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Home My WebLink AboutReel_0025Ea J AIIASSEMBLY, INSTALLATION: For best results. preservative treated wood products should be fabricated prior to treatment. Where on-site fabrication is required, field treatment should be applied to all exposed areas to insure thorough protection. Aft interior fire retardant treated wood will absorb moisture when exposed to humidities greater than 80%. Pre- cautions should be taken to minimize exposure to these condil*ns. NlEDOtFYR-GARD permits normal framing with ordinary tools and no field treatment of exposed surfaces is re- gtcred CS/COATINGS, SURFACINGS: a.-1n drying or air seasoning is required after treatment if EDO: CCA is to be painted. Before paint can be applied, an -verage moisture content of 19% or less is recom- mended wood treated with NIE001WATER REPELLENT, PAINTA- BLE PENTACHLOROPHENOL can be readily painted after the solvent has thoroughly evaporated from the sur- face. With' he treatment itself acting as a base coat, a high quality Latex paint should be used as the finish coats. NlEDO FYR-GARD treated wood must be clean and dry before applying paint, stain or sealers. A light brushing or sanding betote the primary coat is recommended for fine ?hes. For best results, steps should betaken at all times ze mo slure absorption due to humidity fluctua- : c-•s Ir ail cases where paint, stain or sealers are to be applied, _se cnr, h,gh qualay products and apply in accordance .. =manutacturersrecommendal*ns. --- TECHNICAL SUPPORT: Tr .; DO trademarkassures that all preservative treated ••c, .:.,c;:!uc:s ^ eet or exceed quality standards estab- -he ay the American Wood Preservers Association '/PA). American Wood Preservers Bureau (AWPB) and ederat Government. Vrnen specifying, contact the treating specialists at Niedermeyer-Martin Co. for the specific standard or spe- cification applicable for the particular commodity needing treafinent. How to specify: All wood products specified herein shall b- pressure preservative treated wan (name NIEDO treatment) in a closed cylinder by vacuum-pressure process in accord- ance with the recommendations for treatment of Niedermeyer-Martin Co. and the latest standards and specifications of the AWPA. AWPB and the Federal Gov- ernment. CC/CODE ACCEPTABILITY: Preservative treated building products are recognized by most city, county and state building codes throughout the United States. Use of these products is approved by reg- ulatory agencies such as the Federal Housing Administra- tion. Various testing agencies and Underwriters Laboratories, Inc. issue approval labels for fire retardant treated wood products that meet building code requirements. N IE DO/ FYR-GAR D treated wood warrants a flame spread classification of 25 or less as certified by Underwriters Laboratories, Inc. FYR-GARD treated wood meets and exceeds the requirements and latest revisions of federal specification MIL-F-19140 covering fire retardant treat- ments for lumber and plywood. Test references are: Mili- tary OPL Test No. 65409, U.L. Test R4383/lumber, R43841plywood. FYR-GARD has been thoroughly tested in accordance with'Methods of Testing for Surface Burning Characteris- tics of Building Materials; ASTM E-84. AC/AVAILABILITY, COST Preservative treated building products are readily avail- able throughout the United States. Costs will vary accord- ing to the size of material, quantities, species, grade and region. Full technical data on these and other treatments offered by Niedermeyer-Martin Co. is available upon re- quest. For prompt information regarding price and availability, call toll free 800/547-6952. N Niedermeyer-Martin Co 1727 NE 111h Avenue - Portland. Oregon 97212 Phone: (503) 287-2411 -Toll Free: (800) 547-6952 Telex 15-1323-Telecopier. (503) 287-9094 Cable: NIEDO 1F. J .'?iP Fir 0 it ?S Anderson State Aid Bridge 8/27/1987 Bridge Inspection ?_ y R 'z? F ? - -. ?'- '?i. s? -T ? _? ?. _= ? T ???? ?= _.x ?'?? ?s i i' _t ?' ?r .t, ( ? "? f` ' ? I r q , 1 NO! O MOW& ?a i ? 333??" s«2 a 1, N" 3i 1 ; fy ??i 1 1 Mt jj 7 ??? r 1 f ?" r ` } r J?y r -? r ? L ? L J M t r< , REPORT OF GEOTECHNICAL ENGINEERING SERVICES aI? PROPOSED, HOH RIVER BRIDGE ' S's { JEFFERSON COUNTY, WASHINGTON DAMES & MOORE 11652-001-05 November 20, 1979 7 7 ' f f y? ? f 1W K JKT:WJG:JBH:mb 3 copies submitted cc: ABAM Engineers, Inc. Attention: Dr. Dari Haghighi } p,? r u tt((1r ° °. NT,?D 1 ?k y h 6M ?a,}, 7> 4 t ,_ N (rV' i AJ OA ? ' ( M y dA1//??`?tj't ro 1 tiY B i ks )d i -i.A4.?'7T L ik1 t ry Y J Sy - S r?I i 'r. q i 1 ? - h L I t ti o +: k1 . o i y ? ? li ? A I II" '? ?y ? l ` l 5 .1 T t I 4 ov w unI r. n w roir.•r1 ' {{??..?? q,y?}? pip ?p pp?? ?? .. onn. n ?.or, ? ? ., ro...r?sr..rr rY i'l.6•BIW 6"!4Dil G:..? FIV9W Y.ll .3..fY YP9G W. r.r< wr, 'r/nw? SUITE 5CO,NORTIIOATE Ei ECVTV- CENTER Imo. -00- _.TREFT T1 E, AEI ItIG'tON -1,5 12051 5?3-0560 CAe LE: DA-TORE - : AIU--+aa-2011 November 20, 1979 Director of Public Works Jefferson County Port Townsend, Washington 98368 Attention: Mr. Mel Sanstrom Gentlemen: r- We are pleased to submit herewith three copies of our "Report of Geotechnical Engineering Services, Proposed Hoh River Bridge," for - - - Jefferson County. The scope of services for this investigation was outlined in our proposal r dated October 22, 1979. Mr. Sanstrom authorized our services on October 23, 1979. t, We appreciate the opportunity to provide this service for you. Should„.' you have any questions regarding the recommendations presented in this report or if we can be of further assistance, please call. Yours very truly, Y D MOORE BVa K. Tuttle l Partner -:. ala a . 5 We understand that the bridge will consist of four 82-foot spans. Foundation support for the 2 bridge abutments and 3 central piers will be provided by 18-inch diameter pipe piles. The 3 central pier bents will consist of 6 piles each; the abutments will be supported by 4 piles, battered at an inclination of 4 on 12 (horizontal to vertical). Maximum axial loads applied to individual piles will be approximately 140 kips. We understand that dead loads comprise approximately 100 kips of the total load. Lateral loads transmitted to the abutments will be approximately 96 kips. We understand that a static moment resulting from accumulation of floating debris at Pier 2 is estimated to be approximately 189 foot kips. SCOPE The purpose of this investigation is to develop pile capacity and penetration criteria for support of the planned bridge and to examine an active area of instability which is present immediately upstream from the bridge site. Specifically, our services include: REPORT OF GEOTECHNICAL ENGINEERING SERVICES PROPOSED HON RIVER BRIDGE JEFFERSON COUNTY, WASHINGTON INTRODUCTION .n We present in this report the results of our investigation of subsurface conditions relative to foundation support and slope stability 'a. for a bridge to be constructed across the Hoh River. The planned bridge will be located approximately 10 miles east of Highway 101 and just south of the upper Hoh Valley Road on the Olympic Peninsula in Jefferson County, Washington. The bridge is shown in relation to the river align- ment on the Plot Plan, Plate 1. I. Three borings drilled along the alignment of the planned bridge to identify subsurface conditions pertaining to foundation support and one boring drilled near the upper boundary of the slide area to aid in determination of the extent of the slide. 2. A laboratory testing program to evaluate pertinent physical characteristics of the soils encountered. 3. Recommendations pertaining to installation of the piles and pile capacity-penetration criteria. 4. A thorough field reconnaissance of the slide area upstream from the planned bridge site and a discussion of the possible impact of future movements of this area relative to the planned bridge. We have discussed our findings with Dr. Dari Haghighi of ARAM Engineers, Inc. during the course of our studies. In addition to the scope of services described above, we are including a discussion of riprap requirements for the slopes between the planned bridge abutments and the Hoh River. This information was requested by Dr. Haghighi on November 8, 1979. SITE CONDITIONS Four borings were drilled during this investigation in order to identify the soils underlying the project area and to obtain samples for testing purposes. The drilling equipment and crew were provided by the Washington State Department of Transportation by direct arrangement with Jefferson County. A representative of our staff was present during the field exploration program. A more detailed description of the field and laboratory testing equipment and procedures used during this investigation is presented in the appendix. The locations of the borings drilled along the bridge alignment are shown on the Plot Plan, Plate 1. The location of the boring drilled in conjunction with our evaluation of the slide area is shown on the Schematic Drawing, Plate 2. -2- .? _11011.1 Y9 ?f - r. r,... $ 1 ? u 1 SF1 1Y ? ? 'NN ! '^T' 1 M' r N:, ? Ya 1 r ? i 1 ! I '1 Y A } r1 % ? ? r 1 r 4 ? J Borings 2 and 4 were drilled at the north and south bridge abutments, C? respectively. Boring i was drilled at the location of Pier 3 near the center of the planned structure. Boring 3 was drilled on the upper Bob River Road near a portion of the paved roadway which has required consider- able repair in past years as a result of movement of the hillside area •_T north and east of the planned bridge. Elevations of these borings refer s to those shown on the "Hoh River Bridge, Plan and Profile," dated September 11, 1979 provided by ABAM Engineers, Inc. The surficial soils encountered by the four explorations, in general, consist of slightly silty to silty sand and gravel soils which vary from loose to dense in place and extend to depths of approximately 9, 13, 6, and 24 feet at the location of Borings 1, 2, 3, and 4, respectively. Portions of these sand and gravel soils at the location of Borings 2, 3, and 4 appear to be fill which was placed during grading of an old roadway r and the existing Upper Hoh River Road. Beneath the surficial granular soils our explorations encountered - soft to medium stiff gray clayey silt which extends to the depth explored at all boring locations. At the location of Boring 2, the silt was brown and gray with some wood to a depth of about 23 feet. The percentage of gravel and sand appears to increase and the silt becomes stiff below a thin gravel lense encountered between Elevations 130 to 120 at the locations of Borings 1, 2, and 4. Ground water was encountered at the locations of Borings It 2, and 4. Perched water was encountered in Boring 3 at a depth of approximately 6-1/2 feet. The approximate depth to ground water or perched water is noted on the boring logs. We expect the depth to the static ground water table will vary with the seasons and with fluctuations of the river level. -3- x? k c? ? i 7 h? It is our opinion that the proposed Hoh River Bridge may be safely supported on 18-inch diameter pipe piles installed as subsequently recommended. We have made a reconnaissance of the hillside upstream from *'- the planned bridge site, in addition to an evaluation of slide conditions by examination of stereo air photos. We conclude that the planned bridge is not presently located within the zone of active slope movement. However, a major slope failure of the area northeast of the bridge might affect the structure and portions of the planned approach roadway. Recommendations for installation of pile foundations and a discussion of slope stability and its potential impact on the planned construction are presented in the following sections. rr?: PILE SUPPORT - - - y We understand that 18-inch diameter steel pipe piles with closed ends are being considered for support of the planned bridge. We recommend that the piles be installed with a pile driving hammer having a minimum J.i rated energy of 19,200 foot pounds per blow. We further recommend that - an engineer experienced with pile driving procedures be retained to monitor installation of each pile used for support of the planned structure. This monitoring is considered essential to determining that piles are installed in accordance with the recommendations presented in this report and to provide an immediate evaluation should conditions other than those encountered in the borings be found. It is our opinion that there is a potential for piles which have been driven to the recommended tip elevation to heave during driving of adjacent piles. Therefore, we recommend that pile butt elevations be determined immediately after each pile is driven, and then checked after adjacent piles at the common pier or abutment location have been installed. If pile heave exceeds approximately 0.1 foot, the piles should be redriven to the recommended tip elevation. We further recommend that one of the first piles installed at each pier location be redriven to verify pile takeup and dynamic resistance, after driving of all piles at the bent is complete. -p- u,r a7& + s- ?i r . It is difficult to evaluate the need for predrilling on the basis of a " d three explorations. However, significant quantities of oversized rocks ? were encountered at the location of Boring 4. We expect that some r kV predrilling may be required in order to remove or deflect large cobbles or boulders which were noted in the surficial granular sand and gravel ?' soils during our explorations. We recommend that predrilling accomplished . prior to pile driving be limited to the sand and gravel soils. We expect that predrilling to a depth of about 10 feet below the ground surface or river bottom will be sufficient at most locations, but that extension to depths of 20 feet, especially at the south abutment may be necessary. _ The results of our analyses indicate that 18-inch diameter piles ,,,„ + " which penetrate approximately 70 to 75 feet below the existing ground ,. ?, , surface may be designed for an allowable capacity of 140 kips. For the pier piles, this should result in a tip elevation which approximately corresponds with the level at which our borings encountered a thin gravel - . layer underlain by stiffer silt soils. Thus, these piles should encounter' higher driving resistance as they reach the recommended tip elevation. - The abutment piles will reach the required penetration at a tip elevation somewhat higher than the level of the gravel layer. The following tabulation is provided as a guide to determine required 4 ' pile lengths and material costs. a 1 Approximate Recommended s Ground Surface Elevation Tip Elevation Location (feet) (feet) South Abutment 208 to 210 136 Pier 2 180 110 Pier 3 189 to 190 120 Pier 4 192 to 193 120 - North Abutment 206 to 212 140 u Any splicing of piles should be completed at a level at least 25 } feet above recommended tip elevations so that the effects of pile "freeze" ? i?z y{.t} rs on the ability to restart and drive the piles to the desired penetration ' d b d h - ove t e recommen e will be minimized. If absolute refusal is encountered a tip elevation, we should be consulted immediately to evaluate the probable ti fir, t ` • capacity of the pile. - ? tt. ran ,.., ,r nru o,an 44 SC,:?lin, LxtrNYC'Y'7tlkMYd^+? We do not anticipate that the piles will be overstressed during driving. However, if splicing is necessary to establish recommended tip elevations, high penetration resistance may occur during the first few feet of driving after splicing. Therefore, we recommend that the interior of all piles be visually inspected prior to backfilling with concrete. i ' f It is our opinion that piles installed as recommended above will . provide adequate support for the planned structure assuming that vertical and lateral loads do not exceed the design values stated in the introduc- tion to this report. We expect that postconstruction differential settlements induced by axial loads will be negligible. We estimate that pile deflections resulting from a lateral force or static moment will be less than 1 inch. SLOPE PROTECTION We recommend that riprap be placed in order to provide erosion protection and stability of the slopes adjacent to the bridge abutments. • We further recommend that the riprap conform approximately to Washington State Highway Commission Specification 9-13.1(2), "Heavy Loose Riprap." The riprap should extend from the planned abutment to the low water level of the river at the south river bank and from the toe of the slope to approximately Elevation 198 at the north river bank. The riprap should • extend east and west from the planned structure a sufficient distance to provide the intended erosion protection. SLOPE STABILITY It is our opinion that the area of instability immediately upstream from the planned bridge site is the result of continuing erosion along the river bank of the silt soils identified by our explorations. Based on the results of our reconnaissance of the slide area, it is our opinion that the bridge alignment is not located within the zone of active movement. However, evidence of ground displacements were noted during our field reconnaissance approximately 100 to 200 feet east of the planned north bridge abutment. We wish to emphasize that even though the -6- r ?L r +U r < p _ ? f M t;6 r proposed alignment does not appear to be currently affected by slope instability, there is some potential for movement of the approach roadway north of the planned structure, and distress of the north abutment. It is difficult to evaluate the degree of risk to the planned structure without extensive field investigation and laboratory testing and detailed analysis. Based on our understanding of rates of movement which have ? been observed over recent years, further study does not seem to be warranted. - - We recommend that an erosion protection system be constructed on the r.- north bank of the Hoh River immediately east of the planned north abutment in order-to limit the amount of erosion which is occurring. Viable alternatives are a timber bulkhead or heavy riprap system. It is our xd„ opinion that riprap is the more practical approach from the standpoint of C construction and economics, although we have not evaluated the cost of either alternative. The system should extend north from the bridge abutment H through the zone of active erosion. More specific information pertaining to required length of the system cannot be provided without a detailed topographic plan. Relocation of tLe bridge approximately 200 feet to the west should be considered if an erosion protection system is not completed in conjunc- tion with planned construction. We anticipate that this alternative i would significantly increase the cost of the proposed bridge. However, we wish to emphasize that movement of the hillside must be evaluated relative to the proposed construction. LIMITATIONS The recommendations provided in this report are based on the assumption that the soil conditions do not vary appreciably between borings. The subsurface information presented herein does not constitute a direct or implied warranty that the soil conditions between boring locations can be directly interpolated or extrapolated or that subsurface conditions and soil variations different from those disclosed by the borings will not be revealod. The recommendations presented in this report are based also on -7- u..a,w z. e. as nn o.7 ea r. \ the assumption that the planned location of the bridge is consistent with that shown on Plate i of this report. To assure compliance with the ? intent of this report, we recommend that a qualified geotechnical engineer _ be retained for review and monitoring services relating to design changes, specifications, and pile installation. The following plates and appendix are attached and complete this report. Plate 1 - Plot Plan , Plate 2 - Schematic Drawing Appendix - Field Explorations and Laboratory Testing _ Respectfully submitted DAMES 8y ck K. Tuttle _ artner ;. • 11652-001-05 /I??„???? November 20, 1979 ?C. T [ _ t ., f G \ 1>Q. ' OF WAgN, r<, \,` PL hC ` 9 • ;, y }y? A ,r 0 Y. '.l 1.. `POPE ryFCl9TEHF'? ?"PI NGi '` ?S?G ' . lN? z ? NAL E i.: V Y ? ? -8- onrwns: a owoown v ,y W ? r e: w r. i M ,:rs „ T [ l{{ ` 17- d;R 8 W f ? o g r f ¢ m c 4 6.34 n r W ? <Z O ?I m • ?O W W m u J PROPOSED ROADWAY EXISTING POWER POLE ?.<r STATION r-5+85 EXISTING POWER POLE ,--OX I BORING 2 1 o' 60 + •G m A \ I I EXISTING HOH RIVER ROAD (PAVED) BORING 3 f 201 + SCHEMATIC DRAWING LOCATION OF BORING 3 APPROXIMATE ELEVATION 246 NO SCALE .Amos s moow¦ 16 ' ,x J PLATE 2 r ?v ?k : t ' a 'YAP t+? '': R6(€' 4'h ? ? 4iu A 0q, r7 NhVlfdt ?+ '. "? ?. m A 4 y h '. > I t VI Y, I n ? z ? rJ ly L" 77, _ APPENDIX FIELD EXPLORATIONS AND LABORATORY TESTING _ FIELD EXPLORATIONS 44 Soil conditions along the alignment of the planned Hoh River Bridge and an adjacent area were investigated by drilling four borings with ,,. • truck-mounted, power-operated, hollow-stem auger drilling equipment to 1 depths ranging from approximately 33-1/2 to 98-1/2 feet below the ground surface. The Washington State Department of Transportation provided the ,. ';- drilling equipment and personnel by arrangement with Jefferson County. The locations of the borings completed during this investigation are • , shown on the Plot Plan, Plate 1 and on the Schematic Drawing, Plate 2. + - - The field explorations were coordinated and monitored by a member of ?. a r our staff who classified the soils encountered, maintained a detailed log of each boring, and obtained soil samples at appropriate intervals for visual examination and laboratory testing. The logs of the borings are ', ,r •¢! presented on Plates A-1 through A-4. The soils have been classified in -µ„ accordance with the Unified Soil Classification System which is described a. r on Plate A-5. Ground surface elevations at the boring locations have ??. been determined from the "Hoh River Bridge, Plan and Profile" dated "h September 11, 1979, provided by ABAM Engineers, Inc. - 4 r 1 I ? Y?M ? I .V`5 }{ - - Soil samples were obtained from each boring with a Dames & Moore r Sampler of the type illustrated on page A-41 with the exception of the Zl!?. 'jy1 first 2 samples obtained in Boring 11 which were recovered using a standard Split-Spoon Sampler. The standard Split-Spoon Sampler and the Dames & Moore Sampler were driven with a weight of 140 pounds falling a ' [ r + 1 J.l L distance of approximately 30 inches. The number of blows required to xp };mar ?.' t r ''. ,.' drive the sampler a distance of 12 inches or any part thereof into ? q?j undisturbed soils is shown immediately above the sample notations on the Ana to of each boring. Ground water was encountered during drilling at the location of Borings 1, 2, and 4. Perched water was encountered at the location of Boring 3 at a depth of approximately 6-1/2 feet. The depth to the static rv A-1 wr,e ..v a=.a xi rn o,oree+ : S + m j }^'ryrn ? ry Li1R - ,d?llFh ???+Ir.h )4n n '+ i1 i64 "I?uY,?{ ,,{{??,, x,. 1' Sfl'1? ...r( ?a14??1 5," [1 ? "'? l+4 `' '?^ ?'$'1k??p I .?,1 E1111 rn 4 L },f + ?A?`M :?Fly'? SAS [ A,. ?4 ? ? ? ??f Z+ r a ! 1 ! - ??f?k ?gdt?A1 ?t ?t?u k' t??} + 4 .J ? t r `3 s r 4 ' ,' i $ i ground water table or to perched water is noted on the individual boring logs. We expect that the static ground water level will fluctuate and will be dependent on the water level of the Hoh River. LABORATORY TESTING Selected relatively undisturbed soil samples were tested in our laboratory to determine their pertinent physical characteristics relative to the planned construction. The laboratory program included sample inspection to confirm soil classification, strength tests, consolidation tests, and moisture-density determinations. Direct shear tests were performed on representative samples of the silt soils encountered in our explorations to evaluate the shearing strength of the soil, and the shearing strength of the soil relative to the construction material, in this case steel. The tests were performed at a continuous rate of shearing deflection in the manner described on page A-5. The results of these tests are presented in tabular form on Plates A-6 and A-7. - in addition to the direct shear tests, triaxial and unconfined g compression tests were performed at a continuous rate of axial deflection. r_9H4 The triaxial tests were accomplished under unconsolidated, undrained conditions. A description of the testing apparatus and the methods used during testing are described on page A-6. The results of the compres- sion tests are presented on Plate A-8. Laboratory vane shear tests were completed on five samples in order to determine the shearing strength characteristics of the silt soils and for correlation purposes with the triaxial and unconfined compression test results. The results of the vane shear tests are presented on Plate A-9. One consolidation test was performed on a selected sample to provide data for estimating settlements. The laboratory test procedure is A-2 r.a,a e,. a.? s: rv.rionai F^ - It }FYr1iGaY ?'IISf ?YfI ? M-1??I? o a ? f . j/? fc h t JJ [ I t 1 ,r tir _' 1 ?. 1 y r ? t M t 1 l b I ? {?' ? l 4 1 f rt1 yK 1! , ?S '. 1 it r Z. :7 a described on page A-7. The results of the consolidation test are presented graphically on Plate R-1o. Moisture and density determinations were made in conjunction with the direct shear, triaxial, unconfined, and consolidation tests, and on other samples for correlation purposes. Moisture and density data are presented to the left of the appropriate sample notation on the boring logs and on the test data summaries. Atterberg limit determinations were completed on three samples of the silt soils. Atterberg tests are used as an index of the clay fraction of the soil being tested, in addition to the plastic and liquid limits. The results of the Atterberg tests are presented on Plate A-11. A-3 u AM1n - +: -0.., °,i 'u N C\ wu A-4 SOIL SAMPLER TYPE U FOR SOILS DIFFICULT TO RETAIN IN SAMPLER r?-- t[. ALTERNATE ATTACHMENTS METHOD OF PERFORATING DIRECT SHEAR AND FRICTION TESTS n I W ri • a DIRECT SHEAR TESTS ARE PERFORMED TO DETERMINE _ THE SHEARING STRENGTHS OF SOILS. FRICPION TESTS {q? ARE PERFORMED TO DETERMINE THE FRICTIONAL RE- SISTANCES BETWEEN SOILS AND VARIOUS OTHER MATE- -I r-? RIALS SUCH AS WOOD, STEEL, O12 CONCRETE, THE TESTS ARE PERFORMED IN THE LABORATORY TO SIMULATE 4;21 y ANTICIPATED FIELD CONDITIONS. ?? gg + T?i EACH SAMPLE IS TESTED WITHIN THREE BRASS RINGS, { TWO AND ONE-HALF INCITES IN DIAMETER AND ONE INCH I IN LENGTH. UNDISTURBED SAMPLES OF IN-PLACE SOILS DIRECT SHEAR APPARATUS WITH ELECTRONIC RECORDER ARE TESTED IN RINGS TAKEN FROM THE SAMPLING DEVICE IN WHICH THE SAMPLES WERE OBTAINED, LOOSE SAMPLES OF SOILS TO BE USED IN CON- STRUCTING EARTH FILLS ARE COMPACTED IN RINGS TO PREDETERMINED CONDITIONS AND TESTED. DIRECT SHEAR TESTS A THREE-INCH LENGTH OF THE SAMPLE IS TESTED IN DIRECT DOUBLE SHEAR. A CONSTANT PRES- SURE, APPROPRIATE TO THE CONDITIONS OF THE PROBLEM FOR WHICH THE TEST IS BEING PER- FORMED, IS APPLIED NORMAL TO THE ENDS OF THE SAMPLE THROUGH POROUS STONES, A SHEARING FAILURE OF THE SAMPLE IS CAUSED BY MOVING THE CENTER RING IN A DIRECTION PERPENDICULAR TO THE AXIS OF THE SAMPLE. TRANSVERSE MOVEMENT OF THE OUTER RINGS IS PREVENTED. THE SHEARING FAILURE MAY BE ACCOMPLISHED BY APPLYING TO THE CENTER RING EITHER A CONSTANT RATE OF LOAD, A CONSTANT RATE OF DEFLECTION, OR INCREMENTS OF LOAD OR DE- FLECTION. IN EACH CASE, THE SHEARING LOAD AND THE' DEFLECTIONS IN BOTH THE AXIAL AND TRANSVERSE DIRECTIONS ARE RECORDED AND PLOTTED. THE SHEARING STRENGTH OF THE SOIL IS DETERMINED FROM THE RESULTING LOAD-D IEF LEECTION CURVES. FRICTION TESTS INORDER TO DETERMINE THE. FRICTIONAL RESISTANCE BETWEEN SOIL AND THESURFACESOF VARIOUS MATERIALS, THE CENTER KING OF SOIL IN THE. DIRECT SHEAR TEST IS REPLACED UY A DISK OP THE MATERIAL TO BE TESTED. THE TEST IS THEN PERFORMED IN THE SAME MANNER AS THE DIRECT SHEAR TEST BY FORCING THE DISK OF MATERIAL FROM THE SOIL SURFACES. A-5 nnMCS 0 moon. ,?Yl, T 'qAq i? d •. '? t &IETIIODS OF PERFORMING UNCONFINED COMPRESSION AND TRIAXIAL COMPRESSION TESTS THE SHEARING STRENGTHS OF SOILS ARE DETER d J MINED FROM THE RESULTS OF UNCONFINED COMPRESSION AND TRIAXIAL COMPRESSION TESTS, IN TRIAXIAL COMPRES- ' SION TESTS TIIE TEST METHOD AND TIIE MAGNITUDE OF THE CONFINING PRESSURE ARE CIIOSIEN TO SIMULATE • ANTICIPATED FIELD CONDITIONS U7 . _ - L o yJ_• UNCONFINED COAIPIiFSS1ON AND TRIAXIAL COMPRESS } t ION TESTS ARE PERFORMED ON UNDISTURBED OR REMOLDED YO SAMPL } ES OF SOIL APPROXIMATELY SIX INCITES IN LENGTH - "t _ AND TWO AND ONE-HALF INCITES IN DIAMETER. THE TESTS' ARE RUN EITHER STRAIN-CONTROLLED OR STRESS- CONTROLLED. IN A STRAIN-CONTROLLED TEST THE SAMPLE IS SUBJECTED TO A CONSTANT RATE OF DEFLEC- TION AND THE RESULTING STRESSES ARE RECORDED. IN A STRESS-CONTROLLED TEST THE SAMPLE IS SU13 F.CTED TO EQUAL INCREMENTS " f OF LOAD WITH EACH INCREMENT BEING MAINTAINED UNTIL AN EQUILIBRIUM CONDITION WITH RE aP5KN SPECT TO STRAIN IS ACHIEVE U. YIELD, PEAR, OR ULTIMATE STRESSES ARE DETERMINED TRIAXIAL COMPRESSION TEST UNIT _ FROM THE STRESS-STRAIN PLOT FOR EACH SAMPLE AND THE PRINCIPAL STRESSES ARE EVALUATED. THE PRINCIPAL STRESSES ARE PLOTTED ON A MOHR'S CIRCLE DIAGRAM TO DIETERMINF. TIIIE SHEARING STRENG • TH OF THE SOIL TYPE BEING TESTED. UNCONFINED COMPRESSION TESTS C AN BE PERFORMED ONLY ON SAMPLES WITH SUFFICIENT COHE- SION SO THAT TIIE SOIL WILL. STAND AS AN UNSUPP - r ' ORTED CYLINDER. THESE TESTS MAY BE RUN AT NATURAL MOISTURE CONTENT OR ON ARTIFICIALLY SATURATED SOILS. IN A TRIAXIAL COMPRESSION TEST' THE SAMPLE IS 1ENCASED IN A RUBBER MEMBRANE, PLACED IN A T TEST. RMALLY, THIS CONFINING EST CHAMBER, AND SUBJECTED TO A CONFINING PRESSURE THROUGHOUT THE DURATION OF THE L AI "n SPECIA FOR TESTS IT MAY BE VARIED IN RELATION TO THE MEA UREDOSTRES ES.E TRIAXIALIICOMPRE S- SION TESTS MAY HE RUN ON SOILS AT FIELD MOISTURE CONT ENT OR ON ARTIFICIALLY SATURATED SAMPLES. TIIE 'FIES'FS ARE PF•.12PORMI TED IN ONE OF THE FOLLOWING WAYS: - 1 U NCONSOLIDAT L'D-UND RA INED• THE CONFINING PR ESSUIt Ii IS IMPOSED ON THE SAMPLE r Al TIIE START OI' THE TEST. NO DRAINAGE IS PERMITTED ANT) THE STRESSES WHICH A a RE MEASURED REPRES17NT THE SUM OF THE INTERGRANULAR STRESSES AND PORE WATER PRESSURES. 7' t NSOLIDATFD-UNDRAINED' TIIE SAMPLE IS ALLOWED TO CONSOLIDATE FULLY UNDER THE APPLIED CONFINING PRESSURE PRIOR TO THE ST ART OF THE TEST. TIIE VOLUME CIIANGIE IS DETERMINED lit' MEASURING THE WATER AND/OR AIR EXPELLED DURING CONSOLIDATION NO DRAINAG , , E IS PIERAIITTI:D DURING THE TEST AND THE STRESSES WIIICiI Alit: MEASURED ARLE TIME SAME AS FOR TIIE UNCONSOLIDATED-UN DRAINED TEST iNle . L)12ALNIED: Till, INTIERGRANULAR STRESSES IN A SAMPLE MAY BE MEASURED BY PER, FORMING A DRAINED, OR SLOW, TEST. IN THIS TEST THE SAMPLE IS FU tea? , a?"''F I-.! y t '? I} . LLY SATURATED AND CONSOLIDATED PRIOR TO TIME START OF THE TEST. DURING THE TEST DRAINAGE IS PE IIA I 1 t I TT Tip ANT) TIIIE TEST IS PERFORMED AT A SLOW ENOUGH RATE TO PREVENT THE BUILDUP OF PORE WATER PRESSURES Till: RESULTING ST f ? . RESSES WHICH ARE MEAS- }BED REPRESENT ONLY THE INTE RGRANULAR' .&SCS. THESIS TESTS ARE USUALLY PERFOR 63 1 MED ON SAMPI.IES OF GENERALLY NON-:OII1ESIVE SOILS, ALTHOUGH THE TEST PROCEDURES IS APPLICABLE I'D COUESIVIE SOILS IF A S ti r r '°.?Y1' v} n UFFICIENTLY SLOW TEST RATE Is USED. ? M r ?J r r : ` 49 t v Tui AN ALTERNATE 111EAN5 OF OItTALNINC, THE DATA RESULTING FI2OAI '('lili DRAINED TEST IS TO PER. FORM AN IINDRAINED TEST IN WHICH SPECIAL E UI EQ? !I T(,x,? v • . Q PMENT IS USED TO MEASURE: THE PORE WATER PRESSURES. TIIIE DIFPEI2IENCIES BETWEEN TIIF. TOTAL STRESSES AND THE PORE WATER PRESSUR MEASU ,,u1 • t-?F P .2 ES RED AHIi THE INTIE itGRANULAR STNEsm,S. A_O F .°.t?j ?}` ? i 1 + ? , 4 , N r] rG Y7.'4 ? v i ?qM I ?kia My9 hO 4 ? r ? "L I f }'tt k !: 1 ? ? u y??p I ? ' ,? ? 1 { ? v ivlv 1 1a I ? ' ? l'? 1 W ry ? 1 } _ I ? G? w 1 A ti vl,?{r % ? Ay ?Iy r ? ? 1 1 1`I A 6LL :'; % ti METHOD OF PERFORMING CONSOLIDATION TESTS CONSOLIDATION TESTS ARE PE•RFORAIED TO EVALUATE TIME VOLUME CHANGES OF SOILS SUBJECTED TO INCREASED LOADS. TIME-CONSOLIDATION AND PRESSURE-CONSOLIDATION CURVES MAY BE PLOT- . TED FROM TIME DATA OBTAINED IN TIME TESTS. ENGINEERING ANALYSES BASED ON TIIESE CURVES ?- , PERMIT ESTIMATES TO BE MADE OF TIME PROBABLE MAGNITUDE AND RA'Z'E OF SETTLEMENT OF THE ?.- TESTED SOILS UNDER APPLIED LOADS. EACH SAMPLE IS TESTED WITHIN BRASS RINGS TWO AND ONE- HALF INCHES IN DIAMETER AND ONE INCH IN LENGTH. UNDIS- TURBED SAMPLES OF IN-PLACE SOILS ARE TESTED IN RINGS TAF:EN FROM THE SAMPLING DEVICE IN W'l1ICH TIME SAMPLES WERE OBTAINED. LOOSE SAMPLE'S OF SOILS TO BE USED IN CONSTRUCTING EARTH FILLS ARIE COMPACTED IN RINGS TO PREDETERMINED CONDITIONS AND TESTED. n I d v M n N v O r. a). 0 w IN TESTING, THE SAMPLE IS RIGIDLY CONFINED LATERALLY BY TALE BRASS RING. AXIAL LOADS ARE TRANSMITTED TO TIME DEAD LOAD-PNEUMATIC CONSOLIDOMETER FINDS OF Till: SAMPLE BY POROUS DISKS. THE' DISKS ALLOW DRAINAGE OF TIME LOADED SAMPLE. THE AXIAL COMPRESSION Olt (EXPANSION 017 TIME SAMPLE IS MEASURED BY A MICROMF:TIER DIAL INDICATOR AT APPROPRIATE TIME INTERVALS AFTER EACII LOAD INCREMENT IS APPLIED. EACH LOAD IS ORDINARILY TWICE THE. PRECEDING LOAD. THE IN- CRIESIENTS ARE SELECTED TO OBTAIN CONSOLIDATION DATA REPRESENTING TIME FIELD LOADING CONDITIONS FOR WHICH Till: TEST IS BIEING PERFORMED. EACH LOAD INCREMENT IS ALLOWED TO ACT OVER AN INTERVAL. OF TIME DEPENDIENT 0,14 TIME TYPE AND EXTENT OF TIME SOIL. IN TIME FIELD. A-7 4 i r /{(?} „ L Nt4 fIL y I L ?lill?laf{ l W?p a , f ?l ?Y ( • f ? M ? x ,f ? , ? y I t f 4 ? ro ?' t L S' r v ,f?'igf ,S GG t AVa f?4d ? 1 I I' ¦ I50 -__ 1 32.8 92 111 I0 11.0':-tl9 ¦ 13 DLll•W ¦ 6 11,TW - 103 ¦ 03 a OLJN COMPL 1[R F IN 0 - TH DIJ-1, I1COUNi[R[D DUPING DAILIINI. AI I- OFPIIi nlr Blows . lOUNtp 10 DAlvl DAMS ANp MOOII SAMIIIP. p111U11 rONI OpI Wlin A nAMMII µ110N1 01 I'D 115. AND SIIG[! 01 ?OhII NI 11 A ]D INCni1. A0.1\ • B1 ¦ DADICAl11 U(Iln Al NlllCn --J MOoA1 DAI 5AMFll WAS IAIAACIIDUNDIS,IUAelD D.- AND DINSIIY 111 KP ¦ IND"Ails DIFIn Al Wn;Cn DISIUAI(D _ftI WAS (xI ACiID. Voris. I. ill( DISCUSSI INIM[ IFxtOf (1115 R[POAi IS N(CISSAAY 501 ON A (1 1' 11NSNDING O! Nl[ NAIUA[ Of In[ SUlSURSAC( -I(AIALS. 1• BNAING ll[VAIIO NS D(I[AMI N(D rROM •IIAN D/AOllll, 11011 AIVfR 11101. ("DAI[D 0.11-J0, PAOV IDID eY AAAM INCIN(f R1 p1C. a" INDICAIIS DIP 11 AI wrtlcu OI$TIlWD I,-,( wA5 1 FIMcl to USlllu SfANDAAD 3LII SFOOFA SAMFLIR, O INDICAIIS SAMFLl- Aill MIl wI11, Il0 --W LOG OF BORINGS OAM¦¦ O MOOR¦ PLATE A-1 ?. ?, l? SV wel t °db.?l+4' Ir?ix Jw V w??'t';:. fl xk?`? ?lr`?? .? , " ;nr?r ? ^r'mflmv t+?+c,ecf pf''rM+?'??IiN@A#`.AT*fi4Mh'PU1S4??' ?1?kf??I?.S{irlL?,. , ? +f ` '? '?`7 14 ir; t' p ?? q) ? I r ' '' L r r; f?"rkl ?5?sr < tf / f if I, a. l? G 1 v`S? {P . ?tYl S f }y 1t 1''? ?? a,? A 777. t ?, '-f- I 1 + Ik ?lyt r a f BORING 2 as S1AN-N 5141, m1 B-11 (IS,) JI ¦ 100 -__._ ELEVATION: xIJ'. GM GRAY AN0 BROWN 51LI SANDY FINE IO COARSE GMVL 210 -'--- L (MEDIUM DENSE)(FILL9) I55 GRADES WITH OCCASIONAL W.OD ICJ FRAGMENTS 20 xOS --'-'- SM MOTTLED BROWN AND GRAY SILTY FINE 10 150 -- - 13 MEDIUM SAND WI111GRAVEL, WOOD AND L114SES OF GRAY SILT (LOOSE TO MEDIUM 4d,J%-68 ¦ OENSE)(FILL9) 2. GRADESTOSTIFF VIIIIISTRINGERSOFSl- ML GRAYSILTWITLOCCASIONALWOODAND UI5-- VERY FINE SAND x LENSES OF BROWN SILTY FINE 10 MEDIUM SAND (MEDIUM STIFF) J4.0%- fl8 ¦ 195 _ i JJ b T% 85 ¦ - Z '140- -- 10 O ¦ 2 ML GRAY GIASEY SILT (SOFT TO MEDIUM STIFF) 1]5-- Z o 3J.- ELL IS W IB. I IJC '--- GM SILTY SANDY t.RAVEL(MEDIUM DENSE) 0 ML GRAY SILT VJIIII GRAVEL (STIFF) 40.4Ve-Bx ? 1. -- 12 i 5 -- B.4.q - 125 GRADES TO MEDIUMSTIFF I]] ¦ 175 IM BORIN, COMPLETED I0-25-79 ::ROUND WATER ENCOUNTERED IS m.r%-vx s OURIN,. DRILLING AT x - DEPTH 170 ----- l4 ¦ 13 I LOG OF BORINGS 04RLM¦¦ 6 MOOq? PLATE A•2 5vu-+Aai ?i? Y Miu.°? ,I(?1 TKT r?t 7 vl p d 6 u L {rr ?? R'i r? 1? S? ^?PL4 1 9l •.,v Y y 4Y( rr??-a aL,?wwdW rv+`&tNlvh3] ;??k`p'q? Y'',yt'F ,•. I; .'e u ?a 1 )?i' v ?x r, ? T Y , _ J )?? ?1 .. fl ?? f t r 4 'Y 4 F ` t 5 _ µ ( 1 1 $ L t? ? L ? ( r d?? r„ ` Y r fi ira ? ? ? ? I ? ? r I I I l ?! ?° ??? x i ?? k6 R a Lt ? I 11 L 1 t1 ??11 f'1 I 4 R 11. ?, ? T f? `r1 1 - >' S l N f ( J):.?' ti I (Y. J }I ? J t 1 ( 5 I I >(r + ( ? •L I 1 y v a ?; t i vR2.YS T.... ?A l ll , E Y i ,. ?S 2`A BORING 3 165 -___ d IC ELEVATION: 216•. GA1 (GM), BROAN SILTY SANDY ORAVEL WlfH ROOTS AND ORGANIC MATTER (LOOSE)(TOPSOIL) . [g BROW NAND GRAY SILTY SANDY GRAVfL'Mllll COBBLES AND OCCASIONAL BOULDERS (MEDIUM DENS IT ]RD ML GRAY CLAYEY SILT MINT OCCASIONAL LENSES ' JD. V'16-91 ¦ OF SILTY VERY FINE SAND (MEDIUM STIFF) 315 -- ¦ ae.ero-sa s V 225 1D ¦ :m - z> 6 i 115 ------- 1? ? BORING COMPLETED W-w-79 110 PERCHED WATER ENCOUNTERED UA NO DRILLING AT 6+' DEPIII LOG OF BORINGS pAMpp p MpORp PLATE A-3 F Y tt?r. Y 41 FI') hw ': ?YkdhK ?9? ? Y?I'? h @1FC) t, k!a BNI r 1 rn 494iPL"^L "tl ', t ?"' TtSM1 9+)k sl :`N TpFj l?,ql;, m'1 ? 4? 'A 1 ssTaA?" t?? ? k qP+? ?2 I ?? E T ? ? 1 ? ?.LV ) : .5 1 e ?.S h?M { 43t. T ? A T i 4 R ; F( f- 1 I I V 4 a , ?( ..?Y1id h St? r Ii'r rl 3 Rt ?t I - :' l,J'C t P ° t E I e BORING 4 STAIION I?Sq, IS' 0.10111 (EAST) 210 ® EUVAIION. 210'+ GM GMY SILTY SANDY FINE TO COARSE GRAVEL WITH IS' O GP OCCASIONAL COBBLES(MEUIUM DENSE)(FILL) 87 11111 20S GRADES WIIIS OCCASIONAL ORGANIC MAFTER PGRAYSILTY O 000ASIONAL CO B LES (M 0 UM DENSE) 1. GRADES TO DENSE WITH OCCASIONAL I<5-- BOULDERS BELOW 10' DEPTH ? 15 ¦ 195 -- - --- 140 ? 0]/v 6? 190 GRADES WITH-(CREASING SILT 1>5--- A.-- 128 IT ? IB o_ 185 -- Z ML GRAY CLAYEY SILT (MEDIUM STIFF) I30 --- o 31.51 0 y I 1x311 ••' 125 GM SILTY SANDY GRAVEL (MEDIUM DENSO b]%-91 16 O ML GRAY SILT WITH OCCASIONAL LENSES OF SILTY VERY FINE SAND (STIFF) .IS - - 120 -- I] 82 O 26 GR D ¦ A ES WITH OCCASIONAL LENSES OF SILTY 9S VERY FINE SAND 115 BE ¦ 163 BORING 110 GRROUND WATER ENOUNIER(D I0. DURING DRILLING AT 18' DEPTH ]].2W.- IW 89 ¦ IiS _ LOG OF BORINGS OAM¦• D MOOq¦ ' PLATE A•4 :a,. !otnnrenmaenwxc•.??¦..?...._...... L , -TV • 1 Y, A 4 MA?OR O/V/S/ONS GRAPH SYMBOL LETTER SYMBOL TYPICAL DESCRIPTIONS GRAVEL ' LLEaN GRAVELS 'ri •. GW .c ..u AND ,c GRAVELLY COARSE SOaS ic r. GP n :rr,t o, GRAINED y ?• • ?• SOILS __ ' GRAVELS MTN FINES ?M Y 1 ^ I GM ? y ? 5411D AND CLEAN SANG o $W s. yi ,err.[ o, uR r.ts SANDY so Ls ,a, SP •M1 Yn r c i c ,t.I ,a t l if ? fll .. m . ,' r Sa.OG w R iNES ILL L'1 Ij? ' I rr I SM ,..o,. ,..o s ,. ...,,ai r ' SC ICI I II ML - S FINE SILT o GRAI EO i AND .fi1 .+.. sA GL sot S CLAYS L r,, ,.yr i. rs s[, - MH `AN S C o Y.[ ,. CLAYS OH HIGHLY ORGANIC SOILS PT .. r. ..A. n.a,.?[ ........ SOIL CLASSIFICATION CHART UNIFIED SOIL CLASSIFICATION SYSTEM nAmus o moon= I PLATE A-5 1 a 4., IF - }' ' ffi t I ? .„, 3,1ldN.Pi' tt?StkSMb t .?1 514 it ? Y {I, "" i7r1"1gMaF `"s'?Pl?+' 1N?f'1741R4' rs r 39fh4?.?!}.1' }.,r1',7" t ., 1'y rt., r LY s ?,?r -I L 'r 4 Y1 fr jj7 .1 Yr[1 ?k.. `` 1? I} .??? d ?? k I , { I f 1 1 t I t ' 1 ?I ? f r { ? ?F 1 .' 4 f y ?? J S I 2 y 1 F , ' ! ! r I. G 7{ _. S 71 A....; 51 I'd ,-C. csus ?y N •2 a, n n x ?rt " l: K J J ^ I ? r J m ' W p- Y U w m j. ..r ... a t ; >- LL U) a cr W ? NN {L r W N IL I L. O ? 4 a 0: OA Mf? S moomw . ? 0 0 0 V Y WWwN ayFm J J W Q ? ? O O O O W? N r M z a m p Z ? ? m W u 7 - Ol VY n F ? ?Z`p 0 M M M W a } F J N J J J N W J U N N W W s 's U U 2 O j m wM .Mo W J W U• 2 0 N .T S m 77 W fra, Y 1? r}1 e? V j ? Y a p , .d i7q 777, MMOr 77 RR! s? J ?rrI PLATE A ' r 1 i r I -. I I ? ? r? ! J y ? t? f SI 1 - r ?` ? 1 r? ?f4? ? 1 I •?j ?? f?:,l ? 1 _? s l f + i ?;y F ?. 4 -. O j. I m • W Y u W m I? CL m <? ?y o 0 0 0 0 0 0 0 0 >- LL a Q 0 W so Z U W J W W U) Q c C c ^C J N LL) m co R M Rw a MOORR ? F- U. ° a Z? W m n oN ? o o ? m W = W \ u i v i yF N J J W o O W (\! o S . o N °o M voi M ? N o M ? N ron M o ? z a m J } H N N O M (n 0 Z \ a0 T Ol O N Ol L(? W N ap t? ap M Ql ? in J ? ? F2O ? ? Ol 1 M I? O ? t(1 NP ? M M N M M M M M U w a } F J O y J _ N W J U J _ N W J U J _ to W J U J V1 J VI } W J U J VI W J U ~ J V1 T W U ~ J V1 ? W J U ~ J N W J U z J W Z PLATE A-J d t' E v.. t ?^wnw rav 'k?r'?lt'? r hv? 4 _ m, ?+1w ^n°•?nnz?.?.; nwa•,b,•m+?rvnon"mrnrcmu.i ^?; vaP^•^?la?aa?nnra ?^rm'm.+?v*YrAa?samxNrrVaan+7sn!w ^',raAa R rorr -, r ',i I I J T ? ? :? Y N ` l , l la A 1` , 5 ? b ' ?1 I ? t ? {1 ? f ?? I I ? ?, I l 1 d I 1 1 I ? J 'f , 9 W r? - Q $,' qq 1 O W 1- k} Q m ,1 1?4rv. 6 yl; _ _J zuy` A ed 1 I \ 1 47Y 1$ ? L yf: ? W u°' u W S? ?e u 5 ?llAiFi?. f?.,CM1SR?S?. d W >LU Wpm r U ? Q1 w m w m Z w i m m o w J . 50 >. mu ? Q U. CL 0 } Q N O ? AMm• a Moomm ?hl[O [ • r IIw<[[ [C -8 PLA7 R A a=v NaNN M J ? M ? p? M Or J N O!A LL. N W Q ??\ N a' N N Ql In W ? '- O m J W J? ? o 0 0 0 0 0 0 W Z - 0 0 \ V N W N N VI 0- J ? J f- N .~L J M ? N O ? Ln Ol \ M M M S an M N O W r f- J J J J J J J Q N N N N N N N W W U ? W 5¢ W I 3 a L i3 5 5 j J U U J U U U U N z O +I +1 +I +I +1 +1 +1 W `-' J W C7 Z m x oln? ?Y u Fr? ?p F 1 .7 7 ?Wy '4,M4 M, } ? il.??•l. ? 1 ? r?. 1.1T. LLL, fit. w. i r . ? .14. ` f 2< R I -? ? ` 1 I 'DTI-?YIW n Clef ?VSkT??%``{ r,?.tYw..li7w ' ?} 1 - I I t :i r .S 1 1 1 11 ?) ?r I f l Ins !? ? ?M/rJ Ilf . T r i . , MM f ?s?xt ' ?sa?aw - C rsu ? E?SCII? - 1 f • N I W > C' m _J f r 1 W ` F O I? to W W > u co u W K = L f Q) W LL (n ? O N N O O Ln Ln v i ? O W ?p w z O n. a' L) N W O J J J J U) N } T w w T T U U N N } } w w Y } J U U z O }1 }1 }1 }1 J ^ ^ N N l1J J Q z ry ^ N N ? 'o M W Z Q LL O CQ CL G B/pM?B p MOOgB PLATE A-9 1 ? iP 3 1 M pan ? LIP ?' - 7 d V? !A 1 G R 5rl ? 1 ? 1 + 11 ? ti '?A1 I I 1 BORING ELEVATION SOIL TYPE %OSTURE BEFORE CONTEN AFTER T DRY DENSITY IN LBS./LU. FT. ITf? SILT WRN bC.A1p-L Umm of MY FINE 4N .,I 17.7 f. CONSOLIDATION TEST DATA 0AMFD9 O MOORO Z _N K m M '. 0 yx o J t p ? , N ? w r ? 4 Y U w 1„ .. t <f'.x'r m V E C a ? a O O i L- O z m ? O ? s 6L LLJ ? o Ld N E J Q O N o ? O J a e J ? •w Y ? N M O I a In M a N O _ O Q X30N1 A1 1311SVI d PLATE A-11 ? x 6 O d3 x = U r 3 N I - 9 l J+? O ^ 0 -Jw U ^ ? m J W ? N m O m J z m ? 0 m J U ay Aiq tit. -'-•? ?++ .-?uL•"E?.__:.$. ?' , t ._iid4. ffi_ , s. F.Ne. 961hF-. STATE OF WASHINGTON PARTMENT OF NATURAL RESOURCES r I { BERT COLE, Commh,ionv 4 ? h MEMORANDUM Milt Sanstrom Count sneer 5 To_..._...... ......'Mi .....................Y...E....ng...........a..Jefferson_County.......................................................... ? INam.l FROM.. G 41. Thorsen, Geologist, Geology Division D . ...... ept of Natural Resources r? INamel .. .............................................................. s„Itc Ilocatlonl q - i SUBJECT... Proposed new.Huel.sdonk bridge...,. ppTE..October 10, 1979 R Stability of north abutent Location: North side of Hoh River just above Spruce Creek, near SE corner section 26, p z p? Township 27 North, Range 11 West, Jefferson County. ^ ' o- Summary: Active landslides are very extensive in the area and evidence of movement could " be found within roughly one hundred feet of the bridge approach. Borings will probably be necessary to determine if a dormant slide plane exists beneath the bridge abutment. ?F Setting: A river meander causes the current to impinge strongly on the north bank, just upstream from the north abutment of the old bridge site. This bank erosion is pro- bably responsible for triggering extensive landslides. The landslide-prone nature of the area is a result of dark blue gray, probably Pleistocene, lake-deposited silt occurring low in the bank, below a sandy gravel. Precipitation infiltrating the permeable gravels is essentially stopped upon reaching the underlying silts. aro? This causes a concentration of groundwater at the top of the silt and probably y along any sandy layers within the silt. Slope Stability: A re'con of the area showed abundant evidence of ancient (pre old growth?) + t as wel as current landsliding in the area. The area immediately upstream of the proposed new bridge had abundant fresh slide scarps, ground cracking, tilted trees, t split stumps and the typical uneven landslide topography. The thin bedded silt forming the base of the river bank here had north tilting (more than 30 degrees in r J? places) of these initially horizontal beds. In other places the material was so churned up that all trace of bedding was destroyed. This rotation and/or disruption of bedding confirms that, at least in the area upstream from the bridge abutment, the landsliding is deepseated in nature and not simply a tumbling down of an under- ° n mined river bank. The "back rotation" especially, indicates that a slippage plane g exists at an elevation in the bank below the present surface of the river. The overall extent of the slide area is difficult to determine partly because of the varying nature and rate of movement. The eastern part of the slide area, between the highway and the river, shows extensive movement. Where the main zone of recent offset crosses the highway there is the "bump" marked by the warning sign, as well as several minor pavement distortions to the west. Continuing west, above the highway, one can see that the "bump" is merely the most recent episode of movement on an ancient scarp that exceeds 15 feet in places. Much of this movement is no doubt very old, probably pre old-growth timber. The fact that it is not entirely dormant however is attested to by the foot-or-so of offset where the scarp trace crosses an old abandoned logging spur. This major scarp was traced for several hundred yards but no further signs of recent movement were detected. This does not necessarily mean that the main part of this old slide mass is entirely dormant however. Move- KS-,SM, U ,W - •' y•?r*'?a 1i,r T?+.'l\I +r'?i??'lt:? .l,N Rau 1,1r1J1 :{.r'?T? A L ? r 1. r , fir. li.. . mot Milt Sanstrom r - ,l October 10, 1979 Page 2 ment of on the order of an inch a year or less might be hard to detect in this kind of terrain and vegetation unless there was significant rotation. The crucial question is where is the slippage plane that caused this more than 15 k feet of downdrop at the head of the slide. Also, where is the toe of the slide, and does it include or otherwise threaten the bridge abutment? Dense brush and } trees, the former logging and road building activities, the rather gently sloping topography, and the apparent old age of the major episode of movement combine to make the location of a toe area very difficult if not impossible by surface recon- naissance. Probably the only way to know if the bridge abutment is on the old slide area and thus possibly subject to reoccurring episodes of movement is by borings to see if a slippage plane can be located under the proposed approach area. Discussion: If such a plane cannot be located it might still be worthwhile to 1 instrument one or two of the boreholes to aid in monitoring any possible creep at the site. If a slippage plane(s) is found, among your options will be to: 1. Build the bridge as planned and gamble that the estimated movement durin the life of the bridge will not be great enough to destroy it. g 2. Build a bridge especially designed to accomodate limited amounts of movement ` at one end. 3.` Attempt to stabilize the slide. 4. Select another location for the bridge. In regard to option #3, stabilizing the slide: you are, I'm sure, well aware of x the potential costs of "brute force" restraint on a slide of this size. Assuming a slide is found at the bridge approach, your consultants will no doubt explore drainage as a means of stabilizing it. " Whatever is done at the bridge site, it is likely that the hundred yards or more d ? immediately upstream will continue its active bank caving, sliding, an potentially hazardous tree falls oble As th s cti iti s ill tin e t ca se s for the . e e a v e w con u o u pr m existing road and will continue to be a significant source of stream debris and turbidity, you might want to explore the possibility of a cooperative stabilization ? +w ' and/or bank protection effort with other agencies. The National Park Service and S the State Department of Game and/or Fisheries are some that immediately come to mind. ?•? GWi: pw 'a yl ?, they could be utilized, the resulting economy should be large. As you may know, we have Caltrans' "As-Built" plans as well as the fabricator's "shop drawings". The original bridge was about 250' x 34' overall and was constructed in 1954. In its dismantling, all diaphragms and bearings were preserved. Even the paint is still good, and we have nearly all of the " high-tensile connector bolts for the diaphragms. All things considered, it might be well worthwhile to have a look at this material while still available. We en- close a recent photograph of the eight 74' girders as presently stored here in our yard. If you are further interested, please let us know. Very truly yours, BAILEY BRIDGES, INC. C.F. Hamlin CFH:jsm Enclosure P.S. We have information on ten 60' girders (from another Caltrans bridge) of almost identical design and appearance. +? Y R 1 ( FLT{r4 ' '? r 1 - tad i y} ? ? p? 9r d1r i? t ' [ i r1, dam. - . .. ? _ .. ... .. ,? .,.. ?. .. _ _ E Mr. Milt SanstromS, 31 January 1980 Page 2 sa These are presently stored and probably are available. Using eight of these for two 60' spans, together with ours, the ' resulting structure might consist of 48'-60'-74'-74'-601-48' spans, which would be almost exactly what your location requires -C.F.H. f f µ BAILEY BRIDGES, INC. P0. BOX 1188 SAN LUIS OBISPO. CALIFORNIA 03400 ? v 5 A ti"? i 4 r? I Ir ? r ?z I ?t "? j x 7 ? ..° ?,vuwn I t ? , :p e i IM R t ?, } 11 lU ut.. IK August 3, 1981 ec,,e our r X, 4 Jefferson County --- --- _ # Department of Public Works - k Jefferson County Courthouse " Port Townsend, WA 98368 - j Attention Milt Sanstrom i .1 Ef; NANOOq I - I APEq •• • - Dear Mr. Sanstrom: - I i RE: Interagency Agreement Road.Useage -:Upper Hoh River In response to your letter concerning county useage of DDIR roads, a few items need to be discussed. i The State will continue to maintain the Hoh Mainline and the FR-H-1000 road as shown in yellow on the attached exhibit. Y I have shown the approximate boundaries of private ownership in green j, on the exhibit. Historically; the roads shown in red have been used to gain access to•Fletcher's ranch and the Hoh Rain Forest plat area. Maintenance m any or all of these roads will be granted to the county L ` if requested. If you are in agreement with this proposal please inform us so that we can proceed with the agreement, ?. Sincerely, David G. Cole Right-of-Way Section a+, For: E. C. Gockerell Area Manager Olympic Area RECEIVED DGC•dj cc:Planigan file AUG 41981, JEFFERSON COUNTY t tik ENGINEERS OFFICE ? BRIDGE INSPECTION REPORT AGENCY JEFFERSON COUNTY 06/18/79 - " BRIDGE NO. 29W FEATURES INTERSECTED H01 BRIDGE NAME HOH RIVER FACILITIES CARRIED Npl CONTROL FIELD S 1& 1310 000 • LOCATION 0 ? STRUCTURE TYPE: 1 INSPECTED BY, STRUCTURE I I '.i N _..._. ..__._. .' ? DECK GEOMETRY I UNDERCLEARANCES V -"" SAFE LOAD CAPACITY I O 12 APPROACH ROADWAY ALIGNMENT _--' - - WATERWAY N Z O Z IZ 'J a (-I n BRIDGE RAIL .:__._, TRANSITION_________ _. _,_{'--? tl GUARDRAIL SURFACING FLOORBEAMS EXPANSION DAMS'. LONGITUDINAL BEAMS -- ? BEARING DEVICES i TRUSSES v ?•- z DRAINS ._. .... __ ... _.... ..._ ..._.. '. -?. ._ . ARCHES., ._,.. ^' ? RAILS.- . _.. .._ _.._. _._.. . t ._? GIRDERS ....... CURBS , : PAINT ' SIDEWALKS UTILITIES .. ?- •? STRINGERS ,_ ---' m w ?- CAPS._ _ Z O ••- j INTERMEDIATE BENTS ABUTMENTS. .. ,.. .- I __._ _.. .. _.. ----- "? PIER PROTECTION REMARKS _.....___:.... ^«V/•1MtNOtD REPAIRS L 78 INSP. FREQ. P I• _J . y STATE OF WASHINGTON ?•- -• .y..-_ _.?...,:_? INVENTORY OF BRIDGES AND STRUCTURES - , INSPECTION CODING FORM El.; - 13 31 6 7 8 :; 12J.:I3 14 115 16I] 1819'. ` AGENCY: JF,FFERSON COUNTY 7. $_, 51 7 14 6 1 1:3! 5 1 a 0 0' . 1 1 ? - , :. 0 4, ,8. 0 O. i BRIDGE NO., 29W COUNTY ROUTE NO. MILEPOST '?^ ?.; No . : BRIDGE NAME: HIGH RIVER - 20 21;22,-i 23 24'15;]6,!]) 28 ]9]0, ]I 32.]3.'.']4 353637,.[38 39 40_).41142. d3+'44?45 16,4]:_68 49 TSO.,f -1 ' MONTH AR i ADEQUACY APPRAISAL . I.... I- - -._..I..._f .L.. _.j CO oIHoN TRAFFICSAFETY - . _„ -, LIFE DATE OF THIS z r 1 I EXPECTANCY ! Q x 2' 'Bd, YEAR I I NSPECTION 3 3 OPTIONAL - 61, 52 ?5]_; Sd )'S8.59[60,'61, 62"63-6d 65 66-67.168 69-70-:_71j72173174,-I 75176;77!78'19, 801 ;c i.IL It, I E? 25 1 d= INSTRUCTIONS: _ 1. CODE ONLY TH05E ITEMS WHICH HAVE CHANGED; ITEMS WHICH ARE CORRECT ON THE TOP SHEET SHOULD THE LEFT BLANK. 2. BE CERTAIN TO CODE THE DATE OF THIS INSPECTION EVEN THOUGH NOTHING ELSE H C ANGES. 3. SEPARATE THESE SHEETS AT THE PERFORATION... KEEP THE TOP SHEET FOR YOUR PERMANENT FILE AND SEND THE BOTTOM SHEET TO YOUR DISTRICT 5TATE-AID ENGINEER. STRUCTURAL APPRAISAL WATERWAY ADEQUACY 9 Not applicable 9 Not applicable 8 New bridge R Large well established channel. No hydraulic problems. 7 Good condition. Becoming older and slightly worn. 7 Rock channel. R'propped or natural slope protection. Alignment per. 6 Bridge structurally sound for legal loads. Minor facial repairs needed. pend'cular to bridge. Stream capacity adequate. N scour. regal 5 B dge structurally and for lloads. Major repairs needed. 6 Rock and grovel channel Gradual slopes or partially r propped Align- 4 Bridge structurally sound for all loads e.cept for overloads. Major re- ment adequate. Stream has minor drift. No scour in immediate area p us necessary to bring to full carrying capacity. of bridge. 3 'Restricted loads (Bridge must be posted). Repairs necessary. 5 Gravel and sand channel. Unprotected but not steep slopes.. Minor align. { { p p 2 Restricted loads (Bridge must be posted). New bridge necessary. ent problem. Stream causes large drift accumulation Minor scouring X - I Bridge closed. May be repaired. of bridge. - ' 0 Bridge closed. Must be replaced. 4 Sand and mud or grassy channel. Unprotected sleeper slopes. Alignment - problem requiring eventual repair. Stream causes large drift and a high flow. Major scouring but no undermining. DECK GEOMETRY, UNDERCLEARANCES, SAFE LOAD CAPACITY 3 Mud channel. Unprotected steep banks. Stream overflows banks. Drift may r AND APPROACH ROADWAY ALIGNMENT APPRAISALS damage superstructure Undermining problems have developed . 9 Not applicable 2 Basically intolerable condition requiring high priority of replacement B Cond Lion equal to present desirable criteria I Immediate repair necessary to put back in service, 7 Condition better than present minimum criteria 0 Immediate replacement nece t b k i s ssary o put ac n ervice. a -Condition equal to present minimum criteria - 5 Condition somewhat better than minimum adequacy to tolerate being CONDITION - left 'It place as is 9 Not applicable - - B Good condition-no repair necessary 4 Yondition meeting minimum tolerable limits to be left in place as Is olerabl 7 Minor items in need of repair by inr high prior ty of repair maintenance forces. 3 Basically ohlroble condition l ui requiring high r hi h 6 Major items in need of repair by maintenance forces Z Basically (nr l ble condition requiring g priority of replacement - 5 Major contract needs to be let to rectify deficiency air e 1 Immediate rp necmwry to put bock in service 4 Minimum adequacy to tolerate 0 Immediate replacement necessary to put bad in service present Traffic. Immediate rehabilitation - necessary ro keep open. - + - 3 Inadequocy to tolerate present heavy load • warronli closing bridge to TRAFFIC SAFETY FEATURES Iruck6 • posted. . - 7 0 Inspected feature does not meet currently acceptable standards. 2 Inadequacy to tolerate any live load • warrants closing bridge to all traffic. 0 I Inspected (-lure mwts currently acceptable standurdc I Bridge rtopoilrabl., If desirable to reopen to traffic. 9 0 Bridge conditions beyond repair • danger of immediate collapse. klY+"A kNFWIIe'•,:5.'slS?**t'EIJI; Kri ?.?''. .:.Nii nj..t+.?r/v5, ..iviR.„?.?s )d:?l? .^? 2':E'" 'YVW , ! Si. w . r : r Jefferson County Department of Public Works 'END,I ft1WNSND V?ASFIINCION JR'dbN i I:If11 i ?i ILA, ?' IANI :;:Ill ?]I! Illlti April 30, 1984 David W. Anderson, P.E. State Aid Bridge Engineer + Transportation Building Olympia, WA 98504 r ?. u Mr. Anderson: Enclosed are the status questionaires for the Hoh River and Queets River Bridge projects in Jefferson County. If you have any questions, please contact me. .`s Sincerely, 3L ? Brian L. Shelton, P.E. ,n.. Director i Enclosures r' xc: File (w/Encl.) xF?? c???rn-y1Y,Af51 swr ?.. wx? 6 a ; ?x April 19, 198884 C? w Mr. Brian Shelton Director of Public Works Jefferson County 1820 Jefferson Street Port Townsend, WA 98366 Bridge Replacement Advisory Committee File: B-60 The Bridge Replacement Advisory Committee will be meeting in May to consider more projects for funding. h In order for the Committee to accurately assess the "cash flow" of Special Bridge Replacement funds, the status of previously approved projects is needed. 4 N I have attached questionnaires for your agency's bridge replacement -7 0 projects which have been approved for funding but which have not yet been obligated for federal funds. These projects are: r• BRIDGE NAME FEDERAL AID NO. Hoh River Bridge BROS-2016(3) Queets River Bridge BROS-2016(4) yc., To be prepared for the meeting we must have this information by May 1, 1984. Should you have any questions, please contact me at 206-753-2888, SCAN r 234-2888. n+ L Sincerely, 5a DAVID W. ANDS SON, P.E. State Aid Bridge Engineer ° DWA:cej/12 x r r Attachments `n r cc: A. McLain, District 3 RECEIVED t APR -" 3 199•' ew ?, ? a r, JEFFERSON COUNTY i, ENGINEERS OFFICE ? Y N'' a ' ;•'1 y y?,tt: Y ° R A r dot}' k x. f?f k ti ^?' 7 r F V«Vr " r G {? "Y t q'. ? r a tr ? r r N r yl ? a f? ,f ? 1 r ` r r,l. 4 r e? BRIDGE STATUS REPORT Agency: Jefferson County Federal Aid No: BROS-2016(4) Title: Queets River Bridge 1. Current status of project: Near completion of final design and right of way acquisition. 2. Schedule (month/year): a. Complete R/W acquisition: May 31, 1984 b. Ad date: Unknown C. Contract completion: 1987 3. What unique features or problems may cause delays in the project: Right of way. 4. Current estimated costs: a. P.E. (Design): $ 453,000 b. Right of Way: 36,200 C. Construction: 4,500,000 d. Total: $4,989,200 Questionnaire filled out by: Name: Brian Shelton Title: Director of Public Works Telephone: (Scan) 576-7064 Return by May 1, 1984 to: David W. Anderson State Aid Bridge Engineer Transportation Building Olympia, WA 98504 e.? A v Questionnaire filled out by: Name: Brian L. Shelton Title: Director of Public Works Telephone: (Scan) 576-7064 Return by May 1, 1984 to: David W. Anderson State Aid Bridge Engineer Transportation Building Olympia, WA 98504 3?ja 4 xtr ,. ?n n•. a t. i kyr t++haF a+ as?ar „?trrCr haYa 5 ' 1y r ., ti ? er va 1i c'va? *v tk ?„ tt?, r ?A?pF.i ?4aW a A it ,r?yr ?S ,? ?vntF r? 1'9 r L ,? 1 r 1Y YFi ?"t AJ. 41 t V . ' 1 ? N t ?i? }' 4 V 1}` ? t ?? X t-? 1( 1 I 1t:\ ? TV r: 1 RYA ti Y {, _ X' , 1 4,} i ? 1 rhh US ,` ',1 ? 1 E I, yea NA, r tix " , dLE' sd are vm•o?j . t ! ?d » Ft? ?iNy s l ?f 1I J i , i I ?Int i i I I I f r- i E ? rt i; E `t? { i ? q W;i MME Oki, ?'f?ib ?L '??+r ? ??,•? ; I l ?? f ?., i _ T„? ,??.a? aykMA ,,ti. ? af..? i - olllep pealley N o d 0 ? .. 8 V, ,lap fardns 0!11,,1 uolloa)oad uolsllloo .. volloalad iscl9 A;. f wa{sAs. 8u114811 _' : a8euleto r; ' yuawdolanap pe6Jp9r?{o) uolslnoid { ;cw l0 7uavgol;loAdy. 3 _. ,. 901jd lowlu0c),:. L . " .. j. :.. 10l3equoo 'ON loetluoo sueld Aq pauplupw silet pten8 goeolddy < .. - . gels a8ppq 4aeaddy "luawaAed gamddy.-.-f. peopled 1 2- P a? '{Doll-11 - 4.3 1 :. BdAl 'aN I?.n -.yaH ' Ous1sIP a { vatl _ luawoulitl llal IVeIH "R-Pm " lVN3 N3J SNtldS aoue{ealo l4als ... 0peip .. syl eM:. •, 47PIM . ... Z { l I .., ... ma>Is Joetll .. syoeq 'ON o,lm eda° ad61 j 11F9 leaA Pa7sod n„n Pegnoa'n u8lsa4.. ueasvo? Hu!ley-..: WPM oile0o I 418ua1 lelol ; Peo{pea weN Fa4 ayp (II lewal satlVD NVdS S) F a'eo ' to peep pa14 N0Iltl8tld3S 34HiJJ dtl0211IV21 s6e., ya H l ld o uw 4 a ti . o WiS ................ 7 r , v . I a { Vim t SUBSTRUCTURE Abutments _ j 'Y - Plers or bents !. j Remarks r, j SUPPORTING MATERIAL Type ?-Test data 4 Piles Type Size Length 4¢.. {: Remarks t? - ?' Legal history f i j p Y?Y [Ow• Innn, M. • Od [ No. County HI[ew• swi.. Md a N•m. SI [ AIh - 1[•t Cl [ ?/ } A7 NI N} Oq• ?ni CI ¦ [ E, Ni[ Hf{ Nf[ 77.1-T"* ?r 1 SU8STRUCTUflE ...Material Type Height r•?tedal PILES Type No. 11 Size Lengtb Caps Rear abutment - ' Forward abutment ?d Piers or bents Wings: Remarks - '. SUPERSTRUCTURE-:- Material Span type Grade to bridge scab' Grade to low steel Rivets Depth Material Panels Surfacing at Floor Palnt Curbs Road rail - W.lkail ` Floor Bearings _i Joints Expansion Fixed ' Type Hciflh[ E - Thickness ! F ,tenings E Reinforced concrete floor. Main reinforcement tnc"mei to. at Normal to main reinforcement at Flocr drainage . FLOOR SYSTEM No. Spacing Type :. Size Span Connection Type Slae Ravels - conneellon to be.. a'reta-ronne,.:?on to male r-embcr: gar beam _ - - .Int+rinr Iloor e?ams ? ' `- _ - Ln l?Ginal 4ianls _ End stringers ` - D aphram Remarks - PLATE GIRDERS -^ No. Specln¢ One flange Flae¢e Ls Cover Plate]' Depth Web Supports Bearings V/cld ln¢ ?- 7- --- -i - - ' emarks R TRUSSES Np. Spacing Rivets -.. Upper chard Loviar chord Member Slte Member Slra Member Sire Member Sire i Remarks MISCELLANEOUS Upper lateral: Lovver Portals Sway bracing ' Arch Ribs :. Frema3 (crown) (Legs) Columns - Bangradag _ Cables - Hangers _ Saddles _ Pins Stiffening trusses - Proleq BrWgs Na ?`-__ Coun Mlen_s? _ .niwYlan Bdd¢e Neme ,.Irenlth Raedwe Cllannca r» NIO NIf Nte el0 Ae le-]] ]]} .1] aNN}pn•• ..... _ ....... ya ' i State of Kash ngton, Dept of H eh,a/s Made STEEL SPANS Card of Chuked r Oala Name Br dgc eve= Bp?n No, _____ _ Locatloo _ __ _. St t cn ^d _ R ling .. Member . _ Dc IQ., Roquirad Po!tedfear built No, andty'yo spans __ Total length. Skew Suprrclavnli?n 'Crown '. APProacly pavcmenL• GENEEAL Alinement Credo Sight dlslance Span Idngth - - \Yidlh id Clc ce Bndgn Rear aoprn ch __ _ bead es C,0 II Bowe Between ells---II}_ ' - -? For>va[d oppro,ch Clear sasn Welke . Oe I ad by _ :.Built by Maintained by - Plans _ Toll or trro _ Contract No. Contractor' ' - - Fabricator --- Contract price _ B C Traffic `aurvay Data A_ D F G H I Y/ATERWAY Glc?atien low bridgr `__ Area brldpe opening Alinement end charactar ohan..I LOOKING: LOCATION: STATE OF WASHINGTON DEPARTMENT of HIGHWAYS MAINTENANCE RECORD FROM TO - -- - To S°;-rv ' ' NAME BRIO ENO _ YEA BUILT ORIGINAL COST Tonnage ATE D A M A G E ARU [eCAUSE ' Im _ REP IRS q1 ??? LLDf acLllGlllrE P-a COST CTOST TOTAL COST ont? ' ------ -------- --------- ------- ---- - -- -- y I n y r Y' ( - 1 6 I ? t LURE :,LJSTRUC Material (Type Haight S naereng I; etn ?;,I Type PILES- Np. Sim -Lenght W Caps _ Rear abuhnant Forward abutment V Piers or bents - Wings Remarks SUPERSTRUCTURE Material: Wvereee camnress ve strenem from consvuct'on teas) Span type Length c. c. bearings Grade to bridge seat Grade to low bridge Panels at Surfacing Curbs Road rail Walk rail Expansion joints Material Type Height 1 Remarks -SLAB SPANS A ND RIGID FRAME Center S Ends LeRS - toD Leqs - hottom J oint - leg to footing (rigid or hinged) Thickness Remarks , T BEAM S AND RIBBED RIGID FRAMES Beams Legs Slab thickness No Spacing Depth Thick-s Wi dth Bearings . Width Cnnw, Ends to span T;, Betlom Height i Joint•leg t0 fooling (ricid or hinged) - ----- ------ ••. h Remar ks rdu GIRDERS No. Specing Type Width Depth Depth Siab Flcorbeams Puy No. Spacing Widlh Cenlur Entls Thickness Stringers P-earings Remar ks TCdES P'aterml Clear span Rise y...a Shape _ __ . u Ribs Vc, ing lyidlh lh cknesS fro 'nc Deok 51x0 Remarks '*`? ) in ' -_-_ r-'i r, n, c-u„ty P.,.r..r P.,LU Hvne_-._ •nnlr noxdery cienrnne __ ¢? r e. -1 . ........ .................. GENERAL CARD Maan card of Stnto of Washington, Dept. of H ahways Date (see SPA -14 cAr;os for dare In) Checked __- _-- _ w.. Namo Bridge over Tptal Irh Location __ Station - RetlnR. For span Des an Required Posted i?7, Y car built - sn arl; id(h Sfdewalks Gredc sl m d G No.' Type Lanstn irpe llmr w '.R dweY fllChl Lail 4 Alinement 7 percar.t s dielence. nr rnl Bridge skew For :pan ^AEE ,oaeh pavement (.Idrh and hoe) -Approach slabs Wdt odd typ e) r - ?ni(Bned oy -Built by -- Maintained ??__ Plans -- Contract No. Contractor Tolle, frao .' fabricator - -- ?--? Contract price ------ /Llghtln8 Bench mark data _TrifRc suncLdata_ _ _A D C D F D' ?M' ' . ` SUBSTRUCTURE Abutments Bents or piers Material Treatment Size Wings Type _ Caps _ Pile bonnets Height Sills Cap protection No: piles r9cm _ Posts Piles Remarks _ Size. pedestals Bracing uum dest.l. Bulkheads SUPERSTRUCTURE -Span Type Depth Panels at Floor to low timber . Floor to bridge seat - Metal parts Material and type .7 Material Treatment Type H.I.ht or Thlcmea, Fastenings Concrete Floors Mlorcement parallel to at !.in rme Floor _ Norm Ito mein at cement Curbs, Remarks Rails - " Surfacing FLOOR " No Spacing Material Treatment- Si S How' - Fastenings ' SYSTEM . ze pan supported Type Sue N.. .' End floor beams - Mrm.diee beam a ud a ?ama -- End. stringers N ow Longitudinal beams • Lopped or butted Remarks - TRUSSES. No. Spacing Material Treatments Upper chord Lower chord Diagonals Verticals Other members Member 'Meter[.! Size Membe r Materiel Size Member Material Size Member Material size Member material' Size Truss support bl ocks Bolts Pins Connectors Remarks 'MISCELLANEOUS _Upper lateral$ - - Lower laterals - ` Portals Sway Bracing Arch ribs Columns I' IKI Rnaae No C only HigMa 5 tbn R Idge N SI a Rth Roadwey Cle r n IO N,RrNIa 10 ???ID gR aa} la al a}Op rm Jr ro.* r.. 1 J. " i l f ` State of Washington, Dept of Highways TIMBER SPANS Made Card - of -°??'i r - . Date Narae..... Brldge over Checked 'Span No ` '::: . Location - Stetlon ? ! - ' .Rating -.Member. Design g-^ _ Required c'°a . Posted °e Year built . - - No. and type spans Skew Superelavallon Crown Total Length Approach pavement RENEEUL Alinement Grade Bridge Span length Width Clearance e C. C. Ora._ Between curbs Roadway Rellroed HIRh Water p p,e<h 0, 0. Floor Oatween n il. Harleontel - o• n Designed by'- Clear Saen Built by W.Iha Vanicel ?;.. Maintained by - 'Contract No. Contractors. Plans Toll or free Fabricator - - _: Contract price Traflle survey data A - B C' D F G 'H I '. - I WATERWAY Elevation low bridge - Alinement and character channel Area bridge opening ?!°rr,71P`n.„ r"?,""v.,, ?M:; r r-a-n,• r-•-, yr rY, 5 , t ttm - A'C'v'TtPrSF^ ??p^ tt" 'r?^,?t!? ??µ',? y . 11"). •,'V" .u'YC: ,??u?5? . ??8, 14, "? . . COUNTY ROAD ADMINISTRATION BOARD ry 1501 CAPITOL WAY ?i OLYMPIA. WASHINGTON 98504 TELEPHONE -v U m" ADMINISTRATIVE ENGINEER 208. ]5305]3 !,. it I f W March 22, 1976 L"Li • J 1 TO: All Bridge Seminar Participants ' ? J - FROIvi: WSACE Bridge Committee ?z I _ RE: Evaluation of Seminar Now that you have completed the three day seminar at the Alderbrook Inn, we PPP??? `. would like to have your honest and forthright evaluation of the course and the •u instructors. We will be giving the course again in a couple of years and we ttl need to have your thoughts while its still fresh in your mind so that we can make q it better next time. So please don't pull your punches and let us know what you l think. t W / No need to sign your name if you would rather not. Please check one box on each line. r E ; f - rnT?' _ i1 t rmr? - ^` r 4 r irk :"C 1 r ?:4' ? I? ? ' ?1 k#r r qw l , " ?1 6 n>.?i??yeS?m h iJ?? 1 ?L!K x , w4;,ui.v'?y 'kP . E? I, ?Yr ti - i e i ?.ry{i f 1j k h ,y ? ld r _ ?? ?.E ? I I I,I - I 4 , I! 1? 1 1 I li . i i' r t t `n? 1 i?yl 1 .1 J - 1 -..se•eera ?v COUNTTY ROAD ADM INISTRATION BOARD 1.501 CAPITOL WAY OLYMPIA, WASHIN GTON 98501 EVALUATION C COURSES u o X ? 0° + e a 1. Expansion Joints & Bearings k w O 0 a z 2. Basic Mechanics of Bridges ? 0 ? ? ? ? ? ? 3. Steel Girders & Log Stringers ? ? 0 ? ? ? 4 Hydraulics 12. ? ?' -0 ..? 5. Field Inspection of Concrete Bridges ? 0 Q 0 ? ..6. " Timber Trusses ? O 93 ? ? 7. Wing & Retaining Walls/Floor Systems O 0 ? ? , ;O 8. Field Inspection of Timber Structures @] O O ? ? 9. 10. Steel Trusses Approaches & Utilities - Qa O O Q O 11. Field Inspection of Steel Structures O Ql ? O IN O ? Q O O 12., Bull Session ? ® O ? O INSTRUCTORS I. Stampe ® O ? O ? 2. Nichols ? a ? ? ? 3. Mahan O ? ® Q O ? ? O . ? ? 5. Andreotti 6°D ? ? ? ? MEA LS 1. Tuesday 0 Q O ? ? 2. Wednesday 0 ? ? ? ? 3. Thursday 'O In ? ? ? Please use the reverse si de of this form is you'd like t o ma ke some ad ditional comments or suggestions. Return as soon as possible to the CRAB offi Washington 98504 ce, 1501 Capitol Way Olympia, Y STATE OF DEPARTMENT OF TRANSPORTATION - = WASHINGTON Highway Admimstranon RiMn9, O:ympia, Washington 99504 206/7&3.6005 Dixy Lee Ray Gonemor r` April 13, 1978 City Engineers County Road Engineers Cities & Counties for the State of Washington ' Bridge Inventory Listings On & Off Federal-aid System Gentlemen: We are sending your updated SWIBS Coding Forms, computer-printed as key-punched. Please check to see that the updates were accomplished correctly, and retain these sheets for your records. i ` Previous forms for each bridge represented here may be placed "p in an "obsolete" status, or in a recycling bin, at ?y , your discretion Please note that the computer no longer accepts invalid data, so any fields which are underscored on these sheets are not stored in the computer. The invalid data has been printed on the forms to simplify error detection and correction, but will not be printed next time, and will not be sent to Washington, D.C. You may send additional updates to us at any time, and they will be processed and returned to you the following month. ` A, r Thank you'£or your continuing cooperation. x Sincerely, W.A. BULLEY Secretary Of Transportation 'f r` t i'rrti GGEn ?t? State Aid Weer DJAB : d b KE:GD Attachment .Q:3., , +y„19PkLn 6 ? Batt :.q; p E' F Vn, ? 1 Y Sx 41"f f ' + , i { ?( ` 44t - J J r a 4 t E a , o E J ?; _ .'rt M tf'i $10.50 per hour, one operator, 8 hour day. $13.10 per hour, operator beyond 8 hours/day. $ 1.25 per hour,'per d=iem for operator, departure to return. Approximately $1,050.00 per week (no overtime). 2. The State,will send one operator who is familiar with r the vehicle. He remains topside at thb receiving end R r of a "live-mike" intercom, per safety reguldtions. The agency provides the inspectors. r - 3. The agoncy will provide a vehicle for,the-loc,al,. ff rk fl b w.- wo ours. - transportation of the operator during o c T0: All County Engineers SUBJECT: Special Bridge Inspection All City Engineers F?1 Truck - Available for rent March 1, 1978 Page 2 F 21 , , OF 4. The State reserves the right to recall the UBIT in case of an emergency. Specific terms will be included in an agreement to be signed by the appropriate officials befo re work commences. It should be noted that the UBIT is a 3 axle truck, front axle 12,000 lbs., rear axles 19 000 lb , s. each for a GVW of 50,000 lbs. This precludes its use on bridges known to be in critic or of li ht l g a capacity. condition Engineered A agencies should contact-their District State schedule set prior to the initiation of the r i e equ red paperwork. 71 It is most pleasing to be able to inform you that this se available i . rv ce is Sincerely, zTH GG State Aid ineer KE:db GD ?s cc: R.F. Magnuson Barry Draeger ti {. R.E. Darnell Keith Ahola J.F. Richardson ^ R.H. Hart W.A. Whitnev r 71. y STATE OF WASHINGTON r DANIEL J. EVANS, GOVERNOR O now.......... 1 ?, yTnTA NO. 1 SEATTLE eBloB NNCnwtaxwx Ol a,plso. co9sox AVE. Y` NO.3 WENwTON'E18001 R -AT L. M L90N 1'! J J/y ll' yy? HAROLD WALSH %i I NO. S OLYMPIA eo SO:OMA' n ... I.RG...N Bn NO.4 VANCOUVER x aTBaaT ?? A WALL„ WASHINGTON .8.13 aeBQl JOHN STATE HIGHWAY COMMISSION N NO. S YANIM.,wco MAl "M A DEPARTMENT OF HIGHWAYS NO'*-HANeN?IB AT. .. T? . ..... 1- ANDREWS, 11R1 .11. =T. 'f LORCNI 00 aaT. G. M. ANDREWS, OlxccTOR °L HIGHWAYS-LICENSES I.D.N. BUINO. T EELLEVUE 90004 Y OLYMPIA 10.0. N. IT. aT. ? r February 25, 1970 TO: All County Engineers SUBJECT: Bridge Safety Inspections Correspondence has been received from Mr. G. M. Williams, Director of Engineer- ing and Operations, Federal Highway Administration, Washington, D.C., ack- nowledging receipt of the "Standards of Good Practice Bridge Inspection •-:` Procedures", adopted by the Washington State Association of County Engineers. av3' y "Although the details for the National Bridge Inspection Standards have not been prepared and issued, the policy as adopted by the Washington County Association will comply in most essential " - , respects to the National Standard as it is now envisioned. G, The County Engineers of Washington are to be commended for their e' prompt reaction to the bridge inspection program". The above commendation was forwarded from Mr. Roe Rodgers, Division Engineer, Bureau of Public Roads, Olympia, Washington, with a request to transmit it to the ° 1t counties with his comment of "a job well done". r I would like to take this opportunity to express my appreciation for your co- {li rry?yte?tl + operation and effective action in the bridge inspection program. Very truly yours, "v. Zc,?y? ' h4?5 k 1 i ,? u l? Ya s ?? at. CARL E. llMINOR, P.E. " Assistant Director for State Aid f ? CEM:vr ?,,.t?r.l '•"K€ JLT cc:' Roe Rodgers a 3 M. 0. Olsen ?t u rr Angus McDonald x rk E. Geissler f' Geo. Stevens , " Jt F .y, o a ?ilW f k? is t ??' I 4? cA?? 7 c7ury,i». yTr,:,lv, r I S, ?fv 1?, I 1 ' ti :' !, IlT! v 1 y t 1 ?J 'w 5" Y a.. . COUNTY ROAD ADMINISTRATION BOAR D xsy - 100 MAPLE PARK 3 OLYMPIA. WASHINGTON 98501 -AiI 'y air o[[1c[ 01 THC TELEPHONE AOMINISTRAT. ENGINEER 20E 759•667E 7} ? 1 v 9h Sx 4 _ February 2, 1970 TO: ALL COUNTY ENGINEERS RE: BRIDGE INSPECTION P GRAM z r FROM: ERNEST GEISSLER _ The March l deadline for certification with respect to the bridge inspection 5 program in each county is less than 30 days away. This is to remind you again that CRAB Standards require that each county engineer certify no later than March 1, 1970, that either (1) adopted bridge inspection procedures have been applied or (2) adopted bridge inspection - procedures are being applied and will be completed no later than July 1, 1970. ? As of February 1 the county engineers of Franklin, Grant, San Juan and Thurston Counties have made the required certification. In a number of other counties bridge inspection has been completed but the actual certification has not yet been made. I have in my office two complete bridge inventories and inspection reports of two counties made by a consulting firm. I expect to have one or two more within a week or ten days. These are excellent examples of what is being done and of what can be done at reasonable cost to fulfill the CRAB require- ments. 6 The most important point, of course, is not so much to fulfill the CRAB r. r requirement but rather to compile vital Information for the engineer and , Board of County Commissioners to use in developing a long-range bridge r replacement and repair program for the county. 1 a The reports in my office are available for your inspection at any time. If you have not yet made arrangements for the compilation of a bridge inventory and T < inspection of bridges in your county, I would urge you to do so Immediately. ' f . cc: Chairman, Board of County Commissioners 4 , ,433'., V 1 ) Y C '. i 4 I 4' W2 w116"?,V {, J' _? I ? ? 1 l I ., ? t J d* d, A fi a STRATI VE I T ENGINEER TELEPHONE AOMINISTEA2a. 7d-z7. ' . 4Y December 29, 1969 TO: CHAIRMAN, ALL BOARDS OF COUNTY COMMISSIONERS ALL COUNTY ENGINE RS FROM: ERNEST GEISSLER r ""• RE: C. R. A. B. STANDARD ON BRIDGE INSPECTION PROCEDURES This is to remand you that the Standard of Good Practice Regarding Bridge Inspection Procedure (WAC 136-20-040 ) requires each county engineer to certify in writing to the County Road Administration Board no later than March 1, 1970, that adopted bridge inspection procedures have been applied. r You will recall that this standard was adopted by C. R. A. B. in order to .implement requirements of the Bureau of Public Roads that adequate bridge tA .inspection procedures be instituted by all levels of government. The requirement of this C. R. A. B. standard was discussed in some detail at the last meeting of this Board and it was pointed out that it would be extremely difficult, if not impossible, for all counties to meet the March 1, 1970, deadline for completed bridge inspection. n j In recognition of this fact, the County Road Administration Board by resolution adopted the following temporary amendment to WAC 136-ZO-040. "Provided however, that in cases where it has been impossible to complete the inspection by March 1, 1970, but such inspection is under way or under contract to be completed no later than July 1, 1970, the County Road Administration Board will accept certification to that effect from the county engineer. In such cases, the Board may issue a conditional certificate of good practice." Please note that this action by the County Road Administration Board does not remove from any county engineer the requirement that he certify in writing regarding bridge inspection. It merely extends the deadline for completion of bridge inspection in any county from March 1, 1970 to July 1, 1970. .w, ?V ' i `i ,. }y 14?/ * ? t 1 fl0 ' 14 f 1 M s ' 4 7?' ? • f t 1 i - ti ?. R, ? k '? ! 1. ... ? _ ?: ??,?y S ; ( p? .. . x T 9 4 ? 1 f d y BRIDGE INSPECTION PROCEDURE l I 5 , GENERAL Th c ?` ? . i e following bridge inspection procedure shall be followed in bridge inspection and filling out the standard Bridge Inspection Report form, Make reports complete and explicit, avoid general terms. Describe poor conditions sufficiently so anyone reading the report is clear on the condition and its extent, r - make sketchs or take pictures if necessary. Recommend definite repairs which are re- ' e quired and state whether they are urgent, otherwise they will be reported in the routine L ° manner, Make a new inspection report on every bridge each time the bridge is inspected. Make all inspection reports neat and iedgible and keep language business-like and clear. f i 1. Always fill in Bridge No „ Bridge Name, Type, and Location, 2, General Condition - Consider structure as a whole, note condition as good' fair or poor. If it is in good condition and will serve at least 6 more a - % years but needs some repairs now, note thus "Good, except deck as noted," 3. Report should indicate condition as good, fair or poor. Give type of deck. a. Timber decks - check for following conditions: (1) Crushing or deterioration under curbs or underneath. r a (2) Note whether deck is tight or loose and pounding or rolling. p " Are more spikes required or deck bolts tightened? °i (3) Does bridge warrant a fore and aft deck? r. ?t (1+) Note deflection or rolling of plank and laminated decks m fir'` under heavy loads. f (5) Does deck require'surfacing or non-skid treatment and is + a ?Z;r cT deck slippery when wet or frosty, vyY ?" b, Concrete decks fp 7a ;? { c (l) Note any scaling or spalling on surface or underneatn, O 2 t Look for exposed reinforcing steel on surface or urCarneath, i t i`x?k4 h n r ^1 t' (3) Should dock be black-topped? Consider capacity of bridge and ;y5*- ', " r writs a memorandum if the, bridge should be rated for the extra 5r?.. ?A Y L F a i^ ?I' ?`??p 4( W0'Ad r?¢J) Y. F7 ' , E [ ? t 18? r !??'s aY i t r ?? ti V , ? u7Y. ''61 r j 71: w _ dead load of surfacing, C. Grid decks (1) Note broken welds or clips, <'. (2) Check for loss of section due to rust, (3) Is deck slippery? Write a memorandum if the deck should have studs, Surfacing Give t ' ' ? - ype of surfacing, always record the depth of surfacing . and condition. Is more surfacing required to protect the deck? If the amount of surfacing shows an increase from previous inspection report and the capacity of the bridge warrants it, write a memorandum calling for a 1 new rating, this is particulary important on timber spans, i` 5. Curbs - Give type, condition as good, fair or poor and height above road- way surface. Does curb give adequate protection? Note any deterioration or ? spalling, Check curbs for any off-set, indicating movement' of deck slab, ' f1 ?°- Can curbs be repaired or is complete renewal in order? Do curbs offer adequate protection to truss members? 6, Drains - Type and condition. Do drains have a tendency to plug? Check for r missing grates and drain pipes. Do drains scour fill around abutments or t. piers? Are drains adequate or are more required? t 7. Rails - Type, height and condition, Are rails adequate? Note any weak- ness. Can rails be repaired satisfactorily or is complete renewal in order? Do bull rails offer adequate protection to truss members? Are any steel °I callings bent? kG a $, Sidewalks - Type, width, and condition. Are sidewalks adequate? Note ,x condition of stringers, brackets and deck. If no sidewalk on bridge, should p ?,?'.'# tit * v ;? ^ Sr i recommendations be made to add them? Note 1f sidewalk planks are split or warped enough to cause a pedestrian to trip on raised edges. If sidewalk is 1 v ; t rr t :;i in poor condition, take the necessary measurements and notes as to sizes and n1iA details for renewing sidewalks. Our details are Inadequate on sidewalks, ee`4'k7lN'1w'Xlrxi154'Y?)V"".k1?'... +' ?"J'V.s41t?,"!'i^,^h?l m 9. Stringers - Longitudinal beams - Type and condition good, fair or poor, a. Timber Stringers (1) Crushing at bearings, (2) Warping or checking, (3) Pitch seams or pitch pockets, (4) Always estimate reduction in section due to rot, (Drill as necessary to determine extent of rot,) (5) Are additional stringers required? (6) Do stringers warrant a new deck? (7) Check size and spacing of added stringers, b. Steel Stringers - Estimate any loss of section due to rust. 10, Caps, Floorbeams - Type and condition good, fair or poor, a. Timber Caps (1) Crushing at bearing points. If only a few caps should be replaced, give exact locations so that the request to the District for replacement can be specific, (2) Warping - season checks, (3) Pitch seams or pitch pockets, (4) Does cap bear evenly on all piles? (5) Do caps warrant new deck and stringers? b. Steel Floorbeams - Estimate loss of section due to rust. Give exact location of beams involved, Trusses Arches Girders - Condition good,fair or poor, a. Steel Trusses - Be specific as to location in reporting damage or deterioration, (1) Check members for bent or damaged steel, (2) Estimate loss of section due to rust, (3) Note any severe deflection or vibrations, ?. -3- ?a, Mmm .: _...._._., x . ?, (4) Are any portions subjected to serious corrosive agents, such as: running water, covered with earth, blasts from 4 trains and salt air? (5) Are counters in adjustment? a (6) Check eye-bars and other membersfor fatigue cracks, (7) Is structure subjected to frequent damage from overheight loads? (8) Are truss members adequately protected from collision by curb rails? t (9) Check nuts on pinned joints and eye-bars. b, Timber Truss (1) Check members for loss of section due to rot, (2) Note any crushing or separations of members at joints, (3) Have members shrunk or warped? (4) Check for carpenter ants and termites, ? 12. Exoansion devices - condition, good fair poor Are devices worki ? , , , , ng Measure amount of opening and record temperature. Check anchor bolts. ` Note whether roller-nest is full of dirt and rustin g, 13, Paint - Color, type, condition good,fair, poor. Does bridge require painting? indicate year which painting should be scheduled. Is sandblasting necessary? If so, what areas should be sandblasted? Make notes as to type of rust whether thin scale or deep pitting. Estimate percentage of area of rust l? , Note any special features for painting contract such as removing timber y sidewalks, areas requiring special Paint, z 14. Abutments, Bulkheads - T ype, approximate height, condition. Is there any tilting or movement? Does bulkhead retain fill properly? Note any doteriora . f ti'F t ? Lion or bulging of bulkhead. Check for eros!on or scour around abutments and . f n p? ?, 'R5l )rr . wingwalIs. Are wincwalls plumb, are they sufficient? t , 15, Intermediate Bents, Piers - Type, condition good, fair or poor, y. rc Note any spilling or cracking especially of expansion joints. Give average 11 A"_7 In ? ? - size of rot at ? piling, ground line and at contact with caps. On older IPLh ,'?? A. treated piling drill at ground line and at contact with cap as these t often rot inside. Note whether condition warrants redacking and what repairs are required. Be specific. Piles in which the diameter of sound material has been reduced to 61, or less shall be noted for replacement. Always note worm holes and where they occur drill to determine worm damage r and amount of rot. Check piling in salt water for presence of marine borers. b. On piers - note piumbness - check for spa] IIng or exfoliaton in concrete piers. On steel tubular piers inspect for rust and corrosion of, rivets ,t or bolt heads connecting cylindrical sections. ti 16, Pier Protection - Type, condition good, fair or poor. Is protection ade- . quate? Note any tendency to scour. Check for deterioration in timber, s Note broken or loose piles. Check any sheathing for soundness.and missing r " planks, For pier protection on salt water arrange for a boat inspection. at low tide to check for marine borers when age and condition warrants it, 17. Wate rv.av - The characteristices of the waterway should be carefully observed f yyh and comprehensively reported. Give characteristics of stream, such as: rapid, sluggish, meandering, etc. Give characteristics of valley and drainge F area character of material in streambed. Scour of banks up and downstream, A ? k1 ?, L adequacy of waterway and high water marks referred to deck elevation. Take 5 ? additional photos to show waterway if this seems desirable. Report flood L k? ?;y??? } s height, flow and frequency of floods and.performance of other openings in. the r r vicinity carrying the same stream. Give direction of current at ordinary and ,Y s at high water stages.' Note any large amount of drift. Is waterway frequently clogged by log jams. Does river tarty ice? Measure depth of water and r l' distance from bridge deck to water as accurately as possible, These measure- , +1 f'" y ments are especially useful for bridges over navigable streams and for bridges W, of low clearance over streams which may carry drift, P??xJ ?r I ITF.af g ?. ? G f ° 'St t- X I?'tlA tiX IIiYG`Fllt'k 0 ? I - I 1 r ? ?,' i 7 L7 r ?L y H i Ylk ? 1 17 9? ? I 1 i IM recommended within a year 'or two the load capacity of the bridge should be q estimated in the field and the report should include answers to the following; i ? (1) Should bridge be restricted to legal loads regardless of 4 whether the stringer rating indicates a higher limit? (2) Should bridge be restricted to a maximum of 13,000 Its. per sh r axle? Explain your reasons. ,. Inasmuch as improvements gained from experience can be derived only from a ,- knowledge of mistakes made, desig practices or details which cause trouble or difficult maintenance should be noted and referred to the Design Section. On some of the higher structures access for inspection is difficult. Ideas ?a for improvements which will facilitate inspection should also be brought to . the attention of the Design Section. If alterations have been made to structure or asphaltic 11fis added, check clearances, F Note poor sight distances or sharp curves in approaches. Note cambers, check for settlement or dips in roadway. Note any fire hazard. Check for detour bridges or possibility of fording stream. 1.9, Recommended Renairs - Be specif!c, Give type of repair, what is to be re- paired, when repairs are to be made and, if possible, he,,,, the repairs should be made. Be sure reasons for requesting repairs are adequately outlined in the appropriate section of•the report. 20. Life Exoectancy - Can L. E. be extended? Are repairs necessary before exten- sion Is recommended? Note changes in L. E. in kardex Files as soon as practicable, ` 9 " {ig?bE ?'{ N ? ? I 1 1 i I 'c' z V?' N r+ t ,t'1 ? i ,4 5F - I _z. M.W BARRY R. POWELL AND ASSOCIATES x- ?'- ENGINEERING • ARCHITECTURE PLANNING R, SMITH TOWER. 8CATTL9. WAe H. 98ID4 • PHONE MA 3.3363 ?HARRY R. POWELL P.E. .. I 'WY. BJOPN A. 3TIA..-. P.E. ' DONALD A. NORTHEY. P.E. K? JIM O. VINO. P.E. , OC C.R TTGR, A.I.A. i. N.H N. PALMAw, Rte. AxH. May 13 r 1969 A Mr. Edwin A. Becker, P. E. Jefferson County Engineer 3 Port Townsend, Washington 98369 •w r Dear Mr. Becker:_ We are in a position to offer you complete bridge inspection and checking service in connection with any of your existing structures. The techniques used will be those we developed for inspecting and checking a bridge over the Cedar River for The Boeing Company. This bridge was designed to support B29 aircraft and is now being used to carry much heavier commercial planes between their Renton Plant and the Renton Airport. ? r The inspection and checking of this structure involved the following procedures which generally would apply to the inspection and checking of any bridge. ; First, a physical check was made of all of the bridge elements, foundations, , s piling, girders, beams and slabs. Timber piling were cored to check for decay. Concrete sections were visually inspected and cores were taken at various places which were later tested in the laboratory. Reinforcing steel was checked for con- formation to the plans. All inspection and testing was accomplished by professionals experienced in this type of service. St While making this physical investigation we developed an electronic computer program to analyse the wheel load distribution on the slabs. Calculations of stresses and deflections resulting from these loads were made and checked by actual teat loads on the structure to verify very closely the calculations and give an accurate load 4 y capacity rating for the structure. Similar load tests made on the orthotropic plate dock of the Port Mann Bridge by Dr. Hooley verified calculations made using a modification of this same plate program. The senior member of our firm, Harry R. Powell, is serving on a Bridge Inspection Standards Task Force Committee for the Bureau of Transportation which will bring to you the latest nation-wide thinking and development on this important problem. Born A. a Stiansen is sub-committee chairman of a similar group for the Washington Chapter of the American Public Works Association. y We would be pleased to discuss thia type of professional services with you at your convenience. M m Very truly yours, fi I (, S BARRY R. POWELL AND ASSOCIATES t ?v D.LII:sb DONALD A. NORTI7C, P.E. t I r'II ? n I( I1. 4 t \ I M ? I e r > + v 6, z I 04, :?I t 5 7 0. s t - 71 BRIDGE DATA PACIFIC COUNTY LOCATION Stream Road Milo Post Approximate Distance Niles of direction town or road ,junction Constructed by Posted Load Limit year DESCRIFTION Type of construction 'and if 7timber trestle, number and length of panels Total Length Roadway Sidewalks Including approac es) Clear width No, & width MAIN SPANS Number, length o each & mateM ; if trusses, No. & length of panels in each truss. Condition of trusses or girders Date of last painting Present condition of paint Is sand blasting necessary_ Kind of floor Condition of floor Size & condition of floor beams On truss spans of steel girders Stringers: Kind, size & no, of lines Condition of stringers Piers & Abutments: Type & approx. General condition of foundations "°-, f..r, -_.- ?,y . ,•0.K. Character of banks & stream bed Scour? 4 P/ - X APPROACHES ype & no, of spans or panels of trestle each side of main spans Length in fact, each side of main spans Width Y^ Kind of floor condition of floor pt : Stringers: Kind, size & number Condition _ j ?. cI( Substructure ? t * RECOMH^LNDATIONS AND ESTIMATE OF COST c t ci Date Field Data by: Estimate by: I, w ! k r ?.: T '? M 9a ?; ;S d.? y? A r?a4P iu r y 7t 1 ? ? f ?L n a 'U?J^ .Y2 '.? ? 1 S 1 1 ?G•r 1. ' } # 7 1 It y l # u? ?? f 1!i a iP j iw 1 t .> rc' tP 4:ti 1 ' tl ? ? 4 „tit w 4 i 1 ? 1 ?I? t,h ? t w ???t rt?E??T+? c 1 ' t ! fl `5 4? ???t li: #tY4 t y? i a by ?ti ? f a ?? IL 7 rs t th e program of evaluating the condition of all highway bridge structures throughou 91E country, and, that in accordance with IM 40-1-68, they have enlisted the assistance of ' , NACO in this inspection program, and x a WFffiiEAS, a motion was made by the Bridge Committee and unanimously passed by the ? x. Executive Board of the Washington State Association of the County Engineers, that the attached bridge inspection program procedure be adopted by the Washington State Association of County Engineers and the Washington State Association of County Comm- _. '., issioners, and WHEREAS, it has been recommended that each County Engineer shall certify to the County Road Administration Board by no later than March 1, 1970, that said adopted bridge inspection procedures be followed for each 5-Year period. 1 ' NON THEREFORE, BE IT RESOLVED that the Washington State Association of County Engineers hereby recommend the adoption of the bridge inspection program which is attached hereto and made a part of this resolution, and that it be referred to the t n Washington State Association of County Commissioners for their approval. PASSED this 2/n 2,a-d4Y of June, 1969. WASHINGTON STATE ASSOCIATION OF COUNTY ENGINEERS President Secretary i t '4 r tf ty? 3 ?' ter} ,_. y - BRIDGE INVENTCRY All bridge structures that fall within the jurisdiction of any State or authority should be surveyed with respect to location, type, span length, width, traffic volume FA type, age' design live load capacity, and date of last inspection. Some of this t .3 information can be obtained from the Highway-Defense Requirements and other existing u , } records. This compiled inventory should be established in two lists for use in a two-part I" a "' x program for Bridge Inspection, tq o BRIDGE INSPECTION PROGRAM This is a two-part program which will involve professional inspection by qualified + personnel. This can be accomplished b a well by planned inspection program consisting - I TO of thorough instruction and detailed procedure, C1 om? , n T An inspection in depth should be held at intervals not to exceed every five (5) z year with intermediate investigations of the substructure, bearing devices compon- ' , ants designed to move, and main carrying members at invervals not to exceed two (2) years. The inspection schedule recommended herewith consists of the following: % Part I. All bridge structures constructed prior to 1935 and those known to have been involved in accidents with river or highway traffic. Under the age criteria, priority shall be given to the following structures and in the order tabulated: a. Suspension Bridges b. Structures whose ability to function properly depends on the ability of the pins or points to rotate and translate properly. c. Structures in which important members are known to bo subjected to repeated stress reversal. d. River crossings whose stream flow characteristics are indicative of deep scour around bridge piers. -1- +?' ? si ? I ? „r . 4u i r,r e. Long span structures whose depth to length and width to length ratios 4u" do not comply with currently accepted standards. i r f, Structures carrying railroad and highway traffic where unsymetrical railroad loading exists. e g. Structures on routes where deicing chemicals are used liberally. ' h. Structures that are subjected to greater live load than originally designed for. Kw i. Structures carrying high volume of heavy vehicles. r J. All others. ?. L Part II. All bridge structures constructed in 1935 and thereafter. A priority sequ- ence should be established for Part II similar to that suggested for Part I. % TYPES OF BRIDGE INSPECTION Type I. Intermediate Inspection (Maximum Intervals of two (2) years. This inspection should not be considered as an inspection in depth. The purpose of the Type I inspection is primarily to insure the safety of the bridge r' user. This entire inspection should be properly documented. This inspection can be limited to: The Bridge Supports a. Foundations b. Substructures c. Bridge Bearings d. Moving Parts s e. Accumulation of Debris. f. Visual inspection of Scour Protection The Main Supporting Members ' ,eh a. Deteriorated aryl/or damaged Members b. Live load Capacity -2- k a Q' exposure of reinforcing steel and rust stains which would be indicative of super- a structure deterioration. Earth or Rock fills piked against or adjacent to substructure units whose loads were obviously not provided for in the original.design should be reported. Pile Bents (timber, steel or concrete) in which the piles extend upward from the ground to become the bridge pier should be carefully inspected at the mud line and/or water line for decay, corrosion or deterioration as the case may be. C, Structural Steel Units Requiring Inspection: Rocker Bents Towers Piers Rocker Bents are designed to move freely about their pins or bearings and should be inspected very carefully to insure that their movement is not being restrained. Towers and Piers should be inspected for metal and fastener deterioration. SUPERSTRUCTURE A. Moving Parts , Bearings, pins, rollers, rockers and sliding devices are installed at var- i ious locations to permit movement. These devices should be inspected to insure that they are functioning as intended. ?! B. Stationary Parts a Gusset and connection platos, clamps, cable bonds, etc. These bridge com- ponents should be inspected for possible movement. Telltale indications of movement or slippage being: Caulking compound that z t i - has pulled away; cracked paint film at ,points; loose or missing fasteners. C. Main Supporting Members Rolled Beams, Built-up plate girders, Box girders, "Ts Beams, trusses, .p 1 cables, eye bars, arch ribs, frames and any combination of these members whose failure F 111 S ? i would result in total collapse of the bridge structure will be classified as Main "ter ,` ,•?? ;? fat 3 err N, k" w . 'fat d Supporting Members. - - e r;f pct ib rt S? t' C S, } C ` f149 , i r , ?• a ?" rti4' lid' Rolled Beams or Built-up stringers, Rolled Beams or Built-up Floor Beams, diaphragms and lateral bracing, decking and wearing surface whose failure would in general have only local effects on the structure and seldom cause a total collapse " will be classified as Floor System. These members should be inspected in the same manner as the Main Supporting r ?^ x, Members. E. Secondary Members Cross frames, portal bracing, sway bracing and other members whose main func- tion is to add additional stiffness to the structure will be classified as Secondary Members. Those members should be inspected in the same manner as the Main Supporting Members. Bridge Deck Structural Bridge Decks that are exposed to view should be inspected for deterioration and unusual roughness. Wearing Surfaces that have been placed over structural docks, and now show signs of depressions, cracking or general deterior- ation should be removed to permit the inspection of the structural deck beneath it. Expansion Joints The Roadway Expansion Joint openings should be measured and recorded along with the condition of the device and the temperature and weather at the time of taking the readings. -5- b r ? 7 k ? ry a .r "'Ix a a i r r i . pr f: w ' ? ir Rocker Tilts and Sliding Bearings should be inspected and condition recorded::. t along with the temperature at the time of inspection. - a: Profile Check a A series of Profile elevations should be taken along the centerline of all long span bridges. This information plotted and compared with the original profile grade lines for that structure. A Drainage Detail ; Irv All scuppers, catch basins, dounspouts and bridge plumbing should be 46 inspected thoroughly to assure proper function of the drainage system. 9 = REFERENCE MATERIAL i. Your attention is further directed to a skeleton list of items prepared by *- AASHO Committee on Maintenance and Equipment - titled An Informational Guide for Maintenance Inspectors - 1964 which be useful in may preparing a periodic inspection t program. r' 7'? Xp r' ? W16??Y7'i? 7 i 1A } 5 -iW?v?, 4 l h \ L OT, ? r t y{t K?N,. t?v _ r'f !iEcn, u'i"4',, -,vJ. ''{ +A?'I?[i'"• ? ???r ??? hl 71 p- t rr V a ?? 4? ?'?N'(?y it rf r t ? ? kr atF t i]? ;u { ? I TO: ALL COUNTY ENGINEERS FROM: ERNEST GEISSLER ' RE: BRIDGE INSPECTION it vwsP 6 P Enclosed for your review is a brochure entitled, "An Informational Guide for Inspection of Highway Bridges" which was prepared by the Bureau of Public Roads in cooperation with the ASSHO Committee on Bridges and Structures. The contents of this brochure, starting with the material following the ` contents page was reviewed in detail by the WSACE Bridge Committee r meeting in Olympia on January 22, 1969, After considerable discussion and careful review, the committee adopted the procedures contained in the ' brochure with the few relatively minor modifications. . a In order to bring your copy up to date, please make the following changes: Page 4 - Line 6 - Remove e. Accumulation of Bird Nests and substitute e. Accumulation of Debris. Page 5 - Strike all of lines 7, 8 and 9; substitute A. All substructure units - y should be inspected for horizontal and vertical movement. Page 10 - Line 2, strike the words - on a sketch. ?i Page 10 - strike lines 6, 7 and 8. Substitute - Rocker Tilts and Sliding t Bearings should be inspected and condition recorded along with the tempera- ture at the time of inspection. y If you will make the four changes noted above in the attached copy, your copy t' will be identical to the one adopted by the Bridge Committee. r After making these changes there was a motion that the Bridge Committee - of the WSACE recommend to the combined Associations of County Com- silt missioners - Engineers that they in turn request the County Road Admini- stration Board to adopt as a Standard of Good Practice a requirement that „ P each county inspect, evaluate and poet all structures upon all county roads 5 in accordance with minimal inspection requirements. (Minimal inspection ti requirements being those included in the attached brochure as revised above. ) ,& Bridge committee chairman, Sid Betzing, has requested that I distribute this ; material to all county engineers so that they can become familiar with it and h ; so that there can be complete discussion of these recommendations at district meetin s in the near future ? 1 . g . ^ 7 - EG:bg e* f ,+ ^f yak a ENC: Bridge inspection brochure-W... l d } d!t l I 'A ?i "? ' l4 NY?I( Yt f y ? r Y^'V ? ? h r ?: , 4 1 f } ` ?? 1 ? ?'? ' 1 7.Jrki? a ?1f l r ll r - l fh ?1 r 1 ,, i 1 P COMMITTEE 3 - NATIONAL STUDY TO ASSURE BRIDGE SAFETY LOWELL K. BRIDWELL, FEDERAL HIGHWAY ADMINISTRATOR CHAIRMAN AN INFORMATIONAL GUIDE FOR INSPECTION OF HIGHWAY BRIDGES Department of Transportation Federal Highway Administration Bureau of Public Roads Prepared in Cooperation with the AASHO Committee on Bridges and Structures March 1968 .m Y w8F73du i.. :r . 0M Ci ?'n V k? 1 An Informational Guide for Inspection of Bridges PREFACE , The reasons for the collapse of the suspension bridge carrying highway traffic across the Ohio River near Point Pleasant, West . y Virginia, on December 15, 1967, are unknown, but are being sought. ' The collapse of this bridge, which was a rare or even unique happening, Y I occasioned large loss of life and property and is creating an adverse F • effect on the economy of the several communities in the vicinity of the 0 bridge. ; i d i bl It s a sa v e that all official public agencies that construct, operate and maintain highway facilities take special action now to again reevaluate the capability of bridges and related facilities to continue to accommodate highway traffic and to take other precaution- ary measures to reassure that other such facilities will not fail under active service. Each State highway department, already having inventory and condition status information of the bridges and related facilities in existence on the routes designated as parts of the State highway system and performing maintenance operations thereon, is expected to make further review of the adequacy of the bridges and related facilities. a In order to identify the structures to be inspected and the priority of l w+e d :rY 5 } y }?4"" r q ° ?'? i t . w ? the inspections, each State is requested to undertake an immediate action program to develop two bridge lists from available records P using the criteria of this guide. Upon completion of the lists and no ' later than April 15 a report of the number of structures to be s f 'a ? yr' F inspected in each of two programs described in the criteria should be ; submitted to the Director of the Bureau of Public Roads, Attention •?- Office of Engineering and Operations. t As a matter of priority, the first list should include those r + r bridges that were constructed prior to 1935, and others that because 7,t. of types of structure, span lengths, original and current condition, t that have been and are accommodating the frequent passage of heavily Asa ;. ? i loaded vehicles whose weights and dimensions approximate`in'effect the weights of design criteria for live loads, and for any other reason such as site conditions (high level crossing over a river with deep flow Y ? S y of water or over a deep chasm), are to be given a thorough inspection i "? r as soon as possible, but not later than November 1, 1968. ,r r ?• Other bridges and related facilities constructed after 1935 J _ are to be included in a second list. These bridges are also to be r further reviewed as to their adequacy, and this review should be under- ?q .K ' taken promptly. The full review of these less critical bridges and J ,v 1' 1 .?dIX?' r x> related facilities should be completed as soon as possible, but not y' A Jy,? J i n 4?f later than January 1970, Cfl A D { r a 'VY ' U 4 r t ? i rYA ? ? . p 4 t?y? dtiin J i r A, 4, t d 11j f Ifi,P m-1 jrel?" t h? tii_ i• 1 .. ?7 iy?} w?i v t Tn v 3 k e e Following the completion of the review of these two classes of bridges and related facilities there is to be o tin f i r gram o a pr con u ng review and evaluation of adequacy such that all will have been reviewed within each subsequent 5-year period. a i q ME, CONTENTS Page BRIDGE INVENTORY ................................................ 1 BRIDGE INSPECTION PROGRAM ....................................... 1 PART I ....................................................... 2 PART II ...................................................... 3 TYPE OF BRIDGE INSPECTION TYPE I - Intermediate Inspection ............................. 3 TYPE II - Inspection in Depth ................................ 4 Substructure ............................................. 5 Superstructure ........................................... 7 REFERENCE MATERIAL .............................................. 11 w' s 6 icy '1x3 tin f N . Al S BRIDGE INVETUORY j All bridge structures that fall within the jurisdiction of any State or authority should be surveyed with respect to location, %: c Sn Y 3' _ s' v u? > t r span length, width, traffic volume by type, age, design live load capacity, and date of last inspection. Some of this information can be obtained from the Highway-Defense Requirements and other existing records. This compiled inventory should be established in two lists for use in a two part program for Bridge Inspection. BRIDGE INSPECTION PROGRAM This is a two part program which will involve professional inspection by qualified personnel. This can be accomplished by a well planned inspection program consisting of thorough instruction and detailed procedure. An inspection in depth should be held at intervals not to exceed every 5 years with intermediate investigations of the substructure, bear- ing devices, components designed to move, and main carrying members at intervals not to exceed two years. ? Pox e .!' translate properly. c. Structures in which important members are known to be subjected to repeated stress reversal. d. River crossings whose stream flow characteristics are indicative of deep scour around bridge piers. e. Long span structures whose depth to length and width to length ratios do not comply with currently accepted standards. ' U, Y f ?^ q a f1Ct hf i f f""Y?' i t L 1 \ t?,r ? f, Y ? 1 7E rst+i r et K" a, Y y -3- f. Structures carrying railroad and higtrray traffic where S ? unsymetrical railroad loading exists. g. Structures on routes where deicing chemicals are used liberally. h. Structures that are subjected to greater live load than J a _ priority sequence should be established for Part II similar to that suggested for Part I. r TYPES OF BRIDGE INSPECTION Type I. Intermediate Inspection (bhximum Intervals of 2 years) This inspection should not be considered as an inspection in depth. The purpose of the Type I inspection is primarily to insure the safety of the bridge user. This entire inspection should be properly documented. This inspection can be limited to! ? I Sl " ? hi eqY'. i N AM 6 .ua '4 -,AE " "ii?d ' ' ? d g V ? A , , t v + - c . t . AItH aril 1? 'u??li ?'?} r tea ff1 ? 4 ?V ! .? ,? a ? 's ', r t as ? a S I (4yl ' r l 1 I qfi 53 7 { .? r ht 3 `,?' i a I ?? L % N? lkwl: R? n _ The Bridge Supports a. Foundations b. Substructures § ? c. Bridge Bearings a d. Moving Parts e. Accumulation of Bird-Nests f. Visual inspection of Scour Protection kx The Main Supporting, Members ` a. Deteriorated rnd/or damaged Members V ew R b. Live load Capacity u R Bridge Deck a. Pot Hiles b. Deterioration u Ff c. Unusual Roughninn i y Type n. In Depth (Maximum Intervals of 5 years) '. F r 4?cg ? i ? 5 ri This inspection is an in depth inspection. The purpose of this Typo II inspection is both to increase the useful life of the structure D and to insure the continual safety of the bridge user. This entire 4F o? Y M u y Substructure . /nJ ec?ed -/-Or hor?s,o.? A. All substructure units, should be twee ver?iea?l? and-the-info?aa?'dion-enter-ed-oa-a-sketeh-conta-ir?ing the-as-bzxi-lt-data-€or-ready-eomparii?on,- B. River piers should be located in plan and a pattern established for taking soundings within a radius of 100 feet from the pier. C. Concrete Units Requiring Inspection Abutments Piers Pile Bents Skevbacks Anchorages Retaining Walls original design should be reported. Pile Bents (timber, steel or concrete) in which the piles extend upward from the ground to become the bridge pier should be carefully inspected at the mud line and/or water line for ?mvrr•=? decay, corrosion or deterioration as the case may be. Y 7r '? .4 ? i i9 UA: A ? fN?' {d? i>(,•.{ '? 1? ??19?.0'???5???s? .. .t Ja' S?... . 'G .. .?'SI. ,JA ?r ?. ?a'(an d° X? qti ?1$ ? 1 P7 ! ,??1Gj ?' (? 7 ? r7 _ 7c A l ,111 I fN e t r r r r., «!3 Towers Piers Rocker Bents ere designed to move freely about their pins or bearings and should be inspected very carefully to insure that their movement is not being restrained. Towers and Piers should be inspected for metal. and fastener deterioration. Superstructure 4 A. Moving Parts Bearings, pins, rollers, rockers and sliding devices are installed at various locations to permit movement. These devices should be inspected to insure that they are functioning as intended. B. Stationary Parts Gusset and connection platns, clamps, cable bands, etc. These bridge components should be inspected for possible movement. a stgy, ,,, Telltale indications of movement or slippage being; caulking D compound that has pulled away; cracked paint film at joints; loose or missing fasteners. C. Main Supporting Members Rolled Beams, Built up plate girders, Box girders, "T" Beams, trusses, cables, eye bars, arch ribs, frames and any combination t-; of these members whose failure would result in total collapse of S the bridge structure will be classified as Main Supporting Members ,r - These members should be inspected for the following: 1. Alignment " 2. Paint Maintenance 3. Deterioration of material and reduction in Section 4. Cracks, Checks or Fractures 5. Loose or missing component parts 6. Loose connections D. Floor System Rolled Beams or Built up stringers, Rolled Beams or Built r up Floor Beams, diaphragms and laterial bracing, decking and r i d? ? , Structural Bridge Decks that are exposed to view should be inspected for deterioration and unusual roughness. Wearing surfaces that have been placed over structural decks, and now show signs of depressions, cracking or general deterioration should be removed to permit the inspection of the structural deck beneath it. of all long span bridges. This information plotted end compared with the original profile grade lines for that structure. Drainage Details All scuppers, catch basins, downspouts and bridge plumbing should he inspected thoroughly to assure proper f mction of the- ift.--qlnaige system. S -N 1 f 7NY l'1 uM ?r - 1 ? :} I ?` J 1' '1 t oa,? 4- 1 1 l- tlly ? ' 1 ? y fi?Y/ ?? I ? fY ., r 1 J ? 1 1!M PP 1 r:Nt a 1. F.? REFERENCE MATERIAL Your attention is further directed to a skeleton list of items prepared by AASHO Committee ou i,,aintetk'uice ant Equipment - titled An Informational Guide for Maintenance inspectors - 1964, which may be useful in preparing a periodic inspection program- r-' ADMINISTRATIVE ENGINEER 7 r S December 27, 1971 TO: All County Engineer ^ e FROM: Ernest Geissler RE: Bridge Inspector Traiining Available, I have just been informed by Walt Bryant of the Olympia office of the Federal Highway Administration that his agency is sponsoring a two week bridge inspector training seminar in Portland on February 7, 1972. This will be the Link-Singer course which was developed about a year ago and was first presented for Federal Highway employees in South Carolina and Florida last summer. It is being presented primarily for Forest Service employees but apparently there will be room for quite a few other interested individuals. There will be no cost for the course except, of course, that you would have to take care of the living expenses of any participants. This is not a college level course aimed at the county engineer but rather a high school level course aimed at the man who will be doing most of the inspection work. As I understand it, the course will also include about a day and a half of dis- cussion on rating procedures. Walt Is not sure yet how many county employees can be accommodated so no commitments can be made at this time. He would be interested, however, in knowing how many of our county employees might be sent to take the course if it were available. He would like to have this information as soon as possible so will you please write, wire, phone or yell no later than January 5 and let us know whether you would send someone from your organization if this course were available. We will pass this information on to him on January 7 and then as soon as more detailed Information is available, we will communicate with all those who had indicated a direct and positive interest. Since I am going to be in Hawaii with my family until January 10, will you please give the information either to Gordon or Marian so that it can be passed on to Walt Bryant in plenty of time for his use. Additional and more detailed information will be made available later in January when we find out how many of our people can be accommodated. -', w.va - Y ? ?P S'. - ...." voatl r11tlA-171A a.am UNrfliu STn'F1iS CovEItNNiENT U.S. DEPARTMENT OF TRANSPORTATION * A F1111.1 NIGIIwAY ADMINISTRATION Memorandum V& L 222 S. w. Morrison Street a Portland, Oregon 97204 DEC t & _nr?2I1971 (DIVISION i.NGINm-.its TO Mr. llnrold G. Tipton, Jnucau, Aloska TE: December 20, 1971 t { n 11r. Omar L. Ilnnwle, Boise, Idaho L-_?-?? h' • Mr. ilarold 1J. Stewart, Ilclena, Montan _'' ?, i!?E k• T reply rdu to: 08-00.35 1.1c { Iir. Robert E. Simpson, Salem, Oregon ? •W 4'* ^` rLlir. ,lerald--P. Clark; Olympia, Washingl..1 •-1 v 'p FROM RoylT(/keLu Ch••?f _I. I A1p " j?l 4.?• I , Bridge Division Portland, Oregon -tl 41 , .I-- -J •r r u '? -_?nVe c - a -I In. suBjEar: Bridge Safety Inspection Program Live Load Rating of Existing Bridges G ,I- W?:,.rl.rGl UN aYlID ' e In cooperation with the Forest'Service, we plan to give a two-week J p -a Bridge Inspector Training course to Forest Service engineers during t g, _ 1u the period of February 7-13, 1972. During the Second week of the 1 O course, we plan to devote 1 1/2 da e { ` ( Tu esda February 1S and ?lwepgtc ay morn ing, 1•c ruary to riogc ratio? for live load. Our ' as ingtun t tcc Ins asrec to put on this portion of the course. ? Stanley Gordon, Chief, Design and Inspection Branch, and represents- _ VI tives from his office will be the instructors. r r, i!. - . VJ Onu/rDnESda afternoon, Yebruar 10, theso gentlemen from the Wash- s ingtun Of-ice i. w c avai a e to meet wit State Ili••hwa lin^ineers Co iscuss prose ures for eve oaa ratio o e:ciatin crructures. " r. vA l\\ a lave a requests or suc a mac Lin; from some states and we 1 tJ? believe other states may wish to''also Lake advantage 4f_this oppor- tunity to discuss their problems with the Washington Office repre- sentativeG and with other State Ilighway engineers involved with the rating of bridges. The treating will be held in' the Conference Room of the Federal Ilighway Office at 3rd and Morrison, beginnin FrGht at 1:00 p.m, g Sc nvrCC a' Ids suggest you advice the State of this meetin F,. and invite one h 1I,F or more of their engineers involved with the rating of bridges co +^, ?' ? ., Irt ` t p attend. In order to make the session as productive as possible, b. we suggest that the State engineers submit their questions and "} d problem areas in advance. Also, it would be hel ful to know what i ,/i v+r' 1 ulA procedures the State is using, or plans to use, in obtaining live`tr i { p5, I load ratings of existing bridges. 7, t ???t s 1 -more- 11 21 BUY U.S. SAVINGS BONDS REGULARLY ON THE PAYROLL SAVINGS PLAN 7.. A , FAMn j?????? t t r :Jr Y t ??Ap? 1 t 1 ?? y viol 4 -A r?17 !t.1Mc ?.k !? ? i h'. 5. 'Nil y' rF ' p Flak. ? ? :.. ? n,,:.:. ;'' ' 57?. ?y, . ?um?mnemtl ?_ RsrwwX4_E4s s?m7' ` , YW r N IMMEDIATE COUNTY BRIDGE NEEDS - JULY 1970 f (As Revealed by En gineering Inspection of All Copnty Bridges) ` // (Thousands D ll ) j of o ars TDTAL No. RATED l1NSAFE FOR LEGAL LOAD$ LESS THAN 20' WIDTH , - COUNTY OF onwrES ARTERIALS ACCESS ALL ROADS 1"I 70 NO. REPL. COST NO. REP L. COST NO. _ REPL. COST a Adams. 126 30 $ 324 26 If 221 8 = 69 ` _ Asolin B t 15 2 94 3 392 6 180 en on 65 3 1,360 2 29 2 20 ' Chelan Clallarn 40 2 37 210 2 700 0 o p - - ! 12 878 17 782 0 0 7? ? w Clark Columbia 69 2 70 7 J41 I 50 76 14 - 9 860 - - Cowlitz 53 0 129 0 1 3b0 23 19 265 .1 ,480 Douglas 27 NO IMMEDIATE BRIDGE NEEDS _ Ferry 16 2 350 6 1,063 3 800. uY Franklin 124 4 440 4 36 0 0 _ Garfield 35 9 11610 149 I 12 t ? Grant 249 2 240 3 201 50 2,000 ., Grays Harbor 153 15 346 45. 538, 5 306 Island 1 NO IMMEDIATE BRIDGE NEEDS Jefferson 28 NO IMMEDIATE BRIDGE NEEDS 3.+ ? Kin9 213 7 ,1,465 II 2,945 7 '555 ' . 6 Kitsap ' 14 8 525 0 0 p p ' ttittas rckitat- 264 65 6 20 - 61 10 88 918 II 9 341 - r ? -. 633 8 442 2' r Lewis Lincoln 248 6 318 16 513 33 1,099 143 19 552 27 828 0 0 -49 - ' Mason 55 4 304 1 10 13 ? 241 . . Okanagan 60 4 420 11 280 3 38 t R9 Pacific 90 3 160 4 238 17 940 ? Pend Oreille 16 NO IMMEDIATE BRIDGE NEED3 ?r Pierce San Juan 123 3 6 0 257 2 14 2 43 %s + Skagit 110 15 0 0 0 905 14 I 640 1 10 26 130 c Skamania 27 ' NO IMMEDIATE BRIDGE NEEDS 5 h i S h ' no om s 207 9 365 0 0 31 3,813 Spokane 296 14 916 78 676 46 1,096 -- r ` Stevens Thurston 76 97 4 16 800 2 35 1 532 1 65 29 0 1,318 0 x'ry` 1 2 c Wahkiakum 15 2 , 140 0 0 3 205 .s " Walla Walla Whateom 119 145 2 2 200 2 180 48 0 0 t Whitman "'kima 383 395 30 0 12 203 1,199 41 846 0 9 351 8 6 42 129 98 1,134 p r ' } AL 4,272 2 67 115,660 386 $13.113 394 !17 837 g t F su(3m+r to mra?l Al 'I COUNTY ROAD ADMINISTRATION BOARD 100 MAPLE PARK OLYMPIA. WASHINGTON 98801 TELEPHONE ` ' FICE OF TN[ May 15, 1973 soa -Tea-aava May M,",OFOF nATIVE ENOINEER All County Engineer FROM: Ernest Geissler x RE: Immediate Coun y Bridge Needs n In the last two county road reports published by CRAB, we have shown a tabulation q of immediate county bridge needs based on information gathered during the bridge inspection program. The overall county bridge program in the state of Washington S has been one of the best in the nation and it is something that all engineers and commissioners can be rightly proud of. d We would like to update the bridge information and publish a similar tabulation ..1u '..M1 in this year's report. Shown below is the information as of July 1972 as published k last year's report. Will you please utilize the space directly below to }hake in , any changes to update the information effective July 1973. Any bridge included in a ' the 1972 tabulation, rated unsafe for legal loads or less than 20 feet in width, that z ported is presently under contract for replacement should not be re as deficient since it will more than likely have been replaced by the time this report is published.' RATED UNSAFE FOR LEGAL LOADS LESS THAN 20' WIDTH y ry',.,. TOTAL NO. ACCESS ALL R_OA05 s BRIDGES ARTERIALS - w COUNTY OF 111170 NO. REPL. COST NO. REPL. COST NO. REPL.COST t 4 $78, 000 4 $71, 000 2 $53, 000 3 q Jefferson 28 _ ---=--- ?. IlM a4 ??r- T D °P ?/ C.------? I'LCASE PQ.J'DC JUL,-1 X73 UPDA`C- IiJFo(LfvlA7ivw). t . ? Also it would be appreciated very much if you would send any interesting pictures you might have of bridges in your county either old or new or under construction, or of any other construction type pictures which might be of some general interest.' We have found that pictures are often more useful than too many words and would I like to be able to use pictures from quite a few counties in this year's report. 4 EG:mlc r/!t^ (9? r- :y c 'T'f+' It t f -F (CT Ui' . _t' /.? ?i..?.. r ? ?f-{•7'fJ .1?.%',t?t.. i:: F'i..,:i c. Q^T lu?% p ?Lt i ,n r . row ? tti ': r rz I nrakty(,?q. r,' 1 b' i't Iu" ,`? i MAre top. 3 tL. rW I 4r ? d e n N ?Q ? r X71 ? r I rf 7 t I 1 1 1 v e? 1 al I '? 1 4 L I ( r I! ! V11?"4ftYGF. J , i I? 1 1 14, 4 r, s I F IaZ3 !s!'_l0 C'L. ?EPo.e-?" -rv C 'y ?' ?? e. (q S o.uZ: 132, 2t X, 1l0 3 K'Ro' +!7 !2 B M 2-S t 22 e • SS t woo . OwLrC? - a 2'"_ ?,/? : =. r"1LrG > 6' ,.1 zooo 4 I aaa ? T L E'?S Hri?; 20 Idrr? TI F fl L L 90,4 rz?, :; PU EEfS /5e. S?Ja ? ea S ,a ? A .c ao- .a ? 1-I E ?iP rf 1 LL C < 34' 3-tc? 96v 3 Bo o-s ?14 R ?? , . Z(? ti 20 '? i 5 / . ?. a ?? t F T 1 s ? ur COUNTY ROAD ADMINISTRATION BOARD IHIN WAY OLYM PI . WASHINGTON AY 9n604 AUMINISTRATIVE ENGINE!'R November 26, 1973 TEL-61E _ zo! . 753ea?eeTe ii ll. a Commissioner Walter A. Kelly, Chairman Jefferson County lio;u•d of Commissioners Box C Brinnon, Washington 98320 ... ?; Dear Wait: I just received a copy of the 1973 bridge condition anrd rating report which your engineer pruparod for your Board in accordance with CRAB Standards of Good Practice. Por whatever it might be worth to you, I just wanted to mention that I thought 3 that the report was exceptionally well clone in that it gives your Board a clear and concise picture of the condition of every bridge in the county and includes specific t•ecommendations as to repairs and replacements which the engineer fuels arc necessary. I assume that you and your Board will use the information contained in this ruporl as you put the finishing touches on your annual program for 197•1 and a in in thr spring as you consider the long range program for n the six year poriod ending 1980. ?e 1 V rul y you s ERNES GEISSLER, P. E. t Administrative Engineer .r m EG:nllc cc: CRAB Munlbers Mr, Ediauckur, P. E. El 1741 il t p COUNTY ROAD ADMINISTRATION BOARD, ' a Y 106 MAPLE PARK ? , OLYMPIA. WASHINGTON 98501 - ? ' olflCi 01 THe TELEPHONE AIN ISTRATIVE ENGINQER. April 30, 1974 206 • 753.6378 Eq TO: All County Engineer t FROM: Ernest Geissler RE: County Bridge N ds We have just begun the task of compiling information for the 1974 County Road Report which we hope to have ready for distribution by July of this year. One of the more important and useful tabulations in the report for the last three years has been a compilation of county bridge needs. ?g We want to include such a tabulatim again in our 1974 report but need some information from you in order to be able to do so. From the information 3 available to this office we conculde that every county has developed an ongoing bridge inspection program and, therefore, would have readily available information as to the number of deficient bridges. Reproduced below is the information with respect to deficient bridges which was included in our report last year on behalf of your county. Will you please provide in the blank spaces below the [lam, ' update information as of July 1974. Any bridge that is or will be under contract for replacement this year should not be shown in the new tabulation. Please note that the unsafe bridges are divided into two categories; the first being those rated by you as being unsafe for legal loads; the second are those which have sufficient load bearing capacity but which are less than 20 feet in width and, therefore, seriously deficient from a geometric standpoint, i The estimated replacement cost should be a gunshot estimate based on 1974 costs. I would appreciate it very much if you would fill out this form with the few tidbits of information that is required and get it back to us as soon as possible. ' TOTAL NO. RATED UNSAFE FOR LEGAL LOADS t1IDTH LESSTHAN 20 COUNTY OF BRIDGES ARTERIALS ACCESS ALL R OADS_ _ 11117'}' NO. REPL. COST NO, REPL, COST NO. _ REPL, COST Jefferson 28 0 0 3 $73, 000 2 $400,000 _y?.. i i m s ?AD ADMINISTRATION BOARD 1901 CAPITOL WAY OLYMPIA. WASHINGTON 98504 TELEPHONE May 13, 1975 206-753.6578 neers ^•? " 1 ,. r r Ltion/Needs, etc.K e legislature is finally drawing to a. close, it is time for I gin putting together all the necessary data for our 1975 the budgetary information is, of course, already available viously submitted. One bit of information that we don't ated bridge needs summary and for this, we need your, ' is the information with respect to deficient bridges in Luded in our 1974 report. Will you please fill in the blank d bridge information as of June 1975. Please note that Lded into two categories; the first being those rated by you Dads, the second those which have sufficient load bearing s than 20 feet in width and, therefore, are seriously a w- Che estimated replacemert cost should be your best gunshot N' costs. Will you please fill in the required information y today and return it to this office as soon as possible. TOTALNO. RATED UNSAFE F OR LEGAL LOADS LESS THAN 20' 1•VIDTH COUNTY OF BRIDGES ARTERIALS ACCESS ALLROADS _- 111171- NO. REPL. COST NO. REPL. COST NO. REPL. COST Jefferson 28 0 0 1 $16,000 2 $501,000 'Z(o o e i 'z&-, coo 3 -t4(.' 000 L--?LSASS Reminder: Several years ago all county engineers instituted some type of bridge inspection program in their county. Assuming that you have followed this inspection program, please note that the CRAB Standards (WAC 136-20-040) require that you certify no later than June 1 of each odd numbered year that all bridges have been inspected in accordance with the adopted bridge inspection procedures. Please note also that we have enclosed a revision of the CRAB Standard with regard to bridge inspection procedure which requires in WAC 136-20-060 that the ongineer's written resume of the findings of the bridge inspection effort be made available to his Board of County Commissioners no later than June 1 of each year (rather than July 1 as was previously the case). Thy/J WAS r j,,w,rreo 41z/f r . ki rr - ? r w ? t: ru ? + r. s +?? c a I { Ty k Syy` I }' 14 I,?1N?'tlS an? ? ,° ? I t?r. t r ?i Nx.; y ' 1 r "a ?i i a? asp f I !` I r?hm I?.: YJ ? ? 6 ? F L 1 j: COUNTY ROAD ADMINISTRATION BOARD , 1501 CAPITOL WAY .., h .. OLYMPIA. WASHINGTON 98504 - - .1 T.E ADMINISTRATIVE ENGINEER TELEPHONE 208-73J•33TB YYY"' C April 29, 1977 TO: All County Enginee s FROM: Ernest Geissler e RE: Bridge Information for County Road Report We would like to publish our County Road Report 1977 by mid summer this A year and once again want to include pertinent bridge condition information as in previous years. 3 Please note that the tabulation will be done in exactly the same configuration as in the past. Under the heading "Rated Unsafe for Legal Loads1l should be all ' those bridges,broken down into those on arterial and access roads, which your bridge inspection program revealed as being deficient in load carrying capability. The last column is for any additional bridges which happen to be less than 201 in width. Do not list any bridge twice. We have shown below the information included for your county in our 1976' reporL Will you please fill in the blank spaces in the outlined box below with updated figures correct as of June 1, 1977. / TOTAL NO RATED UNSAFE FOR LEGAL LOADS LESS THAN 20' 4VIDTH '" '.t{y-g COUNTY Jefferson PP.o-1tQE V? 7? 0PV1;-r9- A doubt as to the ownership and responsibility of the Leland Creek bridge at the end of County Road 088 has been removed by records found showing the County replaced this bridge and has subsequently done maintenance on it. This bridge is a sub-standard, one way, log structure and will require replacement. The County Road 088 establishment terminates at Leland Creek; but a useage road continues beyond the bridge providing access to Rice Lake and to private property beyond the bridge. This bridge will be designated No. 28 E, Leland Creek. D9 W - oz k1 .2SE ?* 1977 Construction - Hemphill Creek, Barlow Bridge, Heyers Bridge Nnrrnw //wrreW UP Jsle. 104"'M t I k w ` ? I f{ ?'It f ?, iv? l 4 ? 1 ? t ( ' r J f? . µJ I 11 ?t 1f r, - { r A a .? 1 ? % ? ' , f ?l _ ? I v .4 Ay J??,1 t '+T J?vy, ?I 4 • 1 OF BRIDGES ARTERIALS ACCESS ALL 111174 -N-O._ REPL.COST NO. REPL.COST NO. REPL. COST 27 0 0 1 30 3 822 28 0 O 2- do 3 qo 0 r ? _- i ?. O x 1lnM c0 ,b I „0? ,g? r z J O Aar& ir, a m. r., P o - ?. xz 4 N O 1 • al yv CC .tNm LL O • V.? '? - t as u s N Z ' 'Rfl x .? a 1- cc ' rocs w O u oc z w I w K LL J O LL 1 Wq? OM F ? 2 4 K 2 F K •O W W U' -j z LLW W W U Z J Na J Q iIWP.AS F" V t Q _ d Y w OZ' Z O E 0! ?o w W E JIB C7 JaQ S i '.. kv au o r-x x i » yam.. x . os a ax a I uj? w n oC 2' 00 WOG WWW f U, Caw Or-,t a 5i s. z C3 CO QY F -? ce :3 FF- wz 'i i k ui ?O A W} 000 a f tYm 000 I .. ! , C7 PWP J w :F f A ` _ c7 J Oc0.0 o } w 000 ° ' ?- 000 ' m O 000 I L 1 V1C rt11Ifl he f r 3 , r 2 mz PPP ,V? F f :9 0 ` K wu f 1 ui ! !v 1 r J (,.. 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' • 1l ? i i it .?•... - _ .- - ,?° ?' -I I e! ti'=•I d ? 1' n l i I +I ? a r ? h• ? S?. e? , i -• ? ; i .: ,? i I ?yCr95/ i F? ,U? YM ?j nom-' i II- ,; ?. ?• _ I _ n I' f '?j. •t ;? ?? ^ w 1101 anoua R ?3 R• ..I _.-. .- ht ,r yr• ' P i ` ?r„ JNndA a f; y 6l HJf1021H1 S SNWf110:) 31dJlldfl(3 H _.?'5y}' xN CN- ? 1' n h f J h W) gg ! ? ?n r S S' N P ?t ?4 r i b CO co co co oo co' € 4vn, r t? h I r 8 (h?n T 7t ? ? 7?' $ rf a ?( h? - r ? t f t n?MO, „ t ? ,?alt ht ?? 't: i t 1 - r yyyt ''' 4 y s r.l 4.91, t 1 COUNTY ROAD ADMINISTRATION BOARD 1301 CAPITOL WAY OLYMPIA. WASHINGTON 98504 ,.k,? OF The TELPHONE ovrlce ' 1 ADMINISTRATIVE ENGINEER 208-X336378 .??.'•. ?i April 29, 1977 TO: All County Engine e-? b } aG tq`x- ' f FROM: Ernest Geissler - d R t R f C epor oa or ounty RE: Bridge Information We would like to publish our County Road Report 1977 by mid summer this year and once again want to include pertinent bridge condition information as ` in previous years. Please note that the tabulation will be done in exactly the same configuration as in. the past. Under the heading IlRated Unsafe for Legal Loads" should be all - '' those bridges,broken down into those on arterial and access roads, which your -: bridge inspection program revealed as being deficient in load carrying capability. The last column is for any additional bridges which happen to be less than 20' in width. Do not list any bridge twice. , We have shown below the information included for your county in our 1976' . report. Will you please fill in the blank spaces in the outlined box below with f J 1977 1 t as o une . , updated figures correc 1 TOTAL NO. RATED UNSAFE F OR LEGAL LOADS LESS THAN 20' LVIOTH ??{ r r- e ?,.E 7; s n 6 NO. 27 0 0 1 30 3 822 ti. f ?`I 1 re+ * O O *2 Go 3 9160 COUNTY OF BRIDGES ARTERIALS ACCESS ALL ROADS L__ ?5S: 28 pSLo J *< 05 li7 °7 uP vA-rv- * A doubt as to the ownership and responsibility of the Leland Creek bridge at the end of County Road 1188 has been removed by records found showing the County replaced this bridge and has subsequently done maintenance on it. Thin bridge is n sub-standard, one way, log structure and will require replacement. The County Road G88 establishment terminates at Leland Creek; but a usenge road continues beyond the bridge providing access to Rice Lake. and to private property beyond the bridge. This bridge will be designated No. 28 6, Leland Creek. V? w oz t"i 2 sE Jefferson REPL. COST NO. REPL. COST NO. REPL. 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WIDENING CONTRACT) 19E RAILROAD OVERCROSSING r 21E OLD LITTLE QUILCENE (16E LITTLE QUILCENE REPLACES THE OLD BRIDGE FOR VEHICLE TRAFFIC) 4W HELL ROARING (THIS NEW BRIDGE COMPLETED IN 1981-REPLACES OLD WOODEN r STRUCTURE) 8W QUEETS (MINOR CHANGE TO REFLECT CHANGE IN YEAR OF REPLACEMENT) 11W OWL 27W WILLOUGHBY 29W HOH RIVER (ABANDONED IN FAVOR OF ACCESS TO AREA VIA DNR ROADS) THESE CHANGES SHOULD BRING JEFFERSON COUNTY BRIDGE DATA UP TO DATE. 4 SIN RELY / + M.L. SANSTROM, P.E. t, DIRECTOR OF PUBLIC WORKS 7 'i_ CC: BRIDGE FILE r ? t. IOHN SPELLMAN'?yF DUANE BERENTSON Governor 5-etary STATE OF WASHINGTON DEPARTMENT OF TRANSPORTATION Transportation Building . Olympia, Washington 98504 • (206) 753-609? COUNTY ENGINEER ASST CO. ENGINEER July 20, 1983 CONST. ENGINEER OFFICE ENGINEER COMMISSfONERS R0W SUPT --- - City Engineers County Road Engineers -- - Bridge Inventory L Our File: B-60.1 FILE Gentlemen: Enclosed are the updated State of Washington Inventory of Bridges and Structures (SWIBS) bridge inventory forms resulting from your most recent submittal of information. Please check to verify that your updates were accomplished correctly, and place these forms in your bridge files for future use. Should you have any questions regarding any edit messages which may be printed on your forms, or regarding any other aspect of the bridge inventory, please contact me at Headquarters State Aid Office in Olympia, (206) 753-2888, (SCAN 234-2888). Your continuing cooperation in inventorying and inspecting your bridges is most appreciated. Sincerely, ?iJT , ,may DAVID W. ANDERSON State Aid Bridge Engineer 4t "n, RECEIVED F, DWA:cej/49 JUL 191983 , P Enclosures COUNTY J EFFERSON ENGI NE -1:0- , I c;re ? j t fla Y. 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O 112 U1,p I vU n P Gentlemen: z Enclosed are the updated SWIBS bridge inventory forms resulting a from your most recent submittal of information. Please check to verify that your updates were accomplished correctly, and place these forms in your bridge files for future use. The validity edit and logical edit features of the SWIBS forms ., printout will assist you in reviewing the completeness of your bridge data, helping to insure proper consideration of your bridges in the Bridge Replacement and Rehabilitation Program. If you are not yet familiar with the edits, please refer to the enclused copy of our August 24, 1979 letter and attachments, ., which will help you understand these added features. j 'iuur continuing cooperation in inventorying and inspecting your bridges is most appreciated. r % R ? at Sincerely, r 2 1 ' {.EITH ETiGF / t State Aid ee r p gi r 0j KE:cz r %« t Enclosures ?I V F® ' F ?t d il; T M 1 .? 1 C 1C K ? r- . U MAY 21 1980 ?T ? ? `? ???r .• )UN OFFS..- . ._.:RS. +' y ?. ': .S M i dts r* t h ?f ti N d \ i 1 r H tr ?t1 }yi r A? h rr , ? ???[4?f? + I 4l )11??11 x k ' ? i e c ti? 1 ? µ ? 1 ` r ` I rr? 1 t t JJyyC? ? t q i ?I a a r STATE OF DEPARTMENT OF TRANSPORTATION WASHINGTON HiShway Admi,ist,al nn B,ildimq, O vmna,wasmn"mnvesoa 206/753 6005 Dixy Lee Ray August 24, 1979 City Engineers County Road Engineers Cities and Counties for the State of Washington w .. Bridge Inventory Listings On and Off Federal-Aid System Gentlemen: We have modified the computer output on the SWIBS forms, and request that you review this letter and its attachment so that you may become familiar with the modifications. They have I .? been made in an effort to assist you in reviewing your data, so that your chances of qualifying for Bridge Replacement fund- i? ing will be improved. A "Record Deleted" message and a new series of edit messages have been added to the white form and each package of forms mailed to you will include printouts r , d f th d t e up a es ma e a (green and white computer paper) summary o " a and the records updated. The modifications are: " " 2 update did "Record Deleted." Until now a type nothing but eliminate a given record from the file. There was no output to show that the deletion had r been successfully completed, or what the data looked ''. ?dwj G like at the time of deletion. From now on, a standard SWIBS form will show data current at the time of dele- tion and will have the message "This record has been deleted" printed next to the control fields. (Example, t Attachment No. 1.) You may then keep the form in an obsolete status, or destroy it, at your discretion. Update Summary - With each mailing of updated SWIBS forms we will now include a summary listing of the up- date activity which took place. This listing can be useful to you when checking for possible keypunch errors, and is the only output available which contains both the old and new addresses for a record which had its control fields changed. (Example, Attachment No. 2.) Validity Edit - This is the same as you've seen previ- ously. Whenever a code is not acceptable to the compu- ter, the invalid data is underscored and a row of aster- isks prints under the card number at the left edge of the form. The asterisks are printed to aid you in iden- tifying which cards contain invalid data. All under- scored data is incorrect and must be updated Example, - to to-Fment No. T.-F- 1 M Aa 1li' - r. August 24, 1979 Page 2 Z.:': n u +? ?y 4. Logical Edit - This is new. Whenever an update is ° r made, each record is run through a logical edit a composed of more than 65 separate checks, each of which compare the values in two to four fields. ai Fields which may be in error are listed at the top of the form next to the control fields, with a mes- sage which reads "Please verify the coding in the fol- " lowing fields: . (Example, Attachment No., 4.) This ; verification is for you to do, and does not require • a letter telling us that the data is correct. Please _ check the indicated fields closely against the SWIBS Coding Manual, and submit any necessary updates in the usual manner. Please keep in mind that underscored data is incorrect, and must be updated. -Fields liste at t e tom of-tFie form ?ear to be incorrect when compared with another listed field,--an--d-may or Y may not require updating. Please do not notify us if listed - fields are OK, just be certain to senU Tn t e appropriate updates if they are not. Should you have any questions regarding the new edit program or other aspects of the SWIBS inventory please call Gar Demich at , y the State Aid headquarters office (206) 753-2888, SCAN 234_2888. Your continuing cooperation regarding the bridge inventory has . made Washington State's inventory-inspection-replacement program ?R one of the best in the nation! Thank you. ? Since 1 5 ` t i' KEITH E EN ? " ? i ' State Aid Enginee r ? ? KE:cz GD ? ^"tQ? Attachments ?? +'.? M N? - .: '? ? v __ 41 -. t`Tr+XiTs"i"- .? aw '•J't?u ?' _,t?._?. -L?`'.tiuL.?n---T ??.... ? e, v$.?.'.-.L? { h Ow C 1 1 N C'i CCO 'Y 1 I J I J 04 41 3 w H ? R °? ? S u ' ti? ? I 8 C' .oaJS I '? sn J?. - R' QI I ?z OO . f4tLa O. V x N ? .+03 fT FZ ?? ' y°?G ' ? 'f G' OC' j uj 01 O itONY +. ? ervw w?u ?{? o R R > 0.9 -am w u so i??O?X . 1n,sw YraM u 6.,. K.. 3r UN a- .. C 3 qty 3 OZ tm 4 ,o? I u'J >.u l s rn !° LL 1(1 ? 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W 7awer _ _ ? ? - 1 J- W- IT'---i - i 7 si 7 / ?' I I 17 --- --------- 40A ev'r 4ti: t- u r - 77 7 A/ ,r pf,{??.,kaN ?r Ctt F t t IF ? h ? df {V3 [F N?t a k ?'1f?yµ? ?T , °, , r ? n r+ +1? T ? ra ? i .. t '+ur h ,. E T?? hq F 1 f: } L F U - ? 1 1 9? ' A t 1?n,! t? t ? r t 9 fts+' v Orr ? rs t r l k r 1 t` n4 t^ r{ 14A 10, , r , tr ,i i MANN= m STATE OF DEPARTMENT OF TRANSPORTATION WASHINGTON Highway Ad. miW mi- Ulding, Olympia, Washington 98501 2(W/7536005 o Lee Ray d G Gou vernor Or - September 19, 1979 v.H>< City Engineers of Washington County Engineers of Washington Annual Bridge Inspection Package Gentlemen: Enclosed are the State of Washington Inventory of Bridges and Structures (SWIBS) bridge inspection coding forms for your use during the upcoming twelve months. u All inventoried bridges were scanned by computer and forms were printed of "d t h y a e e for those which require inspection (as determined by t inspection" and the "inspection frequency" codes) before July of 1980. ' Federal law requires the inspection of all bridges carrying or crossing ectors f ins ti °" - -W- A 71 - . p on o public roadways, and sets the standards for qualifica erformed by experienced personnel who have completed be tions ma i h a y p nspec T e a comprehensive training course, or by a licensed professional engineer. For those agencies without an engineering staff and without a retained consultant engineer, we suggest you contact your county engineer regarding possible assistance. Should you have any questions regarding the use of these forms or regarding mich at the WSDOT Headquarters D t G e ary the bridge inventory, please contac SCAN 234-2888 2888 753 . , - State Aid office in Olympia, (206) r! s Sincerely, YI° ?? ?, ? State Aid En er KE:ds GO Enclosure cc: Ernie Geissler w/sample enclosure Stan Finkelstein w/sample enclosure Dist. State Aid Engrs. w/sample enclosure -C*3« , v s r. i w t } ? rye .? i i ? 1 ? ? K? ? ? .,? ?r6 ?A-d1: ? eN ? wu 3 rU a u' I?i„fATI iri 1"' tSt ",J4 'tt ik +d?M 1 Z ys.l ,$i yb'r ?? v., ? e? 5 X r r5 ? l ii ? d l t 1 t 1 4? 1 7 ! k 1 1 1 1 ?} '? ?F yl "IV .I?Uf( 11 4., 1 + ° P ?Ty -? ? N11M ff r ? 1 ` lei{- V r~ 11 Yi 3 rti ?l*?1R`1?1 ` `k 1{ r r ` l - 1 a ? ? ? .? r 1 I ??(( 11? 1? ? tea' y 1 We have received the listing from the State Rid office showing all bridges which, according to the computer, have not been inspected within the past thirty months. Enclosed is a copy of the printout for your county. Obviously there may be several reasons for this listing such as 1) the bridge has been eliminated, 2) the bridge has boon replaced, 3) the bridge was inspected but the forms weren't sent in, 4) the state did not code the information properly, 5) many others.' Whatever the case may be, r'd appreciate it if you would review this listing and if you find it in error, work with the State Aid Division to got it corrected or, if it is accurate, address a lettor•to the CRAB of- fice explaining why the required inspections have not boon made and what, if anything, you expect to do about it. r think we have one of the nation's best bridge inspection programs and S believe it has paid off for us in a big way. Let's make every effort to keep it up to snuff to the maximum extent possible. -C... , 1t? l l ] Ul I ah r? YQ r7Z u waJ ac ? mo Q n# I j f-C ? I fL 2' 03 JJ I-U 4Z o ?m z u 1 O 1 VY j LL WG I wa 1 az 1 I I Or 1 T 3u .I I 00 Ary I aC 7_ ?' t 1 Ua 1. 11 I-Y I_ I ? J 6Y: "°F I. I I LLC) I 7p a 12 71 ?I 1 S IS 1 of I ;7 I I I wal ? 1 U'WI n 1 Om I - 1 x?I µ I q% i 1 I i 1 I Y I 1 ? I. 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Washington State vB® Department of Transportation Duane 9erentaon Transportation Building KF•01 Secretary of Transportation Olympia, Washington 98504.5201 K.; 206 753.6005 February 9, 1987 All County Engineers SWIBS Bridge Data 1987 Essential Needs Study r '4 Several counties have requested a listing of their bridge information a to assist them in preparing their 1987 County Road System Essential Needs L; Study. ` The enclosed printout is being provided for your information and use as you may choose. The bridges are sorted by AASHTO sufficiency ratings, the criteria used to determine eligibility for the Federal Aid Bridge Replacement Program. The letters "SD" or "FO" following the sufficiency rating indicate that the FHWA has identified those structures as being "structurally deficient" or "functionally obsolete" as reported in the s nationwide inventory. An estimated replacement cost, based on average bridge construction ` ( contract prices and listed in thousands of dollars, is included in the rintout F, p . 4 Should you have any questions regarding this information, please contact me at (206) 753-2888, SCAN 234-2888. I hope this will be helpful in w '! preparing your needs studies. i Sincerely, SS Cy DAVID W. ANDERSON, PE State Aid Bridge Engineer DWA:ds Enclosure R E _ E" L-P ' FC3 12 19©7 JEFFERSON COUNTY ENGINEERS OFFICE IIIIf?'?1IIII 1 I 00 OOP ONN.v?IOrO?Om?llY..•r Y?a00 t}' 1 J 1 O' T 00-0m^I(Y?Om.JS.1, 0 1 l, 1m PmY1Trm?0 1 a 1 ON•?OTmdN.-I.ti ?rr000^ti'EMP MO I P 1 w 1 r+oogoo.+oooo?ooodooogooqooo - P CK 1 0000ooo00o0 oo00000 ooooi oo cli azw o N oo?oI 0 odo a: 1 a 1 m m 000 0. 1 O 1 N N o o'o 1 oe 1 0 'I a 1 00 0 000 1 1 I w O00 'I a 1 ...-? .o.. qo I > 1 InT 'om 000 1 I- 1 1 1 ix 1 : I 4 1 ODD 11100000n00 00 o 0000000000,000 1 W 1 '[Om m00000m 00 0000 0000 00 00 0 000 ?c 1 1 1 I 00 IO 1 1 NVINVIV) w 1 LL dm omrAIP NUf?-0POI?-0r TvPP1f1 SII(1nP ' 1 LL 11 !OmP1?On1f1rH..11fYt^SaOSI?Tn[)OiONm JSSS 1 N I O.yNNN..O 16-9 S"1m PPO dr+ 'z ?i Lnmo'OOo 1 ?1 + I D'hhNnnm mmmm mm PIPPP I Id sar-II I?n o 0 ormmmP onnrna d ornhrrmmmnn >-4JU'ZJi !?T-0S mnmm mm mm mJ COMM mlmm m mihm m(:DC'* q?JOQ I iNOSf+?Pmm -0mmVJImmm immm?mmm 'aim mm I? 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I 1 1? ? f? f > r m•+5C I LL TT ?1PPtpf?y-0PPNN.+.+ ...TTP '+P?y'-1-0 f .,,. ? ? 1 N?t 1 ? -0-0A ?A AI)A+O Aa AAA Ad-0?ADA ALD ,1!' r': ?y +'N r J,': ,.: V 1 .r.a ..•.qr.l .r..•.r n1r1 .-1ni-1 .y ry.I .y.• ? $ ?r 4 ZJ t 1` 1 r ° ? A-'+4 fi r'. ..,ww •ws7agrcatl ., a r .?__ ! r t } t -ft v Op wsn x?r GO 41 ga , •r ?e n s % F p ' Washington State Duane eerentson Secretary of Transportation r Department of Transportation Transportation Building KF•O1 - Olympia, Washington 98504.5201 206 753.6005 August 11, 1986 Selected City and County Engineers SWIBS Bridge Inventory G Coding Forms v_ Gentlemen: Enclosed are copies of the SWIGS (State of Washington Inventory of Bridges and Structures) inventory coding forms for all your bridges. The forms ' a show all data on the SWIBS inventory and include all updates received a in this office by June 1, 1986. i We have identified two problems which made it necessary for us to print a new form for all your bridges. The first was a program error which caused a minor discrepancy in the sufficiency ratings shown on all forms printed between November 1985 and P'rp April 1986. The new forms will give you the current sufficiency rating for your bridges. The second problem is more complicated. All updates to the SWIGS file received by this office during the month of November 1985 are not shown } in the current file. Neither are we able to recreate these updates. If .A you submitted any updates in or around last November, review the new coding forms for the bridges updated and verify that the record is correct. If n you have any updates which are not shown on the new forms. you need to resubmit them. If you have any questions, please call me at (206)753-2888, SCAN 234-2888. a Sincerely, DAVID W. ANDERSON, P. E. tiJ } State Aid Bridge Engineer u , a r I ??" i ; Dwn:c/19:14 Enclosures cc: District State Aid, w/attachments RECEIVED 1985 ?r}p ?I tii^ ti ? 3 AUG 14 r ?aW'Al? JEFFERSON COUNTY ti; Fs1 .????? ENGINEERS OFFICE ?_ 1 r J A FILM a Y 7 ? k Y h Xa'8 ^,1 m "? ?>) j - ) ? ? ,rl i tiY yr 4 r ., ?,: P y? L ,y ? Y S 1 r SJ- Y ll i t I l A4 9 - Washington State Department of Transportation Transpwlati- Mildi -' P 1 g 01rnp4a1WMt Ygtan 98500 1 208J53 8005 ouen0tlenapn.5ecnwy December 16, 1985 u 6 ?caca Selected City and County Engineers A, SWIBS Bridge Inventory Coding Forms r Enclosed are the new SWIBS forms for your bridges. These forms are pre- p and show all the data on the SWIBS inventory. All updates received by this office through the month of November are shown on the forms. Updates received after December 1 are being held and will be processed in the normal cycle at the end of December. These forms are to be used with the SWIBS Manual which was mailed to you on November 18 1985 "x , . .. It is suggested that your forms be reviewed to ensure that you have each bridge inventoried. Also each individual form should be reviewed to verify the data in the file. r, Also enclosed are blank forms which you can use to submit new records c 1 as necessary. , Although we will be able to process both the old and new coding forms, it is recommended that the new forms be used for all coding after this r date. a . If you have any questions, please call me at (206)753-2888, SCAN 234-2888 Sincerely, DAVID W. ANDERSON, P. E. State Aid Bridge Engineer `f .? DWA:ce,l/12:40 t Enclosures cc: John Klasell Ron Selstead Bob Elderrkin a ?r Rex Howry Dick Guhlke ??? SYMIIr OruISlYe oINWMOton , ?, ? jt r? ¢ `'@1 9 1 O ^u m cl:? O UJ O LL Y M F 3 W Z U') > H Z O 1i O W c? 3 W O W In IY{I • 11Y0Y0 - Yl]O)Opl1 O.OY01? ?h ? ? edu 61 Hono8H1 S SNWnioo 31Ho I idn0 :, 81N3 H1H0 • m m m m m m 3?' B9 (D f0 co m m r - r r r r - r Of O U7 O LL Z U' 3 W Z U7 > ti Z O O U »u pram noruroor Y S T*A ?n lb I L ? _555 I - ,r ?4. 61 Hono0IH1 S SNWni03 3163I-1cmo :.81N3 6160 .m N .? ... .w .m ..v 9 m ro w m m ? au s" ?s X'0,5 03,50 .ve x Washington Stale Department of Transportation Duane Berenfson t "- Transportation Building KF•Ot Ol Wa h to 98504.5201 is Secretary of Transportationw ? ' . s ing n _ Ymp 206 25x,6005 . ... _ , q k March 17, 1986 Mayors, Cities Over 5,000 Population Chairmen, Board of County Commissioners Re: Bridge Inspections It has come to my attention that there may be bridges under the jurisdiction of local governments which are not being inventoried and inspected in accordance with the National Bridge Inspection Standards (NBIS). These would be bridges which are probably not under the operational control of your road or street departments but which may belong to other departments such as parks and utilities. NBIS requires that all bridges on public roads be inventoried and that they be inspected at least once every two years. Public roads are defined in Title 23, United States Code, Section 101(a), as "... any road or street under the jurisdiction of and maintained by a public authority and open to public travel." Also, NBIS applies only to those bridges which are over 20 feet in length and which carry public vehicular traffic. Since 1979 all bridges within the State of Washington which are on city z streets or county roads have been included in the State of Washington Inventory of Bridges and Structures (SWIBS). SWIBS is a statewide computer system which allows for the reporting to Washington, D.C. of the status and condition of all public bridges in the State of Washington. Please check within your agency to determine if you have bridges subject to NBIS which are not being included in SW1BS. Your city/county engineer has records of those bridges which are presently included in the inventory. If you have any questions or are in need of assistance, please contact Dave Anderson, State Aid Bridge Engineer, at (206)753-2888, SCAN 234-2888. RECEIVED, MAR 17 1986 JEFFERSON COUNTY ENGINEERS OFFICE es r l vE March 17, 1986 Page Two 8. Thank you for helping to make the State of Washington one of the leaders in the nation in respect to compliance with NBIS. Sincerely, - WILLIAM I. HORDAN y"n u State Aid Engineer a I WIH:cej BD/DWA/15:11 °k- cc: J. Klasell, District 1 r ' R. Selstead, District 2 4 4 B. George, District 3 `r B. Elderkin, District 4 R. Howry, District 5 li D. Guhlke, District 6 R. Pillsbury, FHWA S. Gloyd, Bridge Division P.S. If you wish, your agency can utilize the SWIBS system to maintain d a recor of structures not subject to the standards. Examples of structures a " not subject to the standards are or equal to 20 feet in length, and bridges carrying water lines. than r? ?` vY! 4 r, ? L x E-y ? 3 " L ? t s ?S. ;.. A? 4 , ARVID GRANT AND ASSOCIATES, ENGINEERS 1600 EAST FOURTH AVENUE, OLYMPIA, WASHINGTON 08501 PHONE 206-043-2300 February 4, 1970 File # CO-0 Edwin Becker, P.E., Jefferson County Engineer Courthouse Port Townsend, Washington 98368 Dear Ed: Chelan and Lincoln Counties have loaned their Bridge Condition and Rating survey Records for review and consultation to Mr. Ernie Geissler, CRAB. The program, which still is in progress, is not a mere regulatory prescription. It is anticipated that it will become a real management and engineering tool for you to accomplish more and accomplish better. The Bureau of Public Roads has developed guidelines, so has AASHO, and, our CRAB. There is legislation, introduced and in planning, meant for assisting you in your bridge management work. It is up to you to do it well so as to present your need parameters properly, and, to allow for development of a meaningful and proper level of program for attending to a problem carried over from pioneer times. Since proper execution of the work is in the professional domain of specialists, being such, we have communicated with you regarding this program. p? w? We still have two teams of engineers engaged in this work and intend to keep them so as long as the necessity prevails. The records, which you may examine, are comprehensive and cover the problem spectrum in compliance with BPR, AASHO and CRAB guidelines, - and have been prepared in accordance with appropriate bridge engi- neering methods. Messrs. Don West, Wenatchee, and David Davis, Davenport can give you details about all other that may pertain to the concern. „ In anticipation of economy, you may have endeavoured to perform the necessary work yourself. The work requires a specialist's Cont'd W:..r P ?If ?Ik?t "ni y r r ??t 4 t. .. ...?.? 6 .1 g?. Y u AG:rp ARVID GRANT AND ASSOCIATES, ENGINEERS 1600 EAST FOURTH AVENUE, OLYMPIA, WASHINGTON 98501 Mr. Ed Becker, P.E., Jefferson County Engineer Courthouse Port Townsend, Washington 98368 Dear Ed: PHONE 206-943-2300 January 26, 1970 File ,y CO-16 Re; Bridges Queets trusses were investigated about 7 years ago for their load carrying capacity. Static loads were used (loaded trucks). In the meantime the structure has received new deck (changes in dead load) thus, the remaining live load capacity is different. Further, the use over the past years has also had effects upon structures. In 1966 we developed a method for measuring structure response to moving loads, obtaining actual deflections, and, obtaining structure vibration period data. The method yields much more authentic results than the conventional static load response analysis. It is recommended that it should be used on all structures where a thorough inquiry is deemed necessary. Ernie Geissler has Lincoln and Chelan County bridge rating records for general inquiry and work coordination. Sincerely, ARVID GRANT AND ASSOCIATES Arvid Grant 4 - f? z? ? w s -Af . 'Lfa l'rY .. a i ARVID GRANT AND ASSOCIATES, ENGINEERS 1600 EAST FOURTH AVENUE, OLYMPIA, WASHINGTON 98501 ? e2nrr •"?c?kR Edwin A. Becker, P.E., Jefferson County Engineer Courthouse Port Townsend, Washington 98368 PHONE 206 - 943 - 2390 April 2, 1970 File # E-008 Re: Bridge Inspection and Rating Analysis Dear Mr. Becker: In accordance with our Agreement of February 16, 1970 we have completed the inspection and service load capacity rating analysis for eight bridges in Jefferson County as instructed by your office. Our findings are presented herewith in the following enclosures: 1) Summary Tabulation 2) Bridge Inventory Record Cards 3) Load Capacity Rating Analysis Calculations 4) Detailed Rating Report, Queets River Bridge Our recommendations resulting from this inspection are as follows: '`. ... N f 1) The Alder Creek Bridge on Road No. 216 should be repaired immediately by replacement of the missing column member. 2) Bridges rated less than H-10 should be posted with load limits (except for Queets River Bridge, see detailed report). The Queets River Bridge should be posted to restrict the load to one vehicle on the bridge at a time. This may be any legal vehicle up to a 72,000 lb. GVW logging truck. 3) The County should initiate a program for repair and re- placement of all bridges not meeting the current County Standards for new bridges. C on t' d n? a ARVID GRANT AND ASSOCIATES Edwin A. Becker, P.E. rxz' April 2, 1970 x File # E-008 Page 2 The bridge inspection program was conducted in accordance with the Bridge Inspection Procedure issued by the County Road r Administration Board of the Washington State Association of County Commissioners on June 20, 1969. Service load capacity rating analysis was made in accordance with Section 11 of the Standard x. ' Specifications for Highway Bridges of the American Association of State Highway Officials 1969. Where construction plans were available, dimensions of components were taken from these plans. } In the absence of plans, dimensional information was obtained in the course of the field inspection. Member strengths were reduced to account for loss of strength or deteriorated condition. Dead ( load camber and static and dynamic live load deflection measure- ments were made on the Queets River Bridge to assess actual bridgea performance. The service capacity rating is expressed as an equivalent AASHO H loading. The H" specifies the distribution of gross vehicle weight in accordance with Paragraph 1.2.5 (B) of the AASHO F Specifications; the number following is the gross vehicle weight in tons. The number of traffic lanes is in accordance with Para- graph 1.2-6. The service rating assigned to each bridge represents the allowable live loading permissible for the bridge in its pres- y z. ent condition (as of the date of inspection). Permissible load is defined as that loading which the structure can be expected to support in normal service and for an extended period of time (i.e. many cycles of load application) assuming good maintenance. Over- Ma load ratings have not been assigned and none are recommended for bridges rated less than 11-10 except for the Queets River Bridge. a In our estimation the Queets River Bridge is one of thea most heavily loaded bridges in the State in terms of number of cycles of full (or greater) design stress. Traffic volumes obser- ved indicate 15,000 to 20,000 fully loaded log trucks (up to 75,000 lbs. GVW) per year. Observation of structure performance under these loads, analytical studies, and comparative condition surveys ti indicate that this bridge is capable of carrying these loads with- out danger of fatigue failure. The ability of this bridge to carry this overload is due to high quality workmanship in fabrica- tion and erection and to a high ratio of dead load to live load. This bridge should be inspected and the rating reviewed at least 7 every two years as recommended by CRAB and AASHO. It is recommended f that the load on the Queets River Bridge be restricted to one 72,000 lb. GVW log truck at a time. The bridge record cards include a general card and one or more detail cards except that small single span stringer type bridges are recorded on one card only. The front side of the general Cont'd r 4 .. ......? .. i.,..... i.......i .. ... a.,,c..oivaa? i ?,ur l„ac11 ,.5 a,lu are r 1n LenueQ include sufficient information to substantiate the rating analysis rt calculations. Where construction plans for concrete bridges were not available, conservative assumptions were made of reinforcing steel and such assumptions are shown on the rating analysis cal- culation sheets. F, The completed work allows development of a comprehensive bridge management program initiation of which is mo t tl ' , s urgen y recommended. We are also returning herewith the following plans obtained „ from your office for this review: Queets River Bridge Redecking Queets River Bridge South Approach Queets River Bridge North Approach (2 sheets) Queets River Bridge North Approach (shop drawings) you. Thank you for the opportunity to have been of service to Very truly yours, ARVID GRANT AND ASSOCIATES Jph H. Clark, P.E., vF% Se for Project Engineer JHC:rp H. C4 W Enclosures of WA$Nq 5- w A t ilk ;kJ f - , ?n i J 7.A Ir - 7 f l 1. 1? ,yp; r , s F N1 ?t MI A, _ r n ? ?k 7r+ ARVID GRANT AND A550CIATES INTRODUCTION AND SCOPE In accordance with our Agreement dated February 16, 1970, we have z;. conducted field and analytical investigations on the Queets River x' Bridge - Clearwater Road in Jefferson County. Investigation pro- cedures, our findings and recommendations are contained herein. Investigations included an analytical investigation of the stresses k imposed upon the bridge by the existing dead loads and live loads corresponding to current useage and a live load capacity rating in accordance with the provisions of the AASHO Specifications for Bridge Design. Field investigations included static and dynamic live load deflection measurements under typical existing traffic and a condition survey. M FINDINGS AND CONCLUSIONS The results of our field and analytical studies are summarized in the following conclusions: 1) The general condition of the structural steel work and concrete deck and substructure of the bridge is satis- factory, and only general maintenance tasks are required at the present time. 2) The rating for standard H loadings in accordance with the provisions of the AASHO Bridge Specifications is H-7 for one lane, based on the stresses in the lower chord members ?. L6-L6'. 3) Studies of the stresses produced by the character of traffic now prevailing, i.e.: a single 72,000 lb. GVW log truck is ;.a r. that maximum overstress on the order of 108 occurs in the critical truss member. gy'; F• 4) It is concluded that although this bridge experiences approximately 20,000 repetitions per year of maximum load- ing described in conclusion number 3 and has done so for the past 5 years, stress levels are sufficiently below the endurance limit stress of the material to make fatigue failure unlikely. 1tl+l.Vl`ll`1G lV UHL1VlYJ x The following conditions requiring maintenance attention were noted ' in the condition survey: 1) The bridge expansion rocker bearings at the 2 main piers should be cleaned. See Figure 2. Dirt and debris in the bearings preclude their proper operation. This task should be performed annually. The cleaning should be accomplished using compressed air and a high pressure water jet to completely remove debris from this area. ?p4 5 2) The stream deposited debris and logs which are lodged against the upstream side of the center pier should be removed to reduce the possibility of scour in the vicinity of the pier. This also should be done annually. See r Figure 3. 3) Rust spotting was evident in some areas of the top chord members. See Figure 4. It is recommended that these * -_ areas be sandblasted and spot painted. ` 4) Joints between the precast concrete sections of the South approach spans have cracked and permit water leakage onto the substructure below. The joints should be cleaned and regrouted. Cleaning should be accomplished by a combina- tion of sandblasting and chiseling. Grouting should be done with a combination of epoxy compounds and expansive as cement grout. See Figures 5 and 6. 5) The bridge should be posted so as to prohibit more than w one truck on the bridge at a time. There are occasions r when two trucks are on one span at a single time. See ' Figure 7. This should not be permitted. Load limit post- This ing is not recommended. FIELD INVESTIGATIONS The field investigations include a visual condition survey of all members from the bridge deck and from the banks of the river under- neath the bridge, dead load camber measurements, static live load deflection measurements and dynamic live load deflection measure- ments. The condition survey revealed no unsound structural members. Some of the portal frame members have been struck by overheight loads. In some cases the lower members are bent as much as 6 inches from their original position. These damaged members do not adversely nv . In Y` ARVID GRANT AND ASSOCIATES Page 3 Y affect the load carrying capacity of the truss, they do however have some effect upon the load distribution characteristics of the truss.' The same damage to these members was evident in the condition survey M; made by this office in 1963. Truss joints appear to be tight and sound, no evidences of failure were noted. Deck conditions were t found to be satisfactory with the exception of the joints between mac concrete sections of the South approach span which were cracked and filled with loose dirt and debris. Evidence of water leaking through the joints can be seen on the pier cap of the intermediate pier of the approach. "See Figure 6. Evidences of rust were beginning to appear on some of the joints and upper chord members. See Figure 4. The condition of the paint on the lower chord and floor system mem- bers appear to be in relatively good condition. Debris has accumu- lated in the vicinity of the rocker bearing (see Figure 2) to an 1 7 extent where operation of the bearing for expansion due to tempera- r?tw ture movements is hampered. The locked bearings have imposed ex- 40 cessive horizontal loads on the end piers and caused cracking on the South face of the South pier. See Figure 8. These horizontal loads y, can be relieved by cleaning the bearings. Field investigations conducted in 1963 by this office included levels a " along the top of the lower chord members at each panel point. These r investigations showed total remaining camber of the truss at panel ' y? point 7 varying from 3.0 inches fo 3.6 inches between the four trusses.; '§j.. Since that time the timber deck has been removed and replaced by a concrete deck 4 inches thick. This has increased the dead load, as noted below in the analytical investigations, from 14 kips to 20 kips per panel point. This field investigation included a remeasuring of C the dead load camber'of the two West trusses. Total remaining camber was found to be 2.9 inches for the North truss and 3.1 inches for the a -?} South truss. Deflection due to the change in deck dead load from 1963 to the present was found to have been 0.5 inches on each truss. M =Y These figures may be compared to the calculated deflection of 1.93 inches for the originally planned timber deck and a total camber of ` 4.0 inches provided. ?;a d Static live load deflection measurements were made on the West truss of the North and South spans. In the North span two trucks were I measured giving deflections of 0.29 inches and 0.34 inches. Static ,f live load deflection on this truss in 1963 was 0.46 inches. The South 4 s an West truss live load deflection was 0.5 inches and in 1963 was 0p42 inches. The differences between the 1963 measurements and the present measurements are within the accuracy limit of the observations} "a and are less than the calculated deflection of 0.54 inches for this loading. „'IJ Dynamic live load deflection measurements were made at the mid-point of the West truss of the North span. Measurements were obtained by tensioning 3/32 inch cable between the ends of the truss so as to provide a reference line. This reference line was compared to a scale 711 attached to the post at panel point number 7. The relation betweena I` the fixed wire and the scale attached to the post was photographed in slow motion (64 frames per second) with a movie camera during passage of several live loads. Studies of the resulting movie films indicated maximum total deflections of 0.3 to 0.4 inches. The amp- litude of vibrations noted in the film are + 0.06 inches or approxi- mately a 208 increase in deflection due to Impact stresses. This compares with the calculated value for impact from AASHO of 13%. Speed of the trucks during these live load test runs varied from 10 MPH to' approximately 25 MPH. Natural frequency of the fundamental deflection of the bridge appeared to be approximately 2 cycles per second. Dead load camber and live load deflection measurements were obtained by use of a precision tilting level and a one piece invar level rod. The three-wire level of method of levels was used. The resulting measurements maybe taken with an approximate error of any measure- ment less than 0.05 inches. Deflection measurements taken indicate that the truss structures are still performing in a satisfactory manner. There has been no observed decrease in stiffness over the past 7 years. Calculated deflections at center of the span under the 72,000 lb. logging truck used in the field measurements is 0.54 inches, or greater than the field observed measurements. This dif- ference may be ascribed to additional stiffness from participation of the floor structure and from the rivited joints as opposed to the pin connections assumed in the deflection calculations. ANALYTICAL INVESTIGATIONS Analytical stress investigations were conducted on all portions of the bridge and approach spans in accordance with Section 11 and other portions of the AASHO Specifications for Bridge Design. The approach spans for both the North and South approaches are rated in accordance with AASHO for H-15 loading. Precast concrete deck panels indicate a rating of H-12.7 based on stress in the transverse reinforcing steel in accordance with the design provisions of AASHO for live load and impact moments. The field investigations revealed no apparent cracking or other indication of excessive steel stresses in these panels. Therefore, it may be assumed that the actual wheel loadings experienced and distribution thereof is sufficiently different from that assumed in the AASHO design provisions to reduce steel stresses below that calculated by the AASHO design provisions. The stringers are good for a full HS-20 loading in accordance with AASHO design provisions using a transverse distribution of S (Para- graph 1.3.1B1 S = average stringer spacing in feet). 7 It should be noted that the shear connectors provided are insufficient to insure composite action between the slab and the stringers and merely serve to provide vertical attachment of the two component parts of the floor system. Floor beams are rated H-15. Stresses under the special loading shown F ?' o ns?, 1 r. f fi r? r????Mf i 6 ti 1 fi IS , For the truss proper the replacement of the timber deck with the pre- stressed concrete panels has increased the dead load from an average ' of 14.1 kips per panel point to 19.7 kips per panel point. This increase in dead load has reduced the available live load carrying capacity of the critical truss members (i.e.: lower chord) such that the standard rating in accordance with the AASHO provisions for the most adverse conditions of live load is H-7. This condition of live load is full lane load of 0.64 kips per linear foot plus a concentra- ted load of 18.0 kips situated so as to give the most adverse trans- verse distribution possible (0.69 lanes per truss). Under these con- ditions the total stress in the bottom chord member at the center of the bridge is 23.3 ksi or an overstress of approximately 30% from an allowable tensile stress of 18.0 ksi. A single H-20 truck plus impact results in a stress less than the 18.0 ksi allowable and a 72 t kip log truck plus impact typical of this traffic using this bridge results in a total unit stress of 19.8 ksi or an overstress of 108. For the more typical traffic case of even distribution of the live load equally between the two trusses the total unit stress for the 72 kip log truck plus impact is 18.5 ksi or approximately 38 over- r: stress. Traffic was observed to include 20 fully loaded trucks per hour. Assuming an 8-hour day and logging operations for a 130 days in a year results in approximately 20,000 repetitions per year of the 72,000 lb. GVW log truck loading. An investigation was conducted t as to the possibility of cumulative damage due to fatigue in a criti- cal member. The results of this investigation indicate that the stresses encountered are sufficiently below the endurance limit and i the range of stress between dead load and total load is sufficiently small that fatigue failure is not likely on the critical members of this bridge. References: 1) Grant, A., "Report on Bridge Condition, Load Carrying Capacity, and Roadway Deck Redesign - Queets River Bridge, Clearwater Road, Jefferson County" 1963 2) Stuessi, F.,"Theory and Test Results on the Fatigue of Metals" Trans. ASCE Vol. 128, Part II, 1963 3) "Standard Specifications for Highway Bridges", American Association of State Highway Officials, 1969 Asa g? '? , :: p A ,..E t µju ?:?i. S e to U`,xp?`,?? N ?rytN 1 , g q r y ?l ? Figure 2 Debris on Pier Top in Vicinity of Rocker Bearings ^r 1' Ell ?p Jxia 4i as ?i ? S ? n d ?J C' J d1' r I'd S ! 1?I, LN" Figure 3 Debris L odged Against Upstream Side of Center Pier E xar tr t a y .i, ru ? Figure 4 Upper Chord Joint Showing Rust Stains Erv i• [ fk' J fe ? f driLL ( . 1 1 _ f 1 i q f I AA e , Figure 7 Two Trucks Simultaneously on One Span Figure 9 Dynamic Live Load Deflection Measurement kt wt tiadw ?yb tali- l &2?q k?: 1 "? ba " r ? 1 i1H t. 1 ? 1 ??tNr N. t?+N?Fs.? r t 7t ry, y y ? 4 a.I .f¢?? d fi t ? 1 I: 1 ?? QP NN i 1 h. l - .i ?;.. 4?rY s } STATE OF WASHINGTON DEPARTMENT OF TRANSPOR P iY EtJCRJE 6 ER 1 zxJi highway Ad ninstranon Building, Olympia Washingto ?t75z Dixy Lee RayASS'i COC1ilEER I'M Y,¢ Gouernor - _, - January 18, 198 ;asi. E EH' LFFICE ELG;IECR ' . ,4 4 f County Engineers C?'1VIS Int,ER? City Engineers RoaflsI Highway Bridge -R pUc_ ent and Rehabilitation Program f t t y'. Gentlemen: s t i You are by now familiar with our "continuing update" policy regarding the SUBS Bridge Inventory, and that there are no specific annual deadlines for entering new or revised infor- rr 0,mation. We are, however, sending a reminder at this time Rn?tf't' for your benefit, so that you will be aware of upcoming i P events.. af The WSDOT bridge inspection crew will begin their next round J of local agency bridge inspections, a first step in considera- tion of a project by the Bridge Replacement Advisory Commit- tee, about the first of May, 1980. We encourage you to re- a view the SWIBS coding forms for any bridges you feel should qualify for funding, and send any necessary updates to us by b March 31, 1980. This will assure that your bridge receives °t equal consideration for the next round of funding. ?1b You may send forms directly to Gary Demich, WSDOT State Aid, Highway Administration Building, Olympia, Washington 98504. t Should you have any questions regarding inspection, inventory ,i or Highway Bridge Replacement and Rehabilitation Program fund- ing, you may contact Gary at (206) 753-2888, SCAN 234-2888. During the past 13 months the Committee approved 28 on-system and 129 off-system county and city bridges. The efforts made ' by each individual agency are responsible for the success of ` r this program, and are most appreciated. a Sincerely, •- 4f f. rt i EITH GG I State Ai L y gineer n_x?84 KE : cz GO 2319 "d cc: District State Aid Engineers SAN -T 1i T FF?GE ??,? ' JEFFE.. Er5 O V W v i r s iu Pl '+;afi r ?tki z 1 r kafi . p? y? F 3 ij T7 r 1 ? M i t t i r 7 o ? r r at r l ' 1 s T l r - . . ` Y` ' ` .. .. FFP 71 ii STATE OF DEPARTMENT OF TRANSPO 'l SIy EIi{;' ;[ER 4 WASHINGTON Highway Admini,"aean Budd,n9, Olympia, Washingt- 206/Zl _• Dfxy Lee Ray January 18, 1980 ASST CO. EtlGINEER _ _ GouernorCOttST. EPIGIiIEER 6 OfLS fICL ENU'lEER x a City. Engineers ! r a ISSiotIERSNd gourtty Engineers a aD SLP T SWIBS Bridge Inven oNy " Estimated Replace en Cosos-mss Gentlemen:1 ''=BrY Because of the obvious problems in trying to keep up with the rs? estimated costs for new bridge construction, we have not encour- aged you to try to keep your SWIBS file cost estimates up to xy date. We have been given notice that the FHWA does not agree with this philosophy, and so have attempted to come up with a "painless" method for complying. The attached printout shows the results of a cost estimate'pro- gram we developed and processed against the SWIBS file. The costs reflect the high end of the current bid prices for structures, and may or may not be correct for individual situations. If thef costs shown are significantly lower than you estimate for your y a "special case" structures, please do not hesitate to submit an update on your SWIBS coding form. If the costs appear reasonable, no action is necessary on your part. These "updates" have been made, and this is the cost infor- mation that will be transmitted to Washington, D. C. unless you take action to change it. We hope this approach will be more agreeable to you than asking you to update each individual record. Please note that the Total Cost is greater than the summation of e/ individual costs. This is not an error, but an allowance for min- w imal approach work which does not appear in the other items. We also have not incll drd any allowance for right-of_ way acquisition, A as there are"foo may variables involved. We plan to update the cost estimates yearly utilizing a construc- tion cost factor index multiplier. Should you have any questions a regarding the actions we've taken, please contact Gary Demich }f +' (206) 753-2888, SCAN 234-2888. !? P Sinccerely. REC:k IVED "tate E gineer JAN 241980 KE:cz r L Attachment JEFFERSON COUNTY ENGINEERS OFFICE ¢ cc: Ernie Geissler, CRAB Stan Finkelstein, AWC !d t District State Aid Engineers , +r+? s ? rt x ? ? ib F f y ^ ? ? ? i I. ? ?,w-? '.t7 +e?.?'3$?r+'P .t ?i'F-??+nWtft?.l'' ? ?''e I ?. ? I v t ? _ :? q?c ? kyu I, tic v , R 4 - ' IN t a.tl ?u N s. i mo 7U N JN OF- ?; N O U N JI- aN0 CLU i) JN 4 h- 1-N p0 ?1 J ? Q H S • ? O ? u Q Q CL ?i • :. a m w < 1'. z a , F m.` P ui r? U 3 a to a YIr 11d wr ?- M W-0 Fu F. 0,000 -4 I 1 '? S¢ Omam NT WMNr,?U,? • ?i 1 a CC f oc 000C 000C onac 000A non cococoo FFo-F4. R ooo?ooocooocoao OOOCOOO]ON r x 0 qJ?? z L5 0) 00 M,U -2!1 -14 ,l 00 w 000cono no coacooo 00 i' 1 61 C., 1.3 .1 On r- N. COD oooc: t ` Mo. OOOC no. oc c 00 00 0 ?r fr. M tif'(,et Sl?? x?;r tiz WASHINGTON DEPARTMENT OF TRANSPORTATION - U Highway Admmist,,t on Bdding. Olympia, Washington 9a509 206/75}5005 k 3 .. Dixy Lee Ray "I., -J SepteRber 22, 1978 Y ommor City Engineers County Engineers Cities and Counties for the State of Washington 7 Gentlemen: Bridge Load Ratings in the SWIBS Inventory Your response to our July 18, 1978 request concerning incorrectly coded load ratings in the bridge inventory was excellent. We have corrected all the identified errors, and a new computer tape is on its way to Washington D.C. The enclosed forms are for all structures which had the Inventory and/or ?m Operating Ratings receded. Please verify that the changes were made correctly and keep these forms for your records. Previous white forms for the bridges involved should be marked "obsolete" or destroyed. Your timely cooperation is most appreciated. Sincerely, KE:ds GD cc: District State Aid Engineers Ernie Geissler i I?TH tad F Fije%er f. { ? I ? - ? 1 c } - tAl1?t?44L?t? A? , F t } f t ] Iii f t. ?, JEFFERSON .3UNTA _$TATE-OF WASHINGTON _ BRIDGE INSPECTION REPORT DEPARTMENT OF HIGHWAYS `. ;y; ?_ BRIDGE NO. BRIDGE NAME TYPE MADE BY DATE Ce e, 1#. ? GENERAL CONDITION ? DECK - ? ?(_A[P_RO/J CJ} Gonair_ianrs _.__?_,_ _ ? SURFACING ? EXPANSION DAMS ? ?, O CURBS _ _ _ ? DRAINS t ? RAM_ S DEWALKS STRINGERS_ ? },ONGITUDINAL eEAA1S_ - CAPS ? FLOORBEAMS . O TRUSSES -? ? ?CtLES ? _--_.- GIRDERS -- ? BEARING DEVICES % - --_ ', ? - ___ _ PAINT ?_-___._ - _ ? ABUTMENTS- 0 ? INTERMEDIATE. IP ERS PIER,PRO7 ECTION __ !?___ _,__ D Slid[iL+6l??_CH.?HNE.4.ER47_€4SION _-_.__ _._____pECB IQ_1AT.E.R-- - DEPTH OF WATER - ___ WATERWAY ADEQUACY.....---_-_--_ UTllI!T s--_ - REMARKS RECOMMENDED REPAIRS - --------- --------- HN +? 2!>r ao2..na.u 3113 YEAR BUILT ?q LIFE EXPECTANCY F y tI p r?FM 0"F S f 3 BRIDGE NO, DATE INSPECTOR ,J.nd 1. LANES ON - 2. LANES UNDER ., -. :'...°:i i.,.,'.?t`• i..I ?? - 3. MEDIAN ?OPEN ?CLOSED El NONE r+ 4. SKEW ? YES ? NO - 7F le 5. FLARE ? YES ? NO ' .c A q 6. CURB TO OUT - SR DIR. LEFT RIGHT - p, v , 4 7. APPROACH ROAD CONDITION A" r .) fy !? - J a ; 3w 6 ' ?? a C?+ l ¦ ? ?{4. :I ` ? I.S, ?,y7L f?! . _ xv:.??, .. A. . ?l. u. :'?u ?? rt •} f p ? I rf :8a Yfl?t v+e+•a f -. ). --.. bmuSE:i `y jtl'R?„"!"¢7 S.?r. ?''+rfi? dS MtR ugg S ?. :_ X00,1 C.OLI ITY ^ 2"t /JF J,?i IItiG 0 1 FRIDGE INSP°C I IG ! P-OGR I O PAPT(. _,I'f Or !IG r ! ?;IC cjro._ 01 1 denlaced 1)74 _- bRIUr_ F. Fletcher Creek 3, _,_2++I R u,J MAD= DA T iL C:_DITION ._ p= a d 1 ??? ? . i iFi?_•3o.3C1i .._GoNJIT.i•ON•- fii l ! :: ). 1 Oti D,145 . ? 5:0='dALY.S S: RING=Ri ' ,LC _DITUOINAt, BEAMS ' ' CAPS FLOORar AN5 I TRUSSES I - I.. if I OI?D-Ri BEARING DEVICES I ... R PAINT / ?. A3UT4ENTS ? I w , I INTERaIEOIATE PIERS ?•- t . E '" . IPI°R PAO'ECTION I Cy a?IN ;In •1 CHay,l=.4. '(p,OT EC710N ___ .'r.T ?!_AY .JEOUACY?„•^_. ? REC,G_:LO w1TER- _nID fH_OF+1f E. _ _?, I .._ .. ___.___ ?di I ?,? • ' f1i41M11? UTILI I , __.?- ?.j wA ?.. Y by - r 1 Ycn?i ul It -.?a?r ?111 ,_[_ r r "r' Flti + _ .k$ 1>'?GrdY'`N'x•'ti`\,i`r ,,,"',a`4.;_''. u;{• :.. ,. 'rn. ..nlNtin? l Ys. A s _ { r i F??r69?11+{5w7??? 1? f '?I +1???? `? 1t 1 71 , ?y k x 7wQk ,til`c .p! SOME INSPECTION P °UR r t? _ ?- _ DEPA T t,,iT O HIG, y r __.__.-? i ?? ^ - ? 3CIC5r:]y'a 02 W D?.tD [ IA4 _ __ _ Barlow (fossil Creek) __ i _ Wood --.Built;- 1958 Lor,\TIDV C19. x ?? / r Y_ •; O.q C/S __ ?,o Y a trt>.NS _..^ -___-_._ ? .__-_._____ _,_- S F?I15? f n {' m 5 j Al DRA U<S i. BEAMS I J ?c ri _ 1 PLOOR4=A!AS ' J 1 TRU S-S 1 GIRDERS BEARING DEICES - J_ t7 .? FAINT .5 ...?ai ABUTMENTS CHnNN ?L_r CN{1?Ti Ft.-FP.OT_E C,-TION DECY 10.19MER___ I _.-__DEFT II f)F ,+,T CR _ .?,:T _.."+'?aY •].?OUA CY ^___.____- _._.._ - WInTL OF LTIL I.i_i'S r, t ? rt r I L I r I?? r t? % 4? f ?f S' I .CI Y t Ir' I X1,1{ y ; r ,I y 1 .I j;. 6 1+r f ` + nv Ic wad . WWI INTERN _OIaTE PIERS j S j PI=_R PRCT ECTION V n7", V _? cHa?N ;I?r _ _,: CH.1V14 l POT<C710N_ _ __RECB.LOsv:1T R i m 1 F( r - t! +` 7', It: CO'?i °.O I;FP.\I Pt _. ne e 11.'.: l WPi '? {; }, `? r1$c. ?? .}(ta ??? f n. s 4e:'tS;:(v .Itin.+_" }n ! h? 'F i 1 1 + 1 _ ? I) ^ ? 1}5q A IV j y : )+ t rF ? ,? ? 7 ?i(i t ! 11 ?'.? v ? d _.._6R!DGE INSPECTION REPORT o_ePARr 1_: r or- ?ic!•.v;? r?r?. ? c61J EJ? 04 W ------- - - ?t(uq NPH Hell Roa?i Creek k P-j ' • ??Y. fb _ _ ? ..-_._......_.__ - ?? ? _ ? ?? ? - 1, 0,`I.'JiT •O NS .1 of r.i ?J.3 CI1 ``` 0A.14S M! Al .1; S P18R PPO'fCT1om CHwS I..' CHAy!1°,l,_PP.0T 5CTIOH. _ ?D?CK_70.WaTcR, ..-=?'^x'' ,O?QUACY_--.,_-..-__._---__._...__ --_ NID7110F '?'A'(E?. -_ YY'' ii a cr t ? ? ! 1 ? k a ? xtp` kyv, ? ?? / V j,.. ? vx?r?. 'd ? 1i, [ ? i i ? t? ?( C 'r'I t?91 ? 4D 1 ? ? Fn ? ? N ???r { ? Tr S ? y S f. ? 1 ` + ? ? y ? ? ??. ? t. i .? L? S ? ? ! e } , ? ?? t 1. ` r i y i F r ? ? x1 1. ht ?1 ;a ?, ?I ? ? , L1? , ? I py4i?. ?, ? ,?J r ??°r , ? ;+ D RE PAP R. % t' Yenr BU[LC 971 - i.lt Cx ectnnc - --' -1 ? ?a - • n.. t yrn'.. r f , rr r` s =_a?w COLT (ti 11Tc? pA?tiltiL. UI--. .. _SRIICC IINSP CIIO\1 D P...(!_IIUrhR_+ i _ BK106 £,yo 07 W _ E}vu naa _ lower Creek _ ____?_ Sec 28, f 27 N R ?11 (J ?` ` Pre_stresses ConcreU Lpca lov Jai(,'-?\L GJ_.01T104 -- -_-.__ __--_ _• Far/io.?CJ? -_?C.o N,7 /T,•,;ON•? ,-, _ _..-_-___ -_ -__--_-.._._. _. _____-____-_ {: PAILS 1- i-s:o=SVAL KS 1 J s-Pi =Rs 1- LO ,617UDINAL SEAMS cAP- I 'LO0 R3 EA)A5 d i Tam:-.s s 1 ? I GIRD=RS ' I ' i _ BEARING DEVICES .. n.B PAIN, - - Q LIT.4-NTS l c - ' Jj,JaIN1.4.G :YALI,s 1 J -INTERMEDIATE PIERS w s?` t ! PI_R PPOT_ECTION ---- n? Y - ! CF1 LNN_=,!,a GH?NjIF? i'POT-yCTION. DECR_JO yaT Z. ,df?j •Y ,_- _- .-. ._..-__ .__ UEP Y AF l STEP- )i FITPAIRS J f t I I " Year lloilt 1976 Lifc-kxc eCtanc :!v iS t? x L I ) r 1??, t 1 1. ? ' I{I?ry?? 1? .. fl y 1".i I it 11J Y. 1 , lliM` .1 ? 1? y?. ^?y? 1:Y4 .1a t? y 1 ,f 41 ? __ 'N.? g• ?i°R PPCT ECTION Cs.Ltl 4.a_c:?,ay;ixl?attO.T.=.4IloN_??._ _ CtuO_tvaT.? P. _? I rt p i. hT'c$?•A,y NID;(tt --- ILIN 4. - r PAINT ..?'ASUT4E:1-5 r f 1 TAINI?7G lv,1UlS E ?? ?? ? +m >< { --1 Ir7T ERME 01.1TF. PIERS _ •? _.? 6 1 PIER PVCTECTIaN ?- 1 ?? Cy ?NN?I _ CHARY°l.f_ZOTECTION '- X' I ur•Pnr nF i±.tiTrR M ID jH nF e . r. --___ i ..........______._-__.__.__-__...__...._ r ' u 1 r r'' ca.. n rreaAlr y ear uilt .Life Expectant A , ?I Y b J h PAINT J L?alv,?ac w.?t,l s _ I 4, IrITERM_DIATE Pt ERS PI_R P?_s_CTION - Gt wrl ?t_ CHAtilI:_l,__POTECTION___-_ -_D[CK ZO VAT,'c R___ i -, si7.+ ' D..?YTII OF t AT ER -,v•. x? 0 Ol{aCY ..._.?.__._....?._._ 'BIRTH OF_r.\fE?.,` ___. - ,fr U x!171=5 ?i `y I I.F.PAIPS ....... .._I_[Cr Ixp-ct?ncY _... _ ?' Year Ilu11t 1,474. .. ..---._. .._ _ ... '_' -..... _.?. -1 `-sue9 ..-_.,_,. F?IDrE LISP C 10?, °U? I mA:4 _ aa,. LO y Lo s- W/ SJood Deck PAD=----_--- _ UEP 7 icA7 Or II i J (S `• Owl Creek .:. •_ _ ----- SeC _35_1 ---- -j nA?_--- - W .ga G " - - _ rx , ? r.AI LS _ ? ' . r ! SID=WALKS I (} S-PING=Ri . ' LO:IG1':U7INAL BEANS i - I I s ,,.&.?. I CAPS FLOORS=ALAS . TRUss=s i vS GIRD =RS - I ' J I S 9 -! BEARING DEVICES - f PAINT ? , ' •? rtf "?. -, jiE TAINING ?'+a,I?L3 __-_ 4 INTER.u EOIATE PIERS -„ -? PI_R PpO_T_ECTION A" 1 ,/ It CH aNN ;L _CHAVy.14 .,'LOTECTION, _ ? OECY>_7O_iY?T cR_ I NIDTH-OF I;'i ILITI'S Year Built _ i.[.E4 I xne,CWDCY G 4 ?1+ i5%I I?Ff'trm?IS t •.ullr , l `; ?,? I ^als ,t IA?• ', ??Y i = f ', fin 1 ?I W,I y; f I? y , t s 1 e 1 ,y k .r p l{ r? t I { . I; • b?t?P Y 74 a _ - "7 tim ? ,, i';c::• .:gin arasttes '--•- . r' t Y at t ._ , c It . .1972 Pv r '.- _. 1 lfe_hxPectancy t A - c { lS +tlg1 N: ix'Y; ?, eL,.P.I. 41 4. `:,. u1J IV- , ?G1 2 y :x t ? J ..I e ? PIER PR^eCT10N ?'_cfiay?i?1, p cr+avtttil._2FOT?4Tion _ w cE.cY,?o.ti??T?R ,?_ I ? !AY OUaCY C'iILIJ,I?i - - -- r a ??c o Prr.vl s "'- _. y .., lLnr,6uilt ,,1969., ._,. ._.. Life Expectnec ., PI?? PROT?CTIOIV _ ----- I CyIaNN ;I CHAV)1€S_PP.OT E4,TION ____ oEC1Ct0 NS7?R___ i +g9Y? ._ _. U: PTII pF l STEP _ W ' ? _ ? _ ` ?' x'}0 • 1 L I I' S ID fILOF r ;1 rE8 S;G . 4 ?? ' ''_O 0=O ItGPAn?: Year Eutlt. 1951. rt. t t EXPeCtaooy KY"*KM"T- . }p r '? X41 EhfR Y F. Nr k, ,, N Ili &'^n7",y ! 1 ' i 1 • 3Y ya ' Y ? + '. J 1 i i r ? t 6„ rj.,. I k I 1 ) i J I ti ? l) ' ?aY +I .. w u r I ?I ,a ?r 1?( ? J ? w p? P%u a vl ?v . 71 _?1 ..x c{g 41$d?[ '. 'I w f5 3 '='<` I DiAJiVS .. - ? P?ILS ' ? d ?- SIDEWALKS 1 l J S: RING_RS ?Y N::ITUOINAL BEAMS ! I j CAP5 1 ?? yy7}} FLOORBEANS 1 TRUSSES y-S J GIRD=R'S - BEARING DEVICES - i db I ? ..I PAINT '• ' 7 A3UT.4°NTS 3 ,ETAINI:IG 'xA_?1,5 Y ] INTERMEDIATE PIERS - l PIER Pop7?CTION CH ANN .I...$CHAN11,?4 PROTLTION_ D_EC.Y 7_Qk".xT.=R .._ I ? .-'?t _.__ __ _ Qt PTif DF Iu,LT F.R "'y.• __ Ai°?' a. .1. ?UACY-__._?___ _AID o_,. r_\fE?.-. ----•--; y.M:: . __.._.,?? .._..__... __.__. ._.Lia.C_WSPCCLanpy.. -. .. ..- --1? rKY19Sl 1YR nauTH=NTS n $F,I41!L?jG WA LjSS ? ! ,?' O INTERMEDIATE PIERS - - -? _- _ --- H PIER PQOTECTION _ ,4?i CN A.NNFI..S Cf1ANNE PRO ION L S_EGI____ REClCSO wA76 ---- 'ys + . ?, tlr ?! c WnT ;R nAY ADEQUACY __ OEPiHO 1vAT E? _ r --_ wIOTH Of WATER_ }'? ? ? ? f # H UTILITUS._ Kfk ry '? .. P VARKS ? pp _ _ r s r ., H ' JEFFE STATE_ fi" BRIDGE _ T,PE G2NERA ?? r I DECK a is C + ( SURFACI EXPANSIO Li ?,p. ? (I CUR95 M ? u - i I DRAINS aAl LLS P • i 5 DE'NA LK I STRINGER n f; - LONGITUDI CAPS F FLOORBEA I _ T 5 S ARCHES n GIRDERS •: j BEARING 0 _ PAINT ABUTMENT5 ?r $E LI G ? L , - - INT ERMEDfA PIER PROTE CHANN 6 C1l ?,. .. M .. -. .. `? WATERWAY A I ?h'I .... '.,.,Fm`I$2 , Rv -'? 4 y" Po-t 4r Adarx7 , . . t .; x t RSON COUNTY E F WASHINGTON BRIDGE INSPECTION_REPORT DEPARTMENT OF H?GH'NA YS O i ? . _ , BRIDGE NAME _ : , . -_ MADE BY --- -"-- DATE ? ' L CONDITION , 3 N DAMS NAL BEAMS C A .?- S t y? VICES - ? _i - ?, I ; I f ? wAALS - I TE PIERS -"-- I CTION fyy ': ?AtltSEL PROT€CTION _ ncn? ter. r.,..?.. ? O N E NtN --?.S •ru '.srtne7txi5,lsn anuau ? .. n'.M 4l r it I 5 4' J 7N1" 4 k .? 1 l I . , Chi A_IN !,_•^, CHAV:? (?FP,OTE ?7IOH, __ _D ECY.IO_w -STAR _. I T t•wa - ? DUACY WWTLLOF, W \ TUa vere i ? t j -....-._ti _ a: .,-'-tiN ca n•-.?3L wn ff?eP? M or WA I > 6R!DGE Ii1SP S . ?.-. r,AF'?1: 4i: h _ia + S} _C ! _ rn CT10,1 REPORT DE 1 t 4 7T t r HIG i4AYS ` &RIDG "1c_ 16 E_ SRIpc Npy Lithe Quilcene .?? -- `- - i A t- /k eYP Prec_-ast Concrete __- ______ I.OCAr1ON - - _ -- --- Sec 13,_T 27 N, R -- - . 2 W -- -- -? [ . ! MAD- }., n.vs ? 7 ? aL C rDITION S+ x SWN MIA- v S1DE'NALiCS I ' _ ? d 5'RING=RS , . I { `.0_I i-,UOINA, BEAUS , c.\P- 1 s -- I FLOOR9EA45 ; 1 TRUSS=S 1 . I e J GIRDEPS . .q FEARING D=VICES - - t , .. •. ? b ? PAINT lh^ABUT4°NT5 ' -! 3=Jal,1J G 'NA.I.LS - J_ t i " l INT ER4EDIA_? PI'cR5 t 1 "? "? FI r ? 'IT,, 'r . PI°R PRDT=C710N 41'js q"-A_4N=,+,.-,CH-A`1rL!<,?P?,OTcCTION W.ITPR SO P-CY, , _ _ - 3 1:71r IN-' I ?? ` Year Built 19.55 y `?r cr J t T ite F.xpertincv - - - s t?mw ? aww TL', m?4 fox ? . r , s?I ?? y 1 ! i ?5+i`'al 'w TrA ?•...; ip, •li ?' ftJ I i ?7d' mI . 1N ?I?ff. ! vh ? - n 1 Y ) ? i r , 11s _ IJ + I ? I )L / 4 tiI .' f?;l { i r i? 4? r I :I ' I I S t ? t 1 w `. !mmr urrrrraxxt .'?, Ploy 9tt.S? ?-L .I 1 S 'n JEFFERSON COUNTY SI 1 e OF WASHINGTON BRIDGE INSPECTION REPORT DEPARTMENT OF HIGHWAYS i ID 10. 2G C _ BRIDGE NAME Jackson Creek _ rr [ ood Logs wlravelz BST To LoCATIDN $eC 13 z6_J3, TC W, __ _ MADE BY DAT. `--7 QENERAL CONDITION _---_- - .. n SURFACING ? ---- _ - I _-^ ? .EXPANSION DAMS _----- CL.PBs LI §LgPPVIALKS _- --- r 'STRINGERS _ a (-} 1-0i191TUDINAL O'EAMS C_1PS FLOORBEAMS D TREE EY; A r GIRDERS BEARING DEVICES PAINT l? } -r , aBUTMEt T5 u _?I PY TA INJ N G_N A I, S - -__- .--,.-_. ? Irl'f_ERMEDIATE_PIERS ? PIER PROTECTION cHa2i!U.,-CtLAhNU4 RRQjfir- ?N - D5CICT9_WALcR LJ _ DEPT11 0- WATFR I," bgTF.7NAY ADEQUACY WIDTH OF waTER , _ _- - 11 __ R••?:.RKS (?? ff r r o u r u 111 qd ? v,t.uanxs ..---- M1? I4 E%IEDIATE_?'IERS PI R PROTECTION cr?aNyFI?s Stl9dNI?e9oiE4T1QN _ _?__-_______ _ a ?' __DECK TO VAT CR 1 WAT 3daY ADE OUACY U I ITIFS R 11 7R 5 I y C. jv FNOFD RF.^AIP5 ........... . V _ m y r• z JEFFERS0NJ COUNTY ., _ $T i c Or WASHIPGTCN BRIDGE INSPECTION REPORT _ DEPARTMENT OF HfGH ? _ - nu $ EI L n t _- ,?,, ? N _ eC 24 r P Prestressed girders Cast to Qla?e. IOCAr T 27 N,: R 2 W _ - . MAD=9y DATE ' ' ? ? r'f G `! R>L CON OITION ? - ? • ? ° "'? (?'? 1 _J_,j._/?1. Iy:30ij.CJM1.._Lo)Y OICs'D NS ___ _ _ _ _ _ ??LJ?? I __ un ,.. ? E PAN ON ?AMS --.-- t __ ___ T._ _._- _. ' n _C11F;35. ___ 1 ------ ° DF livS ----- -- - -- - ,1 . 't.' ? - -- - RAILS __- _.--___-. __.-_._.-.___. - _- _ . 5 DEWALKS--'_--. _ ?' STRINGERS ti ? ? ? G0;7GITU 0INA?BEAM. -- C-„ - CAPS - x - E] FLOORBc-AMS ? ? . TRUSSES - F ?.? r, ? 3CFIES - +5 d.- GIRDERS ? GEARING DEVICES a; ? PAINT n ABU T116.11 S va+ " ? R TALI j_NC WAILS 1 I r ?+1???1 Sr , I ! S ????1 M ?l 1d?ktJlM I? r C irl t 4 1 ? ?Ylt Y ?? ? ! ? I f h !MR ?? I r _ - F t j'? Ix ?t4 ? FBI r iI W I I? ti i ? r r I r ? r? c z y l ti`s ?, r , e I Ir ?. s # 1, WATFR NAY ADEQUACY ------ r?K -?Y,S? 1' I? UTII. ITIF5 1 Ilk, .x• } tl ? I I+ h { l suYa( •" ?Au/? uWi+. ..i.1, +?,..7 ? t. aIM ^I I ' i L M N.IpL. Ai f ? ?` t ti ti t .y ?r _ {t- I '1 [fit I 1 ? t JEFFERSON COUNTY ' ;. $fAlc i 41.ASHiNGTOY BRIDGE INSPECTION REPORT _ DEPARTMENT OF HIGHWAYS ... _-. -..- - _- - ' t;ulD do 25 F oRIDcE naME Myers Tt?E Log stringer wood_PCk ?octirlD _ __Sec?8 T 28 N R 1 C___?_._- r " MADE FlY t ? C>A'fE y w o. «_--_-_---_ _- ??e, ?(-./1P?.3o.?.uf__ CoVJ17'IJNS }}4 ? _C PANSIDN DAMS Lq3As RAILS ` I SID CHALKS I y i STRINGERS { '3 ? C,OYGITU DINAL 9EAM5 ' cAps in TRVSSES AI wk?e r>i '5t r I j ud ,I. _RECOaNFIC DRFFVR,S }N, 4 v .d ? '? °p?W i'i ic: ,r.. -?.r?r:AU?er?.+•S.?}`.??:? i. 4 ?"'p r° r flf? 4 Y> I JL I r 7 I? Ii FM kRKS WATER',vaY ADE OU ;ICY WIDTH OF NATER _ _? UTll.l"Ih5____. f2?M.17Y5 ' PEf014 77nYD R2 PAIPS }1 I., ( 1.' ? , f i .vyv MYL , 1 Y ' ?l L f 1 I< II 'r, •h 1• I. - rah w . t STATE OF DEPARTMENT OF TRANSPORTATION S WASHINGTON Highway Adminulration DuUdng, Olympia, Washington 9M4 206/759 bogs Dixy Lee Ray Governor tee j February 26, 1979 9 City Engineers / County Road Engineers Cities & Counties for the State of Washington Bridge Inventory Listings On & Off Federal-aid System Gentlemen: We are sending your updated SWIBS Coding Forms, computer-printed as key-punched. Please check to see that the updates were accomplished correctly, and retain these sheets for your records. Previous forms for each bridge represented here may be placed in an "obsolete" status, or in a recycling bin, at your discretion. Please note that the computer no longer accepts invalid data, so any fields which are underscored'on these sheets are not stored in the computer. The invalid data has been printed on the forms to simplify error detection and correction, but will not be printed next time, and will not be sent to Washington, D.C. You may send additional updates to us at any time, and they will be processed and returned to you the following month. Thank you for your continuing cooperation. Sincerely, y W.A. BULLEY Secretary of Transportation hi EN ?? State Aid neer ' WAB: db KE:GD Attachment f 3Ci : 1 {?[?TMy a ?y sx6CY'd? 7x I?? rP? ?y h fit. e? gqY??yA l ' I I 1. w 6l M1 „ i gp, r?Y f.t 1 t 1 Pq , 1 ?r I t s ? ? ` a r1 r? r+ fi .r , e " a l ? , r I wWw", n. rn . n I i ' { In TMx'9 $ a a WEa o ai { '"' " ?' N ICI S ! .Q' I I f i I i ) I ? t , O E °? > I I N 12 ,Yr ?- RI IM 11s&=? col u lojs II '? j ?'": = i irn sw :nl= R 10'z , I I I; I? r, on I ? 1 `?uaa- ' I O', z O ,loaoD 7 I 101 lvlvi j rl t " vMN9 ?_..I I.. .. ,? t „ U. $I .O OI O .y _ w LL _ I _ w ',.g lo, 10 a s?o irn zW I_. ,? I I, o Ir zo@ f G ? 2 rn ? l l5 ?. 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R z ? ^ n.F 'h nw li ? ? ? y t ! ?t? 1 rr1 ?? o m "r+MOK , f: f , 5?c - o A ,? r n aoLm, 1101 °p p , ?)N d .11010 17 ,w S A 6l HomlHI 6 SNWmoJ 31VJI1dna IHJNndk3)1 1 rt ?i '? tnY, 5r - ? u1 n h ' In , 'n I 00 co co 00 co co : w 8 r I dd??u?S sr' , a„ ? , ?ifti ??i4 . r• - f? n 1? n ^ : ^ '! ! . rsR `..':. ?. A?.. -. iG, . ? ,. ?yt sR !°M n ^ k;f)` " ? '!? n" 111• i' ? ?*.: , gk 3 r. " j STATE OF WASHINGTON Dixy Lee Ray Gommor DEPARTMENT OF TRANSPORTATION 19,11%V1. Highway Administramn Bu9dins. Oymvia, Washiinton 98504 206/7536005 ', k#11 City Engineers County Road Engineers Cities & Counties for the State of Washington July 17, 1978 Bridge Inventory Listings on & Off Federal-aid System ' Gentlemen: We are sending your updated SWIBS Coding Forms, computer-printed as key-punched. Please check to see that the updates were our records. h ts for ` y ee accomplished correctly, and retain these s laced be ma d h p y ere Previous forms for each bridge represente . in a recycling bin, at your discretion. " " ,f status, or obsolete in an Please note that the computer no longer accepts invalid data, so any fields which are underscored on these sheets are not th d e on The invalid data has been printe uter the com d i . p store n forms to simplify error detection and correction, but will not be printed next time, and will not be sent to Washington, D.C. You may send additional updates to us at any time, and they will s be processed and returned to you the following month. Thank you for your continuing cooperation. _ Sincerely, W.A. BULLEY Secretary of Transportation ?$1 EN State Aid neer WAB:db KE:GD Attachment .C3. , sk c i sir r.,? h ?? r V cNA¢fNPVevi ,ca. Mrwa a"'v'"?*fn[ 'nfCn F kP1 r -' {?S / ?+? it r G-t ' v r X rri.Y[ui, d a ry75?" Jw&'. ! ? 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O a a Vr vlaav ?0.3 W _ O °? e o' g y ?NM1 y °zzp ,P",IO6o ONIXY3M :° < Fc:v:l' _ tn DH L ? N uorr ? K • ONE O vrt; O I ..?ii r.,?= a O,'.3 "f. 300 rr 3 -i OI Ig ? z ?, I B u : r a O.o ? r33vM ?$ ?? i b nnv ?s? 9 „ a? O wva O: C b9co;.o .t irw Y.a O ? N•Q a P < aHn Y ?? BI 33r+wn ac L "W? L 1 Il.LrinOtt :°'. I. 0 B t< .. r J O W B N.? ? N uuu"?i?? ? O j + 1 1 `? ll x t ..t I1YM ?° 1 _: N,X L r. e. A P ?[ R o _ rY I j?? ? Y f., {,I a` I I???. ', ? o p x x ^ o Yn ? ? N.w? g o I + FFF `, 4t i FrY d+F4. ?? 2- A r^ n1vMp R ??' N °irrii i ' ° I f1 r ? t.?.d? r I ?rl t V? I !'w r p o. R M' oo3snJ; .??P slot P a o:3 of @`L a inofia t R o R ; R !° ^t .? Y 1. ` '?* r y3 NAB}{ ` 1 ?? } } +' , M. v ' ~ II S ? R } r _ +J 6l HonONHl S SNwnio:) 31dJI1dna 'H:)NndA,3N t • t yW. 1 r Y?? 2 vD I ?L 5 }. Y a t N 1 +f L' i t_ t I ••. h I1 Ln tn to L 1y?4,y IE -.I lnt f? ?11; 00 r CO co co 00. co i § ' Y ^ Ys! ?t?'a• .F ,_? _t,?l' .. !? h h ^ : ? ?. ^' I d9A?Tn'? I ):k4?,tra G kF AR, `? S r. - uy 1^.. ? N'? z a f- - s ? r n a o a c I` ? w o? y If! v Ig H t 9 z w A I? .1 W PG $r w z I IJ I 0 0 1~ A, ? W d I ? ? r D+ } ? rn c (' r Ifrs?^ .d'-7;?ffA4f o ? ? i ?i w 5 p yF r:? 3 o , r 0 4 4? y o ? ", r . ? • r ? o w w +? ?• 5 :. 1-y F H IA ( Y -y ? 4 A p V. aT ti?, y 1. `P ? 4? Niim z o (lrt?{,Y, y ?? 1 A o?t ,O H f ? r@? ?r j31u r r k . } 1 .a U b V b d b 1.. U 4. q u N h P yma ooN O V m 0 J u P. ? U h At3 W Ma ( _ aw V Y Y 1 - m W p? m m U ? o ai A [F7p V W W Y q U? rV/ t N U m ? ?7 V .Ui H " Y _ N p ,aa ?? p p A ?7 r _ ? q a? q U H? H m W ?{ ' ..v TI O ?Q W m Cs'?' Y r 1. f ahi o)'yy?o 04 yyyV m mg ° 'y,Ti. W tl U r10 m H 0 h0 Y r V 7' Q?j m iQ q P N Y H UH y r7 Tq.o - u q Oi eO P. q a 4 10, ? ?.. r1 M FLp •Y7' '?• 1- k O w O ?9 Ff X07? O m Op ca k N ya ?p'' 0 0 m N a f 2 Mo H V W v q aY q d ? 4- y' p? O F1 F, •r/ A ' '1 l to F1 A +' h 4' 40 ? w V F, Y F? p V O JJ v U F 94 m Y _ .e A N rW MO sma ? ,q? U O rl ? M Y F1 q? O A H :10 m A pp '? V r1 l? d O Y rl T7 - W .m U 4 d aft rr+,A ?O ++?H?yy Gmp ?0 ,.',t ?.?. Kp mp Y v H ri q 'N »M _ LO V W T?. P 1 F b q co o? a A.Asa o Mm °on oa?i yms m E4 A Fi H H q O b H ki o W M f c 7 [ V N t W ? ri M p '"? j t r • N i t W 6 N N -' rr f y _ ? H V U fU C O W In M? r v * ? t •Y +. ~! ? N m U .?y o P7 b U i lag V Y+ ' ux? }?? ?t O 0 rR Pi a YO pf o M H a ? 1... i L n {' H o F m q R U ?+ ?p q Sr' y'i ai ,9 H m c??i a H W H r 3 x; a > Z p N op D ti 1 O O0 C7 O H U P h H a ?d a t9 i. OU O O O 1 '',, t "} f i 1 F {R' 41 j M O bp St appQ .1E SI /? ; 1? C a I'd O m Wf?Y va V' vW ' 1? Y v t ''? w,y 9'r4f(7ir O ,? , .Fe 7 oo O (v ?, ? ',a. u N f?l h l s? t f ?tP v f. ? r1 N q?T Y,, g r ;? O 4 v r 4 a?:r ,7 7777777777 lea bk w ?IIYy? s 5?? n?'fi?r ? kI ? + ? ti q A tm F. ?e W C tro C "3}S! l ro A", r to._ 1_7 Q11-c" 0/ the COLFAX, WASHINGTON 99111 July 5, 1978 All County Engineers: Enclosed is a letter from Jerry Nicholls, Spokane County Bridge Engineer, who is the technical advisor for the WSACE Bridge Committee and a member of the Technical Advisory Committee for the Federal Bridge Replacement Program. Please pay particular attention to the recommendations made by Jerry in his letter to all counties in order to insure maximum participation in the Federal Off-System Bridge Replacement Program. Any questions regarding this request may be directed to me. Very ?.,uly yours, . GENE SAM LEY, P.E., Chairman WSACE Bridge Committee cc: Ernie Geissler, CRAB i 1116'i(?IflR j U fl T9i `?-'?'l wnin ltt CtOt?' 1*r Dear Gene: A. By all Washington counties: 1. Be sure that the SWIBS Coding form'for each off- system bridge is current. 2. A list of the five worst off-system bridges, for each county, be compiled with a four or five line explanation of what the defects are. This list, along with a county map showing the location should be sent to me by the 24th of July and'"I will in turn send it to the state. (The state has said they would like to see at least the worst bridge in each county.) S B. By the County Bridge Committee: 1. Initiate a proposal that all B.R. Funds, available to be spent on off system bridges, be committed to off system bridges. 2. Wrge the association of Washington Cities to do the same. It appears that the state of Washington will get about $10 to r r [Ad. f..rSI j ENGINEER TURNER 1COUNly GINEER Z\Q3?'LD\ 99201 June 29, li t TE E C E I V E D JUi`! '-1 1978 , . # COUNTY ENGINEER'S OFFICE Sub3ect: Bridge Replacement for. Off System Bridges. ? C I met with Jack Hegeness and Kurt Stampe on June 26 and 27 to evaluate the Federal aid bridges for bridge replacement funds. ?.? During the conversations it was brought up that the pending legislation in Washington D.C. had provisions for using bridge replacement funds for off-system bridges. One bill will allow ` 30% of the bridge replacements funds to be used off system. Another bill requires that 20`/, of the funds be used off system. The state highway departments will be selecting and inspecting off system bridges in about a month. I would urge that the ? following action be taken: } f N `4 k Y. W" Dpgq ? (`'f Xh 1 'r?! FI L4 i.';WM kd'4 : % i? ' r ' -'I 1 y 4 a SJ 1 c, + l ?L a 1.1 r X { V?1 1 t ? ?, h _ t 1 . . ? I F ? ti2 . ? ?r S W. Eugene sampley Whitman County Engineer Whitman County Courthouse Colfax, Washington 99111 $14 million in D.R. Funds. If 30% goes to off system bridges and using a 75%-25% match this would mean the funding of $4 to $5.6 million in off system bridges. I think that you can see the significance of these numbers. If you have an y questions, do not hesitate to let me know. t Very truly yours, Robert S. Turner, P.E. Spokane County Engineer Jerr^ Nicholls, P.E. Bridge Engineer JN:nd Note: Enclosed you will find a sample form which might be used by the counties. I have also enclosed a sheet showing how Spokane County fill out this form.' 111 k4 ? m x t ?t+a?Y, ?t+ ''. 1 ' 111 4 1`}}4 t 1 t ?a a r y A.. .. " ter.. ? ?tF y Rul A. n'<r, • '"`y STATE OF DEPARTMENT OF TRANSPORTATION WASHINGTON hwa Hi Administrati B ddi i O W hi "B 7 a H` " , . .. g y on u ng, WP a, as gton 98504 206/7536005 DlxyLee Ray Governor July 18_1978 q 7 City Engineers County.Engineers Cities and Counties for the State of Washington ,. n Bridge Load Ratings in ti. r ? the SWIBS Inventory v Gentlemen: An often repeated problem has surfaced in a review of bridge data ''} c in the State of Washington Inventory of Bridges and Structures (SWISS). Many agencies have coded the Inventory Rating (field A-93 on the SWIBS coding form) and the Operating Rating (field A-92) incorrectly. This is causing problems for us in Washington, a D. C. fs ' The problem occurs only in those ratings coded with the."HS" truck type.(code "2" as described on pages 2-25 and 2-26 of the SWIBS coding manual). Although the "H" truck coding is straight- s '' forward (H-15 is coded "115") the "HS" truck is not: HS-15 is t not coded 215. e An "HS" configuration is actually an "H".truck followed by a , , single axle semi-trailer, an HS-15 being a 15 ton truck followed by a 12 ton semi-trailer. The FHWA requires the Inventory and Operating Rating to list the gross weight of the vehicle so an s , HS-15 (15 tons + 12 tons =,27 tons) is coded 227. Similarly, an HS-20 is 20 tons + 16 tons, and is coded 236. We realize the s F requested format is more confusing than using standard nomenclature ' would have been, but,must follow the federal coding instructions. We have run a listing of all structures which might be involved and request that you identify the bridges coded incorrectly (or correctly, if less work) and return the listing to us. We will submit the updates from here. A sample listing, marked as yours should be when it is returned to us, is attached with the individual listing for your agency. Should you have any questions, please contact Gary Demich at State Aid headquarters in Olympia, (206) 753-2888, SCAN 234-2888. We believe this will require little time on your part and request your prompt attention and a reply by August 10, 1978. Sincerely,. a ITH.E State Aid ineer KE:rf , GD Attachments(2) cc: Ernie Geissler ? V??Y,,ryyt4 i y, t A. f 3 olT 4 i J ?N --t t?uEt.. P TL5 y Y .a. llaz._,. ,. A _1w...L?Y'9-'?. mo w'+tiv uL.a.c" ??. ® 0 ® ® 0 . 1 i I I f 1 1, I ¢/ 3t°P ? I I I I i I ? i f? ?ss n ? ?i i t I " Ik? e l I ;i II ; I I I i i I ? IrT6 Y } l II 1 I I I ? k - 'n I 1 1 1' I ? I I I f r uX ? ?? ( I I I 1 2 ? ? I I? 1. 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JF-VIW JJI11JYl?l ?I CCU 7.; •?= S:. ?ITa/-C I' 11 i L 1 Y 1 11O f..'r`f.'?nr+ory OOOC /' 1? r1 IiC Of)f7O rlOC1OO 0C N I w Z ul W J ID U U Y.z J 2 G??+ I? a Goa I- v o Jz o m ? w a ? w t7 >rW v?J a UZ V, 211'•cr a. G...WLI •••?C. rr .: •s2Jrn j o 1 u: I?N M?.q.r l?-In.rvlrios.+r!r, ?ln 77om?? r Ir tcenlM t+raMOnc N I 1.1 I;' .. , ,n . , ?•I u. IOOOOOOOq OC:OOG OGC7O Ufi y I I 1'? Ii0 OOO0 OOgoc OOq OOC'IOOO ? 11O OInOOO COOO gOO 0Oqr? OOO p• i f.? I" n 1 nN.p i^n?n,rVn.NNR+rnl(. n!Ill u••Nr` ' tJJ Y\Q D fr?M Jin R OO0M M1•tj I li n 4.' li . i /? ?I.r.?r•.../r-r.+N Nr1C'<7'Q` .+ 1 N.D dJ •L L D J .L b C U 77 I .I .. •. ? .Ci. ?. .. . • >D D Ia.-.I.f J ' 1' 1? 1 I ? II it i I I I 4 "? 4•( lb ti r. mil" r' fx.? 11},YrnA 0 GP rp T M 1. ? I I t ? l1 /u 1 ?t .i . { F 'i r9v I , I lYy R d ? l i:. ?? re (O W?? ? ? N? Ia q t? 7?u,?7 I ^ ? u .R ? R w ! 0 5i ? r J G ? ! ? + n ? x ? ? ! I I @ co n 7 ? I •. -?. u7wnon ? c t a il ti I s A z k I ow ? ? a r t °M . n « .. Y7 MO ! ^ Ol l C ! - ;F 4 ?? ( - A ? oolmt I w i I x - . A 1101 ; ?6 t? intl Rpb 'I 1 ` It' 3 lYt? • 1 I 61 Ho. nO 1H1 S SNwnlO:) 3 1VJIldna :HJNnd k3)1 'n CN h h rn. In .n to W op co 00 co co 77 l, ?55 ?II 11pp grit , ? + 1?tr } ?r. S..F .., r r ll Ia, b :: ??:"? r w n 1? sv r t ' t w >Tnr?.r o. rte, '" - ? I I I I STATE OF DEPARTMENT OF TRANSPORTt T WASHINGTON ? 2? ` 1 _ High-y Admmistrati- Buildmg, Olympu, Wazhington9 C2'K?536W5 DixY Lee Ray N vy Gooernor ,' f t , I _ y-. November 15, 980___ City Engineers _ _ County Road Engineers _ --- ( I `, ---- E I -J t c i - ----- --- -- Bridge Inven tor_y. ICisti n gs _ __ - Gentlemen: c Enclosed are the updated State of Washington Inventory of Bridges and Structures (SI•JIBS) bridge inventory forms resulting from your most recent submittal of information. Please check to verify that your updates were accomplished correctly, and place these forms in your bridge files for future use. Should you have any questions regarding any edit messages which may be printed on your forms, or regarding any other aspect of the bridge inventory, please contact Gary Demich at our headquarters office in Olympia, (206) 753-2888; SCAN 234-2888. Your continuing cooperation in inventorying and inspecting your bridges is most appreciated. Sincerely, K ITH GGEI State Aid sneer KE:ds GD Enclosures RECEIVED DEC 11980 JEFFERSON COUNTY ENGINEERS OFFICE ?s r x '?t A VM (: 114GYYtTi Y' AWll1 n ,AY d N: :.,ff^[? "?'11Y1RN M -M1 /I`{, h,/}fW Sl 5Xe r JJwS?' Jr I Y {{,, L I 6 4 r t ??AS?6F4, ti4 n?; t '? r .1 TF ? r t }?t ?'?1???` t } ` 1 l f fF_ t ?'^ r :45 C• F l i ? 5 r l t l t ;T t ? I? ? E r 4',lY, ' 'ur 1 .?. Y t S I, f f S ry, ?? 1* .t1 _ I t01 h ???I 5 Jy f . ?r^?S d?. Sr }rr u r } I s ; Now I. ? t 'N mO rP p- OD rr w rm O rtn ?a tiN r.. ?P ?OG7 o r ,0 LA ,o nom m 10 NP to Go u, r ina LnN M NS tnm •+" O . Ln N? N C tnO w` era am Q o-r O sLo CL atn as ? 1M O W to en 0, a d mm mr Q en -a C, mtn a ms f- mm ? mN 2 mO 10 NP O to NO m NCO O NLn d N N -t NM O O NN . O NO 02 -0! H? -cc 00 .»r =0 -4 y r WO m WO -1N coo } .+O QN H OP 20 2! oto O Or cr u OHO 00 O%A u.r o Or atn m N Om to ON Nt0 p,' r U. O~ ~ ? ?A(1 ?? aN wt a • b ab N a a ? r t9 D? t '+' ? t x tit r 1 a '. f 4 t, c ?r I J r ?i JI t'. 41 '. ;?Yl „1 1 w4 s 1 1 _ fi Ar f i I - ttt d d! ? ? ? , ? - it to i? h r S?,I J .tA { ,? v 6 I v e,tr a? VN- j I ;S March 28, 1980 Mr. Art Smelser, P.E. r i District State Aid Engineer Office of District Engineer P. 6. Box 9327 Re: Certification of blympia, WA 98504. Bridge Inspection, Lear Art: . Enclosed are the pre-coded "Inspection Coding Form" with date of inspec- tion. Thesubmission of this form is an oversight. The "Annual HqF, go Condition Report" was submitted to the Board of Commissioners on`Juna 1, 4979; and the final step of filling in and sending'the'Inspection.Form' was not done. Our bridges are"inspected annually and, after any flood condition. ' I note that 'my file does not have the SWIBS RWY 234-007, Revision"8/76 form for the Hemphill Creed Bridge, 409W, although there is a pre-print, inspection' form.', The Hemphill Bridge was replaced new in 1977 with a' 15T design, laminated timber bridge'. 'Would you have a copy of the SWIBS'Coding 'Form sent to me4 Jefferson County is proceeding with plane for the new Eoh River Bridgo ?f and a new Quests River Bridge. Sincerely, M. L. Sanstrom, P.E. Director of Public Work w s r>rs:aja ? ,,Yw Enc. Bridge Inspection Coding Forma ?y ' i F-7 rtt:%35ii1. ,1 '. r .1 y ry w AN hi- -.n?, ? ?. +? r .? - ? ,,. y Y + ? yi f f 71 ? d..».?Lr. `.? _ 1 .. ? ? k?"filr-??-. -a»?"?..?,..1. ;y"-e . i .u:'f+':'-.?. ???'+z .:t.1?.•:.; a w?.?{-, :.?it?"''4, .."S". ``t t>'" ...?i :-? ?I: r_ :xl T%r?F Id SlFcTIn _?k "r,' Y 14 ! I' ! I ! { ' ' ) i ' A ' ' ? I T? -- 5? -? O?! or?'F' r/7//l.J' 1 r ! (.?• ???? ? I t ??? I , , i ! ! i i I {' r ! 4 Y i. '• ! i i` ?5 ( .13 CG_il /L.'! ! i I I I : ? I l ' j i i ! 1 ? ?'`?? ? i I - I I ! I ( I ! 1 ' ? { ) ! { I ! I ? ! •: ? I -7:6 ? . • 1 k 1 i I 1 . I I . T ?? ° '! I ! { I ! MTV t! i ? !/-,r n •,???• I , ! i . ! ' ! i ! ' I . ? ' ! • } ? _ - v . ? . k i l? I ! ! i ! i I I ? I { I ! i ! ! I? ' " ? . i . . ' ..!• i i i ' " k° P °,?+',.. ! .•! I I I i _? 1 ••I I I I.. i ( 1 I} ^t ,p" :kN I I' I 1 I I• ! }.{ I I I : i I I r I. I I l r mi t l i i '! I I I I i I I i , I i !! ! I i . ! ` i I I"! I l' li ?- )!"n 1"ii a r IE ? r 4. 1 1 1 .fa. W ?I l n/,. TMI 1y n ?r I?? + 4•A,1"" 7. F"a? I 1 t S1 C- ^I''' 1 1 . ::i4 ._H Sx?? ?f ' ? ? kl 11 A' ? ?'r I ?„'' ?y` ' , ( y ; y ' S {1 f PSWf FFFF 1., ' c ..?.. . ` '.;fir q ? ? ? 1 t ; 1 ? t i I i I I ' >? Y7 r Y? k'I DYiE rf?'I/1= {? ! I I + I ': i . I E LKK ? j ! I I I. f t i ! E '! I I i ? i i I ,' ! I I I Ila' !! I I I ?!?- A i ! I t! r. I 11 ;. I' i ! I I 1 , f ! I ? ' ' I? I i I I I • i ' { ant[ S! I ! ! ! I i ? ! 17 ""a' A I I i i?! f I I! I? i I i t I I i :I I. - m- _ i I, G' i I {? i '{ .'I { !? j i. j j. i I I ? I:.I•. .I l ,?4 I I ! .t i I I I i ' I I •. {! i ' ! i t i. .I I ' I I :L ! i I .! I I I I ' . ' I I i I I; ' ! I I I I -- 1 14?j .f 1 ? r i i :'rig Yes 1 I ' ' ' I { ; I I o I I i .. t I I{ p I - I• I I { I .I .. l I , . _ I } I I I ' I f I I I ' 1 r • ? y - I' I 'f I , . I. f' I ' I I . 1 I I { f I ! } I I ! I' I ; i } ! ' i 'per' g I . f. I i I i i ! 1 I' I I ? -I'. I• ,.I r^h?: ? 'I I. { '•I I i{ I I i i I I, 1 i I I 1. , ? , ,, ? w.? i i E i ? I. I;. I• I I, t? i I I' 11! 11 I I I I? I ;r?? i;' -?e? ?a?? ?? I! i I i I I i I I I i I I 1' I L.??? lk" I 1 1 I .._ ? 1 I I I I I i /? 1 ?L?'1????- ?!!ll•Sf? ?T/r„ .ll%G L?-?z ?? C ? i ! I !' I i "I r Y a,'Cir , 1 i 1 .1 ' Il r ' ' j 1 t J I 1 ' ! j J { 1 ( ? i I (? ? d $? IR ?!, i i r?--••• ' 3c ? I t' t l?;5 4 ??lS?t!u 3 I I'S i I i I i I 17 J i r I i I •j i I ! 1 I 1 ( ,dm"'W' ? ? ? I.. I i {! I I !!! ! .! f I I( 1 i j I {• I 1 3 ?. I ? d?,?:,. r 4.?5 ? ? ! ! I { { ? laCISI ! { I_ I J i I I ' + 3? ! ! ?. :.tt•; ( i {• I - I? 1-4? / I I ! ' i t ( 1 ' J ) i ' ' k :i/C I I 'I . I !1 ! i I I I I I _ _ ??I j,'-,}-11 1 i 'S i t F? P n •P__ I P.L i r//'I ,'e S I i 1 i -i j I • I I• 1 I ! ? C" ' '{. I ' I• i i I I. i i 'I' ! { ! ? I ' I ,.I I - F? i !• I 1,- ? I, I ?--:: r I : i?. ' f I' ' ? I ! r i -I• I ? I { I I r i I 3 I i i f i I I I I I l i I . I I i j I I I i•{ ! I. I ? flu- ? r `rt r , 1. I I ?4. 1 I !? •.' I I ?` j' i ' ? y_ • - F . I , l I I I I I ' a I i{! - I ?• .. I I , I i I I i I? 1 ! ? I I r ux u? ` '? '? I• ! I I ••1 ' j I I i ?? I i j I I I I 4`? ? 'r< `' ? ti 1. 1 { I. I f • I j l I I i I I i I ? ? i! i i i i •I ? I I f I I I { ! i i i i i ' I ' ? , i ' ? i , I! i i ! I i I ! ! ' ? + ? I ? ? •i ` i I • r r x r ` _ t ? I I I I? I I j i l '! i l i , ? 1 i l { i{ i l :l ?" ? r ;'N yg 1 I ? - f fi5 ? i1?i ,- d y aA7 a L4 , 4 w, i 39 f 77 ? ?? _ a oR ;ernr .P r `'y STATE OF DEPARTMENT OF TRANSPORTATION WASHINGTON '.? t. - tligfruav Adminis,:ation Budding. Olympia, Washug,on 96504 2061753-6005 DixyLee Ray June 7, 1978 } Gommor g S'? County Road Engineers Counties of the State of Washington " e Bridge Inspection Forms t State Aid File # B-60.1 } Gentlemen: We have received considerable input regarding the best schedule for distributing the computer printed bridge inspection forms. Several agencies have requested that distribution be accomplished in July, so they would have good lead time for starting their annual inspection program in the fall. Other agencies have, however, voiced preference for January distribution, allowing lead time for a spring and summer inspection season. r ra : Extensive consideration of the problem has led us to adopt the politically expedient solution, and offer you a choice! p ^. No further correspondence from you will result in a July distribution for your agency. Should you wish to receive the inspection forms ` in January, please call Gary Demich at headquarters (206)753-2888, .` SCAN 234-2888, or address a note to him at State Aid, Highway Administration Building, Olympia, WA 98504, before June 20, 1978. ¢ ,r We will then program the computer to correspond to your preference. C Please note that you must respond if you prefer a January distribution. No action is necessary if you prefer July. Ile hope this added option will make the SWIBS inventory/inspection j programs more useful to you, and we will continue working to improve 'r the system. A substantial increase in Bridge Replacement Program funding appears certain, and, thanks in part to people and organizations from our awn state, so does off-system funding. Your cooperation 'in the } bridge inventory has made it possible for us to present a valid $ arguement for these additional funds. Thank you. Qx4-.,; Sincerely, KE:db G KN f ?? GD State Ai e. cc: R.F. DIagnuson Barry Draeger Dave House Keith Ahola J.F. Richardson R.H. Hart -C? ,E>,art.o ?.t STATE OF WASHINGTON Dixy Lee Ray Gouernor DEPARTMENT OF TRANSPORTATION Highway Administration Building. o mpia; Washington M09 206/7596005 Decer,ber 13, 1977 G City Engineers County Road Engineers Cities & Counties for the State of Washington ° X vze Bridge Inventory Listings 3 On & Off Federal-aid System Gentlemen: + We are sending your updated SWIBS Coding Forms, computer-printed as key-punched. Please check to see that the updates were ' accomplished correctly, and retain these sheets for your records. gym. Previous forms for each bridge represented here may be placed in an "obsolete" status, or in a recycling bin, at your discretion. ;t ? Please note that the computer no longer accepts invalid data, y so any fields which are underscored on these sheets are not stored in the computer. The invalid data has been printed on the n forms to simplify error detection and correction, but will not be printed next time, and will not be sent to Washington, D.C. ?f You may send additional updates to us at any time, and they will be processed and returned to you the following month. ?: Thank you for your continuing cooperation. rt Sincerely, W.A. BULLEY SeccrrettaaryyJ of Transportation EEI27i State Aid neer WAB:db KF.: GD Attachment -@3- r r; 3 y ? t WASHINGTON STATE COUNTY MINISTR FROADEAD ATION BOARD 20j6.753.65 ' 7 6730 M ARTIN WAY, N.E. OLYMPIA, WASHINGTON 98504 `. `ASY k F '9 t „r October 24, 1978 ?. _ TO: A12 County Engineers tit FROFf: Ernest Geissler, Director - RE: NACO Position on Bridge Replacement Funds Two weeks ago I was privileged to chair a meeting of twelve county Officials representing the st t - . a es of Alabama Louisiana, Minnesota, Mis- ouri, Ohio, Oregon, Pennsylvania and Wisconsin at NACo headquarters i - ' n Washington, D.C. Our tas was to develop some position statements for submission to FRWA for consideration during the regulation writing ro- p cess. Even though we had a very diverse group of county officials rep- resenting a broad s ect f ; k p rum o varying state and county governments we were. able to reach agreement on ten major points I n For your information r am enclosing a copy of the positions developed at this meetin Th - , qC'. g. e total appropriation for FY79 is about five times what it was for the previous year. For the la t e s sev ral years the state of Washington has received just over 32 f o the nation wide distribution of these funds.' rn the new legislation the upper limit f t . o 52 has been raised to 82 and four states will receive substantially more than they have in the past Th a r e ffect on the state of Washington however will be minimal and the distributi h Y? o on s ould be just slightly under 32 of the total. rn round numbers this means that our stat ill ' r • e w be receiving,.: approximately five times bridge replacement funds durin FY79 i p (, g as t did in FY78. The new legislation specifies not less than 25% nor more than 352 of the total amount ll a ocated shall be earmarked for off system brad- ges. I presume that the determinati on, of the exact amount in our, state will be made by the Transportation C i s } omm ssion on the advice of•our•special Bridge Replacement Committee on which our counties of course'are well represented Ill l . y guess would be that we will and up somewhere in the neighborhood of 252 all t d oca e to off system bridges. ^H: ` Thanks to the combined efforts of our Bridge Replacement Committee, the State Aid Division and the Brid Di i aSt ry { ge vis on our state is ready to start allocating these funds to projects as soon as it'bec ?f 5 I rs r omes available. Nore details should be forthcoming within the next several weeks, Y - , EG:sw 7 r;,<?.' w d= t';1 Y P?? z ` ' ? r1 ' ? .1 ,. ,F rL , ?t??" .?. • i 1 n J L ? , ? i 1 t r ?t 1 1, G. xV t -71 n,m,y a'aar a L' ? u -7 r; ... ocT 2 7 197H w p N +,1 x Uwe t® ® to Offices • 1735 New York Avenue N.W., Washington; D.C. 20006 • Telephone 202/785-9577 POSITIONS IMPLEMENTATION OF FEDERAL BRIDGE PROGRAM C "•? 1) Funds authorized for carrying out the federal bridge program should be available for obligation at the beginning of the fiscal year for which y, authorized anFl remain available until expended. Funds allocated to a stated g and not obligated within a reasonable period by that state may, after appropriate, notification, belwithdrawn for redistribution to other states.° 4 2) States, in cooperation with responsible local officials• shall r a' establish a:'fair and equitable distribution system of both on and off system '. tit bridge funds because local governments as well as states may have jurisdiction over both on And off system bridges. 7 7 3) FHWA s cold restudy the sufficiency rating formula so rehabilitation + projects, in 4ddition to replacement projects, will receive adequate consideration for funding. I' yy - 4) Within two years of the issuance of federal regulations, states shall 1r assure there is inventory and inspection of all bridges on highway systems ?s under thetjurisdiction of state and local governments, in accordance with ??• federal bridge inspection policy. Cysts for such inventory and inspection should be eligible for funding underlthe.federal bridge program. 5) After evaluation of applications and the assignment of sufficiency A ratings, FHWA should provide the states with a list of bridges within the state;-,that are eligible for funding., From that list or from previously furnished selection lists, the state, in cooperation with responsible t local officials, shall select; bridge; projects. { 6) Any bridge shall be eligible for immediate funding under the federal bridge program if it has been ;lnnpec iLd ip accordance with federal bridge inspection policy and identified as deficient, 7) Preliminary engineering and 311 studies required to implement bridge " projects should be eligible for funding under the federal bridge program. 8) FHWA should give maximum decision-making authority to the FHWA Division k( ?? Office in each state. Such action, together with directives to simplify review d sy. $ requirements, should expediteiimplemontation of bridge projects, ? .F 7 t ? I } "Responsible local officials should be defined as those local officials who are y elected and directly accountable to the public whom they serve and who have jurisdiction over matters relating to highways, transit and airports. Such t officials have the capability to raise the required matching money for federal y {` ?) funds. These officials may delegate their authority to act. 9), Environmental assesn nt ri ht-of-way acquisition, historic preservation '?' r Ej?aa i ?ni r+ t + and Corp of Engineers aectionj 404 pe to should apply only to' bridge replace- ment projects, They should nkt be c naidered for rehabilitation projectq, that ! t?? ?°•" >t e i y l add no lanes to existing bridges ` (4 i ± k }t3 NOTE; The precedent for grantin overall exemption Prom existin g procedures { was established by the Economic' Dave opment Administration la implementing'tha rr , # +!1 ?e+ Local Public Works Capital Deyelopme?t;and Investment Act of 1976, f?, 10)- Rehabilitation should be' de fin d ae work necessary to correct' structural 1 1 ' or geometric integrity. Mini mu?p desigii standards should conform to'AASHTO's ; 1 f ?t f Geometric Design Guide for Lone Ro ds and 8traeti,, soctloq titled Bridges r ? vtt ,.'. to Remain in Place." FHWA Diyi ion kdainistrators should havelauthority to y. w1? ,h ?r"r grant exceptions to minimum des gn e dards'using sound, engineering and + , I N { economic judgment. ?f. 'at i {{n' ?rr'xn'?+ t 4t.e?" a 1 r?,"?*`^?ti r?•' r T .? i w v. ?? r I +y t. rii v+ J C i i ?r w f N 4 t + ti ?' ITT 4, t ?{"1' Allr r . . :? a ? • .? ,ate ? x,! ??q? , , ?.?y,? ? .. i yf ?' b f (dS'1 n421M1b'Yl?rCbk 4 -.__ ..avYYPdxY.1?Xl'SII'. si>?' ? .uai.•.-. ?- ?v .. .'. )#'k'L lAT4,S,M9P' _?iBB.aY+ .x._71 *W Sn : { Y ' - L STATE OF WASHINGTON : INVENTORY OF BRIDGES AND STRUCTURES r ? INSPECTION CODING FORM 0 " 9 TO .11 12 13 IA 115:1161 17 -. IB 19 'AGENCY. r /`P r• X "? 1 7 8 5 7 Z•s _ BRIDGE NO.: ' COUNTY ROUTE HO. MILEPOST T ; ', NO. ? R e; BRIDGE E. I E f A , :20 21 22 23 2A 125'26.1.27 70 29, 70,.31,732i33'?. 3A 135 36 3730.39 40 ''411. 42 4344 43 Ab;AZ1Aa;49 50 .. d•1. MO ! NTH YEAR ADEOUACYAPP ._....LIfE RAISAI CONOITIOFI TRAFFIC SAFETY li. . EXPECTANCY DATE OF V H?g3 5 I YEAR THIS € a INSPECTION t. a ? $3 ' i ; - ' $ _ 0 l < o r, u u ,` 3 u 3 OPTIONAL 31 32 53 5A55 56'-57 58 597,60 7 61,62, 61 1,61 .61 66671 dB -69 70 , 71-; 71 73 ' 74 ; 13 ! 76 177 78 179 180 I l I l I ,3 'o, z UIU'?g l? ?i ?I??' EI pp : S b7 :... .Kjo Iv'a S L cW§BI 0 25 INSTRUCTIONS, I C . ODE ONLY THOSE ITEMS WHICH HAVE CHANGED; ITEMS WHICH ARE CORRECT ON THE TOP SHEET SHOULD BE LEFT BLANK. 2. BE CERTAIN TO CODE THE DATE OF THIS INSPECTION EVEN THOUGH NOTHING ELSE CHANGES. 3. SEPARATE THESE SHEETS AT THE PERFORATION. KEEP THE TOP SHEET FOR YOUR PERMANENT FILE AND SEND THE BOTTOM SHEET TO YOUR DISTRICT STATE-AID ENGINEER. STRUCTURAL APPRAISAL WATERWAY ADEQUACY p .? 9 Not applicable 9 Not applicable 8 Large well established channel. No h draultc problem,. 8 New bridge Y ' 7 Good condition. Becoming older and slightly worn. 7 Rock channel. Riprapped or natural slope protection. Alignment per pendiculcr to bridge. Stream capacity adequate No scour 6 B id t l k m ;, . . r ge s ructura ly sound for legal loads. Minor facial repairs needed, 5 Bridge structurally sound for legal loads. Major repairs needed. 6 Rock and gravel channel. Gradual slopes or partially ripropped. Align wf ( 4 Bridge strudurolly sound for all loads except for ovarloods. Major re ment adequate. Stream has minor drih. No scour in Immediate area pain necessary to bring to full carrying capacity. of bridge, _ s ; ..a '3 Restricted loads (B,;d e must be di R S Gravel and and channel. Unprotected but not steep daps. Minor align. g po .P e . spars necessary. Restricted loads (Bridge must be posted). New bridge necessary, Bridge closed. May be repaired. Bridge closed. Must be replaced. DECK GEOMETRY, UNDERCLEARANCES, SAFE LOAD CAPACITY AND APPROACH ROADWAY ALIGNMENT APPRAISALS Not applicable Condition equal to present desirable criteria Condition better than present minimum criteria Condition equal to Frsent minimum criteria Condition somewhat bens, than minimum adequacy to tolerate being Ids in piece as I. Condition meeting minimum tolerable limits to be left In place as is Basically Intolerable condition requiring high priority of repair Basically Intolerable condition requiring high priority of replacement Immediate ,spoil necessary to put back in service Immediate replacement n"...ry to put back in service TRAFFIC SAFETY FEATURES . 0 Inspected feature does nor meat currently acceptable standards. I Inspected feet.. meets currently acceptable standards. ment problem. Stream causes large drift accumulation. Minor scouring at bridge. ' 4 Sand and mud or gravy channel. Unprotected steeps slops. Allgnment problem requiring eventual repair, Stream causes large drift and a high - + flow. Major scouring but no undermining. 3 Mud channel. Unprotected steep banks. Stream overflows banks. Drift may s damage superstructure. Undermining problems have developed. 2 Basically intolerable condition requiring high priority of replacement. I Immediate repair necessary to put back in service. `. 0 Immediate replacement necessary to put bock in service. CONDITION 9 Not applicable 8 Good condition-no repair necessary 7 Minor items In need of repair by maintenance forces. 6 Major items in need of repair by maintenance force quet~, 5 Major contract needs to be let to rectify deficiency 4 Minimum adequacy to tolerate present traffic. Immediate rehabilitation necessary 10 keep per, 3 Inadequacy to tolerate present heavy load • warrants closing bridge to ' R trucks • pasted. .H H 'Ipt 7 Inadequacy to tolerate any live load • warrants closing bridge to all Iraffic, I Bridge repairable, if desirable to reopen,to traffic ? s h ) Bridge conditions beyond repair • danger of immediate collapse. l ? 'IB57 ,; IM ?, A, - A a . BRIDGE INSPECTION REPORT AGENCY f BRIDGE NO. BROGE NAME - FEATURES INTERSECTED S T R. -, CONTROL FIELD ' E 11 FACILITIES CARRIED LOCATION 4 , 7 : STRUCTURE TYPE, y4 INSPECTED BY, DA - _ ` d ';Ltd STRUCTURE y - ` _ Q DECK GEOMETRY _. _ fiy _ ., S _ _. ... „? .. a UNDERCLEARANCES - _. - ... .._ ... .' S?.? _. i _ < SAFE LOAD CAPACITY... ... . Pk APPROACH ROADWAY ALIGNMENT ' .- - : :.. ,. _..., WATERWAY .. _. _ _ .._ ..... .. . - .P4 - .. . i DECK. ? '...43v rA SUPERSTRUCTURE Z i SUBSTRUCTURE . .... ..._. - . ... as "D b - F CHANNEL AND CHANNEL PROTECTION 9 S O CULVERT AND RETAINING WALLS APPROACH ROADWAY .. _. _. ... E ., `. .! •-? I "t BRIDGE RAIL TRANSITION ... z- GUARD RAIL ?'. _ .., "I L. ...I TERMINAL ? R ?/ . ..... SURFACING ... FLOORBEAMS , ?- -- .,, ;? I ...EXPANSION DAMS _._ - - - .... i - - LONGITUDINAL BEAMS 5 .- Z O -. - -: BEARING DEVICES - _; ... TRUSSES O I W L (o_ O .w t 15? ? L. ._.. DRAINS ... ... .. .._.i _._._ . ARCHES - ,.... RAILS. .._ _ .... ! ... GIRDERS CURBS ;- --l PAINT '- SIDEWALKS ,- t UTILITIES i ' --, STRINGERS Z h I. REMARKS INTERMEDIATE BENTS ABUTMENTS _ "--i PIER PROTECTION 3 t 5? YS 1 I 7 t Y 7, RECOMMENDED REPAIRS , Rw, rorM 2'. our ... n ?+ Y6 ?' I ' I YR. BIT, LAST INSP, INSP. fREO, I t E C j Y + Ix 1 Rr ?w L; fl'L f< {n'6 / `4 u f 4 },111 .?7 t 44Lv „ s I ?? 4 ?f o L ! - ? I" t?? ?? 4 ?•?, v? f .I:T r t z 1 1 ' 1 :i r15 i r ? t 5{ 4 fr: ? I' i -.7U LY C } Ani x Swiss 13 ox t i ?v f yy? Repoftr d>' x cy, 71 s Y, ?OCAL of •rgaf0 ggalqq ti _? ?.. ? A an outline describing the procedures necessary tor complying wicn rnnA rr' inventory/ inspection requirements, and diagraming how this inspection f coding form supplements the SWIBS coding form to help you meet these requirements. w The SWIBS Supplementary Instruction N1 was mailed to you on August 10, 1976. It provides instructions for the review of the SWIBS coding form (white form). By majority request of the County Engineers questioned, the first general transmittal of these forms is being delayed until July 1, 1977, for use during the winter 1977-78 inspection season. Any agencies which might d benefit from having these forms transmitted now are encouraged to contact a Gary Demich at (206) 753-1356, SCAN 234-1356, and we will be pleased to supply them. We appreciate your continuing cooperation regarding the Bridge Replacement Programs, and encourage you to keep both your On-System and Off-System listings up to date. Sincerely, y , W. A. BULLEY, a+ , Directo of Highways +?ak tyau' 177, E El Assistant D ter for State Aid d WAB:rs KE:CD Attachment owsnIS .o.rmen, Ch"'.- A LI. Pxie, Viginu K Gonhy lulls awirr Ilamen Lmna R-n ;. ?.????'/, ?, h .?, l?.m.hnt ,.•...m Man. t n? ? N?.n Luc CLk-n 1-11.1 February 10, 1977 w's R - SWIBS SUPPLEMENTARY INSTRUCTION NO 2 - ti I. FHWA Requirements ?,?.. A. Inventory All bridges which carry or cross Federal-aid routes N B. Inspection 14 i All bridges which carry Federal-aid routes, at % t intervals not exceeding two years [( C. Update of Inspection and Inventory Data withi 90 r n days of any significant changes ?puw Note that the State Highway Department fulfills these requirements for all bridges (both F.A. and N.F.A.) which carry or cross State Highwa s reli i y , ev ng some workload from you. II. Action Required from Cities and Counties y A. Inventory 1. Complete a SWIBS CODING FORM (8 1/2" x 14" white paper) for each bridge. Only Field A-91, Priority Code, may be correctly left rr a blank; all other fields should be filled in. , 2. Send updates in on the SWIBS CODING FORM 1 whenever inventory minforation changes. " B. Inspection w 1. Inspect each bridge at intervals not exceeding two years. 2. Send an update in after each inspection using the new INSPECTION CODING FORM (the bottom 11" y m of the 8 1/2" x 22" pale green form) or if you prefer, using the SWIBS CODING FORM (8 1/2" x 14" r a t white). Note that if you wish to codify the "optional" inspection information, the pale green INSPECTION CODING FORM is the only place this can be done. i