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HomeMy WebLinkAbout0147631-Building (repair exterior balcony)_ ddk Engineering 6311 Black Wolf Poirot Oshkosh, Wl 54902 920 -688 -5546 ddkengr@charter.net t >= l Georgia Gardens Oshkosh, WI Structural Calculations Prepared for Kevin Bennett Construction Oshkosh, WI 54904 •�` CON 1 4 ." . ,. DAVID D. . KAMPE E- 28987 O 'H:rOSH lij . J David D. Kampe P.E. ddk Engineering Oshkosh, Wisconsin Project Number 110087 © 2009 ddk Engineering, Al! rights reserved. ddk Engineering 6311 Black Wolf Point Oshkosh, WI 54902 020-688-5546 ddkengr@charter.net SHEET I OF 'S (fr f PROJECT NO. BY C�4� DATE d loc� t'4NtL5 / R zs 7� s' r. F /-u : - N 1 IL "Yes AJ-C F--"p-S 0 1-3 - vj tAS 4�;)o z 1 v #,IT 44 S ova (ddk Engineering SHEET 1 C, OF 6311 Eack Wolf Point O shkosh , 54902 PROJECT NO. ddRcngr@cha0r.net B DATE 1 7 �ls Goo -LA L ie) , L - ti P4 S Species Grade Fb Ft Fv Fo peril Spruce Pine Fir ;Span(ft) 112 1 Dl_ Width 875 DL (psf) 450 FIrWidth 70 Flr LL (psf) 425 I SnovANidl 3.75 Mornent(ft-lb) 1.33 ----1 R Totalab) 10.00 0.9-0-1 R Dead 1 .33 R Live 40.00 0.00 1.00 Uniforml-oad (plo 116.89 124 0.00 Design Values Moment(ft -lb) R(lb) L 24.94 UniformLdad(plo 99 .75 66.50 0 --mariii,31 Over ride r Ide 116.89 Sawn Lumber .69 # Req'd Actual MIS F'b Shear 2x4_ 2i10 Cf--I.I)_ 202 (Gf=1.0) b 5.5 S=l Microllam. 1 1 1 d 16 234.67 1 # Reqd 1 1 1 1 1 Cf 1.1 Actual 457.96 1735.78 1504.34 30.08 185.47 17.13 106.74 1388.63 �_1_.66_ 1157.19 44 - 33 -1--- 5.54 1 5 -98 =61 Moment Capacity Shear 1.75x5.5 i 1.75x7.25 1.75x9.25 1.75x9.5 1.7 _ 1.75x1 1.875 1.75x14 1.7506 1_.75x18 1 1 1 1 1 1 1 1 2 2 2 2 1 2 2 2 2 ___117 117 4888 8177 94 117 13536 9281 72 62 17 20528 2 47 11_ � 1 17 __ :2 �5�ff I - 445 - 6 - 3 -- ____25___ Parallarn ServiceLevel # Reqd Act ual - Moment Capacity Shear 5.25X i Treated 2 1 1 1 1 117 1 ]___36 _ �026__ 117 43413 36 Wood Beam Fd E E ' girleefing 1150 1400000 6311 Black Wolf Point Oshkosh, Wl 54902 SnowLL (pq0QnIf Load(pl 920-688-55465 0.00 66.50 www.ddkengr.com 0.00 Factor Use Normal Cd 1.15 Duration Hip Beam Cm 1.00 - _1.00 - -Wet Use Width Load CfU 1.00 _ _ Use 0.00 0 Ci 1.00 1.00 Incising Moment R Ct 1.00 100 Temp a00 om Cr 1.15 1.15 Ch 1.67 1,67 Shear Safety Factor - -- F` v Brg Len Deft (in) L/Span.. Moment Shear 1 34.44 0.20 0.04 7 1141 3.79 4,47 OK __b_,2_6___ 6.61 4428 8.1 7.85 O K i 0.20 0.00 10142 1:�. I __ _01 1- .53 - __0K --- 1- 0-20 0,00 21064 19.41 16.94 OK 134.44 0.26 0.00 97895 _ 19.41 0K � _95 fi OK 134.44 0.00 ' _21:_1 Capacity Brg Len Deft (in)' USpan 3660 0.05 0.00 1 13870 41.81 38.85 OK 4820 - i 0.00 32363 69.95 57.98 OK 6150 0.05 0-00 66461 110.18 83.76 OK 6320 .00 72240 1 15.79 87.73 OK 3740 0.00 60104 59-99 ___ 0,00 141012 175-61 134.17 OK 0.60 - 2311 238.67 197.65 OK 10640 0.05 0.00 1 345018 306.06 295.38 OK 11970 0.05 -.0.00-- 1 491809 381.22 4DIV/01 Capacity Brg Len, Def! (in) .' LJSpa . n 16240 0.03 4 10 5.80 450-85 OK 9905 - 6-00 1 473681_1_3_7_1.38 274.98 OK Page I Mv. Wood. Beams, :Species .., .:.. Spruce Pine Fir Span(ft) . 10.00 Grade 1f2 I DL Width 2.00 ; Fb ,. 875 OL (psf) 10.00 Girder Beam Ft.. Fv 454 70 FirWidth Fir LL (psi ] 2.00 40.00 Fc perp 425 I SnawWidth 0A0 Wood Beam Fc E dl.. Engineering 1 6311 Black Wolf Point 1160 1400000` Oshkosh, W! 549Q2 Sn6wLL (pso Unif Load(plf) 920 -688 -5546 - - F v�nww.ddkengr.com 0.00 10 0.00 - f - _ 0.90 _� 0.00 __ _ - Factor Use Normal f __I_ �; Cd 1.15 i 1:00``; =! _ Duration Moment(ft -lb) R.Total(lb) , R Dead :.. R Live. Uniforml-oad .(p Ho Beam _ _ Cm 1.00 1.00 Wet Us 1250.00 500.00 100.00 400.0_0 100.00 _ Width Load __ � - Cfu 1 -00 1.00 Flat Use Design Values Moment(ft -lb) L 0 .00 R(lb) . _ 0 0 - UnifofmLoad(p!f) < -- Manual O verride _ _ � ; 0.00 Moment 0.00 0 - 0 R 0.00 -_ _ Ci Ct - -_ Cr _ - ~ Ch 1 -00 _ 1.00 Incising 1.00 _ -I30 _ 1.15 _1.1Fiepetitive 1.67 1.67 Sllear 12'50. 00 500.0 100.00 �- - - - -�- I Stress yj -- Stress - - - Safety.Factor - Sawn Lumber ., # Reqd Actual MIS F'b Shear Shear F' v Br Len Defl (in): L1Span' Moment Shear -- 2x (Cf =1 2x6 (Cf =1.3) 3 -,,.. 2 1 2 4 897.16 I_ 1735 134.52 4 134.44 _ 134.44 038 _ 0.39 3.00 0.39 r'• 40:. 311 _ 1.52 Bend NG -_ O _K -- 99 1504.34 2x_8 (Cf =1.2) _ 2x_0 _ 1 -_ 1 1 1 11_41 701.23 13 _ ; 1272.91 - _ 60.6 45.72 134.44 1 34.44 0.78 � 0.78 0.34 0.16 356 739_ 1.22 - 1.$2 _3 2.22 2. OK -- OK -- 1 - 1 47'4.67 1157.19 36.11 134.44 0.78 0_09 1329 2.44 ^ 3,72 OK b' d Cf _ 5,5 16 1.1 63.92 ? 1272.91 6.25 134.44 0_ 21 0.01 14017 19.91 _ - 2 - 151 O K -- -_ ___ -- -- S=1 234.67 Mlcrallam # Req`d Actual Brg Len. :- . Oefl (in) _ :`.. t7Span' Moment Capacity" Shear Capacity -- - 1.75x5.5 1 - 1 _- _ 1 1 2 2 2 2 1 250 12 ! 4888 _ 454 _ 366 Q.19 0.19_ 0.19 0.19_ _0.25 486 3. 91 8 .06 OT C_ _ 1,75x7.25 - �_ 8777 � � 43 _8 4820 0.11 0.05 0.05 ` 1135 2331 25 - 6. 54 � 10.30 10.83 11.02 1 1 5.02 _ OK _ O OK 1.75x9.25 12 _ 5 _ o i 12880 423 421 6160 63 _ 1 1250 _` - 12 _5 0 1353 1 - 9 281 - - -- 1.75x1125 _ 1 - 1 2 - -__ 1 - 2 1 2 - 1 - 2 - Service Level 406 37 - - 0. 0.06 _ 2108 7.42 9.21 OK 1 .75x11.875 - 1 1 250 -� - 1250 _ 9250 - - 27 8_9 9 35777 445 63 - _ - 401 363 36 7 - 350 7900 9310 10 170 19 _ 0 .19 - _0 - 0.19_ - 0_'19 0.02 49 T O.oi 8_ 107 _0.0_1_ _1 0.01 17247 _ _16. 22 - _2 35.85 - 19.70_ - 2_4 2 34.20 _- O ()K -_ 6K _ OK - _ 1.75x14 - 1.75x16 1.75x 25X16 7 Parallam ._ . #R60 . Actual" Brg Len'. ` - Dell (in). USpan Moment: ..Capacity Shear Capacity -- - ^ 5.25X16 1 1 1 1 1250 1250 60295 43413 367 1 367 I 16240 9905 0.1 0.20 0.01 0.01 19093_ 16611 48.24 34.73 t_ 44 OK_ OK - - -- Treated 2 _P1 Page 1 Wood Beams Species Spruc Pine Fir Grade if2 j Cantilever Beam Fb Ft Fv 875 450 70 I Fc peril 425 Woad Beam Fc E 1150 1400000 ���; Engineering _ _ 6311 Black Wolf Point Oshkosh, WI 549D2 Span(ft) 3.75 DL Width 1 .00 . DL (psf) 0.00 FlrWidth 1.00 Flr LL (ps* 355.00 SnowWidth 0.00 SnowLL (p§0Unif Load(plf) 0.00 355.00 -- 920- 688 -5546 www.ddkengr.com 0.00 I 1.00 0.00 f=actor Use 'Normal Mornent(ft-lb) R Total(lb) R Dead - R Live . IUniformLoad'( .: Hip Beam . C -� Cm � 1.15 .. :,.1.00 :,'`:s' Duration 1.00 - 1.00 W Use 624.02 665.63 70.00 0 - 6_65.63 _3 55.00 _ 0 <- Manual Ov Width.. 0.00 Lod 0 Cfu - Ci 1.00 1,00 1.00 - _1 .00 F lat Use Incisin Design-Values. Moment(ft -lb) I R(lb) : Uniform Laad(pl* . _ F - -- _ - �- Moment 0.00 0 _ R Ct 0.00 - - C _ _ __- Ch 1.00 1 1.15 - 1.15 1.67 1.67 Tem p_ Repetitive - Shear 624 .02 I 665.63 -- 355.00 _ Stress I Stress Safety Factor Sawn.Lumber # Req'd Actual.:. MIS. F'b - Shealr F'v i Brg Leri. Defl (in) USpan Moment.. Shear 2x_4 ( =1. 5) _ 2x6 (Cf = 2x8 (Cf= t.2) - i 2x10 (Cf =1.1) - 2x'12 (Ci =1.0) 2 1 - 1 _ 1 1 1 :. 1 1 1 1 2 444.75 1 173 - 160. - 134.44 1.0 4_ - 1.04 1 .04_ 1.0 - 1 A 0.21 0,05 0.02 _ ' -O�b1 ".'•,214: ;. 829 1 900 3946 709 0.71- _ 1 .52 2.44 3 .64 - 4.89 ; 084 1 .47 2.16 _3.17 - - 4 . B NG 990.1_2_ 1 504.3 4 91.4_4_ - - $2.23 42.3 29.58 134.44 13 4.44 _ 134 _ 134.44 OK OK _OK OK w 569.84 _ 35 0.07 _ - 1388.63 12 7Z91 - 236.66 1157.19 b. d Cf' I - - - 5.5 16 1.1 _ 0.28 0.00 74877 39.89 41.02 OK 31,91 1272.91 3.28 134.44 S=1 234.67 I Microliam 1.75x5.5 _f 1.75x7.25 ° # Req'd . 1 _ 1 _ Actual 2 2 Brg Len,, 0.25 0 - Defl (in) 'L/Span 0.0 259 8_ _0 .01 6_062 Moment Capacity 624 _I _ 4 8 8 8_ 624 8177 - Shear " Capacity 503 3660_ - 444 4_8 7.8 _13.10 10.86 _ OK - O K -- _ �� __ -- 1288 - _ 392 6150 0.25 0.00 I 12450 20.64 15.69 O K_ LL 1.75x9.25 _ - 1 2 1- 75X9.5 1 2 _6 - 6 _ _ 135 _ 385 _ 63 2 0 _ 0,25 _O. - 135_32_ _ 2_1.69 16.43 1,75x11.25 1 _ 1 - 624 9281 _ 333 _3_7 0.51 0.0 - _0.00 11259 14.87 - 11. OK - - -- 1, 75x11.8 75 1 - 1,75x14 - T 1 - - 1.75x16 - 1 -- 1.75x 1 - -�_ 2 2 2 2 -- - _ 6 624 ___62 - -__- _ 20528 27899_ - 35777 314 - _ - _ 251 192 7 0 � 93 1_0_ 1 0.25 - -� 0.0 O A_ 0 2641_5 _ 43303 64 3 2.90 _ 44.71 I 25.33 X 37.02 v 55.3 3_ O - - OK _ 624 - 44563 133 _ 11970 _ 0.2 5_ -- - 0.00 921 _57.33 71.41 - 8 9.92 - OK #DIVIO -i - - -- s. 25M6 � -- Service - Level - R 1 - - Moment Capacity' Shear . Capacity ! Parallam # Req'd "" • "Actual - Brg Len 'Deft (in)_ ` L/Span __ 5.25X16 _ Treat 2 ,J 1 1 - -- 1 1 624 1 6 0295 _ 19 2 1624 - 9905 0.17 0.27 -- 0.0 0.00 10199 88732 - - -- 9 6.62 3 69.57 f $4 51 51 OK_ - OK 624 i 43413 192 Page 1 F �y I � o s FIA572NERS SPECIFICATION & DESIGN MANUAL Wedge 0 e " "a.�°v. s.,,:atwc+. };f.F; n. _ _- -`�.,, :,3 "t ��'z �.,��, .m, � 'a AX.:f ��✓�.k;.y Ultimate and Allowable Load Capacities for Wedge-Bolt and Wedge- Bolt OT Anchors Installed in Multiple WvthQ Sri& 11aso Minimum End Distance 0 0 v J s n 1. iaomarea ioao UIM are appucao'e to carbon steel and stainless steel anchors. 2. Tabulated load %-*es are for anchors insta in minimum Grade SVI multip!e wjihe, so!;d brick masonry conforming to AS C62, 3. On%vab!u loads are calculated using an applied safety factor of 9.0. Q a� � - 5� ra a � >•.'_ C ombined oad! For anchors loaded in both shear and tension, the combination of loads should be. ,proportioned as follows: 5 5 Where: Nu = Applied Service Tension Load 3 OR Nu r V N„ F k Vu N„ = Allowable Tension Load f l 1 � ) l Nn vr? Nn vn Vu = Applied Service Shear Load V„ = Allowable Shear Load Load Adjustment tractors for Spacing and Edge Distances Anchor Installed in Normal- Weight Concrete Anchor Dimension Load Type Critical Distance (Full Anchor Capacity) Structural Brick Masonry Anchor Minimum Minimum Minimum fin � 1,500 psi (10.4 MPa) Diameter Embed. Depth Edge and End Spacing Distance Shear Ultimate Load Allowable Load Tension Shear Tension Shear d h Distance Shear in, (mm) in, (mm) in. (mm) cmin = 3d lbs. (kN) lbs. (kN) lbs. (kN) lbs. (kN) 1/4 2 1/2 4 4" 2,280 1,480 455 295 (6.4) (63.5) (101.6) Any Direction (10.3) (617) (2.0) (1.3) 3/8 31/2 6 6° 3,390 3,$30 680 765 (9.5) (88,9) (152.4) Any Direction (15. .') (17.2) (3.1} (3,4) 112 4 8 V 4,800 7,080 960 1,410 (12.7) (101,6) (101.6) AnyCirection (21.6) (31,8) (4.3) 518 4 10 12" 6,120 11,250 1,225 2,250 (15.9) (101,6) (254.0) Any Direction (27.5) (50,6) (5.5) (10.1) 2 Bricks 3/4 4 12 or 16' 6,.580 12,346 1. z,4,2Q (19.1) (10}.6) (304.8) AnyUirecfion (29.6} (55.5) (5.9) (Whichevgr Is less) 1. iaomarea ioao UIM are appucao'e to carbon steel and stainless steel anchors. 2. Tabulated load %-*es are for anchors insta in minimum Grade SVI multip!e wjihe, so!;d brick masonry conforming to AS C62, 3. On%vab!u loads are calculated using an applied safety factor of 9.0. Q a� � - 5� ra a � >•.'_ C ombined oad! For anchors loaded in both shear and tension, the combination of loads should be. ,proportioned as follows: 5 5 Where: Nu = Applied Service Tension Load 3 OR Nu r V N„ F k Vu N„ = Allowable Tension Load f l 1 � ) l Nn vr? Nn vn Vu = Applied Service Shear Load V„ = Allowable Shear Load Load Adjustment tractors for Spacing and Edge Distances Anchor Installed in Normal- Weight Concrete Anchor Dimension Load Type Critical Distance (Full Anchor Capacity) Critical Load Factor Minimum Distance (Reduced Capacity) Minimum Load Factor Spacing (s) Tension scr =12d FN = 1.0 smin = 4d FN = 0.50 Shear Shear scr = 12d Fv= 1.0 smin = 4d Fv = 0.75 Ege Distance (c) Tension ccr 8d FN = 1,0 Cmin = 3d FN = 0.70 Shear Shear ccr = 12 or Fv = 1.0 cmin = 3d Fv = 0.15 Anchor Installed in Lightweight Concrete Anchor Dimension Load Type Critical Distance (Full Anchor Capacity) Critical Load Factor Minimum Distance (Reduced Capacity) Minimum Load Factor Spacing (s) Tension scr = 141d FN = 1,0 smin = 4.7d FN = 0.50 Shear scr - 14.1 d Fv = 1.0 smin = 4,7 d Fv = 0.75 Edge Distance (c) Tension Cc, = 9.4d FN - 1.0 smin = 3.5d FN = 0.70 Shear ccr a 14.1 d Fv = 1.0 smin = 3.5d Fv = 0,15 Powers USA: (800) 524 -3244 or (914) 235.6300 Canada; (905) 673 -7295 or (514) 631.4216 www.powers.com 79 ble 11J LAO SCREWS: Reference Lateral Design Values W ILI f'ow Single Sheer (taro member) Connec#la;}nSI. 2,3 for sawn lumber or SCL with both members of identical specific gravity ;. Y . G =0.36 Eastem Sof foods ts Spruce Pine- Fir(S) J ff @ G =0.43 G =0.42 G =0.37 Western Cedars {northern S Northe Sp ecies Hem -Fir Spruce-Pine-Fir Redwood (open rain Western woods D Zir Z11 ZrLL Z Zvi Z,, Zn, Z Za Z L Z Z Zn Z'I Z"L Z Zn Z,, Zr L Z.L a:^L✓ In. Ibs. Ibs, Ibs. Ibs. Ibs, lbs. Ibs. Ibs. Ibs. Ibs. Ibs. Ibs. Ibs, Ibs, lbs. Ibs. Ibs. Ibs. Ibs. Ibs. 'a2 114 110 80 80 70 110 80 80 70 100 70 70 60 140 70 70 64 94 70 70 60 Y 5116 130 90 100 80 130 90 90 80 120 80 90 80 120 80 90 70 120 80 80 70 318 140 80 100 80 130 80 90 80 120 60 90 64 120 60 80 60 120 60 80 60 50 114 120 80 90 80 110 80 94 70 110 70 80 70 100 70 84 60 100 70 70 64 t� 1 5116 140 90 toff 90 140 90 104 eo 130 80 90 84 130 80 90 80 120 80 90 70 � 1 318 144 90 100 84 140 90 104 80 130 80 90 70 130 70 90 70 120 70 90 70rJ a4 114 134 90 100 80 120 80 90 80 110 80 80 70 110 70 80 70 110 70 84 70 5116 150 100 110 90 150 100 110 90 130 90 100 80 130 90 90 80 130 80 90 $D ' 318 150 100 110 90 150 90 110 90 140 90 100 80 134 80 90 70 130 80 90 70 114 140 100 314 90 140 100 100 90 130 94 100 80 130 84 90 8@ 130 64 90 70 .:, 5116 S7Q iifl 130 100 774 110 120 100 150 90 110 90 150 90 110 80 160 90 100 BO - 318 170 100 120 140 170 100 120 90 150 90 110 80 150 90 110 80 15Q 90 100 $0 114 140 110 110 100 140 104 104 100 130 100 100 94 134 90 90 90 130 90 90 80 5116 180 120 130 110 180 120 130 110 170 100 120 100 170 100 120 90 160 1Dfl 110 90 err 1.7.2 qrl 1,1,Q 8R 1.112 114 140 110 110 100 140 100 100 100 130 100 100 90 130 ' ' 90 90 90 130 90 90 80 5116 130 130 120 130 130 120 170 110 120 110 170 110 12Q 140 164 110 110 140 318 190 130 13 120 180 1 130 110 17 0 110 120 140 Sfi_0 110 120 100 170 100 110 _ 9q U 27316 17t}' 190 150 :284 x164';' 190' 1S4 260 1$t? 180 $30 26040 r 170 _, 10 25@ 144 170 r r II 11 35a 190 - 240 `180 350` 190 240 174 310 17 @; 210 150 31p 160 210 "i59 3Q4 80 200: 140 :58r50p _ = 28b 30 740 X49027Q 334 "2.40.54 DSO .340 �Z46da4240 290 ` 2t4 43f , 244Y, 284 $14 700 360 450 334 690 350 440 330 630 290 400 290 620 280 390 280 610 270 380 270 .� 718 930 390 584 390 910 380 570 380 $50 320 520 320 840 310 510 310 820 290 490 290 1 1180 420 720 420 1160 410 710 4101 1080 340 640 340 1070 334 630 330 1050 320 624 $20 — 1.314 114 144 114 110 10q 140 100 100 100 130 100 100 9Q 130 90 90 90 130 90 90 80 5116 180 130 130 120 180 130 130 120 170 120 120 130 174 120 120 110 164 110 110 100 _318 190 130 130 120 1 130 130 110 170 120 120 100 170 120 120 T 140 170 110 110 100 7116 2S0 .80: 1�0 164 280 78Q 190 T 160 270 164 184 ~140 ' 260 1SU 170 , 140 260 146 x 170,, 130; �I2 360 21E1 24Q 190 36D 200 240 ' 180 344 180 224_; i64 340 17Q 224 134{ 330 17A 214 X501 ,5!$ �e540 a 290_ .. 364..._ 250 X 30 , 280. 364 250 980._ _250., 320: 2Zfl %t8 .�24�.: 314 740 400 484 340 730 390 470 340 670 330 420 300 660 324 420 304 640 310 410 290 718 974 450 610 440 950 440 600 440 880 370 540 370 $70 360 530 360 850 330 $20 330 1 3210 490 750 490 1200 480 74q 4801 1110 404 670 4001 1090 380 650 380 1070 370 640 370 2.112 114 140 110 110 100 140 100 100 100 13D 100 100 90 130 90 90 90 130 90 90 80 5116 180 130 130 120 180 130 130 120 170 120 124 110 170 120 120 110 164 110 110 100 318 19 0 134 130 120 180 130_ 130 110 170 120 120 100 170 120 120 1 170 110 110 100 7116 290 i9G 1e0 r- 174 280 434 9°4 .,, 170 270 18a 180 - 154 260 17© 174. DSO 1260 170 170 i50 `�!2 36Q 240 244:210 340 2 ?.4 220 ; 194 ;844 2JQ 220. 190 °334 200 210 180; °6 0 _3_$, 290 554 29d .340: ?4 314 $90 430 554 380 880 420 540 $70 800 384 500 320 780 370 490 320 760 360 480 310 718 3130 $50 734 474 1110 544 710 460 1010 490 640 424 990 480 62C 414 970 470 600 394 1 1380 680 870 580 1360 670 850 570 1240 S70 760 510 1220 550 750 $00 1190 530 730 490 3 -N2 114 140 110 114 100 140 100 100 140 130 100 100 90 130 90 90 90 .130 90 90 80 5116 184 130 130 120 180 130 130 120 170 120 120 110 170 120 120 114 160 110 116 100 318 1 90 130 130 _ 120 180 130 130 110 170 120 120 100 170 120 X 120 100 _ 170 110 11,0_ 100 n. 7fi6 - : =230 S90 °Q 174 280 190 170 270 f,80 180 <: 150 260 ?70 17<! 15026q 174 170' 150, 012 360 240 x40 210 860 240 240.` 210 346 220 x 220;° 190 344 224 224: ia0 "334 - 210 244 180, 518 _590,, 380 .,. -380 320 58q _370_, 3-110 320 340 3 5 2 cd ._ 33Cs e 340.._294 �530_ 334 ,2HU: 314 894 S00 550 440 880 490 540 430 830 430 500 370 820 420 490 370 $00 410 480 $60 718 1240 614 750 530 1220 600 740 520 1350 530 680 460 1140 520 670 450 1110 500 $50 430 1 1610 740 950 634 1600 720 940 620 1480 650 860 550 1456 630 850 540 1410 620 830 520 1. Tabulated lateral design values (Z) shall be multiplied by all applicable adjustment factors (see `fable 10.3.1). 2. Tabulated lateral design. values (Z) are for "'reduced diameter body "' lag screws (sec Appendix L) inserted in side grain with screw axis perpendicular to wood fibers; minimum screw penetration, p, into the maim member equal to 8D; screw bending yield strengths (F F 3 70,400 psi for D = 114 ", F = 60,000 psi for D = 5116 "; F,b = 45,000 psi for D Z 318" 3. When 4D < p < SD, tabulated lateral design values (Z) shall be multiplied by p151D. AMERICAN FOREST & PAPER ASSOCIATION �si�r�s s a 3 V a 8` - A Dimensions Fasteners Dou Fir Larchl5outhem Pine:Ailaivatil0 Loads '. Enstallsd: Uoivn Joist Mode[ Ga Header :Avg Uplift Floor (100} Snoiv {1#5) Roof {129} Co Code Ref• Size No. H B 104 164 Joist Index : �Ilt ( #33) (160 }" .i0d : 164 104. Alid�L10d SAWN LUMBER SIZES 20 1Ma 3' /a 1'!2 4.14d 4 -16d 2-10dxi'h "2333 245 '.j 2G5,,:?4d5'�- :530 `510: 610` 555 `.865.' L4«esf 2,40 LUS24 18 1 /a 3'/a 1 4.10d - 2.1 Od .3850 A 65 490 ' -_ 640 - 735. 800 + 3 j b 37 $7 140 I LU24 2X4 U24 16 1 /a 3'/a 1 %2 4.10d 4-16d 2- 10dx1' /2 :-4.117 240 290`.'445 ` -.555 530. Si,Q `� S16 665,'. � 67% 26, 83 HU26 74 1s /o 3'1+6 2'/+ - 4.164 2- 104X1' /a 5274: 240, 290'; 1 535 &15 S7 -Q:: +.295 %, LUS24.2 18 3'fa 31/4 2 ^ 4-16d 2 -16d 5303 440 440 - 765 -' 880 - 960 Lowest 1,94 OB4 U24 -2 161 /e 3 2 1 4.10d 4-16d 2-1 Od 4117 295 355 445 530 510 610 555 665 +33% 26,83 HU24.2 14 _3' 3'% 3 2 -- 4-1 CA 1 2-1 Od 5270 300 380 - 535 - 615 -- 670 +240% LUS26 18 1 4 1 3 /4 1 4-1 Od - I 4 -10d 5167 930 , ii #5 -: 830 - .955` 1040 r' L6gQs1? 4,37,87, 1140 LU26 20 1 4 1'h 6.10d 6 -16d 4 -f OdXI'h . 3217 1490 565 -' :665 ' 800 765 920._ 830 1000' + 6 %- 2, 40 2x6 U26 16 .1 4�'4 2 fi i0d 4.10dx1'!2 `4950 ' 480 5751 _`665 ; :804 765': 920: -830 1ODD. +43 %0 "" 26, 83 HU26 14 1 9 /a -Via 2'f4 ^ 2- 10dx1'h 5274. 24J 290.;: ;535 615 674`- +,179'/0 HUSH # 6 1 5' /s 3 E14-16d 6.16d 10000 155.0. 1550 ., 2565 2950 3205 + 276 %. 4, 37 LUS26 2 i8 3%a 4' /a 2 - 4.164 607fi 1140 1165 1000 - 1150 1250 Lowest 1,84 26.2 16 3'/0 5 2 8 - 4.10d 7033 590 710 890 1065 1020 1225 1110 1330 t 65% 26, 83,140 DBL 14 3Ya 6"Ma 2 - 4-16d 4 -i6d 8033 1084 1235 1005 - 1155 1255 +172 1,84 2x6 14 3' /a 5a /a 2Y2 9•i6d 4.10d - - 9474 605 725 1470 1235 1340 +233% 26, 83 14 3' /a 5'e 2'/2 - 12 -16d 6 -10d 11383 905 1085 1610 - i850 + 254° W((Max) 18 4 °/a 4' /a 2 4.16d 4 -16d fi433 :.1140 1165, : 1000 ] 150 - :_1250 9 TPL 16 4;1 41/4 2 8 -104 8.16d 4-10d `7033 -590 710_ `:890 , 4065 1020= 1225 -1110 .1330 26,$3 2x6 . 14 4' %0 5'h 2'h - $ 164 10d 9474 :605 725 X070 1235 , 134 14 4 6'/2 2'/2 - 12 - 16d 6 - 104 i 1383. ; 905 .1085' :1610 1850 :� :20 -i0 170 LUS26 18 i 9 % 4 1 4 -i 0d - 4.104 516T 930 1115 830 - 955 - 1040 - LoSVest 4, 37, 97,140 LU26 20 i 4 1'J2 63-10d 6 -164 14- S Otlx1lb 3217 490 565 665 800 765 920 $30 1 OCO + 6 ° l0 2, 40 LUS28 18 Alm 63e 1 6 104 - 4 104 6067 930 1115 5055 140 LU2S 24 1 6 #' /z 8-1 fld $ -i6d 610dx1'h 4017 735 850 $90 1065 1020 1225 1110 1304 +38% 2,40 2x8 U26 16 1a /sa 4 2 6 -SOd 6164 410dx1'fz 4350 480 57S 665 800 765 920' $30 1400 +43/° 83 HU28 14 1 %a 5'/4 2'/4 -� 6.164 4- 10dx1'h 6683 480 575 ^ 805 925 1005 +251% HUS26 16 lafa 5'/a 3 14-164 6-164 10400 1550 1550 2565 2950 3205 + 276% 4. 37 HUS28 16 1 7 3 22-164 8 -i6d 13167 2000 2000 3585 3700 3775 +409% LUS26.2 18 3' /a 4 2 - 4 -16d .--4 -16d - ":6076 1140 1165 ;1000 '' 1150 "' -` =1250 t owest --1 .> LUS28-2 18 3' /a 7 2 - 6 -164 4 -i 6d 7760 11.40 1)'0' 1265 1455 1595 + 8 °Je U26 2 1 B 3' /e 5 2. 8 -10d 8 -i 6d 4-104 7033 ' 590 710 ` 8 1065 1020 4225 ;1110 1330 26, 83 OSL 2x8 HUS28.2 14 3' /a '73',6 2 6 -1 6d 6 164 11190 '1550 1550 1505 11730 1885 + 1$8 °I° 1 � HU28 -2 Min 14. 3S /a 7 2'h - 10 isd 4 -iQd 11383. :605 426 - ' 1344 1540 - 1675 397 °f� 26,83 HU28.2 Max 14 3 I 7 2 h - 14.164 6•lOd ." tb566 X05 TPL LUS28 -3 jal 4 /a 6 2 ^ 6•ifid 4164 7500 1140 1165 -- 1265 - 1455 - 1585 890 1065 1024 1225 ]114 1330 26 $3 2X8 U26 16 4 4'k 2 8 -104 8•16d 4-104 4-1fld 7033 590 710 "6067 °;930 1115' 1055 '- 1210 1324 Law2st' 4,37, 87 LUS28 18 1 ^I,e 20 1g /ra 6 °/a 6a /a 1 6.104 ith 8104 --- 8 =164 6.1Ddx1' /: •:4017 .735 $50 890 1065 1020 4225; >ti10 1300 4 13 °(° 2,40,140 LU28 18 1 /#a 7 1 8 -1 Gd - ' 4.1 Od `7750 .E30 1115: 1275 : - 1470 1595 = + 15 °fa 4, 37, 87,140 LUS210 2x10 LU2i0 20 1 ° / +0 7' %,a 1 10104 10164 610dX1'h 6250 735 8 50: 1i14�1330 1275 15301390 15fi0 +28 % °' 2,40 U210 16 1'h6 7i 2 10 -1Qd t0• ]6d 6 iDdxl'h 5583 ,`720 $65. 1110: 1275 1530 :1390 3 . +76 %` 26,830, 140 HU210 14 1 7 21/4 - $ 4]Ddx1Y2 :9474 - x ': 460 `57 +'1.070 1235. • 1'340 +225 HOMO 16 1 9 3 3o-16d 10 -i6d 16833 LUS28 -2 i8 31/ 7 2 6-164 4 -16d 7/50 1140 1 ]65 1265 1455 - 1585 Lowest 1, 84 LUS210.2 i8 3' /a 9 2 - 8-164 1 8 -164 10906 1710 1745 - 1765 - 2034 -- 2210 +'34% 17$5 2140 1940 2330 488 26, 83 U210.2 16 3 $/a 8 } /2 2 14.144 14-i6d 6.144 11004 B90 1065 ]555 1860 2010 2310 2510 +217 °fo 1,84,140 DBL HUS210 -2 2 x10 14 3' /s 93a 2 - 8 -i6d $i6d 14550 2160 25°0 - - 905 1085 1875 2155 2345 +441 /° NU210.2 Min 14 8' /e a is 2'h 2 14 6.104 i &164 10 -1 Od 14566 15166 1505 1810 - 2410 - 2775 3015 + 467% KU210 - 2 (Max 14 3'!a 8 - 30 i6d 10.164 - 22167 2$55 3430 5190 - 5900 5900 4, 37,140 HHUS210 - 2 ' 14 Wii6 8' /a 3 - 6164 4 - i6d 1500 1140 1165 1205 1A55:' 1585 g LUS28 - 3 18 454a /a 6'l, 2 - 8 2 - $ 164. 6 164 ; 7504 1710 1745 1765 2030: LUS210.3 U210-3 18 4s i6 4 7 2 14 -iQd 14.164 6 104 11000 . :890 -1065 1555 !1860 17$5 2140; -]940 2330 26,83 TPL HU250 3 Min 14 4 " /i6 6 °.- 2'h 14.164 6 104 id5G6 - 945 1085 1875 2155 X345 2x10 HU210 3 (hiax 14 4' /+a $ 2'h - 18 164 10 iOd 15 166 ; °3505 ,1810 241q - 2775; t .015 " /sa 9 3 - 30•]64 10•.164 22167 2855 3434 5190 5900; 5900 HHUS210 3 KGUS210.3 14 4 12 `4 +S /+o 9' /a 4 - 46 -164 16.164 27945;:3630! ,36.30 8750 8940 8040 - 170 QUAD HHU$210 -4 14 6'16 8 3 - 3Q 164 10 164 23500 2855 3430 5190 5900 5900 n �a 2x10 HGUS210 -4 12 6 "/6 9'/6 4 - 46164 16164 ^ - 27945 363Q 363fl 8780 8940 8940 or 16d sinkers may be used Instead of the spetiiiad 164 at 0.85 Of the 4'nai ling na; a holes. .10d commons load values -fill r ; table load value. be used Instead of the specified iQd commons erith no load reduction, 5.DFJSP loads can be used for SCL that has laslener holding X 2,164 sinkers may 3.Uplih loads have been Increased 33% and 60% for earthquake or wind loading with no capacity of Doug 'Fir, o further increase allowed, Divide by 1.33 and 1.60 for normal loading such as In • Hangers da not have an Installed Cost Index cantilever construction. CODES: See page 10 for Cade Listing Key Chart s a 3 V a 8` - A