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Home My WebLink AboutDRB100504 ��i�r� I��i�� r��l ��TI��I F�F�1�1 � - � � � ��rtrr7�r�t �f ��r�r��r�i�� :��I��r��r�� # �.� �� Fr�r�t�� F�� i I� ��I�r�� 1�.�� I: ��.��.�1�� f��; ��,��.�� 1�1.��1'-'i C�wEL��i_�- �� .��I��f�l Project Name: ASPEN COURT PEDESTRIAN BRIDGE DRB Number: DR6100504 Project Description: ASPEN COURT RECREATION PATH BRIDGE CONSTRUCTION &STREAM BANK RESTORATION Participants: OWNER VAIL COLORADO MUNICIPAL BLDG 09/27/2010 75 S FRONTAGE RD VAI L CO 81657 APPLICANT VAIL COLORADO MUNICIPAL BLDG 09/27/2010 75 S FRONTAGE RD VAI L CO 81657 Project Address: 75 S FRONTAGE RD W VAIL Location: ADJACENT TO 2820 ASPEN COURT Legal Description: Lot: Block: Subdivision: UNPLATTED Pa rcel N u m ber: 2101-064-0000-3 Comments: BOARD/STAFF ACTION Motion By: KJES60 Action: APPROVED Second By: DUBOIS Vote: 5-0-0 Date of Approval: 10/20/2010 Conditions: Cond: 8 (PLAN): No changes to these plans may be made without the written consent of Town of Vail staff and/or the appropriate review committee(s). Cond: 0 (PLAN): DRB approval does not constitute a permit for building. Please consult with Town of Vail Building personnel prior to construction activities. Cond: 201 (PLAN): DRB approval shall not become valid for 20 days following the date of approval, pursuant to the Vail Town Code, Chapter 12-3-3: APPEALS. Cond: 202 (PLAN): Approval of this project shall lapse and become void one (1) year following the date of final approval, unless a building permit is issued and construction is commenced and is diligently pursued toward completion. Cond: CON0011674 The applicant shall texture the new bridge abutments with a "broom finish" to match the Vail Golf Course bridge abutments. Planner: Bill Gibson DRB Fee Paid: $0.00 �� , r�� ' ��,�,�� , � �� ` � - Department of Community Developmen� �� '�� 75 South Frontage Road �Y° ,,�'� � �� I` �� # '-a1 a.. _i k �.v*' � �'��`�. � Y� `'�� '' ; } = V ii�:C orado� 816�,7` � � { �'�^�'`,'+�� ''�- � � ,��9*��'479 2'I� >, �'�. *�;- s� *�� +� .j �� , �' ,Y !... ��. ,, , .... - ` ' � �, . � � , .,�s � �j`` R w �� -i^ ��' . ��9� -' ,� ' �� , �'� . � � -� � ' �^' `•�7,3 t§r` .. ..�n sb` •r rYYYW .•4 ' i� ��,�� ,"* "�� ` T-, ry . t � ��e �� w _ =�� . �b: .�ai��o . r � � , nt Re`�iev�`�o�� := � � - . .a_ _,��`,��..�s ,�,-.: . ,�. � ��> � ' � � . - _ _�,a;�all�iil�t ' � Application for Design Review �� 2�� '��;' New Construction � _ . . . , r-...�� E -��1 �� General Information: This application is for new construction of a residential or commercial structure:--; Town Code sections can be found at www.vail4ov.com under Vail Information —Town Code Online. All projects re- quiring design review must receive approval prior to submitting a building permit application. An application for Design Review cannot be accepted until all required information is received by the Community Development Department, as outlined in the submittal requirements. The project may also need to be reviewed by the Town Council and/or the Plan- ning and Environmental Commission. Design review approval expires one year from the date of approval, unless a building permit is issued and construction commences. Fee: $650 Single Family Duplex Multi-Family � Commercial Description of the Request: Aspen Court(Susan Harris Nott) Recreation Path bridge construction and stream bank restoration. Physical Address: Tracts F and C Vail Village Filing 11, Adjacent to 2820 Aspen Court, Vail, CO Parcel Number: n��Gl .O�y (:�1� C�� (Contact Eagle Co. Assessor at 970-328-8640 for parcel no.) Property Owner: Town of Vail Mailing Address: �5 South Frontage Road, Vail, CO 81657 Phone: 479-2100 Owner's Signature: Primary Contact/ Owner Re esentati e• Todd Oppenheimer, Capital Projects Manager Mailing Address: Department of Public Works, 1309 Elkhorn Drive, Vail, CO 81657 Phone: 479-2161 E-Mail: toppenheimer@vailgov.com Fax: 479-2166 For O�ce Use Only: Cash_ CC: Visa/ MC Last 4 CC # Auth # Check # Fee Paid: �! ,�,c ai.Ql,�� >✓ Received From: Meeting Date: DRB No.: ��11,�Ic�S�� Planner: Project No: ��1J��i—0(�c`��' Zoning: Land Use: Location of the Proposal: Lot: Block: Subdivision: �i�,�/1;�� ;L 01-Jan-l0 PROPOSED MATERIALS Buildinq Materials Tvpe of Material Color Roof Siding Other Wall Materials Fascia Soffits Windows Window Trim Doors Door Trim Hand or Deck Rails Flues Flashing Chimneys Trash Enclosures Greenhouses Retaining Walls Lodgepole pine cribbing/stream cobble natural Exterior Lighting Other Self-weathering steel bridge structure Rust Notes: Please specify the manufacturer's name, the color name and number and attach a color chip. f:\cdev\forms\permits\Planning\DRB\DRB_New Construction_010110 PROPOSED LANDSCAPING Botanical Name Common Name uanti Size PROPOSED TREES Salix monticolor Yellow Mtn Willow TBD TBD AND SHRUBS Alnus tenufolia This-leaf alder Lonicera involucrata Twinberry honeysuckle Potentilla fruticosa Shrub potentilla Rosa woodsii Wood's Rose C�or��s s-fal i U i��t�t �+,��,T.( EXISTING TREES TO BE REMOVED Minimum Requirements for Landscaping: Deciduous Trees—2"Caliper Coniferous Trees—6'in height Shrubs— 5 Gal. Type Square Footage GROUND COVER SOD SEED Native riparian mix TBD IRRIGATION TYPE OF EROSION CONTROL BMP Please specify other landscape features (i.e. retaining walls, fences, swimming pools, etc.) See attached detail for stream band restoration detail. f:\cdev\forms\permits\Planning\DRB\DRB_New Construction_010110 ASPEN COURT RECREATION PATH BRIDGE REPLACEMENT STRUCTURE TYPE SELECTlON REPORT ,.,x..�.x�_..w� 4 ° x��i'x� �� t�- _ i�" - _, . _. ,� � — �. , �y _ -- . - _ �`- •'_� _ � � �, -�. �, : � - �:�' � I - �,.: r� - . _ _ �� - �� - . _ . - � _ a ,. ,, �_<.�. �s � �. ., < ° = ., . . �. . '`� � .. . . . , ..'w s : ._ . ... . . _ , `/ cµ' _-' - _ �, = �� -�` �._��a.R . � , -Y - . + " - b. �, � '. .�.., ��'� . ��'.� ,�t �� .... . •�� .�... ..._. � � ~ _ :`:'si .i+..`..+Y Prepared for: The Town of Vail Prepared by: i.////� MARTIN/MARTIIV _._.. ____.._.......__....__. cOwwsl�T�wO fYOtnR��• 12499 West Colfax Avenue Lakewood,CO 80215 September 22, 2010 Aspen Court Recreation Path Bridge Replacement Structure Type Selection Report TABLE OF CONTENTS Paqe Introduction � Project Overview � Bridge Design Criteria 2 Bridge Layout Requirements Bridge Alignment 3 Bridge Width 3 Span Length 3 Substructure Abutments 3 Structure Type Alternatives Alternative 1: Pre-fabricated Steel Truss 4 Alternative 2: Precast Prestressed Concrete Box Girder 5 Alternative 3: Steel Girder 5 Structure Type Recommendation 5 Opinion of Probable Construction Costs 6 Appendix Bridge Sheet B1 General Notes and Typical Section Bridge Sheet B2 General Layout Draft Specification Revision of Section 509 Pre-fabricated Structural Steel Bridge .'////�htARTIN f MARTlN ca+�uu�no�nnrn[[�• Aspen Court Recreation Path Bridge Replacement Structure Type Selecfion Report Introduction The purpose of this memorandum is to document the bridge layout and proposed structure type for the Aspen Court Recreation Path Bridge. The bridge is a replacement structure for providing access over Gore Creek. This report summarizes the structure site data used to evaluate, layout, and select the preferred structure type to be considered for construction, it also includes bridge design criteria, path alignment, span length and bridge width. Project Overview A major runoff event in the basins feeding into Gore Creek during June of this year created significant stream Flows throughout the entire reach of the creek. In the vicinity of the subject bridge the flows caused the deposit of a large amount of gravel and cobble just upstream of the bridge. In addition, severe erosion along the south stream bank took place causing failure of the existing south bridge abutment (see Figure 1). The north abutment is stiil intact but shows signs of severe erosion along the stream side edge. The existing bridge superstructure was in imminent danger of falling into the creek when it was removed by the Town. �� _-: �i .�, .��Y �. � ' � � .Y:.�� ''' r � 4 � �+; ` �.'�!, k k g� n' ! t - '� � � .1`� y �,p°�' y .� �*}.- �'+ �y, . -_ 9 '.±,CE +t .+�i „x'�`' �r'f '-r� t �< t "=a Y` ��T.rM'S�'t �� ' � ��°� r' « °�.$s, ° �s � Y�+ , ' F .. .-. _ ..>F:.� , "_ e. r c �� ,. . � . '��t.' "S�' �i'.."' r`� � . 's"'�. t „' �f� R+ " ' , :' - �M1� � .. , �',�F¢, •s { . c'_� _ . .. �''�'��` �f r. ':� - - . �' z��,,,� .+ t " r _ ��^� ,�-��'!� ...g�. � ,r - i. , . . '°'^..uE`-�°_ :�u q• `:j�.� ./l'' '. ' K r'� ✓e '' , •. �`.'4�� • _��¢�6�'<"+ - 4� _ .:. ��- . �_ �'��` _�: . � ��r• ' - , - � .:.� .� ` , - � '`"'��' �,� �:� <'' _�,� � � �� ,•'� .. � � . , . T �yf�'„ - �,�--�.�,, - - - - - • . .` � a -. . �; Figure 1- View looking south from existing north bridge abutment The existing bridge was supported on concrete abutments with spread type foundations. The no►th abutment was protected by very large poorly graded boulders (see Figure 2). The protection provided around the south has been washed away and is undetermined at this time. The proposed i,////�MARTIN/MARTIN c+.w�n..a�wmMCirs Page 1 Aspen Courf Recreation Path Bridge Replacement Strucfure Type Selection Report bridge abutments will be set back to allow a slope in front of the abutments of 1.5:1 (horizontal : vertical). _ ��:- �,� �r•,* i � �� '� �,°x . '= ;.� ��i_ . � ;'y �- i� �.,, ,�,,-. -�, � �,, . .�� . - � x ..�. :� "�"'!�:� _ „�•-'"'`"'r" �. - . �� .,,, - - ,,� -..- _ � � � � ,: ��,r'^ _ � �_:.-�,,r-,� .,�"��`�s�. �� , �,, . .�' �.'+*-- ;,;v�--•;`.�pi �,�, ��;� � f.1 �.�� T�1.� �`� � ' l - ' . „�_ ��. �, . • - A,• .Z'�` .� '�'s � , _`` {;�,� �,� �:,,F- '-:'�` ,�-,-�r �.. � t: f�`. r' •� ! '`p ';- '-�'I► ��.�. ^'!, �� . �. ,�' 1,'� �� .� Yv�.�� 'S�11' ; `�� " .�vT' ,.. � '��,�'� �.�� ' �,. ��° �r�1#+' �+.�,, �,;, ��t�� ,,��*�,s�� . ' �., �at �;. � •v �-,�a i��yYy`y y.��;ij ��,y�r P d ie>�� F�r'L. �:� �.� 1�.� f ��.,+�. t. �. 7!'6: y J�+'�"��Y`'�� w�`�F@�`�Y�f'3.�it� �:-.��`e �:� .%Y�y r ��{.7 A �� " ."S�' ;� '�`s F*i r} ''' � ' � "' �1-� ,' �' 'a�,:�` , ,.r�:'- �*.'�' . � � r,i ?� �s .. !N '� . �w�+�'Z ,t��:�`4"�`�.e�v�-��"�°�f/�p��. � �� +.� a"'i,��i r�- r r �?� s�C y� .J';¢�9r .�.'ii"..�w!.'.ry�"":.r` �"'c.`ti� . '�� Y{: �r7"r�b,,y�Y,' � ♦ �`,��'=^` "t'�``� +� i {a�� '�,°''`''' _Y,' � (�v'"q¢!�'��`'","►'"� i'+,e� ,�4�i��a�`•, :`�'�.'��'�� .[.'3.�'�!_ .lti�l d� �r'F �� ' �t r �...o ..�_ �� .�i, _ Figure 2—Large bou/der riprap at exisfing north abutment The path using the bridge is a multi-use trail during warm-weather months as well as being part of a Nordic ski trail during the winter. The bridge is required to hold up to a maximum of 1 foot of packed and groomed snow during the winter months as well as the load of snow grooming equipment. Bridge Design Criteria The following design criteria have been used in the preliminary design analysis of the bridge alternatives as well as preparation of preliminary opinion of probable cost: Specification: AASHTO, Bridge Design, 17`h Edition Live Load Alternatives: AASHTO H5, H10, H15, & H25 Design Trucks (see"bridge Loading Notes" below) Bridge Deck: Concrete Allowable Structure Depth: 2'-6" Utilities: No utilities to be supported by the bridge i,////�MARTIN IMARTfN �o,.,,�,...e��a,�«.. Page 2 Aspen Court Recreation Path Bridge Replacement Structure Type Selection Report Bridge Loading Notes: AASHTO Design Trucks have been used in the preliminary bridge analysis to approximate the loading of specific vehicles identified as live load options by the Town. Following is a listing of the correlation between the AASHTO Design vehicles and the actual vehicles identified: AASHTO HS Truck: Maintenance Vehicle(10,000 Ib GVWR) or Pedestrian Loading AASHTO H10 Truck: the above loads; or Prinoth Husky Snowgroomer(12,800 Ibs GVWR)w/60 PSF Snow Load; or Wildland Fire Truck (19,500 Ibs GVWR); or Ambulance (19,500 Ibs GVWR) AASHTO H15 Truck: all the above loads; or "Bobtail" Dump Truck(32,000 Ibs GVWR) AASHTO H25 Truck: all the above loads; or Large Dump Truck (52,000 Ibs GVWR) Bridge Layout Requirements Bridge Alignment Martin/Martin Inc. (M/M) has established the horizontal and vertical alignments for the proposed bridge based on modeling of the 100-year storm event and existing path alignment. The limited amount of available public right-of-way through the private properties along the north approach will require the proposed bridge be located along the existing path in a very similar alignment as the structure it is replacing. To minimize impact to adjacent wetlands and stay within existing right-of- way/easements while at the same time keeping vertical alignment of the path at a reasonable grade will require placing the bridge deck at an elevation close to that of the original bridge. The maximum grade on the bridge will be approximately 8 percent due to the bridge camber with a difference in elevation of 1 foot from abutment to abutment. Bridge Width Bridge widths of 12 and 15 feet have both been studied. Both widths will allow for all the identified vehicles with the exception that the 12 foot width will require the Prinoth Snowgroomer not have its "wings" fully extended. The widths are clear dimensions from inside of rail to inside of rail. Span Length The span length for all alternatives has been set at 70 feet to address alignment and hydraulic needs of the stream channel. A preliminary floodplain model has been developed for the proposed condition and indicates this span length to be appropriate. Refinement of the floodplain modeling and its coordination with the channel restoration analysis is ongoing. Substructure Abutments All bridge alternatives discussed below have been assumed to include concrete abutments supported on a deep foundation. The deep foundation will consist of a single row of end bearing steel H-piles. Confirmation of the type of deep foundation and abutment configuration will be based on the geotechnical investigation and recommendations currently on-going. The front face of the abutments will be parallel with the approximate centerline of the stream. The abutments will be set .////�MARTlN tMARTIN �a.,.�",..e E�a..E�,. Page 3 Aspen Court Recreation Path Bridge Replacement Strucfure Type Selection Report back from the stream banks (from the reconstructed stream bank on the south) in order to facilitate the placement of 1.5:1 riprap slopes in front of the proposed abutments. Structure Type Alternatives Three alternatives were considered for the replacement bridge. All aiternatives utilize a single 70 foot span, concrete deck surface, and cast-in-place concrete abutments on H-pile foundations. The alternatives were evaluated based on cost (both initial and long term), constructability, schedule and aesthetics. These alternatives have been evaluated using the same span and abutment configurations due to site constraints and adherence to project criteria. Alternative 1: Pre-fabricated Steel Truss This alternative consists of a Pratt truss with parallel top and bottom chords and single diagonals. With a concrete deck and self—weathering steel throughout, this alternative is excellent from a long- term maintenance standpoint. The relatively light weight of this structure makes it ideal for placing at a site where access may be difficult. The relatively short lead time for design and fabrication as well the ease of placement minimizes the project schedule. The aesthetic precedent for this bridge type is set by the existence of the identical structure type on several bridges downstream including the example shown in Figure 3. A pre-fabricated steel truss is a very economical, practical and aesthetically pleasing alternative. -. - i s�. .�,`," �{;.':�� } �,��. _ � �;;.; 5 �=� �, , � Y '�., ,� � � :�. � � � �' ' - �-'- �. _,��„�� •,;r.�.%*.� - • t � &:;v � .,�':�; -� � °, . L - 1.�, ^ 5�;. �` �.d� - __ . ♦ . '..::�'��. � _ 'e`:.. �♦ 'J�s '� `� �.�Y '°.,:.;"rl',[..�i�'�.. i _ � �" �cy: �#��..�: ..�``�3" � TM�� 25��' -��s'�' . �;.� .� _ ' �Y ��'r'>ti,-t ! �'`'. . ^ .. . . � - • . . � - . . __ _: - �. .� . .:71�it�iw •:'�.�Y�� ti�~ ,rf�� . '"a� Figure 3-Pre-fabricated Stee/Truss Bridge located downstream The construction cost of this alternative is estimated to range from $195,000 to $ 315,000 (depending on vehicle loading and bridge width). .////�wt A RTI N 1 M A RTI N �o�,,.�,,..6 R.s,.«.. Page 4 Aspen Court Recreation Path Bridge Replacement Structure Type Selecfion Report Alternative 2: Precast Prestressed Concrete Box Girder A precast prestressed concrete box girder bridge could be used at this site. Adhering to the allowable structure depth will limit the available girder types and configurations. This combined with the need for application of architectural enhancement(s) make this alternative a more costly option. Depending on railing type and aesthetic treatments used the long-term maintenance costs of this alternative may be slightly higher than Alternative 1. Design and Construction schedules (as compared with Alternative 1) will be increased. The forming and placement of the bridge deck is more difficult than Alternative 1. This alternative will also require larger equipment to complete the construction. The construction cost of this alternative (with moderate architectural upgrades) is estimated to be in the range of$250,000 to $400,000. Alternative 3: Steel Girder A steel girder bridge is a viable option for this site. Adhering to the alfowable structure depth will limit the depth and efficiency of the steel girders. This combined with the need for application of architectural enhancement(s) make this alternative a more costly option. Depending on railing type, aesthetic treatments and steel type used the long-term maintenance costs of this alternative may be slightly higher than both Alternatives 1 and 2. Design and Construction schedules (as compared with Alternative 1 and 2) will be increased. The forming and placement of the bridge deck is more difficult than Alternative 1. The construction cost of this alternative (with moderate architectural upgrades) is estimated to be in the range of$300,000 to $450,000. Structure Type Recommendation The three structure type alternatives were evaluated based on cost (both initial and long term), schedule, constructability, and aesthetics. Taking all these factors into consideration Alternative 1, the Pre-fabricated Steel Truss is recommended as the most viable alternative for the construction of the Aspen Court Recreation Path Replacement Bridge. For Preliminary Plans of the recommended Alternative see Sheets B-1 and B-2 in the Appendix. A draft specification for governing the fabrication of the steel truss is also included in the Appendix. .,////�MARTIN 1 MARTiN �o.,.,,",«o��a,.,«.. Page 5 Aspen Court Recreation Path Bridge Replacement Structure Type Se/ection Report Opinion of Probable Construction Costs The recommended alternative has been evaluated and Opinion of Probable Costs developed for the specified loading options as well as 12 and 15 foot widths. The costs presented in the chart below are for bridge and path reconstruction only and do not account for any channel restoration or bank stabilization upstream and downstream of bridge. The costs for the channel restoration and bank stabilization will be included separately in the submittal for these items of work. Aspen Court Pedestrian Bridge Preliminary Opinion of Probable Construction Cost 12 ft. Brid e Width 15 ft. Brid e Width H-5 Truck H-10 Truck H-15 Truck H-25 Truck H-10 Truck H-15 Truck H-25 Truck Prefabricated Steel Brid e $44,000 $52,000 $56,000 $65,000 $78,000 $85,000 $98,000 Substructure(Abutments) $56,000 $56,000 $65,000 $83,000 $67,000 $78,000 $100,000 Abutment Protection Ripra ) $24,000 $24,000 $24,000 $24,000 $26,000 $26,000 $26,000 Earthwork $4,000 $4,000 $4,000 $4,000 $4,000 $4,000 $4,000 Abutment Removal $5,000 $5,000 $5,000 $5,000 $5,000 $5,000 $5,000 Path Reconstruction $6,000 $6,000 $6,000 $6.000 $7,000 $7,000 $7,000 Cofferdam $10,000 $10,000 $10,000 $10,000 $10,000 $10,000 $10,000 Mobilization(1%) $1,500 $1,600 $1,700 $2,000 $2,000 $2.200 $2,500 Contingency(20%) $27,800 $29,400 $32,000 $37,400 $37,400 $41,000 $48,000 Total Construction Cost $178,300 $188,000 $203,700 $236,400 $236,400 $258,200 $300,500 Const.En ineerin &Materials Testin $15,000 $15,000 $15,000 $15,000 $15,000 $15,000 $15,000 Total Cost $193,300 $203,000 $218,700 $251,400 $251,400 $273,200 $315,500 ,,////�M A RT�N I M A RTI N ��,,,,�,,..o�»o,..«.. 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I � � , � / � y i � � � i � i � i i \ � � � � � � � � s �s� �i I i� � � _—:.I',� -.�/ - `� � I , � .� > � � �I\ V � � � r �� , � ��V � '� ` i , \ �-��.��.°�" �� .o-.e j�i i i fi T i l — � `�I 1.i��' — / i i �i + � �� . .� , . =�� -- �� y ��. \i � >i�> . _��. i\ .\ , \ °` �"' ` '\ \ / a -�' � . . a , , �. , \ ad . _ �`s .� >��> �� . � i )..� �\ \ � �\ \ ee � � , �a ; -' ' , � �,� � , , '�� m< , i i�j i s� ♦ i a y i � � � i'i � i� � � i � i � j i �` /�) e� / �� \� \\ tszg � 1 s � j ;� . � " > �,�,' � ._ � � � I > � i i i �s ♦ �� i ��m° $_ � � � �A � i�1 i i i � `\i j � ��i �� a \\� � �'� I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I i� s s �� i j �� & '�� \� \\ m g m $ � `� � ♦ ��21,�'-;!.(,.-+ �� /� �� m m � m m ♦ ', � i a � .� a i `o A � i �� a i j + i { j!"'/��j,��j}j i /! /6� �' � � ��✓� 1 � ��'� i .;i r � r '. i �� O� � �` i i i i s i�� r ��i '�� i r � � � � i t ' i > > � i'�� y i � ) s. \.�'?•d�.i i ♦ { � { . � i /i i � ' i j . i�i.. j- ♦ i 1 i a ♦ � a a I I REVISION OF SECTION 509 PRE-FABRICATED STRUCTURAL STEEL BRIDGE Section 509 of the Standard Specifications is hereby revised to include the foliowing: GENERAL 1.1 The following requirements are for a fully engineered clear span bridge of steel construction and shall be regarded as minimum standards for design and construction. 1.2 Bridge(s) shall be designed and manufactured by one of the following approved pre-fabricated bridge manufacturers: Big R Manufacturing & Distributing, Inc. 1-800-234-0734 Continental Bridge Company 1-800-328-2047 Excel Bridge Manufacturing Company 1-800-548-0054 Pioneer Bridges 1-866-708-5778 1.3 The Bridge Manufacturer(Manufacturer) shall have been in the business of design and fabrication of bridges for a minimum of five years. 1.4 The bridge shall be of the dimensions and type shown in the construction plans. 1.5 The Manufacturer shall design and fabricate the approach railings as shown on the plans. 1.6 The bridge shall be designed to prevent an accumulation of moisture at any point on the structure, enhancing the longevity and reducing maintenance requirements. 1.7 The bridge shall have a loading sign attached to each end of the bridge. The sign shall specify the maximum bridge loading information and be secured to the bridge by the Manufacturer. The sign shall be bronze plate or approved equal. SUBMITTALS 2.1 SHOP DRAWINGS The Manufacturer shall be responsible for providing detailed shop drawings for review by the Owner's Engineer. A minimum of four(4) sets of full size (22"x34" minimum size) drawings shall be submitted. The shop drawings shall be sealed and signed by a Professional Engineer registered in the State in which the bridge is to be placed. 2.2 DESIGN CALCULATIONS The Manufacturer shall submit two sets of design calculations (one set for the Owner, one set for the Engineer) for project records. 2.3 REVIEW OF SHOP DRAWINGS AND DESIGN CALCULATIONS The shop drawings will be reviewed for general conformance with the plans and this specification. No review of design calculations will be performed. October 2010 Aspen Court Recreation Path Bridge Replacement 509- 1 REVISiON OF SECTION 509 PRE-FABRICATED STRUCTURAL STEEL BRIDGE DESIGN 3.1 The Manufacturer shall provide and be responsible for the design of the pre-fabricated bridge, including bridge deck and approach railing. The design shall be under the direct control of a licensed Professional Engineer registered in the State in which the bridge is to be placed. 3.2 LIVE LOAD SELECTION The bridge shall be designed for the maximum loading condition produced from the following live load selections: a) Pedestrian Loadinq—85 pounds per square foot(ps� b) Truck Loadinq -AASHTO H-15. c) Snow Groominq Vehicle and Snow Load—A Prinoth Husky Snowgroomer(12,800 Ib.) applied simultaneously with a 60 psf uniform snow load. 3.3 WIND LOAD Bridge shall be designed for a minimum wind load of 35 pounds per square foot(approximately 120 mph). The wind is calculated on the entire vertical surface of the bridge as if fully enclosed. 3.4 SEISMiC Seismic loads shall be applied in accordance with codes and practices of the local jurisdiction in which the bridge is to be placed. 3.6 SNOW LOAD Snow load shall be applied in accordance with the codes and practices of the local jurisdiction in which the bridge is to be placed. 3.7 TEMPERATURE Bridge shail be designed to accommodate a temperature differential of 120 degrees Fahrenheit. At least 1" horizontal clearance shall be provided between the bridge and concrete abutments. 3.8 DEFLECTION The vertical deflection of the bridge due to pedestrian live load shall not exceed 1/400 of the span length. The maximum deflection due to vehicular loads shall not exceed 1/800 of the span length. For pedestrian comfort, the minimum load used for the deflection check shall be a minimum of 500 pounds per lineal foot of bridge. The horizontal deflection due to lateral wind load shall not exceed 1/500 of the span length. The bridge shall have a vertical camber dimension at midspan equal to 100% of the full dead load deflection plus 1% of the full length of the bridge. October 2010 Aspen Court Recreation Path Bridge Replacement 509-2 REVIStON OF SECTION 509 PRE-FABRICATED STRUCTURAL STEEL BRIDGE 3.9 RAILING The minimum height of the approach railing shall be 54-inches. The railing shall be designed in accordance with the AASHTO Standard Specifications for Bridges, 17"' Edition. 3.10 SAFETY RAILING Horizontal safety rails shall be spaced so as to prevent a 4-inch sphere from passing through the truss, up to a height of 42 inches from the top of deck. The safety rail system shall be designed for an infill loading of 200 pounds, applied horizontally at right angles, to a one square foot area at any point in the system. MATERIALS 4.1 All structural members shall have a minimum thickness of material of 3/16". 4.2 UNPAINTED WEATHERING STEEL Bridge shall be fabricated from ASTM A242 or ASTM A588 steel for plates and structural shapes and ASTM A606 or ASTM A847 for tubular sections. Minimum yield (Fy) shall be greater than 50,000 psi. 4.3 CONCRETE BRIDGE DECK The concrete bridge deck shall be completely formed by the bridge manufacturer with a minimum of 22 gauge galvanized composite floor deck. The floor deck shall be manufactured by a member of the Steel Deck Institute or have their deck properties certified by the Steel Deck Institute. Deck reinforcing steel shall be Grade 60 epo�ry coated. The furnishing and placement of the deck reinforcement as well as the pouring and finishing of 4500 psi concrete shall be the responsibility of the Contractor. 4.4 Field splices shall be bolted with High Strength ASTM A325 bolts; type 3 bolts are required for weathering steel bridges. 4.5 Welding materials shall be in strict accordance with the American Welding Society (AWS). Structural Welding Code, D1.1. Filler metal as specified in 4.1 shall be used for the particular welding process required. Welders will be certified in accordance with AWS D1.1. FASRICATION AND QUALITY CONTROL 5.1 Bridge fabricator shall be certified by the American Institute of Steel Construction to have the personnel, organization, experience, capability and commitment to produce fabricated structural steel for Conventional Steel Structures and Simple Steel Bridge Structures and Sophisticated Paint Endorsement as set forth in the AISC Certification Program. 5.2 Workmanship, fabrication, and shop connections shall be in accordance with American Association of State Highway and Transportation Officials Specifications (AASHTO). 5.3 Welding operators shall be properly accredited experienced operators, each of whom shall submit satisfactory evidence of experience and skill in welding structural steel with the kind of welding to October 2010 Aspen Court Recreation Path Bridge Replacement 509-3 REVISION OF SECTION 509 PRE-FABRICATED STRUCTURAL STEEL BRIDGE be used in the work, and who have demonstrated the ability to make uniform good welds meeting the size and type of weld required. 5.4 All welding shall utilize E70 or E80 series electrodes. The weld process used shall be Flux Core Arc Welding (FCAW) or Shielded Manual Arc Welding (SMAV�. The Gas Metal Arc Welding (GMAW-S) short circuit welding process should not be used for bridges as per ANSI/AASHTO/AWS D1.5"Bridge Welding Code." 5.5 The connection of bridge end post to top chord should be a mitered joint with the exposed welds ground smooth. RAILINGS AND ACCESSORIES 6.1 All railings shall have a smooth inside surface with no protrusions or depressions. All ends of angles and tubes shall be closed and ground smooth. 6.2 Approach railing shall be fabricated using the same materials and configuration as used on the bridge. 6.3 All safety railing edges facing towards the inside of the truss shall be ground smooth leaving no sharp edges. FINISHES 7.1 UNPAINTED WEATHERING STEEL All boldly exposed surfaces of weathering steel shail be sand blasted in accordance with the Steel Structures Painting Council (SSPC) Surface Preparation Specification No. 6 "Commercial Blast Cleaning". DELIVERY AND ERECTION 8.1 The bridge will be delivered by truck to a location nearest to the site accessible by roads. Hauling permits and freight charges are the responsibility of the Manufacturer. 8.2 The Manufacturer will notify the Contractor in advance of the expected arrival time. 8.3 The Manufacturer will advise the Contractor of the actual lifting weights, attachment points and all necessary information to install the bridge. The Contractor shall erect and place the bridge in accordance with the engineering drawings and the Manufacturer's instructions. 8.4 Approach railings to be installed per plans and to minimize gaps between bridge railing and approach railing in addition to accommodating thermal expansion of the bridge, (4 inch maximum 9aP) WARRANTY 9.1 The Manufacturer shall provide a warranty against defects in material and workmanship for a period of fifteen years. October 2010 Aspen Court Recreation Path Bridge Replacement 509-� Bill Gibson From: Todd Oppenheimer Sent: Monday, October 18, 2010 4:43 PM To: Bill Gibson Cc: Tom Kassmel Subject: Aspen Ct Bridge - site plan Attachments: c-1[1].pdf; d-3[1].pdf Bill, Please see attached site plan and cribbing detail. I just received these today. The site plan is set up as a seperate project that the bridge at this time so the bridge is not shown. We are trying to move forward with the bank stabilization this fall to prevent additional erosion ne�spring. The bridge construction will occur ne�summer. Martin and Martin with River Restoration are working on all necessary Army COE permits. Tom Kassmel has determined a CLOMR is not required. A LOMR, based on as-built conditions, will be submitted after the work is complete. Since insurance is paying the bill on the bridge replacement I did not include any treatment on the concrete abutments. The old abutments were not treated. If the DRB requires a treatment we can add it as a condition of approval and pass the cost on to the insurance company. 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