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6 • ALLSTRUCTU RE /t-((Cc c ).2L,..r Engineering LLC MEMORANDUM July 14,2016 Logan Laboratories c/o Wes Johnson 2233 NW 23rd Ave Portland, OR 97210 RE: 14100 SW 72nd Ave T.I. Allstructure#16121.00 Dear Wes: Detail 6 on sheet S2 has a schedule that calls out 600S162-43 studs @ 24"o.c. as the typical stud framing. It is acceptable to use Cemco Viper 20 600VS125-21 studs @ 12" o.c. as an alternate, but it must be sheathed on both sides for its full height. Blocking is not an alternative to sheathing both sides. Detail 5 on sheet S2 shows the bottom track attached to the concrete slab with 0.145"x3/4"PAF @ 12" o.c. maximum. It is acceptable to use 3/8" ITW Red Head Tapcon+ anchors with 2.5" embedment into the concrete @ 4'-0" o.c. maximum as an alternative to attaching the bottom • track. Provide special inspection for anchors per ESR-3699. Use minimum of 2 anchors per length of track. Minimum slab thickness must be 4". Please see attached calculations for clarification. Do not hesitate to contact us should you have any questions. Sincerely, I opi Aaron Heath PE, SE '` �_ 41 PE Project Engineer AH/.mh f REGt�J ,xx, J Attachments: Supporting Calculations � 0 td�P'f EXpiR :June 30,2017 C: file 7140 S.W. Fir Loop,Ste.231 • Tigard,Oregon 97223 v:503.620.4314 • f 503.620.4304 • www.aflstructure.com ' — ( WR LL FRAM Inlf , H -a...6 i—o <c C No s epix E pl cr t„.)Art.-L , rNAX, 1,1_0 CA-55u frs EQ) z I i I LA,sE ‘ oovS (yS ` Zt P i j i ((�L� = 5 p- _, Cl _ S psi_ d , , --,-- )1.- 1 = ( Sz) 9 iw- ,(II o .) t s 6 \ 14 a 0 i a , i r_— ,,-- , 1, AS ALLSTRUCTURE ILI i w s(&) 7Z�6ktr- T t BY A-/71 DATE 11L Engineering LLC CHK BY 6 DATE 7140 SW Fir Loop, Suite 231 JOB NO I ZI d c=70 Tigard, Oregon 97223 v:503.620.4314 • f: 503.620.4304 SHEET ( OF Cc.�� Corporate Headquarters Manufacturing Facilities Structural Engineering/Design Technical Services C 111 C O 263 N.Covina Lane City of Industry,CA 1001-A Pittsburg Antioch Hwy 263 N.Covina Lane City of Industry,CA 91744 Denver,CO Pittsburg,CA 94565 Phone: .775.2362 I Fax:626.330.7598 Ft Worth,TX g City of IndustryCA 91744 Steel Framing and Metal Lath cemco800steel.com Pittsburg,CA Phone:925.473.9340 I Fax:925.473.9341 Phone:800.416.2278 I Fax:626.369.7243 INTERIOR NON-LOAD BEARING VIPERSTUDS° ViperStud Section Properties 3 Gross Properties Effective Properties Alowable u.ao4u, ay' '6-1'4-r' rado6.d nod .a�,uwt,' s.m:'� 1'4'Moment � v�, .� ,,,, Model No` Gauge Member Design(in) Min(in) Yield(ksi) Weight(lb/ft) Area(in') tx(tre rx(in) ly(in") ry(in lad(inSx(in' Ma(in-k) Mn)(in-k) Mnd(in-k Mn(in-k) Lu(in 16295125-15 0.0155 0.0147 50 0.24 0.071 0.032 0.671 0.015 0.461 0.032 0.024 0.66 1.42 I,1 �102f18mil) 25.1 25095125-15 0.0155 0.0147 50 0.29 0.085 0.084 0.998 0.017 0.452 0.090 0.042 1.17 272 ,212 =`i72f Smd); 24.8 Viper25 25EQ 36295125-155 0.0155 0.0147 50 0.35 0.102 0.199 1.390 0.019 0.435 0.205 0058 1.60 2.90 1. 44a. 2.��2,47(18mt(�" 24.5 40095125-155 0.0155 0.0147 50 0.37 0.108 0.250 1.520 0.020 0.429 0.255 0.061 1.69 3.06 106 i2.14f'8miC 24.4 60095125-155 0.0155 0.0147 50 0.47 0.139 0659 2.180 0.022 0.391 0.628 0.085 2.36 421 E 4:27 44J3(( m 1 23.7 16295125-20 0.0205 0.0195 57 0.32 0.093 0.042 0.673 0.020 0.459 0.050 0.038 1.18 2.742J4 i`1J+9(30ant) 23.4 25095125-20 0.0205 0.0195 57 0.38 0.111 0.111 1.000 0.023 0.451 0.129 0.067 2.05 4.50 `3, 349(30m4)` 23.1 Viper20 20EQ 36295125-20 0.0205 0.0195 57 0.45 0.134 0.261 1.400 0.025 0.433 0.298 0.090 2.85 6.10 5 5 =514(30in):" 22.8 r 40015125-21 0.0220 0.0209 57 0.52 0152 0352 1.520 0.028 0.426 0.377 0.117 3.69 8.0274(30mi1) 22.7 60895125-21' a0220 0.0209 57 0.67 0.196a929• 2.180 0.030 0.394 0.869 0.161 5A6 11.20 - g16 900(3Qmd} 22.0 16295125-30 0.0312 0.0296 33 0.46 0.135 0.062 0.680 0.028 0.455 0.062 0.067 1.32 2.21 2.38 1.99(30 m1) 30.8 25095125-30 0.0312 0.0296 33 055 0.161 0.166 1.020 0.032 0.448 0.163 0.120 2.31 3.96 3.86 3.49(30 mil) 30.1 Viper 30mil 20DW 36215125-30 00312 0.0296 33 0.67 0.197 0.391 1.410 0.037 0.431 0.385 0.172 3.39 5.67 5.85 5.14(30 m1) 297 40095125-30 0.0312 0.0296 33 071 0.209 . 0.493 1.540 0.038 0.425 0.486 0.191 3.78 6.31 632 574(30 mil) 29.6 60095125-30 0.0312 0.0296 33 0.29 0.211 1.310 2.190 0.042 0.392 1.230 0.341 5.95 11.30 9.93 9.00(30 mil) 28.7 f 16295125-33 0.0346 0.0329 33 0.50 0.147 0.069 0.683 0.030 0.453 0.068 0.077 1.53 255 271 2.29(33 mil) 30.8 25095125-33 0.0346 00329 33 0.61 0.178 0.183 1.010 0.036 0.447 0.181 0.137 2.65 4.53 4.02 4.01(33 mil) 30.1 Viper 33 m1 2OSTR 36295125-33 0.0346 0.0329 33 075 0.220 0.432 1.400 0.040 0.429 0.428 0.201 3.96 6.62 615 6.00(33 mil) 29.7 40095125-33 0.0346 0.0329 33 078 0.230 0.544 1340 0.041 0.424 0539 0.224 4.42 7.38 7.53 6.70(33 mil) 29.5 600115125-33 00346 0.0329 33 0.02 0.301 1.440 2.190 0046 0.391 1.390 0.400 6.93 13.20 11.60 10.55(33 mil) 28.6 NOTES: 1.Viper25 and Viper20 nominal moments exceed conventional stud nominal moments in all cases as required for oll EO studs by section 9.5 of a Non Structural Code Compliance Certification Program. 2.Viper25 and Viper20 nominal moments are based on testing.Allowable moment(Ma)is calculated with safety factor of 1.81 in accordance with chapter F of AIS)5100-07 specification. 3.Nominal amount for Viper 30mi1,Viper 33mi1,and conventional studs are based an calculations per AISI S100-07.Allowable moments(Ma)con be calculated with o 1.67 safety factor. 4.Section properties are in accordance with AISI 5100-07,Viper25 and Viper20 section properties are based an testing. S.Web depth-to-thickness ratio exceeds 200. 6.Web dept-to-thickness ration exceeds 260. 7.Viperstud is considered fully braced when unbraced length is less than listed Lu. 8.Km assumed to be zero for distortional buckling moments- Z C � Corporate Headquarters Manufacturing Facilities Structural Engineering/Design Technical Services !C 111 C O 263 N.Covina Lone City of Industry,CA 1001-A Pittsburg Antioch Hwy 263 N.Covina Lane City of Industry,CA 91744 Denver,CO Pittsburg,CA 94565 Phone:800.775.2362 I Fax:626.330.7598 Ft Worth,TX ur g lily of Industry,CA 91744 Steel Framing and Metal LathPittsbCA Phone:925.473.9340 I Fax:925.473.9341 www.cemcosteel.com 9. Phone:800.416.2278 I Fax:626.369.7243 INTERIOR NON-LOAD BEARING VIPERSTUDS° NON-COMPOSITE LIMITING HEIGHTS-FULLY BRACED Model No Depth(in) Gouge Member Designation I Design fin) Min fin) Yield(ksi) Spacing(ox.)I V120 V240 V360 1/120 11240 1/360 1/120 1/240 11360 16205125-15 0.0155 0.0147 50 12 1 9'-51 7'-6" 6'-7" 7'-8"f 6'-7" 5'-8" 6'-7"f 6'-0" 6'-0" 1-5/8 25E0 162VS125-15 0.0155 0.0147 50 16 1 8'-11 6'-10" 6'-0" 6`4"f 6'-0" 5'-2" _ _ 16205125-15 0.0155 0.0147 50 24 16'-7"f 6'-0" 5'-2" 5'-5"f 5'-2" 4'-6" 2-1/2 25EQ 25005125-15 0.0155 0.0147 50 12 12'-61 10'-7" 9'-2" 10`-2"f 9'-2" 8'-1" 8'-10"f 8'•5" 8'-5" 25005125-15 0.0155 0.0147 50 16 11W-101 9'-7" 8'-5" 8'-101 8'-5" 7'-4° 7'41"f 7'•7" 1'-7" 25005125-15 0.0155 0.0147 50 24 8'-10"f 8'-5" 7'-4" 7'•1"w 7'•l"w 6'-5" - - - 3-5/8 25E0 362VS125-15 0.0155 0.0147 50 12 1 14;7:f 13'-11" 12'-1" 11'_11"f ll'-11"f i0'-7" 10'-4"f 10'-41 l0'-4"f 36205125-15 0.0155 0.0147 50 16 ( 12'-81 12'-7" 11'40" 10'•4"f 10'-41 9'•7" 9'•0"f 9'-0"f 9'-0"f 36205125-15 0.0155 0.0147 50 24 I 10'-4"f 10'-4"f 9'-7" 8'-5"f 8'-5"f 8'-5" 6'-7"w 6'-7"w 6`-7"w 40005125-15 0.0155 0.0147 50 ( 12 115'-0"f 15'-0" 13'-l" 12'-4"f 12'-4"f 11'-5" 10'-7"f 10'-71 10,-7"f 4 25EQ 40005125-15 0.0155 0.0147 50 16 • 13'-0"f 13'-0"f 11'-11" 10'-7"f 10'-71 10'-5" 9'-2"f 9'-21 9'41 40005125.15 0.0155 0.0141 50 I 24 110'-7"f 1 10'-7"f 10'-5" 8'-6"w 8'-6"w 8'-6"w 6'-5"w 6'-5"w 6'-5"w 60085125.15 0.0155 0.0147 50 12 1 17'-81 1 17'-8"f 17'-7" 14`•1"w 14'-1"w 14'-1"w 10'-7"w 10'-7"w 10'-7"w 6 25EQ 60005125-15 0.0155 0.0147 50 16 15'-5'q 115'-5"1 15'-5"f 10'-7"w 10'-7"w 10'-7"w 7'-11"w 7'-11"w 7'-11'w 60005125-15 0.0155 0.0147 50 24 10'-7"w,10'-1"w 10'-7"w 7'-0"w 7'-0"w 7'-0"w - - - 16205125-20 0.0205 0.0195 57 12 t 10'-11" 8'-8" 1'-7" 9'-6" 7'-7" 6'•7" 8'-8" 6'•11" 6'-0" 1-5/8 20EQ 16205125-20 0.0205 0.0195 57 16 9'-11" 7'-11" 6'-11" 8'-8" 6'-11" 6'-0" 7'48"f 6'-4" 5'-6" • 16205125-20 0.0205 0.0195 57 24 8'-8" 6'•11" 6'-0° 7'-2"f 6'-0" 5'-4" 6'-4"f 5'-6" 4'-10" 2-1/2 20EQ 25005125-20 0.0205 0.0195 57 12 1 15'-0" 11'-11" 10'-5" 13'-1" 10'-5" 9'-1" 11'-8"f 9'-6" 8'-4" 25005125-20 0.0205 0.0195 57 16 1 13'-7" 10'-10" 9'-6" 11'-81 9'-6" 8'-4" 10'-11 8'-7" 7'-6" �__-_.-._.__-25005125-20 - 0.0205 0.0195 57 24 , 11'-8"f 9'-6" 8'-4" 9'-6"f 8'-4" 7'•2" 8'•4"f 7'-6" 6'-7" VIPER20 362115125-20 0.0205 0.0195 57 12 19'-6"f 115'-10" 13'-10" 15'-11"f 13'-10" 12'-0" 13'-10"f ..--1-07-717- 12'-6" 3-5/8 20EQ 36205125-20 0.0205 0.0195 57 16 16'-11"f 1 14'-4" 12'-6" 13'-101 12'-6" 10'41" 11'-111 11'-5" 911" 36205125-20 0.0205 0.0195 57 24 13'-101 12'-6" 10'-11" 11'-21 10'-11" 9'-6" 9'-8"f 9'-8"f 8'-8" 40005125-21 0.0220 0.0209 57 12 21'-6" 17'-0" 1411" 18'1"1 1411" 13'-0" 15'-81 13'-6" 11'-10" 4 20EQ 40005125-21 0.0220 0.0209 57 16 19'-21 15'-6" 13'-6" 15'-8"f 13'-6" 11'-10" 13'-71 12'-4" 10'-8" --_- _i 40005125-21 0.0220 0.0209 57 24 15'8"f 13'-6" 11`-10" 12'-10"f 11'-10" 10'-4" 11'-11 10,-8" 9'-5" 600V5125-21 0.0220~ 0.0209 57 2677 22'-6" 19'8" 21'2"f 19'-8" 17'-2" 18'-51 17'-11"--15'-7" • 6 20E0 60005125-21 0.0220 0.0209 57 1 22'-6"f 20'-5" 17'41" 18'-51 17'-i1" 15'-7" 15'-11")15'-il"f 14'-2" 0005125-21 0.0220 0.0209 57 J 24 ( 18'-51 17'-11" 15'-7" 15`-01 15'-01 13'-7" 12'-1"w 121"w 12'-1"w 1-5/8 200W 16205125-30 0.0312 0.0296 33 1 12 11,-8" 9'-4" 8,-1" 10'-2" 8'-1" 7'-1" 9'-4" 7'5" 6'-6" 16205125-30 0.0312 0.0296 33 16 10'-8" 8'-6" 7'5" 9'-4" 7'-5" 6'-6" 8'-11 6'-8" 511" 16205125-30 0.0312 0.0296 33 I 24 9'-4" 7'-S" 6'-6" 7'-8"f 6'•6" 5'-7" 6'-7"f 5'-I1" 5'-1" 2-1/2 200W 25095125-30 0.0312 0.0296 33 12 16'-2" 12'-11" 11'•4" 14'-2" 11'-4" 9'-10" 12'-5"f 10'-2" 8'-11" 25005125-30 0.0312 0.0296 33 16 14'-8" 11'-8" 10'-2" 12'-5"f 10'-2" 8'-11" 10'-81 9'-4" 8'-1" 25095125-30 0.0312 0.0296 33 24 1 1 12'-51 10'-2" 8'-1l" 10'-i1 811" 7'-10" 810"f 8'-I" 7'-l" VIPER • 35295125-30 0.0312 0.0296 33 12 21'-01 17'•2° 15'-0" 17'-5"f 15'-0" 131" 15'-01 13'-7" 1111" 30mil 3-5/8 20DW 35205125-30 0.0312 0.0296 33 16 18'•51 15'-7" 13'-7" 15'-01 13'-7" 11'-11" 13'-0"f 12'-5" 10'40" 35205125-30 0.0312 0.0296 33 24 15'-0"1 13'-7" 11'-11" 12'-01 11'-11" 10'-5" 10'-71 10'•7"f 9'-5^ 40005125-30 0.0312 0.0296 33 12 22'-61 1 18'-6" 16'-2" 18'-41 16'-2" 14'-r• 15111 14'-8" 12'-11" 4 20DW 40005125-30 0.0312 0.0296 33 16 19'-5"f16'•10" 14'-8" 15.11"f 14'-8" 12'-11" 13'-81 13'-5" 11,-8" 40095125-30 0.0312 0.0296 33 24 115'-11"f� 14'-8" 12'-11° 13'01 12'-11" 11`-2" 11'-2"f 11'-21 10'-2" 60005125-30 0.0312 0.0296 33 12 28'-21 125'-4" 22'-1" 23'-01 22'-1" 19'-4" 19'-111 19'-11"f 17'-6" 6 20DW 60005125-30 0.0312 0.0296 33 16 24'-5"1 123'-0" 20'-1" 19111 19'-i11 17'-6" 17'-21 17'-2"f 1511" 60005125-30 0.0312 0.0296 33 24 119111119111 17'-6" 16'-4"f 16'-4"f 15'-4" 12'-S"w 12'-5"w 12'•5"w 16205125-33 0.0346 0.0329 33 12 12'-1" I 9'-7" 8'-5" 10'-7" 8'-5" 7'-4" 9'•7" 7'-7" 6'-8" 1-5/8 20510 16205125-33 0.0346 0.0329 33 16 11'-0" 8'-8" 7'-7" 9'-7" 7'-7" 6'-8" 8'-81 6'-11" 6'-1" 16205125-33 0.0346 0.0329 33 24 1 9'-7" 7'-7" 6'-8" 8'-2"f 6'-8" 5'-10" 7'-I1 6'-i" 5'.4" 2-1/2 25005125-33 0.0346 0.0329 33 12 16'-10" i3'-4" 11'-7" 14'-8" 11'-7" 10'-7" 13'-4"f 10'-7" 9'-2" 20510 25005125-33 0.0346 0.0329 33 16 15'-4" 121" 10'-7" 13'-41 10'-7" 9'-2" 11'-6"1 9'-7" 8'_5" 25005125-33 0.0346 0.0329 33 24 13'-4"f 1 10'7" 9'-2" 10'-10"f 9'2" 8'-1" 9'-5"f 8'-5" 7'-0" __.__......_. �� _ ____ ____ VIPER 36295125-33 0.0346 0.0329 33 12 122'-5" 17'-10" 15-6" 18'-10"f 15'-6" 13'-7" 16'-4"f W14'-1" 12'-4" • 3-5/8 205TR 36205125-33 0.0346 0.0329 33 16 (19'-11"f 16'-1" 141" 16'-4"f 14'-1" 12'-4" 14'-1"f 12'-10" 11'-2" 3621/5125-33 0.0346 0.0329 33 I 24 j 16'-41 14'-1" 1T-4" 13'-4"f 12'-4" 10'-10" 11'-6"f 11'-2" 910" 40005125-33 0.0346 0.0329 33 12 124'-2° 19'-2" 1610" 19`-101 16'-10" 14'-7" 1T-21 15'-2" 13'4" 4 20STR 40005125-33 0.0346 0.0329 33 16 21'-0"f 17'-5" 15'-2" 17'-21 15'-2" 13'-4" 14'-ill 13'-10" 12'-1" 40045125-33 0.0346 0.0329 33I 24 l7'-2"f 15'-2" 13'-4" 14'-01 13'-4" 11'-7" 1T-11 12'-1" 10'-7" 60005125-33 0.0346 0.0329 33 12 30'-5"f 1 26'-4° 23'-0" 24'-10"f 23'-0" 20'-1" 21'-61 20'-11" 18'-2" 6 20510 60005125-33 0.0346 0.0329 33 16 26'-4" 23'-11" 20'-11" 21'-6"f 2011" 18'-2" 18'-7"f 18'-7") 16'-7" 60005125-33 0.0346 0.0329 33 44 I 21'-6"f 20'-11" 18'-2" 17'-61 17'-61 1511" 15'-2"1 15'-21 14'-6" "I"-flexure controls;"s"-shear centrals;"w"-web crippling controls.No letter nest to the number means deflection controls. NOTES: 1.limiting heights are in accordance with AISI 5100-07 using all steel non-composite design. 2.limiting heights are established by considering flexure,sham,web crippling,and deflection. 3.For bending,studs are assumed to be adequately braced to develop full allowable moment.Studs ore considered fully braced when unbraced length is less the Lu. 4.Viper25&Viper20 distortional&local buckling moments and stiffness are based on testing in accordance with App.A of a non-structural code compliance program. 5.For web crippling,when h/ta 200,the web crippling values are computed based on section(3.4.1 of 4151 S100-07,when h/t>200,the web crippling values are based on testing with a bearing length of 1"and fastened to support. 6.Na web stiffeners are required for studs with h/t>200,web crippling end shear values hove been confirmed by testing. 7.The factory punchouts are in accordance with section(5 of the A1015201-07.The distance from the center of the lost punchout to the end of the stud is 12". ESR-2620 I Most Widely Accepted and Trusted Page 4 of 6 TABLE 3—LIMITING HEIGHTSI'2'3,4(ft-in)–Continued DEPTH STUD SPACING 5 psf 7.5 psf 10 psf (in) (DESIGNATION) (in) L/120 1/240 L/360 L/120 L/240 L/360 L/120 L/240 L/360 ' Viper25 12 22-1 18-3 16-3 19-3 15-11 14-2 16-8 14-6 12-11 (400VS125-15) 16 20-0 16-7 14-9 16-8 14-6 12-11 14-5 13-2 11-9 24 16-8 14-6 12-11 13-7 12-8 11-3 11-9 11-6 10-1 Viper20 12 24-0 19-1 16-8 21-0 16-8 14-7 19-1 15-2 13-3 (400VS125-21) 16 21-10 17-4 15-2 19-1 15-2 13-3 17-4 13-9 12-0 24 19-1 15-2 13-3 16-8 13-3 11-7 14-11 12-0 10-5 Viper 18mi1 12 20-6 18-5 16-3 16-9 16-1 14-2 14-6 14-6 12-11 (400S125-18) 16 17-9 16-9 14-9 14-6 14-6 12-11 12-7 12-7 11-9 4 24 14-6 14-6 12-11 11-10 11-10 11-2 10-3 10-3 9-11 Viper 27mi1 12 24-9 19-8 17-2 20-7 17-2 15-0 17-10 15-7 13-8 (400S125-27) 16 21-10 17-11 15-7 17-10 15-7 13-8 15-5 14-2 12-4 24 17-10 15-7 13-8 14-7 13-8 11-10 12-7 12-4 10-9 Viper 30mi1 12 25-2 20-0 17-6 22-0 17-6 15-3 19-5 15-11 13-10 (400S125-30) 16 22-11 18-2 15-11 19-5 15-11 13-10 16-10 14-5 12-7 24 19-5 15-11 13-10 15-10 13-10 12-1 13-9 12-7 10-11 Viper 33mi1 12 25-8 20-4 17-10 22-5 17-10 15-7 20-4 16-2 14-1 (400S125-33) 16 23-4 18-6 16-2 20-4 16-2 14-1 18-4 14-8 12-10 24 20-4 16-2 14-1 17-3 14-2 12-4 15-0 12-10 11-2 Viper25 12 24-8 23-9 21-1 22-3 20-9 18-5 20-0 18-10 16-9 (600VS125-15) 16 22-11 21-7 19-2 20-0 18-10 16-9 17-5 17-2 15-3 24 20-0 18-10 16-9 16-5 16-5 14-8 14-2 14-2 13-0 12 29-1 25-7 22-6 25-10 22-4 19-8 23-8 20-4 17-11 Viper20 (600VS125-21) 16 26-9 23-3 20-6 23-8 20-4 17-11 21-9 18-6 16-3 24 23-8 20-4 17-11 20-11 17-9 15-7 18-2 16-2 14-2 Viper 18mi1 12 25-5 24-9 21-8 20-9 20-9 18-11 18-0 18-0 17-2 (600S125-18) 16 22-0 22-0 19-8 18-0 18-0 17-2 15-7 15-7 15-7 6 24 18-0 18-0 17-2 14-8 14-8 14-8 12-9 12-9 12-9 12 29-7 25-11 22-8 24-2 22-8 19-9 20-11 20-7 18-0 Viper 27mi1• 16 25-7 23-6 20-7 20-11 20-7 18-0 18-1 18-1 16-4 (6005125-27) 24 20-11 20-7 18-0 17-1 17-1 15-8 14-9 14-9 14-2 Viper 30mi1 12 31-10 26-9 23-4 26-0 . 23-4 20-5 22-6 21-3 18-6 (6002S125-30) 16 27-7 24-3 21-3 22-6 21-3 18-6 19-6 19-3 16-10 24 22-6 21-3 18-6 18-5 18-5 16-2 15-11 15-11 14-8 Viper 33mi1 12 34-5 27-7 24-1 28-1 24-1 21-1 24-4 21-11 19-2 (600S125-33) 16 29-10 25-1 21-11 24-4 21-11 19-2 21-1 19-11 17-5 24 24-4 21-11 19-2 19-11 19-2 16-9 17-2 17-2 15-2 For SI: 1 inch=25.4 mm,1 psf=47.88 Pa. 1Sheathing, as specified in Section 3.2.2, must be attached to both faces of the wall for the full height of the wall with the long dimension 'Sheathing to the studs. Sheathing must be fastened to the studs with fasteners as specified in Section 3.2.3 at a maximum spacing of 12 inches o.c. Sheathing must be fastened to the tracks with the fasteners as specified in Section 3.2.3 at a maximum spacing of 12 inches on center for walls with studs spaced at 24 inches on center. Sheathing must be fastened to the tracks with the fasteners as specified in Section 3.2.3 at a maximum spacing of 16 inches on center for walls with studs spaced at 12 or 16 inches on center. - •,• • ---- •ing must be in accordance with Sections 4.6.3 and 4.6.4 of GA-216 or Section 7.5 of ASTM C840. 4End bearing must be a minimum of 1 inch. LI [SOTTO A T cK Go NN, z fs r- L ) -A Nct-kS f' s t 1 / Ne". V U-5 Z%2 vA66-p, L._ TA Lo a�J ÷- A Nc lko K. ti -oil D.C. , { zs� 5 Z.5 ? -F M )24- oTS \ 3 H _ S1 (=T - 3 0� •ASS ALLSTRUCTURE BY DATE l L Engineering LLC CHK BY DATE 7140 SW Fir Loop, Suite 231 )l0! Tigard,Oregon 97223 JOB NO v: 503.620.4314 • f:503.620.4304 SHEET 5 OF JI �� ( ClarkWestern Building Systems CW Tech Support: (888)437-3244 clarkwestern.com 2007 North American Specification ASD DATE: 7/13/2016 SECTION DESIGNATION: 600T125-43 [33] Single 3 2 Section Dimensions: Web Height= 6.161 in 1 Top Flange = 1.250 in Bottom Flange= 1.250 in Inside Corner Radius= 0.0712 in Design Thickness= 0.0451 in Steel Properties: Fy= 33.000 ksi Fu = 45.000 ksi Fya= 33.000 ksi 6 4 5 Gross Properties A(gross) Weight A(net) Sxx lxx Rx lyy Ry (inA2) (Ib/ft) (inA2) (inA3) (inA4) (in) (inA4) (in) 0.3829 1.3030 0.3829 0.6041 1.8611 2.2046 0.0435 0.3371 Effective Properties Ixx(defl) Sxx Ma-xx Vag Syy Ma-y (inA4) (inA3) (Ft-Lb) (Ib) (inA3) (Ft-Lb) 1.7730 0.4612 759.4 1377 0.0246 40.4 Torsional Properties Jx1000 Cw Xo m Ro Beta (inA4) (inA6) (in) (in) (in) 0.2596 0.3069 -0.513 0.335 2.288 0.950 Warping Torsional Properties a Sxx(lip) Wn(1) Wn(2) Wn(3) Wn(4) Wn(5) Wn(6) (inA3) (inA3) (inA2) (inA2) (inA2) (inA2) (inA2) (inA2) 55.6 0.4612 2.7284 2.7284 -1.0253 1.0253 -2.7284 -2.7284 Web Crippling -Allowable Loads, Pa (Ib) End Bearing Length = 1.00 (in) Interior Bearing Length = 3.50 (in) Cond. 1 (E1 F) Cond. 2 (I1 F) Cond.3 (E2F) Cond.4 (12F) 186 483 140 326 l0 tA Project 1 /4 ruspec> Project number Version 1.2.0.3 ANCHOR DESIGN SOFTWARE Contact aaronh 7/14/2016 Anchor Calculation Tapcon+ - Carbon 3/8" Product information Tapcon+ -Carbon Material Carbon Type Mechanical anchor Approval RedHead-Tapcon+,Sammys Drill hole depth 2 3/4" Nominal drill bit diameter 3/8" Nominal anchor depth 2 1/2" ✓/ Effective anchor depth 1.78" Material Concrete(Normal Weight) Concrete Compressive Strength 3000 psi Zone Cracked Concrete(Tension Zone) Concrete Reinforcement Reinforcement of tension forces No Reinforcement of shear forces No Reinforcement to control splitting No , Do not evaluate concrete breakout in tension No Do not evaluate concrete breakout in shear No • Geometry Anchor Anchor arrangement Single Anchor without slotted hole Edge Distances/Concrete Thickness Concrete thickness h 4.000 in Load Load Tension ShearNu Olbf Shear VuY 400 Ibf. Vuz 0 lbf Tension load conditions Sustained Tension No Shear load conditions Use anchors with built-up grout pads No Load combination ITW Commercial Construction,North America 700 High Grove Blvd Glendale Heights, IL 60139 (P)1-800-726-7386 (F)1-630-893-1291 RED HE www.itwredhead.com tech@itwccna.com A Project 2/4 trusiec Project number Version 1.2.0.3 ANCHOR DESIGN SOFTWARE Contact aaronh 7/14/2016 • Anchor Calculation Tapcon+ - Carbon 3/8" • Load combination , Load factor ACI 318 Chapter 9.2 Seismic Seismic category C, D,E or F Yes ✓' 'Section-forces Anchor Nr. Tension[Ibf] Shear[Ibf] 1 0 Ibf 400 Ibf !St4e., aFY. S vrv` «s e t r x?1' ms's irk4 n kty a � ��;t a t` r a fv j�.1Ga v '.a md4e m 4mmer velsvr:;vr':r4 .40-.0gA Verifications ACI 318-11 Total capacity due to steel failure at shear force Vua 400lbf fi��Vsa 1752lbf Vua [lbf] Vsa [lb f] 0Vsa [lbfl 13v [%] zr 400 0.60 2920 1752 22.83 ITW Commercial Construction,North America 700 High Grove Blvd Glendale Heights, IL 60139 (P)1-800-726-7386 (F)1-630-893-1291 RED HE 1 9 6 www.itwredhead.com tech@itwccna.com ' trtispec A Project 3/4 • > Project number Version 1.2.0.3 ANCHOR DESIGN SOFTWARE Contact aaronh 7/14/2016 Anchor Calculation Tapcon+ - Carbon 3/8" • Concrete pryout failure-Shear-Anchor group(Controlling anchor: 1) Y Nb=kc•.1a• fc•hf kc Aa f; [psi] hef [in] Nb [lb fl 17 1.00 3000 1.780 2211 _ ``1Nc Ncbg `4Nc0 V1ec,N'Wed,N'V1c,N'Vicp,N'Nb QNc [�2] ANc0 [in2] V'ec,N V'ed,N Vfc,N V'cp,N 28.516 28.516 1.000 1.000 1.000 1.000 IN b 1[1bf] Ncbg [If] 221 2211 Vcpg=kcp•Ncbg kcP Ncbg [Ibf] Vcpg [If]1.00 2211 2211 _ Vua __ 400lbf 16N °' seismic'Vcpg 1161 Ibf Vua [lb f] 0 °seismic Vcpg [lb fl °'°seismic'Vcpg [lb f] 400 0.70 0.75 �/ 2211 1161 BN [opo,' 34.46 ✓/ The selected Anchor is applicable. 4: ITW Commercial Construction,North America 700 High Grove Blvd Glendale Heights, IL 60139 (P)1-800-726-7386 (F)1-630-893-1291 RED a www.itwredhead.com tech@itwccna.com q