Sheet_1_of_6_revised.pdf

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Umit of Asphalt \ paveml!Jflt____\

Bridge Length = 42'-0"

STANISLAUS

25'-0· ESTIMATED BRIDGE QUANTITIES

PROJECT NO. PROJECT tW.IE

ITEM NO. DESCRIPTION. QUANTIlY

15101 *20305 20801 20801 20803

·25101 25116 55201 55301

( Bridge .t Road 5N01"\ .."...,"--""'-"'"':'~====+_- - - - ---'- ----lIf'---- 55401

55601 56401 60503 61701 61702 61706 63306

Wing B PLAN WingD

Scale: ,. = 10'-0· rock slope protection "-6· t=mbed upstream/downstream

ELEVATIO~

Scale: 1" = 10'-0·

~ ~ ~ ~ 0 0> 0\ ~!8 !8

FOUNDATION PLAN

Scare: ,. - 10'-0· tie-backs 1'-S- deep. Place 7,Ype IV-C geotexttie fabric under riprop.

-N

<0 'P <0

= 41'-0"

.-":>-,.'\-':,p;..-'1'.

~. 0\' a 0 ->-- .. _____:..~ :::s: :.:....-

-- - -- Final contour ---- Existing contour

Section 4. Township 5N, Range 19t=

• Pay item 20305 consists of removing the existing 16'x39' concrete bridge, piere, abutml!Jflts, and stone masonry. wing walls, and disposing off of Forest Servfce land.

Mobilization Removal·of Structures .t Obstructions Structural Excavation structural t=xcavatfon, Bedrock Structural Backfill Placed Riprap. CI. 3 Geotexb7e, 7,Ype /V-C structural Concrete Class A (Affl Precast Prestressed Concrete ructural Members, 1'-6" x 4'-0· x 42'-0· Voided Slabs Reinforcing Steel steel Bridge Roiling Elastomeric Bearing Device Geocomposite Sheet Drain System .

Bridge Approach Rail System G4, Type II, Class B

4 t=a.TermInal Section 7,Ype G4-CRT with, Concrete Anchor 4 t=a.Connection to Bridge Rail Structure 4 t=a.Object Marlcer, Type 3

HYDROLOGY AND HYDRAUUCS

Mannings coefficient n=O.OS Drainage area = 4.77 sq.mi.

Stream slope t.5Jf PrecipI'tatian, P=53 in. per year 0,110= ',300 cis; EJ. = 695'.0 ft.; V = 8.2 fps

GENERAL NOTES:

SPECIFlCItTIONS: Design: MSHTO Standord Speclflcabons for Highway Bridges, 17th &litlon - 2002. Construction: Standard Specifications for Construction of Roads and Bridges on Federal Highway Proft.cts. FP-03, Wt'th Forest Service Suppleml!Jfltal Specifications.

DESIGN LOADS: Dead Loads: Concrete "" 150 per, Asphalt wearing surface =: 25 PSF. t=arth pressure pressure equivall!Jflt to a fluid weighing 36. PCF.

l.ive Load: HS 20-44. Snow Load =: :$10 psf. Snow Load and HS 2D-44 LIve Load not combined. . .

SElSMIC CRITERIA: Acceleration coefficient "" 0, 17g, Importance classification = II. Seismic Performance Category = B, Soli Profile type = I. Site coefficient"" 1.0.

CONCREJC: Cast In place concrete shall be closs A (AE) and vibrated, wlth a 28 day campresslve strength of 3.500 psi. Unless otherwise noted, chamfer all exposed edges 3/4': t=xposed surfaces shall hav~ a Class 2 rubbed finish. Addltives containing calclum chloride shall not be used.

PRE:sTRESSEIJ CONCREJC: Prestressed concrete shall be class P, with a minimum campressive strength of 6,000 psi at 28 days. Minimum compressive strength at the time of transfer of prestress force shall be 4,500 psI.

REINFORCING STEEl.: Bare shalf conform to the requireml!Jflts of MSHTO M31 (ASTM A6t5), Grade 60, Unless otherwlse shown, minimum covering to face of steel shall ~ 2': Ptaceml!Jflt tolerances shalf be in accordance with CRSt Manual of Standard Practice, May 2003.

PRESTRESS STEEl.: Prestressing steel shall be Grade ~70 arid consist of a 7 wire low relaxation strand of 1/2· diameter, prodqced and tested in accordance wlth MSHTO M203 (ASTM A416). The initial .tenslle ·force applied to each strand shall be 31,000 Ibs. The final effective prestress force remaining in the strand after all the losses Is estimated to be 25,600 lbe.

MlscaLANElJUS STEEL: All plates, shapes. and rods shall COlIform to MsHTO M270 Grade 36 (ASTM A36). Bolts shalf conform to AASHTO M164 (ASTM AJ25). and be hat dipped galvanized. All steel shall be hot dipped galvanized per MSHTO M111 (ASTM A123) or MSHTO 232 (ASTM A 153) after fabricabon.

TIMBER: Timber for the approach rail posts shall be solid sawn, rough. Douglas Fir Laich, No. 1 or better, conforming to MSHTO M168. The posts shall be pressure treated with copper napnthenate in heavy oil, in accordance with MSTHO M133 and AWPA Standards Ct, C2, C28, ps. and P9.

Net retention shall be 0,05 pcf, with a maximum of 0.07 pcf, as copper. Treated materials shall follow the post treatmenf requireml!Jflts summan'zed in "Best Management Practices for the Use of Treated Wood in Aquatic t=nvironments" (WWPI 1996) to I!JfIsure ali surfaces are free of excess preservative. and chemicals ()re adequately fixated in the wood. All treated wood members shall be BMP cerllfied by an ALSC accredited inspection agency. All wood members shall be cut and drilled before treatml!Jflt. All field dn71ed holes and cuts shall be field treated. Lead holes are .

Prestressed units shall be manufactured as detolled on the pions. Units shall be kept upright at all times and shaH be supported at ends during transportation and storage. lifting devices shaH be located at the ends of. the units and ore the responsibf fly of the

'Os': Bearing pads

LUlJlp SUm Lump SUm 15'-4"77 C.Y.

18 C.Y.

65 C.Y.

15 C.Y.

J5 S.Y.

31 C.Y.

4 t=a.

3.410 Lb.

80 LF.

16 t=a.

43 S.Y.

too .LF.

t==( Bridge .t Road i

I~

1'-6· x 4'-0· x 42,'-0· Precast prestressed deck float finis w·th a transveree cooree broam texture have a Durometer hardness of 60, AASHTO Design Method A. Grade 3.

bearing pressure "" 20,000 psf (Bedrack). Maximum· calculated beoring pressure = 2,740 psf.

DESIGNED C. Shields. P.E. !lATE illQ/lI8 U. S. DEPARTMENT OF AGRICULTURE

O~WN Z Hilliard D.i.1F V9,IOB FOREST SERVICE

REGION I'1VE

CHECKm N. Tipton, P.E. Q,6,TE~-E'L.ll!llQId/Q82IL1-~~=:==--:-:::-:-'::-:-=-:--:::-::=:7:"--i

UPPER NIAGARA CREEK

RECOMMENOED: BRIDGE

~~~~ Q,6,~r-----------------------~

APPROVED: PLAN AND ELEVATION

t-G_e_o_r(l...;.L....;....;.K,..;.u..;..i-..;.ic..;.k..;.,_P=.E."".="'""."".""OIi"":rE:",,,,:".f.=f1=M:-::q!1=:!-~~-;-;"~~~~~~~~~-"'-e-Rl-OO-E-SH-EEl:----'Z'---OF.:--'8=---f t--------~r==T~~~~~~~-r,---~r--40AA~NGNUMB~ ~- . R-1593-01 vaided concrete slab unit, 4 places

TYPICAL SECTION

Scale: '1-2" = 1'-0·

8. 69+5.8

Grade = OX

Final profile at ~ Bridge = existing bedrock profile at 8. 6947%

Place Class 3 thick on 1U:1 fill slope around abutml!Jflts lip to EJ. 6952.0.

required for 'III bolts.

PRESTRESS MEMBERS:

contractor. Deck surface shall be

BEARING STRESSES: Allowable foundatlon

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