138 NE 92 St (2)STATE OF FLORIDA
DEPARTMENT OF COMMUNITY AFFAIRS
EMERGENCY MANAGEMENT • HOUSING AND COMMUNITY DEVELOPMENT • RESOURCE PLANNING AND MANAGEMENT
LAWTON CHILES
Governor
Lewis Hartley
Robin Builders
P 0 Box 1067
Lake Wales, Florida 33859
RE: 1995 -96 Annual Renewal Based on the 1991 -SBC's
Manufacturer's I.D. Number: RBI -18
This Approval Expires June 30, 1996
Dear Mr. Hartley:
It is my pleasure to inform you that the
Community Affairs has renewed Robin Builders approval to
manufacture residential utility lawn buildings for installation
throughout the State of Florida except Monroe County. This
renewal is granted pursuant to inspection of your submitted plans
which were found by this department and your inspection /plans
review agency to be in compliance with the applicable codes.
On site installation requirements are specifically and
entirely reserved to local authorities. These requirements must
be reasonable and uniformly applied the same as for conventional
construction.
A copy of this letter must be attached to the approved plans
when making application for local building permits.
LHJ cr
cc: FSC
April 28, 1995
Sincerely,
Lawrenc : Jordan
Planning Manager
Manufactured Buildings
LINDA LOOMIS SHELLEY
Secretary
2 7 4 0 C E N T E R V I E W D R I V E .• TALLAHASSEE, F L O R I D A 3 2 3 9 9 - 2 1 0 0
f IORIDA KEYS AREA OF CRITICAL STATE CONCERN SOUTH FLORIDA RECOVERY OFFICE GREEN SWAMP AREA OF CRITICAL STATE CONCERN
FIELD OFFICE P.O. Box 4022 FIELD OFFICE
2796 Overseas Highway, Suite 212 8600 N.W. 36th Street 155 East Summerlin
Maratlnn,Florida 33050.2227 Miami, Florida 33159 -1011 Banow, Florida 3383046:1
V. JOHN KNEZEVICH, P.E.
JOHN W. KNEZEVICH, P.E.
November 8, 1995
Mr. Harry Jordan
Sheds America
9660 NW 77th Avenue
Hialeah Gardens, FL 33016
RE: Shed Soil Anchors
Dear Mr. Jordan:
Knezevich & Associates, Inc. has reviewed the 1994 South Florida
Building Code, including its ASCE 7 -88 provisions and determined
that the enclosed table may be used for soil anchors
manufactured by Tie Down Engineering. These tables were
prepared for sheds shown on State of Florida approved drawings,
Nos. RCA -93 and 149 -004, with maximum wall height of 7' -8" and
for helical, drive and slab, type anchors only.
We have enclosed the Tie Down Engineering Dr. No. MHP -101, Helix
anchor, Dr. No. MHP -110, Cross Drive rock anchor, and MHP -120
Patio Slab anchor as acceptable reference drawings. One strap,
1 1/4" wide x 0.035 thick, connecting two anchors on opposite
sides shall be used. Strap models and material properties are
shown on Tie Down Engineering's Dr. No. MHP -305.
Ver j rttly,
cc: file
Pres'•ent
KNEZEVICH & ASSOCIATES, INC.
V. J. nezevich, P.E.
641 MOKENA DRIVE
MIAMI SPRINGS, FLORIDA 33166
PHONE: (305) 883.9571 FAX: (305) 883-9572
CONSULTING ENGINEERS • PRODUCT TESTING
2701 WEST OAKLAND PARK BLVD SUITE 240
FT LAUDERDALE. FLORIDA 33309
PHONE: (305) 677 -9500 FAX: (305) 677 -2997
1
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7
8
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12
13
14
15
16
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18
19
20
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23
24
25
26
27
28
29
30
31
32
33
34
35
38
37
38
39
40
41
42
43
44
45
46
47
48
': TO 9E UOE) WITH DRAWING RCA - &
ROBIN BUILDERS N0.149 -004
SOIL ANCHORS SCHEDULE'
mE -OOWN ENGINEERING. INC.)
SIZE
W x L
(F71
TOTAL NUMBER OF
ANCHORS
3
x 5
4
3
x 6
4
3
x 8
4
3
x 10
4
4
x 6
I
4
4
x 8
1
4
4
x 10
1
4
4
x 12
I
4
5
x 7
4
6
x 6
4
6
x 8
4
6
x 10
4
6
x 12
4
6
x 14
6
6
x 16
6
7
x 9
4
8
x 3
4
8
x 10
4
8
x 12
4
8
x 14
4
8
x 16
4
8
x 18
6
8
x 20
6
8
x 22
6
8
x 24
6
10
x 10
4
10
x 12
4
10
x 14
4
10
x 16
4
10
x 18
6
10
x20
6
10
x22
6
10
x 24
6
12
x 12
4
12
x 14
4
12
x 16
8
12
x 18
6
12
x20
6
12
x22
6
12
x 24
8
12
x30
8
14
x 14
4
14
x 16
6
•• .14
x 18
8
14
x 20
8
14
x22
8
14
x 24
8 '
14
x 30
8
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
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30
31
32
33
34
35
38
37
38
39
40
41
42
43
44
45
46
47
48
': TO 9E UOE) WITH DRAWING RCA - &
ROBIN BUILDERS N0.149 -004
LTR.
DATE
DESCRIPTION
I o -t -b .
REVISIONS
tie down engineering, inc.
500I wnraron O . Aroma Otago 30 »::
T I TL e • OCeL MI221�g), .�I2Z (b /4I
LnubLC -NeU ANTI-1 ANC4 N
DR. IT
Y,.tiOAC < 1
CX. IT.
C. M3CI'`}APiVI01
SCALE
NONE
DR. NO �+ r / f 1.
` F. `J
PtRAH 1.4 e- ►.! T
71'1 To G ICA
3 1le0" F;tt LJe.td
1 LLD
p A ��Shcrpa
�� ., Edets
�L 30
4"
- T�
NOTE
MATERIAL SPECIFICATIONS
HEAD •AIS!•C10085go.
ROO • ASTM A - 36 MOD
WELDING ELECTRODES - UNCOLN
INNERSHIELD NR •311. or EOUN.
BOLTS • ASTM A- 307
ALTERNATE ANCHOR ROD- >V.•
DIAMETER (IF REOUIRED)
ANCHOR FINISH - ENAMEL OIP or
GALVANIZED (IF REOUIRED)
BOLT FINISH • ZINC PLATED
- Tr=NSlon Eocrs (MoDeL bI56) AP,E
-11 x 2 A4" uE'X t-lEAD 'i /SQUAN
NECY- (ZINCPLATED)WNQ T5.
- TC451011 EOLT LABELED `' FON
FRAMI` ATTACI4MeNT ONLY.
- TENSION BOLT LAEELEO * FOP-
VEPTICALMN31014.
LT1.
( DATA
[ 0 ISCIIPTION
1 7 -22-571 [[VISIONS
tie down engineering, inc.
MI wPwi0.. 0"... .w..Q .'.00 7Csa
TITLI MOCEL ANPA 4.m.pday. 48
CROSS ORs"E RcC)S P8Oa
01. 1Y K.NOAC1C
cx. 11
C. Mx KARVIC H
SCALI
NONE
01. NO
Mup 110
4 hEX
NO. rA
8
J
I pStO
(1 i 3'.30 'id" o
/dH'4a
Roc
Pk
A 44 me: S ua%
"achPi 4 th
s X6.,
._� a: .
-. .
-off 3p
INSTALLATION INSTRUCTIONS
DRILL 3" DIA. HOLE 51/2" DEEP FOR PILOT STUD.
INSERT PILOT STUD INTO HOLE.
DRILL 2 - DIA. HOLES IN ROCK AT 45 DEGREES ANGLES.
USING ANCHOR HEAD AS A LOCATING GUIDE.
PLACE ROD THROUGH TOP & CORRESPONDING BOTTOM WEB
FLANGE & INTO HOLE. DRIVE ROD TO DESIRED DEPTH. (ROD
MUST BE DRIVEN INTO ROCK AT LEAST 80% OF ITS LENGTH IN
ORDER TO ACHIEVE MINIMUM ALLOWABLE PULLOUT RESIS-
TANCE.) PLACE SECOND ROD THROUGH REMAINING TOP &
CORRESPONDING BOTTOM WEB FLANGE & INTO HOLE. DRIVE
ROD TO DESIRED DEPTH TO LOCK.
MAXIMUM PULLOUT RESISTANCE IS DEVELOPED WHEN
ANCHOR HEAD IS AS LOW AS POSSIBLE AND GROUND SURFACE
IS SOLID ROCK. DISTANCE FROM LOWEST EDGE OF BOTTOM
FLANGE TO ROCK SURFACE SHOULD NOT EXCEED r (INCH).
NOT[
05
Mi
,
1 �.
brz *4
Ave � • ��'" NsevE
8Q �� • F ►t
4
MATERIAL SPECIFICATIONS
HEAD • AISI • C 10385 g al
ROD •ASTMA -38MOO
WELDING ELVES • LINCOLN
INNERSF00.D NR - 311. of ECUN.
BOLTS • ASTM A.
ALTERNATE ANCHOR ROO . Ai
DIAMETER IIF REOUREO,
ANCHOR FINISH - ENAMEL 01P of
GALWNIZED IIF REQUIRE
BOLT FINISH . aNC PLATED
— TENSION SCLTS (MODEL [3XSB) ARE
3 /6= x 2 2 4"L. NEX NEAR /SOuARE
NECK CZ) NC PLATED) u )/N L7TS .
— TENSION BOLT LABELED ® FoR
FRAME ME ATTACI . MENT ON 6y.
- TENSION CioLT LABELED FOR
VERTtcAL TEN S tCN.
I, T1.
I DATI I DtSCZIPTION
1 8-1-821 RtVIIIONS
tie down engineering, inc
.01.... •••• Amnia G.a .o r43°
TITLt MIODe".... MIC52- PATIO
SLAE 4N0-4OR YEXPANSsCNf'CLT
0 R. IY
1
CX. IT.
C. MDcn NVICI -1
ICALI
NONE
0Z. NO
MNP -120
PtRMAASEwt T
11 l1s .
juke-
pais
t (/ P�
Slo
S
d$sc;o
- %''ct) x j' DEEP uOLE
FS QUIPPED IN SLAb
MATERIAL SPECIFICATIONS
HEAD • AISI • C 1008 5 qa.
ROD • ASTM A • 38 MCO
WELDING ELECTRODES • LINCOLN
INNERSHIELD NR • 311. or EOUIV
BOLTS •ASTMA•307
ALTERNATE ANCHOR ROD • as'
DIAMETER I1F REOUIRED)
ANCHOR FINISH • ENAMEL DIP Of
GALVANIZED OF REQUIRED)
BOLT FINISH • ZINC PLATED
NOTE ---
z inc PLATED
INSTALLATION INSTRUCTIONS
DRILL W x 3" HOLE.
PLACE STEEEL EXPANSION SLEEVE OVER
BOLT & PLACE INTO HOLE.
PLACE WASHER OVER TIP OF EXPANSION
BOLT.
THREAD NUT ONTO EXPANSION BOLT &
TIGHTEN NUT UNTIL MAXIMUM EXPANSION
OF STEEL EXPANSION SLEEVE HAS BEEN
ACHIEVED.
REMOVE NUT & WASHER.
PLACE WASHER OVER EXTRUDING TIP OF
EXPANSION BOLT & TIGHTEN NUT.
NOTE: CONCRETE 1D BE 2500 PSI MIN. SLAB
TO BE 4 "• MIN. THICKNESS WITH 6/6 x
10-10 WIRE MESH.
CONCRETE SLAB SIZE TO ALLOW 4750
LIIS. VERTICAL TENSION ON ANCHOR
W THOI'T LIFTING SLAB. ASSUME CON-
CRETE WT. OF 150 LBS. /CU FT.
- TEN-51011 EOL75 NODCL bI5b)APIE
- 11 x 234' I-I Y I-IEAD u /SQUANE
Nt=CY- (ZINC KATCD) 0 / N TS.
TCH510t'1 BOLT LAbCLED <> FON
FP,AMt ATTACHMENT ONLY.
T&S10N BOLT LAbcLED ® FOP
V1=fiTICAL TENSION.
9
ITR.
DATE
DISCRIPTION
8-182
RRVISIONI
Z
tie down engineering, inc.
S901 Wm Atcrea Gaga 701]0
1 TITLE MODELAIU.1T6 MEU7
Ff�AM TE5
OR. SY
1`'1.NOAC',16,
Cx. Rr.
C. Aacl5AN\I1Q4
SCAT/
rbNE
DR. NO�UP - 305
r
NOTE-
�
- eA LVANImp SmAPPIh1G : C>:hTIRED TO tIkt151 A119.1
.035' MIN.x14dx Fr.
,
- stiNze NWRY %WD tVEP. f 12' AS PPPti FOLI..OU IN
- ne POIJN EN6IneEP IHS
CFiDD TO Ate, 1 19.1
FED,_ SPEC. - 5781 -8
- MOOCL 1-1T6 4- 1001 AMD MODEL - e,u7 bL C1'il.e-
Ate. ZINC CAA1'ED fcQ1 COP,PvootON PE515tANCM..
■1
Model No.
MI2H 5/8
Vertical pull -out in dense sandy limerock 7697#
fill. ASTM D1586 Blow Count 19 -36 (avg.) 11 -29 -79 6
Vertical pull -out in dense sandy limerock 7590#
fill. ASTM D1586 Blow Count 19 -36 (eug,) 11 - - 6
Vertical pull -out in dense sandy limerock 7566#
fill. ASTM D1586 'ate.) 11 -29 -79 7
Vertical pull -out in dense sandy limerock 7816#
fill. ASTM D1586 Blow Count 19 -36 (avg.) • 11 -29 -79 7
Vertical pull -out in laboratory fixtures for 13,150#
simulation. Unconfined rock was not
available
Vertical pull -out in dolomite rock formation 7249#
with unconfined compressive strength of (avg.)-
3800 psi 3-6-80
Vertical pull -out in 3000 psi cured 6925#
concrete
MIJ2 Anchor model was installed in 2500 psi 9740#
nominal compressive strength concrete.
Cure time 48 hrs.
MIT2 Anchor model was installed in 2500 psi 10,980#
cured slab and vertically pulled to
destruction.
Vertical pull -out in dense limerock fill. 12,100#
ASTM D1586 Blow Count 30-42 5 -16-82 13
Formal Testing not available 2500#4
(est.) 13
Formai Testing not available 500#
(est.) 13
NOTE: All above tests were conducted by Pittsburgh Testing Laboratories. The individual
results of these tests will be made available on request. Please forward your request for
this information to:
MI2H 11/16
M I22 5/8
MI22 11/16
MRA
M I R2M
MCS2
ME48
M E30
ME 15
IRON ROOT
INDEPENDENT TESTING RESULTS
Ultimate
Description of test strength Test Date Ref. Page
TIE DOWN ENGINEERING, INC.
5901 Wheaton Drive
Atlanta, Georgia 30336
11 -29 -79 8
9
3-6-80 10
5 -16 -75 11
5 -16 -75 12