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To: Mr. William baa4k,Date: 20-Apr-20
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V Job Number: ?t���►�
Reference: 4006 Avenue P
signed and sealed Structural plans and Report
We are sending you Elherewith under separate cover prints Otracings
shop drawing§ specifications Flother as described below
as follow:
NUMBER OF
COPIES
DRAWING OR
JOB NUMBER
DATED
DESCRIPTION
4
04/20/20
4 sets of signed and sealed drawings
1
Report
Via: Hand Delivrery
cc.:
Yours very truly,
E stone, Inc.
Ja ques Re - e, P.E.
Vice President
William 04 20 2020.xls
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Avenue P Structural
Assessment Report
4006 Avenue P. Ft. oierce FL
ENGINEER'S CERTIFICATION
This document and the information contained within have been prepared solely for the
use of the Jacques Registe and St. Lucie County Planning & Development Services,
Building &Code Regulation Division (BCRD).
This Assessment is based solely upon the information made available to or gathered by
Ebbstone, Inc. EBBSTONE does not assume responsibility for unforeseen conditions,
or conditions not recognized as unacceptable at the time this report was prepared. This
Assessment and subsequent recommendations are based solely on the visual
inspection of the structure and no testing of materials was performed. EBBSTONE
performed the inspection, prepared this report, and makes the following
recommendations in a manner consistent with sound practices, level of care, and the
skills normally exercised by members of the engineering profession operating under
similar circumstances.
This report and the discussion contained herein shall not, in whole or in part, be
disseminated or conveyed to any other party or used or relied upon by any other party,
in whole or in part, without prior written consent.
I, Jacques Registe, P.E., hereby state that this Assessment, as listed in the Table of
Contents, is, to the best of my knowledge and belief, true and correct and represents
the described work in accordance with current established engineering practices. I
hereby certify that I am a Licensed Professional Engineer in the State of Florida
practicing with Registe, Sliger Engineering, Inc., and that I have supervised the
preparation of and approve the evaluations, findings, opinions and conclusions hereby
reported.
This document has been signed and sealed by
Printed copies of this document are not
considered signed and sealed
Ebbstone, Inc.
1125 NE 125'h Street, Suite 503
North Miami, Florida 33161
Phone (850) 544-1402
Certificate of Authorization No. 9292
Jacques Registe, P.E.
Florida P.E. #43397
Page i February 19 2020
4
Avenue P Structural
Assessment Report
4006 Avenue P, Ft. pierce FL
Table of Contents
Engineer's Certification.................................................................................................... i
Tableof Contents.............................................................................................................ii
1.0
EXECUTIVE SUMMARY... ...................................................................................
1
1.1 Findings & Recommendations...................................................................
1
2.0
PURPOSE............................................................................................................2
2.1 Project Scope of Services..........................................................................
2
3.0
BUILDING STRUCTURAL ASSESSMENT..........................................................2
3.1 Building Location.......................................................................................
2
3.2 Building Parameters and Exterior Wall Openings ......................................
2
3.3 Exterior Walls Structural Condition Assessment ........................................
3
3.4 Roof Structural Condition Assessment......................................................
5
4.0
MODELING OF LOADS.......................................................................................
7
4.1 Wind Load Parameters and Calculations...................................................
7
4.2 Analysis.....................................................................................................
8
4.3 Results.......................................................................................................8
5.0
RECOMMENDATIONS........................................................................................
9
APPENDICES
Wind Load Calculations...................................................................................Appendix A
DesignPlans..................................................................................................Appendix B
Page ii February 19, 2020
4
Avenue P Structural
Assessment Report
4006 Avenue P, Ft. pierce FL
1.0 EXECUTIVE SUMMARY
This Structural Assessment Report compares the Building's Main Wind Force Resisting
System to wind loads generated by hurricane forces. This report contains Ebbstone,
Inc.'s (EBBSTONE) opinion and professional judgment of the existing condition of the
house structure located at 4006 avenue P, Fort Pierce, Florida. Main Wind Force
Resisting System (MWFRS) are the structural elements assigned to provide support
and stability for the overall structure. The opinions and analysis provided by
EBBSTONE are based on visual evidence only. EBBSTONE is not responsible for the
assessment of the conditions of non -visible structural elements. Destructive testing and
non-destructive testing were not performed.
EBBSTONE performed a visual structural inspection of the house located at 4006
avenue P, Fort Pierce, Florida on January 6, 2020. The inspection was conducted by
Jacques Registe, P.E. Wind loads were calculated using ASCE 7-10 methodology.
EBBSTONE has made every effort to reasonably present the various areas of concern
identified during our site visit. If there are perceived omissions or misstatements in this
report regarding the observations made, we ask that they be brought to our attention as
soon as possible so that we have the opportunity to fully address them in a timely
manner. This report has been prepared on behalf of and for the exclusive use of St.
Lucie County BCRD.
1.1 Findings & Recommendations
EBBSTONE's inspection of the house structure included a visual inspection of the
exterior and interior of the house. EBBSTONE has not noted any cracks along the
exterior wall and no cracks were found on the inside of the exterior walls of the house.
The visible elements of the roof truss system showed no sign of deterioration. It is our
opinion that the MWFRS are in good condition and no reduction in capacity due to
service conditions were applied to individual structural elements during our analysis.
Based on our analysis, it is EBBSTONE's opinion that the structural elements
composing the building's MWFRS can withstand loads generated by category 5
hurricanes if the following repairs are made.
EBBSTONE recommends installing new hurricane straps to the roof rafters and to the
studs to beam connection. A continuous load path capable of resisting the uplift of the
roof from the bond beam to the foundation needs to be provided. We recommend
installing joistibeam connection tie down, adding one more thru bolt to beam/column
connection, completely secure the handrail system and secure the bond(parameter)
beams. We recommend to re -nailing the plywood floor system, blocking all the floor
joists at least 3' from the ends and installing minimumY2" CDX plywood sheeting. We
also recommend installing approved shutters on all the windows.
Page 1 February 19, 2020
Avenue P Structural
Assessment Report
4006 Avenue P. Ft. pierce FL
V��1•'111:71eb9
The purpose of this structural assessment is to satisfy the Florida Building Code (FBC)
section 907.4.2 substantial structural alteration. Where more than 30 percent of the floor
and roof areas of the building have been altered, the evaluation shall demonstrate that
the lateral load resistance system of the structure complies with the FBC. The analysis
will use the building's Main Wind Force Resisting System to wind loads generated by
hurricanes forces to check the house. The house was just bought by Jacques. This
Report will evaluate the house located at 4006 Avenue P, Fort Pierce Florida 34947.
2.1 Project Scope of Services
The general objective is for EBBSTONE to prepare a report for the above referenced
house to be used by the BCRD to determine if the house is structurally adequate to
resist the wind loads generated during a major storm event. There were no existing
structural building plans, so all findings presented in this report are based upon our
measurements and visual inspection of the exposed structural building components. For
all structural elements that were not exposed, EBBSTONE made a conservative
assumption based on historic South Florida Building Code requirements on the size,
type, and condition. In addition, EBBSTONE prepared a set of renovation plans for the
house as shown in Appendices B.
3.0 BUILDING STRUCTURAL ASSESSMENT
3.1 Building Location
The house is located at 4006 Avenue P, Fort Pierce Florida 34947. This house is
located in a dense urban area, with no open areas or waterbodies greater than 5,000' in
the surrounding terrain. See Figure 1 below for Project Location Map.
0
Figure 1 — Project Location Map
3.2 House Parameters and Exterior Wall Openings
Per the St. Lucie County Property Appraiser, the house was constructed in 1983. No
existing building plans were available for review. Therefore, field measurements of the
Page 2 February 19, 2020
Avenue P Structural
Assessment Report
4006 Avenue P, Ft. pierce FL
building dimensions were used. Assumptions were made based on the field inspection
and historic South Florida Building Code dated 1971. The building is a 1 story house on
pile, 19' tall with approximately 912 square feet of house space. The house is
approximately 24' wide by 39' long. The house is constructed of wood frame with a
gable roof as shown below in Photo 1.
Photo t — House Exterior
The house has the following exterior wall openings:
• The front of the front facing north has two double 6' wide glass door.
• The west face of the building has three windows and one entry door.
• The north side of the building has two windows.
• The east side of the building has three windows.
Roof members consisted of 2x6 wood rafters at two feet on center supported directly on
the double 2x4 top plate. The roof deck consists of plywood.
EBBSTONE was unable to determine the 10"x10" PT pile/column foundation depth, but
there was no sign of settlement.
3.3 Exterior Wall Structural Condition Assessment
No cracks or any structural damage was found in the inside face of the wall. However,
wood rot was observed at the bottom of the entry door and some siding planks were
missing. Based on the visual inspection, EBBSTONE believes that the condition of the
structural elements of this building do not warrant a reduction in the calculated
resistance of the exterior wall structural elements.
Page 3 February 19 2020
Avenue P Structural
Assessment Report
4006 Avenue P, Ft. pierce FL
3.4 Roof Structural Condition Assessment
Based on the visible area of the roof structure, plywood roof decking is supported by
wooden slope rafters. The rafters were placed 2' on center. The rafter that were visible
showed no damage or deterioration except at the exterior eve location where there were
some deteriorations. see Photo 3 on the following page.
Photo 4 — Rafter layout and spacing
Uplift resistance was not verified since there is no attic to look at rafters' connection to
the top plate. Therefore, tie down of the rafters should be provided and secured to top
plate. All visible straps should be galvanized.
3.5 Floor Structural Condition Assessment
Based on the visible area of the floor structure, plywood decking is supported by
wooden joists. The joists were placed at 16" on center. Most of the joists that were
visible appear to have been replaced recently. Those joists need to be blocked and tied
down to the beams.
Page 5 February 19 2020
Avenue P Structural
Assessment Report
4006 Avenue P. Ft. pierce FL
Photo 5 — Joists layout and spacing require blocking and tie down
Photo 6 — Beams to Column Connection Require another bolt
Page 6 February 19 2020
Avenue P Structural
Assessment Report
4006 Avenue R Ft. pierce FL
4.0 MODELING OF LOADS
The basic loads considered in this study are dead loads (DL), live loads (LL), and wind
loads (WL). The values of DL are calculated from the unit weights of various building
materials used in the analysis. The LL intensities for the various areas of the building
are obtained from the 2017 Florida Building Code. The summary of DL and LL
considered for the building is given in Appendix A, Summary of Wind Load Calculations.
According to ASCE 7-10, Chapter 2, Section 2.4, only 60% of the DL was used in the
calculations.
EBBSTONE assumed the following: all studs were 2x4 on 16" O.C.; continuous load
path was not provided; and all doors and windows are not hurricane resistant.
4.1 Wind Load Parameters and Calculations
EBBSTONE calculated the wind loads on the building using ASCE 7-10, Chapter 26
(Wind Loads: General Requirements), Chapter 27 (Wind Loads on Building MWFRS
(Directional Procedure), Chapter 28 (Wind Loads on Building MWFRS (Envelope
Procedure) and Chapter 30 (Wind Loads -Component and Cladding).
Required wind loads were calculated using the wind speeds of Saffir-Simpson
Hurricane Scale as a guide. Wind loads was determined using specific 3 second gust
wind speeds of 158 mph (122 mph sustained wind speed, Category 5 Hurricane).
In determining pressures for the building envelope areas, five basic factors were
considered:
1. Building Height — Higher roof areas will have stronger wind velocity. The analysis
used the measured height of 20'.
2. Building Location —Wind maps are included within ASCE 7-10 so that the local
basic wind speed can be determined. See Figure 1 — Project Location Map.
3. Surrounding Terrain — The more obstructions there are around a building, the
more they will break up the wind and assist in reducing the wind effect. Knowing the
building is located in an urban area with no large open areas or waterbodies, the
specific exposure is B. Refer to ASCE 7-10, Chapter 26.
4. Building Openings — The more openings in a building, the greater the chance of
internal pressure increasing in a wind event. Due to the openings not having approved
shutters, a partially enclosed structure was used in our analysis.
Page 7 February 19, 2020
Avenue P Structural
Assessment Report
4006 Avenue P, Ft. pierce FL
5. Building Use or Risk Category of the Building — This factor is based on how
important the building is to the surrounding infrastructure in terms of people's safety. If
building failure occurs, risk to human life exists. The risk category used was II.
4.2 Analysis
Effects of wind on a building include internal pressurization, increased lateral forces,
uplift, and external pressures. Internal pressurization occurs when wind enters a
building and lateral forces act either inward, created by the wind blowing directly on the
face of a building, or outward, due to suction forces created when low pressure
conditions occur inside the building. Most buildings are designed as enclosed structures
with no large or dominant openings in the envelope that allow wind to enter. However, a
breach in this normally enclosed building envelope due to broken windows, failed entry
doors, or a failed garage door causes a significant increase in the net effective wind
loads acting on the building under strong wind conditions. In such cases, the increased
wind load may initiate a partial failure or cause a total failure of the primary structural
system. Therefore, partially enclosed building was used in this analysis.
Primary structural systems are those that support the building against lateral and
vertical loads. The MWFRS consists of structural elements assigned to provide support
and stability for the overall structure. The system generally receives wind loading from
more than one surface. Many buildings have structural systems that provide continuous
load paths for high winds, but that were not sufficient for the extreme lateral and vertical
uplift forces generated by tornadic winds that occur within hurricanes. Winds moving
around a structure create vertical and lateral forces that act on the building and cause
several different failure modes.
4.3 Results
EBBSTONE performed an analysis of the various MWFRS structural elements to
determine its ability to resist wind loads generated by a hurricane. Our findings are as
follows:
The "weakest link" in resisting the uplift forces acting on the roof elements was
determined to be the nailed connection between the top plate and the wooden rafters
and joists. Since that connection was not visible, we assumed the connection was
nailed with 2 No. 16 D nails which provide approximately 600 lbs. per end of rafters as
calculated. Therefore, these nails are not adequate to carry loads generated by a major
hurricane. See Appendix A for Wind Load Calculations.
Lateral stability is provided via the roof and the floor diaphragm. All the floor joists shall
be framed as a woos structural panel diaphragms in that they all should be blocked at
the panel ends and be the same size. The joists should also be tied to the joist/beam
Page 8 February 19 2020
Avenue P Structural
Assessment Report
4006 Avenue P, Ft. pierce FL
connections. Floor/ceiling sheeting should be fastened with galvanized 10D ringshank
nails spaced at 4" o.c. at panel edges and ends, 6" o.c. in the field of the panel.
5.0 RECOMMENDATIONS
Based on our analysis, it is EBBSTONE's opinion that the structural elements
composing the building's MWFRS can withstand loads generated by Category 1 and 2
hurricanes but will fail during a category 3 thru 5 hurricanes. Therefore, Ebbstone
recommends installing new hurricane straps to the roof rafters and to the studs to beam
connection. A continuous load path capable of resisting the uplift of the roof from the
bond beam to the foundation needs to be provided. We recommend installing joist/beam
connection tie down, adding one more thru bolt to beam/column connection, completely
secure the handrail system and secure the bond(parameter) beams. We recommend to
re -nailing the plywood floor system, blocking all the floor joists at least 3' from the ends
and installing minimum CDX plywood sheeting. We also recommend installing
approved shutters on all the windows.
Page 9 February 19, 2020
Ebbstone, Inc.
1125 NE 125th Street, Suite 503
North Miami, Florida 33161
850-544-1402
754-222-9155
JOB TITLE 4006 Avenue P
Category 5 Hurricane Calculations
JOB NO. SHEET NO.
CALCULATED BY JR DATE 1/20/20
CHECKED BY JFS DATE 1/23/20
CS15 Ver 2016.12.28 . www.struware.com
STRUCTURAL CALCULATIONS
FOR
4006 Avenue P
Fort Pierce Florida
Ebbstone, Inc. JOB TITLE 4006 Avenue P
1125 NE 125th Street, Suite 503 Category 5 Hurricane Calculations
North Miami, Florida 33161 JOB No. SHEET No.
850-544-1402 CALCULATED BY JR DATE 2/4/19
754-222-9155 CHECKED BY JFS DATE 2/4/19
www.struware.com
Code Search
Code: Florida Building Code2017
Occupancy:
Occupancy Group = R Residential
Risk Category & Importance Factors:
Risk Category = II
Wind factor= 1.00
Snow factor= 1.00
Seismic factor= 1.00
Type of Construction:
Fire Rating:
Roof = 0.0 hr
Floor= 0.0hr
Building Geometry:
Roof angle (0)
4.00 / 12 18.4 deg
Building length (L)
38.0 ft
Least width (B)
24.0 ft
Mean Roof Ht (h)
19.5 ft
Parapet ht above grd
0.0 ft
Minimum parapet ht
0.0 ft
Live Loads:
Roof 0 to 200 sf: 20 psf
200 to 600 sf: 24 - 0.02Area, but not less than 12 psf
over 600 sf: 12 psf
Floor:
Typical Floor
50 psf
Partitions
N/A
Partitions
N/A
Partitions
N/A
Partitions
N/A
Ebbstone, Inc. JOB TITLE 4006 Avenue P
1125 NE 125th Street, Suite 503 Category 5 Hurricane Calculations
North Miami, Florida 33161 JOB NO. SHEET NO.
850-544-1402 CALCULATED BY JR DATE 1/20/20
754-222-9155 CHECKED BY JFS DATE 1/23/20
Wind Loads: ASCE 7 - 10
Ultimate Wind Speed
158 mph
Nominal Wind Speed
122.4 mph
Risk Category
II
Exposure Category
B
Enclosure Classif.
Partially Enclosed
Internal pressure
+/-0.55
Directionality (Kd)
0.85
Kh easel
0.701
Kh case 2
0.619
Type of roof
Gable
T000araohic Factor (Kzt
Topography
Flat
Hill Height (H)
0.0 ft H< 60ft;exp B
Half Hill Length (Lh)
0.0 ft :. Kzt=1.0
Actual H/Lh =
0.00
Use H/Lh =
0.00
Modified Lh =
0.0 ft
From top of crest: x =
0.0 It
Bldg up/down wind?
upwind
H/Lh= 0.00
K, = 0.000
x/Lh = 0.00
K2 = 0.000
z/Lh = 0.00
K3 = 1.000
At Mean Roof Ht:
Kzt = (1+KIK2K3)A2
= 1.00
Gust Effect Factor
h = 19.5 ft
B = 24.0 It
/z (0.6h) = 30.0 It
Rigid
Structure
e =
0.33
t =
320 It
Zmin =
30 ft
o =
0.30
9o, 9v =
3.4
Lz =
310.0 ft
Q =
0.92
Iz =
0.30
G=
0.88 use G=0.85
2D RIDGE or 3D A%ISYMMETRICAL HILL
Flexible structure if natural frequency < 1 Hz (T> 1 second).
However, if building h/B <4 then probably rigid structure (rule of thumb).
h/B = 0.81 Rigid structure
G = 0.85 Using rigid structure default
Flexible or Dvnamically Sensitive Structure
Natural Frequency (n,) =
0.0 Hz
Damping ratio (P) =
0
/b =
0.45
/a =
0.25
Vz=
101.8
Nt =
0.00
Rn =
0.000
Rh =
28.282 n = 0.000
Re =
28.282 n = 0.000
RL =
28.282 n = 0.000
9R =
0.000
R =
0.000
G =
0.000
h = 19.5 ft
Enclosure Classification
Ebbstone, Inc. Joe TITLE 4006 Avenue P
1125 NE 125th Street, Suite 503 Category 5 Hurricane Calculations
North Miami, Florida 33161 JOB NO. SHEET NO.
850-544-1402 CALCULATED BY JR DATE 1120/20'
754-222-9155 CHECKED BY JFS DATE 1/23/20
Test for Enclosed Building: A building that does not qualify as open or partially enclosed.
Test for Open Building: All walls are at least 80% open.
AD >_ 0.8Ag
Test for Partially Enclosed Building:
Input Test
AD 300.0 sf AD >_ 1.1Aoi YES
Ag 960.0 sf Ao > 4' or 0.01Ag YES
AD! 162.0 sf Aoi/Agi 5 0.20 YES Building IS
Agi 5264.0 sf Partially Enclosed
Conditions to qualify as Partially Enclosed Building. Must satisfy all of the following:
Ao>_ 1.1Aoi
AD> smaller of4'or0.01Ag
Aoi / Agi 5 0.20
Where:
Ao = the total area of openings in a wall that receives positive external pressure.
Ag = the gross area of that wall in which AD is identified.
Aoi = the sum of the areas of openings in the building envelope (walls and roof) not including AD.
Agi = the sum of the gross surface areas of the building envelope (walls and roof) not including Ag.
Reduction Factor for large volume partially enclosed buildings (Ri) :
If the partially enclosed building contains a single room that is unpartitioned , the internal
pressure coefficient may be multiplied by the reduction factor Ri.
Total area of all wall & roof openings (Aog): 0 sf
Unpartitioned internal volume (V) : 0 cf
Ri = 1.00
Altitude adjustment to constant 0.00256 (caution - see code) :
Altitude = 5 feet Average Air Density 0.0765 Ibm/ft3
Constant= 0.00256
Ebbstone, Inc.
1125 NE 125th Street, Suite 503
North Miami, Florida 33161
850-544-1402
754-222-9155
JOB TITLE 4006 Avenue P
Category 5 Hurricane Calculations
JOB NO. SHEET NO.
CALCULATED BY JR DATE 1/20120
CHECKED BY JFS DATE 1/23/20
Wind Loads - MWFRS hS60' (Low-rise Buildings) Enclosed/partially enclosed only
Kz = Kh (case 1) = 0.70 Edge Strip (a) = 3.0 ft
Base pressure (qh) = 38.1 psf End Zone (2a) = 6.0 ft
GCpi = +/-0.55 Zone 2 length = 12.0 ft
Wind Pressure Coefficients
CASE
A
CASE B
9= 18.4 deg
Surface
GCpf
w/-GCpi
w/+GCpi
GCpf
w/-GCpi
w/+GCpi
2
-0.69
-0.14
-1.24
-0.69
-0.14
-1.24
3
-0.47
0.08
-1.02
-0.37
0.18
-0.92.
4
-0.42
0.13
-0.97
-0.45
0.10
-1.00
5
0.40
0.95
-0.15
6
-0.29
0.26
-0.84
1 E
0.78
1.33
0.23
-0.48
0.07
-1.03
2E
-1.07
-0.52
-1.62
-1.07
-0.52
-1.62
3E
-0.67
-0.12
-1.22
-0.53
0.02
-1.08
4E
-0.62
-0.07
-1.17
-0.48
0.07
-1.03
5E
0.61
1.16
0.06
6E
-0.43
0.12
-0.98
Ultimate Wind Surface Pressures (psf)
2
-5.3 -47.2
-5.3 -47.2
3
3.1 -38.8
6.8 -35.0
4
5.1 -36.7
3.8 -38.1
5
36.1 -5.7
6
9.9 -32.0
1 E
50.6 8.8
2.7 -39.2
2E
-19.8 -61.6
-19.8 -61.6
3E
-4.7 -46.5
0.8 -41.1
4E
-2.6 -44.4
2.7 -39.2
5E
44.1 2.3
6E
1
4.6 -37.3
Parapet
Windward parapet = 0.0 psf (GCpn =+1.5)
Leeward parapet = 0.0 psf (GCpn = -1.0)
Horizontal MWFRS Simple Diaphragm Pressures (Ps
Transverse direction (normal to L)
Interior Zone: Wall
35.5 psf
Roof
-8.4 psf "
End Zone Wall
53.2 psf
Roof
-15.1 psf "
Longitudinal direction (parallel to L)
Interior Zone: Wall 26.3 psf
End Zone: Wall 39.6psf
NOTE: Total horiz force shall not be less than that determined
by neglecting roof forces (except for MWFRS moment frames).
The code requires the MWFRS be designed for a min ultimate
force of 16 psf multiplied by the wall area plus an 8 psf force
applied to the vertical projection of the roof.
Windward roof
overhangs = 26.6 psf (upward) add to
windward roof pressure
Location of MWFRS Wind Pressure Zones
Ebbstone, Inc. JOB TITLE 4006 Avenue P
1125 NE 125th Street, Suite 503 Category 5 Hurricane Calculations
North Miami, Florida 33161 JOB NO. SHEETNO.
850-544-1402 CALCULATED BY JR DATE 1/20/20
754-222-9155 CHECKED BY JFS DATE 1/23/20
ZONE 2: lessor of
0.5 B or 2.5 h
,If 2 is negative
CASE A L"Wrm =CTION
RANGE
CASE B
WLSID DIRECTION
RANGE
NOTE: Torsional loads are 26% of zones 1 - 6. See code for loading diagram.
ASCE 7 -99 and ASCE 7-10 (& later)
\j,�"•. = �.If 2snegati•
1E 1VMDMECHON
r
Transverse Direction Longitudinal Direction
NOTE: Torsional loads are 26% of zones 1 - 4. See code for loading diagram.
Ebbstone, Inc. JOB TITLE 4006 Avenue P
1125 NE 125th Street, Suite 503 Category 5 Hurricane Calculations
North Miami, Florida 33161 JOB NO. SHEET NO.
860-544-1402 CALCULATED BY JR DATE 1120120
754-222-9155 CHECKED BY JFS DATE 1/23/20
Ultimate Wind Pressures
Wind Loads - Comoonents & Claddina : h <= 60'
Kh(case 1)= 0.70 h= 19.5 ft
Base pressure (qh) = 38.1 pat a = 3.0 ft
Minimum parapet ht = 0.0 It GCpi = +/-0.55
Roof Angle (0) = 18.4 deg
Type of roof = Gable
Roof
Area
Negative Zone 1
Negative Zone 2
Negative Zone 3
Positive All Zones
Overhang Zone 2
Overhang Zone 2
Parapet
GCp+/- GCpi
Surface Pressure (psf)
User Input
10 at
50 at
100 at
10 at
. 50 sf
100 sf
26 sf
56 sf
-1.45
-1.38
-1.35
-55.2
-52.5
-51.4
-53.6
-52.3
-2.25
-1.90
-1.75
-85.6
-72.3
-66.6
-77.7
-71.4
-3.15
-2.73
-2.55
-119.9
-103.9
-97.0
-11 OA
-102.8
1.05
0.91
0.85
40.0
34.6
32.3
36.8
34.3
-2.20
-2.20
-2.20
-83.7
-83.7
-83.7
-83.7
-83.7
.3.70
-2.86
-2.50
-140.8
-108.9
-95.1
-121.8
-106.6
Overhang pressures In the table above assume an Internal pressure coenlclent tOcp1) of U.0
Overhang soffit pressure equals adj wall pressure (which includes internal pressure of 18.5 psf)
qp = 0.0 pelf
CASE A = pressure towards building (pos)
CASE B = pressure away from bldg (neg)
Walls
Area
Negative Zone 4
Negative Zone 5
Positive Zone 4 & 5
Solid Parapet Pressure
Surface Pressure
s
Userinput
'10 elf
I 100 elf
I 500 elf
I 40 at
:ASE A: Interior zone:
Corner zone:
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
;ASE B: Interior zone:
Corner zone:
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
+-GCpi
Su ace Pressure ps)
Userinput
0 at
500 sf
10 sf
100 sf
500 at
50 sf
120 sf
E1.55-l'.37
.47
-1.35
-62.8
-56.1
-51.4
-58.1
-55.5
.60
-1.35
-74.2
-60.8
-51.464.8
-59.7
1.25
59.0
52.3
47.6
54.3
51.7
Ebbstone, Inc. JOB TITLE 4006 Avenue P
1125 NE 125th Street, Suite 503 Category 5 Hurricane Calculations
North Miami, Florida 33161 JOB NO. SHEET NO.
850-544-1402 CALCULATED BY JR DATE 1120/20
754-222-9155 CHECKED BY JFS DATE 1/23120
Ultimate Wind Pressures
Roofs w/ 6 5 10*
and all walls
h>60'
Monoslope roofs
10°<6530°
h 5 60' & aft design h<90'
Location of C&C Wind Pressure Zones
Walls h <_ 60' Gable, Sawtooth and
& all design h<90' Multispan Gable 6 5 7 degrees &
Monoslope 5 3 degrees
h <_ 60' & all design h<90'
Multspan Gable & Hip 7° < e 5 27'
Gable 7° <05 45'
Stepped roofs e 5 3°
h 5 60' & sit design h<90'
02' I
u
Monoslope roofs
3°<0510,
h 5 60' & all design h<90'
Sawtooth 10* <0 5 45`
It 5 60' & Bit design h<90'
Ebbstone, Inc. Jae TITLE 4006 Avenue P
1125 NE 125th Street, Suite 503 Category 5 Hurricane Calculations
North Miami, Florida 33161 JOB NO. SHEET NO.
850-544-1402 CALCULATED BY JR DATE 1/20/20
754-222-9155 CHECKED BY JFS DATE 1123/20
Roof Design Loads
Items
Description
Multiple I
psf (max)
psf (min)
Roofing
Wood Shingles
3.0
2.0
Roofing
3 ply felt & gravel
5.5
5.0
Framing
Wood Trusses @ 24"
3.0
2.5
Insulation
R-30 Fiberglass insul.
x 2.0
1.8
1.8
Ceiling
5/8" gypsum
2.8
2.5
Mach & Elec
Mach. & Elec.
2.0
0.0
Misc.
Misc.
0.5
0.0
0.0
0.0
Actual Dead Load O
18.6 C
13.8
Use this DL instead*
20.0 •
9.0
Live Load
20.0
0.0
Snow Load
0.0
0.0
Ultimate
Wind (zone 2 - 100sf)
32.3
-66.6
Loading
D + Lr
40.0
-
D+0.75(0.6'W+Lr)
49.6
-
OVD+0.6'W
-
-34.6
LRFD Loading
1.2D+1.6 Lr +O.SW
72.2
-
1.2D+1.OW+0.51-r
66.3
-
0.9D+1.OW
-
-58.5
Roof Live Load Reduction Roof angle 4.00 / 12 18.4 deg
0 to 200 sf: 20.0 psf
200 to 600 sf: 24 - 0.02Area, but not less than 12 psf
over 600 sf: 12.0 psf
300 sf 18.0 psf
400 sf 16.0 psf
500 sf 14.0 psf
User Input: 450 sf 15.0 psf
e
Ebbstone, Inc.
1125 NE 125th Street, Suite 503
North Miami, Florida 33161
850-544-1402
754-222-9155
JOB TITLE 4006 Avenue P
Category 5 Hurricane Calculations
JOB NO. SHEET NO.
CALCULATED BY JR DATE 1/20120
CHECKED BY JFS DATE 1/23/20
Floor Design Loads
Items IDescription
Multiple
psf(max)
psf(min)
Flooring
Sheet vinyl x 1.0
1.5
0.5
Flooring
Thin Set Tile
4.0
3.0
Insulation
R-19 Fiberglass insul.
0.6
0.6
Decking
3/4" plywood/OSB
2.7
2.3
Ceiling
5/8" gypsum
2.8
2.5
Roofing
Asphalt Shingles w/roll roofing
3.0
2.0
None
0.0
0.0
None
0.0
0.0
Misc.
Misc.
0.5
0.0
Actual Dead LoadD
15.1
10.9
Use this DL instead*
100.0
65.0
15.0
0.0
Partitions
Live Load
50.0
0.0 _____
Total Live Load
65.0
___
0.0
165.0
65.0
Total Load
FLOOR LIVE LOAD REDUCTION (not including partitions)
NOTE: Not allowed for assembly occupancy or LL>100psf or passenger car
garages, except may reduce columns 20% if 2 or more floors & non -assembly
L=Lo(0.25+15/4KLLAT)
Unreduced design live load: Lo =
50 psf
Floor member & 1 floor cols KLL =
2
Tributary Area AT =
300 sf
Reduced live load: L =
43.1 psf
Columns (2 or more floors) KLL = 4
Tributary Area AT = 500 sf
Reduced live load: L = 29.3 psf
IBC alternate procedure
Smallest of:
R= .08%(SF - 150)
R= 23.1(1+D/L) = 69.3%
R= 40% beams; 60% columns
R = 12.0%
Reduced live load: L = 44.0 psf
R = 28.0%
Reduced live load: L = 36.0 psf
Ebbstone, Inc. Joe TITLE 4006 Avenue P
1125 NE 125th Street, Suite 503 Category 5 Hurricane Calculations
North Miami, Florida 33161 JOB NO. SHEET NO.
850-544-1402 CALCULATED BY JR DATE 1/20/20
754-222.9155 CHECKED BY JFS DATE 1/23/20
Wall Design Loads
Items
Description Multiple
psf (max)
psf (min)
0.0
0.0
Sheathing
518" gypsum
2.8
2.5
Framing
2x4 wood stud @ 16"
1.3
0.8
Sheathing
Plaster per 1"
8.0
6.0
veneer
4" Glass Block x 0.38
6.8
6.0
Insulation
R-11 Fiberglass insul.
0.4
0.4
Mach & Elec
Mach. & Elec.
1.0
0.0
Misc.
Misc.
0.5
0.0
Actual Dead Load 01
20.7
15.6
Use this DL instead 01
55.0 •
50.0
Wall Design Loads
Items
iDescription Multiple
I psf (max)
psf (min)
Framing
2x4 wood stud @ 16"
1.3
0.8
Insulation
R-19 Fiberglass insul.
0.6
0.6
0.0
0.0
Sheathing
518" plywood/OSB
2.2
1.8
Wall Covering
Solid Flat Tile on 1" mortar bi x 0.38
8.6
7.5
0.0
0.0
0.0
0.0
0.0
0.0
Actual Dead Load 0
12.7
O 10.7
Use this DL instead
50.0
O 40.0
ROOF UPLIFT AND WALL FLEXURE CALCULATIONS
Ebbstone, Inc. JOB TITLE 4006 Avenue P
1125 NE 125th Street, Suite 503 Category 5 Hurricane Calculations
North Miami, Florida 33161 JOB NO. SHEET NO.
850-544-1402 CALCULATED BY JR DATE 1/20/20
754-222-9155 CHECKED BY JFS DATE 1/23/20
W=
Theta
Pitch
heta
H =
H
He=
L=
H
L
Slab Span length
W
Reinforced Slab
Truss Spacing
End Zone
Dead Load 0.6
Width of End Zone= 2a
Roof slab size
where a = lesser of 10% of least horizontal dimension or
= 40 % of eave height
2.4 or
6.8 2.4
But not less than 40% of least horiz.
Dim or 3 feet
9.6 or
3.00 3
a= (edge trip) =0
End Zone = 2a= 6
Roof Truss Wind Pressure From Component and Cladding
Middle
-52.3 Windward roof load
zone 1
Edge
-71.4 LeeWard roof load
Zone 2
Corner
-102.8 Windward Overhang
Zone3
-411
R2= -931 plf
R1= -1107 plf
24 ft Bldg. width least dimension
18.43 A Degree
4/12 Pitch H/W
17 Eave
21.00 Mean Roof height
38 ft Long dimension
ft
0 psf "topping'
2 ft.
0 psf
0 inch
Arm1 Arm2 Arm3
19 6
-1862 Total both ends
-2215 Total both ends (Controls)
Arm4
1 12
ROOF UPLIFT AND WALL FLEXURE CALCULATIONS
E ibs e, Inc. ROOF UPLIFT AND SHEAR WALL CALCULATIONS PAGE 2 OF 2
Engineer: Jacques Registe
Project: 4006 Avenue P DATE: 3/16/20
SHEAR WALLS
Lateral on End Walls
Assume that roof diaphragm carry load of 1/2 wall height + full roof height
Roof height "rh" = W/2 * Pitch = 24.0
rd=
24.0
d=
2.00 '
2a=
6 rd
H=
17
H/2=
8.5
M
W
1.2a
en—dzbne
Horizontal windward (MWF) "p" = 39.6 psf
Horizontal leeward (MWF) "pl" = 26.3 psf
ww force = A*p = 2256 lbs.
Iw force =AI*pl 9846 lbs.
Total Force =
12102 lbs.
Check Roof Truss for Uplift Load
Sum of Perforated Shear wall Lengths =
10.00 ft.
Shear Capacity Adjustment Factor for wood framing only
Table.4.3.3.5, NDS 2015
0.69
Unit Shear of Wall (Tbl 1 APA p.7)
530 lbs. per ft.
:15/32", 2" thick, 8d nails @ 4" at corners;
Check the unit shear wall strength
OK
T=C=
0
lbs.
Moment F*H/2 =
102863 ft-lbs
Walls
1=1/12bhA3 0 in^4
GENERAL
1. CONSTRUCTION IS TO COMPLY WITH THE REQUIREMENTS OF THE GOVERNING BUILDING CODE AND ALL OTHER APPLICABLE
FEDERAL, STATE. LOCAL CODES, STANDARDS, REGULATIONS AND LAW. THE GOVERNING CODE FOR THIS PROJECT IS THE.
FLORIDA BUILDING CODE 2017 (EXISTING BUILDING).
2. THE STRUCTURE IS DESIGNED TO BE STRUCTURALLY SOUND MEN COMPLETED.
PRIOR TO COMPLETION. THE CONTRACTOR IS RESPONSIBLE FOR STABILITY
AND TEMPORARY BRACING OR SUPPORT.
3. DESIGN SUPERIMPOSED LOADS
BUILDING LIVE LOAD--------- 40 PSF
ROOF UVE LOAD 20 PSF
DECK LOAD--------------100 PSF
4. DESIGN WIND LOADS
GOVERNING CODE -------------------- ASCE 7-10
ULTIMATE DESIGN WIND SPEED 158 MPH
NORMAL WIND SPEED ------------------- V=123 MPH
RISK CATEGORY III
IMPORTANCE FACTOR ------------------ 1-1.0
EXPOSURE—MWFRS------- B
CLADDING AND COMPONENT--B
INTERNAL PRESSURE COEFFICIENT--GCP+/-0.55 (ENCLOSED)
MEAN ROOF HIGH 19.5 FEET
WIND DIRECTIONAL FACTOR --- KE= 0.85
TOPOGRAPHY FACTOR ------- 1.0
5. VERIFY ALL DIMENSIONS AND SITE CONDITIONS PRIOR TO START OF CONSTRUCTION. NOTIFY THE ARCHITECT/ENGINEER OF
ANY DISCREPANCIES OR INCONSISTENCIES. NO CHANGES OF INFORMATON SHOWN ON THE DRAWINGS SHALL BE MADE
WITHOUT THE SPECIFIC WRITTEN APPROVAL OF THE ARCMITECT/ENGINEER. DESIGN INFORMATON SHOWN ON THE DRAWINGS
PROVIDE OVERALL DIMENSIONAL PARAMETERS AND DESCRIBE ELEMENTS TO BE CONSTRUCTED. THE CONTRACTOR
SMALL ADJUST DIMENSIONS AND DETAILS AS REQUIRED TO FIT EXISTING CONDITIONS. THE ARCHITECT/ENGUNEER SHALL BE
NOTIFIED OF ANY PROPOSED MODIFICATIONS.
6. DETAILS LABELED 'TYP' APPLY TO ALL SITUATIONS THAT ARE THE SAME OR SIMILAR TO THOSE SPECIFICALLY REFERENCED.
WEATHER OR NOT THEY ARE KEYED IN AT EACH LOCATION. QUESTION REGARDING THE APPLICABILITY OF TYPICAL DETAILS
SHALL BE RESOLVED BY THE ENGINEER_
WINDOW C(`HFDI II F
1) ALL WINDOWS SHALL MEET THE WIND PRESSURE SHOWN ON THIS SHEET
SCOPE OF WORK:
1) REPLACE 1 - WINDOW
2) REPAIR BATHROOMS
3) INSTALL KITCHEN SINK AND COUNTER TOP
4) REPAIR SIDING
5) REPAIR STAIRWAY AND DECK
ALL REPAIRS SHALL BE DONE PER THE DETAILS
SHOWN IN THIS SET OF PLANS. `
COMPLIANCE METHOD LEVEL 3
NO ALTERATION TO TEH EXISTING ELETRICAL OR
PLUMBING SYSTEM.
CONNECTORS
I. ALL CONNECTORS AND FASTENERS SHALL BE GALVANRED UNLESS OTHERWISE NOTED.
2. CONTRACTOR SHALL USE ALL FASTENERS REQUIRED TO OBTAIN MAXIMUM PUBLISHED CONNECTOR LOADS
UNLESS OTHERWISE NOTED.
3. CONTRACTOR SHALL INSTALL ALL CONNECTORS IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATONS.
DIMENSIONAL LUMBER (NEWT
L ALL LUMBER SHALL CONFORM TO AMERICAN SOFTWOOD LUMBER STANDARD PS-20.
2, MATERIAL SHALL BE SOUTHERN PINE, COMPLYING WITH THE FOLLOWING MIN.
ALLOWABLE STRESS
LIGHT FRAMING --------------- Fb (BENDING) 1500 PSI
(2X2 THROUGH 4X4) E. 1.600.000 PSI
BEAMS AND STRINGERS ---------- Fb (BENDING) 975 PSI
POSTS AND TIMBERS Fb (BENDING) 850 PSI
(5X5 AND LARGER)
INDEX OF DRAWINGS
S-1 GENERAL NOTES
S-2 FLOOR LAYOUT
S-3 EXISTING HOUSE ELEVATION
S-4 FOUNDATION LAYOUT
S-5 STAIRS AND DECK DETAILS
S-6 CONNECTION DETAILS
S-7 INTERIOR REPAIR PLANS
IACOUES REGI$TE, P£.
P.E. LICENSE NUMBER 43397
EBBAONE. INC.
3370 CAPRAL CIRCLE NE. SURE 1
O 5
4 4
5 5
OLTW2 0 XIN WIND MBSUPE5 OI M
$ONE
EiTEC1Ih WIND MG
ID SF
1. ss
I (Rmr IT
wo/-xi
m/"
2 (ROOF i)
•¢0/-646
ss-1/-656
3 (RWF 3)
IpD/-II99
R]/-U.
s LWut s)
ss.o/-7•�
s2.1/-Wa
7-10 COMPONENT AND CLADDING DESIGN PRESSURES
NOTE:
ULTIMATE WIND PRESSURE FROM ASCE 2-10 WAS USED.
COVERSION FACTOR OF 0.6 USING ASD CAN BE USED
FOR WNDOWS SPECIFICATIONS.
GENERAL NOTES
RENOVATION PLANS
4006 Avenue P, For[ Pierce FIDTIda
6-X6• Columns
(TYP)
III
III III
III
III
III III
^
III III
Ex. 2XB JOIST 0 1
III
III
III III
III III
III
III
III III
III
III III R
III III
N— 2X8 JOIST 0 I
III
- ___------
II
III III
4----_____
III III
III
III
SIMPSON STRONG 11
III
III III 4
M25A @ JOIST/BE
III
III III
INTERSECTION Rt
III
6'X6' Columns
III
B
III lu
(TYP!
III III III
III III III
_ _ Ju III III
III III ul
III z-zxlB 2 - 2XIO ITYP1 III
III III III
III III III
III III IPXW Columns III
"')
4-NEW 2X8 a 12'o.c. —
EXISTING BEAM LAYOUT
JACQUES REGISTE, P.E.
Pi. LICENSE NUMBER I3397
EBBSTONE, INC.
3370 CAPITAL CIRCLE NE. SURE I
'A
iIF
Ir
i
III_
_
all
_J
I�L�I�II■I�I�I_
_!�I�ItII■I�I�I
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I�I�I�II�I�I�I
IE
�ii�iiu�i�ii
w
I�I�I�II■I�I�I
I�I�I�II�I�I�I
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I�I�Il�il�l�l
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I�I�I�II■I�I�I
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I.-
7—INSTALL FULL
DEPTH BLOCKING
ITYP3
r Ex. 2X8 JOIST
0 I6'O.C.
ITYP1
EXISTING FLOOR JOIST LAYOUT
FLOOR LAYOUT
RENOVATION PLANS
�wn� 4006 Avenue P, Fort Pierce Florida
1IW PT TRIM
PLANK
LAPPED BIDIND
WODD POST
C
8'X6 Post 6'X6' Post
INDOW TO SIDE VIEW
BE REPLACED N.T.S.
i%A PTTRIM
APPEDLANN
LIPPED GIDIND
FRONT VIEW EXISTING, HOUSE ELEVATION
N.T.S.
JACQUES USISTE, P.E. K.G. I-- EXISTING HOUSE ELEVATION
P.E. LICENSE NUNBER 43
3B1 RENOVATION PLANS
EBSSIDNE. INC.
3310 VYRAL CIRCLE NF, SURE 1 J.R. %-10 ..e Senn
TUTANAssEE, a az3aB 4006 Avenue P, Fort Pierce Florida
CEATIF![A!F OF AUTNOPIIATION 9391 /.a. 0]-10 Sd
6-W Columns
(TYP)
—— — ----------
�----u
WINDOW TO
BE REPLACED
I II II
IL—J1
STAIRS TO BE REPAIRED
r06E0
RE
R At D
q I II I
AT T E
EP R
I I
e
_ __—
ZEE
I I — I
EXISF. LH
Y _ENTRY ODOR KI
E P T
E i
KITCHEN TO
BE REPAIRED
` I
6 a - HATCHED AREA
TO BE REPAIRED
b _ _ 2 SLIDIND CLASS 00017S
!EXIST.)
_L ' II IIIII�II-ss I� I�I�III�IITIIII IIIIIIIIIIIIIIIIII
'' �IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII
I0'xW cPwmRs 6 �b P�I��IPI�Jr b I I I 'B''x'a' columns I I I I I I I I I
rTYP) I I I I I ir�Pi I I I I I I I I I I I I I I
Ell 11111111111M111111111 IIIIIIIIIIIIIIIIIIIII
EXISTING FOUNDATION LAYOUT HATCHED AREA TO BE REPAIRED EXISTING HOUSE PLAN
IACo.E1 RE66TF, P.F. *1'2B FOUNDATION LAYOUT
P.E. OCME NuweFR A3391 RENOVATION PLANS
EBBSIONE.INC. 33T0 CAPRAL CIRCLE NE, SUITE I TAUWASSEE, FL32308 0006 Avenue P, Fort Pierce Florida
CERTIRCATE OF AUTHORIZATION 9393 S'A
INSTALL
)-p' D (H.D.C.) THRU BOLTS WITH
NUTS AND WASHERS TO AT ALL
JOIST k POST CONNECTIONS
��JY/j" 2X6 P.T.
///f/y//// 2%4 RAIL WIP
WITH WITH
NUT' m (H.DGI THRI
BOLTS VITH NUTS AND VASTER'.
I AT TOP 6 BDTiDN OF POST (TYP.
4"%4' P.T. STAUNCH
2"BEAMS SECURED
WRN }tfl%B'XmG
0 WPSNERSIYP N EXISTING POSTS AND
SOL I/B'm (HI 'T. U THROE
WASHERS AT ALL JOSTT
— EXISTING ADS
ii PROPOSED STANTION DETAIL
N.T.S.
EXISTING STAIR DETAIL
N.T.S. (TO BE REPAIRED)
2"%2" PICKETS 5-1/2"O.0
.TH A DO' CUT AT THE
TOP AND THE BOTTOM
".2" PICKETS 5-1/2'O.C.
WITH A 30' CUT AT THE 2"%6" TOP PLATE. KITH
TOP AND THE BOTTOM A 1/q- OVER HANG THE
OUTSIDE EDGE OE THE
(21-3/e" m MRU BOLTS
PILING, (SECURED WITH
kfM ! AND WASHERS AT THE
(2j-(H.D.G) SCREWS PER
,J
TOP AND BOTTOM OF THE POST
PILING)
CONNED➢ONE
2"%4" RAIL WITH
BEVELEEDGES
2" 98 (HDG)DSCREWS TVA.
0 %q" P.T. STANTON
"%4" RAIL WITH
2"%6' P.T. JOSL
GAP ABOVE DECKINGECKING
(21-1/Ym THROE
6'-0" ttP 6'-0 TYP 2XIO
WITH
SISTWASHERA
JOIST AT
PILING CONNECTIONS
I
I I
I SEE DETAIL 'A
B"%8" POSTS (BEAM TO COLUMN CONNECTION)
EXISTING GROUND
'I
LI
LI
VIEW A -A
PROPOSED DECK
ELEVATION WITH RAILINGS
JACOUES REGISTE, P.E.
P.E. LICENSE NUMBER 13397
EBBSTONE. INC.
3370 CAPITAL CIRCLE NE, SURE I
2"4" DECKING
2'S P.T. -
CROSS BEAM
JOST (i R )
SECTION B-B
(2)-NUAN m D. TH BOLTS LATH
NUTS WASHERS TO AT ALL
JOIST
WW
& P05i CONNECTIONS
Su1PSON STRONG RE
HB.SA ®. '
G
E
T
/
BE
M'
INTERSECTION (TYP.)
(2)-$" 0 (TOO.) THROE BOLTS
MATH NUTS AND WASHERS AT ALL
Li BEAM TO POST CONNECTIONS (TYP.)
--6"X6" POSTS WITH A MIN. DEPTH
OF 6' BELOW NATURAL GRADES
(AGO OF 2.5 LBS./IN) (ttP.)
II
2 - 2XIB BEAMS
2X8 JOIST
ADD 13/4'BOLT
_ 2 - 2XIB BEAMS
_ Eust SOL TS
I I
8XB COLUMN
DETAIL "A"
N.T.S.
(EXISTING BEAM TO COLUMN CONNECTION)
STAIRS AND DECK DETAILS
RENOVATION PLANS
4006 Avenue P, For[ Pierce Florida
EXISTING GROUND
-j
NOTES
12
HURRICANE CLIPS
ALL HORIZONTAL AND INCLINED MEMBERS THAT
RECEIVE DECKING SHALL BE FRAMED AS A
SHINGLE ROOF
A
WOOD STRUCTURAL PANEL DIAPHRAGMS.
i
FASTENERS SHALL BE GALVANIZED 10D
ROOF
RINGSNANK NAILS SPACED 4 O.C. AT PANEL
RAFTERS 22'-0' DC.
—
— — — EXISTING
PANEL EDGE NAILING IRECTION OF
EDGES AND ENDS, AND 6' O.C. IN THE FIELD
INSULATION
IOD ® 4 O.C. FACE GRAIN
OF THE PANEL.
METAL GRIP ���
JOISTS BLOCKING SHALL BE PROVIDED AT ALL
PANEL EDGES, BE THE SAME SIZE AS THE
JOIST, AND INSTALLED IN FULL DEPTH
ORIENTATION (00 NOT LAY FLAT).
SUPPORTED PANEL
SPACE PLYWOOD BUTT JOINTS +' USING 16D
GALV. TIEDOWN STRAP HE AT
EDGE NAILING
BRIGHT COMMON -NAIL AS TEMPORARY SPACER.
EACH RAFTER WITHIN
FIELD NAILING
AT INTERMEDIATE
SUPPORTS
0\FLOOR SHEATHING DETAILS
l LOP ® BOITOM/
2XB OR 2X6 BEAMS
V1 i+ HT2NTER.5
01111TSECTIONS
Simpson Strong -Tie Simpson Strong -Tie m LSTA18
HE HS Simpson Strong -Tie
REINFORCEMENT AT ROOF/WALL AND FLOOR CONNECTION
P.E. LICENSE NUMBER 43397
EBWONE, INC.
3370 C09AL CIRCLE NE: SURE I
TALLAHASSEE, FL 3Z308
CERTIFICATE OF AUTHORIZATION 9292
SIMPSON LSTA18 (HOT -DIPPED GALV.)
TIE DOWN STRAP AT EACH STUD (OUTSIDE FACE)
TO RESIST UPLIFT.
R-19 TO BE INSTALLED
2' X e'
16' 0C.
2' X B'
BLOCKING
PROPOSED 3/8' COX PLYWOOD
INSTALL TIE DOWN 5 v_ 2_ 2 R 10 BEAMS SECURED 'TO
ISIMPSONNSTALL STRAP M2.G HL�—f — PILING WITH AM 5/8'0 X 1A'
TYP THROUGH OUT I Go. MACH. BOLTS WITH
NUT AND WASHERS TYP.
^�� r EXIST. 10-0 PILING
III//
I
15' DEPTH (TYP)
CONNECTION DETAILS
RENOVATION PLANS
4006 Avenue P. Fort Plerce Florida
:L
IryryII',�I—II--_�
WINDOW TO
I BE REPLACED
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