REV-19-2224RECEIVED
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
SE 2 4 2019
BY:
FBC20(9
0711
BUILDING Master Permit No. PC
PERMIT APPLICATION Sub Permit No. �y - ` ) g- �2
ILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL
❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP
CONTRACTOR
DRAWINGS
JOB ADDRESS: S 1 Ne qq 5-T.
City: Miami Shores County: Miami Dade Zip: �•3 /3e
Folio/Parcel#: Is the Building Historically Designated: Yes NO
Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE:
OWNER: Name (Fee Simple Titleholder): k_ Q 1�1� PI rD Phone#: -78 6 27 /
Address:
City:
Tenant/Lessee Name:
Email
State:
CONTRACTOR: Company Name: 0cra g62vl e-Cs Phone#:
Address: s�—
City: n State: Zip:
Qualifier Name: (� �[ 2 v�kJn C' 2- Phone#:
State Certification or Registration #: CC-7C /LiCertificate of Competency #:
DESIGNER: Architect/Engineer:
Address: City: State: Zip:
Value of W6rk for.this Permit: $ Square/Linear Footage of Work:
Type df Work: , ❑-; Addition' _ ❑ Alteration ❑ New ❑ Repair/Replace ❑ Demolition
Descriptidn of Work:
s
Specifye'olptpf,col ' r thru tile:
Submittal Fee $ Permit Fee $ CCF $ CO/CC $
Scanning Fee $ Radon Fee $ DBPR $ Notary $
Technology Fee $ Training/Education Fee $
Structural Reviews $
Double Fee $
Bond $
(Revised02/24/2014)
TOTAL FEE NOW DUE $
Bonding 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 a sgnce of such posted notice, the
inspection will not be approved and a reinspection fee will be charged. / �/
j��Signature Signature
OWNER or AGENT
The foregoing instrument was acknowledged before me this
day of S pT� f"43zO-, 20 ' by
��(� N I fyt✓l�c� who is personally known to
me or who has produced�VRa L)-CT--- (1Jas
identification.and who did take an oath.
NOTARY PU IC:
The foregoing instrument wLas acknowledged before me this
� y day of T eM6?, 20 11q by
el-A,4)Ad e Z, ho is personally known o
me or who has produced as
identification and who did take an oath.
NOTARY PUBLIC: \`\\\\\����SE;FEft
gya
Ai
Sign:
Print: Print:
Seal: Seal: �� �P °�6Ncd1%
^�P�' SINDIA ALVAREZ ��i l'
c, Pr'Y Cl)MM15SiON # GG 238273
EXPIRES: Se�fernber 3, 2022
��//111111111111�1
F d h O P I Pj�f(j
################## 1k". UP
APPROVED BY Plans Examiner Zoning
ANNStructural Review Clerk
(Revised02/24/2014)
RAFAEL E. DROZ-SEDA P.E.
License 39228 & S.I. #843 ....
9130 Crescent drive
Miramar, FL. 33025
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PH.: 305- 962 7452 .... •• •
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.
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. . . . ..... .
000 . . .
.. . . .. . .
0000
STRUCTURAL CALCULATIONS
PROJECT: REPLACING WOOD BEAM FOR NEW ONE STEEL BEAM
OWNER: KEVIN PIFJEIRO
51 NE 99tH STREET MIAMI SHORES, FL
I J q
T L4q
l
STRUCTURAL CALCULATIONS
Project:
KEVIN PINEIRO
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Table of Content
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Description
; • ;
Page
.
... ;
Steel Beams
• •
q • •
•
Steel Columns
6
Check Existing Footings
4
Title Block Line 1 Title:
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Title Block Line 6 _
'Steel Beam Design__ _ _.. __ _ 1e: c tuse�s`v�sn vinuenoocumer+ts�Ew€Rc�Lc oa:a Ri.s�ts7io aw tarmerrondeos.ece
n ENER2A1. INC 19a3-2010 Val. 6 / 03
Description W 12X30 DRAVITY DES'i3N •
_ Haterial Properties �- Calcutauons
Analysis MethoAAr.owab:J Stress Design "`"~-- - _per IBC 2006, CBC 2007, 13th RISC
Fy : Steel Yield 50.0 ksi
Beam Bracing Complete.y Unbr1cRd
E
Bending Axis : M31of Axis eend'"g Modulus: 29 000.0 ksi
Load Combinat12006 IBC & ASCE 7.05
_
spin -19.50It
••••
•• • i
wlux2s
......
....
•1 •
• • • • .
•••••
Applied Loads •• •• •••• ••••••
_ Service toads entered. Load FastergoWl be appliedior calculations! •
Beam self weight calculated and added to loads - �" • • • •
Load for Span Number 1 .0 0 0:0
Urntorm Locd , D . 0.120, Lr � C.090 kit, Tributary Width - 1,011, •
Point Load : D w 0 490. Lrc 0.390 k 0 3 0 ft, (prdv.iyl
Point Load : D 0,490, �r 0.390 k @ 6 0 ft, ,gravity)
Point Load . D _ 0.490, Lr 0 390 tr@ 9.0 ft, lgravirf)
Point Load : 0.0.490, Lr - 0 390 k @ 12.0 ft, (gravity)
Pont Load: D = 0.490, Lr = 0.390 k @ 15 0 ft. (gravity)
Po nt Load : D 0.490,
DESIGN SLARMARY Lr 0.390 k @tB.Q it, ;Gravity)
Mar4rrlam l3erldr S
nG tress Ratio G
Section used for this span
0,656: 1 Maximum Shear Stress RaLo
Mu :Applied
W12X20
25.1 63 k-ft
Suction used for this span
Mn / Omega : Allowable
38.343 k-ft
Vu : Applied
VNOmega : Allowable
Load Combination
Location of maximum on span
+D+Lr+H
9.068ft
Load Combination
Span # where maximum occurs
Sparc # 1
Location of maximum on span
Span # where maximum occurs
Maximum Doft^ct.on
Max Downward L+Lr+S Deflection
0.122 In Ratio -
I t,21
Max Upward L+Lr+S Deflection
Max Downward Total Deflection
0.000 in Ratio .
Q <360
Max Upward Total Deflection
q.293 in Ratio .
0.000 in Ratio -
f:)
0 <240
. . ......
. .
••••
0.032 :1
W 12X25
SA44 k
56.120 k
+D+Lr+H
19.500 ft
Span tt 1
Maximum Forces & Stresses for Load Comm
Load Combination Max Stress Ratios �'
Segment
_
'� Summary of foment Values ..-V
Sumrriaryry of Shear Values
Longth Span M V Mmax +
Overall M ' Imum metope -T--
Mmax - Ma -Max Mnx Mnxf(heega Cb Rm
-
Va Max
VnxVnxlOmega
Dsgn. L - 19.50 ft 1 0.656 0.092 25.16
+D
_ - . - _ _
25.16 64.03 38.34 1.00 1.00
-- _ 5.14
_
84.18 56.12
Dsgn.L- 19.50 ft 1 0.383 0.054 14.70
+D+L+H
14.70 64.03 38.341.001.00
3A1
84.18 58.t2
Dsgn. L - 19.50 ft 1 0.383 0.054 14.70
+D+Lr+N
14.70 64.03 38.34 1.00 1.00
3.Oi
84.18 56.12
Dsgn. L - 19.50 ft 1 0,656 0.092 25.16
+D+0.750Lr+0.750L+H
25.16 64.03 38.34 1.001.00
5.14
84.18 56.12
Dsgn. L - 19.50 ft 1 0.588 0.082 22.55
Overall Maximum Deflections - Unfactored Loads
22.55 64.03 38.34 1.00 1.o0
4.61
84.18 56.12
Load Combination ._ _� Span Max. ' " Defl Location
_
in Span Load l'.omtry�A nation --u Max.
"+• Defl Location In Span
1' 4.2927� 'y
9.848 - _.
-O.000Q
_0.000
Vertical Reactions - Untactored
Support notation; Far left is #-
Load Combination Support 1 Support 2
Values
In KIPS
�irerafl•C��fAXimum "'__w._ __..
D Only 2.781 3.007
T
Lr Only 1.958 2.138
D+L+Lr 4.738 5.144
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Title Block Line 6
Steel Beam Deslan ~�
Title : Job #t
Dsgnr:
Project Desc.:
Project Notes :
ile: C:1Users Aamn�VirWe Z=f-n-ne—rg NERCAIC Oats ReW 3740 aw itm;x rooec6.ecg
` ENERCALC, INC. 1883-2010, Ver. 6A.03
Description : W 12X30 UPLIFT OLEMN
Vertical Reactions - Unfactored Support notation, Far left is N, Values in KIPS
Load Comt�ination Support 17 support 2..
Overaff-MAXfmurh
0 Only 0.254 0.264
W Only -4.078 -4,562
.....•
..•.
......
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e
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Steel Beam Design
: W 12X30
_Material Properties
Analysis MethofAVowabte Stress Design��
Beam Bracing Completely ilnbraced
Bending Axis : Ma;or Axis Bending
Load CombinatR006 iBC & ASCE 7-05
Title : Job #
Dsgnr:
Project Desc.:
Project Notes:
ik: C:tUsera%Wan•VM m-iFc; -r entMt EACALC Data FiQ%13740 sw farmer roadec6,e6e
ENEACALC, INC.19&3-2010. Ver: 6.1.03
Span . 19.50 ft
W 12x2$
Calculations per iBC 2006, CBC 2007,13th RISC
Fy : Steel Yield 50.01 si
E: Modulus: 21.,000.0 ksi
i
-
••••••
••••
• ••••
•
••••
•
••
•••••
• •
•••••• •••• •••••
•• •• •••• ••••••
APpiied Loads - Service loads entered. Load ;att If til be applied for calculationf.
Beam self weight calculated and added to loads - • "' �"_` • _ -° • •:.
Load for Span Number 1
Uniform Load . W--0.120 fv'1t, TrlbatM W:dth =1.0 ft, (UPL117T)
Point Load W = -1.050 k CM 3.0 it, (gravity)
Pont Lord : W v -1.050 k Q 6.0 ft. (gravity)
Point Load: W = ;1.050 k @ 9.0 ft. (gravity)
Point Load: W - • 1.050 k (cp 1;e 0 ft, (gravity)
Point Load : W - -1,050 k 9 15.0 ft, (grov.ty)
Point Load; W = . t 50 k @ 18.0 ft, ,gravity)
DESIGN SUMMARY
h.sxlmum Bonding Sires:. Ratio
0.552: 1
Maximurn Shear Stress Aat°o a
Section used for this span
W12X26
Section used for this span
Mu : Applied
21.147 k-ft
Vu : Applied
Mn / Omega: Allowable
38.343 k-ft
Vn/Omega : ANowabie
Load Combination
Location of maximum on span
+D+W+H
9,068ft
Load Combination
Location of maximum on span
Span # where maximum occurs
Span # 1
Span # where maximum occurs
M.ax,mum Deflection
Max Downward L+Lr+S Deflection
Max Upward L+Lr+S Deflection
Max Downward Total Deflection
Max Upward Total Deflection
0.000in Ratio- 0<360
0.000 in Ratio = 0 <860
0.014 in Ratio ., 10A� 71
-0.260 in Ratio - 40 )
DX7 :1
w12x26
4.308 k
56,120 k
+D+W+H
19.500 ft
Span k 1
Maximum Forcos & Stresses for Load Corm;
Load Combination Max Stress Ratios -_ Summary' of Ikom`eni Vatueo _ - ' -` ""6ummary_ of Shear Valdes
Segment Length Span # M V - Mmax Mmax - Ma - Max Mnx MnxlOmega Cb4Rm va Max Vnxvnx%Omega
Overall AXimum nv ope ^ -
_ - - -
+D
Overall Maximum Deflections - Unftllctored Loads _
Load Combination Spanw Max. •-" Deft Location In Span yLoad Combination
-0.0000
4.31
84.18
56.12
0.25
84.18
56.12
0.25
84.18
56.12
0.25
84.18
56.12
4.31
84.18
56,12
3.17
84.18
56.12
3.17
$4.18
56.12
2.59
84.18
56.12
Max. "+' Dell Location in Span
Title Block Line 1
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?Steel Beam Design
Description : NEW STEEL
Title : Job #
Dsgnr:
Project Desc.:
Project Notes:
1`4: C�UsersdaManiaAen-VirluallfkxumentWENCRCALC Duta' ibalezamplea.ec6
ENERCALC. WC. 1983-2010, Ver. o.1.03
___Material Properties _
Analysis MethoAllowab:e SVe .s Des-gn �
Beam Bracing Beam Is Fu' y Braced against lateral -torsion buckling
Bending Axis: N.31or Axis bclr ding
Load Combinat120061BC & ASCE 7-05
Calculations Per IBC 2006, CBC 2007,13th AISC
Fy : Steel Yield _ 46.0 ksl M - -
E: Modulus: 2.9,000.0 ksi
D(U) L wE4 i)
i
Span - IM ft
w6xe.5
•
••••
• ••
•••••
•
••••••
••••
•••••
•• ••
•••• ••••••
Applied Loads
�
Service loads en.ared. Load F"80141 be applied'tar calculations. •
Beam self weight calculated and added to loads
•
!• •- • • • % •
Load(s) for Span Number 1
•
: • • • • •
Point Load: D 2,80, tr= 2.0,
W -4.10 k P 1,SC0 ft. (LOADS) • •.'
. • • • • •
DESIGN SUMMARY
Maximum Bendi:lq Stress Ratio a
0.300 : 1
Maximum Shear Stress Ratio =
0.133 : 1
Section used for this span
W6X8.5
Sectlon used for this span
W6X8.5
Mu : Applied
3.996 k-ft
Vu : Applied
12.421 k
Mn / Omega : Allowable
12.974 k-ft
Vn/Omega : Allowable
18.236 k
Load Combination
+D+Lr+H
Load Combination
+0+Lr+H
Location of maximum on span
1.665ft
Location of maximum on span
0.000 ft.
Span #where maximum occur;
Span # 1
Span # where maximum occurs
roan A 1
Maximum Def'ecCon
Max Downward L+Lr+S Deflection 0,006 in Ratio -
3446
Max Upward L+Lr+S Deflection 0.000 in Ratio -
0 <360
Max Downward Total Deflection 0.015 in Ratio -
205
Max Upward Total Deflection -0.013 In Ratio -
2
Maximum Forces & Stresses for toad Caret
Load Comtxnation MaxStresa �iatios summary of Momerrt�
_
Su_mma_ry of Snear aV lues
Segment Length Span 8 M V Mmax + Mmax - Ma - Max
Mnx Mnx/Omega Cb Rm
Va Max
VnxVnx/Omega
Overall M Wu_m_t vetape
_
- - --
L - 3.33 ft 1 0.308 0.133 4,00
4.00
21.67
12.97 1.00 1.00
2.42
27.35 18.24
+DDsgn.
Dsgn. L - 3.33 it 1 0.180 0.078 2.34
2.34
21.67
12.97 1.001.00
1.42
27.35 18.24
+D+L+H
Dsgn. L • 3.33 ft 1 0.180 0.078 2.34
2.34
21.67
12.97 1,00 1.00
1,42
27.35 18.24
+D+Lr+H
Dsgn. L - 3.33 It 1 0.308 0.133 4.00
4.00
21.67
12.97 1.00 1.00
2.42
27.35 18.24
+D+0.750Lr+0.750L+H
Dsgn. L - 3.33 ft 1 0.276 0.119 3.56
3.58
21.67
12.97 1.00 1.00
2.17
27.35 18.24
+D+W+H
Dsgn. L - 3.33 it 1 0.082 0,036 -1.07
1.07
21.67
12.97 1.001.00
0.65
27.35 18.24
+D+0.750Lr+0.750L+0.750W+H
Dsgn. L- 3.33 It 1 0.079 0.034 1.03
1,03
21.67
12.97 1.00 1.00
0.63
27.35 18.24
+D+0.750L+0.750S+0.750W+H
Dsgn. L - 3.33 it 1 0.017 0.008 -0.22
0.22
2147
12.97 1.00 1.00
0.14
27.35 18.24
+0.60D+W+H
Dsgn. L - 3.33 It 1 0.154 0.067 -2.00
2.00
21.67
12.97 1.00 1.00
1.21
27.35 18.24
Overall Maximum Deflections - Unfactored Lauds
Load Combination Span Max, ' ' Deft Location in Span
T -`
_ _ _
Load a� bination
_ Max. "+" Oefi -Location in Span
--
D+C+Lr 1 _&6i49 _ 1.665.
O.Od00-
0.000 -
Vertical Reactions - Unfactored Support
notation : Far
left is >y
Values
In KIPS
Load Combination Support 1 Support 2
(5veiafi MAXfmum..--:Wi'-2:467` �
--- - •- _.
_
_ _ _ _ _
_._ _
D Only 1.418 1.410
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__.._.._�___�....._.._._.__�._......_......�_��_._._..�.,F'a�e;
Steed Bt'afY1 Design
C•1UierslMar�en-VlrtuallDocumarrts'�NE�ALC'DeW—�NtiU
ENERCALC.INC.1843-201
Vertical Reactions
- Urtfactored
Support notation : Far left is iP' Values in KIPS
Load Combination
� — Support 1
Support 2--
Lr Only _ _ __
_ _ 1't03_.
._
W Only
-2.056
.2.044
D+L+Lr
2.421
2 407
•
••••••
••••
M
XLecs
6.1.03
5
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Title Block Line 6_
Steel Column �FdO7 C %UsoMWarten•Vi IUIL' Doc iaMS%i4 RCALC Data F,4slexemples.ec8
ENERCALC, INC. 1983-2010, Ver 8.f.03
Description : STEEL
General information
Steel Section Name
Analysis Methc
Steel Stress Grade
Fy : Steel Yield
E : Elastic Bending Modul
Load Combinati
NSS3X3X3116
2CC61BC & ASCE 7 05
46.0 ksi
L 29.000.0 ksi
ABowable Stress
Applied Loads
Column serf weight included : 62.212 ibs ` Dead Load Factor
AXIAL LOADS ...
Axial Load at 12.0 ft, D r 1,420, LR r 1.0 k
DESIGN SUPd1I1fARY
Bending dr Shear Check Results
PASG Max. Axial+Bending Stress Ratio =
Load Combination
Location of max.above base
At maximum location values are ...
Pu : Axial
Pn / Omega : Allowabk
Mu-x Applied
Mn-x / Omega: Allowabte
Mu•y : Applied
Mn-y / Omega: Allowable
_Code Ref ,2006 iSC, RISC Manual 13th Edition
Overall Column Height 12.0 ft
Top & Bottom Fixit7op & Bottom P;rn:d
Brace condition for deflection (buckling) along
X-X (width) axIdnbraccd Length fcr X X Axis buckling � 12ft, K a
Y-Y (depth) aftibraced Length for Y-Y Axi %try *4 �g = 12 ft, K
• • pp:• • • • 000000
Service bads entered: Load Faat4rs v:lt be aledfer calo/:.atlons.000000
•••••• . .
0.1403 :1
+D+Lr+H
O.0 ft
2 502 k
1IZ32 k
0.0 k-ft
a.522 k-ft
0,0 k-ft
4,522 k-ft
• 0000 •
Maximum SERVICE Los Raecttohs 4%
..•
Top along X-X • • • ..11.0 k
......
• •
Bottom along X-: ; y).0 k
Top along Y-Y 0 0 k ;•••••
•
•
Bottom along W • • • 40.0 k
•
....
Maximum SERVICE Load Deflections ..,:..
Along Y-Y 0,0 in at 0.0ft
above bas
for load combination :
Along X-X 0.0 in at O.Oft
above base
for load combination :
PASS Maximum Shear Stress Rati,
0.0 : 1
Load Combination
Location of max.above base
0.0 ft
At maximum location values are ...
Vu : Applied
0,0 k
Vn r Omega: Allowable
00 k
Load Combination Rosuits
laximum
Axial
+ Bending
Stress
Ratio Maximum Shear
Ratios
Load Combination
Stress Ratio
Status
Location
Stress Ratio
Status
Location_
_._.,
0.084
P - _-3_
0.00 it
_____0 000
PA--S
0
+D+I-+H
O.Ob4
K"-i' i
0,00 ft
0.000
rAJJ
0.00 ft
+D+Lr4H
0.140
PASS
0.00 ft
0 000
"AS$
000 ft
4D.0.75OLr+0.750L+H
0,126
Pt,.):
0.00 ft
0.000
i'; :.;
0100 ft
Maximum Reactions - Unfactored
_
Note: Only non -zero reac:.bns are listed.
X-X Axis Reaction
Y-Y Axis Reaction
Load Combination
@ Base
Top
@ Base a Top
Lr Only
Maximum Deflections for Load Combinations - Untactore
Load Cori binidOxi R M.ax. X-X Deflection Distance
Max. Y-Y Deflection Distance
W
_
D Only
0.000th -
-0.000
-CF601h 0.0
Lr Only
0.00001
0.000
0,001h 0.000
Steel Section Propertle HSS3X3X3!16
M
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_
� Steel Column
tam
Description: STEEL GOLUM.N
Steel Propertie HSS3X3XV16
_Section _
3.u00 in
i poi
Web Thick = 0.000 in
S xx
Flange Width 3.1*30 In
R xx
Flange Thick . 0 187 in
Area I POn In"2
I yy
Weight 6.851. Pif
S yy
R yy
Ycg = 0.000In
Title : Job #
Dsgnr:
Project Desc.:
Project Notes:
= 164 1n^3
14U in
_ 2 460 In44
- 1.640 in 3
= 1.140 in • . � .
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0
a'
t�
wadi vk �nMrxa�wr�a NKar�16 IWO reAw six •Orr-,—w�
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General Footing Design
Description : CHECK EXISTING F
General information
Material Properties
f'c : Concrete 28 day strent =
Fy : Rebar Yield =
Ec . Concrete Elastic Mode
Concrete Density =
to Values Flexure •
Shear =
Analysts Settings
Min Steel % Bending Reinf. _
Min Allow % Temp Reinf. _
Min. Overturning Safety Fac =
Min. Sliding Safety Factor =
AutoCaic Footing Weight a.
AutoCaic Pedestal Weight i
Dimensions
Width along X-X Axis
Length along Z-Z =
Footing Thickr
Load location offset from footing cen
ex: Along X-X Axis =
ez : Along Z-Z Axis =
Pedestal dimension:
Title : Job #
Dsgnr:
Project Desc.:
Project Notes:
File: 0luseMWA1 in-V UAADocuineft\9NERCALC Oat& F1eslexampleie'c6
ENERCALC. INC. 1963-2010, Ver. 6.1.03
ed
Soil Desi n Values
3.0 ksi
Allowable Soil Beari
2.0 kst
60.0 ksi
Increase Bearing By Footing W
No
3,122,0 ksi
Soil Passive Resistance (for Slic
250.0 pcf
145 U pcf
Soil/Concrete Friction Coef
= 0.30
0.90
0750
I b f
••••
0.00140
000180
1.50 : 1
E-60 : 1
Yea
No
5A30 It
3 830 it
12.0 In
0 in
0 in
px : Along X-X Axis = 0 0 in
pz Along Z-Z Axis = 0.0 in
Height = 0.0 In
Rebar Centerline to Edge of Co
at Bottom of footing = 3.0 in
Reinforcing
Bars along X-X ,
Number of B = 4.0
Reinforcing Bar Si: a # 5
Bars along Z-Z A
Number of B = 4.0
Reinforcing Bar # 5
Bandwidth Distribution Check (ACI 15.
Direction Requiring Closer Sep-9 Z ? Axis,
# Bars required within zone 79.31'0
# Bars requ!red on each side o 20.7 •fe
Applied Loads
P : Column Load
OB : Overburden
M-xx
M-zz
V-x
V-z
4
-
= 1.420
t.0
= 0.0
0.0
= 00
00
0.0
00
- 0.0
0.0
= 01)
00
"creases as on noting Depth •
Reference Depth below Surfs �.
• •
L.t, It
• • • • • •
.
Allow. Pressure increase per foot of
0!P ksf
when base footingis belov .... �,
•. i:Lg It
•
......
Increases based on tooting Width
Allow. Pressure increase per foot q1 • • •
0 ksf
... • • •
•
when footing is wider than • • •
•0
43
.....
......
....
.....
_ _r__
-
....:.
I�
Y
-60--
�0.0
O.u-_
0.0
i 0.0k!-�
0.0
0.0
0.0
0.0
0.1,11 ksf
0.0
0.0
0.0
0.0
0.0 k-ft
0.0
0.0
0.0
0.0
0.0 k-ft
0.0
0.0
0.0
0.0
0.0 k
00
0.0
00
00
0.0k
C:.
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Title :
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Project Notes
Title Block Line 6
�Y
i General Footing Design
iOsorsWlark %r tuafSDmc iff-rttlENEACALC Data hietlemmp"-106
.v
ENERCALC, NC. 1883.2010, Ver. 6.1.03
Description: CHECK EXISTING FOOTING
•
DESIGN SUHAL4RY17
Min. Ratio_ item
V.�
-. Applied
Capacity_
Governing Load Combination
PA 0.1267 Soif Bearing."
0.2534 kst
2.0 ksf
+D+Lr+H
PASS n/a Overturning - X-)
PASS n/a Overturning - Z-2
0.0 k-ft
0.0 k-ft
0.0 k-ft
No Overturning
f ��� n/a Sliding - X-X
0.0 k
0.0 k-ft
0.0 k
No Overturning
PASS n/a Sliding - Z-Z
PAS3
0.0 k
0.0 k
No Sliding
No Slidin
n/a uplift
PASS 0.1425 Z Flexure (+X)
0.0 k
1.368 k-ft
0.k
9.5977 k-ft
g ....
Uplift • .... •
• • • •
PASS 0.1425 Z Flexure (-X)
NAB
1:368 k-ft
k-ft
+1.2Qp+>:60Lr+Q.SOj.•
+1•�QRt1,60Lr+0.5%
� •
•
0.09275 X Flexure (+Z)
PASS 0.09275 X Flexure (-Z)
0.5903 k-ft
0.5903 k-ft
6.364
6.364 k-ft
+1s?�Qg:1i60Lr+0.50�.•
• • • • • •
PASS 0.07898 1-way Shear (+X
6.489 psi
6.364 k-ft
82.158 psi
+1. JqQ+1.60Lr+Qv501.
+1�t20D+1t60Lr+8.54L• •
• • • •
'
0.07898 1=wa Shear
PASS 0.04262 1-way Shear (+Z
3.502 psi
82.158 psi
• • • •
+1;200 :60Lr+0.50� •
. 0:0 0
®aes y ( )
0.04262 1-wa Shear -Z
N/tsa
i'�
3.502 psi
82.158 psi
82.158 psi
+1.'�f�+1.60Lr+0.5bL'
+1�2013+1.60LrAML
• • • • •
""• •
0.1318 2-way Punching
21.656 psi
164.32 psi
+1:2di1+t60Lr+0.50t
• 0
Detailed Rosults
•
_Soil 8eatfng,
Rotation Axis & - Act-UST-9 ii Searing Stress ' •,�atuel /Allowable
Load Combination.,. Gross Allowable Xecc Zecc
•
_
X-X, +D 2.0
X-X, +D+L+H 2.0
n/a
+Z _+2 _
0.0 0.2086 „0.2086
-X X Ratio_
n/a n/a
C. t 17i t
X-X, +O+Lr+H 2.0
X-X, +D+0.75OLr+0.750L+H 2.0
n/a
rVa
0.0 0.2086 0.2086
0.0 0.2534 0.2634
n/a n/a
n/a n/a
U 104
Z-Z, +D 2.0
2-Z, +Q+L+H 2.0
n/a
0.0
0.0 0.2422 0.2422
n/a n/a n/a
n/a n/a
0 2086 0.2086
u.1� i
0 I t)4
Z-Z, +D+Lr+H 2.0
Z-Z. +D+0.750Lr+0.750L+H 2.0
0.0
0.0
n/a n/a n/a
n/a n/a n/a
0.2086 0.2086
0.2534 0.2534
0 'nil
U
Overturning Stability
0.0
n/a n/a n/a
0.2422 0.2422
0121
Rotation Axis 13<
_ Load Combination... _
Footing Has NO Overturning
Overturning Moment Resisting Moment Stability Ratio Status
�� - ---- - - _ _
Sliding Stability
Force Application Axis
------w -- _____,._,._.a_.
___
_ Load Combination... ^�
Footing Has NO Sliding
_ _ _
Sliding Force Resisting Force Sliding SafetyRatlo Status
!Footing Flexuro
Footing Flexure Which renslon @ Sot-
_ Load Combination... __ Mu Side ? or Top ? As Req'd Gvrn. As
Actual As 3hi`Mr
X-X, +1.40D 0.5354 k-ft
X-X, +1.40D 0.5354 k-ft
+Z Bottom
-Z Bottom
0.02 in2lft ACI 10.5
Status
OK
0.21 in2/ft 6.364 k-ft
X-X, +1.20D+0.50Lr+1.60L+l-MM999 k-ft
X-X, +1.20D+0.50Lr+1.60L+1.M9g99 k-ft
+Z Bottom
0.02 InVit ACI 10.5
0.02 ln2/it ACI 10.5
0.21 fn2/ft 6.364 k-ft
0.21 in2/it 6,364 k-ft
OK
OK
X-X, +1.20D+1.6OLr+0.50L 0.5903 k-ft
-Z Bottom
+Z Bottom
0.02 in2/ft ACI 10.5
0.02 in2/ft ACI 10.5
0.21 1n2/ft 6,364 k-ft
0.21 in2/ft
OK
X-X, +1.20D+1.60Lr+0.50L 0.5903 k-ft
Z-Z, +1.40D 1.241 k-ft
-Z Bottom
0.02 in2ltt ACI 10.5
6.364 k-fY
0.21 in2/ft 6.364 k-ft
OK
OK
Z-Z, +1.40D 1.241 k-ft
Z-Z, +1.20D+0.50Lr+1.60L+1.6%.158 k-ft
-X Bottom
+X Bottom
0.04 in2ltt ACI 10.5
0.04 in2/ft ACI 10.5
0.32 in2/ft 9.597 k-ft
0.32 In2/It 9.597 k-ft
OK
OK
Z-Z, +1.20D+0.50Lr+1.60L+1.60t.158 k-ft
-X Bottom
+X Bottom
0.04 in2/ft ACI 10.5
0.04 in2/tt ACI 10.5
0.32 in2/ft 9.597 k-ft
OK
Z-Z, +1.20D+1.60Lr+0.50L 1.368 k-ft
Z-Z. +1.20D+1.6OLr+0.50L 1.368 k-ft
-X Bottom
0.05 in2/ft ACI 10.5
0.32 in2tft 9.597 k-ft
0.32 in2/ft 9.597 k-ft
OK
OK
_One Way_She_ar_
+X Bottom
0.05 in2lft ACi 10.5
0,32 in2/ft 9.597 k-ft
OK
_
Load Combination.. _ Vu @ -X _ Vu @ +X Vu @ •Z Vu_ @ +Z _ Vu:MBX Phi Vn Phl`Vn / Vu
~
Status
+1.40D 5.885 psi
+1.20D+0.50Lr+1.60L+1.60H 5.496 psi
5.885 psi
5.496 psi
.
3.176 psi 3.176 psi 5.885 psi 82.158 psi 0.07163
2.966 psi 2.966 psi 5.496 82.158
OK
+1.20D+160Lr+0.50L 6.489 psi
6.489 psi
psi psi 0.06689
3.502 psi 3.502 psi 6.489 psi 82.158 psi 0.07898
OK
OK
ril
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General Footing Design
Title : Job #
Dsgnr:
Project Desc.:
Project Notes:
sariVMI -Vft allDoCummKskF-f4 iCALC Dats Rksl 6A:A W6
Punching Shear
Load Combination... Vu ~~ PhNVn Vu / Phi"Vn Status
+1.40D 19.643 psi 164.32osi 0.1195 CK
+1.20D+0.5OLr+1.60L+1.60H 18.343 psi 164.32Dsi 0.1116 OK
+1.20D+1.60Lr+O,SOL 21.656 psi 164.32psi 0.1318 CK
.. .
. ..
. .....
....
......
....
see
.. .
. ..
. .
ITIN
Title Block Line 1 Title : Job #
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Title Block Line 6
Concrete Beam Design M CtUaasUkarterr' n rtse"� N RCAt EJ t AestSSprospect.ec8�
g ENERCALC. INC.1083-2010. Ver: 5,1.03
. Description :
Material Properties
fc /2 3 0 ksi
fr - f? 7.50= - 410.79 psi
Density - 145.0 pcf
lastle Modulus 3,122.0 kal
Load Combinatil0011 bBC & ASCE 7-05
(L Phi Valudi lexure : 0.90
Shear: 0.750
of = 0 850
Fy - Main Reb* 60 0 ksi Fy - Stirrups. - 40.0 ksi
E - Main Reba- 29,000.0 ksi E - Stirrups - 29,000.0 ksi
Stirrup Bar Size # 3
Num of Bars Crossing Inclined ( = 2
Calculations per IBC 2006, CBC 2007, Act 31&45
r
4
t
I
I
••) q • •• •
...... sods .dose.
seed•• • • •
sees • •• sees•
seed•• • •
sees sees•
•• •• sees sees••
Yr" tMl ' •
� ._._.tea,..: _ •... _ ►._.... �. _ �. _ �.. � suss _ �. ... t..r..�+w,!..� �,r.u. ••►wr •.•rriwrK •
see***
sees••
• • sees•.
sod *na n
Cross section & Reinforcing Details
Rectangular Section, Width - 6.0 in, Height - 12.0 in
Span #1 Reinforcing....
245 at 1.875 in from Bottom, from 0.0 to 25.0 It in this span
_ Applied Loads
Load for Span Number 1
Uniform Load : D - 0.1680 klft, Tributary Width = 1.0 If
Point Load: L =1.40 k C& 13.0 It
Point Load : L - 1.40 k @ 19.0 It
DESIGN SUMMARY
Maximum Bcnding Stress Ratio
1.046 : 1
Section used for this span
Typical Section
Mu : Applied
26,195 k-ft
Mn ' Phi: Allowable
25.034 k-ft
Load Combination
+D*Lr+L+1.60H
Location of maximum on span
12 986ft
Span # where maximum occurs
Span # 1
245 at 1.875 in from Top, from 0.0 to 25.0 It In this spa
Service loads entered. Load Factors will be applied for calculations.
Max::rlum Deflection
Max Downward L+Lr+S Deflection
Max Upward L+Lr+S Deflection
Max Downward Total Deflection
Max Upward Total Deflection
0.n00 in Ratio - 0 <360
0.000 in Ratio - 0 <360
2.518 in Ratio . 119 <180
0.000 in Ratio = 999
Cross Section Strength & Inertia
�' i'hi'Nin�( c=tf3 Moment of Inertia 1 in^4 )
Cross Section Bar Layout Description Btm Tension Top Tension I gross Icr - Btm Tenslorlcr - Top Tension
Section 1^2- 05 0 d=10.125',2- #5 0 d-1.875",— B.0 25", 8t;4.00 350.57 �3W. 7�
Vertical Reactions - Uniactored Support notation: Far left is #
Load Combination Support 1 Support 2
tOveraliiNAXm5rn 3.108 Y8927__
D Only 2.100 2.100
D+L 3.108 3.892
D+L+S 3.108 3.892
D+L+Lr 3.108 3.892
Shear Stirrup Requirements
No Stirrups Required from —(00 to— 22.85 ft along span, Condition flu << Phi1%rJ��
#3 stlmrps (2 logs) at 5.00 In o% from 22.92 to 25.00 ft along span, Condition : PhIVcl2 < Vu « PHVc
Maximum Forces & Stresses for Load Combinatl
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Concrete Beam Design
Title : Job #
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Project Desc.:
Project Notes:
r n -t 1c L ^ 2� ± + rrM
Re: C-.%Ucer�;�,1 ft-r ..-Inuaw�,ner;r.ENERCALC Data flfti 55 proijisA.'
ENERCALC, INC. 1983.2010, Ver: 6.1.03
Description : BEAM DESIGN
• Load Combination location (tt}
lending Stress Results (k•ft _
_
Segment Length Span # in Span
MU: Max PhI•Mnx Stress Ratio
MAX(mum BENDINGEmnelope
Span # 1 1 12.986
26.20 25.03 1.05
+1.40D
Span # 1 1 12,500
18.37 25.03 0.73
+D+Lr+L+1.60N
Span # 1 1 12.986
26.20 25.03 1.05
+t .20D+1.60Lr+0.50L
*see
Span #1 t 12.986
22.27 25.03 0.89
•
� .�,� ������
Overall Maximum Deflections -- Unfactored I. _ _ _
�•�
• • .. .'
- - -
Load Combination Span Max. ' ' Dell Locatlon in Span Load Combination
#Mw s•" Deft- t+tcWvin in Spaq.
O+L++Lr - - - 1
2.5179 12.813 - - - -�
_ •' •'' E.0000 - C .666 : -
Maximum Deflections for Load Combinations - Unfactore
0000 • •
Load Combination Span Max.
_
Downward Defl Location in Span Max. Upward Deff LeMwen in Spa • • • • • • -
n
D Only 1
1.253419-
0�030 • • : • 3 000 ... • • : • •'
D+L 1
2.5179 12.813
0.0000 • • • • 0.000 • . • . „
D+L+S 1
2.5179 12.813
0.0000 ***see 0.000 •
D+L+Lr 1
2.5179 12.813
0.0000 • 0.000
••••4Z*
27
to
12
7
1.2
1A
MAW
2S .OA
32
AA
2.43 4.93 7.43 IM 12A3 14.1) 17A) 1!.!3 22.43 24J3
(xf o" Olt)
.-.-... �.w t►rt..� Y<wr►r ._�!.� • »F.\.�.s !iw • .11+n.\ 9!, .! `41 _-......--_- T_,. »-...-.._...__.� .._._-_..-..- .._..
2,43 4.l3 7A3 %" t2A3 14.13 11.43 19.l3 22A3 24M
Otlt mm (it)
N47...�... selAo C .it 'r•Itt .� ��� �.%:.., •f Lax a ,t to--$ I t" su....�..�_._........-_...-_...._..-- ..».......__...-�.._�
46,, it IA t4$A uw, t\N Ntug 2.444.
C+.r'rtic It' )
.w M4? ... r a..v\. • . • r r • . 1•1 ► 4.1.