REV-19-1200 (2)Miami Shores Village
Building Department
10050 N.E.2nd Avenue, Miami Shores, Florida 33138
Tel: (305) 795-2204 Fax: (305) 756-8972
INSPECTION LINE PHONE NUMBER: (305) 762-4949
BUILDING
PERMIT APPLICATION
QBUILDING ❑ ELECTRIC ❑ ROOFING
RECEIVED
MA 2 4 2019
BY:
FBC 20 I�
Master Permit No. RC-01-19-229
Sub Permit No. !Ey - bl�'-
❑ REVISION ❑ EXTENSION [:]RENEWAL
❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION SHOP
CONTRACTOR DRAWINGS
JOB ADDRESS: 51 NE 99TH ST
City: Miami Shores County: Miami Dade Zip:
Folio/Parcel#:1132060131280 Is the Building Historically Designated: Yes NO X
Occupancy Type: Load
OWNER: Name (Fee Simple Titlehol
Address:51 NE 99 ST
City: MIAMI SHORES
Tenant/Lessee Name:
Email
Construction Type: Flood Zone:
KEVIN PINEIRO
State: FL
BFE: FFE:
.. 786-271-1794
33138
CONTRACTOR: Company Name: OZ CONSTRUCTION SERVICES GROUP, INC phone#: 786-467-7200
Address: 3642 SW 14 ST
City: MIAMI State: FL Zip: 33145
Qualifier Name: OSBEL FERNANDEZ Phone#: 305-216-0236
State Certification or Registration #: CGC1520184 Certificate of Competency #: N/A
DESIGNER: Architect/Engineer: Phone#:
Address: City: State
Value of Work for this Permit: $ Square/Linear Footage of Work:
Type of Work: ❑ Addition ❑ Alteration ❑ New ❑ Repair/Replace
Description of Work: INTERIOR STRUCTURAL REPAIR
Specify color ofcolor thru tile:
Submittal Fee $ 0 Permit Fee $
Scanning Fee $
Radon Fee $
Technology Fee $ Training/Education Fee $
Zip:
❑ Demolition
CCF $ CO/CC $
DBPR $
Notary $
Double Fee $
Structural Reviews $
(Revised02/24/2014)
Bond $
TOTAL FEE NOW DUE $ �q�
Bondi ng,Company's Name (if applicable)
Bonding Company's Address
City
State
Mortgage Lender's Name (if applicable)
Mortgage Lender's Address
City
State
Zip
Zip
Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has
commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating
construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS,
FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC.....
OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all
applicable laws regulating construction and zoning.
"WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY
RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND
TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING
YOUR NOTICE OF COMMENCEMENT."
Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must
promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person
whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site
for the first inspection which occurs seven (7) days after the building permit is issued. In the absenc.gf such posted notice, the
inspection will not be approved and a reinspection fee will be charged.
Signature Signatu
OWNER or AGENT
The foregoing instrument as acknowledged before come this
en O� day of _ 20 ( / by
( u( rJ Pi r\E.Q�V I ��
,who is personally known to
me or who has produced T1—% (ZJ1IE� (J� NS as
The foregoing instrument was acknowledged before me this `mil
day of / A !/ 20 by
er1)A1y&7, whor45 personally known t
6or who has produced
as
identification and who did take an oath.
identification and who did take an oa `��\\\�`SE,
NOTARY P BLIC:
NOTARY PUBLIC: ���'�
Sign:
Sign.
Print. SI '�
l .VA(0
Print:
Seal:
•«^..�,: SINDIA ALVAREZ
�° # GG 238273
Seal: STA1E� �N�\`
\\\
�IIIIIIIIIIIIN
MY COMMISSION
a a EXPIRES: September 3, 2022
.
"�'Fp'dd�°."• ` Bonded Thru Notary Public Underwriters
********************************************************************************************************
APPROVED BY Plans Examiner Zoning
Structural Review Clerk
(Revised02/24/2014)
RAFAEL E. DROZ-SEDA P.E.
License 39228 & S.I. #843
9130 Crescent drive
Miramar, FL. 33025
PH.: 305- 962 7452
STRUCTURAL CALCULATIONS
PROJECT: REPLACING WOOD BEAM FOR NEW ONE STEEL BEAM
OWNER: KEVIN PIWEIRO
51 NE 99tH STREET MIAMI SHORES, FL
TABLE OF CONTENT:
DESCRIPTION PAGE
Input data 1
Wind pressure for components and claddings 2
Structural loads 4
Rafters design 5
Steel beam design 8
Steel column design 13
Footing design 15
Connection design 24
' �U1,IVrlt+L .t7v 'b
pA-cF a. _h01�ti— rh
APPROVLO_----- /
.__ .4: Cen-YLCU "T1ONS
Yi I W VV✓G F%r-%d 1F%Q1V1C1.1 . rOV 4V 1-9 M111✓ f1V VL f - fit
u3m .: 11-.tan-17
♦IYV
Froj. No.:
Building
Cago
I Miami -Dade Cou
i3rowarci
ioun:
inner tountres+
V Ultirn
V Service
V Ultim.
V Service
V Uttim.
V Service
1
165
128
156
121(Varies
caries
lie
176
132
arias
arias
lil and IV
186
144
180
139
(Varies)
(Varies)
Service Factor to affect Ultimate Pressure, S = 0.60
WIND DATA
Ultimate wind speed, V =
Building Category:
Exposure Category:
Opening Condition:
Directionality Factor Kd =
GEOMETRY DATA
Largest Building Dim., L =
Smallest Building Dim., B =
Roof Average Height, h =
Roof Pitch x/12, x =
Roof Overhang, Lo =
'Building Enclosure Condition: (6.2 Definitions)
176 mph (3-sec. gust)
If
C
3 Enclosed
0.85
44.08 ft
43.08 ft
13.00 ft
4.00 in
1.00 ft
Area of wall considered for classification, Ag =
Area of all.other walls in building balance, Agi =
Total Area of Openings in wall, Ao =
Area of openings in building balance, Aoi =
0.01 Ag = 1.00 ftz
AolAoi = -999.00
Open building condition:
Is Ao > 0.8Ag? No
Is Ao > Min.? No
Selected design condition:
Gust Effect factor
Topographic Factor:
18.0 deg.
1 Open
2 Partially enclosed
3 Enclosed
100.00 ft?
100.00 ftz
0.00 ftz
0.00 ftz
Min. of 4 ftz and 0.01Ag =
Aoi/Agi =
Partially enclosed condition:
Is Ao > 1.1Aoi? Yes
Is Aoi/Agi < 0.20? Yes
3 Enclosed
Kzt = (1 + K-jK2KX
For Miami -Dade and Broward, K, = 0.00
0.0D%
0.00%
4.00 ftz
0.00
G = 0.85
Kzt = 1.00
O
WIND PRESSURE ON COMPONENTS AND CLADDINGS Project: KEVIN PINEIRO
BASED ON ASCE 7-10, FOR BLDGS W/ MEAN ROOF HEIGHT S 60 FT Task: CALCULATIONS
Ultimate Wind Speed, V = 175 mah Exposure: C Zo = 900.0 ft
Ht., h = 13.00 ft a = 9.5
Max. Truss Span, Lo = 7.00 ft Kd = 0.85 Kt = 1.00
KZ = K 1= 0.85
Min. building width: B = 43.08 ft Roof pitch x/12, x = 4.00 in.
Min. of 0.1•13 vs 0.4 h = 4.31 ft 0 = 18.43° 0% red.
Max. of 0.04-B or 3 ft = 3.00 ft Roof parapet height, hp = 0.00 ft
Then Zone 5 width a = 4.31 ft --
Enclosure Condition : 3 (GCP;) [+j = 0.18
Overhang: 1.00 ft (GCp) [- I = -0.18
Overhang (GCpl) = 0.00
Are press. on zone 4-5 for windows? N Max. Cladding Area:
Conditions and parameters
Zone
Roof Areas
Walls
0 < 7°
7<0�527
27<0<45
flag -+
0.00
1.00
0.00
10
Zone 1:
(wall 4,5)
0.00
-0.90
0.00
1.00
0.00
-0.80
0.00
0.70
Zone
wall 4
0.00
-1.20
0.00
-0.80
Zone 3:
(wall 5)
0.00
-2.60
0.00
-1.40
0.00
-2.00
0,00
-0.80
Zone 1,2,3
Pos.Press.
0.30
0.50
0.90
100
0.20
0.30
0.80
500
Max. Wall Area:
(Calculation of wind pressure for Ultimate Wind Velocity:
Basic Veloc. Pressure: q= m 0.00256-KZ Kn Kd-V' qh = 66.57 psf p - pint = gh•[(GCP) - (GCPJ1
Calculation of wind pressure for Service Wind Velocity:
Factor to affect Ultimate Pressure, S = 0.60 (From 'Input' sheet) p,eN' S • pint
Note: Kd is used in conjunction with ASCE load combinations. See sheet'Load'
0
Mark
Edge
Distance
Ift]
Effective
Width
[ft
Cladding
Length
[ft]
Effective
Area
[ftq
%Cladd.
in
Zone 2
(GCp) [+]
Zone 1,
2 and 3
(GC) [ j
uldmab Pressure
service Pressure
p [+j
psf )
p [-]
I pof
p [+j
[psf
p [-]
f
Zone 1
Zone 2
Zone 3
Roof Zone 1
4.311
2.33
7.00
1.52
0.00
0.50
-0.90
-1.70
-2.60
38.5
-61.1
23.1
-36.7
Roof Zone 2
0.00
2.33
7.001
1.52
100.001
0.50
-0.90
-1.70
-2.60
38.5
-106.4
23.1
-63.8
Roof Zone 3
0.00
2.33
7.00
1.52
0.00
0.50
-0.90
-1.70
-2.60
38.5
-157.3
23.1
.94.4
1st Int, Rafter
1.00
2.33
7.00
16.31
100.00
0.46
-0.88
-1.59
-2.47
36.1
1 -100.3
21.6
-60.2
Other Int. Rafters
3.00
2.33
7.00
16.31
56.14
0.46
-0.88
-1.59
-2.47
36.1
1 -82.6
21.6
-49.6
(') Claddings in this program are defined as attachments or elements other than wall and roof framing structures.
Notes: 1. Plus or minus signs indicate pressure acting toward and away from the surface, respectively.
2. Pressure values given on the last two columns have the influence of Zone 2 (only) included. See note 3 below.
3. Claddings, within zone 3 and/or w/areas affected by zone 2 on more than one side must be analized separately.
WIND LOAD PRESSURE ON OVERHANG
0<79
7<0<27<
Apply
UltPress.
Serv.Press.
fa -+
0.00
1.00
0.00
Mark
%OH in
ea. Zone
Overhang (GCp) [-]
p I
psf
P I -I
psf
Roof 1:
(wall 4,5)
0.00
0.00
0.00
0.00
Zone 1
Zone 2
Zone 3
0.00
0.00
0.00
0.00
Roof Zone 1
0.00
0.00
-2.20
0.0
Roof 2:
(wall 4)
0.00
-2.20
0.00
-2.20
Roof Zone 2 at mid area
100.00
0.00
-2.20
-124.5
-74.7
0.00
-2.20
0.00
-2.20
Roof Zone 2 at comer
0.00
-2.20
-3.70
--
0.0
Roof 3:
(wFall 5
0.00
-3.70
0.00
-3.70
Roof Zone 3
100.00
-2.20
-3.70
-209.3
-125.6
0.00
-2.50
0.00
-2.50
GO,
0
Project: KEVIN PINEIRO
Task: CALCULATIONS
STRUCTURAL DESIGN LOADS
ROOF TRUSS OR RAFTER LOADS
DEAD LOAD
Trusses/Rafters
5 psf
Mech. ducts & Misc.
5 psf
Cig. & Insul.
5 psf
Roofing
10 psf
Factored Load
Total DL =
25 psf 1.2
30.0 psf
LIVE LOAD
30 psf 1.6
48.0 psf
Total:
55 psf 1.42
78.0 psf
WIND LOAD
As per attached Wind Pressure Calculation. See Sheet'CladLo'
WIND NET UPLIFT (For 1-story areas)
ASCE 7-10 Applicable Load Combination:
Comb. 7: 0.613 + 0.6W
D = Dead Load
W = Wind Load
0.61) =
15 psf
Designer's selection of Minimum D.L. for uplift calc.:
Use 0.61) or 10.0
psf whichever is smaller
Roof Zone 1 x 0.6 =
-36.7 psf
Less minimum DL
10.0 psf
Net Uplift =
-26.7 psf
Roof Zone 2 x 0.6 =
-63.8 psf
Less minimum DL
10.0 psf
Net Uplift =
-63.8 psf
Project: KEVIN PINEIRO
Task: CALCULATIONS
TRUSS REACTION CALCULATION
USING COMPONENT & CLADDING FORCES (FBC-2014 & ASCE 7-10)
GRAVITY LOADS From Sheet'Load':
Net Total Load, w = 55 psf
NET UPLIFT REACTIONS U = Net Uplift Reaction
G = Gravity Reaction
Type Yes for application of the note below
Note: Factor of 0.6 to ultimate wind -speed pressure has ALREADY been applied on sheet'Load'
From Sheet 'Load': Net Zone 1 UpW- pl _ -26.70 psf
From Sheet'Load': Net Zone 2 Uplift: p2 = -53.80 psf
From Sheet'CladLo': a = 4.31 ft
To account for Zone 2 at interior areas, p, Is affected by c = 1+(4a/LT)(P2-PIYP1
For Jack and Hip Trusses, p, is affected by c = 1+(2a/LT)(Pz-Pl)/Pr
Max. value of c = 1 + ("i)lpr (when 4a > LT) for regular trusses
Max. value of c = 1 + (p2-pr)/pr (when 2a > LT) for jack trusses or monoslope roofs
For Girder -Trusses b = Trib. Width
Uplift is a function of Gravity Reaction G as follows:
U = [(cp1/w)-G + (p2-pt)*aobl = -0.485-c-0 416.7•b Lb
Note: Where Zone 2 at support does not apply, 2nd factor is set to zero
For all Typical Trusses
Uplift is a function of Gravity Reaction G as follows:
U = ([cp1 + (2•a/LT)-(p2-p1)l / w)-G= (-0.48b►c 4.245/L T) • G Lb
Note: Where Zone 2 at support does not apply, 2nd factor is set to zero
N
TRUSS AND RAFTER REACTIONS
Rafter 1 -
i Wind Uplift Wind Uplift Wind Upfift Wind Uplift Wind Uplift
Zone 2, a = 4.31 ft Zone 1 Zorte 2, 2a = 8.62 tt Zone 1 Zone 2, a = 4.31 ft
i
Gravity Uniformly DistributedLoad
l
6 �hb h, h �bb h, h �hb h,
0.00
7.00
1.00 —�
Span, L = 7.00 ft
(C. to C. supports)
Overhang, Lo = 1.00 ft
C. supp. To edge, One Side Only
Side: O
Tniss Spacing, b = 3.00 ft
(Side: O=One, B=Both)
Single Overhang is always assumed at the R.lGHT sine
Member Type: T ( T =buss,
G = Girder -truss )
(See calc. of uplift
Total LT = 7.00 + 1.00 =
8.00 ft Apply
factors above)
c = 2.01 Zone 2
Net Uplift
RL = 55.00.3.00.7.00 / 2 =
578 Lb Y
-871 Lb
RR = 55.00.3.00-(7.0012 + 1.00) =
743 Lb Y
-1,120 Lb
H-1
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Steel Beam Design '�+: C 1lAerSWW1 r VlnuaWowmenMWNERCALC Data FileM13740 sw farms roadwo.wA
ENERCALC. WC. 1983.2010. Ver. 6.1.03
Description: W 12X30 GRAVITY DESIGN
Material Properties _ _
Analysis Methoftowabie Stress Design
Beam Bracing Completely Unbraced
Bending Axis: Ma;or Axis Bending
Load CombinatR006 IBC 8 ASCE 7-05
_Calculations per IBC 2006. CBC 2007,13th AISC
Fy : Steel Yield _ b0.0 ksi
E: Modulus: 29,000,0 ksi
,, span .19.50 ft
W12X26
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Load for Span Number 1
Uniform Load: D - 0.120, Lr m 0,090 k/tt, Tributary Width = 1.0 ft, (gravity)
Poem Load; D - 0.490, Lr •• 0.390 k @ 3.0 ft. (gravity)
Point Load: D - 0.490, Lr a 0.390 k @ &0 ft, (gravity)
Point Load., 0 - 0.490, Lr a 0.390 k CP 9.0 ft, (gravity)
Point Load: D = 0.490, Lr = 0.390 k @ 12.0 ft, (gravity)
Point Load: D = 0.490. Lr - 0.390 k @ 15.0 ft, (gravity)
Point Load: D - 0.490, Lr - 0.390 k @ 18.0 ft, (gravity)
DESIGN SUMMARY
L
x :r�r�-�►s
Maximum Bending Stress Ratio
0.656: 1 Maximum Shear Stress Ratio
0.092 : 1
Section used for this span
W12X26
Section used for this span
W12X26
Mu. Applied
25.163 k-ft
Vu : Applied
5,144 k
Mn / Omega : Allowable
38.343 k-ft
Vn/Omega: Allowable
56.120 k
Load Combination
+D+Lr+H
Load Combination
+D+Lr+H
Location of maximum on span
9.068ft
Location of maximum on span
19500 ft
Span # where maximum occurs
Span # 1
Span # where maximum occurs
Span # 1
Maximum Deflection
Max Downward L+Lr+S Deflection
0.122 in Ratio -
1924
Max Upward L+Lr+S Deflection
0.000 in Ratio -
0 <360
Max Downward Total Deflection
0.293 in Ratio =
799
Max Upward Total Deflection
0.000 in Ratio -
0 <240
Maximum Forces & Stresses for Load Comt
Load Combination Max Stress Ratios ' - -
Summary of Moment Viiues
�� -
Summary o"�TS-hear Pslues
Segment Length Span 4 M V Mmax+
Mmax - Ma - Max Mnx Mnx/Omega Cb Am
Va Max
VnxVnx/Omega
Overall lul- mum rive opi`
Dsgn. L - 19.50 ft 1 0.666 0.092 25.16
25.16 64.03
38.34 1.00 1.00
5.14
84.18 56.12
+D
Dsgn. L - 19.50 ft 1 0.383 0.054 14.70
14.70 64.03
38.34 1.001.00
3.01
84.18 56.12
+D+L+H
Dsgn. L - 19.50 ft 1 0.383 0.054 14.70
14.70 64.03
38.34 1.00 1.00
3.01
84.18 66.12
+D+Lr+H
Dsgn. L - 19.50 ft 1 0.656 0.092 25,16
25.16 64.03
36.34 1.00 1.00
5.14
84.18 56: t 2
+D+0.750Lr+0.750L+H
Dsgn. L - 19.50 ft 1 0.588 0.082 22.55
22.55 64.03
38.34 1.00 1.00
4.61
84,18 56.12
Overall Maximum Deflections- Unfactored Loads
Load Span Max. ' " Dell Location
nation_,w...
in Span Load Combination
Max. "+" Deft Location in Span
�mmm _ _ __ _ �_._.
D+l.Com
1 p.2927
9.848 .__ .__
__ ._..�._ _,,.._.�
0.(W-
__
0.000
Vertical Reactions - Unfactored
Support notation : Far left is #
Values in KIPS
Load Combination Support 1 Support 2
NiviA MAXimum ` 039_ _-.._ SX44--
D Only 2.781 3.007
Lr Only 1.958 2 138
D+L+Lr 4,738 5.144
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Title :
Dsgnr:
Project Desc.:
Project Notes :
Job #
Material Properties _ Calculations per t8C 2006, CSC 200.7,13th AISC
Analysis MethoAllowable Stress Design Fy :Steel Yield 50.0 ksi
Beam Bracing Completely Unbraced E: Modulus: 29,000.0 ksf
Bending Axis : Major Axis Bending
Load Combinatl2006 IBC & ASCE 7-05
Span - 19.50 It
W 12M
Applied Loads Service loads entered_. Load Factors will be applied for calculations.
Beam self weight calculated and added to toads
Load for Span Number 1
Uniform Load: W - -0.120 k/tt, Tributary Width - 1.0 ft, (UPLIFT)
Point Load: W = -1,050 k Q 3.0 It, (gravity')
Point Load: W - -1.050 k Q 6.0 it, (grav-y)
Point Load: W - -1.050 k Q 9.0 It, (gravity)
Point Load: W = -1.050 k Q 12.0 ft, (gravity)
Point Load: W •. -1.050 k Q 15.0 ft, (gravity)
Point Load: W = -1.050 k @ 18.0 ft, (gravity)
DESIGN SUMMARY
. .
Maximum Bonding Stress Rato
0.552: 1 Maximum Shear Stress Ratio =
0.077 :1
Section used for this span
W12X26
Section used for this span
W12X26
Mu : Applied
21.147 k-ft
Vu : Applied
4.308 k
Mn i Omega: Allowable
38.343 k-ft
Vn/Omega : Allowable
56.120 k
Load Combination
+D+W+H
Load Combination
+D+W+H
Location of maximum on span
9.068ft
Location of maximum on span
19.500 ft
Span # where maximum occurs
Span # 1
Span # where maximum occurs
Span # 1
N.aximum Detection
Max Downward L+Lr+S Deflection
0 000 in Ratio -
0 <360
Max Upward L+Lr+S Deflection
0.000 in Ratio -
0 <360
Max Downward Total Deflection
0.014 in Ratio -
16211
Max Upward Total Deflection
-0.260 in Ratio -
9'3t
Maximum Forces & Stresses for Load Comt
Load Combination Max Stress Ratios ottomerit Valuei-
Summary of eater aiues
Segment Length Span # �M
_Summary
V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm
Va Max VnxVnV0mega
Ovea1TM Emrelope__,_._
Dsgn. L . 19.50 ft 1 0,552
0.077 -21.15
21.15 64.03 38.34 1.001.00
4.31 84.18 56.12.
+D
Dsgn. L - 19.50 ft 1 0.032
0,005 1.24
1.24 64.03 38.34 1.001.00
0.25 84.18 56.12
+D+L+H
Dsgn. L - 19.50 ft 1 0.032
0.005 1.24
1.24 64.03 38.34 1.00 1.00
0.25 84.18 56.12
+D+Lr+H
Dsgn. L - 19.50 ft 1 0.032
0.005 1.24
1.24 64.03 38.34 1.00 1.00
0.25 84.18 56.12
+D+W+H
Dsgn. L - 19.50 It 1 0.552
0.077 -21.15
21.15 64.03 38.34 1.00 1.00
4.31 84.18 56.12
+D+0.750Lr+0.750L+0.750W+H
Dsgn. L - 19.50 ft 1 0.406
0.056 -15.55
15.55 64.03 38.34 1.00 1.00
3.17 84.18 56.12
+D+0.750L+0.750S+0.750W+H
Dsgn. L - 19.50 it 1 0.406
0.056 -15.55
15.55 64.03 38.34 1.00 1.00
3.17 84.18 56.12
+0.60D+0.60W+H
Dsgn. L - 19.50 ft 1 0.331
0.046 -12.69
12.69 64.03 38.34 1.00 1.00
2.59 84.18 56.12
_ _Overall Maximum Deflections - Unfactored Loads
Load Combination Span Max. "-' Defl Location In Span__ _
_
L_oad Combinations ^ Max. "+" Doff Location In Span
__. _1,
0.0W 0.006
W Onry _-
-0.2598_ - 9.8'48'
a
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Steel Beam Design
Description :
Title : Job #
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Project Notes
1740 •W
INC. t91
'Vertical Reactions - Untactored
Support notation : Far left is # Values in KIPS
—Load combination Support 't '
Support 2
'OveraIIMA)(imum_._... _ .__ 4.M
_ .4.569
❑ Only 0.254
0.254
W Only -4.078
.4.562
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Title Block Line 6
Piloted: 15 JAN 2017. 915M
Steel Column
lkC ERCALCD•taRleshrMOneirmec66
ENERCALG 1NC.19e3.2010.1hr. 6.1.03
License•
Description ; NEW STEEL COLUMN
General Information
Code Ref : 2006 IBC, AISC Manual 13th Edition
Steel Section Name: HSS4X4X114
Overall Column Height 13.50 ft
Analysis Method: 20061BC & ASCE 7-05
Top & Bottom Fixity Top & Bottom Pinned
Steel Stress Grade
Fy : Steel Yield 46.0 ksl
Brace condition for deflection (buckling) along columns:
E : Elastic Bending Modulus 29,000.0 ksi
X-X (width) axis : Unbraced Length for X-X Axis buckling=13.5ft, K =1.0
Load Combination: Allowable Stress
Y-Y (depth) axis :Unbraced Length for Y-Y Axis buckling =13.5 ft, K =1.0
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
_
Column self weight included :164.44 Ibs' Dead Load Factor
AXIAL LOADS ...
GRAVITY: Axial Load at 13.50 ft, D = 2.960, LR = 2.140 k
DESIGN SUMMARY
Bending & Shear Check Results
PASS Max. Axial+Bending Stress Ratio =
0.1216 : 1 Maximum SERVICE Load Reactions..
Load Combination
+D+Lr+H Top along X-X 0.0 k
Location of max.above base
0.0 ft Bottom along X-X 0.0 k
At mamum location values are ...
Top along Y-Y 0.0 k
Pu : Axial
5.264 k Bottom along Y-Y 0.0 k
PnI Omega :Allowable
43.2 k
Mu-x : Applied
0.0.0 k-ftMaximum SERVICE Load Deflections ...
Mn-x 1 Omega: Allowable
10.765 k-ft Along Y-Y 0.0 in at O.Oft above base
f
or load combination:
Mu-y :Applied
0.0 k-ft
Mn-y I Omega: Allowable
10.765 k-ft Along X-X 0.0 in at O.Oft above base
for load combination:
PASS Maximum Shear Stress Ratio =
0.0 :1
Load Combination
Location of max.above base
0.0 ft
At maximum location values are ...
Vu : Applied
0.0 k
Vn I Omega: Allowable
0.0 k
Load Combination Results
Maximum Axial + Bending Stress Rados Maximum Shear Ratios
Load_ Combination _ Stress Ratio
Status Location Stress Ratio Status Location
+D 0.072
PASS 0.00 ft 0.000 PASS 0.00 ft
+D+L+H 0.072
PASS 0.00 ft 0.000 PASS 0.00 ft
+D+Lr+H 0.122
PASS 0.00 ft 0.000 PASS 0.00 ft
+D+0.75OLr+0.750L+H 0.109
PASS 0.00 ft 0.000 PASS 0.00 ft
Maximum Reactions - Unfactored
Note: Only non -zero reactions are listed.
_
X-X Axis Reaction Y-Y Axis Reaction
Load Combination @ Base
@ Top @ Base @ Top
D Only
Lr Only
Maximum Deflections for Load Combinations - Unfactored Loads
Load Combination Max. X-X Deflection Distance
Max. Y-Y DelecOon Distance
D Only 0.0000 In
0.000 it 0.000 in 0.000 It
Lt Only 0.0000 in
0.000 ft 0.000 in 0.000 ft
Steel Section Properties : HSS4X4X114
Title Block'Une,I
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Title Block Une 6
Printed; 15 JAN 20W. 9.35MA
Steel Column � Q�"�W�"+ale'E'&RCALC DOO F**Va M Wair&SOs
RMCL MQ 1993-4010. ver U.03
Description: NEW STEEL COLUMN
Steel Section Procertlos : MOON
Depth
= 4.000 in
I xx =
7.80 1nA4 J = 12.800 inA4
Web Thick
= OM in
S xx =
3.90 inA3
Flange Width
= 4.000 In
R xx
I b20 in
Flange Thick
- 0.250 in
Area
- 3.370 InA2
I yy =
7.800 InA4
Weight
= 12.181 pH
S yy =
3.900 InA3
R yy =
1.520 in
Ycg = 0.000 in
Loads are rota enterod VAM. An do not are WleNe dieclbn.
job #
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Title Block Line 6 Prit ed: l5 JAN 201 T. 9 59MA
Wall Footing Deli' to --------i-- RIB, re1���Er�xco�FksVm rlwWMAXs
9 $ ENBMuC. we 19e3-2oI0. Ver: 6.1.03
Desciipbon : CHECK EXISTING FOTING AT CHIMNEY
General Information Calculations per IBC 2006. CBC 2007, ACI 318-05
Material Properties
Soil Design Values
fc : Concrete 28 day strength
= 3.0 kst
Allowable Soil Bearing =
2.0 ksf
Fy : Rebar Yield
= 60.0 ksi
Increase Bearing By Footing Weight =
Yes
Ec : Concrete Elastic Modulus
= 3.122.0 ksi
Sal Passive Resistance (for Sliding) =
250.0 pcf
Concrete Density
= 145.0 pcf
SdUConcrete Friction Coeff. =
0.30
(D Values Flexure
= 0.90
Shear
= 0.850
Increases based on footing Depth
Analysis Settings
Refers Depth below Surface
Min Steel % Bending Reinf.
= 0.00140
Allow. Pressure Increase per foot of depth -
ksf
Min Allow % Temp Reinf.
= 0.00180
when base footing is below =
it
Min. Overturning Safety Factor
= 1.50 :1
Increases based on footing Width
Min. Overturning Safely Factor
= 1.50 :1
Allow. Pressure Increase per foot of width =
ksf
AuloCalc Footing Weight as DL
Yes
when footing is wider than =
ft
Dimensions
Reinforcing
Footing With =
1.330 it Footing Thicknes
= 10.0 in Bars along X-X Axis
Wall Thickness =
4.0 in Rebar Centerline to Edge of Concrete.. Number of Bare
= 1,0
Wall center offset
at Bottom of footing = 3.0 in Reinforcing Bar Size
= # 5
from center of footing =
0 in
r
s•
� ssns
Z
Applied Loads
0 Lr L
S
W E H--------
P : Column Load
=
1.360 1.0
k
OB : Overburden
=
ksf
V-x
=
k -
M-zz
=
k-ft
Vx applied =
In above top of footing
DESIGN SUMMARY
Min. Ratio
Item
Applied
Capacity
Governing Load Combination
PASS 0.8936
Soil Bearing
1.895 ksf
2.121 ksf
+D+Lr+H
PASS n/a
Overturning - Z-Z
0.0 k-ft
0.0 k-ft
No Overturning
PASS n/a
Sliding - X-X
0.0 k
0.0 k
No Sliding
PASS n/a
Uplift
0.0 k
0.0 k
No Uplift
'PASS 0.01637
Z Flexure (+X)
0.3197 k-ft
19.530 k-ft
+1.20D+1,60Lr+0.50L
PASS 0.01637
Z Flexure (-X)
0.3197 k-ft
19.530 k-ft
+1.20D+1.60Lr+0.50L
PASS n/a
1-way Shear (+X)
0.0 psi
93.113 psi
n/a
PASS 0.0
1-way Shear (-X)
0.0 psi
0.0 psi
n/a
0
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i iiin • inn $
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Project Desc.:
Project dotes
Title Bloa Line 5 P nMd 15 M4 2017, 9.53AM
Wall Footing Design Fri: CData Fks*e*Onekov*
9 ENERCALC, INC.19E3-MO, Ver: U.03
Description : CHECK EXISTING FOTING AT CHIMNEY
DeWlied Results
Soil Bearing
Gross Allowable
Stress Actual I Allowable
-X Ratio
Z-Z. +D
2.121 ksf
0.0 in
1.143 ksf
1.143 ksf
0,539
Z-Z. +D+L+H
2.121 ksf
0.0 in
1.143ksf
1.143 ksf
0.539
Z-Z. +D+Lr+H
2.121 ksf
0.0 in
1.895 kst
1.895 list
0.894
Z-Z, +D+0,750Lr+0.750L+H
2.121 ksf
0.0 in
1.707 ksf
1.707 ksf
0.805
_Overturning Stability
-
------•--� ._
� -_-. __
_.-
Rotation Axis &
Load Combination...
Overturning Moment
Resisting Moment Stability
Ratio
Status
Footing Has NO Overturning
_Sliding Stability
_
Force Application Axis
Load Combination...
_ _
Sliding Force
Resisting Force Sliding SafetyRatio
Status
Footing Has NO Sliding
Footing Flexure
Footing flexure
Which
Tension @ Bot.
Load Combination...
Mu Side ?
or Top? As Req'd
Gvm. As Actual As
Phi•Mn Status
Z-Z, +1.40D
0A 988 k-ft
-X
Bottom
0.0084 in2/ft
Caldd Bendirw
0.6200 in2di
19.530 k4t
OK
Z-Z• +1.40D
0.1988 k-ft
+X
Bottom
0.0084 in2At
Caldd Bending
0.6200 WA
19.530 k-ft
OK
Z-Z. +1.20D40.50Lr+1.60L+1.60H
0.2170 k-ft
-X
Bottom
0.0092 in2lft
Caldd Bending
0.6200 in2ift
19.530 k-ft
OK
Z-Z- +1.20D+0.50Lr+1.60L+1,60H
0.2170 k-ft
+X
Bottom
0.0092 in2ift
Caldd Bending
0.6200 in2Xt
19.5W k4l
OK
Z-Z, +1.20D+1.60Lr+0.50L
0.3197 k-ft
-X
Bottom
0.0135 in2lft
Caldd Bendina
0.6200 in2lft
19.530 k-ft
OK
Z-Z, +1.20D+1.60Lr+0.50L
0.3197 k-ft
+X
Bottom
0,0135 in2tft
Caldd Bending
0.6200 in2lft
19.530 k-ft
OK
One Way Shear
Load Combination...
Vu @ -X
Vu @
+X
Vu:Max
Phi Vn Phi*Vn I Vu
Status
+1.40D
0.0 osi
0.0 Dsi
DSi 0.0
osi 93.113 osi
0.0
OK
+1.20D+0,50Lr+1,60L+1.60H
0.0 osi
0.0 Dsi
Dsi 0.0
Dsi 93.113 Dsi
0.0
OK
+1.20D+1,60Lr40,50L
0.0Dsi
0.0vs1
Dsi 0.0
Dsi 93.113Dsi
0.0
OK
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Title: Job #
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Project Desc.:
Project Notes:
Title Block Line 6 Pdrftd:15 AN 2017, WOWA
General Footing Design Fie:QRJWS%Adrnisi6>io�lCbasnerrts*WEWALCOda FdW*vm*o o.ee6
g g EWRMC, W- i902010. Ver. 6.1,W
Nation: Co F00T1NG ("t.ou' SMO C%DILJWrl
General Information 6 ravL Calculations per IBC 2006, CBC 2007, ACt 318-05
Material Properties
Sail Design Values
f c : Concrete 28 day strength =
3.0 ksi
Allowable Sal Bearing
- 2.0 ksf
Fy : Rebar Yield =
60.0 ksi
Increase Bearing By Footing Weight
= No
Ec : Concrete Elastic Modulus =
3,122.0 ksi
Soil Passive Resistance (for Sliding)
= 250.0 pcf
Concrete Density =
145.0 pcf
SdUConcrete Friction Coeff.
= 0.30
(D Values Flexure =
0.90
Shear =
0.750
Increases based on footing Depth
Analysis Settings
Reference Depth below Surface
= 0.0 It
Min Steel % Bending Reinf. =
0.00140
Allow. Pressure Increase per foot of depth
= 0.0 kst
Min Allow % Temp Reinf. =
0.00180
when base footing is below
= 0.0 It
Min. Overturning Safety Factor =
1.50 :1
Min. Sliding Safety Facto =
1.50 :1
Increases based on footing Width
AutoCalc Footing Weight as DL
Yes
Allow. Pressure Increase per foot of width
= 0.0 ksf
AutoCalc Pedestal Weight as DL
No
when footing is wider than
= 0.0 ft
Dimensions
Width along X-X Axis =
2.0 ft
Length along Z-Z Axi =
2.0 ft
j -
--
Fooling Thicknes =
12.0 in
!
Load location offset from footing center...
ex: Along X-X Axis =
0 in
ez : Along Z-Z Axis =
0 in
Pedestal dimensions...
px : Along X-X Axis =
0.0 in
pz : Along Z-Z Axis =
0.0 in
Height
0.0 in
rn
Rebar Centerline to Edge of Concrete..
- --
at Bottom of footing =
3.0 in
•_-.. _ ._.
-�
_ _
_.....�
Reinforcin
Bars along X-X Axis
Number of Bars = 3.0
Reinforcing Bar Size = # 5
Bars along Z-Z Axis
Number of Bar: = 3.0
Reinforcing Bar Size = # 5
Bandwidth Distribution Check (AC115.4.4.2)
Direction Requiring Closer Separation n/a
# Bars required within zone n/a
# Bars required on each side of zone n/a
NDDIied Loads
X-X section Loot ft ro *Z
Z-Z section LookN,g to •x
D
Lr
_ L
S
W _
E
H
P : Column Load
= 2.960
2.140
0.0
0.0
0.0
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
0.0
0.0
0.0 k
V-z
= 0.0
0.0
0.0
0.0
0.0
0.0
0:0 k
rz
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Title Block Line 6 PrfWal,15 AN 2017, IC 05AM
General Footin Desi RMQ NEWALC091nuWvh*wlo.ec6
9 9n raM&C, INC iM2o10, Wr 6.1.03
Description: -None-
DESIGN SUMMARY
_1 0 r . !461 NN,
Min. Ratio
Item
Applied
Capacity
Governing Load Combination
PASS
0.710
Sal Bearing
1.420 ksf
2.0 ksl
+D+Lr+H
PASS
n/a
Overturning - X-X
0.0 k-it
0.0 k-ft
No Overturning
PASS
nla
Overturning - Z-Z
0.0 k-ft
0.0 k-ft
No Overturning
PASS
n/a
Sling - X-X
0.0 k
0.0 k
No Sliding
PASS
n/a
Sliding - Z-Z
0.0 k
0.0 k
No Sliding
PASS
n/a
uplift
0.0 k
0.0 k
No Uplift
PASS
0.07040
Z Flexure (+X)
0.9588 k-ft
13.620 k-ft
+1.20D+1.60L.r+0.50L
PASS
0.07040
Z Flexure (-X)
0.9588 k-ft
13.620 k-ft
+1.20D+1,60Lr+0.50L
PASS
0.07040
X Flexure (+Z)
0.9588 k-ft
13,620 k-ft
+1.20D+1.60Lr+0.50L
PASS
0.07040
X Flexure (-Z)
0.9588 k-ft
13.620 k-ft
+1.20D+1.60Lr+0.50L
PASS
0.05188
1-way Shear (+X)
4.262 psi
82,158 psi
+1.20D+1.60t r+0.50L
PASS
0.05188
1-way Shear (-X)
4.262 psi
82.158 psi
+1.20D+1.60Lr+0.50L
PASS
0.05188
1-way Shear (+Z)
4.262 psi
82.158 psi
+1.20D+1.60Lr+0.50L
PASS
0.05188
1-way Shear (-Z)
4.262 psi
82.158 psi
+1.20D+1.60Lr-450L
PASS
0.1226
2-way Punching
20.139 psi
164.32 psi
+1.20D+1.64Lr+0.50L
Detailed Results
Soil
3
Gross Allowable
-X Rallo
X-X, +D
2.0
n/a 0.0
0.8850
0.8850
n/a
n/a
0.443
X-X, +D+L+H
2.0
n/a 0.0
0.8850
0.8850
n/a
n/a
0.443
X-X, +D+Lr+H
2.0
nla 0.0
1.420
1.420
n/a
n/a
0.710
X-X. +D+0.750Lr+0.750L+H
2.0
n/a 0.0
1.286
1.286
n/a
n/a
0.643
Z-Z. +D
2.0
0.0 n/a
n/a
n/a
0.8850
0.8850
0.443
Z-Z. +D+L+H
2.0
0.0 n/a
n/a
n/a
0.8850
0.8850
0.443
Z-Z, +D+Lr+H
2.0
0.0 n/a
n/a
n/a
1.420
1.420
0.710
Z-Z, +D+0.750Lr+0.750L+H
2.0
0.0 n/a
n/a
n/a
1.286
1.286
0.643
Overturning Stability
Rotatbn Axis lt<--
Load Combination...
Overturning Moment
Resisting Moment
Stability
Ratio
Status
Footing Has NO Overturning
_
Sliding Stability
Force Application Axis
Load Combination...
Sliding Force
Resisting Force
Sliding SafetyRatio
Status
Footing Has NO Sliding
Footing Flexure
Footing Flexure
Which
Tension @ Bot
u
Load Combination...
Mu
Side ?
or Top ?
As Req'd
Gvm. As Actual As
Phi`Mn
Status
X-X. +1.40D
0.6194 k-ft
+Z
Bottom
0.02 in21(t
ACI 10.5
0.47 in2/ft
13.620 k-ft
OK
X-X. +1,401)
0.6194 k-ft
-Z
Bottom
0.02 in2lit
ACI 10.5
0.47 in2lft
13.620 k-ft
OK
X-X. +1.20D+0.50Lr+1.60L+1.60H
0.6646 k4l
+Z
Bottom
0.02 in2/ft
ACI 10.5
0.47 in2/ft
13.620 k-ft
OK
X-X. +1.20D+0.50Lr+1.60L+1.60H
0MA6 k-ft
-Z
Bottom
0.02 in2/ft
ACI 10.5
0.47 in2tft
13.620 k-ft
OK
X-X, +1.20D+1.60Lr+0.50L
0.9588 k-ft
+Z
Bottom
0.03 in2lft
ACI 10.5
0.47 In2/ft
13.620 k-ft
OK
X-X. +1.20D+1.60Lr+0.50L
0.9588 k-ft
-Z
Bottom
0.03 in2/ft
ACI 10.5
0.47 in2/ft
13.620 k-ft
OK
Z-Z, +1.401)
0.6194 k-ft
-X
Bottom
0.02 in2/ft
ACI 10.5
0.47 in2lft
13.620 k-ft
OK
Z-Z. +1.40D
0.6194 k-ft
+X
Bottom
0.02 in2/ft
ACI 10.5
0.47 in2/it
13.620 k-ft
OK
Z-Z. +1.20D+0.50Lr+1.60L+1.60H
0.6646 k-ft
-X
Bottom
0.02 in2lft
ACI 10.5
0.47 in2/ft
13.620 k-ft
OK
Z-Z, +1.20D+0.50Lr+1.60L+1.60H
0,6646 k-ft
+X
Bottom
0.02 in2/ft
ACI 10.5
0.47 in2/ft
13.620 k-ft
OK
Z-Z +1.20D+1.60Lr+0.50L
0.9588 k-ft
-X
Bottom
0.03 in2/ft
ACI 10.5
0.47 in2/ft
13.620 k-ft
OK
Z-Z. +1.20D+1.60Lr+0.50L
0.9588 k-ft
+X
Bottom
0.03 in2/ft
ACI 10.5
0.47 in2/ft
13.620 k-ft
OK
One Way Shear
Load Combination...
Vu @ -X Vu @ +X
Vu @ -Z
Vu @ +Z
Vu:Max
Phi Vn Phi'Vn / Vu
Status
+1.40D
2.753 Dsi 2.753 Dsi
2.753 osi
2.753 osi
2.753 osi
82.158 Dsi 0,03351
OK
+1.20D+0.50Lr+1.60L+1.60H
2.954 Dsi 2.954 osi
2.954 Dsl
2.954 osi
2.954 Dsi
82.158 osi 0.03596
OK
+1.20D+1.60Lr+0.50L
4.262 Dsi 4.262 Dsi
4.262 osi
4,262 osi
4.262 Dsi
82.158 osi 0,05188
OK
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General Footing Design
tmaiption : `NO1114-8
Punching Shear
Title : Job #
Dsgnr.
Project Desc.:
Project Notes:
Pditd: 15 JAN 2017. 10:05A61
Wl 1%3-2010, Ver. &IM
Load Combination...
Vu
PhrVn
Vu / Phi'Vn _
Status
+1.401)
13.009 Dsi
164.32osi
0.07917
OK
+1.20D+0.50Lr+1,60L+1.60H
13.960 psi
164.32Dsi
0.08496
OK
+1.20D+1.60Lr+0.50L
20.139 Dsi
164,32usi
0,1226
OK
M)
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Title Block Line 6 w ts,aw 2017. cn:2)AM
General Footing Design
Description : NEW FOOTING BELOW STEEL COLUMN
General information
Material Properties
fc : Concrete 28 day strength =
Fy : Rebar Yield =
Ec : Concrete Elastic Modulus =
Concrete Density -
(D Values Flexure -
Shear =
Analysis Settings
Min Steel % Bending Reinf. _
Min Allow % Temp Reinf. -
Min. Overturning Safety Factor =
Min. Sliding Safety Factor =
AutoCalo Footing Weight as DL
AutoCalo Pedestal Weight as DL :
Dimensions
Width along X-X Axis =
Length along Z-Z Axi =
Footing Thicknes
Load location offset from footing center...
ex : Along X-X Axis =
ez : Along Z-Z Axis =
Pedestal dimensions...
px : Along X-X Axis =
pz : Along Z-Z Axis
Height -
Rebar Centerline to Edge of Concrete..
at Bottom of footing -
Reinforcin
3.0 ksi
60.0 ksi
3,122.0 ksi
145.0 pcf
0.90
0.750
0.00140
0.00180
1.50 :1
1.50 :1
Yes
No
4.0 it
4.0 it
10.0 in
0 in
0 in
in
in
in
3.0 in
Bars along X-X Axi;
Number of Bar. =
3.0
Reinforcing Bar Size - #
5
Bars a" Z-Z Axis
Number of Bars =
3.0
Reinforcing Bar Sizc = #
5
Bandvridth Distribution Check (AC115.4.4.2)
Direction Requiring Closer Separation
n/a
# Bars required within zone
n/a
# Bars required on each side of zone
n/a
Applied Loads
Mica
Calculations Der ISC
Soil Design Values
Allowable Soil Bearing
Increase Bearing By Footing Weight
Sal Passive Resistance (for Sliding)
SallConcrete Friction Coetf.
Increases based on footing Depth
Reference Depth below Surface
Allow. Pressure Increase per foot of depth
when base footing is below
Increases based on footing Width
Allow. Pressure Increase per foot of width
when fooling is wider than
i
k
i
xj
i
i
i
D Lr _ L
P : Column Load 6.480 0.0
OB : Overburden =
M-xx
M-zz -
Vx =
V z. _
E
Date Fleftwin pindto.ec6
tW-1963.201k ver.6.1.03
CBC 2007, ACI 318-05
2.0 ksf
No
250.0 pcf
0.30
it
ksf
it
kst
it
S _W _ E H
-4.350' k
ksf
.... k-ft _..._.
k-ft
k
k
Title Block Line 1 Title: Job It
You can changes this area Dsgnr,
using the 'Settings* menu item Project Desc.:
and then using the *Printing & Project Notes
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Title Block line 6 _ _ Anted: 15 JAN 2011,10:I1M
General Footing Design F09:C.WM tzCa�eo�raFaesum***Oed
9 ENERMCu IWI1gn20ro vw:rx1.03
Description: NEW FOOTING BELOW STEEL COLUMN
DESIGN SUMMARY
Min. Ratio
item
Applied
Capacity
Governing Load Combination
PASS 0.2317
Sal Bearing
0,4633 ksf
2.0 ksf
+D+Lr+H
PASS n/a
Overturning - X-X
0.0 k-ft
0.0 k-ft
No Overturning
PASS n/a
Overturning - Z-Z
0.0 k-ft
0.0 k-ft
No Overturning
PASS n/a
Sliding - X-X
0.0 k
0.0 k
No Shang
PASS n/a
Sliding - Z-Z
0.0 k
0.0 k
No Sliding
PASS 1.023
Uplift
4.350 k
4.448 k
+0,60D+W
PASS 0.2415
Z Flexure (+X)
1.297 k-ft
5.372 k-ft
+1,40D
PASS 0,2415
Z Flexure (-X)
1,297 k-ft
5.372 k-ft
+1.40D
PASS 0.2415
X Flexure (+Z)
1.297 k-ft
5.372 k-ft
+1.40D
PASS 0.2415
X Flexure (-Z)
1.297 k-ft
5.372 k-ft
+1.40D
PASS 0.1353
i-way Shear (+X)
11.120 psi
82.158 psi
+1,40D
PASS 0.1353
1-way Shear (-X)
11.120 psi
82.158 psi
+1.4013
PASS 0.1353
1-way Shear (+Z)
11,120 psi
82.158 psi
+1.40D
PASS 0,1353
1-way Shear (-Z)
11.120 psi
82.1580
+1.40D
PASS 0.3153
2-way Punching
61.813 psi
164.32 psi
+1.40D
Detailed Results
Soil Bearing
Rotation Axis &
Actual Soil Bearing Stress Actual f Allowable
Load Combination...
Gross Allowable
Xecc Zecc
+Z +Z
-X -X Ratio
X-X, +D
2.0
n1a
0.0
0.4633
0.4633
n/a
n/a
0.232
X-X, +D+L+H
2.0
n/a
0.0
0,4633
0.4633
n/a
n1a
0.232
X-X, +D+Lr+H
2.0
n/a
0.0
0.4633
0.4633
Na
n/a
0.232
X-X, +D+W+H
2.0
n/a
0.0
0.1915
0,1915
Na
n/a
0.096
X-X. +D+0.750Lr+0.750L+0.750W+H
2.0
n/a
0.0
0.2594
0.2594
rVa
n/a
0.130
X-X.+D+0,750L+O.750S+0.750W+H
2.0
n/a
0.0
0.2594
0.2594
n/a
Na
0,130
X-X, +0.60D+W+H
2.0
n/a
0.0
0.006125
0.006125
n/a
rda
0.003
Z-Z, +D
2.0
0.0
n/a
n/a
n/a
0.4633
0.4633
0.232
Z-Z, +D+L+H
2.0
0.0
n/a
Na
n/a
0,4633
0.4633
0.232
Z-Z, +O+Lr+H
2.0
0.0
Na
n/a
n1a
0.4633
0.4633
0.232
Z-Z, +D+W+H
2.0
0.0
n/a
n1a
n/a
0.1915
0.1915
0.096
Z-Z, +D+0.750Lr+0.750L+0.750W+H
2.0
0.0
n/a
n/a
n/a
0.2594
0.2594
0.130
Z-Z, +D+0.750L+O.750S+0.750W+H
2,0
0.0
n/a
Na
n/a
0.2594
0.2594
0.130
Z-Z, +0.60D+W+H
2.0
0.0
nla
n/a
n/a
0.006125
0.006125
0,003
_Overturning Stability
Rotation Axis &
Load Combination-
Overturning
Moment
Resisting Moment
Stability
Ratio
Status
Footing Has NO Overturning
Force Application Axis
Load Combination... 5tiding Force Resisting Force Sliding SafetyRatio Status
Footing Has NO Sliding
Footing Flexure
Footing Flexure
Which
Tension @ Bot.
_ Load Combination...
Mu
Side ?
or Top ?
As Req'd
Gvm. As
Actual As
Phi"Mn
Status
X X, +1.40D
1.297 k-ft
+Z
Bottom
0.06 in2/R
ACI 10.5
0.23 in2f t
5.372 k-ft
OK
X-X, +1.40D
1.297 k-ft
-Z
Bottom
0.06 in21h
ACI 10.5
0.23 in2/<t
5.372 k-ft
OK
X-X, +1.20D+1.60Lr+0.80W
0.6769 k-ft
+Z
Bottom
0.03 in21ft
ACI 10,5
0,23 in2/it
5.372 k-ft
OK
X-X. +1,20D+1,60Lr+O,80W
0.6769 k-ft
-Z
Bottom
0.03 in2/tt
ACI 10.5
023 inM
5.372 k-ft
OK
X-X, +1.20D+1.60S+0.8OW
0.6769 k-ft
+Z
Bottom
0.03 in2fft
ACI 10.5
0.23 in21ft
5.372 k-ft
OK
X-X, +1.20D+1.60S+0.80W
0.6769 k-ft
-Z
Bottom
0.03 in2/ft
ACI 10.5
0.23 in2lit
5.372 k-ft
OK
X X, +1.20D+O.50Lr+0.50L+1.60W
0.2420 k-ft
+Z
Bottom
0.01 in2/R
ACI 10.5
0.23 in2/ft
5.372 k-ft
OK
X-X, +1.20D+O.50Lr-460L+1.60W
0.2420 k-ft
-Z
Bottom
0.01 in2At
ACI 10.5
0.23 in2At
5.372 k-ft
OK
X-X, +1.20D+O.50L+O.50S+1.60W
0.2420 k-ft
+Z
Bottom
0.01 in2M
ACI 10.5
0.23 in2At
5.372 k-ft
OK
X-X. +1.20D+O.50L+0.50S+1.60W
0.2420 k-ft
-Z
Bottom
0,01 in21 t
ACI 10.5
0.23 in2i t
5.372 k-ft
OK
X-X. +0.90D+1.60W+1.60H
0.03599 k-ft
+Z
Too
0,00 ln2/ t
ACI 10.5
0,23 in21ft
5,372 k-ft
OK
X-X. +0.90D+1.60W+1.60H
0.03599 k-ft
-Z
Toy
0.00 in2f t
ACI 10.5
0.23 in2M
5.372 k-ft
OK
Title Block Line 1
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Title Block Line 6
General Footing Design
Description: NEW FOOTING BELOW STEEL COLUMN'
Z-Z, +1.40D 1.297 k ft -X Bottom
Z-Z. +1.40D 1.297 k-ft +X Bottom
Title: Job #
Dsgnr.
Project Desc.:
Project Notes
Pdnkd: 15 JAN 2017,10:21AlJ
File: C:Wsas ENERCALC Dell Fileslz* Orako e 6
ENERCALC. NJC.196120%Yer.6.1.03
0.06 in2/ft ACI 10.5 0.23 in2/ft 5.372 k-ft OK
0.06 in2/ft ACI 10.5 0.23 in2/ft 5.372 k-ft OK
?t!ta 3!ock Line 1
Title :
Job #
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Project Desc.:
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Title Block Line 6
Pdnkt.15 JM 201T.1oc2INA
General Footing Design
1ENERCLCCIW-1981 Data DIO,Vein
g g
ENERGLC,
INC.19&12010. Ver: &1.03
6..03�
Description ; NEW FOOTING BELOW STEEL COLUMN
Footing Flexure
Footing Flexure
Which
Tension Sot.
Load Combination...
Mu
Slde ?
or Top ?
As Req'd
Gvm. As
Actual As
PhPMn Status
Z-Z. +1.20D+1.6OLr+0.80W
0,6769 k-ft
-X
Bottom
0.03 in2Nt
ACI 10.5
0.23 in21ft
5.372 k-ft
OK
Z-Z +1.20D+1.60Lr+0.80W
0,6769 k-ft
+X
Bottom
0.03 in2/ft
ACI 10.5
0.23 in2/ft
5.372 k-ft
OK
Z-Z +1.20D+1.60S+0.80W
0,6769 k4t
-X
Bottom
0.03 in2tft
ACI 10.5
0.23 in2lft
5.372 k-ft
OK
Z-Z +1.20D+1.60S+0.80W
0.6769 k-ft
+X
Bottom
0.03 in2/ft
ACI 10.5
0.23 in2/ft
5.372 k-ft
OK
Z-Z. +1.20D40.50ts-450L+1.60W
0,2420 k-ft
-X
Bottom
0.01 fn2lft
ACI 10.5
0.23 in2Jft
5.372 k-ft
OK
Z-Z. +1.20D+0.50Lr+0.50L+1.60W
0.2420 k-ft
+X
Bottom
0.01 in2/ft
ACI 10.5
0.23 ln2/ft
5.372 k-ft
OK
Z-Z. +1.20D+0.50L+0.50S+1.60W
0,2420 k-ft
-X
Bottom
0.01 in2ift
ACI 10.5
0.23 in2/ft
5,372 k-ft
OK
Z-Z +1.20D+0.50L+0.50S+1.60W
0,2420 k-ft
+X
Bottom
0.01 in2lft
ACI 10.5
0.23 in2/ft
5.372 k4t
OK
Z..+ Z-0.90D+1.60W+1.60H
0.03599 k4t
-X
Tor)
0.00 in2At
ACI 10.5
0.23 in2Nt
5.372 k-ft
OK
Z-Z +0.90D+1.60W+1.60H
0.03599 k-ft
+X
Ton
0.00 in2/ft
ACI 10.5
0.23 in2/ft
5.372 k-ft
OK
One Way Shear
Load Combination...
Vu @ A
Vu @ +X Vu
0 -Z Vu 0 +Z
Vu:Max
Phi Vn Phi'Vn 1 Vu
Status
+1.40D
11.120 Dsi
11.120 osi
11.120 psi 11.120 osi
11.120 psi
82.158 Dsi
0.1353
OK
+1.20D+1.60Lr+0.80W
5.803 psi
5.803 psi
5.803 osi 5.803 osf
5.803 psi
82.158 psi
0.07063
OK
+1.20D+1.60S+0.80W
5.803 osi
5.803 osi
5.803 Dsi 5.803 psi
5.803 Dsi
82.158 psi
0.07063
OK
+1.20D+0.50Lr+0.50L+1.60W
2.074 psi
2.074 osi
2.074 Dsi 2,074 psi
2.074 psi
82,158 Dsi
0.02525
OK
+1.20D+0.50L+0.50S+1.60W
2.074 Dsi
2.074 osi
2.074 psi 2.074 W
2.074 Dsi
82.158 Dsi
0,02525
OK
+0.90D+1.60W+1.60H
0.3086 psi
0.3086 osi
0.3086 psi 0.3086 Dsi
0.3086 osi
82.158 psi
0.003756
OK
Punching Shear
Load Combination...
Vu_
Phl'Vn
Vut.Phl*Vn
_Status
+1,40D
51.813 osi
164.32osi
0.3153
OK
+120D+1.601.r+0.80W
27.038 psi
164.32osi
0.1646
OK
+1.20D+1.60S+0.80W
27.038 osi
164.32osi
0.1646
OK
+1.20D+0.50Lr+0.50L+1.60W
9.665 psi
164.32osi
0.05882
OK
+1.20D+0.50L+0.505+1.60W
9.665 osi
164.32osi
0.05882
OK
+0.90D+1.60W+1.60H
IA38 osi
164.32osi
0.008750
OK
60)
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Specifier's comments: CONNECTION B
1 Input data
Anchor type and diameter.
Kwik Bolt TZ - CS 5/8 (4)
Effective embedment depth:
he..d = 4.000 in., h,,,,,, = 4.438 in.
Maternal:
Carbon Steel
Evaluation Service Report:
ESR-1917
Issued I Valid:
6/l/2016 j 5/1/2017
Proof:
Design method ACI 318-141 Mech.
Stand-off installation:
e� = 0.000 in. (no stand-off): t = 0.500 in.
Anchor plate:
1, x t, x t = 14.000 in. x 14.000 in. x 0.5D0 in.; (Recommended plate thickness. not calculated
Profile:
Rectangular HSS (RISC); (L x W x T) = 12.000 in. x 8.000 In..x 0.188 in.
sae€ material:
cracked concrete, 3000, f,,= 3000 psi; h = 8.000 in.
Installation:
hammer drilled hole, Installation condition: Dry
Reinforcement
tension: condition B, shear. condition B; no supplemental splitting reinforcement present
edge reinforcement > No. 4 bar with stirrups
Geometry [in.] & Loading fib, in.1b]
Z;
I °I(p�tli� 4' = 50U� E�4YQ �rt�tG�
47000�-
v�
TO a Y
00 -IN
� O-5
Irpur d►& aid rftu*s mwl be dw*ed Nx afltaarnsrN wRh the @As" condlYons WW tot Ps Swtyl ,i} '.
PROFI.S Andwr (o) 2003.200W raU AG, F1.8494 Sdwn HM Is a foosMnd Trademark or HW AG, Sdran L
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speattes:
Address:
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2 Load case/Resulting anchor forces
Load case: Design loads
Anchor reactions pbj
Tension force: (+Tension, -Compression)
Anchor Tension force Shear force Shear force x Shear force y
1 0 1625
1625 0
2 0 1625
1625 0
3 0 1625
1625 0
a 0 1625
1625 0
max. concrete compressive strain:
max. concrete compressive stress: - [psi]
resulting tension force in (x/y)=(0.000/0.000): 0 Jib]
resulting compression force in (x/y)=(0.000/0.000): 0 jib)
3 Tension load
Profis Anchor 2.7.1
Page: 2
Project: KEVIN PINEIRO
Sub -Project I Pos. No.:
Date: 1/14/2017
y
03 04
x
01 02
Load N_ jib) Capacity 4 Na [lb) Utilization (iH - N—I# N. Status
Steel Strength` NIA N/A N/A N/A
Pullout Strength' NIA N/A N/A N/A
Concrete Breakout Strength" N/A N/A NIA N/A
anchor having the highest loading "anchor group (anchors in tension)
kVa data and MWh rtact be dwdwd ON aaeemna %1h r,e eAstkV Wnft" and ler plwsriaryl
PROFIS Amhor (c) 2003.20D9 HNU AG, FL-9494 Sdiaen HIMf b a roostered Tredwnwk o/ M AG, Sdiann
www.hilti.us Proft Anchor 2.7.1
Company:
Page: 3
Specifier
Project MAN PINEIRO
Address:
Sub -Project I Pos. No.:
Phone I Fax
Date: 1/14/2017
E-Mail:
4 Shear load
Load V. pb]
Capacity +V„ pb]
Utilization pw = V.l+V„
Status
Steel Strength-
1625
5259
31
OK
Steel failure (with lever arm)'
N/A
N/A
N/A
N/A
PryofA Strength—
6600
33459
20
OK
Concrete edge failure in direction W.
6500
9778
67
OK
a cbor having the highest loading —anchor group (relevant anchors)
4.1 Steel Strength
V. = ESR value refer to ICC-ES ESR-1917
+ V„a, a V. ACI 318-14 Table 17.3.1.1
Variables
A..v [in �) fw [PSI]
1
calculations
V. [lb)
8091
Results
V.. (Ib) Va jib) V. (lb)
0.650 5259 1625
4.2 Pryout Strength
Vwa 'k.t(A-)WaIrW�NWat+Wwt+Ns,
ACI 31814Eq. (17.5.3.1b)
+ V,, Z V.
ACI 318-14 Table 17.3.1.1
A k see ACI 318-14, Section 17.4.2.1, Fig, R 17.4.2.1(b)
Aw. = 9 h.2,
ACI 318-14 Eq. (17.4,2.1c)
1 \\
Watt = �1 2 151.0
ACI 318-14 Eq. (17A.2.4)
3 h.r J
0.7 + 0.3 (1 5h ) s 1.0
ACI 318-14 Eq. (17.4.2.5b)
W w.t+ =MAX( � , 1 ) s 1.0
C.
ACI 318-14 Eq. (17.4.2.7b)
Nb = k x. -yrf.- hK
ACI 318-14 Eq. (17.4.2.2a)
Variables
►4v h.r(in.) eerN[in.]
eca,Rfn•1 c..,,4 [in.)
4.000 0.
0.000 6,500
W Gt, c6, fin-) ke
X . (. [Ps7
1.000 6.750 17
1.000 3000
Calculations
AN. Bn•21 Ana [in 21 W .cI H W W .d Nb (Ibl
Results
V (lb) =mob V [IbJ Vu, Jib]
47798 0.700 33459 6500
Irptd data and r.auft must be dwA@d Im agreement vft ft wftft oandWm and W pft,,MaYl
PRGFIS Andwr (e) 2003.2009 HN AG. FL-9494 Sloan Hdg rs ■ regisWW TradamaAc of tii AG. Sdoon
U
23
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4.3 Concrete edge failure in direction x+
Vft = l , ) W eav W ed,v W av W h.v W pmW.v Vb
ACI 318-14 Eq. (17.5.2.1 b)
} Vvb9 2 V.
ACI 318-14 Table 17.3.1.1
Ave a" ACI 318-14,-Section 17.5.2.1, Fig. R 17.5.2.1(b)
Avco = 4.5 c!,
ACI 318-14 Eq. (17.5.2.1c)
1 ``!
s 1.0
W.cv = �1
ACI 318-14 Eq. (17.5.2.5)
3c.t !
W.av=0.7+0.3t1.5c.h� .1.0
ACI 318-14Eq- (17.5.2,6b)
W by = 1.5car 21.0
h.
ACI 318-14 Eq. (17.5.2.8)
Vb _ (7 (d.)o2 4d—;.) X. f 41
ACI 318-14 Eq. (17.5.2.2a)
Variables
c.t (in.] c z (in.) sov (in.] W Fv h. [in.)
6.500 0.000 1.400 8,000
1. (in.) a . d. [in.] ( [ps7 W,.raM.y
4.000 1,000 0.625 3000 1.000
Calculations
Av. 11n•21 Avw Pn. 21 W qcv W Kv W h.v Vb Pb)
236.00 190.13 1.000 1.000 1.104 7281
Results
V [Ib] r, Wbj V,. [lb]
5 Warnings
• Load re -distributions 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 loading) Input data and results must be checked for agreement with the
existing oond)bons and for plausibilityi
• Condition A applies when supplementary reinforcement is used. The V 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.
• Refer to the manufacturer's product literature for cleaning and installation Watructions.
• Checking the transfer of toads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant
standard)
• Hild post -installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions (MPIi). Reference
ACI 318-14, Section 17.8.1.
Fastening meets the design criterial
ft"A data and rmu is oust be clydud for WOOM , vM the oat" catdWorr and for pW $V t 1
PROM ArxW (c) 2000.20M HWi Aa Ft.-$494 Sdwn HW k a rOzWad Tredmnark of Hiltl AG, Sdman
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t : ::s::on uata
Anchor plate, steel: - Anchor type and diameter. Kwik Bott TZ - CS 5/8 (4)
Pf061e: ReCiarlgufdl nSa (ivGi.), Ic.wu x 6.6uv A V. ioo M. iii8iditaukiii iuiyui:. ; Gi;.kiii;
We diameter in the fixture: di * 0,666 in, fiat,, dia rxtcr Its the bask frtcr;ai: 0.625 in.
Plate thickness (input): 0.500 in. Hole depth in the base material: 4.750 in.
Recommended plate thickness: not calculated Minimum thickness of the base material: 8.000 in.
Drilling method: Hammer drilled
Cleaning: Manual cleaning of the drilled hole according to instnxNons for use is required.
8A Recommended accessories
Drilling Cleaning Setting
• Suitable Rotary Hammer • Manual blowout pump • Torque wrench
' Property Sized drill bit Hammer
Coordinates Anchor in.
Anchor x y cn c.,i c-, c.,,
1 4.500 -5.000 6.500 1&500 -
2 4.600 -5.000 15.500 &SW -
3 -4 .rinn .si nno R fimm 1Fi 5mm -
4 4.500 5.000 15.500 6.500 - -
Input data wW rewft m zf be dhedied for apraenwll wiM RM axiatir 9 ca 4"% and fof pN1islDiW
PROFIS Anctw (c) 2003200e Hltl AG, FL-949/ Sdum Hill b e replskared Trademark M Hb AG, Schwan