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Structural Calculations 5ive Engeerg Job Name: Larkspur Residence Job Number: 1431 Scope Number: 1 Client: John Shirley Company: Thk rchitecture 5151 South 9 East, Suite #2 Salt Lake City, UT 84117 Date: February 14, 217 Engeer s Stamp Revision Date y Description D D D D These calculations are the sole property of 5ive Engeerg and may not be reproduced whole or part without written permissions from 5ive Engeerg. Calculations are valid only for the above named project and location and are not valid unless engeer s origal signed wet stamp is affixed. 834 West 75 North, Kaysville, UT 8437 Phone: 81.915.4525

asis For Design 1. UILDING CODE: 21 International uildg Code 2. Design: Roof Loadg Snow Load Floor Loadg = 15 = 2 = 13 = 15 = 4 3. Lateral Design: Wd Loadg asic Wd Speed (3s Gust) = 115 mph Importance Factor = 1. Wd Exposure = C Seismic Loadg Seismic Use Group = I Sds, Sd1 =.545,.278 R = 6.5 Soil Site Class = D Seismic Design Category = D Lateral Force Resistg System = Wood Shear Walls nalysis Procedure = Equivalent Method 4. Foundation Design: Traditional foundations designed conformance with recommendations per the mimum recommendations of the 212 IC. ll footgs shall extend a mimum of 42 below grade. llowable dead plus live load soil pressure equals 15. 5. Concrete Design: Concrete footgs and slabs on grade f c=25 6. Concrete Reforcg: Rebar #5 and larger STM 615 grade 6 (fy=6 ), bars #4 and smaller STM 615 grade 4 mimum (fy=4 ). WWF STM 185. PT strands 27. ½ dia. seven wire. 7. Wood Design: Sawn Lumber: shall have the followg mimum grade (unless noted otherwise): Location Specification 2x4 Studs, blockg, top plates Douglas Fir Stud Grade 2x6 Studs, blockg, top plates Douglas Fir #2 Joists, top plates Douglas Fir #2 ll other sawn lumber Douglas Fir #2 6x beams and 6x posts Douglas Fir #1 834 West 75 North, Kaysville, UT 8437 81.915.4525 Page 1 of 146

Glu-lam eams: Douglas Fir Combation Fb Fv Fc (perpendicular) E Location Simple span Cantilevered & Multi-span = 24 = 165 = 65 = 1,8, Specification 24F-V4 24F-V8 Plywood or OS: C-D or C-C sheathg conformg to the followg nomal thickness, span, ratg and nailg pattern U.N.O.: Thickness Span Ratg Edge Nailg Field Nailg 3/8 24/ 8d @ 6 o.c. 8d @ 12 o.c. 1/2 32/16 8d @ 6 o.c. 8d @ 12 o.c. 3/4 4/2 1d @ 6 o.c. 1d @ 1 o.c. ll nails except 16d nails shall be common nails U.N.O. 16d sker, 16d box, or 12d common U.N.O. Nails shall be driven so that the heads are flush with wood surface. Over-driven or under-driven nails will not be acceptable. Nailg shall be per IC Table 234.9.1 nailg schedule. 8. Connection Hardware: Shall be Simpson Strong-tie, USP, or ICO approved equivalent. 9. Inspection: s required by the governg municipality. 1. Special Inspection: Not required (U.N.O. on the plans) 834 West 75 North, Kaysville, UT 8437 81.915.4525 Page 2 of 146

feet meters 2 6 Page 3 of 146

Ground Snow Load ase ground snow load - Change snow load with elevation - ase ground snow elevation/1 - Elevation above sea level/1 - P o = 83 S = 63 o = 5 = 6.92 P g = 147 Page 4 of 146

Snow Loads for Flat, Hip, and Gable Roofs Ground Snow Load, p g : 147 Exposure Factor, C e : 1 Thermal Factor, C t : 1 Roof Slope Factor, C s : Use Figure 7-2a Importance Factor, I: 1 C s : 1 Flat Roof Snow Load, p f : 13 Sloped Roof Snow Load, p s : 13 152 East Hills Circle, ountiful, UT 841 - Phone: 81.915.4525 Page 5 of 146

Unbalanced Snow Loads For Eave to Ridge Distance of 2. or Less For Eave to Ridge Distance Greater than 2. Unbalanced Sloped Roof Snow Load on the Leeward Side, p su : Unbalanced Sloped Roof Snow Load on the Leeward Side, p su : 154 154 Unbalanced Sloped Roof Snow Load on the Wdward Side, p su : Unbalanced Sloped Roof Snow Load on the Wdward Side, p su : 31 Drig Snow Density, g: 3 pcf Length of Upper Roof, l u : 25 h c : 6 Length of Lower Roof, l l : 12.5 h b : 3.4 Drig Calcs Req'd For Leeward Drig For Wdward Drig h dl : 2.9 h dw : 2.2 Maximum Drig Height, h d : 3 Dri Width, W: 12 Maximum Dri Intensity, p d : 88 152 East Hills Circle, ountiful, UT 841 - Phone: 81.915.4525 Page 6 of 146

Slidg Snow Roof Slope: 5 :12 For Slippery Roofs For ll Other Roofs Design for Slidg Snow Design for Slidg Snow Slidg Snow on Lower Roof, p slide : 69 Slidg Snow Load shall be Superimposed on alanced Snow Load 152 East Hills Circle, ountiful, UT 841 - Phone: 81.915.4525 Page 7 of 146

Gravity Design Loads ased on SCE 7-1 & IC 21 Roof sphault Shigles/ Standg Seam 3 PSF 15/32 Plywood Sheathg 2.3 PSF Roof Trusses 3 PSF Insulation.8 PSF 5/8 Gypsum oard Ceilg 2.8 PSF Misc. 2.1 PSF Roof 15 PSF Roof 2 PSF dditional Soffit Load 8 PSF (s Occurs) Floor Floor Fish 1.5 PSF 3/4 Plywood Sheathg 3.4 PSF Wood I-Joists 3.5 PSF Insulation 1.5 PSF 5/8 Gypsum oard Ceilg 2.8 PSF Partition PSF Misc. 2.3 PSF Floor 15 PSF Floor 4 PSF Wall 7/8 Stucco 1 PSF 3/8 Plywood Sheathg 1.2 PSF 2x6 Framg 1.4 PSF Insulation.3 PSF 5/8 Gypsum oard Fish 2.8 PSF Misc. 1.3 PSF Floor 17 PSF dditional Stone/rick Veneer Load 3 PSF (s Occurs) Page 8 of 146

Roof Design Page 1 of 146

TLE 3 RECOMMENDED UNIFORM ROOF LIVE LODS FOR P RTED SHETHING!! ND P RTED STURD-1-FLOOR WITH STRENGTH XIS PERPENDICULR TO SUPPORTSibJ Maximum Span (.) llowable s ()ld1 Panel Mimum Panel Spacg of Supports Center-to-Center (.) Span Performance With Edge Without Edge Ratg Category Supportl'l Support 12 16 2 24 32 4 48 6 P RTED SHETH ING1 1 12/ 3/ 12 12 3 16/ 3/8 16 16 7 3 2/ 3/8 19.2 19.2 12 so 3 24/ 3/8 24 19.21 1 19 1 6 3 24/16 7/16 24 24 19 1 65 4 32/16 1S/32 32 28 3 16S 11 6S 3 4!2 19/32 4 32 27S 19S 12 6 3 48/24 23/32 48 36 27 175 95 45 3 6/321'1 7/8 6 4 3S 16S 1 7 3S 6/481~ 1-1/8 6 48 35 165 1 7 35 P RTED STURD-1-FLOORigJ 16 oc 19/32 24 24 18S 1 6S 4 2 oc 19/32 32 32 27 15 1 6 3 24 oc 23/32 48 36 24 16 1 so 3 2 32 oc 7/8 48 4 29S 185 1 55 3S 48 oc 1-3/32 6 48 29 16 1 65 4 (a) Includes P RTED SHETHING/CEILING DECK. (b) pplies to P RTED SHETHING and P RTED STURD-1- FLOOR panels 24 ches or wider applied over two or more spans. (c) Tongue-and-groove edges, panel edge clips (one midway between each support, except two equally spaced between supports 48 ches on center or greater), lumber blockg, or other. For low slope roofs, see Table 31. (d) 1 dead load assumed. (e) 19.2 ches for Performance Category 3/8 and 7/16 panels. 24 ches for Performance Category 15/32 and 1/2 panels. (f) Check with supplier for availability. (g) lso applies to C-C Plugged grade plywood. *No established tolerance. 61 I ENGINEERED WOOD CONSTRUCTION GUIDE. FORM NO. E3V. (!:> 211 P- THE ENGINEERED WOOD SSOCITION. WWW.PWOOD.ORG Page 11 of 146

Project: 1431 (Larkspur Residence - Thk) Location: Roof Raers High Roof Roof Raer [212 International uildg Code(212 NDS)] TJI 56 / 11.875 - ilevel Trus Joist x 25. FT (18 + 7) @ 16 O.C. Section dequate y: 4.7% Controllg Factor: End Reaction DEFLECTIONS Center Right.6.6.65 IN L/362 IN L/331.5..48 IN 2L/338 IN 2L/354 Deflection Criteria: L/24 Deflection Criteria: L/18 RFTER RECTIONS Upper @ Upper @ Upper @ Lower @ Lower @ Lower @ RFTER SUPPORT DT Upli (1.5 F.S) earg Length Web Stiffeners LODS 927 115 142 1788 26 249-85.52 1.75 No RECTIONS 1236 153 1389 2384 347 2732 3.5 No RFTER DT Interior Eave Span Length 18 7 Raer Pitch.25 :12 Roof sheathg applied to top of joists-top of raers fully braced. Sheathg/sheetrock applied to bottom of joists-bottom of raers fully braced. Roof Duration Factor 1.15 I-JOIST PROPERTIES TJI 56 / 11.875 - ilevel Trus Joist ase Values Moment Cap: Mcap = Cd = 1.15 95 - Shear Stress: Vcap = Cd = 1.15 25 End Reaction: Rcap = 1265 Cd = 1.15 w/ web stiffeners: RcapWS = Cd = 1.15 Interior Reaction: IRcap = Cd = 1.15 3 w/ web stiffeners: IRcapWS = Cd = 1.15 3475 E.I.: EI = 636-2 djusted Mcap' = 1925 - Vcap' = Rcap' = RcapWS' = IRcap' = IRcapWS' = EI' = 2358 1455 345 3996 636-2 StruCalc Version 9..1. LODING DIGRM enjam Thomas 5ive Engeerg 834 West 75 North Kaysville, UT 8437 RFTER LODING Uniform Roof Loadg Roof : LL = Roof : DL = Slope djusted Spans nd Loads Interior Span: L-adj = Eave Span: L-Eave-adj = Raer : wl-adj = Eave : wl-eave-adj = Raer : wd-adj = Raer : wt-adj = Eave : wt-eave-adj = 6/6/214 8:36:23 M 18 7 13 15 18 7 137 137 2 157 157 page of Controllg Moment: 6129-8.818 Ft from le support of span 3 (Right Span) Created by combg all dead loads and live loads on span(s) 2 Controllg Shear: -163 17.996 Ft from le support of span 2 (Center Span) Created by combg all dead loads and live loads on span(s) 2, 3 Comparisons with required sections: E.I.: Moment: Shear: Req'd 451 2- E6 6129 - -163 Provided 636 2- xe6 1925-2358 Page 12 of 146

Project: 1431 (Larkspur Residence - Thk) Location: Outriggers Multi-Loaded Multi-Span eam [212 International uildg Code(212 NDS)] 3.5 IN x 5.5 IN x 5. FT (3 + 2) #2 - Douglas-Fir-Larch (North) - Dry Use Section dequate y: 5.% Controllg Factor: Moment StruCalc Version 9..1. enjam Thomas 5ive Engeerg 834 West 75 North Kaysville, UT 8437 6/5/214 1:46:46 PM page of DEFLECTIONS Le Center.9.1.1 IN 2L/822 IN 2L/71 -.1. -.1 IN L/4534 IN L/3989 Deflection Criteria: L/36 Deflection Criteria: L/24 LODING DIGRM RECTIONS Upli (1.5 F.S) earg Length 1288 213 151.69 26-43 163-56.7 w w EM DT Span Length Unbraced Length-Top Unbraced Length-ottom Duration Factor Notch Depth Le 3 3 MTERIL PROPERTIES #2 - Douglas-Fir-Larch (North) endg Stress: Shear Stress: Modulus of Elasticity: Comp. to Gra: 1.. Center 2 2 ase Values djusted Fb = 85 Fb' = 112 Cd=1. Cl=1. CF=1.3 Fv = Cd=1. E = Fc - = 18 16 625 Fv' = E' = Fc - ' = 18 16 625 UNIFORM LODS Uniform Uniform eam Self Weight Total Uniform Load 3 2 26 3 4 24 Le Center 26 3 4 24 Controllg Moment: -18 - Over right support of span 1 (Le Span) Created by combg all dead loads and live loads on span(s) 1, 2 Controllg Shear: 78 t le support of span 2 (Center Span) Created by combg all dead loads and live loads on span(s) 1, 2 Comparisons with required sections: Section Modulus: rea (Shear): Moment of Inertia (deflection): Moment: Shear: Req'd 11.77 3 6.5 2 21.27 4-18 - 78 Provided 17.65 3 19.25 2 48.53 4 162-231 Page 13 of 146

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Input Loads RF1 Length : 2.75 Snow : Y Max Depth : 24 Roof Duration C D : 1. Span / DTL : 24 Public ssembly : N Camber Radius : 2 Floor Duration C D : 1. Span / DLL : 36 Roof Slope : 5:12 Equivalent C D : 1. Roof : 15 13 13 4 6 412 15 13 13 P1 Floor : 15 4 4 15 4 4 P2 Misc. : 1 --- 1 1 1 --- P3 Wall : 18 --- --- 5 9 --- 18 --- --- --- P4 Design Criteria Reactions (s) Options uilt-up eam eam Label : DL LL Le Right 16 412 Start Dist: P5 DL: 22 22 Moment 541 - llowable D TL.14 LL: 567 567 Shear 787 llowable D LL.9 TL: 787 787 Std Camber.1 M Capacity (-) : V Capacity () : Span/ D TL : Span/ D LL : Lumber Grade : Red. LL Uniform Loads (PSF) Partial Uniform Loads (PSF) Pot Loads Trib. WDL (PLF) WLL (PLF) Forces Wood eam Design (2) 2 x 6 (3) 2 x 4 (4) 2 x 4 113 67 893 145 998 133 2984 1153 1538 4142 161 2135 DF No. 2 DF No. 2 DF No. 2 DL LL Red. LL Trib. WDL (PLF) WLL (PLF) End Dist: P6 Deflections DL (K) (2) 1 3/4 x 5 1/2 (3) 1 3/4 x 5 1/2 3823 5735 3658 5486 4134 5739 62 868 LVL LVL LL (K) Dist. (FT) R/F (4) 1 3/4 x 5 1/2 7647 7315 8267 11478 LVL Glu-lam eam M Capacity (-) : V Capacity () : Span/ D TL : Span/ D LL : Lumber Grade : Camber: Camber Magnitude (): 3 1/8 x 6 5 1/8 x 6 6 3/4 x 6 8 3/4 x 9 1 3/4 x 12 12 1/4 x 13 1/2 375 615 81 2348 47916 6741 3313 5433 7155 13913 2279 29216 435 6617 8716 38131 11144 18169 562 9187 121 52939 154168 25138 24F-V4 24F-V4 24F-V4 24F-V4 24F-V4 24F-V4 Std Camber Std Camber Std Camber Std Camber Std Camber Std Camber Timber eam M Capacity (-) : V Capacity () : Span/ D TL : Span/ D LL : Lumber Grade : 4 x 6 6 x 4 8 x 8 1 x 1 1287 936 731 1429 1219 1219 3188 5114 3481 1498 18914 4869 4833 279 2626 67598 DF No. 2 DF No. 1 DF No. 1 DF No. 1 12 x 12 25348 7494 14553 145156 DF No. 1 14 x 14 416 1328 198554 275662 DF No. 1 Parallam eam M Capacity (-) : V Capacity () : Span/ D TL : Span/ D LL : Lumber Grade : 2 11/16 x 9 1/4 9262 486 15894 2266 PSL 3 1/2 x 9 1/4 5 1/4 x 9 1/4 7 x 9 1/4 1262 1893 24124 6259 9389 12518 2699 3148 41398 28737 4316 57475 PSL PSL PSL Page 15 of 146

Input Loads RF2 Length : 5.25 Snow : Y Max Depth : 24 Roof Duration C D : 1. Span / DTL : 24 Public ssembly : N Camber Radius : 2 Floor Duration C D : 1. Span / DLL : 36 Roof Slope : 5:12 Equivalent C D : 1. Roof : 15 13 13 4 6 412 15 13 13 P1 Floor : 15 4 4 15 4 4 P2 Misc. : 1 --- 1 1 1 --- P3 Wall : 18 --- --- 5 9 --- 18 --- --- --- P4 Design Criteria 16 412 Start Dist: P5 Reactions (s) Le Right Forces Deflections Options uilt-up eam eam Label : DL LL DL: 42 42 Moment 1971 - llowable D TL.26 LL: 182 182 Shear 152 llowable D LL.18 TL: 152 152 Std Camber.2 M Capacity (-) : V Capacity () : Span/ D TL : Span/ D LL : Lumber Grade : Red. LL Wood eam Design Uniform Loads (PSF) Partial Uniform Loads (PSF) Pot Loads Trib. WDL (PLF) WLL (PLF) DL LL Red. LL Trib. WDL (PLF) WLL (PLF) DL (K) LL (K) Dist. (FT) R/F End Dist: P6 (2) 2 x 1 (3) 2 x 8 (4) 2 x 6 (2) 1 3/4 x 5 1/2 (3) 1 3/4 x 5 1/2 (4) 1 3/4 x 5 1/2 3119 2875 226 3823 5735 7647 1758 266 29 3658 5486 7315 24 1473 858 594 891 1188 2832 245 1191 825 1237 DF No. 2 DF No. 2 DF No. 2 LVL LVL LVL 165 Glu-lam eam M Capacity (-) : V Capacity () : Span/ D TL : Span/ D LL : Lumber Grade : Camber: Camber Magnitude (): 3 1/8 x 6 5 1/8 x 6 6 3/4 x 6 8 3/4 x 9 1 3/4 x 12 12 1/4 x 13 1/2 375 615 81 2348 47916 6741 3313 5433 7155 13913 2279 29216 58 951 1253 548 15959 25894 85 132 1739 768 22157 3595 24F-V4 24F-V4 24F-V4 24F-V4 24F-V4 24F-V4 Std Camber Std Camber Std Camber Std Camber Std Camber Std Camber Timber eam M Capacity (-) : V Capacity () : Span/ D TL : Span/ D LL : Lumber Grade : 4 x 8 6 x 6 8 x 8 1 x 1 12 x 12 14 x 14 2236 2773 731 1429 25348 416 167 1714 3188 5114 7494 1328 1145 786 2718 6998 1526 28536 159 192 3774 9715 2862 39618 DF No. 2 DF No. 1 DF No. 1 DF No. 1 DF No. 1 DF No. 1 Parallam eam M Capacity (-) : V Capacity () : Span/ D TL : Span/ D LL : Lumber Grade : 2 11/16 x 9 1/4 3 1/2 x 9 1/4 5 1/4 x 9 1/4 7 x 9 1/4 9262 1262 1893 24124 486 6259 9389 12518 2284 2975 4462 595 3171 413 6195 826 PSL PSL PSL PSL Page 16 of 146

Input Loads RF3 Length : 2.25 Snow : Y Max Depth : 24 Roof Duration C D : 1. Span / DTL : 24 Public ssembly : N Camber Radius : 2 Floor Duration C D : 1. Span / DLL : 36 Roof Slope : 5:12 Equivalent C D : 1. Roof : 15 13 13 13.8333 27.5 1424.83 15 13 13 P1 Floor : 15 4 4 15 4 4 P2 Misc. : 1 --- 1 1 1 --- P3 Wall : 18 --- --- 5 9 --- 18 --- --- --- P4 Design Criteria 37.5 1424.83 Start Dist: P5 Reactions (s) Le Right Forces Deflections Options uilt-up eam eam Label : DL LL DL: 346 346 Moment 196 - llowable D TL.11 LL: 163 163 Shear 1949 llowable D LL.8 TL: 1949 1949 Std Camber. M Capacity (-) : V Capacity () : Span/ D TL : Span/ D LL : Lumber Grade : Red. LL Wood eam Design Uniform Loads (PSF) Partial Uniform Loads (PSF) Pot Loads Trib. WDL (PLF) WLL (PLF) DL LL Red. LL Trib. WDL (PLF) WLL (PLF) DL (K) LL (K) Dist. (FT) R/F End Dist: P6 (2) 2 x 12 (3) 2 x 8 (4) 2 x 6 (2) 1 3/4 x 5 1/2 (3) 1 3/4 x 5 1/2 (4) 1 3/4 x 5 1/2 4614 2875 226 3823 5735 7647 2138 266 29 3658 5486 7315 15393 618 3597 2492 3738 4984 18716 7514 4374 33 4545 DF No. 2 DF No. 2 DF No. 2 LVL LVL LVL 66 Glu-lam eam M Capacity (-) : V Capacity () : Span/ D TL : Span/ D LL : Lumber Grade : Camber: Camber Magnitude (): 3 1/8 x 6 5 1/8 x 6 6 3/4 x 6 8 3/4 x 9 1 3/4 x 12 12 1/4 x 13 1/2 375 615 81 2348 47916 6741 3313 5433 7155 13913 2279 29216 2433 3989 5254 22988 66944 18617 2958 485 6388 27949 81391 13258 24F-V4 24F-V4 24F-V4 24F-V4 24F-V4 24F-V4 Std Camber Std Camber Std Camber Std Camber Std Camber Std Camber Timber eam M Capacity (-) : V Capacity () : Span/ D TL : Span/ D LL : Lumber Grade : 4 x 1 6 x 8 8 x 8 1 x 1 12 x 12 14 x 14 3639 5156 731 1429 25348 416 251 2338 3188 5114 7494 1328 9981 8364 1143 29353 633 1197 12135 1169 13863 35688 76633 145533 DF No. 2 DF No. 1 DF No. 1 DF No. 1 DF No. 1 DF No. 1 Parallam eam M Capacity (-) : V Capacity () : Span/ D TL : Span/ D LL : Lumber Grade : 2 11/16 x 9 1/4 3 1/2 x 9 1/4 5 1/4 x 9 1/4 7 x 9 1/4 9262 1262 1893 24124 486 6259 9389 12518 9582 12478 18718 24957 1165 15172 22757 3343 PSL PSL PSL PSL Page 17 of 146

Input Loads RF4 Length : 7.25 Snow : Y Max Depth : 24 Roof Duration C D : 1. Span / DTL : 24 Public ssembly : N Camber Radius : 2 Floor Duration C D : 1. Span / DLL : 36 Roof Slope : 5:12 Equivalent C D : 1. Roof : 15 13 13 13.8333 27.5 1424.83 15 13 13 P1 Floor : 15 4 4 15 4 4 P2 Misc. : 1 --- 1 1 1 --- P3 Wall : 18 --- --- 5 9 --- 18 --- --- --- P4 Design Criteria 37.5 1424.83 Start Dist: P5 Reactions (s) Le Right Forces Deflections Options uilt-up eam eam Label : DL LL DL: 1115 1115 Moment 11382 - llowable D TL.36 LL: 5165 5165 Shear 628 llowable D LL.24 TL: 628 628 Std Camber.4 M Capacity (-) : V Capacity () : Span/ D TL : Span/ D LL : Lumber Grade : Red. LL Wood eam Design Uniform Loads (PSF) Partial Uniform Loads (PSF) Pot Loads DF No. 2 Trib. WDL (PLF) WLL (PLF) DL LL Red. LL Trib. WDL (PLF) WLL (PLF) DL (K) LL (K) Dist. (FT) R/F End Dist: P6 (2) 1 3/4 x 9 1/2 (3) 1 3/4 x 9 1/4 (4) 1 3/4 x 7 1/4 1147 16221 13287 6318 9227 9643 384 532 341 467 646 DF No. 2 DF No. 2 LVL LVL LVL 415 Glu-lam eam M Capacity (-) : V Capacity () : Span/ D TL : Span/ D LL : Lumber Grade : Camber: Camber Magnitude (): 3 1/8 x 12 5 1/8 x 9 6 3/4 x 7 1/2 8 3/4 x 9 1 3/4 x 12 12 1/4 x 13 1/2 15 13838 12656 2348 47916 6741 6625 8149 8944 13913 2279 29216 582 42 37 687 21 3247 77 489 373 835 2433 3947 24F-V4 24F-V4 24F-V4 24F-V4 24F-V4 24F-V4 Std Camber Std Camber Std Camber Std Camber Std Camber Std Camber Timber eam M Capacity (-) : V Capacity () : Span/ D TL : Span/ D LL : Lumber Grade : 8 x 16 1 x 14 12 x 12 14 x 14 331 28856 25348 416 6588 7268 7494 1328 38 2518 1884 3578 3658 361 2291 435 DF No. 2 DF No. 1 DF No. 1 DF No. 1 DF No. 1 DF No. 1 Parallam eam M Capacity (-) : V Capacity () : Span/ D TL : Span/ D LL : Lumber Grade : 2 11/16 x 14 3 1/2 x 9 1/2 5 1/4 x 9 1/4 7 x 9 1/4 21216 12723 1893 24124 7274 6428 9389 12518 993 44 559 746 127 491 68 97 PSL PSL PSL PSL Page 18 of 146

Input Loads RF5 Length : 2.25 Snow : Y Max Depth : 24 Roof Duration C D : 1. Span / DTL : 24 Public ssembly : N Camber Radius : 2 Floor Duration C D : 1. Span / DLL : 36 Roof Slope : 5:12 Equivalent C D : 1. Roof : 15 13 13 13.833 27.495 1424.8 15 13 13 P1 Floor : 15 4 4 15 4 4 P2 Misc. : 1 --- 1 1 1 --- P3 Wall : 18 --- --- 5 9 --- 18 --- --- --- P4 Design Criteria 37.495 1424.8 Start Dist: P5 Reactions (s) Le Right Forces Deflections Options uilt-up eam eam Label : DL LL DL: 346 346 Moment 196 - llowable D TL.11 LL: 163 163 Shear 1949 llowable D LL.8 TL: 1949 1949 Std Camber. M Capacity (-) : V Capacity () : Span/ D TL : Span/ D LL : Lumber Grade : Red. LL Wood eam Design Uniform Loads (PSF) Partial Uniform Loads (PSF) Pot Loads Trib. WDL (PLF) WLL (PLF) DL LL Red. LL Trib. WDL (PLF) WLL (PLF) DL (K) LL (K) Dist. (FT) R/F End Dist: P6 (2) 2 x 12 (3) 2 x 8 (4) 2 x 6 (2) 1 3/4 x 5 1/2 (3) 1 3/4 x 5 1/2 (4) 1 3/4 x 5 1/2 4614 2875 226 3823 5735 7647 2138 266 29 3658 5486 7315 15394 618 3598 2492 3738 4984 18716 7514 4374 33 4545 DF No. 2 DF No. 2 DF No. 2 LVL LVL LVL 66 Glu-lam eam M Capacity (-) : V Capacity () : Span/ D TL : Span/ D LL : Lumber Grade : Camber: Camber Magnitude (): 3 1/8 x 6 5 1/8 x 6 6 3/4 x 6 8 3/4 x 9 1 3/4 x 12 12 1/4 x 13 1/2 375 615 81 2348 47916 6741 3313 5433 7155 13913 2279 29216 2433 3989 5254 22988 66945 18619 2958 485 6388 27949 81393 13261 24F-V4 24F-V4 24F-V4 24F-V4 24F-V4 24F-V4 Std Camber Std Camber Std Camber Std Camber Std Camber Std Camber Timber eam M Capacity (-) : V Capacity () : Span/ D TL : Span/ D LL : Lumber Grade : 4 x 1 6 x 8 8 x 8 1 x 1 12 x 12 14 x 14 3639 5156 731 1429 25348 416 251 2338 3188 5114 7494 1328 9981 8364 1143 29354 6332 11973 12135 1169 13864 35689 76635 145536 DF No. 2 DF No. 1 DF No. 1 DF No. 1 DF No. 1 DF No. 1 Parallam eam M Capacity (-) : V Capacity () : Span/ D TL : Span/ D LL : Lumber Grade : 2 11/16 x 9 1/4 3 1/2 x 9 1/4 5 1/4 x 9 1/4 7 x 9 1/4 9262 1262 1893 24124 486 6259 9389 12518 9582 12479 18718 24958 1165 15172 22758 3344 PSL PSL PSL PSL Page 19 of 146

Input Loads RF6 Length : 4.25 Snow : Y Max Depth : 24 Roof Duration C D : 1. Span / DTL : 24 Public ssembly : N Camber Radius : 2 Floor Duration C D : 1. Span / DLL : 36 Roof Slope : 5:12 Equivalent C D : 1. Roof : 15 13 13 18 27 1854 15 13 13 P1 Floor : 15 4 4 15 4 4 P2 Misc. : 1 --- 1 1 1 --- P3 Wall : 18 --- --- 5 9 --- 18 --- --- --- P4 Design Criteria 37 1854 Start Dist: P5 Reactions (s) Le Right Forces Deflections Options uilt-up eam eam Label : DL LL DL: 786 786 Moment 521 - llowable D TL.21 LL: 394 394 Shear 4726 llowable D LL.14 TL: 4726 4726 Std Camber.1 M Capacity (-) : V Capacity () : Span/ D TL : Span/ D LL : Lumber Grade : Red. LL Wood eam Design Uniform Loads (PSF) Partial Uniform Loads (PSF) Pot Loads DF No. 2 Trib. WDL (PLF) WLL (PLF) DL LL Red. LL Trib. WDL (PLF) WLL (PLF) DL (K) LL (K) Dist. (FT) R/F End Dist: P6 (2) 1 3/4 x 7 1/4 (3) 1 3/4 x 5 1/2 (4) 1 3/4 x 5 1/2 6643 5735 7647 4821 5486 7315 66 432 576 791 518 DF No. 2 DF No. 2 LVL LVL LVL 691 Glu-lam eam M Capacity (-) : V Capacity () : Span/ D TL : Span/ D LL : Lumber Grade : Camber: Camber Magnitude (): 3 1/8 x 9 5 1/8 x 6 6 3/4 x 6 8 3/4 x 9 1 3/4 x 12 12 1/4 x 13 1/2 8438 615 81 2348 47916 6741 4969 5433 7155 13913 2279 29216 949 461 67 2657 7737 12554 1138 553 728 3187 9281 1559 24F-V4 24F-V4 24F-V4 24F-V4 24F-V4 24F-V4 Std Camber Std Camber Std Camber Std Camber Std Camber Std Camber Timber eam M Capacity (-) : V Capacity () : Span/ D TL : Span/ D LL : Lumber Grade : 8 x 12 1 x 1 12 x 12 14 x 14 16531 1429 25348 416 4888 5114 7494 1328 4751 3393 7285 13835 5699 47 8739 16596 DF No. 2 DF No. 1 DF No. 1 DF No. 1 DF No. 1 DF No. 1 Parallam eam M Capacity (-) : V Capacity () : Span/ D TL : Span/ D LL : Lumber Grade : 2 11/16 x 9 1/4 3 1/2 x 9 1/4 5 1/4 x 9 1/4 7 x 9 1/4 9262 1262 1893 24124 486 6259 9389 12518 117 1442 2163 2884 1328 173 2595 346 PSL PSL PSL PSL Page 2 of 146

Input Loads RF7 Length : 2.75 Snow : Y Max Depth : 24 Roof Duration C D : 1. Span / DTL : 24 Public ssembly : N Camber Radius : 2 Floor Duration C D : 1. Span / DLL : 36 Roof Slope : 5:12 Equivalent C D : 1. Roof : 15 13 13 1.333 154.995 164.3 15 13 13 P1 Floor : 15 4 4 15 4 4 P2 Misc. : 1 --- 1 1 1 --- P3 Wall : 18 --- --- 5 9 --- 18 --- --- --- P4 Design Criteria 254.995 164.3 Start Dist: P5 Reactions (s) Le Right Forces Deflections Options uilt-up eam eam Label : DL LL DL: 351 351 Moment 1247 - llowable D TL.14 LL: 1463 1463 Shear 1814 llowable D LL.9 TL: 1814 1814 Std Camber.1 M Capacity (-) : V Capacity () : Span/ D TL : Span/ D LL : Lumber Grade : Red. LL Wood eam Design Uniform Loads (PSF) Partial Uniform Loads (PSF) Pot Loads Trib. WDL (PLF) WLL (PLF) DL LL Red. LL Trib. WDL (PLF) WLL (PLF) DL (K) LL (K) Dist. (FT) R/F End Dist: P6 (2) 2 x 12 (3) 2 x 8 (4) 2 x 6 (2) 1 3/4 x 5 1/2 (3) 1 3/4 x 5 1/2 (4) 1 3/4 x 5 1/2 4614 2875 226 3823 5735 7647 2138 266 29 3658 5486 7315 1171 4445 2587 1792 2688 3584 13723 559 327 2222 3332 DF No. 2 DF No. 2 DF No. 2 LVL LVL LVL 4443 Glu-lam eam M Capacity (-) : V Capacity () : Span/ D TL : Span/ D LL : Lumber Grade : Camber: Camber Magnitude (): 3 1/8 x 6 5 1/8 x 6 6 3/4 x 6 8 3/4 x 9 1 3/4 x 12 12 1/4 x 13 1/2 375 615 81 2348 47916 6741 3313 5433 7155 13913 2279 29216 1749 2869 3779 16532 48145 78115 2169 3557 4684 2493 5968 96831 24F-V4 24F-V4 24F-V4 24F-V4 24F-V4 24F-V4 Std Camber Std Camber Std Camber Std Camber Std Camber Std Camber Timber eam M Capacity (-) : V Capacity () : Span/ D TL : Span/ D LL : Lumber Grade : 4 x 1 6 x 8 8 x 8 1 x 1 12 x 12 14 x 14 3639 5156 731 1429 25348 416 251 2338 3188 5114 7494 1328 7178 615 821 2111 4533 8686 8898 7456 1165 26168 56191 16711 DF No. 2 DF No. 1 DF No. 1 DF No. 1 DF No. 1 DF No. 1 Parallam eam M Capacity (-) : V Capacity () : Span/ D TL : Span/ D LL : Lumber Grade : 2 11/16 x 9 1/4 3 1/2 x 9 1/4 5 1/4 x 9 1/4 7 x 9 1/4 9262 1262 1893 24124 486 6259 9389 12518 6891 8974 13461 17949 8542 11124 16687 22249 PSL PSL PSL PSL Page 21 of 146

Input Loads RF8 Length : 7.333 Snow : Y Max Depth : 24 Roof Duration C D : 1. Span / DTL : 24 Public ssembly : N Camber Radius : 2 Floor Duration C D : 1. Span / DLL : 36 Roof Slope : 5:12 Equivalent C D : 1. Roof : 15 13 13 1.333 154.995 164.3 15 13 13 P1 Floor : 15 4 4 15 4 4 P2 Misc. : 1 --- 1 1 1 --- P3 Wall : 18 --- --- 5 9 --- 18 --- --- --- P4 Design Criteria 254.995 164.3 Start Dist: P5 Reactions (s) Le Right Forces Deflections Options uilt-up eam eam Label : DL LL DL: 935 935 Moment 8868 - llowable D TL.37 LL: 392 392 Shear 4837 llowable D LL.24 TL: 4837 4837 Std Camber.4 M Capacity (-) : V Capacity () : Span/ D TL : Span/ D LL : Lumber Grade : Red. LL Wood eam Design Uniform Loads (PSF) Partial Uniform Loads (PSF) Pot Loads DF No. 2 Trib. WDL (PLF) WLL (PLF) DL LL Red. LL Trib. WDL (PLF) WLL (PLF) DL (K) LL (K) Dist. (FT) R/F End Dist: P6 (2) 1 3/4 x 9 1/4 (3) 1 3/4 x 7 1/4 (4) 1 3/4 x 7 1/4 1814 9965 13287 6151 7232 9643 45 325 433 557 43 DF No. 2 DF No. 2 LVL LVL LVL 537 Glu-lam eam M Capacity (-) : V Capacity () : Span/ D TL : Span/ D LL : Lumber Grade : Camber: Camber Magnitude (): 3 1/8 x 1 1/2 5 1/8 x 7 1/2 6 3/4 x 7 1/2 8 3/4 x 9 1 3/4 x 12 12 1/4 x 13 1/2 11484 969 12656 2348 47916 6741 5797 6791 8944 13913 2279 29216 495 296 389 872 2539 412 613 366 483 181 3148 517 24F-V4 24F-V4 24F-V4 24F-V4 24F-V4 24F-V4 Std Camber Std Camber Std Camber Std Camber Std Camber Std Camber Timber eam M Capacity (-) : V Capacity () : Span/ D TL : Span/ D LL : Lumber Grade : 8 x 12 1 x 1 12 x 12 14 x 14 16531 1429 25348 416 4888 5114 7494 1328 1559 1113 2391 454 1933 138 2964 5628 DF No. 2 DF No. 1 DF No. 1 DF No. 1 DF No. 1 DF No. 1 Parallam eam M Capacity (-) : V Capacity () : Span/ D TL : Span/ D LL : Lumber Grade : 2 11/16 x 9 1/2 3 1/2 x 9 1/4 5 1/4 x 9 1/4 7 x 9 1/4 9769 1262 1893 24124 4936 6259 9389 12518 394 473 71 947 488 587 88 1173 PSL PSL PSL PSL Page 22 of 146

Project: 1431 (Larkspur Residence - Thk) Location: rf9 Multi-Span Roof eam [215 International uildg Code(212 NDS)] ( 3 ) 1.75 IN x 11.875 IN x 11. FT (7 + 4 ) 1.9E Microllam - ilevel Trus Joist Section dequate y: 13.6% Controllg Factor: Deflection StruCalc Version 1...9 CUTIONS * Lamations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center Right -.8 -.2 -.9 IN L/182 IN L/91.35.9.44 IN 2L/272 IN 2L/22 Deflection Criteria: L/24 Deflection Criteria: L/18 RECTIONS Upli (1.5 F.S) earg Length 721-227 494-37.13 EM DT Span Length Unbraced Length-Top Unbraced Length-ottom Roof Pitch Roof Duration Factor Notch Depth 4 1.15. 9938 3278 13216 3.36 Center 7 7 :12 MTERIL PROPERTIES 1.9E Microllam - ilevel Trus Joist endg Stress: Shear Stress: Modulus of Elasticity: Comp. to Gra: Right 4 4 ase Values djusted Fb = 26 Fb' = 296 Cd=1.15 Cl=. CF=1. Fv = Cd=1.15 E = Fc - = 285 19 75 Fv' = E' = Fc - ' = 328 19 75 Controllg Moment: -25452 - Over right support of span 2 (Center Span) Created by combg all dead loads and live loads on span(s) 3 Controllg Shear: 8293 t le support of span 3 (Right Span) Created by combg all dead loads and live loads on span(s) 2, 3 LODING DIGRM spiriki 5ive Engeerg 834 West 75 North Kaysville, UT 8437 ROOF LODING Roof Roof Roof Tributary Width Side One Roof Tributary Width Side Two Wall Load POINT LODS - RIGHT SPN Load Number One 392 935 Location 3.83 w 2/4/217 11:1:34 M 7 4 RLL = RDL = TW1 = TW2 = WLL = EM LODING Total Total (djusted for Roof Pitch) eam Self Weight Center 13 2 1 1 1 Center 26 142 19 368 13 2 3 3 1 w Right Right 618 226 19 864 page of 1 Comparisons with required sections: Section Modulus: rea (Shear): Moment of Inertia (deflection): Moment: Shear: NOTES Req'd 13.2 3 37.95 2 644.68 4-25452 - 8293 Provided 123.39 3 62.34 2 732.62 4 3432-13622 Page 23 of 146

Input Loads RF1 Length : 3.25 Snow : Y Max Depth : 24 Roof Duration C D : 1. Span / DTL : 24 Public ssembly : N Camber Radius : 2 Floor Duration C D : 1. Span / DLL : 36 Roof Slope : 5:12 Equivalent C D : 1. Roof : 15 13 13 1.5 157.5 181.5 15 13 13 P1 Floor : 15 4 4 15 4 4 P2 Misc. : 1 --- 1 1 1 --- P3 Wall : 18 --- --- 5 9 --- 18 --- --- --- P4 Design Criteria 257.5 181.5 Start Dist: P5 Reactions (s) Le Right Forces Deflections Options uilt-up eam eam Label : DL LL DL: 418 418 Moment 1768 - llowable D TL.16 LL: 1757 1757 Shear 2176 llowable D LL.11 TL: 2176 2176 Std Camber.1 M Capacity (-) : V Capacity () : Span/ D TL : Span/ D LL : Lumber Grade : Red. LL Trib. WDL (PLF) WLL (PLF) DL Wood eam Design Uniform Loads (PSF) Partial Uniform Loads (PSF) Pot Loads LL Red. LL Trib. End Dist: P6 (3) 2 x 1 (4) 2 x 8 (2) 1 3/4 x 5 1/2 (3) 1 3/4 x 5 1/2 (4) 1 3/4 x 5 1/2 4679 3833 3823 5735 7647 2636 2755 3658 5486 7315 551 3537 17 165 214 6822 438 1324 1987 2649 DF No. 2 DF No. 2 DF No. 2 LVL LVL LVL WDL (PLF) WLL (PLF) DL (K) LL (K) Dist. (FT) R/F Glu-lam eam M Capacity (-) : V Capacity () : Span/ D TL : Span/ D LL : Lumber Grade : Camber: Camber Magnitude (): 3 1/8 x 6 5 1/8 x 6 6 3/4 x 6 8 3/4 x 9 1 3/4 x 12 12 1/4 x 13 1/2 375 615 81 2348 47916 6741 3313 5433 7155 13913 2279 29216 144 1713 2256 9868 28738 46628 1293 212 2793 12218 35581 5773 24F-V4 24F-V4 24F-V4 24F-V4 24F-V4 24F-V4 Std Camber Std Camber Std Camber Std Camber Std Camber Std Camber Timber eam M Capacity (-) : V Capacity () : Span/ D TL : Span/ D LL : Lumber Grade : 4 x 12 6 x 8 8 x 8 1 x 1 12 x 12 14 x 14 5383 5156 731 1429 25348 416 2494 2338 3188 5114 7494 1328 771 359 4895 1261 2758 51386 9546 4445 66 1561 3351 6362 DF No. 2 DF No. 1 DF No. 1 DF No. 1 DF No. 1 DF No. 1 Parallam eam 2 11/16 x 9 1/4 3 1/2 x 9 1/4 5 1/4 x 9 1/4 7 x 9 1/4 M Capacity (-) : 9262 1262 1893 24124 V Capacity () : 486 6259 9389 12518 Span/ D TL : 4113 5357 835 1714 Span/ D LL : 593 6632 9948 13265 Lumber Grade : PSL PSL PSL PSL Page 24 of 146

Input Loads RF11 Length : 3.25 Snow : Y Max Depth : 24 Roof Duration C D : 1. Span / DTL : 24 Public ssembly : N Camber Radius : 2 Floor Duration C D : 1. Span / DLL : 36 Roof Slope : 5:12 Equivalent C D : 1. Roof : 15 13 13 1.333 154.995 164.3 15 13 13 P1 Floor : 15 4 4 15 4 4 P2 Misc. : 1 --- 1 1 1 --- P3 Wall : 18 --- --- 5 9 --- 18 --- --- --- P4 Design Criteria 254.995 164.3 Start Dist: P5 Reactions (s) Le Right Forces Deflections Options uilt-up eam eam Label : DL LL DL: 414 414 Moment 1742 - llowable D TL.16 LL: 1729 1729 Shear 2144 llowable D LL.11 TL: 2144 2144 Std Camber.1 M Capacity (-) : V Capacity () : Span/ D TL : Span/ D LL : Lumber Grade : Red. LL Wood eam Design Uniform Loads (PSF) Partial Uniform Loads (PSF) Pot Loads DF No. 2 Trib. WDL (PLF) WLL (PLF) DL LL Red. LL Trib. WDL (PLF) WLL (PLF) DL (K) LL (K) Dist. (FT) R/F End Dist: P6 (3) 2 x 1 (4) 2 x 8 (2) 1 3/4 x 5 1/2 (3) 1 3/4 x 5 1/2 (4) 1 3/4 x 5 1/2 4679 3833 3823 5735 7647 2636 2755 3658 5486 7315 5592 359 186 1629 2172 6932 445 1346 219 DF No. 2 DF No. 2 LVL LVL LVL 2692 Glu-lam eam M Capacity (-) : V Capacity () : Span/ D TL : Span/ D LL : Lumber Grade : Camber: Camber Magnitude (): 3 1/8 x 6 5 1/8 x 6 6 3/4 x 6 8 3/4 x 9 1 3/4 x 12 12 1/4 x 13 1/2 375 615 81 2348 47916 6741 3313 5433 7155 13913 2279 29216 16 1738 2289 116 29167 47324 1314 2155 2838 12415 36156 58663 24F-V4 24F-V4 24F-V4 24F-V4 24F-V4 24F-V4 Std Camber Std Camber Std Camber Std Camber Std Camber Std Camber Timber eam M Capacity (-) : V Capacity () : Span/ D TL : Span/ D LL : Lumber Grade : 4 x 12 6 x 8 8 x 8 1 x 1 12 x 12 14 x 14 5383 5156 731 1429 25348 416 2494 2338 3188 5114 7494 1328 7825 3644 4968 12789 27462 52153 97 4517 6158 15853 3442 64649 DF No. 2 DF No. 1 DF No. 1 DF No. 1 DF No. 1 DF No. 1 Parallam eam M Capacity (-) : V Capacity () : Span/ D TL : Span/ D LL : Lumber Grade : 2 11/16 x 9 1/4 3 1/2 x 9 1/4 5 1/4 x 9 1/4 7 x 9 1/4 9262 1262 1893 24124 486 6259 9389 12518 4175 5437 8155 1874 5175 6739 119 13479 PSL PSL PSL PSL Page 25 of 146

Input Loads RF12 Length : 2.25 Snow : Y Max Depth : 24 Roof Duration C D : 1. Span / DTL : 24 Public ssembly : N Camber Radius : 2 Floor Duration C D : 1. Span / DLL : 36 Roof Slope : 5:12 Equivalent C D : 1. Roof : 15 13 13 1.333 154.995 164.3 15 13 13 P1 Floor : 15 4 4 15 4 4 P2 Misc. : 1 --- 1 1 1 --- P3 Wall : 18 --- --- 5 9 --- 18 --- --- --- P4 Design Criteria 254.995 164.3 Start Dist: P5 Reactions (s) Le Right Forces Deflections Options uilt-up eam eam Label : DL LL DL: 287 287 Moment 835 - llowable D TL.11 LL: 1197 1197 Shear 1484 llowable D LL.8 TL: 1484 1484 Std Camber. M Capacity (-) : V Capacity () : Span/ D TL : Span/ D LL : Lumber Grade : Red. LL Wood eam Design Uniform Loads (PSF) Partial Uniform Loads (PSF) Pot Loads Trib. WDL (PLF) WLL (PLF) DL LL Red. LL Trib. WDL (PLF) WLL (PLF) DL (K) LL (K) Dist. (FT) R/F End Dist: P6 (2) 2 x 1 (3) 2 x 6 (4) 2 x 6 (2) 1 3/4 x 5 1/2 (3) 1 3/4 x 5 1/2 (4) 1 3/4 x 5 1/2 3119 1654 226 3823 5735 7647 1758 1568 29 3658 5486 7315 11236 3543 4724 3272 498 6544 13927 4392 5856 456 684 DF No. 2 DF No. 2 DF No. 2 LVL LVL LVL 8112 Glu-lam eam M Capacity (-) : V Capacity () : Span/ D TL : Span/ D LL : Lumber Grade : Camber: Camber Magnitude (): 3 1/8 x 6 5 1/8 x 6 6 3/4 x 6 8 3/4 x 9 1 3/4 x 12 12 1/4 x 13 1/2 375 615 81 2348 47916 6741 3313 5433 7155 13913 2279 29216 3194 5238 6899 3184 8792 142622 3959 6493 8552 37416 18963 176792 24F-V4 24F-V4 24F-V4 24F-V4 24F-V4 24F-V4 Std Camber Std Camber Std Camber Std Camber Std Camber Std Camber Timber eam M Capacity (-) : V Capacity () : Span/ D TL : Span/ D LL : Lumber Grade : 4 x 8 6 x 6 8 x 8 1 x 1 12 x 12 14 x 14 2236 2773 731 1429 25348 416 167 1714 3188 5114 7494 1328 639 433 14972 38543 82764 157175 782 5368 1856 47777 12593 194832 DF No. 2 DF No. 1 DF No. 1 DF No. 1 DF No. 1 DF No. 1 Parallam eam M Capacity (-) : V Capacity () : Span/ D TL : Span/ D LL : Lumber Grade : 2 11/16 x 9 1/4 3 1/2 x 9 1/4 5 1/4 x 9 1/4 7 x 9 1/4 9262 1262 1893 24124 486 6259 9389 12518 12581 16385 24578 3277 15596 2311 3466 4622 PSL PSL PSL PSL Page 26 of 146

Project: 1431 (Larkspur Residence - Thk) Location: rf13 Multi-Span Roof eam [212 International uildg Code(212 NDS)] ( 3 ) 1.5 IN x 9.25 IN x 16. FT (4 + 8 + 4) #2 - Douglas-Fir-Larch (North) - Dry Use Section dequate y: 66.8% Controllg Factor: Deflection StruCalc Version 1...9 CUTIONS * Lamations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Le Center Right.24.2.26 IN 2L/4 IN 2L/372 -.1. -.1 IN L/11 IN L/973.24.2.26 IN 2L/4 IN 2L/372 Deflection Criteria: L/24 Deflection Criteria: L/18 RECTIONS Upli (1.5 F.S) earg Length 378 551 4259-45 1.51 EM DT Span Length Unbraced Length-Top Unbraced Length-ottom Roof Pitch Roof Duration Factor Notch Depth 1.15. 378 551 4259-45 1.51 MTERIL PROPERTIES #2 - Douglas-Fir-Larch (North) endg Stress: Shear Stress: Modulus of Elasticity: Comp. to Gra: Le 4 4 :12 Center 8 8 Right 4 4 ase Values djusted Fb = 85 Fb' = 1226 Cd=1.15 Cl=. CF=1.1 Cr=1.15 Fv = Cd=1.15 E = Fc - = 18 16 625 Fv' = E' = Fc - ' = 27 16 625 Controllg Moment: -3847 - Over le support of span 2 (Center Span) Created by combg all dead loads and live loads on span(s) 1, 2, 3 Controllg Shear: 2335 t le support of span 2 (Center Span) Created by combg all dead loads and live loads on span(s) 1, 2 LODING DIGRM spiriki 5ive Engeerg 834 West 75 North Kaysville, UT 8437 2/4/217 11:6:5 M 4 8 4 ROOF LODING Roof Roof Roof Tributary Width Side One Roof Tributary Width Side Two Wall Load RLL = RDL = TW1 = TW2 = WLL = EM LODING Total Total (djusted for Roof Pitch) eam Self Weight 13 15 3 1 Le 412 6 9 481 Le Center 13 15 3 1 Center 412 6 9 481 page of Right 13 15 3 1 Right 412 6 9 481 Comparisons with required sections: Section Modulus: rea (Shear): Moment of Inertia (deflection): Moment: Shear: NOTES Req'd 37.66 3 16.92 2 177.98 4-3847 - 2335 Provided 64.17 3 41.63 2 296.79 4 6556-5744 Page 27 of 146

Input Loads RF14 Length : 14.75 Snow : Y Max Depth : 24 Roof Duration C D : 1. Span / DTL : 24 Public ssembly : N Camber Radius : 2 Floor Duration C D : 1. Span / DLL : 36 Roof Slope : 5:12 Equivalent C D : 1. Roof : 15 13 13 11.333 169.995 1167.3 15 13 13 P1.46594 2.6719 11 Floor : 15 4 4 15 4 4 P2 Misc. : 1 --- 1 1 1 --- P3 Wall : 18 --- --- 5 9 --- 18 --- --- --- P4 Design Criteria 269.995 1167.3 Start Dist: P5 Reactions (s) Le Right Forces Deflections Options uilt-up eam eam Label : DL LL DL: 211 2339 Moment 4535 - llowable D TL.74 LL: 9272 1553 Shear 12892 llowable D LL.49 TL: 11381 12892 Std Camber.16 M Capacity (-) : V Capacity () : Span/ D TL : Span/ D LL : Lumber Grade : Red. LL Trib. WDL (PLF) WLL (PLF) DL Wood eam Design Uniform Loads (PSF) Partial Uniform Loads (PSF) Pot Loads LL Red. LL Trib. End Dist: P6 (2) 1 3/4 x 2 (3) 1 3/4 x 16 (4) 1 3/4 x 14 5556 48533 49544 133 1596 1862 513 394 352 631 485 433 DF No. 2 DF No. 2 DF No. 2 LVL LVL LVL WDL (PLF) WLL (PLF) DL (K) LL (K) Dist. (FT) R/F Glu-lam eam M Capacity (-) : V Capacity () : Span/ D TL : Span/ D LL : Lumber Grade : Camber: Camber Magnitude (): 3 1/8 x 24 5 1/8 x 16 1/2 6 3/4 x 15 8 3/4 x 13 1/2 1 3/4 x 13 1/2 12 1/4 x 13 1/2 58821 4552 48163 49798 59933 6741 1325 14939 17888 2869 25639 29216 666 355 351 332 48 465 82 437 432 49 52 572 24F-V4 24F-V4 24F-V4 24F-V4 24F-V4 24F-V4 Std Camber Std Camber Std Camber Std Camber Std Camber Std Camber Timber eam M Capacity (-) : V Capacity () : Span/ D TL : Span/ D LL : Lumber Grade : 12 x 22 14 x 18 88598 6896 1411 13388 1762 1115 2169 1373 DF No. 2 DF No. 1 DF No. 1 DF No. 1 DF No. 1 DF No. 1 Parallam eam 5 1/4 x 16 7 x 14 M Capacity (-) : 54133 55261 V Capacity () : 1624 18947 Span/ D TL : 414 37 Span/ D LL : 51 456 Lumber Grade : PSL PSL PSL PSL Page 28 of 146

Input Loads RF15 Length : 3.75 Snow : Y Max Depth : 24 Roof Duration C D : 1. Span / DTL : 24 Public ssembly : N Camber Radius : 2 Floor Duration C D : 1. Span / DLL : 36 Roof Slope : 5:12 Equivalent C D : 1. Roof : 15 13 13 3 45 39 15 13 13 P1 Floor : 15 4 4 15 4 4 P2 Misc. : 1 --- 1 1 1 --- P3 Wall : 18 --- --- 5 9 --- 18 --- --- --- P4 Design Criteria 145 39 Start Dist: P5 Reactions (s) Le Right Forces Deflections Options uilt-up eam eam Label : DL LL DL: 272 272 Moment 798 - llowable D TL.19 LL: 579 579 Shear 851 llowable D LL.13 TL: 851 851 Std Camber.1 M Capacity (-) : V Capacity () : Span/ D TL : Span/ D LL : Lumber Grade : Red. LL Wood eam Design Uniform Loads (PSF) Partial Uniform Loads (PSF) Pot Loads Trib. WDL (PLF) WLL (PLF) DL LL Red. LL Trib. WDL (PLF) WLL (PLF) DL (K) LL (K) Dist. (FT) R/F End Dist: P6 (2) 2 x 6 (3) 2 x 6 (4) 2 x 4 (2) 1 3/4 x 5 1/2 (3) 1 3/4 x 5 1/2 (4) 1 3/4 x 5 1/2 113 1654 893 3823 5735 7647 145 1568 133 3658 5486 7315 1483 2224 764 254 381 418 2178 3267 1123 318 4527 DF No. 2 DF No. 2 DF No. 2 LVL LVL LVL 635 Glu-lam eam M Capacity (-) : V Capacity () : Span/ D TL : Span/ D LL : Lumber Grade : Camber: Camber Magnitude (): 3 1/8 x 6 5 1/8 x 6 6 3/4 x 6 8 3/4 x 9 1 3/4 x 12 12 1/4 x 13 1/2 375 615 81 2348 47916 6741 3313 5433 7155 13913 2279 29216 25 3288 4331 18946 55175 89521 2946 4831 6363 27837 8166 131529 24F-V4 24F-V4 24F-V4 24F-V4 24F-V4 24F-V4 Std Camber Std Camber Std Camber Std Camber Std Camber Std Camber Timber eam M Capacity (-) : V Capacity () : Span/ D TL : Span/ D LL : Lumber Grade : 4 x 6 6 x 4 8 x 8 1 x 1 12 x 12 14 x 14 1287 936 731 1429 25348 416 1219 1219 3188 5114 7494 1328 173 744 9398 24193 51949 98656 2541 193 1388 35545 76327 144951 DF No. 2 DF No. 1 DF No. 1 DF No. 1 DF No. 1 DF No. 1 Parallam eam M Capacity (-) : V Capacity () : Span/ D TL : Span/ D LL : Lumber Grade : 2 11/16 x 9 1/4 3 1/2 x 9 1/4 5 1/4 x 9 1/4 7 x 9 1/4 9262 1262 1893 24124 486 6259 9389 12518 7897 1285 15427 2569 1163 15111 22666 3222 PSL PSL PSL PSL Page 29 of 146

Input Loads RF16 Length : Snow :Y Max Depth :24 Roof Duration C D : 1. Span / DTL : 24 Public ssembly : N Camber Radius : 2 Floor Duration C D : 1. Span / DLL : 36 Roof Slope : 5:12 Equivalent C D :. Roof : 15 13 13 15 13 13 P1 Floor : 15 4 4 15 4 4 P2 Misc. : 1 --- 1 1 1 --- P3 Wall : 18 --- --- --- 18 --- --- --- P4 Design Criteria 1 Start Dist: P5 Reactions (s) Le Right Forces Deflections Options DL: Moment llowable D TL LL: Shear llowable D LL TL: uilt-up eam eam Label : DL LL M Capacity (-) : V Capacity () : Span/ D TL : Span/ D LL : Lumber Grade : Red. LL Wood eam Design Uniform Loads (PSF) Partial Uniform Loads (PSF) Pot Loads DF No. 2 Trib. WDL (PLF) WLL (PLF) DL LL Red. LL End Dist: P6 Std Camber Trib. WDL (PLF) WLL (PLF) DL (K) LL (K) Dist. (FT) R/F DF No. 2 DF No. 2 LVL LVL LVL Glu-lam eam M Capacity (-) : V Capacity () : Span/ D TL : Span/ D LL : Lumber Grade : Camber: Camber Magnitude (): 24F-V4 24F-V4 24F-V4 24F-V4 24F-V4 24F-V4 Std Camber Std Camber Std Camber Std Camber Std Camber Std Camber Timber eam M Capacity (-) : V Capacity () : Span/ D TL : Span/ D LL : Lumber Grade : DF No. 2 DF No. 1 DF No. 1 DF No. 1 DF No. 1 DF No. 1 Parallam eam M Capacity (-) : V Capacity () : Span/ D TL : Span/ D LL : Lumber Grade : PSL PSL PSL PSL Page 3 of 146

Input Loads RF17 Length :4 Snow :Y Max Depth :24 Roof Duration C D : 1. Span / DTL : 24 Public ssembly : N Camber Radius : 2 Floor Duration C D : 1. Span / DLL : 36 Roof Slope : 5:12 Equivalent C D : 1. Roof : 15 13 13 13.8333 27.5 1424.83 15 13 13 P1 Floor : 15 4 4 15 4 4 P2 Misc. : 1 --- 1 1 1 --- P3 Wall : 18 --- --- 5 9 --- 18 --- --- --- P4 Design Criteria 37.5 1424.83 Start Dist: P5 Reactions (s) Le Right Forces Deflections Options uilt-up eam eam Label : DL LL DL: 615 615 Moment 3465 - llowable D TL.2 LL: 285 285 Shear 3465 llowable D LL.13 TL: 3465 3465 Std Camber.1 M Capacity (-) : V Capacity () : Span/ D TL : Span/ D LL : Lumber Grade : Red. LL Wood eam Design Uniform Loads (PSF) Partial Uniform Loads (PSF) Pot Loads DF No. 2 Trib. WDL (PLF) WLL (PLF) DL LL Red. LL Trib. WDL (PLF) WLL (PLF) DL (K) LL (K) Dist. (FT) R/F End Dist: P6 (4) 2 x 1 (2) 1 3/4 x 5 1/2 (3) 1 3/4 x 5 1/2 (4) 1 3/4 x 5 1/2 6239 3823 5735 7647 3515 3658 5486 7315 346 444 665 887 373 539 89 DF No. 2 DF No. 2 LVL LVL LVL 178 Glu-lam eam M Capacity (-) : V Capacity () : Span/ D TL : Span/ D LL : Lumber Grade : Camber: Camber Magnitude (): 3 1/8 x 7 1/2 5 1/8 x 6 6 3/4 x 6 8 3/4 x 9 1 3/4 x 12 12 1/4 x 13 1/2 5859 615 81 2348 47916 6741 4141 5433 7155 13913 2279 29216 846 71 935 491 11915 19331 128 863 1137 4974 14486 2353 24F-V4 24F-V4 24F-V4 24F-V4 24F-V4 24F-V4 Std Camber Std Camber Std Camber Std Camber Std Camber Std Camber Timber eam M Capacity (-) : V Capacity () : Span/ D TL : Span/ D LL : Lumber Grade : 6 x 12 8 x 1 1 x 1 12 x 12 14 x 14 1212 11281 1429 25348 416 3584 438 5114 7494 1328 5365 4124 5224 11218 2134 6523 514 6352 13639 2592 DF No. 2 DF No. 1 DF No. 1 DF No. 1 DF No. 1 DF No. 1 Parallam eam M Capacity (-) : V Capacity () : Span/ D TL : Span/ D LL : Lumber Grade : 2 11/16 x 9 1/4 3 1/2 x 9 1/4 5 1/4 x 9 1/4 7 x 9 1/4 9262 1262 1893 24124 486 6259 9389 12518 175 2221 3331 4442 273 27 45 54 PSL PSL PSL PSL Page 31 of 146

Input Loads RF18 Length : 3.75 Snow : Y Max Depth : 24 Roof Duration C D : 1. Span / DTL : 24 Public ssembly : N Camber Radius : 2 Floor Duration C D : 1. Span / DLL : 36 Roof Slope : 5:12 Equivalent C D : 1. Roof : 15 13 13 13.5 22.5 139.5 15 13 13 P1 Floor : 15 4 4 15 4 4 P2 Misc. : 1 --- 1 1 1 --- P3 Wall : 18 --- --- 2 36 --- 18 --- --- --- P4 Design Criteria 248.5 139.5 Start Dist: P5 Reactions (s) Le Right Forces Deflections Options uilt-up eam eam Label : DL LL DL: 466 466 Moment 2881 - llowable D TL.19 LL: 267 267 Shear 373 llowable D LL.13 TL: 373 373 Std Camber.1 M Capacity (-) : V Capacity () : Span/ D TL : Span/ D LL : Lumber Grade : Red. LL Trib. WDL (PLF) WLL (PLF) DL Wood eam Design Uniform Loads (PSF) Partial Uniform Loads (PSF) Pot Loads LL Red. LL Trib. End Dist: P6 (3) 2 x 12 (4) 2 x 1 (2) 1 3/4 x 5 1/2 (3) 1 3/4 x 5 1/2 (4) 1 3/4 x 5 1/2 6921 6239 3823 5735 7647 326 3515 3658 5486 7315 5272 397 569 853 1138 6214 465 671 16 1341 DF No. 2 DF No. 2 DF No. 2 LVL LVL LVL WDL (PLF) WLL (PLF) DL (K) LL (K) Dist. (FT) R/F Glu-lam eam M Capacity (-) : V Capacity () : Span/ D TL : Span/ D LL : Lumber Grade : Camber: Camber Magnitude (): 3 1/8 x 6 5 1/8 x 6 6 3/4 x 6 8 3/4 x 9 1 3/4 x 12 12 1/4 x 13 1/2 375 615 81 2348 47916 6741 3313 5433 7155 13913 2279 29216 555 911 12 5248 15283 24797 655 174 1414 6186 1815 29229 24F-V4 24F-V4 24F-V4 24F-V4 24F-V4 24F-V4 Std Camber Std Camber Std Camber Std Camber Std Camber Std Camber Timber eam M Capacity (-) : V Capacity () : Span/ D TL : Span/ D LL : Lumber Grade : 6 x 12 8 x 8 1 x 1 12 x 12 14 x 14 1212 731 1429 25348 416 3584 3188 5114 7494 1328 6882 263 671 1439 27327 8112 368 7899 16961 32211 DF No. 2 DF No. 1 DF No. 1 DF No. 1 DF No. 1 DF No. 1 Parallam eam 2 11/16 x 9 1/4 3 1/2 x 9 1/4 5 1/4 x 9 1/4 7 x 9 1/4 M Capacity (-) : 9262 1262 1893 24124 V Capacity () : 486 6259 9389 12518 Span/ D TL : 2188 2849 4273 5698 Span/ D LL : 2578 3358 537 6716 Lumber Grade : PSL PSL PSL PSL Page 32 of 146

SST Connector Selector (R): Joist Version 214.1.1 (2/8/214) Page 1 14:21 6/5/14 Load Duration Upli Duration Style Conn ID Qty Snow 115 Quake/Wd 16 ny Header Top Flange Options Type (Flange Thickness) Size Memb ID Open/Closed Sloped Down Offset Sawn DF 6x12 rf18 None None Le Joist Type (Flange Thickness) Size Load Upli Skew Slope Memb ID Sawn DF 2x1 DL 787 None None rf1 Model W H TF TF Fstnr Face Fstnr Joist Fstnr Load Upli Icost WNP21-2X 3.125 9.125 2.5 2.188 2-1d 2-1d 163 1 OSL Refer to current Wood Construction Connectors catalog for General Notes & Installation Instructions. Page 33 of 146

Upper Floor Design Page 34 of 146

Project: 1431 (Larkspur Residence - Thk) Location: ff1 Multi-Span Floor eam [212 International uildg Code(212 NDS)] 5.5 IN x 5.5 IN x 6. FT (2 + 4) #2 - Douglas-Fir-Larch (North) - Dry Use Section dequate y: 288.1% Controllg Factor: Moment DEFLECTIONS Le Center -.1. -.2 IN 2L/3228 IN 2L/2622.1..1 IN L/5164 IN L/3869 Deflection Criteria: L/36 Deflection Criteria: L/24 RECTIONS earg Length 578 186 764.22 EM DT Span Length Unbraced Length-Top Unbraced Length-ottom Floor Duration Factor Notch Depth 1.. 32 122 442.13 MTERIL PROPERTIES #2 - Douglas-Fir-Larch (North) endg Stress: Shear Stress: Modulus of Elasticity: Comp. to Gra: Le 2 2 Center 4 4 ase Values Fb = 725 Cd=1. CF=1. Fv = Cd=1. E = Fc - = 17 13 625 djusted Fb' = 725 Fv' = E' = Fc - ' = 17 13 625 Controllg Moment: 432-2.4 Ft from le support of span 2 (Center Span) Created by combg all dead loads and live loads on span(s) 2 Controllg Shear: 515 t le support of span 2 (Center Span) Created by combg all dead loads and live loads on span(s) 1, 2 StruCalc Version 1...9 LODING DIGRM spiriki 5ive Engeerg 834 West 75 North Kaysville, UT 8437 2 4 FLOOR LODING Floor Floor Floor Tributary Width Side One Floor Tributary Width Side Two Wall Load EM LODING Reduced Floor Total Total eam Self Weight 13 13 15 6 124 Le FLL = FDL = TW1 = TW2 = WLL = 2/6/217 12:42:17 PM 13 15 1 Le Center 4 16 6 6 226 Center 4 15 4 page of Comparisons with required sections: Section Modulus: rea (Shear): Moment of Inertia (deflection): Moment: Shear: NOTES Req'd 7.14 3 4.54 2 8.51 4 432-515 Provided 27.73 3 3.25 2 76.26 4 1675-3428 Page 35 of 146

Project: 1431 (Larkspur Residence - Thk) Location: ff2 Multi-Loaded Multi-Span eam [212 International uildg Code(212 NDS)] 1.75 IN x 11.875 IN x 16. FT 1.9E Microllam - ilevel Trus Joist Section dequate y: 18.6% Controllg Factor: Deflection DEFLECTIONS Center.45.19.64 IN L/427 IN L/3 Deflection Criteria: L/36 Deflection Criteria: L/24 RECTIONS earg Length 14 444 1484 1.13 EM DT Span Length Unbraced Length-Top Unbraced Length-ottom Duration Factor Notch Depth 14 444 1484 1.13 MTERIL PROPERTIES 1.9E Microllam - ilevel Trus Joist endg Stress: Shear Stress: Modulus of Elasticity: Comp. to Gra: Center 16 16 1.. Controllg Moment: 6375-8. Ft from le support of span 2 (Center Span) Created by combg all dead loads and live loads on span(s) 2 Controllg Shear: 1484 t le support of span 2 (Center Span) Created by combg all dead loads and live loads on span(s) 2 Comparisons with required sections: Section Modulus: rea (Shear): Moment of Inertia (deflection): Moment: Shear: NOTES ase Values Fb = 26 Cd=1. CF=1. Fv = Cd=1. E = Fc - = 285 19 75 Req'd 29.38 3 7.81 2 25.85 4 6375-1484 djusted Fb' = 264 Fv' = E' = Fc - ' = 285 19 75 Provided 41.13 3 2.78 2 244.21 4 8924-3948 StruCalc Version 1...9 LODING DIGRM TR1 UNIFORM LODS Uniform Uniform eam Self Weight Total Uniform Load spiriki 5ive Engeerg 834 West 75 North Kaysville, UT 8437 1 Center 4 15 6 61 POINT LODS - CENTER SPN Load Number One Two Location 24 92 4 24 92 12 TR2 w 16 TRPEZOIDL LODS - CENTER SPN Load Number One Two Le Le Right Right Load Start Load End Load Length 4 15 4 15 4 4 8 3 8 3 4 12 8 2/6/217 12:43: PM 2 Three 4 15 4 15 12 16 4 TR3 page of Page 36 of 146

Project: 1431 (Larkspur Residence - Thk) Location: ff3 Multi-Span Floor eam [215 International uildg Code(212 NDS)] ( 3 ) 1.5 IN x 9.25 IN x 16.125 FT (3.5 + 9.1 + 3.5) #2 - Douglas-Fir-Larch (North) - Dry Use Section dequate y: 4.2% Controllg Factor: Deflection StruCalc Version 1...9 CUTIONS * Lamations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Le Center Right.22.8.31 IN 2L/374 IN 2L/276 -.12 -.3 -.15 IN L/931 IN L/731.22.8.31 IN 2L/374 IN 2L/276 Deflection Criteria: L/36 Deflection Criteria: L/24 RECTIONS earg Length 29 951 341 1.8 EM DT Span Length Unbraced Length-Top Unbraced Length-ottom Floor Duration Factor Notch Depth 1.. 29 951 341 1.8 MTERIL PROPERTIES #2 - Douglas-Fir-Larch (North) endg Stress: Shear Stress: Modulus of Elasticity: Comp. to Gra: Le 3.5 3.5 Center 9.13 9.13 Right 3.5 3.5 Controllg Moment: -4728-9.12 Ft from le support of span 2 (Center Span) Created by combg all dead loads and live loads on span(s) 1, 3 Controllg Shear: -1566 4. Ft from le support of span 1 (Le Span) Created by combg all dead loads and live loads on span(s) 1, 2, 3 Comparisons with required sections: Section Modulus: rea (Shear): Moment of Inertia (deflection): Moment: Shear: NOTES ase Values djusted Fb = 85 Fb' = 166 Cd=1. Cl=. CF=1.1 Cr=1.15 Fv = Cd=1. E = Fc - = 18 16 625 Fv' = E' = Fc - ' = 18 16 625 Req'd 53.21 3 13.5 2 284.96 4-4728 - -1566 Provided 64.17 3 41.63 2 296.79 4 572-4995 LODING DIGRM spiriki 5ive Engeerg 834 West 75 North Kaysville, UT 8437 2/6/217 12:48:11 PM 3.5 9.125 3.5 page 1 1 FLOOR LODING Floor Floor Floor Tributary Width Side One Floor Tributary Width Side Two Wall Load FLL = FDL = TW1 = TW2 = WLL = 4 2 1 Le Center 4 2 1 3 of Right 4 2 1 POINT LODS - LEFT SPN Load Number One * 88 445 Location.25 RIGHT SPN Load Number One * 88 445 Location 3.25 * Load obtaed from Load Tracker. See Summary Report for details. EM LODING Reduced Floor Total Total eam Self Weight 4 4 2 9 69 Le Center 4 16 8 9 249 Right 4 4 2 9 69 Page 37 of 146

Project: 1431 (Larkspur Residence - Thk) Location: ff4 Uniformly Loaded Floor eam [215 International uildg Code(212 NDS)] ( 2 ) 1.5 IN x 5.5 IN x 2.75 FT #2 - Douglas-Fir-Larch (North) - Dry Use Section dequate y: 49.5% Controllg Factor: Shear DEFLECTIONS Center.1.1.2 IN L/2667 IN L/1772 Deflection Criteria: L/36 Deflection Criteria: L/24 RECTIONS earg Length 88 445 1325.71 EM DT Span Length Unbraced Length-Top Floor Duration Factor Notch Depth 2.75 1.. 88 445 1325.71 MTERIL PROPERTIES #2 - Douglas-Fir-Larch (North) endg Stress: Shear Stress: Modulus of Elasticity: Comp. to Gra: Center ase Values Fb = 85 Cd=1. CF=1.3 Fv = Cd=1. E = Fc - = 18 16 625 Controllg Moment: 911-1.375 from le support Created by combg all dead and live loads. Controllg Shear: 1325 t support. Created by combg all dead and live loads. djusted Fb' = 115 Fv' = E' = Fc - ' = 18 16 625 StruCalc Version 1...9 LODING DIGRM FLOOR LODING Floor Floor Floor Tributary Width Wall Load spiriki 5ive Engeerg 834 West 75 North Kaysville, UT 8437 EM LODING eam Total : eam Total : eam Self Weight: Total Maximum Load: FLL = FDL = FTW = WLL = wl = wd = SW = wt = 2.75 Side 1 4 2 8 2/6/217 12:44:19 PM 64 32 4 964 Side 2 4 2 8 page of Comparisons with required sections: Section Modulus: rea (Shear): Moment of Inertia (deflection): Moment: Shear: NOTES Req'd 9.89 3 11.4 2 5.63 4 911-1325 Provided 15.13 3 16.5 2 41.59 4 1393-198 Page 38 of 146

Project: 1431 (Larkspur Residence - Thk) Location: ff5 Combation Roof nd Floor eam [215 International uildg Code(212 NDS)] ( 2 ) 1.5 IN x 7.25 IN x 3.25 FT #2 - Douglas-Fir-Larch (North) - Dry Use Section dequate y: 4.5% Controllg Factor: Shear StruCalc Version 1...9 CUTIONS * Lamations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center.2.1.3 IN L/1711 IN L/1341 Deflection Criteria: L/36 Deflection Criteria: L/24 RECTIONS earg Length 2249 621 287 1.53 EM DT Span Length Unbraced Length-Top Roof Pitch Floor Duration Factor Roof Duration Factor Notch Depth 3.25 4 1. 1.15. 2249 621 287 1.53 MTERIL PROPERTIES #2 - Douglas-Fir-Larch (North) endg Stress: Shear Stress: Modulus of Elasticity: Comp. to Gra: Center :12 Controllg Moment: 2333-1.625 from le support Created by combg all dead and live loads. Controllg Shear: -2871 t support. Created by combg all dead and live loads. Comparisons with required sections: Section Modulus: rea (Shear): Moment of Inertia (deflection): Moment: Shear: NOTES ase Values Fb = 85 Cd=1.15 CF=1.2 Fv = Cd=1.15 E = Fc - = 18 16 625 Req'd 23.86 3 2.8 2 2.4 4 2333 - -2871 djusted Fb' = 1173 Fv' = E' = Fc - ' = Provided 26.28 3 21.75 2 95.27 4 2569-32 27 16 625 LODING DIGRM ROOF LODING Roof Roof Roof Tributary Width FLOOR LODING Floor Floor Floor Tributary Width Wall Load spiriki 5ive Engeerg 834 West 75 North Kaysville, UT 8437 RLL = RDL = RTW = FLL = FDL = FTW = WLL = EM LODING Roof Uniform : Roof Uniform : Floor Uniform : Floor Uniform : eam Self Weight: Combed Uniform : Combed Uniform : Combed Uniform : Controllg Total Design Load: 13 2 1.3 3.25 Side 1 Side 1 4 2 8 2/6/217 12:49:57 PM wl-roof = wd-roof = wl-floor = wd-floor = SW = wl = wd = wt = wt-cont = Side 2 25 15 Side 2 4 2 164 218 32 16 5 1384 382 1767 1767 page of Page 39 of 146

Project: 1431 (Larkspur Residence - Thk) Location: ff6 Combation Roof nd Floor eam [215 International uildg Code(212 NDS)] ( 2 ) 1.5 IN x 7.25 IN x 6.25 FT #2 - Douglas-Fir-Larch (North) - Dry Use Section dequate y: 51.4% Controllg Factor: Shear StruCalc Version 1...9 CUTIONS * Lamations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center.2.5.7 IN L/4779 IN L/198 Deflection Criteria: L/36 Deflection Criteria: L/24 RECTIONS earg Length 88 917 1725.92 EM DT Span Length Unbraced Length-Top Roof Pitch Floor Duration Factor Roof Duration Factor Notch Depth 6.25 4 1. 1.15. 163 714 877.47 MTERIL PROPERTIES #2 - Douglas-Fir-Larch (North) endg Stress: Shear Stress: Modulus of Elasticity: Comp. to Gra: Center :12 Controllg Moment: 1455-3.125 from le support Created by combg all dead and live loads. Controllg Shear: 1724 t support. Created by combg all dead and live loads. Comparisons with required sections: Section Modulus: rea (Shear): Moment of Inertia (deflection): Moment: Shear: NOTES ase Values Fb = 85 Cd=1. CF=1.2 Fv = Cd=1. E = Fc - = 18 16 625 Req'd 17.11 3 14.37 2 2.83 4 1455-1724 djusted Fb' = 12 Fv' = E' = Fc - ' = Provided 26.28 3 21.75 2 95.27 4 2234-261 18 16 625 LODING DIGRM 1 ROOF LODING Roof Roof Roof Tributary Width FLOOR LODING Floor Floor Floor Tributary Width Wall Load spiriki 5ive Engeerg 834 West 75 North Kaysville, UT 8437 RLL = RDL = RTW = FLL = FDL = FTW = WLL = EM LODING Roof Uniform : Roof Uniform : Floor Uniform : Floor Uniform : eam Self Weight: Combed Uniform : Combed Uniform : Combed Uniform : Controllg Total Design Load: POINT LODS - CENTER SPN Load Number One 721 227 Location.33 w 6.25 Side 1 Side 1 4 2 1 2/6/217 12:51:22 PM 2 Side 2 25 15 wl-roof = wd-roof = wl-floor = wd-floor = SW = wl = wd = wt = wt-cont = Side 2 4 2 4 2 5 4 225 265 265 page of Page 4 of 146

Project: 1431 (Larkspur Residence - Thk) Location: ff7 Roof eam [215 International uildg Code(212 NDS)] 7.5 IN x 11.5 IN x 1.25 FT #2 - Douglas-Fir-Larch (North) - Dry Use Section dequate y: 5.6% Controllg Factor: Moment DEFLECTIONS Center.11.3.14 IN L/18 IN L/873 Deflection Criteria: L/24 Deflection Criteria: L/18 RECTIONS earg Length 293 688 3591.77 EM DT Span Length Unbraced Length-Top Unbraced Length-ottom Roof Pitch Roof Duration Factor 4 1.15 293 688 3591.77 MTERIL PROPERTIES #2 - Douglas-Fir-Larch (North) endg Stress: Shear Stress: Modulus of Elasticity: Comp. to Gra: 1.3 :12 Controllg Moment: 923-5.125 from le support Created by combg all dead and live loads. Controllg Shear: 3591 t support. Created by combg all dead and live loads. ase Values Fb = 875 Cd=1.15 CF=1. Fv = Cd=1.15 E = Fc - = 17 13 625 djusted Fb' = 16 Fv' = E' = Fc - ' = 196 13 625 StruCalc Version 1...9 LODING DIGRM ROOF LODING Side One: Roof : Roof : Tributary Width: Side Two: Roof : Roof : Tributary Width: spiriki 5ive Engeerg 834 West 75 North Kaysville, UT 8437 LL = DL = TW = LL = DL = TW = 13 2 3.5 13 2 2 1.25 Wall Load: WLL = SLOPE/PITCH DJUSTED LENGTHS ND LODS djusted eam Length: Ladj = 1.25 eam Self Weight: SW = 18 eam Uniform : wl = 567 eam Uniform : wd_adj = 134 Total Uniform Load: wt = 71 2/6/217 12:52:56 PM page of Comparisons with required sections: Section Modulus: rea (Shear): Moment of Inertia (deflection): Moment: Shear: NOTES Req'd 19.75 3 27.56 2 211.14 4 923-3591 Provided 165.31 3 86.25 2 95.55 4 13862-11241 Page 41 of 146

Project: 1431 (Larkspur Residence - Thk) Location: ff8 Combation Roof nd Floor eam [215 International uildg Code(212 NDS)] ( 3 ) 1.75 IN x 9.25 IN x 6.666 FT 1.9E Microllam - ilevel Trus Joist Section dequate y: 13.3% Controllg Factor: Shear StruCalc Version 1...9 CUTIONS * Lamations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center.13.3.16 IN L/638 IN L/53 Deflection Criteria: L/36 Deflection Criteria: L/24 RECTIONS earg Length 5522 1512 734 1.79 EM DT Span Length Unbraced Length-Top Roof Pitch Floor Duration Factor Roof Duration Factor Notch Depth 6.67 4 1. 1.15. 741 196 937 2.38 Center :12 MTERIL PROPERTIES 1.9E Microllam - ilevel Trus Joist endg Stress: Shear Stress: Modulus of Elasticity: Comp. to Gra: Controllg Moment: 12872-3.333 from le support Created by combg all dead and live loads. Controllg Shear: -9369 t support. Created by combg all dead and live loads. Comparisons with required sections: Section Modulus: rea (Shear): Moment of Inertia (deflection): Moment: Shear: NOTES ase Values Fb = 26 Cd=1.15 CF=1.4 Fv = Cd=1.15 E = Fc - = 285 19 75 Req'd 49.86 3 42.88 2 195.33 4 12872 - -9369 djusted Fb' = 398 Fv' = E' = Fc - ' = 328 19 75 Provided 74.87 3 48.56 2 346.26 4 19327-1611 LODING DIGRM ROOF LODING Roof Roof Roof Tributary Width FLOOR LODING Floor Floor Floor Tributary Width Wall Load spiriki 5ive Engeerg 834 West 75 North Kaysville, UT 8437 RLL = RDL = RTW = FLL = FDL = FTW = WLL = EM LODING Roof Uniform : Roof Uniform : Floor Uniform : Floor Uniform : eam Self Weight: Combed Uniform : Combed Uniform : Combed Uniform : Controllg Total Design Load: 13 2 1 6.666 Side 1 4 2 8 Side 1 2/6/217 12:54:51 PM wl-roof = wd-roof = wl-floor = wd-floor = SW = wl = wd = wt = wt-cont = Side 2 13 2 1.5 Side 2 4 2 1185 242 32 16 15 155 418 1922 1922 1 page POINT LODS - CENTER SPN Load Number One * 293 688 Location 5.5 * Load obtaed from Load Tracker. See Summary Report for details. of Page 42 of 146

Project: 1431 (Larkspur Residence - Thk) Location: ff9 Combation Roof nd Floor eam [215 International uildg Code(212 NDS)] ( 2 ) 1.5 IN x 5.5 IN x 4.25 FT #2 - Douglas-Fir-Larch (North) - Dry Use Section dequate y: 42.5% Controllg Factor: Moment DEFLECTIONS Center.4.1.5 IN L/1155 IN L/929 Deflection Criteria: L/36 Deflection Criteria: L/24 RECTIONS earg Length 851 27 158.56 EM DT Span Length Unbraced Length-Top Roof Pitch Floor Duration Factor Roof Duration Factor Notch Depth 4.25 4 1. 1.15. 851 27 158.56 MTERIL PROPERTIES #2 - Douglas-Fir-Larch (North) endg Stress: Shear Stress: Modulus of Elasticity: Comp. to Gra: Center :12 Controllg Moment: 1124-2.125 from le support Created by combg all dead and live loads. Controllg Shear: 158 t support. Created by combg all dead and live loads. Comparisons with required sections: Section Modulus: rea (Shear): Moment of Inertia (deflection): Moment: Shear: NOTES ase Values Fb = 85 Cd=1.15 CF=1.3 Fv = Cd=1.15 E = Fc - = 18 16 625 Req'd 1.61 3 7.67 2 12.97 4 1124-158 djusted Fb' = 1271 Fv' = E' = Fc - ' = Provided 15.13 3 16.5 2 41.59 4 162-2277 27 16 625 StruCalc Version 1...9 LODING DIGRM ROOF LODING Roof Roof Roof Tributary Width FLOOR LODING Floor Floor Floor Tributary Width Wall Load spiriki 5ive Engeerg 834 West 75 North Kaysville, UT 8437 RLL = RDL = RTW = FLL = FDL = FTW = WLL = EM LODING Roof Uniform : Roof Uniform : Floor Uniform : Floor Uniform : eam Self Weight: Combed Uniform : Combed Uniform : Combed Uniform : Controllg Total Design Load: 13 2 3.5 4.25 Side 1 Side 1 4 2 1 2/6/217 12:56:2 PM wl-roof = wd-roof = wl-floor = wd-floor = SW = wl = wd = wt = wt-cont = Side 2 13 2 Side 2 4 2 361 74 4 2 4 41 97 498 498 page of Page 43 of 146

Project: 1431 (Larkspur Residence - Thk) Location: ff1 Uniformly Loaded Floor eam [215 International uildg Code(212 NDS)] ( 2 ) 1.5 IN x 7.25 IN x 1.25 FT #2 - Douglas-Fir-Larch (North) - Dry Use Section dequate y: 36.5% Controllg Factor: Moment StruCalc Version 1...9 CUTIONS * Lamations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center.13.7.2 IN L/944 IN L/66 Deflection Criteria: L/36 Deflection Criteria: L/24 RECTIONS earg Length 41 229 639.34 EM DT Span Length Unbraced Length-Top Floor Duration Factor Notch Depth 41 229 639.34 1.25 1.. MTERIL PROPERTIES #2 - Douglas-Fir-Larch (North) endg Stress: Shear Stress: Modulus of Elasticity: Comp. to Gra: Center ase Values Fb = 85 Cd=1. CF=1.2 Fv = Cd=1. E = Fc - = 18 16 625 Controllg Moment: 1637-5.125 from le support Created by combg all dead and live loads. Controllg Shear: -639 t support. Created by combg all dead and live loads. djusted Fb' = 12 Fv' = E' = Fc - ' = 18 16 625 LODING DIGRM FLOOR LODING Floor Floor Floor Tributary Width Wall Load spiriki 5ive Engeerg 834 West 75 North Kaysville, UT 8437 EM LODING eam Total : eam Total : eam Self Weight: Total Maximum Load: FLL = FDL = FTW = WLL = wl = wd = SW = wt = 1.25 Side 1 4 2 2 2/6/217 12:56:57 PM 8 4 5 125 Side 2 4 2 page of Comparisons with required sections: Section Modulus: rea (Shear): Moment of Inertia (deflection): Moment: Shear: NOTES Req'd 19.25 3 5.32 2 37.74 4 1637 - -639 Provided 26.28 3 21.75 2 95.27 4 2234-261 Page 44 of 146

Project: 1431 (Larkspur Residence - Thk) Location: ff11 Uniformly Loaded Floor eam [215 International uildg Code(212 NDS)] ( 2 ) 1.5 IN x 7.25 IN x 1.25 FT #2 - Douglas-Fir-Larch (North) - Dry Use Section dequate y: 36.5% Controllg Factor: Moment StruCalc Version 1...9 CUTIONS * Lamations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center.13.7.2 IN L/944 IN L/66 Deflection Criteria: L/36 Deflection Criteria: L/24 RECTIONS earg Length 41 229 639.34 EM DT Span Length Unbraced Length-Top Floor Duration Factor Notch Depth 41 229 639.34 1.25 1.. MTERIL PROPERTIES #2 - Douglas-Fir-Larch (North) endg Stress: Shear Stress: Modulus of Elasticity: Comp. to Gra: Center ase Values Fb = 85 Cd=1. CF=1.2 Fv = Cd=1. E = Fc - = 18 16 625 Controllg Moment: 1637-5.125 from le support Created by combg all dead and live loads. Controllg Shear: -639 t support. Created by combg all dead and live loads. djusted Fb' = 12 Fv' = E' = Fc - ' = 18 16 625 LODING DIGRM FLOOR LODING Floor Floor Floor Tributary Width Wall Load spiriki 5ive Engeerg 834 West 75 North Kaysville, UT 8437 EM LODING eam Total : eam Total : eam Self Weight: Total Maximum Load: FLL = FDL = FTW = WLL = wl = wd = SW = wt = 1.25 Side 1 4 2 2 2/6/217 12:57:1 PM 8 4 5 125 Side 2 4 2 page of Comparisons with required sections: Section Modulus: rea (Shear): Moment of Inertia (deflection): Moment: Shear: NOTES Req'd 19.25 3 5.32 2 37.74 4 1637 - -639 Provided 26.28 3 21.75 2 95.27 4 2234-261 Page 45 of 146

Project: 1431 (Larkspur Residence - Thk) Location: ff12 Combation Roof nd Floor eam [215 International uildg Code(212 NDS)] ( 2 ) 1.5 IN x 5.5 IN x 4. FT #2 - Douglas-Fir-Larch (North) - Dry Use Section dequate y: 44.% Controllg Factor: Moment DEFLECTIONS Center.3.1.4 IN L/1733 IN L/1147 Deflection Criteria: L/36 Deflection Criteria: L/24 RECTIONS earg Length 64 327 967.52 EM DT Span Length Unbraced Length-Top Roof Pitch Floor Duration Factor Roof Duration Factor Notch Depth 64 327 967.52 Center 4 4 1. 1.15. MTERIL PROPERTIES #2 - Douglas-Fir-Larch (North) endg Stress: Shear Stress: Modulus of Elasticity: Comp. to Gra: :12 Controllg Moment: 967-2. from le support Created by combg all dead and live loads. Controllg Shear: -967 t support. Created by combg all dead and live loads. Comparisons with required sections: Section Modulus: rea (Shear): Moment of Inertia (deflection): Moment: Shear: NOTES ase Values Fb = 85 Cd=1. CF=1.3 Fv = Cd=1. E = Fc - = 18 16 625 Req'd 1.5 3 8.6 2 8.7 4 967 - -967 djusted Fb' = 115 Fv' = E' = Fc - ' = Provided 15.13 3 16.5 2 41.59 4 1393-198 18 16 625 StruCalc Version 1...9 LODING DIGRM ROOF LODING Roof Roof Roof Tributary Width FLOOR LODING Floor Floor Floor Tributary Width Wall Load spiriki 5ive Engeerg 834 West 75 North Kaysville, UT 8437 RLL = RDL = RTW = FLL = FDL = FTW = WLL = EM LODING Roof Uniform : Roof Uniform : Floor Uniform : Floor Uniform : eam Self Weight: Combed Uniform : Combed Uniform : Combed Uniform : Controllg Total Design Load: 13 2 4 Side 1 Side 1 4 2 8 2/6/217 12:58:34 PM wl-roof = wd-roof = wl-floor = wd-floor = SW = wl = wd = wt = wt-cont = Side 2 25 15 Side 2 4 15 32 16 4 32 164 484 484 page of Page 46 of 146

Project: 1431 (Larkspur Residence - Thk) Location: ff13 Uniformly Loaded Floor eam [215 International uildg Code(212 NDS)] ( 2 ) 1.5 IN x 9.25 IN x 1. FT #2 - Douglas-Fir-Larch (North) - Dry Use Section dequate y: 18.3% Controllg Factor: Moment StruCalc Version 1...9 CUTIONS * Lamations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center.1.5.15 IN L/1241 IN L/792 Deflection Criteria: L/36 Deflection Criteria: L/24 RECTIONS earg Length 673 382 155.56 EM DT Span Length Unbraced Length-Top Floor Duration Factor Notch Depth 1 1.. 537 36 843.45 Center MTERIL PROPERTIES #2 - Douglas-Fir-Larch (North) endg Stress: Shear Stress: Modulus of Elasticity: Comp. to Gra: Controllg Moment: 2818-5. from le support Created by combg all dead and live loads. Controllg Shear: 155 t support. Created by combg all dead and live loads. Comparisons with required sections: Section Modulus: rea (Shear): Moment of Inertia (deflection): Moment: Shear: NOTES ase Values Fb = 85 Cd=1. CF=1.1 Fv = Cd=1. E = Fc - = 18 16 625 Req'd 36.17 3 8.8 2 59.99 4 2818-155 djusted Fb' = 935 Fv' = E' = Fc - ' = Provided 42.78 3 27.75 2 197.86 4 3333-333 18 16 625 LODING DIGRM FLOOR LODING Floor Floor Floor Tributary Width Wall Load spiriki 5ive Engeerg 834 West 75 North Kaysville, UT 8437 EM LODING eam Total : eam Total : eam Self Weight: Total Maximum Load: 1 FLL = FDL = FTW = WLL = wl = wd = SW = wt = 4 2 2 1 Side 1 8 4 6 126 2/6/217 1::4 PM Side 2 4 15 page POINT LODS - CENTER SPN Load Number One * 41 229 Location 3.33 * Load obtaed from Load Tracker. See Summary Report for details. of Page 47 of 146

Project: 1431 (Larkspur Residence - Thk) Location: ff14 Uniformly Loaded Floor eam [215 International uildg Code(212 NDS)] ( 2 ) 1.5 IN x 3.5 IN x 3.25 FT #2 - Douglas-Fir-Larch (North) - Dry Use Section dequate y: 13.5% Controllg Factor: Moment DEFLECTIONS Center.2.1.4 IN L/1666 IN L/11 Deflection Criteria: L/36 Deflection Criteria: L/24 RECTIONS earg Length 26 134 394.21 EM DT Span Length Unbraced Length-Top Floor Duration Factor Notch Depth 26 134 394.21 3.25 1.. MTERIL PROPERTIES #2 - Douglas-Fir-Larch (North) endg Stress: Shear Stress: Modulus of Elasticity: Comp. to Gra: Center ase Values Fb = 85 Cd=1. CF=1.5 Fv = Cd=1. E = Fc - = 18 16 625 Controllg Moment: 32-1.625 from le support Created by combg all dead and live loads. Controllg Shear: -394 t support. Created by combg all dead and live loads. djusted Fb' = 1275 Fv' = E' = Fc - ' = 18 16 625 StruCalc Version 1...9 LODING DIGRM FLOOR LODING Floor Floor Floor Tributary Width Wall Load spiriki 5ive Engeerg 834 West 75 North Kaysville, UT 8437 EM LODING eam Total : eam Total : eam Self Weight: Total Maximum Load: FLL = FDL = FTW = WLL = wl = wd = SW = wt = 3.25 Side 1 4 2 4 16 8 2 242 2/6/217 1:2:9 PM Side 2 4 15 page of Comparisons with required sections: Section Modulus: rea (Shear): Moment of Inertia (deflection): Moment: Shear: NOTES Req'd 3.1 3 3.28 2 2.34 4 32 - -394 Provided 6.13 3 1.5 2 1.72 4 651-126 Page 48 of 146

Project: 1431 (Larkspur Residence - Thk) Location: ff15 Uniformly Loaded Floor eam [215 International uildg Code(212 NDS)] ( 2 ) 1.5 IN x 7.25 IN x 4.25 FT #2 - Douglas-Fir-Larch (North) - Dry Use Section dequate y: 42.4% Controllg Factor: Moment StruCalc Version 1...9 CUTIONS * Lamations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center.2.1.3 IN L/233 IN L/1525 Deflection Criteria: L/36 Deflection Criteria: L/24 RECTIONS earg Length 978 499 1477.79 EM DT Span Length Unbraced Length-Top Floor Duration Factor Notch Depth 4.25 1.. 978 499 1477.79 MTERIL PROPERTIES #2 - Douglas-Fir-Larch (North) endg Stress: Shear Stress: Modulus of Elasticity: Comp. to Gra: Center ase Values Fb = 85 Cd=1. CF=1.2 Fv = Cd=1. E = Fc - = 18 16 625 Controllg Moment: 1568-2.125 from le support Created by combg all dead and live loads. Controllg Shear: 1476 t support. Created by combg all dead and live loads. djusted Fb' = 12 Fv' = E' = Fc - ' = 18 16 625 LODING DIGRM FLOOR LODING Floor Floor Floor Tributary Width Wall Load spiriki 5ive Engeerg 834 West 75 North Kaysville, UT 8437 EM LODING eam Total : eam Total : eam Self Weight: Total Maximum Load: FLL = FDL = FTW = WLL = wl = wd = SW = wt = 4.25 Side 1 4 2 11.5 46 23 5 695 2/6/217 1:1:46 PM Side 2 4 15 page of Comparisons with required sections: Section Modulus: rea (Shear): Moment of Inertia (deflection): Moment: Shear: NOTES Req'd 18.45 3 12.3 2 14.99 4 1568-1476 Provided 26.28 3 21.75 2 95.27 4 2234-261 Page 49 of 146

Project: 1431 (Larkspur Residence - Thk) Location: ff16 Combation Roof nd Floor eam [215 International uildg Code(212 NDS)] ( 2 ) 1.5 IN x 5.5 IN x 2.25 FT #2 - Douglas-Fir-Larch (North) - Dry Use Section dequate y:.7% Controllg Factor: Shear DEFLECTIONS Center.1..2 IN L/1921 IN L/155 Deflection Criteria: L/36 Deflection Criteria: L/24 RECTIONS earg Length 1825 437 2262 1.21 EM DT Span Length Unbraced Length-Top Roof Pitch Floor Duration Factor Roof Duration Factor Notch Depth 2.25 4 1. 1.15. 1825 437 2262 1.21 MTERIL PROPERTIES #2 - Douglas-Fir-Larch (North) endg Stress: Shear Stress: Modulus of Elasticity: Comp. to Gra: Center :12 Controllg Moment: 1272-1.125 from le support Created by combg all dead and live loads. Controllg Shear: 2262 t support. Created by combg all dead and live loads. Comparisons with required sections: Section Modulus: rea (Shear): Moment of Inertia (deflection): Moment: Shear: NOTES ase Values Fb = 85 Cd=1.15 CF=1.3 Fv = Cd=1.15 E = Fc - = 18 16 625 Req'd 12.2 3 16.39 2 7.79 4 1272-2262 djusted Fb' = 1271 Fv' = E' = Fc - ' = Provided 15.13 3 16.5 2 41.59 4 162-2277 27 16 625 StruCalc Version 1...9 LODING DIGRM ROOF LODING Roof Roof Roof Tributary Width FLOOR LODING Floor Floor Floor Tributary Width Wall Load spiriki 5ive Engeerg 834 West 75 North Kaysville, UT 8437 RLL = RDL = RTW = FLL = FDL = FTW = WLL = EM LODING Roof Uniform : Roof Uniform : Floor Uniform : Floor Uniform : eam Self Weight: Combed Uniform : Combed Uniform : Combed Uniform : Controllg Total Design Load: 13 2 14 2.25 Side 1 Side 1 4 2 4.5 2/6/217 1:3:37 PM wl-roof = wd-roof = wl-floor = wd-floor = SW = wl = wd = wt = wt-cont = Side 2 25 15 Side 2 4 15 1442 295 18 9 4 1622 389 211 211 page of Page 5 of 146

Project: 1431 (Larkspur Residence - Thk) Location: ff17 Combation Roof nd Floor eam [215 International uildg Code(212 NDS)] ( 3 ) 1.75 IN x 9.25 IN x 6.25 FT 1.9E Microllam - ilevel Trus Joist Section dequate y: 2.6% Controllg Factor: Shear StruCalc Version 1...9 CUTIONS * Lamations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center.15.3.18 IN L/512 IN L/415 Deflection Criteria: L/36 Deflection Criteria: L/24 RECTIONS earg Length 6928 1652 858 2.18 EM DT Span Length Unbraced Length-Top Roof Pitch Floor Duration Factor Roof Duration Factor Notch Depth 6.25 4 1. 1.15. 8374 1965 1339 2.63 Center :12 MTERIL PROPERTIES 1.9E Microllam - ilevel Trus Joist endg Stress: Shear Stress: Modulus of Elasticity: Comp. to Gra: Controllg Moment: 18144-3.125 from le support Created by combg all dead and live loads. Controllg Shear: -1339 t support. Created by combg all dead and live loads. Comparisons with required sections: Section Modulus: rea (Shear): Moment of Inertia (deflection): Moment: Shear: NOTES ase Values Fb = 26 Cd=1.15 CF=1.4 Fv = Cd=1.15 E = Fc - = 285 19 75 Req'd 7.28 3 47.32 2 243.43 4 18144 - -1339 djusted Fb' = 398 Fv' = E' = Fc - ' = 328 19 75 Provided 74.87 3 48.56 2 346.26 4 19327-1611 LODING DIGRM ROOF LODING Roof Roof Roof Tributary Width FLOOR LODING Floor Floor Floor Tributary Width Wall Load spiriki 5ive Engeerg 834 West 75 North Kaysville, UT 8437 RLL = RDL = RTW = FLL = FDL = FTW = WLL = EM LODING Roof Uniform : Roof Uniform : Floor Uniform : Floor Uniform : eam Self Weight: Combed Uniform : Combed Uniform : Combed Uniform : Controllg Total Design Load: POINT LODS - CENTER SPN Load Number One 5165 1115 Location 4 13 2 14 6.25 Side 1 4 2 4.5 Side 1 2/6/217 1:5: PM wl-roof = wd-roof = wl-floor = wd-floor = SW = wl = wd = wt = wt-cont = 1 Side 2 25 15 Side 2 4 15 1442 295 18 9 15 1622 4 222 222 page of Page 51 of 146

Project: 1431 (Larkspur Residence - Thk) Location: ff18 Combation Roof nd Floor eam [215 International uildg Code(212 NDS)] ( 2 ) 1.5 IN x 3.5 IN x 2.25 FT #2 - Douglas-Fir-Larch (North) - Dry Use Section dequate y: 172.2% Controllg Factor: Moment DEFLECTIONS Center.1..1 IN L/231 IN L/1848 Deflection Criteria: L/36 Deflection Criteria: L/24 RECTIONS earg Length 393 96 489.26 EM DT Span Length Unbraced Length-Top Roof Pitch Floor Duration Factor Roof Duration Factor Notch Depth 393 96 489.26 2.25 4 1. 1.15. MTERIL PROPERTIES #2 - Douglas-Fir-Larch (North) endg Stress: Shear Stress: Modulus of Elasticity: Comp. to Gra: Center :12 Controllg Moment: 275-1.125 from le support Created by combg all dead and live loads. Controllg Shear: -489 t support. Created by combg all dead and live loads. Comparisons with required sections: Section Modulus: rea (Shear): Moment of Inertia (deflection): Moment: Shear: NOTES ase Values Fb = 85 Cd=1.15 CF=1.5 Fv = Cd=1.15 E = Fc - = 18 16 625 Req'd 2.25 3 3.54 2 1.68 4 275 - -489 djusted Fb' = 1466 Fv' = E' = Fc - ' = Provided 6.13 3 1.5 2 1.72 4 748-1449 27 16 625 StruCalc Version 1...9 LODING DIGRM ROOF LODING Roof Roof Roof Tributary Width FLOOR LODING Floor Floor Floor Tributary Width Wall Load spiriki 5ive Engeerg 834 West 75 North Kaysville, UT 8437 RLL = RDL = RTW = FLL = FDL = FTW = WLL = EM LODING Roof Uniform : Roof Uniform : Floor Uniform : Floor Uniform : eam Self Weight: Combed Uniform : Combed Uniform : Combed Uniform : Controllg Total Design Load: 13 2 3 2.25 Side 1 Side 1 4 2 1 2/6/217 1:6:27 PM wl-roof = wd-roof = wl-floor = wd-floor = SW = wl = wd = wt = wt-cont = Side 2 25 15 Side 2 4 15 39 63 4 2 2 349 85 434 434 page of Page 52 of 146

Project: 1431 (Larkspur Residence - Thk) Location: ff19 Combation Roof nd Floor eam [215 International uildg Code(212 NDS)] ( 3 ) 1.75 IN x 7.25 IN x 6.25 FT 1.9E Microllam - ilevel Trus Joist Section dequate y: 12.7% Controllg Factor: Moment StruCalc Version 1...9 CUTIONS * Lamations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center.17.8.24 IN L/45 IN L/31 Deflection Criteria: L/36 Deflection Criteria: L/24 RECTIONS earg Length 488 2163 6971 1.77 EM DT Span Length Unbraced Length-Top Roof Pitch Floor Duration Factor Roof Duration Factor Notch Depth 6.25 4 1. 1.15. 488 2163 6971 1.77 Center :12 MTERIL PROPERTIES 1.9E Microllam - ilevel Trus Joist endg Stress: Shear Stress: Modulus of Elasticity: Comp. to Gra: Controllg Moment: 1892-3.125 from le support Created by combg all dead and live loads. Controllg Shear: 6971 t support. Created by combg all dead and live loads. Comparisons with required sections: Section Modulus: rea (Shear): Moment of Inertia (deflection): Moment: Shear: NOTES ase Values Fb = 26 Cd=1.15 CF=1.7 Fv = Cd=1.15 E = Fc - = 285 19 75 Req'd 4.82 3 31.9 2 133.42 4 1892-6971 djusted Fb' = 322 Fv' = E' = Fc - ' = 328 19 75 Provided 45.99 3 38.6 2 166.72 4 12273-8317 LODING DIGRM ROOF LODING Roof Roof Roof Tributary Width FLOOR LODING Floor Floor Floor Tributary Width Wall Load spiriki 5ive Engeerg 834 West 75 North Kaysville, UT 8437 RLL = RDL = RTW = FLL = FDL = FTW = WLL = EM LODING Roof Uniform : Roof Uniform : Floor Uniform : Floor Uniform : eam Self Weight: Combed Uniform : Combed Uniform : Combed Uniform : Controllg Total Design Load: 13 2 9.5 w 6.25 Side 1 Side 1 4 2 14 2 2/6/217 1:7:35 PM wl-roof = wd-roof = wl-floor = wd-floor = SW = wl = wd = wt = wt-cont = Side 2 25 15 Side 2 4 15 979 2 56 28 12 1539 692 2231 2231 page of Page 53 of 146

Project: 1431 (Larkspur Residence - Thk) Location: ff2 Combation Roof nd Floor eam [215 International uildg Code(212 NDS)] ( 2 ) 1.5 IN x 9.25 IN x 2.75 FT #2 - Douglas-Fir-Larch (North) - Dry Use Section dequate y: 25.2% Controllg Factor: Shear StruCalc Version 1...9 CUTIONS * Lamations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center.1..1 IN L/5278 IN L/365 Deflection Criteria: L/36 Deflection Criteria: L/24 RECTIONS earg Length 2115 943 358 1.63 EM DT Span Length Unbraced Length-Top Roof Pitch Floor Duration Factor Roof Duration Factor Notch Depth 2.75 4 1. 1.15. 2115 943 358 1.63 MTERIL PROPERTIES #2 - Douglas-Fir-Larch (North) endg Stress: Shear Stress: Modulus of Elasticity: Comp. to Gra: Center :12 Controllg Moment: 213-1.375 from le support Created by combg all dead and live loads. Controllg Shear: 359 t support. Created by combg all dead and live loads. Comparisons with required sections: Section Modulus: rea (Shear): Moment of Inertia (deflection): Moment: Shear: NOTES ase Values Fb = 85 Cd=1.15 CF=1.1 Fv = Cd=1.15 E = Fc - = 18 16 625 Req'd 23.47 3 22.17 2 13.5 4 213-359 djusted Fb' = 175 Fv' = E' = Fc - ' = Provided 42.78 3 27.75 2 197.86 4 3833-383 27 16 625 LODING DIGRM ROOF LODING Roof Roof Roof Tributary Width FLOOR LODING Floor Floor Floor Tributary Width Wall Load spiriki 5ive Engeerg 834 West 75 North Kaysville, UT 8437 RLL = RDL = RTW = FLL = FDL = FTW = WLL = EM LODING Roof Uniform : Roof Uniform : Floor Uniform : Floor Uniform : eam Self Weight: Combed Uniform : Combed Uniform : Combed Uniform : Controllg Total Design Load: 13 2 9.5 w 2.75 Side 1 Side 1 4 2 14 2 2/6/217 1:8:6 PM wl-roof = wd-roof = wl-floor = wd-floor = SW = wl = wd = wt = wt-cont = Side 2 25 15 Side 2 4 15 979 2 56 28 6 1539 686 2225 2225 page of Page 54 of 146

Project: 1431 (Larkspur Residence - Thk) Location: ff21 Combation Roof nd Floor eam [215 International uildg Code(ISC 14th Ed SD)] 992-5 W21x55 x 25.75 FT Section dequate y: 7.% Controllg Factor: Moment DEFLECTIONS Center.8.26 1.6 IN L/388 IN L/291 Deflection Criteria: L/36 Deflection Criteria: L/24 RECTIONS earg Length 34235 11393 45628 1.64 EM DT Span Length Unbraced Length-Top Roof Pitch Floor Duration Factor Roof Duration Factor STEEL PROPERTIES W21x55-992-5 34235 11393 45628 1.64 Center 25.75 4 :12.. Properties: Yield Stress: Fy = Modulus of Elasticity: E = Depth: d = Web Thickness: tw = Flange Width: bf = Flange Thickness: tf = Distance to Web Toe of Fillet: k = Moment of Inertia bout X-X xis: Ix = Section Modulus bout X-X xis: Sx = Plastic Section Modulus bout X-X xis: Zx = Design Properties per ISC 14th Edition Steel Manual: Flange ucklg Ratio: llowable Flange ucklg Ratio: Web ucklg Ratio: llowable Web ucklg Ratio: Controllg Unbraced Length: Limitg Unbraced Length - for lateral-torsional bucklg: Nomal Flexural Strength w/ safety factor: Controllg Equation: Web height to thickness ratio: Limitg height to thickness ratio for eqn. G2-2: Cv Factor: Controllg Equation: Nomal Shear Strength w/ safety factor: FR = FR = WR = WR = Lb = Lp = Mn = F2-1 h/tw = h/tw-limit = Cv = G2-2 Vn = 5 29 2.8.38 8.22.52 1.2 114 11 126 7.87 9.15 5.3 9.55 6.11 314371 5.3 53.95 1 156 4 3 3 - StruCalc Version 1...9 LODING DIGRM ROOF LODING Roof Roof Roof Tributary Width FLOOR LODING Floor Floor Floor Tributary Width Wall Load spiriki 5ive Engeerg 834 West 75 North Kaysville, UT 8437 RLL = RDL = RTW = FLL = FDL = FTW = WLL = EM LODING Roof Uniform : Roof Uniform : Floor Uniform : Floor Uniform : eam Self Weight: Combed Uniform : Combed Uniform : Combed Uniform : Controllg Total Design Load: 13 2 9 w 25.75 Side 1 Side 1 4 2 7.3 2 2/6/217 1:1:19 PM wl-roof = wd-roof = wl-floor = wd-floor = SW = wl = wd = wt = wt-cont = Side 2 13 2 14 Side 2 4 15 2369 485 29 145 55 2659 885 3544 3544 page of Controllg Moment: 293727-12.875 from le support Created by combg all dead and live loads. Controllg Shear: 45627 t support. Created by combg all dead and live loads. Comparisons with required sections: Moment of Inertia (deflection): Moment: Shear: NOTES Req'd 156.54 4 293727-45627 Provided 114 4 314371-156 Page 55 of 146

Project: 1431 (Larkspur Residence - Thk) Location: ff22 Combation Roof nd Floor eam [215 International uildg Code(212 NDS)] ( 3 ) 1.75 IN x 11.875 IN x 11. FT 1.9E Microllam - ilevel Trus Joist Section dequate y: 4.% Controllg Factor: Moment StruCalc Version 1...9 CUTIONS * Lamations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center.32.14.46 IN L/47 IN L/285 Deflection Criteria: L/36 Deflection Criteria: L/24 RECTIONS earg Length 7543 3222 1765 2.73 EM DT Span Length Unbraced Length-Top Roof Pitch Floor Duration Factor Roof Duration Factor Notch Depth 11 4 1. 1.15. 7543 3222 1765 2.73 Center :12 MTERIL PROPERTIES 1.9E Microllam - ilevel Trus Joist endg Stress: Shear Stress: Modulus of Elasticity: Comp. to Gra: Controllg Moment: 2965-5.5 from le support Created by combg all dead and live loads. Controllg Shear: -1765 t support. Created by combg all dead and live loads. Comparisons with required sections: Section Modulus: rea (Shear): Moment of Inertia (deflection): Moment: Shear: NOTES ase Values Fb = 26 Cd=1.15 CF=1. Fv = Cd=1.15 E = Fc - = 285 19 75 Req'd 118.65 3 49.27 2 648.42 4 2965 - -1765 djusted Fb' = 2994 Fv' = E' = Fc - ' = 328 19 75 Provided 123.39 3 62.34 2 732.62 4 3788-13622 LODING DIGRM ROOF LODING Roof Roof Roof Tributary Width FLOOR LODING Floor Floor Floor Tributary Width Wall Load spiriki 5ive Engeerg 834 West 75 North Kaysville, UT 8437 RLL = RDL = RTW = FLL = FDL = FTW = WLL = EM LODING Roof Uniform : Roof Uniform : Floor Uniform : Floor Uniform : eam Self Weight: Combed Uniform : Combed Uniform : Combed Uniform : Controllg Total Design Load: 13 2 1 w 11 Side 1 Side 1 4 2 7.3 2 2/6/217 1:11:37 PM wl-roof = wd-roof = wl-floor = wd-floor = SW = wl = wd = wt = wt-cont = Side 2 13 2 9.5 Side 2 4 15 182 221 29 145 19 1372 586 1957 1957 page of Page 56 of 146

Project: 1431 (Larkspur Residence - Thk) Location: ff23 Roof eam [215 International uildg Code(212 NDS)] ( 2 ) 1.5 IN x 3.5 IN x 2.75 FT #2 - Douglas-Fir-Larch (North) - Dry Use Section dequate y: 216.2% Controllg Factor: Moment DEFLECTIONS Center.2..2 IN L/2135 IN L/1757 Deflection Criteria: L/24 Deflection Criteria: L/18 RECTIONS earg Length 283 61 344.18 EM DT Span Length Unbraced Length-Top Unbraced Length-ottom Roof Pitch Roof Duration Factor 283 61 344.18 4 1.15 MTERIL PROPERTIES #2 - Douglas-Fir-Larch (North) endg Stress: Shear Stress: Modulus of Elasticity: Comp. to Gra: 2.8 :12 Controllg Moment: 237-1.375 from le support Created by combg all dead and live loads. Controllg Shear: -344 t support. Created by combg all dead and live loads. ase Values Fb = 85 Cd=1.15 CF=1.5 Fv = Cd=1.15 E = Fc - = 18 16 625 djusted Fb' = 1466 Fv' = E' = Fc - ' = 27 16 625 StruCalc Version 1...9 LODING DIGRM ROOF LODING Side One: Roof : Roof : Tributary Width: Side Two: Roof : Roof : Tributary Width: spiriki 5ive Engeerg 834 West 75 North Kaysville, UT 8437 LL = DL = TW = LL = DL = TW = 13 2 2 25 15 2.75 Wall Load: WLL = SLOPE/PITCH DJUSTED LENGTHS ND LODS djusted eam Length: Ladj = 2.75 eam Self Weight: SW = 2 eam Uniform : wl = 26 eam Uniform : wd_adj = 44 Total Uniform Load: wt = 25 2/6/217 1:12:59 PM page of Comparisons with required sections: Section Modulus: rea (Shear): Moment of Inertia (deflection): Moment: Shear: NOTES Req'd 1.94 3 2.49 2 1.2 4 237 - -344 Provided 6.13 3 1.5 2 1.72 4 748-1449 Page 57 of 146

Project: 1431 (Larkspur Residence - Thk) Location: ff24 Multi-Loaded Multi-Span eam [215 International uildg Code(ISC 14th Ed SD)] 992-5 W16x26 x 24.916 FT (8.7 + 8.5 + 7.8) Section dequate y: 177.2% Controllg Factor: Moment DEFLECTIONS Le Center Right.19.3.22 IN 2L/192 IN 2L/958 -.2..2 IN L/5847 IN L/5571 -.1..1 IN L/MX IN L/MX Deflection Criteria: L/36 Deflection Criteria: L/24 RECTIONS Upli (1.5 F.S) earg Length 13388 3534 16922.75 EM DT Span Length Unbraced Length-Top Unbraced Length-ottom STEEL PROPERTIES W16x26-992-5 164 477 14771-1227.75 Le 8.67 8.67 C 1672 84 2512-527.75 Center 8.5 8.5 7.75 7.75 Properties: Yield Stress: Fy = Modulus of Elasticity: E = Depth: d = Web Thickness: tw = Flange Width: bf = Flange Thickness: tf = Distance to Web Toe of Fillet: k = Moment of Inertia bout X-X xis: Ix = Section Modulus bout X-X xis: Sx = Plastic Section Modulus bout X-X xis: Zx = Design Properties per ISC 14th Edition Steel Manual: Flange ucklg Ratio: llowable Flange ucklg Ratio: Web ucklg Ratio: llowable Web ucklg Ratio: Controllg Unbraced Length: Limitg Unbraced Length - for lateral-torsional bucklg: for Eqn. F2-2: Nomal Flexural Strength w/ safety factor: Controllg Equation: Web height to thickness ratio: Limitg height to thickness ratio for eqn. G2-2: Cv Factor: Controllg Equation: Nomal Shear Strength w/ safety factor: Right FR = FR = WR = WR = Lb = Lp = Lr = Mn = F2-2 h/tw = h/tw-limit = Cv = G2-3 Vn = 5 29 15.7.25 5.5.35.75 31 38.4 44.2 7.97 9.15 56.82 9.55 8.67 3.96 11.17 8274 56.82 53.95 1 4 3 3-759 StruCalc Version 1...9 LODING DIGRM w spiriki 5ive Engeerg 834 West 75 North Kaysville, UT 8437 1 TR1 2/6/217 1:24:33 PM 1 page 8.666 8.5 7.75 C UNIFORM LODS Uniform Uniform eam Self Weight Total Uniform Load 618 12 26 764 POINT LODS - LEFT SPN Load Number One * 283 61 Location 6 CENTER SPN Load Number Location RIGHT SPN Load Number Location One * 7543 3222 5.25 One 182 42 5.67 Le Two 182 42 8.33 26 26 Center Three 567 22 8.33 4 22 26 286 2 Right * Load obtaed from Load Tracker. See Summary Report for details. TRPEZOIDL LODS - CENTER SPN Load Number One Two Le Le Right Right Load Start Load End Load Length 618 12 618 12 5.25 5.25 4 22 4 22 5.25 8.5 3.25 1 of Controllg Moment: -2965-8.67 Ft from le support of span 1 (Le Span) Created by combg all dead loads and live loads on span(s) 1, 2, 3 Controllg Shear: -11669 8. Ft from le support of span 2 (Center Span) Created by combg all dead loads and live loads on span(s Comparisons with required sections: Moment of Inertia (deflection): Moment: Shear: NOTES Req'd 99.3 4-2965 - -11669 Provided 31 4 8274-759 Page 58 of 146

Project: 1431 (Larkspur Residence - Thk) Location: ff25 Roof eam [215 International uildg Code(212 NDS)] ( 2 ) 1.5 IN x 5.5 IN x 6.25 FT #2 - Douglas-Fir-Larch (North) - Dry Use Section dequate y: 3.3% Controllg Factor: Moment DEFLECTIONS Center.11.2.13 IN L/76 IN L/578 Deflection Criteria: L/24 Deflection Criteria: L/18 RECTIONS earg Length 644 143 787.42 EM DT Span Length Unbraced Length-Top Unbraced Length-ottom Roof Pitch Roof Duration Factor 644 143 787.42 4 1.15 MTERIL PROPERTIES #2 - Douglas-Fir-Larch (North) endg Stress: Shear Stress: Modulus of Elasticity: Comp. to Gra: 6.3 :12 Controllg Moment: 1229-3.125 from le support Created by combg all dead and live loads. Controllg Shear: -786 t support. Created by combg all dead and live loads. ase Values Fb = 85 Cd=1.15 CF=1.3 Fv = Cd=1.15 E = Fc - = 18 16 625 djusted Fb' = 1271 Fv' = E' = Fc - ' = 27 16 625 StruCalc Version 1...9 LODING DIGRM ROOF LODING Side One: Roof : Roof : Tributary Width: Side Two: Roof : Roof : Tributary Width: spiriki 5ive Engeerg 834 West 75 North Kaysville, UT 8437 LL = DL = TW = LL = DL = TW = 13 2 2 25 15 6.25 Wall Load: WLL = SLOPE/PITCH DJUSTED LENGTHS ND LODS djusted eam Length: Ladj = 6.25 eam Self Weight: SW = 4 eam Uniform : wl = 26 eam Uniform : wd_adj = 46 Total Uniform Load: wt = 252 2/6/217 1:25:13 PM page of Comparisons with required sections: Section Modulus: rea (Shear): Moment of Inertia (deflection): Moment: Shear: NOTES Req'd 11.6 3 5.7 2 14.14 4 1229 - -786 Provided 15.13 3 16.5 2 41.59 4 162-2277 Page 59 of 146

Project: 1431 (Larkspur Residence - Thk) Location: ff26 Roof eam [215 International uildg Code(212 NDS)] ( 3 ) 1.5 IN x 9.25 IN x 7.75 FT #2 - Douglas-Fir-Larch (North) - Dry Use Section dequate y:.4% Controllg Factor: Moment StruCalc Version 1...9 CUTIONS * Lamations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center.12.3.15 IN L/755 IN L/62 Deflection Criteria: L/24 Deflection Criteria: L/18 RECTIONS earg Length 2794 66 34 1.21 EM DT Span Length Unbraced Length-Top Unbraced Length-ottom Roof Pitch Roof Duration Factor 4 1.15 2794 66 34 1.21 MTERIL PROPERTIES #2 - Douglas-Fir-Larch (North) endg Stress: Shear Stress: Modulus of Elasticity: Comp. to Gra: 7.8 :12 Controllg Moment: 6587-3.875 from le support Created by combg all dead and live loads. Controllg Shear: -34 t support. Created by combg all dead and live loads. ase Values djusted Fb = 85 Fb' = 1237 Cd=1.15 CF=1.1 Cr=1.15 Fv = Cd=1.15 E = Fc - = 18 16 625 Fv' = E' = Fc - ' = 27 16 625 LODING DIGRM ROOF LODING Side One: Roof : Roof : Tributary Width: Side Two: Roof : Roof : Tributary Width: spiriki 5ive Engeerg 834 West 75 North Kaysville, UT 8437 LL = DL = TW = LL = DL = TW = 13 2 7 25 15 7.75 Wall Load: WLL = SLOPE/PITCH DJUSTED LENGTHS ND LODS djusted eam Length: Ladj = 7.75 eam Self Weight: SW = 9 eam Uniform : wl = 721 eam Uniform : wd_adj = 156 Total Uniform Load: wt = 877 2/6/217 1:26:3 PM page of Comparisons with required sections: Section Modulus: rea (Shear): Moment of Inertia (deflection): Moment: Shear: NOTES Req'd 63.93 3 24.64 2 94.38 4 6587 - -34 Provided 64.17 3 41.63 2 296.79 4 6613-5744 Page 6 of 146

Project: 1431 (Larkspur Residence - Thk) Location: ff27 Roof eam [215 International uildg Code(212 NDS)] ( 2 ) 1.5 IN x 7.25 IN x 4.25 FT #2 - Douglas-Fir-Larch (North) - Dry Use Section dequate y: 3.3% Controllg Factor: Moment StruCalc Version 1...9 CUTIONS * Lamations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center.3.1.4 IN L/1469 IN L/1213 Deflection Criteria: L/24 Deflection Criteria: L/18 RECTIONS earg Length 1532 323 1855.99 EM DT Span Length Unbraced Length-Top Unbraced Length-ottom Roof Pitch Roof Duration Factor 4 1.15 1532 323 1855.99 MTERIL PROPERTIES #2 - Douglas-Fir-Larch (North) endg Stress: Shear Stress: Modulus of Elasticity: Comp. to Gra: 4.3 :12 Controllg Moment: 1972-2.125 from le support Created by combg all dead and live loads. Controllg Shear: 1856 t support. Created by combg all dead and live loads. ase Values Fb = 85 Cd=1.15 CF=1.2 Fv = Cd=1.15 E = Fc - = 18 16 625 djusted Fb' = 1173 Fv' = E' = Fc - ' = 27 16 625 LODING DIGRM ROOF LODING Side One: Roof : Roof : Tributary Width: Side Two: Roof : Roof : Tributary Width: spiriki 5ive Engeerg 834 West 75 North Kaysville, UT 8437 LL = DL = TW = LL = DL = TW = 13 2 7 25 15 4.25 Wall Load: WLL = SLOPE/PITCH DJUSTED LENGTHS ND LODS djusted eam Length: Ladj = 4.25 eam Self Weight: SW = 5 eam Uniform : wl = 721 eam Uniform : wd_adj = 152 Total Uniform Load: wt = 873 2/6/217 1:26:32 PM page of Comparisons with required sections: Section Modulus: rea (Shear): Moment of Inertia (deflection): Moment: Shear: NOTES Req'd 2.17 3 13.45 2 15.56 4 1972-1856 Provided 26.28 3 21.75 2 95.27 4 2569-32 Page 61 of 146

Project: 1431 (Larkspur Residence - Thk) Location: ff28 Roof eam [215 International uildg Code(212 NDS)] 5.5 IN x 5.5 IN x 3.5 FT #2 - Douglas-Fir-Larch (North) - Dry Use Section dequate y: 394.2% Controllg Factor: Moment DEFLECTIONS Center.1..1 IN L/5987 IN L/4844 Deflection Criteria: L/24 Deflection Criteria: L/18 RECTIONS earg Length 361 85 446.13 EM DT Span Length Unbraced Length-Top Unbraced Length-ottom Roof Pitch Roof Duration Factor 361 85 446.13 4 1.15 MTERIL PROPERTIES #2 - Douglas-Fir-Larch (North) endg Stress: Shear Stress: Modulus of Elasticity: Comp. to Gra: 3.5 :12 Controllg Moment: 39-1.75 from le support Created by combg all dead and live loads. Controllg Shear: 446 t support. Created by combg all dead and live loads. ase Values Fb = 725 Cd=1.15 CF=1. Fv = Cd=1.15 E = Fc - = 17 13 625 djusted Fb' = 834 Fv' = E' = Fc - ' = 196 13 625 StruCalc Version 1...9 LODING DIGRM ROOF LODING Side One: Roof : Roof : Tributary Width: Side Two: Roof : Roof : Tributary Width: spiriki 5ive Engeerg 834 West 75 North Kaysville, UT 8437 LL = DL = TW = LL = DL = TW = 13 2 2 25 15 3.5 Wall Load: WLL = SLOPE/PITCH DJUSTED LENGTHS ND LODS djusted eam Length: Ladj = 3.5 eam Self Weight: SW = 6 eam Uniform : wl = 26 eam Uniform : wd_adj = 49 Total Uniform Load: wt = 255 2/6/217 1:27:11 PM page of Comparisons with required sections: Section Modulus: rea (Shear): Moment of Inertia (deflection): Moment: Shear: NOTES Req'd 5.61 3 3.42 2 3.6 4 39-446 Provided 27.73 3 3.25 2 76.26 4 1927-3943 Page 62 of 146

Project: 1431 (Larkspur Residence - Thk) Location: ff29 Roof eam [215 International uildg Code(212 NDS)] ( 2 ) 1.5 IN x 3.5 IN x 4.5 FT #2 - Douglas-Fir-Larch (North) - Dry Use Section dequate y: 18.1% Controllg Factor: Moment DEFLECTIONS Center.11.2.13 IN L/487 IN L/41 Deflection Criteria: L/24 Deflection Criteria: L/18 RECTIONS earg Length 464 1 564.3 EM DT Span Length Unbraced Length-Top Unbraced Length-ottom Roof Pitch Roof Duration Factor 464 1 564.3 4 1.15 MTERIL PROPERTIES #2 - Douglas-Fir-Larch (North) endg Stress: Shear Stress: Modulus of Elasticity: Comp. to Gra: 4.5 :12 Controllg Moment: 634-2.25 from le support Created by combg all dead and live loads. Controllg Shear: 563 t support. Created by combg all dead and live loads. ase Values Fb = 85 Cd=1.15 CF=1.5 Fv = Cd=1.15 E = Fc - = 18 16 625 djusted Fb' = 1466 Fv' = E' = Fc - ' = 27 16 625 StruCalc Version 1...9 LODING DIGRM ROOF LODING Side One: Roof : Roof : Tributary Width: Side Two: Roof : Roof : Tributary Width: spiriki 5ive Engeerg 834 West 75 North Kaysville, UT 8437 LL = DL = TW = LL = DL = TW = 13 2 2 25 15 4.5 Wall Load: WLL = SLOPE/PITCH DJUSTED LENGTHS ND LODS djusted eam Length: Ladj = 4.5 eam Self Weight: SW = 2 eam Uniform : wl = 26 eam Uniform : wd_adj = 44 Total Uniform Load: wt = 25 2/6/217 1:27:49 PM page of Comparisons with required sections: Section Modulus: rea (Shear): Moment of Inertia (deflection): Moment: Shear: NOTES Req'd 5.19 3 4.8 2 5.28 4 634-563 Provided 6.13 3 1.5 2 1.72 4 748-1449 Page 63 of 146

Project: 1431 (Larkspur Residence - Thk) Location: ff3 Roof eam [215 International uildg Code(212 NDS)] 5.5 IN x 5.5 IN x 3.5 FT #2 - Douglas-Fir-Larch (North) - Dry Use Section dequate y: 394.2% Controllg Factor: Moment DEFLECTIONS Center.1..1 IN L/5987 IN L/4844 Deflection Criteria: L/24 Deflection Criteria: L/18 RECTIONS earg Length 361 85 446.13 EM DT Span Length Unbraced Length-Top Unbraced Length-ottom Roof Pitch Roof Duration Factor 361 85 446.13 4 1.15 MTERIL PROPERTIES #2 - Douglas-Fir-Larch (North) endg Stress: Shear Stress: Modulus of Elasticity: Comp. to Gra: 3.5 :12 Controllg Moment: 39-1.75 from le support Created by combg all dead and live loads. Controllg Shear: 446 t support. Created by combg all dead and live loads. ase Values Fb = 725 Cd=1.15 CF=1. Fv = Cd=1.15 E = Fc - = 17 13 625 djusted Fb' = 834 Fv' = E' = Fc - ' = 196 13 625 StruCalc Version 1...9 LODING DIGRM ROOF LODING Side One: Roof : Roof : Tributary Width: Side Two: Roof : Roof : Tributary Width: spiriki 5ive Engeerg 834 West 75 North Kaysville, UT 8437 LL = DL = TW = LL = DL = TW = 13 2 2 25 15 3.5 Wall Load: WLL = SLOPE/PITCH DJUSTED LENGTHS ND LODS djusted eam Length: Ladj = 3.5 eam Self Weight: SW = 6 eam Uniform : wl = 26 eam Uniform : wd_adj = 49 Total Uniform Load: wt = 255 2/6/217 1:28:11 PM page of Comparisons with required sections: Section Modulus: rea (Shear): Moment of Inertia (deflection): Moment: Shear: NOTES Req'd 5.61 3 3.42 2 3.6 4 39-446 Provided 27.73 3 3.25 2 76.26 4 1927-3943 Page 64 of 146

Project: 1431 (Larkspur Residence - Thk) Location: ff31 Multi-Span Roof eam [215 International uildg Code(ISC 14th Ed SD)] 992-5 W16x31 x 27.166 FT (3.3 + 2.5 + 3.3) Section dequate y:.1% Controllg Factor: Deflection DEFLECTIONS Le Center Right -.33 -.6 -.39 IN 2L/24 IN 2L/24.64.12.76 IN L/385 IN L/323 -.33 -.6 -.39 IN 2L/24 IN 2L/24 Deflection Criteria: L/24 Deflection Criteria: L/18 RECTIONS earg Length 24674 5373 347.84 EM DT Span Length Unbraced Length-Top Unbraced Length-ottom Roof Pitch 4 :12 STEEL PROPERTIES W16x31-992-5 24677 5375 352.84 Le 3.33 3.33 Center 2.5 2.5 3.33 3.33 Properties: Yield Stress: Fy = Modulus of Elasticity: E = Depth: d = Web Thickness: tw = Flange Width: bf = Flange Thickness: tf = Distance to Web Toe of Fillet: k = Moment of Inertia bout X-X xis: Ix = Section Modulus bout X-X xis: Sx = Plastic Section Modulus bout X-X xis: Zx = Design Properties per ISC 14th Edition Steel Manual: Flange ucklg Ratio: llowable Flange ucklg Ratio: Web ucklg Ratio: llowable Web ucklg Ratio: Controllg Unbraced Length: Limitg Unbraced Length - for lateral-torsional bucklg: Nomal Flexural Strength w/ safety factor: Controllg Equation: Web height to thickness ratio: Limitg height to thickness ratio for eqn. G2-2: Cv Factor: Controllg Equation: Nomal Shear Strength w/ safety factor: Right FR = FR = WR = WR = Lb = Lp = Mn = F2-1 h/tw = h/tw-limit = Cv = G2-2 Vn = 5 29 15.9.28 5.53.44.84 375 47.2 54 6.28 9.15 51.69 9.55 4.13 134731 51.69 53.95 1 4 3 3-8745 StruCalc Version 1...9 LODING DIGRM spiriki 5ive Engeerg 834 West 75 North Kaysville, UT 8437 2/6/217 1:31:14 PM page 1 1 3.333 2.5 3.333 ROOF LODING Roof Roof Roof Tributary Width Side One Roof Tributary Width Side Two Wall Load RLL = RDL = TW1 = TW2 = WLL = 13 2 8 9 Le Center 13 2 8 9 of Right 13 2 8 9 POINT LODS - LEFT SPN Load Number One * 361 85 Location.25 RIGHT SPN Load Number One * 361 85 Location 3.25 * Load obtaed from Load Tracker. See Summary Report for details. EM LODING Total Total (djusted for Roof Pitch) eam Self Weight 1751 358 31 214 Le Center 1751 358 31 214 Right 1751 358 31 214 Controllg Moment: 115-1.25 Ft from le support of span 2 (Center Span) Created by combg all dead loads and live loads on span(s) 2 Controllg Shear: -22471 2. Ft from le support of span 2 (Center Span) Created by combg all dead loads and live loads on span(s Comparisons with required sections: Moment of Inertia (deflection): Moment: Shear: NOTES Req'd 374.49 4 115 - -22471 Provided 375 4 134731-8745 Page 65 of 146

Project: 1431 (Larkspur Residence - Thk) Location: ff32 Uniformly Loaded Floor eam [215 International uildg Code(212 NDS)] ( 2 ) 1.5 IN x 3.5 IN x 4.25 FT #2 - Douglas-Fir-Larch (North) - Dry Use Section dequate y: 135.8% Controllg Factor: Moment DEFLECTIONS Center.3.2.5 IN L/149 IN L/975 Deflection Criteria: L/36 Deflection Criteria: L/24 RECTIONS earg Length 17 9 26.14 EM DT Span Length Unbraced Length-Top Floor Duration Factor Notch Depth 17 9 26.14 4.25 1.. MTERIL PROPERTIES #2 - Douglas-Fir-Larch (North) endg Stress: Shear Stress: Modulus of Elasticity: Comp. to Gra: Center ase Values Fb = 85 Cd=1. CF=1.5 Fv = Cd=1. E = Fc - = 18 16 625 Controllg Moment: 276-2.125 from le support Created by combg all dead and live loads. Controllg Shear: 26 t support. Created by combg all dead and live loads. djusted Fb' = 1275 Fv' = E' = Fc - ' = 18 16 625 StruCalc Version 1...9 LODING DIGRM FLOOR LODING Floor Floor Floor Tributary Width Wall Load spiriki 5ive Engeerg 834 West 75 North Kaysville, UT 8437 EM LODING eam Total : eam Total : eam Self Weight: Total Maximum Load: FLL = FDL = FTW = WLL = wl = wd = SW = wt = 4.25 Side 1 4 2 1 8 4 2 122 2/6/217 1:32:17 PM Side 2 4 2 1 page of Comparisons with required sections: Section Modulus: rea (Shear): Moment of Inertia (deflection): Moment: Shear: NOTES Req'd 2.6 3 2.16 2 2.64 4 276-26 Provided 6.13 3 1.5 2 1.72 4 651-126 Page 66 of 146

Project: 1431 (Larkspur Residence - Thk) Location: ff33 Uniformly Loaded Floor eam [215 International uildg Code(212 NDS)] ( 2 ) 1.5 IN x 3.5 IN x 4.25 FT #2 - Douglas-Fir-Larch (North) - Dry Use Section dequate y: 135.8% Controllg Factor: Moment DEFLECTIONS Center.3.2.5 IN L/149 IN L/975 Deflection Criteria: L/36 Deflection Criteria: L/24 RECTIONS earg Length 17 9 26.14 EM DT Span Length Unbraced Length-Top Floor Duration Factor Notch Depth 17 9 26.14 4.25 1.. MTERIL PROPERTIES #2 - Douglas-Fir-Larch (North) endg Stress: Shear Stress: Modulus of Elasticity: Comp. to Gra: Center ase Values Fb = 85 Cd=1. CF=1.5 Fv = Cd=1. E = Fc - = 18 16 625 Controllg Moment: 276-2.125 from le support Created by combg all dead and live loads. Controllg Shear: 26 t support. Created by combg all dead and live loads. djusted Fb' = 1275 Fv' = E' = Fc - ' = 18 16 625 StruCalc Version 1...9 LODING DIGRM FLOOR LODING Floor Floor Floor Tributary Width Wall Load spiriki 5ive Engeerg 834 West 75 North Kaysville, UT 8437 EM LODING eam Total : eam Total : eam Self Weight: Total Maximum Load: FLL = FDL = FTW = WLL = wl = wd = SW = wt = 4.25 Side 1 4 2 1 8 4 2 122 2/6/217 1:32:29 PM Side 2 4 2 1 page of Comparisons with required sections: Section Modulus: rea (Shear): Moment of Inertia (deflection): Moment: Shear: NOTES Req'd 2.6 3 2.16 2 2.64 4 276-26 Provided 6.13 3 1.5 2 1.72 4 651-126 Page 67 of 146

Project: 1431 (Larkspur Residence - Thk) Location: Roof Raers Patio Roof Raer [212 International uildg Code(212 NDS)] TJI 21 / 11.875 - ilevel Trus Joist x 13. FT (12 + 1) @ 16 O.C. Section dequate y: 22.5% Controllg Factor: End Reaction DEFLECTIONS Center Right.25.4.28 IN L/581 IN L/58... IN 2L/14988 IN 2L/Infity Deflection Criteria: L/24 Deflection Criteria: L/18 RFTER RECTIONS Upper @ Upper @ Upper @ Lower @ Lower @ Lower @ RFTER SUPPORT DT earg Length Web Stiffeners LODS 618 89 77 725 16 831 1.75 No 3.5 No RECTIONS 824 119 943 967 141 118 RFTER DT Interior Eave Span Length 12 1 Raer Pitch.25 :12 Roof sheathg applied to top of joists-top of raers fully braced. Sheathg/sheetrock applied to bottom of joists-bottom of raers fully braced. Roof Duration Factor 1.15 I-JOIST PROPERTIES TJI 21 / 11.875 - ilevel Trus Joist ase Values Moment Cap: Mcap = Cd = 1.15 3795 - Shear Stress: Vcap = Cd = 1.15 1655 End Reaction: Rcap = 15 Cd = 1.15 w/ web stiffeners: RcapWS = Cd = 1.15 Interior Reaction: IRcap = Cd = 1.15 2145 w/ web stiffeners: IRcapWS = Cd = 1.15 255 E.I.: EI = 315-2 djusted Mcap' = 4364 - Vcap' = Rcap' = RcapWS' = IRcap' = IRcapWS' = EI' = 193 1156 2467 2881 315-2 StruCalc Version 9..1. LODING DIGRM enjam Thomas 5ive Engeerg 834 West 75 North Kaysville, UT 8437 RFTER LODING Uniform Roof Loadg Roof : LL = Roof : DL = Slope djusted Spans nd Loads Interior Span: L-adj = Eave Span: L-Eave-adj = Raer : wl-adj = Eave : wl-eave-adj = Raer : wd-adj = Raer : wt-adj = Eave : wt-eave-adj = 6/6/214 8:39:5 M page 12 1 13 15 12 1 137 137 2 157 157 of Controllg Moment: 2827-5.999 Ft from le support of span 3 (Right Span) Created by combg all dead loads and live loads on span(s) 2 Controllg Shear: -95 11.997 Ft from le support of span 2 (Center Span) Created by combg all dead loads and live loads on span(s) 2, 3 Comparisons with required sections: E.I.: Moment: Shear: Req'd 13 2- E6 2827 - -95 Provided 315 2- xe6 4364-193 Page 68 of 146

Project: 1431 (Larkspur Residence - Thk) Location: Roof Raers Great Room Roof Raer [212 International uildg Code(212 NDS)] TJI 56 / 14 - ilevel Trus Joist x 26. FT (18.3 + 7.7) @ 12 O.C. Section dequate y: 1.1% Controllg Factor: Deflection DEFLECTIONS Center Right.34.3.37 IN L/648 IN L/597.7..69 IN 2L/264 IN 2L/266 Deflection Criteria: L/24 Deflection Criteria: L/18 RFTER RECTIONS Upper @ Upper @ Upper @ Lower @ Lower @ Lower @ RFTER SUPPORT DT Upli (1.5 F.S) earg Length Web Stiffeners LODS 944 114 157 2855 277 3131-254.931 1.75 No RECTIONS 944 114 157 2855 277 3131 3.5 No RFTER DT Interior Eave Span Length 18.33 7.67 Raer Pitch.5 :12 Roof sheathg applied to top of joists-top of raers fully braced. Sheathg/sheetrock applied to bottom of joists-bottom of raers fully braced. Roof Duration Factor 1.15 I-JOIST PROPERTIES TJI 56 / 14 - ilevel Trus Joist ase Values Moment Cap: Mcap = Cd = 1.15 11275 - Shear Stress: Vcap = Cd = 1.15 239 End Reaction: Rcap = 1265 Cd = 1.15 w/ web stiffeners: RcapWS = Cd = 1.15 Interior Reaction: IRcap = Cd = 1.15 3 w/ web stiffeners: IRcapWS = Cd = 1.15 3475 E.I.: EI = 926-2 djusted Mcap' = 12966 - Vcap' = Rcap' = RcapWS' = IRcap' = IRcapWS' = EI' = 2749 1455 345 3996 926-2 StruCalc Version 9..1. LODING DIGRM enjam Thomas 5ive Engeerg 834 West 75 North Kaysville, UT 8437 RFTER LODING Uniform Roof Loadg Roof : LL = Double Eave Roof : L-Eave = Roof : DL = Slope djusted Spans nd Loads Interior Span: Eave Span: Raer : Eave : Raer : Raer : Eave : 6/6/214 8:35:24 M 18.33 7.671 L-adj = L-Eave-adj = wl-adj = wl-eave-adj = wd-adj = wt-adj = wt-eave-adj = 13 26 15 18.35 7.68 13 26 15 118 221 page of Controllg Moment: -651-18.334 Ft from le support of span 3 (Right Span) Created by combg all dead loads and live loads on span(s) 3 Controllg Shear: 1694 t le support of span 3 (Right Span) Created by combg all dead loads and live loads on span(s) 2, 3 Comparisons with required sections: E.I.: Moment: Shear: Req'd 841 2- E6-651 - 1694 Provided 926 2- xe6 12966-2749 Page 69 of 146

Project: 1431 (Larkspur Residence - Thk) Location: Floor Joists (Kitchen) Floor Joist [212 International uildg Code(212 NDS)] TJI 56 / 11.875 - ilevel Trus Joist x 22.5 FT @ 16 O.C. Section dequate y: 1.8% Controllg Factor: Deflection StruCalc Version 9..1. enjam Thomas 5ive Engeerg 834 West 75 North Kaysville, UT 8437 6/6/214 9:17:18 M page of DEFLECTIONS Center.54.2.74 IN L/54 IN L/367 Deflection Criteria: L/48 Deflection Criteria: L/36 LODING DIGRM RECTIONS earg Length Web Stiffeners 6 225 825 1.75 No 6 225 825 1.75 No EM DT Center Span Length Unbraced Length-Top Unbraced Length-ottom 22.5 Floor sheathg applied to top of joists-top of joists fully braced. Floor Duration Factor 1. I-JOIST PROPERTIES TJI 56 / 11.875 - ilevel Trus Joist ase Values Moment Cap: Mcap = Cd = 1. 95 - Shear Stress: Vcap = Cd = 1. 25 End Reaction: Rcap = 1265 Cd = 1. w/ web stiffeners: RcapWS = Cd = 1. Interior Reaction: IRcap = Cd = 1. 3 w/ web stiffeners: IRcapWS = Cd = 1. 3475 E.I.: EI = 636-2 djusted Mcap' = 95 - Vcap' = Rcap' = RcapWS' = IRcap' = IRcapWS' = EI' = 25 1265 3 3475 636-2 JOIST LODING Uniform Floor Loadg TL dj. For Joist Spacg LL = DL = TL = wt = 22.5 Center 4 15 55 73.3 Controllg Moment: 4641-11.25 Ft from le support of span 3 (Right Span) Created by combg all dead and live loads. Controllg Shear: 825 t le support of span 2 (Center Span) Created by combg all dead and live loads. Comparisons with required sections: E.I.: Moment: Shear: Req'd 624 2- E6 4641-825 Provided 636 2- xe6 95-25 Page 7 of 146

Project: 1431 (Larkspur Residence - Thk) Location: Floor Joists (Guest Suite) Floor Joist [212 International uildg Code(212 NDS)] TJI 21 / 11.875 - ilevel Trus Joist x 17. FT @ 16 O.C. Section dequate y: 16.8% Controllg Factor: Deflection StruCalc Version 9..1. enjam Thomas 5ive Engeerg 834 West 75 North Kaysville, UT 8437 6/6/214 9:2:54 M page of DEFLECTIONS Center.35.13.49 IN L/578 IN L/421 Deflection Criteria: L/48 Deflection Criteria: L/36 LODING DIGRM RECTIONS earg Length Web Stiffeners 453 17 623 1.75 No 453 17 623 1.75 No EM DT Center Span Length Unbraced Length-Top Unbraced Length-ottom 17 Floor sheathg applied to top of joists-top of joists fully braced. Floor Duration Factor 1. I-JOIST PROPERTIES TJI 21 / 11.875 - ilevel Trus Joist ase Values Moment Cap: Mcap = Cd = 1. 3795 - Shear Stress: Vcap = Cd = 1. 1655 End Reaction: Rcap = 15 Cd = 1. w/ web stiffeners: RcapWS = Cd = 1. Interior Reaction: IRcap = Cd = 1. 2145 w/ web stiffeners: IRcapWS = Cd = 1. 255 E.I.: EI = 315-2 djusted Mcap' = 3795 - Vcap' = Rcap' = RcapWS' = IRcap' = IRcapWS' = EI' = 1655 15 2145 255 315-2 JOIST LODING Uniform Floor Loadg TL dj. For Joist Spacg LL = DL = TL = wt = 17 Center 4 15 55 73.3 Controllg Moment: 2649-8.5 Ft from le support of span 3 (Right Span) Created by combg all dead and live loads. Controllg Shear: -623 t right support of span 2 (Center Span) Created by combg all dead and live loads. Comparisons with required sections: E.I.: Moment: Shear: Req'd 27 2- E6 2649 - -623 Provided 315 2- xe6 3795-1655 Page 71 of 146

Project: 1431 (Larkspur Residence - Thk) Location: Floor Joists (Dg) Floor Joist [212 International uildg Code(212 NDS)] TJI 21 / 11.875 - ilevel Trus Joist x 14. FT @ 24 O.C. Section dequate y: 3.5% Controllg Factor: End Reaction StruCalc Version 9..1. enjam Thomas 5ive Engeerg 834 West 75 North Kaysville, UT 8437 6/6/214 9:12:42 M page of DEFLECTIONS Center.25.1.35 IN L/66 IN L/48 Deflection Criteria: L/48 Deflection Criteria: L/36 LODING DIGRM RECTIONS earg Length Web Stiffeners 56 21 77 1.75 No 56 21 77 1.75 No EM DT Center Span Length Unbraced Length-Top Unbraced Length-ottom 14 Floor sheathg applied to top of joists-top of joists fully braced. Floor Duration Factor 1. I-JOIST PROPERTIES TJI 21 / 11.875 - ilevel Trus Joist ase Values Moment Cap: Mcap = Cd = 1. 3795 - Shear Stress: Vcap = Cd = 1. 1655 End Reaction: Rcap = 15 Cd = 1. w/ web stiffeners: RcapWS = Cd = 1. Interior Reaction: IRcap = Cd = 1. 2145 w/ web stiffeners: IRcapWS = Cd = 1. 255 E.I.: EI = 315-2 djusted Mcap' = 3795 - Vcap' = Rcap' = RcapWS' = IRcap' = IRcapWS' = EI' = 1655 15 2145 255 315-2 JOIST LODING Uniform Floor Loadg TL dj. For Joist Spacg LL = DL = TL = wt = 14 Center 4 15 55 11 Controllg Moment: 2695-7. Ft from le support of span 3 (Right Span) Created by combg all dead and live loads. Controllg Shear: -77 t right support of span 2 (Center Span) Created by combg all dead and live loads. Comparisons with required sections: E.I.: Moment: Shear: Req'd 236 2- E6 2695 - -77 Provided 315 2- xe6 3795-1655 Page 72 of 146

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asement Floor Design Page 74 of 146

Project: 1431 (Larkspur Residence - Thk) Location: Floor Joist (Garage) Floor Joist [212 International uildg Code(212 NDS)] TJI 36 / 11.875 - ilevel Trus Joist x 15.916 FT (5.7 + 1.2) @ 16 O.C. Section dequate y: 13.8% Controllg Factor: Deflection StruCalc Version 9..1. enjam Thomas 5ive Engeerg 834 West 75 North Kaysville, UT 8437 6/11/214 9:4:6 M page of DEFLECTIONS Le Center.25.2.26 IN 2L/546 IN 2L/514 -.9 -.1 -.8 IN L/1438 IN L/1475 Deflection Criteria: L/48 Deflection Criteria: L/36 LODING DIGRM RECTIONS Upli (1.5 F.S) earg Length Web Stiffeners 1267 247 1514 3.5 No 273 71 345-168 1.75 No EM DT Le Center Span Length Unbraced Length-Top Unbraced Length-ottom 5.67 1.25 Floor sheathg applied to top of joists-top of joists fully braced. Floor Duration Factor 1. I-JOIST PROPERTIES TJI 36 / 11.875 - ilevel Trus Joist ase Values Moment Cap: Mcap = Cd = 1. 618 - Shear Stress: Vcap = Cd = 1. 175 End Reaction: Rcap = 18 Cd = 1. w/ web stiffeners: RcapWS = Cd = 1. Interior Reaction: IRcap = Cd = 1. 246 w/ web stiffeners: IRcapWS = Cd = 1. 2815 E.I.: EI = 419-2 djusted Mcap' = 618 - Vcap' = Rcap' = RcapWS' = IRcap' = IRcapWS' = EI' = 175 18 246 2815 419-2 5.666 1.25 JOIST LODING Uniform Floor Loadg TL dj. For Joist Spacg LL = DL = TL = wt = 13 15 118 157.3 Le Center 4 15 55 73.3 Controllg Moment: -2525-5.67 Ft from le support of span 3 (Right Span) Created by combg all dead and live loads. Controllg Shear: -891 6. Ft from le support of span 1 (Le Span) Created by combg all dead and live loads. Comparisons with required sections: E.I.: Moment: Shear: Req'd 368 2- E6-2525 - -891 Provided 419 2- xe6 618-175 Page 75 of 146

Page 76 of 146

Project: 1431 (Larkspur Residence - Thk) Location: bf1 Uniformly Loaded Floor eam [215 International uildg Code(212 NDS)] ( 3 ) 1.5 IN x 9.25 IN x 1.5 FT #2 - Douglas-Fir-Larch (North) - Dry Use Section dequate y: 28.8% Controllg Factor: Moment StruCalc Version 1...9 CUTIONS * Lamations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center.12.7.19 IN L/142 IN L/676 Deflection Criteria: L/36 Deflection Criteria: L/24 RECTIONS earg Length 113 598 171.6 EM DT Span Length Unbraced Length-Top Floor Duration Factor Notch Depth 1.5 1.. 113 598 171.6 MTERIL PROPERTIES #2 - Douglas-Fir-Larch (North) endg Stress: Shear Stress: Modulus of Elasticity: Comp. to Gra: Center Controllg Moment: 4463-5.25 from le support Created by combg all dead and live loads. Controllg Shear: 17 t support. Created by combg all dead and live loads. ase Values djusted Fb = 85 Fb' = 175 Cd=1. CF=1.1 Cr=1.15 Fv = Cd=1. E = Fc - = 18 16 625 Fv' = E' = Fc - ' = 18 16 625 LODING DIGRM FLOOR LODING Floor Floor Floor Tributary Width Wall Load spiriki 5ive Engeerg 834 West 75 North Kaysville, UT 8437 EM LODING eam Total : eam Total : eam Self Weight: Total Maximum Load: FLL = FDL = FTW = WLL = wl = wd = SW = wt = 1.5 Side 1 4 2 5.3 21 15 9 324 2/9/217 12:58:59 PM Side 2 4 15 page of Comparisons with required sections: Section Modulus: rea (Shear): Moment of Inertia (deflection): Moment: Shear: NOTES Req'd 49.81 3 14.17 2 15.42 4 4463-17 Provided 64.17 3 41.63 2 296.79 4 575-4995 Page 77 of 146

Project: 1431 (Larkspur Residence - Thk) Location: bf2 Uniformly Loaded Floor eam [215 International uildg Code(ISC 14th Ed SD)] 992-5 W21x62 x 21. FT Section dequate y:.% Controllg Factor: Moment DEFLECTIONS Center.44.17.61 IN L/571 IN L/411 Deflection Criteria: L/36 Deflection Criteria: L/24 RECTIONS earg Length 3531 13961 49271 1.12 EM DT Span Length Unbraced Length-Top STEEL PROPERTIES W21x62-992-5 24435 1195 3463 1.12 Center 21 Properties: Yield Stress: Fy = Modulus of Elasticity: E = Depth: d = Web Thickness: tw = Flange Width: bf = Flange Thickness: tf = Distance to Web Toe of Fillet: k = Moment of Inertia bout X-X xis: Ix = Section Modulus bout X-X xis: Sx = Plastic Section Modulus bout X-X xis: Zx = Design Properties per ISC 14th Edition Steel Manual: Flange ucklg Ratio: llowable Flange ucklg Ratio: Web ucklg Ratio: llowable Web ucklg Ratio: Controllg Unbraced Length: Limitg Unbraced Length - for lateral-torsional bucklg: Nomal Flexural Strength w/ safety factor: Controllg Equation: Web height to thickness ratio: Limitg height to thickness ratio for eqn. G2-2: Cv Factor: Controllg Equation: Nomal Shear Strength w/ safety factor: FR = FR = WR = WR = Lb = Lp = Mn = F2-1 h/tw = h/tw-limit = Cv = G2-2 Vn = 5 29 21.4 8.24.62 1.12 133 127 144 6.7 9.15 46.9 9.55 6.25 359281 46.9 53.95 1 168 4 3 3 - StruCalc Version 1...9 LODING DIGRM FLOOR LODING Floor Floor Floor Tributary Width Wall Load spiriki 5ive Engeerg 834 West 75 North Kaysville, UT 8437 EM LODING eam Total : eam Total : eam Self Weight: Total Maximum Load: 1 FLL = FDL = FTW = WLL = wl = wd = SW = wt = 21 Side 1 4 2 16.8 2/9/217 12:59:13 PM 67 335 62 167 Side 2 4 2 page POINT LODS - CENTER SPN Load Number One * Two Location 113 598 8 44572 15221 8 * Load obtaed from Load Tracker. See Summary Report for details. of Controllg Moment: 359211-1.5 from le support Created by combg all dead and live loads. Controllg Shear: 49271 t support. Created by combg all dead and live loads. Comparisons with required sections: Moment of Inertia (deflection): Moment: Shear: NOTES Req'd 839.15 4 359211-49271 Provided 133 4 359281-168 Page 78 of 146

Project: 1431 (Larkspur Residence - Thk) Location: bf3 Uniformly Loaded Floor eam [215 International uildg Code(212 NDS)] ( 2 ) 1.75 IN x 9.25 IN x 9.666 FT 1.9E Microllam - ilevel Trus Joist Section dequate y: 6.6% Controllg Factor: Deflection StruCalc Version 1...9 CUTIONS * Lamations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center.3.9.39 IN L/384 IN L/299 Deflection Criteria: L/36 Deflection Criteria: L/24 RECTIONS earg Length 3262 919 4181 1.59 EM DT Span Length Unbraced Length-Top Floor Duration Factor Notch Depth 9.67 1.. 3262 919 4181 1.59 Center MTERIL PROPERTIES 1.9E Microllam - ilevel Trus Joist endg Stress: Shear Stress: Modulus of Elasticity: Comp. to Gra: ase Values Fb = 26 Cd=1. CF=1.4 Fv = Cd=1. E = Fc - = 285 19 75 Controllg Moment: 114-4.833 from le support Created by combg all dead and live loads. Controllg Shear: -4181 t support. Created by combg all dead and live loads. djusted Fb' = 2694 Fv' = E' = Fc - ' = 285 19 75 LODING DIGRM FLOOR LODING Floor Floor Floor Tributary Width Wall Load spiriki 5ive Engeerg 834 West 75 North Kaysville, UT 8437 EM LODING eam Total : eam Total : eam Self Weight: Total Maximum Load: FLL = FDL = FTW = WLL = wl = wd = SW = wt = 9.666 Side 1 4 2 4 2/9/217 12:59:28 PM 675 18 1 865 Side 2 13 2 5 page of Comparisons with required sections: Section Modulus: rea (Shear): Moment of Inertia (deflection): Moment: Shear: NOTES Req'd 45.1 3 22.1 2 216.53 4 114 - -4181 Provided 49.91 3 32.38 2 23.84 4 1124-6151 Page 79 of 146

Project: 1431 (Larkspur Residence - Thk) Location: bf4 Uniformly Loaded Floor eam [215 International uildg Code(212 NDS)] ( 3 ) 1.75 IN x 11.25 IN x 1.5 FT 1.9E Microllam - ilevel Trus Joist Section dequate y: 28.1% Controllg Factor: Moment StruCalc Version 1...9 CUTIONS * Lamations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center.26.6.32 IN L/481 IN L/398 Deflection Criteria: L/36 Deflection Criteria: L/24 RECTIONS earg Length 5948 1252 72 1.83 EM DT Span Length Unbraced Length-Top Floor Duration Factor Notch Depth 1.5 1.. 5948 1252 72 1.83 Center MTERIL PROPERTIES 1.9E Microllam - ilevel Trus Joist endg Stress: Shear Stress: Modulus of Elasticity: Comp. to Gra: ase Values Fb = 26 Cd=1. CF=1.1 Fv = Cd=1. E = Fc - = 285 19 75 Controllg Moment: 189-5.25 from le support Created by combg all dead and live loads. Controllg Shear: 72 t support. Created by combg all dead and live loads. djusted Fb' = 2623 Fv' = E' = Fc - ' = 285 19 75 LODING DIGRM FLOOR LODING Floor Floor Floor Tributary Width Wall Load spiriki 5ive Engeerg 834 West 75 North Kaysville, UT 8437 EM LODING eam Total : eam Total : eam Self Weight: Total Maximum Load: FLL = FDL = FTW = WLL = wl = wd = SW = wt = 1.5 Side 1 13 2 6 2/9/217 1::49 PM 1133 22 18 1371 Side 2 13 2 5 page of Comparisons with required sections: Section Modulus: rea (Shear): Moment of Inertia (deflection): Moment: Shear: NOTES Req'd 86.47 3 37.9 2 465.89 4 189-72 Provided 11.74 3 59.6 2 622.92 4 2426-11222 Page 8 of 146

Project: 1431 (Larkspur Residence - Thk) Location: bf5 Uniformly Loaded Floor eam [215 International uildg Code(ISC 14th Ed SD)] 992-5 W16x36 x 22.25 FT Section dequate y: 29.1% Controllg Factor: Deflection DEFLECTIONS Center.57.16.73 IN L/465 IN L/364 Deflection Criteria: L/36 Deflection Criteria: L/24 RECTIONS earg Length 31279 7678 38957 5.6 EM DT Span Length Unbraced Length-Top STEEL PROPERTIES W16x36-992-5 11595 3391 14986.83 Center 22.25 Properties: Yield Stress: Fy = Modulus of Elasticity: E = Depth: d = Web Thickness: tw = Flange Width: bf = Flange Thickness: tf = Distance to Web Toe of Fillet: k = Moment of Inertia bout X-X xis: Ix = Section Modulus bout X-X xis: Sx = Plastic Section Modulus bout X-X xis: Zx = Design Properties per ISC 14th Edition Steel Manual: Flange ucklg Ratio: llowable Flange ucklg Ratio: Web ucklg Ratio: llowable Web ucklg Ratio: Controllg Unbraced Length: Limitg Unbraced Length - for lateral-torsional bucklg: Nomal Flexural Strength w/ safety factor: Controllg Equation: Web height to thickness ratio: Limitg height to thickness ratio for eqn. G2-2: Cv Factor: Controllg Equation: Nomal Shear Strength w/ safety factor: FR = FR = WR = WR = Lb = Lp = Mn = F2-1 h/tw = h/tw-limit = Cv = G2-2 Vn = 5 29 15.9.3 6.99.43.83 448 56.5 64 8.13 9.15 48.26 9.55 5.37 159681 48.26 53.95 1 4 3 3-9381 StruCalc Version 1...9 LODING DIGRM 1 FLOOR LODING Floor Floor Floor Tributary Width Wall Load spiriki 5ive Engeerg 834 West 75 North Kaysville, UT 8437 EM LODING eam Total : eam Total : eam Self Weight: Total Maximum Load: FLL = FDL = FTW = WLL = wl = wd = SW = wt = POINT LODS - CENTER SPN Load Number One 24674 5373 Location 2.25 22.25 Side 1 13 2 6 2/9/217 1:4:58 PM 818 22 36 174 Side 2 4 2 5 page of Controllg Moment: 14561-11.125 from le support Created by combg all dead and live loads. Controllg Shear: 38957 t support. Created by combg all dead and live loads. Comparisons with required sections: Moment of Inertia (deflection): Moment: Shear: NOTES Req'd 347.3 4 14561-38957 Provided 448 4 159681-9381 Page 81 of 146

Project: 1431 (Larkspur Residence - Thk) Location: bf6 Uniformly Loaded Floor eam [215 International uildg Code(212 NDS)] ( 4 ) 1.75 IN x 11.875 IN x 22. FT 1.9E Microllam - ilevel Trus Joist Section dequate y:.4% Controllg Factor: Deflection StruCalc Version 1...9 CUTIONS * Lamations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center.68.41 1.1 IN L/387 IN L/241 Deflection Criteria: L/36 Deflection Criteria: L/24 RECTIONS earg Length 264 166 4246.81 EM DT Span Length Unbraced Length-Top Floor Duration Factor Notch Depth 22 1.. 264 166 4246.81 Center MTERIL PROPERTIES 1.9E Microllam - ilevel Trus Joist endg Stress: Shear Stress: Modulus of Elasticity: Comp. to Gra: ase Values Fb = 26 Cd=1. CF=1. Fv = Cd=1. E = Fc - = 285 19 75 Controllg Moment: 23352-11. from le support Created by combg all dead and live loads. Controllg Shear: 4246 t support. Created by combg all dead and live loads. djusted Fb' = 264 Fv' = E' = Fc - ' = 285 19 75 LODING DIGRM FLOOR LODING Floor Floor Floor Tributary Width Wall Load spiriki 5ive Engeerg 834 West 75 North Kaysville, UT 8437 EM LODING eam Total : eam Total : eam Self Weight: Total Maximum Load: FLL = FDL = FTW = WLL = wl = wd = SW = wt = 22 Side 1 4 2 1 24 12 26 386 2/9/217 1:7:52 PM Side 2 4 2 5 page of Comparisons with required sections: Section Modulus: rea (Shear): Moment of Inertia (deflection): Moment: Shear: NOTES Req'd 17.62 3 22.35 2 973.24 4 23352-4246 Provided 164.52 3 83.13 2 976.83 4 35696-15794 Page 82 of 146

Project: 1431 (Larkspur Residence - Thk) Location: bf7 Uniformly Loaded Floor eam [215 International uildg Code(212 NDS)] ( 4 ) 1.75 IN x 18. IN x 22. FT 1.9E Microllam - ilevel Trus Joist Section dequate y: 2.9% Controllg Factor: Moment StruCalc Version 1...9 CUTIONS * Lamations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center.55.47 1.1 IN L/483 IN L/26 Deflection Criteria: L/36 Deflection Criteria: L/24 RECTIONS earg Length 737 6318 13688 2.61 EM DT Span Length Unbraced Length-Top Floor Duration Factor Notch Depth 22 1.. 737 6318 13688 2.61 Center MTERIL PROPERTIES 1.9E Microllam - ilevel Trus Joist endg Stress: Shear Stress: Modulus of Elasticity: Comp. to Gra: ase Values Fb = 26 Cd=1. CF=.95 Fv = Cd=1. E = Fc - = 285 19 75 Controllg Moment: 75285-11. from le support Created by combg all dead and live loads. Controllg Shear: -13688 t support. Created by combg all dead and live loads. djusted Fb' = 246 Fv' = E' = Fc - ' = 285 19 75 LODING DIGRM FLOOR LODING Floor Floor Floor Tributary Width Wall Load spiriki 5ive Engeerg 834 West 75 North Kaysville, UT 8437 EM LODING eam Total : eam Total : eam Self Weight: Total Maximum Load: FLL = FDL = FTW = WLL = wl = wd = SW = wt = w 22 Side 1 4 2 5.3 2 67 535 39 1244 2/9/217 1:1:18 PM Side 2 4 2 11.5 page of Comparisons with required sections: Section Modulus: rea (Shear): Moment of Inertia (deflection): Moment: Shear: NOTES Req'd 367.17 3 72.4 2 3137.68 4 75285 - -13688 Provided 378 3 126 2 342 4 7754-2394 Page 83 of 146

Project: 1431 (Larkspur Residence - Thk) Location: bf8 Uniformly Loaded Floor eam [215 International uildg Code(212 NDS)] ( 2 ) 1.5 IN x 9.25 IN x 6.25 FT #2 - Douglas-Fir-Larch (North) - Dry Use Section dequate y: 9.1% Controllg Factor: Moment StruCalc Version 1...9 CUTIONS * Lamations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center.3.4.7 IN L/247 IN L/115 Deflection Criteria: L/36 Deflection Criteria: L/24 RECTIONS earg Length 875 181 1956 1.4 EM DT Span Length Unbraced Length-Top Floor Duration Factor Notch Depth 6.25 1.. 875 181 1956 1.4 MTERIL PROPERTIES #2 - Douglas-Fir-Larch (North) endg Stress: Shear Stress: Modulus of Elasticity: Comp. to Gra: Center ase Values Fb = 85 Cd=1. CF=1.1 Fv = Cd=1. E = Fc - = 18 16 625 Controllg Moment: 356-3.125 from le support Created by combg all dead and live loads. Controllg Shear: 1956 t support. Created by combg all dead and live loads. djusted Fb' = 935 Fv' = E' = Fc - ' = 18 16 625 LODING DIGRM FLOOR LODING Floor Floor Floor Tributary Width Wall Load spiriki 5ive Engeerg 834 West 75 North Kaysville, UT 8437 EM LODING eam Total : eam Total : eam Self Weight: Total Maximum Load: FLL = FDL = FTW = WLL = wl = wd = SW = wt = w 6.25 Side 1 4 2 7 2 28 34 6 626 2/9/217 1:11:28 PM Side 2 4 2 page of Comparisons with required sections: Section Modulus: rea (Shear): Moment of Inertia (deflection): Moment: Shear: NOTES Req'd 39.22 3 16.3 2 42.97 4 356-1956 Provided 42.78 3 27.75 2 197.86 4 3333-333 Page 84 of 146

Project: 1431 (Larkspur Residence - Thk) Location: bf9 Uniformly Loaded Floor eam [215 International uildg Code(212 NDS)] ( 2 ) 1.5 IN x 5.5 IN x 4. FT #2 - Douglas-Fir-Larch (North) - Dry Use Section dequate y: 54.9% Controllg Factor: Moment DEFLECTIONS Center.2.2.4 IN L/2693 IN L/1234 Deflection Criteria: L/36 Deflection Criteria: L/24 RECTIONS earg Length 412 487 899.48 EM DT Span Length Unbraced Length-Top Floor Duration Factor Notch Depth 412 487 899.48 Center 4 1.. MTERIL PROPERTIES #2 - Douglas-Fir-Larch (North) endg Stress: Shear Stress: Modulus of Elasticity: Comp. to Gra: ase Values Fb = 85 Cd=1. CF=1.3 Fv = Cd=1. E = Fc - = 18 16 625 Controllg Moment: 899-2. from le support Created by combg all dead and live loads. Controllg Shear: -899 t support. Created by combg all dead and live loads. djusted Fb' = 115 Fv' = E' = Fc - ' = 18 16 625 StruCalc Version 1...9 LODING DIGRM FLOOR LODING Floor Floor Floor Tributary Width Wall Load spiriki 5ive Engeerg 834 West 75 North Kaysville, UT 8437 EM LODING eam Total : eam Total : eam Self Weight: Total Maximum Load: FLL = FDL = FTW = WLL = wl = wd = SW = wt = w 4 Side 1 13 2 2 2 26 24 4 45 2/9/217 1:26: PM Side 2 4 2 page of Comparisons with required sections: Section Modulus: rea (Shear): Moment of Inertia (deflection): Moment: Shear: NOTES Req'd 9.76 3 7.49 2 8.9 4 899 - -899 Provided 15.13 3 16.5 2 41.59 4 1393-198 Page 85 of 146

Project: 1431 (Larkspur Residence - Thk) Location: bf1 Uniformly Loaded Floor eam [215 International uildg Code(212 NDS)] ( 3 ) 1.5 IN x 11.25 IN x 6.333 FT #2 - Douglas-Fir-Larch (North) - Dry Use Section dequate y: 4.9% Controllg Factor: Moment StruCalc Version 1...9 CUTIONS * Lamations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center.4.3.6 IN L/2136 IN L/122 Deflection Criteria: L/36 Deflection Criteria: L/24 RECTIONS earg Length 266 1997 4657 1.66 EM DT Span Length Unbraced Length-Top Floor Duration Factor Notch Depth 6.33 1.. 266 1997 4657 1.66 MTERIL PROPERTIES #2 - Douglas-Fir-Larch (North) endg Stress: Shear Stress: Modulus of Elasticity: Comp. to Gra: Center Controllg Moment: 7373-3.167 from le support Created by combg all dead and live loads. Controllg Shear: 4657 t support. Created by combg all dead and live loads. ase Values djusted Fb = 85 Fb' = 978 Cd=1. CF=1. Cr=1.15 Fv = Cd=1. E = Fc - = 18 16 625 Fv' = E' = Fc - ' = 18 16 625 LODING DIGRM FLOOR LODING Floor Floor Floor Tributary Width Wall Load spiriki 5ive Engeerg 834 West 75 North Kaysville, UT 8437 EM LODING eam Total : eam Total : eam Self Weight: Total Maximum Load: FLL = FDL = FTW = WLL = wl = wd = SW = wt = w 6.333 Side 1 4 2 13 2 84 62 11 1471 2/9/217 1:13:11 PM Side 2 4 2 8 page of Comparisons with required sections: Section Modulus: rea (Shear): Moment of Inertia (deflection): Moment: Shear: NOTES Req'd 9.52 3 38.81 2 15.5 4 7373-4657 Provided 94.92 3 5.63 2 533.94 4 7732-675 Page 86 of 146

Project: 1431 (Larkspur Residence - Thk) Location: bf11 Uniformly Loaded Floor eam [215 International uildg Code(212 NDS)] 5.5 IN x 9.5 IN x 1.25 FT #2 - Douglas-Fir-Larch (North) - Dry Use Section dequate y: 1.8% Controllg Factor: Moment DEFLECTIONS Center.8.14.22 IN L/1582 IN L/561 Deflection Criteria: L/36 Deflection Criteria: L/24 RECTIONS earg Length 82 1492 2312.67 EM DT Span Length Unbraced Length-Top Floor Duration Factor Notch Depth 82 1492 2312.67 1.25 1.. MTERIL PROPERTIES #2 - Douglas-Fir-Larch (North) endg Stress: Shear Stress: Modulus of Elasticity: Comp. to Gra: Center ase Values Fb = 875 Cd=1. CF=1. Fv = Cd=1. E = Fc - = 17 13 625 Controllg Moment: 5924-5.125 from le support Created by combg all dead and live loads. Controllg Shear: 2312 t support. Created by combg all dead and live loads. djusted Fb' = 875 Fv' = E' = Fc - ' = 17 13 625 StruCalc Version 1...9 LODING DIGRM FLOOR LODING Floor Floor Floor Tributary Width Wall Load spiriki 5ive Engeerg 834 West 75 North Kaysville, UT 8437 EM LODING eam Total : eam Total : eam Self Weight: Total Maximum Load: FLL = FDL = FTW = WLL = wl = wd = SW = wt = w 1.25 Side 1 4 2 2 2 16 28 11 451 2/9/217 1:46:24 PM Side 2 4 2 2 page of Comparisons with required sections: Section Modulus: rea (Shear): Moment of Inertia (deflection): Moment: Shear: NOTES Req'd 81.25 3 2.4 2 168.13 4 5924-2312 Provided 82.73 3 52.25 2 392.96 4 632-5922 Page 87 of 146

Project: 1431 (Larkspur Residence - Thk) Location: bf12 Uniformly Loaded Floor eam [215 International uildg Code(212 NDS)] ( 2 ) 1.75 IN x 9.25 IN x 1.25 FT 1.9E Microllam - ilevel Trus Joist Section dequate y: 89.5% Controllg Factor: Moment StruCalc Version 1...9 CUTIONS * Lamations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center.9.16.25 IN L/1358 IN L/483 Deflection Criteria: L/36 Deflection Criteria: L/24 RECTIONS earg Length 82 1487 237.88 EM DT Span Length Unbraced Length-Top Floor Duration Factor Notch Depth 82 1487 237.88 1.25 1.. Center MTERIL PROPERTIES 1.9E Microllam - ilevel Trus Joist endg Stress: Shear Stress: Modulus of Elasticity: Comp. to Gra: ase Values Fb = 26 Cd=1. CF=1.4 Fv = Cd=1. E = Fc - = 285 19 75 Controllg Moment: 5911-5.125 from le support Created by combg all dead and live loads. Controllg Shear: 237 t support. Created by combg all dead and live loads. djusted Fb' = 2694 Fv' = E' = Fc - ' = 285 19 75 LODING DIGRM FLOOR LODING Floor Floor Floor Tributary Width Wall Load spiriki 5ive Engeerg 834 West 75 North Kaysville, UT 8437 EM LODING eam Total : eam Total : eam Self Weight: Total Maximum Load: FLL = FDL = FTW = WLL = wl = wd = SW = wt = w 1.25 Side 1 4 2 2 2 16 28 1 45 2/9/217 1:14:56 PM Side 2 4 2 2 page of Comparisons with required sections: Section Modulus: rea (Shear): Moment of Inertia (deflection): Moment: Shear: NOTES Req'd 26.33 3 12.14 2 114.79 4 5911-237 Provided 49.91 3 32.38 2 23.84 4 1124-6151 Page 88 of 146

Project: 1431 (Larkspur Residence - Thk) Location: bf13 Uniformly Loaded Floor eam [215 International uildg Code(ISC 14th Ed SD)] 992-5 W16x26 x 6.5 FT Section dequate y: 46.4% Controllg Factor: Moment DEFLECTIONS Center.4.1.5 IN L/23 IN L/1467 Deflection Criteria: L/36 Deflection Criteria: L/24 RECTIONS earg Length 15459 642 2151 1.85 EM DT Span Length Unbraced Length-Top STEEL PROPERTIES W16x26-992-5 2726 7795 28521 5.22 Center 6.5 Properties: Yield Stress: Fy = Modulus of Elasticity: E = Depth: d = Web Thickness: tw = Flange Width: bf = Flange Thickness: tf = Distance to Web Toe of Fillet: k = Moment of Inertia bout X-X xis: Ix = Section Modulus bout X-X xis: Sx = Plastic Section Modulus bout X-X xis: Zx = Design Properties per ISC 14th Edition Steel Manual: Flange ucklg Ratio: llowable Flange ucklg Ratio: Web ucklg Ratio: llowable Web ucklg Ratio: Controllg Unbraced Length: Limitg Unbraced Length - for lateral-torsional bucklg: Nomal Flexural Strength w/ safety factor: Controllg Equation: Web height to thickness ratio: Limitg height to thickness ratio for eqn. G2-2: Cv Factor: Controllg Equation: Nomal Shear Strength w/ safety factor: FR = FR = WR = WR = Lb = Lp = Mn = F2-1 h/tw = h/tw-limit = Cv = G2-3 Vn = 5 29 15.7.25 5.5.35.75 31 38.4 44.2 7.97 9.15 56.82 9.55 3.96 11279 56.82 53.95 1 4 3 3-759 StruCalc Version 1...9 LODING DIGRM FLOOR LODING Floor Floor Floor Tributary Width Wall Load spiriki 5ive Engeerg 834 West 75 North Kaysville, UT 8437 EM LODING eam Total : eam Total : eam Self Weight: Total Maximum Load: FLL = FDL = FTW = WLL = wl = wd = SW = wt = POINT LODS - CENTER SPN Load Number One 34235 11393 Location 3.75 w 6.5 2/9/217 1:16:39 PM 1 Side 1 4 2 2 2 3 35 26 676 Side 2 4 2 5.5 page of Controllg Moment: 75343-3.25 from le support Created by combg all dead and live loads. Controllg Shear: -28521 t support. Created by combg all dead and live loads. Comparisons with required sections: Moment of Inertia (deflection): Moment: Shear: NOTES Req'd 54.1 4 75343 - -28521 Provided 31 4 11279-759 Page 89 of 146

Project: 1431 (Larkspur Residence - Thk) Location: bf14 Uniformly Loaded Floor eam [215 International uildg Code(ISC 14th Ed SD)] 992-5 W16x26 x 4.25 FT Section dequate y: 133.7% Controllg Factor: Shear DEFLECTIONS Center... IN L/MX IN L/MX Deflection Criteria: L/36 Deflection Criteria: L/24 RECTIONS earg Length 2671 955 3176 6.2 EM DT Span Length Unbraced Length-Top STEEL PROPERTIES W16x26-992-5 3225 299 6215.75 Center 4.25 Properties: Yield Stress: Fy = Modulus of Elasticity: E = Depth: d = Web Thickness: tw = Flange Width: bf = Flange Thickness: tf = Distance to Web Toe of Fillet: k = Moment of Inertia bout X-X xis: Ix = Section Modulus bout X-X xis: Sx = Plastic Section Modulus bout X-X xis: Zx = Design Properties per ISC 14th Edition Steel Manual: Flange ucklg Ratio: llowable Flange ucklg Ratio: Web ucklg Ratio: llowable Web ucklg Ratio: Controllg Unbraced Length: Limitg Unbraced Length - for lateral-torsional bucklg: Nomal Flexural Strength w/ safety factor: Controllg Equation: Web height to thickness ratio: Limitg height to thickness ratio for eqn. G2-2: Cv Factor: Controllg Equation: Nomal Shear Strength w/ safety factor: FR = FR = WR = WR = Lb = Lp = Mn = F2-1 h/tw = h/tw-limit = Cv = G2-3 Vn = 5 29 15.7.25 5.5.35.75 31 38.4 44.2 7.97 9.15 56.82 9.55 3.96 11279 56.82 53.95 1 4 3 3-759 StruCalc Version 1...9 LODING DIGRM 1 FLOOR LODING Floor Floor Floor Tributary Width Wall Load spiriki 5ive Engeerg 834 West 75 North Kaysville, UT 8437 EM LODING eam Total : eam Total : eam Self Weight: Total Maximum Load: FLL = FDL = FTW = WLL = wl = wd = SW = wt = w 4.25 Side 1 4 2 9 2 36 38 26 766 2/9/217 1:18:4 PM Side 2 4 2 page POINT LODS - CENTER SPN Load Number One * Two * Location 21546 9282.33 82 1487 4 * Load obtaed from Load Tracker. See Summary Report for details. of 2 Controllg Moment: 1-2.125 from le support Created by combg all dead and live loads. Controllg Shear: 3176 t support. Created by combg all dead and live loads. Comparisons with required sections: Moment of Inertia (deflection): Moment: Shear: NOTES Req'd 4.37 4 1-3176 Provided 31 4 11279-759 Page 9 of 146

Project: 1431 (Larkspur Residence - Thk) Location: bf15 Uniformly Loaded Floor eam [215 International uildg Code(212 NDS)] ( 2 ) 1.5 IN x 7.25 IN x 3.5 FT #2 - Douglas-Fir-Larch (North) - Dry Use Section dequate y: 32.1% Controllg Factor: Moment StruCalc Version 1...9 CUTIONS * Lamations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center.1.1.2 IN L/3161 IN L/1717 Deflection Criteria: L/36 Deflection Criteria: L/24 RECTIONS earg Length 15 883 1933 1.3 EM DT Span Length Unbraced Length-Top Floor Duration Factor Notch Depth 3.5 1.. 15 883 1933 1.3 Center MTERIL PROPERTIES #2 - Douglas-Fir-Larch (North) endg Stress: Shear Stress: Modulus of Elasticity: Comp. to Gra: ase Values Fb = 85 Cd=1. CF=1.2 Fv = Cd=1. E = Fc - = 18 16 625 Controllg Moment: 1691-1.75 from le support Created by combg all dead and live loads. Controllg Shear: -1933 t support. Created by combg all dead and live loads. djusted Fb' = 12 Fv' = E' = Fc - ' = 18 16 625 LODING DIGRM FLOOR LODING Floor Floor Floor Tributary Width Wall Load spiriki 5ive Engeerg 834 West 75 North Kaysville, UT 8437 EM LODING eam Total : eam Total : eam Self Weight: Total Maximum Load: FLL = FDL = FTW = WLL = wl = wd = SW = wt = w 3.5 Side 1 4 2 15 2 6 5 5 115 2/9/217 1:19:5 PM Side 2 4 2 page of Comparisons with required sections: Section Modulus: rea (Shear): Moment of Inertia (deflection): Moment: Shear: NOTES Req'd 19.9 3 16.11 2 13.32 4 1691 - -1933 Provided 26.28 3 21.75 2 95.27 4 2234-261 Page 91 of 146

Project: 1431 (Larkspur Residence - Thk) Location: bf16 Uniformly Loaded Floor eam [215 International uildg Code(ISC 14th Ed SD)] 992-5 W16x26 x 13. FT Section dequate y: 31.6% Controllg Factor: Moment DEFLECTIONS Center.6.4.1 IN L/2565 IN L/1612 Deflection Criteria: L/36 Deflection Criteria: L/24 RECTIONS earg Length 6143 3525 9668.75 EM DT Span Length Unbraced Length-Top STEEL PROPERTIES W16x26-992-5 6143 3525 9668.75 Center 13 Properties: Yield Stress: Fy = Modulus of Elasticity: E = Depth: d = Web Thickness: tw = Flange Width: bf = Flange Thickness: tf = Distance to Web Toe of Fillet: k = Moment of Inertia bout X-X xis: Ix = Section Modulus bout X-X xis: Sx = Plastic Section Modulus bout X-X xis: Zx = Design Properties per ISC 14th Edition Steel Manual: Flange ucklg Ratio: llowable Flange ucklg Ratio: Web ucklg Ratio: llowable Web ucklg Ratio: Controllg Unbraced Length: Limitg Unbraced Length - for lateral-torsional bucklg: Nomal Flexural Strength w/ safety factor: Controllg Equation: Web height to thickness ratio: Limitg height to thickness ratio for eqn. G2-2: Cv Factor: Controllg Equation: Nomal Shear Strength w/ safety factor: FR = FR = WR = WR = Lb = Lp = Mn = F2-1 h/tw = h/tw-limit = Cv = G2-3 Vn = 5 29 15.7.25 5.5.35.75 31 38.4 44.2 7.97 9.15 56.82 9.55 3.96 11279 56.82 53.95 1 4 3 3-759 StruCalc Version 1...9 LODING DIGRM FLOOR LODING spiriki 5ive Engeerg 834 West 75 North Kaysville, UT 8437 w 13 2/9/217 1:21:27 PM 1 2 Floor Floor Floor Tributary Width Wall Load EM LODING eam Total : eam Total : eam Self Weight: Total Maximum Load: FLL = FDL = FTW = WLL = wl = wd = SW = wt = POINT LODS - CENTER SPN Load Number One Two Location 29 951 1.75 29 951 11.25 Side 1 13 2 4.5 2 624 37 26 12 Side 2 4 2 4 page of Controllg Moment: 26859-6.5 from le support Created by combg all dead and live loads. Controllg Shear: -9668 t support. Created by combg all dead and live loads. Comparisons with required sections: Moment of Inertia (deflection): Moment: Shear: NOTES Req'd 44.81 4 26859 - -9668 Provided 31 4 11279-759 Page 92 of 146

SST Connector Selector (R): Joist Version 214.1.1 (2/8/214) Page 1 9:3 6/11/14 Load Duration Upli Duration Style Conn ID Qty Floor 1 Quake/Wd 16 ny 3 Header Top Flange Options Type (Flange Thickness) Size Memb ID Open/Closed Sloped Down Offset LVL DF/SP 1.75x11.875 DL bf15 None None None Joist Type (Flange Thickness) Size Load Upli Skew Slope Memb ID Sawn DF 2x1 DL 57 None None Model W H TF TF Fstnr Face Fstnr Joist Fstnr Load Upli Icost LUS28-2 3.125 7. 2. 6-1d 3-1d 975 745 1 LUS28-2 3.125 7. 2. 6-SD9112 4-SD9212 133 1335 1 LUS28-2 3.125 7. 2. 6-1dx1.5 3-1d 845 745 12 LUS28-2 3.125 7. 2. 6-1d 4-1d 16 99 12 LUS28-2 3.125 7. 2. 6-16d 3-16d 1195 875 12 LUS28-2 3.125 7. 2. 6-16d 4-16d 1315 1165 14 LUS28-2 3.125 7. 2. 6-1dx1.5 4-1d 93 99 14 LUS21-2 3.125 8.938 2. 8-SD9112 6-SD9212 1825 124 13 LUS21-2 3.125 8.938 2. 8-1d 6-1d 147 1485 13 LUS21-2 3.125 8.938 2. 8-1dx1.5 6-1d 13 1485 133 LUS21-2 3.125 8.938 2. 8-16d 6-16d 183 174 133 U21-2 3.125 8.5 2. 14-1d 6-1d 175 111 22 U21-2 3.125 8.5 2. 14-16d 6-1d 215 111 26 U21-2 3.125 8.5 2. 14-1dx1.5 6-1d 1385 111 28 HUS28-2 3.125 7.188 2. 6-1d 6-1d 131 132 283 HUS28-2 3.125 7.188 2. 6-SD1212 6-SD1212 1855 195 283 HUSC28-2 3.125 7.188 2. 6-1d 6-1d 131 132 283 HUSC28-2 3.125 7.188 2. 6-SD1212 6-SD1212 1855 195 283 HUS28-2 3.125 7.188 2. 6-16d 6-16d 1595 155 286 HUS28-2 3.125 7.188 2. 6-1dx1.5 6-1d 116 132 286 HUSC28-2 3.125 7.188 2. 6-16d 6-16d 1595 155 286 HUSC28-2 3.125 7.188 2. 6-1dx1.5 6-1d 116 132 286 HUS21-2 3.125 9.188 2. 8-SD1212 8-SD1212 247 244 346 HUS21-2 3.125 9.188 2. 8-1d 8-1d 1745 231 346 HUSC21-2 3.125 9.188 2. 8-1d 8-1d 1745 231 346 HUSC21-2 3.125 9.188 2. 8-SD1212 8-SD1212 247 244 346 HUS21-2 3.125 9.188 2. 8-1dx1.5 8-1d 155 231 349 HUSC21-2 3.125 9.188 2. 8-1dx1.5 8-1d 155 231 349 HUS21-2 3.125 9.188 2. 8-16d 8-16d 2125 329 35 HUSC21-2 3.125 9.188 2. 8-16d 8-16d 2125 329 35 HU28-2 3.125 7. 2.5 1-1d 4-1d 1265 76 357 HUC28-2 3.125 7. 2.5 1-1d 4-1d 1265 76 357 HU28-2 3.125 7. 2.5 1-16d 4-1d 149 76 36 HUC28-2 3.125 7. 2.5 1-16d 4-1d 149 76 36 HU28-2 3.125 7. 2.5 1-1dx1.5 4-1d 115 76 361 HUC28-2 3.125 7. 2.5 1-1dx1.5 4-1d 115 76 361 HU28-2 3.125 7. 2.5 14-1d 6-1d 177 1135 369 HUC28-2 3.125 7. 2.5 14-1d 6-1d 177 1135 369 HU28-2 3.125 7. 2.5 14-16d 6-1d 285 1135 373 HUC28-2 3.125 7. 2.5 14-16d 6-1d 285 1135 373 HU28-2 3.125 7. 2.5 14-1dx1.5 6-1d 1425 1135 375 HUC28-2 3.125 7. 2.5 14-1dx1.5 6-1d 1425 1135 375 HU21-2 3.125 8.813 2.5 14-1d 6-1d 177 1135 431 HUC21-2 3.125 8.813 2.5 14-1d 6-1d 177 1135 431 HU21-2 3.125 8.813 2.5 14-16d 6-1d 285 1135 435 HUC21-2 3.125 8.813 2.5 14-16d 6-1d 285 1135 435 HU21-2 3.125 8.813 2.5 14-1dx1.5 6-1d 1425 1135 437 HUC21-2 Designed 3.125 by: PT 8.813 2.5 14-1dx1.5 6-1d 1425 1135 437 HU21-2 Reviewed 3.125 by: PT8.813 2.5 18-1d 1-1d 228 1895 Page 447 93 of 146 HUC21-2 3.125 8.813 2.5 18-1d 1-1d 228 1895 447

SST Connector Selector (R): Joist Version 214.1.1 (2/8/214) Page 2 9:3 6/11/14 HU21-2 3.125 8.813 2.5 18-16d 1-1d 268 1895 452 HUC21-2 3.125 8.813 2.5 18-16d 1-1d 268 1895 452 HU21-2 3.125 8.813 2.5 18-1dx1.5 1-1d 183 1895 454 HUC21-2 3.125 8.813 2.5 18-1dx1.5 1-1d 183 1895 454 LSSU21-2 3.125 8.5 3.5 14-16d 12-1dx1.5 1625 115 612 LSSU21-2 3.125 8.5 3.5 18-16d 12-1dx1.5 259 115 621 WNP21-2 3.125 9.125 2.5 2.188 2-1d 2-1d 2525 793 WNPU21-2 3.125 9.125 3. 2.313 3-16d 4-16d 6-1d 47 195 895 Refer to current Wood Construction Connectors catalog for General Notes & Installation Instructions. Page 94 of 146

SST Connector Selector (R): Joist Version 214.1.1 (2/8/214) Page 1 9:1 6/11/14 Load Duration Upli Duration Style Conn ID Qty Floor 1 Quake/Wd 16 ny 2 Header Top Flange Options Type (Flange Thickness) Size Memb ID Open/Closed Sloped Down Offset Glulam DF/SP 6.75x12 bf11 None None None Joist Type (Flange Thickness) Size Load Upli Skew Slope Memb ID LVL DF/SP 1.75x11.875 DL 3553 None None Model W H TF TF Fstnr Face Fstnr Joist Fstnr Load Upli Icost HHUS48 3.625 7.125 3. 22-SD12128-SD1212 437 26 1 HHUS48 3.625 7.125 3. 22-16d 8-16d 421 2 12 3.56/11.88 3.563 11.875 3. 2.5 6-1d 1-1d 8-1dx1.5 3625 117 123 3.56/11.88 3.563 11.875 3. 2.5 6-16d 1-16d 8-1dx1.5 38 117 124 HHUS41 3.625 9. 3. 3-1d 1-1d 467 29 136 HHUS41 3.625 9. 3. 3-SD12121-SD1212 4735 2825 136 HHUS41 3.625 9. 3. 3-16d 1-16d 5635 4 139 3.56/11.88 3.563 11.875 2.5 2.5 6-1d 8-1d 6-1d 3625 11 23 3.56/11.88 3.563 11.875 2.5 2.5 6-16d 8-16d 6-16d 38 11 25 H3.56/11.88 3.563 11.875 3.5 3. 6-16d 16-16d 1-16d 565 256 23 WPU3.56/11.88 3.563 11.875 3. 2.313 3-16d 4-16d 6-1d 4165 195 263 HUI411.88TF 3.563 11.875 2.5 2.5 4-16d 12-16d 6-1d 55 1215 316 HUCQ41-SDS 3.563 9. 3. 12-SDS 1/4x2-1/2 6-SDS 1/4x2-1/2468 251 328 HUCQ412-SDS 3.563 11. 3. 14-SDS 1/4x2-1/2 6-SDS 1/4x2-1/2546 251 348 HWI411.88 3.563 11.875 2.5 2.5 4-1d 2-1d 5285 49 HWI411.88 3.563 11.875 2.5 2.5 4-16d 2-1d 5285 41 HWU3.56/11.88 3.563 11.875 3.25 2.5 4-16d 4-16d 6-1d 6335 116 459 HGUS41 3.625 9.63 4. 46-1d 16-1d 7755 349 486 HGUS41 3.625 9.63 4. 46-SD121216-SD1212 8425 266 486 HGUS41 3.625 9.63 4. 46-16d 16-16d 91 495 49 OHU41-SDS3 3.563 8.75 4. 12-SDS 1/4x36-SDS 1/4x3 54 2765 559 HGUS412 3.625 1.438 4. 56-1d 2-1d 8185 43 564 HGUS412 3.625 1.438 4. 56-SD12122-SD1212 8975 3515 564 HGUS412 3.625 1.438 4. 56-16d 2-16d 96 54 569 OHU412-SDS3 3.563 1.75 4. 12-SDS 1/4x38-SDS 1/4x3 54 3565 64 HGUQ41-SDS3 3.625 8.875 4. 28-SDS 1/4x38-SDS 1/4x3 7415 344 671 GLTV3.511 3.563 11.875 5. 2.875 4-16d 6-16d 6-16d 72 129 868 HGLTV3.511 3.563 11.875 6. 2.875 6-16d 12-16d 6-16d 8835 129 1128 HGLTV4 3.563 11.813 6. 2.875 6-16d 12-16d 6-16d 8835 129 H=11.813 HGU3.63-SDS 3.625 11.813 5.25 36-SDS 1/4x2-1/2 24-SDS 1/4x2-1/2 14145 9895 H=11.813 LGU3.63-SDS 3.625 11.813 4.5 16-SDS 1/4x2-1/2 12-SDS 1/4x2-1/2 672 5555 H=11.813 MGU3.63-SDS 3.625 11.813 4.5 24-SDS 1/4x2-1/2 16-SDS 1/4x2-1/2 945 726 H=11.813 Refer to current Wood Construction Connectors catalog for General Notes & Installation Instructions. Page 95 of 146

SST Connector Selector (R): Joist Version 214.1.1 (2/8/214) Page 1 8:54 6/11/14 Load Duration Upli Duration Style Conn ID Qty Floor 1 Quake/Wd 16 ny 1 Header Top Flange Options Type (Flange Thickness) Size Memb ID Open/Closed Sloped Down Offset Structural Steel 3 or WIDER bf2 None None None Joist Type (Flange Thickness) Size Load Upli Skew Slope Memb ID Glulam DF/SP 8.75x13.5 6932 None None Model W H TF TF Fstnr Face Fstnr Joist Fstnr Load Upli Icost HGLT9 8.875 13.5 6. 2.5 2-1/4 WELD 6-N54 12 1135 H=13.5 HGLTV9 8.875 13.5 6. 2.875 2-1/4 WELD 6-16d 1585 1135 H=13.5 Refer to current Wood Construction Connectors catalog for General Notes & Installation Instructions. Page 96 of 146

Wood Post Design ased on SCE 7-1 & IC 215 Post Height Post Type llowable llowable Post Height Post Type Vertical Load Vertical Load 8'- (2) 2x4 225# 8'- (2) 2x6 4# 8'- (3) 2x4 78# 8'- (3) 2x6 12# 8'- (4) 2x4 115# 8'- (4) 2x6 22# 8'- (5) 2x4 14# 8'- (5) 2x6 3# 8'- 4x4 65# 8'- 4x6 1# 8'- 4x6 1# 8'- 6x6 175# 8'- 4x8 14# 8'- 6x8 23# 8'- 4x1 17# Post Height Post Type llowable llowable Post Height Post Type Vertical Load Vertical Load 9'- (2) 2x4 21# 9'- (2) 2x6 335# 9'- (3) 2x4 65# 9'- (3) 2x6 1# 9'- (4) 2x4 95# 9'- (4) 2x6 2# 9'- (5) 2x4 12# 9'- (5) 2x6 29# 9'- 4x4 55# 9'- 4x6 1# 9'- 4x6 85# 9'- 6x6 16# 9'- 4x8 115# 9'- 6x8 22# 9'- 4x1 14# llowable Vertical Load Post Height Post Type llowable Vertical Load Post Height Post Type 1'- (2) 2x4 175# 1'- (2) 2x6 275# 1'- (3) 2x4 545# 1'- (3) 2x6 855# 1'- (4) 2x4 79# 1'- (4) 2x6 17# 1'- (5) 2x4 99# 1'- (5) 2x6 26# 1'- 4x4 455# 1'- 4x6 715# 1'- 4x6 715# 1'- 6x6 145# 1'- 4x8 94# 1'- 6x8 199# 1'- 4x1 1195# 1'- 8x8 34# Post Height Post Type llowable llowable Post Height Post Type Vertical Load Vertical Load 11'- (2) 2x4 14# 11'- (2) 2x6 23# 11'- (3) 2x4 47# 11'- (3) 2x6 74# 11'- (4) 2x4 66# 11'- (4) 2x6 155# 11'- (5) 2x4 83# 11'- (5) 2x6 25# 11'- 4x4 38# 11'- 4x6 6# 11'- 4x6 6# 11'- 6x6 135# 11'- 4x8 79# 11'- 6x8 19# 11'- 4x1 11# Page 97 of 146

Page 98 of 146

llowable Vertical Load Post Height Post Type llowable Vertical Load Post Height Post Type 12'- (2) 2x4 12# 12'- (2) 2x6 19# 12'- (3) 2x4 4# 12'- (3) 2x6 63# 12'- (4) 2x4 55# 12'- (4) 2x6 135# 12'- (5) 2x4 7# 12'- (5) 2x6 23# 12'- 4x4 32# 12'- 4x6 5# 12'- 4x6 5# 12'- 6x6 125# 12'- 4x8 67# 12'- 6x8 175# 12'- 4x1 85# Page 99 of 146

Sgle Shear olted Connection Shear Load (V) = 1455 s olt Diameter (D) =.19 Dowel endg Yield Strength (F yb ) = 8 Dowel earg Strength of Ma Member (F em ) = 445 Dowel earg Strength of Side Member (F es ) = 445 Ma Member Dowel earg Length (l m ) = 1.5 Side Member Dowel earg Length (l s ) = 3.5 Maximum ngle of Load to Gra (F) = degrees R e = 1 R t =.42857 K 1 =.3355 K 2 = 1.13936 K 3 = 1.2632 K F = 1 R di = 4 R dii = 3.6 R diii, IV = 3.2 K D = 2.4 Yield Mode I m Z Im = 528.438 s Yield Mode I s Z Is = 1233.2 s Yield Mode II Z II = 413.673 s Yield Mode III m Z IIIm = 2.694 s Yield Mode III s Z IIIm = 421.823 s Yield Mode IV Z IV = 163.855 s Z = 164 s Use 9 bolts Page 1 of 146

Lateral Design Page 11 of 146

Earthquake Design ased on SCE 7-1 & IC 215 Design Input Design Method : uildg Height (.) : 25.25 # of Stories : 2 Use & Occupancy : II Diaphragm Type : Flexible Horizontal Irregularity : None Vertical Irregularity : None ype of Seismic Force Resistg System : Light Framed walls with wood structural panels. S S :.631 S 1 :.211 Site Class : D Soil Profile Type : D R : 6.5 W : 3 C d : 4 S MS :.817 S M1 :.418 S ds :.545 S d1 :.278 Seismic Design Category : D C t :.2 X :.75 T a :.225 T L : 8 Occupancy Importance Factor (I) : 1. SD nalytical Procedure Equivalent Lateral Force nalysis (Section 12.8) Seismic ase Shear (V s ) : Maximum ase Shear (V max ) : Mimum ase Shear (V m ) :.6.19.1 *W *W *W Max :.6 Design ase Shear (V) :.6 *W (Use only for Equivalent Lateral Force nalysis) May be reduced by half for flexible diaphragms. Shall not be taken as less than 2. See Long-Period Transition maps SCE 7-5 Figure 22-15 (page 228) Page 12 of 146

Wd Design for Low-Rise uildgs ased on SCE 7-1 & IC 215 uildg Information Horizontal dimension of buildg measured parallel to wd direction (L) = Horizontal dimension of buildg measured perpendicular to wd direction () = Mean Roof Height (h) = Width of Pressure Coefficient Zone (a) = 65 4 23 4 Design Input Step 1 Risk Category of uildg = II Step 2 asic Wd Speed for applicable risk category, V = 115 mph Step 3 Wd Directionality Factor, Kd = Exposure Category = Topographic Factor, Kzt = Enclosure Classification = Internal Pressure Coefficient, (Gcpi) =.85 C 1. Enclosed uildg.18 -.2 Step 4 Mean Roof Height, z = zg = a = 23. 9 9.5 Velocity Pressure Exposure Coefficient, Kz =.929 Step 5 Velocity Pressure, qz = 26.729 Step 6 Roof Pitch = 5 /12 Roof ngle = 23. degrees Page 13 of 146

Roof ngle -5 2 3-45 9 23. External Pressure Coefficients Load Case - (Transverse) uildg Surface 1 2 3 4 1E 2E 3E 4E.4 -.69 -.37 -.29.61-1.7 -.53 -.43.53 -.69 -.48 -.43.8-1.7 -.69 -.64.56.21 -.43 -.37.69.27 -.53 -.48.56.56 -.37 -.37.69.69 -.48 -.48.54 -.42 -.47 -.41.77 -.67 -.64 -.59 Roof ngle -9 23. External Pressure Coefficients Load Case - (Longitudal) uildg Surface 1 2 3 4 5 6 1E 2E 3E 4E 5E 6E -.45 -.69 -.37 -.45.4 -.29 -.48-1.7 -.53 -.48.61 -.43 -.45 -.69 -.37 -.45.4 -.29 -.48-1.7 -.53 -.48.61 -.43 2.53 -.69 -.48 -.43.8-1.7 -.69 -.64 3.56.21 -.43 -.37.69.27 -.53 -.48 Step 7 Load Case (Transverse) 1 2 3 4 1E 2E 3E 4E 9.6-16.4-17.24-15.82 15.69-22.67-21.97-2.63 Load Case - (Longitudal) 1 2 3 4 5 6 1E 2E 3E 4E 5E 6E -16.84-23.25-14.7-16.84 5.88-12.56-17.64-33.41-18.98-17.64 11.49-16.3 Page 14 of 146

Wd Loadg @ Roof Level Height to Ridge () = Height to Top Plate () = Height to Sill/Sole Plate () = Least Horizontal Dimension () = 2a () = a () = 25.3 Load Case (Transverse) 19 1 2 3 4 1E 2E 3E 4E 1 43.18-39.16-42.1-71.21 27.42-16.19-11.55-21.65 4 8 4 Total Horizontal Load () 117.32 Total Horizontal Edge Load (s) 355.52 Load Case (Longitudal) 1 2 3 4 5 6 1E 2E 3E 4E 5E 6E -76-73 -46-76 44.8 95.8-3.6-32 -13-3.6 42.8 28.5 Total Horizontal Load () 14.63 Total Horizontal Edge Load (s) 285.33 Wd Loadg @ Roof Level mus 1 Height to Top Plate () = Height to Sill/Sole Plate () = Least Horizontal Dimension () = 2a () = a () = ll Load Cases 1 1 4 1E 4E 47.98 79.12 3.47 24.6 4 8 4 Total Horizontal Load () 127.1 Total Horizontal Edge Load (s) 436.22 Wd Loadg @ Roof Level mus 2 Load Case (Transverse) Height to Top Plate () = 1 4 1E 4E Height to Sill/Sole Plate () =.... Least Horizontal Dimension () = 2a () = a () = 4 8 4 Total Horizontal Load (). Total Horizontal Edge Load (s). Page 15 of 146

Lateral Forces 215 Geometry Wd Seismic Design Information Le Edge Distance Interior Trib Le Interior Trib Right Edge Load Interior Load Le Interior Load Right 1 1 7. 356 141 1343 118 826 1343 W 2 7. 4.5 141 141 1622 118 118 1357 1622 W 3 1 4.5 356 141 141 991 88 396 991 W 4 1 6. 356 118 164 7 42 164 W 5 6. 11.5 118 118 265 7 97 1536 265 W 6 11.5 7. 118 118 2183 97 86 1718 2183 W 7 7. 8. 118 141 1954 56 131 144 1954 W 8 1 8. 356 141 1484 131 148 1484 W 9 1 1.25 356 118 1566 97 994 1566 W 1 9.75 1.25 118 118 236 97 97 194 236 W 11 1 1.25 356 118 1566 97 994 1566 W 12 S 13 S 14 S 15 S 16 S 17 S 18 S 19 S Total Load Interior Load Le Interior Load Right Total Load Design Load Wd / Seismic 2 S High Roof Page 16 of 146

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High Roof High Roof Shear Walls 215 Le 1 Wall Segments Shear Force (E) 826 Length () : 7.75 8.333 Shear Force (W) Height () : 9 9 1343 Roof Trib. () : 9.333 9.333 (E) F v () Floor Trib. () : 51.35857738 W dl () : 494.2548 494.2548 (W) F v () Seismic Force (s) : 398.289747 427.971253 83.5432133 Overturng Moment (-) : 3582.26772 3851.739228 Roof () Resistg Moment (-) : 895.853678 1296.15126 35.6 Upli (s) : 15 Shear Wall (E) : SW1 Wall Self Weight () Wd Force (s) : 647.158493 695.841597 Floor () Height/Width Ratio : OK OK 18 Overturng Moment (-) : 5824.426413 6262.573587 Factor Resistg Moment (-) : 895.853678 1296.15126.6 Upli (s) : Height/Width Ratio (E) Height/Width Ratio : OK OK 2. : 1 Shear Wall (W) : SW1 Height/Width Ratio (W) Maximum Upli : 3.5 : 1 Upper Story Hold Down : No Hold Down Req'd No Hold Down Req'd Concrete Strap Tie nchor : No Hold Down Req'd No Hold Down Req'd olt nchor : No Hold Down Req'd No Hold Down Req'd Shear Walls 215 Le 2 Wall Segments Shear Force (E) 1357 Length () : 11 Shear Force (W) Height () : 9 1621.5 Roof Trib. () : 9.333 (E) F v () Floor Trib. () : 123.3636364 W dl () : 494.2548 (W) F v () Seismic Force (s) : 1357 147.4999 Overturng Moment (-) : 12213 Roof () Resistg Moment (-) : 17941.44924 35.6 Upli (s) : Floor () Height/Width Ratio : OK 15 Shear Wall (E) : SW1 Wall Self Weight () Wd Force (s) : 1621.5 18 Overturng Moment (-) : 14593.5 Factor Resistg Moment (-) : 17941.44924.6 Upli (s) : Height/Width Ratio (E) Height/Width Ratio : OK 2. : 1 Shear Wall (W) : SW1 Height/Width Ratio (W) Maximum Upli : 3.5 : 1 Upper Story Hold Down : No Hold Down Req'd Concrete Strap Tie nchor : No Hold Down Req'd olt nchor : No Hold Down Req'd Total (.) 16.8 Total (.) 11. Page 18 of 146

High Roof High Roof Shear Walls 215 Le 3 Wall Segments Shear Force (E) 396 Length () : 8 Shear Force (W) Height () : 9 99.5 Roof Trib. () : 9.333 (E) F v () Floor Trib. () : 49.5 W dl () : 494.2548 (W) F v () Seismic Force (s) : 396 123.8125 Overturng Moment (-) : 3564 Roof () Resistg Moment (-) : 9489.69216 35.6 Upli (s) : Floor () Height/Width Ratio : OK 15 Shear Wall (E) : SW1 Wall Self Weight () Wd Force (s) : 99.5 18 Overturng Moment (-) : 8914.5 Factor Resistg Moment (-) : 9489.69216.6 Upli (s) : Height/Width Ratio (E) Height/Width Ratio : OK 2. : 1 Shear Wall (W) : SW1 Height/Width Ratio (W) Maximum Upli : 3.5 : 1 Upper Story Hold Down : No Hold Down Req'd Concrete Strap Tie nchor : No Hold Down Req'd olt nchor : No Hold Down Req'd Shear Walls 215 Le 4 Wall Segments Shear Force (E) 42 Length () : 5 Shear Force (W) Height () : 9 164 Roof Trib. () : 3 (E) F v () Floor Trib. () : 84 W dl () : 268.8 (W) F v () Seismic Force (s) : 42 212.8 Overturng Moment (-) : 378 Roof () Resistg Moment (-) : 216 35.6 Upli (s) : 352.8 Floor () Height/Width Ratio : OK 15 Shear Wall (E) : SW1 Wall Self Weight () Wd Force (s) : 164 18 Overturng Moment (-) : 9576 Factor Resistg Moment (-) : 216.6 Upli (s) : 1512 Height/Width Ratio (E) Height/Width Ratio : OK 2. : 1 Shear Wall (W) : SW1 Height/Width Ratio (W) Maximum Upli : 1512 3.5 : 1 Upper Story Hold Down : CS16 Concrete Strap Tie nchor : LSTHD8/ LSTHD8RJ olt nchor : HDU2-SDS2.5 Total (.) 8. Total (.) 5. Page 19 of 146

High Roof High Roof Shear Walls 215 Le 5 Wall Segments Shear Force (E) 1535.5 Length () : 9 Shear Force (W) Height () : 9 265 Roof Trib. () : 3 (E) F v () Floor Trib. () : 17.6111111 W dl () : 268.8 (W) F v () Seismic Force (s) : 1535.5 229.4444444 Overturng Moment (-) : 13819.5 Roof () Resistg Moment (-) : 6531.84 35.6 Upli (s) : 89.74 Floor () Height/Width Ratio : OK 15 Shear Wall (E) : SW1 Wall Self Weight () Wd Force (s) : 265 18 Overturng Moment (-) : 18585 Factor Resistg Moment (-) : 6531.84.6 Upli (s) : 1339.24 Height/Width Ratio (E) Height/Width Ratio : OK 2. : 1 Shear Wall (W) : SW1 Height/Width Ratio (W) Maximum Upli : 1339.24 3.5 : 1 Upper Story Hold Down : CS16 Concrete Strap Tie nchor : LSTHD8/ LSTHD8RJ olt nchor : HDU2-SDS2.5 Shear Walls 215 Le 6 Wall Segments Shear Force (E) 1717.5 Length () : 7 Shear Force (W) Height () : 9 2183 Roof Trib. () : 3 (E) F v () Floor Trib. () : 245.3571429 W dl () : 268.8 (W) F v () Seismic Force (s) : 1717.5 311.8571429 Overturng Moment (-) : 15457.5 Roof () Resistg Moment (-) : 3951.36 35.6 Upli (s) : 1643.734286 Floor () Height/Width Ratio : OK 15 Shear Wall (E) : SW1 Wall Self Weight () Wd Force (s) : 2183 18 Overturng Moment (-) : 19647 Factor Resistg Moment (-) : 3951.36.6 Upli (s) : 2242.234286 Height/Width Ratio (E) Height/Width Ratio : OK 2. : 1 Shear Wall (W) : SW1 Height/Width Ratio (W) Maximum Upli : 2242.234286 3.5 : 1 Upper Story Hold Down : (2)CS16 Concrete Strap Tie nchor : STHD1/ STHD1RJ olt nchor : HDU2-SDS2.5 Total (.) 9. Total (.) 7. Page 11 of 146

High Roof High Roof Shear Walls 215 Le 7 Wall Segments Shear Force (E) 144 Length () : 12 Shear Force (W) Height () : 9 1954 Roof Trib. () : 1.333 (E) F v () Floor Trib. () : 12 W dl () : 529.8548 (W) F v () Seismic Force (s) : 144 162.8333333 Overturng Moment (-) : 1296 Roof () Resistg Moment (-) : 22889.72736 35.6 Upli (s) : Floor () Height/Width Ratio : OK 15 Shear Wall (E) : SW1 Wall Self Weight () Wd Force (s) : 1954 18 Overturng Moment (-) : 17586 Factor Resistg Moment (-) : 22889.72736.6 Upli (s) : Height/Width Ratio (E) Height/Width Ratio : OK 2. : 1 Shear Wall (W) : SW1 Height/Width Ratio (W) Maximum Upli : 3.5 : 1 Upper Story Hold Down : No Hold Down Req'd Concrete Strap Tie nchor : No Hold Down Req'd olt nchor : No Hold Down Req'd Shear Walls 215 Le 8 Wall Segments Shear Force (E) 148 Length () : 12 Shear Force (W) Height () : 9 1484 Roof Trib. () : 1.333 (E) F v () Floor Trib. () : 87.33333333 W dl () : 529.8548 (W) F v () Seismic Force (s) : 148 123.6666667 Overturng Moment (-) : 9432 Roof () Resistg Moment (-) : 22889.72736 35.6 Upli (s) : Floor () Height/Width Ratio : OK 15 Shear Wall (E) : SW1 Wall Self Weight () Wd Force (s) : 1484 18 Overturng Moment (-) : 13356 Factor Resistg Moment (-) : 22889.72736.6 Upli (s) : Height/Width Ratio (E) Height/Width Ratio : OK 2. : 1 Shear Wall (W) : SW1 Height/Width Ratio (W) Maximum Upli : 3.5 : 1 Upper Story Hold Down : No Hold Down Req'd Concrete Strap Tie nchor : No Hold Down Req'd olt nchor : No Hold Down Req'd Total (.) 12. Total (.) 12. Page 111 of 146

High Roof High Roof Shear Walls 215 Le 9 Wall Segments Shear Force (E) 994.25 Length () : 5.416666667 Shear Force (W) Height () : 9 1565.5 Roof Trib. () : 3 (E) F v () Floor Trib. () : 183.5538462 W dl () : 268.8 (W) F v () Seismic Force (s) : 994.25 289.153846 Overturng Moment (-) : 8948.25 Roof () Resistg Moment (-) : 2366 35.6 Upli (s) : 1215.184615 Floor () Height/Width Ratio : OK 15 Shear Wall (E) : SW1 Wall Self Weight () Wd Force (s) : 1565.5 18 Overturng Moment (-) : 1489.5 Factor Resistg Moment (-) : 2366.6 Upli (s) : 2164.338462 Height/Width Ratio (E) Height/Width Ratio : OK 2. : 1 Shear Wall (W) : SW1 Height/Width Ratio (W) Maximum Upli : 2164.338462 3.5 : 1 Upper Story Hold Down : (2)CS16 Concrete Strap Tie nchor : STHD1/ STHD1RJ olt nchor : HDU2-SDS2.5 Shear Walls 215 Le 1 Wall Segments Shear Force (E) 194 Length () : 9.5 Shear Force (W) Height () : 9 236 Roof Trib. () : 2 (E) F v () Floor Trib. () : 24.215263 W dl () : 233.2 (W) F v () Seismic Force (s) : 194 248.421526 Overturng Moment (-) : 1746 Roof () Resistg Moment (-) : 6313.89 35.6 Upli (s) : 1173.274737 Floor () Height/Width Ratio : OK 15 Shear Wall (E) : SW1 Wall Self Weight () Wd Force (s) : 236 18 Overturng Moment (-) : 2124 Factor Resistg Moment (-) : 6313.89.6 Upli (s) : 1571.169474 Height/Width Ratio (E) Height/Width Ratio : OK 2. : 1 Shear Wall (W) : SW1 Height/Width Ratio (W) Maximum Upli : 1571.169474 3.5 : 1 Upper Story Hold Down : CS16 Concrete Strap Tie nchor : LSTHD8/ LSTHD8RJ olt nchor : HDU2-SDS2.5 Total (.) 5.42 Total (.) 9.5 Page 112 of 146

Lateral Forces 215 Geometry Wd Seismic Design Information Le Edge Distance Interior Trib Le Interior Trib Right Edge Load Interior Load Le Interior Load Right dd'l Load Roof Le % to Include dd'l Load dd'l Load Roof Le % to Include dd'l Load dd'l Load Roof Le % to Include dd'l Load 1 1 9.17 437 127 162 85 % % % 779 162 W 2 9.17 7. 127 127 1 1% 1343 3397 85 31 1 115% 95 % % 1946 3397 W 3 7. 4.5 127 127 2 1% 1622 382 31 25 2 115% 1561 % % 189 382 W 4 1 4.5 437 127 3 1% 991 1999 25 3 115% 455 % % 568 1999 W 5 1 6. 437 127 4 1% 164 2263 47 4 115% 483 % % 765 2263 W 6 6. 11.5 127 127 5 1% 265 4288 47 68 5 115% 1766 % % 283 4288 W 7 11.5 7. 127 127 6 1% 2183 4533 68 22 6 115% 1975 % % 2911 4533 W 8 7. 8. 127 7 1% 1954 2843 22 35 7 115% 1656 % % 29 2843 W 9 1 8. 437 127 8 1% 1484 2937 35 8 115% 125 % % 1485 2937 W 1 1 13.67 437 127 9 1% 1566 1 25% 59 4328 29 9 115% 1143 1 29% 558 % 297 4328 W 11 6.38 13.67 127 127 1 75% 177 4316 29 29 1 86% 1673 % % 2255 4316 W 12 1 6.38 437 127 11 1% 1566 2813 29 11 115% 1143 % % 1328 2813 W 13 % % % S 14 % % % S 15 % % % S 16 % % % S 17 % % % S 18 % % % S 19 % % % S Total Load Interior Load Le Interior Load Right dd'l Load Roof Le % to Include dd'l Load dd'l Load Roof Le % to Include dd'l Load dd'l Load Roof Le % to Include dd'l Load Total Load Design Load Wd / Seismic 2 % % % S Upper Floor Page 113 of 146

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Upper Floor Upper Floor Shear Walls 215 Le 1 Wall Segments Shear Force (E) #DIV/! Length () : Shear Force (W) Height () : 161.59 Roof Trib. () : (E) F v () Floor Trib. () : #DIV/! W dl () : (W) F v () Seismic Force (s) : #DIV/! Overturng Moment (-) : Roof () Resistg Moment (-) : 35.6 Upli (s) : Floor () Height/Width Ratio : 15 Shear Wall (E) : #DIV/! Wall Self Weight () Wd Force (s) : 18 Overturng Moment (-) : Factor Resistg Moment (-) :.6 Upli (s) : Height/Width Ratio (E) Height/Width Ratio : 2. : 1 Shear Wall (W) : #DIV/! Height/Width Ratio (W) Maximum Upli : 3.5 : 1 Upper Story Hold Down : Concrete Strap Tie nchor : olt nchor : Shear Walls 215 Le 2 Wall Segments Shear Force (E) 26.841176 Length () : 4.25 Shear Force (W) Height () : 9 3396.59 Roof Trib. () : (E) F v () Floor Trib. () : 2 484.93862 W dl () : 192 (W) F v () Seismic Force (s) : 26.841176 799.1976471 Overturng Moment (-) : 18547.5759 Roof () Resistg Moment (-) : 14.4 35.6 Upli (s) : 4119.334256 Seismic Load Multiplied Floor () Height/Width Ratio : by h/2w therefore h/w 15 Shear Wall (E) : SW3 Wall Self Weight () Wd Force (s) : 3396.59 18 Overturng Moment (-) : 3569.31 Factor Resistg Moment (-) : 14.4.6 Upli (s) : 6947.978824 Height/Width Ratio (E) Height/Width Ratio : OK 2. : 1 Shear Wall (W) : SW3 Height/Width Ratio (W) Maximum Upli : 6947.978824 3.5 : 1 Upper Story Hold Down : CMST12 Concrete Strap Tie nchor : No Good olt nchor : HDU8-SDS2.5 Total (.). Total (.) 4.25 Page 115 of 146

Upper Floor Upper Floor Shear Walls 215 Le 3 Wall Segments Shear Force (E) 189.5 Length () : 17.5 Shear Force (W) Height () : 9 382 Roof Trib. () : (E) F v () Floor Trib. () : 11 18.28571 W dl () : 327 (W) F v () Seismic Force (s) : 189.5 176.1142857 Overturng Moment (-) : 171.45 Roof () Resistg Moment (-) : 343.125 35.6 Upli (s) : Floor () Height/Width Ratio : OK 15 Shear Wall (E) : SW1 Wall Self Weight () Wd Force (s) : 382 18 Overturng Moment (-) : 27738 Factor Resistg Moment (-) : 343.125.6 Upli (s) : Height/Width Ratio (E) Height/Width Ratio : OK 2. : 1 Shear Wall (W) : SW1 Height/Width Ratio (W) Maximum Upli : 3.5 : 1 Upper Story Hold Down : No Hold Down Req'd Concrete Strap Tie nchor : No Hold Down Req'd olt nchor : No Hold Down Req'd Shear Walls 215 Le 4 Wall Segments Shear Force (E) 567.9 Length () : 8.75 7.75 Shear Force (W) Height () : 9 9 1999 Roof Trib. () : (E) F v () Floor Trib. () : 4.5 4.5 34.41818182 W dl () : 229.5 229.5 (W) F v () Seismic Force (s) : 31.15999 266.74991 121.1515152 Overturng Moment (-) : 271.431818 24.668182 Roof () Resistg Moment (-) : 5271.328125 4135.33125 35.6 Upli (s) : Floor () Height/Width Ratio : OK OK 15 Shear Wall (E) : SW1 Wall Self Weight () Wd Force (s) : 16.75758 938.9242424 18 Overturng Moment (-) : 954.681818 845.318182 Factor Resistg Moment (-) : 5271.328125 4135.33125.6 Upli (s) : 487.9261364 556.7761364 Height/Width Ratio (E) Height/Width Ratio : OK OK 2. : 1 Shear Wall (W) : SW1 Height/Width Ratio (W) Maximum Upli : 487.9261364 556.7761364 3.5 : 1 Upper Story Hold Down : CS16 CS16 Concrete Strap Tie nchor : LSTHD8/ LSTHD8RJ LSTHD8/ LSTHD8RJ olt nchor : HDU2-SDS2.5 HDU2-SDS2.5 Total (.) 17.5 Total (.) 16.5 Page 116 of 146

Upper Floor Upper Floor Shear Walls 215 Le 5 Wall Segments Shear Force (E) #DIV/! Length () : Shear Force (W) Height () : 2263 Roof Trib. () : (E) F v () Floor Trib. () : #DIV/! W dl () : (W) F v () Seismic Force (s) : #DIV/! Overturng Moment (-) : Roof () Resistg Moment (-) : 35.6 Upli (s) : Floor () Height/Width Ratio : 15 Shear Wall (E) : #DIV/! Wall Self Weight () Wd Force (s) : 18 Overturng Moment (-) : Factor Resistg Moment (-) :.6 Upli (s) : Height/Width Ratio (E) Height/Width Ratio : 2. : 1 Shear Wall (W) : #DIV/! Height/Width Ratio (W) Maximum Upli : 3.5 : 1 Upper Story Hold Down : Concrete Strap Tie nchor : olt nchor : Shear Walls 215 Le 6 Wall Segments Shear Force (E) 382.645815 Length () : 3.333 3.5 Shear Force (W) Height () : 9 9 4287.5 Roof Trib. () : (E) F v () Floor Trib. () : 2 2 559.1461751 W dl () : 192 192 (W) F v () Seismic Force (s) : 1863.63422 1957.11613 627.4696327 Overturng Moment (-) : 16772.7782 17613.1452 Roof () Resistg Moment (-) : 639.87264 75.6 35.6 Upli (s) : 484.334776 483.715576 Floor () Height/Width Ratio : Seismic Load Multiplied by h/2w therefore h/w Seismic Load Multiplied by h/2w therefore h/w 15 Shear Wall (E) : SW3 Wall Self Weight () Wd Force (s) : 291.356286 2196.143714 18 Overturng Moment (-) : 18822.2657 19765.29343 Factor Resistg Moment (-) : 639.87264 75.6.6 Upli (s) : 5455.245894 5445.626694 Height/Width Ratio (E) Height/Width Ratio : OK OK 2. : 1 Shear Wall (W) : SW2 Height/Width Ratio (W) Maximum Upli : 5455.245894 5445.626694 3.5 : 1 Upper Story Hold Down : CMST14 CMST14 Concrete Strap Tie nchor : No Good No Good olt nchor : HDU5-SDS2.5 HDU5-SDS2.5 Total (.). Total (.) 6.83 Page 117 of 146

Upper Floor Upper Floor Shear Walls 215 Le 7 Wall Segments Shear Force (E) 2911.125 Length () : 12 Shear Force (W) Height () : 9 4532.5 Roof Trib. () : (E) F v () Floor Trib. () : 2 242.59375 W dl () : 192 (W) F v () Seismic Force (s) : 2911.125 377.783333 Overturng Moment (-) : 262.125 Roof () Resistg Moment (-) : 8294.4 35.6 Upli (s) : 1492.14375 Floor () Height/Width Ratio : OK 15 Shear Wall (E) : SW1 Wall Self Weight () Wd Force (s) : 4532.5 18 Overturng Moment (-) : 4792.5 Factor Resistg Moment (-) : 8294.4.6 Upli (s) : 278.175 Height/Width Ratio (E) Height/Width Ratio : OK 2. : 1 Shear Wall (W) : SW1 Height/Width Ratio (W) Maximum Upli : 278.175 3.5 : 1 Upper Story Hold Down : (2)CS16 Concrete Strap Tie nchor : STHD1/ STHD1RJ olt nchor : HDU2-SDS2.5 Shear Walls 215 Le 8 Wall Segments Shear Force (E) 29 Length () : 11.5 Shear Force (W) Height () : 9 2843 Roof Trib. () : 1 (E) F v () Floor Trib. () : 7.5 181.739134 W dl () : 63.5 (W) F v () Seismic Force (s) : 29 247.2173913 Overturng Moment (-) : 1881 Roof () Resistg Moment (-) : 2515.875 35.6 Upli (s) : Floor () Height/Width Ratio : OK 15 Shear Wall (E) : SW1 Wall Self Weight () Wd Force (s) : 2843 18 Overturng Moment (-) : 25587 Factor Resistg Moment (-) : 2515.875.6 Upli (s) : 49.73152174 Height/Width Ratio (E) Height/Width Ratio : OK 2. : 1 Shear Wall (W) : SW1 Height/Width Ratio (W) Maximum Upli : 49.73152174 3.5 : 1 Upper Story Hold Down : No Hold Down Req'd Concrete Strap Tie nchor : No Hold Down Req'd olt nchor : No Hold Down Req'd Total (.) 12. Total (.) 11.5 Page 118 of 146

Upper Floor Upper Floor Shear Walls 215 Le 9 Wall Segments Shear Force (E) 1485.2 Length () : 16 Shear Force (W) Height () : 9 2937 Roof Trib. () : 1 (E) F v () Floor Trib. () : 7.5 92.825 W dl () : 63.5 (W) F v () Seismic Force (s) : 1485.2 183.5625 Overturng Moment (-) : 13366.8 Roof () Resistg Moment (-) : 48422.4 35.6 Upli (s) : Floor () Height/Width Ratio : OK 15 Shear Wall (E) : SW1 Wall Self Weight () Wd Force (s) : 2937 18 Overturng Moment (-) : 26433 Factor Resistg Moment (-) : 48422.4.6 Upli (s) : Height/Width Ratio (E) Height/Width Ratio : OK 2. : 1 Shear Wall (W) : SW1 Height/Width Ratio (W) Maximum Upli : 3.5 : 1 Upper Story Hold Down : No Hold Down Req'd Concrete Strap Tie nchor : No Hold Down Req'd olt nchor : No Hold Down Req'd Shear Walls 215 Le 1 Wall Segments Shear Force (E) 297.4515 Length () : 5 5 Shear Force (W) Height () : 9 9 4328.82 Roof Trib. () : 3 3 (E) F v () Floor Trib. () : 2 2 29.74515 W dl () : 298.8 298.8 (W) F v () Seismic Force (s) : 148.72575 148.72575 432.882 Overturng Moment (-) : 9438.53175 9438.53175 Roof () Resistg Moment (-) : 2241 2241 35.6 Upli (s) : 1439.5635 1439.5635 Floor () Height/Width Ratio : OK OK 15 Shear Wall (E) : SW1 Wall Self Weight () Wd Force (s) : 2164.41 2164.41 18 Overturng Moment (-) : 19476.369 19476.369 Factor Resistg Moment (-) : 2241 2241.6 Upli (s) : 3447.738 3447.738 Height/Width Ratio (E) Height/Width Ratio : OK OK 2. : 1 Shear Wall (W) : SW1 Height/Width Ratio (W) Maximum Upli : 3447.738 3447.738 3.5 : 1 Upper Story Hold Down : (2)CS14 (2)CS14 Concrete Strap Tie nchor : STHD14/ STHD14RJ STHD14/ STHD14RJ olt nchor : HDU4-SDS2.5 HDU4-SDS2.5 Total (.) 16. Total (.) 1. Page 119 of 146

Upper Floor Upper Floor Shear Walls 215 Le 11 Wall Segments Shear Force (E) 2536.47 Length () : 4 Shear Force (W) Height () : 9 4315.842 Roof Trib. () : (E) F v () Floor Trib. () : 2 634.1175 W dl () : 192 (W) F v () Seismic Force (s) : 2536.47 178.965 Overturng Moment (-) : 22827.663 Roof () Resistg Moment (-) : 921.6 35.6 Upli (s) : 5476.51575 Floor () Height/Width Ratio : Seismic Load Multiplied by h/2w therefore h/w 15 Shear Wall (E) : SW4 Wall Self Weight () Wd Force (s) : 4315.842 18 Overturng Moment (-) : 38842.578 Factor Resistg Moment (-) : 921.6.6 Upli (s) : 948.2445 Height/Width Ratio (E) Height/Width Ratio : OK 2. : 1 Shear Wall (W) : SW4 Height/Width Ratio (W) Maximum Upli : 948.2445 3.5 : 1 Upper Story Hold Down : No Good Concrete Strap Tie nchor : No Good olt nchor : HDU11-SDS2.5 Shear Walls 215 Le 12 Wall Segments Shear Force (E) #DIV/! Length () : Shear Force (W) Height () : 2812.76 Roof Trib. () : (E) F v () Floor Trib. () : #DIV/! W dl () : (W) F v () Seismic Force (s) : #DIV/! Overturng Moment (-) : Roof () Resistg Moment (-) : 35.6 Upli (s) : Floor () Height/Width Ratio : 15 Shear Wall (E) : #DIV/! Wall Self Weight () Wd Force (s) : 18 Overturng Moment (-) : Factor Resistg Moment (-) :.6 Upli (s) : Height/Width Ratio (E) Height/Width Ratio : 2. : 1 Shear Wall (W) : #DIV/! Height/Width Ratio (W) Maximum Upli : 3.5 : 1 Upper Story Hold Down : Concrete Strap Tie nchor : olt nchor : Total (.) 4. Total (.). Page 12 of 146

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