MERLIN-DASH Design and Analysis of Steel and Reinforced Concrete Straight Highway Bridge Systems.

MERLIN-DASH

Design and Analysis of

Steel and Reinforced Concrete

Straight Highway

Bridge Systems

MERLIN-DASH Development

• Began in 1975• Cooperative effort between Maryland

State Highway & University of Maryland• Basic program completed in 1978• Microcomputer version in 1985• FHWA DP-81 began in 1988• SI version in 1994• WINDOWS version in 1995• LRFD version in 1996• WINDOWS/NT & Network version in 1997

FHWA DP-81 SHORT COURSE HOST STATES

MERLIN-DASH Program Functions

• Steel & Reinforced Concrete• English & SI Units• DL, SDL & LL + I• WSD, LFD & LRFD• Analysis, Design, Code Checking,

Rating & Staging

MERLIN-DASH Banner Page

MERLIN-DASH Input Utility

MERLIN-DASH Input Verification

MERLIN-DASH Execution Utility

MERLIN-DASH Graphic Utility

MERLIN-DASH Print Utility

New Alternations in LRFD

• New Dynamic Load Allowance• New Distribution Factors• New HL-93 Truck• New Limit States• New Load Combinations• New Fatigue Consideration• New LRFD Specifications• New Design Considerations• New Rating

Auto Generation of

LRFD New Distribution Factors

• By Force: Moment & Shear

• By Geometry: Skewed & Non-skewed

• By Zoning: Positive & Negative Moment Areas

• By Limit State: Strength & Fatigue Limit States

LRFD Limit States

Strength I rp1DC + rp2DW + 1.75(LL + I)

Strength II rp1DC + rp2DW + 1.35(LL + I)

Strength IV rp3(DC + DW)

rp1 = 1.25 - 0.9, rp2 = 1.50 - 0.65, rp3= 1.5

LRFD Limit States (cont.)

Service I (DC + DW) + (LL + I)

Service II (DC + DW) + 1.3(LL + I)

Fatigue 0.75(LL + I)

DASH Code Check Output• Web Depth and Thickness Ratio

• Strength Category

• Strength Bending Capacity

• Strength Shear Capacity

• Serviceability

• Fatigue

• Shear Connector (Fatigue)

• Shear Connector (Strength)

• Splice Design

BRIDGE ENGINEERING SOFTWARE & TECHNOLOGY CENTER MERLIN V 7.2 DEPARTMENT OF CIVIL ENGINEERING COMPOSITE UNIVERSITY OF MARYLAND LRF -- 1998 CODE CHECK PAGE 50 TABLE 1.2.22.5 =DEPTH/THICKNESS RATIOS (N = n) ******************************* SP IN D FROM Lo Co fc Web Web NO NO L SUPT ng mp (ksi) depth thick 2Dcp/tw 2Dc/tw Category [1] [2] [3] [4] [5] ------------------------------------------------------------------------------- 1 0 .00 0 1 .08 36.00 .438 .00 90.55 93.23 .00 0 1 1 9.00 0 1 13.30 36.00 .438 .00 90.55 93.23 316.13 0 1 2 18.00 0 1 22.24 36.00 .438 .00 90.55 93.23 244.45 0 1 3 27.00 0 1 26.85 36.00 .438 .00 90.55 93.23 222.49 0 1 4 36.00 0 1 27.17 36.00 .438 .00 90.55 93.23 221.18 0 1 5 45.00 0 1 23.21 36.00 .438 .00 90.55 93.23 239.32 0 1 6 54.00 0 1 14.99 36.00 .438 .00 90.55 93.23 297.81 0 1 7 63.00 0 1 2.50 36.00 .438 .00 90.55 93.23 729.50 0 1 8 72.00 0 0 20.57 36.00 .500 214.10 90.55 94.71 254.20 2 1 9 81.00 0 0 39.36 36.00 .500 214.10 90.55 94.71 183.77 2 1 10 90.00 0 0 63.59 36.00 .500 214.10 90.55 94.71 144.58 2 2 0 .00 0 0 63.59 36.00 .500 214.10 90.55 94.71 144.58 2 2 1 9.00 0 0 39.36 36.00 .500 214.10 90.55 94.71 183.77 2 2 2 18.00 0 0 20.57 36.00 .500 214.10 90.55 94.71 254.21 2 2 3 27.00 0 1 2.50 36.00 .438 .00 90.55 93.23 729.34 0 2 4 36.00 0 1 14.99 36.00 .438 .00 90.55 93.23 297.80 0 2 5 45.00 0 1 23.21 36.00 .438 .00 90.55 93.23 239.32 0 2 6 54.00 0 1 27.17 36.00 .438 .00 90.55 93.23 221.18 0 2 7 63.00 0 1 26.85 36.00 .438 .00 90.55 93.23 222.49 0 2 8 72.00 0 1 22.24 36.00 .438 .00 90.55 93.23 244.45 0 2 9 81.00 0 1 13.30 36.00 .438 .00 90.55 93.23 316.14 0 2 10 90.00 0 1 .08 36.00 .438 .00 90.55 93.23 316.14 0 Note: [1] Factored DL+LL stress [2] For positive and negative flexure, use Eq.(6.10.3.1.4b-1) and (4b-2),respectively. Note: If the plastic N.A. is not in the web, Dcp = 0 (see AASHTO LRFD 6.10.3.1.4b) [3] Use Eq.6.10.4.1.2-1 (or Eq. 6.10.4.1.6A-1) [4] Depth of the web in compression in the elastic range. [5] Use Eq.(6.10.2.2-1) for section without longitudinal stiffener (Long = 0; see the 4th column) Use Eq.(6.10.2.2-2) for section with longitudinal stiffener (Long = 1; see the 4th column) 5th Col.= 1, Pos. Moment, Compr. flange on the top 5th Col.= 0, Neg. Moment, Compr. flange on the bottom

BRIDGE ENGINEERING SOFTWARE & TECHNOLOGY CENTER MERLIN V 7.2 DEPARTMENT OF CIVIL ENGINEERING COMPOSITE UNIVERSITY OF MARYLAND LRF -- 1998 INPUT PAGE 59 TABLE 1.2.22.9=SUMMARY OF STRENGTH CATEGORY OF CROSS SECTION ********************************************* S T R E N G T H C A T E G O R Y, Category ------------------------------------------------------ SP IN D FROM Section Noncomposite Composite Non- Comp. NO NO L SUPT Region Web Flange Brac. Web Ductility Comp. (ft) [1] [2] [3] [4] [5] --------------------------------------------------------------------------- 1 0 .00 1 2 0 2 0 0 0 2 0 1 1 9.00 1 2 0 3 0 0 0 3 0 1 2 18.00 1 2 0 3 0 0 0 3 0 1 3 27.00 1 2 0 3 0 0 0 3 0 1 4 36.00 1 2 0 3 0 0 0 3 0 1 5 45.00 1 2 0 3 3 0 0 3 0 1 6 54.00 1 2 0 3 3 0 0 3 0 1 7 63.00 1 2 0 3 3 0 0 3 0 1 8 72.00 0 0 0 3 3 3 3 1 9 81.00 0 0 0 3 0 3 0 1 10 90.00 0 0 0 3 0 3 0 2 0 .00 0 0 0 3 0 3 0 2 1 9.00 0 0 0 3 0 3 0 2 2 18.00 0 0 0 3 3 3 3 2 3 27.00 1 2 0 3 3 0 0 3 0 2 4 36.00 1 2 0 3 3 0 0 3 0 2 5 45.00 1 2 0 3 3 0 0 3 0 2 6 54.00 1 2 0 3 0 0 0 3 0 2 7 63.00 1 2 0 3 0 0 0 3 0 2 8 72.00 1 2 0 3 0 0 0 3 0 2 9 81.00 1 2 0 3 0 0 0 3 0 2 10 90.00 1 2 0 2 0 0 0 2 0 --------------------------------------------------------------------------- NOTE: * P.M.R. = positive moment region * N.M.R. = negative moment region * Strength Category of Cross Section 0 = compact section .................... AASHTO LRFD Art.6.10.4.2.1 2 = braced non-compact section ......... AASHTO LRFD Art.6.10.4.2.4 3 = lateral-torsional buckling section . AASHTO LRFD Art.6.10.4.2.6 4 = transversely stiffened girder ...... AASHTO LRFD Art.6.10.7.3 5 = transversely and longitudinally

BRIDGE ENGINEERING SOFTWARE & TECHNOLOGY CENTER MERLIN V 7.2 DEPARTMENT OF CIVIL ENGINEERING COMPOSITE UNIVERSITY OF MARYLAND LRF -- 1998 CODE CHECK PAGE 66 TABLE 1.2.22.14=MAXIMUM STRENGTH FOR COMPOSITE SECTION ************************************** POS. MOM. NEG. MOM. POS. MOM. NEG. MOM. BENDING SP IN D FROM ID BEF. DIST BEF. DIST AFT. DIST AFT. DIST CAPACITY NO NO L SUPT ----- --------- --------- --------- --------- <=> ---------- (ft) (k-ft) (k-ft) (k-ft) (k-ft) (k-ft),Note -------------------------------------------------------------------------- 1 0 .00 0 .0 .0 .0 .0 < 4349.9 P 1 1 9.00 0 1614.4 593.0 1670.7 649.3 < 4349.9 P 1 2 18.00 0 2714.5 992.2 2827.2 1104.9 < 4349.9 P 1 3 27.00 0 3323.5 1197.7 3492.4 1366.7 < 4349.9 P 1 4 36.00 0 3501.9 1209.4 3727.2 1434.7 < 4349.9 P 1 5 45.00 0 3257.5 1027.4 3539.1 1309.0 < 4349.9 P 1 6 54.00 0 2620.6 651.5 2958.5 989.5 < 4349.9 P 1 7 63.00 0 1578.5 -1016.9 1972.7 -622.7 < 4349.9 P 1 8 72.00 3 -971.8 -2004.1 -971.8 -1553.5 < 4871.5 N 1 9 81.00 0 -1924.8 -3501.4 -1924.8 -2994.5 < 5535.4 N 1 10 90.00 0 -3275.3 -5632.2 -3275.3 -5069.0 < 5535.4 N 2 0 .00 0 -3275.3 -5632.2 -3275.3 -5069.0 < 5535.4 N 2 1 9.00 0 -1924.7 -3501.3 -1924.7 -2972.5 < 5535.4 N 2 2 18.00 3 -971.7 -2004.0 -971.7 -1509.5 < 4871.5 N 2 3 27.00 0 1578.5 -1016.9 2038.6 -556.9 < 4349.9 P 2 4 36.00 0 2620.6 651.6 3046.2 1077.2 < 4349.9 P 2 5 45.00 0 3257.4 1027.4 3648.7 1418.6 < 4349.9 P 2 6 54.00 0 3501.9 1209.4 3858.8 1566.3 < 4349.9 P 2 7 63.00 0 3323.4 1197.7 3645.9 1520.2 < 4349.9 P 2 8 72.00 0 2714.5 992.2 3002.6 1280.3 < 4349.9 P 2 9 81.00 0 1614.3 593.0 1868.0 846.7 < 4349.9 P 2 10 90.00 0 .0 .0 .0 219.3 < 4349.9 P -------------------------------------------------------------------------- NOTE : REDISTRIBUTION IS DONE IF PIER SECTION IS COMPACT IF NONCOMPACT, MAXIMUM MOMENTS ARE ADJUSTED. ADJUSTMENT IS BASED ON THE FORMULA SHOWN ON THE FOOT NOTE OF TABLE 1.2.22.1

BRIDGE ENGINEERING SOFTWARE & TECHNOLOGY CENTER MERLIN V 7.2 DEPARTMENT OF CIVIL ENGINEERING COMPOSITE UNIVERSITY OF MARYLAND LRF -- 1998 CODE CHECK PAGE 68 TABLE 1.2.22.15=UNSTIFFENED SECTION SHEAR CAPACITY ********************************** SP IN D FROM Fy k Art.6.10.7.2 C Vp SHEAR CAPACITY NO NO L SUPT ----- ----- -------------- D/tw ----- ----- ----- -Eq.6.10.7.2-- (ft) (ksi) [1] [2] [3] [4] (ksi) Vn = C x Vp ------------------------------------------------------------------------------ 1 0 .00 50.0 5.0 59.2 73.9 82.3 .672 456.8 306.9 1 1 9.00 50.0 5.0 59.2 73.9 82.3 .672 456.8 306.9 1 2 18.00 50.0 5.0 59.2 73.9 82.3 .672 456.8 306.9 1 3 27.00 50.0 5.0 59.2 73.9 82.3 .672 456.8 306.9 1 4 36.00 50.0 5.0 59.2 73.9 82.3 .672 456.8 306.9 1 5 45.00 50.0 5.0 59.2 73.9 82.3 .672 456.8 306.9 1 6 54.00 50.0 5.0 59.2 73.9 82.3 .672 456.8 306.9 1 7 63.00 50.0 5.0 59.2 73.9 82.3 .672 456.8 306.9 1 8 72.00 50.0 5.0 59.2 73.9 72.0 .854 522.0 445.5 1 9 81.00 50.0 5.0 59.2 73.9 72.0 .854 522.0 445.5 1 10 90.00 50.0 5.0 59.2 73.9 72.0 .854 522.0 445.5 2 0 .00 50.0 5.0 59.2 73.9 72.0 .854 522.0 445.5 2 1 9.00 50.0 5.0 59.2 73.9 72.0 .854 522.0 445.5 2 2 18.00 50.0 5.0 59.2 73.9 72.0 .854 522.0 445.5 2 3 27.00 50.0 5.0 59.2 73.9 82.3 .672 456.8 306.9 2 4 36.00 50.0 5.0 59.2 73.9 82.3 .672 456.8 306.9 2 5 45.00 50.0 5.0 59.2 73.9 82.3 .672 456.8 306.9 2 6 54.00 50.0 5.0 59.2 73.9 82.3 .672 456.8 306.9 2 7 63.00 50.0 5.0 59.2 73.9 82.3 .672 456.8 306.9 2 8 72.00 50.0 5.0 59.2 73.9 82.3 .672 456.8 306.9 2 9 81.00 50.0 5.0 59.2 73.9 82.3 .672 456.8 306.9 2 10 90.00 50.0 5.0 59.2 73.9 82.3 .672 456.8 306.9 ------------------------------------------------------------------------------ NOTE: [1] k= buckling coefficient = 5+5/((d0/D)**2) = 5 for unstiffened beams and girders = 5 for stiffened girders when (d0/D) > 3, or (d0/D) > (260/(D/tw))**2 [2] = 2.46*sqrt(E/Fyw) [3] = 3.07*sqrt(E/Fy) [4] C = ratio of nominal shear resistance and plastic shear force, Vp For D/tw < [2], Vn = Vp For [2] .LE. D/tw .LE. [3], C = 1.48tw^2*sqrt(E*Fyw) ..... AASHTO LRFD Eq.6.10.7.2-2 For D/tw > [3], C = 4.5*tw^3*E/D ..... AASHTO LRFD Eq.6.10.7.2-3

BRIDGE ENGINEERING SOFTWARE & TECHNOLOGY CENTER MERLIN V 7.2 DEPARTMENT OF CIVIL ENGINEERING COMPOSITE UNIVERSITY OF MARYLAND LRF -- 1998 CODE CHECK PAGE 73 TABLE 1.2.22.21=LRFD SERVICE II CHECK ********************* SECTION RESULTANT STRESS REGION DUE TO (DL1+DL2) COMPO. N.COMP FLAG SP IN D FROM Fy ------- +beta(LL+I) ------ ------ -------- NO NO L SUPT ----- 1=COMP. -----(ksi)------ <=> 0.95Fy 0.80Fy 0=OK (ft) (ksi) 0=N.COMP TOP or BOT (ksi) (ksi) 1=NG ---------------------------------------------------------------------- 1 0 .00 50.0 1 .00 B < 47.50 0 1 1 9.00 50.0 1 20.73 B < 47.50 0 1 2 18.00 50.0 1 34.98 B < 47.50 0 1 3 27.00 50.0 1 43.01 B < 47.50 0 1 4 36.00 50.0 1 45.46 B < 47.50 0 1 5 45.00 50.0 1 42.43 B < 47.50 0 1 6 54.00 50.0 1 34.24 B < 47.50 0 1 7 63.00 50.0 1 20.76 B < 47.50 0 1 8 72.00 50.0 0 11.76 B < 47.50 0 1 9 81.00 50.0 0 25.73 B < 47.50 0 1 10 90.00 50.0 0 43.84 B < 47.50 0 2 0 .00 50.0 0 43.84 B < 47.50 0 2 1 9.00 50.0 0 25.73 B < 47.50 0 2 2 18.00 50.0 0 11.76 B < 47.50 0 2 3 27.00 50.0 1 20.76 B < 47.50 0 2 4 36.00 50.0 1 34.24 B < 47.50 0 2 5 45.00 50.0 1 42.43 B < 47.50 0 2 6 54.00 50.0 1 45.46 B < 47.50 0 2 7 63.00 50.0 1 43.01 B < 47.50 0 2 8 72.00 50.0 1 34.98 B < 47.50 0 2 9 81.00 50.0 1 20.73 B < 47.50 0 2 10 90.00 50.0 1 .00 B < 47.50 0 ---------------------------------------------------------------------- NOTE: AASHTO LRFD Art. 6.10.10.2 --- SERVICE LIMIT STATE ** Load Combination Service II in Table 3.4.1-1 shall apply D + beta*(L+I) .LE. 0.95RhFfy for composite sections D + beta*(L+I) .LE. 0.80RhFfy for non-composite sections where beta = 1.3 or the user specified value

BRIDGE ENGINEERING SOFTWARE & TECHNOLOGY CENTER MERLIN V 7.2 DEPARTMENT OF CIVIL ENGINEERING COMPOSITE UNIVERSITY OF MARYLAND LRF -- 1998 CODE CHECK PAGE 76 TABLE 1.2.22.23A=FATIGUE STRESS RANGE FOR TRUCK (UNFACTORED) ****************************** (1) Main (Longitudinal) Load Carrying Members (2) Road Type = I --- Rural Interstate --------- TOP OF TOP FLANGE BOTTOM OF BOTTOM FLANGE ----------------------------- ----------------------------- SP IN D FROM GOVERN. STRESS ACCEPTABLE GOVERN. STRESS ACCEPTABLE NO NO L SUPT LOADING RANGE STRESS LOADING RANGE STRESS (ft) (ksi) CATEGORY (ksi) CATEGORY ------------------------------------------------------------------------- 1 0 .00 .0 A B B^C^C D E E^ TR .0 A B B^C^C D E E^ 1 1 9.00 TR .1 A B B^C^C D E E^ TR 2.4 A B B^C^C D 1 2 18.00 TR .2 A B B^C^C D E E^ TR 4.0 A B B^C^C 1 3 27.00 TR .3 A B B^C^C D E E^ TR 5.1 A B B^C^ 1 4 36.00 TR .3 A B B^C^C D E E^ TR 5.6 A B B^C^ 1 5 45.00 TR .3 A B B^C^C D E E^ TR 5.6 A B B^C^ 1 6 54.00 TR .3 A B B^C^C D E E^ TR 5.6 A B B^C^ 1 7 63.00 TR .3 A B B^C^C D E E^ TR 5.0 A B B^C^ 1 63.74 POC 1 63.00 I:C 1 8 72.00 TR 1.2 A B B^C^C D E E^ TR 2.9 A B B^C^C D 1 9 81.00 -1.0 A B B^C^C D E E^ TR -2.5 A B B^C^C D E E^ 1 10 90.00 .9 A B B^C^C D E E^ TR 2.2 A B B^C^C D E 2 0 .00 .9 A B B^C^C D E E^ TR 2.2 A B B^C^C D E 2 1 9.00 -1.0 A B B^C^C D E E^ TR -2.5 A B B^C^C D E E^ 2 2 18.00 TR 1.2 A B B^C^C D E E^ TR 2.9 A B B^C^C D 2 26.26 POC 2 3 27.00 TR .3 A B B^C^C D E E^ TR 5.0 A B B^C^ 2 27.00 I:C 2 4 36.00 TR .3 A B B^C^C D E E^ TR 5.6 A B B^C^ 2 5 45.00 TR .3 A B B^C^C D E E^ TR 5.6 A B B^C^ 2 6 54.00 TR .3 A B B^C^C D E E^ TR 5.6 A B B^C^ 2 7 63.00 TR .3 A B B^C^C D E E^ TR 5.1 A B B^C^ 2 8 72.00 TR .2 A B B^C^C D E E^ TR 4.0 A B B^C^C 2 9 81.00 TR .1 A B B^C^C D E E^ TR 2.4 A B B^C^C D 2 10 90.00 TR .0 A B B^C^C D E E^ TR .0 A B B^C^C D E E^ ------------------------------------------------------------------------- NOTE: TR = Truck loading NOTE: ITEM ; INT = Span interval point SCG = Section-change point POC = Dead load point of contraflexure

BRIDGE ENGINEERING SOFTWARE & TECHNOLOGY CENTER MERLIN V 7.2 DEPARTMENT OF CIVIL ENGINEERING COMPOSITE UNIVERSITY OF MARYLAND LRF -- 1998 CODE CHECK PAGE 77 TABLE 1.2.22.24=SHEAR CONNECTOR (FATIGUE CRITERIA) (UNFACTORED) ********************************** AASHTO E6.10.7.4.1b AASHTO LRFD Eqn. SHEAR CONN. MAX. ALLOW. SP IN D FROM ---------------------- 6.10.7.4.2-1,2 PER TRANS. SHEAR CONN. NO NO L SUPT Vsr Q/I Sr ---------------- SECTION ---PITCH---- (ft) [1] [2] [3] [4],Zr <--Input [5], input (in),[6] ------------------------------------------------------------------------------ 1 0 .00 43.6 .25335E-01 1.1 TR 2.11 3 5.72 1 1 9.00 37.3 .25335E-01 .9 TR 2.11 3 6.69 1 2 18.00 33.2 .25335E-01 .8 TR 2.11 3 7.51 1 3 27.00 31.2 .25335E-01 .8 TR 2.11 3 7.98 1 4 36.00 29.8 .25335E-01 .8 TR 2.11 3 8.38 1 5 45.00 30.7 .25335E-01 .8 TR 2.11 3 8.11 1 6 54.00 32.6 .25335E-01 .8 TR 2.11 3 7.64 1 7 63.00 36.0 .25335E-01 .9 TR 2.11 3 6.92 1 8 72.00 39.0 .18990E-01 .7 TR 2.11 3 8.52 1 9 81.00 41.9 .18990E-01 .8 TR 2.11 3 7.95 1 10 90.00 44.8 .18990E-01 .9 TR 2.11 3 7.42 2 0 .00 44.8 .18990E-01 .9 TR 2.11 3 7.42 2 1 9.00 41.9 .18990E-01 .8 TR 2.11 3 7.95 2 2 18.00 39.0 .18990E-01 .7 TR 2.11 3 8.52 2 3 27.00 36.0 .25335E-01 .9 TR 2.11 3 6.92 2 4 36.00 32.6 .25335E-01 .8 TR 2.11 3 7.64 2 5 45.00 30.7 .25335E-01 .8 TR 2.11 3 8.11 2 6 54.00 29.8 .25335E-01 .8 TR 2.11 3 8.38 2 7 63.00 31.2 .25335E-01 .8 TR 2.11 3 7.98 2 8 72.00 33.2 .25335E-01 .8 TR 2.11 3 7.51 2 9 81.00 37.3 .25335E-01 .9 TR 2.11 3 6.69 2 10 90.00 43.6 .25335E-01 1.1 TR 2.11 3 5.72 ------------------------------------------------------------------------------- NOTE: [1] Vsr = range of shear due to live loads and impact in Kips; at any section, the range of shear shall be taken as the difference in the minimum and maximum shear envelopes (excluding dead loads); AASHTO LRFD Eqn.6.10.7.4.1b-1 [2] Q/I : Q= statical moment about the neutral axis of the composite section of the transformed compressive concrete area or the area of reinforcement embedded in the concrete for negative moment, in cubic inches; AASHTO LRFD Eqn.6.10.7.4.1b-1 I= moment of inertia of the transformed composite girder in positive moment regions or the moment of inertia provided by the steel beam including or excluding the area of reinforcement embedded in the concrete in negative moment regions, in inches to the fourth power.

BRIDGE ENGINEERING SOFTWARE & TECHNOLOGY CENTER MERLIN V 7.2 DEPARTMENT OF CIVIL ENGINEERING COMPOSITE UNIVERSITY OF MARYLAND LRF -- 1998 CODE CHECK PAGE 79 TABLE 1.2.22.24A=SHEAR CONNECTOR (STRENGTH LIMIT STATE) ************************************** MOMENT REGION V1 V2 V3 NO OF SHEAR SEE NOTE STATUS SP IN D FROM ------ ----- ----- ------ CONNECTOR -------- -------- NO NO L SUPT 1=POS. (k) (k) (k) ---- N ---- <=> N1 N2 BLANK=OK (ft) 0=NEG. LRFD 6.10.7.4.4b FATIG. CRI. CHECK=** ------------------------------------------------------------------------- 1 4 36.00 1 1937.5 2611.2 261 > 60 1937.5 2611.2 168 > 60 1 10 90.00 0 2008.8 138 > 62 2 0 .00 0 2008.8 138 > 62 2 6 54.00 1 1937.5 2611.2 261 > 60 1937.5 2611.2 168 > 60 ------------------------------------------------------------------------- Strength Limit State (Article 6.10.7.4.4) [1] The number of shear connectors provided between the section of maximum positive moment and each adjacent point of 0.0 moment, or between each adjacent point of 0.0 moment and centerline of an interior support shall be checked to ensure that adequate connectors are provided for Strength Limit State. [2] The number of shear connectors required equal or exceed the number given by the formula : N1 (N2) = Vh / Qr - - - - - - (Eq. 6.10.7.4.4a-2) Where N1 = Number of connectors between points of maximum positive moment and each adjacent point of 0.0 moment N2 = number of connectors between each adjacent point of 0.0 moment and the centerline of an interior support Vh = nominal horizontal shear force Qr = factored shear resistance of one shear connector = (Phi)sc Qn - - - - - - (Eq. 6.10.7.4.4a-1) Qn = nominal resistance (Phi)sc = resistance factor for shear connectors [3] The total horizontal shear force between the point of maximum positive moment and each adjacent point of 0.0 moment shall be the lesser either: V2 = 0.85 f'c b ts - - - - - - (Eq. 6.10.7.4.4b-1) or V1 = Fyw D tw + Fyt bt tt + Fyc bc tc (Eq. 6.10.7.4.4b-2)

BRIDGE ENGINEERING SOFTWARE & TECHNOLOGY CENTER MERLIN V 7.2 DEPARTMENT OF CIVIL ENGINEERING COMPOSITE UNIVERSITY OF MARYLAND LRF -- 1998 CODE CHECK PAGE 82 TABLE 1.2.22.29A=SPLICE DESIGN AT SPLICE NO 1 ***************************** SPLICE NO. 1 AT SPAN 1 DISTANCE FROM LEFT END IS 63.0 FEET TOP PL = 12.00 X .750, BOTTOM PL = 16.00 X .875, WEB PL = 36.00 X .438 DESIGN FORCE FOR THE TOP PLATE = 331.88 KIPS & FOR THE BOTTOM PLATE = 472.50 KIPS DESIGN SHEAR FOR THE WEB PLATE = 263.82 KIPS & MOMENT FOR THE WEB PLATE = 237.69 K-FT & ECCENT FOR THE WEB PLATE = 3.4 IN & HORIZ. FORCE FOR THE WEB = 263.6 KIPS BOLT SPACING = 3.0 IN BOLT EDGE DISTANCE = 1.5 IN CONTROL FLANGE IS ON BOTTOM COMPRESSION FLANGE IS ON BOTH (A) WEB SPLICE DESIGN: WEB PLATE SIZE: 2 PLATES .3750 X 30.00 WEB PLATE BOLTS: USE 2 COLUMNS OF 10 BOLTS FOR EACH COL (SIZE .875" DIA.) (TOTALS ARE 4 COLUMNS WITH 40 BOLTS) SHEAR FORCE 41.5 KIPS < THE SHEAR RESISTANCE OF THE BOLT 43.9 KIPS SO, THE WEB BEARING IS OK SHEAR FORCE 263.8 KIPS < THE SHEAR RESISTANCE OF THE PLATE 652.5 KIPS SO, THE WEB SPLICE PLATE IS OK TOP BOLT HORIZ. SHEAR FORCE 25.17 KIPS < THE MAX. SHEAR FORCE DUE TO FLANGE FORCE 32.22 KIPS SO, THE ADEQUACY OF TOP WEB BOLTS IS OK WEB SPLICE BENDING STRESS 37.07 KSI < THE ALLOWABLE STRESS 50.00 KSI SO, THE ADEQUACY OF WEB SPLICE PLATES IS OK (B) TOP SPLICE DESIGN: TOP PLATE SIZE: 1 PLT .3750 X 12.00 & 2 PLTS .3750 X 5.25 TOP PLATE BOLTS: USE 2 ROWS OF 4 BOLTS FOR EACH ROW (SIZE .875" DIA.) (TOTALS ARE 2 ROWS WITH 16 BOLTS) (C) BOTTOM SPLICE DESIGN: BOTTOM PLATE SIZE: 1 PLT .3750 X 16.00 & 2 PLTS .3750 X 7.25 BOTTOM PLATE BOLTS: USE 4 ROWS OF 3 BOLTS FOR EACH ROW (SIZE .875" DIA.) (TOTALS ARE 4 ROWS WITH 24 BOLTS)