REV-19-790I
IVIId1111 JI IUI CJ V IIIdgC
Building Department
10050 N.E.2nd Avenue, Miami Shores, Florida 33138
Tel: (305) 795-2204 Fax: (305) 756-8972
INSPECTION LINE PHONE NUMBER: (30S) 762-4949
BUILDING
PERMIT APPLICATION
❑BUILDING ❑ ELECTRIC ❑ ROOFING
❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS
RECEIVED
APR 1 1 2019
Cj -k-1 Q-4
BC 20V7"l
Master Permit No. DGT-`02-19327
Sub Permit No. ;- ► 0
Q REVISION ❑ EXTENSION ❑RENEWAL
❑ CHANGE OF ❑ CANCELLATION ❑ SHOP
CONTRACTOR DRAWINGS
JOB ADDRESS: 9969 NE 4TH AVE RD, MIAMI SHORES, FL 33138
City: Miami Shores County: Miami Dade zip:
Folio/Parcel#: 1132060171230 Is the Building Historically Designated: Yes NO
Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE:
OWNER: Name (Fee Simple Titleholder):JOEL & ANDRE MISKI Phone#:
Address:9969 NE 4TH AVE RD
City: MIAMI SHORES State: FL Zip: 33138
Tenant/Lessee Name: Phone#:
Email:
CONTRACTOR: Company Name: ALUMICENTER INC Phone#: 305-969-0264
Address: 3160 SW 176 WAY
City: MIRAMAR state: FL Zip: 33029
Qualifier Name: JUAN COHEN Phone#:
State Certification or Registration #: Certificate of Competency M 1 OBS00557
DESIGNER: Architect/Engineer: CALCS ENGINNERING Phone#:
Address:5300 NW 85TH AVE City: DORAL State: FL Zip: 33166
�v
Value of Work for this Permit: $ 386049'' 0 Square/Linear Footage of Work: 561
Type of work: ❑ Addition ❑ Alteration New ❑ Repair/Replace ❑ Demolition
Description of work: LOUVERED ROOF PERGOLA
o/= /ocA-rfa� vim— Co%v as /�o?�".c�66 ;L.
Specify color of color thru tile:
Submittal Fee $ Permit Fee $ CCF $ CO/CC $
Scanning Fee $ Radon Fee $ DBPR $ Notary $
Technology Fee $ Training/Education Fee $ Double Fee $$
Structural Reviews $ Bond $ fff
TOTAL FEE NOW DUE S of3 .
Bonding Company's Name (if applicable) N/A
Bonding Company's Address
City
State
Mortgage Lender's Name (if applicable) N/A
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 on 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 whit ccurs seven (7) days after the building permit is issued. In the abserye of such posted notice, the
inspection will not be app ed a reinspection fee will be charged. �/ 1-11) 1',)
or AGENT
The foregoing inst77:�R20
cknowledged before me this
..dailpy of , / ' by
��ve M'•�: <G" , who is personally known to
me or who has produced tt 1�r- as
identification and who did take an oath.
NOTARY PUBLIC:
Print:
The foregoin " nst
day of
me or who has produced
was acknowledged before me this
20 1 q , by
who is personally known to
q i�-G d ",-c- as
identification and who did take an oath.
NOTARY PUBLIC:
Sign:_
Print:
CCwlb*n No. FF 970303
Seal: �•�� Seal:
MyCOMMsWon Expires 03/10/20
Caalnission No. FF 970303
MY COe INIon Expires 03/10/20
tiitii••ittttfttk;**itit4t• •��ki/i#�k**iSMt+Ytf�tt/ti�tttittt*iitittytttt�/t�Yii�Ritt#ftiiti�Yt�iRRit#SiRii*ti�i
APPROVED BY L( Plans Examiner Zoning
#+ILI
Structural Review
Clerk
4/11/2019 Property Search Application - Miami -Dade County
E
S r
OFFICE OF THE PROWERTY APPRAI R-,
Summary Report
Property Information
Folio:
11-3206-017-1230
Property Address:
9969 NE 4 AVENUE RD
Miami Shores, FL 33138-2439
Owner
JOEL MINSKI
ANDREA MINSKI
Mailing Address
9969 NE 4 AVE RD
MIAMI SHORES, FL 33138 USA
PA Primary Zone
1200 SGL FAMILY - 2501-2800 SQ
Primary Land Use
0101 RESIDENTIAL - SINGLE
FAMILY: 1 UNIT
Beds / Baths / Half
4/3/0
Floors
2
Living Units
1
Actual Area
4,173 Sq.Ft
Living Area
3,433 Sq.Ft
Adjusted Area
3,543 Sq.Ft
Lot Size
17,026.1 Sq.Ft
Year Built
1951
Assessment Information
Year
2018
2017
2016
Land Value
$510,285
$510,285
$425,459
Building Value
$306,115
$308,507
$310,898
XF Value
$51,231
$24,803
$24,898
Market Value
$867,631
$843,595
$761,255
Assessed Value
$754,122
$711,794
$697,154
Benefits Information
Benefit
Type
2018
2017
2016
Save Our Homes Cap
Assessment Reduction
$113,509
$131,801
$64,101
Homestead
Exemption
$25,000
$25,000
$25,000
Second Homestead
Exemption
$25200
$25,000
$25,000
Note: Not all benefits are applicable to all Taxable Values (i.e. County, School
Board, City, Regional).
Short Legal Description I
MIAMI SHORES SEC 4 AMD PB 15-14
LOTS 1 & 2 BLK 96
LOT SIZE 130.970 X 130
OR 17157-4662 0496 1
COC 26228-0176/0178 12 2007 1
Generated On : 4/11/2019
Taxable Value Information
2018
2017
2016
County
Exemption Value
$50,000
$50,000
$50,000
Taxable Value
$704,122
$661,794
$647,154
School Board
Exemption Value
$25,000
$25,000
$25,000
Taxable Value
$729,122
$686,794
$672,154
City
Exemption Value
$50,000
$50,000
$50,000
Taxable Value
1 $704,122
$661,794
$647,154
Regional
Exemption Value
$50,000
$50,000
$50,000
Taxable Value
$7047122
$661,794
$647,154
Sales Information
OR
Previous
Price
Book-
Qualification Description
Sale
Page
09/28/2012
$930,000
28328
Qual by exam of deed
0168
12/01/2007
$750,000
26228
Sales which are qualified
0176
05/01/2007
$0
25681-
Sales which are disqualified as a result of
4482
examination of the deed
04/01/1996
$275,000
17157-
Sales which are qualified
4662
The Office of the Property Appraiser is continually editing and updating the tax roll. This website may not reflect the most current information on record. The Property
Appraiser and Miami -Dade County assumes no liability, see full disclaimer and User Agreement at http://www.miamidade.gov/info/disclaimer.asp
Version:
ALUMICENTER INC.
�i BUILDERS OF PATIO ENCLOSURES
20916 Sheridan St
Fort Lauderdale, FI 33332
Phone: 954.674.26311 Fax:305-328-9668
Bill To:
Joel & Andrea Minski
9969 NE 4th Avenue Rd
Miami Shores, FL 33138
Tel: 786-802-3455
Email: ndepassnp.designhouse.us
PROPOSAL
Date: 4/12/2019
Invoice # 4696
Manufacture and installation of free-standing equinox louvered roof in white color
$ 30,600.00
with the following dimensions of: 30' ft L x 17' ft W x 10'-8" ft H
(3) Bay System
48 Aluminum Beams
6x6 Aluminum Columns
8" Louvers
Perimeter Gutter
Fix Equinox Louver Section of 4' ft x 17' ft
$ 2,142.00
Engineering + City Revision
$ 475.00
Required Core Drill Footing Foundation
$ 3,000.00
Engineering Drawings and City Fees
$ 1,500.00
Payment Terms based on total project cost.
10% Initial Deposit -- 50% When Permit is Approved 35% Upon Completion 5% After Final Inspection
Total Project Cost
$ 37,717.00
$ 3,510.00
Initial Deposit (PAID)
$ 17,550.00
Second Payment (PAID)
$ 16,657.00
Balance
All materials are guaranteed to be as specified and the above work to be performed in accordance with the drawings (if any). Section 501025, Florida Statues,
(consumer protection) provides that "...the buyer (owner) has the right to cancel a home solicitation sale until midnight of the third business day after the day which the
buyer signs an agreement..."This agreement may be cancelled before commencement of the work by the mutual agreement of both parties or can be cancelled by
Alumicenter Inc. in case the current agreement could produce monetary loss by unexpected circumstances". If the buyer (owner) decides to make changes,
Alumicenter Inc. needs to be notified by the third day after signing this contract and buyer (owner) will be responsible for any extra cost due to alterations. Buyer
(owner) is subjected to administrative fees that are 20% of the total contract price plus all cost of materials, labor, permit, engineer drawing, and runners' fee incurred
up to date of the cancellation of this contract. Buyer (owner) is responsible for all non -stationary objects in the areas where work is to be done. Alumicenter Inc. is not
responsible for damaged landscaping. Buyer (owner) does not have the right to a refund for building permit cost in case building permit is denied. Buyer (owner) is
responsible for any electrical permit related to the final job including wiring and bonding of the aluminum structure. Alumicenter Inc. warranty is for one year in labor.
Alumicenter Inc. is not responsible for any damages caused by natural disasters. Buyer (owner) is responsible to make the scheduled payments as directed in this
contract. Failure to do so empowers Alumicenter Inc. with the right to proceed to claim of lien in the property where the project has been performed.
ACCEPTANCE OF INVOICE
The above prices, specifications and conditions are satisfactory and are hereby accepted. You are authorized to do the
work as specified. Payments will be made as outlined above.
Contractor Signature
Date: -2 Customer Signature:
THANK YOU FOR YOUR BUSINESS!
DADE LICENSE 1 BROWARD LICENSE MONROE LICENSE 1
10BS00557 15-SC-18844-R SP-4220
.Wx. e/ tw
rV p
X D& TT- OZ - /%- 3-2-7
.
STRUCTURAL CALCULATIONS
(BASED ON FLORIDA BUILDING CODE 2017, 6th EDITION)
LOUVERED ROOF FOR:
JOEL AND ANDREA MINSKY
9969 NE 4TH AVE RD.
MIAMI SHORES, FL 33138
PROJECT NUMBER: 2018789658
PREPARED BY
Masood Hajali, P.E.
LIC NUMBER: 8203E
5300 NW 85T" AVE
DORAL FL 33166
Jan, 5th, 2019
�?OO D Hl
No 82038
TATE
`,iiillI
�l
� l�
Ca(C
Eng&wuhg
TABLE OF CONTENT
LOUVERED ROOF FOR:
JOEL AND ANDREA MINSKY
9969 NE 4TH AVE RD.
MIAMI SHORES, FL 33138
PROJECT NUMBER: 2018789658
MIAMI DADE COUNTY
....
......
. . . .
......
WIND ANALYSIS
...................................................................................................1-3
.1s.
2. GOLUN ANALYSIS
...........................................................................................
••••••
3, SEAM jNALYSIS..
. .
................................................................................................6-8
......
V-DEFLEC:MON ANALYSIS..........................................................................................9
0000 • . .
......
.... . .
SOO D Hq✓
No 82038
�53• STAT
O OF • v
. Al
Ste'• . J ��
i
PROJECT: NSULATED ROOF
1JOEL AND ANDREA MINSKY
PAGE: 1
CLIENT:
Enq&Lt?PVhQ` ADDRESS h9969 NE 4TH AVE RD.
DESIGN BY: 'SA
JOB NO.: 689865
DATE : 04/10/19 REVIEW BY: MH
Wind Analysis for Low-rise Building (H<60 ft) using Envelope Procedure, Based on ASCE 7-2010
INPUT DATA
County: Miami -Dade
County
Surface Roughness (B,C, of D) C
Note:( B for Urban& Subsuban areas, C for open terrain with scattered obstructions,
D for flat, unobstructed areas and water surfaces)
Exposure category (B, C or D, ASCE 7-10 26.7.3) C
Note:( B for h53011& Surface Roughness=B. C for nor Bor D, D for Surface Roughness=D)
Importance Category (I,II,III,IV) (ASCE 7-10 Table 1.5-2) 11
Importance factor (ASCE 7-10 Table 1.5-1) Iw = 1.00
Basic wind speed (ASCE 7-10 26.5.1 or 2015 IBC) V = 175
mph
Topographic factor K, = 0
Topographic factor K2 = 0
A
Topographic factor K3 =� 0
Topographic factor (ASCE 7-10 26.8 & Table 26.8-1) Kn = 1
Flat
Building height to eave h, =� 10.000
ft hr he
Building height to ridge h, = 11.000
it
Building length L = 33.200
It
Building width B = 17.00
ft j
Roof angle 19 = 0.1
Rad= 5.2 Degree
Enclosure Classification (Open, Partially Enclosed, Enclosed) Enclosed
Open=A building having each wall at least 80 percent open,
Effective area of components A = 178.50
It'
Foundation thickness t= 4
inch
DESIGN SUMMARY
Max horizontal force normal to building length, L, face
= 14166.20 lb
Max horizontal force normal to building length, B, face
= 7239.43 lb
Max total upward force
=-24270.85 lb
Foundation Area
= 1004 ft= lower foundation thickness allowed
ANALYSIS
Velocity pressure
qh = 0.00256 Kh Ka Kd V2 = 56.64 psf
where: qh = velocity pressure at mean roof height, h. (Eq. 28.3-1 page 298 & Eq. 30.3-1
page 316)
•••
Kh F •veloctt�pressure exposure coefficient evaluated at height, h, (Tab. 28.3-1, pg 299) = 0.85 See ASCE Table 28.3.1
• • • Kd = wind ditectionali¢ faWAP (Tab. 26.6-1, for building, page 250)
= 0.85 See ASCE Table 26.6.1
h rpervabf height • •
= 10.50 ft
• • • • • • • •
60 ft Heigh limit [Satisfactory] (ASCE 7-10 26.2.1)
• • • •
•
< Min (L, B), [Satisfactory] (ASCE 7-10 26.2.2)
VelP,rP,slpure Exposure Coefficients, Kh and Kz
Table 28.3-1 • • • e • • j • •
Terrain Exposure Constants
0 • ••••••
Table26.9-1
" •' • F4e�gli�a� Qve ground• • • Exposure
• 0.6 6 • level, z • e e B C D
Exposure a zg (ft) a b el
• • ft
0-15 0-4.6 0.7 0.85 1.03
B 7.0 1200 1/7.0 0.84 1/4.0
• • • • •
• 6. 0.7 0.9 1.08
C 9.5 900 1/9.5 1.00 1/6.5
• ' 7. • • 0.7 0.94 1.12
D 11.5 700 1/11.5 1.07 1/9.0
•eeeee ee3Q0 9.10 e0.7 0.98 1.16
Exposure 6 c I e zmin (ft)
• e4D• 12.2 0.76 1.04 1.22
50 15.2 0.81 1.09 1.27
B 0.45 0.3 320 1/3.0 30
60 18 0.85 1.13 1.31
C 0.65 0.2 500 1/5.0 15
D 0.8 0.15 650 1/8.0 7
Notes:
1. The velocity pressure exposure coefficient Kz may be determined
Notes
from the following formula:
zmin= minimum height used to ensure that the equivalent height Z is greater
For 15ftszszg For z515ft
of 0.6 h or zmin.
Kz=2.01 (z/zg)^(2/a) Kz=2.01 (15/zg)^(2/a)
For building with h<zmin, Z shall be taken az zmin.
Note: z shall not be taken less than 30 feet in exposure B.
2. a and zg are tabulated in Table 26.9-1
3. Linear interpolation for intermediate values of height z is acceptable
4. Exposure categories are defined in Section 26.7.
Design pressures for MWFRS
P = qh [(G Cpf )-(G Cpl )]
where: p = pressure in appropriate zone. (Eq. 28.4-1, page 298).
pm;^ = 16 psf (ASCE 7-10 28.4.4)
G Cp r = product of gust effect factor and external pressure coefficient, see table
below. (Fig. 28.4-1, page 300 & 301)
G Cp i = product of gust effect factor and internal pressure coefficient.(Tab. 26.11-1,page
258)
= 0.18 or -0.18
a = width of edge strips, Fig 28.4-1, note 9, page 301, MAX[ MIN(0.113, 0.1L, 0.4h), MIN(0.04B, 0.04L), 31 = 3.00 ft
c__ Q PROJECT: 'INSULATED ROOF
�{�(� CLIENT: JOEL AND ANDREA MINSKY PAGE : I2
ADDRESS,9969 NE 4TH AVE RD. DESIGN BY: IA
— -✓ ✓ JOB NO.: =E4 DATE : 04/10/19 REVIEW BY: IMH
ENCLOSED SIMPLE DIAPHRAGM LOW-RISE BUILDINGS
Condituions:
1- The building is a simple diaphragm building as deft ned in Section 26.2. ok
2. The building is a low-rise building as defi ned in Section 26.2. ok
3. The building is enclosed 5s defi ned iffTS€btbH26'.2— " _ _ ok — — I
4. The building is a regular -shaped building or structure as deft ned in Section 26.2.
5. The building is not classifi ed as a fl exible building as deft ned in Section 26.2.
6. The building does not have response characteristics making it subject to across wind loading, vortex shedding, instability due to
7. The building has an approximately symmetrical cross-section in each direction with either a flat roof
8. The building is exempted from torsional load cases as indicated in Note 5 of Fig. 28.4-1
The wind pressures are obtained directly from a table
Case A
B= 0
C= 272
D= 0
E= 51
F= 51
G= 231.2
H= 231.2
Case B
9=77—
B= 0
C= 140
D= 0
E= 51
F= 51
G= 231.2
H= 231.2
MEAN ROOF HEIGHT (FT)
�� 11•I`9�1:7�
Figure: 28.6-1 ASCE 7-2010
• *Main Wind F i ing System - Method 2
h 560 Ff
• • F' ure 28.6-1 Design Wind Pressures
WALLS AND ROOFS
*Geese %nc pse Buildings
• • "Iffi d Design Wind Pressure, Ps30 (psf) (Exposure B at h=30 feet)
Be* Wind $peed
ym'M =
•
Rof ftT
(degreesl
•
LodU
Case
••
• • zones
• • Horizontal Pressures
Vertical Pressures
•••A
B
C
D
E
F
G
H
••••••
5
•
1
•
•
••
- 1.
..+it'd•
••
30°to 450
5.7
5.
-
5.
180 , 804
1
0
7.
1
.5
. 4
Zu
1
7.
.4
Wind Speed Load case A B C D E F G H
175 1 58.927-30.613 39.083-18.11975-70.75475 40.2325-49.308-31.18775
175 —_ 0 0 0 0 __ 0— 0 4.1528 0_
A for Exposure B=1
PROJECT: °INSULATED ROOF
CLIENT: JOEL AND ANDREA MINSKY PAGE: 3
CONTRACTOR '9969 NE 4TH AVE RD. DESIGN BY: Ali
��y _ ✓ I DATE: 04/10119 REVIEW BY: `Masood
p = ptable(EAF)(RF)Kzt Eq (30.7-1)
RF = effective area reduction factor from Table 30.7-2
EAF = Exposure adjustment factor from Table 30.7-2
Reduction Factor
Surface
Area
Minus
Plus
7
A
2
81.6
15
-0.95616327
N/A
3
9
-1
N/A
4
272
110
-0.82
-0.83959184
5
30
-0.92
-0.9877551
nre re(iI1ctlon as
t e formula
does
not cons)
er t e oaant
mic axis
aN1eC0a11FJct_
ElfacMCYrala_
a�
!az
•. m nwurewwa area pq we s ox «,a
Roof Forth
Si n Press re
Zone ne 2
Zone 3
Zone 4
Zone 5
r1G! •
D D
D
C
E
• Flat
Plus
NJ NA
NA
D
D
Ga , Mansard
Minus
Ba • • • • C
C
C
E
Gable• WWWard
Plus
B B
B
D
D
Hi
• owru• •
C
C
C
E
Plus •
EP • • • • B
B
D
D
Mb%Q%IlD a
Minus
A B
D
C
E
onoslo a
•• PIES •
O • C
C
D
D
•Ou•ri s
All
A • • A
B
NA
I NA
Mansard Roor ::1
Roofand Wall Pressures -Components and Cladding
Expos ureAdjustment Factor
1so . •-+-..j-• -Exposure Adjustment Factor
--------. xp B I Exp .__.......
30
11P � 150 O80's i.i i6
-Ex e 140 0.601 1.11e o
no mow° 133 0796 1.121 pwun
E 1m I 123 0.792 1,125
110 0,786 1.128
100 0 781 1.132
90 0.775 1.137
80 0.768 1,141
m 70 J 0 7G0 1.147
60 0.751 1.1.I r
0.741 1.16163
w --^ ---� 40 0.729 1171 --- ---
14 . ._._ 30 0713 1.183
20 0692 1,201
15 1 0,677 1 1214 1!
eba e.]0 e.)5 QBU Us .. a91 1. 1. 1.10 "1 11J 1.
Expurura Ad)estmant Factw
•••••• •
• • • • • • •Trail. 3r1 7_9 ARrF n7-2n10 Cmmonnants and Claddinn. Fxnnaure C
m h
••••
160
180
• • •ham •
I�•faFerm
•
Lo1d
cast
• Zone
Zone
1
2
3
4
5
1
2
3
4
5
• • •
1
-74.7
-117.3
-159.8
-51.1
-93.6
-94.6
-148.4
-202.3
-64.6
-118.5
Flat Roof
2
NA
NA
NA
51.1
51.1
NA
NA
NA
64.6
64.6
Gable Roof
1
-55.8
-93.6
-140.9
-60.5
-93.6
-70.6
-118.5
-178.3
-76.6
-118.5
Mansard Roof.
2
32.2
32.2
32.2
55.8
51.1
40.7
40.7
40.7
70.6
64.6
15
Hip Roof
1
-51.1
88.9
-131.5
-60.5
-93.6
-112.5
-166.4
-76.6
-118.5
-79.8
2
32.2
32.2
32.2
55.8
51.1
40.7
40.7
40.7
70.6
64.6
1
-65.3
-84.2
-145.6
-60.5
-93.6
-82.6
-106.5
-184.3
-76.6
-118.5
Monoslope Roof
2
27.4
27.4
27.4
55.8
55.8
34.7
34.7
34.7
1 70.6
70.6
I Pressure (psf)
Il Load case 1 (psf) -66.90-112.28 1 -93.95 1 -72.581 -112.28
Load case 2 (psf) 38.58 38.575 38.575 66.9 61.225
ressure on Solid Surfaces lu 1L 14 to lif Ll LW LD.D
Pressure on Winward Surf. 11.4 13.2 15.8 18.5 21.1 23.8 26.4 26.7
Pressure on Leeward Surf. 8.8 11.4 12.3 13.2 15.8 18.5 21.1 22.4
/-) 10/ PROJECT: :INSULATED ROOF
CLIENT: JOEL AND ANDREA MINSKY PAGE :4
ADDRESS;9969 NE 4TH AVE RD. DESIGN BY: Ali
JOB NO.: DATE: 04/10/19 REVIEW BY: IMasood
Column Analvsis Based on ASCE 7-2010 & Aluminum Design Manual
Column height
Column Spacing
Deal Load Roof
Column Axial Load Tension
Column Axial Load Tension
Moment
End conditions
Select Column
h_col
10.000 ft
S_col
18.200 ft
1-2 psf check_
P_col_Ten
-3944.85 lb
P_col_Comp
4254.25 lb
1616.767 Ib.ft
Fix -Fix
(-axis support (L Preliminary) Ld 120 in
veak-axis support (Purlins Spacing) Lb 218.4 in
in
Aodulus of Elasticity E 10100 ksi
afety Factor S.F. 1.95
width b
Web Thickness t_w
Flange Thickness t_f
Area
I_xx
I_yy
Allowable Moment Ma
Beam Depth d
Channel Flange Width be
Open -channel Properties (one side of SMB)
Channel Flange Width usadof•r buckling bf
web Height ased for bu[Wing 9 • 0 • hw
We ••
Member Flange Width • see bm
Totjl ••••••
Hi9a • • • • • •
Web%ea • • • • Area web
FIar�Etl�ea •••••• • Area_flange
•
Torsional Constant • • • • • • ••• ••• 1
Sealion Apocrulus_xx ' ' """ S_xx
Section A8c1uIus_yy • • • • • S_Yy
RaCkAs jol g4ation_xx • • 0000 r_xx
Radius of Gpration_yy • •. • • • • r_YY
BeacMngdapecity • • • • • • i • • • Fb
Open r hannel Prope&tjpjIl Weak Axis • • •
chWjpOliNd.th in buc%ng. • • • • bcf
Channel Height • *010 • • • do
Center of Gravity to Outer Fiber Distance C1
C2
Channel Moment of Inertia lyc
Radius of Gyration r_yc
Area Channel Area_Channe
Design Method
Material Aluminum Alloy 6005-T5 or 6061-T6
Welded Aluminym Alloy
Ultimate Tensile Stress
Yield tensile Stress
Yield Compression Stress
Ultimate shear Stress
Yield Shear Stress
6 in
0.25 in
0.25 in
5.75 in^2
31.745 in^4
31.745 in^4
169.312 kip.in
6 in
6 in
6 in
5.5 in
5.5 in
5.750 in^2
2.750 in^2
3 in^2
47.52734
10.582 in^3
10.582 in^3
2.35 in
2.35 in
115 ksi
5.75 in
5.875 in
1.609 in
4.391 in
10.50657 in^4
1.90 in
2.906 in^2
Alloable Stress Design
No
Ftu
38 ksi
Fty
35 ksi
Fcy
35 ksi
Fsu
24 ksi
Fsy
20 ksi
b
I d
tw
tf
I A
I Ix I
Sx
I rx
S2X4
2
2
2
2
2
2
2
4
4
2
3
3
3
3
3
4
4
4
4
4
5
5
4
5
6
7
8
9
10
4
4
4
3
3
3
3
3
6
7
8
9
10
5
5
0.046
0.050
0.050
0.055
0.072
0.082
0.092
0.250
0.125
0.050
0.125
0.090
0.250
0.125
0.090
0.05
0.055
0.072
0.082
0.092
0.125
0.25
0.100
0.116
0.120
0.120
0.224
0.306
0.374
0.250
0.125
0.050
0.125
0.090
0.250
0.125
0.090
0.12
0.12
0.224
0.306
0.374
0.125
0.25
0.782
0.917
1.022
1.229
1.847
2.357
3.013
3.750
1.937
0.701
1.431
1.088
2.750
1.431
1.088
2.044
2.4574
3.6946
4.714
6.025
2.437
4.75
2.000
3.644
5.660
8.472
16.557
27.16
42.282
8.828
4.854
1.4228
1.9672
1.5488
3.49479
1.9672
1.5488
11.32
16.9434
33.114
54.32
84.564
9.661
17.911
1.000
1.510
1.944
2.425
4.441
6.123
8.462
4.414
2.427
0.649
1.3115
1.0328
2.3299
1.3115
1.0328
3.888
4.8508
8.882
12.246
16.924
3.864
7.165
1.600
1.993
2.354
2.626
2.994
3.395
3.746
1.534
1.583
1.425
1.1724
1.1934
1.1273
1.1724
1.1934
2.354
2.626
2.994
3.395
3.746
1.991
1.942
S2X5
S2X6
S2X7
S2X8
S2X9
S2X10
4X4X0.25
4X4X0.125
2X4X0.05" Hollow
3X3X0.125
3X3X0.09
3X3X0.25
3X3X0.125
3X3X0.09
DBL S2X6
DBL S2X7
DBL S2X8
DBL S2X9
DBL S2X10
5X5X1/8
5X5X1/4
6X6X1/8
6X6X3/16
6X6X1/4
6
6
6
6
6
6
0.125
0.1875
0.25
0.125
0.188
0.25
2.938
4.359
5.75
16.906
24.573
31.745
5.635
8.191
10.582
2.399
2.374
2.35
PROJECT : �=DED ROOF
CLIENT : ANDREA MINSKY PAGE: 5
ADDRESS 19969 NE 4TH AVE RD. DESIGN BY: .Ali
JOB NO.: ( DATE; 04/ 10/19 REVIEW BY: Masood
Column Anal Is Based on ASCE 7-2010 & Aluminum Design Manual
factor of safety of buckling na 1.2
factor of safety of yeild strength ny 1.65
factor of safety of ultimate strength nu 1.95
(c) Allowable Stress
(d)
Type of Member or
(a) Allowable Stress
(b) Slenderness Limit
Slenderness Between
Slenderness
(e) Allowable Stress
Type of Stress
Component
Eq. Set
Slendcnxss 5 S,
S,
S, and S2
Limit Sz
Slenderness 2 S_
Compression in
All columns
Eq. 6-7
FCt.
nuF_.
BC
1 (B 1.) �
c
kL CC
—
n2E
Columns,u axial, gnass
kcny
kL kCny
nu r
+
2
section
—
r = DC
rr" r
Compression in
Flat plates supported along
Eq. 6-8
Fy
B_ nu Fr1'
I (B — 5.1 D h)
P P
b _ k t BP
k2 Y
PE
Components of
Columns. section
one edgecolumns
buckling about a
kCn�,
b P kCnt,
—
nu l r
t 5.1D r ,
b
gross
r 5.IDP
nu S.1
symmetry axis`
t
Flat plates supported along
Eq. 6-9
FCy
nur�
BP —
1 _ S.ID b�
P P
b _ CP
a2E
one edgi> � olumns not
buckling a
kn
C)
b k
lB r
nu l
t 5.1
b
about
— =
! S.IDP
n S. I — �2
u
t
rymmetryaxis
k—xx
1 assume most severe case
k_yy
1 assume most severe case
Slenderness in xx axis Sx=kL/r_xx
Slenderness_
51.06383
Slenderness in yy axis Sy=kL/r_yy
Slenderness—
51.06383
Maximum Slenderness
Slenderness_
51.06383
Maximum Allowable axial stress
Fcm
13.77 ksi
Member Elastic Buckling
Fec
=38.23 ksi
ADM Eq. 4.7.4-3
Member Buckling betwo"litch screws (beam half) [ADM 3.4.7)
• • •
k_channel
0.5
• •••
Sleadern•esslchannel • • • • �
Slenderness_
31.55639
Maiipiygi,+11owable11A ftRt •
Fch
16.22 ks_i
Loca%eb Buckling Specification 3.4.9 •• •
Slenderness web • • • • • • •
Slenderness_
6.6
00
Maximum ATlowablei>y� gts •
Fcw
21.00 ksi
•
LomrElaitic•Buckling, f/eb • 000000
Fcrw
893.9 ksi
Specification 4.7.1
Loca?Ma%IEPBuckling,S.os ificstion 3.4.8.6 • • •
•
_
:
• • • • • • •
SIetg %e•jfIange •
Slenderness_
48
MtAcimum Allowable axial stress • • • • • •
Fcf
0.86 ksi
Lo&4WasiioBuckling, Flirlge • • • • • •
• •
Fcrf
1.7 ksi
• ••••
WgiIIly(� f erage: W. JI'lange Local PucWing •
• • • •
Fca
10.48958 ksi
ADM 4.7.2
Fca=(Fcw'Aw+Fcf"Af)/A •
Member Buckling E rifle (ADM 4.7.4)
FK = n2E/(kL/r)2 ksi (Eq. 4.7.4-3)
Fec
38.22912 ksi
Local and Member Buckling Interaction
Fcr
1.7 ksi
Specification 4.7.4
Frc
2.43 ksi
Maximum Allowable Axial Compressive Stress and Corresponding Axial Load
Fc
1.66 ksi
Fa
9.56 kip
_
Axial compression in Column:
Loading
fa 4254.25lb
fa/Fa= 0.444818 <3, Satisfactory
fb 1833.415 psi
fa/Fa+fb/Fb= 0.461 <3, Satisfactory
C PROJECT:
4Le�n� CLIENT:
JOB NO.:
,INSULATED ROOF
JOEL AND ANDREA MINSKY
9969 NE 4TH AVE RD.
i20189865
PAGE :
DESIGN BY:
DATE 04/10/19 REVIEW BY:
6
SA
MH
Wind Analysis for Low-rise Building (111<60 ft) using
Envelope Procedure, Based on ASCE 7-2010, AND FBC 2017
Allowable Span design
Wm In ormation
ROOF PRESSURES
Horizontal Design Pressure (Windward):
pw_wall
0 psf
10.67 FOR SCREEN ENCLOSURES (175 MPH)
Horizontal Design Pressure (Leeward):
pl_wall
0 psf
9.67 FOR SCREEN ENCLOSURES (170 MPH)
Roof Pressure (solid roof)
25.5 psf
9.17 FOR SCREEN ENCLOSURES (160 MPH)
25.5 FOR INSULATED ROOF (175 MPH)
24 FOR INSULATED ROOF (170 MPH)
21 FOR INSULATED ROOF (160 MPH)
Fra_me_Geom_etry,_
Wall height (eave height):
heave
10.000 ft
Center to center spacing mansard frames:
Spacing
8.500 ft
Design Calculations
Horizontal force applied inward on Columns:
w_col
0 kip/in
Horizontal force applied inward on Beams:
w_beam
0 kip/in
Induced beam moment from windward on column:
M_col_center
0 kip.in
Induced beam moment from windward on column:
M_beam
0 kip.in
b
d
tw
2X6X118 2
6
0.125
Induced beam moment from windward on column:
M_col_side
0 kip.in
2X7X1/8 2
7
0.125
2X8X1/8 2
8
0.125
Select Beam Properties
2XBX114 2
8
0.25
Section
DBL 2X8X1/4
DEIL.2X8X118 4
8
0.125
DBL 2X8X1/4 4
1 8 1
0.25
X-axis support (L Preliminary)
Ld
108 in
4X10X1/4 4
10
0.25
Weak axis supportrt(Purlins Spacing) _
Lb _
_ 102 in
3X8X1/8 3
8
0.125
Flange Support
Spacing_stitching
1 in
DBL 2X6X118 4
6
0.125
Modulus of Elasair IW.
E
10100 ksi
DEL 2X7X1/8 4
7
0.125
Safety Factor' •
S.F.
1.95
DBL 3XBX1/8 6
8
0.125
•' • • •
• • • • • •
S2X4 2
4
0.046
• • • • • • : • •
S2X5 2
5
0.050
Nee* • • • •
S2X6 2
6
0.050
Allowable Stress Design (ASD) L&A C"binations:
S2X7 2
7
0.055
-Mad Load L= Live toad, W= wind Lead
S2X8 2
8
0.072
•,►Combinations : • • i • •
S2X9 2
9
0.082
•
Eq 16-8 FBC
S2X10 2
10
0.092
2-0" •' • • • •
Eq 16-9 FBC
2X2X0.046" Hollow2
2
0.046
• • • • • •
3t 174 W
2X3X0.05" Hollow 2
3
0.050
4- D+0.75L+0.75& • •: • • •
2X4X0.05" Hollow 2
4
0.050
MID+W "" """
Eq 16-12 FBC
3X3X0.125 3
3
0.125
6-0.6(D+W) "" • • •
Eq 16-15 FBC
3X3X0.09
0.090
see 0000 • • •
Double S2X10
0.092
• •
2X5X0.125
0.125
Double 2XSX0.125
U15
0.125
2X65X004" Hollow
0.040
3X8X0.042
0.042
2.916
7.916
,INSULATED ROOF
PROJECT: MJOEL AND ANDREA MINSKY
I CONTRACTOR669 NE 4TH AVE RD.
•
•
DATE. 04/10/19
PAGE:
DESIGN BY:
REVIEW BY:
7
SA
MH
Wind Analysis for Low-rise Building (H<60 ft) using Envelope Procedure, Based on ASCE 7.2010, AND FBC 2017
width
b
4 in
Web Thickness
t_w
0.25 in
b
d
tw
tf
Flange Thickness
t_f
0.25 in
2X6X1/8
2
6
0.125
0.125
Area
9.5 in^2
2X7X1/8
2
7
0.125
0.125
I_xx
65.19792 in^4
2X8X1/8
2
8
0.125
0.125
I_yy
44.44792 in^4
2X8X1/4
2
8
0.25
0.25
DBL 2X8X1/8
4
8
0.125
0.125
Allowable Moment
Ma
260.7917 kip.in
DBL 2X8X1/4
4
8
0.25
0.25
Beam Depth
d
8 in
4X10X1/4
4
10
0.25
0.25
Channel Flange Width
be
_ 4 in
3X8X118
3
8
0.125
0.125
Open -channel Properties (one side of SMB)
DBL2X6Xlf8
4
6
0.125
0.125
Channel Flange Width used for buckling
bf
3.75 in
DBL 2X7X1 13
4
7
0.125
0.125
Web Height used for buckling
hw
7.5 in
DBL 3X8X118
6
8
0.125
0.125
Member Flange Width
bm
3.5 in
S2X4
2
4
0.046
0.100
Total Area
5.750 in^2
S2X5
2
5
0.050
0.116
Web Area
Area -web
3.750 in^2
S2X6
2
6
0.050
0.120
Flange Area
Area_flange
2 in^2
S2X7
2
7
0.055
0.120
Torsional Constant
1
36.723
S2X8
2
8
0.072
0.224
Section Modulus_xx
S_xx
16.299 in^3
S2X9
2
9
0.082
0.306
Section Modulus_yy
S_yy
11.11198 in^3
S2X10
2
10
0.092
0.374
Radius of Gyration _xx
r_xx
2.619721 in
2X2X0.046" Hollow
2
2
0.046
0.D46
Radius of Gyration_yy
r_yy
2.163037 in
2X3X0.0S" Hollow
2
3
0.050
0.050
2X00.05" Hollow ''
2
4
0.050
0.050
Open Channel Properties in Weak Axis
3X3X0.125
3
3
0.125
0.125
channel -width in buckling
bcf
3.75 in
3X3X0.09
3
3
0.090
0.090
Channel Height
do
7.875 in
Double S2X10
4
10
0.092
0.374
Center of Gravity to Outer Fiber Distance
Cl
0.770 in
2X5X0:12S
2
5
0.125
0.125
C2
3.230 in
Double 2XSX0.125
4
5
0.125
0.125
Channel Moment of Inertia
lyc
3.649209 in^4
2X6.SX0.04" Hollow
2
6.5
1 0.040
0.040
Radius of Gyration
r_yc
1.12 in
3X8X0.042
3
8
1 0.042
0.042
Area Channel
Area Channel
2.906 in^2
Allowable Stresses
Allowable AxigiiVQcon
Flat elements in usifoan tension
F_btf
19 ksi
Specification 3.4.2
• •
• let elements Tre•nding in their olyn %±E
F btw
28 ksi
Specification 3.4.4
•
AR.;;;r lj 1�4bm�%ssion • •
• Mmber Buckling, .a ♦ • _
_ _ _ -
• • •
k
1 assume most severe case
Sl.endernessinxxaxis Sx=kL/r_xx
Slenderness_xx
41.22576
•
Slendernesaie weiiii;• Sy=kL/&-V • o •
Slenderness_yy
47.15592
• aximum SlAderneA • • • • a •
Slenderness max
47.15592
• ximum Allowable axial stress ♦ ♦ ♦ ♦
Fcm
14.26 ksi
Member ElasCjM&Cng • •
Fec
44.83 ksi
ADM Eq. 4.7.4-3
• • • •
• ember Buckling between stitch screws (beam half) (ADM
• a • • • • •
•
k_channel
0.5
Slenderness_cl�a:411 a*:***
Slenderness_chanr
0.446208
Maximum Albwable axial strese • •
Fch
20.14 ksi
i#cal Web BWW*' rSpecificati�}.il.9 • - �..T_f
•
_ _ _
{
Slenderness web •
Slenderness -web
30
aaa•
Maximum Allowable axial stress
Fcw
15.69 ksi
Local Elastic Buckling, Web
Fcrw
43.3 ksi
Specification 4.7.1
Local Flange Buckling Specification _3.4.8.1
Slenderness flange
Slenderness flange
30
Maximum Allowable axial stress
Fcf
2.19 ksi
Local Elastic Buckling, Flange
Fcrf
4.3 ksi
Weighted Average: Web/Flange Local Buckling
Fca
10.99396 ksi
ADM 4.7.2
Fca=(Fcw' Aw+Fcf'Af)/A
Member Buckling Elastic (ADM 4.7.4)
FK = n'E/(kiJr)2 ksi (Eq. 4.7.4-3)
Fec
44.82792 ksi
Local and Member Buckling Interaction
Fcr
4.3 ksi
Specification 4.7.4
Frc
4.79 ksi
Maximum Allowable Axial Compressive Stress an Co�onding Axial
Load
_ ----I
Fc
4.26 ksi
_
Fa _
40.45 kip
_
Allowable Stresses
Ailowable_Ma]orAxis Bending
Member Buckling
Specification 3.4.14
Slenderness major axis xx
Slenderness_xx
13.58126
Fbcx
21 ksi
NNSULATED ROOF
PROJECT: JOEL AND ANDREA MINSKY PAGE: 8
CONTRACTOR 9969 NE 4TH AVE RD. DESIGN BY: SA
DATE 04/10/19 REVIEW BY: MH
Member Buckling between stitch screws
Slenderness between stitch Slenderness_xx
0.892415
Fbcxh
21 ksi
Local Buckling Web
Specification 3.4.18
Slenderness Slenderness —web
30
Fbcxw
28 ksi
Local Buckling Flange
Specification 3.4.15
Slenderness Slenderness —flange
30
Fbcxf
6.066667 ksi
Allowable Bending Moment per Section 4.7.3 (weighted Average Bending Strength):
Dimensions
Allowable Stress: Minor Axis Bending
Tension 3.4.4
F
28.000
ksi
Web local Buckling 3.4.16
S=h/t„.
30.000
Ratio
IF S <= 21 Then F�,,,,, = 21 ksl
IF S > 21 AND S < 33 Then Fix,.,,, = 27.3 - 0.292* S
IF S >= 33 Then Fcbyw = 580/S
Actual Fes,,
18.540
ksi
Flange Local Buckling 3.4.17
S=2be/te
30.000
IF S <= 9.1 Then FeK,.e = 28 ksi
IFS>9.1AND S<19Then Fbm=40.5-1.41*Sksi
IF S >= 19 Then Fw = 4930/SZ ksi
Actual Frmn
5.478
ksi
Ccf
3.75 in
Allowable Bending Moment per Section 4.7.3
Ccw
3.5 in
Cif
4 in
• • • •
Ctw
3.5 in
Range Group Moment of Inertia Flange Group If = 2[(b*tf3 / 12) + b*tf
If
30.04167 in^4
yleb Group MomenLof Inertia%Ab Group Moment of Inertia Iw = 2[(
Iw
17.57813 iO4
Allowable Compresse Bending NVment-:
Mac
189.2257 kip.in Mx = ((Feet*Ie)/Cd)+((Fei_*I,,,)/C,,,,,)
Allowable Tenton Bending Mahlpllt! • •
Mat
283.3229 kip.in Mae = ((Fbu*Ie)/Ca)+((FbK *I,,,)/Cn„)
Maximum Allowable Major Axis M•gent (Paragraph 4.7.3)
189.2257 kip.in Section 4.7.3 Governed by Flange Compression
Average %g=MJ Bendin sfor 4.7.3 method:
s Major ,Axis AllowablC Bending Stress per Section 4.7.3
Fbma—
11.60931 ksi
Weighted;"assf•r Web/FI•ng total duckling (Section 3.4):
Fbcxa
11.28889 ksi
• • • ••••
awmum All@wable Bending 6twesdair section 3.4& 4.7.3:
•
Fbx
21 ksi
M.
'Joe xli/,11SJable Bending
Mx
342.2$91 kip -in
•Moment
•••• • •
189.226
ksi
Allowable %M" axis bending stress
Maxim allowed Bending Moment M.„ = F*,. * Sy
May
#####
Kip -In
PROJECT: 1NSULATED ROOF
[ CLIENT: IJOEL AND ANDREA MINSKY PAGE: 9
` 00 iE,, ze�uisg CONTRACTOR'9969 NE 4TH AVE RD. DESIGN BY: 1SA
DATE: 04/10/19 REVIEW BY: (MH
Wind Analysis for Low-rise Building (H<60 ft) using Envelope Procedure, Based on ASCE 7-2010
Summary of Results for Section and Dimensions Considered:
Member Fc Fa I Fbx I M. I Fby I M
DBL 2X8X1/4 4.26 40.45 21 342.2891 189.2257 2102.673
[Allowable Stress values In ksi; Fa In kips; Moments in kip -in]
0.613161859 5.825038 3.024
Weight/ft of Section Considered: 11.413 Ibs/ft
0.613161859 5.825038 3.024
Beam net stress capacity based upon axial stress utilization:
axial compression in beam due to horizontal winward pressure at screen eave and windward mansard rise:
jfa
0.00 lb
ifa/Fa=
_ 0.00
Net allowable bending moment Mn
342.29 kip.in
Note: If Mn is negative, trial section N.G., select a deeper beam
linear wind load per length w
216.75 lb/ft
Allowable span per Mn LM
389.36 in 32.44676 ft
Allowable span limit LA
249.63 in 20.80211 ft
L/180
••••
•
• • •
• •
•
• • • •
• • •
• •
• •
000000
••••
•
••••
•
••••••
•
••••
• ••
••••
•
••••
• •
•
-02- IQ -
FOUNDATION NOTES:
EXISTING 8" CONCRETE SLAB AND NEW
1'-0"X2'-0" DEEP ISOLATED FOOTER
UNDER THE 6X6 COLUMNS.
DESIGN CALCULATION:
BASIC WIND SPEED (RISK CATEGORY 1) 175 MPH
DESIGN BASED ON CATEGORY I
EXPOSURE CATEGORY:C
3-SEC PEAK GUST IN MPH
DESIGNED BASED ON 6063-T6 ALUMINUM
WALL PRESSURE: 26.65 PSF
ROOF PRESSURE (SOLID) : 25.5 PSF
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GENERAL NOTES:
ALUMINUM SHALL BE 6063-T6 ALLOY
ASTM A653 WITH MIN YIELD STRENGTH OF 45 KSI.
- ALL EXISTING SLABS AND FOOTING CONCRETE MUST BE
WITHOUT ANY CRACK OTHERWISE NEED TO BE INSPECTED
BY CALC ENGINEERING.
ALL CONCRETE ANCHORS SHALL BE INSTALLED TO
NON -CRACKED AND INTACT CONCRETE SURFACE.
ANCHORS SHALL BE INSTALLED IN ACCORDANCE
WITH MANUFACTURES RECOMMENDATIONS.
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EXISTING CBS WALL
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GENERAL NOTES:
- WIND PRESSURES HAVE BEEN DETERMINED BASED ON ASCE 7-10,
WIND SPEED OF 175 MPH, EXPOSURE C.
- THIS STRUCTURE HAS BEEN DESIGNED AND MUST B FABRICATED IN
ACCORDANCE WITH THE STRUCTURAL PROVISIONS OF FBC 2017.
- DESIGN CRITERIA OR SPANS BIGGER THAN STATED IN THE PLANS
MAY REQUIRE ADDITIONAL CALCULATION AND CHANGE IN THE PLAN.
- CALC ENGINEERING SHALL BE NOTIFIED AND GIVEN AN OPPORTUNITY
TO REEVALUATE THE WORK AND DESIGN UPON DISCOVERY OF ANY
INACCURATE INFO PRIOR TO MODIFICATION OF EXISTING FIELD
CONDITIONS AND FABRICATION AND INSTALLATION OF MATERIALS.
- NO EXTRA LOAD IS PERMITTED TO APPLY ON THE STRUCTURE AT THE
TIME OF INSTALLATION.
- CONTRACTOR SHALL CAREFULLY CONSIDER POSSIBLE IMPOSING
LOADS ON ROOF INCLUDING BUT NOT LIMITED TO ANY CONCENTRATED
LOADS WHICH MAY JUSTIFY GREATER DESIGN CRITERIA.
- ALL FASTENERS TO BE #10 OR GREATER ASTM F593 COLD WORKED 304
STAINLESS STEEL UNLESS NOTED OTHERWISE.
- ALL ANCHORS FOR ALUMINUM SHALL BE SPACED WITHIN 2 TIMES
DIAMETER END DISTANCE AND 2 TIMES DIAMETER MIN SPACING TO
ADJUST ANCHORS.
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Note:
A 4X8X1/4 can be used instead of the double 2x8x1/4.
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UPLIFT CALCULATION:
ROOF AREA = 510 SQ FEET
WIND UPLIFT FORCE = 13005 LB
WEIGHT OF FOOTING = 150X3.OX3.OX3.OX4 = 16200 LB
TOTAL WEIGHT = 16200 LB > 13005 LB; OK
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UHJLCT/I-0 CChIPI. 14M'E W1 FH ALL
FOUNDATION'NOTE�/UL-S AND R=CULATIOMS I
_$1) ALL REINFORCING STEEL TO'BE'GRADE•60-WITH YIELD
STRENGTH 40 KSI
2) THE EXISTING SOIL MEETS OR EXCEEDS THE MINIMUM
REQUIRED LOAD BEARING CAPACITY OF 1500 PSF.
3) SOIL IS MAIN COMPOSITION IS SANDY AND LIMEROCK
4) CONCRETE FOR FOOTING TO BE 2500 PSI MINIMUM.
5) FILL PLACED WITHIN 5'-0" OF THE STRUCTURE
PERIMETER CONSIST OF CLEAN GRADED SAND IN MAX 12".
POST TO BE ATTACHED 6) SPLICES SHALL BE 40 BAR DIAMETERS ALL AROUND THE
TO EXIST. 8" CONC. SLAB CORNERS AND CHANGES IN DIRECTION.
7) CORNER BARS SHALL BE 40 BAR DIAMETERS IN EACH
WAY.
8) MAXIMUM WATER -CEMENT RATIO BY WEIGHT TO BE 0.4.
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