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BRES2017-0055 Structural CalcsQF LA QUINTA 1 ING � SAFETY DEPT. APPROVED FOR CONSTRUCTION Project Name: Quarry Lot 8 pA�g Wt } Client: Quarry Projects, LLC Project Number: 2016-1702 RECEIVED J Project Engineer: Matt Brown, S.E. � JUN 15 2017 Date: 09 Jun 2017 CITY OF LA QUINTA Street Address: 58825 Quarry Ranch Rd COMMUNITY DEVELOPMENT La Quinta, CA 92253 gyp`11�a t �� 4 S077 z NNume � OF cA1i���� Page 1 of 2 Scope of Work The client requests the analysis and design of a custom single family residence, including foundation, connections, etc. It was decided that steel framing would be the best choice for this design, utilizing Special Moment Frames for lateral and a metal deck to act as a semi- rigid diaphragm at the roof. The residence consists of four independent structures: 0 Main House • Garage (Moment Frames) (Moment Frames) Guest House (Cantilevered Columns) Cabana (Cantilevered Columns) Calculations A three-dimensional finite element analysis model of each structure was created using RISA- - 3D-so€twae-e. T Is were assigned the dimensions, member sizes, and materials �X designated y Fient. oading was applied to these models, and these loads were rl T i-_ analyzed in Zom"51h tin as prescribed by the 2016 California Building Code. vlulwfitwoff t8 t�portSD.com for a copy of the RISA-3D models. RISA provides a free viewer that allows reviewers to open and solve any model. A superimposed dead load was assumed over the entire roof, to account for the weight of the deck, roofing, ceiling, ductwork, etc. Main House, Garage, Guest House: Electrical: 4 Ibs / 25 sf = 0.2 psf Ductwork: 3 psf Water Pipe: 1.5 psf Fire Sprinklers: 1.5 psf Gas Pipe: 4 plf / 4 ft = 1 psf Page 2 of 247 Gyp Board: 2.2 psf CFS Ceiling System: 1 psf 19ga Metal Roof Deck: 2.5 psf 16" Batting Insulation: 0.6 psf 2" Rigid Foam Board: 0.4 psf FiberTite Roofing System: 0.1 psf Total: Cabana: Total: 14.0 psf Electrical: 4 Ibs / 25 sf = 0.2 psf CFS Ceiling System: 1 psf 19ga Metal Roof Deck: 2.5 psf 5/8" Densglass: 2.5 psf 1/4" Plaster: 2.5 psf FiberTite Roofing System: 0.1 psf 8.8 psf A superimposed dead load of 3 psf was assumed over the entire canopy to account for the weight of the metal mesh panels. For seismic mass an exterior wall self weight of 20 psf was used. Page 3 of 247 Live Loads Per CBC 2016 Table 1607.1 the design roof live load is 20 psf Snow/Ice Loads There is no evidence that snow or freezing rain is possible at the site, therefore they were not considered. Rain Loads The roof design prevents ponding, so therefore no rain load needs to be considered. Seismic Load The following data was furnished in the Soil Report (Sladden Engineering, Dec 19th 2016) Site Class D SS = 1.500 g S, = 0.600 g Sps= 1.000 g SW = 0.600 g TL = 8 sec The Risk Category for this structure is assumed to be Category II per CBC 2016, Table 1604.5, as no information has been furnished to the Engineer to indicate otherwise. le = 1.0 Based on the guidelines of CBC 2016, Section 1613.3.5, this structure should be assigned to Seismic Design Category D. The seismic force resisting system used for the main house and garage will be a Steel Special Moment Frame: Page 4 of 247 R = 8 C)o = 3 Ca = 5.5 Cs = Sys / (R/le) = (1.000)/(8/1) = 0.125g (Eqn 12.8-2) i The seismic force resisting system used for the guest house and cabana will be a Steel Special l Cantilever Column System. l R = 2.5 .l C10 = 1.25 Cd = 2.5 Cs = Sps / (R/le) = (1.000)/(2.5/1) = 0.400g (Eqn 12.8-2) I Page 5 of 247 Wind Load No shielding from adjacent buildings or structures is considered. The full wind load is assumed to act on each structure. All references are to ASCE 7-10. Risk Category II V = 110 mph (Figure 26.5-1A) Kd = 0.85 (Table 26.6-1, Square) Exposure C The structure is immediately adjacent to a large hill/mountain which could cause topographic effects: air Per Figure 26.8-1: H/Lh = 2 (estimated from Google Earth) x/2H = 1 (estimated from Google Earth) z/2H = 0 (building site is a ground surface) Page 6 of 247 Ki = 0.53 K2 = 0.33 Ks = 1.00 KA = 1.38 (Figure 26.8-1) KZ = 0.85 (Table 27.3-1, assume h = 15 ft) qn = 0.00256*(1.38)*(0.85)*(0.85)*(110 mph)2 = 30.9 psf The roof angle varies up to 15 degrees. Conservatively the maximum wind forces are used on all surfaces from ASCE 7-10 Figure 28.4-1. Therefore the following coefficients apply: Windward Wall: GCPf = 0.8 Leeward Wall: GCPf = -0.64 Roof: GCPf = -1.07 Because there are so many large operable doors, the building should be considered partially enclosed. Therefore: GCP; = +/- 0.55 1 The net effect of an internal pressure coefficient is irrelevant for the wall wind loading, therefore it is simply additive to the roof. This means that the following Wind Forces were designed for: Windward Wall: (30.9)*(0.8) = 24.7 psf (Eqn 28.4-1) Leeward Wall: (30.9)*(-0.64) = -19.8 psf (Eqn 28.4-1) Roof Max: (30.9)*(-1.07-0.55) _ -50 psf (Eqn 28.4-1) Roof Min: (30.9)*(-1.07+0.55) = 16 psf (Eqn 28.4-1) The facade is assumed to simply span from top to bottom on the structure, therefore a wind load equal to half the building height was applied directly to the soffit beams. For Cabana, assume G = 1.0 (Flexible). } Per Figure 27.4-4 the design pressures for the cabana roof would be: Leeward: (30.9 psf)*(1.0)*(1.7) = 52.5 psf _1 r Page 7 of 247 Windward: (30.9 psf)*(1.0)*(1.6) = 49.4 psf Wind across the cabana is negligible compared to seismic forces, so it was ignored. For the wall wind load on the Cabana the section of ASCE 7-10 Chapter 29 relating to solid freestanding walls was used. Per Figure 29.4-1, Case C would clearly control the design so the design force was: Region 0 —11 ft: (0.8)*(30.9 psf)*(1.0)*(2.60) = 64.3 psf Region 11 — 22 ft: (0.8)*(30.9 psf)*(1.0)*(1.70) = 42.0 psf Region 22 — 33 ft: (0.8)*(30.9 psf)*(1.0)*(1.15) = 28.4 psf For the full height stud walls, a Components and Cladding wind load was used. The minimum tributary area was used: A = 1.29 psf Pn.00 — -29.1 psf p = (1.29)*(1.38)*(-29.1 psf) = 52 psf (ASCE 7-10, Eqn 30.5-1) For a 13'-0" tall 2x6 wall stud the bending stress w/ blocking at 48" o.c. would be: M = wL2 / 8 = (52 psf)*(1 sf / 144 in2)*(16")*(156 ,)2 / 8 = 17.6 in -kips S=7.56in3 fb = 17.6 / 7.56 = 2.33 ksi (LRFD) fb = (0.6)*(2.33 ksi) = 1.4 ksi (ASD) Co = 1.6 le = 1.63*(48") + 3*(5.5") = 95" Rb = ((95")*(5.5") / (1.5 ,)2)0.s = 15.2 Emi,,' = 580,000 psi C, = 1.15 CF = 1.3 Page 8 of 247 Fb = 900 psi Fb. = (1.6)*(1.15)*(1.3)*(900 psi) = 2153 psi Fbe = 1.20*(580000)/(15.2)2 = 3093 psi (1+(3093 / 2153)) / 1.9 = 1.28 1.28 — [(1.28)2 — (3093/2153)/0.9510-5 = 0.925 Fe = (0.925)*(2153 psi) = 1990 psi (NDS 2015) UC = (1400 psi) / (1990 psi) = 0.703 Therefore 2x6 Doug Fir #2 are adequate for bending. j Page 9 of 247 Diaphragm and Load Path A semi -rigid diaphragm analysis was performed for maximum accuracy. It was assumed that the roof deck would be 20 gauge, Type B w/ a 36/5 welding pattern and 6 sidelap fasteners as shown below. 36'S 1.5 (B, F, A) 20 ALLOWABLE DIAPHRAGM SHEAR STRENGTH (PLF) SUPPORT FASTENERS: 5/8" puddle welds' SIDELAP FASTENERS: #10 TEK screws Factor of safety =2.35 MF OWNRAGN SHUR STRENGTH PLF SIOELAP 0EU SPAN FFTAH.j Fn.I ENEAo %N %51 4Z 4."s7 5, 3J 7..K V:N 6..' i,yu 1,]u I OA 030 iv; A: 0 581 50 441 390 349 0.535 1 670 585 519 463 414 375 342 0,415 2 254 662 589 530 »8i -1 397 3d6 33T ' 1 i 293 2 4 258 0.340 3 832 735 656 592 538 493 451 415 384 357 333 313 294 279 265 0.287 4 904 803 720 652 594 545 504 465 431 401 374 351 331 310 279 0.249 6 1032 927 839 764 700 645 597 A 520 488 437 387 345 310 7 1089 983 893 816 749 692 642 599 560 497 437 387 345 310 8 1140 1 9" B66 797 738 686 Aan 57n 447 417 1A7 345 310 A2790.1 9 1187 1084 993 913 843 782 728 661 570 497 437 387 345 310 10 1230 1129 1038 957 886 824 769 661 570 497 437 387 345 310 U,z Vi V=17'J u,=dW .... 0 114 452 112 311 323 0,642 589 523 468 423 386 351 320 1 0.477 2 656 587 529 481 439 404 374 344 318 2% 276 259 243 D80 3 715 645 585 534 4% 452 420 1 391 1 US 339 317 297 280 265 251 0.315 4 787 697 617 5A4 538 AM 463 411 481 0.5 .1 MA 336 316 299 21A n.71n 5 012 1 744 683 630 W 541 5G5 472 416 I 394 324 1 95 1 310 279 6 852 786 726 672 624 582 544 510 480 453 428 387 345 310 279 0.209 7 886 823 764 711 663 620 581 546 486 437 387 345 310 279 0.188 n 916 A% 799 747 699 656 616 580 548 497 437 387 345 310 279 0.171 9 942 885 0 719 732 611 141 113 170 497 437 387 345 310 279 0.156 10 965 1 911 858 809 763 720 680 644 570 497 437 387 345 310 279 0.144 1,.mtt1 lF=Dos U,=f[3 F:"'lint G' = 5.26 kips/in This shear stiffness value was used in the RISA-3D Model. For seismic the minimum diaphragm design force per ASCE 7-10 Eqn 12.10-2. This was accomplished by multiplying the load combination factors by (0.2 / 0.125) = 1.6_ The diaphragm forces were checked (using Plate Forces from RISA-313) and were all found to be below the allowable value in the table above. Conservatively, all wide flange beams were considered as "collectors" and were therefore designed for overstrength seismic forces per 12.10.2.1 Page 10 of 247 —1 Load Combinations All relevant Load Combinations per the guidelines of CBC 2016, Section 1605.2 were applied to the model. These combinations are at LRFD level. Overstrength load combinations per ASCE 7-10, Section 12.4.3.2 were also used for the connection design. Serviceability All roof beams were checked for a DL+LL deflection ratio of L/240 to ensure that the stucco soffit and gypsum board ceiling will not get damaged from beam or outrigger deflection. -1 Baseplate and Anchor Design Baseplate design was done using RISAConnection. Overstrength level load combinations were used in addition to the gravity and wind combinations in order to provide a design that satisfies all of the load combinations. There were some baseplates where significant axial tension developed in the anchor bolts. In these cases Hilti Profis software was used to check the anchor bolt embedment. In the case of the HSS4, and all other columns where there was insignificant (less than 1 kip) of anchor bolt tension, 6" embedment was used. Connection Design All moment connections (seismic and non -seismic) were designed using RISAConnection. The only connection which is not directly supported in RISAConnection is the weak -axis moment - connection from beam to column, which is used on the south end of the garage. For this RISAConnection was used to design a "conventional" flush end plate moment connection, and a built-up plate assembly on the column was used to simulate a column flange. (4) 7/8" dia bolts were shown to fail in tension by 60%, so (8) bolts were used for the design on the drawings. Because access to the backside of the built-up plate assembly would be difficult, welded -on Nelson threaded studs were specified, they will have equivalent strength to A307 bolts which were used for this particular connection. Full depth shear tabs were called out in a number of locations in order to provide rotational J stability to spandrel girders. The maximum moment being transferred through one of these full depth shear tabs is 3 ft-kips on member M121 under Load Combination #26. With three Jbolts at 3" spacing, the moment arm that converts this moment into shear would be (36 in - kips) / 6" = 6 kips of bolt shear. By inspection the 3/4" bolts are adequate to carry that shear in addition to the vertical shear at the connection. jPage 11 of 247 The RISA model indicated the maximum beam -to -beam connection forces for wide flanges were 16 kips shear and 11 kips tension. A typical WF to WF connection was designed for this force and used as a typical detail. The RISA model indicated the maximum connection forces for wide flanges supporting the fascia were 10 kips shear and 10 kips tension. A 2 bolt version of the typical WF to WF connection was found adequate for this, especially since there is much less connection eccentricity. The outriggers were designed using an equivalent wide flange shape with AISC's Design Guide #4 for Extended End Plate moment connections. The mechanisms of the connection were considered to be adequately similar per engineering judgement. The beam flange bracing requirements for the Main House Special Moment Frame beams were as shown below: Ream Flange Bracing Reqd Strength 6.29 k 360-10: Eqn A-6-7 Reqd Strength 18.869 k 341-10, D1.2c Reqd Stiffness 34.019 klin 360-10: Eqn A-6-8 Max Spacing 123.257 in 341-10. D1.2b With the required stiffness of 34 kips/in and a required strength of 18.7 kips, an 18.7 kip was applied as a lateral load to the bracing beams in the model, all of which met the deflection criteria of: 18.7 kips / 34 kip/in = 0.55" The outriggers provide torsional bracing to the beam, so they were used additionally for the purpose of seismic torsional bracing of the beams. The applied moment is: (18.869k)*(Distance between centroids of flanges = 15.74") = 297 in -kips A modified version of the outrigger connection, where the outriggers were attached with a CJP weld, and with thicker plates and stronger bolts was found to be adequate. Load Combination #71 was set up to test the deflection which found that the beam rotated 0.875 degrees, which equates to a flange lateral displacement of: (15.74" / 2)*sin(0.875) = 0.12" Therefore the stiffness of the bracing is adequate. Page 12 of 247 l 11 Foundation Design A soils report was provided from Sladden Engineering, dated December 19th, 2016. The most conservative values from this report were used, which were 1,500 psf allowable bearing, 0.45 friction coefficient, and a passive pressure of 275 psf per foot of depth. No additional allowances were taken for depth or for wind/seismic loading. All foundations were designed using RISAFoundation software which performs an FEA on the foundation using compression -only springs to represent the soil. The foundations were checked for overturning, sliding, uplift, flexure, minimum rebar requirements, one way shear, and two way (punching) shear per ACI 318-14. Conclusion The designs listed in this report will meet all of the requirements of the 2016 California i Building Code. I hereby certify the contents of this report on behalf of Newport Structural Design, Inc: Matt Brown, S.E. d Page 13 of 247 Appendix A IVIGIII I I IVUJC GII IU VGII GI JV IJ Page 14 of 247 Page 16 of 247 Page 2 a N N O 0 � o O 2 N cv _ o O r U C N (D J (n L O Q Z E CO 4) J Q. O C m U C3 c 7 � V � _ y N 0 N L c.1 L i O � 3 � o O COL m m Z N Page 17.of 247 Page 3 a M N (O � N � 0 T O CV o Cfl 00 r �s �75, SS sE der P ; •. A- Y (n �GyL 9 PV 88ZZW 1 9r �$ jg�� � 7 o 2 00 o J � N ca N G E N o rn `it1 4� ' g cam' N _ si • - �l C3 C L V L 0 3 Z 3 0 L m T co r N Page 19 of 247 Page 5 Page 20 of 247 Page £ lZW 11 { Z I GZW D£Z4V sOZw aaaaad - 9Lsew -4 W ;kOIN A3 H iLZW A3N EW ZW 5W 6W LM £ZZW A98 ON A32J 9�w OZzw AMJ sLZV A316 �zw A3d %IN ��n a v N (D 0 T O N N O 00 0 Cc fn 2 N I� as O L V 2 04 C O � 3 � O c CL 3 m m Z N Page 21 of 247 Page 7 009'OXO LSSH i7XVOSSH is `r^r^r3aH OL M LM �GLxz wVi :.8gVOxh E-OXOSS 0x �SSH 88L OXVSSH 98 VOxPSSH yxyx6SSH 88 L'OxYSSH � 'OxbSSH SSJ.'OxtrSSFI 88 L'OxtrSSH OLM M� 88L 0xh XOSSH OL M LM 02LxZLM 90LxZLM OZL AA 88L-OxbSSH 98 VOxhSSH OZ�xZLM 9L OXOSSH 88 L'OxbSSH 88 L OXVSSH 90 m W 90 LXZ LM 9C LXZ LM 90 XZ LM N U) N_ O U) = C co E 0 0 0 v L � C04 O O 30 r W Z N Page 22 of 247 Page 8 U Y N I m U' U c Z m u.l 13 U v x N Page 23 of 247 Page 9 U UC) ~� L a „w y v m N TO 1 co T O J C O m L-. O CO O N Page 24 of 247 Page 10 N Y V) 2 a co N CO r- a N ao co G y' C) C C C1 N m � m CG L 8 Q � 5 N m � 3 CD a O 3 O in cQ Z Cl Page 25 of 247 Page 11 M T m N C —C th c0 T O O m N N O 00 �S (U W O 2 00 T O J cu O J cu Qi 0 T Q O C cu A 0 CO 0 N Page 26 of 247 Page 12 :� :1 210 C) C O N d � J L � 8 Ci L �^+ o c Z N Page 27 of 247 Page 13 cU C C 41) > Q) J 0 a O C � V U O U) N U O p m 3 r O O r 3 m C° J Z N Page 28 of 247 Page 14 J J Page 29 of 247 Page 15 a N N n r m v O O 2 N o T C ' C N N o�p E ', J j ; Cl) iv to v (V - N i� v ry' S U (V — C U) N N � t> N � L U Z L - - CD o c T x 3 L in Z N Page 30 of 247 Paae 16 a co N co m o O � a0 N o 0 ' >+CU ro N - N X f O _ = 0 _ N — C _ it7 — —j(v cU C C U) N 0 j m 3 n C r X � � m Co —' Z N Page 31 of 247 Page 17 2 a N (D —C m m n m a T O Q TL O) N o T pp N _ O J - 00 'v - . r - C6 FN [+7 M p N C7 C') = C r i d C U) X �p � L C � C V/ m 3 0 oCL c x o z N Passe 32 of 247 Paoe 18 J J I � a ti N Cfl � c m v T O O 2 N O o ' � m Y co N N N N y + o 0 = J 0 C3 y N � N v O i 04 m C 3 0 0 3 m m Z N Page 33 of 247 Page 19 Page 34 of 247 Page 20 N x ._ 7 ti N (D m O N 00 m a N 0 u, o � J O a 00 o p J O Q' C] C C a c N 0) Q � o 0 v N_ ` U W C O 0 0 m co J Z N Page 35 of 247 Page 21 Newport Structural Design, Inc June 9, 2017 Brown AM M.20 ke By: Checked 2016-1702 Checked Lot 8 House Camfaany Designer 111RISA Job Number Model Name Global Model Seffings Display Sections for Member Caics _ 15 cti Max Intemal Seons for Member Calcs 197 Include Shear Deformation? Yes Increase Nailing Capacity for Wind? Yes Include_ Warping? Yes --- Trans Load Btwn Intersecting Wood Wall? Yes Area Load Mesh (in^2) 9 IMerge Tolerance in .24 P-Delta Analysis Tolerance 4.50% Include P-Delta for Walls? : Yes Automatically Iterate Stiffness for Walls? Yes Max Iterations for Wall Stiffness 3 _Gravity Acceleration (fUsec^2) 32.2 11Wa11 Mesh Size (in) _ 24 4 Eigensolution Convergence To[. (1.E-) (Vertical Axis Y XZ _ Global Member Orientation Plane ,Static Solver Sparse Accelerated Dynamic Solver Accelerated Solver Hot Rolled Steel Code Adjust Stiffness? RISAConnection Code A€SC 14h 36.0-10): LRFD Yes( Iterative) AISC 14th(360-10): LRFD [Wood Code I None Tern- _ Wood perature < 100F concrete Code ACI 318-14 Masonry Code None Aluminum Code None - Building RISA-3D Version 15.0.4 [C:\... \...\Company Files\2016-1702 Futurevision Lot 8\2016-1702 Model.r3d�] Page 22 Page 3 of 24 Company Newport Structural Design, Inc. _ Designer Brown IIIRISA Job Number 20 2016-1702 Model Name Lot 8 House Global) Model Settinas. Con#inued June 9, 2017 9:08 AM Checked By: Number of Shear Regions 14 Region Spacing Increment in 4 Biaxial Column Method Exact Integration Parme Beta FactorMCA) , .65 Concrete Stress Block Rectangular Ilse Cracked Sections? Yes Use Cracked Sections SV Bad Framing_ Warnings? Unused Force Warnings? Min 1 Bar Diam. Spacing; Concrete Rebar Set Min % Steel for Column Max % Steel for Column Seismic Code Seismic Base Elevation Add Base Weight?, Ct X - - Ct Z T X sect T Z sec RX RZ Ct Exp. X Ct Exp. Z SD1 SIDS S1 _ TL (sec) Risk Cat drift Cat DM Z Dm X �d Z :.d X Rho Z Rho X Yes No Yes No �REBAR_SET ASTMA615 1 8 _ A_SC_E 710 Not Entered Yes .02 1.02 Not Entered Not Entered 8 8 .75 .75 .6 .6 8 Iorll Other 3 3 5.5 5.5 1.3 11.3 Hot Rolled Steel Properties Labei E Tk5- Q fksil Nu erm. 11... Densi left"3 Yieldiksil Ry Fu ksi f 1 1 A36 Gr.36 29000 11154 1 .3 .6 .49 36 1 1.5 1 58 1.2 2 A572 Gr.50 29000 1154 _3 .65 .49 50 1: 1 65 1.1 3 A992 29000 11154 .3 .65 .49 50 1.1 65 1.1 4 A500 Gr.B RND 29QQQ 1.54 3 .65 _ .527 42 1.4 -58 _3 5 IA500 Gr. B Rect 290 00 11154 .3 46 1.4 1 58 1.3 6 A53 Gr.B 29000 11154 .3 --.6-5-.527 .65 .49 35 1.6 QQ 1.2 7 f A1085 29000 11154 .3 .65 .49 50 1 1.4 1 65 1.3 8 A36 Outri-qger 29000 11154 .3 .65 .49 36 1.5 58 112 9 [ A36 F scia 29000. 11154 3 .65 .49 36 1 1.5 158 1.2 10 Steel ASTM A36 29001.601 11154.562 .3 1 .65 1 .49 36.002 1.5 58.001 12 _l J RISA-31D Version 1504 [CA \\Company Files\2016-1702 Futurevision Lot 8\2016-1702 Model.r3d] Page 23 1 Page 3of 24 Campany Newport Structural Design, Inc Designer M Brown IIIRISA Job Number 2016-1702 Model Name Lot 8 House June 9, 2017 9:08 AM Checked By: Joint Boundary Conditions _ Irvin+ I Y netfrr7 V rl ln! T rO;} I Y Rni rlr-Wraril V P.f r4-ffjra i 7 Rrtf fie-filradl 1 N25 Reaction _ Reaction I Reaction Reaction Reaction Reaction N1 Reaction Reaction Reaction 3 N3 Reaction_ Reaction Reaction 4 N5 Reaction Reaction Reaction 5 N7 Reaction Reaction Reaction 6 N9 React.ion Reaction Readon 7 N11 Reaction Reaction Reaction 8 N13 N17 Reaction Reaction _ Reaction Reaction Reaction 9 Reaction 0 N19 Reaction Re actiorL _ Readon 11 N21 Reaction Reaction Reaction 12 N23 Reaction Reaction Reaction Reaction Reaction 13 N27 Reaction 4 29 I Reaction Reaction Reaction F— Reaction Reaction 15 N31 Reaction _ 33 React.ion Rea tin Reactio 17 _ N35 Reaction Reaction Reaction 18 N37 Reaction Reaction Reaction 19 N41 Reaction Reaction Reaction l 20 REV J262 i Reaction Re_ecti<an Reaction 21 REV J264 I Reaction Reaction_ �_ Reaction 22 REV J307 I Reaction Readon Rea on 23 REV J309 Reaction _ Reaction Reaction 24 25 _ REV J311 REV 1313-7 Reaction Reaction Reaction Reaction Reaction_ Reaction_ 6 J315 Reaction each n Reaction 27 _BE REV J317 Reaction Reaction Reaction 28 REV J319 Reaction Reaction Reaction 29_1 — REV J321 Reaction Reaction Reaction 0 REV .J323 i Reaction Reaction Reaction Reaction i Reaction 31_ 1 REV J325 Reaction 32 REV J327 Reacbon Readon Reaction 33 REV J332 Reaction Reaction - Reaction _ 34 N861 Reaction Reaction Reaction Member Primary Data I ahol i Ininf I IninT IC Irvin+ Rnf�+nlrfo CariinnlChana Tuna rlaairtn I icf Rdafea ri�l flacinn R��loa 1 1 M8 IREV J262 REV J263 270 HSS4x0.188 Column HSS Pie A500 Gr.B RND TVpical 2 M15 I N29 00 3. 6 HSS4x0 1881Column. HSS Pie A500 Gr.B RND Typical 3 M175 N224 N232 29.999 HSS4x4x4 IColumn None A500 Gr.B Rect T ip cal- 4 M176 N228 N233 29.994 HSS4x4x4 Column None A500 Gr.B Rect Typical 5 M177 N234 REV J295 330 HSS4x4x4 Columnj None A500 Gr.B Rect Tyl2ical 6 M178 N236 I REV J296 330 HSS4x4x4 Column) None A500 Gr.B Rect Typical 7 M1 N1 N2 194.896 HSS1oxo.500 1 ColumnI None A500 Gr.B RND Typical 8.— M19 N37 N38 HSS Pie A500 Gr.B RND Typical 9 M20 REV J264 REV J265 —HSS4xO.I88LolumnI 90.04 HSS4x0.188 Columns .HSS Pipe_ HSS -pipe A500 Gr.B RND Typical 10 M21 N41 REV J266 90.04 HSS4xQ.1 ...' olumni A500 Gr.B RND Typical 11 M9 N17 N18 29.988 W12x106 Column None A992 Typical 12 M10 N19 N20 29.988. W12x106 Column Now A992 Typical 13 M11 N21 N22 132.007 W12x106 rf)himnl None- A992 Typical 14 M12 N23 N24 .24 W12 106 Columni None A992 Typical 15 M13 N25 N26 132.007 W12x106 Column None A992 Typical 16 M14 N2.7 N28 2 3: 46 2x106 Column None A992 T . ical 17 M16 N- N32 132.007 W12x120 Column) None A992 Typical 1.8 M17 N33 N34 132.007.._ UV12x [2D telumn Nfl»e A992 Tylpical RISA-31D Version 15.0.4 [CA ... \... \Company Files\2016-1702 Futurevision Lot 8\2016-1702 Model.r3dj Page 24 Page 39 of 24 Company Newport Structural Design, Inc. Designer M. Brown IIIRISA Job Number 20 2016-1702 Model Name Lot 8 House June 9, 2017 9:08 AM Checked By: Member Primary Data (Continued) I ahal f .Inirif 1 Inlnf W Inuit Rntatafrla Tuna Racine I icF Ilhn+oriel r]ncinn Riilne 19 1 M2 20 M3 N3 N5 N4 N6 329.699 330 W12x170_ Col_umn None W12x17O Columns None A992 A992STVDical21 Typical M4 22 5 N7 N9 N8 N. 6 _ 90 270 W12x170 column None Column: None A992 A992 W 2x17 23 M7 4 . M6 _N13 11 N14 30 29.999 W12x170 Column None W12x170 iColumn,None A992 A992 N 2 25 M55 26 56 N2 N76 N75 N 7 C6x8.2 Beam C6x8.2 Beam I None None A36.Outrigger A36 Outriager Typical Typical 27 . 28 M62 M63 N88 2 N89 C6x8.2 Beam N_o__n_e C6x8.2 Beam None A36 Outrigger Typical A36 Outriaaer Typical 9 _29 M64 _. 30 M65 N91 N93 N92 N94C6x8.2 _ C6x8.2 Beam_ None Beam None A36 Outrigger A36 Ou ri er Typical Tvr)jcal 3.1 2 M66 M 7 N95 N97 N96 N 8 C6x8.2 Beam None C6x8.2 Beam None A36 Outrigger A36 Outr' er Typical cal 33 M70 34 M71 N103 N105 _ N104 W1 66 _ . _ _ _ C6x8.2 Beam-1 None C6x8.2 Beam None A36 Outrigger A36 Outrigger A36 Outrigger A36 Outriaaer Typical Typical Typical _ TVDiCal 35 M77 36 M78 N_117 N1 9 REV J271 _ _ C6x8.2 Beam . None C6x8.2 Beam Noe REV J272 37 M79 38 M85 N76 N88. N121 I REV J274 180 180 C6x8.2_ Beam None C6x8.2 Beam None A36.Outrigger A36 Outrigger Typical TvDicgl 39 M86 REV J271 REV J275 C6x8.2 �_. Beam one _ None A36 Outriqqer A Outri r Typical _T.y, i Qt- 41 M95 42 M96 N97 N95 N136 N137 180 180 _ C6x8.2_ Beam None C6x8.2 Beam None A36 Outrigger A36r Typical tic I 43 M97 44 M 38 N93 N184 N138 REV J290 180 C6x8.2 C6x8.2 _Beam None Beam None A36 Outrigger A riacer Typical Typical 45 M139 46 M REV J290 N187 N186 N188 C6x8.2 Beam None C6x8.2 Beam None. A36 Outrigger Typical. Typical _47] M141 4 M N188 N198 N189 N199 _ C6x8.2 Beam None_ C6 8.2 Beam 1 e N A36 Outrigger A36.OuAr1gge Typical 49 . 15D M148 M16 N199 N220 N200 N221 C6x8.2 Beam_ HSS6x3x8 Beam None None A36 Outrigger A500 Gr.B Rect Typical ,�f.pical _51_ _ M166_ i 52 M167 N221 N220 N222 N2123L HSS6x3x8 Beam None HSS6x3x8 Beam : None A500 Gr B Rect A500 Gr.B Rect Typical 53 M168 1 54 M169 N223 N225 N224 N226 HSS6x3x8_ _Beam _ None HSS6x6x2 Beam None A500 Gr.B Rect A500 Gr.B Rect Typical j _55_ M170_ _. 56 M171 _ N226 . N227 HSS6x6x2 Beam _ None _ HSS6x6x2: Beam None A500 Gr.B Rect Typical Typical A500 Gr.B Rect __ 57_ 1_ M1.79 58 M180 N238 N240 N239 N241 HSS6x6x2. _Beam None _ H S6x6x2 Beam None A500 Gr.B Rect A500 Gr.B Rect Typical Typical 59 M181 60 M182 N242 N244 N243 N­245 _ HSS6x6x2 Beam _None_ HSS6x6x2 Beam None A500 Gr.B Rect A500 Gr.B Rect __Typical Typical 61__ 1 M183 _ 62 M 84 N245 N246 _ N246 N247 N249 N251 N253 N255 _ _ HSS6x6x2_ HSS6x6x2 .Beam None Beam None A500 Gr.B Rect A500 Gr.B Rect Typical Typical 63 M185 64 M 86 N248 N2 HSS6x6x2 _I Beam None HSS6x6x2 Beam None A500 Gr.B Rect A500 Gr.B Rect A500 Gr.B Rect A500 Gr.B Rect Typical_ ' I Typical I Typical 65 M187_ 66 M 8 N252 N 4 HSS6x6x2 BeamNone HSS6x6x2 Beam None 671 _ M189 68 M N256 N231 N257 N258 HSS6x6x2 Beam_.. None HSS6x6x2_ Beam None A500 Gr.B Rect A500 Gr.B Rect A500 Gr.B Rect A500 Gr.B Rect Typical Typical Typical_ Typical 69__ _M191 7Q M192 N231 N260 N259 N261 _ HSS6x6x2 Beam_ None HSS6x6x2 Beam No ne HSS6x6x2 Beam None HSS6x6x2 Beam None 71 M193 72 M 94 N262 N263 A500 Gr.B Rect A500 Gr.B Rect Typical Typical. N264 N2 5 73 M195 74 M196 N263 N265 N266 _.._ N267 N268 _ HSS6x6x2 Beam None SSMx2 Beam None A500 Gr.B Rect A500 Gr.B Rect Typical T i el� 75 M197 N267 HSS6x6x2 Beam None I A500 Gr.B Rect T ical RISA-31D Version 15.0.4 (CA ... \... \Company Files\2016-1702 Futurevision Lot 8\2016-1702 Model.r3d] Page 25 Page 39 of 247 Company Newport Structural Design, Inc Designer M Brown IIIRISA Job Number 2016-1702 Model Name Lot 8 House Member Primary Data Continued June 9, 2017 9:08 AM Checked By: Label I Joint J Joint K Joint Rotatefde.. Section/Shape Type Desiqn List Material Desiqn Rules 76 M198 N269 N2-iO I. N271 N272 HSS6x6x2 Beam None I A500 Gr.B Rect TyPic I Typical 77 M19.9 HSS6x6x2 Beam None A500 Gr.B Rect 78 200 N273 N274 HSS6x6x2 Beam None A500 Gr.B Rect TvDical 79 M201 N275 N276 HSS6x6x2 Beam None A500 Gr.B Rect Typical 80 20 N277 N27 HSS6x6_x2 Beam None A500 Gr.B Rect Typical N279 N280 A500 Gr.B Rect ' Typical 81 M203 HSS6x6x2 Beam None 82 M204 N28 N282 HSS6x6x2 Beam None A500 Gr.B Rect Typical _ N283 N284 _ A500 Gr.B Reci Typical 3 M205 _ HSS6x6x2 j Beam None 4 M2Q6 N2 5 2 6 HSS6x6x2 Beam None A500 Gr.B Rect Typical 85 M207 N287 N288 HSS6x6x2 Beam None A500 Gr.B Rect Typical 86 M208 87 M209 N289 N29.0 HSS6x6x2 Beam ' None Gr.B Rect A500 Gr B Rect 1C21 N291 N292 _ HSS6x6x2 Beam __A500 None Typical 88 M164 N218 I _N219 90 HSS8x6x8 Beam : None A500 Gr.B Rect A500 Gr.B Rect Tvnical Typical 89 M172 N229 N230 90 HSS8x6x8 Beam None 90 M1 /3 N' ' y- HSS8x6x8 Beam None— A300 Gr.B Rect T ical 91 M174 N219 N231 90 HSS8x6x8_ Beam None A500 Gr.B Rect _Typical 92 M22 N43 N44 W12x14 Beam None A992 W12xl4 Beam None A992 al 93 M23 N45 N43 Typical 94 M24 N44 N45 W 2xl4 Be n _ A992 T . ical 95 M102 N139 N140 W12xl4_ Beam None A992 Typical 96 M103 N140N141 W12xl4 Beam None A992 Typical 97 M104 N142 N139 _ W12xl4 Beam None A992._ Typical 9 M155 2 9 142 W12x14 Bea None. A992 : Typical 99 M156 N141 N209 W12x14 Beam None A992 Typical M28 101 4 N2 W1.6x77 Beam Wide Flange W16x26 Beam lWide Flanqe A992 M29 N2 N12 A992 W12 102 M30 N8 N47 W12x40 Beam 'Wide Flange A992 W12 1031 M31 N6 REV J267 W16x26 I Beam lWide Flanqe A992 W12 104. M33 NIONU W12x30 Beam Wide Flange' A992 W12 105 M34 N50 REV J266 W12x14 Beam Wide Flange A992 W12 0 3 4 49 W16x26 B m Wide Finn e A992 W12 107_ _ M36 _ N_50 N51 W16x45 Beam Wide Flange. A992_ W12 M38 N61 I N53 W42x16 Beam 'Wide Flan e A992 W12 109 M39 N6 1. N54 W12x14 . Beam Wide-Flanqe A992 W12 110 M40 N54 I REV J268 W12x1-4 Beam Wide Flan e A992 W12 111 M41 N1173A I N57 W10x12 1 Beam ::Wide Flanqe A992 W12 _ 112 2 7 N58 W16x26 LW de Flan A992 W12 113 M43 _ N4 N14- I W16x26 Beam jWide Flange A992 _ W12 4 M 4 N58 N59 s W12x14- Beam Wide Flan e A992 W12 1151 M47 _ N62 _N63 W10x1.2 _ _Beam Wide Flanqe A992 W12 116 48 N64 N65 W10x12 Seam 'Wide Fian e A992 W12- 1171 M49 N66 N67 _ W10x12_ Beam_ Wide Flanqe A992 W12 118 M50 N68 N69 W10 12 Beam Wide Flange A992 W12 1191 M51 N70 N71 W10x12 1 Beam lWide Flanqe A992 W12 120 : M52 N 7 REV J269 W10x12 Beare Wide Flange A992 W12 12.1 M53 N69 REV J270 W10x12 Beam Wide Flanqe A992 W12 _ 122 M54 N71 N-74 W10x 2 Beam 'Wide Flan a A992 W12 1231 M105 N144 REV J276 W12x26 Beam Wide Flanqe A992 _ W12 124 M10.6 N32 N143 Wl2x26 Beam IWide.Flan el A992 W12 1251 M108 N34 N145 W12x26 ..-I Beam lWide Flanqel A992 W12 126 M110 N146 N 6 I W12xl9 Beam Wide Flange A99Z 127 M111 N18 N148 W12x26 Beam_ Wide Flanqe A992 12 128 M112 N149 N150 12�c22 Beam Wide Flan e A992 rW12 1129 M113 _N149 N151 W12xl4 Beam Wide Flanqe _ _A992 12 13D 14 N152 N153 W12x14 Beam Wide Flan e - -- W12x40 _Beam Wide Flanqe A992 12 131 M115 N153 N865A A992 W12 132 M116 1 N155 I N8b[A I W12x58 Beam Wide Flange A992 W12 RISA-31D Version 15.0.4 [CA ... \... \Company Files\2016-1702 Futurevision Lot 8\2016-1702 Model.r3dj Page 26 Page 49 of 24 Company Designer � Newport Structural Design, Inc. M. Brown IIIRISA Job Number 20 2016-1702 Model Name Lot 8 House June 9, 2017 9:08 AM Checked By: Member PrimarY Data (Continued) I swhol I :Irsinf -1 -hint. V -Inint Rnfafalein CnnfinnlRhnnn Tuna Rocinn 1 icf RAa+oriel Recinn C+��icc 133 M121_ 134 M124 N154 _ N161 N165 woo W12x14 Beam Wide Flange W10x12 Beam Wide Flan A992 A992 W12 W12 _ N 168 135 M125 136___V12O N163 N154 N169 N170 W10x12 Ream [Wide Flange W12x14 Be m 'Wi e Flange A992 A9.92 W12 W12 137 M128 138. M129 N22 N24 N141 N142 _ W12x14 _ Beam iWide Flange 1 1 Beam 'Wide Flan e A992 A2.92 W12 W12 1391 M153 140 M154 N150 _ N151 N207 I REV J291 W12x14 1 Bea_ m 'Wide Flange.. W10x12 Beam 'Wide Elange A992 A992 W12 W12 141.1 M157 2 M158 N26 N22 N210 REV J292 W12x19 Beam Wide Flange W12x14 Beam Wide Flange! A992 A992 W12 W12 1431 M159 .144 M160 N212 N210 N213 REV J293 W12x14 1 Beam lWide Flanqe) W10x1 ; Beam Wide F el A992 A992 W12 I W12 145 M161 - 1 146 M162 N214 -. N215 N215 N 16 W12x14 1 Beam Wide -Flange W12x14 Beam Widean A992 A992 W12 W12 1.47_i M163 148 M9 N213 N32 REV J294 N34 W10x_12_ I Beam_ Wide Flange WI2x45 Beam None A992 A992TvDical _ W12 _ 149 M99 150 M100 N20_ N28 N18 N24 W12x45 Beam W12x45Beam None None. _ A992 A992 _Typical Typical 151 M101 152 M210 N22 REV_J297 N26 N1173A _ _ W12x45 Beam W10x12 Beam None None A992 A992 Typical_ Tvpical 153.1 M211 - 154 M212 N345 N51 _REV J266 N346 _ W10x12 Beam W12x14 Beam None Noe A992 A 92 Typical Typical _1551 M25 156 M26 _ N10 N6 N8_ N W16x77_ _�_ Be_a_m W1 7 Be m None , Non A992 A992 Typical .. . Typical 1_57_1 M27 _- _ 5.8 M211A N14 N867A N12 56 1. REV J308 REV J310 W16x77 Beam . None W12x 4 Bea 'Wide Flang A992 A992 ASo0 Gr.B RND A500 Gr.B RND I A500 Gr.B RND A500 Gr.B RND Typical_ Typical Typical . caf. 159 1 REV M209 160 : REV M210 REV J307 REV J309 90.04 90.04 HSS4x0.1881Columnl HSS Pipe HSS4x0.1881Colurnq H Pipe 161 I_REV M211 . 162 REV M212 REV J311 REV. J313 REV J312 REV J314 90.04 HSS4x0.188 HSS4x0.188.Column Column HSS Pipe_ HSS Pipe Typical T IC I 163 1 REV_ M213 164 REV M2 4 REv_J315 -_ -.... REV J317 REV_J316 REV J318 9 ,04 HSS4x0.188 Column HSS Pipe_ HSS4 0.18$ Column HSS P pe . A500 Gr.B RND A500 Gr.B RND A500 Gr.B RND A500 Gr.B RND A500 Gr.B RND A500 Gr.B RND Typical _ Typical 1.6.5 1 _REV_ M215 166 REV M216 REV_J319 REV_J321 REV J320 REV J322 90.04 216 HSS4x0.188IColu_mnl HSS Pipe_ HSS4x0.18&Co1 mn� HSS PjK Typical .. Typical 1167 1 REV M217. 168 REV 218 REV J323 REV J325 REV J324 216 HSS4x0.188 HSS4x0. 88 Column] HSS Pipe_ Columm HSS P' a Typical_ Typical REV J326 169 1 REV M_219_ 17 REV M220 REV_ J327 N35 N866 216 21 HSS4x0.18.8 SS4x0 188 Column HSS Pipe Column HSS Pie A500 Gr.B RND A500 Gr.B RND Typical_ . Typical N36 171 -1 REV _M223 172 ; REV M226 REV J332 REV_J334 N867A REV J335 216 HSS4x0_ .188 _Colu_mn HSS Pipe Beam Channel A500 Gr.B RND A36 O i r Typical_ Typical 173_1_REV M227 174 M230 REV J335 N861 N347 N860 C6x8.2 Beam Channel A36 Outrigger H 4 0.188 Column None A500 Gr.B RND Typical_ Typical 1751_M235 76, M229 N216 N36 N870A N866 W12x14 _Beam 'Wide FlanqeF W10x12 Beam Wide Flange A36 Gr.36 A992 _ A992 A992 Typical Typical 1771 M230_A 17 ; M228 N36. N866A N867A N867B .. W10x12 Beam 'Wide Flange W12x14 Beam 'Wide Flan a Typical__ Typical _1791 M228B 80 M230B N870A N8 0B N169 Brace [HBrace' None C6x8.2 Beam None A36 Gr.36 A36_Qutdgger Typical Typical .. N869A 181_ 1_ M231_A 182 M2 0C N872 I N8ZZ6 C6x8.2 TBeam None C6x8.2 Beam None A36 Outrigger A36 Outrigger Typical - Typical _N869A . N873 183 M231 B _ 184 M230D N872A N 7 N875 N87 A C6x8.2_ Beam_ C6x8.2 Be None None A36 Outrigger A36 Outri er Typical Typical 185_�_ M231 C_ 186 � M23 E N875A N879 N878 N878A- C6x8.2_ Beam_ C6x8.2 Beam �_ None None A36 Outrigger_ A36 Outrigger Typical T i al 187 1 M231 D 188 ' M230 N878A N884A N881 N 8 C6x8.2 Beam_ C� m None _ None. A36 O_ utrigger A36 O tri ger, Typical_ --Typical 189 M231 N884A N887 180 C6x$.2 Beam Nane A36 Outri er T ical RISA-31D Version 15.0.4 [C:\... \... \Company Files\2016-1702 Futurevision Lot 8\2016-1702 Model.r3d] Page 27 Page 41 of 247 Company Newport Structural Design, Inc Designer M. Brown 111RISA Job Number 20 2016-1702 Model Name Lot 8 House Member Primary Data (Continued) June 9, 2017 9:08 AM Checked By: Label I Joint J Joint K Joint Ratateide Section/Shape Type Desiqn List Material Desiqn Rules 190 M231 G N887A I N889 180 C6x8.2 Beam None A36 Outri er 1 T . ioj_ 191 M232A N887A N890 C6x8.2 Beam None A36 Outriqqerl Typical 192 M230H N890A N892 C6x8.2 Beam None A36 Outri er T i al 1931 M231 H N890A_ N783 180 C6x8.2 Beam None A36 Outriqqer Typical 194 M 3 N8 N89.4 C6x$ 2 Beam None .A36 Outrjaaer T 'cal .195.1 M2311 N892A N895 180 C6x8.2 Beam None A36 Outriqqer Typical 196. M231 J NaUN897 C6x8.2 Beam None C6x8.2 Beam None _ A36 Outriager Typical 1971 M232B N895A N898 180 A36 Outriqqer Typical 198 M230J N898A N900 C6x8.2 Beam None A36 Outrigger Typical 1991 M231 K N898A N901 180 C6x8.2 Beam None A36 Outriqqer Typical . 2 M230 N9 1A N9 3 C6x8.2 Beam_: None C6x8.2 Beam None 6 O i er A36 Outriqqer picall 201 ' M231 L N901A N904 180 Typical 202. M231 M N90 A N906 C6x8.2 Beam. None A36 _QijtrjggELr Typical 203 M232C N904A N907 180_ C6x8.2 Beam None A36 Outrigger Typical 204 i,1i232D N909 N907A C6x8.2 Beam None A36 Outrigge,-.Typi I 205, _M. 233 2 5A M23 N907A N912 N910 N910A C6x8.2 II_Beam None Beam, None A36 Outriqqer AWOLatriggr Typical _ Typical 6x8_2 2071 M236 N910A N913 C6x8.2 Beam I None A36 Outrigger Typical 208 M234 N9 8 N957 C6x8.2 Beam None A36 Outrig er Typical 209 _ M235B N957 N960 C6x8.2 Beam I None_ A36 Outrigger Typical 210 J M234A N963 N960A C6x8-2 Beam .-Channel -Q riQg r Typical Typical 211 _ M235C N960A N961 C6x8.2 Beam Channel A36 Outriqqer 212. M235D N9 4 N96 A N963A N966 C6x8.2 Beam Nonp36 butriager Typical 1 213 M236A C6x8.2 Beam None _ A36 Outriqqer Typical _ _ 1214 M236B 7 N 66A C x .2 Beam ! Channel A36 Outrigaerl. Typical 2151 M237 N966A N969 C6x8.2 _. Beam I _Channel A36 Outrigger I Typical 2.16 M233A N970 N969A OX8.2 Beam, None A36 Outrigger I Typical 217 I M235E _ _N972 N971 C6x8.2 Beam None A36 Outrigger I Typical 218. M236C N971 I N974 C6x8.2 Beam None A36 Outrigge pi al 2191 M237A_ N974A N975 C6x8.2 Beams None A36 Outrigqer I Typical 20 � M240 N990 N98 C6x8.2 Beam None C6x8.2 Beam None A36 O tri a r I TVDical M241A N989 N991 _ _ A36 Outriqqer Typical_ .2211 222 M242B 3 99 C6x82. Beam None 3 Outri er Typical 2231 M243A N992 N994 C6x8 2BeamT None A36. Outrigger Typical 224 M244 N996 N995 C6x8.2 Bea i None A36 Outri er is T 1 225 _ M245 N995 N997 -------rC6x8.2 Beam I None A36 Outriqqer Typical 6 M239 N997A I N999 I C6x8.2 beam 1 7i er TvDicaj 2271 M240A_ N9.9.7A N1000 180 C6x8.2 Beam I _None A3.6 Outrigger Typical 228 M242 N1003 C6x8.2 Beam , None A36 Outriager TvDical 2291 M24_5A N1009A N1010 C6x8.2_ I Beam-1 None A36 Outrigger_ Typical_ 230 M 10 9A N1011 180 .2 1 Beam None A36 Outriaaer, Tvoical 231 _ _ M247 N_ 1013 N1014A C6x8.2 Beam None A36 Outrigger Typical 232 M248 N1013 N1015 180 C6x8.2I Beam None A36 Outrigger TVDical 2331 M249 N1016 N1017 C6x8.2 Beams None A36 Outriqqer Typical 234 M250 N10 6 N1018A 180 C6x8.2 Beam Noe A36 Outriaaer T '- 235 I M_ 24.1_C N1016A N1018B _ C6x8.2 Beam I None A36 Outriqqer Typical 236 M242A N1016A N1019 1 0 C6x8.2 Beam None A36 Outri er T . i I 237_ _ _M244B N_101_9A N1021 C6x8.2 Beams None A36 Outrigger Typical_ 238 24 B N 1019A N 1022 180 QQx8.2 Beam None A36 Outri er Typical 2391 M239A N1022A N1023 HSS6x6x2 -Beam (Wide _Flange A500 Gr.B Rect Typical 102. 240 M240B N1-05 HSS6x6x2 Beam None HSS14x6x3l Beam Wide Flanqe_ A500 Gr.B Rect T is I 241 M241 N1027 N1023 90 A500 Gr.B Rect Typical. 242. 242Q .. N1028 N1027A 90 1 HSS6x6x2 . Beam 'Wide Flancie A500 Gr.B Rect I Typical 243 _ M244A_ N1031 N1032 _ HSS6x6x4 _Beam Wide Flanqe A500 Gr.B Rect Typical 2 4 ' M245C N229 N1033 RIGID None one RIGID Typical _ _ M246A N1034 N1035 _ _ RIGID None None RIGID _Typical_ . _245 246 M247A 10 5 N1032 1 HSS6x6x4_ .. B ldeflanqej A500 Gr.B Rect T jCaJ RISA-3D Version 15.0.4 [CA ... \... \Company Files\2016-1702 Futurevision Lot 8\2016-1702 Model.r3d] Page 28 Page 42 of 24 Newport Structural Design, Inc. June 9, 2017 M Brown AM 2016-1702 Checked By: Checked ke Lot 8 House Company Designer 111RISA Jab Number Model Name Member Advanced Data . _ -.6-clUM11 RCSCY "`Yl". J r1v.1ssase I UI15t'11 Uuse.TllnL_ rU v rn stca Iina sis U uini _. inacuve beismic uesi .. Yes 1 8 BenPIN None 2 M15 BenPIN Yes None 3 _ M_175_ BenPIN Ye_s None 4 M176 BenPIN 5 M177 _ Ben _ PIN _ _ _ Yes None 6 M 78 BenPIN Yes None None 7 _ M1 _ Yes 8 M19 BenPIN Yes None 9 M20 BenPIN J Yes None 10 M21 BenPIN Yes None 11 M9 —�_ _ _ Yes SMF W12 12 M10 Yes SMF W12 13 M11 Yes _ _ SMF W12 14 M12 Yes SMF W12 15 M13 00000x _ Yes SMF W_12 16 ... M14 17 M16. i _ _ Yes SMF W12 18. M17 Yes SMF W12 19 M2 _ _ _ Yes SMFW16 20 M3 Yes SMF W16 21 M4 �_ Yes SMF W16 22 M5 Yes SMF W16 23 M7 Yes — SMF W16 24 M6 BenPIN Yes SMF W16 25 M55 — _Yes _ Collector 26 M 6 BenPIN Yes Collector 27 M62 BenPIN Yes Collector 28 NI 3 BenPIN Yes Collector 29 M64 BenPIN — _ _ j Yes Collector 30 M65 BenPIN Yes Collector 31 M66 BenPIN Yes Collector 32 M67 BenPIN Yes Collector 33 M70 BenPIN _ _ _ . _ Yes 1. Collector 34 M71 BenPIN Yes Collector 35 M77 _ BenPIN _ — _ _ Yes - - Collector 36 M78 BenPIN Yes Collector 37 M78 BenPIN _ _ _ _ Yes Collector 8 M85 e.nPIN Yes Collector 39 M86 BenPIN Yes _ _ { Collector 4 M92 BenPIN . BenPIN Yes Yes Collector 41 M95 Collector 42 M96 B nPIN Yes _ Collector 43 M97 _ _ BenPIN Yes F Collector 44 M138 Be Yes Collector 45 M139 Be.rl.P]N. _ Yes _ _ [ Collector 46 M140 —BenPIN Yes Collector 47 M141 BenPIN _ Yes Collector 48 M147 BenPIN Yes Collector 49 M.148. _ BenPIN _ _ Yes Collector 50 M � es None 51 l M166 _ _ _ Yes i None 52 M167 s _ None 53 M168 _ Yes — _� _ None + 5 M169 Yes None 55 M170 _ Yes _ [— None_ 56 M171 Y None RISA-31D Version 15.0.4 [CA ... \... \Company Files\2016-1702 Futurevision Lot 8\2016-1702 ModelAd] Page 29 Page 4a of 24 Company Newport Structural Design, Inc. June 9, 2017 IIIRISA Designer M.20 Brown Checked AM ke Job Number 2016-1702 Checked By: Model Name Lot 8 House Member Advanced Data (Continued) _ I abPl I Release J Release I ❑ffsetlinl J OffsetTinl TIC Only Phvsical Analvsis Offsetfinl Inactive Seismic Desia 57 M179 -- ----- — Yes 7 None - 58 M180 Yes None 59 M 18 1 Yes None 2 Yes N ne 61 M183 _ _ 1 Yes None 62 M1 4 Yes I None 63 M185 Yes _ _ None None -Yes— 65 M187 Yes _ _ _ None 6 M188 Yes I None 67 M189 Yes F None 68 M190 Yes None 69 M191 Yes None 0 M192 Yes I _None 71 M193 Yes None 72 M194 Yes None 73 M195 Yes None 74 196 Yes None 75 1 M197 _ _ _ _ Yes None 76 M198 Yes None 77 ___M199 _ _ Yes None 78 M200 Yes None 79 M201 Yes ! None 8D M202 Yes I None 81 J. M203 Yes None 82 i M204 Ye5 None 83M205_ . _ Yes None 84 Yes None 85 M207 Yes I None 86 208 Yes I None 87_1M209 _ Yes None 88 M164 Yes None 89 1 M172 Yes None 9 M173 Yes None 91 M174 Yes _ _ None 92 M22 Yes Co Ilector 93 I_ ivi2.3 I BenPiiv res i Cotieetor 94 M24 B nPIN Yes Collector 95 M102 Yes _ Collector 96 - M103 jaenPINBe PIN Y s Collector 97 - M104 BenPIN BenPIN Yes _ Collector 98 M155 BenPJN BenPIN Yes Collector 99 M156 BenPIN _ -I-Yes Collector 100 28 BenPIN BenPIN Yes _Collector 101 M29 BenPIN BenPIN Yes Collector 102 M30 BenPIN Yes ollector _ 103 M31 _ Yes _ Collector 104 33 BenPIN BenPIN Yes Collector 105 M34 BenPIN BenPIN _ _ Yes _ Collector 106 M35 a PIN i Yes Collector 107 M36 BenPIN BenPIN Yes Collector 108 M3a BenPIN BenPIN Yes Collector 109 M39 BenPIN BenPIN _ Yes Collector 110 4: BenPIN_ BenPIN BenPIN I -BenPIN yps Collector 111 1_ M41 _ _ _ Yes Collector 11 - M42 BenPIN B 1N Y s Collector 113 I M43 BenPIN BenPIN Yes I Collector RISA-31D Version 15.0.4 [CA ... \... \Company Files\2016-1702 Futurevision Lot 8\2016-1702 Model.r3dj Page 30 Page 44 of 24 111RISA Company Newport Structural Design, Inc. Designer M. Brown Job Number 2016-1702 Model Name Lot 8 House June 9, 2017 9:08 AM Checked By: Member Advanced Data (Continued) I nhol I Pales. I Pala— I r)ffee+rinl I r)ffm+rinl T/f' (lnly Dhv ;i l An Il is nffo +rinl Inor+i..e 1141 M44 BenPIN ._BenPIN _I BenPIN BenPIN Yes Collector 115 M47 Yes Collector 116 M48 B nP1N BenPIN Yes Collector 1171 M49 BenPIN BenPIN _ _ _ Yes Collector 118 M50 BenPIN BenPIN Yes Collector 11191 M51 BenPIN BenPIN_ Yes_ Collector 1120 M52 BenPIN BenPIN_ Yes Yes Collector Collector 121 1 M53 BenPIN BenPIN 1 122.; M54 BenP1N BenPIN Yes Qojlector r1231 M105 Yes Collector i 24 M106 BenPIN Yes Collector 1251 _M108_ BenPIN Yes Collector 126 M110 BenPIN Yes Colleplor _1271 M111 _ _ Yes Collector 92 112 BenPIN Yes 11 for 129.1 M_113 BenPIN _BenPIN _ _ _ _. _ _ -F Yes Collector_ 130, M114 BenPIN Yes Collector 131 , M115 BenPIN BenPIN Yes �_ Collector 132 M11B BenP1N BenPIN Yes Collector 133 M121_ BenPIN Yes _ Collector 134 M124 BenPIN BenP1N BenPIN BenPIN Yes Collector 1351 M125 _ _ Yes _ Collector 136 M126 BenPIN BenPIN Y s Collector 1371 M_128 Yes Collector 138 M129 I Yes Collectgr 1391 M.1.53 BenPIN Yes _ Collector _ 0 M154 BenPIN BenPIN Y05 Collec r 141 1 M157 BenPIN Yes Collector 142 M158 BenPIN Be PIN _ _ _ Coll c of Collector 1431 M159 BenPIN Yes 144 M160 BenPIN BenPIN BenPIN Yes Collector 1.45_ M161 Yes Collector 146 : M162 Yes C.o lec o 147_ M163 _ BenPIN BenPIN _ Yes _ _ _ Collector 14B M98 Yes SMF W12 1491 M_99 _ _ Yes I SMF W12 50 MIOO Yes Yes. _ SMF W12 SMF W12_ 151 M101 152 M210 BenPIN BenPIN BenPIN BenPIN _ Yes _ _ _ Collector Collector 1531 M211 Yes 1 4 . M2 12 BenPIN BenPIN Yes Collector j_ _Yes _ _ _ _ _ SMF W16 155 M25 r 156 M26 Yes SMF W16 1571 M27 _ Yes _ SMF W16 158 M211A BenPIN nPl[V Yes _ Collector 159 REV M209 _ BenPIN _ _ Yes [ None 160 REV M210 BenP1lN Yes None 161 REV M211 _ BenPIN. _ _ _ Yes � None_ 162 REV M212 BenPIN Yes Yes None � _ _None 163 REV_M213 BenPIN 164 REV M214 BenPIN None 1_65 REV_M215 BenPIN _Yes Yes None 166 .'. REV M216 _ ._ BenPIN _ _ _ _ Yes None 167 _REV M217 BenPIN Yes None_ 1 REV M218 _BenPIN Yes Yes None I. None 169 REv_M219 BenPIN 170 RIEVMMI Yes I None RISA-31D Version 15.0.4 [CA ... \... \Company Files\2016-1702 Futurevision Lot 8\2016-1702 Model.r3d] Page 31 Page 45 of 24 Company Newport Structural Design, Inc. June 9, 2017 Designer M.20 Brown AM IIIMode[ Job Number ke Checked 2016-1702 Checked By: R ISA Name Lot 8 House Member Advanced Data (Continued) Label 1 Release J Release I offset[ J Offseffinl TIC Only Physical Analysis Offset inl Inactive Seismic Desig 171 REV_M223 —t Yes I None 172 REV_M226 BenPIN BenPIN Yes Wone 173 REV_M227 �— _ Yes None 174 M230 BenPIN BenPIN Yes i None 1751 M235_ Yes None 176. M229 BenPIN BenPIN Yes None 1771 M230A _ BenPIN ] BenPIN Yes None - TT8...__ 22 _ -]B-enptN_ . -BenPIN— —Yes - --- -- ---- --- -- — i ne 11791 M228B_- ._Ben_PIN_I BenPIN Yes None 180, M2 0B B nPIN Yes Collector 11811 M231A_ BenPIN Yes Collector 182. M230C B nP I I Yes Co lector 1831 M231B BenPIN — Yes Collector 184 M230D BenPIN Yes _Collector 1851 M231C BenPIN _ Yes Collector 186 M230E BenP N Yes Collector 187 M231D BenPIN _ Yes Collector 188 M230G BenPIN Yes Collector 11891 _M231 F BenPIN _- - Yes Collector : 190 ' M231G enPIN Yes Collector 191_ M232A BenPIN ._ _ Yes _ collector 192 M230H BenPIN Yes _R Collector �1 -Collector 1.93 M231 H BenPIN ( — — Yes 194 M2301 BenPIN Yes Collector 195 M231I. BenPIN _ _ _ Yes _ Collector_ 196 M231 J er-PI N Yes Collector Yes Collector 197 M232B BenPIN 198 M230J BenPIN Yes Collector 199 M231 K BenPIN Yes Collector 200 M230K BenPIN Yes _ i C llector 201 M231 L _d BenPIN Yes 1 Collector 202 M231 M BenPIN Yes Collector 203 M232C - BenPIN -- Yes Collector - 204 M232D BenPIN Yes Collector 205_ M233 BenPIN .. _ _ — — _ Yes . Collector 20 35A BenPIN Yes Collector 2071 M236 y i BenPIN _ _ Yes Coliectoi 208 M234 BenPIN Yes Collector 2091 M235B BenPIN- _ Yes — — Collector 210 M234A BenPIN Yes None 211 M235C BenPIN _ _ - _ Yes _ _ None 21.2 92350 BenPIN Yes Collector 213 M236AI BenPI N Yes-.. _ _ __ Collector M236B BenPIN Yes Non _214 215 M237 BenPIN Yes _ _ None 216 M233A BipnPIN Yes None 2171 M235E BenPIN Yes — i Collector_ 218, M236C s Collector _BenPIN BenPIN Yes_ _- None 219J M237A 2-20 M240 BenPIN Yes ollector_ 221. M241A _ _ BenPIN Yes Collector �7_ M242B BenPIN BenPIN _ Yes Yes Collector _ _ Collector 223 M243A 224 M244 BenPIN Yes —Collector 225 M245. -.BenPIN Yes. Collector 226 ! M2 9 BenPIN Yes Collector 227 M240A BenPIN Yes Collector RISA-31D Version 15.0.4 [CA ... \... \Company Files\2016-1702 Futurevision Lot 8\2016-1702 Model.r3d] Page 32 Page 46 of 24 Company '''RISADesigner JQ6 Number Model Name Newport Structural Design, Inc. M Brown 2016-1702 Lot 8 House June 9, 2017 9:08 AM Checked By: Member Advanced Data Continued I ahal I Ralaaca .I Ralaaca I C)ffcatrinl I nffcatrinl T/(: r)nly Phvciral Analvcic Offcaffinl Inarfiva Caicmir rlacin 228 M242 I BenPIN J Yes -Collector f Collector 229 M245A _Be_n_PIN Yes 23Q- M 46 enP1N Yes Collector 231 1 M247 I BenPIN Yes Collector 232 M248 BenPIN Yes Collector 2331 M249 BenPIN _ Yes �` Collector 234. M250 BenPIN Yes Collector 2351 M241C BenPIN Yes _ Collector 236 Be 1 Yes Collector 2371 M244B BenPIN Yes Collector 238: M245B BenPIN Yes Collector 2.391 M239A _ _ Yes_ None 240 M240B Yes None 241 M_241_ Yes None 42 Yes ! None 243. M244A I _ Yes F None 2.4 M245C 245 M246A yes Yes None None 246 M247A yes None Hot Rolled Steel Design Parameters 1 nhai CA4na I crimkrtl I hvurfn I k -rrf+l I rm— f—rfll I r r. k. Hfn I _Fnrn IC�n. te— P'h C��nrrinn 1 M8 HSS4x0.188 12 8 Lbyy Gravity 2 M15 HSS4xo.188 13.428 I Lbvv Gravity 3 M1Z5 H S4 4x4 4,488 Lbyy Gravit 4 M176 HSS4x4x4 3.433 LbVV Gravity 5 M177 HSS4x4x4 4.787 Lb y Gravit 6 M178 HSS4x4x4 5.384 Lbyy Gravity 7 M1 HSS1ox0.5... 17._155 �. Lb Gravity Gravity M19 HSS4x0.188 . 9 M20 HSS4x0.188 14.269 Lbyy Lbyy Gravity Gravity 10 M21 HSS4x0.188 12.19 11 M9 W12x1.06 j 3_.63 Lbyy Lbyy Lateral Lateral 12 M10 W12x106 13.202 i 13 M11 W12x106 13,1371 Lbyy Lateral 14 M12 W12x106 12.751 Lbvv Lateral 15 M13 W12x106 12.788 Lb Lateral 1 M14 12x1.06 13.288 Lbyy Lateral 17 M16 W12x120 13.662 Gravity 18 M17 W12x120 13,975 Lbyy Lateral 19 M2 W12x170 15.356 Lb Lateral Lateral 20 M3 W12xl7 13.9851 _ Lbyy 21 1 M4 W12x170 13.4341 Lateral Lateral 22 M5 2 1 12.74 Lb 23 M7 -Wj W12x170 14.552 Lb Lateral 4 M6 W12x170 16,212 Lbvv Lateral 25 M55 C6x8.2 1 4 Lbyy Gravi 26 M56 C6x8.2 4 Lbvv I Gravity 27 I M62 C6x8.2 3.952 Lbyy Gravity 28 M63 C6x8.2 4,005 Lbvv Gravity 29 M64 C6x8.2 4.005 LbVV Gravity 30 M65 C6x8.2 4.005 Lbvv i Gravity 31 M66 C6x8.2 4.005 Lbyy I Gravity 32 M67 C6x8.2 4.005 C6x8.2 3.986 �! Lbyy Gravit 33 M70 Lb _, Gravity RISA-31D Version 15.0.4 [CA ... \... \Company Files\2016-1702 Futurevision Lot 8\2016-1702 Model.r3dj Page 33 Page 47 of 24 Company ewportStructuralDesign,Inc. """"""""Design'"" Designer M. Brown IIIRISA Job Number 20 2016-1702 Model Name Lot 8 House Hot Rolled Steel Design Parameters (Continued) June 9, 2017 9:08 AM Checked By: Label Shape Length[ft] Lbvyrftl Lbzzrftl !_corn!) toprftl Lcomp botLftl L-torq... KVV Kzz Cb Function 34 M71 0 _ C6x8.2 4.0�11. _Lbyy _.. Gravity _ Gravity 35 M77 , C6x8.2 4.044 ` Lbvv 36 ! M7$ I C6x8.2 4.06 Lbyy Gravity Gravity 37 M79 I C6x8.2 6.208 _ Lbvy - 38 M.$5 I C6x8.2 6.1 3 Lbvv Gravit 39 _ M86 C6x8.2 6.683 _ Lbvv Gravity 40 M92 i C6x8.2 6.018 LbYY Gravit 41 _ -C-x8.2 . LbVV .Grimy _ 4 M96 C6 8 2 6.006 Lbvv Gravity 43 M97 C6x8.2 6.006 Lbyy Gravity C 2 44 M138 56$ Gravity 45 M139 C6x8.2 6.144 _ 1 Gravity 46 M140 C6x8.2 2.547 Gravity 6.164. 1 i Gravity 47 M141 C6x8.2 48 M147 C6x8.2 3.259 1 Gravity 491 M148 C6x8.2 5.028 1 _ _ Gravity 50 HSS6x3x8 1 275. Gravity 51 M166 HSS6x3x8 1.745 Lbyy Gravity 52 M1 7 HSS6x3x8 3.334 Lbvv Gravity _ 53 M168 HSS6x3x8 1.,548 LbVV -.. - - _ Gravity 54 M169 HSS6x6x2 36.189 Lbvv Gravity 66.76 _ --Lb,vy--t Gravity 55 M170 HSS6x6x2 6 M171 HSS6x6x2 7.418 Lbyy Lateral 57 _ M179 HSS6x6x2 4.918 LbVV Gravity. 8 M180 HSS6x6x2 9.837 Lbvv Gravity 59 M181 HSS6x6x2 14A4I Lbvv Gravity _ 60 M182 HSS6x6x2_ HSS6x6x2 4 Lbyy Gravity 61 M183 4 _ _ Lbvv _ _ _ _ Gravity fit M184,. S6x6x2 1 1.762 Gravity 63 M185 HSS6x6x2.. 4.69- Lbyy_ Gravity 64 M186 HSS6x6x2 5.082 Lbyy Gravity 651 M187 HSS6x6x2 5.474 _ LbV_V__ _I_ Gravity 66 M.. 8 HSS6x6x2 5 Lb Gravit 67 M189 HSS6x6x2 - 6.257--_ _ LbVV _ _ Gravity 68 M1 H_SS6x6x2 01 Lbvv Gravity 69 M191 HSS6x6x2.8.571 _ Lbvv Gravity 7 M192 HSS6x6x2 .422 L . Gravity 71 M193 HSS6x6x2 5.076 Lbyy Gravity 2 194 HSS6x6x2 4.91.5 Lbyy Gravity 73 M195 HSS6x6x2 8.523 Lbvv Gravity 74 M196 HSS6x6x2 HSS6x6x2 4.435 4.434 _ _ _ Lbyy Gravity 75 _ M197 Lbyy _ Gravity 76 M198 HSS6x6-x2 HSS6x6x2 7.421 7.421 Lbvv Gravity 77 M199 Lbyy _ _ Gravity 8 200 HSS6x6x2 HSS6x6x2 7.421 _ _ _ 7.42 Lbvv Gravity 79 M201 Lbvv Gravity 80 M 02 HSS6x6x2 HSS6x6x2. 7.42 _ _' 7.42 L Gravity 81 M203 Lbvy Gravity 82 M2 4 HSS6x-Qx2 7.42 i Lbvv Gravity 83 _ M205 HSS6x6x2 _ 7.419 ----------------- 7 LbVV _ _ Gravity 84 M206 HSS6 6 9 Lbvv Gravity 85 _ M207 HSS6x6x2 7.419 _ LbVV _ _ _ _ Gravity 86 M208 HSS6x6x2 Lbvv Gravity $7 M209 HSS6x6x2 7.418 _ _ Lbyy Gravity _ 88 M164 HSS8x6x8 24 Lbyy Gravity 89 M172 _ HSS8x6x8 28.662 _ _ _ Lbvv Gravity 0 M173 HSSUM 37.626 Lbyy Gravity , RISA-3D Version 15.0.4 [CA ... \... \Company Files\2016-1702 Futurevision Lot 8\2016-1702 Model.r3dj Page 34 Page 4 of 24 Newport Structural Design, Inc. June 9, 2017 M. Brown 20 By: 2016-1702 h d Checked Lot 8 House Company Designer IIIRI,SAModel Job Number Name Hot Rolled Steel Design Parameters (Continued) Label Shave Length[ft Lbv V 11 ft Lbzz ftl Lcom - to.fftl Lcomp botfR1 L torq, ._ Kvv Kzz Cb Function Gravity 91 M174 HSS8x6x8.13.626_ Lbyy 92_ M22 W12x14 8 066 10 10 1 0 1 Gravity _ 93 M23 W12x14 87.956 10 10 10 10 Gravity 94 M24 1.0 10 10 Gravity 95 M102_ _W12x14 W12x14 58.5231 10 1 1 10 10 Gravity 96 M103 W12x14 48.01 10 1 10 10 Lateral 97_ M104 W12x14 - _ .52.5_ �_ 10 1 - -[ _ 10 . _ 10 ... Gravity 98 . M155 W12x14 1 .9911 10 1 10 10 Gravity 99_ M156 W12x14 34.1081 13 13 1 �_ 1.3 13 Gravity 00 28 W16x77 37.669 1 Gravity 1011 M29 W16x26 13.6581 1 Gravity 102 M30 W12x40 13.086 1 Gravity 1031 _M31 W16x26 7.696 _ _ _ 1 Gravity 104 M33 1 W12x30 37.591 W12x14 36.4441 10 1 Gravity _105 M34 1 10 Gravity 1106, M35 6x26 36.429 10 1 10 Lateral 107 M36 _W1 W16x45 30.5351 1 Lateral 1081 M38 W12x16 31.572 7 1. 12. 1 Gravity M39 W12x14 33.154. 10_ 1 �_ 10 Gravity _1091 11.0 .1 M40. W12X14 - 26,028 8 _ _ 8 I Gravity 111 �_ M41 W10x12 7.71.6 �_ _ 1 - Gravity 112. M42 W16x226 28.694 10 1. 1 10 Lateral 113 - M43 W16x26 3_7_.636_� _ ._ _ 1_ - Gravity 114 M44 W12x14 23.56 10 1 10 Gravit 1151 M47 W10x12 15.8.48 1 Gravity 116. M 8 WI Ox1.2 8.145 Gravit 1171 _M_ _49 W_ 10_x12 2.2.66.5 1 Gravity I118 M50 0 19,104, 1 Gravity 1191 M_51 W10x12 15.544 - - - - 1 Gravity 1-O 120. M52 22,459 1 Gravity 121 1 MU W1Ox12 18.888 1 Gravity 122 . M54. W .0.12 .15.3.1.8 1 1 Gravity 1231 M 105 _ W12x26 18.431 _ 1 Gravity 1.24 M106 W12x26 11..481 1 Gravity 125 _ M108 W12x26 20..6.67_1 _ 1_ 1 Gravity 126 M110 12,825 1 Gravity 127-1 M111 W12x26 15._831 1 _ Gravity 1 128 j MI12 W12x22 26.005, 1.0 1 12 Gravity 1291 M 113 W12x14 21.665 _ 10 _ _ _ 1 _ 10 _ _ _ Gravity 130 M114 W12x14 6.651 1 Gravit 131 I-- M115_ 1N12x40 40.4891 1 Lateral 132 133 LM121 - W12x58 W12x14 31..594 6.647 _� 1 1 Gravit Lateral 134, M124 W1Ox12 25.1 5 1 Gravity 135 I M125 W1Ox12 21.309 117.517 _ 1 _ Gravity 136 M126 W12x1-4 : 112 137 M_1_28 W12x14 _ 8.508 _1 _ - _ 1 _ _ _ _ - -Gravity Gravity 138 M 1 9 1N12 - .4 2.741 1 Gravity 139_ _ M153 W12x14 3.352_ _ 1 Lateral 140 M154 W10x12 2.72 1 Gravity 1411 M157 W12x19 11.001_ 1 Gravity 142 i M . - W12x14 4.559 1 _ 1 Lateral 1_4_3 L M_1.59_ _ W12x14 24.049 Gravity M160 W1Ox12 12-108: 6.47 1 1 Gravity 145 _ _ M161 W12x14 Gravity 1461 M162 W12x14 4.526 1 Gravit Gravit 1471 M163 I W1 Ox12 1 3.063 1 RISA-3D Version 15.0.4 [CA ... \... \Company Files\2016-1702 Futurevision Lot 8\2016-1702 Model.r3d] Page 35 Page 49 of 24 Company Newport Structural Design, Inc. Designer M Brown 111RISA Job Number 2016-1702 Model Name Lot 8 House Not Rolled Steel Design Parameters (Continued'] June 9, 2017 9:08 AM Checked By:, Label Shape Lenqthrftl Lbyyrftl Lbzzrftl Lcornp toprftl Lcomp botrftl L-torq.-. Kyy Kzz Cb Functia 148 M98 I W12x45 121.496_ 1 Lateral 26.0131 Gravity 149 M99 W12x45 1 _ 150 M100 W12x45 34.013. 1 Lateral 151.1 M101 W12x45. 24.003 1 Lateral 152 M210 W1 OxI2 -5 6 1 Gravity 153 M211 W10x12 4.684 1 _ _ Gravity 154 2 W12x14 4.629 1 Gravity 155 M25 W16x77 32.507 �LbVY_ Lateral 156. M26 J W16x77 2 _695 Lbyy Lateral 157 M27 W16x77 24.058 Lbyy Lateral E 168 M211A W12x14 6-821 1 Gravity 159 REV_M209 HSS4x0.188 13.507 _ j Lbyy Gravity 160 REV_M210 161 REV_M211 HSS4x0.188 HSS4x0.188 12.817 14.651 Lbyy Lbyy Gravity + Gravity 62 REV M212 HSS4x0.188 13,486 Lbyy _ Lbyy Gravity 1631 REV_M213 HSS4x0.188 15.076� _ _ Gravity 164 REV M214 HSS4x0.188 13.188 Lbvv i Gravity 1651 REV M215 I HSS4x0.188 12.909 _ _ _ _ Y_Y _Lb Gravity 166 REV , HSS4x0.188 13.993. LWYGravit _M216 167 REV_M217 IHSS4x0.188 13.827 _ Lbyy _ _Gravity J 168 REV_M218 169 REV_M219 IHSS4x0.188 HSS4x0.188 1.3,514 Lbvv Gravit 13.366 Lbyy _ _ Gravity 170, REV M220 HSS4x0,188 13.553 L-byy Gravity 171 R_EV_M223 HSS4x0.188 13.848 _ _ _ Lbyy _ _ Gravity 72 REV_M226 6x .2 7nn 1 Gravity 173 REV_M227_ C6x8.2 6.275 1 _ Gravity HSS4x0.188 174 M230 13.517 _ Lateral 175. M235 W12x14 6.373 _ L_bVV ! Gravity. M229 Vi190x12 '12.352 1 Lateral _1-76 177' M230A W10x12 20.344 _ _ 1 Gravity 178 M228 W12x14 28-819 1 Gravity 179 M228B Brace 9.314 .... Lbyy.. _.. Gravity 80 230B C6x8.2 4.009 Lb Gravit .181 1 M231A C6x8.2 6_693 Lbyy Gravity 82 M230C G6x8.2 4,009 Lbyy Gravity, 1831 M231 B C6x8.2 _ _6,693 Lbyy Gravity 1!$4 , M23Q C6x8-2 1 4.009 1 Lbvv IGravit 1185 M231 C_ _ C6x8.2 6.693 _ Lbyy _ _ Gravity 1186 ! M230E C6x8.2 4.009 Lbvv Gravity- 187 I M231 D C6x8.2 6.695 LbYY _ _ _ Gravity 18.8 M230G C6x82 4. 0 1 Lbyy Gravity 189.1. M231_F C6x8.2 6.199 _ _ _ Lbyy-- Gravity 190 M231 G C6x8.2 3.984 Lbvv Gravit 1911 M232A C6x8.2 6.194 _ _ LbVY Gravity 192 M230H C6x8.2 3.968 Lbvv Gravit 193 M231 H. C6x8.2 6.193 Lbyy Gravity 194i M230106x8.2 4 Lbvv Gravity 1951. M2311 C6x8.2 _ 6.203 _ _ _ _ LbVY Gravity 1.961 M231 J C6x8.2 4 bvv i Gravity 1971 M232B C6x8.2 6.206.. Lbyy Gravity 198 M2-30J C6x-8.2 4.O-G5 Lbvv Gravity 199 M_23-1 K. _ C6x8.2 _ 6.007 . Lbyy- _ _ _ _ _ Gravity 200 M230K C6x8.2 4.005 LbYY Lbyy _ _ Gravit Gravity 201 M231 L_ .. C6x8.2 6.007 202 M2 1 M C6 8.2 4005 Lbyy Lbyy Gravity 2031 M232C C6x8.2 6.007 _ _ Gravity 204 M232D I C6x8.2 31 Lbyy Gravity RISA-3D Version 15.0.4 [CA ... \... \Company Files\2016-1702 Futurevision Lot 8\2016-1702 Model.r3dj Page 36 Page 5 of 24 Newport Structural Design, Inc. June 9, 2017 Brown AM M.20 2016-1702 Checked ke By: Checked Lot 8 House Company Designer IIIRISA Job Number Model Name Hot Rolled Steel Design Parameters (Continued) mi l_ Sha Lan h LbI- Lbzz[ft] Lcomp top[fl Lcom botft L-tor ... IC Kz4 Cb Function _2.05.1 M233 C6x8.2 6.688 LbVV _ T Gravity 2 6 M23 A C6x8.2 4.018 Lb Gravity 207 M236 C6x8.2 I 6.693 _ Lbvv Gravity 9nR M91d r AVA 9 1 ARF i rrnvity i 2091 M235B . _ C6x8.2 6.275_ 1 11 210: M23 x8.2 4.5 1 211 M235C C6x8.2 6.275_ _ 1 pGravity 1 212 M235D C6x8 2 5,515 1 2131 M236A C6x8.2 6.275.. 1 Gravity 7 214 M236B C6x8.2 1 Gravity 215. M237 _ C6x8.2 6.275 1 �_ Gravity 216 M233AC6x8.2 4.5-76 Lby y Lateral 217_ M235E C6x8.2 2.542 1 Gravity 218 M236C C6x8.2 6.167 1 Gravity 219 _M237A C6x8.2 _ 3_436 I Lbyv Lateral 220 M240 C6x8.2 2,5421 Gravity 221 M241 A _ C6x8.2 6.167 1 Gravity 222 M242B C6x8,2 -2.542 6.168 1 1 1 Gravity Gravity 223 M243A C6x8.2 224 I M244 C6x8.2 2.542 Gravity, 2251 M245 C6x8.2 6._1.69 1 Gravity 22 C6 81 4.76 1 Gravity 227 M240_A C6x8.2 6.15.8 _ _ _ 1 Gravity ?28 4 C6x8.2 4.854 1 Gravity 229 M245A C6x8.2 4.6i89 1 Gravity 30 M246 C6x8.2 6,155 1 Gravity .231 M247 C6x8.2 4.619 1 Gravity 232 M248 C6x8.2 6.153 1 Gravity 233 M249 C6x8.2 4.548 _ _ 1 Gravity 4. M250 C6x8.2 6 . 153 1 Gravity 235_ _ M241 C_ C6x8.2 4.458 _ _ 1 Gravity 236 M242A C6x8.2 6-151... 1 Gravity .237M244B C6x8.2 4.369 1 Gravity 23$ B C6x8.2 6.149 1 Gravity 239 1 _M239A HSS6x6x2 17.852 Lbv_v- Lateral .. 240 M240B HSS6x6x2 7.419 _ _ _ Lbyy Gravity 241 1 M241HSS14x6x3 35.656 LbyV_ I Lateral 242 M242 HSS6x6x2 243 M244A HSS6x6x4 14,503, _ _ Lbvv Lateral 22 _ LbV_v Lateral 244 47 x6x4 .111 Lbyy Lateral Basic Load Cases t3LL: uescription Ga a A Gravi Y Uravi Z GravityJoint Point i ribut... Area Me..Surface(--- 1 Self Weight DL ! 4.05 2 -Roof Dead DL 1.6 3 anopy Dead DL �l` 16 4 Roof Live RLL _ 18 5 Canopy Live RLL 1 16 6 Seismic X ELX .125 17 32 7 Seismic Z _ ELZ WL+X .125 1 17 32 8 Wind +X. 17 9 Wind -X WL-X 1 17 10 Wind +Z WL+Z Wind Z 12 -Roof Wind WL-Z WLY :: 14 16 RISA-3D Version 15.0.4 [CA ... \... \Company Files\2016-1702 Futurevision Lot 8\2016-1702 Model.r3d] Page 37 Page 51_ of 24 Company Newport Structural Design, Inc June 9, 2017 Designer M.20 Brown AM ''RISA Job Number ke Checked 2016-1702 Checked By: Model Name Lot 8 House Basic Load Cases Continued BLC Description Cate X Gravity Y Gravi Z Gravi J i t Pont ❑is ribu ..Area Me.,.Su_ aced=i 13 1 BLC 2 Transient Area Loads None t _ 2993 14 BLC 3 Transient Area Loads None 15 � BLC 4 Transient Area Loads rl _NOe 16 BLC 5 Transient Area Loads None 17 � BLC 6 Transient Area Loads None 18 BLC 7 Transient Area Loads one 19 BLC 12 Transient Area Loads 21 0 Unit Load Load Combinations 610 2993 608 3603 603 8964 _- Descri tion So..F--. S , BLCFac--BLCFac.-, BLC F --BL Fac..BLCFac..BLCFac-.BL F--BLCFac..BLCFac..BLCFac... "t JCII VVCIyIIL hill TMb kl Yes C LJL 1.14 I 1 6 1 .L i Full Gravity DL J.2 RLLJ 3 !Total.Deflectio C DL 1 RILL 1 4 IBC 16-5 a Yes C DL 1.2 Sd.. ,2 Rho*E.. R... ,3 IBC 16-5 b Yesl C IDL 1.2 Sd.. ,2 Rho*E.. 1 R,.. 6 IBC 16-5 c Yesl C DL 1..2 Sd.. .,2 Rho*E., 1 R... _ 3 7 1 IBC 16-5 (d 'Yes C DL 1.2 Sd.. 2 Rho*E.. 1 R... -.3 _ 8 IBC 16-5 e . Yes_Q DL 12 1 Sd., ,2 Rho*E.. -. R.- 9 IBC 16-5 Yes C DL 1.2 Sd.. .2 Rho*E.. -1 R... -,3 _ 1 IBC 16-5 Yes C DL 1.2 Scl ,2 Rho*E.. -1 R.- ,3 11 IBC 16-5 N 'Yes C DL 1.2 Sd....2 IRho*E.. -1 IR... .3 12 IBC 1 -7 Yes, C DL .9 Scl- -L Rho*E.. 1 'R... ,3 13 IBC 16-7 b 'Yes C DL 9 Sd.. -,2 Rho*E.. 1 IR._, 3 14 IBC 16-7 e Yes C DL .9 Sd.. -.2 IRho*E... 1 IR... -.3 15 IBC 16-7 d Yes C ;Yes C DL .9 8d• -,2 IRho*E.. IR... -.3 1 16 IBC 16-7 2` DL .9 Sd::. -,2 !Rho*E.: iR- -.3 = 17 1 IBC 16-7 I;b Yes C DL .9 ISd.. -.2 IRho*E.. -1 IR- -.3 18 1BC 16-7 Yes C DL 9 Sd.. -,2 IRho*E., -1 ,IR... .3 19 IBC 16-7 h Yes. C DL -9 Scl- -_2 IRho*E.- -1 R... - 20 ',IBC 16-5 os-a Yes C DL 1.2 Sd.. 2 OWE.., 1 10... 3 21 IBC 16-5 os-b Yes, C DL. DL 1.2 Sd.. .2 Om*E... 1 0... .3 22 1BC 16-5 os-c Yes C 1.2. 1.2 Sd.. .2 om*E... 1 'o... -.3 23 IBC 16-5 os-d 'Yes C DL Sd.. .2 �Om*E.. 1 .0... -,3 _ 24 IBC 16-5 os a .YeC. C DL 12 Sd.. .2 Om*E -1 0.- _ 25 1 IBC 16-5 -fos-6 Yes C ,DL 1.2 ,Sd.. 2 -Om*E.. -1 1-0... -.3 'IBC 16-5 (Qs- Yes C DL 12 Sd.. ,2 Om*E,.. _1 I0... ,3 _26 . 27 IBC 16-5 os-h Yes C DL 1.2 Sd. -1 .3 28 JBC 6-7 :os-a Yes C DL -9 Sd.. . 1 10... ,3 29 IBC 16-7 os-b Yes C DL .9 Sd.. 1 0... .3 30 1 C 6- . os-c Yes; G !DL - Sd.I pOm*E . 1 10... -.3 31 IBC 16-7 (os-d) Yes C DL .9 Sd.. . 1 0... ,.3 32 IBC 6-7 os-e Yes C DL sd.. , -1 '0.... -3 33 i IBC 16-7 (os-f) Yes. C DL .9 Sd.. _. -1 0-.- -.3 i 34^'IBC 16-7 os- Yes C iD g Sd.. _.2 Om*E.. _1 0... 3 IIBC 16-7 os-h . Yes C DL .g Sd.. -,2 Om*E.. ..1 0- ,3 _35 36 Diaphragms _37 C 38 C Rho*E.., 1.6 IR.._ - 88 Rho*E..Y-1.6,IR... , 8 39 -- C C Rho*E.. 1.6 IR... -.48 40 Rho*E.. 1.6 IR... -.48 41 C Rho*E.. 1.6 IR.....48 42 C IRho*E.. 1,6 1R....48 43 - 44 - C IRho*E.. 1.6 IR.- -.48 -.48 - - C IRho*E.. 1.6..R-•- RISA-3D Version 15.0.4 [CA ... \... \Company Files\2016-1702 Futurevision Lot 8\2016-1702 Model.r3d] Page 38 Page 5Z of 24 Company Newport Structural Design, Inc Designer Brown A 20 Job Number 2016-1702 Load Combinations Continued June 9, 2017 9:08 AM Checked By: pesgriptian So-P... S... BLCFac..BLCFac... BLC Fac.:BLCFac..BLCFac..BLCFac..BLCF e..BLCFec,.BLCFac-,BLC_ae.-- 45 _Drift _ C 46 I ELX 1 ELZ .3 47 ELX y -1 ELZ .3 48 1 ELX 1 ELZ; ELX -1 ,ELZ -. 49 -.3 50 ELZ 1 ELX! ..3 51 ELZ -1 IE .3 _ -T-T- 52 ELZ 1 ELX -.3 53 _� - _ _ ELZ -1 IELX -.3 I 54 Wind 55 .. _ Yes _C_ IDL 1.2 IRLL .5 WL+X _ 1 W - .32 Yesj C DL 1.2 IRL .5 WL-X 1 W- .32 57 'Yes C IDL 1,.2 IRLL .5 W... 1 W - 1.32 1 58 Yes. C DL 1.2 IRLL .5 - - - - 1 W....32_ 59 _ 'eS C DL 1.2 IRLL .5 WL+X .707 W;...707'W....32 60 Yes C- QL 1-2 IRLL .5 WL X -707lW_ .707 W....32 61 Yesl C DL 1.2 RLL .5 WL+X .7071U11-707 'W....32 - 62 'Yes C DL I DL 1.2 �L 5 WL-X -707'W--- -7Q7 'W....32 6-3-1_ _ Yesl C .9 WL+X 1 Yes C ' DL .9 WL-X 1- 65-1 Yesl C DL .9 1W... 1 'W...l 1 6 Yes C DLI 9 W - 1 1 W... 1 67 'Yesl C DL .9 WL+X .707 W-...707'W_. 1 1 $ 'Yes. C DL .9 WL-X _707 W....707 'W.. 69 Yesl C DL .9 .. WL+X .707 W....707 'W- 1 70 Yes C DL 9 WL- .707 W....707 'W- 1 71 lBrace SOness 20 1 _ Envelope Joint Reactions Joint X [kl LC Y rKI. LC Z fkl LC MX Ik-ftl LC M Ik-ftl LC MZ rk-ftl LC 1 N25 I max 4.628 164 21.932 1 2 5.938 1 11 1 38.975 161 063 65 43.276 1611 2 min _ -4.919 55 -2.073 67 -2.741 165 1 -31.763 164 --Q95 -35.268 64 1 3 N1 max 2-29 164 33-671 2 1 1-688 66 0 1 0 1 0 1 1 4 min 2 133 155 H .289 64 -2,265 57 0 D 15 N3 max 9.613 680.74 2 4.8661681 0 1 1 1 0 1 1 1 0 1 F, min I FQ I _ na i RR R07 I RQ I n I 1 n I1 n 1 7 N5 max 7.016 68 21.7 8 2 3. 98 68 0 1 0 1 0 1 8 in -5-9 59 2.705 67 -3.627 59 0 1 0 1 0 1 9 N7 max 241 18 16.816 1 2 8.762 Ill 0 1 1 1 1 0 1 RISA-3D Version 15.0.4 [CA ... \... \Company Files\2016-1702 Futurevision Lot 8\2016-1702 Model.r3d� Page 39 Page 5 of 24 Company Newport Structural Design, Inc Designer M Brown IIIRISA Job Number 2016-1702 Model !Name Lot 8 House June 9, 2017 9:08 AM Checked By: Envelope Joint Reactions (Continued) Wn f Y r1e1 1 r Y nrl 1 r'. 7 rw I r RAY rk_ftl I (. MY rk-ftl I r hA7 rk-ftl 1 26 min 2.172 61 27 N29 I max .021 61. .587 66 -3.04 15 0 1 0 0 1 0 l 0 1 0 .1. 1 7.723 j 58 .004 2 28-. min . i,Q43 6 -4.266 65 . -.025 58 0 1 0 1 0 14.274 2 5.241 -1.28 67 -4.908 60 59 0 1 0 0 1 0 1 1 0 1 Q 1 29 N31 max, 4.723 60 30 1 59 1 31 N33 I max 4.028 160 17.552 2 4.457_ 60 0 1 0 1 0 -1- 1 32 in -3.594 6 _ -2.853.-:68 3: 9 67 _ ) .1 _ 0 0 1 0 1 0 1 _ 1 33 N35_ max .024 i55 � 8.521 1 2 9 57 _ �4 1 34 min -.026 56 -.799 64 - 0 0 1 .0 1 0 1 _ 35 N37 max. .028 55 10.543 1 2 .026 57 0 1 �. 0 1 0 1 36., min -.027 5.6 -1.086 69 -.02 1 0 1 0 37 N41 max-. .08 55 14.056 2 .06 57 _ 0 1 0 1 To 1 38 min f 39_ J262 Imax -.02 56 .156 64 0 58 0 0 1 1 0 0 1 0 1 0 1 1 .015 55 3.292 2 j 011 57 -REV 4Q min - u - 56 -.276 65 -.0 3 15 0 1 0 41 REV J264 _ max .02 55 7.313 12 j .023 57 0 1 1 0 1 0 1 _ 42 in -.016 56 --429 163 -.021 58 1 0 1 0 43 1 REV J307 max .011 55 4.59 2 .016 57 0 1 0- �- ! 0 1 1 i - 01 56 -.629 69 -.007 58 1 1 0 45 REV J309 max 013 j 55 3.335 2 .011 57 0 1 0 1 - 0 1_ in - 005 56 -.301 65 - -0 0 1 0 1 0 1 47 - REV J311 - max - --- _ .03 55 10.652 2 .03 57 0 1 0 1 0 1 in -.027 156 -.6 9 65 58. 0 1 i 0 1 0 1 49 REV J313 max .025 55 8.227 2 017 57. 0 1 1 0 1 0 1 58 _ .. 50 min -.02 6 8 -. 17 0 1 0 1 0 1 51 REV J315 max .043 155 18.604 -2 . .053- 57_ 0 j 1 0 1 0 1 52. - 5 - .36 fig -.055 58 0 1 .0 0 1 53 REV J31.7 max .014 55 4.547 2 .007 57 0 1 j 0 1 0 1 i -.013 56 - 873 65 -.013 58 0 1 1 55 REV J319 max .01 55 2.826 2 .007 57 0 1 0 1 _ 0 1 56 min -A 6 56 -.56. -. 5 58 0 1 0. 1 0 1 57 REV J321 max_ - - - 038 55 8.753 1 2 .027 59 0 1 0 - - ^ 1 0 1 5 i -.0 2 60 - -.024 58 0 1 1 .0. 1 59 REV J323 max .005 8 1.40.6 56 .009 � 964 - 0 1 0 1 0 1_ 60 min 09 6 -1.fi6 63. -.009 5 0 1 61 REV J325 max .008 16 .367 63 .008 9 0 1 _ 0 _ 1 0 1 2 min -.01 4 1 -4,546 2 -.008 15 1 1 .-0 1 1 63 REV J327 max -- .082 55 24.308 2 .052 57 - 0 1 0 - -- 1 0 - - 1 64 min -.082 56 6,4, -_043 58 0 1 0 1 0 1 65 REV J332 max 03 55 12.252 2 .03 57 _ _ 0 1 0 1 0 1 66 min 56 -.5 67 -.029 58 0 1 0 1 0. 67 N861 max 036_ 551 12.034 _1_-2 .033 57 0 1 0 1 0 1 68 Ln 56 - 516 64 -.0 8 58 .0 1 0. 1 1 0 1 1 69 Totals_ max 51.721 1641 423.21.8 I _2 j 41.0.23 - 58 [ 70 min T45 504. 55 37,422 63-41-888 65 Envelo a Joint Reactions - Overstren th W i1 Y ro r r v rw r r• 7 rill 1 n KAY r1r_f1l 1 r. r1AY rIr_ffl 1 r. KA7 ri -fll 1 d', 1 I N25 m 8.631 3420.113 1251 9.821 27 69.178 22 .131 341 76.812 22 2 min. -8.96 22 -1.196 29 -5.46 31- 1 -64.417 34 -.172 122 -7.1.525 34 3 N1 max 3.595 34 2 .41.5 22 2.857 33 0 20 0 1201 0 20 4 min 1 -4.009 22 2.754 34 -3.292 23 0 20 0 ' 20 .0 2D 5I N3 maxI 16.666 24 31.577 20 8.568 321 0 20 0 1201 0 20 6 min 1 -16.32 120 -3.389 ' 32 -9.779 20. 24 0 0 20 20 0 0 120 20 .0 0 20 7 N5 max 1 12.556 124 2 .096 25 6.925 20 RISA-3D Version 15.0.4 [CA ... \... \Company Files\2016-1702 Futurevision Lot 8\2016-1702 Model.r3d] Page 40 Page 54 of 24