Structural Calculations

Transcription

1 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 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:

2 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 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 Page 1 of 146

3 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/ 6 o.c. 12 o.c. 1/2 32/16 6 o.c. 12 o.c. 3/4 4/2 6 o.c. 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 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 Page 2 of 146

4 feet meters 2 6 Page 3 of 146

5 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

6 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 : East Hills Circle, ountiful, UT Phone: Page 5 of 146

7 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 : 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 : East Hills Circle, ountiful, UT Phone: Page 6 of 146

8 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 Phone: Page 7 of 146

9 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

10 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 9 of 146

11 Roof Design Page 1 of 146

12 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 P RTED SHETH ING1 1 12/ 3/ / 3/ / 3/ so 3 24/ 3/ /16 7/ /16 1S/ S 11 6S 3 4!2 19/ S 19S /24 23/ /321'1 7/ S 16S 1 7 3S 6/481~ 1-1/ P RTED STURD-1-FLOORigJ 16 oc 19/ S 1 6S 4 2 oc 19/ oc 23/ so oc 7/ S S 48 oc 1-3/ (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. Page 11 of 146

13 Project: 1431 (Larkspur Residence - Thk) Location: Roof Raers High Roof Roof Raer [212 International uildg Code(212 NDS)] TJI 56 / ilevel Trus Joist x 25. FT ( O.C. Section dequate y: 4.7% Controllg Factor: End Reaction DEFLECTIONS Center Right IN L/362 IN L/ IN 2L/338 IN 2L/354 Deflection Criteria: L/24 Deflection Criteria: L/18 RFTER RECTIONS RFTER SUPPORT DT Upli (1.5 F.S) earg Length Web Stiffeners LODS No RECTIONS 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 / ilevel Trus Joist ase Values Moment Cap: Mcap = Cd = Shear Stress: Vcap = Cd = End Reaction: Rcap = 1265 Cd = 1.15 w/ web stiffeners: RcapWS = Cd = 1.15 Interior Reaction: IRcap = Cd = w/ web stiffeners: IRcapWS = Cd = E.I.: EI = djusted Mcap' = Vcap' = Rcap' = RcapWS' = IRcap' = IRcapWS' = EI' = StruCalc Version 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 page of Controllg Moment: Ft from le support of span 3 (Right Span) Created by combg all dead loads and live loads on span(s) 2 Controllg Shear: 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 E Provided xe Page 12 of 146

14 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 enjam Thomas 5ive Engeerg 834 West 75 North Kaysville, UT /5/214 1:46:46 PM page of DEFLECTIONS Le Center IN 2L/822 IN 2L/ IN L/4534 IN L/3989 Deflection Criteria: L/36 Deflection Criteria: L/24 LODING DIGRM RECTIONS Upli (1.5 F.S) earg Length 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 - = Fv' = E' = Fc - ' = UNIFORM LODS Uniform Uniform eam Self Weight Total Uniform Load Le Center Controllg Moment: 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 Provided Page 13 of 146

15 Page 14 of 146

16 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 : P1 Floor : P2 Misc. : P3 Wall : P4 Design Criteria Reactions (s) Options uilt-up eam eam Label : DL LL Le Right Start Dist: P5 DL: Moment llowable D TL.14 LL: Shear 787 llowable D LL.9 TL: 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 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/ LVL LVL LL (K) Dist. (FT) R/F (4) 1 3/4 x 5 1/ 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 /4 x 13 1/ F-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 DF No. 2 DF No. 1 DF No. 1 DF No x DF No x DF No. 1 Parallam eam M Capacity (-) : V Capacity () : Span/ D TL : Span/ D LL : Lumber Grade : 2 11/16 x 9 1/ PSL 3 1/2 x 9 1/4 5 1/4 x 9 1/4 7 x 9 1/ PSL PSL PSL Page 15 of 146

17 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 : P1 Floor : P2 Misc. : P3 Wall : P4 Design Criteria Start Dist: P5 Reactions (s) Le Right Forces Deflections Options uilt-up eam eam Label : DL LL DL: Moment llowable D TL.26 LL: Shear 152 llowable D LL.18 TL: 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/ 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 /4 x 13 1/ F-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 x 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/ PSL PSL PSL PSL Page 16 of 146

18 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 : P1 Floor : P2 Misc. : P3 Wall : P4 Design Criteria Start Dist: P5 Reactions (s) Le Right Forces Deflections Options uilt-up eam eam Label : DL LL DL: Moment llowable D TL.11 LL: Shear 1949 llowable D LL.8 TL: 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/ 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 /4 x 13 1/ F-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 x 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/ PSL PSL PSL PSL Page 17 of 146

19 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 : P1 Floor : P2 Misc. : P3 Wall : P4 Design Criteria Start Dist: P5 Reactions (s) Le Right Forces Deflections Options uilt-up eam eam Label : DL LL DL: Moment llowable D TL.36 LL: Shear 628 llowable D LL.24 TL: 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/ 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 /8 x 9 6 3/4 x 7 1/2 8 3/4 x 9 1 3/4 x /4 x 13 1/ F-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 x x 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 /2 x 9 1/2 5 1/4 x 9 1/4 7 x 9 1/ PSL PSL PSL PSL Page 18 of 146

20 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 : P1 Floor : P2 Misc. : P3 Wall : P4 Design Criteria Start Dist: P5 Reactions (s) Le Right Forces Deflections Options uilt-up eam eam Label : DL LL DL: Moment llowable D TL.11 LL: Shear 1949 llowable D LL.8 TL: 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/ 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 /4 x 13 1/ F-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 x 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/ PSL PSL PSL PSL Page 19 of 146

21 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 : P1 Floor : P2 Misc. : P3 Wall : P4 Design Criteria Start Dist: P5 Reactions (s) Le Right Forces Deflections Options uilt-up eam eam Label : DL LL DL: Moment llowable D TL.21 LL: Shear 4726 llowable D LL.14 TL: 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/ 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 /4 x 13 1/ F-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 x 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/ PSL PSL PSL PSL Page 2 of 146

22 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 : P1 Floor : P2 Misc. : P3 Wall : P4 Design Criteria Start Dist: P5 Reactions (s) Le Right Forces Deflections Options uilt-up eam eam Label : DL LL DL: Moment llowable D TL.14 LL: Shear 1814 llowable D LL.9 TL: 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/ 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 /4 x 13 1/ F-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 x 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/ PSL PSL PSL PSL Page 21 of 146

23 Input Loads RF8 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 : 1. Roof : P1 Floor : P2 Misc. : P3 Wall : P4 Design Criteria Start Dist: P5 Reactions (s) Le Right Forces Deflections Options uilt-up eam eam Label : DL LL DL: Moment llowable D TL.37 LL: Shear 4837 llowable D LL.24 TL: 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/ 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 /4 x 13 1/ F-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 x 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/ PSL PSL PSL PSL Page 22 of 146

24 Project: 1431 (Larkspur Residence - Thk) Location: rf9 Multi-Span Roof eam [215 International uildg Code(212 NDS)] ( 3 ) 1.75 IN x IN x 11. FT (7 + 4 ) 1.9E Microllam - ilevel Trus Joist Section dequate y: 13.6% Controllg Factor: Deflection StruCalc Version CUTIONS * Lamations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center Right IN L/182 IN L/ IN 2L/272 IN 2L/22 Deflection Criteria: L/24 Deflection Criteria: L/18 RECTIONS Upli (1.5 F.S) earg Length EM DT Span Length Unbraced Length-Top Unbraced Length-ottom Roof Pitch Roof Duration Factor Notch Depth 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 - = Fv' = E' = Fc - ' = Controllg Moment: 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 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 Center w Right Right page of 1 Comparisons with required sections: Section Modulus: rea (Shear): Moment of Inertia (deflection): Moment: Shear: NOTES Req'd Provided Page 23 of 146

25 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 : P1 Floor : P2 Misc. : P3 Wall : P4 Design Criteria Start Dist: P5 Reactions (s) Le Right Forces Deflections Options uilt-up eam eam Label : DL LL DL: Moment llowable D TL.16 LL: Shear 2176 llowable D LL.11 TL: 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/ 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 /4 x 13 1/ F-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 x 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 (-) : V Capacity () : Span/ D TL : Span/ D LL : Lumber Grade : PSL PSL PSL PSL Page 24 of 146

26 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 : P1 Floor : P2 Misc. : P3 Wall : P4 Design Criteria Start Dist: P5 Reactions (s) Le Right Forces Deflections Options uilt-up eam eam Label : DL LL DL: Moment llowable D TL.16 LL: Shear 2144 llowable D LL.11 TL: 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/ 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 /4 x 13 1/ F-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 x 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/ PSL PSL PSL PSL Page 25 of 146

27 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 : P1 Floor : P2 Misc. : P3 Wall : P4 Design Criteria Start Dist: P5 Reactions (s) Le Right Forces Deflections Options uilt-up eam eam Label : DL LL DL: Moment llowable D TL.11 LL: Shear 1484 llowable D LL.8 TL: 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/ 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 /4 x 13 1/ F-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 x 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/ PSL PSL PSL PSL Page 26 of 146

28 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 ( ) #2 - Douglas-Fir-Larch (North) - Dry Use Section dequate y: 66.8% Controllg Factor: Deflection StruCalc Version CUTIONS * Lamations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Le Center Right IN 2L/4 IN 2L/ IN L/11 IN L/ IN 2L/4 IN 2L/372 Deflection Criteria: L/24 Deflection Criteria: L/18 RECTIONS Upli (1.5 F.S) earg Length EM DT Span Length Unbraced Length-Top Unbraced Length-ottom Roof Pitch Roof Duration Factor Notch Depth 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 - = Fv' = E' = Fc - ' = Controllg Moment: 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 /4/217 11:6:5 M 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 Le Le Center Center page of Right Right Comparisons with required sections: Section Modulus: rea (Shear): Moment of Inertia (deflection): Moment: Shear: NOTES Req'd Provided Page 27 of 146

29 Input Loads RF14 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 : 1. Roof : P Floor : P2 Misc. : P3 Wall : P4 Design Criteria Start Dist: P5 Reactions (s) Le Right Forces Deflections Options uilt-up eam eam Label : DL LL DL: Moment llowable D TL.74 LL: Shear llowable D LL.49 TL: 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 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 /8 x 16 1/2 6 3/4 x /4 x 13 1/2 1 3/4 x 13 1/2 12 1/4 x 13 1/ F-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 x 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 (-) : V Capacity () : Span/ D TL : Span/ D LL : Lumber Grade : PSL PSL PSL PSL Page 28 of 146

30 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 : P1 Floor : P2 Misc. : P3 Wall : P4 Design Criteria Start Dist: P5 Reactions (s) Le Right Forces Deflections Options uilt-up eam eam Label : DL LL DL: Moment llowable D TL.19 LL: Shear 851 llowable D LL.13 TL: 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/ 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 /4 x 13 1/ F-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 x 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/ PSL PSL PSL PSL Page 29 of 146

31 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 : P1 Floor : P2 Misc. : P3 Wall : 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

32 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 : P1 Floor : P2 Misc. : P3 Wall : P4 Design Criteria Start Dist: P5 Reactions (s) Le Right Forces Deflections Options uilt-up eam eam Label : DL LL DL: Moment llowable D TL.2 LL: Shear 3465 llowable D LL.13 TL: 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/ 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 /4 x 13 1/ F-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 x 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/ PSL PSL PSL PSL Page 31 of 146

33 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 : P1 Floor : P2 Misc. : P3 Wall : P4 Design Criteria Start Dist: P5 Reactions (s) Le Right Forces Deflections Options uilt-up eam eam Label : DL LL DL: Moment llowable D TL.19 LL: Shear 373 llowable D LL.13 TL: 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/ 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 /4 x 13 1/ F-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 x 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 (-) : V Capacity () : Span/ D TL : Span/ D LL : Lumber Grade : PSL PSL PSL PSL Page 32 of 146

34 SST Connector Selector (R): Joist Version (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 d 2-1d OSL Refer to current Wood Construction Connectors catalog for General Notes & Installation Instructions. Page 33 of 146

35 Upper Floor Design Page 34 of 146

36 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 IN 2L/3228 IN 2L/ IN L/5164 IN L/3869 Deflection Criteria: L/36 Deflection Criteria: L/24 RECTIONS earg Length EM DT Span Length Unbraced Length-Top Unbraced Length-ottom Floor Duration Factor Notch Depth 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 - = djusted Fb' = 725 Fv' = E' = Fc - ' = Controllg Moment: 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 LODING DIGRM spiriki 5ive Engeerg 834 West 75 North Kaysville, UT 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 Le FLL = FDL = TW1 = TW2 = WLL = 2/6/217 12:42:17 PM Le Center Center page of Comparisons with required sections: Section Modulus: rea (Shear): Moment of Inertia (deflection): Moment: Shear: NOTES Req'd Provided Page 35 of 146

37 Project: 1431 (Larkspur Residence - Thk) Location: ff2 Multi-Loaded Multi-Span eam [212 International uildg Code(212 NDS)] 1.75 IN x IN x 16. FT 1.9E Microllam - ilevel Trus Joist Section dequate y: 18.6% Controllg Factor: Deflection DEFLECTIONS Center IN L/427 IN L/3 Deflection Criteria: L/36 Deflection Criteria: L/24 RECTIONS earg Length EM DT Span Length Unbraced Length-Top Unbraced Length-ottom Duration Factor Notch Depth MTERIL PROPERTIES 1.9E Microllam - ilevel Trus Joist endg Stress: Shear Stress: Modulus of Elasticity: Comp. to Gra: Center Controllg Moment: 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 - = Req'd djusted Fb' = 264 Fv' = E' = Fc - ' = Provided StruCalc Version LODING DIGRM TR1 UNIFORM LODS Uniform Uniform eam Self Weight Total Uniform Load spiriki 5ive Engeerg 834 West 75 North Kaysville, UT Center POINT LODS - CENTER SPN Load Number One Two Location TR2 w 16 TRPEZOIDL LODS - CENTER SPN Load Number One Two Le Le Right Right Load Start Load End Load Length /6/217 12:43: PM 2 Three TR3 page of Page 36 of 146

38 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 FT ( ) #2 - Douglas-Fir-Larch (North) - Dry Use Section dequate y: 4.2% Controllg Factor: Deflection StruCalc Version CUTIONS * Lamations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Le Center Right IN 2L/374 IN 2L/ IN L/931 IN L/ IN 2L/374 IN 2L/276 Deflection Criteria: L/36 Deflection Criteria: L/24 RECTIONS earg Length EM DT Span Length Unbraced Length-Top Unbraced Length-ottom Floor Duration Factor Notch Depth MTERIL PROPERTIES #2 - Douglas-Fir-Larch (North) endg Stress: Shear Stress: Modulus of Elasticity: Comp. to Gra: Le Center Right Controllg Moment: 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: 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 - = Fv' = E' = Fc - ' = Req'd Provided LODING DIGRM spiriki 5ive Engeerg 834 West 75 North Kaysville, UT /6/217 12:48:11 PM page 1 1 FLOOR LODING Floor Floor Floor Tributary Width Side One Floor Tributary Width Side Two Wall Load FLL = FDL = TW1 = TW2 = WLL = Le Center of Right POINT LODS - LEFT SPN Load Number One * Location.25 RIGHT SPN Load Number One * Location 3.25 * Load obtaed from Load Tracker. See Summary Report for details. EM LODING Reduced Floor Total Total eam Self Weight Le Center Right Page 37 of 146

39 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 IN L/2667 IN L/1772 Deflection Criteria: L/36 Deflection Criteria: L/24 RECTIONS earg Length EM DT Span Length Unbraced Length-Top Floor Duration Factor Notch Depth 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 - = Controllg Moment: 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 - ' = StruCalc Version 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 /6/217 12:44:19 PM Side page of Comparisons with required sections: Section Modulus: rea (Shear): Moment of Inertia (deflection): Moment: Shear: NOTES Req'd Provided Page 38 of 146

40 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 CUTIONS * Lamations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center IN L/1711 IN L/1341 Deflection Criteria: L/36 Deflection Criteria: L/24 RECTIONS earg Length EM DT Span Length Unbraced Length-Top Roof Pitch Floor Duration Factor Roof Duration Factor Notch Depth MTERIL PROPERTIES #2 - Douglas-Fir-Larch (North) endg Stress: Shear Stress: Modulus of Elasticity: Comp. to Gra: Center :12 Controllg Moment: from le support Created by combg all dead and live loads. Controllg Shear: 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 - = Req'd djusted Fb' = 1173 Fv' = E' = Fc - ' = Provided 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: Side 1 Side /6/217 12:49:57 PM wl-roof = wd-roof = wl-floor = wd-floor = SW = wl = wd = wt = wt-cont = Side Side page of Page 39 of 146

41 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 CUTIONS * Lamations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center IN L/4779 IN L/198 Deflection Criteria: L/36 Deflection Criteria: L/24 RECTIONS earg Length EM DT Span Length Unbraced Length-Top Roof Pitch Floor Duration Factor Roof Duration Factor Notch Depth MTERIL PROPERTIES #2 - Douglas-Fir-Larch (North) endg Stress: Shear Stress: Modulus of Elasticity: Comp. to Gra: Center :12 Controllg Moment: 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 - = Req'd djusted Fb' = 12 Fv' = E' = Fc - ' = Provided 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 Location.33 w 6.25 Side 1 Side /6/217 12:51:22 PM 2 Side wl-roof = wd-roof = wl-floor = wd-floor = SW = wl = wd = wt = wt-cont = Side page of Page 4 of 146

42 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 IN L/18 IN L/873 Deflection Criteria: L/24 Deflection Criteria: L/18 RECTIONS earg Length EM DT Span Length Unbraced Length-Top Unbraced Length-ottom Roof Pitch Roof Duration Factor MTERIL PROPERTIES #2 - Douglas-Fir-Larch (North) endg Stress: Shear Stress: Modulus of Elasticity: Comp. to Gra: 1.3 :12 Controllg Moment: 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 - = djusted Fb' = 16 Fv' = E' = Fc - ' = StruCalc Version 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 = 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 Provided Page 41 of 146

43 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 FT 1.9E Microllam - ilevel Trus Joist Section dequate y: 13.3% Controllg Factor: Shear StruCalc Version CUTIONS * Lamations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center IN L/638 IN L/53 Deflection Criteria: L/36 Deflection Criteria: L/24 RECTIONS earg Length EM DT Span Length Unbraced Length-Top Roof Pitch Floor Duration Factor Roof Duration Factor Notch Depth Center :12 MTERIL PROPERTIES 1.9E Microllam - ilevel Trus Joist endg Stress: Shear Stress: Modulus of Elasticity: Comp. to Gra: Controllg Moment: from le support Created by combg all dead and live loads. Controllg Shear: 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 - = Req'd djusted Fb' = 398 Fv' = E' = Fc - ' = Provided 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: Side Side 1 2/6/217 12:54:51 PM wl-roof = wd-roof = wl-floor = wd-floor = SW = wl = wd = wt = wt-cont = Side Side page POINT LODS - CENTER SPN Load Number One * Location 5.5 * Load obtaed from Load Tracker. See Summary Report for details. of Page 42 of 146

44 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 IN L/1155 IN L/929 Deflection Criteria: L/36 Deflection Criteria: L/24 RECTIONS earg Length EM DT Span Length Unbraced Length-Top Roof Pitch Floor Duration Factor Roof Duration Factor Notch Depth MTERIL PROPERTIES #2 - Douglas-Fir-Larch (North) endg Stress: Shear Stress: Modulus of Elasticity: Comp. to Gra: Center :12 Controllg Moment: 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 - = Req'd djusted Fb' = 1271 Fv' = E' = Fc - ' = Provided StruCalc Version 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: Side 1 Side /6/217 12:56:2 PM wl-roof = wd-roof = wl-floor = wd-floor = SW = wl = wd = wt = wt-cont = Side Side page of Page 43 of 146

45 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 CUTIONS * Lamations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center IN L/944 IN L/66 Deflection Criteria: L/36 Deflection Criteria: L/24 RECTIONS earg Length EM DT Span Length Unbraced Length-Top Floor Duration Factor Notch Depth 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 - = Controllg Moment: 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 - ' = 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 /6/217 12:56:57 PM Side page of Comparisons with required sections: Section Modulus: rea (Shear): Moment of Inertia (deflection): Moment: Shear: NOTES Req'd Provided Page 44 of 146

46 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 CUTIONS * Lamations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center IN L/944 IN L/66 Deflection Criteria: L/36 Deflection Criteria: L/24 RECTIONS earg Length EM DT Span Length Unbraced Length-Top Floor Duration Factor Notch Depth 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 - = Controllg Moment: 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 - ' = 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 /6/217 12:57:1 PM Side page of Comparisons with required sections: Section Modulus: rea (Shear): Moment of Inertia (deflection): Moment: Shear: NOTES Req'd Provided Page 45 of 146

47 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 IN L/1733 IN L/1147 Deflection Criteria: L/36 Deflection Criteria: L/24 RECTIONS earg Length EM DT Span Length Unbraced Length-Top Roof Pitch Floor Duration Factor Roof Duration Factor Notch Depth Center MTERIL PROPERTIES #2 - Douglas-Fir-Larch (North) endg Stress: Shear Stress: Modulus of Elasticity: Comp. to Gra: :12 Controllg Moment: 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 - = Req'd djusted Fb' = 115 Fv' = E' = Fc - ' = Provided StruCalc Version 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: Side 1 Side /6/217 12:58:34 PM wl-roof = wd-roof = wl-floor = wd-floor = SW = wl = wd = wt = wt-cont = Side Side page of Page 46 of 146

48 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 CUTIONS * Lamations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center IN L/1241 IN L/792 Deflection Criteria: L/36 Deflection Criteria: L/24 RECTIONS earg Length EM DT Span Length Unbraced Length-Top Floor Duration Factor Notch Depth Center MTERIL PROPERTIES #2 - Douglas-Fir-Larch (North) endg Stress: Shear Stress: Modulus of Elasticity: Comp. to Gra: Controllg Moment: 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 - = Req'd djusted Fb' = 935 Fv' = E' = Fc - ' = Provided 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 = Side /6/217 1::4 PM Side page POINT LODS - CENTER SPN Load Number One * Location 3.33 * Load obtaed from Load Tracker. See Summary Report for details. of Page 47 of 146

49 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 IN L/1666 IN L/11 Deflection Criteria: L/36 Deflection Criteria: L/24 RECTIONS earg Length EM DT Span Length Unbraced Length-Top Floor Duration Factor Notch Depth 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 - = Controllg Moment: 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 - ' = StruCalc Version 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 /6/217 1:2:9 PM Side page of Comparisons with required sections: Section Modulus: rea (Shear): Moment of Inertia (deflection): Moment: Shear: NOTES Req'd Provided Page 48 of 146

50 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 CUTIONS * Lamations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center IN L/233 IN L/1525 Deflection Criteria: L/36 Deflection Criteria: L/24 RECTIONS earg Length EM DT Span Length Unbraced Length-Top Floor Duration Factor Notch Depth 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 - = Controllg Moment: 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 - ' = 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 /6/217 1:1:46 PM Side page of Comparisons with required sections: Section Modulus: rea (Shear): Moment of Inertia (deflection): Moment: Shear: NOTES Req'd Provided Page 49 of 146

51 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 EM DT Span Length Unbraced Length-Top Roof Pitch Floor Duration Factor Roof Duration Factor Notch Depth MTERIL PROPERTIES #2 - Douglas-Fir-Larch (North) endg Stress: Shear Stress: Modulus of Elasticity: Comp. to Gra: Center :12 Controllg Moment: 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 - = Req'd djusted Fb' = 1271 Fv' = E' = Fc - ' = Provided StruCalc Version 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: Side 1 Side /6/217 1:3:37 PM wl-roof = wd-roof = wl-floor = wd-floor = SW = wl = wd = wt = wt-cont = Side Side page of Page 5 of 146

52 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 CUTIONS * Lamations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center IN L/512 IN L/415 Deflection Criteria: L/36 Deflection Criteria: L/24 RECTIONS earg Length EM DT Span Length Unbraced Length-Top Roof Pitch Floor Duration Factor Roof Duration Factor Notch Depth Center :12 MTERIL PROPERTIES 1.9E Microllam - ilevel Trus Joist endg Stress: Shear Stress: Modulus of Elasticity: Comp. to Gra: Controllg Moment: from le support Created by combg all dead and live loads. Controllg Shear: 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 - = Req'd djusted Fb' = 398 Fv' = E' = Fc - ' = Provided 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 Location Side Side 1 2/6/217 1:5: PM wl-roof = wd-roof = wl-floor = wd-floor = SW = wl = wd = wt = wt-cont = 1 Side Side page of Page 51 of 146

53 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 EM DT Span Length Unbraced Length-Top Roof Pitch Floor Duration Factor Roof Duration Factor Notch Depth MTERIL PROPERTIES #2 - Douglas-Fir-Larch (North) endg Stress: Shear Stress: Modulus of Elasticity: Comp. to Gra: Center :12 Controllg Moment: 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 - = Req'd djusted Fb' = 1466 Fv' = E' = Fc - ' = Provided StruCalc Version 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: Side 1 Side /6/217 1:6:27 PM wl-roof = wd-roof = wl-floor = wd-floor = SW = wl = wd = wt = wt-cont = Side Side page of Page 52 of 146

54 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 CUTIONS * Lamations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center IN L/45 IN L/31 Deflection Criteria: L/36 Deflection Criteria: L/24 RECTIONS earg Length EM DT Span Length Unbraced Length-Top Roof Pitch Floor Duration Factor Roof Duration Factor Notch Depth Center :12 MTERIL PROPERTIES 1.9E Microllam - ilevel Trus Joist endg Stress: Shear Stress: Modulus of Elasticity: Comp. to Gra: Controllg Moment: 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 - = Req'd djusted Fb' = 322 Fv' = E' = Fc - ' = Provided 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: w 6.25 Side 1 Side /6/217 1:7:35 PM wl-roof = wd-roof = wl-floor = wd-floor = SW = wl = wd = wt = wt-cont = Side Side page of Page 53 of 146

55 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 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 EM DT Span Length Unbraced Length-Top Roof Pitch Floor Duration Factor Roof Duration Factor Notch Depth MTERIL PROPERTIES #2 - Douglas-Fir-Larch (North) endg Stress: Shear Stress: Modulus of Elasticity: Comp. to Gra: Center :12 Controllg Moment: 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 - = Req'd djusted Fb' = 175 Fv' = E' = Fc - ' = Provided 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: w 2.75 Side 1 Side /6/217 1:8:6 PM wl-roof = wd-roof = wl-floor = wd-floor = SW = wl = wd = wt = wt-cont = Side Side page of Page 54 of 146

56 Project: 1431 (Larkspur Residence - Thk) Location: ff21 Combation Roof nd Floor eam [215 International uildg Code(ISC 14th Ed SD)] W21x55 x FT Section dequate y: 7.% Controllg Factor: Moment DEFLECTIONS Center IN L/388 IN L/291 Deflection Criteria: L/36 Deflection Criteria: L/24 RECTIONS earg Length EM DT Span Length Unbraced Length-Top Roof Pitch Floor Duration Factor Roof Duration Factor STEEL PROPERTIES W21x Center :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 = StruCalc Version 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: w Side 1 Side /6/217 1:1:19 PM wl-roof = wd-roof = wl-floor = wd-floor = SW = wl = wd = wt = wt-cont = Side Side page of Controllg Moment: from le support Created by combg all dead and live loads. Controllg Shear: t support. Created by combg all dead and live loads. Comparisons with required sections: Moment of Inertia (deflection): Moment: Shear: NOTES Req'd Provided Page 55 of 146

57 Project: 1431 (Larkspur Residence - Thk) Location: ff22 Combation Roof nd Floor eam [215 International uildg Code(212 NDS)] ( 3 ) 1.75 IN x IN x 11. FT 1.9E Microllam - ilevel Trus Joist Section dequate y: 4.% Controllg Factor: Moment StruCalc Version CUTIONS * Lamations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center IN L/47 IN L/285 Deflection Criteria: L/36 Deflection Criteria: L/24 RECTIONS earg Length EM DT Span Length Unbraced Length-Top Roof Pitch Floor Duration Factor Roof Duration Factor Notch Depth Center :12 MTERIL PROPERTIES 1.9E Microllam - ilevel Trus Joist endg Stress: Shear Stress: Modulus of Elasticity: Comp. to Gra: Controllg Moment: from le support Created by combg all dead and live loads. Controllg Shear: 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 - = Req'd djusted Fb' = 2994 Fv' = E' = Fc - ' = Provided 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: w 11 Side 1 Side /6/217 1:11:37 PM wl-roof = wd-roof = wl-floor = wd-floor = SW = wl = wd = wt = wt-cont = Side Side page of Page 56 of 146

58 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 EM DT Span Length Unbraced Length-Top Unbraced Length-ottom Roof Pitch Roof Duration Factor MTERIL PROPERTIES #2 - Douglas-Fir-Larch (North) endg Stress: Shear Stress: Modulus of Elasticity: Comp. to Gra: 2.8 :12 Controllg Moment: 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 - = djusted Fb' = 1466 Fv' = E' = Fc - ' = StruCalc Version 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 = 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 Provided Page 57 of 146

59 Project: 1431 (Larkspur Residence - Thk) Location: ff24 Multi-Loaded Multi-Span eam [215 International uildg Code(ISC 14th Ed SD)] W16x26 x FT ( ) Section dequate y: 177.2% Controllg Factor: Moment DEFLECTIONS Le Center Right IN 2L/192 IN 2L/ IN L/5847 IN L/ IN L/MX IN L/MX Deflection Criteria: L/36 Deflection Criteria: L/24 RECTIONS Upli (1.5 F.S) earg Length EM DT Span Length Unbraced Length-Top Unbraced Length-ottom STEEL PROPERTIES W16x Le C Center 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 = StruCalc Version LODING DIGRM w spiriki 5ive Engeerg 834 West 75 North Kaysville, UT TR1 2/6/217 1:24:33 PM 1 page C UNIFORM LODS Uniform Uniform eam Self Weight Total Uniform Load POINT LODS - LEFT SPN Load Number One * Location 6 CENTER SPN Load Number Location RIGHT SPN Load Number Location One * One Le Two Center Three 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 of Controllg Moment: 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: 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 Provided Page 58 of 146

60 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 IN L/76 IN L/578 Deflection Criteria: L/24 Deflection Criteria: L/18 RECTIONS earg Length EM DT Span Length Unbraced Length-Top Unbraced Length-ottom Roof Pitch Roof Duration Factor MTERIL PROPERTIES #2 - Douglas-Fir-Larch (North) endg Stress: Shear Stress: Modulus of Elasticity: Comp. to Gra: 6.3 :12 Controllg Moment: 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 - = djusted Fb' = 1271 Fv' = E' = Fc - ' = StruCalc Version 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 = 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 Provided Page 59 of 146

61 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 CUTIONS * Lamations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center IN L/755 IN L/62 Deflection Criteria: L/24 Deflection Criteria: L/18 RECTIONS earg Length EM DT Span Length Unbraced Length-Top Unbraced Length-ottom Roof Pitch Roof Duration Factor MTERIL PROPERTIES #2 - Douglas-Fir-Larch (North) endg Stress: Shear Stress: Modulus of Elasticity: Comp. to Gra: 7.8 :12 Controllg Moment: 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 - = Fv' = E' = Fc - ' = 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 = 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 Provided Page 6 of 146

62 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 CUTIONS * Lamations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center IN L/1469 IN L/1213 Deflection Criteria: L/24 Deflection Criteria: L/18 RECTIONS earg Length EM DT Span Length Unbraced Length-Top Unbraced Length-ottom Roof Pitch Roof Duration Factor MTERIL PROPERTIES #2 - Douglas-Fir-Larch (North) endg Stress: Shear Stress: Modulus of Elasticity: Comp. to Gra: 4.3 :12 Controllg Moment: 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 - = djusted Fb' = 1173 Fv' = E' = Fc - ' = 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 = 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 Provided Page 61 of 146

63 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 EM DT Span Length Unbraced Length-Top Unbraced Length-ottom Roof Pitch Roof Duration Factor MTERIL PROPERTIES #2 - Douglas-Fir-Larch (North) endg Stress: Shear Stress: Modulus of Elasticity: Comp. to Gra: 3.5 :12 Controllg Moment: 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 - = djusted Fb' = 834 Fv' = E' = Fc - ' = StruCalc Version 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 = 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 Provided Page 62 of 146

64 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 IN L/487 IN L/41 Deflection Criteria: L/24 Deflection Criteria: L/18 RECTIONS earg Length EM DT Span Length Unbraced Length-Top Unbraced Length-ottom Roof Pitch Roof Duration Factor MTERIL PROPERTIES #2 - Douglas-Fir-Larch (North) endg Stress: Shear Stress: Modulus of Elasticity: Comp. to Gra: 4.5 :12 Controllg Moment: 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 - = djusted Fb' = 1466 Fv' = E' = Fc - ' = StruCalc Version 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 = 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 Provided Page 63 of 146

65 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 EM DT Span Length Unbraced Length-Top Unbraced Length-ottom Roof Pitch Roof Duration Factor MTERIL PROPERTIES #2 - Douglas-Fir-Larch (North) endg Stress: Shear Stress: Modulus of Elasticity: Comp. to Gra: 3.5 :12 Controllg Moment: 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 - = djusted Fb' = 834 Fv' = E' = Fc - ' = StruCalc Version 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 = 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 Provided Page 64 of 146

66 Project: 1431 (Larkspur Residence - Thk) Location: ff31 Multi-Span Roof eam [215 International uildg Code(ISC 14th Ed SD)] W16x31 x FT ( ) Section dequate y:.1% Controllg Factor: Deflection DEFLECTIONS Le Center Right IN 2L/24 IN 2L/ IN L/385 IN L/ IN 2L/24 IN 2L/24 Deflection Criteria: L/24 Deflection Criteria: L/18 RECTIONS earg Length EM DT Span Length Unbraced Length-Top Unbraced Length-ottom Roof Pitch 4 :12 STEEL PROPERTIES W16x Le Center 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 = StruCalc Version LODING DIGRM spiriki 5ive Engeerg 834 West 75 North Kaysville, UT /6/217 1:31:14 PM page ROOF LODING Roof Roof Roof Tributary Width Side One Roof Tributary Width Side Two Wall Load RLL = RDL = TW1 = TW2 = WLL = Le Center of Right POINT LODS - LEFT SPN Load Number One * Location.25 RIGHT SPN Load Number One * Location 3.25 * Load obtaed from Load Tracker. See Summary Report for details. EM LODING Total Total (djusted for Roof Pitch) eam Self Weight Le Center Right Controllg Moment: Ft from le support of span 2 (Center Span) Created by combg all dead loads and live loads on span(s) 2 Controllg Shear: 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 Provided Page 65 of 146

67 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 IN L/149 IN L/975 Deflection Criteria: L/36 Deflection Criteria: L/24 RECTIONS earg Length EM DT Span Length Unbraced Length-Top Floor Duration Factor Notch Depth 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 - = Controllg Moment: 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 - ' = StruCalc Version 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 /6/217 1:32:17 PM Side page of Comparisons with required sections: Section Modulus: rea (Shear): Moment of Inertia (deflection): Moment: Shear: NOTES Req'd Provided Page 66 of 146

68 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 IN L/149 IN L/975 Deflection Criteria: L/36 Deflection Criteria: L/24 RECTIONS earg Length EM DT Span Length Unbraced Length-Top Floor Duration Factor Notch Depth 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 - = Controllg Moment: 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 - ' = StruCalc Version 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 /6/217 1:32:29 PM Side page of Comparisons with required sections: Section Modulus: rea (Shear): Moment of Inertia (deflection): Moment: Shear: NOTES Req'd Provided Page 67 of 146

69 Project: 1431 (Larkspur Residence - Thk) Location: Roof Raers Patio Roof Raer [212 International uildg Code(212 NDS)] TJI 21 / ilevel Trus Joist x 13. FT ( O.C. Section dequate y: 22.5% Controllg Factor: End Reaction DEFLECTIONS Center Right IN L/581 IN L/58... IN 2L/14988 IN 2L/Infity Deflection Criteria: L/24 Deflection Criteria: L/18 RFTER RECTIONS RFTER SUPPORT DT earg Length Web Stiffeners LODS No 3.5 No RECTIONS 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 / ilevel Trus Joist ase Values Moment Cap: Mcap = Cd = Shear Stress: Vcap = Cd = End Reaction: Rcap = 15 Cd = 1.15 w/ web stiffeners: RcapWS = Cd = 1.15 Interior Reaction: IRcap = Cd = w/ web stiffeners: IRcapWS = Cd = E.I.: EI = djusted Mcap' = Vcap' = Rcap' = RcapWS' = IRcap' = IRcapWS' = EI' = StruCalc Version 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 of Controllg Moment: Ft from le support of span 3 (Right Span) Created by combg all dead loads and live loads on span(s) 2 Controllg Shear: 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 E Provided xe Page 68 of 146

70 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 ( O.C. Section dequate y: 1.1% Controllg Factor: Deflection DEFLECTIONS Center Right IN L/648 IN L/ IN 2L/264 IN 2L/266 Deflection Criteria: L/24 Deflection Criteria: L/18 RFTER RECTIONS RFTER SUPPORT DT Upli (1.5 F.S) earg Length Web Stiffeners LODS No RECTIONS No RFTER DT Interior Eave Span Length 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 = Shear Stress: Vcap = Cd = End Reaction: Rcap = 1265 Cd = 1.15 w/ web stiffeners: RcapWS = Cd = 1.15 Interior Reaction: IRcap = Cd = w/ web stiffeners: IRcapWS = Cd = E.I.: EI = djusted Mcap' = Vcap' = Rcap' = RcapWS' = IRcap' = IRcapWS' = EI' = StruCalc Version 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 L-adj = L-Eave-adj = wl-adj = wl-eave-adj = wd-adj = wt-adj = wt-eave-adj = page of Controllg Moment: 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 E Provided xe Page 69 of 146

71 Project: 1431 (Larkspur Residence - Thk) Location: Floor Joists (Kitchen) Floor Joist [212 International uildg Code(212 NDS)] TJI 56 / ilevel Trus Joist x O.C. Section dequate y: 1.8% Controllg Factor: Deflection StruCalc Version enjam Thomas 5ive Engeerg 834 West 75 North Kaysville, UT /6/214 9:17:18 M page of DEFLECTIONS Center IN L/54 IN L/367 Deflection Criteria: L/48 Deflection Criteria: L/36 LODING DIGRM RECTIONS earg Length Web Stiffeners No 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 / ilevel Trus Joist ase Values Moment Cap: Mcap = Cd = Shear Stress: Vcap = Cd = End Reaction: Rcap = 1265 Cd = 1. w/ web stiffeners: RcapWS = Cd = 1. Interior Reaction: IRcap = Cd = 1. 3 w/ web stiffeners: IRcapWS = Cd = E.I.: EI = djusted Mcap' = 95 - Vcap' = Rcap' = RcapWS' = IRcap' = IRcapWS' = EI' = JOIST LODING Uniform Floor Loadg TL dj. For Joist Spacg LL = DL = TL = wt = 22.5 Center Controllg Moment: 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 E Provided xe Page 7 of 146

72 Project: 1431 (Larkspur Residence - Thk) Location: Floor Joists (Guest Suite) Floor Joist [212 International uildg Code(212 NDS)] TJI 21 / ilevel Trus Joist x O.C. Section dequate y: 16.8% Controllg Factor: Deflection StruCalc Version enjam Thomas 5ive Engeerg 834 West 75 North Kaysville, UT /6/214 9:2:54 M page of DEFLECTIONS Center IN L/578 IN L/421 Deflection Criteria: L/48 Deflection Criteria: L/36 LODING DIGRM RECTIONS earg Length Web Stiffeners No 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 / ilevel Trus Joist ase Values Moment Cap: Mcap = Cd = Shear Stress: Vcap = Cd = End Reaction: Rcap = 15 Cd = 1. w/ web stiffeners: RcapWS = Cd = 1. Interior Reaction: IRcap = Cd = w/ web stiffeners: IRcapWS = Cd = E.I.: EI = djusted Mcap' = Vcap' = Rcap' = RcapWS' = IRcap' = IRcapWS' = EI' = JOIST LODING Uniform Floor Loadg TL dj. For Joist Spacg LL = DL = TL = wt = 17 Center Controllg Moment: 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 E Provided xe Page 71 of 146

73 Project: 1431 (Larkspur Residence - Thk) Location: Floor Joists (Dg) Floor Joist [212 International uildg Code(212 NDS)] TJI 21 / ilevel Trus Joist x O.C. Section dequate y: 3.5% Controllg Factor: End Reaction StruCalc Version enjam Thomas 5ive Engeerg 834 West 75 North Kaysville, UT /6/214 9:12:42 M page of DEFLECTIONS Center IN L/66 IN L/48 Deflection Criteria: L/48 Deflection Criteria: L/36 LODING DIGRM RECTIONS earg Length Web Stiffeners No 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 / ilevel Trus Joist ase Values Moment Cap: Mcap = Cd = Shear Stress: Vcap = Cd = End Reaction: Rcap = 15 Cd = 1. w/ web stiffeners: RcapWS = Cd = 1. Interior Reaction: IRcap = Cd = w/ web stiffeners: IRcapWS = Cd = E.I.: EI = djusted Mcap' = Vcap' = Rcap' = RcapWS' = IRcap' = IRcapWS' = EI' = JOIST LODING Uniform Floor Loadg TL dj. For Joist Spacg LL = DL = TL = wt = 14 Center Controllg Moment: 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 E Provided xe Page 72 of 146

74 Page 73 of 146

75 asement Floor Design Page 74 of 146

76 Project: 1431 (Larkspur Residence - Thk) Location: Floor Joist (Garage) Floor Joist [212 International uildg Code(212 NDS)] TJI 36 / ilevel Trus Joist x FT ( O.C. Section dequate y: 13.8% Controllg Factor: Deflection StruCalc Version enjam Thomas 5ive Engeerg 834 West 75 North Kaysville, UT /11/214 9:4:6 M page of DEFLECTIONS Le Center IN 2L/546 IN 2L/ 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 No No EM DT Le Center Span Length Unbraced Length-Top Unbraced Length-ottom Floor sheathg applied to top of joists-top of joists fully braced. Floor Duration Factor 1. I-JOIST PROPERTIES TJI 36 / ilevel Trus Joist ase Values Moment Cap: Mcap = Cd = Shear Stress: Vcap = Cd = End Reaction: Rcap = 18 Cd = 1. w/ web stiffeners: RcapWS = Cd = 1. Interior Reaction: IRcap = Cd = w/ web stiffeners: IRcapWS = Cd = E.I.: EI = djusted Mcap' = Vcap' = Rcap' = RcapWS' = IRcap' = IRcapWS' = EI' = JOIST LODING Uniform Floor Loadg TL dj. For Joist Spacg LL = DL = TL = wt = Le Center Controllg Moment: Ft from le support of span 3 (Right Span) Created by combg all dead and live loads. Controllg Shear: 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 E Provided xe Page 75 of 146

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78 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 CUTIONS * Lamations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center IN L/142 IN L/676 Deflection Criteria: L/36 Deflection Criteria: L/24 RECTIONS earg Length EM DT Span Length Unbraced Length-Top Floor Duration Factor Notch Depth MTERIL PROPERTIES #2 - Douglas-Fir-Larch (North) endg Stress: Shear Stress: Modulus of Elasticity: Comp. to Gra: Center Controllg Moment: 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 - = Fv' = E' = Fc - ' = 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 /9/217 12:58:59 PM Side page of Comparisons with required sections: Section Modulus: rea (Shear): Moment of Inertia (deflection): Moment: Shear: NOTES Req'd Provided Page 77 of 146

79 Project: 1431 (Larkspur Residence - Thk) Location: bf2 Uniformly Loaded Floor eam [215 International uildg Code(ISC 14th Ed SD)] W21x62 x 21. FT Section dequate y:.% Controllg Factor: Moment DEFLECTIONS Center IN L/571 IN L/411 Deflection Criteria: L/36 Deflection Criteria: L/24 RECTIONS earg Length EM DT Span Length Unbraced Length-Top STEEL PROPERTIES W21x 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 = StruCalc Version 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 /9/217 12:59:13 PM Side page POINT LODS - CENTER SPN Load Number One * Two Location * Load obtaed from Load Tracker. See Summary Report for details. of Controllg Moment: from le support Created by combg all dead and live loads. Controllg Shear: t support. Created by combg all dead and live loads. Comparisons with required sections: Moment of Inertia (deflection): Moment: Shear: NOTES Req'd Provided Page 78 of 146

80 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 FT 1.9E Microllam - ilevel Trus Joist Section dequate y: 6.6% Controllg Factor: Deflection StruCalc Version CUTIONS * Lamations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center IN L/384 IN L/299 Deflection Criteria: L/36 Deflection Criteria: L/24 RECTIONS earg Length EM DT Span Length Unbraced Length-Top Floor Duration Factor Notch Depth 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 - = Controllg Moment: from le support Created by combg all dead and live loads. Controllg Shear: t support. Created by combg all dead and live loads. djusted Fb' = 2694 Fv' = E' = Fc - ' = 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 = Side /9/217 12:59:28 PM Side page of Comparisons with required sections: Section Modulus: rea (Shear): Moment of Inertia (deflection): Moment: Shear: NOTES Req'd Provided Page 79 of 146

81 Project: 1431 (Larkspur Residence - Thk) Location: bf4 Uniformly Loaded Floor eam [215 International uildg Code(212 NDS)] ( 3 ) 1.75 IN x IN x 1.5 FT 1.9E Microllam - ilevel Trus Joist Section dequate y: 28.1% Controllg Factor: Moment StruCalc Version CUTIONS * Lamations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center IN L/481 IN L/398 Deflection Criteria: L/36 Deflection Criteria: L/24 RECTIONS earg Length EM DT Span Length Unbraced Length-Top Floor Duration Factor Notch Depth 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 - = Controllg Moment: 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 - ' = 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 /9/217 1::49 PM Side page of Comparisons with required sections: Section Modulus: rea (Shear): Moment of Inertia (deflection): Moment: Shear: NOTES Req'd Provided Page 8 of 146

82 Project: 1431 (Larkspur Residence - Thk) Location: bf5 Uniformly Loaded Floor eam [215 International uildg Code(ISC 14th Ed SD)] W16x36 x FT Section dequate y: 29.1% Controllg Factor: Deflection DEFLECTIONS Center IN L/465 IN L/364 Deflection Criteria: L/36 Deflection Criteria: L/24 RECTIONS earg Length EM DT Span Length Unbraced Length-Top STEEL PROPERTIES W16x Center 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 = StruCalc Version 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 Location Side /9/217 1:4:58 PM Side page of Controllg Moment: from le support Created by combg all dead and live loads. Controllg Shear: t support. Created by combg all dead and live loads. Comparisons with required sections: Moment of Inertia (deflection): Moment: Shear: NOTES Req'd Provided Page 81 of 146

83 Project: 1431 (Larkspur Residence - Thk) Location: bf6 Uniformly Loaded Floor eam [215 International uildg Code(212 NDS)] ( 4 ) 1.75 IN x IN x 22. FT 1.9E Microllam - ilevel Trus Joist Section dequate y:.4% Controllg Factor: Deflection StruCalc Version CUTIONS * Lamations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center IN L/387 IN L/241 Deflection Criteria: L/36 Deflection Criteria: L/24 RECTIONS earg Length EM DT Span Length Unbraced Length-Top Floor Duration Factor Notch Depth 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 - = Controllg Moment: 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 - ' = 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 /9/217 1:7:52 PM Side page of Comparisons with required sections: Section Modulus: rea (Shear): Moment of Inertia (deflection): Moment: Shear: NOTES Req'd Provided Page 82 of 146

84 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 CUTIONS * Lamations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center IN L/483 IN L/26 Deflection Criteria: L/36 Deflection Criteria: L/24 RECTIONS earg Length EM DT Span Length Unbraced Length-Top Floor Duration Factor Notch Depth 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 - = Controllg Moment: from le support Created by combg all dead and live loads. Controllg Shear: t support. Created by combg all dead and live loads. djusted Fb' = 246 Fv' = E' = Fc - ' = 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 /9/217 1:1:18 PM Side page of Comparisons with required sections: Section Modulus: rea (Shear): Moment of Inertia (deflection): Moment: Shear: NOTES Req'd Provided Page 83 of 146

85 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 CUTIONS * Lamations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center IN L/247 IN L/115 Deflection Criteria: L/36 Deflection Criteria: L/24 RECTIONS earg Length EM DT Span Length Unbraced Length-Top Floor Duration Factor Notch Depth 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 - = Controllg Moment: 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 - ' = 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 /9/217 1:11:28 PM Side page of Comparisons with required sections: Section Modulus: rea (Shear): Moment of Inertia (deflection): Moment: Shear: NOTES Req'd Provided Page 84 of 146

86 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 IN L/2693 IN L/1234 Deflection Criteria: L/36 Deflection Criteria: L/24 RECTIONS earg Length EM DT Span Length Unbraced Length-Top Floor Duration Factor Notch Depth 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=1.3 Fv = Cd=1. E = Fc - = Controllg Moment: 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 - ' = StruCalc Version 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 /9/217 1:26: PM Side page of Comparisons with required sections: Section Modulus: rea (Shear): Moment of Inertia (deflection): Moment: Shear: NOTES Req'd Provided Page 85 of 146

87 Project: 1431 (Larkspur Residence - Thk) Location: bf1 Uniformly Loaded Floor eam [215 International uildg Code(212 NDS)] ( 3 ) 1.5 IN x IN x FT #2 - Douglas-Fir-Larch (North) - Dry Use Section dequate y: 4.9% Controllg Factor: Moment StruCalc Version CUTIONS * Lamations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center IN L/2136 IN L/122 Deflection Criteria: L/36 Deflection Criteria: L/24 RECTIONS earg Length EM DT Span Length Unbraced Length-Top Floor Duration Factor Notch Depth MTERIL PROPERTIES #2 - Douglas-Fir-Larch (North) endg Stress: Shear Stress: Modulus of Elasticity: Comp. to Gra: Center Controllg Moment: 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 - = Fv' = E' = Fc - ' = 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 Side /9/217 1:13:11 PM Side page of Comparisons with required sections: Section Modulus: rea (Shear): Moment of Inertia (deflection): Moment: Shear: NOTES Req'd Provided Page 86 of 146

88 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 IN L/1582 IN L/561 Deflection Criteria: L/36 Deflection Criteria: L/24 RECTIONS earg Length EM DT Span Length Unbraced Length-Top Floor Duration Factor Notch Depth 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 - = Controllg Moment: 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 - ' = StruCalc Version 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 /9/217 1:46:24 PM Side page of Comparisons with required sections: Section Modulus: rea (Shear): Moment of Inertia (deflection): Moment: Shear: NOTES Req'd Provided Page 87 of 146

89 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 CUTIONS * Lamations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center IN L/1358 IN L/483 Deflection Criteria: L/36 Deflection Criteria: L/24 RECTIONS earg Length EM DT Span Length Unbraced Length-Top Floor Duration Factor Notch Depth 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 - = Controllg Moment: 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 - ' = 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 /9/217 1:14:56 PM Side page of Comparisons with required sections: Section Modulus: rea (Shear): Moment of Inertia (deflection): Moment: Shear: NOTES Req'd Provided Page 88 of 146

90 Project: 1431 (Larkspur Residence - Thk) Location: bf13 Uniformly Loaded Floor eam [215 International uildg Code(ISC 14th Ed SD)] W16x26 x 6.5 FT Section dequate y: 46.4% Controllg Factor: Moment DEFLECTIONS Center IN L/23 IN L/1467 Deflection Criteria: L/36 Deflection Criteria: L/24 RECTIONS earg Length EM DT Span Length Unbraced Length-Top STEEL PROPERTIES W16x 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 = StruCalc Version 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 Location 3.75 w 6.5 2/9/217 1:16:39 PM 1 Side Side page of Controllg Moment: from le support Created by combg all dead and live loads. Controllg Shear: t support. Created by combg all dead and live loads. Comparisons with required sections: Moment of Inertia (deflection): Moment: Shear: NOTES Req'd Provided Page 89 of 146

91 Project: 1431 (Larkspur Residence - Thk) Location: bf14 Uniformly Loaded Floor eam [215 International uildg Code(ISC 14th Ed SD)] 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 EM DT Span Length Unbraced Length-Top STEEL PROPERTIES W16x 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 = StruCalc Version 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 /9/217 1:18:4 PM Side page POINT LODS - CENTER SPN Load Number One * Two * Location * Load obtaed from Load Tracker. See Summary Report for details. of 2 Controllg Moment: 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 Provided Page 9 of 146

92 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 CUTIONS * Lamations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center IN L/3161 IN L/1717 Deflection Criteria: L/36 Deflection Criteria: L/24 RECTIONS earg Length EM DT Span Length Unbraced Length-Top Floor Duration Factor Notch Depth 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 - = Controllg Moment: from le support Created by combg all dead and live loads. Controllg Shear: t support. Created by combg all dead and live loads. djusted Fb' = 12 Fv' = E' = Fc - ' = 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 /9/217 1:19:5 PM Side page of Comparisons with required sections: Section Modulus: rea (Shear): Moment of Inertia (deflection): Moment: Shear: NOTES Req'd Provided Page 91 of 146

93 Project: 1431 (Larkspur Residence - Thk) Location: bf16 Uniformly Loaded Floor eam [215 International uildg Code(ISC 14th Ed SD)] W16x26 x 13. FT Section dequate y: 31.6% Controllg Factor: Moment DEFLECTIONS Center IN L/2565 IN L/1612 Deflection Criteria: L/36 Deflection Criteria: L/24 RECTIONS earg Length EM DT Span Length Unbraced Length-Top STEEL PROPERTIES W16x 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 = StruCalc Version 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 Side Side page of Controllg Moment: from le support Created by combg all dead and live loads. Controllg Shear: t support. Created by combg all dead and live loads. Comparisons with required sections: Moment of Inertia (deflection): Moment: Shear: NOTES Req'd Provided Page 92 of 146

94 SST Connector Selector (R): Joist Version (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 1.75x 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 LUS d 3-1d LUS SD SD LUS dx d LUS d 4-1d LUS d 3-16d LUS d 4-16d LUS dx d LUS SD SD LUS d 6-1d LUS dx d LUS d 6-16d U d 6-1d U d 6-1d U dx d HUS d 6-1d HUS SD SD HUSC d 6-1d HUSC SD SD HUS d 6-16d HUS dx d HUSC d 6-16d HUSC dx d HUS SD SD HUS d 8-1d HUSC d 8-1d HUSC SD SD HUS dx d HUSC dx d HUS d 8-16d HUSC d 8-16d HU d 4-1d HUC d 4-1d HU d 4-1d HUC d 4-1d HU dx d HUC dx d HU d 6-1d HUC d 6-1d HU d 6-1d HUC d 6-1d HU dx d HUC dx d HU d 6-1d HUC d 6-1d HU d 6-1d HUC d 6-1d HU dx d HUC21-2 Designed by: PT dx d HU21-2 Reviewed by: PT d 1-1d Page of 146 HUC d 1-1d

95 SST Connector Selector (R): Joist Version (2/8/214) Page 2 9:3 6/11/14 HU d 1-1d HUC d 1-1d HU dx d HUC dx d LSSU d 12-1dx LSSU d 12-1dx WNP d 2-1d WNPU d 4-16d 6-1d Refer to current Wood Construction Connectors catalog for General Notes & Installation Instructions. Page 94 of 146

96 SST Connector Selector (R): Joist Version (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 1.75x DL 3553 None None Model W H TF TF Fstnr Face Fstnr Joist Fstnr Load Upli Icost HHUS SD12128-SD HHUS d 8-16d / d 1-1d 8-1dx / d 1-16d 8-1dx HHUS d 1-1d HHUS SD12121-SD HHUS d 1-16d / d 8-1d 6-1d / d 8-16d 6-16d H3.56/ d 16-16d 1-16d WPU3.56/ d 4-16d 6-1d HUI411.88TF d 12-16d 6-1d HUCQ41-SDS SDS 1/4x2-1/2 6-SDS 1/4x2-1/ HUCQ412-SDS SDS 1/4x2-1/2 6-SDS 1/4x2-1/ HWI d 2-1d HWI d 2-1d HWU3.56/ d 4-16d 6-1d HGUS d 16-1d HGUS SD SD HGUS d 16-16d OHU41-SDS SDS 1/4x36-SDS 1/4x HGUS d 2-1d HGUS SD12122-SD HGUS d 2-16d OHU412-SDS SDS 1/4x38-SDS 1/4x HGUQ41-SDS SDS 1/4x38-SDS 1/4x GLTV d 6-16d 6-16d HGLTV d 12-16d 6-16d HGLTV d 12-16d 6-16d H= HGU3.63-SDS SDS 1/4x2-1/2 24-SDS 1/4x2-1/ H= LGU3.63-SDS SDS 1/4x2-1/2 12-SDS 1/4x2-1/ H= MGU3.63-SDS SDS 1/4x2-1/2 16-SDS 1/4x2-1/ H= Refer to current Wood Construction Connectors catalog for General Notes & Installation Instructions. Page 95 of 146

97 SST Connector Selector (R): Joist Version (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 8.75x None None Model W H TF TF Fstnr Face Fstnr Joist Fstnr Load Upli Icost HGLT /4 WELD 6-N H=13.5 HGLTV /4 WELD 6-16d H=13.5 Refer to current Wood Construction Connectors catalog for General Notes & Installation Instructions. Page 96 of 146

98 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

99 Page 98 of 146

100 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

101 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 = K 1 =.3355 K 2 = K 3 = 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 = s Yield Mode I s Z Is = s Yield Mode II Z II = s Yield Mode III m Z IIIm = s Yield Mode III s Z IIIm = s Yield Mode IV Z IV = s Z = 164 s Use 9 bolts Page 1 of 146

102 Lateral Design Page 11 of 146

103 Earthquake Design ased on SCE 7-1 & IC 215 Design Input Design Method : uildg Height (.) : # 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 ) : *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 (page 228) Page 12 of 146

104 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) = 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 Step 4 Mean Roof Height, z = zg = a = Velocity Pressure Exposure Coefficient, Kz =.929 Step 5 Velocity Pressure, qz = Step 6 Roof Pitch = 5 /12 Roof ngle = 23. degrees Page 13 of 146

105 Roof ngle External Pressure Coefficients Load Case - (Transverse) uildg Surface E 2E 3E 4E Roof ngle External Pressure Coefficients Load Case - (Longitudal) uildg Surface E 2E 3E 4E 5E 6E Step 7 Load Case (Transverse) E 2E 3E 4E Load Case - (Longitudal) E 2E 3E 4E 5E 6E Page 14 of 146

106 Wd Roof Level Height to Ridge () = Height to Top Plate () = Height to Sill/Sole Plate () = Least Horizontal Dimension () = 2a () = a () = 25.3 Load Case (Transverse) E 2E 3E 4E Total Horizontal Load () Total Horizontal Edge Load (s) Load Case (Longitudal) E 2E 3E 4E 5E 6E Total Horizontal Load () Total Horizontal Edge Load (s) Wd Roof Level mus 1 Height to Top Plate () = Height to Sill/Sole Plate () = Least Horizontal Dimension () = 2a () = a () = ll Load Cases E 4E Total Horizontal Load () Total Horizontal Edge Load (s) Wd 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 () = Total Horizontal Load (). Total Horizontal Edge Load (s). Page 15 of 146

107 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 W W W W W W W W W W 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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109 High Roof High Roof Shear Walls 215 Le 1 Wall Segments Shear Force (E) 826 Length () : Shear Force (W) Height () : Roof Trib. () : (E) F v () Floor Trib. () : W dl () : (W) F v () Seismic Force (s) : Overturng Moment (-) : Roof () Resistg Moment (-) : Upli (s) : 15 Shear Wall (E) : SW1 Wall Self Weight () Wd Force (s) : Floor () Height/Width Ratio : OK OK 18 Overturng Moment (-) : Factor Resistg Moment (-) : 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 () : Roof Trib. () : (E) F v () Floor Trib. () : W dl () : (W) F v () Seismic Force (s) : Overturng Moment (-) : Roof () Resistg Moment (-) : Upli (s) : Floor () Height/Width Ratio : OK 15 Shear Wall (E) : SW1 Wall Self Weight () Wd Force (s) : Overturng Moment (-) : Factor Resistg Moment (-) : 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

110 High Roof High Roof Shear Walls 215 Le 3 Wall Segments Shear Force (E) 396 Length () : 8 Shear Force (W) Height () : Roof Trib. () : (E) F v () Floor Trib. () : 49.5 W dl () : (W) F v () Seismic Force (s) : Overturng Moment (-) : 3564 Roof () Resistg Moment (-) : Upli (s) : Floor () Height/Width Ratio : OK 15 Shear Wall (E) : SW1 Wall Self Weight () Wd Force (s) : Overturng Moment (-) : Factor Resistg Moment (-) : 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 () : Roof Trib. () : 3 (E) F v () Floor Trib. () : 84 W dl () : (W) F v () Seismic Force (s) : Overturng Moment (-) : 378 Roof () Resistg Moment (-) : Upli (s) : Floor () Height/Width Ratio : OK 15 Shear Wall (E) : SW1 Wall Self Weight () Wd Force (s) : Overturng Moment (-) : 9576 Factor Resistg Moment (-) : Upli (s) : 1512 Height/Width Ratio (E) Height/Width Ratio : OK 2. : 1 Shear Wall (W) : SW1 Height/Width Ratio (W) Maximum Upli : : 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

111 High Roof High Roof Shear Walls 215 Le 5 Wall Segments Shear Force (E) Length () : 9 Shear Force (W) Height () : Roof Trib. () : 3 (E) F v () Floor Trib. () : W dl () : (W) F v () Seismic Force (s) : Overturng Moment (-) : Roof () Resistg Moment (-) : Upli (s) : Floor () Height/Width Ratio : OK 15 Shear Wall (E) : SW1 Wall Self Weight () Wd Force (s) : Overturng Moment (-) : Factor Resistg Moment (-) : Upli (s) : Height/Width Ratio (E) Height/Width Ratio : OK 2. : 1 Shear Wall (W) : SW1 Height/Width Ratio (W) Maximum Upli : : 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) Length () : 7 Shear Force (W) Height () : Roof Trib. () : 3 (E) F v () Floor Trib. () : W dl () : (W) F v () Seismic Force (s) : Overturng Moment (-) : Roof () Resistg Moment (-) : Upli (s) : Floor () Height/Width Ratio : OK 15 Shear Wall (E) : SW1 Wall Self Weight () Wd Force (s) : Overturng Moment (-) : Factor Resistg Moment (-) : Upli (s) : Height/Width Ratio (E) Height/Width Ratio : OK 2. : 1 Shear Wall (W) : SW1 Height/Width Ratio (W) Maximum Upli : : 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

112 High Roof High Roof Shear Walls 215 Le 7 Wall Segments Shear Force (E) 144 Length () : 12 Shear Force (W) Height () : Roof Trib. () : (E) F v () Floor Trib. () : 12 W dl () : (W) F v () Seismic Force (s) : Overturng Moment (-) : 1296 Roof () Resistg Moment (-) : Upli (s) : Floor () Height/Width Ratio : OK 15 Shear Wall (E) : SW1 Wall Self Weight () Wd Force (s) : Overturng Moment (-) : Factor Resistg Moment (-) : 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 () : Roof Trib. () : (E) F v () Floor Trib. () : W dl () : (W) F v () Seismic Force (s) : Overturng Moment (-) : 9432 Roof () Resistg Moment (-) : Upli (s) : Floor () Height/Width Ratio : OK 15 Shear Wall (E) : SW1 Wall Self Weight () Wd Force (s) : Overturng Moment (-) : Factor Resistg Moment (-) : 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

113 High Roof High Roof Shear Walls 215 Le 9 Wall Segments Shear Force (E) Length () : Shear Force (W) Height () : Roof Trib. () : 3 (E) F v () Floor Trib. () : W dl () : (W) F v () Seismic Force (s) : Overturng Moment (-) : Roof () Resistg Moment (-) : Upli (s) : Floor () Height/Width Ratio : OK 15 Shear Wall (E) : SW1 Wall Self Weight () Wd Force (s) : Overturng Moment (-) : Factor Resistg Moment (-) : Upli (s) : Height/Width Ratio (E) Height/Width Ratio : OK 2. : 1 Shear Wall (W) : SW1 Height/Width Ratio (W) Maximum Upli : : 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 () : Roof Trib. () : 2 (E) F v () Floor Trib. () : W dl () : (W) F v () Seismic Force (s) : Overturng Moment (-) : 1746 Roof () Resistg Moment (-) : Upli (s) : Floor () Height/Width Ratio : OK 15 Shear Wall (E) : SW1 Wall Self Weight () Wd Force (s) : Overturng Moment (-) : 2124 Factor Resistg Moment (-) : Upli (s) : Height/Width Ratio (E) Height/Width Ratio : OK 2. : 1 Shear Wall (W) : SW1 Height/Width Ratio (W) Maximum Upli : : 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

114 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 % % % W % % 95 % % W % % 1561 % % W % % 455 % % W % % 483 % % W % % 1766 % % W % % 1975 % % W % % 1656 % % W % % 125 % % W % % % % 558 % W % % 1673 % % W % % 1143 % % 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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116 Upper Floor Upper Floor Shear Walls 215 Le 1 Wall Segments Shear Force (E) #DIV/! Length () : Shear Force (W) Height () : 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) Length () : 4.25 Shear Force (W) Height () : Roof Trib. () : (E) F v () Floor Trib. () : W dl () : 192 (W) F v () Seismic Force (s) : Overturng Moment (-) : Roof () Resistg Moment (-) : Upli (s) : Seismic Load Multiplied Floor () Height/Width Ratio : by h/2w therefore h/w 15 Shear Wall (E) : SW3 Wall Self Weight () Wd Force (s) : Overturng Moment (-) : Factor Resistg Moment (-) : Upli (s) : Height/Width Ratio (E) Height/Width Ratio : OK 2. : 1 Shear Wall (W) : SW3 Height/Width Ratio (W) Maximum Upli : : 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

117 Upper Floor Upper Floor Shear Walls 215 Le 3 Wall Segments Shear Force (E) Length () : 17.5 Shear Force (W) Height () : Roof Trib. () : (E) F v () Floor Trib. () : W dl () : 327 (W) F v () Seismic Force (s) : Overturng Moment (-) : Roof () Resistg Moment (-) : Upli (s) : Floor () Height/Width Ratio : OK 15 Shear Wall (E) : SW1 Wall Self Weight () Wd Force (s) : Overturng Moment (-) : Factor Resistg Moment (-) : 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) Length () : Shear Force (W) Height () : Roof Trib. () : (E) F v () Floor Trib. () : W dl () : (W) F v () Seismic Force (s) : Overturng Moment (-) : Roof () Resistg Moment (-) : Upli (s) : Floor () Height/Width Ratio : OK OK 15 Shear Wall (E) : SW1 Wall Self Weight () Wd Force (s) : Overturng Moment (-) : Factor Resistg Moment (-) : Upli (s) : Height/Width Ratio (E) Height/Width Ratio : OK OK 2. : 1 Shear Wall (W) : SW1 Height/Width Ratio (W) Maximum Upli : : 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

118 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) Length () : Shear Force (W) Height () : Roof Trib. () : (E) F v () Floor Trib. () : W dl () : (W) F v () Seismic Force (s) : Overturng Moment (-) : Roof () Resistg Moment (-) : Upli (s) : 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) : Overturng Moment (-) : Factor Resistg Moment (-) : Upli (s) : Height/Width Ratio (E) Height/Width Ratio : OK OK 2. : 1 Shear Wall (W) : SW2 Height/Width Ratio (W) Maximum Upli : : 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

119 Upper Floor Upper Floor Shear Walls 215 Le 7 Wall Segments Shear Force (E) Length () : 12 Shear Force (W) Height () : Roof Trib. () : (E) F v () Floor Trib. () : W dl () : 192 (W) F v () Seismic Force (s) : Overturng Moment (-) : Roof () Resistg Moment (-) : Upli (s) : Floor () Height/Width Ratio : OK 15 Shear Wall (E) : SW1 Wall Self Weight () Wd Force (s) : Overturng Moment (-) : Factor Resistg Moment (-) : Upli (s) : Height/Width Ratio (E) Height/Width Ratio : OK 2. : 1 Shear Wall (W) : SW1 Height/Width Ratio (W) Maximum Upli : : 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 () : Roof Trib. () : 1 (E) F v () Floor Trib. () : W dl () : 63.5 (W) F v () Seismic Force (s) : Overturng Moment (-) : 1881 Roof () Resistg Moment (-) : Upli (s) : Floor () Height/Width Ratio : OK 15 Shear Wall (E) : SW1 Wall Self Weight () Wd Force (s) : Overturng Moment (-) : Factor Resistg Moment (-) : Upli (s) : Height/Width Ratio (E) Height/Width Ratio : OK 2. : 1 Shear Wall (W) : SW1 Height/Width Ratio (W) Maximum Upli : : 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

120 Upper Floor Upper Floor Shear Walls 215 Le 9 Wall Segments Shear Force (E) Length () : 16 Shear Force (W) Height () : Roof Trib. () : 1 (E) F v () Floor Trib. () : W dl () : 63.5 (W) F v () Seismic Force (s) : Overturng Moment (-) : Roof () Resistg Moment (-) : Upli (s) : Floor () Height/Width Ratio : OK 15 Shear Wall (E) : SW1 Wall Self Weight () Wd Force (s) : Overturng Moment (-) : Factor Resistg Moment (-) : 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) Length () : 5 5 Shear Force (W) Height () : Roof Trib. () : 3 3 (E) F v () Floor Trib. () : W dl () : (W) F v () Seismic Force (s) : Overturng Moment (-) : Roof () Resistg Moment (-) : Upli (s) : Floor () Height/Width Ratio : OK OK 15 Shear Wall (E) : SW1 Wall Self Weight () Wd Force (s) : Overturng Moment (-) : Factor Resistg Moment (-) : Upli (s) : Height/Width Ratio (E) Height/Width Ratio : OK OK 2. : 1 Shear Wall (W) : SW1 Height/Width Ratio (W) Maximum Upli : : 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

121 Upper Floor Upper Floor Shear Walls 215 Le 11 Wall Segments Shear Force (E) Length () : 4 Shear Force (W) Height () : Roof Trib. () : (E) F v () Floor Trib. () : W dl () : 192 (W) F v () Seismic Force (s) : Overturng Moment (-) : Roof () Resistg Moment (-) : Upli (s) : Floor () Height/Width Ratio : Seismic Load Multiplied by h/2w therefore h/w 15 Shear Wall (E) : SW4 Wall Self Weight () Wd Force (s) : Overturng Moment (-) : Factor Resistg Moment (-) : Upli (s) : Height/Width Ratio (E) Height/Width Ratio : OK 2. : 1 Shear Wall (W) : SW4 Height/Width Ratio (W) Maximum Upli : : 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 () : 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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