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Specifications (2) a I LI a Mk I MILLER RECEJVEJ) . CONSULTING ,,,_ I�,, I -I i, :)1il i ENGINEERS ■ CITY Of 1 i( Mt i FULL PERMIT SUBMITTAL BIJILDfNG DIVISION STRUCTURAL CALCULATIONS 1111 VOLUME 2 OF 4 111 11 TIGARD APARTMENTS II 8900-9000 SW OAK STREET,TIGARD,OREGON A.G.Spanos Companies I • SEPTEMBER 26,2017 PROJECT No. 161194 II II 198 PAGES III PRINCIPAL CHECKED: ARL c•kli---- L-2 7 6-0(74-fcf 1111 scRUCTUkg4 City of Tigard IN RED PROFF ��I Ne ,. �d 0, et Plans r ■ t. B i.! ' n-z 7- 65 1PE -. , Date . ,.-;�; 1 y ORE o � `moo ` '`-- U �,, � 29, „�� OFFICE COPY RYAN r EXPIRES: 12-31 -2018 II 1 U III ***LIMITATIONS*** A Miller Consulting Engineers,Inc.was retained in a limited capacity for this project. This design is based upon information provided by the client,who is solely responsible for accuracy of same. No I responsibility and or liability is assumed by or is to be assigned to the engineer for items beyond that shown on these sheets. I • Engineering Practical,Diverse Structural Solutions Since 1978 9570 S W Barbur Blvd.,Suite 100, Portland,Oregon 97219-5412 a Phone:(503)246-1250 Fax:(503)246-1395 www.miller-se.com U ■ r Table of Contents ✓ ✓ r r r r a ■ Volume 2:Wood-Framed Levels - Lateral Analysis ■ Description Page(s) • Design Criteria and Applied Gravity Loads 2 Lateral Load Development 3-5 Fore Distribution Methodology 6-8 Story Drift Checks 9,117 III Wood-Framed Shear Walls-Building A (w/Diaphragm Checks at Level 5) 10-114 Wood-Framed Shear Walls-Building B (wf Diaphragm Checks at Level 5) 115-197 . Holdowns 198 I ✓ ■ ✓ a r ■ ■ 9570 SW Barbur Blvd Suite One Hundred Project Name Tigard Apartments Project# 161 194 A Portland,OR 97219 . Location 8900-9000 SW Oak St.,Tigard, Oregon Client AG Spanos Companies a MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 1 of 198 www.miller-se.com By Ck'd Date Page ENGINEERS ✓ S Building Code: 2014 Oregon Structural Specialty Code I Soils Report: Yes Soils Report by: GRI Dated: 4/18/2016 Soil Bearing: N/A PSF Retaining Walls: Yes 5 Equivalent Fluid Pressure(active): 35 PCF Passive bearing: 250 PCF Friction: 0.35 Structural System:Building Structure r Vertical System:Wood Framed over PT Concrete Slab Lateral Sys: Light Framed Shear Walls over Special Reinf Conc Shear Walls Element Roof Floor Corridor 5 Load Type Dead Dead Dead Basic Design Value(PSF) 15 27 27 Loads: Load Type Snow Floor Live Corridor Live III Value(PSF) 25 40 100 Deflection Criteria U240 L/360 L/360 Lateral Design Parameters: 5 Wind Design:ASCE 7-10 Wind Speed(3 sec Gust): 120 MPH Exposure B 11 Importance Factors Iw= 1.00 IE= 1.00 Is= 1.00 I;= 1.00 Risk Cat: II (ice w/wind) (seismic) (snow) (ice) ■ Seismic Design I 2012 IBC SEISMIC DESIGN RECOMMENDATIONS Recommended Seismic Variable Value Site Class C MCER 0.2-Second Period I 0.99 g Spectral Response Acceleration,Sts Max 1-Second Period 0.58 g 11111 Spectral Response Acceleration,S.ui Design 0.2-Second Period 0.66 g r Spectral Response Acceleration,Sm Design 1-Second Period 0.39 g I Spectral Response Acceleration,Sul Design Summary: r The following structural calculations are for the foundation systems for two proposed apartment buildings.The buildings are four stories of wood-framing supported on one elevated PT podium slab.The building foundations are supported on Auger Cast in Place piling. 5 in ✓ ' r ✓ r I ✓ ■ ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 ■ dill Suite One Hundred Portland,OR 97219 _ Location 8900-9000 SW Oak St.,Tigard,Oregon r Client AG Spanos Companies MILLER Phone 503.246.1250 5 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 2 of 198 www.miller-se.com By Ck'd Date Page ENGINEERS II i ■ See foundation permit submittal for comparison of seismic and wind forces to the building,seismic controls a Building A Vertical Distribution of Seismic Forces(see next page) a Loft Roof 22.9k Roof/Loft Floor 1 16.0k Level 5 ■ m 151.8k 0Level4 101.2k Level 3 50.6k a 1111 111 .. .... .. . ........_.. . Vwoad=442.4k Building B Vertical Distribution of Seismic Forces(see page after next) @Loft Roof 25.7k . ®Roof/Loft Floor - 94.8k 0Level5 - 121.8k Level 4 81.2k r O Level 3 40.6k ■ V,Hoad=364.0k I ■ ✓ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 ■ Suite One Hundred Portland,OR 97219 • Location 8900-9000 SW Oak St.,Tigard,Oregon • Client AG Spanos Companies MILLER111 Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 3 of 198 www.miller-se.com By Ck'd Date Page ENGINEERS 111 III ■ ASCE7-10 Seismic Denies Building A III S,= 85.50% Risk Targeted Maximum Considered Earthquake(Figure 22-1,22-3,22-5,and 22-6)(ps s,= 60.00% Risk Targeted Maximum Considered Earthquake(Figure 22-2,22-4,22-5,and 22-6)(pd . Fa= 1.16 Table 11.4-1,page 55 Fv= 1.50 Table 11.41,page 55 S0 F,S,= 0,99 eqn.11.41 page 55 5 S,,,1=F„S,= 0.90 eqn.11.4-2 page 55 Sos=(2)Susl(3)= 0.660 eqn.11.4-3 page 55 5 So,=(2)SM,/(3)= 0.60 eqn.1/.4-4 page 55 r Site Class D Table 20.3-1,page 152 Risk Category II Table 1.5-1,page 2 is Seismic Force Resisting System A.Bearing Wall System 15.Light framed(wood)walls sheathed with wood structural panels rated for shear resistance ■ Seismic Design Category(short per.) D Table 1613.5.6(1),2009 IBC pg 343 Seismic Design Category(1 sec) D Table 1613.5.6(2),2009 IBC pg 343 Seismic Design Category D (Controls) R= 6.50 Table 12.2-1,pages 60-62 = 3.00 Table 12.2-1,pages 60-62 . Ca= 4.00 Table 12.2-1,pages 60-62 IE= 1.00 Importance factor,Table 1.5-2,page 4 CT= 0.02 Table 12.8-2,page 72 III x= 0.75 Table 12.8-2,page 72 h„= 52.67 R,defined in section 12.8.2.1,page 72 III = 0.391 Eqn.12.8-7,page 72 k= 1.00 Section 12.8.3,page 73 C,,= 1.4 Table 12.8-1,page 72 Ta,,,,= 0.547 section 12.8.2,page 72 11 C,= 0.102 Eqn.12.8-2,pg 72 T.= 16 Fig.22-12 through 22-16,page 170-173III C,= 0.236 need not exceed-Eq.12.8-3&12.8-4,page 71-72 C,= 0.046 shall not be less than-Eq.12.8-5&12.8-6,page 72 C,= 0.102 (control) Ill W,,,,= 109.0 k W,,;,= 681.0 k N W.= 1189.0 k Ws„= 1189.0 k 11/W,„,= 1189.0 k Redundancy Factor p: 1.00 Section 12.3.4,pg 67 Vroof=CsW=0.102(W)= 11.07 k,Eq.12.8-1,pg71 ■ V5th=CsW=0.102(W)= 69.15 k,Eq.12.8-1,pg 71 V4th=CsW=0.102(W)= 120.74 Ic Eq.12.8-1,pg 71 V3rd=CsW=0.102(W)= 120.74 Ic Eq.12.8-1,pg71 ■ V2nd=CsW=0.102(W)= 120.74 k,Eq.12.8-1,pg 71 Vertical Distribution of Seismic Forces:Eqn.12.8-11&Eq.12.8-12,pg 72-73 . Level h,(ft.) w,(k) w;h,!` C, Force(k) with p: Roof 52.67 109.0 5741 0.05 22.91 22.91 11115th 42.67 681.0 29058 0.26 115.95 115.95 4th 32 1189.0 38048 0.34 151.82 151.82 3rd 21.33 1189.0 25361 0.23 101.20 101.20 2nd 10.66 1189.0 12675 0.11 50.57 50.57 III 110883 Total Base Shear 442.44 Effect of Dead Load=0.2(Sra)(D)=I 0.132 I'D,eqn.12.4-4,pg 69(vertical earthquake load) ■ Diaphragm Design Forces:Eqns.12.10-1,12.10-2,&12.10-3,pg 75 F,,,,,,=0.2Sos4= 0.132' 'w,(min.)Eq.12.10-2,pg 75 ■ F,,,,„„=0.4Sos1,= 0.264 'w,(max.)Eq.12.10-3,pg 75 Level w,(k) Force(k) EF;-EwDiaphragm F /F, II (12 i'l Min.) Design Force(k) P" Roof 109.0 22.91 0.210 22.91 1.00 III 681.0 115.95 0.176 119.70 1.03 4th 1189.0 151.82 0.147 174.64 1.15 3rd 1189.0 101.20 0.124 156.96 1.55 III 1189.0 50.57 0.102 156.96 3.10 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161194 ■ Suite One Hundred A Portland,OR 97219 MbLocation 8900-9000 SW Oak St.,Tigard,Oregon . Client AG Spanos Companies MILLER Phone 503.246.1250 a CONSULTING Fax 503.246.1395 ELDARL 9.28.2017 4 of 198 www.miller-se.com By Ckd' Date Page ENGINEERS III r I II ■ Building B ASCE 7-10 Seismic Design ■ 5,= 85.50% Risk Targeted Maximum Considered Earthquake(Figure 22-1,22-3,22-5,and 22-6)(pr III S,= 60.00% Risk Targeted Maximum Considered Earthquake(Figure 22-2,22-4,22-5,and 22-6)(pt Fa= 1.16 Table 11.4-1,page 55 Fv= 1.50 Table 11.4-1,page 55 Sus=F,S,= 0.99 eqn.11.4-1 page 55 II Su,=F"S,= 0.90 eqn.11.4-2 page 55 Sos=(2)Sus/(3)= 0.660 eqn.11.4-3 page 55 IIISm=(2)Sra,/(3)= 0.60 eqn.11.4-4 page 55 Site Class D Table 20.3-1,page 152 ■ Risk Category II Table 1.5-1,page 2 Seismic Force Resisting System A.Bearing Wall System 15.Light framed(wood)walls sheathed with wood structural panels rated for shear resistance 1111SeismicDesign Category(short per.) D Table 1613.5.6(1),2009 IBC pg 343 Seismic Design Category(1 sec) D Table 1613.5.6(2),2009 IBC pg 343 IISeismicDesign Category D (Controls) R= 6.50 Table 12.2-1,pages 60-62 ■ `%= 3.00 Table 12.2-1,pages 60-62 Ca= 4.00 Table 12.2-1,pages 60-62 Is= 1.00 Importance factor,Table 1.5-2,page 4 II c.,= 0.02 Table 12.8-2,page 72 x= 0.75 Table 12.8-2,page 72 h,= 53.33 9,defined in section 12.8.2.1,page 72 ■ T= 0.395 Eqn.12.8-7,page 72 k= 1.00 Section 12.8.3,page 73 C,= 1.4 Table 12.8-1,page 72 111 Ta,,,,= 0.553 section 12.8.2,page 72 C,= 0.102 Eqn.12.8-2,pg 72 T,= 16 Fig.22-12 through 22-16,page 170-173 II C,= 0.234 need not exceed-Eq.12.8-3&12.8-4,page 71-72 C,= 0.046 shall not be less than-Eq.12.8-5&12.8-6,page 72 ■ C,_ 0.102 (control) Wrem= 122.5 k Wto= 564.0 k 1111 Wam= 966.0 k Wsm= 966.0 k . Wap. 966.0 k Redundancy Factor p: 1.00 Section 12.3.4,pg 67 IN Vroof=CsW=0.102(W). 12.44 k,Eq.12.8-1,pg 71 V5th=CsW=0.102(W)= - 57.27 k,Eq.12.8-1,pg71 V4th=CsW=0.102(W)= 98.10 k,Eq.12.8.1,pg 71 ■ V3rd=CsW=0.102(W)= 98.10 k,Eq.12.8-1,pg71 V2nd=CsW=0.102(W)= 98.10 Ic Eq.12.8-1,pg 71 . Vertical Distribution of Seismic Forces:Eqn.12.8-11&Eq.12.8-12,pg 72-73 Level h,(ft.) w,(k) w,'h„" C„ Force(k) with>•: Roof 53.33 122.5 6533 0.07 25.73 25.73 . 5th 42.67 564.0 24066 0.26 94.79. 94.79 4th 32 966.0 30912 • 0.33 121.76 121.76 3rd 21.33 966.0 20605 0.22 81.16 81.16 U 2nd 10.66 966.0 10298 0.110. 40 40.56 92413 Total Base Shear 364.00 Effect of Dead Load=0.2(Sos)(D)=1 0.132 I'D,eqn.12.4-4,pg 69(vertical earthquake load) • Diaphragm Design Forces:Eqns.12.10-1,12.10-2,&12.10-3,pg 75 . F,,,,,=0.25.1„= 0.132 'w,(min.)Eq.12.10-2,pg 75 F,,,,,,,=0.40cst,= 0.264 'w,(max.)Eq.12.10-3,pg 75 . Level w,(k) Force(k) SF,/Ew, Diaphragm F,'/F, . (12.10-1 Min.) Design Force(k) Roof 122.5 25.73 0.210 25.73 1.00 . 5th 564.0 94.79 0.176 99.02 1.04 4th 966.0 121.76 0.147 141.63 1.16 3rd 966.0 81.16 0.124 127.52 1.57 ■ 2nd 966.0 40.56 0.102 127.52 3.14 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 U Ell Suite One Hundred Portland,OR 97219 Il Mk Location 8900-9000 SW Oak St.,Tigard, Oregon Client AG Spanos Companies MILLERIII Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 5of198 www.miller-se.com By Ck'd Date Page III ENGINEERS II a Lateral Analysis Methodology—Wood Shear Walls in RAM SS a RAM SS treats all walls as concrete or masonry shear walls cantilevered from their base. It also meshes them along their • full height to act as a continuous unit.As a result,some adjustments are necessary to correctly model the behavior of wood-framed shear walls.The process used in these calculations is outlined below: III 1.A shear wall matching the geometry of a proposed shear wall stack in the building was constructed in RAM SS.A II thickness,Young's Modulus, and apparent stiffness were assumed. 2.A point load was applied laterally at the top of the wall,and the Young's Modulus of the wall was adjusted to force the r model to displace correctly(as given by shear wall displacements from SDPWS Section 4.3.2) S 3.An adjustment factor was calculated for each wall geometry using the test wall described in 1 &2 as a benchmark.This adjustment was made by finding the relative stiffness that RAM SS uses(based on concrete/masonry assumptions)and the II relative stiffness that the SDPWS predicts(based on wood-framed assumptions).An effective thickness was then found individually for each wall stack such that RAM's relative stiffness between the walls matched the SDPWS relative stiffness. III 4.A model story was constructed and the distribution to each shear wall in the building was noted.The controlling story ■ forces were then distributed at each level to design the shear walls. Displacements were checked against expected SDPWS values under model forces to ensure accuracy. ■ Concrete Shear Wall Rigidity(RAM SS) Wood Shear Wall Rigidity(SDPWS) ■ Ra= 1/(0.4(h/b)3+0.3(h/b) A=(8vh3)/(EAb)+ (vh)/(1000Ga)+(hAa)/b s kRAM,benchmark o' 0.4(h/b)3+0.3(h/b) • Model Floor, Building A-Envelope Forces 3.46 3.46 ■ n c S csi, r— sri a, co II 29.51 18.35 19.74 18 88 29 02 10.54 18 37 1,.1,0319.75III 30 79 II - a 16:75 �.4 a, ,0 64 O 18 79 a 25.80 26:17 '6 a a m c 19,91 S .,7,- 25;62 III 22 23.67 22.74 22.76 ■ KCI; 1027 zi;; 10.27III10.31 10.31 CO `- ■ a 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 r Suite One Hundred all Portland,OR 97219 la Location 8900-9000 SW Oak St.,Tigard, Oregon ■ Client AG Spanos Companies MILLER Phone 503.246.1250 a CONSULTING Fax 503.246.1395ELD ARL 9.28.2017 6 of 198 www.miller-se.com By Ck'd Date Page ENGINEERS a III • Final Shear Distribution-Building A , I, a,- a ,-. ( . - gt. a, ,•ar(.1 , ii a SthWall1 4 i , II 111 1ir 1540.00 4.08 _ 377_ 0.35% 483 528 352 176 2 23670.00 w 30.00 E 789 533% 7429 8122 5414 2706 1 II3 25800.00 30.00 860 5.81% 8097 8853 5901 2949 4 w 30790.00 34.00 906 6.93% 9663 10565 7042 3520 5 , 29020.00 30.00 967 6.53% 9108 9958 6637 3317 III 10270.00 15.00 ! 685 L 2.31% 3223 3524 2349 1174 7 3460.00 6.50 532 0.78% 1086 1187 791 396 1118 w-18930.00 20.00 947 4.26% 5941 6496 4330 2164 9 w 29740.00_ 30.00 991 6.70% 9334 10205 6802 3399 III Ll w 31460.00 T __32.33 973 7.08% 9873 10795 7196 3596 -1 11 w 23670.00 w 30.00 789 5.33% 7429 8122 5414 2706 12 w 19910.03 w 25.33 - 786 4.48% 6248 6832 4554 2276 11 13 10270.00 1500 685 2.31% 3223 3524 2349 1174 _ 14 w 18790.00 -r-- 23.17 811 ---4.23% 5897 6448 4298 2148 w 14260.00 r II 15 15.33 930 3.21% 4475 4893 3262 1630 16 w 29510.00 w 30.75 960 6.64% 9261 10126 6750 3373 III , 27140.00 w 30.00 905 6.11% 8518 9313 6207 3102 18 1370.00 4.08 336 0.31% 430 470 313157 -i 19 w 31390.00 w 29.58 1061 - 7.07% - 9851 10771 - 7180 3588 ' _ k 1120 18350. 00 • 20.08 914 4.13% --_ 5759 _-y_ 6297 4197 2098 y 21 10540.00 14.00 753 2.37% 3308 3617 2411 1205 II22 , 25430.00 w 30.00 - 848 5.73% - 7981 - 8726 - 5816 2907 - J 23 29190.00 w 35.25 828 6.57% 9161 10016 6676 3337 24 w 19740.00 -r-- 21.67 911 4.44% 6195 _ 6773 4515 2256 ■ 25 w 28890.00 33.33 867 6.50% 9067 9913 6608 3302 26 w 13370.00 w 20.75 885 4.14% 5765 6303 4202 2100 w ---r-- ------- ----_..___. --- _,_------- ----- -- ..._ W. ■ 2726430.00 33.00 801 5.95% 8295 9069 6045 3021 28 w 25850.00 • 30.00 862 5.82% 8113 8870 5912 2955 1 II w 26870.00 w 30.00 896 6.05% 8433 9220 6146 3071 30 w 1350.00 4.08 _ 331 0.30% 424 463 309 154 31 22740.00 w 29.25 777 5.12% _ 7137 7803 5201 2599 ■ 32 w 25520.00 w 33.08 j 774 5.77% 8041 8791 5860 2929 33 w 26170.00 w 33.08 791 5.89% _ 8213 8980 5986 2991 In34 , 18880.00 w w 20.75 910 4.25% 5925 6478 4318 2153 35 26820.00 30.08 _ 892 _ 6.04% 8417 9203 6134 3066 111136 w 10030.00 r _ 16.33 614 2.26%- 3148 3442 2294 __1146 37 10310.00 15.00 687 2.32% 3236 3538- 2358 1179 38 w 11680.00 w 14.17 I 824 _2.63% 3666 4008 26711335 II 39 w 10320.00 w 12.50 826 2.32% 3239 3541 - 2360 - 1180 40 31040.00 � 32.33 I 960 6.99% 9741 10651 _ 7100 3548 a 41 w 29300.00 30.08 974 6.60% 9195 10054 6702 3349 42 w 20340.00 w 23.42 869 4.58% 6383 6979 4652 _ 2325 43 r 16750.00 w 20.75 807 3.77% 5257 5748 3831 1915III 44 w 10310.00 V-- 15.00 687 2.32% 3236 3538 2358 1179 - - 45 22760.00 30.00 759 5.12% 7143 7810 5206 2602 II 46 w 19750.00 w 23.33 ' 846 4.45% 6198 6777 4517 2258 47 1480.00 4.08 362 0.33% 464 _ 508 339 169 IIw 48 w 3460 0 6.50 I -532 -- 0.78% 1086 1187 791 396 49 w 31460.00 w 32.33 973 7.08% 9873 10795 7196 3596 r 50 ,w 31040.00 w 3233 , 960 6.99% 9741 10651 7100 3548 III a Note:These loads are ultimate values,and must be multiplied by 0.7 to get the values used in the shear wall spreadsheets to follow,which are in ASD. (see next page for plan with wall numbers) III III 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 let Suite One Hundred Ill Portland,OR 97219 MILocation 8900-9000 SW Oak St.,Tigard,Oregon • Client AG Spanos Companies MILLER r Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 7 of 198 www.miller-se.com By Ck'd Date Page ■ ENGINEERS NI ■ II 7 _j 1 48 II 1 a N N N M 116 20 24 34 III 1 5 21 26 36 46 I 111■ 4 T rn ei rn 43 N N NL II 14 1111i 3 33CNI a J 12 M III 32 i a I2 11 J 31 45 S i - 1 II 6 13 - co 37 44 ij ■ o ti co •cr ■ Building A Shear Walls a a ■ a a ■ a a a a II 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161194 II One Hundred 4/111 Portland,OR 97219 Milli Location 8900-9000 SW Oak St.,Tigard, Oregon III Client AG Spanos Companies MILLER Phone 503.246.1250 II CONSULTING Fax 503.246.1395 ByELD Ck'd ARL Date 9.28.2017 Page 8 of 198 www.miller-se.comII a ' 3 NI ! Drift II - j RAM Frame 15.04.00.000 RAM Structural System DataBase: Building A-One Level Wood(Lateral Only)_ELD 08/11/17 15:01:47 • W$entleg Building Code: IBC Steel Code: IBC • CRITERIA: Rigid End Zones: Ignore Effects II Member Force Output: At Face of Joint IIP-Delta: Yes Scale Factor: 1.00 Ground Level: Base II 1111 El CASE DEFINITIONS: El Seismic EQ_ASCE710_X +E_F ■ E2 Seismic EQ_ASCE710_X_-E_F E3 Seismic EQ_ASCE710_Y_+E_F II E4 Seismic EQ_ASCE710 Y -E F a • RESULTS: a Location (ft): (117.607, 190.738) ■ Story LdC Displacement Story Drift Drift Ratio ■ X Y X Y X Y in in in in III Level 5 El 0.4504 0.0038 0.4504 0.0038 0.0035 0.0000 E2 0.4198 0.0006 0.4198 0.0006 0.0033 0.0000 a E3 -0.0234 0.4031 -0.0234 0.4031 0.0002 0.0031 E4 0.0247 0.4082 0.0247 0.4082 0.0002 0.0032 III . Check Story Drift Limits E9x Eqy Diaphragm Level Height(ft) Allowable Drift,:la(in) Elastic Drift(in) Inelastic Drift(in) Elastic Drift Inelastic Drift(in) Roof 10.67 2.56 0.14 0.56 OK 0.13 0.51 OK 1111 5th 10.67 256 0.30 1.18 OK 0.27 1.08 OK 4th 10,67 2.56 0.40 1.59 OK 0.36 1.45 OK ■ 3rd 10.67 2.56 0.45 1.80 OK 0.41 1.64 OK ■ ■ ■ ■ a 9570 SW Barbur BlvdProject Name Tigard Apartments Project# 161 194 111 41/11 Suite One Hundred Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard,Oregon III Client AG Spanos Companies MILLER II Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 9 of 198 www.miller-se.com By Ck'd Date Page . ENGINEERS 111 a Building A Shearwalls 1-10 ■ Shearwall Design #of Shearwall Levels:3 Sheathing Thickness: 15/32 in I Typical Sheathing Nailing: 10d Nails (uno) I Wall (IBC 2306.3) Shearwalls in Use I Capacity(pit) ■ Load Combination: Bask Load Combination: 0.60=0.7E;0.6D+W Structure Information: Il Wt.(W w)= 8.00 psi Wall Type E:15/32'APA Rated Sheathing w/10d At 6"o.c.edges,1T o.c.field 310 I Roof Wt.(Rw)= 15.00 psi Wall Type F:15/32'APA Rated Sheathing w/10d At 4"o.c.edges,12"o.c.field 460 Roof Wall Height= 10.75 ft Wall Type G:15/32'APA Rated Sheathing w/10d At 3'o.c.edges,12'o.c.field 600 In5th Floor Depth= 0.00 ft Wall Type H:15132'APA Rated Sheathing w/10d At 2"o.c.edges,12'o.c.field 770 i 591 Flow WL(Uw)= 27.00 psi 5th Floor Wall Height= 10.75 ft 4th Flow Depth= 0.00 ft III Floor Wt.(Mw)= 27.00 pet 4th Floor Wall Height= 10.75 ft Wind Uplift(U)= 0.00 psi 0.2Sds= 0.13 (ultimate) ■ Roof Wall Line Marks Wind(lb) Min.Wind(lb)Seismic(Ib) Stacks on: 1 338 1 Seismic Wind 2 5200 2 Simpson Holdowns and Anchors in Use;(Verify Fdn.Config.w/Loads Listed in Catalog for Anchor Bolt Types) Capacity(lb)Capacity(lb) III 5668 3 4 6764 4 #1 Holdown Type 0-5k w/ 5000 5000 5 6375 5 #2 Holdown Type 5-10k w/ 10000 10000 6 2256 6 III 760 7 8 4159 8 9 6533 9 10 6911 10 #7 Holdown Type 5-10k w! 10000 4040 ■ #8 Holdown Type 10-15k w/ 15000 4470 5th Floor Wall Line Marks Wind ph) Min.Wind(lb)Seismic(Ib) Stacks om 2 371 Il 56888 5 2 3 6197 3 4 7396 4 5 6970 5 Sill Plate to Concrete Anchorage: 2x plate 3x min.plate ■ 6 2467 6 5/8 I"dia. anchor capacity(lb). 860 1070 7 631 7 8 4547 8 9 7143 9 . 10 7557 10 Wall Type E.0.625'dia.anchors spaced at 48'o.c. 48"o.c. 4111 Floor Wall Line Marks Wind(lb) Min.Wind(Ib!Seismic(Ib) Wall Type F:0.625'dia.anchors spaced at 36"o.c. 45'o.c. 1111 247 Wall Type G:0.625"dia.anthem spaced at 3x req. 34'o.c. 2 3790 Wall Type H:0.625'dia.anchors spaced at 3x req. 27"o.c. 3 4131 4 4930 la 4646 6 1644 7 554 B 3031 . 9 4762 10 5037 (anchor spacing based from values from NOS using hemflr and a 1.6 duration increase) Ili Level Holdown to: floor below (PL 1/4x3x0'-3"required) ■ ■ IN III/ ■ ■ ■ ■ ■ a 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 III One Hundred E Portland,OR 97219MS 8900 9000 SW Oak St.,Tigard, Oregon Location g ■ Client AG Spanos Companies MILLER Phone 503.246.1250 III CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 10 of 198 www.miller-se.com By Ck'd Date Page III 111 ■ Roof Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb ■ I I I 0 I 0 I 338 I Wind Uplift(U)=I 0 lest Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total L,ft: Overall Seg.(Lo),ft 4.08 4.08 I ■ 1 Wall Height(H1),It: 10.75 Trib.1,ft 0.00 Rtn.Load(RL),Ib: 200 ■ Trib.1 Weight(Rw),psfi 15.00 Wall Weight(Ww),est: 8.00 Seismic,plf: 83 =338 lb/4.08' . w/HIW,plf: 109 MOT(Seismic),ft-Ib: 3636 (includes t✓w ratio increases) =(338 lb/4.08**Lel-11) 0 Mr(Seismic),ft-lb: 1534 =(Trib.1•Rw+H1"INw)"(Lo)"2/2+RL•Lo HD(Seismic),Ib: 700 =(Mot-(0.6-0.092)11r)/Lo Holdown Capacity,Ib: 5000 HD Type: 1 15/32"APA Rated Sheathing ■ Shear critical,plf: 109 Seg.1:'E'=104 At 6"o.c.edges,12"o.c.field HD critical,lb: 700 40%increase for wind?: No . Sheathing Layers: Single Concrete Anch.? No Wall Type: E Holdown Types: . Wall Capacity,plf: 310 Seg.1:'1'=0-5k with Controlling HD Type: 1 Holdown Capacity,Ib: 5000 ■ 3x Members req.: No Roof Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb 2 I 0 I 0 I 5200 I Wind Uplift(U)=1 0 Ipsf Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total L: Overall Seg.(Lo),ft: 30.00 30.00 I ■ 2 Wall Height(H1),ft: 10.75 Trib.1,ft: 0.00 Rtn.Load(RL),ib: 200 ■ Trib.1 Weight(Rw),psf: 15.00 Wali Weight(Ww),psf. 8.00 Seismic,pif•. 173 =5200 lb/30' . MOT(Seismic),ft-lb: 55900 =(5200 lb/30'"Lo7i1) 0 Mr(Seismic),ft-lb: 44700 =(Trib.112w+H1"Ww)•(Lo)"212+RL"Lo HD(Seismic),Ib: 1106 =(Mot-(0.6-0.092)%10/Lo 1111 Holdown Capacity,Ib: 5000 HD Type: 1 15/32"APA Rated Sheathing Shear critical,pit 173 Seg.1:'E'=10d At 6"o.c.edges,12"o.c.field HD critical,ib: 1106 i 40%increase for wind?: No ■ Sheathing Layers: Single Concrete Anch.? No Wall Type: E Holdown Types: • ■ Wall Capacity,pit 310 Seg.1:'1'=0-5k with Controlling HD Type: 1 Holdown Capacity,Ib: 5000 Ill3x Members req.: No Y a ■ ■ ■ ■ ■ ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 ■ Art Suite One Hundred Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard,Oregon • Client AG Spanos Companies ■ MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 11 of 198 www.miller-se.com By Ck'd Date Page 11111 ENGINEERS U U Roof Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb ■ 3 I 0 I 0 5668 l Wind Uplift(U)=I 0 Ipsf Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total L Overall Seg.(Lo),ft: 30.00 30.00 I 3 Wall Height(H1),ft: 10.75 Trib.1,ft: 0.00 Rtn.Load(RL),Ib: 200 Trib.1 Weight(Rw),psi: 15.00• ■ Wall Weight(Ww),psi: 8.00 Seismic,plf: 189 =5668 lb/30' Mm(Seismic),ft-lb: 60931 =(56681b/30'•Lo1-11) 0 ■ Mr(Seismic),ft-Ib: 44700 =(Trib.1`Rw+Hl•Ww)'(14"2/2+RL•Lo HD(Seismic),Ib: 1274 =(Mot-(0.6-0.092)'Mr)/Lo ■ Holdown Capacity,Ib: 5000 HD Type: 1 15/32'APA Rated Sheathing . Shear critical,pH: 189 Seg.1:'6'=1 Dd At 6"o.c.edges,12"o.c.field HD critical,Ib: 1274 40%increase for wind?: No ■ Sheathing Layers: Single Concrete Anch.? No Wall Type: E Holdown Types: ■ Wall Capacity,pit. 310 Seg.1:'1'=0.5k with Controlling HD Type: 1 Holdown Capacity,lb: 5000 3x Members req.: No Roof Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb 4 I 0 0 I 6764 I Wind Uplift(U) 0 Ipsf Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total L: Overall Seg.(Lc),ft: 34.00 34.00 ■ 4 Wall Height(H1),ft: 10.75 Trib.1.ft 0.00 Rtn.Load(RL),lb: 200 Trib.1 Weight(Rw),psf 15.00 ■ Wall Weight(Ww),psi: 8.00 Seismic,plf: 199 =6764 lb/34' Mot(Seismic),ft-lb: 72713 =(6 764 16/34''Lo'H1) 0 ■ Mr(Seismic),ft-lb: 56508 =(Trib.1•Rw+H1•Ww)•(Lo)"2/2+RL`Lo HD(Seismic),Ib: 1294 =(Mot-(0.6.0.092)'Mr)/Lo . Holdown Capacity,Ib; 5000 HD Type: 1 15132"APA Rated Sheathing Shear critical,plf: 199 Seg.1:'E'=lad At 6"o.c.edges,12"o.c.field HD critical,Ib: 1294 40%increase for wind?: No ■ Sheathing Layers: Single Concrete Anch.? No Wall Type: E Holdown Types: ■ Wall Capacity,pit 310 Seg.1:'1'=0-5k with Controlling HD Type: 1 Holdown Capacity,lb: 5000 3x Members req.: No ■ 4 • ■ . ■ ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161194 Suite One Hundred Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard,Oregon Client AG Spanos Companies MILLER Phone 503.246.1250 U CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 12 of 198 www.miller-se.com By Ck'd Date Page . ENGINEERS U Roof Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb ■ I 5 I 0 1 0 I 6375 I Wind Uplift(U)=I 0 Ipef Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total L: Overall Seg.(Lo),ft 30.00 30.00 I ■ 5 Wall Height(H1),ft: 10.75 Trib.1,ft 0.00 Rtn.Load(RL),Ib: 200 ■ Trib.1 Weight(Rw),psf: 15.00 Wall Weight(Ww),pst 8.00 Seismic,pit: 213 =6375/b/30' ■ Mon(Seismic),ft-Ib: 68531 =(6375 lb/30'"Lo"H1) 0 Mr(Seismic),ft-ib: 44700 =(Toll 1•12w-,-Hl`Ww)"(Lo)^22+RL*Lo HD(Seismic),Ib: 1527 =(Mol-(0.6-0.092)"Mr)/Lo Holdown Capacity,lb: 5000 HD Type: 1 15/32"APA Rated Sheathing Shear critical,pit 213 Seg.1:'5'=10d At 6"o.c.edges,12"o.c.field HD critical,Ib: 1527 40%increase for wind?: No ■ Sheathing Layers: Single Concrete Anch.? No Wall Type: E Holdown Types: ■ Wall Capacity,pit 310 Seg.1:'1'=6-5k with Controlling HD Type: 1 Holdown Capacity,IS: 5000 ■ 3x Members req.: No Roof Level 0.2Sds= 0.092 Wail Line Wind(W),lb Min.Wind,lb Seismic(E),lb ■ ( 6 I 0 I 0 I 2256 I Wind Uplift(U)=I 0 Ipsf Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total L: Overall Seg.(Lo),ft 15.00 15.00 j ■ 6 Wail Height(H1),ft: 10.75 Trib.1,R: 6.00 Rtn.Load(RL),lb: 200 ■ Trib.1 Weight(Rw),pst 15.00 Wall Weight(Ww),pst 8.00 Seismic,plf: 150 =2256 lb/15' ■ Mor(Seismic),ft-lb: 24252 =(220615/15'"Lo"H1) 0 Mr(Seismic),ft-lb: 22800 =(Mb.1`Rw+H1*Ww)"(Lo)^22+RCLo ■ HD(Seismic),Ib: 845 =(Mot-(0.6-0.092)`Mr)/Lo Holdown Capacity,Ib: 5000 HD Type: 1 ■ 15/32"APA Rated Sheathing Shear critical,pit 150 Seg.1:'E'=10tl At 6"o.c.edges,12"o.c.field HD critical,IS: 845 0 40%increase for wind?: No Sheathing Layers: Single Concrete Anch.? No Wall Type:. E Holdown Types: Wall Capacity,pit 310 Seg.1:'1'=0-56 with Controlling HD Type: 1 Holdown Capacity,Ib: 5000 ■ 30 Members req.: No ■ I in ■ ■ ■ ■ ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 SS Suite One Hundred Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon Client AG Spanos Companies ■ MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 13 of 198 www.miller-se.com By Ck'd Date Page ■ ENGINEERS 1111 a a Roof Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb ■ 7 I 0 I 0 I 760 I Wind Uplift(U)=I 0 Ipsf Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total L: Overall Seg.(Lo),ft 6.50 6.50 I ■ 7 Wall Height(H1),ft 10.75 Trib.1,ft: 6.00 Rtn.Load(RL),Ib: 200 Trib.1 Weight(Rw),psf: 15.00 ■ Wall Weight(Ww),psi: 8.00 Seismic,plt 117 =76016/6.5' Mor(Seismic),ft-lb: 8170 =(760 15/6.5"Lo"H1) 0 ■ Mr(Seismic),ft-Ib: 5018 =(Trib.1"Rw+H1"Ww)"(Lo)"22+RL'Lo HD(Seismic),Ib: 865 =(Mot-(0.6-0.092)"Mr)/Lo ■ Holdown Capacity,lb: 5000 HD Type: 1 15/32"APA Rated Sheathing ■ Shear critical,plf: 117 Seg.1:'E'=10d At 6"o.c.edges,12"o.c.field HD critical,ib: 865 40%increase for wind?: No Sheathing Layers: Single Concrete Anch.? No Wall Type: E Holdown Types: Wall Capacity,pit: 310 Seg.1:'1'=0-5k with ■ Controlling HD Type: 1 Holdown Capacity,lb: 5000 3x Members req.: No ■ Roof Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb ■ 8 I 0 I 0 I 4159 I Wind Uplift(U)=I 0 Ipsf Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total L• Overall Seg.(Lo),It: 20.00 20.00 I . 8 Wall Height(H1),ft: 10.75 Trib.1,ft: 4.00 Rtn.Load(RL),lb: 200 Trib.1 Weight(Rw),psf: 15.00 Wall Weight(Ww),pst 8.00 Seismic,plf. 208 =4159 lb/20' ■ Mor(Seismic),ft-Ib: 44709 =(4159 16/20'"Lo"H1) 0 Mr(Seismic),ft-lb: 33200 =(Trib.1'12w+H1•Ww)"(Lo)"22+RL"Lo HD(Seismic),Ib: 1392 =(Mot-(0.6-0.092)"Mr)/Lo . Holdown Capacity,Ib: 5000 HD Type: 1 15/32"APA Rated Sheathing Shear critical,plf: 208 Seg.1:'E'=10d At 6"o.c.edges,12"o.c.field HD critical,Ib: 1392 40%increase for wind?: No Sheathing Layers: Single Concrete Anch.? No Wall Type: E Holdown Types: ■ Wall Capacity,pIt 310 Seg.1:'1'=0.5k with Controlling HD Type: 1 Holdown Capacity,Ib: 5000 3x Members req.: No . ■ ■ ■ ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 . Suite One Hundred Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard,Oregon ■ Client AG Spanos Companies MILLER Phone 503.246.1250 a CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 14 of 198 www.miller-se.com By Ck'd Date Page ■ ENGINEERS ■ U Roof Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb ■ I 9 I 0 I 0 1 6533 I Wind Uplift(U) 0 Ipsf Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total L Overall Seg.(Lo),ft: 30.00 30.00 1 ■ 9 Wall Height(H1),ft: 10.75 Trib.1,ft: 0.00 Rtn.Load(RL),Ib: 200 ■ Trib.1 Weight(Rw),psti 15.00 Wall Weight(Ww),pet 8.00 Seismic,pif: 218 =6533 lb/30' ■ MOT(Seismic),ft-Ib: 70230 =(653315/35''Lo'H1) 0 Mr(Seismic),ft-Ib: 44700 =(Trib.f'Ra,+Hf'Ww)'(Lo)"22+RL'Lo HD(Seismic),Ib: 1584 =(Mot-(0.6-0.092)'Mr)/Lo ■ Holdown Capacity,Ib: 5000 HD Type: 1 15/32'APA Rated Sheathing . Shear critical,pit 218 Seg.1:'E'=10d At 6"o.c.edges,12"o.c.field HD critical,lb: 1584 40%increase for wind?: No Sheathing Layers: Single Concrete Anch.? No Wall Type: E Holdown Types: ■ Wall Capacity,plt 310 Seg.1:'1'=0-5k with Controlling HD Type: 1 Holdown Capacity,Ib: 5000 . 3x Members req.: No Roof Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb ■ I 10 I 0 I 0 I 6911 I Wind Uplift(U)=1 0 lost Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total L: Overall Seg.(Lo),ft: 32.33 32.33 1 ■ 10 Wall Height(H1),ft: 10.75 Trib.1,ft: 0.00 Rtn.Load(RL),Ib: 200 ■ Trib.1 Weight(Rw),pet: 15.00 Wall Weight(Ww),pet 8.00 Seismic,plf: 214 =691115/32.33' MOT(Seismic),ft-Ib: 74301 =(691116/32.33"Lo'H1) 0 Mr(Seismic),ft-Ib: 51421 =(Tnb.1'Rw+H1'Ww)'(Lo)"22+RL`Lo HD(Seismic),IS: 1490 =(Mot-(0.6-0.092)'Mr)/Lo ■ Holdown Capacity,Ib: 5000 HD Type: 1 15/32"APA Rated Sheathing . Shear critical,pit 214 Seg.1:'6'=10d At 6"o.c.edges,12"o.c.field HD critical,Ib: 1490 r 40%increase for wind?: No ■ Sheathing Layers: Single Concrete Anch.? No Wall Type: E Holdown Types: ■ Wall Capacity,pit: 310 ControlSeg.1:'1'=0.58 with Controlling HD Type: 1 Holdown Capacity,ib: 5000 ■ 3x Members req.: No ■ ■ ■ U 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 as Suite One Hundred ■ Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard,Oregon • Client AG Spanos Companies MILLER 1111 Phone 503.246.1250 CONSULTING Fax 503.245.1396 ELD ARL 9.28.2017 15 of 198 www.miller-se.com By Ck'd Date Page ENGINEERS 111 a al 5th Floor Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb 1 0 0 370 Wind Uplift(U)= 0.00 psf ■ Load from 1,Ib: 0 0 338 3rd Fir Depth(Fd)= 0.00 ft Total,lb: 0 0 708 Segment 1 Segment Segment3 Segment 4 Segment 5 Total Lo: i II Seg.(Lo),ft: 4.08 4.08 1 Wall Height(H1),k 10.75 1 Wall Height(H2),It 10.75 Tdb.1,ft 0.00 Diaphragm amp 1.15 inTdb.2,ft: 0.00 vc 285 pIt RH.Load(RL),Ib: 200 104 elf Trib.1 Weight(Rw),psf: 15.00 No collector req'd Trib.2 Weight(Uw),psI 27.00 • ■ Wall Weight(Ww),poP 8.00 Seismic,p8: 174 =(370 lb+338 lb)/4.08' w!HIW,pIF. 229 (includes b/w ratio increases) III (Seismic),ft-Ib: 11254 =(370 lb/4.08"Lo H2)+(338 lb/4.08'"Lo"(H1+H2+Fd)) Mr(Seismic),ft-Ib: 2251 =(Re'7rib.1+Uw`Tdb.2+Ww•(H1+H2))•(Lo)^2/2+RL`Lo HD(Seismic),Ib: 2476 =(Mot-(0.6-0.092)14r)/Lo Holdown Capacity,lb: 5000 IIIHD Type: 1 15132"APA Rated Sheathing Shear critical,plf: 229 Seg.1:'E'=104 At 6"o.c.edges,12"o.c.field 11111HD critical,Ib: 2476 r 40%increase for wind?: No Sheathing Layers: Single Concrete Anoh.? No ll Type: E Holdown Types: Wall Capacity,pit 310 Seg.1:'1'=0-5k with Controlling HD Type: 1 Holdown Capacity,Ib: 5000 . 30 Members req.: No 5th Floor Level 0.20ds=I 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb a 2 0 0 5685Wind Uphill(U)= 0 psf Load from 2,Ib: 0 0 5200 3rd Fir Depth(Fd)= 0.00 ft Total,lb: 0 0 10885 ■ Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: Overall Seg.(Lo),0: 30.00 30.00 I 2 Wall Height(H1),ft: 10.75 2 Wall Height(H2),ft 10.75 . Tdb.1,0: 0.00 Diaphragm amp 1.15 Tdb.2,ft: 10 vc 285 plf Rm.Load(RL),Ib: 200 218 plf Tdb.1 Weight(Rw),pet 15.00 No collector req'd ■ Tdb.2 Weight(Uw),pst. 27.00 Wall Weight(Ww),pet: 8.00 ' Seismic.plh 363 =(5685 lb+520016)/30' a Mm(Seismic),ft-lb: 172914 =(5685 lb/301.142)+(52001b/30'•Lo`(Hl+H2+Fd)) Mr(Seismic),ft-lb: 204900 =(Ow.Trib.1+Ow'Tdb.2+Ww 1H1+H2))•(Lor22+RL•Lo HD(Seismic),Ib: 2294 =(Mot-(0.6-0.092)"Mr)/Lo . Holdown Capacity,Ib: 5000 HD Type: 1 15132"APA Rated Sheathing IIIShear critical,plf: 363 Seg.1:'F'=10d At 4"ex.edges,12"o.o,field HD critical,Ib: 2294 r40%increase for wind?: No Sheathing Layers: Single III Anch.? Na Wali Type: F Holdown Types: Wall Capacity,pit. 460 Seg.1:'1'=0-5k with Controlling HD Type: 1 ■ Holdown Capacity,Ib: 5000 30 Members req.: Yes ■ . a ■ a ■ a a 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 III One Hundred as Portland,OR 97219 1M Location 8900-9000 SW Oak St.,Tigard, Oregon ■ Client AG Spanos Companies MILLER Phone 503.246.1250 ■ CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 16 of 198 www.miller-se.com By Ck'd Date Page 1111ENGINEERS ■ a a5th Floor Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb I 3 0 0 6197 Word Uplift(U)= 0 psi Lend from 3,Ib: 0 0 5669 3rd Flr Depth(Fd)= 0.00 ft Total,Ib: 0 0 11865 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: ■ Overall Seg.(Lo),ft 30.00 30.00 I 3 Wall Height(H1),ft. 10.75 3 Wall Height(H2),ft: 10.75 Trib.1,ft 0.00 Diaphragm amp 1.15 Trib.2,fl: 4 no 285 pH Rm.Load(RL),Ib: 200 230 pl/ Trib.1 Weight(Rw),pst 15.00. No collector radii Trib.2 Weight(Uw),pet: 27.00 IIIWall Weight(Ww),psb 6.00 Seismic,plb 396 =(67971b+566815)/30' III Mar(Seismic),ft-IS 188480 =(679716/35'Lo'H2)v(560616/30'Lo'(H7+y2+Fd)) Mr(Seismic),ft-IM 132000 =(Rw'Trib.1+Uw 745.2+Ww'(H1+H2))'(Lo)^2/2+RL'Lo HD(Seismic),Ib: 4047 =(Met-(0.6-0.0927W/lo Holdown Capacity,Ib: 5000 III HD Type: 1 15/32'APA Rated Sheathing Shear critical,plc 396 Seg.1:P=104 At 4"o.c.edges,12"o.c.field HO critical,lb: 4047 IIr40%increase for wind?: No Sheathing Layers: Single Concrete Anch.? No IIII Wall Type: F Holdown Types: Wall Capacity,pIt: 460 Seg.1:'1'=0-5k with Controlling HD Type: 1 Holdown Capaolty,IS 5000 IIII 3x Members req.: Yes 5th Floor Level 0.2Sds=I 0.092 I Wall Line Wind(W),lb Min.Wind.lb Seismic(E).lb illi 4 0 0 7396 Wind Uplift(U)= _ 0 psf Load from 4,Ib: 0 0 6764 3rd Fir Depth(Fd). 0.00 ft Total,lb: 0 0 14160 III Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: Overall Seg.(Le),ft: 34.00 34.00 I 4 Well Height(H1),ft 10.75 4 Wall Height(H2),It 10.75 111 Trib.7,ft: 0.00 Diaphragm amp 1.15 Trib.2,ft: 12 VC 285 p11 Rtn.Load(RL),Ib: 200 250 pit Trib.1 Weight(Rw),psi: 15.00 No collector req'd Ili Tdb.2 Weight(Uw),pst: 27.00 Wall Weight(Ww),pst. 8.00 Seismic,p6: 418 =(739615+6764 lb)/34' 11 Mor(Seismic),ft-Ib: 224933 =(7396 10/34 Yo'H2)+(6764/b/34''L0'(H1+H2+Fd)) Mr(Seismic),ft-Ib: 293488 =(Rw.7rib.1+(lw'Tdb.2+We''(H1+H2))'(Lo)^2/2+RL'Lo HD(Seismic),Ib: 2231 =(Mot-(S.60.092)1V/La U Holdown Capacity,Ib: 5000 HD Type: 1 15/32'APA Rated Sheathing Shear critical,pit: 416 Seg.1:'F'0104 At 4"5.0.edges,12"ate.geld II HD critical,Ib: 2231 40%increase for wind?: No Sheathing Layers: Single U Concrete Anoh.? No Wall Type: F Holdown Types: Wall Capacity,pit 460 Seg.1:'1'=e-5k with Controlling HD Type: 1 U Holdown Capacity,Ib: 5000 3x Members req.: Yes a a is • ✓ . a a 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 III Art Suite One Hundred Portland,OR 97219 III _ Location 8900-9000 SW Oak St.,Tigard,Oregon Client AG Spanos Companies MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 17 of 198 mnimmiller-se.com By Ck'd Date Page . ENGINEERS a • 5th Floor Level 02Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E).lb 1 5 0 0 6970 Wind Uplift(U)= 0 psiIIIII Load from 5,Ib: 0 0 6375 3rd Fir Depth(Fd)= 0.00 ft Total,Ib: 0 0 13345 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: III Seg.(Lo),ft: 30.00 30.00 5 Wall Height(H1),6: 10.75 5 Wall Height(H2),ft 10.75 Tdb.1,R 0.00 Diaphragm amp 1.15 Trib.2,ft 6.00 vc 285 plf III RM.Load(RL),Ib: 200 267 pit Tdb.1 Weight(Rw),pot 15.00 No collector req'd Trib.2 Weight(Uw),psf: 27.00 IIWall Weight(Ww),psf: 8.00 Seismic,pit 445 =(6970 lb+63751b)/30' Mor(Seismic),ft-Ib: 211990 =(697016/30'L0'H2)+(637516/30"Lo'(H7+H2+Fd)) III Mr(Seismic),ft-lb: 156300 =(Rw'Rib.1+Uw'Trib.2+Ww'(Hi+H2))'(Lo)^2/2+RL'Lo HD(Seismic),Ib: 4420 =(Mom-(0.6-0.092)'Mr)/Lo Holdown Capacity,Ib: 5000 HD Type: 1 15132"APA Rated Sheathing Shear critical,pit 445 Seg.1:'F=10d At 4"o.c.edges,12"oz.field HD critical,Ib: 4420II ,40%increase for wind?: No Sheathing Layers: Single Concrete Anch.? No Wall Type: F Holdown Types: 1111 Wall Capacity.p6: 460 Seg.1:'1'=0-5k with Controlling HO Type: 1 Holdown Capacity,ib: 5000III 30 Members req.: Yes 5th Floor Level 0.2Sds=1 0.092 I Wall Line Wind(W),lb Min.Wmd,lb Seismic(E),lb • 6 0 0 2467 Wind Uplift(U)= 0 psi Load from 6,Ib: 0 0 2256 3rd Fir Depth(Fd)= 0.00 ft Total,lb: 0 0 4723 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: 11 Overall Seg.(Lo),ft: 15.00 15.00 I 6 Wall Height(H1),ft: 10.75 6 Wall Height(H2),ft 10.75 Trib.1,ft 6.00 Diaphragm amp 1.15 • Trib.2,ft: 12.00 vc 205 plf Rth.Load(RL),Ib: 200 v 189 plf Trib.1 Weight(Rw),psf: 15.00 No collector req'd TIM.2 Weight(Uw),pst 27.00 II Wall Weight(Ww).psC 8.00 Seismic,plf: 315 =(246716+225616)/15' Mor(Seismic).ft-lb: 75024 =(2447th/to'Lo'H2)+(2256 lb/15'"Lo'(H1+H2+Fd)) Mr(Seismic),ft-lb: 68925 =(Rw'Trib.1+Uw'Trib.2+Ww"(H7+H2))'(Lo)^2/2+RL2o HD(Seismic),Ib: 2667 =(Mot-(0.6-0.092)14)/Lo ■ Holdown Capacity,Ib: 5000 HD Type: 1 15132'APA Rated Sheathing Shear critical,plf: 315 Seg.1:'F'=10d At 4"o,c.edges,12-cc.fieldIII HD critical,IS: 2867 ,40%increase for wind?: No Sheathing Layers: Single Concrete Anch.? No NI Wall Type: F Holdown Types: Wall Capacity,p0: 460 Seg.1:'1'=0-511 with Controlling HD Type: 1 Holdown Capacity,ib: 5000 3z Members req.: No • • • II N I U 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 Suite One Hundred a Portland,OR 97219 MkLocation 8900-9000 SW Oak St.,Tigard, Oregon S Client AG Spanos Companies MILLER Phone 503.246.1250 a CONSULTING Fax 503.246.1395 ByELD Ck'd ARL Date 9.28.2017 Page 18 of 198 www.miller-se.comIII U I 1 5th Floor Level 0.2Sds= 0.092 Well Line Wind(W),lb Min.Wind,lb Seismic(E),lb I 7 0 0 831 Wind Uplift(U)= 0 pat Load from 7,Ib: 0 0 760 3rd Fir Depth(Fd)= 0.00 ft Total,ib: 0 0 1591 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: III Overall Seg.(Lo),ft 6.50 6.50 i 7 Wall Height(H1),ft: 10.75 7 Wall Height(H2),ft 10.75 Trib.1,ft: 6.00 Diaphragm amp 1.15 1 Trib.2,ft: 6.00 vc 205 pM Rtn.Load(RL),Ib: 200 147 plf Trib.1 Weight(Rw),pot: 15.00 No collector roq'd Trib.2 Weight(Uw),psE 27.00 11 Wall Weight('Mn),pst 6.00 Seismic,pill 245 =(53116+75016)/6.5' U MOT(Seiismic),fl-Ib: 25273 Mr(Seismic),ft-Ib: 10257 =(831/b/6.5"Lo'12)+(76015/6.5'"Lo"(H1+H2+Fd)) =(Rw'Tdb.1+Uw Tdb.2+Ww'(H1+H2))`(Lo)^2/2+RL"Lo HO(Seismic),Ib: 3087 =(Mot-(0.6-0.092)"Mr)7Lo Holdown Capacity,IS: 5000 III HD Type: 1 15/32"APA Rated Sheathing Shear critical,pit 245 Seg.1:'E'=104 At 6"e.s.edges,12"es.field HD critical,lb: 3087 . 40%increase for wind?: No Sheathing Layers: Single Concrete Anch.? No II Wall Type: E Holdown Types: Wall Capacity,pIP 310 Seg.1:'1'=0.5k with Controlling HD Type: 1 Holdown Capacity,lb: 5000 1 3x Members req.: No 51h Floor Level 0.2Sds=I 0.092 I Wall Line Wind(W).lb Min.Wind,lb Seismic(E),lb I 8 0 0 4547 Wind Upfift(U)= 0 psf Load from 8,Ib: 0 0 4159 3rd Fe Depth(Fd)= 0.00 ft Total,IS: 0 0 8706 II SegmentI Segment2 Segmenta Segment4 Segments Total Lo: Overall Sag.(Lo),ft: 20.00 20.00 I 8 Wag Height(H1),ft: 10.75 8 Well Height(H2),ft 10.75 111 Trib.1,ft 4.00 Diaphragm amp 1.15 Trib.2,ft: 4.00 285 eft RN.Load(RL),Ib: 200 v 261 pH Trib.1 Weight(Rw),pat 15.00 No collector req'd Trib.2 Weight(Uw).pet 27.00 Wall Weight(Ww).pet 8.00 Seismic,pit 435 =(454715+415916)720' 1 Mar(Seismic),fl-Ib: 138299 =(45471b/20 Ko"H2)+(4159 m/20'"La"(H1+H2+Fd)) Mr(Seismic),%-Ib: 72000 =(Rw'Trib.1+Uw'Tdb.2+Ww'(H1+H2))'(Lo)"22+RLKo HD(Seismic),IS: 5086 =(Mot-(0.6-0.092)"MM/Lo ■ Holdown Capacity,Ib: 10000 HD Type: 2 15/32"APA Rated Sheathing , Shear critical,pit 435 Seg.1:'F=10d At 4"o.c.edges,12"o.c.field 1111 HD critical,lb: 5086 i 40%increase for wind?: No Sheathing Layers: Single ■ Concrete Anch.? No Wall Type: F Holdown Types: Well Capacity,pit: 460 Seg.1:'2'=5-19k with Controlling HD Type: 2 1 Holdown Capacity.Ib: 10000 3x Members req.: Yes 1 ✓ ■ II ✓ ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161194 III 11/1:1111 Suite One Hundred Portland,OR 97219 III _ Location 8900-9000 SW Oak St.,Tigard,Oregon Client AG Spanos Companies MILLER II Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELDARL 9.28.2017 19 of 198 www.miller-se.com . By Ck'd Date Page II ENGINEERS U 501 Floor Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb 9 0 0 7143 Wind Uplift(U)= 0 psf11/ Load from 9,ib: 0 0 6533 3rd Fir Depth(Fd). 0.00 ft Total,lb: 0 0 13676 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: Overall Seg.(Lo),ft: 30.00 30.00 I 9 Wall Height(H1),ft 10.75 9 Wall Height(H2),It 10.75 Trib.1,ft 0.00 Diaphragm amp 1.15 Trib.2,ft 0.00 vc 285 plf Rtn.Load(RL),Ib: 200 274 p/f Trib.1 Weight(Rw),pst 15.00 No collector req'd Trib.2 Weight(Ow),pst 27.00 ■ Wall Weight(Ww),pst 8.00 Seismic.plf: 458 =(7143/b+65331b)/30' Mer(Seismic),ft-Ib: 217247 =(7143 lb/30'Lo'H2)+(653310/30''Logt/1+H2+Fd)) Mr(Seismic),ft-Ib: 83400 =(Rw Yrib.1+Uw•TAb.2+Ww 1H1+H2))`(Lo)^2/2+RL'Lo HD(Seismic),Ib: 5829 =(Mot-(0.6-0.092)1.14 Ito Ho/down Capacity,IS: 10000 HD Type: 2 15/32"APA Rated Sheathing Shear critical,pit 456 Seg.1:'F'=10d At 4"o.e,edges,12"c.c.field HD critical,Ib: 5629 ■ 40%increase for wind?: No Sheathing Layers: Single Concrete Anch.? No Wall Type: F Holdown Types: Wall Capacity,plt 460 Seg.1:'2'=5-10k with Controlling HD Type: 2 Holdown Capacity,Ib: 10000 30 Members req.: Yes 5th Floor Level 0.2Sds=I 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb 10 0 0 7557 Wind Uplift(U)= 0 psf Load from 10,Ib: 0 0 6911 3rd Flr Depth(Fd)= 0.00 ft Total,lb: 0 0 14468 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: Overall Seg.(Lo),ft 32.33 32.33 I 10 Wall Height(01),ft: 10.75 10 Wall Height(H2),ft 10.75 Trib.1,ft 0.00 Diaphragm amp 1.15 Trib.2,ft: 0.00 vc 285 plf Rtn.Load(RL).Ib: 200 0 269 p/f Trib.1 Weight(Rw),pet: 15.00 No collector req'd Trib.2 Weight(Uw),pst 27.00 Wall Weight(Ww),pet 8.00 Seismic,pit 448 =(7557/b+6911 Ib)/32.33' Mon(Seismic),ft-Ib: 229848 =(7557 16/32.33'Lo H2)+(6911 lb/32.33'Lo'(H1+H2+Fd)) Mr(Seismic),ft-Ib: 96375 =(Rw'Mb.1+Uw'Td6,2+WW'(H1+H2))'(Lo)^2/2+RL"Lo HD(Seismic),Ib: 5595 =(Mat-(S.6-0.092)'Mr)/Lo ■ Holdown Capacity,Ib: 10000 HD Type: 2 15/32'APA Rated Sheathing Shear critical,pit 448 Seg.1:'F' 10d At4"ac.edges,12'o,0.Held HD critical,Pb: 5595 t40%increase for wind?: No Sheathing Layers: Single Concrete Anch.? No Wall Type: F Hoidown Types: Well Capacity,pit. 460 Seg.1:'2'=5-10k with Controlling HD Type: 2 Holdown Capacity,Ib: 10000 3x Members req.: Yes ■ a ■ a a a I 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 Suite One Hundred Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon Client AG Spanos Companies MILLER Phone 503.246.1250 I CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 20 of 198 www.miller-se,com By Ck'd Date Page ENGINEERS S s r49:Floor Level 02Sds= 0.092 Well Line Wind(W),lb Min.Wind.ib Seismic(E),Ib ■ ( 1 0 0 247 Wind Uplig(U)= 0 psf Load from 1.Ib 0 0 370 3rd Floor Depth(F3)a 0.00 ft Load from 1,lb 0 0 338 2nd Floor Depth(F2)= 0.00 ft Total.lb 0 0 955 ■ Segment Segment Segmenta Se0men14 Segment5 Total Lo: Overall Seg.(Lo).ft 4.08 4.08 1 Wall Height(H1),R 10.75 1 Wag Height(H2).R 10.75 ■ 1 Wall Height(H3).ft 10.75 Trib.1,ft 0.00 TT.2.0 0.00 Trib.3.ft 0.00 111 Trib. Load t(Ow),,lb 0 Trib.1 Weight(OW),pef 15.00 Trib.2 Weight(Uw),psf 27.00 Trib.3 Weight(Mw).psf 27.00 Wan Weight(Ww).psf 8.00 Seismic.plf 234 =(14710+33616+3]016)/4.08' wl HAN.nth 308 (includes Horatio increases) Mon(Seismic),ft-lb 21528 =(24710/4.08'Lo'H3)+(370/b/4.08"Lo'(H2*H3+F2))+(33616/4.08'To'(H1+112+H3+F1+F3)) 110 Mr(Seismic).ft-Ib 1434 =112w Tnb.8+lyw'Tnb.2+haw'Tri6.3+8Ny'(Hi+H2+H3)j'(Lo)"22+RL4o ldHD(Seismic),lb 5094 =(Mot-(0.6-0.092)'M)/Lo Hoown Capacity,ib 10000 HD Type: 7 111115(3r APA Rated Sheathing Shear critical,plf: 308 Seg.1:'E'=100 At 6•as.edges,12.0.0.00)4 HD critical,ib: 5094 e 40%increase for wind? No Sheathing Layers Single Concrete Anch.? Yes Wali Type: E Holdown Types: Wall Capacity,p8 310 Seg.1:T=5,108 ■ Controlling HD Type: 7 Holdown Capacity,lb 10000 3x Members req. No 4th Floor Level 0.2Sds=1 0.092 I Waft Line Wind(W),W Min.Wind,N Seismic(E),th 2 0 0 3790 Wind Uplift(U)= 0 psf Load from 2,lb 0 0 5685 314 Flom Depth(F3)= 0.00 ft Load from 2,1b 0 0 5200 2nd Floor Depth(F2)= 0.00 ft 1111 Tota!,lb 0 0 14675 Segment 1 Segment 2 Segment3 Segment4 Segment5 Total Lo: Overall Seg.(Lo),R 30.00 30.00 I 2 Wall Height(11),ft 10.75 2 Wall Height(H2),ft 10.75 2 Wall Height(113).ft 10.75 Trib.1,R 0.00 Trib.3,fl 10.00 1111 Trib.3,ft. 10.00 Rth.Load(RL),lb 210 Tdb.1 Weight(Rw),psf 1500 Trb.2 Weight(Uw),psf 27.00 111 Trib.3 WeI9h1(Mw),psf 27.00 Wad Weight(Ww),pot 8.00 Seismic,elf 489 (3790 lb+520016+56851b)/30' . MOT(Seismic),R-00 330670 =(37910/0 301.6.113)+1568 5 16/30.LO`(H2*H3+F2))+(520016/30'•Lo•(H1+f/1+H3rF2rF3)) Mr(Seismic),h/b 326400 =(RwTn'D.1+Uw'TD.2+Mw Tdb.3+Ww'(H1+H20H3))'(Lo)"22+RL10 HD(Seismic),lb 5495 =plot-(0.6-0.092)'Mr)/Lo Holdown Capacity,lb 10000 aHD Type' 7 15132"APA Rated Sheathing Shear critical.plf: 489 Seg.1:'G'=10d At o.o.edges,lr e.c.field HD 0000.1,1b: 5495 e40%increase for wind? No Sheathing Layers Single Concrete Anch,? Yes ■ Wal Type: G Holdowa Types: Wall Capacity,p0 600 Seg.is T=5-108, Controlling HD Type: 7 Hoidown Capacity,lb 10000 30 Membersn:q. Yes ■ ■ ■ ■ r 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161194 Suite One Hundred Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon • Client AG Spanos Companies MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 21 of 198 www.miller-se.com By Ck'd Date Page ENGINEERS a a a 4th Floor Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind.lb Seismic(E),lb w I 3 0 0 4131 Wind Uplift(U) 0 psf Load from 3,lb 0 0 6197 3rd Floor Depth(F3)= 0.80 ft Load from 3,lb 0 0 5668 2nd Floor Depth(F2)= 0.00 ft Total,lb 0 0 15996 Segment l Segment 2 Segment 3 Segment 4 Segment Total Lo: ■ Overall Seg.(Lo),ft 30.00 30.00 I 3 Wall Height(H1),ft 10.75 3 Wall Height(1-12),0, 10.75 3 Wall Height(H3),ft 10.75 . Trib.1,0. 0.00 Trib.2,5 4.00 Trib.3,It. 4.00 Rm.Load(RL),lb 200 ■ Trib.1 Weight(Rw),psf 15.00 Trib.2 Weight libel,psf 27.00 TnO.3 Weight(Mw).psf 27.00 Wall Weight(Wan),psf 8.00 ■ Seismic,plf 533 =(4/31 lb*5668(5+61970)130' Mon(Seismic).ft-lb 360437 =(4131 16/30 0,51H3)+(619 7 16/3 0'1.o(H2+H3*F2))*(5668/6/30'-1.o-(HI*H2*H3+F2+F3)) Mr(Seismic).ft-lb 180600 =(Rw'Trib.1+Uw Tn"b.2+Mw'Da 30 Ww'(H1*H2+H3))'(Lo)°22*RL'Lo . HD(Seismic),lb 8956 =(Mol-(0.6-0.092)'4)/Lo Holdown Capacity,lb 10000 HD Type: 7 15132"APA Rated Sheathing ■ Shear tHOcel,plf: 533 Seg.1:'0'=10d At 3'o.c.edges,12"o.c.field HO critical,0: 8956 0 40%increase for wind? No Sheathing Layers Single i Concrete Anoh.? Yes Wall Type: 0 Holdown Typos: Wall Capacity,p8 600 Seg.1:T=5-10k Controlling HD Type: 7 ■ Holdown Capacity,lb 10000 3x Members req. Yes 4th Floor Level 0.2Sds=1 0.092 I N Wail Line Wind(W),No Min.Wind,lb Seismic(0),0 4 0 0 4030 Wind Uplift(U)= 0 psf Load from 4,lb 0 0 7396 3rd Flom Depth(F3)= 0.00 ft Load from 4,lb 0 0 6764 2nd Floor Depth(F2)= 0.00 0 . Total,lb 0 0 19090 Segment 1 Segment2 Segment3 Segment 4 Segment5 Total Lo: Overall Seg.(Lo),ft 34.00 34.00 I 4 Wap Height(Ht),R 10.75 . 4 Well Height(H2),ft 10.75 4 Wall Height(H3),ft 10.75 Trib.1,R 0.00 Trib.2,R 12.00 ■ Trib.3,10 12.00 Rm.Load(RL),lb 200 Trib.1 Weight(Rw),pat 15.00 Trib.2 Weight(Uw).psf 27.00 N TN,.3 Weight(Mw),psf 27.05 Wall Weight(Ww).psf 8.00 Seismic,pit 561 =(4930l6*676416*739616)/34' Mm(Seismic),0a5 430151 =(1930@/34'Lc'H3)+(139616/34"Lo'(H2+H3+F2))+(670000/34''Lo'(Hf+H2013+Fra+F3)) • Mr(Seismic),6-11/ 480760 =(Rw'Tnb.1+Uw'Tnb.20 Mw Tnb.3+Ww'(H1+H2*H3))'(Lor22*RLLo HD(Seismic),lb 5468 =(Mot-(0.50.092)'40/Lo Holdown Capacity,lb 10000 a HD Type: 7 15132'APA Rated Sheathing Shear critical,pH: 561 Seg.1:191=10d At 5"es.edges,12"o.c.field HO critical,lb: 5468 ■ e40%increase for wind? No Sheathing Layers Single Concrete Anon.? Yes Wall Type: 13 Holdown Types: Wall Capacity.p8 600 Seg.1:7'=5-106 Controlling HD Type: 7 Holdown Capacity.lb 10000 30 Members req. Yes ■ ■ ■ ■ ■ ✓ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 1111Suite One Hundred Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon ■ Client AG Spanos Companies MILLER Phone 503.246.1250 a CONSULTING Fax 503.246.1395ELD ARL 9.28.2017 22 of 198 w ww.miller-se.com By Ck'd Date Page . ENGINEERS a a 4th Floor Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.W d.lb Seismic(E),lb I 5 0 0 4518 Wind Uplift(U)= 0 psf Load from 5,lb 0 0 6970 3rd Floor Depth(F3)= 0.00 ft Load from 5,lb 0 0 6375 2nd Floor Depth(F2)= 0.00 ft Total,lb 0 0 17991 Segment 1 Segment 2 Segment 3 Segment Segment 5 Total Lo: Overall Seg.(Lo),0 30.00 30.00 S Wall Height(HI),ft 10.75 5 Wall Height(112),ft 10.75 5 Well Height(H3),ft 10.75 111 Trib.1,ft 0.00 Trib.2,5. 6.00 Trib.3,ft 6.00 RN.Load(RL),Ib 200 Trib.1 Weight(Rw),psf 15.00 Trib.2 Weight(Ow),psf 27.00 Tdb.3 Weight(Mw),per 27.00 Wall Weight(Ww),psf 5.00 Seismic,pit 600 =(4646 lb 637516+69701b)/30' Mor(Seismic),6-Ib 405393 =(4646lb/30'Lo'H3)*(6970 Ib/30'Lo^(H2+H3*F2))+(6376 lb/30'Yo^(Hf*H2+H3*F2+F3)) ■ Mr(Seismic).ft-Ib 2292013 =(Rw'Tdb.1+thy'Da 20Ma'Trib.3+Ww'(H1+H2+H3))'(Lo)^2/2+RL'Lo HD(Seismic),lb 9632 =Mot-(O.6-0.092)'Mr)/Lo Holdown Capacity,Ib 10000 HD Type: 7 . 15/32'SPA Rated Sheathing Shear critical,plf: 600 Seg.1:'H'=tOd At 2"o.c.edges,12"0.0.fieldHD critical,lb: 9632 e 40%increase forwind7 No Sheathing Layers Single 1111 Concrete Anch.7 Yes Wall Type: H Heldman Types: Wall Capacity,p5 770 Seg.1:T=5.10k Controlling HD Type: 7 ■ Holdown Capacity,lb 10000 3a Members mm. Yes 4th Floor Level 02Sds 1 0.092 I 111 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb 6 0 0 1644 Wind Uplift(U). 0 psi Load from 8,lb 0 0 2467 3rd Floor Depth(F3)= 0.00 ft Load from 6,16 0 0 2256 2nd Floor Depth(F2). 0.09 ft Total,lb 0 0 6367 Segment Segment2 Segment3 Segment 4 Segment 5 Total Lo: Overall Seg.(In),ft 15.00 15.00 I 6 Wali Height(H1),ft 10.75 111 8 Wall Height(142),ft 10.75 6 Wall Height(113),ft 10.75 Trib.1, 6.00 . Trib.2.It. 12.00 Tdb.3,11 1200 RN.Load(RL),lb 200 Trib.1 Weight(Rw),psf 1500 Trib.2 Weight(Uv),psf 27.00. ■ Toth.3 Weight(Mw),psf 27.00 Wall Weight(Mc),psf 6.00 Seismic,p0 424 =(16441b+2255 lb•2467 lb)/15' ■ Mor(Seismic),ft'lb 103470 =(1844 M/151o'H3)*(246716/15'Yo'(H2*H3*F2J)+(225516/15"Lo^(Hf+H2+H3+F2+F3)) Mr(Seismic),tt4b 105375 =(Rw Tnb,f+Uw'TMr.2+/Ow Tnb.36 Ww'(Hf+U2+H3))'(Lo)^2/2+RLYo HD(Seismic),lb 5996 =(Mal-(0.6L.092)'Mr)/Lo Holdown Capacity,lb 10000 . HD Type 7 15/32'APA Rated Sheathing Shear critical.plf: 424 Seg.1:71=10d At 4=o.c.edges,121 o.o.field HD critical,lb: 5996 ■ e40%increase for wind? No Sheathing Layers Single Concrete Anch.7 Yes Wall Type: F HmlSolon Types: ■ Wall Capacity,Of 460 Seg.1:7=5-101( Controlling HD Type: 7 Hoidown Capacity,lb 10000 ■ 3a Members req. Yes ■ ■ ■ ■ a ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 Ars Suite One Hundred Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard,Oregon ■ Client AG Spanos Companies MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 23 of 198 www.miller-se.com By Ck'd DatePage ■ ENGINEERS ■ S i 4th Floor Level 01Sds= 0.092 Wall Line Wind(W),lb MM.Wind.lb Seismic(E).lb 7 0 0 554 Wind Uplift(U)= 0 psf Load from 7.lb 0 0 831 3rd Floor Depth(F3). 0.00. ft Load from 7,lb 0 0 760 2nd Floor Depth(F2)= 0.00 ft Total,lb 0 0 2145 Segment 1 Segment 2 Segment 3 Segment4 Segment 5 Total Lo: Overall Seg.(La),ft 6.50 6.50 1 7 Wall Height(H1),ft 10.75 7 Well Height(H2),ft 10.75 7 Well Height(83),M 10.75 Tdb.t,R 6.00 Tdb.2,0 6.00 Tdb.3.ft 6.00 RM.Load(RL),lb 2001111 Trib.1 Weight(Rw),psi 16.00 Tdb.2 Weight(Uw),psi 27.00 Trib.3 Weight(MW),pat 27.00. Wall Weight(Ww).est 6.00 Seismic,pif 335 =(554 lb+760 Ib+63016)16.5' Mon(Seismic),ft4b 48332 =(55410/6.5'Lo'H3)*(83116/6.5''Lo`(H2*H3*F2))+(7601b10.5"1.6'(H1+H2+H3+F2+F3)) Mr(Seismic).ft-Ib 13679 =(RIo`DM l+Ow'Tn'b.2+Ma,'P40.3+Woe'(Hf+H2+H3))'(Lo)"7/2+RL'L0 HD(Seismic),lb 6367 =(Mot.(0.6-0.092)'M)/L0 Holdown Capacity,lo 10000 HD Type: 7 15132'APA Rated Sheathing ■ Shear critical,PIE 330 Seg.1:'F'=10d At ir c.c.edges,tY os.field HD crfticel,ib: 6367 0 40%Increase for wind? No Sheathing Layers Single Concrete Mich.? Yes Wag Type, F Holdown Types: Wall Capacity,p0 460 Seg.Ii T=5-10k Controlling HD Type: 7 Holdown Capacity.lb 10000 3a Members req. No 4th Floor Level 0.25ds-1 0.092 I Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb 6 0 0 3031 Wind Uplift(U). 0 psf Load from 8,lb 0 0 4547 3rd Floor Depth(F3)= 0.00 fl Load from 8.1b 0 0 4159 2nd Floor Depth(F2)= 0.00 ft Total,lb 0 0 11737 Segment t Segment 2 Segment 3 Segment 4 Segment 5 Total LW Overall Seg.(.0).ft 20.00 20.00 I 8 Wall Height(HI),1L 10.75 1118 Wan Height(1-12),Il. 10.75 8 Wall Height(1-13),ft 10.75 Tdb.t,fb 4.00 Tdb.2.IL 4.00 ■ Tdb.3,11. 4.00 Rin.Load(RL),lb 200 • TM.1 Weight(Rw),psf 15.00 Tdb.2 Weight(the),psf 27.00 ■ Tdb.3 Weight()Aw),psf 27.00 Watl Weight NM).psf 6.00 Seismic.pit 507 =(303110+415915*454716)120' Mor(Seismic),8-Ib 264472 =(303110/2010113)+(4547h/20"Lo'(H2+H3+F2))+(415916/20''Lo'(H1+H2+H3+F2*F3)) ■ Mr(Seismic),ft-lb 93600 =(Ro 1-610.1+(Ar'Tnh 2+Mw"Tnb.3+Ww'(H1+H2*H3))'(L0)"2/2+RL10 HD(Seismic),lb 10846 =(161ot-(0.6-0.092)'0/L6 Holdown Capacity,Ib 15000 ■ HD Type: 8 155132'APA Rated Sheathing Shear midget,pit: 537 Seg.1:'G'=10d At 3"0.0.edges,12"o.c.field HD critical,Ib: 10846 1111e40%increase for wind? No Sheathing Layers Single Concrete Anch.? Yes Wall Type: G Heldman Types: ■ Wall Capacity,plh 600 Seg.1:W 10.150 Controlling HD Type: 6 Holdown Capacity,lb 15000 art Members req. Yes ■ ■ ■ r ■ ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161194 Suite One Hundred Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon ■ Client AG Spanos Companies MILLER Phone 503.246.1250 5 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 24 of 198 www.miller-se,com By Ck'd Date Page . ENGINEERS a • 4th Floor Level 0.2Sds= 0.092 Wall Line Wind(W),Ib Min.Wind,lb Seismic(E).lb ■ 1 9 0 0 4762 Wind Uplift(U)= 0 psi Load from 9.lb 0 0 7143 3rd Flom Depth(F3)= 0.00 ft Load from 9,lb 0 0 6533 2nd Floor Depth(F2)= 0.W 0 Total,lb 0 0 18438 Segment.00 l Segment 2 Segment 3 Segment Segment Total Lo: ft 30 Overall Seg.(Lo), 30.00 9 Wall Height(H1),ft. 10.75 9 Wan Height(112),ft 10.75 ■ Mall Height(H3),R 10.75 Trib.1,ft 0.00 Trib.2,ft. 0.00 Trib.3,IL 0.00 . RN.Load(RL),lb 200 Trib.1 Weight(Rw),paf 15.00 Trib.2 Weight(Uw),psf 27.00 Trib.3 Weight(MW).psi 27.00 ■ Wall Weight(Ww).psf. 8.00 Seismic,pit 615 =(4762lb+6533 lb+7143 lb)/30' Mm(Selsmic),ft-lb 415455 =(476216/30'Lo"H3)+(71431b/30'.Le(H2+H3+F2))+(653316/30'"Lo"(H1+H2+H3+F2+F3)) Mr(Seismic).ft-lb 83400 =(Rw"Tdw tD. `Trib.1+ WW 'TN,. '(H1+H201-13))"(L0)'2/200L 111 "Lo HD(Seismic),lb 12436 =(Mot-(0.6-0.032)'M(/Lo Holdown 600051y,lb 15000 HD Type: 8 15132"APA Rated Sheathing 1111 Shear critical,plt 615 Seg.1:11'=10d At 2'o-o.edges,12'o.c,field HD cdtleal,ib: 12436 e40%increase for wind? No Sheathing Layers Single Concrete Anch.7 Yes Well Typo: H Holdown Types: Wall Capacity,pa 770 Seg.1:'8'=10.15k . Controlling HD Type: 8 Hoidown Capacity,Ib 15000 3x Members req. Yes . 4th Flom Level 0,2Sds=l 0.092 I Wall Line Wind(Ng,lb Min.Wind,lb Salamis(E).Ib l 10 0 0 5037 Wind Uplift(U). 0 psf Load from 10,Ib 0 0 7557 3rd Floor Depth(F3)= ODD 6 ■ Load from 10,Ib 0 0 6911 2nd Floor Depth(F2)= 0.00 ft Total,lb 0 0 19505 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total In: Overall Seg.(Lo),ft 32.33 32.33 10 Wall Height(H1).ft 10.75 ■ 10 Wall Height(12),0 10.75 10 Wall Height(H3),R 10.75 Tdb.1,ft. 0.00 Trib.3,0 0.00 1111 Trib.3,ft 0.00 RN.Load(RL).Ib 200 Trib.1 Weight(Rix).psf 15.00 ■ Ti(b.2 Weight(Uw),psf 27.00 Trib.3 Weight(Moe),psf 27.00 Wall Weight(WW).psf 8.00 Seismic,pit 603 =(503716+6011 lb+755716)/32.33' ■ Mor(Seismic),ft-lb 439548 =(5037ID/32.33"Lo"H3)+(7357 lb/32.33'"Lo"(H2+H3+F2))+(6911lb/32.33'"Lo'Hi+H2+H3+F2+F3)) Mr(Seismic),0-Ib 96375 =(R.+Tnib.1+Uw"Tdb.2+new 1ri6.3+Ww'(H1+H2+113))'(Lo)"22+RL"Lo HD(Seismic),lb 12080 =(Mot-(0.6-0.092MM')/Lo Holdown Capacity,lb 15000 ■ HD Type: 8 15132"APA Rated Sheathing Shear critical,pit 603 Seg.1:•H'=100 At 2'0.5.edges,12"we.field ■ HD efoeai,IS: 12080 e40%increase for Wind? No Sheathing Layers Single Concrete Anch.7 Yes Wall Type: H Holdowe Types: . Wan Capacity,ptf' 770 Seg. Controlling HD Type: I Hakim Capacity,Ib 15000 3x Members req. Yes ■ ■ ✓ ■ a 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 ■ Suite One Hundred Portland,OR 97219 1111 Location 8900-9000 SW Oak St.,Tigard,Oregon Client AG Spanos Companies ■ MILLER Phone 503.246.1250 CONSULTING Fax 503.246"1395 ELD ARL 9.28.2017 25 of 198 www.miller-se.com By Ck'd Date Page ENGINEERS a ■ ■ 3rd Floor Level 02Sds= 0,092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb 1 0 0 123 Wind Uplift(U)= 0.00 psf Load from 1,Ib: 0 0 955 3rd Flr Depth(Fd)= 0.00 ft Total,lb: 0 0 1078 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: ■ Overall Seg.(Lo).ft: 4.08 4,08 I 1 Wall Height(H1),ft 10.75 1 Wet Height(H2),ft 10.75 Tdb.1,ft: 0.00 Tdb.2,5: 0.00 R1n,Load(RL),Ib: 0 Trib.1 Weight(Rw),pot 15,00 Trib.2 Weight(Ow),psf: 81.00 ■ Wall Weight(Ww),pst 16.00 Seismic,pit 264 =(123.222849297293 ib+9551b)/4.08' w/I'1PN,plt 348 (includes h/w ratio increases) HBoor Mm(Seismic),ft-Ib: 33119 =(123.22 284 929 7293 lb/4.082o"H2)+(955 lb/4.08''Lo(H1+H2+Ftl)) Mabove ■ Mr(Seismic),ft-Ib: 2868 =(Rw"Tdb.1+Uw'Trib.2+Ww"(H1+H2))'(Lo)^2/2+RL"Lo HD(Seismic),Ib: 7754 =(Mot-(0.6-0.092)"Mr)/Lo Holdown Capacity.Ib: 10000 ■ HD Type: 7 15/32"APA Rated Sheathing Shear critical,plf: 348 Seg.1:'F'=10d At 4"o.c.edges,12"o,c,field HD critical,Ib: 7754 _ ■ :40%increase for wind?: No Sheathing Layers: Single Concrete Anch.? Yes Wall Type: F Holdown Types: Wall Capacity,pit 460 Seg.1:7'=5-106 Controlling HD Type: 7 Holdown Capacity,lb: 10000 ■ 3x Members req.: No 3rd Floor Level 02Sds=I 0.092 I Walt Line Wind(W),lb Min.Wind,lb Seismic(E),lb . 2 0 0 1894 Wind Uplift(U)= 0 psf Load from 2,Ib: 0 0 14675 3rd Fir Depth(Fd)= 0.00 ft Total,lb: 0 0 16569 ■ Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: Overall Seg.(Lo),ft 30.00 30.00 I 2 Wall Height(H7),ft: 10.75 2 Wall Height(H2),It 10.75 ■ Trib.1,ft 0.00 Trib.2,ft: 10.00 Rtn.Load(RL),Ib: 200 Trib.1 Weight(Rw),pst 15.00 Tdb.2 Weight(Ow),psi 81.00 Wall Weight(WW),pst 16.00 Seismic,plt 552 =(1893.95119666684/b+145751b)/30' 111Hfloor Mor(Seismic),ft-Ib: 508786 =(1893.95119666684/6/30"Lo"H2)+(14675 lb/30'"Lc"(H1+H2+Fc1)) Mabove Mr(Seismic),ft-Ib: 525300 =(Rio.Trib.1+Uw"Trib,2+Ww"(H1+H2))"(Lo)^22+RL"Lo HD(Seismic),Ib: 8064 =(Mot-(0.64.092)"Mr)/Lo ■ Holdown Capacity,ib: 10000 HO Type: 7 15/32"APA Rated Sheathing 1111Shear critical,pit552 Seg.1:'G'=104 At 3"o.c.edges,12"ex.field HO critical,lb: 8064 40%increase for wind?: No Sheathing Layers: Single Concrete Anch.? Yes ■ Wall Type: G Holdown Types: Wall Capacity,plt 600 Seg.1:7'=5-10k Controlling HD Type: 7 ■ Holdown Capacity,lb: 10000 35 Members req.: Yes r ■ ■ ■ ■ ■ ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 Suite One Hundred Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon Client AG Spanos Companies MILLER Phone 503.246.1250 . CONSULTING Fax 503.246.1395 ByELD Ck'd ARL Date 9.28.2017 26 of 198 www.miller-se.com Page ■ ENGINEERS ■ U ■ 3rd Floor Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb . i 3 0 0 2064 Wind Uplift(U)= 0 psf Load from 3,lb: D 0 15996 3rd Flr Depth(Fd)= 0.00 ft Total,lb: 0 0 18060 Segment l Segment Segmenta Segment 4 Segment 5 Total Lo: Overall Seg.(Lo),ft 30.00 30.00 3 Wall Height(H1),ft 10.75 3 Wall Height(62),ft 10.75 Trib.1,ft: 0.00 ■ Trib.2,ft 4.00 Rb,.Load(RL),Ib: 200 Trib.1 Weight(Rw),psF. 15.00 Trib.2 Weight(Uw),psf: 81.00 11/ Wall Weight(Ww),psf: 16.00 Seismic,p8: 602 =(2064.36279991569 lb+15996 lb)/30' Hfoor . Mon(Seismic),ft-lb: 554506 Mr(Seismic),ft-lb: 306600 =(2064,382799915696,130'Lo'H2)+(159961b/30'•Lo'(H1+H2+Fd)) Mabove =(Rw'nib.1+Uw'Trib.2+Ww 7H1+H2))'(Lo)^22+RL•Lg HD(Seismic),Ib: 13294 =(Mot-(0.6-0.0921Mr)/Lo Holdown Capacity,Ib: 15000 ■ HD Type: 8 15132"APA Rated Sheathing Shear critical,pit: 602 Seg.1:14'=104 At 2"ex.edges,12"o.e.field . HO critical,Ib: 13294 40%Increase for wind?: No Sheathing Layers: Single Concrete Anch.? Yes ■ Wall Type: H Holdown Types: Wall Capacity,pIt 770 Seg.1:'8'=10-15k Controlling HD Type: 8 Holdown Capacity,Ib: 15000 ■ 3x Members req.: Yes 3rd Floor Level 0.2Sds=I 0.092 1 ■ Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb i 4 0 0 2464 Wind Uplift(U)= 0 psf Load from 4,Ib: 0 0 19090 3rd Fir Depth(Fd)= 0.00 ft Total,lb: 0 0 21554 ■ Overall Seg.(Lo),R Seg34.m00ent 1 Segment 2 Segment 3 Segment 4 Segment 5 Total La: 34.00 4 Wall Height(61),ft: 10.75 4 Wall Height(62),ft 10.75 ■ Trib.1,R 0.00 Trib.2,ft: 12.00 Rm.Load(RL),lb: 200 ■ Trtb.1 Weight(Rw),psf: 15.00 Trib.2 Weight(Uw),psf: 81.00 Wall Weight(Ww).pet: 16.00 Seismic,p0: 834 =(2463.65683757381 lb+1909016)/34' ■ Heoor Mor(Seismic),ft-Ili; 661853 =(2463.65683757387I6/34'Lo h'2)+(7 909 0 16/34'•Lo•(H1+H2+Fd)) Mabove Mr(Seismic),5-Ib: 767448 =(Rw'Trib.1+Uw'Tdb.2+Ww'(H1+H2))'(Lo)^22+RL'Lo ■ HD(Seismic),Ib: 8000 =(Mot-(0.6-0.092)'Mr)/Lo Holdown Capacity,lb: 10000 HD Type: 7 15132"APA Rated Sheathing . Shear critical,pit 634 Seg.1:'H'=104 At 2"all.edges,12"o.c.field HD critical,lb: 8000 40%increase for wind?: No Sheathing Layers: Single ■ Concrete Anch.? Yes Wali Type: H Holdown Types: Wall Capacity,pit 770 Seg.1:7,5.10k 5-10k Controlling HD Type: '7 . Holdown Capacity,Ib: 10000 3x Members req.: Yes 111 ■ ■ ■ ■ ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 Suite One Hundred ■ Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon ■ Client AG Spanos Companies MILLER 111 Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 27 of 198 www.miller-se.com By Ck'd Date Page ENGINEERS a ■ 3rd Floor Level 0.2Sds= 0.092 Well Line Wind(W),lb Min.Wind,lb Seismic(E),lb 5 0 0 2322 Wind Uplift(U) 0 psf Load from 5,Ib: 0 0 17991 3rd Fir Depth(Fd)= 0.00 ft Total,lb: 0 0 20313 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: Overae Seg.(Lo),ft: 30.00 30.00 5 Wall Height(H1),It 10.75 5 Wall Height(112),ft: 10.75 Trib.1,ft 0.00 111TrIb.2,ft: 6.00 Rtn.Load(RL).Ib: 200 Trib.1 Weight(Rw),psf: 15.00 Trib.2 Weight(Uw),pst 81.00 Wall Weight(Ydw).pet 16.00 Seismic,pit: 677 =(2322.03057571913 lb+179911b)/30' Moor ■ Mor(Seismic),ft-lb: 623758 =(2322.0305757/913 lb/30.161-12).(1799115/30"to`(H1+H2+Fd)) Mebove Mr(Seismic),ft-Ib: 379500 =(Rio'Pal+Uw'Trib.2+144w'(H1+H2))'(Lo)02/2+RL'Lo HD(Seismic),Ib: 14366 =(Mot-(0.6-0.092)'Mr)/Lo Holdown Capacity,M: 15000 ■ HD Type: 8 15/32'APA Rated Sheathing Shear critical,plt 677 Seg.1:'H'=10d At 2"o.c.edges,12"c.c.field HD critical,lb: 14366 ■ 40%increase for wad?: No Sheathing Layers: Single Concrete Anch.? Yes ■ Wall Type: H Nelda,.Types: Wall Capacity,p8: 770 Seg.1:'8'=10-15k Controlling HD Type: B Holdown Capacity,10: 15000 ■ 30 Members req.: Yes 3rd Floor Level 0.2Sds=I 0.092 i Welt Line Wind(W),lb Min.Wind,lb Seismic(E),lb 6 0 0 822 Wind Uplift(U)= 0 psf Load from 6,lb: 0 0 6367 3rd Flr Depth(Fd)= 0.00 ft Total,lb: 0 0 7189 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: Overall Seg.(Lo),15 15.00 15.00 I 6 Wall Height(H1),0: 10.75 6 Wall Height(H2),ft 10.75 Trib.1,ft 6.00 Trib.2,ft: 12.00 Rtn.Load(RL),Ib: 200 Trib.1 Weight(Rw),pst 15.00 ■ Trib.2 Weight(Ow).pst 81.00 Wall Weight(Mx),psf: 18.00 Seismic,pit: 479 =(821.752376105976 16+636710)/15' 1111HBoor MOT(Seismic),ft-lb: 220749 =(821.75237810597616/15'Lo'H2)+(636716/15'l_e(H1+H2+Pc1)) Mabove Mr(Seismic),ft-Ib: 161175 =(thin'Trib.1+Uw'Trib.2+Win'(H1+H2))'(Lo)"22+RL'Lo HD(Seismic),Ib: 9258 =(Mot-(0.6-0.092)'Mr)/Lo Holdown Capacity.Ib: 10000 HD Type: 7 15/32'APA Rated Sheathing 1111Shear critical,plt 3"479 Seg.1:'G'=10d At 0.0.edges,12"ex.field HO eritIcal,lb: 9258 40%increase for wind?: No Sheathing Layers: Single ■ Concrete Anch.? Yes Wall Type: G Holdown Types: Wall Capacity.p6: 800 Seg.1:'7=5-10k Controlling HD Type: 7 ■ Holdown Capacity,lb: 10000 Sc Members req.: Yes ■ a ■ ■ ■ ■ r 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161194 Suite One Hundred Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon ■ Client AG Spanos Companies MILLER Phone 503.246.1250 a CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 28 of 198 www.miller-se.com By Ck'd Date Page 111ENGINEERS ■ 1111 ■ 3rd Floor Level 0.2Sds= 0.092 Well Line Wind(W),lb Min.Wind,lb Seismic(E),lb I 7 0 0 277 Wind Uplift(U)= 0 psf 1.1 Load from 7,Ib: 0 0 2145 3rd Fir Depth(Fd)= 0.00 ft Total,Ib: 0 0 2422 Segment l Segment 2 Segment3 Segment 4 Segment 5 Total Lo: ■ Overall Seg.(Lo),ft 6.50 6.50 7 Wall Height(H1),ft: 10.75 7 Wall Height(H2),It: 10.75 Tib,1,ft: 6.00 ■ Tib.2,ft: 6.00 RM.Load(RL),Ib: 200 Trib.1 Weight(Rw),psf: 15.00 Tib.2 Weight(Uw),poll 61.00 1111 Wall Weight(Ww),poll 16.00 Seismic,plt 373 =(276.8513367328815*2145 lb)/6.5' Hfioor ■ Mor(Seismic),ft-Ib: 74367 =(276.85133673288 lb/6.5"Lo'H2)*(214516/6.5"Lo'(H1+H2+Fd)) Mabove Mr(Seismic),fl-Ib: 20735 =(Rw•Trib.1+Uw'Tib.2*Mr'(H1+H2))'(La)^22+RL'Lo HD(Seismic),Ib: 9821 =(Mot-(0.6-0.092)'M,)/Lo Holdown Capacity,IS: 10000 ■ HD Type: 7 15/32"APA Rated Sheathing Shear critical,pit 373 Seg.1:'F"=10d At 4"o.c.edges,12"0.0.field HD critical,ib: 9821 1111 .40%increase for wind?: No Sheathing Layers: Single Concrete Anch.? Yes ■ Wag Type: F Holdown Types: Wall Capacity,pit 460 Seg.1:T=5-19k Controlling HD Type: 7 Holdown Capacity,Ib: 10000 U 30 Members req.: Yes 3rd Floor Level 0.2Sds=I 0.092 i Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb 1111 8 0 0 1515 Wind Uplift(U)= 0 psi Load from 8,lb: 0 0 11737 3rd Fir Depth(Fd)= 0.00 ft Total,lb: 0 0 13252 1111 OvemO Seg.(Le),ft: Segme20.00nt 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: 20.00 e Wall Height(H1),ft 10.75 8 Wall Height(H2),ft 10.75 ■ Tib.1,ft 4.00 Tdb.2,ft: 4.00 RM.Load(RL),Ib: 200 Tib.1 Weight(Rw),psf: 15.00 1111 Tib.2 Weight(Uw),pst: 81.00 Wall Weight(NW).poll 16.00 Seismic,p8: 663 =(1514.65086831024 lb+11737 lb)/20' ■ H1000 Mm(Seismic),ft-lb: 406928 =(1514.68086831024th/20'Lo'H2)+(1173715/25'"Lo"(H7*H2*Fd)) Mabove Mr(Seismic),fl-Ib: 149600 =(Rw'Trio.1+Lbs..Trib.2+Ww"(H1+H2))`(Lo)^2/2*RL"Lo HD(Seismic),Ib: 16547 =(Mot.(0.6-0.092)10/Lo . Holdown Capacity,ib: 20000 HD Type: 9 15132'APA Rated Sheathing Shear critical,p9: 663 Seg.1:'H'=10d At 2'o.c.edges,12"o,e.field 1111 HD apieal,lb: 16547 40%increase for wind?: No Sheathing Layers: Single ■ Concrete Anch.? Yes Wall Type: H Holdown Types: Wall Capacity.pIF. 770 Seg.1:'9'=15-20k Controlling HD Type: 9 ■ Holdown Capacity,lb: 20000 30 Members req.: Yes ■ ■ ■ ■ ■ ■ ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 OSuite One Hundred ■ Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard,Oregon 1111 Client AG Spanos Companies ■ MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELDARL 9.28.2017 29 of 198 www-miller-se.com By Ckd' Date Page ■ ENGINEERS ■ a a 3rd Floor Level 0.2Sds= 0.092 Wall Line Wind(w).lb Min.Word,lb Seismic(E),lb 9 0 0 2380 V1904 Uplift(U)= 0 psf ■ Load from 9,Ib: 0 0 18438 3rd Fir Depth(Fd)_ 0.00 ft Total,Ib: 0 0 20818 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: 1111Overall Seg.(Lo),tt 30.00 30.00 9 Wall Height(H1),ft 10.75 9 Wall Height(H2),ft 10.75 Trib.1,ft: 0.00 . Trib.2,ft: 0.00 Rm.Load(RL),lb: 200 Trib.1 Weight(Rw),est 15.00 Trib.2 Weight(Uw),psi: 81.00 . Wall Weight(Ww),poll 16.00 Seismic,pit: 694 =(2379.64125850747 lb+1843816)/30' li Hfloor ■ MoT(Seismic),ft-lb: 639245 =(2379.6412585074716/301.o1H2)*(18438lb/30'•Lo•(Hi+H2+Fd)) Mebove Mr(Seismic),ft-Ib: 160800 =(Rw'Trib.1+Uw 7rib.2+Ww'(H1+H2))'(Lo)^2/2+RLYo HD(Seismic),IS: 18585 =(Mot-(0.8-0.092)'Mr)/Lo Holdown Capacity,Ib: 20000 ■ HD Type: 9 15132"APA Rated Sheathing Shear critical,plf: 694 Seg.1:'H'=104 At 2"o.c.edges,12"o.c.field 1111HD critical,ib: 18085 40%increase for wind?: No Sheathing Layers: Single Concrete Mob.? Yes Wall Type: H Holdown Types: ■ Wall Capacity,pit. 770 Seg.1:'9'=15-206 Controlling HD Type: 9 Holdown Capacity,Ib: 20000 30 Members req.: Yes 3rd Floor Level 0.2Sds=I 0.092 I Wall Line Wind(W),lb Min.Wind,lb Seismic(8),lb . i 10 0 0 2517 Wind Uplift(U)= 0 psf Load from 10,IS: 0 0 19505 3rd Flr Depth(Fd)= 0.00 ft Total,IS: 0 0 22022 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Le: ■ Overall Seg.(Lo),ft 32.33 32.33 I 10 Wall Height(H1),ft 10.75 10 Wall Height(H2),ft 10.75 ■ Trib.1,ft 0.0D Trib,2,It 0.00 Rtn.Load(RL),Ib: 200 Trib.1 Weight(Rw),psf: 15.00 ■ Trib.2 Weight(Uw),psf: 81.00 Wall Weight(Ww),pst 16.00 Seismic,pit 681 =(2517.26677850185 lb+1950515)/32.33' ■ Hfloor Mo+(Seismic),ft-lb: 676287 =(2517.2667785018515/32.331u'H2)+(19505/b/32.33'Lo•(H1+H2+F(1)) Mabove Mr(Seismic),ft-lb: 186283 =(Rw'Trib.1+Uw'Tnb.2+INw'(H1+H2))'(Lo)"2/2+RL'Lo HD(Seismic).IS: 17989 =(Mot-(0.6.0.092)'Mr)/Lo ■ Holdown Capacity,IS: 2000D HD Type: 9 15/32'APA Rated Sheathing• ■ Shear critical,pit 681 Seg.1:'H'=10d At 2"o.c.edges,12'0.0.field HD cridcal,Ib: 17989 40%increase tor wind?: No Sheathing Layers: Single - Concrete Anch.? Yes ■ Wali Type: H Holdown Types: Wall Capacity.pit 770 Seg.1:'9'=15.206 Controlling HD Type: 9 Holdown Capacity,Ib: 20000 3x Members req.: Yes 111 ■ ■ ■ ■ ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 Suite One Hundred Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon Client AG Spanos Companies MILLER Phone 503.246.1250 1111 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 30 of 198 www-miller-se.com By Ck'd Date Page . ENGINEERS 1111 IiI III Building A Shearwalls 11-20 Shearwall Design ft of Shearwall Levels:3 Sheathing Thickness: 15/32 in I Typical Sheathing Nailing: 10d Nails (uno) I Wall (IBC 2306.3) Shearwalis in Use I Capacity(p8) ■ Load Combination: Basic Load Combination: 0.6000.7E;0.6D+W Structure Information: aWall Wt.(Ww)= 8.00 psf Wall Type E:15/32'APA Rated Sheathing w/10d At 6"mc.edges,12`cm.field 310 1 Roof Wt.(Rw)= 15.00 psf Wall Type F;15/32"APA Rated Sheathing wMOd At 4"me.edges,12"o.c.field 460 Roof Wall Height= 10.75 ft Wall Type G:15132"APA Rated Sheathing w/10d At 3'0.0 edges,12'o.c.field 600 ■ 5m Floor Depth= 0.00 ft Wall Type H:15/32.APA Rated Sheathing w/10d At 2'o.e.edges,12'e.c.field 770 5th Floor Wt.(Uw)= 27.00 psf 5th Floor Wall Height= 10.75 ft 4th Floor Depth= 0.00 ft ■ I 4th Floor WL(Mw)= 27.00 psf 4th Floor Wan Height= 10.75 ft Wind Uplift(U)= 0.00 psf 0.2Sds= 0.13 (ultimate) ■ Roof Wall Line Marks Wind(lb) Min.Wind(Ib)Seismic(Ib) Stacks on: 11 5200 11 Seismic Wind 12 4374 12 Simpson Holdown and Anchors in Use;(Verify Fdn.Contig.w/Loads Listed in Catalog for Anchor Bolt Types) Capacity(Ib)Capacity(Ib) In13 2258 13 #0 (No Holdown Required) 0 0 14 4128 14 #1 Holdown Type 0-5k w/ 5000 5000 15 3133 15 16 6483 16 U 17 5982 301 17 18 18 19 6896 19 #6 Holdown Type 0-5k w/ 5000 3075 20 4031 20 #7 Holdown Type 5-10k w/ 10000 4040 ■ 5th Floor Wall Line Marks Wind(Ib) Min.Wind(Ib)Seismic(lb) Stacks on: 11 5685 11 II13 4782 12 13 2467 13 14 9513 14 15 3425 15 Sill Plate to Concrete Anchorage; 2x plate 30 mm.plate ■ 16 7088 16 5/8 I"dia. anchor capacity(Ib)= 860 1070 17 6519 17 18 329 18 19 7540 19 ■ 20 4408 20 Wall Type E:0.625"dia,anchors spaced at 48'0.0. 48"o.c. 4th Floor Wall Line Marks Wind(Ib) Min.Wind(Ib,Seismic(lb) Wall Type F:0.625'dia.anchors spaced at 36"o.c. 45"0.0. III11 3790 Wall Type G:0.625'dia.anchors spaced at 3x req. 34'o.c. 12 3188 Wall Type if:0.625'dia.anchors spaced at 3x req. 27"o.c. 13 1694 14 3008 ■ 15 16 2283 4725 17 4345 18 219 II 195026 20 2938 (anchor spacing based tom values from NOS using hemfir and a 1.6 duration increase) IIIRoof Level Holdown to: floor below (PL 1140300''03'required) ■ ■ ■ II III II ■ U ■ ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 mi as Suite One Hundred Portland,OR 97219 III _ Location 8900-9000 SW Oak St.,Tigard,Oregon Client AG Spanos Companies MILLERIII Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 31 of 198 www.miller-se.com By Ck'd Date Page ■ ENGINEERS ■ U U Roof Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb 11 I 0 1 0 1 5200 1 Wind Uplift(U)=1 0 ipsf Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total L,ft: Overall Seg.(Lo),ft 30.00 30.00 I 11 Wall Height(H1),ft 10.75 Trib.1,ft: 0.00 Rtn.Load(RL),Ib: 200 Trib.1 Weight(Rw),psf: 15.00 ■ Wall Weight(Ww),psf: 8.00 Seismic,plt 173 =5200 Ib/30' Mon(Seismic),ft-lb: 73100 =(5200 lb/30'•Lo-H1) 17200 • Mr(Seismic),ft-Ib: 44700 =(Trib.1"Rw+H1 Ndw)"(Lo)n2/2+RL"Lo HD(Seismic),Ib: 1680 =(Mot-(0.6-0.092)14r)/Lo . Holdown Capacity,Ib: 5000 HD Type: 1 15132"APA Rated Sheathing ■ Shear critical,plf: 173 Seg.1:'E'=10d At 6"o.c.edges,12"o.c.field HD critical,ib: 1680 140%increase for wind?: No Sheathing Layers: Single Concrete Anch.? No Wall Type: E Holdown Types: Wall Capacity,plE 310 Seg.1:'1'=0-56 with ■ Controlling HD Type: 1 Holdown Capacity,lb: 5000 3x Members req.: No . Roof Level 0.2Sds= 0.092 Wall Line Wind(W),Ib Min.Wind,lb Seismic(E),lb ■ 12 1 0 I 0 I 4374 I Wind Uplift(U)=I 0 psf Segment l Segment 2 Segment 3 Segment 4 Segment 5 Total 1: Overall Seg.(Lo),ft: 25.33 25.33 I 12 Wall Height(H1),ft 10.75 Trib.1,ft: 0.00 Rtn.Load(RL),Ib: 200 Trib.1 Weight(Rw),psf: 15.00 ■ Wall Weight(Ww),pst 8.00 Seismic,plf: 173 =4374 lb/25.33' Mor(Seismic),ft-Ib: 47027 =(4374 lb/25.33'•Lo"H1) 0 • Mr(Seismic),ft-Ib: 32663 =(Trib.1"Rw+H1"Ww)"(Lo)"22+RLKo HD(Seismic),Ib: 1201 =(Mot-(0.6-0.092)"Mr)/Lo Holdown Capacity,Ib: 5000 HD Type: 1 15/32"APA Rated Sheathing Shear critical,pif: 173 Seg.1:'E'=10d At 6"o.c,edges,12"o.c.field HD critical,Ib: 1201 40%increase for wind?: No 1111Sheathing Layers: Single Concrete Mob.? No Wall Type: E Holdown Types: Wall Capacity,pit 310 Seg.1:'1'=0-5k with ■ Controlling HD Type: 1 Holdown Capacity,Ib: 5000 3x Members req.: No . S ■ ■ ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 Suite One Hundred Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard,Oregon Client AG Spanos Companies MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395 ByELD Ck'd ARL Date 9.28.2017 Page 32 of 198 www.miller-se.com ■ ENGINEERS 1111 a ■ Roof Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb . I 13 I 0 I 0 I 2256 I Wind Uplift(U)=I 0 Ipsf Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total L: Overall Seg.(Lo),ft: 15.00 15.00 I ■ 13 Wall Height(H1),ft: 10.75 Tdb.1.ft 6.00 Rtn.Load(RL),Ib: 200 ■ Tdb.1 Weight(Rw),psf: 15.00 Wall Weight(Ww),pot 8.00 Seismic,plf 150 =2256 lb/15' ■ Mon(Seismic),ft-lb: 24252 =(2256lb/15''Lo1H1) 0 Mr(Seismic),ft-lb: 22800 =(Trib.i'Rw+H1"Ww)"(Lo)"2/2+RL"Lo HD(Seismic),Ib: 845 =(Mot-(0.6-0.092)'Mr)/Lo ■ Holdown Capacity,Ib: 5000 HD Type: 1 15132'APA Rated Sheathing . Shear critical,pH: 150 Seg.1:'E'=10tl At 6"o.c.edges,12"o.c.field HD critical,Ib: 845 :40%increase for wind?: No Sheathing Layers: Single Concrete Anch.? No Wall Type: E Holdown Types: ■ Wall Capacity,pit 310 Seg.1:'1'=0-5k with Controlling HD Type: 1 Holdown Capacity,Ib: 5000 . 3x Members req.: No Roof Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb . I 14 I 0 I 0 I 4128. I Wind Uplift(U)=I 0 Ipsf Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total L: Overall Seg.(Lo),ft: 23.17 23.17 I 14 Wall Height(H1),ft: 10.75 Trib.1,ft: 14.50 Rtn.Load(RL),lb: 20D Trib.1 Weight(Rw),psi: 15.00 Wall Weight(Ww),psf: 8.00 Seismic,plf: 178 =412815/23.17' ■ Mor(Seismic),ft-lb: 44370 =(412816/23.17''Lo"H1) 0 Mr(Seismic),ft-lb: 86077 =(Trib.1"Rw+H1'Ww)"(Lo)"2/2+RL'Lo HD(Seismic),Ib: 28 =(Mot-(0.6-0.092)'Mr)/Lo ■ Holdown Capacity,Ib: 5000 HD Type: 1 15/32"APA Rated Sheathing Shear critical,pif: 178 Seg.1:'E'=70d At 6"o.c.edges,12"o.c.field HD critical,lb: 28 40%increase for wind?: No Sheathing Layers: Single Concrete Anch.? No Wall Type: E Holdown Types: ■ Wall Capacity,pit 310 Seg.1:'1'=0.5k with Controlling HD Type: 1 Holdown Capacity,Ib: 5000 3x Members req.: No ■ ■ ■ ■ ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 Suite One Hundred ■ Portland,OR 97219 111 Location 8900-9000 SW Oak St.,Tigard,Oregon Client AG Spanos Companies MILLER Phone 503.246.1250 ■ CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 33 of 198 www.miller-se.com By Ck'd DatePage ■ ENGINEERS ■ ■ U Roof Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb ■ 15 I 0 I 0 I 3133 I Wind Uplift(U)=1 0 Ipsf Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total L: Overall Seg.(Lo),it 15.33 15.33 I 15 Wall Height(H1),1t: 10.75 Trib.1.ft 3.50 Rtn.Load(RL),is 200 Trib.1 Weight(Rw),psi: 15.00 ■ Wall Weight(Ww),psf 8.00 Seismic,plf: 204 =3133/b/15.33' Mor(Seismic),ft-lb: 33687 =(3 133 16/15.33'•Lo"Ht) 0 ■ Mr(Seismic),ft-lb: 19348 =(Trib.1•Rw+H1"Ww)•(Lo)"2/2+RL"Lo HD(Seismic),lb: 1556 =(Mot-(0.6-0.092)•Mr)/Lo ■ Holdown Capacity,lb: 5000 HD Type: 1 15/32"APA Rated Sheathing Shear critical,plf: 204 Seg.1:'E'=10d At 6"o.c.edges,12"o.c.field HD critical,lb: 1556 40%increase for wind?: No Sheathing Layers: Single Concrete Anch.? No Wall Type: E Holdown Types: Wall Capacity,pit 310 Seg.1:'1'=0-5k with Controlling HD Type: 1 Holdown Capacity,lb: 5000 3x Members reg.: No ■ Roof Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb 16 I 0 I 0 I 6483 I Wind Uplift(U)=i 0 Ipsf Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total 1: Overall Seg.(Lo),ft: 30.75 30.75 I 11/16 Wall Height(H1),ft: 10.75 Trib.1,ft: 18.00 Rtn.Load(RL),Ib: 200 Trib.1 Weight(Rw),psf: 15.00 Wall Weight(Ww),psf: 8.00 Seismic,plf: 211 =6483/b/30.75' . Mor(Seismic),ft-Ib: 69692 =(6483 lb/30.75'•Lo1-11) 0 Mr(Seismic),ft4b: 174460 =(Trib.1•Rw+H1"Ww)"(Lo)"2@+RL%o HD(Seismic),Ib: -616 =(Mot-(0.6-0.092)•Mr)/Lo . Holdown Capacity,Ib: 0 HD Type: 0 15/32"APA Rated Sheathing 1111Shear critical,pif: 211 Seg.1:'E'=10d At 6"o.c.edges,12"o.c.field HD critical,Ib: 0 40%increase for wind?: No Sheathing Layers: Single Concrete Anch.? No Wali Type: E Holdown Types: IIIWall Capacity,plf: 310 Seg.1:'0'no holdown required Controlling HD Type: 0 Holdown Capacity,Ib: 0 3x Members req.: No ■ ■ ■ ■ ■ ■ ■ ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161194 ■ Suite One Hundred Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon Client AG Spanos Companies MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395 ByELD Ck'd ARL Date 9.28.2017 Page 34 of 198 www.miller-se.com . ENGINEERS ■ • ✓ Roof Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb • 17 1 0 1 0 1 5962 I Wind Uplift(U)=1 0 (psi Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total L: Overall Seg.(Lo),ft 30.00 30.00 I 17 Wall Height(HI),ft: 10.75 Trib.1,5: 0.00 Rtn.Load(RL),Ib: 200 Trib.1 Weight(Rw),psi: 15.00 Wall Weight(Ww),pst 8.00 Seismic,pit 199 =596210/30' . Mor(Seismic),ft-Ib: 64092 =(5962lb/30'`Lo"H1) 0 Mr(Seismic),ft-lb: 44700 =(Trib.1'Rw+H1Ww)`(Lo)"22+RL`Lo HD(Seismic),Ib: 1379 =(Mot-(0.6-0.092)'Mr)/Lo . Holdown Capacity,Ib: 5000 HD Type: 1 15/32'APA Rated Sheathing . Shear critical,plf: 199 Seg.1:'E'=10d At 6"o.c.edges,12"o.c.field HD critical,Ib: 1379 40%increase for wind?: No Sheathing Layers: Single Concrete Anch.? No Wall Type: E Holdown Types: • Wall Capacity,plf 310 Seg.1:'1'=0-5k with Controlling HD Type: 1 Holdown Capacity,IS: 5000 30 Members req.: No • Roof Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb • I 18 1 0 1 0 1 301 I Wind Uplift(U)=1 0 Ips( Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total L Overall Seg.(Lo),ft: 4.08 4.08 I 18 Wall Height(H1),tS 10.75 Trib.1,ft 0.00 Rtn.Load(RL),ib: 200 • Trib.1 Weight(Rw),pst 15.00 Wall Weight(Ww),pst 8.00 Seismic,plt 74 =3011b/4.08' w/HTW,pit 97 (includes 1✓w ratio increases) Mo,(Seismic),fl-Ib: 3238 =(30115/4.08'"Lo H1) 0 Mr(Seismic),ft-lb: 1534 =(Trib.1`Rw+4-11'Ww)'(Lo)"22+RL'Lo HO(Seismic),lb: 602 =(Mot-(0.6-0.092)"Mr)/Lo • Holdown Capacity,Ib: 5000 HD Type: 1 15/32'APA Rated Sheathing • Shear critical,pif: 97 Seg.1:'0'=109 At 6"o.c.edges,12"o.c.field HD critical,Ib: 602 40%increase for wind?: No ■ Sheathing Layers: Single Concrete Anch.? No Wall Type: E Holdown Types: • Wall Capacity,pit 310 Seg.1:'1'=0.5k with Controlling HD Type: 1 Holdown Capacity,IS: 5000 3x Members req.: No a B i • a ■ r 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161194 1111 Suite One Hundred Portland,OR 97219 • Location 8900-9000 SW Oak St.,Tigard, Oregon Client AG Spanos Companies ✓ MILLER Phone 503.246.1250 CONSULTING Fax 503246.1395 ELD ARL 9.28.2017 35 of 198 www.miller-se.com By Ck'd Date Page ENGINEERS S ■ a Roof Level 028ds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb 19 I 0 I 0 I 6896 I Wind Uplift(U)=1 0 led Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total L: Overall Seg.(Ls),ft 29.58 29.58 I 19 Wall Height(H1),ft: 10.75 111 Trib.1,ft: 0.00 Rtn.Load(RL),Ib: 200 Trib.1 Weight(Rw),psf: 15.00 Wall Weight(Ww),psf. 8.00 Seismic,plf: 233 =689616/29.58' Mor(Seismic),ft-Ib: 74140 =(689616/29.58''Lo'H1) 0 ■ Mr(Seismic),ft-Ib: 43549 =(Trib.i'Rw+H1"Ww)'(Lo)"2/2+RL'Lo HD(Seismic),Ib: 1758 =(Mot-(0.6-0.092)"Mr)/Lo Holdown Capacity,Ib: 5000 HD Type: 1 15132"APA Rated Sheathing ■ Shear critical,plf: 233 Seg.1:'5'=10d At 6"o.c.edges,12"o.c.field HD critical,Ib: 1758 r 40%increase for wind?: No Sheathing Layers: Single Concrete Anch.? No Wall Type: E Holdown Types: Wall Capacity,p0: 310 Seg.1:'1'=0-5k with Controlling HD Type: 1 Holdown Capacity,Ib: 5000 3x Members req.: No Roof Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb 20 I 0 I 0 14031 I Wind Uplift(U)=I 0 last Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total L Overall Seg.(Lo),ft: 20.08 20.08 I 20 Wall Height(H1),ft: 10.75 1111 Trib.1,ft 18.00 Rtn.Load(RL),Ib: 200 Trib.1 Weight(Rw),psf: 15.00 Wall Weight(Ww),psf: 8.00 Seismic,plf: 201 =403115/20.08' MOT(Seismic),ft-Ib: 43340 =(4031 15/20.08' Lo Ht) 0 111 Mr(Seismic),ft-Ib: 75811 =(Trib.1'Rw+H1"Ww)7Lo)"2/2+RL"Lo HD(Seismic),IS: 240 =(Mot-(0.6-0.092)'Mr)/Lo Holdown Capacity,Ib: 5000 HD Type: 1 15132"APA Rated Sheathing Shear critical,plf: 201 Seg.1:'E'=10d At 6"o.c.edges,12"o.c.field HD critical,Ib: 240 :40%increase for wind?: No ■ Sheathing Layers: Single Concrete Anch.? No Wall Type: E Holdown Types: Wall Capacity,pit 310 Seg.1:'1'=0-Sk with Controlling HD Type: 1 Holdown Capacity,Ib: 5000 3x Members req.: No U a a I U U 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 Suite One Hundred 111 Portland,OR 97219 _ Location 8900-9000 SW Oak St.,Tigard, Oregon Client AG Spanos Companies MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 36 of 198 www.miller-se.com By Ck'd Date Page ENGINEERS • a U IIII5th Floor Level 0.250s= 0.092 Wall Line Wind(1N),lb Min.Wind,lb Seismic(E),lb . I 11 0 0 5685 Wind Uplift(U)= 0.00 psf 10 Load from 11,Ib: 0 0 5200 3rd Flr Depth(Fd)= 0.00 R Total,Ib: 0 0 10885 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: U Overall Seg.(Lo),It: 30.00 30.00 11 Wall Height(H1),ft 10.75 11 Wall Height(H2),It 10.75 Trib.1,ft 0.00 Diaphragm amp 1.15 Trib.2,It: 9.50 vc 285 pH Rtn.Lead(Ry,Ib: 200 v 218 p/1 Trib.1 Weight(Rw),pst 15.00 No collector req'd Tob.2 Weight(Uw),pot 27.00 Wall Weight(Ww),psf: 8.00 Seismic,pit 363 =(5685/b+5200 lb)/30' . ■ Mo(Seismic),ft-lb: 172914 Mr(Seismic),ft-Ib: 198825 =(500515/30'Lo'H2)+(52001b/30"Lo7H1*H2+Fd)) =(Rw'Tnb.1+Uw'Trib.2+Ww'(HtcH2))'(Lo)e2/2+RL'Lo HD(Seismic),lb: 2397 =(Mel-(0..6 0.092)'Mr)/Lo Holdown Capacity,Ib: 5000 ill HD Type: 1 15/32'APA Rated Sheathing Shear critical,pit 363 Seg.1:'F'=10d At 4.o.0.edges,12"o.c.field HD critical,Ib: 2397 IIi 40%increase for wind?: No Sheathing Layers: Single Concrete Anch.? No III Well Type: F Holdown Types: Wall Capacity,off. 460 Seg.1:'1'a 0-5k with Controting HD Type: 1 Holdown Capacity,Ib: 5000 1111 30 Members req.: Yes 5th Floor Level 0.2Sds=1 0.092 Wali Line Wind(W),lb Min.Wind,lb Seismic(E),lb 111 I 12 0 0 4782 Wind Uplift(U)= 0 psf Load from 12,to: 0 0 4374 3rd Fir Depth(Fd)= 0.00 R Total,lb: 0 0 9156 IIII Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: Overall Seg.(Lo),ft25.33 25.33 I 12 Wall Height(H1),ft: 10.75 12 Wall Height(H2),ft 10.75 1111 Trib.1,R: 0.00 Diaphragm amp 1.15 nib.2,ft: 9.5 vc 285 pH Rtn.Load(RL).Ib: 200 217 pl1 Trib.1 Weight(Re),psf: 15.00 No collector req'd IITrib.2 Weight(Uw).psf. 27.00 Wall Weight(Ww),pst 8.00 Seismic,plf: 361 =(4782 lb+43741b)/25.33' . Mm(Seismic),ft-lb: 145467 =(4782 lb/25.33'Lo'H2)+(437416/25.33''Lc'(H1+H2+Fd)) Mr(Seismic),Mb: 142568 =(Rw Trib.1+Uw'Tdb.2*Ww 71.11+H2))'(Lo(W72nRL'Lo HD(Seismic),Ib: 2883 =(Mot-(0.6-0.092)Mr)/lo ■ Holdown Capacity,Ib: 5000 HD Type: 1 15/32'APA Rated Sheathing ail IllHD critical,pit 961 Seg.1:'F'=10d At 4"ex.edges,12'o.c.field HD critical,lb: 2883 40%increase for wind?: No Sheathing Layers: Single U Concrete Anch.? No Wall Type: F Holdown Types: Well Capacity,plf. 460 Seg.1:'1'=0-5k with Controlling HD Type: 1 U Holdown Capacity,Ib: 5000 3x Members req.: Yes IIII a U 111 U U In 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 ill ail Suite One Hundred Portland,OR 97219 1111 _ Location 8900-9000 SW Oak St.,Tigard, Oregon Client AG Spanos Companies MILLER ✓ Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 37 of 198 www.miller-se.com By Ck'd Date Page ENGINEERS S S S 5th Floor Level 0.2Sds= 0.092 Wall Line Wind(W),lb MIn.Wind,lb Seismic(E),lb I 13 0 0 2467 Wind Uplift(U)= 0 psf 5 Load from 13,Ib: 0 0 2256 3rd Fir Depth(Fd)= 0.00 ft Total,Ib: 0 0 4723 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: Overall Seg.(Lo).ft: 15.00 15.00111 13 Wall Height(H1),ft 10.75 13 Wall Height(H2),ft 10.75 nib.1,ft: 6.00 Diaphragm amp 1.15 Tdb.2,ft: 12 vc 285 Pe III Rm.Load(RL),IS: 200 189 pff Tdb.1 Weight(Rw),pet: 15.00 No collector req'd Tdb.2 Weight(Uw),psf: 27.00ll Wall Weight(Ww).pet 8.00 Seismic,plf: 315 =(246715+2256 lb)/15' Mor(Seismic),ft-lb: 75024 =(2467 16/15 1o'H2)+(225616/15'"Lo'(H1+H2+Fd)) . Mr(Seismic),ft-Ib: 68925 =(Re'TM.1+Uw'7o'b.2+Ww yH1+H2))'(Lo)^2/2+RL1..o HD(Seismic),Ib: 2667 =(Mot-(0.6-0.092)'Mr)/Le Holdown Capacity.IS: 5000 HD Type: 1 111 15132"APA Rated Sheathing Shear critical,plt: 315 Seg.1:'F.10d At 4"o.e.edges,12"o.s.field HD erhical,lb: 2667Ill .40%increase for wind?: No Sheathing Layers: Single Concrete Anch.? No Well Type: F Holdown Types: ■ Wall Capacity,pit. 460 Seg.1:'1'at 0-5k with Controlling HD Type: 1 Holdown Capacity,IS: 5000 3z Members req.: No ll 5th Floor Level 02Sds=I 0.092 I Wall Line Wind(W),lb MM.Wind,lb Seismic(E),lb 5 14 0 0 4513 Wind Uplift(U)= 0 psf Load from 14,Ib: 0 0 4128 3rd Flr Depth(Fd)= 0.00 ft Total,Ib: 0 0 8641 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: r Overall Seg.(Lo),ft 23.17 23.17 14 Wall Height(H1),ft: 10.75 14 Wall Height(H2),ft 10.75 . TdR b.1, 14.50 Diaphragm amp 1.15 Tdb.2,ft: 0 vc 285 pif Rtn.Load(RL).lb: 200 v 224 pIf Tdb.1 Weight(Rw),psf: 15.00 No collector req'd 5 Trib.2 Weight(Uw),psf: 27.00 Wall Weight(Ww),pet 8.00 Seismic,p8: 373 =(4513 lb+412816)/23.17' . Mm(Seismic),8-15: 137247 =(4 513 15/23.17'Lo1-12)+(412816/23.17'"Lo'(Ht+H2+Fd)) Mr(Seismic),ft-Ib: 109155 =(Re'Trib.1+lei'Tdb.2+Ww 1H1+H2))'(Lo)^2/2+RL'Lo HO(Seismic).IS: 3531 =(Mot-(0.6-0.092)'Mr)/Lo II Holdown Capacity,lb: 5000 HD Type: 1 15132"APA Rated Sheathing Shear orifice!,plt: 373 Seg.1:'F 0104 At 4"ma.edges,12"o.c.field 5 HD critical,ib: 3531 .40%increase for wind?: No Sheathing Layers: Single Concrete Anch.? No ri Wall Type: F Holdown Types: Wall Capacity,ptt. 460 Seg.1:'1'=0-5k with Controlling HD Type: 1 III Holdown Capacity.lb: 5000 30 Members req.: Yes 1. S S S . I 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161194 r Suite One Hundred A Portland,OR 97219 _ Location 8900-9000 SW Oak St.,Tigard, Oregon II Client AG Spanos Companies MILLER Phone 503.246.1250 la CONSULTING Fax 503.246.1395 ByELD Ck'd ARL Date 9.28.2017 Pae 38 of 198 www-miller-se.com g ENGINEERS1111 S ■ 5th Floor Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb ■ I 15 0 0 3425 Wind Uplift(LI)= 0 psf Load from 15,Ib: 0 0 3133 3rd Fir Depth(Fd)= 0.00 ft Total,ib: 0 0 6558 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: Overall Seg.(Lo),R: 15.33 15.33 15 Wall Height(HI),ft: 10.75 15 Wall Height(H2),It 10.75 Tdb.1,ft: 3.50 Diaphragm amp 1.15 ■ Trib.2,R: 14.50 vc 285 ptl RN.Load(RL).Ib: 200 257 p/f Tdb.1 Weight(Rw),pot 15.00 No collector req'd Tdb.2 Weight(Uw),pst 27.00 Wall Weight(Ww),pst 8.00 Seismic,plt 428 =(342516+3133/6)/15.33' Mon(Seismic),ft-Ib: 104201 =(3425 16/15.33•Lo'N2)+(313316/15,33'Lo'(H1+H2+FcI)) Mr(Seismic),fl-Ib: 75481 =(Rw`Rib.1+thy'TM,.2+Ww'(H7+H2))'(Lo)^22+RL"o HD(Seismic).lb: 4295 =(Mot-(0.6-0.092)'54)/Lo Holdown Capacity,Ib: 5000 HD Type: 1 15/32'APA Rated Sheathing Shear critical,pit 428 Seg.1:'F=10d At 4"ma.edges,12"c.c.field HD critical,lb: 4295 :40%increase for wind?: No Sheathing Layers: Single Concrete Anch.? No Wall Type: F Holdown Types: Wall Capacity,Pit 460 Seg.1:'1=0.55 with Controlling HD Type: 1 Holdown Capacity,Ib: 5000 3z Members req.: Yes 5th Floor Level 0.2Sds=I 0.092 I Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb 1111 18 0 0 7088 Wind Uplift(U)= 0 psf Load from 16,Ib: 0 0 6483 3rd Fir Depth(Fd)= 0.00 R Total,ib: 0 0 13571 Segment 1 Segment Segment 3 Segment 4 Segment 5 Total Lo: Overall It 30.75 30.75 16 Wall Height(H1),ft: 10.75 16 Wall Height(H2),ft: 10.75 Tdb.1,R: 18.00 Diaphragm amF 1.15 Trib.2,R: 4.50 vo 285 p8 RN.Load(RL),IS: 200 265 plf Tdb.1 Weight(Rw),pet 15.00 No collector req'd Trib.2 Weight(Uw),pst 27.00 Wall Weight(Ww),psi 8.00 Seismic,pit 441 =(7088 lb+6483/6)/30.75' Mon(Seismic),ft-Ib: 215581 =(708816/30.75'Lo'H2)+(6483lb/30.75"Lo'(H1+H2+Fd)) Mr(Seismic),h-ib: 272562 =(Ra"105.1+Uw'Trib.2+War'(H1+112))'(Lo)^2/2+RL•Lo HO(Seismic),IS: 2508 =(Mot-(0.6-0.0927Mr)/Lo . Holdown Capacity,IS: 5000 HO Type: 1 15/32"APA Rated Sheathing . Shear critical,pit 441 Seg.1:'F'=10d At 4"o.o.edges,12"o.e.field HO critical,lb: 2508 40%increase for wind?: No Sheathing Layers: Single I Concrete Anch.? No Wall Type: F Holdown Types: Wall Capacity.pit 460 Seg.1:'1'=0-58 with Controlling HD Type: 1 . Holdown Capacity,Ib: 5000 3z Members req.: Yes I • ■ ■ ■ M ■ r 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 • Suite One Hundred Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard,Oregon ■ Client AG Spanos Companies r MILLER Phone 503.246.1250 CONSULTING Fax 503,246.1395 ELD ARL 9.28.2017 39 of 198 Www,miller-se.com By Ck'd Date Page ENGINEERS U a II 5th Floor Level 02Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb 17 0 0 6519 Wind Uplift(U)= 0 pot ■ Load from 17,10 0 0 5962 3rd Fir Depth(Fd)= 0.00 ft Total,ib: 0 0 12481 Segment 1 Segment Segment 3 Segment 4 Segment 5 Total Lo: Overall Sag.(Lo),ft 30.00 30.00 I 17 Wall Height(H1),ft 10.75 17 Wall Height(H2),ft 10.75 Trib.1,ft 0.00 Diaphragm amp 1.15 IITdb.2,ft 5.50 vc 285 pit Rm.Load(RL),ib: 200 250 p1T Trib.1 Weight(Rw),pot 15.00 No collector raced Trib.2 Weight(Uw),pat 27.00III Wall Weight(Ww),pot 8.00 Seismic,pit 416 =(651915+596215)/30' Mol(Seismic),ft-Ib: 196262 =(65191b 130"Lo"H2)+(5962lb/30'"Lo"(H1+H2+Fd)) . Mr(Seismic),ft-Ib: 150225 =(Rw'Trib.1+Uw'Tn'6.2+Ww*(H1+H2))`(Lo)^2/2+RL`Lo HD(Seismic),lb: 4065 =(Mot-(0.6-0.092)`Mr)/Lo Holdown Capacity,lb: 5000 HD Type: 1 It 15132`APA Rated Sheathing Shear critical,pit 416 Seg.1:'F'=106 At 4"c.c.edges,12'coo.field HD critical,lb: 4065 . ,40%increase for wind?: No Sheathing Layers: Single Concrete Moil.? No III Type: F Holdown Types: Wall Capacity.pit 460 Seg.1:'1'=0-5kwith Controlling HD Type: 1 Holdown Capacity.IS: 5000 ■ 3x Members req.: Yes 5th Floor Level 0.2Sds=I 0.092 I Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb ■ I 18 0 0 329 Wind Uplift(U)= 0 psf Load from 18,Ib: 0 0 301 3rd Fir Depth(Fd)= 0.00 ft Total,lb: 0 0 630 Segment 1 Segment Segmenta Segment 4 Segment 5 Total Lot Overall Seg.(Lo),ft: 4.08 4.08 I 18 Wall Height(H1),ft: 10.75 18 Wall Height(H2),ft 10.75 ■ Trib.1,ft 0.00 Diaphragm amp 1.15 Trib.2,0 0.00 vc 285 plf Rm.Load(RL).Ib: 200 v 93 pif Tab.1 Weight(Rw),pot. 15.00 No collector req'd5 Trib.2 Weight(Uw),pot 27.00 Wall Weight(Ww).pat 8.00 Seismic,plt 154 =(32915+301/6)/4.08' WI HW,plt 203 (includes Mn ratio increases) Mor(Seismic),ft-Ib: 10016 =(329 lb/4.08"Lo"H2)+(30115/4.08'"Lo'(H1+H2+Fd)) Mr(Seismic),ft-Ib: 2251 =(Rw"Tdb.1+11w"Trib.2+Ww"(H1+H2))`(Le)^2/2+RL"Lo HD(Seismic),IS: 2173 =(Mot-(0.8.0.092)"Mr)/Le . Holdown Capacity.lb: 5000 HD Type: 1 15/32"APA Rated Sheathing Shear critical,plt 203 Seg.1:'E'=10d At 6'o,s.edges,12.....field ■ HD critical,lb: 2173 :40%increase for wind?: No Sheathing Layers: Single Concrete Mob.? No 111 Wall Type: E Holdown Types: Wall Capacity,pit 310 Seg.1:'1'=0-55 with Controlling HD Type: 1 . Holdown Capacity.Ib: 5000 30 Members req.: No . ■ a S IN I ■ a 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 Suite One Hundred 11/ 04 Portland,OR 97219 Mk Location 8900-9000 SW Oak St.,Tigard,Oregon a Client AG Spanos Companies MILLER Phone 503.246.1250 5 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 40 of 198 www,miller-se.com By Ck'd Date Page ENGINEERS III a a 5th Floor Level 0.ZSds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb 19 0 0 7540 Wind Uplift(U)= 0 psf la Load horn 19,lb: 0 0 6896 3rd Fir Depth(Fd)= 0.00 ft Total,lb: 0 0 14436 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: IIIOverall Seg.(Lo),ft: 29.58 29.58 I 19 Wall Height(H1),ft 10.75 19 Wall Height(H2),ft: 10.75 Trib.1,ft: 0.00 Diaphragm amp 1.15 . TM).2,ft 9.50 vc 285 plf RN.Load(RL),Ib: 200 293 p8 Trib.l Weight(Rw),psi: 15.00 whin 5%OK TOO.2 Weight(Uw),poi: 27.00 VIIWall Weight(Ww),pot 8.00 Seismic,plf: 488 =(754016+689615)/29.58' . Mgr(Seismic),ft-Ib: 229345 Mr(Seismic),ft-Ib: 193423 =(7540 16/29.58'Lo1H2)+(689616/29.58'•Lo'(H7+H2+Fd)J =(Rw"Trib.1+Uw'Trib.2+Ww 1H1+H2))'(Lo)e2/2+RL`Lo HO(Seismic),Ib: 4431 =(Mot-(0.6-0.092)Mf0/Lo Holdown Capacity,lb: 5000 IIII HD Type: 1 15132`APA Rated Sheathing Shear critical,plf: 488 Seg.1:'G'=104 At 3"o.a edges,12"c.c.field HD critical,Ib: 4431 IIr 40%increase for wind?: No Sheathing Layers: Single Concrete Anch.? No ■ Well Type: 0 Holdown Types: Wall Capacity,PIE 600 Seg.1:'1'=0-5k with Controlling HD Type: 1 . Holdown Capacity,lb: 5000 . 3c Members req.: Yes 5th Floor Level 0.2Sds=1 0.092 I IIIWall Line Wind(W),lb Min.Wind,lb Seismic(E),lb 20 0 0 4408 Wind Uplift(U)= 0 psf Load from 20,Ib: D 0 4031 3rd Fir Depth(Fd)= 0.00 ft Total,lb: 0 0 8439 . Overall Seg.(Lo),ft: Segment20.08 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: 20.08 I 20 Wall Height(H1),ft 10.75 20 Wall Height(H2),ft: 10.75 ■ Trib.1,ft: 18.00 Dcaphragm amp 1.15 Trib.2,ft: 3.50 285 ply Rm.Load(RL),Ib: 200 v 252 pit 111 Trib.1 Weight(Rw),pat 15.00 No collector req'd Tdb.2 Weight(Uw),pat. 27.00 Wall Weight(Ww),poll 8.00 Seismic,pit 420 =(440816+403115)720.08' 1111 M,(Seismic),(t-Ib: 134075 =(4408/b/20.08•Lo"H2)+(403115/20.08'Lo`(Ht+H2+Ft1)) Mr(Seismic),R-10 112213 =(Rw"Trib.1+Uw'Mb.2+Ww'(H1+H2))`(Le)^2/2+RL"Lo HD(Seismic).Ib: 3838 =(Mot-(0.6-0.092)•M0/Lo U Holdown Capacity,Ib: 5000 HD Type: 1 15132'APA Rated Sheathing 111Shear critical,pIE 420 Seg.1:'F'=104 At 4"o.c.edges,12"ac.field HD critical,Ib: 3838 ,40%increase for wind?: No Sheathing Layers: Single . Concrete Mch.? No Wali Type: F Holdown Types: Wall Capacity,plt.. 460 Seg.1:'1'=0-5k with Controlling HD Type: 1 a Holdown Capacity,Ib: 5000 30 Members req.: Yes a I a a a a 1 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 IIISuite One Hundred ES Portland,OR 97219 MiLocation 8900-9000 SW Oak St.,Tigard, Oregon • Client AG Spanos Companies MILLER III phone 503.246.1250 CONSULTING Fax 503.245.1395 ELD ARL 9.28.2017 41 of 198 WWW.miller-se.com By Ckrd Date Page III ENGINEERS B ■ a 411 Floor Level 0.2545= OA92 Wag Line Wind(W).lb Min.Wmd.lb Seismic(0).lb 11 0 0 3790 wad UpiiO(U)= 0 psf 111Load from 11,lb 0 0 5685 3rd Floor Depth(13)= 0.00 ft Load from 11,lb 0 0 5200 2nd Floor Depth(F2)= 0.00 ft Total.lb 0 0 14675 Segment l Segment2 Segment3 Segment 4 Segment Total La: Overall Seg.(Lo),ft 30.00 30.00 11 Wall Height(H1),8. 10.75 11 Wall Height(H2),ft 10.75 11 Wall Height(H3),ft 10.75 ■ Tdb.1,ft. 0.00 Trib.2,ft 950 Trib.3,ft 9.50 Rot.Load(61.),lb 0 Trib.1 Weight(Rw),psf 15.00 Trb.2 Weight(Uw),psf 27.00 Trib.3 Weight(Mw).psf 27.00 Won Weight(Ww).P51 8.00 Seismic.pit 489 =(37901b+520018+5585)6)130' Mo,(Seismic),01411 330670 =(379011,/30 Yo'H3)+(568510130"1.o1H2+H3+F2))+(5200 lb/30"Lo'(H1+H2+H3+F2+F3)) Mr(Seismic),ft-lb 308250 =(Rw Tnb.1+Uw'TOO.2+Mee-Tri8.3+Ww"(H1+H2+H3))'(f.0)"2/2+RL'Lo 112(Seismic),lb 5803 =(MIN-(0.8-0.092)'M0/Lo Holdown Capacity,lb 10000 HD Type: 7 15/32'APA Rated Sheathing Shear critical,pit 489 Seg.1.''0'010d At 3.o.c.edges,l2"o.s.held HD critical,lb: 5503 e 40%increase for wind? No Sheathing Layers Single Concrete Anch.? Yea Wall Type: G Holdown Types: Wall Capacity,pif 600 Seg.1:T=5-10k Controlling HO Type: 7 111Holdown Capacity.lb 10000 So Members req. Yes 4th Floor Level 0.2Sds l 0.092 I ■ Wall Line Wind(W),b Min.Wind,lb Seismic(E).lb 12 0 0 3156 Wind Uplift(U)= 0 psf Load from 12,lb 0 0 4782 3rd Floor Depth(F3). 0.00 ft Load from 12,lb 0 0 4374 2nd Floor Depth(F2)= 0.00 S ■ Total,lb 0 0 12344 Segment 1 Segment 2 Segment3 Segment4 Segment 5 Total to: Overall Seg.(.0).ft 2593 25.33 12 Wall Height(111),ft. 10.75 ■ 12 Wall Height(H2),ft 10.75 12 Wall Height(H3),ft 10.75 Trib.1,ft. 0.00 Trib.2.ft 990 . Trib.3,fl, 9.50 RM.Load(RI-).lb 200 Trib.1 Weigh(Rw),psf 15.00 Trb.2 Weight(Liw),psf 27.00 Trib.3 Weight(14w),psf 27.00 Was Weight(Ww),pal' 9.00 Seismic,pIt 487 =(318810+4374 IS+4 782 05/2 5.33' Mon(Seismic).ft-lb 278182 =(31881b/25.33'Lo'H3)+(479210/25.33"1.0'(H2+H3+F2))+(4374 lb/25.33"Lo'(H1+H2+H3+F2+F3)) N Mr(Seismic),ft-lb 224875 =(Rw'Tttb.1+Uw'Tr1b.2+Mw'Tdb.30 Ww'(H1+H2+H3))'(Lo)"22+RL'Lo HD(Seismic),Ib 6472 =(Mol-(0,6-0.092)1010/1.0 Holdown Capacity,lb 10000 HD Type: 7 15/32'APA Rated Sheathing shear critical,pg: 457 Seg.1:'G'=10d At 3"ore.edges,12"o.c.field HO critical,Ib: 6472 e40%increase for wind? No Sheathing Layers Single Concrete Andh.? Yes Wag Type: G Holdown Types: 1111Wall Capacity,pe 800 Seg.1:T=5-100 Controlling HD Type: 7 Holdown Capacity,lb 10000 3z Members req. Yes ✓ ■ ✓ r ✓ r 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 ■ Suite One Hundred Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon ■ Client AG Spanos Companies MILLER Phone 503.246.1250 ■ CONSULTING Fax 503.246.1395 ByELD Ck'd ARL Date 9.28.2017 Page 42 of 198 www.miller-se.com ENGINEERS a U ■ 4th Floor Level 0.2Sds= 0.092 Wall Una Wind(W).lb MM.Wind lb Seismic(E),lb 13 0 0 1644 Wind Uplift(U)= 0 psf Load from 13.16 0 0 2467 3rd Floor Depth(F3)= 0.00 ft Load from 13,lb 0 0 2256 2nd Floor Depth(F2)= 0.00 8 Total,lb 0 0 6367 ■ Segment 1 Segment 2 Segment 3 Segment Segment 5 Total In:i Overall Seg.(Lo),ft 15.00 10.00 13 Wall Height(41),ft 10.75 13 Wall Helghl(42),It 10.75 13 Wall Height(13),6 10.75 Trib.1,0 6.00 Trib.2,ft 12,00 Trib.3,3 12.00 Rln.Load t(Rw),,th 200 Trib.1 Weight(Ow),psf 15.00 Trib.2 Weight(UW),psi 27.00 Trib.3 Weight(Mw),pat 27.00 Wall Weight(Ww).psi 8.00 ■ Seismic elf 424 =(1644/6+22561b+246716)/15' Mor(Seismic),ft-lb 143470 =(1544l0110/15.1.113).(2487 lb/15'20'(H2+H3+F2))+(225616/15"Lo"(Hf+H2+H3+F2+F3)) Mr(Seismic).0-lb 105375 =(Rtv TD.1+Uw 1Tdb.2+Mw'T3b.3+Ww'(H1+H2+H3))"(Lo)"22+RL•Lo ■ HD(Seismic),lb 5996 =(Mol-(0.6'5.091)•Mr)/Lo Holdown Capacity,lb 10000 HD Type: 7 15132'APA Rated Sheathing ■ Shear critical,plb 424 Seg.1:'F=lOd At 4.11 c.c.edges,12'iso.field Ho critical,IS: 5996 e40%increase for wind? No Sheathing Layers Single ■ Concrele Anc11.7 Yea Wall Type: F Holdown Types: Wall Capacity,p0 460 Seg.1:T=5-10k Controlling HO Type: 7 ■ Holdown Capacity,lb 10000 3x Members req. Yes 411 Floor Level 0.2Sds=I 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb I 14 0 0 3008 Wind Uplift(U). 0 psf Load 1100114,lb 0 0 4513 3rd Floor Dep.(F3)= 0.00 6 Load from 14,16 0 0 4128 2nd Floor Depth(F2)= 0.00 ft U Tole!,lb 0 0 11649 Segments Segment2 Segmenta Segment Segments Total Lo: Overall Seg.(.5),ft 23.17 23.17 I 14 Wall Height(HI),ft 10.75 ■ 14 Wall Height(H2),ft 10.75 14 Wall Heighl(43),ft 10.75 Trth.1,ft 1450 Trib.2,ft 0.00 ■ nib.3,ft. 0.00 R.Load(01),lb 200 Trib,1 Weight(Rw),psi 15.00 Trib.2 Weight(Ow),psi 27.00 ■ Trib.3 Weight(Mw),psi 27.00 Wall Weight(Ww),pat 8.00 Seismic,plf 503 =(3008@+412816+451315)123.17' R M (Seismic),ft-lb 262456 Mrr =(3008lb/23.17'Lo'H3)+(451311,2317"Lo7H2+H3+F2))+(412816/23.17"Lc"(H1+H2eH3+F2+F3)) (Seismic),8-W 109165 =(Rw 1)D.1°Uw•Trib.2+Mw Trib.3.Ww•(Ht+H2+H3))'(L4"22+RL-Lo HD(Seismic),lb 8935 =(Mot-(0.64.092)•Mr)/Lo Holdown Capacity,lb 10000 110 Type: 7 15921 APA Rated Sheathing Shear critical,p111 503 Seg.1:1G.=led At 311(14.edges,12"o.o.field HO crMeal,lb: 8935 e 40%increase for wind? No Sheathing Layers Single Concrete Anch.? Yes Wall Type: 0 Holdown Types: Wall Capacity,p0 800 Seg.1:T=0-10k Controlling HD Type: 7 Holdown Capacity,lb 10000 3x Members req. Yes ■ ■ ■ ■ ■ M r 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 1111Suite One Hundred Portland,OR 97219 111 Location 8900-9000 SW Oak St.,Tigard, Oregon Client AG Spanos Companies ✓ MILLER phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 43 of 198 www.miller-se.com By Ck'd Date Page ■ ENGINEERS 1111 ■ a dth Floor Level 0.2Sda= 0.092 Wall Line Wind(W),lb Min.Wind.lb Seismic(6),lb 15 0 0 2283 Wmd Uplift(U)= 0 psf ■ Load from 15,lb 0 0 3425 3rd Floor Depth(F3)= 0.00 ft Load from 15,11 0 0 3133 2nd Floor Depth(F2)= 0.00 fl Total.lb 0 0 5841 Segment 1 Segment 2 Segment 3 Segment4 Segment 5 Total La: ■ Overall Seg.(Lo),ft 15.33 15.33 15 Wall Height(H1),lb 10.75 15 Wel Heigh/(1-12),ft 10.75 15 Wall Height(H3),ft 10.75 Trib.i,ft 3.50 Tdb.2.0. 14.50 Trib.3.5, 1450 RM.Load(RL),lb 200111 Trib.1 Weight(Rw),pet 15.00 Trib.2 Weight(Uw),psi 27.00 Trib.3 Weight(Mw).pat 27.00 Wall Weight(Ww),pet 6.00 Seismic,pit 577 =(2283 lb+3133lb,3425/b)/1533' MOT(Seismic),ftbb 199282 a(2283M/15.33'Lola)4(3425 lb/15.33"Lo'(H2*H3+F2))+(3133tb/15.33'Le(H1+H2+H3+F2*F3)) Mr(Seismic),ft-lb 121504 =02w'Tdb.1+so,Trib.2+Mw'Tdb.30 Ww'(H1+H2+H3))'(Lo)"22*42L'to HD(Seismic).Ib 8970 =(Mot-(0.6-0.092)'Mr)/ Hnldown Capacity,lb 10000 HD Type' 7 15732'APA Rated Sheathing ■ Sheer critical,pit. 577 Seg.1:'G'=10d At T c.c.edges,12'c.c.field HD critical,ib: 8970 e 40%Increase for wind? No Sheathing Layers Single Concrete Mob.? Yea Wall Type: G [letdown Types: Wall Capacity,plf 800 Seg.1:T=5-10k Controlling HD Type: 7 ■ Holdown Capably,lb 10000 3x Members req. Yes 4th Floor Level 0.25.15=1 0.092 I ■ Wall Line Wind(W),lb Min.Wind,lb Seismic(E).lb 16 0 0 4725 Wind Uplift(U)= 0 psf Load from 16,lb 0 0 7085 3rd Flom Depth(F3)= 0.00 ft Load from 16,lb 0 0 6483 2nd Floor Depth(F2)= 0.00 ft Total,lb: 0 0 18296 Segment 1 Segment 2 Segmenta Segment 4 Segment 5 Total Lei Overall Seg.(Lo),ft 30.75 30.75 I 16 Wag Height(H1),ft 10.75 16 Wall Height(H2),ft 10.75 16 Wap Height(H3),ft 10.75 Trib.t,IL 16.00 Trib.2,0. 450 111Trib.3,ft 450 Rtn.Load(RL),lh 210 Tdb.1 Weight(Re),psf 15.00 Trib.2 Weight(Uw),psi 27.00 Trib.3 Weight(Mo),psf 27.00 Wag Weight(Ww),psf 8.00 Seismic,pit 595 =(472516+6483lb+7088(5)/30.75' Mor(Seismic),ft-lb 412263 =(4725 lb/3075'Lo'H3)+(70961b/30.75'Le'(H2+H3+F2))+(64831b/30.75'To.(Ht*H2*H3+F2+F3)) ■ Mr(Seismic),%lb 330005 =(RW'Trib.1+Uw'Tdb.2+Mw'(45.3*y4v'(H1+H2+H3))'(Ln)^2/2*RL'Lo HD(Seismic),lb 7955 =(Ma t-(0.6-0.092)'M0/Lo Holdown Capacity,lb 10000 ■ HD Type: 7 15132'APA Rated Sheathing Shear critical,pit 595 Seg.1:'G'=10d At 3'o.c.edges,12'me.field HD critical,lb: 7855 0 40%increase for wind? No Sheathing Layers Single Concrete Mob.? Yes Wall Type: G Holdown Types: 1111Wag Capacity,pIt 800 Seg.is T=5-10k Controlling HD Type: 7 Holdown Capacity,lb 10000 3x Members req. Yes ■ ■ ■ I a r 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 Suite One Hundred ■ Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon Client AG Spanos Companies • MILLER Phone 503.246.1250 a CONSULTING Fax 503.246.1395 ByELD Ck'd ARL Date 9.28.2017 Page 44 of 198 www.miller-se.com . ENGINEERS ■ IN ■ 4th Floor Level 02Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb ■ 1 17 0 0 4345 Wind Uplift(U)= 0 psf Load horn 17.lb 0 0 6519 3rd Floor Depth(F3)- 0.00 ft 1004 from 17,lb 0 0 5962 2nd Floor Depth(F2)= 0.00 ft Total,lb 0 0 16826 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: IIIOvetaN Seg.(Lo),ft 30.00 30.00 17 Wall Height(HI),ft 10.75 17 Wall Height(62),fl 10.75 17 Wall Height(113),ft 10.75 III DM.1,ft 0.00 Trap.2,ft 5.50 Trib.3,ft 5.50 IIIRln.Load(RL),lb 200 Tnb,1 Weight(Ow),psf 15.0 Tdb.2 Weight(Ow),psi 27.00 Trib.3 Weight(Mw).psf 27.00 Wall Weight(Won),psf, 8.0 1111 Seismic,plh 561 =(434516+5962 lb+6519/6)130' Mor(Seismic),114b 379142 n(4345(0/30'L0'H3)+(65190,/30'1L0•(H2+H3+02))+(598216/30'1Lo1141+H2+H3+F2+F3)) I. Mr(Seismic),ft.lb 217050 =(Rw•Tnib.f+Uw•TI'S.2+Mw'Tdb.3+Ww'(H1+H2+H3))'(Lo)^YhRL•Lo HD(Seismic),Ib 8963 =(Mol-(0.8-0.092)^Mrj/Lo Holdown Capacity,lb 10000 HO Type: 7 15/32.APA Rated Sheathing . Shear critical,pit 561 Seg.i:'G'=lOd At 3'o.c.edges,12"en,field HD orifice!,ib: 8963 0 40%Increase for wind? No Sheathing Layers Single . Concrete Anch.? Yes Wall Type: 0 Holdown Typos: Wall Capacity,pit 80D Seg.1:T=5-10k Controlling HD Type: 7 . Holdown Capacity,lb 10000 3x Members req. Yes 4th Floor Level 0.2Sds=I 0.092 ■ Wail Line Wind(W),lb Min.Wind,lb Seismic(E),lb 18 0 0 219 Wind Uplift(U)= 0 psi Load hom 18,lb 0 0 329 3rd Floor Depth(F3)= 0.00 fl • Load from 18.Ib 0 0 301 2nd Floor Depth(12)0 0.00 ft . Total,lb 0 0 649 Segment l Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: Overall Seg.(Lo),ft 4.05 4.08 I 18 Wall Height(H1),ft 10.75 . 18 Wall Height(H2),ft 10.75 18 Wail Height(1-15),ft 10.75 Trib.1,ft 0.00 . Tdb.3,ft 0.0 Trio,3,h 0. RN.Load(RL),lb 200 Trib.1 Weight(Rw),psf 15.00 Trib.2 Weight(Ow),psf 27.00 . Trite.3 Weight(Mw).psf 27.0 Wall Weight 00w),psf 8.00 Seismic,p8 208 =(21916 a301 lb+329/6)/4.08' w/HeN.pif 274 (includes Mv(ate Increases) . Moi(Seismic),fl4b 19151 =219 6/4.081.0143)+(3291b/4.08'1431(H24.113442))+(30116/4.08•Lo•M1+H2+(3+F2+F3)) Mr(Seismic),846 2251 =(Rw•idb.1+Uw'Tr16.2+Mw'Tnb.30 Nyw'(Hf+H2+H3))'(Lo1 22+RL'Lo HD(Seismic),Ib 4410 =(Mot-(0.6-0.092)'Mr)/Lo Holdown Capacity,lb 5000 . HD Type: 6 15132'APA Rated Sheathing Shear critical,pit 274 Seg.1:'E.=10d At 6'me.edges,l2=o.e,field HD critical,W: 4410 ■ e40%Increase for wind? No Shealldng Layers Single Concrete Anch.? Yes Wall Type: E Holdown Types: IllWali Capacity,p6 310 Seg.I:'8'cp.5k Controlling HD Type: 6 • Holdown Capacity,lb 000 3x Mambos req. No ■ ■ FA U U S I 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 111 dr, Suite One Hundred Portland,OR 97219 111111 Location 8900-9000 SW Oak St.,Tigard,Oregon • Client AG Spanos Companies MILLER ll Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 45 of 198 www.miller-se.com By Ck'd Date Page . ENGINEERS 111 a S 4th Floor Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind.lb Seismic(E),lb 19 0 0 5026 Weld Uplift(U)= 0 psf ■ Load from 19,lb 0 0 7540 3rd Floor Depth(F3)0 0.00 ft Load from 19,lb 0 0 6896 2nd Floor Depth(F2)= 0.00 ft Total,lb 0 0 19462 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: Overall Seg.(Lo),ft 29.58 29.58 I 19 Wall Height(H1).Or. 10.75 19 Wag Height(142),ft 10.75 19 Wall Height(143),R 10.75 Trib.1,ft. 0.00 Trib.2.ft 9.50 Trib.3,6 9.50 Rtn.Load(RL),lb 200 Trib.1 Weight(the),pat 15.00 Trib.2 Weight(Uw),psi 27.00 Trib.3 Weight(Mw),psf 27.00 Wall Weight(Ww),poll 8.0D Seismic,pit 858 =(502610+6896/6+754016)/29.58' Nor(Seismic),ft-lb 438585 =(50261b/29.5B'Lo'1-13)+(7540 lb/29.56"Lo'(H2+H3+F2))+(6896Ito/29.56"L5(Ht+H2+H3+F2+F3)) Mr(Seismic),ft-lb 305664 =(Ow'Trib.l+Uw'Trib.2+Mw'PA 3+Ww'(H1+H2+H3))'(Loy22+RL'Lo HD(Seismic),lb 9577 =(Mol-(0.6-0.092)'M0/Lo Holdown Capably.It. 10000 HD Type: 7 15132'APA Rated Sheathing ■ Shear critical,pH: 658 Seg.1:'M=104 At D'0.e.edges,1r o.6.field HD critical,ib: 9577 e40%increase for wind? No Sheathing Layers Single . Concrete Anoh.? Yes Wall Type: H Holdown Types: Wall Capacity,p0 770 Seg.1:T=5-10k Controlling HO Type: 7 . Holdown Capacity,lb 10000 30 Members req. Yes 4th Floor Level 0.2045') 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(6).lb 20 0 0 2939 Wind Uplift(U)= 0 psf Load from 20,N 0 0 4408 3rd Floor Depth(F3)= 0.0 ft Load from 20,Ib 0 0 4031 2nd Floor Depth(F2)= 0.00 ft Total,lb 0 0 11377 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: Overall Seg.(Lo),ft 20.06 20.08 I 20 Wall Height(Ht),ft 10.75 . 20 Well Height 212),ft 10.75 20 Wall Height(H3),R 10.75 Trib.1,ft. 18.00 Trib.2,ft 3.50 Trib.3,ft 3.50 RM.Load(RL),Ib 20 Trib.1 Weight(Rw),psf 15.0 Trib.2 Weight(Uw),psf 27.00 Trib.3 Weight(Nov).pat 27.00 Wall Weight(Ww),pat 8.00 Seismic,p0 567 =(2936lb 4031 Ib+4409/5)/20.08' Mm(Seismic).ft-lb 256395 =(2938 M/20.08 Ix/WM+(4400/20.08"to'(H2+H3+F2))+(4031 lb/20.08"Lo'(H1+H2+H3+F2+F3)) ■ Mr(seismic),0-tb 131271 =03.1-0b.t+So'Tr*.2+Mw.7316.34 Ww W1+H2+H3))'(L9)42/23R12Lo HD(Seismic).lb 9446 =(Mot-(0.6-0.092)'MO/Lo Holdown Capacity,lb 10000 ■ HD Type: 7 15/32'APA Rated Sheathing Sheer crtiul,pit: 557 Seg.1:'G'=10d At 3'0.e.edges,12'e.e.field HD critical,W: 9446 e 40%increase for wind? No Sheathing Layers Single Concrete Arch.? Yes Well Type: G Holdown Types: Wall Capacity.p8 602 Seg.1:71=5-11th Controlling HD Type: 7 Holdown Capacity,lb 10000 So Members req. Yes ■ ■ I ■ I 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 Suite One Hundred Art Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon ■ Client AG Spanos Companies MILLER Phone 503.246.1250 ■ CONSULTING Fax 503.246.1395 ELDARL 9.28.2017 46 of 198 www.miller-se.com By Ck'd Date Page ENGINEERS ■ ■ a II3rd Floor Walls 0.2Sds= 0.092 Wall Line Wind on lb Min.Wind,lb Seismic(E),lb ■ i 11 0 Load from 71,Ib: 0 0 1894 Wind Uplift(U)= 0.00 psf 0 14675 3rd Fir Depth(Fd)= 0.00 ft Total,Ib: 0 0 16569 Segment 1 Segment 2 Segment Segment 4 Segment 5 Total Lo: R Overall Seg.(Lo),ft: 30.00 30.00 I 11 Wall Height(H1),ft: 10.75 11 Wall Height(H2),ft: 10.75 Trib.1,ft 0.09 a Trib.2,ft 9.50 Rth.Load(RL),Ib: 0 Trib.1 Weight(Rw),pet: 15.00 Trib.2 Weight(Uw),psf: 81.00 • 1111 Wall Weight(Ww),pet 16.00 Seismic,p0: 552 =(1894/b+146754/30' Steen a Mm(Seismic),ft-Ib: 508787 Mn(Seismic),ft-Ib: 501075 =(789416/351.o'H2)+(74675 tb/30'Lc"(Hf+H2+Fd)) Mebove =(16w.Trib.1+Uw 70.2+Ww'(H1+H2))"(Lo)^2/2+RL`Lo HD(Seismic),lb: 8475 =(Mat-(0.6-0.092)'Mr)/Lo Holdown Capacity,lb: 10000 ■ HD Type: 7 15/32'APA Rated Sheathing Shear critical,p1E 552 Seg.1:'G'=10d At 3"o.e.edges,12"o.e.field ■ HD critical,Ib: 8475 ,40%Menace for wind?: No Sheathing Layers: Single Concrete Anch.? Yes ■ Wall Type: G Holdown Types: Wall Capacity,p8: 600 Seg.1:T=5-10k Controlling HD Type: 7 Holdown Capacity,Ib: 10000 II 3x Members req.: Yes 3rd Floor Walls 0.2Sds=i 0.092 1 ■ Wali Line Wind(W),lb Min.Wind,lb Seismic(E),lb 12 0 0 1593 Wind Uplift(U)= 0 psf Load from 12,Ib: 0 0 12344 3rd Fir Depth(Fd)= 0.00 ft Total,ib: 0 0 13937 II Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lot OvemB Sep.(Lo),ft25.33 25.33 12 Wall Height(H1),ft: 10.75 12 Wall Height(H2),it 10.75 ■ Trib.1,ft 0.00 Trib.2,9: 9.50 • Rbt.Load(RL),Ih: 200 illTn1s.1 Weight(Rw),pst 15.00. Trib.2 Weight(Uw),psf: 81.00 Wall Weight(Ww),pet 16.00 • Seismic,pit 550 =(1593 lb+123441b)/25.33' . Hfloor Mm(Seismic),fl-Ib: 428005 =(15 9 3 16/25.33"Lo`H2)+(1234416/25.33"Co`(H7+H2+Fd)) Mabove Mr(Seismic),ft-Ib: 362376 =(Rw-Trib.I+the Tn"b.2+Mg 7H1+H2))`(Lo)^2/2+RL"Lo HD(Seismic),Ib: 9628 =(Mot-(0.8-0.092)`Mr)/Lo la Holdown Capacity,Ib: 10000 HD Type: 7 15/32"APA Rated Sheathing U Shear critical,pit 550 Seg.1:'G'=10d At 3"oz.edges,12"tax.field HD critical,lb: 9826 140%increase for wind?: No Sheathing Layers: Single . Concrete Anch.7 Yes Wall Type: G Holdown Types: Wall Capacity.pIL 600 Seg.1:T=5-10k Controlling HD Type: 7 U Holdown Capacity,Ib: 10000 3x Members req.: Yes IP ■ a II a a r 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 1111 .111 Suite One Hundred Portland,OR 97219 liLocation 8900-9000 SW Oak St.,Tigard,Oregon III Client AG Spanos Companies MILLER III Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 47 of 198 v✓ww.milier-se.com By Ck'd Date Page ■ ENGINEERS 111 N ■ 3rd Floor Walls 0.2Sds= 0.092 Well Line Wind(W),lb Min.Wind,lb Seismic(E),lb 13 0 0 822 Wind Uplift(U)= 0 psf ■ Load from 13,Ib: 0 0 6367 3rd Fir Depth(Fd)= 0.00 ft Total,Ib: 0 0 7189 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: Overall Seg.(Lo),ft 15.00 15.W 13 Wall Height(H1),ft: 10.75 13 Wall Height(H2),ft 10.75 Trib.1,6: 6.00 . Trib.2,ft: 12,00 RM.Load(RL),lb: 200 Tab.1 Weight(Rw),poli 15.00 Tab.2 Weight(Uw),psf; 81.001111 Wall Weight(Ww).psf: 16.00 Seismic,pit: 479 =(82216+63671M/15' Hfloor MOT(Seismic),ft-Ib: 220752 =(822/b/15'Lo1H2)+(636716/75"Lo'(H1+H2+Fd)) Mabove Mr(Seismic),ft-Ib: 161175 =(Re"Trib.1+Up,'Tdb.2*IMv"(H1+H2))'(Lo)1Y2+RL"Lo HD(Seismic),lb: 9258 =(Mot-(0.6-0.092)'Mr)/La Holdown Capacity,Ib: 10000 HD Type: 7 15/32"APA Rated Sheathing Shear critical,pit 479 Seg.1:'G'=108 At 3'o.o.edges,12"a.c.field ■ HD critical,lb: 9258 40%increase for wind?: No Sheathing Layers: Single Concrete Anch.? Yes Wall Type: G Holdown Types: ■ Wall Capacity,pit 600 Seg.1:Ts 5-10k Controlling HD Type: 7 Holdown Capacity,Ib: 10000 30 Members req.: Yes 3rd Floor Walls 0.2Sds=1 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb ■ 14 0 0 1503 Wind Uplift(U)= 0 psf Load from 14,IS: 0 0 11649 3rd Fir Depth(Fd(= 0.00 ft Total,lb: 0 0 13152 Segment l Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: Overall Seg.(Lo),ft 23.17 23.17 14 Wall Height(H1),ft: 10.75 14 Wall Height(H2),ft 10.75 ■ Trib.1,ft 14.50 TrIb.2,ft: 0.00 Rtn.Load(RL),Ib: 200 Tab.1 Weight(Rw),psf: 15.00 ■ Tab.2 Weight(11w).psf: 81.00 Wall Weight(Ww),pst 16.00 Seismic,pit 568 =(1503 lb+1164915)/23.17' Hftoor MOT(Seismic),ft-Ib: 403840 =(1503/b/23.17"Lo112)+(11649 Ib/23.17'"01(H1+H2+FW) Mabove Mr(Seismic),ft-Ib: 155310 =(Re'7n'b.In Uw'Tnb.2+INw 1(H1+H2))'(Lo)^2/2+RL"Lo HD(Seismic).Ib: 14026 =(Mot-(0.6-0.092)'Mr)/Lo ■ Holdown Capacity.lb: 15000 HD Type: 8 15/32"APA Rated Sheathing Shear critical,pit 568 Seg.1:'G'=108 At 3"a.c.edges,12"o.c.field HD eritical,IS: 14026 :40%increase for wind?: No Sheathing Layers: Single 111Concrete Anch.? Yes Wall Type: G Holdown Types: Wall Capacity.pit. 600 Seg.1:B'=10-15k Controlling HD Type: 8111 Holdown Capacity.IS: 15000 3x Members req.: Yes I a U r • r 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 ■ 1111 Suite One Hundred Portland,OR 97219 8900-9000 SW Oak St.,Tigard, Oregon Location g ■ Client AG Spanos Companies MILLER Phone 503.246.1250 . CONSULTING Fax 503.246.1395 ELS ARL 9.28.2017 48 of 198 www.miller-se.com By Ck'd Date Page ENGINEERS 1111 ■ ■ 3rd Floor Walls 0.2Sds= 0092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb 11/ I is 0 0 1141 Wind Uplift(U)= 0 psf Load from 15,Ib: 0 0 8841 3rd Fir Depth(Ed). 0.00 ft Total,ib: 0 0 9982 Segment 1 Segment Segment Segment 4 Segments Total Le: ■ Overall Seg.(Lo),It: 15.33 15.33 15 Wall Height(H1),It 10.75 15 Wall Height(H2),ft 10.75 Trib.1,8: 3.50 ■ Trill.2,9: 14.50 Rm.Load(RL),lb: 200 Trib.1 Weight(Rw),pst 15.00 ■ Tdb.2 Weight IDw),pet. 81.00 Wall Weight(Ww),pst 16.00 Seismic,pit 651 =(1141/b+884116)/15.33' H80or ■ Mor(Seismic),ft-Ib: 306569 Mr(Seismic),ft-Ib: 187746 =(1141 lb/15.33'Lo'H2)+(8841 Ib/15.33'1_13-(H1+H2+Fd)) Mebove =(Rw'Tdb.f+Uw'746,.2+Ww'(H/+H2))'(Lo)^22+RL-Lo HD(Seismic),lb: 13774 =(Mot-(0.6-0.092)'Mr)/Lo Holdown Capacity,Ib: 15000 ■ HD Type: 8 15/32'APA Rated Sheathing Shear critical,pit 651 Seg.1:38=10d At 2"o.0.edges,12"we.field ■ HD critical,lb: 13774 40%increase for wind?: No Sheathing Layers: Single Concrete Ands? Yes ■ Wall Type: H Holdown Types: Wall Capacity,pit 770 Seg.1:'8'=10.15k Controlling HD Type: B Holdown Capacity,Ib: 15000 ■ 30 Members req.: Yes 3rd Floor Walls 0.2Sds 0.092 ■ Wall Line Wind(W),lb Min.Wmd,lb Seismic(E),lb 16 0 0 2361 Wind Uplift(U)= 0 psf Load from 16,lb: 0 0 18296 3rd Fir Depth(Fri). 0.00 ft Total,ib: 0 0 20657 ■ Overall Seg.(Lo), Segment30.75 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: ft 30.75 I 16 Wall Height(H1),ft 10.75 16 Wag Height(H2),ft 10.75 ■ Tdb.1,ft 18.00 Trib.2,8: 4.50 Rtn.Load(RL),Ib: 200 ■ Trib.1 Weight(Rw),pal: 15.00 Tdb.2 Weight(Uw),pst: 81.00 Wall Weight(Ww),pet 16.00 Seismic,plt 672 - _(236116+1829616)/30.75' 11. Hftoor Mor(Seismic),ft-Ib: 634326 =(2361/b/30.75'Lo'H2)+(1629616/30.75•L0`(H7+H2+Fd)) Mabove Mr(Seismic),ft-/b: 468766 =(Rn,'Tub.1+Uw'Tdb.2*We''(H/+H2))•(Lo)^22+RL'Lo HO(Seismic),Ib: 12884 =(Mot-(0.6-0.092)`Mr)/to . Holdown Capably,ib: 15000 HD Type: 8 15132'APA Rated Sheathing . Shear critical,pita 672 Seg.1:'H'=10d At 2"o.e.edges,12"o.e.field HD critical,lb: 12884 40%increase for wind?: No Sheathing Layers: Single Concrete Anch.7 Yes Wall Type: H Holdown Types: Wall Capacity,pit 770 Seg.1:'8'n 10.16k Controlling HD Type: 8 U Holdown Capacity,M: 15000 3x Members req.: Yes I a ■ ■ a 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 as Suite One Hundred Portland,OR 97219 _ Location 8900-9000 SW Oak St.,Tigard, Oregon • Client AG Spanos Companies MILLER 111 Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 49 of 198 www,miller-se.com By Ck'd Date Page ■ ENGINEERS ■ 3rd Floor Walls 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb 17 0 0 2172 Wind Uplift(U)= 0 psf ■ Load from 17,Ib: 0 0 16826 3rd FIr Depth(Fd)= 0.00 fl Total,Ib: 0 0 18998 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: Overall Seg.(Lo),ft: 30.00 30.00 I ■ 17 Wall Height(H1),ft: 10.75 17 Wall Height(92),ft 10.75 Trib.1,ft 0.00 ■ Trib.2,ft: 5.50 Rtn.Load(RL),Ib: 200 Trib.1 Weight(Rw),psf: 15.00 Tdb.2 Weight(Uw),pet 81.00 ■ Wag Weight(Ww),psf. 16.00 Seismic,plh 633 =(2172 lb+16826 lb)/30' Hfloor ■ Mor(Seismic),ft-Ib: 583371 =(2172 lb/30'Lo'H2)+(16626W/30'Lo'(Hf+H2+Fd)) Mabove Mr(Seismic),ft4b: 361275 =(Rw"Trib.1+Un'Mt.2+Ww'(H1+H2))yL0)^22*RL`Lo HD(Seismic).Ib: 13328 =(Mot-(0.64094'Mr)/Lo Holdown Capacity.Ib: 15000 ■ HD Type: 8 15/32'APA Rated Sheathing Shear critical,pit 633 Seg.1:`H'=10d At 2"o.c.edges,12"0.e.field HD critical,lb: 13328 ■ 40%increase for wind?: No Sheathing Layers: Single Concrete Anch.? Yes ■ Wall Type: H Holdown Types: Wall Capacity,pill 770 Seg.1:'Be' 10-15k Controlling HD Type: 8 Holdown Capacity,Ib: 15000 3x Members req.: Yes 3rd Floor Walls 0.2Sds=I 0.092 I Wall Line Wind(W),lb Min.Wind,lb Seismic(6).lb 18 0 0 110 Wind Uplift(U)= 0 psf Load from 18,Ib: 0 0 849 3rd Fir Depth(Fd)= 0.00 fl Total,Ib: 0 0 959 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: Overall Seg.(Lo),ft 4.08 4.08 18 Wall Height(H1),5: 10.75 18 Wall Height(H2),ft 10.75 Trib.1,ft 0.00 Trib.2,ft 0.00 Rm.Load(RL),Ib: 200 Trib.1 Weight(Rw),pst: 15.00. ■ Trib.2 Weight(Uw),psf: 81.00 Wall Weight(Ww),pet: 16.00 Seismic,pit: 235 =(11010+849 lb)/4.08' w/H/W,pit: 309 (includes Mn ratio increases) Hfloor Mon(Seismic),6-Ib: 29460 =(110 lb/4.08 4o H2)+(649 Ib/4.08"Lo'(H1+H2+Fd)) Mabove Mr(Seismic),ft-Ib: 3685 =(Rot'ink 1+Uw'idb.2+Ww'(H1+H2))"(Lo)^22+RUED HD(Seismic),IS: 6756 =(Mot-(0.6-0092)1N/Le 401400*Capacity,ib: 10000 HD Type: 7 15/32"APA Rated Sheathing Shear critical,pIP 309 Seg.1:S.101 At 6"as edges,12"0.6.Field I HD critical,lb: 6756 .40%increase for wind?: No Sheathing Layers: Single Concrete Ando? Yes 1111 Wall Type: E Holdown Types: Well Capacity,pit 310 Seg.1:7'=5-108 Controlling HD Type: 7 Holdown Capacity,IS: 10000 30 Members req.: No I ■ N 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 1111Suite One Hundred Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon 1111Client AG Spanos Companies MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395ELD ARL 9.28.2017 50 of 198 www.miller-se.com By Ck'd Date Page ENGINEERS ■ ■ 3rd Floor Walls 0.25ds= 0.092 Wall Line Wind(W),lb Mm.Wind,lb Seismic(E),lb ■ 1 19 0 0 2512 Wind Uplift(U)= 0 psf Load from 19,Ib:: 0 0 19462 3rd FU Depth(Fd)= 0.00 ft Total,lb: 0 0 21974 Segment 1 Segment Segment 3 Segment 4 Segment 5 Total Lo: . Overall Seg.(Lo),ft29.58 29.58 19 Wall Height(H1),ft: 10.75 19 Wall Height(H2),R 10.75 Trib.1,ft 0.00 ■ Tdb.2,ft: 9.50 Rth.Load(RL),Ib: 200 Trib.1 Weight(Rw),pst 15.00 Trib.2 Weight(Uw),psi: 81.00 1111 Wall Weight(Ww),psf 16.00 Seismic,pit: 743 =(2512/b+1946216)/20.58' HOoor Mor(Seismic),ft-Ib: 674806 =(2512 15/2 9.58"Lo'H2)+(1946216/29.58'"Lo"(Ht+H2+Fd)) , Mabove Mr(Seismic),ft-Ib: 493170 =(Rw'Trib.1+Uw`Mb.2+1440"H1+H2))'(Lo)^2/2+RL"Lo HD(Seismic),IS: 14342 =(Mot-(0.6-0.092)140/Lo Holdown Capacity,Ib: 15000 ■ HD Type: 8 15132'APA Rated Sheathing Shear critical,pH: 743 Seg.1:7f=104 At 2"o,r_edges,12"o.c.field ■ HD critical,lb: 14342 40%increase for wind?: No Sheathing Layers: Single Concrete Anch.? Yes Wall Type: H Holdown Types: Wall Capacity,p0: 770 Seg.1:IV=10-15k Controlling HD Type: 8 Holdown Capacity,Ib: 15000 30 Members req.: Yes 3rd Floor Walls 0.2Sds=I 0.092 i ■ Wall Line Wind(W).lb Min.Wind,lb Seismic(0),lb 20 0 0 1488 Wind Uplift(U)= 0 psf Load from 20,Ib: 0 0 11377 3rd Fir Depth(Fd)= 0.00 ft Total,lb: 0 0 12845 ■ Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: Overall Seg.(Lo),8: 20.08 20.08 I 20 Wall Height(H1),ft 10.75 20 Wall Height(H2),ft 10.75 ■ Trib.1,ft 18.00 Trib.2,9: 3.50 Rtn.Load(RL),Ib: 200 Tdb.t Weight(Rw),psf: 15.00 allTrib.2 Weight(Uw),psf 81.00 Wall Weight(Ww),psf: 16.00 Seismic,pit 640 =(1468 lb+113771b)/20.08' HOoor Mor(Seicmic),ft-Ib: 394482 =(1468/b/20.88Yo'H2)+(11377/6/20.08'•Lo`(H1+y2+Fd)) Mabove Mr(Seismic),flab: 185016 =(Re'"Trib.1+Uw.Trib.2+1440"(H1+H2))"(Lo)^212+RL"Lo HD(Seismic),Ib: 14962 =(Mot-(0.6-0.092)'Mr)/Lo . Holdown Capadty,IS: 15000 HD Type: 8 15132"APA Rated Sheathing Shear critical,plO 640 Seg.1:1410 104 At 2"o.e,edges,12"0.0.field HD critical,ib: 14962 ,40%increase for wind?: No Sheathing Layers: Single Concrete Anch.? Yes Wali Type: H Hoidown Types: Wall Capacity.pit 770 Seg.t:'8'=10-15k Controlling HD Type: 8 U Holdown Capacity,IS: 15000 3x Members req.: Yes M U a a I 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 1111 Suite One Hundred Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon ■ Client AG Spanos Companies I MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 51 of 198 www.miller-se.com By Ck'd Date Page ■ ENGINEERS S ■ Building A Shearwalls 21-30 ■ Shearwall Design *of Shearwall Levels:3 Sheathing Thickness: 15132 in I Typical Sheathing Nailing: 10d Nails (uno) I Wall (IBC 2306.3) Shearwalls in Use I Capacity(pd) 111Load Combination: Basic Load Combination: 0.6000.7E;0.600W Structure Information: ■ Wall Wt.(W w)= 8.00 psf Wall Type E:15/32'APA Rated Sheathing w/10d At 6'o.c.edges,12'o.c.field 310 Roof WL(Rw)= 15.00 psf Wall Type F:15/32"APA Rated Sheathing w/10d At 4'o.c.edges,12"o.c.field 460 Roof Wall Height= 10.75 ft Wall Type G:15/32"APA Rated Sheathing w/10d At 3'o.c.edges,12'o.c.field 600 5th Floor Depth= 0.00 ft ■ I 5th Floor WL(Uw)= 27.00 psf 5th Floor Wal Height= 10.75 ft 4th Floor Depth= 0.00 ft III 4th Floor WL(Mw)= 27.00 psf 4th Floor Wall Height= 10.75 ft Wind Uplift(U)= 0.00 psf 0.2Sds= 0.13 (ultimate) III Roof Wall Line Marks Wind fib) Min.Wind(Ib)Seismic(Ib) Stacks on: 21 2315 21 Seismic Wind 22 5587 22 Simpson Haldowns and Anchors in Use;(Verity Fdn.Config.w/Loads Listed in Catalog for Anchor Bolt Types) Capacity(lb)Capacity(Ib) 23 6413 23 ■ 24 4337 24 61 Holdown Type 0-5k w/ 5000 5000 25 6347 25 26 4036 26 III 5806 27 28 5679 28 29 5903 29 #6 Holdown Type ask w/ 5000 3075 30 297 30 #7 Holdown Type 5-10k w/ 10000 4540 ■ 5th Floor Wall Line Marks Wind(Ib) Min.Wind(Ib)Seismic(Ib) Stacks on: 21 2532 21 22 6108 22111 23 7011 23 24 4741 24 25 6939 25 Sill Plate to Concrete Anchorage: 2x plate 3x min.plate Il26 4412 26 5/8 I.dia. anchor capacity(lb)= 860 1070 27 6348 27 28 6209 28 29 6454 29 ■ I 30 324 30 Wall Type E:0.625'dia.anchors spaced at 48"o.c. 48"o.c. 4th Floor Wall Line Marks Wind(Ib) Min.Word(lb,Seismic(Ib) Wall Type F:0.625"dia.anchors spaced at 36"o.c. 45"o.c. 21 1696 Wall Type G:0.625"dia.anchors spaced at 34 req. 34'o.c. ■ 22 4071 23 4673 24 3165 III 4625 26 2941 27 4232 28 4139 II 29 4302 30 218 (anchor spacing based from values horn NOS using hemfir and a 1.6 Miraaon increase) Roof Level Holdown to: floor below (PL 114030(7-3"required) ■ ■ a a I a a MI I a 4 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 Suite One Hundred Ni A Portland,OR 97219 laLocation 8900-9000 SW Oak St.,Tigard, Oregon IIIClient AG Spanos Companies MILLER Phone 503.246.1250 a CONSULTING Fax 503.246.1395ELD Ck'd ARL Date 9.28.2017 52 of 198 www.miller-se.com ByPage III ■ a Roof Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb ■ I 21 I 0 I 0 I 2315 I Wind Uplift(U)=I 0 Ipsf Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total L,ft: Overall Seg.(Lo),ft: 14.00 14.00 I ■ 21 Wall Height(H1),ft: 10.75 Trib.1,ft: 9.50 Rio.Load(RL),Ib: 200 Trib.1 Weight(Rw),psf: 15.00 Wall Weight(Ww),psf: 8.00 Seismic,pit 165 =231516/14' UMor(Seismic),ft-lb: 24886 =(2315 16/14' Lc'H1) 0 Mr(Seismic),ft-Ib: 25193 =(771b.1'R1v+H1 Ww)'(Lo)^22+RL"Lo HD(Seismic),Ib: 863 =(Mot-(0.6-0.092)14r)/Lo Holdown Capacity,Ib: 5000 HD Type: 1 15/32"APA Rated Sheathing Shear critical,pif•. 165 Seg.1:'E'=10d At 6"o.c.edges,12"o.c.field HD critical,lb: 863 40%Increase for wind?: No -� Sheathing Layers: Single Concrete Anch.? No Wall Type: E Holdown Types: 1111 Wall Capacity,plf: 310 Seg.1:'1'=0.5k with Controlling HD Type: 1 Holdown Capacity,ib: 5000 3x Members req.: No Roof Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb ■ I 22 I 0 I 0 I 5587 I Wind Uplift(U)=I 0 Ipsf Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total L: Overall Seg.(Lo),ft 30.00 30.00 . 22 Wall Height(H1),ft 10.75 Tdb.1,ft: 0.00 Rtn.Load(RL),Ib: 200 ■ Tdb.1 Weight(Rw),psf: 15.00 Wall Weight(Ww),psf: 8.00 Seismic,plt 186 =5587/b/30' MOT(Seismic),ft-Ib: 60060 =(556716/30'"Lo'H1) 0 Mr(Seismic),ft-Ib: 44700 =(Trib.112w+H1'Ww)"(Lo)^22+RL'Lo HD(Seismic),Ib: 1245 =(Mot-(0.6-0.092)'Mr)/Lo ■ Holdown Capacity,Ib: 5000 HD Type: 1 15/32"APA Rated Sheathing . Shear critical,pif: 186 Seg.1:'9'=10d At 6"o.c.edges,12"o.c.field HD critical,Ib: 1245 40%increase for wind?: No Sheathing Layers: Single Concrete Anch.? No Wall Type: E Holdown Types: Wall Capacity,p18 310 Seg.1:'1'=0.5k with Controlling HD Type: 1 Holdown Capacity,Ib: 5000 3x Members req.: No a a a a a 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 Suite One Hundred Portland,OR 97219 _ Location 8900-9000 SW Oak St.,Tigard, Oregon ■ Client AG Spanos Companies MILLER 111 Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9,28.2017 530f198 www.miller-se.com By Ck'd Date Page . ENGINEERS ■ U U Roof Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb 23 1 0 l 0 l 6413 I Wind Uplift(U)=I 0 1psf Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total L Overall Seg.(Lo),ft: 35.25 35.25 I 111123 Wall Height(H1),ft: 10.75 Trib.1,ft: 0.00 Rtn.Load(RL),lb: 200 Trib.1 Weight(Rw),pst 15.00 Wall Weight(Ww),pst 8.00 Seismic,plf: 182 =641315/35.25' MOT(Seismic),ft-lb: 68940 =(641315/35.25'"Lo'H1) 0 ■ Mr(Seismic),ft-lb: 60480 =(Trib.1"Rw+H1"Ww)"(Lo)"22+RL"Lo HD(Seismic),lb: 1084 =(Mot-(0.6-0.092)'Mr)/Lo . Holdown Capacity,lb: 5000 HD Type: 1 15/32"APA Rated Sheathing Shear critical,plf: 182 Sag.1:'E'=104 At 6"o.c.edges,12"o.c.field HD critical,Ib: 1084 40%increase for wind?: No Sheathing Layers: Single Concrete Anch.? No Wall Type: E Holdown Types: Wall Capacity,plf: 310 Seg.1:'1'=0.5k with Controlling HD Type: 1 Holdown Capacity,Ib: 5000 3x Members req.: No I Roof Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb 24 I 0 I 0 I 4337 I Wind Uplift(U)=I 0 Ipsf Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total L: Overall Seg.(Lo),ft: 21.67 21.67 I 24 Wall Height(H1),ft 10.75 ■ Trib.1,ft: 12.50 Rtn.Load(RL),Ib: 200 Trib.1 Weight(Rw),pst 15.00 Wall Weight(Ww),pst 8.00 Seismic,plf: 200 =43371b/21.67' MOT(Seismic),ft-lb: 46616 =(433715/21.67'•Ln"H1) 0 111 Mr(Seismic),ft-lb: 68530 =(Tab.1"Rw+H1"Ww)"(Lo)^22+RL2o HD(Seismic),lb: 545 =(Mot-(0.6-0.092)"Mr)/Lo . Holdown Capacity,lb: 5000 HD Type: 1 15/32"APA Rated Sheathing ■ Shear critical,plf: 200 Seg.1:'E'=10d At 6"o.c.edges,12"o.c.field HD critical,ib: 545 I 40%increase for wind?: No Sheathing Layers: Single Concrete Anch.? No Wall Type: E Holdown Types: Wall Capacity,pit. 310 Seg.1:'1'=0-5k with ■ Controlling HD Type: 1 Holdown Capacity,Ib: 5000 3x Members req.: No 1111■ r ■ ■ ■ ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 ■ Suite One Hundred Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon ■ Client AG Spanos Companies MILLER Phone 503.246.1250 . CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 54 of 198 www.miller-se.com By Ck'd Date Page ENGINEERS r a Roof Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb ■ I 25 I 0 I. 0 1 6347 I Wind Uplift(U)=I 0 Ipsf Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total L: Overall Seg.(Lo),ft: 33.33 33.33 I 25 Wall Height(H1),ft: 10.75 Trib.1,ft: 0.00 Rtn.Load(RL),Ib: 200 . Trib.1 Weight(Rw),pot 15.00 Wall Weight(Ww),pet 8.00 Seismic,pit 190 =63471b/33.33' ■ MOT(Seismic),ft-lb: 68237 =(6347 lb/33.33''Lo'Hf) 0 Mr(Seismic),ft-Ib: 54444 =(Trib.1'Rw+Hi'Ww)'(Lo)"Z2+RL'Lo HD(Seismic),Ib: 1217 =(Mot-(0.6-0.092)'Mr)/Lo Holdown Capacity,Ib: 5000 HD Type: 1 15/32'APA Rated Sheathing Shear critical,p9: 190 Seg.1:'E'=10d At 6"o.c.edges,12"o.c.field HD critical,Ib: 1217 140%increase for wind?: No ■ Sheathing Layers: Single Concrete Anch.? No Wall Type: E Holdown Types: ■ Wall Capacity,pit 310 Seg.1:'1'=0-5k with Controlling HD Type: 1 Holdown Capacity,Ib: 5000 . 3x Members req.: No Roof Level 0.2Sds= 0.092 Wail Line Wind(W),lb Min.Wind,lb Seismic(E),Ib I 26 I 0 I 0 I 4036 I Wind Uplift(U)=I 0 Ipsf Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total L: Overall Seg.(Lo),ft: 20.75 20.75 ■ 26 Wall Height(H1),ft 10.75 Trib.1,ft: 9.50 Rtn.Load(RL),Ib: 200 Trib.1 Weight(Rw),psf: 15.00 Wall Weight(Ww),psf: 8.00 Seismic,plf: 195 =403616/20.75' t Mm(Seismic),ft-lb: 43367 =(4036!6/20.75'•Lo1-11) 0 Mr(Seismic),ft-lb: 53342 =(Trib.1'Rw+H1'44)'(Lo)'2/2+RL'Lo HD(Seismic),Ib: 785 =(Mot-(0.6-0.092)'Mr)/Lo ■ Holdown Capacity,Ib: 5000 HD Type: 1 15132"APA Rated Sheathing ■ Shear critical,plf: 195 Seg.1:'E=10d At 6"o.c.edges,12"0.0.field HD critical,ib: 785 :40%increase for wind?: No ■ Sheathing Layers: Single Concrete Anch.? No Wall Type: E Holdown Types: ■ Wall Capacity,pIE 310 Seg.1:'1'=0.5k with Controlling HD Type: 1 Holdown Capacity,Ib: 5000 3x Members req.: No a ■ ■ a ■ ■ ■ • 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161194 Suite One Hundred as Portland,OR 97219 1111 Location 8900-9000 SW Oak St.,Tigard, Oregon Client AG Spanos Companies MILLER Phone 503.246.1250 ■ CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 55 of 198 www.miller-se.com By Ck'd Date Page ENGINEERS ■ ■ ■ Roof Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb 27 I 0 I 0 I 5806 I Wind Uplift(U)=I 0 Ipsf Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total L: Overall Seg.(Lo),ft: 33.00 33.00 27 Wall Height(H1),R: 10.75 Trib.1,ft: 0.00 Rin.Load(RL),Ib: 200 Tub.1 Weight(Rw),psf: 15.00 ■ Wall Weight(Ww),psf. 8.00 Seismic,pit 176 =580610/33' Mor(Seismic),ft-lb: 62415 =(5806 16/33' Lo'Hf) 0 ■ Mr(Seismic),ft-Ib: 53427 =(Trib.1'Rw+H1'Ww)`(Lo)"22+RL'Lo HD(Seismic),It: 1069 =(Mot-(0.6-0.092)'Mr)/Lo Holdown Capacity,Ib: 5000 HD Type: 1 15/32"APA Rated Sheathing Shear critical,pH: 176 Seg.1:'E'=104 At 6'o.c.edges,12"o.c.field HD critical,Ib: 1069 40%increase for wind?: No Sheathing Layers: Single ■ Concrete Anch.? No Wall Type: E Holdown Types: Wall Capacity,pit 310 Seg.1:'1'=0-56 with ■ Controlling HD Type: 1 Holdown Capacity,Ib: 5000 3x Members req.: No ■ Roof Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(6),lb ■ 28 I 0 I 0 I 5679 I Wind Uplift(U)=1 0 Ipsf Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total L: Overall Seg.(Lo),ft 30.00 30.00 I 28 Wall Height(H1),ft: 10.75 Tub.1,ft: 0.00 Rtn.Load(RL),Ib: 200 Trib.1 Weight(Rw),psf: 15.00 ■ Wall Weight(Ww),psf: 8.00 Seismic,pif: 189 =5679 lb/30' Mol(Seismic),ft-Ib: 61049 =(5679 lb/30"Lo111) 0 ■ Mr(Seismic),ft-lb: 44700 =(Tdb.PRA,+H1'Ww)'(Lo)"22+RL'Lo HD(Seismic),Ib: 1278 =(Mot-(0.6-0.092),&)/Lo ■ Holdown Capacity,Ib: 5000 HD Type: 1 15/32"APA Rated Sheathing ■ Shear critical,pif: 189 Seg.1:'E'=10d At 6"a.c.edges,12"o.c.field HD critical,Ib: 1278 40%increase for wind?: No Sheathing Layers: Single ■ Concrete Anch.? No Wall Type: E Holdown Types: Wall Capacity,pit. 310 Seg.1:'1'=0-56 with . Controlling HD Type: 1 Holdown Capacity,Ib: 5000 3x Members req.: No a ■ a ■ ■ ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 Suite One Hundred ■ Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon Client AG Spanos Companies MILLER Phone 503.246.1250 . CONSULTING Fax 503.246.1395 ByELD Clod ARL Date 9.28.2017 Page 56 of 198 www.miller-se.com . ENGINEERS ■ ■ Roof Level 0.2Sds= 0.092 ■ Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb 29 I 0 I 0 1 5903 I Wind Uplift(U)=I 0 Ipsf Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total U Overall Seg.(Lo),ft: 30.00 30.00 I ■ 29 Wall Height(H1),ft 10.75 Trib.1,ft: 0.00 Rtn.Load(RL),Ib: 200 ■ Trib.1 Weight(Rw),psf: 15.00 Wall Weight(Ww),psf. 8.00 Seismic,plf: 197 =5903 lb/30' ■ Mor(Seismic),9-15: 63457 =(590316/30''Lo"H1) 0 Mr(Seismic),ft-lb: 44700 =(Trib.1'Rw+H1•Ww)*(Lo)^2/2+RL*Lo ■ HD(Seismic),lb: 1358 =(Mot-(0.6-0.092)114x)/Lo Holdown Capacity,lb: 5000 HD Type: 1 15/32"APA Rated Sheathing ■ Shear critical,plf. 197 Seg.1:'E'=109 At 6"o.c.edges,12"o.c,field HD critical,lb: 1358 I 40%increase for wind?: No ■ Sheathing Layers: Single Concrete Anch.? No Wall Type: E Holdown Types: ■ Wall Capacity,pit 310 Seg.1:'1'=0.5k with Controlling HD Type: 1 Holdown Capacity,Ib: 5000 3x Members req.: No 1111 Roof Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb ■ 30 I 0 I 0 I 297 I Wind Uplift(U)=I 0 I psf Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total L: Overall Seg.(Lo),ft: 4.08 4.08 ■ 30 Wall Height(H1),ft 10.75 Trib.1,it 0.00 Rin.Load(RL),Ib: 200 . Trib.1 Weight(Rw),psf: 15.00 Wall Weight(Ww),psf: 8.00 Seismic,plf: 73 =297 lb/4.08' ■ w/H/W,plf: 96 (includes Mn ratio increases) Mor(Seismic),ft-lbs 3195 =(29716/4.08"Lo•Hf) 0 Mr(Seismic),ft-lb: 1534 =(Trib.1'Rw+1411Ww)"(Lo)"2/2+RL"Lo HD(Seismic),lb: 592 =(Mot-(0.6-0.092)"Mr)/Lo ■ Holdown Capacity,Ib: 5000 HD Type: 1 15/32"APA Rated Sheathing . Shear critical,plf: 96 Seg.1:'E'=108 At 6"o.c,edges,12"c.c.field HD critical,lb: 592 40%increase for wind?: No Sheathing Layers: Single Concrete Anch.? No Wall Type: E Holdown Types: ■ Wall Capacity,ply 310 Seg.1:'1'=0.5k with Controlling HD Type: 1 Holdown Capacity,Ib: 5000 ■ 3x Members req.: No ■ i ■ ■ ■ ■ ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 ■ Suite One Hundred Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon ■ Client AG Spanos Companies ■ MILLER phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 57 of 198 Www.miller-se.com By Ck'd Date Page ■ ENGINEERS ■ a a 5th Floor Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E).lb 21 0 0 2532 Wind Uplift(U)= 0.00 psf . . Load from 21,lb: 0 0 2315 3rd Fir Depth(Fd)= 0.00 ft Total.lb: 0 0 4847 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lc: Overall Seg.(Lo),It: 14.00 14.00 I 21 Wall Height(111),IF 10.75 21 Wall Height(H2),ft 10.75 Trib.1,9: 9.50 Diaphragm amp 1.15 Trib.2,ft: 3.00 VC 285 plf RN.Load(RL).Ib: 200 0 208 plf Trib.1 Weight(Rw),psf: 15.00 No collector req'd 111Trib.2 Weight(uw),psi: 27.00 Wall Weight(Ww).pet 8.00 Seismic,p8: 348 =(253216+231515)/14' MvT(Seismic),ft4b: 76992 =(253215/14"Lo1H2)+(231516/14'"Lo"(H1+H2+Fd)) . Mr(Seismic),ft4b: 41559 =(Rw'Tub.1+Uw"Tab.2+War(H1+H2))'(Co)"22+RL'Lo HD(Seismic),Ib: 3991 =(Mot-(0.6-0.092)'Mr)/Lo Holdown Capacity.Ib: 5000 ■ HO Type: 1 15/32'APA Rated Sheathing Shear critical,plf: 346 Seg.1:'F=Sod At 4"o.c.edges,12.0.0.field ■ HD critical,Ib: 3991 +40%increase for wind?: Na Sheathing Layers: Single Concrete Anch.7 No 11111Wall Type: F Holdown Types: Wall Capacity,p8: 460 Seg.1:'1'=0-5k with Controlling HD Type: 1 Holdown Capacity,IS: 5000 ■ 30 Members req.: No 5th Floor Level 0.2Sds=I 0.092 I Wall Line Wind(A'),lb Min.Wind,lb Seismic(E),lb 22 0 0 8108 Wind Uplift(U)= 0 psf Load from 22,N: 0 0 5587 3rd Fir Depth(Fd)_ 0.00 ft Total,lb: 0 0 11695 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: Overall Seg.(Lo),ft: 30.00 30.00 I 22 Wall Height(H1),ft: 10.75 22 Wall Height(H2),ft 10.75 ■ Trib.1,ft 0.00 Diaphragm amp 1.15 Trib.2,ft: 4.5 vc 285 pit' RN.Load(RL),IS: 200 0 234 p/7 Trib.1 Weight(Rw),psf: 15.00 No collector req'd Trib.2 Weight(Ow),psi: 27.00 Wall Weight(Ww).pet 8.00 Seismic,p8: 390 =(610816+558716)/30' . MOT(Seismic),ft-lb: 185782 =(61081b/30"Lo1-12)*(55871b/30'to`(H1+H2+Fd)) Mr(Seismic),ft-ib: 138075 =(14w'Tn'b.1+the"Tdb.2+Ww 1H1+H2))"(Lo)022+RLto HD(Seismic),IS: 3855 =(Mot-(0.6-0.092)"Mr)/Lo ■ Holdown Capacity,Ib: 5000 HD Type: 1 15/32.APA Rated Sheathing Shear critical,plf: 390 Seg.1:'F=10d At 4"o.e.edges,12"me.field HD critical,lb: 3855 40%increase for wind?: No Sheathing Layers: Single Concrete Anch.7 No Wall Type: F Holdown Types: Wall Capacity,plf: 460 Seg.1:'1'=0-5k with Controlling HD Type: 1 ■ Holdown Capacity,Ib: 5000 30 Members req.: Yes ■ ■ ■ ■ ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 Suite One Hundred Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon . Client AG Spanos Companies MILLER Phone 503.246.1250 a CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 58 of 198 www.miller-se.com By Ck'd Date Page ■ ENGINEERS a III 5th Floor Level 0.2Sds= 0.092 Wall Line Wind(W).lb Min.Wind,lb Seismic(E),lb 23 0 0 7011 Wind Uplift(U)= 0 pat 1111 Load from 23,Ib: 0 0 6413 3rd Flr Depth(Fd). 0.00 ft Total,lb: 0 0 13424 Segment 1 Segment Segment 3 Segment Segment 5 Total Lo: IOverall Seg.(Lo),ft: 35.25 35.25 23 Wan Height(H1),R 10.75 23 Wall Height(1-12),It 10.75 Trib.1,It 0.00 Diaphragm amp 1.15 aTnb.2,ft: 5.75 vc 265 pl1 Rtn.Load(RL),lb: 200 220 p0 Trib.1 Weight(Rw),pst 15.00 No collector req'd Trib.2 Weight(Uw),pst 27.00 illWall Weight(Ww),pst 8.00 Seismic,p8: 381 =(701110+6413 lb)/31.20' P Mm(Seismic),ft-Ib: 213248 Mr(Seismic),fl-Ib: 210364 =(7011 16/35.25 to1-12)+(6413/b/35.25'Lo'(H7+H2+Fd)) =(Rw'Trib.1+Uw'Tdb.2+Ww'(H1+H2))'(Lo)"2/2+RL'Lo HD(Seismic),IS: 3018 =(Mot-(0.6-0.092)Mfr)/Lo Holdown Capacity,lb: 5000 III HD Type: 1 15/32'APA Rated Sheathing Shear critical,plt 381 Seg.1:'P=104 At 4"o.c.edges,12'o.c.field HD critical,lb: 3018 40%increase for wind?: No Sheathing Layers: Single Concrete Anch.? No IIWall Type: F Holdown Types: Wall Capacity,pH: 460 Seg.1:'1'=0.5k with Controlling HD Type: 1 Holdown Capacity,IS: 5000 III 30 Members req.: Yes 5th Floor Level 0.2Sds=I 0.092 Wall Line Wind(W).lb Min.Wind,lb Seismic(E),lb 11/ i 24 0 0 4741 Wind Uplift(U)= 0 psi Load from 24,lb: 0 0 4337 3rd Fir Depth(Fd)= 0.00 ft Total,lb: 0 0 9078 II Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: Overall Seg.(Lo),It 21.67 21.67 I 24 Wall Height(H1),ft: 10.75 24 Waif Height(H2),ft: 10.75 ill Trib.1,ft: 12.50laphregm amp 1.15 Trib.2,ft: 3 285 pN Rtn.Load(RL),IS: 200 v 252 p0 Trib.1 Weight(Rw),pst 15.00 Ne collector req'd li Trib.2 Weight(11w),pst: 27.00 Wall Weight(Won),pst 8.00 Seismic,pit 419 =(474116+433716)/21.67' IIMm(Seismic),ft-lb: 144189 =(4741 lb/21.67'Lo'H2)+(43371b/21.67"Lo'(Hi+H2+FrO) Mr(Seismic),ft-lb: 107728 =(Rw'Tib.1+Uw'Trib.2+ww1H1+H2))'(Lo)"22+RL'Lo HD(Seismic),Its 4129 =(Mot-(0.6-0.0921'W/Lo 11 Holdown Capacity,IS: 5000 HO Type: 1 15132"APA Rated Sheathing W Shear n61801,pit:— 419 HD critic Seg.1:'P=10d At 4"o.c.edges,12"o.c.field al,1k: 4129 ,40%increase for wind?: No Sheathing Layers: Single al Concrete Anch.? No Wall Type: F Holdown Types: Wall Capacity,pit 460 Seg.1:'1'=0-5k with Controlling HD Type: 1 al Holdown Capacity,Ib: 5000 3x Members req.: Yes ■ P a a a a I 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 a ES Suite One Hundred Portland,OR 97219 MaLocation 8900-9000 SW Oak St.,Tigard, Oregon Client AG Spanos Companies MILLERIl Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.201] 59 of 198 www.miller-se.com By Ck'd Date Page 111 ENGINEERS Il ■ 5th Floor Level 02Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb - 25 0 0 6939 Wind Uplttt(U)= 0 psi1111 Load from 25,lb: 0 0 6347 3rd Fir Depth(Fd)= 0.00 fl Total,lb: 0 0 13286 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: Overall Seg.(Lo),ft: 33.33 33.33 I 25 Wall Height(H1),ft 10.75 25 Wall Height(H2),ft 10.75 Trib.1,ft: 0.00 Diaphragm amp 1.15 Trib.2,ft: 4.50 vc 285 pi/ Rtn.Load(RL),lb: 200 239 plf Trib.1 Weight(Rw),psi: 15.00 No collector req'd Trib.2 Weight(Uw),pet 27.001111 Wall Weight(Ww),pet 9.00 Seismic,pit: 399 =(69391b+6347 lb)/33.33' Mo,(Seismic),ft-11x 211076 =(6939 16/33.33•Lo'H2)+(6347 lb/33.33'lo'(HI+H2+Fd)) • Mr(Seismic),ft-lb: 169722 =(Rw'Trib.1+Uw'Trib.2+Ww 1H1+H2))'(Lo)^2/2+RL'Lo HD(Seismic),Ib: 3746 =(Mot-(0.6-0.092)10/Lo Holdown Capacity,Ib: 5000 HD Type: 1 15/32'APA Rated Sheathing Shear crttieal,pit 399 Seg,1:'F'=10d At 4"e.n.edges,12"o.e.field HO critical,lb: 3746 5 40%increase for wind?: No Sheathing Layers: Single Concrete AnsI,.? No Wall Type: F Holdown Types: 111 Wall Capacity,pit 460 Seg.1:'1'=0.56 with Controlling HD Type: 1 Holdown Capacity,Ib: 5000 3x Members req.: Yes 5th Floor Level 0.2Sds=I 0.092 j Watt Line Wind(W),lb Min.Wind.lb Seismic(E),lb111 26 0 0 4412 Wind Uplift(U)= 0 psf Load from 26,Ib: 0 0 4036 3rd Fir Depth(Fd)= 0.00 ft Total,Ib: 0 0 8448 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total La: Overall Seg.(Lo),ft 20.75 20.75 26 Wall Height(H1),ft: 10.75 26 Wall Height(H2),ft 10.75 Trib.1,ft 9.50 Diaphragm amp 1.15 Trib.2,ft: 4.00 vc 285 p11 Rtn.Load(RL),Ib: 200 v 245 plf Trib.1 Weight(Rw),pet 15.0 No collector req'd Trib.2 Weight(Uw),pet 27.00 Wall Weight(Ww),psf. 9.00 Seismic,pit 407 =(4412/b+403615)/20.75' Mor(Seismic),ft-Ib: 134203 _(4412/b/20.75'Lo'H2)+(4036 lb/20.70''L42(H1+H2+Fd)) Mr(Seismic),ft-Ib: 95106 =(Rw'7rib,1+12w'TnI.2+Ww'H1+H2))'(Lo)^22+RL'Lo HD(Seismic).Ib: 4139 =(Mat-(0.6-0.0927hfr)/Lo Holdown Capacity,lb: 5000 HD Type: 1 15132'APA Rated Sheathing Shear critical,plf: 407 Seg.1:'F'=104 At 4"o.e.edges,12"o.c.field HD critical,Ib: 4139 .40%increase for wind?: No Sheathing Layers: Single Concrete Anch.7 No Well Type: F Holdown Types: Wall Capacity,pit 460 Seg.1:'1'=0-5k with Controlling HD Type: 1 Holdown Capacity,Ib: 5000 3x Members req.: Yes S S U S S S 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161194 Suite One Hundred 111 .L Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon Client AG Spanos Companies MILLER Phone 503.246.1250 r CONSULTING Fax 503.246.1395 ByELD Ckrd ARL Date 9.28.2017 Pae 60 of 198 WWW.miller-se.com g ENGINEERS ■ I. 5th Floor Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb 27 0 0 6348 Wind Uplift(U)= 0 psf Load horn 27,Ib: 0 0 5806 3rd Fir Depth(Fd)= 0.00 ft Total,Ib: 0 0 12154 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: U Overall Seg.(Lo),R: 33.00 33.00 27 Wall Height(H1),ft 10.75 27 Wan Height(H2),ft 10.75 Trib.1,ft 0.00 Diaphragm amp 1.15 Trib.2,ft 7.50 vc 285 pH Rtn.Load(RL),lb: 200 221 plf Trib.1 Weight(Rw),pot 15.00. No collector req'd Trib.2 Weight(Uw),psi: 27.00 1111 Wall Weight(74w),psf: 8.00 Seismic,plf: 368 =0348 15+58061b)/33' Mon(Seismic),Rdb: 193070 =(6348lb/33'La'H2)+(580616/33"Lo`(H7+H2+Fd)) Mr(Seismic),R-16: 210575 =(Rw'Tri6.1+Uw'Trib.2+Ww'(7-16+H2))'(Lo)^212+RUED HD(Seismic),Ib: 2610 =(Mol-(0.6-0.092)16)/lo Holdown Capacity,Ib: 5000 HD Type: 1 15132'APA Rated Sheathing Shear critical,plf: 368 Seg.1:'F c 10d At 4"o.c.edges,12"o.c.field HD critical,Ib: 2610 40%increase for wind?: Ne Sheathing Layers: Single Concrete Anch.? No Wall Type: F Holdown Types: Wall Capacity,pit460 Seg.1:'1'=0-5k with Controlling HD Type: 1 Holdown Capacity,Ib: 5000 3x Members req.: Yes 5th Floor Level 0.2Sds=I 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E).lb i 28 0 0 6209 Wind Uplift(U)= 0 psf Load from 28,Ib: 0 0 5679 3rd Fir Depth(Fd)= 0.00 ft Total,lb: 0 0 111388 Segment l Segment 2 Segment 3 Segment 4 Segment 5 Total to: 0.Seg.(Lo),ft 30.00 30.00 I 28 Wall Height(H1),ft 10.75 28 Wall Height(H2),It: 10.75 Trib.1,ft: Diaphragm amp 1.15 Tnb.2,ft: 4.75 285 pit RM.Load(RL).Ib: 200 0 238 pH Trib.1 Weight(Rw),psf: 15.00 No collector req'd 11111 Trib.2 Weight(Uw),psf: 27.00 Wall Weight(Ww),pot 8.00 Seismic,plf: 396 =(6209 lb+5679 lb)/30' 1111 Mor(Seismic),ft-lb: 188845 =(6209 lb/301o'H2)+(5679 lb/30"L(e(H1+H2+F(7) Mr(Seismic),8-Ib: 141113 =(Rw`Trib.1+Ow'Tn6.20 Hrw'(H1+H2))'(Lo)^232+RL"Lo HD(Seismic),Ib: 3905 =(Mol-(0.6-0.092)1M/Holdown Capacity,Ib: 5000 HD Type: 1 15132'APA Rated Sheathing Shear critical,pit 396 Seg.1:'F'=10d At 4"o.c.edges,12"0.0.field HD critical,l6: 3905 40%increase for wind?: No Sheathing Layers: Single Concrete Anch.? No Wall Type: F Holdown Types: Wall Capacity.pIF.. 460 Seg.1:'1'=0-56 with Controlling HD Type: 1 Holdown Capacity,Ib: 5000 3x Members req.: Yes ■ U U ■ I U 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 11111 Suite One Hundred Portland,OR 97219 _ Location 8900-9000 SW Oak St.,Tigard,Oregon • Client AG Spanos Companies MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 61 of 198 www.miller-se.com By Ck'd Date Page ENGINEERS I N or 5th Floor Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb I 29 0 0 6454 Wind Uplift(U)= 0 psf 5 Load from 29,lb: 0 0 5903 3rd Fir Depth(Fd)= 0.00 ft Total,lb: 0 0 12357 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: Overall Seg.(Lo),ft 30.00 30.00 I III 29 Wall Height(H1),ft 10.75 29 Wall Height(H2),ft 10.75 Trib.1,ft: 0.00 Diaphragm amp 1.15 Trib.2,ft' 5.50 vc 285 ply • Rm.Load(RL).lb: 200 247 plf Trib.1 Weight(Rw),psf: 15.00 No cooector req'd Trib.2 Weight(Uw),psf. 27.03 N Wan Weight(.5w),ash 8.00 Seismic,p8: 412 =(645415+5903/b)1 30' Mm(Seismic),0-Ib: 196295 =(6454 lb/30'Lo"H2)+(5903lb/30'"Lo"(H1+H2+Fd)) U Mr(Seismic),ft-Ib: 150225 =(Re,'Trib.to Uw`nib.2+Ww"(Hi+H2))'(Lo)^22+RL0.o HO(Seismic),Ib: 3999 =(Mot-(0.6-0.092)-Mr)/Lo Holdown Capacity,Ib: 5000 HD Type: 1 III 15/32'APA Rated Sheathing Shear critical,plf: 412 Seg.1:'F'a 10d At 4"ox.edges,12"o.c.field HD critical,ib: 3999 U :40%increase for wind?: No Sheathing Layers: Single Concrete Aitch.? No Wall Type: F Holdown Types: 11 Well Capacity,pit 460 Seg.1:'1'=0-55 with Controlling HD Type: 1 Holdown Capacity,IS: 5000 111 30 Members req.: Yes 5th Floor Level 0.2Sds=I D.092 Wali Line Wind(W),lb Min.Wind,lb Seismic(E),lb . 30 0 0 324 Wind Uplift(U)_ 0 psf Load from 30,Ib: 0 0 297 3rd Fir Depth(Fd)= 0.00 ft Total,lb: 0 0 621 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total La: Overall Seg.(Lo),ft AN 4.08 I 30 Wall Height(H1),It: 10.75 30 Wall Height(H2),ft 10.75 111 Trib.1,ft 0.00 Diaphragm amp 1.15 Trib.2,ft: 0,00 ye 285 plf Rm.Load(RL),IS: 200 v 91 p/f Trib.1 Weight(Rw),pet: 15.00 No collector req'd U Trib.2 Weight(Uw),psf: 27.00 Wall Weight(Ww),psf: 8.00 Seismic,plf: 152 =(32415+29716)/4.08' WI HAS,pit 200 (includes WIratio increase • Mor(Seismic),ft-lb: 9877 =(324 lb 14.08"Lo142)+(29716/4.08'10"(H7+H2+Fd)) Mr(Seismic),ft-Ib: 2251 =(Rw'lib.10 Uw'Tnb.2+Ww'Ht0H2))'(Lo)^2/2+RL'Lo HD(Seismic),Ib: 2139 =(Mot-(0.6-0.092)'Mr)/Lo Holdown Capacity.Ib: 5000 HD Type: 1 ', 15732"APA Rated Sheathing Shear critical,pit 20D Seg.1:'E'=104 At 6"c.c.edges,12"o.c.field S HD critical,Ib: 2139 40%increase for wind?: No Sheathing Layers: Single Concrete Aitch.? No III Wall Type: E Holdown Types: Wall Capacity,plt. 310 Seg.1:'1'=0-5k with Controlling HD Type: 1 II Capacity,Ib: 5000 3x Members req.: No ■ S U ■ ✓ ■ II 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161194 r Suite One Hundred OS Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon le Client AG Spanos Companies MILLER Phone 503,246.1250 5 CONSULTING Fax 503.246.1395 ByELD Cktd ARL Date 9.28.2017 Pae 62 of 198 www,miller-se,com g ENGINEERS III I 4th Floor Level 0.25ds= 0.092 Wall Line Wind(W),lb Min Wind lb Seismic(E),lb 21 0 0 1688 Wind Uplift(U)= 0 psf . Load from 21,lb 0 0 2532 3rd Floor Depth(F3). 0.00 ft Load from 2l,Ib 0 0 2315 2nd Floor Depth(F2). 0.00 ft Total.lb 0 0 6535 Segment l Segment 2 Segment3 Segment 4 Segment 5 Total Lo: Overall Seg.(1.0),ft 14.00 14.00 I 21 Wall Height(H1),9, 10.75 21 Wall Height(H2),it 10.75 21 Wall Height(H3),8 10.75 Trib.1,ft. 9.50 Trib.2.0 3.00 Trib. ft. 3.00 Rin.Load(RL),lb 0 . Trib.1 Weight(Rw),psf 15.00 Trib.2 Weight(Uw),psf 27.00 Trib.3 Weight(Mw).psf 27.00 Wall Weight(taw),psi &0D 1111 Seismic,pit 467 =(16881b+231519+253216)/14' Mon(Seismic),ft-lb 147243 =(1666@/141o'H3)+(253215/14'1o'(H2+H3+F2))+(2315lb/14"Lo'(HI+H2+H3+F2+F3)) Mr(Seismic),ft-lb 46697 =020Tnb.1+1/p'Tnb.2+Mw'Tdb 3+WV/ ■ HD(Seismic),lb 8823 =(Mol-(0.6-0.092)'Mr)/Lo Holdown Capacity,h 10000 HD Type: 7 15132'APA Rated Sheathing . Shear critical,pit. 467 Seg.1:'G'=104 At 3"o.c.edges,12.o.o.fieldfie HO arnica!,ib: 9623 e 40%increase for wind? No Sheathing Layers Single Concrete Anch.? Yes Wall Type: G Holdown Types: Wall Capacity,p6 600 Seg.1:'7'=5-10k Controlling HD Type: 7 11 Holdown Capacity,lb 10000 3x Members req. Yes 4th Floor Level 02Sds"I 0.092 I 1111 Wall Une Wind(W),lb Min.Wind lb Seismic(E),lb 22 0 0 4071 Wind Uplift(U)= 0 psf Load from 22.lb 0 0 6108 3rd Floor Depth(F3)= 0.00 ft ill Load fern 22,lb 0 0 5587 2nd Floor Depth(F2)= 0.00 ft Total,lb 0 0 15766 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: Overall Seg.(L64,11 30.00 30.00 I 22 Wall Height(H1),ft 10.75 22 Wap Height(H2),ft 10.75 22 Wag Height(113),ft 10.75 Trib.1,5/ 0.00 . TIM.2,f 4.50 Trib.3,ft 450 RIO.Load(RL),lb 200 Trib,1 Weight(Rh),psf 15.00 Tr3.2 Weight(Uw),psf 27.00 Trib.3 Weight(Mw).psf 27.00 Wall Weight(taw).psf 8.00 Seismi9,pif 526 =(407116+55071b+6108110 30' Moo(Seismic),ft-ib 355266 =0107115/30 1.20H3)+(610811,/30"Lo'(H2+H3+F2))+(5587 lb/30'Lo'(H1+H2+H3+F2+F3)) Mr(Seismic),ft-lb 192750 =(Rw 70b.1+Uw'7i1b.2+Mw TM,.3++Ww 711+H2+H35'(Lo)"2MRL10 HO(Seismic),lb 8579 =(Mot.(0.6-0.092)'M)/Lo Hoedown Capacity,lb 10000 ■ HD Type' 7 15132'APA Rated Sheathing Shear critical,ply 526 Seg 1:'G'0104 At 3'co.edges,12'o.c.Held ND critical,Ib: 8578 ■ e 40%Increase for wind? No Sheathing Layers Single Concrete Anoh.? Yes Wag Type: G Holdown Types: Wall Capacity,p6 600 beg.1:T=5.10k Controlling HD Type: 7 Holdown Capacity,lb 10000 ■ 30 Members req. Yes ■ ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 ■ El I Suite One Hundred Portland,OR 97219 _ Location 8900-9000 SW Oak St.,Tigard, Oregon • Client AG Spanos Companies MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 63 of 198 www.miller-se.com By Ck'd Date Page ■ ENGINEERS a • • 461 Floor Level 0.25ds= 0.092 Wall Line Wind(W),lb Min.Wind.lb Seismic(E).Ib 23 0 0 4673 Wind Uplift(U)= 0 psf ■ Load from23,Ib 0 0 7011 3rd Floor Depth(F3)= 0.00 ft Load from 23,lb 0 0 6413 2nd Floor Depth(F2)= 9.0D ft Total,0 0 0 18097 Segments Segment z Segment 3 Segment 4 Segments Total Lo: Overall Seg.(10),ft 35.25 35.25 23 Wall Height(111),0 10.75 23 Wall Haight(112),ft 10.75 23 Wap Height(H3),It 10.75111 Trlb.1,R 0.00 Trib.2,11 5.75 Tn1.3,ft. 5,75 Rln.Load(RL),lb 200 ■ Tdb.1 Weight(Rw),psf 15.00 Tab.2 Weight(Ow),psf 27.00 Tab.3 Weight(Mw),psf 27.00 Wall Weight(Ww).psf 0.00 Seismic,pit 513 =(467316+641319+7011 lb)/35.25' Mor(Seismic),bIb 407791 =(467315/3525 2o'H3)+(701116/35.25'40'(H2+N3+F2))+(64/3lb/35.25"L0'(H1+H2*H3+F2+F3)) Mr(Seismic),ft-lb 306818 =(RW'Tab.l+U.'TOO.2*Mw"Tat 3+Ww'(H1+H2*H3))'(Lo)"22+RL'L0 HD(Seismic),lb 7147 =(Mot-(0.6-0.092)'Mr)/Lo 111 Holdown Capacity,lb 10000 HD Type' 7 15/32'APA Rated Sheathing . Sheer critical,plf: 513 Seg.1:'G.=10d At 3'0.0.edges,12"o.c.0eld HD critical,16: 7147 e 40%increase for wind? No Sheathing Layers Single Concrete Andy? Yes Wall Type: G Holdown Types: Wall Capacity,p0 600 Seg.1:T=5-10k Controlling HD Type: 7 111 30 lb 10000 30 Members reg. Yes 401 Floor Level 0.25ds=i 0.092 i1111 Wall Lina Wind(W),lb Min.Wind,15 Seismic(0),Ib i 24 0 0 3160 Wind Uplift(U)= 0 psf Load horn 24,lb 0 0 4741 3rd Floor Depth(F3)= 0.00 ft Load from 24.Id 0 0 4337 2nd Floor Depth(F2)= 0.00 ft Total.Ib 0 0 12238 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: Overall Seg.(101.8 21.67 21.67 I 24 Wall Height(111).911 10.75 24 Well Height(0121,R 10.75 111 24 Wall Height(143),ft 10.75 Tab.1,ft. 12.50 TrIb.2,ft 3.00 ■ Tdb.3,R 3.00 Rln.Load(61),lb 200 Tdb.1 Weight(Rw),psf 15.00 Trill.2 Weight(Ow),pst 27.00 Tab.3 Weight(Mw),psf 27.00 111 Wall Weight(Ww),pst 8.00 Seismic,pit 565 =(3160lb+433716*47411b)/21.6T Mm(Seismic).Sob 275727 =(3180 lb/21.67'L0'H3)+(4741 b/21.67'20'(42+H3*F2))+(433716/21.67"Lo'(H1+H2+H3*F2+F3)) • Mr(Seismic),ft-lb 126741 =(Rw-Mib,1+UwTr3.2+Mw'7,3.3+Ww'(H1+H2+H3))'(Lo)°2r2nRL7o HD(Seismic),lb 9754 =(Mot-(0.6-0.092)'Mr)/Lo Holdown Capacity,lb 10000 HD Type: 7 15/32'APA Rated Sheathing Shearedtieal,pit 565 Seg.1:'0'=10d At 3'os.edges,12"0,c,field HD critical,ib: 9754 ■ e40%Increase for wind? No Sheathing Layers Single Concrete Anc9,7 Yea Wall Type: G Holdown Types: 111Wall Capacity,OF 600 Seg.1:T=5-10k Controlling HD Type: 7 Holdown Capacity,lb 10000 30 Members req. Yes . ■ ■ • S ✓ ■ ✓ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161194 Suite One Hundred ■ Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard,Oregon Client AG Spanos Companies MILLER Phone 503.246.1250 r CONSULTING Fax 503.246.1395 ByELD Ck'd ARL Date 9.28.2017 64 of 198 www.miller-se.comPage ENGINEERS a B • 4th Floor Level 0.2535= 0.092 Wall Line Wind(W).lb Min.Wind.lb Seismic(E),lb . i 26 0 0 4825 Wmd Uplift M= 0 psf Load from 25,lb 0 0 6939 3rd Floor Depth(F3)= 0.00 k Load from 25,lb 0 0 6347 2nd Floor Deph(F2)= 0.00 ft Total,@ 0 0 17911 Segment l Segment 2 Segment Segment 4 Segment 5 Total Lo: Overall Seg.(Lo),ft 33,33 33.331 25 Well Height(Hi),0 10.75 25 Wag Height(H2),R 10.75 25 Wall Height(H3),ft 10.75 Trib.1,ft 0.00 Trib.2.ft 4.50 Trib.3,5 4.50 RM.Lot( 200 Mb.i Weight(125),5),),psf 15.00 Trib.2 Weight(Uw),psf 27.00 Tdb.3 Weight(Mw).psf 27.00 ■ Well Weight(Ww),psb 8.00 Seismic.plf 537 =(4625@+6347@«69391b)/33.33' Mon(Seismic),ft-lb 403638 =14625 16/33.33 TeH3).(6939 tb/33.33'1o•(12+H3«F2))«(6347/6/33.33'Lo7H1+H2+H3+F2+F3)) ■ Mr(Seismic).ft-lb 237222 =(Rw•Tn'b.1+Uw Trib.2+Mw'Tr@.3+Ww'(H1+H2+H3)7(Lp)"22.RL'Lo HD(Seismic),lb 8494 =Not-(0.6-0.092)'M)/Lo Holdown Capacity.lb 10000 HD Type' 7 . 15/32'APA Rated Sheathing Shear critical,plk 537 Seg.1;'G'=103 At 3-o.0.edges,12"cc.field HD critical,IS: 849.1 e40%Increase for wind? No Sheathing Layers Single Concrete Anch.7 Yes Wall Type: G Holdown Types: Wall Capacity,ph 600 Sag.1:T=5-108 ■ Controlling HD Type: 7 Holdown Capacity.lb 10000 3x Members req. Yes . 4111 Floor Leval 02Sds4 0.092 i Wall Lbw Wind(W),Ib Min.Wind,@ Seismic(E),lb i 26 0 0 2941 Wind Uplift CU). 0 psf Load from 26,lb 0 0 4412 3rd Floor Depth(F3). 0.00 ft Load from 26,lb 0 0 4036 2nd Floor Depth(F2)= 0.00 ft 1111 Total,lb 0 0 11389 Segment 1 Segment 2 Segment 3 Segment4 Segment 5 Total Lo: Overall Seg.(Lo),h 20.75 20.75 26 Wall Height(H1),ft 10.75 . 26 Wall HeIght(112),ft 10.75 26 Wall Heigh!(H3).0 10.75 Tdb.1,R 9.50 Tal.2,ft 4.00 111/ Tdb.3,tt 4.00 Rh.Load(RL),IS 200 Tdb.1 Weight(Rw),psf 15.00 Tdb.2 Weigh(Uw),psi 27.00 ■ Trib.3 Weight(Mw),psf 27,00 Wall Weight(Ww),psf 8,00 Seismic,plf 549 =(2941 Ib+403616+441216)/20.79' . Mor(Seismic),ft4b 256635 =(284116/20.75•Co•H3)+(g4f2@/20J5'•Lo•(H2+H3+F2))+(4036@/20.75"Lo'(Hf«H2+H3«F2+F3)) Mr(Seismic),6-@ 118357 =(Rw'TM>.1+Uw'Tr@,2«Mw'Tdb.3+Ww'(H1+H2+13))'(Lo)"22+RL•Lo HD(Seismic).lb 9470 =(Mot-(06-0.092)•M4710 Holdown Capacity,lb 10000 . HD Type: 7 15/32.APA Rated Sheathing Shear o0Ocat.pM 549 Seg.1:'G'=103 At 3'os.edges,127 o.c,field ■ HD critical,rwind? 9470 e40%inafor orwiNo Sheathing Layers Single Concrete Anch.7 Yes Wall Type: G Holdown Types: ■ Wall Capacity,pk 600 Seg.1:T=5-10k Controlling HD Type: 7 Holdown Capacity,lb 10000 38 Members req. Yes 111. ■ ■ ■ I I 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 11/111 Suite One Hundred Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard,Oregon ■ Client AG Spanos Companies r MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 65 of 198 www.miller-se.com By Ck'd Date Page ENGINEERS ■ 1111 S• dth Floor Level 0.2Sds= 0.092 Wall Line Wind(W).lb Min.Wind,lb Seismic(El.lb 27 0 0 4232 Wind Uplf(U)= 0 psf ■ Load born 27,lb 0 0 6348 3rd Floor Depth(F3)= 0.00 11 Load born 27,lb 0 0 5806 2nd Floor Depth(F2)= 0.00 ft Total,lb 0 0 16388 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: 5 Overall Seg.(Le),ft 33.00 33.00 I 27 Wall Height(H1),ft 10.75 27 Wan Height(H2),R 10.75 27 Wall Height(H3),R 10.75 5 Trib.1,ft. 0.00 Trib.2,ft 7.50 Trib.3,R 7.50 Rin.Load(RL),lb 200 ■ Trib.1 Weight(Rw),pat 15.00 Trill-2 Weight(Uw),psf 27.00 ' Trib.3 WeigM(Mw),psf 27.00 Wan Weight(Ww),psf 9.00 ■ Seismic,plf 497 =(42321b+590616+6348lb)/33' Mor(Seismic),ft-lb 369220 =(423216/33'Lo'H3)+(6346lb/33"Lo•(H2+H3+F211+(58061b/33'Yo'(H1+H2+113+F2+F3)) Mr(Seismic),R-ib 320777 =(Rw`Trib.1+Uw7ri6.2+Mw'Mb.3+Ww'(HI+H2+H3))'(Lo)"211+RL%0 HD(Seismic),lb 6250 =(Mot-(0.6-0.092)'M4/Lo Holdown Capacity,lb 10000 HD Type: ] 11/15132'APA Rated Sheathing Shear critical,pit 497 Seg.1:'G=104 At 3'c.o.edges,12"o,o-field HO critical,lb: 6250 e 40%increase for wind? No Sheathing Layers Single . Concrete Anch.? Yes Wall Type: G Holdown Types: Wall Capacity,p8 600 Seg.1:7' 5-105 Controlling HO Type: 7 . Holdown Capacity,lb 10000 3x Members req. Yes 4th Floor Level 0.2Sds=f 0.092 I ■ Wall Line Wind(W),lb MM.W nd,lb Seismic(E),lb 28 0 0 4139 Wind Uplift(U)= 0 psf Load from 28,lb 0 0 6209 3rd Floor Depth(F3)= 0.00 ft 11/Load from 28,lb 0 0 5679 2nd Floor Depth(F2)w, 0.00 0.00 Total,lb 0 0 15027 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: Overall Seg.(Lo),9 30,00 30.00 I 28 Wall Height(H1),ft 10.75 ■ 28 Wan Height(H2),R 10.75 28 Wall Height(H3),ft 10.75 Trib.1,ft 0.00 1111 Trib.2, 4.75 Trib.3,0, 4.75 RN.Load(RL),lb 200 • Trill.1 Weight(Rw),psf 15,00 Trib.2 Weight(Uw),psf 27.00 ■ TrN.3 Weight(Mw),psf 27.00 Wall Weight(Ww),psf 6.00 Seismic,pit 534 =(41390+567916+620916)/30' Mon(Seismic),ft-ib 361136 =(4139 lb/30 1.o'H3)+(620918/30'•Lo'(H2+H3+F2))+(5878 lb/30'Lo'(H1+H2+H30F2+F3)) ■ Mr(Seismic),ft e 198825 0(Rw'Tn'6.10 Uw'Tn'b.2+Mw•in6.3+Ww'(H1+H2+H3))'(L)^2P1+RL'Lo HD(Seismic),lb 6671 =(Mot-(0.6-0.0923'M)/Lo Holdown Capacity,lb 10000 . HD Type: 7 1532'APS Rated Sheathing Shear critical,pit: 534 Seg.1:'G'=10d At 3^es.edges,12.o.e,field HD criticai,Ib: 6671 e 40%increase for wind? No Sheathing Layers Single Concrete Anch.7 Yes Wall Type: 0 Holdown Types: ■ Wall Capacity,p0 50D Seg.1:T=5-10k Controlling HD Type: 7 Hoidown Capacity,lb 10000 3x Members req. Yes ■ ■ s ■ r r 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 Suite One Hundred 1111 Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon Client AG Spanos Companies MILLER Phone 503.246.1250 r CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 66 of 198 www.miller-se.com By Ck'd Date Page ENGINEERS 111 ■ ■ 4th Floor Level 0.2Sds= 0.092 Wall Line Wind(WI,lb Min.Wind.lb Seismic(E),lb ■ i 29 0 0 4302 Wind Uplift(U) 0 I1psf Load from 29,b 0 0 6454 3rd Floor Depth(F3) 0.00 1 Load from 29,b 0 0 5903 2nd Floor Depth(F2) 0.00 R Total,lb 0 0 16659 . Segment 1 Segment 2 Segment 3 Segment Segment 5 Total Lo: Overall Seg.(Lo),ft 30.00 30.00 29 Wag Height(H1),ft 10.75 29 Wag Height(142),ft 10.75 ■ 29 Wall Height(H3),ft 10.75 Trib.1,R 0,00 Trib.2,ft 5.50 Trib.3,ft 5.50 Rin,Load(RL),lb 2(10 111 Trib,1 Weight(RN),pat 15,00 Trib.2 Weight(Ow).psf 27.00 Trib.3 Weight(MW),pat 27.00 ■ Wall Weight(Ww),pot. 8.00 Seismic.NT 555 =(430210+590310+64541b)/30' Mor(Seismic),ft4b 375379 =(430210/30`Lo113)+(0454 b/30''Lo`(H2+H3+F2)J+(5903/b/30'•LoyH1+H2+H3+F2+F3)) ■ Mr(Seismic),ft-lb 217050 =(Roe MM.1+VW Tdb.2+Mw'TOO 3+WwyH1+H2Mt3))`(Lo)"2/2+RL•Lo HD(Seismic),lb 8837 =(Mot-(0.6-0.092)'MO/Lo Holdovm Capacity,lb 10000 HD Type: 7 ■ 151321 APA Rated Sheathing Shear critical,pit, 555 Seg.1:'G'=led At 3'o.o.edeas,l2'o.e.field HO critical,lb: 8837 e40%increase for wind? No Sheathing Layers Single 111 Concrete Arch.? Yes Wall Type: G Holdown Types: Wag Capacity,plf 800 Seg.1:T=5-10k Controlling HO Type: 7 ■ Holdown Capacity,lb 10000 3x Members req. Yes 4th Floor Level 0.2Sds=i 0.092 I ■ Wall Lina Wind(W).b Min.Word.lb Seismic(E),lb 30 0 0 218 Wind Uplift(0)= 0 psf Load from 30,lb D 0 324 Srd Floor Depth(F3)a 0.00 ft Load from 30.lb 0 0 297 2nd Floor Depth(F2)= 0.00 ft Total,lb 0 0 837 Segment 1 Segment 2 Segment 3 Segment 4 Segments Total Lo: Overall Seg.(Lo),ft 4.09 4.08 30 Wall Height(H1),ft 10.75 ■ 30 Wag Height(112),ft 10.75 30 Wall Height(H3),ft 10.75 Trib.1,ft 0.00 Trib.3,ft 0.00 Trib.3,ft 0.00 Rln.Load(RL),b 200 Trill 1 Weight(Rw),psf 15.00 Trib.2 Weight(Uw),psf 27.00 ■ Trib.3 Weight(Mw).psf 27,00 Wall Weight(Won),pst 9.00 Seismic.pit 205 =(21010 0 20710+32410)14.08' 1111w/41W,pit 270 (includes AM rano increases) Mon(Seismic),ft-lb 18882 =(2101014.08•Lo•H3)+(32416/4.08'4o•(H2+IY3+F2))+(28]lb/4.08'"Lo`(Hf+H2OH3+Fre+F3)J Mr(Seismic),Rib 2251 =(RMTdb.1+Un,TOE 2.Mw`TO6.3+Ww• H3` (HicH2+ 11 J•2n+Rl•Lo HD(Seismic),lb 4344 =(Mot-(0,6-0.092)•44/lo Hoitlown Capacity,lb 5000 ■ HD Type: 6 Shear critical,Plf: 270 15/391 APA Rated Sheathing Seg.1:'E'=10d At 6"0.c.edges,lT o,e,field HD critical,IS: 4344 ■ e40%increase for wind? No Sheathing Layers Single Concrete Anch.? Yes . Wall Type: E Holdown Types: Wag Capacity,p[t 310 Seg.1:'8'=0.5k Controlling HO Type: B Holdown Capacity,lb 5000 30 Members req. No 111 ■ ■ ■ ■ ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161194 Suite One Hundred Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon 1111 Client AG Spanos Companies r MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 67 of 198 www.miller se.com By Ck'd Date Page ENGINEERS r a a 3,0 Floor Level 0.2Sds= 0.092 Well Line Wind(11),lb Min.Wind,lb Seismic(E),lb 21 0 0 843 Wind Uplift(U)= 0.00 pet Load from 21,Ib: 0 0 6535 3rd Fir Depth(Fd)= 0.00 ft Total,Ib: 0 0 7378 Segment l Segment Segment 3 Segment Segment 5 Total Lo: Overall Seg.(Lo),ft 14.00 14.00 21 Wall Height(41),ft: 10.75 21 Wail Height(H2),ft 10.75 Trib.1,ft 9.50 ■ Trib.2,ft: 3.00 RM.Load(RL),Ib: 0 Trib.1 Weight(Rw),psi: 15.00 111Trib.2 Weight(Uw),pat 81.00 Wall Weight(Ww),pat 16.00 Seismic,plf: 527 =(84310+653510)/14' HBoor ■ Mor(Seismic),ft-Ib: 226557 _(84316/14'Lo'H2)+(653516/14'Yo`(H1+H2+Fd)) Mabove Mr(Seismic),ft/b: 71491 =(Rw'Tnb.1+Uw'Trib.2+144w'(H1+H2))ylo)"2/2+RL'Lo HD(Seismic),Ib: 13589 =(Mot-(0.6-0.092)1414/Lo Holdown Capacity,Ib: 15000 HD Type: 8 15132'APA Rated Sheathing Shear critical,plf: 527 Seg.1:'G'=104 At 3'o.e.edges,12"e.o.field II/HD critical,ib: 13589 40%increase for wind?: No Sheathing Layers: Single Concrete Anch.? Yes Well Type: G Holdown Types: Wall Capacity.pit 600 Seg.1:'8'=10.150 Controlling HD Type: 0 Holdown Capacity,ib: 15000 ■ 34 Members req.: Yes 3rd Floor Level 0.25ds=I 0.092 I Wall Line Wind(W),lb Min.Wind,lb Seismic(E).lb 22 0 0 2035 Wind Uplift(U)= 0 psf Load from 22,Ib: 0 0 15766 3rd Fir Depth(Fd)= 0.00 ft Total,Ib: 0 0 17801 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: Overall Seg.(Lo),ft 30.00 30.00 i 22 Wall Height(H1),ft 10.75 22 Wall Height(112),ft 10.75 Trib.1,ft 0.00 Trib.2,ft: 4.50 Rio.Load(RL),Ib: 200 Trite.1 Weight(Rw),psi: 15.00 1111/ Trib.2 Weight(Uw),psi: 81.00 Wall Weight(Ww).pet. 16.00 Seismic.pit 593 =1203510+1576616)/30' ■ Honor Mm(Seismic),9-Ib: 546627 =(20351b/30'Lo'H2)+(15766/6/30'1.o'(Ht+H2+Fd)) Mabove Mr(Seismic),ft-Ib: 324825 =(Rio'Trib.1+Uw'Trib.2+INw'(H1+H2))'(Lo)n2/2+RL'Lo HD(Seismic),lb: 12721 =(Mot-(0.6-0.092)'Mr)/Lo Holdown Capacity,Ib: 15000 HD Type: 8 15132`APA Rated Sheathing Shear critical,plf: 593 Seg.1:'G'=104 At 3'no.edges,12'ex.field HD critical,Ib: 12721 40%increase for wind?: No Sheathing Layers: Single Concrete Moll? Yes Wall Type: G Holdown Types: Wall Capacity,pit 600 Seg.1:'8'=10-15k Controlling HD Type: B , Holdown Capadly,Ib: 15000 3x Members req.: •Yes ■ ■ ■ ■ ■ ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161194 Suite One Hundred 110 4,4 Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon ■ Client AG Spanos Companies MILLER Phone 503.246.1250 • CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 68 of 198 www,miller-se.com By Ck'd Date Page . ENGINEERS ■ a III3rd Floor Level 02Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb ■ I 23 0 0 0 2336 Wind Uplift(U)= 0 pad Load from 23,Ib: 0 18097 3rd Flr Depth(Fd)= 0.00 ft Total,lb: 0 0 20433 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: ■ Overall Seg.(Lo),ft 3525 1 35.25 23 Wall Height(H1),ft: 10.75 23 Wall Height(H2),ft 10.75 Trib.1,ft: 0.00 ■ Trib.2,ft 5.75 Rm.Load(RL),lb: 200 Trib.1 Weight(Ric),psE 15.00 . Trib.2 Weight(Ow),psE 81.00 Wall Weight(Ww),psE 16.00 Seismic,plt 580 =(2336 lb+180971b)/35.25' Hftoor II MOT(Seismic),ft-Ib: 627446 =(2336/6/35.252o'H2)+/1809716/35.25'Lo'(H7+H2+Fd)) Mabove Mr(Seismic),ft-Ib: 510132 =(Rw Trib.1+Ow'Tab.2+Ww'(H1+H2))*1.e)^22+RL'Lo HD(Seismic),Ib: 10448 =(Mot-(0.6-0.092)-Mt)/Lo Holdown Capacity,Ib: 15030 ■ HD Type: 8 15/32'APA Rated Sheathing Shear critical,plf: 580 Seg.1:'G'a led At 3"o.c.edges,12"o.o,field laHD critical,Ib: 10448 40%increase for wind?: No Sheathing Layers: Single Concrete Mob.? Yes . Wail Type: G Holdown Types: Wall Capacity,pit BOO Seg.1:'8'=10-15k Controlling HD Type: 8 Holdown Capacity,ib: 15000 ■ 3x Members req.: Yes 3rd Floor Level 02Sds=I 0.092 111 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb I 24 0 0 1579 Wind Uplift(U)= 0 psf Load from 24,lb: 0 0 12238 3rd Fir Depth(Fd)= 0.00 ft Total,ib: 0 0 13817 ■ Overall Seg(Lo),ft Segment27.67 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Le: 21.67 I 24 Wall Height(H1),ft: 10.75 24 Wall Height(H2),ft: 10.75 ■ Trib.1,ft: 12.50 Trib.2,ft 3.00 Rm.Load(RL),is: 200 . Trib.1 Weight(Rw),pet 15.00 Tdb.2 Weight(Uw),psE 81.00 Wall Weight(Ww).pat 16.00 Seismic,pit: 638 =(1579 lb+122381M/21.67' ■ HitherMm(Seismic),ft-Ib: 424260 =(15 79 16/21.67`Lo'H2)+(1223816/2f.67`Lo1H1+H2+Fd)) Mabove Mr(Seismic),ft-Ib: 186126 =(Ree Tab.1+Uw'Trib.2+144 yH1+H2))'(Loy22+RL'Lo HD(Seismic),Ib: 15217 =(Mat-(0.6-0.092)"M)/Lo ■ Holdown Capacity,lb: 20000 HD Type: 9 15132'APA Rated Sheathing Shear critical,plf: 638 Seg.1:'H'=led At 2'o.c.edges,12"o.e.field I HD critical,lb: 15217 40%increase for wind?: No Sheathing Layers: Single . Concrete Anch.? Yes Wall Type: H Holdown Types: Well Capacity,pit: 770 Seg.1:'9'=15.20k Controlling HD Type: 9 111 Holdown Capacity,Ib: 20000 3x Members req.: Yes 1111 ✓ ■ ■ ■ ■ ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 III all Suite One Hundred Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon Mk III MILLER Client AG Spanos Companies ■ Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 69 of 198 www.miller-se.com By Ck'd DatePage . ENGINEERS ■ U a 3rd Floor Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb 25 0 0 2312 Wind Uplift(LI). 0 psf Load born 25,Ib: 0 0 17911 3m Fir Depth(Fd)= 0.00 ft Total,lb: 0 0 20223 Segment 1 Segment Segment 3 Segment 4 Segment 5 Total Lo: 11111Overall Seg.(Lo),ft: 33.33 33.33 25 Wall Height(H1),ft: 10.75 25 Wall Height(H2),ft 10.75 Trib.1,ft: 0.00 ■ Trib.2,ft 4.50 Rin.Load(RL),ib: 200 Tdb.1 Weight(Rw),psl: 15.00 ■ Trib.2 Weight(Uw),pst: 81.00 Wall Weight(Wart pst 16.00 Seismic,plt 607 =(231215+1791115)/33.33' Hfloor MOT(Seismic),ft-Ib: 621035 =(231215133.33'Lo"H2)+(17911 lb/33.33'1Lc'(H1+H2+Fd)) Mabove Mr(Seismic),8-Ib: 400278 =(Rw'705.1+Uw-Rib.2+Ww'(H1+H2))'(Lo)^2/2+RL1c HD(Seismic),lb: 12531 =(Mot-(0.6-0.092)14r)/Lo Holdown Capacity,Ib: 15000 ■ HD Type: 8 15/32"APA Rated Sheathing Shear critical,pit: 607 Seg.1:If=ttld At 2"ac.edges,12"0.0.field ■ HD critical,Ib: 12531 40%increase for wind?: No Sheathing Layers: Single Concrete Anch.7 Yes Walt Type: H Holdown Types: Wall Capacity.p8: 770 Seg.1:'8'=10.15k Controlling HD Type: 8 Holdown Capacity.lb: 15000 ■ 3x Members req.: Yes 3rd Floor Level 0.2Sds=I 0.092 I Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb 26 0 0 1470 Wind Uplift(U)= 0 psf Load from 26,lb: 0 0 11389 3rd Fe Depth(Fd)= 0.00 ft Total,Ib: 0 0 12859 ■ Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lc: Overall Seg.(Lo),ft: 20.75 20.75 26 Wall Height(HI),ft: 10.75 26 Wall Height(1-12),ft 10.75 ■ Tdb.1,ft 9.50 Trib.2,ft 4.00 Rtn.Load(RI.),lb: 200 1.1Tnb.1 Weight(Ra),ps9. 15.00 Trib.2 Weight(Uw),pst: 81.00 Wall Weight(Ww),pst: 16.00 Seismic,plt 620 =(1470 lb+1136915)/20.75' ■ Hfloor Mex(Seismic),ft-Ib: 394869 =(1470 lb/20.75'Lc'H2)+(1138916/20.75''Lo'(H1+H2+Fd)) Mabove Mr(Seismic),ft-lb: 178635 =(Re'T b.1+Ile'Trib.2+Ww'(H1+H2))'(Lo)^2/2+RL'Lo HD(Seismic),Ib: 14657 =(Mot-(0.6-0.092)'Mr)/lo ■ Holdown Capacity,Ib: 15000 HD Type: 8 15/32'APA Rated Sheathing ■ Shear critical,pit: 620 Seg.1:'14'=led At 2"o.c.edges,12"o.0.field HD critical,lb: 14657 40%increase for wind?: No Sheathing Layers: Single . Concrete Anch.? Yes Wall Type: H Holdown Types: Wall Capacity,p8: 770 Seg.1:'8'=10-15k Controlling HD Type: 8 ■ Holdown Capacity.Ib: 15000 3x Members req.: Yes ■ ■ ■ ■ ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 Suite One Hundred Art Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon ■ Client AG Spanos Companies MILLER Phone 503.246.1250 • CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 70 of 198 www.miller-se.com By Ck'd Date Page 111ENGINEERS ■ a 3rd Floor Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E).lb ■ I 27 0 0 2115 Wind Uplift(U)= 0 psi Load from 27,lb: 0 0 16386 3rd Fir Depth(Fd)= 0.00 fl Total,lb: 0 0 18501 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: ■ Overall Seg.(Lo).ft: 33.00 33.00 27 Wall Height(H1),ft: 10.75 27 Wall Height(H2),ft: 10.75 Trib.1,fl: 0.00 ■ Trib.2,8: 7.50 RN.Load(RL),lb: 200 Trib.1 Weight(Rw),pelt 15.00 Trib.2 Weight(Uw),psf: 81.00 Wall Weight(Ww),pet 16.00 Seismic.plt 561 =(21151b+16386/6)/33' Hfl0or . Mor(Seismic),ft-lb: 568106 = Mr(Seismic),B-Ih: 524692 (2115 16/33'Lo•H2)+(7638616/33'•Lo'(H1+y2tFd)) Mabove =(Rw•Td'b.1+Uw'nib.2+Ww'(H1+H2))'(Lo)^2/2+RUED HD(Seismic),Ib: 9138 =(Mot-(0.6-0.092),k1/Lo Holdown Capacity,lb: 10000 ■ HD Type: 7 15132'APA Rated Sheathing Shear critical,pit 561 Seg.1:'G'=10d At 3'o.c.edges,12"e.n,field ■ HD critical,lb: 9138 .40%increase for wind?: No Sheathing Layers: Single Concrete Anch.? Yes ■ Wall Type: G Holdown Types: Wall Capacity,pIF. 600 Seg.1:7'=5-10k Controlling HD Type: 7 Holdown Capacity.lb: 10000 ■ 3x Members req.: Yes 3rd Flaw Level 0.2Sds=1 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb 110 • 28 0 0 2068 Wind Uplift(U)= 0 psf Lead from 26,Ib: 0 0 16027 3rd Fir Depth(Fd)= 0.00 ft Total,lb: 0 0 18095 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: Overall Seg.(Lc),ft: 30.00 30.00 28 Wall Height(H1),fl: 10.75 28 Wall Height(1-12),ft: 10.75 . Trib.1,R 0.00 Tdb,2,ft: 4.75 Rin.Load(RL),Ib: 200 Trib.1 Weight(Rw),psf: .15.00 ■ Trib.2 Weight(Uw),psI1 81.00 Wag Weight(Ww),psf: 16.00 Seismic,plh. 603 =(20681b+1502716)/30' ■ Mor(Seismic),fl-Ib: 555657 =(2068/b/30 1_012).(1602716/30"Lo'(H1+H2+Fd)) HfloorMabove Mr(Seismic),ft-lb: 333938 =(Rw'Trib.1+Un''Trib.2+Ww'(111+H2))'(Lo)^2/2+RL'Lo HD(Seismic),lb: 12867 =(Mot-(0.6 S.092)'Mr)/Lc ■ Holdown Capacity,lb: 15000 HD Type: 8 15132'APA Rated Sheathing ■ Shear critical,pit 603 Seg.1:'H'=10d At 2"o.c.edges,12"oz.field HD critical,IS: 12867 40%increase for wind?: No Sheathing Layers: Single ■ Concrete Anch.? Yes Wall Type: H Holdown Types: Wall Capacity,pt: 770 Seg.1:'8'=10-15k Controlling HD Type: B • ■ Holdown Capacity,lb: 15000 3x Members req.: Yes a 111■ ■ ■ ■ 9570 SW Barbur Blvd Project Name Tigard Apartments • Project# 161 194 Art Suite One Hundred Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon 1111 Client AG Spanos Companies MILLER 1111 CONSULTING Phone 503.246.1250 Fax 503.246.1395 ELD ARL 9.28.2017 71 of 198 www.miller-se.com By Ck'd Date Page ■ ENGINEERS ■ • • 3rd Floor Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb 29 0 0 2150 Wind Uplift(U)= 0 psf ■ Load from 29,Ib: 0 0 16659 3rd FIr Depth(Fd)= 0.00 ft Total,Ib: 0 0 18809 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: ■ Overall Seg.(Lo),ft: 30.00 - 30.00 29 Wall Height(H1).ft 10.75 29 Wall Height(H2),ft 10.75 Trib.1,ft: 0.00 ■ Trib.2,ft 5.50 Rm.Load(RL),Ib: 200 Trib.1 Weight(Rw),psf: 15.00 Trib.2 Weight(Uw),pst 81.00 ■ Wall Weight(Ww),pst 16.00 Seismic,pe: 627 =(21501b+16659 lb)/30' or ■Mm(Seismic),ft-Ib: 577576 =(2150/b/30 Yo'H2)+(1665916/30'•Lo•(Hi+H2+Fe0) Ma Mabove Mr(Seismic).ft-Ib: 361275 =(Rw`Trib.1+Uw`Tdb.2+Ww 1H1+H2))`(Lo)^22+RL`Lo HD(Seismic),Ib: 13135 =/Mot-(0.6.0.092)"Mr)/Lo Holdown Capacity,Ib: 15000 ■ HD Type: 8 15132'APA Rated Sheathing Shear critical,pIE 627 Seg.1:'H'=1Dd At 2"0.5.edges,12"o.c.field HD critical,lb: 13135 . 40%increase for wind?: No Sheathing Layers: Single Concrete Anch.? Yes Wall Type: H Holdown Types: ■ Wall Capacity,pit 770 Seg.1:'8'=10-15k Controlling HD Type: 8 Holdown Capacity,Ib: 15000 ■ 3x Members req.: Yes 3rd Floor Level 0.25ds=I 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E).lb ■ 30 0 0 108 Wind Uplift(U)= 0 psf Load from 30,Ib: 0 0 837 3rd FIr Depth(Fd)= 0.00 ft Total,Ib: 0 0 945 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: • Overall Seg.(Lo).ft 4.08 4.08 30 Wall Height(H1),ft 10.75 30 Wall Height(H2),ft 10.75 . Trib.1,ft 0.00 Trib.2,ft 0.00 Rtn.Load(RL),Ib: 200 Trib.1 Weight(Rai),pst 15.00 ■ Trib.2 Weight(Uw),Int 81.00 Wall Weight(Ww),pet 16.00 Seismic,pit 232 =(108 Ib+83716)/4.08' . wl H/W,p0: 305 (includes Mc rano increases) Hfloor Mm(Seismic),ft-Ib: 29041 =(108 lb/4.08"o112)+(83716/4.08'•Lo•(Ht+12+Fd)) Mabove Mr(Seismic),8-Ib: 3685 =(Rw'Trib.1+Uw'Trib.2+Ww 1H1+H2))`(Lo)^22+RL•Lo HD(Seismic),Ib: 6654 =(Mot-(0.6-0.092)•Mr)/Lo Holdown Capacity,Ib: 10000 HD Type: 7 15/32'APA Rated Sheathing Shear critical,pit 305 Seg.1: =10d At 6'0.0,edges,12.o.o.field . HD critical,IS: 6654 140%increase for wind?: No Sheathing Layers: Single Concrete Anch.? Yes ■ Well Type: E Holdown Types: Wall Capacity,pit. 310 Seg.1:T=5-108 Controlling HD Type: 7 Holdown Capacity,lb: 10000 30 Members req.: No • ■ ■ ■ ■ ■ • 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 Suite One Hundred Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard,Oregon 1111 Client AG Spanos Companies MILLER Phone 503.246.1250 ■ CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 72 of 198 www.miller-se.com By Ck'd Date Page ENGINEERS 1111 ■ SI Building A Shearwalls 31-40 Shearwall Design #of ShearwaII Levels:3 Sheathing Thickness: 15/32 in I Typical Sheathing Nailing: 10d Nails (uno) I Wall (IBC 2306.3) Shearwalls in Use 1 Capacity(p8) IN Load Combination: Basic Load Combination: 0.6000.7E;0.660W Structure Information: ■ Wall WI.(Ww)= 8.00 psf Wag Type E 75132'APA Rated Sheathing w/70d At 6'o.c.edges,12'0.0.c field 310 I Roof Wt.(Rw)= 15.00 ps Wall Type F:15/32'APA Rated Sheathing w/10d A14' c.edges,12"o.0.field 460 Roof Wall Height= 10.75 ft Wall Type G:15/32'APA Rated Sheathing w/10d At 3"o.c.edges,12'o.c.field 600 5m Floor Depth= 0.00 ft ■ I 5th Flaw WL(Uw)= 27.00 psi 5th Floor Wall Height= 10.75 ft 4m Flow Depth= 0.00 ft IN I 4th Flow WL(Mw)= 27.00 psf 4th Floor Wag Height= 10.75 ft Wind Uplift(U)= 0.00 psf 0.2Sds= 0.13 (ultimate) ■ Roof Wall Line Marks Wind(Ib) Min.Wind(Ib)Seismic(lb) Stacks on: 31 4996 31 Seismic Wind 32 5628 32 Simpson Holdown and Anchors in Use;(Verify Fdn.Contig.w/Loads Listed in Catalog for Anchor Bolt Types) Capacity(Ib)Capacity(Ib) 33 5749 33 010 (No Holdown Required) 0 0 1111 34 4148 34 #1 Holdown Type 0-5k WI 5005 5000 35 5892 35 #2 Holdown Type 5-10k w/ 10000 10000 36 2203 36 ■ 37 2265 37 36 2566 38 39 2267 39 40 6819 40 #7 Holdown Type 5-10k w/ 10000 4040 ■ 11.8 Holdown Type 10-15k w/ 15000 4470 5th Flow Wall Line Marks Wind(Ib) Min.Wind(Ib)Seismic(ib) Stacks on: 31 5462 31 32 6154 32 111 33 6266 33 34 4535 34 35 6442 35 Sill Plate to Concrete Anchorage: 2x plate 3x min.plate ■ 36 2409 36 518 I"dia. anchor capacity(Ib)= 860 1070 37 2476 37 38 2805 38 39 2479 39 ■ 40 7456 40 Wall Type E:0.625'dia.anchors spaced at 46'o.6. 48"o.c. 4m Floor Wall Line Marks Wind(Ib) Min.Wind(Ib)Seismic(lb) Wall Type F:0.625"dia.anchors spaced at 36'oh. 45"o.c. ■ 31 3641 Wall Type G:0.625'dia.anchors spaced at 30 req. 34"o.c. 32 4102 33 4190 34 3023 ■ 35 36 4294 1606 37 1651 38 1870 ■ 39 1652 40 4970 (anchor spacing based from values from NDS using hem&and a 1.6 duration increase) ■ Roof Level Holdown to: floor below (PL 1/40300'-3'required) ■ ■ III ■ ■ ■ ■ ■ In 1111 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 1111 all Suite One Hundred Portland,OR 97219 III Location 8900-9000 SW Oak St.,Tigard,Oregon Client AG Spanos Companies MILLER III Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 73 of 198 www.miller-se.com By Ck'd Date Page ■ ENGINEERS ' ■ IN U Roof Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb ■ 31 I 0 I 0 I 4996 I Wind Uplift(U)=I Ind Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total L.ft: Overall Seg.(Lo),ft: 29.25 29.25 31 Wall Height(H1),ft: 10.75 ■ Trib.1,ft: 0.00 Rtn.Load(RL),Ib: 200 Trib.1 Weight(Rw),psf: 15.00 ■ Wall Weight(Ww),psf: 8.00 Seismic,plf: 171 =4996 lb/25.25' MoT(Seismic),ft-lb: 53707 =(499616/29.25'"Lo"H1) 0 ■ Mr(Seismic),ft-Ib: 42639 =(Trib.1"Rw+H1144w)"(Lo)"22+RL"Lo HD(Seismic),Ib: 1096 =(Mot-(0.6-0.092)"Mr)/Lo . Holdown Capacity,Ib: 5000 HD Type: 1 15/32'APA Rated Sheathing Shear critical,plf: 171 Seg.1:'E'=10d At 6"o.c.edges,12"o.c.field HD critical,Ib: 1096 140%increase for wind?: No Sheathing Layers: Single ■ Concrete Anch.? No Wall Type: E Holdown Types: Wall Capacity,pH: 310 Seg.1:'1'=0.5k with ■ Controlling HD Type: 1 Holdown Capacity,Ib: 5000 ', 3x Members req.: No . Roof Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb ■ 32 I 0 I 0 I 5628 I Wind Uplift(U)=I 0 last Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total L: Overall Seg.(Lo),ft: 33.08 33.08 I 32 Wall Height(H1),ft: 10.75 Trib.1,ft: 0.00 Rtn.Load(RL),Ib: 200 Trib.1 Weight(Rw),psf: 15.00 ■ Wall Weight(Ww),psf: 8.00 Seismic,plf: 170 =562810/33.08' Mor(Seismic),ft-lb: 60507 =(562815/33.08'"Lo"H1) 0 ■ Mr(Seismic),ft-lb: 53680 =(Trib.1"Rw+H1"Ww)"(Lo)^22+RL"Lo HD(Seismic),Ib: 1005 =(Mot-(0.6-0.092)"Mr)/Lo . Holdown Capacity,lb: 5000 HD Type: 1 15/32"APA Rated Sheathing ■ Shear critical,plf: 170 Seg.1:'E'=lad At 6"o.c.edges,12"o.c.field HD critical,Ib: 1005 140%increase for wind?: No Sheathing Layers: Single U Concrete Anch.? No Wall Type: E Holdown Types: Wall Capacity,pit 310 Seg.1:1'=0.5k with ■ Controlling HD Type: 1 Holdown Capacity,Ib: 5000 3x Members req.: No ■ ■ ■ ■ ■ ■ ■ ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161194 11111 Suite One Hundred Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon Client AG Spanos Companies MILLER Phone 503.246.1250 ■ CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 74 of 198 www.miller-se.com By Ck'd Date Page ENGINEERS ■ ■ U Roof Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(0),lb I 33 I 0 I 0 5749 I Wind Uplift(U)=I 0 psi Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total L: Overall Seg.(Lo),ft: 33.08 33.08 ■ 33 Wall Height(H1),ft 10.75 Trib.1,ft: 0.00 Rtn.Load(RL),Ib: 200 ■ Trib.1 Weight(Rw),psf: 15.00 Wall Weight(Ww),psf: 8.00 Seismic,plf: 174 =5749 lb/33.08' ■ Mor(Seismic),ft-lb: 61808 =(5749 lb/33.08'•Lo'H1) 0 Mr(Seismic),ft-Ib: 53680 =(Trib.1'Rw+H1'Ww)'(Lo)"2/2+RL'Lo HD(Seismic),Ib: 1044 =(Mot-(0.6-0.092)'Mr)/Lo 111 Holdown Capacity,Ib: 5000 HD Type: 1 15/32'APA Rated Sheathing ■ Shear critical,pif: 174 Seg.1:'E'=10d At 6"o.c.edges,12"0.0.field HD critical,Ib: 1044 i 40%increase for wind?: No ■ Sheathing Layers: Single Concrete Arch.? No Wall Type: E Holdown Types: ■ Wall Capacity,p8: 310 Seg.1:'1'=0-5k with Controlling HD Type: 1 Holdown Capacity,lb: 5000 3x Members req.: No ■ Roof Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb 74 I 0 i 0 I 4148 I Wind Uplift(U)=I 0 1psf Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total L: Overall Seg.(Lo),ft: 20.75 20.75 I ■ 34 Wall Height(H1),ft: 10.75 Trib.1,ft: 18.00 Rtn.Load(RL),Ib: 200 ■ Trib.1 Weight(Rw),psf. 15.00 Wall Weight(Ww),psf: 8.00 Seismic,pit 200 =4148 lb/20.75' ■ Mor(Seismic),ft-lb: 44591 =(4146 lb/20.75"Lo'H1) 0 Mr(Seismic),ft-Ib: 80790 =(7db.1'Rw+Ht'Ww)'(Lo)"2/2+RL'Lo HD(Seismic),Ib: 171 =(Mot-(0.6-0.092)*Mr)/Lo ■ Holdown Capacity,Ib: 5000 HD Type: 1 15132"APA Rated Sheathing ■ Shear critical,pif: 200 Seg.1:'E'=lad At 6"o.c.edges,12"o.c.field HD critical,Ib: 171 140%increase for wind?: No ■ Sheathing Layers: Single Concrete Anch.? No Wall Type: E Holdown Types: ■ Wall Capacity,p8: 310 Seg.1:•1'=0.5k with Controlling HD Type: 1 Holdown Capacity,Ib: 5000 ■ 3x Members req.: No ■ U ■ ■ ■ ■ ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161194 Suite One Hundred Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon • Client AG Spanos Companies ■ MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28,2017 75 of 198 www.miller-se.com By Ck'd Date Page ■ ENGINEERS U ■ Roof Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb 35 I 0 I 0 I 5892 I Wind Uplift(U)=I 0 Ipsf Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total L: Overall Seg.(Lo),ft 30.08 30.06 I ■ 35 Wall Height(H1),ft: 10.75 Trib.1,ft 0.00 Rm.Load(RL),Ib: 200 Trib.1 Weight(Rw),psf: 15.00 ■ Walt Weight(Ww),psf: 8.00 Seismic,plf: 196 =5892 lb/30.08' Mcr(Seismic),ft-Ib: 63346 =(5892 15/3 0.08'•Lo'Hl) 0 ■ Mr(Seismic),ft-lb: 44932 =(Trib.1"Rw+H1Ww)`(Lo)^22+RL*Lo HD(Seismic),Ib: 1347 =(Mot-(0.6-0.092)Mr)/Lo ■ Holdown Capacity,IS: 5000 HD Type: 1 15/32"APA Rated Sheathing ■ Shear critical,pif: 196 Seg.1:'E'=10d At 6"o.c.edges,12"o.c.field HD critical,Ib: 1347 40%increase for wind?: No 111Sheathing Layers: Single Concrete Anch.? No Wall Type: E Holdown Types: Wall Capacity,plt: 310 Seg.1:'1'=0.5k with ■ Controlling HD Type: 1 Holdown Capacity,lb: 5000 3x Members req.: No ■ Roof Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb 36 I 0 I 0 I 2203 I Wind Uplift(U)=I 0 Ipsf Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total L: Overall Seg.(Ln(,ft: 16.33 16.33 I 11136 Wall Height(H1),ft: 10.75 Trib.1,ft 19.00 Rtn.Load(RL),IS: 200 Trib.1 Weight(Rw),psf: 15.00 ■ Wall Weight(Ww),psf: 8.00 Seismic,pif: 135 =220316/16.33' Mol(Seismic),ft-Ib: 23687 =(2203 lb/16.33'"LoH1) 0 • Mr(Seismic),ft-IS: 52754 =(Trib.1"Rw+Hl"Ww)"(Lo)^22+RL"Lo HD(Seismic),IS: -191 =(Mot-(0.6-0.092)"Mr)/Lo . Holdown Capacity,IS: 0 HD Type: 0 15/32"APA Rated Sheathing 111Shear critical,pIft 135 Seg.1:'E'=104 At 6"o.c.edges,12"o.c.field HD critical,Ib: 0 40%increase for wind?: No 1.1Sheathing Layers: Single Concrete Anch,? No Wall Type: E Holdown Types: Wall Capacity,pH: 310 Seg.1:'0'no holdown required ■ Controlling HD Type: 0 Holdown Capacity,Ib: 0 3x Members req.: No ■ U ■ ■ ■ ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161194 ■ Suite One Hundred Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon Client AG Spanos Companies MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 76 of 198 www.miller-se.com By Ck'd Date Page ■ ENGINEERS ■ I 111 Roof Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb 37 I 0 10 I 2265 I Wind Uplift(U) 0 Ipsf Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total L: Overall Seg.(Lo),ft 15.00 15.00 I 37 Wall Height(H1),ft: 10.75 Trib.1,ft 6.00 Rtn.Load(RL),Ib: 200 Trib.1 Weight(Rw),pst 15.00 Wall Weight(Ww),pst 8.00 Seismic,pif: 151 =226516/15' 111 Mo-r-(Seismic),ft-Ib: 24349 =(22651b/15'41°4141) 0 Mr(Seismic),ft-Ib: 22800 =(Tnb.f'Rw+H1'Ww)*(Lo)42/2+RL'Lo HD(Seismic),Ib: 851 =(Mot-(0.6-0.092)*Mr)/Lo ■ Holdown Capacity,lb: 5000 HD Type: 1 15/32"APA Rated Sheathing . Shear critical,pif: 151 Seg.1:'F=10tl At 6"o.c.edges,12"o.c.field HD critical,ib: 851 140%increase for wind?: No Sheathing Layers: Single Concrete Anch.? No Wall Type: E Holdown Types: Wall Capacity,pit 310 Seg.1:'I'=0-5k with 111 Controlling HD Type: 1 Holdown Capacity,Ib: 5000 3x Members req.: No al Roof Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb I I 38 I 0 I 0 I 2566 j Wind Uplift(U)=I 0 Ipsf Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total L: Overall Seg.(Lo),ft: 14.17 14.17 I 38 Wall Height(H1),ft: 10.75 Trib.1,ft: 17.00 Rtn.Load(RL),Ib: 200 Trib.1 Weight(Rw),pst 15.00 Wall Weight(Ww),psf: 8.00 Seismic,pit 181 =256615/14.17' 1111 MOT(Seismic),ft-lb: 27578 =(25661b/14.17"Lo'H1) 0 Mr(Seismic),ft-lb: 37052 =(Trib.1'Rw+H1'Ww)*(Lo)"2/2+RL'Lo HD(Seismic),Ib: 618 =(Mot-(0.6-0.092)'Mr)/Lo Holdown Capacity,Ib: 5000 HD Type: 1 15/32"APA Rated Sheathing I Shear critical,pif: 181 Seg.1:'E'=104 At 6"o.c.edges,12"o.c.field HD critical,Ib: 618 40%increase for wind?: No Sheathing Layers: Single Concrete Anch.? No Wall Type: E Holdown Types: Wall Capacity,pit 310 Seg.1:'1'=6-5k with Controlling HD Type: 1 Holdown Capacity,ib: 5000 3x Members req.: No I I 1 I I� a a 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 Suite One Hundred Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard,Oregon 11111 Client AG Spanos Companies MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 77 of 198 www.miller-se.com By Ck'd DatePage ENGINEERS N I Roof Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb 39 1 0 I 0 1 2267 I Wind Uplift(U)=I 0 Ipsf Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total l: Overall Seg.(Lo),ft 1250 12.50 I 39 Wall Height(H1),ft: 10.75 1111 Trib.1,ft: 3.50 Rtn.Load(RL),Ib: 200 Trib.1 Weight(Rw),psi: 15.00 1 Wall Weight(Ww),psf: 8.00 Seismic,plf: 181 =2267lb/12.5' Mol(Seismic),ft-lb: 24370 =(2267/b/12.5"Lo`-I1) 0 1 Mr(Seismic),ft-Ib: 13320 =(Trib.1'Rw+H1141w)*(Lo)^2/2+RL*Lo HD(Seismic),Ib: 1408 =(Mot-(0.6-0.092)'Mr)/Lo ■ Holdown Capacity,Ib: 5000 HD Type: 1 15/32"APA Rated Sheathing Shear critical,plf: 181 Seg.1:'E'=10d At 6"o.c.edges,12"o.c.field HD critical,ib: 1408 40%increase for wind?: No Sheathing Layers: Single Concrete Anch.? No Walt Type: E Holdown Types: Wall Capacity,plt 310 Seg.1:'1'=0-5k with I Controlling HD Type: 1 Holdown Capacity,IS: 5000 3x Members req.: No I Roof Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb 40 I 0 I 0 I 6819 I Wind Uplift(U)=-1 0 Ipsf I Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total L: Overall Seg.(Lo),ft: 32.33 32.33 I 40 Wall Height(H1),ft: 10.75 Trib.1,R: 0.00 Rtn.Load(RL),Ib: 200 Trib.1 Weight(Rw),psf: 15.00 Wall Weight(Ww),psf. 8.00 Seismic,plf: 211 =6819 lb/32.33' Mor(Seismic),ft-Ib: 73312 =(6819 lb/32.33"Lo'H1) 0 S Mr(Seismic),ft-lb: 51421 =(Trib.l"Rw+H1'Ww)'(Lo)^2/2+RL'Lo HD(Seismic),Ib: 1459 =(Mot-(0.6-0.092)'Mr)/Lo Holdown Capacity,Ib: 5000 HD Type: 1 15/32"APA Rated Sheathing Shear critical,plf: 211 Seg.1:'E'=113d At 6"o.c.edges,12"o.c.field111111. HD critical,Ib: 1459 40%increase for wind?: No Sheathing Layers: Single11/ Concrete Anch.? No Wall Type: E Holdown Types: Wall Capacity,plf: 310 Seg.1:'1'=0.58 with11 Controlling HO Type: 1 Holdown Capacity,ib: 5000 3x Members req.: No N N N I S N S S 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161194 Suite One Hundred Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon Client AG Spanos Companies MILLER Phone 503.246.1250 5 CONSULTING Fax 503.246.1395ELD ARL 9.28.2017 78 of 198 www.miller-se.com By Ck'd Date Page ENGINEERS 5 N a 111 5th Floor Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb 31 0 0 5462 Wind Uplift(U)= 0.00 pst 11/ Load from 31,Ib: 0 0 4996 3rd Fir Depth(Fd)= 0.00 9 Total,lb: 0 0 10458 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: U Overall Seg.(Lo),ft 29.25 29.25 I 31 Wall Height(H1),ft: 10.75 31 Wall Height(H2),ft 10.75 Tdb.1,ft 0.00 Diaphragm amp 1.15 STdb.2,ft 5.50 00 285 pitRN.Load(RL),IS; 200 215 plf Tdb.1 Weight(Rw),pot: 15.00 No collector req'd Tdb.2 Weight(Ow),pst 27.00 Wall Weight(Ww),psE 8.00 Seismic,pit: 358 =(5462 lb+499616)/29.25' U Mor(Seismic),ft-Ib: 166131 Mr(Seismic),ft-Ib: 142954 =(5(54 62 16/29.25 1.e'H2)*(499616/29.25'`Lc'(Hit H2+Ftl)) =(Rw'TIM.1+Uw'7db.2+Ww.(H1+H2))'(Lo)^2/2+RL Ln HD(Seismic),IS; 3197 =(Mot-(0.6-0.092)'Mr)/Le Holdown Capacity,Ib: 5000 111111 HD Type: 1 15/32'APA Rated Sheathing Shear critical,pit 358 Seg.1:'F'=10d At 4"o.e.edges,12"o.c.field HD critical,lb: 3197 .40%increase for wind?: No Sheathing Layers: Single Concrete/inch.? No Wall Type: F Holdown Types: Wall Capacity,PIF. 460 Seg.1:'i'=0-56 with Controlling HD Type: 1 Holdown Capacity,ib: 5000 U 30 Members req.: Yes 5th Floor Level 0.2Sds=I 0.092 I 1 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb 32 0 0 8154 Wind Uplift(U)= 0 psi Load from 32,IS; 0 0 5628 3rd Fir Depth(Fd)= 0.00 0 Total,lb: 0 0 11782 11111 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lc: Overall Seg.(Lo),ft: 33.06 33.08 32 Wall Height(H1),ft 10.75 32 Wall Height(H2),ft 10.75 1111 Tdb.1,ft: 0.00 Diaphragm amp 1.15 Trib.2,fl: 7.5 285 plf RN.Load(RL),Ib: 200 v 214 ph` 1111Tdb.7 Weight(Rw),pat 15.00 No collector req'd Tdb.2 Weight(Ow),ps1: 27.00 Wall Weight(We),Psi: 8.00 . Seismic,plf: 358 =(6154/b+562816)/33.68' IIIMol(Seismic),ft-Ib: 187176 =(61541b/33.08•Lo N2)+(562816/33.08"Lo•(Ht+H2+Fp) Mr(Seismic),ft-lb: 211563 =(Rw'Tn'b.1+Uw"Mb.2+Ww 1H1+H2))'(Lo)^2/2+RUED HD(Seismic),Ib: 2409 =(Mot-(0.6-0.092)14V Lo U Holdown Capacity,ib: 5000 HD Type: 1 15/32'APA Rated Sheathing Shear critical,plf: 356 Seg.1:'F.=10d At 4"e.n,edges,12"o.e.field Ill HD critical,113: 2409 r40%increase for wind?: No _ Sheathing Layers: Single a Concrete Anch.7 No Wall Type: F Holdown Types: Wall Capacity,eft. 460 Seg.1:'1'=0.56 with Controlling HD Type: 1 U Holdown Capacity,Ib: 5000 36 Members req.: Yes 11111 a U a a U a 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 • Ell Suite One Hundred Portland,OR 97219 III Mk Location 8900-9000 SW Oak St.,Tigard,Oregon Client AG Spanos Companies MILLER111 Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 79 of 198 www.miller-se.com By Ck'd Date Page III ENGINEERS _ a a ■ 5th Floor Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb 1 33 0 0 6286 Wind Uplift(U)= 0 psi 5 Load from 33,Ib: 0 0 5749 3rd Fir Depth(Fd)= 0.00 ft Total,lb: 0 0 12035 Segment 1 Segment Segment 3 Segment Segment 5 Total La: Overall Seg.(Lo).ft 33.08 33.08 I • 33 Wall Height(H1),it 10.75 33 Wall Height(H2),ft 10.75 Tdb.1,ft 0.00 Diaphragm amp 1.15 Tdb.2,ft: 5 vc 285 pN 1111 Rtn.Load(R14,Ib: 200 219 p/f Tdb.1 Weight(Rw),psi: 15.00 No collector req'd Tdb.2 Weight(Ow),pot 27.00 • Wall Weight(Ww).pet 8.00 Seismic,plf: 364 =(6286 10+57491b)/33.08' MOT(Seismic),ft-Ib: 191197 =(628616/33.08'Lo'H2)+(574915/33.08''Lo'(H1+H2+Fd)) 5 Mr(Seismic),ft-Ib: 174623 =(Rw'Tdb.1+Uw`Tdb.2+Ww"(H1+H2))`(Lo)"2/2+RL'Lo HD(Seismic),Ib: 3098 =(Mel-(0.6-0.092)"M)/Lo Holdown Capacity,Ib: 5000 III Type: 1 15/32'APA Rated Sheathing Shear critical,pit 364 Seg.1:'P=10d At 4"c.c.edges,12"o.e.field HD critical,lb: 3098 • ,40%increase for wind?: No Sheathing Lapels: Single Concrete Anch.? No III Type: F Holdown Types: Wall Capacity,pe: 460 Seg.1:'1'=0-5k with Controlling HD Type: 1 , Holdown Capacity,Ib: 5000Ili 3x Members req.: Yes 5th Floor Level 0.2Sde=i 0.092 1 Wall Line Wind(W),lb Min.Wind,lb Seismic(6),lb 5 1 34 0 0 4535 Wind Uplift(U)= 0 psf Load from 34,Ib: 0 0 4148 3rd Fir Depth(Fd)_ 0.00 ft Total,lb: 0 0 6683 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: III Overall Seg.(Lo),ft: 20.75 20.75 I 34 Wall Height(H1),ft: 10.75 34 Wall Height(1-12),ft 10.75 ■ Tdb.1,ft 18.00 Diaphragm amp 1.15 Tdb.2.0: 3.5 ve 285 p/f , RM.Load(RL),Ib: 200 v 251 p/f Trib.1 Weight(12w),pat 15.00 No collector req'd . Tdb.2 Weight(Uw),est: 27.00 Wall Weight(55w).pet 8.00 Seismic,p8: 418 =(453515+4148 lb)/20.75' III Mor(Seismic),ft-Ib: 137933 =(4 535 16/20.75"Lo'H2)+(4148lb/20.75'16gH1+H2+Fd)) Mr(Seismic),ft-Ib: 119648 =(Rw Tdb.1+l/w`Tdb.2+1490'(H1+H2))"(Lo)"22+RL"Lo HO(Seismic),Ib: 3718 =(Mot-(0.6-0.092)'M)/to ■ Holdown Capacity,IS: 5000 HD Type: 1 15/32"APA Rated Sheathing Shear critical,plt 418 Seg.1:'F'=1od At 4"me,edges,12'o-n,field 5 HD critical,lb: 3718 :40%increase for wind?: No Sheathing Layers: Single Concrete Anch.? No • Wall Type: F Holdown Types: Wail Capacity,p8: 460 Seg.1:'1'=0-51 with Controlling HD Type: 1 IIIHoldown Capacity,Ib: 5000 30 Members req.: Yes a III 1 la a I a I 9570 SW Barbur Blvd Project Name Tigard Apartments - Project# 161 194 III One Hundred 0 Portland,OR 97219 8900-9000 SW Oak St.,Tigard, Ore on Illi Location g g III Client AG Spanos Companies MILLER Phone 503.246.1250 5 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 80 of 198 www.miller-se.com By Ck'd Date Page ENGINEERS III I 111 ■ 5th Floor Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb 35 0 0 6442 Wind Uplift(U)= 0 psf . 1111/ Load from 35,Ib: 0 D 5892 3rd Flr Depth(Fd)= 0.00 ft Total,lb: 0 0 12334 Segment l Segment Segment 3 Segment 4 Segment 5 Total Lo: . Overall Seg.(Lo).ft 30.08 30.08 I 35 Wall Height(H1),ft 10.75 35 Wall Height(1-12),ft: 10.75 Trib.1,It 0.00 Diaphragm amp 1.15 ■ Trib.2,ft: 4.50 vc 285 pd Rtn.Load(RL),Ib: 200 246 pit Trib.1 Weight(Rw),pst: 15.00 No collector req'd Trib.2 Weight(Uw),psi: 27.00 . Wall Weight(Ww).pst 8.00 Seismic,p0 410 =(644215+5892/6)/30.08' a MOT(Seismic),ft-lb: 195951 Mr(Seismic),ft-lb: 138826 =(644215/3 0.08"Lo'H2)+(5892 fb/30.08"Lo'(H1+H2+Fd)) =(Rw"Trib.1+Uw"Tnb.2+Ww"(H1+H2))"(Lo)^22+RL"Lo HD(Seismic),IS: 4169 =(Mot-(0.6-0.092)"Mr)/Lo Holdown Capacity,Ib: 5000 III HD Type: 1 15132"APA Rated Sheathing Shear critical,pit 410 Seg.1:'F=lDd At 4"o.c.edges,12"o.o.field HD critical,Ib: 4169 III :40%increase for wind?: No Sheathing Layers: Single Concrete Anch.? No Wall Type: F Holdown Types: Wall Capacity.et460 Seg.1:'1'=0.5k with Controlling HD Type: 1 Holdown Capacity,Ib: 5000 ■ 3x Members req.: Yes 5th Floor Level 0.2Sds=I 0.092 1 1111 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb I 36 0 0 2409 Wind Uplift(U)= 0 pst Load from 36,Ib: 0 0 2203 3rd Mr Depth(Fd)= 0.0D ft Total,lb: 0 0 4612 111 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: Overall Seg.(Le),ft: 16.93 16.33 36 Wall Height(H1),ft: 10.75 36 Wall Height(52),ft: 10.75 1111 Trib.1,ft 19.00 Diaphragm amp 1.75 Tdb.2,ft: 3.50 285 ply RN.Load(RL),Ib: 200 170 Of 11/ Trib. 1 Weight(Rw),pst. 15.00 No collector req'd Tdb.2 Weight(Ow),est 27.00 Wall Weight(Ww),psi: 8.00 Seismic,pit: 282 =(240916+220315)116.33' alMm(Seismic),Mb: 73276 =(2409 lb/16.33"Lo H2)+(2203 15 118.33'"Lo"(H1+H2+Fd)) Mr(Seismic),Mb: 76831 =(Rw'Trib.1+1.1w"Trib.2+Ww"(H1+H2))"(Lo)^22+RL"Lo HD(Seismic),IS: 2097 =(Mot-(0.6.0.092)-Mr)/Lo . Holdown Capacity,lb: 5000 HD Type: 1 15132°APA Rated Sheathing IIIShear critical,pit 282 Seg.1:'E'=7Dd At 6"ex.edges,12"ac.field HD critical,lb: 2097 140%increase for wind?: No Sheathing Layers: Single ■ Concrete Anch.? No Wall Type: E Holdown Types: Wall Capacity,pIt 310 Seg.1:'1'=0-5k with Controlling HO Type: 1 . Holdown Capacity,Ib: 5000 3x Members req.: No 1111 IN 1111 III III Ill 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161194 IIIat One Hundred Portland,OR 97219 MILocation 8900-9000 SW Oak St.,Tigard,Oregon at Client AG Spanos Companies MILLER 1111 Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 81 of 198 www.miller-se.com By Ck'd Date Page ■ ENGINEERS S a ■ 5th Floor Level 0.25d5= 0.092 Wail Line Wind(W),lb Min.Wind,lb Seismic(E),lb 37 0 0 2476 Wind Uplift(U)= 0 psf Load from 37,Ib: 0 0 2265 3rd Fir Depth(Fd)= 0.00 ft Total,Ib: 0 0 4741 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: Overall Seg.(Lo),ft 15.00 15.00 37 Wet Height(H1),ft 10.75 37 Wall Height(1-12),ft 10.75 Trib.1,ft 6.00 Diaphragm amp 1.15 1111Trib.2,ft: 12.00 vc 285 p1f Rtn.Load(RL),Ib: 200 v 190 p/f Trib.1 Weight(Rw),pst 15.00 No collector req'd Trib.2 Weight(Uw),pet 27.00 ■ Wall Weight(Ww).pst 8.00 Seismic,pit 316 =(2476/b+226515)/15' Mm(Seismic),ft-Ib: 75315 =(24751b/15`Lo112)+(226516/tO 1o"(Ht+H2+Fd)) Mr(Seismic),ft-Ib: 68925 =(Rw'Trib.1+Uw`Trib.2+Wee 1H1+H2))`(Lo)"212+RL`Lo HD(Seismic),Ib: 2687 =(Mot-(0.5-0.092)`M)/Lo Holdown Capacity,Ib: 5000 ■ HD Type: 1 15/32'APA Rated Sheathing Shear critical,pit 316 Seg.1:'F=10d At 4"o.c.edges,12"o.c.field HD critical,ib: 2687 i 40%increase for wind?: No Sheathing Layers: Single Concrete Anch.? No ■ Wall Type: F Holdown Types: Well Capacity,piP 460 Seg.1:'1'=0-5k with Controlling HD Type: 1 Holdown Capacity,IS: 5000 3x Members req.: No 5th Floor Level 0.2Sds=I 0.092 I Wan Line Wind(W).lb Min.Wind,lb Seismic(E),lb ■ 38 0 0 2805 Wind Uplift(U)= 0 pst Load from 38,Ib: 0 0 2566 3rd Fir Depth(Fd)= 0.00 ft Total,Ib: 0 0 5371 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: Overall Seg.(Lo),ft 14.17 14.17 I 38 Wall Height(Ht),ft: 10.75 38 Wall Height(H2),ft 10.75111 Trib.1,ft 17.00 Diaphragm amp 1.15 Trib.2,ft: 3.00 cc 285 pn Rtn.Load(RL),Ib: 200 v 228 plf ■ Trib.1 Weight(Rw),pst 15.00 No collector read Trib.2 Weight(Ow).pet 27.00 Wall Weight(Ww).psf. 8.00 Seismic,pit 379 =(28051b+2566/6)/14.17' 111 Mm(Seismic),ft-Ib: 85303 =(2805 16/14.17'Lo"H2)+(2566/6/14.1T Lo`(H1+H2+Fd)) Mr(Seismic),ft-Ib: 53810 =(Rw`Trib.1+Uw'Tdb.2,Ww")H1+H2))`(Lo)"22+RLLo HD(Seismic).Ib: 4092 =(Mot-(0.6-0.092)"M7/Lo ■ Holdown Capacity,Ib: 5000 HD Type: 1 15132"APA Rated Sheathing ■ Shear critical,plt 379 Seg.1:'F=104 At 4"o.e.edges,12"0.e.field HO critical,Ib: 4092 40%increase for wind?: No Sheathing Layers: Single 1111Concrete Anch.? No Wan Type: F Holdown Types: Wall Capacity.pit 460 Seg.1:'1'=0-56 with Controlling HD Type: 1 1111Holdown Capacity,Ib: 5000 30 Members req.: Yes ✓ ✓ ■ ✓ ' ■ ■ r 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 ■ Suite One Hundred Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon ■ Client AG Spanos Companies MILLER Phone 503.246.1250 a CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 82 of 198 www.miller-se.com By Ck'd Date Page ENGINEERS • r . ■ 5th Floor Level 0.2Sds= 0092 Walt Line Wind(W),lb Min.Wind,lb Seismic(E),lb ■ I 39 0 0 2479 Wind Uplift(U)= 0 psf Load from 39,lb: 0 0 2267 3rd Fir Depth(Fd)= 0.00 It Total,lb: 0 0 4746 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total La: ■ Overall Seg.(Lo),ft: 12.50 12.50 39 Wall Height(H1),ft 10.75 39 Wall Height(H2),ft: 10.75 Trib.1,ft: 3.50 Diaphragm amp t.15 ■ Trib.2.ft 3.50 vc 285 p1t RM,Load(RL),Ib: 200 228 p0 Trib.1 Weight(Rw),pst: 15.00 No collector req'd ■ Trib.2 Weight(Uw),pet 27.00 Wall Weight(Ww),psf: 8.00 Seismic,pit 380 =(2479 lb+2267lb)/12.5' ■ Mar(Seismic),ft-Ib: 75390 Mr(Seismic).ft-lb: 27422 =(24 79 16/12.5 1,1-(2)*(22671b/72.5•Lo'(H7+H2+Fd)) =(Rio'Tr76.1+the"7,15 2+Ww"(H1+H2))•(Lo)^2/2+RLYo HD(Seismic),Ib: 4917 =(Mot-(0,6-0.092)'M0/Lo Holdown Capacity,lb: 5000 ■ HD Type: 1 15732"APA Rated Sheathing Shear critical,pit: 380 Seg.1:'F=10d At 4"c.c.edges,12"o.c,field HD critical,lb: 4917 1111 40%increase for wind?: No Sheathing Layers: Single Concrete Mob.? No Wall Type: F Holdown Types: Wall Capacity,pit 460 Sag.1:'1'=0-5k with Controlling HD Type: 1 Holdown Capadly,Ib: 5000 . 30 Members req.: Yes 5th Floor Level 0.2Sds=I 0.092 Wall Line Wind(W).lb Min.Wind,lb Seismic(E),lb 1111 40 0 0 7456 Wind Uplift(U)= 0 pet Load from 40,It: 0 0 6819 3M Flr Depth(Fd)= 0.00 ft Total,lb: 0 0 14275 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lw Overall Seg.(Lo(,ft: 32.93 32.33 40 Wall Height(H1),ft: 10.75 40 Well Height(H2),ft: 10.75 ■ Trib.1,It 0.00 Diaphragm amp 1,15 Trib.2,ft 0.00 295 p6 Rtn.Load(RL),ib: 200 265 plf Trib.1 Weight(Rw),psf: 15.00 No collector req'd Tdb.2 Weight(Uw),pet 27.00 Wall Weight(Ww),pot: 6.00 Seismic,pit 442 =(7456/6+6619/b)/32.33' ■ NI,(Seismic),ft-Ib: 228784 =(7456/b/3233"Lo'H2)+(681916/3233'"Lo'(H1+H2+Fc0) Mr(Seismic),ft-Ib: 96375 =(Rw•Tdb.1+Ile''Tu'b.2+Ww"(H1+112))"(Lo)02/2+RL"Lo HD(Seismic),IS: 5500 =(Mot-(0.6.5.0921M6/Lo ■ Holdown Capacity,Ib: 10000 HD Type: 2 15/32'APA Rated Sheathing ■ Shear critical,pit: 442 Seg.t:'F'=10r1 At 4"c.c.edges,12"c.c.field HD critical,lb: 5500 40%increase for wind?: No Sheathing Layers: Single ■ Concrete Anch.? No Wall Type: F Holdown Types: Wall Capacity,p0: 460 Seg.1:'2'=5-10k with Controlling HD Type: 2 . Holdown Capacity,Ib: 10000 3x Members req.: Yes . . r ■ . 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 .111 Suite One Hundred Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon • Client AG Spanos Companies MILLER r Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 83 of 198 www.miller-se.com By Ck'd DatePage ENGINEERS ■ ■ 4th Floor Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb 31 0 0 3941 Wind Uplift(U)= 0 psf Load from 31,Ib 0 0 5462 3rd Floor Depth(F3)= 0.00 ft Load from 31,Ib 0 0 4996 2nd Floor Depth(F2)=. 0.00 ft Total.lb 0 0 14099 Segment l Segment 2 Segment 3 Segment4 Segment 5 Total L. Overall Seg.(10),ft 2925 29.25 I 31 Wall Height(H 11,0 10.75 31 Wall Height(H2),ft 10.75 31 Wall Height(113),ft 10.75 Trib.1,ft, 0.00 Trib.2.ft 5.50 Trib.3,IL 5.50 Rtn.Load(RL).lb 0 Trib.1 Weight(Rw),psf 15.00 Tiff.2 Weight(Ow),pat 27.00 Trib.3 Weight(Mw).psf 27.00 Wall Weight(Ww),psf 8.00. ■ Seismic.pit 482 =(364116+4996/6+546216)129.25' Mor(Seismic).9-b 317695 =(364115/29.25 1.o'H3)+(546216/2g.25'2o•(612+N3+62))+(4996@/29.25'"Lo"(H1+H2+H3+F2+F3)) Mr(Seismic),6-Ib 200629 =(Rw"Tdb.1+Uw'TniS.2+Mw'Trib.3+Ww'(611+H2+H3S'(3.o)'22+RL'Lo 1111HO(Seismic).lb 7377 =(Mol-(0.6.O.092)'M)/co Holdown Capacity.lb 10000 HD Type: 7 15/32"APA Rated Sheathing ■ Shear critical,plf: 482 Seg.1:'5'=104 At 3"o.c.edges,12'o.c.field HD critical,IS: 7377 e 40%increase for wind? No Sheathing Layers Single Concrete Anch.7 Yea Wall Type: I3 Holdown Types: Wall Capacity,pl1 600 Seg.1:7=5-10k Controlling HO Type: 7 ■ Holdown Capacity,lb 10003 30 Members req. Yes 401 Floor Level 0.2Sds=1 0.092 1 ■ Wall Lure Wind(WI,lb Min.Wind,lb Seismic(E),lb 32 0 0 4102 Wind Uplift(U)= 0 psf Load from 32,lb 0 0 6154 3rd Floor Depth(F3)= 0.00 ft Load from 32,lb 0 0 5628 2nd Floor Depth(F2)= 0.00 5 Total,lb 0 0 15884 111 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: Overall Seg.(Lo).ft 33.08 33.06 1 32 Wag Height(H1).ft. 10.75 S2 Well Height(142),ft 10.75 32 Wall Height(H3).ft 10.75 Tdb.I,fl 0.00 Trib.2,ft 7.50 Trib.3,fin 7.50 Rin.Load(RL),lb 20D Trib.1 Weight(Rw),psf 15.00 Trib.2 Weight(Uw),psi 27.00 . Trib.3 Weight(Mw),psf 27.00 Wall Weight(Ww),pet 8.00 Seismic,elf 480 =(410216+5623/b+6/5416)/33.06' ■ Moi(Seismic),odb 357947 =(4102 lb/3308 1.o643)+(61541b/3109'"L6'(H2+H3+F2))+(56291b/33.06"Lo"(H1+H2+H3+F2+F3)) Mr(Seismic),04b 322382 =(Rw'TrIb.1+Llw 115.20 Mw Trill 3+Ww'(H1+H2+H3))"(La)622+RLRo HD(Seismic),lb 5569 =(Mot'(0.641.092)'M)/L0 Holdown Capacity,lb 10000 ■ HD Type: 7 15/32'APA Rated Sheathing Shear critical,pg. 480 Seg.1:'O'=10d At 3"5.c.edges,Ir c.c.field HO critical,IS: 5869 e 40%increase for wind? No Sheathing Layers Single Concrete Anch.? Yee Wall Type: O Holdown Types: Wall Capacity,p8 630 Seg.1:7=5-10k Controlling HD Type: 7 Holdown Capacity,lb 10330 3a Members req. Yes . ■ ■ ■ ■ ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 ■ Suite One Hundred Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon Client AG Spanos Companies MILLER Phone 503.246.12501111 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 84 of 198 www.miller-se.com By Ck'd Date Page ■ ENGINEERS 11 ■ 4th Floor Level 0.2Sds= 5.092 Wall Line Wind(N/),lb Mn.Wind.lb Seismic(E).lb I 33 0 0 4190 Wind Uphft(U)= 0 pet IIILoad from 33,lb 0 0 6288 3rd Floor Depth(F3)= 0.00 9 Load from 33,lb 0 0 5749 2nd Floor Depth(F2)= 0.00 6 Total,@ D 0 16225 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: II Overall Seg.(Lo).ft 33.08 33.08 33 Wap Height(H1),II, 10.75 33 Well Height(H2),M1 10.75 33 Wall Height(13),ft 10.75 IIII Tdb.1,ft 0.00 Tdb,2,0 5.03 Tr3.3,ft 5.00 Rin.toad(RL),lb 200 ■ Tdb.1 Weight(Rw),pat 15.00 Tdb.2 Weight(Uw),psf 27.00 Tdb.3 Weight(Mw).psf 27.00 Wap Weight(Ww),pat 8.00 111 Seismic pit 490 =(419016+5749 @+6286 lb)/33.08' 001(Seismic).ft-lb 365634 =(4130 lb/3308 1.9'113)+(6286 lb/33.08.2o'(H2+H3+F2))+(5749@/33.06.1o'(H1+H2+H3+F2+F3)) Mr(Seismic).6-Ib 248503 =(Rw'b.1+Uw'Tr)b.2+Mw'Trib.3+Ww'(H7+H2+H3))'(Lo)"22+RL'Ln IN HO(Seismic),@ 7236 =(Mof-(0.6-0.092)'M)/La Holdown Capacity,lb 10000 HD Type: 7 15432"APA Rated Sheathing ■ Shear cdt{cal,pH: 490 Seg.1:'G'=104 Ata'o.o.edges,12.o.c.field HD crtlinl,lb: 7236 e 40%increase for wind? No Sheathing Layers Single . Concrete Anch.? Yes Wall Type. G Holdown Types: Wall Capacity,pit 600 Seg.1:T=5.100 Controlling HD Type: 7 ■ Holdown Capacity lb 10000 3x Members req. Yes 4th Floor Level 0.2Sds=I 0.092 . Well Line Wind(W),lb Min.Wind.lb Seismic(E),lb I 34 0 0 3023 Wind Uplift(U)= 0 psf Load from 34,lb 0 0 4535 3rd Floor Depth(F3)= 0.00 ft Load from 34.@ 0 0 4148 2nd Floor Depth(F2). 0.00 ft 11111 Total,lb 0 0 11706 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total La Overall Seg.(Lo),ft 20.75 20.75 I 34 Wall Height(H1),It 10.75 ■ 34 Well Height(H2),5 10.75 34 Wall Height(H3),ft 10.75 Tdb.1,ft 16.00 Tdb.2.ft 3.50 ■ Tdb.3,5 3.50 Rtn.Load(RL),lb 200 Tdb.1 Weight(Rw).pat 15.00 , Tdb.2 Weight(Uv),psi 27.00 ■ Tdb.3 Weight(Mw),pst 27.03 Wall Weight(WM),psf 6.00 Seismic,pit 564 =(3023 I14+4148lb0453516)/20.75 . Mor(Seismic),ft-Ib 263773 =(3023!6/20.75•Lo•H3)+(4535@720.75"Lo•(H2+H3+F2/)+(4748@/20.75"Lo'(HtnH2+H3+F2«F3)) Mr(Seismic),6-lb 139992 =(Re'Tnb.1+Uw•T,tb.2+Me.•Tn'b.3+Ww'(H1+H2+H3))7Lo)"22+RL'Lo HO(Seismic).lb 0205 =(Mot-(0.6-0.092)'Mi)/Lo Holdown Capacity,lb 10000 . HD Type: 7 15132'APA Rated Sheathing Shear cr6ioal,p8: 564 Seg.1:'G1=10d At 3'o.c.edges,12'o.c.field HD critical,ib: 9285 . e40%increase for wind? No Sheathing Layers Single Concrete Anoh.? Yes . Wall Type: G Holdown Types: ■ Wall Capacity,p8 600 Seg.1:7' 5-100 Controlling HD Type: 7 Holdown Capacity,@ 10000 3x Members req. Yes IN ■ II ■ i ■ II ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161194 III Et Suite One Hundred Portland,OR 97219 la Location 8900-9000 SW Oak St.,Tigard, Oregon • Client AG Spanos Companies MILLER III Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELDARL 9.28.2017 85 of 198 www.miller-se.com By Ckd' Date Page . ENGINEERS ■ s ■ 4th Floor Level 0.25ds= 0.092 Wall Line Wind(W),lb Mm.Wind.lb Seismic(E).lb ■ 35 0 0 4294 Wind Uplift(U)= 0 pst Load from 35,lb 0 0 6442 3rd Floor Depth(F3). 0.00 ft Load from 35,lb 0 0 5892 2nd Floor Depth(F2)= 0.00 ft Total,lb 0 0 16528 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lot Overall Seg.(Lo),ft 30.08 30.08 1 35 Wall Height(01),ft 10,75 35 Wall Height(H2),ft 10.75 35 Wan Height(13),ft 10,75 ■ Trib.1,ft 0.00 Trib.2.ft 4.50 Trib.3,IL 4,50 RIn,Load(RL).lb 200 Trib.1 Weight(Rw),pat 15.00 Trib.2 Weight(11w),psf 27.00 Tdb.3 Weight(Mw),pet 27.00 Wall Weight(Ww),psi. 8,00 1111Seismic,pit 553 =(4294 lb+589210+644216)/30,08' Mor(Seismic),ft-ib 374722 =(4204 lb/30.08"Lo'H3)+(6442 Obi 30.08'1o'(H2+H3+F2))*(589216/30.08'l_e(HI.H2+H3+F2+F3)) Mr(Seismic),540 193808 =(OW'Trib.10(An'Tr10.2+Mw'Trib.3+Ww'(H1+H2*H3))'(Lo)"22+RL'Lo ■ HD(Seismic),lb 9183 =(Mol-(0.6-0.092)'40/Lo Holdown Capacity,lb 10005 HD Type: 7 15)32'APA Rated Sheathing ■ Shear critical,pit, 553 Seg.1:'G'=10d At 3"o.o.edges,12"o,o.field HD critical,Ib: 9163 e40%increase for wind? No Sheathing Layers Single ■ Concrete Allah.? Yes Wall Type: G Holdown Types: Wall Capacity,plf 600 Seg.1:7,5-10k Controlling HD Type: 7 00100 1 Capacity,lb 10000 3x Members req. Yes 4111 Floor Level 0.2Sds=I 0.092 I ■ Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb 36 0 0 1606 Wed Uplift(U)= 0 psf Load from 36,lb 0 0 2409 3rd Floor Depth(F3)= 0.00 ft Load from 35.lb 0 0 2203 2nd Floor Depth(F2)= 0,00 8 Total,lb 0 0 6218 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: Overall Seg.(Lo),8 16.33 16.33 36 Wall Height(01),11 10.75 36 Wan Height(612),ft 10.75 36 Wall Height(1-13),ft 10,75 Trib.1,R 19.00 Trib.2,ft 3.50 ■ Trib.3,ft. 3,50 Rin,Load(RL).lb 200 Trib.1 Weight(Rw),psf 15.00 11/Trib.2 Weight(11w),psf 27.00 Trib.3 Weight(Men).est 27.00 Wall Weight(Ww),psf 8.00 Seismic,Plfl 381 =(1606 lb 2203 lb+240916)/16.33' Mor(Seismic),040 140133 "(5006lb/16.33'La'H3)+(240910/16.33"L")H2+H3*F2))+(220310/16.33"Lo'(H1+H2*H3+F2+F3)) ■ Mr(Seismic),ft-lb 89438 =(SW'Trib.1+(W'TOO.2+Mw'Tn'b.3+Wee 7H1+H2+H3))'(Lo)"2/2+RL10 HD(Seismic).lb 5798 =(Mot-(0.6-0.092)'M0/Lo Holdown Capacity,lb 10000 HD Type, 7 15r32"WA Rated Sheathing Shear critical,pH: 361 Seg.1:'P=led At 4"o.c.edges,12"a.c.field HD critical,IS: 5798 ■ 640%Increase for wind? No Sheathing Layers Single Concrete Anch.? Yes Wali Type: F Holdown Types: ■ Wall Capacity.plf 460 Seg.1:T=5-10k Controlling HD Type: 7 09080 n Capacity,Ib 10000 3x Members req. Yes ■ ■ 111/ ■ r 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 Suite One Hundred Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon 1111 Client AG Spanos Companies MILLER Phone 503.246.1250 ■ CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 86 of 198 www.miller-se.com By Ck'd Date Page ENGINEERS ■ • 111 ■ 4111 Floor Level 0.25ds= 0.092 Wet Line Wind(WI lb Min.Wind,lb Seismic(E),lb ■ i 37 0 0 1651 Wind Uplift(U)= 0 psf Load from 37,lb 0 0 2476 3rd Floor Depth(F3). 0.00 ft Load from 37,lb 0 0 2265 2nd Floor Depth(F2)= 0.00 ft Total.lb 0 0 6392 ■ Segment 1 Segment 2 Segment 3 Segment4 Segments Total Lo: Overall Seg.(Lo),ft 15.00 10.00 i 37 Wall Height(H1),ft 10.75 37 Wall Height(121,10 10.75 ■ 37 Wall Height(H3),ft 10.75 Trib.1,ft 6.00 Trib.2,ft 12.00 Trib.3,ft 12.00 ■ RN.Load 500 Trib.t Weight(Rm),),psf 15.00 Trib.2 Weight(1.10),psf 27.00 Trib.3 Weight(Mw),pat 27.00 Wall Weight(Ww),psf 8.00 ■ Seismic,plf 426 =(165116+226516+24761b)/15. Mor(Seismic),ft4b 144029 =(165116/151.0143).(2476 ib/15'te(H2+H3+F2))+(2265 ib/15"Lo'(H1+H2+H3+F2+F3)) Mr(Seismic),ft-lb 105375 =(Rw'TOO,000w'T,2w.2+M 'Tnb.301Yw'(H1+112+H3))'(Lo)"22+RL'Lo 1111 HD(Seismic),lb 6033 =(Mol-(0.6-0.092j'Mr)/Lo Holdown Capacity,lb 10000 HD Type: 7 15732-APA Rated Sheathing . Shear critical,pH: 426 Seg.7:'F=10tl At 0,0.ed9ea,12'0.4.6.14 HD or tical,lb: 6033 e40%increase for wind? Na Sheathing Layers Single Concrete Andr.? Yes Wall Type: F Holdown Types: Wall Capacity,pH 460 Seg.1:T=5-10k Controlling HD Type: 7 ■ Holdown Capacity.lb 10000 3x Members req. Yes 4th Floor Level 0.2Sds=I 0.092 I ■ Wa0 Line Wald(W),lb Min.Wind,lb Seismic(E),lb i 39 0 0 1870 Wald DOW(U)= 0 psf Load from 38.lb 0 0 2805 OH Floor Depth(F3)= 0.00 ft Load from 38.16 0 0 2566 2nd Floor Depth(P2)= 0.00 ft 111 Total,Ib 0 0 7241 Segment 1 Segment 2 Segment 3 Segment 4 Segments Total Lo: Overall Seg.(Lo),ft 14.17 14.17 i ■ 38 Wall Height(H1),ft 10.75 38 Wall Height(H2),It 10.75 38 Wall Height(113).ft 10.75 Trib.1,tt 17.00 Trib.2,ft 3.00 ■ Trih.3,10 3.00 RN.Load(RL),lb 200 Tnb.1 Weight(Rw),psf 15.00 Trib.2 Weight(Uw),psf 27.00 ■ Trib.3 Weight(Mw),psf 27.00 Wag Weight(Ww).psf 8.00 Seis0nc,pH 517 =(1870 l00255610+280516)114.17 ■ Mor(Seismic),ft4b 163125 =(1870 16/14.17'L0'H3)+(280516/14.17 2o'(H2+H3+F2))+(256616/14.17.1o'(H1+H2+H3+F2+F3)) Mr(Seisrcie),046 61938 =(RwTn'6.1+Uw'Trib.2+My'TOO.30 W'(H1+H2+H3j)"(Lo)"2/2+RL'Lo HD(Seismic),lb 9294 =(Moi-(0.6-0.092)'O16/Lo Holdown Capacity,lb 10000 ■ HD Type: 7 15132"SPA Rated Sheathing Shear critical,p11: 511 Seg.I.'S'=104 At 3"o.c.edges,12"o.c.field HD critical,W: 9294 ■ e40%increase famind? No Sheathing Layers Single Concrete Anch.3 Yea Wall Type: G Holdown Types: ■ Wall Capacity,pIt 600 Seg.1:T=5.10k Controlling HD Type: 7 Holdown Capacity,lb 10000 3x Members req. Yes ■ 1111■ ■ ■ ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 ES Suite One Hundred Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon Client AG Spanos Companies ■ MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 87 of 198 www.miller-se.com By Ck'd Date Page ■ ENGINEERS ■ ■ ■ 4th Floor Label 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb ■ 39 0 0 1652 Wind Uplift(LI)= 0 psf Load from 39,lb 0 0 2479 3rd Floor Depth(73)0 0.00 It Load from 39,lb 0 0 2267 2nd Floor Depth(F2)= 0.0 ft Total.Ib 0 0 6398 Segment l Segment 2 Segment 3 Segment4 Segment5 Total Lo: Overall Seg.(Lo).n 12.50 1250 39 Wall Height(H1),ft 10.75 39 Wall Height(H2)•ft. 10.75 39 Wall Height(13),ft 10.75 ■ Trib.1,R 350 Trib.2.0' 3.50 Trib.3,ft 3.50 Rtn.Load(RL),lb 200 ■ Trib.1 Weight(Rw),psf 15.00 Trib.2 Weight(Uw).psf 27.00 Tdb.3 Weight(Mw),psf 27.00 Wall Weight(Ww).PsI 8.0 ■ Seismic.p8' 512 =(165216+226716+247915)112.5' Mor(Seismic).04b 144168 =(165215/12,5To'H3)+(2479111/12.5'to'(H2+H3+F2))*(226 7 16/12.5'Lo'(H1+H2+H3+F2+F3)) Mr(Seismic),ft-lb 34805 =(Rw'Mb.1+Uw Tn'b.2+Mw'Trib.3+Ww'(111*H2+H3))-(Lo)"2/2+RL'Lo ■ HD(Seismic),N 10119 =(Mot-(0.6.0.092)'Mr)/Lo Holdown Capacity,W 15000 HD Type: 8 15/32'APA Rated Sheathing Shear critical,plf. 512 Seg.1:'G'=10d At 3"o.c.edges,12"o.c.field HO critical,(51 10119 e40%increase for wind? No Sheathing Layers Single Concrete Anch.? Yes Wall Type: G Holdown Types: Wall Capacity,p8 600 Seg.1:'8'=10-15k Controlling HD Type: 8 ■ Holdown Capacity,lb 1500 34 Members req. Yes 4th Floor Level 0.2Sds=I 0.092 I ■ Wall Line Wind(W),lb Min.Wind,lb Seismic(El,lo 40 0 0 4970 Wind Uplift(11)= 0 psf Load from 40,15 0 0 7456 3rd Floor Depth(F3)= 0.00 ft Load from 40,lb 0 0 6819 2nd Floor Depth(F2)= 0.00 0 ■ Total,lb 0 0 19245 Segment 1 Segment2 Segment 3 Segment4 Segment 5 Total Lo: Overall Seg.(lo),ft 32.33 32.33 40 Wag Haight(Ht),ft 10.75 40 Wag Height(H2),ft 10.75 40 Wall Height(113).ft 10.75 Trib.1.ft 0.0 Tdb.2,0. 0.0 Trib.3,R 0.10 RIn.Load(RL),lb 20 Trib.1 Weighs(Rw),psf 15.0 Trib.2 Weight(Uw),psf 27.00 ■ Trib.3 Weight(Mw),psf 27.00 Wall Weight(Ww),psf 8.0 Seismic,plf 595 =(4970/6+6819 lb+7456/6)/32.33' Mor(Seismic),%lb 433689 =(497016/3233'Lo'H3)*(/45616/32.33'1o'(H2+H3*F2))*(6819/b/32.33"Lo'(H1+H2+H3+F2+F3)) ■ Mr(Seismic),ft-lb 96375 =(Ric Trib.1+(lw'TnI.2+Moo'Tnb.3+Ww'(H1+H2+H3))7Lo)"2r2cRL10 HD(Seismic),lb 11899 =(Met-(0.641.092)'Mh/Lo Holdown Capacity,lb 1500 ■ HD Type: 8 15/321 APA Rated Sheathing Shear critical,Oh 595 Seg.1:'G'=104 At 3"oc.edges,12"o.o.field ND critical,W: 11899 ■ e 40%increase for wind? No Sheathing Layers Sime Concrete Ancb.7 Yes Wall Type: G Holdown Types: Wall Capacity,p8 600 Seg.1:'8'=10.155 Controlling HD Type: 8 Heldown Capacity,th 15000 3x Members req. Yes . ■ ■ ■ ■ ■ ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161194 Suite One Hundred Portland,OR 97219 _ Location 8900-9000 SW Oak St.,Tigard, Oregon ■ Client AG Spanos Companies MILLER Phone 503.246.1250 ■ CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 . 88 of 198 www.milier-se-com By Ck'd Date Page ENGINEERS ■ In IIII3rd Floor Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb ■ ' 31 0 Load from 31,Ib: 0 0 1820 Wind Uplift(U)= 0.00 psi 0 14099 3rd Fir Depth(Fd)= 0.00 ft Total,lb: 0 0 15919 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: ■ Overall Seg.(Lo),It 29.25 29.25 i 31 Wall Height(H1),ft: 10.75 31 Wall Height(H2),ft 10.75 Trib.1,ft: 0.00 . Trib.2,it 5.50 Rm.Load(RL),Ib: 0 Trib.1 Weight(Rw),pet 15.00 Trib.2 Weight(Uw),est81.00 IlWall Weight(Ww).psf: 16.00 Seismic,pg: 544 =(182016+1409916)/29.25' Hftocr . Mor(Seismic),8-lb: 488824 Mr(Seismic),8-Ib: 337733 =(7 820 16/29.25 1.0112)+(1409916/29.25'•Lo'(H1+N2+Fd)) Mabove =(Rw•Trb,1+Uw'71.16.2+Ww•(H1+H2))'(Lo)^22+RL'Le HD(Seismic),Ib: 10846 =(MM.(0.6.0.092)1W)/ix Holdown Capacity.Ib: 15000 . HD Type: 8 15/32'APA Rated Sheathing Shear critical,pit 544 Seg.1:'G'=10d At 3'o.e.edges,12"ac.field ■ HD critical,lb: 10846 ,40%increase for wind?: No Sheathing Layers: Single Concrete Anch.? Yes ■ Wag Type: G Holdown Types: Well Capacity,pg: 800 Seg.1:'8'=10-15k Controlling HD Type: 8 Holdown Capacity,Ib: 15000 ■ 3x Members req.: Yes 3rd Floor Level 0.25ds=I 0.092 1 . Wag Line Wind(W),lb Min.Wind,lb Seismic(E),lb I 32 0 0 2050 Wind Uplift(U)_ 0 psf Load from 32,lb: 0 0 15884 3rd Fir Depth(Fd)= 0.00 ft Total,Ib: 0 0 17934 III Overall Seg.(Lo),It Segment33.08 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Le: 33.08 32 Wall Height(H1),ft: 10.75 32 Wall Height(1-12),ft: 10.75 ■ Trib.1,ft: 0.00 Trib.2,ft: 7.50 Rtn.Load(RL).Ib: 200 _ . Trib.1 Weight(Rw),pet. 15.00 Trib.2 Weight(Uw),psf: 81.00 Wall Weight(Ww),pet 16.00 Seismic,p8: 542 =(205016+1508416)/33.08' ■ Hfloor Mm(Seismic),ft-Ib: 550738 =(2050!6/33.08•Lo'H2)+(15884 b/33.08"(o'(H1+N2+Fd/) Mabove Mr(Seismic),fl-lb: 527328 =(Rw'Tnb.1+Uw'THb.2+Ww 1H1+H2))*(Lo)"2/1+RL1.5 HD(Seismic),Ib: 8550 =(Mot-(0.6-0.092)1V/Lo . Holdown Capacity,lb: 10000 HD Type: 7 15/32"APA Rated Sheathing ■ Shear critical,pit542 542 Seg.1:'G=10d At 3'o.e.edges,12'c.c.field HD critical,lb: 8550 :40%increase for wind?: No . Sheathing Layers: Single ■ Concrete Anch.? Yes Wall Type: G Holdown Types: Wall Capacity,pit 600 Seg.1:7'=5-10k Controlling HD Type: 7 III Holdown Capacity,Ih: 10000 3x Members req.: Yes ■ II 1111 ■ ■ ■ ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 III Suite One Hundred Portland,OR 97219 MilLocation 8900-9000 SW Oak St.,Tigard, Oregon • Client AG Spanos Companies MILLER III Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 89 of 198 www.miller-se.com By Ck'd Date Page . ENGINEERS ■ 1111 111/ 3rd Floor Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb 33 0 0 2094 Wind Uplift(U)= 0 'psi ■ Load from 33,Ib: 0 0 16225 3m Fir Depth(Fd)= 0.00 ft Total,ib: 0 0 18319 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total L: Overall Seg.(Lo),ft 33.08 33.08 I . 33 Wall Height(H1),ft 10.75 33 Wall Height(1-12),ft 10.75 Trib.1,lt 0.00 ■ Trib.2,ft 5.00 Rin.Load(RL),Ib: 200 Trib.1 Weight(Rw),pst: 15.00 Trib.2 Weight(Uw),pst 81.00 . Wall Weight(Ww),pst 16.00 Seismic,plt 554 =(209418+16225/b)/33.08' Moor ■ Mon(Seismic),ft-Ib: 562563 _(20941b Po 16/33.08'Lo'H2)+(16225 /33.08'^Lo'(Ht+H2+Fd)) Mebove Mr(Seismic),ft-lb: 416510 =(Rw'T,/b.to Up,'Mb.2+Ww'(H1+H2))'(Lo)"2/2+RUED HD(Seismic),Ib: 10609 =(Mot-(0.6-0.092)-Mr)/Lo Holdown Capacity,Ib: 15000 1111HD Type: 8 15132'APA Rated Sheathing Shear critical,plt 554 Seg.1:'G'=10d At 3"o.c.edges,12'o.c.field 111HD critical,lb: 10609 ,40%increase for wind?: No Sheathing Layers: Single Concrete Anch.7 Yes Wall Type: G Holdown Types: . Well Capacity.pit 600 Seg.1:'8'=10.156 Controlling HD Type: 8 Holdown Capacity,lb: 15000 ■ 38 Members req.: Yes 3rd Floor Level 0.2Sds=I 0.092 Wall Line Wind(W),lb Min.Wind,ib Seismic(E).lb ■ 34 0 0 1511 Wind Uplift(U)= 0 psi Load from 34,Ib: 0 0 11706 3rd Fir Depth(Fd)= 0.00 fl Total,lb: 0 0 13217 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total La: . Overall Seg.(Lo),ft 20.75 20.75 34 Wall Height(H1),ft: 10.75 34 Wall Height(H2),It _ 10.75 ■ Trib.1,ft 18.00 Trib.2,ft: 3.50 RN.Load(RL),Ib: 200 Trib.1 Weight(Rw),pst _15.00 ■ Tdb.2 Weight(Ow),psi, 81.00 Wall Weight(Ww),pst 16.00 Seismic,pit 637 =(1511 16 018706 lb)/20.75' 111Hfloor Mon(Seismic),ft-lb: 405056 =(1511/b/20.75'Lo'H2)+(117061b/20.75"Lo'(H1+H2+Fd)) Mabove Mr(Seismic),fl-Ib: 197365 =(Rw'Tb.1+Uw,Trib.20 yyw'(H1+H2))'(Lo)^212+RL'Lo HD(Seismic),Ib: 14727 =(Mot-(0.60.092)'M/)/Lo ■ Holdown Capacity.01: 15000 HD Type: -..6 15132'APA Rated Sheathing 111Shear critical,pit 637 Seg,1:'M=104 we..2"o.c.edges,12" .field HO critical,lb: 14727 :40%increase for wind?: No Sheathing Layers: Single Concrete Anch.7 Yes 111 Wall Type: H Holdown Types: Well Capacity,pit. 770 Seg.1:'8'=1g-15k Controlling HD Type: 8 . Holdown Capacity,Ib: 15000 3z Members req.: Yes ■ 1111 ■ ■ ■ ■ 1111 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161194 Art Suite One Hundred 1111 Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon Client AG Spanos Companies MILLER Phone 503.246.1250 ■ CONSULTING Fax 503.246.1395 ELD ARL 9,28,2017 90 of 198 www.miller-se.com By Ck'd Date Page ENGINEERS a 3rd Floor Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb ■ I 35 0 Load from 35,Ib: 0 0 0 2148 Wind Uplift(U)= 0 psf 16628 3rd FM Depth(F0). 0.00 ft Total,Ib: 0 0 18774 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: ■ Overall Seg.(Lo),ft: 30.08 30.08 I 35 Wall Height(H1),ft: 10.75 35 Wall Height(1-12),Sr 10.75 Trib.1,ft: 0.00 ■ Trib.2,ft: 4.50 RN.Load(RL),Ib: 200 Trib.1 Weight(Rw),psf: 15.0D ■ Trib.2 Weight(Uw),pst 81.0 Wall Weight(Ww),pet 16.0 Seismic,pit: 624 =(2146 lb+16628 167/3 0.08' HBoor . Mm(Seismic),ft-Ib: 576543 Mr(Seismic),ft-Ib: 326615 =(214(210 15/30.88'Lo'H2)+(1662816/30.08'Ko'(H1+H2+Fd)) Mabove =(Re•Tr'b.1+Sm'Trlb.2+Ww'(H1+H2))'(1.4"2/2*RL•Lo HO(Seismic),IS: 13650 =(Mot-(0.6-0.092)'Mr)/Lo Holdown Capacity,Ib: 15000 ■ HD Type: 8 15/32"APA Rated Sheathing Shear critical,pit 624 Seg.1:'H'=10d At 2".5.edges,12'o.0,field ■ HD critical,lb: 13650 140%Increase for wind?: No Sheathing Layers: Single Concrete Anch.7 Yes ■ Wall Type H Holdown Types: Wall Capacity,Pit: 770 Seg.1:'8'=10.15k Controlling HD Type: 8 Holdown Capacity,Ib: 15000 ■ 3x Members req.: Yes 3rd Floor Level 0.2Sds=I 0.092 ■ Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb 36 0 0 803 Wind Uplift(U)= 0 psf Load frem36,lb: 0 0 6218 3rd Fir Depth(Ed). 0.00 ft Total,lb: 0 0 7021 Segment 1 Segment 2 Segmenta Segment4 Segment5 Total Lo: ■ Overall Seg.(Lo),0: 16.33 16.33 I 36 Wall Height(H1),ft: 10.75 36 Wall Height(H2),ft: 10.75 . Trib.1,0: 19.0 Trib.2,ft: 3.50 Rtn.Load(RL),Ib: 200 ■ Trib.1 Weight(Rw),pet 15.0 Trib.2 Weight(Uw),pet 81.0 Wall Weight(Ww),pst 16.00 Seismic,pit 43D =(80315+621815)/16.33' Mm(Seismic),ft-lb: 215609 =(803 15/76.33•Lo'H2)+(621815/16.33'•Lo`(H}+H2+Fd)) HBoorMabove Mr(Seismic),ft-Ib: 124984 =(Rw"Tdb.1+Uw 745.2+Ww1H1+H2))'(Lo)"2/2+RL•Lo HD(Seismic),Ib: 9313 =(Mot-(0.60.092)1WLo . Holdown Capacity,Ib: 1000 HD Type: 7 15/32"APA Rated Sheathing . Shear critical,pit': 430 Seg.1:T'=10d At 4"es.edges,12"o.e.field HD critical,Ib: 9313 r 40%increase for wind?: No Sheathing Layers: Single ■ Concrete Ansi.? Yes Wall Type: F Holdown Types: Well Capacity,pit. 460 Seg.1:T=5-106 Controlling HD Type: 7 . Holdown Capacity,ib: 10000 3x Members req.: Yes ■ 111■ ■ ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 Art Suite One Hundred Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard,Oregon Client AG Spanos Companies MILLER 1111 CONSULTING Phone 503.246.1250 Fax 503.246.1395 ELD ARL 9.28.2017 91 of 198 r✓ww.miller-se.com By Ck'd Date Page ■ ENGINEERS 1111 1111 3rd Floor Level 0.2Sds= 0.092 Wall Line Wind OM,lb Min.Wind,lb Seismic(E),lb 37 0 0 825 Wad Uplift(U)= 0 psf ■ Load from 37,IS: 0 0 6392 3rd Fir Depth(Fd)= 0.00 8 Total,Ib: 0 0 7217 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: ■ Overall Seg.(Lo),11 15.00 15.00 I 37 Wall Height(H1),ft: 10.75 37 Wall Height(92),ft 10.75 Trib.1,ft 6.00 ■ Trib.2,0: 12.00 Rtn.Load(RL),Ib: 200 Tdb.1 Weight(RW),pat 15.00 Trib.2 Weight(Uw),psi: 81.00 Wall Weight(Ww).psf: 16.00 Seismic,pit 481 =(825@+639216)/15' Hfloo ■ Mor(Seismic),0-Ib: 221612 =(825/b/75 Yo^612)+(6392 @/15'1o'(Hf+H2+Fd)) Mabove Mr(Seismic),0-@: 161175 =(We Trib.1+UK,'Trib.2+War'(H1+H2))'(1.0)^22+RL'Lo HD(Seismic),Or 9316 =(Mot-(0.6-0.092)'Mr)/Lo Holdown Capacity,Ib: 10005 111HD Type: 7 15/32"APA Rated Sheathing Shear critical,plf: 481 Seg.1:'G'=104 At 35 o.e.edges,12"c.o.field HO critical,Ib: 9316 ■ .40%increase for wind?: No Sheathing Layers: Single Concrete Anch.7 Yes Wall Type: G Holdown Types: ■ Wall Capacity.pit: 800 Seg.1:7'=5-10k Controlling HD Type: 7 Holdown Capacity,IS: 10000 ■ 30 Members req.: Yes 3rd Floor Level 0.2Sds=I 0.092 1 Wall Line Wind(Yd),lb Min.Wind,lb Seismic(E),lb ■ 38 0 0 935 Wind Uplift(U)= 0 psf Load from 38,Ib: 0 0 7241 3rd Fir Depth(Fd)= 0.00 ft Total,lb: 0 0 8176 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: Overall Seg.(Lo),ft: 14.17 14.17 I 38 Wall Height(H1),ft 10.75 38 Wall Height(H2),ft 10.75 . Trib.1,ft 17.0D Trib.2.R 3.00 Rtn.Load(RI),Ib: 200 Trib.1 Weight(Rw),psi: 15.00 ■ Trib.2 Weight(Uw),pst 81.00 Wall Weight(Ww).psf: 16.00 Seismic,pit 577 =(93515+729116)/14.77 111Htloor MOT(Seismic),0-Ib: 251017 =(83516/74.17'Lo'H2)+(/241/b/19.17"Lo'(H1+H2+Fd)) Mabove Mr(Seismic),ft-15: 87326 =(Rb,'Trib.1+Uw'Mb.2+War'(H1+H2))'(Lo)^22+RL1.0 HD(Seismic),IS: 14587 =(Mot•(0.6.0.092)'Mr)/Lo Holdown Capacity,Ib: 15000 HD Type: 8 15/32'APA Rated Sheathing Shear critical,pit 577 Seg.1:'G'=10d At 3"c.c.edges,12"0.0.field ■ HO critical,Ib: 14587 .40%increase for wind?: No Sheathing Layers: Single ■ Concrete Anch.7 Yes Wall Type: G Holdowe Types: Wall Capacity,plF. 600 Seg.1:'8'=10.156 Controlling HD Type: 8 1111Holdown Capacity,lb: 15000 3x Members req.: Yes ■ ■ ■ s ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 ■ Suite One Hundred Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon i Client AG Spanos Companies MILLER Phone 503.246.1250 U CONSULTING Fax 503.246.1395 ByELD Ck'd ARL Date 9.28.2017 Page 92 of 198 www,miller-se,com ■ ENGINEERS B ■ 3rd Floor Level 02Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(8),lb . I 39 0 0 826 Wind Uplift(Ill= 0 psf Load from 39,Ib: 0 0 6398 3rd FS Depth(Fd)= 0.00 ft Total,lb: 0 0 7224 Segment l Segment Segment 3 Segment 4 Segment 5 Total Lo: ■ Overall Seg.(Lo),ft: 12.50 12.50 39 Wall Height(H1),0: 10.75 39 Wall Height(H2),ft 10.75 Trib.1,ft: 3.50 U Trib.2,ft: 3.50 Rm.Load(RL),Ib: 200 Trib.1 Weight(Rw),pat 15.00 Trib.2 Weight(Uw),psf: 81.00 1111 Wall Weight(Ww),pst 16.00 Seismic,plh. 578 =(826 lb+6398 IN/12.5' H600r . Mor(Seismic),ft-Ib: 221826 =(82616/12.5w 'Lo'H2)+(6399 ib/12.5'2o'(H1+H2+Fd)) Mebove Mr(Seismic),ft-Ib: 55625 =(Rt= lo Uw'Trib.2+Ww7H1+H2))'(Lo)^22+RLZo HD(Seismic),Ib: 15485 =(Mot-626-0.092)1W/Lo Holdown Capacity,IS: 20000 ■ HD Type: 9 15/32"APA Rated Sheathing Shear critical,plf: 578 Seg.1:'G'0104 At 3'o.e.edges,12"oc.field 1.1HD critical,Ib: 15485 40%increase for wind?: No Sheathing Layers: Single Concrete finch.? Yes ■ Wall Type: G Holdown Types: Wall Capacity,p8: 600 Seg.1:'9'=15-20k Controlling HD Type: 9 Holdown Capacity,lb: 20000 ■ 30 Members req.: Yes 3rd Floor Level 0.2Sds=I 0.092 i 1/ 40 Line Wind(W),lb Min.Wind,lb Seismic(E),lb i 40 0 0 2484 Wind Uplift(U)= 0 psf Load from 40,lb: 0 0 19245 3rd Fir Depth(Fd)_ 0.00 ft Total,lb: 0 0 21729 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: Overall Seg.(Lo),ft: 32.33 32.33 40 Wall Height(H1),ft 10.75 40 Wall Height(42),ft 10.75 ■ Trib.1,ft: 0.00 Tdb.2,ft 0.00 Rtn.Load(RL),Ib: 200 ■ Trib.1 Weight(Rw),poll t5.00 Tdb.2 Weight(Uw),psf: 81.00 Wall Weight(Ww),pst. 16.00 Seismic,p0: 672 =(2484 lb+19243 Ib)/32.33' ■ Mor(Seismic),ft-Ib: 667276 =(2484 lb/32.33'11:M2)+0'9245lb/32.33'"Lo•(Ht+H2+Fd)) HOaorMabove Mr(Seismic),ft-Ib: 186283 =(Rw'Trib.1+Uw'Trib.20 Me•(H1+812))'(Lo)^22+RL'Lo HD(Seismic),Ib: 17711 =(Mot-(0.6-0.092)1M4/Lo ■ Holdown Capacity,IS: 20000 ND Type: 9 15/32"APA Rated Sheathing ■ Shear critical,pit 672 Seg.1:'H'a 104 At 2"my-edges,120 o.c.field HD critical,lb: 17711 40%increase for wind?: No Sheathing Layers: Single ■ Concrete finch.? Yes Wall Type: H Holdown Types: Wall Capacity,p0: 770 Seg.1:'9'=15-20k Controlling HD Type: 9 • ■ Holdown Capacity,lb: 20000 3z Members req.: Yes 11 ■ ■ ■ ■ 111 ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 Suite One Hundred ■ Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard,Oregon ■ Client AG Spanos Companies ■ MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 93 of 198 www.miller-se.com By Ck'd DatePage ENGINEERS ■ ■ Building A Shearwalls 41-50 III Shearwall Design #of Shearwall Levels:3 Sheathing Thickness: 15132 in I Typical Sheathing Welling: 10d Nails (uno) I Wall (IBC 2306.3) Shearwalls in Use I Capacity(plf) MI Combination: Basic Load Combination: 0.60.0.7E;0.61D0W Structure Information: II Wt.(Ww)= 8.00 psi Wall Type E:15/32'APA Rated Sheathing w/10d At 6'o.c.edges,1T o.c.field 310 Roof WL((kw). 15.00 psf Wall Type F:15/32"APA Rated Sheathing w/10d At4"o.c.edges,12"on.field 460 Roof Wall Height= 10.75 ft Wall Type G:15/32'APA Rated Sheathing w/10d At 3'o.c.edges.12"0.c.field 600 5th Floor Depth= 0.00 ft Wag Type H:15132'APA Rated Sheathing witOd At T 0.0.edges,12"o.0.field 770 ■ I 5th Floor WL(Uw)= 27.00 psf 5th Floor Well Height= 10.75 ft 4th Floor Depth= 0.00 ft III 4th Floor Wt.(Mw)= 27.00 psf 4th Floor Wall Height= 10.75 ft Wind Uplift(U)= 0.00 psf 0.2Sds= 0.13 (ultimate) . Roof Wall Line Marks Wind(Ib) Min.Wind(Ib)Seismic(Ib) Stacks on: 41 6437 41 Seismic Wind 42 4468 42 Simpson Holdowns and Anchors in Use;(verify Fdn.Config.w/Loads Listed in Catalog for Anchor Bolt Types) Capacity(tb)Capacity(Ib) III43 3880 43 44 2265 44 #1 Holdown Type 05k w/ 5000 5000 45 5000 45 #2 Holdown Type 5-10k w/ 10000 10000 46 4339 46 11/47 325 47 48 760 48 49 6911 49 116 Holdown Type 0-5k w1 5000 3075 50 6819 50 #7 Holdown Type 5-10k w/ 10000 4040 . #8 Holdown Type 10.15k w/ 15000 4470 5th Floor Wall Line Marks Wind(Ib) Min.Wind(Ib)Seismic(Ib) Stacks on: 41 7038 41 42 4888 42 . 43 4023 43 44 2476 44 45 5467 45 Sill Plate to Concrete Anchorage: 2x plate 3x min.plate 46 4744 46 5/81"die anchor capacity(lb)= 660 1070 III 47 355 47 48 631 48 49 7557 49 50 7456 50 III Wall Type 8:0.625'dia.anchors spaced at 48'o.0. 48"0.0. 4th Floor Wall Line Marks Wind(Ib) Min.Wind(lb)Seismic(Ib) Wall Type F:0.625"dia.anchors spaced at 36"o.c. 45"0.0. In41 4691 Wall Type G:0.625"dia.anchors spared at 30 req. 34"0.0. 42 3257 Wall Type H:0.625"dia.anchors spaced at 30 req. 27'o.c. 43 2682 44 1651 II 3644 46 3162 47 237 48 554 III49 5037 50 4970 (anchor spacing based from values from NDS using hemfir and a 1.6 duration increase) IIRoof Level Holdown to: floor below (PL 1/4x3x0'-3"required) a ■ ■ ■ ■ 111 ■ ■ ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 II One Hundred 4A Portland,OR 97219 _ Location 8900-9000 SW Oak St.,Tigard, Oregon Ill Client AG Spanos Companies MILLER Phone 503.246.1250 a CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 94 of 198 www.miller-se.com By Gk'd Date Page ENGINEERS a U Roof Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(6),lb 111 41 I 0 1 0 l.. 6437 I Wind Uplift(U)=I 0 l psf Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total L,ft: Overall Seg.(Lo),ft: 30.08 30.08 41 Wall Height(H1),ft 10.75 Trib.1,it: 0.00 Rtn.Load(RL),lb: 200 U Tdb.1 Weight(Rw),psf: 15.00 Wall Weight(Ww),psf: 8.00 Seismic,plf: 214 =6437 lb/30.08' MOT(Seismic),ft-lbs 69205 =(643716/30.08'•Lo'H1) 0 Mr(Seismic),ft-lb: 4932 =(Trib.f"Rw+H11W4)"(Lo)"2/2+RL'Lo HD(Seismic),lb: 1542 =(Mot-(0.6-0.092)10/Lo Holdown Capacity,lb: 5000 HD Type: 1 15/32"APA Rated Sheathing 11 Shear critical,pit 214 Seg.1:'E'=15d At 6"o.c.edges,12"o.c.field HD critical,lb: 1542 i 40%increase for wind?: No 11 Sheathing Layers: Single Concrete Anch.? No Wall Type: E Holdown Types: IWall Capacity,pit 310 Seg.1:'1'=0-5k with Controlling HD Type: 1 Holdown Capacity,lb: 5000 3x Members req.: No Roof Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb 111 42 I 0 1 0 I 4466 I Wind Uplift(U)=I 0 Ipsf Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total L: Overall Seg.(Lo),ft: 23.42 23.42 42 Wall Height(H1),ft 10.75 Trib.1,ft: 3.50 Rtn.Load(RL),lb: 200 Trib.1 Weight(Rw),psf: 15.00 Wall Weight(Ww),psf: 8.00 Seismic,pit: 191 =4468 lb/23.42' Mcr(Seismic),ft-lb: 48024 =(4468 lb/23.42'Lo"H1) 0 Mr(Seismic),ft-lb: 42656 =(Trib.1`Rw+H1'Ww)'(Lo)"2/2+RL`Lo HD(Seismic),lb: 1125 =(Mot-(0.6-0.092)14r)/Lo Holdown Capacity,lb: 5000 HD Type: 1 15/32"APA Rated Sheathing U Shear critical,pit: 191 Seg.7:'E'=10d At 6"o.c.edges,12"o.c,field HD critical,Ib: 1125 t 40%increase for wind?: No U Sheathing Layers: Single Concrete Anch.? No Wall Type: E Holdown Types: Wall Capacity,pit 310 Seg.1:'1'=0-Sk with Controlling HD Type: 1 Holdown Capacity,lb: 5000 3x Members req.: No 111 a a a U a U U 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161194 Suite One Hundred Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon Client AG Spanos Companies MILLER U Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 95 of 198 www.milier-se.com By Ck'd Date Page ENGINEERS S a ■ Roof Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb 43 I 0 I 0 I 3680 I Wind Uplift(U)=1 0 Ipsf Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total L: Overall Seg.(Lo),ft 20.75 20.75 I 43 Wall Height(H1),ft 10.75 Trib.1,ft 0.00 Rtn.Load(RL),ib: 200 Trib.1 Weight(Rw),pst 15.00 • Wall Weight(Ww),pst 8.00 Seismic,pit 177 =3680 lb/20.75' 1111 Mol(Seismic),ft-Ib: 39560 =(36801b/20.75'•Lo H1) 0 - Mr(Seismic),ft-lb: 22664 =(Trib.112w+H1•Ww)•(Lo)"22+RL•Lo HD(Seismic),Ib: 1352 =(Mot-(0.6-0.092)`Mr)/Lo Holdown Capacity,Ib: 5000 HD Type: 1 15/32'APA Rated Sheathing Shear critical,plf-. 177 Seg.1:'E'=10d At 6"o.c.edges,12"o.c.field • HD critical,Ib: 1352 :40%increase for wind?: No Sheathing Layers: Single Concrete Anch.? No Wall Type: E Holdown Types: Wall Capacity,pit 310 Seg.1:'1'=0-5k with I Controlling HD Type: 1 Holdown Capacity,IS: 5000 3x Members req.: No • Roof Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb 11 44 I 0 I 0 I 2265 I Wind Uplift(U)=1 0 'psi Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total L: Overall Seg.(Lo),ft: 15.00 15.00 1 44 Wall Height(H1),ft: 10.75 Trib.1,ft: 6.00 RM.Load(RL),Ib: 200 Trib.1 Weight(Rw),pst 15.00 Wall Weight(Ww),pst 8.00 Seismic,pit 151 =226516//5' Mot(Seismic),ft-Ib: 24349 =(22651b/15'•Lo1.11) 0 Mr(Seismic),ft-lb: 22800 =(Mb.1`Rw+H1•Ww)•(Lo)"22+RL*Lo HD(Seismic),ib: 851 =(Mot-(0.6-0.092)•Mr)/Lo111 Holdown Capacity,Ib: 5000 HD Type: 1 15/32"APA Rated Sheathing Shear critical,plf: 151 Seg.1:'E'=10d At 6"o.c.edges,12"o.c.field HD critical,Ib: 851 40%increase for wind?: No Sheathing Layers: Single • Concrete Anch.? No Wall Type: E Holdown Types: Wall Capacity,pit 310 Seg.1:'1'=0-5k with • Controlling HD Type: 1 Holdown Capacity,Ib: 5000 3x Members req.: No • U 11/ ■ ✓ U 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161194 Suite One Hundred 11 Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon Client AG Spanos Companies MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395 ByELD Ck'd ARL Date 9.28.2017 Pae 96 of 198 www.miller-se.com g ENGINEERS S S Roof Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb 45 l 0 1 0 l 500o I Wind Uplift(U) 0 leaf Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total L: Overall Seg.(Lo),ft: 30.00 30.00 ■ 45 Wall Height(H1).ft: 10.75 Trib.1,ft 0.00 Rln.Load(RL),Ib: 200 . Trib.1 Weight(Rw),est 15.00 Wall Weight(Ww),pst 8.00 Seismic,elf: 167 =5000 lb/30' Mor(Seismic),ft-I6: 53750 =(5000 16/30'•Lo'H1) 0 Mr(Seismic),ft-Ib: 44700 =(Trib.1"Rw+H1'W0'(Lo)"2/2+RL'Lo HD(Seismic),IS: 1035 =(Mot-(0.6-0.092)'Mr)/Lo Holdown Capacity,Ib: 5000 HD Type: 1 15/32"APA Rated Sheathing Shear critical,plf: 167 Seg.1:'6'=10d At 6"o.c.edges,12"o.c.field HD critical,Ib: 1035 40%increase for wind?: No Sheathing Layers: Single Concrete Anch.? No Wall Type: E Holdown Types: S Wall Capacity,p11: 310 Seg.1:'1'=0-5k with Controlling HD Type: 1 Holdown Capacity,IS: 5000 . 38 Members req.: No Roof Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb I 46 I 0 1 0 I 4339 I Wind Uplift(U)=1 0 Ipsf Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total L: Overall Seg.(Lo),ft: 23.33 23.33 I 46 Wall Height(H1),ft: 10.75 Trib.1,ft: 0.00 Rtn.Load(RL),Ib: 200 S Trib.1 Weight(Rw),psf: 15.00 Wall Weight(Ww),psf: 8.00 Seismic,elf: 186 =4339 Ib/23.33' 5 Mor(Seismic),ft-lb: 46651 =(4339 lb/23.33'.Lo'H1) 0 Mr(Seismic),ft-Ib: 28078 =(Trib.1'Rw+H1"Ww)'(Lo)42/2+RL'Lo HD(Seismic),IS: 1388 =(Mot-(0.6-0.092)'Mr)/Lo Holdown Capacity,IS: 5000 HD Type: 1 15/32"APA Rated Sheathing . Shear critical,pif: 166 Seg.1:'E'=10d At 6"o.c.edges,12"o.c.field HD critical,lb: 1388 40%increase for wind?: No Sheathing Layers: Single Concrete Anch.? No Wall Type: E Holdown Types: S Wall Capacity,plt 310 Seg.1:'1'=0-5k with Controlling HD Type: 1 Holdown Capacity,IS: 5000 3x Members req.: No a ✓ a a r a ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 as Suite One Hundred Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard,Oregon Client AG Spanos Companies r MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 97 of 198 www.miller-se.com By Gk'd Date Page ENGINEERS B B Roof Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb 47 1 0 1 0 1 325 I Wind Uplift(U)=I 0 Ipsf Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total L Overall Seg.(Lo),It 4.08 4.08 I 47 Wall Height(H1),ft 10.75 Trib.1,ft: 0.00 Rtn.Load(RL),Ib: 200 Trib.1 Weight(Rw),psf: 15.00 ■ Wall Weight(Ww),psf: 8.00 Seismic,pit 80 =3251b/4.08' wl H/W,plf: 105 (includes h/w ratio increases) Mm(Seismic),ft-lb: 3497 =(325 lbb/4.08'"Lo'H1) 0 Mr(Seismic),ft-Ib: 1534 =(Trib.1'Rw+H1'Ww)"(0)"22+RL'Lo HD(Seismic),Ib: 666 =(Mot-(0.5-0.092)'Mr)/Lo Holdown Capacity,Ib: 5000 HD Type: 1 15132"APA Rated Sheathing ■ Shear critical,plf: 105 Seg.1:'E'=10d At 6"o.c.edges,12"o.c.field HD critical,Ib: 666 40%increase for wind?: No Sheathing Layers: Single 111 Concrete Anch.? No Wall Type: E Holdown Types: Wall Capacity,p0: 310 Seg.1:'1'=0-5k with Controlling HD Type: 1 Holdown Capacity,Ib: 5000 3x Members req.: No ■ Roof Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb 48 i 0 1 0 i 760 I Wind Uplift(U)=I 0 I psf Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total L: Overall Seg.(Lo),ft: 6.50 6.50 I 48 Wail Height(H1),ft: 10.75 Trib.1,ft: 6.00 Rtn.Load(RL),Ib: 200 Trib.1 Weight(Rw),pat. 15.00 . Wall Weight(Ww),psf: 8.00 Seismic,plf: 117 =760 lb/6.5' Mor(Seismic),ft-Ib: 8170 =(7601b/6.5'"Lo'H1) 0 S Mr(Seismic),ft-lb: 5018 =(Trib.1'Rw+H1'Ww)'(Lo)"22+RL"Lo HD(Seismic),Ib: 865 =(Mot-(0.6-0.092)"Mr)/Lo 5 Holdown Capacity,ib: 5000 HD Type: 1 15/32"APA Rated Sheathing Shear critical,plf: 117 Seg.1:'E=10d At 6"o.c.edges,12"o.e.field HD critical,lb: 865 40%increase for wind?: No Sheathing Layers: Single ■ Concrete Anch.? No Wall Type: E Holdown Types: Wall Capacity,pit 310 Seg.1:'1'=0-5k with S Controlling HD Type: 1 Holdown Capacity,Ib; 5000 3x Members req.: No B ■ ✓ S B I I ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 B Suite One Hundred Portland,OR 97219 1111 Location 8900-9000 SW Oak St.,Tigard,Oregon Client AG Spanos Companies MILLER Phone 503.246.1250 5 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 98 of 198 www.miller-se.com By Ck'd Date Page ENGINEERS 1111 ✓ Roof Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb 49 I 0 1 0 1 6911 I Wind Uplift(U)=I 0 Ipsf Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total L: Overall Seg.(Lo),ft: 32.33 32.33 I 49 Wall Height(H1),ft: 10.75 Trib.1,ft: 0.00 Rtn.Load(RL),Ib: 200 . Trib.1 Weight(Rw),psf: 15.00 Wall Weight(Ww),psi. 8.00 Seismic,plf: 214 =69111b/3233' Mm(Seismic),ft-lb: 74301 =(69111b/32.33'Lo'H1) 0 Mr(Seismic),ft-Ib: 51421 =(Trib.1'Rw+Hr'Ww)'(Lo)"2/2+RL*Lo ■ HD(Seismic),Ib: 1490 =(Mot-(0.6-0.092)*Mr)/Lo Holdown Capacity,Ib: 5000 HD Type: 1 15/32"APA Rated Sheathing rShear critical,plf: 214 Seg.1:'E'=10d At 6"c.o.edges,12"o,c.field HD critical,Ib: 1490 r 40%increase for wind?: No Sheathing Layers: Single Concrete Anch.? No Wall Type: E Holdown Types: Wall Capacity,plf: 310 Seg.1:'1'=0-5k with Controlling HD Type: 1 Holdown Capacity,lb: 5000 3x Members req.: No 111 Roof Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb rI 50 I 0 I , 0 I 6819 I Wind Uplift(U)=1 0 Ipsf Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total L: Overall Seg.(Lo),ft: 32.33 32.33 I 50 Wall Height(H1),ft: 10.75 Trib.1,ft: 0.00 Rtn.Load(RL),Ib: 200 . Trib.1 Weight(Rw),psf: 15.00 Wall Weight(Ww),psf: 8.00 Seismic,plf: 211 =681916/32.33' ✓ Mm(Seismic),ft-Ib: 73312 =(6819/b/32.33''Lo'H1) 0 Mr(Seismic),ft-Ib: 51421 =(Trib.1'Rw+H1Wyw)'(Lo)"22+RL'Lo HD(Seismic),lb: 1459 =(Mot-(0.6-0.092)'Mr)/Lo 1111 Holdown Capacity,lb: 5000 HD Type: 1 15/32"APA Rated Sheathing rShear critical,plf: 211 Seg.1:'E'=154 At 6"o.o.edges,12"o.e.field HD critical,Ib: 1459 r 40%increase for wind?: No Sheathing Layers: Single Concrete Anch.? No Wall Type: E Holdown Types: Wall Capacity,pit: 310 Seg.1:'1'=0-5k with Controlling HD Type: 1 Holdown Capacity,Ib: 5000 ■ 3x Members req.: No ■ r r ■ r r ' r 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 Suite One Hundred Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon r Client AG Spanos Companies MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 99 of 198 www.miller-se.com By Ck'd Date Page ENGINEERS 111 ■ • 5th Floor Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E).lb 41 0 0 7038 Wind Uplift(U)= 0.00 psi . Load from 41,lb: 0 0 6437 3rd Fir Depth(Fd)= 0.00 ft Total,lb: 0 0 13475 Segment l Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: Overall Seg.(Lo),1t 30.08 30.08 i III 41 Wall Height(H1),ft 10.75 41 Wag Height(42),ft 10.75 Trib.1,ft 0.00 Diaphragm amp 1.15 IIITrib.2,ft: 13.00 vc 285 pl/ Rtn.Load(RL),Ib: 200 v 268 pH Trib.1 Weight(Rw),psi: 15.00 No collector req'd Trib.2 Weight(Uw).pst 27.00 . Wall Weight(Ww),psT. 8.00 Seismic,plt 448 =(703815+64371b)/30.08' Mor(Seismic),ft-Ib: 214078 =(7038 16/30.081o'H2)+(6437lb/30.08"Lo"(Hf+H2*Fd)) ■ Mr(Seismic),ft-lb: 242676 =(Re''Tri5.1+Uw'Trib.2+We"H1+H2))`(Lo)"22+RL'Le HD(Seismic),Ib: 3018 =(Mot-(0.6-0.092)'Mr)/Lo Holdown Capacity,Ib: 5000 . HD Type: 1 15132"APA Rated Sheathing Shear critical,plt: 448 Seg.1:'F'=10d At 4^e.c.edges,12"c.c.field HO critical,Ib: 3018 i :40%increase for wind?: No Sheathing Layers: Single Concrete Anch.? No Wall Type: F Holdown Types: 1111 Well Capacity,pit 460 Seg.1:'1'=OSk with Controlling HD Type: 1 Holdown Capacity,Ib: 5000IIII 3x Members req.: Yes 5m Floor Level 5.2005=I 0.092 I Wall Line Wind(W),lb Min.Wind.lb Seismic(E),lb a I 42 0 0 4886 Wind Uplift(U)= 0 pet Load from 42,Ib: 0 0 4468 3rd Fir Depth(Fd)= 0.00 ft Total.lb: 0 0 9354 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: II Overall Seg.(Lo),ft 23.42 23.42 I 42 Wall Height(11),ft: 10.75 42 Wall Height(H2),ft 10.75ra Trib.1,ft: 3.50 Diaphragm amp 1.15 Trib.2,ft: 3 lie 285 prf Rm.Load(RL),Ib: 200 v 240 pif Trib.1 Weight(Rw),pst: 15.00 No collector req'd N Trib.2 Weight(Uw),ps1: 27.00 Wall Weight(Ww),pat 6.00 Seismic,pt: 399 =(4886 lb*4468/b)/23.42' II Mor(Seismic),ft-Ib: 148565 =(4886/6/23.42 1.142).(4468 10/23.42'14,-(H1+H2+Fd)) Mr(Seismic),ft-lb: 88442 =(Re'Trib.1+Uw'Trib.2*Ww'(H1+H2))'(Lo)"2/2*RL'Lo HD(Seismic),Ib: 4426 =(Mot-(0.6-0.092)'Mr)/LoIII Holdown Capacity,Ib: 5000 HD Type: 1 15/32'APA Rated Sheathing Shear critical,plf: 399 Seg.1:'F'=104 At 4"o.e.edges,12"o.e.field a HD critical,Ib: 4426 ,40%increase for wind?: No Sheathing Layers: Single III Arch.? No Wall Type: F Holdown Types: Well Capacity,pit: 460 Seg.1:'1'=0-5k with Controlling HD Type: 1III Holdown Capacity,lb: 5000 3x Members req.: Yes a S a III II a ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161194 a Suite One Hundred 0 Portland,OR 97219 MbLocation 8900-9000 SW Oak St.,Tigard, Oregon• r Client AG Spanos Companies MILLER Phone 503.246.1250 a CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 100 of 198 www.miller-se.com By Ck'd Date Page ENGINEERS a a 5th Floor Level 0.2Sds= D092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb 43 0 0 4023 Wind Uplift(U)= 0 psf Load from 43,Ib: 0 0 3680 3rd Fir Depth(Fd)= 0.00 ft Total,ib: 0 0 7703 Segment l Segment 2 Segment 3 Segment 4 Segment 5 Total La: IIIOverall Seg.(Le),It: 20.75 20.75 I 43 Wall Height(H1),ft: 10.75 43 Wall Height(H2),ft 10.75 . Trib.1,ft: 0.00 Diaphragm amp 1.15 . Trib.2,ft: 7 vc 285 pH RM.Load(RL),Ib: 200 223 pH Trib.1 Weight(Rw),psf: 15.00 No collector req'd Trib.2 Weight(Uw),pst. 27.00 • Wall Weight(1Nw),pst 8.00 Seismic,pit 371 =(402319+368019)/20.75' ■ Mor(Seismic),6-16: 122367 Mr(Seismic),ft-Ib: 81867 =(4023lb/20.751o'H2)+(3680/b/20.75''Lo'(H1+H2+Frq) =(Rw'Mb.1+Uw Tdb.2+Ww'(H1+H2))'(La)^2/2+RL'Lo • HO(Seismic),Ib: 3893 =(Met-(0.6-0.092)'M0/Lo Holdown Capacity,IS; 5000 ■ HD Type: 1 15132'APA Rated Sheathing Shear critical,Of: 371 Seg.1:'F'=10d At 4"c.c.edges,12"0.0.field ■ HD critical,lb: 3893 40%increase for wind?: No Sheathing Layers: Single Concrete Anch.? No II Wall Type: F Holdown Types: Wall Capacity,pH: 460 Seg.1:'1'=0-5k with Controlling HD Type: 1 Holdown Capacity,lb: 5000 ■ 3x Members req.: Yes 5th Floor Level 0.2Sds=1 0.092 I Il Well Line Wind(W),lb Min.Wind,lb Seismic(E),lb i 44 0 0 2476 Wind Uplift(U)= 0 psf Load from 44,lb: 0 0 2265 3rd Fir Depth(Fd)= 0.00 ft Total,lb: 0 0 4741 . Segment 1 Segment 2 Segment 3 Segmenl4 Segment 5 Total Le: Overall Seg.(Lo),f: 15.05 15.00 44 Wall Height(H1),ft: 10.75 44 Wall Height(H2),ft: 10.75 111 Trib.1,ft 6.00 Diaphragm amp 1.15 Trib.2,ft: 12 285 pH Rm.Load(RL),Ib: 200 190 p1! . Trib.1 Weight(Rw),p50: 15.00 No collector req'd Trib.2 Weight(11w),int 27.00 Well Weight(We,),pot 8.00 Seismic,pH: 316 =(2476 lb+22651b)/15' IIIIMor(Seismic),ft-Ib: 75315 =(24 76 15 1 15'Lo'H2)+(2265/6/15 2o'(H1+H2+Fmp) Mr(Seismic),ft-lb: 68925 =(Rw'nib.1+Uw`Toth.2+Ww'(H1+1.r4))'(L)"22+RL2c • HD(Seismic),IS; 2687 - =(Mot-(0.6-0.092)'M0/Lo a Holdown Capacity,IS: 5000 HD Type: 1 15/32'APA Rated Sheathing . Shear critical,p11: 316 Seg.1:'F'=104 At 4"o.c.edges,12'ex..field HD critical,lb: 2687 ,40%increase for wind?: No Sheathing Layers: Single II Concrete Anch.? No Wall Type: F Holdowe Types: Wall Capacity,pit. 460 Seg.1:'1'=0-5k with Controlling HD Type: 1 • Holdown Capacity,lb: 5000 3x Members req.: No • • • ■ • ■ a 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 111 Et Suite One Hundred Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard,Oregon Client AG Spanos Companies MILLER . Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 101 of 198 www.miller-se.com By Ck'd Date Page ■ ENGINEERS ✓ . a a 5th Floor Level 0.20ds= 0.092 Wall Line Wind(W),lb Min.Wald,ib Seismic(E),lb I 45 0 0 5467 Wind Uplift(U)= 0 patle Load from 45,ib: 0 0 5000 3rd Fir Depth(Fd)= 0D0 ft Total,ib: 0 0 10467 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: Overall Seg.(Lo),ft: 30.00 30.00 I ■ 45 Wall Haight(H1).ft: 10.75 45 Wag Height(H2),ft 10.75 Trib.1,ft: 0.00 Diaphragm amp 1.15 Trib,2,ft: 5.50 vc 285 pit III Rm.Lead(RL),ib: 200 210 p17 Trib.1 Weight(Rw),pet 15.00 No collector req'd Trib.2 Weight(Uv),p017 27.00 a Wall Weight(Ww),pet 8.00 Seismic,pit 349 =(5467/6+5020 lb)/30' Mm(Seismic),ft-Ib: 166270 =(5467 lb/30'Lo'H2)+(500015/30'Lo'yH1+H2+Fd)) ■ Mr(Seismic),ft-Ib: 150225 =(Rw'Mb.1+Us"Trib.2+Ww•(H1+H2j)'(Lo)^22+RL'to HD(Seismic),Ib: 2999 =(Mot-(0.6-0.092)'Mr)/Lo Holdown Capacity,Ib: 5000 ■ HD Type: 1 15/32'APA Rated Sheathing Shear critical,plh 349 Seg.1:'F=10d At 4'mu edges,12^o.c.field HD critical,Ib: 2999 S ,40%increase for wind?: No Sheathing Layers: Single Concrete Foch.? No Wall Type: F Holdown Types: II Wall Capacity,pit: 46D Seg.1:'1'=0.5k with Controlling HD Type: 1 Holdown Capacity,lb: 5000 II 3x Members req.: No 5th Floor Level 0.2Sds=I 0.092 I Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb a 48 0 0 4744 Wind Uplift(U)= 0 psf Load from 46,lb: 0 0 4339 3rd Fir Depth(Fd)= 000 ft Total,Ib: 0 0 9083 II/Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lb: Overall Seg.(Lo),It 23.33 23.33 I 46 Wag Height(H1),It: 10.75 46 Wall Height(1-12).ft 10.75II Trib,1,ft: 0.00Diaphragm amp 1.15 Trib.2,h: 11.00 vc 285 pit Rm.Load(RL),lb: 200 v 234 pit Trib.1 Weight(Rw),pat: 15.00 No collector mq'tl . Trib.2 Weight(Uw),psi: 27.00 Wag Weight(Ww),psi: 8.00 Seismic,pit 389 =(4744 lb+43391b)/23.33' a Mor(Seismic),ft-Ib: 144307 =(4 744 15/23.33'Lo'H2)+(4339/b/23.33'Lo(Hl+H2+Fd)) Mr(Seismic),ft-Ib: 132339 =(Rw'Trib.1+Uw'Trib.2+Ww.H1+H2))'(Lo)^212+RL'Lo HD(Seismic),lb: 3303 =(Mot-(0.8.0.092)'Mr)/Lo ■ Holdown Capacity,IS: 5000 HD Type: 1 15/32'APA Rated Sheathing 111Shear critical,pIF. 369 Seg.1:'F'=10d At 4"o.c.edges,12^me.field HD critical,Ib: 3303 :40%increase for wind?: No Sheathing Layers: Single • III Anch.? No Wall Type: F Holdown Types: Wall Capacity,Of: 460 Seg.1:'1'=0-5k with Controlling HD Type: 11111 1 Holdown Capacity,IS: 5000 3x Members req.: Yes ■ 11/ 111 a a im a 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 111Suite One Hundred Et Portland,OR 97219 la Location 8900-9000 SW Oak St.,Tigard, Oregon III Client AG Spanos Companies MILLER Phone 503.246.1250III CONSULTING Fax 503.246.1395 ByELD Ck'd ARL Date 9.28.2017 Page 102 of 198 www.miller-se.com1111ENGINEERS 111 II 111/ 5th Floor Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind.lb Seismic(0).lb III/ Load 47 0 0 355 Wind Uplift(U)= 0 psf Load from 47,Ib: 0 0 325 3rd Fir Depth(Fd)= 0.00 ft Total,lb: 0 0 680 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: ■ Overall Seg.(Lo),ft: 4.08 4.08 I 47 Wall Height(H1),ft: 10.75 47 Wall Height(F12),ft 10.75 Trib.1,ft 0.00 Diaphragm amp 1.15 . Trib.2,ft 0.00 vc 285 plf Rth.Load(RL),Ib: 200 100 pff Trib.1 Weight(Rw),psf: 15.00 No collector req'd II Wall 2 Weight(Uw),est 27.00 Wall Weight(Ww),psf. 8.00 Seismic,plf: 167 =(35518+3251b)/4.08' w)NM,pill 220 (includes h/w ratio increases) ■ Mon(Seismic),ft-Ib: 10813 Mr(Seismic),ft-Ib: 2251 =(35516/4,06 Lo1f2)+(325lb/4.06'Lo'(H1+H2+Fd)( =(Re'Tnb.1+lhv/DM.2+Ww'(H1+H2))'(l0`2/2+RL'Lo HD(Seismic),Ib: 2368 =(Mot-(0.6.0.09,2f100/La Holdown Capacity,Ib: 5000 . HD Type: 1 15l32'APA Rated Sheathing Shear critical,plf: 220 Seg.1:'E'=10d At 6'o.c.edges,12'o.c.field ■ HD crgcal,lb: 2368 g 40%increase for wind?: No Sheathing Layers: Single Concrete Anch.? No . Wall Type: E Holdown Types: Wall Capacity,pg:' 310 Seg.1:'1'=0-5k with Controlling HD Type: 1 Holdown Capacity,Ib: 5000 . 30 Members req.: No 5th Floor Level 0.2Sds=I 0.092 I Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb IIII 48 0 0 831 Wind Uplift(U)= 0 psf Load from 48,lb: 0 0 760 3rd Fir Depth(Fd)= 0.00 ft Total,lb: 0 0 1591 III Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: Overall Seg.(Lo),ft: 6.50 6.50 I 48 Wall Height(H1),ft: 10.75 48 Wall Height(112),ft: 10.75 ■ Trib.1,ft: 6.00 Diaphragm amp 1.15 Tnb.2,ft: 6.00 vc 285 plf RIs.Load(RL),Ib: 200 147 off Trib.1 Weight(Rw),pet 15.00 No collector req d Ill Trib.2 Weight(lie),pst: 27.00 Wall Weight(Ww),psf: 8.00 Seismic,pit 245 =(831 lb+76016)/6.5' ■ MOT(Seismic),ft-Ib: 25273 =(831 lb/6.5'Lo'H2)+(76016/6.5'1.e(H1+H2+Fd)) Mr(Seismic).ft-Ib: 10257 =(Rw'Tnb.1+Uw'Tnb.2+My'(H1+H2))'(Lo)"2/2+RL'Lo HD(Seismic),Ib: 3087 =(Mot-(0.6-0.092)'M1(/Lo . Holdown Capacity,Ib: 5000 HD Type: 1 15132'APA Rated Sheathing ■ Shear critical,plf: 245 Seg.t:'E'=154 At 67 ox.edges,l2"6.0,fieldHO critical,b: 3087 .40%Increase for wind?: No Sheathing Layers: Single U Concrete Anch.7 No Well Type: E Holdown Types: Wall Capacity.p8: 310 Seg.1:'1'=0-5k with Controlling HD Type: 1 ■ Hollows Capacity,lb: 5000 30 Members req.: No a I ■ ■ I ■ ✓ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 Il Suite One Hundred Portland,OR 97219 MkLocation 8900-9000 SW Oak St.,Tigard,Oregon 1111 Client AG Spanos Companies MILLERIII Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 103of198 WWW.miiler-se.com By Ck'd Date Page ■ ENGINEERS a ■ r 5th Floor Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),Ib 49 0 0 7557 Wind Uplift(U)= 0 psI ■ Load from 49,lb: 0 0 6911 3rd Fir Depth(Fd)= 0.00 ft Total,lb: 0 0 14468 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: Overall Seg.(Lo),ft: 32.33 32.33 I III 49 Wall Height(H1),R 10.75 49 Wall Height(92),ft 10.75 Trib.1,0: 0.00 Diaphragm amp 1.15 IIITdb.2,It 0.00 vc 285 pit Rm.Load(RI.),lb: 200 269 Of Trib.1 Weight(Rw),pet 15.00 No collector req'd Trib.2 Weight(Uw),pst 27.00 IIIWall Weight(Ww),pet. 8.00 I Seismic,p8: 448 =(755715+691115)/32.33' I M0,(Seismic),0/b: 229848 =(755715/32.33'Lo'H2)+(691715/32.33''Lo'(H1+H2+Fd)) r Mr(Seismic),6.15: 96375 =(Rw'Trib.1+Uw Tdb.2+Ww'(H1+H2))'(Lo)"22+RL'Lo HD(Seismic),ib: 5595 =(Mot-(0.6-0.092)'Mr)/La Holdown Capacity,ib: 10000 III Type: 2 15132"APA Rated Sheathing Shear critical,pit 448 Seg.1:'F'=10d At 4"o.c.edges,12"o.c.field HD critical,Ib: 5595 ■ 40%increase for wind?: No Sheathing Layers: Single Concrete Anch.7 No Wall Type: F Holdown Types: r Wall Capacity,pit 460 Seg.1:'2'=5-10k with Controlling HD Type: 2 Holdown Capacity,lb: 10000 ■ 3x Members req.: Yes 5th Floor Level 0.2Sds=I 0.092 1 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb a I 50 0 0 7456 Wind Uplift(U)= 0 psf Load from 50,lb: 0 0 6819 3rd Fir Depth(Fd)=- 0.00 ft Total,lb: 0 0 14275 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Le: r Overall Seg.(Lo),ft 32.33 32.33 I 50 Wail Height(H1),It: 10.75 50 Wall Height(112),ft 10.75 ■ Trib.1,ft 0.00 Diaphragm amp 1.15 Trib.2,ft: 0.00 vc 285 pH Rtn.Load(RL),IS: 200 v 265 pt Trib.1 Weight(Rw),pet 15.00 No collector req'dIII Tdb.2 Weight(Uw).pst: 27.00 Wall Weight(Ww),pet: 8.00 Seismic,pit 442 =(745510+65191b)/32.33' r Mm(Seismic),ft-Ib: 226784 =(745615/3233 Lo'H2)+(681915/32.33'"Lo'(H1+H2+Fr6) Mr(Seismic),ft-Ib: 96375 =(Rw'Trib.1+Uw'745.2+Ww 1111+H2))'(Lo)n22+RLlo HD(Seismic).Ib: 5500 =(Mot-(0.6-0.092)'Mr)/Lo ■ Holdown Capacity,lb: 10000 HD Type: 2 15132'APA Rated Sheathing 1111Shear critical,pit T'442 Seg.1: a 10d At 4"o.c.edges,12'o.c.field HD critical,ib: 5500 :40%increase for wind?: No Sheathing Layers: Single Concrete Anch.7 No la Wall Type: F Holdown Types: Wall Capacity,pit. 460 Seg.1:7=5-10k with Controlling HD Type: 2 ■ Holdown Capacity,lb: 10000 3x Members req.: Yes a r a a r a is 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161194 r Suite One Hundred OS Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon III Client AG Spanos Companies MILLER Phone 503.246.1250IIIII CONSULTING Fax 503,246.1395 ByELD Ck'd ARL Date 9.28.2017 Page 104 of 198 www.miller-se.comr ENGINEERS a • 4th Floor Level 02Sde= 0.092 Wall Line Wind(WI,lb MM.Wind.lb Seismic(E).N . l 41 0 0 4591 Wmd Uplift(U)= 0 pet Load dom 41,lb 0 0 7038 3rd Floor Depth(F3)= 0.00 ft Lead from 41,lb 0 0 6437 and Floor Depth(F2)= 0.00 ft Total,lb 0 0 18166 Segment 1 Segment 2 Segmenta Segment4 Segment 5 Total Lo: Ovargt Seg.(La),ft 30.06 30.00 l 41 Wag Helght(Hl),ft 10.75 41 Well Haight(H2),ft 1575 41 Wag Height(143),ft 10.75 Trib.1,ft 0.00 nib.2,ft 13.00 Trib.3,0 13.00 . Rio.Load(RL),lb 0 Trib.1 Weight(Rw),psf 15.00 Trib.2 WeIgM(Uw),psf 27.00 Trib.3 WeIght(Mw),psf 27.00 . We Weight(Ww),psf. 500 Seismic,plf 604 =(459118+6437 lb*703818)/30,08' Mot(Seismic),ft-lb 409384 =(469116130.08•Lc'H3)+(7038/b/30.08'•Lo•(H2+H3+F2))+(643716/30.06'•Lo'(H1+H2+H3+F2+F3)) a Mr(Seismic).ft-lb 395480 HD(Seismic),lb 6930 =(Rw 7'b.1+Uw'nth 2+Mw'Mb,30 Ww'(Hf+H2+H3))YLo)"2/2+RL'Lo =(Mol-(0.6-0.092)•Mr)/Lo Moldova)Capacity,lb 10000 HD Type: 7 15/32-APA Rated Sheathing Shear critical,p18 601 Seg.1:'14 010d A02"o.c.edges,121 cc.field CD critical,Ib: 6930 e 40%Increase for wind? No ■ Sheathing Layers Single Concrete Anch.7 Yes Wall Type: H Holdown Types: Well Capacity,p0 770 Seg.1:T=5-10k 1111Controlling HD Type: 7 Moldova)Capacity.lb 10000 3x Members req. Yes 41h Floor Level 0.25tls0L 0.092 Wall Line Wind(W).lb Min.Wind,it Seismic(E),lb I 42 0 0 3257 Wind Uplift(U)= 0 psf Load from 42,lb 0 0 4886 3rd Floor Depth(F3)= 0.00 ft ■ Load from 42,lb 0 0 4468 2nd Floor Depth(F2)= 0.00 ft Total,Ib 0 0 12611 Segment 1 Segment 2 Segment 3 Segment Segment 5 Total Lo: Overag Seg.(Lo),ft 23,42 23.42 i ■ 42 Wag Height(61),fL 10.75 42 Well Height(H2),ft 10.75 42 Wall Height(H3),ft 10.75 Tub.1,0. 9.50 ■ Tnb.2,ft 3.00 Tub,3,n 3.00 Rat.Load(01),lb 200 Tub.1 Weight(Rw),pet 15.00 ■ Trib.2 Weight(Uw),pst 27.00 Trib.3 WegM(Mw),psf 27.00 Wet Weight(Ww),psf- 6.00 Seismic.p0 538 =(32571b*4468/6+408616)/23.42' . Mom(Seismic),Ddb 284114 =(320 7 18/23.42'Lo•H3N(488510/2342'Yo'(H2+Ff3+F2)Jt(44661b123,42''Lo'M1+H2+H3+F2+F3)) Mr(Seismic),ft. 110850 =(Rw'Trib.1*Uw'T,fb.2+Mw 748.3+Ww'(H1+H2*H3))'(Lo)"2/2+RL-Lo HD(Seismic),lb 9733 =(Mot-(0.6-0.082)'M0/Lo Moldown Capacity,lb 10000 HD Type: 7 15/32'APA Rated Sheathing Shear critical,pit 538 Seg.1:'0'=10d Ata"0.0.edges,n"0.0,field ■ HD critical.Ib: 9733 e40%increase for wind? No Sheathing Layers Single Concrete Anch.? Yes ■ Wall Type: G Holdown Types: Wall Capacity.pd 800 Sag.1:T=5lOk Controlling HD Type: 7 HAdown Capacity.lb 10000 11130 Members req. Yes ✓ ■ ■ r ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 . - Suite One Hundred Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon ■ Client AG Spanos Companies . MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD Ck'd ARL 9.28.2017 105 of 198 www.miller-se.com By Date Page ■ ENGINEERS s a U dot Flow Level 0.2Sds= 0.092 Wall Line Wind(VOL lb Min.Wind,lb Seismic(E),lb 43 0 0 2682Wind Uplift(U)= 0 psf Load from 43,lb 0 0 4023 3rd Floor Depot(F3):: 0.00 6 Load from 43,lb 0 0 3680 2nd Floor Depth(F2)= 0.00 ft Total,lb 0 0 10385 Segment 1 Segment 2 Segment 3 Segment4 Segment 5 Total Lo: ■ Overall Seg.(La).ft 20.75 20.75 I 43 Wall Height(H1),It. 10.75 43 Wall Height(112),ft 10.75 43 Wail Height(H3),ft 10.75 Tb.1,ft 0.00 Trip 2.R 7.00 Trib.3,It 7,00 RN.Load(RL).lb 200 Trib.1 Weight(Rw),psi 15.00 Trib.2 Weight(Uw),psf 27.00 Trib.3 Weight(Mw),pef 27.00 Wall Weight(NM).pef 8.00 Seismic,pit 500 =(268210+36900*402316)/20.75' Mor(Seismic),ft-0 234006 =(26820/20.75'Lo'H3)+(402315/20.75'15.(1-12.H3+62))+(3613015/20.75"Lo'(H1,H2+H3+52+F3)) Mr(Seismic).0-lb 122555 =(Re'Trfe I+Uw'Tnlo 2+Mw'7363.3+Ww'(H1+H2+H36'(Lo)"72+42L'Lo HD(Seismic).lb 8277 =(Mot-(0.6-0.092)'Mr)/to Holdown Capacity,lb 10000 HD Type: 7 15132'APA Rated Sheathing Shear critical,pit 580 Seg.1:'G'=10d At a"0.0.edges.12"0.0.Bela HD critical,Ib: 8277 6 40%Increase for wind? No Sheathing Layers Single Concrete Mal.? Yes Wag Type: G Holdown Types: Wali Capacity,pit 600 Seg.1:T=0-10k Controlling HD Type: 7 ■ Holdown Capacity.lb 10000 3x Members req. Yes 4th Floor Level 0.25ds ci 0.092 I Wall Line Wind(W),lb Min.Wird,lb Seismic(E). 44 0 0 1651 W dUplift(U)= 0 psf Load from 44,lb 0 0 2476 3rd Floor Depth(F3)= 0.00 ft Load from 44.lb 0 0 2285 2nd Floor Depth(F2)= 0.00 0 Total,lb 0 0 6392 Segment? Segment 2 Segment 3 Segnrent4 Segment 5 Total Lo: Overall Seg.(Lo).ft 16.00 15,00 I 44 Wall Height(H1),ft 10.75 ■ 44 Well Height(H2),R 10.75 44 Wall Height(H3),ft 10.75 Trib.1,f1. 5.40 Trib.2.0 12.00 ■ Trlb.3,3 12.00 Rtn.Load(RL),lb 200 Tb.1 Weight(Re),psf 15.00 Trib.2 Weight(Uw),psf 27.00 Trib.3 Weight(Mw).psf 27.00 Wall Weight(Ww).pet 8.00 Seismic,pit 426 =(16510+226510+24760)/15' Mor(Seismic).ft-lb 144029 =(165115/15'Lo'H3)+(247616/15"Lo'(H2+H3+F2))+(22650/15"Le(H1+H2+H3+F2+F3)) ■ Mr(Seismic),ft-lb 105375 =(Ric"The 1+Uw'rob.2eMw'THb.3+ww'(H1+H2+H3))'(Lo)"2MRL-Lo HD(Seismic),lb 6033 =(Mot-(0.6-0.0921M6/Lo Holdow0 Capacity,lb 10000 ■ HD Type' 7 16132'APA Rated SheatNng Shear critical,pit: 426 Seg.1:'F=10d At 4=o.c.edges,12.c.c.field HD critical,Ib: 6033 ■ 0 40%increase for wind? No Sheathing Layers Single Concrete Anch.? Yes ■ Wall Type: F Holdown Types: Wall Capacity,plf 460 Seg.1:T=5.106 Controlling HD Type: 7 Hoidown Capacity,lb 10000 3x Members req. Yes . ■ ■ ✓ ■ ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 ■ Suite One Hundred Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon ■ Client AG Spanos Companies MILLER Phone 503.246.1250 ■ CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 106 of 198 www.miller-se.com By Ck'd Date Page ENGINEERS ■ a U • 4111 Floor Level 0.2505= 0.092 Well Line Wind(W),b Min.Wind,lb 5eismk(E).lb ■ i 45 0 0 3644 Wind Uplift(U)= 0 psf Load from d5,lb 0 0 5667 3rd Floor Depth(F3)= 0.00 0 Load from 45,lb 0 0 5000 2nd Floor Depth(F2)= 0.00 ft Total,lb 0 0 14111 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: Overall Seg.0„),ft 30.00 30.00 45 Wan Height(11).ft` 10.75 45 Wall Height(112).IL 10.75 ■ 45 Wall Height(H3),ft 10.75 T b.1,1. 0.00 THb.2.0 5.50 Tb.3,ft 5-50 U RIn.Load(01),lb 200 Trib.1 Weight(Re),psf 15.00 Tb.2 Weight(UW),par 27.00 Trib.3 Weight(Mw).psf 27.00 Wali Weight(We).psf 600 Seismic,plf 470 o(354410+50006+5467 NW/30' Mor(Seismic),0-1b 317964 =(3644161301.o'H3)+(5467Ib/30'•La'(H2+H3+F2))+(500016/30'Ko'(H1+H2+H3+F2+F3)) U Mr(Seismic),ft-lb 217050 HO(Seismic),lb 8923 (Rea THb.to00'1db.20Mw•Tnb.30 Ww'(Hi+H2+H3))'(Lo)"22+RL'Lo =(MW-)O.6d.092)'Mr)/Lc Holdown Capacity,lb 10000 HD Type: 7 ■ 15132"APA Rated Sheathing Shear critical,p11: 470 Seg.1:'G'=tOtl At 3"0.0.edges,12"0.5.fieldHD critical,Ib: 6923 e 40%Increase for wind? No ■ Sheathing Layers Single Concrete Anch.7 Yee Wall Type: G Holdown Types: Wall Capacity,p7 600 Seg.1:7'o 5.10k . Controlling HD Type: 7 Holdown Capacity,lb 10000 3s Members req. Yes 11114th Floor Level 0.2Sds=l 0.092 I Wall Line Wind(W).lb Min,Wind,lb Seismic(E), i 46 0 0 3162 Wind Uplift(U)= 0 psf Load from 46,16 0 0 4744 3rd Floor Depth(F3)= 0.00 ft 1111Load from 46,lb 0 0 4339 2nd Floor Depth(F2)= 0.00 ft Total,lb 0 0 12245 Segment l Segment 2 Segment3 Segment4 Segment 5 Total LO: Overall Seg.(Lo),ft 23.33 23.33 I 111146 Wet Height(HI),ft 10.75 46 Well Height 012),ft 10.75 46 Wall Height(113).11 10.75 Trib.1,ft 0.00 ■ Tdb.2,ft 11.00 Tdb.3,0: 11.00 RM.Load(121),lb 200 Trib.1 Weight(Rea).psf 16.06 Trib.2 Weight(Uw),psf 27.00 1111 THb.3 WeIgM(Mw),psf 27.00 Wall Weight(Woe).pat 0.00 Seismic,p7 525 =(316216+4339/b+4744/b)/23.33' ■ Mor(Seismic),ft4b 275980 =(316216/23.33•Lo•H3)+(4744/b/23.33'•Lo'(H2+H3+F2))+(4339 16/23.33"Lo'(H1+H2+H3+F2+F3)) Mr(Seismic),040 213189 =(Rw-fob./0 Uw•Trib.2+Mw'140.3+Ww'(H1+H2+13))'(14^2/2+RL2o HO(Seismic),lb 7185 =(Mot-(0.641.092)1N/Lo ■ Holdown Capacity.lb 10000 HD Type: 7 15/32'APA Rated Sheathing Shear critical,pit 525 Seg.1:'G'e 10d At 1'o.r,edges,12"c.c.field ■ 10 cdtica4 lb: 7165 e40%increase torwina7 No Sheathing Layers Single Concrete Anch.7 Yes _ ■ Wail Types G Holdown Types: Wall Capacity.p7 600 Seg.1:T=5-104 Controlling HD Type: 7 Holdown Capacity,lb 10000 111113o Members req. Yes ■ 111 ■ ■ ■ ✓ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 Suite One Hundred L Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard,Oregon ■ Client AG Spanos Companies MILLER 111 Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 107 of 198 WwW.miller-se.com By Ck'd Date Page ENGINEERS ■ • ■ 4th Floor Level 0.25ds= 0.092 Wall Line Wind(W).lb Min.Wind,Ib Seismic(EL lb 47 0 0 237 Wad Uplift(U)= 0 psf . Load from 47,10 0 0 355 310 Floor Depth(F3)= 0.00 ft Load from 47:15 0 0 325 fid Floor Depth(F2). 0.00 ft Total,lb 0 0 917 Segment 1 Segment 2 Segment 3 Segment Segment 5 Total Lo: Overall Sag.(Lo),ft 4.08 4.06 i 47 Watt Height(01),0. 10.75 47 Wall Height(112),0 10.75 47 Wall Height(H3).ft 10.75 ■ Trib.t,ft 0.00 Trib.2.R 0.00 "Nib.3,R 0.00 Rin.Load(RL),lb 200 Trib.1 Weight(Rw),psf 15.00 Trib.2 Weight(Uw),psf 27.00 Td'o.3 Weight(Mw),pet, 27.00 Wall Weight(Ww).pat 8.00 Seismic.plf 225 =(23719+325/6+355)6)14.08' 1111 0/1117,1,p8' 2913 (includes 550 rano/names) Mor(Seismic).ft-lb 20678 =(237/6/4.08•Lo•H3)+(3557b/4.08'•L0•(H2+H3+F2))+(32b lb/4.08"Lo•(H1+H2+H3+F2+F3)) Mr(Seismic),ft-lb 2251 =(Rw'Mb.1+Uw 1516.2+Mw'Mb.34 Ww'(Ht+H2+H3))1L 1"22+RL'Lo ■ HD(Seismic),N 4784 =Pot-(0.6-0.092)•Md/Lo 80800n Capacity,lb 5500 HD Type: 6 15/32"APA Rated Sheathing Shear critical,pit 296 Seg.t:'E'a lad At6"c.c.edges,l2"0.8,field 140 critical,lb: 4784 1340%increase for wind? No Sheathing Layers Single ■ Concrete Anch.? Yes Wall Type: E Holdown Types: Wall Capacity,p8 310 Seg.1:'8'a 0-56 Controlling HD Type: 6 ■ Holdown Capacity,Ib 5000 34 Members req. No 4th Floor Level 0.26ds=1 0.092 I . Well Line Wind(W),lb Min.Wind,lb Seismic(E).lb 48 0 0 554 Wind Uplift(U)= 0 psf Load from 48,15 0 0 831 3rd Floor Depth(F3)= 0.00 ft Load from 48,16 0 0 760 2nd Floor Depth(F2). 0.00 ft ■ Total,lb 0 0 2145 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: Overall Seg.(10).ft 5.50 6.50 I 48 Wall Height(H1),It 10.75 ■ 48 Well Height(H21.0 10.75 48 Wall Height(113),ft 10.75 Trib.0,IL 6.00 Trib.2,8 8.00 ■ Trib.3,b: 6.00 Rin.Load(121),Ib 200 Trib.1 Weight(Rw).pal 15.00 Trib.2 WeiBM(11w),pal 27.011 Trib.3 Weight(Mw),per 27.00 Wall Weight(Ww):psf 8.00 Seismic.plP 330 =(5541b+76016+83116)/6.5' Mor(Seismic),8-Ib 48332 =(054 m/65.10.53)0(83116/05'7.o1H2+H3+F2))+(7601b/6.5'•Lo?H1+H2+H3+F2+F3)) • Mr(Seismic),S-lb 13879 =(Rw Tab.1+Uw'Tb.20Mw11/5.3+Ww•(01042043))7L4)"22+RL'L5 HD(5018714 Ib 6367 =@lot-(0.6-0.092)'MI/10 Holdown Capacity,lb 10000 HD Type: 7 • 15/32'APA Rated Sheathing shear critical,plf: 330 Seg.1:'F=104 At 4'o.0.edges,12"c.c.field HD critical,ib: 8397 ■ e40%increase for wind? No Sheathing Layers Single Concrete Anch.7 Yes Wail Type: F Holdown Types: Wall Capacity,p8 460 Seg.1:'T a 5-10k Controlling HD Type: 7 Holdown Capacity,lb 10000 3x Members reg. No ■ ■ ■ • 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 Suite One Hundred Portland,OR 97219 8900 9000 SW Oak St.,Tigard, Oregon _ Location g ■ Client AG Spanos Companies MILLER Phone 503.246.1250 ■ CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 108 of 198 www.miller-se.com By Ck'd Date Page ENGINEERS ■ 111 a ■ 4111 Floor Level 0.2Sds= 0.092 Waft Line Wind(W),Ib Min.Wind.lb Seismic(E).lb ■ I 49 0 Load born 49,lb 0 0 5037 Wmd Uplift(U)= 0 psf 0 7557 3rd Floor Depth(F3)' 0.00 R Load from49,lb 0 0 6911 2nd Floor Depth(F2)= 0.00 ft TOW,lb 0 0 19505 ■ Overall Seg.(Lo),R Seg32.m35ent 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: 32.33 49 WWI Height(HI),ft 10.75 49 Wall Height(92),ft 10.75 ■ 49 Wall Height 013),ft 10.76 Trib.I,ft 0.00 Trib.2,R 0.00 Tnb.1 ft 0.00 1 RIO.Load(RL),lb 200 Tdb.1 Weight(Rw),pat 15.00 7rib.2 Weight(Uw),psf 27.00 lob.3 Weight(Mw),psf 27.00 1 Wall Weight(rw).int 8.00 Seismic,pit 603 =(503716*6911/6+7557lb)/32.33' Mor(Seismic),fl-lb 439548 =(503716/3233'Lo'H3)+(755716/32.33"L2'(H2*H3+F2))*(691116/32.33"Lo'(HI*H2+H3+F2+F3)) . HD(Ssmic),ft-lb 96375 =(Rw'Th'6.1+Uw'Tnb.2+Mar7d6.3+Ww'(H1+H2*H3))'(Lo)'2/2*RLLo HD(Seismic),lb 12080 =(Mol-50.6-0.092)'Mr)/Lo Holdown Capacity,lb 15000 HD Type: 8 15132'APA Rated Sheathing III Shear 0116001,pit: 603 Seg.i:' a 104 At 2"0.0,edges,12-o.c,00ld HD critical,Ib: 12010 H' e40%increase forwind7 No Sheathing Layers Single 111 Concrete kith.? Yes Wall Type: H Holdown Types: Wall Capacity,p8 770 Sag.1:'6'=10.15k Controlling HD Type: 6 1111 Holdown Capacity,lb 15000 3x Members req. Yes II4th Floor Level 0.2Sds=I 0.092 Wall LuWind.Wind(WI,lb Mln. d,lb Seismic(E).lb I 50 0 0 4970 W dUpoft(Li). 0 psf Load from 50,lb 0 0 7456 3rd Floor Depth(F3)= 0.00 ft Load from 50,lb 0 0 6819 2nd Floor Depth(F2)= 0.00 ft alTotal,lb 0 0 10245 Segment I Segment 2 Segment 3 Segment 4 Segments Total La: Overall Seg.(10),R 32.33 32.33 I 50 Wall Haight(Hi).ft 10.75 111 50 Wall Height(112),ft 10.75 50 Wall Height(93),ft 10.75 Trib.1,fL 0.00 Trig 2,R. 0.00 1 Till.3,0 0.00 Rln.Load(RL),lb 200 Tdb.1 Weight(Rw),psf 15.00 Tdb.2 Weight(Uw),psf 27.00 111 Tb.3 Weight(Mw),psf 27.00 Well Weight(taw),Pah 6.00 Seismic,plf 595 =(4970 @+681916+7455110/32.33' 1 Mon(Seismic),Rib 433689 =097010/32.33 10'H3)*(745616/32.33'Yo'(H2+113+F2))+(8619 lb/32.33"L0'(H1+H2+H3*F2*F3)) Mr(Seismic),11-lb 86375 =(Rw'7n'5.1+Uw'Trib.2+Mw'TM.3+Ww'(H1+H2*H3))7(Lo)'22*RL'Lo HD(Seismic),lb 11899 =(Mot-(0.6-0.092)'Mr)/lo Nankeen ken Capacity,Ib 15000 111 HD Type: 8 15132'APA Rated Sheathing Shear critical,plf: 595 Seg.1:'G'=10d At 3"o.0.edges,12"oz.field HD critical,lb: 11899 110 e40%increase for wind? No Sheathing Layers Single Concrete Anch.? Yes Wall Type: G Holdown Types: NIWalt Capacity,p0 600 Seg.1:'8'=10.15k Controlling HD Type: e Hol1Own Capacity,lb 15000 11113x Members req. Yes 1 1 1 1 1 1 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 111 Art Suite One Hundred Portland,OR 97219 MkLocation 8900-9000 SW Oak St.,Tigard, Oregon III Client AG Spanos Companies MILLER 1 Phone 503.246.1250 CONSULTING Fax 503.246.1395 EL© ARL 9.28.2017 109 of 198 www.miller-se.com By Ck d Date Page 1 ENGINEERS I. a I 3rd Floor Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(8).lb 41 0 0 2344 Wind Uplift(U)= 0.00 psi ■ Load front 41,Ib: 0 0 18166 3rd Fir Depth(Fd)= 0.00 ft Total,ib: 0 0 20510 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: Overall Seg.(Lo),ft: 30.08 30.08111 I 41 Wall Height(H1),6: 10.75 41 Wall Height(H2),1t 10.75 Tdb.1,ft: 0.09 ■ Tdb.2,it: 13.00 Rtn.Load(RL),Ib: 0 Tdb.1 Weight(Rw),pst 15.00 Tdb.2 Weight(Uw),pat 74.80 ■ Wall Weight(Ww),pst 18.00 Seismic,pg: 682 =(234415+181661b)/30.08' Hfloor lb ■ Mm(Seismic),ft-Ib: 629867 =(2344 /30.08'Lo'H2)+(18166/b/30.OB'!n'(H7+442+Fd)) Mobove Mr(Seismic),ft-Ii: 595676 =(Rw'Trib.1+Uw`Tdb.2+144v'(H1+H2))'(Lo)^2/2+RL`Lo HO(Seismic),Ib: 10879 =(Mot-(0.6-0.092)114/Lo Holdown Capacity,Ib: 15000 HD Type: 8 ■ 15/32"APA Rated Sheathing Shear erigcal,pit: 682 Seg.1:IT=10d At 2"o.c.edges,12"c.c.field HD critical,IS: 10879 . t 40%increase for wind?: No Sheathing Layers: Single Concrete Melt.? Yes Wall Type: H Holdown Types: Wall Capacity,pit: 770 Seg.1:'8'=10-15k Controlling HD Type: 8 Holdown Capacity,Ib: 15000 ■ 3x Members req.: Yes 3rd Floor Level 0.2Sds=I 0.092 i Wail Line Wind(W),lb Min.Wind,lb Seismic(E),lb ■ 42 0 0 1628 Wind Uplift(U)= 0 psf Load from 42,Ib: 0 0 12611 3rd Fir Depth(Fd)= 0.00 ft Total,0: 0 0 14239 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: . Overall Seg.(Lo),ft: 23.42 23.42 I 42 Wall Height(H1).It: 10.75 42 Wall Height(H2),ft 10.75 ■ ?rib.1,8: 3.50 Tab.2,ft: 3.00 Rin.Load(RL),Ib: 200 Tdb.1 Weight(Rw),pst 15.00 ■ Tdb.2 Weight(Uw),pst 54.00 Wall Weight(Ww),pst 16.00 Seismic,pit: 608 =(16281b+1267110)123.42' Hfloor Mc,(Seismic),ft-Ib: 437183 =(1628/b/23.42'Lo`H2)+(1261110/23.42"Lo'(Ht+442+Fd)) Mabove Mr(Seismic),MO 157807 =(Rw Trio.1+Uw"7n'b.2+Ww"(Ht+H2))`(Lo)^2/2+RL`Lo HD(Seismic),Ib: 15248 =(Mot-(0.6-0.092r Mr)/Lo ■ Holdown Capacity,Ib: 20000 HD Type: 9 15/32'APA Rated Sheathing Shear critical,pit 608 Seg.1:'H'e led At 2"o.c.edges,12'a.c.field ■ HD critical,IS: 15246 40%increase for wind?: No Sheathing Layers: Single Concrete Arch.? Yes ■ Wag Type: H Holdown Types: Wall Capacity,pit 770 Seg.1:'9'=15-20k Controlling HD Type: 9 ■ Holdown Capacity,Ib: 20000 3x Members req.: Yes ■ a a ■ ■ ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161194 ■ Suite One Hundred Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon Client AG Spanos Companies MILLER Phone 503,246.1250 a CONSULTING Fax 503,246.1395 ELD ARL 9.28.2017 110 Of 198 www.miller-se,com By Ck'd Date Page ENGINEERS ■ ■ a ■ 3rd Floor Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb ■ I 43 0 Load from 43,Ib: 0 0 1340 Wind Upfdt(U)= 0 psf 0 10385 3rd Fir Depth(Fd)= 0.00 ft Total,lb: 0 0 11725 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: ■ Overall Seg.(Lo),ft 20.75 20.75 l 43 Wall Height(H1),ft 10.75 43 Wall Height(142),ft: 10.75 Tdb.1,ft: 0.00 111 Tdb.2,ft: 7.00 Rm.Load(RL),lb: 200 Tdb.1 Weight(Rw),psf: 15.00 ■ Tdb.2 Weight(Ow),psi 54.00 Wall Weight(Ww),pet 16.00 Seismic.pit 565 =(134015+1038516)/20.75' Moor ■ Mor(Seismic),ft-Ib: 360050 =(13401b/20.75'Lo•H2)+(1038516/20.75'•Lo•(Hf+H2+Fd)) Mabove Mr(Seismic),ft-Ib: 159583 =(Rw Tn'b.1+Ow 7612.2+Ww•(H1+H2))•(La)^22+RL•Lo HD(Seismic).Ib: 13445 =(Mot-(0.6-0.092)'Mr)/Lo Holdown Capacity,Ib: 15000 ■ HD Type: 8 15132"APA Rated Sheathing Shear critical,pit 565 Seg.1:.0.=104 At 3"o.c.edges,12"o.e.field ■ HO critical,Ib: 13445 r40%increase for wind?: No Sheathing Layers: Single Concrete Anch.? Yes ■ Wall Type: G Holdown Types: Wall Capacity,pit 600 Seg.1:'8'=10-15k Controlling HD Type: B Holdown Capacity,Ib: 15000 1111 33 Members req.: Yes 3rd Floor Level 0.2Sds=I 0.092 a Wall Line Wind(W).lb Min.Wind,lb Seismic(E),lb 44 0 0 825 Wind Uplift(U)= 0 psf Load from 44,lb: 0 0 6392 3rd Fir Depth(Fd)= 0.00 it Total,lb: 0 0 7217 ■ Segm15.00ent 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: Overall Seg.(Lo),ft: 15.00 I 44 Wall Height(H1),It: 10.75 ■ 44 Wall Height(H2),ft: 10.75 Tdb.1,fl: 6.00 Tdb.2,ft: 12.00 RIO.Load(RL),Ib: 200 ■ Tdb.1 Weight(Rw),psf: 15.00 Tdb.2 Weight(Uw),psf: 81.00 Wall Weight(Ww).psf: 16.00 Seismic,plf: 481 =(82516+639215)115' a MOT(Seismic),ft-lb: 221612Hfloor _(82516/151o112)+(63 9216/15"1o'(H1+H2+Fd)) Mabove Mr(Seismic),ft-Ib: 161175 =(Rw'Ta'b.1+Uw`Tdb.2+Ww 1H1+H2))•(Lo)^22+RL'Lo ■ HD(Seismic),Ib: 9316 =(Mot-(S.6.0.092)'Mr)/Lo Holdown Capacity,lb: 10000 HD Type: 7 15132•APA Rated Sheathing a Shear critical,pit 481 Seg.1:'G.=104 At 3"ex.edges,12"me.field HD critical,Ib: 9316 r 40%increase for wind?: No Sheathing Layers: Single ■ Concrete Anch.? Yes Waft Type: G Holdown Types: Well Capacity,p8: 600 Seg.1:7'=5-10k Controlling HD Type: 7 Holdown Capacity,Ib: 10000 3x Members req.: Yes ■ ■ a a ■ • ■ a 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161194 • Suite One Hundred Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon ■ Client AG Spanos Companies MILLER a Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 111 of 198 www.miller-se.com By Ck'd Date Page ■ ENGINEERS 111 a 3rd Floor Level 0.2Sds= 0.092 Wail Line Wind(W),lb Min.Wind,lb Seismic(E),lb 45 0 0 1821 Wind Uplift(U)= 0 pst ■ Load from 45,Ib: 0 0 14111 3rd Fir Depth(Fd)= 0.00 ft Total,ib: 0 0 15932 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: ■ Overall Seg.(Lo),ft: 30.00 30.00 45 Wall Height(H1),ft 10.75 45 Wall Height(H2),ft: 10.75 Trib.1,ft 0.00 Trib.2,ft 5.50 Rtn.Load(RL),Ib: 200 Trib.1 Weight(Rw),pst 15.00 Trib.2 Weight(Uw),psi: 54.00 ■ Wall Weight(Ww),pst 18.00 Seismic.p0: 531 =(182110+1411110)/30' Hfloor ■ (Seismic),0-Ib: 489233 =(182116/301o'H2)+(14f 11/b/30`Lo'(Hi+H2+Fd)) Mebe tit,(Seismic), Mr(Seismic),ft-lb: 294450 =(Rw'Trib.1+Ow.Trib.2+Ww'(Hi+H2))`(Lo)"Y2+RL•Lo HD(Seismic),Ib: 11322 =(Mot-(0.0-O.592)'Mr)/Lo Holdown Capacity,Ib: 15000 ■ HD Type: 8 15132"APA Rated Sheathing Shear critical,pit: 531 Seg.1:'G'=104 At 3"o.s.edges,12"c.c.field HD critical,Ib: 113221111 40%increase for wind?: No Sheathing Layers: Single Concrete Anch.7 Yes Wail Type: 0 Holdown Types: Wall Capacity.p8: 600 Seg.1:'8'=10-15k Controlling HD Type: 8 Holdown Capacity,Ib: 15000 ■ 3x Members req.: Yes 3rd Floor Level 0.2Sds=I 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb a 46 0 0 1580 Wind Uplift(U)= 0 psf Load from 46,Ib: 0 0 12245 3rd Fir Depth(Fd)= 0.00 ft Total,ib: 0 0 13825 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: Overall Seg.(Lo),ft: 23.33 23.33 I 46 Wall Height(H1),ft: 10.75 46 Wall Height(112),ft 10.75 Trib.1,R 0.00 Tdb.2,ft: 11.00 Rm.Load(RL).Ib: 200 Trib.1 Weight(Rw),psi: 15.00 ■ nib.2 Weight(Uw),pst 54.00 Wall Weight(Ac),pst: 16.00 Seismic,pit 593 =(1580 lb+122451b)/2133' ■ HBcor MOT(Seismic),ft-lb: 424579 =(15801b/23.33'Lo'H2)+(1224516/23.33'Ko'(H1+H2+Fd)) Mabove Mr(Seismic),8-Ib: 260011 =(Re''Trib.1+the'11db.2+We''(H1+H2))'(L0)"24+RUC0 HD(Seismic),Ib: 12535 =(Mot•(0.6-0.092)'Mr)/Lo ■ Holdown Capacity,5,: 15000 HD Type: 8 15132"APA Rated Sheathing 11/Shear Mtical,pit: 593 Seg.1:'G'=10d At 3"e,c.edges,12"oc.field HD anneal,ib: 12535 40%increase for wind?: No Sheathing Layers: Single ■ Concrete Anch.? Yes Wall Type: G Holdown Types: Wall Capacity,pit. 600 Seg.1:'6'=10-156 Controlling HD Type: 8 ■ Holdown Capacity,0: 15000 3z Members req.: Yes 111 ■ ■ a ■ ■ I 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161194 111Suite One Hundred Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon Client AG Spanos Companies MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395 ByELD Ck'd ARL Date 9.28.2017 Page 112 of 198 www.miller-se.com ENGINEERS ■ a ■ 3rd Floor Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb 1 47 0 0 118 Wind Uplift(U)= 0 psf Load from 47,N: 0 0 917 3rd Fir Depth(Fd)= 0.00 ft Total,Ib: 0 0 1035 Segment l Segment Segment 3 Segment Segment5 Total Lo: ■ Overall Seg.(Le),ft: 4.08 408 47 Wall Height(H1),t10.75 47 Wall Height(H2),ft 10.75 ■ Trib.1,ft: 0.00 Trib.2,ft: 0.00 Rte.Load(RL),lb: 200 Trib.1 Weight(Rw),pat: 15.00 Trib.2 Weight(Uw),pst 81.00 Wall Weight(Ww),pet 16.00 Seismic,pll 254 =(118/b091716)/4.08' w/HIW,plt 334 (includes h/w ratio increases) HOeor ■ Mm(Seismic),ft-Ib: 31804 =(118 lb/4.08 To712)+(917lb/4.08'•Le"(H1+H2+Fd)) Mabove Mr(Seismic),ft-Ib: 3685 =(Rw.Trib.1+Uw 745.20 My'(H1+H2))1Lo)"22+RL'Lo HD(Seismic),lb: 7330 =(Mot-(0.6-0.092)•1)/Lo ■ Holdown Capacity,Ib: 10000 HD Type: 7 15/32'APA Rated Sheathing Shear critical,pit. 334 Seg.t:'F=104 At 4"e.e.edges,12"o.c.field . HD critical,Ib: 7330 .40%increase for wind?: No Sheathing Layers: Single Concrete Anch.7 Yes Wali Type: F Holdown Types: Wet Capacity,pH: 460 Seg.1:7'=5-10k Controlling HD Type: 7 ■ Holdown Capacity,lb: 10000 3x Members req.: No 3rd Floor Level 0.2Sds=I 0.092 I Wall Line Wind(W),Ib Min.Wind,lb Seismic(E),lb 48 0 0 277 Wind Uplift(U) 0 psf Load from 48,it: 0 0 2145 3rd FIr Depth(Fit)= 0.00 ft Total,Ib: 0 0 2422 ■ Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: Overall Seg.(Le),8: 6.50 6.50 I 48 Wall Height(H1),8: 10.75 48 Well Height(H2),ft 10.75 1111 Trib.1, 6.00 Trlb.2,ft: 6.00 Rte.Load(RL),Ib: 200 ■ Tdb.1 Weight(Rw),pet 15.00 Trib.2 Weight(Ow),pst: 54.00 Wall Weight(W n),pet 16.00 Seismic,plt: 373 =(277/b e 2145/b)/6.5' ■ Mo.,(Seismic),ft-Ib: 74369 =(277!6/6.5 Yo'H2)+(214516/6.5'•Le"(H1+H2+Fd)) HfloorMabove Mr(Seismic),ft-Ib: 17313 =(Rw.Trib.1+Uw*Trib.2+H4v•(H1+H2))•(Lo)"212+RL4o ■ HD(Seismic),Ib: 10088 =(Mot-(0.5-0.092)"Mr)/lo Holdown Capacity,Ib: 15000 HD Type: 8 15/32'APA Rated Sheathing ■ Shear critical,p 373 Seg.1:'F'a 104 At 4"o.e.edges,12"o.c.field HD critical,lb:b: 10088 140%increase tar wind?: No Sheathing Layers: Single ■ Concrete Anch.? Yes Wall Type: F Holdown Types: Wall Capacity,pH: 460 Seg.1:'8'=10-15k ■ Controlling HD Type: 8 Holdown Capacity,IS: 15000 30 Members req.: Yes ■ 111 U ■ ■ ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161194 as Suite One Hundred Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon ■ Client AG Spanos Companies . MILLER Phone 503.246,1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 113 of 198 wwvv.miller-se,com By Ck'd Date Page ENGINEERS ■ ■ N 3rd Floor Level 0.2Sds= 0.092 Wall Line Wind(W).lb Min.Wind,lb Seismic(E),ib 49 0 0 2517 Wind Uplift(U)= 0 psi Load Rom 49,Ib: 0 0 195D5 3rd Fir Depth(Fd)= 0.00 ft Total,lb: 0 0 22022 Segment l Segment Segment 3 Segment 4 Segment 5 Total Lo: Overall Seg.(Lo),ft 32.33 32.33 49 Wall Height(H1),ft 10.75 49 Wall Height(H2),It 10.75 Trib.1,ft: 0.00 ■ Trib.2,ft: 0.00 Rtn.Load(RL),Ib: 200 Trib.1 Weight(Rw),pet 15.00 Trib.2 Weight(Uw),pet 81.00 Wan Weight(Ww),pst: 16.00 Seismic,p8: 681 =(2517 lb+1550516)/3233' Hfloor ■ MOT(Seismic),ft-Ib; 676285 =(2517 lb/32.33 2o'1-12)+(18505 16/32.33"Lo'(H7+H2+Fd)) Mabove Mr(Seismic),ft-lb: 186283 =(Ram'Trib.1+Ihv'nib.2+Ww'(H1+H2))'(Lo)^2/2+1RL'Lo HO(Seismic),Ib: 17989 =(Mot-(0.6-0.092)'M0/Lo Holdown Capacity,Ib: 20005 ■ HD Type: 9 15/32"APA Rated Sheathing Shear critical,p0: 681 Seg.1:'H'=10d At 2"o.e.edges,12"o.e.field ■ HD critical,Ib: 17988 e 40%increase for wind?: No Sheathing Layers: Single Concrete Anch.? Yes Wall Type: H Holdown Types: Wall Capacity,p8: 770 Seg.1:'9'=15-20k Controlling HD Type: 9 Holdown Capacity.Ib: 20000 ■ 30 Members req.: Yes 3rd Floor Level 0.2Sds=) 0.092 I Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb ■ 50 0 0 2484 Wind Uplift(U)= 0 psi Load from 50,Ib: 0 0 19245 3rd Fir Depth(Fd)= 0.00 fl Total,lb: 0 0 21729 11/Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: Overall Seg.(Lo),ft 32.33 32.33 1 50 Wall Height(111),ft: 10.75 50 Wall Height(H2),ft 10.75 Trfb.1,ft: 0.00 Tdb.2,ft: 0.00 Rtn.Load(RL),Ib: 200 111Trib.1 Weight(Rw),psi: 15.00 Trib.2 Weight(U0),pet: 81.00 Wall Weight(Ww),psi: 16.00 Seismic,p8: 672 =(248415+1924516)/32.33' Hibor Mor(Seismic),ft-Ib: 667276 =(2404 lb/32.33'Lo'H2)+(19245/6/32.33''Lo'(H1+H2+Fd)) Mabove Mr(Seismic),ft-lb: 186283 =(Rai 765.1+Uw lib.2+Ww'(H1+H2))'(Lo)^2r2+RL'Lo HD(Seismic),IS: 17711 =(Mot-(0.6-0.092)'Mr)/Lo Holdown Capacity,Ib: 20005 HS Type: 9 15/32"APA Rated Sheathing 1111Shear critical,pit 672 Seg.1:'H'=10d At 2"o c.edges,12"o.e,field HD critical,Ib: 17711 40%increase for wind?: No Sheathing Layers: Single Concrete Mob.? Yes Wall Type: H Holdown Types: Wall Capacity.p8: 770 Seg.1:'9'=15-20k Controlling HD Type: 9 Holdown Capacity,Ib: 20000 3x Members req.: Yes ■ 1111 a ■ ■ ■ ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161194 Suite One Hundred OAS Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard,Oregon Client AG Spanos Companies MILLER Phone 503.246.1250 N CONSULTING Fax 503.246.1395 ByELD Ckrd ARL Date 9.28.2017 Page 114 of 198 www.miller-se.com ■ ENGINEERS a II Il Model Floor, Building B-Envelope Forces 3.91 1 76 Ill _III ',. y IISw ;1 :b to ■ III ■ ■ 29-'9III .. ....,,. ■ , _ N -. II6.,`‘' ~. Wall Number {', 1(ft) a V(Ib) a v(plf) a Story[Mtn 5th Wall 4th Wall ••3rd Walla 2nd Walls II1 15.17 12080 796 3.30% 4000 4041 2693 1346. 2 15.17 12080 796 3.30% 4000 4041 2693 1346' _._. 3&40 ---- 32.33 334 30.00 28930 400 ..._. 1033 9.14% 11059----__-_. 11172 966 7.93% 9596 9694 6461 7447__. 3722 3229 III 5 27.00 25650 950 7.02% 8493 8580 5719 2858 ■ _ 6 30,00 29390 980 8.04% 9731 9831 6553 3275'. 7 30.00 29860 995 8.17% 9887 9988 6658 3327 8 22.67 21560 951 5.90% 7139 7212 4807 2402'. ■ 9 28.25 _ 30510 _ 1080 8.35% 10102 10206 6803 3400 10 18.17 18110 997 4.95% 5996 6058 4038 2018: 11 22.75 23810 1047 6.51% 7884 7964 5309 2653'. 12 13020 • -------2D.75-...__._. ..__.._21170 1020 __._..5.79% 4311 __._.. 7010 4355 _..._. 7061..------- 3__. . .. 19,,. 13 14.00 4720 235 14 14.00 ._. 12970 _.. 926 _._ 3.55% 4294 __. 4338 2892 1445 ■ ... 15&41 32.33 _.. 35560 1100 _... 9.73% U774 11895 7929 3962 18 32.33 33420 1034 9.14% 11066 11179 7451 3724 19 30.00 29490 983 8.07% 9764 9864 6575 3286 111 20 3200 28610 894 7.83% 9473 9570 6379 3188 21 30.00 25930 864 7.09% 8586 8674 5781 2889 22 30.00 26820 894 7.34% 8880 8971 5980 2989 i 23 30.00 272272 __.. 10 907 7.44% 9009 9102 6067 3032 24 15.17 12070 796 3.30% 3996 4037 2691 1345 25 15.17 12070 796 3.30% 3996 4037 2691 1345 1111 26 35.25 32880 933 8.99% 10887 10998 7331 3664 27 35.25 31620 897 8.65% 10470 10577 7050 3523 28 35.33 30830 873 8.43% 10208 10313 6874 3435 III29 4.00 1090 273 0.30% 361 365 243 121 30 4.00 1220 305 0.33% 404 408 272 1361, ■ 31 4.00 1230 _.. 308 0.34% _ 407 _. 411 _.. 274 _._. 137 32 6.00 3910 652 1.07% 1295 1308 872 436 33 4.00 1760 440 0.48% 583 589 392 196 . ._. 34 _4.00 _... 1360 340 0.37% 450 ... 455 303 152.. 35 30.50 31430 1030 8.60% 10407 10513 7008 3502 36 23.50 23050 981 6.31% 7635 7714 5142 2570'. 37 12.50 9750 780 267% _ 3228 3261 2174 _ 1086 38 14.17 12370 873 3.38% 4096 4138 2758 1378''. • 39 21.67 22070 1019 6.04% 7308 7382 4921 2459II ' Note:These loads are ultimate values, and must be multiplied by 0.7 to get the values used in the shear wall spreadsheets to follow,which are in ASD. U 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 111 Ell Suite One Hundred Portland,OR 97219 III Vil Location 8900-9000 SW Oak St.,Tigard, Oregon Client AG Spanos Companies MILLER III Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 115 of 198 www.miller-se.com BY Ck'd Date Page ■ ENGINEERS U ■ 1 ■ ' rII32 ,........_t F--i____ i I 33 M1 N N N m U L N ' 1111 s 38 39 1 9 10 11 12 14 I 13 ■ to NI N } M N N co M U L 34 III 7 8 Lom III • i ■ I , 4 5 ■ -, i 7 1 2 i_. 1111 81 N� ■ iii in ■ in ■ ■ ■ ■ in ■ ■ ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 Suite One Hundred III all Portland,OR 97219 Mh Location 8900-9000 SW Oak St.,Tigard, Oregon III Client AG Spanos Companies MILLER Phone 503.246.1250 IS CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 116 of 198 www.miller-se.corn By Ck'd Date Page ENGINEERS I. ■ il Drift M 6 RAM Frame 15.04.00.000 RAM Structural System DataBase: Building B_2017-03-27_one wood level_Ga=25 ELD 08/17/17 09:50:0C U Bentley Building Code: IBC Steel Code: IBC ■ CRITERIA: Rigid End Zones: Ignore Effects U Member Force Output: At Face of Joint 1111P-Delta: Yes Scale Factor: 1.00 Ground Level: Base U LOAD CASE DEFINITIONS: III El Seismic EQASCE710X_+E_F ■ E2 Seismic EQASCE710 X -E F E3 Seismic EQASCE710_Y_+E_F • E4 Seismic EQASCE710 Y -E F U U RESULTS: U Location (ft): (444.398,191.831) MI Story LdC Displacement Story Drift Drift Ratio III in Y X Y X Y in in in in U Level 3 El 0.5012 0.0345 0.5012 0.0345 0.0039 0.0003 E2 0.4835 0.0081 0.4835 0.0081 0.0038 0.0001 U E3 -0.0061 0.3974 -0.0061 0.3974 0.0000 0.0031 E4 0.0231 0.4410 0.0231 0.4410 0.0002 0.0034 IIII Check Story Drift Limits Eqx Eqy ■ Diaphragm Level Height(ft) Allowable Drift,Aa(in) Elastic Drift(in) Inelastic Drift(in) Elastic Drift'elastic Drift(in) Roof 10.67 2.56 0.17 0.66 OK 0.15 0.58 OK 5th 10.67 2.56 0.33 1.33 OK 0.29 1.17 OK ■ 4th 10.67 2.56 0.44 1.78 OK 0.39 1.55 OK 3rd 10.67 2.55 0.50 2.00 OK 0.44 1.76 OK ■ ■ 111 ■ ■ ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 III AI Suite One Hundred Portland,OR 97219 Ila Location 8900-9000 SW Oak St.,Tigard, Oregon III Client AG Spanos Companies MILLER 111 Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 117 of 198 www.miller-se.com By Ck'd Date Page ■ ENGINEERS U II Building B Shearwalls 1-10 lIl Sham-wall Design #of Shearwall Levels:3 Sheathing Thickness: 15/32 in I Typical Sheathing Nailing: 10d Nails (uno) I Wall (IBC 2306.3) Sheanvalls in Use I Capacity(p11) 111Load Combination: Basic Load Combination: 0.6D+0.7E;0.6D+W Structure Information: III Wt.(Ww)= 8.00 psf Wall Type E:15/32"APA Rated Sheathing w/10d At 6"o.c.edges,12"o.c.field 310 Roof Wt.(R0)= 15.00 psf Wall Type F:15/32"APA Rated Sheathing w/10d At 4"o.c.edges,12"o.c.field 480 Roof Wall Height= 10.75 ft Wall Type G:15/32"APA Rated Sheathing w/tOd At 3"o.c.edges.12"o.0.field 600 III5thFloor Depth= 0.00 ft Wall Type H:15/32"APA Rated Sheathing w11Od At 2"o.c.edges,12"o.c.Geld 770 I 51h Floor WL(Uw)= 27.00 pot 5th Flow Wall Height= 10.75 ft 4th Floor Depth= 0.00 ft III 4th Floor WL(Mw)= 27.00 psf 4th Floor Wall Height= 10.75 ft Wind Uplift(U)= 0.00 psf 0.2Sds= 0.13 (ultimate) IIIRoof Wall Line Marks Wind(Ib) Min.wind(15)Seismic(Ib) Stacks on: 1 2800 1 Seismic Wind 2 2800 2 Simpson Holdowns and Anchors in Use;(Verify Fdn.Contig.w/Loads Listed in Catalog for Anchor Bolt Types) Capacity tib)Capacity(lb) IN3&40 7741 3&40 4 6717 4 #1 Holdown Type 0-5k w/ 5000 5000 5 5945 5 #2 Holdown Type 5-10k w/ 10000 10600 6 6812 6 U 7 6921 7 8 4997 8 9 7071 9 10 4197 10 #7 Holdown Type 5-10k w/ 10000 4040 . #8 Holdown Type 10.15k w/ 15000 4470 5th Floor Wall Line Marks Wind(lb) Min.Wind(Ib)Seismic(Ib) Stacks on: 1 2829 1 II2 2829 2 3&40 7820 3840 4 6786 4 5 6006 5 Sill Plate to Concrete Anchorage: 2x plate 3x min.plate 6 6882 6 5/8 I"dia. anchor capacity(lb)= 860 1070 I. 7 6992 7 8 5048 8 9 7144 9 . 10 4241 10 Wall Type E:0.625"dia.anchors spaced at 48"0.0. 48"o.c. 4th Floor Wall Line Marks Wind(Ib) Min.Wind(Ib:Seismic(Ib) Well Type F:0.625'dia.anchors spaced at 36"o.c. 45"o.c. III1 1885 Wall Type G:0.625'dia.anchors spaced at 30 req. 34"o.c. 2 1885 Wall Type H:0.625"dia.anchors spaced at 3x req. 27"0.0. 3&40 5213 4 4523 III 4003 6 4587 7 4661 8 3365 . 9 4762 10 2827 (anchor spacing based from values from NDS using hemfe and a 1.6 duration increase) III/Roof Level Holdown to: floor below (PL 1/40300'-3'required) ■ IIII III ■ ■ ■ ■ ■ ■ a 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 . Suite One Hundred a Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon ■ Client AG Spanos Companies MILLER Phone 503.246.1250III CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 118 of 198 www.miller-se.com By Ck'd Date Page ENGINEERS ■ ■ r a Roof Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb 1 I 1 I 0 I. 0 I 2800 1 Wind Uplift(U)=I 0 Ipsf Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total L,ft: Overall Seg.(Lo),ft: 15.17 15.17 1 Wall Height(H1),It 10.75 Trib.1,ft: 6.00 Rtn.Load(RL),Ib: 200 Trib.1 Weight(Rw),psf: 15.00 Wall Weight(Ww),psf. 8.00 Seismic,plf. 185 =280015/15.17' Mor(Seismic),ft-lb: 30093 =(2800 lb/15.17' Lo'H1) 0 Mr(Seismic),ft-lb: 23276 =(Tnb.f"Rw+Hf•Ww)'(Lo)"2/2+RL'Lo HD(Seismic),Ib: 1205 =(Mot-(0.6-0.092)'Mr)/Lo Holdown Capacity,Ib: 5000 HD Type: 1 15132'APA Rated Sheathing ■ Shear critical,Of: 185 Seg.1:'E'=10c1 At 6"o.n,edges,12"o.c.field HD critical,lb: 1205 40%increase for wind?: No • Sheathing Layers: Single Concrete Anch.? No Wall Type: E Holdown Types: Wall Capacity,pit310 Seg,1:'1'=0-5k with Controlling HD Type: I Holdown Capacity,Ib: 5000 3x Members req.: No 1111 Roof Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb 2 I 0 I 0 I 2800 I Wind Uplift(U)=I 0 Iasi Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total L: Overall Seg.(Lo),ft: 15.17 15.17 I 2 Wall Height(H1),ft 10.75 Trib.1,ft 6.00 Rtn.Load(RL),Ib: 200 11 Trib.1 Weight(Rw),pst 15.00 Wall Weight(Ww),psf: 8.00 Seismic,pit 185 =2800/5/15.17' 11/ Mor(Seismic),ft-Ib: 30093 =(2800 15/15.17"Lo'Hl) 0 Mr(Seismic),ft-lb: 23276 =(Trib.l'Ra'+Hl'Ww)'(Lo)"2/2+RL'Lo HD(Seismic),IS: 1205 =(Mot-(0.6-0.002)'Mr)/Lo 111 Holdown Capacity,Ib: 5000 HD Type: 1 15/32"APA Rated Sheathing Shear critical,pif: 165 Seg.1:'E'=10d At 6"o.c.edges,12"ex.field HD critical,16: 1205 40%increase for wind?: No Sheathing Layers: Single Concrete Anch.? No Wall Type: E Holdown Types: UWall Capacity,pit 310 Seg.1:'1'=0-5k with Controlling HO Type: 7 Holdown Capacity,Ib: 5000 3x Members req.: No 111 I I I I U I 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161194 as Suite One Hundred Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon Client AG Spanos Companies MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 119 of 198 www.miller-se.com By Ck'd Date Page ENGINEERS U a a Roof Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb I 3840 I 0 I 0 I 7741 I Wind Uplift(U)=1 0 Ipsf Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total L: Overall Seg.(Lo),ft: 32.33 32.33 I a &40 Wall Height(H1),ft 10.75 Trib.1,ft: 0.00 Rtn.Load(RL),Ib: 200 Trib.1 Weight(Rw),psf: 15.00 Wall Weight(Ww),psf: 8.00 Seismic,p11: 239 =77411b/32.33' Mor(Seismic),ft-lb: 83224 =(7741 lb/3233'•Lo'Hl) 0 Mr(Seismic),ft-lb: 51421 =(Trib.1"Rw+H1"Ww)"(Lo)^2/2+RL"Lo HD(Seismic),lb: 1766 =(Mot-(0.6-0.092)"M4/Lo Holdown Capacity,lb: 5000 HD Type: 1 15/32"APA Rated Sheathing ■ Shear critical,plf: 239 Seg.1:'8'=104 At 6"o.c.edges,12"o.c.geld HD critical,lb: 1766 40%increase for wind?: No Sheathing Layers: Single Concrete Anch.? No Wall Type: E Holdown Types: Wall Capacity,pit 310 Seg.1:'1'=0-5k with I Controlling HD Type: 1 Holdown Capacity,Ib: 5000 3x Members req.: No Roof Level 02Sds= 0.092 Watt Line Wind(W),lb Min.Wind,lb Seismic(E),lb I 4 I 0 I 0 I 6717 I Wind Uplift(U)=1 0 !psi Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total L: Overall Seg.(Lo),ft 30.00 30.00 I mai 4 Wall Height(H1),ft 10.75 Trib.1,ft 0.00 Rtn.Load(RL).lb: 200 Tdb.1 Weight(Rw),psf: 15.00 Wall Weight(Ww),psf: 8.00 Seismic,pit 224 =671716/30' Mm(Seismic),ft-Ib: 72208 =(67171b/30'"Lo"H1) 0 Mr(Seismic),ft-Ib: 44700 =(Tnb.1'Rw+H1"Ww)'(Lo)^22+RL'Lo HD(Seismic),Ib: 1650 =(Mot-(0.6-0.092)140/Lo Holdown Capacity,Ib: 5000 HO Type: 1 15132"APA Rated Sheathing U Shear critical,pit 224 Seg.1:'E'=10d At 6"o.c.edges,12"o.c.field HD critical,Ib: 1650 40%increase for wind?: No Sheathing Layers: Single I Concrete Anch.? No Wall Type: E Holdown Types: Wall Capacity,pit 310 Seg.1:'1'=0-5k with1111 Controlling HD Type: 1 Holdown Capacity,Ib: 5000 3x Members req.: No1111 ✓ U ■ S I I U 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 Suite One Hundred Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon Fr Client AG Spanos Companies MILLER Phone 503.246.1250 V CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 120 of 198 www.miller-se.com By Ck'd Date Page ENGINEERS 11111 a Roof Level 0.2Sds= 0.092 Wall Lane Wind(W),lb Min.Wind,lb Seismic(E),lb 5 1 0 1 0 I 5945 I Wind Uplift(U)=1 0 log Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total L: Overall Seg.(Lo),It 27.00 27.00 I 5 Wall Height(H1),ft: 10.75 Trib.1,ft: 0.00 Rtn.Load(RL),Ib: 200 Trib.1 Weight(Rw),psi: 15.00 Wall Weight(Ww),est. 8.00 Seismic,pit 220 =5945 lb/27' 11/ Mon(Seismic),ft-lb: 63909 =(5945 lb/2T•Lo'H1) - 0 Mr(Seismic),ft-Ib: 36747 =(Trib.1'Rw+H1'Ww)•(Lo)"2/2+RL•Lo HD(Seismic),lb: 1676 =(Mot-(0.6-0.092)'Mr)/Lo Holdown Capacity,Ib: 5000 HD Type: 1 15/32'APA Rated Sheathing . Shear critical,plf: 220 Seg.1:'E'=1Dd At 6"o.e.edges,12"o.c.field HD critical,ib: 1676 140%increase for wind?: No U Sheathing Layers: Single Concrete Anch.? No Wall Type: E Holdown Types: Wall Capacity,plf: 310 Seg.1:'1'=0-5k with Controlling HD Type: 1 Holdown Capacity,Ib: 5000 3x Members req.: No Roof Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb ■ I 6 I 0 I 0 I 6612 I Wind Uplift(U)=I 0 Ipsf Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total L: Overall Seg.(Lo),ft: 30.00 30.00 I 6 Wall Height(H1),ft: 10.75 Trib.1,ft: 0.00 Rtn.Load(RL),Ib: 200 111 Tills.1 Weight(Rw),psf: 15.00 Wall Weight(Ww),psf: 8.00 Seismic,plf: 227 =6812 lb/30' UMOT(Seismic),ft-Ib: 73229 =(6812/b/30'•Lo'H1) 0 Mr(Seismic),ft-Ib: 44700 =(Trib.1•Rw+H1'Ww)'(Lo)^2/2+RL•Lo HD(Seismic),Ib: 1684 =(Mot-(0.6-0.092)•Mr)/Lo Holdown Capacity,lb: 5000 HD Type: 1 15/32"APA Rated Sheathing 111 Shear critical,plf: 227 Seg.1:'E=10d At 6"o.c.edges,12"o.e.field HD critical,Ib: 1684 40%increase for wind?: No ■ Sheathing Layers: Single Concrete Anch.? No Wall Type: E Holdown Types: Wall Capacity,pit 310 Seg.1:'1'=0-5k with Controlling HD Type: 1 Holdown Capacity,Ib: 5000 111 3x Members req.: No II a U a IU I a 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 ES Suite One Hundred Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon Client AG Spanos Companies MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 121 of 198 www.miller-se.com By Ck'd Date Page ENGINEERS U ■ i Roof Level • 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb 1 7 I 0 I 0 I 6921 I Wind Uplift(U)=1 0 Ips( Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total L: Overall Seg.(Lo),ft: 30.00 30.00 I 7 Wall Height(H1),It 10.75 5 Trib.1,ft: 0.00 Rtn.Load(RL),Ib: 200 Trib.1 Weight(Rw),psi: 15.00 5 Wall Weight(Ww),psf: 8.00 Seismic,plf: 231 =6921 lb/30' Mm(Seismic),ft-Ib: 74401 =(6921 lb/30'"Lo"H1) 0 Mr(Seismic),ft-lb: 44700 =(Trib.1"Rw+Hf`Ww)"(Lo)^2/2+RL*Lo HD(Seismic),IS: 1723 =(Mot-(0.6-0.092)1,1r)/Lo Holdown Capacity,Ib: 5000 HD Type: 1 15/32"APA Rated Sheathing Shear critical,pit 231 Seg.1:'E'=10d At 6"o.c.edges,12"o.c.field HD critical,Ib: 1723 40%increase for wind?: No Sheathing Layers: Single 5 Concrete Anch.? No Wag Type: E Holdown Types: Wall Capacity,pit 310 Seg.1:'1'=0-5k with I Controlling HD Type: 1 Holdown Capacity,Ib: 5000 3x Members req.: No S Roof Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb 8 I 0 I 0 I 4997 I Wind Uplift(U)=1 0 lost - Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total L: Overall Seg.(Lo),ft: 22.67 22.67 8 Wall Height(H1),ft: 10.75 11/1 Trib.1,ft: 0.00 - Rtn.Load(RL),Ib: 200 Trib.1 Weight(Rw),psf: 15.00 5 Wall Weight(Ww),psf: 8.00 Seismic,plf: 220 =499716/22.67' - Mor(Seismic),ft-lb: 53710 =(4997 lb/22.67^Lo"H1) 0 1111 Mr(Seismic),ft-lb: 26626 =(Trlb.1"Rw+H1"Ww)"(Lo)^2/2+RL"Lo HO(Seismic),Ib: 1773 =(Mot-(0.6-0.092)`Mr)/Lo . Holdown Capacity,Ib: 5000 HD Type: 1 15/32"APA Rated Sheathing Shear critical,plf: 220 Seg.1:'E'=10d At 6"o.c.edges,12"o.c.field HD critical,Ib: 1773 40%increase for wind?: No Sheathing Layers: Single ■ Concrete Anch.? No Wall Type: E Holdown Types: Wall Capacity,pIt 310 Seg.1:'1'=0-5k with 5 Controlling HD Type: 1 Holdown Capacity,Ib: 5000 3x Members req.: No 5 N a S a S a ✓ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161194 Suite One Hundred Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon Client AG Spanos Companies MILLER Phone 503.246.1250 5 CONSULTING Fax 503.246.1395 ByELD Ck'd ARL Date 9.28.2017 Pae 122 of 198 www.miller-se.com 9 ENGINEERS U a Roof Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb 111 9 I 0 l 0 l 7071 I Wind Uplift(U)=1 0 Ipsf Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total L' Overall Seg.(Lo),ft 28.25 28.25 1 9 Wall Height(111),ft: 10.75 Trib.1,ft: 0.00 Rtn.Load(RL),Ib: 200 Trib.1 Weight(Rw),psf: 15.00 Wall Weight(Ww),psfi 8.00 Seismic,p11: 250 =7071 Ib/28.25' ■ Mor(Seismic),ft-lb: 76013 =(70 71 16/2 8.25'Lo"H1) 0 Mr(Seismic),ft-Ib: 39967 =(Trib.1"Rw+H1"Ww)"(Lo)"22+RL"Lo HD(Seismic),Ib: 1972 =(Mot-(0.6-0.092)"Mr)/Lo 5 Holdown Capacity,Ib: 5000 HD Type: 1 15/32"APA Rated Sheathing Shear critical,plf: 250 Seg.1;'E'=10d At 6"o.c.edges,12"o.c.field HD critical,Ib: 1972 140%increase for wind?: No Sheathing Layers: Single Concrete Anch.? No Wali Type: E Holdown Types: Wall Capacity,pit: 310 Seg.1:'1'=0-Sk with Controlling HD Type: 1 Holdown Capacity,lb: 5000 ■ 3x Members req.: No Roof Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb 10 l 0 l 0 l 4197 I Wind Uplift(U)=1 0 Ips( Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total L: Overall Seg.(Lo),ft: 18.17 18.17 I 11 10 Wall Height(H1),ft: 10.75 Trib.1,ft: 18.50 Rtn.Load(RL),IS: 200 Trib.1 Weight(Rw),psf: 15.00 Wall Weight(Ww),psf: 8.00 Seismic,pili 231 =4197 lb/18.17' Mor(Seismic),ft-lb: 45109 =(41971b/18.17' Lo'H1) 0 Mr(Seismic),ft-Ib: 63616 =(Trib.1'Rw+H1'Ww)"(Lo)"22+RL"Lo HD(Seismic),Ib: 704 =(Mot-(0.6-0.092)*Mr)/Lo Holdown Capacity,Ib: 5000 HD Type: 1 15132"APA Rated Sheathing ■ Shear critical,plf: 231 Seg.1:'0'=10d At 6"o.c.edges,12"o.c.field HD critical,ib: 704 40%increase for wind?: No Sheathing Layers: Single Concrete Anch.? No Wall Type: E Holdown Types: ■ Wall Capacity,pit310 Seg.1:'1'=0.5k with Controlling HD Type: 1 Holdown Capacity,IS: 5000 3x Members req.: No a ✓ ■ ■ ✓ ■ r 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161194 III Suite One Hundred Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard,Oregon Client AG Spanos Companies MILLER111 Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 123 of 198 www.miller-se.com By Ck'd Date Page ENGINEERS ■ III R 5th Floor Level 0.2Sds= 0.092 Wall Line Wind(w),lb MM.Wind,lb Seismic(E),lb 1 0 0 2829 Wind Uplift(U)= 0.00 psf111 Load tram 1,Ib: 0 0 2900 3rd Fir Depth(Fd)= 0.00 ft Total,Ib: 0 0 5629 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: Overall Seg.(Lo),ft: 15.17 15.17 III 1 Wall Height(H1),ft 10.75 1 Wall Height(H2),8: 10.75 Trib.1,ft 6.00 Diaphragm amp 1.16 Tdb.2,ft: 12.00 co 285 pl/ III RIO.Load(RL),Ib: 200 216 pll Trib.1 Weight(Rw),pst 15.00 No collector req'd Trib.2 Weight(11w),pal: 27.00 ■ Wall Weight(Ww).psI 8.00 Seismic.plf: 371 =(282915+280015)/15.17 Mol(Seismic),ft-Ib: 90592 =(2829 15/15.17'Lo'H2)+(280016/15.17''Lo'(H1+H2+Fd)) 1111 Mr(Seismic),0-Ib: 70431 =(Rw'Trib.1+My'PM.2+Ww 1H1+H2))'(Lo)^2/2+RL'Lo HD(Seismic),Ib: 3614 =(Mo t-(0.6-0.0g2)1,1r)/lo Holdown Capacity,Ib: 5000 HD Type: 1 15/32'APA Rated Sheathing Shear critical,pit: 371 Seg.1:'F'0104 At 4"c.c.edges,12'o.o.field HD critical,Ib: 3614III 40%increase for wind?: No Sheathing Layers: Single Concrete Anch.? No Well Type: F Holdown Types: IIII Wall Capacity.pth 460 Seg.1:'1'00-5k with Controlling HD Type: 1 Holdown Capacity,Ib: 5000 ■ 30 Members req.: Yes 5th Floor Level 0.2Sds=1 0.092 I Wall Line Wind(W).lb Min.Wind,lb Seismic(E),lb1111 I 2 0 0 2829 Wind Uplift(U)= 0 psi Lead from 2,Ib: 0 0 2800 3rd Fir Depth(Fd)= 0.00 ft Total,Ib: 0 0 5629 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: II Overat Seg.(Lo),It: 15.17 15.17 I 2 Well Height(H1),ft 10.75 2 Wall Height(1-12),ft 10.75. . Trib.1,R 6.00 Diaphragm amp 1.16 Trib.2,ft: 12 VC 285 plf Rm.Load(RL).Ib: 200 v 216 pit Trib.1 Weight(Rw),Psh 15.00 No collector req'd ■ Trib.2 Weight(Uw),psI 27.00 Wall Weight(Ww).psh 6.00 Seismic,p/h 371 =(282916+280015)/15.17' III Mon(Seismic),ft-lb: 9(3592 =(28291b/15.17.Lo142)+(28001b/15.17''Lo'(H1+H2+Fd)) Mr(Seismic),ft-IN: 70431 =(Rw'Trib.1+1.1w 765.2+Ww'(H1+H2))'(Lo)^2/2+RL'Lo HD(Seismic),IS: 3614 =(Mot-(0.6-0.092)'Mr)/Lo ■ Holdown Capacity,lb: 5000 HD Type: 1 15/32'APA Rated Sheathing Shear critical,p1E 371 Seg.1:'F=10d At 4"o.c.edges,12"o.c.field HD critical,l6: 3614 :40%increase for wind?: No Sheathing Layers: Single ■ Concrete Anch.? No Wall Type: F Holdown Types: Wall Capacity,p6: 460 Seg.1:'1'=0-5k with Controlling HD Type: 1 Holdown Capacity,ib: 5000 11111 3x Members req.: Yes I ■ ■ ■ III ■ III 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 ■ Suite One Hundred A Portland,OR 97219 _ Location 8900-9000 SW Oak St.,Tigard, Oregon III Client AG Spanos Companies MILLER Phone 503.246.1250 IIII CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 124 of 198 www.miller-se.com By Ck'd Date Page ENGINEERS III III ■ ■ 5th Floor Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb 3340 0 0 7820 Wind Uplift(U)= 0 psf 1111 Load from 3 8 4D,IS: 0 0 7741 3rd Fir Depth(Fd)= 0.00 ft Total,Ib: 0 0 15561 Segment 1 Segment2 Segment 3 Segment 4 Segment 5 Total Lo: ■ Overall Seg.(Lo),R 32.33 32.33 i 840 Wall Height(Hi),it 10.75 440 Wall Height(H2),ft 10.75 Trib.1,ft 0.00 Diaphragm amp 1.18 1db.2,11: 0 vc 285 pH Rtn.Load(RL).Ib: 200 281 plf Trib.1 Weight(Rw),est 15.00 No collector req'd Tdb.2 Weight(Uw),poll 27.00 illWall Weight(Ww),poll 5.00 Seismic,pit 481 =(782010+7741 lb)/32.33' III Mer(Seismic),ft-lb: 250522 =(702015/32.33'Lo'i42)+(774116/3233''Lo'(H1+H2+Fd)) Mr(Seismic),ft-Ib: 96375 =(Rw'Tdb.1+Uw Tn5.2+KM'(H1+H2))'(0)^22+RUCs HD(Seismic).Ib: 6234 =(Mot-(0.6.0.092)'Mr)/Lo Holdown Capacity,IS: 10000 ■ HD Type: 2 15/32"APA Rated Sheathing Shear critical,pit 481 Seg.1:'G'a 10d At 3"o.e.edges,12"o.o.field HD ertfeal,Ib: 6234 a40%increase for wind?: No Sheathing Layers: Single Concrete Anch.? No ill Well Type: G Holdown Types: Wag Capadry,p5: 600 Seg.1:'2'=5-10k with Controlling HO Type: 2 • Holdown Capacity,lb: 10000 ■ 3x Members req.: Yes 5th Floor Level 0.2Sds=I 0.092 I Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb ll ' 4 0 0 6786 Wind Uplift(U)= 0 psi Load from 4,IS: 0 0 8717 3rd Fir Depth(Fd)= 0.00 ft Total,IS: 0 0 13503 ■ Overall Seg.(Lo),ft: SegmentI30.00 Segment Segmenta Segment4 Segments Total Le: 30.00 4 Wall Height(H1),IL 10.75 4 Wall Height(H2),ft 10.75 ■ Tdb.1,ft 0.00 Diaphragm amp 1.16 Tdb.2,fl: 10 285 pit' Rtn.Load(RL),Ib: 200 262 Of III Trib. 1 Weight(Rw),psf: 15.00 No collector raga Tdb.2 Weight(Uw),psi. 27.00 Wall Weight(Ww),psi 6.00 Seismic,pif: 450 =(6786/6+6717/6)130' ■ Mor(Seismic),0-Ib: 217365 =(6 786 16/3 0 1.142)+(6717111/30'Ko'(Hl+H2+Fd)) Mr(Seismic),ft-Ib: 204900 =(Ow T65.1+Uw Tib.2+Hrw*H1+H2))'(Lo)^22+RL2o HD(Sewmic),lb: 3776 =(Mot-(0.6-0.092)'Mr)/Lo ■ Holdown Capacity,IS: 5000 HD Type: 1 15132 APA Rated Sheathing ■ Shear critical,pit: 450 Seg.1:'F'a 10d At 4"o.c.edges,12"me.field HD ritiIb: 3776 40%increase for wind?: Na Sheathing Layers: Single ■ Concrete Anch.? No Well Type: F Holdown Types: Wall Capacity,p8:. 460 Seg.1:'1'=0.55 with Controlling HD Type: 1 ■ Holdown Capacity,Ib: 5000 3x Members req.: Yes ■ .. Il ■ ■ ■ ■ ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 IISuite One Hundred Et Portland,OR 97219 _ Location 8900-9000 SW Oak St.,Tigard,Oregon III Client AG Spanos Companies MILLERIl Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELS ARL 9.28.2017 125 of 198 www.miller-se.com By Ck'd Date Page III ENGINEERS ■ ■ III 5th Floor Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb I 5 0 0 6006 Wind Uplift(U)= 0 psfIII Load from 5,lb: 0 0 5945 3M Fir Depth(Fd)= 0.00 ft Total,Ib: 0 0 11951 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: Overall Seg.(Lo),ft 27.00 27.00 5 Wall Height(17).ft 10.75 5 Wall Height(H2),ft 10.75 Trib.1,ft 0.00 Diaphragm amp 1.16 Tdb.2,fr 7.50 VC 285 p8 II Rtn.Load(RL).Ib: 200 v 258 p8 Trib.1 Weight(Rw),pst 15.00 No collector req'd Tdb.2 Weight(tiw),pst 27.00III Wall Weight(Ww),pst 8.00 Seismic,pg: 443 =(600616+594510)127' MDT(Seismic),fl-Ib: 192382 =(6006 10/27 141-12).(564516/27'"Le"(H1+H2+Fd)) Il Mr(Seismic),8-lb: 141905 =(Rw-Trib.1+Uw"7176.20 INx'"(Ht+H2))"(Lo)^2/2+RLYo HO(Seismic),Ib: 4455 =(Mot-(0.6-0.092)"Mr)/Lo Holdown Capacity,Ib: 5000 III Type: 1 15132"APA Rated Sheathing Shear critical,pit: 443 Seg.1:'F'=10d At 4"o.e.edges,12"o.o.field HD critical,lb: 4455II i 40%increase for wind?: No Sheathing Layers: Single Concrete Anch.? No Wall Type:- F Holdown Types: III Wall Capacity,p6: 460 Seg.1:'1'=0-5k with Controlling HD Type: 1 Holdown Capacity,tb: 5000 III Members req.: Yes 5th Floor Level 0.2Sds=1 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lbIII 6 0 0 6882 Wind Uplift(LI)_ 0 pal Load from 6,Ib: 0 0 6812 3rd Fir Depth(Fd)= 0.00 fl Total.ib: 0 0 13694 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Le: . Overall Seg.(Lo),ft: 30.00 30.00 I 6 Wall Height(H1),(0 10.75 6 Wall Height(H2),ft 10.75 111Tdb.1,ft 0.00 Diaphragm amp 1.16 Trib.2,ft: 7.50 VC 285 p/1 Rtn.Load(RL),Ib: 200 v 266 pll Trib.1 Weight(Rw),pst 15.00 No collector req'd ■ Trib.2 Weight(the),pst 27.00 Wall Weight(Wet),pst 8.00 Seismic,p0: 456 =(6882 lb+68121b)/30' . Mn,(Seismic),ft-Ib: 220440 =(6882 lb/30"Lo"H2)+(6812 lb/30'"Lo"(H1+H2+Fd)) Mr(Seismic),ft-Ib: 174525 =(Rw"Ton.to Uw"Tdb.2+Ww.(H1+H2))"(Lo)^2/2+RL"Lo HO(Seismic),Ib: 4393 =(Mot-(0.6-0.092)"M:)/Lo ■ Holdown Capacity,Ib: 5000 , HD Type: 1 15732"APA Rated Sheathing ■ F .e Shear criical,pit 456 Seg.1:' a 10d At 4"o .edges,12"o.e.field HO erhieal,ib: 4393 :40%increase for wind?: No Sheathing Layers: Single Concrete Mob.? No 1111 ' Wall Type: F Holdown Types: Wall Capacity,pit. 460 Seg.1:'1'=0-5k with Controlling HO Type: 1 Il Holdown Capacity,Ib: 5000 3x Members req.: Yes a a ■ I ■ III Il 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161194 In One Hundred a Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon III Client AG Spanos Companies MILLER Phone 503.246.1250 a CONSULTING Fax 503.246.1395 ByELD Ckrd ARL Date 9.28.2017 Page 126 of 198 www.miller-se.comIII ■ U ■ 5th Floor Level 0.2Sds= 0092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb ■ I 7 0 0 6992 Wind Uplift(U)= 0 psi Load from 7,lb: 0 0 6921 3rd FIr Depth(Fd)= 0.00 R Total,lb: 0 0 13913 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: ■ Overall Seg.(Lo),ft 30.00 30,00 7 Wall Height(Hi),ft 10.75 7 Wall Height(I-12),it: 10.75 Tib.1,R 0.00 Diaphragm amr 1.16 ■ i Tib.2,It 4.50 VC 285 pH RM.Load(RL),Ib: 200 270 py Tib.1 Weight(Rw),pot 15.00 No collector req'd Trib.2 Weight(Uw),pot. 27.00 IIWall Weight(Ww),ps(: 8.00 Seismic,pit 464 =(6992/b*6927 lb)/30' . U MOT(Seismic),fl-Ib: 223966 =(699216/30•Lo'H2)+(6921 Ili/30'•Lo`(H1+H2+FdJ) Mr(Seismic),ft-lb: 138075 =(Rw-Tnb.1+Uw 17/b.2+Win 1(H1+H2))'(Lo)"2/2*RL10 HD(Seismic),Ib: 5127 =(Mot-(0.6-0.092)hir)/Lo Holdown Capacity,ib: 10000 Il HD Type: 2 15/32'APA Rated Sheathing Shear critical,pif: 464 Seg.1:'G'=10d At 3'o.c.edges,12"0.0.field HD critical,lb: 5127 111 40%increase for wind?: No Sheathing Layers: Single Concrete Anch.? No Wall Type: G Holdown Types: Wall Capacity,PIE 600 Seg.1:'2'=5-10k with Controlling HD Type: 2 Holdown Capacity,Ib: 10000 ■ 3x Members req.: Yes 5th Floor Level 0.2Sds=1 0.092 I Wall Line Wind(W),lb Min.Wind,lb Seismic(E).lb IIII 8 0 0 5048 Wind Uplift(U)= 0 psf Load from 8,Ib: 0 0 4997 3rd Fir Depth(Fd)= 0.00 ft Total,lb: 0 0 10045 ■ Overall Seg.(Lo),ft Seg22.m67ent 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: 22.67 I 8 Wall Height(H1),ft: 10.75 8 Well Heigh(H2),ft 10.75 1111 Tib.1,ft 0.00 Dcaphregm amp 1.16 Trib.2,R: 7.00 285 p/ Rtn.Load(RL),Ib: 200 258 pit 11/ Tib.1 Weight(Rw),psf: 15.00 No collector req'd Tib.2 Weight(Uw),psf: 27.00 Wall Weight(Ww),psi 8.00 Seismic,p8: 443 =(5048/b+4997 lb)/22.67' INMOT(Seismic),ft-Ib: 161678 =(5048 lb/22.67•Lo742)+(4997lb/22.6r 1Lo1(H1+H2*Fd)) Mr(Seismic),ft-Ib: 97270 =(Rw'Trib.1+U47rib.2+Ww(H1+H2))1(Lo)2/2+RL'Lo HD(Seismic),Ib: 4953 =(Mot-(0.6-0.0921161/Lo . Holdown Capacity,Ib: 5000 HD Type: 1 15132'APA Rated Sheathing IIIShear critical,p/E 443 Seg.1:'F'=10d At 4"o.c.edges,12'o.c.field MD critical,Ib: 4953 '40%increase for wind?: No Sheathing Layers: Single ■ Concrete Anch.? No Wali Type: F Holdown Types: Wall Capacity,pt/. 460 Seg.1:'1'=0-5k with Controlling HD Type: 1 ■ Holdown Capacity,Ib: 5000 3x Members req.: Yes ■ ■ ■ ■ la ■ a 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 1111 Et Suite One Hundred Portland,OR 97219 Ila Location 8900-9000 SW Oak St.,Tigard, Oregon ✓ Client AG Spanos Companies MILLERII Phone 503.246.1250 C 0 N 5 U LT I N G Fax 503.246.1395 ELD ARL 9.28.2017 127 of 198 www,miller-se.com By Ck'd Date Page ■ ENGINEERS is a la 5th Floor Level 0.2Sds= 0.092 Wag Line Wind(W),lb Min.Wind,lb Seismic(E).lb I 9 0 0 7144 Wind Uplift(U)= 0 pat ■ Load from 9,Ib: 0 0 7071 3rd Fir Depth(Fd)= 0.00 ft Total,lb: 0 0 14215 Segment 1 SegmeM2 Segment 3 Segment Segment 5 Total Lo: Overall Seg.(Lo),ft 28.25 28.25 I ■ 9 Wall Height(H1),ft 10.75 9 Wall Height(H2),ft 10.75 Tdb.1,ft 0.00 Diaphragm amp 1.16 ■ Tdb.2,ft 4.50 no 285 plf Rtn.Load(RL),Ib: 200 293 plf Tdb.1 Weight(Rw),pat 15.00 within 5%OK Tdb.2 Weight(Uw),psE 27.00 ■ Wall Weight(Ww),psE 8.00 Seismic,pit 503 =(7144/6+707116)/28.25' Mor(Seismic).040: 228825 =(714 4 16/28.25 1.012)+(707115/2 0.25''Lo'(H1+H2+Fd)) Mr(Seismic),ft-Ib: 122766 =(Rw'THb.1+Uw`Trib.2+Ww`(H1+H2))`(Lo)^7/2+RL'Lo HD(Seismic),Ib: 5892 =(Mot-(0.6-0.092)'Mr)/Lo Holdown Capacity,Ib: 10000 III Type: 2 15/32'APA Rated Sheathing Shear critical,plf: 503 Seg.1:'G'=lad At 3'o.e.edges,12"no.field HD critical,lb: 5892 ■ :40%increase for wind?: No Sheathing Layers: Single Concrete Arch.? No Wall Type: G Holdown Types: a Wall Capacity,Of: 600 Seg.1:'2'=5.10k with Controlling HD Type: 2 Holdown Cepadty,Ib: 10000 la Members req.: Yes 5th Floor Level 0.2Sds=I 5.092 l Wall Line Wind(W),Ib Min.Wind,lb Seismic(6),lb III10 0 0 4241 Wind Uplift(U)= 0 pat Load from 10,10: 0 0 4197 3rd Fir Depth(Fd)= 0.00 ft Total,Ib: 0 0 8438 a Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Le: Overact Seg.(Lo),ft: 18.17 18.17 10 Wall Height(111),ft 10.75 10 Wall Height(H2),ft 10.75 IIITdb.1,ft: 18.50 Diaphragm amp 1.16 Tdb.2,ft: 3.50 vc 285 p8 Rtn.Load(RL),Ib: 200 v 271 pl1 Trib.1 Weight(Rw),pat: 15.00 Ne collector req'd IIITdb.2 Weight(Uw).pat 27.00 Wall Weight(Ww),psE 8.00 Seismic,plf: 464 =(4241 lb+41971M/1007' . Mgr(Seismic),ft-Ib: 135801 =(4241 16/18.17'Lo'H2)e(4197tb/18.17'Le'(1/1+H2+Fd)) Mr(Seismic).ft-Ib: 93401 =(Rw Milo.1+Uw'TM'b.2+Ww'(Ht+H2))'(Lo)^Y2+RL`Lo HD(Seismic),Ib: 4863 '=(Mot-(0.6-0.092)'Mr)/Lo III Capacity,lb: 5000 HD Type: 1 15/32'APA Rated Sheathing Shear critical,plf: 464 Seg.1:'G'=106 At 3'sm.edges,12'es.field 1111HD mit/eel,lb: 4863 i 40%increase for wind?: No Sheathing Layers: Single Concrete Anch.? No ■ Wall Type: G Holdown Types: II Wall Capacity.pm 600 Seg.1:'1'=0-5k with Controlling HD Type: 1 Holdown Capacity,Ib: 5000 3x Members req.: Yes ■ a a , a a a a 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 a Suite One Hundred SS Portland,OR 97219 MaLocation 8900-9000 SW Oak St.,Tigard,Oregon Client AG Spanos Companies II MILLER Phone 503.246.1250 r CONSULTING Fax 503.246.1395 ByELD Ck'd ARL Date 9.28:2017 Page 128 of 198 www.miller-se.com ■ ENGINEERS 1111 a ■ 4111 Floor Level 0.2Sds= 0.092 Wall Line Wind(W),0 Min.Wind.lb Seismic(E),0 ■ I 1 0 Load from 1,Ib 0 0 1665 Wind Upllf(U)= 0 psf 0 2829 3rd Floor Depth(F3)= 0.00 ft Load from 1.lb 0 0 2300 2nd Floor Depth(F2)= 0.00 ft Total.lb 0 0 7514 ■ (Lo),ft Seg15ment.1]1 Segment 2 Segment Segment 4 Segment 5 Total Lo: Overall Seg. 1517 1 1 Wall Height(H1),0 10.75 1 Wag Height(H2).ft 10.75 ■ 1 Wall Height 013),0 10.75 Trib.1,ft 6.00 Tdb.2,0 12.00 Tdb.3,8 12.00 . RI..Load(RL),lb 200 Tdb.1 Weight(Rw),psf 15.00 T1ib.2 Weight(Uw),psf 27.00 Tdb.3 Weight(Mw),psf 27.00 • Wall Weight(Ww),psf' 6.00 Seismic,plf 495 =(1685ID+2800/b+2629)6)/15.17' Mon(Seismic),94b 171350 =(18851b115.171o1.13)+(282919/15.17'5o'(H2+H3+F2))+(260(@/15.17'•Lo•(H1+H2+H3+F2+F3)) ■ Mr(Seismic),ft-lb 107606 _(Rw'Mb.1+Uw'Tab.2+Mw 3+LYw•(H1+H2+H3))'(Lo)"22+RL•Lo HD(Seismic).lb 7691 =(Mot-(0.6-0.092)•M)/Lo Holdown Capacity,lb 10000 HD Type: 7 15/327APA Rated Sheathing 111 Shear critical,pit 495 Sag,1:'G'=tOd At 3'me,edges,12'the.field HD critical,lb: 7691 e40%increase for Wind? No Sheathing Layers Single ■ Concrete Amt.? Yes Wall Type: G Holdown Types: Wall Capacity,p6 600 Sep 1:7=5-10k ■ Controlling HD Type: 7 Hoidown Capacity,lb 10000 30 Members req. Yes ■ 4th Floor Level 0.2Sds=1 0.092- Wall Line Wind(WI,lb MM.Wind,lb Seismic(E).0 i 2 0 0 1885 Wind Uplift(U)= 0 psf Load from 2,Ib 0 0 2629 3rd Floor Depth(F3)= 0.00 ft 1111Load horn 2,lb 0 0 2800 2nd Floor Depth(F2)= 0.00 ft Total.lb 0 0 7514 Segment l Segment2 Segment 3 Segment Segment 5 Total Lo: Overall Seg.(Lo),ft 1517 , 15,17 I 2 Wag Height(Ht),M 10.75 ■ 2 Wag Height(1-12),0 10.75 2 Wall Height(H3),It 10.75 VI 1,R. 6.00 T3.2,ft 12.00 II/ Tdb.3,n, 12.00 Rin.Load(RL),lb 200 Tdb.1 Weight(Rw),psf 15.00 Trib.2 Weight(Uw),psf 27.00 ■ Trill 3 Weight(Mw),psf 27.00 Wali Weight(Ww),per 8.00 Seismic,plf 495 =(188516+280016+282916)/(5.17 . Mor(Seismic).ft-lb 171350 =(18850/iS17•Lo'H3)n(18280/i5.1T Le'(HZ+H3+F2))+(28001b/15.17•Lo'(Hf+H2+H3+F2+F3)) 69(Seism¢),0-Ib 1076% =(Rw-ra.to Uw'Tdb.2n Mw'Tb.35 4150'(HtnH2+H3)7(Lor22+RL'Lo HD(Seismic),lb 7691 =(Mot-(0.B-0.092)•Mr)/Lo Holdown Capacity,lb 10000 ■ HD Type. 7 15/32'APA Rated Sheathing Shear critical,pit 495 Seg.1:'G'=10d At 3'o.c edges,12'ow.field HO critical,0: 7691 ■ 040%increase for wind? No Sheathing Layers Single Concrete Anol,? Yes . Wali Type: G • Holdown Types: Wag Capacity,Of 600 Seg.1:T e 5.10k Controlling HO Type: 7 Holdown Capacity,lb 10050 3x Members req. Yes • ■ ■ ■ ✓ ■ ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161194 - Suite One Hundred Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon • Client AG Spanos Companies r MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 129 of 198 www.miller-se.com By Ck'd Date Page ENGINEERS ■ a ■ 4th Flea Leval 0.25ds= 0.092 Wali Line Wind(W),lb MIn.Wind,in Seismic(5).lb 3 8,40 0 0 5213 Wind UpOO(U)= 0 pal ■ Load from 3&40,lb 0 0 7820 9rd Floor Depth(F3)= 0.00 ft Load horn 3&40.lb 0 0 7741 200 Floor Depth(F2)= 0.00 ft Total,in 0 0 20774 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: ■ Overall Seg.(Lo),ft 3233 32.33 &40 Wall Height(1-11).0, 10.75 &40 Wall Height(H2),ft 10.75 &40 Wall Height(H3).ft 10.75 ■ Trib.1,ft 0.00 Trib.2,e. 0.00 Trib.3,ft 0.00 Rtn.Load(RL),lb 200 ■ Trib.1 Weight(Rw),pal 15.00 Trib.2 Weight(Urn),psf 27.0D Trib.3 Weight(Mw).psf 27.00 Wall Weight(Ww).Pt 0.00 Seismic,pit 843 =(5213lb+774116+782016)132.33' Mor(Seismic),ft-Ib 473886 =(52130132.33' M3)+(782 0 16/32.33'181H2+H3+F2))+(7741 lb/32.33'To'(H1+H2+H3+F2+F3)) Mr(Seismic),ft-Ib 98375 =(Rw"Tr/6,1*Uw'T/S.2+Mw'Tr16.30 Ww'(Hf*H2+H3))'(to)"2/2+RL'Lo ■ HD(Seismic),lb 13141 =(Mot-(36-0.002).188 LO 8014000 Capacity,lb 15000 HD Type: 8 15/32'APA Rated Sheathing ■ Shear critieel,Plf, 643 Seg.I:'H'=10d At 2.e.0.edges,12"0.0.field HD critical,Ib: 13141 e 40%increase for word? No Sheathing Layers Single ■ Concrete Ands.? Yes Wall Type: H Holdown Types: Wall Capacity,pit 770 Seg.1.'6'=10.15k Controlling HO Type: 6 ■ Holdoem Capacity.lb 15000 as Members rep. Yes 4th Floor Level 0.2Sdt 4 0.092 I ■ Well Line Wind(W).lb MM.Wind,lb Seismic(E),lb 4 0 0 4523 Wind Upflt(U)= 0 psf Load from 4,lb 0 0 6786 3rd Floor Depth(F3)= 0.00 ft Load from 4.1b 0 0 8717 2nd Floor Depth(F2). 0.00 6 Total,lb 0 0 16028 Segment! Segment Segment 3 Segment 4 Segments Total to: Overall Seg.(Lo).ft 30.00 30.00 4 Wall Height(81),ft 10.75 4 Wag Height(82).ft 10.75 4 Wall Height(H3),ft 10.75 Trib.1,ft. 0.00 Tdb,2,ft 10.00 ■ Trib.3,1C 10.00 Rtn.Load(RL),ib 200 Thb.1 Weight(Rw),psi 15.00 Trib.2 Weight(Uw),pst 27.00 ■ Trib.3 Weight(Mw),psf 27.00 Wall Weight PAW),pat 0.00 Seismic,pit 601 =(452316*671716+678616)/30' Moi(Seismic),ft-Ib 411145 =(4 523 10130 1,o113)*(6788!6/30'Yo-(H2+H3+F2))+(8717 lb/30'l.0"(Ht+H2+H3+F2+F3)) ■ Mr(Seismic),0-lb 328400 ")l4 1'0.1*Uw"TrIb.2+Ms'TnA 3+Ww"(H1+H2+H3I1.o),212+RL48 HD(Seismic),IS 8178 =(Mot-(0.6.0.092)'M7/Lo Holdown Capacity,lb 10000 HD Type: 7 15/32'APA Rated Sheathing Shear critical,pit: 601 Seg.1:'M=10d At 2"0.4.edges,t2"o.e.field HD critical,lb: 8170 e 40%Increase for wind? No Sheathing Layers Single Concrete Anch.? Yes Well Type: H Holdown Types: ■ Wall Capacity,p0 770 Seg.t:T=5-10k Controlling HD Type: 7 Holdown Capacity,lb 10000 3x Members req. Yes ■ ■ ■ ■ ■ ■ ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 Suite One Hundred Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon ■ Client AG Spanos Companies MILLER Phone 503.246.1250 a CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 130 of 198 www.miller-se.com By Ck'd Date Page ENGINEERS ■ ■ ■ ■ 4th Floor Level 0.2Sds= 0.092 Wall Line Wind M7.lo Min.Wind.lb Seismic(E),lb ■ l 5 0 0 4003 Wind Uplift(U)= 0 psf Load from 5,N 0 0 6006 3rd Floor Depth(F3)= 0.00 ft Load from 5,lb 0 0 5945 2nd Floor Depth(F2)= 0.00 ft Total.lb 0 0 15954 Segment 1 Segment 2 Segment 3 Segment4 Segment Total Lo: ■ Overall Seg.(Lo),ft 27.00 27.00 I 5 Wall Height 911),h 10.75 5 Wall Height(1-12),ft, 10.75 5 Wall Height(1-13),ft 10.75 111 Trib.1,D 0.00 Tdb.2,ft 7.50 Trib.3,ft 7.50 ■ Rln.Load(RL),Ib 200 Tdb.i Weight(Rw),psf 15.00 Tdb.2 Welghl(Uw),psf 27.08 Trill 3 Weight(Mw).psi 27.00 ■ Wall Weight(Ww),psf 8.00 Seismic,plf 591 =(4003 lb 0594516+600615)127 Mon(Seismic).ft-lb 363888 =(400315/27 To1H3)+(6006/b/2T Ke•(H2+H3+F2))+(5945/b/2717.o'(H1+H2+H3+F20F3)) Mr(Seismic),%lb 215717 =(Rw 148.i0 Uw'7n'6. Mw 1 D.3+VW 7H1+H2+H3))7Lo)"2/+RL'Lo 1111 HD(5eisnic),Ib 9419 =(Mot-(0.6-0.092)'Mr)/Lo Holdown Capacity.lb 10000 HD Type: 7 15/32?APA Rated Sheathing Shear critical,plf: 591 Seg.1:0 0 tOtl At 3"0.0.edges,12?o.c.field HD critical,Ib: 9419 e 40%increase for wind? No ■ Sheathing Layers Single Concrete Andh.? Yes Wall Type: G Holdown Types: Wall Capacity,plf 600 Seg.1:T=5-10k Controlling HD Type: 7 Holdown Capacity.lb 10000 3.a Members req. Yes 4th Floor Level 0.2540=1 0.092 I ■ Wall Line Wind(W1,lb Min.Wind,lb Seismic(E),Ib 6 0 0 4567 Wind Uplift(0)= 0 psi Load from 6 lb 0 0 6882 3rd Floor Depth(F3)= 0.00 ft ■ Load from 6,lb 0 0 6012 2nd Floor Depth(F2)= 0.00 ft Total,lb 0 0 18281 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: Overall Seg.(In),ft 30.00 30.00 I 6 Wall Heigh(H1),ft. 10.75 1111 BWat Heigh(H2),ft 10.75 6 Wall Height(H3),R 10.75 Tdb.1,ft 0.00 Tdb.2,ft 7,50 ■ Tdb.3,ft. 7.50 RIn.Load(RL),lb 200 Tri.1 Weight(Rw),psf 15.00 Tdb.2 Weight(Uw),psf 27.0D ■ Tdb.3 Weight(Mw),psf 27.00 Wall Weight(Ww),psf 8.00 Seismic,plf 609 =(4587@+6812lb+688215)/30' . Mor(Seismic).ft4b 416960 =(458]Ib/30•Lo•H3)+(688216/30'Ka'(H2rH3rF2))+(6012&/30'Ko'(Hf+H2+H3+F2+F3)) Mr(Seismic),846 265650 =(fiw 'DM 1+Uw•7n"b.2+Mw+111lo.30040.7111+H2n119))'(Lo)"2/2oRL'Lo HD(Seismic),lb 9400 =(Mitt-(0.6-0.092)'M J/Lo Holdown Capacity,lb 10000 . HD Type: 7 15/32'APA Rated Sheathing Shear critical,pH: 609 Seg.1:'H'=10d At 2"c.c.edges,12"e.c.field HO crilicel,Ib: 9400 ■ e 40%increase for wind? No Sheathing Layers Single Concrete Anch.? Yes Waft Type: N Holdowlr Types: Wall Capacity,p8 770 Seg.1:T=5-10kControlling HD Type: 7 Holdown Capacity,lb 10000 30 Members req, Yes 1111 ■ ■ ■ ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161194 .„. Ars Suite One Hundred Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon Client AG Spanos Companies MILLER Phone 503.246.1250 ■ CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 131 of 198 www.miller-se.com By Ck'd Date Page ■ ENGINEERS ■ aI 4th Floor Level 0.2045= 0.092 Well Lina Wind(W),b Min.Mild,Ib Seismic(E),N 7 0 0 4681 Wmd Uplift(U)= 0 psf ■ Load from].Ib 0 0 6992 3rd Floor Depth(F3)= 0.00 ft Load from 7.1b 0 0 6921 2nd Floor Depth(F2)= 0.00 ft Total,lb 0 0 18574 Segment 1 Segment 2 Segmenta Segment 4 Segment 5 Total Lo: ■ Overall Seg.(Lo),ft 30.00 30.00 i 7 Wall Height(H1),R 10.75 7 Wali Height(92),R 10.75 7 Wali Height 013).ft 10.75 ■ Trib.1.ft 0.00 Trib.2. 4.50 Trib.3,ft 450 RN.Load(RL).lb 200 ■ Trib.1 Weight(Rw),psf 15.00 Trib.2 Weight(Uw),psf 27.00 Trib.3 Weight(Mw).pef 27.00 Wall Weight(Ww),pet' 6.0 Seismic,plf 619 =(466110+692115+699216)/30' Mot(Seismic).ft-lb 423636 =(4661 16/30"Lo"H3)0(099216/30'"LoyH2+H3+82))+(692110/30'le(H1+142+H8+52+53)) Mr(Seismic),04b 192750 =(Rw'T4b.1+Ur+'T15.2+Mw'Tar 3+Ww'(H1+112+H3))il,IrY2/2+RI2Lo HD(Seismic),lb 10657 =(Met-(0.6-0.092)'Mr)/Lo Holdown Capacity,lb 1500 , HD Type: 8 15/32'APA Rated Sheathing Shear critical,pIt 619 Seg.1:'M=10d At 2"me,edges,12"o,e.field HO critical,lb: 10657 e 40%Increase for wind? No Sheathing Layers Single ■ Concrete Aneh.? Yee Wall Type: H Holdown Types: WaIICaPadb,pe 770 Seg.1:tat=1LL15t Controlling HO Type: B ■ Holdoxn Capacity,lb 15000 3o Members req. Yes 4th Floor Level 0.2Sds=1 0.092 I Wall Llne Wind(W),Ib Min,Wind,Ib Seismic(E),lb 0 0 0 3365 Wind Uplift(U)= 0 psf Load from 8,lb 0 0 5048 3rd Floor Depth(F3)= 0.00 ft Load from 8,lb 0 0 4997 2nd Floor Depth(F2)= 0.00 0 . Total,lb 0 0 13410 Segment 1 Segment Segment 3 Segment 4 Segment 5 Total Lo: Overall Seg.(Lo),ft 22.67 22.67 I 8 Wa8 Height(H1).F 10.75 8 Web Haight(H2).ft. 10.75 8 Wall Height(93),ft 10.75 Trib.1,fL 0.00 Trib.2,ft 7.00 ■ Trib.3,11 7.00 Rtn.Load(RL).Ib 200 TrIb.1 Weight(13w).psf 15.0 Trib.2WeigM(Uw),psf 27.00 Trib.3 Weight(Mw).psf 27.00 Wall Weight MO.psft 8.0 Seismic,plf 592 =(33650r+4987/5+504816)/22.67' Mm(Seismic),ft-Ib 305814 =(3300 15/22.67'Lo'H3)+(5048t0/2267"Lo'(H2+H3+F2))+(499716/22.67"LaTH1+H2+H3+F2+F3)) Mr(Seismic),%lb 145822 a(My'TD.1+Uw Trib.20Mb,'Tn'6.3+Ww'(H1+H2+H3))'(Lo)"2/2+RL'Lo HD(Seismic),lb 10224 =(Mot.(0.6-0.092)1110/Lo Hoiown Capacity,lo 1500 111HD Type: 8 15132'APA Rated Sheathing Shear critical.plf: 592 Seg.i:'5'=10d At 3"ex.edges,12.as.field HD critical,ib: 10224 e40%Increase for wind? No Sheathing Layers Single Concrete Anclt.7 Yes Was Topa: G Holdown Types: Wall Capacity,or 60 Seg.1:'8'=10-156 Controlling HD Type: 6 Holdown Capacity,Ib 15050 3x Members req. Yes ■ ■ ■ U ■ ■ ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161194 Suite One Hundred . Portland,OR 97219 MikLocation 8900-9000 SW Oak St.,Tigard, Oregon 1111Client AG Spanos Companies MILLER Phone 503.246.1250 ■ CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 132 of 198 www.miller-se,com By Ck'd Date Page ENGINEERS . a ■ 4th Floor Level 0.25ds= 0092 ' Wail Line Wind(W).lb MM.Wind,@ Seismic(E).lb ■ l 0 0 Load from 9,lb 0 0 4762 Wind Uplift(U)= 0 psf 0 7144 3rd Floor Depth(F3)= 0.00 ft Load from 9,lb 0 0 7071 2nd Floor Depth(F2)= 0.00 ft Total.lb 0 0 18977 ■ Segment 1 Segment 2 Segment 3 Segment Segment 5 Total Lc: Overall Sag.(Lo),ft 2825 2825 9 Wag Height(Ht).ft 10.75 9 Wag Haight(H2),ft 10.75 ■ 9 Wag Height(1-13),ft 10.75 Trib.1,ft DUO Trib.2,ft 4.50 Trib.3,ft 450 ■ RM.Load(01),lb 200 Tnb.1 Weight(Rw),psf 15.00 Trib.2 Weight(Uw),psf 27.00 TM?3 Weight(Mw).psr 27.00 ■ Wall Weight(Ww),psi 8.00 Seismic,plf 672 =(4702/0*7071@07/44lb)/28.25' • Mor(Seismic),ft4b 432827 =(4762 lb/28.25•Lo1.13)+(714416/28.25"Lo•(H2+H3*F2)1+(7071@/28.25"Lo•(H1+H2+H3+F2+F3)) ■ Mr(Seismic),5-lb 171248 =(Rw'Tee.0*Ow•Tr@.2+Mw'TOO.3+IYw'(H1+H2+H3))e(0)"2MR12Lc HD(Seismic),lb 12242 =(Mot-(0,6-0.092)'M)/Lo 0014000 Capacity,lb 15000 HD Type: 8 ■ 15(32'APA Rated Sheathing H' Shear critical,pit 672 Seg.1:' =10d At Y o.c.edges,12"o.c.field H0 critical,ib: 12242 e40%inwease for wind? No . Sheathing Layers Single Concrete Anch.? Yes Wall Type: H Heidown Types: Wall Capacity,pit 770 Seg.,:'8'=10-15k . Controlling HD Type: 6 Holdown Capacity.lb 15000 3x Members req. Yes 11114th Floor Level 0.25ds 1 0.092 l Wag Line Wind(W).@ Min.Wind,@ Seismic(E),Ib 10 0 0 2627 Wmd Uplift(U). 0 psf Load from 10.lb 0 0 4241 3rd Floor Depth(F3)= 0,00 ft ■ Load tem 10.lb 0 0 4197 2nd Floor Depth(F2)= 0.00 6 Total,lb 0 0 11265 Segment 1 Segment 2 Segment 3 Segment Segment Total Lo: Overall Seg.(Lo),ft 18.17 18.17 l ■ 10 Wall Height(111),ft 10.75 10 Wall Height(H2),ft 10.75 10 Wall Height(H3),fl 10.75 Trib.t,1t 1850 ■ Trib.3,h 350 Trib.3,fl: 350 RM.Load(RL),lb 200 Trib,t Weight(Rw),pst 15.00 Trib.2 Weight(Uw),psf 27.00 Trib.3 Weight(Mw).psf 27.00 Wall Weight(Ww),pet 8.00 Seismic.Pit 520 =(2827@+4/97 ft, 42415)/18.1T ■ Mon(Seismic),ft-Ib 256678 =(18275/18.17'Lo'H3)+(4241@/i&17'•Lo•(H2+H3+F2))*(Q797/6/18.17'•La•Ml*H2+M3+F2+F3)) Mr(Seismic),646 108995 =(Rw Trib.l+Uw-Tdb.2+M(v'Mb.30 0w'(H1*HT+H3))7Lo)+22+RL'Lo HO(Seismic).lb 11092 =(Mot-(0.6-0.092)•M)/Lo ■ Holdown Capacity,lb 15000 HD Type: 8 1532'APA Rated Sheathing Sheer critical,pit 620 Seg.1:'M=lad At 2"o.e.edges,l2"o.c.field ■ HO critical,ib: 11092 e 40%increase for wind? No Sheathing Layers Single Concrete Anch.? Yes Wall Type: H Holdown Types: 1111 Wag Capacity,p8 770 ConSeg.t:'8'=10.15k Controlling HD Type: I Hol0awn Capacity,lb 15000 11113x Members req. Yes ■ ■ a ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 Suite One Hundred Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon 1111 • Client AG Spanos Companies ■ MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELDARL 9.28.2017 133 of 198 www.miller-se.com By Ck'd Date Page ■ ENGINEERS ■ a a 3rd Floor Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wmd,lb Seismic(E),lb 1 0 0 942 Wind Uprdt(U)= 0.00 PSI ■ Load from 1,IS 0 0 7514 3rd Fir Depth(Fd)= 0.00 ft Total,ib: 0 0 8456 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: ■ Overall Seg.(Lo),ft 15.17 15.17 I 1 Wall Height(H1),ft 10.75 1 Wall Height(H2),It 10.75 Trib.1,ft: 6.00 Trib.2,ft: 1200 RIn.Load(RL).Ib: 200 Trib.1 Weight(Rw),psf: 15.00 Trib.2 Weight(Uw),psf. 81.00 ■ Wall Weight(Ww),pet 18.00 Seismic,pk 557 =(94215+751415)/15./7' Hftoor ■ Mor(Seismic),ft-Ib: 262252 =(94216/15.77'10`12)+(7514 16/15.17'1.0'(11+H2*Fd)) Ma6ove Mr(Seismic),ft-Ib: 164743 =(Rw'Mb.1+Usc'nib.2+Ww'(H1+H2))'(Lo)^22+RL`Lo HD(Seismic),Ib: 11773 =(Mot-(0.6-0.092)'Mr)/Lo Holdown Capacity,Ib: 15000 ■ HD Type: 8 15132'APA Rated Sheathing Shear critical,pit: 557 Seg.1:'G'=10d At 3"o.c.edges,12"the.field HD critical,Ib: 11773 40%increase for wind?: No Sheathing Layers: Single Concrete Anch.? Wall Type: G Holdovm Types: Wall Capacity.pit 600 Seg.1:'8'=10.15k Controlling HO Type: 8 Holdown Capacity,Ib: 15000 ■ 3z Members req.: Yes 3rd Floor Level 0.2Sds=I 0.092 I Wall Line Wind(W),lb Min.Wind,lb Seismic(0),lb . 2 0 0 942 Wind Uplift(U)= 0 psf Load from 2,ib: 0 0 7514 3rd Fir Depth(Fd)= 0.00 ft Total,lb: 0 0 8456 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: Overall Seg.(Lo),ft: 15.17 15.17 I 2 Wag Height(H1),ft 10.75 2 Wall Height(H2),ft 10.75 Trib.1,k 8.00 TIM.2,ft 12,011 Rtn.Load(Ry.IS: 200 Trib.1 Weight(Rw),psl: 15.00 Trib.2 Weight(Um),pet: 81.00 Wall Weight(Ww),psi: 16.00 Seismic,plE 557 =(94215+751415)/15.17' Hfloor Mon(Seismic),ft-Ib: 262252 =(0421b/15.17'10'12)+(751415/15.17'1..o'(H1+H2+Fd)) Mabove Mr(Seismic),ft-Ib: 164743 =(Rw'Trib.1+Uw'Tdb.20 Ww'(H1+H2))'(Lo)^22+RL'Lo HD(Seismic),IS: 11773 =(Mot-(0.6-0.092)'Mr)/Lo ■ Holdown Capacity.ib: 15000 HD Type: 8 15132'APA Rated Sheathing Shear critical,pit: 557 Seg.1:'V=10d At 3"the.edges,12"o.c.field HD critical,lb: 11773 ,40%increase for wind?: No Sheathing Layers: Single Concrete Anch.? Yes 1111 Wall Type: G _ _ _Holdown Types: Wall Capacity,pk 600 Seg.1:'6'=10-15k Controlling HD Type: 8 II/Holdown Capacity,IS: 15000 30 Members req.: Yes ■ ■ ■ ■ ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161194 1111Suite One Hundred Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon Client AG Spanos Companies MILLER Phone 503.246.1250 . CONSULTING Fax 503,246.1395 ELDARL 9.28.2017 134 of 198 www.miller-se.com By Ck'd Date Page ■ ENGINEERS ■ a ■ 3rd Floor Level 0.2Sds= 0.092 Wall Line Wind(W),Ib Min.Wind,lb Seismic(E),lb ■ 3840 0 0 0 2605 Wind Uplift(U)= 0 psf Load from 3840,Ib: 020774 3rd Fir Depth(Fd)= 0.00 ft Total,ib: 0 0 23379 Segment l Segment Segment Segment 4 Segment 5 Total Lo: ■ Overall Seg.(Lo),ft 32.33 32.33 I 940 Wall Height(H1),ft 10.75 540 Wall Height(H2),ft 10.75 Trib.1,ft 0.00 Tdb.2,0: 0.00 Rtn.Load(RL),Ib: 200 Tdb.1 Weight(Rw),psf. 15.00 Trib.2 Weight(Ow),ps0 81.00 111 Wall Weight(Ww),est 16.00 Seismic,plf: 723 =(2605 lb+2077415)/3233' H0oor ■ Mon(Seismic),0413: 725190 Mr(Seismic),ft-Ib: 186283 =(260516/32.33 1.o"H2)+(2077416/32.33'•Lo'(Hf+H2+Fd)) Mabove =(Rw•7nb.fn Uw*Rib.2+We,•(H1+H2))"(Lo)^22+RL•Lo HO(Seismic),Ib: 19502 =(Mot-(0.6-0.092)-Mr)/La Holdown Capacity,Ib: 20000 ■ HD Type: 9 15/32"APA Rated Sheathing Shear critical,p0: 723 Seg.1:'H'=10d At 2"o.c.edges,12"o.0.field HO critical,19: 19502 1111 40%increase for wind?: No Sheathing Layers: Single Concrete Anch.? Yes RWali Type: H Wall Capacity, Holdown Types: p8: 770 Seg.1:V=15-206 Controlling HD Type: 9 Holdown Capacity,Ib: 20000 ■ 3x Members req.: Yes 3rd Floor Level 0.2Sds=1 0.092 1 ■ Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb 4 0 0 2260 Wind Uplift(U)= 0 psf Load from 4,Ib: 0 0 18026 3rd Fir Depth(Fd)= 0.00 ft Total,ib: 0 0 20286 ■ Overall Seg.(Lo),ft 30.Segm00ent 1 Segment 2 Segment 3 Segment 4 Segmem 5 Total Lo: 30.00 1 4 Wall Height(H1),ft 10.75 4 Wall Height(112),ft 10.75 ■ Tdb.1,ft: 0.00 Tdb.2,ft: 10.00 Rtn.Load(RL),Ib: 200 ■ Trib.l Weight(Rw),pst: 15.00 Tdb.2 Weight(Ow),pst: 81.00 Wall Weight(Ww).pot: 16.00 Seismic,plf: 676 =(226015+18026 lb)/30' ■ Mor(Seismic),fl-Ib: 629220 =(226016/30'Lo"H2)+(18026 @/30'•Lo'(Hf+H2+Ftl) HOaor) Mabove Mr(Seismic),fl-ib: 525300 =(Rw"Mb.1+Uw'Trib.2+Ww'H1+H2 HD(Seismic),Ib: 12079 =(Mot-(0.6-0.092)-Mr)/10 ■ Holdown Capacity,Ib: 15000 HD Type: . 8 15/32•APA Rated Sheathing ■ Shear critical,plb 676 Seg-1:'H'=10d At 2"o.c.edges,12"o,c,field HD critical,lb: 12079 40%increase for wind?: No Sheathing Layers: Single ■ Concrete Anch.? Yes Wall Type: H Holdown Types: Well Capacity,plf. 770 Seg.1:'8'=10.15k Controlling HD Type: 0 ■ Holdown Capacity,Ib: 15000 3x Members req.: Yes ■ ■ ■ ■ ■ ■ ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 IISuite One Hundred Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon ■ Client AG Spanos Companies MILLER Phone 503.246.1250 ■ CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 135 of 198 WWW.miller-se.com By Ck'd Date Page ENGINEERS U a U 3rd Floor Level 02Sds= 0.092 Wall Line Wind(W).lb Min.Wind,lb Seismic(E),lb I 5 0 0 2001 Wind Uplift(U)= 0 psf ■ Load from 5,lb: 0 0 15954 3rd Fir Depth(Fd)= 0.00 ft Total,Ib: 0 0 17955 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total La: Overall Seg.(Lo)•R 27.00 27.00 5 Wall Height(H1),ft 10.75 5 Wall Height(H2),ft 10.75 Tdb.1,ft: 0.00 ■ Tdb.2,0: 7.50 Rm.Load(RL),Ib: 200 Tdb.1 Weight(Rw),pst 15.00 TOT 2 Weight(Uw).psf: 81.00 ■ Wall Weight(Ww).psf: 16.00 Seismic,plt: 665 =(2001 b+15954 16)/27' Hloor ■ Mm(Seismic),ft-Ib: 556904 =(20011b/27 1_6112).(1595415/27"Lo'(H1+H2+Fd)) Mabova Mr(Seismic),ft-Ib: 352222 =(Nm Trib.1+Uw'Tdb.2+Ww 7H1+H2))'(Lo)^2/2+RL'Lo HD(Seismic),Ib: 13999 =(Mot-(0.6-0.092)`140/Lo Holdown Capacity,Ib: 15000 HD Type: 8 15/32"APA Rated Sheathing Shear critical,plf: 665 Seg.1:'H'=10d At 2"0.c.edges,12'o.c field HD critical,Ib: 13999 40%increase for wind?: No Sheathing Layers: Single Concrete Arch.? Yes Wall Type: H Hoidown Types: Wall Capacity,p6: 770 Seg.1:B'=10-15k Controlling HD Type: 8 Holdown Capacity,Ib: 15000 1113x Members req.: Yes 3rd Floor Level 0.2Sds=1 0.092 I Wali Line Wind(V9),lb Min.Wind,lb Seismic(E),lb ■ 6 0 0 2293 Wind Uplift(U)= 0 psf Load from 6,lb: 0 0 18281 3rd Fir Depth(Fd)= 0.00 ft Total,lb: 0 0 20574 ■ Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: Overall Seg.(Lo),ft 30.00 30.00 6 Wall Height(H1),ft: 10.75 6 Wall Height(H2),ft 10.75 111Tdb.1,ft 0.00 Tdb.2,ft 7.50 Rm.Load(RL),Ib: 200 Tdb.1 Weight(Rw),psf: 15.00 ■ Tdb.2 Weight(Uw),psf: 81.00 Wait Weight(Ww),psf. 16.00 Seismic,pit 686 =(2293 lb+1828116)/30' ■ Hltoor Mor(Seismic),ft-Ib: 638131 =(228316/30'Lo'H2)+08201(0/30''Lo'(H1+H2+Fd)) Mabove Mr(Seismic),5-Ib: 434175 =(Rw'Tnn.1+Uw'Trb.2+Ww'(H1+H2))'(Lo)^2/2+RL'Lo HD(Seismic),Ib: 13919 =(Mot-(0.8-0.092).M0/Lo 1.1Holdown Capacity,Ib: 15000 HD Type: 8 15/32"APA Rated Sheathing Shear critical,p8: 686 Seg.1:'H'=10d At 2"e.n,edges,12"o.c field ■ HD critical,lb: 13919 140%increase for wind?: No Sheathing Layers: Single 111Concrete Anch.? Yes Wali Type: H Holdown Types: Wall Capacity,plb 770 Seg.1:'r=10-15k Controlling HD Type: B ■ Holdown Capacity,Ib: 15000 3x Members req.: Yes ■ ■ ■ ■ ■ ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 1111Suite One Hundred Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon ■ Client AG Spanos Companies MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELDARL 9.28.2017 136 of 198 wWw.miller-se.com By Ck'd Date Page ENGINEERS ■ ■ a II3rd Floor Level 02Sds= 0.092 Wag Line Wind(W),lb Min.Wind,lb Seismic(E),lb III 1 7 0 Load from 7,Ib: 00 2329 Wind Uplift(U)= 0 psI 0 18574 3rd Flr Depth(Fd)= 0.00 ft Total,lb: 0 0 20903 _Segment 1 Segment2 Segment 3 Segment 4 Segment 5 Total Lo: Overall Seg.(Lo),ft: 30.00 30.00 7 Wall Height(H1),It 10.75 7 Wall Height(52),ft: 10.75 Trib.1,ft: 0.00 a Tdb.2,ft: 4.50 Rio.Load(RL),Ib: 200 Trib.1 Weight(Rw),psb 15.00 IIII Trib.2 Weight(Uw),psI: 81.00 Wall Weight(Ww),pst: 16.00 Seismic,pit 697 =(2329 lb+1857416)130' HOver a Mm(Seismic),Nix 648343 Mr(Seismic),ft-lb: 324825 =(232916/30'Lo'H2)+(18574/b/30"Lo'(H1+H2+Fd)) Mabove =(Rw'Trib.1+Uw'Tdb.2+Ww"(H1+H2))"(Lo)^22+RL"Lo HO(Seismic),Ib: 16111 =(Mo1•(0.6-0.692)Mr)/Lo Holdown Capacity,Ib: 20000 I HD Type: 9 15/32"APA Rated Sheathing Shear critical,pill 697 Seg.1:'H'=104 At 2"c.c.edges,12"o.c.field U HD critical,lb: 16111 140%increase for wind?: No Sheathing Layers: Single Concrete Anch.? Yes IIIWall Type: H Holdown Types: Wall Capacity,PIF. 770 Seg.1:'9'=15-20k Controlling HD Type: 9 Holdown Capacity,Ib: 20000 J3x Members req.: Yes 3rd Floor Level 0.2Sds=I 0.092 1 Wall Line Wind(W).lb Min.Wind,lb Seismic(E),lb 111 i 8 0 0 1681 Wind Uplift(U)= 0 psI Load from 8,Ib: 0 0 13410 3rd Fir Depth(Fd)= 0.00 ft Total,lb: 0 0 15091 Segmentnt 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Le: Ovens Seg.(Lo),R 22.67 22.67 i 8 Wall Height(H1),ft 10.75 8 Wall Height(H2),ft 10.75 a Tdb.1,ft 0.0D Tdb.2,ft: 7.00 RN.Load(RL),Ib: 200 Trib.1 Weight(Rw),psI: 15.00 1 1111 Trib.2 Weight(Uw),per: 81.05 Wall Weight(Ww),psI 16.00 Seismic,pit 666 =(16811b+134101b)/22.67' 11 HOoor Mor(Seismic),ft-lb: 466042 =(1681/b/2267"Lo'H2)+(1347016/22.67'1o'(H7+y2+Fr/)) Mabove Mr(Seismic),ft-Ib: 238559 =(Rw'Trib.1+Uw'Tdb.2+Ww'(141+H2))'(Lo)^22+RL'Lo HD(Seismic),Ib: 15302 =(Mot-(S.6.0.092)"Mr)/Lo 1111 Holdown Capacity,Ib: 20000 HD Type: 9 15/32"APA Rated Sheathing Shear critical,pb: 666 Seg.1:'H'=104 At 2"oz.edges,12"o.e.field HD critical,Ib: 15302 t 40%increase for wind?: No Sheathing Layers: Single 111 Concrete Mob.? Yes Wall Type: H Holdown Types: Wall Capacity,pIt 770 Seg.1:'9'=15-20k Controlling HD Type: : 9 11 Holdown Capacity,ib: 20000 3x Members req.: Yes II a U II 111 III II 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 1111 ES Suite One Hundred Portland,OR 97219 111 _ Location 8900-9000 SW Oak St.,Tigard, Oregon Client AG Spanos Companies MILLER r Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 137 of 198 www.miller-se.com By Ck d Date Page III ENGINEERS 111 S ■ I 3rd Floor Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wmd,lb Seismic(E),lb 9 0 0 2380 Wind Uplift(U)= 0 psf 5 Load from 9,Ib: 0 0 18977 3rd Fir Depth(Fd)= 0.00 ft Total,lb: 0 0 21357 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: Overall Seg.(Lo),ft 28.25 2825 I 111 9 Wall Height(H1),ft 10.75 9 Wall Height(H2),ft 10.75 Trib.1,ft: 0.00 Trib.2,ft 4.50 Rtn.Load(RL).Ib: 200 Trib.1 Weight(Rw),psf: 15.00 Trib.2 Weight(Uw),psf. 81.00111 Well Weight(Ww).psf. 16.00 Seismic,plf: 756 =(2380 lb+18977lb)/28.25' Hor Mm(Seismic),ft-Ib: 662415 =(23 80 16/28.25'Lo'H2)+(18977 Po/28.25'Lo'(H1+H2+Fd)) Mabove Mr(Seismic),ft-Ib: 288364 =(Rw'Mb.1+Uw'Trib.2+Ww'(H1+H2))'(Lo)^2/2+RL'Lo HD(Seismic),Ib: 16263 =(Mot-(0.6-0.092)'Mr)/Lo Holdown Capacity,Ib: 20000 HD Type: 9 111 15132"APA Rated Sheathing Shear critical,plf: 756 Seg.1:'W=10d At 2"c.c.edges,12"o.c.field HD critical,lb: 18263 ,40%increase for wind?: No Sheathing Layers: Single Concrete Anch.? Yes Wall Type: H Holdown Types: 1111 Wall Capacity,p0 770 Seg.1:'9'=15-20k Controlling HO Type:. 9 Holdown Capacity,Ib: 20000 3s Members req.:` Yes 3rd Floor Level 0.2Sds=1 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb 5 10 0 0 1413 Wind Uplift(U)= 0 psf Load from 10,Ib: 0 0 11265 3rd Fir Depth(Fd)= 0.00 ft Total,ib: 0 0 12678 ■ Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: Overall Seg.(Lo),ft 18.17 18.17 l 10 Wall Height(H1),ft 10.75 10 Wall Height(li2),It 10.75 Trib.1,ft 18.50 Trib.2,ft 3.50 Rtn.Load(RL),Ib: 200 Trib.1 Weight(Rw),psf: 15.00 • Trib.2 Weight(Uw),psf. 81.00 Wap Weight(Ww),psb 16.00 Seismic,plf: 698 =(1413 lb+11265 lb)/18.1T HOoor Mc(Seismic),ft-Ib: 393167 =(141316/18.17'Lo142)+(1126516/18.17'Lo'(H1+H2+Fd)) Mabove Mr(Seismic),ft-Ib: 152971 =(Rw'Trib.1+Uw(Mb.2+Ole.H1+H2))'(Lo)^2/2+RL4o HD(Seismic),15: 17365 =(Mot-(06-0.092)'Mr)/Lo Holdown Capacity,Ib: 20000 HD Type: 9 15132'APA Rated Sheathing Shear critical,plt 698 Seg.1:If=10d At 2'c.c.edges,12"c.c,field HO critical,IS: 17365 40%increase for wing?: No Sheathing Layers: Single • Concrete Anch.? Yes Wag Type: H Holdown Types: Wag Capacity,p8: 770 Seg.1:'9'=15-20k Controlling HD Type: 9 • Holdown Capacity,Ib: 20000 3c Members req.: Yes S S ■ S ✓ I 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 Suite One Hundred Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon Client AG Spanos Companies MILLER Phone 503.246.1250 r CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 138 of 198 www.miller-se.com By Ck'd Date Page ENGINEERS ■ I s • Building B Shearwalls 11-22 Shearwall Design 8 of Shearwall Levels:3 Sheathing Thickness: 15132 in I Typical Sheathing Nailing: 10d Nails (unc) I Wall (IBC 2306.3) Shearwalls in Use I Capacity(pif) a Load Combination: Basic Load Combination: 0.6DW.7E;0.600W Structure Information: U Well Wt.(Ww)= 8.05 psf WallType E:15/32'APA Rated Sheathing wl10d At 6"o.c.edges,12'0.0.field 310 Roof WL(Rw)= 15.00 psf Wall Type F:15/32'APA Rated Sheathing w/10d At 4"o.c.edges.12"o.c.field 460 Roof Wall Height= 10.75 ft Wall Type 0:15/32"APA Rated Sheathing w/10d At 3"o.c.edges,12"o.c.field 800 5th Floor Depth= 0.00 ft Wall Type H:15/32"APA Rated Sheathing w/10d At 2°o.c.edges,12"0.c.field 770 1111 I 5th Floor WL(Uw)= 27.00 psf 5th Floor Wal Height= 10.75 ft 4th Floor Depth= 0.00 ft U I 4th Floor Wt.(Mw)= 27.00 psf 4th Floor Wall Height= 10.75 ft Wind Uplift(LI)= 0.00 psf 0.2Sds= 0.13 (ultimate) aRoof Wall Line Marks Wind(Ib) Min.Wind(Ib)Seismic(Ib) Stacks on: 11 5519 11 Seismic Wind 12 3018 12 Simpson Holdowns and Anchors in Use:(Verity Fdn.Config.wl Loads Listed in Catalog for Anchor Bolt Types) Capacity(Ib)Capacity(Ib) 13 4907 13 14 3008 14 #1 Holdown Type 0.5k w/ SOW 5000 15641 8242 15841 #2 Holdown Type 5-10k WI 10000 10000 18 7746 18 II 19 6835 19 20 6637 20 21 6010 21 22 6216 22 #7 Holdown Type 5-10k W7 10000 4040 #8 Holdown Type l O-15k w/ 15000 4470 5th Floor Wall We Marks Wind(Ib) Min.Wind(Ib.Seismic Ob) Stacks on: 11 5575 11 12 3549 12 a13 4957 13 14 3037 14 15841 8327 15841 S71 Plate to Concrete Anchorage: 2x plate 3x mm.plate II 19 7825 18 5/8 "die. anchor capacity(Ib)= 860 1070 19 6905 18 20 6699 20 21 6072 21 U 22 6280 22 Wall Type E:0.625"dia.anchors spaced at 48"o.c. 48'o.c. 4th Floor Wall Line Marks Wind(Ib) Min,Wind(Ib)Seismic(Ib) Wall Type F;0.625 dia.anchors spaced at 36°o.c. 45"0.0. 11 3716 Wall Type G:0.625'dia.anchors spaced at 3x req. 34"o.c. 12 2D32 Wall Type H:0.825'dia.anchors spaced at 3x req. 2T o.c. 13 3304 14 2024 11/ 15 8 41 9550 18 5216 19 4803 20 4465 III 21 4047 22 4186 (anchor spacing based from values from NDS using hemfir and a 1.6 duration increase) Roof Level Holdown to: floor below (PL 114x300''-3'required) 11 • • • a a • a a ✓ a 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 • all Suite One Hundred Portland,OR 97219 MillLocation8900-9000 SW Oak St.,Tigard, Oregon III Client AG Spanos Companies MILLER ill Phone 503.246.1250 C O N S U LT I N C Fax 503.246.1395 ELD ARL 9.28.2017 139 of 198 www.miller-se.com By Ck'd Date Page • ENGINEERS • S S Roof Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb 11 I 0 I 0 i 5519 I Wind Uplift(U)=I 0 Ipsf 1111 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total L,ft: Overall Seg.(Lo),ft: 22.75 22.75 I 11 Wall Height(H1),ft: 10.75 Trib.1,ft: 18.50 Rtn.Load(RL),lb: 200 Trib.1 Weight(Rw),psi: 15.00 i Wall Weight(Ww),psi: 8.00 Seismic,plf: 243 =55191b/2275' Mor(Seismic),ft-lb: 59329 =(5519/6/22.75"Lo'H1) 0 Mr(Seismic),ft-lb: 98617 =(Trib.1'Rw+H1'Ww)'(Lo)"2/2+RL'Lo HD(Seismic),lb: 406 =(Mot-(0.6-0.092)'Mr)/Lo Holdown Capacity,lb: 5000 111 HD Type: 1 15/32"APA Rated Sheathing Shear critical,plf: 243 Seg.1:'E'=10d At 6"o.c.edges,12"o.c.field HD critical,lb: 406 140%increase for wind?: No Sheathing Layers: Single 5 Concrete Anch.? No Wall Type: E Holdown Types: Wall Capacity,pit 310 Seg.1:'1'=0.5k with 5 Controlling HD Type: 1 Holdown Capacity,lb: 5000 3x Members req.: No 5 Roof Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb 11 12 I 0 I 0 I 3018 I Wind Uplift(U)=I 0 lest Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total L: Overall Seg.(Lo),ft: 14.00 14.00 I 12 Wall Height(H1),ft 10.75 Trib.1,ft 18.50 Rtn.Load(RL),lb: 200 Trib.1 Weight(Rw),est. 15.00 S Wall Weight(Ww),psf: 8.00 Seismic,plf: 216 =301815/14' Mor(Seismic),ft-lb: 32444 "(301815/14' Lo'H1) 0 Mr(Seismic),ft-Ib: 38423 =(Trib.I'Rw*H1'Ww)"(Lo)"2/2+RL'Lo HD(Seismic),lb: 923 =(Mot-(0.6-0.092)'M0/Lo ■ Holdown Capacity,lb: 5000 HD Type: 1 15/32"APA Rated Sheathing Shear critical,pit 216 Seg.1:'E'=10d At 6"o.c.edges,12"o.c.field 111 HD critical,lb: 923 140%Increase for wind?: No 111Sheathing Layers: Single Concrete Anch.? No Wall Type: E Holdown Types: Wall Capacity,pit 310 Seg.1:'1'=0.5k with 5 Controlling HD Type: 1 Holdown Capacity,lb: 5000 3z Members req.: No 5 ✓ ✓ ■ U I ■ I 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161194 111Suite One Hundred Art Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon 111 Client AG Spanos Companies MILLER Phone 503.246.1250 ■ CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 140 of 198 www.miller-se.com By Ck'd Date Page ENGINEERS U I a Roof Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb 111 13 I 0 10 I 4907 I Wind Uplift(U)=1 0 lest Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total L: Overall Seg.(Lo),ft 20.75 20.75 I 13 Wall Height(H1),ft: 10.75 Trib.1,ft: 18.50 Rtn.Load(RL),Ib: 200 . Trib.1 Weight(Rw),psf: 15.00 Wall Weight(Ww),psi: 8.00 Seismic,plf: 236 =4907 lb/20.75' Mol(Seismic),ft-lb: 52750 =(4907 lb/20.75'`Lo`Hf) 0 Mr(Seismic),ft-lb: 82405 =(Trib.1'Rw+H1`W 4=(Lo)^2/2+RL'Lo HD(Seismic),Ib: 525 =(Mot-(0.6-0.092)'Mr)/Lo Holdown Capacity,lb: 5000 HD Type: 1 15/32'APA Rated Sheathing Shear critical,plf: 236 Seg.1:'E'=1 Dd At 6"o.c.edges,12"o.c.field HD critical,lb: 525 140%increase for wind?: No ■ Sheathing Layers: Single Concrete Anch.? No Wall Type: E Holdown Types: Wall Capacity,pit 310 Seg.1:'1'=0-Sk with Controlling HD Type: 1 Holdown Capacity,Ib: 5000 . 3x Members req.: No Roof Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb 14 I 0 I 0 I 3006 I Wind Uplift(U)=1 0 Ipsf Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total L: Overall Seg.(Lo),It 14.00 14.00 14 Wall Height(H1),ft: 10.75 Trib.1,ft: 9.50 Rtn.Load(RL),lb: 200 a Trib.1 Weight(Rw),pst 15.0D Wall Weight(Ww),psf: 8.00 Seismic,pit 215 =3006lb/14' U Mor(Seismic),ft-Ib: 32315 =(3006 lb/14' Lo'Hl) 0 Mr(Seismic),ft-lb: 25193 =(7776.1`Rw+HPWw)'(Lo)^2,2+RL`Lo HD(Seismic),Ib: 1394 =(Mot-(0.6.0.092)"Mr)/Lo 1111 Holdown Capacity,Ib: 5000 HD Type: 1 15/32'APA Rated Sheathing Shear critical,pR: 215 Seg.1:'8'=108 At 6"o.c.edges,12"o.c.field HD critical,lb: 1394 i 40%increase for wind?: No ■ Sheathing Layers: Single Concrete Anch.? No Wall Type: E Holdown Types: Wall Capacity,plt 310 Seg.1:'1'=0.5k with Controlling HD Type: 1 Holdown Capacity,Ib: 5000 . 3x Members req.: No a r ■ ■ r r r 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 Suite One Hundred Portland,OR 97219 • Location 8900-9000 SW Oak St.,Tigard, Oregon • Client AG Spanos Companies MILLER1111 Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 141 of 198 www.miller-se.com By Ck'd Date Page ENGINEERS M a s Roof Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb I 15&41 1 0 1 0 1 8242 I Wind Uplift(U)=1 0 'psi Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total L Overall Seg.(Lo),ft: 32.33 32.33 &41 Wall Height(1-I1),ft 10.75 Trib.1,ft 0.00 Rtn.Load(RL),Ib: 200 Trib.1 Weight(Rw),psf: 15.00 1111 Wall Weight(Ww),pst 8.00 Seismic,plf: 255 =8242 lb/32.33' Mor(Seismic),ft-lb: 86611 =(8242 lb/32.33"Lo'H1) 0 Mr(Seismic),ft-Ib: 51421 =(Trib.1"Rw+Hl•Ww)'(Lo)^2/2+RL•Lo HD(Seismic),Ib: 1933 =(Mot-(O.6-0.092)1Mr)/Lo111 Holdown Capacity,Ib: 5000 HD Type: 1 15/32"APA Rated Sheathing Shear critical,pll/ 255 Seg.1:'E'=10d At 6"o.c.edges,12"o.c.field HD critical,lb: 1933 140%increase for wind?: No Sheathing Layers: Single Concrete Anch.? No Wall Type: E Holdown Types: Wall Capacity,pit 310 Seg.1:'1'=0.5k with 111 Controlling HD Type: 1 Holdown Capacity,Ib: 5000 3x Members req.: No ■ Roof Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb111/ 18 1 0 1 0 1 7746 I Wind Uplift(U)= 0 !psi Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total L: Overall Seg.(Lo),ft: 32.33 32.33 I 18 Wall Height(HI),ft: 10.75 Trib.1,ft: 0.00 Rtn.Load(RL),Ib: 200 Trib.1 Weight(Rw),pet 15.00 Wall Weight(Ww),psf: 8.00 Seismic,pit: 240 =7746 15/32.33' Mor(Seismic),ft-lb: 83278 =(7746 lb/32.33'•Lo•141) 0 Mr(Seismic),ft-lb: 51421 =(Trib.1'Rw+H1'Ww)•(Lo)^2/2+RL•Lo HD(Seismic),Ib: 1768 =(Mot-(0.6-0.092)•Mr)/Lo Holdown Capacity,Ib: 5000 HD Type: 1 15/32"APA Rated Sheathing Shear critical,plf: 240 Seg.1:'E'=10d At 6"o.c.edges,12"o.c.field HD critical,Ib: 1768 40%increase for wind?: No Sheathing Layers: Single Concrete Anch.? No Wall Type: E Holdown Types: Wall Capacity,pit 310 Seg.1:'1'=0-58 with Controlling HD Type: 1 Holdown Capacity,ib: 5000 3x Members req.: No _ ■ N I ■ N ✓ r a 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 ■ Suite One Hundred A Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon M Client AG Spanos Companies MILLER Phone 503.246.1250 1111 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 142 of 198 www.miller-se.com By Ck'd Date Page ENGINEERS U • • Roof Level 0.2Sds= 0.082 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb • 19 I 0 1 0 1 6835 I Wind Uplift(U)=1 0 lest Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total L Overall Seg.(Lo),ft: 30.00 30.00 I • 19 Wall Height(H1),ft 10.75 Trib.1,ft: 0.00 Rte.Load(RL),Ib: 200 ■ Trib.1 Weight(Rw),psf: 15.00 Wall Weight(Ww),psi: 8.00 Seismic,plf: 228 =6835 lb/30' Mor(Seismic),ft-lb: 73476 =(683515/30'•Lo•H1) 0 Mr(Seismic),ft-Ib: 44700 =(Trib.1•Rw+H1•Ww)*(L0`2/2+RL•Lo HD(Seismic),Ib: 1692 =(Mot-(0.6-0.0921M1/Lo Holdown Capacity,Ib: 5000 HD Type: 1 15/32'APA Rated Sheathing . Shear critical,pit 228 Seg.1:'5'=10d At 6"o.c.edges,12"o.c.field HD critical,Ib: 1692 i 40%increase for wind?: No ■ Sheathing Layers: Single Concrete Anch.? No Wall Type: E Holdown Types: . Wall Capacity,p11: 310 Seg.1:'1'=0-5k with Controlling HD Type:, 1 Holdown Capacity,Ib: 5000 3x Members req.: No Roof Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb 20 1 0 1 0 1 6631 I Wind Uplift(U)=I 0 'psi Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total L: Overall Seg.(Lo),ft: 32.00 32.00 I 20 Wall Height(H1),ft: 10.75 Trib.1,ft: 0.00 Rtn.Load(RL),Ib: 200 Trib.1 Weight(Rw),psf: 15.00 Wall Weight(Ww),psf: 8.00 Seismic,p1t 207 =6631 lb/32' Mor(Seismic),ft-lb: 71283 =(6 631 15/32'`Lo•H1) 0 Mr(Seismic),ft-lb: 50432 =(Trib.1'Rw+Hf*Mkv(Lo)v2/2+RL•Lo HD(Seismic),Ib: 1427 =(Mot-(0.6-0.092)"Mr)/Lo • Holdown Capacity,lb: 5000 HD Type: 1 15/32"APA Rated Sheathing Shear orifice!,pN: 207 Seg.1:'5'=10d At 6"o.c.edges,12"o.c.field HD critical,Ib: 1427 140%increase for wind?: No ■ Sheathing Layers: Single Concrete Anch.? No Wall Type: E Holdown Types: Wall Capacity,plt 310 Seg.1:'1'=0-5k with Controlling HD Type: 1 Holdown Capacity,Ib: 5000 ■ 3x Members req.: No a a a a a ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 Art Suite One Hundred Portland,OR 97219 • Location 8900-9000 SW Oak St.,Tigard, Oregon Client AG Spanos Companies r MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 143of198 www-miller-se.com By Ck'd Date Page ■ ENGINEERS r a r Roof Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb 21 I 0 I 0 I 6010 I Wind Uplift(U)=I 0 lest 111 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total L• Overall Seg.(Lo),ft: 30.00 30.00 I ■ 21 Wall Height(Ht),ft: 10.75 Trib.1,ft 0.00 Rb.Load(RL),Ib: 200 Trib.1 Weight(Rw),pst 15.00 ■ Wall Weight(Ww),psf. 8.00 Seismic,plf: 200 =6010 lb/30' Mor(Seismic),ft-Ib: 64608 =(6010 lb/30'`Lo'H1) 0 ■ Mr(Seismic),ft Ib: 44700 =(Trib.1'Rw+H1'We')'(Lo)^2/2+RL'Lo HD(Seismic),Ib: 1397 =(Mot-(0.6-0.092)'Mr)/Lo Holdown Capacity,Ib: 5000 HD Type: 1 15/32"APA Rated Sheathing ■ Shear critical,plf: 200 Seg.1:'E'=10d At 6"o.c.edges,12"o.c.field HD critical,Ib: 1397 40%increase for wind?: No ■ Sheathing Layers: Single Concrete Anch.? No Wall Type: E Holdown Types: Wall Capacity,pit 310 Seg.1:'1'=0.5k with ■ Controlling HD Type: 1 Holdown Capacity,Ib: 5000 30 Members req.: No Roof Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(6),lb 22 I 0 I 0 I 6216 I Wind Uplift(U)=I 0 leg Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total L: Overall Seg.(Lo),ft: 30.00 30.00 I 22 Wall Height(H1),ft: 10.75 Trib.1,ft: 0.00 Rtn.Load(RL),Ib: 200 Trib.1 Weight(Rw),pst 15.00 ■ Wail Weight(Ww),psf: 8.00 Seismic,p0: 207 =621616/30' MOT(Seismic),ft-Ib: 66822 =(6216 16/3 0"Lo"H1) 0 • Mr(Seismic),ft-Ib: 44700 =(Trib.1'Rw+H1'Ww)-(Lo)"2/2+RL"Lo HD(Seismic),Ib: 1470 =(Mot-(0.6-0.092)10r)/Lo Holdown Capacity,Ib: 5000 HD Type: 1 15132"APA Rated Sheathing ■ Shear critical,pit 207 Seg.1:'6'=10d At 6"0.0.edges,12"o.e.field HD critical,Ib: 1470 40%increase for wind?: No ■ Sheathing Layers: Single Concrete Anch.? No Wall Type: E Holdown Types: Wall Capacity,plf. 310 Seg.1:'1'=0.5k with Controlling HD Type: 1 Holdown Capacity,Ib: 5000 3x Members req.: No U • S a S 1111 a 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 Suite One Hundred Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard,Oregon Client AG Spanos Companies MILLER Phone 503.246.1250 ■ CONSULTING Fax 503.246.1395ELD ARL 9.28.2017 144 of 198 www.miller-se.com By Ck'd Date Page ENGINEERS a a5th Floor Level D.2Sds= 0.092 Wall Line Wind(W).lb Min.Wmd,lb Seismic(E),lb a i 11 0 0 Load from 77,Ib: 0 0 5575 Wmd Uplift(U)= 0.00 psf 5519 3rd Fir Depth(Fd)= 0.00 ft Total,Ib: 0 0 11094 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lc: a Overall Seg.(Lo),ft 22.75 22.75 I 11 Wall Height(H1),ft: 10.75 11 Wall Height(H2),ft 10.75 Trib.1,ft: 18.50 Diaphragm amp 1.16 IIITdb.2,ft 3.50 vc 285 plf RH.Load(RL),It 200 284 p/f . Trib.1 Weight(Rw),pet 15.00 No collector req'd a Trib.2 Weight(Uw),pet 27.00 Wall Weight(Ww),pet 8.00 Seismic,pit 458 =(557510*5519 lb)/22.75' a Mm(Seismic),ft-Ib: 178590 =(557515/2275"Lo"H2)+(557916/22.75"Lo"(H7+H2+F4)) Mr(Seismic),ft-Ib: 145327 =(Rw Trib.1+Uw"Dib.2*I4Av"(H1+H2))"(Lo)022+RL"Lo HD(Seismic).Ib: 4605 =(Mot-(0.6-0.092)"Mr)/Lo Holdown Capacity.Ib: 5000 . HD Type: 1 15/32"APA Rated Sheathing Shear critical,plf: 488 Seg.1:'G=1051 At 3'o.c.edges,12"o.c.field a HD critical,it 4605 ,40%increase for wind?: No Sheathing Layers: Single Concrete Anch.? No a Wall Type: G Holdown Types: Wall Capacity,pit 600 Seg.1:'i'=0-55 with Controlling HD Type: 1 Holdown Capacity,Ib: 5000 III3x Members req.: Yes 5th Floor Level 0.2Sds=1 5.092 1 a i Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb 12 0 0 3049 Wind Uplift(U)= 0 psf Load from 12,Ib: 0 0 3018 3rd Fir Depth(Fd)= 0.00 8 Total,lb: 0 0 6067 1111 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: Overall Seg.(Lo),ft: 74.00 14.00 12 Wall Height(H1),It 10.75 12 Wall Height(H2),ft 10.75 vc IIITrib.1,ft: 18.50 Diaphragm amp 1.16 Trib.2,ft: 3.6 285 p/f Rio.Load(RL),IS: 200 v 253 plf a Trib.1 Weight(Rw),psf: 15.00 No collector raga Tdb.2 Weight(Uw),psf: 27.00 Wall Weight(VJw),psi: 8.00 Seismic,p8: 433 =(304916+3019 lb)/14' aMor(Seismic),ft-lb: 97664 =(30491b/14"Lo"H2)+(3018/b/14'"Lo(1-11+H2+Fd)) Mr(Seismic),ft-lb: 56112 =(Rw"Mb.I.Uw'Trib.2+Ww"(H1+H2))"(Lo)^22+RL"Lo HD(Seismic),Ib: 4940 =(Mot-(0.6-0.092)-M0/Lo IIIHoldown Capacity,In 5000 HD Type: 1 15/32"APA Rated Sheathing la Shear critical,plf: 433 Seg.1:'F"=10d At 4"o.e.edges,12"Go.field HD critical,Ib: 4940 :40%increase for wind?: No Sheathing Layers: Single a Concrete Anch.? No Wall Type: F Holdown Types: Wall Capacity.pit 460 Seg.1:'1'=0-5k with Controlling HD Type: 1 IIIIHoldown Capacity,Ib: 5000 3x Members req.: Yes a . a a I a a ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 a Suite One Hundred Portland,OR 97219 MEILocation 8900-9000 SW Oak St.,Tigard, Oregon a Client AG Spanos Companies MILLER III Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 145 of 198 www.miller-se.com By Ck'd Date Page ■ ENGINEERS I N • 5th Floor Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb 13 0 0 4957 Wind Uplift(U)= 0 psf Load from 13,Ib: 0 0 4907 3rd Flr Depth(Fd)= 0.00 ft Total,ib: 0 0 9864 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: Overall Seg.(1.0),ft: 20.75 20.75 I ■ 13 Walt Height(H1),ft 10.75 13 Wall Height(H2),ft 10.75 Tdb.1,ft 18.50 Diaphragm amp 1.16 ■ Trib.2,ft 4 vc 285 pi( Rtn.Load(RL),Ib: 200 277 pit Tdb.1 Weight(Rw),pet 15.00 No collector req'd Tdb.2 Weight(Ow),pst: 27.00 Wall Weight(Ww),psI 8.00 Seismic,plk 475 =(4907 lb+490715)/20.75' Mgr(Seismic),fl-Ib: 158788 =(490715120.751o'H2)+(490716/20.75"Lo'(Hl+H2+Fd)) Mr(Seismic),ft-lb: 124169 =(Rw'Trio.1+Uw'Trih 2+Ww1H1+H2))'(Lo)^22+RLYo HD(Seismic),Ib: 4613 =(Mot-(0.0-0.092)4r)/Lo Holdown Capacity,ib: 5000 ■ HD Type: 1 15/32"APA Rated Sheathing Shear critical,ptb 475 Seg.1:'G'=10d At 3"es.edges,12"o.c.field ■ HO critical,151 4613 40%increase for wird?: No Sheathing Layers: Single Concrete Anch.? No Wall Type: G Holdown Types: Wall Capacity,plf: 600 Seg.1:'1'=0-55 with Controlling HD Type: 1 Holdown Capacity,lb: 5000 . 3x Members req.: Yes 5th Floor Level 0.2Sds=I 0.092 Wall Line Wind(W),Ib Min.Wind,lb Seismic(E),lb 14 0 0 3037 Wind Uplift(U)= 0 psf Load from 14,Ib: 0 0 3006 3rd Fir Depth(Fd)= 0.00 ft Total,lb: 0 0 6043 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: Overall Seg.(Lo),ft: 14.00 14.00 14 Wall Height(H1),ft: 10.75 14 Wall Height(H2),ft 10.75 ■ Tdb.1,ft 9.50 Diaphragm amp 1.16 Tdb.2,ft: 3.5 vc 285 pH Rm.Load(RL),Ib: 200 v 252 ph' Tdb.t Weight(Rw),psO 15.00 No collector raga Tdb.2 Weight(1.1w),pet 27.00 Wall Weight(Ww),pet 8.00 Seismic,plf: 432 =(303710+300616)/14' 1111 Mor(Seismic),ft-Ib: 97277 =(3037 16/14 1.112).(3006 16/14'.Le(H1.H2+Fd)) Mr(Seismic),ft-Ib: 42882 =(Rw'Tu b.1.Uw'Tdb.2+Ww'(Hf+H2))'(Lo)^2/2+RL'Lo HD(Seismic),Ib: 5392 =(Mot-(0.6-0.092)14r)/Lo ■ Holdown Capacity,tlx 10000 HD Type: 2 15!32"APA Rated Sheathing Shear critical,plO 432 Seg.1:'F'=104 At 4"o.c.edges,12"o.c.field HD eritica1,l6: 5392 40%increase for wind?: No Sheathing Layers: Single Concrete Anch.? No Wan Type: F Holdown Types: Wall Capacity,p11/ 460 Seg.1:'7=5-10k with Controlling HD Type: 2 Holdown Capacity,IS; 10000 3x Members req.: Yes ■ i ■ ■ r ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161194 ■ Suite One Hundred Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon 1111 Client AG Spanos Companies MILLER Phone 503.246.1250 ■ CONSULTING Fax 503.246.1395 ELDARL 9.28.2017 146 of 198 W WW .miller-se.com By Ck'd Date Page ■ ENGINEERS U a 111 5th Floor Level 0.25ds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb III i 15447 0 0 8327 Wind Uplift(u)= 0 psf Load from 15641,1b: 0 0 8242 3rd Fir Depth(Fd)= 0.00 6 Total,lb: 0 0 16569 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Le: aOverall Seg.(Lo),ft: 32.33 32.33 041 Wall Height(H1),ft: 10.75 641 Wall Height(H2),ft 10.75 Trib.1,ft: 0.00 Diaphragm amp 1.16 ill Trib.2,ft: 0.00 VC 265 plf Rtn.Load(RL),IS: 200 299 p0 Trib.1 Weight(Rw),psf: 15.00 within 5%OK II Trib.2 Weight(Uw),psf: 27.00 Wall Weight(Ww).psf: 8.00 Seismic,p0: 512 =(8327/6+8242 lb)/32.33' Mon(Seismic),ft-Ib: 266746 =(8327 lb/32.33'Lo'H2)+(824216/32.33"Lo'(Hf+H2*Fe) Mr(Seismic),ft-Ib: 96375 =(Rw`Trib.1+Urn 765.2+95*(H1+H2))'(Lo)^22+RL`Lo HD(Seismic),IS: 6736 =(Mot-(0.6-0.092)Mr)/La Holdown Capacity,IS: 10000 IIIHD Type: 2 15/32'APA Rated Sheathing Shear critical,plt 512 Seg.1:'G'=108 At 3"eon.edges,12"0.0.field ■ HD critical,Ib: 6736 i 40%increase for wind?: No Sheathing Layers: Single Concrete Anch.? No ■ Wall Type: G Holdown Types: Wall Capacity,pit600 Seg.1:'2'=5-106 with Controlling HD Type: 2 Holdown Capacity,IS: 10000 11111 3x Members req.: Yes 5th Floor Level 0.2Sds=I 0.092 1 . Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb 16 0 0 7825 Wind Uplift(U)= 0 psf Load from 18,lb: 0 0 7746 3rd Fir Depth(Fd)= 0.00 ft Total,lb: 0 0 15571 ill Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Le: Overall Seg.(Le),R 32.33 32.33 I 18 Wall Height(H1),ft: 10.75 18 Wall Height(H2),ft 10.75 IIITrib.1,ft: 0.00 Diaphragm amp 1.16 Trill.2,ft: 0.00 VC 285 p8 Rtn.Load(RL),Ib: 200 v 281 p/f III Trib.1 Weight(Rw),psf: 15.00 No collector req'd Trib.2 Weight(Uw),psf: 27.00 Wall Weight(Ww).pet 8.00 Seismic,pif: 482 _ =(782510+774616)/3233' aMon(Seismic),ft-Ib: 250684 =(782510132.33'L0'H2)+(774616/32.33'Lo'(H1+H2+Fd)) Mr(Seismic),ft-Ib: 96375 =(RI+'Trib.1+(1w'Tnb.2+W0'(H1+H2))'(Lo)^2/2+RUE0 illHoldown (Seismic),IS: 6239 =(Mot-(0.6.0.0921-Mr)/Lo Holdown Capacity,It 10000 HD Type: 2 15/32'APA Rated Sheathing ■ Shear critical,plt 482 Seg.1:'G'=104 At 3'5.c,edges,l2^en,field HD critical,lb: 6239 ,40%increase for wind?: No Sheathing Layers: Single Concrete Anch.? No Wall Type: G Holdown Types: Wall Capacity,pit 600 Seg.1:2•=5-106 with 1111 Controlling HD Type: 2 Holdown Capacity,Ib: 10000 3x Members req.: Yes ■ ■ a I. a I 1/1 a 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161194 III Art Suite One Hundred Portland,OR 97219 II MI Location 8900-9000 SW Oak St.,Tigard, Oregon Client AG Spanos Companies MILLER111 Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELDARL 9.28.2017 147 of 198 www.miller-se.com By Ckd' Date Page ■ ENGINEERS a a 515 Floor Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E).lb 19 0 0 6905 Wind Uplift 81). 0 psf . Load from 19,IS: 0 0 8835 3rd Fir Depth(Fd)= 0.00 ft Total,lb: 0 0 13740 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lw Overall Seg.(Lo),ft 30.00 30.00 I 111 19 Wall Height(H1),ft 10.75 19 Wall Height(92),ft 10.75 Tdb.1,ft 0.00 Diaphragm amp 1.16 IIITdb.2,ft: 9.50 vc 285 pit Rtn.Load(RL),Ib: 200 267 pif Trill 1 Weight(Rw),pst 15.00 No collector regtl Tdb.2 Weight(Ow),psf: 27.00 r Wall Weight(Ww),pst 8.00 Seismic,pit: 458 =(6905 lb+66351b)/30' Mor(Seismic),ft-115 221181 =(6905 lb/30'Lo'H2)+(683516/30''Lo'(H1+H2+Fd)) III Mr(Seismic),ft-Ib: 198825 =(Rw'Tnb.1+Uw`Trib.2+Ww7H1+H2))'(Lo)^212+RL2o HD(Seismic),Ib: 4006 =(Mot-(0.6-0.092)'Mr)/Lo Holdown Capacity,Ib: 5000 HD Type: 1 1111 15/32'APA Rated Sheathing Shear critical,pif: 456 Seg.1:'F'=led At 4"ex.edges,12"0.0.field 1111HD crbleal,IS: 4006 :40%increase for wind?: No Sheathing Layers: Single , Concrete Anch.? No 1111Wall Type: F Holdown Types: Wall Capacity,pit 460 Seg.1:'1'=0-5k with Controlling HD Type: 1 Holdown Capacity,Ib: 5000 . 3x Members req.: Yes 5th Floor Level 0.2Sds=I 0.092 l Wall Line Wind(W),Ib Min.Wind,lb Seismic(E).lb ■ I 20 0 0 6699 Wind Uplift(II)= 0 psf Load from 20,Ib: 0 0 6631 3rd Fir Depth(Fd)_ 0.00 ft Total,lb: 0 0 13330 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: 111 Overall Seg.(Lo),ft 32.00 32.00 20 Wall Height(H1),ft: 10.75 20 Wall Height(H2),ft 10.75 . Trib.1,ft 0.00 Diaphragm amp 1.16 THb.2,R 9.50 vc 285 pit Rin.Load(RL),ib: 200 v 243 pif THb.1 Weight(Rw),pef: 15.00 No collector req'd1111 Trlb.2 Weight(Uw),pet: 27.00 Wall Weight(Ww),pst 8.00 Seismic,pit 417 =(6699 lb+6631/6)/32' III MOT(Seismic),ft-Ib: 214581 =(6699/b/32 2o'H2)+(6631/b/32'2o'(14l+H2+F(0) Mr(Seismic),6-Ib: 225792 =(Rw'Mb.1+Uw'Trib.2+1550 1H1+H2))c(Lo)^2/2+RL*Lo HO(Seismic).Ib: 3121 =(Mot-(0.6-0.002)'Mr)/Lo ■. Holdown Capacity.lb: 5050 HD Type: 1 15/32'APA Rated Sheathing 1111Shear critical,pit 417 Seg.1:'F'=10d At 4"c.c.edges,12"o,c.field HD critical,lb: 3121 :40%increase for wind?: No Sheathing Layers: Single Concrete Anch.? No 111 Wall Type: F Holdown Types: Wall Capacity,pit 460 Seg.1:'1'=0-5k with Controlling HD Type: 11111 Holdown Capacity,115 5000 35 Members req.: Yes a I a a a 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 Suite One Hundred • 0 Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon III Client AG Spanos Companies MILLER Phone 503.246.125011111 CONSULTING Fax 503.246.1395 ARL Date 9.28.2017 Pa148 of 198 wELD Ck ww .miller-se.com By 'd Page ENGINEERS I III III51h Floor Level 0.2Sds= 0.092 Wall Line Wind on lb Min.Wind,lb Seismic(E).lb ■ I 21 0 Load from 21,Ib: 0 0 0 6072 Wind Uplift(U)= 0 psf 6010 3rd Fir Depth(Ed). 0.00 ft Tole!,Ib: 0 0 12082 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: R Overall Seg.(Lo),ft: 30.00 30.00 I 21 Wall Height(H1),8: 10.75 21 Wall Height(112),ft 10.75 Tdb.1,ft 0.00 Diaphragm amp 1.16 IIITdb.2,ft: 4.50 vc 285 p17 Rm.Load(RL),Ib: 200 235 p1/ Tdb.1 Weight(Rw),pst 15.00 No collector req'd ■ Tdb.2 Weight(Uw),pst: 27.00 Wall Weight(We),psf: 8.00 Seismic,plt 403 =(607215+601015)/30' R Mor(Seismic),6-Ib: 194489 =(6072 16/30 Ko'H2)+(607016/30'"Lo`(H1+H2+F4)) Mr(Seismic),11.1b: 138075 =(Rw'Trill 1+Uw`Tdb.2+Ww"(H1+H2))'(1.o)^22+RLKo HD(Seismic),Ib: 4145 =(Mot-(0.6.0.092).0)/Lo Holdown Capacity,Ib: 5000 . HD Type: 1 15/32°APA Rated Sheathing Shear critical,pit. 403 Seg.1:'F'=10d At 4"s e.edges,12"o.c.field ■ HO critical,lb: 4145 ,40%increase for wind?: No Sheathing Layers: Single Concrete Anch.? No ■ Wall Type: F Holdown Types: Wall Capacity,pH: 460 Seg.1:'1'=0-5k with Controlling HD Type: 1 Holdown Capacity,Ib: 5000 III 30 Members req.: Yes 5th Floor Level 0.2Sde=I 0.092 I ■ Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb 22 0 0 6280 Wind Uplift(U)= 0 psf Load from 22,lb: 0 0 6216 3rd Fir Depth(Ed)= 0.00 ft Total,ib: 5 0 12496 PI Segment l Segment Segment 3 Segment 4 Segment 5 Total Lo: OVerell Seg.(Lo), 30.00 30.00 22 Wall Height(H1),8: 10.75 22 Wall Height(H2),ft 10.75 ■ Tdb,1,ft 0.00 Diaphragm amp 1.16 Trib.2,ft: 9.50 vc 285 p/1 Rtn.Load(RL),Ib: 200 v 243 plf I Tdb.1 Weight(Rw),psf: 15.00 No collector req'd Tdb.2 Weight(Uw),pat. 27.00 Wall Weight(Ww),pat 6.00 Seismic,plt 417 =(628015+62161b)/30' laMon(Seismic),ft46: 201154 =(6280 10/30 Ko"H2)*(621615/35'Lo'(H1+H2+Fd)) Mr(Seismic),&Ib: 198825 =(Rw"Tdb.1+Uw'7,15.2+WW'(H1+H2))'(0)^22+RL'Co HD(Seismic),Ib: 3338 =(Mol-(0.6-0.092)-Mr)/Lo I Holdown Capacity,lb: 5000 HD Type: 1 15132'APA Rated Sheathing III Shear critical,plf: 417 Seg.1:'F'=10d At 4"o e.edges,12"tr.field HO orifice!,lb: 3338 ,40%increase for wind?: No Sheathing Layers: Single . Concrete Anch.? No Wall Type: F Holdown Types: Wall Capacity,pit. 460 Seg.1:1'=0-5k with Controlling HD Typo: 1 111 Holdown Capacity,lb: 5000 3x Members req.: Yes im ■ ■ ■ a ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161194 1. tril Suite One Hundred Portland,OR 97219 MiliLocation 8900-9000 SW Oak St.,Tigard, Oregon Il Client AG Spanos Companies MILLER i Phone 503.246.1250 C O N S U L T f N G Fax 503.246.1395 ELD ARL 9.28.2017 149 of 198 wwW.miller-se.com By Ck'd Date Page . ENGINEERS • • a 401 Floor Level 0.2045= 0.092 Wall Lina Wind(W),lb Min.Wind,lb Seismic(E),lb 11 0 0 3716 Wind Uplift(U)= 0 psf ■ Load from lt,lb 0 0 5575 3rd Floor Depth(F3). 0.00 ft Load from 11,lb 0 0 5519 2nd Floor Depth(F2)= 0.00 ft Total,lb 0 0 14810 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total La: ■ Overall Seg.(Lo),ft 22.75 22.75 i 11 Wall Height(Nt),ft 10.75 11 Wall Height(H2),ft 10.75 11 Wall Height(143),ft 10.75 • Trib.1,ft 1850 Trib.2,11 3.50 Trib.3,11 3.50 RIn.Load(RL),lb 0 . Trib.t Weight(Rw),pet 15.00 Trib.2 Weight(Ow),psf 27.00 Trib.3 WeIgM(Mw).psf 27.00 Wall Weight(Ww).psh 0.00 Seismic,plf 651 =(371616+5519 Ib*557519)122.75 Mor(Seismic),tdb 337797 =(371616/22.751.0.H3)4(5575117(6/22.75'La'(H2+H3+F2))*(581916/22.75-Le(HI*H2+H3+F2*F3)) Mr(Seismic),ft-Ib 165232 =(4w'Tn6.10(.1w'1db.2.Mw'Tn'6.3+IYw'(H1*1-12*H3))'(Lo)'7/2*RL'Lo 11111HD(Seismic),lb 11159 =(Mof-(0.6-0.092)'MO/Lo Holdown Capacity.lb 15000 HD Type: 8 15,32'APA Rated Sheathing ■ Shear ari0cal,pit 651 Seg.1:'H'=10d At 2'o.c.edges,12"0.0.field HD critical,Ib; 11159 e40%increase for wind? No Sheathing Layers Single ■ Concrete Mch.? Yes Wall Type: H Holdown Types: Wall Capacity,plf 770 Seg.1:'e'=10.150 Controlling HD Type: 8 Holdown Capacity.lb 15000 3x Members reg. Yes 4th Floor Level 0.23ds0.092 l ■ We Line Wind 545.lb Min.Word,lb Seismic(E),lb 12 0 0 2032 Wind Upfit(U)= 0 pet Load from 12.Ib 0 0 3049 3rd Floor Depth(F3)= 0.00 ft Load from 12,lb 0 0 3018 2nd Floor Depot(F2)= 0.00 ft111 Total,Ib 0 0 8099 Segment l Segment2 Segment 3 Segment4 Segment 5 Total Lo: Overall Seg.(Lo).ft 14.00 14.00 1 12 Wall Height(Hi),ft 10.75 ■ 12 Wall Height(H2),ft 10.75 12 Wall Height(113),t 10.75 Tdb.t,ft 18.50 Trib.2.R 3.501111 Trib.3,ft 3.50 Rth.Load(RL),lb 200 Trib.1 Weight(Rw).psf 15.10 Trib.2 Weight)Uw'),psf 27.00 . rob.3 Weight(Mw),psf 27.00 War Weight Well.psf 8.00 Seismic,pit 579 =(203216+301816*3049 lb)/14' Mos(Seismic),ft-lb 184728 =(2032(S1141o'13)+(3049/b/14'40'(H2+H3+F2))+(301807/14'90'(H1+H2+H3+F2+F3)) • Mr(Seismic),ft-lb 65373 =577,7*MO.1*thy'Trib.2*14w'Tdb.30 Ww•(H1•142+H3))'(Lo)'212*RL'L0 HD(Seismic),lb 15823 =(Mot-(0.6-0.092)'Mr)/to Holdown Capacity,lb 15000 1111HD Type: 8 15Y32'APA Rated Sheathing Shear critical,plf: 579 Seg.1:'G.=10d Al 3"me.edges,12"a.c.field HD critical,ib: 10823 . 5 40%increase for wind? No Sheathing Layers Single Concrete Mob.? Yes Wall Type: 0 Holdown Types: Wall Capacity,pit 600 Seg.1:'8'=10-15k 111 Controlling HD Type: 8 Holdown Capacity,lb 15000 3x Members req. Yes ■ ■ • ■ ■ I a 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161194 ■ Suite One Hundred Portland,OR 97219 11116Location 8900-9000 SW Oak St.,Tigard, Oregon ■ Client AG Spanos Companies MILLER Phone 503.246.1250 U CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 150 of 198 www.miller-se.com By Ck'd Date Page ENGINEERS ., 4th Flow Level 0.2Sds= 0.092 Wall line Wind(W),lb MIn.Wind,lb Seismic(E),lb 13 0 0 3304 Wind Uplift(U). 0 psf ■ Load from 13,Ib 0 0 4951 3rd Floor Depth(F3)= 0.00 ft Load from l3,lb 0 0 4907 2nd Floor Depth(F2) 0.00 ft Total,lb 0 0 13168 Segment 1 Segment 2 Segment 3 Segment Segment 5 Total Lo: 1111 Overall Seg.(Lo),ft 20.75 20.75 i 13 Wall Haight(11),ft 10.75 131Ne114019M(42),R 10.75 ■ 13 Wall Haight(1-13),ft 10.75 Trib.1,R 1850 Trib.2,ft 4.00 Trib.3,ft 4.00 RI,,.Load(RL),lb 200 t Tdb.1 Weight(Rw),psf 15.00 Trib.2 Weight(Ow).psf 27.00 Trib.3 Weight(Mw),psf 27.00 Wall Weight(Ww),psi 8.00 Seismic,Of 635 =(33046,+490719+495716)/20.75 Mor(Seismic).ft'lb 300344 =(330416/20.751o•H3)+(4957@/20.75'1-o•(H2+H30F2))+(490716/20.75'"Lo"(H1+H2aH3+F2+F3)) . Mr(Seismic),0-ib 147420 =(Rw•Tdb.1+Uw'nib.2+Mw 3a Wer•M1+H20H3))'(Lo)"TMRL10 HD(Seismic),lb 10865 =(Mol-(0.6-0.092)•04)/Lo Holdown Capacity,lb 15000 HD Type: 6 15/32'SPA Rated Sheathing ■ Sheer critical,plf: 835 Seg.1:' =1Dd AtY o.o.edges,12"o.c.field HD critical,Ib: 10865 H' e40%increase for wind? No Sheathing Layers Single ■ Concrete Ancb.? Yea Well Type: H Hotdown Typac: Wall Capacity,elf 770 Seg.1:1'=10.155 Controlling 140 Type: 8 . Hold0wn Capacity,lb 15000 3x Members req. Yes 4th Floor Level 0.2Sds=l 0.092 ' . Wall Line Wind(W),Ib Mn.Wmd,lb Seismic(E).lb i 14 0 0 2024 Wind Uplift(0)= 0 pal Load from 14,lb 0 0 3037 3rd Floor Depth(F3)= 0.00 ft Load from 14,Ib 0 0 3006 2nd Floor Depth(F2)= 0.00 ft Total,lb 0 0 5067 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: Overall Seg.(Lo),ft 14.00 14.00 14 Wall Height(H1),0 10.75 ■ 14 Wall Height(H2),R 10.75 14 Wall Height(H3).ft 10.75 Trib.1,R 950 ■ Tdb.3,ft. 3.50 Trib.3,R 3.50 Rb,.Load(01),lb 200 Rib.1 Weigh(Ow),psi 15.00 Trib.2 Weight(llw),Psi 27.00 ■ TM,.3 Weight(Mw),psi 27.00 Wag Weight(Ww),psi 8.00 Seismic,plf 578 =(202416 a 300815+30371b)/14. ■ Mon(Seismic),ft-Ib 183997 =(20242/14'Lo'H3)+(30371b/14'"L0(H2aH3+F2))a(3006/b/14'"Lo"(HI+H2+H3oF2+F3)) Mr(Seismic),ft-Ib 52143 =(R0'Tdb.i+Sc'"Tr16.2a Mw•Tr2.3+Ww'(MI+HI+1-i3))'(L)"22CRL'Lo HD(Seismic).lb 11251 =(Mol-(0.6-0.092)'M4/Lo Holdown Capacity,Ib 15000 ■ HD Type: 8 15/321 APA Rated Sheathing Shear critical,plf: 576 Seg.1:'G=lad At 3"ox.edges,12"o.c field HD critical,ib: 11251 ■ e 40%increase for wind/ No Sheathing Layers Single Concrele Anch.3 Yes Wall Type: G Hoidown Types: . Wall Capacity,p8 600 ConSag.i: z 10.155 Controlling HD Type: 9 HOMown Capacity,lb 15000 3x Members req. Yes ■ ■ ■ ■ ■ ■ ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 Suite One Hundred ■ Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon Client AG Spanos Companies MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 151 of 198 www.milier-se.com By Cic'd- Date Page ENGINEERS I t a Mil Floor Level 0.254s= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb 15841 0 0 5550 Wind Uplift(U)= 0 psf ■ Load from 15841,lb 0 0 8327 3rd Floor Depth(F3)4 0.00 ft Load from 15841,lb 0 0 8242 2nd Roof Depth(F21= CLOD ft Total,lb 0 0 22119 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: 111Overall Seg.(Lo),ft 3233 32.33 i 841 Wall Height(H1),R 10.75 8 41 Wan Height(112),ft 10.75 841 Wall Height(13),1t 10.76 ■ Trib.1,ft 0.00 Trib.2,ft 0.00 Trib.3,11, 0.00 Rth.Load(RL),lb 200 ■ Trib.1 Weight(Rw),psf 15.00 Trib.2 Weight(Uw),est 27.00 Tog.3 Weight(Mw),pet 27.00 Wag Weight(Ww),pat 800 . Seismic.Of 684 =(555016+8242 lb+632716)/32.33' Mor(Seismic),ft'lb 504550 =(5550lb/32.33•10"H3)+(8327 lb/32.33'•Lo•(H2+H3+F2))+(824218/32.33'K0'(H1+H2+H3+F2+F3)) Mr(Seismic),ft-Ib 96375 =(Rw RM.1+50'Mb.2+Mw Tn'b.3+Ww'(H1+H2413)1'(Lo)^22+RL•Lo HD(Seismic),lb 14090 =(Mal-(0&-0.092)'MI)/Lo Holdown Capacity,Ib 15000 HD Type' 8 15132"APA Rated Sheathing Shear 0119001,plf: 6114 Seg.1:'H'=10d At 2"o.o.edges,12"o.c.field HO critical,lb: 14090 e 40%increase for wind? No Sheathing Layers Single ■ Concrete Anch.? Yes Wali Type: H Holdown Types: Wall Capacity,p0 770 Seg.1:'O'=10-15k Controlling HD Type: 6 ■ Holdown Capacity,lb 15000 3x Members reg. Yes 4th Floor Level 0.25ds 4I 0.092 I ■ Wag Line Wind(W),Ib Min.Wad,lb Seismic(E),lb 18 0 0 5216 Wind Uplift(U) 0 psf Load from 18,W 0 0 7825 3rd Floor Depth(F3)a 0.00 ft Load from 18,Ib 0 0 7746 2nd Floor Depth(F2)= 0.00 5 . Total,lb 0 0 20787 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: Overall Seg.(Lo),R 3237 32.33 I 18 Wag Heigh(1411,ft 10.75 19 WO Height(H2),ft 10.75 18 Wall Height(H3),ft 10.75 Trib.1,ft 0.00 Trib.2,8 0.00 ■ Trib.3,8 0.00 Rin.Load(01),lb 200 Tdb.1 Weight(Rw),psf 15.00 TIM.2 Weight(Uw).psf 27.00 ■ Trib.3 Weight(Mw),psi 27.00 Wan Weight(Ww),pat 800 Seismic,plf 643 =(521515+7746(b+78259)/32.33' Mon(Seismic),it.lb 474107 =(52189/32.33 1o113)+(78259/32.33'1o'(142+1.13+52))+(77469/32.33"Lo'(11+H2+1-13+F2+F3)) ■ Mr(Seismic),1146 96375 =(Rw"Tn6.1+Uw'Trib.2+Mw'Tnb.3+Ww'(HtHi2+H3))"(Lo)"2/2+RL1u HD(Seismic),lb 13151 =(Mat-(0.5-0.092)'Mr)/Lo Holdown Capacity,lb 1000 1111HD Type: 8 15/32.APA Rated Sheathing Shear critical,pH: 643 Seg.1:•H'0104 At 2^o.e.edges,12^o.c.field HD critical,lb: 13151 ■ e40%increase for wird? No Sheathing Layers Single Concrete Anch.? Yes Wall Type: H Holdown Types: Wall Capacity,p6 770 Seg.1:'6'=11315k Controlling HD Type: 6 Holdown Capacity,lb 15000 34 Members reg. Yes ■ ■ ■ ■ ■ 111 ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161194 11111 Suite One HundredI II Portland,OR 97219 8900-9000 SW Oak St.,Tigard, Oregon Location g 9 ■ Client AG Spanos Companies MILLER Phone 503.246.1250 a CONSULTING Fax 503,246,1395 ELD ARL 9.28.2017 152 of 198 www,miller-se.com By Ck'd Date Page ENGINEERS a ■ 41h Floor Level 0.25ds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(EL lb ■ I 19 0 0 4603 Wind Uplift(U)= 0 psf Load hem 19,lb 0 0 6905 3rd Floor Depth(F3).4 0.00 ft Load from 19,lb 0 0 8835 2nd Floor Depth(F2)= ¢W ft Total,lb 0 0 18343 Segment 1 Segment 2 Segment 3 Segment Segment 5 Tote)Le: Overall Seg.(L.),h 30.00 30.00 19 Wan Height ),(H1 10.75. 19 Wan Height(h2),ft 10.75 ■ 19 Wall Height(H3),ft 10.75 Tdb.1,R 0.00 Trib.2,ft 9.50 Trib.3,ft 9.50 ■ Rel.Load(RL),lb 200 Tdb.1 Weight(Rw),psf 15.00 Trib.2 Weight(Uw),psi 27.00 Trib.3 Weight(Mw),psf 27.00 . Wall Weight(Wo),psf.. 8.00 Selsmic,plf 611 =(460316+6835/6+690516)/30' MOT(Seismic),ft-Ib 418369 =(400380/30'L4'H3)e(690516/30"Le'(H2+H3+F2))+(663516/30"Lo'(H1+H2+H3+F2+F3)) 1111Mr(Seismic),ft4b 314250 =(R.T,D,1+Ile'Tr16.2+Mw'Tdb.3+144v'(H7+H2+H3)j'(Lo)42/2efL'Lo HD(Seismic),lb 6624 =(Mof-(0.6-0.OB2j'M)/Lo Holdown Capacity,lb 10000 HD Type: 7 . 15132'APA Rated Sheathing Shear critical,pit 611 Seg.1:'M=104 At 2"o.c,edges,12"p.mfield HD critical,lb: 8624 e 40%increase for wind? No . Sheathing Layers Single Concrete Ands.? Yes Wall Type: H Hoidovm Types: Wall Capacity,pH 770 Seg.1:T=5-tDk ■ Controlling HO Type: 7 Holdown Capacity,lb 10000 3x Members req. Yes ■ 4th Floor Level 0.2Sds=1 0.092 Wall Line Wind(WI,lb MN.Wind,lb Seismic(E),Ib 20 0 0 4465 Wind Uplift(U) 0 psf Load from 20,lb 0 0 6699 3rd Flom Depth(F3)= 8.00 ft Lead from 20,lb 0 0 6631 2nd Floor Depth(F2)= 0.00 ft Toleb lb 0 0 17795 Segments Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: Overall Seg.(Lo),ft 32.00 32.00 I ■ 20 Wan Height(H1),It 10.75 20 Wall Height(H2),ft 10.75 20 Wall Height(H3),ft 10.75 Trib.1,ft. 0.00 ■ Trib.2,ft 9.50 ]06.3,tr, 9.50 RN.Load(RL),lb 208 Tdb.1 Weight(Rw),psf 15.00 ■ Tdb.2 Weight(Uw),psf 27.00 ir0%.3 Weight(MwL psf 27.00 Wall Weight(Ww),psf 8.00 Seismic,plf 556 =(446510+653116x669916)/32' ■ Mor(Seismic),-Ib 40567? 0 'L =(446516/32 e'H3)+(669916/32'Le'(H2.H3+F2))+(6831/6/32"Le'(H1+H2+H3+F2+F3)) Mr(Seismic),6-16 357120 =(R.'Td'b.1+Uw'TnS.2+Mw Trib.3+Ww' 1+H2 ' M +H3U(Lo)"2IL*RL'Lo HD(Seismic),lb 7014 =(Mo f-(0.6-0,092)'Mr)/Lc ■ 6010550 Capacity,lb 10000 HD Type: 7 15/32'APA Rated Sheathing Shear critical,pill 558 Seg.1:'G'6 1Dd At o.c.edges,124 o.e.field . HO critical,ib: 7014 e40%increase for mire? No Sheathing Layers Single Concrete Meh.? Yes ■ Wall Type: G Holdown Types: Wall Capacity,pH 600 Seg.1:T=5-106 Controlling HD Type: 7 Holdown Capacity,U 10000 ■ 34 Members req. Yes ■ a ■ ■ ■ ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161194 Suite One Hundred Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon ■ Client AG Spanos Companies ■ MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 153 Of 198 www.miller-se.com By Ck'd Date Page ENGINEERS I U U 4th Floor Level 025ds= 0.092 Wag Line Wind(W).lb MM.Wind lb 5eenbc(El,lb 21 0 0 4047 Wind Uplift(U)= 0 psf Load from 21,lb 0 0 6072 Std Floor Depth(F3). 0.00 ft Load from 21,lb 0 0 6010 2nd Floor Depth(F2)= 0.00 ft Total,Ib 0 0 16129 Segment 1 Segment 2 Segment3 Segment Segment 5 Total Lo: 111/ Overall Seg.(10),ft 30.00 30.00 1 21 Wall Height(H1),ft. 10.75 21 Wall Height(H2),fl 10.75 ■ 21 Wall Height(H3),ft. 10.75 Trib.t,ft. 0.00 Trib.2,ft 4.50 Trib.3.ft 4.50 RM.Load(R14,lb 200 Tdb,1 Weight(Rev),psf 15.00 Trib.2 Weight(Uw),psf 27.00 Trib.3 Weight(Mw),pef 27.00 ■ Wall Weight(Ww),pat 0.00 Seismic.p11 536 0(404710 0 6010 16+807216)/30' Mon(Seismic),ft-lb 367878 =(404715/3010'H3)+(6072/b/30'Yo'(H2+H3+F2))+(801016/30'Lo'(H1+H2+H3+F2+F3)) Mr(Seismic),ft-lb 192750 =(000'7nI.1+Uw Tnib.2+Mw'784 3+Ww'(Hf+H2+H3))'(80)"2/2+RL'Lo , ■ HD(Seismic),lb 8999 ={Mot-(0.6-0.092)'Mnl/Lo Holdown Capacity,0 10000 HD Type: 7 ■ 15/32'APA Rated Sheathing Shaer critical,plf: 538 Seg.1:'01=100 At 3-o.c.edges,12-oz.field • HD critical,Ib: 8999 e 40%increase for wind? No Sheathing Layers Single Concrete Anen.1 Yea Wall Type: G Hoidovm Types: Wall Capacity,plf 600 Seg.1:T=5.100 ■ Controlling HO Type: 7 • Hoiden.Capacity,IS: 10000 3a Members req. Yes 401 Floor Level 0.25ds 01 0.092 I ■ Wail Line Wind(W),lb Min.Wind,lb Seismic(E),lb 22 0 0 4106 Wind Uplift(0)= 0 psf Load bom 22,0 0 0 6260 3rd Floor Depth(F3)= 0.00 ft Load horn 22,IS 0 0 6216 god Floor Depth(F2)= GOD ft Total,/In 0 0 16682 Segment 1 Segment 2 Segment 3 Segment 4 Segment5 Total Lo: Overall Seg.(Lc),ft 30.00 30.o0 I ■ 22 Wan Height(H1),h. 10.75 22 Wag Height(142),8 10.75 22 Wan Height(113),ft 10.75 Trib.1,M1 000 Trib.2,R 9.50 Trib.3,11 9.50 RM.Load(RL),lb 200 Tdb.1 Weight(Rev).psf 15.00 Trib.2 Weight(Uw).Psf 27.00 1.1 Trib.3 Weight(Mw).pal 27.00 Wag Weight(OW.pat 8.00 Seismic,plf 556 =(41860+621816+628019)/30' Mw(Seismic),ft-lb 380488 =(41860/30 1.8'H3)+(62800/30"L81H2+H3+F2))+(821616/30'L0YH1+H2+H3+F2+F3)) ■ Mr(Seismic),Wild 314250 =(Ow'78b.1+Uw'171b.2+Mw'7716.30 Ww'(H1+H2+813))'(Lo)"22+RL'Lo HD(Seismic),lb 7362 =(Mot-(D.6.0.0g2)940/Lo Holdown Capacity,lb 10000 ■ HD Type: 7 15132'SPA Rated Sheathing Shear veinal,pit 556 Seg.1:'0'=108 At 3"os.edges,12"c.c.8eld HD critical,0: 7362 ., e 40%increase for wind? No Sheathing Layers Single Concrete Arch.? Yea Wall Type: 0 Holdown Types: Wall Capacity,plf 600 Seg.1:T=5-10k 111 Controlling HD Type: 7 H010o..Capacity,lb 10000 3x Members mg Yes ■ ■ ■ ■ ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 Suite One Hundred Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon Client AG Spanos Companies MILLER Phone 503.246.1250 ■ CONSULTING Fax 503.246.1395 ByELD Ck'd ARL Date 9.28.2017 Page 154 of 198 www.miller-se.com ENGINEERS U 3rd Floor Walls 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb ■ I 11 0 0 1857 Wind Uplift(U)= 0.00 psf Load from 11,Ib: 0 0 14810 3rd Flr Depth(Fd)= 0.00 ft Total,ib: 0 0 16667 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: • Overall Seg.(Lo),ft 22.75 22.75 11 Wall Height(H1),ft: 10.75 11 Well Height(H2),it: 10-75 Tb.1,ft 18.50 ■ Trib.2,ft: 3.50 Rtn.Load(RL),Ib: 0 Trib.1 Weight(Rw),pst 15.00 ■ Tdb.2 Weight(Uw),psf. 81.00 Wall Weight(Ww),psf. 18.00 Seismic,p0: 733 =(185710+14810 16)/22.75' Hfloor . 14.(Seismic),0-Ib: 516967 Mr(Seismic),8-lb: 234197 =(18571b/2275'101+2).(1413101b/2275'Lc'(H1+H2+Fd)) Mabove =(Rn,'Db.1+Uw'Trib.2+Wn'(H(+H2))'(Lo)'2/2+RLTo HD(Seismic),Ib: 17494 =(Mot-(0.6'0.092)'Mr)/Lo Holdown Capacity,Ib: 20000 HD Type: 9 15/32'APA Rated Sheathing Shear critical.Pit: 733 Seg.1:'H'm 10d At 2"ea.edges,12"o.n,field ■ HD critical,Ib: 17494 40%increase for wind?: No Sheathing Layers: Single Concrete Anch.? Yes Wall Type: H Holdown Types: Wall Capacity,P0: 770 Seg.1:'9'=15-206 Controlling HD Type: 9 Holdown Capacity,Ib: 20000 ■ 3x Members req.: Yes 3rd Floor Walls 0.2Sds=I 0.092 l ■ Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb I 12 0 0 1016 Wind Uplift(U)= 0 psf Load from 12,Ib: 0 0 8099 3rd Flr Depth(Fd)= 0.00 ft Total,Ib: 0 0 9115 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: Overall Seg.(Lo),ft: 1/.00 14.00 12 Wag Height(H1),ft 10.75 12 Wall Height(H2),ft 10.75 . Tdb.1,ft 18.50 Trib.2,ft: 3.50 Rtn.Load(RL),lb: 200 ■ Tdb.1 Weight(Rw),pat: 15.00 Trib.2 Weight(Uw),pet 81.00 Wat Weight(Ww),psi: 16.00 Seismic,pit 651 =(1016/6+8099/b)/14' ■ Mon(Seismic),ft-Ib: 282774 =(1016 lb/14'Lo'H2)+(8099 lb/14''Lo'(H1+HHfloo2+Fd)) Matc,m Mr(Seismic),ft-lb: 91490 =(Rw'Tdb.1+Uw'Td'b.2+Wu'(H1+H2))'(Lo)^22+RL'Lc HO(Seismic),Ib: 16674 =(Mot-(0.6-0.092)'M,)/Lo ■ Holdown Capacity,Ib: 20000 HD Type: 9 15132'APA Rated Sheathing 1111Shear critical,pit 651 Seg.1:'H'=10d At 2'aft.edges,12'ex.field HD critical,lb: 16874 40%increase for wind?: No Sheathing Layers: Single ■ Concrete Anch.? Yes Wall Type: H Holdown Types: Wall Capacity.p8: 770 Seg.1:'9'=15-20k Controlling HD Type: 9 ■ Holdown Capacity,Ib: 20000 34 Members req.: Yes ■ ■ ■ i ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 Suite One Hundred ■ Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon 111 Client AG Spanos Companies MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 155 of 198 www.miller-se.com By Ck'd Date Page ENGINEERS U U U 3rd Floor Walls 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb 13 0 0 1651 Wind Uplift(U)= 0 psi ■ Load from 13,Ib: 0 0 13168 3rd Br Depth(Fd)= 0.00 ft Total,lb: 0 0 14819 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: ■ Overall Seg.(Lo),ft: 20.75 20.75 13 Wall Height(H1),ft 10.75 13 Wall Height(H2),ft 10.75 Trib.1,ft 18.50 Tdb.2,ft: 4.00 Rtn.Load(RL),lb: 200 Trib.1 Weight(Rw),psi: 15.00 Tdb.2 Weight(Uw),psi: 91.00 ■ Wall Weight(Ww).psi. 16.00 Seismic,pit 714 =(105116+131681b)/20.75' Heoor Mor(Seismic),fl-Ib: 459648 =(16511b/20.75'Lo`H2)+(1316816/20.75•Lo'(H1+fi2+Fcb) Mabove Mr(Seismic),alb: 207698 =(Rw'Trio.1+Uw'Trib.2+Mr'(H1+H2))'(Lo)^2/2+RL'Lo HD(Seismic),Ib: 17067 =(Mot-(0.6-0.092)14r)/Lo Holdown Capacity,lb: 20000 111HD Type: 9 15/32"APA Rated Sheathing Shear critical,pit: 714 Seg.1:'H'=10d At 2"o.c.edges,12"o.c.field HD critical,Ib: 17067 ■ ,40%increase for wind?: No Sheathing Layers: Single Concrete Anch.? Yes ■ Wall Type: H Holdown Types: Wall Capacity,pit 770 Seg.1:'9'=15-20k Controlling HD Type: 9 Holdown Capacity,lb: 20000 3x Members req.: Yes 3rd Floor Walls 0.2Sds=i D.092 I Wall Line Wind(W),lb Min.Wind,lb Seismic(E).lb ■ 14 0 0 1012 Wind Uplift(U)_ 0 psi Load from 14,lb: 0 0 8067 3rd Fir Depth(Fd)_ -0.00 ft Total,lb: 0 0 9079 ■ Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: Overall Seg.(Lo),ft: 14.00 14.00 14 Wall Height(H1),R 10.75 14 Wall Height(H2),R 10.75 111Tdb.1,ft: 9.50 Trib.2,ft: 3.50 Rtn.Load(RL),Ib: 200 Trib.1 Weight(Rw),pot 15.00 ■ Trlb.2 Weight(Uw),pst 91.00 Wall Weight(Ww).pot 16.00 Seismic,plf: 649 =(1012 lb+806716)114' Hiloor Mor(Seismic),ft-Ib: 281596 =(1012 15/141.1-12)+(806715/14''Lo'(1-11+H2+Fd)) Mabove Mr(Seismic),ft-Ib: 78260 =(Rix'Tab.1+Uw*Trib.2+144v 1H1+H2))'(Lo)^22+RL'Lo HD(Seismic),Ib: 17274 =(Mot-(0.6-0.092)1.40/Lo Holdown Capacity,Ib: 20000 HD Type: 9 15/32"APA Rated Sheathing Shear critical,pit 649 Seg.1:'H'=111d At 2"e.e.edges,12"o.c.field ■ HD critical,Ib: 17274 40%increase for wind?: No Sheathing Layers: Single 111Concrete Anch.? Yes Wall Type: H Holdown Types: Wall Capacity,pit 770 Seg,1:'9'=15-20k Controlling HD Type: 9 Holdown Capacity,lb: 20000 3x Members req.: Yes ■ 1111 i ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 Suite One Hundred 41,11 Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon Client AG Spanos Companies ■ MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 156 of 198 www.miller-se.com BY Ck'd Date Page ENGINEERS I II • 3rd Floor Walls 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb • I 15661 0 0 2773 Wind Uplift(U)= 0 psf Load front 15 847,Ib: 0 0 22119 3rd Fir Depth(Fd)= 0.00 ft Total,lb: 0 0 24892 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lot U Overall Seg.(Lo),ft 32.33 32.33 4 41 Wall Height(H1),m 10.75 641 Wall Height(H2),ft: 10.75 Tab.1,ft: 0.00 INTab.2,ft: 0.00 Rm.Load(RL),lb: 200 Tab.1 Weight(Rw),pall 15.00 III Tab.2 Weight(Uw),pot: 81.00 Wall Weight(Ww),pet: 16.00 Seismic,pit: 770 =(277315+2211916)/3233' Heoor U Mon(Seismic),5-Ib: 772139 Mr(Seismic),ft-Ib: 786263 =(2773/6/32.33 Lo`H2)+(2217916/32.33'1.o'(H1+H2+Fd)) Mebove =(Rw 745.1+Uw'Trib.2+Ww•(H1+H2))'(Lo)^22+RL`Ln HD(Seismic),Ib: 20954 =(Mor-(O.0-0.092)'Mt)/Lo Holdown Capacity,lb: 25000 aHD Type: 10 15/32'APA Rated Sheathing Shear critical,pit: 770 IIHD critical,lb: 20954 :40%increase for wind?: No Sheathing Layers: Single Concrete Andy.? Yes IIIIWall Type: OhL Req. Holdown Types: Wait Capacity,Pit: Seg.1:'10'=20-25k Controlling HD Type: 10 Holdown Capacity,Ib: 25000 ,. II 3x Members req.: Yes 3rd Floor Walls 0.2Sds=1 0.092 Wall Line Wind(W),lb MM.Wind,lb Seismic(0),lb 18 0 0 2607 Wind Uplift(U)= 0 psf Load from 18,Ib: 0 0 20787 3rd Fir Depth(Fd)= 0.00 ft Total,lb: 0 0 23394 1111 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lot Overall Seg.(Lo),ft: 32.33 32.33 1 18 Wall Height(H1),St 10.75 18 Wall Height(H2),ft 10.75 II Tab.1,ft: 0.00 Tab.2,ft: 0.00 Rm.Load(RL),lb: 200 • Tab.1 Weight(Rw),pet: 15.00 Tab.2 Weight(Ow),psf. 81.00 Wall Weight(Ww),pert 16.00 Seismic,p8: 724 =(260710+207871b)/32.33' IIII Mer(Seismic),ft-Ib: 725653Htoor =(2607 76/32.33'Lo'H2)+(20787/6/32.33'•Lo'(H7+H2+Fd)) Mabove Mr(Seismic),ft-Ib: 186283 =(Rw'Tnt.1+Uw'Trib.2+Ww'9H1+H2))'(Lo)^212+RL Lo HD(Seismic),ib: 19516 =(Mot-(0.6-0.092)'Mr)/Lo III Holdown Capacity,IS: 20000 HD Type: 9 15132'APA Rated Sheathing a Shear critical,pit 724 Seg.1:'H's 104 At 2"o o.edges,72"at.field HD critical,lb: 19516 40%increase for wind?: No Sheathing Layers: Single ■ Concrete Anch.7 Yes Well Type: H Holdown Types: Wall Capacity,p8: 770 Seg.1:'g'=15-20k Controlling HD Type: 9 ill Holdown Capacity,Ib: 20000 3x Members req.: Yes a •a •I III IN II II 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161194 III all Suite One Hundred Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon Client AG Spanos Companies MILLER I Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 157 of 198 www.miller-se.com By Ck'd Date Page III ENGINEERS 0 ■ 3rd Floor Walla 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb 19 0 0 2300 Wind Uplift(U)= 0 pat Load from 19,Ib: 0 0 18343 3rd Mr Depth(Fd)= 0.00 ft Total,lb: 0 0 20643 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: Overall Seg.(Lo),It 30.00 30.00 19 Wall Height(H1),ft: 10.75 19 Wall Height(H2),ft 10.75 Tb.1,ft 0.00 Trib.2,ft9.50 Rm.Load(RL),Ib: 200 Trib.1 Weight(Rw),pat 15.00 Trib.2 Weight(/3w),pat 81.00 N Wall Weight(Ww).psf: 16.00 Seismic,pit: 688 =(2300/b+18343 Ib)/30' HOoor Mon(Seismic),ft-Ib: 640281 =(2300 76/30'Lo'H2)+(18343 Or/30"I.o`(H1+H2+Fd)) Mabove 111 Mr(Seismic).ft-Ib: 507075 =(Rw'Tnb.1+UK,*Trill 2+War'(H1+H2))'(Lo)"7/2+RL'Lo HD(Seismic),Ib: 12756 =(Mot-AS-0.092)1N/Lo Holdown Capacity,Ib: 15000 HD Type: 8 15/32'APA Rated Sheathing Shear critical,pit: 688 Seg.1:'H'=104 At 2"an.edges,12"c.c.field HD critical,lb: 12756 5 .40%increase for wind?: No Sheathing Layers: Single Concrete Anch.? Yes Wall Type: H Holdown Types: 111 Wait Capacity,plt 770 Seg.1:'IF=10.15k Controlling HD Type: 8 Holdown Capacity,Ib: 15000 3z Members req.: Yes 3rd floor Walls 0.2Sds=I 0.092 I Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb 5 20 0 0 2232 Wed Uplift(U)= 0 psf Load from 20,Ib: 0 0 17795 aid Fir Depth(Ed). 0.00 ft Total,lb: 0 0 20027 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: 111 Overall Seg.(La),9: 32.00 32.00 I 20 Wall Height(H1),ft 10.75 20 Wall Height(1-12),ft 10.75 • Trib.1,ft 0.00 Tab.2,17 9.50 Rte.Load(RL),Ib: 200 Trib.1 Weight(Rw),psf: 15.00 5 Trib.2 Weight(Ow),pst: 81.00 Wall Weight(Ww).psC 16.00 Seismic,pg: 628 =(2232/b+17795 lb)/32' Htloor 11/ Mor(Seismic),ft-Ib: 621167 =(2232/8/32'Lo'H2)+(17795 lb/32''Lo'(H1+H2+Fd)) Mabove Mr(Seismic),ft-Ib: 576512 =(Rw"rib.1+Uw"Trib.2+Wo'(H1+H2))'(Lo)'22+RL"Lo HD(Seismic),Ib: 10259 =(Mot-(0.6'0.092)'Mr)/Lo1111 Holdown Capacity,Ib: 15000 HD Type: 8 15/32'APA Rated Sheathing Shear critical,plf: 626 Seg.1:'M a104 At 2"o.c.edges,12"o.n.field HO critical,lb: 10259 .40%increase for wind?: No Sheathing Layers: Single Concrete Anch.. Yes 111 Wall Type: H Holdown Types: Wag Capacity.pIF.. 770 Seg.1:'8=18-15k Controlling HD Type: 8 Holdown Capacity.Ib: 15000 3x Members req.: Yes S S S r I S 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 Suite One Hundred Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon Client AG Spanos Companies MILLER Phone 503.246.1250 5 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 158 of 198 www.miiler-se.com By Ck'd Date Page ENGINEERS ■ 111 3rd Floor Walls 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb 111 I 21 D 0 2022 Wind Uplift(U)= 0 psf Load from 21,IS: 0 0 16129 3rd Fir Depth(Fd)= 0.00 ft Total,Ib: 0 0 18151 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: S Overall Seg.(Lo),ft: 30.00 30.00 21 Wall Height(H1),ft: 10.75 21 Wall Height(H2),11 10.75 Trib.1,ft: 0.00 ITrib.2,ft: 4.50 Rtn.Load(RL),IS: 200 Trib.1 Weight(Rw),psi: 15.00 U Trib.2 Weight(2w),pat 81.00 Wall Weight(Ww),est 18.00 Seismic,pit: 605 =(2022 lb+1612915)130' Hiloor U Mon(Seismic),ft-Ib: 562999 Mr(Seismic),ft-IS: 324825 =(202210/30 12:M2)+116129 16/30'Lo'(H1+H2+Fd)) Mabove =(Rio'Pn'5.1+Uw'Tdb.2+We,•(H1+1-12))'(Lo)^2/2+RL'Lo HD(Seismic),Ib: 13266 =(Mot-(0.6-0.092)14,)/Le Holdown Capacity,Ib: 15000 ■ HD Type: 8 . 15/32'APA Rated Sheathing Shear critical,p15 605 Seg.1:'H'=lad At 2"o.c.edges,12"o.c.field U HD critical,lb: 13266 :40%Increase for wind?: No Sheathing Layers: Single Concrete Anch.? Yes . Wall Type: H Holdown Types: Wall Capacity,pit770 Seg.1:'8'=10-15k Controlling HD Type: 8 Holdown Capacity,IS: 15000 . 30 Members req.: Yes 3rd Floor Walls 0.2Sds=I 0.092 1 R Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb 22 0 0 2092 Wind Uplift(U)= 0 psf Load from 22,Ib: 0 0 16682 3rd Fir Depth(Fd)= 0.00 ft Total,lb: 0 0 18774 IIISegment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: Overall Seg.(Lo),ft: 30.00 30.00 1 22 Wall Height(H1),ft: 10.75 22 Wall Height(H2),ft: 10.75 II Trib.1,ft: 0.00 Trib.2.0: 9.50 Rtn.Load(RL),Ib: 200 a Trib.1 Weight(Rw),psi: 15.00 Trib.2 Weight(Uw),pad 81.00 Wall Weight(Ww),pst 16.00 Seismic,pD: 628 =(20921b+106821b)/30' I Hfioor Mor(Seismic),ft-Ib: 562307 =(209 2 16/30'Lo'H2)+(1668216/30'•Lo`(H1+H2+Fd)) Mabove Mr(Seismic),ft-Ib: 507075 =(Rw.Trib.1+Uw'Tab.2+My'(H1+H2))'(Lo)^22+RL'Lo HO(Seismic),Ib: 10824 =(Mot-(0.6-0.092)•M0/Lo BHoldown Capacity,Ib: 15000 HD Type: 8 15/32'APA Rated Sheathing U Shear critical,pit: 626 Seg.1:'H'=10d At 2"ox.edges,12'a c.field HD critical,Ib: 10824 40%increase for wind?: No Sheathing Layers: Single U Concrete Anch.? Yes Wall Typo: H Holdown Types: Wall Capacity.pit:. 770 Seg.1:'8'n10-156 Controlling HD Type: 8 ■ Holdown Capacity,lb: 15000 3x Members req.: Yes ■ /11 1111 U II a ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 1111 all Suite One Hundred Portland,OR 97219 1 III Mi Location 8900-9000 SW Oak St.,Tigard, Oregon Client AG Spanos Companies MILLER111 Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 159 of 198 www.miller-se.com BY Ck'd DatePage III ENGINEERS I N Building B Shearwalls 23-32 S Shearwall Design 4 of Shearwall Levels:3 Sheathing Thickness: 15/32 in I Typical Sheathing Nailing: 10d Nails (uno) I Wall (IBC 2306.3) Shearwalls in Use I Capacity(Pl Load Combination: III Basic Load Combination: 0.60+0.75;0.600W Structure information: Wall Wt.(W w)= B.00 psi Wall Type E:15/32"APA Rated Sheathing w/10d At 6"o.c.edges,12"0.c.field 310 III I. Roof Wt.(R0)= 15.00 pot Wall Type F:15/32"APA Rated Sheathing w/10d At 4"o.c.edges,12"o.c field 460 Roof Wall Height= 10.75 ft Wall Type G:15/32"APA Rated Sheathing w/10d At 3"o.c.edges,12"o.c.field 600 5th Floor Depth= 0.00 ftIII 1 5th Floor WL(Uw)= 27.00 psi 5th Floor Well Height= 10.75 fl 4th Floor Depth= 0.00 It I 4th Floor WL(Mw)= 27.00 psi 4th Floor Wall Height= 10.75 ft Wind Uplift(U)= 0.00 psi 02Sds= 0.13 (ultimate) Il Wall Line Marcs Wind(ib) Min.Wind(Ib)Seismic(lb) Stacks on: 23 6306 23 Seismic Wind 24 2797 24 Simpson Holdowns and Anchors in Use;(Verify Fdn.Config.w/Loads Listed in Catalog for Anchor Bob Types) Capacity(Ib)Capacity(Ib) II25 2797 25 26 7621 26 41 Holdown Type 0-511 w/ 5000 5000 27 7329 27 28 7146 28 29 253 29 IN 30 283 30 31 285 31 46 Holdown Type 0-5k w/ 5000 3075 32 907 32 47 Holdown Type 5-10k wl 10000 4040 5 5th Floor Wall Line Marks Wind(lb) Mln.Wind(Ib)Seismic(lb) Stacks on: 23 6371 23 24 2826 24 ■ 25 2828 25 26 7699 26 27 7404 27 Sill Plate to Concrete Anchorage: 2x plate 30 min.plate 28 7219 28 5/8 I"dia. anchor capacity(Ib)= 860 1070 29 256 29 30 288 30 31 288 31II 32 916 32 Wall Type E:0.625"dia.anchors spaced at 48"o.c. 48"o.c. 4th Floor Wall Line Marks Wind(Ib) Min.Wind(lb,Seismic(Ib) Wall Type F:0.625"dia.anchors spaced at 36"o.c. 45"0.c. 23 4247 Wall Type G:0.825"dia.anchors spaced at 3x req. 34"o.c. N 24 1884 25 1884 26 5132 27 4935 28 4812 29 170 30 1901111 31 192 32 610 (anchor spacing based from values from NDS using hemfir and a 1.6 duration Increase) Roof Level Holdown to: floor below (PL 1/40300'-3"required) N ■ III ■ II ■ N II S . a N 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 Suite One Hundred 1111 E Portland,OR 97219 _ Location 8900-9000 SW Oak St.,Tigard, Oregon S Client AG Spanos Companies MILLER Phone 503.246.1250 a CONSULTING Fax 503.246.1395 ELD ARL 9"28"2017 160 of 198 www.miller-se.com By Ck'd Date Page ENGINEERS I U a Roof Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb 23 1 0 1 0 1 6306 I Wind Uplift(U)=0' psf Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total L,ft: Overall Seg.(Lo),ft: 30.05 30.00 I 23 Wall Height(H1),ft: 10.75 Trib.1,ft: 0.00 Rin.Load(RL),Ib: 200 ■ Trib.1 Weight(Rw),psf: 15.00 Wall Weight(Ww),psf: 8.00 Seismic,plf: 210 =6306 lb/30' . Mon(Seismic),ft-lb: 67790 =(6306 16/3 0"Lo'Hi) 0 Mr(Seismic),ft-lb: 44700 =(Trib.11Rw+111'Ww)•(Lo)"2/2-,RL'Lo HD(Seismic),Ib: 1503 =(Mot-(0.6-0.092)'Mr)/Lo aHoldown Capacity,Ib: 5000 HD Type: 1 15/32"APA Rated Sheathing U Shear critical,plf: 210 Seg.1:'E'=10d At 6"o.c.edges,12"o.c.field HD critical,lb: 1503 40%increase for wind?: No . Sheathing Layers: Single Concrete Anch.? No Wail Type: E Holdown Types: Wall Capacity,pit 310 Seg.1:'1'=0-5k with Controlling HD Type: 1 Holdown Capacity,lb: 5000 1113x Members req.: No Roof Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb 1111 24 1 0 1 0 I 2797 I Wind Uplift(U)=I 0 Ipsf Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total U Overall Seg.(Lo),ft: 15.17 15.17 I a 24 Wall Height(H1),ft 10.75 Tdb.1,ft 6.00 Rio.Load(RL),Ib: 200 Ili . Tdb.1 Weight(Rw),psf. 15.00 Wall Weight(Ww),pst 8.00 Seismic,plf: 184 =2797 lb/15.17' . Mor(Seismic),ft-Ib: 30061 =(279716/15.17' 0 Mr(Seismic),ft-Ib: 23276 =(Tab.1'Rw+H1'Ww)*(Lo)"2/2+RL`Lo HD(Seismic),Ib: 1202 =(Mot-(0.6-0.092)•Mr)/Lo UHoldown Capacity,Ib: 5000 HD Type: 1 • 15/32"APA Rated Sheathing Shear critical,plf: 184 Seg.1:'E'=10d At 6"o.c.edges,12"o.c.field HO critical,ib: 1202 40%increase for wind?: No Sheathing Layers: Single Concrete Anch.? No Wall Type: E Holdown Types: ■ Wall Capacity,plf: 310 Seg.1:'1'=0•5k with Controlling HD Type: 1 Holdown Capacity,Ib: 5000 1113x Members req.: No a a U a ■ a 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 111 Suite One Hundred Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard,Oregon ■ Client AG Spanos Companies r MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 161 of 198 www.miiler-se.com By Ck'd Date Page ■ ENGINEERS U a U Roof Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb 1 25 I 0 1 0 1 2797 1 Wind Uplift(U)=1 0 leaf Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total L: Overall Seg.(Lo),ft 1917 1917 I 25 Wall Height(H1),ft 10.75 Trib.1,ft: 6.00 Rtn.Load(RL),Ib: 200 Trib.1 Weight(Rw),psi: 15.00 . I Wall Weight(Ww),pst 8.00 Seismic,plf: 184 =2797 lb/15.17' MOT(Seismic),ft-lb: 30061 =(2 797 15/15.17'•Lo1-11) 0 ■ Mr(Seismic),ft-lb:_ 23276 =(Trib.11i'w+Hr'We,)•(Lo)"2/2+RL*Lo HD(Seismic),Ib: 1202 =(Mot-(0.6-0.092)14r)/Lo Holdown Capacity,lb: 5000 HD Type: 1 15/32'APA Rated Sheathing Shear critical,plf. 184 Seg.1:'E'=10d At 6"o.c.edges,12"o.c.field • HD critical,Ib: 1202 40%increase for wind?: No Sheathing Layers: Single Concrete Anch.? No Wag Type: E Holdown Types: Wall Capacity,pit 310 Seg.1:'1'=0-5k with Controlling HO Type: 1 Holdown Capacity,Ib: 5000 3x Members req.: No Roof Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb ■ 26 1 0 1 0 1 7621 1 Wind Uplift(U)=1 0 les( Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total L: Overall Seg.(Lo),ft 35.25 35.25 1 26 Wall Height(H1),ft 10.75 • Tnb.1,ft 0.00 Rtn.Load(RL),Ib: 200 Trib.1 Weight(Rw),psi: 15.00 ■ Wall Weight(Ww),pot 8.00 Seismic,pit. 216 =7621 lb/35.25' ■ MOT(Seismic),ft-lb: 81926 =(7621 15/35.25' L0H1) 0 Mr(Seismic),ft-lb: 60480 =(Toll,.1`Rw+H1`Ww)`(Lo)"272+RL10 HD(Seismic),Ib: 1453 =(Mot-(0.6-0.092)"Mr)/Lo Holdown Capacity,lb: 5000 HD Type: 1 15/32"APA Rated Sheathing Shear critical,p11/ 216 Seg.1:'E'=1 ed At 6"o.c.edges,12"o.c.field 1111 HD critical,Ib: 1453 40%increase for wind?: No Sheathing Layers: Single ■ Concrete Anch.? No Wall Type: E Holdown Types: Wall Capacity,plt 310 Seg.1:'1'=0-5k with Controlling HD Type: 1 Holdown Capacity,lb: 5000 3x Members req.: No ■ r ■ • ■ ■ ■ ✓ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 ■ Suite One Hundred Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon Client AG Spanos Companies MILLER Phone 503.246.1250 a CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 162 of 198 www.miller-se.com By Ck'd Date Page . ENGINEERS U I ■ Roof Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb aI 27 I 0 1 0 I 7329 I Wind Uplift(U)=1 0 (psf Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total L: Overall Seg.(Lo),ft 35.25 35.25 I ■ 27 Wall Height(H1),It: 10.75 Trib.1,ft: 0.00 Rtn.Load(RL),Ib: 200 a Trib.1 Weight(Rw),psf: 15.00 Wall Weight(Ww),psf. 8.00 Seismic,plf: 208 =7329 lb/35.25' aMor(Seismic),ft-lb: 78787 =(7329 lb/35.25'"Lo"H1) 0 Mr(Seismic),ft-lb: 60480 =(Trib.1"Rw+H1"Ww)"(Lo)"y2+RL"Lo ■ HD(Seismic),lb: 1363 =(Mot-(0.6-0.092)"Mc)/Lo Holdown Capacity,Ib: 5000 HD Type: 1 15/32"APA Rated Sheathing aShear critical,plf: 208 Seg.1:'E=10d At 6"o.c.edges,12"o.c,field HD critical,Ib: 1363 i 40%increase for wind?: No a Sheathing Layers: Single Concrete Anch.? No Wall Type: E Holdown Types: ■ Wall Capacity,pit. 310 Seg.1:'1'=0.5k with Controlling HD Type: 7 Holdown Capacity,Ib: 5000 3x Members req.: No Roof Level 0.2Sds= 0.092 Wail Line Wind(W),Ib Min.Wind,lb Seismic(E),lb 1 28 1 0 1 0 1 7146 I Wind Uplift(U)= 0 Iasi Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total L: Overall Seg.(Lo),ft 35.33 35.33 1 ■ 28 Wall Height(H1),ft 10.75 Trib.1,ft 0.00 Rtn.Load(RL),ib: 200 a Tab.1 Weight(Rw),psf: 15.00 Wall Weight(Ww),psf: 8.00 Seismic,plf: 202 =7146 lb/35.33' Mor(Seismic),ft-lb: 76827 =(71461b/35.33'`Lo"H1) 0 Mr(Seismic),ft-Ib: 60750 =(Tiib.9"Rw+H1`Ww)"(Lo)"2/2+RL"Lo HD(Seismic),Ib: 1301 =(Mot-(0.6-0.092)"Mr)/Lo Holdown Capacity,Ib: 5000 HD Type: 1 15/32"APA Rated Sheathing aShear critical,Of: 202 Seg.1:'E'=104 At 6"o.c.edges,12"me.field HD critical,Ib: 1301 40%increase for wind?: No a Sheathing Layers: Single Concrete Anch.? No Wall Type: E Holdown Types: Wall Capacity,pit 310 Seg.1:•1'=0-5k with Controlling HD Type: 7 Holdown Capacity,lb: 5000 ■ 3x Members req.: No a ■ a ' ■ ■ ■ a 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 I I I ft Suite One Hundred Portland,OR 97219 I II Location 8900-9000 SW Oak St.,Tigard,Oregon Client AG Spanos Companies a MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 163 of 198 www.miller-se.com By Ck'd Date Page a ENGINEERS I ✓ ■ Roof Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb ■ 29 I 0 1 0 I 253 I Wind Uplift(U)=1 0 loaf Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total L Overall Seg.(Lo),ft 4.00 4.00 I 11129 Wall Height(H1),ft 10.75 Trib.1,ft 0.00 Rtn.Load(RL),Ib: 200 Trib.1 Weight(Rw),psf: 15.00 ■ Wall Weight(Ww),psh. 8.00 Seismic,pit 63 =253 lb/4' w/11/W,pit 85 (includes h/w ratio increases) r Mor(Seismic),ft-Ib: 2720 =(2531b/4'`Lo1-11) 0 Mr(Seismic),ft-Ib: 1488 =(Trib.1"Rw+H1`Ww)`(Lo)"2/2+RL"Lo HD(Seismic),Ib: 491 =(Mot-(0.6-0.092)`Mr)/Lo r Holdown Capacity,Ib: 5000 HD Type: 1 15/32"APA Rated Sheathing ■ Shear critical,pit 85 Seg.1:'E'=10d At 6"o.c.edges,12"o.c.field HD critical,Ib: 491 i 40%increase for wind?: No Sheathing Layers: Single r Concrete Anch.? No Wall Type: E Holdown Types: Wall Capacity,pit 310 Seg.1:'1'=0.5k with Controlling HD Type: 1 Holdown Capacity,Ib: 5000 3x Members req.: No . Roof Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb 111 30 1 0 1 0 I 283 Wind Uplift(U)=I 0 Ipsf Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total L: Overall Seg.(Lo),ft: 4.00 4.00 I 30 Wall Height(H1),ft 10.75 Trib.1,It 0.00 Rtn.Load(RL),Ib: 200 Trib.1 Weight(Rw),psf: 15.00 r Wall Weight(Ww),pat 8.00 Seismic,pif: 71 =2831b/4' w/HMI,pit 95 (includes h/w ratio increases) ■ Mon(Seismic),ft-lb: 3042 =(283 lb/4'`Lo`Hf) 0 Mr(Seismic),ft4b: 1488 =(Trib.1"Rw+H1`Ww)*(Lo)'2/2+RL`Lo HD(Seismic),Ib: 572 =(Mot-(0.6-0.092)14,>/Lo Holdown Capacity,lb: 5000 HD Type: 1 15/32"APA Rated Sheathing 11,Shear critical,pif: 95 Seg.1:'E'=10d At 6"o.c.edges,12"o.c.field HD critical,ib: 572 40%increase for wind?: No Sheathing Layers: Single r Concrete Anch.? No Wal(Type: E Holdown Types: Wall Capacity,pif: 310 Seg.1:'1'=0-5k with a Controlling HD Type: 1 Holdown Capacity,Ib: 5000 3x Members req.: No . ✓ ■ ✓ ■ ■ ■ ✓ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 . Suite One Hundred Portland,OR 97219 _ Location 8900-9000 SW Oak St.,Tigard, Oregon Client AG Spanos Companies MILLER Phone 503.246.1250 r CONSULTING Fax 503.246.1395 ByELD Ck'd ARL Date 9'28.2017 Page 164 of 198 www.miller-se.com ■ ENGINEERS a ■ a Roof Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb 31 I 0 I 0 I 285 I Wind Uplift(U)=I 0 Ipsf Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Is Overall Seg.(Lo),ft 4.00 4.00 I ■ 31 Wall Height(H1),ft: 10.75 Trib.1,ft: 0.00 Rtn.Load(RL),lb: 200 ■ Trib.1 Weight(Rw),pst 15.00 Wall Weight(Ww),psf: 8.00 Seismic,plf: 71 =285 lb/4' w/HIW,plf: 95 (includes/vw ratio increases) Mm(Seismic),ft-Ib: 3064 =(28516/4'•Lo1-11) 0 Mr(Seismic),ft-lb: 1488 =(Trib.1'Rw+H1Ww)'(Lo)"2/2+RL10 111Holdown (Seismic),lb: 577 =(Mot-(0.6-0.092)`Mr)/Lo Holdown Capacity,lb: 5000 HD Type: 1 15/32`APA Rated Sheathing ■ Shear critical,plf: 95 Seg.1:'6'=10d At 6"o.c.edges,12"o.c.field HD critical,It: 577 140%increase for wind?: No ■ Sheathing Layers: Single Concrete Anch.? No Wall Type: E Holdown Types: Wall Capacity,pit 310 Seg.1:'1'=(ISk with Controlling HD Type: 1 Holdown Capacity,lb: 5000 30 Members req.: No Roof Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb I 32 I 0 I 0 I 907 I Wind Uplift(U)=1 0 I psf Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total L: Overall Seg.(Lo),ft: 6.00 6.00 I ■ 32 Wall Height(H1),It 10.75 Trib.1,ft 6.00 Rtn.Load(RL),lb: 200 ■ Trib.1 Weight(Rw),pst. 15.00 Wall Weight(Ww),psi: 8.00 Seismic,plf: 151 =90716/8' Mor(Seismic),ft-lb: 9750 =(9071b/6"Lo`H1) 0 Mr(Seismic),ft-lb: 4368 =(Trib.1'Rw+H1`Ww)`(Lo)"2/2+RL'Lo HD(Seismic),lb: 1255 =(Mot-(0.6-0.092)`Mr)/Lo 111 Holdown Capacity,lb: 5000 HD Type: 1 15/32"APA Rated Sheathing ■ Shear critical,plf: 151 Seg.1:'E'=led At 6"o.c.edges,12"o.c.field HD critical,lb: 1255 40%increase for wind?: No ■ Sheathing Layers: Single Concrete Anch.? No Wall Type: E Holdown Types: Wall Capacity,plf: 310 Seg.1:'1'=0•5k with Controlling HD Type: 1 Holdown Capacity,Ib: 5000 ■ 3z Members req.: No ■ ■ 111 112 a a 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 1 61 194 Suite One Hundred Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard,Oregon ■ Client AG Spanos Companies . MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 165 of 198 www.miller-se.com By Ck'd Date Page ■ ENGINEERS a U a 5th Floor Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(0),lb I 23 0 0 6371 Wind Uplift(U)= 0.00 psf111 Load from 23,IS: 0 0 6306 3rd Fir Depth(Fd)= 0.00 ft Total,ib: 0 0 12677 Segment 1 Segment Segment 3 Segment Segment 5 Total Lo: Overall Seg.(Lo),ft 30.00 30.00 I 23 Wall Height(H1),ft 10.75 23 Wall Height(H2),ft 10.75 Trib.1,ft 0.00 Diaphragm amp 1.16 Trib.2,ft: 7.50 vc 285 pit RN.Load(RL),IS: 200 246 Of Tdb.1 Weight(Rw),psf: 15.00 No collector req'd Tdb.2 Weight(Ow),psf 27.00 ■ Wall Weight(Ww).psf. 8.00 Seismic,plt: 423 =(637110+6306 lb)/30' Men(Seismic),ft-Ib: 204067 =(637110/3 0'Lo'H2)+(630610/30''Lo'(Ht+H2+Fd)) ■ Mr(Seismic),ft-Ib: 174525 =(We'Trio.1+LW'790.2+Ww'H1+H2))'(Lo)"2/2+RUED HD(Seismic),IS: 3847 =(Mot-(0.6-0.092)-10V Lo Holdown Capacity,Ib: 5000 HO Type: 1 15/32'APA Rated Sheathing Shear critical,plf: 423 Seg.1:'F`=10d At 4-o.e.edges,12'me.field HD critical,lb: 3847 ,40%increase for wind?: No Sheathing Layers: Single Concrete Wish.? No Wall Type: F Holdown Types: Wall Capacity,plf: 460 Seg.1:'1'=0-5k with Controlling HD Type: 1 Holdown Capacity,IS: 5000 ■ 34 Members req.: Yes 5th Floor Level 0.2040=I 0.092 I Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb . I 24 0 0 2826 Wind Uplift(U)= 0 pet Load from 24,Ib: 0 0 2797 3rd Fir Depth(Fd)= 0.00 ft Total,lb: 0 0 5623 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: Overall Seg.(Lo),ft: 15.17 15.17 I 24 Wall Height(H1),ft: 10.75 24 Wall Height(H2),ft 10.75 ■ Trib.1,ft 6.00 Diaphragm amp 1.16 Tdb.2,ft: 12 vc 285 pit RN.Load(RL),Ib: 200 v 216 plf ■ Tdb.1 Weight(Rw),ps0 15.00 No collector req'd Tdb.2 Weight(Ow),psf 27.00 Wall Weight(Ww),pet 8.00 Seismic,pit 371 =(282616+279715j/15.17' Mon(Seismic),ft-lb: 90495 =(2826 lb/10.17'Lo'H2)+(2797/6/15.17'Lo'(H1+H2+Fd)) Mr(Seismic),ft-lb: 70431 =(Rw'Tdb.1+Uw Tdb.2+Win'(H1+H2))'(Lo)"22+RL'Lo HD(Seismic),Ib: 3608 =(Mot-(0.6-0.092)'Mrj/Lo Holdown Capacity,lb: 5000 HD Type: 1 15132"APA Rated Sheathing Shear critical,pit 971 Seg.1:'F'=10d At4"en,edges,12"o.c.field HD critical,Ib: 3608 ,40%increase for wind?: No Sheathing Layers: Single Concrete Anch.7 No Wall Type: F Holdown Types: Well Capacity,pit 460 Seg.1:'1'=0-5k with Controlling HD Type: 1 Holdown Capacity,lb: 5000 • 3x Members req.: Yes ■ ■ ■ ■ ■ ✓ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 Suite One Hundred Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon Client AG Spanos Companies MILLER • Phone 503.246.1250 a CONSULTING Fax 503.246.1395 ByELD Ck'd ARL Date 9.28.2017 Page 166 of 198 www.miller-se.com . ENGINEERS III ■ 51h Floor Level 0.25ds= 0.092 Wall Line Wind(W),lb Min.Word,lb Seismic(0).lb ■ i 25 0 0 2828 Wind Uplift(U)= 0 psf Load from 25,Ib: 0 0 2797 3rd Fir Depth(Fd)= 0.00 ft Total,lb: 0 0 5623 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: ■ Overall Seg.(Lo),R 15.17 15.17 I 25 Wall Height(H1),ft 10.75 25 Wall Height(H2),ft 10.75 Trib.1,ft: 6.00 Diaphragm amp 1.16 ■ Trib.2,It 12 vc 285 plf Rtn.Load(RL),Ib: 200 216 plf Trib.1 Weight(Rw),psf: 15.00 No collector req'd Trib.2 Weight(1./w),pst: 27.00 11/ Wall Weight(Ww),pst 8.00 Seismic,pit. 371 =(2826lb+279715)/15.17' In Mm(Seismic),ft-Ib: 90495 Mr(Seismic),ft-Ib: 70431 =(2826 16/15.17•Lo h'2)+(279716/1577'•Lo"(H1+y2+Ft0) =(Rw•Tn'b.1*Uw•Tdb.2+Ww"(H1*H2)).(Lo)"22*RL"Lo HD(Seismic),lb: 3608 =(Mot-(0.6-0.092)"Mr)/Lo Holdown Capacity,15: 5000 ■ HD Type: 1 15132'APA Rated Sheathing Shear critical,plf: 371 Seg.t:'F=10d At 4"a.c.edges,12"a.c.field ■ HD critical,IS, 3608 ,40%increase for wind?: No 1 Sheathing Layers: Single Concrete Anch.? No IIIWall Type: F Holdown Types: Wall Capacity,p6: 460 Seg.1:'1'=0-5k with Controlling HD Type: 1 Holdown Capacity,lb: 5000 ■ 3x Members req.: Yes 5th Floor Level 0.2Sds=I 0.092 II Wall Line Wind(W),lb Min.Wind,lb Seismic(0).lb I 26 0 0 7699 Wind Uplift(U)= 0 psf Load from 26,lb: 0 0 7621 3rd Fir Depth(Fd)= 0.00 ft Total,lb: 0 0 15320 III Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: OversO Seg.(Lo),ft: 35.25 35.25 I 26 Wall Height(H1),ft 10.75 26 Wall Height(H2),ft: 10.75 111 T„,,.1,ft 0.00 Diaphragm amp 1.78 Tdb.2,ft: 5 vc 285 plO Rb,.Load(RL),lb: 200 253 Of Trib.1 Weight(Rw),pet 15.00 No collector req'd 1111 Tab.2 Weight(Ow),pst 27.0D Wall Weight(Ww),psi: 8.00 Seismic,plf. 435 =(769915+762115)/35.25' ■ Mom(Seismic),fl-lb: 246616 =(76991b/35.25"Lo H2)*(7621 15/35.25'"Lo"(H1+H2*W)) Mr(Seismic),ft-lb: 197783 =(Rw"Trib.1*Uw"Thb.2+Ww"(H1+H2))"(Lo)"22+RL`Lo HD(Seismic),lb: 4146 =(Mot-(0.6-0.092)1WLo ■ Holdown Capacity,Ib: 5000 HD Type: 1 15132"APA Rated Sheathing IIIShear critical,pit 435 Seg.1:'F'=10d At 4"wt.edges,12"o.e.field HO critical,IS: 4146 ,40%increase for wind?: No Sheathing Layers: Single ■ Concrete Anch.? No Woo Type: F Holdown Types: Well Capacity.p6: 460 Seg.1:'1'=0.58 with Controlling HD Type: 1 III Holdown Capacity,lb: 5000 3x Members req.: Yes ■ ■ ■ ■ III ■ in 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 III ell Suite One Hundred Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon III Client AG Spanos Companies . MILLER Phone 503.246.1250 CONSULTING Fax 503.246,1395 ELD ARL 9.28.2017 167 of 198 WWW.miller-se.com By Ck'd Date Page ■ ENGINEERS a U U 5th Floor Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E).lb 27 0 0 7404 Wind Uplift(U)= 0 psf Load from 27,IS: 0 0 7329 3rd Fir Depth(Fd)= 0.00 ft Total,lb: 0 0 14733 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: Overall Seg.(Lo),ft 35.25 35.25 27 Wall Height(H1),ft 10.75 27 Wall Height(H2),ft 10.75 TIM.1,ft 0.00 Diaphragm amp 1.16 ■ TIM.2,ft: 11.50 00 285 plf Rm.Load(RL),Ib: 200 244 plf Trib.1 Weight(Rw),psf: 15.00 No collector req'd Trib.2 Weight(Uw),psf: 27.00 ■ Wall Weight(74w),pst 8.00 Seismic,plt 418 =(740416+732916)135.25' Moe(Seismic),ft-Ib: 237167 =(74 04 15/35.25 1.o'H2)+(73291b/35.25"L0'(Ht+H2+Fd)) . Mr(Seismic),ft-Ib: 306818 =(Re`Mb.1+Uw Tdb.2+We'(H1+1-12))'(Lo)^2/2+RL'Lo HD(Seismic),Ib: 2306 =(Mot-(0.6-0.092)'Mr)/Lo Holdown Capacity,lb: 5000 HD Type: 1 15/32'APA Rated Sheathing Sheer critical,plf: 418 Seg.1:'F'=10d At 4"a.c.edges,12"0.0 field HD critical,Ib: 2306 40%increase for wind?: No Sheathing Layers: Single Concrete Anch.? No a Wall Type: F Holdown Types: Wall Capacity,pt: 460 Seg.1:'1'a 0-5k with Controlling HD Type: 1 Holdown Capacity,Ib: 5000 3x Members req.: Yes 5th Floor Level 0.2Sds=I 0.092 I Wall Line Wind(W),lb Min.Wind,lb Seismic(E).lb ■ 28 0 0 7219 Wind Uplift(U)= 0 psf Load from 28,Ib: 0 0 7146 3rd FIr Depth(Fd)_ 0.00 ft Total,lb: 0 0 14365 111Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: Overall Seg.(Lo),ft: 35.33 35.33 1 28 Wall Height(H1),ft: 10.75 28 Wag Height(H2),ft 10.75 ■ Trib.1,ft 0.00 Diaphragm amp 1.16 Trib.2,It: 11.50 vc 285 plf Rtn.Load(RL),ib: 200 v 237 plf Trib.1 Weight(Rw),pat 15.00 No collector req'd Trib.2 Weight(Uw),psf: 27.00 Wall Weight(We),pet 8.00 Seismic,p0: 407 =(72191b+714616)/35.33' ■ Mnr(Seismic),ft-lb: 231265 =(7219 16/35.33 Lo'H2)+(714616/35.33''Lo'(H1+H2+Fd)) Mr(Seismic),6-81: 308254 =(Rw'Trib.1+Uw 1./15.2+War'(H1+H2))'(Lo)^22+RLl1) HO(Seismic),lb: 2113 =(8401-(0.6-0.092)Mr)/Lo ■ Holdown Capacity,IS: 5000 HD Type: 1 15/32'APA Rated Sheathing Shear critical,plf: 407 Seg.1:'F'=10d At 4"o.c.edges,12"ca,field HD critical,Ib: 2113 40%increase for wind?: No Sheathing Layers: Single 111Concrete Anch.? Ne Wall Type: F Holdown Types: Wall Capacity,pt: 460 Seg.1:'1'=0-5k with Controlling HD Type: 1 ■ Holdown Capacity,IS: 5000 3x Members req.: Yes ■ ■ ■ ■ ■ ■ ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 1111Suite One Hundred Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon Client AG Spanos Companies ■ MILLER Phone 503.246.1250 1111 CONSULTING Fax 503.246.1395 ByELD Ck'd ARL Date 9.28.2017 Page 168 of 198 www.miller-se.com ENGINEERS S IIII ■ 5th Floor Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb ■ 1 29 Load from 29,Ib: D 0 00 253. Wald Uplift(U)= 0 psf 253 3rd Fir Depth(Fd)= 0.00 ft Total,Ib: 0 0 509 Segment 1 Segment 2 Segment 3 Segment Segment 5 Total La: . Overall Seg.(Lo),ft 4.00 4.00 29 Wall Height(H1),ft 10.75 29 Wall Height(H2),ft 10.75 Tdb.1,ft 0.00 Diaphragm amp 1.16 1111 Tdb.2.ft: 0.00 285 p11 Rm.Load(RL),Ib: 200 74 plf Tdb.1 Weight(Rw),psf: 15.00 No collector req'd . Tdb.2 Weight(Uw),pst: 27.00 Wall Weight(Ww),pot 8.00 Seismic,p0: 127 =(258 lb+253lb)/4' WI HAN,p6: 171 (includes h/w ratio increases) . Mm(Seismic),ft-Ib: 8192 =(25615/4'Lo'H2)+(25316/4'Lo'(H7+H2+FdU Mr(Seismic),ft-Ib: 2176 =(Rw"Trib.1*Uw'7115.2+Ww"(H1+H2))'(Lot2/2+RL"Lo HD(Seismic),Ib: 1772 =(Mb t-(0.6-0.092)'Mr)/Lo Holdown Capacity,Ib: 5000 III HD Type: 1 15/32'APA Rated Sheathing Shear critical,plf: 171 Seg.1:'E'=113d At 6"the.edges,12"o.c.field ■ HO critical,Ib: 1772 i 40%increase for wind?: No Sheathing Layers: Single Concrete Anch.? No . Wall Type: E Holdown Types: Wall Capacity,p0: 310 Seg.1:'1'=5.5k with Controlling HD Type: 1 Holdown Capacity,Ib: 5000 1111 3z Members req.: No 511)Floor Level 0.2Sds=I 0.092 I ■ Wall Line Wind(W),lb Min.Wind,Ib Seismic(E),Ib 30 0 0 288 Wind Uplift(U)= 0 psf Load from 30,Ib: 0 0 283 3rd Fir Depth(Fd)= 0.00 ft Total,Ib: 0 0 569 III Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: Overet Seg.(Lo),ft: 4.00 4.00 I 30 Wall Height(H1),ft 10.75 30 Wall Height(H2),ft 10.75 ■ Tib.1,ft: 0.00Diaphragm amp 7.76 Trib.2,ft: 0.00 Sc 285 p/f Rth.Load(RL),Ib: 200 83 p17 III nib.1 Weight(Awl,psf. 15.00 No collector req'd Tdb.2 Weight(Uw),psf: 27.00 Wall Weight(Ww).pet 8.00 Seismic,pit 142 =(28616+28316)/4' . WI WW,pit191 (includes Mn ratio Increases) Mor(Seismic),ft-Ib: 9759 =(28615/4"Lo'H2)*(2831b/4"Lo"(H1+H2+Fd)) Mr(Seismic),ft-Ib: 2176 =(Rw'Tdb.1+Uw'Td6.2+144w'(H1+H2))*(Lo)"22+RL'Lo HD(Seismic),Ib: 2013 =(Mot-(0.6.0.092)"Mr)/Lo Holdown Capacity.Ib: 5000 HD Type: 1 15/32"APA Rated Sheathing ■ Sheer critic 1,pit: 191 Seg.1:'0'=104 At 6"me-edges,12"o.o.field HD critical,Ib: 2013 :40%increase for wind?: Ne Sheathing Layers: Single . Concrete Anch.? No Wall Type: E Holdown Types: Well Capacity,pit 310 Seg.1:'7'=0-5k whh ._ Controlling HD Type: 1 IIIHoldown Capacity,Ib: 5000 30 Members req.: No ■ ■ 1111 ■ ■ ■ ✓ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161194 III Igril Suite One Hundred Portland,OR 97219 ISLocation8900-9000 SW Oak St.,Tigard, Oregon S Client AG Spanos Companies MILLER III Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 169 of 198 www.miller-se.com By Ck'd Date Page III ENGINEERS a III II 5th Floor Level 0.2Sd5= 0.092 Well Line Wind(W),lb Min.Wind,lb Seismic(E),lb 1 31 0 0 288 Wind Uplift(U)= 0 psf I. Load from 31,lb: 0 0 285 3rd Fir Depth(Fd)= 0.00 0 Total,Ib: 0 0 573 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: IIOverall Seg.(Lo),ft 4.00 4.00 I 31 Wall Height(H1).1t 10.75 31 Wall Height(H2),0 10.75 Trib.1,ft 0.00 Diaphragm amp 1.16 ■ TIM.2,it 0.00 vc 285 pry Rtn.Load(RL),Ib: 200 v 84 p1f Trib.t Weight(Rw),pst: 15.00 No collector req'd Trib.2 Weight(Uw),psi: 9.00 ■ Wall Weight(Ww),pst 8.00 Seismic,plt: 143 =(2881b+285 15)14' w/H!W,pit 192 (includes line rano increase MOT(Seismic),ft-Ib: 9224 =(2881b/4'Lo"H2)+(285 ib/4'1..o"(H1+H2+Fd)) ■ Mr(Seismic),ft-Ib: 2176 _(Rw"T45.1+Uw"Trib.2+Ww"(H1+H2))"(Lo1.22+RL"Lo HD(Seismic),Ib: 2030 =(Mot-(0.6-0.092)140/Lo Holdown Capacity,Ib: 5000 111HD Type: 1 15/39 APA Rated Sheathing Shear critical,plf: 192 Seg.1:'E'=10d At Vox.edges,19 e,n,field IIIHD critical,lb: 2030 :40%increase for wind?: No Sheathing Layers: Single Concrete Mob.? No _ Wall Type: E Holdown Types: ■ Wall Capacity.et 310 Seg.1:'1'=0-5k with Controlling HD Type: 1 Holdown Capacity,Ib: 5000 ■ 3x Members req.: No 5th Floor Level 0.2Sds=I 0.092 i Wall Line Wind(W),lb Min.Wind,lb Seismic(E).lb ■ I 32 0 0 918 Wind Uplift(U)= 0 psf Load from 32,0: 0 0 907 3rd Fir Depth(Fd)= 0.00 ft Total,lb: 0 0 1823 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: . Overall Seg.(Lo),ft 6.00 6.00 I 32 Wall Height(H1),ft 10.75 32 Wall Height(H2),ft 10.75 ■ Trib.1,ft 6.00 Diaphragm amp 1.16 Trib.2,ft 8.00 cc 285 p/f Rtn.Load(RL),Ib: 200 0 177 pif II.Trib.1 Weight(Rw),pat15.00 No collector req'd Trib.2 Weight(Urn),psf. 27.00 Wall Weight(Ww).pst 8.00 Seismic,plt 304 =(916 lb+90715)/6' Mor(Seismic),ft-Ib: 29348 =(916/b 16'Lo"H2)+(907lb/6'"Lo"(H1+H2+Fd)) • Mr(Seismic),8-lb: 8832 =(Rw 7nf 1+Us,'Trib.2+Ww1H1+H2))"(Lo)"22+RL"Lo HD(Seismic),Ib: 4144 =(Mot-(0.6-0.092)1.40/Lo III Holdown Capacity,Ib: 5000 HD Type: 1 15/32'APA Rated Sheathing IIIShear c t6'ical,pit 304 Seg.1:'E'=1Dd At o.e.edges,12"o..field HD critical,IS: 4144 ,40%increase for wind?: No Sheathing Layers: Single Concrete Anch.? No . Wall Type: E Holdown Types: Wall Capacity,pit 310 Seg.1:'11=5.56 with Controlling HD Type: 1 ■ Holdown 000000y,Ib: 5000 3x Members req.: No ■ ■ I. ■ ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 Suite One Hundred ■ A Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon ■ Client AG Spanos Companies MILLER Phone 503.246.1250 U CONSULTING Fax 503.246.1395 ByELD ARL 9.28.2017 170 of 198 wWW.miller-se,com Ck'd Date Page 111ENGINEERS ■ U ■ 4th Floor Level 0.2S0s= 0.092 Well Line Wind(W),lb Min.Wind.lb Seismic(E),lb I 23 0 0 4247 Wind Uprift(W. 0 psf III Load bore 23.lb 0 0 6371 3rd Floor Depth(F3)= 0.00 ft Load from 23,lb 0 0 6306 2nd Floor Depth(F2)= 0.00 8 Total,lb 0 0 16924 Segment, Segment2 Segment S Segment 4 Segment 5 Total Lo: III Overall Seg.(Lo),ft 30.00 30.00 I 23 Wail Haight(H1),ft 10.75 23 Wa3 Height(H2),ft 10.75 23 Wall Height(H3).ft 10.75 . III Ttlb.1,ft 0.00 Trib.2,6 7.50 Trib.3,ft 7.50 1.11 Trib. Load(RI.),lb 0 Trib.1 Weight(Rw),psf 15.00 Tib.2 Weight(Ow),psf 27.00 Trib.3 Weight(Mw).psi 21.00 Wag Weight(PAY).psf 8.00 IIISeismic,pe 564 =(4247 lb+6308 lb*637116)/30' Mot(Seismic),1146 386000 =(4247(0/30•42.013).(6371 10/30'•Lo(H2+H3+F2))+(6308lb/30'1.0•(Ht+H2*H3+F2+83)) Mr(Seismic).ft-lb 259650 =(Rw•Tn'D.1+UwTrib.20 Mw TD.3+Hay.(H1+H2+H3))'(LJ"22+RLYo III HD(Seismic),lb 8470 =(Mot-(0.6-0.092)'MO/Lo Holdown Capacity,lb 10000 HD Type: 7 151337/,PA Rated Sheathing ■ Sheer odhleal,plY 564 Seg.t:'G=tOtl At 3^o.c.edges,l2"o.c field HD critical,ib: 8470 e40%increase for wind] No Sheathing Layers Single • ■ Concrete Anch.? Yes , Wall Type: G Holdown Types: Wall Capacity,pit 600 559.1:T=5-10k Controlling HO Type: 7 ■ Holdown Capacity,lb 10000 3x Mambos req. Yes 4th Floor Level 02Sds=I 0.092 I ■ Wall Line Wind(W),lo MIn.Wr d,lb Se 24 0 km'(E),Ib I0 1684 Wmd Uplift(U). 0 psf Load from 24,lb 0 0 2826 3rd Floor Depth(F3). 0.00 ft Load horn 24,lb 0 0 2797 2nd Floor Depth(F2)= 0.00 0 1111 Total,lb 0 0 7507 Segment 1 Segment 2 Segment 3 Segment4 Segment 5 Total Lo: Overall Seg.(Lo),ft 15.17 15.17 24 Wall HeigM(H1),O` 10.75 . 24 Wall Height(H2),ft 10.75 24 Wall Height(H3),0 10.75 •Trib.1,ft 6.00 Trib.2.ft 12.00 ■ Tr6r.3,0 12.00 RN.Load(RL),lb 200 Tdb,1 Weight(Rw).psf 18.00 Trib.2 Weight(taw),psf 2700 ■ Trib.3 Weight(Mw),psf 27.00 Wag Weight(Ww),pot 8.00 Seismic,plf 495 =(1884Ib•279716+282611)/15.17' . Mos(Seismic),ft.lb 171178 =(1884/8/15.17•Lo'H3)+(282616/16.17"Lo'(H2«H3*FI))+(2797Ib/15.17'•Lo'(Hf«H2+H3+F2+F3)) Mr(Seismic),ft4b 10]696 =(RIO 700.1*llw•Thb.2+Ma/•Tab.30 Ww1H1+H2+H31)YLo0"22=RL•Lo HD(Seismic).lb 7679 =(Mot.(0.6-0.092)'0)/Lo Holdown 0803100,N 10000 ■ HD Type: 7 151337APA Rated Sheathing Shear cWlca4 Pit 496 Seg.1:•G•=103 At 3^ox.edges,12"o.a.field HD critical,lb: 7679 ■ e 40%increase for wind? No Sheathing Layers Single Concrete Anch.? Yes Wall Type: G Holdown Types: . Wall Capacity,p6 600 Sep 1:37=5.10kControlling HO Type: 7 Holdown Capacity,ib 10000 3x Members req. Yes ■ ■ ■ ■ . ■ ■ 1111 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 ill Suite One Hundred all Portland,OR 97219 il _ Location 8900-9000 SW Oak St.,Tigard, Oregon Client AG Spanos Companies MILLER 111 CONSULTING Phone 503.246.1250 Fax 503.246.1395 ELD ARL 9.28.2017 171 of 198 www.miller-se.com By Ck'd Date Page ■ ENGINEERS a a a 4th Floor Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind.lb Seismic(E),lb 25 0 0 1884 Wend Upfdt(U)= 0 psf ■ Load born 25,lb 0 0 2826 3rd Floor Depth(F3)= 0.00 ft Load from 25,lb 0 0 2797 2nd Floor Depth(F2)= 0.00 ft Total.lb 0 0 7507 Segment 1 Segment Segment3 Segment4 Segment 5 Total Lo: ■ Overall Seg.(Lo).ft 15.17 15.17 25 Wall Height(H1),ft 10.75 25 Wall Height(H2),It 10.75 25 Wall Height(H3).ft 10.75 ■ Trio.1,11 8.00 Trib.2,15 12.00 Trib.3,11. 12.00 Rln.Load(RL).lb 200 ■ Trib.1 Weight(Rw),psf 15.00 Trib.2 Weight(Uw),pal 27.00 Trib.3 Weight(Mw).psi 27.00 Wall Weight(Ww),pet 8.00II '. Seismic.Of 495 =(19941b+279116+282016)/1517 Mon(Seismic),%lb 171176 =(1884 19/15.17'Lo'H3)+(282616/1517"Lo'(H2+H3+F25,-(270716/15.17'Lo'(H1+H2+H3+F2+F3)) Mr(Seismic),ft-Ib 107696 =(Rw'?iib.1+U0'746.2+M.,'Trt.3+Ww'(H1+H2+H35'(Lo)"2/2+RL'Lo HD(Seismic),lb 7679 =(WI-(0.6-0.092)'4)/Lo Holdown Capacity,lb 10000 HD Type: 7 15/3T APA Rated Sheathing ■ Shear critical,Of: 495 Seg.1:'5'=10d At 3'8.c.edges,12"o.c.field HD critical,IS: 7675 e 40%mcrease for wind? No Sheathing Layers Single Concrete Ando.? Yes Wall Type: G Holdown Types: Wall Capacity,plf 650 Seg.1:T=5.10k Controlling HD Type: 7 Holdown Capacity.lb 10000 3x Members req. Yes 4th Floor Level 02Sds=1 0.092 I ■ Wall Line Wind(60,Ib Min.Wind,lb Seismic(0),Ib 26 0 0 5132 Wind Uplift(U)= 0 psf Load torn 26,Ib 0 0 7699 3rd Floor Depth(73)= 0.00 ft Load from 26,lb 0 0 7821 2nd Floor Depth(F2)= 0.00 It ■ Total lb 0 0 20452 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: Overall Seg.(Lo),ft, 35.25 35.25 I 26 Wall Height(HU,ft. 10.75 ■ 26 WOO Height(H2),ft 10.75 26 Wall Height(H3),ft 10.75 Trib.1,ft 0.00 Trib.2,8 5.00 ■ Trib.3,ft 5.00 Rin.Load(RL),lb 200 Trib.1 Weight(Rw),pat 15.00 Trib.2 Weight(Uw),pet 27.00 Trfi.3 Weight(Mw),psf 27.00 Wall Weight(Ww),pet 5.00 Sebnac.plf 585 =(5132lb+7021 lb+789616)/35.25' Mon(Seismic),ft-lb 466475 =(51321b/35.25'L5113)+(7699 19/35.25'5.e(H2+H3+F25+175211b/3525'4o'(H1+H2+H3+F2•F3)) ■ Mr(Seismic),0-lb 281656 =(Rw'Tib.1+Ow'Tdb.2+Mw Tdb.3+Ww'(H1+H2+H3511.15"2/2+RL2o HD(Seismic),lb 9174 - =(Mot-(0.6.3092)'M)/Lo Heldman Capacity,lb 10000 ■ HD Type: 7 15/321 APA Rated Sheathing Shear critical,plf. 580 Seg.1:'0'=led At 3"on.edges,12"o.c.field HD entice!,IS: 9174 ■ e 40%increase for wind? No Sheathing Layers Single Concrete Ando.? Yes Wag Type: G Holdown Types: Wall Capacity,pe 600 Seg.1:T=5.10k Controlling HD Type: 7 Heldman Capacity,lb 10000 3x Members req. Yes ■ 11/ ■ ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 Suite One Hundred . Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon Client AG Spanos Companies ■ MILLER Phone 503.246.1250 ■ CONSULTING Fax 503.246.1395 ByELD Ck'd ARL Date 9.28.2017 Page 172 of 198 www.miller-se.com . ENGINEERS a II ■ 4th Floor Level 0.2Sds= 0.092 Wag Line Wind(WI,lb Min.Wind.lb Seismic(0),lb ■ I 27 0 Load Dom 27,m 0 0 4935 Wind Uplift(U)= 0 psf 0 7404 3r1 Floor Depth(F3)= 0.00 ft Load from 27.lb 0 0 7329 2nd Floor Depth(F2)= MOO 0 Total,lb 0 0 19868 IIII Soem.. 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: Overall Sag.(Lo),ft n 3525M 3525 27 Wall Height(111(110 10.75 27 Wall Height(1-12),R 10.75 ■ 27 Wall H01591043),ft 10.75 Trib.1,ft 0.00 Trib.2,ft 11.50 Tdb.3,ft 11.50 RM.Load(RL),lb 200 ■ Trib.1 Weight(Rw),psf 15.00 Trib.2 WelgM(Uw),psf 27.00 Tdb.3 Weight(Mw),psf 27.00 ■ Wall Weight(Ww).psf 8.00 Seismic Of 558 =(993510*7328/6+740416)135.25' Mon(Seismic),ft-Ib 448598 =(493516/35.252o'H3)*(7404/6/3525"Lo'(H2+H3+F2))+(732916/35.25"Lo1H1*142+H3+F2+F3)) Mr(Seismic),fhb 499726 =(lbw'Tnb.1*Il0ilia.2+Mw'Tot 3+0840'(H1+112*H3))4(L0422+RL'L6 HD(Seismic),lb 5524 =(Mot-(0.0-0.092)4Mh/Lo 6014001 Capacity,lb 10500 HD Type: 7 15/32i APA Rated Sheathing Shear critical,pH: 558 Seg.1:'G'=104 At 3'0.0,edges,12"0.8,field HD critical,Ib: 5524 e 40%increase for wind? No Sheathing Layers Single II Concrete Mob.? Yes Wall Type: G Hoidown Types: Wall Capacity,plf 600 Seg.1:T=5.10k Controlling HD Type: 7 III Holdown Capacity,lb 1000D 3x Members req. Yes ■ 4th 0.20.Floor Level 0.20 =l 0.092 I Wail Line Wind(W),lo Mln.Wind,lb Seismic(E),lb l 21 0 0 4812 Wind Uplift(U)= 0 psf Load from 28,lo 0 0 7219 3rd Floor Depth(F3)= 0.00 ft Load horn 28,Ib 0 0 7146 2nd Floor Depth(F2)= 0.00 II Total,lb 0 0 19177 Segment 1 Segment 2 Segment 3 Segment 4 Segments Total Lo: Oveall Seg.(Lo).ft 35.33 35.33 I . 28 Wall Height Ml).0 10.75 28 Wall Height(1-12),ft 10.75 28 Wall Height(03),ft, 10.75 Trib.1,10 0.00 . Tdb.2.ft' 11.50 Trib.3,ft: 11.50 RM.Load(RL),lb 200 Trib,1 Weight(Rw),pat 15.0D Trib.2 Weight(Uw),psf 27.00 ■ Trib.3 Weight(Mw),psf 27.00 Wall Weight(Ww),psf 8.00 Seismic,p8 543 =(4912@+714616+72191)/35.33' 111 Moo(Seismic),8-Ib 437437 =(48120/35.331o'H3)+(7219/b!3533"Lo*(H2+H3+F2))+(7146 lb135.33"Lo'M1+H2*H3+F2+F3)) Mr(Seismic).R-Ib 502075 =(Rw`Tn'b.1+U0'Tnb.20 M0 Tnt 30 M0'(Ht+H2+H3))'(Lo)"22+RL4o HD(Seismic),lb 5162 =(Ma l-(0.8-0.092)'Mr)/Lo ■ Hold0On Capacity,lb 10000 HD Type: 7 15/32'APA Rated Sheathing Shear critical,pit. 543 Seg.1:'G'=1Dd At 3-o.c.edges,12'0.,field HD critical,lb: 5162 . e 4096 increase for wind] No Sheathing Layers Single Concrete Ands.? Yes Wall Type: G Holda0n Types: ■ Wall Capaciy,pf 600 Seg.1:T=S10k Controlling HD Type: 7 Holdown Capacity,lb 10000 ■ 3x Menthe's req. Yes ■ I ■ ■ ■ ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 Et Suite One Hundred ■ Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard,Oregon ■ Client AG Spanos Companies MILLER ■ Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 173 of 198 www.miller-se.com By Ck'd Date Page ■ ENGINEERS A ■ ■ 41h Floor Level 0.2Sds= 0.092 Well Line Wind(W),lb Min.Wind.lb Seismic(E),lb ■ 29 0 0 170 Wind Upbft(U)' 0 psf Load from 29.lb 0 0 256 3rd Floor Depth(F3)= 0.00 ft Load torn 29,lb 0 0 253 2nd Floor Depth(F2)a 0.00 ft Total.lb 0 0 679 Segment 1 Segment2 Segment3 SegmeM4 Segment5 Total In: Overall Seg.(Le).ft 4.00 4.00 I 29 Wall Height(H1),ft 10.75 29 Wall Height(62),R 10.75 29 Wall Height(H3),ft 10.75 Trib.1,h. 0.00 Trib.2.ft 0.00 Tnb.3,ft. 0.00 RM.Load(RL),lb 200 ■ Trib.1 Weight(Rw),psf 15.00 Trib.2 Weight(Uw),psf 27.00 TrO.3 Weight(Mw),psf 27.00 Wall Weight(Ww),psf 8.00 ■ Seismic.plf 170 =(17010+25316+256/6)/4' w/HNy,pit 228 (includes Mo ratio increases) Moe(Seismic),Mb 15491 =(1700,14'Lo'H3)+(25616/4"Lo'(H2+N3+F2))+(253 1014"Ln'(H1+N2+H3+F2+F3)) ■ Mr(Seismic),0.10 2176 =(Rs,7db.10Uw'71ib.2+Mw'Tnb.3+Ww'(H10.12+H3))'(Lo)"2/2+RL'Lo HD(Seismic),lb 3596 =(Mol-(0.8-0.092)'M)/Lo Holdown Capacity,lb 5000 HD Type: 6 15132'APA Rated Sheathing Shear critical,pe: 228 Seg.1:R=10d At 6"ox.edges,12"0.0.field HD critical,ib: 3596 e40%increase for wind? No Sheathing Layers Slagle Concrete Anch.? Yes Wall Type: E Holdown Types: Wall Capacity,p0 310 Seg.1:'1y=0.5k Controlling HO Tyle: 6 Holdown Capacity,lb 5000 3x Members req. No 4111 Floor Level 02Sds=I 0.092 I ■ Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb 30 0 0 190 Wind Uplift(U)= 0 psf Load from 30,10 0 0 286 3rd Floor Depth(F3)' 0.00 ft Load from 30,lb 0 0 283 2nd Floor Depth(F2)' 0.00 ft ■ Total lb 0 0 759 Segment 1 Segment 2 Segment 3 Segment4 Segment 5 Total Lo: Overall Seg.(Lo),ft 4.00 4.00 I 11130 Wall Height(H1).ft' 10.75 30 Wall Height(1-12),R 10.75 30 Wall Height(H3).ft 10.75 Trib.1,ft. 0.00 Trib.2,0 0.00 ■ Trib.3,ft 0.00 gin.Load(RL),lb 200 Trib.1 Weight(RI),psf 15.00 Trib.2 Weight(Uw),psf 27.00 ■ Trib.3 Weight(Mw).est 27.00 Wall Weight(Ww),psf 5.00 Seismln,plf 190 =(19016+283/6+288/6)/4' w/H/W.p/F 255 (Includes Wm rate increases) Mor(Seismic),6-10 17318 =(19210/4'Lo'H3)+(28610/d"Lo'(H2+H3+F2))+(283lb/4"Lo'(H1+H2+H3+F2+F3)) Mr(Seismic),11d0 2178 =IR.'Tax 1+Uw'Trib.2+Mw'Tdb.3+Ww'M1+H2+H3))TLo)"2/NRL'Lo HD(Seismic),lb 4053 =(Mol-(0.8-0.092)'M)/Lo Holdown Capacity,lb 5000 ■ HD Type: 6 1532'APA Rated Sheathing Shear odOcal,plf: 255 Seg.1:'E'=10d At 6"os.edges,12"0.0.field HO critical,lb: 4053 ■ a 4000 increase for rind? No Sheathing Layers Single Concrete AWL'? Yes Wall Type, E Holdown Types: Wall Capacity,p0 310 Seg.1:1'=0.58 Controlling HD Type: 6 Holdown Capacity.lb 5000 3x Members req. No ■ ■ ■ ■ ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161194 ■ Suite One Hundred Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon ■ Client AG Spanos Companies MILLER Phone 503.246.12501111 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 174 of 198 www.miller-se.com By Ck'd Date Page ENGINEERS R U S4th Floor Level 025ds= 0.092 Wall Line Wind(W),lb Min.W d,lb Seismic(E),lb I 31 0 0 192 Wind Uplift(U)= 0 psf 111 Load from 31,lb 0 0 288 sr Floor Depth(F3)= 0.00 O Load from 31,lb 0 0 285 2nd Floor Depth(F2)= 0.00 ft Total.lb 0 0 765 Segment l Segment 2 Segment 3 Segment4 Segment 5 Total Lo: I Overall Sng.(Lo),ft 4.00 4.50 31 Wall Height(H1),ft 10.75. 31 Well Height(N2).1. 10.75 31 Wall Heigh((53),fl 10.75 1111 Trib.1,tt 0.00 Tdb.2,ft 0.00 Trib.3,11. 0.00 Rtn.Load 5 Tdb.I Weight(Ronw),),pof st 15.0.0 0 Tdb.2 Weight(UW),psf 27.00 Trib.3 Weight(Mw).Psi 27.00 Wali Weight(Ww).psf 8.00 11111 Seismic,air 191 =(19216+285!6+280/6)/4' w/HfW,pit 257 (Includes Mr ratio increases) Mor(Seismic),ft-lb 17447 =(192)0/4%o113)+(28816/4'1n'(H2*H3+F2))+(26516/4.1,oTH1+H2+H3+F2+F3)) Mr(Seismic),1t-Ib 2176 =(Rw'Tn'6.to(AV'Trib.2+Mw'TNr.3+W6)'(H1+H2+613))'(1)"2/2+RL'Lo HD(Seismic),lb 4085 =(MW-(0.6-0.092)'Mr)/Lo Holdown Capacity,lb 5000 HD Type: 6 15/32'APA Rated Sheathing 111 Shear critics(,pit: 257 Seg.1:'E'=10tl At 6=o.0 edges,12'os.fieldHD critical,lb: 4085 e 40%increase for wind? No Sheathing Layers Single . Concrete Anch.? Yes Wall Type: E Holdown Types: Wall Capacity,p6 310 Seg.1:'6'=0-5k Controlling HD Type: 6 1111 Holdown Capacity,lb 5000 3x Members req. No 4th Floor Level 02640=l 0.092 . Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb 32 0 0 610 Wind Up05(U)= 0 psf Load from 32,lb 0 0 916 3rd Floor Depth(F3)= 0.00ft Load from 32.lb 0 0 907 2nd Floor Depth(F2)= 0.00 ft . Total,lb 0 0 2433 Segment l Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: Overall Seg.(Lo),ft 6.00 6.00 32 Wall Height(61),ft 10.75 . 32 WWI Height(H2),IL 10.75 32 Wall Height(H3),ft 10.75 Trib.1,il: 6.00 Tab.2,ft 6.00 . Tdb.3,0 6.00 RM.Load(RL),lb 200 Tdb,1 Weight(R.),psf 15.00 Trib.2 Weight(Ow),psf 27.00 . Trib.3 Weight(Mw).psf 2740 Wall Weight(Ww),pal 8.00 Seismic,pit 406 =(610)0+90716+91616)/6' . Mm(Seismic),ft-lb 55502 =(61015/6'Lo'H3)+(916lb/e'4o'(H2+H3+F2))+(90716/8.1.e(H1+H2+H3+F2+F3)) Mr(Seismic),0-)0 11768 =(RW'Tnb.1+Uw'Tn'6.2oMw'TdO.30 Ww'(61t+H2+H3))'(Lo)"22*RL'Lo HD(Seismic),lb 8256 =(Mot-(0.641.092)'Mi2/Lo Holdown Capacity,lb 10000 1111HDType: 7 15/32'APA Rated Sheathing Shear critical,p0: 406 Sen.1:'F=1Od At d`c.c.edges,12^oz.field HD critical,lb: 8258 . e 40%increase for wind? No Sheathing Layers Single Concrete Arch.? Yes Wag Type: F Holdown Types: . Wag Capacity,Of 460 ContSeg.i:'T S.10)0 Controlling HD Type: 7 Holdown Capacity.lb 10000 3x Members reg. Yes ■ 1111 U ■ is U 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 Art Suite One Hundred Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon Client AG Spanos Companies r MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395 • ELD ARL 9.28.2017 175 of 198 www.miller-se.com By Ck'd Date Page 1111 ENGINEERS S S S 3rd Floor Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb 23 0 0 2122 Wind Uplift(U)= 0.00 psf Load born 23,lb: 0 0 16924 3rd Fir Depth(Fd)= 0.00 ft Total,ib: 0 0 19046 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: Overall Seg.(Lo),ft: 30.00 30.00 I 23 Wall Height(H1),8: 10.75 23 Wall Height(H2),ft 10.75 Tdb.1,R 0.00 TM.2,ft: 7.50 RM.Load(RL),Ib: 0 Tdb.1 Weight(Rw),psi 15.00 Trib.2 Weight(Uw).pst: 81.00 Wall Weight(Ww),psf. 16.00 Seismic,pit. 635 =(212210+1092416)/30' Hfloor Mm(Seismic),ft-lb: 590745 =(21221b/30 1.142)+11692415/30'11_01(H1+1-12+Fd)) Mabove Mr(Seismic),ft-Ib: 428175 =(Rw'Tnb.1+Uw'TOO.2+Ww1(H1+H2))1(Lo)^2/2+RL'Lo HD(Seismic),Ib: 12441 =(Mot-(0.6-0.092)'Mr)/Lo Holdown Capacity,Ib: 15000 HD Type: e 15/32"APA Rated Sheathing Shear critical,plf: 635 Seg.1:'11'.10d At 2-.0.edges,12"o.c.field HD critical,Ib: 12441 40%increase for wind?: No Sheathing Layers: Single Concrete Anch.? Yes Wall Type: H Holdown Types: Wall Capacity,pit 770 Seg.1:'6'=10-15k Controlling HD Type: 8 Holdown Capacity,lb: 15000111/ 3x Members req.: Yes 3rd Floor Level D.2Sds=I 0.092 i Wall Line Wind(W),lb Min.Wind,lb Seismic(E).lb 5 24 0 0 942 Wind Uplift(U)= 0 psf Load from 24,Ib: 0 0 7507 3rd Fir Depth(Fd)= 0.00 ft Total,ib: 0 0 8449 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: Overall Seg.(Lo),ft 15.17 15.17 I 24 Wall Height(H1),h: 10.75 24 Wall Height(H2),ft 10.75 Tdb.1,ft 6.00 1111 Tdb.2,00: 12.00 Rtn.Load(RL),Ib: 200 Tdb.1 Weight(Rw),pet: 15.00 5 Tdb.2 Weight(Ow),psf: 81.00 Wall Weight(Ww),psf: 16.00 Seismic,pit 557 =(94216+750716)/15.17 Hfloor 111 Mre(Seismic),ft-lb: 262005 =(94210/15.17'Lo'H2)+(75071b/15.17''Lc'(H1+H2+Fd)) Mabove Mr(Seismic),ft-Ib: 164743 =(19w'T96.1+Uw Tn't,2+Ww'(Hf+H2))'(Lo)^22+RLYo HO(Seismic).Ib: 11757 =(Mot-(0.6-0.092)'Mr)/Lo Holdown Capacity,Ib: 15000 HD Type: 8 15/32'APA Rated Sheathing Shear critical,plO 557 Seg.1:'0'=10d At 3"o.s.edges,12'o.s.field 5 HD critical,Ib: 11757 140%increase for wind?: No Sheathing Layers: Single Concrete Anch.? Yes 1111 Wall Type: 0 Holdown Types: Wall Capacity.pit. 600 Seg.1:'8'=10.15k Controlling HD Type: 8 Holdown Capacity,Ib: 15000 3x Members req.: Yes S S U U 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 i Suite One Hundred Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon Client AG Spanos Companies MILLER Phone 503.246.1250 5 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 176 of 198 www-miller-se-com By Ck'd Date Page ENGINEERS U ■ III3rd Floor Level 0.2Sds= 0092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb . all i 25 0 0 942 Wind Uplift(U)= 0 psf Load from 25,ID: 0 0 7507 3rd Fir Depth(Fd)= 0.00 ft Total,ib: 0 0 6449 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: Overall Seg.(Lo),ft: 15.171111 15.17 25 Wall Height(H1),17 10.75 25 Wall Height(H2),ft: 10.75 Trib.1,It: 6.00 a Trib.2,ft: 12.00 Rtn.Load(RL),IS: 200 Trib.1 Weight(Rw),est 15.00 III Trib.2 Weight(Uw),psf: 81.00 Wall Weight(Ww),psi 16.00 Seismic,pit 557 =(94215+750715)115.17' HOoor a Mc,(Seismic),ft-Ib: 262005 Mr(Seismic),ft-Ib: 164743 =(942/b/15.17 l_o.H21+(750716/15.17'Lo'(Hl oH2+Fd)) Mabove =(Rw'Teri.1+Uw'Trib.2+Ww'(H1+H2))'(Lo)"2/2+RL'Lo HD(Seismic),lb: 11757 =(Mot-(0.6-0.092)'Mr)/Lo Holdown Capacity,IS: 15000 U HD Type: 8 15/32'APA Rated Sheathing Shear critical,plt 557 Seg.1:'G'=104 At 3"o.c.edges,12"0.0.field a HD critical,Ib: 11757 :40%increase for wind?: No Sheathing Layers: Single Concrete Anch.? Yes illWall Type: G Holdown Types: Wall Capacity,pit600 Seg.1:'8'=10-15k Controlling HD Type: 8 Holdown Capacity,lb: 15000 a3x Members req.: Yes 3rd Floor Level 0.2Sds=1 0.092 I a I Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb 26 0 0 2565 Wind Uplift(U)= 0 psf Load from 26,Ib: 0 0 20452 3rd Fir Depth(Fd)= 0.00 ft Total,lb: 0 0 23017 IIII Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total La: Overall Seg.(Lo),ft: 35.25 35.25 26 Wall Height(H1),ft 10.75 26 Wall Height(H2),ft 10.75 a Trib.1,ft 0.00 Trib.2,ft: 5.00 Rtn.Load(RL),IS: 200 111 Trib.1 Weight(Rw),pet 15.00 Trib.2 Weight(Uw),pot 81.00 Wall Weight(Ww),psf. 16.00 Seismic,pIF. 653 =(2565 lb+2045216)135.25' 111 Hfloor Mol(Seismic),fl-Ib: 713908 =(25 65 16/30.25•Lo'H0)*(20452 ib/35.25"Lo'(H7+H2+Fd)) Mabove Mr(Seismic),ft-lb: 472390 =(Rw'Mb.1+Uw'Tnb,2+Ww'(H1+H2))'(Lo)"22+RL'Lo HD(Seismic),IS: 13445 =(Mot-(0.60.092)14r)/Lo FA Holdown Capacity.IS: 15000 HD Type: 8 15/32'APA Rated Sheathing Shear critic 1,plf: 653 Seg.1:'H'=104 At 2"o.c,edges,12"o.c.field HD critical,Ib: 13445 ,40%increase for wind?: No Sheathing Layers: Single a Concrete pitch.? Yes Wali Type: H Holdown Types: Wall Capacity,pit 770 Seg.1:8 010-156 Controlling HD Type: B III Holdown Capacity,lb: 15000 3x Members req.: Yes a a a a II III r 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 • OAS Suite One Hundred Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon r Client AG Spanos Companies MILLERIII Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 177 of 198 www,miller-se.com By Ck'd Date Page ■ ENGINEERS a U U 3rd Floor Levet 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb 27 0 0 2466 Wind Uplift(U)= 0 psf 5 Load from 27,lb: 0 0 19668 3rd Fir Depth(Fd)= 0.00 ft Total,lb: 0 0 22134 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total La: Overall Seg.(Lo),ft 35.25 35.25 I 27 Wall Height(H1),ft 10.75 • 27 Wall Height(H2),ft 10.75 Trib.1,ft 0.00 Trib.2,ft: 11.50 Rm.Load(RL).Ib: 200 Trib.1 Weight(Rw),pst 15.00 Trib.2 Weight(Uw),pet 81.00 Wall Weight(Ww).pst 16.00 Seismic,pit: 628 =(2456lb+1956819)/35.25' Hfloor Mm(Seismic),ft-1N666539 =(2466 lb/35.25'Lo1-12)+(1966816/35.25"La'(H1+H2+Fd)) Mabove Mr(Seismic),8-Ib: 799494 =(Rw Trib.1+Uw"Trib.2+Ww"(H1+H2))'(Lo)"22+RL'Lo HD(Seismic),Ib: 7954 =(Mot-(0.6-0.092)1Ar)/Lo Holdown Capacity.Ib: 10000 HD Type: 7 11/1 15/32'APA Rated Sheathing Shear critical,plf: 628 Seg.1:'H"=104 At 2"o.c.edges,12"o.e.field HD critical,lb: 7954 .40%increase for wind?: No Sheathing Layers: Single Concrete Anch.? Yes Wall Type: H Holdown Types: Wall Capacity.pIF. 770 Seg.1:7,5-15k Controlling HD Type: 7 Holdown Capacity.Ib: 10000 ■ 3z Members req.: Yes 3rd Floor Level 0.2Sds=1 0.092 I r Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb 5 I 28 0 0 2405 Wind Uplift(U)= 0 psf Load from 28,lb: 0 0 19177 3rd Fir Depth(Fd)= 0.00 ft Total,lb: 0 0 21582 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: 5 Overall Seg.(Lo),ft 35.33 35.33 28 Wall Height(1-11),5: 10.75 28 Wall Height(H2),ft 10.75 ■ Trib.1,ft 0.00 Trib.2,ft: 11.50 8%.Load(RL),19: 200 Trib.1 Weight(Rw),est 15.00 5 Trib-2 Weight(Uw),psf: 81.00 Wall Weight(Ww).pot 16.00 Seismic,pit: 611 =(24051b a 19177113)/35.33' Honor111 Mm(Seismic),ft-Ib: 669444 =(2405 lb/35.33'LoH12)+(191771b/35.33"Lo'(H1+H2+Fd)) Mabove Mr(Seismic),ft-Ib: 803262 =(Rw"Trib.1+Uw.Trib.2+Ww"(H1+H2))"(Lo)"272+RL"Lo HD(Seismic),IS: 7398 =(Mat-(0.6-0.092)'Mr)/Lo Holdown Capacity,ib: 10000 HD Type: 7 15132"APA Rated Sheathing Shear critical,pit: 611 Seg.1:71'=10d At 2"e.c.edges,12"o.c.field HD critical,ib: 7398 40%increase for wind?: No Sheathing Layers: Single 111Concrete Anat.? Yes, Wall Type: H Holdown Types: Was Capacity,pit 770 Seg.1:7'=5-106 Controlling HD Type: 7 ■ Holdown Capacity,ib: 10000 30 Members req.: Yes I ■ S a U 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 Suite One Hundred ■ Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon 111 Client AG Spanos Companies MILLER Phone 503.246.1250 r CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 178 of 198 www.miller-se.com By Ck'd Date Page 1111ENGINEERS S II la3rd Floor Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E).lb . I 29 0 0 85 Wind Uplift(U)= 0 psf 0 679 Load from 29,Ib: 0 3rd Fir Depth(Fd)= 0.00 ft Total,IN 0 0 764 Segment 1 Segment 2 Segment 3 Segmen14 Segment5 Total Lo: aOverall Seg.(Lo),ft: 4.00 4.00 29 Wall Height(H1).ft: 10.75 29 Wall Height(H2),ft 10.75 Trib.1,ft: 0.00 IITdb.2,0: 0.00 Rm.Load(RL),Ib: 200 Trib.1 Weight(Rw),psf: 15.00 . Tdb.2 Weight(Uw),psf: 81.00 Wall Weight(Ww).pst 16.00 Seismic,pit: 191 =(851b+67916)14' wl H/W,pH: 257 (includes lute ratio increases) Hftoor . Mon(Seismic),ft-lb: 23704 =(85 lb/4'Lo'H2)+(679/b/4'Lo'(H7+H2+Fd)) Mabove Mr(Seismic),fl-lb: 3552 =(Rw'Tdb.1+Uw.Trib.2*Ww'(H1+H2))'(Lo)^2l2+RL'Lo HD(Seismic),Ib: 5475 =(Met-(0.6-0.092)'Mr)/Lo Holdown Capacity,Ib: 10000 ■ HD Type: 7 15132'APA Rated Sheathing Shear critical,ptf: 257 Seg.1:'E=104 At 6'o.c.edges,12"o.c.field . HD critical,Ib, 5475 .40%increase for wind?: No Sheathing Layers: Single Concrete Anch.7 Yes ■ Wall Type: E Holdown Types: Wall Capacity,pH: 310 Seg.1:7'=5-10k Controlling HD Type: 7 Holdown Capadly,Ib: 10500 III 30 Members req.: No 3rd Floor Level 0.2Sds=I 0.092 1 . I Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb 30 0 0 95 Wind Uplift(U)= 0 psf Load from 30,Ib: 0 0 759 3rd Fir Depth(Ed). 0.00 ft Total,Ib: 0 0 854 al Segment l Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: OvereO Seg.(Lo),ft 4.05 4.00 30 Wall Height(H1),ft: 10.75 30 Wall Height(H2),ft 10.75 III Tdb.1,ft: 0.00 Trib.2,ft: 0.00 Rm.Load(RL),Ib: 200 . Trib.1 Weight(Rw),psf. 15.00 Trib.2 Weight(Uw),psf. 81.00 Wall Weight(Ww),psf. 16.00 Seismic,pit 214 =(9516+75915)/4' aw/HAW,pit288 (includes 1Uw ratio increase) HOoor Mor(Seismic),ft-Ib: 26499 =(95/5/4 Yo112)+(7591b/4"Lo'(H1+H2+Fd)) Mabove Mr(Seismic),ft-Ib: 3552 =(Rw'Td6.1+Uw'Mb.2+Ww yH1+H2))1L4^211+RL'Lo HD(Seismic),Ib: 6174 =(Mot-(0.6-0.0921Mr)/Lo SIHoldown Capacity,Ib: 10000 HD Type: 7 15/32'APA Rated Sheathing . Shear critical,pif: 2178 Seg.1:'E'=10d At 6"ex.edges,12"o.0.field HD critical,W: 6174 .40%increase for wind?: No Sheathing Layers, Single ■ Concrete Anch.? Yes Wall Type: E Holdown Types: Wall Capacity,pH: 310 Seg.1:7'=5-10k Controlling HD Type: 7 IIHoldown Capacity,IS: 10000 3x Members req.: No ■ a NI II ■ IN ✓ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161194 III all Suite One Hundred Portland,OR 97219 I. Location 8900-9000 SW Oak St.,Tigard, Oregon III Client AG Spanos Companies 111 Phone Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 179 of 198 w. wwmiller-se.com By Ck'd Date Page III ENGINEERS a a s 3rd Floor Level 0.2Sds= 8.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb 31 0 0 96 Wind Uplift(U)_ 0 psf ■ Load born 31,lb: 0 0 765 3rd Fir Depth(Fd)= 0.00 8 Total,ib: 0 0 861 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: Overall Seg.(Lo).IL 4.00 4.00 1 S 31 Wall Height(H1),ft 10.75 31 Wall Height(H2),ft 10.75 nib.1,ft 0.00 -� Trib.2,ft: 0.00 Rtn.Load(RL),Ib: 200 Trib.1 Weight(Rw),psi: 15.00 Trib.2 Weight(Uw),psi 81.00 ■ Wall Weight(Ww),psi: 16.00 Seismic,plf: 215 =(9615+765114/4' w/81W,pit 289 (includes hA ratio increases) H0oor ■ Mm(Seismic),ft-Ib: 26703 =(96/b/4'Lo112)+(765Ib/4"Lo'(H1+H2+Fd)) Mabove Mr(Seismic),ft-lb: 3552 =(Re,-Tn'b.1+lie'Mb.2+Ww'(Ht+H2))'(Lo)^2/2+RL'Lo HD(Seismic),Ib: 6225 =(Mot-(0.6-0,092)'Mr)lto Holdown Capacity,Ib: 10000 ■ HD Type: 7 15/32'APA Rated Sheathing Shear critical,1st 289 Seg.1:'F=106 At 6"0.0.edges,12"o.n.field HD critical,6: 6225 40%increase for wind?: No Sheathing Layers: Single Concrete Anch.? Yes Wall Type: E Holdown Types: Wall Capacity.pg: 310 Seg.1:7'=5-10k Controlling HD Type: 7 Holdown Capacity,b: 10000 30 Members req.: No 3rd Floor Level 0.2Sds=1 0.092 1 Wag Line Wind(W),lb Min.Wind,lb Seismic(E),lb 32 0 0 305 Wind Uplift(U)= 0 psf Load from 32,Ib: 0 0 2433 3rd Fir Depth(Fd)= 0.00 ft Total,lb: 0 0 2738 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: Overall Seg.(Lo),ft 6.00 6.00 32 Wall Height(H1),ft: 10.75 32 Wall Height(H2),ft 10.75 Tdb.1,10 6.00 Trib.2,ft: 6.00 RM.Load(RL),Ib: 200 Trib.1 Weight(Rw),psf: 15.00111 Trib.2 Weight(1.1w),pst: 81.00 Wall Weight(Ww),psi: 16.00 Seismic,pg: 456 =(30510 0 24331b)/ Hfloor Mon(Seismic),ft-lb: 84936 =(305/b/8'Lo'H2)+(2433 Ib/6'1o'(H1+H2+Fd)) Mabove Mr(Seismic),ft-Ib: 17760 =(Re'Trib.1+11w'Trib.2+Ww1H1+H2))'(Lo)^2/2+RL'Lo HD(Seismic),in 12652 =(Mot-(0.6-0.092)'Mr)/Lo Holdown Capacity.Ib: 15000 HD Type: 8 15/32'APA Rated Sheathing Shear critical,plt 456 Seg.1:T.=10d At 4"o.e.edges,12-0.0.field HO critical,l6: 12652 40%increase for wind?: No Sheathing Layers: Single Concrete Anch.? Yes Wall Type: F Holdown Types: Wall Capacity,plt 46D Seg.1:IC 010-15k Controlling HD Type: B Holdown Capacity,Ib: 15000 30 Members req.: Yes U i r ■ ■ a ✓ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161194 Suite One Hundred all L Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon Client AG Spanos Companies MILLER Phone 503.246.1250 a CONSULTING Fax 503.246.1395 ByELD Ck'd ARL Date 9.28.2017 Pae 180 of 198 www.miller-se.com g ENGINEERS a U i Building B Shearwalls 33-39 Shearwall Design #of Shearwall Levels:3 Sheathing Thickness 15/32 in I Typical Sheathing Naffing: 10d Nails (uno) I Wall (IBC 2306.3) Shearwalls In Use I Capacity(p8) ■ Load Combination: Basic Load Combination: 0.6D+0.7E;0.6D+W Structure Information: ■ Wall Wt.(W w)= 8.00 psf Wall Type E:15/32'APA Rated Sheathing w/10d At 6'c.o.edges,12'o.c.field 310 Roof WL(Rw)= 15.00 psf Wall Type F:75/32'APA Rated Sheathing w/10d At 4'o.c.edges,12'o.c.field 460 Rod Wall Height= 10.75 ft Wall Type G:15/32'APA Rated Sheathing w/10d At 3'o.c.edges,12'o.c.field 600 5th Floor Depth= 0.00 ft Wall Type H:15/32'APA Rated Sheathing w/10d At 2"c.c.edges,12'c.c.field 770 la I 5th Floor WL(Uw)= 27.00 psf 5th Floor Wall Height= 10.75 fl 4th Floor Depth= 0.00 ft ■ i 4th Rear WL(Mw)= 27.00 psf 4th Floor Wall Height= 10.75 R Wind Uplift(U)= 0.00 psf 02Sds= 0.13 (ultimate) ■ Roof Wall Line Marks Wand(Ib) Min.Wind(Ib)Seismic(lb) Stacks an: 33 408 33 Seismic Wmd 34 315 34 Simpson Holdown and Anchors in Use;(Verify Fdn.Config.w/Loads Listed in Catalog for Anchor Bolt Types) Capacity(Ib)Capacity(Ib) la38 7285 35 #0 (No Holdown Required) 0 0 38 5345 36 #1 Holdown Type S-5k w/ 5000 5000 37 2260 37 #2 Holdown Type 5-10k w/ 10000 10000 38 2867 38 la39 5116 39 #6 Holdown Type 0-56 w/ 5000 3075 #7 Holdown Type 5-10k w/ 1000D 4040 all #B Holdown Type 10-15k w/ 15000 4470 5th Floor Wall Line Marks Wind(Ib) Min.Wind(Ib)Seisn c(lb) Stacks on: 33 412 33 U 34 319 34 35 7359 35 36 5400 36 37 2283 37 Sill Plate to Concrete Anchorage: 2x plate Sc min.plate . 38 2897 38 5/8 I'dia. anchor capacity(Ib)= 860 1070 39 5167 39 111 Wall Type E:0.625'dia.anchors spaced at 48'o.c. 48"o.c. 4th Floor Wall Line Marks Wind(Ib) Min.Wind(lb)Seismic(Ib) Wall Type F:0.625'die.anchors spaced at 36'c.c. 45"o.c. la34 274 Wall Type G:0.625"dia.anchors spaced at 3x req. 34'o.c. ' 34 212 Wall Type H:0.625"dia.anchors spaced at 3x req. 27'o.c. 35 4906__ 36 3599 . 37 38 1522 1931 39 3445 w - (anchor spacing based from values from NDS using hernfir end a 1.6 duration increase) ■ Roof Level Holdown to: floor below (PL 1/4x3c0-3'required) al ■ i O .. ■ II • ✓ ✓ r III 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 . as Suite One Hundred Portland,OR 97219 MbLocation8900-9000 SW Oak St.,Tigard, Oregon • Client AG Spanos Companies II MILLER phone 503.246.1250 CONSULTING Fax 503.246.1395 ELDARL 9.28.2017 181 of 198 www.miller-se.com By Ckd' Date Page III ENGINEERS I ■ S Roof Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb 33 I 0 I 0 I 408 I Wind Uplift(U)=1 0 Ipsf S Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total L,ft: Overall Seg.(Lo),ft: 4.00 4.00 I 33 Wall Height(H1),ft: 10.75 5 Trib.1,ft: 0.00 Rio.Load(RL),IS: 200 Trib.1 Weight(Rw),pst 15.00 5 Wall Weight(Ww),psi: 8.00 Wind,pit 0 =01b/4' MOT(Wind),ft-Ib: 0 =(015/4`Lo'H1)+(0 pst`Trio.1"(Lo)"22) III (Wind),ft-Ib: 1488 =(Trib.1`Rw+Hl-Ww)"(Lo)"212+RL"Lo HD(Wind),IS: -223 =(Mot-0.6"Mr)/Lo Holdown Capacity,lb: 0 HD Type: 0II Minimum wind load,pit 0 =015/4' Mm(Min.Wind),ft-Ib: 0 =(0 lb/4'Lo"H1) Mr(Min.Wind),ft-Ib: 1488 =(Trib.1"Rw+Ht"Ww)'(Lo)"22+RL"Lo . HD(Min.Wind),Ib: -223 =(Mot-0.6"Mr)/Lo Holdown Capacity,Ib: 0 HD Type: 0 Seismic,plf: 102 =4081b/4' III w/H/W,plf: 137 (includes h/w ratio increases) MOT(Seismic),ft-Ib: 4386 =(408 lb/4'`Lo"Hl) 0 Mr(Seismic),ft-lb: 1488 =(Tdb.f"Rw+H1"Ww)"(Lo)"212+RLZoIS HD(Seismic),Ib: 908 =(Mot-(0.6-0.092)"Mr)/Lo Holdown Capacity,IS: 5000 HD Type: 1 ■ 15/32"APA Rated Sheathing Shear critical,plf: 137 Seg.1:'E'=10d At 6"o.c.edges,12"ac,field HD critical,Ib: 908 ■ 40%increase for wind?: No Sheathing Layers: Single Concrete Anch.? No Wall Type: E Holdown Types: a Wall Capacity,plf: 310 Seg.1:'1'=0.5k with Controlling HD Type: 1 Holdown Capacity,Ib: 5000 . 3x Members req.: No Roof Level 0.2Sds= 0.092 III Line Wind(W),lb Min.Wind,lb Seismic(E),lb I 34 1 0 I 0 I 315 I Wmd Uplift(U)=I 0 lest Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total L: Overall Seg.(Lo),ft 4.00 4.00 34 Wall Height(H1),ft: 10.75 Trib.1,ft: 0.00 Rm.Load(RL),Ib: 200 ■ Trib.1 Weight(Rw),pst 15.00 Wall Weight(Ww),pst 8.00 Wind,plf: 0 =0lb/4' ■ MOT(Wind),ft-Ib: 0 =(015/4"Lo`H1)+(0 psf`Trib.1`(Lo)"22) Mr(Wind),ft-Ib: 1468 =(Trib.1'Rw+Hf"Ww)'(Lo)"22+RL"Lo HD(Wind),IS: -223 =(Mot-0.6"Mr)/Lo III Capacity,Ib: 0 HD Type: 0 Minimum wind load,plf: 0 =016/4' MOT(Min.Wind),ft-ib: 0 =(015/4"Lo`Hf) IIII Mr(Min.Wind),ft-Ib: 1488 =(Trib.1"Rw+H1'Ww)`(Lo)"22+RL"Lo HD(Min.Wind),IS: -223 =(Mot-0.6"Mr)/Lo Holdown Capacity,Ib: 0 111 HD Type: 0 Seismic,p0: 79 =31516/4' w/I-1/W,plt 106 (includes hhv ratio increases) MOT(Seismic),ft-Ib: 3386 =(315 lb/4'"Lo"H1) 0 S Mr(Seismic),ft-Ib: 1488 =(Trib.11Rw+H7"Ww)"(Lo)"22+RL"Lo HD(Seismic),IS: 658 =(Mot-(0X-0.0921'W/Lo Holdown Capacity,Ib: 5000IIII HD Type: 1 15/32"APA Rated Sheathing Shear critical,pH: 106 Seg.1:'E'=10d At 6"o.c.edges,12"o.c.field 5 HD critical,Ib: 858 40%increase for wind?: No Sheathing Layers: Single Concrete Anch.? No II Wall Type: E Holdown Types: Wall Capacity,plf: 310 Seg.1:'1'=0.5k with Controlling HD Type: 1II Holdown Capacity,IS: 5000 30 Members req.: No S ES 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 III One Hundred Portland,OR 97219 Mill Location 8900-9000 SW Oak St.,Tigard, Oregon S Client AG Spanos Companies S MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 182 of 198 www.miller-se.com By Ck'd Date Page ENGINEERS la a r II Roof Level 0.2Sds= 0.092 ■ Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb I 35 1 0 1 0 1 7285 I Wind Uplift(U)=1 0 lest Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total L: U Overall Seg.(Lo),It: 30.50 30.50 35 Wall Height(H1),ft 10.75 Trib.1,ft: 18.00 111Rtn.Load(RL),Ib: 200 Trib.1 Weight(Rw),pst. 15.00 Wall Weight(Ww),psf. 8.00 Wind,pif 0 .01b/30.5' ■ MOT(Wind),ft-Ib: 0 =(0 lb/30.9"Lo'Ht)+(0 ps/'Tn6.1`(Lo)"22) Mr(Wind),ft-Ib: 171685 =(Trib.11R14,+H1"W)`(Lo)"22+RL"Lo HD(Wind),Ib: -3377 =(Mot-0.6"Mr)/Lo . Holdown Capacity,lb: 0 HD Type: 0 Minimum wind load,plt 0 =015/30.5' IIIMon(Min.Wind),ft-lb: 0 =(0 lb/30.5'Lo141) Mr(Min.Wind),ft-Ib: 171685 =(Trib.1'Rw+HPW)'(Lo)^22+RL`Lo HD(Min.Wind),Ib: -3377 =(Mot-0.6'M4/Lo Holdown Capacity,IS: 0 aHD Type: 0 Seismic,p6: 239 =728515/30.5' II MOT(Seismic),ft-lb: 78314 =(7285/6/30.5"Lo Hi) 0 Mr(Seismic),ft-Ib: 171685 =(Trib.1"Rw+H1"W)'(Lo)"22+RL'Lo HD(Seismic),Ib: -292 =(Mot-(0.6-0.092)`Mr)/Lo . Holdown Capacity,Ib: 0 HD Type: 0 15/32"APA Rated Sheathing Shear critical,pH: 239 Seg.1:'E'=10d At 6"o.c.edges,12"c.c.field ■ HD critical,Ib: 0 40%increase for wind?: No Sheathing Layers: Single ■ Concrete Anch.? No Wall Type: E Holdown Types: Wall Capacity,p0: 310 Sag.1:'0'no holdown required ■ Controlling HD Type: 0 Holdown Capacity,lb: 0 3x Members req.: No . Roof Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb I 36 I 0 1 0 I 5345 I Wind Uplift(U)=1 0 /psf 111 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total L: Overall Seg.(Lo),ft: 23.50 23.50 I 36 Wall Height(H1),ft 10.75 ■ Tdb.1,ft: 8.50 Rtn.Load(RL),Ib: 200 Trib.1 Weight(Rw),psf. 15.00 a Wall Weight(Ww),est. 8.00 Wind,pit 0 =0/b/23.5' Mon(Wind),ft-Ib: 0 =(015/23.5`Lo H1)+(0 pot'`Trib.1`(Lo)"22) Mr(Wind),ft-lb: 63653 =(Trib.1'Rw+H1*W)`(Lo)"22+RL-Lo I HD(Wind),Ib: -1625 Holdown =(Mot-0.6'Mr)/Lo Capacity,Ib: 0 HD Type: 0 I Minimum wind load,elf: 0 =015/23.5' MOT(Min.Wind),ft-lb: 0 =(01b/23.5"Lo"111) Mr(Min.Wind),ft-Ib: 63653 =(Tnb.1`Rw+H1'W)'(Lo)^212+RCLo HD(Min.Wind),Ib: -1625 =(Mot-0.6'Mr)/Lo IIIHoldown Capacity,lb: 0 HD Type: 0 Seismic,pit 227 =53451b/23.5' IlMOT(Seismic),ft-Ib: 57459 =(5345 lb/23.5"Lo'H1) 0 Mr(Seismic),ft-Ib: 63653 =(Trib.1`Rw+H1'W)'(Lo)^2/2+RL`Lo I HD(Seismic),lb: 1069 =(Mot-(0.6-0.082)"Mc)/Lo Holdown Capacity,Ib: 5000 HD Type: 1 II Shear APA Rated Sheathing Shear critical,pif: 227 Seg.1:'E'=10d At 6"o.c.edges,12"o.c.field HD critical,IS: 1069 40%increase for wind?: No . Sheathing Layers: Single Concrete Anch.? No Wall Type: E Holdown Types: . Wall Capacity,pif: 310 Seg.1:'1'=0-5k with Controlling HD Type: 1 Holdown Capacity,IS: 5000 30 Members req.: No 1111 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161194 II Art Suite One Hundred Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard,Oregon • Client AG Spanos Companies MILLER r Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.201] 183 of 198 www.miller-se.com By Gk'd DateIII Page ENGINEERS I IN ■ Roof Level 02Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb 11137 0 0 , 2260 I WindUprM(U)=1 0 Ipsf Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total L: Overall Seg.(Lo),ft: 12.50 12.50 I 37 Wall Height(H1),ft: 10.75 Trib.1,ft: 3.00 Rtn.Load(RL),Ib: 200 Trib.1 Weight(Rw),pet. 15.00 ■ Wall Weight(Ww),est 8.00 Wind,pit 0 =0 lb/025' MOT(Wind),ft-Ib: 0 =(0 lb/12.5'Lo"H1)+(0 psf'Trib.1'(Lo)422) III (Wind),ft-lb: 12734 =(nib.I'Rw+H1'Ww)'(Lo)^2/2+RL'Lo HD(Wind),Ib: -611 =(Mot-0.6"Mr)/Lo Holdown Capacity,in 0 ■ HD Type: 0 Minimum wind load,pit 0 =o lb/12.5' MOT(Min.Wind),ft-Ib: 0 =(0lb/12.5'Lo'Hl) Mr(Min.Wind),ft-Ib: 12734 =(Trib.1'Rw+H1"Ww)'(Lo)^22+RL'Lo . HD(Min.Wind),lb: -611 =(Mot-0.61,1r)/Lo Holdown Capacity,IS: 0 HD Type: 0 IIISeismic,pit 181 =2260 lb/12.5' Mar(Seismic),ft-lb: 24295 =(22601b/12.5"Lo'H1) 0 Mr(Seismic),ft-Ib: 12734 =(nib.1`12w+Hl'Ww)'(Lo)"22+RL*Lo 111 HD(Seismic),Ib: 1426 =(Mot-(0.6-0.092)'Mr)/Lo Holdown Capacity,IS: 5000 HD Type: 1 ■ 15132"APA Rated Sheathing Shear critical,pit 181 Seg.1:'E=10d At 6"o.c.edges,12"o.c.field HO critical,Ib: 1426 ■ .40%increase for wind?: No Sheathing Layers: Single Concrete Anch.? No Wall Type: E Holdown Types: III Wall Capacity,pit. 310 Seg.1:'1'=0-58 with Controlling HD Type: 1 Holdown Capacity,Ib: 5000 ■ 3x Members req.: No , Roof Level 0.2Sds= 0.092 ■ Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb I 38 l D I 0 l 2867 I Wind Uplift(U)=1 0 lest Segment I Segment 2 Segment 3 Segment 4 Segment 5 Total L: Overall Seg.(Lo),ft: 14.17 14.17 I III 38 Wall Height(H1),ft: 10.75 Trlb.1,ft: 17.00 Rtn.Load(RL),Ib: 200 ■ Trib.1 Weight(Rw),psf: 15.00 Wall Weight(Ww),pet 8.00 Wind,plf: 0 =01b/14.17' ■ MoT(Wind),ft-Ib: 0 =(0 lb/14.17'Lo H1)+(0 psf"Trib.1'(Lo)^22) Mr(Wind),ft-lb: 37052 =(nib.1'Rw+H1'Ww)'(Lo)^22+RL'Lo HD(Wind),IS: -1569 =(Mot-0.614r)/Lo Holdown Capacity,IS: 0 III HD Type: 0 Minimum wind load,pit: 0 =0lb/14.17' MOT(Min.Wind),ft-Ib: 0 =(01b/14.17'Lo'H1) 5 Mr(Min.Wind),ft-Ib: 37052 =(nib.l`Rw+HI'Ww)`(Lo)^2/2+RL•Lo HD(Min.Wind),IS: -1569 =(Mot-0.6•Mr)/Lo Holdown Capacity,ib: 0III HD Type: 0 Seismic,plf: 202 =2867 lb/14.17' Mor(Seismic),ft-Ib: 30813 =(28671b/14.17"Lo'111) 0 I Mr(Seismic),ft-Ib: 37052 =(Trib.11Rw+Hl`Ww)"(Lo)^22+RL'Lo HD(Seismic),IS: 846 =(Mot-(0.6-0.092)"Mr)/Lo Holdown Capacity,IS: 5000 r HD Type: 1 15132"APA Rated Sheathing Shear critical,pit 202 Seg.1:'E'=10d At 6'o.c.edges,12"o.c.field ■ HD critical,Ib: 846 40%increase for wind?: No Sheathing Layers: Single ■ Concrete Anch.? No Wall Type: E Holdown Types: Wall Capacity,pit. 310 Seg.1:'l'=0-6k with ■ Controlling HD Type: 1 Holdown Capacity,Ib: 5000 3x Members req.: No r 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 III One Hundred 0 Portland,OR 97219 1111Location 8900-9000 SW Oak St.,Tigard, Oregon . Client AG Spanos Companies MILLER Phone 503.246.1250 , S CONSULTING Fax 503.246.1395 ELDARL 9.28.2017 184 of 198 www.milier-se.com By Ck'd Date Page ENGINEERS al 1111 ✓ Roof Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb ■ 39 l 0 0 1.. 5116 i Wind Uplift(U)=I 0 Ipsf Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total L: Overall Seg.(Lo),ft: 21.67 21.67 ■ 39 Wall Height(Hf),R: 10.75 Trib.1,ft: 12.50 Rte.Load(RL),Ib: 200 Trib.1 Weight(Rw),psf: 15.00 ■ Wall Weight(Ww),psf: 8.00 Wind,plf: 0 =0/b/21.67' Mm(Wind),ft-Ib: 0 =(0 lb/21.67"Lo"Hi)+(0 psf*Trib.1`(Lo)^2/2) ■ Mr(Wind),ft-lb: 68530 =(Trib.i'Rw+Hf`Ww}'(Lo)^2/2+RL•Lo HD(Wind),Ib; -1698 =(Mot-0.6•Mr)/Lo Holdown Capacity,Ib: 0 . HD Type: 0 Minimum wind load,plf: 0 =0lb/21.67' Mm(Min.Wind),ft-ib: 0 =(015/21.67•Lo•H1) Mr(Min.Wind),ft-lb: 68530 =(Trib.i`Rw+yi•lNw)`(Lo)^2/2+RL`Lo HD(Min.Wind),Ib: -1698 =(Mot-0.6`M)/Lo Holdown Capacity,Ib: 0 HD Type: 0 ■ Seismic,plf: 236 =511616/21.67' Mo,(Seismic),ft-Ib: 54989 =(5116 lb/21.67'•Lo1H1) 0 a Mr(Seismic),ft-lb: 68530 =(Trib.1'Rw+yf'Ww)"(Lo)^2/2+RL•Lo HD(Seismic),Ib: 931 =(Mot-(0.6-0.092)1Mr)/Lo Holdown Capacity,IS: 5000 ■ HD Type: 1 15!32"APA Rated Sheathing Shear critical,plf: 236 Seg.1:'E'=10d At 6"o.c.edges,12"o.c.field HD critical,Ib: 931 40%increase for wind?: No Sheathing Layers: Single Concrete Anch.? No Wail Type: E. Holdown Types: Wall Capacity,plf: 310 Seg.1:'1'=0-5k with Controlling HD Type: 1 ■ Holdown Capacity,Ib: 5000 3x Members req.: No a a ■ a ■ I a Ia a 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 Suite One Hundred • Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon ✓ Client AG Spanos Companies MILLER 111 Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 185 Of 198 www.miller-se.com By Ck'd Date Page 111 ENGINEERS I ■ a 5th Floor Leval 0.2Sds= 0.092 Wall Line Wind(W).lb Min.Wind,lb Seismic(E),lb I 33 0 0 412 Wind Uplift(U)= 0.00 psf ■ Load from 33,IS: 0 0 408 3rd Fir Depth(Fd)= 0.00 ft Total,lb: 0 0 820 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: 111Overall Seg.(Lo),ft: 4.00 4.00 I 33 Wall Height(H1),It 10.75 33 Wall Height(H2),ft 10.75 Trib.1,ft: 0.00 Diaphragm amp 1.16 III Rtn. ft: 0.00 vc 285 plf Rtn.Load(RL),Ib: 200 119 pIf Trib.1 Weight(Rw),psi: 15.00 No collector req'd Trib.2 Weight(Ow),psi: 27.00 ■ Wall Weight(Ww),psi: 8.00 Wind,pH: 0 =(O1b+016)/4' Mon(Wind),ft-lb: 0 =(016/4"Lo'H2)+(0lb/4"Lo"(H1+H2+9d))+(0 psOTn71.1"(Lo)^22) IIIMr(Wind),ft-M: 2176 =(Rw'7,16.1+Uw"Trib.2+Mc 1H1+H2))'(Lc)^2/2+RL"Lo HD(Wind),Ib: -326 =(Mot-0.6'64/10 Holdown Capacity,lb: 0 HD Type: 0 Minimum wind load,pIF. 0 =(015+0113)/4' III Mon(Min.Wstd).ft-Ib: 0 =(01b/4"Lo"H2)+(0 lb/4"Lo"(Hl+H2+Fd)) Mr(Min.Wind),ft-ib: 2176 =(Rw.Trib.In Uw Trib.2+Ww1H7+H2))'(Lo)^2/2+RL"Lo illHD(Min.Wind),Ib: -326 =(Mot-0.614r)/Lo Holdown Capacity,Ib: 0 HD Type: 0 Seismic,pit 205 =(412 lb+408 lb)/4' w/144W,pit 275 (includes h/w ratio increases) III Mon(Seismic),ft-Ib: 13201 =(41215/4 Yo3H2)+(40816/4'`Lo"(H1+H2+Fd)) Mr(Seismic),04b: 2176 =(Rw`Trib.1+Uw'Trib.2+Ww"(H70H2))`(Lo)^22+RLYo HD(Seismic),lb: 3024 =(Mot-(0.6.0.092)14)/Lo ■ Holdown Capacity,It 5000 HD Type: 1 15132'APA Rated Sheathing Shear critical,pH: 275 Seg.1:'5'0104 At 6"os.edges,12"o.c.field HD critical,ib: 3024 :40%increase for wind?: No Sheathing Layers: Single Concrete Antro.? No . Wag Type: E Holdown Types: Wall Capacity,pH: 310 Seg.1:'I'=0.5k with Controlling HD Type: 1 . Holdown Capacity,IS: 5000 30 Members req.: No 5th Floor Level 0.2Sds=1 0.092 i ■ Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb 34 0 0 319 Wind Uplift(U)= 0 psi Load from 34,ib: 0 0 315 3rd Fir Depth(Fd)= 0.00 5 Total,lb: 0 0 634 II Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: Overall Seg.(Lo),ft 4.00 4.00 I 34 Wall Height(H1),ft 10.75 . 34 Wall Height(H2),ft 10.75 Tdb.1,ft 0.00 Diaphragm amp 1.16 Trib.2,ft 0 - vc 285 plf IIIRIO.Load(RL),Ib: 200 0 93 pIf Trib.1 Weight(Rw),psi: 15.00 No collector req'd Trib.2 Weight(Uw),pot. 27.00 Wall Weight(Ww),psi: 9.00 IIIWind,pit 0 =(01b+016)/4' MDT(Wind),ft-Ib: 0 =(0 ib/4'Lo'H2)+(016/4'Lo'(H1+H2+Fd))+(Ops1131b,i'(Lo)"22) Mr(Wind),ft-Ib: 2176 =(Rw"Trib.1+Uw'Trib.2+Ww 7H1412))'(Lo)^22+RL'Lo HD(Wind),Ib: -326 =(Mot-0.6441)/Lo ■ Holdown Capacity,Ib: 0 HI)Type: 0 Minimum wind load,pit 0 =(016+01b)/4' III Mor(Min.Wind),ft-Ib: 0 =(0 lb/4'Lo"H2)+(016/4'Lo'(H1+H2+F(9) Mr(Min.Wind),ft-Ib: 2176 =(Rw"Trib.1+the"705.2+Ww1H1+H2))"(Lo)^2/2+RL`Lo HD(Min.Wind),Ib: .326 =(Mot-0.6140/Lo Holdown Capacity.lb: 0 III Type: 0 Seismic,pH: 159 =(319 lb+3151b)/4' w/H/W,pit. 214 (includes h/w ratio increases) Mc,(Seismic),ft-Ib: 10202 =(3(91b/4'Lo'H2)+(31516/4'`Lo`(H1+H2+Fd)) IIII Mr(Seismic),ft-Ib: 2176 =(Rw Tdb.1+Uw'Tdb.2+few"(H1+H2g'(Lo)^22+RL`Le HD(Seismic),Ib: 2274 =(Mot-(0.6.0.092)10/1.0 Holdown Capacity,IS: 5000 ■ HD Type: i 15/32"APA Rated Sheathing Shear critical,pit 214 Seg.1:'E'=10d At 6"e.n.edges,12"o.o.field HD critical,Ib: 2274 1111 :40%increase for wind?: No Sheathing Layers: Single Concrete Ando? No Wag Type: E Holdown Types: III Capacity,pH: 310 Seg.1:'1'=0.55 with Controlling HO Type: 1 Holdown Capacity,Ib: 5000 3o Members req.: No . 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161194 Art Suite One Hundred III Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon 1111 Client AG Spanos Companies MILLER Phone 503.246.1250 r CONSULTING Fax 503,246.1395 ELD ARL 9.28.2017 186 of 198 www.miller-se.com By Ck'd DatePage IIIENGINEERS I U III5th Floor Level 0.25ds= 0.092 Wall Line Wind(IN),lb Min.Wind,lb Seismic(E),lb S I 35 0 Load from 35,Ib: 0 0 0 7359 Wind Uplift(U)= 0 psf 7285 3rd Fir Depth(Fd)= 0.00 ft Total,lb: 0 0 14644 Segment l Segment Segmenta Segment 4 Segment 5 Total Lo: S Overall Seg.(Lo),ft 30.50 30.50 35 Wall Height(H1),ft 10.75 35 Wet Height(H2),ft 10.75 INTrib.1,ft: 18.00 Diaphragm amp 1.16 Trib.2,fl: 3 285 pH Rm.Load(RL),Ib: 200 280 p0' Tib.1 Weight(Rw),psf: 15.00 No collector req'd S Tib.2 Weight(Uw),psf: 27.00 Wall Weight(Ww),psf: 8.00 Wind,pit 0 =(016+015)130.5' Mor(Wind),ft-Ib: 0 =(016/30.5Lo'H2)+(0/b/30.5'Lo'(H1+H2+Fd))+(0 ps1Tn'b.1'(Lo)^22) S Mr(Wind),ft-Ib: 249360 =(Re Trib.1+Uw Tib.20 We,'(Ht*H2))'(Lo)^22+RL'Lo HO(Wind).Ib: -0905 =(Mot-0.6'M4/Lo Holdown Capacity,Ib: 0 HD Type: 0 Minimuma(Min.nd ed-lb:pff 0 =(01b+016)/30.5' Mor(Min.Wind),ft-Ib: 0 =(0/b/30.5'0'H2)+(0 lb/30.5%o'(H1+H2+Fd)) Mr(Min.Wind),ft-Ib: 249360 =(Re'Tdb.1+Uw'Tnb.2+We''(H1+H2))^(Lo)^2/2+RL'Lo S HO(Min.Wind),IS: -4905 =(Mot-0.6'M)/Lo Holdown Capacity,Ib: 0 HD Type: 0 Seismic,plf: 480 =(7359 15+728516)/30.5' ■ Mor(Seismic),ft-I10: 235737 =(7359 16/30.5 1.o'H2)+(7285 lb/30.5'Lo'(H1+H2+Fd)) Mr(Seismic),9-I5: 249360 =(Re''Trib.1+Uw'nib.2+We,'H1+H2))'(Lo)^212+RL'Lo HD(Seismic),IS: 3576 =(Mot-(0.6-0.092)'M4/Lo SHoldown Capacity,Ib: 5000 HD Type: 1 15/32^APA Rated Sheathing S Shear 0011001,pit: 480 Seg.1:'G'=1Dd At 3"co.edges,12^e.c.geld HD critical,lb: 3576 :40%increase for wind?: No Sheathing Layers: Single S Concrete Anch.? No Wall Type: G Holdown Types: Wall Capacity,pit 600 Seg.1:'1'=0.5k with Controlling HD Type: 1 IIIHoldown Capacity,Ib: 5000 3x Members req.: Yes S 5th Floor Level 0.2000=1 0.092 I Wall Line Wind(W),lb MM.Wind,lb Seismic(E),lb 36 0 0 5400 Wind Uplift(U)= 0 psf Load horn 36,Ib: 0 0 5345 3rd Fir Depth(Fd)= 0.00 ft S Total,Ib: 0 0 10745 Segment 1 Segment2 Segment 3 Segment 4 Segment 5 Total Lo: Overall Seg.(Lo),ft 23.50 23.50 I 36 Wall Height(H1),ft 10.75 IN36 Wall Height(H2),ft: 10.75 Tib.1,ft: 8.50 Diaphragm arn5 1.16 Tib.2,ft: 3 VC 285 pli S Rm.Load(RL),IS: 200 0 267 pU Tib.1 Weight(Re),psf. 15.00 No collector reed Tib.2 Weight(Uw),ask 27.00 Wall Weight(Ww),psf: 8.00 S Wind,plt 0 =(0/b+016)/23.5' Mor(Wind),Rob: 0 =(0 lb 23.5'Lo'H2)+(0 Ib 23.5'LotH1+H2+Fd))+(0pol'Trib.1'(Lo)^22) Mr(Wmd),ft-Ib: 109766 =(Rw*Tab.1+Uw'Tdb.2+Ww 1H1+H2))^(Lo)^22+RLLo HO(Wind),Ib: -2803 =(Mot-0.6^M)/Lo IIIHoldown Capacity,Ib: 0 HD Type: 0 Minimum wind load,pit. 0 =(01b+01b)/23.5' S Mor(Min.Wind),ft-Ib: 0 =(0/623.52o'H2)+(01623.5'Le'(Hf+H2+Fd)) Mr(Min.Wind),ft-Ib: 109766 =(Re'Tnb.1+Uw 7db.2+Ww'(H1+H2))'(Lo)^22+RL'Lo HD(Min.Wind),Ib: -2803 =(Mot-0.6'M)/Lo Holdown Capacity,Ib: 0 IIIHD Type: 0 Seismic,pit. 457 =(5400 lb+534516)/23.5' Mor(Seismic),ft-lb: 172968 =(54 00 15/23.5'La'/42)0(5345/6123.5''Le'(Hl+H2+Fd)) 111 Mr(Seismic),ft-Ib: 109766 (Re'Tnb.1+Uw'inb.2+Ww'(H1+H2))'(La)^22+RC'Lo HD(Seismic),Ib: 4986 =(Mot-(0.6-0.092)10/Lo Holdown Capacity,Ib: 5000 S HD Type: 1 15/32'APA Rated Sheathing Shear critical,plf: 457 Seg.1:'P=100 At 4"o.e.edges,12"0.0.field HD critical,Ib: 4988 S :40%increase for wind?: No Sheathing Layers: Single Concrete Anch.? No 5 Wall Type: F Holdown Types: Wall Capacity,pit 460 Seg.1:'1'=0-5k with Controlling HD Type: 1 Holdown Capacity,Ib: 5000 S3x Members req.: Yes 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161194 la 11111 Suite One Hundred Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon Client AG Spanos Companies MILLER S Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 187 of 198 www.miller-se.com By Ck'd Date Page S ENGINEERS I I 5th Floor Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb I 37 0 0 2283 Wind Uplift(U)= 0 psi . Load from 37,lb: 0 0 2260 3rd Fir Depth(Fd)= 0.00 ft Total,lb: 0 0 9543 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Los Overall Seg.(Lo),ft 12.50 12.50 I ■ 37 Wall Height(H1),ft 10.75 37 Wall Height(1-12),ft 10.75 Trib.1,it 3.00 Diaphragm amp 1.16 III b.2, 3.00 VC 285 p7 Rm.Load(RL),lb: 200 212 Of Trib.1 Weight(Rw),pst 15.00 No collector req'd Trib.2 Weight(Uw),psi: 27.00 ■ Wall Weight(Ww),pst 8.00 Wind,pit 0 =(Oro+0/6)/12.5' Mon(Wind),ft-lb: 0 =(016/12.51.o"H2)+(016/12.51o"(11+H2+Fd))+(0 ps1"Tdb.1`(Lo)"22) IIMr(Wind),ft-lb: 25781 =(RT w db.1+1.1w*Trill 2+Ww"(H1+H2))"(Lo)^2/2+RL'Lo HD(Wind),lb: -1237 =(Mot-0.6`Mr)/Lo Holdown Capacity,lb: 0 HD Type: 0 Minimum wind load,pit 0 =(0/b+016)1t2.5' III Mor(Min.Wind).ft-lb: 0 =(016/12.5"Lo"H2)+(0/6/12.5"Lo"(H1+H2+Fd)) Mr(Min.Wind),ft-b: 25781 =(Rw'Mb.1+Uw"Tab.2+Ww y41+H2))'(Lo)^2/2+RL"Lo HD(Min.Wind),lb: -1237 =(Mot-0.614)/Lo ■ Holdown Capacity,lb: 0 HD Type: 0 Seismic,pit 363 =(228310+226016)/12.5' III Moo(Seismic),ft-lb: 73132 =(228316/12.5 1_61.12.)+(226010/12.5'161(Ht+H2+F(6) Mr(Seismic),ft-lb: 25781 =(Rw`Trib.1+(/w`Trib.2+Ww`(Hf+H2))"(Lo)^22+RL"Lo HD(Seismic),lb: 4803 =(Mot-(0.6-0.092)"4)no III Holdown Capacity,lb: 5000 HD Type: 1 15/32"APA Rated Sheathing Shear critical,plf: 363 Seg.1:'F=10d At 4"o.c.edges,12'o.c.fleld • HD critical,Ib: 4803 40%increase for wind?: No Sheathing Layers: Single Concrete Anch.7 No . Wali Type: F Holdown Types: i Wall Capacity,p8: 460 Seg.1:'1'=0.5k with Controlling HD Type: 1 ■ Holdown Capacity,lb: 5000 3x Members req.: Yes 5th Floor Level 0.2Sds=1 0.092 I ■ Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb 38 0 0 2897 Wind Uplift(U)= 0 psi Load from 38,lb: 0 0 2867 3rd Fir Depth(Fd)= 0.00 9 ■ Total,b: 0 0 5764 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Los Overall Seg.(Lo),ft 14.17 14.17 38 Well Height(H1),ft 10.75 ■ 38 Wall Height(112),ft: 10.75 Trib.1,ft 17.00 Diaphragm amp 1.16 Trib.2,ft 3.50 VC 285 Of illRm.Load(RL),Ib: 200 v 237 plf Trib.1 Weight(Rw),psis 15.00 No collector req'd Trib.2 Weight(Ow),pat 27.00 Wall Weight(Ww),pst 8.00 111Wind.plt 0 =(0lb+016)/14.17' Mon(Wind).ft-lb: 0 =(010/14.17'lo"H2)+(0/6/14.17`Lo`(H1+H2+Fd))+(0 pst7db.1"(Lo)"2/2) Mr(Wind),ft-lb: 55164 =(Rw Tdb.1+Uw.Trib.2+Ww"(H7+H2))'(Lo)"22+RL"Lo HD(Wind),lb: -2336 =(Mot-0.6'4)/Lo . Holdown Capacity,lb: 0 HD Type: 0 Minimum wind load,pit 0 =(Orb+016)/14.17' ■ Mor(Min.Wind).ft-lb: 0 =(016/14.17"LoH42)+(016/14.17"Lc"(H1+H2+Fd)) Mr(Min.Wind),ft-lb: 55164 =(Rw"Trib.1+Uw"Tdb.2+Ww"(H1+H2))1(L0)^22+RL"Lo ' HD(Min.Wind),lb: -2336 =(Mot-0.6'4)/Lo Holdown Capacity,lb: 0 HD Type: 0 III Seismic,pit 407 =(2887 lb+286710)/14.17' Mor(Seismic),ft-lb: 92761 0(2897 16/14.17%o"H2)+(2887/6/14.17'".o"(H1+H2+Fd)) ■ Mr(Seismic),ft-lb: 55164 =(Rw Tdb.1+Uw 76b.2+Ww"(H1+H2))"(Lo)^22+RL'Lo HO(Seismic),lb: 4570 =(Mot-(0.6-0.092140/Lo Holdown Capacity,lb: 5000 HD Type: 1 ■ 15/32"APA Rated Sheathing Shear critical,pit 407 Seg.1:'F"=104 At 4"o.e.edges,12"c.o.field HO critical,lb: 4570 40%increase for wind?: No 111 Sheathing Layers: Single Concrete Anch.? No Waft Type: F Holdown Types: . Wall Capacity,pit 480 Seg.1:'1'=0.5k with Controlling HO Type: 1 , Holdown Capacity,lb: 5000 3x Members req.: Yes ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 1111Suite One Hundred AA Portland,OR 97219 ISLocation 8900-9000 SW Oak St.,Tigard, Oregon III Client AG Spanos Companies MILLER Phone 503.246.1250III CONSULTING Fax 503.246.1395ELS ARL 9.28.2017 188 of 198 www-miller-se.com By Ck'd Date Page ENGINEERS 1111 a ■ 5th Floor Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb a 39 0 0 5167 Wind Uplift(U)= 0 pet Load freer 39,Ib: 0 0 5116 3rd Fir Depth(Fd)= 0.00 ft Total,lb: 0 0 10283 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total to: a Overall Seg.(Lo),ft 21.67 21.67 39 Wall Height(H1),ft 10.75 39 Wall Height(H2),ft 10.75 Trib.1,ft: 12.50 Diaphragm amp 1.16 11111 Mb,2,It 3.00 285 pH Rm.Load(RL),Ib: 200 277 p1f Trib.1 Weight(Rw),pet 15.00 No collector req'd ■ Tdb.2 Weight(11w),pet: 27.00 Wall Weight(Ww),pet 6.00 Wind,pIF. 0 =(019+0/b)/21.67' Mor(Wind),ft-Ib: 0 =(01521.6710'42)+(0/b/21.671o'(H1+H2+Fd))+/0 psrTrib.1'(Lo)^2/2) . Mr(Wind),ft-Ib: 107728 =(Ro'Trib.1+Ow'Mb.2+Ww'(H1+42))'(10)^111+RL'Lo HD(Wnd),Ib: -2983 =(Mot-0.6•M0/Lo Holdown Capacity,Cr: 0 HD Type: 0 1111 Minimum wind load,pit 0 =(016+Olb)/21.67' MOT(Min.Wind),ft-lb: 0 =(0 lb 21.67'10'42)+(0lb 21.671.o'(H7+42+Fd)) Mr(Min.Wind),ft-lb: 107728 =(Rw'Tn'6.1+tlw'Tnb.2+My(Hf+H2))'(Lo)^22+RL'Lo HD(Min.Wind),Ib: -2983 =(Mot-0.6•MO/Lo Holdown Capacity,Ib: 0 HD Type: 0 Seismic,pit 475 =(516715+5116/5)/21.67' aMon(Seismic),ft-Ib: 165514 =(5167 16/21.67•Lo112)+(5116/6/21.67 Lo'(H1+H2+Fd)) Mr(Seismic),ft-Ib: 107728 =(Rw'Tdb.1+1.1w'Rib.2+Ww'(H1+H2))'(Lo)^y2+RL•Lo . HD(Seismic),Ib: 5113 =(Mot-(0.6-0.092)14r)/Lo Holdown Capacity,Ib: 10000 HD Type: 2 15/32'APA Rated Sheathing ■ Shear critical,pb: 475 Seg.1:'G'=10d At 3"o.e.edges,12"o.c.field HD critical,1,Ib: 5113 • 40%increase for wind?: No Sheathing Layers: Single Concrete Anoh.? No Wall Type: G Holdown Types: Wall Capacity,p8: 600 Seg.1:R'=5-10k with Controlling HD Type: 2 Holdown Capacity,lb: 10000 3z Members req.: Yes a ■ ■ ■ ■ a a a ■ a a a ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 Suite One Hundred Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon • Client AG Spanos Companies MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395 ByELD Ckrd ARL Date 9.28.2017 Pae 189 of 198 www.miller-se-cum 9 ENGINEERS 1111 r ■• 4th Floor Level 0.2Sds= 0.092 Well Line Wind(W),lb Min.Wind.2 Seismic(E),lb 33 0 0 274 Wind UM(0). 0 psf ■ Load from 33,lb 0 0 412 3rd Floor Depth(F3). 0.00 ft Load from 33,lb 0 0 408 2nd Floor Depth(F2)= 0.00 ft Total,lb 0 0 1094 Segment l Segment 2 Segment 3 Segment4 Segment 5 Total Lo: 11/ Overall Seg.(L0).R 4.00 4.00 33 Wall Height(H1),ft 10.75 33 Well Height(H2),ft 10.75 33 Wet Height(H3),ft 10.75 ■ Trib.1,ft 0.00 Trib.2,ft 0.00 Trib.3,0 0.00 Rln.Load(RL),lb 0 ■ Trib.1 Weight(Rw),psf 15.00 Trib.2 Weight(lhv),psi 27.00 Trib.3 Weight(Mw),psf 27.00 Wall Weight(Ww).est 8.00 ■ Seismic,plf 274 =(27416+40816+412 lb)/4' w/HAN,pit 368 (includes M.ratio Increases) Moo(Seismic),0)b 24962 =(27410/41o•H3)+(41216/4'1n1(H2+H3«F2))4(40616/4'•Lo•(H14H2+H3+F2+F3)) Mr(Seismic),ft-lb 1376 =(Rw'Mb.1+CM•Tdb.2+Mw•3115.3+Ws•(H1+H2+H3))•(L0)"2R+RL•Lo HD(Seismic),IS 6066 =(Moi-(0.6-0.092p.10/Lo Holdown Capacity,lb 10000 HD Type: 7 15/3T APA Rated Sheathing ■ Shear critical,plf: 368 Seg.1:T'=10d At 4"e.e.edges,12"o.c.field ND erllcal,Ib: 6066 e 40%Increase for wind? Ne Sheathing Layers Single Concrete Anch.? Yea Wall Type: F Holdown Types: Wall Capacity,plf 460 Seg.1:T=5.16k Controlling HIS Type: 7 ■ Holdown Capacity,lb 10000 3x Members req. No 401 Floor Level 0.2Sds=1 0.092 I ■ Wall tine Wind(W),lb Min.Wind,lb Seismic(E),2 34 0 0 212 Wind UpM(U)= 0- psf Load from 34,Ib 0 0 319 3rd Floor Depth(F3). 0.00 ft Load from 34,lb 0 0 315 2nd Floor Depth(F2)= 0.00 f ■ Total,lb 0 0 846 Segment 1 Segment 2 Segment 3 Segment4 Segment 5 Total Lo: Overall Seg.(L0),ft 4.00 4.00 I 34 Wall Height(141).ft 10.75 - ■ 34 Wall Height(112),ft 10.75 34 Wall Height(H3),6 10,75 Trib.1,ft. 0,00 TKO,2,ft. 0.00 . T0b.3,0: 0.00 Rin.Load(RL),Ib 200 Trib,1 Weight(RW),psf 15.00 Trib.2 Weigh(Ow),psf 27.00 ■ Toth.3 Weight(Moe),pst 27.00 Wall Weight(Wo),peF 8.00 Seismic,plf 212 =(21216+31616+31916)/4' vd HON,p0 285 (Includes My ratio Increases) 111Mcr(Seismic).ft2 -lb 19296 =(212 /4•Lo•H3)+(3192/4'1 2 o•(H2+H3+F2))+(315 /4'•Lo•(Hi+H2+H3+F2+F3)) Mr(Seismic),0-Ib 2176 =(Rw7r2.10Uw•To2.2«Mo"PA 3+0Nw 1H1«H2+H3))•(Lo)"2,2+RL4o HD(Seismic).lb 4548 =(Met-(0.64.092)10 Lo Holdown Capacity,Ib 5000 a HD Type) 6 15/32 WA Rated Sheathing Shear critical.p0: 285 Seg.1:'E'S.10d At 6'e.e.edges,1T 0.0.field HD critical,Ib: 4548 a e 40%increase for wind? Ne Sheathing Layers Single Concrete Anch.? Yes Wall Type: E Heldman Types: 111Wall Capacity,p0 310 Seg.1:'6'=0-56 Controlling HD Type: e Holdown Capacity,lb 5000 34 Members req. No ■ ■ ■ a i ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 Suite One Hundred ■ Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon ■ MILLER Client AG Spanos Companies Phone 503.246.1250 ■ CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 190 of 198 www.miller-se.com By Ck'd Date Page ENGINEERS I 1111 ■ • 4th Floor Level 0.2Sd1= 0092 Wall Line Wind(W),lb Min.Wind.lb Seismic(El.lb ■ 35 0 Load from 35,W 0 0 4906 Wind Uplift(U)= 0 psf 0 7359_ 3rd Flom Depth(F3)= 0.00 ft Load from 35,lb 0 0 7285 2nd Floor Depth(F2)= 0.00 ft Total,lb 0 0 19550 1111 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: Overell Seg.(Lo),ft 30.50 30.50 35 Wan Height(H1),It 10.75 35 Wag Height(Ha R 10.75 . 35 Wan Haight(H3),It 10.75 Tris.1,ft 18.00 Intl 2.ft 3.00 Tt.3,ft 3.00 aRIO.Load(RL),lb 200 Trib.1 Weight(Rw),psf 1520 Trib.2 Weight(Uw),psf 27.00 Trib.3 Weight(Me).psf 27.00 5 Wall Weight(Ww),pat 8.00 Seismic,plf 641 =(4906lb+7285 lb+735916)/30.5 Mor(Seismic),Ab 445899 =(400010/30.31c'ff3)+(7359/6/30.5"Lo'(H2+H3+F2))+(7285199/30.5"Lo-(H1+H2+H3+F2+F3)) U MrHD(Seismic), 267038 =(Rw 71.1+UK,'Tn'b.2+MwTni.3+W.,(H1 HD(Seismic),lb 8839 =(Mol-(0.6-0.092J'Mr)/to Holdown Capacity,lb 10000 HO Type: 7 at Sheer critical,p 15132'APA Rated Sheathing 8: 647 Seg.1:'H'=10d At 2'o.s.edges,12"Ac.field HD critical,Ib: 9839 e 40%increase for wind? No Il Sheathing Layers Single Concrete Molt? Yea Wall Type: H Holdown Types: Wall Capacity,plf 770 Seg.1:T=5.106 ■ Controlling HD Type: 7 Holdown Capacity.lb 10300 30 Members req. Yes 5 4th Floor Level 0.2Sds=I 0.092 I Well Line Wind(W).lb Min.Wind.lb Seismic(E),Ib I 36 0 0 3599 Wind Uplift(U)= 0 psf Load torn 36.lb 0 0 5400 3rd Floor Depth(F3)= 0.00 ft Load born 36,lb 0 0 5345 2nd Floor Depth(F2)= 0.00 ft III Trial,lb 0 0 14344 Segment 1 Segment 2 Segment 3 Segment4 Segment 5 Total Lo: Overall Seg.(Le),ft 2350 23.50 ■ 36 Wall Height(H1),ft 10.75 36 Well Height(H2),ft 10.75 36 Wan Height(HO).ft 10.75 Trib.1,R 8.50 I Trib.2.ft 3.00 Trib.3,ft 3.00 Rin.Load(RL),lb 200 Rib.1 Weight(Rw),psf 15.00 ■ Trib.2 Weight(11w),psf 27.00 Trib.3 Weight(Mw),psf 27.00 Wall Weight(Ww),psf 8.00 Seismic,pit 610 =(3599 lb+534516+540016)/23.5' ■ Moo(Seismic),Alb 327166 =(3599/b/23.5'Le'H3)+(5400 lb/23.5"Lo'(H2+H3+F2))+(6345lb/23.5'Yo'(HI+H2+H3+F2+F3)) Mr(Seismic),ft-Ib 132132 =Ili.Tab.1*(M'Tnb.2.Mw'T010.3+Ww'(H1+H2+H3))'(Le)"y2+RL'Lo HO(Seismic),lb 11066 =(Mol-(0.6-0.092)'Mr)/Lo ■ Holdown Capacity,lb 15000 _ _ ____ HD Type: 8 15132-APA Rated Sheathing Shear critical,pit 610 Seg.1:'H'=10d At 2'am.edges,12^ex.field HID critical,ib: 11066 111 e 40%increase for wind? No Sheathing Layers Single Concrete Mob.? Yes Wall Type: H Holdown Types: 1.1 Wall Capacity.plf T70 Seg.-61r=10.15k Controlling HD Type: 8 Holdown Capacity.lb 15000 3x Members req. Yes 111 IN IN ■ II ■ II 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161194 . Ell Suite One Hundred Portland,OR 97219 111 Mil Location 8900-9000 SW Oak St.,Tigard,Oregon Client AG Spanos Companies MILLER1.1 Phone 503.246.1250 CONSULTING Fax 503.246.1395 ByELD Ck'd ARL Date 9.28.2017 Pa 191 of 198 www.miller-se.com Page . ENGINEERS S I U 4th Floor Level 0.2541s= 0.092 Wall Line Wind(W),lb Min.Wind.lb Seismic(E),lb ■ 37 D 0 1522 Wind Uplift(U)= 0 psi Load from 37,Ib 0 0 2283 3rd Floor Depth(F3)= 0.00 ft Load from 37,Ib 0 0 2260 204 Floor Depth(F2)= 0.00 ft Total,lb 0 0 6065 Segment 1 Segment 2 Segment 3 Segment4 Segment 5 Total Lo: Overall Seg.(Lo),ft 12.50 12.50 37 Wag Height(Ht),ft 10.75 37 Wag Height(112),it 10.75 37 Wall Height(H3),ft 10.75 TrO.1,ft 3.00 Trib.2.ft 3.00 Trib.3,1L 3.00 601.Load(RL),lb 200 Trib.1 Weight(Ron),psf 15,00 Trib.2 Weight(Uw),psf 27.00 Tito.3 Weight(Mw).psf 22.00 Wall Weight(Ww),pal 8.00 ■ Seismic,ply 485 =(152210+2260lb+228316)/125' Mon(Seismic),ft-lb 138331 =(152213/12.5•Lo'H3)+(228335 125"Lo'(H2+H3+F2))+(2260 l6/12.5"Lo'(H1+H2+H3+F2+F3)) Mr(Seismic),ft-lb 32109 =(Rw Tnb.1+Uw"120.2+Mw'T40.3+Ww•(H1+H2+H38'(L)"2/2+RL"Lo1111 HO(Seismic).lb 9762 =(Mot-(0.843.092)183/1.0 Holdown Capacity,10 10000 HD Type: 7 ■ 15/32'APP Rated Sheathing Shear critical,pit 485 Seg.1:.G.=10d At 3'ma.edges,12"o.e.field HO oddest,lb: 9762 e40%increase for wind? No Sheathing Layers Single Concrete Anch.7 Yes Wall Type: G HoldownTypes: Wall Capacity,pIt 600 _ Seg.1:T=5-10k Controlling HD Typo: 7 ■ Holdown Capacity,lb 10000 34 Members req. Yes 41h Floor Level 0.20ds=1 0.092 1 Wall Line Wind(W),lb Min.Wind,lb Seisndc(E),lb 38 0 0 1931 Wind Uplift(LI)= 0 psf Load from 38,lo 0 0 2897 3rd Floor Depth(F3)= 050 ft Load from 38,lb 0 0 2867 2nd Floor Depth(F2)= 0.00 ft Total,lb 0 0 7695 Segment 1 Segment2 Segment 3 Segment Segments Total Lo: Overal Sag.(Lo),ft 14.17 14.17 I 38 Wall Height(H1),ft 10.75 ■ 38 Wall Height(112).ft 10.75 38 Wall Height(H3),ft 10.75 Trib.2,IL 17,00 Trib.2,R3.50 Trib.3,R 3.50 RN.Load(RL),lb 200 Tdb.1 Weight(Rw),psf 16.00 ■ Trib.2 Weight(Uw),psf 27.00 Trib.3 Weight(Mw),psf 27.00 Wan Weight(Ww),psf, COO Wind,p0: 0 =(0/b+016+01)/14.17 Mor(Wind),ft-lb. 0 =(0/b/14.17'Lo'H3)+(Olb/14.1T"Lo'(H2+H3+F2)+(0lb/14.1T'Lo'(H1+H2+H3+F2+F3))+(Opsi?rifx 1"(Lo)"2/2) ■ Mr(Wind),ft-lb. 73277 =(Me"Trib.1+Uw•Tnb.2+18w?d6.3+Ww'(N1+142+H3))'8-o)^2/2+RL1.o HD(W d),Ib: -3103 =(Mot-O.8'M)/Lo Holdown Capacity,lb0 HD Type: 0 Minimum wind load,ptl 0 =(016+016+008/14.17 Mon(Nn.Wind),ft-Ib 0 =(016/14.17'Lo"H3)+(0 lb/14.17"Lo'(H2+H3+F2))+(016/14.r7'Lo'(H1+H2+H3+F2+F3)) Mr(Min.Wind),ft-lb 73277 =(Rw?Nr.toUw'Trib.2+Mw'Tub.3+Ww'(H7+H2+H3))'8..o122+RL•Lo HD(Min.Wind),lb -3103 =(Mol-0..6'M)/Lo 1111 Hodewm Capacity.lb 0 HD Type. 0 Seismic,p11 543 =(193116+236713+28971b)/14.17 Moo(Seismic),ft-Ib 175463 =(1931 lb/14.17•Lo'H3)+(2897/6/14.17'•Lo•N2+H3+F2,9+(286716/14.17"Lo'(H1+H2+H3+F2+F3)) ■ Mr(Seismic),11-16 64647 =(Rw Koh to Uw.Trib.2+Mw Kdb.3+Ww'(H1+H2+H3))'(Lo)"2/2+RL"La HD(Seismic).lb 10067 =(Mol-(0.6-0.092)'M)/Lo Holdown Capacity,lb 15000 HD Type: 8 15132'APA Rated Sheathing Shear critical,p11: 543 Seg.1:'G'=104 At 3'es.edges,12'o.c.field HO critical,Ib: 10057 e 40%increase for wind? No Sheathing Layers singe Concrete Anch,? Yes Wall Type: G Holdown Types: Wall Capacity,p8 600 Seg.1:T=10-15k Controlling HO Type: 5 Holdown Capacity,lb 15000 3x Members req. Yes ■ ■ i 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161194 Suite One Hundred Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon Client AG Spanos Companies 11111MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 192 of 198 www.miller-se.com By Ck'd Date Page . ENGINEERS a I ■ 41h Floor Level 0.25d= 0.092 Wail Line Wind(W).lb Min.Wind,m Seismic(6),lb 1 3a 0 0 3445 Wind Uplift(U)= 0 pal Load ham 39,lb 0 0 5167 3rd Floor Depth(F3)= 0.00 ft Load from 39,lb 0 0 5116 2nd Floor Depth(F2)= 0.00 0 Total,lb 0 0 13728 ■ Over.Sag.(Lo), Segment21.67 1 Segment Segment 3 Segment4 Segment 5 Total Lo: ft 21.67 39 Wall Height(H1),ft 10.75 39 Wall Height(1-12),fl 10.75 ■ 39 Wall Height(H3),ft 10.75 Trib.1,fr 12,50 Tdb.2,11 3.00 Tdb.3,9 3.00 ■ RN.Load(RL),lb 200 Tdb.1 Weight(Rw),psf 15.00 T b.2 Weight(Ow),psf 27.00 Tri.3 Weight(Mw),psf 27.00 ■ Wall Weight(0+').pal 8.00 Wind,p8: =(016+016+016)/27.67' Mon lwintl).ft-Ili =(015/21.67'Lo.113)+(0Ib/27.67'Ro(H2oH3+F2)+(01b/21.6T Lo`(H1*H2+H3+FNF3))+(0psi'fi'b.1'(Lo)^212) Mr(Wind),0-15 14 927 _=(Rw'fi'b.10 Uw•T,rb.2+Mw TAb.30144`(H1+H2+H3))'(L0^22+RL'Lo $ HD)Wnd),lb. 169 =(Ma-0.6'Md/Lo Holdown Capaofty,Ib HD Type: Minimum wind load,p0 =(0 16 0 016+015)/21.67' Mor(Min.Wind),h-lb =(018/21.671o`H3)+(0 lb/21.6]"Lo'(H2+H3+F2))+(016/21,67'2o•(H1+HNH3+F2+F3)) Mr(Min.Wind),ft-Ib, 14627 =(Rw TrIS.10 Uw'Tn'6.NMw Kb.30 r0.H1aH2+H3))'(La)"22+RL'Lo HD(Min.Wind),ID' -4069 =(Mo1-0.6`Mp/Lo Holdown Capacity,lb 0 111 Seismic, 0 Seisis mic,pll 634 =(3445@+Si16M+516]16)/2/.6T Mor(Seismic),ft-Ib 313067 =(3445)5/21.87 21.67.'Lo'(H2.H3+F2))+(511616/21.6T10'(H1+H2+H3+F2+F3)) ■ Mr(Seismic),ft-lb 126741 =(Rw•TrD.1+Uw'Tn"6.2+MwT6,30 Ww'(H10H20H3))'(Lo)^22+RL'Lo HD(Seismic),lb 11478 =(Ma-(0.6-0.092)'44)/Lo Holdown Capacity,lb 15000 HD Type. 8 16137 APA Rated Sheathing Shear critical,p31 634 Seg.1:'H'11,10d At 2"o.c.edges,12'o.o.field HD critical,lb: 11478 e40%increase for wind? No Sheathing Layers Single Concrete Anch.7 Yes Wal Type: H Holdown Types: Wall Capacity,p0 770 Seg.1:'6'=10-15k Controlling HD Type: 6 Holdown Capacity,lb 15000 3x Members req. Yes ■ ■ ■ ■ ■ a a ■ w ■ 1111 ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 Suite One Hundred Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon 1111 Client AG Spanos Companies i MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 193 of 198 www.miller-se.com By Ck'd Date Page ENGINEERS a ■ a 3rd Floor Level 0.2Sds= 0.092 — Wall Line Wind(W).lb Min.Wind,lb Seismic(E),lb 33 0 0 137 Wind Uplift(U)= 0.00 psf Load from 33,lb, 0 0 1094 3rd Flr Depth(Fd)= 0.00 ft Total,Ib: 0 0 1231 Segment l Segment Segment 3 Segment Segment 5 Total Lw Overall Seg.(Lo),ft 4.00 4.00 33 Wall Height(H1),ft 10.75 33 Wall Height(H2),ft 10.75 Trib.1,ft: 0.00 Trib.2,ft: 0.00 Rtn.Load(RL),Ib: 0 Trib.1 Weight(Rw),psf: 15.00 Trib.2 Weight(Uw),psf: 81.00 Wall Weight(Ww),pet 16.00 Seismic,pit 308 =(13710 n 10941b)/4' w)HM/,pit 414 (includes hiw ratio increases) H0eer ■ Mor(Seismic),ft-lb: 38195 =(137 lb/4 Lo'H2)+(1094/6/4"Lo'(H1+H2+F(1)) Mabove Mr(Seismic),8-Ib: 2752 =(Rw'Trib.1+Us'Tnb.2+Ww4(H1+H2))'(Lo)^2/2+RL4Lo HD(Seismic),IS: 9199 =(Mot-(0.64092)'MQ/Lo Holdown Capacity,lb: 10000 HD Type: 7 15/32'APA Rated Sheathing Shear critical,pH: 414 Seg.1:'F'=10d At 4"c.c.edges,12"c.c.field HD critical,lb: 9199 40%increase for wind?: No Sheathing Layers: Single Concrete Anch.? Yes Wall Type: F ,Holdown Types: Wall Capacity,pd: 460 Seg.1:T=5-106 Controlling HD Type: 7 Holdown Capacity,Ib: 10000 3x Members req.: No 3rd Floor Level 0.2Sds=I 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(0),lb ■ 34 0 0 106 Wind Uplift(U)= 0 psf Load from 34,Ib: 0 0 846 3rd Fir Depth(Fd)= 0.00 ft Total,in 0 0 952 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lw Overall Seg.(Lo),ft 4.00 4.00 I 34 Wall Height(01),ft 10.75 34 Wall Height(H2),ft 10.75 Trib.1,ft 0.00 Trib.2,It 0.00 Rtn.Load(RL),Ib: 200 Trib.1 Weight(Rw),pat 15.00 ■ Trib.2 Weight(Uw),psf. 81.00 Wall Weight(Ww),pat 16.00 Seismic,pit 238 =(106/b+84616)/4' ■ wf H/W,pit 320 (includes My ratio increases) Moor Mor(Seismic),ft-Ib: 29530 =(1061b/4'Le'H2)+(84616/4'Lo'(H1+H2+Fd)) Mabove Mr(Seismic),ft-Ib: 3552 =(Rw 785.10 0w'1-115.2+We,)H1+H2))'(Lo)^22+RL'Lo HD(Seismic),Ib: 6931 =(Mot-(0.0-0.092)'Mr)/Lo Holdown Capacity,in: 10000 HD Type: 7 15/32"APA Rated Sheathing 111Shear critical,plt 320 Seg.1:'F'=10d At 4"o.c.edges,12"oz.field HD critical,Ib: 6931 40%increase for wind?: No Sheathing Layers: Single Concrete Anch.? Yes Wall Type: F Holdown Types: Wall Capacity,pit 460 Seg.1:7'=5-106 Controlling HD Type: 7 Holdown Capacity,Ib: 10000 3x Members req.: No ■ ■ U ■ ■ ■ ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 ■ Suite One Hundred Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon 1111 Client AG Spanos Companies MILLER Phone 503.246.1250 i CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 194 of 198 www.miller-se.com By Ck'd Date Page ENGINEERS1111 ■ I a3rd Floor Level 0.25ds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E).lb I. 35 0 0 2451 Wind Uplift(U)= 0 psf Load from 35,Ib: 0 0 19550 3rd Fir Depth(Ed)= 0.00 ft Total,ib: 0 0 22001 Segment l Segment Segment 3 Segment Segment 5 Total Lo: la Overall Seg.(Lo),ft 30.50 30.50 35 Wall Height(H1),ft: 10.75 35 Wall Height(H2),ft 10.75 Trib.1,ft: 18.00 r Trib.2,ft: 3.00 RIO.Load(RL),IS:--200 Tab.1 Weight(Rw),psf: 15.00 al Trib.2 Weight(Ow),pet: 81.00 Wall Weight(Ww),psi: 16.00 Seismic,pit 721 =(24511b+1955016)/30.5' HOoor . Mm(Seismic),fl-Ib: 682410 =(245716/35.5'Lo 42)+(19550 ib/30.5"Lo'(H1+H2+Fd)) Mabove Mr(Seismic),fl-Ib: 404712 =(Rw'Trib.1+Uw`nib.20 144v'(Hf+H2))'(Lo)^y2+RL•Le HD(Seismic),Ib: 15633 =(Mot-(0.6-0.092)'Mr)/Lo Holdown Capacity,Ib: 20000 II HD Type: 9 15132'APA Rated Sheathing Shear critical,plf: 721 Seg.1:'H'=10d At 2"o.e.edges,12"o.0.field Ill HD critical,ib: 15633 *40%increase for wind?: No Sheathing Layers: Single Concrete Anch.? Yes ■ Wall Type: H Holtlown Types: Well Capacity,p11 770 Seg.1:'9'v 15-2Sk Controlling HD Type: 9 Holdown Capacity,I5: 20000 a3x Members req.: Yes 3rd Floor Level 0.2Sds=I 0.092 a I Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb 36 0 0 1799 Wind Uplift(U)= 0 psf Load from 36,Ib: 0 0 14344 3rd Fir Depth(Fd)= 0.00 ft Total,Ib: 0 0 16143 II Segmentt Segment 2 Segmenta Segment Segments Total Lo: Overall Seg.(La),ft: 23.50 23.50 36 Wall Height(H1),ft: 10.75 36 Wall Height(H2),5: 10.75 a Trib.1,ft 8.50 Trib.2,It: 3.00 Rm.Load(RL),Ib: 200 ■ Trib.7 Weight(Rw),pet 15.00 Trib.2 Weight(Ow),pst. 81.00 Wall Weight(Ww),psf: 16.00 Seismic,p0: 687 =(1799 lb+14344 5)/23.5' a Hfloor Mon(Seismic),ft-Ib: 500703 =(1799 lb/23.5'14-112).(1434416/23.5'Lo'(H1+H2+Fd)) Mabove Mr(Seismic),ft-lb: 201991 =(Hw'Tnb.1+Uw'Tib.2+HNw'(H1+H2))'(142)422+RL'Lo HD(Seismic),Ib: 16940 =(Mot-(0.6420921'W/Lo a 'll Holdown Capacity,Ib: 20000 HD Type: 9 15/32'APA Rated Sheathing ■ Shear critical,pit: 687 Seg.1: '=198 At 2'o.c.edges,12"c.c.field HO critical,ticalI5: 18940 'H :40%increase for wind?: No Sheathing Layers: Single a Concrete Anch.? Yes Wall Type: H Holdowe Types: Wall Capacity,pit 770 Seg.1:'9'=15-205 Controlling HD Type:_ 9 11111. 11111. Holdown Capacity,Ib: 20000 3e Members req.: Yes ■ ■ III III ■ se 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 IIISuite One Hundred ES Portland,OR 97219 Ma Location 8900-9000 SW Oak St.,Tigard,Oregon a Client AG Spanos Companies MILLER III Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 195 of 198 www.miller-se.com By Ck'd Date Page ENGINEERS ■ ■ ■ 3rd Floor Level 0.2Sds= 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb 37 0 0 760 Wind Uplift(U)= 0 psi Load from 37,Ib: 0 0 6065 3rd Fir Depth(Fd)= 0.00 ft Total,Ib: 0 0 6625 Segment t Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: ■ Overall Seg.(Lo).ft 12.50 12.50 37 Wall Height(Ht),6: 10.75 37 Wall Height(H2),ft 10.75 Trib.1,ft 3.00 ■ Trib.2,It: 3.00 RM.Load(RL),Ib: 200 Trib.1 Weight(Rw),psi: 15.00 Trib.2 Weight(Uw),pst 81.00 Wall Weight(Ww),pet 16.00 Seismic,plf: 546 =(76016+606516)/12.5' Moor ■ Mor(Seismic),ft-Ib: 211700 =(76016/12.5"L042)+65065/b/12.5'10"(H7+H2+Fd)) Mabove Mr(Seismic),ft-Ib: 51875 =(Rw'TOO.1+Uw`Trib.2+Ww'(H1+H2))'(Lo)^2/2+RL"Lo HO(Seismic),Ib: 14828 =(Mot-(0.6-0.092)"Mr)/lo Holdown Capacity,Ib: 15000 111 HD Type: 8 15/32"APA Rated Sheathing Shear critical,pit 546 Seg.1:'G'=104 At 3"o.e.edges,12"es.field ■ HD critical,lb: 14828 :40%increase for wind?: No Sheathing Layers: Single Concrete Anch.? Yes Well Type: a Holdown Types: ■ Wall Capacity,p8: 600 Seg.1:'8'=10-15k Controlling HD Type: 8 Holdown Capacity,Ib: 15000 ■ 3z Members req.: Yes 3rd Floor Level 0.2Sds=I 0.092 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb . 38 0 0 965 Wind Uplift(U)= 0 psi Load from 38,Ib: 0 0 7695 3rd Fir Depth(Fd)= 0.00 ft Total,ib: 0 0 8660 111Segment l Segment Segment 3 Segment Segment 5 Total Lo: Overall Seg.(Lo),ft 14.17 14.17 I 38 Wall Height(H1),R 10.75 38 Well Height(H2),ft 10.75 111 Trib.1,IL 17.00 Trib.2,8: 3.50 Rin.Load(RL),Ib: 200 Trib.1 Weight(Rw),psf: 15.00 Tdb.2 Weight(Uw),pst. 81.00 Wall Weight(Ww),pet: 18.00 Wind,pit 0 =(0/b+016)/14.17' Mor(Wind),ft-Ib: 0 =(0lb/14.17'Lo'H2)+(0lb/14.17"Lo'(H1+H2+F4)+(0ps/7db.1'(Lo)^22) ■ Mr(Wind),ft-lb: 91390 =(Re'*nib.1+Uw"Trib.2+Ww"(Hf+H2))'(Lo)^22+RL'Lo HD(Wind),Ib: -3871 =(Mot-0.6"Mr)/Lo Holdown Capacity,Ib: 0 ■ HO Type: 0 Minimum wind load,plf: 0 =(016+05)/14.17' MOT(Min.Wind),ft-Ib: 0 =(0lb/14.17'Lo'H2)+(0 lb/14.17Yo`(H1+H2+Fd)) Mr(Min.Wind),ft-Ib: 91390 =(Rw Trib.1+Uw"Trib.2+Ww"(Hf+H2))'(Lo)^2/2+RL"Lo HD(Min.Wind),Ib: -3871 =(Mot-0.6'MI)/Lo Holdown Capacity.Ib: 0 HD Type: 0 Seismic,plt 611 =(965 lb+769516)/14.17' 111 Hilmar Mor(Seismic),ft-Ib: 268558 =(965lb/14.171o142)+(7695 lb/14.17'"Lo'(H1+H2+Fd)) Mabove Mr(Seismic),ft-Ib: 91390 =(Rw'Tn'b.1+Uw'Tab.2+Env'(H1+H2))"(Lo)^22+RL'Lo 111HD(Seismic),lb: 15680 =(Mot-(0.6.0.092)14r)/Lo Holdown Capacity,Ib: 20000 HD Type: 9 ■ 15/32"APA Rated Sheathing Shear critical,pit 611 Seg.1:'H'=10d At Z"o.c.edges,12"o.c.field HD critical,Ib: 15680 :40%increase for wind?: No Sheathing Layers: Single Concrete Anch.? Yes Wall Type: H Holdown Types: Wall CapacIty,p8: 770 Seg.1:'8'=15-20k ■ Controlling HD Type: 9 Holdown Capady,Ib: 20000 30 Members req.: Yes ■ ■ a 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 1111Suite One Hundred A Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard,Oregon ■ Client AG Spanos Companies MILLER Phone 503.246.1250 . CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 196 of 198 wWw.miller-se.com By Ck'd Date Page ENGINEERS ■ a a3rd Floor Level 0.2Sds= 0.092 Wall Line Wind(W).lb Min.Wind,lb Seismic(E),lb I 39 0 0 1721 Wind Uplift(U)= 0 psf Load from 39,Ib: 0 0 13728 3rd Fir Depth)Fd)= 0.00 R Total,lb: 0 0 15449 Segment l Segment Segment Segment4 Segment5 Total Lo: aOverall Seg.(Lo),ft 21.67 21.67 i 39 Wall Height(H1),ft: 10.75 39 Wall Height(H2),ft 10.75 Trib.1,ft 12.50 ■ Trib.2,ft: 3.00 Rm.Load(RL),Ib: 200 Trib.1 Weight(Rw),psf: 15.00 Trib.2 Weight(Uw),psf: 61.00 III Wall Weight(Ww),psf: 16.00 Wind,plb 0 =(O/b+016)/21.67' Mor(Wind),ft-Ib: 0 =(0112/21.671_01-12)+(01b/21.67'le(H1+H2+Fd))+(0 porTrib.1'(Lo)^2/2) . Mr(Wind),ft-lb: 186126 HD(Wind),Ib: -5154 =(Rw'Tdb.1+Uw'Tab.2+W'(H7+H2))^(Lo)^2/2+RLYo =(Mot-0.610)/Lo Holdown Capacity,Ib: 0 HO Type: 0 ■ Minimum wind load,p8: 0 =(016*016)/21.67' Mon(Min.Wind),ft-lb: 0 =(016/21.67'Lo112)+(0lb/21.67'Lo'(H1+H2+FC)) Mr(Min.Wind).ft-lb: 186126 =(Rw'Tab.1+Uw'Trib.2+We,(H1+H2))'(Lo)^2/2+RL'Lo HD(Min.Wind),Ib: -5154 =(Mot-0.611t)/Lo 1111 Holdown Capacity,Ib: 0 HD Type: 0 Seismic,pit 713 =(1721 lb+1372818)/21.67' Moor 111Men(Seismic),ft-Ib: 479144 =(572/16/21.67'Lo'H2)+(7372616/21.6T Zo'(H1+H2+Ftl)) Ma Mabove Mr(Seismic),fl-Ib: 186126 =(Rw'Tdb.1*My'Tab.2+W'(H1+H2))*(Lo)^22+RL'Lo HD(Seismic),Ib: 17750 =(Mot-(0.6-0.092)140/Lo ■ Holdown Capacity,Ib: 2000D HD Type: 9 15/32-APA Rated Sheathing . Shear critical,nit 713 Seg.1:'H'=10d At 2*o.c.edges,12'o.s.field HD critical,ib: 17750 :40%increase for wind?: No Sheathing Layers: Single I Concrete Anch.? Yes Wall Type: H Holdown Types: Wall Capacity,p0: 770 Seg.1:'9'=15-20k Controlling HD Type: 9 . Holdown Capacity,Ib: 20000 3x Members req.: Yes I ■ ■ III U ■ ■ ■ a Ill ■ I a 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 1111 Suite One Hundred Portland,OR 97219 III leiLocation 8900-9000 SW Oak St.,Tigard, Oregon Client AG Spanos Companies MILLER III Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 197 of 198 www.miller-se.com By Ck'd Date Page 11111 ENGINEERS I a , a Bearing Plate Design Based on ACI 318-11 with Thru-Bolt Concrete Anchor Tension Load= 50000 lb 111 Load Factor= 1 fc= 5000 psi _ I IIIAnchor Diameter= 1 1/4 in Stem Width(w)= 14 in I I Embedment Depth(h)= 13 in = I I A2 ■ Distance to anchor(c)= 2.75 in I I Al Plate Length(L)= 3.75 in I 1 Plate Thickness(t)= 1 1/2 in _ Plate Fy= 36000 psi _ a Anchor Type= Rod c Anchor Grade= A36 . Bearing Check: Section 10.14,page 158 Ai= 12.71 in2 =3.75^2-(1.25+1/16)^2"3.14/4 BEARING III A2= 28.9 in2 =5.5^2-(1.25+1/161'2*3.14/4 h/2 h/2 Bearing Increase Factor= 1.51 =SQRT(28.9/12.71) I-•- -..--1 Ultimate Bearing Load= 53018 lb =0.65*(0.85*5000*12.71)*1.51 lIII 17 Ultimate Load= 50000 lb =50000 *1 50000<53018 OK 3 i u Two-Way(Punching)Shear Check: Section 22.5.4,page 381 I I 1 111 (i= 1 (ratio of ling side to short side of bearing plate) ■ bo= 28 in =2*14in V,= 102955 lb EQ 22-10 Vc = 68464.907 lb III QVo= 51349 lb =0.75*102954.747340761 L Ultimate Load= 50000 lb =50000 *1IIII 50000<51349 OK 51349<53018 Punching Shear Controls Design a Check Bearing Plate:AISC 13th Edition,Sect.F11,pg.16.1-60 Al= 12.71 in2 =3.75^2-(1.25+1/16)^2*3.14/4 . An= 3.18 in2 =12.71/4 PUNCHING SHEAR M= 10156 in-lb =(50000/4)*(3.75/2-(1.25+1/16)/2)*(2/3) Z= 2.109 in' =3.75*1.5^2/4 I }. L i IIIFy= 36000 psi Mn/0= 45463 in-lb =36000*2.109/1.67 10156<45463 OK 111111 7" . a '/ll/% Holdown Check . Use shear studs to further resist breakout at holdowns IIII T,=21k/0.7 [ASD] =30k NTn =0.75(51 ksi)(0.11 int) =4.2 k/stud • n,n;n=30 k/4.2 k/stud=8 studs, use 16 (standard detail) ■ a I l � LII II �/ I a a I s SS 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 IIISuite One Hundred Portland,OR 97219 Mil Location 8900-9000 SW Oak St.,Tigard, Oregon Client AG Spanos Companies III MILLER Phone 503.246.1250 ■ CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 198 of 198 www.miller-se.com By Ck'd Date Page ENGINEERS J II