Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
SWP272149(6)
002175 ALPHA ENGINEERS GROUP INC 96188 10/12/95 ORIGINAL ' Vendor No. Vendor Name • PO Date ;� Chapter 116, Laws of 1965 A CITY OF RENTON Purchase Order City of Renton Certification I, the undersigned, do hereby certify under penalty of perjury, that the materials have been furnished, the services rendered, or the labor performed as described herein, and that the claim is a just, due and ALPHA ENGINEERS GROUP INC unpaid obligation against the City of Renton, and that I am authorized to PO Box 44329 authenticate and certify to said claim- San Francisco, CA 94144 Signed a �3 PLNG/BLDG/PUB WKS UTILITY S FERKINGSTAD, LINDA Qty Unit Description unit Price Est. Amount Account Number WO/Func Amount Inv. 144253 9/20/95 1, 102 .65 E 401.000000 .018.5380 .0030.41.000148 65201/5430 1, 102 .65 P1 Channel Emergency Services Authorized By 1, 102 .65 1,102 .65 Accounts Payable Div.•200 Mill Ave.S.•Renton,WA 98055•Phone(206)235-2618•Fax(206)235-2513 �-� DP 3119 11/94 f ' � O '�� lg � fir ► Oz• ►'� Harding Lawson Associates Infrastructure,Inc. Alpha Engineering Groinemit to: HLA Infrastructure - - - P.O. Box 44329 San Francisco, CA 94144 Project Name: P1 Channel Emergency Services 6 =DAT RRE �� Project No. : 33015 Invoice Date: 29-SEP-95 Invoice No. : 144253 � � r , NAME :,iTiAUDAT:' To: City of Renton Planning/Building/Public Works � i; 200 Mill Ave. South OCTl- Renton, WA 98055-2189 i CI [ Attn: Mr. Scott Woodbury Engineering � t. ring L),�pt, For Professional Services through: 22-SEP-95 VV() O Professional Services Amount --------------------- -------------- Project Manager Lanning, Mr. David 6.75 hrs @ 125.10/hour $ 844.43 Project Engineer Comstock, Mr. George F. 3.00 hrs @ 55.19/hour 165.57 Project Coordinator Heilman, Ms. Nancy C. .50 hrs @ 46.60/hour 23.30 Word Processing Specialist II Koester, Ms. Paula K. 2.00 hrs @ 34.68/hour 69.35 -------------- Professional Services Total 1,102.65 Total Invoice $'�� 1,102.65---, Project Summary --------------- Total Authorizes Bu0cot 1,250.00 Total Billed to Date 1,102.65 ------------- Remaining Authorized Budget 147.35 Aging as of September 29, 1995: Current 31-60 Days 61-90 Days 91-120 Days 121+ Days Retention Total ---------- ---------- ---------- ----------- ---------- ---------- ------------- 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Engineering, Planning& 13810 SE Eastgate Way, Suite 200, Bellevue, WA 98005-4440 Construction Services 206/747-1870 Fax 206/747-1979 Internet alpha@halcyon.com halcyon.com w Project Name: P1 Channel Emergency Services Project No. : 33015 Invoice Date: 29-SEP-95 Invoice No. 144253 Approved by: David anning, Project Manager r Page: 2 Harding Lawson Associates SEP 1 Infrastructure,Inc. Alpha Engineering Group September 12, 1995 City of Renton Utility Systems Division Municipal Building 200 Mill Avenue South Renton, WA 98055-2189 Attn: Scott Woodbury Surface Water Utility Engineer Subj: Emergency Services Task No. 1. Job No. 33015.1 Evaluation of 1-405 Box Culvert at P-1 Channel Dear Mr. Woodbury: As requested on Wednesday,August 23, 1995, we have evaluated the damage to the bottom slab which projects into the west approach fill of the 1-405 Box Culvert. This evaluation involved a site visit by George Comstock, P.E. on Thursday, August 24, a review of photos lent to Mr. Comstock during the site visit, a review of four sketches detailing the damage, a review of the plans and discussions with Rod DenHerder of the National Resources Conservation Service. South Side The sheet pile was installed approximately 4" away from the culvert wall face. When the sheet piles were driven, they broke the "plain" concrete slab beyond the face of the structural wall into three (3) distinct pieces. The pieces were 5 ft., 5 ft. and 4 ft. The latter was the farthest in from the outside. When the plain concrete slab cracked, it cracked 2 1/2" ± in from the front/outside face of the outside wall. This was true for the 2 - 5 ft. pieces. The 4 ft. piece was cracked flush with the outside face of the upper concrete wall. The slab reinforcing steel both from the top and bottom were exposed opposite the two-5 foot pieces, and were in their proper locations. The areas over the bars were repaired with an epoxy patching compound. The crack between the outer plain concrete slab and the reinforced box culvert bottom slab was grouted as well as could be expected, since the crack along the 4 ft. and middle 5 ft. sections could not be entirely cleaned of sand that had filtered down from above into the crack when the break occurred. North Side The sheet pile was installed tight up against the outside wall. The lean concrete in front of the sheet pile broke flush with the outside face of the culvert wall. This break exposed the slab top L-bars, and the bottom straight bars, i.e. they were (or are) buried in the concrete,probably where they are supposed to be. The extent of the damage behind the sheet piling is unknown, but is expected to be similar to what happened in front of the sheet piling. The following observations/evaluations and conclusions are based on the above: 1. The box culvert is not structurally compromised. Service life for bridges is assumed to be 75 years and this box culvert should have a similar life if it is inspected and cared for. The damaged areas o:\alpha\lanning\emerg.Itr/pk-September 12, 1995 Engineering,Planning& 13810 SE Eastgate Way, Suite 200, Bellevue, WA 98005-4440 Construction Services 206/747-1870 Fax 206/747-1979 Internet alpha@halcyon.com which could not be repaired due to access problems should not compromise the life of the structure to any marked degree. 2. The damage to the lean concrete was caused by the driving of the sheet piles near the ends of the west side of the culvert. These sheet piles have been driven to retain the I-405 fill and to allow for the construction of the wingwalls on both the south and north sides of the culvert. 3. The repairs made to the south slab break appear to be adequate. These repairs were described as sealing the break between the structural box and the unreinforced projecting slab and then injecting an epoxy material. This repair was performed for approximately 14 feet of the break, about 8 feet of which is behind the sheet piling. 4. For the north slab break, we recommend the placement of concrete as shown on the enclosed sketch. Since the sheet piling has been driven tight to the wall in this case, we do not know the state of the lean concrete slab behind it. Since the lean concrete slab was broken flush with the outside face of the culvert wall in front of the sheet piling, it is expected that the lean concrete slab broke in the same location behind the sheet piling. This break exposed the top slab L-bars and the ends of the straight bottom bars. These bars are normally in compression and are secondary bars (perhaps mobilized in an earthquake). Thus the primary bars are buried in the concrete where they are supposed to be and are not compromised by the break. Recommendations I. Monitor the bottom of the outer walls in the wing locations as part of the 2 year routine inspection. 2. Pour a small concrete "plug" in front of the north footing to cover up the exposed bars. See attached sketch. On another issue, we have noticed that the rebar exposed on the north slab break does not match what is shown on the plans. Specifically,the structurally significant Mark 10 #5 vertical dowel bars shown on bridge sheet M-26 are not visible. According to the plans, these bars should be placed outside the top and bottom longitudinal bars placed in the bottom slab. The photo of the north slab break does not show these Mark 10 bars. From these observations it is inferred that these bars were apparently placed behind the longitudinal slab bars, in which case their structural function would still be adequate. If you have any questions or comments, please feel free to call me. Sincerely, David Lanning, P.E. r, Project Manager 2 Enclosure 'b �Gli I'ERti� w �IONAL E Ct/l gr o:\alpha\lanning\emerg.ltr/pk-September 12, 1995 EXPIRES 9119/ 940 SLA5 t3U- ,� K • =40S Box CJC—'✓�z 2r FiU-c-,r"E`ulC-il FJ�L N�- SUy o� exT• C�ooliV�. IJS" PAT/-,A I06C � �t;fNEt_J SY02tN� ^ Nn �1 a� e�posz ct •'\ _. c pJ-AN Designed Date UNITED STATES DEPARTMENT OF AGRICULTURE Checked Date SOIL CONSERVATION SERVICE i Approved Date WASHINGTON Sheet of t 09/12/95 TUE 16:32 FAX 206 747 1979 HLA Infrastructures C]001 FACSIMILE TRANSMISSION To: �Lo N�DO burl Fax Number: From: _�QV,i�/ LQ.�,�►�ML Date: Subject: G/1A•YSir..��? St�y We�dy�Gt�• �. Project Number: Number of pages (including this cover sheet): Remarks: cc: be^&A. Li - Transmitted by: If you do not receive all pages, please call (206) 747-1870 Harding Lawson Associates Infrastructure,Inc, Alpha Engineering Group MAIN FAX (206) 747-1979 13810 S.E.Eastgate Way,Suite 200 Bellevue,WA 98005-4440 ACCOUNTING FAX (206) 649 4979 09/12/95 TUE 16:32 FAX 206 747 1979 HLA Infrastructures 19002 Harding Lawson Associates Infrastructure,Inc. Alpha Engineering Group September 12, 1995 City of Renton Utility Systems Division Mmticipal Building 200 Mill Avenue South Renton, WA 98055-2189 Attn: Scott Woodbury Surface Water Utility Engineer Subj: Emergency Services Task No. 1. Job No. 33015.1 Evaluation of 1-405 Box Culvert at P-1 Channel Dear Mr. Woodbury: As requested on Wednesday,August 23, 1995, we have evaluated the damage to the bottom slab which projects into the west approach fill of the 1-405 Box Culvert. This evaluation involved a site visit by George Comstock, P.E. on Thursday, August 24, a review of photos lent to Mr. Comstock during the site visit, a review of four sketches detailing the damage, a review of the plans and discussions with Rod DenHerder of the National Resources Conservation Service. South Side The sheet pile was installed approximately 4" away from the culvert wall face. When the sheet piles were driven, they broke the "plain" concrete slab beyond the face of the structural wall into three (3) distinct pieces. The pieces were 5 ft., 5 ft. and 4 ft. The latter was the farthest in from the outside. When the plain concrete slab cracked, it cracked 2 1/2" ± in from the front/outside face of the outside wall. This was true for the 2 - 5 ft. pieces. The 4 ft. piece was cracked flush with the outside face of the upper concrete wall. The slab reinforcing steel both fi-om the top and bottom were exposed opposite the two-5 foot pieces, and were in their proper locations. The areas over the bars were repaired with an epoxy patching compound. The crack between the outer plain concrete slab and the reinforced box culvert bottom slab was grouted as well as could be expected, since the crack along the 4 ft. and middle 5 ft. sections could not be entirely cleaned of sand that had filtered down from above into the crack when the break occurred. North Side � Dlc �3 The sheet pile was installed tight up against the outside wall. The lea oncrete in front of the sheet pile broke flush with the outside face of the culvert wall. This break exposed the slab top L-bars, and the bottom straight bars, i.e. they were (or are) buried in the concrete,probably where they are supposed to be. The extent of the damage behind the sheet piling is unknown, but is expected to be similar to what happened in front of the sheet piling. The following observations/evaluations and conclusions are based on the above: 1. The box culvert is not structurally compromised. Service life for bridges is assumed to be 75 years and this box culvert should have a similar life if it is inspected and cared for. The damaged areas o:4ilplta\lanttiug\nmerg.ltdpk-Scptcntber 12, 1995 Engineering,Planning$ 13810 SE Eastgate Way, Suite 200, Bellevue, WA 98005-4440 Construction Services 206/747-1870 Fax 206/747-1979 Internet alpha@1halcyon.com 09/12/95 TUE 16:33 FAX 206 747 1979 HLA Infrastructures 19003 which could not be repaired due to access problems should not compromise the life of the structure any marked degree. 2. The damage to the lea concrete was caused by the driving of the sheet piles near the ends of the west side of the culvert. These sheet piles have been driven to retain the I-405 fill and to allow for the construction of the wingwalls on both the south and north sides of the culvert. 3. The repairs made to the south slab break appear to be adequate. These repairs were described as sealing the break between the structural box and the unreinforced projecting slab and then injecting an epoxy material. This repair was performed for approximately 1.4 feet of the break, about 8 feet of which is behind the sheet piling. 4, For the north slab break, we recommend the placement of concrete as shown on the enclosed sketch. Sin�e-�he sheet piling has been driven tight to the wall in this case, we do not know the state of the (ae oncrete slab behind it. Since the Jean concrete slab was broken flush with the outside face of the culvert wall in front of the sheet piling, it is expected that the lean concrete slab broke in the same location behind the sheet piling. This break exposed the top slab L-bars and the ends of the straight bottom bars. These bars are normally in compression and are secondary bars (perhaps mobilized in an earthquake). Thus the primary bars are buried in the concrete where they are supposed to be and are not compromised by the break. Recommendations 1. Monitor the bottom of the outer walls in the wing locations as part of the 2 year routine inspection. 2. Pour a small concrete "plug" in front of the north footing to cover up the exposed bars. See attached sketch. On another issue, we have noticed that the rebar exposed on the north slab break does not match what is shown on the plans. Specifically, the structurally significant Mark 10 #5 vertical dowel bars shown on bridge sheet M-26 are not visible. According to the plans, these bars should be placed outside the top and bottom longitudinal bars placed in the bottom slab. The photo of the north slab break does not show these Mark 10 bars. From these observations it is inferred that these bars were apparently placed behind the longitudinal slab bars, in which case their structural function would still be adequate. If you have any questions or comments, please feel free to call me. Sincerely, �I David Lanning, P.E. Project Manager ,)� A Enclosure I0NAL F�� o:lalphallannina\e"ierg.ltr/irk-septcmber 12, 1995 oca�£s. ens yt 09/12/95 TUE 16:33 FAX 206 747 1979 HLA Infrastructures 4 004 5 to E5 OF-E A K Sax C>t_\irz 2T' ------------------- \ y \ Vk, 1.7 r i n }Q1; eic�v52 ct \ �L/A\ Designed Date UNITED STATES DEPARTMENT OF AGRICULTURE Checked Date SOIL CONSERVATION SERVICE Approved Date WASHINGTON Sheet of THE CITY OF RENTON DEPARTMENT O - I PLANNING/BUILDING/PURL C WORKS . FOURTH FLOOR 200 MILL AVENUE SOUTH RENTON, WASHINGTON 98055-2189 = ==> FAX: 235-2541 "secs; To: OcN v t-o LAvir/I r,6- . Company: Phone: Fax: 2 6(, - 7y7 From: Sca F (.JooD6u(L' Company: Phone: Fax: Date: 'V7 J Pages including this cover page: 3 Comments: PU,ems/- / vl S saujj ssr/3L4 F I'JA LDS wlU gE, '7`14 A �,�5. 0;l1(01/95 FRI 09:33 FAX 206 747 1979 HLA Infrastructures ... CITY RENTON Q 001 September 1, 1995 � •, �,,,� �::; .. ��� 1 q # t� � 'i�,�4. 7y7- i8�a City of Renton Utility Systems Division S E P 1 ' 159- Municipal Building 200 Mill. Avenue South CITY OF R INTC)I IN Renton, WA 98055-2189 Engineering Dept. Attn: Scott Woodbury Surface Water Utility Engineer Subj: Emergency Services Task No. 1. Job No. 33015.1 �vV Evaluation of I-405 Box Culvert at P-1 Channel �jj7� Dear Mr. Woodbury: ,�--��r�� t;,,�.r:✓✓� " ggn qug,S+� 23 As requested last Wednesday,we have evaluated the damage to the bottom slab which projects into the west approach fill of the 1-405 Box Culvert. This evaluation involved a site visit by George Comstock, P.E. on Thursday, August 24, a review of photos lent to Mr. Comstock during the site visit, a review of four sketches detailing the damage, a review of the plans,and discussions with Rod pefl#nrter. ll�au� �� enlFr �1 South Side Vfr taNg P�" C-dlS��t'"'n 5C'rVA4'+aA Serer/,t � . The sheet pile was insta d approximately 4" away from the culvert wall face. When the sheet piles were driven, they broke the "lean" concrete slab beyond the face of the structural wall into three (3) distinct pieces. The pieces were 5 ft., 5 ft. and 4 ft. The latter was the farthest in from the outside. When the lean concrete slab cracked, it cracked 2 1/2" f in from the front/outside face of the outside wall. This was true for the 2 - 5 ft_ pieces. The 4 ft. piece was cracked flush with the outside face of the upiersoncrete wall. The slab reinforcing steel both from the top and bottom were exposed and were 1n their�op6T locations. The areas over the bars were repaired with an epoxy patching compound. The crack between the outer lean concrete slab and the box culvert bottom slab was grouted as well as could be expected, since the crack tlrsand lie teP efttte stab. North Side �- /i/•tci l- G/lo� -l�hey /�f1q-��(/�S P.et piece -- ctia�fld n,+ be e„ti��� Cleu�� t�e 5�1 I �, ka r,/kd '� Cv—k G'he-n -f-kt ee,,,,� UG�U l� The sheet pile was installed tight up against the outside wall. The lean concrete in front of t 'e sheet p>le 9roke flush with the outside face of the culvert wall. This break exposed the slab top L-bars, and the bottom straight bars, i.e. they were (or are) buried in the concrete, probably where they are supposed to be. The extent of the damage behind the sheet piling is unknown, but is expected to be similar to what happened in front of the sheet piling. The following observations/evaluations and conclusions are based on the above: 1. The box culvert is not structurally compromised. Service life for bridges is assumed to be 75 years and this box culvert should have a similar life if it is inspected and cared for. The damaged areas which could not be repaired due to access problems should not compromise the life of the structure to any marked degree. o:\alpha\Inning\emerg.ltr/pk-September I, 1995 0.$/01/95 FRI 09:33 FAX 206 747 1979 HLA Infrastructures CITY RENTON 16002 2. The damage to the lean concrete was caused by the driving of the sheet piles near the ends of the west side of the culvert. These sheet piles have been driven to retain the 1-405 fill and to allow for the construction of the wingwalis on both the south and north sides of the culvert. 3. The repairs made to the south slab break appear to be adequate. These repairs were described as sealing the break between the structural box and the unreinforced projecting slab and then injecting an epoxy material. This repair was performed for approximately 14 feet of the break, about S feet of which is behind the sheet piling. 4. For the north slab break, we recommend the placement of concrete as shown on the enclosed sketch. Since the sheet piling has been driven tight to the wall in this case, we do not know the state of the lean concrete slab behind it. Since the lean concrete slab was broken flush with the outside face of the culvert wall in front of the sheet piling, it is expected that the lean concrete slab broke in the same location behind the sheet piling. This break only exposed the top slab L-bars. These bars are normally in compression and are secondary bars (perhaps mobilized in an earthquake). Thus the primary bars are buried in the concrete where they are supposed to be and are not compromised by the break. Recommendations 1. Monitor the bottom of the outer walls in the wing locations as part of the 2 year routine inspection. 2. Pour a small concrete "plug" in front of the north footing to cover up the exposed bars. See attached sketch. On another issue, we have noticed that the rebar exposed on the north slab break does not match what is shown on the plans. Specifically, the structurally significant Mark 10 #5 bars shown on bridge sheet M-26 are not visible. According to the plans, these bars should be placed outside the top and bottom longitudinal bars placed in the bottom slab. The photo of the north slab break does not show these Mark 10 bars. T f"e r-llf- these bars were placed behind the longitudinal slab bars, in which case their structural function would still be adequate. 4 -/,Ch{1 y If you have any questions or comments, please feel free to call me. Sincerely, David Lanning, P.E. Project Manager Enclosure o:\alpha\lanning\emerg.Itr/pk-September I, 1995 THE CITY OF RENTON P RTMENT OF DE A = - PLANNING/BUILDING/PUBLIC WOR KS - - FOURTH FLOOR 200 MILL AVENUE SOUTH RENTON, WASHINGTON 98055-2189 FAX: 235-2541 «> To: yr 0 L.pt a Nl�U Company: Phone: Fax: Zc., - -7,J 7 - f 1-7 From: C��i �,�►4c�0� �2� Company: Phone: Fax: Date: Pages including this cover page- 2 Comments: r; LL SL I PIrrI Iy�/ A6 5U,p NZ40r-_, Box I'�co v ��c•�; v1:;a G C3�W NFL pF r(y Prnr9 rz Q� � GLF1•s� E�tpoSc7 LoY�IETr- �210.� 7-11 X/. J w N r � �Na lt�`. 1✓/ .�1T Gtq Nn sl a 6 e��� �}•IJSL L ►�Cv ••. VF'2F1P�-�ltCo 116' r Z a.le c �L.AN Designed Date UNITED STATES DEPARTMENT OF AGRICULTURE Checked Date SOIL CONSERVATION SERVICE Approved Date WASHINGTON Sheet of '+ Harding Lawson Associates Infrastructure, Inc. Alpha Engineering Group August 28, 1995 ,t City of Renton AU Utility Systems Division U Municipal Building 200 Mill Avenue South Renton, WA 98055-2189 Attn: Scott Woodbury Surface Water Utility Engineer Jy� Subj: Emergency Services Task No. 1. Job No. 33015.1 Evaluation of I-405 Box Culvert at P-1 Channel / Dear Mr. Woodbury: ` As requested last Wednesday, we have evaluated the damage the bottom slab which projects into the west approach fill of the 1-405 Box Culvert. This evaluati involved a site visit by George Comstock, P.E. on Thursday, August 24, a review of photos lent to r. Comstock during the site visit, a review of four sketches detailing the damage and a review of the lans. Based upon this evaluation, we have reach/thewing conclusions: 1. The box culvert is not structurallyed due to this damage at this time. However, there is a possibility that this structure shorter service life due to rusting of the exposed bars caused by the recent pile driving. ge may cause a faster rate of deterioration than would otherwise be expected. 2. The concrete damage was c sed by the driving of the sheet piles near the ends of the west side of the culvert. These sheet ' es have been driven to allow for the construction of the wingwalls cur/eh under constru ton. 3. Thrs made to he south slab break appear to be adequate. These repairs were described as seae break etween the structural box and the unreinforced projecting slab and then injecting an mater' This repair was performed for approximately 14 feet of the break, about 8 feet of are hind the sheet piling. 4. Foo h slab break, we recommend the placement of concrete as shown on the enclosed skeince the sheet piling has been driven tight to the wall in this case, we do not know the stae slab behind it. If it has been broken in a similar manner to the south damage, a repair muerformed. The only way we can determine this would be to cut a view hole, say 6" x 6"cloe wall, say 2" away from the edge of the sheet pile. We could then probe behind the sheet piles and determine whether the slab/wall are damaged. o:\alpha\lanning\emerg.ltr/pk-August 28,1995 Engineering, Planning& 13810 SE Eastgate Way, Suite 200, Bellevue, WA 98005-4440 Construction Services 206/747-1870 Fax 206/747-1979 Internet alpha@halcyon.com City of Renton Scott Woodbury August 28, 1995 Page 2 5. We have reviewed the plans sent to us to see whether the reinforced slab, uncovered by the sheet pile driving operation, was noted on any of the " - uilts." We could not see any mention of this slab. Thus we would take the position that thxis a "changed condition" and the Contractor is not necessarily at fault. On another issue, we have noticed that the rebar expost�d on the north slab break does not match what is shown on the plans. Specifically, the structurally significant Mark 10 #5 bars shown on bridge sheet M-26 are not visible. According to the plans, these bars`should be placed outside the top and bottom longitudinal bars placed in the bottom slab. The`photo of the north slab break does not show these Mark 10 bars. It is possible that these bars were placed behind the longitudinal slab bars, in which case their structural function would still be adequate }mot not as efficient. However, we suggest that the presence of these bars be verified as soon as possible,by chipping out the concrete over a limited area. 7,. If you have any questions or comments, please feel free to call me. Sincerely, / David Lanning, P.E. Project Manager Enclosure o:\alpha\tanning\emerg.ltr/pk-August 28,1995 N 00 3 �occ�idin ��� � �'o Sl/3 ►7oJ� 000 o v U�2E1Prr�luo 1-6� • Designed Date UNITED STATES DEPARTMENT OF AGRICULTURE Checked Date SOIL CONSERVATION SERVICE Approved Date WASHINGTON Sheet of 08/28/95 15:01 FAX 206 747 1979 HLA INFRASTR Z 001/004 FACSIMILE TRANSMISSION To: �eCfib i�C1 �lu " 0 U � � Fax Number: From: ! JClJI V( Date: Subject: Project Number: Number of pages (including this cover sheet): Remarks: cc: Transmitted by: If you do not receive all pages, please call (206) 747-1870 Harding Lawson Associates Infrastructure,Inc. =-Alpha Engineering Group MAIN FAX (206) 747-1979 - — — 13810 S.E.Eastgate Way,Sulte 200 ACCOUNTING FAX (206) 649-4979 Bellevue,WA 98005-4440 08/28/95 15:01 FAX 206 747 1979 HLA INFRASTR 191002/004 Harding Lawson Associates Infrastructure,Inc. Alpha Engineering Group August 28, 1995 City of Renton Utility Systems Division Municipal Building 200 Mill Avenue South Renton, WA 9805 5-2 1 89 Attn: Scott Woodbury Surface Water Utility Engineer Subj: Emergency Services Task No. 1. Job No. 33015.1 Evaluation of I-405 Box Culvert at P-1 Channel Dear Mr. Woodbury: As requested last Wednesday, we have evaluated the damage to the bottom slab which projects into the west approach fill of the I-405 Box Culvert. This evaluation involved a site visit by George Comstock, P.E. on Thursday, August 24, a review of photos lent to Mr. Comstock during the site visit, a review of four sketches detailing the damage and a review of the plans. Based upon this evaluation, we have reached the following conclusions: 1. The box culvert is not structurally compromised due to this damage at this time. However, there is a possibility that this structure will have a shorter service life due to rusting of the exposed bars caused by the recent pile driving. This damage may cause a faster rate of deterioration than would otherwise be expected. AfFC yrr •NL4 Pan-rio#d of 6 aX ? �au0 ' 2. The concrete damage was caused by the driving of the sheet piles near the ends of the west side of the culvert. These sheet piles have been driven to allow for the construction of the wingwalls currently under construction. 3. The repairs made to the south slab break appear to be adequate. These repairs were described as sealing the break between the structural box and the unreinforced projecting slab and then injecting an epoxy material. This repair was performed for approximately 14 feet of the break, about 8 feet of which are behind the sheet piling. 011- ww Ar .16 -r#LV at,&: 4. For the north slab break, we recommend the placement of concrete as shown on the enclosed sketch. Since the sheet piling has been driven tight to the wall in this case, we do not know the state of the slab behind it. If it has been broken in a similar manner to the south damage, a repair must be performed. The only way we can determine this would be to cut a view hole, say 6" x 6" close to the wall, say 2" away from the edge of the sheet pile. We could then probe behind the sheet piles and determine whether the slab/wall are damaged. o:\alpha\lanning\emorg.ltr/pk-August 28, 1995 Engineering, Planning 8, 13810 SE Eastgate Way, Suite 200, Bellevue, WA 98005-4440 Construction Services 206/747-1870 Fax 206/747-1979 Internet alpha@halcyon.com 08/28/95 15:01 FAX 206 747 1979 HLA INFRASTR 191003/004 City of Renton �_ _ Scott Woodbury August 28, 1995 Page 2 5. We have reviewed the plans sent to us to see whether the unreinforced slab, uncovered by the sheet pile driving operation, was noted on any of the "as-builts." We could not see any mention of this slab. Thus we would take the position that this is a "changed condition" and the Contractor is not necessarily at fault. On another issue, we have noticed that the rebar exposed on the north slab break does not match what is shown on the plans. Specifically, the structurally significant Mark 10 #5 bars shown on bridge sheet M-26 are not visible. According to the plans, these bars should be placed outside the top and bottom longitudinal bars placed in the bottom slab. The photo of the north slab break does not show these Mark 10 bars. It is possible that these bars were placed behind the longitudinal slab bars, in which case their structural function would still be adequate but not as efficient. However, we suggest that the presence of these bars be verified as soon as possible by chipping out the concrete over a limited area.wM4 If you have any questions or comments, please feel free to call me. COM 'At,,5 fw/0VC�19 sfaG�t Sincerely, v:r David Lanning, P.E. Project Manager Enclosure 1, ssAAJarURAL �r,✓,y� �. ti 14a o:\alpha\lanning\emerg.ltr/pk-August 28, 1995 ` 08/28/95 15:02 FAX 206 747 1979 HLA INFRASTR 004/004 NORTH SLAG 13U,� K N =40S Box Cc�Lirz.�T Q� Nd sla6 e��o5�� }�IJSL L 1-�CV o le - . CLAN Designed Date UNITED STATES DEPARTMENT OF AGRICULTURE Checked Date SOIL CONSERVATION SERVICE Approved Date WASHINGTON Sheet ? of V AW AUG-29-95 TUE 10 : 16 NRCS—RENTON, WA 2067646677 P. 01 United States Natural Renton Project Office Department of Resources 935 Powell Ave. S.W. Agriculture Conservation Renton, WA 98055 Service OPTIONAL FORM 99(7.90) FAX TRANSMITTAL rot pages P. 2 Scott Woodbury, From T° Sc�Tr P.E. t 06!D)Bo ofl �--1-� . City of Renton °ep1AQenCy Pnome 200 Mill �7Ave So. Fax s C4 Fa,is Renton, WA 98055 NSN 7540,0i-3t7-7368 � 5099_101 GENERAL SERVICES A°MINISTRATION Dear Scott: Re: ESGR P-1 Connecting Channel, Contract CAG-94-117 HLA Letter: I-405 Box Culvert Repair The letter to you from David Lanning of HLA indicates lack of adequate research and total lack of understanding of some of the issues involved here,per my following response: Item #4. It may be a reasonable idea to cut a piece of sheet pile and see what additional damage was done, if any, to the slab extension behind the sheet piling. However, he notes in Item#1. that the structure maLhave a shorter life due to rusting of the exposed bars but then says in Item#4 that repairs muq be made if more damage is found behind the north sheet piles. I totally disagree with his proposal to replace the non-reinforced slab extension as shown on the drawing sent with his letter. This large section is identical to the previous slab extension and would break at the same or worse location due to settlement of the wingwall and/or box culvert or will break when removing the sheet piles. Therefor, I recommend that if it should be covered with concrete (which only would be for anchor requirements of the rebar, since the epoxy coat previously applied seals and protects the rebar from corrosion) then a small section of only 4 inch thickness or less be added. This section should be distinctly separated from the new wingwall and separate from the sheet pile by enough distance so that as the sheet pile is pulled it will not hook the repair section and pull it off. Item #5. Since Mr. Lanning was not at the site during the installation of the sheet piles, nor has he read or reviewed any of the pertinent documents of what information (verbal or written) has been given to the contractor,there is no way he can make a professional judgment on who is or is not responsible for this damage. This is irresponsible and may violate professional engineering ethics. The Natural Resources Conservation Service, formerly the Soil Conservation Service, Is an agency of the United States Department of Agriculture AN EQUAL OPPORTUNITY EMPLOYER AUG-29-95 TUE 10 : 17 NRCS-RENTON, WA 2067646677 P. 02 Page 2 Last Par. In response to Mr. Landing's concern about the Mark 10 #5 bars extending from the bottom of the floor slab into the wall, there are two obvious reasons why he should not be concerned. First, a quick review of my drawings (Section D) in relation to the reinforcing drawings makes it obvious that the break was in line with the outside of the wall and that if any of the will bars were exposed at the break, they would also be exposed all along the outside of the wall (full height, no less). Secondly, it is common practice for the floor slab to be poured prior to the walls. The "L" bars from the floor to the wall are used to tie the wall rebar to and would be very obvious to any photos and other construction records to see if such an obvious inspector if it was not in place. It would also seem reasonable to research available omission occurred before starting to chip out concrete looking for rebar(where do we stop - are we checking the inspection quality of this structure?). This confirms many of my concerns with consultants, that they do a quick job without adequate research or review of available materials just so they can write a letter and make a quick buck. Am I a little cynical here? Sincerely, Roderick L. DenHerder Government Representative cc; Ralph Scott, CO, NRCS, Spokane WA PLANNING/ BUILDING/ PUBLIC WORKS DEPARTMENT �` `SY O� MUNICIPAL BUILDING 200 MILL AVE. SO. RENTON, WASH. 98055 UTILITY SYSTEMS DIVISION - 235-2631 �I 0� NT TRANSPORTATION SYSTEMS DIVISION - 235-2620 TO: DATE: 3/F�" JOB NO. : RE• p1 'Ll S c ks G UL tJ N '? / 6 '5� k� S'T C><3 i 1ov"'L �- Lda 7 (�✓ pri/ 1�(LkcVu4 ATTN: GENTLEMEN: WE AREjSENDING YOU ATTACHED ❑ UNDER SEPARATE COVER VIA THE FOLLOWING ITEMS: ❑ SHOP DRAWINGS /❑` PRINTS ❑ REPRODUCIBLE PLANS o SPECIFICATIONS o COPY OF LETTER ❑ COPIES DATE NUMBER DESCRIPTION AND REMARKS P1rara S -7 S �14e o S bc .Grp l/ ID �—z OVU' / C.. THESE ARE TRANSMITTED AS CHECKED BELOW: ❑ FOR APPROVAL ❑ APPROVED AS SUBMITTED ❑ RESUBMIT COPIES FOR APPROVAL FOR YOUR USE/ /U ❑ APPROVED AS NOTED ❑ SUBMIT COPIES FOR DISTRIBUTION ❑ AS REQUESTED ❑ RETURNED FOR CORRECTIONS ❑ RETURN CORRECTED PRINTS ❑ FOR REVIEW AND COMMENT o ❑ PRINTS RETURNED AFTER LOAN TO US COPIES T0: SIGNED �� UU�rti�rfr1� TITLE 2-7 9 - S S`/7 IF ENCLOSURES ARE NOT AS NOTED, KINDLY NOTIFY US AT ONCE 08/28/95 MON 09:20 FAX 206 747 1979 HLA Infrastructures 19001 FACSIMILE TRANSMISSION To: S�-�}- W e ocu?(� Fax Number: From: YYl _ Date: g 2-c6 Subject: i # Q CvIS�? Project Number: Number of pages (including this cover sheet): Remarks: S - u w) L'n `reG t4 y� o wf' -�ey� o -- — c2 tI�v�rP-u-e� , t�LJ apt- 1Jck.S t-10 P4 6� �o V-eLe. �%le- -P4-o rv, u L(- LA-)0-S C-- co rn G''�ow,o �iD �i.Uc-- r� c�,R-� y� �-a-�- �'- 0• �o-r�.. .� wt,r' t l SS L c_ TD GL Go ? G I,u C�GCS l�L��z✓?�! f' (tASX— CaA /�'Le�ir� 61 cc: �Gs Transmitted by: If you do not receive all pages, please call (206) 747-1870 Harding Lawson Associates Infrastructure,Inc. Alpha Engineering Group MAIN FAX (206) 747-1979 13810 S.E.Eastgate Way,suite 200 ACCOUNTING FAX (206) 649-4979 Bellevue,WA 980054440 THE CITY OF RENTON TM ENT O F #r'x DEPARTMENT - PLANNING/BUILDING/PUBLIC WORKS FOURTH FLOOR 200 MILL AVENUE SOUTH RENTON, WASHINGTON 98055-2189 FAX: 235-2541 ~'`= To: Company: Phone: Fax: -71 From: SC& 9' oo ogUr� Company: Phone: 10 Fax: Date: ��z P/55' Pages including this cover page: Comments: 7Nr� G. �6 '04 k/1Z C< S��tUte� S AT F^-1 4 k-0 jS C.. FAX— 5 4.-T" 8/2�9193" OP,Vi o C-,A /J l 0'Uf-'S''I a/N5 D A �(A s C,/Act., 21 7 co a pelt PLANNING/ BUILDING/ PUBLIC WORKS DEPARTMENT"` �`SY O MUNICIPAL BUILDING 200 MILL AVE. SO. RENTON, WASH. 98055 13(1 8)-z UTILITY SYSTEMS DIVISION - 235-2631 NT 0 TRANSPORTATION SYSTEMS DIVISION - 235-2620 TO: ,COt�L 6 Cn n 51-aC4- 2c6-7Y7- 18070 DATE: 6- JOB NO.: 138 o 5f� L,,f/,\ RE: U -U u uJA ATTN: GENTLEMEN: WE AREISENDING YOU A ATTACHED ❑ UNDER SEPARATE COVER VIA THE FOLLOWING ITEMS: ❑ SHOP DRAWINGS ❑ PRINTS ❑ REPRODUCIBLE PLANS o SPECIFICATIONS ❑ COPY OF LETTER ❑ COPIES DATE NUMBER DESCRIPTION AND REMARKS / ce `I"NL- /one nw�s' � - u c,r 77 r-(4 13 ak r BP49664 V- 70y W 7ukw uk- 16 5', /�xy-Pu e94V Sri ✓"5' a� /3 ewc 4 Sl s Sci /J2C5 THESE ARE TRANSMITTED AS CHECKED BELOW: ❑ FOR APPROVAL ❑ APPROVED AS SUBMITTED o RESUBMIT COPIES FOR APPROVAL X FOR YOUR USE ❑ APPROVED AS NOTED ❑ SUBMIT COPIES FOR DISTRIBUTION ❑ AS REQUESTED ❑ RETURNED FOR CORRECTIONS ❑ RETURN CORRECTED PRINTS ❑ FOR REVIEW AND COMMENT ❑ ❑ PRINTS RETURNED AFTER LOAN TO US COPIES TO: SIGNED TITLE IF ENCLOSURES ARE NOT AS NOTED, KINDLY NOTIFY US AT ONCE i G 0U T SLAB \� 4 '40S 8oX Gt�l.vr=�i 4f vv cr! l G 1 0� ex�s �irf _ box Cw:ve,— r r � 10 / P 70 Designed Date UNITED STATES DEPARTMENT OF AGRICULTURE Checked Date SOIL CONSERVATION SERVICE Approved Date WASHINGTON Sheet � of Nupc ROX L✓z,Zr v 13r�a N Lx r, \ s la.� i Nd 51a1� 2��osed Designed Date UNITED STATES DEPARTMENT OF AGRICULTURE Checked Date SOIL CONSERVATION SERVICE Approved Date WASHINGTON Sheet . of 16 12 I i i �VJ I�I�OY S''�QC yr J 5 ECT ( CAN rtcsr � sc6;�- i /2en - i Z'•�Gc�n�l O✓'• � r S � CTioN � Imo(- v 5 cQiC Designed Date -3i-4` UNITED STATES DEPARTMENT OF AGRICULTURE Checked Date SOIL CONSERVATION SERVICE Approved Date WASHINGTON Sheet of �wC1�i i Fj 2�Or 1 �7 :ik crack SI=CT I Off! C �Lc� To Scc•�e � �1.Latl i i � r (hov r¢•N.ova �. --------- ---- - _ ____ — -- i �a 5ECTId�J G Designed Date UNITED STATES DEPARTMENT OF AGRICULTURE Checked Date SOIL CONSERVATION SERVICE Approved Date WASHINGTON Sheet of V`v• `44 1• W NI 1`•-T`• W.M. GENERAL NOTES ALL MATERIAL AND WORK SHALL BE GONE IN ACCORDANCE WITH REQUIREMENTS OF THE STATE OF WASHINGTON DEPARTMENT OF TRANSPORTATION 'STANDARD SPECIFICATIONS FOR ROAD AND BRIDGE CONSTRUCTION,' DATED 1984. 1R�T /.E.5ewer Casing CONCRETE SHALL BE CLASS AX (SOIL CONSERVATION SERVICE CLASS 4000) E/ Z/0 Z /O REINFORCING STEEL SHALL BE AASHTO M31 GRADE 60 (ASTM A615 GRADE \ P/w /2 UNLESS OTHERWISE SHOWN ON THE PLANS, CONCRETE COVER MEASURED FROM fc� THE FACE OF THE CONCRETE TO THE FACE OF ANY REINFORCING BAR SHALL Toe of5/o a BE NOT LESS THAN 3' FOR CONCRETE CAST AGAINST EARTH AND 2' FOR P ALL OTHER LOCATIONS. H-4 T14-2 \ O UNLESS OTHERWISE SHOWN ON THE PLANS ALL STRUCTURAL STEEL PLATES AND SHAPES SHALL BE AASHTO M183 (ASTM A36). FALSEWORK SHALL NOT BE RELEASED UNTIL ALL CONCRETE BEING 0 14 E O SUPPORTED HAS MET AGE AND STRENGTH REQUIREMENTS OF THE TP-2 SR405 Termrno/ End Section SPECIFICATION. FALSEWORK SHALL BE RELEASED CAREFULLY TO PREVENT IMPACT OR UNDUE STRESSES IN THE STRUCTURE. 18 Buried in ,i3erin 22 a h 24 N 4iE lr-/ TcrPer O = /5 mlln5 Z Te s t Pile 4k 2 ti 25°05'ZZ" 25"D' hl 915405 5ta. 147-67wl sting Proposea' P-> Eta. o r h ino9e Dit .9, ge Approach a ^ Ez.C./. o vi/ye 405// E S/ab /47 "' ; 9R405,- N96 — /eniiay Camp/ e H-2 b Ez.C B. /2 N Q 3 Proposed � I UDP " � Brioge APP� O �- fgen tan — — o EXCOVafiDn Conc.Barrie o= Z. mile s ti a 5/ab v Payment Limit a - 25=0" ee//an 2a 22 .SandBackfi//For 20 Box Culwrl(.see -I87 S,oecia/ProvrSrons) a o Typ.Ea.5rl/e i3O„ 4 ¢ion 12 �9 ecia/ Precast 2.0„ TP- � Concrete Barrier a o I TP-/ Teo/5/o e T e Z (T //'O"T . - _ YP YP) Cbsin-9 P 41 f-RI W E/. Z./2 N �i -- -- -- DownSfreorr - TH-l End ro N 24"� Casriig Par � of r L 5vn/tory Sewer' cap 0t'5/w -a. End Grove/BvcFFi// /or Z�, Q � Foundation C/vss B I Ca5�n9 s w TYPICAL LOOKING NG CROSSAHEAD ON - SECTION - carom - PLAN NG N.6.YO LEGEND: of/929 Idenfifics Secfron, View or Ge�ail s Z�*rrna/to 5,6405 .5(No 15rma/to Z 59405) Taken or Shown on Shee4 No. /5 c'5,3405) eQ Ind/cafes Section, View or De4ad is to ken and Shown on the Same Sheef 5=0.000Zf}/it REINFORCED CONCRETE BOX CULVERT LOADING HS-20 Q LONGITUDINAL SECTION OR TWO 24K AXLES Q 41 CITRS 01O1O" ISTATE FED.AID PROJ.NO. "o. waT L BRIDGE F. *4 ANDERSEN SHEET � e.As y"o SR 405 ,o WASH C, k BJOANSTAO � Washington State r � TUKWILA TO SOUTH RENTON M-23 -IR-405-3(692) �� ` KANE INC. Department of Transportation HOV LANES 1.1ET JOB NUMBER 1�� W JACOBS CI B 7 W O45 ��.rffFc,s r�a�'�6��`' � 351 CONTRACT NO. SIONAL EN o' DATE REVISION BY APP'D APPROVED CONBIJLTINO CN(71NN[ERB LAY 0 U T 70 g� /70'-0' 99�-0" C017574ru6f1017 Sfa e 2 8Z'O"Consfrucf/on Va e / Reinforced Bottom Slab / Mechanical Butt' fxtensioo Not 5hownfor 5p/ice at Construct/on Llolnt Clarity. See BrSht 7 3 3_ 3_ Between Stages (typ•) foroetai/s. 3 7YP ZO*7 a /O�6 7Yp .,Tp 5ee Splice befall 7 7yo This Sheet. J� Wall� - - - -- -- 0#7 Top, O#(o Px�f /OSpa.®/'0"=lO'0' Consf✓f w ZO#7-\ Typical Ce/Is 4*5 '- " O#77o , O"`7g //7 Spa. a0abf 9"= 87'(0" O"7 Top O'"7 FSo /09 SP4• '� of{ 9"=8/=G" o cell 4 / N O#7 Wal/4 -— 06 5ee Sec. A PI-Line p - -- - - - Ce// 3 2 "7TP/os . Q� 2 #7 30' �0 7 7o 4 *7 8of. 0 9 "78of //7 5 a7 aht 9'= g7'G" / 7 '017ToP, '¢ 9 " ' Cell 2 O O O 'a' / O �7 Hof 2� 7 Bob /09 Spa. a'� obi 9'"=8/-G' / #770 Oi \ Wal/2 —_ a o eel/ I O# 7 ,7 3 7& //7 Spa. a7 obf 9"= 97'/O" ©"'7 Top(D07 rf/09 Spa- 0 0b7L 5'/Z 'fG5ee5ec.e N O#7 7op/0 Spa.2 ob>`/'0"=/D'D" Wall l � o ZO*7 Top Cont(TyP fa.ltieb� /O#CO C'ont (7y,Ea. Wall) Plain Concrete 3cHon slob / f0e,sion Net Shown for A Vo74es on Langitudinal &rs : C/orify.See Br Sh/ 7 4 Bars shown ore continuous for oela/l. Lap sp/ice #7 bars 9-'0, -Ya pars 2'r--4 *5Bors Z-'0" Notmore than 50 Percent of bars spliced'a. one secfian Construction Stage 2 C0/I6I"-LIti017 5/0ge 1 excePf'ofcon5fruc7"ion Joint, S74oye / S'f 2 where s o%ce os shaw�. Sfo99er/oPs within sfaye /and Stage 2 os shown. G?ar arras einenf same .S/o e /and St'a e 2 Roughened Surface 9 9 9 PLAN- BOT, SLAB REINFORCING � Provide Blackout/n Stage 1 Con5frucl'iw Cons/stemt with $10/1c1179 System Ubed. Grout fu//After $pll�e E4is Comp/eted, ar�dBeforeConstructIO17 Reinforcing Bar EMechanical Butt 5,o/ice Neel/ny Requirements of Specification Section /,,-OZ.3(24)F. MECHANICAL BUTT SPLICE AT CONST. JOINT BETWEEN CONST. STAGES I AND 2 (TYP. SPLICES IN BOTTOM SLAB, WALLS AND TOP SLAB) "EO1O1 STATE FED.AID PROD.NO. UNLIT UNITS TOTAL BRIDGE s F- Af4 ANDERSEN SR 405 SHEET io WASH o?P�-"'y°y BJORNSTAD T� Washington State TUKWILA TO SOUTH RENTON M-24 JOB NUMBER I-IR-405-3(692) � KANE Mo Department of Transportation HOV LANES SHEET 87WO45 a,�f4,T,1, � JAC.OBS, INC. 359 CONTRACT NO.j NA APPROVED CO BOT. SLAB REINFORCING '704 NDULTINO ENOINEERB / /G 2' O B4'O"" Construction S'>age 2 79'0" COnSb-UCf%On SY,096 / 34 #5 /O Spa. @ I'-01 -0 Typ. 28'-O End Pone/s 28'-D"Pane/ ZS'O"Pone/ 29'0"anel 26=0 " Pone/ 26'0"Pane/ 26 O"Pone/ 38 #5 /a Exterior Wall +2 and 42 a„d 36#5 /0 S @ //_Od Typ. 28'-O'� End Pane/5 / Mechanical Buff 5p/ice = /00' TyP Zb D 3" 43 4'7 376oa.V ob> 9'= 3" 35 5 Cov?`l0 Spa(2 obt At Construction ✓oink 3 4 #7-34 spa.Sob/ , 3" Interior Panels 34 #5 1 Cr t Interior WaII 27L( " Tyo. ea. oane/ Between 5ta9es(TyP) 39 '5 l @ Exterio Wall Typ. 5ee- 5 /ice Detail 9"=25=10 Typ.W. Sne/ u Typ. ZS-O End Panels / Const Sfage2 28' p Cons Stage / TyP Z6-O �� Interior Panels SrSh> 2. End Pane/s Z Ce//5 42 "'7 12' 0" Splice- CTyp.) 35'r5 1 @ � all / 37 #5 /O 5 a. @ /'-OU / / Wa//S 23'-O# / / =/o=o" TYP. Zb-0 / Intenw- Panels / �� End Panel s -----------=----wall-5 3=O"Lo S ---- P P/iceA/ternate A � —�-------- Skew ny/e Ce and = / O 9 //2 2 ee//4 / / 25�05'22" 3b #5 /@ rt All W4ilo Ce//4 Const ✓f �rP� p � 37 #5 /@ 'L lnteriar Wall l ZG' D` lnterlor ,oiYe/s Ty,,. 26' 0'/ End Panels / -0"Wa//(T .} W4//4 — -------✓ ---- _---_— ---- ------ ----- ------ -- g3 '�7 T——— —— 7rar7s✓erne F3einf O `9 GI Lim / / �5ym�n.Abt¢ PI Line 0 41 *7 - - --------=— --- ------- yc, 3 0 L ao Sao/rce Alternate/ // // f E Ce//2 6°Wall 3 and Va//-4 N S� A-'-'gL / 9 wall Z =;07 / 2G ' "S p/ice(Typ / 40 and p and " 4l � " #G /o Spa. @ /-D4/ � 3. 41 # � 32 # /O 5 a. @ /'-O// A 33 �6 /0 S @ /'-O" 3/O 7 37s �obt 9" /3 = IO'0" T 28-0 / O 7�ont 4s .h 3" O 6 P TyP ea. Pane/ In teriory Panes 9'= 25'6' Typ ea.Panel' =/o L 0" Tp 261-O" 4 =/O'-o" 7 yp Z1'-0" Const 5faye 2 30 tk[� /O Spa. @ 1`-0" Consf Stage / Interior Pane/5 End Panels _ /O'-O" Typ Z8'-0" Eno' Pane/5 PLAN-TOP SLAB REINFORCING "00" STATE FED.AID PROJ.NO. °T wetva BRIDGE ANDERSEN PS�MA �y BJORN TAD �► Washington State SR 405 SHEET_25 10 WASH � ° " 9 ra � i� TUKWILA TO SOUTH RENTON JOB NUMBER I-IR-405-3(E92) ,,,: r;�;,: KANE � Department of Transportation HOV LANES 87W045 , JACOBS, INC. 35 353 CONTRACT NO. `�"siONAL ENG\� o"d flATF GFUIRInm RY APP'D APPROVED CONHULTINO ENOINEEFI8 TOP SLAB REINFORCING 70' 23 °`5, /08 5pp. m 14 43 *7 40 #7 34 35 36 or 37 5 / 7 42 *7 27 @ Ends h a G We#2 Roughen 0 Wo//4 Wa// 5 Wa// 6, Const✓t(Typ) G" ~ l/a or /7 '*'5_ O, 3l, 32 or // 0" Typ. TYP TyP @ l�erior dVo/l5 O #6 22 #5 Vert,Qne Ea. E17d /b or /7 �`5 Typ. Interior Pone/s Ea Interior Wol/ Exterior Walls,Interior Pone/s, /-'0"T /'D"T Wo//3 /g or l9 #5 15 #g 20 or O Typ Exterior Walls,ExtericrWo//s %teriarhh//s rYR @/nterix Walls, End Pone-Is. TYP G� Interior Wa//5 End Pones. #5 Typ @ Exterior Walls, /3 or /4 Ce// 3 Cell 4 Cell-5 #5 5tr. /n End Panels. /0 5 l2 #5 Typ /0 *5 O // #mac /I �5 ExceptAsNoted r o OI # F 7 i 2O*7 NI�> 8O#7 m *7 1,-(�)*7 r-� I = 0#7 0 *7 O /' 1*7 e /2 0" yp A A SECTION l3 or /¢ 05 2 3 4�0"Wa//5 /Ond(o only Z5 #� 4=0"l✓o//s /and/ an/y /6 2:0„ Measured on/r7,5io'e /'ace Mea5ured on 1175/6'le 84'-O"Con3traction S�'oye 2 of Wa// 78'-D"Constructiaa 5ta e/ 24#5 23 #5 face of wall 28 0"Pane/ 28'O"Pone/ 28'D"Pone/ 2G=0"P�ne/ 26'0"Pone/ Z6'0"Pone/ C END WALL 32-'o"done/ l6 '°5Ef, /ospa.B /7 '0'5EF, /OS,00.@ - — HORIZONTAL SECTION 30=0"Pone/ 4-� walls/ /0 Qbt/Z =/9,0" /�"=/Q�o"� f/4nd 77 in I 26 SP4 31 E f EQ 24 #5 Or 5pa. wall # � Or 5p4 o// fill 4 a_ Wa//6 Fes• ®4/5-3E•F. E� n# . 42 #7 '73 Spa /8 #5 f.F. �Wo//s Me chanical Bud' Splice 9 5 f f. @ W01/4 t,34 5 ,P 3�t' 2,3,40-6 20#5E.F.4' At Construeflon Joint 2/ 09f.F W4115 /�G/ 27 #5-2 Sp¢ e \33 #G \ ��"7 b=I-0 Outside P 9 (ryo� /0 5 a.C�abt. /-0"=/D=0' 3'�' to=/'-O'� Outside Wal/5 /os o. ee/ween Sto es END WALL Face Wall 1 And 3' 3" 3" 5ee 5p/ice Deco// 3" 3.. Face wall/And B ,3" oat/'0'=/D=0" � 3„ wall 6. 0, sht 2. 1\ Wa// 0 3 ' VERTICAL SECTION !2 #5 /5 5E.f., /O // o- l2 '15 /5 *5E.F, !0 // or /2 #5 /5 -5E.f., /0 // or /2 �5 /y *5EF. /0 // oi^ /2 #5 /5 #5E.F. Gbwe/sE.f., 375,0oN'obt.9=?76" Dowe/5f.F. 37Sco.9aL 9>27b" Dowe/sE.F., 37Svo.Poat.9-27-6" Dowe/5E.F., 3¢5,oa.®9=256" DowesfF. 34Spa9,Y25'�" 05Dowel6f.F 3¢SAa. l3 or /2 *5,0mel End o/' Top 51ab Above E@F /0 5oa. e 7 3-!o Walls/ 6 any /¢ #5E.F. /D or ' Interior Noll Measured On /aside /2 '45 Dowe*e,, 6 22 5 Vert. y5° Face o/ Wall g ELEVATION 5PaR7�3'_�'� / _/ � Note Wall 6 5how� Measured Or /n5/de Foc e of Wall �� PARTIAL SECTION AT END OF INTERIOR WALL g%10N ISTATEI FED.AID PR0J. 140. g�.,a T g EFTS BRIDGE F. bqy� BJOWNSTAD Washington State ANDERSEN SR 405 SHEET to wasHi TUKWILA TO SOUTH RENTON R-405-3(692) 3l* ��/nc� 1( LAVE '/— rlesr�nr�rr�r�i of Tr.�w�..�....i..iC...� M-26 F-Bar fc.be field welded. v-Bar olrneneions vary between dimensions F•Bar fo be field welded. v Bar dimensions vary between dlinenIons I w 7-- Tie or Stirrup. s wn ho on fh,s line 2nd,4he following 7-- Tie or Stirr Ph up shown on is hne ad n -lAe following line. y o D/MENS/ONS (Out fo out) BEND/NG D/AGAIAMS Z D/HENS/OHS lout to outJ W O �^ W W e LENGTH WE/G W y�' W Q LENGTH WE,G' LOCATION N Z 4 3�' W U W X Y B, BZ LOCATION N WG �� W U W X Y 2 B, 6z v y Z y Z O O ap k 1 O O �a W ] h$ Z Ft !n Ff Jn. Ff !n Ft !n. Ft /n. D De. Ft /n. Lbs. t~ '1 ti h 2 Ft /n. Ft /n. Ft !n Ff. !n. Alf /n. Deg.Deg. Ft /n. Lbs. ti W e9 9 TYPE 50 Bottom Slab j I Top Slab � — TYPE 5/ � 3 TYPE 60 � TYPE 6/ k � 62E k Bottom Lon it. 6 501 I 12206 0 30 Bctt m Lonq Sty 2 End 6 55 50 Z7 8 TYPE 52 Too Longit. 7 f 501 1/ 53 0 31 Bdtbra Low.SV..2/nt 6 /l0 50 36 8 L u .J --u--� 12 8 ( ( _ 32 Bottom Lon Sty./lnt. 6 /l0 150 28 8 TYPE 53 m �� F•" fct om Trans v. Cell-1 7rZI�51 p75 11310 33 Bottom Lon .St.l End 6 55 50 25 O TYPE 54 3ottom Trdnsu. Cell 3-5'71229160 36 8 39 Top Long. St .2 End 5 59 50i 27 8 TYPE ss J 3 '` n'PE 64 136 — - op Trans✓. Ce1/-1 7 228,5 1219 35 Too Long,Stg.2 In 7- 5 12250 j j 30 8 TYPE56 u ,� �� `op Transv Call-2 7 228 50 I /5 3 _ 36 Top Lone.S t ./ lnt. 5 122 50 I 28 8 y, op Transv Cell 722,956 36 B Top Long St .l End 5 59 50 25 87 556 69 3 , O 3 / 3 l 3 D 38 Top Ext. WaH Stg.2End 5 2 50 3/ 8TYPE 6639 TopExt Wall 5t. l End 5 2 50 29 8P- 37 e,SPA.@ w TYPE 67 40 _Bottom Tro-n6v 5hartEn 7 2/9 641 ' 1 28 2 u � u I w 1 4/ I Bottom Transv. Lon 7 2/9 591 4/ l0 u Y z j 42 To Transv. Start 7 2/9 59i 2l l0 0 " s,TYPE 60 et t Walls 43 Top Transv.Lon 7 2/9 5 q8 2 a k k ZrPEu7D ' EXt. Dowels Walls l e6 5 966 b � 2 0 9 3 � Y Dowels Walls 2-3 5 1438,65 2 0 5 9 I 1 u TYPE el / Dowe/e Wa/ls 1-6 5 7&YJ 6 I 12 , 0 3 9 I-=-- •� TYPE Verts. Walls/46 5 128 IV ;4 l5 0 I /o /ss• / • 11310 ✓erts. Walls/e6 5 28 V 411510 j TYPE S7 ,� /o- . 128 Ver te. Watts 5 2628 b /2 2 2 0 TYPE 83 Horiz Walls 3 5,5tg.2lnt. 5 269 5 31 2 . j I NOTES /. A// reinforcin�q bars on fh/s sheet Sha//be A..ST.M. A 6/5. Grade `toriz Walls 3-5,St./lnt. 5 269 5 29 2 I bo u.�less sFJown odherwise. $ Number and-length of ears to be Determined by the tbriz Wa11s 3-5,5t.2 End 5 88 27 2 i ' Canrractor from Plans. yoriz Wal1s3-5,,St ./End 5 BB 12512 `tort Wollsle6 5t.2En 5 49 3114 j `loriz Walleg6 etg./End 5 44 12914 .'ert End In Wall 5 9 12 / =nd Wal/ Vert 5 /:B 6 019 9 / 9 / O B 019 =nd Wa/l Horiz. 5 $ 5 07 W7g Wa11 1-oriz. 5 /2 6 V 2 9 -1 2 6 0 2 /l5 512 ✓nq Wa11 Horiz. 5 /2 6 V 2 4 /0 2 6 0 2 65 5 6 �rng Wall Horiz Top Extra 5 /2 1810 t STEEL RE/NFORC/NG BAR QUANTITIES NOT INCLUDED tN THIS BAR L15T j TRAFFIC BARB/ER TR.BARR.(ER� CGig7EO) BRIDGE GRATE /NLET - 9n Enq,nee, ;.e;u"LWA FED.AID PROD.NO. S40 SNEe 5 RIDGES AND STRUCTURESW O SR 405 s» ETI o TS F. "'qti Washington State TUKWILA TO SOUTH RENTON M N27 o� o JOB NUMBER I-IR-405-3(692) _" V/ Department of Transportation HOV LANES 5»EET 97WO45 CONTRACT NO. sr/OHALE�G BAR LIST 7O9 N /r�gres s,Egress rV Car�strucrN. .O, Tempcv'ory Pavement• � - L/ South bound — One Lane f South bound 7 Constructias Taffic _ i3oadwoy Z� North bound SR 405 ---- _ Earth Mall J -f Sou fh bound North bound _ Z` s One Lone Roadway �— North bound =� Construction 7ra!'fic ��—Ingress,Egress to Construction Step/ Step 2 5teo 3 5rep 4 Tasks Tasks Tasks Ta5k5 /. Previous work complete before this step. /. Backfi// around sides ofbox culvert /. Relocote both northbound and southbound traffic / Backfi// on Sides 0/'box culvert o. Drainage Ditch Bridge has been widened. 2. Bockf'lll on top of box culvert to newly Camp/eted narlhboundroadway. 2. BOckfi//on top of box culvert 2. lnstall sheetpilli7g aroundnorther/y oorrion of site 3. When the embankment is a{ at {u//Hei hf cut o{{{he b. Embankments on norlh and south sides have 3. As backfil/on top of box ealverfproceeds, construct os shown. Interconnect to sheef pile wall revious/ g been widened. structural earth wall along ¢SR405 to retainbacFfl// p p `� sheet piles along the East side o{the site to 3 f't. placed a/ony Southeast side or box culvert. c. OakeSda/e Ave. Overcrossing has been when sheetpiliny is removed along rB 5,3405 far Step 3 3. Excavate for Construct/an, bracing eosrondwest below Yrin74shed grade and remove other piles horih as excavotibnproceeds. Structural earth wall along E SR405' /s left in c,onv e construction. Side s trvct ol. g place below Subgrude Line (See Special Provisions). d. Both north bound and southbound traffic are 4. Remove sheet piles a/ang w`s t siwe. of 4. M01177'oin one lone ofconstruction traffic acra55 Site. 4. Finish Embankment. operating north of¢ SR4O5. site and cu{ nfY the piles a/any East _fide o f s.te to 3'below f,nishedgrade_, 5. 5heetoiles along LT 5R405 may be removed, except 5 Finish pavement as necessary. e. Temporary pavement 1s prov/ded at north end 5 Finish embon kmenf at corners, when exeavalliw/s e4oM fete. 511ructura/ f. Oakesda/e Ave. (By Others) and p-1 channel /a. Repave .site at the same trine the rest of the earth wallprevio415/y canstiuctedo%ny 4 SR405 Retaining Wa//s(ay Others) have Been north bound roadway is paved. retains earth under north bound roadway, eonstruc f ed. !o. Construct norfhery parr/on of box culvert. 2. Instal/ 5hee1`p111i7_q along Z SR405 and around southerly portianofsiteasshown. CONSTRUCTION SEQUENCE TrafficBorrier 3 Excavate for construction, bracing shariny as excavation D Highway and Z000l When Present proceeds. 7 Canstr Lead Soi/ /Ox 2'O"Without Tra IVIc Barr/er 4. Maintain one/One of construction traffic across site. 20'D" Surcharge Loading O O"With Traffic Barrier 5. Construct southerly portion of box culvert End of BoxCuyert Lmitaf Wo_ 30-0 Designed Exist 6raa'e varies El.25.2 At Top of El 24,9j Embankment Pbler and Strut E/. 20,9 a 24'D 24'O' 24'O" I ' SR405 Strut T N �.Qdi o, �\ Strut EL/7.0 \ 0 c' Wo%r (7_ Lower/eve/af �t N� Loodin due booting is shown. � Outside wall o= Strut B \� to GrOUnd EL 50 ! Waler and Strut 5/ 5.0 of Box Culvert \ Wo to —I- Remove when Bet Slab Corn p/etc At upper/ev% N� OH - ,- temporary o Strut B N 2' 7 �, E/ev l/orie5 5/ 2./5 Except at Construction bride � t<,; E/. 2./2 OropPed Portion y �- � •- � .Strut E provides of �_ _ —�`fle v of DrOO Portion 5/ O./5 brocm7 . See End Of Box I � j ——- El D./2 Bridge Shot B 7 \ - �CU/Vert Lowest,0eolh X Excavation Limit of Design Sharing �� Strut B �_ Structural Forth Wall(, einforced forte defines limit of shoring C' �= fietainedEarfh� wHw 0./ksF 0.OZ5y shown on these P/ans. Limit of Desiyne� = for Shoring Notes r✓harin Butt ends of',sheef pi/es a9inst concrete refnininy walls KSF see Sht. ti/-29 Contraclnr la extend \o_ 9 which extend to North and South along East end of•channel. OW =GZ.4P cl snooiny as required � Inside Fate of SheetRi/es PLAN beyond these Points Excavation PoyrrienfGimit(Typ) PLAN El. -14.5 meetihy ,egaii,e weots aF Standard SpeciFications. SHORING STEP 1 SHORING STEP 3 SHORING LOADING DIAGRAM "20'O" STATE FED.AID PROJ.NO. "9ff �T„OEITSTAL BRIDGE �S AN ANDERSEN B. NSTAD Washington State SR 405 SHEET to WASH <�'" ti JOR °z � TUKWILA TO SOUTH RENTON M-28 R -IR-405-3(692) �, KANE JOB NUMBE TI/ Department of Transportation HOV LANES S.EIT 87WO45 o �� JACOBS, INC. 35 6 01 CONTRACT NO. rypL nATF AFVICIAN BY GPP'D APPROVED cONBULTMG ENOMEMPIB SHORING LAYOUT 90 7 E 7 x°G (Typ. 4o Place6) 1. GENERAL - THE CONTRACTOR SHALL' DESIGN AND CONSTRUCT SHORING AS REQUIRED FOR STRUCTURE EXCAVATION IN ACCORDANCE WITH SECTION 2-09.3(3)0 OF THE STANDARD SPECIFICATIONS. THE *4 e Abi 12 CRITERIA ON THIS PLAN SHALL BE APPLIED IN REVIEWING THE CONTRACTORS DESIGN. THESE CRITERIA SHALL NOT BE CONSIDERED TO BE COMPLETE FOR ALL FIELD CONDITIONS OR CONSTRUCTION h B 5 mmetrica/obt y METHODS. NOTHING SHOWN ON THIS PLAN SHALL RELIEVE THE r _ CONTRACTOR OF THE RESPONSIBILITY TO PROVIDE ADEQUATE SHORING. DESIGN CALCULATIONS, SHOP DRAWINGS, DETAILS AND PROPOSED SEQUENCE OF CONSTRUCTION SHALL BE SUBMITTED TO THE ENGINEER FOR Barr%er.Sect%O/7 FOR REVIEW PRIOR TO THE START OF CONSTRUCTION. I - 2. DEWATERING - THE WATER TABLE SHALL BE DRAWN DOWN THROUGHOUT THE CONSTRUCTION AREA TO AN ELEVATION 2 FT. LOWER THAN THE LOWEST ELEVATION OF OVER EXCAVATION. CALCULATIONS, LAYOUT AND DETAILS FOR THE DEWATERING SYSTEM SHALL BE PREPARED BY KZ THE CONTRACTOR AND SUBMITTED TO THE ENGINEER FOR REVIEW PRIOR th \ G TO THE START OF CONSTRUCTION. 3. PROTECTION OF EXISTING BRIDGES 405/13E, 504/13W - EXISTING \OIL �� Upper Bo/t P05t 4 O �6 T STRUCTURES BRIDGES 405/13E, 405/13W SHALL BE PROTECTED AGAINST SETTLEMENT AND OTHER DAMAGE OR DISTORTIONS AT ALL "T— TIMES. A PLAN FOR MONITORING DEFLECTIONS SHALL BE PREPARED harii�g- ^1 � _ _ BY THE CONTRACTOR AND SUBMITTED TO THE ENGINEER FOR REVIEW �1T Z7 Steel ( B/ac/COUt 2'xP"x/" \ AASH7O a �9' j —�- PRIOR TO THE START OF CONSTRUCTION. IF SETTLEMENT OF THE M/64 A57M �- EXISTING BRIDGE EXCEEDS 0.03 FT. AT ANY POINT DURING ,heet Pile A/o// I N M/n.Death 0),,a ) p�BO/tM �_ CONSTRUCTION, ALL CONSTRUCTION OPERATIONS SHALL BE HALTED r L0.17C Faced Mole/"0 for Bolt A315 Lq UNTIL INSTRUCTIONS TO PROCEED HAVE BEEN RECEIVED FROM THE l/onyened rf /4 3 . ENGINEER. �lructuro/Forth T54X2x%4 'i � �4x3x0-'¢" /L / x x 0-¢ 10//. Sheet I Washer p G'° Bolf9 @ Ends 4. TRAFFIC BARRIER - THE CONTRACTOR SHALL MAINTAIN A TRAFFIC W8x2/Past \ BARRIER OF STANDARD CROSS SECTION, CAPABLE OF RESISTING THE 'le 5ho wn I Nut(Tya) L'AASl/70 M/64 LOAD SHOWN, ALONG THE EDGE OF THE TRAVELLED WAY AT ALL TIMES ---+r-1- 457M,435)�'�BO/� AS SHOWN ON THE PLANS. 6 5. LOADS - LATERAL EARTH PRESSURE DIAGRAMS SHOWN ON THIS PLAN End O�Ba/r/er HAVE BEEN REPRINTED FOR THE CONTRACTOR'S CONVENIENCE FROM THE SOIL MECHANICS REPORT. LATERAL EARTH PRESSURES DIFFERENT D FROM THOSE DEPICTED HEREIN SUCH AS CONSTRUCTION SURCHARGES IN EXCESS OF 300 PSF, CONCENTRATED POINT LOADS FROM CONTRACTOR'S EQUIPMENT, AND OTHER LOADS SHALL BE DULY CONSIDERED. 6. ALLOWABLE DEFLECTION: q TEMPORARY BARRIER B BARRIER AND ATTACHMENT TO POST C POST ATTACHMENT TO D V I E W Box CULVERT SHORING * 1.00 INCH OAKESDALE AVE. BRIDGE SHEET PILE ABUTMENT * 0.75 INCH SR405 /Temporary Barrier Temporary gorrler Roadway / gee Detail(A Sf34D5 ffeversed andMoun/`ed on \� Structural Earth Wall Structure/farth Wa// Roadway Constructed os Backfi//Proceeds. ffoodrvay P717Sheet 5/6 3/o SE Provide slots far later reinova/of Concrete face Pore/s 3@ 3�others P//e Wal/ Barrier Attachment Posts Structural Earth Wall Upper Broce Assembly 54 .3 @ 3(0 W30 x/06 r-� 4wer(Typ) Strut A C 20r�x%z"Wo//Pi e ��Strut B ZZ'�9 WWI Pbe —Sf�uf D p Strut E ZD'¢ /2"Woll P/pe leper Brace Ties (Tye.) r 4asemb/y Ties for Structural Earth P;F 27 Sheet Wall (Typ) Pile Wall -— I ° rp Slab o/Culvert :zV F 4=0" 5/v 3@310 Lower Brace A56emb/yam /eted (weA Lower Brace Assembly: (East) P Remove When Bollom Remove when Bottom Portion of Slahwcu/ver�ond Slob o e Culvert/'s Box Culvert Extensions Are 14'�0 Sewer Comp/ete Cample/e Casiny l'/x10"Closed Cell _ Plain Concrete Extension //Bx Foam Bonded lb No Lower y Needed Bottom Slob of L'U/verl To Bottom Slab.S,,-P0,t5 Bottom Sheet P//iny Sheet Pile Glbl/After Slab I Removal of Lower Brace Assemb/y a. Reinforced Concrete 6xiens/on b ts' To Bollom Slob.Supports Sheet 5/ 5- 4 Conf. Pile Wall After lZemovol of Lower >rp -'1-4 SECTION AT SR405 SECTION AT CE SR405 Brace Assembly. STEPS I AND 2 B STEP 4 C SECTION AT SIDE WALL D SECTION AT NORTH END WALL 6 6 6 FED.AID PROJ.NO. 'HE°E.T fME[Ti BRIDGE P5 F A►q ANDERSEN r� y0 BJORNSTAD � Washington State SR 405 SHEET KANE � TUKWILA TO SOUTH RENTON M-29 -IR-405-3(692) WI/ Department of Transportation HOV LANES SHEET JOB NUMBER 87WO45 o sf e« 4, JACOBS, INC. -3 5/ CONTRACT NO. 'rs/O/YAL OF DATE REVISION BV APP'D APPROVED CONSULTINO ENGINEERS SHORING DETAILS 1 704 SHEETS i i i i i o Top Of Sheef Pi/es A Stiff/1 "fo.Side D SmT R �2'Ea. Of Web-Tfp 9&/&Stiff. - varies Eh/cv- 25— -- -----------�-41--- —I Oround Line Side Of Web Wa/er Stiffener ��Sfiffener 20— I Wo%r(Typ.) la — Strut(Typ.) Construction Bridge Girder Wifh Bmelret(Typ) \ /e — ✓s 4 5 — / %4 / Min. t`— Reinforetmenf c Reinfornf Bar l/4 Bof Of Sheets Bar /�tr0t J E/. -/4.6 / SOUTH EAST WALL / SOUTWEST WALL OPP. HAND CONN. WALER CORNER CONN. STRUT C TO WALER CONN. STRUT A, B, D OR E SR405 sl ( OBTUSE ANGLE CORNER SHOWN TO WALER ACUTE ANGLE CORNER El. Ff 25 — -------------t t — --�\ SIMILAR ) 5ectipn of Wo% Concrete 20 — c to Wa/er on North Wol/ Wo/er Use 5&Corner Connection /6 — Strut 0 6-0° o„ Wa/er Stiff' / Typ. y4 3-6 Typ,Eo S/iff /o /4 31g bridge Sfrinyer// / Laferog/ 6mckef ea#om Of Sheets Above Sfruf 0 Bar%2x/x0�6' NORTH WEST WALL / %/ / gmSfre Bridge F of $ ro DiSfonce F> From 9 SR405 Meosured A/on 117!51a'e Foce / of Sheef Piles, For Sfruf Locutions See P/on SR405 //2 104 96 88 80 M 64 56 48 40 32 24 /6 8 o B PLAN D SECTION — c —25 —20 —15 Brig9e Stringer i Oatline Of Box Culvert —/o a I _ %2 y "�" � PL 3/4� PL -Y4" •Wo/er Wa/er Bottom Of Sheets\ E7. -/4.5 1 NORTH EAST WALL A A BRACKET ON BRIDGE STRINGER C SECTION �179 Nofe:Bracket/e Not We%'eod To kbler Or/a Lmrml ELEVATIONS OF SHEET PILE SIDEWALLS Brack8f SCALE : "�010" STATE FED.AID PROJ.NO. °oE' s01.L Ps HEETS F. Mq ANDERSEN BRIDGE �.�pf"ShM1yO �, Washington State SR 405 SHEET io WASH � ,� BJORNSTAD � 9 TUKWILA TO SOUTH RENTON M-30 JOB NUMBER I-IR-405-3(692) - KANE 7j Department of Transportation HOV LANES .�«, 87WO45 c^F?fCIST'E9� JACOBS, INC. 358 CONTRACT NO. `fs/QNAL ENV n �1 ^ OF P'D DATE REVISION BY AP APPROVED CONSULTING ENGINEERS H 0 R I N 1, n F T A I I C 9 70 4 i e I Diaphragm Spacing (4 Equal Spaces) Type 2 Traffic Barrier Piles and End Diophragms Pi/e5 and fnd 17iophro9ms 6 f, x/2 Decking Intermediate Diaphragm H-Pile Pier behind e N Typical G Places Shoring Wall /nfermedafe (Each end of Bridge) End Diaphragm(Typ.) Diaphragm(Tp) a ' O C �° 3 ' O Fi//er P/a/es To Ra,4iin a With 4 O ASTM A307 bolts Rego m c,R \,� SoSod* with washers 01 2=0"o.c. TyP. T 4 TYP• E (Center bolts in planks) N W3fo x 280 Girder Typ. q ) II End Diaphragm W36 Girder W/2 x GS II h1C/8X 42.7 II II MC/8x42.7 Typical 4 Places H-Pile Stiff. I II Pier Each side of web II II II 11 90'-0 HP/2x53 II II II it (Drive to 55 tons) 4 5 L 4 5 4 5 w PLAN A CROSS - SECTION Traffic on this side only \12 Y\:- — /"0Ho/e 3or3x8x0'51" cr Reinf.Steel A• L 3,x 3 x Z '- Washer 2 x 3 x 3 ✓�� x0 8" Top of ;.� Roadway Deck Plank 14 4 II 3'0 Expansion Bolt- yal 2t I Kwik-Bolt, Parabolt or 4 OASTM A307 I equal w/3x"min.embedment Bo/t w/ Washers I Roadway —Roadway w/ Watertight Gasket Girder 4'¢ASTM A307 Bolt Y y Flange wl Nut,Lock washer or Bracket on Outside other means to prevent loosening Girder to brace IIIIIIII ii�illii shoringwo%r �BB PARTIAL SECTION THROUGH C VIEW D DECK PLANK HOLD-DOWN DETAIL (Typ.) e — TRAFFIC BARRIER — — Note: Sheet Pile Wall not —�—Sheet Pile Wa/l Note Install one Hold-Down in each opening shown forclority. between planks at each girder (either flange). Snug upp/anks against Hold-Down bo/fs. ELEVATION 5b'P'/e W/2 No Weal HP 12 shy TYP. SIX I E VIEW REGION SNEET TOT1L STATE FED.AID PROJ.No. No I—— F M BRIOG q �°of w"s" S ANDERSEN SR 405 SHEET Adw 10 WASH! °�` �'�2 BJORNSTAD Washington State TUKWILA TO SOUTH RENTON M-31 "-IR-4°5-3(692) ECANE Department of JOB NUMBER y .11 W � Transportation HOV LANES µ T Off. fCSTEREO��` JACOBS INC. 359 87 W 045 fss/OMAL ENG\ CONTRACT NO. or APVROVEO ___._..._._._ ___ TFMP(�RaRY rnKlgTRIICTinK] RPinGF 704 4/ THE CITY OF RENTON DEPARTMENT OF k r ............ =='-< PLANNING/BUILDING/PUBLIC WORKS FOURTH FLOOR 200 MILL AVENUE SOUTH RENTON, WASHINGTON 98055-2189 FAX: 235-2541 J To: OAVI L 4 t.J/V)ti&' Company: Phone: (o`Jq ' 11778'(o Fax: 7N7- 19 7Y1 From:Scjr Company: Phone: Fax: Date: e 2y 19� Pages including this cover page: -2 Comments: Gc� v91S AIF 16"1 / T 4(� LJ'6 Sf C;VAIVAsiAll-w 7'14 6 IP 6 . t 51f-/� aj ?-" �Af '�-Kr"O A . 4/ d c V Alpha Engineering Group, Inc. Engineering, Planning and MAR 10 1995 Construction Services CITY OF AErd(ON PUBLIC WORKS ADMIN. March 8, 1995 City of Renton Transportation Systems Division Planning/Building/Public Works Department 200 Mill Avenue South Municipal Building Renton, Washington 98055 Attn: Mr. Jae Lee, P.E. Transportation Project Manager Subj: City of Renton Bridges Emergency Response Team Dear Mr. Lee: We have designated two of our bridge engineers, Mr. David Shearer, P.E. and Mr. George Comstock, to be on the City of Renton's Emergency Response Team. Their home addresses and telephone numbers are as follows: David Shearer 6013 6th Avenue NW Seattle, WA 98107 (206) 789-3305 George Comstock 1101 Lewis Lane SE Issaquah, WA 0027-4706 (206) 392-8929 They may be contacted at the office or at home to assist on bridge emergency operations. S inc7 ly, David Shearer, P.E. Project Manager a 13810 S.E. Eastgate Way,Suite 200 1r�SpQa.,. `�� ` 0:\alpha\emrspns.hr Bellevue,Washington 98005-4440 �,. /pk-March 8, 1995 Tel: (206)747-1870 Fax: (206)747-1979 �:r A Subsidiary of Harding Associates Offices Nationwide