DPWH - Blue Book
4. End Connection AnglesFloor beams, stringers and girders having end connection anglesshall be built to plan length back to back of connection angles with apermissible tolerance of 0 mm to minus 1.6 mm. If end connectionsare faced, the finished thickness of the angles shall not be less thanthat shown on the detail drawings, but in no case less than 9.5 mm.5. Lacing BarsThe ends of lacing bars shall be neatly rounded unless anotherform is required.6. Fabrication of MembersUnless otherwise shown on the Plans, steel plates for mainmembers and splice plates for flanges and main tension members, notsecondary members, shall be cut and fabricated so that the primarydirection of rolling is parallel to the direction of the main tensile and/orcompressive stresses.Fabricated members shall be true to line and free from twists,bends and open joints.7. Web Plates (Riveted or Bolted)In girders having no cover plates and not to be encased inconcrete, the top edges of the web shall not extend above the backsof the flange angles and shall not be more than 3.2 mm below at anypoint. Any portion of the plate projection beyond the angles shall bechipped flush with the backs of the angles. Web plates of girdershaving cover plates may not be more than 12.7 mm less in width thanthe distance back to back of flange angles.Splices in webs of girders without cover plates shall be sealed ontop with red lead paste prior to painting.At web splices, the clearance between the ends of the plates shallnot exceed 9.5 mm. The clearance at the top and bottom ends of theweb slice plates shall not exceed 6.3 mm.8. Bent PlatesCold-bent load-carrying rolled-steel plates shall conform to thefollowing:a. They shall be so taken from the stock plates that the bendline willbe at right angles to the direction of rolling, except that cold-bentribs for orthotropic deck bridges may be bent in the direction ofrolling if permitted by the Engineer.172
b. The radius of bends shall be such that no cracking of the plateoccurs. Minimum bend radii, measured to the concave face of themetal, are shown in the following table:ASTMTHICKNESS, t in mmDESIG-ATIONUp to6.3Over 6.3To 12.7Over 12.7To 25.4Over 25.4to 38.1Over 38.1to 50.08A36 1.5t 1.5t 2t 3t 4tA242 2t 3t 5t a--- a---A440 2.5t 3.5t 6t a--- a---A441 2t 3t 5t a--- a---A529 2t 2t ---- ---- ----Gr.42 2t 2t 3t 4t 5tA572Gr.45 2t 2t 3t 4t ----Gr.50 2.5t 2.5t 4t a--- ----Gr.55 3t 3t 5t a--- ----Gr.60 3.5t 3.5t 6t ---- ----Gr.65 4t 4t ---- ---- ----A588 2t 3t 5t a--- a---A514 b 2t 2t 3t 3tabIt is recommended that steel in this thickness range be bent hot. Hotbending however, may result in a slight decrease in the as-rolled mechanicalproperties.The mechanical properties of ASTM A 514 steel results from a quench-andtemper-operation.Hot bending may adversely affect these mechanicalproperties. If necessary to hotbend, fabricator should discuss procedurewith steel supplier.c. Before bending, the corners of the plate be rounded to a radius of1.6 mm throughout that portion of the plate where the bending is tooccur.9. Fit of StiffenersEnd stiffeners of girders and stiffeners intended as supports forconcentrated loads shall have full bearing (either milled, ground or onweldable steel in compression areas of flanges, welded as shown onthe Plans or specified) on the flanges to which they transmit load orfrom which they receive load. Stiffeners not intended to supportconcentrated loads shall, unless shown or specified otherwise, fitsufficiently tight to exclude water after being painted, except that forwelded flexural members, the ends of stiffeners adjacent to the173
- Page 126 and 127: 4. Hand FinishingHand finishing met
- Page 128 and 129: successive stages of not more than
- Page 130 and 131: to provide sufficient cover materia
- Page 132 and 133: expense of the Contractor. Any area
- Page 134 and 135: 4. CuringUnless otherwise specified
- Page 136 and 137: 2. Pavement ThicknessIt is the inte
- Page 138 and 139: PART F - BRIDGE CONSTRUCTIONITEM 40
- Page 140 and 141: have been removed and at each inter
- Page 142 and 143: The above formula are applicable on
- Page 144 and 145: Values of C1 for Hiley FormulaTempo
- Page 146 and 147: noted on the Plans or Special Provi
- Page 148 and 149: 400.2.4 Steel Shells1. Shells Drive
- Page 150 and 151: cap or underneath the superstructur
- Page 152 and 153: Piles shall be cured and finished i
- Page 154 and 155: in shaft capacity and an increase i
- Page 156 and 157: The base of the shaft excavation ma
- Page 158 and 159: c. After all the shaft concrete is
- Page 160 and 161: 400.3.11 Cutting Off and Capping Pi
- Page 162 and 163: 7. Final set for the last 20 blows(
- Page 164 and 165: and incidentals as well as temporar
- Page 166 and 167: Rail elements shall be erected acco
- Page 168 and 169: ITEM 402 - TIMBER STRUCTURES402.1 D
- Page 170 and 171: performed in a satisfactory manner.
- Page 172 and 173: supporting member. The planks shall
- Page 174 and 175: Inspection at the mill or shop is i
- Page 178 and 179: tension flanges shall be cut back a
- Page 180 and 181: 403.3.6 Fastener Holes (Rivets and
- Page 182 and 183: 403.3.7 Shop Assembly1. Fitting for
- Page 184 and 185: A Contractor shall furnished the En
- Page 186 and 187: 2. Unfinished BoltsUnfinished bolts
- Page 188 and 189: shall be a light application of man
- Page 190 and 191: Snug tight is defined as the tightn
- Page 192 and 193: 403.3.11 WeldingIf any nut or bolt
- Page 194 and 195: have one-half of the holes filled w
- Page 196 and 197: Blast cleaning shall leave all surf
- Page 198 and 199: No thinner shall be added to the pa
- Page 200 and 201: cause blistering or porosity or oth
- Page 202 and 203: d. Shop PaintingShop painting shall
- Page 204 and 205: required at each standard thickness
- Page 206 and 207: 403.3.24 Clean-upcontact of the pro
- Page 208 and 209: 6. High-Strength BoltsHigh-strength
- Page 210 and 211: dividing the contract lump sum amou
- Page 212 and 213: cause for rejection, provided the m
- Page 214 and 215: Payment will be made under:Pay Item
- Page 216 and 217: 405.2.9 Elastomeric Compression Joi
- Page 218 and 219: 1. Portland CementEither sacked or
- Page 220 and 221: spillage of concrete takes place. T
- Page 222 and 223: Cement shall be batched and charged
- Page 224 and 225: delivery of concrete during concret
b. The radius of bends shall be such that no cracking of the plate
occurs. Minimum bend radii, measured to the concave face of the
metal, are shown in the following table:
ASTM
THICKNESS, t in mm
DESIG-
ATION
Up to
6.3
Over 6.3
To 12.7
Over 12.7
To 25.4
Over 25.4
to 38.1
Over 38.1
to 50.08
A36 1.5t 1.5t 2t 3t 4t
A242 2t 3t 5t a--- a---
A440 2.5t 3.5t 6t a--- a---
A441 2t 3t 5t a--- a---
A529 2t 2t ---- ---- ----
Gr.42 2t 2t 3t 4t 5t
A572
Gr.45 2t 2t 3t 4t ----
Gr.50 2.5t 2.5t 4t a--- ----
Gr.55 3t 3t 5t a--- ----
Gr.60 3.5t 3.5t 6t ---- ----
Gr.65 4t 4t ---- ---- ----
A588 2t 3t 5t a--- a---
A514 b 2t 2t 3t 3t
a
b
It is recommended that steel in this thickness range be bent hot. Hot
bending however, may result in a slight decrease in the as-rolled mechanical
properties.
The mechanical properties of ASTM A 514 steel results from a quench-andtemper-operation.
Hot bending may adversely affect these mechanical
properties. If necessary to hotbend, fabricator should discuss procedure
with steel supplier.
c. Before bending, the corners of the plate be rounded to a radius of
1.6 mm throughout that portion of the plate where the bending is to
occur.
9. Fit of Stiffeners
End stiffeners of girders and stiffeners intended as supports for
concentrated loads shall have full bearing (either milled, ground or on
weldable steel in compression areas of flanges, welded as shown on
the Plans or specified) on the flanges to which they transmit load or
from which they receive load. Stiffeners not intended to support
concentrated loads shall, unless shown or specified otherwise, fit
sufficiently tight to exclude water after being painted, except that for
welded flexural members, the ends of stiffeners adjacent to the
173
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