REV-16-2304 ��Wo Miami Shores Village ,
�` 7CA1
zoos
pj 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
FBC 20 Iq 6th
BUILDING Master Permit No. 2C- 'A - 11Y1
PERMIT APPLICATION sub Permit No. GeV — 2,304
❑BUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL
❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP
CONTRACTOR DRAWINGS
JOB ADDRESS: 30 N� 3 f-
City• Miami Shores County: Miami Dade Zip:
Folio/Parcel#: Is the Building Historically Designated:Yes NO X
Occupancy Type: Load: { Construction Type: Flood Zone: BFE: FFE:
OWNER:Name(Fee Simple Titleholder): �J u 0�'� 6C(J TWU--LCX-j�C�C� Phone#: 30'!�_26 S Vt6�
Address: 0//>t- 93 Jrt
City: ma W juuv-, State: Zip:
3� {
Tenant/Lessee Name: Phone#:
Email: c
CONTRACTOR:Company Name: J:10 C1� Phone#: W
�)
Address: g
� I t?,()- "w 0� �, nw✓�� D�
City: � r) -�G�-fes-�4'c�.�af State: 95L Zip: 331 s Y
Qualifier Name: Jo Vii sL! Phone#:
State Certification or Registration#: cc,C_ 15-226 Certificate of Competency#:
DESIGNER:Architect/Engineer: Phone#:
Address: City: State: Zip:
Value of Work for this Permit:$ ' �O(� c~ Square/Linear Footage of Work: Ch
Type of Work: ❑ Addition ❑ Alteration ❑ New ❑ Repair/Replace ❑ Demolition
Description of Work: -r /��'�u l 6e,✓'&Ca Imo`" -wl
f77
�
Specify color of color thru tile: A 1a+�Ir�+eNrnmo�
z �
Submittal Fee$ Permit Fee$7) CCF$ CO/CC$
Scanning Fee$ Radon Fee$ DBPR$ Notary$
Technology Fee$ Training/Education Fee$ Double Fee$
Structural Reviews$ CAD Bond$
TOTAL FEE NOW DUE$
(Revised02/24/2014)
Bonding Company's Name(if applicable)
Bonding Company's Address
City State Zip
Mortgage Lender's Name(if applicable)
Mortgage Lender's Address
City State 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$2500, the applicant must
promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person
whose property is subject to attachment. Also,a certified copy of the recorded notice of commencement must be posted at the job site
for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the
inspection will not e a proved and a reinspection fee will be charged.
l.2
Signature MAO Signature
OWNER or AGENT CONTRACTOR
The foregoing instrument was g$knowledged before me this The foregoing instrument was acknowledged before me this
ccry� ff T day of (0� 20 by day of G St 20 16 . by
G� 4Eec et +A-v,Z`_whho is personally known to c CW I�P—Y R G00ZJ01TA who is personally known to
me or who has produced as me or who has produced _rJrov`p� LiC�1'V`e- as
i— U ^ 1
x=--identification and who did take an oath. identification and who d7D-�
NOTARY PUBLI : NOTARY P LIC:
Sign: c� Sign: -0
Print: Print: f1t1 i
Seal: N"YMO-096ofFlodda
� My Co=L 10M Oct 30,2018 Seak Pry,. YMADYPRIEM
•FOF FV'��, C0;f FF 173169
11Q451,011,
MY COMMISSION Y FF 214031
""""'� EXPIRES:March 25,2019
Bnded Thru Rotary Public Underwilers
APPROVED BY Plans Examiner Zoning
Structural Review Clerk
(Revised02/24/2014)
_v 304
2
CALCULATIONS COVER SHEET
(BEAM REPAIR)
Project Name & Address:
Faccidomo Residence
30 NE 93rd Street
Miami Shores, Florida
33138 see*•
" {. Project Type: •• ; •.
t
. .
Zt t � •
Residential
4� Building Code: •• .. .. ••..••
Florida Building Code (FBC) 2014 ••••�•
.. .. . ......
Pages: . .
Cover & 12 pages
Date:
August, 2016
bruc &b c�,In.
A 26 1
Victor J. Bruc P /
AR-001710
P.O.Box 530019
Miami Shores,Florida 33153
telephone 305-310-5030
email vb@b2-ai.com
MECAWind Version 2 . 1 . 0 . 6 per ASCE 7-10
Developed by MECA Enterprises, rnc. Copyright 2016
Date : 8/15/2016 Project No.
Company Name : Designed By
Address Description
City Customer Name
State Proj Location
File Location: C:\WORK\MY PROJECTS\2016\FACCIDOME RESIDENCE (COMMENTS FOR VICTOR)\CA:.0\WIND.wrd
Directional Procedure Simplified Diaphragm Building (Ch 27 Part 2)
All pressures shown are based upon ASD Design, with a Load Factor of . 6
Basic Wind Speed(V) = 175.00 mph
Structural Category = II Exposure Category = C
Natural Frequency = N/A Flexible Structure = No
Importance Factor = 1.00 Kd Directional Factor = 1.00
Damping Ratio (beta) = 0.01
Alpha = 9.50 Zg = 900.00 ft
At = 0.11 Bt = 1.QA.
Am 0.15= 0.20 lm •.. z 00 ft 0+.6.50'
' ' ' 5006. 00.0:'
Epsilon = 0.20 Zmin ....•� 15"'04••ft '.
�•""
Slope of Roof = 3 12 Slope of Roof(Thetas..;.; 14.04 Deg • •
Ht: Mean Roof Ht = 15.00 ft Type of Roof ...; Hipped .0000.
RHt: Ridge Ht = 23.00 ft Eht: Eave Height '....� 240 Oft
OH: Roof Overhang at Eave= 2.00 ft Roof Area 0000.-- 158.00 ft^
000 0000.
2 00 00
• • 0 .0 .
Bldg Length Along Ridge = 52.33 ft Bldg Width Across PtIgp 71*00'ft "'•;•
Gust Factor Category I Rigid Structures - Simplified Method • • ;000;0 0000*0
Gust1: For Rigid Structures (Nat. Freq.>1 Hz) use 0.85 : =.'J0.85' • •
00 0 0000 :0600:
Gust Factor Category II Rigid Structures - Complete Analysis 000
Zm: 0.6*Ht = 15.00 ft
Izm: Cc* (33/Zm)^0.167 = 0.23
Lzm: 1* (Zm/33)^Epsilon = 427.06 ft
Q: (1/ (1+0.63* ( (B+Ht) /Lzm)^0.63) )^0.5 = 0.90
Gust2: 0.925* ( (1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm) ) = 0.87
Gust Factor Summary
Not a Flexible Structure use the Lessor of Gustl or Gust2 = 0.85
Table 26.11-1 Internal Pressure Coefficients for Buildings, GCpi
GCPi Internal Pressure Coefficient = +/-0.18
Topographic Adjustment
0.33*z = 4.95
Kzt (0.33*z) : Topographic factor at elevation 0.33*z 1.00
Vtopo: Adjust V per Para 27.5.2: V * [Kzt (0.33*z) ] ^0.5 = 175.00 mph
Net Wind Pressures on Walls (Table 27.6-1)
Wall Pressures do not include effect of internal pressure
IRWFRS-Wall Pressures for Wind Normal tc 73 ft wall
L/B = 0.72
ph: Net Pressure at top of wall (windward + leeward) = 38.70 psf
p0: Net Pressure at bottom of wall (windward + leeward) = 38.70 psf
ps: Side wall pressure acting uniformly outward = .54 * ph = 20.90 psf
pl: Leeward wall pressure acting uniformly outward = .38 * ph= 14.71 psf
pwh: Windward wall pressure acting uniformly outward = ph-pl = 23.99 psf
pw0: Windward wall pressure acting uniformly outward = p0-pl = 23.99 psf
S
Z
!,IWFPS-tiva11 Pressures for :vind Normal to 52.33 it wall
LAB = 1.39
ph: Net Pressure at top of wall (windward + leeward) - 36.72 psf
p0: Net Pressure at bottom of wall (windward + leeward) = 36.72 psf
ps: Side wall pressure acting uniformly outward = .58 * ph = 21.28 psf
pl: Leeward wall pressure acting uniformly outward = .34 * ph= 12.36 psf
pwh: Windward wall pressure acting uniformly outward = ph-pl = 24.36 psf
pw0: Windward wall pressure acting uniformly outward = p0-pl = 24.36 psf
See Fig 27.6-2 for
Parapet wind Roof Pressures
pressures See Table 27.6-2
Mean roof ht" 6*•
s • 0000 0066.•
0006•. .• • •
� 0060••
••• � � 0000.•
Wind .600.0 •
Wali Pressures "�-> 13 "• •
0000•
See Tablp 27.6-1 h • �••� 0":00 ••i•.*
•• ••6 •• ••••••
0000••
•
Plan : ; 0 .
0000.• 0000••
• • •
.• • •.00.0
6••0 . •
• •
P- •00 0
Elevation
Net Wind Pressures on Roof (Table 27.6-2) :
Exposure Adjustment Factor = 1.000
Zone Load Casel Load Case2
psf psf
---- ---------- ----------
1 -35.31 5.16
2 -24.34 -7.20
3 -36.05 .00
4 -32.18 .00
5 -26.37 .00
Note: A value of 101 indicates that the zone/load case is not appli.cabZe.
4 i 5 t , 1 0.4,
5 3 ..
�
(D
Sipped Roof
Roof Overhang Loads (Figure 27.6-3) :
Load Case 1:
Povhl: Overhang pressure for zone 1 = -26.98 psf
Povh3: Overhang pressure for zone 3 = -27.03 psf
Load Case 2•
Povhl: Overhang pressure for zone 1 = 3.87 psf
Povh3: Overhang pressure for zone 3 = .00 psf
� �`�`.+"_. ; ••• .444 4686•6
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444400 .. .0 0
000000
4444..
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•
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4444 .
4444.
00.90. •
•4444
.. .. 00
. 4444..
440444 , 00
4
• • •
.. • 0000 •66066
• •
MECAWind Version 2 . 1 . 0 . 6 ASCE 7®10
Developed by NECA Enterprises, Inc. Copyright 2016 : ti::r. -• ri_r e r.nr. __ ;r:
Date : 8/15/2016 Project No.
Company Name : Designed By
Address Description
City Customer Name
State Proj Location
File Location: C:\WORK\MY PROJECTS\2016\FACCIDOME RESIDENCE (COMMENTS FOR VICTOR)\CALC\»IND.wnd
Roof not �.
shown
51
121
�I I rl I r y, i:••••
I I •
_ , I f ��• •••• ••••••
I � I •
P
i •
cJ ••••
•••••
WAS Alp Roof.-i.% 27••••i ••••••
�► 41"x. 3 ••...• • •
....•• •.•.•.
Wind pressure on Components and Cladding (Ch art �9 ••••••
All pressures shown are based upon ASD Design, with a Load Factor of•• :6
Width of Pressure Coefficient Zone ^a" = 5.233 ft
Description Width Span Area Zone Max Min Max P Min P
ft ft ft^2 GCp GCp psf psf
--------------------------------------------------------------------------
WINDOW 4.00 3.00 12.0 4 0.99 -1.09 46.56 -50.55
WINDOW 4.00 3.00 12.0 5 0.99 -1.37 46.56 -61.98
DOOR 6.67 2.83 18.9 4 0.95 -1.05 45.17 -49.17
DOOR 6.67 2.83 18.9 5 0.95 -1.30 45.17 -59.20
WALL 2.00 10.50 36.8 4 0.90 -1.00 43.13 -47.13
WALL 2.00 10.50 36.8 5 0.90 -1.20 43.13 -55.12
WOOD HEADER 14.00 6.00 84.0 2 0.32 -1.24 19.77 -56.62
ROOF FARTER 1.33 5.00 8.3 2 0.50 -1.70 27.15 -75.07
ROOF RAFTER 1.33 5.00 8.3 3 0.50 -1.70 27.15 -75.07
ROOF RAFTER 1.33 5.00 8.3 2H 0.50 -2.20 19.97 -87.85
Khcc:Comp. & Clad. Table 6-3 Case 1 = 0.85
Qhcc: .00256*V^2*Khcc*Kht*Kd = 39.93 ps-'
�Ce er7 � C
z4
. .
...... ......
�Ji�Pr / T74 oz �ia=y�� �? G��'�1�'1��� 1�;:�•%Gff .
(e76
(7-5 97 43
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z
04 12
N \
;� - j3zih
c •
;.04- 67
/dam46)
;....;
.....
...... ......
•
v
�
2 , 5 l�
Masonry Co7mmectors
METAMETA/HHETAMETAUDETALMS Em bedded Truss Anchors and Truss Seat Snip
The embedded truss anchor series provides an j'1W
engineered method to properly attach roof trusses to
concrete and masonry walls.The products are designed
with staggered nail patterns for greater uplift resistance.
Information regarding the use of two anchors on
single-and multi-ply trusses is included.
The TSS,a companion product of the META,provides I °I
a moisture barrier between the concrete and truss.The N
reassembled unit is riveted with no height adjustment. tav
0
The DETAL20 is a high capacity embedded truss H
anchor for attachment of single-ply trusses to concrete N °
and masonry walls.It combines dual embedded anchors I i
with a structural moisture-barrier seat that is partially
embedded in the concrete or grout.This seat serves to {
protect the truss and also provides additional lateral and
uplift capacity.The embedded anchors are pre-attached ° 1
to the moisture barrier through slots that allow fora
slight amount of adjustability,providing flexibility during ° /' 1 tit
installation to avoid rebar.The moisture-barrier seat i t" m'
includes tabs at each end for optional attachment to the
form board in concrete tie-beam applications.
MATERIAL:HHETA-14 gauge;HETA-16 gauge; ' 01 f
HETAL—strap 16 gauge,truss seat 18 gauge; 2J/ E l
META-18 gauge;TSS-22 gauge;
ol
DETAL-16 gauge(Barrier-18 gauge) META with TSS DETA L20 •••
FINISH:Galvanized.Some products available in ZMAV U.S.Patent 7.987,636 • • �'•• •••...
coating;see Corrosion Information,pages 13-15. Madel •
No. (HHETA similar) .•'.'. •
INSTALLATION:•Use all specified fasteners. ••... .. • •
• .••.••
See General Notes. TSS2 13/4 . � •
•The META,HETA and HHETA are embedded 4°Into a TSS2-2 31/ai•.••:
6'min.concrete beam or 8°nominal grouted block wall; TSS3510 • • • :• •
HETAL is embedded 51/6':DETAL is embedded 41/2'. . F2
•The DETAL20 is installed centered and flush on top *sees•
of an 8`masonry bond beam or concrete be beam. i .ya ° •• 00000
The moisture barrier seat bears on masonry face Moisture barrier .• %�s, %• • • ••••
shell or concrete be beam form boards;the two not shown(Typ.)
flanges embed into grout or concrete.The two
��$ F1 •
embedded anchors shall be installed vertically ' • ••••:•
into grout or concrete. See n 9
ote
• •
•The TSS moisture barrier may be preattached to 4oredge TylArA 1bIEjA holo"� :•...;
othe truss using 6d commons. distartce Installed with TSS • 60 • •
y •For mislocated truss anchors which are greater •+ •
to than'/a but less than 1'/2°from the face of the truss,
C a shim must be provided.Shim design by Truss
ca Engineer.When gap is greater than 1'/2°,install new anchors. "= N Typical DETAL
•In double embedded anchor installations,do not install fasteners Installation
t where the straps overlap when wrapped over the truss heel. 6 Typical HETA20 c
CODES:See page 12 for Code Reference Key Chart. M
Itt. Installation z 4•l
Those products are avadable with additional corrosion protection.Additional products on I LL
this page may also he available with this option,chock with Simpson Strong-Tie for details #5 Retku
. o os z
Single Embedded Anchor Installation
Model H SP Uplift Load 160 Load Duration Increase Lateral Leads Code —� z
10111111/216d (160) }
( ) a
No. Quantity Load Quantity Lead F1 F2 Ref. Straps may be installed straight o
�. META12 8 7 1450 6 1450 340 725 or wrapped over to achieve listed loads W
META14 Discontinued—See META12 and META16
META16 12 7 1450 6 1450 340 725 1.Loads have been increased for wind or seismic loading.
Reduce where other loads govern. h
META18 14 7 1450 6 1450 340 725 2.Minimum Pc=2500 psi.Minimum('m=1500 psi. o
3.For simultaneous loads in more than one direction,
® META20° 16 7 _1450 6 1450 340 725 the connector must be evaluated as described in Note e,
META22 187 1450 6 1450 340 725 page xx under Instructions to the Designer.
META24 20 7 1450 6 1450 340 725 4.Five nails must be installed into the truss seat of the HETAL.
META40 36 7 1450 6 1450 340 729 5.Parallel-to-wall load towards face of HETAL is 1975 tbs.
6.It is acceptable to use a reduced number of fasteners
HETA12 8 7 1520 7 1780 340 725 provided that there is a reduction in uplift load capacity. a
HETA16 12 9 1810 8 1810 340 725 See example on page 190.Lateral loads do not apply
F27 when fearer than 7 fasteners are used with the HETA and
HETA206 16 9 1810 8 1810 340 725 HHETA anchors or less than 6-16d or 7-10dxl/z fasteners
HETA24 20 9 1810 8 1810 340 725 7.are used with the META anchor.
The HHETA allowable F1 load can be increased to 435 lbs.
HETA40 36 9 1810 8 1810 340 725 if the strap is wrapped over the truss and a minimum of
HHETAI6 12 10 2235 9 2235 340' 615 12 nails are installed.
HHETA20e 16 10 2235 9 2235 340' 815 8'Minimum spacing for multiple anchor installation is 2 times
the embedment depth for full load.See Double Embedded
HHETA24 20 10 2235 `9 2235 3407 815 Anchor installation table on page 181 for loads on closer
HHETA40 36 10 2235 9 2235 3401 815 spaced anchors.
9.Minimum edge distance for HETA/META is 1/ for concrete
14ETAL12 7 140 1085 104 1210 4155 1100 and 2"for masonry.
HETALI6 11 14' 1810 131 1810 415' 1100 10.NAILS:16d=0.162'dia x 3'/�long.
10dx1/:=0.148'dia.x 1/. long.
180 HETAL20 15 144 1810 134 _1810 4155 1100 See pages 22-23 for other nail sizes and information.
Title Blockl ine 1 Project Title:
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Title Block Line 6 PnoMd is AUG 206 2 z9H%1
Fite=C:IWORKIMYPROJ-1120161FACCID-11CALC�Cwc.ec6 ia
Concrete Beam ENERCALC,INC.19832016,BWW-&1&6.7,Ver,6.16.6.7
Description: REPAIR OF EXISTING CONCRETE BEAM AT NEW OFFICE
CODE REFERENCES _
Calculations per ACI 318-11, IBC 2012,ASCE 7-10
Load Combination Set:IBC 2015
Material Properties __
fc = 3.0 ksi Phi Values Flexure: 0.90
fr= fc to • 7.50 = 410.792 psi Shear: 0.750
yJ Density = 145.0 pcf R t = 0.850
X LtWt Factor = 1.0
Elastic Modulus = 3,122.0 ksi Fy-Stirrups 40.0 ksi N
fy-Main Rebar = 60.0 ksi E-Stirrups = 29.000.0 ksi
E-Main Rebar = 29,000.0 ksi Stirrup Bar Size# 3
Number of Resisting Legs Per Stirrup= 2 ® ••••
• .. •
...... ooeoo
•
.... •
D 0.11 Lgo 121 VV-0.31 • • �•
r-12'h • • ••••••
s»ma.�o e
_Cross Section &Reinforcing Details
Rectangular Section, Width=8.0 in, Height=12.0 in
Span#1 Reinforcing....
245 at 2.50 in from Bottom,from 0.0 to 8.670 ft in this span 245 at 2.50 in from Top,from 0.0 to 8.670 ft in this span
Applied Loads Service toads entered.Load Factors will be applied for calculations.
-- ---- ._-------------
Beam self volght calculated and added to loads
Load for Span(dumber 1
Uniform Load: D=0.10, Lr=0.120, W=-0.310 kfft, Tributary Width=1.0 ft,(ROOF)
DESIGN SUMMARY '"
Maximum Bending Stress Ratio = 0.167 : 1 Maximum Deflection
Max Downward Transient Deflection 0.004 in Ratio= 24534>=36
Section used for this span Typical Section
Mu:Applied 4.022 k-ft Max Upward Transient Deflection -0.011 in Ratio= 9497>=36
Mn'Phi:Allowable 24.116 k-ft Max Downward Total Deflection 0.011 in Ratio= 9297>=18
Max Upward Total Deflection 0.000 in Ratio= 999>=18
Location of maximum on span 4.343 ft
Span#where maximum occurs Span#1
Cross Section Strength &Inertia Top&Bottom references are for tension side of section
Max Mu (k-ft) Pht-W (k-ft) Moment of Inertia (Wit)
Cry Section Bar Layout Description Bottom Top Bottom Top I gross la-Bottom icr-Top
Section 1 2-#5 @ d=9,5•,2-#5 @ d=25•, 0.00 0.00 24.12 24.12 1,152.00 316.57 316.57
Vertical Reactions Support notation:Far left is#1
Load Combination —- -- Support 1 Support 2
Owall MAXunum 1.373 1. 73
Overall MINtmum 0.046 0.046
+D+H 0.853 0.853
+D+L+H 0.853 0.853
+D+Lr+H 1.373 1.373
+D+&+H 0.853 0.853
+D+0.750Lr+0.750L+H 1.243 1243
-+D+0.750L+0.750S+H 0.853 0.853
Title BIOck•Une 1 Project Title:
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Title Block"selection.
Title Block Une 6 Pvnte7 15 AUG 2016 2'219FM
Concrete Beam F =C:IWORKWPROJ-112016TACCIo-1kCALCtcwc.ec6
ENERCALC,INC.1902016,SM-6.16.6.7,Ver:6.16.6.7
'�LicA:'KW-0601,1019
Lic nse6 .SkvRock.EhgineerinA
Description: REPAIR OF EXISTING CONCRETE BEAM AT NEW OFFICE
Vertical Reactions Support notation:Far left is#1
Load Combination Support 1 Support 2
+D+0.60W+H 0.046 0.046
+D+0.70E+H 0.853 0.853
+D+0.75OLr+0.75OL+0.450W+H 0.638 0.638
+D+0.750L+0.750S+0.450W+H 0.248 0.248
+D+0.750L+0.750S+0.5250E+H 0.853 0.853
+0.60D+0.60W+0.60H -0.295 -0.295
+0.60D+0.70E+0.60H 0.512 0.512
D Only 0.853 0.853
Lr Only 0.520 0.520
L Only
S Only
//��,,,, ��A �1�� 0000
W Only -1,344 -1.344 • • 0 0000 4,00•• 0 0 0 0••
E Only • • •
so 0 so
H Only 00.00• 60900•
0000.•
Shear Stirrup Requirements ***:so 0
Entire Beam Span Length:Vu<PhiVrP2, ReJd Vs=Nat Reed 11.4.6.1, use stirrups spaced at 0.000 in •9••• • ••••••
• 0000•• • •
Maximum Forces& Stresses for Load Combinations see*
.....
Load Combination Location(ft) Bending Stress RestO*.(!M ••.• •
• •-• 0000•
Segment Length Span# in Span Mu:Max Phi"M1dt• •• Stress RaQle • ••••••
MAX1mum BENDING Envelope :00:0: • 9•
Span#1 1 8.670 4.02 2+1.12 • 0.V • •
0000••
•
+1.40D+1.60H 0 •0090•
Span#1 1 8.670 2.59 24,I�• ; 0.1���• �••..�
+1.20D+0.5CLr+1.60L+1.60H • • •
Span#1 1 8.670 2.78 24.12 0.12• •
+1.20D+1.60L+O.50S+1.60H
Span#1 1 8.670 2.22 24.12 0.09
+1.20D+1.60Lr+0.50L+1.60H
Span#1 1 8.670 4.02 24.12 0.17
+120D+1.60Lr+0.50W+1.60H
Span#1 1 8.670 2.57 24.12 0.11
+1.2OD+0.50L+1.60S+1.60H
Span#1 1 8.670 2.22 24.12 0.09
+1.20D+1.60S+0.50W+1.60H
Span#1 1 8.670 0.76 24.12 0.03
+120D+0.5OLr+0.50L+W+1.60H
Span#1 1 8.670 -0.13 24.12 0.01
+1.20D+0.50L+0.50S+W+1.60H
Span#1 1 8.670 -0.70 24.12 0.03
+1.2OD+0.50L+0.70S+E+1.60H
Span#1 1 8.670 2.22 24.12 0.09
+0.90D+W+0.901-1
Span#1 1 8.670 -1.25 24.12 0.05
+0.90D+E+0.90H
Span#1 1 8.670 1.66 24.12 0.07
_Overall Maximum Deflections
Load Combination --- Span Max. Dell - Location in Span Load Combination Max.e+Detl Location In Span
+D+Lr+H 1 0.0112 4.335 0.0000 0.000
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,Title Block Line 1 Project Tide: I
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Masonry Convertors
_
e
The MTSM and.HTSM offer high strength truss-
to-masonry connections. rV
MATERIAL:MTSM-16 gauge;HTSM-14 gauge
FINISH:Galvanized.See Corrosion Information,
pages 13-15. �`� Moisture barrier °
INSTALLATION: T Typical
netshowm °°, y'�r
•Use all specified fasteners.See General Notes. yp °
•Installs with hex-head T'den7 screws. MTSM20 r+�•� ° m
•Attach to either side of grouted concrete block installation • °°
with a minimum one#5 rebar horizontal.
CODES:See page 12 for Code Reference Key Chart .f5 Rebar Min.
Fasteners'
DF/SP SPF/HF Allowable Lateral
Allowable Uplift Loads' Allowable U Ifft Loads' Loads OF/SP/SPF/HF)
Model L p ( Code
No. 10d 10dxl% led 10di1'A Ft F2 Ref.
Tress CMUConcrete
(160) (160) (160) (160) (160) (160) s
MTSM16 16 7-10d 4-1/:x2'/Titen 4-'1/4xl%Titen 860 860 750 750 g
MTSM20 20 7-10d 4-'/x2'lten4-1/V1'/Titen 860 860 750 750 2358 908 F27 Pdot Hole
HTSM16 16 810d 4-1/4x2/Titan 4-''/a1'/a Then 1175 1175 1020 1020 ® JYP.) • *# YRP'
HTSM20 20 10-1Od 4-/x2'�ten 4-Axl3AT'den 1175 1175 1020 1020 imt �• ••••••
- •
1.Loads have been increased for wind or earthquake loading with no further increase allowed.Reduce where other loads govern • ® requ'aed •®• ••
2.Twist straps do not have to be wrapped over the truss to achieve the allowable load. •
3.Minimum edge distance for TRen screw is 1'A'. •• �p so ••••i•
4.See page 173 for Titen screw information. ••• • •
5.Table allowable loads were determined usingtest ulfimatO or fastener calculation values. • •
6.Products shall be installed such that the Tten screws are not exposed to the weather. ••y�,�r�.1r"20 oMTSPA16 0000
:
7.Minimum Fm=1500 psi and 1'c=2500 psi. •tr rwftO •M"6 •*900
`-->
B.Lateral loads apply when on the wall side Titen screws are installed into the first lour heMgonal holes from the bend line and on ••• �l�r) Similar) • •
the truss/rafter the first seven nail holes near the bend line are filled.Any o er fasteners required can be installed in any open hole. •••• •••••
9.NAILS:10d=0.148'dia.x 3°long.10dx1'h=0.148 dia.x 1%long.See pages 22-23 for other nail sizes and information. 6••••• • • •
•
•
• •. • •
The MGT and HGT series are girder tie downs for moderate to high load •' • •Soso
• :••••;
applications that are typically installed prior to roof sheathing.The MGT •• •
wraps over the heel and is anchored on one side of the truss.The HGT
e straddles the heel and anchors on both sides of the truss.The HGT is field
v adjustable,making it suitable for trusses with top chord slopes up to 8/12. Mosuve
The HGT is available in sizes for 2-,3-and 4-ply widths. • Cramer
MATERIAL:MGT-12 gauge:HGT-7 gauge 141yrG o e notsmpwn
FINISH:MGT—Galvanized;HGT—Simpson Strong-Tie°gray paint Ir a
INSTALLATION:•Use all specified fasteners.See General Notes. • �" 'd °
•When the HGT-3 is used with a 2-ply girder or beam,shimming is ''��
required and must be fastened to act as one unit the 111110
a ,:
•Attach to grouted concrete block with a minimum one#5 rebar f+i• Tmwn. FEz
horizontal in the top lintel block. °
•See page 204 for wood applications.
CODES:See page 12 for Code Reference Key Chart m� p� 0�
MGT Typical MGT Installation
O.C. Fasteners OF/SP SPF/HF 17
Madel Olin Allowable Allowable Cade o
No. W Behumen Concrete/ Girder UpUftLoads Uplift Loads Ref. 3W dia. y
Anchors CMU (150) (160) washers o
MGT 3'1/4 — 1-51/° 22-10d 3965 3330 F26 3/,dia.washers required (washers not i
(not supplied) supplied) Moisture g
HGT 2 35/,8 5'/ 2-'/ 16-10d 10980 6485 ^ot showm
120,
HGT 3 415/e Tla 2-'/a 16-10d 10530 9035 F19
F19 CE—) � - • o
HGT-4 6%. 9 2-% 16-10d 9250 9250 4
1.Attached members must be designed to resist applied loads.
2.Minimum Fin=1500 psi and f'c=2500 psi. ; . ',` °° .•. _ v
3.To achieve the loads listed for the MGT and HGT•anchorage into a 9'wide r 35A 4° -
concrete tie-beam or grouted and reinforced CMU fie-beam can be made using 1' =
Simpson Strong-Ties'SET Epoxy-Time',adhesive with a minimum embedment depth of 17-
Vertical reinforcement maybe required transfer the lauds per Designer.
4.Allowable bads have been increased for
vrind or earthquake loading with �� #5 Rebyr^
no further increase allowed:reduce where other loads govern. • Min.
5.The MGT can be installed with straps vertical for fug table load provided all specified 1`I�
nails are installed to either a solid header or minimum double 2x6 web. Crescent HGT-2 Typical HGT-2 Installation
6.Table allowable loads were determined usingtested lowest ulbmate/3 or fastener washer
supplied (HGT-3 and into Concrete
calculation values. and HGT-4 similar)
7.NAILS:1 Gd=0.148'dia.x 3'long.See pages 22-23 for other nab sizes and information. required
182