HomeMy WebLinkAboutModular Bldg Specs - BLD Engineering / Geo-tech Reports - 8/4/1999 FLOOR PLYWOM
FLOOR J015t5
VEST rl ANa TO m r09TIONE12
ON/V.1 "TE 9VE5 W/ EVERY
CNAS`A5 MAIN PAL OAR MR ALONG MAIN RAIL
4000# RATW 5TEEL PER
(3) Al2%24" P-1-12 F P"
�If J1 ��T�L < TYPICN. f'I�iZ)
5CALE: 1"-1 1-01
10 FT. WIDE
GE Capital Modular Space MOBILE AND MODULAR BUILDINGS
FLOOR PLYW00t7 FLOOR J015f5
OIDLJ; Ew
JOI5f
C}1A5595 EW
MENDER
CKA-595 MAIN kAL 51R/W DLL'KLJ;S
(HOOK5 NOf
:FEEL PER PERMT1W)
45' t 10'
PV5-('5) 21 A24''
°'t7.F. PAt75
A m MCHM
Ile 5iW5
EAJ2'M M1C1-fOR
( I.ONGI� AL IN GWOUM2 ANCNO2)
5CAl E U"
GE Capital Modular Space MOBILE AND MODULAR BUILDINGS
-1:LOGV P YWOGV
CLOCK JO!5'S
pLrzMlf`EC�) \` �>055� MPJ'J tAlL�
e y8,1
C,
I.SES
P�1"AI ( 1 P.ANWE 95F- GVOUNP AN'- 9) MAR 0 4 1999
GE Capital Modular Space MOBILE AND MODULAR BUILDINGS
A% SEE ffR� M tk FOR
one!Pk 4 %AX PfR 5PA&4
- - - - - - - - - - - - - - - - - - - - - - -- - - - - - - - - -
FQ1 - - - %:,V .%A-14,!%.I_,r
-K W
>
P TRI
- - - - - - - - - - - - -
-7 - - - - - - - -- - -
-V114k�Akfl-ANO<)R5
'(IN"ER:ht 4'-'.Af41-.W.V.-5
<
PAC/ PEP,/ ANCHOP, PLAN
J(AL
GE Capital Modular Space MOBILE AND MODULAR BUILDINGS
MApTH ANCHOp QTY,
i ACnYI VIA-PM IS WX%CMN IN ME rH"S MLOW.
Lr:E VALIE FOR nE W LONCt5r LENCIH
8' VVIIM WIPING 14' WM PULPING
OIPmfyOF OL WfyOF 101k - -- OLMOrYOF 0LPWT'r0F fork
AXPIN6 Lawfinlw, rrm5vrrf Gwm1TYOF 1GVWG L(AZATIV k TRMY�Ve" CAW41ITYOF
I ENG'.H EARM MYJ1)R5 EARM AWDI 5 EARM LE W fH EARM ANCW R5 EARn1 A1.1 A9k'5 fmmH
-- -- IN EA01 Pff' JN _ -IN fAL11 D cra,i AN MA 5 IN LA01 DIRECr1ON IN EACH MCfON Mr}1 5
—6 _ 52' — -1- - — -----'--- — - 10-
-20'— --1--- - 2 6 40' 2 -
74 I 1 6 11 2 4 12
— -- -- ——� 8 48' 2 4 -- 12
2 5 14
60' S 5 16
to, W"611 NWA
01MJfIrYOF a WInIYOF ----Tom
PIA M1 6 LCWdll F4k T;W)5 E IU GwairY OF
LfWAfH F ARM AW.IX5 FARMANOi R5 EARM
IN EAUt 12mc ON IN EAUI MOWN ANOVR5
20' 1 2 b
24' 1 2 6
40' 2 4 12
--44--- — 1- —17 --
4f1' 2 4 12 DILDtNG MAXI"PER
12 WIVE VUILVINu -7 6..
--- ---10 — ---6 2
GwmrYa Gq~fYOF tCITH 12' - --5 '
MAPOZ LONGTUANoH- Tx"%rcRSE GYNIIIYGF
1"IH EMH M1017R5 FARM Aff.1 VR5 ENMH 14 4•-6"
IN EAi3 MC11014 IN EAU+DI('.rION N KAOR5
52' 2 5 10
40' 2 --— 4 12
44 2 4 12
48' 2 4 12
56' 2 5 - — 14
60' 2 5 14
GE Capital Modular Space MOBILE AND MODULAR BUILDINGS
CON%RLEWN NOM5
1.) FOUVAnON VE51GN LOA75:
POOP LNE LOAV- 3O P5( FLOOR LIVE LOAD- 501"51'
WND LOV- 16.8 P5F(90 MFH.E1QP'D') 505MIC ZONE:
2.) ALL WOM SHALL CONFORM TO 1991 LDC MD/OR LOCAL DILDRJG COM5.
5J 501L MARIWj CMACMY A54LPAED f0 M 1000 P51'. QVC TNM 5 500
4.) CONTRACTOR SHALL VERIFY ALL DIMEN51ON5 MD CONVIT1ON5 SHOWN ON PLAN5.
ME ENGINEER 5iA.L M NOTED OF ANY DI5CTREPN<F5
5.) A).MEMO N COWKf WITH OR WTHN 6"OF SOL TO IX PRE5%ff fKATED.
6.) ALL FA%EPERS U5ED N FOIV2ATION MU5f M CQWD5ION RE95fMlf.
1.) A7,YCENf O7RO"5URFACE5 SHOULD M SLOFED AWAY FROM 5Tdl:TLK AT
1/2"PER FOOT FOR A MINMLIM I215TYWCE OF 4 FEEf. DRA Aa OF 5JM0LtVVZ
AREA%U M PROVIVED f0 PREVENT KtMI rLAfION OF 5WACE WATER.
8.) 9 nWA(F U EV) MU5f VE 5ELF WTORTM XV MAY NOf TRN45FER MY LOAD.
9.) F%I?TtJ(A 15 U5ED,LWR FLOOR AREA MN)5T M VENfLATEV AT ONE 5OLM
FOOT'FOR EACH 150 5OLM FEET OF FLOOR taA. OPENING MU5f DE COVERED
NAM CO %hi RE55fNJT ME51 WHH omNNG5 OF 1/4 INCH.
10.) F 9Wfl G 15 USED,AN ACCE55 OPENING WITH L21MEN51OJ5 NOT LE55 THAN
1811%24"5W L DE PR9vvN7.
II.) HEIGHT OF 1`114I5HED FLOOR ABOVE GRADE 51A.L NOT EYLEED 56".
12.) ALL RAMP/5TA1R 19E54AN"511E/Uf1LtfY/GRADING M504 DY 01HER5.
I5.) ALL EARTH NJCHHOR5 5KN HAVE A TOLERAIJCE OF 10 DEGiU5(VMIC.A.LY MJ7
HORIZONTALLY) MD SHU DE WYTA.LED TO A DEPM OF 50 NOt5.
14.) EARTH AN310R5 TO DE It DOWN fWAWERNG' M 12H 5/4"OR APPROVED EOLK
(REO'D PILL OIf CMACITY- 4125 a)
150 EARTH MICHOR it STRAP MUS't COW ORM f0 AN51 51D "A225.1.
16.) STEEL PERS MUSf DE 'tE I20NRJ ENGNEERINM-5ERE5 wr,OR APPROVED
ECLK (PER VE516N CMALtfY TO VE 4000# LkU95 NOTED)
17) Pt MM YAC-MR'51N5fRUCnON5 MUSE Of 9MULY AP tMt?TO WifN
IN5TALLNG PER5,EARTH ANCHORS,TE STRAr5,EfC,
18.) AW—N VYAIW.fPING WILL N0f IN5 (.f nE IN5TALI ED FOLkvAtM 5Y5fEM
nt OWNER OF TH15OULDN4 A6ME5 TO INMMMFYKAMN ENGINEERING FOR
DAMA. 5 AR15N6 FROM IMPROPER WA,LATION
GE Capital Modular Space MOBILE AND MODULAR BUILDINGS
DESIGN CALCULATIONS
FOR.-
SINGLE-WIDE FACTORY-BUILT STRUCTURE
BLOCKING /ANCHOR SYSTEM
(TEMPORARY FOUNDATION SYSTEM)
PROJECT.-
PREPARED FOR:
GE CAPITAL MODULAR SPACE
19432 EAST VALLEY HIGHWAY
KENT, WASHINGTON 98032
PREPARED BY:
ACUMEN ENGINEERING, INC.
12808 SOUTH 600 EAST
DRAPER, UTAH 84020
(801) 571-9877
Title to these calculations remains with ACUMEN ENGINEERING. The information herein
is for the sole use of GE CAPITAL MODULAR SPACE and shall be held confidential.
Re-use or reproduction in whole or in part is prohibited.
TABLE CONTENTS Single-Wide Factory-Built Structure
Blocking /Anchor Design
ITEM SHEET
DESIGN LOADS 3
PAD/PIER DESIGN
Wood Pad Design 4
Pad/Pier Spacing 5
GROUND ANCHOR DESIGN 9
APPENDIX A.01
I4
Z7
DESIGN LOADS
A.) Dead Loads
1.)Roof 8 psf
2.)Floor 10 psf
3.)Extedor Walls 8 psf
4.)Partition Load 20 psf
B.) Live Loads
1.)Roof 30 psf
2.)Floor 50 psf/ 2000# Concentrated Load
3.)Wind Design Pressure (psf)
90 mph, Exp 'B' Ce Cq Qs I P=(Ce)(Cq)(gs)(I)
Primary Frame: 0.62 1.3 20.8 1.0 16.8
Uplift: 0.62 0.7 20.8 1.0 9.0
Wall Elements: 0.62 1.2 20.8 1.0 15.5
Design Base Shear
4.)Seismic Zone: 3 Ca R V=((3.0)(Ca)/(R)(1.4))(W)
(Allowable Stress Design) 0.36 5.5 0.140
p4z�o AeAm,�ev -ro F4 UgPG -riple, S 5�41ulf
��► 1� p�l�Dwp 5etL
41✓ I o0o P�
2xIZx Z4 '4 f7W'�'
W W W 61, t2� �� 1` V �� Is �•�' ��'Zx /i(,� ��
MA W W
___
VA"kn v l •� {/
000
6414
rrr
,
W= Ide j�L) '' 7g Pl,,
2
` 16 ,01
c,,d�pd al 2 x 12 x ?fit selz qz,� aaTz- x 24 w
Pww�bl Gut- ro T z
Co
PAD/PIER SPACING
(10' Wide Modules)
Input Data:
Roof Live Load: (RI) 30 psf
Roof Dead Load: (Rd) 8 psf
Exterior Wall Dead Load: (Wd) 8 psf
Floor Live Load: (FI) 50 psf
Floor Partition Load: (Fp) 20 psf
Floor Dead Load: (Fd) 10 psf
Module Width: (W) 9.83 feet
Sidewall Height: (H) 8 feet
Pad/Pier Capacity: (P) 4000 Ibs
Calculations:
Weight of Exterior Wall: We=(WdxH) 64 plf
Load Acting on Outside Chassis
Main Rails:
Wo=((RI+Rd+FI+Fp+Fd)(W/2))+We 644 plf
Maximum Spacing of Piers on
Outside Main Rails: S=P[Wo 6.21 feet
I�
GROUND ANCHOR DESIGN
(10' Wide Modules)
Input Data:
Design Wind Pressure: (P) 16.8 psf
Seismic Load Factor: (SI) 0.14 W
Roof Dead Load: (Rd) 8 psf
Floor Dead Load: (Fd) 10 psf
Exterior Wall Dead Load: (Wd) 8 psf
Roof Live Load used in Seismic
Calculation: (RI) 0 psf '
Partition Load used in Seismic
Calculation: (Pd) 10 psf
Floor Live Load used in Seismic
Calculation: (FI) 0 psf
Building Depth: (D) 9.83 feet
Exterior Wall Height: (H) 8 feet
Roof Depth: (R) 1 feet
Floor Depth: (F) 0.67 feet
Skirting/Foundation Height: (S) 2.33 feet
Ultimate Pull-out Capacity of Anchor: (Pu) 4725 Ibs
Safety Factor: (Fs) 1.5
Angle of Anchor Installation: (A) 45 degrees
Strap Design Capacity: (Sd) 3150 Ibs
I�
GROUND ANCHOR DESIGN (cont.)
Building Length: (L) (feet) 20 24 32 40
Calculations:
Transverse Load
Base Shear Due to Wind:
Vw= P x ( R + F + H + S/2) x L (Ibs) 3641 4369 5825 7281
Base Shear Due to Seismic:
Vs = (SI)(((LxD)(Rd+Fd+RI+Pd+FI))+
((L+D)x2xHxWd))) (Ibs) 1305 1531 1983 2434
Governing Transverse Base Shear. (V) (Ibs) 3641 4369 5825 7281
Longitudinal Load
Base Shear Due to Wind:
Vw = P x ( R + F + H + S/2) x D (Ibs) 1789 1789 1789 1789
Base Shear Due to Seismic: (Vs) (Ibs) 1305 1531 1983 2434
Governing Longitudinal Base Shear: (VI) (Ibs) 1789 1789 1983 2434
Ground Anchor Ca a ity7
Design Capacity of Anchor: Pc=Pu/Fs (Ibs) 3150 3150 3150 3150
Strap Design Capacity: (Sd) (Ibs) 3150 3150 3150 3150
Governing Capacity: (Gc) (Ibs) 3150 3150 3150 3150
Lateral Load Resistance of Anchor/Strap
Assembly: VL = Gc x cos (A) (Ibs) 2227 2227 2227 2227
Ground Anchor Quantity,*
In Each Transverse Direction: Nt = VNL 2 2 3 4
In Each Longitudinal Direction: NI = VINL 1 1 1
2
Total Quantity of Anchors Required: 6 6 8 12
l�
GROUND ANCHOR DESIGN (cont.)
Building Length: (L) (feet) 44 48
Calculations:
Transverse Load
Base Shear Due to Wind:
Vw = Px ( R + F + H + S/2) xL (Ibs) 8009 8737
Base Shear Due to Seismic:
Vs = (SI)(((LxD)(Rd+Fd+RI+Pd+FI))+
((L+D)x2xHxWd))) (Ibs) 2660 2886
Goveming Transverse Base Shear: (V) (Ibs) 8009 8737
Longitudinal Load:
Base Shear Due to Wind:
Vw= P x ( R + F + H + S/2) x D (Ibs) 1789 1789
Base Shear Due to Seismic: (Vs) (Ibs) 2660 2886
Governing Longitudinal Base Shear: (VI) (Ibs) 2660 2886
Ground Anchor Ca acity
Design Capacity of Anchor: Pc=Pu/Fs (Ibs) 3150 3150
Strap Design Capacity: (Sd) (Ibs) 3150 3150
Governing Capacity: (Gc) (Ibs) 3150 3150
Lateral Load Resistance of Anchor/Strap
Assembly: VL = Gc x cos (A) (Ibs) 2227 2227
Ground Anchor Quantity:
In Each Transverse Direction: Nt = V/VL 4 4
In Each Longitudinal Direction: NI = VI/VL 2 2
Total Quantity of Anchors Required: 12 12
i
C! x�'� vAINjl, �bzi
7 ►t
'
LA
WINt?
tN j' h�� `�R D►e �
XH
�
W W W
IA 0
000
W
r n r ��i"� GRAND
° i
IT
G-33 I �15'
vJ = (dew i-� SG� �
v.l�.
Ik 0 1
TIE DOWN ENGINEERING
MFG. (DENT. STAMPED ON
EACH 10" TYP. H BASE PLATE
_z
a PIER w " HEIGHT
DESIG. = (IN.) A B
MPP8 8 6 1/2 38°•50' 51 0-10'
MPP101 10 9 1/4 28 0.0' 62"-0'
MPP121 12 11 518 22°•15' 67°-45'
MPP14 14 13 7/8 18°-35' 71 `-25' I
° f MPP16 16 16 1/16 16°-0' 74°-0'
MPP18 18 18 114 14°-4' 75°•56'
a MPP20 20 20 5/16 12°•34' 77'26' j
MPP22 22 22 7/16 11 °-21' 78°•39'
MPP24 24 24 1/2 10°-22' 79°•38'
o MPP26 26 26 9116 9°-32' 80°-28'
MPP28 28 28 5/8 8°-50' 81 °•10'
MPP30 30 30 5/8 8°•14' 81 "-46'
11 1/2" TY P.
,
D ETA I L "Z"
2" MAX. ADJ.
I t
TY P.
1/4"
1
A LENGTH STAMPED ON EACH LEG
�r
SV
v 0
U1
X =
LTV DATE DESCRIPTION
SEE TABLE
• [EVISIONS
Y
C(It-7-a tie dcwn engineering, inc.
5401 vol-a,0 (),— All ..C—Q,0 3C336
TITLE POWER PIER MODILE
Y i HOME SUPPORT STAND.
DR. Gr R. G. W• Cx, by.
-� - - : � ii
FOR SEC. X-X, Y-Y, DETAIL "Z" 3 - 25-,8Z
& MAT'L SPECS. SEE SHEET 4 SCALE N.T.S. or. NO, A-PP318
12 (.1120) GAGE 02
(.0972)
�- 13 (.0971) GAGE
SEC. X•X
�r 1 1/2"
SEC.Y-Y
12 (.1120) GAGE
1 3/8
2 (.0972)'
I - -
TIE DOWN ENG. i
r MODEL MPPFB�
l— IDENT. STAMP
1/4" 3/4" - 10 N.C.
-T
3/4" - 10 N.C. ASTM A-307
7/16"
GR.A FINISHED (1 3/16)
HEX. JAM NUT
12 (.1120) GAGE
(.0972)
LT1. DATE DESCRIPTION
REVISIONS
J
ATERIAL-SPECIFICA71ONS tie down engineering, inc.
59a wtoo"n P.aM Albs CIOVV-
ELDS: E 70 XX
•UD: FY = 50 K.S.I. TITLE POWER PIER MOBILE
OGLES, PLATES & TUBING: HOME SUPPORT STAND
FY = 36 K.S.I. ot. tr R. C. W. cx. tr.
3 ' �'Il3Z 4--�1• �i
SCALE N.T.S. Dt. NO A•PP318
POWER PIER
Independent Testing Results
Model No. 6250 pounds 6250 pounds 6250 pounds Ultimate load in Test Date
adjuster down adjuster 2" up at leg angle vertical compression
MPP4 X X X 14,700 lbs.
M PP6 X 5-22-81
X X 18,500 lbs.
M PP8 X 5-22-81
X X 28,900 lbs.
MPP 10 X 5-22-81
X X 18,266 lbs. (avg.)
MPP12 X 4-25-80
X X 26,266 lbs. (avg.)
MPP 14 X 4-25-80
X X 22,000 lbs. (avg.)
MPP 16 X 4-25-80
X X 26,550 lbs. (avg.)
MPP18 X 4-25-80
X X 24,366 lbs. (avg.)
MPP20 X 4-25-80
X X 18,183 lbs. (avg.)
M PP22 X 4-25-80
X X 14,783 lbs. (avg.)
M PP24 X 4-25-80
X X 13,550 lbs.
MPP26 X 5-22-81
X X 14,200 lbs.
MPP28 X X X 10,850 lbs. 5-22-81
M PP30 X 5-22-81
X X 10,700 lbs.
5-22-81
NOTE: All above tests were conducted by Pittsburgh Testing Labratories. The individual results f
these tests will be made available on request. Please forward your request for this informatioon
_
TIE DOWN ENGINEERING, ItkC.
5901 Wheaton Drive
Atlanta, Georgia 30336
TIE DOWN ENGINEERING
INDEPENDENT TESTING RESULTS
MODEL INTO. DESCRIPTION OF TEST ULTIMATE
sTRE'NGTH TEST DATE
AMI2H VERTICAL PULL-OUT IN MOIST SILTY CLAY. 6,133#(5/8-&3/4-) TEST PROBE TORQUE VALUE BETWEEN 9/15/92
200-349 INCH POUNDS- (AVG.)
ML22 VERTICAL PULL-OUT IN SILTY SAND AND GRAVEL 5,733(5/8"&3/4-) TEST PROBE TORQUE VALUE 550INCH POUNDS (AVG.)
9/15,92
Q (AVG.)
AND MORE-
MR.A VERTICAL PULL-OUT IN LABORATORY FIXTURES 5,567#
FOR SIMULATION. UNCONFIRMED ROCK WAS NOT 3/2/93
ME
AVAILABLE.
MICS2 VERTICAL PULL-OUT IN 2500 PSI CURED
CONCRETE. TEST STOPPED AT 5,200 POUNDS. 5'200 3/24/94
MIJ2 VERTICAL PULL-OUT IN 2500 PSI CURED
CONCRETE. TEST STOPPED AT 5,200 POUNDS. 5'200# 3/30/94
MIT2 VERTICAL PULL-OUT IN 2,500 PSI CURED
CONCRETE. TEST STOPPED AT 5,200 POUNDS. �'200� 3/30/94
M12H64 VERTICAL PULL-OUT IN SILTY CLAY. TEST PROBE 5,200
(59250) TORQUE VALUE BETWEEN 200-340 INCH POUNDS 10/6/93
ML 45 DEGREE PULL ON STABILIZER PLATE IN SILTY 6,067ft(59292) CLAY. TEST PROBE TORQUE VALUE BETWEEN 8/5/92
200-349 INCH POUNDS-
Q (AVG.)
NOTE: ALL ABOVE TESTS WERE CONDUCTED BY ATEC ASSOCIATES, PRODUCT TESTING,
INC. AND GALLET & ASSOCIATES. THE INDIVIDUAL TEST RESULTS WILL BE
MADE AVAILABLE UPON REQUEST. PLEASE FORWARD YOUR REQUEST FOR THIS
INFORMATION TO:
TIE DOWN ENGINEERING
5901 WHEATON DRIVE
ATLANTA, GEORGIA 30336
�J+►lYlfl�E� T
`!w
R
4�x� r22 /� X•9 �(rrp) MAUERu+L
MEAD•A M•C WX a f&
RW- MW
vDw�rs s7rr -L#400 W
/►'- o�►�ert�ns,Ff�a,fa�
I ANCHM FWIGh-E K*ANL Dr'Q
GALVAN®pF FfiXX V3q
aw Mai-=Nc PLICM
i
!' NOTE �.
"-11 x 2 '` WEY WEAD 'U/5QUAf%E
N�CY,tLtNC,°�A7�D)'U/N T5.
- TCt510N 50LT LAbCLtD Q POPS
�D R-v4 AT7ACuhltN7 ONLY.
L 1 -TtNS10M 6OLT LAMLEp<t FOPS
.Ind VtRTICAL-rrft5tOh.
ITIt. DATE D[fCf11i1pM
e-�•�,,,, tEV1310Nt
� tie down engineering, inc
4 T,TlE MDOGL M22z(�),Mz2��(�4�
I DUtL=-WCUX NTH AMC1+df�
Dt, si Cx. by.
�,.r�xc�, C.Mac�AP,vtCtJ
SCAr+or+c DE. Mc N1uF- 16L
F 05 Ssfuj O
1 CNT�NENr P)� \�Gp�P��
R F►c'j T►o N I+ t�F°R A Z
l fib'`3 Q�• t ��J�� W '�SAT
CK
T�:86 � 11✓r1 �.o a
R S-r
N
z►�� )� DR►J � CROSS
o
f 1 ,G• g6p
_c /
/ I \ MATERIAL SPECIFICATIONS
tow
HEAD-AISI-C 1008 5 ga.
ROD-ASTSTM A•36 MOD
�� �� P► 1 WELDING ELECTRODES-LWCOLN
INNERSHIELD NR-311,or EQUIV
BOLTS-ASTM A-3Q7
ALTERNATE ANCHOR ROD-3."
<1 DIAMETER(IF REQUIRED,
i 3 / Ll ANCHOR FINISH-ENAMEL DIP or
l ko \\ BOLT FIN FINISH GALVANIZED DI
ZINC PLATED
NOTE
\ TENSIXN 2:,,0L-TS (MODELMSB) ARE
11 x 21/4-"L. NEX NEAD 'i'/SQUARE
�5p�(�-y CPaF a NECK (ZINC PLATED) WWUMS.
R oD M S 30 —TEN S10 r1 BOLT LASE LE D FO R
�3�3 •r+� �Ofi-t�o _ID f.�T FQA ME ATTAC"%A2NT Dt4 Y.
1Ig �r�' ,•►.1 TENSION 13OLT LABELED p FOR
p.QN.3�a rJ� VERTICALTENS, br1.
L� INSTALLATION INSTRUCTIONS LrR. DATE o1scelrTloN
DRILL sie" DIA. HOLE 51/2" DEEP FOR PILOT STUD. 1 7-22-57 t i v i s 1 o w s
INSERT PILOT STUD INTO HOLE.
DRILL 2-3/4"DIA.HOLES IN ROCK AT 45 DEGREES ANGLES, tie down engineering, Inc.
USING ANCHOR HEAD AS A LOCATING GUIDE. Wo,w�a,o ate.. ._. m C. w 30116
PLACE ROD THROUGH TOP&CORRESPONDING BOTTOM WEB
FLANGE&INTO HOLE. DRIVE ROD TO DESIRED DEPTH.(ROD TITLE
1�ODEl MRA 4MR�+x 48
MUST BE DRIVEN INTO ROCK AT LEAST 80%OF ITS LENGTH IN C�GOSS OR�� x CAR
ORDER TO ACHIEVE MINIMUM ALLOWABLE PULLOUT RESIS-
TANCE.)PLACE SECOND ROD THROUGH REMAINING TOP&
CORRESPONDING BOTTOM WEB FLANGE&INTO HOLE.DRIVE DR. NY Cx. IT
ROD TO DESIRED DEPTH TO LOCK. K.NOACK C.MacY.ARVIC4
MAXIMUM PULLOUT RESISTANCE IS DEVELOPED WHEN SCALE on. ho
ANCHOR HEAD IS AS LOW AS POSSIBLE AND GROUND SURFACE MU P-11O
IS SOLID ROCK.DISTANCE FROM LOWEST EDGE OF BOTTOM N ON
FLANGE TO ROCK SURFACE SHOULD NOT EXCEED 1"(INCH).
r
5
1 ib 3 0 p ��1:.05 A
�2 5L
6
lZZ ^ie� 2�k
\�J)1 3N
V. F
h�Ts SQ.-2 up�CR �C�l
� pc�� o
SiDrQ
TLNSION W ff O (TYPICAL oN ALL Ater P0F�MODJLS `��TE-N51pN 14EAD5
TF.NSICN 50LT5(ftoDEj er58)
ARE ' I x2 `;'l_cO 4,FSE NECtlj,
HEX HEAD, 4 ZINC PLATED (TYP.�
�� -TENSION f✓OLT`�'/SLOT(.055"IUICE� .�(1'R�
' A
NOTE
-TC-N&ON I;OLTS (MODCL bI55).AP,t
'-11x29*4" WEY WE-AD'CENStON DOLT /NpL£ NLOI-I LINO PLAT= VYM T5.
- TCN5loti BOLT L&MLED FOP,
FP\4MC AT-"ACNMEMT ONLY.
-T1=NSION BOLT LAE)ELEp®FON
VEfiTiCAL M-N310N.
lT[. DATE OrfC[I►il0"
8-1-62 lrvlslo"s
tie down engineering, inc.
TENSION 60LT- PLAIN FTtl /vlppCt_MIAP,2 C>T513
T�tiS i bi�i F{EAp � COLT DETAIL-5
INgTALLATION NOTE-SL07'TED i✓OLT STP�AP TD o[, rtr cx. [r.
KJFL,AP APtiOVt`10 50LT AT LEAGT 5 FUL LTve�w�, �, �, C.N�C�AP1vIC1-I
�FOP,\1 FINAL TENSIONING.
NONt=' " "°/UP-201 -
PROPOSED ANSI A225.1 (formerly ANSI A119.3)
Manufactured Home Installations
3-3.4 TIES - Strapping or other approved methods or material shall be used for ties. All
ties shall be fastened to ground anchors and drawn tight with turnbuckles or
other adjustable tensioning devices supplied with the ground anchor.
(a) Tie material shall be capable of resisting an allowable working load of 3,150
lbs. (1,439 kg.) with no more than 2% elongation and shall withstand a 50%
overload (4,725 lbs. or 2,143 kg. total). Ties shall comply with the weathering re-
quirements of 3-3.8.1.
(b) Ties shall connect the ground anchor and the main structural steel frame
that runs lengthwise under the manufactured home. Ties shall not connect to
the steel outrigger beams which fasten to and intersect the main structural
frame unless specifically stated in the manufacturer's installation instructions.
3-3.8.1 RESISTANCE TO WEATHERING DETERIORATION - All anchoring equipment ex-
posed to weathering shall have a resistance to weather deterioration at least
equivilent to that provided by a coating of zinc on s-teel of not less than .0625
oz./sq. ft. (0.19 kg./sq. meter)on each side of the surface coated, as determined by
ASTM STANDARD METHOD OF TEST FOR WEIGHT OF COATING FOR ZINC-
COATED (GALVANIZED) IRON OR STEEL ARTICLES (ASTM A90-69).
Note: Slit or cut edges of zinc coated steel strapping do not need to be zinc
coated.
3-3.8 ANCHORING EQUIPMENT - All anchoring equipment shall be listed and labeled
as being capable of meeting all requirements of this section.
Note: In the absence of the enforcement of "fisting and labeling", It is recom-
mended by leading manufacturers that traceability can be suitably achieved
through indelibly marking the steel strapping every twelve inches. This Identifica-
tion should bear the manufacturer's name and the specification to which it com-
plies.
MA?,`fiC D EVE hY ;2''
TIE p MN ENGINE�R;y�
rf.C�iFIE��AN�i Alr�.l
LTt. DATE DESCRIPTION
8-1-B2 REVISION:
fie down engineering, inc.
ITITLE 1_MCJ�7O
GALvANr=STEEL STRAP
Dt. RT Cx. ST.
n. C.Mad`AP,VId-I
SC NONE. DR. NO AP -301
,bk
r o
0
`vl m
0
o �
2
r�2o J
NOTE- �'YJ
- GALVANIZED SZRAPPItCj:CEINTIRED TO 4ASI A119.1
.03S'M1N.x 14'x(oF7. LTI• oATI DESCRIPTION
- SAP f-VEW 12'AS PEPS FoLLOV.)►N6: Pj-1-8 RE v I E I O N c
-ne VNJH EW-IMCENim(9
Fr--D. -tFE - 0- I19.1 tie down a ineeri Inc.
Fr -5781-6 � �
- MD Ve t- WT 6 AMD MODe-W 7 tLrX Lr— S"w..o,Dam ...+.c.o.v aay.
AF,E ZIFdC'C�` *TEA Ft C�Wb'S�ON,P�515tANCt=. TiTLI AIpDELA1f71e 4\6U7
- FRAME Z1E�
on. by Cc. By.
h.NOACri C.Mac f5Af1�/1�a
ECALI OR. NO
A P-3o5