Report 97* sW `171a/rd ( ttP2ot?-06273
RECEIVED
SEP 2 4 2018CITY
�„T■'
BUILDING DF VSRD C I
www.hilti.us 1 Profis Anchor 2.7.5
Company: Tech Structural � �. 1
Specifier: CB Project: SAS Building Services
Address: Sub-Project I Pos.No.: Rigid Frame
Phone I Fax: I Date: 12/10/2017
E-Mail:
Specifier's comments:
1 Input data
Anchor type and diameter: Heavy Square Head ASTM F 1554 GR.55 3/4 111.1111111111111.111111.11111111.
Effective embedment depth: hef=12.000 in.
Material: ASTM F 1554
Proof: Design method ACI 318-08/CIP
Stand-off installation: eb=0.000 in.(no stand-off);t=0.375 in.
Anchor plate: Ix x lY x t=10.000 in.x 7.000 in.x 0.375 in.;(Recommended plate thickness:not calculated
Profile: W shape(AISC);(L x W x Tx FT)=7.890 in.x 3.940 in.x 0.170 in.x 0.205 in.
Base material: cracked concrete,3000,fb'=3000 psi;h=18.000 in.
Reinforcement: tension:condition B,shear:condition B;
edge reinforcement:none or<No.4 bar
Seismic loads(cat.C,D,E,or F) no
Geometry[in.]&Loading[Ib,in.Ib]
Z
�pJp I
O ,
\\ ~ a - .37s
•
0 °
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 Schaan Hilti is a registered Trademark of Hilt AG,Schaan
KI`TI
www.hilti.us Profis Anchor 2.7.5
Company: Tech Structural Page: 2
Specifier: CB Project: SAS Building Services
Address: Sub-Project I Pos.No.: Rigid Frame
Phone I Fax: J Date: 12/10/2017
E-Mail:
2 Load case/Resulting anchor forces A y
Load case:Design loads
Anchor reactions[Ib]
Tension force:(+Tension,-Compression) O 3 O 4
Anchor Tension force Shear force Shear force x Shear force y
1 4475 2525 2525 0
2 4475 2525 2525 0 0 ►x
3 4475 2525 2525 0 Tension
4 4475 2525 2525 0
max.concrete compressive strain: -[%o] 0 1 0 2
max.concrete compressive stress: -[psi]
resulting tension force in(x/y)=(0.000/0.000): 17900[lb]
resulting compression force in(x/y)=(0.000/0.000):0[lb]
3 Tension load
Load Nua[lb] Capacity+N„[lb] Utilization rN=Ned/$Nn Status
Steel Strength* 4475 18787 24 OK
Pullout Strength* 4475 18833 24 OK
Concrete Breakout Strength** 17900 35142 51 OK
Concrete Side-Face Blowout,direction** N/A N/A N/A N/A
*anchor having the highest loading **anchor group(anchors in tension)
3.1 Steel Strength
Nsa =Ase,N futa ACI 318-08 Eq.(D-3)
Nsa z Nua ACI 318-08 Eq.(D-1)
Variables
Ase,N[in.Z] futa[psi]
0.33 75000
Calculations
Nsa[Ib]
25050
Results
Nsa[Ib] steel 4) Nsa[Ib] Nua[lb]
25050 0.750 18787 4475
3.2 Pullout Strength
NpN =W cp Np ACI 318-08 Eq.(D-14)
Np =8 Abr9f. ACI 318-08 Eq.(D-15)
4 No>_Nua ACI 318-08 Eq.(D-1)
Variables
c,p Abrg[in 2] f.[psi]
1.000 1.12 3000
Calculations
Np[Ib]
26904
Results
N.[lb] •concrete 4 Npn[lb] Nua[Ib]
26904 0.700 18833 4475
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
H11L.Tl
www.hilti.us Profis Anchor 2.7.5
Company: Tech Structural Page: 3
Specifier: CB Project: SAS Building Services
Address: Sub-Project I Pos.No.: Rigid Frame
Phone I Fax: I Date: 12/10/2017
E-Mail:
3.3 Concrete Breakout Strength
Ncbg =(AN o)W ec,N W ed,N W c,N W cp,N Nb ACI 318-08 Eq.(D-5)
4) Nub9>_Nua ACI 318-08 Eq.(D-1)
ANc see ACI 318-08,Part D.5.2.1,Fig.RD.5.2.1(b)
Alga) =9 hef ACI 318-08 Eq.(D-6)
1
W ec,N2 eN <_1.0 ACI 318-08 Eq.(D-9)
1 +3h8f
W ed,N =0.7+0.3(Ca,minef J)5.1.0 ACI 318-08 Eq.(D-11)
1.5h
W cp,N =MAX(Ca—Cacmin'1.5hCac Jef)S 1.0 ACI 318-08 Eq.(D-13)
Nb =16 a, hef3 ACI 318-08 Eq.(D-8)
Variables
hef[in.] ec1,N[in.] ecz,N[in.] cam*,[in.] W c,N
12.000 0.000 0.000 11.250 1.000
cac[in.] kc � fc[psi]
0.000 16 1 3000
Calculations
ANc[In•2] ^NCO[in.2] W ecl,N W ec2,N W ed,N W cp,N Nb[Ib]
1330.00 1296.00 1.000 1.000 0.888 1.000 55121
Results
Nd,9[Ib] 41 concrete 4) Nth,[Ib] Nua[Ib]
50203 0.700 35142 17900
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
•
www.hilti.us Profis Anchor 2.7.5
Company: Tech Structural Page: 4
Specifier: CB Project: SAS Building Services
Address: Sub-Project I Pos.No.: Rigid Frame
Phone I Fax: I Date: 12/10/2017
E-Mail:
4 Shear load
Load Vua[Ib] Capacity}Vn[Ib] Utilization pv=V,,,/41 Vn Status
Steel Strength* 2525 9769 26 OK
Steel failure(with lever arm)* N/A N/A N/A N/A
Pryout Strength** 10100 70284 15 OK
Concrete edge failure in direction x+** 10100 14869 68 OK
*anchor having the highest loading **anchor group(relevant anchors)
4.1 Steel Strength
Vsa =0.6 Ase,V futa ACI 318-08 Eq.(D-20)
fit Vsteei Z Vua ACI 318-08 Eq.(D-2)
Variables
Ase,V[In•2] 'rota[psi]
0.33 75000
Calculations
Vs a[Ib]
15030
Results
Vsa[Ib] steel Vsa[Ib] Vua[Ib]
15030 0.650 9769 2525
4.2 Pryout Strength
Vcpg =�[(ANS )V ec,N V ed,N W c,N W cp,N Nb] ACI 318-08 Eq.(D-31)
4) Vcpg 2 Vua ACI 318-08 Eq.(D-2)
AN, see ACI 318-08,Part D.5.2.1,Fig.RD.5.2.1(b)
ANco =911!f ACI 318-08 Eq.(D-6)
1
W ec,N = 2
+eN 5 1.0 ACI 318-08 Eq.(D-9)
13hef
ed,N =0.7+0.3(Ca,min)5 1.0 ACI 318-08 Eq.(D-11)
1.5hef
W cpN =MAX(Ca,min 1.5hei\c 1.0 ACI 318-08 Eq.(D-13)
Cac � Cac
Nb =16 x 'hef3 ACI 318-08 Eq.(D-8)
Variables
Iccp her[in.] ec1,N[in•] ecz,N[in•] ca,min[in.]
2 12.000 0.000 0.000 11.250
W c,N Cac[in.] kc 7 fc[psi]
1.000 - 16 1 3000
Calculations
ANc[in.2] Al [in•2] W ecl,N W ec2,N V ed,N V cp,N Nb[lb]
1330.00 1296.00 1.000 1.000 0.888 1.000 55121
Results
Vag[Ib] concrete 1 Vcpg[Ib] Vua[Ib]
100406 0.700 70284 10100
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor(c)2003-2009 H!!t!AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan
•
KI`TI
www.hilti.us Profis Anchor 2.7.5
Company: Tech Structural Page: 5
Specifier: CB Project: SAS Building Services
Address: Sub-Project I Pos.No.: Rigid Frame
Phone I Fax: Date: 12/10/2017
E-Mail:
4.3 Concrete edge failure in direction x+
Vcbg =(Avco)W ec,V W ed,V W c,V W h,V W parallel,V Vb ACI 318-08 Eq.(D-22)
Vcbg Z V„a ACI 318-08 Eq.(D-2)
Avc see ACI 318-08,Part D.6.2.1,Fig.RD.6.2.1(b)
Avco =4.5 cal ACI 318-08 Eq.(D-23)
1
W ec,v = (1 + 2e <_1.0 ACI 318-08 Eq.(D-26)
3Cat
XV ed,v =0.7+0.3(1 5ca,)<1.0 ACI 318-08 Eq.(D-28)
h,V = 1.5caf ha z 1.0 ACI 318-08 Eq.(D-29)
Vn =(7 la1.
0.2 ) ca, ACI 318-08 Eq.(D-24)
a
Variables
cal[in.] ca2[in.] ecv[in.] W c,v ha[in.]
11.250 - 0.000 1.000 18.000
I.[in.] R da[in.] fc[psi] W parallel,V
6.000 1.000 0.750 3000 1.000
Calculations
Avc[in•2] Avco[in.2] W ec,V W ed,V W h,V Vb[lb]
637.03 569.53 1.000 1.000 1.000 18990
Results
Vd g[Ib] $concrete 4 Vcbg[lb] Vua[lb]
21241 0.700 14869 10100
5 Combined tension and shear toads
13N Rv Utilization RN,v[%] Status
0.509 0.679 5/3 85 OK
1NV <=
6 Warnings
• The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations(ETAG 001/Annex C,EOTA TR029,etc.).This
means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered-the anchor plate is assumed to be
sufficiently stiff,in order not to be deformed when subjected to the design loading.PROFIS Anchor calculates the minimum required anchor plate
thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above.The proof if the rigid base plate assumption
is valid is not carried out by PROFIS Anchor.Input data and results must be checked for agreement with the existing conditions and for
plausibility!
• Condition A applies when supplementary reinforcement is used.The factor is increased for non-steel Design Strengths except Pullout Strength
and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength.Refer to
your local standard.
• Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard!
Fastening meets the design criteria!
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 Hili is a registered Trademark of Hilti AG,Schaan
114,1.111",
www.hilti.us Profis Anchor 2.7.5
Company: Tech Structural Page: 6
Specifier: CB Project: SAS Building Services
Address: Sub-Project I Pos.No.: Rigid Frame
Phone I Fax: I Date: 12/10/2017
E-Mail:
7 Installation data
Anchor plate,steel:- Anchor type and diameter:Heavy Square Head ASTM F 1554 GR.55 3/4
Profile:W shape(AISC);7.890 x 3.940 x 0.170 x 0.205 in. Installation torque:-
Hole diameter in the fixture:df=0.813 in. Hole diameter in the base material:-in.
Plate thickness(input):0.375 in. Hole depth in the base material:12.000 in.
Recommended plate thickness:not calculated Minimum thickness of the base material:13.000 in.
Drilling method:-
Cleaning:No cleaning of the drilled hole is required
4y
5.000 5.000
0
LO
3
O
O
• ,x
Lo
/ \ O
C6
1 2
l[f
3.000 4.000 3.000
Coordinates Anchor in.
Anchor x y C. c+x c-r c y
1 -2.000 -2.000 - 15.250 - -
2 2.000 -2.000 - 11.250 - -
3 -2.000 2.000 - 15.250 - -
4 2.000 2.000 - 11.250 - -
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
10.4 1111:11r1
www.hilti.us Profis Anchor 2.7.5
Company: Tech Structural Page: 7
Specifier: CB Project: SAS Building Services
Address: Sub-Project I Pos.No.: Rigid Frame
Phone I Fax: Date: 12/10/2017
E-Mail:
8 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 for agreement with the existing conditions and for plausibility!
PROFIS Anchor(c)2003-2009 Hilt!AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan
1`.TI
www.hilti.us Profis Anchor 2.7.5
Company: Tech Structural Page: 1
Specifier: CB Project: SAS Building Services
Address: Sub-Project I Pos.No.: Grid E3
Phone I Fax: I Date: 12/10/2017
E-Mail:
Specifier's comments:
1 Input data
Anchor type and diameter: Hex Head ASTM F 1554 GR.55 5/8
Effective embedment depth: hef=8.000 in.
Material: ASTM F 1554
Proof: Design method ACI 318-08/CIP
Stand-off installation: eb=0.000 in.(no stand-off);t=0.375 in.
Anchor plate: Ix x I,x t=8.000 in.x 6.000 in.x 0.375 in.;(Recommended plate thickness:not calculated
Profile: W shape(AISC);(L x W x T x FT)=7.890 in.x 3.940 in.x 0.170 in.x 0.205 in.
Base material: cracked concrete,3000,fc'=3000 psi;h=18.000 in.
Reinforcement: tension:condition B,shear:condition A;anchor reinforcement:shear
edge reinforcement:none or<No.4 bar
Seismic loads(cat.C,D,E,or F) no
Geometry[in.]&Loading[Ib,in.Ib]
Z
Sot
pV
GS
00
4
Y -
10_,
,� 373
-;-;4001:roki.,
•
, x
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor(c)2003-2009 Hilt'AG,FL-9494 Schaan Hll9 is a registered Trademark of Hiltl AG,Schaan
F■1111`TI
www.hilti.us Profis Anchor 2.7.5
Company: Tech Structural Page: 2
Specifier: CB Project: SAS Building Services
Address: Sub-Project I Pos.No.: Grid E3
Phone I Fax: Date: 12/10/2017
E-Mail:
2 Load case/Resulting anchor forces A y
Load case:Design loads
Anchor reactions[lb] O 3 0 4
Tension force:(+Tension,-Compression)
Anchor Tension force Shear force Shear force x Shear force y
1 2175 800 800 0
2 2175 800 800 0 0 ►x
3 2175 800 800 0 Tension
4 2175 800 800 0
max.concrete compressive strain: -[%s] 10 0
max.concrete compressive stress: -[psi] 1 2
resulting tension force in(x/y)=(0.000/0.000): 8700[Ib]
resulting compression force in(x/y)=(0.000/0.000):0[Ib]
3 Tension load
Load Nua[Ib] Capacity+Nn[lb] Utilization DN=Ned+Nn Status
Steel Strength* 2175 12712 18 OK
Pullout Strength* 2175 7627 29 OK
Concrete Breakout Strength** 8700 14277 61 OK
Concrete Side-Face Blowout,direction x+** 4350 13089 34 OK
*anchor having the highest loading **anchor group(anchors in tension)
3.1 Steel Strength
Nea =ASe,N fate ACI 318-08 Eq.(D-3)
Nsa>_Nun ACI 318-08 Eq.(D-1)
Variables
Ase,N[In 2] futa[psi]
0.23 75000
Calculations
Nsa[Ib]
16950
Results
Nsa[lb] 4,steel + Nsa[Ib] Nua[Ib]
16950 0.750 12712 2175
3.2 Pullout Strength
NPN =yr c NP ACI 318-08 Eq.(D-14)
Np =8 Abre fc ACI 318-08 Eq.(D-15)
No>_Nua ACI 318-08 Eq.(D-1)
Variables
W c,p Abre[in.2] fc[psi]
1.000 0.45 3000
Calculations
Np[Ib]
10896
Results
No[Ib] 4.concrete 4) Npn[Ib] Nua[lb]
10896 0.700 7627 2175
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 Hitti is a registered Trademark of Hilti AG,Schaan
1■■11`TI
www.hilti.us Profis Anchor 2.7.5
Company: Tech Structural Page: 3
Specifier: CB Project: SAS Building Services
Address: Sub-Project I Pos.No.: Grid E3
Phone I Fax: I Date: 12/10/2017
E-Mail:
3.3 Concrete Breakout Strength
AN
Ncb9 =(Awl)W ec,N W ed,N W c,N W cp,N Nb ACI 318-08 Eq.(D-5)
• Ncbg>Nua ACI 318-08 Eq.(D-1)
ANc see ACI 318-08,Part D.5.2.1,Fig.RD.5.2.1(b)
AN, =9 hef ACI 318-08 Eq.(D-6)
1
W ec,N 2 eN 5 1.0 ACI 318-08 Eq.(D-9)
1 +3hef
W ed,N =0.7+0.3(1.5hGamin)S 1.0 ACI 318-08 Eq.(D-11)
ef
V =MAX( 1.5hef)S 1.0
CBC C8C ACI 318-08 Eq.(D-13)
``
Nb =kc AWrs hefs ACI 318-08 Eq.(D-7)
Variables
her[in.] ec,,N[in.] ec2,N[in.] Ca,min[in.] W c,N
8.000 0.000 0.000 2.500 1.000
cac[in.] kc J., l [ps9
0.000 24 1 3000
Calculations
ANc[In.2] ANco[In 2] W ect,N W ec2,N W ed,N W cp,N Nb[Ib]
518.00 576.00 1.000 1.000 0.763 1.000 29745
Results
Nig[Ib] 4)concrete d Ncbg[Ib] Nua[Ib]
20396 0.700 14277 8700
3.4 Concrete Side-Face Blowout,direction x+
Nth =160 cat a ? ACI 318-08 Eq.(D-17)
Nsbg _agroup Nsb ACI 318-08 Eq.(D-18)
Nsbg Z Nua ACI 318-08 Eq.(D-1)
ccgroup = 1 + s 6 cat see ACI 318-08,Part D.5.4.2 Eq.(D-18)
Variables
cat[in.] cat[in.] Amg Do] A fc[Psi] s[in.]
2.500 - 0.45 1.000 3000 4.000
Calculations
agroup Nsb[Ib]
1.267 14762
Results
Nsbg[Ib] •concrete 4' Nsbg[Ib] Nua,edge[Ib]
18699 0.700 13089 4350
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
FII16TI
www.hilti.us Profis Anchor 2.7.5
Company: Tech Structural Page: 4
Specifier: CB Project: SAS Building Services
Address: Sub-Project I Pos.No.: Grid E3
Phone I Fax: I Date: 12/10/2017
E-Mail:
4 Shear load
Load V18[Ib] Capacity 4V,,[Ib] Utilization 13v=Vaa/4 Vn Status
Steel Strength* 800 6610 13 OK
Steel failure(with lever arm)* N/A N/A N/A N/A
Pryout Strength** 3200 28555 12 OK
Concrete edge failure in direction**f N/A N/A N/A N/A
*anchor having the highest loading **anchor group(relevant anchors)
l Shear Anchor Reinforcement has been selected!
4.1 Steel Strength
Vsa =0.6 Ase,v futa ACI 318-08 Eq.(D-20)
4 Vstee!Z Vua ACI 318-08 Eq.(D-2)
Variables
Ase,v[in.2] futa[psi]
0.23 75000
Calculations
Vsa[lb]
10170
Results
Vsa[lb] (I)steel Vsa[lb] Vua[lb]
10170 0.650 6610 800
4.2 Pryout Strength
Vcpg =nc
4 [(A )W ec,N W ed,N W c,N W cp,N Nb] ACI 318-08 Eq.(D-31)
Vcpg 2VuPa ACI 318-08 Eq.(D-2)
ANc see ACI 318-08,Part D.5.2.1,Fig.RD.5.2.1(b)
ANco =9 hef ACI 318-08 Eq.(D-6)
1
W
cc.N = eN 5 1.0 ACI 318-08 Eq.(D-9)
1 + haf
V ed,N =0.7+0.3(ra,min)5 1.0 ACI 318-08 Eq.(D-11)
1.Sh®f
W cosi =MAX( 'in,1.5hef)5 1.0 ACI 318-08 Eq.(D-13)
Cac Cac J
Nb =kc hefs ACI 318-08 Eq.(D-7)
Variables
kcp het[in.] ecl,N[in.] ec2,N[in.] Ca,min[in.]
2 8.000 0.000 0.000 2.5001
W c,N ;c[in.] kc a fc[psi]
1.000 - 24 1 3000
Calculations
ANC[in.21 ANcO[in.21 W ecl,N W ec2,N W ed,N W cp,N Nb[lb]
518.00 576.00 1.000 1.000 0.763 1.000 29745
Results
Vcpg[lb] 4)concrete 4, Vcpg[Ib] Vua[lb]
40793 0.700 28555 3200
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor(c)2003-2009 Hilt!AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan
11411611111.1
www.hilti.us Profis Anchor 2.7.5
Company: Tech Structural Page: 5
Specifier: CB Project: SAS Building Services
Address: Sub-Project I Pos.No.: Grid E3
Phone I Fax: I Date: 12/10/2017
E-Mail:
5 Combined tension and shear loads
RN PV Utilization RN,v[%] Status
0.609 0.121 5/3 47 OK
RNv=R +6<=1
6 Warnings
• The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations(ETAG 001/Annex C,EOTA TR029,etc.).This
means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered-the anchor plate is assumed to be
sufficiently stiff,in order not to be deformed when subjected to the design loading.PROFIS Anchor calculates the minimum required anchor plate
thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above.The proof if the rigid base plate assumption
is valid is not carried out by PROFIS Anchor.Input data and results must be checked for agreement with the existing conditions and for
plausibility!
• Condition A applies when supplementary reinforcement is used.The cD factor is increased for non-steel Design Strengths except Pullout Strength
and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength.Refer to
your local standard.
• Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard!
• The design of Anchor Reinforcement is beyond the scope of PROFIS Anchor.Refer to ACI 318-08,Part D.6.2.9 for information about Anchor
Reinforcement.
• Anchor Reinforcement has been selected as a design option,calculations should be compared with PROFIS Anchor calculations.
Fastening meets the design criteria!
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 Hilb is a registered Trademark of Hilti AG,Schaan
www.hilti.us Profis Anchor 2.7.5
Company: Tech Structural Page: 6
Specifier: CB Project: SAS Building Services
Address: Sub-Project I Pos.No.: Grid E3
Phone I Fax: Date: 12/10/2017
E-Mail:
7 Installation data
Anchor plate,steel:- Anchor type and diameter:Hex Head ASTM F 1554 GR.55 5/8
Profile:W shape(AISC);7.890 x 3.940 x 0.170 x 0.205 in. Installation torque:-
Hole diameter in the fixture:df=0.688 in. Hole diameter in the base material:-in.
Plate thickness(input):0.375 in. Hole depth in the base material:8.000 in.
Recommended plate thickness:not calculated Minimum thickness of the base material:8.922 in.
Drilling method:-
Cleaning:No cleaning of the drilled hole is required
♦y
4.000 4.000
• 0
3 E 4 — •
•
ri
0
o �x
0
0
0
0.)
• 1 2 •
•
•
2.000 4.000 2.000•
•
Coordinates Anchor in.
Anchor x y cx c+,r c_y c+r
1 -2.000 -2.000 - 6.500 - -
2 2.000 -2.000 - 2.500 - -
3 -2.000 2.000 - 6.500 - -
4 2.000 2.000 - 2.500 - -
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
•
FII`TI
www.hilti.us Profis Anchor 2.7.5
Company: Tech Structural Page: 7
Specifier: CB Project: SAS Building Services
Address: Sub-Project I Pos.No.: Grid E3
Phone I Fax: Date: 12/10/2017
E-Mail:
8 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
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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 Hilts AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan
M
General Footing
Lic.#:KW-06011202 Licensee:Christopher Barsby,P.E.,KW-06011202
Description : Grid 3E
Code References
Calculations per ACI 318-14, IBC 2015,CBC 2016,ASCE 7-10
Load Combinations Used:ASCE 7-10
General Information
Material Properties Soil Design Values
f'c:Concrete 28 day strength = 3.0 ksi Allowable Soil Beari = 1.50 ksf
fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No
Ec:Concrete Elastic Modulus = 3,122.02 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf
Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30
N Values Flexure = 0.90
Shear = 0.750 Increases based on footing Depth
Analysis Settings Footing base depth below soil surface = 0.0 ft
Mm Steel%Bending Reinf. = Allow press. increase per foot of depth = 0.0 ksf
Mm Allow%Temp Reinf. = 0.00180 when footing base is below = 0.0 ft
Min.Overturning Safety Factor = 1.0 :1
Min. Sliding Safety Factor = 1.0 : 1 Increases based on footing plan dimension
Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth
Use ftg wt for stability,moments&shears : Yes = 0.0 ksf
Add Pedestal Wt for Soil Pressure No when max.length or width is greater than
0.0 ft
Use Pedestal wt for stability, mom&shear : No
Dimensions
Width parallel to X-X Axis = 5.0 ft
Length parallel to Z-Z Axis = 5.0 ft
Footing Thickness = 18.0 in
Pedestal dimensions... x x
px:parallel to X-X Axis = 0.0 in
pz :parallel to Z-Z Axis = 0.0 in
Height = 0.0 in
Rebar Centerline to Edge of Concrete...
at Bottom of footing = 3.0 in
•
Reinforcing • ,4,.
Bars parallel to X-X Axis
Number of Bars = 7
Reinforcing Bar Size = # 5
Bars parallel to Z-Z Axis
Number of Bars = 7
Reinforcing Bar Size = # 5
Bandwidth Distribution Check (ACI 15.4.4.2) ,, ,__.,,:;
Direction Requiring Closer Separatio n/a
#Bars required within zone n/a
#Bars required on each side of zone n/a
Applied Loads
D Lr L S W E ---H
P:Column Load = 5.7 4.30 0.0 5.30 -8.70 0.0 0.0 k
OB:Overburden = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ksf
M-xx = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft
M-zz = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft
V-x = 0.0 0.0 0.0 0.0 3.20 0.0 0.0 k
V-z = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k
General Footing
Lic.#:KW-06011202 Licensee:Christopher Barsby,P.E.,KW-06011202
Description : Grid 3E
DESIGN SUMMARY Design OK
Min.Ratio Item Applied Capacity Governing Load Combination
PASS 0.4383 Soil Bearing 0.6575 ksf 1.50 ksf +D+S+H about Z-Z axis
PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning
PASS 1.049 Overturning-Z-Z 15.930 k-ft 16.706 k-ft +0.60D+0.60W+0.60H
PASS 1.280 Uplift -5.220 k 6.683 k +0.60D+0.60W+0.60H
PASS 0.06728 Z Flexure(+X) 1.915 k-ft/ft 28.464 k-ft/ft +1.20D+0.50L+1.60S+1.60H
PASS 0.06728 Z Flexure(-X) 1.915 k-ft/ft 28.464 k-ft/ft +1.20D+0.50L+1.60S+1.60H
PASS 0.06728 X Flexure(+Z) 1.915 k-ft/ft 28.464 k-ft/ft +1.20D+0.50L+1.60S+1.60H
PASS 0.06728 X Flexure(-Z) 1.915 k-ft/ft 28.464 k-ft/ft +1.20D+0.50L+1.60S+1.60H
PASS 0.05180 1-way Shear(+X) 4.256 psi 82.158 psi +1.20D+0.50L+1.60S+1.60H
PASS 0.05180 1-way Shear(-X) 4.256 psi 82.158 psi +1.20D+0.50L+1.60S+1.60H
PASS 0.05180 1-way Shear(+Z) 4.256 psi 82.158 psi +1.20D+0.50L+1.60S+1.60H
PASS 0.05180 1-way Shear(-Z) 4.256 psi 82.158 psi +1.20D+0.50L+1.60S+1.60H
PASS 0.09712 2-way Punching 15.958 psi 164.317 psi +1.20D+0.50L+1.60S+1.60H
Detailed Results
Soil Bearing
Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual/Allow
Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z Left,-X Right,+X Ratio
X-X,+D+H 1.50 n/a 0.0 0.4455 0.4455 n/a n/a 0.297
X-X,+D+L+H 1.50 n/a 0.0 0.4455 0.4455 n/a n/a 0.297
X-X,+D+Lr+H 1.50 n/a 0.0 0.6175 0.6175 n/a n/a 0.412
X-X,+D+S+H 1.50 n/a 0.0 0.6575 0.6575 n/a n/a 0.438
X-X,+D+0.750Lr+0.750L+H 1.50 n/a 0.0 0.5745 0.5745 n/a n/a 0.383
X-X,+D+0.750L+0.750S+H 1.50 n/a 0.0 0.6045 0.6045 n/a n/a 0.403
X-X,+D+0.60W+H 1.50 n/a 0.0 0.2367 0.2367 n/a n/a 0.158
X-X,+D+0.70E+H 1.50 n/a 0.0 0.4455 0.4455 n/a n/a 0.297
X-X,+D+0.750Lr+0.750L+0.450' 1.50 n/a 0.0 0.4179 0.4179 n/a n/a 0.279
X-X,+D+0.750L+0.750S+0.450W 1.50 n/a 0.0 0.4479 0.4479 n/a n/a 0.299
X-X,+D+0.750L+0.750S+0.5250E 1.50 n/a 0.0 0.6045 0.6045 n/a n/a 0.403
X-X,+0.60D+0.60W+0.60H 1.50 n/a 0.0 0.05850 0.05850 n/a n/a 0.039
X-X,+0.60D+0.70E+0.60H 1.50 n/a 0.0 0.2673 0.2673 n/a n/a 0.178
Z-Z,+D+H 1.50 0.0 n/a n/a n/a 0.4455 0.4455 0.297
Z-Z,+D+L+H 1.50 0.0 n/a n/a n/a 0.4455 0.4455 0.297
Z-Z,+D+Lr+H 1.50 0.0 n/a n/a n/a 0.6175 0.6175 0.412
Z-Z,+D+S+H 1.50 0.0 n/a n/a n/a 0.6575 0.6575 0.438
Z-Z,+D+0.750Lr+0.750L+H 1.50 0.0 n/a n/a n/a 0.5745 0.5745 0.383
Z-Z,+D+0.750L+0.750S+H 1.50 0.0 n/a n/a n/a 0.6045 0.6045 0.403
Z-Z,+D+0.60W+H 1.50 5.840 n/a n/a n/a 0.09984 0.3736 0.249
Z-Z,+D+0.70E+H 1.50 0.0 n/a n/a n/a 0.4455 0.4455 0.297
Z-Z,+D+0.750Lr+0.750L+0.450)A 1.50 2.481 n/a n/a n/a 0.3153 0.5205 0.347
Z-Z,+D+0.750L+0.750S+0.450W 1.50 2.315 n/a n/a n/a 0.3453 0.5505 0.367
Z-Z,+D+0.750L+0.750S+0.5250E 1.50 0.0 n/a n/a n/a 0.6045 0.6045 0.403
Z-Z,+0.60D+0.60W+0.60H 1.50 23.631 n/a n/a n/a 0.0 0.3616 0.241
Z-Z,+0.60D+0.70E+0.60H 1.50 0.0 n/a n/a n/a 0.2673 0.2673 0.178
Overturning Stability
Rotation Axis&
Load Combination... Overturning Moment Resisting Moment Stability Ratio Status
X-X,+D+H None 0.0 k-ft nfinity OK
X-X,+D+L+H None 0.0 k-ft nfinity OK
X-X,+D+Lr+H None 0.0 k-ft nfinity OK
X-X,+D+S+H None 0.0 k-ft nfinity OK
X-X,+D+0.750Lr+0.750L+H None 0.0 k-ft nfinity OK
X-X,+D+0.750L+0.750S+H None 0.0 k-ft nfinity OK
X-X,+D+0.60W+H None 0.0 k-ft nfinity OK
X-X,+D+0.70E+H None 0.0 k-ft nfinity OK
X-X,+D+0.750Lr+0.750L+0.4501A None 0.0 k-ft nfinity OK
X-X,+D+0.750L+0.750S+0.450W None 0.0 k-ft nfinity OK
General Footing ------_---- - -----
Lic.#:KW-06011202 Licensee:Christopher Barsby,P.E.,KW-06011202
Description : Grid 3E
Overturning Stability
Rotation Axis&
Load Combination... Overturning Moment Resisting Moment Stability Ratio Status
X-X,+D+0.750L+0.750S+0.5250E None 0.0 k-ft nfinity OK
X-X,+0.60D+0.60W+0.60H None 0.0 k-ft nfinity OK
X-X,+0.60D+0.70E+0.60H None 0.0 k-ft nfinitv OK
Z-Z, +D+H None 0.0 k-ft nfinity OK
Z-Z,+D+L+H None 0.0 k-ft nfinity OK
Z-Z,+D+Lr+H None 0.0 k-ft nfinity OK
Z-Z,+D+S+H None 0.0 k-ft nfinity OK
Z-Z,+D+0.750Lr+0.750L+H None 0.0 k-ft nfinity OK
Z-Z,+D+0.750L+0.750S+H None 0.0 k-ft nfinity OK
Z-Z,+D+0.60W+H 15.930 k-ft 27.844 k-ft 1.748 OK
Z-Z, +D+0.70E+H None 0.0 k-ft nfinity OK
Z-Z,+D+0.750Lr+0.750L+0.450V14 11.948 k-ft 35.906 k-ft 3.005 OK
Z-Z,+D+0.750L+0.750S+0.450W 11.948 k-ft 37.781 k-ft 3.162 OK
Z-Z,+D+0.750L+0.750S+0.5250E None 0.0 k-ft Infinity OK
Z-Z,+0.60D+0.60W+0.60H 15.930 k-ft 16.706 k-ft 1.049 OK
Z-Z,+0.60D+0.70E+0.60H None 0.0 k-ft Infinity OK
Footing Flexure
Flexure Axis&Load Combination Mu Side Tension As Req'd Gym.As Actual As Phi*Mn Status
k-ft Surface in^2 in^2 in^2 k-ft
X-X,+1.40D+1.60H 0.9975 +Z Bottom 0.3888 Min Temp% 0.4340 28.464 OK
X-X,+1.40D+1.60H 0.9975 -Z Bottom 0.3888 Min Temp% 0.4340 28.464 OK
X-X,+1.20D+0.50Lr+1.60L+1.60E 1.124 +Z Bottom 0.3888 Min Temp% 0.4340 28.464 OK
X-X,+1.20D+0.50Lr+1.60L+1.601- 1.124 -Z Bottom 0.3888 Min Temp% 0.4340 28.464 OK
X-X,+1.20D+1.60L+0.50S+1.60H 1.186 +Z Bottom 0.3888 Min Temp% 0.4340 28.464 OK
X-X,+1.20D+1.60L+0.50S+1.60H 1.186 -Z Bottom 0.3888 Min Temp% 0.4340 28.464 OK
X-X,+1.20D+1.60Lr+0.50L+1.60E 1.715 +Z Bottom 0.3888 Min Temp% 0.4340 28.464 OK
X-X,+1.20D+1.60Lr+0.50L+1.60E 1.715 -Z Bottom 0.3888 Min Temp% 0.4340 28.464 OK
X-X,+1.20D+1.60Lr+0.50W+1.60 1.171 +Z Bottom 0.3888 Min Temp% 0.4340 28.464 OK
X-X,+1.20D+1.60Lr+0.50W+1.60 1.171 -Z Bottom 0.3888 Min Temp% 0.4340 28.464 OK
X-X,+1.20D+0.50L+1.60S+1.60H 1.915 +Z Bottom 0.3888 Min Temp% 0.4340 28.464 OK
X-X,+1.20D+0.50L+1.60S+1.60H 1.915 -Z Bottom 0.3888 Min Temp% 0.4340 28.464 OK
X-X,+1.20D+1.60S+0.50W+1.601 1.371 +Z Bottom 0.3888 Min Temp% 0.4340 28.464 OK
X-X,+1.20D+1.60S+0.50W+1.601 1.371 -Z Bottom 0.3888 Min Temp% 0.4340 28.464 OK
X-X,+1.20D+0.50Lr+0.50L+W+1.0.03625 +Z Bottom 0.3888 Min Temp% 0.4340 28.464 OK
X-X,+1.20D+0.50Lr+0.50L+W+1.0.03625 -Z Bottom 0.3888 Min Temp% 0.4340 28.464 OK
X-X,+1.20D+0.50L+0.50S+W+1.10.09875 +Z Bottom 0.3888 Min Temp% 0.4340 28.464 OK
X-X,+1.20D+0.50L+0.50S+W+1.10.09875 -Z Bottom 0.3888 Min Temp% 0.4340 28.464 OK
X-X,+1.20D+0.50L+0.20S+E+1.6 0.9875 +Z Bottom 0.3888 Min Temp% 0.4340 28.464 OK
X-X,+1.20D+0.50L+0.20S+E+1.6 0.9875 -Z Bottom 0.3888 Min Temp% 0.4340 28.464 OK
X-X,+0.90D+W+0.90H 0.4463 +Z Top 0.3888 Min Temp% 0.4340 28.464 OK
X-X,+0.90D+W+0.90H 0.4463 -Z Top 0.3888 Min Temp% 0.4340 28.464 OK
X-X,+0.90D+E+0.90H 0.6413 +Z Bottom 0.3888 Min Temp% 0.4340 28.464 OK
X-X,+0.90D+E+0.90H 0.6413 -Z Bottom 0.3888 Min Temp% 0.4340 28.464 OK
Z-Z,+1.40D+1.60H 0.9975 -X Bottom 0.3888 Min Temp% 0.4340 28.464 OK
Z-Z,+1.40D+1.60H 0.9975 +X Bottom 0.3888 Min Temp% 0.4340 28.464 OK
Z-Z,+1.20D+0.50Lr+1.60L+1.601- 1.124 -X Bottom 0.3888 Min Temp% 0.4340 28.464 OK
Z-Z,+1.20D+0.50Lr+1.60L+1.601- 1.124 +X Bottom 0.3888 Min Temp% 0.4340 28.464 OK
Z-Z,+1.20D+1.60L+0.50S+1.60H 1.186 -X Bottom 0.3888 Min Temp% 0.4340 28.464 OK
Z-Z,+1.20D+1.60L+0.50S+1.60H 1.186 +X Bottom 0.3888 Min Temp% 0.4340 28.464 OK
Z-Z,+1.20D+1.60Lr+0.50L+1.601- 1.715 -X Bottom 0.3888 Min Temp% 0.4340 28.464 OK
Z-Z, +1.20D+1.60Lr+0.50L+1.601- 1.715 +X Bottom 0.3888 Min Temp% 0.4340 28.464 OK
Z-Z,+1.20D+1.60Lr+0.50W+1.60 0.9313 -X Bottom 0.3888 Min Temp% 0.4340 28.464 OK
Z-Z, +1.20D+1.60Lr+0.50W+1.60 1.411 +X Bottom 0.3888 Min Temp% 0.4340 28.464 OK
Z-Z, +1.20D+0.50L+1.60S+1.60H 1.915 -X Bottom 0.3888 Min Temp% 0.4340 28.464 OK
Z-Z,+1.20D+0.50L+1.60S+1.60H 1.915 +X Bottom 0.3888 Min Temp% 0.4340 28.464 OK
Z-Z,+1.20D+1.60S+0.50W+1.601 1.131 -X Bottom 0.3888 Min Temp% 0.4340 28.464 OK
Z-Z,+1.20D+1.60S+0.50W+1.601 1.611 +X Bottom 0.3888 Min Temp% 0.4340 28.464 OK
Z-Z,+1.20D+0.50Lr+0.50L+W+1. 0.4437 -X Top 0.3888 Min Temp% 0.4340 28.464 OK
Z-Z,+1.20D+0.50Lr+0.50L+W+1. 0.5162 +X Bottom 0.3888 Min Temp% 0.4340 28.464 OK
Z-Z,+1.20D+0.50L+0.50S+W+1.1 0.3812 -X Top 0.3888 Min Temp% 0.4340 28.464 OK
Z-Z,+1.20D+0.50L+0.50S+W+1.1 0.5787 +X Bottom 0.3888 Min Temp% 0.4340 28.464 OK
Z-Z.+1.20D+0.50L+0.20S+E+1.6 0.9875 -X Bottom 0.3888 Min Temp% 0.4340 28.464 OK
General Footing -- ----------- -- -----
Lic.#:KW-06011202 Licensee:Christopher Barsby,P.E.,KW-06011202
Description : Grid 3E
Footing Flexure
Mu Side Tension As Req'd Gym.As Actual As Phi*Mn
Flexure Axis&Load Combination k-ft Surface in^2Q in"2 in^2 k-ft Status
Z-Z,+1.20D+0.50L+0.20S+E+1.6 0.9875 +X Bottom 0.3888 Min Temp% 0.4340 28.464 OK
Z-Z,+0.90D+W+0.90H 0.6117 -X Top 0.3888 Min Temp% 0.4340 28.464 OK
Z-Z, +0.90D+W+0.90H 0.6117 +X Top 0.3888 Min Temp% 0.4340 28.464 OK
Z-Z, +0.90D+E+0.90H 0.6413 -X Bottom 0.3888 Min Temp% 0.4340 28.464 OK
Z-Z,+0.90D+E+0.90H 0.6413 +X Bottom 0.3888 Min Temp% 0.4340 28.464 OK
One Way Shear
Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu/Phi*Vn Status
+1.40D+1.60H 2.22 psi 2.22 psi 2.22 psi 2.22 psi 2.22 psi 82.16 psi 0.03 0.00
+1.20D+0.50Lr+1.60L+1.60H 2.50 psi 2.50 psi 2.50 psi 2.50 psi 2.50 psi 82.16 psi 0.03 0.00
+1.20D+1.60L+0.50S+1.60H 2.64 psi 2.64 psi 2.64 psi 2.64 psi 2.64 psi 82.16 psi 0.03 0.00
+1.20D+1.60Lr+0.50L+1.60H 3.81 psi 3.81 psi 3.81 psi 3.81 psi 3.81 psi 82.16 psi 0.05 0.00
+1.20D+1.60Lr+0.50W+1.60H 2.00 Psi 3.20 psi 2.60 psi 2.60 psi 3.20 psi 82.16 psi 0.04 0.00
+1.20D+0.50L+1.60S+1.60H 4.26 Psi 4.26 psi 4.26 psi 4.26 psi 4.26 psi 82.16 psi 0.05 0.00
+1.20D+1.60S+0.50W+1.60H 2.45 psi 3.65 psi 3.05 psi 3.05 psi 3.65 psi 82.16 psi 0.04 0.00
+1.20D+0.50Lr+0.50L+W+1.60H 1.12 psi 1.28 psi 0.08 psi 0.08 psi 1.28 psi 82.16 psi 0.02 0.00
+1.20D+0.50L+0.50S+W+1.60H 0.98 Psi 1.42 psi 0.22 psi 0.22 psi 1.42 psi 82.16 psi 0.02 0.00
+1.20D+0.50L+0.20S+E+1.60H 2.19 psi 2.19 psi 2.19 psi 2.19 psi 2.19 psi 82.16 psi 0.03 0.00
+0.90D+W+0.90H 1.36 psi 1.36 psi 0.99 psi 0.99 psi 1.36 psi 82.16 psi 0.02 0.00
+0.90D+E+0.90H 1.43 psi 1.43 psi 1.43 psi 1.43 psi 1.43 psi 82.16 psi 0.02 0.00
Two-Way"Punching"Shear All units k
Load Combination... Vu Phi*Vn Vu/Phi*Vn Status
+1.40D+1.60H 8.31 psi 164.32psi 0.05059 OK
+1.20D+0.50Lr+1.60L+1.60H 9.37 psi 164.32psi 0.05699 OK
+1.20D+1.60L+0.50S+1.60H 9.89 psi 164.32psi 0.06016 OK
+1.20D+1.60Lr+0.50L+1.60H 14.29 psi 164.32psi 0.08698 OK
+1.20D+1.60Lr+0.50W+1.60H 9.76 psi 164.32 psi 0.05941 OK
+1.20D+0.50L+1.60S+1.60H 15.96 psi 164.32 psi 0.09712 OK
+1.20D+1.60S+0.50W+1.60H 11.43 psi 164.32psi 0.06956 OK
+1.200+0.50Lr+0.50L+W+1.60H 0.31 psi 164.32psi 0.001863 OK
+1.20D+0.50L+0.50S+W+1.60H 0.83 psi 164.32psi 0.005032 OK
+1.20D+0.50L+0.20S+E+1.60H 8.23 psi 164.32psi 0.05008 OK
+0.90D+W+0.90H 5.10 psi 164.32 psi 0.03102 OK
+0.90D+E+0.90H 5.34 psi 164.32 psi 0.03252 OK
General Footing
Lic.#:KW-06011202 Licensee:Christopher Barsby,P.E.,KW-06011202
Description : Rigid Frame
Code References
Calculations per ACI 318-14, IBC 2015,CBC 2016,ASCE 7-10
Load Combinations Used :ASCE 7-10
General Information
Material Properties Soil Design Values
f'c:Concrete 28 day strength = 3.0 ksi Allowable Soil Beari = 1.50 ksf
fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No
Ec:Concrete Elastic Modulus = 3,122.02 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf
Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30
N Values Flexure = 0.90
Shear = 0.750 Increases based on footing Depth
Analysis Settings Footing base depth below soil surface = 0.0 ft
Min Steel%Bending Reinf. = Allow press. increase per foot of depth = 0.0 ksf
Min Allow%Temp Reinf. = 0.00180 when footing base is below = 0.0 ft
Min.Overturning Safety Factor = 1.0 : 1
Min. Sliding Safety Factor = 1.0 : 1 Increases based on footing plan dimension
Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth
Use ftg wt for stability,moments&shears . Yes = 0.0 ksf
Add Pedestal Wt for Soil Pressure No when max. length or width is greater than
0.0 ft
Use Pedestal wt for stability,mom&shear : No
Dimensions
Width parallel to X-X Axis = 7.50 ft
Length parallel to Z-Z Axis = 7.50 ft 2
Footing Thickness = 18.0 in • - --;
to-
1
Pedestal dimensions... x 4, x
px:parallel to X-X Axis = 10 in
pz:parallel to Z-Z Axis = 7.0 in
Height = 0.3750 in
Rebar Centerline to Edge of Concrete...
at Bottom of footing = 3.0 inI
me w
Reinforcing 6 ,`f
Bars parallel to X-X Axis
Number of Bars = 10
Reinforcing Bar Size = # 5
Bars parallel to Z-Z Axis
Number of Bars = 10
Reinforcing Bar Size = # 5
Bandwidth Distribution Check (ACI 15.4.4.2)
Direction Requiring Closer Separatio n/a
#Bars required within zone n/a
#Bars required on each side of zone n/a
Applied Loads
D Lr L S W E H
P:Column Load = 10.440 0.0 0.0 16.40 -17.90 0.0 0.0 k
OB:Overburden = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ksf
M-xx = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft
M-zz = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft
V-x = 0.0 0.0 0.0 0.0 1 0.1 0 0.0 0.0 k
V-z = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k
General Footing
Lic.#:KW-06011202 Licensee:Christopher Barsby,P.E.,KW-06011202
Description : Rigid Frame
DESIGN SUMMARY Design OK
Min.Ratio Item Applied Capacity Governing Load Combination
PASS 0.4631 Soil Bearing 0.6947 ksf 1.50 ksf +D+S+H about Z-Z axis
PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning
PASS 1.030 Overturning-Z-Z 49.554 k-ft 51.017 k-ft +0.60D+0.60W+0.60H
PASS 1.267 Uplift -10.740 k 13.605 k +0.60D+0.60W+0.60H
PASS 0.1410 Z Flexure(+X) 3.829 k-ft/ft 27.146 k-ft/ft +1.20D+0.50L+1.60S+1.60H
PASS 0.1410 Z Flexure(-X) 3.829 k-ft/ft 27.146 k-ft/ft +1.20D+0.50L+1.60S+1.60H
PASS 0.1518 X Flexure(+Z) 4.121 k-ft/ft 27.146 k-ft/ft +1.20D+0.50L+1.60S+1.60H
PASS 0.1518 X Flexure(-Z) 4.121 k-ft/ft 27.146 k-ft/ft +1.20D+0.50L+1.60S+1.60H
PASS 0.09787 1-way Shear(+X) 8.041 psi 82.158 psi +1.20D+0.50L+1.60S+1.60H
PASS 0.09787 1-way Shear(-X) 8.041 psi 82.158 psi +1.20D+0.50L+1.60S+1.60H
PASS 0.1014 1-way Shear(+Z) 8.328 psi 82.158 psi +1.20D+0.50L+1.60S+1.60H
PASS 0.1014 1-way Shear(-Z) 8.328 psi 82.158 psi +1.20D+0.50L+1.60S+1.60H
PASS 0.1561 2-way Punching 25.647 psi 164.317 psi +1.20D+0.50L+1.60S+1.60H
Detailed Results
Soil Bearing
Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual/Allow
Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z Left,-X Right,+X Ratio
X-X,+D+H 1.50 n/a 0.0 0.4031 0.4031 n/a n/a 0.269
X-X,+D+L+H 1.50 n/a 0.0 0.4031 0.4031 n/a n/a 0.269
X-X,+D+Lr+H 1.50 n/a 0.0 0.4031 0.4031 n/a n/a 0.269
X-X,+D+S+H 1.50 n/a 0.0 0.6947 0.6947 n/a n/a 0.463
X-X,+D+0.750Lr+0.750L+H 1.50 n/a 0.0 0.4031 0.4031 n/a n/a 0.269
X-X,+D+0.750L+0.750S+H 1.50 n/a 0.0 0.6218 0.6218 n/a n/a 0.415
X-X,+D+0.60W+H 1.50 n/a 0.0 0.2122 0.2122 n/a n/a 0.142
X-X,+D+0.70E+H 1.50 n/a 0.0 0.4031 0.4031 n/a n/a 0.269
X-X,+D+0.750Lr+0.750L+0.45011 1.50 n/a 0.0 0.2599 0.2599 n/a n/a 0.173
X-X,+D+0.750L+0.7505+0.450W 1.50 n/a 0.0 0.4786 0.4786 n/a n/a 0.319
X-X,+D+0.750L+0.750S+0.5250E 1.50 n/a 0.0 0.6218 0.6218 n/a n/a 0.415
X-X,+0.60D+0.60W+0.60H 1.50 n/a 0.0 0.05093 0.05093 n/a n/a 0.034
X-X,+0.60D+0.70E+0.60H 1.50 n/a 0.0 0.2419 0.2419 n/a n/a 0.161
Z-Z,+D+H 1.50 0.0 n/a n/a n/a 0.4031 0.4031 0.269
Z-Z,+D+L+H 1.50 0.0 n/a n/a n/a 0.4031 0.4031 0.269
Z-Z,+D+Lr+H 1.50 0.0 n/a n/a n/a 0.4031 0.4031 0.269
Z-Z,+D+S+H 1.50 0.0 n/a n/a n/a 0.6947 0.6947 0.463
Z-Z,+D+0.750Lr+0.750L+H 1.50 0.0 n/a n/a n/a 0.4031 0.4031 0.269
Z-Z,+D+0.750L+0.7505+H 1.50 0.0 n/a n/a n/a 0.6218 0.6218 0.415
Z-Z,+D+0.60W+H 1.50 9.330 n/a n/a n/a 0.08151 0.3428 0.229
Z-Z,+D+0.70E+H 1.50 0.0 n/a n/a n/a 0.4031 0.4031 0.269
Z-Z,+D+0.750Lr+0.750L+0.4501 1.50 5.713 n/a n/a n/a 0.1619 0.3579 0.239
Z-Z,+D+0.750L+0.750S+0.450W 1.50 3.102 n/a n/a n/a 0.3806 0.5766 0.384
Z-Z,+D+0.750L+0.750S+0.5250E 1.50 0.0 n/a n/a n/a 0.6218 0.6218 0.415
Z-Z,+0.60D+0.60W+0.60H 1.50 38.872 n/a n/a n/a 0.0 0.4864 0.324
Z-Z,+0.60D+0.70E+0.60H 1.50 0.0 n/a n/a n/a 0.2419 0.2419 0.161
Overturning Stability
Rotation Axis&
Load Combination... Overturning Moment Resisting Moment Stability Ratio Status
X-X,+D+H None 0.0 k-ft nfinity OK
X-X,+D+L+H None 0.0 k-ft nfinity OK
X-X,+D+Lr+H None 0.0 k-ft nfinity OK
X-X,+D+S+H None 0.0 k-ft nfinity OK
X-X,+D+0.750Lr+0.750L+H None 0.0 k-ft nfinity OK
X-X,+D+0.750L+0.750S+H None 0.0 k-ft nfinity OK
X-X,+D+0.60W+H None 0.0 k-ft nfinity OK
X-X,+D+0.70E+H None 0.0 k-ft nfinity OK
X-X,+D+0.750Lr+0.750L+0.45011 None 0.0 k-ft nfinity OK
X-X,+D+0.750L+0.750S+0.450W None 0.0 k-ft nfinity OK
General Footing
Lic.#:KW-06011202 Licensee:Christopher Barsby,P.E.,KW-06011202
Description : Rigid Frame
Overturning Stability _
Rotation Axis&
Load Combination... Overturning Moment Resisting Moment Stability Ratio Status
X-X,+D+0.750L+0.7505+0.5250E None 0.0 k-ft nfinity OK
X-X,+0.60D+0.60W+0.60H None 0.0 k-ft nfinity OK
X-X,+0.60D+0.70E+0.60H None 0.0 k-ft nfinity OK
Z-Z,+D+H None 0.0 k-ft nfinity OK
Z-Z,+D+L+H None 0.0 k-ft nfinity OK
Z-Z,+D+Lr+H None 0.0 k-ft nfinity OK
Z-Z,+D+S+H None 0.0 k-ft nfinity OK
Z-Z,+D+0.750Lr+0.750L+H None 0.0 k-ft nfinity OK
Z-Z,+D+0.750L+0.750S+H None 0.0 k-ft nfinity OK
Z-Z,+D+0.60W+H 49.554 k-ft 85.029 k-ft 1.716 OK
Z-Z,+D+0.70E+H None 0.0 k-ft nfinity OK
Z-Z,+D+0.750Lr+0.750L+0.450V\ 37.166 k-ft 85.029 k-ft 2.288 OK
Z-Z,+D+0.750L+0.750S+0.450W 37.166 k-ft 131.154 k-ft 3.529 OK
Z-Z,+D+0.750L+0.750S+0.5250E None 0.0 k-ft Infinity OK
Z-Z,+0.60D+0.60W+0.60H 49.554 k-ft 51.017 k-ft 1.030 OK
Z-Z,+0.60D+0.70E+0.60H None 0.0 k-ft Infinity OK
Footing Flexure
Flexure Axis&Load Combination Mu Side Tension As Req'd Gym.As Actual As Phi*Mn Status
k-ft Surface in/2 in^2 in^2 k-ft
X-X,+1.40D+1.60H 1.554 +Z Bottom 0.3888 Min Temp% 0.4133 27.146 OK
X-X,+1.40D+1.60H 1.554 -Z Bottom 0.3888 Min Temp% 0.4133 27.146 OK
X-X,+1.20D+0.50Lr+1.60L+1.601- 1.332 +Z Bottom 0.3888 Min Temp% 0.4133 27.146 OK
X-X,+1.20D+0.50Lr+1.60L+1.601- 1.332 -Z Bottom 0.3888 Min Temp% 0.4133 27.146 OK
X-X,+1.20D+1.60L+0.50S+1.60H 2.204 +Z Bottom 0.3888 Min Temp% 0.4133 27.146 OK
X-X,+1.20D+1.60L+0.50S+1.60H 2.204 -Z Bottom 0.3888 Min Temp% 0.4133 27.146 OK
X-X,+1.20D+1.60Lr+0.50L+1.601- 1.332 +Z Bottom 0.3888 Min Temp% 0.4133 27.146 OK
X-X,+1.20D+1.60Lr+0.50L+1.601- 1.332 -Z Bottom 0.3888 Min Temp% 0.4133 27.146 OK
X-X,+1.20D+1.60Lr+0.50W+1.60 0.3804 +Z Bottom 0.3888 Min Temp% 0.4133 27.146 OK
X-X,+1.20D+1.60Lr+0.50W+1.60 0.3804 -Z Bottom 0.3888 Min Temp% 0.4133 27.146 OK
X-X,+1.20D+0.50L+1.60S+1.60H 4.121 +Z Bottom 0.3888 Min Temp% 0.4133 27.146 OK
X-X,+1.20D+0.50L+1.605+1.60H 4.121 -Z Bottom 0.3888 Min Temp% 0.4133 27.146 OK
X-X,+1.20D+1.60S+0.50W+1.601 3.170 +Z Bottom 0.3888 Min Temp% 0.4133 27.146 OK
X-X,+1.20D+1.60S+0.50W+1.601 3.170 -Z Bottom 0.3888 Min Temp% 0.4133 27.146 OK
X-X,+1.20D+0.50Lr+0.50L+W+1. 0.5711 +Z Top 0.3888 Min Temp% 0.4133 27.146 OK
X-X,+1.20D+0.50Lr+0.50L+W+1. 0.5711 -Z Top 0.3888 Min Temp% 0.4133 27.146 OK
X-X,+1.20D+0.50L+0.50S+W+1.1 0.3006 +Z Bottom 0.3888 Min Temp% 0.4133 27.146 OK
X-X,+1.20D+0.50L+0.50S+W+1.1 0.3006 -Z Bottom 0.3888 Min Temp% 0.4133 27.146 OK
X-X,+1.20D+0.50L+0.20S+E+1.6 1.681 +Z Bottom 0.3888 Min Temp% 0.4133 27.146 OK
X-X,+1.20D+0.50L+0.20S+E+1.6 1.681 -Z Bottom 0.3888 Min Temp% 0.4133 27.146 OK
X-X,+0.90D+W+0.90H 0.9041 +Z Top 0.3888 Min Temp% 0.4133 27.146 OK
X-X,+0.90D+W+0.90H 0.9041 -Z Top 0.3888 Min Temp% 0.4133 27.146 OK
X-X,+0.90D+E+0.90H 0.9989 +Z Bottom 0.3888 Min Temp% 0.4133 27.146 OK
X-X,+0.90D+E+0.90H 0.9989 -Z Bottom 0.3888 Min Temp% 0.4133 27.146 OK
Z-Z,+1.40D+1.60H 1.443 -X Bottom 0.3888 Min Temp% 0.4133 27.146 OK
Z-Z,+1.40D+1.60H 1.443 +X Bottom 0.3888 Min Temp% 0.4133 27.146 OK
Z-Z,+1.20D+0.50Lr+1.60L+1.601- 1.237 -X Bottom 0.3888 Min Temp% 0.4133 27.146 OK
Z-Z,+1.20D+0.50Lr+1.60L+1.601- 1.237 +X Bottom 0.3888 Min Temp% 0.4133 27.146 OK
Z-Z,+1.20D+1.60L+0.50S+1.60H 2.047 -X Bottom 0.3888 Min Temp% 0.4133 27.146 OK
Z-Z,+1.20D+1.60L+0.50S+1.60H 2.047 +X Bottom 0.3888 Min Temp% 0.4133 27.146 OK
Z-Z,+1.20D+1.60Lr+0.50L+1.601- 1.237 -X Bottom 0.3888 Min Temp% 0.4133 27.146 OK
Z-Z,+1.20D+1.60Lr+0.50L+1.601- 1.237 +X Bottom 0.3888 Min Temp% 0.4133 27.146 OK
Z-Z,+1.20D+1.60Lr+0.50W+1.600.07655 -X Top 0.3888 Min Temp% 0.4133 27.146 OK
Z-Z,+1.20D+1.60Lr+0.50W+1.60 0.7832 +X Bottom 0.3888 Min Temp% 0.4133 27.146 OK
Z-Z,+1.20D+0.50L+1.60S+1.60H 3.829 -X Bottom 0.3888 Min Temp% 0.4133 27.146 OK
Z-Z,+1.20D+0.50L+1.60S+1.60H 3.829 +X Bottom 0.3888 Min Temp% 0.4133 27.146 OK
Z-Z,+1.20D+1.60S+0.50W+1.601 2.515 -X Bottom 0.3888 Min Temp% 0.4133 27.146 OK
Z-Z,+1.20D+1.60S+0.50W+1.601 3.375 +X Bottom 0.3888 Min Temp% 0.4133 27.146 OK
Z-Z,+1.20D+0.50Lr+0.50L+W+1. 1.352 -X Top 0.3888 Min Temp% 0.4133 27.146 OK
Z-Z,+1.20D+0.50Lr+0.50L+W+1. 0.3606 +X Bottom 0.3888 Min Temp% 0.4133 27.146 OK
Z-Z,+1.20D+0.50L+0.50S+W+1.1 0.5805 -X Top 0.3888 Min Temp% 0.4133 27.146 OK
Z-Z,+1.20D+0.50L+0.50S+W+1.( 1.139 +X Bottom 0.3888 Min Temp% 0.4133 27.146 OK
Z-Z,+1.20D+0.50L+0.20S+E+1.6 1.561 -X Bottom 0.3888 Min Temp% 0.4133 27.146 OK
General Footing
Lic.#:KW-06011202 Licensee:Christopher Barsby,P.E.,KW-06011202
Description : Rigid Frame
Footing Flexure
Flexure Axis&Load Combination Mu Side Tension As Req'd Gym.As Actual As Ph1*Mn Status
k-ft Surface inA2 inA2 inA2 k-ft
Z-Z,+1.20D+0.50L+0.20S+E+1.6 1.561 +X Bottom 0.3888 Min Temp% 0.4133 27.146 OK
Z-Z, +0.90D+W+0.90H 1.087 -X Top 0.3888 Min Temp% 0.4133 27.146 OK
Z-Z,+0.90D+W+0.90H 1.087 +X Top 0.3888 Min Temp% 0.4133 27.146 OK
Z-Z, +0.90D+E+0.90H 0.9279 -X Bottom 0.3888 Min Temp% 0.4133 27.146 OK
Z-Z, +0.90D+E+0.90H 0.9279 +X Bottom 0.3888 Min Temp% 0.4133 27.146 OK
One Way Shear
Load Combination... Vu @-X Vu @+X Vu @-2 Vu @+Z Vu:Max Phi Vn Vu/Phi*Vn Status
+1.40D+1.60H 3.03 psi 3.03 psi 3.14 psi 3.14 psi 3.14 psi 82.16 psi 0.04 0.00
+1.20D+0.50Lr+1.60L+1.60H 2.60 psi 2.60 psi 2.69 psi 2.69 psi 2.69 psi 82.16 psi 0.03 0.00
+1.20D+1.60L+0.50S+1.60H 4.30 Psi 4.30 psi 4.45 psi 4.45 psi 4.45 psi 82.16 psi 0.05 0.00
+1.20D+1.60Lr+0.50L+1.60H 2.60 Psi 2.60 psi 2.69 psi 2.69 psi 2.69 psi 82.16 psi 0.03 0.00
+1.20D+1.60Lr+0.50W+1.60H 0.18 psi 1.67 psi 0.77 psi 0.77 psi 1.67 psi 82.16 psi 0.02 0.00
+1.20D+0.50L+1.60S+1.60H 8.04 psi 8.04 psi 8.33 psi 8.33 psi 8.33 psi 82.16 psi 0.10 0.00
+1.20D+1.60S+0.50W+1.60H 5.26 psi 7.11 psi 6.41 psi 6.41 psi 7.11 psi 82.16 psi 0.09 0.00
+1.20D+0.50Lr+0.50L+W+1.60H 2.91 psi 0.80 psi 1.15 psi 1.15 psi 2.91 psi 82.16 psi 0.04 0.00
+1.20D+0.50L+0.50S+W+1.60H 1.26 psi 2.43 psi 0.61 psi 0.61 psi 2.43 psi 82.16 psi 0.03 0.00
+1.20D+0.50L+0.20S+E+1.60H 3.28 psi 3.28 psi 3.40 psi 3.40 psi 3.40 psi 82.16 psi 0.04 0.00
+0.90D+W+0.90H 2.28 psi 2.28 psi 1.83 psi 1.83 psi 2.28 psi 82.16 psi 0.03 0.00
+0.90D+E+0.90H 1.95 psi 1.95 psi 2.02 psi 2.02 psi 2.02 psi 82.16 psi 0.02 0.00
Two-Way"Punching"Shear All units k
Load Combination... Vu Phi*Vn Vu/Phi*Vn Status
+1.40D+1.60H 9.67 psi 164.32psi 0.05885 OK
+1.20D+0.50Lr+1.60L+1.60H 8.29 psi 164.32psi 0.05044 OK
+1.20D+1.60L+0.50S+1.60H 13.71 psi 164.32 psi 0.08345 OK
+1.20D+1.60Lr+0.50L+1.60H 8.29 psi 164.32psi 0.05044 OK
+1.20D+1.60Lr+0.50W+1.60H 2.37 psi 164.32psi 0.01441 OK
+1.20D+0.50L+1.60S+1.60H 25.65 psi 164.32psi 0.1561 OK
+1.20D+1.605+0.50W+1.60H 19.73 psi 164.32psi 0.1201 OK
+1.20D+0.50Lr+0.50L+W+1.60H 3.55 psi 164.32psi 0.02163 OK
+1.20D+0.50L+0.50S+W+1.60H 1.87 psi 164.32psi 0.01139 OK
+1.20D+0.50L+0.20S+E+1.60H 10.46 psi 164.32psi 0.06365 OK
+0.90D+W+0.90H 7.28 psi 164.32 psi 0.04433 OK
+0.90D+E+0.90H 6.22 psi 164.32 psi 0.03783 OK
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Add: NO.6, HaiSheng Road, Haiyan Zhejiang, China
Tel: +86-573-8617 8855 Fax:+86-573-8617 7766
REPORT OF TESTING
CUSTOMERS: CASCADE NUT & BOLT INC. TEST DATE: MAY.19, 2017
ORDER NO.: P1235110 INVOICE NO.: BT17049
SIZE: 1/2-13 PART NO.: 79330
DESCRIPTION: ASTM A563-15 GR.0 HEAVY HEX NUT YELLOW ZINC+WAX
LOT NO.: P1235110008 ITEM NO.: 50CNA30Y SAMPLE SIZE: 10 PCS
DIMENSIONS OF SPEC: PER ASME B18.2.6 _ (MEASUREMENT BY INCHES)
INSPECTION ITEMS STANDARD RESULT AC. RE.
THREAD GO GAGE 2B ASME B1.1 OK 10 0
THREAD NO GO GAGE 2B ASME B1.1 OK 10 0
WIDTH ACROSS FLATS 0.850-0.875 0.855-0.858 10 0
WIDTH ACROSS CORNERS 0.969-1.010 0.971-0.980 10 0
THICKNESS 0.464-0.504 0.470-0.475 10 0
MECHANICAL PROPERTIES SPEC: ASTM A563-15 GR.0
INSPECTION ITEMS STANDARD RESULT AC. RE.
HARDNESS HRB 78-HRC 38 HRB 88.0-90.0 5 0
PROOF STRESS MIN 144 KSI 145.20-145.45 KSI 5 0
COATING THICKNESS: ASTM F1941-07
INSPECTION ITEMS STANDARD RESULT AC. RE.
COATING THICKNESS Min 3pm 4-7pm 10 0
NUT APPEARANCE:
INSPECTION ITEMS STANDARD RESULT AC. RE.
PRESENCE FINISH ASTM F1941-07 OK 10 0
VISUAL APPEARANCE ASTM F812/F812M OK 10 0
HEAD MARKED YZ+3 circumferential OK 10 0
60° apart
CHEMICAL ANALYSIS (%): STEEL GRADE: SWRCH35K
HEAT NO. &DIA(mm) C Si Mn P S Cr Ni Cu
SPEC 0.55MAX - - 0.12 MAX 0.15 MAX - - -
G16-0888 16.0mm 0.37 0.16 0.80 0.016 0.007 / / /
STEEL MAKER: SANXI XINTAI IRON & STEEL CORP.LTD
REMARKS:
1) THIS REPORT MUST NOT BE REPRODUCED EXCEPT IN FULL AND THE TEST REPORT RELATES ONLY
TO THE ITEM TESTED.
2) THE QMS IS APPROVED TO ISO9001:2008 CERTIFICATE NO: 127180
BOLT `f, t.T ;IDE LTD. HA1YAN
E-1,.-'4,t.14
SIGNATURE OF INSPECTOR
LLT F UT A DE LTD. A IY
Add: NO.6, HaiSheng Road, Haiyan Zhejiang, China
Tel: +86-573-8617 8855 Fax:+86-573-8617 7766
REPORT OF TESTING
CUSTOMERS: CASCADE NUT & BOLT INC. TEST DATE: MAY.19, 2017
ORDER NO.: P1235110 INVOICE NO.: BT17049
SIZE: 1/2-13X1-1/4 PART NO.: 55948
DESCRIPTION: ASTM A325T-14 TYPE 1 FULL THREAD HEAVY HEX STRUCTURAL BOLT YELLOW ZINC PLATED
LOT NO.: P1235110001 ITEM NO.: 50C125BATOY SAMPLE SIZE: 10 PCS
DIMENSIONS OF SPEC: PER ASME B18.2.6 (MEASUREMENT BY INCH)
INSPECTION ITEMS STANDARD RESULT ' AC._ RE..,
THREAD GO GAGE 3A ASME B1.1 OK 10 0
THREAD NO GO GAGE 2A ASME B1.1 OK 10 0
WIDTH ACROSS FLATS 0.850-0.875 0.856-0.860 10 0
WIDTHACROSS CORNERS 0.969-1.010 0.971-0.979 10 0
HEAD HEIGHT 0.302-0.323 0.308-0.312 10 0
THREAD LENGTH FULL THREAD FULL THREAD 10 0
GRIP LENGTH NONE NONE 10 0
SCREW LENGTH 1.13-1.25 1.201-1.238 10 0
MECHANICAL PROPERTIES SPEC: ASTM A325T-10(SUPPLEMENTARY S1)
INSPECTION ITEMS STANDARD RESULT AC, RE.
CORE HARDNESS HRC 34 MAX HRC 26.0-28.0 5 0
TENSILE STRENGTH MIN 120000 PSI 140550-142980 PSI 5 0
PROOF LOAD 85000 PSI PASS 5 0
COATING THICKNESS: ASTM F1941-07
INSPECTION,ITEMS STANDARD RESULT AC, RE.
COATING THICKNESS Min.3pm 4-7pm 10 0
ADHESION TEST NONE OK 10 0
BOLT APPEARANCE:
INSPECTION ITEMS STANDARD RESULT AC. RE .
PRESENCE FINISH ASTM F1941-07 OK 10 0
VISUAL APPEARANCE ASTM F788/F788M OK 10 0
HEAD MARKED A325T+CBE OK 10 0
CHEMICAL ANALYSIS (%): STEEL GRADE: SWRCH35K
HEAT NO.'& DIA(mm) C Si: . Mn P 5 Cr Ni _ Cu
SPEC 0.30-0.52 0.15-0.30 0.60 MIN 0.04 MAX 0.05 MAX - - -
X51602083018 14.00mm 0.34 0.19 0.72 0.013 0.004 0.01 0.03 0.01
STEEL MAKER: JIANGSU YONGGANG GROUP CO.,LTD CERTIFICATE NO.: YG14-R-14047
REMARKS:
+ HEAT OF STEEL, HAVING THE ELEMENTS LISTED IN SECTION 5.4 OF ASTM A325, INTENTIONALLY ADDED,WERE NOT
USED TO PRODUCE THE BOLTS.
4. THIS REPORT MUST NOT BE REPRODUCED EXCEPT IN FULL AND THE TEST REPORT RELATES ONLY TO THE ITEM TESTED
• THE QMS IS APPROVED TO IS09001:2008 CERTIFICATE NO: 127180.
COL ii G.TRRADi: LTD. HAIYAN
• �% ,:
SIGNATURE OF INSPECTOR
Add: NO.6, HaiSheng Road, Haiyan Zhejiang, China •
Tel: +86-573-8617 8855 Fax:+86-573-8617 7766
E k'T OF TESTING
CUSTOMERS: CASCADE NUT&BOLT INC. TEST DATE: MAY.19, 2017
ORDER NO.: P1235110 INVOICE NO.: BT17049
SIZE: 3/4-10X2-1/4 PART NO.: 48117
DESCRIPTION: ASTM A325-14 TYPE 1 HEAVY HEX STRUCTURAL BOLT,YELLOW ZINC PLATED
LOT NO.: P1235110005 ITEM NO.: 75C225BA30Y SAMPLE SIZE: 10 PCS
DIMENSIONS Of SPEC: PER ASME 18.2.6 (MEASUREMENT BY INCH)
INSPECTION'ITEMS STANDARD RESULT AC. # RE.
THREAD GO GAGE 3A ASME B1.1 OK 10 0
THREAD NO GO GAGE 2A ASME B1.1 OK 10 0
WIDTH ACROSS FLATS L212-1.250 1.220-1.226 10 0
WIDTHACROSS CORNERS 1.383-1.443 1.390-1.396 10 0
HEAD HEIGHT 0.455-0.483 0.464-0.470 10 0
BODY DIAMETER 0.729-0.768 0.742-0.745 10 0
THREAD LENGTH MIN 1.38 1.395-1.407 10 0
GRIP LENGTH MAX 0.87 0.843-0.855 10 0
SCREW LENGTH 2.06-2.25 2.162-2.194 10 0
MECHANICAL PROPERTIES SPEC: ASTM A325-14
INSPECTION ITEMS STANDARD RESULT AC. RE.
CORE HARDNESS HRC 34 MAX HRC 27.0-28.5 5 0
TENSILE STRENGTH MIN 120000 PSI 141880-143610 PSI 5 0
PROOF LOAD 85000 PSI PASS 5 0
COATING THICKNESS: ASTM F1941-07
INSPECTION ITEMS STANDARD 1 RESULT ' AC, RE.
COATING THICKNESS Min 3pm 4-7pm 10 0
ADHESION TEST NONE OK 10 0 -
BOLT APPEARANCE:
INSPIICIJON ITEMS STANDARD RESULT AC. RE,
PRESENCE FINISH ASTM F1941-07 OK 10 0
VISUAL APPEARANCE ASTM F788/F788M OK 10 D
HEAD MARKED A325+CBE OK 10 0
CHEMICAL ANALYSIS (%): STEEL GRADE: SWRCH35K
HEAT NO &DIAi min) C Si Mn P S Cr Ni Cu
SPEC 0.30-0.52 0.15-0.30 0.60 MIN 0.04 MAX 0.05 MAX - -
815100541 20.0mm 0.33 0.16 0.79 0.016 0.003 0.02 0 0.02
STEEL MAKER: Zenith Steel Group Company Limited CERTIFICATE NO.: 151029H00392
REMARKS:
• HEAT OF STEEL, HAVING THE ELEMENTS LISTED IN SEC110N 5.4 OF ASTM A325,INTENTIONALLY ADDED, WERE NOT
USED TO PRODUCE THE BOLTS.
A THIS REPORT MUST NOT BE REPRODUCED EXCEPT IN FULL AND THE TEST REPORT RELATES ONLY TO THE ITEM TESTED.
A THE QMS IS APPROVED TO IS09001:2008 CERTIFICATE NO: 127180.
Q 1
BOLT mFG.recADF LTD. HAIYAN
ill
SIGNATURE OF INSPECTOR
BOLT i FG T 11 i E LTD.H IVA rIP Fan
Add: NO.6, HaiSheng Road, Haiyan Zhejiang, China MD
Tel: +86-573-8617 8855 Fax:+86-573-8617 7766 ---
REPO ' T OF TESTING
CUSTOMERS: CASCADE NUT & BOLT INC. TEST DATE: JAN.5, 2017
ORDER NO.: P1230269 INVOICE NO.: BT17005
SIZE: 5/8-11 PART NO.: 58923
DESCRIPTION: ASTM A563-15 GR.0 HEAVY HEX NUT, YELLOW ZINC+WAX
LOT NO.: P1230269005 ITEM NO.: 62CNA30Y SAMPLE SIZE: 10 PCS
DIMENSIONS OF SPEC: PER ASME E18.2.6 (MEASUREMENT BY INCHES)
INSPECTION ITEMS _ STANDARD RESULT AC. RE.
THREAD GO GAGE 2B ASME B1.1 OK 10 0
THREAD NO GO GAGE 2B ASME B1.1 OK 10 0
WIDTH ACROSS FLATS 1.031-1.062 1.034-1.037 10 0
WIDTH ACROSS CORNERS 1.175-1.227 1.185-1.190 10 0
THICKNESS 0.587-0.631 0.589-0.598 10 0
MECHANICAL PROPERTIES SPEC: ASTM A563-15 GR.0
INSPECTIONITEMS STANDARD RESULT AC. RE.
HARDNESS HRB 78-HRC 38 HRB 87-90 5 0
PROOF STRESS MIN 144 KSI 145.35-145.65 KSI 5 0
COATING THICKNESS: ASTM F1941-07
INSPECTION ITEMS STANDARD RESULT AC.
RE.
COATING THICKNESS Min'3pm 4-7prn 10 0
NUT APPEARANCE:
INSPECTION ITEMS STANDARD RESULT AC. RE.
PRESENCE FINISH ASTM F1941-07 OK 10 0
VISUAL APPEARANCE ASTM F812/F812M OK 10 0
HEAD MARKED YZ+3 circumferential OK 10 0
60° apart
CHEMICAL ANALYSIS (%): STEEL GRADE: SWRCH35K
HEAT NO. & DIA(mm) C Si Mn P S Cr Ni Cu
SPEC 0.55MAX - - 0.12 MAX 0.15 MAX - - -
G420000076 24.0mm 0.36 0.11 0.72 0.015 0.004 0.02 0.02 0.04
STEEL MAKER: JIANGSU SHAGANG GROUP CO.,LTD CERTIFICATE NO.: XJ3725701 -
REMARKS:
1.) THIS REPORT MUST NOT BE REPRODUCED EXCEPT IN FULL AND THE TEST REPORT RELATES ONLY
TO THE ITEM TESTED.
2) THE QMS IS APPROVED TO ISO9001:2008 CERTIFICATE NO: 127180
P ii,,-iA EH L-i ITP.ie i j
BOLT Mi:G.TRADE LID. HAIYAN
LX „xi/I/
12,11
SIGNATURE OF INSPECTOR
owAdd: NOa6, HaiSheng Road, Haiyan Zhejiang, China
Tei: +86-573-8617 8855 Fax:+86-573-8617 7766 L
REPO OF TESTI
COST ME*S: CASCADE NUT igt BOLT INC.
TEST DATE: DEC. 02, 2014
ORDER NO P1200234 INVOICE NO.(8T13038
SIZE: 5/8-11X1-3/4
DESCRIPTION: ASTM A325-10 TYPE 1 HEAVY HEX STRUCTURAL BOLT,YZ. LOT NO.: P1200234010
PART NO.: 48114 ITEM NO.: 62C175BA30Y SAMPLE SIZE: 10 PCS .
DIMENSIONS OF SPEC: PER ASME 818.2.6 ' (MEASUREMENT BY INCH)
` INSPECTION ITEMS STANDARD RESULT. ~-._.At. •. ' RE::.
V_ IS UAL APPEARANCE ASTM F788/F788M OK 10 O,
THREAD GO GAGE 3A ASME B1.1 OK 10 0
THREAD NO GO GAGE 2A ASME B1.1 OK10 0
WIDTH ACROSS FLATS 1.031-1.062 1.051-1.056 10 0
WIDTHACROSS CORNERS 1.175-1.227 1.203-1.208 10 ' 0
HEAD HEIGHT 0.378-0.403 0.380-0.386 10 - 0
BODY DIAMETER 0.605-0.642 0.620-0.622 10 0
THREAD LENGTH MIN 1.25 1.269-1.276 10 0
SCREW LENGTH 1.63-1.75 1.739-1.744 10 _0
HEAD MARKED A325+HTH OK 10 0
_._ z •MEc?4p. PROPEtTTES S EC::A -1-4A-�.,, Q ' _ _ - C •
- _ - _---
_ � -,_ T =. . .
INSPECTION TEPS STANDARDRESULTA
RE
CORE HARDNESS HRC 34 MAX HRC 31-32.5 5 0 ,
TENSILE STRENG i H MIN 120000 PSI 137750-140650 PSI .5 0
COATING THICKNESS: ASTM F1941-07 U=t,_.:
.;: -TN
SPCTID
EN ITEMS_ " _ STANDARD _
_ - RES. .T ._ 'AC RE.; .
COATING THICKNESS Min 3pm 4-7pm 10 0
CHEMICAL ANALYSIS (%): STEEL GRADE:SWRCH35K
_
.._T N,_..:. ..._.._ . -:,'> .._ . _ _.._ .. ,_
• _ DTA:mrn C�.; Sig. -
Mn. Mn.
'_(P
SPEC 0.30-0.52 0.15-0.30 D.60 MIN 0.04 MAX 0.05 MAX - - - .
6420001280 16.0mm 0.36 0.16 0.70 0.013 0.005 0.03 0.03 0.07.
STEEL MAKER: JIANGSU SHAGANG GROUP CO.,LTD
CERTIFICATE NO.;XJ5438861.
REMARKS:
•THIS REPORT MUST NOT BE REPRODUCED EXCEPT IN FULL AND THE TEST REPORT RELATES ONLY
TO THE ITEM TESTED.
• THE QMS IS APPROVED TO 1509001:2008 CERTIFICATE NO: 127180.
i ' # ,1. FA i iii
BOLT lifa,TRADFIE LTD. HAIYAN
Y
/,,,,,,w)
- SIGNATURE OF INSPECTOR
BOLT •. J4 L
rt ® 4
Add: NO.6, HaiSheng Road, Haiyan Zhejiang, China .
, LT
Tel: +86-573-8617 8855 Fax:+86-573-8617 7766
REPORT OF TESTING
CUSTOMERS: CASCADE NUT & BOLT INC. TEST DATE: APR.25, 2017
ORDER NO.: P1233780 INVOICE NO.: BT17005
SIZE: 3/4-10 PART NO.: 87643
DESCRIPTION: ASTM A563-15 GR.0 HEAVY HEX NUT YELLOW ZINC+WAX
LOT NO.: P1233780005 ITEM NO.: 75CNA30Y SAMPLE SIZE: 10 PCS
DIMENSIONS OF SPEC: PER ASME B18.2.6 (MEASUREMENT BY INCHES)
INSPECTION ITEMS STANDARD RESULT AC. RE.
THREAD GO GAGE 2B ASME B1.1 OK 10 0
THREAD NO GO GAGE 2B ASME B1.1 OK 10 0
WIDTH ACROSS FLATS 1.212-1.250 1.219-1.224 10 0
WIDTH ACROSS CORNERS 1.382-1.443 1.395-1.401 10 0
THICKNESS 0.710-0.758 0.721-0.727 10 0
MECHANICAL PROPERTIES SPEC: ASTM A563-15 GR.0
INSPECTION ITEMS STANDARD RESULT AC. RE.
HARDNESS HRB 78-HRC 38 HRB 89-91 5 0
PROOF STRESS MIN 144 KSI 145.30-145.55 KSI 5 0
COATING THICKNESS: ASTM F1941-07
INSPECTION ITEMS STANDARD RESULT AC. RE.
COATING THICKNESS Min 3pm 4-7pm 10 0
NUT APPEARANCE:
INSPECTION ITEMS STANDARD RESULT AC. RE.
PRESENCE FINISH ASTM F1941-07 OK 10 0
VISUAL APPEARANCE ASTM F812/F812M OK 10 0
HEAD MARKED YZ+3 circumferential OK 10 0
60° apart
CHEMICAL ANALYSIS (°/a): STEEL GRADE:SWRCH35K
HEAT NO. & DIA(mm) C Si Mn P S Cr Ni Cu
SPEC 0.55MAX - - 0.12 MAX 0.15 MAX - - -
G420000076 24.0mm 0.36 0.11 0.72 0.015 0.004 0.02 0.02 0.04
STEEL MAKER: JIANGSU SHAGANG GROUP CO.,LTD CERTIFICATE NO.: XJ3725701
REMARKS:
1) THIS REPORT MUST NOT BE REPRODUCED EXCEPT IN FULL AND THE TEST REPORT RELATES ONLY
TO THE ITEM TESTED.
2) THE QMS IS APPROVED TO ISO9001:2008 CERTIFICATE NO: 127180
Ilr4 int 1,� ='6.. �.I_J f•I 4Zi
BO 1r LTD. HAiYAN
ja,�,rj'`
SIGNATURE OF INSPECTOR