FW-10-1699Inspection Number: INSP- 154102 Permit Number: FW -9 -10 -1699
Scheduled Inspection Date: December 29, 2010
Inspector: Bruhn, Norman
Owner: CABRERA, JORGE
Job Address: 9550 N BAYSHORE Drive
Miami Shores, FL 33138-
Project: <NONE>
Contractor: ISLAND FENCE OF FLORIDA INC
Building Department Comments
Passed
Failed
Correction
Needed
Re- Inspection
Fee
No Additional Inspections can be scheduled until
re- inspection fee is paid.
Inspector Comments
CREATED AS REINSPECTION FOR INSP- 153582. CREATED AS
REINSPECTION FOR INSP- 151604. Permit must be posted. NB
Fence must reject a 4" sphere and gates must be self closing self latching.
NB
290 ALUMINUM PICKET FENCE 5' HIGH
December 28, 2010
Inspection Worksheet
Miami Shores Village
10050 N.E. 2nd Avenue Miami Shores, FL
Phone: (305)795 -2204 Fax: (305)756 -8972
For Inspections please call: (305)762 -4949
Permit Type: Fence/Wall
Inspection Type: Final
Work Classification: Iron/Ornamental
Phone Number
Parcel Number 1132060143860
Phone: 305 - 888 -9090
Page 5 of 10
A RECORDED COPY MUST BE POSTED ON THE JOB SITE AT TIME OF FIRST INSPECTION
PERMIT NO. TAX FOLIO NO. i 32f-x0.94 ttrici''''
STATE OF FLORIDA i Kz_AEtt6' cg,
COUNTY OF DADE oe,v1hh-
as , • •
0 .
&
THE UNDERSIGNED hereby gives notice that improvements will be made to. ti ' '',- fL ::1`
certain real property, and in accordance with Chapter 713, Florida Statute
e.
the following information is provided in this Notice of Commencement: j.7 insur e.
/Aly1111111111
A ...Id ..,
1. Legal description of property and street address: e / Z..5"' of- 1.-01 2- („Sor'5,4 , 1.) / . • .41 e 125 -
1- ITex,+ 3
04C-- /2.5' # L-fr 14 or4.5' 5. 3. 5 fig- gq
2. Description of improvement: e a . / 0 4 {-t-/AA-1 ft (..J 1 cM 5 '
3. Owner (s) name and addressql) 01:11
A 1 - ) 1 , --e- Dr. Aite. 0-4p_s fr.- 3,i
Interest in property:
Name and address of fee simple titleholder:
4. Contractor's name and address: :,..2-5-(at..4-44. 6 "F t 3 - SYN-qc) 90
1 9, 0 iezzer_14.4) 44, th AL 3 30 /
5. Surety: (Payment bond required by owner from contractor, if any)
Name and address:
Amount of bond: $ Ai/A
6. Lender's name and address:
NOTICE OF
COMMENCEMENT
11 11111111 11 1111111 111 11111111 11 11111111 1 1111
CFN 2010R0654872
OR Bk 27434 Ps 3497; (lps)
RECORDED 09/27/2010 15:55:28
HARVEY RUVIHr CLERK OF COURT
MIAMI-DADE COUNTY, FLORIDA
LAST PAGE
- AZ
7. Persons within the State of Florida designated by Owner upon whom notices or other documents may be served as provided by Section 713.13
(1) (a) 7., Florida Statutes:
Name and address:
81n addition to himself, Owner designates the following person (s) to receive a copy of the Lknor's Notice as provided in Section 713. 13 (1)
(b) 7., Florida Statutes:
Name and address:
on
1 of this Notice of Commencement (the expirati date is 1 year from the date of recording unless a different date is specified)
•
110 ' O
■ _
J P; - of Owner _,
,.,
IF t Owner's Name ja/laE. 06't#,
Sworn to and
Notary Public
Print Notary's Name
Prepared by: Kte-iy L 4e2--
'bed before me this 1 day of
Address: / 0 te-e-o-g-ka
o(f-lyt& iede-Aft-A, FL 33
My Commission Expires: /--/ V 0
Fenn 104
1 ■4q ‘ 444-443-
BUILDING
PERMIT APPLICATION
FBC 2001
City H :3- 1 c:
Tenant/Lessee Name
Miami Shores Village
Building D epartment
10050 N.E.2nd Avenue, Miami Shores, Florida 33138
Tel: (305) 795.2204 Fax: (305) 756.8972
Permit Type (circle): ( Building Electrical Plumbing Mechanical Roofing
Owner's Name (Fee Simple Titlefiolder) \�J O r c ° J v Cc, Phone #
Owner's Address 7 S s'V e 704.
State t-=-_- Zip 3 / 3 e
Phone #
Job Address (where the work is being done) t / j7) /J ' 3 ( ,, 0 /
Cit Miami Shores Village County Miami -Dade Zip 3 _3 / .3
Is Building Historically Designated YES NO
Contractor's Company Name �Gj- /0_41.c.1 ✓1C. 0 -r 4; f phone #
Contractor's Address / 1 tr - O/t i1 -6k ?) Cam- /20
City 1 4) f04-€2011 State ` L_ Zip
Qualifier ) i C (Flo `'� `s 2'.
State Certificate or Registration No. Certificate of Competency No. Lt 2 / ,� 0 C 7
Architect /Engineer's Name (if applicable) Phone #
$ Value of Work For this Permit
Submittal Fee $
Notary $
Scanning $
Radon $
)o o
2 4 / / , 1 L . / , 1 4 1 6 4(c 7 e
* * * * * * * * * * ** F ees * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
c.)/
Sgttafe•Footage Of Work:
Training/Education Fee $ Technology Fee $
Zoning Bond $
Code Enforcement $ Structural Plan Review. $
Total Fee Now Due $ 2d1 tiiLJ D
(Continued on opposite side)
Permit No. -t''"" rO \ C)
Master Permit No.
30.5 'g 9 09
Type of Work: ❑Addition ❑Alterationew ❑ Repair /Replace ❑ Demolition
Describe Work:
d
Permit Fee $ � c;' CCF $ CO /CC
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 ELECTRICAL WORK, PLUMBING, SIGNS,
WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and 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 insp - t. hich occurs seven (7) days after the building permit is issued In the absence of wch posted notice, the
inspection wil of j ro � and a reinspection fee will be charged.
Signatur
Owner or Agent
The foregoi instrument was acknowledged before me this / 0
day of .`3�" 2/ , 20 / t. by `✓ ci► IZ' ,
who is personally known to me or who has produced b(
As identification and who did take an oath.
NOTAR UBLIC: ,, NOTARY PUBLIC:
Sign: Sign:
Print: f iTv , . 1 Print:
My Commission Expires
APPLICATION APPROVED BY:
Chc 05/13/03
Signature
Contractor
The foregoing instrument was acknowledged before me this G
day of % , 20i 2010, by f9CC4 Ct (
who is personally known't ? me or who has produced
XPIRES:January 2, 20 4
ladrifittglotary Public Underwriters
My C
/c ;
entification and who did take an oath.
(
/ c
********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
****** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Plans Examiner
Engineer
Zoning
STATE OF FLORIDA)
COUNTY OF DADE)
tit C
Witness(sign and print)
•"" i EVELYN L PASCAL
1.44 n� %"
,., s MY COMMISSION # DD 940519
c• J-' s 9oMed Tbtu Public Unde
AFFIDAVIT
The undersigned Affiant, 'Q oil._ , does hereby attest that the
(property owner)
attached survey, performed by 5„ u
(name of surveyor's company) •
performed on q / 2-9 (° , is an accurate representation of the existing conditions and
(date of survey)
locations of all structures on the property as of this date.
The purpose of this Affidavit is to induce Miami Shores Village to issue a buildingpermit for the
property without first providing a survey less than six (6) months old. The Affiant, as property owner, further
agrees to remove or obtain permits for any structures which now may exist on the property which are not
permitted or which may violate zoning or building code regulations. The Affiant further understands that the
existence of any such structures may affect final inspections as applicab . • is or other permits..
Further, Affiant sayeth naught.
SWORN TO AND SUBSCRIBED before me this / 0 day of
Witn
print)
Affiant is personally known to me, produced bL
as identification.
PROJECT:
CLIENT:
DE No.:
Description:
DATE:
No. of Pages:
DAVIS ENGINEERS
780 TAMIAMI CANAL ROAD — MIAMI, FLORIDA 33144
PHONE: 305- 266 -2566 FAX: 305 - 267 -1556 E -mail: projects@davisengrs.com
Island Fence
Island Fence
2K1 0 -080
Aluminum Picket Fence
September 15, 2010
Harold R. Cobb, P.E.
Structural Engineer
FL. No.: 10993
O.L. #:127365
E.B. #: 0001809
Structural Calculations
R: \DE PROJECT CORRESPONDENCE\O -DE Project Correspondance12K10000\2K10 -080 - 20100915 - COV - Island Fence - Aluminum Picket Fence.doc
DAVIS
780 TAMIAMI CANAL
PHONE:
ENGINEERS
ROAD — MIAMI, FLORIDA 33144
305 - 267 -1556 E -mail: projects@davisengrs.com
O.L. #:127365
E.B. #: 0001809
305 - 266 -2566 FAX:
I
4
1
Codes
Materials:
(1) FBC — 2007
(2) ACI — 318/05
(3) ASCE 7 -05
(4) AISC — ASD (13th Ed.)
(5) ACI — 530/05
(6) NDS —1997
(7) NCMA - 1997
(1) Concrete, fc = 3,000 psi (U.O.N.)
(2) Reinforcing Steel, fy = 60,000 psi — ASTM A 615, Grade 60 (U.O.N.)
(3) Structural Steel, Fy = 50,000 psi — ASTM A 572, Grade 50 (U.O.N.)
(4) Steel Tube, Fy = 42,000 psi — ASTM A 500 Grade B (U.O.N.)
(5) Steel Pipe, Fy = 35,000 psi — ASTM A53 Grade E (U.N.O.)
(6) Masonry, fm = 1,500 psi (U.N.O.)
(7) Aluminum, AL- 6061 -T6 (U.N.O.)
(8) Wood, Fb = 1,200 psi (U.N.O.)
(9) Anchor Rods, ASTM A 307 (U.N.0)
(10) Bolting Materials, ASTM A 3250 or A 490 (U.N.O.)
Table of Content:
Page
Description
1
4' High Gate
17
5' High Gate
29
6' High Gate
0
Notes:
If you have any questions, please call us at 305 - 266 -2566
GENERAL NOTES;
PEDESTRIAN RAIUNG DESIGN CRITERIA:
1. ALL WORK SHALL CONFORM TO FLORIDA BUILDING CODE 2007
2. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS IN THE FIELD
PRIOR TO START OF WORK AND NOTIFY ARCHITECT/ENGINEER OF ANY
DISCREPANCY IN THE DRAWINGS AND OBTAIN HIS APPROVAL BEFORE
PROCEEDING WITH WORK.
3. THIS WORK REQUIRES A BUILDING PERMIT. DO NOT BEGIN WORKING UNTIL A
BUILDING PERMIT IS OBTAINED.
4. CONTRACTOR TO FURNISH ALL LABOR, MATERIALS, SERVICES AND
EQUIPMENT NECESSARY TO COMPLETE ALL WORK SHOWN ON THE DRAWINGS
AND SPECIFIED HEREIN.
5. DO NOT SCALE DRAWINGS, DIMENSIONS GOVERN.
8. ENGINEERS VISITS TO THE SITE DURING CONSTRUCTION SHALL BE
SCHEDULED WITHIN 24 HOURS IN ADVANCE PRIOR TO INSPECTION.
7. THE CONTRACTOR SHALL NOT PROCEED WITH ANY ADDITIONAL SERVICES OR
WORK WITHOUT PRIOR NOTIFICATION TO THE OWNER, FOLLOWED BY A
CHANGE ORDER.
8. THE CONTRACTOR SHALL MAKE REQUIRED ARRANGEMENTS, SECURE AND PAY
FOR ALL , BARRICADES, ENCLOSURES, AND FENCING AS NEEDED FOR AND
DURING THE PROGRESS TO PROTECT ADJACENT PROPERTIES.
9. DO NOT SUBSTITUTE MATERIALS, EQUIPMENTS OR METHODS OF
CONSTRUCTION UNLESS SUCH SUBSTITUTIONS OR CHANGES HAVE BEEN
APPROVED IN WRITING BY THE OWNER/ENGINEER.
10. CONTRACTOR SHALL MAINTAIN AN ACCURATE RECORD OF CHANGE ORDERS
AND VARIATIONS THROUGHOUT THE PROGRESS OF THE WORK. USE ONE SET
OF DOCUMENTS EXCLUSIVELY FOR THIS JOB.
11. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR MEANS AND METHODS OF
CONSTRUCTION, AND FOR THE SEQUENCES AND PROCEDURES TO BE USED.
1. LOADS AT THE TOP RAILINGS AND HANDRAILS: UNIFORM LOAD OF w EQUAL
TO 50pIf ACTING IN AND OUT IN THE HORIZONTAL DIRECTION, AND UP AND
DOWN IN THE VERTICAL DIRECTION ALONG THE TOP RAILING AND
HANDRAIL, BUT NOT IN A HORIZONTAL AND VERTICAL DIRECTION AT THE
SAME TIME OR A CONCENTRATED LOAD OF P EQUAL TO 200 LBS AT THE
MIDSPAN OF THE TOP RAILING AND HANDRAIL ACTING IN AND OUT IN THE
HORIZONTAL DIRECTION, AND UP AND DOWN IN THE VERTICAL DIRECTION,
BUT NOT IN A HORIZONTAL AND VERTICAL DIRECTION AT THE SAME TIME,
WHICHEVER IS MOST CRITICAL THE UNIFORM LOAD AND CONCENTRATED
LOAD SHALL BE ASSUMED TO NOT ACT AT THE SAME TIME.
2. LOADS AT POSTS AND AT BRACKETS AT HANDRAILS: UNIFORM LOAD OF w
EQUAL TO 50 POUNDS PER LINEAL FOOT ACTING IN AN IN AND OUT
HORIZONTAL DIRECTION AND IN AN UP AND DOWN VERTICAL DIRECTION
ALONG THE TOP RAILING AND HANDRAIL BUT NOT IN A HORIZONTAL AND
VERTICAL DIRECTION AT THE SAME TIME OR A CONCENTRATED LOAD OF P
EQUAL TO 200 POUNDS AT THE TOP OF THE TOP RAILING AND BRACKET AT
THE HANDRAIL AT THE POST AND HANDRAIL BRACKET, RESPECTIVELY
ACTING IN AN IN AND OUT HORIZONTAL DIRECTION AND IN AN UP AND
DOWN VERTICAL DIRECTION, BUT NOT IN A HORIZONTAL AND VERTICAL
DIRECTION AT THE SAME TIME, WHICHEVER IS MOST CRITICAL THE
UNIFORM LOAD AND CONCENTRATED LOAD SHALL BE ASSUMED TO NOT
ACT AT THE SAME TIME.
3. LOADS AT ALL MEMBERS LOCATED BELOW THE TOP RAIL AND BETWEEN
THE POSTS: UNIFORM LOAD OF w EQUAL TO 25 POUNDS PER SQUARE FOOT
ACTING IN AN IN AND OUT HORIZONTAL DIRECTION.
4. SAFEGUARDS IN AND AROUND BUILDINGS OF GROUP R OCCUPANCIES
SHALL PROVIDE PROTECTION FOR CHILDREN BY PROVIDING ADDITIONAL
RAILS, VERTICAL PICKETS OR AN ORNAMENTAL FILLER BELOW THE TOP
RAIL WHICH WILL REJECT A 4' DIAMETER OBJECT; PERMITTING, HOWEVER,
SUCH ORNAMENTAL FILLERS TO HAVE INDIVIDUAL OPENINGS NOT
EXCEEDING 64 SQ. INCHES IN AREA
5. THE MAXIMUM CLEARANCE BETWEEN THE BOTTOM RAIL AND THE
ADJACENT SURFACE SHALL NOT EXCEED 2', THE 2' CLEARANCE SHALL BE
MEASURED FROM THE BOTTOM RAIL OF THE BALUSTRADE TO A LINE
PASSING THROUGH THE TREAD NOSINGS.
STEEL RAIUNG NOTES:
ALUMINUM RAIUNG NOTES:
1. ALL STRUCTURAL STEEL SHALL BE ASTM A36 (U.N.0.)
2. ALL SHOP CONNECTIONS TO BE MADE WITH ASTM A325 BOLTS OR WELDED USING
E70 ELECTRODES AND SHALL CONFORM TO THE SPECIFICATIONS SET FORTH IN
THE AWS STRUCTURAL WELDING CODE.
3. STRUCTURAL STEEL SHALL RECEIVE ONE COAT SHOP PAINT AND RE -TOUCH
AFTER ERECTION.
4. STRUCTURAL TUBE SHALL BE ASTM A 500 GRADE B.
5. STRUCTURAALL WELDING SHALL BE PERFORMED BY CERTIFIED WELDERS PER
AWS °STANDARD QUALIFICATIONS PROCEDURE` TO PERFORM TYPE OF WORK
REQUIRED. ALL WELDING SHALL BE IN ACCORDANCE WITH AWS WELDING CODE.
6. STEEL STAIR AND RAILING SYSTEMS USED IN EXTERIOR APPLICATIONS AND /OR
EXPOSED TO ADVERSE CONDITIONS MUST BE PROPERLY AND REGULARY
MAINTAINED TO MINIMIZE CORROSION CAN RESULT IN EVENTUAL STRUCTURAL
FAILURE.
7. ALL CONNECTIONS TO BE WELDED USE 3/16' MIN. WELD SIZE, TYPICAL U.N.OL
PIPE SHALL BE ASTM A 53 TYPE E. GRADE B.
1. ALL ALUMINUM SHALL BE TYPE 6061 -T6, UNLESS NOTED OTHERWISE (U.N.0.)
2. BOLTS & OTHER FASTENERS DIRECTLY IN CONTACT WITH ALUMINUM
MEMBERS SHALL BE ALUMINUM, STAINLESS STEEL OR ELECTRO
GALVANIZED STEEL DOUBLE CADMIUM PLATED STEEL BOLTS MAY BE
ALLOWED UPON WRITTEN REQUEST TO THE ENGINEER OF RECORD.
3. ALUMINUM PARTS SHALL BE WELDED WITH AN INERT -GAS SHIELDED ARC
OR RESISTANCE WELDING PROCESS. FLUX WELDING IS NOT ALLOWED.
FILLER ALLOYS SHALL BE AS AMERICAN WELDING SOCIETY SPECIFICATIONS
A5.10 -69. ALL WELDING SHALL BE PERFORMED BY CERTIFIED WELDERS.
4. DURING ERECTION, ALUMINUM STRUCTURES SHALL BE ADEQUATELY
BRACED AND FASTENED TO RESIST DEAD, WIND AND ERECTION LOADS.
5. ALUMINUM IN CONTACT WITH NON - COMPATIBLE METALS SUCH AS STEEL
SHALL BE PROTECTED AS PER FBC 2003.8.4.2.
6. ALUMINUM IN CONTACT WITH CONCRETE SHALL BE PROTECTED WITH AN
ALKALI RESISTANT COATING.
7. ALUMINUM IN CONTACT WITH WOOD SHALL BE PROTECTED WITH TWO
COATS OF ALUMINUM METAL -AND- MASONRY PAINT.
8. ALL CONECTIONS TO BE WELDED. U55 3/16' MINIMUM WELD SIZE, TYPICAL
U.N.O.
DAVIS ENGINEERS
780 TAMIAMI CANAL ROAD - MIAMI, FLORIDA 33144
PHONE: 305- 266 -2566 FAX: 305 - 267 -1556 E -mail: projects 0 davisengrs.com
O.L. #:127365
E.B. #: 0001809
Alluminu Picket Fence
Post Embedments
Post section properties
Gate Dimentions
Post Spaciong
Hight of Post(H)
Design loads:
Wind Presure =g: "' Lb /sf
% of Solid surface
Pwind 267.6 Lb
Check For Solid Signs Design Load
M(Max(B,L)) 4 ft
N(Min(B,L)) 4 ft
M /N= 1.00
Net Force Coef. Cf= 1.2
Gust Effect Factor (G)= 0.85
Psolid sign = qz(h)xGxCf
Check Post Embedment
Load Due To Psolid =
Moment Due To Psolid=
Allow Lat Soil- Bearing pressure
capacity based on 1/3 of emb.
Initial Guess For D
S1 =2 x SO x 0.333D
Footing Width
A(d)= (2.34 *P) /(S1 *B)
D(d)=
Ft
Ft
Psf
Lb
545.904 Lb -FT
Job# 2k10 -080
150 Lb /Ft3 (As per UBC Table 18 -1A)
Depht = 0.5xA(d)x {1 +SQRT[(1 +[(4.36h) /A(d)])]}
299.7 Lb /Ft2
ft
1.07 ft
2.82 ft OK
Area
0.4842
in
perimeter
8
in
X- centroid
1
in
Y- centroid
1
in
Ix
0.7878
in4
ly
0.7878
in4
ixy
0.4844
in4
rx
1.2755
in
ry
1.2755
in
ix -y
0.3032
in4
jx -y
0.3032
in4
r
Davis Engineers
Alluminu Picket Fence
Post Section Properties
2 x 2 x 0.0625 6061 -T6 Aluminum
1
Sx= I
I sr- I
Fb=
Fy= 19000 psi
E= 10100000 psi
Ix _♦
Y- centroid
ly ---.
X- centroid
fy
fZ -_
Check Bending & Deflection(LJ240max)
M at base of footing = 545.904 Lbs -ft
6550.848 Lbs -inch
Sx Req=
Date 7/29/2010
Job# 2k10 -080
It= 1.2 sale!) iacwr tas per horn
edition)
I 0.7878 in3
I 0.7878 in3
1
15,833.33 psi
1
0.41 in3 Ok.
Ix Req= 0.208 in4 Ok.
Area
0.3594
in
perimeter
6
in
X- centroid
1
in
Y- centroid
0.5
in
Ix
0.1518
in4
ly
0.5453
in4
by
0.1797
in4
rx
0.65
in
ry
1.2319
in
ix -y
0.062
in4
jx -y
0.186
in4
Davis Engineers
Alluminu Picket Fence
Hotizontal members Section Properties
I 1 x 2 x 0.0625" 6061 -T6 Aluminum
1
Fy= 19000 psi
E= 10100000 psi
1
Sx= I
Fb=
Ix _♦
Y- centroid
ly _♦
X- centroid
fy
Check bending and Defelction(L/240max)
trib(50% oppened).= 2 ft
W= wind pressure *trit 22.077 Lb /ft
M= 1.25W(LA2)= 44.154 Lb -ft
529.848 Lb -Inch
Date 7/29/2010
Job# 2k10 -080
U= 1.2
I 0.3036 in3
0.5453 in3
1
15,833.33 psi
1
Sxreq= 0.033464 in 3 OK
Ix req= 0.06 OK
if Ix N.G trial ly= 0.5453 in4 OK
safety factor (as per AISC 13th
edition)
Area
02343
in
perimeter
4
in
X- centroid
0.5
in
Y- centroid
1
in
Ix
0.0931
in4
ly
0.0931
in4
Ixy
0.0586
in4
rx
0.6303
in
ry
0.6303
in
ix -y
0.0344
in4
jx -y
0.0344
in4
Davis Engineers
Alluminu Picket Fence
vertical members Section Properties
1
1 x 1 x 0.0625" 6061 -T6 Aluminum
1
Fb= I
Fy= 19000 psi
E= 10100000 psi
Ix
Y- centroid
ly -►
X- centroid
Check bending and Defelction(IJ240max)
trib(1" oppened).= 0.1 ft
W= wind pressure *trit 1.10385 Lb /ft
M= 1.25W(L ^2)=
fy
f2 -►
2.2077 Lb -ft
26.4924 Lb -Inch
Date 7/29/2010
Job# 2k10 -080
U = 1.2
I 0.0931 in3
1
I 0.1862 in3
1
15,833.33 psi
1
Sxreq= 0.001673 in 3 OK
Ix req= 0.003148 in4 OK
safety factor (as per AISC 13th
edition)
Davis Engineers
Alluminu Picket Fence
Post Embedments
Post section properties
Gate Dimentions
Post Spaciong
Hight of Post(H)
Design Toads:
Wind Presure x ®� Lb /sf
% of Solid surface
Pwind 267.6 Lb
Check For Solid Signs Design Load
M(Max(B,L)) 5 ft
N(Min(B,L)) 4 ft
M/N= 1.25
Net Force Coef. Cf= 1.2
Gust Effect Factor (G)= 0.85
Psolid sign = qz(h)xGxCf
Check Post Embedment
Load Due To Psolid =
Moment Due To Psolid=
Ft
Ft
Psf
Lb
682.38 Lb -FT
Date 7/29/2010
Job# 2k10 -080
d
Allow Lat Soil- Bearing pressure
capacity based on 1/3 of emb. 150 Lb /Ft3 (As per UBC Table 18 -1A)
Initial Guess For D Depht = 0. 5xA( d)x {1 +SQRT[(1 +[(4.36h) /A(d)])]}
S1 =2 x SO x 0.333D 349.65 Lb /Ft2
Footing Width :-t ft
A(d)= (2.34 *P) /(S1 *B) 1.14 ft
D(d)= 3.02 ft OK
Area
0.4842
in
perimeter
8
in
X- centroid
1
in
Y- centroid
1
in
Ix
0.7878
in4
ly
0.7878
in4
Ixy
0.4844
in4
rx
1.2755
in
ry
1.2755
in
ix -y
0.3032
in4
jx -y
0.3032
in4
Davis Engineers
Alluminu Picket Fence
Post Section Properties
2 x 2 x 0.0625 6061 -T6 Aluminum
1
Fy= 19000 psi
E= 10100000 psi
Is Y=I
Ix __
Y- centroid
ly ---►
X- centroid
fy
0
Check Bending & Deflection(L/240max)
Sx Req=
Date 7/29/2010
Job# 2k10 -080
2= 1.2 surely rucLor kus per MI .# I 311
edition)
I 0.7878 in3
I 0.7878 in3
1
15,833.33 psi
1
M at base of footing= 682.38 Lbs -ft
8188.56 Lbs -inch
0.52 in3 Ok.
Ix Req= 0.259 in4 Ok.
Area
0.3594
in
perimeter
6
in
X- centroid
1
in
Y- centroid
0.5
in
Ix
0.1518
in4
ly
0.5453
in4
Ixy
0.1797
in4
rx
0.65
in
ry
1.2319
in
ix -y
0.062
in4
jx -y
0.186
in4
r ° 1
Davis Engineers
Alluminu Picket Fence
Hotizontal members Section Properties
I 1 x 2 x 0.0625" 6061 -T6 Aluminum
1
Fy= 19000 psi
E= 10100000 psi
1
Sx= I
Ix
Y- centroid
ly -♦
X- centroid
ty
a
Check bending and Defelction(11240max)
trib(50% oppened).= 2 ft
W= wind pressure *tit 22.077 Lb /ft
M= 1.25W(L ^2)= 68.99063 Lb -ft
827.8875 Lb -Inch
Date 7/29/2010
Job# 2k10 -080
Sl= 1.2
I 0.3036 in3
1
I 0.5453 in3
1
15,833.33 psi
Sxreq= 0.052288 in 3 OK
Ix req= 0.12 OK
if Ix N.G trial Iy= 0.5453 in4 OK
safety factor (as per AISC 13th
edition)
Area
0.2343
in
perimeter
4
in
X- centroid
0.5
in
Y- centroid
1
in
Ix
0.0931
in4
ly
0.0931
in4
Ixy
0.0586
in4
rx
0.6303
in
ry
0.6303
in
ix -y
0.0344
in4
jx -y
0.0344
in4
Davis Engineers
Alluminu Picket Fence
vertical members Section Properties
1 x 1 x 0.0625" 6061 -T6 Aluminum
1
I s x= I
Fy= 19000 psi
E= 10100000 psi
Ix
Y- centroid
ly --►
X- centroid
fy
0
Check bending and Defelction(L/240max)
trib(1" oppened).= 0.1 ft
W= wind pressure *tit 1.10385 Lb /ft
M= 1.25W(L ^2)= 2.2077 Lb -ft
26.4924 Lb -Inch
Date 7/29/2010
Job# 2k10 -080
SU= 1.2
I 0.0931 in3
1
I 0.1862 in3
1
15,833.33 psi
1
Sxreq= 0.001673 in 3 OK
Ix req= 0.006148 in4 OK
safety factor (as per AISC 13th
edition)
Davis Engineers
Alluminu Picket Fence
Post Embedments
Post section properties
Gate Dimentions
Post Spaciong
Hight of Post(H)
Design loads:
Wind Presure
% of Solid surface
Pwind
Check For Solid Signs Design Load
M(Max(B,L))
N(Min(B,L))
M /N=
Net Force Coef. Cf=
Gust Effect Factor (G)=
Psolid sign = qz(h)xGxCf
Check Post Embedment
Load Due To Psolid =
Moment Due To Psolid=
Allow Lat Soil- Bearing pressure
capacity based on 1/3 of emb.
Initial Guess For D
S1=2 x SO x 0.333D
Footing Width
A(d)= (2.34 *P) /(S1 *B)
D(d)=
Ft
Ft
267.6 Lb
E ft
4ft
1.50
1.2
0.85
Lb /sf
Psf
Lb
818.856 Lb -FT
Date 7/29/2010
Job# 2k10 -080
W
H
d
h
150 Lb /Ft3 (As per UBC Table 18 -1A)
Depht = 0. 5xA( d)x {1 +SQRT[(1 +[(4.36h) /A(d)])]}
374.625 Lb /Ft2
ft
1.28 ft
3.38 ft OK
Area
0.4842
in
perimeter
8
in
X- centroid
1
in
Y- centroid
1
in
Ix
0.7878
in4
ly
0.7878
in4
Ixy
0.4844
in4
rx
1.2755
in
ry
1.2755
in
ix -y
0.3032
in4
jx -y
0.3032
in4
Davis Engineers
Alluminu Picket Fence
Post Section Properties
2 x 2 x 0.0625 6061 -T6 Aluminum
1
1
Sx
Fy= 19000 psi
E= 10100000 psi
Y- centroid
I �_
S I IY X- centroid —�
fy
Check Bending & Deflection(11240max)
Sx Req=
Date 7/29/2010
Job# 2k10 -080
12= 1.2 safely idcwr Uas per HIM. r�ur
edition)
I 0.7878 in3
1
I 0.7878 in3
1
15,833.33 psi
1
M at base of footing= 818.856 Lbs -ft
9826.272 Lbs -inch
0.62 in3 Ok.
Ix Req= 0.311 in4 Ok.
Area
0.3594
in
perimeter
6
in
X- centroid
1
in
Y- centroid
0.5
in
Ix
0.1518
in4
ly
0.5453
in4
Ixy
0.1797
in4
rx
0.65
in
ry
1.2319
in
ix -y
0.062
in4
jx -y
0.186
in4
Davis Engineers
Alluminu Picket Fence
Hotizontal members Section Properties
1 x 2 x 0.0625" 6061 -T6 Aluminum
I
I sY= I
Fb=
Fy= 19000 psi
E= 10100000 psi
Ix __
Y- centroid
ly -►
X- centroid
fy
Check bending and Defelction(L/240max)
trib(50% oppened).= 2 ft
W= wind pressure *tit 22.077 Lb /ft
M= 1.25W(L "2)= 99.3465 Lb -ft
1192.158 Lb -Inch
Date 7/29/2010
Job# 2k10 -080
Sl= 1.2
I 0.3036 in3
I 0.5453 in3
1 15,833.33 psi
i
Sxreq= 0.075294 in 3 OK
Ix req= 0.21 NG
if Ix N.G trial ly= 0.5453 in4 OK
safety factor (as per AISC 13th
edition)
Area
0.2343
in
perimeter
4
in
X- centroid
0.5
in
Y- centroid
1
in
Ix
0.0931
in4
ly
0.0931
in4
Ixy
0.0586
in4
rx
0.6303
in
ry
0.6303
in
ix -y
0.0344
in4
jx -y
0.0344
in4
Davis Engineers
Alluminu Picket Fence
vertical members Section Properties
1 x 1 x 0.0625" 6061 -T6 Aluminum
1
Fy= 19000 psi
E= 10100000 psi
Fb= I
Ix _0"
Y- centroid
ly -►
X- centroid
ty
Check bending and Defelction(U240max)
trib(1" oppened).= 0.1 ft
W= wind pressure *tit 1.10385 Lb /ft
M= 1.25W(L ^2)= 2.2077 Lb -ft
26.4924 Lb -Inch
Date 7/29/2010
Job# 2k10 -080
11= 1.2
I 0.0931 in3
1
0.1862 in3
1
15,833.33 psi
1
Sxreq= 0.001673 in 3 OK
Ix req= 0.010623 in4 OK
safety factor (as per AISC 13th
edition)
Davis Engineers
Alluminu Picket Fence
Post Embedments
Post section properties
Gate Dimentions
Post Spaciong
Hight of Post(H)
Design Toads:
Wind Presure U @4 ; �, Lb /sf
% of Solid surface
Pwind 334.5 Lb
Check For Solid Signs Design Load
M(Max(B,L)) 4 ft
N(Min(B,L)) 5 ft
M /N= 0.80
Net Force Coef. Cf= 1.2
Gust Effect Factor (G)= 0.85
Psolid sign = qz(h)xGxCf
Check Post Embedment
Load Due To Psolid =
Moment Due To Psolid=
Ft
Ft
Psf
Lb
682.38 Lb -FT
Date 7/29/2010
Job# 2k10 -080
d
Allow Lat Soil- Bearing pressure
capacity based on 1/3 of emb. 150 Lb /Ft3 (As per UBC Table 18 -1A)
Initial Guess For D Depht = 0. 5xA( d)x {1 +SQRT[(1 +[(4.36h) /A(d)])])
S1 =2 x SO x 0.333D 349.65 Lb /Ft2
Footing Width ft
A(d)= (2.34 *P) /(S1 *B) 0.91 ft
D(d)= 2.64 ft OK
Area
0.4842
in
perimeter
8
in
X- centroid
1
in
Y- centroid
1
in
Ix
0.7878
in4
ly
0.7878
in4
Ixy
0.4844
in4
rx
1.2755
in
ry
1.2755
in
ix -y
0.3032
in4
jx -y
0.3032
in4
Davis Engineers
Alluminu Picket Fence
Post Section Properties
2 x 2 x 0.0625 6061 -T6 Aluminum
Fy= 19000 psi
E= 10100000 psi
Ix
Y- centroid
ly
X- centroid
fy
a
Check Bending & Deflection(LJ240max)
M at base of footing=
Sx Req=
Date 7/29/2010
Job# 2k10 -080
S1= 1.2 sarety racaor tas per HIOL. 13ui
edition)
I 0.7878 in3
1
0.7878 in3
1
15,833.33 psi
1
682.38 Lbs -ft
8188.56 Lbs -inch
0.52 in3 Ok.
Ix Req= 0.324 in4 Ok.
Area
0.3594
in
perimeter
6
in
X- centroid
1
in
Y- centroid
0.5
in
Ix
0.1518
in4
ly
0.5453
in4
Ixy
0.1797
in4
rx
0.65
in
ry
1.2319
in
ix -y
0.062
in4
jx -y
0.186
in4
Davis Engineers
Alluminu Picket Fence
Hotizontal members Section Properties
I 1 x 2 x 0.0625" 6061 -T6 Aluminum
1
1
Sx= I
Fy= 19000 psi
E= 10100000 psi
Ix
Y- centroid
ly -
X- centroid
fy
Check bending and Defelction(L/240max)
trib(50% oppened).= 2.5 ft
W= wind pressure *trit 27.59625 Lb /ft
M= 1.25W(LA2)= 55.1925 Lb -ft
662.31 Lb -Inch
Date 7/29/2010
Job# 2k10 -080
U= 1.2
I 0.3036 in3
1
1 0.5453 in3
1
15,833.33 psi
1
Sxreq= 0.04183 in 3 OK
Ix req= 0.08 OK
if Ix N.G trial Iy= 0.5453 in4 OK
safety factor (as per AISC 13th
edition)
Area
0.2343
in
perimeter
4
in
X- centroid
0.5
in
Y- centroid
1
in
Ix
0.0931
in4
ly
0.0931
in4
Ixy
0.0586
in4
rx
0.6303
in
ry
0.6303
in
ix -y
0.0344
in4
jx -y
0.0344
in4
Davis Engineers
Alluminu Picket Fence
vertical members Section Properties
1
1 x 1 x 0.0625" 6061 -T6 Aluminum
1
1
Sx= I
I sY= I
Fy= 19000 psi
E= 10100000 psi
Ix
Y- centroid
l y --►
X- centroid
f
Check bending and Defelction(L/240max)
trib(1" oppened).= 0.1 ft
W= wind pressure *tit 1.10385 Lb /ft
M= 1.25W(L ^2)= 3.449531 Lb -ft
41.39438 Lb -Inch
Date 7/29/2010
Job# 2k10 -080
L2= 1.2
0.0931 in3
I 0.1862 in3
15,833.33 psi
Sxreq= 0.002614 in 3 OK
Ix req= 0.003148 in4 OK
safety factor (as per AISC 13th
edition)
Davis Engineers
Alluminu Picket Fence
Post Embedments
Post section properties
Gate Dimentions
Post Spaciong
Hight of Post(H)
Design Toads:
Wind Presure a .° Lb /sf
% of Solid surface
Pwind 334.5 Lb
Check For Solid Signs Design Load
M(Max(B,L)) 5 ft
N(Min(B,L)) 5 ft
M /N= 1.00
Net Force Coef. Cf= 1.2
Gust Effect Factor (G)= 0.85
Psolid sign = qz(h)xGxCf
Check Post Embedment
Load Due To Psolid =
Moment Due To Psolid=
Allow Lat Soil- Bearing pressure
capacity based on 1/3 of emb.
Initial Guess For D
S1 =2 x SO x 0.333D
Footing Width
A(d)= (2.34 *P) /(S 1 *B)
D(d)=
Ft
Ft
Psf
Lb
852.975 Lb -FT
Date 7/29/2010
Job# 2k10 -080
H
W
d
h
150 Lb /Ft3 (As per UBC Table 18 -1A)
Depht = 0. 5xA( d)x {1 +SQRT[(1 +[(4.36h) /A(d)])]}
349.65 Lb /Ft2
ft
1.14 ft
3.30 ft OK
Area
0.4842
in
perimeter
8
in
X- centroid
1
in
Y- centroid
1
in
Ix
0.7878
in4
ly
0.7878
in4
Ixy
0.4844
in4
rx
1.2755
in
ry
1.2755
in
ix -y
0.3032
in4
jx -y
0.3032
in4
Davis Engineers
Alluminu Picket Fence
Post Section Properties
2 x 2 x 0.0625 6061 -T6 Aluminum
1
Sx= I
Fy= 19000 psi
E= 10100000 psi
Y- centroid
ly
X- centroid
fy
Check Bending & Deflection(U240max)
M at base of footing=
Date 7/29/2010
Job# 2k10 -080
11= 1.2 sarery racror kas per Hrat., 131.11
edition)
I 0.7878 in3
I 0.7878 in3
1
15,833.33 psi
852.975 Lbs -ft
10235.7 Lbs -inch
Sx Req= 0.65 in3 Ok.
Ix Req= 0.405 in4 Ok.
Area
0.3594
in
perimeter
6
in
X- centroid
1
in
Y- centroid
0.5
in
Ix
0.1518
in4
ly
0.5453
in4
Ixy
0.1797
in4
rx
0.65
in
ry
1.2319
in
ix -y
0.062
in4
jx -y
0.186
in4
Davis Engineers
Alluminu Picket Fence
1
Hotizontal members Section Properties
I 1 x 2 x 0.0625" 6061 -T6 Aluminum
1
Fy= 19000 psi
E= 10100000 psi
Ix
Sx= 1Y-centroid -�
ly
X- centroid
fy
0
Check bending and Defelction(L/240max)
trib(50% oppened).= 2.5 ft
W= wind pressure *trit 27.59625 Lb /ft
M= 1.25W(L ^2)= 86.23828 Lb -ft
1034.859 Lb -Inch
Date 7/29/2010
Job# 2k10 -080
U= 1.2
I 0.3036 in3
I 0.5453 in3
15,833.33 psi
Sxreq= 0.06536 in 3 OK
Ix req= 0.15 NG
if Ix N.G trial Iy= 0.5453 in4 OK
safety factor (as per AISC 13th
edition)
Area
0.2343
in
perimeter
4
in
X- centroid
0.5
in
Y- centroid
1
in
Ix
0.0931
in4
ly
0.0931
in4
Ixy
0.0586
in4
rx
0.6303
in
IT
0.6303
in
ix -y
0.0344
in4
jx -y
0.0344
in4
Davis Engineers
Alluminu Picket Fence
vertical members Section Properties
I 1 x 1 x 0.0625" 6061 -T6 Aluminum
1
1
Sx= I
I sr I
Fy= 19000 psi
E= 10100000 psi
Ix
Y- centroid
ly
X- centroid
f
M= 1.25W(L ^2)= 3.449531 Lb -ft
41.39438 Lb -Inch
Date 7/29/2010
Job# 2k10 -080
U = 1.2
Check bending and Defelction(11240max)
trib(1" oppened).= 0.1 ft
W= wind pressure *trit 1.10385 Lb /ft
I 0.0931 in3
1
I 0.1862 in3
1
15,833.33 psi
1
Sxreq= 0.002614 in 3 OK
Ix req= 0.006148 in4 OK
safety factor (as per AISC 13th
edition)
� U 1
Davis Engineers
Alluminu Picket Fence
Post Embedments
Post section properties
Gate Dimentions
Post Spaciong
Hight of Post(H)
Design Toads:
Wind Presure
% of Solid surface
Pwind
Check For Solid Signs Design Load
M(Max(B,L))
N(Min(B,L))
M /N=
Net Force Coef. Cf=
Gust Effect Factor (G)=
Psolid sign = qz(h)xGxCf
Check Post Embedment
Load Due To Psolid =
Moment Due To Psolid=
401.4 Lb
4ft
Eft
0.67
1.2
0.85
Ft
Ft
Lb /sf
Psf
Lb
818.856 Lb -FT
Date 7/29/2010
Job# 2k10 -080
d
Allow Lat Soil- Bearing pressure
capacity based on 1/3 of emb. 150 Lb /Ft3 (As per UBC Table 18 -1A)
Initial Guess For D -5,_ °` De ht = 0.5xA d x 1 +SQRT 1+ 4.36h /A d
S1 =2 x SO x 0.333D 324.675 Lb /Ft2
Footing Width ft
A(d)= (2.34 *P) /(S1 *B) 0.98 ft
D(d)= 3.05 ft OK
Area
0.4842
in
perimeter
8
in
X- centroid
1
in
Y- centroid
1
in
Ix
0.7878
in4
ly
0.7878
in4
Ixy
0.4844
in4
rx
1.2755
in
ry
1.2755
in
ix -y
0.3032
in4
jx -y
0.3032
in4
Davis Engineers
Alluminu Picket Fence
1
Post Section Properties
2 x 2 x 0.0625 6061 -T6 Aluminum
1
Fy= 19000 psi
E= 10100000 psi
Ix
Sx- Y- centroid -�
ly -►
X- centroid
fy
Check Bending & Deflection(L/240max)
Sx Req=
Date 7/29/2010
Job# 2k10 -080
S1= 1.2 saiery factor tas per miat., IOU]
edition)
I 0.7878 in3
1
I 0.7878 in3
1
15,833.33 psi
M at base of footing= 818.856 Lbs -ft
9826.272 Lbs -inch
0.62 in3 Ok.
Ix Req= 0.467 in4 Ok.
Area
0.3594
in
perimeter
6
in
X- centroid
1
in
Y- centroid
0.5
in
Ix
0.1518
in4
ly
0.5453
in4
Ixy
0.1797
in4
rx
0.65
in
ry
1.2319
in
ix -y
0.062
in4
jx -y
0.186
in4
Davis Engineers
Alluminu Picket Fence
Hotizontal members Section Properties
1
1 x 2 x 0.0625" 6061 -T6 Aluminum
1
Fy= 19000 psi
E= 10100000 psi
I Ix
Sx= 1 Y-centroid
-10.
ly -►
X- centroid
fy
0
M= 1.25W(L ^2)=
-►
Check bending and Defelction(L/240max)
trib(50% oppened).= 3 ft
W= wind pressure *tit 33.1155 Lb /ft
66.231 Lb -ft
794.772 Lb -Inch
Date 7/29/2010
Job# 2k10 -080
iZ= 1.2
I 0.3036 in3
1
I 0.5453 in3
1
15,833.33 psi
1
Sxreq= 0.050196 in 3 OK
Ix req= 0.09 OK
if Ix N.G trial Iy= 0.5453 in4 OK
safety factor (as per AISC 13th
edition)
Area
02343
in
perimeter
4
in
X- centroid
0.5
in
Y- centroid
1
in
Ix
0.0931
in4
ly
0.0931
in4
Ixy
0.0586
in4
rx
0.6303
in
ry
0.6303
in
ix -y
0.0344
in4
jx -y
0.0344
in4
Davis Engineers
Alluminu Picket Fence
vertical members Section Properties
1 x 1 x 0.0625" 6061 -T6 Aluminum
1
Fy= 19000 psi
E= 10100000 psi
I Ix
Sx= Y- centroid -�
i
ly
X- centroid
fy
Date 7/29/2010
Job# 2k10 -080
Check bending and Defelction(L/240max)
trib(1" oppened).= 0.1 ft
W= wind pressure *trit 1.10385 Lb /ft
M= 1.25W (L ^2)= 4.967325 Lb -ft
59.6079 Lb -Inch
II= 1.2
I 0.0931 in3
I 0.1862 in3
1
15,833.33 psi
1
Sxreq= 0.003765 in 3 OK
Ix req= 0.003148 in4 OK
safety factor (as per AISC 13th
edition)
r A,
Davis Engineers
Alluminu Picket Fence
Post Embedments
Post . section properties
Gate Dimentions
Post Spaciong
Hight of Post(H)
Design Toads:
Wind Presure Lb /sf
% of Solid surface
Pwind 401.4 Lb
Check For Solid Signs Design Load
M(Max(B,L)) 5 ft
N(Min(B,L)) 6 ft
M /N= 0.83
Net Force Coef. Cf= 1.2
Gust Effect Factor (G)= 0.85
Psolid sign = qz(h)xGxCf
Check Post Embedment
Load Due To Psolid =
Moment Due To Psolid=
Allow Lat Soil- Bearing pressure
capacity based on 1/3 of emb.
Initial Guess For D
S1 =2 x SO x 0.333D
Footing Width
A(d)= (2.34*P)/(S1 *B)
D(d)=
Ft
Ft
Psf
Lb
1023.57 Lb -FT
Date 7/29/2010
Job# 2k10 -080
H
W
d
h
150 Lb /Ft3 (As per UBC Table 18 -1A)
Depht = 0.5xA(d)x {1 +SQRT[(1 +[(4.36h) /A(d)])]}
374.625 Lb /Ft2
ft
1.07 ft
3.31 ft OK
Area
0.4842
in
perimeter
8
in
X- centroid
1
in
Y- centroid
1
in
Ix
0.7878
in4
ly
0.7878
in4
Ixy
0.4844
in4
rx
1.2755
in
ry
1.2755
in
ix -y
0.3032
in4
jx -y
0.3032
in4
Jp
Davis Engineers
Alluminu Picket Fence
Post Section Properties
2 x 2 x 0.0625 6061 -T6 Aluminum
1
1
Sx=
Fy= 19000 psi
E= 10100000 psi
Ix _♦
Y- centroid
ly
X- centroid
fy
Check Bending & Deflection(U240max)
Sx Req=
Date 7/29/2010
Job# 2k10 -080
S2= 1.2 safety iacwr has per Hr.7L, I
edition)
I 0.7878 in3
1
I 0.7878 in3
1
15,833.33 psi
1
M at base of footing= 1023.57 Lbs -ft
12282.84 Lbs -inch
0.78 in3 Ok.
Ix Req= 0.584 in4 Ok.
Area
0.3594
in
perimeter
6
in
X- centroid
1
in
Y- centroid
0.5
in
Ix
0.1518
in4
ly
0.5453
in4
Ixy
0.1797
in4
rx
0.65
in
ry
1.2319
in
ix -y
0.062
in4
jx -y
0.186
in4
Davis Engineers
Alluminu Picket Fence
1
Hotizontal members Section Properties
1
1 x 2 x 0.0625" 6061 -T6 Aluminum
i
Ix
Sx= 1Y-centroid
I Fb=
Fy= 19000 psi
E= 10100000 psi
ly _∎
X- centroid
fy
Q
M= 1.25W(L ^2)= 103.4859 Lb -ft
1241.831 Lb -Inch
Date 7/29/2010
Job# 2k10 -080
Sl = 1.2
Check bending and Defeiction(L/240max)
trib(50% oppened).= 3 ft
W= wind pressure *tit 33.1155 Lb /ft
I 0.3036 in3
i
I 0.5453 in3
i
15,833.33 psi
Sxreq= 0.078431 in 3 OK
Ix req= 0.18 NG
if Ix N.G trial Iy= 0.5453 in4 OK
safety factor (as per AISC 13th
edition)
Area
0.2343
in
perimeter
4
in
X- centroid
0.5
in
Y- centroid
1
in
Ix
0.0931
in4
ly
0.0931
in4
Ixy
0.0586
in4
rx
0.6303
in
ry
0.6303
in
ix -y
0.0344
in4
jx -y
0.0344
in4
Davis Engineers
Alluminu Picket Fence
vertical members Section Properties
1 x 1 x 0.0625" 6061 -T6 Aluminum
1
Sx= I
Fy= 19000 psi
E= 10100000 psi
Ix
Y- centroid
ly
X- centroid
fY
Fb=
tZ
S1= 1.2
Check bending and Defelction(U240max)
trib(1" oppened).= 0.1 ft
W= wind pressure *tit 1.10385 Lb /ft
M= 1.25W(L ^2)= 4.967325 Lb -ft
59.6079 Lb -Inch
Date 7/29/2010
Job# 2k10 -080
I 0.0931 in3
1
I 0.1862 in3
15,833.33 psi
1
Sxreq= 0.003765 in 3 OK
Ix req= 0.006148 in4 OK
safety factor (as per AISC 13th
edition)
Davis Engineers
Alluminu Picket Fence
Post Embedments
Post section properties
Gate Dimentions
Post Spaciong
Hight of Post(H)
Design Toads:
Wind Presure at Lb /sf
% of Solid surface
Pwind 401.4 Lb
Check For Solid Signs Design Load
M(Max(B,L)) 6 ft
N(Min(B,L)) 6 ft
M /N= 1.00
Net Force Coef. Cf= 1.2
Gust Effect Factor (G)= 0.85
Allow Lat Soil- Bearing pressure
capacity based on 1/3 of emb.
Initial Guess For D
S1 =2 x SO x 0.333D
Footing Width
A(d)= (2.34 *P) /(S1 *B)
D(d)=
Psolid sign= gz(h)xGxCf �x < Psf
Check Post Embedment
Load Due To Psolid =
Lb
Moment Due To Psolid= 1228.284 Lb -FT
Ft
Ft
Date 7/29/2010
Job# 2k10 -080
150 Lb /Ft3 (As per UBC Table 18 -1A)
Depht = 0.5xA(d)x {1 +SQRT[(1 +[(4.36h) /A(d)])]}
399.6 Lb /Ft2
ft
1.20 ft
3.72 ft OK
Area
0.4842
in
perimeter
8
in
X- centroid
1
in
Y- centroid
1
in
Ix
0.7878
in4
ly
0.7878
in4
Ixy
0.4844
in4
rx
1.2755
in
ry
1.2755
in
ix -y
0.3032
in4
jx -y
0.3032
in4
Davis Engineers
Alluminu Picket Fence
Post Section Properties
1
2 x 2 x 0.0625 6061 -T6 Aluminum
1
I Fb=
Fy= 19000 psi
E= 10100000 psi
Ix
Y- centroid
ly -►
X- centroid
fy
Check Bending & Deflection(L/240max)
Sx Req=
Date 7/29/2010
Job# 2k10 -080
SZ= 1.2 saiery iac ur tab per HIOL• 13u1
edition)
I 0.7878 in3
I 0.7878 in3
1
15,833.33 psi
M at base of footing= 1228.284 Lbs -ft
14739.408 Lbs -inch
0.93 in3 NG
Ix Req= 0.700 in4 Ok.
e0)
Area
0.3594
in
perimeter
6
in
X- centroid
1
in
Y- centroid
0.5
in
Ix
0.1518
in4
ly
0.5453
in4
Ixy
0.1797
in4
rx
0.65
in
ry
1.2319
in
ix -y
0.062
in4
jx -y
0.186
in4
j 1 j
Davis Engineers
Alluminu Picket Fence
Hotizontal members Section Properties
I 1 x 2 x 0.0625" 6061 -T6 Aluminum
1
Fy= 19000 psi
E= 10100000 psi
Ix
Y- centroid
ly
X- centroid
ty
0
M= 1.25W(LA2)= 149.0198 Lb -ft
1788.237 Lb -Inch
Date 7/29/2010
Job# 2k10 -080
U= 1.2
Check bending and Defelction(L/240max)
trib(50% oppened).= 3 ft
W= wind pressure *tit 33.1155 Lb /ft
I 0.3036 in3
I 0.5453 in3
1
15,833.33 psi
Sxreq= 0.112941 in 3 OK
Ix req= 0.32 NG
if Ix N.G trial Iy= 0.5453 in4 OK
safety factor (as per AISC 13th
edition)
Area
0.2343
in
perimeter
4
in
X- centroid
0.5
in
Y- centroid
1
in
Ix
0.0931
in4
ly
0.0931
in4
Ixy
0.0586
in4
rx
0.6303
in
ry
0.6303
in
ix -y
0.0344
in4
jx -y
0.0344
in4
Davis Engineers
Alluminu Picket Fence
vertical members Section Properties
I 1 x 1 x 0.0625" 6061 -T6 Aluminum
1
I s x= I
Fy= 19000 psi
E= 10100000 psi
Ix __�
Y- centroid
ly
fy
Q
-►
Date 7/29/2010
Job# 2k10 -080
M= 1.25W(L ^2)= 4.967325 Lb -ft
59.6079 Lb -Inch
S2= 1.2
Check bending and Defelction(U240max)
trib(1" oppened).= 0.1 ft
W= wind pressure *tit 1.10385 Lb /ft
I 0.0931 in3
1
I 0.1862 in3
1
15,833.33 psi
i
Sxreq= 0.003765 in 3 OK
Ix req= 0.010623 in4 OK
safety factor (as per AISC 13th
edition)
t
N
1 '
1/16'
Area: 03594 sq in
Perimeter: 11.6246 in
Bounding box: X: 0.0000 -- 1.0000 in
Y: 0.0000 -- 2.0000 in
Centroid: X: 0.5000 in
Y: 1.0000 in
Moments of inertia: X: 0.5454 sq in sq in
Y: 0.1518 sq in sq in
Product of inertia: XY: 0.1197 sq in sq in
Radii of gyration: X: 12319 in
Y: 0 .6500 in
Principal moments (sq in sq in) and X -Y directions about centroid:
I: 0.0620 along 3 440.0000 1.00001'
J: 0.1860 along 3 4-L0000 0.00001
k
r
1/16'
Area: 02343 sq in
Perimeter: 16216 in
Bounding box: X: 0.0000 -- 1.0000 in
Y: 0.0000 -- 1.0000 in
Gentroid: X: 0.4998 in
Y: 05002 in
Moments of inertia: X: 0.0931 sq in scr in
Y: 0.0930 sq in sq in
Product of inertia: XY: 0.0586 ad in sci in
Radii of gyration: X: 0.6303 in
Y: 0.6300 in
Principal moments (sq in sq in) and X -Y directions about centroid:
I: 0.0344 along 3 /40.1139 0b333va
J: 0.0345 along 3 4- 0.6333 0.11391/a
v
1
1/16
Area: 03594 sq in
Perimeter: 11.6246 in
Bounding box: X: 0.0000 -- 2.0000 in
Y: 0.0000 -- 1.0000 in
Centroid: X: 1.0000 in
Y: 05000 in
Moments of inertia: X: 0.1518 sq in sq in
Y: 05453 sq in sq in
Product of inertia: XY: 0.1197 sq in sq in
Radi1 of' gyration: X: 0 .6500 in
Y: 12319 in
Principal moments (sq in sq in) and X -Y directions about centroid:
1: 0.0620 along 3 41.0000 0.00001/2
J: 0.1860 along 3 40.0000 L00001/2
'A'
(Spacing)
(FT)
'H'
(Height)
(FT)
(N Ci-i)
VERTICAL
POST .
TOP < BOTTOM
RAILS
CONCRETE FOOTING
0 (INCH)
'D' (Depth) (FT)
Size
Thickness
Size
Thickness
4' -0'
4' -0;
4'
2'x2'
0.0625'
2'xl'
0.0625'
12'
3' -0'
5' -0'
2'x2'
0 .0625'
2'x1'
0.0625'
12'
3' -6'
6' -0'
2'x2'
0 .0625'
2'x1'
0.0625'
12'
3' -8'
4' -0'
5' -0'
5'
2'x2'
0.0625'
2'x1'
0.0625'
12'
3' -6'
5' -0'
2'x2'
0 .0625'
2'x1'
0.0625'
12'
3' -6'
6' -
2'x2'
0.0625'
2'xl'
0.0625'
12'
3' -3'
4' -0'
6' -
• •
6'
• • •
2'x2'
0.0625'
2 °xl'
0.0625'
12'
3' -6'
5
• • •
w
J
d
1--
w
ILI
0
z
N
w
j
VERT. POST
ALUM. TUBE
(SEE TABLE)
n
II
0
(E TAB E)
ALUM. CAST BRACKET W/
(2) "10x1 TO POST AND
(1) "10x1' TO 1-IORIZ RAILS
TYPICAL.
'A'
4' o.c.
MAX.
4'
o.c.
M,4X.
n n
TOP VIEW
3/4'=I'-0'
I FOR CONC FOOTING
DIAM (SEE TABLE)
(POST SPACING, SEE TABLE)
FRONT VIEW
3/4'.1'-0'
VERT. PICKET
I'xl'x0.062 ALUM.
TUBE TYP.
n n n n n n
--- - - - - --
MARK
TOP RAIL
ALUM. TUBE
(SEE TABLE)
L
0
CS� E TAI3 E)
REVISION DESCRIPTION
w
— VERT. POST
3/4"01'-0'
TOP RAIL
ALUM. TUBE
(SEE TABLE)
VERT. PICKET
l'xl'x0.062 ALUM.
TUBE ® 4' o.c.
ALUM. TUBE
(SEE TABLE)
-- 8oTTOM RAIL
ALUM. TUBE
(SEE TABLE)
FOR
CONCRETE
FOOTING
DIAMETER
(SEE TABLE)
DATE
•
•
•
••
••
•
•
•
• •
• •
••
••
•
••• •
• •
• •
• •
••• •
•
I. ALL ALUMINUM SHALL BE TYPE 6061 -Tb, UNLESS NOTED OTHERWISE (U.N.0)
2. BOLTS d OTHER FASTENERS DIRECTLY IN CONTACT WITH ALUMINUM
MEMBERS SHALL BE ALUMINUM, STAINLESS STEEL OR ELECTRIC)
GALVANIZED STEEL. DOUBLE CADMIUM PLATED STEEL BOLTS MAY BE
ALLOWED UPON WRITTEN REQUEST TO THE ENGINEER OF RECORD.
3. ALUMINUM PARTS SHALL BE WELDED WITH AN INERT -GAS SHIELDED ARC
OR RESISTANCE WELDING PROCESS. FLUX WELDING 15 NOT ALLOWED.
FILLER ALLOYS SHALL BE AS AMERICAN WELDING SOCIETY
SPECIFICATIONS A5.10 -6 ALL WELDING SHALL BE PERFORMED 5Y
CERTIFIED WELDERS.
4. DURING ERECTION, ALUMINUM STRUCTURES SHALL. BE ADEQUATELY
BRACED AND FASTENED TO RESIST DEAD, WIND AND ERECTION
LDADS.
5. ALUMINUM IN CONTACT WITH NON - COMPATIBLE METALS SUCH AS
STEEL SHALL. BE PROTECTED AS PER MSC 2003.6.4.2.
6. ALUMINUM IN CONTACT WITH CONCRETE SHALL BE PROTECTED WITH
AN ALKALI RESISTANT COATING.
1. ALUMINUM IN CONTACT WITH W0017 SHALL BE PROTECTED WITH TWO
COATS OF ALUMINUM METAL- AND - MASONRY PAINT.
6.
ALUM I NUM RA I J I NG NOTES :
ALL GONEGTIONS TO BE WELDED. USE s/b" MINIMUM WELD SIZE,
TYPICAL U.N.O.
CONCRETE NOTES:
I. ALL CONCRETE SHALL ATTAIN A MINIMUM COMPRESSIVE STRENGTH OF
3000PSI.
2. AGREGATES TO BE GLEAN AND WELL GRADED. MAXIMUM SIZE TO BE I ".
3. CONCRETE SLUMP TO BE 3" MINIMUM TO 5" MAXIMUM.
SOIL STATtMENT
I. THE SOIL 13 ASSUMED TO CONSIST OF UNDISTURBED SAND AND ROCK WITH
AN ALLOWABLE BEARING CAPACITY OF 2.0 KSF. SHOULD OTHER CONDITIONS
BE ENCOUNTERED, CONTACT THE ENGINEER BEFORE PROCEEDING WITH THE
WORK. AT THE TIME OF CONSTRUCTION, A LETTER ATTESTING THAT
CONDITIONS ARE SIMILAR TO THOSE UPON WHICH THE DESIGN 15 BASED WILL
BE SUBMITTED TO THE BUILDING OFFICIAL.
•;O� ;� old 121361 • E.B. No 0001809
DAVIS ENGINEERS
3801A11tAl`rI• CANAL ROAD
• : 33144
• ` (30 ' ) .266-2566
Uqp•NG ••• •
••• •
DATE:
. t2)1 -21-2010
SCALE:
AS-SHOWN
SHOP DRAWINGS
ALUMINUM
PICKET FENCE
ISLAND FENCE OF DADS
(305) SSS -9090
DRAW
E.M.
HAROLD GOBS P.E.
CIVIL ENGINEER
P E. No.10,193
PROJECT:
CLIENT:
DE No.:
Description:
DATE:
No. of Pages:
DAVIS ENGINEERS
780 TAMIAMI CANAL ROAD — MIAMI, FLORIDA 33144
PHONE: 305 - 266 -2566 FAX: 305 - 267 -1556 E -mail: projects c davisengrs.com
Island Fence
Island Fence
2K10 -080
Structural Calculations
Aluminum Single Gate
September 15, 2010
Cover + 32 Pag
R: \DE PROJECT CORRESPONDENCE \0 -DE Project Correspondance \2K10000 \2K10 -080 - 20100915 - COV -Island Fence.doc
O.L. #:127365
E.B. #: 0001809
� r`Lfbi o
Harold R. Cobb, P.E.
Structural Engineer
FL. No.: 10993
DAVIS ENGINEERS
780 TAMIAMI CANAL ROAD - MIAMI, FLORIDA 33144
PHONE: 305 - 266 -2566 FAX: 305 - 267 -1556 E -mail: projects@davisengrs.com
o.L. #:127365
E.B. #: 0001809
I
Codes
Materials:
(1) FBC — 2007
(2) ACI — 318/05
(3) ASCE 7 -05
(4) AISC — ASD (13th Ed.)
(5) ACI — 530/05
(6) NDS — 1997
(7) NCMA -1997
(1) Concrete, f c = 3,000 psi (U.O.N.)
(2) Reinforcing Steel, fy = 60,000 psi — ASTM A 615, Grade 60 (U.O.N.)
(3) Structural Steel, Fy = 50,000 psi — ASTM A 572, Grade 50 (U.O.N.)
(4) Steel Tube, Fy = 42,000 psi — ASTM A 500 Grade B (U.O.N.)
(5) Steel Pipe, Fy = 35,000 psi — ASTM A53 Grade E (U.N.O.)
(6) Masonry, f = 1,500 psi (U.N.O.)
(7) Aluminum, AL- 6061 -T6 (U.N.O.)
(8) Wood, Fb = 1,200 psi (U.N.O.)
(9) Anchor Rods, ASTM A 307 (U.N.0)
(10) Bolting Materials, ASTM A 3250 or A 490 (U.N.O.)
Table of Content:
Page
Description
1
4' High Gate
4
5' High Gate
7
6' High Gate
Notes:
If you have any questions, please call us at 305 - 266 -2566
.
DAVIS ENGINEERS
780 TAMIAMI CANAL ROAD - MIAMI, FLORIDA 33144
PHONE: 305 - 266 -2566 FAX: 305- 267 -1556 E -mail: projects@davisengrs.com
O.L. #:127365
E.B. #: 0001809
GENERAL NOTES:
PEDESTRIAN RAIUNG DESIGN CRITERIA:
1. ALL WORK SHALL CONFORM TO FLORIDA BUILDING CODE 2007
2. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS IN THE FIELD
PRIOR TO START OF WORK AND NOTIFY ARCHITECT/ENGINEER OF ANY
DISCREPANCY IN THE DRAWINGS AND OBTAIN HIS APPROVAL BEFORE
PROCEEDING WITH WORK.
3. THIS WORK REQUIRES A BUILDING PERMIT. DO NOT BEGIN WORKING UNTIL A
BUILDING PERMIT IS OBTAINED.
4. CONTRACTOR TO FURNISH ALL LABOR, MATERIALS, SERVICES AND
EQUIPMENT NECESSARY TO COMPLETE ALL WORK SHOWN ON THE DRAWINGS
AND SPECIFIED HEREIN.
5. DO NOT SCALE DRAWINGS, DIMENSIONS GOVERN.
6. ENGINEER'S VISITS TO THE SITE DURING CONSTRUCTION SHALL BE
SCHEDULED WITHIN 24 HOURS IN ADVANCE PRIOR TO INSPECTION.
7. THE CONTRACTOR SHALL NOT PROCEED WITH ANY ADDITIONAL SERVICES OR
WORK WITHOUT PRIOR NOTIFICATION TO THE OWNER, FOLLOWED BY A
CHANGE ORDER.
8. THE CONTRACTOR SHALL MAKE REQUIRED ARRANGEMENTS, SECURE AND PAY
FOR ALL , BARRICADES, ENCLOSURES, AND FENCING AS NEEDED FOR AND
DURING THE PROGRESS TO PROTECT ADJACENT PROPERTIES.
9. DO NOT SUBSTITUTE MATERIALS, EQUIPMENTS OR METHODS OF
CONSTRUCTION UNLESS SUCH SUBSTITUTIONS OR CHANGES HAVE BEEN
APPROVED IN WRITING BY THE OWNER/ENGINEER.
10. CONTRACTOR SHALL MAINTAIN AN ACCURATE RECORD OF CHANGE ORDERS
AND VARIATIONS THROUGHOUT THE PROGRESS OF THE WORK. USE ONE SET
OF DOCUMENTS EXCLUSIVELY FOR THIS JOB.
11. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR MEANS AND METHODS OF
CONSTRUCTION, AND FOR THE SEQUENCES AND PROCEDURES TO BE USED.
1. LOADS AT THE TOP RAILINGS AND HANDRAILS: UNIFORM
LOAD OF w EQUAL
AND UP AND
TOP RAILING AND
DIRECTION AT THE
TO 200 LBS AT THE
IN AND OUT IN THE
VERTICAL DIRECTION,
AT THE SAME TIME,
AND CONCENTRATED
UNIFORM LOAD OF w
IN AN IN AND OUT
VERTICAL DIRECTION
A HORIZONTAL AND
LOAD OF P
AND BRACKET AT
RESPECTIVELY
AND IN AN UP AND
AND VERTICAL
CRITICAL THE
ASSUMED TO NOT
RAIL AND BETWEEN
TO 500 ACTING IN AND OUT IN THE HORIZONTAL DIRECTION,
DOWN IN THE VERTICAL DIRECTION ALONG THE
HANDRAIL, BUT NOT IN A HORIZONTAL AND VERTICAL
SAME TIME; OR A CONCENTRATED LOAD OF P EQUAL
MIDSPAN OF THE TOP RAILING AND HANDRAIL ACTING
HORIZONTAL DIRECTION, AND UP AND DOWN IN THE
BUT NOT IN A HORIZONTAL AND VERTICAL DIRECTION
WHICHEVER IS MOST CRITICAL. THE UNIFORM LOAD
LOAD SHALL BE ASSUMED TO NOT ACT AT THE SAME TIME.
2. LOADS AT POSTS AND AT BRACKETS AT HANDRAILS:
EQUAL TO 50 POUNDS PER LINEAL FOOT ACTING
HORIZONTAL DIRECTION AND IN AN UP AND DOWN
ALONG THE TOP RAILING AND HANDRAIL, BUT NOT IN
VERTICAL DIRECTION AT THE SAME TIME OR A CONCENTRATED
EQUAL TO 200 POUNDS AT THE TOP OF THE TOP RAILING
THE HANDRAIL AT THE POST AND HANDRAIL BRACKET,
ACTING IN AN IN AND OUT HORIZONTAL DIRECTION
DOWN VERTICAL DIRECTION, BUT NOT IN A HORIZONTAL
DIRECTION AT THE SAME TIME, WHICHEVER IS MOST
UNIFORM LOAD AND CONCENTRATED LOAD SHALL BE
ACT AT THE SAME TIME.
3. LOADS AT ALL MEMBERS LOCATED BELOW THE TOP
THE POSTS: UNIFORM LOAD OF w EQUAL TO 25 POUNDS
PER SQUARE FOOT
R OCCUPANCIES
ACTING IN AN IN AND OUT HORIZONTAL DIRECTION.
4. SAFEGUARDS IN AND AROUND BUILDINGS OF GROUP
SHALL PROVIDE PROTECTION FOR CHILDREN BY PROVIDING ADDITIONAL
RAILS, VERTICAL PICKETS OR AN ORNAMENTAL FILLER BELOW THE TOP
RAIL WHICH WILL REJECT A 4° DIAMETER OBJECT; PERMITTING, HOWEVER,
SUCH ORNAMENTAL FILLERS TO HAVE INDIVIDUAL OPENINGS NOT
EXCEEDING 64 SO. INCHES IN AREA.
5. THE MAXIMUM CLEARANCE BETWEEN THE BOTTOM RAIL AND THE
ADJACENT SURFACE SHALL NOT EXCEED 2', THE 2' CLEARANCE SHALL BE
MEASURED FROM THE BOTTOM RAIL OF THE BALUSTRADE TO A LINE
PASSING THROUGH THE TREAD NOSINGS.
STEEL RAILING NOTES:
ALUMINUM RAILING NOTES:
OTHERWISE (U.N.0.)
WITH ALUMINUM
OR ELECTRO
BOLTS MAY BE
OF RECORD.
-GAS SHIELDED ARC
IS NOT ALLOWED.
SPECIFICATIONS
WELDERS.
BE ADEQUATELY
LOADS.
SUCH AS STEEL
WITH AN
WITH TWO
WELD SIZE, TYPICAL
1. ALL STRUCTURAL STEEL SHALL BE ASTM A36 (U.N.0.)
2. ALL SHOP CONNECTIONS TO BE MADE WITH ASTM A325 BOLTS OR WELDED USING
E70 ELECTRODES AND SHALL CONFORM TO THE SPECIFICATIONS SET FORTH IN
THE AWS STRUCTURAL WELDING CODE.
3. STRUCTURAL STEEL SHALL RECEIVE ONE COAT SHOP PAINT AND RE -TOUCH
AFTER ERECTION.
4. STRUCTURAL TUBE SHALL BE ASTM A 500 GRADE B.
5. STRUCTURAALL WELDING SHALL BE PERFORMED BY CERTIFIED WELDERS PER
AWS 'STANDARD QUALIFICATIONS PROCEDURE° TO PERFORM TYPE OF WORK
REQUIRED. ALL WELDING SHALL BE IN ACCORDANCE WITH AWS WELDING CODE.
6. STEEL STAIR AND RAILING SYSTEMS USED IN EXTERIOR APPLICATIONS AND /OR
EXPOSED TO ADVERSE CONDITIONS MUST BE PROPERLY AND REGULARY
MAINTAINED TO MINIMIZE CORROSION CAN RESULT IN EVENTUAL STRUCTURAL
FAILURE.
7. ALL CONNECTIONS TO BE WELDED USE 3/16' MIN. WELD SIZE, TYPICAL U.N.OL
PIPE SHALL BE ASTM A 53 TYPE E. GRADE B.
1. ALL ALUMINUM SHALL BE TYPE 6061 -T6, UNLESS NOTED
2. BOLTS & OTHER FASTENERS DIRECTLY IN CONTACT
MEMBERS SHALL BE ALUMINUM, STAINLESS STEEL
GALVANIZED STEEL DOUBLE CADMIUM PLATED STEEL
ALLOWED UPON WRITTEN REQUEST TO THE ENGINEER
3. ALUMINUM PARTS SHALL BE WELDED WITH AN INERT
OR RESISTANCE WELDING PROCESS. FLUX WELDING
FILLER ALLOYS SHALL BE AS AMERICAN WELDING SOCIETY
A5.10 -69. ALL WELDING SHALL BE PERFORMED BY CERTIFIED
4. DURING ERECTION, ALUMINUM STRUCTURES SHALL
BRACED AND FASTENED TO RESIST DEAD, WIND AND ERECTION
5. ALUMINUM IN CONTACT WITH NON- COMPATIBLE METALS
SHALL BE PROTECTED AS PER FBC 2003.8.4.2.
6. ALUMINUM IN CONTACT WITH CONCRETE SHALL BE PROTECTED
ALKALI RESISTANT COATING.
7. ALUMINUM IN CONTACT WITH WOOD SHALL BE PROTECTED
COATS OF ALUMINUM METAL - AND - MASONRY PAINT.
8. ALL CONECTIONS TO BE WELDED. USE 3/16' MINIMUM
U.N.O.
Davis Engineers
Post Embedments
Post section properties
Gate Dimentions
Post Spaciong
Hight of Post(H)
Psolid sign = qz(h)xGxCf
Check Post Embedment
Load Due To Psolid =
Moment Due To Psolid=
Allow Lat Soil- Bearing pressure
capacity based on 1/3 of emb.
Initial Guess For D
S1=2 x SO x 0.333D
Footing Width
A(d)= (2.34 *P) /(S 1 *B)
D(d)=
Design Toads:
Wind Presure Lb /sf
% of Solid surface
Pwind 267.6 Lb
Check For Solid Signs Design Load
M(Max(B,L)) 4 ft
N(Min(B,L)) 4 ft
M /N= 1.00
Net Force Coef. Cf= 1.2
Gust Effect Factor (G)= 0.85
Lb
545.904 Lb -FT
Ft
Ft
Psf
Date 8/3/2010
Job# 2k10 -080
H
W
d
h
150 Lb /Ft3 (As per UBC Table 18 -1A)
Depht = 0. 5xA( d)x {1 +SQRT[(1 +[(4.36h) /A(d)])]}
299.7 Lb /Ft2
ft
1.07 ft
2.82 ft OK
Area
0.4842
in
perimeter
8
in
X- centroid
1
in
Y- centroid
1
in
Ix
0.7878
in4
ly
0.7878
in4
Ixy
0.4844
in4
rx
1.2755
in
ry
1.2755
in
ix -y
0.3032
in4
jx -y
0.3032
in4
Davis Engineers
Post Section Properties
2 x 2 x 0.065 6061 -T6 Alum
I S Y= ly
X- centroid -�
Fy= 19000 psi
E= 10100000 psi
Y- centroid
fy
Check Bending & Deflection(L/240max)
Sx Req=
Date 8/3/2010
Job# 2k10 -080
12= 1.2 sait;ty idawr kids pet H1ot, 13111
edition)
I 0.7878 in3
1
I 0.7878 in3
1
15,833.33 psi
M at base of footing = 545.904 Lbs -ft
6550.848 Lbs -inch
0.41 in3 Ok.
Ix Req= 0.208 in4 Ok.
Area
0.3594
in
perimeter
6
in
X- centroid
1
in
Y- centroid
0.5
in
Ix
0.1518
in4
ly
0.5453
in4
Ixy
0.1797
in4
rx
0.65
in
ry
1.2319
in
ix -y
0.062
in4
jx -y
0.186
in4
, f
Davis Engineers
Hotizontal members Section Properties
2 x 1 x 0.065 6061 -T6 Alum
1
Sx=
I sr I
Fy= 36000 psi
E= 29000000 psi
Ix
Y- centroid
ly ►
X- centroid
fY
Check bending and Defelction(L1240max)
trib(70% oppened).= 2 ft
W= wind pressure *tit 44.154 Lb /ft
M= 1.25W(L ^2)=
-►
22.077 Lb -ft
264.924 Lb -Inch
Date 8/3/2010
Job# 2k10 -080
S1= 1.2
I 0.3036 in3
0.5453 in3
1
(30,000.00 psi
1
Sxreq= 0.008831 in 3 OK
Ix req= 0.01 in4 OK
if Ix N.G trial Iy= 0.5453 in4 OK
safety factor (as per AISC 13th
edition)
3
� r
Area
02343
in
perimeter
4
in
X- centroid
0.5
in
Y- centroid
1
in
Ix
0.0931
in4
ly
0.0931
in4
Ixy
0.0586
in4
rx
0.6303
in
ry
0.6303
in
ix -y
0.0344
in4
jx -y
0.0344
in4
Davis Engineers
Hotizontal members Section Properties
1
1 x 1 x 0.065 6061 -T6 Alum
1
Fy= 36000 psi
E= 29000000 psi
1
1
Sx=
Sy=
Ix
Y- centroid
ly
X- centroid
fy
M= 1.25W(L ^2)=
22.077 Lb -ft
264.924 Lb -Inch
Check bending and Defelction(L/240max)
trib(50% oppened).= 2 ft
W= wind pressure *tit 44.154 Lb /ft
Ix req= 0.01
Date 8/3/2010
Job# 2k10 -080
S1= 1.2
I 0.0931 in3
I 0.1862 in3
1 30,000.00 psi
1
Sxreq= 0.008831 in 3 OK
OK
safety factor (as per AISC 13th
edition)
1 k
Davis Engineers
Post Embedments
Post section properties
Gate Dimentions
Post Spaciong
Hight of Post(H)
Design Toads:
Wind Presure
.% of Solid surface
Pwind
Check For Solid Signs Design Load
M(Max(B,L))
N(Min(B,L))
M /N=
Net Force Coef. Cf=
Gust Effect Factor (G)=
Psolid sign = qz(h)xGxCf
Check Post Embedment
Load Due To Psolid =
Moment Due To Psolid=
Allow Lat Soil- Bearing pressure
capacity based on 1/3 of emb.
Initial Guess For D
S1 =2 x SO x 0.333D
Footing Width
A(d)= (2.34 *P) /(S1 *B)
D(d)=
267.6 Lb
5 ft
4 ft
1.25
1.2
0.85
ft-
Lb
682.38 Lb -FT
150 Lb /Ft3 (As per UBC Table 18 -1A)
Depht = 0.5xA(d)x {1 +SQRT[(1 +[(4.36h) /A(d)])]}
349.65 Lb /Ft2
ft
Ft
Ft
Psf
Lb /sf
1.14 ft
3.02 ft OK
Date 8/3/2010
Job# 2k10 -080
Area
0.4842
in
perimeter
8
in
X- centroid
1
in
Y- centroid
1
in
Ix
0.7878
in4
ly
0.7878
in4
Ixy
0.4844
in4
rx
1.2755
in
ry
1.2755
in
ix -y
0.3032
in4
jx -y
0.3032
in4
Davis Engineers
Post Section Properties
2 x 2 x 0.065 6061 -T6 Alum
I Sy= I
Fy= 19000 psi
E= 10100000 psi
Ix
Y- centroid
l y - --►
X- centroid
fy
Check Bending & Deflection(L/240max)
M at base of footing=
Sx Req=
Date 8/3/2010
Job# 2k10 -080
i1= 1.2 sa tery iaaur kas per HIOL. i
edition)
0.7878 in3
1
I 0.7878 in3
I 15,83333 psi
682.38 Lbs -ft
8188.56 Lbs -inch
0.52 in3 Ok.
Ix Req= 0.259 in4 Ok.
Area
0.3594
in
perimeter
6
in
X- centroid
1
in
Y- centroid
0.5
in
Ix
0.1518
in4
ly
0.5453
in4
Ixy
0.1797
in4
rx
0.65
in
ry
1.2319
in
ix -y
0.062
in4
jx -y
0.186
in4
Davis Engineers
Hotizontal members Section Properties
1
2 x 1 x 0.065 6061 -T6 Alum
1
Fy= 36000 psi
E= 29000000 psi
I Ix
Sx= Y- centroid
ly ►
X- centroid
fy
M= 1.25W(L ^2)= 34.49531 Lb -ft
413.9438 Lb -Inch
Date 8/3/2010
Job# 2k10 -080
12= 1.2
Check bending and Defelction(U240max)
trib(70% oppened).= 2 ft
W= wind pressure *tit 44.154 Lb /ft
1 0.3036 in3
i
I 0.5453 in3
i
1 30,000.00 psi
1
Sxreq= 0.013798 in 3 OK
Ix req= 0.01 in4 OK
if Ix N.G trial Iy= 0.5453 in4 OK
safety factor (as per AISC 13th
edition)
Area
0.2343
in
perimeter
4
in
X- centroid
0.5
in
Y- centroid
1
in
Ix
0.0931
in4
ly
0.0931
in4
Ixy
0.0586
in4
rx
0.6303
in
ry
0.6303
in
ix -y
0.0344
in4
jx -y
0.0344
in4
Davis Engineers
Hotizontal members Section Properties
1 x 1 x 0.065 6061 -T6 Alum
1
Fy= 36000 psi
E= 29000000 psi
Ix
Y- centroid
ly
X- centroid
fy
M= 1.25W(L "2)= 34.49531 Lb -ft
413.9438 Lb -Inch
Check bending and Defelction(L/240max)
trib(50% oppened).= 2 ft
W= wind pressure *tit 44.154 Lb /ft
Ix req= 0.01
Date 8/3/2010
Job# 2k10 -080
S2= 1.2
I 0.0931 in3
1
I 0.1862 in3
1
1 30,000.00 psi
Sxreq= 0.013798 in 3 OK
OK
safety factor (as per AISC 13th
edition)
Davis Engineers
Post Embedments
Post section properties
Gate Dimentions
Post Spaciong
Hight of Post(H)
Design Toads:
Wind Presure
% of Solid surface
Pwind
Check For Solid Signs Design Load
M(Max(B,L))
N(Min(B,L))
M /N=
Net Force Coef. Cf=
Gust Effect Factor (G)=
Psolid sign = qz(h)xGxCf
Check Post Embedment
Load Due To Psolid =
Moment Due To Psolid=
Ft
Ft
267.6 Lb
6ft
4 ft
1.50
1.2
0.85
Lb /sf
Psf
Lb
818.856 Lb -FT
Date 8/3/2010
Job# 2k10 -080
Allow Lat Soil- Bearing pressure
capacity based on 1/3 of emb. 150 Lb /Ft3 (As per UBC Table 18 -1A)
Initial Guess For D Depht = 0. 5xA( d)x {1 +SQRT[(1 +[(4.36h) /A(d)])]}
S1 =2 x SO x 0.333D 366.3333 Lb /Ft2
Footing Width ft
A(d)= (2.34 *P) /(S1 *B) 1.31 ft
D(d)= 3.46 ft OK
Area
0.4842
in
perimeter
8
in
X- centroid
1
in
Y- centroid
1
in
Ix
0.7878
in4
ly
0.7878
in4
Ixy
0.4844
in4
rx
1.2755
in
ry
1.2755
in
ix -y
0.3032
in4
jx -y
0.3032
in4
Davis Engineers
Post Section Properties
2 x 2 x 0.065 6061-T6 Alum
1
1
Sx— I
I sY= I
Fy= 19000 psi
E= 10100000 psi
Ix __
Y- centroid
ly —�
X- centroid
fy
Check Bending & Deflection(L/240max)
Sx Req=
Date 8/3/2010
Job# 2k10 -080
S1= 1.2 sale y iaetor t as per ■10l, i .3u1
edition)
I 0.7878 in3
I 0.7878 in3
15,833.33 psi
1
M at base of footing= 818.856 Lbs -ft
9826.272 Lbs -inch
0.62 in3 Ok.
Ix Req= 0.311 in4 Ok.
Area
0.3594
in
perimeter
6
in
X- centroid
1
in
Y- centroid
0.5
in
Ix
0.1518
in4
ly
0.5453
in4
Ixy
0.1797
in4
rx
0.65
in
ry
1.2319
in
ix -y
0.062
in4
jx -y
0.186
in4
Davis Engineers
Hotizontal members Section Properties
2 x 1 x 0.065 6061 -T6 Alum
1
Sx= I
Fy= 36000 psi
E= 29000000 psi
fy
0
Check bending and Defelction(11240max)
2ft
W= wind pressure *trit 44.154 Lb /ft
trib(70% oppened).=
Ix
Y- centroid
ly
X- centroid
M= 1.25W(L ^2)= 49.67325 Lb -ft
596.079 Lb -Inch
Date 8/3/2010
Job# 2k10 -080
i1= 1.2
I 0.3036 in3
1
I 0.5453 in3
1
30,000.00 psi
1
Sxreq= 0.019869 in 3 OK
Ix req= 0.02 in4 OK
if Ix N.G trial ly= 0.5453 in4 OK
safety factor (as per AISC 13th
edition)
Area
0.2343
in
perimeter
4
in
X- centroid
0.5
in
Y- centroid
1
in
Ix
0.0931
in4
ly
0.0931
in4
Ixy
0.0586
in4
rx
0.6303
in
ry
0.6303
in
ix -y
0.0344
in4
jx -y
0.0344
in4
Davis Engineers
Hotizontal members Section Properties
i
1 x 1 x 0.065 6061 -T6 Alum
1
I sY= I
Fy= 36000 psi
E= 29000000 psi
ly _�
X- centroid
fy
0
Date 8/3/2010
Job# 2k10 -080
Check bending and Defelction(LJ240max)
trib(50% oppened).= 2 ft
W= wind pressure *trit 44.154 Lb /ft
M= 1.25W(L ^2)= 49.67325 Lb -ft
596.079 Lb -Inch
Ix req= 0.02
Sl= 1.2
I 0.0931 in3
i
I 0.1862 in3
1
30,000.00 psi
Sxreq= 0.019869 in 3 OK
OK
safety factor (as per AISC 13th
edition)
Davis Engineers
Post Embedments
Post section properties
Gate Dimentions
Post Spaciong
Hight of Post(H)
Design Toads:
Wind Presure
of Solid surface
Pwind
Check For Solid Signs Design Load
M(Max(B,L))
N(Min(B,L))
M /N=
Net Force Coef. Cf=
Gust Effect Factor (G)=
Psolid sign = qz(h)xGxCf
Check Post Embedment
Load Due To Psolid =
Moment Due To Psolid=
Allow Lat Soil- Bearing pressure
capacity based on 1/3 of emb.
Initial Guess For D
S1 =2x SO x 0.333D
Footing Width
A(d)= (2.34 *P) /(S1 *B)
D(d)=
Ft
Ft
334.5 Lb
O ft
5 ft
0.80
1.2
0.85
Lb
682.38 Lb -FT
150 Lb /Ft3 (As per UBC Table 18 -1A)
Depht = 0.5xA(d)x {1 +SQRT[(1 +[(4.36h) /A(d)])]}
324.675 Lb /Ft2
ft
0.98 ft
2.84 ft OK
Lb /sf
Psf
Date 8/3/2010
Job# 2k10 -080
Area
0.4842
in
perimeter
8
in
X- centroid
1
in
Y- centroid
1
in
Ix
0.7878
in4
ly
0.7878
in4
Ixy
0.4844
in4
rx
1.2755
in
ry
1.2755
in
ix -y
0.3032
in4
jx -y
0.3032
in4
Davis Engineers
Post Section Properties
2 x 2 x 0.065 6061 -T6 Alum
1
l
I Fb=
Fy= 19000 psi
E= 10100000 psi
Ix
Y- centroid
l y
X- centroid
fy
Check Bending & Deflection(L/240max)
M at base of footing=
Sx Req=
Date 8/3/2010
Job# 2k10 -080
Sl= 1.2 eatery [actor tas per HUM., [Jtr[
edition)
I 0.7878 in3
I 0.7878 in3
1
I 15,833.33 psi
1
682.38 Lbs -ft
8188.56 Lbs -inch
0.52 in3 Ok.
Ix Req= 0.324 in4 Ok.
Area
0.3594
in
perimeter
6
in
X- centroid
1
in
Y- centroid
0.5
in
Ix
0.1518
in4
ly
0.5453
in4
Ixy
0.1797
in4
rx
0.65
in
ry
1.2319
in
ix -y
0.062
in4
jx -y
0.186
in4
Davis Engineers
Hotizontal members Section Properties
1
2 x 1 x 0.065 6061 -T6 Alum
I sY= I
Fy= 36000 psi
E= 29000000 psi
Ix
Y- centroid
ly
X- centroid
fy
M= 1.25W(L ^2)= 27.59625 Lb -ft
331.155 Lb -Inch
Date 8/3/2010
Job# 2k10 -080
U= 1.2
Check bending and Defelction(L/240max)
trib(70% oppened).= 2.5 ft
W= wind pressure *tit 55.1925 Lb /ft
I 0.3036 in3
i
I 0.5453 in3
30,000.00 psi
Sxreq= 0.011039 in 3 OK
Ix req= 0.01 in4 OK
if Ix N.G trial ly= 0.5453 in4 OK
safety factor (as per AISC 13th
edition)
Area
02343
in
perimeter
4
in
X- centroid
0.5
in
Y- centroid
1
in
Ix
0.0931
in4
ly
0.0931
in4
Ixy
0.0586
in4
rx
0.6303
in
ry
0.6303
in
ix -y
0.0344
in4
jx -y
0.0344
in4
Davis Engineers
Hotizontal members Section Properties
1 x 1 x 0.065 6061 -T6 Alum
I Fb=
Fy= 36000 psi
E= 29000000 psi
Ix
Sx= Y- centroid -�
ly
X- centroid
fy
Check bending and Defelction(L/240max)
trib(50% oppened).= 2.5 ft
W= wind pressure *trit 55.1925 Lb /ft
M= 1.25W(L ^2)= 27.59625 Lb -ft
331.155 Lb -Inch
Ix req= 0.01
Date 8/3/2010
Job# 2k10 -080
U= 1.2
I 0.0931 in3
1
I 0.1862 in3
1
30,000.00 psi
Sxreq= 0.011039 in 3 OK
OK
safety factor (as per AISC 13th
edition)
Davis Engineers
Steel Picket Fence
Post Embedments
Post section properties
Gate Dimentions
Post Spaciong
Hight of Post(H)
Design loads:
Wind Presure
% of Solid surface
Pwind
Check For Solid Signs Design Load
M(Max(B,L))
N(Min(B,L))
M /N=
Net Force Coef. Cf=
Gust Effect Factor (G)=
Allow Lat Soil- Bearing pressure
capacity based on 1/3 of emb.
Initial Guess For D
S1 =2x SO x 0.333D
Footing Width
A(d)= (2.34 *P) /(S 1 *B)
D(d)=
334.5 Lb
5ft
5 ft
1.00
1.2
0.85
Psolid sign=qz(h)xGxCf " 9; Psf
Check Post Embedment
Ft
Ft
Lb /sf
Load Due To Psolid = Lb
Moment Due To Psolid= 852.975 Lb -FT
Date 8/3/2010
Job# 2k10 -080
W
H
150 Lb /Ft3 (As per UBC Table 18 -1A)
Depht = 0. 5xA( d)x {1 +SQRT[(1 +[(4.36h) /A(d)])]}
349.65 Lb /Ft2
ft
1.14 ft
3.30 ft OK
Area
0.4842
in
perimeter
8
in
X- centroid
1
in
Y- centroid
1
in
Ix
0.7878
in4
ly
0.7878
in4
Ixy
0.4844
in4
r(
1.2755
in
ry
1.2755
in
ix -y
0.3032
in4
jx -y
0.3032
in4
I
4 •
Davis Engineers
Post Section Properties
1
2 x 2 x 0.065 6061 -T6 Alum
1
Sx= I
Fy= 19000 psi
E= 10100000 psi
Y- centroid
ly -►
X- centroid
fy
Check Bending & Deflection(L/240max)
M at base of footing=
Sx Req=
Date 8/3/2010
Job# 2k10 -080
11= 1.2 safely lemur tas per HIOU corn
edition)
I 0.7878 in3
I 0.7878 in3
1
15,833.33 psi
852.975 Lbs -ft
10235.7 Lbs -inch
0.65 in3 Ok.
Ix Req= 0.405 in4 Ok.
Area
0.3594
in
perimeter
6
in
X- centroid
1
in
Y- centroid
0.5
in
Ix
0.1518
in4
ly
0.5453
in4
Ixy
0.1797
in4
rx
0.65
in
ry
1.2319
in
ix -y
0.062
in4
jx -y
0.186
in4
Davis Engineers
Hotizontal members Section Properties
1
2 x 1 x 0.065 6061 -T6 Alum
1
Sx= I
I s r I
Fb=
Fy= 36000 psi
E= 29000000 psi
Ix
Y- centroid
ly
X- centroid
fy
M= 1.25W(LA2)= 43.11914 Lb -ft
517.4297 Lb -Inch
Date 8/3/2010
Job# 2k10 -080
i, l = 1.2
Check bending and Defelction(11240max)
trib(70% oppened).= 2.5 ft
W= wind pressure *trit 55.1925 Lb /ft
0.3036 in3
1
I 0.5453 in3
30,000.00 psi
Sxreq= 0.017248 in 3 OK
Ix req= 0.01 in4 OK
if Ix N.G trial ly= 0.5453 in4 OK
safety factor (as per AISC 13th
edition)
Area
02343
in
perimeter
4
in
X- centroid
0.5
in
Y- centroid
1
in
Ix
0.0931
in4
ly
0.0931
in4
Ixy
0.0586
in4
rx
0.6303
in
ry
0.6303
in
ix -y
0.0344
in4
jx -y
0.0344
in4
Davis Engineers
Hotizontal members Section Properties
1 x 1 x 0.065 6061 -T6 Alum
Fb=
Fy= 36000 psi
E= 29000000 psi
Ix
Y- centroid
ly
X- centroid
fy
Check bending and Defelction(L/240max)
trib(50% oppened).= 2.5 ft
W= wind pressure *tit 55.1925 Lb /ft
M= 1.25W(LA2)= 43.11914 Lb -ft
517.4297 Lb -Inch
Ix req= 0.01
Date 8/3/2010
Job# 2k10 -080
U= 1.2
I 0.0931 in3
I 0.1862 in3
1 30,000.00 psi
1
Sxreq= 0.017248 in 3 OK
OK
safety factor (as per AISC 13th
edition)
Davis Engineers
Post Embedments
Post section properties
Gate Dimentions
Post Spaciong
Hight of Post(H)
Check Post Embedment
Load Due To Psolid =
Moment Due To Psolid=
Allow Lat Soil- Bearing pressure
capacity based on 1/3 of emb.
Initial Guess For D
S1 =2 x SO x 0.333D
Footing Width
A(d)= (2.34 *P) /(S1 *B)
D(d)=
Ft
Ft
Design Toads:
Wind Presure Lb /sf
% of Solid surface
Pwind 334.5 Lb
Check For Solid Signs Design Load
M(Max(B,L)) 6 ft
N(Min(B,L)) 5 ft
M /N= 1.20
Net Force Coef. Cf= 1.2
Gust Effect Factor (G)= 0.85
Psolid sign= gz(h)xGxCf Psf
Lb
1023.57 Lb -FT
Date 8/3/2010
Job# 2k10 -080
150 Lb /Ft3 (As per UBC Table 18 -1A)
Depht = 0.5xA(d)x {1 +SQRT[(1 +[(4.36h)/A(d)])]}
374.625 Lb /Ft2
ft
1.28 ft
3.69 ft OK
Area
0.4842
in
perimeter
8
in
X- centroid
1
in
Y- centroid
1
in
Ix
0.7878
in4
ly
0.7878
in4
Ixy
0.4844
in4
rx
1.2755
in
ry
1.2755
in
ix -y
0.3032
in4
jx -y
0.3032
in4
Davis Engineers
Post Section Properties
2 x 2 x 0.065 6061 -T6 Alum
I sr- I
Fy= 19000 psi
E= 10100000 psi
Y- centroid
ly
X- centroid
fy
i2
Check Bending & Deflection(L/240max)
Sx Req=
Date 8/3/2010
Job# 2k10 -080
Sl= 1.2 seiery iacrvr kas per Hiai. IJUI
edition)
I 0.7878 in3
1
I 0.7878 in3
1
15,833.33 psi
M at base of footing= 1023.57 Lbs -ft
12282.84 Lbs -inch
0.78 in3 Ok.
Ix Req= 0.486 in4 Ok.
Area
0.3594
in
perimeter
6
in
X- centroid
1
in
Y- centroid
0.5
in
Ix
0.1518
in4
ly
0.5453
in4
Ixy
0.1797
in4
rx
0.65
in
ry
1.2319
in
ix -y
0.062
in4
jx -y
0.186
in4
Davis Engineers
Hotizontal members Section Properties
1
2 x 1 x 0.065 6061 -T6 Alum
Fy= 36000 psi
E= 29000000 psi
Sx= I
Ix
Y- centroid
ly __—►
X- centroid
fy
0
Check bending and Defelction(L1240max)
trib(70% oppened).= 2.5 ft
W= wind pressure *tit 55.1925 Lb /ft
M= 1.25W (L ^2)= 62.09156 Lb -ft
745.0988 Lb -Inch
Date 8/3/2010
Job# 2k10 -080
11= 1.2
0.3036 in3
1
I 0.5453 in3
1
30,000.00 psi
1
Sxreq= 0.024837 in 3 OK
Ix req= 0.02 in4 OK
if Ix N.G trial ly= 0.5453 in4 OK
safety factor (as per AISC 13th
edition)
Area
0.2343
in
perimeter
4
in
X- centroid
0.5
in
Y- centroid
1
in
Ix
0.0931
in4
ly
0.0931
in4
Ixy
0.0586
in4
rx
0.6303
in
ry
0.6303
in
ix -y
0.0344
in4
jx -y
0.0344
in4
Davis Engineers
Hotizontal members Section Properties
1
1 x 1 x 0.065 6061 -T6 Alum
I sx= I
I sY= I
Fy= 36000 psi
E= 29000000 psi
Ix ___
Y- centroid
ly -►
X- centroid
fy
fy -►
Check bending and Defelction(L/240max)
trib(50% oppened).= 2.5 ft
W= wind pressure *tit 55.1925 Lb /ft
M= 1.25W(L ^2)= 62.09156 Lb -ft
745.0988 Lb -Inch
Sxreq= 0.024837 in 3 OK
Ix req= 0.02
Date 8/3/2010
Job# 2k10 -080
Ll= 1.2
0.0931 in3
I 0.1862 in3
1
1 30,000.00 psi
1
OK
safety factor (as per AISC 13th
edition)
Davis Engineers
Post Embedments
Post section properties
Gate Dimentions
Post Spaciong
Hight of Post(H)
Design Toads:
Wind Presure
% of Solid surface
Pwind
Check For Solid Signs Design Load
M(Max(B,L))
N(Min(B,L))
M /N=
Net Force Coef. Cf=
Gust Effect Factor (G)=
Psolid sign = qz(h)xGxCf
Check Post Embedment
Load Due To Psolid =
Moment Due To Psolid=
Allow Lat Soil- Bearing pressure
capacity based on 1/3 of emb.
Initial Guess For D
S1 =2 x SO x 0.333D
Footing Width
A(d)= (2.34 *P) /(S1 *B)
D(d)=
401.4 Lb
4ft
6ft
0.67
1.2
0.85
Ft
Ft
Lb /sf
Psf
Lb
818.856 Lb -FT
Date 8/3/2010
Job# 2k10 -080
150 Lb /Ft3 (As per UBC Table 18 -1A)
Depht = 0. 5xA( d)x {1 +SQRT[(1 +[(4.36h) /A(d)])]}
324.675 Lb /Ft2
ft
0.98 ft
3.05 ft OK
Area
0.4842
in
perimeter
8
in
X- centroid
1
in
Y- centroid
1
in
Ix
0.7878
in4
ly
0.7878
in4
Ixy
0.4844
in4
rx
1.2755
in
ry
1.2755
in
ix -y
0.3032
in4
jx -y
0.3032
in4
Davis Engineers
Post Section Properties
2 x 2 x 0.065 6061 -T6 Alum
1
1
lsy=I
Fy= 19000 psi
E= 10100000 psi
Ix _____
Y- centroid
ly
X- centroid
fy
Check Bending & Deflection(L/240max)
Sx Req=
Date 8/3/2010
Job# 2k10 -080
11= 1.2 safety racwr kas per Mrat.• roux
edition)
I 0.7878 in3
I 0.7878 in3
15,833.33 psi
M at base of footing= 818.856 Lbs -ft
9826.272 Lbs -inch
0.62 in3 Ok.
Ix Req= 0.467 in4 Ok.
Area
0.3594
in
perimeter
6
in
X- centroid
1
in
Y- centroid
0.5
in
Ix
0.1518
in4
ly
0.5453
in4
Ixy
0.1797
in4
rx
0.65
in
ry
1.2319
in
ix -y
0.062
in4
jx -y
0.186
in4
Davis Engineers
Hotizontal members Section Properties
2 x 1 x 0.065 6061-T6 Alum
Sr: I ly
X- centroid
Fb=
Fy= 36000 psi
E= 29000000 psi
Ix
Y- centroid
fy
Date 8/3/2010
Job# 2k10 -080
Check bending and Defelction(L/240max)
trib(70% oppened).= 3 ft
W= wind pressure *tit 66.231 Lb /ft
M= 1.25W(L ^2)= 33.1155 Lb -ft
397.386 Lb -Inch
S2= 1.2
I 0.3036 in3
I 0.5453 in3
30,000.00 psi
Sxreq= 0.013246 in 3 OK
Ix req= 0.01 in4 OK
if Ix N.G trial ly= 0.5453 in4 OK
safety factor (as per AISC 13th
edition)
Area
0.2343
in
perimeter
4
in
X- centroid
0.5
in
Y- centroid
1
in
Ix
0.0931
in4
ly
0.0931
in4
by
0.0586
in4
rx
0.6303
in
ry
0.6303
in
ix -y
0.0344
in4
jx -y
0.0344
in4
if .4
Davis Engineers
Hotizontal members Section Properties
1 x 1 x 0.065 6061 -T6 Alum
Ix
Sx= I Y- centroid -#
Fy= 36000 psi
E= 29000000 psi
ly __
X- centroid
fy
M= 1.25W(L ^2)= 33.1155 Lb -ft
397.386 Lb -Inch
Ix req= 0.01
Date 8/3/2010
Job# 2k10 -080
S1= 1.2
Check bending and Defelction(L1240max)
trib(50% oppened).= 3 ft
W= wind pressure *tit 66.231 Lb /ft
I 0.0931 in3
1
I 0.1862 in3
1 30,000.00 psi
Sxreq= 0.013246 in 3 OK
OK
safety factor (as per AISC 13th
edition)
Davis Engineers
Post Embedments
Post section properties
Gate Dimentions
Post Spaciong
Hight of Post(H)
Design Toads:
Wind Presure
% of Solid surface
Pwind
Check For Solid Signs Design Load
M(Max(B,L))
N(Min(B,L))
M /N=
Net Force Coef. Cf=
Gust Effect Factor (G)=
Psolid sign = qz(h)xGxCf
Check Post Embedment
Load Due To Psolid =
Moment Due To Psolid=
Allow Lat Soil- Bearing pressure
capacity based on 1/3 of emb.
Initial Guess For D
S1=2 x SO x 0.333D
Footing Width
A(d)= (2.34 *P) /(S1 *B)
D(d)=
Ft
Ft
401.4 Lb
5 ft
6ft
0.83
1.2
0.85
Lb /sf
Psf
Lb
1023.57 Lb -FT
Date 8/3/2010
Job# 2k10 -080
150 Lb /Ft3 (As per UBC Table 18 -1A)
Depht = 0.5xA(d)x {1 +SQRT[(1 +[(4.36h)/A(d)])]}
374.625 Lb /Ft2
ft
1.07 ft
3.31 ft OK
Area
0.4842
in
perimeter
8
in
X- centroid
1
in
Y- centroid
1
in
Ix
0.7878
in4
ly
0.7878
in4
Ixy
0.4844
in4
rx
1.2755
in
ry
1.2755
in
ix -y
0.3032
in4
jx -y
0.3032
in4
Davis Engineers
Post Section Properties
1
2 x 2 x 0.065 6061 -T6 Alum
1
Fy= 19000 psi
E= 10100000 psi
Ix
Y- centroid
ly
X- centroid
fy
0
-►
-►
-►
Check Bending & Deflection(L/240max)
Sx Req=
Date 8/3/2010
Job# 2k10 -080
L2= 1.2 sarery racior kids per i iau iaur
edition)
I 0.7878 in3
1
I 0.7878 in3
i
15,833.33 psi
M at base of footing= 1023.57 Lbs -ft
12282.84 Lbs -inch
0.78 in3 Ok.
Ix Req= 0.584 in4 Ok.
Area
0.3594
in
perimeter
6
in
X- centroid
1
in
Y- centroid
0.5
in
Ix
0.1518
in4
ly
0.5453
in4
Ixy
0.1797
in4
rx
0.65
in
ry
1.2319
in
ix -y
0.062
in4
jx -y
0.186
in4
w
t •
Davis Engineers
Hotizontal members Section Properties
1
2 x 1 x 0.065 6061 -T6 Alum
Fy= 36000 psi
E= 29000000 psi
Ix ___♦
Y- centroid
ly __
X- centroid
fy
Date 8/3/2010
Job# 2k10 -080
Check bending and Defelction(LJ240max)
trib(70% oppened).= 3 ft
W= wind pressure *trit 66.231 Lb /ft
M= 1.25W (L ^2)= 51.74297 Lb -ft
620.9156 Lb -Inch
12= 1.2
I 0.3036 in3
I 0.5453 in3
30,000.00 psi
1
Sxreq= 0.020697 in 3 OK
Ix req= 0.02 in4 OK
if Ix N.G trial Iy= 0.5453 in4 OK
safety factor (as per AISC 13th
edition)
Area
0.2343
in
perimeter
4
in
X- centroid
0.5
in
Y- centroid
1
in
Ix
0.0931
in4
ly
0.0931
in4
Ixy
0.0586
in4
rx
0.6303
in
ry
0.6303
in
ix -y
0.0344
in4
jx -y
0.0344
in4
Davis Engineers
Hotizontal members Section Properties
1 x 1 x 0.065 6061 -T6 Alum
Fy= 36000 psi
E= 29000000 psi
Sx- I Ix
Y- centroid
I S Y- Iy
X- centroid
I Fb=
fy
Check bending and Defelction(11240max)
trib(50% oppened).= 3 ft
W= wind pressure *tit 66.231 Lb /ft
M= 1.25W(L ^2)= 51.74297 Lb -ft
620.9156 Lb -Inch
Ix req= 0.02
Date 8/3/2010
Job# 2k10 -080
S1= 1.2
I 0.0931 in3
1
I 0.1862 in3
30,000.00 psi
Sxreq= 0.020697 in 3 OK
OK
safety factor (as per AISC 13th
edition)
(Gate openng)
(FT)
3' -0
ki.
(1.4e
(FT
'X'
(INC")
VERTICAL
P087
TOP 4 8otiai
RAILS
HINGES
CONCRETE FOOTING
Size
Thickness
Size
Thickness
0
fib°"
0 (INCH)
'D'(Depth)(FT)
4'47'
4' -0'
k
4'
2'x2'
0.0625'
2'xl'
0.0625'
S/B
2
12'
3' -0'
5' -0'
2'x2'
0.0625'
2'x1'
0.0625'
%
2
12'
3' -0'
6' -0
2'x2'
0.0625'
2'xl'
0.0625'
%'
2
12'
3' -6'
3' -0'
2'x2'
0.0625'
2'xl'
0.0625'
5 /e,
2
12'
3' -8'
4'-0'
5' -0'
5'
2'x2'
0 .0625'
2'xl'
0.0625'
S/8
2
12'
3' -0'
5' -0
2•'x2'
0.0625'
2'xl'
0.0625'
S/6
2
12'
3' -3'
6' -0'
2'x2'
0.0625'
2'xl'
00625'
S/8
2
12'
3' -6'
3' -0'
2'x2'
0.0625'
2'x1'
0.0625'
5/B
2
12'
3' -9'
4' -0'
6' -0'
6'
2'x2'
0.0625'
2'xl'
0 .0625'
%
2
12'
3' -0'
5' -0'
2'x2'
0 .0625'
2'xl'
0.0625'
5/B
2
12'
3' -3'
2'x2'
0.0625'
2'xl'
0.0625'
5/e
2
12'
3' -9'
NOTE:
ALL MEMBERS TO BE WELDED
'A'
GATE FRAME
2'x2'x0.062 ALUM. TUBE
(ALL MEMBERS TO BE
WELDED)
VERT. POST
ALUM. TUBE
(SEE TABLE)
to
111
_GATE - TOP RAIL
ALUM. TUBE
(SEE TABLE)
(GATE OPENING , SEE TAB )
X.
L 1J
FOR 1-11N3 E5
NTH SIDES, SEE
ISLE FOR G2
P. HINGE DTL.
_GATE - BOTTOM RAIL -I
ALUM. TUBE
(SEE TABLE) 4--
w
n
111
4
SEE TABLE FRONT V I E W
d)
U1
OC
0
1
1 1 SEE T ABLE
0
MARK
VERT. PICKET
l'xl' ALUM.
TUBE TYP.
VERT. POST
ALUM. TUBE
(SEE TABLE)
�
act c V1_
PROVIDE KEY
LOCK
REVISION DESCRIPTION
DATE
VERT. POST
2'x2', 16 GAUGE
ALUM TUBE
PROVIDE
PLASTIC OR
METAL POST
CAP TYR
(2) 3 /e'0 THRU
BOLTS WITH NUT
AND WASHER PER
HINGE
CONNECTION
JOB No
2K10 - 080
(4 IIIIIIIII
M0111111111 ;
TOP RAIL
l'x2', 16 GAUGE
ALUM. TUBE
SCALE: 3' : 1'-0'
DATE:
01 -21 -2010
IIIIIIIIIIIII I
IIIIIIIIIIIII I
DAMS ENGINEERS
150 TAMIAMI CANAL ROAD
MIAMI, FLORIDA 33144
(305) 266-2566
11111111
0.1.... *No I2136;5 E. No 0001809
GATE FRAME
2'x2'x0.062 ALUM TUBE,
ALL MEMBERS TO BE
WELDED
N_ 5' LONG 'J' BOLT HINGE
(SEE TABLE FOR SIZE 4 QTY.)
GATE FRAME
2'x2'x0.062 ALUM TUBE,
ALL MEMBERS TO BE
WELDED
FRONT VIEW
TYPICAL -ZINC E DETAL.
61-40P DRAWINGS
ALUM. SINGLE GATE
3' -0° TO 6' -0° WIDE
ISLAND FENCE OF DADE
(305) 888 -9090
SCALE:
AS- S1 -IOUN
VERT. PICKET
l'xl'x0.062 ALUM.
TUBE 41 4' o.c. MAX
TYP.
L J
HAROLD GOBS P.E.
CIVIL ENGINEER
P E. No.1 0945
DRAW
E.M.
Mlami
Shores Village
- _
DATE
APPROVED
ZONING DEPT
' 1
fa � C�
BLDG DEPT
/U .-TI t
SUBJECT TO COMPLIANCE WITH ALL FEDERS.
STATE AND COUNTY RULES AND REGULATIONS
COUNTY =WIDE • LAND . SURVEYORS INC.
LAND SURVEYORS * PLANNERS
P.O. 80X 823271 BOOTS ELORIDA•.•FL. 33082 -3271 (305) 7/2 -0766
•
•. , N' g!o S7'
so
24
714
per
60
204
ms ft
•
• • M
LOCATION SKETCH NOT TO SCALE
•
LEGAL DESCRIPTION
The East 125 feet of Lot 2 LESS the North 41.45 feet and
the East 125 feet of Lot 3 and the East 125 feet of Lot 4
LESS the South 38.45 feet in Block 84 of MIAMI SHORES SECTION
NO. 3, according to the plat thereof, as recorded in Plat
Book 10 at Page 37 of the Public Records of Miami -Dade
County, Florida. )
•
5).
6).
record plat.
Panel 0093
pirR
PO.
•
SURVEYORS NOTES:
1). Legal description provided by client.
2). Only record plat easements are shown.
3). Right of way information obtained from
4). In Federal Flood Zones AE Elev. 9' & 10 ",
last revised 3 -2 -94.
Benchmark used- Dade County Benchmark # B -62.
Elevations are referenced to National Geodetic Vertical Datum
1929 Adjustment (NGVD29).
BOUNDARY, IMPROVEMENTS & ELEVATION SURVEY
NAM FIG Jorge & •Rosann Cabrera 9550 N. Bayshore Dr. Miami Shores, FL
C$RTIFICATR NJ?Es • NOT VALID =LEW WALED WITK AN MOSS= SURVEYORS SEAL."
I HEREBY CERTIFY T THE SOBVgr REPRESENTED HEREON COMPLIES SITE TUI
MINtMUN TECHNICAL MARDS ADOP'T'ED BT THE FLORIDA EOARD OF SURVEYORS Aug
MAPPERS IN CHAPT 610 17 -6, FLORIDA IDNINIETRATIVS cODE, PORPORIN? T0
SECTION 472.027, orida Statutes.
JOSEPH L. MARTIN
PR0FESSI0 L LANG $URVEYOA *4368
1 STATE OF FLORIDA
REVISIONS
Apo N. J Cug5%QVC7 /N.ci
P/'iM S ullye
DRAWN 8Y SCALE
x I /" 70
OATE
343-0y
Y
J Lt'
F0✓
DATE
4.23 -o
MOO
Zwa.S -
pipe ry
'10 ••• • • •
• ` te ..•
•
•
• • ..•
•• •••
• •••
• • •
• • •
• • •
• • ••
• •
•••
•
•
•
•
•••
o .
•
/25
•
•
• • • - -"'"• •
• • • • •
• ••• •••
•
•
• • •
•• ••
•
•
. P,Pe
pl9E•o •
p
p Lit CPL.,
OOL
Access
aw
be
dfyice located on
and located no less
oSc'i from bottom of
V FBC 424.,17
SEP
Rote t (pqc
Sr
tward •
ea,
ng,
the gate
han 54'�
gate.
1.8
•
NOTE:
'A'
GATE FRAME
2'x2'x0.062 ALUM. TUBE
(ALL MEMBERS TO BE
WELDED)
ALL MEMBERS TO BE WELDED
VERT. POST
ALUM. TUBE
(SEE TABLE)
d)
U1
III
I
(GATE OPENING , SEE TAB )
L
—GATE - TOP RAIL
ALUM. TUBE
(SEE TABLE)
'A'
OR HIN3ES
° TI-I SIDES, SEE
BL E FOR Q - `r'.,
P. HINGE D1L.
J1
.( \
r
_GATE - BOTTOM RAIL
ALUM. TUBE
(SEE TABLE)
SEE TABLE FRONT 1l I E UJ
3/4'.1'-0'
(Gate opening)
(FT)
5'-0'
5' -0°
(Height)
(FT)
4' -0'
5' -0'
6' -0'
(
4'
5'
6'
VERTICAL
POST
Size
2'x2'
2'x2'
2'x2'
2'x2'
2'x2'
2'x2'
2'x2'
2
2'x2'
2'x2'
2
Thickness
0.0625'
0.0625'
0.0625'
0 .0625'
0.0625'
0.0625'
0.0625'
0.0625'
0 .0625'
0 .0625'
0.0625'
TOP 4 BOTTOM
RAILS
Size
2'x1'
2 5 x1'
2'x1'
2
2'xl'
2'xl'
2'xl'
2'x1'
2'xl'
2'x1'
2'x1'
Thickness
0.0625'
0 .0625'
0.0625'
0-0625'
0-0625'
00625'
0.0625'
0.0625'
00625'
0.0625'
0 .0625'
HINGES
0
548
5�8
54'
5
54'
5�8
5/
5 48
V
QTY.
2
2
2
2
2
2
2
2
2
2
2
CONCRETE FOOTING
0 (INCH)
12'
12'
12'
12'
12'
12'
12'
12'
12'
12'
12'
'D' (Depth) (FT)
3' -0
3' -8'
3' -0'
3' -3'
3' -6'
3' -3'
0
0
MARK
III
III
I
0
SEE TABL
VERT. PICKET
l'xl'x0.062 ALUM.
TUBE TYP.
VERT. POST
ALUM. TUBE
(SEE TABLE)
ALTERNATIVE
` LATCH, SEE
DETAIL No. 1
PROVIDE KEY
LOCK
•
REVISION DESCRIPTION
VERT. POST
2'x2', 16 GAUGE
ALUM TUBE
PROVIDE
PLASTIC OR
METAL POST
CAP TYP.
(2) s/8 0 THRU
BOLTS WITH NUT
AND WASHER PER
HINGE
CONNECTION
•• ••• • • • • • •
•
• • •
• •
•
%1�IIIIIIIII
TOP RAIL
1'x2', 16 GAUGE
ALUM. TUBE
II
SCALE: 3' =
r
GATE FRAME
2'x2'x0.062 ALUM TUBE,
ALL MEMBERS TO BE
WELDED
TOP VIEW
5' LONG 'J' BOLT HINGE
(SEE TABLE FOR SIZE 4 QTY.)
GATE I FRAM I E
2'x2'x0.062 ALUM TUBE,
ALL MEMBERS TO BE
WELDED
FRONT VIEW
TYPICAL H- -TINGE DETAL
VERT. PICKET
l'xl'x0.062 ALUM.
TUBE 9 4' o.c. MAX.
TYP.
1 —r
L_ J
HAROLD GOBS P.E.
c
CIVIL EN .INFER
P.E. No.lO:1
DATE
• ..-
•
•
Pa l
-•—
• • •
• •. •
• •
_• • • • ••
O.L. *No 121365 E.B. No 0001809
AmI'• NG INFERS
94, 1,Lit.:4I t1 CANAL ROAD
MIAMI, FLORIDA 33144
• • • ...�30a� 2&67-266. •
:C:S:No• : •
• BATE:
•
• 01 -21 -2010
SHOP DRAWINGS
ALUM. SINGLE GATE
3' -0° TO 6' -0° WIDE
ISLAND FENCE OF DADS
(305) 888 -9090
SCALE:
AS -SHOWN
DRAW
E 1„I.
3/4' DIA. SOLID
ALUM. BAR PIN W/ 1
1/2'x3'x1/4' HANDLE
3'
//
1
3/16 I)
I' DIA. x 1
PIPE SLE
(TYP.)
< TYP.
8' ALUM.
EvE
1
CFTIONAL LATCH PETAL 4 * 1
N.T.S.
/ REVISION DESCRIPTION
MARK
DATE
2. BOLTS B OTHER FASTENERS DIRECTLY IN CONTACT WITH ALUMINUM
MEMBERS SHALL. BE ALUMINUM, STAINLESS STEEL OR ELECTRO
GALVANIZED STEEL. DOUBLE CADMIUM PLATED STEEL BOLTS MAY BE
ALLOWED UPON WRITTEN REQUEST TO THE ENGINEER OF RECORD.
5. ALUMINUM PARTS SHALL BE WELDED WITH AN INERT -GAS SHIELDED ARC
OR RESISTANCE WELDING PROCESS. FLUX WELDING 15 NOT ALLOWED.
FILLER ALLOYS SHALL SE AS AMERICAN WELDING SOCIETY
SPECIFICATIONS A5.IO -69. ALL WELDING SHALL BE PERFORMED BY
CERTIFIED WELDERS.
4. DURING ERECTION, ALUMINUM STRUCTURES SHALL BE ADEQUATELY
BRACED AND FASTENED TO RESIST DEAD, WIND AND ERECTION
LOADS.
5. ALUMINUM IN CONTACT WITH NON - COMPATIBLE METALS SUCH AS
STEEL SHALL BE PROTECTED AS PER FBC 2003.8.4.2.
6. ALUMINUM IN CONTACT WITH CONCRETE SHALL SE PROTECTED WITH
AN ALKALI RESISTANT COATING.
T ALUMINUM IN CONTACT WITH WOOD SHALL BE PROTECTED WITH TWO
COATS OF ALUMINUM METAL- AND - MASONRY PAINT.
•• ••• • • • • • ••
ALUMINUM RAIL NO NOTES:
ALL ALUMINUM SHALL BE TYPE 6061 -T6, UNLESS NOTED OTHERWISE (U.N.0)
ALL CONECTIONS TO EE WELDED. USE g/(6" MINIMUM WELD SIZE,
TYPICAL U.N.O.
CONCRETE NOTES:
I. ALL CONCRETE SHALL ATTAIN A MINIMUM COMPRESSIVE STRENGTH OF
3000P51.
2. AGREGATES TO BE CLEAN AND WELL GRADED. MAXIMUM SIZE TO BE I ".
5. CONCRETE SLUMP TO BE 3" MINIMUM TO 5" MAXIMUM.
SOIL STATEMENT
I. THE SOIL 15 ASSUMED TO CONSIST OF UNDISTURBED SAND AND ROCK WITH
AN ALLOWABLE BEARING CAPACITY OF 2.0 KSF. SHOULD OTHER CONDITIONS
SE ENCOUNTERED, CONTACT THE ENGINEER BEFORE PROCEEDING WITH THE
WORK. AT THE TIME OF CONSTRUCTION, A L=1 i =hi ATTESTING THAT
CONDITIONS ARE SIMILAR TO THOSE UPON WHICH THE DESIGN 15 BASET WILL
BE SUBMITTED TO THE BUILDING OFFICIAL.
•
v • • •
• • • • •: 'fit . 0 . t 0 : 111 v ' E.B. No 0001809
DAVIS ENGINEERS
•• :. &, ' T,4T:(I4111I CANAL ROAD
• • ; 1:',hA1 - L • 1 33144
(305) 266 -2566
•
• V:3 TIC:' ; IJATE:
:.'
14-4)63 01 -21 -2010
1.4.CtioAc
HAROLD COBS P.E.
CIVIL ENGINEER
P E. No.IO
SH0P DRAWINGS
ALUM. SINGLE GATE
3' -0" TO 6' -0° WIDE
ISLAND FENCE OF DADE
(305) SSS -9090
SCALE: DRAW
AS -SHOWN E.M.
If)) 3 g 1[1)
OCT 012,010
v sd d.. do T‘,C C —1(119
Davis Engineers. -
780 Tamiami Canal Road
Miami, Florida 33144
PH: (305) 266 -2566
FX: (305) 267 -1556
JOB TITLE Island Fence
STRUCTURAL CALCULATIO
FOR
Island Fence
JOB NO. 2K10 - 080 SHEET NO.
CALCULATED BY DATE
CHECKED BY DATE
www.struware.com
Harold R. Cobb, P.E.
Structural Engineer
FL. No.: 10993
Code Search,
I. Code: ASCE 7 - 05
11. Occupancy:
Occupancy Group =
11I. Type of Construction:
Fire Rating:
V.
Davis Engineers.
780 Tarniami Canal Road
Miami, Florida 33144
PH: (305) 266 -2566
FX: (305) 267 -1556
Floor
Stairs & Exitways
Balcony
Mechanical
Partitions
Importance Factor
Basic Wind speed
Directionality (Kd)
Mean Roof Ht (h)
Parapet ht above grd
Exposure Category
Enclosure Classif.
Internal pressure
Building length (L)
Least width (B)
Kh case 1
Kb case 2
Roof =
Floor =
Wind Loads : ASCE 7 - 05
Topographic Factor (Kzt)
Topography
Hill Height (H)
Half Hill Length (Lh)
Actual H/Lh =
Use H/Lh =
Modified Lh =
From top of crest: x=
Bldg up /down wind?
H/Lh= 0.50
x/Lh = 0.31
z/Lh = 0.09
At Mean Roof Ht:
Kzt = (1 +K ^2 =
R Residential
0.0 hr
0.0 hr
IV. Live Loads:
Roof angle (0) 0.00 / 12 0.0 deg
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
Residential: 0 psf
0 psf
100 psf
N/A
N/A
N/A
1.00
146 mph
0.85
6.0 ft
0.0 ft
C
Partially Enclosed
+/ -0.55
100.0 ft
100.0 ft
0.849
0.849
Flat
80.0 ft
100.0 ft
0.80
0.50
160.0 ft
50.0 ft
downwind
K 1 =
K2 =
K3 =
0.000
0.792
1.000
1.000
JOB TITLE Island Fence
JOB NO. 2K10 - 080
CALCULATED BY
CHECKED BY
SHEET NO.
DATE
DATE
www.struware.com
ESCARPMENT
V(Z) x(upviind)
Speed -up
x(downwind)
2D RIDGE or 3D AXISYMMETRICAL HILL
Davis Engineers, JOB TITLE Island Fence
780 Tamiami ('anal Road
Miami, Florida 33144 JOB NO. 2K10 -080
PH: (305) 266 -2566 CALCULATED BY
FX: (305) 267 -1556 CHECKED BY
V. Wind Loads - Other Structures:
A. Solid Freestanding Walls & Solid Signs (& open signs with Tess than 30% open)
Dist to sign top (h)
Height (s)
Width (B)
Wall Return (Lr)
Directionality (Kd)
Percent of open area
to gross area
Height to centroid of Af (z)
Width (zero if round)
Diameter (zero if rest)
Percent of open area
to gross area
Directionality (Kd)
D. Trussed Towers
Tower Cross Section
Member Shape
Directionality (Kd)
Importance Factor =
Gust Effect Factor (G) _
Kzt =
square
flat
1.00
8.0 ft
8.0 ft
200.0 ft
0.0 ft
0.85
0.0%
3.0 ft
3.2 ft
0.0 ft
67.0%
0.85
C. Chimneys, Tanks & Similar Structures
Height to centroid of Af (z) 4.5 ft
Cross - Section Square
Directionality (Kd) 0.90
Height (h) 3.5 ft
Width (D) 3.2 ft
Type of Surface N/A
Height to centroid of Af (z) 15.0 ft
E = 0.27
1.00
0.85 Wind Speed
1.00 Exposure
s/h =
B/s =
Lr /s =
Kz =
qz =
Case C reduction factors
Factor if s/h >0.8 =
Wall return factor
forCfatOtos=
E _
Cf =
Square (wind along diagonal)
Cf = 1.00
F =gzGCfAf= 35.5Af
Af = 10.0 sf
F = 355 lbs
Square (wind along tower diagonal)
Cf = 3.24
F =gzGCfAf = 127.5 Af
Solid Area: Af = 10.0 sf
L' - W7C IL.
1.00
25.00
0.00
0.849
39.4 psf
Open reduction
factor = 1.00
0.80
1.00
B. Open Signs & Lattice Frameworks (openings 30% or more of gross area)
146 mph
C
Horiz dist from
windward edge
Otos
s to 2s
2sto3s
3s to 4s
4s to 5s
5s to lOs
>10s
Case A & B
Cf =
F =gzGCfAs =
As =
F =
CaseC
Cf
3.29
2.07
1.59
1.31
1.23
0.78
0.44
Kz =
Base pressure (qz) =
F =g =
0.33 Solid Area A =
1.6 F =
Kz = 0.849
Base pressure (qz) = 41.7 psf
b/D = 1.11
Square (wind normal to face)
Cf = 1.30
F =gZGCfAf=
Af =
F=
Diagonal wind factor =
Round member factor =
SHEET NO.
DATE
DATE
1.30
43.5 As
10.0 sf
435 lbs
F= azGCfAs (nst)
110.1 As
69.1 As
53.0 As
43.7 As
41.2 As
26.1 As
14.7 As
0.849
39.4 psf
53.5 Af
1.0 sf
54 lbs
46.1 Af
10.0 sf
461 lbs
Kz = 0.849
Base pressure (qz) = 46.3 psf
1.2
1.000
Square (wind normal to face)
Cr = 2.70
F =g = 106.3 Af
Solid Area: A = 10.0 sf