HomeMy WebLinkAbout1984 11-15 EBFAAGENCA
Earle Brown Farm Committee
November 15, 1984
1.
2.
3.
4.
5.
6.
7.
Call to Order: 7:30 a.m.
Roll Call
Approval of Minutes
Staff Review
Committee Member Recommendations
Other Business
Adjournment
STRUCTURAL RPDORT ON THE HORSE BARN
AT
THE EARLE BROWN FARM
BROOKLYN CENTER, MINNESOTA
FOR
BLUMENTALS ARCHITECTURE, INC.
6100 SUMMIT DRIVE-NORTH
N BROOKLYN CENTER, MINNESOTA
BY
ISRAELSON & ASSOCIATES, INC.
9100 WEST BLOOMINGTON FWY.
BLOOMINGTON, MINNESOTA 55431
APRIL 7, 1982
Israelson & Associates, Inc.
f ' CON&UITING ENGINEERS LANE) $URtTYUH~
Page 1
Earle Brown Far►nc
INTRODUCTION
The existing horse barn on the Earle Brown Farris, Brooklyn Center, MN,
was previously inspected by our firm for structural considerations on
August 10, 1981. Our observations and conclusions are contained in a
report dated August 18, 1981. That report is referenced here as a means
of-eliminating some of the background information on the structure.
This current report only addresses the issue of the long tern stability
of the west wing of the horse barn.
EXISTING CONDITION OF THE BUILDING
The north and south walls of the west wing of the horse barn lean out-
ward at the roof line. The north side, of the north wing of the building,
also leans outward.
The current condition of the west wino of the horse barn is a result of
the original design of the roof trusses. Tnese trusses are two feet on
center and constructed primarily out of 2x6 mewbers. Down to a horizon-
tal 2x8 tie, which connects to the roof rafters, the trusses are very
well designed and constructed. Below this tie member, which is located
at about midheight of the truss, there is r.3 substantial bracing to take
the outward thrust of the roof rafters. This truss design was used to
accomodate a ceiling line which would generally be described as an upside
down U.
OBSERVATIONS & RECOMMENDATIONS
At the time of our August 18th report, we recommended the addition of tie
rods in the west wing of the horse barn and jacking against the north
wail of the north wing of the horse barn to correct the current out of
plumbness of these two sections. There are some inherent dangers in
attempting to restore the structure to its original shape. It is possible
to cause distress in various wall and roof members which could even
result in fracture and failure. Thus, it could become necessary to re-
pair several or many members of the wall and roof after the jacking pro-
cedure is completed.
In this report, we are proposing an alternate procedure. Reinforce the
structure only to maintain its present shape and prevent any additional
future movement. Preparations will be made for the installation of tie
rods and/or other structural members as necessary before the buildings
are renovated. The remedial structural work will not be done unless the Z7~
Israeison & Associates, Inc.
CO vS„'ltii; ENGNURS :ANV SURVEYCVRS
Page 2
buildings indicate additional distress in the f1-+11r° The
would be monitored as indicated in this report to determine if such
corrective action will become necessary.
There are no outward signs of distress or cracking either on the inside
or the outside of the building. Therefore, I would conclude that this
sagging of the roof trusses and outward motion of the walls at the roof
line has been occurring very slowly over a number of years. The roof
is a steep 8 on 12 slope, so that normally snow would not accLimulate
on the roof. Thus, I would have to conclude that most of the sag- has
'
occurred due to the dead load of the structure.
It is very possible that the structure has found a "neutral" position
and will not move further in the future. The roof structure is cer-
tainly stable and safe in its current position and therefore, it may be
advisable to not tamper with the structure at the present time.
I would suggest that the structure be monitored, i.e., surveyed, several
times for the next 12 months to verify movement or the lack of it.
Based on these observations, it may be advisable- to continue the monitor-
ing process in the future on a reduced scale. For the first year I
would suggest an accurate survey be made of the north and souL.r wails
of the west wing at the roof line with surveyilig instruments and an
established control point. Due to expansion and contraction with the
change of seasons, and the possibility of snow acculinulation in some years
(as this past winter), it may be advisable to take 4 readings the first
year. One set of readings in the summer, the fail, mid-winter and the
following spring. Then, based on the results of these observations,
determine a monitoring schedule for the following year. For the details
of how the monitoring program should be handled in the field, I would
refer to our survey department which is currently engaged in similar
'
programs with other buildings in the Metro area. If these details are
important, I will add an appendix to this report at a later date.
'
In our report of August 18, 1981, we recommended the installation of tie
rods in the west wing of the horse barn at approximately 5 feet on center,
starting from the west end of the wing, Since the roof trusses are 2
'
feet on center it may be reasonable to assume that the wall studs are
ll
at 6
also on a 2 foot grid. Threaded I-bars could be inserted in the wa
feet on center adjacent toa stud and the top plate and fitted with a nut
and a steel plate on the outside and a large washer on the inside. The
'
nut should be tightened so that eye bears against the washer on the in-
side. The exterior steel plate should be 4"x12"xl/4" or 5"x15"xl/41' as
'
conditions permit.
A 5/8" or 3I4" diameter eye bolt should be used. Since the loads in the
cables will not be large, it should not be necessary to use thimbles
to return the cable through the eye's. (Pages from the Crosby catalog
l
are included in this report, for reference,on the various structura
items mentioned here.) If thimbles are used, then larger eye bolts are
necessary to acconodate them.
I
t~A Israelson & Associates, Inc.
' CUNSULTING ENGWLF.RS. LAND SURtTYQRS
1
Pa ge 3
If the monit^rinc indicated -additional movement of the structure, then
a cable a. t..- b- a-ached tv the I-bars tv form a
tie rod. A diar.~_~ter 6x19 or Bxi9 fiber core cable should be used.
Adjustments in the cable can be taken up with a 5/8" diameter eye to
eye turnbuckle. Th= cables could be stressed with the force of 1000
to 1500 pounds t:, take any stretch out of the system and to stabilize
the roof from further mr,vewent.. in this case, the intent would be to
maintain the existing shape of the building and not attempt to return
the walls to their forger position.
If a greater cable spacing is desired, say 12 feet on center, then an
additional strut-urzl member must be added to the outside of the wall to
the roof line to distribute the cable forces. This member could be a
steel angle, 6"x6"x3/8", upset so that it fits into the corner where the
wall joins the roof line or a continuous 2x6 or 2x8 member. The re-
maining details with the tie rods would be similar to that indicated
above. Four tie rods would be used in the form`r case and 3 tie rods in
the latter case.
I believe that it would be preferable to space the eye bolts at 6 feet
on center since this provides the strongest system for supporting the
roof.
A tilt to the north wing of the horse barn is also a result of the design
of the roof trusses in the west wing. This wing might also be included
in the monitoring procedure for the first year. However, I doubt that
we would find any additional movement here. The north wing appears to
be structurally sound in its present condition. The north wall of the
wing cannot be returned to its plumb position without first of all taking
the sag out of the roof trusses of the west wing. Since it is our plan
at this time to merely assist the west wing in maintaining its present
position, it is not feasible to correct the tilt in the north wing with-
out reconstruction of the walls. Therefore, no remedial work should be
E
attempted on the north wing of the horse barn under our present plan.
COMMISSION AND SUBMITTAL
This report was requested by
Blumentals Architects,
Inc., Brooklyn Center,
MN, for the proposed project
referenced above.
'
This report was prepared by
Israelson & Associates,
Inc., Bloomington,
MN, April 7, 1982.
'
4r
44'
Lowell E. Wenze
l, P.E.
11 11.•.
'i Israelson & Associates, Inc.
' CONSULTING ENGINEERS. LAND SURVEYMS
a.:: ae •;.9a~: 1~. .i„r•Jr:-• awn.arti ..t.L. ..~.t-. .L.M..t~r::., ..._L,. ,'i..:::r»a:::ic~<t ,17',?:; .i~.r,-.r ,u'J:2.:'rti.:~a.1rti:!s:- ••~v+ix:.
*ti:
G-291
REGULAR NUT
Galvanized, Forged Steel, Quenched and Tempered
1/4 x 2 1
11/2
I 1/2
11
1 500 7.36 1
1/4 x 4 1
21/2.
j 1/2
j 1
I
500 12.361
5%, 6 x 2 1/4
11/2
5/e
11/4
_
800 1 13.25
S/, 6 x 4 1/41
2 I/k
5/e
11/4
-8001 19.50
.8 x 21/21
11/2
1 3/4
1 11/2
I 1,200 1 24.33
% x 41/21
21/2
1 3/4
1 11/2
1 1,200 1 30.58 j
3/8 x 6 1
21/2
1 314
1 11/2
1 1, 200 1 34.83
V2 x 31/41
11/2
j 1
1 2
1 2,200 1 54.75
1/2 x 6 1
3
i 1
1 2
1 2,2001 74.00
1/2 x 8 1
3
1 1
1 2
1 2,26-6-1 78.00
1/2 x 10 1
3
1 1
1 2
1 2.2001 88.00
1/2 x 12 1
3
1 1
12
1 2,200 1 105.00
% x 4 1
2
11/4
1 21/2
1 3,500 j 101.25
% x 6 1
3
1 114
1 21/2
j 3.500 1 124.25
se x 8 1
3
1 1':a
1 211./2
F3,560 I 131.00
4 x 10 1
x 12 1
3
4
j
1
5,ip i 52 00
1
5
I
n
2
/z
3.500
186:2
3Y4 x 41/21
2
L 11/2
3
.44
I 5.2001 161
3/4 x 6 (
3
! 41/2
3
r 5.200 L_' 33 3»_i
3/4 x 8(
3
3
5,20C ' 208.
3/4 x 10 (
3
3
'
5.200 j 230.00
:4 x 12 1
4
1 1 ?'z
i 3
L 5.200 I 251.94
-
3/4 x 15 I
5
1_ 11/2
; 3
j
5,260
O 4
1
7/e 'x 5 I
21/2
3/4
1
1
31/2
_
i 7,200 j 283.60
7/e x 8(
7
4
_
_
1 -'4 3'.,,2
1 7,200=319.85
/e X 12 1
4
11 4/4
f 1
1 7 ?nC T
386.x5 I
1 x 6 1
3
4
1 2
T
_
1 0.666 384.x2
1 x 9 1
4
_
1 2
4
1 10,000 451.6 7
1 x 12 1
4
F-2 4
1 10,000 525.69 1
1 X 18 1
7
1 2
. 4
i 10,000 ! F067.17
1
11/4 x
8 1
4
I 2?z
~ 5
15.200
1/ i 680.00 1
11/4 x 12 1
4
1 212
11 5
1 15.200 ! 920.00
11/4 x 20 (
6
j 21/2
15
1 5,200 1,209.50
a~
1 -
G-277 •
SHOULDER
PHUT
Galvanized, Forged S
teel, Quenched and Tempered
.
ti ~5''-'i n.~„T y3 .t i -~t~t„si.?.5=+,+sr7~, ~yfi~`•.~.~~~~ ~ ~ s'K'
31
.i~
~
~ri.~t' ' •i. r'Y'
1'Y.'2~cc.L
,,'a x 2 r
11/2 I
7/e
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~ 500
1
6.61
1/4 x 4 1 21/2 j
_
1/2 7/e
-
1
1 5001
8.61
1 S1,6 x 21/41 11/2 1
5/e
1 I/e
1 8001
10.50
5 ',6x 41/41 21/2 1
~
5/e
_
~11 '/e ) 800
16.25
~ x 2'/z
11/2 1
3/4 1 ?!e
1 1,200
20,33
1 Va x 41/z
~21/2 1
3/4 13/8
1 1,200 1
31.58
Yz x 31/41 11/2 1
k
1 13/4
2,2001
37.50
1/2 x 6 1 3 1
1 1 1?44
1 2,2001
58.25
1 ~Ae x 4 1 2
i
1 1/4 L.21/4
~
1 3.5001
78.25
1 5/e x 6 1
5
1 1/4 1 21/4
j 3,500
100.25
1 3/4 x 41/21 2 1
11/2 I 2?44
I 5.200
143.44
3/4 x 6 1 3 1
11/2
23/4
1 5.200
164.44
7e x 5 1 21/2
13/4
_
3'/4_
j 7,200
218.35
5
x 8 4
13/4 1 31/4
j 7.2001
278.8
1 x 6 k3 1
2 i 33/4
110,000
360 00
1 x 9 4 1
2 1 3-V4
10.000
429.17
11/4 x 8 1 4 1
21/2 1 41/2
i 15.2001
729.00
111/4 x 121 4 1
21/2 L 41/2
1 15.2001
796.00
111/2 x 15 16 1
3 1 51/2
21.400; 1
,425.00
All bolts galvanized after threading. Hex Nuts are
American Standard Heavy, Hot Galvanized.
G-275 '
SCREW EYE BOLTS
Galvanized, Forged Steel,
Quenched and Tempered
!,4 x 2 1
1/%.
4.251
1 6 x 21,14 ii-5%e 1
1,;e I
9.251
_3/e x 2'..'i I
?'a ;
12/8 j
17.00
V2 x 31/4 1
1 1
1 a/4 I
31 25
Se x 4_
11'4_;
_2'/4 1
67.00
3/4 X 4Vz
1 bz 1
23/4 1
-1 24.00
30 Crosby
:L L 6 L iW 1.1. .:suite %ho
_ , ...i ' r =_s;: k- f : n... , . .w.-..>R..:~.tis_.y .:.s..~.......::..+.: _ -~..,.ra...a: .Z Z,•.i,
STANDARD WIRE ROPE THIMBLES
Galvanized Steel *Sizes available in open pattern.
=1, _ Q : .~J G-408
1 ;'f 1 S 3
(OPEN
~e_-~t.#~s`'_+s~"',:".tz.4'''"}a•'"` PATTERN)
334__- 1'-s+4 1'+4 1' c F _?~z.- _Se_ 3.3
f •1.a 1 1+5 5. 9. S 3 3
-if
3; Zlv 1t6. 15.'0 ••.f~ ?,f 1 71
P 7.5^v
f 234 13a 17e ii,e I 9+ 11, 18.80
• 3'. 2=4--2'i4 1yE-f „'f 1 a_ 36v Ia
_ lie 5--- 33• 31/2 17's 's 1 a 9C.
11 - - _ G-411
1 5", 33/4 4'/4 STANDARD
_1'e-1 i. z'e 45•,f _4'12 12 »l~ 1fi6
112 /bi 5?k 5 3',. 19,,6 3';e _ 325 Recommended for light duty
1?a 104 7111 7'ie 41 ?'6 41:'6 583.25~fI service. G-411 meets Federal
-2 I1G34 7v. 71,4 4',a 21e I aye _583.251 Specification FF-T-276b Type II.
EXTRA HEAVY WIRE ROPE THIMBLES
Galvanized and Stainless Steel SS-414
c..'7*sv.~«.rs r4-c~r.~yrr~: -•~-r--f- (STAINLESS
STEEL)'Sizes s.
.3.t r,_:.i r '-t _ f t 1..,"_ .r- +c,,._ 3.- I•C4. .~..f 4e`" Sr
:T~Tj •y '"~~~•z,. ca ~ s. ,h} W ti,.° w~,t: - avai1 lable
In r< ••'!r
xu "s- 2 ~ ~ 4?'YsiX
Stainless
,-~~~5-.i3~~.`i1L:r-i4ic.Grc ~hw .a C.s.M .L... • .
1 14 23 1112-I}-15t ~e 13, ! 7-5 I t304j Steei. 'ab.r~aw ~
•?t _ 6 _2/s 2_6 _ e 3; • , 25-
7.f 1 3':a~ 2Le 23e~ 11/4 4", --13 If, - 36
- r
•1r -t 35e 2?a 2?e 1_yi _~'•~z _ 17,6 1 51._1
9•,6 3'~e~t.'16 23'4 11/2 29.3? i?.,y 1 51.
• 4 1 41/a I 31/6 13,i 1 1 ~e { 75.~b
_~4 { 5 I 33,4 3a'4 2 11ii 17ie l 147.''"--°:•, ~ .Y - G-414
i 7/e i 5117 { 4?/a 4tid~ 2,,e 13ri3 1211s 1 185. 1
T-ii 5Z
•1 I 61,64ui,6 4!'2 2!'2 19~ 2-% { 291.6_6
1~%-11/4 7 57/6 5?,6_ 27/6 ^1_?/e_ 2a14 I 383.331
lba-1?4 I_9?.1 _6'?•~6 61''? 31.12 21:h 33/-l 816.66 EXTRA HEAVY
1Ave-11-•2-~-9 71re 61%4 1/2 _252 3?e 11.166.66 A rugged rope thimble recommended
1St I. 1i1i4 81/e 8 _ (a I 2~i4 37/61.625.00 for heavy duty service. Thimbles G-414
1~Yb 1123•, 2 9 4112 121/e_ a I1,837.5o meet Federal Specification FF-T-276b
17/6-2 151/9 10?'e 12 16 _3_116 _ 5?e 2.575.00 Type Ill.
2114 -_j 17Le 117!6 14 7 35/6 67ie~3 850.00
SLIP THROUGH WIRE ROPE THIMBLES
s S2`T}~. '~`1O,sc-„` i t)~ i iS..'t•[ - f C i ?z1y a,ti'_'=~ s r[,-+« .c~:• ^.•"US`...l,.i,(
e^ yea ~ t ` J e , ..J°•. ~ tll e ~W._alY,"$-, Sctl Ica u'L
S-410
w sv._'t 4c 1Y-+: •r; trr 't'i ,tir a t- T f
~ ha . Z -Y 1)>., t•L - 1`5.,.'4' ~ - q az•9''.
tea.. t v t~~ s+t` r,• 's;.a~:; 6e.q-=~k r .y_i; 1f.T"~r r4.'
F'.,.'+,"urs.,s " ~ Y~~.r>i-;• F,• L , .f-.34~-~?~t.. a ~ • 1~`, ~c 'J;,,, t•b <+y,s
_ 1/6 511.,rL{ 35.,6 451 1 2 I,--1i_+_6 .67 ` f •...~k. at ;i' ,
3„E 7 I 43.,6 53.4 i 21,2 I-Z's 23% l .94 SLIP THROUGH
1a ~9t3:,~ 5~; 8 13?~ 1?16 33_,4 _1 3.00 „ For choker sling use. Welded ends to
,if ' i 7 NO 41h 14116 1, 5.67 prevent distortion. Deep scored to
?te 1359 77,e ? 11i4 a3. i 3: ~.as~ I 7.30 hold rope strands firmly in place.
SOLID WIRE ROPE THIMBLES
St~,
a t.'1 z'''1'°• t~r*~fi `A4'~ ,.C,S ,k :i K•rii+l Q•%'~,tti c+,+ :a'~-..:,~
r `•7i'~~ -.t£'t..a-,;,,r~ \ c d u'-!+' •t'" ^F_'•'"s L`~.,_r' 'r"` C
,,sx -.~Ta,°-~ _ Xt•-. { jet h 1•.'- r~...11..• _ r~ I
BSI w~zii t l"ltta~ln-. [+1 .i -41 G Y:!a
1/I __21314 21'e s 1 _ i:o
41, 3h 1/8 3 lb
~4 d'!,4 3331 134 _ _13, 3 3 I SOLID
7n I 6~,~ a!-2 154 14 _ _I 5.0 ~ Fits open wire rope socket, boom pen-
t I_6'-,4_ a!%a yt~,,_ _ 2 #:..5 dant clevis. as well as wedge socket.
53t,_ _ 21.2V, SGraphitic steel in smaller sizes. larger
11,:-136 71,: 00 sizes cast steel.
Crosby
L
Proof Load twice Safe Working Load s Ultimate Load five times Safe Workinq Load. `r
HOOK
c
Dimensions and strength 7s"
F !
/A I va ;4 7-' 4--- - - ~ 1 40Q -
L She- I s'+4-/+Q _ +/2 - - - 1 x9~Z_ - - 00 3A 3A
S
B A 1/2 ,tr+e---- --21,-_ 2n'~2 1 500 32 'I - I ''I { t'i'l'l' 5✓e I 54 I 27%2L 211z- 2.250
3/4 I 3'4 t zy7Z._..--4 s,1 3:000,
_5 _ 4000
'Ile
'32
1 1 1 =1 /e_- 1- a - - 29
1 1/1 1_+1h it/z i 6 629j2 5.000
E 11/2 15',6 13h 1?% 8 ''32 7.500-
I 1/4
1 , V12 7;1a 1
25,,7
1 1 251,, I
500
SAR
I ?hR 9it~ I
,5/1.
1 23",4 1
800
11/8
I 29,1. I
1.200
1/2
I 27/ 2 I ?/~4 I
1'.4
I 3x•'1, I
2.200
%
1 7/8 1 1/2 1
1 a'4
I 3718 1
3.500
3✓4
1 1 1 34 1
2:
i 4111,, i
5.200
2/8
_
1 11/4 1 3/4 I
_
234
T- 514 1
7,200
1
I 1 ',4 I x/e 1
3
6zi 1
10.000
i 11/4
/
1 1 t3,~l~ ~1 t/e 1
391.4
I _ 5V. 1
15.200_
11
2
I 2 Ve I 11/4 1
4 ?/e
8;4 f
21.400
two
I 234 1 1+/2 1
411•,4
I 10 i
28,000 I
2
I 211!,4 1 13'4 1
53/a
1 121/8 1
37,000 I
21/2
31/e 2 I
61/,
I 13''.4 I
60.000
23/4
31/4 21/4
7
15 +
'5.000 '
F
JAW
,
Dimensions and strength
E
D_ C B 111 --4W 111;
t
E ,
/ I G I
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i - lI
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Dimensions and strength
/101,
B
I
ICi
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to
1MIN 1IT, i1
II
i',
1
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I X5'
1 91 1/2
_
9
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4
-
32
2
-
3 /8
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.
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1''e 1'5'32
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1 13116 25.32 21.72_.
713:.8 1 tyy.
l za I-1 233;
_I 21`8 1,',6 1,11
' 3, 23.8
.
1 "4 I 22977
! 41,g
_21/4
212
2~`e
191:8
1 1%
-
-
1 _`ya I -316 1 23'4
1 3"2 -
. _
118 fi53b
5442
1 5',a 101'4
- 90C
-
6
7.
t/2
6
1 71,1 _ 44 1'~a 16
! .200
3i
6
I 6
7
1 8'
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-
8
I 6
I 85b I
s' ' 8
I
7 200
I
i
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I 6
6
1 9 11-•2 1 5 9-
1 9'b 1
_
114
6
'2.
i s4
I 6
1-6
10 23- T- 3- T- 1
- -
- -
---2
21/2
1 g
6
~
_23
_
-
1-
,
1
1
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-1
21a
-
424
`5
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4
4_13
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14 Crosby
154-i-v" L_ s00
2 1 "%•a I 800 _
231_k..
-F2 .00 -
2 3.a 1 24^
1+-i -:1, --t-. 5.200
4 7. "10
51 3 I~c''8_ 1 C_ii00
-711 2 1 1 ',.200
- r.i t- 3,.8 t 2• -00
±:,'z-
28.0 -__CC _
3+' s 3.7,000
rr
15 1 6's 1 75 :AO
STUB END TURNBUCKLES
Dimensions and strength
t , 1
CAS-
-U- T - R- T U'
Dimension'•W•' figured with stubs screwed
in as shown. To determine overall iength
of longer takeup turnbuckles add the
difference in takeup.
-:.<'s'r«tr >'n... ,.,,...t r.-,~_ "`l.? RL'rJ_C ~.GuL•Gi, dtw~ n.~„~.r,.._... i.t_.....
G-450
Look for the Red-U-Bolts
your assurance of
Crosby Clips
CROSBY'S CLIPS
• Forged base
• Entire Clip - "Hot dip" galvanized to
resist corrosive and rusting action
• Only Crosby Clips have a Red U-BOLT
for instant recognition
IMPORTANT: Failure to make a termina-
tion using Crosby Clips in accordance
with available application information
could lead to a reduction in the efficiency
rating.
Correct application instructions available
in handy Crosby Clip Application Card,
from your Crosby-Group distributor
Crosby Clips all sizes 1/4" and larger
meet Federal Specification FF-C-450
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INSPECTION OF HIPPODROME AND HORSE BARN
PRIOR TO RESTORATION
1
AT
THE EARLE BROWN FARM
BROOKLYN CENTER
MINNESOTA
,
FOR
1
BLUMENTALS ARCHITECTURE., INC.
1
6100 SUMMIT DRIVE NORTH
BROOKLYN CANTER, MINNESOTA
1
1
BY
1
ISRAELSON & ASSO
IATES
I
,
NC.
C
'
9100 WEST BLOOMINGTON FRW.
BLOOMINGTON, MINNEOSTA 55431
1.
1
Israelson & Associates, Inc.
CONSULTING E.NG:NEERS. LAND SURVEYORS
Page 1
'
Earle Brown Farms
INTRODUCTION
Th
i
i
e ex
st
ng hippodrome and the horse barn on the Earle Brown Farms,
Brooklyn Center, Minnesota, were inspected for structural
considerations
on August 10, 1981. Both buildings will be remodeled to
provide new
'
industrial-warehouse space with accompanying office area.
Each of these
buildings is treated separately in the following report.
HIPPODROME
A. Building Description
Th
i
e h
ppodrome is a one story masonry structure with
a steel truss
and wood joist roof. The building was constructed in
1929.
The floor area is approximately 13,000 square feet.
The exterior
masonry walls are about 15 feet high with bow str1# 6
steel trusses
rising another 9.5 feet. The roof trusses are spaced
at 20 feet
on cente span 73 feet, and are supported by pilaster
s in the
exterior walls. 2 x 12 wood joist span between the
trusses at
2'0" on center. All dimensions noted above are appro
ximate values
at the present time.
B. Observations and Recommendations
The masonry on the west elevation of the building exhibits spalling
and cracking in several locations. The whole exterior should be
' - sand blasted and then inspected for block and mortar deterioration.
(Sand blasting will also be necessary as a surface preparation prior
to painting the building.) All loose block and mortar should be re-
moved. Joints should be tuck pointed as necessary.
In areas where the face shell has been spalled off, the remaining
surfaced should be thoroughly cleaned and then wet down immediately
' prior to patching. The patching material can be a small aggregate
concrete mix. The surface of the patch area should match the
alignment of the existing block, and new joints should be struck
which correlate with existing joints.
Each of the concrete
should be checked for
' The proposed interior
joist and also applyii
' the joist., (along the
remain exposed.
"soaps" or "washes" on the top of the pilasters
bond to the existing block.
renovation includes insulating between the roof
ig a gypsum board ceiling to the underside of
curve of the roof). The steel trusses will
' Israelson & Associates, Inc.
C(NVSULnNG ENGINEERS, LAND SURVEYORS
%bl
Page 2
The wood joist can support the dead
gypsum board ceiling in place, but
lights, unit heaters etc. should
steel trusses. It is advisable to
units near the ends of the truss.
load and the live load with a
all other mechanical equipment,
be hung directly from the
position any heavy mechanical
The roof trusses are only braced on the bottom chord at midspan.
It would be advisable to include two horizontal lines of tension
braces at the quarter points of the span. These braces could be
a 3 x 3 angle or 1" diameter bar. With more refinement of the
interior renovatiQ0, these braces may be intergrated into the support
for lights or mechanical equipment.
HORSE BARN
I - A. Building Description
The horse barn is a one story wood frame structure. The floor plan
of the building is oriented in three wings which form in an
abbreviated T-shape. The building was constructed 1929. The hippo-
drome and the horse barn were designed for joint usage and are
connected with a short passageway.
The wood frame walls of the horse barn are approximately 12 feet
high, with an 8 on 12 roof pitch, total building height is
approximately 25 feet. The north and south wings have an attic
which is served by a stair well in the north wing.
The roof of the west wing has sagged and the walls have moved out-
ward at the top. The northwest corner of the north wing has also
moved outward at the top due to the movement of the west wing.
B. Observations and Recommendations
'
The sag of the roof on the west wing is due to the outward thrust
of the roof rafters. Unlike the north and south wings, there is no
structural tie across the building at the top of the wall.
The sag in the roof can best be repared with tie rods to take the
roof thrust. Based on my observations at the site, I would rec-
'
comend the installation of 6 tie rods in the west wing.. The first
4 tie rods should be spaced approximatel
5 feet on cent
in th
y
er
e
westerly 20 feat of the wing. The remaining 2 tie rods will be
located in the easterly 20 feet of the wing. These rods can be-
spaced about 10 feet apart.
5/8 inch to 3/4 inch diameter cable can be used with a center
'
turnbuckle for the tie rods. The cable should be attached to an
yp"'511
' Israelson & Associates, Inc.
CONSUlT1NG FNCINCFRc ! A%n cr wr.c .•.~c <
Page 3
eye bolt at the exterior wall. The bolt would pass through the wall
to a 5 inch by 15 inch x 1/4 inch steel plate located on the outside
face of the wall. The cable should be positioned vertically at a
point just below the double plate at the top of the wall.
The cable, bolts, plates and turnbuckles can be installed without
tightening the assembly. The actual jacking of the walls back to
to a plumb position might best be accomplished with several come-a-
longs hooked into the eye bolts. With each jacking of the walls, the
'
center turnbuckle can be tightened to pick up the slack in the cable.
The jacking sequence should progress through all cables in order
starting at the west end of the wing. The walls should only be pulled
in a small amount each time. Experience with the first several rounds
'
should dictate how fast this can safely be done.
The sag in the roof on the north side of the west wing should also be
shored up and pushed upward as the wall jacking occures to prevent
crushing these roof rafters.
The northwest corner of the north wing can also be jacked to a more
plumb position in conjunction with the straightening of the west
wing. This work can be done from the outside with a hydraulic jack.
Extreme care should be taken to avoid damage to the north wing by
over jacking.
The sag in the ceiling structure at a window in the northeast corner
of the west wing will also be corrected. From discussions at the site
on August 8, 1981, there are Iwo possible solutions. The first one
involves some additional wood structure in the attic to pick up the
ceiling. The second solution is the installation of a wood truss
under the ceiling,spanning the wing. When a choice of these systems
is made, I will proceed with a appropriate design. In the case of
the truss, I would suggest providing building loads and truss depths
'
to the fabricator, but not producing a complete truss design.
' COMMISSION AND SUBMITTAL
This report was requested by Blumentals Architects, Inc., Brooklyn
Center, Minnesota for the proposed project referenced above.
This report was prepared by Israelson & Associates, Inc., Bloomington,
Minnesota, August 18, 1981.
I .
Lowell 1. Wenzel, P.E.
r
rAT, 7%
- L.i Israelson & Associates, Inc.
CONSUL nNG ENGINEERS. IAND SURVEYORS
jr o ,r
3 13
11 14
cc
t.,
�tU 'l �111�nJC1a 18
15L
�9 2 I b
THE EARLE BROWN FARM BEFORE 1964
1 Earle Bmuln House
2 Farmhouse A� C
3 Barn A I- J
4 Pumphouse I
3 Log House p
(6 C 6 Barn G Q
7 Chicken House p Blacksmith Shoff A I ti
8 Mechanical Shop Barn P
9 Pig Yard ffff
10 Horse Barn D i
11 Farn, Foreman's Home
12 Shed
13 Barr. H b
14 Barn E CU
13 Hippodrome
16 Kitchen Building u'
17 O/f r i O
18 Carria�¢e House
19 Site of Cap Martin School
20 Gardener's Home
21 Smoke House
22 Tombstones
Not to yule