NBS BUILDING SCIENCE SERIES 132

A Study of Reaction Forces

on Mobile Home Foundations

Caused by Wind and Flood Loads

lU.S. DEPARTMENT OF COMMERCE • NATIONAL BUREAU OF STANDARDS
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NBS BUILDING SCIENCE SERIES 132 mar 3 0 m\

A Study of Reaction Forces

on Mobile Home Foundations

Caused by Wind and Flood Loads

Felix Y. Yokel

Charles W. C. Yancey

Christopher L. Mullen

Center for Building Technology

National Engineering Laboratory

National Bureau of Standards

Washington, DC 20234

Prepared for Division of Engineering, Building Technology and Standards

Office of Policy Development and Research Department of Housing and Urban Development

Washington, DC 20410 and

Federal Insurance Administration Washington, EXI 20410

U.S. DEPARTMENT OF COMMERCE, Malcolm Baidrige, Secretary

NATIONAL BUREAU OF STANDARDS, Ernest Ambler, Director

Issued March 1981
Library of Congress Catalog Card Number: 81-600025

National Bureau of Standards Building Science Series 132

Nat. Bur. Stand. (U.S.), Bldg. Sci. Ser. 132, 84 pages (Mar. 1981)

CODEN: BSSNBV

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WASHINGTON: 1981

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ABSTRACT

Forces acting on the foundations of mobile homes subjected to wind and flood

loads were calculated and are presented in a series of computer-generated

charts. The loading conditions considered ar*e the two levels of wind loads

presently stipulated in the Federal Mobile Home Construction and Safety Standard, a hurricane windload recommended by the National Bureau of Standards

(NBSIR 77-1289), buoyancy forces, and drag forces resulting from flood water

flow. The calculated forces are compared with present anchoring requirements

in ANSI Standard 119.3 (NFFA No. 501 A). It is concluded that diagonal ties are instrumental in resisting wind forces, and that vertical ties are more effective than diagonal ties in resisting flood forces.

Key words: Buoyancy forces; flood forces; foundations; hurricane forces;

mobile home; soil anchors; standards; tiedown; wind forces.

COVER: An example of wind and flood damage sustained by a mobile home park

during Hurricane Frederic.
PREFACE

This report is part of a study which was sponsored by the Department of

Housing and Urban Development. The objectives of this study are: to determine wind and flood forces acting on mobile homes; to study the performance

characteristics of soil anchors; and to develop performance criteria and

tests for mobile home foundations with particular emphasis on the tiedown

system. In the initial stages of this work measurements were made of wind

forces acting on mobile homes, and the state-of-the-art in anchoring technology was studied. This work was published in References [3]-'- and [4],

respectively. This report deals specifically with the forces acting on the

foundations of mobile homes subjected to wind and flood loads. Tests to

determine the characteristics of soil anchors are presently in progress and

initial results were published in Reference [6].

This work was performed by the Geotechnical Engineering Group of the Center

for Building Technology.

Numbers in brackets refer to literature references in section 6.

iv
TABLE OF CONTENTS

Page

LIST OF TABLES vii

LIST OF FIGURES viii

LIST OF SYMBOLS ix

SI CONVERSION UNITS x

1. INTRODUCTION 1 2. ANALYSIS OF FORCES INDUCED IN MOBILE HOME FOUNDATIONS 3

2.1 VARIABLES CONSIDERED 3

2.1.1 Geometry of the Mobile Home and its Foundation 3

2.1.2 Weight of Mobile Home 5 2.1.3 Lateral Load Resistance by Piers 6

2.1.4 Load Transfer by Over-The-Roof Ties 6

2.2 WIND AND FLOOD LOADS 7

2.2.1 WIND LOADS 7 2.2.2 FLOOD LOADS 9

3. RESULTS OF CALCULATIONS OF REACTION FORCES 13

3.1 PRESENTATION OF RESULTS 13

3.2 ASSUMPTIONS MADE IN THE CALCULATIONS 14

3.3 INTERPRETATION OF RESULTS 14

3.3.1 General 14

3.3.2 Wind Forces 16

3.3.2.1 Near-Tie Connection 16

3.3.2.2 Far-Tie Connection 18

3.3.2.3 Comparison of HUD and NBS Hurricane Loads ... 18

3.3.3 Flood Forces 22

3.3.3.1 Buoyancy Forces 22

3.3.3.2 Buoyancy Forces Combined with Hydrodynamic

Drag or Wind 25

3.3.4 Parametric Study 25

3.3.4.1 General 25

3.3.4.2 Effects of Horizontal-Load Resistance of

Piers 25

3.3.4.3 Effects of Eccentricity 27

3.3.4.4 Effects of the Weight of the Mobile Home 27

3.3.4.5 Effects of Load Transfer Coefficient a 27

V
TABLE OF CONTENTS (continued)

Page

4. COMPARISON OF CALCULATED REACTIONS WITH PRESENT

STANDARD PROVISIONS 31

5. CONCLUSIONS 35

6. REFERENCES 37

APPENDIX 39

vl
LIST OF TABLES

Page

Table 2.1 Mobile Home Characteristics Assumed in the

Load Calculations 6

Table 3.1 Buoyancy Condition that can be Resisted by Ties Designed

for Hurricane Loads 24

Table 4.1 Comparison of NFPA Standard Provisions with Calculated

Tied Forces 33

vii
LIST OF FIGURES

Page

Figure 2.1 Typical Mobile Home Anchoring System 4

Figure 2.2 Assumed Wind Loading Conditions 8

Figure 2.3 Assumed Flood Loading Conditions 10

Figure 3.1 Free Body Diagrams of a Mobile Home Subjected to

External Loads 13

Figure 3.2 Tie and Pier Forces in a 14-ft Wid Mobile Home with

Near-Tie Connections Subjected to the HUD Hurricane

Wind Load 17

Figure 3.3 Tie and Pier forces in a 14-ft Wide Mobile Home with

Far-Tie Connections Subjected to the HUD Hurricane

Wind Load 19

Figure 3.4 Comparison of the Effects of the HUD and NBS

Hurricane Loads on a 14-ft Wide Mobile Home with

Near-Tie Connections 20

Figure 3.5 Comparison of the Effects of the HUD and NBS Hurricane

Loads on a 14-ft Wide Mobile Home with Far-Tie

Connections 21

Figure 3.6 Effects of Buoyancy Forces on a 14-ft Wide Mobile Home ... 23

Figure 3.7 Effects of Horizontal-Load Resistance of Piers on 14-ft

Wide Mobile Homes 26

Figure 3.8 Effects of Weight Eccentricity on 14-ft Wide Mobile

Homes 28

Figure 3.9 Effects of the Weight of a 14-ft Wide Mobile Home on Expected Reaction Forces 29

Figure 3.10 Effects of the Load Transfer Coefficient of Over-the-Roof

Ties on the Reaction Forces in a 14-ft Wide Mobile Home .. 30

viii

i
LIST OF SYMBOLS

A = projected vertical submerged area normal to flow directions, ft^.

B = width of mobile home, ft.

Cd = hydrodynamic drag coefficient.

e = eccentricity of weight of mobile home with respect to longitudinal

axis, ft.

Fj) = hydrodynamic drag force, lb.

H = height from ground surface to top of mobile home, ft.

H' = height from bottom of floor to top of roof, ft.

hg = submerged depth from bottom of chassis beam, ft.

hg = submerged depth from bottom of floor, ft.

Ah = differential head between water levels outside and inside the

mobile home, ft.

= windward pier reaction, lb

Pl = leeward pier reaction, lb.

Tj = vertical-tie force, lb.

T2 = diagonal-tie force, lb.

V = average flow velocity, ft/sec.

W = average weight of mobile home per linear ft, lb/ft.

X|- = horizontal distance from intersection of anchor straps to the point

where the extension of the diagonal strap intersects the underside of

the floor, ft.

= vertical distance from intersection of anchor straps to underside of

floor, ft.

a = load transfer coefficient for over-the-roof ties

3 = angle of diagonal ties with horizontal degrees

p = mass density of water, lb sec^/ft^

ix
SI CONVERSION UNITS

In view of present accepted practice in the U.S. mobile home industry j, common

U.S. units of measurement were used throughout this report. The table below

is presented to facilitate conversion to S.I. Units.

TO C ONVERT FROM TO MULTIPLY BY

ft m 0.305

in mm 25.4

lb (force) N 4.45

lb/ft N/m 14.6

Facing page: The trees surrounding this mobile home

community provide a natural barrier to wind pressures,

thus mitigating some of the potential damage caused by

high winds.

1
1. INTRODUCTION

Mobile homes are lighter than conventional houses and thus are more vulnerable

to the effects of horizontal and uplift forces caused by windstorms and

floods. These horizontal and uplift forces must be resisted by suitable

foundations.

The most common foundation type presently used to support mobile homes

consists of pairs of piers (ungrouted concrete masonry resting on a small

footing slab on top of the ground, pre-f abricated metal stands, or others),

1
about 8 to 10 ft on center^ which support the two chassis beams of the mobile

home; and soil anchors located under the outer walls of the mobile home, to

which the mobile home is tied by transverse over-the-roof straps, transverse

diagonal straps tied to the chassis beams, or both. While in actual practice

often only over-the-roof ties are used, the model standard which presently

provides guidance for the installation of mobile home foundations (NFPA

Standard 501A [5]) calls for diagonal ties, and requires that the minimum

number of diagonal ties exceed the minimum number of over-the-roof ties.

In order to insure the adequacy of the previously described mobile home

foundations, it is necessary to determine the forces that would be induced

in the soil anchors and piers by extreme winds and floods, and then to install

anchors and piers that can resist these forces.

This report contains information on forces acting on soil anchors and piers

as a result of extreme winds, floods, and a combination of floods and wind.

It is not the intent of this report to make specific recommendations with

respect to preferable anchoring methods, required safety margins against

sliding, overturning and buoyancy, or desirable limitations on the construction of mobile homes in flood plains, but rather to convey information which

can be used to calculate actual anchor-strap and pier reaction forces for a wide variety of anchoring systems and loading conditions. Thus the inclusion

of any specific type of anchor-strap connection should not be construed as an endorsement of the use of these connections, and the inclusion of results

of calculations which show actual forces, rather than forces multiplied by

a factor of 1.5, as required in the present Federal standard for the design

of mobile home foundations, should not be construed as a recommendation to

drop this added safety margin.

Facing page: An example of field measvirement of

mobile home response to simulated wind loading.
2. ANALYSIS OF FORCES INDUCED IN MOBILE HOME FOUNDATIONS

2 . 1 VARIABLES CONSIDERED

2.1.1 Geometry of the Mobile Home and Its Foundation

Figure 2.1 shows typical anchor arrangements for mobile homes. The two

chassis beams rest on piers. The mobile home is tied to the soil anchors by

vertical (over-the-roof ) and diagonal ties. Two typical methods of presently

used diagonal-tie attachments are shown. In figure 2.1(A) the diagonal tie

3
2. IB - Far Tie Connection

Figure 2.1 Typical Mobile Home Anchoring System
is attached to the chassis beam nearest to the anchor (near-tie connection)

and in figure 2.1(B) to the far chassis beam (far-tie connection). Realizing that there is a wide range of features of mobile homes, as they are positioned on their supports, that would affect the forces transmitted to the

foundation systems, it was necessary to identify the most Important features

and set limits on their magnitudes. The dimensions considered as variables

in the analysis are as follows:

1) Width and height of the mobile home : either a 12-ft or a 14-ft width was used. The double-wide unit was not specifically considered in the analysis.

The height (H - y^- in figure 2.1) was assumed to be 8 ft in all cases.

2) Center to center spacing of chassis beams : this spacing can vary from

about 6 ft to 7.5 ft. Measurements were made on several 1960- and 1970-

vintage mobile homes located on the NBS Gaithersburg, Md. , grounds and 6.46

ft was found to be a typical spacing. This spacing was used for the calculations .

3) Dimensions x^^ and y^ (Figure 2.1) : dimension x^- is determined in accordance with the chassis beam spacing. It was assumed that the anchor straps are wrapped around the chassis beam, resulting in the tiedown configurations

shown in figure 2.1. Accordingly, the following xj- values were used in the

calculation (in ft).

dimension Xj- , ft

width of mobile home, ft far tie near tie

12 9.08 2.62

14 10.08 3.62

The y^. dimension depends on the height of the piers or other load-bearing

support systems and could vary considerably. A typical value = 2.5 ft can

be calculated assuming a 10-in high chassis beam, a 2-in high base plate below

the chassis beam, two 8-in high concrete blocks with a 4-in high footing, and

an intersection point of the axes of the two tie straps 2 inches above ground.

Since the height of the piers can vary, anchor forces were calculated for a range of y^ values from 1 ft to 8 ft.

2.1.2 Weight of Mobile Home

Weights of mobile homes vary for various makes. There seems to be a tendency

for the weights to increase as the industry develops new models. Thus, older

mobile homes tend to weigh less than those produced today, and it is conceivable that this trend could continue. Longitudinally, the weight is not evenly

distributed over the floor area. However, the load calculations presented in

this report are for a 1-ft transverse slice of a mobile home and it is assumed

that mobile homes have the strength and stiffness required to minimize the

effect of longitudinal load variations. This assumption is based on the fact

that mobile homes can withstand the loads associated with their transportation.

5
Laterally, the resultant gravity force from the weight of the mobile home

does not normally act through its geometric centerline. A study was therefore made of the furnishing and major appliance layout to determine the

range of lateral eccentricities for the weight of a mobile home. The

weight of 1 linear ft of a mobile home can vary from 180 to 300 lb for a 12-ft wide mobile home, and from 240 to 560 lb for a 14-ft wide mobile home.

Typical weights were determined on the basis of information obtained from

several producers and industry sources on new mobile homes presently produced. The assumptions on weight, weight eccentricities, and dimensions that

were made in the calculations are summarized in table 2.1.

Table 2.1. Mobile Home Characteristics Assumed in the Load Calculations

B, ft W, lb e, ft Xj-Cnear tie), ft xj-(far tie), ft yt» ft

12 230 0.55 2.62 9.08 1-8

14 250 0.75 3.62 10.08 1-8

B = nominal width of mobile home.

W = weight of mobile home per linear ft.

e = lateral weight eccentricity with respect to the vertical center line of a cross-section.

X|- = horizontal distance from intersection of anchor straps (vertically below

exterior wall) to the point where the diagonal strap intersects with the

underside of the floor of the mobile home.

y^ = vertical distance from the point of intersection of the anchor straps to

the underside of the floor of the mobile home.

2.1.3 Lateral Load Resistance by Piers

NFPA Standard 501A [5] has no explicit requirement to build piers which can resist lateral loads. Presently, concrete block piers without mortar, con- structed in accordance with the NFPA standard, are most frequently used;

however, several pre-f abricated systems are commercially available. Since

there is no explicit requirement that piers must provide lateral load resistance, anchor loads were conservatively calculated on the basis of the

assumption that the entire horizontal load is resisted by the soil anchors.

However, the effect of the lateral load resistance of the piers, which

would probably equal at least 20 percent of the resultant vertical downward

thrust was also studied.

2.1.4 Load Transfer by Over-The-Roof Ties

If there were no friction between the over-the-roof ties and the mobile home,

any tension force acting on an over-the-roof tie on one side of a mobile home

would also have to act on the other side. However, this situation could only

arise if the tie force would be transmitted to the mobile home by pulleys.

In actual practice, most over-the-roof ties are securely attached to the

6
mobile home, thereby preventing slip. However, it is conceivable that in

instances where over-the-roof ties were not Incorporated into the mobile home

construction there would be some load transfer. In this report, loads were calculated for two extreme conditions: load transfer coefficient a=0 (no

load transferred) and a=l (all the load is transferred). Intermediate cases were also studied and the results are presented in section 3.3.4.4.

2 . 2 WIND AND FLOOD LOADS

2.2.1 Wind Loads

Three different levels of wind loads were investigated: wind pressures specified in the HUD Mobile Home Construction and Safety Standards [1] for (1) the

"Standard Wind Zone (Zone I), and (2) the "Hurricane Zone" (Zone II), and (3)

hurricane wind pressures recommended by the National Bureau of Standards (NBS)

[3]. Both of the hurricane cases assume 90 mph wind speeds. The assumed windloads are shown in figure 2.2(A), (B), and (C), and are described hereafter:

(1) HUD Standard Wind: (Zone I)

A 15 psf uniformly distributed horizontal pressure acting on the vertical

projected area of the sidewalls, and a 9 psf uniformly distributed uplift

pressure (suction) acting on the horizontal projection of the roof area.

(2) HUD Hurricane: (Zone II)

A 25 psf uniformly distributed horizontal pressure acting on the vertical

projected area (walls) and a 15 psf uniformly distributed uplift pressure

(suction) acting on the horizontal projected area (roof).

(3) NBS Hurricane [3]:

A 26.5 psf average horizontal pressure acting on the vertical projected area

(walls and skirt) in such a manner that the line of action of the resultant

force will be 0.6H above the ground, where H is the height from the ground to

the top of the mobile home (the pressure was assumed to vary linearly with

the maximum pressure occurring at the top of the mobile home and the minimum

near the ground). Only the portion of this pressure acting on the sidewall

was considered in the calculations, assuming that the skirt would not transmit force to the mobile home (skirts would be either free standing masonry

Wind pressure calculations for the NBS hurricane are based on a reference

height (height of the top of the roof of the mobile home above ground)

of 9.5 ft. With an increase in this height there is a slight increase

in the wind pressures. The increase is approximately 1.8 percent for

the typical reference height of 10.5 ft and 9.8 percent for the maximum

reference height considered in this report of 16 ft.

7
• 0.5 B

roof uplift force

9 psf

t { t t t t t t t f t

•t: 0.5 B

roof uplift force

15 psf

t t t t t t t t t t ft

\

drag force

t

'

0.5H

„ i

B r

t B

25 psf C3

2.2A HUD Standard Wind (Zone I) 2.2B HUD Hurricane (Zone II)

roof uplift force

part of diagram used

26.5 psf average

H drag

force

0.6 H

28 psf average

skirt C3 skirt

2.2C NBS Hurricane

Figure 2.2 Assumed Wind Loading Conditions

8
walls which transmit the lateral forces directly to the foundation soil, or very thin construction which could not transmit large forces to the mobile

home). A 28 psf average uplift pressure acting on the horizontal projection

of the roof area and distributed in a manner which produces a resultant

vertical upward force acting at a distance of 0.4B from the windward wall,

where B = width of the mobile home.

The horizontal wind pressure recommended by Marshall [3] varies over the

length of the mobile home, with 29 psf acting on the 1/4 lengths near the

ends and 24 psf acting in the center 1/2 length. This was averaged in the

report as 26.5 psf acting on any 1-ft wide slice of mobile home.

2.2.2 Flood Loads

Mobile homes located in flood plains may be subjected to the effects of buoyancy and flow velocity, depending upon the nature of the flooding and the

relative water tightness of the home. Thus, two types of flood forces were

considered: buoyancy forces and drag forces. The flood forces are shown in

figures 2.3 (A) and (B) and are discussed below.

(1) Buoyancy Forces result when the flood water level outside the mobile home

is higher than that inside the mobile home. The extent to which buoyancy

can develop depends on the rate at which flood waters can flow into a closed

mobile home. Field observations indicate that water rapidly penetrates into

mobile homes with air conditioning ducts, and in at least one case observed

by NBS in the New Orleans area, there was no evidence that buoyancy forces

developed. However in other instances where there were no air conditioning

ducts, there was evidence that buoyancy forces did build up, particularly in

situations where the flood water was rising rapidly. Buoyancy forces were calculated as uplift forces evenly distributed over the floor area of the

mobile home. Thus, effects of tilting of the mobile home were disregarded.

This assumption is conservative, since effects of tilting would tend to

decrease the overturning moment on the mobile home. Differential water levels

of from 0.5 to 2.0 ft, in 6-in increments, were used in the calculations.

(2) Drag Forces

Drag forces were calculated by the equation:

^D " ^D

Apv^ (1)

where: Fp = Drag force

p = mass density of water

= a drag coefficient

V = average flow velocity of water

A = projected vertical submerged area
inside

water level 1 W

i\ n n

1

Ah r

Hi

62.4 Ah

- buoyancy force

2.3A Buoyancy Force Without Flow Velocity

flood water level

he V

1 inside " water level

t —^ h's

5 fps

—

—

——

1 62.4 Ah — buoyancy force

2.3B Buoyancy Force Plus Flow Velocity

Figure 2.3 Assumed Flood Loading Conditions

10
The drag coefficient was assumed to be similar to that of a typical barge, which

was determined to be approximately 1.0 [2]. Thus for a 1-ft wide strip of

the mobile home:

= 0.97 h^ (2)

where h^ = submerged depth in ft

and Fq is the drag force in lb

For the velocity v = 5 ft/sec for which these forces were calculated:

Fj) = 24.25 h^ lb (3)

As in the case of wind forces, it was assumed that the skirt would not transmit forces to the mobile home. The depth hg was taken from the bottom of the

chassis beam, and the force Fp was assumed to act at a distance 0.5 hg above

the bottom of the chassis beam.

The calculation assumes that the flow would be sub-critical (Froude Number

<1). This assumption is justified for the velocity v = 5 ft/sec. It may

not be justified for larger flow velocities.

The 5 ft/sec velocity was used because it is considered undesirable to locate

any mobile home in a zone where larger flow velocities are anticipated.

Equation (2) could be used to calculate the horizontal force for other flood

velocities. The calculations are presented for the depth hg = hg - 0.83

ft in which hg is the depth from the bottom of the mobile home floor to

the upstream water surface.

In addition to buoyancy and drag forces, a combination of buoyancy and HUD

Standard Wind was also considered.

11
Facing page: Although this mobile home sustained

roofing damage during Hurricane Frederic , it was sufficiently anchored to resist overturning.

12
3. RESULTS OF CALCULATIONS OF REACTION FORCES

3 . 1 PRESENTATION OF RESULTS

The results of the calculations are presented in the appendix in a series of

computer-generated graphs. The data-location matrix which preceeds the graphs

shows where the data for any particular loading condition can be found. Data

are presented for the following loading conditions: (1) HUD Standard Wind;

(2) HUD Hurricane Wind; (3) NBS Hurricane Wind; (4) buoyancy acting alone;

(5) 5 ft/sec velocity flow acting alone, (6) 5 ft/sec flow velocity combined

13
with buoyancy; and (7) buoyancy combined with HUD Standard Wind. The symbols

used and the loading conditions are shown in the two figures following the

data location matrix.

The data show tie forces and pier reactions as a function of the ratio yt/x^

for a range of y^- dimensions from 1 to 8 ft. A separate set of graphs shows

the magnitude and direction (angle with the horizontal) of total resulting

anchor forces. These graphs can be used when each anchor is connected to a vertical and diagonal tie.

The forces shown are for a unit length of mobile home. In each particular

instance a total force to be resisted by an anchor or tie can be calculated

by multiplying the force shown in the graph by the anchor or tie spacing.

3.2 ASSUMPTIONS MADE IN THE CALCULATIONS

Several conservative assumptions were made when the data in the appendix were

generated. These assumptions are listed hereafter:

(1) It was assumed that the diagonal ties alone resist horizontal

forces, disregarding the potential resistance provided by the piers.

(2) It was assumed that the weight of the mobile home acts with an eccentricity on the downwind side, thus using the lower resisting

moment.

(3) The unit weight of the mobile home was assumed to be at the lower

end of the range, thus reducing resistance to overturning and

uplift forces.

(4) The load transfer coefficient for the over-the-roof ties was only

calculated for the two extreme values, a=0 (no load is transfered)

and a=l (all the load is transfered).

3.3 INTERPRETATION OF RESULTS

3.3.1 General

Figure 3.1 shows free-body diagrams of a mobile home for the near-tie and

far-tie connections for the case of wind force. In the near-tie connection,

given the loading cases considered, the windward diagonal tie force (T2) and

the leeward pier reaction (Pl) will always be engaged. The windward vertical

tie force (T^ ) is only engaged when overturning impends, a case that only occurs when piers are very low (the center of rotation in overturning would

be the bottom of the leeward chassis beam). For the particular case where

force T2 balances the horizontal drag force and the overturning moment

simultaneously neither Ti nor P^ is engaged.

14
DRAG FORCE

*Either Ti or Pw

SOIL ANCHOR

) UPLin FORCE

w

3.1A - Near Tie Connection

DRAG FORCE

1 > UPLIFT FORCE

SOIL ANCHOR

a I ]

3. IB - Far Tie Connection

Figure 3.1 Free Body Diagrams of A Mobile Home

Subjected to External Wind Loads

15
In all other cases is engaged and there is no vertical-tie force (Ti=0).

If the friction between the over-the-roof-tie and the mobile home is very

low, the leeward vertical tie (aT^) is engaged whenever the windward tie is

engaged.

For the far-tie connection and the loading cases considered, the reactions

Ti, T2 and Pl are always engaged. aTi is only engaged when a^O.

For the case where buoyancy forces exceed the weight of the mobile home^ all

four ties are engaged for both the near-tie and the far-tie connection. No

diagram is shown for this case.

3.3.2 Wind Forces

3.3.2.1 Near-Tie Connection

Figure 3.2 is taken from Chart 5 in the appendix and shows tie and pier

forces (per linear foot of mobile home) induced in a 14-ft wide mobile home

with near-tie connections by the HUD Hurricane Wind. To obtain actual tie

and pier forces, the forces shown in the figure must be multiplied by the

tie and pier spacing, respectively. To the left of the vertical broken line

overturning is impending and the windward vertical tie is loaded (Tj^ in

figure 3.1). To the right of the broken line the windward pier is loaded

(P„) and the vertical ties are not engaged. Note that the vertical ties are only engaged when yt/xt is smaller than 0.63 which corresponds to a clearance

above the ground of less than 27 inches, and that even then the vertical tie

force is very small. When the transfer coefficient a=l, the windward and

the leeward vertical ties are equally stressed and the vertical tie forces

increase. It can be concluded from this and all the other plots in this

report that a load transfer from one side to the other of the over-the roof

ties tends to increase anchor and pier forces and is therefore undesirable .

For the typical case of 2.5 ft clearance above the ground (yt/^t ~ 0.69),

the vertical ties are not engaged, there is a very small windward pier reaction, the leeward pier reaction is approximately 160 lb/ft, and the windward

diagonal-tie force is approximately 240 lb/ft.

It is interesting to follow the trend of the reaction forces as the pier

height increases (move from left to right on figure 3.2). Initially there

is a vertical-tie force which disappears when yt/x^- > 0.63. As yt/xt

increases the windward pier is loaded. The pier load increases with

pier height as the diagonal-tie inclination becomes steeper, until a point is

reached where the windward pier reaction is greater than that of the leeward

pier. The leeward pier reaction decreases with yt/x^ when a=l and slightly

increases when a=0 until yt/xt - 0.63. For larger values of yt/x^ the leeward pier reaction remains constant. The windward diagonal-tie reaction

increases steadily with increasing values of y^/x^;.

16
e.e e.5 i.e i*s e.e a.s

SLOPE OF DIAGONAL TIES (yt/xt)

Figure 3.2 Tie and Pier Forces in a 14-ft Wide Mobile Home with Near-Tie

Connections Subjected to the HUD Hurricane Wind Load

17
The previously discussed trends can be explained as follows: The windward

diagonal tie force (T2) is the only reaction force which balances the

horizontal drag force. Thus its magnitude must be

where is the horizontal drag force. Thus, the diagonal tie force

increases as the slope yt/x^ increases. The vertical downward component of

the diagonal- tie force contributes toward balancing the overturning moment.

When yt/xt is small, this vertical force component is too small to balance

the overturning moment and the windward vertical tie is engaged. When yt/x^

is larger, the vertical downward component of the windward diagonal tie is

larger than the force necessary to balance the moments and is therefore

partially resisted by the windward pier reaction. The leeward pier reaction

for values of yt/^t greater than 0.63 is then equal to the weight minus the

uplift force plus that part of the downward component of the windward

diagonal tie force which is required to balance the moments.

It is important to note that the vertical ties for the near-tie connections

could be eliminated entirely . The diagonal-tie force would then increase

for the cases where Jt/'^t 0.63.

3.3.2.2 Far-Tie Connection

Figure 3.3 is taken from Chart 6 in the appendix and shows the tie and pier

forces induced by the HUD Hurricane Wind in the case of a 14-ft wide mobile

home with a far-tie connection. Note that in this instance the windward

diagonal tie force does not contribute significantly toward balancing the

overturning moment. The windward vertical tie is therefore always engaged

and there is no windward pier reaction. The windward diagonal-tie force

increases only slightly with increasing value of yt/xt since the tie inclination is less sensitive to changes in pier height. Vertical-tie forces are constant and leeward vertical-pier forces increase as the vertical component

of the windward diagonal-pier force increases. Note the large increase in

the leeward pier reaction as a is changed from 0 to 1, giving further

indication of the adverse effect of load transfer by over- the-roof ties.

For the typical values y^/'^t ~ 0*25 and a=0, the vertical-tie force is

approximately 100 lb/ft, the diagonal-tie force is slightly over 200 Ib/ft^

and the leeward pier force is approximately 180 lb/ft.

3.3.2.3 Comparison of HUD and NBS Hurricane Loads

Tie and pier forces induced by the HUD and NBS Hurricane Wind are compared

in figures 3.4 and 3.5 for the near-tie and the far-tie connection, respectively. Note that for the typical value yt/^t - 0.69, the NBS hurricane

induces a windward vertical tie force of about 100 lb/ft while the windward

vertical tie is not loaded as a result of the HUD hurricane pressures.

Similarly, at the typical yt/x^ value of 0.25 for the far-tie connection, the

18
0.0 e.2 0.4 0.6 0.S

SLOPE OF DIAGONAL TIES |yt/xt)

Figure 3.3 Tie and Pier Forces in a 14 ft Wide Mobile Home with Far-Tie

Connections Subjected to the HUD Hurricane Wind Load

19
see r-

^ 4ee

CO^ see

aee

lee

overturning

windward vertical

1 tie force, Ti

I

e

'—I—I—I—

e.e

windward vertical

pier force, Py^

leeward vertical

pier force, Pl

e.5

,—^—I—'—I—I—^—I—'—r—!—I—I—'—I—I—I—r"

l.e 1.5 2.0 2.5

SLOPE OF DIAGONAL TIES (yt/xt)

3.4A - HUD Hurricane Pressures

gee

UJ 4ee

see -

e.e

SLOPE QF DIAGONAL TIES (yt/xt)

3.4b - NBS Hur .icane Pressures

•igure 3.4 Comparison of the Effects of the HUD and NBS Hurricane

Loads on a 14-ft Wide Mobile Home with Near-Tie Connections

20
500

400

y 300

200

100

leeward vertical pier force, Pl

0.0

windward diagonal tie force T2

— windward vertical tie forceJi

0.2 0.4 0.6 0.8

SLOPE OF DIAGONAL TIES (yt/xtj

3.5A - HUD Hurricane Pressures

800 I1 \ r

600

UJ

400

PZ 200

leeward vertical

pier force, P|^

windward vertical

tie force, Ti

windward diagonal

tie force , T2

0.0 0.2 0.4 0.6 0.8

SLOPE OF DIAGONAL TIES (yt/xt)

3.5B - NBS Hurricane Pressures

Figures 3.5 Comparison of the Effects of the HUD and NBS Hurricane

Loads on a 14-ft Wide Mobile Home with Far-Tie Connections

21
windward vertical-tie forces induced by the NBS Hurricane wind exceed those

Induced by the HUD hurricane wind by approximately 100 lb/ft. This significant difference between the two loading conditions is caused by the Increased

overturning moments and uplift forces associated with the NBS hurricane

loading. The windward diagonal-tie forces are similar for both loading

conditions, and the pier forces corresponding to a=0 are smaller for the

NBS hurricane because of Increased uplift forces.

3.3.3 Flood Forces

3.3.3.1 Buoyancy Forces

Tie forces, for near-tie and far-tie connections induced by buoyancy are shown in figure 3.6, which is taken from Charts 13 and 14 of the appendix.

Differential heads (Ah) of 0.5, 1.0, 1.5 and 2.0 ft were used in the calculations. Note that for the typical cases, namely y^/x.^ = 0.69 and 0.25 for

the near-tie and far-tie connections, respectively, the diagonal ties resist

relatively little load and most of the load is carried by the vertical ties.

To derive the diagonal and vertical tie forces, it was assumed that their

magnitudes would be proportional to the relative strains in the ties. Thus,

the ratio of the forces Induced in the diagonal ties to those in the vertical

9 ties is sin 3, where 3 is the angle of the diagonal tie with the horizontal.

It should be noted that unless the ties are very ductile (which is normally

not the case) the vertical ties could fall before the diagonal ties are fully stressed by buoyancy forces . However in the absence of vertical ties, or after the vertical ties fail, the diagonal ties could be engaged to their

full load capacity. Since the same ties have to resist wind as well as flood loads, it is of Interest to determine what bouyancy forces could be

resisted by ties originally selected for resisting the HUD and NBS hurricane

loads. A rough comparison is made in table 3. 1 based on the assumption that

all ties are loaded to the working load of 3150 lb and that the number of

ties used does not exceed that necessary to resist the wind forces (actually

the number of vertical ties used in near-tie connection is likely to exceed

the minimum necessary).

Table 3.1 was derived for the typical cases yt/xt = 0.69 (near-tie) and 0.25

(far-tie) and on the assumption that the safety margins against failure are

the same for wind and flood. It can be seen from the table that the ties

provided to resist windloads could resist differential heads ranging from

0.5 to 0.7 ft. If, however, a vertical tie would be provided for every

diagonal tie, the system could resist buoyancy forces resulting from a differential head of approximately 0.8 to 1 ft. It is Important to note that

selecting ties to meet wind load requirements generally results in the use

of more diagonal than vertical ties (see table 4.2.2.1(a) of ANSI/NFPA 501A

[5]).

22
e.e e.5 i.e 1.5 a.e z.s

SLOPE OF DIAGONAL TIES (yt/xt)

3.6a - Near-Tie Connection

e.e e.s e.4 e.e e.s

SLOPE OF DIAGONAL TIES (yt/xtj

3,6b - Far-Tie Connection

Figure 3.6 Effects of Buoyancy Forces on a 14-ft Wide Mobile Home

23
Table 3.1 Buoyancy Condition That Can Be Resisted by Ties Designed for

Hurricane Loads

Buoyancy Condition

Wind Load

Differential head, Ah, ft

Diagonal Ties^/

Stressed to Capacity

Vertical Ties Failed

Vertical

Ties Stressed

to Capacity

HUD Hurricane, Near Tie

HUD Hurricane, Far Tie

NBS Hurricane, Near Tie

NBS Hurricane, Far Tie

0.5

0.5

0.7

0.65

0.5

0.7

0.5

The vertical ties are assumed to have failed before the diagonal-tie

resistance shown in the second column in table 3.1 is developed.

24
3.3.3.2 Buoyancy Forces Combined with Hydrodynamic Drag or Wind

The effect of buoyancy forces combined with hydrodynamic forces caused by

a velocity flow of 5 ft/ sec normal to the long axis of the mobile home is

shown in Charts 17 through 28 in the appendix. Many charts must be presented since differential head Ah, as well as depth of submergence hg must

be considered simultaneously. For the sake of comparing these loading con- ditions with buoyancy effects caused by a differential head Ah = 1 ft acting

alone, reference is made to Charts 13 and 25, for near-tie and Charts 14

and 26 far-tie connections, respectively. It can be seen that the drag

force does not cause large diagonal tie forces. The vertical tie forces are slightly greater than those caused by buoyancy alone. For instance, in

the case of the typical yt/xt value for far-tie connections, 0.25, the ver- tical tie force increases from approximately 305 lb/ft for buoyancy acting

alone (see Chart 14) to 325 lb/ft for the load combination (see Chart 26).

Even though the effects of the assumed velocity flow conditions seem moderate, it is important to keep in mind that drag effects could be significantly

increased by floating debris which can be entangled in the straps and jammed

against the mobile home.

The effects on a 14-ft wide mobile home of combining the HUD Standard Wind

load with buoyancy force resulting from differential heads. Ah, of 0.5 and

1.0 ft are shbwn in Charts 29 and 30 of the appendix. Comparison of these

charts with those for buoyancy acting alone indicates that this loading con- dition causes a significant increase in the tie forces, which may be critical

for the vertical ties. This increase is caused by the effects of uplift and

overturning moment, combined with those of the horizontal load.

3.3.4 Parametric Study

3.3.4.1 General

In this section the effects of the assumptions listed in paragraph 3.2 are quantified for the typical yt/xt values of 0.69 for near-tie connections

and 0.25 for far-tie connections for 14-ft wide mobile homes.

3.3.4.2 Effects of Horizontal-Load Resistance of Piers

The effects of horizontal load resistance of piers is shown in figure 3.7.

The horizontal load resistance is viewed as a "friction factor," y, which

is given as a fraction of the pier reaction. Thus, y=0.2 would mean that

if a reaction force P is exerted by a pier, the pier will also resist a horizontal force equal to 0.2P. A range of y values from 0 to 0.4 is considered.

Note that it may be misleading to view pier resistance as a "friction factor,

since the limiting factor may not be friction but the ability of the pier

to resist horizontal load. As long as there is no requirement to provide a positive connection between the pier and the mobile home, any horizontal-load

resistance of the pier would be limited by the friction coefficient or the

25
250 r~!—I—rn—i—rn—i

\—\—i—i—i i i

\—i—r-

^— windward diagonal a = 0

tie force, T2 near tie

far tie

oo 150

UJ leeward vertical

pier force , Pl

far tie

^ iii 100 -

far tie

50 -

0.0

windward vertical

pier force, Pw

I —J- L^^-r-T

0.1

windward vertical

tie force, Ti

near Vie

I I I I I I I I I 0.3 0.4

Figure 3.7 Effects of Horizontal-Load Resistance of Piers on

14-ft Wide Mobile Homes

26
horizontal-load capacity of the pier. Note that an increase in pier

resistance would cause a decrease in the diagonal tie forces for the near-tie

and the the far-tie connection. Between y =0 and p=0.4 this decrease would

be about 50 lb/ft. For the near-tie connection, small forces would develop

in the windward vertical tie as the load in the diagonal tie is reduced.

3.3.4.3 Effects of Eccentricity

The effect of varying the weight eccentricity with respect to the longitudinal

axis (transverse eccentricity) is shown in figure 3.8. It was assumed in

the calculations that the over-the-roof ties do not transfer loads from one side of the mobile home to the other (a=0)> since this is the case in most

instances. Negative eccentricity is eccentricity on the windward side and

positive eccentricity is on the leeward side. Note that the effect on neartie connections of increasing the eccentricity on the leeward side is an increase in the leeward pier reaction and a corresponding decrease in the

windward pier reaction. For far-tie connections there is an increase in the

leeward pier reaction and the windward vertical tie force with increasing

leeward eccentricity. The effect of moving the center of gravity 0.75 ft

from the centerline in the leeward direction is about a 20 lb/ft increase in

the windward vertical tie force.

3.3.4.4 Effects of the Weight of the Mobile Home

Weight effects are shown in figure 3.9. Note that an increase in the weight

of the mobile home would not affect diagonal-tie forces. However, this

conclusion is predicated on the assumption that the piers resist no lateral

load. Increased weight would substantially decrease diagonal-tie forces if

horizontal reactions are also provided by frictional resistance at the top of

piers. As should be expected, increased weight will increase pier reactions

and reduce windward vertical-tie forces.

3.3.4.5 Effects of Load Transfer Coefficient g

Effects of changing coefficient a are shown in figure 3.10. The extremes

of these effects are also shown in the appendix. Note that there is a moderate effect on the vertical-tie forces which is caused by the increase

in overturning moment about the leeward pier^ and a strong effect on the

leeward pier reaction which is caused by the added downward pull.

27
250 LJ-IJJ-.l-i-LiIJ-LlJ-LlJ.LLJ-LL-L-LJ.J-LlJ-l.

near tie \ , , y>—windward diagonal tie force, T2

far tie y

200 -

150 -

100 -

50

-- 0near tie

far tie

we

far tie

windward vertical

tie force

,

leeward vertical

pier force, PL

far tie

^ near tie I— windward vertical - 1 y pier force, Pw

« i ' ' ' ' « ' I ' ' ' I I I I I I I I t I I 0.75 -0.50 -0.25 0.00

e, ft

0.25 0.50 0.75

gure 3.8 Effects of Weight Eccentricity on 14-ft Wide Mobile Homes

28
500

I ot = 0 near tie

W - lb/ft

Figure 3.9 Effects of the Weight of a 14-ft Wide Mobile Home

on Expected Reaction Forces

29
Figure 3.10 Effects of the Load Transfer Coefficient of Over-the-Roof

Ties on the Reaction Forces in a 14-ft Wide Mobile Home

Facing page: The forces transmitted to this

soil anchor exceeded its pullout capacity

with the result that the mobile home was blown off its support.

30
4. COMPARISON OF CALCULATED REACTIONS WITH PRESENT STANDARD PROVISIONS

The present Federal Standard [1] calls for a 50 percent increase of the

horizontal and vertical wind pressures mentioned in paragraphs 2.2.1 (1)

and 2.2.1 (2) when calculating forces acting on the tiedown system. This

specified overload factor i;esults in tie and pier des-ign forces which can

be derived by increasing the reaction forces in the appendix (charts 1 through 8) by 50 percent. However the Federal Standard does not stipulate

specific tiedown methods, whose resistance can be quantified and compared

with calculated design forces. A more prescriptive approach is taken in

31
the NFPA-ANSI Standard [5], which in the past has provided guidance to

mobile home manufacturers and anchor installers in providing ties and

selecting the number of anchors required. Thus, calculated tie forces

such as those in the appendix can be compared with requirements in

Table 4.2.2.2(a) of the NFPA Standard. The table is based on a working

load of 3150 lb per tie. This working load can be directly compared with

calculated forces, since the calculated forces are also working load values.

The comparison will be made for the "typical" near-tie and far-tie connections

for a 14-ft wide mobile home, namely y^/'^t ~ 0*69 for the near-tie and

y^/xi- = 0.25 for the far-tie. A 73 ft long mobile home is assumed in order

to compare the calculated number of ties with those for the 70-73 ft length

in the NFPA table. It is further assumed that the anchor can provide the

required load resistance since this assumption is implicit in the NFPA

Standard. The same method of calculating the number of ties is extrapolated

to the NBS hurricane and flood conditions in order to afford comparisons.

It is emphasized that the calculated number of ties would not comply with

the federal overload provision, since it is assumed that no such provisions

were contemplated when the NFPA Standard was written.

The comparison of the number of ties calculated in accordance with the

appendix and the number of ties required in the NFPA Standard is given in

table 4.1.

Considering the fact that the NFPA table was prepared for the HUD Standard

(Zone I) and Hurricane (Zone II) winds, there appears to be reasonable agreement between the calculated tie forces and the required number of ties in

the NFPA table.

A comparison of wind induced pier reactions with minimum foundation loads

stipulated in the NFPA Standard is difficult to make because other line

loads may contribute to foundation pressures. In section 4.3.3 of the

Standard, maximum "combined live and dead loads" of 55 psf and 65 psf are recommended for the "Middle Zone" and the "North and Hurricane Zone,"

respectively. Obviously the intent was to provide for either extreme wind

or extreme snow load, but not for both loads simultaneously, and the added

allowance for the weight of occupants is not stipulated. Nevertheless some insight can be gained by comparing calculated pier reactions with the stipulated NFPA design pressures. This comparison is made in table 4.2. Note

that the calculated pressures are for a light mobile home and a 2.5 ft

high pier.

The pressures could increase by as much as 10 psf for a heavy mobile home,

and for far-tie connections they could further increase by another 10 psf

when the height of the pier incteases to 8 ft. However, even for the case

of extreme pier heights and mobile home weight, the footing pressures caused

by combined dead and wind loads could not exceed those stipulated in the

NFPA Standard. Table 4.1 is for the case of a=0. Footing pressures could

substantially increase if there is a load transfer across the vertical ties,

a condition which should be avoided.

32
Table 4.1 Comparison of NFPA Standard Provisions

with Calculated Tied Forces

REQUIRED NFPA CALCULATED

TIES NEAR TIE FAR TIE

LOADING V D Vd/ D u / VD/ D

HUD STANDARD WIND 2 4 4 1 3

HUD HURRICANE 3 7 - 6 2 5

NBS HURRICANE 2 7 5 6

BUOYANCY^/, Ah=l ft. 6 6 7 7

T>TT rW A M/^V A 1- — 1 £ *_ l BUOiANCi, An-1 rt. +

VELOCITY, v=5 ft. /sec. 7 7 8 8

hg = 1.5 ft.

BUOYANCY, Ah=i ft. +

HUD STANDARD WIND 8 8 10 10

V = Vertical tie direction

D = Diagonal tie direction

^/ For all buoyancy forces it was assumed that there is a vertical

tie for each diagonal tie.

b/ The number of ties shown is that calculated from the forces. However, it would be unreasonable to have less than 2 vertical ties,

and probably the minimum should be three.

33
Table 4.2 Comparison of NFPA Standard Provisions

for Footings with Calculated Pier Loads

LOADING MINIMUM FOOTING PRESSURE

IN PSF

PER Ft2 of tributary AREA

CALCULATED NFPA STANDARD

NEAR TIE FAR TIE

HUD STANDARD 24 18 55

HUD HURRICANE 24 26 65

NBS HURRICANE 26 25

Facing page: Unanchored mobile homes

are susceptible to overturning during a windstorm .

34
5. CONCLUSIONS

The conclusions drawn herein relate to the calculated working loads. They

do not relate to safety margins in design which should be based on the

variability of the loads and the reliability of the anchors and tiedown

systems, and which should be consistent with safety margins required in

other parts of the mobile hopie.

The following conclusions can be drawn from the previously discussed results

of the calculations.

35
The diagonal ties are instrumental in resisting the windloads.

Wind-loads can be resisted by diagonal ties alone if a near-tie connection is used. Vertical ties alone can not provide adequate wind resistance unless the piers are designed to resist the horizontal load

component

.

Hurricane windloads recommended by NBS result in larger uplift forces

and overturning moments and therefore require an increased number of

vertical ties.

Vertical ties are more effective than diagonal ties in resisting the

buoyancy forces resulting from flooding. If the number of vertical

ties is not adequate to resist the uplift forces, the vertical ties

would probably fail (unless they are very ductile) before the diagonal

ties are fully loaded. Buoyancy forces could be resisted by diagonal

ties alone if there are near-tie connections, but the ties will not

be very efficient. If flooding is anticipated, it is desirable to have

an equal number of diagonal and vertical ties.

Tiedown systems designed for hurricane winds (HUD or NBS) can resist

buoyancy forces resulting from differential heads of 6 to 8 inches.

If vertical ties are added so that there is an equal number of vertical and diagonal ties, resistance would be increased to 10-12 inches

of differential head.

The drag force resulting from a flow velocity of 5 ft/sec when combined

with the buoyancy force resulting from a 1-ft differential head will

not substantially overload a system designed for the buoyancy alone

(provided that the forces are not increased by floating debris). However, if HUD Standard Wind is combined with buoyancy^ there is a significant increase in the tie forces which should be considered in the

design of anchor systems.

The prescriptive provisions in the NFPA Standard provide adequate^

resistance to the wind loads stipulated in the Standard, provided

the anchors can provide the resistance required of the straps. To

also provide moderate resistance against flooding, the number of vertical ties should be increased to equal the number of diagonal ties.

The maximum pressures on pier footings caused by combined dead and

wind loads are not likely to exceed the design pressures stipulated

in the NFPA Standard.

36
REFERENCES

Department of Housing and Urban Development, Mobile Home Construction

and Safety Standard, Federal Register, Vol. 70, No. 244, Title 24,

Chapter II, Part 280, Subpart D, Amended Version dated November, 1979.

Hoerner, S., Fluid Dynamic Drag; Practical Information on Aerodynamic

Drag and Hydrodynamic Resistance , Midland Park, N.J., 1958.

Marshall, R.D. , The Measurement of Wind Loads on a Full Scale Mobile

Home, NBSIR 77-1289, National Bureau of Standards, Washington, D.C.

September, 1977.

Kovacs, W.D., and Yokel, F.Y., Soil and Rock Anchors for Mobile

Homes - A-State-of-the-Art Report, NBS Building Science Series 107,

National Bureau of Standards, October, 1979.

National Fire Protection Association (NFPA) No. 501 A (ANSI 119.3),

Standards for the Installation of Mobile Homes, Manufactured Housing

Institute and National Fire Protection Association, Boston, MA, 1975.

Yokel, F.Y., Chung, R.M. , Performance of Soil Anchors for Mobile Home,

Third Moble Home/Manufactured Housing Engineering Conference, Universi

of Texas, Austin TX, Jan. 1980.

37

APPENDIX

Calculated Strap, Anchor, and Pier Loads

DATA LOCATMM MATMX

ENVMMMDITM. UMK

VHMD

FLOOD 12'WnTH

»'/ mmn FMTK NUR TK FM TK

STMDMDIIUD 1 2 3 4

HURMCANEHUD 9 0 7 0

HURRICANE NBS f 10 11 12

0 I.S-2.0 13 14 15 10

5 0 17 10 10 20

5 0.5 21 22 23 24

5 1.0 25 20 27 20

STANDARD HUD 0 0.5, 1.0 29 30 31 32

1/ vtltcily, ft/m

2/ tfifftrtiitiil Utai, ft

39
I

Xt

A. IB Far Tie Connection

Figure A. 1 Typical Mobile Home Anchoring System
0.5 B " roof uplift force t 0.5 B

roof uplift force

9 psf 15 psf

t t t u t t t t t tt

\

drag force

t 0.5H

1

15 psf

B

25 psf

B r

A.2A HUD Standard wind (Zone I) A.2B HUD Hurricane (Zone II)

part of diagram used

26.5 psf

H

average

drag

force 1

0.6 H

"—0.4B ^ rrTTTT

roof uplift force TTTTm

B

^ Skirt X

28 psf average

skirt

A.2C NBS Hurricane

Figure A. 2 Assumed Wind Loading Conditions

41
inside

1 W water level Ah t

62.4 Ah

- buoyancy force

A.3A Buoyancy Force Without Flow Velocity

flood water level

V = 5 fps

T Uh T " water level

62.4 Ah

buoyancy force

A. 3b Buoyancy Force Plus Flow Velocity

Figure A. 3 Assumed Flood Loading Conditions

42
43
2

300

CO

LU

200

100

1

1— leeward vertical pier force ^—

a

1

' ^— —

0 — ^^^^^windward^

1

r- windward vertical tie force

n

1 1 1 0.0 0.2 0.4 0.6

SLOPE OF DIAGONAL TIES (yt/xt|

200

150 — a.

100

50

* angle is 90' T

leeward forces

J L

SLOPE OF DIAGONAL TIES |yt/xt)

44

0.8

^ 50

-40 ^

30 =

C0 - 20

I 'I

'

I e.e 0.2 0.4 0.6 0.8

0
SLOPE OF DIAGONAL TIES (yt/xt)

45
4

SLOPE OF DIAGONAL TIES (yt/xt)

46
5

SLOPE OF DIAGONAL TIES |yt/xt|

47
6

0 1 .,_=J , \—_^ 1 ^ J

0.e e.a @.4 0.6 0.8

SLOPE OF DIAGONAL TIES (yt/xtj

e.e 0.2 e.4 0.6 0.8

SLOPE OF DIAGONAL TIES (yt/xt)

48
7

overturning'^sliding

e.0 e.5 1.0 1.5 2.0 2.5 3.0 3.5

SLOPE OF DIAGONAL TIES |yt/xt)

0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5

SLOPE OF DIAGONAL TIES (yt/xt|

49
SLOPE OF DIAGONAL TIES (yt/xtj

50
9

SLOPE OF DIAGONAL TIES (yt/xt|

51
e.e e.a 0.4 0.6 0.8

SLOPE OF DIAGONAL TIES |yt/xt)

e.o e.2 0.4 0.6 0.8

SLOPE OF DIAGONAL TIES (yt/xt)

52
11

SLOPE OF DIAGONAL TIES |yt/xt)

53
12



16

SLOPE OF DIAGONAL TIES (yt/xt|

58
59
18

60
19

61
62
21

63
130

*- 100

hs, ft

1.5- 2.0

0.5

22

Ah = 0.5 ft ^upstream

CO

Lkl £5 80

60

40 -

downstream

20 0.0

100

80

60

40

0.2 0.4 0.6

SLOPE OF DIAGONAL TIES |yt/xt]

Ah = 0.5 ft

hs, ft 2.0"

1.5

1.0

0.5

20 -

upstream

0.8

downstream

0.5

0.0

200

0.2 0.4 0.6

SLOPE OF DIAGONAL TIES |yt/xtj

0.8

UJ

150 -

100 -

50 -

0.0

-70° t

0.2 0.4 0.6

SLOPE OF DIAGONAL TIES [yt/xt|

0.8

64
23

80

:r 60

40

20

0

hs, ft 1.0 ^N^O.D

1.5 'VVX

2.0''Vv\

- 0.5 i.o^J^^^sA

'5

2.0

, upstream

Ah = 0.5 ft

^^^^downstre^^

1 l\ \ 1 \1 1 0.0 0.5 1.0 1.5 a.0 a. 5 3.0 3.5

SLOPE OF DIAGONAL TIES [yt/xt) 350

200

-I 100 -

50

e

Ah = 0.5 ft hs, ft ^2.0

^1.5

1.0

^0.5 — upstream

downstream

1 6_ 1 1

1

I T I

'

I—

0.0 0.5 1.0 1.5 a.0 a. 5 3.0 3.5

SLOPE OF DIAGONAL TIES [yt/xt| 250

200 -

S 150

«/j UJuas 100

50

Ah = 0.5 ft

downstream forces

-n—n—'—I—I—TT— 1—I I I—'—r—r-?—i i—r—

i—

90°

70° !=

60°

.0 0.5 1.0 1.5 a.0 2.5 3.0 3.5

SLOPE OF DIAGONAL TIES (yt/xt)

65
24

66
25

67
26

Ah = 1.0 ft

68
27

69
28

880

s a40

CO

LlJ U

S 220

£J 200

180

160

Ah = 1.0 ft

0.0 0.2 0.4 0.6 0.8

SLOPE OF DIAGONAL TIES |yt/xt)

1.0

ise

" 100

Lkl

50

Ah = 1.0 ft

0.0 0.2 0.4 0.6 0.8

SLOPE OF DIAGONAL TIES |yt/xt|

1.0

350

300

CO

LU

u 250

200

Ah = 1.0 ft upstream forces- 90°

85°

80°

75°

70° 0.0 0.2 0.4 0.6 0.8 1.0

SLOPE OF DIAGONAL TIES [yt/xt]

70

30

see

4ee

3ee

Ah, ftwindward

1.0

leeward

I—oe

UJ^ lee

windward

leeward

_L e.e ».2 e.4 0.6

SLOPE OF DIAGONAL TIES (yt/xt| aee

150 -

e.e e.2 e.4 e.e

SLOPE OF DIAGONAL TIES (yt/xt)

600

500

leeward angle Ah = 1.0

5r 400 -

UJ

&3 300

0.8

e.8

800

100

70° =

0.0 0.2 0.4 0.6

SLOPE OF DIAGONAL TIES (yt/xt)

0.8

72
31

NBS-114A iREv. 2.BCI U.S. DEPT. OF COMM. BIBLIOGRAPHIC DATA

SHEET (See instructions)

1. PUBLICATION OR

REPORT NO. NBs Bss n?.

2. Performing Organ. Report No. 3. Pub! ication Date

March 1981

4. TITLE AND SUBTITLE

A Study of Reaction Forces on Mobile Home Foundations

Caused by Wind and Flood Loads

5. AUTHORCS)

Felix Y. Yokel, Charles W. C. Yancey and Christopher L. Mullen

6. PERFORMING ORGANIZATION (If joint or other than NBS. see instructions)

NATIONAL BUREAU OF STANDARDS

DEPARTMENT OF COMMERCE

WASHINGTON, D.C. 20234

7. Contract/Grant No.

8. Type of Report & Period Covered Final

9 . SPONSORING ORGANIZATION NAME AND COMP LETE ADDRESS (Street. City. State, ZIP) Division of Engineering, Building Technology and Standards

Office of Policy Development and Research

Department of Housing and Urban Development

Washington, DC 20410

Federal Insurance Administration

Washington, DC 20410

10. SUPPLEMENTARY NOTES

Library of Congress Catalog Card Number: 81-600025

I I Document describes a computer program; SF-185, FlPS Software Summary, is attached.

11. ABSTRACT (A 200-word or less factual summary of most si gnifi cant information. If document includes a si gnificant

bi bliography or literature survey, mention it here)

Forces acting on the foundations of mobile homes subjected to wind and flood

loads were calculated and are presented in a series of computer-generated

charts. The loading conditions considered are the two levels of wind loads

presently stipulated in the Federal Mobile Home Construction and Safety Standard,

a hurricane windload recommended by the National Bureau of Standards (NBSIR 77-1289)

,

buoyancy forces, and draft forces resulting from flood water flow. The calculated

forces are compared with present anchoring requirements in ANSI Standard 119.3

(NFPA No. 501 A). It is concluded that diagonal ties are instrumental in resisting

wind forces, and that vertical ties are more effective than diagonal ties in

resisting flood forces.

12. KEY WORDS (S/x to twelve entries; alphabetical order; capitalize only proper names; and separate key words by semicolons)

Buoyancy forces; flood forces; foundations; hurricane forces; mobile home; soil

anchors; standards; tiedown; wind forces.

13. AVAILABILITY

Unlimited

1

1 For Official Distribution. Do Not Release to NTIS

fy^Order From Superintendent of Documents, U.S. Government Printing Office, Washington, D.C. ^^20402.

Order From National Technical Information Service (NTIS), Springfield, VA. 22161

14. NO. OF

PRINTED PAGES

84

15. Price

$4.00

USCOMM-DC fl043-PeO
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