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Specifications (4) MEC-202-2-0105cl • • Lateral Anchorage Calculat a FINED FOR NOV 1 4 2T? 6ITY OF-TIGAiiU BUILDING DIVISION Dental Lab Hood Unit )19\8740 SW Scoffins St. Tigard, OR F 11 <Gs la • • 17,1 ENGINEER WAS RETAINED IN A LIMITED CAPACITY FOR THIS PROJECT. DESIGN IS BASED UPON INFORMATION PROVIDED BY THE CLIENT WHO IS SOLELY RESPONSIBLE FOR ACCURACY OF THAT INFORMATION. NO RESPONSIBILITY AND/OR LIABILITY ARE ASSUMED BY, OR ARE TO BE ASSIGNED TO. THE ENGINEER FOR ITEMS BEYOND THAT SHOWN IN THESE CALCULATIONS. ENGINEERS Project: Dental Lab Hood STRUCTURAL Client: Bulldog Mechanical Date: 1 1122 Proj. No.: 22-320 B‘: RMM Sheet No.• 270Q SI Fi\JOHN()so S IRLI I Nlil W Al kiE OR 9'222 So 3-40'-1481 I 50;.60.(t4s6 racri 0 bkcrtwriccr, • , i'.i.. ./- Lif ....)'‘‘,.....'D k .„,.,,.- 1; . .fi, 1 - >..,,.„c T i , ,g,...7,<7: 4 \clII---') t-,..A-, • ,-,I-,,,._1(./ -,,,,--f..J ,,• —7 Ii''!„...1,—,,, 1 --__,,,-- 2- P i I ' ' ...,. . ET' kfc I i':. ! , 1 '4- . ' ' I '7 I \ !". .,„.."4",C'''.-.71/41•=.'''''Vli-il:-::="(4, IS,, : i 1 - I i i 1 ' ' e-7,7,**-3 0 -1,7*;-. 1 , 0 ,7-_, ...i`,= •,„ .rm .c7:— '--- 1 v.) : — — , ,,....- 4: • r-fe fa,..e, f, 0 f -"'.4,-- I : , i ti\l'I(:;1' ' —71'' -1:::::'S \(7:> C)14— it . t .' . ..._. V-A-8,41foyi.,-- -:-, • r7: . , ---„, ' ''. ,f.',4. ,. ''''':'71- ',F,,71".''''' 10••-•':'!'"),-Ire'vie,1 .i'e,) ',lr.. • L,4-, il 1.i ,,,, -s.:.....1„----,...t.-...,. L.--4,...-2-.,-,.....)...-1--e.1-..-•e• zi...L........._-,1.7..•!. •"- --' ' /I .t.'t .. , . . :. : . . t-----) - OK' k.--C., ... - . , / 1 i • -.'D ... , n ".'4 1 - -' --- '--- — INC. Project: Dental Lab Hood , . . . STRUCTURAL n 1 Client: Bulldog Mechanical Proj.No.: 22-320 ENGINEERS Date: I 1/22 By: RMM Sheet No.:2'00 SE HARRISON STREE1 MR WAIIKIE OR.91222.503-491-9481.FAX RH-6074486 robtORekengincers.com \ , (-2,3—) ) C5,3L--,V-Ar(171 1 r/A„--: ____, ,,, .,„., , _ __ -,........-- 1 -<:Jk:zrt,cl,k,„A ',. c„ *, .- _ ; - , , ...,* , , •. , ..,.......„ ,-, - -) t-- r-, =I'? III: ; VII-,v. 't, i ,.."- ---))) / -, ' e ,,-, .0„,',,, t '. . I-- -- , *—,..,—tt.,;t 1-1 ti?t t:7,'Y :). r,,u4\i/ 1 +/-2 / i\ ') —T-4,-\,' -,,-:- 1.•r,47-,:i I,..„1 - -, r-- k , ,,4 „.. 4— I's v.f I 1 „,) I „,,„ /- • v.•,--- ' .,,,,,,' - ., i •i -).(07 lz:, ,,.„,k. , .," p'i ,,,,-...., , , 3"v.,' 0 ,,,,,4„•--„,z, t,, -,, ,,, i a • tr-'--A.." " >st ,./„/„Arnie_,. — . 1 i 1 • 1 ,,,- 1 i 1 / \ I 0- ____ 4 , I ett f I I I ) , < 1 . i k.P.--.4:, -,..,.;\,. .- Lit , , r''••,,,••'.••-••" • i , i t—, \\:"\•, ' • --r • ,.. \i „.. , , .1,. ,,-4E,' c::--,t: --7 1 , . . - — --->,10.,/,44.--VD \--,,,,, . ,=-• 'kt‘ 0, .., , .. 1. . ., INC. Project: Dental Lab Hood STRUCTURAL Client: Bulldog Mechanical Proj.No.: 22-320 ENGINEERS Date: 11122 By: RMM Sheet No.: , I 1700 SF 11 ARR1SON SIRFU1.,AM 1.1 At S.'if OR 47222 SOA-607-04S1 FAX 50.A.607.0486 t°ben 04,engincHs corn . .....i,.„, OSHPD SW Scoffins St, Tigard, OR 97223, USA Latitude, Longitude: 45.4310128, -122.766633 • „" , ,...,.. .., V.-, Value Village ak ,..-0,_ e ..... ..- --,,„ - - la/ ---- ,,United States 0 1 w Garden 1-1 • .....4.,...:---," - Postal Service .. ,., Oregorr'kestciration Co SW (./..- Junk King Portland S' o o Shawn Gardner Dancing IP Sykart Indoor Racing Tigard IC WES al ,-,'''. ...-.. . c., - .•..,,,,T;ri Delicious c-)41‘?. 141 Map data©2022 Date 11/10/2022,1139:02 AM Design Code Reference Document AS CE7-16 Risk Category R Site Class 0-Defauh(See Section 11 4,3) Type Value Description S5 0.861 MCER ground motion,(for 0,2 second period) Si 0,395 MCER ground motion.(for 1.0s period) SMS 1.033 Site-modified spectral acceleration value Sm i null-See Section 11.4.8 Site-modified spectral acceleration value DS Numeric seismic design value at 0.2 second SA i.Si null-See Section 11.4.8 Numeric seismic design value at 1,0 second SA Type Value Description SDC null-See Section 11.4,8 Seismic design category Fa 1,2 Site amplification factor at 0.2 second Fv null-See Section 11.4.8 She amplification factor at 1.0 second PGA 0.392 MCEG peak ground acceleration FPGA 1.208 Site amplification factor at PGA PGA 0 473 Site modified peak ground acceleration 'rt. 16 Long-period transition penod in seconds SsRT 0.861 Probabilistic risk-targeted ground motion,(0,2 second) SsUH 0.972 Factored uniform-hazard(2%probability of exceedance in 50 years)spectral acceleration SsD 1 8 Factored deterministic acceleration value.(0.2 second) S1RT 0,395 Probabilistic risk-targeted ground motion (1 0 second) S1UH 0 455 Factored uniform-hazard(2%probability of exceedance in 50 years)spectral acceleration S 1 D 0.6 Factored deterministic acceleration value.(1.0 second) PGAd 0.5 Factored deterministic acceleration value (Peak Ground Acceleration) PGAui-i 0.392 Uniform-hazard(2%probability of exceedance in 50 years)Peak Ground Acceleration CRs 0::. Mapped value of the risk coefficient at short periods CRi 0 867 Mapped value of the nsk coefficient at a period of 1 s . : II:"Zr' i.,.: ,.\_(:)nc)‘,1--: .. tit, Table IlkLAG SCREWS: Reference Lateral Design Values, Z, for • *- -- Single Shear (two member)ComiectIonsku4 11 11 . 1 for sawn lumber or SCL with ASTM A653,Grade 33 steel side plate(for tsed/4")or ASTM A 38 steel side plate(for t,=1/41 (tabulated lateral design values are calculated based on an assumed length of lag : ,•• a: screw penetration,p,into the main member equal to 8D)'-,_..'..1 i(Cloi15ir) .., i g4 1 z gf,laE, _qlai' AA •: 1(0) 1N _ 1 .in,17 11111111M11111 2. Ii Z. Zi 11111111111 to; ibs.Z.L ••••, bs. bs, It, tn. 0.075 170 130 lea 120 15o ila 150 in 150 100 140 100 140 100 130 90 130 90 130 90 (14• • 220 160 200 140 100 130 190 130 190 130 iao 120 leo 120 170 110 170 110 100 100 220 160 200 140 200 130 190 IX) 190 120 180 120 163 120 170 110 170 100 170 100 0.100 114 180 140 170 130 160 120 160 120 160 110 150 110 150 110 140 WO 140 100 140 90 :i 1,• (12 gice 511. 230 170 210 150 200 140 200 140 190 130 103 130 190 120 100 110 In 110 170 110 ' • • 230 160 210 140 200 IIIMI 200 130 200 130 190 120 190 1 , 1.. 11, I.. 110 1 , 110 ,•:: '•i 0.120 ....r- 190 150 Teo 130 170 ix 170 120 160 120 lao 110 160 110 150 100 150 100 140 100 (II psge 230 170 210 WO 210 140 200 140 200 140 190 130 190 130 110 120 180 120 180 110 240 170 220 150 210 140 210 1 , 200 130 200 130 190 1.) 1., 110 180 110 WO 110 0134 200 160 160 140 160 130 170 130 170 120 160 120 660 110 150 110 150 100 150 100 110 csix 0 240 180 220 160 210 150 210 140 200 140 200 130 201 130 190 120 100 120 180 120 . - 10 240 in e 150 220 140 210 1 , 210 140 200 1 , 290 130 032 120 190 120 160 110 0 179 220 170 210 160 200 leo 200 140 190 140 130 130 190 130 183 120 110 120 110 120 (7 me) s#is 280 190 240 170 230 101 230 160 230 150 220 150 220 150 210 130 200 130 200 130 c,.. 3/4270 1'. -, 170 240 leo 240 160 230 160 e, 140 220 140 210 , 210 130 1,, 130 ti'1. 0230 1/4 240 180 220 160 210 150 210 160 200 140 190 140 190 130 WO 120 180 120 180 120 . : (3 049•111 5/16 KO 220 200 160 270 180 260 180 2e0 170 260 I60 250 160 230 150 230 150 230 140 3111 310 220 280 160 270 WO 270 WO 260 170 250 160 250 1170 240 140 230 140 230 140 74:•11.'I,, -..:..; ...tC.::', 1'‘.*-1::;-.''''':.-•,:*;''',1'.•'..'''1',:i..:::3''•i''' ;4.'1: r.'-'';'",' 1.".:.':• ... --- ''',";7:. .:_:•. .,'';',:.•• ''''.. •,''''''4• '':,;:i '..* '•• ":•- :'--.'',44;' .. ;'.' '-,: '-' " ''...:•"H. '.''',:, '''''',. '.'"'' •:'/ si--..:'-', ,..;:',' .;.1:1' -;.-1*,:..,...7.";*. ' "'.' '.7 : "::•12..47' •-:-'''...... i'•,_,...L.':::'; -, ',', ' ' , ' , :-;'r."' 3.44 1110 670 1020 590 960 560 970 550 960 530 920 500 910 500 660 450 85(1 450 NO 410 718 1510 aeo 1300 750 1330 730 i 1320 710 1280 600 1.250 850 1 1230 650 1170 590 1160 590 1140 570 1 1940 1100 ireo 980 1710 910 1700 COO 1650 MO 1603 820 i 1590 010 1500 740 1480 730 1 , 710 114 1/4 240 180 220 100 210 150 210 150 v, v, 200 140 103 130 1133 120 160 120 160 120 3.16 310 220 2E0 203 270 1130 270 160 280 170 260 170 250 MO 230 150 230 150 230 140 ,.1 3/4320 220 200 190 280 180 270 100 210 170 24X) 190 250 100 240 150 240 140 230 140 . ., 7''' -• -;'':'-;'17 ,7--;.%,..f.-: ' ,-3-.-)-;':77r i i --,----7 'tl... '' :7 ' '..,',. ..,•' :' 1 1¶59, --7 '17-, .7,.•-• '4-• • , •. ,,..j i, •4:- .-•.,, 'i - .•-•* . -. s, ' ' ' ... .',.' ...: ' -....• ''.,,,.° ,.- .'" 1 ,......: ;-..,-..-7,„ 1-..;•.7,..,.i,---!t . ;,&;.:1;.,.5,'4,-, "i21..71:,:i.f,:.•:;:: :,:',.::'''; ,V:',::11: ...;'jr`, :1'7:,-,-,,,:'.1, . ..",:.t- ,:.:..,,,.,..,. .•.7:si..„ —,, ,:—.--::, 1200 730 1100 840 1060 800 1050 500 1020 570 1 pao 540 • 960 530 , 930 490 920 480 900 470 IMO 930 1470 620 1410 770 1400 750 ! 1380 720 I 1320 690 1310 600 f 1240 630 1220 620 1200 000 2040 1150 1870 1000 1800 050 1760 930 1 1730 000 1680 050 1660 640 1 1570 770 1 .1 760 1530 740 :ILI: 1. Tabulated lateral deign values,Z,shall be multiplied by all applicabk adjustment facton(see T'sble 10.3.1). 2, Tabulated lateral design values.Z,are for reduced body diameter"lag screws(see Appendix Table L2)inserted in side grain with screw axis perpendicular to wood fibers;screw penetration,p,imo the main member equal so SD;dowel bearing etrengths,F,of 61,850 psi for ASTM A653.Grade 33 steel and 87.000 psi for ASTM A36 steel and screw bending yield strengths,Fo,of 70,000 psi for D..1/4 ,60,000 psi for D-5/16',and 45,000 psi for D?...3ir 3 Where the lag screw penetration,p,is less thin 8D but not less dun 40.tabulated lateral design values,Z.,shall be multiplied by pl3D or lateral design values shall be calculated using the provisions of 11.3 for the reduced penetration. 4 The length of lag screw penetration,p,not including the length of the tapered imp,E(see Appendix Table L2),of the lag screw Into the main member shall not be less than 4D. See 11.1.4.6 for minimum length of penetration,p,.. . i"`I• ..r.1* AMERICAN WOOD COUNCIL ass li 1 Table 11.2A Lag Screw Reference Withdrawal Design Values, Wi € ' ` Tabulated withdrawal design values(W)are in pounds per inch of thread penetration into side grain of wood member. Length of thread penetration in main member shall not include the length of the tapered tip(see 11.2.1,1). Specific Grav ty, 1/4" L ` Screw Diameter D 62 511 6" 7/16" • a iliON 1-118" 1-114" 0.73 397 469 538 604 668 789 905 1016 1123 1226 1327 '7: 1381 14 50 ,.,. ;t5�0 =i:�57 &6 0'14"i" ��07'T .�176 1213' : : ".0.68 357 422 484 �___+ 543 600 709 813 913 1009 1103 1193 ii :iSi::� �M� a�tY�7i _:� ._.+ . �'.:.. ._z.'�13 ««..473 . ...'�531'=%; ,t _�$' :�)_.� �:�14... ...�'�961i= 893, x987..... . 1078t. 1167 0.58 281 332 381 428 473 559 641 719 795 869 940 i 0 55 i• .._.... + 260 307.>, ,..3$? . + .395-. ...:;4R.i .zr316 +...592;• ;;6641 ....4:34..... 842 868 0.51 232 274 314 353 390 461 528 593 656 716 775 22 .:266 :30 iii. -.., , ..+« ....._. .,.. ... ..<..._...« .....«z342 �.a7� ? :513 576t 53ti1 695 '152u 1.49 218µ 258 296 332 367 434 498 559 617 674 730 =°� -�.. ici �iwi.� x Os4fii ilii}2t15 i��i2.+::: 0.46 � +. ,. .___. . »..,..+..�.-_»..r;i'�+t, ..... ..rr; SAS ...�illi:58ti "' ?w;634�.4 686„». 199 235 269 302 334 395 453 508 562 613 664 �::� i.i ;:�. i�». .��-�.,r. :x:.::.,.+,-». max,,...; ,.�.. .., _.� ��25Z' .. 0.43* 179" 212 243 273 302 357 409 w:1#60 CP :, ,r.- zY 459 508 554 600 .0. 2:+ 4' .1'. 73i1 0.41t« 167 198 226+ 'i254w% 281 ' `332 381 4281':11 y*473 h 516 .,. ;,: 559 :t fi� »;i 040 6�1 «L<:. i G:T:.'sa...•'3.iG" K... I.' .1 1 r 218 Pill* [. '4 €� , - . :.. _..++..».. .._ +_1.... »$.».,,.+.,_.:.: M ,�6� �xk= l2i � �i:r�55 _»..497 ,..538 'v € 0.39 155 183 210 236« 261 308 353 397 438 479 8,38 149 ..__. 518 ,� 76. _: _..,_ ......_.._ _ .......+ ----- ...+., % r. ...«�381 #+: ..;422.:w.. �:461v' ,�?398= 0.37i 143 169 194 218 241 285— 326x 367 405 443 479 -4 461 3'. i:fin. *r * ..yy�{� 2.ri'.:� :.3gx.:. 0.35 132 156 179 200 222 262 300: :337 :373 407 441 .0.3 1 . 11 tI :;: , ,. Q .,,.:.149, i's. 67 = 1 riiil l01. 250 w= t.28i,++.+ 3liiiil ,=='339 = 36? I. Tabulated withdrawal design values,W,for lag strew connections shalt be multiplied by all applicable adjustment factors(see Table 10.3,"t). 2. Specific gravity,G,shall be determined in accordance with Table I I.3.3A. 11.2.3.2 For calculation of the fastener reference 11.2.3.4 For calculation of the fastener reference withdrawal design value in pounds, the unit reference withdrawal design value in pounds, the unit reference withdrawal design value in lbslin. of fastener penetra- withdrawal design value in lbs/in. of ring shank pene- tion from 11.2,3.1 shall be multiplied by the length of nation from 11.2.3,3 shall be multiplied by the length fastener penetration,p,,into the wood member. of ring shank penetration,p,,into the wood member. 11.2.3.3 The reference withdrawal design value, in 11.2,3.5 Nails and spikes shall not be loaded in lbslin,of penetration, for a single post-frame ring shank withdrawal from end grain of wood, nail driven in the side grain of the main member, with the nail axis perpendicular to the wood fibers, shall be 11. .4 Deft Bolts and Drift Pins determined from Table 11.2D or Equation 11.2-4, within the range of specific gravities and nail diameters Reference withdrawal design values, W, for con- given in Table 11,2D. Reference withdrawal design nections using drift bolt and drift pin connections shall values, W, shall be multiplied by all applicable adjust- be determined in accordance with 10.1.1,3. ment factors(see Table 10.3.1)to obtain adjusted with- 11 drawal=design values, W. W1800GWD (11.2.4) AAEERICAI I WOOD COUNCIL.