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REVIEWED BLD BLD2021-0113+Calculations Railing+1.27.2021_12.26.28_PM+2013477RECEIVED Jan 29 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT LONGITUDE ONE TWENTY° ENGINEERING & DESIGN Structural Package for Picket GuardWall Design American Rail works Project no: S180915 February 107 2019 --------------------- Hardware and fasteners in contact with preservative -treated wood shall be of hot -dipped zinc galvanized steel, stainless steel, silicon bronze or copper. I In the absence of manufacturer's recommendations a minimum of ASTM A 653 I type G185 zinc -coated galvanized steel, or equivalent, shall be used. I IRC R317.3.1 IBC 2304.10.5.1 L---------------------� 200 LBS OR 50 LBS/FT TOP RAIL LOADING ONE SPAN II60JlI�IJll011 TWO SPANS II I I I60I II !L�J61�L L� THREE SPANS NOTES: I TITLE REVIEWED BY CITY OF EDMONDS SECTIONAL PROPERTIES A 0.5535 in x ±1.2425 in y, 1.0367 in yb -0.8911 in Ix 0.2548 in' I,, 0.4658 in" Sx 0.2458 in' Sy 0.3749 in rx 0.6786 in ry 0.9174 in MATERIAL 6063-T5 BREADLOAF TOP RAIL 50 LBS BOTTOM RAIL LOADING 72" 1,50 I 0,75 f NOTES; I TITLE SECTIONAL PROPERTIES A 0.3438 in' x ± 0.75 in y 0.517 in yb -0.233 in Ix 0.0173 in' I, 0.1092 in' Sx 0.0742 in' Sy 0.1456 in' rx 0.2244 in ry 0.5637 in MATERIAL 6063-T5 0,125 PICKET B❑TT❑M CHANNEL 3 3 4 4 0 0 12 42 OFFSET PLATE: 6X8X2" 52 3 y 4 3 II � 4 1 0 0 O i 41 MID -PATE: 6X6Xz" NOTES: TITLE EDGE CLEARANCE FOR ALL PLATES = FASTENER DIAM, x2 WOOD FASCIA: LAG DRAWN BY: JM REV, DATE; 8/24/18 FOR k x4 7ADED I,), V. KI L120 Engineering SK-1 American Railworks - Catalog details Sept 15, 2018 at 4:22 PM PicketGuardRail.r3d Y X Member Length (in) Displayed L120 Engineering SK-2 American Railworks - Catalog details I Sept 15, 2018 at 4:23 PM PicketGuardRail.r3d L120 Engineering SK-3 American Railworks - Catalog details I Sept 15, 2018 at 4:24 PM PicketGuardRail.r3d Loads: BLC 2, LL1 L120 Engineering -2001b SK-4 American Railworks - Catalog details Sept 15, 2018 at 4:25 PM PicketGuardRail.r3d Loads: BLC 3, LL2 L120 Engineering 2001b SK-5 American Railworks - Catalog details Sept 15, 2018 at 4:26 PM PicketGuardRail.r3d Loads: BLC 4, LL3 L120 Engineering 2001b SK-6 American Railworks - Catalog details Sept 15, 2018 at 4:26 PM PicketGuardRail.r3d Loads: BLC 5, LL4 L120 Engineering SK-7 American Railworks - Catalog details Sept 15, 2018 at 4:26 PM PicketGuardRail.r3d Loads: BLC 6, LL5 L120 Engineering SK-8 American Railworks - Catalog details Sept 15, 2018 at 4:27 PM PicketGuardRail.r3d Loads: BLC 7, LL6 L120 Engineering SK-9 American Railworks - Catalog details Sept 15, 2018 at 4:27 PM PicketGuardRail.r3d Loads: BLC 8, LL7 L120 Engineering SK - 10 American Railworks - Catalog details Sept 15, 2018 at 4:28 PM PicketGuardRail.r3d Company L120 Engineering Sept 15, 2018 IIIRISC► Designer Checked Job Number Checkeke d By:_ A NEMETSCHEK COMPANY Model Name American Railworks - Catalog details Aluminum Properties I ahal F rksil rksil Nil Tharm ( rlansitvr Tahla R d kt Ftnrksil Ftvrksil Frvrksil Fsnrksil (:t 1 3003-H 14 10100 3787.5 .33 1.3 .173 Table B.... 1 19 16 13 12 1 141 2 6061-T6 10100 3787.5 .33 1.3 .173 Table B.... 1 38 35 35 24 141 3 6063-T5 10100 3787.5 .33 1.3 .173 Table B.... 1 22 16 16 13 141 4 6063-T6 10100 3787.5 .33 1.3 .173 Table B.... 1 30 25 25 19 141 5 5052-1-134 10200 3787.5 .33 1.3 .173 Table B.... 1 34 26 24 20 141 6 6061-T6 W 10100 13787.5 .33 1.3 .173 Table B.... 1 24 15 15 15 141 Aluminum Section Sets I ohol Chino T—. r)—inn 1 ic+ AAnt—inl rIncinn Rill A rin71 Ivv rindl i— rindl I rindl 1 Top Rail 2.49x1.93B... Beam Rectangular Tubes 6063-T5 T ical .553 .466 .255 .353 2 Post RT2X2X0.... Column Rectangular Tubes 6061-T6 Typical 1.75 .911 .911 1.34 3 Bottom Rail BotRaill.5... Beam CS Channel 6063-T5 Typical .344 .017 .109 .002 4 Pickle 0.625x0.04.. Beam Rectangular Tubes 6063-T5 Typical .108 .006 .006 .009 Basic Load Cases BLC Description Cateaory X Gravitv Y Gravitv Z Gravit Joint Point Distributed Area Me... Surface Plate/Wall 1 DL None -1 2 LL1 None 4 3 LL2 None 4 4 LL3 None 4 5 LL4 None 16 6 LL5 None 4 7 LL6 None 3 8 LL7 None 1 Load Combinations rlacrrintinn Cnl Pr) CR RI r: Fart RI r. Fart RI r.. Fart RI r. Fart RI r: Fart RI r: Fart RI r: Fart RI r. Fart RI r. Fart RI r. Fart 1 DL+LL1 Yes Y 1 1 2 1 2 DL+LL2 Yes Y 1 1 3 1 3 DL+LL3 Yes Y 1 1 4 1 4 DL+LL4 Yes Y 1 1 5 1 5 DL+LL5 Yes Y 1 1 6 1 6 DL+LL6 Yes Y 1 1 7 1 7 DL+LL7 Yes Y 1 1 8 1 RISA-31D Version 16.0.1 [CA ... \... \... \Jobs\Mans\Alumimum\American Railworks\PicketGuardRail.r3d] Page 1 Y Z X Member Code Checks Displayed (Enveloped) Envelope Only Solution L120 Engineering American Railworks - Catalog details Code Check ( Env ) No Cal > 1.0 .90-1.a .75-.9a .50-.75 0.-.50 SK - 11 Sept 15, 2018 at 4:31 PM PicketGuardRail.r3d Beam: M31 Shape: 2.49x1.93Bread Loaf Material: 6063-T5 Length: 48 in I Joint: N55 J Joint: N57 Envelope Code Check: 1.026 (LC 1) Report Based On 97 Sections A T fa Oat0in Dy in -.22 at 24 in 98.48 at 4 in Vy lb -98.48 at 44 in Mz I b-f -193.121 at 24 in — ksi 1.82at0in Dz in 99.994 at 24 in Vz lb -99.994 at 20 in 1.741 at 4 in lb-ft My I ,,7 -198.635 at 24 in 8.77 at 24 in 6.368 at 24 in f(y) 10ksi f(z) ksi 01P qqq -8.77 at 24 in -6.368 at 24 in AA ADM1-15: ASD - Building Code Check Max Bending Check 1.026 (LC IV)ax Shear Check 0.081 (y) (LC IlVax Defl Ratio L/218 Location 24 in Location 44 in Location 24 in Equation H.1-1 Span 1 Slender Limit Pnt/om 5362.424lb Pnc/om 3711.718lb Mny/om 290.731 lb-ft 25.6 Mnz/om 188.147lb-ft 25.6 Vny/om 1221.818lb 43.6 Vnz/om 1612.8lb 43.6 Slender. Gov y-y z-z Ratio Eqn Lb 48 in 48 in 2 KL/r 52.289 70.686 D.2-1 L Comp Top 48 in 98.9 70.7 E.2-1 L Comp Bot 48 in 49.8 30.2 B.5.4.2 Torque Length 48 in 49.8 39.5 B.5.4.2 Taub 1 96 30.2 GA-1 Cb 1 96 39.5 GA-1 Beam: M75 Shape: 2.49x1.93Bread Loaf Material: 6063-T5 Length: 120 in I Joint: N136 J Joint: N140 Envelope Code Check: 1.041 (LC 1) Report Based On 97 Sections A T fa .11 at 85 in Dy �� in -.308 at 28.75 in 81.003 at 28.75 in Vy lb i -135.884 at 60 in 101.688 at 60 in lb-f Mz I -195.907 at 30 in 2.093 at 60 in v ` Dz— =min -.094 at 120 in 138.038 at 120 in Vz I b -138.038 at 0 in 137.381 at 60 in My I -234.155 at 30 in 8.897 at 30 in 7.507 at 30 in — ksi f(y) 4 Now- ksi f(z)4w"W ksi -8.897 at 30 in -7.507 at 30 in AA ADM1-15: ASD - Building Code Check Max Bending Check 1.041 (LC IV)ax Shear Check 0.111 (y) (LC IlVax Defl Ratio L/195 Location 30 in Location 60 in Location 28.75 in Equation H.1-1 Span 1 Slender Limit �1 Pnt/om 5362.424lb Pnc/om 909.356lb Mny/om 290.731 lb-ft 25.6 Mnz/om 188.147lb-ft 25.6 Vny/om 1221.818lb 43.6 Vnz/om 1612.8lb 43.6 Slender. Gov Ratio Eqn ?2 D.2-1 98.9 176.7 E.2-1 49.8 30.2 B.5.4.2 49.8 39.5 B.5.4.2 96 30.2 GA-1 96 39.5 GA-1 y-y z-z Lb 120 in 120 in KL/r 130.723 176.715 L Comp Top 120 in L Comp Bot 120 in Torque Length 120 in Taub 1 Cb 1 Beam: M122 Shape: 2.49x1.93Bread Loaf Material: 6063-T5 Length: 180 in I Joint: N226 J Joint: N291 Envelope Code Check: 1.030 (LC 1) Report Based On 97 Sections A T fa 2.424 at 90 in .096 at 82.5 in Dy in -.303 at 28.125 in Dzc in -.041 at 161.25 in 80.211 at 28.125 in 130.756 at 180 in — lb Vy lb -137.394 at 60 in u Vz I b -130.756 at 0 in 105.906 at 60 in 144.962 at 60 in lb-f Mz r� lb - My I -193.88 at 30 in _V 227.122 at 30 in 8.804 at 30 in 7.282 at 30 in — ksi f(y) I ksi f(z)440 ksi -8.804 at 30 in -7.282 at 30 in AA ADM1-15: ASD - Building Code Check Max Bending Check 1.030 (LC IV)ax Shear Check 0.112 (y) (LC IlVax Defl Ratio L/198 Location 30 in Location 60 in Location 28.125 in Equation H.1-1 Span 1 Slender. Slender. Gov Limit Ratio Eqn Al ? 2 Pnt/om 5362.424lb D.2-1 Pnc/om 404.158lb 98.9 265.1 E.2-1 Mny/om 290.731 lb-ft 25.6 49.8 30.2 B.5.4.2 Mnz/om 188.147lb-ft 25.6 49.8 39.5 B.5.4.2 Vny/om 1221.818lb 43.6 96 30.2 GA-1 Vnz/om 1612.8lb 43.6 96 39.5 GA-1 y-y z-z Lb 180 in 180 in KL/r 196.084 265.073 L Comp Top 180 in L Comp Bot 180 in Torque Length 180 in Taub 1 Cb 1 Beam: M190 Shape: BotRail1.5x.75 Material: 6063-T5 Length: 72 in I Joint: N359 J Joint: N360 Envelope Code Check: 0.839 (LC 5) Report Based On 97 Sections A 04at0in T fa — ksi 0 at 72 in Dz in Dy i n -.41 at 36 in -.75 at 36 in 24.998 at 32.25 in ` I Vy lb Vz -24.998 at 36 in 1.107 at 68.25 in Mz lb-ft 19.375 at 36 in My I t -70.277 at 36 in 5.803 at 36 in 7.537 at 0 in ------- � lb -7.537 at 72 in 7.071 at 36 in f(y) 401. ksi f(z) ksi -5.803 at 36 in -3.187 at 36 in AA ADM1-15: ASD - Building Code Check Max Bending Check 0.839 (LC 5)ax Shear Check 0.023 (y) (LC Wax Defl Ratio L/175 Location 36 in Location 36 in Location 36 in Equation H.1-1 Span 1 Slender. Slender. Gov Limit Ratio Eqn Al ? 2 Pnt/om 3335.758lb D.2-1 Pnc/om 168.399lb 98.9 323.9 E.2-1 Mny/om 39.857lb-ft 6.7 29.4 5 B.5.5.2 Mnz/om 85.821 lb-ft 98.9 83 FA Vny/om 1090.909lb 43.6 96 10 G.1-1 Vnz/om 1090.909lb 43.6 96 6 G.1-1 y-y z-z Lb 72 in 72 in KL/r 323.882 127.908 L Comp Top 72 in L Comp Bot 72 in Torque Length 72 in Taub 1 Cb 1.325 LONGITUDE ONE TWENTY ENGINEERING & DESIGN 0RC)_JECT NCB_ I SHEET NC PROJECT American Railwork SUBJECT Guard Rail Design BY DATE 09 / 15 / 18 Anchor Bolt Design: Pv = 20 Ibs Ph = 200 Ibs h 1 = 46.75" h2 = 4.5" e = e = 2' /2 + 1 /2" + 5/8" =2 1 /8" Anchor Moment M = Pv(e) + Ph (h1 + h2/2) = 20 x 2.125 + 200x (46.75+4.5/2) = 9843 #" Anchor Forces T = [Pv (e) + Ph (h1+h2)] / h2 = 2288 # Anchor Forces C = T - Ph = 2088 # Each Bolt Force T = T / 2 = 1144 # V=Pv/4=40# Pv e� Ph = 200 lb s -/► T N Ti .4 /Z C V Wood Lag Screw: Hot Dipped Galvanized 3/8" dia with 3" min. (all threaded) embed into DF beam. ° Withdrawal Design Value Wa = 305 #/" x 1.6 x 3" = 1460 # > T, o.k. Shear Design Value Za = 180 # x 1.6 = 280 # > V, o.k. 0 3 4 3 �4 01 ce 42 MID -PATE: 6X6Xz" L120 ENGINEERING & DESIGN LONGITUDE ONE TWENTY ENGINEERING & DESIGN PROJECT SUBJECT m i OJECT NO. SHEET NO. DATE Anchor Bolt Design: Pv Pv = 20 Ibs Ph = 200 Ibs e IF Ph = 200 lb h 1 = 46.75" h2 = 4.5" e = 2.125" 1 Anchor Moment Mx = Pv(e) + Ph (h1 + h2/2) = 20 x 2.125 + 200x (46.75+4.5/2) = 9843 #" My = 200# x 4.5" = 900 #" Anchor Forces T = [Pv (e) + Ph (h1+h2)] / h2 + My/1.5 = 2888 # Anchor Forces C = T - Ph = 2688 # Each Bolt Force T = T / 2 = 1444 # V = Pv / 4 + Pv x 4.5"/(4x2.37")= 15 # Wood Lag Screw: Hot Dipped Galvanized 3/8" dia with 3" min. (all threaded) embed into DF beam. Withdrawal Design Value Wa = 305 #/" x 1.6 x 3" = 1460 # > T, o.k. Shear Design Value Za = 180 # x 1.6 = 280 # > V, o.k. 12 OFFSET PLATE N t �/ �-+ C t Combined forces: T/Wa + V/Za = 1.04 =1.0 O.K. 3 3 4 4 ao 42 6X8X2" L120 ENGINEERING & DESIGN LONGITUDE ONE TWENTYO ENGINEERING & DESIGN Mounting Plate Design: PROJECT SUBJECT BY Apply Forces: Mx = 9843 #" My = 900 #" T=200# V=20# Try 1/2" thick Plate Plate Bending Stress: fbY = My/Sy = 900/(1/4 x 6" x (1/2)^2) = 2,400 psi For Plate 6061-T6 Fb =20 ksi / 1.65 = 12,100 psi > fb O. K PROJECT NO. SHEET NO. DATE 3 3 4 Oj 4 42 O o 11 r f 2 OFFSET PLATE: 6X8X2" L120 ENGINEERING & DESIGN LONGITUDE ONE TWENTYO ENGINEERING & DESIGN PROJECT SUBJECT Table 11.3.1 Applicability of Adjustment Factors for Connections PROJECT NO. SHEET NO. DATE ASD Only ASD and LRFD LRFD Only 5 !r tY - li. •p9L � � --- Z Ei 2�2 # F Kr Lateral Loads Dowel -type Fasteners (e.g. bolts, lag screws wand screws, Z = Z x Cu Cnt Ct Cg C, - Ceg - Cei Cam, 3.32 4.65 7, nails, spikes, drift bolts, & drift ins) Split Ring and Shear Plate P = P x C„ CM C, Cg C, Cd - C, - - 3.32 4.65 k Connectors Q = Q x Cu CM C. C C, Cd - - - - 3.32 4.65 1 ° 3-32 4-65 k Timber Rivets Q' = Q x C„ CM C, Q' - - C.4 - - 3.32 4.65 2, Spike Grids 2 =Z x I C„ CM C, - C, - - - - - 3.32 4.65 k Withdrawal Loads Nails, spikes, lag screws, Syr' = W x CD C ,- C, - - Ceg - - C,,, 3.32 4.65 k woad screws, & drift pins t. "lie load duration factor, Ca shall not exceed 1-6 fturnnnections (see 1 1325. 2. The wt service factor, CM, shall not apply to toenails loaded in mithdms ml (see 12-5-4-1I. 3. Specific information comreming geometry factors Cn, penelrB6m depth factnts. Ca, end gnain factors, C4, metal side plate factors, C,, dnaphniv'M tacta . , Ca, and toenail facim, C_ is pmvided in Chapters 12, 13, and 14. 4. The metal side plate factor, C., is omlyapplied when rivet capacity (P„ Q,) controls (see Chapter 14). 5. The eeomctry factor, C.z, is rmly applied mien aaxtd capacity. Q,,, ctmurais (see Chapter 14} 11.3.2 Load Duration Factor, CD (AS D Only) Reference design values shall be multiplied by the load duration factors, C„ S 1-6, specified in 23-2 and Appendix B, except when the capacity of the connec- tion is controlled by metal strength or strength of con- crete/masonry (see 1123, 11.2.4, and Appendix B-3)- The impact load duration factor shall not apply to con- nections. 11.3.3 Wet Service Factor, CM Reference design values are far connections in wood seasoned to a moisture content of 19% or less and used under continuously dry conditions, as in most cov- ered structures- For connections in wood that is unsea- soned or partially seasoned, or when connections are exposed to wet service conditions in use, reference de- sign values shall be multiplied by the wet service fac- tors, C,,,, specified in Table 1 l33_ 11.3.4 Temperature Factor, Ct Reference design values shall be multiplied by the temperature factors. CL, in Table 11-3-4 for connections that will experience sustained exposure to elevated temperatures up to 150'F (see Appendix C)- L120 ENGINEERING & DESIGN LONGITUDE ONE TWENTYO ENGINEERING & DESIGN PROJECT SUBJECT PROJECT NO. SHEET NO. DATE Table 2.3.2 Frequently Used Load Duration 2.3•5 Format Ct merilan Factor, KF (LRFD Factors, COL Only) Load Duratian Cn Typical Design Loads Permanent 0.9 Dead Load Ten years 1.0 Occupancy Live Load Two months 1.15 Snow Load Seven days 1.25 Construction Land Ten minutes 1.6 WindlEarthquakc Lead Impact 2.0 Impact Load 1 _ Load dursuon factors shaLL not apply to mrerence modulus of elastici- ty, t, refererce modulus of elasbcity for bemn mid column stability, Fti, nor to- iefercnce comp —ma perpendicular Lo gram design values, Fr, be—d nn a defwmerion Limit. 2_ Lxmd duration faroors srcater alien Lb sli [] not apply to mucttual roemhera pressure -treated with water -borne preservatives (see R,ef - ence 30), or f1M retardant chemicals. The impart lead duration factor shall not appLy m cormcctions_ 2.3.3 Temperature Factor, Ct Reference design values shall be multiplied by the temperature factors, C,, in Table 2.3.3 for structural members that will experience sustained exposure to ele- vated temperatures up to 150aF (see Appendix C)_ The effects of fire retardant chemical treatment on strength shall be accounted for in the design_ Adjusted design values, including adjusted connection design values, for lumber and structural glued laminated timber pressure -treated with fire retardant chemicals shall be obtained from the company providing the treatment and redrying service_ Load duration factors greater than 1.6 shall not apply to structural members pressure -treated with fire retardant chemicals (see Table 2.3.2). Table 2.9.8 Temperature Factor, Ct For LRFD, reference design values shall be multi- plied by the format conversion factor, Kr, specified in Table 2.3.5_ The format conversion factor, Kr, shall not apply for designs to accordance with AS❑ methods specified herein_ p 2.3.8 Resistance Factor, 0 (LRFD Only) For LRFD, reference design values shall be multi- plied by the resistance factor, 0, specified in Table 2.3.6. The resistance factor, 0, shall not apply for designs in accordance with ASD methods specified herein_ 2.3.7 Time Effect Factor, A (LRFD Only) For LRFD, reference design values shall be multi- plied by the time effect factor, 7, specified in Appendix N_3.3_ The time effect factor, X, shall not apply for de- signs in accordance with ASD methods specified herein. 3 171 3 ao Reference Design In -Service C, Values Moisture ConditionsL T5100*F 1W-F<-F51254F 125°FCT5150-F F,, E, E,o;n Wet or Dry 1.0 0.9 0.9 Fh, F,., Fes, and Fsl Dry 1.0 0.8 0.7 Wet 1.0 0.7 0.5 1. Wet mid dry servirc cwddians far sawn lumber, structural glued ]antmacd timber, pcdabni tcd wood I joists, str inh L congiositc 1—ber, wnod strrictural pa [,L —d cross-lammatod timber ere spccifud in 4.1.4, 5.1.4, 7.1.4, 9.1.4, 9.33, and l U. 1.5 respectively_ L120 ENGINEERING & DESIGN LONGITUDE ONE TWENTYO ENGINEERING & DESIGN PROJECT SUBJECT PROJECT NO. SHEET NO. DATE Table 12.2A Lag Screw Reference Wlthdrawal Design Values, W3 Tabulated withdrawal design values (W) are io pounds per inch of thread penetration into side grain of wood member. Leo th of thread penetration in main member shall not include the length of the to eyed tip see Specific Gravity, La Screw Diameter, D C2 114' 5116" 3f8" 7116" 1/2" 5f8" 1 314" WS" 1" 1-119" 1-114" 0.73 397 469 538 604 668 799 905 1016 1123 1226 1327 t}_71 381 450 516 579 640 757 868 974 1077 1176 1273 0_68 357 422 484 543 600 709 913 913 1009 1103 1193 0.67 349 413 473 531 587 694 796 993 997 107E 1167 0_58 281 332 381 428 473 559 641 719 795 869 940 0.55 260 307 352 395 437 516 592 664 734 802 869 0_51 232 274 353 390 461 529 593 656 716 775 1100.50 225 266 305 342 378 447 513 576 636 695 752 0.49 219 258 332 367 43,1 499 559 617 674 730 0_47 205 242 279 312 345 40S 467 525 580 634 686 0.46 199 235 269 302 334 395 453 509 562 613 664 l}_44 136 220 252 283 312 369 423 475 525 574 621 0_43 179 212 243 273 302 357 409 459 509 554 600 0.42 173 205 235 264 291 344 395 443 490 535 579 0.41 167 198 226 254 281 332 381 428 473 516 559 0.40 161 190 216 245 271 32D 367 412 455 497 538 0.39 I'sS 183 210 236 261 309 353 397 439 479 518 D-39 149 176 202 227 251 296 340 381 422 461 498 0.37 143 169 194 218 241 295 326 367 405 443 •179 0.36 137 163 196 209 231 273 313 352 389 425 460 0.35 132 156 179 200 222 262 300 337 373 407 •141 t}_31 110 130 149 167 185 218 250 281 311 339 367 L . i .belated-ithdrawal drsiF� value W. 11— IBg —ranwcti.— shall be multiplied by Al applicable adjustment factors (.—I abLe 1 I.A. 1 ) 2. Sp— ific gravity, G, shall be d iL r incd in --darcc with "I "able 1233A. 12.2.3.2 For calculation of the fastener reference withdrawal design value in pounds, the unit reference withdrawal design value in thslin_ of fastener penetra- tion from 12.2.3.1 shall be multiplied by the length of fastener penetration, pt, into the wood member_ 12.2.3.3 The reference withdrawal design value, in lbslin_ of penetration, for a single past -frame ring shank nail driven in the side grain of the main member, with the nail axis perpendicular to the wood fibers, shall be determined from Table 12.2D or Equation 12.2-4, with- in the range of specific gravities and nail diameters giv- en in Table 12.2D_ Reference withdrawal design values, W, shall be multiplied by all applicable adjustment fac- tors (see Table 11_3_1) to obtain adjusted withdrawal design values, W. W = 1800 G-� D (12.2-4) 12.2.3.4 For calculation of the fastener reference withdrawal design value in pounds, the trait reference withdrawal design value in lbslin_ of ring shank pene- tration from 12.2.3.3 shall he multiplied by the length of ring shank penetration, pv into the wood member_ 12.2.3.5 Nails and spikes shall not be loaded in withdrawal from end grain of wood (C,,--O_0)_ 122.3.6 Nails, and spikes shall not be loaded in withdrawal from end -grain of laminations in cross - laminated timber (Cep 0.0)_ 12.2A Drift Batts and Drill Pies Reference withdrawal design values, W, for con- nections using drift bolt and drift pin connections shall be determined in accordance with 1 1 .1 . 1.3_ L120 ENGINEERING & DESIGN PROJECT LONGITUDE SUBJECT ONE TWENTYO ENGINEERING & DESIGN PROJECT NO. SHEET NO. DATE Table 12.9.3A Assigned Specific Gravities Specific' specific, Species € OMbinatian Gravity, G Species Combination-, of h7SR and MEL Lumber Gravity, G Alaska Cedar 0.47 Douglas Fir -Larch Alaska Hemlock 11.46 E=1,9W.000 psi and lower grades of MSR 13SO Alaska Spruce U.41 E--2,000,000 psi grades of MSR USl Alaska Yellow Cedar UAL Ems, 1U0,000 psi graces of-MSR US2 Aspen U.39 )�-2,200,000 psi gradmofMSR US3 Balsann Fir 0.36 1Er�,3U0,000 psi grades of MSR USA Bcca-Birch-Hickory 0.71 B=2,41430,000 psi grades of MSR US5 Coast Sitka Spruce 0.39 Douglas Fir -Larch (Nnrih 1 ccWtonu ood 0.41 E=1,9W,000 psi and Lower grades of MSR and ME1 U-49 Douglas Fir -Larch .0.50 E--2,000,000 psi to a •200,UD) psi grades of MSR acid MET US3 Ekmglas Fir -Larch (N r[h} U.49 E--2,300,000 psi and bighcr grades ofMSLt and MEL U57 Dorrglw Fw-%outh U.46 Douglas Fir -Larch (South) Easbcm Hemlock 0.41 E=1,0W,0W psi and biglicr grades of MSR. UAL Eastcm Hemlock -Balsam Fir 0.36 Eogelmarrm Spruce-Lodgcpolc Noe - Eastern Hemlock -Tamarack 0.41 E=1,400,000 psi and lower grades of MSR .013 Eastern Hemlock-Tamarack(North) .0.47 E=1,5W,0W psi and higher grades of MSR UAL Eastcm Softwoods .0.36 Hr Fir Emtem Spruce .0.41 E=1,5W,0W psi and lower gades of MSR 8A3 Eastern Wh ire Pint 0.36 E=1,600,000 psi gradesofMSR UAA Engclntann Sptucc-Ladgcpnlc Pinc 0.3s E=1jW,000psi gadcsofMSR UA5 H,ent-Fir 0.43 E=1,SW,0W psi @racks of MSR U_46 Hcm-Fir(North) 0A6 E=1,900,000 psi gradcsofMSR 9A7 Mixed Maple 0-55 E--2,CC@,0W psi grades of MSR UAS Mixed Oak GJ59 E-2, IU0,000 psi grades of MSR U49 Mixed Southern Pine U.51 E--2,200,000psi @radcsofMSR 13SO Mrtunrain Hem]ack U.47 E--2,3C@.0W psi gradcsofMSR USl Nti tbcrn Pinc U.42 E-2,4100,000 psi gradesofMSR US2 l+lmrthcrn Rai {laic U.69 He Fir(North) Northern Spccics U.35 E=1,000a000 psi and higher grades of MSR and MEL UAL No them While Cedar U.3] Southern Pinc Pondcnose Pine 0.43 E=1,3W GW psi and lower grades of MSR and MEL US5 Red Maplt 0.51q E=1,RW.000 psi and higher grades of MSR. and MEL 0S7 Rod Oak 0.67 Spm pinc-Fir Hod Pine 0." E=1,7U0,000 psi and lower grades of MSR and MEL U-42 Rndwwaod, dose grain 01" E=1,&W,000 psi and 1,900,DW grades of MSR and MEL UAL Redwood, open grain 037 E--2,UM GW psi and bigher grades of MSR. and MEL US8 Siika Spruce U.43 Sprucc-purc-Fir(South) Southern Pine 0.55 E=1, 103,000 psi and lower grades of MSR USL Slamcc-Pine-Fir U.42 E=1,203,000 psi to L •9000M psi grades of MSR UA2 Epm Rio Fir{South) 034 E--2,0W,0W psi and higher grades of MSR USO Western Cedars 036 Wcstcm C•odam Wesrcm Cedars [North] o35 E=1,U00,000 psi and bighcr grades of-MSR. USL Western Hemlock U.47 Wcstcm Woods Western Hemlock (North) U.46 E=1,U00,000 psi and higher grades of-MSR USL wcstern While: Pine U.40 Weaiero Woods 034 White Oalc 0.73 Yellow Poplar 0.43 L. Spxifrc gravity, G. based on wright and volurrir when even -dry- Different specific gaviums, G, arc possibk- for different grades of MSR and MEL lumbcr (sm Table 4C, twvroie 2). L120 ENGINEERING & DESIGN PROJECT LONGITUDE SUBJECT ONE TWENTYO ENGINEERING & DESIGN PROJECT NO. SHEET NO. DATE Table 12K LAG SCREWS: Reference Lateral Design VaLue5, Z, for Single Shear 300 (two member) Connection5r-242*4 for sawn lumber or SC with ASTM A653, Grade 33 steel side plate (for t,{1I4'} or W ASTM A 36 steel side plate (for %=114") (tabulated lateral design values are calculated based on an assumed length of lag Uj screw penetrations p, into the main member equal to 813) Y I a 4+3 i� i�= ati i sz 991 E Sall] �g al L. �ii ii a i da l ri l ri ZL rid =i ii ti zu ZA 2a ZA da l a,. i,. tas Ms. L ice. t6s. lbs. Es. os its. os lbs. ■�. itn. Es. m lbs. Ls itn. its. iw. 4A75 1A 17a 18D 160 12D 150 11a 150 11a 15D 1DO 14D 100 14A 1a0 13a Da 130 93 130 93 [149alp) 5018 224 16D 2D11 14D 190 130 190 130 19D 130 16D 1211 180 120 174 110 17D 110 150 100 SB 22D 160 2D11 14D 200 130 190 130 1DD 120 16D 1211 180 120 17U 11D 17D 1W 170 103 4.105 1YA 184) 140 1713 13D 16n 120 160 120 164 11D 15D ill] 15a ]in 14A 10D ion 100 140 00 (129age) Me 230 170 210 15D 20n 14a 200 140 190 13D 1 DD 130 190 1213 16a 11D 1713 110 170 11a &6 230 160 210 14D 20n 14a 200 13D 20D 13D iDD 1211 193 1213 16a 11D 180 110 170 11a 4.120 1YA 100 150 180 13D 1Tn 120 170 120 166 120 16D 110 160 ]in 150 10D 1511 1116 140 103 [119age) W18 234 174 210 150 210 140 200 140 200 140 19D 130 100 130 180 120 160 12D 180 110 3o 240 170 220 150 210 14a 210 140 20D 130 20D 130 100 1213 18a 11D 190 11D 180 11a 4.134 114 200 150 180 1" 180 130 170 134 170 120 16D 120 150 ]in 150 11D 1511 1136 15D 103 (logage SF16 240 180 220 164 210 193 210 140 20D 140 20D 1311 21)0 13D 100 12D 180 12D 180 120 30 240 170 220 15D 220 Ida 210 140 1 210 140 20D 130 2D0 130 1913 12D 100 lZD 180 1113 0.179 1!4 22A 170 210 150 200 193 200 144 19D 1411 10D 130 100 130 100 120 17D 12D 170 120 ET gage) SF16 260 19D ZW 170 23EI 183 230 160 230 150 22D 150 220 15D 210 130 200 13D 200 130 3B 270 19D 2511 170 240 183 240 1E4 23D 150 22D 1411 220 140 210 136 210 i3D 200 130 C230 104 240 180 220 150 210 15a 210 150 20D 140 19D 140 190 130 isa 12D 1113 12D 130 123 (3 gage) W18 304 220 284 IW 2711 160 260 1043 2W 174 25D lea 250 lea 230 15D 230 15D 230 143 aB 314 220 280 190 270 180 270 1&] 25D 170 25D 150 250 150 24•1 14D 230 14D 230 1-1110 43 240 3711 240 30D 230 SM 22a 3W 220 3w zw 33o 2C0 320 190 460 200 4W 26a 4W tin 43D 250 420 260 403 246 463 23D 390 230 Ma 400 Can 4ND 6W ado e40 SM e30 Sell e04 3W 590 3W 5W 32G 34r151Dl 57D 120 45W 990 Sell 970 550 15W 530 92D 500 910 540 aw 45D 850 45D 840 440 7M080 13t9D 7au 133-D 73D 1920 714 1280 690 1250 550 1,23D 65o 1170 590 1190 59D 1140 570 11a0 1760 B60 1714 9'14 170a 690 1654 B64 1604 Sall 15'90 814 1500 740 1460 730 1469 710 114 114 24A 18D 220 16D 210 19a 210 i5a 206 140 20D 140 193 130 130 120 160 12D lea 120 U19 31a 22D 284 213D 270 180 270 1E0 2W 1TO 25D 170 250 150 230 15D 230 15D 230 14a 3.'0 an 22D 294 100 A0 181 270 1&] 27D Zia 26D 160 250 150 240 150 240 14D 230 14•] V16 41i4 3W 440 2BO 420 274 420 260 410 250 3W 2411 390 230 374 22D 3fio 210 360 214 V2 5W 390 54A 34D 3211 3W 510 320 500 314 4t34 290 4M 200 46A 27D 450 28D 4411 263 on am S.36 7W 474 750 4W 740 440 72D 4LW 7D0 400 6M 4013 6ti4 370 65D 38D 540 393 W4 1201. 73r• 1100 E4D 106a coo 1050 5W 1020 57a 90D Mo 980 S30 93a 49D D20 LSD 900 477 71B 160D 93D 147a 62D 141a 770 14D0 75a 1a04 720 1324 990 1310 664 1240 630 1220 620 12CU fi00 1 2#0 1150 1674 1G34 18Da 990 1780 930 1730 900 1664 650 1. &10 1574 ig 1560 79O 153a Ida L. 'l'abulawd lateral design values, 1„ shaLL 6e muLtiplied by aLL applicable adjusuiscnt factors (sre'1'able L L3. L). 2. 'Tabulated lateral design values, "L„ we far 'reduced body dimneter" lag screws {see Appendix TabLr L21 inserted in side grain with screw axis perpendicular to wood fibers. screw penetration, p, into the main raernber equal to RD, dowel bracing strengths, F_ of 61,950 psi roTAS'CM A653, Grade M steel and 97,W3 psi fur ASTM A36 steel and screw bending yield strengths, F_ of 70,000 psi roe D = IY4-, 150,066 psi for D = 5i L 6', Mid 45,01W psi for 13 3. Where the lag screw prnrtmtion, p, is less than 8u but not Less thmi 4D, tabulated lateral design values, Z- shell be m Itiplied by p;SD ur lateral design values shall be calculated using the provisioirs of 12.3 fur the reduend pmirtration. 4. The Length aflag screw penetration, p„ not including the Irngth of the tapered up, E (see Appendix Table 1-21„ afthe lag screw into the main member shall not br less than 4L)-. See 12. L AA for rnmimum length orprnetmuon, p„e. L120 ENGINEERING & DESIGN