Loading...
HomeMy WebLinkAboutUnion Pacific Railroad-4/23/2012County: Black Hawk Road: Walnut Street STATE OF IOWA GRADE CROSSING SURFACE REPAIR FUND FORCE ACCOUNT AGREEMENT At the railroad crossing located Project # RRP-SF12(018)--8A-07 FRA No.: 200781L RECEIVE® MAR 1 5 2012 OFFICE OF RAIL TRANSPORTATION DIRECT ALL COMMUNICATIONS REGARDING THIS PROJECT TO: HIGHWAY AUTHORITY Contact Person: Buck Clark, Mayor Address: 715 Mulberry Street, Waterloo, IA 50703-5783 Office Telephone No.: 319-291-4323 Email: mayor@waterloo-ia.org Railroad COMPANY Contact Person: Michael Blackley, Mgr Industry & Public Projects Address 1400 Douglas Street - STOP 0910, Omaha, NE 68179 Office Telephone No.: 402-544-2029 E -Mail: mgblackl@up.com DEPARTMENT Contact Person: Mary Jo Key, Program Manager Telephone No. 515-239-1108 E-mail address: mary.jo.key@dotiowa.gov Iowa Department of Transportation Office of Rail Transportation 800 Lincoln Way Ames, IA 50010 Travis Tinken — Project Inspector, Iowa DOT — Telephone No. 515-290-5055 AGREEMENT SUBMITTAL: Complete and return three fully executed Agreement forms to Iowa Department of Transportation, Office of Rail Transportation, for each crossing project. Exhibit "A" - Work Statement, and Exhibit "B" - Cost Estimate. (Revised 10/27/09) 1 STAl'h OF IOWA GRADE CROSSING SURFACE REPAIR FUND FORCE ACCOUNT AGREEMENT THIS AGREEMENT, entered into pursuant to Iowa Code Ch. 327G and 761 Iowa Administrative Code, Chapter 821, is between City of Waterloo, Iowa, hereinafter referred to as HIGHWAY AUTHORITY, and Union Pacific Railroad Company hereinafter referred to as COMPANY, and Iowa Department of Transportation, hereinafter referred to as DEPARTMENT. The HIGHWAY AUTHORITY and the COMPANY agree to repair the at -grade crossing located at Walnut Street, Waterloo, Iowa, and further agree as follows. SECTION I. Work Statement and Performance. The. COMPANY and the HIGHWAY AUTHORITY have determined the extent of the repair to be performed at this crossing, including railway, roadway approach modifications, and replacement of existing sidewalks and/or recreational trails. This repair shall conform to the COMPANY and HIGHWAY AUTHORITY Standards. The agreed work, generally described in the Work Statement identified as Exhibit "A" attached hereto and made part of this Agreement, is to be performed by COMPANY forces, except the COMPANY may subcontract performance of the roadway approach work or other required incidental work. In the absence of specific COMPANY standards, BNSF/Union Pacific Railroad common crossing standards shall be used as guidance. The Highway Authority will be responsible to have existing sidewalk(s) and/or recreational trail(s) replaced by a contractor or their own forces, in accordance with the Americans with Disabilities Act (ADA) requirements. In the absence of specific Highway Authority standards that are acceptable to the railroad, the Department's Standard Road Plan MI -220 shall be used. As per Standard Road Plan MI -220, the detectable warning is to be installed 12' from the edge of the nearest rail, and the sidewalk is a minimum width of 5'. The project will include the cost of an additional two feet of sidewalk and/or recreational trail, or to the nearest sidewalk and/or recreational trail joint, whichever is less, beyond the detectable warning. Any additional new sidewalk and/or recreational trail beyond that point will be paid by the highway authority and is not part of this project. Truncated domes are the only detectable warnings allowed by ADA Accessibility Guidelines. Grooves, exposed aggregate, and other designs intended for use as detectable warning are too similar to pavement textures, cracks, and joints and are not considered equivalent facilitation, and do not comply with ADA requirements. 2 SECTION II. Cost Estimate. The estimated cost of the project work is itemized on Exhibit "B" attached hereto, and made part of this Agreement. SECTION III. Work Start and Completion. The COMPANY shall begin the construction of the project as soon as possible after the date the DEPARTMENT signs this agreement, and shall complete the project within 18 months. Costs incurred prior to DEPARTMENT signing this agreement are not reimbursable under this Agreement. Cost incurred more than 18 months after the DEPARTMENT signs this agreement will not be reimbursed unless the COMPANY has requested in writing, prior to expiration of the agreement, and received from the DEPARTMENT a written extension of time for completion. The DEPARTMENT shall have complete discretion, and be the sole authority to grant or deny extensions. Costs incurred for work following the extension time will not be reimbursed. SECTION IV. Traffic Control. The roadway will be closed during repair. Exhibit "A" describes specific closure conditions. The HIGHWAY AUTHORITY is responsible for the establishment and payment for traffic control (i. e. barricades, signing, detours, detour damage, and nuiarounds). The COMPANY shall advise the HIGHWAY AUTHORITY Contact Person: 1) a minimum of 60 days in advance of the approximate starting date to allow the HIGHWAY AUTHORITY to implement the detour; and 2) 14 days in advance of the actual starting date to allow the HIGHWAY AUTHORITY adequate time to provide and install appropriate signs on the detour. SECTION V. Work Notification. The COMPANY shall notify the DEPARTMENT and the HIGHWAY AUTHORITY'S Contact Person no later than 14 days prior to the start of its work at the crossing. The HIGHWAY AUTHORITY shall be given ample opportunity ity to document the materials, equipment, and labor required to complete the project. The DEPARTMENT and HIGHWAY AUTHORITY shall have the right to inspect the project work at any time. The HIGHWAY AUTHORITY shall perform on-site inspection of the project work each day. SECTION VI. Project Completion. After the COMPANY has completed the required work, the COMPANY shall notify the DEPARTMENT and the HIGHWAY AUTHORITY in writing. The DEPARTMENT shall arrange an inspection with the HIGHWAY AUTHORITY and the COMPANY to determine whether the project work has been completed in accordance with the terms of this Agreement or Amendments thereto. Pavement markings and stop lines shall be placed by the HIGHWAY AUTHORITY as required by Part 8 of the Manual on Uniform'Traffic Control Devices for Streets and Highways. If the existing traffic control devices at a multiple -track highway -rail grade crossing become improperly placed or inaccurate because of removal of some of the tracks, the existing devices shall be relocated 3 and/or modified at COMPANY expense pursuant to the Manual On Uniform Traffic Control Devices, Part 8. If the roadway is widened or relocated, the existing devices shall be relocated and/or modified at HIGHWAY AUTHORITY expense pursuant to the Manual On Uniform Traffic Control Devices, Part 8. Relocation of the traffic control devices will be completed prior to removal of the detour. When the work has been completed in accordance with the Agreement, the COMPANY, HIGHWAY AUTHORITY, and DEPARTMENT shall sign a Certificate of Completion and Acceptance form at the project site following final inspection. SECTION VII. Reimbursable Costs. The COMPANY will keep an accurate and detailed account of actual and necessary reimbursable costs incurred under this Agreement. Replacement of existing sidewalk(s) and/or recreational trail(s), and subcontracted work costs shall be included in the Company billing. The cost of labor, material, all associated additives and subcontracted work costs are reimbursable, and shall be billed on a force account basis in accord with Title 23 Code of Federal Regulations, Part 140, Subpart I. The cost of COMPANY equipment will be reimbursed at the audit accepted Maintenance of Way equipment additive rate applied to direct track labor cost. Accounting costs will be reimbursed at the audit accepted Finance additive rate applied to direct track labor cost. The cost of preliminary project engineering, construction inspection, track inspection, relocation of existing signals, signal wires, and switches, or the construction of runarounds will not be eligible project reimbursable costs. SECTION VIII. Cost Sharing. The HIGHWAY AUTHORITY and COMPANY each agree to incur a cost equal to twenty percent (20%) of the reimbursable costs defined in SECTION VII for work described in Exhibit "A". The DEPARTMENT agrees the Grade Crossing Surface Repair Fund shall be used to pay the remaining 60 percent (60%) of these costs. SECTION IX. Progressive Payments. The COMPANY may submit accurate progressive bills prior to project completion to both the DEPARTMENT and HIGHWAY AUTHORITY for material, labor, and subcontracted costs included in Exhibit "B." The billing for material shall be for those materials that have been delivered to the project site or specifically purchased and delivered to the COMPANY for use on the project. The DEPARTMENT and HIGHWAY AUTHORITY may make progressive payments to the COMPANY for one -hundred percent (100%) of each party's billed participation. SECTION X. Final Billing. If applicable, the HIGHWAY AUTHORITY will submit a detailed billing to the COMPANY for the actual sidewalk and/or recreational trail replacement costs. Upon completion of the project the COMPANY shall submit an accurate final itemized billing in three (3) counterparts. The final bill shall include a summary of all incurred costs. 4 SECTION XL Final Payment. The DEPARTMENT, upon receipt of the final bill and Certificate of Completion and Acceptance form, shall review, and forward the final bill to the DEPARTMENT'S Office of Audits for final audit. Reimbursement to the COMPANY shall be governed by the DEPARTMENT'S Certification of Audit. The DEPARTMENT shall make payment to the COMPANY equal to 60 percent (60%) of the final reimbursable amount, less previous payment. The COMPANY shall promptly reimburse the DEPARTMENT in the amount of any overpayment. The HIGHWAY AUTHORITY shall make payment equal to 20 percent (20%) of the COMPANY final billing or the estimated cost noted on Exhibit "B" of the agreement, less previous payment, within 30 days of its receipt of the COMPANY final billing. In the event of overpayment by the HIGHWAY AUTHORITY as determined by the DEPARTMENT audit of COMPANY records, the COMPANY shall pay the HIGHWAY AUTHORITY the amount of overpayment within 30 days of its receipt of the DEPARTMENT final audit. SECTION XII. Maintenance and Abandonment. Upon completion of the project, the COMPANY shall maintain the crossing surface to provide a safe and sufficient crossing for vehicular travel. If the track is removed from both sides of the crossing, the COMPANY shall remove the surface material, rail and cross ties from the crossing and shall restore the roadway void to the satisfaction of the HIGHWAY AUTHORITY, all at COMPANY expense. If the existing traffic control devices at a multiple-track highway-rail grade crossing become improperly placed or inaccurate because of removal of some of the tracks, the existing devices shall be relocated and/or modified at COMPANY expense pursuant to the Manual On Uniform Traffic Control Devices, Part 8. Future maintenance of the sidewalk(s) and detectable warning device(s) will not be the responsibility of the COMPANY. SECTION XIII. Standard Title VI Assurances. The COMPANY shall comply with all applicable State and Federal laws, rules, ordinances, regulations, and orders. The COMPANY, and all agents of the COMPANY that participate in the project, shall also comply with Title VI of the Civil Rights Act of 1964, 78 Stat. 252, 42 U.S.C. 2000d-42 U.S.C. 2000d-4, and all requirements imposed by or pursuant to Title 49, Code of Federal Regulation, Department of Transportation, Subtitle A, Office of the Secretary, Part 21— to the end that no person in the United States shall, on the grounds of race, color, or national origin, be excluded from participation in, be denied the benefits of, or be otherwise subjected to discrimination under any program or activity receiving financial assistance from the DEPARTMENT. 5 SECTION XVI. Successor and Assigns. This agreement shall be binding upon all successors or assigns. The COMPANY shall provide written notice to the HIGHWAY AUTHORITY and the DEPARTMENT of any assignment of this Agreement. SECTION XV. Project Contact Persons. All notices and communications essential to complete the work required by this Agreement shall be made to the Contact Persons specified on the cover page of this Agreement. SECTION XVI. Integration and Amendment. This Agreement and its Exhibits constitute the entire Agreement between the DEPARTMENT, the COMPANY, and the HIGHWAY AUTHORITY concerning this project. If the DEPARTMENT determines a substantial change is to be made in the project work described in Exhibit "A", the DEPARTMENT will furnish the written approval of the change. SECTION XVII. Termination for Convenience. In the event of non-appropriation of funds, this Agreement may be terminated in whole, or in part, when the DEPARTMENT, HIGHWAY AUTHORITY, and the COMPANY agree that the continuation of the Project would not produce beneficial results commensurate with the future disbursement of funding. The DEPARTMENT, HIGHWAY AUTHORITY, and COMPANY shall agree upon the termination conditions. The COMPANY shall not incur new obligations after the effective date of the termination and shall cancel as many outstanding obligations as reasonably possible. The DEPARTMENT will allow full credit to the COMPANY for the DEPARTMENT share of the non-cancelable obligations allowable under the Agreement and properly incurred by the COMPANY prior to termination. The DEPARTMENT will pay the COMPANY for the DEPARTMENT share of the non-cancelable obligations allowable under the Agreement and properly incurred by the COMPANY prior to termination. SECTION XVIII. Merged Documents. This agreement may be executed and delivered in three or more counterparts, each of which so executed and delivered shall be deemed to be an original, and all shall constitute but one and the same original. If any section, provision, or part of this Agreement shall be found to be invalid or unconstitutional, such judgment shall not affect the validity of any section, provision, or part thereof not found to be invalid or unconstitutional. 6 IN WITNESS WHEREOF the COMPANY, the HIGHWAY AUTHORITY and the DEPARTMENT hereto have caused this Agreement to be executed by their duly authorized officers as of the dates indicated below. Executed by the COMPANY this 7 ` day of )12orC , 2012 Union Pacific Railroad Company By. d Title 'AY p Er \ C-eri Executed by the HIGHWAY AUTHORITY this City of Waterloo, Iowa 4 day of -1" L 2012 Executed by the DEPARTMENT this By Name and Title lerNist G uk, Iowa Department of Transportation day of , 2012 By Tamara Nicholson, P.E., Director Office of Rail Transportation 7 ,AIowa Department of Transportation VW Form 040016 (04-11) County FRA No.: RR Company: Location: EDIT "A" e WORK STATEMENT Iowa Grade Crossing Surface Repair Fund and Federal -Aid Rail/Highway Crossing Surface Repair Black Hawk Meeting Date: 08/11/2011 200781L Highway Authority Waterloo UP Walnut street Waterloo Street Name City Name 1. Crossing(s) Reconstructed A. COMPANY will reconstruct 1 crossings of 72 total feet that include 33 feet of Concrete surface material through the traveled roadway and 39 feet of Concrete surface material through the shoulder or sidewalk area. As a minimum, the crossing must extend beyond the edge of the traveled roadway and through the shoulder if not curbed. B. Existing rail weight through crossing(s) 115.25 2. Traffic Controls (check below) 0 A highway runaround will be constructed to permit two-lane traffic during repair. ® The highway will be closed for 5 days during repair. NOTE: The HIGHWAY AUTHORITY is responsible for placement and cost of barricades, signing, detours, detour damage, and runarounds. A. The COMPANY shall advise the HIGHWAY AUTHORITY Contact Person: 1). A minimum of sixty (60) days in advance of the approximate starting date to allow the HIGHWAY AUTHORITY to implement the detour. 2). Fourteen (14) days in advance of the actual starting date to allow the HIGHWAY AUTHORITY adequate time to provide and install appropriate signs on the detour. The COMPANY shall advise the STATE PROJECT INSPECTOR fourteen (14) clays in advance of the actual starting date. 3. Track Elevation Relative to Existing Road Pavements (check below) © Tracks will be constructed to meet existing road grade. ❑ Roadway will be reconstructed to meet a proposed new track grade (roadway work is not covered by this Agreement) D Tracks will be elevated inches above the adjacent roadway requiring a taper (complete item 4A and 4B.) In any event, the parties agree to provide a smooth crossing. 4_ Roadway Work -- Must be sufficient to provide a smooth crossing. HIGHWAY AUTHORITY will coordinate and have approaches completed. Invoices will be sent to the COMPANY to be included in project costs. A. Taper Length (estimated) A 15 foot taper on the East side of the crossing and a 15 foot taper on the West side of the crossing, requires 30 of HMA material (estimated). Taper length should not exceed 25 feet for each inch of track raise. This work will be completed by (mark with an x): ❑ HIGHWAY AUTHORITY forces 0 HIGHWAY AUTHORITY'S contractor FRA No.: 200781L B. Track Opening in the Roadway (mark with an X) ❑ Existing track opening will be maintained. ® Track opening of 20 feet will be required involving the following described roadway modifications. Est. HMA tonnage 25 This work will be completed by (mark with an X): ❑ COMPANY forces ❑ HIGHWAY AUTHORITY forces ❑ COMPANY contractor ® HIGHWAY AUTHORITY'S contractor 5. Existing Sidewalk(s) and/or Recreational Trail replacement by HIGHWAY AUTHORITY The quadrants requiring upgrades to meet ADA requirements (mark with an 4: Sidewalk (5' width required) * Rec Trail (10' width) ® NE 16 (feet) ® SE 16 (feet) ❑ NE (feet) ❑ SE (feet) • NW 16 (feet) © SW 16 (feet) ❑ NW (feet) ❑ SE (feet) * Recreational trail footage will be doubled because we use the sidewalk 5' width cost for reimbursement. This work will be completed by (mark with an X). ® HIGHWAY AUTHORITY forces ❑ HIGHWAY AUTHORTTY's contractor 6. Crossing(s) Permanently Retired and Removed A. COMPANY will retire and remove crossing(s). B. Voids in pavement will be filled with material requiring (units). This work will be completed by (mark with an 4. O COMPANY forces 0 HIGHWAY AUTHORITY forces ❑ COMPANY'S contractor ❑ HIGHWAY AUTHORTTY's contractor 7. Drainage (mark with an X) A. ❑ Present drainage is adequate. B. ❑ Drainage work required. Specify work to include materials and outlet. C. © Clean all four (4) quadrants for good surface drainage 8. Additional Construction and Traffic Control Conditions; i.e., Road Closure Limitations - Construction at this crossing included with this project, and not described above. Only ACC or PCC will be placed one (1) foot from the railroad surface materiaL When cutting the required track opening a portion of the curb area will need to be removed. Once the work is completed the curb area will need to be placed back in kind if City chooses to replace. 9. Attendees The following attendees agree on all items of this work statement. This work statement will be included as part of the executed agreement. Railroad Representative: Highway Authority Representative: Chad Crastil Jeff Bales Name Name State Project Manager: Additional Attendees: Jim Mart Travis Tinken 515-239-1876 (office phone) 515-290-5055 (cell phone) DATE: 2012-02-10 ESTIMATE OF MATERIAL AND FORCE ACCOUNT WORK BY THE UNION PACIFIC RAILROAD THIS ESTIMATE GOOD FOR 6 MONTHS EXPIRATION DATE IS :2012-08-10 DESCRIPTION OF WORK: 2012 RECOLLECTABLE ROAD CROSSING PROJECT WATERLOO IND LEAD M.P. 325.58/ WALNUT ST. WATERLOO, IA./ DOT# 200781L INSTALL 72 T.F. OF CONCRETE CROSSING SURFACE WITH RAIL, TIES AND OTM PROJECT ESTIMATED USING FEDERAL ADDITIVES WITH OVERHEAD AND INDIRECT - 205% PROJECT. IS 80% RECOLLECTABLE FROM IADOT PID: 77476 AWO: 13627 MP,SUBDIV: 325.58, WATERLOO SERVICE UNIT: 03 CITY: WATERLOO STATE: IA DESCRIPTION ENGINEERING WORK ENGINEERING LABOR ADDITIVE 205% QTY UNIT LABOR MATERIAL RECOLL UPRR TOTAL 1000 800 200 1000 2050 1640 410 2050 TOTAL ENGINEERING 3050 2440 610 3050 SIGNAL WORK - SIGNAL 228 3 185 46 231 TOTAL SIGNAL 228 t3 185 46 231 TRACK & SURFACE WORK BALAST 1.00 CL 702 825 1222 305 1527 ENVIRONMENTAL - PERMITS 10 8 2 10 EQUIPMENT RENTAL W/OPER 2500 2000 500 2500 LABOR ADDITIVE 205% 21810 17448 4362 21810 LABOR ADDITIVE 168% 383 306 77 383 MATL STORE EXPENSE 324 259 65 324 OTM 384 3571 3165 790 3955 RAIL 160.00 LF 521 3107 2902 726 3628 RDXING 72.00 TF 2382 16064 14757 3689 18446 SALES TAX 1200 960 240 1200 SAW CUT STREET APPROACH 600 480 120 600 SWTIE 56.00 EA 4355 3641 6397 1599 7996 TRX-SURF,LIN 2741 2193 548 2741 WELD 2853 639 2793 699 3492 XTIE 44.00 EA 2887 2211 4078 1020 5098 TOTAL TRACK & SURFACE 39018 34692 58968 14742 73710 LABOR/MATERIAL EXPENSE 42296 34695 RECOLLECTIBLE/UPRR EXPENSE 61593 15398 ESTIMATED PROJECT COST 76991 EXISTING REUSEABLE MATERIAL CREDIT 0 SALVAGE NONUSEABLE MATERIAL CREDIT 0 RECOLLECTIBLE LESS CREDITS THE ABOVE FIGURES ARE ESTIMATES ONLY AND SUBJECT TO FLUCTUATION. IN THE EVENT OF AN INCREASE OR DECREASE IN THE COST OR QUANTITY OF MATERIAL OR LABOR REQUIRED, UPRR WILL BILL FOR ACTUAL CONSTRUCTION COSTS AT THE CURRENT EFFECTIVE RATE. ,E.0)1.611 - L3 O 0 O 8'-1 1/2" -*491/2" -.-+-19112" -'-191/2"*J.-d-19112"-0-.-0.191/2"- l' 8" _1 10112" i 2-51/2" 10 112" 1 FIELD PANEL GAGE PANEL FIELD PANEL 13112" —.P-_- +- — --- — 11 1 - � •�1 _ 13114" 1/2" uu �NNGINSERT� TYPICAL 131n" -4----4------- - -�- 10114" 221/2" 0141 4'-41/2" m ; 221/2" 8'-1 1/2" RAIL SIZE PANEL HEIGHT GAGE PANEL WEIGHT FIELD PANEL WEIGHT 115 7 1/8" 2850 LBS. 1550 LBS. 133-141 7 7/8" 3125 LBS. 1675 LBS. 10'-0" WOOD TIES ON 181/2" CENTERS NOTES: 114" RUBBER INTERFACE PAD TO BE PLACED BETWEEN PANEL AND TIES FOR 141 I.B. RAIL SECTION. PAD O BE NAILED TO TIES, CROSSING TYPE -10W COMMON STANDARDS UNION' p(1CIFIC 11111 ITEM NUMBERS LAYOUT FOR CONCRETE PANELS ON 10°-O" LONG WOOD TIES (10W) 133-141 LB. UPRR 133-141 LB. BNSF 118 LB. UPRR 115 LB. BNSF 540-1301 055590976 • 540-0202 055590973 FILE OWNER: UPRR . DATE: APRIL 24, 2001 REV. NO.: 0 DWG NO: 200100 1 1/8" MIN COVER TO 3" x 2-1/2" SIDE (MIN) x 3/8" REBAR (1 3/8" NOM.) ASTM A38 STEEL ANGLE ow) 5!8" DIA. X 24" LONG DEFORMED r BAR ANCHORS (16 PCS) (SIDE FRAME) 10 WIRES ON 5" CENTERS 11 11 3 112" —b"- -.a 8 WIRES ON 5" CENTERS —11- 10 WIRES 1 318" MIN COVER TO REBAR (21/4" NOM.) CROSS SECTION - GAGE PANEL 11 1/4 38114 48 3/4 81 1/4 70 3/4 1/2" DIA x 12" LONG DEFORMED BAR ANCHOR (4 PCS TOTAL) (END FRAME) 881/4 ) 0 0 11,1118E 111111111 �1tti11+rb-55 CI II I Q I rrr(i 1 1 1, G LI 1 1 1 67 112 I t1tat ° 1 1 1 1 1 b IIICI 80 111[111110 111 3/8' DIA. x 4" LONG HEADED ANCHOR STUD (4 PCS TOTAL) (END FRAME) -921/2 -(97 1/2) 'o- 11 1/4 27 381/4 45 314 61 1/4 70 3/4 881/4 1/2" DIA. x 21/2" LONG HEADED ANCHOR STUD (SID18 E FRAME) TOTAL) 48 REBAR 48" LONG TOP (7 PCS) 42" LONG BTM (7 PCS 3 1/2" 0 011 Il° 1 i 0 "1 1'1 1`1 f 1 1ill .11) � 1 1 rl-I/1I-1I 1 1 i -1 t t r t I b 1 1 f 1 d 1 0 0 -5 _1 1/8" MIN COVER TO REBAR (1 3/8" NOM.) 112" DIA x 18" LONG DEFORMED BAR ANCHORS (18 PCS) (SIDE FRAME) 1 45 REBAR 22" LONG (7 PCS) 10 W1RES (2 1/8" MIN. SPACING) 1 6/8" -17 1/2 I `I 1 1( 1 1 1 t' I / 1 1 1 1 1 1 1 1 'r11r 1 1 1 1 (! I 1 1 1 1! 1 1/2" DIA. x 12" LONG DEFORMED BAR ANCHOR (12 PCS TOTAL) (END FRAME) FIELD PANEL •1 1 I I I 'Oro' nkwmails 45 REBAR 20" LONG (7 PCS) 9 WIRES (21/8" MIN. SPACING) 1 3/8" MIN COVER TO REBAR (2 1/4" NOM.) 1/2" DIA. x 21/2° LONG HEADED ANCHOR STUD (18 PCS TOTAL) (SIDE FRAME) CROSS SECTION - FIELD PANEL NOTES: 28 DAY CONCRETE COMPRESSIVE STRENGTH 7000psi MIN. TRANSFER COMPRESSIVE STRENGTH = 45000 30 PRESTRESSING WIRE SHALL BE 5.25mm DIA. COMFORMING WITH ASTM A-881 "STEEL WIRE DEFORMED, STRESS RELIEVED OR LOW RELAXATION FOR PRESTRESSED CONCRETE TIES" WITH A MINIMUM BREAKING STRENGTH OF 8800 LSf. -421/2 85• 871/2 -80 -921/2 -(97 1/2) 3/8" DIA. x 4" LANG HEADED ANCHOR STUD (8 PCS TOTAL) (END FRAME) GAGE PANEL WIRE SHALLED BE TENSIONED IN ACCORDANCE WITH PCI REQUIREMENTS TO 8980LB1 PER WIRE. CROSSING TYPE - 10W COMMON STANDARDS UNEON; brclCjc,; PRESTRESSED CONCRETE PANELS FOR 10°-O" LONG WOOD TIES ('IOW) FILE OWNER: UPRR DATE APRIL 24, 2001 REV. NO.: 0 DWG NO: 200101 O O 0 1V 1/2" DIA. x 18" LONG DEFORMED BAR ANCHORS (18 PCS) (SIDE FRAME) 1 1/2" MIN. 1/2" DIA. x 2-12" LONG COVER HEADED ANCHOR STUD (18 PCS TOTAL) (SIDE FRAME) 1/2" DIA. x 12" LONG DEFORMED BAR ANCHOR (4 PCS TOTAL) (END FRAME) #5 REBAR 93" LONG TOP (4 PCS) 93" LONG BTM (3 PCS) #5 REBAR 19" LONG BOTTOM (7 PCS) #5 REBAR 22" LONG TOP (7 PCS) CROSS SECTION - FIELD PANEL 1 i2" MIN. COVER 1 4 4 5/8" DIA x 24" LONG DEFORMED BAR ANCHORS (16 PCS) (SIDE FRAME) 11 1/4 27 381/4 48 3/4 81 1/4 703/4 86 114 3/8" DIA. x 4" LONG HEADED ANCHOR STUD (4 PCS TOTAL) (END FRAME) #5 REBAR 48" LONA TOP (7 PCS) 42° LONG BTM (7 PCS) -171/2 421/2 87112 80 11 1/4 27—°; 381/4 48 3/4 81 1/4 70 3/4 881/4 -9212 -(97 1/2) 12" DIA. x 12" LONG DEFORMED BAR ANCHOR (12 PCS TOTAL) (END FRAME) FIELD PANEL #5 REBAR 93" LONG TOP4 PCS) 93" LONG BTM (4 PCS) t 1 1/2° MIN. COVER 1 A 1/2" DIAx2-i/2" LONG HEADED ANCHOR STUD (18 PCS TOTAL) (SIDE FRAME) • CROSS SECTION - GAGE PANEL A lI 3" x 2-1/2" SIDE (MIN) x 3/8" ASTM A36 STEEL ANGLE (TYP) o o 0 0 8 -171/2 30 -42112 55 -871/2 80 0 0 -92 1/2 -(9712) 3/8" DIA. x4" LONG HEADED ANCHOR STUD (8 PCS TOTAL) (END FRAME) GAGE PANEL NOTES: CONCRETE COMPRESSIVE STRENGTH SHALL BE AS FOLLOWS: Q 28DAYS = 8000 psi MINIMUM SHIPMENT = 4000 psi MINIMUM t REMOVAL FROM FORMS = 2500 psi MINIMUM. CROSSING TYPE - 10W COMMON STANDA S PRECAST CONCRETE PANELS FOR 10Q-0" LONG WOOD TIES (10W) . FILE OWNER: UPRR DATE: APRIL 24, 2001 REV. NO: 0 DWG NO: 200102 11 5/8" 8'-1 1/2" >u 1/2"40-1-41-19 1/2"-1.-1-4-19 112" -a4 -.-19112"-- I 5" Tr 8" 21" 4 101/2" 1 2'-5 1/2" 10 1/2" TYPICAG L INSERT( <1 s, 13 112° 13114" 4'-21/2 •10114" -221/2" P. r...3 4'-41/2"--221/2" 8'-1 1/2". RAIL SIZE PANEL HEIGHT GAGE PANEL WEIGHT FIELD PANEL WEIGHT 115 71/8" 2850 LBS. 1125 LBS. 133-141 7 718" 3126 LBS. 1275 LBS.. ' FIELD PANEL GAGE PANEL FIELD PANEL 9'-0" WOOD TIES ON 19 1/2" CENTERS NOTES: THIS CROSSING IS TO BE INSTALLED ON ROADWAYS WITH HIGHWAY TRAFFIC VOLUMES LESS THAN 500 VEHICLES AND LIMITED TRUCK TRAFFIC. 1/4" RUBBER INTERFACE PAD TO BE PLACED BETWEEN PANEL AND TIES FOR 141 LB. RAIL SECTION. PAD TO BE NAILED TO TIES. CROSSING TYPE - 9W COMMON STANDARDS UNION PACIFIC ITEM NUMBERS LAYOUT FOR CONCRETE PANELS ON* 9"-O'° LONG • WOOD TIES (9W) 133-141 LB. UPRR 133-141 LB. BNSF 115 LB. UPRR 115 LB. BNSF 540-1300 NON -STOCK 540-0201 NON -STOCK FILE OWNER: UPRR DATE: APRIL 24, 2001 REV. NO.: o DWG NO: 200200 112" DIA. x 18° LONG DEFORMED BAR ANCHORS (16 PCS) (SIDE FRAME) 1 112" MIN. 1/2" DIA. x2-12" LONG COVER HEADED ANCHOR STUD (16 PCS TOTAL) (SIDE FRAME) Wiisa.>.resin . 1P -t1 AYIIIIIIIIV 11 #5 REBAR 93" LONG TOP (4 PCS) 93" LONG BTM (3 PCS) #5 REBAR 14" LONG BOTTOM (7 PCS) 1 12" MIN. *5 REBAR 16" LONG TOP (7 PCS) COVER CROSS SECTION - PRECAST FIELD PANEL 111/4 27 3/8" DIA. x 4" LONG HEADED ANCHOR STUD (4 PCS TOTAL) (END FRAME-TYP: BOTH PANELS) 38 1/4 48 3/4 61 1/4— .70 3/4 861/4 111 I••l 38 1M.1 421/2 -",L I I I I b a 67 1/2 -80 48 3/4 11111 11,1 II (it II 61 1/4- - 70 3/4 ULLI..l. ° 0 861/4 111 0 -171/2 30 -42 1/2 55 6712 80 9212 14 1 (e ti o' 921/2 -(97 1/2) -(97 1/2) PRECAST PRESTRESSED FIELD PANEL FIELD PANEL 1 1/e" MIN COVER TO 1/2" DIA. x 16" LONG DEFORMED REBAR (1 3/8" NOM.) BAR ANCHORS (18 PCS) (SIDE FRAME) i MIN. SPACING / La- - - 8 WIRES 2118" / n • 1 3/8" MIN. COVER TO REBAR (21/4° NOM.) 12" DIA. x 21/2" LONG HEADED ANCHOR STUD (18 PCS TOTAL) IDE FRAME) • *5 REBAR 14" LONG BOTTOM (7 PCS) #5 REBAR 18" LONG TOP (7 PCS) i-4--7 WIRES 21/8" -- MIN. SPACING CROSS SECTION - PRESTRESSED FIELD PANEL "FOR GAGE PANELS, SEE DWGS 500110 & 500120. PRECAST NOTES: CONCRETE COMPRESSIVE STRENGTH SHALL BE AS FOLLOWS: (P� 28DAYS = 6000 psi MINIMUM fg SHIPMENT. 4000 psi MINIMUM ® REMOVAL FROM FORMS = 2500 pal MINIMUM. PRESTRESSED NOTES: 28 DAY CONCRETE COMPRESSIVE STRENGTH = 7000psi MIN. TRANSFER COMPRESSIVE STRENGTH • 45000 PRESTRESSING WIRE SHALL 8E 5.28mm DIA. COMFORMING WITH ASTM A-881 "STEEL WIRE DEFORMED, STRESS RELIEVED OR LOW RELAXATION FOR PRESTRESSED CONCRETE TIES" WITH A MINIMUM BREAKING STRENGTH OF 8800 LBf. . WIRE SIIALLED BE TENSIONED IN ACCORDANCE WITH PCI REQUIREMENTS TO 8960LBf PER WIRE. 1/2" DIA x 12" LG. DEFORMED BAR ANCHOR (4 PCS TOTAL) (END FRAME -TYP. BOTH PANELS) COMMON STANDARDS PRESTRESSED AND PRECAST CONCRETE PANELS .FOR V-0" LONG WOOD TIES (9W) FILE OWNER UPRR DATE: APRIL 24, 2001 REV. NO.: 0 DWG NO: 200201 0 0 0 0 4 11 3/4" 2-3" 2'-6" 10,-0" V-0" FIELD PANEL 2-8i 10,-0 B'-0" 2 -54-6- 10 1/2" " .... 101/2" 4'-2 112" 2'-5 1/2" 101/2" GAGE PANEL RAIL SIZE PANEL HEIGHT GAGE PANEL WEIGHT FIELD PANEL WEIGHT 133-141 8" 4250 LBS. 2150 LBS. FIELD PANEL 10'-0" GAGE PANEL FIELD PANEL FRAME SPACER 10' CONRETE TIES ON 24" CENTERS NOTES: 114° CONFORMAL RUBBER INTERFACE PAD TO BE PLACED BETWEEN PANEL AND TIES. CROSSING TYPE -100 COMMON STAN ARDS ITEM NUMBERS LAYOUT FOR CONCRETE PANELS ON 10°-O" LONG C+ }NCRETE TIES (10C) 193-141 LB. UPRR 133-141 LB. BNSF 540-1315 NON -STOCK FILE OWNER: UPRR I DATE: APRIL 24, 2001 REV. NO.: 0 DWG NO: 200300 • 0 °1!RilICI j>tIICEIlo!■ 0 1 11lit: III 0 11/8"MIN COVER TO 3"x2-12"SIOE(MIN)x3/8" 5 ' ASTM A36 STEEL ANGLE (TVP) limn Mal 8 10 1 I �.I) • ' REBAR (1 318" NOM.) - . J I I I -10 " 8/8" DIA. x 24" LONG DEFORMED 1: BAR ANCHORS (18 PCS) (SIDE FRAME) _ 18 .�]_I I I I I I I I 1 12"DIAxZ12"LONG _ _ _ 221/2 2212 CENTERS 28- 1 I"1.H " -4 10 WIRES ON 8" HEADED ANCHOR STUD I r. I (18 PCS TOTAL) I I I 1 le 1 I{ _..-_ I I f. 1 t (SIDE FRAME)-- 35 /LJ� ��v #6 REBAR I ( 1 V I 1 r 35 41 45" LONG TOP PCS - - -- 41- rI (10 11-1 I 42" LONG BTM (10 PCS) -4712 I I I I I i 147112 -0-3 i12" 54 54 I 1 1 1 1'1 3112" --a.- -w— 8 IMRES ON 8" CENTERS —tom- 0"• 60 I 114-•114 60 -0110 WlRE3 Be 1 3/8" MIN COVER TO • 68- '' I I I A 1 1 REBAR (2 1/4" NOM.) GAGE PANEL 79-1===1-1-1-4=k-1-1- ---•7212 79 III I 1 III . -7212 CROSS SECTION - 11 1 1I I I I, 86 #5 REBAR 22" LONG (10 PCS) I 1 1 I �-Iv- 11J 11 1 1/8" MIN COVER TO 95 1% I i 1 I I \R?PRAMEoma!""-`��- ) 8712 (I I I I 1 I , 97112 WIRES MIN. SPACING) 10 12" DIA. x 12" LONG ice- I 10 (2116" DEFORMEDBAR - ig-T i EN il�-1i0 LI I fl I ( 110 ANCHOR 11 1i" '� ii'1ti�1 ' (12 PCS TOTAL) ■iosfrui iirsslo�■ 120 Ill 111 1 �,, (END FRAME) 120 I, I. - `� 3/8" DIA. x 4" LONG HEADED 1/2" DIA. x 12" LONG 3/8" DIA.x 4" LONG 1/2" DIA. x 212" LONG ANCHOR STUD (8 PCS TOTAL) DEFORMED BAR ANCHOR HEADED ANCHOR HEADED ANCHOR STUD (END FRAME) (4 PCS TOTAL) STUD (4 PCS TOTAL) FRAME) (END FRAME) #5 REBAR 20" LONG (10 PCS) 9 WIRES (2118" MIN. SPACING) - (20 PCS TOTAL) GAGE PANEL (END (SIDE FRAME) FIELD PANEL • NOTES' 1 318" MIN COVER TOr 28 DAY CONCRETE COMPRESSIVE REBAR (2 114" NOM.) STRENGTH = 700 MIN TRANSFER COMPRESSIVE CROSS SECTION - FIELD PANEL STRENGTH =4800psi • �� I a\•a, j�}�� �,7 ' �1 AIN c `3""""' Ill ir ON gr AA I1 A CI 7 9i ?air''' (^ 1' I,I PRESTRESSING VIRE SHALL BE 8.28mm DIA. COMFORMING WITH ASTM A-881 "s ittLVIRE D OR LOW • RELLAXATIODEFORMEDNFORPRESTR STRESS SSEDCONCRETE TIES" WITH AMINIMUM BREAKING STRENGTH • OF 8800 LBf. ® p�� 1��� ������® ��tl������ ������ FOR 10' CONCRETE TIES (10C) 200301 VIRE SHALLED BE TENSIONED IN ACCORDANCE WITH PCI REQUIREMENTS TO 8980LBf PER VIRE FILE OWNER: UPRR DATE: APRIL 24, 2001 CROSSING TYPE -10C REV. NO.: 0 DWG NO: 200301 O O 5/8" DIA. x 24" LONG DEFORMED BAR ANCHORS (18 PCS) (SIDE FRAME) W5 REBAR 118° LONG TOP (6 PCS) 116" LONG ETM (5 PCS) 46"40.5 AR LOLONG TOP (10 PCS) 1 COVER 424 LONG BIM (10 PCS) x"3/8„ ASTM A31/2! SIDEIN)8 1/2" DIA x 2-112° LONG HEADED STEEL ANGLE (TYP) ANCHOR STUD (18 PCS TOTAL) (SIDE FRAME) CROSS SECTION - GAGE PANEL 1/2" DIA. x 18" LONG DEFORMED BAR ANCHORS (18 PCS) (SIDE FRAME) 1 1/2" MIN. 1/2" DIA. x 2-1/2" LONG COVER HEADED ANCHOR STUD (20 PCS TOTAL) (SIDE FRAME) IMI` �i%i I 1 12" MIN. COVER • #5 REBAR 116" LONG TOP (6 PCS) 118" LONG BTM (8 PCS) W5 REBAR 20" LONG BOTTOM (10 PCS) REBAR 22" LONG TOP (10 PCS) CROSS SECTION - FIELD PANEL 18 25 41 79 12" DIA. x 12" LONG 95 DEFORMED BAR ANCHOR (12 PCS TOTAL) 104 (END FRAME) 11 3/8" DIA x 4" LONG HEADED ANCHOR STUD (8 PCS TOTAL) (END FRAME) GAGE PANEL NOTES: CONCRETE COMPRESSIVE STRENGTH SHALL BE AS FOLLOWS: Q) 28DAYS = 6000 psi MINIMUM SHIPPMENT= 4000 pa[ MINIMUM REMOVAL FROM FORMS = 2500 pal MINIMUM. CROSSING TYPE -100 10 -221/2 35 -471/2 80 721/2 86 97 12 -110 -120 18 26 41 88 79 95 11 �II�I'lllllll(frlf�i�� iIIIIIIIIIIIIII 1111111111111 L� 1rnr�.� !I Ilri!{A I I1111I!III ■a pint] IID IIIIIIIIf j� prE1111111 1!i ILII11 l.1 lI Iliwn I i l ins II !11111111Ii1 ' 111 IIIIIIIIII� ,II II II �LJ 11 l.lill■I!1�111� 1/2" DIA. x 12" LONG DEFORMED BAR ANCHOR (4 PCS TOTAL) (END FRAME) FIELD PANEL 10 22112 47 1/2 80 5 110 120 318" DIA, x 4" LONG HEADED ANCHOR STUD (4 PCS TOTAL) (END FRAME) COMMON STAND S PRECAST CONCRETE PA ELS FOR 10° CONCRETE TIES (IOC) FILE OWNER: UPRR DATE: APRIL 24, 2001 REV. NO.: 0 DWG NO:200302 • -al • 10'-0" •--1'-9" —0.-1 k-1'-9" —t- ' FIELD PANEL i_—.— 9 1/8" ---—— -— -- - —- —-— — 10'4" ` PANEL • FIELD PANEL FIELD PANEL �•+►\' 10'-0" o 4'-2 • 9 314" 1/2" - — 9 314" — - — - • - — - — - — - — - — - — - — - — - —' • � `---•8'-8" CONCRETE TIES " ON 24' CENTERS 114" CONFORMAL PAD NOTES: THIS CROSSING IS TO BE INSTALLED ON ROADWAYS WITH HIGHWAY TRAFFIC VOLUMES LESS THAN 500 VEHICLES AND UMITED TRUCK TRAFFIC. AN APPROVED 1/4" THICK CONFORMAL PAD IS REQUIRED BETWEEN •CONCRETE TIE AND CONCRETE PANEL. GAGE PANEL END RESTRAINTS ARE NDT REQUIRED WITH THIS CROSSING. SEE STD DWG 0308 FOR TYPICAL DETAILS CROSSING TYPE - 85C • i i ,,,e"23/8 `••. �f' s COMMON ST' S • " 813!19" fillip 2114" . WEIGHT LAYOUT` FOR CONCRETE 3!4" GAGE - i 1l8" et 4800 LHS. a PANELS 6H-6°° LONG pr 10118" 21-0" FIELD 1380 LBS. .ON to CONCRETE TIES '.09400 GAGE PANEL ITEM NUMBERS `85C) 133-141 LB. UPRR 133-141 LB. BNSF FILE OWNER: UPRR DATE: APRIL 24, 2001 540-01310 NON -STOCK REV. NO.: o DWG NO: 200400 • • • 112"DIA. x12"LONG • Q co ` `rj �O '°' 8 DEFORMED BAR ANCHOR °1j "� j (12 PCS TOTAL) (END FRAME) M r N 11 — -y`� Q 8 {`o g o I 1 1 1 c 4; . %" ...._ _ �- .._' - �__ .,._. —. 7 ' " n f n R ^ I ° ti o .� o u . ., n • s L. 318" D{A x 4" LONG 1(2" D{A x 12"LONG • ^ �. _ FIELD HEADED ANCHOR STUD (4 PCS TOTAL) PANEL DEFORMED BAR ANCHOR (4 PCS TOTAL) (END FRAME) e,, , F _`ff — W (END FRAME) • wi 318" DIA. x 4" STUD (8 PCS LONG TOTAL) - HEADED (END 5/8" DIA. DEFORMED ANCHOR FRAME) x 18" LONG BAR GAGE g PANEL #5 REBAR #S REBAR 118" LONG TOP (4 PCS) 1/2" DIA 116" LONG BTM (3 PCS) BAR ANCHORS 11/2" MIN. 1/2" COVER 1 (20 #5 REAR 7 x 12" LONG DEFORMED (20 PCS) (SIDE FRAME) DIA. x 2-1/2" LONG HEADED ANCHOR STUD PCS TOTAL) 1 112" MIN. COVER 43" LONG TOP (9 PCS) ANCHORS (20 PCS) 39" LONG BTM (9 PCS) 118° LONG TOP (77 PCS) (SIDE FRAME) 118" LONG BTM (/ PCS) riglialli.''i �'1 •• 1 i12tMIN..• COVER #S REBAR 19" 1 112' MIN. COVER 1/2" DIA x 2-1/2" LONG HEADED 3" x 2-112" SIDE (MIN) LONG ANCHOR STUD (20 PCS TOTAL) x 318" ASS A38 SEE DETAIL A" (SIDE FRAME) STEEL ANGLE(TYP} CROSS SECTION CROSS SECTION - GAGE PANEL BTM (9 PCS) SEE DETAIL "A" — FIELD PANEL 1 3/4" R 1/4" • ,A '; COM\yON Omani STA S Mr 3 4" l!',I i iiiii1 Ali J•=12" -11,-111 •- 10111i8"t-�-- - 11/18" I®-- 111/4" - CONCRETE COMPRESSIVE STRENGTH SHALL BE NOTES: AS FOLLOWS: PRECAST FOR -6 CONCRETE PANELS CONCRETE TIES (85C) 200401 at 28DAYS = 8000 psi MINIMUM ' DETAIL A @ SHIPPMENT = 4000 pst MINIMUM • APPLIES TO ALL THREE PANELS ®REMOVAL FROM FORMS = 2800 psi MINIMUM. FILE OWNER: UPRR DATE: APRIL 24, 2001 CROSSING TYPE -10C REV.NO.: 0 DWG NO: 200401 t-0600Z=0N EMO 0 :'ON "nal 1.001 `6Z 1I8dV :31'40 212140 113NM0 3114 S1EINVd JialmO3�� E`l�UIR SON1SSO 3 ®vldN SOI SNOLLY31410adS 1VLLNas SUIlYCNVIS MO lOD N 0 0 CD 0 341.1 JNISS080 ONV 131M140MOW 1188 40 3Z19 KUM 031NNd 03110N319 38 0113NV4 HOV3 4O ON3 341.1 ONISS080 ONV '3a1U.0VAfNVW 40 8V3 JAV0&LLNOw "9)l 5,838013V4fNWl l3NVd • 40 114913M '11%1 40 3115 804111(1431313831103 V H1WI 13NVd HSV3 )18VW A111•I3NVW83d 01838111.0V4NXWW (1' '44115NWP1018OM ONV S1V11131VW NI 91034301SNN9V S IV3A NE L40 wnWININt V 8041.300084 ABNV8aVM1lVHS 838n.wV4nNVVV 3111 (£ 1404 5839ONV �Ol 803 31919140493t1 3/1:1 Tot smin 4538 HS aoas &11l3la9Vl 3111 (Z -031311.833 112/81 10V 40 MOON V 38 TIVH813NNOS83d OM i Sa 1118 '0314LW30 EDWIN INV 130 0008 OSI 38 T1VHS 838n13Y4(iNVw 3111 (1 :18)141139 d1.12 '30V0 83dV1 111190 NOWSOd H3V3 1V SS3N1V14)I33H0(-) HV91V14 40 9110W90d 8 VMOT104 SV 3OY0 83de V ONV 25/1-1+ N11411M01031Va81lVO 39031.11918815 v ONISn 1.9 S93NJ.V1d 1.101109 1104 A11V310011134 031133n3 38VHS S"8NYd 40 31dWVS 3ALLVIN3S38d3a V ( 11 E 10[3009 DMa)1S311V3((L03'3 08VONVIS 3111 H11M 33NV02i030V NI 30NVJ919381V0M13313 wf1WINON V 301A08d 0183080 AU S3MnLV3d 1NVLSIS3H .LNfHS H11M 031191930 38 IIVHS S13NVA 39V0 (Z %4 'O =11308119 fV)I1V 18101 IV 0931.3 3151,•" 00111311( aVe 8 812103 133 3 VWZV M8H10Z3321d 99931 1SY 1191930 03X011 03A08ddV 3111 NO 19319NVd40TI04 3111 (508081188 3111 01 1.1301880881 ONIUS311N30N3d30N1 NY VN) JJwens 11VHS S800N3A •A1VfNNV 331111 (4 :9NLLS31 iV103dS LrL •03L11W83d ION 91 ONUSV3 %NO4f1O 1191N14 33Vd8nS 31383NO3 3H10111318M 40 NOW OOV 3141 '50808111,8 AB OSAO8ddV SV 210 1491NL4 mom V 3AVH 01 91 338411115 9141A180 3111 (3 '88388 ON10N11088fS 3111.40 38111301 ONY 80100 3111 H31VW 0.191 8388 03811438 3H140 3384808 1Y1831VW 81Vd38 ONY 11439Y 911(01108 83408d 3141 omen SNOLLK WIC] 13NYd 3111010311811114 ONV 031114 38 01 BUY STN4S 313831103 HONIW ONV 83853038 The (4 :11SINId WOILa3A.811Y* 1811101.8011..115-I+ 38 11VHS 11,131N33V18 1:N31,4331-10411138 1-4 Wa138 £ 310N ONLLS311VI33d3 339 '2£1£ NYHI 32103 NOLL3381C1 ANY Ni 31Y1nONn10N INNS 93113111 H1JM IOVJ/d03 NI 39 TOM H3IHM'33Y421f9 301108 3111. t£ ,W1-1+ S53N)13IHL (NV 14i0(V 1-191131 (z (1' N09410 3111.9N01V 0381I9Y311) 4118 32MfOS 401110 (4 :S30NV2i3101 '231113001 11 01014 03N01530 9111311041100 83110 ANV 80 831114 AVM3SNY1d 3111 ONION/HP/CI .U10H1IM 33NYN LNIVN 2104 513NY4 40IVA0141381-104 MOTN 0183T114 1.VM3911V14 031-13V11V384 3141 N91930 01838111084fINVfl -IVAO3441-+ OV02i•UVa 804 (i3LUw8n9 38 81.111938 1931 •(KINO 004 34A10NISS083) .if4 imam0110N 311 True -E13 9338930 AO 00 JY NUM 0140 3013041V8311/1 Y 0NIAlddV A8 031531 A1lVOISAHd 39 TIVHS 1VI831Vw AYM39NV14 3141 40 11011.339 31d19VS '9018133 9338030• 0$ -IV (L£4Zo Ni198) SS3N3111.1218 3an1V88dw3LMo1" 'OOA MS lY 038119 311 SV40 V93104 331181519381(11(91! :30N815IS31-( 183(113313; '30A 00918 03193( 818 8118130 93321030 9Z 1.8 880011 891 8031fl114M 0311([910 40 3381.4 NI mums taimmn3vw, %et 23.8380 N00 (W01/H0/ 1ALA( SIS31I 3NfllOM •S018183 9338930 061V 5810H 86 804 380Z0 3343'09 0131019003 83198 011013883 ON 3A81119011(8450 1419Y 19213:W1319311 BNcizo* '%03 118111 8318380 A9 S3ll313d08d NI NC/110103H 15133 933)1530 00I. 1 81011 OL (£19011188)15319170 a3188313038" 7(8117.4P SWUM OL 804 5119130 5338030 001 (8 0011133 965 11150135 N0(9538d1100" Y 3801.15 149111L (01,3101419) 99311(18814" WON (14'094 •snlslaO S33893a 9318 (4788 PIMA 1119N381S 8831" 14111 %OOP (3160 3198) NOLLVON013 311,1111.1.111" 'NW4194099 (3460 11198) H.LON3W1S 31ISIGL" 531183408d 0NW(01104 31413AVH (INV 03HOV11V3ad A1114BNWJH3d 39 0183T114 AVM39NY14 (44 • 3903 3019.U10 30214 .P!9 311I1 911011, 33V84 133153W. 30 401 3111 SNOWY •14111 14-7 A83A3 0338 18 38 TWO 5310H NOLL33d5NUd33M.914£ (01. 1' 110181110 11011103141(1 NI 134 40 5311103308d ONV SNOLLVON3M903321341M01104 T1VHS 911121[£? (0 131111185 01300 110118891(141101149A38d 010318339 30 01510118 1191S30)I3Y83-NON 39118119 33848(18 401 (8 1/101188340 91111.983 3111 4018819 3141018018d WAOHAAVUO4 508081188 Ol 03111119(19 39 Ol XIw N91530 313831100 311140 931800 (L TOnWIXVW .£ dwn1S 31310NO3 311581' NI %1- -1+7.9=LN31NIV11113 211V 11H913M A81 PYO=01L881N3NB0/a31VM WnPIIKVW 1N31N03118NN 1V101 %B 0118141 38011 ON 3AYH11V14811138933 '61101103'91118011811 313801103 03553815384 0118/880384 10H.LNO0 1.(1119031103 TimNV11. (38 HJJM 33NVOa003V N138 . 01.9111813 0118 01113814.ONMXIW 18(831.819313831103 (g '09 30880 1N01/V314103d9 80(8 (1USY Ol 19803NO3 T YH9Nt033M A 109 9111331.8 J.N 3 1334341 1321 AO way 11138811,101.11804110311VHS 1q 1 S ONIO1O4NI311 (5 'S13W8d 1113381'08 HIM /4018t1310214191 01 .0-'.911+31383NO3 0110138 91131X3 0190149 9131484 40 80113 NO 011100819) (v '31114 3083 01 03143V118 38 01. H30VcIS 3AU.On0NO)'NON 8 21-811381(1338 9NLLNI1H3 13311Ol 031318181103 38 al. 911100813 ONV 1VI33L83 ONG78�.5 SAW =off �d 3391.80 804 911 9)1 WINININ NV cue (£ '1133(1d 1803 3110 3119038 0113319 033011'13118 (1 •3000 SMV IBA 38 01 ONIQI3M 'SNOLLYOI4103dS 9£-8 11198 01 w804N00118H9 13315181ft3n81S (1- - :SNOLLVOL4103dS 1VI t31VW (SE6 PANE[. CURVATURE TABLES) CURVATURE TABLE (ON CONCRETE TIES) OF FCREE CURVE IN FEE . A CURVE PANEL7 uss 2885' 0.20' NO 3° 1910' 0.38' YES 4' 1433' 0.40° YES 5° 1146' 0.50' YES 8° $55' 0.60' YES 7' 819' 0.70° YES r 717 0.80' YES r 637 0.90° YES 100 574' 1.00' YES 11' 522' 1.10° YES 12' 478' 1.20° . YES 13° 442' 1.30' YES 14' 410' 1.40' YES XING TYPE (RAIL WT.) BNSF ITEM NO. UPRR ITEM NO. 10W (115) 055590002 NON -STOCK 10W (133-141) 055590001 NON -STOCK 9W • NON -STOCK NON -STOCK 10C NON -STOCK NON -STOCK 85C NON -STOCK NON -STOCK • CURVATURE TABLE (ON WOOD TIES) DEGREE OF CURVE RADIUS IN htlri A CURVE PANELS 3LEss° OR 1910' 0.24' NO •4° 1433' 0.32° YES 3° 1146' 0.40° YES 6'' 855' 0.48° YES 7° 819' 0.56' YES r 717' 0.66' YES 9' 537' 0.740 YES 10° 574' 0.82' YES 11' 522 0.90' YES 12° . 478' • 0.96' YES 13° 442' 1.08° YES 14' 410' 1.14° YES NOTES: A CURVED PANEL 15 A PANE. THAT IS PIE SHAPED WITH A LONGER OUTER LENGTH THAN THE INNER LENGTH WITH TRUE RADIUSED OUTER AND INNER STEEL CURVED PANELS USE STANDARD REINFORCEMENT SIMILAR TO TANGENT PANEL STANDARD REINFORCEMENT. LAG HOLES ONION AND 9W CROSSINGS MUST UNE UP WITH THE CENTERLINE OF TIES. . 04 Cr) 0 O iV COMMONSTANDARDS CURVED CONCRETE PANELS FILE OWNER UPRR DATE APRIL 24, 2001 REV. NO.: 0 DWG NO:200902 NOTE; BEE SLD OING 0301 FOR DAA1NAGEDETAILS ' ae:;zr. r •ENE/NEERING FABRIC EMITOPREVENTHOTMR/3PFIALTFii�L WND�Nti- EM CROSS SECTION DETAIL TYPICAL. CLAMP SEAL SECTION MITI NOTE RAIL SECOON0szaReain BE IHALGAGEEI E SECT( a1AALFe&ANY)iERDWARETO CONNECT EMOTIONS 'TOGETHER. OFTIEEHUNGARBFon mew coiurrouonamte AND SPUR TRRCICB 7111EREAVERAGEELAJLYaTiRm� TOKIXIERRAIM�,LEAD NOT E0:083 aaa MON MAW masa IVOLIE RE REIRR107110 TO RT RARY A0ieT0 MEM 80E1E70 g�Fp agroalAmowro NE'MAT MAWSA1�8UlTFTOA�IRE OIO'18 TRACK MOMS 00/415M 13E uiE3�R ARRR, siDn70 Asan i OY GVASID Atm GROORNALA R-, • �SYS'IBd eiSfAtlID/ieu p ATID ussal WtAQPAI� r -• PHt j l #170RWR91SR6 ME T 01A11. BE vx��glq(C�D10011.13E. /0 6011/111E9 We AiP ETER@�GL.CFe JB1 GIROSBEE . I .V sT CORM UIREyDyntppl oA'L IORR mB oum - OF ntoome ORGNAGE 13;- ARE?AA LAUSTAEE rRod L31A EP�7tS emcwmi CR I% l'fACFp�PR1ORTTOO OF Ito* E�PU1 i71N '% _.� is1.4 p- 114 - -- UUFIE..TCKW 1 •J UFT CLAMPS HALT�OUREWA COMP! I OF EA9PilA4. • 70 Y `WEIRETOF RA0_FOR30C714EHe1.01000FIRE RAIL ME RpippOMGM& Epee Or pavan Ausansaar. s8pGDONy2�E,MAPorj larolN MAu G 1�jO0�WsMSMOM Tion FOR THEAEPRAt.T&FAATTA=OTAT. FOLIVlA3DrooEoroi. outgo OFT tBPAVHAEL THECR09se4ti.I18 1wOW)A7rVOLTB acrarrisomomomArnocT1oNeTO24rot uPRR =MN tATTUMAT 13)AU. =MIMS=TteePLAN OMBEAPPROVED Grata tamp oo . UNION PACIFIC RAILROAD ENGINEERING STANDARDS RAIL SIZE 112115 LB. ITEM No. &70-0308 132-141 LB. 540-1290 LIGHT DUTY ROAD CROSSING ASPHALT MTH RUBBER SEAL SECTIONS 1111€ItialS62 D91.17;FRE NM: tosa2A 17¢.2‘2001 STD DWG • 0302A SIDE A b VOLT BATTERY LEAD "B" NEGATIVETERMINAL 70OSIDE A OF SLAB METER WITH BUILT-IN VOLTMETER A SIDE B GRIND OR FILE TESTING SURFACE TO BARE METAL STANDARD ELECTRICAL TEST . ELECTRICAL TEST STEPS: ' 1. BATTERY SHALL BE 5.0 (FIVE) AMPS OR GREATER. 2. SLABS ARE READY FOR TESTING WHEN 72 HOURS HAVE ELAPSED FROM CASTINGOF CONCRETE. 3. MUST BE LESS THAN 2.0 (TWO) AMPS TO PASS THE TEST. RETEST AFTER TWO (2) DAYS IF GREATER THAN 2.0 (TWO) AMPS. REJECT IF AMPERAGE REMAINS ABOVE 2.0 (TWO) AMPS. 4. 0.3-0.4 AMPS ISA NORMAL READING. 2.0 (TWO) AMPS OR LESS PASS THE TEST. cY) 0 0 N COMMON STANDARDS SHUNT RESISTANCE TEST FOR CONCRETE PANELS . FILE OWNER: UPRR DATE: APRIL 24, 2001 • REV. NO.: 0 DWG NO:200903 9'-0" LONG WOOD TIE TRANSMON TIES INSTALL 3/4" X 12" LG. TORX HEAD LAG SCREWS (TYP.) SEE STD DWG 131500 FOR REFERENCE TYPICAL 8'-8" LONG CONCRETE TIE (5)Liriri TRANS ONNTIES I w w Q � I I� ---. VIE 3'-0" MIN. OF PA CONCRETE PAVEMENT 24" MIN_ ua EDGE OF TRAVELED WAY INCLUDING SHOULDERS EL TH TIMBER TIES r MIN. ASPHALTIC CONCRETE OR ASPHALT INSTALLED W NO MORE THAN 3" LIFTS EDGE OF TRAVELED WAY INCLUDING SHOULDERS 3'-0" MIN. PLA VIEW OF PANEL & JOINT LI LOCATIO /CO JCRETE TIES tBALLAST SECTION 1Y MINIMUM BELOW ITE COMPACTED SUBBALLASTSECTION w COMPACTED eiPHIGH DENSITY AND SUBGRADE CONCRETE 11E TRACKS y►- BALLAST SECTION 8' MINIMUMSELOWTIE COMPACTED SUBSALLABT SECTION COMPACTED SUBGRADE LOW DENSITY WOOD TIE TRACKS 8" DIA PERFORATED METAL PIPE, PERFORATIONS TO BE PLACED NEAR FLOW UNE OF PIPE PLACE GEOTEXTILE AT NATURAL GROUND AND WRAP PERFORATED PIPES (SEE NOTES) Nle' '% DRAIN (OPTIONAL) - SEE PIPE LAYOUT AND NOTES TYPICAL BALLAST FA1 NASP 1111, LT DET a IL 8" MIN. NOTES: SEE PAGE 2 FOR NOTES AND MORE DETAILS. UNION PACIFIC RAILROAD EGINEERING STANDARDS INSTAL :.TION OF ROAD CRS SSI ,=GS W0 PRECAST CO CRETE PANE':. S PACIFIC ADOPTED: DEC.19,1a37 7 ! REVISED: OCT. 3, 9iat J LM FILE N0.0304F STD DWG 0304F PAGE 1 OF 2 Copyright ® 2008 by Unlan Pacific Railroad 0 co Tl CI). a� NOTES: 1. CROSSING PANEL SUPPORT THROUGH THE CROSSING MUST BE UNIFORM. CONCRETE TIE SPACING IS TO BE A MAXIMUM OF 24" CENTER TO CENTER. WOOD TIE SPACING TO BE MAXIMUM OF 19112" CENTER TO CENTER. TIE SPACING MUST BE ADJUSTED TO SUPPORT THE ENDS OF THE PANELS 2. CROSSING SITE IS TO BE INSPECTED PRIOR TO START OF INSTALLATION TO DETERMINE THAT PROPER DRAINAGE AND SURFACE SUPPORT IS PROVIDED, TRACK GRADE IS UNIFORM AND EXISTING TIES ARE AT LEAST 10' LONG. 3. IF CONDITIONS WARRANT, SITE IS TO BE OVER -EXCAVATED AND CROSSING DRAINAGE SYSTEM INSTALLED USING COMPACTED, WELL GRADED GRANULAR FILL; SUBBALLAST, GEOTEXTILE AND PERFORATED DRAINAGE PIPE (IF REQUIRED) INSTALLED PER DETAILS OF THIS DRAWING. 4. ADDITIONAL SITE DRAINAGE INCLUDING PROPER DRAINAGE AT EACH QUADRANT OF CROSSING SHALL BE COMPLETED TO ENSURE CROSSING DRAINAGE. 6. PRECAST PANELS ARE TO BE HANDLED AND SUPPORTED AT SPECIFIED UFTING INSERT LOCATIONS ONLY. LIFTING EQUIPMENT AND CONNECTION INSERTS ARE TO BE PROPERLY SIZED TO HANDLE THE LENGTH OF PANELS BEING INSTALLED. RING UFTING DEVICES ARE AVAILABLE FROM COMPANY WAREHOUSE 6. APPROACH ASPHALT ROADWAY PAVING IS TO MEET STATE DOT HIGHWAY SPECIFICATIONS AND INSTALLED ACCORDINGLY. ASPHALT 1S TO BE INSTALLED WITH PAVER WITH MAXIMUM 3" UFTS AND LAID PARALLEL TO CROSSING TO MINIMIZE APPROACH SETTLEMENTS. 7. GEOTEXTILEAND PIPE TO BE INSTALLED ONLY AT LOCATIONS WHERE REQUIRED BY STATE OR LOCAL AGENCIES OR WHERE DESIGNATED BY CHIEF ENGINEER. 8. GALVANIZED ELASTIC FASTENERS ARE TO BE USED WITHIN THE CROSSING AREA AND ON THE (5) TRANSITION TIES ON EACH SIDE OF THE CROSSING. PANDROL E -CUPS TO BE USED ON WOOD TIE CROSSINGS AND SAFELOK CUPS ON CONCRETE TIE CROSSINGS. 9. ALL RAIL JOINTS IN CROSSING AREA TO BE WELDED, DO NOT INSTALL BOLTED JOINT BARS. 10. REPORT CROSSING GATE MALFUNCTIONS TO 24 HR UPRR CROSSING HOT UNE AT 1-800-848-8715. 11. ALL EXCEPTIONS TO THIS PLAN MUST BE APPROVED BY THE CHIEF ENGINEER CONCRETE PANEL 4 @ 3" EACH JOINT (FOR CONCRETE TIE TERRITORY ONLY) te TIE • .1 INT =xE 4 rL;',;• EN I°A :3ELS INTERIOR JOINTS BETWEEN PANELS MUST REST ON CENTER UNE OF A WOOD OR CONCRETE TIE AS SHOWN REQUIRED COMPONENTS RING LIFTING DEVICE 410-1371 3/4" TORX SCREW FOR 510-3557 WOOD TIES (STD DWG 131500) 1305400 ELASTOMERIC BEARING 550-0119 PAD FOR 141 LB. RAIL 640'0203 ON WOOD TIES CONFORMAL ELASTOMERIC BEARING PAD FOR 10'-0" 503-6315 CONCRETE TIES CONFORMAL ELASTOMERIC BEARING PAD FOR 8'-6" 503 6312 CONCRETE TIES END RESTRAINT FOR CONCRETE TIES (ONLY) 540.1926 OPTIONAL COMPONENTS (SET INCLUDES 6 PIECES) 20' SECTION 6" PERFORATED PIPE 510-3201 6" ADJUSTABLE ELBOW 510-3557 6" PIPE BANDS 610-3379 100' ROU_ GEOTEXTILE 550-0119 ct RAILROAD TRACK \G 44.1 5' MIN. i OMITS GEOTEXTILE EDGE OF TRAVELED WAY 8" DIA PERFORATED PIPE EDGE OF TRAVELED WAY 5' MIN..y'nl �3' MIN.�UMITS: GEOTEXTILE - fi- =a,+ Z, 4'40 4k TYPICAL IPE xa.Y¢ II. T NOTE GEOTEXTILE & PIPE TO BE INSTALLED ONLY AT LOCATIONS WHERE REQUIRED BY STATE OR LOCAL AGENCIES OR WHERE DESIGNATED BY CHIEF ENGINEER. EMPTY CRIB FILL CRIB WITH BALLAST ENI REST `' INT DETAIL (FOR CONCRETE TOES ONLY) UNION PACIFIC RAILROAD ENGINEERING STANDARDS INSTAL'_ ,''';TION OF ROA. CROSSINGS ''''0 P EC,: ST CONCRETE EP4r'y, <` ELS ADOPTED: DEC. 19, 19E1 REV(SEO: OCT. 3, 2005 FILE NO.: 0304F Capydgfit ® 2005 by Union Pacific Railroad STD DWG 0304F PAGE 2OF2 0 a 03 -- 9 15116" 2 15/16" . - NOTE: ALL RADII To BE 1/4" EXCEPT WHERE NOTED. p N t___6 15116" ._i_-i-_6.( i I --- I vI 2W16" 2718" T q • 4 1' 1-.0- I I €J 1" --111 1/2" r- -t 11 1/2" I-�-- • 1 5/16" 3/8" R 11� •II_ I r t t r- r r r l" 1" . TYPICAL SHUNT SPACER DETAIL • 3"3/4._ 3' —m I�DBA'" NOTE DEFORMED BAR ANCHOR 12 51t 8 1",1 �1 318" ASTM STEEL ANGLE 3" PRECAST r PR FIELD SIQE j/ % GE N�/JDE CLEAR SIDE DBA 6B" MN. i314'MIN. AT1112'MIN. i1/2"X12' END FRAME DBA 30-60 DEGREES 3/8" X4' STUD ANCHOR DETAIL FROM EDGE OF GAGE PANEL NOTE VENDOR SHALL SUBMIT PREATTACHED FLANGEWAY FILLER DESIGN AND DETAILS FOR REVIEWAID APPROVAL PRIOR TO FABRICATION. TYPICAL PREATTACHED 2112" DIA. FLANGEWAY FILLER PANEL TOP 21 /8" DIA. DAYTON #123453 1" - OR _ NSERTROVED 314 LD 2°M MIN UFTING INSERTS SHALL BE DESIGNED WITH A PANEL BO OM( II) MNIMUM SAFETY FACTOR--d. PROFESSIONAL ' LAG 'HOLE DETAIL (WOOD TIES ONLY) 1—.....11:+4. ENGINEER STAMPED AND SEALED DETAILS AND DESIGN FOR REVAT1ONs MUST BE MINIMUM BLOCKOUT SUBMIT ftll REVIEW AND APPROVAL DEPTH " PRIOR TO FABRICATION. LIFTING INSERTS SHALL BE MECHANICALLY GALVANIZED OR SIMILARLY PROTECTED • AGAINST CORROSION. UFTING DEVICES SHALL BE USABLE WITH 1" R. 3118' 1" R 1/2" MIN R. 3116° BURKE OR DAYTON 5-TON CLUTCH SYSTEMS. 311/16'311H5 TYPICAL LIFTING DEVICE AND BLOCKOUT -A- 3" k 314' -A-- i-*- 2 la" -- FIELD 57116' PANEL -.4- -> -4 GAGE 1/1+3- PANEL ,'� G i _, COMMON STAND _' �t GGIaF C�• "��l 1�I1,7 IIIIII 1B' • ,�� CHAMFER CORNER MAX. 1MIN. TYPICAL DETAILS FOR • `� END DETAIL • CONCRETE PANELS G 118" WELD DETAIL TYPICAL DETAILS FILE OWNER: UPRR DATE: AUG. 16, 2001 • • REV. NO.: 1 DWG NO:200900