Research Report 301
EVALUATION OF CORED SPECIMENS FROM TIMBER CAISSON BENEATH PIER NO.2 OF THE US 25 BRIDGE OVER THE OHIO RIVER BETWEEN COVINGTON AND CINCINNATI Fl4l(l)
KVP-56; HPR-1(6), Part Ill
by
Jas. H. Havens, Director of Research Assaf Rahal, Research Engineer
Division of Research DEPARTMENT OF HIGHWAYS Commonwealth of Kentucky
December 1970 INTRODUCTION
from the Pier No. 2 of the tormer C&O Bridge at Covington is off-shore 1927, this pier Kentucky side of the Ohio River. It was built in 1887. In The other three was extended downstream to support a new railroad bridge. to high piers remained independent. The original structure was then converted 1937. In 1968, an way use and was purchased by the Commonwealth of Kentucky in deficiencies in engineering analysis of the superstructure indicated critical traffic. Subse terms of "safety factors", and the bridge was closed to all Of greatest quently, various plans for reconstruction came under consideration. No. 2 ·- jointly significance here is the consideration toward re-use of Pier Cost estimates with a new highway bridge and the existing railroad bridge. uoon the appeared persuasive; the structural feasibility remained dependent of the mason•j, con integrity of the pier -- more specifically, the worthiness crete, and the underlying timber caisson. vertical Prior to removal of the steel superstructure (fall of 1970), report concerns the cores were extracted from Pier No. 2 for evaluation. This evaluation of specimens of wood from the timber caisson. in the Trans The substructure construction was described by wm. H. Burr, 1890; a copy actions of the American Society of Civil Engineers, Vol. XXIII, is most per is appended hereto for convenient reference; Plate XIII, therein, tinent.
PERMANENCE OF BURIED TIMBER FOUNDATIONS
throughout Timber foundations under masonry structures have been employed history. Wood buried below the oxygen-diffusior. zone is preserved recorded for a short oxygen starvation of fungi and bacteria. Decay may proceed through and utili time. Anaerobic bacteria have an implied capability of regenerating cycle is likely to z.ing oxygen from host organic matter; however, the digestive buried woods do become unbalanced, poisoned, or at least arrested. Obviously, pilings suffice for not persist forever. Some commentaries indicate that wood the tenure of 80 to 100 years; others suggest hundreds of years. However, years. American structures in this country rarely exceeds a hundred or more limits engineers do not usually build to withstand the ages. Obsolescence main piers of the tenure. European engineers strive for greater tenure. The site, was begun Roebling suspension bridge immediately upstream from the C&O 10-12 feet in 1857; the piers are founded on hewed log mats set on gravel 1867. above bedrock. The bridge was opened to traffic January 1, EVALUATION OF WOOD SPECIMENS
Consideration of use of Pier No. 2 in the new structure afforded a rare condition opportunity for historical but purposeful inspection of the present immediate of the wood. Discovery of decay or rot would probably have led to and rejection of the alternative. Upon recovery, the cores appeared frayed appeared, severely damaged, Later, when sawed along the diameter, bright wood scent A slightly acrid odor was detectable; but there was also a distinctive of of newly-cut wood. Specimens of pine were dlstinctly odorous, A specimen only poplar was recovered but was examined by the Forest Products Laboratory Not all of (See Appendix 11). In the main, the cores consisted of white oak, gun-metal the specimens were bright (yellowish); some were dark-- approaching subjected blue or dark gray. Miniature specimens were cut from the cores and to compressive loading. Stress-strain curves are presented here, Comparative Copies stress-strain curves obtained from new white oak wood are also provided. of the core logs are appended. evalua Figure 1 is a composite photograph of ~he three cores received for iron pin tion. Attention is directed to the incidental recovery of a wrought in the upper portion of the NW core,
-2-
wrought wrought
of of
Recovery Recovery
Evaluation, Evaluation,
for for
Received Received
incidentals incidentals
was was
Cores Cores
of of
core core
NW NW
Photo Photo
in in
pin pin
iron iron
Composite Composite
1: 1:
Fig, Fig, w w SIMPLE COMPRESSION TESTS
Small cubical specimens, ranging from 0. 7 in. to 1.2 in. in size, were cut from the cylindrical cores. Except for slight surface drying during fine shap ing, the specimens were maintained in a wet condition until the compression tests were completed. A specimen of bright wood in test is shown in Fig. 2. All compression tests were made perpendicular to the grain. There was notice able weeping of water from the pores.
Fig. J shows a specimen of dark wood distorted (residual) by compression. None of the specimens ruptured, split, or tore; all specimens, including new wood, exhibited a yield point followed by strain hardening. The resulting stress-strain relationships are shown in Fig. 4. The minimum yield point occurred at about 350 psi; the yield stress of new wood was in the order of 2 to 2.5 times that of old wood. The handbook yield point for white oak, at 70% moisture (green and unseasoned), is 850 psi.
NOTE: New wood specimens were soaked in water for .five days before testing.
Differences (between ne"' and old wood) in the number of annual rings per inch are also shown in Fig. 5. Because of these differences, the woods are not directly comparable in terms of strength. The new wood specimens contain a significantly greater proportion of late wood growth and are thereby adjudged to be superior in strength. Due to an assumed improbability of finding new wood comparable in anatomical attributes to the old wood, it was decided to air dry specimens of old wood and to make strength tests in that condition and to compare those strengths with handbook values for new wood. The average hand book value for white oak in this condition is 1410 psi. The strengths of the 5. two specimens selected (one bright wood and one dark wood) are shown in Fig. By this comparison, the old wood would necessarily be adjudged equal to average new wood. This interpretation minimizes any effects otherwise attributable to decay. It does not suffice to explain the low, wet strength of the old wood. - It is suggested that moisture contents approaching a state of supersaturation possibly somewhat greater than that of green wood and of osmotic origin -- affects the wet strength. The effect of swelling, attending unloading (coring), on moisture content was not determined.. However, a small but significant s\.;rell pressure was measured upon re-immersion (discussed subsequently).
-4- Fig. 2: Specimen of Bright White Oak in Compression. Note weeping from pores near base of specimen.
Fig. 3: Dark White Oak Specimen Showing Residual Distortion Following Severe Compression,
-5- 1400
1300
9 rings per in. 1200 9rays per in. 9 rings per in. 9 rays per 1100
1000
900 20 rings per L ,~ 8 rays per in. 800
' 700 "0 0:: 23 rings per in. 6 ...9- 600 9 rays per in .
Ul Ul w 500 22 rings per in. a:: f- 8 rays per in. en 400 ..f ::::> 300
0,{______-J ______~------L------0 0.1 0.2 0.3 0.• UNIT STRAIN ( inch I inch )
Fig. 4: Stress-Strain Relationships Obtained frum Old Wood and New Wood (saturated).
6 NW 155.3-155.5 1800
Dark woad -- 1600 --151.0-152.5 ... - ~
1400
.: 0" 1200 ~ .,; .c
({) 1000 ({) LIJa:: f- ({) f- 800 z ::::>
600
400
200
2 3 4 5 6 7 STRAIN (percent)
Fig. 5: Stress-Strain Relationship Obtained from Air-Dry Specimens of Old Wood.
7 SWELL AND RELAXATION TESTS (TRIAXIAL)
A cylindrical specimen of dark wood; 2.72 in. x 1.30 in., was placed in a triaxial test chamber and surrounded by water under 20 psi pressure; the speci men was restrained in the axial direction by a nominal preload of 1 lb. and a load-cell. After 24 hrs., the swell pressure was 6.1 lbs. The load was increased to 50 lbs.; and, under constant strain, the specimen was allowed to relax for 1 to 6 hrs.; the residual load then was recorded. Then the load was removed and the residual strain recorded (usually 20 to 30 minutes after unloading). This procedure was repeated with five additional, 50-lb. increments of loads; the maximum load was 300 lbs. The resulting strain-hysteresis data were plotted as shown in Fig. 6. The relaxation loads after a time (1 to 6 hrs.) are shown plot ted against applied load, in Fig. 7. There, the deviations from the line of equality indicate the relative creep-relaxation of load with respect to the applied load and time. From these data, the relaxation modulus, G, was calcula ted from the equation given below.
G = P/3 A e1,
in which: P = Applied Load A = Area of Specimen (after straining) el = Strain (from original height of specimen)
The respective moduli for old and new wood are:
Old White Oak (From Cores)
50 lb. load: G 2398 psi (60 Min) 100 lb. load: G = 2856 psi ( 164 Hin) 150 lb. load: G = 3834 psi (110 Min) 200 lb. load: G = 4668 psi (75 Min) 250 lb. load: G = 5596 psi (360 Min) 300 lb. load: G = 6348 psi (70 Hin)
New White Oak
58 lb. load: G = 7145 psi (62 Min) 100 lb. load: G = 7903 psi (60 Min) 150 lb. load: G = 9371 psi (60 Nin) 200 lb. load: G = 10,501 psi (61 Nin) 250 lb. load: G = 11' 572 psi (68 Hin) 300 lb. load: G = 13,096 psi (65 Nin)
Finally, after a period of rest, the specimen \vas loaded at a constant rate of strain (1/1000 in. per min.) while monitoring the load. The resulting stress-strain graph is shown in Fig. 8. The effects of the previous strain history of the specimen is evident in the lotver portion of the curve; some collapse of internal fibers undoubtedly occurred during previous loadings;
-8- thereafter near-linearity is resumed. Also shmvn there is stress-strain curve obtained from successive, quick applications of 50-lb. increments of load (from Fig. 6 ).
Comparative compression graphs obtained from similar tests on a specimen of new white oak are provided for each of the test situations. Significant differences between the old wood and new wood are:
1. 'fhe old wood was kept wet except for slight drying while shaping the specimens; the new wood specimens were shaped and then soaked for five days.
2. The specimen of old wood contained 19 rings and 13 rays per inch; the new wood specimen contained 9 rings and 9 rays per inch.
-9- 240
220 OLD WHITE OAK
200
180
160 ... 140 £! 120 w w 100 LOACED POINTS w ~ f- w 80
60
40
20
0 0 .3 . 4 .5 .6 .7 .8 STRAIN(%)
NEW WHITE OAK 220
200
180
• 160 ....,~ ,.~ 140
120 w"' 0: 1- "' 100 eo
60
40
20
0.1 0·2 0.3 0.4 0·5 STRAIN(%)
Fig. 6: Strain-Hystere&iQ Tests: Old and New Wood. Arrows show cycling of loads; points show total strains with respect to original height of specimen. Residual strain points show the unrecovered strains from each load-rebound cycle. 10 020~ OLD WOOD
CCC 70 min. '""
"' 360mln. • " "'
~ ,00 7~mln.
e '" '"' '" ~ 110 min. "' 5 '"
w 164 min
Llno of Equality "' (~ookean Ela•tlolty)
60mln
•,!"-c,70-c,c,-,c,~c,70 -"c,,c,~,~.~c,''•~,c.,~c,,~,~,c,c0~,, RELAXED LOAD ( 11>5.)
'" NOW WHITE OJ\K 65mln. '"
6Smln '"
slmln . ~ 200
•," ~ ISO ~ 60mln c g 120
60mtn. Line ol Equality (Hookoan Elo•tloityl
62 min.
'" '" '" '" RELAXED LOAD ([bs.)
Fig, 7: Relaxation or Subsidence of Load - Due to Creep.
ll STRESS Vs STRAIN 240 OLD WOOD
220
QUICK STRAIN, 200 LOAD APPLIED INCREMENTALLY, ~ 180 (FIG. 6) 'vo/ I 160 I I l' IOOO IN PER MIN., CONTINUOUS 140 I I ...... 120 ·- ~ 100 I I w eo ""' w w
~ 60 "w 7 ·I 40 I
20 / / " 0 - .6 .7 .8 .9 1.0 I. I 1.2 1.3 1.4 1.5 1.6 .4 .5
STRAIN {%)
260
NEW WHITE OAK 240
220 f I I 200 I QUICK STRAIN, / LOAO APPLIED I leo INCREMENTALLY,/ ~= (FIG. 6) I ',; 160 !.-->I ¢ I " 140 I "' I "f IOOO IN PER MIN., CONTINUOUS w"' I 120 I "'t;; / I 100 /' / / / eo ;{ / 60 / /
40 /"/
20
0 0 0-2 0.3 05 0-6 07 o.e
Fig. 8: Stress-Strain Curves Obtained in Triaxial Test Apparatus (20 psi lateral pressure) Following Creep-Relaxation Tests.
12 ANATOMY OF VJOOD
The inner struc[ure of white oak >·IOOd is similar to that of red oak, but wrtite oak has perceptibly more abundant tyloses filling large spring-growth tracheid. Fig. 9 is a cross-sectional view of new wood (magnified 13.5 times). The parts are labeled. It is reportedly possible to blow air through the pores of a short length of red oak whereas the pores in ~1hite oak are plugged with tyloses. Tyloses are an intrusive growth of parenchyma cells into tracheid cells after sap flow subsides. Tracheid comprise the principal vertical (axial) piping system; they feed smaller, horizontal (radial) tracheid, These occur principally in the rays. The rays are discontinuous in the vertical direction and are an inch or more in height in white oak,
The porous springtime growth and the rays > Fig. 10 is a companion to Fig. 9 and shows a side view of the same specimen. Figs. 11 and 12 illustrate dark wood core specimens. Fig. 13 is bright wood from Pier No. 2 and is comparative to Fig, 12. Fig. 14 illustrates the pine in cross-section, -13- Radial Rays (9 per inch) Late< Wood Annual Ring (9 Tyloses per inch) (White - Plugging Material) Fig. 9: Cross-Sectional View of New White Oak Magnified 13.5X. 1. Annual rings are large vertical pores (tracheid) produced by early spring growth; as growing season progresses additional pores form but become successively smaller and farther apart. The late wood growth is more dense and is stronger. 2. Radial rays are horizontal cells and lateral conductors of sap; they act as a lateral (radial) piping system. Rays are discontinuous in the vertical direction; each bundle is about one inch in height. -14- Axial Direction '-kay (Discon Tracheid ...... (Discon ~ tinuous) tinuous) Tracheids (Pores) .....___Ray Fig. 10: Side View of Ne''' Vlhite Oak, Magnified 13.5X. 1. Tracheids, (Pores) filled with tyloses. 2. Ray; radial pores are not visible at this magnification. -15- l1agnified 17.5X. Fig, 11: Cross Sectional Vie" of Dark \,~ood from Pier No, 2, Note greater abundance of large pores; specimen contains 17.5 rings per inch and 10 rays per inch. ~~------Axial Direction------._ 1'racheid (filled) Ray- 5X, Greater Fig, 12: Side View of Dark vlood from Pier No, 2, l1agnified 17. abundance of large pores are evident here also. -16- _,,_____ Axial 1)irPr1-inn -----~ ~Ray Tracheid ("ith >Tyloses) ----Ray Fig. 13: Side Vie" of Bright \>Jood from Pier No. 2, Hagnified 17 .SX. Early_ ~Armual Wood Ring (Late Wood) Fig. 14: Cross-Sectional View of Pine from Pier No. 2, Hagnified 17 .SX. In contrast to hardwoods, strength of conifer woods increases as the number of rings per inch increases., -17- DISCUSSION The wood specimens tested were necessarily selected from portions within the cores which were recovered intact -- that is, showing the least internal damage (fraying, etc,) from the cutting bit. It should be recognized that there was not complete recovery; the possibility remains that the recovered portion of the cores, and thereby the specimens tested, represent only the best wood, This situation seems unreconcilable unless, through insight or conjecture, the imper fect recovery is attributed altogether to the coring equipment, The only specimen of pine available in cores as received (specimens submit ted to Forest Products Laboratory were selected from cores beforehand) contained a large knot and was not suitable for physical tests, No specimens of yellow poplar was available. The tests were, therefore, limited to the white oak wood, The simple compression tests and the relaxation moduli indicated an appar ent loss of strength in comparison to new wood, If it were assumed that the old wood was originally as strong as the new wood, the differences in strength might be attributed directly to age, deterioration, decay, etc, However, there are significant reasons, based on anatomical or structural comparisons, to suspect that the new wood is superior to the original quality of the old wood and that interpretation of strength differences as a loss in strength of the old wood is not altogether justifiable, The old wood contains about twice as many porous rings per lineal inch as the new wood, Strength varies in some inverse propor tion to the number of rings per inch -~ probably more discretely with the per centage of the area occupied by large pores, Visual comparison of Fig. 9 with Fig. 11 suffices to show that the new wood and old wood are not identical in these dimensional attributes. A cursory ratio of 2:1 would, indeed, minimize the strength loss attributable to deterioration of the old wood -- that is, if wet-strength loss is used as an estimate or measure of deterioration, Air-dry strengths further minimize the extent of deterioration, NOTE 1: In weighing these observations, attention should be directed also to Forest Products Laboratory's report and the discussions there concerning losses in acetyl content and the implied relationship between these chemical changes and strength, On the basis of these observations, the loss in wet strength with time might be i~ the order of 25 percent -- part of which may be accountable in terms of saturation (cf. acetyl loss, FPL reports) and an undefined portion to bacterial decay (cf. FPL reports). NOTE 2: The design bearing pressure was less than 100 psi (cf, Burr), NOTE 3: There seems to be a noticeable degree of uncertainty implied in the FPL reports in regard to strength loss, "Inadvisable" was the word used in the FPL report of September 1970, to summari.ze -18- all uncertainties bearing on re-use of the pier. In the earlier report, the term "not be depended on11 was used.. These same un certainties appear in the FPL evaluation of pine piles under the 14th Street bridge in washington, D.C. (see Item 3, Appendix II). The judgments rendered there were doubtlessly precedential. Tlv source of the white oak timbers is now unknown. Obviously, the new Hood :;recJ in an environment distinctly different from that where the old wood gre;;. It would be interesting to knoc1 if the old wood came from virgin forests in rr;ore northern climates or if the new wood specimen is merely typical of second-growth timbers. -19- APPENDIX I A. LOCATION OF CORES B. THE H.C. NUTTING COMPANY'S TEST BORING REPORTS Cincinnati N.W. N.E. 0 0 2nd. 3 rd. s.w. Aborted Holes 0 ®® I st. SCHEMATIC LOCATION OF CORE HOLES TI!ID'I'INIII I!NII!IINIIII!M N\11:1 111011. I:II:INIIIIUI.TAN11!1 • IIIINCII1H1 410110 Ai!O!i"'m" IO!CAfl:l • CINeiNNATI, CHIC - • Till.. 11111B-111!111-111111CI "Ail A UU'I'UAL NO't'IICTION YO CL.tllltft'IB. TM8t PWUC. ANO CMBfll:IHH.VU. ALL ~ AU 8UBIIII'i"''Rt All 'flitft CONiriDIENnAL ~ 01' GUIINY'fl, AND AUTMORIZATION IFt2fi ~OA'ftOfll W MA~, ~~ Ga: U'l'1llAC'I'IJ PIKN4 0111 Rll:fiARDUIII OUR R!IPOft"fGl Ill ~ ~- l!,lUIIt ~ ~AL. •• 7-8-70 - kg Pa~~te 1 of 3 CUENT ______Haze let: & F.rdal MI:lm No. ____..;;;..;;_;;.;;;.;; 1021•, 25 __ PROJECT Inv.of S.Pier of C&O R.R.& Cov,to Cinti. Hwv, llridp: OIIILLEII_w_._M_o_o_re______DIIILL No, __2_5 ___ Dii'I'E IITMTE0 ___;;6_-;;;.24-.;.._;7..;;0 __ _ ELEVATION REFERENCE ---..;~ro'it;,.>igc::i;;,v.::;;e1:.:.'------DATE OOMI'LETEI:l __;::.6-...;2::;6::.-...;7_,0'--- CASING: DIAI.IETEII 3.5ni.,D, HMIMER WT. I'ALL. ______IWIIPLEII:DIAMETEII&TYPE2"o.D, Split S"oon & Nli~ & 13XM HAMMEIIWT. FALL------DEPTH TO WATER: IMI\IIEDIAT£ ______... /_,C,.o:,or_,e,_,l!"-'a..,r.._r,.e_.l __UII'Ofl COI\IIPLETION-----==--~=--- DEPTH TO WATER DAYS AFTER COMPLETION WAT£11 UIIEO 11'1 MILLING Fr0111 8 •0 ' TYPI! REVATION DEI'TH DESCRIPTION OF MA-IAI.II t!A&IPIJ! t!A&IPIJ! 01' ..... DP'I'II t!A&IPIJ! :::: ...... O' o. 2' Blacktop 0.2' o. 8' Cr.ncrete 1.0' 7. 0. Void 8.0' 8-14.5 NXM 100% 6.5' Layered san~stone and concrete 14.5' 14.5-24. NXM 92% 10,0' Layered sandstone and concrete 24,5' 24.5-34.J NXM 100% 10.0' Layered sandstone and conr.rete 34eJ' 34,5-44 • .5 NXM 78% 10.0' Layered sandstone and concrete 44.5' 44,5-54.5 NxM 97% RE.IdARKS: Form 504A-10-58 Page 2 of 3 PROJECT Inv, of S, Pier of C&O R. R. & Cov. to Cinti. Hwy, Bridge HOLE No. __...: 8...:•'--CW..:.'------ TYPE BLOWS PER DESCRIPTION Of MATERIALS SAMPLE SAMPLE OF No. DEPTH SAMPLE . .::._gN•~ or o co_re Hec. Layered limestone and concrete 54.5-64.5 NXM 100% Layered l.itues tone and COl.Hitete. 64.5-74,5 NXM 98% ~ayered limestone, ·sandstone and concrete 7 4. 5-84.1 NXM 98% Layered limestone, sandstone .and concrete 84,5-94.1 NXM 100% Layered limestone, sandstone and concrete 94; )-104 5 NXM 100% L~;yered limestone, sandstone and concrete 104.5-114,5 NXM 100/~ Layered limes ,tone , sandstone an.d concrete ll4. 5-121' 5 NXM 75% Con{;rete 124.5-134.5 NXM 92% Conc:re.te I 134.5-139,5 NXM 50% Concrete 139.5-11,9.5I NXM 100% Concrete I 149.5-151 NXM Wood 151-153 BXM l,~h)Od ' 1 153-.~.55 ! BXH \ f, ~ I• I l I. i ! I' I ' ! I Fonn 504A-10-58 Page 3 of 3 PROJECTinv.of S,Pier of C&O R.R.& Cov,to Cinti.Hwy, Bridge HOLENo, _____s_. __ W~·------ TVP£ BLOWS PER ElEVATION DEPTH DESCRIPTION OF MA'f'DtiALS SAM PL.£ SAMPI.E OF .... DEPTH SAMPLE .~:.~tt. ... 1.53 .0 "'"' .. 2.0' Wood 155.0 155-158 l!XM 3.0' Wood 158.0 158-160 ss 90 H.B. 2.0' Gray fine sand, moist - medium dense 160.0 Refusal at 160.0' on concrete No water return Wood samples retained by Hazelet and Erdal BORING COMPLETED I I -1orm No. 504--1 {)-58 TESTING ENGINEERS AND SOIL CONSUL.T ANTS o SINCE 1921 4120 AIRPORT ROAD o CINCINNATI, OHIO 45226 • TEL.. 1.513-321-1591Ei All THE "A$ A MUTUAL PROTI!CTION TO CLIENT&, THE PUBLIC, AND OURS!!LVI!S, ALL REPORTS ARE 8UISMITTED CONFIDENTIAL PROPERTY OJ' GLII!NTI!I, AND AUTHORIZATION FOR PUEILICATION OF STATEIIII!l:NTS. CONCLUSIONS, OR EXTRACTS FROM OR MOARDING OUR REPORTS IS RII!:SERVED PENDING OUIII WRITTEN APPROVAL." 7-8-70 - kg Page 1 of 3 TEST BORING IIEPOIIT .....::;1;.:0.::2...:4..:.•::.25:::..._ ___ CliENT_ Il<1zelet & Erda! ORDER No. ___ PROJECr Tns:...':_f S,Pier of C&O R.R.& Cov,to Cinto.Hwy. Bridge HOLE No. _____N;.:.:_• W::..:.• ----- lOCATIOl'i ...... ~c;rthwest quarter section of hi.ghway bridge pier 2 DRil.LEfL_~:.:J':_::M:_: 0:.;0:.:r:.:e:..______DRILL No. __z_S __ ~ DATE STARTED, ___:6:...-..:2:.: :...-.:.7..:0___ _ 2 _ ELEVATION FifFERENCE ____:;;N..:o_;t~g..:i.;,v..:e::::n ______DATE COMPLETEDo _ _:6:...-.::.:.:6:._-...:7..:0:.__ __ CASING: DIAMETER ___~,_,.::3~·.:::5_.:;Ic.:•.;Dc.:·_~---=~~==- HAMMER WT. ____ FALL _____ SAMPlf.ll;DIAMETER&TYPE2"0.D, Split Spoon & NXM & BXM HAMMERWT. FALL ______DEPTH TO WATER: IMMEDIATE ______,/c;C~o"-r"'e"-B~a.._r.._r_,e.=1 __ UPON COMPLETION:------Frotn 8 O' DEPTH TC WATER DAYS AFTER COMPLETION WATER USED IN DRILLING ___-=•••·~N'<•"" .. ,...... ,_~. TYPE BLOWS PER Recovery ElEVATION ij)(f"TH DESCRIPTION OF MATERIALS SAMPLE SAMPLE OF 6" ON I No. DEPTH SAMPLE SAMPLER I ()I ., o Core~ec . o. 4' Blacktop o. 4' 0,6' Concrete 1.0' 7.0' Void 8.0' 8-14.5 NXM 100% 6.5' Layered sandstone and concrete 14.5' 14.5-24. NXM 96% 10.0' Layered sandstone and concrete 24.5' 24.5-34.5 NXM 100% 10.0' Layered sandstone and concrete 34.5' 34.5-44.5 NXM 98% 10.0' Layered sandstone and concrete ' /44,5 I 44.5-54.5 NXM 92% i I ' I NG CO. :S.;.Mnph:r~.- :·:, :_·;yv-r;;,.~<, ~'rrr· Pw; ~-,zl 'G.:-;nng PROJECTinv,of S.Pier of C&O R.R.& Cov,to Cinti.Hwy, Bridge HOLE No. __..::N;..:•~W..::• ______ TYPE SLOWS PER DESCRIPTION OF MATERIALS SAMPLE SAMPLE OF ELEVATION DEPTH No. DEPTH SAMPLE .~:.~'t- or % Core----.rec. 4/,. ~· 10.0' Layered sandstone, limestone and concrete 54.5' NXM 92% 10.0' Layered sandstone and concrete r·'·"·, 64.5' 64.5-74.5 NXM 96% 10.0' Layered sandstone and concrete 74.5' 74.5-84.5 NXM 95% 10.0' Layered sandstone and concrete 84.5' 84.5-94.5 NXM 98% 10.0' Layered sandstone and concrete 100% 94.5' 4.5-104. r; NXM 10.0' Layered sandstone and concrete 104.5' 104.5-111 .5 NXM 75% 10.0' Layered sands tone and concrete 111>. 5' 114.5-12 .5 NXM 77% 10,0' Concrete 124.5' 124.5-12 ,5 NXM 90% 5.0' ConcretP. 47% 129.5' 129.5-13 .5 NXM 5.0' Concrete 75% 134.5' 134.5-14 ,5 NXM 10.0' Cont::cete 63% 144.5' 144.5-14 .5 NXM 5.0' Concrete Approx~ lv,g. s' 149.5-151 NXM 85 .I 1.5' Hood I I ' ' I 85 ! ., t;. ·1 r, ~~ 151-152.5 EXM I ~ J. ,, -~- rc •.! ~ ~ ' . i. ,. --) -·' ' Form 504A-10·58 l' age 3 of 3 PROJECTinv,of S.Pier of C&O R,R,& Cov.to Cinti,Hwy, Bridge HOU: No., __..:.N:.::•....:.:.~~'.::.• ------ TYPE III.OWS """ DEPTH DESCRIPTION OF MATERIALS SAMPLE SAMPI.E Of ~" ON ElEVATION .... SAMPLE 111 152.5. """" or ...... 1.8' Wood Aptorox. 154.3. 154.3-155 .3 BXM 85 1.0' Wood 155. 3' 155.3-15€ , 8 BXM 85 1. 5. Wood 156.8' 156.8-15 ,2 BXM 85 o. 4' Wood 157.2' 157.2-15 .s ss 180 0.3' Concrete 157 .s Refusal at 157,5' on concrete No Water Return No Voids Noted BORING COMPLETED ; ' l Tii!STINC!!J I!Nt!UNII!I!!A8 AND SOIL. CONSUL.TANTS e SIN.CI! 1921 4"120 AlftPOII'n" ROAD • CINCINNATI, OHIO 4622CS " TIIIU ... B13-321~881G!I li!UIIIINIT"t'ED Alii YMII "All A MUTUAL IIIIIO'fltCTION TO CLIBN'fil, 'fMII PUI!I!LIC. AND OUIQO!ILYIUI. AU. ~ AM CONCLU&IONIII, CONIII'Iaawr&A&. PROPERTY Ofl' GUBNTtll, AND AUTHORIZATION FOfil PUIDUCA'YION Ofi' 8'1'AT'III:f41ENT8, AWRO\IA.L." 011 liUlTIIACft FitOM Ofil RIICIARDING OUR MPORTIII 18 liltii:URW:O "IIIDING OW WAI'I'1"KN 7-8-70 - kg Page 1 of 3 ___ CLIENT __H_a_z_e_l_e_t_&_E_r_d...;a_l ______OI'IDER No. ____::1.:.02;:;.4...;':..:2:.:5:.__ PROJEC~nv,of S.Pier of C&O R.R. Cov,to Cinti,Hwy, Bridge HOLE No. ____..::;N:.;•_::E.:..• ---- __ LOCATION __N~o.:.r.:.t.:.h.:.e.:.a.:.s.:.t~q~u:.:a:.:r:.:t:.:e:.:r~s:.:e:.:c:.:t.:.i.:.o:.:n~o;:;.f_h.:.i.:.g~h.:.w.:.a.:.y~b:..:r:.:i:.:d~g~e~p:.:i.:.e.:.r ______ DRILLEII_...;C::.:•:.....;;C::u=e._y_&:::....;W.:.•:....:.M::o::::o::::r.::e______DIIIll No 28 II 25 DATE STAIITED __...;6~-"'1"-'7:..:-:..<7_,0:.__ __ ELEVATION REFERENCE ___;;Nro'"it~g:.::i.;;v.:;en~------DATE COMPLETED, ___,6_-;2;e.8-_7'-'0"---- _ CASING: DIAMETER J,S"I.D. HAMMERWT. FALL ______SAMPLER: DIAMETER & TYPE.=zc..".::;O,_,D:.:..• ...:S:aP:.::l:.:i:.::t'-"'S"-poo=n"-'&'-'iNXM!';:.::....::.&_.B,X..,M.:_..,-JHAMMER WT. FALL ______DEPTH TO WATER: IMMEDIATE /Core Barrel UPON COMPLETION-----::---:-...,.-;--- WATER USED IN DRILLING From 8 .0' DEPTH TO WATER DAYS AFTER COMPLETION TV I'£ BLOWS PER Recovery DESCRIPTION OF MATERIALS SAMPLE SAMPLE OF ELEVATION DEPTH No. DEPTH SAMPLE ..:~~L'lR O' Df'% ~re K.c. 1.0' Blacktop and concrete 1.0' 7. 0' Void 8.0' 8-17 NXM 94% . 9.0' Layered limestone, sandstone and concrete 17 .0' 17-25. 5 NXM 59% 8,5 1 Layered limestone, sandstone and concrete 25,5' 25.5-30 NXM 100% 4.5' Layered sandstone and concrete 30.0' 30-35 NXM 100% 5.0' Layered sandstone and concrete 35,0' 35-40 NXM 80% 5.0' Layered sandstone and concrete 4o.o ' 40 -45 ' NXM 100% II~MARKS: Reopectlully oubmit!ed, THE H. C. NUTTING CO. Samples recovered from this test bnring are available for inspection, which is strongly recommended, The company assumes no responsibility for interpreta tions made by others of load bearing, stability, excavating or other physical Bys?G~ characteristics of materials penetrated in the boring. 504A-10.58 l'orrn Page 2 of 3 PROJECTinv.of S.Pier of C&O R.R.& Cov.to Cinti.Hwy,Br1dge HOLENo'----~N~·~E~,~------ TYPE BLOWS PER 6'" ON ELEVATION DEPTH DOCRIPTION Of MATimALS SAMPLE SAMPLE OF .... DEPTH SAMPLE 40.0' ...... """' ROC. 5.0' Layered sandstone and concrete 45.0' 45-50 NXM 100% 5.0' Layered sandstone and concrete 50.0' 50-55 NXM 100% 5.0' Layered sandstone and concrete 55.0' 55-60 NXM 100% 5.0' Layered sandstone and concrete 60.0' 60-65 NXM 100% s.o• Layered sandstone and concrete 65 ,.()' 65-72 NXM 100% 7.0' Layered sandstone and concrete 72 .o• 72-82 NXM 97% 10.0' Layered sandstone and concrete 82,0' 82-92 NXM 87% 10.0' Layered sandstone and concrete 92.0' 92-100 NXM 93% 8.0' Layered sandstone and concrete 100.0 100-107 NXM 100% 7.0' Layered sandstone and concrete 107.0 107-117 NXM 94% 10.0' Layered sandstone and concrete 117 .o 117-127 NXM 35% 10. 0' Concrete u: .ni 127-134 N:01 36% 17. ()' (<)n-;.:ret:e 134-142 NXM 25% 134. ot I Form 504A-10-58 PROJECTinv.of S,Pier of C&O R.R.& Cov, to Cinti.Hwy. Bri~ge 'fVPI! IDLOW'S NA ELEVATION DEPTH DESCRIPTION OF MA1'UIAI..S ISAYPU SAY.._£ .,. ,. 01'1 DUTil !SAYPU 134,0 .... ~ 8.0' Concrete 142.0 142-149 NXM 0 7.0' Concrete Approx. 149,0 149-150 BXM 611 1.0' Wood 150.0 lSD-152 IIXM 68 1.0' Wood 151.0 1.0' Wood 152,0 152-154 IIXM 68 2.0' Wood 154.0 154-1.56 !IXM b!l 2.0' Wood 156,0 156-157.3 BXM 68 1.3' Wood I ~57.3 157.3-157.5 ss 130 0.2' Concrete 157.5 Refusal at 157.5' on concrete No water return No vo1 ds noted BORING COMPLETED I i I I' I I APPENDIX II REPORTS OF FOREST PRODUCTS LABORATORY 1. September 1970 2. Rec'd May 21, 1970 3. 14th Street Bridge over Potomac River, V/ashington, D.C.; Wood Preserving, AWPI, January 1970. 9/1970 REPORT OF CONDITIONS FOUND Il'l ADDIT:::ONAL SAMPLES TAKEN IN JUNE 1970 FROh THE PIER-SUPPORTING GRILLAGE OI THE U,S, '25 HIGHWAY-RAILRo-AD :BRIDG!j;, BETWEEN COVINGTON AND CINCINNATI By JOE W CLA.Rl{ 1 Forest Products Laboratory,- Forest Service U,S, Department of Agriculture Introduction and Background This supplemental report has been prepared to become a part of the earlier report submitted in May 1970. Xhat report ~as based on sample core$ taken in January 1970 and obtained from a single hole bored through on ~he grillage timbers. This supplemental appraisal has been made sample cores obtained in June 1970 from two additional borings through tne grillage members, The June samples were frozen ana held in cold storage, including refrigerated (dry ice) packaging, for shipment to the Lab prior to examination in contrast to alcohol PLckling which was used with the January samples. As indicated in the May report, there was a question of sample adequacy using only the Januarv cores taken from a single hole through the grillage. The cores taken from the two additional i.oles in June have largely confirm<'d the earlier findings and have provided some additional information. 1 of ~intained at Madison. Wis •• in cooperation with the University Wisconsin. of Distribution Wood Species Present in the Grillage and the Pattern holes, the pattern For th€ three sets of cores obtained from as many This includes an upper of wood species distribution nas Oeen ,~he same. member of southern (first) member of yellow-poplar, a lower (seventh) (of the materials examined) yellow p~ne, and the intervening five members has been white oak having been oak, Practically all of the oak examined samples were not heartwood. Some of the interior grillage timber at FPL. represented by the materials received for examination considerable Species distribution in the grillage mass is of very timber as the significance since the placement of the yellow-poplar environment adjacent uppermost member leaves it exposed to the alkaline but highly significant to the poured concrete,which results in a partial also in contact with loss of wet strength. The lower member being pine, species are less concrete, is not so severely affected since coniferous to hardwoods. affected by equivalent alkaline conditions in com?arison there is a single One must assume from the three samples examined that layer of the grillage. layer of yellow-poplar timbers making up the uppermost Atypically Weakened Wood, Macroscopically Evident (yellow-poplar) In the January sample, the uppermost grillage member could be was very noticeably weakened and, in the wet condition, to chemical characterized as "mushy" or "spongy." This was attributed hardwood in strongly degradation related to the members having been a a measure of the extent alkaline environment. Loss of acetyl was used as the two sets of cores of such weakening. Both yellow-?oplar samples from of acetyl and this taken in June showed a similar characteristic loss presumably was again attributable to the prolonged contacting exposure of the upper member to the poured-in-place concreue. Tn the June-collected set of samples the secono grillage timber from the top in hole NE at elevation depth 150 feet was a distinctly softened oak member that was classified as punky in the wet condition, The sample pieces of this timber in the wet condition offered little resistance to sawing or cutting with a knife. 1t is probably significant that this member was next to the top timber in the array of seven timbers and therefore in relatively close proximity to and below the poured concrete, The small samples of this member checked severely o~ drying• which is a further indication of severe deterioration, Microscopic Appraisal of Samples Microscopically, the array of June-collected core samples was very similar to the January cores previously examined, The commonly noted presence of bacteria in practically all of the tissues examined was characteristic of the samples including all three species of wood and unquestionably permeating the white oak heartwood, Bacteria were unusually abundant in the oak sample cited above where they were literally impacted in all types of cells comprising both the longitudinal and horizontal tissues, It is probable that the severe weakening of this member was caused,at least in part. by the bacteria present. In both pine samples received with the June cores, the same break• down of secondary tracheid walls in the cells representing terminal growth for the respective annual rings was observed as indicated in the earlier report and illustrated by figures 4 and 5 of that report, Again, no fungi were detected microscopically in these areas and the wall failures are thought to result from bacterial attack, Culture Isolations The June samples were received in a frozen condition, wrapped in plastic, and packaged in dry ice, This method of handling the cores made successful cultural isolations possible and a much larger array of organisms have been isolated than was obtained from the alcohol-pickled samples taken in January. The cultured isolates represent vari0us forma of micro-organisms, including several species of both coccus and rod forms of bacteria, yeastlike organisms, and actinomycetes. None of these organisms have been specifically identified,, but such identities are not essential to the practical appraisal of the present problem, That the organisms are living in the grillage wood, are present in all species of the grillage timbers including the qak heartwood, and represent a large variety of micro-organisms make this aspect of the grillage condition questionable as regards its proionged future service, Acetyl Loss in Re?resentative Samples Acetyl loss, as determined by the Division of Wood Chemistry, was very similar for the last received (June) samples as for the former samples (collected in January), Loss in the yellow-poplar samples was from one-third to three-quarters of the estimated acetyl formerly present, It is also estimated that roughly one-half of the acetyl had been lost irom the oak samples. Acetyl losses in the pine samples were again quite ::inimal. -4- Individual sample appraisals for acetyl loss are shown in the following table, along with other sample data, Data for Grillage Samples Qollected in June 1970 Sample :Rings: Wood .: Specific: Acetyl : per : species .: gravityl: presend :inch .: NE l49(A) 12 : Yellow-poplar : 0.426 0.81 NE 150(A) 17 White oak ".449 1.50 NE 156(D) 26 :e••••••do ...... : 2., 758 1.86 NE 156(E) 20 Ye lloH pine .453 ,85 NW 149.5(A): 26 Ye lloH-pop lar .320 1. 19 NW l49.5(B): 26 White oak ,583 1,43 NW l56,3(D): 16 : ...... do ...... : ,379 1,95 NW 156,8(B): 24 YelloH pine .440 1,06 1rhe specific gravity averages or ranges normally to be expected for the three species are as folloH: yelloH-poplRr -- 0,38; Hhite oak -- 0,55~0.64; and southern yelloH pine -- 0,45-0.64. -!illrdwoods2 normally have an acetyl content of from 3 to 5 percent; while coniferous species have much less, Jrhis sample showing an abnormally high specific gravity was ashed and found to contain an above-average content of 8eposited mineral matter', These levels of acetyl loss ~noicate a very definite loss of wet stre~gth in the most severely affected piece of yellow-poplar examined &nd could result in compression failures if a comparable degree of weakening becomes uniform across the bearing face of the grillage, Wet strength losses in the oak members have been definite but not hazardous usually; howeve~ they could possibly become critical if additional acetyl loss occurs or if strength loss develops generally as a result of the activity of the microMorganisms, which are abundantly present, Recommendations In view of the present findings which are essentially similar to the findings reported in our earlier written report, it would appear inadvisable to rebuild the new bridge on the old grillage~supported pier with the expectation that 80 to 100 years of service life ~ ~ assured, Alternatively, we cannot say with certainty that the grillage will not continue to support the pier adequately for that length of time; but because there has been a very considerable amount of chemical degrade, which may be continuing slowly,and because organisms are still present, which may biologically affect the service life of the structure, it would seem appropriate to rebuild the bridge using a design that would permit, if necessary, the addition of a supporting pier as outlined in our earlier conversations with Mr. Wood and again with Mr. Grayson. CONDITION OF THE PIER-SUPPORTING WOOD GRILLAGE OF THE U.S. 25 HIGHWAY-RAILROAD BRIDGE OVER THE OHIO RIVER BETWEEN COVINGTON AND CINCINNATI By JOE W. CLARK, Pathologist 1 . Forest Products Laboratory,- Forest Serv1ce U.S. Department of Agriculture An earlier, verbal report was made to Mr. Robert H. Wood on March 12, 1970, covering the initial results obtained in an appraisal of cored wood samples of the timber grillage received from the Hazelet and Erdal Company of Louisville, Ky. These samples were obtained from in-place coring of the grillage under the south river pier of the 11. S ..25 bridge over the Ohio River between C9vington and Clncinnati. This large concrete and masonry pier extends 142 feet above the grillage on which it rests, and the grillage occupies an area 79 by 34 feet and is composed in depth of seven layers of 12- by 12-inch timbers. The upper surface of this solid-piled mass of timber is at a point approximately 40 feet below the river surface (water) level and 30 feet below river bottom. The grillage material has been in place since 1890 when the bridge was built. Fol- lowing is the final report giving a full account of our completed apprais- al of the samples ana including results from additional tests not completed or reported at the time of our last verbal communication with Mr. Wood. lMaintained at Madison, Wis., in cooperation with the University of Wisconsine Physical Damage to the Samples by the Core-Boring Process The core samples received at the Laboratory for appraisal had been subjected to variable degrees of twisting attributable to the core cutting or boring process. This twisting action. in some core segments, caused much fiber breakage or separation, particularly in the outer 1/4 to 3/8 inch of the core samples. In some cases, such damage extended completely through the core,while in other cases the damage was superficial, limited to the core surface, and considered negligible. The occurrence of such damage appears to have resulted during the boring process from the random packing of the kerf material between the in-place core and the inside sur- face of the core cutting tool as it revolved. "Most of the core samples were firmly encased in such wood fiber compactions when received at the Laboratory. The subsequent sample appraisals were based exclusively on the interior parts of the core samples which were free from visually detectable twisting deformation. Microscopic Examination of the Sample Material Microscope slides were prepared from material taken at different levels in the grillage. From these slides positive identifications of wood samples were made by Dr. Kukachka, the senior wood taxonomist at the Laboratory. Of the 11 core fragments examined, nine were white oak, one was yellow-poplar, and only one was yellow oine, although the original account of the construction indicated that the grillage was constructed of pine timbers. Careful appraisal ot the material prepared for m~croscopic examination showed bacteria commonly present in all samples (see fig. 1). Assigning specific cell-wall deterioration in the wood to these organisms has not -2- been possible, although some instances of biological degrade of the wood were noted in the pine sample (seefigs. 4 and 5). This type of damage was observed to be present in varying degrees in the latewood cells of most annual rings in the pine that was inspected. Such degrade could be particularly significant in strength loss if gentL~lly present in exten sive areas of the grillage members. No filamentous fungi were detectable in association with this degrade, but more sampling WLll be necessary before a reliable appraisal of the pine present in the grillage can be made. All of the bacteria observed microscopically in the wood sample sections appeared to be coccus forms. All 32 cultured isolates obtained from the randomly sampled grillage cores are rod forms of bacteria (see fig. 2). This suggests that the alcohol solution used for protecting the cores may have killed the coccus forms, observed microscopically, and permitted the culture recovery of only a comparatively resistant or spore forming rod form. Generally, bacteria are thought to cause little deterioration of the wood cell wall material but rather to utilize cell contents and certain pit membranes causing some increase in porosity but little strength loss. The effects of many bacteria on wood are incompletely known. In a few cases the hyphae of unidentified fungi were observed in oak members, but these were not profusely developed and may represent dead fungus infections that were established in the freshly cut timber or during construction and prior to the covering of the grillage with the resulting exclusion of air from the material. No fungi were obtained in culture, although they too may have been killed by the alcohol pickling solution if any were living. -3- Ruptures in the cell walls representing compression failures (fig. 3) were rather common, but it was impossible to establish the exact cause of such defects, Possibly, these failures could have resulted from the twisting action of the core-boring process referred to above. Also, longitudinal seoaration of the wood cells along the primary walls was observed at infrequent points, This, too, could have resulted from the same cause,although material was selected for slide preparation that was free of visibly apparent defects thought to have been induced by the fungi, coring process~ Alternatively, bacteria, actinomycetes, or ~oft-rot capable of preferentially attacking lignin, could possibly account for abnormal weakening of the primary wall and consequent failure under torque loading since the primary wall is predominantly lignin. Chemical Depositions in the Wood Portions of the yellow-poplar sample appeared to be crusty and micro scopic inspection of such parts showed a crystalline chemical deposition in the wood cells to a depth of 1/2 inch or slightly more measured from what appeared to be an upper or lower surface face of the timber. Two different forms of the deposition were noted; one, a yellowish crystal material, was represented by particles several times the diameter of the largest wood cells. Such crystal accretion in the wood disrupts the cel lular structure of the wood and causes very acute localized loss of strength. Fortunately, such accretions were on1y observed in the single sample of yellow-poplar. A second form of chemical deposition or accretion appeared as a white crystalline material filling cell lumens in the same general area as the yellowish crystal material noted above. This deposition was also present -4- in the yellow-poplar only and since this timber represented the uppermost piece of the grillage, it would presumably have been in contact or approx- imately in contact with concrete which was poured over the grillage. Tests indicated that at least one of the chemicals is likely to be cal- cium carbonate. Specific Gravity Determinations Specific gravity of the several samples was det<:>.rmined on the basis of green volume (water displacement) and ovendry weight. The samples tested were approximate cubes cut from the center of solid wood segments of the cores. The cubes were generally from 0.5 to 0.7 inch on a side, The footage depths at which the core segments were taken served as iden- tifying numbers for the cubes used in the specific gravity determinations; and the results of these tests gave the followingvvalues: Sample Sample Rings Sample Average or range No. wood per spec~fii of specific gravity species inch gravltx;: for the species --- 2 149.0 Yellow-poplar 32 -o.4s O.B8 151.5 White oak 13 .69 0.55-0.64 152.0 •...• do .•..• , . 16 .62 .55- .64 152.5 •.•.. do ..•.•.. 12 .61 .55- .64 .55- .64 155.5 0 • e •• do ...... 13 .60 156.0 ..•.. do ..•.•.. 14 .64 .55- .64 156.5 Southern pine 28 .43 .45- .64 lspecific gravity determin·ations were made with the help of Harold Wahlgren in the Division of Wood Quality Research, using the specialized equip ment in that Division developed for the purpose of gravity determinations, 2 ~his value is possibly high due to probable calcium carbonate deposition. -5- Acetyl Content Determination During a conference with Dr. Harold Tarkow, Chief of the Wood Chemistry Division at the Laboratory, he suggested that the wood grillage, submerged as this material has been in an alkalineenvironment, resulting from the curing of the concrete, could possibly have been adversely and affected by chemical changes in this period of time. The occurrence acetyl extent of such a change is best estimated by measuring the loss of which can be used as an indicator of the change, Wood material varies in this reaction, depending on the species of the wood, the specific the character of the liquid environment as to the chemicals present and changes prevailing pH, and the length of time of exposure. These chemical are somewhat similar to those induced by the cold soda pulping process used in the conversion of hardwood species. Generally, the hardwoods are affected in a shorter period of time and more severely than soft- woods under comparable conditions, as shown in the following table: Wood species and samEle No, Acet)!l content (Pc t,) White oak No. 152.0 1.82 White oak No. 155.5 1.77 White oak No, 156.0 1.73 Yellow-poplar No, 1.49.0 • 38 Yellow pine No. 156.5 .89 Hardwoods commonly contain 3-5 percent acetyl while conifers nor- in mally contain much le.ss. Thu's, the results indicate a loss of acetyl been the oak samples of more than 50 percent of what is estimated to have having present originally. The pine sample showed little loss of acetyl, -6- originally contained an estimated 0.6 to 1.0 percent. The yellow-poplar bad lost perhaps 2"0 mC!ch as 75 percent of the acetyl estimated to have been present originally, and thus appears to have been seriously and critically weakened. The significance of this loss is not t~~ obsence of the acetyl, but rather the resulting effect of the total chemical change, of which the acetyl loss is only a part. This effect can be demonstrated by treating wood with dilute alkali to cause elevated fiber saturation levels. Fiber saturation in hardwoods may be as high as 65 or 70 percent moisture con tent. This characteristic of wood has been demonstrated and reported by Tarkow and Feist; a copy of the report is attached and attention is di rected to table V, page 82, and the section "Effect of Treatment with Dilute Alkali," pages 82 and 83. Additional work by W, Klauditz (1957), has shown that wet strength losses as high as 50 percent may result from very short treatments of mild solutions of dilute alkali. Highly signi ficant reductions in all strength properties are known to be character istic of wood at such high fiber saturation levels. The fact that dry wood strength is much less affected by these changes is of little consequence in this case since the grillage members undoubtedly remain water saturated in their present position. Inasmuch as these strengch losses are or s1gnificance prima~ily ~u the hardwoods, such as the white oak and yellow-poplar in contrast to the pine of the grillage sampleo, additional sampling of the grillage is highly desirable to determine what wood species are actually present and how the different species are distributed. Additional corroborative evidence of strength loss in the yellow poplar core sample was its "mushy" character, evident in the saturated -7·· condition by moderate fillger pressure in contrast to a near-normal wood firmness in the dry condition. Further, it may be noted that the yellow wet poplar sample had to oe frozen to obtain sufficient rigidity, in the of condition, to cut thin sections for microscope examinatio~while none the other samples required similar support. Summary of Findings The several characteristics determined for the grillage samples can be summarized as follows: (1) Severe twisting of the core samples attributable to the coring process caused much physical damage in varying amounts to the core wood. In our appraisal of the cores, we- attempted to avoid such damaged material. resulted There is a definite chance that some of the coring damage may have of from the weakened physical condition of the wood, representing a loss strength due to chemical and/or biological deterioration. This is very definitely true for the single sample of yellow-poplar. In the samples during of oak and in the one pine sample, some part of the physical damage coring may have resulted from chemical or biological weakening, from random compaction of kerfed fibers and particles, or from a combination of these two factors. (2) Identification of core samples showed the predominant wood spe cies to be white oak rather than pine as reported in the original account sam of the construct1on. One segment of yellow pine was included in the ples~ well'as a segment of yellow-poplar. (3) Bacteria of both coccus and rod forms were present in the core samples as determined either microscopically or by cultural isolation. lignin It was not determined whether the culture isolat3s were capable of -8- or cellulose degradation, but de~Ln1te degrade of the secondary cell walls of the pine sample was observP.d. Although no fungus hyphae were found associated with this specific degrade, it is suggested that this is an example of biological degradation. This type of biological attack was repeatedly observed in the latewood cells of the pine sample annual rings. Whether this degradation had occurred prior to, during, or after bridge construction could not be determined, but it must be considered signifi cant evidence of strength loss. (4) Fungi were observed microscopically in several instances in the oak samples. No fungi were obtained in 30 culture isolation attempts and it seems probable that the observed hyphae were the result of infections having started prior to or during the construction period. Very little deterioration ot wood cell-wall material was associated with these fungi in the material exam1ned. (5) Rupr:ure of a compression-failure type in the secondary wall of some wood cells was moderately conn• of oak fibers along the orimary wall was also observed in several samples Whether these forms of damage were due to bioLogically or chemically de graded wood or to the mecnanical stresses imposed by core boring was not determinable. (6) Specific gravity determinations for seven samples, including one pine, one yellow-poplar, and five oaK members, showed no abnormally low-density ma~erial, although the pine sample was just below the minimum spec1tic gravity tor the range of yellow pine. The wood samples were Bpnroximat:elv normal for rates of growth: Oak showed lZ-16 rings p<>r inch pine snowed 28 rings per inch (a reasonao!y slow growth for th1s species), -9- and yellow-poplar showed 32 rings per i~~h c~ decidedly slower rate or growth than normal). (7) A test for chemical changes indicated by acetyl loss in the samples was positive for the hardwoods, but only extensive enough in the yellow-poplar sample to be definitely considered hazardously weakening. Appraising this factor is oarticularly difficult since there is no way of determining how much more weaken~ng will develop in the future, Nor mally, under stable conditions, acetyl loss occurs more rapidly in an initial period and becomes less rapid due to a reduced rate of loss after a prolonged period. If the additional cores to be taken in the future prove to be largely pine, this Jpecific problem would be considered less sign1t1cant than it now appears to be, Conclusions and Recommendations Suggested for Consideration As a general summary, it should be noted that no single factor or combination of factors that have been appraised point to a definite and unequivocal condemnation of the grillage for continued support of the pier as proposed in the reconstruction of this bridge. However, the mar ginal character of some factors, the unpredictable degree by which some of these factors may change in the future, and the remaining unknown ent~ ties due to sample limitations that fail to provide sufficient information on the species of wood presen~ and their distribution in the grillage assembly are ample justification for a recommendation that the grillage not be depended on for complete support of the pier through the service life of the anticipated bridge reconstruction. -10- Principal considerations leading to this conclusion include "he following: (1) The sample is inadequate for a broad and reliable conclusion, coming as it does from a single set of cores taken from a single hole in a very considerable expanse of timbers that we must now assume are com posed of at least three species and possibly more. Further, the core cutting process has introduced a degree of twisting and breakage in the samples that has been difficult to appraise. (2) Substantial and critical strength loss has occurred in the upper yellow-poplar grillage member as a result of chemical changes, pre sumably induced by an alkaline environment associated with the overlyi.,g concrete. Without extensive additional sampling to identify wood species and their distribution, the significance of this factor cannot be accu rately appraised. (3) Additional strength loss has also occurred in the oak samples from the same cause, but the extent of strength loss is con sidered marginal. We cannot predict with surety whether or not further significant chemical change in the oak will occur in the next 80 years, (4) Biological degradation in some segments of the core samples now approach a marginal point in strength loss, Much depends on bow extensive or common such areas may be and whe~r living organisms are still active. This can only be estimated with additional sampling and culturing. (5) The probability of additional degradation by either chemical or biological agents with time cannot be predicted with a high degree of certainty. However, assuming no change in the environment surrounding the grill!tge, it is possible that little additional deterioration will occur. -11- Recommendations (l) We recommend that numerous additional cores be taken with an improved coring tool to better appraise the species of wood present, their distribution, and their physical and biological condition. (2) Special attention should be given the uppermosttand lowest grillage members which contact concrete and particula~so if these rnem- bers are hardwoods. (3) Special consideration should be given in appraising any yellow- poplar members present as to the amounts found and their location or distribution. Suggestions for a Preservative Application and the Filling of Voids If the engineers decide to continue the grillage in service and to pressure-fill holes bored on a grid pattern, as previously considered, to eliminate any voids that may now be present above or below the grillage, it would then be our recommendation that, after the holes are drilled and before the consolidating fill is applied, a water-soluble, toxic agent, such as the wood preservative FCAP, be forced under pressure into the grillage interfaces and any other available space. This material is a recognized wood preservative containing fluoride, chromium, arsenic, and dinitrophenol. Such material would presumably, by slow diffusion over an extended period of time, permeate much of the grillage wood and retard further biological deterioration in the treated portions. This specific toxicant has been recommended by Lee Gjovik of the Wood Preservation section. The material would be available from either the Koppers Company, Inc., or from the Osmose Wood Preserving Company. -12- For further information about this product, we sugsest that you contact, respectively, either: Mr. R. B. Putman, Manager Wolman Preservative Department Forest Products Division Koppers Company, Inc. Koppers Building Pittsburgh, Pennsylvania 15219 Mr. George B. Fahlstrom, Director Research Division Osmose Wood Preserving Co. of America, Inc, 980 Ellicott Street Buffalo, New York 14209 you, Either of these men may have specific advice that could be useful to Also, you should be advised that chis preservative has been classified as a pesticide under current pesticide regulations. It 1s recommended, therefore, that the appropriate state agencies be consulted before the material is used. Finally, we would recommend that a fill material having a slightly acid or netural pH be used to eliminate the grillage voids. The addition of more alkaline material could likely cause additional chemical changes indicated by 1oss of acetyl which may otherwise be stabilized at this point. -13- Figure 1.--Bacteria supported on tylosal membranes in vessel cells of white oak samples. This particular slide was prepared from oak core sample taken at the 152.0-foot level, but such oacterial infections were commnn throughout all the sample materials examined. Notice the two sizes of bacteria present, both coccus forms but distinctly different in size. Bacteria observed microscopically were consis tently of the coccus form (1200X). Figure 2.--Bacteria from one of numerous cultures obtained by isolation attempts from the grillage samples. Similar cultures were obtained from all samples. These bacteria were consistently found to be short rod forms occurring either singly or in short chains. No coccus froms of bacteria were obtained in culture. The absence of living coccus bacteria in the samples is tf1rought to be due to the alcohol pickling of the wood samples. Figure 3.--Radial section of oak from a depth of 155.5 feet showing cell· wall compr~seion failures. This physical defect could not specifically be attributed to any single tor combination of causes with certainty, but such faults represent a s.ignificant decrease in strength. See text for possible explanation of ~ause (1200X). Figure 4.--Cross section of pine sample (156.5 ft.) showing cell-wall deterioration in the last three to 10 tracheids of an annual ring. This cond1c1on was observed repeatedl} 1n this sample and may be due to biological (enzymatic) breakdown of the secondary cell wall. Whether such action has been the result of fungal or bacterial action was not determined, but from a practical point of view, tt makes little or no difference--the end result is weakening of the wood. Normal cells are designated by~ deteriorated cells by~ (380X). Figure 5. --A second view ot the cell-wall deterioration in the pine sample shown at a greater magnification (1200X). Secondary cell-wall material deteriorated in cells marked ..!2• cell walls normal in cells marked ~· Purchased by the Forest Products Laboratory, U.S. Department Of Agriculture, for offici"al use HAROLD TARKOW The Superswollen State of Wood and WILLIAM C. FEIST THE colloid chemist uses the term Ihe suggestion is made that the changes of certain physical and chemical properties ((limited swelling gel" to describe a· of wood on mild pulping are caused by increased plasticization (fiber saturation material that has a limited but reversible point). A quantitative procedure is described for measuring the fiber saturation swelling capacity. The classical ex point of wood substance following such chemical tre-atments of wood. Conv~ntional ample of this is agar, in which swelling pulping procedures raise the flber saturation point of all species of wood. With is limited by restraints imposed at the dilute alkali (1-2% sodium hydrvxide) treatment, a marked difference is noted be time of gelation. In this sense, wood tween hardwoods and softwoods. Softwoods are essentially unaffected by the substance is a limited swelling gel. treatment. The fiber saturation point of the hardwoods doubled. Chemically, The restraints in wood substance that this is accompanied only by deacetylation and an appreCiable increase in free corm limit swelling are "cross-links" com boxyl content, which suggests cleavage of polyuronic ester bonds. The highly posed of crystalline regions, of hydrogen swollen condition can be recovered following air-drying~ Wood in this super· bonded regions too small or irregular swollen condition should have the potential for novel uses. to be detected by X-ray diffraction, and possibly of primary valence bonds Keywords: Fibers · Saturation · Swelling · Penetration · Cellulose • Hardwoods • between polymeric components. ThBse Softwoods· Wood pulps· Chemical pulping· Deacetylll.tion · Polyuronides· restraints were introduQed when the Chemical bonds · Carboxyl groups · Esters wood substance formed and ~'gelled" during secondary thickemng of the cell wall. The properties of whole the wet structurally intact holocellulose. Apparently the 11 normal" lignin that is wood Suggest similarity in swelling 1 capaci-ty -of wood substance. Volu His data are summarized in Table I. present does not necessarily preclude metrically, it is about 45%, The Delignification reduced the green additional hydration. fiber saturation point of most sfi,ecies, tensile strength of wood by about 85%. Confirmation and extension comes from work by Lagergren et al. (3). because of the constant density of wood Similar reductions were found for bending and compressive strengths. The wet tensil.e strengths of a hardwood substance, is 30-40%. Klauditz interpreted the results in terms and a softwood treated with 2.5% In this paper, q, brief review of the sodium hydroxide for 2 hr (room tem effect of certain chemical treatments of a "hydrophobic action of the lignin," perature, unwashed) were measured. on some properties of green wood is which means the removal of the lignin given, followed by a description of a allowed for an increased moisture The hardwood lost 75% of its wet procedure for quantitatively mee.suring adsorption. strength; the softwood lost only 17%. Thus, the hardwood is much more the fiber saturation point, and a dis Klauditz also 'studied the effect of cussion of the probable mechanism re dilute alkali (2). Sticks of green wood sensitive to alkali. It is recognized sponsible for the observed increase in were immersed in 0.2% sodium hy that satisfactory cold soda pulps can" fiber saturation point. This condition droxide, washed, and the wet tensile ·not be made with softwoods. of the swollen substance with the in strength was measured. creased fiber saturation point is referred After 10 hr, although the yields were Effect of Treatment on the Anisotropic to as the 11 superswollen state." about 94%, the wet strength had dropped at least 50%. About 60% of Diffusion Characteristics of Water~ the 6% loss. in yield was due to loss in So/ubi~ Electrolytes REVIEW OF LITERATURE acetyl content. Thus, with the loss of Effect of Certain Mild Treatments on the only 2-3% of basic substance, an The diffusion rate (D) of a water Strength of Green Wood appreciable loss in wet strength had soiuble material through water-logged The wet strength of green wood i;B occurred. Klauditz attributed this to wood is a highly anisotropic property. an increase in hydration capacity re Dlon itudinat/ about 70% of the dry strength. The According to Stamm (4), 11 sulting from a loss of acetyl groups. wet strength of paper is 1-5% of the Dtrnnaverae (Di/Dt) is _about 15. Be- dry strength. Klauditz (I) stated that an explanation in terms of simple de lignification would be inadequate, be Table I. Wet Tensile Strength of Structurally Intact Holocellulose --::::-:-- cause fiber-separation and reconstitution Reduc- are also , involved. He treated green tion in .$ticks (0.3 by 3 by 16 em) with acidified Wet wet ~odhun chlorite, washed out the chem tensile tensile ical, and measured the strength of Yield, Lignin, Pentosan, Acetyl strength,"" strength Species % % % % kg/cm2 % Beech 100 23.3 23.4 4.84 919 Beech holowood 77.8 3.1 28.4 6.32 116 87 HAROLD 'rARKOW, Chemist, and WILLIAM C. Aspen 100 23.3 20.9 4.53 442 FEIST, Chemist, Forest Products Laboratory, Aspen holowood 76.0 1.9 27.6 5.81 75 83 Forest Service, U. S. Dept. of Agriculture, Madi~ lon,-Wis. a Based on wood area. Concln"iQne were similar when based on e.rea of cell wall. Reprinted from Tappi, The Journal of the Technical Association of the Pulp and Paper Industry, Vol. 51, No.2, Feoruary 1968. Copyright, 1968 by TAPPI, and reprinted by permission of the copyright owner Table II. Diffusion Characteristics of Water~borne Solutes in Modified Wood Relative Yield, Increase in Liefer- 2 2 D, ence"' Wood Treatment % D 1, cm /sec Dt, cm /sec D, Dt,% 1 (5) Softwood None IOO 0.8Xl0 0.02 X 10 • I 0.033 ~sodium chloride)h 330 (6) Softwood Sulfite 9I (potassium chloride) I O.I4 Sulfite 85 (potassium chloride) I 0.20 500 (6) Softwood I300 (7) Softwood Kraft 60 o.84 x w-• o.36 x w-• I 0.43 (sodium hydroxide) (sodium chloride) I 0.046 40 (8) Softwood 6% NaOI! (9) None IOO (sodium ion) I O.I6 Hardwood 500 (9) Hardwood 20 hr at pH (buffer chemical) I 0.78 13.5, 25 9 C s Numbers refer to Literature Cited references. b Diffusing chemical shown in parentheses. cause of the high ratio of length of 1.5 r------,------,----r------,-----, lumen to cell wall thickness (about to longitudinal HOLOCELLUI_OSE 500), the resistance u. diffusion resides mainly within the 0 lumen. The contribution to the overall "' resistance by the cell walls is very small. '"' Consequently, one would expect modi ,.: C£LL0PI'lANc ....o fications of the ce11 wall to have rela ffi Tappi / February 1968 Vol. 51, No. 2 Ill MEASUREMENT OF THE SWELLING RH, or the fiber saturation point. At 90% RH and below, the equilib CAPACITY OF WOOD SUBSTANCE This is readily determined for unmodi rium moisture contents (EMC) of fied wood. In previous work (12-14) holocellulose and wood are similar. The swelling capacity of wood sub a procedure is described for measuring The considerably higher EMC of the stance, as a good approximation, is the fiber saturation point of modified holocellulose at 100% RH (Fig. 1) sug measured by the amount of moisture woods and of certain pulps. It is based gests that pockets of liquid water are associated with the substance at 100% on measuring the amollllt of solute-free present (perhaps hundreds of angstroms water in a waterlogged specimen equili in size), and are communicating with the brated with a dilute solution of a water environment through ch~ or "bot soluble polymer whose molecular f'lize tlenecks," the sizes of which are eqUiva Table IV. Fiber Saturation Point of precludes penetration into the wood lent to those of the critical molecular sizes Sitka Spruce Holocellulose with Varying substance. of the polyethylene glycoL Fiber satu lignin Content ration points of the cellulosic material described in this report were measured Fiber EXPERIMENTAL Lignin Lignin saturation with PEG-9000. Measurements were content, rerrwval, point, Wood made in triplicate with a reproducibility % % % ±2%. Transverse sections 20-~il-thick of of 'W.05 0 green Sitka spruce and sugar maple were 21.54 26 63 used. 16.98 42 70 RESULTS 10.66 63 94 5.53 81 130 to Holocellulose Holocellulose Effect of Conversion 3.27 89 140 Different Lignin Contents 1.11 96 180 with Cross sections 20-mil-thick of Sitka to holocellulose, the spruce were treated by the modified In converting the lignin from Sitka sodium chlorite method (15). The removal of 90% of resulted in a fiber washed holocellulose retained the geo spruce specimens of about 140% (Table Table V. Effect of Alkali Treatment metrical form of the wood very well. satUJ'ation point of the additional and Acid Wash on Fiber Saturation IV). '!'he ·•olume· wood sub Point water asRodated with the Alkali- Treated Wood stance was several times greater than Fiber the calculated volume of lignin removed. saturation 20-mil-thick of green maple Sections Consequently, the wood substance must point, were treated with dilute and Douglas-fir have undergone considerable swelling on Treatment % (1-4%) and washed sodium hydroxide conversion to holocellulose. acetic acid and water. Maple with water, dilute Examination under the microscope of None 40 green sections before and after delignifi 73 1%Na0j.?25°0,3hr revealed an appreciable increase 1%Na0 ,25°C,6hr 69 Liquid-Ammonia Treated Wood cation 1% NaOH, 25°C, 18 hr 66 in cell wall thickness. Stone and Scallan 1~ NaOH, 60°C, 3 hr 65 Sections 20-mil-tWck of air-dried made similar interpretations (16). Al 4o/o N9.0H, 25°C, 6 hr 68 maple were immersed in liquid ammonia though drying and rewetting of the halo Douglas-. fir at -33 and at +30°C (under pressure), cellulose resulted in some loss in fiber None 32 followed by air-drying and washing. saturation point, the loss became negli 1~ NaOH, 25°C, 3 hr 36 gible if the rewetting was made at 100°0, 4 0 NaOH, 25°C, 3 hr 32 Sulfite-Pulped Wood Sections 20-mil-thick of green Sitka Effect of Treatment with Dilute Alkali with 16% sodium spruce were heated The effect of alkali treatment on Table VI. Effect of Liquid Ammonia at 160°C for different times, bisulfite maple and Douglas-fir is shown in Treatment on the Fiber Saturation Point at 80% filtered, washed, and dried conclusions are drawn of Maple Table V. Three RH. from this table: Fiber saturation 1. Dilute alkali has little effect on Molecular Treating point, Determination of Critical the fiber saturation point of the Nonpenetration into Green condition % Weight for softwood 43 Wood Substance 2. Dilute alkali has a marked effect 51 nonsolvent water con on the fiber saturation point of the 70 In Fig. 1 the tent (13) for several water-logged cellu hardwood losic materials is shown as a function of 3. With the hardwooci, there seems the "llolecular weight of polyethylene to be an increase in fiber saturation glycol (PEG). The critical molecular point that is roughly independent concentration and tem Table VII. Fiber Saturation Points of weight is 3000-6000; in other words, of alkali The maximum fiber Sitka Spruce Sulfite Pulps depending on the cellulosic material, perature. the molecular size of the glycol above saturation point is 73% for the Fiber which penetration does not occur is alkali-treated, acid-washed wood. Lignin saturation is now available that content, point, 3000-6000. The nonsolvent water con Evidence Yield, maximum fiber satura % % % tent measured at and above this molecu~ this same lrtr size is identical with the fiber satu tion point is reached with treating 100 29.5 35 times considerably less tha.n 3 hr. 85 23 64 ration point and is a measure of the 75 17 76 swelling capacity of the material. Fig Preliminary chemical analysis 67 12 99 ure 1 shows a four-fold range in swelling shows that the only distinctive 52 3.8 104 capacity. changes are 1t reduction in a~P.tyl / fappi 82 llol. 51, No.? February 1968 content and a threefold increase woods result in a marked increase in rotting fungi circumvent this difuculty in carboxyl content, as measured the swelling capacity of the wood sub by sending out hyphae. This raises by calcium ion exchange. The stance. Stated differently, the sub some significant questions. How do formation of carboxyl groups fol stance becomes more highly plasticized. cellulolytic bacteria function? Why lowing alkali treatment and even Limited chemical data suggest that this does increased plasticization of cell wall following sodium chlorite treat effect is accompanied by considerable tissue increase the rate of attack by some ment has been demonstrated by increases in carboxyl content; this is of these bacteria? Does this increa~ed Sarkar in his extensive work with very likely a result of the breaking of plasticization explain the increase in jute (19). Sjostrom (20) has also polyuronic ester bonds, that is, the digestibility of straw when treated with reported marked increases in car breaking of cross-links. dilute alkali (24)? Is wood substance yl group· content following A hallmark of recent polymer theory in the superswollen state accessible to organisms within the lumen ~i.. tre~tment ..A v~luable clue is the prediction and confirmation of digesting JOstrom's findmgs 1s that the appreciable reductions in swelling ca despite the presence of lignin? This increase in carboxyl content fol- pacity of polymers following the intro last question is particularly significant lowing alkali treatment is con duction of relatively few cross-links. for this day of food shortage and popu siderably greater for hardwoods Stark and Rowland (21) have done re lation explosion. than for softwoods. lated work with formaldehyde-cross linked cellulose. Perhaps the increased swelling capacity discussed in this re LITERATURE CITED Eifect of Treatment with Liquid effect. We are sug Point port is the reverse Ammonia on the Fiber Saturation described gesting that the phenomena 1. Klauditz1 W., Holzforschung 6 (3): 70 The maximum fiber saturation point in the Review of Literature section of (19.\2). 11 (2): 47 with liquid ammonia this paper can be understood as being 2. Klauditz_. W., Holzforschung of maple treated (1957). VI) is the same as that obtained due to an increased plasticization of the (Table 3. Lagergren_. S. 1 Rydholm, S., and Stock by dilute alkali treatment (Table V). cell wall. The magnitude of this in man_. L., Svensk Papperstid. 60 : 632 If the increased swelling capacity is due creased plasticization is given by the in (1957). 4. Stamm1 A. J .1 uwood and Cellulose to the breaking of certain Swelling crease in swelling capacity. The sub 1 Science/ Ronald Press 1 New York, restraints, the same restraints must be stance within the cell wall at 100% RH N.Y., p. 410_. 1964. broken by both treatments. Although can be considered to be in a superswollen 5. Behr_. E. A., Briggs, D. R., and Kau liquid ammonia causes a partial trans condition. fert, F. H., J. Phys. Chem. 57: 476 cellulose III, Sjostrom (20) reported a slight in (1953). formation of cellulose I to 6. Yorston, F. H., Pulp and Paper Res. the alkali treatment described here is crease in carboxyl content in softwoods Inst. of Canada, Lab. Rep. No. 23, inadequate to produce any merceri following treatment with alkali. Yet 1943. zation effects (17). An explanation for we have observed no increase in swelling 7. McKibbins, Samuel W., Tappi 43 liquid cap·acity with softwoods. Perhaps sa (10): 801 (1960). the similarity of caustic and 8. Maass_. 0., Can. J. Res. 10: 180 ammonia treatments could involve ponification of polyuronic ester bonds is (1934). similar breaking of polyuronic ester necessary, but not sufficient to rJbtain 9. Stone, John E., 'l'appi 40 (7): 539, this effect. Other less nJkali-sensitive (1957). bonds. J. 9: 228 saponify bonds may exist in softwoods. Per 10. Stranks, D. W., Forest Prod. Alkali solutions very readily (1959). these bonds and form free carboxyl haps the effect is related to the con 11. Norberg, P. H. and Meier, H., Holz groups. Ammonolysis would also siderably higher lignin content or to its forschung. 20 (6): 174 (1966). cleave these bonds and form amides. different distribution in softwoods (22). 12. Feist, W. C. and Tarkow, H., Forest is Furthermore, the structures of the Prod. J. 17 (10): 65 (1967). The net result with both treatments 13. Tarkow, H., Feist, W. C., and Souther the elimination of primary valence glucurono-xylans in hardwoods and land, C. F., Forest Prod.. J. 16 (10): cross-links between certain polymeric softwoods are considerably different 61 (1966). components. The occurrence of am (23). 14. Stone, J. E. and Scallan, A. M., by The swelling capacities reported here Tappi 50 (10): 496 (1967). monolysis has been demonstrated 15. Thompson, N. S. and Kaustinen, 0. Wang (18). In fact, the kinetic im for alkali-treated wood are for the A., Tappi 47 (3): 157 (1964). plications suggested in Table VI agree acid-washed material. Higher swelling 16. Stone, J. E. and Scallan, A. M., with those reported by Wang. capacities are found for washed, but not J. Poly Sci. C11: 13 (1965). acid-washed material. The modified 17. Sisson, W. A. and Saner, W. R., J. Phys. Chem. 5:717 (1941). wood with its liberated carboxyl groups P. Y., Balker, H. I., and Effect of Sulfite Pulping on Fiber 18. Wang1 is behaving toward changes in pH much Purves, C. B., Can. J. Chem. 42: 2434 Saturation Point as any conventional ion exchange resin (1964). satu behaves. 19. Sarkar, P. B., Chatterjee, H., and A considerable increase in fiber Mazumdar, A. K., J. Text. Inst. Trans. ration point occurred with decreasing Previous work at our laboratory has 38: T318 (1947). adsorption yield of sulfite pulp from Sitka spruce shown that the moisture 20. SjOstrOm, E., Janson, J. 1 Haglund, P., (Table VII). The effect was· not as isotherms of pulps and of wood are and EnstrOm, B., J. Poly. Sci. Cll: halo similar below 90% RI-1; yet as this 221 (1965). pronounced as that noted with 21. Stark, S. M. and Rowland, S. P., cellulose (Table IV). Recent unpub investigation shows, the adsorption of J. Appl. Poly. Sci. 10: 1777 (1966). lished work at the Forest Productf pulps at 100% RH is considerably 22. Berlyn, G. P. and Mark, R. E., Forest that this may be higher. It is suggested that the func Prod. J. 15: 140 (1965). Laboratory has shown and Tech at tion of a wet··strengthening resin is 23. Timell, T. E., Wood Science due to the different temperatures nology 1 (1): 45 (1967). which the two pulping treatments were simply a partial restoring of the swelling 24. Wilson, R. K. and Pigden, W. J., made. capacity characteristic of the original Can. J. Anim. Sci. 44: 122 (1964). wood. Because the critical molecular size of RECEIVED FOR REVIEW July 25, 1967, ACCEPTED Sept. 30, 1967. DISCUSSION most modified cellulosic materials is The authors wish to acknowledge the coopera The resuThs of the literature survey equivalent. to or less than that of PEG- tion of the Tennessee Valley Authority iu. this work. now become understandable. Conven 6000_. it must be coneluded that. cellulo The Forest Products Laboratory is maintained tional pulping of hardwoods and soft lytic enzyme£ do not diffuse freely at Madison, Wis., in cooperation with the Univer woods and alkali treatment of hard- through water-swollen tissu-es.. Wood- sity of Wisconsin. 113 Tappi / February 1968 Vol. 51. No. 2 Condition Of Pine Piling Suomerged 62 Years In River Water 14th Street Bridge Over Potomac River, Washington, D.C. THEO. C, SCHEFFER, Pathologist C. G. DUNCAN, Pathologist1 ""d THOMAS WilKINSON, Engineer Forest Products Laboratory,:! Fo1est Service U.S. Department of Agriculture Madison, Wisconsin JN 1963, THE question was raised roborated with a third set of samples, Swain of the Washington office of the with by the bridge engineers as to and strength evaluations of the wood. Forest Service, in collaboration Bridge, whether the piling under the old 14th The conditions of the piling was of the engineer on the 14th Street Street Bridge in Washington, D.C., more than practical interest because Mr. H. Emekli, arranged to have four was sufficiently sound to warrant conw it gave us an opportunity to observe more sections of piling sent to the structing a new bridge on it. Our ex the condition of untreated wood with Laboratory. These were examined aminations in 1963 and 1967 of wood an authenticated history under fresh microscopically and specimens from The from representative piles indicated that water for a long period of time. them were tested for strength. from it probably was not, but it was de In response to our desire to analyze findings, and conclusions derived assays, cided in 1968 that this should be cor- more of the piling, Mr. George Me- both the present and the earlier are the subject of this report. According to Mr. Emekli, the four Table 1 - Results of compression parallel to grain test of 1 by 1 specimens sections had never been encased in cut from pile sections obtained from pier 9 of 14th Street Bridge, concrete, since the concrete encase '¥ashington, D.C. ment on these particular piles started several feet below mudline. The sec tions were all from pier 9. Two of ~sh~ng strength. them, which will be referred to here as pile L 1 and pile L2, came from just above the muclline; the other two, ).l.,so.i. _P.s.i. pile L3 and pile lA, came from just 0.430 1,380 below the· mudlinc, according to Mr. .394 1,200 1,29() Emekli. The species of pine could .395 1,!40 not be established, but it seems logical .402 1.420 l,ZSO · to assume that it was one of the four .420 1,320 major southern pines. .434 1,680 1,500 The sections were tested for 139 .421 1,550 strength in compression parallel to the 89 .465 1,310 grain. Specimens were 1 by 1 hy 4 154 .381 1,370 inches and they were tested in the 182 .• 380 1,250 green condition in accordance with .369 1,040 184 the procedure outlined in ASTM :'153 .399 1,280 0143. The location of the specimens .390 2,230 is shown in Figure 1. The results arc .367 2,180 shown in Tahle 1. .431 2,880 The residual strength of the piles .429 2,840 cannot be analyzed relative to known to ob ~;ap"'o.od initial values, but it is possible tain some estimate of strength change (Continued on page 24) 'Average values (Wood Handbook) for sound, green southern pine wood: 'Deceased. loblolly- 3,490 Longleaf- 4,300 ~Maintained at Madison, Wis., in coopera University of Wisconsin. Shortleaf- 3,430 Slash- 4,340 tion with the January, 1969 22 >:->< __ :;~\;:_lfh-'cis--JJ~P!in'aUy -~e'en tissuri,ea that -tim}l'er- pilln~ -_~aetJ_>~;f __ -- --,P~ 'pt_eSs\.ll-1,14r~otei:l -for IJse in fresh wQter in$:tallettio_ll~,-:~hc.r"v:_~_ :' _>-"~-':':er;_-:tJ:i)_s -re.c!)ln_t· repq_rt ·on. piUngJ> _remov'e_d froryJ- _the, old_ !4th:.: --~- -~fX~-~t_-__'·~ri~~-e- across t!"u::i, Potoro£1t- River- _in. Washinston,- D.~_,: ''-::pr.~inpt_s,_a -1"ti!-eVaiiJC1tion -af _this e*:~blished thou_ght.- _ -- - -:;> .:-: .:'#h~n, ·!_he _q[~ ·hr-id£Je was dis_mcmtl_ed,- after :neor:l_y- _60.-y_~_(li The pilings that are on the barge are a few that were pulled when the 14th Street Bridge was razed. Pile l'l Diagram for cutting 1" by 1" compression parallel to grain specimens from pile sections obtained from pier 9 of the 14th Street Bridge, Washington, D.C. WOOD PRESERVING by referring to the average crushing summarized in Table 2. Bacteria were dence that the pine sapwood belo\\1 strength (parallel to grain) values for present in all portions of all Pile sec mudline in the river water for 62 southern pines. Using for reference tions. They were more prevalent in years had been substantially weakened the average strength of the weakest sections below mudline than in sec in crushing strength by bacteria. The of the southern pines, loblolly and tions above, and the wood below mud heartwood was affected Jess; judging shortleaf (Table 1), one could conclude line was correspondingly altered to .. a from the condition of wood recovered that the wood above mudlinc tended greater degree microscoPically. The from lakes and river bottoms after to have less than one-half its original greater residual strength in the wood much longer periods than 62 years, strength and that below mudline no below mudline cannot be accounted however, the heartwood also probably more than about 80 percent of its for on the basis of the microscopical would eventually have been seriously original strength. Thus, it seems that appearance of the wood, which was degraded. there was a definite and substantial not as good as that of the wood above The fungus infection probably was reduction in crushing strength of the mudline. It can only be suggested at incurred before the piles were driven, piles above mudline and a moderate this time that microscopically visible since fungi are not known to be capa~ reduction in strength below mudline. alterations of pine wood induced by ble of seriously invading wood under Although the apparent reduction in bacteria are not a reliable index of the water, and limited fungus infection strength below mudline may not be changes in wood strength of the mag of southern pine poles and piling on statistically significant, it probably is nitude found in this piling. the storage yard is common. The a real one in view of microscopical Fungus hyphae were present in the fungus infection however, did not ap~ evidence of bacterially caused changes sapwood and outer heartwood, but pear tO be extensive enough to have in the wood. not in the inner ·heartwood. been a sizable factor in the apparent The microscopical observations are We conclude from the total evi- reduced strength of the wood. !Ill Table 2 - Summary of microscopical observations of thin sections from pine piling obtained from pier 9 of 14th Street Bridge, Washington, D.C. 24 January, 1969 APPENDIX III \ULLIAM IL BURR 1 S REPORT TO ASCE (1890) (Plates XV, XVI, and XVII have been o~itted) AMERICAN SOCIETY OF CIVIL ENGINEERS. INSTITUTED 1852. TRANSACTIONS. in NoTE.-This Society is not responsible, as .a body, for the facts and opinions advanced any of its publications. 446. (Vol. XXIII.-August, 1890.) THE RIVER SPANS OF THE CINCINNATI AND COVINGTON ELEVATED RAILWAY, TRANS FER AND BRIDGE COMPANY By WILLIAM H. BURR, M. Am. Soc. C. E. WITH DISCUSSION. The structure which forms the subject of this paper crosses the Ohio River at Cincinnati, Ohio, and with its approaches forms a part of the Chesapeake and Ohio Railroad system. It acquires its interest as a piece of engineering chiefly from the magnitude of the individual spans of which it is composed. There were no special engineering difficulties to be overcome either in the substructure or superstructure, but the central span of the three, 550 feet long between centers of piers, and 84 feet deep between centers of chords, is the greatest simple non-continuous truss span yet constructed. The two spans which flank the center or main channel span are 490 feet each between pier centers, with center depths of 75 feet; and the fact that all the spans carry a double track raHway with two roadways and two sidewalks, renders them also the heaviest non-continuous trusses which have yet been built either in 48 BURR ON RIVER SPANS OF CINCINNATI BRIDGE. BURR ON RIVER SPANS OF CINCINNATI BRIDGE. 49 this country or in Europe. The detail drawings accompanying this :Much difficulty was experienced in obtaining metal for the heavy paper show all the main features of the trusses and fioor systems and plate links at the upper ends of the end posts which would fill the their connections which are of any special inte1·est. AB they indicate, requirements of the specifications, or sufficiently near thereto. Anum all the main parts of the trusses are of steel, while the lateral and tranf ber of steel plate makers felt confident of being able to produce such verse systems of bracing and the floor-beams and stringers are of thick and heavy plates as would meet the requirements of this case, wrought-iron. but repeated trials were failures. The metal would be very low in With the exception of the connection between the :floor-beams and dastic limit as well as in ultimate, and develop porous places in the posts, and the web system, there will be found few' features not ordi interior of the mass. The whole difficulty lay in the small amount of narily included in the best American practice for heavy spans. All work which was put upon the metal between the ingot and finished connections are central, and so designed as to eliminate essentially all plate. Messrs. Graff, Bennett & Co. finally produced a number of plates secondary stresses. The system of web members used, and whic.h has -of open hearth steel which met the requirements of the specifications. been developed by the Phrenix :Bridge Company for its long spans, is Their financial difficulties coming on at this time, however, prevented seen to be single, and it is of interest in passing to note that if a single their ~'.ompletionof more than a few only of the plates required. The system of bracing may be used for trusses of the dimensionJ and weight -remaining plates for these heavy links were made of :Bessemer steel and of these under consideration, there would seem to be no case where it produced at the Homestead Mills of Messrs. Carnegie, Phipps & Co. may not be advantageously employed. There is thus avoided all the The experience with these plates was very interesting in itself, although ambiguity and secondary stresses which are inevitable to a greater or less the difficulties encountered threatened at one time to result in a serious degree when any multiple system of web members is used. delay to the progress of the work. It demonstrated in a peculiarly The boring of individual truss members was done with such lengths -clear and effective manner the improvement in the quality of the as would eliminate. all secondary stresses whatever at a condition of metal produced by an increased amount of work. The most porous loading intermediate between no moving load and a full moving load. portions of several plates were a number of times wor"Sed down under As the latter condition of loading will very rarely occm·, these normal .a hammer to bars of most excellent steel, alike in respect to its elastic lengths will reduce the secondary stresses to an absolute minimum; in limit 1 ultimate resistance and ductility. fact, -will reduce them to such small magnitude as to leave them with no The 7·inch steel eye·bars were forged from open hearth steel, while importance whatever. The connection between the floor-beams and the B·inch bars were forged from Bessemer steel. posts, which is made by means of close-fitting turned bolts in holes The steel pins were forged from open hearth metal. drilled with those members assembled, is of such a character as to secure :Before proceeding with the actual shop work on these spans, many all the advantages of a rigid connection and at the same time eliminate .careful tests on th.;; effect of the var:ous shop manipulations of the steel all tension upon the connecting bolts, leaving them to transfer shear material were made in order that the greatest confidence might be only; at the same time the weights of both railway and highway floor placed in the resulting work. Rivets both with counter-sunk and full systems are transferred centrally, so as to bring an equal distribution of beads on one and both sides of plates were driven, and the hammer weights upon all of the web members intersecting at any lower chord ing continued throughout the stage of blue heat as the metal cooled panel point. Under the requirements of the specifications all rivet holes down; heads were then knocked off, or the counter-sunk rivets in the plates and angles forming the upper chords and end posts, and driven out in such a way as to give their material as much abusf', ..as nearly all intermediate posts, were made with multiple drills of six drills possible. The results of these tests were in every way high'fy satisfac in a gang. The only exceptions to this statement were some light plates tory and showed that the material selected was admirably adapteci to and angl1'3s in a few of the intermediate posts, which were punched and its purpose. They also revealed the fact that with proper material in reamed. steel rivets, that is, with phosphorus not over about five hundredths of a a 4 4 of of of of of of 53 53 on on the the the the the the 9th 9th and and De The The steel steel then then high high piles piles Ran turn turn pier pier valu· valu· each each trains trains with with trans about about last last There There on on driven driven shown shown regular regular notes notes and and its its work work work work Mr. Mr. in in him him continu bracing, bracing, and and any any since since timbers. timbers. Covington Covington placed placed the the was was the the of of remaining remaining and and Cincinnati. Cincinnati. of of the the on on of of near near October, October, first first given given are are steel steel storm storm ample ample including including false false at at iron iron reconstructed reconstructed sticks sticks of of the the December December stated, stated, capped capped span span banks. banks. schedule schedule or or which which water water words words of of of of platform platform the the thick thick also also thereafter. thereafter. 12-inch 12-inch as as and and the the the the BRIDGE. BRIDGE. oak oak On On body body During During structure, structure, and and the the piles piles x x at at transverse transverse driving driving dimensions dimensions for for heavy heavy carried carried ha.s ha.s piles piles or or the the on on time time 28th 28th in in a a high high 12 12 Engineer Engineer iron iron entirely entirely E., E., the the on on of of delivered delivered the the The The 550-feet 550-feet and and white white was was which which and and main main out out C. C. pounds pounds inches inches of of completed, completed, timbers, timbers, the the of of the the recede recede effected, effected, span. span. floor floor Chief Chief after after of of sama- which which 27 27 rest rest Company, Company, and and been been are are the the Soc. Soc. on on to to run run all all the the 000 000 end end oak oak was was continued continued immediately immediately (frequently (frequently work work gravel gravel lateral lateral of of oak oak completed. completed. batter batter the the of of Am. Am. just just last last CINCINNATI CINCINNATI of of period period 700 700 also also was was entirely entirely from from placed. placed. each each spans spans They They Bridge Bridge prevented prevented all all shops shops of of M. M. 490-feet 490-feet work work rise rise and and the the Randolph, Randolph, OF OF is is steel steel the the work work work work soon soon white white was was bracing, bracing, white white time time The The and and and and floor floor and and third third 1ine3 1ine3 coupling coupling Epes Epes on on clay clay erection erection with with and and north north Cincinnati Cincinnati commenced commenced bridge, bridge, and and flood flood masonry masonry false false 490-feet 490-feet steel steel were were Mr. Mr. the the completed completed same same Sooysm.ith, Sooysm.ith, SPANS SPANS last last masonry, masonry, nine nine floors floors SUBSTRUCTURE.* SUBSTRUCTURE.* the the the the and and the the to to masonry masonry weeks, weeks, the the Transfer Transfer substructu-re substructu-re 12-inch 12-inch days, days, day, day, iron iron 12-inch 12-inch railway railway the the two two directions. directions. This This Phamixville Phamixville and and water water the the of of the the The The in in x x transverse transverse at at was was courses courses the the work work pier pier the the into into over over Charles Charles the the the the and and of of the the three three the the 12 12 RIVER RIVER making making both both iron iron solid solid of of from from indebted indebted railway railway and and constructed. constructed. until until time time Railway, Railway, placing placing particulars. particulars. of of Mr. Mr. at at span span for for a a sixteen sixteen span span "\Vithin "\Vithin feet feet in in false false work. work. of of the the ON ON co:~rses co:~rses night night bottom bottom which which feet, feet, remaining remaining with with some some in in inches. inches. 42 42 The The run. run. passed passed account account ever ever clear clear chiefly chiefly night night the the of of had had piers piers several several this this work work lateral lateral and and 27 27 carry carry on on to to is is for for 12 12 however, however, Elevated Elevated the the although although in in of of ce:tters ce:tters pier pier these these of of material material any any 490-feet 490-feet including including of of all all and and BURR BURR length length 30 30 of of iron iron oft' oft' floor floor XII. XII. bottom bottom forward forward traffic traffic 25th. 25th. feet, feet, shore shore following following writer writer of of swung swung as as latter latter mark mark b"sed, b"sed, rise rise day day and and new new longitudinally longitudinally erection erection regularly regularly driving driving completed completed 36 36 is is that that span, span, the the north north first first apart, apart, five five The The assistance assistance Cincinnati Cincinnati was was Plate Plate x x *The *The refusal refusal The The railw&y railw&y large large pushed pushed floor floor from from coupling coupling it it beginning beginning flood flood water water for for November, November, pile pile the the erection erection the the this this cember cember ously ously railway railway was was were were carry carry versly versly 72 72 These These feet feet are are to to on on surmounts surmounts stepped stepped and and able able which which dolph) dolph) a a of of in in as as in in in in or or be be by by act act the the the the the the the the two two two the the feet feet feet feet and and and and con false false four trav faet, faet, false false work work high high to to about about to to 5 5 either either of of of of feet feet of of the the in in nel;l.l'ly nel;l.l'ly part part being being 550 550 Indiana Indiana V V for for from from The The the the two two its its was was after after not not 45 45 obliquely obliquely intervals, intervals, false false maximum maximum amounts amounts subsequent subsequent quantity quantity it it piles piles and and forming forming within within the the on on the the and and ordered ordered found found completed completed the the sted. sted. early early was was run run its its Ohio, Ohio, the the night; night; of of weeks weeks erection erection of of by by feet. feet. water water hours hours and and be be but but character character iUuminated iUuminated lumber lumber in in thus thus operations operations work work to to and and of of the the was was sevqal sevqal were were BRIDGE. BRIDGE. completion completion to to 40 40 six six largest largest piles, piles, were were driven driven and and five five and and placed placed River River started started of of work work rise, rise, about about at at maintained maintained new new angle angle thus thus and and the the false false the the a a iron iron had had formed formed day day just just considerable considerable depth depth at at every every been been and and work work Ohio Ohio the the of of was was piling piling to to possible possible false false A A within within being being the the the the river river protection, protection, also also was was such such safeguard safeguard as as that that very very had had both both phenomenal phenomenal the the extremities, extremities, protection protection including including in in site site cessation cessation protection, protection, false false ordered ordered of of flood flood periods, periods, piles piles new new with with of of the the 26th, 26th, in in heavy heavy CINCINNATI CINCINNATI this this its its again again the the no no recede recede lines lines founded founded with with pile pile piles piles the the the the six six September September once once This This of of points points of of work, work, short short to to OF OF bridge bridge placed placed was was of of of of of of at at placing placing water water scantling. scantling. from from once once apparatus apparatus was was complete complete 950 950 continued continued river river give give with with August August 6 6 handling handling these these concentration concentration for for prosecuted prosecuted lines lines a a and and eaeh eaeh false false many many x x low low feet feet protection, protection, to to there there experience experience ent.ire ent.ire expectation expectation the the on on of of 4 4 the the SPANS SPANS as as floor floor the the over over submerged submerged group group plant plant two two month month in in hours hours evident evident a a by by work work from from the the at at the the Company Company hoisting hoisting actively actively for for entire entire 25th, 25th, commenced commenced framed framed lineal lineal receded receded of of order order usual usual by by just just anticipation. anticipation. formed formed Each Each steel steel time time autumn autumn light light wreck, wreck, insure insure pile-driving, pile-driving, and and rises rises the the feet feet RIVER. RIVER. it it was was entire entire in in V-shaped V-shaped New New to to piles piles the the to to of of of of became became a a and and the the the the and and 1200 1200 600 600 this this have have water water Bridge Bridge neglect neglect ON ON as as was was sheathed sheathed usual usual protection, protection, the the lumber lumber traveler traveler It It and and backed backed of of work work number number wreck, wreck, so so hence hence to to electric electric feet. feet. the the D2cember D2cember of of time. time. wreck wreck the the :U·on :U·on a a the the then then about about the the day day about about although although 17 17 number number on on would would up-stream. up-stream. Contrary Contrary steel steel BURR BURR day. day. feet feet safe safe During During justified justified a a and and Phcenix Phcenix the the actively actively the the to to for for during during that that operations operations centers, centers, admirably admirably traveler traveler or or the the and and intersection intersection thorough thorough were were 5 5 after after and and of of feet feet Georgia, Georgia, river river ~e, ~e, shortest shortest So So extensive extensive the the The The work. work. pla pla travelers; travelers; million million drift. drift. against against most most elers elers day day events events the the lines lines water water span span apart apart 550 550 sidered sidered experienced, experienced, night night all all their their season season up-stream up-stream from from an an October, October, from from iron iron work, work, and and structure structure days days the the firmly firmly 52 52 height, height, failure. failure. in in in in the the its its the the the the the the two two 57 57 was was the the the the the the was was com were were ejec the the etc., etc., was was shaft shaft 3 3 x 4 doors doors con most most of of sacks. sacks. sides. sides. of of except except stirred stirred by by was was pipes pipes work at at inches inches It It closely closely give give air air with with and and the the and and in in 8 8 compres the the working working into into worked worked to to chamber. chamber. hole hole when when pipe pipe the the to to sides sides Valves Valves the the been been shaft shaft doors doors compressed compressed caisson caisson the the wer.ehoisted wer.ehoisted feet feet 4-inch 4-inch alongside alongside and and fitting fitting the the shaft shaft a~r a~r to to removed removed shaft.. shaft.. feet feet boulders, boulders, caisson, caisson, 2 2 Men Men opposite opposite the the and and square square the the excavating excavating the the gathered gathered strainer, strainer, from from the the order order the the opened opened small small 7 7 the the chamber chamber 4·inch 4·inch air air from from on on fill fill in in the the and and the the boat boat a a working working be be and and BRIDGE. BRIDGE. it. it. a a to to in in feet feet by by this this having having be be or or and and bucket bucket to to the the 3 3 sand sand above above after after of of also also finished. finished. however, however, happen happen the the the the a a 6 6 equalized equalized time time >vith >vith through through concrete concrete long long with with inches inches which which of of work work in in river river and and on on would would leading leading above above and and working working hose hose was was grooves grooves compressed compressed 6 6 etc., etc., used used would would about about pump pump the the closure, closure, been been means means the the feet feet down down roof roof should should into into the the whole whole materials materials through through the the 4 4 guided guided just just sand sand concrete concrete of of foot foot into into pipes pipes raised raised only only give give by by bad bad gravel gravel work work shafts shafts pipe pipe 1 1 the the concave concave near near CINCINNATI CINCINNATI projected projected of of work work rocks, rocks, the the up up derrick derrick rubber rubber corresponding corresponding the the into into was was to to and and was was was was a a about about OF OF the the and and top top bucket bucket carried carried was was until until crib crib 4-inch 4-inch above above fitting fitting It It ejector ejector and and automatic automatic accidents accidents bucket bucket of of etc., etc., in in nearly nearly which which the the 4·inch 4·inch beginning beginning Worthington Worthington located located forming forming the the locked locked foot foot bucket bucket concrete concrete if if supplying supplying gravel gravel dischar~e dischar~e the the the the and and were were the the a a boulders, boulders, 1 1 top, top, openings openings of of to to from from pipe pipe night night material material SPANS SPANS chamber chamber with with the the to to of of of of in in the the of of sand, sand, to to bottom bottom cylindf'rS cylindf'rS was was out out The The valYe valYe in in means means and and at at its its shaft shaft pipes, pipes, to to course course air air deck deck the the a a and and part part in in two two pursued pursued end end The The doors doors larger larger done done get get used used by by piles piles air air The The downward. downward. time time bolted bolted the the the the the the RIVER RIVER over over boulders boulders into into to to which which day day deck deck was was it. it. two two remove remove working working was was chamber chamber The The were were purpose purpose the the of of lower lower it. it. attached attached upper upper were were which which opened. opened. up up ON ON was was and and Small Small attached attached to to short short after after the the air air the the time time excavating excavating the the with with passed passed a a the the the the jet jet terminating terminating cylinder cylinder shifts shifts shaft shaft to to above above through through Both Both terminating terminating pipes pipes There There method method use use after after to to a a on on the the quantity quantity used, used, within within for for the the forced forced was was For For pump pump BURR BURR projecting projecting with with this this up up this this just just cylinder cylinder openings openings material. material. end end ample ample to to cylinder cylinder thrown, thrown, This This not not bolted bolted in in below, below, with with chamber. chamber. sand sand the the diameter, diameter, small small the the place place men men sors sors was was pressor. pressor. a a attached attached up up eight-hour eight-hour tor tor frequent frequent A A beams beams shaft. shaft. cylinder cylinder were were in in caisson. caisson. This This inside inside entirely entirely in in inches inches lower lower carried carried through through of of material material chamber, chamber, air. air. lower lower ing ing Four-inch Four-inch were were chamber. chamber. in in concrete concrete nection nection izing izing a a x x at at to to 20 20 96 96 on on was was 2d, 2d, was was was was one one car the the and and H H up and and con crib crib nec iron iron x x wide wide built built Both Both used used doors doors a a equal· equal· plant. plant. above above A A was was luger parties parties hckle. hckle. door door 26 26 Worth bottom bottom closed closed shoving shoving and and air air position position required required a a door door 20th 20th June June 30 30 angle angle The The located located one-hal£ one-hal£ laid laid found found the the boiler boiler caisson caisson boilers boilers section section x x carried carried and and lo\ver lo\ver inches inches valve valve and and entire entire false false and and a a each. each. deck deck into into of of riveted riveted time time the the when when masonry masonry with with gradually gradually 18 18 barge, barge, 15 15 June June was was or or the the duplex duplex completing completing upper upper deck deck were were and and £rom £rom the the the the the the as as three three the the barge barge was was in in pressure. pressure. ~-inch ~-inch As As and and one one BRIDGE. BRIDGE. was was block block made made launched launched iron iron pieces pieces with with lder lder the the When When the the two two of of door door caisson. caisson. ability ability of of larger larger floated floated and and of of making making and and by by plant plant of of bottom bottom and and work work upper upper varied varied lock lock ala ala other other spent spent the the the the which which small small The The lock, lock, When When through through was was section section Ea~h Ea~h boiler boiler 24, 24, latter. latter. air air of of to to The The candle-power candle-power increased increased such such to to river river lock lock water, water, x x -w-as -w-as it it light light The The pump pump air air by by course course changes changes into into gasket, gasket, V-shaped, V-shaped, cylinder cylinder the the the the 16 16 lowered lowered carried carried connections connections for for to to 200 200 air air and and crib. crib. downward. downward. low low CINCINNATI CINCINNATI of of 1 1 maintenance maintenance t-inch t-inch time time the the compressors, compressors, one one it, it, plate, plate, middle middle one one chamber chamber piles piles apart. apart. caisson. caisson. which which the the and and of of of of OF OF and and to to electric electric section section air air pressure pressure top top sawing sawing 4-foot 4-foot the the rubber rubber and and boilers. boilers. increased. increased. the the only only Knowles Knowles in in manner manner settled settled the the below below swung swung edge. edge. cylim1er cylim1er pressure pressure up up air air by by the the requisites requisites after after carried carried the the guide guide and and pump, pump, 20th 20th inches inches had had raisecl raisecl one one this this lights lights near near lashed lashed was was working working wrought wrought three three repair repair corresponding corresponding the the caisson caisson SPANS SPANS :float :float 1st 1st the the in in feet feet or or duplex duplex H-inch H-inch and and diameter diameter both both 16 16 In In shop shop 7 7 above above to to arc arc masonry masonry a a to to of of the the June June was was pressure pressure and and the the the the cutting cutting the the which which were were carried carried of of July July caisson, caisson, of of of of of of ~-inch ~-inch lock lock located located feet feet 18, 18, caisson caisson chamber chamber and and RIVER RIVER for for four four inches inches the the rungs rungs located located until until machinery machinery was was x x of of barge barge 20 20 top top Ingersol Ingersol 6 6 lo-,yer. lo-,yer. inside inside the the air air doors doors machine machine bottom bottom was was surface surface compressor, compressor, Worthington Worthington protection protection a a 2d 2d ON ON descended descended 10 10 sustain sustain or or height height ring; ring; acco:f.cling acco:f.cling was was Ohio Ohio of of done done the the cylinder, cylinder, with with of of foot foot the the two two under under built built The The removed removed to to round round 18 18 line line level level working working alongside alongside 1 1 false false the the These These be be June June of of made made a a the the cylinder cylinder The The lock lock bottom bottom row row duplex duplex from from BURR BURR as as deck deck it. it. equalization equalization pneumatic pneumatic gasket gasket caisson caisson pumps, pumps, to to a a the the contained contained to to on on minutes minutes compressor compressor 18 18 fit. fit. about about shaft shaft the the ;f-inch ;f-inch air air inches, inches, carried carried or or up up dynamo dynamo and and barges barges entirely entirely From From the the x x portions portions the the caisson caisson straight straight valves valves The The aid aid air air 27 27 for for top top crete crete three three descencling descencling }-inch }-inch As As tight tight with with or or around around ried ried added added x x work work sunk sunk generally generally The The barges barges essary essary 10;- one one sol sol running running two two the the ington ington feet, feet, was was rested rested behind behind stream. stream. the the to to an an roof roof it. it. 56 56 a of or or be 61 for the the tho and (60) end and feet, spans, of during with part caisson are hundred feet, hundred {27) shall sectional sixty member side all '' " 11 '' " '' " stresses. timbers Co., COMPANY. between five (11) one and piers, center. accessible lowest contraction of pounds. & two of railway, than each of tracks be to to BRIDGE. dispJacement, 224 285 285 047 200 324 200 000 manner. guard and and for river eltven BRIDGE less span 13 77 13 81 including rail track stresses sha.ll provided twenty-seven 719 890 922 202 be the sidewalks. diagram feet. CINCINNATI.---SPECIFICA center two of pins; railway 36 13 36 not 13 be metal be of Sooysmith the ,. .. the (20) shall the data. of of AND end central feet, temperature PH expansion base double on for a ...... .••••. shall of by shall structure CINCINNATI s, in ...... maximum effect . kind and weight THE of .....•. , ...... , • free Messrs. (4.86) substructure, twenty ...... • side. the from OF weighing center for noted the high the structure. weight center by weight foot of foot...... the preceding total trusses to wagon-way the excepting COVINGTON provided than feet. to each the sustained feet each consist buoyant variation for tracks. efficient weight show being built the total be of steel, total SPANS {5) on a pier, parts of less each in SrJ.ua.re square eighty-six ...... or (10) 8PANS.-BY the to be center ...... also all center measuring total used shall Jhe made usual pier, Fahr. shall between not for pier, performed per per BETWEEN railway structure, ten weights, be pile pile. and iron less RIVER given railings, portion be feet, shall MAIN pier, shall from foot to sidewalk is their of members was elear the abutment River load per load per the a proper ON painting. tota.l in be degrees in headway, (545) shall THE distance sidewalk bracing, of BRIDGE loads, feet. and screens practicable River lineal abutment main and outside and which hundred Total Total Load Load work, corresponding as 1888, FOR (150) shall BURR diagram (13) all distance each members pneumatic structure clear bridge above per of width clear rarts total Kentucky Kentucky Ohio Ohio RIVER fa.r four of of and crib for the forty-five fifty overhead Strong The The The The The The Wooden All The parts, Thi':l Provision As TIONS 1887 the OHIO pins. wagon-way volume thirteen pounds wagon-ways flooring, class and each ancl that and areas all and inspection actual on the per feet men were struc pier. owing inches contin foHows:' pier. and nor went few concrete, upon 12 height. maximum 0.451 as this a !Jier. " delay Shift in " " of lost, are and built piers, work and about span: Kentueky Ohio day each BRIDGE. short Kentucky yard!:!. were yards. average, piers piers The same a pei- feet great, yds. j yds. " 140 " " of masonry substructure, hours lives position cubic and cubic 550 river en. cu. abutment river 1887. feet very and no in the inches 1888. floor 42 the first I:S two the eight of and logs 1887. but 17th, success. 66.150 to 66.150 of 1888. Cl:SCINNATI its times 963.663 Ohio, 9th, 465.910 on 431.603 405.342 the 861.172 exp2rienced. 7i 1398.680 3 4 river, .4 at in .1 lumber .3 OF timber .. 24th, _ 130 for Portland. ends })ile 30th, working of June .. cutting hends," perfect ____ ____ was ·was statement . abutment CONTENTS, CoNTE!I."'TS. _. _. " a cement. the _ . _ per ...... September bed spans, pier about ...... _ June volume. from SPANS di~p]acement. at concrete. top, __ .....•.... remained was weeks to German caissons of _____ -. . . . . - timber. ...... including pier Septeml)er pier ...... on feet __ caissons of days, Yarions succinct - yards ... and M. two c.1rried yards so-called approximateJy, a ·steel RlVER injured .. .....• Louisville ...... •.... pier caissons ...... B. the is Kentucky Ohio caisson Alsen's ...... the hath cubic --- ...... time cubio day, bed-rock ON and loads weight weights, cubic on bottom two stone feel hy stone in except working Kentucky Ohio Total Total the day. harr.•ls per at tbe the barrels 033 383.73 iron all total BURR apparently per heat loads, 155.735 569.73 550 following Kentucky foot delay, Rate Oolitic Oolitic Began Freestone Completed Completed Freestone Limestone--.- Began Actual Limestone 153 4 3 450 5 Distance 514 and over disabled men The The No The insufficient The moving masonry, ture, square the uously. cribs were smoothly up-stream. to 60 and ~~:S. 1 test gira.era. qh~racter timsh. S~andard IHec<'"- !1~1~~~~ Plate ments. ~~d~i;!~~~s if as at at or of in of be in an 65 but this two andAuchoiage. the and and rolls . same shall be mini- shear eta of thick- of square of and ends uniform pressure the on shall a in ; (t) designed thousand protected rollers the centers a- Whenever poe shall motion, sliding parallel; required of resist upward size manufacture so of be of of that er masonry, t- the inch meeting. to all inch d k point of be provision be t- wrought-iron practicable, . and of quarter be and on Adjacent em the area. ductility lines BRIDGE. shall maximum a turned of thus thirty-six than sideway not requirements against to joint lineal with, shall than shoulders the the the shall rom calculated. and I and the max~um and than less the planed per Will provision plate plates only. number fibrous, less diameter that and web with exceed at Whenever matters. be or the less free membzrs bed anchored bed anchored truly the not the tb.e stiffened. fulfills between complied members be planed not finish ilot upward of CINCINNATI correctly the of be elasticity is be ductile, bending press11re inch. all of d cracks. foreign coincide be OF and of intersect process firmly will piece, never smooth, shall of shall securely or office dimension, the tangent common material be out properly prevent surface proportioned resist ; can t, approaches bar, determine tough, shall between cannOt be test a shall the where to square limit case so to shall the to the MATEBIALS.-WROUGHT-IRON. SPANS be 'bar d, 1 plates keep -specific as steel cases is be size masonry and perfection blisters shall shall OF stra1g motion. web stress have to rolling shortest the of No all 000 member either girders flanges full than of the attachments must shall trusE! standard of the in be its RlVER ass, in reduced, the same provided str~ngth, conditions connection They shall bearing holes a c each on of the be is casing anchored v'540 the and buckles, plate and ones. lines h ON of each QUALITY a:p.d more the shall on of and so stiff times bridge. from these eac spans foot of a the shall longitudinal tensile cross-section~, not' from thickness_ flaws,. end it of that exceed or pounds. for B'CHR motion. I I . h stress plates rollers rollers surface of d~manded, thinner thickness surfaces, wrought-iron the cross-section The cut designing twelve where and and and not side square· . be the 1ty cross-section other 000) All As 3. One.end The The wrought-iron Bed the The Connections In made a! qu (H6 ness, the permitting will-produce, injurious will by in inches. specification. determined consecutive the mum each rolling per sideway shall least inch be gravity cases practicable, bearing rivets. that inch, only, to ori. be be the the the the less. and one- that least (50). r to not as angl~s or by tension (±)inch its working from sway-rod. thousand are fifty and than rivets of to and shall intervals well pressure right ror proportioned combinations. stress, provided for clause_. found five-sixteenths at less as so the of all exceed distance points be thirtefm BRIDGE. be last inches, be beads lateral one-quarter than posts, for for suitable painting. line intensities not to intensities in the pounds the not The No at span, shall in supports less bending for than compression end and of in stress stress) and are does l' or of 000) ?"'" as l' the U-) shall less rods tensile "' the column supporting __ of min. max. (15 specified or 000 I formula: 1 CINCINNATI 2 of and pins. the all stresses between inclined ooo supports 1 20 accessible bending. members. shearing stresses gyration supported resist to _(45). 01<' 14 painting, for intensities is + bars midd]R of (I- and be the by diameter. 1 for to between one-eighth wind +20000 length support, of signification thousand for of 1 the in the face compression __ 000 distance following of between all them. diagonals the SPANS 4 shall radius than = pounds percent. pounds. strut I stress l bar. forty-five chords parts inches. one same for the inch the- alternating line R fifteen specified of struts in upon less (50) to of to nearest 000) the (1) by 000) top the least main- R strength other·stresses. ) only metal_in distance 0 or accessible RIVER of to undue on exceed (18 proportioned {14 (:/ fifty one steel of members full allowed st1·ess threaded have are lengt:Q. the tension. acting with intensity, 01'\ :flange of subject be r when not surfaces, gyration and body of of the be of of stress, than and diagonals length of the other \) faces and of 1 the inch formula: shall l ( forces shall of BURR is thousand -tension struts thousand proportioned less ratio interpolated. shall pounds stresses intermediate eyes thickness all plate limits to an addition bearing main R R, rattling line compression bOth be be develop one-thirtieth radius of of ratio 000) Steel Pins The On The Long An T.he The On For In For the to wind (-ftr) shall shearing edge 64 where avoid to when diameter as shall of than stresses where sixteenth least welded (13 eighteen directly the fourteen following rivets. and stresses. rods. and 1Ubers. upset Ere-bars Wind ~pression Pins Alternating stresses. of of inspeo of of steeL steeL Inspection. Inspection. weights. weights. Variation Variation tion. tion. Time Time Rivet Rivet a a so so in in to to it it bf bf are are on on the the its its 69 69 the the 000 000 on on they they com than than from from have have early early be be were were num- 4 4 tough tough on on plates plates means. means. clause clause single single by by of of as as _pattern _pattern elonga- rolling~ rolling~ pounds pounds shearing shearing a a material material tested tested cast cast the the be be that that in in joints joints may may necessary necessary to to at at more more bars bars proceed proceed of of shall shall number number fracture fracture such such 000 000 position position so so the the as as of of within within tallow. tallow. the the such such the the of of limit, limit, and and when when sheared sheared 60 60 true true shall shall sustaining sustaining by by afforded afforded stated stated surfaces surfaces bars bars promptly promptly of of square square shall shall 1on. 1on. into into and and requirements, requirements, of of t' t' of of transmit transmit sample sample be be as as BRIDGE. BRIDGE. rolled rolled sign sign greater greater leaves leaves make make and and and and . . agreement, agreement, wheie wheie members members bearings bearings elastic elastic the the inch inch it it strength strength made made lead lead to to pounds pounds driven. driven. materials materials reJeC reJeC the the 1 1 quality quality castings castings shall shall obtained obtained an an be be being being which which abutting abutting capable capable brought brought ~ ~ are are 500 500 progresses, progresses, even even strength strength blow-holes, blow-holes, contractor contractor be be all all special special the the fracture, fracture, without without weight, weight, white white grooves, grooves, it it below below girders girders be be rolled rolled to to tensile tensile will will of of before before are are and and All All which which present present or or then then abutting abutting as as in in a a of of the the pieces pieces bolts bolts of of by by or or any any cause--;~_vr cause--;~_vr and and rivets rivets may may flat, flat, CINCINNATI CINCINNATI purpose purpose e e of of shall shall tensile tensile load load not not plate plate cent. cent. of of by by from from as as proportionately proportionately tons tons 19, 19, steel steel the the is is have have permits. permits. OF OF then then shUts shUts made made mill mill turned turned a a of of point point specified, specified, material material this this 20 20 weight weight lot lot per per members members Sample Sample specified, specified, the the be be may may is is or or and and lot. lot. plates plates double, double, CAST-IRON. CAST-IRON. or or 4 4 moulds moulds cold cold determined determined central central the the the the first~class. first~class. d d b protected protected him, him, must must for for work work the the the the on on absence absence e e WORKMANSHIP. WORKMANSHIP. before before tests, tests, a a specified specified 16 16 at at of of SPANS SPANS "fi "fi that that be be be be flanges flanges a a shall shall exceed exceed iron iron the the of of inspector inspector connected connected sand sand by, by, than than bend. bend. the the bars bars universal universal throughout throughout splice splice of of finish. finish. planed planed given given tests tests when when of of in in quality quality speCl speCl area area not not separate separate tests tests in in bending bending the the -in -in inches inches must must must must the the work work I I are are have have facilities facilities a a test test clauses clauses injurious injurious there there of of be be for for a a opposite opposite 6 6 RIVER RIVER if if of of ·except ·except rejecting rejecting more more of of or, or, inch inch of of that that chilled chilled the the and and lh lh cross~section cross~section the the in in shall shall number number metal metal contact contact and and notice notice nature nature ON ON feet feet shall shall from from for for rolled rolled of of but, but, in in of of truly truly holes holes must must and and 4 4 for for rom rom lots lots surfaces surfaces f f upon; upon; the the nu~ber nu~ber such such due due square square where where spaced spaced be be results results . . surface surface members members of of necessary necessary free free capable capable bar. bar. inch, inch, I I larger larger constitute constitute workmanlike workmanlike steel steel heat heat members, members, as as reduction reduction rivet rivet in in cause cause BURR BURR determined determined plates plates a a a a be be inspection inspection per per Such Such workmanship workmanship cen cen AU AU rolled, rolled, such such shall shall be be after after spliced, spliced, span span variation variation show show be be iron, iron, be be agreed agreed each each of of and and finished finished rough rough same same for for provided provided The The When When All All convex convex Inspection Inspection square square and and .Except .Except A A per per The The Rivet Rivet period period shall shall accurately accurately All All a a pression pression fully fully holes holes the the clear clear -"]" -"]" -the -the -gray -gray ber ber make make :and :and been been ~, ~, manufacturer; manufacturer; being being ·shall ·shall 17, 17, tests, tests, mill. mill. per per taken. taken. the the tion tion pounds pounds (or, (or, shall shall shall shall -pattern, -pattern, bars) bars) a a ! as as in in to to In In be be are are the the the the the the the the test test bars bars less less and and may may such such four four tests tests per from from cent. cent. indi~ indi~ limit limit made made taken taken steel, steel, if if when when inch. inch. to to at at a a of of te-nsile te-nsile break of of than than twelve twelve have have stretch stretch be be require~ require~ 3 3 the the avf'rage. avf'rage. of of not not the the two two be be per per strength strength and and give give and and for for contractor contractor are are stated stated inch. inch. was was of of purchaser, purchaser, 4 4 fracture fracture considered. considered. less less plates plates the the all all strength strength bai-; bai-; the the after after arranged arranged elastic elastic than than it it area area squar~ squar~ must must from from will will of of the the tests, tests, be be area area tests tests of of correctly correctly or or clause clause the the tests tests quality quality furnished furnished tests tests bars bars not not than than of of an an therefrom therefrom tensile tensile pounds pounds test test resistance resistance by by per per and and of of square square of of less less below below of of charge, charge, and and a a ten ten not not BRIDGE. BRIDGE. be be tensile tensile test test the the the the point point which which cut cut making making bars bars desire desire bar, bar, 000 000 result result the the dimension dimension more more per per not not if if measured measured These These heat, heat, in in the the 50 50 cent. cent. of of have have than than reduct.ion reduct.ion shall shall the the tensile tensile of of the the area area : : requirements requirements shall shall pounds pounds additional additional may may be be cracks cracks additional additional + + from from alone alone pieces pieces at at reduction reduction of of : : furnished furnished without without per per lot lot specified; specified; by by of of reduction reduction sample sample test test he he or or 4 4 provisions provisions each each results results 000 000 of of must must more more be be 000 000 supervision supervision length length bar bar shortest shortest pounds pounds such such test test shall shall as as for for area area the the its its clause clause accepted accepted that that uniform uniform 68 68 included included for for a a curve curve charge. charge. desires desires CINCINNATI CINCINNATI the the ultimate ultimate pieces pieces in in 200 200 than than strength strength of of the the a a not not the the round round flaws flaws mann~r mann~r gives gives bars bars shall shall be be of of be be machine, machine, be be 1 1 respective respective and and to to a a tests tests flaw, flaw, at at OF OF the the the the of of each each square square contractor contractor reduction reduction test test rolling, rolling, determined determined more more test test bars bars follows: follows: of of ductility ductility times times the the having having inch inch shall shall or or from from under under piece piece than than shall shall cast cast percentage percentage particular particular and and tensile tensile shall shall following following such such without without the the elongation elongation each, each, the the fracture. fracture. be be total total as as a a and and strength strength occur occur testing testing ten ten reduction reduction contractor contractor and and SPANS SPANS these these a a following following test·· test·· free free of of to to les~ les~ by by the the the the and and manifest manifest for for the the finished finished tests tests a a the the each each that that results results of of inch, inch, four four and and round round a a of of square square be be in in in in the the of of the the conforming conforming of of be be any any must must not not expense, expense, strength, strength, selected selected if if tensile tensile additional additional from from additional additional tests tests such such have have if if in in heating heating 'point 'point has has if if made made and and per per RIVER RIVER jaws jaws inch, inch, giVing giVing half half forth forth compression compression must must square square length length material material elasticity elasticity the the own own shall shall be be the the one one the the ingot ingot two two or, or, the the but but determined, determined, satisfied- and and and and ductility, ductility, contract contract but, but, diameter, diameter, were were pieces pieces length length shall shall manufacturer manufacturer in in ON ON of of above-described above-described -;- made made piece piece set set of of of of of of tensile tensile one~ one~ the the per per .his .his thus thus be be finish, finish, and and bars bars not not one one and and in in the the pounds pounds requirements, requirements, from from be be of of at at square square each each each, each, test test elongation elongation for for the the 000 000 the the test test is is used used between between bar bar original original , , limit limit to to effect effect charge, charge, sides sides than than which which 000 000 BURR BURR results, results, shall shall of of on on $5 $5 1·ejected, 1·ejected, per per required, required, samples samples be be said said For For asunder asunder inch inch tests tests by by 400 400 an an manner manner All All average average 4 4 From From specified. specified. pounds pounds any any in in theffi theffi the the round, round, 2 2 be be if if of of uniformly, uniformly, each each to to quality quality tests tests le13s le13s an an on on bending, bending, him him If If Except Except an an both both Finished Finished 19. 19. the the 17. 17. 16. 16. without without may may below below ments ments average average For For which which in in the the for for above above strength, strength, cates cates make make pulled pulled purchaser purchaser will, will, rate rate for for for for workmanlike workmanlike on on ing ing diameters diameters determining determining piece, piece, centage centage tested tested than than of of pounds pounds not not within within material material 68 68 cool cool truly truly The The steel steel 62:500 62:500 test test area area of of of of tests. tests. andre- finished finished Number Number pieces. pieces. ductlOn ductlOn {ln {ln bars. bars. Tensile Tensile Fini~h Fini~h and and tests. tests. Inspections Inspections Timber. Timber. Railings. Railings. Camber. Camber. to to in in in in the the the the 73 73 and and any any and and not not ties ties The The time time and and than than than than than than shall shall oak, oak, floor floor floor floor coats coats of of of of not not or or partial partial of of placed placed and and timber. timber. shakes, shakes, pounds pounds of of suitable suitable tonguedBcreens. tonguedBcreens. less less a a strongly strongly mutually mutually the the less less less less shall shall :firmly :firmly otherwise otherwise mills mills specified. specified. track track of of test test white white of of three three system. system. in in (30) (30) if if be be timber timber not not wind wind bolts bolts brackets brackets not not holes, holes, Intermediate Intermediate not not of of the the make make length length be be beams beams The The wide, wide, foot foot them them splitting splitting bottom bottom of of lap-jointed lap-jointed kinds kinds provided. provided. with with of of floor floor chords chords at at and and shall shall between between inch inch from from thirty thirty and and to to or or BRIDGE. BRIDGE. be be be be shall shall floor floor the the temperature temperature of of worm worm thorough thorough the the inch inch of of (i) (i) cubic cubic treatment. treatment. inehes, inehes, accepted accepted a a sides sides span. span. secure secure free free creosoted creosoted a a inches inches of of mil mil thereto. thereto. structure. structure. of of sufficient sufficient also also the the piers piers Fahrenheit, Fahrenheit, shall shall to to at at floor-beam floor-beam placed placed a a pins pins design, design, be be (4) (4) (10) (10) of of the the pressure pressure each each material material The The the the to to both both railway railway all all paid paid a a before before of of be be wood wood cracking cracking square square of of inspectors inspectors the the shall shall to to of of is is pressure pressure ten ten ) ) on on will will riveted riveted sap-wood, sap-wood, They They four four base base 0 the the wood wood and and - stiffness stiffness 0 degrees degrees over over full-sized, full-sized, by by the the per per oil oil line line CINCINNATI CINCINNATI by by done done or or shall shall under under mercury, mercury, These These ends ends approved approved three-quarter three-quarter wind wind sound sound (cl the the apart apart stays stays than than fastened fastened sufficiently sufficiently be be from from a a OF OF ways ways of of of of (230) (230) of of wind, wind, by by the the painted painted estimate estimate avoid avoid iilspect iilspect durability. durability. center center floor floor sidewalks. sidewalks. wood wood extend extend feet feet brash brash inches inches creosoted creosoted requ~ite requ~ite pounds pounds of of be be at at directly directly must must creosote creosote more more be be t'ests. t'ests. or or to to of of resist resist the the outside outside be be (8) (8) quality. quality. the the wagon~ wagon~ inches inches height height wagon-waJ. wagon-waJ. final final SPANS SPANS the the out out (10) (10) thirty thirty shall shall to to first·dass first·dass securely securely shall shall stringers stringers not not hundredth hundredth on on to to shall shall (150) (150) flooring flooring railway railway floor floor the the as as shall shall (24) (24) of of the the the the into into best best be be heavy heavy seasoning seasoning decayed decayed and and ten ten each each and and eight eight the the masonry masonry strong strong so so paint. paint. required required be be strength strength the the secure secure trimming trimming the the of of RIVER RIVER the the fifty fifty operation operation supported supported plank plank on on They They timbers timbers above above true true the the to to timber timber shall shall its its over over for for the the than than of of to to eighteen eighteen with with railings railings Before Before knots, knots, and and reduce reduce be be ON ON inspectors inspectors measured measured shall shall between between as as and and guards guards this this in in inject.ion inject.ion be be pine pine thorough thorough apart. apart. floor floor to to high high metallic metallic with with hundred hundred one one pounQ_s pounQ_s in in twenty-four twenty-four foo~. foo~. sawed sawed to to a a make make more more minimum. minimum. supported supported the the shall shall loose loose as as bolted bolted a a provided provided of of is is BURR BURR and and outside outside notched notched be be feet feet feet feet upon. upon. wheel wheel timber timber by by (12) (12) stringers stringers two two camber camber sereens sereens stringers stringers laterally laterally framing framing by by than than impairing impairing manner manner so so used used and and to to or or not not and and oil oil be be be be hundred hundred a a (4) (4) (4) (4) groove square square Competent Competent All All Sap-wood Sap-wood 1st, 1st, The The prepared: prepared: They They The The 2cl, 2cl, The The Two Two The The The The The The less less shall shall approved approved one one timber. timber. being being be be twelve twelve This This vacuum vacuum exceed exceed defect defect large large railings railings connections connections braced braced :agreed :agreed .-sound. .-sound. -shops -shops It It and and per per built, built, of of securely securely 'stays 'stays be be four four four four beams beams shall shall shall shall beams beams _place. _place. ·such ·such (3) (3) (it) (it) be be be be the the No No (50) (50) and and and and cen pine pine shall shall con their their side. side. holes holes guard guard on on inches inches nailing nailing twenty the the two two wrought wrought fastened fastened fifty fifty shall shall must must horizon to to three three quality. quality. (4) (4) wide. wide. thickness. thickness. that that each each the the nuts, nuts, of of rivet rivet by by thicknesses thicknesses yellow yellow by by adjustment adjustment connections connections in in flooring flooring to to pine pine so so on on nuts nuts inch inch best best of of both both wid~, wid~, or or secured secured four four punching punching wood wood center. center. screws screws two two ;) ;) planks planks inches inches three-quarter three-quarter 1 adjustment. adjustment. check check All All the the nuts. nuts. rigid rigid inches inches by by oak oak to to BRIDGE. BRIDGE. (l outside outside feet feet plate plate of of lag lag by by edges edges yellow yellow of of (8) (8) of of fastened fastened placed placed inches inches all all uniform uniform (g) (g) a a Tequiring Tequiring sidewalk sidewalk and and fastened fastened and and (3) (3) or or the the through through split split be be timber timber (8) (8) white white for for be be creosoted, creosoted, center center the the inch inch nails nails and and inches inches with with eight eight or or eight eight sway-braced, sway-braced, section. section. consist consist oak oak of of and and bearing. bearing. heads heads (t) (t) sixteenth sixteenth purpose purpose three three stringers stringers bolts bolts and and shall shall in in by by also also bolts bolts (13) (13) shall shall from from threads threads eight eight be be members members than than practica.lly practica.lly penny penny CINCINNATI CINCINNATI to to shall shall crack crack the the All All piece piece the the white white spliced spliced under under creosoted creosoted be be seven seven stringers. stringers. about about to to than than OF OF (40) (40) shall shall uniform uniform inches inches inches inches inches inches screw screw of of other other pieces, pieces, more more not not be be the the lap-jointed lap-jointed of of for for of of a a thoroughly thoroughly thirteen thirteen rails. rails. by by (8) (8) {8) {8) of of shall shall all all five-eighths five-eighths (14) (14) not not be be wagon-way wagon-way -be -be wagon-ways wagon-ways wagon-way wagon-way be be will will more more be be forty forty top top specified. specified. shall shall bolted bolted Washers Washers allowed. allowed. spaced spaced preference preference SPANS SPANS have have by by nailing nailing consist consist and and outer outer and and edge edge by by on on eight eight the the the the the the be be wagon-ways wagon-ways inch inch eight eight not not wrench wrench be be shall shall in in sidewalks sidewalks adjusting adjusting be be shall shall ·shall ·shall shall shall metal metal of of of of on on timbers timbers be be a a of of the the the the by by shall shall (7) (7) the the girders girders fourteen fourteen shaH shaH and and thick thick shall shall the the will will RIVER RIVER of of the the used used with with thickness thickness shall shall fastened fastened of of secured secured shall shall of of with with tie tie nuts nuts guard guard planes planes timbers timbers be be sidewalks sidewalks plate plate ON ON sway-rods sway-rods center. center. flooring flooring thick thick inches inches flooring flooring be be flooring flooring wrought-iron wrought-iron seven seven structure structure bolts bolts that that fastened fastened spaced spaced between between flooring flooring inches inches of of to to and and planes planes and and (6) (6) flOoring flOoring the the and and stringers. stringers. pieces pieces access. access. shall shall uniform uniform fourth fourth guard guard vertically. vertically. shall shall with with provided provided (2~) (2~) top top such such flooring flooring BURR BURR under under flooring flooring feet, feet, stringers stringers under under with with under under six six shearing. shearing. inches inches top top cross-ties cross-ties ties ties vertical vertical whole whole of of and and webs webs space space thick, thick, the the accessible accessible the the center center be be be be bolts. bolts. and and (2) (2) vertical vertical (22) (22) of of The The The The The The The The of of The The The The rrhe rrhe The The The The These These Every Every They They The The plank. plank. Washers Washers The The nailing nailing Lateral Lateral The The The The Rivets Rivets resist resist penny penny pieces pieces be be spikes. spikes. to to two two one-half one-half of of from from top top tral tral inches inches central central inch inch timbers timbers two two easily easily tally tally provided provided bo bo venient venient riveting. riveting. round-headed round-headed shall shall shall shall 72 72 t!.oor. t!.oor. washers washers bracing. bracing. nuts. nuts. Roadways. Roadways. Railway Railway Bolts, Bolts, Sway Sway Adjustment. Adjustment. :and :and test test bars. bars. S~andard S~andard pieces. pieces. Test Test to to of of he he be be 77 77 be be the the the the the the ten ten per per not not and and that that pins pins bars bars inch inch shall shall after after must must more more when when point point head, head, cross- borne borne under under price, price, piece. piece. of of of of of of to to twelve twelve of of by by sample sample quality quality all all shall shall shall shall strength strength finish finish specified specified be be fuvER fuvER the the not not unless unless the the heat, heat, the the bar, bar, thickness, thickness, test test in in the the These These tested tested square square pounds pounds least least bars bars if if in in inch inch sides sides the the length length in in cross-section cross-section of of belonging belonging the the also also borne borne length length that that at at t t and and round round contract contract OHIO OHIO a a own own per per measured, measured, are are rejected. rejected. test test used used 500 500 resistance resistance be be to to alone alone at at of' of' but but than than inches. inches. inch inch dimension dimension be be ductility ductility BRIDGE. BRIDGE. machine, machine, break break bars bars sides sides its its 58 58 be be uniform uniform two two be be shall shall t t full-sized full-sized which which be be FOR FOR 5 5 the" the" inch, inch, cha1·ge. cha1·ge. for for or or parallel; parallel; a a opposite opposite as as less less in in A A shall shall if if to to having having and and minimum minimum test test equal equal shall shall both both mp,y mp,y rolls, rolls, pieces pieces cast cast than than samples samples manufacturer, manufacturer, tests tests strength strength than than at at at at than than shall shall Prns Prns which which paid paid testing testing a a ultimate ultimate two two the the on on form form multiple multiple lot lot used used eye eye ancl ancl square square steel steel test test the the lots, lots, eye eye piece, piece, less less turned turned the the a a of of less less be be section. section. each each without without of of a a bars bars be be the the rejected rejected of of the the STEEL STEEL at at respect. respect. length length CINCINNATI CINCINNATI shoulders shoulders the the the the not not of of of of and and shows shows elasticity elasticity of of test test finished finished follows: follows: full-sized full-sized these these to to be be such such from from in in i- area area stretch stretch jaws jaws full·sized full·sized full-sized full-sized may may shall shall average average nearest nearest of of in in of of bar bar OF OF as as elongation elongation this this FOR FOR be be rejected rejected of of inch. inch. the the tests tests the the diameter, diameter, original original tests tests the the an an may may piece, piece, practicable, practicable, in in from from than than the the ingots ingots planed planed shorter shorter from from BRIDGE. BRIDGE. to to the the come come brt,rs brt,rs of of break break expense expense in in in in the the between between of of other other which which a a the the limit limit bars bars the the lot lot break break writing writing and and shall shall test test of of manufacturer manufacturer and and less less between between SPANS SPANS of of the the and and show show square square the the same same of of the the on on all all in in inch inch inch inch they they resistance resistance half half and and any any eye-bars. eye-bars. from from length length limitations, limitations, which which be be and and at at the the belong belong determined determined the the per per an an bar, bar, tangent tangent and and bo~1y bo~1y to to which which as as but but case case reduction reduction Whenever Whenever ductility ductility the the one· one· by by of of be be head, head, be be be be bars bars strength, strength, not not dimension dimension RIVER RIVER bars bars among among SPECIFICATIONS SPECIFICATIONS expense expense standard standard the the no no it it square square average average if if those those the the above above tensile tensile left left dimension, dimension, a a barf'! barf'! diameters diameters boJy boJy round, round, the the uniformly, uniformly, objection objection the the original original which which the the in in from from ON ON in in in in pounds pounds the the one one shall shall shall shall per per must must the the steel steel the the inch. inch. tested tested shaH shaH be be but but in in than than an an or or of of value. value. full-sized full-sized making making the the tensile tensile but but if if from from cool cool belonging belonging bar bar of of 500 500 truly truly shortest shortest to to made made on on curve curve reduced, reduced, 17; 17; and and in in twelve twelve break break case case less less the the to to sides sides BURR BURR shortest shortest 62 62 From From ultimate ultimate lot lot The The costs costs is is break break inch, inch, be be full-sized full-sized manufacturer, manufacturer, scrap scrap square square bars bars pounds pounds the the are are material material the the before before its its be be have have not not 1 1 specified specified lot lot than than its its to to exceeding exceeding from from determining determining (3.) (3.) break break All All (16.) (16.) The The Any Any The The All All the the clause clause original original fracture, fracture, accepted accepted either either 500 500 8UPPLE~IENTARY 8UPPLE~IENTARY which which the the determined determined shall shall section section opposite opposite cut cut occur occur than than times times breaking, breaking, in in times times any any not not In In shall shall in in of of of of or or 58 58 lot lot less less here here manufacturer; manufacturer; be be piece piece square square heads heads by by furnished furnished bars, bars, less less are are of of arranged arranged is is at at of of in in in in an an be be lot lot by by the the the the the the one one the the the the the the the and and lot. lot. any any eyes eyes time time pile, pile, than than shall shall more more more with made· made· of of rolled rolled to to agree below subse as as inches. inches. to to of of a a and and process process tons tons each each afforded afforded of of must must Ti Ti rolled rolled whatever whatever by by make make be be 3! 3! quality quality leaves leaves in in 'vith 'vith same same below below time time which which holes; holes; more more dimensions dimensions strength strength the the in in 20 20 be be part part cent. cent. of of separate separate be be being being it it to to fmnished fmnished special special angles angles the the the the a a holes holes pins pins pin pin than than bars. bars. advance advance bars bars not not full full promptly promptly per per any any proportionately proportionately cent. cent. same same dimensions dimensions must must from from bars bars at at same same under under be be cover cover can can bars bars 4 4 of of shall shall in in material material placed placed drawings, drawings, any any BRIDGE. BRIDGE. then then of of rejection. rejection. considered considered a a the the be be the the and and manufacturer manufacturer the the in in of of of of the the the the exceed exceed per per lot lot before before right right all all more more of of and and present present Of Of for for of of be be the the 4 4 pins pins 19, 19, bars bars than than piece piece the the shall shall at at will will or or at at given given total total steel steel of of o£ o£ rolled rolled when when tests, tests, full-size full-size size size the the constitute constitute not not in in not not centers centers or or is is material material a a annealed annealed line line boring; boring; that that purpose purpose for for of of of of which which is is shall shall bars bars cause cause than than allowed allowed the the then then more more and and 16 16 in in absence absence whole whole the the eyes, eyes, bored bored in in each each be be panel, panel, shall shall on on be be this this if if consist consist and and material material through through determined determined full-sized full-sized CINCil;o\NATI CINCil;o\NATI notice notice shown shown inch inch the the center center him, him, structure. structure. before before variation variation the the more more the the exceed exceed weight weight that that rejecting rejecting between between for for eye-bars eye-bars manufacture manufacture of of number number may may in in shall shall results results and and lo lo piece piece OF OF will will the the lots lots cross-section cross-section clauses clauses same same the the tests tests of of pass pass the the or or number number also also so so no no inspector inspector thereby. thereby. of of additional additional mark, mark, for for of of not not or, or, of of given given in in of of of of to to on on tests tests for for quality quality ; ; accurately accurately the the results results the the the the lot lot heated, heated, steel steel straight straight provided provided than than length length larger larger Such Such for for two two otherwise otherwise shall shall giving giving pattern pattern if if facilities facilities of of end end to to SPANS SPANS charge, charge, a a and and be be shall shall tests tests length length specified specified a a be be cause cause mode mode the the any any notice notice special special strength strength whatever whatever upon upon purpose, purpose, the the show show lot lot be be of of number number more more as as making making a a thus thus for for for for and and from from but, but, determined determined each each that that A A in in required required unless unless and and single single cross-section cross-section due due ; ; must must the the must must holes holes this this record record of of partially partially heads, heads, where where dimensions dimensions taken. taken. by by at at by by a a RIVER RIVER be be bar bar provided provided (or, (or, bars) bars) in in without without bars bars weJds weJds agreed agreed shall shall such such well well tests tests necessary necessary destruction, destruction, that that for for from from of of pin pin belonging belonging the the after after of of pin pin ON ON nor nor all all it it holes holes as as to to same same cases cases as as been been No No All All shall shall each each rolled, rolled, were were bars bars of of allowed allowed size size been been the the bars bars inspection inspection cent. cent. the the purpose purpose adjustable adjustable make make Eye-bars Eye-bars members, members, complete complete pin pin all all the the determine determine number number tests, tests, be be has has of of preserved. preserved. For For time time variation variation inch, inch, head; head; two two A A annealed. annealed. designated designated BURR BURR and and to to bars bars teste4 teste4 of of per per and and the the number number the the eye-bars eye-bars have have In In mill. mill. being being not not To To 2 2 A A All All manufacturer manufacturer The The center center of of l the the be be 3 allow allow be be material material 2-;- be be will will forcing. forcing. of of same same annealing annealing manufacturers manufacturers tests tests 35. 35. Hs Hs For For requirements, requirements, 33. 33. the the 23. 23. head. head. All All 82. 82. 22. 22. the the may may "lot." "lot." shall shall shape shape of of of of required required quently quently shall shall eye-bar. eye-bar. the the out out number number may may length, length, in in than than diameter. diameter. must must pieces pieces diameter diameter axis axis than than by by sample sample rolling rolling inch inch ment, ment, such such on on proceed proceed weight, weight, as as necessary necessary greater greater requirements, requirements, ten ten 76 76 the the sidered. sidered. the the 00 0 TABLE No.1. RAILWAY, TEsTs oF STEEL BY THE PH TRANSFER AND BR1DGE COMPANY. ··-·-======c=== PouNDS PER 8QUAl\l;: lNCI! AT PER 0EN1.'. OF FiNAL Section of Bending Accepted or Fracture. Test.. Rejected. Heat. Material, Test Specimen Elastic Li mit. ·----- 72.560 24.75 48.70 Hom. 6669 Comp'~ Steel. %.,','0 48.570 4.7.890 71.660 24.75 43.20 6669 21.50 .1,5.10 6667 " " 47.640 70.100 48.5tl0 72.250 ~5.00 49.30 6667 " " 26.50 59.90 666,!, " 45.750 68.400 " 46.140 68.700 25.00 1\7 50 6664 " " 21\,00 64..80 6662 " 47.370 72.250 " 47.370 7l. 770 27.50 56.60 6662 " " 24.25 5!.10 6652 " 43.000 70.0.'i0 " 43.540 68.540 2.'5. 75 57.60 6652 " " 26.25 50.90 Reje.~ted. 6996 .. ~9.390 73.220 " .. 48.560 71 800 26.25 54.50 6996 " 27.00 58.80 Accer,ted, 6982 .. " 46.000 6!1,250 45.820 71.360 26.25 57.80 698,1, .. .. 57.50 6994 .. .. 46.150 69,960 26.25 47.700 70.940 27.00 56.20 6985 .. " 25.00 60.40 6983 .. .. 47.250 70.170 .. 45.820 67.300 26.75 59.20 6981 .. 26.00 54.90 6992 .. " 45.850 6~L020 48.430 70.700 27.50 58.80 6986 " " 45.50 69117 .. " ,U.SOO 67,800 25.00 45.300 65.600 26.00 62.10 6990 " " 2 TABLE No.2. RAILWAY, TESTS OF STEEL BY THE PH POUNDS PER 8QU.AEIE INCH .AT PER CEST, OF J1'JNAL Section of Bending Aceepterl Fracture. I Beat. Material. Test I Test. Rf'jectf'd," Specimen. Ultimate Stretch in 8 Reduction. Elastic I.'imit. Strength. inchf'B, 0 45.910 69.570 28.75 61.10 Hom. 1~? fl~.t. Accer.ted. 6850 ComP;, Steel. x:·.o 50.50 6846 45.100 68.460 2!1..50 " .. 4!1..800 69.000 26.25 52.80 " " " " .... " 68.340 27.00 57.50 " " 6845 " " 4!1.,!!60 " " 6847 " " 46.260 ti8.58fJ 26.75 66.80 " " " " 46.030 69.160 25.00 1\3.30 " " " " 6848 " " 58.60 6696 !1.7.UO 72.100 26.50 " " " " " " 45. 'tO I ...... 6!l98 !I.!L840 71.680 23.50 " " " " 42.50 ...... 6f9M " " 49.070 72-:160 23.50 " " 6663 48.MO 72.090 26.26 55.60 " ...... " " " 57.40 ...... 6663 " " 47. '(50 '71.870 26.50 " " 49.170 7:.!.450 24.50 4-1.60 " ...... " 6692 " " 38,40 6692 4-9.170 72.160 25.75 " ...... " " " 4-2.30 6688 47.030 69.000 22.50 " ...... " " " 24.00 42.00 ...... 61i88 " " 4-7.170 69.340 " " 6674 46.290 67.940 26.75 50.00 " ...... " " " 26.50 53.73 ...... 667!1, " " 4-5.500 67.850 " " ------ 00,... TABLE No. If. CoviNGTON ELEVATED RAILWAY, TEsTs oF STEEL BY THE PHCENrx BmDGE CoMPANY FOR THE CINCINNATI AND TRANSI!'ER AND BRIDGE CoMPANY • ...... PouNDS I'Eit SQUARE lNOH AT PER CENT. 01>' FINAL Seciion Of Accepted or Test Fracture. Benclin~ Heat. Material. Specimen. 'l'est. Rejected. Ultimate Strength in 8 Reduction. Inches. Elastic Lfmit. Strength. inches. ··--- -..-. ------Silky cup, lBOQ on self. Acc,~pled. 335 X 1.015 X .4.02 40.690 68.630 30.00 38.48 ~"pl. 55.26 Silky cup. .. 336 10 X 1.015 X . 760 37.850 62.740 26.97 ' 1"Pl. 35.36 Ang. silky• ...... 338 12 X !"pl. 1.020 X . 010 49,980 76.320 24.00 56.10 Aug. silky...... 331 12 X ~"pl. 1.018 X ,605 42.610 66.150 25.00 27.50 Ang, silky...... 350 16 X £''pl. 1.000 X . 753 43.750 66.060 .. 1.020 X . 791 37.180 63.710 28.12 50.05 Silky cup, .. .. 3'9!1. 17! X H" pl. "" Silky cup, ...... 1.023 :X: • 796 34o.270 62,640 23.75 37.84 398 17! X ji" pl. Silky cnv...... 332 1!l.f X 1" pl. 1.025 :X: .500 41.170 ii4.400 25.00 52.6-i 25.00 54.74 Silky cuv...... 3ll 20 X In" pl. 1.030 :X: .430 41.100 63.230 .. .. 1.02 X 0.56 43,830 67.140 25.00 51.2S Sllky cup. .. 593 20 X ..ftJ" pl. Part cup and silky. .. 1.01 X 0.57 45.140 67.270 25.00 53.S7 6ll 20 x -fn" pl. Part cup and silky. " .. .." 610 20 XU''pi. 1.01 X 0.68 46.430 (i8.580 25.62 52.29 " 0.99 X 0.68 46.210 62.600 25.62 53.66 Silky cug...... 612 20 xU" pl. silky. .. X 0.68 40.300 62.550 2;1,50 47.15 An g. an " " 578 20 X H" pl, 1.01 Silky cup, ...... 579 20 xH"pl. .99 X 0.69 43.870 70.100 27.50 50.00 23.12 37.37 Silky cup...... 343 21!- X f'll" pl. 1.055 X ,330 49.9\JO fi8.950 .. .. 1.025 X .501 41.680 68.370 2i. 75 47.50 Silky cup, .. 334 24 X f' pl. Silky cup, ...... 399 llO X !"pl. 1.03 xOAB 52.300 64.920 22.50 52.83 23.75 U,50 Silky cup. .. .. 398 '' l.OHi x ,M8 44.950 62.930 " 30 x 1°0 pl. Silky cup. .. .. 406 30 X r',-" pl. 1.02 X 0.50 44,790 62.980 25.00 55.21 " 1.00 X 0.56 39.980 63.120 <:lf\,25 52.28 SilkY cup, I .. .. " 407 30 x -fu" pl. Silky cup. .. 390 30 x for" pl. 1.02 X 0.1i7 42,510 66.550 •t::. 75 51.01 " " 49.86 Silky cup. .. .. 368 29 X ~"pl. 1.020 X .597 48.610 69,460 25.62 " ,1,2.50 Silky cup...... 396 30 x t"a" pl. .992 X ,557 45.070 70.590 :•6,87 I .. I TABLE No.6. OoVING'.roN ELEVATED RAILWAY, TEsTS oF STEEL BY THE PHCENIX BRIDGE CoMPANY FOR THE CINCINNATI AND TRANS1!'ER AND BRIDGE CoMPANY. . -~---- PER SQUARE INmi AT PER CENT. OF FINAL of POUNDS Section Bending Accepted or TeRt ---· Fracture. Test, Rejected. Heat. Material.· Specimen. Inches. Ultimate Stretch in 8 Reduction. Elastic Limit. Strength. inches. and silky. 180° on self. Acc~pted. 1.01 X 0.61 39.900 68.41(, 2S.12 45.13 Ang. 411 30x -l'r" pl. Silky cup. .. 30 X J( pl. 1.05 X 0.86 41.750 68.280 24.37 42.01 " 24,S7 4.4.15 Silky cup...... 415 30 X f' pl, 1.04 X 0.£3 !1.5.390 69.230 "' 22.50 S9.90 ll'l'cg. silky cup...... :X: ~" pl. 1.01 X 0.61 43.260 69.110 410 30 Ang. and silky...... 30 X fin pl, 1.03 X 0.61 39 .no 66.700 24.S7 36.84 400 48.115 Silky cup...... 401 SOx ~ .. pi l.Of X 0.6[) 49.3\lO 6\J.S80 28.75 SOx ~"pl. 1.04 X 0.62 43.010 68.200 2S.12 55.27 Silky cup...... 402 Irreg., ang. and silky, ...... 30 X pl: 1.02 X 0.61 40.320 68.540 24.37 37.01 403 i" 48.70 Irreg., a.ng. and siTh:y, ...... 389 BOx ~"pl. 1.020 X .613 Sf/.190 117.020 27.50 .995 X . 613 42.6<10 68.050 24. 47.04 Irreg., ang. and silky...... 393 30x ~"pl. ang. and silky, .. 1. X .607 42.180 69.200 26.87 48.10 Irreg, .... 395 ~Ox ~"pl. Irreg_,a.ng. and silky. .. 30x i"pl. 1.007 X .610 3\).210 69.200 27.50 47.59 .... 397 50.2-1 Silky cup, .. 359 SOx ~"pl. 1.005 X .623 42.960 66.460 28.75 40.350 68.270 20.63 34.89 Silky iLng. 180° on self. .. 360 SOx ~" pl, l.002x .502 .. .. 1.03 X 0.62 44.380 67.840 25.6:! 38.31 Ang. and silky. " 404 SOx ~"pl. Aug. and silky, ...... pl. 1.020 X .6:.!6 43.700 65.780 26.87 41.86 372 sox~" (;'8.520 4li.1 Ang. and silky. .. .. 382 30 X ~" pl, l.OHx .016 44.831) 21.1!7 " 25. 40.57 Aug. and silky, ...... 372 SOx ~"pl. 1.003 X .624 41.550 63.280 41 330 66.620 26.25 46.50 Aug, aud silky...... 377 SOx ~"pl. 1.033 X .631 ...... 1.026 X . 61.)0 45.190 62.770 26.87 44.84 At g. and silky. 383 30 X jJ" pl. An g. and sill!y...... pl. 1.023 X . 751 38.010 70.670 '<13.12 32.29 370 30x f' 4,3,63 Silky cup...... 30x 11"pl 1.040 X . 727 42.720 69.840 25.62 3!8 40.93 Silky cup...... 367 30 X pl: 4l 920 65.620 25.62 !i" 1.035 X . 795 42.14 Silky cup...... 378 30 X j," pl. 1.0,!.0 X .85·~ I 42. no 69.300 21.87 68.2(0 27.50 !17 .04 Silky cup...... 408 sox~" pl. 1.03 x0.86 37.390 LOS X \l. 86 39.4:10 69.140 26.87 49.05 Silky cup...... 409 30 X *" pl. I .. 00 "' 00 00 TABLE No. 9. TESTS OF STEEL BY THE PHCENIX BRIDGE COMPANY FOR THE CINOINNATI AND CoVINGTON ELEVATED RAILWAY, TRANSFER AND BRIDGE COMPANY. - .. - I POUNDS PER SQUARE lNOH AT PER 0J!.NT, OF FINAL Section of Bending Ot' Test Fracture. Accepted Heat, Material. Specimen. Test. Rejecttld. Ult.imate Strelch in 8 Reduction. Inches. Elaetio Limit. I Strength. inches. -- 257.149 7 X 1£" .49 X 1.63 40.690 64.060 26. {3.2 Silky...... " .. Accepted.., 257.14.9 7xlj" .49 X 1.65 40.720 6~.840 27.8 51.5 Silky, ...... 259.506 7xW' .50x1.6..1 36.250 62.500 27.9 MJ,S Silky...... " 259.526 7 X}~" .49xl.65 36.420 61.980 27.8 44.3 Silky pitt...... " I lam. 261.5~7 7 :X: li" .51 x1.6:J 42.280 60.240 28.6 56.1 Silky...... " 258.756 7x lU" .50 X 1.83 40.050 64-.980 26.6 46.5 Silky...... " 261.324 7 xlU" .51 X 1.84 39.280 63.060 30.7 60.8 Silky...... " 261.318 7x1H" .49xl.83 39.740 61.810 27.2 49.1 Silky...... " 261.114 7x1-}ft" .49xl.84 38.430 63.020 27. I 42.1 Silky...... " 261.3lli 7 X 1}~" .50 X 1.82 37.860 65.090 28. 37.8 Silky...... " 259.410 7 X ltjj" .57 X 1.84 3(>,690 64.040 26.90 37,5 Silky...... " 259.354 7 X 1}i" ,li6x1.85 3~.990 62.580 29.60 52.90 Silky...... " 56.6 Silky. 259.1~3 7 X lN/" ,51 x1.85 39,570 62.560 32.2 I ...... " 257.590 7 X lH" ,58xl.S2 39.170 64.6~0 27.4 39.15 Silky gran...... " 21i7 .41::1 7 X 2" .51x2.02 36.880 62.400 30.0 39.6 Silky gran...... " 2·i7 .554 7 x 2-l-s" .5lx1.96 4Ulli0 63.610 32.1 48.6 Silky...... " Silky. 259.654 7 X 2-f'-6" .51x1.96 39.300 60.980 30.0 4.3.5 ...... " 257.960 7 X 2ft" .51 X 1.95 40.530 62.0!0 30.5 50.3 Silky...... " 21.5U 8x1N'pl, Diameter.S23 40.230 65.04.0 22. 44.53 Silky...... " 21.661 t! X 1{\'!" pl, .. .825 39.280 64.630 25.75 47.12 Silky...... " 21.553 8x1*"pl. " .815 40.830 71.400 27. 53.63 Silky...... " 21.525 8 X 1 \'!"pl. " .812 40.750 71.260 27.5 54.12 Silky...... " 21.533 8 X 1"1~" pl, " . 832 40.000 66.220 25 . 51.41 Silky cup, ...... " 8 X 1{ " pl, ,825 40.400 64-.540 25,75 52.6 Silky, ...... 21.529 6 " " 21.54.9 8 :X 1-N' pl. " .820 41.380 65.330 25.75 48.23 Silky cup...... " - TABLE No. 10. TEST OF STEEL BY THE Pm:ENIX BRIDGE CoMPANY FOR THE CINCINNATI AND CoviNGTON ELEVATED RAILWAY, TRANSFER AND BRIDGE CoMPANY. - -- - ,. Seetion of POUNDS PER SQUARE INCH AT PER CENT, OF FINAL Teet Heat. Material. Specimen. Fraetm'e. Bending Accepted or Diameter. Test, Rejected, Elastic Limit, mtimate Stretch in 8 Inches. Strength. inches, Reduction. 21 557 sx1r pl. .825 42.280 69.4.00 22.5 43.16 Rllky...... 21 599 8 X lffi" pl. ,812 38.630 65.280 25; 45.41 Silky, ...... 21603 SxlH''pl. . 814. 41.600 65.34.0 27.5 48. Silky, ...... 21619 8xl-H"pl. .815 40.640 64.600 25.5 49.36 Silky...... 21 591 8 X lh}" pl. .812 42.290 67,600 24. 42.62 Silky...... 21598 8 X 1f!" pl. .825 40.590 63.600 25. 47.98 Silky...... 21 607 3 X 1-k" pl. . 830 41.210 69.300 I 26.25 47.76 Silky...... Rivet Steel. *" round. 37.44.0 64.610. 29. 47. Cup sllky. 180<> flat. " 41.990 61.800 28.75 50.9 Cup silky. " " " 40.130 65.590 28. 42.8 Irregular silky. " " " 39.170 64.510 so. 61.2 Cup silky, " " .. 37.840 64.670 29.25 51.3 Cup silky. " " " 38.400 64.330 30. 62.0 Irregular sill1y. " " " 37.620 63.110 31.75 63. Irregular silky. " " " 38.810 63.920 28.75 59.5 Irregular silky. " " " 36.750 66.400 27.25 46.8 Irregular silky. " " H" ro.~nd. 37.890 63.620 30.5 56.3 Cup silky. ... I " 38.090 62.500 31. 56.5 Cup silky, " - I 00 "' TABLE No. 13. TESTS OF STEEL BY THE PH TRANSFER AND BRIDGE COMPANY. I POUNDS PER SQUARE !NOH AT PXR CENT. O:F li'rNAL I Test Piece; Fracture and Remarks, Link Plate. length= 8 inches. I Elaat1c Limit. Ultimate. Reduction. Elongati'on. ~, 1 inch round. 28.530 61.140 50.3 27.5 Cup silky, 1 " 28.020 60.440 39.8 25.5 Angular silky. -~~·- . 1 " 26.880 58.340 63.0 30.0 Cup silky. 1 " 28.020 57.450 62.1 31.25 Cup eUky, ~~~ 1 24..260 60.280 51.6 26,00 Irregular silky. ~""~ " 25.860 63.310 51.9 25.50 Angular silky. fi: H: 1 " 1 " 26.110 63.310 64.5 28.75 Cup silky. o! TABLE No. 14. TEsTs OF STEEL AND IRON ANGLES BY THE Pmmux BRIDGE CoMPANY FOR THE CINCINNATI AND CoviNGTON ELEVATED RAILWAY, TRANSFER AND BRIDGE 00llPANY. - I POUNDS !'Ell. SQUARE !NOH AT PER CENT. OF FINAL Test Pteoe; Fracture and Remarks. Size of Angle. length= 81ncbes. Ela.stlo Limit, Ultjmate. Reduction, Elongation. 5 X 3" 25 pounds. 1 1 X 0.32" 39.430 71.290 52.9 '21.25 Angular silky, .. 41 " 1 X 0.55" 39.110 71.580 55.5 27.25 Cup sllky. .. " I X 0.625" 38.650 69.650 46.4 26.00 Cup silky. 6 X 4" .," " I X 0.4" 39.440 71.105 54.3 23.75 Irregular silky. " .. 1 X 0.43" 39.010 69.860 52.7 23.75 Ang!!lar sil.~y. " ••72 .. i 1 X 0.74" 35.6IO 73.970 51.9 28.25 " 72 .. 1x0.73" 36.930 72.910 53,4, 27.75 .. " .. .. 1 X 0.86" 33.290 65.870 41.0 26.25 .. " .. J 1 X 0.84." 34.I70 63.060 60.8 31.25 .. .. lix 6" 57" .." 1 X 0.49" 26.120 46.920 28.1 20.50 Fibrous . .. "57 " 1 X 0.50" 27.270 46.060 18,9 13.75 " " 86 .. 1 1 x0.7l" 29,/iOO 50.600 25.3 21.75 " .. 86 " 1x0.70" 27.190 47,910 21.7 19.25 " .. .. 1 X 0.86" 25.110 45.910 23.9 20.00 " .. "95 .. 1 X 0.86" 25.230 48.120 28.7 26.21i .. .. 100 .. 1 X 0,88" 24.420 47.220 25.5 22.5(, .. .. 100 .. l,x0,90" 24.309 46.180 30.9 25.50 .. .. 108 .. 1 X 0.98'' 2!.540 47.000 21.2 21.25 .. .. 108 .. ) il 1 x_0.97" 24.050 48.090 26,0 20.50 .. " 108 .. 1 X 0.98" 24.670 48.730 30,1 25.00 .. Vol. XXIII, p. ~4. TABLE No. 15. TmTs oF FULT.o-SIZE STEEL E-rE-BARS BY THE PmENIX BmDGm CoMPANY I•'O:R •ruE CrNOINNATI AND Covnm-roN ELEVATED RAILROAD, TaANSFEU AND BRIDGE- CoMPANY. All pin-holes 6tij-" diameter. PEII SQUAJIE l! l .~ =oe ""!;: I :II f ~ ·" b,, ·"""'..... l " "' ' ~-.Hz " g·,uz " .,:!. ~ff j ..; ·"!' ~ ~ S'l:€'11~ :o.siiiY :.LS: r ~ "S NOt>tiHOr ~ nt•g• :o.s.;:.9 'i't"+~f '"' "[It"· - 111';:::::-" ··--JE·····.····.··· ... '· '. '.· '...... ]] ...... "~. :1.: . m::~~OJL.:.~~-~ _ ·~.,_- . . r ~ :,.. s : /") :' ·' 1 ENG'RS. 446 ON BRIDGE. XHI. N° XXIII BURR PLATE AM.SOC.CIV. VOL CINCINNATI TRANS. 1 11 I , ~ I __ 1 I 1 I I --\ • I I I -""" I ---- I ... ----~------ I Ckn>Oer. e I &. I I ~I !I ~~ I -l~c'~ I I __ I I . I I I -~'-§ffi'_ I Through ______ I 11 -- :!F1'---~- .,. ~------ r··- I ~--- I ffJ]utl"ttt'<-~ I I 11 ?- I ==~-- I I ~ I ______ __ I '.w.;:-_,;¥~: ' ~~ ;,t~--- _,..5~Fr r-- tl ,F- .. _ _ ~------==~ .;r,.,=..r B::_s.:. = -· _ "'"~a- _ Crib . l" I ' !! ~ of ~=~----= ---- ,. .,_ .. Tap :~ ~=~ \,.o" t~,~.;! --- -_-_ ~~~~~~~~~. ----~- ~ - -- _ ~·~- IIHIIIIIIIHIIIIIIIIIII = I ' ,, :5'-- :~ l : . ~---- " ,, ~ ~' " ' ' \. 'fltt:.-;i-_-::::. I I t-.9_.::9.:: _ 111111 1"-- ------ r ~ 11 fJ[l"'ffiU!, .. --R=l-+ __ ' ' ' .;:tJnlt::Eil4- ~ ~ -~ _, ' " ~ 'tf JYgk ~ ~· __ J. I Low ~ ' ---- ' ---+- ------ J5~.:~C~. -. ' I __!_ ~ "~.. 29t -. s= ______ . ~.}{)1"V -~-- ~- ~~i,'JU\;n;rvati- ,. ~,"