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Report M& T Za►S- DO I c S Lateral and Gravity Loads Analysis (ENGINEERING DESIGN) RECEIVED (8/4/15) AUG 1 9 2015 BUILDING D ARD Roth Deck Addition :ON 9530 SW Millen Road Tigard, Oregon PROJECT SPECIFICATIONS Plan Evaluated: Brown "Roth"Tigard (8/4/15) Design Summary: Occupancy Group R3, Construction Type VB. Shear Diagram: Page 1 (8/4/15) Construction Details: Page 1 (8/4/15) Framing Details: Page 1 (8/4/15) Orientation: Bottom of Plan Page is Front Structure Loads: Ultimate Wind Speed 120 MPH, Exp B [IBC]. Basic Wind Speed 95 MPH, Exp B [ASCE7-10]. - 10 psf Soil Bearing (1500 psf) [Table R401.4.1] default Design Ground Snow Load (25 psf) [SLAO-ASCE7-10]. Design Deck Live Load (40 psf) Design Deck Dead Load (15 psf) Seismic Design Category D1 (SDS= 0.37g -ASCE7-10 Zip Code). WARNING: It is the responsibility of the user of this document to ensure that all the technical information is properly transferred to the applicable construction documents and that it is properly implemented during the construction of the structure. Failure to incorporate all of the requirements of this design may invalidate the integrity of the structure and release responsibility from the engineer of record. .\*.RED PROF G I 1174,F`SS'i Q 4+ #E11256Pv15Oy- OREGON (91- 'IBA4 F . Date 12/31/15 Banton Engineering & Design Inc. Steven G. Banton, LPE Engineering License#11256PE (Oregon) 2500 NW Peoples Court Bend, Oregon 97701 Business Phone: (541) 383-2181 Business Fax: (541) 383-2282 email: Bantonengineering @gmail.com • Steven G. Banton, LPE Roth (Tigard) 8/4/15 WIND FORCE CALCULATION 1. Wind Pressure: (Based on IBC and ASCE 7-10 Directional Procedure, Chapter 27.2) 1. Risk Category II: 2. Ultimate Wind Speed (Vult): 110 mph (IBC]. Basic Wind Speed (Vasd: 85 mph [IBC, ASCE 7-10 Figure 26.5-1A] 3. Wind Direction Factor(Kd): 0.85 (ASCE7-10, Table 26.6-1) Wind Exposure Category: B (ASCE7-10, 26.7) Topographic Factor(Kzt): 1 (H/L < .2). (ASCE7-10, Figure 26.8-1) Gust effect factor(G): 0.85 (ASCE7-10, 26.9) Enclosure Classification, Enclosed. (ASCE7-10, 26.1) Internal Pressure Coefficient(GCpi): 0.18 (ASCE7-10, 26.11) 4. Velocity pressure coefficient(Kz): 0.94(8') (ASCE7-10, Table 27.3-1) 5. Velocity pressure: qZ= 11.2 PSF 6. External pressure coefficient: Cp: 0.8 (walls), 0.4 (roof) [ASCE7-10 Fig 27.4-1] 7. Wind pressure: p= 9.7 PSF(Use 10 psf) Direction FIB: Mean Structure Height: h =8' Horizontal 8' Wind Force Calculation: 10 psf x 6' x 8' =480 lb (Each Fence Post) Fence Post Shear Analysis:Attached pole footing and post calculations; 2 Steven G. Banton, LPE Roth (Tigard) 8/4/15 ROOF BEAMS Note: Beam sizes listed are minimums and may be upgraded to allow for design preferences. Note: Connector hardware recommendations are based on minimum load requirements. Alternative connectors may be used assuming they are as strong or stronger than those listed. RB1 Porch Roof Support Beam Span: 15' + 1.5' OH Selection: 6x10 DF#2 Alt: 31/2' x 7 1/2" GLB (24F-V4 DF) Back Support: (1296 Ib) 2x6 in wall framing (Nailed framing connection or Simpson HUC hanger) Back Footing: 1296 lb/ 1500 psf= 1 sf Reinforced Foundation Footing Front Support: (1568 lb+ 1147 lb(RB4)+ 3184 lb (DB1) = 5899 Ib) 6x6 Post supported by DB1 (Simpson CC46 base) RB2 Porch Ridge Beam Span: 15' + 1.5'OH Selection: 6x10 DF#2 Alt: 3'/2"x 9" GLB (24F-V4 DF) Back Support: (1744 lb) Supported by H1 (Nailed framing connection or Simpson HUC hanger) Front Support: (2112 Ib) Supported by RB4(Bolted framing connection) RB3 Porch Roof Support Beam Span: 15' + 1.5' OH Selection: 6x10 DF#2 Alt: 3 '/2" x 7 1/2" GLB (24F-V4 DF) Back Support: (1296 Ib) 2x6 in wall framing (Nailed framing connection or Simpson HUC hanger) Back Footing: 1296 lb/ 1500 psf= 1 sf Reinforced Foundation Footing Front Support: (1568 lb + 1147 lb(RB4)+ 1842 lb (DB1) =4557 Ib) 6x6 Post supported by DB1 (Simpson CC46 base) RB4 Porch Roof Support Beam (TTBC) Span: 11' Selection: 6x10 DF#2 Alt: 3 '/2' x 7 1/2" GLB (24F-V4 DF) Left Support: (1147 Ib) Supported by RB1 (Bolted shear connection) -See RB1 front support. Right Support: (1147 Ib) Supported by RB3 (Bolted shear connection) -See RB3 front support. 3 Steven G. Banton, LPE Roth (Tigard) 8/4/15 ROOF RAFTERS Porch Max Span: 5.5' + 1.5' OH @ 6/12 Pitch Selection: min 2x6 DF#2 @ 24"O.C. Sheeting: 2x Carr Decking (Nailing : 2 - 16d galv each joist). 4 Steven G. Banton, LPE Roth (Tigard) 8/4/15 DECK BEAMS Note: Beam sizes listed are minimums and may be upgraded to allow for design preferences. Note: Connector hardware recommendations are based on minimum load requirements. Alternative connectors may be used assuming they are as strong or stronger than those listed. DB1 Deck support beam Span: 26' (2' OH + 6.5' + 6' + 10' + 1.5' OH) Selection: 4x8 DF#2 Alt: 3 1/2" x 6" GLB (24F-V4 DF) Left Support: (1721 Ib) 4x4 post (Simpson CC44 post cap) Left Footing: 1721 lb/ 1500 psf= 1.2 sf 18"x 18"x 8"spread footing Simpson ABU4 post base (Recommend footing base > 12" below grade -frost depth) L Int Support: (2132 Ib) 4x4 post (Simpson CC44 post cap) L Int Footing: 2132 lb/ 1500 psf= 1.5 sf 18"x 18"x 8"spread footing Simpson ABU4 post base (Recommend footing base > 12" below grade -frost depth) R Int Support: (3184 Ib) 4x4 post(Simpson CC44 post cap) - See RB1 front support. R Int Footing: 6022 lb/ 1500 psf= 4 sf 24"x 24"x 8" spread footing Simpson ABU4 post base (Recommend footing base > 12" below grade - frost depth) Right Support: (1842 Ib) 4x4 post(Simpson CC44 post cap) -See RB3 front support. Right Footing: 4557 lb/ 1500 psf= 3.1 sf 24"x 24"x 8"spread footing Simpson ABU4 post base (Recommend footing base > 12" below grade-frost depth) DB2 Deck support beam Span: 34' (1.5' OH +7' + 8' + 6'+ 10' + 1.5' OH) Selection: 4x10 DF#2 Alt: 3 1/2" x 7 1/2" GLB (24F-V4 DF) Left Support: (1253 Ib) 4x4 post (Simpson CC44 post cap) Left Footing: 1253 lb/ 1500 psf= 1 sf 18"x 18"x 8" spread footing Simpson ABU4 post base (Recommend footing base > 12" below grade -frost depth) L Int Support: (3313 Ib) 4x4 post (Simpson CC44 post cap) L Int Footing: 3313 lb/ 1500 psf= 2.2 sf 18"x 18"x 8" spread footing Simpson ABU4 post base (Recommend footing base > 12" below grade - frost depth) Int Support: (2988 Ib) 4x4 post(Simpson CC44 post cap) Int Footing: 2988 lb/ 1500 psf= 2 sf 18"x 18"x 8" spread footing Simpson ABU4 post base (Recommend footing base > 12" below grade -frost depth) R Int Support: (4034 Ib)4x4 post (Simpson CC44 post cap). R Int Footing: 4034 lb/ 1500 psf= 2.7 sf 24"x 24"x 8" spread footing Simpson ABU4 post base (Recommend footing base > 12" below grade -frost depth) Right Support: (2353 Ib)4x4 post (Simpson CC44 post cap). Right Footing: 2353 lb/ 1500 psf= 1.6 sf 18"x 18"x 8"spread footing Simpson ABU4 post base (Recommend footing base > 12" below grade -frost depth) DB3 Deck support beam Span: 4.5' Selection: 2x6 DF#2 Left Support: (252 lb) 4x4 post (Simpson CC44 post cap) Left Footing: 252 lb/ 1500 psf= 1 sf 12"x 12"x 6"spread footing Simpson ABU4 post base (Recommend footing base > 12" below grade - frost depth) Right Support: (252 lb) 4x4 post(Simpson CC44 post cap) Right Footing: 252 lb/ 1500 psf= 1 sf 12"x 12"x 6"spread footing Simpson ABU4 post base (Recommend footing base > 12" below grade -frost depth) Steven G. Banton, LPE Roth (Tigard) 8/4/15 DECK JOISTS Deck Joists (Max) Max Span: 8' + 3'OH Selection: 2x6 DF#2 @ 16"O.C. (Hgr Simpson LUS) Ledger: 2x6 HF#2 w/'/2 x 4" lag bolts @ 16" O.C. 6 Steven G. Banton, LPE Roth (Tigard) 8/4/15 WINDOW AND DOOR HEADERS H1 Deck Door Header Span: 5.5' Selection: 4x8 DF#2 Trimmers: (1220 lb) Use 2x6 Trimmers Footings: 1220 lb/ 1500 psf- 1 sf Reinforced Foundation Footing 7 Banton Engineer&Design Inc Project Title: • Steven G.Banton,LPE Engineer: Protect JD: - Project Descr: Title Block Line 6 - _ Pinred:4 AUG 2015 1216.4,± ASCE 7-10 Wind Forces, Chapter 27, Part I Fife C:IUsNEBANTONNCD0002015,BNERCA-1.30, erA-LEC6 ENERCALC,INC.1983-2015,Build:6.t5.7.30,Ver:6.15.7.30 Lic.#:KW-06005898 Licensee:STEVEN G.BANTON,LPE Description: Roth(Tigard) Hackenbrook Basic Values Risk Category 1 per ASCE 7-10 Table 1.5.1 Horizontal Dim.in North-South Direction (B or L) = 8.0 ft V:Basic Wind Speed 95.0 Horizontal Dim.in East-West Direction (B or L) = ft Kd:Directionality Factor 0.850 per ASCE 7-10 Table 26.6-1 h:Mean Roof height = 8.0 ft Exposure Category per ASCE 7-10 Section 26.7 Topographic Factor per ASCE 7-10 Sec 26.8&Figure 26.8-1 North: Exposure B East: Exposure B North: K1 = K2 = 1.0 K3 = 1.0 Kzt = 1.000 South: Exposure B West: Exposure B South: K1 = K2 = 1.0 K3 = 1.0 Kzt = 1.000 East: K1 = K2 = 1.0 K3 = 1.0 Kzt = 1.000 Building Period&Flexibility Category West: K1 = K2 = 1.0 K3 = 1.0 Kzt = 1.000 User has specified the building frequency is>=1 Hz,therefore considered RIGID for both North-South and East-West directions. Building Story Data hi Story Ht ER :X ER :X Level Description ft ft ft ft F/B 8.00 8.00 10.000 10.000 L/R 8.00 0.00 10.000 10.000 Gust Factor For wind coming from direction indicated North = 0.850 South = 0.850 East = 0.850 West = 0.850 Enclosure Check if Building Qualifies as"Open" North Wall South Wall East Wall West Wall Roof Total Agross 64.0 ftA2 64.0 ftA2 4.0 ftA2 4.0 ftA2 ftA2 136.0 ft^2 Aopenings ftA2 ft"2 ftA2 ftA2 ftA2 0.0 ftA2 Aopenings>=0.8•Agross? No No No No All four Agross values must be non-zero Building does NOT qualify as"Open" User has specified the Building is to be considered Enclosed when NORTH elevation receives positive external pressure South Elevation :Determine Enclosure Classification per ASCE Section 26.10 Reference area=smaller of 4 sq.ft.or 1%of Agross = 0.640 ftA2 Is Ao>1.10'Aoi? = No Aoi=Ao-total-Ao = 0.0 ft^2 Is Ao>Reference Area? = No Agi=Ag-total-Ag = 72.0 ftA2 Is Aoi/Agi>=0.20? = Yes Aoi/Agi = 0.0 Building is"Enclosed"when the South wall receives positive external pressure East Elevation: Determine Enclosure Classification per ASCE Section 26.10 Reference area=smaller of 4 sq.ft.or 1%of Agross = 0.040 ftA2 Is Ao>1.10*Aoi? = No Aoi=Ao-total-Ao = 0.0 ft"2 Is Ao>Reference Area? = No Agi=Ag-total-Ag = 132.0 ft"2 Is Aoi I Agi>=0.20? = Yes Aoi l Agi - 0.0 Building is"Enclosed"when the East wall receives positive external pressure Banton Engineer&Design Inc Project Title: Steven G.Banton,LPE ' En9ineer: Project ID: ' Project Descr: Title Block Line 6 _ Prir.ied:4 AUG 2015,12:3541 ASCE 7-10 Wind Forces, Chapter 27, Part I FIe=C:IUsersIBANTON-110oCUME-11ENERCA-11POLEBA-1.EC6 ENERCALC,INC.1983-2015,Build:6.15.7.30,Ver:6.15.7.30 Lic.#: KW-06005898 Licensee :STEVEN G.BANTON,LPE Description: Roth(Tigard) West Elevation: Determine Enclosure Classification per ASCE Section 26.10 Reference area=smaller of 4 sq.ft.or 1%of Agross = 0.040 ftA2 Is Ao>1.10*Aoi? = No Aoi=Ao-total-Ao = 0.0 ftA2 Is Ao>Reference Area? = No Agi=Ag-total-Ag = 132.0 ftA2 Is Aoi/Agi>=0.20? = Yes Aoi/Agi = 0.0 Building is"Enclosed"when the West wall receives positive external pressure Velocity Pressures When the following walls experience leeward or sidewall pressures,the value of Kh shall be(per Table 27.3-1): North Wall = 0.5747 Psf South Wall = 0.5747 Psf East Wall = 0.5747Psf West Wall = 0.5747 psf When the following walls experience leeward or sidewall pressures,the value of qh shall be(per Table 27.3-1): North Wall = 11.287 Psf South Wall = 11.287 Psf East Wall = 11.287 psf West Wall = 11.287 psf qz:Windward Wall Velocity Pressures at various heights per Eq.27.3-1 North Elevation South Elevation East Elevation West Elevation Height Above Base (ft) Kz qz Kz qz Kz qz Kz qz 0.00 0.575 11.29 0.575 11.29 0.575 11.29 0.575 11.29 4.00 0.575 11.29 0.575 11.29 0.575 11.29 0.575 11.29 8.00 0.575 11.29 0.575 11.29 0.575 11.29 0.575 11.29 Pressure Coefficients GCpi Values when elevation receives positive external pressure GCpi:Internal pressure coefficient,per sec.26.11 and Table 26.11-1 North South East West +/- 0.180 +/- 0.180 +/- 0.180 +/- 0.180 Specify Cp Values from Figure 27.4-1 for Windward,Leeward&Side Walls Cp Values when elevation receives positive external pressure North South East West Windward Wall 0.80 0.80 0.80 0.80 Leeward Wall -0.20 -0.20 -0.20 -0.20 Side Walls -0.70 -0.70 -0.70 -0.70 Wind Pressures Wind Pressures when NORTH Elevation receives positive external wind pressure Positive Internal Negative Internal Leeward Wall Pressures -3.950 psf 0.1129 psf Side Wall Pressures -0.747 psf -4.684 psf Windward Wall Pressures... Positive Internal Negative Internal Height Above Base(ft) Pressure (psf) Pressure (psf) 0.00 5.64 9.71 4.00 5.64 9.71 8.00 5.64 9.71 Wind Pressures when SOUTH Elevation receives positive external wind pressure Positive Internal Negative Internal Leeward Wall Pressures -3.950 Psf 0.1129 psf Side Wall Pressures -8.747 psf -4.684 psf Windward Wall Pressures... Positive Internal Negative Internal Height Above Base(ft) Pressure (psf) Pressure (psf) 0.00 5.64 9.71 4.00 5.64 9.71 8.00 5.64 9.71 Banton Engineer&,Design Inc Project Title: • • Steven G.Banton,LPE Engineer: Project ID: • Project Descr: Title BIock Line 6 Printed:4 AUG 2015,12:3.541 ASCE 7-10 Wind Forces, Chapter 27, Part I File=Cl Users1BANTON-1\D000ME-1\ENERCA-11POLEBA-1.EC6 , ENERCALC,INC.1983-2015,Build:6.15.7.30,Ver:6.15.7.30 Lic.#: KW-06005898 Licensee:STEVEN G:'BANTON,LPE Description: Roth(Tigard) Wind Pressures when EAST Elevation receives positive external wind pressure Positive Internal Negative Internal Leeward Wall Pressures -3.950 Psf 0.1129 psf Side Wall Pressures -8.747 Psf -4.684 psf Windward Wall Pressures... Positive Internal Negative Internal Height Above Base(ft) Pressure (psf) Pressure (psf) 0.00 5.64 9.71 4.00 5.64 9.71 8.00 5.64 9.71 Wind Pressures when WEST Elevation receives positive external wind pressure Positive Internal Negative Internal Leeward Wall Pressures -3.950 Psf 0.1129 psf Side Wall Pressures -8.747 psf 4.684 psf Windward Wall Pressures... Positive Internal Negative Internal Height Above Base(ft) Pressure (psf) Pressure (psf) 0.00 5.64 9.71 4.00 5.64 9.71 8.00 5.64 9.71 •Banton Engineer&Design Inc Project Title: • • Steven G.Banton,LPE • Engineer: Project ID: . Project Descr: Title Block Line 6 P•nted:4AUG 20!5,12s8Ar Pole Footing Embedded in Soil FIe=C:lusers1BANTON NC.198U2015,BNERCA.7.30, EBA-1.EC6 9 ENERCALC,INC.1983-2015,Build:6.15.7.30,Ver:6.15.7.30 Lic.#: KW-06005698 Licensee:STEVEN G.BANTON,IRE Description: Roth: 8'Fence Post:(unrestrained)-min depth Code References Calculations per IBC 2009 1807.3, CBC 2010,ASCE 7-10 Load Combinations Used :ASCE 7-10 Genera!Information Pole Footing Shape Circular Footing Diameter 8.50 in Calculate Min.Depth for Allowable Pressures Lateral Restraint at Ground Surface Allow Passive 250.0 Pci Max Passive 1,500.0 psf Controlling Values -' Governing Load Combination: +D+0.60W+H - Lateral Load 0.2160 k Moment 0.6480 k-ft Restraint @ Ground Surface __, 3oY SU,/ace Burt=4tKM Restraint Pressure at Depth Ia Actual 622.08 Psi Allowable 625.0 psf FooengO oni =8.1T Surface Retraint Force 766.80 lbs 1 Minimum Required Depth 230 ft i Footing Base Area 0.3941 ftA2 Maximum Soil Pressure 0.0 ksf - Applied Loads--- ----- --- _ --- -- -- ----- - - - - Lateral Concentrated Load Lateral Distributed Load Applied Moment Vertical Load D:Dead Load k k/ft k-ft k Lr:Roof Live k k/ft k-ft k L:Live k k/ft k-ft k S:Snow k klft k-ft k W:Wind 0.0 k 0.060 k/ft k-ft k E:Earthquake k k/ft k-ft k H:Lateral Earth k k/ft k-ft k Load distance above TOP of Load above ground surface ground surface 0.0 ft 6.0 ft BOTTOM of Load above ground surface 0.0 ft Load Combination Results Forces @ Ground Surface Required Pressure at Depth Soil Increase Load Combination Loads-(k) Moments (ft-k) Depth (ft) Actual-(psi) Allow-(psf) Factor +D+H 0.000 0.000 0.13 0.0 31.3 1.000 +D+L+4-1 0.000 0.000 0.13 0.0 31.3 1.000 +D+Lr+H 0.000 0.000 0.13 0.0 31.3 1.000 +D+S+H 0.000 0.000 0.13 0.0 31.3 1.000 +0+0.750Lr-0.750L+H 0.000 0.000 0.13 0.0 31.3 1.000 +D+0.750L+0.750S+H 0.000 0.000 0.13 0.0 31.3 1.000 +D+0.60W+H 0.216 0.648 2.50 622.1 625.0 1.000 +D+0.70E+H 0.000 0.000 0.13 0.0 31.3 1.000 + -s0.750Lr+0.750L+0.450W+H 0.162 0.486 2.38 517.0 593.8 1.000 Banton Engineer 8.Design Inc Project Title: • • Steven G.Banton,LPE Engineer: Project ID: • Project Descr: Title Block Line 6 Printed:4 AUG 2015,12:'44M Pole Footing Embedded in Soil File 9 m ENERCALC,INC.1983-2015,13uild:6.15.7.30,Ver:6.15.7.30 tic.#:KW-06005898 Licensee: STEVEN G.BANTON, LPE Description: Roth: 8'Fence Post:(unrestrained)-min depth +D+0.750L+0.750S+0.450W+H 0.162 0.486 2.38 517.0 593.8 1.000 +0+0.750L+0.750S+0.5250E+H 0.000 0.000 0.13 0.0 31.3 1.000 +0.600+0.60W+0.60H 0.216 0.648 2.50 622.1 625.0 1.000 +0.60D+0.70E+0.60H 0.000 0.000 0.13 0.0 31.3 1.000 Banton Engineer.&Design Jnc Project Title: • Steven G.Banton,LPE Engineer: Project ID: • Project Descr: Title Block Line 6 Printed 4 AUG 2015. 1:09AP Wood Column Fde=C:lUsers\BANTON-11DOCUME-1\ENERCA-11POLEBA-1.EC6 ENERCALC,INC.1983-2015,Build:6.15.7.30,Ver:6.15.7-30 Lic.#:KW-06005898 Licensee:STEVEN G.BANTON,LPE Description: Roth: 6x6 Fence Poles Code References Calculations per 2005 NDS, IBC 2009, CBC 2010,ASCE 7-10 Load Combinations Used : IBC 2012 General Information Analysis Method: Allowable Stress Design Wood Section Name 6x6 End Fixities Top Pinned, Bottom Fixed Wood Grading/Manuf. Graded Lumber Overall Column Height 8.0 ft Wood Member Type Sawn Wood Species Western Cedars(North) Exact Width 5.50 in Allow Stress Modification Factors Wood Grade No.2 Exact Depth 5.50 in Cf or Cv for Bending 1.0 Area 30.250 in^2 Cf or Cv for Compression 1.0 Fb-Tension 625 psi Fv 130 psi lx 76.255 inA4 Cf or Cv for Tension 1.0 Fb-Compr 625 psi Ft 300 psi ly 76.255 in^4 Cm:Wet Use Factor 1.0 Fc-PrIl 450 psi Density 21.84 pcf Ct:Temperature Factor 1.0 Fc-Perp 425 psi E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Cf u:Built-up:Flat Built-up c Factor 1.0 columns Basic 800 800 800 ksi Use Cr:Repetitive? No '. Minimum 290 290 Brace condition for deflection(buckling)along columns: X-X(width)axis: Unbraced Length for X-X Axis buckling=8 ft,K=2.1 Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=8 ft,K=2.1 Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included :36.703 lbs*Dead Load Factor BENDING LOADS. . . Lat.Uniform Load creating Mx-x,W=0.060 k/ft DESIGN SUMMARY Bending& Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.2008:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+0,60W+H Top along Y-Y 0.180 k Bottom along Y-Y 0.30 k Goveming NDS Forumla Comp+Mxx, NDS Eq.3.9-3 Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.03771 in at 4.671 ft above base Applied Axial 0.03670 k for load combination: W Only Applied Mx -0.2880 k-ft n Alo X-X Applied My 0.0 k-ft Along 0.0 in at 0.0 ft above base Fc:Allowable 159.820 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.04577:1 Bending Compression Tension Load Combination +D+0.60W+H Cf or Cv:Size based factors 1.000 1.000 Location of max.above base 0.0 ft Applied Design Shear 8.926 psi Allowable Shear 130.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location +D+H 1.000 0.355 0.007592 PASS 0.0 ft 0.0 PASS 8.0 ft +D+L+H 1.000 0.355 0.007592 PASS 0.0 ft 0.0 PASS 8.0 ft +D+Lr+H 1.000 0.355 0.007592 PASS 0.0ft 0.0 PASS 8.0 ft +D+S+H 1.000 0.355 0.007592 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0.750Lr+0.750L+H 1.000 0.355 3.007592 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0.750L+0.750S+H 1.000 0.355 3.007592 PASS 0.0ft 0.0 PASS 8.0ft +D+0.60W+H 1.000 0.355 0.2008 PASS 0.0ft 0.04577 PASS 0.0ft +D+0.70E+1-1 1.000 0.355 0.007592 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0.750Lr+0.750L+0.450W+H 1.000 0.355 0.1506 PASS 0.0 ft 0.03433 PASS 0.0 ft +D+0.750L+0.750S+0.450W+H 1.000 0.355 0.1506 PASS 0.0 ft 0.03433 PASS 0.0 ft +D+0.750L+0.750S+0.5250E+H 1.000 0.355 3.007592 PASS 0.0 ft 0.0 PASS 8.0 ft +0.60D+0.60W+0.60H 1.000 0.355 0.2003 PASS 0.0 ft 0.04577 PASS 0.0 ft Banton Engineer,&•Design Inc Project Title: • • Steven G.Banton,LPE Engineer: Proiedt ID: • Project Descr: Title Block Line 6 Pnr tad 4AUG 2015. '¶.oc)ri Wood Column File=C:\Users\BANTON-11DOCUME-11ENERCA-11POLEBA-1.EC6 ENERCALC,INC.1983-2015,Build:6 15.7.30,Ver:6.15.7.30 Lic.#:KW-06005898 Licensee:STEVEN G BANTON,LPE Description: Roth: 6x6 Fence Poles Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location +0.60D+0.70E+0.60H 1.000 0.355 0.004555 PASS 0.0 ft 0.0 PASS 8.0 ft Maximum Reactions Note.Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base 4041 k - - -- --- k-------- --- - - 0.037 k +D+L+H k k 0.037 k +D+Lr+H k k 0.037 k +D+S+H k k 0.037 k +D+0.750Lr+0.750L+H k k 0.037 k +0+0.750L+0.750S+H k k 0.037 k +0+0.60W+H k 0.180 0.108 k 0.037 k +0+0.70E+11 k k 0.037 k 4.0+0.750Lr+0.750L+0.450W+H k 0.135 0.081 k 0.037 k +0+0.750L+0.750S+0.450W+H k 0.135 0.081 k 0.037 k +D+0.750L+0.750S+0.5250E+H k k 0.037 k +0.600+0.60W+0.60H k 0.180 0.108 k 0.022 k +0.60D+0.70E+0.60H k k 0.022 k D Only k k 0.037 k Lr Only k k k L Only k k k S Only k k k W Only k 0.300 0.180 k k E Only k k k H Only k k k Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L-0.750S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W+H 0.0000 in 0.000 ft 0.023 in 4.671 ft +D+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0+0.750Lr+0.750L-.0.450W41 0.0000 in 0.000 ft 0.017 in 4.671 ft +0+0.750L+0.750S+0.450W+H 0.0000 in 0.000 ft 0.017 in 4.671 ft +0+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.60W+0.60H 0.0000 in 0.000 ft 0.023 in 4.671 ft +0.60D+0.70E+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft LT Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0,0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.038 in 4.671 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Banton Engineer&Design Inc Project Title: • • • Steven G.Banton,LPE Engineer: Project ID: Project Descr: Title Block Line 6 P;irted 4 AUG 2015. 1 09P WOGCI Column File=C:lUsets1BANT0N-1 1DOCUME-11ENERCA--11POLEBA-1.EC6 ENERCALC,INC.1983-2015,Build:6.15.7.30,Ver.6.15.7.30 Lic.#: KW-06005898 Licensee :STEVEN G.BANTON, LPE Description: Roth: 6x6 Fence Poles Sketches M-x Loads — — i ix N 'Cu- 6x6 s so Loads are total entered value.Arrows do not reflect absolute direction. • • %' F O F r P MEMBER REPORT Roth.RB1 Porch Roof Support Beam • PASSED Ll R 1 piece(s) 6 x 10 Douglas Fir-Larch No. 2 Overall Length: 16'6" + + 0 0 11 11 rr 15' — ——� 1'6" 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual G Location Allowed Ressdt LDF Load:Combination(Pattern) System:Roof Member Reaction(Ibs) 1568 @ 14'9 1/4" 18906(5.50") Passed(8%) -- 1.0 D+ 1.0 S(All Spans) : Member Type:Drop Beam Shear(Ibs) 1092 @ 13'9" 6810 Passed(16%) 1.15 1.0 D+ 1.0 S(All Spans) Building Use:Residential Moment(Ft-Ibs) 4422 @ 7'5 3/4" 6937 Passed(64%) 1.15 1.0 D+ 1.0 S(Alt Spans) - Building Code:IBC Live Load Defl.(in) 0.188 @ 7'6 7/16" 0.481 Passed(L/921) -- 1.0 D+ 1.0 S(Alt Spans) Design Methodology:ASD Total Load Defi.(in) _ 0.323 @ 7'6 5/16" 0.722 Passed(L/536) -- 1.0 D+1.0 S(Alt Spans) Member Pitch:0/12 • Deflection criteria:LL(1/360)and TL(L/240). •Overhang deflection criteria:LL(21/360)and TL(211240). • Bracing(Lu):All compression edges(top and bottom)must be braced at 16'6"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. • Applicable calculations are based on NDS 2005 methodology. Bearing Length– — to Supports(Ms) SUPpOttS Total Available Required Dead Snow Total Accessories 1-Stud wall-DF 5.50" 5.50" 1.50" 546 750 1296 Blocking 2-Column-OF 5.50" 5.50" 1.50" 663 905 1568 Blocking — •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. 'Mbutery Dead Stow Loads Location Width (090) (1.15) Comments • 1-Uniform(PSF) 0 to 16'6" 4' 15.0 25.0 Roof(25L1/15 DL) .Weyerhaeuser Notes -- t SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 8/4/2015 1:56:51 AM Steve Banton Forte v4.6,Design Engine:V6.1.1.5 Barton Engineering (541)383-2181 bamcnengineeringagma.i.com Page 1 of 1 • • a/ F O R T E MEMBER REPORT Roth,RB1 Porch Roof Support Beam PASSED • 1 piece(s) 3 1/2" x 7 1/2" 24F-V4 DF Glulam Overall Length: 16'6" + + O ---- II II I II 11 s 15 a1'6" Y 0 El All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual*Location Allowed Result LDF Wad:Combination(Pattern) System:Roof Member Reaction(Ibs) 1506 @ 14'9 1/4" 12513(5.50") Passed(12%) -- 1.0 D+ 1.0 5(All Spans) Member Type:Drop Beam Shear(Ibs) 1076 @ 13'11" 5333 Passed(20 0/0) 1.15 1.0 D+1.0 5(All Spans) I Building Use:Residential Pos Moment(Ft-Ibs) 4249 @ 7'5 3/4" 7547 Passed(56%) 1.15 1.0 D+1.0 S(Alt Spans) 1 Building Code:IBC Neg Moment(Ft-Ibs) -249 @ 14'9 1/4" 5817 Passed(4%) 1.15 1.0 D+1.0 S(All Spans) Design Methodology:ASD Live Load Defl.(in) 0.434 @ 7'6 7/16" 0.481 Passed(11399) -- 1.0 D+1.0 S(Alt Spans) Member Pitch:0/12 Total Load Defl.(in) 0.717 @ 7'6 5/16" 0.722 Passed(1)242) -- 1.0 D+1.0 5(Alt Spans) • Deflection criteria:U.(1/360)and TL(11240). •Overhang deflection cnteria:LL(2[1360)and TL(21/240). • Bracing(L1/):All compression edges(top and bottom)must be braced at 16'6"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L=14'3 1/2". •Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L=1'11 1/4". •The effects of positive or negative camber have not been accounted for when calculating deflection. •The specified glulam is assumed to have its strong laminations at the bottom of the beam.Install with proper side up as indicated by the manufacturer. •Applicable calculations are based on NDS 2005 methodology. r Dearing Length Loeds to Supports{Ibs) Supports Total Available Required Dead Snow Total Accessories i 1-Stud wall-DF 5.50" 5.50" 1.50' 494 750 1244 Blocking Z-Column-DF 5.50" 5.50" I 1.50" 601 905 1506 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. i- — Tributary Dead Snow 1 Loads Location Width (0.90) (1.15) Comments 1-Uniform(PSF1 0 to 16'6" 4' 15.0 25.0 Roof(2511/15 DL) i Weyerhaeuser Notes (i!)SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. ll Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator —J Forte Software Operator Job Notes 8/4/2015 1:57:12 AM Stove Banton I Forte v4.6,Design Engine:V6.1.1.5 iBanton Engineering 15411383-2181 bantoriengineering@gmaii.com Page 1 of 1 • it F 0 R T E MEMBER REPORT Roth. RB2 Porch Ridge Beam PASSED • 1 piece(s) 6 x 10 Douglas Fir-Larch No. 2 Overall Length: 16'6" s + + O 0 -- n. r r : 1 + y r2 I I 1- ,t`"' 15' 1 6" a All locations are measured from the outside face of left support(or left cantilever end).All dimensions are honzontal. Design Results Actual 0 Location Allowed Rest LDP Load:Combination(Pattern) System:Roof Member Reaction(Ibs) 2111©14'9 1/4" 18906(5.50") Passed(11%) -- 1.0 D+ 1.0 S(All Spans) Member Type:Drop Beam Shear(Ibs) 1470 @ 13'9' 6810 Passed(22%) 1.15 1.0 0+ 1.0 S(All Spans) Building Use:Residential Moment(Ft-Ibs) 5955 @ 7'5 3/4" 6937 Passed(86%) 1.15 1.0 D+ 1.0 S(Alt Spans) Building Code:IBC Uve Load Def.(in) 0.259 @ 7'6 7/16" 0.481 Passed(11670) -- 1.0 D+ 1.0 S(Alt Spans) Design Methodology:ASD Total Load Defl.(in) 0.435 @ 7'6 5/16" 0.722 Passed(L/398) -- 1.0 D+ 1.0 S(Alt Spans) Member Pitch:0/12 • Deflection criteria:LL(L/360)and TL(1/240). •Overhang deflection criteria:LL(21./360)and TL(21/240). • Bracing(Lu):All compression edges(top and bottom)must be braced at 16'6"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. • Applicable calculations are based on NDS 2005 methodology. Bearing Length Loads to Supports(Ilse) Supports Total Available Required Dead Snow Total Accessories 1-Stud wall-DF 5.50" 5.50" 1.50" 713 1031 1744 Blocking 2-Column-DF 5.50" 5.50" 1.50" 867 1245 2112 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. ayy,,. TrfbuterY Deed Snow ■ I Loads Welkin Width (0.90) (1.15) Comments 1-Uniform(PSF) 0 to 16'6" 5'6" 15.0 25.0 Roof(2SLL11SDL) ' Weyerhaeuser Notes O SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. ��Yii" Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 8/4/2015 2:00:05 AM Slvve Banton — Forte v4.6,Design Engine:V6.1.1.5 I Banton Engineenng . i (541)363-2181 bentonengineering @gmain.com Page 1 of 1 :iii F 0 R T E - MEMBER REPORT Roth. RB2 Porch Ridge Beam PASSED • 1 piece(s) 3 1/2" x 9" 24F-V4 DF Glulam Overall Length: 16'6" + + q-�:,{ s r :'W Sat.E •'Z t ,2 '' .e.r., YtL .. i gl&lil'k° :.r "!` l+ii'x itkc .G tg..4,-`n5 1e � • II. — 15' 1'6" a a All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actwl Location Allowed Result L Load;Combination(P(Pattern) —— System:Roof Member Reaction(lbs) 2061 @ 14'9 1/4" 12513(5.50") Passed(16%) r DF-- 1.0 D+1.0 S(All Spans) ___ J Member Type:Drop Beam Shear(Ibs) 1444©13'9 1/2" 6400 Passed(23%) 1.15 1.0 D+ 1.0 S(All Spans) Building Use:Residential Pos Moment(Ft-lbs) 5813 a 7 5 3/4" 10868 _ Passed(53%) 1.15 1.0 D+1.0 5(Alt Spans) Building Code:IBC Neg Moment(Ft-lbs) -340 @ 14'9 1/4" 8377 — Passed(4%) 1.15 1.0 D+1.0 S(All Spans) Design Methodology:ASD Live Load Defl.(in) 0.345 @ 7'6 7/16" 0.481 Passed(L/502) -- 1.0 D+1.0 S(Alt Spans) Member Pitch:0/12 Total Load Defl.(In) 0.568 @ 7'6 5/16" 0.722 Passed((./305) -- 1.0 D+1.0 S(Alt Spans) •Deflection criteria:LL(L/360)and TI(1/240). •Overhang deflection criteria:LL(21./360)and TL(21/240). •Bracing(Lu):All compression edges(top and bottom)must be braced at 16'6"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L=14'3 1/2". •Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L=1'11 1/4". •The effects of positive or negative camber have not been accounted for when calculating deflection. •The specified glulam is assumed to have its strong laminations at the bottom of the beam.Install with proper side up as indicated by the manufacturer. •Applicable calculations are based on NOS 2005 methodology. hearing Length Loads to Supports(tbs) Supports Total Available Required Dead Snow Total Accessories 1-Stud wall-DF _ 5.50" 5.50" 1.50" 672 1031 1703 Blocking 2-Column-DF 5.50" 5.50" 1.50" 816 1245 2061 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. TrtbutatT Deed Snow i Loads Location _ Width (0.90) (1.15) Comments ' 1-Uniform(PSF) 0 to 16'6" 5'6" 15.0 25.0 Roof(25U./1501) i Weyerhaeuser Notes — _ l ( )SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design critena and published design values. `� Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authonty having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 8/4/2015 2:00:32 AM Slave Banton Forte v4.6, Design Engine:V6.1.1.5 i Banton Engineering (541)363-21A': banfonengmeering@gma: ccm I Page 1 of 1 • it F 0 R T E MEMBER REPORT Roth,RB3 Porch Roof Support Beam PASSED 1 piece(s) 6 x 10 Douglas Fir-Larch No. 2 Overall Length: 16'6" + + o — 0 II II II .u. 15' '' V 6" 1 a All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual 0 Location Allowed Result LDF.. Load:Combination(Pattern) r System:Roof Member Reaction(Ibs) _1568 @ 14'9 1/4" 18906(5.50") Passed(8%) -- 1.0 D+1.0 S(All Spans) Member Type:Drop Beam Shear(Ibs) 1092 @ 13'9" 6810 Passed(16%) 1.15 1.0 D+1.0 S(All Spans) Building Use:Residential Moment(Ft-Ibs) 4422 @ 7'5 3/4" 6937 Passed(64%) 1.15_ 1.0 D+1.0 S(Alt Spans) Building Code:IBC Live Load Defl.(in) 0.188 @ 7 6 7/16" 0.481 Passed(L/921) -- 1.0 D+ 1.0 S(Alt Spans) Design Methodology:ASD Total Load Def.(in) 0.323 @ 7 6 5/16" 0.722 Passed(L/536) -- 1.0 D+1.0 S(Alt Spans) Member Pitch:0/12 • Deflection criteria:LL(11360)and Ti_(11240). •Overhang deflection criteria:LL(21/360)and TL(21/240). • Bracing(Lu):All compression edges(top and bottom)must be braced at 16'6"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. • Applicable calculations are based on NDS 2005 methodology. Bearing Length Loads to e (I S , Total Available Required Dead Snow Total Accessories 1-Stud wall-DF 5.50" 5.50" 1.50" 546 750 1296 Blocking 2-Column-DF 5.50" 5.50" 1.50" 663 905 1568 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Tributary Dead Snow i Loads Location Width (0.90) (1.15) Comments I 1-Uniform(PSF) 0 to 16'6" 4' 15.0 25.0 Roof(2511/15 DL) i Weyerhaeuser Notes @ SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having junsdicton.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 8/4/2015 1:57:51 AM Steve Banton — Forte v4.6, Design Engine:V6.1.1.5 Banton Engineering (5411383-2181 bantonengineenng @gina+.corn _.__..... Page 1 of 1 • i4 F a R T E MEMBER REPORT Roth.RB3 Porch Roof Support Beam PASSED • 1 piece(s) 3 1/2" x 7 1/2" 24F-V4 DF Glulam Overall Length: 16'6" + + o -- 0 It tow II it It It 15 1 6 4-- o All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. — Design Results Actual 0 Location Allowed • Result LDF Load:Combination(Pattern) System:Root I Member Reaction(Its) 1506 @ 14'9 1/4" 12513(5.50") Passed(12%) -- 1.0 D+ 1.0 S(All Spans) Member Type:Drop Beam Shear(lbs) 1076 @ 13'11" 5333 Passed(20%) 1.15 1.0 D+ 1.0 S(All Spans) Building Use:Residential 1 Pos Moment(Ft-lbs) 4249 @ 7'5 3/4" 7547 Passed(56%) 1.15 1.0 D+ 1.0 S(Alt Spans) Building Code:IBC Neg Moment(Ft-Ibs) -249 @ 14'9 1/4" 5817 Passed(4%) 1.15 1.0 D+1.0 S(All Spans) Design Methodology:ASD Live Load Dell.(in) 0.434 @ 7'6 7/16"_ 0.481 _ Passed(1/399) -- 1.0 D+ 1.0 S(Alt Spans) Member Pitch:0/12 Total Load Dell.(in) 0.717 @ 7 6 5/16" 0.722 Passed(1/242) -- 1.0 D+1.0 S(Alt Spans) • Deflection criteria:LL(1/360)and TL(L/240). • Overhang deflection criteria:LL(21/360)and TL(21/240). •Bracing(Lu):All compression edges(top and bottom)must be braced at 16'6"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. • Cntical positive moment adjusted by a volume factor of 1.00 that was calculated using length L=14'3 1/2". • Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L-1'11 1/4". •The effects of positive or negative camber have not been accounted for when calculating deflection. • The specified glulam is assumed to have its strong laminations at the bottom of the beam.Install with proper side up as indicated by the manufacturer. • Applicable calculations are based on NDS 2005 methodology. Rearing Ungth Loads to Supports(Ms) Supports Total Available Required Dead Snow Total Accessories 1 -Stud wall-DF 5.50" 5.50" 1.50" 494 750 1244 Blocking 2-Column-OF 5.50" 5.50" 1.50" 601 905 + 1506 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Tributary Dead Snow I Loads Location width (0.90) (1.15) Comments 1-Umfoml(PSF) 0 to 16'6" 4' 15.0 I 25.0 Roof(25LL/15 DL) Weyerhaeuser Notes ( )SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. 1 Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 8/4/2015 1:57:26 AM Steve Banton Forte v4.6, Design Engine:V6.1.1.5 Banton Engineering I 1.541)31,-3-2 181 bantonengineenng@gmait com Page 1 of 1 • %i F O R T E MEMBER REPORT Roth,R84 Porch Roof Support Beam PASSED • 1 piece(s) 6 x 10 Douglas Fir-Larch No. 2 Overall Length: 11' o + 0 r .,a • 11' la All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results' Actual I L.ocagea Allowed Result LDF Load:Combination(Pattern) System:Roof Member Reaction(lbs) 1147 @ 4" 18906(5.50") Passed(6%) -- 1.0 D+ 1.0 S(All Spans) Member Type:Drop Beam Shear(Ibs) 1126 @ 1'3" 6810 Passed(17%) 1.15 1.0 D+ 1.0 5(All Spans) Building Use:Residential Moment(Ft-lbs) 5677 @ 5'6" 6937 Passed(82%) 1.15 1.0 D+1.0 S(All Spans) Building Code:IBC Live Load Defl.(in) 0.098 @ 5'6" 0.344 Passed(L/999+) -- 1.0 D+1.0 S(All Spans) Design Methodology:ASD Total Load Del.(in) 0.173©5'6" 0.517 Passed(L/719) 1.0 D+ 1.0 S(All Spans) I Member Pitch:0/12 • Deflection criteria:LL(1/360)and Ti.(1/240). • Bracing(Lu):All compression edges(top and bottom)must be braced at 11'o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. • Applicable calculations are based on NDS 2005 methodology. 1 Bearing Length Loads In Supports(lbs) 1 ISupports Total Available Required Dead Snow Total Accessories 1-Column-DF 5.50" 5.50" 1.50" 513 634 1147 Blocking 2-Column-DF 5.50" 5.50" — 1.50" 513 t 634 1147_ Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Tributary Dead Snow .Loads Location Width (0.90) (1.15) Comments 1-Uniform(PSF) 1 0 to 11' 0 15.0 25.0 Roof(25LL/15DL) 2-Point(Ib) 1---5'6" N/A , 867 1245 RB2 Weyerhaeuser Notes _— SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Y Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having junsdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator 1,Forte Software Operator Job Notes 8/4/2015 2:02:45 AM Steve Banton Forte v4.6, Design Engine:V6.1.1.5 Banton Eng:neer:ng (541)33-2181 bantoneng i neen rig rmgm a iicom ttt Page 1 of 1 - F 0 R T E MEMBER REPORT Roth. R84 Porch Roof Support Beam PASSED " 1 piece(s) 3 1/2" x 7 1/2" 24F-V4 DF Glulam Overall Length: 11' + 1 + U -- -- -- - ---- 0 11, al --- —_f, El a All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actu.t O Location Allowed Result LDF Loath Combination(Pattern) System:Roof Member Reaction(Ibs) 1109 @ 4" 12513(5.50") Passed(9%) -- 1.0 D+ 1.0 S(All Spans) Member Type:Drop Beam Shear(lbs) 1099 @ 1'1" 5333 Passed(21%) 1.15 1.0 D+ 1.0 S(All Spans) Building Use:Residential Pos Moment(Ft-lbs) 5586 @ 5'6" 7547 Passed(74%) 1.15 1.0 D+1.0 S(All Spans) Building Code:IBC Uve Load Deft.(in) 0.226 @ 5'6" 0.344 Passed(L/549) -- 1.0 D+1.0 S(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.390 @ 5'6" 0.517 Passed(L/318) -- 1.0 D+ 1.0 S(All Spans) Member Pitch:0/12 • Deflection criteria:LL(L/360)and TL(L/240). • Bracing(Lu):All compression edges(top and bottom)must be braced at 11'o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L=10'4". •The effects of positive or negative camber have not been accounted for when calculating deflection. •The specified glulam is assumed to have its strong laminations at the bottom of the beam.Install with proper side up as indicated by the manufacturer. • Applicable calculations are based on NDS 2005 methodology. Bearing Length Loads to Supports(Ibs) Supports Total Available Required Dead Snow Total Accessories 1-Column-DF 5.50" 5.50" 1.50" 475 634 1109 Blocking 2-Column-DF 5.50" 5.50" 1.50" 475 634 1109 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. 1 Tributary Dead Snow Loads Location width (0.90) (1.15) Comments I-Uniform(PSF) 0 to 11' 0 15.0 25.0 Roof(25LLJ1SDL) 2-Point(lb) S'6" N/A 867 1 1245 RB2 Weyetitaeuser Notes ()SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design cnteria and published design values. l Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to 'assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 1 8/4/2015 2:02:25 AM Stave Banton _ -- 1 Forte v4.6, Design Engine:V6.1.1.5 Banton Engineering I 541l363-2181 bantonengineenngigigina;i..om Page 1 of 1 • •%I r O z• C MEMBER REPORT Roth,Roof Joist:Porch PASSED r G 1 piece(s) 2 x 6 Douglas Fir-Larch No. 2@ 24" OC Overall Sloped Length:7'3 15/16" , ; 1 :w'' k.14',441.e..;.e r r •. SS}lY'A 3 'h I ya>r + � Iii ` xP+}.rt . ... ,t'.S"" 0 . ., m. 1,6" ? _ 5'6" ( 11 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are honzontai. Tr Design Results Adual 0 Location Allowed Result 0 1 LDF l Load:Combination(Pattern) System Roof Member Reaction(Ibs) 197 @ 6'10 1/2" 1406(1.50") Passed(14%) 1.0 D+1.0 S(Alt Spans) Member Type:Joist Shear(Ibs) 185 @ 2'2 13/16" 1139 Passed(16%) 1.15 1.0 D+ 1.0 S(All Spans) Building Use:Residential Moment(Ft-Ibs) 240 @ 4'5 1/4" _ 975 Passed(25%) 1.15 1.0 D+ 1.0 S(Alt Spans) Building Code:IBC Live Load Defl.(in) 0.024 @ 4'3 3/4" 0.270 _ I Passed(L1999+) -- 1.0 D+ 1.0 S(Alt Spans) Design Methodology:ASD Total Load Defl.(in) 0.036 @ 4'4" 0.359 Passed(1/999+) -- 1 1.0 D+ 1.0 S(Alt Spans) Member Pitch:3/12 •Deflection cntena:LL(L/240)and TL(L/180). •Overhang deflection criteria:LL(21/240)and TL(21/180). •Bracing(Lu):All compression edges(top and bottom)must be braced at 7'1 1/16"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. •A 15%increase in the moment capacity has been added to account for repetitive member usage. •Applicable calculations are based on NDS 2005 methodology. Bearing Length Loads to Supports(ibs) Supports Total Available Required Dead Snow Total Accessories 1-Beveled Plate-DF 3.50" 3.50" 1.50" 140 226 366 Blocking 2-Hanger on 5 1/2"DF beam 1.50" Hanger' 1.50" 77 131 208 See note' •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 'See Connector grid below for additional information and/or requirements. Connector:Simpson -Tie Connectors SuPPort Model Seat Length Top Nails Face Nails Member Nails Accessories 2-Face Mount Hanger Connector not found N/A N/A j N/A N/A Dead Snow toads Locatloe Spacing (0.90) (1.15) Comments 1-Uniform(PSF) 0 to 7' 24" L 15.0 25.0 Roof(25L1/15DL) Weyerhaeuser Notes l l SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design cntena and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for Installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator lob Notes 8/4/2015 1:54:30 AM Steve Banton Forte v4.6,Design Engine:V6.1.1.5 Banton Engineering (541)383-2181 ba none n g i nee ri ng@g m a i l.com Page 1 of 1 1 �� F V R T E MEMBER REPORT Roth,DB1 Deck Support Beam PASSED - 1 piece(s) 4 x 8 Douglas Fir-Larch No. 2 Overall Length:26' + + O — 0 .. li it it it ma II 11 li it II { tl it ii Ii 11 li 11 11 11 ii a tt 1,1. I 2' 6'6" 6' 10' 6' " X X X a © © 4 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are honzontal, Design Results Actual i@ Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(lbs) 3184 @ 14'6" 7656(3.50") Passed(42%) -- 1.0 D+1.0 L(Adj Spans) Member Type:Drop Beam Shear(lbs) 1564 @ 15'3" 3045 Passed(51%) 1.00 1.0 D+ 1.0 L(Adj Spans) Building Use:Residential Moment(Ft-lbs) Passed_ -2812 @ 14'6" 2989 Pd(94%) 1.00 1.0 D+1.0 L(Adj Spans) Building Code:IBC Live Load Defl.(in) 0.168 @ 19'9 3/8" 0.328 Passed(L/705) -- 1.0 D+1.0 L(Alt Spans) Design Methodology:ASD Total Load Defl.(in) 0.223 @ 19'9 1/2" 0.493 Passed(1/530) -- 1.0 D+1.0 L(Alt Spans) • Deflection criteria:LL(L/360)and TL(1/240). •Overhang deflection criteria:LL(2L/360)and TL(21/240). • Bracing(Lu):All compression edges(top and bottom)must be braced at 26'o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. • Applicable calculations are based on NOS 2005 methodology. Beating Length Loads to Supports(lb ) Supports Total Available Required Dead 1 Total Accessories 1-Column-DF 3.50" 3.50" 1.50" 476 1245 1721 Blocking 2-Column-DF 3.50" _ 3.50" 1.50" _ 454 1678 2132 Blocking 3-Column-DF 3.50" 3.50" 1.50" 862 2322 3184 Blocking 4-Column-DF 3.50" 3.50" 1.50" 521 1321 1842 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Tributary Dead Floor Live Loads Location Width (0.90) (1.00) Comments i 1-Uniform(PSF) 0 to 26' 5'6" 15.0 i 40.0 Deck(4OLL/15DL) Weyerhaeuser Notes (Z))SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. ��"" Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator — Forte Software Operator Job Notes 8/4/2015 1:36:31 AM stove Banton v4.6,Design Engine:V6.1.1.5 Banton Engineering 1541)383-2181 bantonenginearing maitcoot Page 1 of 1 i f/l F LJ R T E • MEMBER REPORT Roth.D81 Deck Support Beam PASSED - 1 piece(s) 3 1/2" x 6" 24F-V4 DF Glulam Overall Length:26' + + o --- 0 wr �r ` � 11' � n i 3 f s, �' +h A a�n.���`is'as r� �i 2' 4"' 6'6" w: X 5'6" X 10'6" •e i o © © o All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. D• esign Results Actual 0 Location Allowed Result LOF Load:Combination(Pattern) System:Floor 1 Member Reaction(Ibs) 3307 @ 14' 7963(3.50") Passed(42°/c) -- 1.0 D+1.0 L(Adj Spans) Member Type:Drop Beam i Shear(Ibs) 1680 @ 14'7 3/4" 3710 Passed(45%) 1.00 1.0 D+1.0 L(Adj Spans) Building Use:Residential 'Pos Moment(Ft-Ibs) 2807 @ 19'11 15/16" 4200 _ Passed(67%) 1.00 1.0 D+ 1.0 L(Alt Spans) Building Code:IBC Neg Moment(Ft-Ibs) -3079 @ 14' 3238 Passed(95%) 1.00 1.0 D+1.0 L(Adj Spans) Design Methodology:ASO Live Load Defl.(in) 0.310 @ 19'6 15/16" 0.345 Passed(L/400) 1.0 D+1.0 L(Alt Spans) Total Load Defl.(in) 0.416 @ 19'7" 0.518 Passed(L/299) -- 1.0 D+1.0 L(Alt Spans) ___1111 • Deflection criteria:11(1./360)and TL(1.,/240). • Overhang deflection criteria:LL(21/360)and TL(21/240). • Bracing(Lu):All compression edges(top and bottom)must be braced at 26'o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. •Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L=8'6 9/16". • Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L=5'4 3/16". •The effects of positive or negative camber have not been accounted for when calculating deflection. • The specified glulam is assumed to have its strong laminations at the bottom of the beam.Install with proper side up as indicated by the manufacturer. •Applicable calculations are based on NOS 2005 methodology. I • Bearing Length Loads to Supports(bs) - 1 Supports Total Available Flo Roqulred Dead Floor ACCeseo.les 1-Column-OF 3.50" 3.50" 1.50" 475 1249 1724 Blocking 2-Column-DF 3.50" 3.50" 1.50" 389 1631 2020 Blocking 3-Column-OF 3.50" 3.50" 1.50" 884 2423 _3307 Blocking 4-Column-DF 3.50" 3.50" 1.50" 530 1356 1886 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Tributary Dead Floor live• . Location • Width (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 26' 5'6" 15.0 40.0 Deck(40LL/15DL) Weyerhaeuser Notes -- SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable foiesti y standards. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 8/4/2015 1:35:08 AM Steve Banton Banton Engineenng Forte v4.6,Design Engine:V6.1.1.5 (541)383-2181 banttonengineenng©gmaii.com _ .. ...._ Page 1 of 1 •�3 F O R T E MEMBER REPORT Roth,DB2 Deck Support Beam PASSED 1 piece(s)4 x 10 Douglas Fir-Larch No. 2 Overall Length:34' + + 0 - 0 Is II a II II II n n — II u n II II n u u it it II a ii u u la ti k.1 7' • 8' , 6' 10'ji6 0 © © 0 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual @ Location Allowed Result , LDF Load:Combination(Pattern) j System:Floor Member Reaction(Ibs) 4034 @ 22'6" 7656(3.50") Passed(53%) -- 1.0 D+ 1.0 L(Ad)Spans) Member Type:Drop Beam Shear(Ibs) 1923 @ 23'5" 3885 Passed(49%) 1.00 1.0 D+ 1.0 L(Ad)Spans) _ _ Building Use:Residential Moment(Ft-Ibs) -3563 @ 22'6" 4492 Passed(79%) 1.00 1.0 D+1.0 L(Adj Spans) Building Code:IBC Live Load Defl.(in) 0.105 @ 27'9 3/16" 0.328 Passed(L/999+) -- 1.0 D+1.0 L(Alt Spans) Design Methodology:ASD Total Load Defl.(in) 0.139 @ 27'9 5/16" 0.493 Passed(L/851) -- 1.0 D+1.0 L(Alt Spans) • Deflection cntena:LL(L/360)and TL(1/240). • Overhang deflection criteria:LL(21/360)and TL(21/240). • Bracing(Lu):All compression edges(top and bottom)must be braced at 34'o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. •Applicable calculations are based on NDS 2005 methodology. Rearing,. Length toads to Supports(Ibs) Supports Total Available Required Dead tF h e Total Accessories 1-Column-DF 3.50" 3.50" 1.50" 326 927 1253 Blocking 2-Column-DF_ 3.50" 3.50" 1.51" 913 2400 3313 Blocking 3-Column-DF 3.50" 3.50" 1.50" 662 2326 2988 Blocking 4•Column-DF 3.50" 3.50" 1.84" 1072 2962 4034 Blocking 5-Column-DF 3.50" 3.50" 1.50" 665 1688 2353 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Tibutartr Dead Floor live Loads Location width (0.90) (1.00) comments � 1 Uniform(PSF) 8'to 34' 7' 15.0 40.0 Deck(4OLL/15DL) 1 --Tapered(PSF) 0 to 8' 3'6"to 7' 15.0 40.0 Deck(40W15DL) --- I n i Weyerhaeuser Notes -- - _-_ 1 SUSTAINABLE FORESTRY INRIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design cntena and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Oporator Job Notes 8/4/2015 1:40:50 AM Forte v4.6, Design Engine:V6. 4 I Steve Banton Banton Engineering V6.1.1.5 (541)383-2181 I bantonengineering@gmari.com L........... .. Page 1 of 1 ll/1 F O R T E MEMBER REPORT Roth,DB2 Deck Support Beam PASSED • 1 piece(s) 3 1/2" x 7 1/2" 24F-V4 DF Glulam Overall Length:34' + + o -----• 0 ii 11 11 11 11 11 ii 11 11 11- - 11 11 • 1 1 11 11 11 11 11 ii 11 it 11 11 11 1 i1 (f u It 7' 8' ,t._ 6' , 10' '61 o a © 4 la All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. 1-Design Results Actual 0 Location Allowed Result wF Load:Combination(Pattern) System:Floor I Member Reaction(Ibs) 4017 @ 22'6" 7963(3.50") Passed(50%) -- 1.0 D+ 1.0 L(Ad)Spans) Member Type:Drop Beam Shear(Ibs) 1971 @ 23'3 1/4" 4638 Passed(43%) 1.00 1.0 D+1.0 L(Adj Spans) Building Use:Residential 1 Pos Moment(Ft-Ibs) 3315 @ 28'1 3/4" 6563 Passed(51%) 1.00 1.0 D+1.0 L(Alt Spans) ' Building Code:IBC Neg Moment(Ft-Ibs) -3548©22'6" 5059 Passed(70%) 1.00 1.0 D+1.0 L(Ad)Spans) Design Methodology:ASO Live Load Defl.(in) 0.174 @ 27 9 3/16" 0.328_ Passed(L/678) -- 1.0 D+1.0 L(Alt Spans) __ `Total Load Defl.(in) 0.231 @ 27'9 5/16" 0.493 Passed(L/512) -- 1.0 D+1.0 L(Alt Spans) • Deflection criteria:LL(L/360)arid TL(LJ240). •Overhang deflection cnteria:LL(211360)and TL(21/240). • Bracing(Lu):All compression edges(top and bottom)must be braced at 34'o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L=8'2 3/4". •Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L- 5'. • The effects of positive or negative camber have not been accounted for when calculating deflection. • The specified glulam is assumed to have its strong laminations at the bottom of the beam.Install with proper side up as indicated by the manufacturer. • Applicable calculations are based on NDS 2005 methodology. nearing Length Loads to supporb pbs) Supports Total Available Required Deed F Total Armories ;,,. 1-Column-Dr 3.50" 3.50" 1.50" 318 927 1245 Blocking 2-Column-DF 3.50" 3.50" 1.50" 898 2400 3298 Blocking 3-Column-DF _ 3.50" 3.50" 1.50" 652 2326 2978 Blocking 4-Column-OF 3.50" 3.50" 1.77" 1055 2962 4017 Blocking 15-Column-OF 3.50" 3.50" 1.50" 654 1688 2342 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. aY,`,_. — Tr bulary Dead Floor Live .Loads • Location Width (0.90) (L00) Comments 1-Uniform(PSF) 8'to 34' 7' 15.0 40.0 Deck(40UJ15DL) 2-Tapered(PSF) 0 to 8' 3'6"to 7' 15.0 40.0 Deck(4011/1501) 'Weyerhaeuser Notes 1111 1 SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessones(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 8/4/2015 1:41:17 AM Steve Banton Forte v4.6,Design Engine:V6.1.1.5 Banton Engineering i (541)383-2 81 barconengineenng49maa com Page 1 of 1 %1 F O R T E MEMBER REPORT Roth, DB3 Deck Support Beam PASSED • 1 piece(s) 2 x 6 Douglas Fir-Larch No. 2 Overall Length:4'6" + + o - -- -- o T, ta.imA wiA sc. ,,. ,� .+' . �,°�.'yY�4N ro,.,tr.'�'.k a �' 4,.5 ,�•�:�i�sir*°"� Sf t2'7 , °��r 1.,.{. . :L :s J.i c�i"`Y i Z f-. rt .7...r eI t�.x�..M ...`.i... .Y..3 ct..-.1 :+E��... 1:.... i. L`+ i... 4'6" 0 El All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results — ,Actual 0 London-- Allowed Result ] LDF Load:Combination(Pattern)-- System:Floor Member Reaction(Ibs) 252 @ 2" 3281(3.50") Passed(8%) I� -- 1.0 D+1.0 L(All Spans) Member Type:Drop Beam Shear(Ibs) 168 @ 9" 990 Passed(17%) 1.00 1.0 D+ 1.0 L(All Spans) Building Use:Residential Moment(Ft-Ibs) 243 @ 2'3" 737 Passed(33%) 1.00 1.0 D+ 1.0 L(All Spans) Building Code:IBC Live Load Defl.(in) 0.016 @ 2'3" 0.139 Passed(L/999+) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASO I Total Load Defl.(in) 0.023 @ 2'3" 0.208 Passed(L/999+) -- 1.0 D+ 1.0 L(All Spans) • Deflection criteria:U_(L/360)and TL(1/240). • Bracing(Lu):All compression edges(top and bottom)must be braced at 4'6"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. • Applicable calculations are based on NOS 2005 methodology. -- Bearing Length Loads to Supports pbs) Supports Total Available Required Dead Total Accessories Live 1-Column-DF 3.50" 3.50" 1.50" 72 180 252 Blocking 2-Column-DF � 3.50" 3.50" 1.50" 72 180 252 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Tributary Dead Floor Live i Loads Location width (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 4'6" 2' 15.0 I 40.0 Deck(40L1J15DL) `-egerhae 0 SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. l Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 8/4/2015 12:09:53 PM Steve Banton Forte v4.6,Design Engine:V6.1.1.5 Banton Engineering i 541)383-2181 bantonengineenng©gmail corn l Page 1 of 1 ' I F it R T E . MEMBER REPORT Roth.Deck Joist:Max PASSED • 1 piece(s) 2 x 6 Douglas Fir-Larch No. 2 @ 16" OC Overall Length: 18'2 1/2" + + 0 0 li!.. • u 11 6'6.. A'-i` 8' 4"-e 3' a All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual(0 Location Allowed _Result LDF Loads Combination(Pattern) 1 System:Floor Member Reaction(Ibs) 672 @ 6'9 1/4" 3281(3.50") Passed(20%) -- 1.0 D+ 1.0 L(Adj Spans) Member Type:Joist Shear(Ibs) 308 @ 7 4 1/2" _ 990 Passed(31%) 1.00 1.0 D+1.0 L(Adj Spans) Building Use:Residential Moment(Ft-Ibs) -502 @ 6'9 1/4" 848 Passed(59%) 1.00 1.0 D+ 1.0 L(Adj Spans) Building Code:IBC Live Load Del.(in) 0.166 @ 18'2 1/2" 0.210 Passed(L/227) -- 1.0 D+ 1.0 L(Alt Spans) Design Methodology:ASD Total Load Defl.(in) 0.172 @ 18'2 1/2" 0.315 Passed(L/219) -- 1.0 D+ 1.0 L(Alt Spans) J, ;T.)-Pro'"Rating N/A N/A -- -- -- —~I • Deflection criteria:LL(1)360)and TL(1)240). • Overhang deflection criteria:U_(2L/360)and TL(21/240). • Bracing(Lu):All compression edges(top and bottom)must be braced at 15'15/16"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. •A 15%increase in the moment capacity has been added to account for repetitive member usage. • Applicable calculations are based on NDS 2005 methodology. • No composite action between deck and joist was considered in analysis. 1 Bearing Length Loads to Supports(its) Total Available Required Dead b Lw! Total Accessories 1-Hanger on 5 1/2"DF ledger 1.50" Hanger• 1.50" 51 175/-32 226/-32 See note r 2-Beam-DF 3.50" 3.50" 1.50" 169 503 672 None 3-Beam-of 3.50"_ 3.50" 1.50" 144 399 543 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. •At hanger supports,the Total Beanng dimension is equal to the width of the matenal that is supporting the hanger • .See Connector grid below for additional information and/or requirements. 'Connector:Simpson Strong-Tie Connectors — - Support Model Seat Length Tap Nails Face Nails Member Nails Accessories 1-Top Mount Hanger 1 _ Connector not found N/A N/A N/A NIA Dead Floor Lire toads Location Spacing (O.AO) (1.00) Comments 1-Uniform(PSF) 0 to 18'2 1/2" 16" 15.0 40.0 Residential-Living . Areas Weyerhaeuser Notes (1�J SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of It products will be in accordance with Weyerhaeuser product design criteria and published design values. ll Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessones(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authonty having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator --- ---- ------------- Forte Software Operator Job Notes 8/4/2015 1:53:01 AM Steve Banton Forte v4.6,Design Engine:V6.1.1.5 Banton Engineering (5411383-2181 Oantonengineenng@gmaii.com Page 1 of 1 • . Banton Engineer.&Design Inc Project Title: • Steven G.Banton,LPE Engineer: Project ID: . Project Descr: Title Block Line_6 --_-_--------_____ _ PdnIed:4 AUG 20!5,12:15PM Wood Ledger File=C:\UsersI BANTON-11D000ME-11ENERCA-11POLEBA-1.EC6 9 ENERCALC,INC.1983-2015,Build:6.15.7.30,Ver:6.15.7.30 Lic.#:KW-06005898 Licensee:STEVEN G.BANTON,LPE Description: Roth:Deck Ledger(Max) Code References Calculations per 2005 NDS, IBC 2009,CBC 2010,ASCE 7-10 Load Combinations Used :2006 IBC&ASCE 7-05 General Information Ledger Width 1.50 in Design Method:ASD(using Service Load Combinations Ledger Depth 5.50 in Wood Stress Grade: Hem Fir, No.2 Ledger Wood Species Hem-Fir(North) Fb Allow 675.0 psi G:Specific Gravity 0.46 Fv Allow 140.0 psi Bolt Diameter 112' in Fyb:Bolt Bending Yield 45,000 psi Bolt Spacing 21.0 in Wood as Main Supporting Member Cm-Wet Service Factor 1.0 With 5.50 in Ct-Temperature Factor 1.0 Wood Species Douglas Fir-Larch(North) Cg-Group Action Factor 1.0 G:Specific Gravity 0.49 • C A-Geometry Factor 1.0 _—-- --- — _--- Uniform Load V i • • • 1 21in Bolt Spacing 21in Bolt Spacing 21in Bolt Spacing _ Load Data Dead Roof Live Floor Live Snow Wind Seismic Earth Uniform Load... 39.0 plf plf 132.0 plf plf plf Of plf Point Load... lbs lbs lbs lbs lbs lbs lbs Spacing in Offset in Horizontal Shear lbs lbs lbs lbs lbs lbs lbs - Banton Engineer.&•Design Inc Project Title: . • Steven G.Banton,LPE Engineer: Project ID: Project Descr: Title Block Line 6 Footed:4AUG 20I5,12.15Pm Wood Ledger File=C:IUsers1BANTON-1 1D000ME-11ENERCA-11POLEBA-1.EC6 ENERCALC,INC.1983-2015,Build:6.15.7.30,Ver:6.15.7.30 tic.#:KW-06005898 Licensee STEVEN G.BANTON,LPE Description: Roth:Deck Ledger(Max) DESIGN SUMMARY Design OK Maximum Ledger Bending Maximum Bolt Bearing Summary Dowel Bearing Strengths Load Combination... Load Combination... (for specific gravity&bolt diameter) +D+L +D+L Ledger,Perp to Grain 3,050.0 ksi Moment 43.641 ft-lb Max.Vertical Load 299.250 lbs Ledger,Parallel to Grain 5,500.0 ksi fb:Actual Stress 18.886 psi Bolt Allow Vertical Load 312.027 lbs Supporting Member,Perp to Grain 2,800.0 ksi Fb:Allowable Stress 675.0 psi Supporting Member,Parallel to Grain 5,150.0 ksi Stress Ratio 0.02798 :1 Max.Horizontal Load 0.0 lbs Bolt Allow Horizontal Load 585.79 lbs Maximum Ledger Shear Load Combination... Angle of Resultant 90.0 deg +D+L Diagonal Component 299.250 lbs Shear 149.625 lbs Allow Diagonal Bolt Force 312.027 lbs fv:Actual Stress 54.409 psi Stress Ratio,Wood @ Bolt 0.9591 :1 Fv:Allowable Stress 140.0 psi Stress Ratio 0.3886 :1 Allowable Bolt Capacity Note! Refer to NDS Section 11.3 for Bolt Capacity calculation method. Governing Load Combination. . ±D+L Resutant Load Angle:Theta= 90.0 deg Ktheta = 1.250 Fe theta = 312.027 Bolt Capacity-Load Perpendicular to Grain Bolt Capacity-Load Parallel to Grain Fern 3,050.0 Fes 2,800.0 Fyb 45,000.0 Fein 5,500.0 Fes 5,150.0 Fyb 45,000.0 Re 1.089 Rt 3.667 Re 1.068 Rt 3.667 k1 1.319 k2 1.106 k3 1.686 k1 1.297 k2 1.068 k3 1.394 Inn :Eq 11.3-1 Rd= 5.0 Z= 1,677.50 lbs Im :Eq 11.3-1 Rd= 4.0 Z= 3,781.25 lbs Is :Eq 11.3-2 Rd= 5.0 Z= 420.0 lbs Is :Eq 11.3-2 Rd= 4.0 Z= 965.63 lbs II :Eq 11.3-3 Rd= 4.50 Z= 615.44 lbs II :Eq 11.3-3 Rd= 3.60 Z= 1,391.23 lbs Illm:Eq 11.3-4 Rd= 4.0 Z= 729.89 lbs Illm:Eq 11.3-4 Rd= 3.20 Z= 1,609.97 lbs Ills :Eq 11.3-5 Rd= 4.0 Z= 312.027 lbs Ills :Eq 11.3-5 Rd= 3.20 Z= 585.79 lbs IV :Eq 11.3-6 Rd= 4.0 Z= 413.611 lbs IV :Eq 11.3-6 Rd= 3.20 Z= 697.85 lbs Zmin:Basic Design Value = 312.027 lbs Zmin:Basic Design Value = 585.79 lbs Reference design value-Perpendicular to Grain: Reference design value-Parallel to Grain: Z*CM*CD'Ct"Cg'Cdelta = 312.027 lbs Z'CM*CD"Ct*Cg'Cdelta = 585.79 lbs " �1 F V R T E MEMBER REPORT Roth. N1 Deck Door Header PASSED • • 1 piece(s) 4 x 8 Douglas Fir-Larch No. 2 Overall Length: 5'6" + 1_ + 0 'I —_—._._ 5'_b___ 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. [-Design Results Actual O.Locad n Allowed Result LDF Loads Combination(Pattern) System:Wall Member Reaction(Ibs) 1220 @ 1 1/2" 6563(3.00") Passed(19%) -- 1.0 D+1.0 S(All Spans) Member Type:Header Shear(lbs) 1112 @ 10 1/4" 3502 Passed(32%) 1.15 1.0 D+1.0 5(All Spans) Building Use:Residential Moment(Ft-lbs) 2725 @ 2'9" 3438 Passed(79%) 1.15 1.0 D+1.0 S(All Spans) I Building Code:IBC Live Load Defl.(In) 0.037 @ 2'9" 0.175 Passed(1/999+) -- 1.0 D+1.0 5(All Spans) Design Methodology:,asp Total Load Deft.(In) 0.063 @ 2'9" 0.262 Passed(1/996) -- 1.0 D+1.0 5(All Spans) • Deflection criteria:LL(1/360)and TL(1/240). • Bracing(W):All compression edges(top and bottom)must be braced at 5'6"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. •Applicable calculations are based on NOS 2005 methodology. Bearing Length Loads ID Supports(ibs) 1 :Stamorts Total Available Required Dead Snow Total Accessories 1-Trimmer-DF 3.00" 3.00" 1.50" 498 722 1220 None 2-Trimmer-DF 3.00" 3.00" 1.50" L 498 722 1220 None Tributary Dead Snow Location Width (0.90) (1.15) Comments 1-Uniform(PSF) 0 to 5'6" 3' 15.0 25.0 Roof(25LL/15DL) I 2-Point(lb) 2'9" N/A 713 1031 R82 lidskyerhaeuser Notes SUSTAINABLE FORESTRY WITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design Criteria and published design values. Y Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator IForte Software Operator Job Notes 8/4/2015 2:05:00 AM Steve Banton Forte v4.6,Design Engine:V6.1.1.5 j Banton Engineering I (541)383-2101 { bantonengmeering@gmaii.corn •I Page 1 of 1 L