HomeMy WebLinkAboutX2021-0687 - CalcsDESIGN CALCULATIONS
FOR:
COMMERCIAL MODULAR BUILDING
PAD/PIER/ANCHOR SYSTEM
(TEMPORARY FOUNDATION SYSTEM)
PROJECT:
24' x 40' MODULAR BUILDING
LIEBKE ASSOCIATES, INC.
1 HOAG DRIVE
NEWPORT BEACH, CALIFORNIA 92663
PREPARED FOR:
IWILLSCOT
PREPARED BY:
CUMEN
ENGINEERING DESIGN, LLC
11624 NORTH 151ST LANE.
SURPRISE, ARIZONA 85379
(801) 571- 9877
x202(_ O ( �-,
Pool
11811 GREENSTONE AVE.
SANTA FE SPRINGS, CALIFORNIA 90670
(562) 903 - 9200
MAR 2 4 2021
COVER 1
DESIGN LOADS 2
PAD CAPACITY 7
PAD/PIER SPACING 8
COLUMN SUPPORTS 9
ANCHOR QUANITY 10
APPENDIX A.01
ROOF LIVE LOAD: 20 PSF
FLOOR LIVE LOAD: 50 PSF
PARTITION LOAD: 15 PSF
ULT. WIND SPEED / 115 MPH,
EXPOSURE: EXP 'C'
ALLOWABLE PAD
BEARING CAPACITY: 1500 PSF
DESIGN CODE: 2019 CBC
SEISMIC FACTOR: 1.00
RISK CATEGORY: II
SPECTRAL RESPONSE
ACCELERATION: (Ss) 1.500 g
(S1) 0.600 g
SITE CLASS: D (DEFAULT)
PROJECT # 210336
Title to these calculations remains with ACUMEN ENGINEERING DESIGN, LLC. The information herein is for the
sole use of WILLSCOT and shall be held confidential. Re -use or reproduction in whole or in part is prohibited.
Acumen Engineering Design
11624 North 151st Lane
Surprise, Arizona 85379
801-571-9877
JOB TITLE 24' x 40' Commercial Modular
• Pad/Pier/Anchor Design
JOB NO. SHEET NO.
CALCULATED BY DATE
CHECKED BY DATE
2
www.struware.com
Code Search
Code: ASCE 7 - 16
Occupancy:
Occupancy Group =
B Business
Risk Category & Importance Factors:
Risk Category =
Wind factor =
Snow factor =
Seismic factor =
T_ype_of Construction:
Fire Rating:
Roof =
Floor =
Building Geometry:
Roof angle (0)
Building length (L)
Least width (B)
Mean Roof Ht (h)
Parapet ht above grd
Minimum parapet ht
Live Loads:
I I
1.00
1.00
1.00
0.0 hr
0.0 hr
0.25 / 12
40.0 ft
24.0 ft
14.0 ft
0.o ft
0.0 ft
1.2 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
Floor:
Typical Floor 50 psf
Partitions 15 psf
Acumen Engineering Design
11624 North 151st Lane
Surprise, Arizona 85379
801-571-9877
JOB TITLE 24' x 40' Commercial Modular
JOB NO.
CALCULATED BY
CHECKED BY
Pad/Pier/Anchor Design
SHEET NO.
DATE
DATE
Wind Loads :
Ultimate Wind Speed
Nominal Wind Speed
Risk Category
Exposure Category
Enclosure Classif.
Internal pressure
Directionality (Kd)
Kh case 1
Kh case 2
Type of roof
ASCE 7- 16
115 mph
89.1 mph
I I
C
Enclosed Building
+/-0.18
0.85
0.849
0.849
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= 0.00
x/Lh = 0.00
z/Lh = 0.00
At Mean Roof Ht:
Kzt = (1+K1K2K3)^2 = 1.00
Gable
Flat
0.0 ft
0.0 ft
0.00
0.00
0.0 ft
50.0 ft
downwind
Gust Effect Factor
h= 14.0 ft
B = 24.0 ft
/z (0.6h) = 15.0 ft
Rigid Structure
e = 0.20
£ _
Zmin =
c=
go, 9v =
LZ =
Q=
Iz =
G=
K� = 0.000
K2 = 0.000
1(3 = 1.000
H< 15ft;exp C
Kzt=1.0
V )
V(
(upwind)
• Speedup
x(downwind)
H/2
H/2
H
ESCARPMENT
V(z)
V(Z) x(upwind)
.a
Speed-up
x(downwind)
H
2D RIDGE or 3D AXISYMMETRICAL HILL
Flexible structure if natural frequency < 1 Hz (T > 1 second).
If building h/B>4 then may be flexible and should be investigated.
h/B = 0.58 Rigid structure (low rise bldg)
G = 0.85 . Using rigid structure default
Flexible or Dynamically Sensitive Structure
34 icy (n,) = 0.0 Hz
500 ft Damping ratio ([3) = 0
15ft /b= 0.65
0.20
3.4
427.1 ft
0.94
0.23
0.89 use G = 0.85
/a =
Vz =
N1 =
Kn =
Rh =
RB =
RL =
gR =
R =
Gf =
0.15
97.1
0.00
0.000
28.282
28.282
28.282
0.000
0.000
0.000
n=
n=
n=
0.000
0.000
0.000
h = 14.0 ft
Acumen Engineering Design
11624 North 151st Lane
Surprise, Arizona 85379
801-571-9877
JOB TITLE 24' x 40' Commercial Modular
Pad/Pier/Anchor Design
JOB NO. SHEET NO.
CALCULATED BY DATE
CHECKED BY DATE
Wind Loads - MWFRS h<_60' (Low-rise Buildings) except for open buildings
Kz = Kh (case 1) = 0.85
Base pressure (qh) = 24.4 psf
GCpi = +/-0.18
Wind Pressure Coefficients
Edge Strip (a) =
End Zone (2a) =
Zone 2 length =
3.0 ft
6.0ft
12.0 ft
CASE A
CASE B
0=1.2deg
Surface
GCpf
w/-GCpi
w/+GCpi
GCpf
w/-GCpi
w/+GCpi
1
0.40
0.58
0.22
-0.45.
-0.27
-0.63
2
-0.69
-0.51
-0.87
-0.69
-0.51
-0.87
3
-0.37
-0.19
-0.55
-0.37
-0.19
-0.55
4
-0.29
-0.11
-0.47
-0.45
-0.27
-0.63
5
0.40
0.58
0.22
6
-0.29
-0.11
-0.47
0)U)AW N-
mmmmmm
0.61
0.79
0.43
-0.48
-0.30
-0.66
•-1.07
-0.89
-1.25
-1.07
-0.89
-1.25
-0.53
-0.35
-0.71
-0.53
-0.35
-0.71
-0.43
' -0.25
-0.61
-0.48
-0.30
-0.66
0.61
0.79
0.43
-0.43
-0.25
-0.61
Ultimate Wind Surface Pressures (psf)
1
14.2
5.4
-6.6
-15.4
2
-12.5
-21.3
-12.5
-21.3
3
-4.6
-13.4
-4.6
-13.4
4
-2.7
-11.5
-6.6
-15.4
5
14.2
5.4
6
-2.7
-11.5
0) CT A W N
mmmmmm
19.3
10.5
-7.3
-16.1
-21.7
-30.5
-21.7
-30.5
-8.6
-17.3
-8.6
-17.3
-6.1
-14.9
-7.3
-16.1
19.3
10.5
-6.1
-14.9
Parapet
Windward parapet =
Leeward parapet =
0.0 psf (GCpn = +1.5)
• 0.0 psf (GCpn = -1.0)
Horizontal MWFRS Simple Diaphragm Pressures (psf)
Transverse direction (normal to L)
Interior Zone: Wall 16.9 psf
Roof -7.8 psf **
End Zone: Wall 25.4 psf
Roof -13.2 psf **
Longitudinal direction (parallel to L)
Interior Zone: Wall 16.9 psf
End Zone: Wall 25.4 psf
** NOTE: Total horiz force shall not be less than that determined
by neglecting roof forces (except for MWFRS moment frames).
The code requires the MWFRS be designed for a min ultimate
force of 16 psf multiplied by the wall area plus an 8 psf force
applied to the vertical projection of the roof.
Windward roof
overhangs = 17.1 psf (upward) add to
windward roof pressure
WINDWARD
OOV ERMANO
5
a
WINDWARD ROOF
I I 1 I 1 1 1 I ftt
LEEWARDr ROOF
VERTICAL
TRANSVERSE ELEVATION
fri WINDWARD ROOF
11I1I1I
LEEWARD ROOF
r r t t t t t
VERTICAL
Lf2 or LONE 2
LONGITUDINAL ELEVATION
Acumen Engineering Design JOB TITLE 24' x 40' Commercial Modular
11624 North 151st Lane Pad/Pier/Anchor Design
Surprise, Arizona 85379 JOB NO. SHEET NO.
801-571-9877 CALCULATED BY DATE
CHECKED BY. DATE
Seismic Loads:
ASCE 7- 16 Strength Level Forces
Risk Category : li
Importance Factor (I) : 1.00
Site Class : ) - code default
Ss (0.2 sec) = 150.00 %g
S1 (1.0 sec) = 60.00 %g
Fa =
Fv =
1.200 Sms = 1.800 SDs = 1.200 • Design Category = D
1.700 Sm1 = 1.020 Sp, = 0.680 Design Category = D
Seismic Design Category = D
Redundancy Coefficient p = 1.30
Number of Stories: 1
Structure Type: Light Frame
Horizontal Struct Irregularities: No plan Irregularity
Vertical Structural Irregularities: la ) Stiffness Irregularity —Soft Story
Flexible Diaphragms: Yes
Building System: Bearing Wall Systems
Seismic resisting system: Light framed wall system using flat strap bracing
System Structural Height Limit: 65 ft
Actual Structural Height (hn) = 14.3 ft
See ASCE7 Section 12.2.5 for exceptions and other system limitations
DESIGN COEFFICIENTS AND FACTORS
Response Modification Coefficient (R) = 4
Over -Strength Factor (Do) = 2
Deflection Amplification Factor (Cd) = 3.5
SDs = 1.200
SD1 = 0.680
Seismic Load Effect (E) = Eh +/-Ev = p QE +/- 0.2SDs D = 1.3Qe +/- 0.240D QE = horizontal seismic force
Special Seismic Load Effect (Em) = Emh +/- Ev = Sao QE +/- 0.2SDs D = 2Qe +/- 0.240D D = dead load
PERMITTED ANALYTICAL PROCEDURES
Simplified Analysis - Use Equivalent Lateral Force Analysis
Equivalent Lateral -Force Analysis - Permitted
Building period coef. (CT) = 0.020 Cu = 1.40
Approx fundamental period (Ta) = CThn" = 0.147 sec x= 0.75 Tmax = CuTa = 0.206
User calculated fundamental period (T) = sec Use T = 0.147
Long Period Transition Period (TL) = ASCE7 map = 8
Seismic response coef. (Cs) = Sosl/R = 0.300
need not exceed Cs = Sdi I /RT = 1.156
but not less than Cs = 0.5'S11/R = 0.075
USE Cs = 0.300
Design Base Shear V = 0.300W
Model & Seismic Response Analysis - Permitted (see code for procedure)
ALLOWABLE STORY DRIFT
Structure Type: All other structures
Allowable story drift Da = 0.020hsx where hsx is the story height below level x
Acumen Engineering Design JOB TITLE 24' x 40' Commercial Modular
11624 North 151st Lane Pad/Pier/Anchor Design
Surprise, Arizona 85379 JOB NO. SHEET NO. 6
801-571-9877 CALCULATED BY DATE
CHECKED BY DATE
SEISMIC LOAD EFFECTS FOR ANCHOR DESIGN
(Simplified Design Procedure - ASCE 7-16)
Input:
Design Base Shear: (V)
Calculations:
Maximum Seismic Load Effect:
(no gravity loads on anchors)
Seismic Load Effect:
(no gravity loads on anchors)
0.300 W
= Qo(Qe) + 0 (Eq. 12.4-7)
Overstrrength Factor: (0o) = 2.0
Earthquake Load Due to Base Shear: (Qe) = V
Em = 0.600 W
E = p(Qe) + 0 (Eq. 12.4-3)
Redundancy Factor: (p) = 1.3
Earthquake Load Due to Base Shear: (Qe) = V
E= 0.390 W
Governing Earthquake Load: E = 0.600 W
Allowable Stress Design: 0.7E (Section 2.4.5)
Earthquake Load Used in Lateral Design: 0.420 W
7
Single Pad Configuration Calculations:
Bearing Pad Capacity Calculations:
Species: P.T DF-L #2
Assumed Bearing Capacity: (Bc) , 1500 psf Cross Sectional Area: (AP) 16.9 in2
Section Modulus: (Sx,p) 4.2 in3
Pad Specifications (Tp) x (Wp) x (LP)
Nominal: 2 x 12 x 24 Assume Load on Pad is Centered
Actual: 1.5 x 11.25 x 24 Load Width on Pad: (LW) 10 in
Pad Cantilever: (Cp) • 7 in
Uniform Distributed Load: W = (Bp / 144) x Wp
Maximum Moment: Mmax = 0.5 x W x Cp2
Allowable Bending Stess: fb = Mmax / Sx, p
Maximum Shear: Vmax = W x Cp
Allowable Shear Stess: fv = 1.5 x (Vmax / AP)
Fe = 900 x 0.8 x 1.2 x 0.8 = 691 psi
(Cm) (Cfu) (G)
F,; = 180 x 0.8 x 0.8 = 115 psi
(Cm) (Ci)
117 pli
2871 lbs
681 psi < Fe => OK in Bending
820 lbs
72.9 psi < F„' _> OK in Shear
=> Capacity of Each Pad is: 3000 lbs
8
PAD/PIER SPACING
Input Data:
Roof Live Load: (RI)
Roof Dead Load: (Rd)
Exterior Wall Dead Load: (Wd)
Floor Live Load: (FI)
Floor Partition Load: (Fp)
Floor Dead Load: (Fd)
Module Width: (W)
Sidewall Height: (H)
Pad Capacity: (P)
Pier Capacity: (P)
20 psf
6 psf
6 psf
50 psf
15 psf
7 psf
11.83 feet
8.5 feet
3000 lbs
3000 lbs
Calculations:
Weight of Exterior Wall: We = (Wd x H) 51 plf
Live Load Acting on Outside Chassis Main Rails:
Wlo = (RI+FI) x (W/2) 414.1 plf
Dead Load Acting on Outside Chassis Main Rails:
Wdo = ((Rd+Fp+Fd)(W/2)) + We 216.6 plf
Total Load Acting on Outside Chassis Main Rails:
Wo = WI + Wd 630.7 plf
Maximum Spacing of Piers on Outside
Main.Rails: S = P/Wo 4.76 feet
Live Load Acting on Inside Chassis Main Rails:
Wli = Fl x (W/2) 295.8 plf
Dead Load Acting on Inside Chassis Main Rails:
Wdi = (Fp+Fd) x (W/2) 130.1 plf
Total Load Acting on Inside Chassis Main Rails:
Wi = Wli + Wdi 425.9 plf
Maximum Spacing of Piers on Inside
Main Rails: S = P/Wi 7.04 feet
Column Support (END COLUMN):
Input Data
Tributary Width: (Tw)
End Column Tributary Length: (Te)
Live Load: (LLr)
Dead Load: (DLr)
Calculations:
Pad Capacity: (Cpad)
Pier Capacity: (Cpier)
Roof Tributary Area: Ar = 0.5 x Tw x Te
Ar > 200 Live Load (LLr) is Reducible: 24 - 0.02Ar
11.83 ft
20 ft
20 psf
6 psf
3000 lbs
3000 lbs
237 sq. ft.
19-psf
Column Load: (Pe) = (LLr + DLr) x Ar 5978 lbs
Qty of Pads: Npads = Pe / Cpad 1.99
Qty of Piers: Npiers = Pe / Cpier 1.99
Use (2) 3000 LB. ASYMETRIC PIERS (ONE EACH SIDE OF MODULE LINE). EACH
, PIER MUST HAVE (1) 2x12x24 BEARING PAD
10
ANCHOR DESIGN
Input Data:
Design Wind Pressure: (P)
Seismic Load Factor: (SI)
Roof Dead Load: (Rd)
Floor Dead Load: (Fd)
Exterior Wall Dead Load: (Wd)
Roof Live Load used in Seismic
Calculation: (RI)
Partition / Fixture Load used in
Seismic Calculation: (Pd)
Floor Live Load used in Seismic
Calculations: (FI)
Building Length: (L)
Building Depth: (D)
Building Area: (A)
Exterior Wall Height: (H)
Roof Depth: (R)
Floor Depth: (F)
Skirting / Foundation Height: (S)
Miscellaneous Loads: (MI)
Calculations:
Base Shear Due to Wind:
Vw=Px(R+F+H+S/2)
Base Shear Due to Seismic:
Vs = (SI)(((A)(Rd+Fd+RI+Pd+FI))+
((L+D)x2xHxWd))+MI)
Governing Transverse Base Shear:(V)
Anchor Capacity:
Lateral Load Resistance of Anchor/Strap
Assembly: VL
Ground Anchor Quantity:
In Each Transverse Direction: Nt = VNL
In Each Longitudinal Direction: Nt = VINL
Total Quantity of Anchors Required:
16 psf
0.42 W
6 psf
7 psf
6 psf
0 psf
5 psf
0 psf
40 feet
23.67 feet
947 sq. ft.
8.5 feet
2.5 feet
0.67 feet
2.33 feet
1000 lbs
Transverse Load: Longitudinal Load:
x L 8214 lbs x D 4860 lbs
10304 lbs
10304 lbs
2962 lbs
3.48 say 4
3.48 say 4
16 Anchors
10304 lbs
10304 lbs
BEST
AVAILABLE
IMAGE
ABESCO ENGINEERED
COMBINATION TIE -DOWNS
. I MANUFACTURED HOME TIE -DOWN CALCULATIONS ANDSCHEDULES FOR
E /Dips; SINGLE/ DOUBLE / TRIPLE AIDES •
'DESIGN &GENERAL NOTES
PSF (70 MM;EXPOSPRE;441) CAC T-26 and COMPLIES WITH tHEZOI CBC.
f•• . — Vint 110 'MPi.1 EXP °CI
SOIL BE I 15�
. •
ctiii5DwN STRAP WORKING OAP
*SEISMIC ZONE . 4.CAC T-25 AND 2(i3'pec;. ot.LEFitaltaciiksite, anal_
Tie DOWN -STRAPS to BE 1/4" WIDE XO.029Th1CKNE$ ZINO,PLAItD AND. MEET AVM D49510
''EARTIOUGERS 2962 #. (TESTED TO 47600 MIN)
CROSS DRIVES 2962 # (TESTED TO 47.600 MIN)
''CONCRETE SLAB ANCHORS .139Q * (CALCULATED)
GENERAL NOTES: •
•-1: THE CHARTS SHOWN HERON ARE FORTHE REQUIRED *NUMBER OF DOWNS ON THE SIDES OF THE
-MANUFACTURED HOME.
2. TIE DOWNS ARE AT EACH CHASSIS BEAM, EACH END. OF EACH TRANSPORTABLE SECTION
OF THE MANUFACTURED HOME AND CAN SE ANY OF THE TYPES SHOWN:HEREIN.,
3. COMBINATIONS OF THE DIFFERENT TYPES,17,F TIE DOWNS CAN BE USED.'
4. IN THE EVENT AN EARTH AUGER CANNOT BE INSTALLED DUE TO AN OBSTRUCTION, USE Of CROSS DRIVE:
ANCHORS IS PERMITTED, PROVIDED (2) owns:DRIVES ARE INSTALLED FOR EACH EARTH AUGER THAT
CANNOTSE INSTALLED.
1. FOR ALL rig DOWN INSTALLATIONS, THE MFGD HOME CHASSIS MEMBERS AR#'StiOlfiN ASla BEAMS, FOR
iLLUSTRATIai PURPOSES ONLY CHAttisii0.416 CAN ALSO-ii&dwii44
t ENO TIE DOWNS CAN BE LOCATED WITHIN 24":,Of EITHER SIDE OF CHASSIS BEAM MIS AtMOVAI.
cHAiiis 8E44 01 • (9NE,END 'NE-00VO4 MANDATORY
ATEACH END OF 'V BEAN)
, .
7. THE SIZES, TYPES;LENOTHS, ECT. OF MATERIAL SHOWN HEREIN ARE MINIMUM, LARGER) LONGER,
HEAVIERMATERIALS SUPPLIED BYABESCO MAY BE USED AT THE SAME SPACING tLOCATION SHOWN,
8. PARTS AR— E STAMPED ABESCO
9. THIS TIEDOWN SYSTEM CAN BE USED WITH 10' WIDE MANUFACTURED HOME SECTIONS WITH 100. CHASSIS
CENTERS PROVIDED THE HEIGHT FROM GRADE Td trIE BOTTOM OF CHASSIS BEAM DOES NOT EXCEED 19"
10, TIE DOWN sTiwAIPa THE LONGppINALPRTRANSVERSE DIRECTION CAN BE BOLTED TO THE HITCH ATTACHMENT
PLATE THAT IS WELDED TO THE CHASSIS BEAM.
A.01
ENGINEER APPROVAL.
STATE APPROVAL
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To Tieoovitr SYSTEM mware REOUIREMENTS;
• OF 8ECTION13$13, SUBSECTION (a)
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ENGINEERED TIEDOWN SYSTEM
•
APPROVED
• -4:' ".. . ., . ‘
Approvo &dna' autitortre or approve ani omission or
4eviattOo too requitementS of ippticabto State taws and •
textaions. ..
State of COlifOffila
Departintiiit of i-kr and Commoritype4oPment
DIVIS1 ' DES AND S DARDS ,
By ,,.
Date i—fillil
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SPAN , it."t5 I 0 ›, C.-. .
- '
1.10 Pfeil Approvat Explrea
•
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PACIFIC CONSLILTINO ENGINEERS
21.50 SELL AVE, SUITE :146
SACRAMENTO, CALIFORNIA45888
PH (.916) 684-8028
0.
4 ABESCO
6851. FLORIN-PERKINS ROAD,.
SACRAMENTO, -CALIFORNIA 95828
PH: 8004834831
•
603 24"
T.D.A.
40. 48w
T.D.A.
•END .11E GOWNS-
EEC. CHART
SINGLE `WIDE
ABESCO TIE -DOWNS;
(AMMO MM— TWO N
HEAD.* OA M 00Y.10 ,
607 GROSS'
E ANCHOR
ROD "SIZES
91s"x30"STEEL
ALTERNATE:,
1i"x3O"` GALV:. PIPE OR.
TOO" BLACK PIPE
1443 806 STEEL, ..
STRAP w/ BUC
S08 SPTJT
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1604. „CONCRETE
LAR'ANCHOR. W/'
%"xis" EXP. ANCHOR
#407 LOCK TOP
�I406 PIER.
BOLT —ON TOP
A.02
1616' STABILIZER PLATE
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STRAP w/.HOLE
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whi"x8'' FOUNDATION BOLT
TIE DOWN ,LOCATIONS
TIE 00VHS,
SEE CHART
DOUBLE 'WIDE
tn0 •T DOwr+$.
SEE CHART
'TRIPLE WIDE
EARTH AUGERS
CROSS DRIVE ANCHORS _
CONCRETE SLAB ANCHORS,
M OFE
acts
b4'
72'
M
36'
54'
7r
" LENGTH E R
34.
42'
50'
59'
88'
MAX.E 0. O SiDE
2
3
4
MAX. ND,:°OP SIDE
`TIE ROANS
2
3'
4
MAX. NO, QFSIDE
TIE DOWNS'
4
.6
6
7
6
NOTE:
'SIDE' TIE-DOWNS:.MUST BE WITHIN 24" OF THE END .OF THE CHASSIS BEAM:
END 'TIE-DOWNS:.CAN BE LOCATED WITHIN. 24" OF EITHER ..SIDE OF ,CHASSIS. BEAM ONE TIE —DOWN IS
-MANDATORY AT ,EACH' END OF '"t„BEAM. (SEE PAGE #1 GENERkL NOTE #5),.
IF SIDE WALL LIE -GOWN GROUND ANCHOR LOCATION IS SUCH THAT THE ANGLE BETWEEN YHE GROUND AND;
STRAP EXCEEDS 60', CONNECT THE TIE STRAP TO THE. INSIDE CHASSIS BEAM' ON DOUBLE AND, TRIPLE WIPES
AND THE OPPOSITE :CHASSIS 8EAMI ON SINGLE WIRES: CV
W
d
a 0
•
CROSS DRIVE TIE DOWN
END TIE -DOWN
1401 LOC)OPOR
.-
4406, PO
8OLTON TOP
• - STRAP
INSTALLATION INSTRUCTIONS
;SIDE TI DOWN
606; STEEL.
#00,8 OUT
SOL,T ,d; NOT
#4f6 $.1X41.1)
PLAtt
4GROUND' LiN
607 CROSS
DRIVE ANCHOR
TAIL "A"
(TYPICAL ,CROSS DRIVE' WITH
,STABIU2ER PLATO
INsTA4., CROSS pRive,AN0p-Rs, INTO s.424. AS SHOWN.
2. MACH STRAPS T CHASSIS 'BEAM 'IN WOO SHOWN.
INSERT STRAP THROUGH SPLIT BOLT, GUT OFF EXCESS STRAP AND THEN' TIGHTEN BOLT' UNTIL STRAP IS SNUG.
CONTRACTORS WARNING' CHECK :FIRST FOR UNDERGROUND UTILITIES.
CROSS. DRIVE ANCHORS ARE .osto WHERE HARD ,OR AccKy, SOIL pcCOS", IF THE GROUND SURFACE IS pigR.
THAN RoeK 'DR MINIMUM ZN ASPHALT, INSTALL #616 STABILIZER PLATE: (STABILIZER PLATES MAY BE PREWELOED
TO, #607 CROSS DRIVE MCHORI :INSTAii 1 ex12",,x1r CONCRETE MACK;
NOTE1
IF A CROSS DRIVE IS USED WHERE AN .AucER, COULD E us1;0 LOAMY rot SOIL), THEN TWO CROSS ;RIVES
MUST BE INS.T4I-EP PROPERLY IN PLACE OF THE ONE TIE -DOWN . BOTH CROSS DRIVES MUST BE STABILIZED AS
SHOWN IN :DETAIL ne. SEE PAGE #1,, naNtutAL NOTE
'THISPLAN'Mkt:BE OSSOFORNAOUFAcItigp:HOMEs;FLAggs IN FEMA,FLOOD HAZARD,
'ZONES A, AE & AH, PROVIDED THE,GROOND'ANCHORSARETHE #603410I-T,D.A. EARTH
•AUGERS t UNDER FLOOR VENTS AT THE PERIMETER SKIRTING SHALL septAcEp.wiTH,
THE 'BOTTOM OF THE VENT MAKIVABOVE.THE uNOEA FLOOR GROUNIY SURFACE
CONCKETE TIE DOWN -
INSTALLATION INSTRUCTIONS
OE TIE-0004
END °T1Ei-,00*
,;$07. LOCK 10.7 00
, #406 PIER-
BOLT,,ON 'TOP
6,14,.. St.
NOSS
'13 •••-•-'12
1st" se°
606 S 'TEEL
• 804- 004.04"Tt SLAT
6i5 WET; ANCOR I=
4604 DRY
I. CONCRETE. MUST BE .A; MINIMUM OF 3,6!,1 THICK AND
It0015 GONDITION.
2, MINiMum:;$148 AREA OF EACH ANgHofi
28' SQUARE FEET,
DRILL. PROpER SIZE HP4' IN LAR, A MINIMUM OF
12FROM ANY EDGE.
#65, WE
3'.
A.03
PLACE CONCRETE ANCHOR INTO WET CONCRETE.
,2. ALLOW. CONCRETE TO PROPERLY DRY.
CHASSIS.CONNECTI' ON
ATTACH' STRAPS TO CHASSIS BEAM IN MANNER SHOWN,
. INSERT STRAP THROUGH spar soLf. cur OFF EXCESS'
STRAP AND THEN TIGHTEN BOLT UNTIL STRAP IS .SNUG.
cL 0
'7453FAM CI4ASSIS
SEE " SEAM OFIAStIS,
NOTE #Si, 'WET 1 FOR
'TIE -DOWN ,INFORMATiON
ENDTIE=DOWN
*407 1,110cK 10 OR'
#408' PIER'
BOLTAON TOP
o'-1
SEE DETAIL l!A"
. !.01404:
DRILL 3(.HOLE AT MID
KEIOHT- 'OF BEAM, :1061.64
141AO7 BOLT
• -7);
BEAM C.14tit.
SEE, 17 BEAM tO4A.WIS:
NOTEi IS -SHEET' I FOR.
IJE.:4P,OWN1N.FPWATP.0
TIE IDCWN.
•SiOE TIE! Qviini
000'STEEL
„ POT OF OK
' • 10.5.174(A7. *30;Z8011
p BEAM CHASSIS
SEE T • 8 IS
I NOTE: lit ,SHEEt ` FOR
TIE-,po iNFqNNATI9N.
ALL GROUND ANCHOR
INTO GROUND; LEAVING
A.04
OLP' BOLT
&NLtr
GROUND LINE •
STILiZER PLATE
NOTE:
voricA, oft AroiAlt
Q.PT19144
SEE DETAIL 'A"
(TYPKAL)
INSTALLATiON INSTRuCTIONS:
1:,,INstAu:Anction INTasca APPLYINq CO WANT DOWNWAito
ETOMINIMW. SOX DIPUREAPCgi 14NTIX HMIS WITH
.144W. PLATE:Am:Hats *ow) NigrAkup egov,r FROST UNE.
ATTAE14'01AFATOIASSIS BEAM IN MANNER SHOWN.
1 'INSERT:01AP tHROt40 spUT BOLT,r0TM OMESS.SYRAP AND /MEN
‘TIGOTE)eigl:TUM11.,STRAP IS NUG.
CONTRACTOR§ WARNING:
Okk-FaistlFciR'UNDERGROUND uTurtzs:
::PLAcEsTABluIERNAIE
V.-NoirTo•sHAFT BErwEefr*
•• WHORANOtKASSIS
BEAK AND DRIve:INT0
GROUND
FINISH lyRNINGNictial
THE GRAUND 0.4
ANOKA Hap 10401,
Virni STABILIZER
Alp PROVIDES
PROTECTION AGAINST.
LATERAL MOVBIBITI
1! 4:
_
CO. NTRA' CTORS VERIFICA- TION -
:LcERTIFy:THAT t HAvg40,57:41E:o. THE.ApescciAN400q,VgEtpi Wigi? IffEls7
HAvpobtNO ri;obotAnoNs. to THE ANCHORING SYSTEM OR to,ttle BUILDING
COMPANY NAME
DATE:.-.
fl.W 1-09
SIGNATURE:
JTONITN$TRUCTIONS:
CTURE,
CON -TRACTORS LTC. *w.
44t
'd?
BSK
Associates
Engineerboraturies
Ph. 951-674-4011 • Fax 951-674-5720
www.sedcopier.com
33320 Mission Trail • Wildomar, CA 92595
567 West Shaw Avenue. Suite 8
Fresno. CA 93704
(550) 497 2880
(559) 497.2886 fox
Test Report No. 11011-4K & 3K
1) 3/4" X11 GA. SAE Flatwasher ASTM A36
2) 1" O.D. x 13 GA.x1" Roll Tube ASTM A36
3) 1"x1" Formed Angle Legs ASTM A36
4) 1 1/4" x 13 GA. Flat Base ASTM A36
5) Weld Width 1/4" ER 705-X
6) Embossed Label SEDCO List #1976-1
BSK # 11011-4K & 3K
14" to 16" 4000 lbs 18" to 30" 3000 lbs
Listing #1976-1
PPR
VAL
PACIFIC CONSULTING ENGINEERS
2150 Bell Ave. Suite 145 • Sacramento, CA 95838
PH. (916) 564-6028
www.sedcopier.com • 951.674.4011
A.05
A B C D Part#
Height Max t Width Guage
14" 17" 11 1/4" 12 4014
16" 19" 11 1/4" 12 4016
18" 21" 11 1/4" 12 4018
20" 23" 11 1/4" 11 4020
22" 25" 11 1/4" 11 4022
24" 27" 11 1/4" 11 4024
26" 29" 11 1/4" 11 4026
28" 31" 111/4 .11 4028
30" 33" 11 1/4" 11 4030
STATE APPROVAL
Mubit.l;l1C"t''II' cl A.CCI'SS('.R's' Si R'.'CI I RP BUILDING COMPONENT
AND SAFE t'1' C OD1.. DIVISION 13, PART2
,l)'PItovE11
Approval does n!a ..othwize or approve any omission or deviation
from requirements of applicable State laws and regulations.
STATE OF CALIFORNIA
DEPARTMENT OF MOUSING AND COMMUNITY DEVELOPMENT
DIVISION 01 CODES AND STANDARDS
By OL/ Date .3/4
HP NO.
(siinat&J4)
This Approval Ex