances, the standards and guidelines must be checked far plausihiliry.
� ::n Strang-7ia r;empzn� Inc. 5956 W. las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.a47.3871 wxN.sVongtie.com
Anchor DesignerTM
Software
Version 2.8.7094.0
m
Company:
Date:
4/27/2020
Engineer:
Page:
616
Project:
Address:
Phone:
E-mail:
12. Warninos
- When cracked concrete is selected, concrete compressive strength used in concrete breakout strength in tension, adhesive strength In tension
and concrete pryout strength in shear for SET-XP adhesive anchor is limited to 21500 psi per ICC-ES ESR-2508 Section 5.3.
- This temperature range is currently outside the scope of ACI 318-141-11 and ACI 355.4, Designer must exercise judgement to determine If this
design is suitable.
- Minimum spacing and edge distance requirement of 6da per ACI 318 Sections 17.7.1 and 17.7.2 for torqued cast -in -place anchor Is waived per
designer option.
- Designer must exercise own judgement to determine if this design is suitable.
- Refer to manufaclurers product literature for hole cleaning and installation instructions.
Input data antl results must be checked for agreement with fhe existing dreemslances, the standards and guidelines must be checked for plausibility.
S�mFscn Strorc-Te Gnmpar/Inc. 5986 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3877 www.sVon9lie.com
®' Anchor DesignerTm
ft
Software
- Version 2.8.7094.0
1.Prolecf Information
Customer company:
Customer contact name
Customer e-mail:
Comment:
2. Inout Data &Anchor Parameters
General
Design method:ACI 318-14
Units: Imperial units
Anchor Information:
Anchor type: Bonded anchor
Material: A193 Grade B6 (410SS)
Diameter (inch): 0.500
Effective Embedment depth, her (Inch): 4.000
Code report: ICC-ES ESR-2508
Anchor category: -
Anchor ductility: Yes
h, (inch): 6.50
c&e (inch): 8,76
C� (Inch): 1,75
S„„„ (Inch): 3.00
Company:
Dale:
4/27/2020
Engineer:
Page:
1/6
Project:
Address:
Phone:
E-mail:
Recommended Anchor
Anchor Name: SET-XP®-SET-XP w/ 1/2"0 A193 Gr. BB (410SS)
Code Report: ICC-ES ESR-2508
I� W if
f
a?�FEiII
Project description:
Location:
Fastening description:
Base Material
Concrete: Normal -weight
Concrete thickness, h (inch): 6,50
Slate: Cracked
Compressive strength, fc (psi): 2500
We,v: 1.0
Reinforcement condition: A tension, A shear
Supplemental reinforcement: Not applicable
Reinforcement provided at comers: No
Ignore concrete breakout in tension: No
Ignore concrete breakout in shear: No
Hoia condition: Dry concrete
Inspection: Continuous
Temperature range, Shorf/Long: 110l75°F
Ignore Edo requirement: Not applicable
Build-up grout pad: No
Input data antl results must be checked rar agreement with the existing Urcumstances, the standards and guldellnes must he checked for plausibility.
5'-mpsan Sl�eny-Tie faml�eny Inc. 5956 W Las Posilas eaulevald Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 wvrw.sUongge.com
Anchor Designer TM
Software
Version 2.8.7094.0
a
Load and Geemelry
Load factor source: ACI 318 Section 5.3
Load combination: not set
Seismic design: No
Anchors subjected to sustained tension: No
Apply entire shear load at front row: No
Anchors only resisting wind and/or seismic loads: No
Strength level loads:
N�, (IbJ: 1040
Wax jib]: 0
Vuay Jib]: -985
<Figwe 1>
X
Company:
Dale:
4/27/2020
Engineer:
Ii Page:
216
Project:
Address:
Phone:
E-mall:
�99516
Input data and results must be checked for agreement with the existing Urwmstances, the standartls and guidelines must be checked for plausibility.
S.r.:pscn Slmnc-rt, ro,++p;.ny b+::. 5958 W. Las Positas 0oulevard Pleasanton, CA 94598 Phone: 925.560.9000 Fax: 925.847.3871 vNrw.sVongtie.com
F711'i Anchor DesignerTM
Software
Version 2.8.7094.0
«figure 2>
6.00
Company:
Dale:
127/2020
Engineer:
Page:
3!6
Project:
Address:
Phone:
E-mail:
Input data and results must be checked for agreement with the existing cirwmstances, the standartls and guidelines must be checked for plausibllily.
S:mrysnn Strang -Tie ConlpGm) h.�. 595fi W. La5 Posilas Boulevard Pleasanton, CA 94588 Phane: 925.56o.9a00 Fax: 925.847.3877 wunv.SVongue.cam
Anchor DesignerTM
4-/ I i TO Software
Version 2,8.7094.0
Company:
I Date:
4/27/2020
Engineer:
I Page:
1416
Project:
Address:
Phone:
E-mail:
3. Resulting Anchor Forces
Anchor Tension load,
Shear load x,
Shear load y,
Shear load combined,
We (lb)
Vuaa (lb)
V„sy (lb)
d(Vua.)'4(Vuv)' (lb)
1 1040.0
0.0
-985,0
985.0
Sum 1040,0
0.0
-985.0
985.0
Maximum cenuete compression sUain (%o): 0.00
Maximum concrete compression stress (psi): 0
Resultant tension force (lb): 1040
Resultant compression force (lb): 0
Eccentricity of resultant tension forces In x-axis, e'm (inch): 0.00
Eccentricity of resultant tension forces in y-axis, e'ry (inch): 0.00
Eccentricity of resultant shear forces in x-axis, e'w (inch): 0.00
Eccentricity of resultant shear forces in y-axis, e'W (Inch): 0,00
4. Steel Strength of Anchor in Tension ISec. 17.4.11
Nu (lb) d ¢Nsa (lb)
15620 0.75 11715
5. Concrete Breakout Strength
of Anchor
In Tension ISec.
17.4.21
Nn = "VPrher'(Eq, 17.4.2.2a)
ka )
rc (psi)
haf (in)
Nb (lb)
17.0 1,00
2500
4.000
6800
gNrb = 4 (Ant/AN )'Fs UV'aHYw,NNb (Sec. 17.3.1 & Eq. 17.421
a)
Art (in') Arco (In')
cam„, (in)
w N
v'ON TCC.N Nn (lb) 4 gNm (lb)
144.00 144,00
6,00
1.000
1,00 1.000 6800 0.75 5100
6. Adhesive Strength of Anchor In Tension ISec. 17.4.51
na(psi) &064arm K.t mcr(psi)
Nba =
Aarr.rrdah.r(Eq. 17.4.5.2)
1.00
984 0.50
4,000
6183
QNa =
4 (ANa/ANao)W..Na'Yn.Naka (Sec.
17.11 & Eq. 17.4.5.1a)
ANa
(in') ANao (in2) cNa (in)
camm (in)
v'sa Na 44, Na Nba (lb) 0 ¢Na (lb)
186,15
201,82 7.10
6,00
0,953 1.000 6183 0,65 3534
Input data and results must be checked for agreement with Ne existing circumstances, the standards and guidelines must be checked far plausibility.
Simps ;n Su,.n-Tia Co.npary in::. 5956 W. Las Positas Boulevard Pleasanton, CA 9458a Phone: 925.580.9000 Fax: 925.847.387[ vrww.suongtie.com
E71rl Anchor Designer TM
t Software
Version 2.8.7094,0
Company:
Date:
4/27/2020
Engineer:
Page:
516
Project:
Address:
Phone:
E-mail:
9. Steel Strength
of
Anchor in Shear
lSec. 1715.11
V, (lb)
drat
d
09mi0Vsa (lb)
9370
1,0
0,65
6091
9 Concrete Breakout Strength of Anchor in Shear lSec. 17.5.21
Shear perpendicular to edge In y-direction:
U°y=mini7(la/da)01Jdaa.Jl'acar'0; 9.iaJfacar1d)
(Eq. 17.5.2.2a
& Eq. 17.5.2,2b)
/a (in) da (In) da
fc (psi)
cal (in)
Vcy (lb)
4,00 0,500 1,00
2500
6.00
5513
dVmy =d (Avc/AvwMdvP4vP.vV°y (Sec. 17.3.1
& Eq.
17.5.2.1a)
Avc(W) Avw ins) T4V
TFv
%..v
Vey(lb) d dVauy(lb)
117,00 162,00 1,000
1,000
1.177
5513 0,75 3514
10 Concrete Prvout Strength of Anchor in Shear (Sec. 17.5.31
dl ep = 0min)kgNa; kcpNani = 0 minikay(ANa/A,v,o) VjN.Na T6NaNea: kw(Axa/Arraa) T4 m'P.NV .NMJ (Sec. 17.3.1 & Eq. 17.5.31a)
kcp ANa(W) ANao(In2) %axa V<p.Na Nna(lb) Na (lb)
2.0 186.15 201,82 0,953 1,000 6183 5437
ANa
(ins)
ANap
(Ins)
� x
Yc,N
Y'ap.N
Ne (Ib)
Nm (Ib)
d
dVw (Ib)
144.00
144.00
7.000
1.000
1.000
6800
6800
0.70
7612
11. Results
Interaction of Tensile and Shear Forces ISec. 17.6.1
Tension Factored Load, Nua (lb) Design Strength, eNn (lb) Ratio Status
Steel 1040 11715 0.09 Pass
Concrete breakout 1040
5100
0.20
Pass
Shear
Factored Load, Vva (Ib)
Design Strength, oVn (lb)
Ratio
Status
Steel
985
609t
0.16
Pass
T Concrete breakout y-
985
3514
0,28
Pass (Governs)
Pryout 985
7612
0.13
Pass
Interaction
check
N„a/dNn
Vpa/dV�
Combined Ratio
Permissible
Slalus
Sec. 17.6..1
0.29
0.00
29.4%
1.0
Pass
SET-XP wl 1l2"0 A193 Or. B6 (410SS) with het = 4.000 Inch meets the selected design criteria.
Input tleta antl results must be checked for agreement with Ne existing cirwmstances, the standards and guidelines must he rhecked !or plausihility.
Simpson St:enc-Tie Campany Inc. 5956 W Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 wvrN.stron9lie.com
�711'i Anchor DesignerM
t Software
Version 2.8,7094.0
Company:
Date:
4/27/2020
Engineer:
Page:
616
Project:
Address:
Phone:
E-mail:
12. Warnings
- when cracked concrete Is selected, concrete compressive strength used in concrete breakout strength in tension, adhesive strength In tension
and concrete pryout strength in shear for SET-XP adhesive anchor is limited to 2,500 psi per ICC-ES ESR-2508 Section 5.3,
- This temperature range is currently outside the scope of ACI 318-14/-11 and ACI 355.4. Designer must exercise judgement to determine if this
design is suitable.
- Minimum spacing and edge distance requirement of 6da per ACI 318 Sections 17.7.1 and 17.7.2 for torqued cast -in -place anchor is waived per
designer option.
- Designer must exercise own judgement to determine if this design is suitable.
- Refer to manufacturers product literature for hole cleaning and installation Instructions.
Input data and results must he checked for agreement with the existing circumstances, the stantlards and guidelines must he checked for plausihiliry.
5ir�;psrn Streng-P,e C�mPany Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 wvnv.sVongGe.com
ti711'l Anchor DesignerTM
L.,sYr.t Software
Version 2.8.7094.0
1.Prolect Information
Customer company:
Customer contact name
Customer e-mail:
Comment:
2. Inout Data &Anchor Parameters
General
Design melhod:ACI 318-14
Units: Imperial units
Anchor Information:
Anchor type: Cast -in -place
Material: F1554 Grade 36
Diameter (Inch): 0.625
Effective Embedment depth, h<f (inch): 8.000
Anchor category: -
Anchor ductility: Yes
hm (inch): 9,38
Cm (Inch): 0,81
Smm (Inch): 2.50
Recommended Anchor
Anchor Name: J- or L-Boll - 5/8"(d J- or L-Boll, F1554 Gr. 36
Company:
Dale:
4127/2020
Engineer.
Page:
116
Project:
Address:
Phone:
E-mail:
Project description:
Location:
Fastening description:
Base Material
Concrete: Normal -weight
Concrete thickness, h (inch): 16.00
State: Cracked
Compressive strength, fc (psi): 2500
v: 1.0
Reinforcement condition: B tension, B shear
Supplemental reinforcement: Not applicable
Reinforcement provided at comers: No
Ignore concrete breakout in tension: No
Ignore concrete breakout in shear. No
Ignore 6do requirement: Yes
Build-up grout pad: No
Input data and results must be checked for agreement wiN the exisgng circumstances, the standards and guWellnes must be checked for plausibility.
o � on Sb�,ng-Tie Comyan, I.c. 595fi W. Las Positas Boulevartl Pleasanton, CA 945fle Phone: 925.560.9000 Fax: 925.847.3871 www.slrongtie.wm
F�II'l Anchor DesignerTM
Software
Version 2.8.7094.0
Load and Geometry
Load factor source: ACI 318 Section 5.3
Load combination: not set
Seismic design: No
Anchors subjected to sustained tension: Not applicable
Apply entire shear load at front row: No
Anchors only resisting wind and/or seismic loads: No
Strength level loads:
N�. (Ibj: 1040
Vu.. [Ibj: 958
tuw (lb]: 0
<Figure U
Company:
Date:
4/27/2020
Engineer:
Page:
2/6
Project:
Address:
Phone:
E-mail:
10401b
0Ib
Input dale and results must be checked for agreement with the existing circumstances, the slantlards and guldellnes must be checked for plausibility.
Simp�:rn �Imne,-Tie Compenj Inc. 5e56 W. Las Positas Boulevard Pleasanton, CA a45a8 Phone: 925.560.ed00 Fax: 925.847.3871 w,vw.svongde.com
Anchor DesignerTM
Software
Version 2.6.7094.0
0
<Figure 2>
Company:
Dale:
4I2712020
Engineer:
I Page:
316
Project:
Address:
Phone:
E-mail:
C•:J
Input data and results must be checked for agreement with the existing cirwmstances, the stantlards antl guidelines must be checketl for plausibility.
.. � .v. 5956 W Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.Sfie.9699 Fax: 925.847.3871 wwur.sVongtie.com
®' Anchor DesignerTM
4 r Software
Version 2.8.7094.0
Company:
Date:
4/27/2020
Engineer:
Page:
4/6
Project:
Address:
Phone:
E-mail:
3. Resulting
Anchor Forces
Anchor
Tension load,
Shear load x,
Shear load y,
Shear load combined,
Nva (lb)
Vuaw (lb)
Way (lb)
\I(Vuax)'+(V:,ay)' (Ib)
1
1040.0
958.0
0.0
958.0
Sum
1040.0
958.0
0.0
958,0
Maximum wncrete compression skein (%a): 0.00
Maximum concrete compression stress (psi): 0
Resultant tension force (lb): 1040
Resultant compression force (lb): 0
Eccentricity of resultant tension forces in x-axis, e'ra (inch): 0,00
Eccentricity of resultant tension forces in y-axis, e'Ny (Inch): 0.00
Eccentricity of resultant shear forces in x-axis, e'va (Inch): 0,00
Eccentricity of resultant shear forces in y-axis, e4* (Inch): 0.00
4. Steel Strength of Anchor in Tension (Sec. 17.4.11
Nsa (lb) 4 QNsa (lb)
13100 0.75 9825
5. Concrete Breakout Strength of Anchor in Tension (Sec. 17.4.2)
Na = kJ dP<her's (Eq. 17.4.2.2a)
ka Aa rc(psi) har(in) Nn(lb)
24.0 1.00 2500 5,333 14780
QNxe = 4(Ati</Arxv)Y'ea.ry Y,xT� xNe (Sec.
17.3.1 & Eq.
17.4.2.1a)
Arvv (in') Axw (in'j ca,M. (in)
Y'aary
ry
a.ry Ne (Ib)
4
QNm (Ib)
256,00 256,00 8,00
1,000
1.00
1.000 14780
0,70
10346
6. Pullout Strength of Anchor in Tension ISec. 17.4.3)
fNva = fY=vNv = fY�,v0.9Psend. (Sec. 17.3.1, Eq. 17.4.3.1 & 17.4.3.5)
YfOv ra (psi) da (in) en=3da (in) 4 pNvn (lb)
1'0 2500 0,63 1,88 0.70 1846
Input data and results must be checked for agreement with the existing cirwmstances, the standards and guidelines must be checked for plausibility.
S�mpsan Stranc-Tie Company I:�c. 5956 W Las Positas Boulevard Pleasanton, CA 9456a Phone: 925.560.9000 Fax: 925.647.3871 ww✓,.sVongtie,com
1+11t'I Anchor DesignerTM
Software
Version 2.8.7094.0
8. Steel Strength of Anchor in Shear (Sec. 17.5.1)
Vsa (lb) dvra,e d Ogro ^a (lb)
7865 1.0 0.65 5112
Company:
Date:
4/27/2020
Engineer:
Page:
516
Project:
Address:
Phone:
E-mail:
9. Concrete Breakout Strength of Anchor in Shear [Sec. 17.5 21
Shear perpendicular to edge in x-direction:
Vex = minj7(la/da)01Jd,.1,Jr<c,P'; 9.1,Jr c„'-')
le (in) da (in) .ta
(Eq. 17.5.2.2a
Pa (psi)
& Eq. 17.5.2,2b)
c„ (In)
Vex (lb)
5.00 0,625 1.00
2500
8,00
9490
01/ ax=d(Ava/Avw)V'd.v' ,v%vVnx (Sec. 17.3.1
$ Eq.
17.5.2.1a)
Avg (In2) Avm (in2) P ,V
W4,v
',v
Vnx (lb) d dV ax (lb)
240,00 288.00 0.900
1.000
1.000
9490 0.70 4982
Shear parallel to edge in x-direction:
Ver = min(7(la/da)0.24da1 Jflcca,l-s; 9Mf4cn' 51 (Eq, 17.5.2.2a & Eq. 17.5.2.2b)
/e (In) da (In) As rc (psi) Ca, (in) Var (lb)
5,00 0,625 1.00 2500 8.00 9490
dVmx
Avg (in2)
=d (2)(Av,/Avoa)Y'6v Y,vY'n.vVer (Sec.
Avm (in2) '' 'v
17.3.1, 17.5.2.1
'P.v
(c) & Eq.
rn.v
17.5.2.1a)
Ver (Ib)
d ry x (Ib)
192,00
288,00 1,000
1.000
1.000
9490
0,70 8857
10. Concrete Pryout Strength of Anchor In Shear lSec. 17.5 31
dU=QkcaN<a=dk�(ANc/Ane,)Wa,N'P xY�,,,NNo (Sec. 17.3.1$Eq. 17.5.3.1a)
kcc ANC (in2) Ar.eo (in2) Y'ae,N 'V a Y4o,N Ne (lb) d dVw (lb)
2.0 256.00 256.00 1,000 1,000 1,000 14780 0,70 20692
11. Results
Interaction of Tensile and Shear Forces Sec. 17.6a
Tension Factored Load, Nua (lb) Design Strength, eNn (Ib) Ratio Status
Concrete breakout 1040
Pullout 1040
10346
0.10
Pass
1846
0.56
Pass
(Governs)
Shear
FactorsdDesign
Strength, aV° (lb)
Ratio
Status
Steel
958
5112
0.19
Pass
T Concrete breakout x+
958
4982
0.19
Pass (Governs)
ii Concrete breakout y+
958
8857
0411
Pass (Governs)
Pryout
958
20692
0,05
Pass
Interaction
check
Naa/dN°
Vua/dU
Combined Ratio
Permissible
Status
Sec. 17.6..1
0.56
0.00
56.3%
1.0
Pass
518110 J- or L-Bolt, F1554 Gr. 36 with hef = 8,000 inch meets the selected design criteria.
Input date and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpson suer; iie C_mNzm; Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925,847,3871 vnnv.sUanglie.com
Anchor DesignerTM
t r Software
Version 2.8.7094.0
Company:
Date:
4/27/2020
Engineer:
Page:
6!6
Project:
Address:
Phone:
E-mail:
12. Warnfnos
- Minimum spacing and edge distance requirement of 6da per Act 318 Sections 17,71 and 17.7,2 for torqued cast -in -place anchor is waived per
designer option.
Designer must exercise own jutlgemenl to determine if this design is suitable.
Input data and results must be checked (or agreement wiN Ne existing Grwmslances, Ne standards and guidelines must be checked for plausibility.
.�inip::ori 3tren,-T�, +;,-.nyzn� Inc 5958 W. las Positas 9oulevard Pleasanton, CA 9459a Phone: 925.560.9000 Fax: 925.a47.3a77 www.strongtie.com
Anchor DesignerTM
Software
Version 2.8.7094.2
1.Praiect Information
Customer company:
Customer contact name
Customer e-mail:
Comment:
2. Inout Data R Anchor Parameters
General
Design melhod:ACI 318-14
Units: Imperial units
Anchor Information:
Anchor type: Bonded anchor
Material: A193 Grade B6 (410SS)
Diameter (inch): 0.500
Effective Embedment depth, her (Inch): 4,000
Code report: [CC -ES ESR-2508
Anchor category: -
Anchor ductility: Yes
to (inch): 6.50
c, (Inch): 7,82
Cm (Inch): 1,75
S„ a, (inch): 3.00
Company:
Date:
4/27/2020
Engineer:
Page:
1/5
Project:
Address:
Phone:
E-mail:
Recommended Anchor
Anchor Name: SET-XP®-SET-XP w/ 1/2"Pi A793 Gr. BO (410SS)
Code Report: IMES ESR-2508
Project description:
Location:
Fastening description:
Base Material
Concrete: Normal -weight
Concrete thickness, h (inch): 6.50
State: Cracked
Compressive strength, fe (psi): 2500
Wav: 1.0
Reinforcement condition: B tension, B shear
Supplemental reinforcement: Not applicable
Reinforcement provided at comers: No
Ignore concrete breakout in tension: No
Ignore concrete breakout in shear: No
Hole condition: Dry concrete
Inspection: Continuous
Temperature range, Short/Long: 1501110°F
Ignore Edo requirement: Not applicable
Build-up grout pad: No
Input data and resuns must be checked for agreement vriN the existing dreumstances, the standards and guidelines must be checketl far plausihility.
,. ,,,. 5956 W Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.Sfi0.9000 Fax: 925.847.3871 wurw.strongtie.com
,IIVIY,VN a M - OM
�
r•
Load and Geometry
Load factor source: ACI 318 Section 5.3
Load combination: not set
Seismic design: No
Anchors subjected to sustained tension: No
Apply entire shear load at front row: No
Anchors only resisting wind and/or seismic loads: No
Strength level loads:
N�, [IbJ: 1220
Vu,. (Ibj: 1560
Vuay [Ibj: 0
<Figure 1>
I56011
Company:
Dale:
4/27/2020
Engineer:
Page:
2/5
Project:
Address:
Phone:
E-mail:
oro
Input data and results must be checked for agreement with tha epsting Urcumsfances, the stantlards and guidelines must be checked for plausibility.
S�npson Sl�eng-Tie company In:; 5956 W. Las Posilas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.647.3a77 wanv.sVonglie.com
Anchor DesignerTM
t t Software
Version 2.8.7094.2
<Figure 2>
Company:
Date:
4/27/2020
Engineer:
Page:
3/5
Project:
Address:
Phone:
E-mail:
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
S;mp,en Stror.�-Tie +;oniNeny Inc. 5956 W Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3877 www.sVon9lie.mm
Anchor DesignerTM
tl 1 t Software
Version 2.8.7094.2
Company:
Date:
4/27/2020
Engineer:
Page:
If 416
Project:
Address:
Phone:
E-mail:
3. Resulting Anchor Forces
Anchor Tension load,
Shear load x,
Shear load y,
Shear load combined,
Nua (Ib)
War (lb)
Way (lb)
d(Vuax)'+(Vuay)' (lb)
1 1220.0
1560.0
0.0
1560.0
Sum t22o.a
Maximum cencrele compression strain (%b): 0.00
Maximum concrete compression stress (psi): 0
Resultant tension force (Ib): 1220
Resultant compression force (lb): 0
Eccentricity of resultant tension forces in x-axis, e're (Inch): 0.00
Eccentricity of resultant tension forces in y-axis, e'W (Inch): 0.00
Eccentricity of resultant shear forces in x-axis, e'vx (inch): 0.00
Eccentricity of resultant shear forces in y-axis, e'uy (Inch): 0,00
4. Steel Strength of Anchor in Tension ISec 17.4.11
Naa (Ib) 4 QNsa (Ib)
15620 0,75 11715
1560.0
5 Concrete Breakout Strength
of Anchor in Tension ISec.
17.4.21
Nb = kc4vfchet' s (Eq, 17.4.2.2a)
kb b
ra (psi)
hat (in)
Nb (lb)
17.0 1.00
2500
4.000
6800
QNae = 4 (Ark/Arkb) 'Tod a WC. N
PCA. NNb (Sec.
17.3.1 8 Eq. 17.4.2.1
a)
Ark (in') ANab (in')
ca,n (in)
y'e4N
vjC N �a N Nb (Ib) 4 QNm (lb)
144,00 144.00
-
1.000
1,00 1.000 6800 0.65 4420
6. Adhesive Strength of Anchor in Tension ISec. 17.4.5
nc�= n«d:nan,�,mK:az
ntr/(psi) 1.00 � K'00 510 i)
510 1.00 1.00 510
Nba = Aar yrdah,r(Eq. 17.4.5.2)
A a r„ (psi) do (In) hat (in) Nba (lb)
1,00 510 0,50 4.000 3204
QNa = Q (AN,/ANao) y'.e,Na'Yw.NaNba (Sec. 17,11 8 Eq. 17.4.5.1 a)
ANa (in') AN.o (in') c.v. (in) ca,., (in) y'ea,Na Y4p N. Nba (Ib) 4 QNa (Ib)
104.55 104,55 6,11 - 1.000 1.000 3204 0.65 2083
Input data antl results must be checked ror agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Situps-�n S��enc-Tie ::anuan•; I"c. 595fi w. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3877 vyww.stronBlle.com
6 0 1 Anchor DesignerTM
MAX) .b.= Software
Version 2.8.7094.2
Company:
Date:
4/27/2020
Engineer:
Page:
1515
Project:
Address:
Phone:
E-mail:
8. Steel Strength
V (lb)
of Anchor
boravr
in Shear
4
(Sec 17 5 11
49�4ysa (to)
9370
1.0
0,65
6091
10 Concrete Prvout Strength of Anchor in Shear lSec 17 5 31
4Vn = 4minIkr,,Na; krpNml = 4minikep(ANa/ANao)Tb,,,va44p,NaNba; kw(Am1ANaa)VJ .v'Yc,NWgi NNbj (Sec. 17.3.1 & Eq. 17.5.3.1 a)
kw ANa (Inv) ANao (Inv) T wa 'P..Na Nba (lb) Na (lb)
2.0 104,55 104,55 1,000 1.000 3204 3204
Arx (Inv)
ANoa (inv)
5 ayN
'/psv
%'�p,N
Nb (Ib)
Nw (Ib)
4
pVp (Ib)
144,00
144,00
1.000
1.000
1,000
6800
6800
0.70
4486
11. Results
araction of Tensile
and Shear Forces (Sec 17 6
1
Tension
Factored Load, Nua (Ib)
Design Strength, eN„ (Ib)
Ratio
Status
Steel
1220
11715
0.10
Pass
Concrete breakout
1220
4420
0.28
Pass
Adhesive
1220
2083
0,59
Pass (Governs)
Shear
Factored Load, V„a (lb)
Design Strength, eVa (Ib)
Ratio
Status
Steel
1560
6091
0,26
Pass
Pryout 156
0
0.35
Pass (Governs)
Interaction check
Naa/QN„
U ✓4Va
Combined Ratio
Permissible
Slalus
Sec. 17.6..1
0.59
0.00
58.6%
1.0
Pass
SET-XP wl 1I2"0 A193 Gr. BB (41055) with hef = 4.000 Inch meets the selected design criteria.
72, Warnings
- When cracked concrete is selected, concrete compressive strength used in concrete breakout s0engih in tension, adhesive strength in tension
and concrete pryoul strength in shear for SET-XP adhesive anchor is limited to 2,500 psi per [CC -ES ESR-2508 Section 5.3.
- Minimum spacing and edge distance requirement of 6da per ACI 318 Sections 17.7.1 and 17.7.2 for torqued cast -in -place anchor is waived per
designer option.
- Designer must exercise own judgement to determine if this design is suitable.
- Refer to manufacturers product literature for hole cleaning and installation inshactions.
Input dale and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
S�mpssn Strere-T.e Ca�i�panJ Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.647.3871 wurvr.strongde.com
cbflam?: a.mazen lA£Pswcvral nes5n lln:t rag: CGAt,413e
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Chiller Model CGAM
Unit Nominal Tonnage 130 tons
Refrigeration Capacity 126.1 tons
Cooling Efficiency 10.31 EER (BtuAN-h)
IPLV.IP 16.55 EER (Blu/W-h)
NPLV.IP 16.55 EER (BtwW-h)
Elevation 0.000 it
Unit Frequency 60. hertz
Unit Voltage 460. volt 3 phases
Refrigerant Type R410A
Number of compressor 6
Number of circuits 2
Number of capacity steps 6
Agency Listing UUCUL
Evaporator Application
Sid cooling
Fluid Temperatures Flow Rate j
Evaporator Leaving 44.00 F Design Flow 301.8 gpm Freeze protection With freeze protection
Evaporator Entering 53.98 F Min Flow 146.9 gpm Fouling factor 0.000100
000100 hr-sq ft-deBtu
Fluid Properties Fluid Pressure Drop '
Fluid Type Water Total PD evap+strainer 21.3 ft H2O Flow switch set point Flow
switch set point 60
cm/sFreeze Point 32.00 F Design Evap PD 14.8 it H2O Water connection size 4.000 in
Min PD 4.87 ftH2O
Unit Application
High ambient
Fin Material
Lanced aluminum
Ambient Air Temp.
95.0 F
Total airflow
91332 cfm
Number of Fans
10
Unit � I RLA �. LRA ,
Compressor Starter Across the line Incoming Power Line Conn. Type Single point Compressor A 33.00 A 215.00 A
Total Power 146.8 kW Circuit Gorryp
fault rated Pressor B 33.00 A 215,00 A
Compressor Power 134.4 kW Power Line Conn. Type breaker -high Compressor ressor C 41.90 A 260.00 A
Fan Power 12.22 kW Short Circuit Current Option High Compressor D 41.90 A 260.00 A
Total Fan FLA 33.00A Short Circuit Current Rating 65000A Compressor 33.00A 215.00A
Single Point Power MCA 261 A Compressor F 33.00 A 215.00 A
Single Point Power MOP 300 A
-
1 111sie I h iu,i-nett Ii _.
Dimensions Weights Refrigerant Charge Oil Charge
Length 202 in Operating Weight 7900 lb Circuit 1 112.0 lb 5.81 gal
Width 89 in Shipping Weight 7753 lb Circuit 2 112.0 lb 5.81 gal
Height 92 in
4441ghted -I Sound PowerSound Pressure' Unit Sound Package
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100% 95 dBA 67 dBA Super quiet
Note: In Accordance with AHRI 370 'Note: at 30 feet in free field
Standard Warranty
2020-04.2316:07:05Z Page 1 of 17
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