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26 Civil and Structural Engineering CONSTRUCTION OF BRIDGE STRUCTURES SHALL BE IN ACCORDANCE WITH THE FOLLOWING SPECIFICATIONS, LISTED IN ORDER OF PRECEDENCE: 1. CDOT STANDARD SPECIFICATIONS FOR ROAD AND BRIDGE CONSTRUCTION (2011). 2. URBAN DRAINAGE AND FLOOD CONTROL SPECIFICATIONS. 3. CURRENT CITY OF GOLDEN STANDARD CONSTRUCTION SPECIFICATIONS. EXCEPT AS SHOWN IN THE PLANS, STRUCTURE EXCAVATION AND BACKFILL SHALL BE IN ACCORDANCE WITH M STRUCTURE EXCAVATION AND BACKFILL SHALL BE AS SHOWN ON THE PLANS, EXCEPT SHORING MAY BE REQUIRED FOR EXCAVATION ADJACENT TO EXISTING ROADWAYS. EXPANSION JOINT MATERIAL SHALL MEET AASHTO SPECIFICATION M-213. ALL EXPOSED CONCRETE SURFACES SHALL RECEIVE A CLASS 1 FINAL FINISH TO ONE FOOT BELOW THE GROUND LINE. 24TH STREET OVER WEST FORK KENNY'S RUN 2-CELL CAST-IN-PLACE BOX CULVERT 6'-0" INSIDE HEIGHT, 12'-0" INSIDE CELL WIDTHS. 1'-6" BRIDGE RAIL TYPE 10M (SPECIAL) EACH END. 23RD STREET OVER WEST FORK KENNY'S RUN 2-CELL CAST-IN-PLACE BOX CULVERT 6'-0" INSIDE HEIGHT, 12'-0" INSIDE CELL WIDTHS. 1'-6" BRIDGE RAIL TYPE 10M (SPECIAL) EACH END. S01 S02 S03 S04 S05 S06 S07 S08 S09 S10 GENERAL STRUCTURAL INFORMATION BOX CULVERT TYPICAL REINFORCING SECTIONS BOX CULVERT CORNER REINFORCING PLANS REINFORCING DETAILS AT INLETS WINGWALL DETAILS WINGWALL DETAILS MISCELLANEOUS REINFORCING DETAILS BRIDGE RAIL TYPE 10M (SPECIAL) DETAILS HANDRAIL DETAILS CHANNEL WALL DETAILS THE FOLLOWING STRUCTURAL STEEL SHALL BE AASHTO M-183 (ASTM A-36): EXPANSION DEVICES, BEARING PLATES, AND BEARING DEVICES. CHANNEL RETAINING WALLS LEVELING PADS ARE UNLAMINATED BEARINGS. THEY SHALL BE CUT OR MOLDED FROM AASHTO ELASTOMER GRADE 3, 4, OR 5 AS DESCRIBED IN TABLES AND WITH A DUROMETER (SHORE "A") HARDNESS OF 60. GROUTED BOULDER GRAVITY WALLS DESIGN HEIGHTS VARY UP TO 14'-0". GRADE 60 REINFORCING STEEL IS REQUIRED. ALL REINFORCING STEEL SHALL BE NON-EPOXY COATED UNLESS OTHERWISE NOTED. E DENOTES EPOXY COATED REINFORCING STEEL. THE FOLLOWING TABLE GIVES THE MINIMUM LAP SPLICE LENGTH FOR EPOXY COATED REINFORCING BARS PLACED IN ACCORDANCE WITH SUBSECTION THESE SPLICE LENGTHS SHALL BE INCREASED BY 25% FOR BARS SPACED AT LESS THAN 6" ON CENTER. AASHTO, 6th EDITION LRFD WITH CURRENT INTERIMS. COLORADO DEPARTMENT OF TRANSPORTATION M&S STANDARDS BAR SIZE #4 #5 #6 #7 #8 #9 #10 #11 DESIGN METHOD: LOAD AND RESISTANCE FACTOR DESIGN. SPLICE LENGTH FOR 1'-4" 1'-7" 2'-4" 2'-9" 3'-8" 4'-8" 5'-10" 7'-2" CLASS D CONCRETE WHEN THE CONTRACTOR ELECTS TO SUBSTITUTE EPOXY COATED REINFORCEMENT FOR BLACK REINFORCING BARS, THE MINIMUM LAP SPLICE SHALL BE AS DESCRIBED ABOVE. THE FOLLOWING TABLE GIVES THE MINIMUM LAP SPLICE LENGTH FOR BLACK REINFORCING BARS PLACED IN ACCORDANCE WITH SUBSECTION THESE SPLICE LENGTHS SHALL BE INCREASED BY 25% FOR BARS SPACED AT LESS THAN 6" ON CENTER. BAR SIZE #4 #5 #6 #7 #8 #9 #10 #11 SPLICE LENGTH FOR 1'-4" 1'-4" 1'-7" 1'-10" 2'-5" 3'-1" 3'-11" 4'-10" CLASS D CONCRETE LIVE LOAD: HL-93 DESIGN TRUCK MINIMUM FILL HEIGHT = 1'-0" MAXIMUM FILL HEIGHT = 3'-0" LIVE LOAD SURCHARGE = 180 PSF ALLOWABLE BEARING PRESSURE = 2,000 PSF VERTICAL EARTH LOAD = 120 PCF ACTIVE EQUIVALENT FLUID PRESSURE = 35 PCF PASSIVE EQUIVALENT FLUID PRESSURE = 400 PCF FRICTION COEFFICIENT = 0.43 REINFORCED CONCRETE: CLASS D CONCRETE: REINFORCING STEEL: f'c = 4,500 psi f'y = 60,000 psi THE ABOVE SPLICE LENGTHS SHALL BE INCREASED BY 20 PERCENT FOR 3 BAR BUNDLES AND 33 PERCENT FOR 4 BAR BUNDLES. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE STABILITY OF THE STRUCTURES DURING CONSTRUCTION. E.F. = EACH FACE F.F. = FAR FACE N.F. = NEAR FACE STATIONS, ELEVATIONS, AND DIMENSIONS CONTAINED IN THESE PLANS ARE CALCULATED FROM A RECENT FIELD SURVEY. THE CONTRACTOR SHALL VERIFY ALL DEPENDENT DIMENSIONS IN THE FIELD BEFORE ORDERING OR FABRICATING ANY MATERIAL. SECTION OR DETAIL IDENTIFICATION CROSS-REFERENCE SHEET NUMBER F:\Projects\Kenney's Run - West Fork\Drawings\West Fork Kenny's Run Structural.dwg ; Eduardo; Page Setup:----;!CON-HALF-SIZE.ctb; 7/9/2015 1:10 PM THE INFORMATION SHOWN ON THESE PLANS CONCERNING THE TYPE AND LOCATION OF UNDERGROUND UTILITIES IS NOT GUARANTEED TO BE ACCURATE OR ALL INCLUSIVE. THE CONTRACTOR IS RESPONSIBLE FOR MAKING HIS OWN DETERMINATION AS TO THE TYPE AND LOCATION OF UNDERGROUND UTILITIES AS MAY BE NECESSARY TO AVOID DAMAGE THERETO. THE CONTRACTOR SHALL CONTACT THE UTILITY NOTIFICATION CENTER OF COLORADO AT AT LEAST 2 DAYS (NOT INCLUDING THE DAY OF NOTIFICATION) PRIOR TO ANY EXCAVATION OR OTHER EARTHWORK. A STRUCTURAL CONCRETE COATING SHALL BE APPLIED TO THE FOLLOWING PORTIONS OF REINFORCED CONCRETE SURFACES: WINGWALL EXPOSED FACES AND TOPS, TO 1'-0" MINIMUM BELOW GRADE. HEADWALL EXPOSED FACES AND TOPS, TO 1'-0" MINIMUM BELOW GRADE. CHANNEL WALL CONCRETE BEHIND BOULDERS, TO 1'-0" MINIMUM BELOW GRADE. COATING COLOR SHALL BE SELECTED BY THE OWNER BASED ON SAMPLES PROVIDED BY THE CONTRACTOR. A TEST LOCATION OF THE COLOR APPLICATION SHALL BE INSPECTED IN THE FIELD BY OWNER FOR COLOR ACCEPTABILITY, PRIOR TO FULL APPLICATION. ICON Know what's San Engineering LLC

27 F:\Projects\Kenney's Run - West Fork\Drawings\West Fork Kenny's Run Structural.dwg ; Eduardo; Page Setup:----;!CON-HALF-SIZE.ctb; 7/9/2015 1:11 PM A B TYPE A - TYPICAL REINFORCING SECTION (SECTION TAKEN PERPENDICULAR TO CHANNEL CENTERLINE) TYPE B - REINFORCING SECTION (SECTION TAKEN PERPENDICULAR TO CHANNEL CENTERLINE) ICON '-0" TYPE B TYPE A 20'-0" TYPE B TYPE B 16" 24'-6 1 TYPE B B TYPE B BOX CULVERT - 23TH STREET CROSSING - BOX CULVERT - 24TH STREET CROSSING - 19'-0" TYPE B TYPE A 15'-0" TYPE B TYPE San Engineering LLC Civil and Structural Engineering

28 F:\Projects\Kenney's Run - West Fork\Drawings\West Fork Kenny's Run Structural.dwg ; Eduardo; Page Setup:----;!CON-HALF-SIZE.ctb; 7/9/2015 1:11 PM 1" #4 X (TYP) 2" TYP ADD'L #8 X 20'-0" CENTERED BETWEEN FULL SPAN LENGTH BARS SLAB TOP MAT REINFORCING LAYOUT AT CULVERT BEND 2'-0" 2'-0" EQ EQ CULVERT SLAB REINFORCING SECTION AT CULVERT BEND 1" 2" TYP SYM 3" 6" TYP CULVERT 2'-0" ADD'L #8 CENTERED BETWEEN FULL SPAN LENGTH BARS #4 X (TYP) SLAB BOTTOM MAT REINFORCING LAYOUT AT CULVERT BEND NOTES: 1. DETAILS DEPICT TOP SLAB REINFORCING. BOTTOM SLAB REINFORCING SHALL BE SIMILAR ARRANGEMENT. ICON San Engineering LLC Civil and Structural Engineering 2'-0" SYM 3" 6" TYP

29 F:\Projects\Kenney's Run - West Fork\Drawings\West Fork Kenny's Run Structural.dwg ; Eduardo; Page Setup:----;!CON-HALF-SIZE.ctb; 7/9/2015 1:11 PM B VARIES A TYPICAL INLET PLAN TYPE B SLAB REBAR AT INLET OPENING TYPE B SLAB REBAR AT INLET OPENING ICON ADD'L (4) #5 x (TYP EA INLET) ~ SEE TYPE B SLAB REBAR AT INLET OPNG PLACE PARALLEL TO INLET OPENING (TYP) CENTERED ON INLET ADD'L (4) - #5 x T&B San Engineering LLC Civil and Structural Engineering

30 F:\Projects\Kenney's Run - West Fork\Drawings\West Fork Kenny's Run Structural.dwg; Eduardo; Page Setup:----;!CON-HALF-SIZE.ctb; 7/9/2015 1:11 PM 9'-5 1 2" 1'-0" 1'-0" 8'-0" 8'-0" 14'-0" SECTION "A" SECTION "B" SECTION "C" 30'-0" 8" A TYPICAL WING WALL ELEVATION 1'-0" 2'-0" ICON B TYPICAL WING WALL SECTION San Engineering LLC Civil and Structural Engineering

31 F:\Projects\Kenney's Run - West Fork\Drawings\West Fork Kenny's Run Structural.dwg; Eduardo; Page Setup:----;!CON-HALF-SIZE.ctb; 7/9/2015 1:11 PM ICON San Engineering LLC Civil and Structural Engineering

32 F:\Projects\Kenney's Run - West Fork\Drawings\West Fork Kenny's Run Structural.dwg ; Eduardo; Page Setup:----;!CON-HALF-SIZE.ctb; 7/9/2015 1:12 PM 1'-0" 4'-0" (3) - #8 3" E 1'-6" 3" VARIES 5'-1" MAX BRIDGE RAIL TYPE 10M (SPECIAL) (3) - #6 TOP E E E A TYPICAL HEADWALL SECTION B TYPICAL TOE WALL SECTION VARIES C PHASE 1 PHASE 2 3'-0" (MIN) 3" 3" 6" (TYP) TYPICAL CONSTRUCTION JOINT (SLAB CONDITION SHOWN. SIMILAR AT SIDE WALLS.) CENTER WALL NOSE SECTION ICON San Engineering LLC Civil and Structural Engineering

33 34'-6" 9" 8'-3" 8'-3" 8'-3" 8'-3" 9" W8x18 POST (TYP) HSS 2.5x2.5x0.25 RAILS (TYP) HSS 5x5x5/16" RAILS (TYP) 1. ALL TUBES SHALL BE ASTM A-500 GRADE B. ALL POSTS AND BASE PLATES SHALL BE ASTM A-572 GRADE 50. ALL OTHER STEEL SHALL BE ASTM A-36 UNLESS OTHERWISE NOTED. 2. THE ABOVE MATERIAL AND ALL ANCHOR BOLTS AND MISCELLANEOUS BOLTS, NUTS, AND WASHERS SHALL BE GALVANIZED AFTER FABRICATION IN ACCORDANCE WITH SECTION 509. CONCRETE, REINFORCING STEEL, AND STRUCTURAL STEEL ELEMENTS SHALL CONFORM TO THE REQUIREMENTS OF SECTIONS 601, 602 AND 509, RESPECTIVELY. 3. POST ANCHOR, ENCASED IN CONCRETE, SHALL BE ASTM A-36 (AASHTO M-183) STEEL AND NEED NOT BE GALVANIZED. 4. TUBES SHALL BE SHOP BENT OR FABRICATED TO FIT HORIZONTAL CURVE WHEN RADIUS IS LESS THAN 1,500 FEET. 5. TUBES SHALL BE CONTINUOUS OVER NOT LESS THAN TWO POSTS. NO WELDED BUTT SPLICES WILL BE ALLOWED IN THE TUBE SECTIONS. 6. THE CENTERLINE OF THE TUBE SPLICE SHALL BE 1'-8" MINIMUM AND 2'-6" MAXIMUM FROM CENTERLINE OF THE POST. 1'-6" 3" 9" 8" 3" #4 x (TYP) 7. ALL BOLTS THAT HAVE LOCK WASHERS SHALL BE TIGHTENED TO SNUG ONLY. 8. POSTS SHALL BE PERPENDICULAR TO THE LONGITUDINAL ROADWAY GRADE. 9. PRIOR TO FABRICATION OF THIS ITEM, THREE SETS OF WORKING DRAWINGS WHICH COMPLY WITH THE REQUIREMENTS OF SECTION 105, SHALL BE SUBMITTED TO THE ENGINEER FOR APPROVAL. TYPICAL BRIDGE RAIL ELEVATION 10. STRUCTURAL STEEL: AASHTO M-183 (ASTM A-36) F Y = 36,000 PSI AASHTO M-223 (ASTM A-572) GRADE 50 F Y = 50,000 PSI COLD FORMED ASTM A-500 GRADE B F Y = 46,000 PSI 11. ALL BRIDGE RAIL STEEL MEMBERS SHALL BE POWDER-COATED PRIOR INSTALLATION. COLOR SHALL BE SELECTED BY OWNER. SAMPLES SHALL BE PROVIDED FOR REVIEW AND APPROVAL PRIOR TO FABRICATION. WING WALL PLAN - POST DETAIL END PLATE DETAIL F:\Projects\Kenney's Run - West Fork\Drawings\West Fork Kenny's Run Structural.dwg ; Eduardo; Page Setup:----;!CON-HALF-SIZE.ctb; 7/9/2015 1:12 PM TYPICAL BRIDGE RAIL SECTION ELEVATION - POST DETAIL HEADWALL PLAN - POST DETAIL ANCHOR BAR DETAIL ICON San Engineering LLC Civil and Structural Engineering

34 F:\Projects\Kenney's Run - West Fork\Drawings\West Fork Kenny's Run Structural.dwg ; Eduardo; Page Setup:----;!CON-HALF-SIZE.ctb; 7/9/2015 1:12 PM 3'-8" 6" 7'-3" 7'-3" 7'-3" 7'-3" 6" A TYPICAL WING WALL RAIL ELEVATION B TYPICAL WING WALL RAIL SECTION ICON San Engineering LLC Civil and Structural Engineering

35 1 1 CHINK ROCKS IN GAPS BETWEEN BOULDERS THAT EXCEED 4". ALL EXPOSED GROUT SHALL BE TROWELED OUT AND FINISHED TO MINIMIZE VISIBILITY. WASH OFF ALL EXCESS GROUT SPILLAGE AND CLEAN ALL VISIBLE ROCK SURFACES. (SEE SPECIFICATION) PROVIDE 6" MINIMUM TOPSOIL COVER OVER GROUTED SURFACE GROUT BETWEEN BOULDERS (SEE ELEVATION) 24" 0.C. MIN. BARS SHALL BE 2' LONG AND EMBEDDED 1' DEEP IN FIRST LAYER OF GROUT. POUR GROUT ONE LIFT AT A TIME W/ 2"X 2" CONST. KEYWAY. BOULDERS SHALL BE PLACED AS CLOSE AS POSSIBLE (TOUCHING EACH OTHER) TO MINIMIZE GROUT. VOIDS SHALL NOT EXCEED 4". LARGE MACHINE PLACED BOULDERS GROUT SHALL EXTEND THE FULL DEPTH AND WIDTH OF BOULDERS. INSTALL 2" DIA. PVC WEEP HOLES AT 10' O.C. (SEE WEEP DRAIN DETAIL) GROUT BEHIND BOULDERS (1' MIN.) 6" OF TYPE L RIPRAP TYPICAL GROUTED BOULDER WALL SECTION (SECTION APPLIES TO WALLS 5'-0" OR LESS IN HEIGHT.) (FROM UDFCD STANDARD DETAILS.) TYPICAL GROUTED BOULDER WALL SECTION (SECTION APPLIES TO WALLS GREATER THAN 5'-0" HEIGHT.) F:\Projects\Kenney's Run - West Fork\Drawings\West Fork Kenny's Run Structural.dwg ; Eduardo; Page Setup:----;!CON-HALF-SIZE.ctb; 7/9/2015 1:12 PM ICON San Engineering LLC Civil and Structural Engineering

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48 West Fork Kenney's Run Golden, CO DESIGN PROVISIONS: 1. THE FOLLOWING EFFECTIVE STRENGTH PARAMETERS WERE ASSUMED IN THE PREPARATION OF THE STRUCTURAL CALCULATIONS FOR THE RETAINING WALL SYSTEM: REINFORCED SOIL 28 0 PSF 120 PCF SILTY SAND SUGGESTED QUALITY ASSURANCE PROVISIONS: 1. MAT CONSTRUCTION SHALL BE SUPERVISED BY A QUALIFIED ENGINEER OR TECHNICIAN TO VERIFY FIELD AND SITE SOIL CONDITIONS. IF THIS WORK IS NOT PERFORMED BY THE SITE GEOTECHNICAL ENGINEER, A QUALIFIED GEOTECHNICAL ENGINEER/TECHNICIAN SHALL BE CONSULTED IN THOSE MATTERS PERTAINING TO THE SOIL CONDITIONS AND WALL PERFORMANCE. RETAINED SOIL 28 0 PSF 120 PCF SILTY SAND FOUNDATION SOIL 28 0 PSF 120 PCF SILTY SAND SOIL TYPES AND DESIGN PROPERTIES SHALL BE CONFIRMED BY THE SITE GEOTECHNICAL ENGINEER PRIOR TO WALL CONSTRUCTION. DESIGN ASSUMPTIONS AN ENVIROLOK MATTRESS IS PROVIDED AS THE BASE UNIT TO SUPPORT VEGETATION GROWTH ON THE BASE OF THE CHANNEL. Envirolok Vegetated Slope A TENSAR BX1100 GEOGRID IS PLACED OVER AND ANCHORED ABOVE THE ENVIROLOK UNITS. THE PURPOSE OF THE GEOGRID IS TO PROVIDE PROTECTION TO THE PLACED ENVIROLOK UNITS (WHEN WALKED ON) AND IN CONDITIONS OF HIGH FLOW TO ANCHOR THE UNITS AGAINST MOVEMENT. SHEET DESCRIPTION 1 TITLE SHEET 2 PLAN 3 UNITS Envirolok WEST NE Airport Way Portland, OR No. Date Revision By 1 Designed By: rjr Scale: As Noted Date: 6/15/15 Project: Title: WEST FORK KENNEY'S RUN TITLE Project No: Sheet No. 1

49 GRIPPLE EARTH ANCHORS OR EQUAL. 10' SPACING, 4 FT ANCHOR LENGTH. STAGGER SPACING IN ALTERNATING ROW PATTERN. A TENSAR BX1100 GEOGRID ENVIROLOK MATTRESS AM MAT SECTION 4 FT ANCHOR GRIPPLE EARTH ANCHORS OR EQUAL. DRIVEN BETWEEN ENVIROLOK UNITS, TL100 ANCHOR PLATE USED AT SURFACE TO LOCK THE SURFACE GEOGRID DOWN. GRIPPLE EARTH ANCHOR WITH TL100 CONNECTOR PLATE Envirolok WEST NE Airport Way Portland, OR No. Date Revision By 1 Designed By: rjr Scale: As Noted Date: 6/15/15 Project: Title: WEST FORK KENNEY'S RUN PLAN Project No: Sheet No. 2

50 Envirolok Unit Envirolok Pin Connector 1'-3" 4.5" 4 " 1ST ROW PLAN 2'-2" ENVIROLOK CONNECTOR PIN 2'-2" 1'-3" PLAN " ELEVATION Calculated unit fill: 1.25 cu ft / unit Face area: 1 sq ft. (Note: quanties can vary based on unit filling and placement) " END VIEW SUBSEQUENT ROWS Envirolok WEST NE Airport Way Portland, OR No. Date Revision By 1 Designed By: rjr Scale: As Noted Date: 6/15/15 Project: Title: WEST FORK KENNEY'S RUN DETAILS Project No: Sheet No. 3