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Plans (102) LIVERMORE RECEIVGI CHNIETEERCITNUGRINCE & , . OCT 2 0 2016 CITY OF TIGARD BUILDING DIVISION Burnham & Ash Apartments SW Ash Ave & Burnham St Tigard, OR Structural Calculations 1-15 CP2fit c0( T3 City of Tigard A• • •v-d Plans By 'k L Date to OFFICE __ By4*4 PROF IN 13967 11-P:11% (141' 4. 4HAEL k.°%.- �/ I r aPIRES• ,16 Permit Issue 10/17/16 Project Number: 216011.00 5125 SW Macadam Ave.,Suite 200,Portland,Oregon 97239•Phone 503-892-3002•www.livermoreae.com ■ Project name: A 13 1-A- Sheet: ANER-MtpRe- architecture&engineering,inc. Proi No.: Z1601 By: (Le&fiJ Date:/1 31 I industrial•commercial d (-IAD&P- C V- .ta0 rn\oh Ey.tb�ckc3 �-1 3d e. '. n i Z .4v ,u nIe-d— aL nC 3 ket 0.ss a 7- I.c.) (c'd r(a) tlJkOC 6 0.002:36 kh kat gatV �- o 400 2, (0.4)0 .0)(D i t z.0) c s � Li • 9(4?s fi . t� t .3 (±sct3,i -3S.vt4 ± 3 (.1. -- 5 1) " fit . osF ,0 -39 . 3 is r 2, Ce .0) .0) 73 9 .3 - 3 9 . 3 r 5-c) ~ p - (4 .0)(4. a) (t6 .0) : A () ps J 140 SW Arthur Street, Suite 200 • Portland, Oregon 97201 • 503-892-3002 • 503-892-3003 Project name:f,aii,uN 4, A ( {/ q2?441i/7u75 Sheet: �- if";:ilit' ,41).VP.."Mt9'''131:h".:).2 architecture C engineering,inc. Proj No.: h6 01/ . 6 6 By: 7A Date:/6//4114 industrial•commercial - ie /".-/../c �, Z V j ^ ik/ 1 �a 2` o„ 4 7 4„ _._._._..� ?_.�,.....,. _a e / it - XesJ.S-17- .S, - z s/Jsiv. ,f i,/t l(34',/S)"/+l‘/t!1- Lhi , B \• BL 1311,/2. t.L.X.\\ -. Li'-bN---7t- v-- i; lY7 WI - 15 / S/)rrnl — /- o Ll 1---l3 el /Aii 56-x3-2,1 6 .0.,._-_-_- ( e.),2c/ stzZSp5'r� A L4 = �t >2/Z2.___i G$ G✓,_ -z 11 s/-2 (w,/1),.. 4.Vwr1iw, r-21,3 /ji1-&ss11r2ej Q F i. v 7'16/. L-'r 27'-f II-p" ' 1:. - L.c . ( 0 -- 8 _*SL- -t, 0-9 . S 1-6,175 lam✓ Gu, _ f3� - _ _ - pi._ -_r__- 61 pfr/z Se& ,11714 eo u61c,6 ot9 1 C14(eu1-- 1=17ia-L,S. — '7.-1-1 ,Y C6 )( lZ J ,42 a Q a 05 , /2f,s ?_ D_JI/I L / d,, 1,J2. 0_ 09i a4.-.t g&4: -i- °-.2.-3- 0.. k--- ♦ "2i I A_f. 0- !< r )/-2, W i O- O - ---�7j-11; -— --------..�._.. D 6-i)„, E - °?-4- •- "../a 'I c.6e y 140 SW Arthur Street, Suite 200 • Portland, Oregon 97201 • 503-892-3002 • 503-892-3003 Project name: 8614,-* 6H G ey /7 ,3 'It2t,�dt<'/S Sheet: architecture •&engineering,Inc, 2i 6 ot/_ az> Proj No.: By: 4/976 Date:/O//x/1'6 industrial•commercial g& -Kr/ 6Z L3 S/li3r/ G� = C vd 572 Lt_ z 4 P%os P 43c '3Z �5r TA t3oiht 1e✓,01,14 - 2 —o`' L (J D.9S1_ t-o _35s + v.14SIA) 6'49,56 2 /4/ I /J 4_r2 " /4 x- J 5e, 'l714(i1 .6/ -zfo/-4,l-re (- 6 x�3 - ay,,a = A,dj a- I a<. 41 , - 2 z z ° - St( W. 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Proj No.: 24 //• a 8 By: 6097 Date:t6/I7/76 industrial•commercial _5/49-) '-o " 4 4, 4 4 /k 1.019D int( Ot s Jc�FSta fJ,Dipc,2t *L?/1Ri ) ', D �. yt_e,1 Li 2 to p��� .� t;�r2r 8ar1 ' IR— 6 Ste• LS,vs 4...-6-)Q S r �82�t`,e� Ti9A-9 Garz37K ( i --- B.3/1 7 -B3/1 . 0o , g. 2 ex)v✓) 3 153r 2 b-Z?tG c/}C?tO S "97 ". +S 3 i c-j O t`(tG AS L. G C D-f' d- S -t- 0_-96.5 •3--b .Lf S bw) +ty assAxax </(b 5. & /eu -7/ vs_ - Li) Z � � �s �Lt� plot/9,-t i4 122i> O.(ei ac + (21' 47 1Q,.L e„, 1 L I cv �6 tt ti,,62 4,5 ` o_3 Ls), , .2 5- 2- tlG ( S.5-4S XZn 140 SW Arthur Street, Suite 200 • Portland,Oregon 97201 • 503-892-3002 • 503-892-3003 "' Project name: li-diZrt) ii jftyln 11 49/ /4/0406•141/Sheet: 6 Ativesimix,m,:....„,,,,-;.A - architecture&engineering,inc. Proj No.: Li&'0(7- 0V By: 017G Date: i(5/4/1/4 industrial•commercial K - + /- Gdc'k7y S - i 1-6 - Ur, 171 J /�, / Asa r3 14)4 — le 7/Q4 (,��L-/44) t)(,J.{/ - - +/- 3 ( /I�,� 11Gv,,.-v�1) tsie 13 2;.',, L f Z--7 Pit �L 7�vYt 12G�9 C fGl (y G{ _o t -.,/ s 2 /t v H S� Ql it • gz, °ii ? � 1 ,e3i. L- L S`j6 gg73y'n 132, k-1� �G7r aS RZ 13 R,H s_c&irs 7 Z317 at I s a 3`/ 6 P ./ 04 1//t, 32rrh 6-t /4S� 6-e/(1.4) G6T /3f/iri 7/4,hj ( J -t• 6.9S/G-6(W) t6-9S G- -( O-9 c) `7th y 8 x v x 16 ,. ,3,„„4 6ei, / 2X2 X yA, Pam IS' /4- 1 SSE ,4-r 7m«6J gj s,Q 12 en c 7 5 l3 c 13 , /3 r{ - ► boL m �- ea//i z-,/ <-) ev< at4,,,, ? © , 0 s 6 1 n ,,-91-Y A v„rA. ' 17/Zt 5e 3 6(<_ L\1 1/4,% --. 1-// OD O p :J c51/4,9V (SX2XV1zz��6 a,2 ,5 -0 .., ZKZ7'jti r,tz_ g2 - j t 2 il.i.ZI • "1- st k c 2 %c3 , 64 0 2 2g2 Lt- ? /I 6224 1 6e) tt 140 SW Arthur Street,Suite 200 • Portland, Oregon 97201 • 503-892-3002 • 503-892-3003 Multiple Simple Beam 00 PROJECTS121601100 Burnham Ash Balconies\StructuratlEnercalc\bumham ash balconies(216011)18ftec.4 p p k ENERCALC,INC.1983-2016,Build:6.16.6.7,Ver:6.16.1.31 Li`"#`4(W-0600414 a r' '7 f J 141'14061 ` i ,r< _ .�.�� �r�1�. f..�,� �.,�..,.�:, ,... ���� a.�il�i���.0���� ���A�C�tVt%��A�t1.l�tV� Description : Steel Beam Design : Beam B-1 Calculations per AISC 360-10,IBC 2012,CBC 2013,ASCE 7-10 - STEEL Section: C6x13, Fully Unbraced Using Allowable Strength Design with IBC 2012 Load Combinations,Major Axis Bending Fy= 36.0 ksi E= 29,000.0 ksi Applied Loads - Unif Load: D=0.010, L=0.060, S=0.0250, W=0.0160 k/ft,Trib=1.0 fi Design Summary Max fb/Fb Ratio = 0.071 ; 1 D(0.010)L(0.060)S(0.0250)W(0.0160) Mu:Applied 0.820 k-ft at 4.500 ft in Span#1 i -- -- -.------ - .w. * - - •- - t. Mn/Omega:Allow 11.539 k-ft Load Comb: +D+0.750L+0.7505+0.450W+H _ :. __. . -r, _ F =__. .. .�_._e Max fv/FvRatio= 0.011 : 1 2 Vu:Applied 0.3643 k at 0.000 ft in Span#1 Vn/Omega :Allow 33.913 k 9.0 ft Load Comb: +D+0.750L+0,750S+0.450W+H Max Reactions (k) D L Lr s w E H Max Deflections Left Support 0.05 0.27 0.11 0.07 Downward L+Lr+S 0.018 in Downward Total 0.024 in Right Support 0.05 0.27 0.11 0.07 Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 6084 Total Defl Ratio 4510 Steel Beam Design : Beam B-2 Calculations per AISC 360-10,IBC 2012,CBC 2013,ASCE 7-10 STEEL Section : C6x13, Fully Unbraced Using Allowable Strength Design with IBC 2012 Load Combinations,Major Axis Bending Fy= 36.0 ksi E= 29,000.0 ksi Applied Loads Unit Load: D=0.010, L=0.060, S=0.0250, W=0.0160 k/ft,Trib=2.0 ft Design Summary Max fb/Fb Ratio = 0.142: 1 D(0.020)L(0.120)S(0.050)W(0.0320) Mu:Applied 1.639 k-ft at 4.500 ft in Span#1 ,.,--_ ,-,-* - . -i k.. ,. r Mn/Omega:Allow 11.539 k-ft Load Comb: +D+0.750L+0.750S+0.450W+H , .__. z u .. _.__. _.,r..____. ._, __ , _r,___ ,.. Max fv/FvRatio= 0.021: 1 2 Vu:Applied 0.7286 k at 0.000 ft in Span#1 Vn/Omega:Allow 33.913 k 9.0 ft Load Comb: +D+0.750L+0.750S+0.450W+H Max Reactions (k) D L Lr s w E H Max Deflections Left Support 0.09 0.54 0.23 0.14 Downward L+Lr+S 0.035 in Downward Total 0.048 in Right Support 0.09 0.54 0.23 0.14 Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 3042 Total Defl Ratio 2255 Steel Beam Design : Beam B-3 Calculations per AISC 360-10,IBC 2012,CBC 2013,ASCE 7-10 STEEL Section : HSS8x2x3I16, Fully Unbraced Using Allowable Strength Design with IBC 2012 Load Combinations,Major Axis Bending Fy= 46.0 ksi E= 29,000.0 ksi Applied Loads Point: D=0.050, L=0.270, S=0.110, W=0.070k@0.0ft Point: D=0.050, L=0.270, S=0.110, W=0.070k@0.0ft Point: D=0.010, L=0.540, S=0.230, W=0.140k@2.0ft _ Point: D=0.010, L=0.540, S=0.230, W=0.140k@2.0ft Design Summary D(0 050)L(0.270)S(D(014410)00189(j)S(0.230)W(0.140) Max fb/Fb Ratio = 0.075: 1 Mu:Applied 1.301 k-ft at 2.000 ft in Span#1 Mn/Omega:Allow 17.239 k-ft 111111111111111MLoad Comb: +D+0.750L+0.7505+0.450W+H Max fv/FvRatio= 0.032: 1 r♦ • Vu:Applied 1.383 k at 0.000 ft in Span#1 • A Vn/Omega:Allow 43.009 k - Load Comb: +D+0.750L+0.750S+0.450W+H 4.o ft Max Reactions (k) D L Lr s IN E Li Max Deflections Left Support 0.11 1.08 0.45 0.28 Downward L+Lr+S 0.004 in Downward Total 0.005 in Right Support 0.01 0.54 0.23 0.14 Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 12468 Total Defl Ratio 10350 • Multiple Simple Beam .00 PROJECTS1216011.00 Bumham_Ash Balconies\StructuraltEnercalc\burnham ash balconies(216011)18ft.ec ENERCALC,INC.1983-2016,Build:6.16.6.7,Ver:6.16.1.31 0,/ #104: .r r f - = 190;FitoRlf1.{:104:1ki4 0111 aIC444Utifr+Ig4:if11i.dt►C Steel Beam Design : Beam B-4 Calculations per AISC 360-10,IBC 2012,CBC 2013,ASCE 7-10 STEEL Section : HSS8x2x3/16, Fully Unbraced - Using Allowable Strength Design with IBC 2012 Load Combinations,Major Axis Bending Fy= 46.0 ksi E= 29,000.0 ksi Applied Loads Unif Load: D=0.010, L=0.060, S=0.0250, W=0.0160 k/ft,Trib=1.0 fi Unif Load: D=0.010 k/ft,Trib=1.0 ft Point: D=0.010, L=0.540, S=0.230, W=0.140 k @ 9.0 f1 Design Summary Max fb/Fb Ratio = 0.383: 1 Mu:Applied 6.611 k-ft at 9.000 ft in Span#1 Dii6Ct1(ibg�l(b�d WOO4�b �J) Mn/Omega:Allow 17.239 k-ft Load Comb: +D+0.750L+0.750S+0.450W+H Max fv/FvRatio= 0.027: 1 Vu:Applied 1.144 k at 0.000 ft in Span#1 18.0 ft Vn/Omega:Allow 43.009 k Load Comb: +D+0.750L+0.7505+0.450W+H Max Reactions (k) D L Lr S W E H Max Deflections Left Support 0.19 0.81 0.34 0.21 Downward L+Lr+S 0.395 in Downward Total 0.544 in Right Support 0.19 0.81 0,34 0.21 Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 547 Total Defl Ratio 397 . ( ,Y €137, " �� ��= 2 - Results for LC 16,mo (b) Z-moment Reaction Units are lb and k-ft 8K' 1 Balcony Oct 17, 2016 at 10:02 AM 216011.00 Balcony'Trans'1mwftVmuaum .z-I--.x I :% -2824.7 2853.6 tis +Q 667.51b -1052.5Ib -.168.3 5lb j j ( ( I I I i tvVV\y 1 tyAAr, /ttyt.MAM1VV,!/VVVl `N\VVii M AMVn.M/WVW 1 4 (\ 2} 60 Loads:LC 16,IBC 16-13(b)(b) _ Results for LC 16,IBC 16-13(b)(b) V-direction Reaction Units are lb and k-ft K -2 Balcony Oct 17, 2016 at 10:01 AM ------------------------ 21601 1.00 Balcony-Trans-18x4 ft Wide,r2d CompanyE Oct 17, 2016 i I q,. ,, Des igner Job Number : 216011.00 Checked By. TECHNOLOGIES Model Name : Balcony Joint Coordinates and Temperatures Label X[in] Y(n] Temp[F] - ( 1 Ni 0 0 I 0 ! 2 N2 I 48 0 0 3 N3 0 ( 30.8 0 ` 4 N4 30'8 - J_� t? C_ 0 Member Primary Data Label I Joint J Joint Rotat..Section/Sh_ Type Design List Material —_� Design Rules _ I1 M1 N1 N2 HSS8x2x31 Beam Tube A500 Gr.46 I Typical 1 12 1 M2 I N3--1 N4 I HSS2x2x41VBral Square-rube A500 Gr.46 Typical , Basic Load Cases BLC Description Category X Gravity Y Gravity _Joint Point Distributed 1 DL DL -1 I� 3 I 1 2 LL 1 LL -1 1 3 3 WL WL 1 1 4 EL EL 5 SL SL -1 3 - Joint Loads and Enforced Displacements Joint Label L,D,M ---____-___----_ Direction Magnitude[(Ib,k-ft), (in,rad),(lb*s"2... No Data to Print... Member Point Loads (BLC 1 : DL) Member Label Direction Magnitudellb,k-ft] Location[in,°lo] 1 - - — M1 Y -50 1 2 M1 Y -90 24 i 3 M1 — Y -190 _. I 48 Member Point Loads (BLC 2: LLQ Member Label Direction Magnitude[Ib,k-ft] Location[in,%] 1 I M1 ' Y -270 1 1 I 2 M1 Y -540 24 3 I M1 Y -810 ! Member Point Loads (BLC 5: SL) Member Label Direction Magnitude[Ib,k-ft] Location[in,%] 1._. __.._._ M1 Y -110 2 M1 Y -230 24 3 I M1 Y -340 48 RISA-2D Version 14.0.0 [\...t...1...1...\...\...\...\Structural\Risa\Balcony -Trans- 18x4 ft Wide.r2d] Page 1 Company Oct 17, 2016 /Z f iit Designer Job Number : 216011.00 Checked By: TECHNOLOGIES Model Name : Balcony Member Distributed Loads (BLC I :DL) . Member Label Direction Start Magnitude[k/ft,F1 End Magnitude[k/ft,F Start Location[in2/0] End Location[in,%1 - r1 ; M1 Y 1 -.01 I -.01 0 48 Member Distributed Loads (BLC 3 : WL) Member Label Direction Start Magnitude[k/ft,F End Magnitude[k/ft,F1 Start Location[in,%] End Location[in%] 1 M1 Y .351 .351 0 0 Load Combinations Descristion Solve PDelta SR... BLC Fact..B... Fa...B...Fa...B...Fa...B...Fa...B...Fa...B...Fa...B...Fa...B...Fa...B._Fa... 1 IBC 16-8 Yes Y all DL 1 �E� I 1 2 IBC 16-9 Yes Y ® ® L DL ® 1 ., 1 1 I I 3 IBC 16-10 (a) Yes Y DL 1 RLL 1 n Ell _t___ _._ 4 IBC 16-10(b) Yes Y DL 1 SL 1 s 5 IBC 16-10 (c) Yes Y DL 1 RL, 1 IIII I. 6 IBC 16-11_fa) Yes Y DL 1 .75L....75 R.- .75 1 ' 7 -__---IBC 16-11 (b) Yes Y DLI 1 .75 L... .75 SL .75Is....75 8 IBC 16-11 c Yes Y DL 11. .75 L... .75 RL .75 9 IBC 16-12 (a) (a) Yes Y DL 0® .6 I ■ III 10 IBC 16-12(a) (b) _ Yes Y DL 1 WL -.6 11 IBC 16-12 (b) (a) Yes Y I DL 1 EL .7 1 12 IBC 16-12(b) (b) Yes , Y I` DL 1 EL -.7 13 IBC 16-13 a a Yes Y IDL 1 WL .45 LL .75 L.. .75 R..,.75 I_ 14 IBC 16-13 (a) (b) ; Yes Y DL 1 L-.45 LL .75 L•.; .75 .75 15 IBC 16-13 (b) (a) Yes Y I DL 1 WL'.45 LL .75 L.. .75SL .75 S...1.75� -_-- -__ 1 - 16 IBC 16-13(b) (b) Yes Y DL 1 WL ®®.75 St..75® 75 17 IBC 16-13(c)(a) Yes Y DL 1 WL .45 LLI.75 L... .75 RL .75 1 I 18 IBC 16-13(c)(b) Yes Y DL 1 WL-.45 LL.75 L.-• 75 ' 19 IBC 16-14 (a) (a Yes Y DL 1 EL .525LL .75 L- ®�.75 20 IBC 16-14 a` b Yes Y DL 1 EL-.5...LL ® .75 _ r. 21 IBC 16-14 (b) (aJ Yes Y DLI 1 .525 LL® -75 SL®® - 22 IBC 16.14(b) (b) Yes Y C DL 1 .5...LL.7511.75E1.76 s....75 I 23 IBC 16-14 (c) (a) Yes Y DL 1 .525 LL .75 .75 .75 1 24 IBC 16-14 c b YesY DL®® .75 tsi 7501.75 Mill 25 IBC 16-15 (a) Yes Y DL .6 ® .6 26 IBC 16-15(b) Yes Y _------ DL .6 WL -.61 I -1---- - 27 IBC 16-16 (a) Yes _ Y DL .6 EL .7 I I I I I 1 28 IBC 16-16 (b) Yes I Y 11111DL .6 EL -.7 • U MEM 29 I DL YesY DL _1 t 30 __ LL _ Yes __Y._ _ LL 1 I- 1 31 I WL Yes I Y�_-- WI-1 -1� 1 I 1 1 I _--- I Joint Reactions LC T Joint Label X[Ib] Y Rd MZ Lf1_- ' 1 I 16 N3 -2824.747 2853.556 0 2 16 I _-___--- N1 I 2824.747 59.965 0.__ I 3 I 16 Totals: I-_- 0 2913.521 - -_-] 4 T 16 I COG (in): X: 29.863 Y: ,291 RISA-2D Version 14.0.0 j\...\...\...\...1...\...1...\Structural\Risa\Balcony -Trans- 18x4 ft Wide.r2d] Page 2 r Company : Oct 17,2016 /3 Job Number : 216011.00 Checked By TECHNOLOGIEs Model Name : Balcony Member Section Stresses - LC Member Label Sec AAal[ksij Shear[ksi] Top Bendinq[ksi] Bot Bendinq[ksil 1 16 M1 1 .861 ,' 023 . 0 2 2 .861 -.182 -.742 .742 3 3 .861 -.466 -1.981 1.981_ - 44 0 J .482 -- -2.471 2.471 5 1- 50 .404 0 0 6 16 M2 r11- -2.659 .032 0 0 7 2 -2.653 .016 .213 -.213 8 3 -2.646 0 284 -.284 9 4 -2.64 I -.016 _ .213 -.213 10 5 -2.633 -.032 0 0 1 Member Section Forces LC Member Label Sec Axial[lb] Shear[lb] Moment[k-ft] 1 16 M1 1 2824.747 61.13 0 2 ___ 2 2824.747 -474.745 .346 3 3 2824.747 -1213.088 .924 R 4 0 1253.375 1.153 5 0 1052.5 0 6 16 M2 1 -4015.166 19.452 0 7 2 -4005.44 9.726 -.013 8 3 -3995.714 0 -.018 9 , 4 , -3985.987 -9.726 -.013 10 5 I -3976.261 1 -19.452 Member AlSC 13th(360-05):ASD Steel Code Checks LC Member Shape UC Max Loc in Shear UC -Loclini Pnc/om [lb] Pnt/om[IbiMn/om 1k-ft] Cb Eqn F 1 1 16 M1 I HSS8x2x3 .118 30.51 .034 30.5 67085.392 190347.305 17.239 1.703 H1-1b1 I 2 16 M2 F1SS2x2x4 .056 121.325 .002 0 32134871 14159Z814 2.213 1.136 H1-1b - , - , RISA-2D Version 14.0.0 [\...\...\...1...1...1...\...1StructurahRisa\Balcony -Trans- 18x4 ft Wides2d] Page 3 Beam: Ml Shape: HSS8x2x3 2824.747 at 0 in Material: A500 Gr.46 Length: 48 in Joint: N1 J Joint: N2 LC 16: IBC 16-13 (b) (b) __ Code Check: 0.118 (bending) A Ib - Report Based On 97 Sections 1337.073 at 31 in .861 at 0 in fa V ---.__y lb ksi -1451.928 at 30.5 in 3.627 at 31 in 1.693 at 31 in fc y ksi M k-ft -.003 at 1 in ft ;,;,<, . ksi D - in -3.627 at 31 in -.022 at 48 in A/SC 13th(360-05):ASD Code Check Direct Analysis Method Max Bending Check 0.118 Max Shear Check 0.034 Location 30.5 in Location 30.5 in Equation H1-1b Max Defl Ratio L/2138 Bending Flange Compact Compression Flange Non-Slender Qs=1 Bending Web Compact Compression Web Slender Qa=.899 Out Plane In Plane Fy 46 ksi Lb 48 in 48 in Pnc/om 67085.392 lb KL/r 56.231 18.368 Pnt/om 90347.305 lb Mn/om 17.239 k-ft L Comp Flange 48 in Vn/om 43.009 lb Tau_b 1 Cb 1.703 _ I / S VBrace: M2 Shape: HSS2x2x4 -3976.261 at 43.558 in Material: A500 Gr.46 A — - lb Length: 43.558 in I Joint: N3 J Joint: N4 LC 16: IBC 16-13 (b) (b) Code Check: 0.056 (bending) Report Based On 97 Sections 4015.166 at 0 in -2.633 at 43.558 in fa ksi y 19.452at0in lb -19.452 at 43.558 in -2.659 at 0 in M k-ft .284 at 21.779 in fc .:" ksi -.018 at 21.779 in D in ft - ks i -.284 at 21.779 in -.006 at 43.558 in AISC 93th(360-05):ASD Code Check Direct Analysis Method Max Bending Check 0.056 Max Shear Check 0.002 Location 21.325 in Location 0 in Equation H1-1b Max Defl Ratio L/10000 Bending Flange Compact Compression Flange Non-Slender Bending Web Compact Compression Web Non-Slender Out Plane In Plane Fy 46 ksi Lb 43.558 in 43.558 in Pnc/om 32134.871 lb KL/r 61.929 61.929 Pnt/om 41592.814 lb Mn/om 2.213 k-ft L Comp Flange 43.558 in Vn/om 10.02 lb Tau_b 1 Cb 1.136 =tar""" ewewearwg.nCalllP11811ce WM cenvec ?II.I I Ifl x Reviewed Reviewed:Revs Cgrre submNoted p (lR i TM Reviewed:Revise 6 Resubmit �>� Contractor's review does not relieve subwntracyof co responsibility/other Eimsnsiorc completeness ofthisaccuracy, coordination baNx bodes4comemaInsssofNis termssubmac Sitions f his coppAx remelts rorder with for the bnTedcanallons of his conM1ecUWrchese oder with Jtf (� fja9� JBA-ACCO,LLC • • • • • • • RAILING SOLUTIONSC I! �j ( 1 EIVED Dace 1x12/18 ' ey ScottLasswell JBA-ACCO Job C J15-001 s„y,,,,,x 05-0000-21 ay d),„ - Submittal for installation of 42" Picket Railing for Burnham : Ash Ap a OF li ORMON — Steel Balconies General description and layout This project is new construction consisting of 2—4 story BLDG's located at SW Ash Ave. &Burnham St. in Tigard, OR. Decks: There will be 11 steel framed decks located on the East, South& W:st elevation of BLDG 2. Guardrail will be installed to perimeter of decks where fall hazard exists. Guardrail wi 1 be supported by intermediate posts that will attach to steel knife plates that are welded to balcony frame .y others). Guardrail will terminate via railing posts near BLDG walls. Drawings A,B,C-are plan views of the 11 decks. The drawings provide a leneral layout and post locations of the decks. All decks will receive a picket railing system installed at a minim of 42"from the finished walking surface. SERA Review Stamp on Page 3 Railing Style—Drawings D,E,F, G,H,I,J,K,L,M,N&0 The railing system will be our welded picket with the 1100 Open mid-rail p. s els with the 1500s style top rail. The picket guardrails will be a minimum of 42"tall from the finished walki g surface. The top rail will run continual across the tops of the 1 5/8"super posts. All pickets are 5/8"squar- and will be welded to the mid and - bottom rails. Picket guardrails will be used at all decks as indicated in gene . description and layout. Drawing D,E & F—are elevation views of the proposed guardrail system. e drawings show an example of the finished product for all deck areas. Drawing G—Shows an isometric view of the proposed 1500s top rail for : drails. The underside of the top rail is attached to top of post via a post mount bracket that is installed via 2-#10 x 3/a"teks into post and 2 -#12 x 1 'A"screws into top rail. Drawing H—Shows an isometric view of the 5/8"aluminum tube material at is used for pickets in the guardrail system. The picket is welded to the bottom side of the top rail and •derside of the bottom rail for concealment. Drawing I—Shows an isometric view of the proposed 1 5/8"IBC post mate Sal. This material is typical for all posts used in the picket railing system. The posts have a 4"x 6"x 3/8"thick base plate that is welded to the back side of the post.Posts will be capped at the bottom and will have a'A4" ain hole. Drawing J- Shows an isometric view of the proposed 2000s capped end sle-ve mount. The component is used at terminating post near BLDG walls. The capped end sleeve installs over to. of the railing post in order to - terminate top rail. Drawing K- Shows an isometric view of the proposed 2000s 90 sleeve mo 1 t. The component is used at 90 degree transitions. The 90 sleeve installs over top of the railing post in order to maintain continuous top rail design. Drawing L - Shows an isometric view of the proposed 1100 series Mid-rail 1 at will be used throughout. The -component is a 1"wide x 1"tall extrusion with recessed bottom so that the '/8"square pickets can be welded to the bottom of the Mid-rail in order to hide welds. Drawing M- Shows an isometric view of the proposed Mid-rail wall moun that is used to secure 1100 Mid- rail to railing posts. The component is a 1 1/4"wide x 1 1/4"tall x 1/8"thic 1 tube extrusion that is welded to an 1/8"thick plate that has 2 attachment holes. Drawing N—Shows an isometric view of the proposed WP bottom rail wall mount that is used to secure WP Bottom rail to railing posts.The component is a 1 1/2"wide x 5/8"tall x 3/30"thick Channel that is welded to an 1/8"plate with 2 attachment holes. Drawing 0- Shows an isometric view of the proposed WP bottom rail that , ' 1 be used throughout. The component is a 1 5/16"wide x 9/16"tall U-channel extrusion punched so th,t the 5/8"square pickets can be welded to the bottom of the channel in order to hide welds. Railing System Connections—Drawings P,Q,R, & S Drawing P—Shows the 2000s 90 sleeve mount connection to top of post. I e component has a 1"x 1"x 1/8" - thick tube extrusion mount welded to the bottom of the sleeve. The 2000s 90 sleeve is then attached to the tops of the posts via(1)#12 x 1 1/2"pan head, spare drive screw that is driven i s ugh the side of the post and into the 1" square mount. The component then captures the 1500s top rail and is -cured via(2)#12 x 3/4"pan head, square drive screws that are driven through the 2000s 90 sleeve and up into tip rail on both sides. Drawing Q—Shows the 2000s End sleeve mount connection to top of post. e component has a 1"x 1"x 1/8"thick tube extrusion mount welded to the bottom of the sleeve. The 2001s End sleeve is then attached to the tops of the posts via(1)#12 x 1 1/2"pan head, square drive screw that is e Oven through the side of the post and into the 1"square mount. The component then captures the 1500s top rai and is secured via(2)#12 x 3/4" pan head, square drive screws that are driven through the 2000s 90 sleeve an up into top rail. Drawing R—Shows the WP Bottom rail wall mount connection. The compo a ent is secured to the side of the railing posts via(2)#12 x3/4"pan head, square drive screws. The component en captures the WP Bottom rail and is secured via(1)#12 x 3/4"pan head, square drive screws down through he top of WP Bottom rail wall mount and into the WP Bottom rail channel. Drawing S—Shows the 1100 Mid-rail wall mount connection. The compon- a t is secured to the side of the railing posts via(2)#12 x 3A"pan head, square drive screws. The component 1 en captures the 1100 Mid-rail and is secured via(1)#12 x3/4"pan head, square drive screws through the 11 0 Mid-rail wall mount and up into the Mid-rail channel. Railing System Attachments to structure—Drawing T, U,V& W Drawing T,U,V&W—shows a detail of all posts that attach to the steel . ogle knife plates(knife plates by others). The posts will be installed via(2) -3/8" x 3" Hex head bolts.Neopr-ne sealing washers will be used behind screw heads. SUBMITT L REVIEW X NO EXCE'TIONS NOTED ❑ DISAPPROVED ❑ NO EXCE•TIONS NOTED IN CORRECTED COPY E REVISE ND RESUBMIT ❑ NOT REVIEWED Reports—A,B& C The delegate design work referenced in this submittal is the responsibility of the design-build contractor. The design-build Attachment A—Guardrail system engineering contractor is fully responsible for the detailed design and construction nd its coordination with the Work in accordance with the Contract Documents and all applicable rules,regulations and Attachment A—Post connection calculations other requirements. Review by Architect is solely for aesthetic intent and general compliance with the design intent in the Contract Doc ments. Such review does not, in any way,relieve the delegate design contractor from strict compliance with all Contract Req irements and the Authority Having Jurisdiction. All fasteners are mill finish stainless steel. I Digitally signed by Josh Cabot DN:C.US, - E jaoshc@aerapdx.com,Josh C-bot C vabths SERA Ddocument Date:2016.10.1711:10:04-OT00' 3/8" x 3" hex head bolts- securing posts to Knife °late #12 x 1 i/2"with a square drive pan head- securing sleeves to post #12 x 3/"with a square drive pan head- securing mounts to post• securing top rail to slee -s securing horizontal rails o mounts Color Specification Railing components will be powder coated with standard Black semi-:loss fmish. The finish has a 1 year warranty against peeling, crazing,fading or flaking.V Please ensure all fasteners are painted/coated black to match. Paint coverage The paint will be full coverage on any area visible under normal inst. led railing. This will include the -underside of the top and bottom rail. Please coordinate with Mr. Steel or others to weld the angle attachments per the engineering provided at the end of this package. Although we cannot dictate Means & Methods, SERA recommends painting the balcony steel (and this added angle steel) with the tnemic high performance coating specified (color black as well) prior to installation of these handrails to ensure thorough coverage and no over-spray on rails. Thank you, SERA 42" Picket Railing w/ Open Mid-Rail Fascia mounted Steel tube frame Field-verify, it is our A understanding that this is larger than onginally specified dcement.ue to knife plate pla X� XL xFF 16' 4 ` -1 1/2" Balcony 2 xt Field-verify prior to 7—installation. xF xF x� 10 ' 4 ' -1 1/2" Balcony 1 xlo Xf = Post location DATE ,��/5/2�16 ApprovedforInstallation RaiIPi'ocp V5843 BLDG 2 BalconyLayouts DRAWN ••••••• RAIUNG$oumoNs y RR , 42" Picket Railing w/ Open Mid-Rail Fascia mounted Steel tube frame (7) EPDM Gasket between 2x2x3/8" Steel Angle plate Aluminum Super Post - 3 welded to steel deck frame (by others) — 1/4" 1/4" ..., a El 5 ' -3 9/16" 5 ' -4 7/8" � X 5 ' _3 9/16 ( 16 ' 3 ' -9 7/8" 4 ' -1 1/2" Balcony 1 `. h 1 7/8" RailAWE R:p DATE 10/5/2016 Approved for Installation V5843 BLDG 2 Balcony 1 Layout DRAWN •••••••RAIUNGSOLU71ONs RR , e 42" Picket Railing w/ Open Mid-Rail Fascia mounted Steel tube frame 0 2x2x3/8" Steel Angle plate EPDM Gasket between welded to steel deck frame (by others) Aluminum Super Post - 3 -- 1/4" \JN - 4 ' -11 1/16" - 5 ' -0 15/16" ; 10 ' 3 ' -9 7/8" 4 ' -1 1/2" Balcony 2 b 1 7/8" Rna DATE 10/5/2016 Approved for Installation a,, V5843 BLDG 2 Balcony2 Layout DRAWN •••••••,RAILING SOLUTIONS Y RR , , D 1500s Top Rail 90 Sleeve 3 3/4" 2" - - 3 ' -6" 1" I' Lr 1 J\ 4 3/4" " . . . , , 6" .r. u ° ' 2�� L _111 '� 5 ' -3 11/16" 1 5/8" C, 2 1/2" X 5 ' -4 5/8" f 5 ' -3 11/16" 3/8" " 1 1/2" (2) 3/8" Dia. Bolts 2" q _ 3" Per post 16' 2x2x3/8" Steel Angle Knife Plate Welded to steel tube frame (by others) Approved for Installation Ra,IPj'o�RP V5843 BLDG 2 - Balcony 1 Elevation m, 10/5/2016 ••••••fa DRAWN f=AIUN�.soumays RR , 0 3 ' -6" 150Os Top Rail90 90 Sleeve 2" L - �Y 3 3/4" 1" 6P " L Lir 3/8" x fi 1 5/8" 4 31/4„ v ; ���> � 2" 11,0 l if L 1 5/8" -+) 1 1/2" 4 ' -11 3/16" 3/8" ) - 2 1/2" (2) 3/8" Dia. Bolts 2" ', ) Per post 10 ' 2x2x3/8" Steel Angle Knife Plate Welded to steel tube frame (by others) DATE Approved for Installation RaiIPi'ocp IV5843 BLDG 2 - Balcony 2 Elevation DRAWN 10/7/2016 0••••••FILING+SOLUTIONS RR + BLDG Wall 0 Capped End Sleeve 1500s Top Rail 90 Sleeve 2" .. o LLJ 1" 3 3/4" T1 W I ® 3 ' -6" 2 5/16" ° ` I , 7 ' � 1 5/8" -� —--a; �i_T r 4" 1 11 i 6" y----4 it I .I. ( 4 ' —1 1/2" ,t 3/8" (2) 3/8" Dia. Bolts @ each post location Please ensure you can reach these fasteners within clearance to the building face prior to 2x2x3/8" Steel Angle Knife Plate beginning your installation. g Looks tight. If you can, Welded to steel tube frame (by others) this is acceptable. BLDG 2 - Elevation BalconyReturns DATE 10/5/2016 Approved for Installation @ RaiIPi'oc ' V5843DRAWN •••••••RAILING SOLUTIONS RR , , of---- 2.000 —► - :--- 1.850 —10.--1 04 1.649 —♦--� `5�b - c- \ 11 'PO et lot R •j`'8 FONT VIEW PROFILE �r, 0.p73 r 400 S ALE 1.1 0, c!`• N 73 __I.!? �s� ›Ao b .- 'T.% Os ill 03 oi9.1• —� 0.656 ... o N. illio M o ci o ---.---- 0.817 -al I 1.7734.11 r►I pip. 1.1'.4°°11.°...°I.I.:t i I I r 010 ISOMETRIC VIEW Al 6 UNLESS OTHERWISE SPECIFIED: NAME DATE DIMENSIONS ARE IN INCHES DRAWN JGUIANG 13SEPT04 DATE DRAWN: 13 SEPTEMBER 2004 SRA 1 L RAFT ANGULAR:AMACH± BEND± CHECKED KEN BOYCE 13SEPT04 DWG.NO. TWO PLACE DECIMAL ± ENG APPR. ALUMINUM RAILING SYSTEMS THREEPLACEDECNAAL ± MFGAPPR. 1500S TOP RAIL uilimmummi' INTERPRET GEOMETRIC OA. 13272 Comber Way TOLERANCING PER: 8-�.T suRey.sc. PROPRIETARY AND CONFIDENDAL AILCRAF/ Canada,V3W SV9 MATERIAL ALLOY&TEMPERbp63-T5 THE INFORMATION COMAMED IN THE DRAWING SEE DWG.NO. REV FINISH IS THE SOLE PROPERTY OF RAILCRAFT A 50-20 O INTERNATIONAL MILL HNISH INTERNATIONAL INC.ANY REPRODUCTIONIN M NC. THE WRITTEN PERMISSIONPART OFRAILCR FT INWff TERNATIONALINC. SOLIDW ORKS 2008 LS PROHIBRED. SCALE:I:1 WEIGHT: SHEET 1 OF I PHYSICAL PROPERTIES • boc 0.00679 inA4 rxx 0.23931 in _ Sxx 0.02138 inA3 wIyy 0.00679 inA4 ryy 0.23931 in Syy 0.02138 inA3 ALLOY 6063-T5 ALLOWABLE STRESS=9500 PSI MINIMUM YIELD= 16000 PSI g° y Ili x i 5., R64" „ 8 * x - G 511 9 #y Q �'+I� 9 II f_.: 8 1 6 I I 7 i ;- � 4' 16 1 „ , ACTUAL SIZE ISOMETRI4 VIEW Bus.( ) -7245 Fax(804)543 4847 Web Site:www.railcraft.com TITLE 5/8" SQUARE PICKET w Toll Free:1-800-211-4884 Email:relinfo@railcraft c om / ` ® o Physical Properties RgILCRAFT N 13272 COMBER WAY 0 AILCRAFT SURREY,e.c. Engineering Standard CANADA V3W 5V9 ALUMINUM RAILINGSYSTEMS 1.0 DIE#AT 2501 lleemon..... NTERNATIONAL INC SCALE 1"=1" DATE 15 NOV.2006 DRAWING NAME . 5/8"SQUARE PICKET-inch 0 ORAF7PERSON JGUIANG A PHYSICAL PROPERTIES Q 1 5„ 8OP _ - 1.215 a. R.125 R.114 471 R.128 _ t 1 k R.039 R.173 1 5"8 1.215 \ -,; A 1 i i R.128 Lf' 205 �� 14. .194 t / f f .205 --- --.— 90° TOP VIEW PROFILE SCALE 1:1" a, v1rj-1 ', c � Ii 4<-1'.11=P":--a.,..:';.:441 ' '`,:,,t ISOMETRIC VIEW UNLESS OTHERWISE SPECIFIED: NAME DATE ® DIMENSIONS ARE IN INCHES DRAWN JGUIANG 28APR09 DATE D'AWN: 28 APRIL 2009 DA 1 L C RA F T AN GULAAR:MACH BEND t �A S.THORNTON 28APRO9 DWG,No. TWO PLACE DECIMAL ± ALUMINUM RAILING SYSTEMS THREE PLACE DECIMAL ± MFGAPPR. " ��i/ INTERPRET GEOMETRIC GA. 1-5/8 SQ. SUPER POST-3 13272 Comber Way TOLERANCING PER: RAILCRAFT sa rey, PROPRIETARY AND CONFIDENTIAL Canada.V3W SV9 MATERIAL ALLOY&7EMPER:6005A-T61 THE NFOIS THE RMATpN COMANED N THIS DRAW WG SIZE IDWG. NO. I . FNISH MILL FINISH INTERNATIONAL INC.ANY REPRODUCTION A 0 INTERNATIONAL INC. PERMISN PART SION OF RAW-RAFT INAS A WHOLE TERNATIONAL THON NC. SOLIDWORKS2008 IS PROHIBITED SCALE:1:1 J wEIGHr: I SHEET IOFI 0 L 1 46 „ 4 --.► a___... ___=ma____samffi___ i 5 1 1 _ i L u 1 3 II 6 I 1 8 I FRONT VIEW PROFILE S DE VIEW PROFILE SCALE 1:1" SCALE 1:1" 1 b —.� -.0.-- , 100 G 7 1 i i�ll I NII I I �r�� 111III All t F 11 `", 5 III m — ! III r- ����/// '?�% an 1t ,„,-..- _._1,•_1 j. 3'� -'r2a. III Ill 1 ,r �' III I III p Ail I s Y+5re z' { III G� - III ,, .� III I „,.. ' ,� x z.�� iii 1 eu I --v Vin, III 1 ,r� Ili II I1 ! ► 111 III AIA 1 � 5 „ III t_-___L_____ _J IN I `', 111 ,.,2gIII :!iuI ! , , III I l I „ t 111 III III I .-`` t r All I 4: : 5 li III AIA 1 � . "� ' �`-u IIA III I ►r l w ,.0 t z,,i III 1 r� .� y III III I ,�2 -. .z,. s� } ar k III BIB I IIIA `. ,,. TOP VIEW PROFILE SCALE 1:1 ISOMETRI a DRAWING UNLESS OTHERWISE SPECIFIED: NAME DATE ® DIMENSIONS ARE IN INCHES DRAWN JGUIANGEP DATE DAWN: 22 SEPTEMBER 2008 08 RA I L C RA F T ANGULLAAR:MACH± BEND± EENNIGEAPPR NIKSANDELL 18NOV10 DWG NO. TWO PLACE DECIMAL ± 2000S CAPPED END SLEEVE ALUMINUM RAILING SYSTEMS THREE PLACE DECIMAL ± MFG APPR. INTERPRET GEOMETRIC Q.A. (WITH MOUNT) 13272 Comber way TOLERANCING PER: Surey fl.C. PROPRIETARY AND CONFIDFTITIAL AILCRAFT Cana ea,V3W SV9 MATERIAL ALLOY&TEMPER:6063-15 THE INFORMATION CONTAINED INI THIS DRAW NG SPE DWG-NO. REV. FINISH IS THE SOLE PROPERTY OF RAILCRAFT e 27-24 MILL FINISH INTERNATIONAL INC.ANY REPRODUCTION ^ IN PART OR AS A W HOLE WITHOUT THE WRITTEN INTERNATIONALINC. SOLIDWORKS2010 �pRROH�PROHIBITED. rMERNATpNALNC. �gLI:I WEIGHT: SHEET I OF I 0\" ,`�.,\\\\\11\111111111 - 11 ,,, 11i 111/I))/)�/ FRONT VIEW PROFILE SCALE 1:1" r i i i i 5 1 II � r r, amu., t ' `!y., to m_ 1/4"0 HANGER HOLE 31r 1" 3 ISOMETRIC-2 $ DRAWING 1 II $ 1-•('(.((((C(Ua(({(ov., U i *Note: g ii I,.+ 45° g ,1 Joint shall we feued tigwelded wlo 17type ER-4043. be Buildirp areawto be grindedithaland buffed smooth on top anII d outer perimeter edges. MATERIAL: 2000S SLEEVE 45° 8 1"SQUARE TUBE(0.062 WALL THICKNESS) TOP VIEW PROFILE 1 II SCALE 1:1" 2 UNLESS OTHERWISE SPECIFIED: NAME DATE ® DIMENSIONS ARE IN INCHES CDRAECK ED WN JGUIANG EP DATED•AWN: 22 SEPTEMBER 2008 RAILC RA FT ANGULAR MACH± BEND± ENGp�R NIKSANDELL 18NOV10 DWG.No. TWO PI ACE DECIMAL ± 20005 90° SLEEVE ALUMINUM RAILING SYSTEMS THREE PLACE DECIMAL ± MFG pPPR. >_�r: INTERPRET GEOMETRIC Qom. (WITH MOUNT) 13272 Camber way TOLERANCING PER: SuneY,B.C. PROPRIETARY AND CONFIDENTIAL RAILCRAFT Canada.V3W 5V9 MATERIAL ALLOY&TEMPER606&T5 THE INFORMATION COMAINED M THIS ORAwMG SQE O.NO. REV FINISH IS THE SOLE PROPERTY OF RAILCRAFT A I 27-22 I MRL PiNISH WTERNATIONAL INC.ANY REPRODUCTION /1 INTERNATIONAL INC IS PROHIBITED. ROH bN OFF RALLF'CORgFT WrERNATK)NA�R�C SOUDWORKS 2010 ISPROHRI NAC SCALE:1:1 WEIGHT: I SIERT r OF I 0 1 Ir .839 - R.031 i 1' i R.016 R.080 j .250169 ---r ei ..„......----j l T R.031 .656 -- FRONT VIEW PROFILE ISOMETRIC VIEW SCALE 1:1" ///////////////// o iii //, , A �////� 1100 MIDRAIL MATE WITH 1100 MIDRAIL MATE WITH RAIL CLIP 5/8" SQ. PICKET 0 UNLESS OTHERW ISE SPECIFIED: NAME DATE DIMENSIONS ARE IN INCHES DRAWN NAME $1 DECO8 DATE DRAWN: 07 JANUARY 2009 AI L C IA I I FARNGULAR:MACH± BEND± ENGAPR S.THORNTON 31DECO8 DWG.NO. TWO PLACE DECIMAL ± ALUMINUM RAILING SYSTEMS THREEPLACEDECIMAL ± MFGAPPR- 1100 MID RAIL 1 kl i MIN I I I=I I II I I I I I I I I I I INI a' INTERPRET GEOMETRIC QA. 13272 comber Way TOLERANCING PM suaey,Is.C. PROPRIETARY AND CONFIDENTIAL AILCRAFT Canada,V3W SV9 MATERIAL ALLOY a TEMPER:6063-T5 THE INFORMATION CONTAINED N THIS DRAWINGISTHE SOLE PROPERTY SCRAFT SEE DYJG.NO. y FINISH MILL RNISH INTERNATIONAL INC.ANY RE REPRODUCTION A IN PART OR AS A WHOLE WITHOUT THE WRIfTEN I 1 INTERNATIONAL INCAPERMISSION OF RALCRAFT INTERNATIONAL INC. SOLIDWORKS 2008 IS PROHIBREp SCALE:I:I WEIGHT: SHEET I OF I 0 1" 4 (J'� 1 2 Tr Yom. A N A I R8„ 1/4" r ' 2" 0 of ei 4•4, o4. 11r. 1rr 4 i4.• ••• 4.• 4, 1" SIDE VIEW PROFILE FRONT VIEW PROFILE SCALE 1:1" SCALE 1:1" — 1 4" / / • ISOMETRIC VIEW UNLESS HWNAME DATE ® DIMENSIONSOTAREERINISE INCHESSPECIFIED: DRAWN JGUTANG DATE WN: 01 NOVEMBER 2010 TOLERANCES: OlNOV10 RA 1 L C RA F T ANGULAR:MACH± BEND± EDNHGECAKEDPPR. GREG WALL 01NOV10 DwG.N . TWO PLACE DECIMAL ± ALUMINUM RAILING SYSTEMS THREE PLACE DECIMAL ± MFGAPPR. 110 STRAIGHT WALL MOUNT iii.. ��� INTERPRET GEOMETRIC Q.A. 13272 Comber Way TOLERANCINGPER: Surrey,B.C. PROPRIETARY AND CONFIDEMIAL AILCIPAFT Canada.V3W£V9 MATERIAL ALLOY&TEMPER-6063-T5 THE INFORMATION CONTAINED N THIS DRAWING S/� G.NO. FINISH MILL FINISH INTERNAATTIONAALL INC.ANY R RODUCTION M I ( ' INTERNATIONAL INC IN PART PERMISSION OFARWHOLE d OCRAFT INTERNATIONALN0 SOLIDWORKS 2008 ISPROHI61TED. SCALE:1:1 I WEIGHT. SHEET I OH 1 410 1�„ 111 ..-.1.,..-.1., _ 11 „ $ 4 311 1 1, 8 0.4 31, 8 0 lia i 5" g 511 i 8 2" -'-I I --- 1'5/16" -I T FRONT VIEW PROFILE SIDE \IEW PROFILE SCALE 1:1" SCALE 1:1" - I I I 1 i I I I I 1 1 11 4 I I 1 111 2 ` TOP VIEW PROFILE ISOMETRIC VIEW SCALE 1:1" UNLESS OTHERWISE SPECIFIED: NAME DATE ® DIMENSIONS ARE IN INCHES DRAWN JGUTANG ISSEPT08 DATE DPAWN: 15SPEIEMESR 2008 RA I L C RA F T TOLERANCES: FRACTIONAL± ANGULAR:MACH± BEND± �E FPR NIK SANDELL 15SEPT08 DWG.NO. TWO PLACE DECIMAL ± WELDED PICKET ALUMINUM RAILING SYSTEMS THREE PLACE DECIMAL ± MFG APPR. mminisimmaui INTERPRET GEOMETRIC OA. STRAIGHT WALL MOUNT AILCRAFT 13272 Comer bway TOLERANCING PER: .V34 B.C. PROPRIETARY AND CONFIDENTIAL Canada. SV$ MATERIAL ALLOY STEMPER:6063 TS THE INFORMATION CONTAINED W THIS DRAWING SIZE DWG.NO. 6 THE SOLE PROPERTY OF RALCRAFT I REV. FINISH MILL FINISH INTERNATIONAL INC.ANY REPRODUCTION A 54-05 p INTERNATIONAL INC PERMISSION OF IN PART OR AS RAHC°RLEEFWW WITHOUT THE WRITTEN WEN. SOLIDWORKS 2008 IS PROHIBITED. SCALE:1:1 j WEIGHT: I afar I OF I 0 20° -al-- 1.313 -10.-- 4)0,..),...t.? •. • 1- F --ii.-'1.213 --ii.-' 3 c.a..,-s-- 1.063 �0• 0� xedar,.... ,x. .........../............... , 0.551 AAll / � h... Cr) li CO -11."'') 0.92483 I �O?S o o 0 i �0�� DETAIL A 0.-- 0.97971 E SCALE 5 : 1 FRONT VIEW PROFILE NOTE: SCALE 1:1" LOCKING ARC WIDEN TO ACCOMODATE TOP RAIL M.BOPARAN I /� ISOMETRIC VIEW ,r/ .\ UNLESS OTHERWISE SPECIFIED: NAME DATE DIMENSIONS ARE IN INCHES DRAWN JGUIANG 27DEC06 DATE DRAWN: 27 DECEMBER 2006 RA 1 L C RA F T ANTEI?GUL4R:MACH± BEND± ENG nrPR MICK BOPARAN 27DEC06 DWGNO. TWO PLACE DECIMAL ± WELDED PICKET (W/P) ALUMINUM RAILING SYSTEMS THREE PLACE DECIMAL ± MFG APPR. 16......... INTERPRET GEOMETRIC DA" BOTTOM RAIL(REDESIGN) 1 comberY/,,ry TOLERANCINGPER: RA/LCRAFTeY'EO" PROPRIETARY AND CONFIDENTIAL Comda.Vey.5Y9 MATERIAL ALLOY&TEMPER:6063-15 THE INFORMATION CONTAINED N THIS DRAWING SEE G-NO"S I R INC2 FNISH MILL FINISH INTERNATIONAL NATIONAL INC.E RTY OF RAILCRAFT C.ANY REPRODUCTION •�Jw'O7 �tINPARTORASAWHOLEWITHOUTTHEWRITTEN INTERNATIONAL / SOLIDWORKS 2004 P PERMISSION ED RAILCRAFT NTERNATIONAL NC. SCALE:I:I I WEIGHT: I SHEET I OF 1 90 Sleeve1500s Top Rail P ( 3 1/2" 1 . ''F ) . 2 1/4" 2 1/4" 2" :------ A .4 :,.'-,•>:,_,_,-'': ii 1" 4 I// J (2) #12x3/4" Teks LJ Up into Top Rail (Both sides) 1" ) (1) #12x1 1/4" Square drive screw lx1x1x1/8" mount welded to center sleeve 1 5/8" Square Super Post - 377 RaiiPm 0 Y&9 �9 e� Approved for Installation oanw3/2 P V5843 Connection at 90 Sleeve 3�6a � ea*..6 RAILING SQLUTI S R R t 1 End SleeveNNN 1500s Top Rail Co) 3r, 2 1/4" 2_ '4 // 1 I 4IIIIIl���N/ii (2) #12x3/4" Teks Up into Top Rail LJ i " ) \(1) #12x1 1/4" Square drive screw lx1x1x1/8" mount welded to center sleeve 1 5/8" Square Super Post - 3 / 3/LQ1 Approved for Installation Ra,IPrbC,!P 1 V5843 Connection at End Sleeve :: a e0.0400 RAILING SOLUTIcD> s RR , Fi Picket N, F 5/8" (2) #12 x 3/4" teks Into side of Post 1/8" / N ti / (1) #12 x 3/4" teks Down into WP Bottom Rail 1 1/2" 9/16" \WP Bottom 1 5/8" Square Super Post - 3"7, rail mount 1 5/8" WP Bottom rail RailProP V5843 Connection at WP Bottom Rail Mounfi DATE 3/23/2016 Approved for installation oRwN RR •ee 40 a a►�0) RAILING sou,-:Gras 1100 Mid-rail mount I 1 1/2" 1100 Mid-rail 1 1/4" 1" 2"- RY- (1) #12 x 3/4" Tek Up into 1100 Mid-rail 1/8" / } (2) #12 x 3/4" Teks ? Into side of Post 1 5/8" Square Super Post - 1 5/8" 5/8" Picket' RajaPrO DAtE Approvedfor installation OP V5843 Connection at 1100 Mid-rail Mount DRAW 3/23/2016 R R **8P 0 0 0 RAILING sOLUTIOws 42" Picket Railing w/ Open Mid-Rail ', Fascia mounted 0 �ti Steel Angle Knife Plate ('f, 13/16" 3/8" MAX/ hole size after paint Balcony Frame 6" 4" ' 3/8" • 2x2.x6x /13 SteelAte- 2" ) Welded to Steel BalconyFrame (by others) 7 Steel Angle Knife Plate (2) 3/8" Dia. Bolts w/ sealing washers @ each post location EPDM Gasket between, ■ 1 7/8" DATE 10/7/2016 Approved for Installation RaiIPi'ocm V5843 BLDG 2 Connection Detail 1 DRAWN ••••••• nn JUNG.SOLuos RR 42" Picket Railing w/ Open Mid-Rail Fascia mounted Steel Angle Knife Plate (2) 3/8" Dia. Bolts w/ sealing washers @ each post location EPDM Gasket between 1/4" ■ 2x2x6x3/8" Steel Angle Welded to Steel Balcony Frame (by others) 13/16" 3/8" MAX hole size -� 1-, ��• after paint Balcony Frame / 6" 4" 3/8" • I 2„ Steel Angle Knife Plate DATE 10/7/2016 Approved for Installation RailProalp V5843 BLDG 2 Connection Detail 2 DRAWN •••••••ru,ruNG so�.0-lows RR 42" Picket Railing w/ Open Mid-Rail c,,.. Fascia mounted Iti Steel Angle Knife Plate 13/16" 3/8" MAX hole size 0 ___.. 1;, i after paint , 6" 4" 3/8" • -.L 2" 1 2x2x6x3/8" Steel Angle Steel Angle Knife Plate Welded to Steel Balcony Frame — (by others) EPDM Gasket between Balcony Frame (2) 3/8" Dia. Bolts w/ sealing washers 110 l © each post location Ra:IProcRp V5843 BLDG 2 C °ATE 1 0/7/2016 Approved for installation onnection Detail 3 •••••••RAILING$QLufloNS DRAWNRR 42" Picket Railing w/ Open Mid-Rail Fascia mounted c' ' '` (1) Steel Angle Knife Plate ���� 13/16" 3/8" MAX hole size -� 11) I,, after paint 6 ' 4" • � 3/8" EPDM Gasket between `� 2" (2) 3/8" Dia. Bolts w/ sealing washers Steel Angle Knife Plate @ each post location Balcony Frame 2x2x6x3/8" Steel Angle Welded to Steel Balcony Frame iI iii (by others) RaiIPi'ocons 10/7/2016 Approved for Installation V5843 BLDG 2 Connection Detail 4 DAWN 10/7/2016 TI •••••RAIUNGSOLUONS RR , STRUCTURAL CALCULATIONS GUARDRAIL SYSTEM PROJECT: Burnham & Ash Apartments #2 Burnham Street and Ash Avenue Tigard, Oregon for Railpro Solutions 2700 NE Andresen Road, STE #G2b Vancouver, Washington 98661 ,c03CTU199 ,� �scrr , 5 BRED PRoc ,5 n �,yG,1\14.-(c.s%yq 183 p l James G. Pierson, Inc. OREGON ch 19, \\,w0.411%GiNee (A, R. EXPIRES: '-30-r1 James G. Pierson, Inc. Consulting Structural Engineers 610 S.W.ALDER SUITE 918 PORTLAND,OR. 97205 (503)226-1286 FAX 226-3130 October 11,2016 Burnham & Ash Apartments #2 Guardrail System GENERAL DESIGN LOADS: Project is designed in accord with requirements of the 2012 International Building Code. For this location the following design parameters apply: Railing Height: 42" Post Spacing: 5'- 4" (worst case) Load: 200 lb or 50 lb/ft across railing Design Summary: The following calculations are provided for the connection of railings posts to the structure via 2"x2"x3/8" steel angles welded to the structure and thru-bolted to the posts. The angle plate will be welded top and bottom with '/4" fillet welds and the bolts will be 3/8"A304 Stainless Steel bolts. The techniques and principles of structural analysis used for these calculations conform to generally accepted standards of the engineering community. These design calculations have been prepared based upon architectural drawings furnished by client. Page 1 of 23 EPDM Gasket between 2x2x3/8" Steel Angle plate Aluminum Super Post- 3 to steel deck frame /welded via1/ & 1/4" bottom --- – 1/4" — ( 5'-3 9/16" 5'-4 7/8" 5'-3 9/16" ( 16' 3'-9 7/8" 4'-1 1/2" Balcony 1 6 1 7/8" 13/16" ip6" 4" K) 3/8" 6" A 3/8" • L - 2" 1 1/4"V James G. Pierson, Inc. Projeot Burnham & Ash BLDG 2 Job no. Consulting Structural Engineers Location Date 610 S.W.Alder,Suite 918 Portland,Oregon 97205 Tigard, Oregon 10/11/2016 Tel:(503)226-1286 Fax:(503)226-3130 Sheet no. Cheat Railpro Solutions Page 2 of 23 1 , I 1 I . I 1 1 ( 1 I 1 -` 1 I i- 1 li I-1 -� 1 i I • ' I �r � � 1 11JLT S I I -I ( -rt— i ! III 1 1 f i ( ( ( (—i i_I 1 ! _, �-1 1_I I I`_I I I I I rill 1 —1 YY1l4u PAS-1446 _4421:__ ____qS " ` I I f ( i I ( ' j I_; I 1 1 � . ii 1 i i i ! 1 1 ! 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Burnham & Ash BLDG 2 - ConsultingStructural Engineers Location �eers Tigard, Oregon Date 10/11/2016 320 S.W.Stark,Suite 535 Portland,Oregon 97204 Tel: (503) 226-1286 Fax: (503) 226-3130 Client Railpro Railpro Solutions • Page 3 of 23 I I 1 i I ? r I I I I- _ I i I L ._ I j._I___1.i _..� , _1-- 'i-- -- �-. i I I _ I I_--1• - I- 1 1 2itatrI S>T2_Ec�16 1 I 1 1 I i i i__I _� i I - - I L ' 1 I I 1 1 � i1 1 1 1 1 1 I I i j I l l j_ l 1 � -- I I= 1 r? -- - I1I? - y�- I- �_ I Ipp/L azo I -r__I I I I I L{-1 i 1 1 1 1 1 I , 1 ' I 1 I I � 1 1 1 1 I I I! II111Ij111 i1I i1I1 11 i 1i it-;-' 1 1p ' I % I 1 I { 1 s —I I I— rrri%1 i 1 1 i ( 1 1 1 1 i (aI 1 ' 1 1 I , 1 I l iHi I I I ,-__ I ,-, ,-I 1 I I i 1 1 1 i I I i .,r I i i , I i 1 I 1 1 , 1 1 1 I Irl A =0. 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I 1 j 1 j ——, i 1 I I ; - , i1 1 -! -1 l i l 11 1 I i l l i_ ' i 1 1 , 1 i I � i i Project job no. James G. Pierson, Inc. Burnham & Ash BLDG 2 - Consulting Structural Engineers Location Date Oregon 10/11/2016 320 S.W.Stark,Suite 535 Portland,Oregon 97204 Tel: (503) 226-1286 Fax: (503) 226-3130 Client Sheet no.Railpro Solutions Page 4 of 23 APPENDIX A - TEST REPORT Intertek REPORT NUMBER: 10029414000Q-004 ORIGINAL ISSUE DATE: January 17, 2011 EVALUATION CENTER INTERTEK TESTING SERVICES NA LTD. O 1500 BRIGANTINE DRIVE COQUITLAM, BC V3K 7C1 1111111 RENDERED TO RAILCRAFT INTERNATIONAL INC. 13272 COMBER WAY SURREY, BC V3W 5V9 U) liiPRODUCT EVALUATED: Aluminum Welded Picket and Glass Railing Systems EVALUATION PROPERTY: Load Requirements IMill Report of Railcraft International Inc. Aluminum Welded Picket and Glass Railing Systems for compliance with the applicable requirements of Section 1607.7.1 Handrails and Guards of the 2009 International Building Code (IBC) - This report is for the exclusive use of Intertek's Client and is provided pursuant to the agreement between Intertek and its Client. Intertek's responsibility and liability are limited to the terms and conditions of the agreement. Intertek assumes no liability to any party, other than to the Client in accordance with the agreement, for any loss, expense or damage occasioned by the use of this - report. Only the Client is authorized to copy or distribute this report and then only in its entirety. Any use of the Intertek name or one of its marks for the sale or advertisement of the tested material, product or service must first be approved in writing by Intertek. The observations and test results in this report are relevant only to the sample tested. This report by itself does not imply that the material,product, or service is or has ever been under an Intertek certification program. Page 5at23 I Railcraft International Inc. January 17,2011 Report No. 10029414000Q-004 Page 2 of 6 11 Table of Contents 1 Table Of Contents 2 2 Introduction 3 3 Test Samples 3 3.1. Sample Selection 3 3.2. Sample And Assembly Description 3 4 Testing And Evaluation Methods 3 4.1. 2009 IBC: Section 1607.7.1 Handrails And Guards 3 4.2. In-Fill Load Test 4 4.3. Uniform Load Test 4 4.4. Concentrated Load Test 4 5 Testing And Evaluation Results 5 5.1. Results And Observations 5 6 Conclusion 6 Appendix A Test Data 12 Pages Appendix B Drawings 2 Pages Intertek Pa. - . Railcraft International Inc. January 17,2011 Report No. 10029414000Q-004 Page 3 of 6 2 Introduction Intertek Testing Services NA Ltd. (Intertek) has conducted a test program for Railcraft International Inc. on various railing systems. The evaluation was carried out to determine whether the railing systems would resist the loads specified in Section 1607.7.1 Handrails and Guards of the 2009 International Building Code (IBC). This evaluation was conducted in the month of January 2011. 3 Test Samples 3.1. SAMPLE SELECTION The client submitted twelve (12) aluminum railing systems to the Evaluation Center on January 11, 2010. Samples were not independently selected for testing. 3.2. SAMPLE AND ASSEMBLY DESCRIPTION The different samples were identified as the following: Table 1. Railing Configurations Railing Post Post Mounting Rails Picket/Panel Spacing Plate Insert Welded Picket-Fascia Mount 1-5/8"x 1-5/8" 84-1/4" _ 4"x 6"x 3/8" 42"high 5/8"x 518" Welded Picket-Top Mount 1-5/8"x 1-518" 84-1/4" 4"x 4"x 3/8" 42"high 5/8"x 5/8" Glass Panel-Fascia Mount 1-5/8"x 1-5/8" 66-3/8" 4"x 6"x 3/8" 42"high 1/4"Glass Glass Panel-Top Mount 1-5/8"x 1-5/8" 66-3/8" 4"x 4"x 3/8" 42"high 1/4"Glass - Note: Post to sub-structure fastener evaluation is beyond the scope of this report. 3/8 in. Grade 5 bolts were used to install the specimen for testing. 4 Testing and Evaluation Methods The test specimen was loaded at a rate to achieve the specified loads between 10 seconds and 5 minutes. The specified test loads were held for one minute before the load was released. As per the 2009 IBC, the following tests were conducted: 4.1. 2009 IBC: SECTION 1607.7.1 HANDRAILS AND GUARDS 1) Handrails and guards shall be designed to resist a load of 50 pounds per linear foot (Of) (0.73 kN/m) applied in any direction at the top. 2) Handrails and guards shall be able to resist a single concentrated load of 200 pounds (0.89 kN), applied in any direction at any point along the top. 3) Intermediate rails, balusters and panel fillers shall be designed to withstand a horizontally applied normal load of 50 pounds (0.22 kN) on an area equal to 1 square foot(0.093 m2). Pa,Intertek Railcraft International Inc. January 17,2011 Report No. 10029414000Q-004 Page 4 of 6 Notes: 1. A live load factor of 2.5 is applicable to the above loads. 4.2. IN-FILL LOAD TEST For the welded picket systems, a load of 125 lbs was applied using a 1 square foot block normal to the in-fill. For the glass systems, a load of 200 lbs was applied to the glass panel using a 1 square foot block normal to the in-fill. After release of the load, the system was evaluated for failure, any evidence of disengagements of any component and/or visible cracking from any component. 4.3. UNIFORM LOAD TEST The guardrail system was subjected to a maximum equivalent uniform load of 125 plf applied horizontally to the top rail. The load was applied using quarter point loading. After release of the load, the system was evaluated for failure, any evidence of disengagements and/or visible cracking from any component. 4.4. CONCENTRATED LOAD TEST The top rail of the guardrail system was subjected to a horizontal concentrated load of 500 lbs adjacent to the rail post connection to verify the connection capacity. lntertek Pa. - . Rai!craft International Inc. January 17.2011 Report No. 10029414000Q-004 Page 5 of 6 5 Testing and Evaluation Results 5.1. RESULTS AND OBSERVATIONS The product test results are shown in Table 1 below and a full set of test data is located in Appendix A. Table 1. Test Results System Description Test Compliance In-fill load Pass Aluminum Welded Picket Railing System Uniform Load Pass —Fascia Mount Concentrated Load Adjacent to Post Pass In-fill load Pass Aluminum Welded Picket Railing System Uniform Load Pass —Top Mount Concentrated Load Adjacent to Post Pass In-fill load Pass Aluminum Glass Panel Railing System Uniform Load Pass —Fascia Mount Concentrated Load Adjacent to Post Pass In-fill load Pass Aluminum Glass Panel Railing System Uniform Load Pass —Top Mount Concentrated Load Adjacent to Post Pass Intertek Pa. - Railcraft International Inc. January 17,2011 Report No. 10029414000Q-004 Page 6 of 6 6 Conclusion The Railcraft International Inc. aluminum railing systems identified in this test report have complied with the requirements of Section 1607.7.1 Handrails and Guards of the 2009 International Building Code. The product test results are presented in Section 5 of this report. INTERTEK TESTING SERVICES NA LTD. r Reported by: —J. -- Chris Chang, ElT Test Engineer— Construction Products • Reviewed by: / P Ricc.rdo DeSantis Lab Supervisor I Test Technician — Building Products Intertek Pa. . . Railcraft International Inc. January 17,2011 Report No. 10029414000Q-004 APPENDIX A: Test Data (12 pages) Intertek Pag- - - Intertek Test: IBC Loads on Guards Test#1 Project: G100294140 Date: 14-Jan-11 Eng/Tech: Chris Chang `�'��_. Client: Railcraft International Inc. Reviewer: Riccardo DeSantis _ Product: Aluminum Welded Picket Railing System �� Installation: Fascia Mount //77 Post Spacing: 7.02 ft 2.14 m Height of Guard: 42 in 1070 mm - Opening in Guard: 3.875 in 98 mm Method: 2009 International Building Code (IBC) Section 1607.7.1 Handrails and Guards Section 1713 Test Safe Load Safety Factor: 2.5 Equipment: Artech 5K load cell (Intertek ID# SN138768, cal due August 20, 2011) Vaisala Indicator(Intertek ID#V2920010, cal due November 2, 2011) Time/Temp/RH: 7:45 AM / 18.3'C/54.3% Design Equivalent Load Factored Calculated Quarter- Required Test (Inward/ Load Moment Point Load Proof Load Pass/Fail Outward) (Ibf-ft) (Ibf) (lbf) (Ibf) Individual Elements/ 50 125 - - 125 PASS Components (1ft2) Horizontal Uniform Load 50 125 770 439 878 PASS (per ft) Top of Post Horizontal 200 500 - 500 PASS Concentrated Load Railcraft International Inc. (January 2011)-Picket Fascia- 1 Page 1 of 12 Page 12 of 23 Intertek Test: IBC Loads on Guards Test#2 Project: G100294140 Date: 14-Jan-11 Eng/Tech: Chris Chang (.`'.. Client: Railcraft International Inc. Reviewer: Riccardo DeSantis Product: Aluminum Welded Picket Railing System Installation: Fascia Mount Post Spacing: 7.02 ft 2.14 m Height of Guard: 42 in 1070 mm - Opening in Guard: 3.875 in 98 mm Method: 2009 International Building Code (IBC) Section 1607.7.1 Handrails and Guards Section 1713 Test Safe Load Safety Factor: 2.5 Equipment: Artech 5K load cell (Intertek ID#SN138768, cal due August 20, 2011) Vaisala Indicator(Intertek ID#V2920010, cal due November 2, 2011) Time/Temp/RH: 10:00 AM/ 19.2°C /53.9% Design Equivalent Load Factored Calculated Quarter- Required Test (Inward/ Load Moment Point Load Proof Load Pass/Fail Outward) (Ibf--ft) (Ibf) (Ibf) (Ibf) Individual Elements/ 50 125 - - 125 PASS Components (1ft2) Horizontal Uniform Load 50 125 770 439 878 PASS (per ft) ..... _ Top of Post Horizontal 200 500 - 500 PASS Concentrated Load _ Railcraft International Inc. (January 2011)-Picket Fascia-2 Page 2 of 12 Page 13 of 23 Intertek Test: IBC Loads on Guards Test#3 Project: G100294140 ., Date: 14-Jan-11 Eng/Tech: Chris Chang � '. .. Client: Railcraft International Inc. Reviewer: Riccardo DeSantis Product: Aluminum Welded Picket Railing System Installation: Fascia Mount Post Spacing: 7.02 ft 2.14 m Height of Guard: 42 in 1070 mm _ Opening in Guard: 3.875 in 98 mm Method: 2009 International Building Code (IBC) Section 1607.7.1 Handrails and Guards Section 1713 Test Safe Load Safety Factor: 2.5 Equipment: Artech 5K load cell (Intertek ID#SN138768, cal due August 20, 2011) Vaisala Indicator(Intertek ID#V2920010, cal due November 2, 2011) Time/Temp/RH: 10:48 AM/19.2°C/53.9% Design Equivalent Load Factored Calculated Quarter- Required Test (Inward/ Load Moment Point Load Proof Load Pass/Fail Outward) (lbf-ft) {Ibf} (Ibf) (lbf) Individual Elements/ 50 125 - 125 PASS Components (1ft2) Horizontal Uniform Load 50 125 770 439 878 PASS (per ft) Top of Post Horizontal 200 500 - 500 PASS Concentrated Load Railcraft International Inc. (January 2011)- Picket Fascia -3 Page 3 of 12 Page 14 of 23 Intertek Test: IBC Loads on Guards Test#1 Project: G100294140 Date: 13-Jan-11 Eng/Tech: Chris Chang ( ,.~ .. Client: Railcraft International Inc. Aldin Chang Product: Aluminum Welded Picket Railing System Reviewer: Riccardo DeSantis Installation: Top Mount Post Spacing: 7.02 ft 2.14 m Height of Guard: 42 in 1070 mm Opening in Guard: 3.875 in 98 mm Method: 2009 International Building Code (IBC) Section 1607.7.1 Handrails and Guards Section 1713 Test Safe Load Safety Factor: 2.5 Equipment: Artech 5K load cell (Intertek ID# SN138768, cal due August 20, 2011) Vaisala Indicator(Intertek ID#V2920010, cal due November 2, 2011) Time/Temp/RH: 12:35 PM 116.7°C/46.4% Design Equivalent Load Factored Calculated Quarter- Required Test (Inward/ Load Moment Point Load Proof Load Pass/Fail Outward) (Ibf-ft) {Ibf) (lbf) (Ibf) - Individual Elements 1 50 125 - 125 PASS Components (1ft2) Horizontal Uniform Load 50 125 770 439 878 PASS (per ft) Top of Post Horizontal 200 500 - 500 PASS Concentrated Load Railcraft International Inc. (January 2011)-Picket Top- 1 Page 4 of 12 Page 15 of 23 intertek Test: IBC Loads on Guards Test#2 Project: G100294140 Date: 13-Jan-11 Eng/Tech: Chris Chang (_(_'-. _ Client: Railcraft international Inc. Aldin Chang Product: Aluminum Welded Picket Railing System Reviewer: Riccardo DeSantis Installation: Top Mount Post Spacing: 7.02 ft 2.14 m Height of Guard: 42 in 1070 mm - Opening in Guard: 3.875 in 98 mm Method: 2009 International Building Code (IBC) Section 1607.7.1 Handrails and Guards Section 1713 Test Safe Load Safety Factor: 2.5 Equipment: Artech 5K load cell (Intertek ID# SN138768, cal due August 20, 2011) Vaisala Indicator(Intertek ID#V2920010, cal due November 2, 2011) Time/Temp/RH: 1:00 PM / 16.6°C 148.5% Design Equivalent Load Factored Calculated Quarter- Required Test (Inward/ Load Moment Point Load Proof Load Pass/Fail Outward) (lbf-ft) (lbf) tbf) (Ib#) Individual Elements/ 50 125 - 125 PASS Components(1ft2) Horizontal Uniform Load 50 125 770 439 878 PASS (per ft) Top of Post Horizontal 200 500 - 500 PASS Concentrated Load Railcraft International Inc. (January 2011)- Picket Top-2 Page 5 of 12 Page 16 of 23 Intertek Test: IBC Loads on Guards Test#3 Project: G100294140 Date: 13-Jan-11 Eng/Tech: Chris Chang CC.,. - Client: Railcraft International Inc. Aldin Chang Product: Aluminum Welded Picket Railing System Reviewer: Riccardo DeSantis Installation: Top Mount . Post Spacing: 7.02 ft 2.14 m Height of Guard: 42 in 1070 mm - Opening in Guard: 3.875 in 98 mm Method: 2009 International Building Code (IBC) Section 1607.7.1 Handrails and Guards Section 1713 Test Safe Load Safety Factor: 2.5 Equipment: Artech 5K load cell (Intertek ID#SN138768, cal due August 20, 2011) Vaisala Indicator(Intertek ID#V2920010, cal due November 2, 2011) Time/Temp/RH: 1:15 PM / 16.4°C/48.6% Design Equivalent Load Calculated Required Test (Inward/ Factored Moment Quarter Proof Load Pass/Fail nt Lo Outward) Load (lbf-ft) Pol(Ibf) ad (lbf) (Ibf) Individual Elements I 50 125 - - 125 PASS Components (1ft2) Horizontal Uniform Load 50 125 770 439 878 PASS (per ft) Top of Post Horizontal 200 500 - - 500 PASS Concentrated Load Railcraft International Inc. (January 2011)- Picket Top-3 Page 6 of 12 Page 17 of 23 Intertek Test: IBC Loads on Guards Test#1 Project: G100294140 Date: 14-Jan-11 Eng/Tech: Chris Chang _i Client: Railcraft International inc. Reviewer: Riccardo DeSantis Product: Aluminum Glass Panel Railing System WZ), Installation: Fascia Mount Post Spacing: 5.53 ft 1.69 m Height of Guard: 42 in 1070 mm Opening in Guard: 1.625 in 41 mm Method: 2009 International Building Code (IBC) Section 1607.7.1 Handrails and Guards Section 1713 Test Safe Load Safety Factor: 2.5 4.0 In-fill Glass Panel Equipment: Artech 5K load cell (Intertek ID# SN138768, cal due August 20, 2011) Vaisala Indicator (Intertek ID#V2920010, cal due November 2, 2011) Time/Temp/RH: 12:20 PM/ 19.00C/ 51.2% Design Equivalent Load Factored Calculated Quarter- Required Test (Inward/ Load Moment Point Load Proof Load Pass/Fail Outward) (Ibf-ft) (Ibf) (Ibf) (Ibf) individual Elements/ 50 200 - - 200 PASS Components (1ft2) Horizontal Uniform Load 50 125 478 346 691 PASS (per ft) Top of Post Horizontal 200 500 - - 500 PASS Concentrated Load Railcraft International Inc. (January 2011)-Glass Fascia - 1 Page 7 0112 Page 18 of 23 Intertek Test: IBC Loads on Guards Test#2 Project: G100294140 Date: 14-Jan-11 Eng/Tech: Chris Chang Client: Railcraft International Inc. Reviewer: Riccardo DeSantis Product: Aluminum Glass Panel Railing System Installation: Fascia Mount �f Post Spacing: 5.53 ft 1.69 m Height of Guard: 42 in 1070 mm - Opening in Guard: 1.625 in 41 mm Method: 2009 International Building Code (IBC) Section 1607.7.1 Handrails and Guards Section 1713 Test Safe Load Safety Factor: 2.5 4.0 In-fill Glass Panel Equipment: Artech 5K load cell(Intertek ID#SN138768, cal due August 20, 2011) Vaisala Indicator(Intertek ID#V2920010, cal due November 2, 2011) Time/Temp/RH: 1:15 PM/19.2°C/53.6% Design Equivalent Load Factored Calculated Quarter- Required Test (Inward/ Load Moment Point Load Proof Load Pass/Fail Outward) (Ibf-ft) (Ibf (Ibf) (Ibf) Individual Elements/ 50 200 - - 200 PASS Components(lft2) Horizontal Uniform Load 50 125 478 346 691 PASS (per ft)..__...... _ Top of Post Horizontal 200 500 - - 500 PASS Concentrated Load Railcraft International Inc. (January 2011)- Glass Fascia- 2 Page 8 of 12 Page 19 of 23 Intertek Test: IBC Loads on Guards Test#3 Project: G100294140 Date: 14-Jan-11 Eng/Tech: Chris Chang ((/.. Client: Railcraft International Inc. Reviewer: Riccardo DeSantis Product: Aluminum Glass Panel Railing System Installation: Fascia Mount Post Spacing: 5.53 ft 1.69 m Height of Guard: 42 in 1070 mm - Opening in Guard: 1.625 in 41 mm Method: 2009 International Building Code(IBC) Section 1607.7.1 Handrails and Guards Section 1713 Test Safe Load Safety Factor: 2.5 4.0 In-fill Glass Panel Equipment: Artech 5K load cell (Intertek ID#SN138768, cal due August 20, 2011) Vaisala Indicator(Intertek ID#V2920010, cal due November 2, 2011) Time/Temp/RH: 1:48 PM /19.1°C/53.9% Design Equivalent Load Factored Calculated Quarter- Required Test (Inward/ Load Moment Point Load Proof Load Pass/Fail Outward) (lbf-ft) (Ibf) (lbf) (lbf) Individual Elements/ 50 200 - 200 PASS Components (1ft2) Horizontal Uniform Load 50 125 478 346 691 PASS (per ft) ... ....... Top of Post Horizontal 200 500 - - 500 PASS Concentrated Load Railcraft International Inc. (January 2011)- Glass Fascia-3 Page 9 of 12 Page 20 of 23 Intertek Test: IBC Loads on Guards Test#1 Project: G100294140 Date: 13-Jan-11 Eng/Tech: Chris Chang (1,/... Client: Railcraft International Inc. Aldin Chang Product: Aluminum Glass Panel Railing System Reviewer: Riccardo DeSantis Installation: Top Mount ,?) Post Spacing: 5.53 ft 1.69 m Height of Guard: 42 in 1070 mm Opening in Guard: 1.625 in 41 mm Method: 2009 International Building Code (IBC) Section 1607.7.1 Handrails and Guards Section 1713 Test Safe Load Safety Factor: 2.5 4.0 In-fill Glass Panel Equipment: Artech 5K load cell (Intertek ID# SN138768, cal due August 20, 2011) Vaisala Indicator(Intertek ID#V2920010, cal due November 2, 2011) Time/Temp/RH: 9:00 AM/ 14.0°C/54.8% Design Equivalent Load Calculated Required Test (Inward/ Factored Moment Quarter- Proof Load Pass/Fail nt Lo Outward) Load (Ibf-ft) Poiibf) ad (ibf) (lbf) Individual Elements/ 50 200 - - 200 PASS Components (1ft2) Horizontal Uniform Load 50 125 478 346 691 PASS (per ft) Top of Post Horizontal 200 500 - - 500 PASS Concentrated Load Railcraft International Inc. (January 2011)- Glass Top- 1 Page 10 of 12 Page 21 of 23 Intertek Test: IBC Loads on Guards Test#2 Project: G100294140 ,,, Date: 13-Jan-11 Eng/Tech: Chris Chang ;k.`... Client: Railcraft International Inc. Aldin Chang Product: Aluminum Glass Panel Railing System Reviewer: Riccardo DeSantis Installation: Top Mount , b• Post Spacing: 5.53 ft 1.69 m �S Height of Guard: 42 in 1070 mm " Opening in Guard: 1.625 in 41 mm Method: 2009 International Building Code(IBC) Section 1607.7.1 Handrails and Guards Section 1713 Test Safe Load Safety Factor: 2.5 4.0 In-fill Glass Panel Equipment: Artech 5K load cell (Intertek ID#SN138768, cal due August 20, 2011) Vaisala Indicator(Intertek ID#V2920010, cal due November 2, 2011) Time/Temp/RH: 10:15 AM/ 13.8°C/54.0% Design Equivalent Load Factored Calculated Quarter- Required Test (Inward/ Load Moment Point Load Proof Load Pass/Fail Outward) (lbf-ft) (Ibf) (Ibf) (lbf) Individual Elements/ 50 200 - 200 PASS Components (1ft2) Horizontal Uniform Load 50 125 478 346 691 PASS (per ft) Top of Post Horizontal 200 500 - - 500 PASS Concentrated Load Railcraft International Inc. (January 2011)- Glass Top-2 Page 11 of 12 Page 22 of 23 Intertek Test: IBC Loads on Guards Test#3 Project: G100294140 ;;r, Date: 13-Jan-11 Eng/Tech: Chris Chang ( ,,_ Client: Railcraft International Inc. Aldin Chang R Product: Aluminum Glass Panel Railing System Reviewer: Riccardo DeSantis Installation: Top Mount .W. Post Spacing: 5.53 ft 1.69 m - Height of Guard: 42 in 1070 mm Opening in Guard: 1.625 in 41 mm Method: 2009 International Building Code (IBC) Section 1607.7.1 Handrails and Guards Section 1713 Test Safe Load Safety Factor: 2.5 4.0 In-fill Glass Panel Equipment: Artech 5K load cell(Intertek ID#SN138768, cal due August 20,2011) Vaisala Indicator(Intertek ID#V2920010, cal due November 2, 2011) Time/Temp/RH: 11:05 AM/ 15.0°C/51.5% Design Equivalent Load Calculated Factored Quarter- Required Test (Inward/ Load Moment Point Load Proof Load Pass/Fail Outward) (lbf-ft) (Ibf) (Ibf) {Ibf) Individual Elements/ 50 200 - - 200 PASS Components (1ft2) Horizontal Uniform Load 50 125 478 346 691 PASS (per ft) Top of Post Horizontal 200 500 - 500 PASS Concentrated Load Railcraft International Inc. (January 2011)- Glass Top- 3 Page 12 of 12 Page 23 of 23 FOR OFFICE USE ONLY—SITE ADDRESSTSAA n GI adA -4--(46 -1t... This form is recognized by most building departments in the Tri-County area for transmitting information. Please complete this form when submitting information for plan review responses and revisions. This form and the information it provides helps the review process and response to your project. City of Tigard • COMMUNITY DEVELOPMENT DEPARTMENT IIN -'4e Transmittal Letter 13125 SW Hall Blvd. • Tigard, Oregon 97223 • 503.718.2439 •www.tigard-or.gov TO: % G 44/1DATE DEPT: BUILDING DIVISION tripiq �/ OCT 202016 4P � r L y FROM: � CITY OF T1GARO COMPANY: i } i/ i3BUILDING DIVISION PHONE: :5 3-J-"a.5/- ,..5-...96 , By: Al l RE: (Site duress) ,r-u A e4,rmit nmber"S 0()//J a &r,tiAvY- asi4 �i.,i, , rolect name or subdivision name and of .:• N, PAlk ATTACHED ARE THE FOL_LOWICI!!Y Y i � " ,,. '`• fid, ;' 5... - I? r r . Additional set(s) of pl., s. Revisions: k rt Cross section(s)and i etails. Wall bracing and/or lateral analysis. i:° Floor/roof framin_. Basement and retaining walls. ,i' Beam calculations. � Engineer's calculations. Other(explain): 1 ' REMAI,KS: s -5 - v /- izd przd .I- /e- ' /--'-ei° Ay,- ____,./ (/ , ..... / zi...i Z...e„,/, 7,€_},.-711 ./.2.-7 ___,Ae.--E .e-/, r, Routed to Permit Tec ,cian Date: t O 2"-? (G Initial : r�� Fees Due: ❑ Yes Fee Description: Amo b,. • ; $ $ $ $ Special Instructions: Reprint Permit(per PE): ❑ Yes No ❑ Done Applicant Notified: 9,_ Date: /0iA7//lo Initials: 9 7 I:\Building\Forms\TransmittalLetter-Revisions 061316.doe