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HomeMy WebLinkAboutPermit File BLD-2020-0738 3952 Rock Ridge Parkway (3) 3952 Rock Ridge Pkwy,Pg. 1 Structural Calculations Helen & Brian Worthington Residence 3952 Rock Ridge Parkway Anacortes, WA 98221 June 16th, 2020 Page(s) Contents 2 Reference Codes & Standards 3-40 Structural Analysis C. 8R I 11 OF WA Sy, </ Q N •?, mod O CN ` �jl,r�" N O 37964 i.� 1— es e0f 5TERA;,c3v (CIZONAL E The engineers seal and signature above indicates that the engineer of record assumes full responsibility for the subject structure. Structural drawings S1 through S3 have been signed and sealed by the engineer of record and represents a required element of the building specifications. No other changes or modifications are required. Notes,Disclaimers: • Bradley Engineering,Inc.takes no responsibility for items not specifically addressed within this report set. • This report is valid only for the specific project shown above and herein. BRADLEY ENGINEERING, INC. 811 Yew St. Bellingham, WA 98229 Ph. (360) 752-5795 3952 Rock Ridge Pkwy, Pg.2 REFERENCE CODES & STANDARDS L�� ti • International Residential Code,IRC 2015 g��P • Washington State Building Code, SBC 2015 _41, • National Design Specification for Wood Construction,NDS 2015 • Building Code Requirements for Structural Concrete, ACI 318-14 • Minimum Design Loads for Buildings and Other Structures, ASCE 7-10 • Steel Construction Manual, 15th Edition, AISC 2015 • North American Standard for Cold-Formed Steel Structural Framing, AISI 2015 Ed. TABLE 1: LATERAL DESIGN CRITERIA Design Parameter Value Source Seismic Design Category D 1 IBC 1613 Risk Category II IBC Table 1604.5 Wind Exposure Category C IBC 1609.4.3 Basic Wind Speed 110 mph IBC Figure 1609.3(1) Design Wind Load 16.59 psf ASCE 7-10 28.6-1 TABLE 2: VERTICAL DESIGN CRITERIA Load Source Live Load Dead Load Roof Diaphragm 20 psf 15 psf Floor Diaphragm 40 psf 12 psf Decks & Balconies 60 psf 10 psf Ground Snow Load 25 psf - Roof Snow Load 25 psf - Exterior Wall - 12 psf Interior Wall - 10 psf Interior Partition - 8 psf TABLE 3: DEFLECTION LIMITS Structural Member Live Snow Live+Dead Roof(plaster ceiling) L/360 L/360 L/240 Roof(non-plaster ceiling) L/240 L/240 L/180 Roof(not supporting ceiling) L/180 L/180 L/120 Floor Members L/360 - L/240 Horizontal Deflection(any case) - - L/200 Farm Buildings & Greenhouses - - L/180 Long Spans (>20 feet) - - L/480 Sliding Glass Doors - - L/600 Note: The above minimum deflection limits are based on the 2015 IRC Table 1604.3. Higher deflection values may be used at the engineer's discretion to improve performance 3952 Rock Ridge Pkwy,Pg.3 ASCE ASCE 7 Hazards Report AMERICAN SOCIETY OF CIVIL ENGINEERS Address: Standard: ASCE/SEI 7-16 Elevation: 398.38 ft (NAVD 88) 3952 Rockridge Pkwy Risk Category: II Latitude: 48.497319 Anacortes, Washington Soil Class: D - Default (see Longitude: -122.651014 98221 Section 11.4.3) . A ps Y Yr. f _ r / i r Air w p . TelosootiC IVi(iieji ' . 4t 0 ;. ;� rK. ti. y<i ' 117 mt? ,'::' ' nr - k Qn -I' Wind Results: Wind Speed: 98 Vmph 10-year MRI 67 Vmph 25-year MRI 73 Vmph 50-year MRI 78 Vmph 100-year MRI 83 Vmph Data Source: ASCE/SEI 7-16, Fig. 26.5-1 B and Figs. CC.2-1—CC.2-4 Date Accessed: Sat Apr 04 2020 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability = 0.00143, MRI = 700 years). Site is not in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2. Mountainous terrain, gorges, ocean promontories, and special wind regions should be examined for unusual wind conditions. https://asce7hazardtool.online/ Page 1 of 3 Sat Apr 04 2020 3952 Rock Ridge Pkwy,Pg.4 ASCE® AMERICAN SOCIETY OF CIVIL ENGINEERS Seismic Site Soil Class: D - Default (see Section 11.4.3) Results: Ss : 1.149 Sol : N/A Si : 0.408 TL : 16 Fa : 1.2 PGA : 0.489 FV : N/A PGA M : 0.586 SMS : 1.379 FPGA : 1.2 SM1 : N/A le : 1 Sos : 0.919 C : 1.33 Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8. Data Accessed: Sat Apr 04 2020 Date Source: USGS Seismic Design Maps https://asce7hazardtool.online/ Page 2 of 3 Sat Apr 04 2020 3952 Rock Ridge Pkwy,Pg.5 ASCE® AMERICAN SOCIETY OF CIVIL ENGINEERS Snow Results: Elevation: Data Source: Date Accessed: Sat Apr 04 2020 In "Case Study" areas, site-specific case studies are required to establish ground snow loads. Extreme local variations in ground snow loads in these areas preclude mapping at this scale. Ground snow load determination for such sites shall be based on an extreme value statistical analysis of data available in the vicinity of the site using a value with a 2 percent annual probability of being exceeded (50-year mean recurrence interval). Site is outside ASCE/SEI 7-16, Table 7.2-5 boundaries. For ground snow loads in this area, see SEAW Snow Load Analysis for Washington, 2nd Ed. (1995). Structural Engineers Association of Washington, Seattle, WA. Statutory requirements of the Authority Having Jurisdiction are not included. The ASCE 7 Hazard Tool is provided for your convenience,for informational purposes only,and is provided"as is"and without warranties of any kind.The location data included herein has been obtained from information developed,produced,and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE 7 standard.While ASCE has made every effort to use data obtained from reliable sources or methodologies,ASCE does not make any representations or warranties as to the accuracy,completeness,reliability, currency,or quality of any data provided herein.Any third-party links provided by this Tool should not be construed as an endorsement, affiliation,relationship,or sponsorship of such third-party content by or from ASCE. ASCE does not intend, nor should anyone interpret,the results provided by this Tool to replace the sound judgment of a competent professional,having knowledge and experience in the appropriate field(s)of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE 7 standard. In using this Tool,you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers,directors, employees, members,affiliates,or agents be liable to you or any other person for any direct,indirect,special,incidental,or consequential damages arising from or related to your use of,or reliance on,the Tool or any information obtained therein.To the fullest extent permitted by law,you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE 7 Hazard Tool. https://asce7hazardtool.online/ Page 3 of 3 Sat Apr 04 2020 3952 Rock Ridge Pkwy,Pg.6 Lateral Analysis vv's-I E G,Me Address: 3952 Rock Ridge Parkway Date: 4/6/2020 8R p. e Anacortes,WA 98221 S/W User: P. Finfrock et?, Wind Analysis-Calculation of Wind Loads Inputs Wind Speed,V 110 mph Height,H 34 feet Reference ASCE 7-10,Simplified Directional Procedure (Ch 26) Roof Angle 4.8 degrees Exposure Category C - O #� Horizontal Pressure Zone A p ASD Load Comb.Factor, ASD 0.6 44( � P� Topographic Factor,Kzt 1 Risk Category IIkiLioldW p ## IE Risk Category: JAVISP tt�tl 1���#- #I)� I Low risk to human life in event of failure ii II Most small residential structures �� t I, III Substantial risk to human life in event of failure 400.a IV Crucial to human life '...e III @ -Al Horizontal Pressure Zone: •�<'���" A End zone of wall `°" glib]. B End zone of roof Case A rF C Interior zone of wall i I1 © + "t D Interior zone of roof " o Exposure Category: V Case B B Areas closely surrounded by obstructions C Open terrain and scattered obstructions D Flat unobstructed areas or close to large body of water Calculate A(ASCE 7-10 Figure 27.3.1) Calculate Ps30(ASCE 7-10 Figure 28.6-1,V=110 mph) Height(ft) Exposure B Exposure C Exposure D Roof Angle Zone A Zone B Zone C Zone D I 0 1.00 1.21 1.47 0 19.2 -10 12.7 -5.9 15 1.00 1.21 1.47 5 19.2 -10 12.7 -5.9 20 1.00 1.29 1.55 10 21.6 _ -9 14.4 -5.2 25 1.00 1.35 1.61 15 24.1 -8 16 -4.6 30 1.00 1.40 1.66 20 26.6 -7 17.7 -3.9 35 1.05 1.45 1.70 25 24.1 3.9 17.4 4.0 40 1.09 1.49 1.74 30 21.6 14.8 _ 17.2 11.8 45 1.12 1.53 1.78 60 21.6 14.8 17.2 11.8 50 1.16 1.56 1.81 55 1.19 1.59 1.84 Ps30A= 19.20 psf 60 1.22 1.62 1.87 Use ASD Load Combination 7 A= 1.44 7. 0.6D+0.6W Calculate simplified design wind pressure Apply ASD Load Combination Factor PDesign = A*Kzt*PS3OA= 27.65 psf PASD = 0.6 P= PASD *PDesign= 16.59 psf Design wind pressure shall not be less than 16 psf.(2015 IBC 1609.6.3) P= 16.59 psf 3952 Rock Ridge Pkwy,Pg.7 IBC SECTION 1613 SEISMIC/EARTHQUAKE LOADS 1613.1 Scope. Every structure, and portion thereof, including nonstructural components that are permanently attached to structures and their supports and attachments, shall be designed and constructed to resist the effects of earthquake motions in accordance with ASCE 7, excluding Chapter 14 and Appendix 11A.The seismic design category for a structure is permitted to be determined in accordance with Section 1613 or ASCE 7. Exceptions: 1. Detached one-and two-family dwellings, assigned to Seismic Design Category A, B or C, or located where the mapped short-period spectral response acceleration,S5, is less than 0.4 g. 2.The seismic force-resisting system of wood-frame buildings that conform to the provisions of Section 2308 are not required to be analyzed as specified in this section. 3. Agricultural storage structures intended only for incidental human occupancy. 4. Structures that require special consideration of their response characteristics and environment that are not addressed by this code or ASCE 7 and for which other regulations provide seismic criteria, such as vehicular bridges, electrical transmission towers, hydraulic structures, buried utility lines and their appurtenances and nuclear reactors. Generally speaking, the lateral structural engineering for residential homes in Washington State is governed by wind rather than seismic. In other words the lateral wind loads exceed the lateral loads generated by seismic forces.Therefore the wind loads are used in the specific lateral analysis in lieu of the seismic loads. This is largely due to the fact that conventionally framed wood structures are relatively light and generate relatively small seismic loads compared to the wind loads. In rare instances when the geometry of the building is such that the aspect ratio (longitudinal length divided by lateral length) exceeds 2.5 then a seismic analysis is warranted. The other exceptions are when the roof or walls are constructed of concrete or other heavy materials or the ground snow load exceed 30 psf. Seismic analysis not required if the following conditions are true: 1) Conventionally framed wood walls and roof? Yes 2) Aspect Ratio< 2.5? Yes Longitudinal wall distance 52 ft Lateral wall distance 47 ft Aspect ratio = 1.11 3) Ground Snow Load is< 30 psf Yes Therefore, specific seismic analysis is NOT required. See attached wind analysis for lateral analysis. 3952 Rock Ridge Pkwy,Pg.8 Wind Analysis-Calculation of Shear Wall Loads Wall Location: Rec Room/Bed 2 Walls Description: Wind blast on left side Tributary Projected Area(ft) Calculations Height 25 ft P = 16.59 psf Wind Pressure from Wind Analysis page 1 Width 14 ft Fwind =P*A = 5806 lb Calculate total wind force acting on wall Height 2(opt.) 0 FP = LP*300 plf= 1800 lb Load resisted by prescriptive/interior walls Width 2(opt.) 0 Fs = Fwind -FP= 4006 lb Load resisted by shear walls Area, A 350 ft2 PLFshear = Fs/Ls 501 plf Shear Wall Load(pounds per length foot) Resisting Shear Wall(ft) Shear Wall Case I 2 Shear Wall, Lx 2 ft Case 1:Conventional O.K. PLF< 300 3 ft Case 2:SW4&HDU2's 300 <PLF< 685 3 ft Case 3:SW5 or SW8&HDU2's 685 <PLF< 980 O Case 4:SW5&HDU8's 980 <PLF< 1400 O Case 5:Other sheathing methods required 1400 <PLF< 2435 O Case 6:Shear capacity for double sided wall exceeded 2435 <PLF O _ 0 Note:Shear nominal capacities taken from SDPWS Table 4.3 and adjusted in Ls = E Lx 8 ft accordance with SPDWS Section 4.3. Shear wall aspect ration shall not exceed 3.5:1. If requirements are not met portal framing methods can be used. Pres.Wall, Lp 6 ft Summary: Rec room/bed 2 walls are case 2,conventional sheathing does not adequately resist lateral loads.SW4 and HDU2's required. Wall Location: Rec Room/Bed 2 side walls Description: Wind blast from rear Tributary Projected Area(ft) Calculations Height 25 ft P = 16.59 psf Wind Pressure from Wind Analysis page 1 Width 41 ft Fwind =P*A = 17004 lb Calculate total wind force acting on wall Height 2(opt.) 0 FP = LP*300 plf= 6000 lb Load resisted by prescriptive/interior walls Width 2(opt.) 0 Fs = Fwind-FP= 11004 lb Load resisted by shear walls Area A 1025 ft2 PLFshear =Fs/Ls 250 plf Shear Wall Load(pounds per length foot) Resisting Shear Wall(ft) Shear Wall Case I 1 Shear Wall, Lx 25 ft Case 1:Conventional O.K. PLF< 300 -5 ft Case 2:SW4&HDU2's 300 <PLF< 685 10 ft Case 3:SW5 or SW8&HDU2's 685 <PLF< 980 14 ft Case 4:SW5&HDU8's 980 <PLF< 1400 0 Case 5:Other sheathing methods required 1400 <PLF< 2435 O Case 6:Shear capacity for double sided wall exceeded 2435 <PLF 0 O Note:Shear nominal capacities taken from SDPWS Table 4.3 and adjusted in Ls = E Lx 44 ft accordance with SPDWS Section 4.3. Shear wall aspect ration shall not exceed 3.5:1. If requirements are not met portal framing methods can be used. Pres.Wall, Lp 20 ft Summary: Rec room/Bed 2 side walls are Case 1,adequately braced by conventional sheathing.No special shearwalls or hold-downs required.The lateral resistance provided by conventional sheating is structurally adequate to resist the tributary lateral loads imposed on them without additional lateral resistance provided by shearwalls and hold-downs/strap-ties,etc. 3952 Rock Ridge Pkwy,Pg.9 Wind Analysis-Calculation of Shear Wall Loads (continued) Wall Location: Kitchen Rear Wall Description: Wind blast from right side Tributary Projected Area(ft) Calculations Height 16 ft P = 16.59 psf Wind Pressure from Wind Analysis page 1 Width 8 ft Fwind =P*A = 2123 lb Calculate total wind force acting on wall Height 2(opt.) 0 FP = LP*300 plf= 0 lb Load resisted by prescriptive/interior walls Width 2(opt.) 0 Fs = Fwind -FP= 2123 lb Load resisted by shear walls Area, A 128 ft2 PLFshear = Fs/Ls 163 plf Shear Wall Load(pounds per length foot) Resisting Shear Wall(ft) Shear Wall Case I 1 Shear Wall, Lx 3 ft Case 1:Conventional O.K. PLF< 300 10 ft Case 2:SW4&HDU2's 300 <PLF< 685 0 Case 3:SW5 or SW8&HDU2's 685 <PLF< 980 O Case 4:SW5&HDU8's 980 <PLF< 1400 O Case 5:Other sheathing methods required 1400 <PLF< 2435 O Case 6:Shear capacity for double sided wall exceeded 2435 <PLF 0 0 Note:Shear nominal capacities taken from SDPWS Table 4.3 and adjusted in Ls = E Lx 13 ft accordance with SPDWS Section 4.3. Shear wall aspect ration shall not exceed 3.5:1. If requirements are not met portal framing methods can be used. Pres.Wall, LP 0 Summary: Kitchen rear walls are Case 1,adequately braced by conventional sheathing.No special shearwalls or hold-downs required.The lateral resistance provided by conventional sheating is structurally adequate to resist the tributary lateral loads imposed on them without additional lateral resistance provided by shearwalls and hold-downs/strap-ties,etc. Wall Location: Kitchen/Dining Right Wall Description: Wind blast from right side Tributary Projected Area(ft) Calculations Height 12 ft P = 16.59 psf Wind Pressure from Wind Analysis page 1 Width 16 ft Fwind =P*A = 3185 lb Calculate total wind force acting on wall Height 2(opt.) 0 FP = LP*300 plf= 0 lb Load resisted by prescriptive/interior walls Width 2(opt.) 0 Fs = Fwind-FP= 3185 lb Load resisted by shear walls Area A 192 ft2 PLFshear =Fs/Ls 708 plf Shear Wall Load(pounds per length foot) Resisting Shear Wall(ft) Shear Wall Case I 3 Shear Wall, Lx 4.5 ft Case 1:Conventional O.K. PLF< 300 O Case 2:SW4&HDU2's 300 <PLF< 685 0 Case 3:SW5 or SW8&HDU2's 685 <PLF< 980 O Case 4:SW5&HDU8's 980 <PLF< 1400 O Case 5:Other sheathing methods required 1400 <PLF< 2435 O Case 6:Shear capacity for double sided wall exceeded 2435 <PLF 0 O Note:Shear nominal capacities taken from SDPWS Table 4.3 and adjusted in Ls = E Lx 4.5 ft accordance with SPDWS Section 4.3. Shear wall aspect ration shall not exceed 3.5:1. If requirements are not met portal framing methods can be used. Pres.Wall, Lp 0 Summary: kitchen/dining upper floor walls are case 2,conventional sheathing does not adequately resist lateral loads.SW4 shear walls and MST48 floor to floor strap tie required as specified. 3952 Rock Ridge Pkwy, Pg. 10 Wind Analysis-Calculation of Shear Wall Loads (continued) Wall Location: Clerestory Front& Rear wall Description: Wind blast from right side Tributary Projected Area(ft) Calculations Height 14 ft P = 16.59 psf Wind Pressure from Wind Analysis page 1 Width 8 ft Fwind =p*A = 1858 lb Calculate total wind force acting on wall Height 2(opt.) 0 FP = LP*300 plf= 0 lb Load resisted by prescriptive/interior walls Width 2(opt.) 0 Fs = Fwind -FP= 1858 lb Load resisted by shear walls Area, A 112 ft2 PLFshear = Fs/Ls 206 plf Shear Wall Load(pounds per length foot) Resisting Shear Wall(ft) Shear Wall Case I 1 Shear Wall, Lx 18 ft Case 1:Conventional O.K. PLF< 300 -3 ft Case 2:SW4&HDU2's 300 <PLF< 685 -3 ft Case 3:SW5 or SW8&HDU2's 685 <PLF< 980 -3 ft Case 4:SW5&HDU8's 980 <PLF< 1400 O Case 5:Other sheathing methods required 1400 <PLF< 2435 O Case 6:Shear capacity for double sided wall exceeded 2435 <PLF O _ 0 Note:Shear nominal capacities taken from SDPWS Table 4.3 and adjusted in Ls = E Lx 9 ft accordance with SPDWS Section 4.3. Shear wall aspect ration shall not exceed 3.5:1. If requirements are not met portal framing methods can be used. Pres.Wall, Lp 0 Summary:Clerestory walls are Case 1,adequately braced by conventional sheathing. No special shearwalls or hold-downs required.The lateral resistance provided by conventional sheating is structurally adequate to resist the tributary lateral loads imposed on them without additional lateral resistance provided by shearwalls and hold-downs/strap-ties,etc. Wall Location: Living room front wall Description: Wind blast from right side Tributary Projected Area(ft) Calculations Height 12 ft P = 16.59 psf Wind Pressure from Wind Analysis page 1 Width 16 ft Fwind =P*A = 3185 lb Calculate total wind force acting on wall Height 2(opt.) 0 Fp = LP*300 plf= 0 lb Load resisted by prescriptive/interior walls Width 2(opt.) 0 Fs = Fwind-FP= 3185 lb Load resisted by shear walls Area A 192 ft2 PLFShear =Fs/Ls 290 plf Shear Wall Load(pounds per length foot) Resisting Shear Wall(ft) Shear Wall Case I 1 Shear Wall, Lx 18 ft Case 1:Conventional O.K. PLF< 300 -3.5 ft Case 2:SW4&HDU2's 300 <PLF< 685 -3.5 ft Case 3:SW5 or SW8&HDU2's 685 <PLF< 980 O Case 4:SW5&HDU8's 980 <PLF< 1400 O Case 5:Other sheathing methods required 1400 <PLF< 2435 O Case 6:Shear capacity for double sided wall exceeded 2435 <PLF 0 O Note:Shear nominal capacities taken from SDPWS Table 4.3 and adjusted in Ls = E Lx 11 ft accordance with SPDWS Section 4.3. Shear wall aspect ration shall not exceed 3.5:1. If requirements are not met portal framing methods can be used. Pres.Wall, Lp 0 Summary: Living room front walls are Case 1,adequately braced by conventional sheathing.No special shearwalls or hold-downs required.The lateral resistance provided by conventional sheating is structurally adequate to resist the tributary lateral loads imposed on them without additional lateral resistance provided by shearwalls and hold-downs/strap-ties,etc. 3952 Rock Ridge Pkwy, Pg. 11 Wind Analysis-Calculation of Shear Wall Loads (continued) Wall Location: Office Rear Walls Description: Wind blast from right side Tributary Projected Area(ft) Calculations Height 6 ft P = 16.59 psf Wind Pressure from Wind Analysis page 1 Width 17 ft Fwind =P*A = 1692 lb Calculate total wind force acting on wall Height 2(opt.) 0 FP = LP*300 plf= 0 lb Load resisted by prescriptive/interior walls Width 2(opt.) 0 Fs = Fwind -FP= 1692 lb Load resisted by shear walls Area, A 102 ft2 PLFshear = FsiLs 212 plf Shear Wall Load(pounds per length foot) Resisting Shear Wall(ft) Shear Wall Case I 1 Shear Wall, Lx 20 ft Case 1:Conventional O.K. PLF< 300 -6 ft Case 2:SW4&HDU2's 300 <PLF< 685 -3 ft Case 3:SW5 or SW8&HDU2's 685 <PLF< 980 -3 ft Case 4:SW5&HDU8's 980 <PLF< 1400 O Case 5:Other sheathing methods required 1400 <PLF< 2435 O Case 6:Shear capacity for double sided wall exceeded 2435 <PLF O _ 0 Note:Shear nominal capacities taken from SDPWS Table 4.3 and adjusted in Ls = E Lx 8 ft accordance with SPDWS Section 4.3. Shear wall aspect ration shall not exceed 3.5:1. If requirements are not met portal framing methods can be used. Pres.Wall, Lp 0 Summary:Office rear walls are Case 1,adequately braced by conventional sheathing.No special shearwalls or hold-downs required.The lateral resistance provided by conventional sheating is structurally adequate to resist the tributary lateral loads imposed on them without additional lateral resistance provided by shearwalls and hold-downs/strap-ties,etc. Wall Location: Remaining Walls Summary:Remaining walls are adequately braced by conventional sheathing(not necessarily prescriptive") by inspection. No special shearwalls or hold-downs required.The lateral resistance provided by conventional sheating is structurally adequate to resist the tributary lateral loads imposed on them without additional lateral resistance provided by shearwalls and hold-downs/strap-ties,etc. 3952 Rock Ridge Pkwy, Pg. 12 Lateral Restraint Panel LRP Location: Garage Panel Opening Description: Wind blast from left side 0RP eR�tic Tributary Projected Area (ft) Height 25 ft Width 13 ft Area 325ft2 Calculate Wind Force P = 16.00 psf Wind Pressure from Wind Analysis page 1 Fwind =P*A = 5200 lbs Calculate total wind force acting on wall The APA portal-frame design described in APA TT-100F can be used in engineered applications which require shear transfer via moment resisting frame. Cyclic testing has been conducted on the APA portal-frame design (APA 2012). Recommended design values for engineered use of the portal frames are provided in Table 1. Design values are derived from the cyclic test data using a rational procedure that considers both strength and stiffness. Aspect ratio requirements of the IRC/IBC do not apply to the wall segments of the APA Table 1: Design Values for APA Portal Frame Width (inches) Height (ft) Ultimate Load (Ibs) ASD Design Value (Ibs) 16 8 2,780 1,000 10 2,180 600 24 8 4,720 1,700 10 3,630 1,000 Calculate Force Resisted by LRP Width of Panel 36 inches Height of Panel 8 feet Number of Panels 2 panels (2 typical) Panels sheathed on both sides? No First interpolation, height = 8' 2750 pounds per 8'frame First interpolation, height = 10' 1600 pounds per 10'frame Second Interpolation, Design Load 2750 pounds per design frame Load Resisted by LRP, FLRP 5500 pounds total Check if Fwind <FLRp C Yes 1 Summary:Garage door opening walls are adequately restrained by Lateral Restraint Panel per APA Portal Frame Guide. Install lateral restraint panel per detail'L'on S1. Install 7/16"OSB on one side of wall with 8d nails at 3" O.C. in all framing. Extend sheathing completely over header. Use(1) Simpson HDU2 connected to double studs on each side of portal frame. 3952 Rock Ridge Pkwy, Pg. 13 Wind Uplift Calculator per ASCE 7-10 R� NeE� 3952 Rock Ridge Parkway Anacortes, WA 98221 Ref. ASCE 7-10 Ch. 27 - Main Wind Force Resisting System Inputs: Basic Wind Speed, V 110 mph Exposure Category C Wind Type Obstructed Wind Flow Risk Category of Structure II Enclosure Classification Enclosed Roof Type Monoslope Mean Roof Height, h 22 ft Max Interior Height, z 20 ft Roof Angle, e 4.8 degrees Building Length, L 40 ft ASD Load Combination Factor 1 Calculations: Directionality Factor, Kd 0.85 Table 26.6-1 Topographic Factor, Kzt 1 Figure 26.8-1 Gust-effect Factor, G 0.85 Section 26.9 Internal Pressure Coefficient, GCpi -0.18 Table 26.11-1 Velocity Pressure Coefficient, Kh 0.916 Table 27.3.1 Velocity Pressure Coefficient, Kz 0.9 Table 27.3.1 Velocity Pressure, qh 24.12 Eq. 27.3-1 Velocity Pressure, qz 23.70 Eq. 27.3-1 External Pressure Coefficient, Cp -0.94 Fig. 27.4 Wind Uplift Pressure, p -15.00 psf Eq. 27.4-1 Design Uplift Pressure, P = p * 1.0 -15.00 psf Simpson H1 or SDWC15600 screw required at every truss. 3952 Rock Ridge Pkwy, Pg. 14 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 CdVi RUCTIOiV CPILC �RPo"c ",..., hjr, Important:Top and bottom must be laterally supported at supports and at4-ft max.intervals.Dynamic loading not considered.Compliant with 2015 IBC. 1 All designs should be checked by a competent professional.All users shall comply with State Engineering Law.Injury and/or death can result from improper use of this product. Job Name: Worthington Residence Beam I.D.: 2x Extended Top Chord Load and Span Diagram(Not To Scale.Pitch,if any,not shown) 100- Other Info.: 4'Cantilever 80 x Main Span,L=I 5.00 ft 60- _, 40- Main Span Max.Allowed Live Defl:L/ 360 =0.17 in a 20- Main Span Max.Allowed Total Defl:L/ 360 =0.17 in a 0 1- ' -208 1 2 3 4 I 6 7 8 9 10 Cantilever(Overhang)Exists? Yes I-'1 -40- Right Cantilever,CR= 4.00 ft -60- - Cantilever Max Allowed Live Defl:CR/ 180 =0.27 in 80 Span(ft) Cantilever Max Allowed Total Defl:CR/ 180 =0.27 in Pitch if Sloped: 1.0:12 Load Duration snow1.15 Loads From Continuous Member? No T Add Self Wt.? Yes 0 No For Wood and Press Treated? Wet Cond? Temp Cond. Sawn Member Repetitive Use? yes .I GluLams Only:.Nol press treated ..I Dry .I i 103 Aag F!!kri ,I Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? Yes •I Live,psf Dead,psf Width,ft Load,plf Load,plf. Load,plf. Roof Loads(not including snow) 16 psf 15 psf I 2.00 ft I - - 30.1 lb/ft Roof Snow(only) 25 psf 2.00 ft 50.0 Ib/ft 50.0 lb/ft (Adj'd for pitch) Roof pitch for LL Red'n Vc� Red'n Total Adjusted Uniform Loads wL= 50.0 lb/ft wD= 30.1 lb/ft 0.0:12 rI1atberbeollfs I Combined Total Uniform Load wu= 80.1 Ib/ft 4x And Smaller(Lumber) 5x And Larger(Timbers) Lumber Material Douglas iir-Larch(North)_ Timber Material •Douglas Er-Larch(WOW Lumber Grade I No.11 No.2 •I Timber Grade I No.1 J Acceptable Solutions Acceptable Solutions 228 (3 x6 I - - - (2)2x6 )2x 6 JII - - - List properties for what I (3)2 x 6 4 x 6 - - - size lumber? I4x 12 - - - Slf Wt=15.56 List properties for x12Fb=1349 Fv=207 Fcp=625 E=1600000 SIf Wt=8.14 what e? 6 - Fb=1495 Fv=196 Fcp=625 E=1600000 Glued Laminated Members(GLB) 2.2E Parallam PSL Glulam Grade V+(OF71Y9 +! 3-1/2"x9.1/4" 7"x9.1/4" Acceptable Solutions 5-1/4"x 9.1/4" 31/8"x6" 51/2"x6" SIf Wt= 18.57 List properties for List properties for what 3 1/2"x 6" 6 3/4"x 7 1/2" what size? 7'x 11-1/4' I• Fb=3335 Fv=333.5 Fcp=750 E=2000000 size glulam? 5 1/8"x 6" 8 3/4"x 9" I-Level.TJI L1/2"xit7w" Web 11.7/8"TJI/L65 9.1/2"TJI 110 Fb=2760 Fv=304.75 Fcp=748 E=1800000 Fbt=2127.5 Self Wt=36.53 Stiffeners? 16"TJI/L65 9-1/2"TJI 210 2.0E Microllam LVL-Multi-ply I No - 16"TJI/L90 9-1/2"TJI 230 List properties for what 1.3/4"x 5.1/2" (3)1.3/4"x 5.1/2" 14"TJI H90 11-7/8"TJI 360 size LVL? (2)1-3/4"x 5-1/2" (4)1.3/4"x 5.1/2" - 12)1.3/r s li-fi$ w 1 Fb=2990 Fv=327.75 Fcp=750 E=2000000 SIf Wt=7.43 2.0E Microllam LVL 1.55E TimberStrand LSL List properties for what 1.3/4"x 5-1/2" -5-1/4"x 5.1/2" List properties for 1.3/4"x 9.1/2" (3)1.3/4"x 9.1/2" size LVL? 3-1/2"x 5-1/2" 7"x 5-1/2" what size? 3.1/2"x 9.1/2" 3.1/2'x11-7/, -I Fb=2990 Fv=327.75 Fcp=750 E=2000000 SIf Wt=7.43 (311-3/4''or '"J Fb=2674 Fv=356.5 Fcp=800 E=1550000 #N/A o-- Final Member Results Final Member (sawn woos w Bending Overdesign:138.7% Final Member:2 x 8,Douglas Fir- Bending Overdesign:138.7% Material Library ChooeefromAll sizes or Seam woe - Larch(North),No.1 /No.2 Shear Overdesign:418.2% Final Size: 2x8 ,, Deflection Overdesign:83.6% Min.Bearing Lengths:=1.50 in.(Left) :=1.50 in.(Right) Use Conditions Selected: Rept'v Mem. Bearing/Buckling Overdsgn:N/A Vert Diff(approx): 0.75 ft True Length(approx): Final member OK by: 83.6% Actual Member Size:1.50"x 7.25" 9.03 ft Controlling criteria is: Deflection Reactions Final Member Additional Information Location Live Case Bracing Reg'd For Maximums R,-Left R,-Right Max.Positive Moment:°123 ft-lb 1.90 ft Main Span Full strength: Live Load: 125 lb 405 lb Max.Negative Moment:°-663 ft-lb 5.00 ft On Cant. Lateral bracing Dead Load: 30 lb 266 lb Max Design Shear:290 lb 5.00 ft Both Total Load: 155 lb 671 lb Main Span Max.Downward Live Case Causing Max Main Span Both Deflection(Live/Total) 0.009"/0.007" 2.50'/2.15' Main/Main Main Span Max.Upward Deflection 0.015"/0.019" 2.90'/3.00' Cant./Cant. Minimums R,-Left R, Ri- ght (Live/Total)'.. Live Load: 45 lb 125 lb Cant Down.Dell.(Live/Total) 0.097 /0 147 9.00'/9.00' Cant./Cant. w/o Mid-Bracing: 0.6 or 1.0 Dead: -2 lb 119 lb Cant.lQ Defl.(Live/Total)::O 024 /0.000" 9.00'/5.00' Main/Main Bending Red'n: Net Reaction 42 lb 231 lb Req'd El,Not Incl.Self Wt.:i4.037E+07 Actual El: 7.62E+07 0% Live Case Causing Min Both Main Span Approx.Self Weight 2.72 plf Approx.Tot.Wt.:25 lb Allowed Moment: Min.Calc'd Bearing Lengths: =0.16 in(Left) =0.72 in(Right) 1,477 ft-lb 2x extended top chord 3952 Rock Ridge Pkwy, Pg. 15 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 Cc NS RUCTIONCALC a�❑,i "o,„,,, Md Important:Top and bottom must be laterally supported at supports and at 4-ft max.intervals.Dynamic loading not considered.Compliant with 2015 IBC. All designs should be checked by a competent professional.All users shall comply with State Engineering Law.Injury and/or death can result from improper use of this product. Job Name:' Worthington Residence Beam I.D.: Basement Deck Beam Load and Span Diagram(Not To Scale.Pitch,if any,not shown) 400- Other Info.: 300 Y Main Span,L=I 10.00 ft I 200- Main Span Max.Allowed Live Defl:L/ 480 =0.25 in a 100 Main Span Max.Allowed Total Defl:L/ 480 =0.25 in A o x S I -100( 2 4 6 8 13 12 Cantilever(Overhang)Exists? No v -200 x ` Pitch if Sloped: I 0.0:12 300- Span(ft) Load Duration Live:too Loads From Continuous Member? No Lei Add Self Wt.? 0 Yes •No Press Treated? Wet Cond? Temp Cond. For Wood and Sawn Member Repetitive Use? No . GluLams Only: Press neated .j wet . I100 deg FB.less __, Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? Ices Live,psf Dead,psf Width,ft Load,plf Load,plf. Load,plf. Deck Loads' 60 psf I 10 psf I 5.00 ft I 300.0 lb/ft 300.0 lb/ft 50.0 lb/ft Roof pitch for LL Red'n Red'n Total Adjusted Uniform Loads wL= 300.0 lb/ft wD= 50.0 lb/ft 0.0:12 All other beams Combined Total Uniform Load wu= 350.0 lb/ft 4x And Smaller(Lumber) 5x And Larger(Timbers) Lumber Material Douglas Fr-Larch(North) Timber Material Douglasrr-UdtNanIO .1 Lumber Grade No.1/No.2 •I Timber Grade No.1 •I Acceptable Solutions Acceptable Solutions - (4)2x10 - - - (2)2x14 3x16 6x10 - - List properties for what (3)2 x 12 4 x 12 - - size lumber? 4x12 . - - SlfWt=0 E=1520000 Slf W t=0 Listpropertieshtz6 x 12 for Fb=816 Fv=144 Fcp=419 • what size? Fb=884 Fv=136 Fcp=419 E=1520000 Glued Laminated Members(GLBI 2.2E Parallam PSL Glulam Grade I24F-v4(ot/DF) 3-1/2"x 9-1/4" 7"x 9-1/4" Acceptable Solutions 5-1/4"x 9-1/4" 31/8"x91/2" 51/2"x9" SlfWt= 0 List properties for List properties for what 31/2"x 9" 6 3/4"x 71/2" what size? 7"14 •11-1/4- Fb=0 Fv=0 Fcp=0 E=0 size glulam? 51/8"x 9" 8 3/4"x 9" I-Level.TJI 51n-x117/d- ,sl Web - - Fb=1920 Fv=231.875 Fcp=345 E=1499400 Fbt=1480 Self Wt=0 Stiffeners? - - 2.0E Microllam LVL-Multi-ply No - - List properties for what 13/4" x 11-7/8" (3)13/4" x 7-1/4" - - size LVL? (2)13/4" x 9-1/2" (4)13� /4" x 7-1/4" - (2)1.3/4-x 11-7/e" '! Fb=0 Fv=0 Fcp=0 E=0 Slf Wt=0 2.0E Microllam LVL 1.55E TimberStrand LSL 13/4" x 11-7/8" 5-1/4" x 7-1/4" 13/4"x 11-7/8" (3)1-3/4"x 9-1/2" List properties for what List properties for size LVL? 3-1/2" x 9-1/2" 7" x 7-1/4" what size? 3-1/2"x 9-1/2" 3.1/2"r 11.7/8- . Fb=0 Fv=0 Fcp=0 E=0 Slf W t=0 I(3)1.3/4"It 15' Fb=0 Fv=0 Fcp=0 E=0 #N/A Final Member Sawn Wood . Final Member Results Final Member:6 x 10, Douglas Fir- Bending Overdesign:32.1% Material Library I Choose From Aw Sixes Of Bean,Type • Larch(North), No. 1 Shear Overdesign:211.6% Final Size: 6x10 Deflection Overdesign:75.0% Min.Bearing Lengths:= 1.50 in.(Left) := 1.50 in.(Right) Use Conditions Selected: Bearing/Buckling Overdsgn:N/A Vert Diff(approx): 0.00 ft True Length(approx): Final member OK by: 32.1% Press Trtd.Wet Use. Actual Member Size:5.50"x 9.25" 10.00 ft Controlling criteria is: Bending Reactions Final Member Additional Information Location Live Case Bracing Reg'd For Maximums R,-Left R,-Right Max.Positive Moment:4,375 ft-lb 5.00 ft Main Span Full Strength: Live Load: 1,500 lb 1,500 lb Max.Negative Moment:0 ft-lb 0.00 ft Main Span Lateral Dead Load: 250 lb 250 lb Max Design Shear:1,480 lb 0.00 ft Main Span Total Load: 1,750 lb 1,750 lb Main Span Max.Downward 0.122"/0.143" 5.00'/5.00' Main/Main Live Case Causing Max N/A N/A Deflection(Live/Total) Main Span Max.Upward Deflection 0.000"/0.000" 0.00'/0.00' Main/Main Minimums R,-Left R,-Right (Live/Total) Live Load: 0 lb 0 lb Cant.Down.Defl.(Live/Total):.N/A N/A N/A Imo Mid-Bracing: 0.6 or 1.0 Dead: 150 lb 150 lb Cant.U .Defl.(Live/Total)_LN/A N/A N/A Bending Red'n: Net Reaction 150 lb 150 lb Req'd El,Not Incl.Self Wt.:13.150E+08 Actual El: 5.51E+08 0% Live Case Causing Min N/A N/A Approx Self Weight:N/A Approx.Tot.Wt.:N/A Allowed Moment: Min.Calc'd Bearing Lengths: = 0.76 in(Left) = 0.76 in(Right) 3,506 ft-lb BASEMENT deck beam 1 3952 Rock Ridge Pkwy, Pg. 16 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 Cc NS RUCTIONCALC a�❑,i "o,„,,, Md Important:Top and bottom must be laterally supported at supports and at 4-ft max.intervals.Dynamic loading not considered.Compliant with 2015 IBC. All designs should be checked by a competent professional.All users shall comply with State Engineering Law.Injury and/or death can result from improper use of this product. Job Name:' Worthington Residence m m Beam I.D.: Basement Deck Joists Load and Span Diagram(Not To Scale.Pitch,if any,not shown) 120- Other Info.: 100 z Main Span,L=I 10.00 ft I 80- 60- Main Span Max.Allowed Live Defl:L/ 480 =0.25 in a 40- Main Span Max.Allowed Total Defl:L/ 480 =0.25 in A 20- 0 ow r I Cantilever(Overhang)Exists? No v J -20 n 2 4 6 8 13 12 Pitch if Sloped: I 0.0:12 I -40- -60 Span(ft) Load Duration Live:lm V Loads From Continuous Member? No U Add Self Wt.? 0 Yes •No Press Treated? Wet Cond? Temp Cond. For Wood and Sawn Member Repetitive Use? yes . GluLams Only: PreteTreated .j wet . 1100 deg F B.less ;.il Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? I yes Live,psf Dead,psf Width,ft Load,plf Load,plf. Load,plf. Deck Loads' 60 psf I 10 psf I 1.33 ft I 79.8 lb/ft 79.8 lb/ft 13.3 lb/ft Roof pitch for LL Red'n Red'n Total Adjusted Uniform Loads wL= 79.8 lb/ft AID= 13.3 lb/ft 0.0:12 A other beams Combined Total Uniform Load wu= 93.1 lb/ft 4x And Smaller(Lumber) 5x And Larger(Timbers) Lumber Material Douglas Fir-Larch(North) Timber Material DOugtesFir-Lerd,U+wtld +� Lumber Grade No.1/No.2 •I Timber Grade No.1 . Acceptable Solutions Acceptable Solutions 2x10 (4)2x6 - - - (2)2x8 3x8 - - - List properties for what (3)2 x 6 4 x 8 - - - size lumber? 4x12 vj - - Slf Wt=0 E=1520000 SlfWt=0 List what 6x12e?for Fb=798 Fv=144 Fcp=419 what size? Fb=884 Fv=136 Fcp=419 E=1520000 Glued Laminated Members(GLBI 2.2E Parallam PSL Glulam Grade I24F-v4(0f/DF) 3-1/2"x 9-1/4" 7"x 9-1/4" Acceptable Solutions 5-1/4"x 9-1/4" 31/8"x6" 51/2"x6" SlfWt= 0 List properties for List properties for what 31/2"x 6" 6 3/4"x 71/2" what size? 7"x 11-1/4" • Fb=0 Fv=0 Fcp=0 E=0 size glulam? 51/8"x 6" 8 3/4"x 9" I-Level.TJI 51R-x117/8- ••I Web r 11-7/8"TJI/L65 9-1/2"TJI 110 Fb=1920 Fv=231.875 Fcp=345 E=1499400 Fbt=1480 Self Wt=0 Stiffeners? 16"TJI/L65 9-1/2"TJI 210 2.0E Microllam LVL-Multi-plv No 16"TJI/L90 9-1/2"TJI 230 List properties for what 1-3/4" x 7-1/4" (3)13/4"x 5-1/2" 14"TJI H90 11-7/8"TJI 360 - size LVL? (2)13/4"x 5-1/2" (4)13� /4"x 5-1/2" - (2)1.3/4-x 11-7/e" ! Fb=0 Fv=0 Fcp=0 E=0 Slf Wt=0 2.0E Microllam LVL 1.55E TimberStrand LSL List properties for what 1-3/4" x 7-1/4" 5-1/4"x 5-1/2" List properties for 1-3/4"x 9-1/2" (3)13/4"x 9-1/2" size LVL? 3-1/2"x 5-1/2" 7"x 5-1/2" what size? 3-1/2"x 9-1/2" 3.1/2"r 11.7/8- V Fb=0 Fv=0 Fcp=0 E=0 Slf W t=0 I(3)1.3/4"It 15- •I Fb=0 Fv=0 Fcp=0 E=0 #N/A Final Member Sawn Wood v Final Member Results Final Member:2 x 10, Douglas Fir- Bending Overdesign:31.8% Material Library 'Choose From AN Sixes Of Beam Type • Larch(North), No. 1 /No.2 Shear Overdesign:238.3% Final Size: 2 x to Deflection Overdesign:79.5% Min.Bearing Lengths:= 1.50 in.(Left) := 1.50 in.(Right) Use Conditions Selected: Rept'v Mem. Bearing/Buckling Overdsgn:N/A Vert Diff(approx): 0.00 ft True Length(approx): Final member OK by: 31.8% Press Trtd.Wet Use. Actual Member Size:1.50"x 9.25" 10.00 ft Controlling criteria is: Bending Reactions Final Member Additional Information Location Live Case Bracing Reg'd For Maximums R,-Left R,-Right Max.Positive Moment:I1,164 ft-lb 5.00 ft Main Span Full Strength: Live Load: 399 lb 399 lb Max.Negative Moment_,0 ft-lb 0.00 ft Main Span Lateral Dead Load: 67 lb 67 lb Max Design Shear 394 lb 0.00 ft Main Span Total Load: 466 lb 466 lb Main Span Max.Downward 0.119"/0.139" 5.00'/5.00' Main/Main Live Case Causing Max N/A N/A Deflection(Live/Total) Main Span Max.Uoward Deflection 0.000"/0.000" 0.00'/0.00' Main/Main Minimums R,-Left R,-Right (Live/Total) Live Load: 0 lb 0 lb Cant.Down.Defl.(Live/Total):N/A N/A N/A W/O Mid-Bracing: 0.6 or 1.0 Dead: 40 lb 40 lb Cant.UP.Defl.(Live/Total):N/A N/A N/A Bending Redo: Net Reaction 40 lb 40 lb Req'd El,Not Incl.Self Wt.:8.379E+07 Actual El: 1.50E+08 27% Live Case Causing Min N/A N/A Approx Self Weight:N/A Approx.Tot.Wt.:N/A Allowed Moment: Min.Calc'd Bearing Lengths: = 0.74 in(Left) = 0.74 in(Right) 1,127 ft-lb BASEMENT deck JOISTS 3952 Rock Ridge Pkwy, Pg. 17 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 Canis' ucTIONCALC oftp,Q 6_ �"�(� ,e�gN.. Important:Top and bottom must be laterally supported at supports and at4-ft max.intervals.Dynamic loading not considered.Compliant with 2015 IBC. - All designs should be checked by a competent professional.All users shall comply with State Engineering Law.Injury and/or death can result from improper use of this product. Job Name: Worthington Residence Beam I.D.: Clerestory Beam 2 Load and Span Diagram(Not To Scale.Pitch,many,not shown) 600- Other Info.: 500 x 400- Main Span,L=I 13.25 ft I 300- Main Span Max.Allowed Live Defl:L/ 480 =0.33 in -2100 Main Span Max.Allowed Total Defl:L/ 480 =0.33 in W 0 v w -00 6 Cantilever(Overhang)Exists? No H I -200- 2 4 6 8 10 12 14 Pitch if Sloped: I 0.0:12 I 300 x x f_ -400- Span(ft) Load Duration sno..tis LII Loads From Continuous Member? No I Add Self Wt.? 0 Yes •No Press Treated? Wet Cond? Temp Cond. For Wood and Sawn Member Repetitive Use? No •I GluLams Only:I NA rxeratressea 1,1 Dry L I 11306u;• ,... yl Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n?Lynn w Live,psf Dead,psf Width,ft Load,plf Load,plf. Load,plf. Roof Loads(not including snow) 16 psf 15 psf I 10.00 ft I - - 150.0 lb/ft Roof Snow(only) 25 psf 10.00 ft 250.0 lb/ft 250.0 lb/ft - Wall Dead Load 10 psf I 10.00 ft I 100.0 lb/ft Roof pitch for LL Red'n yy` Red'n Total Adjusted Uniform Loads wL= 250.0 lb/ft w0= 250.0 lb/ft 0.0:12 l+vlmKr beams .I Combined Total Uniform Load wu= 500.0 lb/ft 4x And Smaller(Lumber) 5x And Larger(Timbers) Lumber Material Couglatnr-tmhR+e g . Timber Material gngsm tarchRaft Lumber Grade I No.1/No.2 1, Timber Grade I No.1 Acceptable Solutions Acceptable Solutions . (4)2x14 - 12x12 -� - - 6x14 - - List properties for what 4 x 16 8 x 12 - size lumber? I4 x 12 , 10 x 12 - SIf Wt=0 List properties Fb=1173 Fv=207 Fcp=625 E=1600000 Slf Wt=O for what size? 6x12• Fb=1495 Fv=196 Fcp=625 E=1600000 Glued Laminated Members(GLBI 2.2E Parallam PSL Glulam Grade Iz4r-v4(Of(DP) ..J 3-1/2"x 14" 7"x 11-1/4" ' Acceptable Solutions 5-1/4"x 11-1/4" 3 1/8"x 13 1/2" 5 1/2"x 11 7/8" Slf Wt= 0 List properties List properties for what 3 1/2"x 13 1/2" 6 3/4"x 10 1/2" for what size? 7-x 11-1/4- '7" Fb=3335 Fv=333.5 Fcp=750 E=2000000 size glulam? 5 1/8"x 11 7/8" 8 3/4"x 9 1/2" I-Level,TJI 1.5 Urx117/3" _'•I Web - - Fb=2760 Fv=304.75 Fcp=748 E=1800000 Fbt=2127.5 Self Wt=0 Stiffeners? - - 2.0E Microllam LVL-Multi-ply No - - List properties for what _ (3)1-3/4" x 11-7/8" - - size LVL? _ (2)13/4" x 14" (4)13/4" x 11-7/8" - al l-3FP x 11-L6'• w}I Fb=2990 Fv=327.75 Fcp=750 E=2000000 Slf Wt=0 2.0E Microllam LVL 1.55E TimberStrand LSL List properties for what - 5-1/4" x 11-7/8" List properties - (3)13/4"x 11-7/8" size LVL? 3-1/2" x 14" 7" x 11-7/8" for what size? 3-1/2"x 14" a-1n-x n•Na-• rr Fb=2990 Fv=327.75 Fcp=750 E=2000000 Slf Wt=0 (311-314-xia- - Fb=2674 Fv=356.5 Fcp=800 E=155000 #N/A Final Member aoeelAmir,ated .I Final Member Results Final Member:5 1/2"x 11 7/8", Bending Overdesign:171.0% Material Library choose From Air sat-01eeamlypr 71 Glued Laminated,24F-V4(DF/DF) Shear Overdesign:370.9% Final Size: s12"x117re, Deflection Overdesign:32.0% Min.Bearing Lengths:= 1.50 in.(Left) := 1.50 in.(Right) Use Conditions Selected: Bearing/Buckling Overdsgn:N/A Vert DiR(approx): 0.00 ft True Length(approx): Final member OK by: 32.0% Actual Member Size:5 1/2"x 11 7/8" 13.25 ft Controlling criteria is: Deflection Reactions Final Member Additional Information Location Live Case Bracing Reg'd For Maximums R,-Left R,-Right Max.Positive Moment:1 10,973 ft-lb 6.63 ft Main Span Full Strength: Live Load: 1,656 lb 1,656 lb Max.Negative Moment:'..0 ft-lb 0.00 ft Main Span Lateral Dead Load: 1.656 1b 1.656 1b Max Design Shear.2,818 lb 0.00 ft Main Span Total Load: 3,313 lb 3,313 lb Main Span Max Downward. Live Case Causing Max N/A N/A Deflection(Live/Total)' 0.125"/0.251" 6.63'/6.63' Main/Main Main Span Max.Upward'.. 0.000"/0.000" 0.00'/0.00' Main/Main Minimums R,-Left R,-Right Deflection(Live/Total)'.. Live Load: 0 lb 0 lb Cant.Down.Defl.(Live/Total):',N/A N/A N/A wio Mid-Bracing: 0.6 or 1.0 Dead: 994 lb 994 lb Cant;,U .,Defl (Live/Total)-N/A N/A N/A Bending Red'n: Net Reaction 994 lb 994 lb Req'd El,Not Incl.Self Wt.:.1.047E+09 Actual El: 1.38E+09 0% Live Case Causing Min N/A N/A Approx.Self Weight:N/A Approx.Tot.Wt.:N/A Allowed Moment: Min.Calc'd Bearing Lengths: = 0.93 in(Left) = 0.93 in(Right) 159,573 ft-lb clerestory beam 2 3952 Rock Ridge Pkwy, Pg. 18 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 C s'nUCTIONCALC otbprQ "6 el 4-"o,.4.4N.. Important:Top and bottom must be laterally supported at supports and at4-ft max.intervals.Dynamic loading not considered.Compliant with 2015 IBC. - All designs should be checked by a competent professional.All users shall comply with State Engineering Law.Injury and/or death can result from improper use of this product. Job Name: Worthington Residence Beam I.D.: Clerestory Beam Load and Span Diagram(Not To Scale.Pitch,many,not shown) 500- Other Info.: 400 x Main Span,L=I 13.75 ft I 200- _200- Main Span Max.Allowed Live Defl:L/ 480 =0.34 in 2100- Main Span Max.Allowed Total Defl:L/ 480 1=0.34 in , 0 v tel I 100 D 2 4 6 S 10 12 14 16 Cantilever(Overhang)Exists? No I -200- Pitch if Sloped: I 0.0:12 I -300 x x ® -400- Span(ft) Load Duration snosr.t-1s Loads From Continuous Member? No I Add Self Wt.? Q Yes •No Press Treated? Wet Cond? Temp Cond. For Wood and Sawn Member Repetitive Use? No 1'1 GluLams Only:INotpresatrcared 1,1 Dry 1.1 'Made•.;• . .. yl Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Mow Live Load Red'n?Ives w Live,psf Dead,psf Width,ft Load,plf Load,plf. Load,plf. Roof Loads(not including snow) 16 psf 15 psf I 10.00 ft I - - 150.0 lb/ft Roof Snow(only) 25 psf 10.00 ft 250.0 lb/ft 250.0 lb/ft - Roof pitch for LL Red'n yy` Red'n Total Adjusted Uniform Loads wL= 250.0 lb/ft wD= 150.0 lb/ft 0.0:12 All oiler beams .I Combined Total Uniform Load wu= 400.0 lb/ft 4x And Smaller(Lumber) 5x And Larger(Timbers) Lumber Material Dorxyas Rr-Luce N4onh1 " Timber Material Douglas Fir•inch pvorug Lumber Grade No,1/Naz Iv Timber Grade No,t Acceptable Solutions Acceptable Solutions (4)2x12 - - - - - 6x12 - - List properties for what i (3)2 x 14 4 x 16 8 x 12 - - size lumber? 4x12• _ 10 x 10 - Slf Wt=0 List properties Fb=1173 Fv=207 Fcp=625 E=1600000 Slf Wt=O for what size? ] Fb=1495 Fv=196 Fcp=625 E=1600000 Glued Laminated Members(GLB) 2.2E Parallam PSL Glulam Grade 24F-V4(0F/tF) .J 3-1/2"x 11-7/8'• 7"x 9-1/2" Acceptable Solutions 5-1/4••x 11-1/4" 3 1/8"x 13 1/2" 51/2"x 10 1/2" Slf Wt= 0 List properties List properties for what 3 1/2"x 13 1/2" 6 3/4"x 10 1/2" for what size? r '1'-' "'I Fb=3335 Fv=333.5 Fcp=750 E=2000000 size glulam? 5 1/8"x 11 7/8" 8 3/4"x 9" I-Level,TJI Stir r117/V• .J Web _ - Fb=2760 Fv=304.75 Fcp=748 E=1800000 Fbt=2127.5 Self Wt=0 Stiffeners? - - 2.0E Microllam LVL-Multi-ply No List properties for what - (3)1-3/4" x 11-7/8" - - size LVL? (2)1-3/4" x 11-7/8" (4)1-3/4" x 9-1/2" - L211-3/+-.11-7/a- e 1 Fb=2990 Fv=327.75 Fcp=750 E=2000000 Slf Wt=0 2.0E Microllam LVL 1.55E TimberStrand LSL List properties for what - 5-1/4" x 11-7/8" List properties - (3)1-3/4"x 11-7/8" size LVL? 3-1/2" x 11-7/8" 7" x 9-1/2" for what size? 3-1/2"x 14" 13.1/2'x 11.7/r w 1 Fb=2990 Fv=327.75 Fcp=750 E=2000000 Slf Wt=O 11311.3/4'r 1f- 1 Fb=2674 Fv=356.5 Fcp=800 E=155000 #N/A Final Member Results Final Member Glued laminated Final Member:5 1/2"x 11 7/8", Bending Overdesign:214.5% Material Library ChriS so "iv. v I Glued Laminated,24F-V4(DF/DF) Shear Overdesign:463.7% Final Size: 51/2"x117/8" , Deflection Overdesign:47.6% Min.Bearing Lengths:= 1.50 in.(Left) := 1.50 in.(Right) Use Conditions Selected: Bearing/Buckling Overdsgn:N/A Vert Diff(approx): 0.00 ft True Length(approx): Final member OK by: 47.6% Actual Member Size:5 1/2"x 11 7/8" 13.75 ft Controlling criteria is: Deflection Reactions Final Member Additional Information Location Live Case Bracing Reg•dFor Maximums R,-Left R,-Right Max.Positive Moment:9,453 ft-lb 6.88 ft Main Span Full Strength: Live Load: 1,719 lb 1,719 lb Max.Negative Moment:'.0 ft-lb 0.00 ft Main Span Lateral Dead Load: 1.031 lb 1.0311b Max Design Shear:2,354 lb 0.00 ft Main Span Total Load: 2,750 lb 2,750 lb Main Span Max.Downward 0.146 /0.233" 6.88'/6.88' Main/Main Live Case Causing Max N/A N/A Deflection(Live/Total)' Main Span Max.Upward'', 0.000"/0.000" 0.00'/0.00' Main/Main Minimums R,-Left R,-Right Deflection(Live/Total).. Live Load: 0 lb 0 lb Cant.Down.Defl.(Live/Total):N/A N/A N/A wio Mid-Bracing: 0.6 or 1.0 Dead: 619 lb 619 lb Cant ,Defl (Live/Total) N/A N/A N/A Bending Red'n: Net Reaction 619 lb 619 lb Req'd El,Not Incl.Self Wt.:'.9.359E+08 Actual El: 1.38E+09 0 Live Case Causing Min N/A N/A Approx.Self Weight:;N/A Approx.Tot.Wt.:N/A Allowed Moment: Min.Calc'd Bearing Lengths:; = 0.77 in(Left) = 0.77 in(Right) 159,573 ft-lb clerestory beam 3952 Rock Ridge Pkwy, Pg. 19 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 Cc NS RUCTIONCALC a�❑� 4,,, R Md Important:Top and bottom must be laterally supported at supports and at 4-ft max.intervals.Dynamic loading not considered.Compliant with 2015 IBC. All designs should be checked by a competent professional.All users shall comply with State Engineering Law.Injury and/or death can result from improper use of this product. Job Name:l Worthington Residence Beam I.D.: Deck Landing Beam Load and Span Diagram(Not To Scale.Pitch,if any,not shown) 150 Other Info.: 100- Main Span,L=I 8.00 ft I Main Span Max.Allowed Live Defl:L/ 480 =0.20 in a 50 Main Span Max.Allowed Total Defl:L/ 480 =0.20 in A 0 t I 0 ( 1 2 3 4 5 6 7 E 9 Cantilever(Overhang)Exists? No SO x x Pitch if Sloped: I 0.0:12 _ -100- Span(ft) Load Duration Live:lm Loads From Continuous Member? No NA Add Self Wt.? •Yes 0 No Press Treated? Wet Cond? Temp Cond. For Wood and Sawn Member Repetitive Use? No . GluLams Only: Press Teemed .I Wet . I100 deg F4kless I7d Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? I Yes x, Live,psf Dead,psf Width,ft Load,plf Load,plf. Load,plf. Deck Loads' 60 psf I 10 psf I 2.00 ft I 120.0 lb/ft 120.0 lb/ft 20.0 lb/ft Roof pitch for LL Red'n Red'n Total Adjusted Uniform Loads wL= 120.0 lb/ft AID= 20.0 lb/ft 0.0:12 All offer beams Combined Total Uniform Load wu= 140.0 lb/ft 4x And Smaller(Lumber) 5x And Larger(Timbers) Lumber Material Douglas Fir-Larch(North) Timber Material Douglas re.-Lerch(orth) .1 Lumber Grade No.1/No.2 ''I Timber Grade No.1 .I Acceptable Solutions Acceptable Solutions 2x10 (4)2x6 - - - (2)2x8 3x8 - - - List properties for what (3)2 x 6 4 x 6 - - - size lumber? 4x 12 .1 - - Slf Wt=15.51 E=1520000 Slf W t=8.12 Listpropertieshtz6 x 12 for Fb=816 Fv=144 Fcp=419 • what size? Fb=884 Fv=136 Fcp=419 E=1520000 Glued Laminated Members(GLBI 2.2E Parallam PSL Glulam Grade I24F-v4(0f/DF) 3-1/2"x 9-1/4" 7"x 9-1/4" Acceptable Solutions 5-1/4"x 9-1/4" 31/8"x6" 51/2"x6" SlfWt= 18.5 List properties for List properties for what 31/2"x 6" 6 3/4"x 71/2" what size? 7"14 11-1/4•• .fi Fb=0 Fv=0 Fcp=0 E=0 size glulam? 51/8"x 6" 8 3/4"x 9" I-Level.TJI 51R-x117/8- .`"1 Web 11-7/8"TJI/L65 9-1/2"TJI 110 Fb=1920 Fv=231.875 Fcp=345 E=1499400 Fbt=1480 Self Wt=36.4 Stiffeners? 16"TJI/L65 9-1/2"TJI 210 2.0E Microllam LVL-Multi-Ply No 16"TJI/L90 9-1/2"TJI 230 List properties for what 1-3/4" x 7-1/4" (3)13/4"x 5-1/2" 14"TJI H90 11-7/8"TJI 360 - size LVL? (2)13/4"x 5-1/2" (4)13� /4"x 5-1/2" - (2)1.3/4-x 11-7/8" '! Fb=0 Fv=0 Fcp=0 E=0 Slf W t=7.4 2.0E Microllam LVL 1.55E TimberStrand LSL List properties for what 1-3/4" x 7-1/4" 5-1/4"x 5-1/2" List properties for 1-3/4"x 9-1/2" (3)13/4"x 9-1/2" size LVL? 3-1/2"x 5-1/2" 7"x 5-1/2" what size? 3-1/2"x 9-1/2" 3.1/2"r 11.7/8- . Fb=0 Fv=0 Fcp=0 E=0 Slf W t=7.4 I(3)1.3/4"x 15' Fb=0 Fv=0 Fcp=0 E=0 #N/A Final Member Sawn Wood . Final Member Results Final Member:4 x 8, Douglas Fir- Bending Overdesign:92.9% Material Library I Choose From Aw Sees Of Beare Type rrLarch(North), No. 1 /No.2 Shear Overdesign:390.1% Final Size: 14.8 Deflection Overdesign:150.5% Min.Bearing Lengths:= 1.50 in.(Left) := 1.50 in.(Right) Use Conditions Selected: Bearing/Buckling Overdsgn:N/A Vert Diff(approx): 0.00 ft True Length(approx): Final member OK by: 92.9% Press Trtd.Wet Use. Actual Member Size:3.50"x 7.25" 8.00 ft Controlling criteria is: Bending Reactions Final Member Additional Information Location Live Case Bracing Reg'd For Maximums R,-Left R,-Right Max.Positive Moment:01,171 ft-lb 4.00 ft Main Span Full Strength: Live Load: 480 lb 480 lb Max.Negative Moment,0 ft-lb 0.00 ft Main Span Lateral Dead Load: 105 lb 105 lb Max Design Shead497 lb 0.00 ft Main Span Total Load: 585 lb 585 lb Main Span Max.Downward 0.065"/0.080" 4.00'/4.00' Main/Main Live Case Causing Max N/A N/A Deflection(Live/Total) Main Span Max.Upward Deflection 0.000"/0.000" 0.00'/0.00' Main/Main Minimums R,-Left R,-Right (Live/Total) Live Load: 0 lb 0 lb Cant.Down.Defl.(Live/Total):N/A N/A N/A w/o Mid-Bracing: 0.6 or 1.0 Dead: 63 lb 63 lb Cant.U .Defl.(Live/Total):N/A N/A N/A Bending Redo: Net Reaction 48 lb 48 lb Req'd El,Not Incl.Self Wt.:6.451E+07 Actual El: 1.69E+08 0% Live Case Causing Min N/A N/A Approx.Self Weight:6.36 plf Approx.Tot.Wt.:51 lb Allowed Moment: Min.Calc'd Bearing Lengths: = 0.40 in(Left) = 0.40 in(Right) 1,300 ft-lb deck landing beam 3952 Rock Ridge Pkwy, Pg.20 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 Cc NS RUCTIONCALC a"❑,i e",o,, R Md Imort p ant:Top and bottom must be laterally supported at supports and at 4-ft max.intervals.Dynamic loading not considered.Compliant with 2015 IBC. All designs should be checked by a competent professional.All users shall comply with State Engineering Law.Injury and/or death can result from improper use of this product. Job Name:l Worthington Residence Beam I.D.: Deck Landing Joists Load and Span Diagram(Not To Scale.Pitch,if any,not shown) 100 Other Info.: 80- Main Span,L=I 4.00 ft I 60- Main Span Max.Allowed Live Defl:L/ 480 1=oil)in a 40- Main Span Max.Allowed Total Defl:L/ 480 =0.10 in A 20- Cantilever(Overhang)Exists? No J o 20 0.5 1 1.5 2 2.5 3 3.5 f 4.5 Pitch if Sloped: I 0.0:12 I _ -00 Span(ft) Load Duration Live:lm V Loads From Continuous Member? N. NA Add Self Wt.? •Yes 0 No Press Treated? Wet Cond? Temp Cond. For Wood and Sawn Member Repetitive Use? Y. '. GluLams Only: Piers Treated .j wet . 1100 deg F&less ;.V1 Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? I Yes w, Live,psf Dead,psf Width,ft Load,plf Load,plf. Load,plf. Deck Loads' 60 psf I 10 psf I 1.33 ft I 79.8 lb/ft 79.8 lb/ft 13.3 lb/ft Roof pitch for LL Red'n Red'n Total Adjusted Uniform Loads wL= 79.8 lb/ft wD= 13.3 lb/ft 0.0:12 A otter beams ,j Combined Total Uniform Load wu= 93.1 lb/ft 4x And Smaller(Lumber) 5x And Larger(Timbers) Lumber Material Douglas Fr-larch(North) Timber Material DOugiasFir-terdtU+wttrl .1 Lumber Grade No.1/No.2 ''I Timber Grade No.1 .I Acceptable Solutions Acceptable Solutions 2x4 (4)2x3 - - - (2)2x3 3x4 - - - List properties for what (3)2 x 3 4 x 4 - - - size lumber? 4x 12 Ili - - Slf Wt=15.51 E=1520000 SlfWt=8.12 List what 6x12 properties Fb=798 Fv=144 Fcp=419 what size? Fb=884 Fv=136 Fcp=419 E=1520000 Glued Laminated Members(GLB1 2.2E Parallam PSL Glulam Grade I24F-v4(17F/DF) tit I 3-1/2"x 9-1/4" 7"x 9-1/4" Acceptable Solutions 5-1/4"x 9-1/4" 31/8"x6" 51/2"x6" SlfWt= 18.5 List properties for 31/2"x 6" 6 3/4"x 71/2" what size? 7 1411-1/4" Fb=0 Fv=0 Fcp=0 E=0 List properties for what size glulam? 51/8"x 6" 8 3/4"x 9" I-Level.TJI 51R-x117/8- ••I Web 11-7/8"TJI/L65 9-1/2"TJI 110 Fb=1920 Fv=231.875 Fcp=345 E=1499400 Fbt=1480 Self Wt=36.4 Stiffeners? 16"TJI/L65 9-1/2"TJI 210 2.0E Microllam LVL-Multi-ply No 16"TJI/L90 9-1/2"TJI 230 List properties for what 13/4"x 5-1/2" (3)13/4"x 5-1/2" 14"TJI H90 11-7/8"TJI 360 - size LVL? (2)13/4"x 5-1/2" (4)13� /4"x 5-1/2" - t2)1.3/4-a 11-7/8" '! Fb=0 Fv=0 Fcp=0 E=0 Slf W t=7.4 2.0E Microllam LVL 1.55E TimberStrand LSL 13/4"x 5-1/2" 5-1/4"x 5-1/2" 13/4"x 9-1/2" (3)13/4"x 9-1/2" List properties for what List properties for size LVL? 3-1/2"x 5-1/2" 7"x 5-1/2" what size? 3-1/2"x 9-1/2" 3.1/2-r 11.7/8- • Fb=0 Fv=0 Fcp=0 E=0 Slf W t=7.4 I(3)1.3/4"It 15' Fb=0 Fro Fcp=0 E=0 #N/A Final Member Sawn Wood v Final Member Results Final Member:2 x 8, Douglas Fir- Bending Overdesign:355.8% Material Library I Choose From AN Sims Of Beam Type Larch(North), No. 1 /No.2 Shear Overdesign:680.5% Final Size: zxa Deflection Overdesign:1211.8% Min.Bearing Lengths:= 1.50 in.(Left) := 1.50 in.(Right) Use Conditions Selected: Rept'v Mem. Bearing/Buckling Overdsgn:N/A Vert Diff(approx): 0.00 ft True Length(approx): Press Trtd.Wet Use. Final member OK by: 355.8% Actual Member Size:1.50"x 7.25" 4.00 ft Controlling criteria is: Bending Reactions Final Member Additional Information Location Live Case Bracing Reg'd For Maximums R,-Left R,-Right Max.Positive Moment: 192 ft-lb 2.00 ft Main Span Full Strength: Live Load: 160 lb 160 lb Max.Negative Moment:0 ft-lb 0.00 ft Main Span Lateral Dead Load: 32 lb 32 lb Max Design Shear:134 lb 0.00 ft Main Span Total Load: 192 lb 192 lb Main Span Max.Downward 0.006"/0.008" 2.00'/2.00' Main/Main Live Case Causing Max N/A N/A Deflection(Live/Total) Main Span Max.Upward Deflection 0.000"/0.000" 0.00'/0.00' Main/Main Minimums R,-Left R,-Right (Live/Total) Live Load: 0 lb 0 lb Cant.Down.Defl.(Live/Total):N/A N/A N/A W/O Mid-Bracing: 0.6 or 1.0 Dead: 19 lb 19 lb Cant.UP.Defl.(Live/Total):N/A N/A N/A Bending Redo: Net Reaction 16 lb 16 lb Req'd El,Not Incl.Self Wt.:5.363E+06 Actual El: 7.24E+07 0/ Live Case Causing Min N/A N/A Approx.Self Weight:2.72 plf Approx.Tot.Wt.:11 lb Allowed Moment Min.Calc'd Bearing Lengths: = 0.31 in(Left) = 0.31 in(Right) 873 ft-lb deck landing joists 3952 Rock Ridge Pkwy, Pg.21 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 C s'RUCTIONCALC 0tbP'° '"(�4-",,�e�gN.. Important:Top and bottom must be laterally supported at supports and at4-ft max.intervals.Dynamic loading not considered.Compliant with 2015 IBC. - All designs should be checked by a competent professional.All users shall comply with State Engineering Law.Injury and/or death can result from improper use of this product. Job Name: Worthington Residence Beam I.D.: Front Porch Beam Load and Span Diagram(Not To Scale.Pitch,many,not shown) 250- Other Info.: 200- 150 T Main Span,L=I 19.75 ft I 100- Main Span Max.Allowed Live Defl:L/ 240 =0.99 in a 50 Main Span Max.Allowed Total Defl:L/ 240 =0.99 in W-so 1 5 10 15 to 25 Cantilever(Overhang)Exists? No 1 �100- -150 Pitch if Sloped: I 0.0:12 I -200 -250- Span(ft) Load Duration snovrus v Loads From Continuous Member? No I Add Self Wt.? 0 Yes •No Press Treated? Wet Cond? Temp Cond. For Wood and Sawn Member Repetitive Use? No •1 GluLams Only:INotpresatrcated 1,1 cry i.I 100dv.;• . .. yl Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Mow Live Load Red'n?Ives w Live,psf Dead,psf Width,ft Load,plf Load,plf. Load,plf. Roof Loads(not including snow) 16 psf 12 psf I 5.00 ft I - - 60.0 lb/ft Roof Snow(only) 25 psf 5.00 ft 125.0 lb/ft 125.0 lb/ft - Roof pitch for LL Red'n yy` Red'n Total Adjusted Uniform Loads wL= 125.0 lb/ft wD= 60.0 lb/ft 0.0:12 All other beams .I Combined Total Uniform Load wu= 185.0 lb/ft 4x And Smaller(Lumber) 5x And Larger(Timbers) Lumber Material Douglas Fir-Larch North) " Timber Material DB4ryasFir•Latch/forth) .'l Lumber Grade No.1/Na2 I' Timber Grade No.t Acceptable Solutions Acceptable Solutions (4)2x12 - - - - - 6x12 - - List properties for what r (3)2 x 14 4 x 16 8 x 10 - - size lumber? 4x12• _ 10x10 - SlfWt=0 List properties Fb=1173 Fv=207 Fcp=625 E=1600000 Slf Wt=O for what size? ] Fb=1495 Fv=196 Fcp=625 E=1600000 Glued Laminated Members(GLB) 2.2E Parallam PSL Glulam Grade 24F-V4(DF/DF) .J 3-1/2•'x 11-1/4" 7"x 9-1/4" Acceptable Solutions 5-1/4"x 9-1/4" 3 1/8"x 11 7/8" 5 1/2"x 9 1/2" Slf Wt= 0 List properties List properties for what 3 1/2"x 11 7/8" 6 3/4"x 9" for what size? m '1'" I Fb=3335 Fv=333.5 Fcp=750 E=2000000 size glulam? 5 1/8"x 9 1/2" 8 3/4"x 9" I-Level,TJI Istrrattvro" -I Web - - Fb=2760 Fv=304.75 Fcp=748 E=1800000 Fbt=2127.5 Self Wt=0 Stiffeners? - - 2.0E Microllam LVL-Multi-ply No List properties for what 1-3/4 x 14" (3)1-3/4" x 9-1/2" - - size LVL? (2)1-3/4" x 11-7/8" (4)1-3/4" x 9-1/2" - tA1-3J4-x11-71W v I Fb=2990 Fv=327.75 Fcp=750 E=2000000 Slf Wt=0 2.0E Microllam LVL 1.55E TimberStrand LSL List properties for what 1 J/4" x 14" 5-1/4" x 9-1/2" List properties - (3)1 J/4"x 11-7/8" size LVL? 3-1/2" x 11-7/8" 7" x 9-1/2" for what size? 3-1/2"x 11-7/8" 3-1.02'x t1-7)' V 1 Fb=2990 Fv=327.75 Fcp=750 E=2000000 Slf Wt=O 11311.3/4•x 18' J Fb=2674 Fv=356.5 Fcp=800 E=155000 #N/A Final Member Glued laminated Final Member Results Final Member:5 1/2"x 10 1/2", Bending Overdesign:157.7% Material Library Choose From AO Sites 01 Ream Type V I Glued Laminated,24F-V4(DF/DF) Shear Overdesign:604.7% Final Size: 51/2"xlo1n" , Deflection Overdesign:48.9% Min.Bearing Lengths:= 1.50 in.(Left) := 1.50 in.(Right) Use Conditions Selected: Bearing/Buckling Overdsgn:N/A Vert Diff(approx): 0.00 ft True Length(approx): Final member OK by: 48.9% Actual Member Size:5 1/2"x 10 1/2" 19.75 ft Controlling criteria is: Deflection Reactions Final Member Additional Information Location Live Case Bracing Reg•dFor Maximums R,-Left R,-Right Max.Positive Moment:9,020 ft-lb 9.88 ft Main Span Full Strength: Live Load: 1,234 lb 1,234 lb Max.Negative Moment:'.0 ft-lb 0.00 ft Main Span Lateral Dead Load: 593 lb 593 lb Max Design Shear:',1,665lb 0.00 ft Main Span Total Load: 1,827 lb 1,827 lb Main Span Max.Downward Live Case Causing Max N/A N/A Deflection(Live/Total)' 0.448"/0.663" 9.88'/9.88' Main/Main Main Span Max.Upward'', 0.000"/0.000" 19.75'/19.75' Main/Main Minimums R,-Left R,-Right Deflection(Live/Total).. Live Load: 0 lb 0 lb Cant.Down.Defl.(Live/Total):N/A N/A N/A w/o Mid-Bracing: 0.6 or 1.0 Dead: 356 lb 356 lb Cant ,Defl (Live/Total) N/A N/A N/A Bending Red'n: Net Reaction 356 lb 356 lb Req'd El,Not Incl.Self Wt.:'.6.413E+08 Actual El: 9.55E+08 0 Live Case Causing Min N/A N/A Approx.Self Weight:;N/A Approx.Tot.Wt.:N/A Allowed Moment: Min.Calc'd Bearing Lengths:; = 0.51 in(Left) = 0.51 in(Right) 143,218 ft-lb front porch beam 3952 Rock Ridge Pkwy, Pg.22 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 C aIVs'RLICTIDNCAL[ 00Po,5.-+4-Nc„,�gN� Important:Top and bottom must be laterally supported at supports and at4-ft max.intervals.Dynamic loading not considered.Compliant with 2015 IBC. - All designs should be checked by a competent professional.All users shall comply with State Engineering Law.Injury and/or death can result from improper use of this product. Job Name: Worthington Residence Beam I.D.: Front Porch Beam Load and Span Diagram(Not To Scale.Pitch,many,not shown) 250- Other Info.: 200- 150 T Main Span,L=I 19.75 ft I 100- Main Span Max.Allowed Live Defl:L/ 240 =0.99 in a 50 Main Span Max.Allowed Total Defl:L/ 240 =0.99 in W-so 1 5 10 15 to 25 Cantilever(Overhang)Exists? No 1 5100- -150 Pitch if Sloped: I 0.0:12 I -200 -250- Span(ft) Load Duration snovr.t-1s v Loads From Continuous Member? No I Add Self Wt.? 0 Yes •No Press Treated? Wet Cond? Temp Cond. For Wood and Sawn Member Repetitive Use? No •1 GluLams Only:I Not presancared 1,1 cry V I mar,.• . .. yl Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Mow Live Load Red'n?Ives w Live,psf Dead,psf Width,ft Load,plf Load,plf. Load,plf. Roof Loads(not including snow) 16 psf 12 psf I 5.00 ft I - - 60.0 lb/ft Roof Snow(only) 25 psf 5.00 ft 125.0 lb/ft 125.0 lb/ft - Roof pitch for LL Red'n yy` Red'n Total Adjusted Uniform Loads wL= 125.0 lb/ft wD= 60.0 lb/ft 0.0:12 All oiler beams .I Combined Total Uniform Load wu= 185.0 lb/ft 4x And Smaller(Lumber) 5x And Larger(Timbers) Lumber Material Dorglas Fir-Larch North) V Timber Material cmipta4 Fir•Laid)(MAN .l Lumber Grade No,1/Naz I" Timber Grade No.t Acceptable Solutions Acceptable Solutions (4)2x12 - - - - - 6x12 - - List properties for what r (3)2 x 14 4 x 16 8 x 10 - - size lumber? 4x12• _ 10x10 - SlfWt=0 List properties Fb=1173 Fv=207 Fcp=625 E=1600000 Slf Wt=0 for what size? ] Fb=1495 Fv=196 Fcp=625 E=1600000 Glued Laminated Members(GLB) 2.2E Parallam PSL Glulam Grade 24F-V4(IX/Of) .J 3-1/2•'x 11-1/4" 7"x 9-1/4" Acceptable Solutions 5-1/4"x 9-1/4" 3 1/8"x 11 7/8" 5 1/2"x 9 1/2" Slf Wt= 0 List properties List properties for what 3 1/2"x 11 7/8" 6 3/4"x 9" for what size? r '1'" "'I Fb=3335 Fv=333.5 Fcp=750 E=2000000 size glulam? 5 1/8"x 9 1/2" 8 3/4"x 9" I-Level,TJI Istrrattvro" -I Web - - Fb=2760 Fv=304.75 Fcp=748 E=1800000 Fbt=2127.5 Self Wt=0 Stiffeners? - - 2.0E Microllam LVL-Multi-ply No List properties for what 1-3/4 x 14" (3)1-3/4" x 9-1/2" - - size LVL? (2)1-3/4" x 11-7/8" (4)1-3/4" x 9-1/2" - LA1-3J4-..it-rya- vJ Fb=2990 Fv=327.75 Fcp=750 E=2000000 Slf Wt=0 2.0E Microllam LVL 1.55E TimberStrand LSL List properties for what 1 J/4" x 14" 5-1/4" x 9-1/2" List properties - (3)1 J/4"x 11-7/8" size LVL? 3-1/2" x 11-7/8" 7" x 9-1/2" for what size? 3-1/2"x 11-7/8" 3-1ir x 11.1/8 v 1 Fb=2990 Fv=327.75 Fcp=750 E=2000000 Slf Wt=0 I(3:1.3/4'x 18' J Fb=2674 Fv=356.5 Fcp=800 E=155000 #N/A Final Member ASOOGr. steetTube Final Member Results s Final Member: HSS6x6x1/4,A500 Bending Overdesign:185.0% Material Library Choose From Min.Size)Thai Calc v I Gr.B Steel Tube Shear Overdesign:2921.6% Final Size: 1its6x6x1/4 Deflection Overdesign:29.3% Min.Bearing Lengths- - Use Conditions Selected: Bearing/Buckling Overdsgn:1061.6% Vert Diff(approx): 0.00 ft True Length(approx): Final member OK by: 29.3 Actual Member Size:6.00"W x 6.00"D 19.75 ft Controlling criteria is: Deflection Reactions Final Member Additional Information Location Live Case Bracing Reg'd For Maximums R,-Left R,-Right Max.Positive Moment:9,020 ft-lb 9.88 ft Main Span Full Strength: Live Load: 1,234 lb 1,234 lb Max.Negative Moment:'.0 ft-lb 0.00 ft Main Span (Unbraced Dead Load: 593 lb 593 lb Max Design Shear:',1,827lb 0.00 ft Main Span Total Load: 1,827 lb 1,827 lb Main Span Max.Downward 0.516"/0.764" 9.88'/9.88' Main/Main Live Case Causing Max N/A N/A Deflection(Live/Total)',, Main Span Max.Upward'. 0.000"/0.000" 19.75'/19.75' Main/Main Minimums R,-Left R,-Right Deflection(Live/Total).. Live Load: 0 lb 0 lb Cant.Down.Defl.(Live/Total):N/A N/A N/A wio Mid-Bracing: 0.6 or 1.0 Dead: 356 lb 356 lb Cant ,Defl (Live/Total) N/A N/A N/A Bending Red'n: Net Reaction 356 lb 356 lb Req'd El,Not Incl.Self Wt.:'.6.413E+08 Actual El: 8.29E+08 0 Live Case Causing Min N/A N/A Approx.Self Weight:N/A Approx.Tot.Wt.:N/A Allowed Moment: Min.Calc'd Bearing Lengths:; - - 25,709 ft-lb front porch beam 2 3952 Rock Ridge Pkwy, Pg.23 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 CdVi RUCTIOiVCPILC �RPo�c� "'"�eqh,,, Important:Top and bottom must be laterally supported at supports and at4-ft max.intervals.Dynamic loading not considered.Compliant with 2015 IBC. All designs should be checked by a competent professional.All users shall comply with State Engineering Law.Injury and/or death can result from improper use of this product. Job Name: Worthington Residence Beam I.D.: Garage Beam Load and Span Diagram(Not To Scale.Pitch,if any,not shown) 3,000- Other Info.: 2,000 Main Span,L=I 23.00 ft I A,000- Main Span Max.Allowed Live Defl:L/ 360 =0.77 in a 0 . .. , Main Span Max.Allowed Total Defl:L/ 360 =0.77 in v 0 5 10 15 20 25 3,000 Cantilever(Overhang)Exists? be I+I -2,000- Pitch if Sloped: I 0.0:12 I x x -3,000- Span(ft) Load Duration Temp caftan 125 iiiii Loads From Continuous Member? No I+ Add Self Wt.? 0 Yes •No Press Treated? Wet Cond? Temp Cond. For Wood and -1 Sawn Member Repetitive Use? ficill GluLams Only: Nor press geared •I Dry + lOOdeg F e less 1 Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? Yes V I Live,psf Dead,psf Width,ft Load,plf Load,plf. Load,plf. Roof Loads(not including snow) 16 psf 12 psf I 24.00 ft I - - 288.0 lb/ft Roof Snow(only) 25 psf 24.00 ft 600.0 lb/ft 600.0 lb/ft - Deck Loads 60 psf 10 psf 3.50 ft 210.0 lb/ft 210.0 lb/ft 35.0 lb/ft Floor Loads 40 psf 28 psf 16.00 ft 640.0 lb/ft 640.0 lb/ft 448.0 lb/ft Roof pitch for LL Red'n Vc� Red'n Total Adjusted Uniform Loads wL= 1,450.0 lb/ft wo= 771.0 lb/ft 0.0:12 L►0 Diner beams •+I Combined Total Uniform Load wu= 2,221.0 lb/ft 4x And Smaller(Lumber) 5x And Larger(Timbers) Lumber Material crier t',iris tr.'eon; Timber Material r'i'.,:l.:,•.I,, ..,i.II,N.,i::,, -.I Lumber Grade I Nat/No.2 -I Timber Grade I No., H Acceptable Solutions Acceptable Solutions - - - - 20 x 22 - - - 14x24 22x22 List properties for what - 16 x 24 24 x 24 size lumber? I4x12• el - 18 x22 Slf Wt=0 prpertFb=1275 Fv=225 Fcp=625 E=1600000 Slf Wt=0 Listwhatszie?for 6x12• Fb=1625 Fv=213 Fcp=625 E=1600000 Glued Laminated Members(GLB) 2.2E Parallam PSL Glulam Grade I24F-V4(DF/D9 +r - - Acceptable Solutions - - 51/2"x281/2" Slf Wt=0 List properties for, - 6 3/4"x 27" what size? 7•x 11-1/4" Fb=3625 Fv=362.5 Fcp=750 E=2000000 List properties for what _ size glulam? 5 1/8"x 30" 8 3/4"x 25 1/2" I-Level.TJI IS1/2"x11718"• Web - - Fb=3000 Fv=331.25 Fcp=813 E=1800000 Fbt=2312.5 Self Wt=0 Stiffeners? - - 2.0E Microllam LVL-Multi-ply I No - - List properties for what size LVL? - t2}1.3/4.k 11.7/6"- +I Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=0 2.0E Microllam LVL 1.55E TimberStrand LSL List properties for what List properties for size LVL? what size? - 3-1/2'x 11-7/6'• +I Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=0 t 3N'x'iW• iT.I Fb=2907 Fv=387.5 Fcp=800 E=1550000 #N/A Final Member Glued Laminated r+ Final Member Results Final Member: 5 1/2"x 28 1/2",Glued Bending Overdesign:26.7% Material Library O ONS From Mia Sims nralcalx. + Laminated,24F-V4(DF/DF) Shear Overdesign:70.8% Final Size: Ls 1n•.24 1n` + I Deflection Overdesign:4.7% Min.Bearing Lengths:=7.14 in.(Left) :=7.14 in.(Right) Use Conditions Selected: Bearing/Buckling Overdsgn:N/A Vert DM(approx): 0.00 ft True Length(approx): Final member OK by: 4.7% Actual Member Size:5 1/2"x 28 1/2" 23.00 ft Controlling criteria is: Deflection Reactions Final Member Additional Information Location Live Case Bracing Reg'd For Maximums R,-Left R,-Right Max.Positive Moment:.146,864 ft-lb 11.50 ft Main Span Full Strength: Live Load: 16,675 lb 16,675 lb Max Negative Moment:0 ft lb 0.00 ft Main Span Lateral bracing Dead Load: 8.867 lb 8.867 lb Max Design Shear:20,267 lb 0.00 ft Main Span Total Load: 25,542 lb 25,542 lb Main Span Max.Downward Live Case Causing Max N/A N/A Deflection(Clue/Total) 0.478"/0.732" 11.50'/11.50' Main/Main Main Span Max.Upward Deflection. 0.000"/0.000" 0.00'/0.00' Main/Main Minimums R,-Left R,-Right (Live/Total) Live Load: 0 lb 0 lb Cant.Down.Defl.(Live/Total):N/A N/A N/A wio Mid-Bracing: 0.6 or 1.0 Dead: 5.320 lb 5,320 lb Cant.Us.Defl(Live/Total):N/A N/A N/A Bending Red'n: Net Reaction 5,320 lb 5,320 lb Req'd El,Not Incl.Self Wt.:1.824E+10 Actual El: 1.91E+10 0/ Live Case Causing Min N/A N/A Approx.Self Weight:N/A Approx.Tot.Wt.:N/A Allowed Moment: Min.Calc'd Bearing Lengths: =7.14 in(Left) =7.14 in(Right) 44,917 ft-lb garage beam GLB 2 3952 Rock Ridge Pkwy, Pg.24 dt Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 Cc NS RUCTIONCALC a�❑�-4 "O,, Md Important:Top and bottom must be laterally supported at supports and at 4-ft max.intervals.Dynamic loading not considered.Compliant with 2015 IBC. All designs should be checked by a competent professional.All users shall comply with State Engineering Law.Injury and/or death can result from improper use of this product. Job Name:' Worthington Residence Beam I.D.: Garage Door Header Load and Span Diagram(Not To Scale.Pitch,if any,not shown) 400- Other Info.: x 300- Main Span,L=I 18.00 ft I 200- g 100- Main Span Max.Allowed Live Deft:L/ 480 =0.45 in a 0 Main Span Max.Allowed Total Deft:L/ 480 =0.45 in m-100( 2 4 6 8 10 12 14 16 16 20 0 Cantilever(Overhang)Exists? No Ne -I-200- Pitch if Sloped: I 0.0:12 I 300 -400x00- Span(ft) Load Duration Live:lm v Loads From Continuous Member? N. U Add Self Wt.? •Yes 0 No For Wood and Press Treated? Wet Cond? Temp Cond. Sawn Member Repetitive Use? No . GluLams Only: Napless treated 71 Dry ' I100degF&less Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? I No v, Live,psf Dead,psf Width,ft Load,plf Load,plf. Load,plf. Deck Loads' 60 psf I 30 psf I 4.00 ft I 240.0 lb/ft 240.0 lb/ft 120.0 lb/ft Roof pitch for LL Red'n Red'n Total Adjusted Uniform Loads wL= 240.0 lb/ft wD= 120.0 lb/ft 0.0:12 All otter beams Combined Total Uniform Load wu= 360.0 lb/ft 4x And Smaller(Lumber) 5x And Larger(Timbers) Lumber Material Douglas Fr-terd,(North) �I Timber Material Dougtesrr-Lerch U+wth1 .1 Lumber Grade No.1/No.2 .1 Timber Grade No.1 . Acceptable Solutions Acceptable Solutions - - - 12x12 - - - 6x16 14x14 - List properties for what - - 8 x 14 16 x 16 - size lumber? 4x12" [. 10x14 - SlfWt=15.51 List properties for Fb=1020 Fv=180 Fcp=625 E=1600000 SIfWt=8.12 what size? 6x12' Fb=1300 Fv=170 Fcp=625 E=1600000 Glued Laminated Members(GLBI 2.2E Parallam PSL Glulam Grade I24F-V4(DF/DF) 'e'' 3-1/2"x 16" 7"x 14" Acceptable Solutions 5-1/4"x 14" 3 1/8"x 16 1/2" 5 1/2"x 13 1/2" Slf Wt= 18.5 List properties for 3 1/2"x 16" 6 3/4"x 131/2" what size? 7•x 11-1/4"' Fb=2900 Fv=290 Fcp=750 E=2000000 List properties for what size glulam? 51/8"x 14" 8 3/4"x 11 7/8" I-Level.TJI 51/2-x117/8"• ...I Web - - Fb=2400 Fv=265 Fcp=650 E=1800000 Fbt=1850 Self Wt=36.4 Stiffeners? - - 2.0E Microllam LVL-Multi-ply No - - List properties for what - r (3)13/4" x 14" - - size LVL? � (2)13/4" x 16" (4)13/4" x 14" - 12)1.3/4-x 11-7/8"• _! Fb=2600 Fv=285 Fcp=750 E=2000000 Slf Wt=7.4 2.0E Microllam LVL 1.55E TimberStrand LSL List properties for what - 5-1/4" x 14" -List properties for (3)13/4" x 16" size LVL? 3-1/2" x 16" 7" x 14" what size? 3-1/2"x 18" 3.1/2"r 11.7/8". r" Fb=2600 Fv=285 Fcp=750 E=2000000 Slf Wt=7.4 I(3)1.3/4"It 15- 'I Fb=2325 Fv=310 Fcp=800 E=1550000 #N/A Final Member Glued Laminated Final Member Results Final Member: 5 1/2"x 13 1/2", Glued Bending Overdesign:118.0% Material Library I Choose From AiSinspf Fawn Type . Laminated,24F-V4(DF/DF) Shear Overdesign:340.1% Final Size: L51/x-x131rz• • Deflection Overdesign:2.2% Min.Bearing Lengths:= 1.50 in.(Left) := 1.50 in.(Right) Use Conditions Selected: Bearing/Buckling Overdsgn:N/A Vert Diff(approx): 0.00 ft True Length(approx): Final member OK by: 2.2% Actual Member Size:51/2"x 131/2" 18.00 ft Controlling criteria is: Deflection Reactions Final Member Additional Information Location Live Case Bracing Reg'd For Maximums R,-Left R,-Right Max.Positive Moment:E 15,329 ft-lb 9.00 ft Main Span Full Strength: Live Load: 2,160 lb 2,160 lb Max.Negative Moment,O ft-lb 0.00 ft Main Span Lateral Dead Load: 1.247 lb 1.247 lb Max Design Shear_2,981 lb 0.00 ft Main Span Total Load: 3,407 lb 3,407 lb Main Span Max.Downward 0.279"/0.440" 9.00'/9.00' Main/Main Live Case Causing Max N/A N/A Deflection(Live/Total) Main Span Max.Upward Deflection 0.000"/0.000" 0.00'/0.00' Main/Main Minimums R,-Left R,-Right (Live/Total) Live Load: 0 lb 0 lb Cant.Down.Defl.(Live/Total):N/A N/A N/A two Mid-Bracing: 0.6 or 1.0 Dead: 748 lb 748 lb Cant.Up.Defl.(Live/Total):N/A N/A N/A Bending Redo: Net Reaction 648 lb 648 lb Req'd El,Not Incl.Self Wt.:1.890E+09 Actual El: 2.03E+09 0% Live Case Causing Min N/A N/A Approx.Self Weight:18.50 plf Approx.Tot.Wt.:333 lb Allowed Moment: Min.Calc'd Bearing Lengths: = 0.95 in(Left) = 0.95 in(Right) 153,750 ft-lb garage door header 3952 Rock Ridge Pkwy, Pg.25 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 C aIVs'RtsCTIDN = 00Po t.-, 4-No., gN. Important:Top and bottom must be laterally supported at supports and at4-ft max.intervals.Dynamic loading not considered.Compliant with 2015 IBC. - All designs should be checked by a competent professional.All users shall comply with State Engineering Law.Injury and/or death can result from improper use of this product. Job Name: Worthington Residence Beam I.D.: Kitchen Header Load and Span Diagram(Not To Scale.Pitch,many,not shown) Other Info.: 350 i 300 250- Main Span,L=I 8.00 ft I 200- .. -150- Main Span Max.Allowed Live Defl:L/ 360 1=0.27 in a 100- - Main Span Max.Allowed Total Defl:L/ 360 =0.27 in , 50 0 Cantilever(Overhang)Exists? No gl - 50 1 2 3 4 5 6 7 8 9 -100 x Pitch if Sloped: I 0.0:12 I -150- a -200- Span(ft) Load Duration Snow:1AS ®slid Loads From Continuous Member? No Add Self Wt.? Yes 0 No Press Treated? Wet Cond? Temp Cond. For Wood and Sawn Member Repetitive Use? No .I GluLams Only:INotpresatreated •k cry L I lendui;• .... yl Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Mow Live Load Red'n?Ives Live,psf Dead,psf Width,ft Load,plf Load,plf. Load,plf. Roof Loads(not including snow) 16 psf 15 psf I 8.00 ft I - - 120.0 lb/ft Roof Snow(only) 25 psf 8.00 ft 200.0 lb/ft 200.0 lb/ft - Roof pitch for LL Red'n yy` Red'n Total Adjusted Uniform Loads wL= 200.0 lb/ft wD= 120.0 lb/ft 0.0:12 All other beams •I Combined Total Uniform Load wu= 320.0 lb/ft 4x And Smaller(Lumber) 5x And Larger(Timbers) Lumber Material Dorglar FIT-Larch North) +r Timber Material mos Fir•LaichWIN • Lumber Grade No,1/Naz I Timber Grade No.1 • Acceptable Solutions Acceptable Solutions r zxla (a)zxs (2)2x10 3x10 - - - List properties for what (3)2 x 8 4 x 8 - - - size lumber? 4x12 • - - Slf Wt=15.51 List properties Fb=1173 Fv=207 Fcp=625 E=1600000 Slf Wt=8.12 for what size? 6x12 Iv Fb=1495 Fv=196 Fcp=625 E=1600000 Glued Laminated Members(GLB) 2.2E Parallam PSL Glulam Grade 24F-V4(0F/UF) • 3-1/2"x 9-1/4" 7"x 9-1/4" Acceptable Solutions 5-1/4"x 9-1/4" 3 1/8"x 7 1/2" 5 1/2"x 6" Slf Wt= 18.5 List properties List properties for what 3 1/2"x 6" 6 3/4"x 7 1/2" for what size? r-x:i 1/4_ i Fb=3335 Fv=333.5 Fcp=750 E=2000000 size glulam? 5 1/8"x 6" 8 3/4"x 9" I-Level.TJI 151.2-x1t7e" -I Web 11-7/8"TJI/L65 - Fb=2760 Fv=304.75 Fcp=748 E=1800000 Fbt=2127.5 Self Wt=36.4 Stiffeners? 16"TJI/L65 - 2.0E Microllam LVL-Multi-ply No VT 16"TJI/L90 - List properties for what 1-3/4 x 7-1/4" (3)1-3/4"x 5-1/2" 14"TJI H90 - size LVL? (2)1-3/4" x 7-1/4" (4)1-3/4"x 5-1/2" - L211-3J4-x 11-7>a- e 1 Fb=2990 Fv=327.75 Fcp=750 E=2000000 Slf Wt=7.4 2.0E Microllam LVL 1.55E TimberStrand LSL List properties for what 1-3/4 x 7-1/4" 5-1/4"x 5-1/2" List properties 1-3/4"x 9-1/2" (3)1-3/4"x 9-1/2" size LVL? 3-1/2" x 7-1/4" 7"x 5-1/2" for what size? 3-1/2"x 9-1/2" 3-1/2'a 11.7/B' tJ Fb=2990 Fv=327.75 Fcp=750 E=2000000 SIf Wt=7.4 I1311.3/4'Oa" J Fb=2674 Fv=356.5 Fcp=800 E=155000 #N/A Final Member Sawn wood yr Final Member Results Final Member:4 x 8,Douglas Fir- Bending Overdesign:24.4% Material Library ❑loute From AI Sites Ol Hearn Type •I Larch(North),No.1 /No.2 Shear Overdesign:216.0% Final Size: 4x8 • Deflection Overdesign:57.7% Min.Bearing Lengths:= 1.50 in.(Left) := 1.50 in.(Right) Use Conditions Selected: Bearing/Buckling Overdsgn:N/A Vert DR(approx): 0.00 ft True Length(approx): Final member OK by: 24.4% Actual Member Size:3.50"x 7.25" 8.00 ft Controlling criteria is: Bending Reactions Final Member Additional Information Location Live Case Bracing Reg•dFor Maximums R,-Left R,-Right Max.Positive Moment:2,611 ft-lb 4.00 ft Main Span Full Strength: Live Load: 800 lb 800 lb Max.Negative Moment:'.0 ft-lb 0.00 ft Main Span Lateral Dead Load: 505 lb 505 lb Max Design Shear: 1,108 lb 0.00 ft Main Span Total Load: 1,305 lb 1,305 lb Main Span Max.Downward: Live Case Causing Max N/A N/A Deflection(Live/Total)' 0.104"/0.169" 4.00'/4.00' Main/Main Main Span Max.Upward'', 0.000"/0.000" 0.00'/0.00' Main/Main Minimums R,-Left R,-Right Deflection(Live/Total).. Live Load: 0 lb 0 lb Cant.Down.Defl.(Live/Total):N/A N/A N/A w/o Mid-Bracing: 0.6 or 1.0 Dead: 303 lb 303 lb Cant ,Defl (Live/Total) N/A N/A N/A Bending Red'n: Net Reaction 288 lb 288 lb Req'd El,Not Incl.Self Wt.:;1.106E+08 Actual El: 1.78E+08 0/ Live Case Causing Min N/A N/A Approx.Self Weight:6.36 plf Approx.Tot.Wt.:51 lb Allowed Moment: Min.Calc'd Bearing Lengths: = 0.60 in(Left) = 0.60 in(Right) 1,869 ft-lb kitchen header 3952 Rock Ridge Pkwy, Pg.26 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 Cc NS RUCTIONCALC a�❑,i "0,�. R Md Important:Top and bottom must be laterally supported at supports and at 4-ft max.intervals.Dynamic loading not considered.Compliant with 2015 IBC. All designs should be checked by a competent professional.All users shall comply with State Engineering Law.Injury and/or death can result from improper use of this product. Job Name:l Worthington Residence Beam I.D.: Mid Deck Beam 1 Load and Span Diagram(Not To Scale.Pitch,if any,not shown) 400- Other Info.: 300 Y Main Span,L=I 12.00 ft I 200- Main Span Max.Allowed Live Defl:L/ 480 =0.3o in a 100 Main Span Max.Allowed Total Defl:L/ 480 =0.30 in A 0 x , -100 2 4 6 8 10 12 14 Cantilever(Overhang)Exists? No v -200 x x Pitch if Sloped: I 0.0:12 300- Span(ft) Load Duration Live:lm le Loads From Continuous Member? N. U Add Self Wt.? 0 Yes •No Press Treated? Wet Cond? Temp Cond. For Wood and Sawn Member Repetitive Use? No . GluLams Only: Pressrreated .j wet . I100degF&less _, Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? Ices Live,psf Dead,psf Width,ft Load,plf Load,plf. Load,plf. Deck Loads' 60 psf I 10 psf I 5.00 ft I 300.0 lb/ft 300.0 lb/ft 50.0 lb/ft Roof pitch for LL Red'n Red'n Total Adjusted Uniform Loads wL= 300.0 lb/ft AID= 50.0 lb/ft 0.0:12 All other beams Combined Total Uniform Load wu= 350.0 lb/ft 4x And Smaller(Lumber) 5x And Larger(Timbers) Lumber Material Douglas Fr-i. d,tNorth) z I Timber Material Douglas rr-tech(WOO +� Lumber Grade No.1/No.2 'I Timber Grade No.1 '1 Acceptable Solutions Acceptable Solutions - (4)2x12 - - - - - 6x12 - - List properties for what (3)2 x 14 4 x 16 8 x 10 - - size lumber? 4x 12. 10 x 10 - Slf Wt=0 E=1520000 Slf Wt=O List properties for Fb=816 Fv=144 Fcp=419 6 x t2 what size? Fb=884 Fv=136 Fcp=419 E=1520000 Glued Laminated Members(GLBI 2.2E Parallam PSL Glulam Grade I24F-v4(7F/DF) •' 3-1/2"x 11-1/4" 7"x 9-1/4" Acceptable Solutions 5-1/4"x 9-1/4" 3 1/8"x 11 7/8" 5 1/2"x 9 1/2" Slf Wt= 0 List properties for List properties for what 3 1/2"x 11 7/8" 6 3/4"x 9" what size? 7•x 11-1/4" . Fb=0 Fv=0 Fcp=0 E=0 size glulam? 5 1/8"x 9 1/2" 8 3/4"x 9" I-Level.TJI 51n-x117/6- ,sl Web - - Fb=1920 Fv=231.875 Fcp=345 E=1499400 Fbt=1480 Self Wt=0 Stiffeners? - - 2.0E Microllam LVL-Multi-ply No - - List properties for what 1-3/4" x 14" (3)13/4" x 9-1/2" - - size LVL? (2)1-3/4" x 11-7/8" (4)1-3/4" x 9-1/2" - (2)1.3/4-a 11-7/8" '7F'! Fb=0 Fv=0 Fcp=0 E=0 Slf W t=0 2.0E Microllam LVL 1.55E TimberStrand LSL List properties for what 1-3/4" x14" 5-1/4" x 9-1/2" List properties for 1-3/4"x 14" (3)1-3/4"x 9-1/2" - size LVL? 3-1/2" x 11-7/8" 7" x 9-1/2" what size? 3-1/2"x 11-7/8" 3-1/2"x 11.7/a- . Fb=0 Fv=0 Fcp=0 E=0 Slf W t=0 I(3)1.3/4"x 18" W I Fb=0 Fv=0 Fcp=0 E=0 #N/A Final Member sawn Wood . Final Member Results Final Member:6 x 12, Douglas Fir- Bending Overdesign:35.7% Material Library I Choose From Aw Sees Of Beare Type • Larch(North), No. 1 Shear Overdesign:216.6% Final Size: Ion 12 Deflection Overdesign:82.2% Min.Bearing Lengths:= 1.50 in.(Left) := 1.50 in.(Right) Use Conditions Selected: Bearing/Buckling Overdsgn:N/A Vert Diff(approx): 0.00 ft True Length(approx): Press Trtd.Wet Use. Final member OK by: 35.7% Actual Member Size:5.50"x 11.25" 12.00 ft Controlling criteria is: Bending Reactions Final Member Additional Information Location Live Case Bracing Reg'd For Maximums R,-Left R,-Right Max.Positive Moment:6,300 ft-lb 6.00 ft Main Span Full Strength: Live Load: 1,800 lb 1,800 lb Max.Negative Moment:0 ft-lb 0.00 ft Main Span Lateral Dead Load: 300 lb 300 lb Max Design Shear:1,772 lb 0.00 ft Main Span Total Load: 2,100 lb 2,100 lb Main Span Max.Downward 0.141"/0.165" 6.00'/6.00' Main/Main Live Case Causing Max N/A N/A Deflection(Live/Total) Main Span Max.Upward Deflection 0.000"/0.000" 0.00'/0.00' Main/Main Minimums R,-Left R,-Right (Live/Total) Live Load: 0 lb 0 lb Cant.Down.Defl.(Live/Total):N/A N/A N/A two Mid-Bracing: 0.6 or 1.0 Dead: 180 lb 180 lb Cant.Up.Defl.(Live/Total):N/A N/A N/A Bending Redo: Net Reaction 180 lb 180 lb Req'd El,Not Incl.Self Wt.:5.443E+08 Actual El: 9.92E+08 0/ Live Case Causing Min N/A N/A Approx Self Weight:N/A Approx.Tot.Wt.:N/A Allowed Moment: Min.Calc'd Bearing Lengths: = 0.91 in(Left) = 0.91 in(Right) 5,778 ft-lb lower deck beam 1 3952 Rock Ridge Pkwy, Pg.27 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 Cc NS RUCTIONCALC a�❑,i ",o,., R Md Important:Top and bottom must be laterally supported at supports and at 4-ft max.intervals.Dynamic loading not considered.Compliant with 2015 IBC. All designs should be checked by a competent professional.All users shall comply with State Engineering Law.Injury and/or death can result from improper use of this product. Job Name:l Worthington Residence Beam I.D.: Mid Deck Beam 2 Load and Span Diagram Not To Scale.Pitch,if any,not shown) 1,000- Other Info.: 800 M Main Span,L=I 4.00 ft I 600- Main Span Max.Allowed Live Defl:L/ 480 1=0.10 in a 400 Main Span Max.Allowed Total Defl:L/ 480 =0.10 in A 200- Cantilever(Overhang)Exists? No 9 0 w I I ,..___I. 200( 0.5 1 1.5 2 2.5 3 3.5 4.5 Pitch if Sloped: I 0.0:12 I _ �00 Span(ft) Load Duration Live:lm Loads From Continuous Member? No U Add Self Wt.? •Yes 0 No Press Treated? Wet Cond? Temp Cond. For Wood and Sawn Member Repetitive Use? Y. . GluLams Only: Prep Treated v j wet . I taa deg Feless (V1 Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? Ives v, Live,psf Dead,psf Width,ft Load,plf Load,plf. Load,plf. Deck Loads' 60 psf I 10 psf I 12.00 ft I 720.0 lb/ft 720.0 lb/ft 120.0 lb/ft Roof pitch for LL Red'n Red'n Total Adjusted Uniform Loads wL= 720.0 lb/ft wD= 120.0 lb/ft 0.0:12 MI offer beams Combined Total Uniform Load Wu= 840.0 lb/ft 4x And Smaller(Lumber) 5x And Larger(Timbers) Lumber Material Douglas Fir-Larch(North) Timber Material DougtesFir-Lerd,U+wtld +.1 Lumber Grade No.1/No.2 'I Timber Grade No.1 'I Acceptable Solutions Acceptable Solutions 2x12 (4)2x6 - - - (2)2x8 3x10 - - - List properties for what (3)2 x 8 4 x 8 - - - size lumber? 4x12 vj - - Slf Wt=15.51 E=1520000 SlfWt=8.12 List what 6x12e?for Fb=798 Fv=144 Fcp=419 what size? Fb=884 Fv=136 Fcp=419 E=1520000 Glued Laminated Members(GLBI 2.2E Parallam PSL Glulam Grade I24F-v4(0f/DF) 3-1/2"x 9-1/4" 7"x 9-1/4" Acceptable Solutions 5-1/4"x 9-1/4" 31/8"x6" 51/2"x6" SlfWt= 18.5 List properties for List properties for what 31/2"x 6" 6 3/4"x 71/2" what size? 7"14 11-1/4" Fb=0 Fv=0 Fcp=0 E=0 size glulam? 51/8"x 6" 8 3/4"x 9" I-Level.TJI S1n-x117/ti- .`"I Web - - Fb=1920 Fv=231.875 Fcp=345 E=1499400 Fbt=1480 Self Wt=36.4 Stiffeners? - - 2.0E Microllam LVL-Multi-Plv No - - List properties for what 1-3/4" x 7-1/4" (3)13/4"x 5-1/2" - - size LVL? (2)13/4"x 5-1/2" (4)13/4"x 5-1/2" - 1 �2)1.3/4-x 11-7/8" ! Fb=0 Fv=0 Fcp=0 E=0 Slf Wt=7.4 2.0E Microllam LVL 1.55E TimberStrand LSL List properties for what 1-3/4" x 7-1/4" 5-1/4"x 5-1/2" List properties for 1-3/4"x 9-1/2" (3)13/4"x 9-1/2" size LVL? 3-1/2"x 5-1/2" 7"x 5-1/2" what size? 3-1/2"x 9-1/2" 3.1/2"x 11.7/8- V Fb=0 Fv=0 Fcp=0 E=0 Slf W t=7.4 I(3)1.3/4"x 15' Fb=0 Fv=0 Fcp=0 E=0 #N/A l Final Member Results Final Member Sawn Wood Final Member:4 x 12, Douglas Fir- Bending Overdesign:211.4% Material Library 'Choose From AN Sims Of Beam Type Larch(North), No. 1 /No.2 Shear Overdesign:318.6% Final Size: I4x12 Deflection Overdesign:1189.5% Min.Bearing Lengths:= 1.50 in.(Left) := 1.50 in.(Right) Use Conditions Selected: Reply Mem. Bearing/Buckling Overdsgn:N/A Vert Diff(approx): 0.00 ft True Length(approx): Final member OK by: 211.4% Press Trtd.Wet Use. Actual Member Size:3.50"x 11.25" 4.00 ft Controlling criteria is: Bending Reactions Final Member Additional Information Location Live Case Bracing Reg'd For Maximums R,-Left R,-Right Max.Positive Moment:I1,700 ft-lb 2.00 ft Main Span Full Strength: Live Load: 1,440 lb 1,440 lb Max.Negative Moment10 ft-lb 0.00 ft Main Span Lateral Dead Load: 260 lb 260 lb Max Design Shear_�903 lb 0.00 ft Main Span Total Load: 1,700 lb 1,700 lb Main Span Max.Downward 0.007"/0.008" 2.00'/2.00' Main/Main Live Case Causing Max N/A N/A Deflection(Live/Total) Main Span Max.Upward Deflection 0.000"/0.000" 0.00'/0.00' Main/Main Minimums R,-Left R,-Right (Live/Total) Live Load: 0 lb 0 lb Cant.Down.Defl.(Live/Total):N/A N/A N/A W/O Mid-Bracing: 0.6 or 1.0 Dead: 156 lb 156 lb Cant.UP.Defl.(Live/Total):N/A N/A N/A Bending Redo: Net Reaction 144 lb 144 lb Req'd El,Not Incl.Self Wt.:4.838E+07 Actual El: 6.31E+08 0% Live Case Causing Min N/A N/A Approx.Self Weight:9.87 plf Approx.Tot.Wt.:39 lb Allowed Moment: Min.Calc'd Bearing Lengths: = 1.16 in(Left) = 1.16 in(Right) 3,318 ft-lb lower deck beam 2 3952 Rock Ridge Pkwy, Pg.28 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 Cc NS RUCTIONCALC a�❑�i "o,,,,, Md Important:Top and bottom must be laterally supported at supports and at 4-ft max.intervals.Dynamic loading not considered.Compliant with 2015 IBC. All designs should be checked by a competent professional.All users shall comply with State Engineering Law.Injury and/or death can result from improper use of this product. Job Name:' Worthington Residence - - Beam I.D.: Mid Deck Joist Load and Span Diagram(Not To Scale.Pitch,if any,not shown) 120- Other Info.: 100- 80 I Main Span,L=I 13.25 ft I 60- Main Span Max.Allowed Live Defl:L/ 480 =0.33 in a 20- Main Span Max.Allowed Total Defl:L/ 480 =0.33 in A 0 i. 2 4 6 •8 10 12 1 3 -20 14 Cantilever(Overhang)Exists? No . -40- Pitch if Sloped: I 0.0:12 I -60 x$0 x Load Duration Live:lm v Span(ft) Loads From Continuous Member? No U Add Self Wt.? 0 Yes •No Press Treated? Wet Cond? Temp Cond. For Wood and Sawn Member Repetitive Use? yes . GluLams Only: Preis Treated .j wet . I loodegF&le s ;'il Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? I yes Live,psf Dead,psf Width,ft Load,plf Load,plf. Load,plf. Deck Loads' 60 psf I 10 psf I 1.33 ft I 79.8 lb/ft 79.8 lb/ft 13.3 lb/ft Roof pitch for LL Red'n Red'n Total Adjusted Uniform Loads wL= 79.8 lb/ft wD= 13.3 lb/ft 0.0:12 MI caw beams Combined Total Uniform Load Wu= 93.1 lb/ft 4x And Smaller(Lumber) 5x And Larger(Timbers) Lumber Material Ltougle5 Fir-Lerch(North) Timber Material DougtesFir-$archINg#ld +� Lumber Grade No.1/No.2 •I Timber Grade No.1 •I Acceptable Solutions Acceptable Solutions 2x12 (4)2x8 - - - (2)2x10 3x10 - - - List properties for what (3)2 x 8 4 x 10 - - - size lumber? 4x12 .j - - Slf Wt=0 E=1520000 SlfWt=0 Listpropertieswhat 6xt2 for Fb=798 Fv=144 Fcp=419 what size? Fb=884 Fv=136 Fcp=419 E=1520000 Glued Laminated Members(GLBI 2.2E Parallam PSL Glulam Grade 124F-v4(17F/11F) 3-1/2"x 9-1/4" 7"x 9-1/4" Acceptable Solutions 5-1/4"x 9-1/4" 31/8"x9" 51/2"x71/2" SlfWt= 0 List properties for List properties for what 3 1/2"x 9" 6 3/4"x 71/2" what size? 7"14 11-1/4" Fb=0 Fv=0 Fcp=0 E=0 size glulam? 5 1/8"x 7 1/2" 8 3/4"x 9" I-Level.TJI -5 in-x117/8- -1 Web 11-7/8"TJI/L65 11-7/8"TJI 110 Fb=1920 Fv=231.875 Fcp=345 E=1499400 Fbt=1480 Self Wt=0 Stiffeners? 16"TJI/L65 11-7/8"TJI 210 2.0E Microllam LVL-Multi-ply No 16"TJI/L90 9-1/2"TJI 230 List properties for what 1-3/4" x 9-1/2" (3)13/4" x 7-1/4" 14"TJI H90 11-7/8"TJI 360 size LVL? (2)13/4" x 7-1/4" (4)13/4" x 7-1/4" - t2)1.3/4-1111-7/8" 7'! Fb=0 Fv=0 Fcp=0 E=0 Slf Wt=0 2.0E Microllam LVL 1.55E TimberStrand LSL 1-3/4" x 9-1/2" 5-1/4" x 7-1/4" 13/4"x 11-7/8" (3)13/4"x 9-1/2" List properties for what List properties for size LVL? 3-1/2" x 7-1/4" 7" x 7-1/4" what size? 3-1/2"x 9-1/2" 3.1/2"r 11.7/8- • Fb=0 Fv=0 Fcp=0 E=0 Slf W t=0 I(3)1.3/4"I<1a" W I Fb=0 Fv=0 Fcp=0 E=0 #N/A l Final Member Results Final Member Sawn Wood . Final Member:2 x 12, Douglas Fir- Bending Overdesign:0.9% Material Library I[hunseFremAiisk,.oie...,Type • Larch(North), No. 1 /No.2 Shear Overdesign:205.9% Final Size: 12.12 . Deflection Overdesign:38.8% Min.Bearing Lengths:= 1.50 in.(Left) := 1.50 in.(Right) Use Conditions Selected: Rept'v Mem. Bearing/Buckling Overdsgn:N/A Vert Diff(approx): 0.00 ft True Length(approx): Press Trtd.Wet Use. Final member OK by: 0.9% Actual Member Size:1.50"x 11.25" 13.25 ft Controlling criteria is: Bending Reactions Final Member Additional Information Location Live Case Bracing Reg'd For Maximums R,-Left R,-Right Max.Positive Moment:2,043 ft-lb 6.63 ft Main Span Full Strength: Live Load: 529 lb 529 lb Max.Negative Moment:0 ft-lb 0.00 ft Main Span Lateral Dead Load: 88 lb 88 lb Max Design Shear:530 lb 0.00 ft Main Span Total Load: 617 lb 617 lb Main Span Max.Downward 0.205"/0.239" 6.63'/6.63' Main/Main Live Case Causing Max N/A N/A Deflection(Live/Total) Main Span Max.Upward Deflection 0.000"/0.000" 0.00'/0.00' Main/Main Minimums R,-Left R,-Right (Live/Total) Live Load: 0 lb 0 lb Cant.Down.Defl.(Live/Total):N/A N/A N/A W/O Mid-Bracing: 0.6 or 1.0 Dead: 53 lb 53 lb Cant.Up.Defl.(Live/Total):N/A N/A N/A Bending Redo: Net Reaction 53 lb 53 lb Req'd El,Not Incl.Self Wt.:1.949E+08 Actual El: 2.71E+08 46% Live Case Causing Min N/A N/A Approx Self Weight:N/A Approx.Tot.Wt.:N/A Allowed Moment Min.Calc'd Bearing Lengths: = 0.98 in(Left) = 0.98 in(Right) 1,123 ft-lb lower deck joists 3952 Rock Ridge Pkwy, Pg.29 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 Cw`nrs'Ru�TloivCnL� ®RPo�. 4"g'ro Important:Top and bottom must be laterally supported at supports and at4-ft max.intervals.Dynamic loading not considered.Compliant with 2015 IBC. -0413 All designs should be checked by a competent professional.All users shall comply with State Engineering Law.Injury and/or death can result from improper use of this product. Job Name: Worthington Residence Beam I.D.: Main Floor Framing 1 Load and Span Diagram(Not To Scale.Pitch,if any,not shown) 1,400- Other Info.: 1,200 Main Span,L=I 5.00 ft I 1'000- aoo- Main Span Max.Allowed Live Defl:L/ 480 =0.13 in a 600- Main Span Max.Allowed Total Defl:L/ 480 =0.13 in ;:400- 5 200 Cantilever(Overhang)Exists? No I v I 0 I• I Pitch if Sloped: I 0.0:12 I 400 1 2 3 4 b - x 6 - Load Duration Snow 1.15 v Spank) Loads From Continuous Member? No 'j Add Self Wt.? Q Yes •No Press Treated? Wet Cond? Temp Cond. For Wood and Sawn Member Repetitive Use? Yes GluLams Only: Press treated .,I I wet . lOOdeg r l less Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? Yes I Live,psf Dead,psf Width,ft Load,plf Load,plf. Load,plf. Roof Loads(not including snow) 16 psf 15 psf I 20.00 ft I - - 300.0 lb/ft Roof Snow(only) 25 psf 20.00 ft 500.0 lb/ft 500.0 lb/ft - Deck Loads 60 psf 10 psf 2.00 ft 120.0 lb/ft 120.0 lb/ft 20.0 lb/ft Floor Loads 40 psf 10 psf 4.00 ft 160.0 lb/ft 160.0 lb/ft 40.0 lb/ft Roof pitch for LL Red'n Vc� Red'n Total Adjusted Uniform Loads wL= 780.0 lb/ft wD= 360.0 lb/ft 0.0:12 �►Jlotlrr beams _'I Combined Total Uniform Load wu= 1,140.O lb/ft 4x And Smaller(Lumber) 5x And Larger(Timbers) Lumber Material e,,:::i ert,r i3:rl,iN,:nnr.: Timber Material ,',,.,:l.:,•.I'' ..ri.II,N.,i::,: 71 Lumber Grade 1No.t/No_2 -I Timber Grade I No., ,I Acceptable Solutions Acceptable Solutions - (4)2x8 - - - (2)2x12 3x12 6 x 8 - - List properties for what (3)2 x 10 4 x 10 - - - size lumber? 14 x 12 'I - - Slf Wt=0 List properties for- Fb=918 Fv=166 Fcp=419 E=1520000 SIf Wt=0 what size? o=" Fb=1017 Fv=157 Fcp=419 E=1520000 Glued Laminated Members(GLB) 2.2E Parallam PSL Glulam Grade 124F-V4(DF/DF) lvf 3.1/2"x9.1/4" 7"x9-1/4" Acceptable Solutions 5-1/4"x 9.1/4" 31/8"x71/2" 51/2"x6" SIf Wt=0 List properties for, 3 1/2"x 7 1/2" 6 3/4"x 7 1/2" what size? 7'x 11-1/4" • Fb=0 Fv=0 Fcp=0 E=0 List properties for what size glulam? 5 1/8"x6" 83/4"x9" I-Level.TJI IB1/2"x117Ar' -I Web - - Fb=2208 Fv=266.65625 Fcp=397 E=1499400 Fbt=1702 Self Wt=0 Stiffeners? - - 2.0E Microllam LVL-Multi-ply 1" - - List properties for what 1-3/4"x 9.1/2" (3)1.3/4"x 5.1/2" - - size LVL? (2)1-3/4"x 7.1/4" (4)1.3/4"x 5-1/2" - (2)1.7/4'511.7/B` "l Fb=0 Fv=0 Fcp=0 E=0 SIf Wt=0 2.0E Microllam LVL 1.55E TimberStrand LSL List properties for what 1-3/4"x 9-1/2" 5.1/4"x 5.1/2" List properties for 1.3/4"x 9-1/2" (3)1-3/4"x 9-1/2" size LVL? 3-1/2"x 7-1/4" 7"x 5-1/2" what size? 3-1/2"x 9-1/2" 3-1/?'x11-78- v I Fb=0 Fv=0 Fcp=0 E=0 SIf Wt=0 (3)14a-x18' ..1 Fb=0 Fv=0 Fcp=0 E=0 #N/A Final Member Glued Laminated . Final Member Results Final Member:3 1/2"x 11 7/8",Glued Bending Overdesign:324.9% Material Library choose Ken As Sites ofNemYype Iv' Laminated,24F-V4(DF/DF) Shear Overdesign:329.1% Final Size: 31,0x11778- Deflection Overdesign:471.0% Min.Bearing Lengths:=2.36 in.(Left) :=2.36 in.(Right) Use Conditions Selected: Rept'v Mem. Bearing/Buckling Overdsgn:N/A Vert DC(approx): 0.00 ft True Length(approx): Press Trtd.Wet Use. Final member OK by: 324.9% Actual Member Size:3 1/2"x 11 7/8" 5.00 ft Controlling criteria is: Bending Reactions Final Member Additional Information Location Live Case Bracing Reg'd For Maximums R,-Left R,-Right Max.Positive Moment:!3,563 ft-lb 2.50 ft Main Span Full Strength: Live Load: 1,950 lb 1,950 lb Max Negative Moment:0 ft lb 0.00 ft Main Span Lateral bracing Dead Load: 900 lb 900 lb Max Design Shear:1,722 lb 0.00 ft Main Span Total Load: 2,850 lb 2,850 lb Main Span Max.Downward Live Case Causing Max N/A N/A Deflection(Live/Total)' 0.015"/0.022" 2.50'/2.50' Main/Main Main Span Max.Upward Deflection! 0.000"/0.000" 0.00'/0.00' Main/Main R,-Ri Minimums R,-LeftRight (Live/Total) Live Load: 0 lb 0 lb Cant.Down.Defl(Live/Total):N/A N/A N/A w/o Mid-Bracing: 0.6 or 1.0 Dead: 540 lb 540 lb Cant Us.Defl(Live/Total) N/A,._ N/A N/A Bending Red'n: Net Reaction 540 lb 540 lb Req'd El,Not Incl.Self Wt.:'1.283E+08 Actual El: 7.32E+08 0% Live Case Causing Min N/A N/A Approx.Self Weight:IN/A Approx.Tot.Wt.:N/A Allowed Moment: Min.Calc'd Bearing Lengths:I =2.36 in(Left) =2.36 in(Right) 26,091 ft-lb main floor framing 1 3952 Rock Ridge Pkwy, Pg.30 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 C=iuS RUCTIONCALC ®�„:-c' 4."•Nre4'� mportant: c,I Top and bottom must be laterally at supports and at 4-ft max intervals Dynamic loading not considered Compliartt12015 IBC -We All designs should be checked by a competent professional All users shall complyo,tn State Engmeenng Law huzyarto/or death can result from improper use ofdss product Job Name: Worthington Residence Beam I.D.: Main Floor Framing 2 Load and Span Diagram(Not To Scale Pitch,,rary,not shown) 1,000- Other Info.: 800 Main Span,L=I 9.33 ft I 600 A Main Span Max.Allowed Live Defl:L/ 480 .0 2,m a 400- Main Span Max.Allowed Total Defl:L/ 480 =023 in •200- �I 3 04 / 1 Cantilever(Overhang)Exists?yes 2 4 6 B I 10 12 Right Cantilever,Cm= 2.00 ft 200 x A Cantilever Max Allowed Live Defl:CR/ 240 =010 in Span(ff) Cantilever Max Allowed Total Defl:CR/ 240 =010 in Pitch if Sloped: 0.0:12 Load Duration Is se l.ts PI Loads From Continuous Member?INo I.I Add Self Wt.? Q yes •No Press Treated? Wet Cond? Temp Cond. For Wood and Sawn Member Repetitive Use? yes 1.1 GluLams Only:IP,. .,.e wet the d.gce 1.. 1.1 Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? Ives • Live,psf Dead,psf Width,ft Load,plf Load,plf. Load,plf. Floor Loads' 40 psf I 10 psf I 2.00 ft I 80.0 lb/ft 80.0 lb/ft 20.0 lb/ft Roof pitch for LL Red'n Red'n Total Adjusted Uniform Loads wL= 80.0 lb/ft wo= 20.0 lb/ft 0.0:12 1 A Combined Total Uniform Load wu= 100.0 lb/ft Uniform Loads On Cantilever Only Live Load,Dsf Dead Load,lostTributaf width. Liv .e Load Dlf Dead Load,plf Comb'd Load,off Cant.Load AI 25 psf 12 psf 12.00 ft 300.0 lb/ft 144.0 lb/ft 444.0 lb/ft Cant.Load B Descrip'n,opl'I. - Cant.Load C Descrip'n,opl'I. - Concentrated(Point)Loads Trib.Length Live Load.lost Dead Load.psf Trib.Width.ft. ft. Live.Ibs Dead.Ibs Location.ft Point Load C Description,optional Main Floor Framing 1 II 1,950 lb 900 lb xc=I 2.50 ft _ Note:Location Measured From Left Support 4x And Smaller(Lumber) 5x And Larger(Timbers) Lumber Material moo.Namestnasl) •I Timber Material I Dsly.ftr•UM prep •I Lumber Grade net/N.z .I Timber Grade bawl •I Acceptable Solutions Acceptable Solutions (4)2x10 - 3x16 6x10 - - List properties for what (3)2 x 12 4 x 14 8 x 10 - - size lumber? ax,Z. .I - - Slf Wt=0 List properties Fb=918 Fv=166 Fcp=419 E=1520000 Slf Wt=0 for what size? 16x12 • Fb=1017 Fv=157 Fcp=419 E=1520000 Glued Laminated Members(GLB) 2.2E Parallam PSL Glulam Grade gas-vs haw) •I 3-1/2"x 9-1/4" 7"x 9-1/4" Acceptable Solutions 5-1/4"x 9-1/4" 3 1/8"x 9 1/2" 5 1/2"x 9" SIf Wt=0 List properties List properties for what 3 1/2"x 9 1/2" 6 3/4"x 7 1/2" for what size? I1•xut•1M- •1 Fb=O Fv=0 Fcp=0 E=0 size glulam? 5 1/8"x 9" 8 3/4"x 9" I-Level,TJI f51I0.srts" •I Web - - Fb=2208 Fv=266.65625 Fcp=397 E=1499400 Fbt=1702 Self Wt=O Stiffeners? - - 2.0E Microllam LVL-Multi-ply No •I - - List properties for what 1-3/4"x 11-7/8" (3)1-3/4"x 7-1/4" - - size LVL? (2)1-3/4"x 9-1/2" (4)1-3/4"x 7-1/4" - f(51-Ar..t1-7/8' •I Fb=O Fro Fcp=0 E=0 SIf Wt=O 2.0E Microllam LVL 1.55E TimberStrand LSL 1-3/4"x 11-7/8" 5-1/4"x 7-1/4" 1-3/4"x 11-7/8" (3)1-3/4"x 9-1/2" List properties for what List properties size LVL? 3-1/2"x 9-1/2" 7"x 7-1/4" for what size? 3-1/2"x 9-1/2" 312-irti Nl' ••1 Fb=0 Fro Fcp=O E=0 SIf Wt=O " :-x11r • Fb=0 Fro Fcp=O E=0 #N/A Final Member DhKd Laminated •J Final Member Results Final Member:5 1/2"x 11 7/8", Bending Overdesign:297.6% Material Library clrwesscm.evasgi Scam r,5n • Glued Laminated,24F-V4(DF/DF) Shear Overdesign:380.0% Final Size: s12_x+17ro' Deflection Overdesign:256.2% Min.Bearing Lengths:=1.50 in.(Left) :=1.50 in.(Right) Use Conditions Selected: Rept'v Mem. Bearing/Buckling Overdsgn:N/A Vert Diff(approx): 0.00 ft True Length(approx): Press Trtd.Wet Use. Final member OK by: 256.2% Actual Member Size:5 1/2"x 11 7/8" 11.33 ft Controlling criteria is: Deflection Reactions Final Member Additional Information Location Live Case Bracing Read For Maximums RiLeft R,-Right Max.Positive Moment.5,982 ft-lb 2.50 ft Main Span Ft.i nr glh Live Load: 1,736 lb 1,737 lb Max.Negative MomenC i,-1,088 ft-lb 9.33 ft On Cant. Lateral Dead Load: 717 lb 698 lb Max Design Shear:i2,419 lb 0.00 ft Main Span Total Load: 2,453 lb 2,435 lb Main Span Max.Downward Live Case Causing Max Main Span Both Deflection(Live/Total) 0.048"/0.065" 4.29'/4.20' Main/Main Main Span Max.Uoward Deflection #VALUEI #N/A Cant./Main Minimums RiLeft R,-Right (Live/Total); Live Load: -47 lb 841 lb Cant.Down.Deft.(Live/Total):',0.008"/0.000" 11.33'/10.05' Cant./Cant. wto Mid-Bracing 0.6 or 1.0 Dead: 430 lb 533 lb Cant.Up.Deft.(Live/Total):''..0.029"/0.037" 11.33'/11.33' Main/Main Bemmng Red'n. Net Reaction 383 lb 1,374 lb Req'd El,Not Incl.Self WL::3.231E4.08 Actual El: 1.15E+09 0% Live Case Causing Min On Cant. On Cant. Approx.Self Weight IN/A Approx.Tot.Wt.:N/A A//oeed Moment. Min.Calc'd Bearing Lefgths:I = 1.29 in(Left) = 1.29 in(Right) 127,659 ft-lb main floor framing 2 3952 Rock Ridge Pkwy, Pg.31 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 Cc NS RUCTIONCALC a�❑ , 0,., R Md Important:Top and bottom must be laterally supported at supports and at 4-ft max.intervals.Dynamic loading not considered.Compliant with 2015 IBC. All designs should be checked by a competent professional.All users shall comply with State Engineering Law.Injury and/or death can result from improper use of this product. Job Name:' Worthington Residence Beam I.D.: Main Floor Framing 3 Load and Span Diagram Not To Scale.Pitch,if any,not shown) 500- Other Info.: 400% Main Span,L=I 11.00 ft I 300- g 200- Main Span Max.Allowed Live Deft:L/ 480 =0.28 in s,...100_ Main Span Max.Allowed Total Deft:L/ 480 =0.28 in 0 I 0 Cantilever(Overhang)Exists? No v _-100 c 2 4 6 8 10 12 Pitch if Sloped: I 0.0:12 I 200 x -300- Span(ft) Load Duration Live:lm vir Loads From Continuous Member? No U Add Self Wt.? 0 Yes •No For Wood and Press Treated? Wet Cond? Temp Cond. Sawn Member Repetitive Use? No v GluLams Only: riot pans treated 7,1 Dry . I lac degF&less ;.V1 Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? I Yes v, Live,psf Dead,psf Width,ft Load,plf Load,plf. Load,plf. Floor Loads' 40 psf I 28 psf I 6.00 ft I 240.0 lb/ft 240.0 lb/ft 168.0 lb/ft Roof pitch for LL Red'n Red'n Total Adjusted Uniform Loads wL= 240.0 lb/ft wD= 168.0 lb/ft 0.0:12 Motter beams Combined Total Uniform Load wu= 408.0 lb/ft 4x And Smaller(Lumber) 5x And Larger(Timbers) Lumber Material L1agles Fir-Larch(North) Timber Material Dougto Fir-serd,0+wnr1 +� Lumber Grade No.1/No.2 .I Timber Grade No.1 'I Acceptable Solutions Acceptable Solutions - (4)2x10 - - - - 3x16 6x10 - - List properties for what (3)2 x 12 4 x 14 8 x 10 - - size lumber? 4x12• . - - SlfWt=0 E=1600000 Slf Wt=0 Listpropertiesht6 for Fb=1020 Fv=180 Fcp=625x 12 what size? Fb=1300 Fv=170 Fcp=625 E=1600000 Glued Laminated Members(GLBl 2.2E Parallam PSL Glulam Grade I24F-V4(0F/DF) viv I 3-1/2"x 9-1/2" 7"x 9-1/4" Acceptable Solutions 5-1/4"x 9-1/4" 31/8"x101/2" 51/2"x9" SlfWt= 0 List properties for List properties for what 3 1/2"x 10 1/2" 6 3/4"x 9" what size? 7"14 11-1/4" Fb=2900 Fv=290 Fcp=750 E=2000000 size glulam? 5 1/8"x 9" 8 3/4"x 9" I-Level.TJI 51n-x117/8" ...I Web - - Fb=2400 Fv=265 Fcp=650 E=1800000 Fbt=1850 Self Wt=0 Stiffeners'? - - 2.0E Microllam LVL-Multi-Plv No - - List properties for what 1-3/4" x 14" (3)13/4" x 9-1/2" - - size LVL? � (2)13/4" x 9-1/2" (4)13/4" x 9-1/2" - 12)1.3/4-x 11-7/8" _7 Fb=2600 Fv=285 Fcp=750 E=2000000 Slf Wt=0 2.0E Microllam LVL 1.55E TimberStrand LSL List properties for what 1-3/4" x 14" 5-1/4" x 9-1/2" List properties for 1-3/4"x 14" (3)13/4"x 9-1/2" size LVL? 3-1/2" x 9-1/2" 7" x 9-1/2" what size? 3-1/2"x 11-7/8" 3.1/2"a 11.7/8- Fb=2600 Fv=285 Fcp=750 E=2000000 Slf Wt=0 11311.314"I<18" I Fb=2325 Fv=310 Fcp=800 E=1550000 #N/A Final Member Glued laminated Final Member Results Final Member: 5 1/2"x 9", Glued Bending Overdesign:140.6% o Material Library IC1 From AISims°.&Antype _I Laminated,24F-V4(DF/DF) Shear Overdesign:351.2% Final Size: Is 1/2 x9 Deflection Overdesign:23.1% Min.Bearing Lengths:= 1.50 in.(Left) := 1.50 in.(Right) Use Conditions Selected: Bearing/Buckling Overdsgn:N/A Vert Diff(approx): 0.00 ft True Length(approx): Final member OK by: 23.1% Actual Member Size:5 1/2"x 9" 11.00 ft Controlling criteria is: Deflection Reactions Final Member Additional Information Location Live Case Bracing Reg'd For Maximums R,-Left R,-Right Max.Positive Moment:6,171 ft-lb 5.50 ft Main Span Full Strength: Live Load: 1,320 lb 1,320 lb Max.Negative Moment:0 ft-lb 0.00 ft Main Span Lateral Dead Load: 924 lb 924 lb Max Design Shear:1,938 lb 0.00 ft Main Span Total Load: 2,244 lb 2,244 lb Main Span Max.Downward 0.131"/0.223" 5.50'/5.50' Main/Main Live Case Causing Max N/A N/A Deflection(Live/Total) Main Span Max.Upward Deflection 0.000"/0.000" 0.00'/0.00' Main/Main Minimums R,-Left R,-Right (Live/Total) Live Load: 0 lb 0 lb Cant.Down.Defl.(Live/Total):N/A N/A N/A wio Mid-Bracing: 0.6 or 1.0 Dead: 554 lb 554 lb Cant.Up.Defl.(Live/Total):N/A N/A N/A Bending Redo: Net Reaction 554 lb 554 lb Req'd El,Not Incl.Self Wt.:4.887E+08 Actual El: 6.01E+08 0% Live Case Causing Min N/A N/A Approx Self Weight:N/A Approx.Tot.Wt.:N/A Allowed Moment Min.Calc'd Bearing Lengths: = 0.63 in(Left) = 0.63 in(Right) 98,400 ft-lb main floor framing 3 3952 Rock Ridge Pkwy, Pg.32 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 Cw`nrs'RucTIoNCALZ �RPo" a"',h'‘egh. Important:Top and bottom must be laterally supported at supports and at4-ft max.intervals.Dynamic boding not considered.Compliant with 2015 IBC. All designs should be checked by a competent professional.All users shall comply with State Engineering Law.Injury and/or death can result from improper use of this product. Job Name: Worthington Residence Beam I.D.: Rec Room Slider to deck Load and Span Diagram(Not To Scale.Pitch,if any,not shown) 2,500- Other Info.: 2,000 x Main Span,L=I 6.00 ft I 1,500- Main Span Max.Allowed Live Defl:L/ 480 =0.15 in 2'000 Main Span Max.Allowed Total Defl:L/ 480 =0.15 in '�500- Cantilever(Overhang)Exists? No Iv I J o • 3 4 5 500 1 2 3 4 5 7 Pitch if Sloped: I 0.0:12 I 1,000- Span(ft) Load Duration Snow 1.15 v Loads From Continuous Member? No wj Add Self Wt.? •Yes 0 No Press Treated? Wet Cond? Temp Cond. For Wood and _., Sawn Member Repetitive Use? ficl. GluLams Only: Not press neared ") I Dry .I 160Qeg F e teas Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Redo? Yes V I Live,psf Dead,psf Width,ft Load,plf Load,plf. Load,plf. Roof Loads(not including snow) 16 psf 15 psf I 20.00 ft I - - 300.0 lb/ft Roof Snow(only) 25 psf 20.00 ft 500.0 lb/ft 500.0 lb/ft - Deck Loads 60 psf 10 psf 5.00 ft 300.0 lb/ft 300.0 lb/ft 50.0 lb/ft Floor 2 Loads 40 psf 10 psf 7.00 ft 280.0 lb/ft 280.0 lb/ft 70.0 lb/ft Floor Loads 40 psf 28 psf 7.00 ft I 280.0 lb/ft 280.0 lb/ft 196.0 lb/ft Roof pitch for LL Red'n .,tea Red'n Total Adjusted Uniform Loads wL= 1,360.0 lb/ft wp= 616.0 lb/ft 0.0:12 IIAx Otherbeama "1 Combined Total Uniform Load wu= 1,976.0 lb/ft 4x And Smaller(Lumber) 5x And Larger(Timbers) Lumber Material ppquo Fe-Larch 84orah) I Timber Material Douglas Fir-larch(raenhl •j Lumber Grade INo.1/Na.2 _1 Timber Grade INo.1 J Acceptable Solutions Acceptable Solutions - (4)2x12 - - - 6x10 - - List properties for what r (3)2 x 14 4 x 16 8 x 10 - - size lumber? I4xt2• .I 10 x 10 - Slf Wt=15.51 List properties for Fb=1173 Fv=207 Fcp=625 E=1600000 SIf Wt=8.12 what size? 6 i 11 Fb=1495 Fv=196 Fcp=625 E=1600000 Glued Laminated Members(GLB) 2.2E Parallam PSL Glulam Grade 24Fv4(Dtl0t wI 3-1/2"x 9-1/4" 7"x9.1/4" Acceptable Solutions 5-1/4"x 9-1/4" 31/8"x91/2" 51/2"x9" SIf Wt= 18.5 List properties for List properties for what 3 1/2"x 9 1/2" 6 3/4"x 7 1/2" what size? I Tx 11-1/4- •I Fb=3335 Fv=333.5 Fcp=750 E=2000000 size glulam? 51/8"x9" 83/4"x9" I-Level,TJI rsla'x117la- • Web - - Fb=2760 Fv=304.75 Fcp=748 E=1800000 Fbt=2127.5 Self Wt=36.4 Stiffeners? - - 2.0E Microllam LVL-Multi-ply I No - - List properties for what 1-3/4"x 11-7/8" (3)1.3/4"x 9.1/2" - - size LVL? (2)1-3/4"x 9.1/2" (4)1.3/4"x 7-1/4" - f2i 1.3/4-x 11.7,ra- -I Fb=2990 Fv=327.75 Fcp=750 E=2000000 SIf Wt=7.4 2.0E Microllam LVL 7.55E TimberStrand LSL List properties for what 1-3/4"x 11-7/8" 5-1/4"x 9-1/2" List properties for - (3)1.3/4"x 9-1/2" size LVL? 3-1/2"x 9-1/2" 7"x 7.1/4" what size? 3-1/2"x 9-1/2" 3-1t2'x11-7/8' "d Fb=2990 Fv=327.75 Fcp=750 E=2000000 Sit Wt=7.4 I • • J Fb=2674 Fv=356.5 Fcp=800 E=1550000 //N/A Final Member 'Sown Wood I, Final Member Results Final Member:6 x 10,Douglas Fir- Bending Overdesign:9.2% Material Library Choose From All axes Or Beamrypr • Larch(North),No.1 Shear Overdesign:49.6% Final Size: 6.10 , Deflection Overdesign:50.1% Min.Bearing Lengths:=1.74 in.(Left) :=1.74 in.(Right) Use Conditions Selected: Bearing/Buckling Overdsgn:N/A Vert Did(approx): 0.00 ft True Length(approx): Final member OK by: 9.2% Actual Member Size:5.50"x 9.25" 6.00 ft Controlling criteria is: Bending Reactions Final Member Additional Information Location Live Case Bracing Reg'd For Maximums R,-Left R,-Right Max.Positive Moment:_8,949 ft-lb 3.00 ft Main Span Full Strength: Live Load: 4,080 lb 4,080 lb Max.Negative Moment:0 ft-lb 0.00 ft Main Span Lateral bracing Dead Load: 1.886 lb 1.886 lb Max Design Shear:'..4,433 lb 0.00 ft Main Span Total Load: 5,966 lb 5,966 lb Main Span Max.Downward Live Case Causing Max N/A N/A Deflection(Live/Total) 0.068 /0.100" 3.00'/3.00' Main/Main Main Span Max.Upward Deflections 0.000"/0.000" 0.00'/0.00' Main/Main Minimums R,-Left R,-Right (Live/Total)! Live Load: 0 lb 0 lb Cant.Down.Defl.(Live/Total) N/A N/A N/A W/O Mid-Bracing: or 1.0 Dead: 1.132 lb 1.132 lb Cant.U .,Defl.(Live/Total) N/A N/A N/A Bending Red'n: Net Reaction 1,109 lb 1,109 lb Req'd El,Not Incl.Self Wt.:3.841 E+08 Actual El: 5.80E+08 0/ Live Case Causing Min N/A N/A Approx.Self Weight:12.75 plf Approx.Tot.Wt.:76 lb Allowed Moment Min.Calc'd Bearing Lengths: = 1.74 in(Left) = 1.74 in(Right) 5,930 ft-lb rec room slider header to deck 3952 Rock Ridge Pkwy, Pg.33 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 C s'nLlcTIONCAL[ 00,0..5-"4-"6.1,. N❑ Important:Top and bottom must be laterally supported at supports and at4-ft max.intervals.Dynamic loading not considered.Compliant with 2015 IBC. - All designs should be checked by a competent professional.All users shall comply with State Engineering Law.Injury and/or death can result from improper use of this product. Job Name: Worthington Residence Beam I.D.: Roof Typical 4x8 Load and Span Diagram(Not To Scale.Pitch,if any,not shown) 800- Other Info.: 700 x 600- Main Span,L=I 6.00 ft I 500- E 400- Main Span Max.Allowed Live Defl:L/ 240 1=0.30 in a 300- Main Span Max.Allowed Total Defl:L/ 240 =0.30 in i 200- 3100- J Cantilever(Overhang)Exists? No I 100 1 2 3 4 5 6 7 Pitch if Sloped: I 0.0:12 I -200 x -300- Span(ft) Load Duration Snow t-1s V Loads From Continuous Member? No I-. Add Self Wt.? Q Yes •No Press Treated? Wet Cond? Temp Cond. For Wood and Sawn Member Repetitive Use? No •1 GluLams Only:INA pen tressed 11-1 lcry LI ID n''•;• . .. yl Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Mow Live Load Red'n?Lynn Live,psf Dead,psf Width,ft Load,plf Load,plf. Load,plf. Roof Loads(not including snow) 16 psf 15 psf I 17.00 ft I - - 255.0 lb/ft Roof Snow(only) 25 psf 17.00 ft 425.0 lb/ft 425.0 lb/ft - Roof pitch for LL Red'n yy` Red'n Total Adjusted Uniform Loads wL= 425.0 lb/ft wD= 255.0 lb/ft 0.0:12 All oilier beams 1r I Combined Total Uniform Load wu= 680.0 lb/ft 4x And Smaller(Lumber) 5x And Larger(Timbers) Lumber Material Douglas Nr-L41[h940rth) xr Timber Material mos Fir•Leith(Nanh) vi Lumber Grade No,i/Na2 I- Timber Grade Nat Acceptable Solutions Acceptable Solutions r zxla (a)zxs (2)2x10 3x10 - - - List properties for what (3)2 x 8 4 x 8 - - - size lumber? 4x12 V - - Slf Wt=0 List properties Fb=1173 Fv=207 Fcp=625 E=1600000 Slf Wt=0 for what size? 6x12 Iv Fb=1495 Fv=196 Fcp=625 E=1600000 Glued Laminated Members(GLB) 2.2E Parallam PSL Glulam Grade 24F-V4(oF/DF) V 3-1/2"x 9-1/4" 7"x 9-1/4" Acceptable Solutions 5-1/4"x 9-1/4" 3118"x6" 51/2"x6" SlfWt= 0 List properties List properties for what _ 3 1/2"x 6" 6 3/4"x 7 1/2" for what size? r r'1'" I Fb=3335 Fv=333.5 Fcp=750 E=2000000 size glulam? 5 1/8"x 6" 8 3/4"x 9" I-Level,TJI 151rra117ro" -I Web - - Fb=2760 Fv=304.75 Fcp=748 E=1800000 Fbt=2127.5 Self Wt=0 Stiffeners? - - 2.0E Microllam LVL-Multi-ply No List properties for what 1-3/4 x 7-1/4" (3)1-3/4"x 5-1/2" - - size LVL? (2)1-3/4"x 5-1/2" (4)1-3/4"x 5-1/2" - LA1-3/+-x11-2/a- v I Fb=2990 Fv=327.75 Fcp=750 E=2000000 Slf Wt=0 2.0E Microllam LVL 1.55E TimberStrand LSL List properties for what 1-3/4 x 7-1/4" 5-1/4"x 5-1/2" List properties 1-3/4"x 9-1/2" (3)1-3/4"x 9-112" size LVL? 3-1/2"x 5-1/2" 7"x 5-1/2" for what size? 3-1/2"x 9-1/2" 3-1/2'x 11.1'/B' tJ Fb=2990 Fv=327.75 Fcp=750 E=2000000 SIf Wt=0 1 311.3/4•x 1fr J Fb=2674 Fv=356.5 Fcp=800 E=155000 #N/A Final Member Sawn wood Final Member Results Final Member:4 x 8,Douglas Fir- Bending Overdesign:6.1% Material Library cheese From AlISixes0l Hearn Type v I Larch(North),No.1 /No.2 Shear Overdesign:114.9% Final Size: 4x8 V Deflection Overdesign:169.1% Min.Bearing Lengths:= 1.50 in.(Left) := 1.50 in.(Right) Use Conditions Selected: Bearing/Buckling Overdsgn:N/A Vert Diff(approx): 0.00 ft True Length(approx): Final member OK by: 6.1% Actual Member Size:3.50"x 7.25" 6.00 ft Controlling criteria is: Bending Reactions Final Member Additional Information Location Live Case Bracing Reg•dFor Maximums R,-Left R,-Right Max.Positive Moment:3,060 ft-lb 3.00 ft Main Span Full Strength: Live Load: 1,275 lb 1,275 lb Max.Negative Moment:'.0 ft-lb 0.00 ft Main Span Lateral Dead Load: 765 lb 765 lb Max Design Shear:',1,629lb 0.00 ft Main Span Total Load: 2,040 lb 2,040 lb Main Span Max.Downward: Live Case Causing Max N/A N/A Deflection(Live/Total)' 0.070"/0.112" 3.00'/3.00' Main/Main Main Span Max.Upward'', 0.000"/0.000" 0.00'/0.00' Main/Main Minimums R,-Left R,-Right Deflection(Live/Total).. Live Load: 0 lb 0 lb Cant.Down.Defl.(Live/Total):N/A N/A N/A w/o Mid-Bracing: 0.6 or 1.0 Dead: 459 lb 459 lb Cant. ,Defl (Live/Total) N/A N/A N/A Bending Red'n: Net Reaction 459 lb 459 lb Req'd El,Not Incl.Self Wt.:'.6.610E+07 Actual El: 1.78E+08 0 Live Case Causing Min N/A N/A Approx.Self Weight:;N/A Approx.Tot.Wt.:N/A Allowed Moment: Min.Calc'd Bearing Lengths:; = 0.93 in(Left) = 0.93 in(Right) 1,869 ft-lb roof 4x8 3952 Rock Ridge Pkwy, Pg.34 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 C 1s RU vCCTIOI aL� 9,0 e"4,m 6r by Important:Top and bottom must be laterally supported at supports and at 4-ft max.intervals.Dynamic loading not considered.Compliant with 2015 IBC. -1•473 Al designs should be checked by a competent professional.All users shall comply with State Engineering Law.Injury and/or death can result from improper use of this product Job Name: Worthington Residence Beam I.D.: Sun Room Header Load and Span Diagram(Not To Scale.Pitch,if any,not shown) 2,000- Other Info.: 1,500- Main Span,L=I 14.00 ft I 1,000 e Main Span Max.Mowed Live Defl:L/ 360 =0.47 in a 500- Main Span Max.Mowed Total Defl:L/ 360 =0.47 in n 0. e-� e 0 2 4 6 8 10 12 14 16 Cantilever(Overhang)Exists? No + -500- -1,000 T. x Pitch if Sloped: I 0.0:12 I -1,500 Span(ft) Load Duration Temp rnrrnyx 1.25 :r Loads From Continuous Member? No V Add Self Wt.? 0 yes I No Press Treated? Wet Cond? Temp Cond. For Wood and � Sawn Member Repetitive Use? I No • GluLams Only: Not pits Hailed +I I Dry ' I 1 O0 deg F a lees Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? yes +I Live,psf Dead,psf Width,ft Load,pR Load,pR. Load,pR. Roof Loads(not including snow) 16 psf 10 psf I 18.00 ft I - - 180.0 lb/ft Roof Snow(only) 25 psf 18.00 ft 450.0 lb/ft 450.0 lb/ft - Floor Loads 40 psf 10 psf I 7.00 ft I 280.0 lb/ft 280.0 lb/ft 70.0 lb/ft Roof pitch for LL Red'n YG4 Red'n Total Adjusted Uniform Loads w1= 730.0 lb/ft wD= 250.0 lb/ft 0.0:12 All ether beams �'I Trib.CombinedWidth,ft.Total Uniform Load wu= 980.0 lb/ft Concentrated(Point)Loads Trib.Length Live Load,psf Dead Load,psf ft. Live,lbs Dead,lbs Location.ft Point Load C Description,optional Upper deck beam 2 4,774 lb 1,096 lb xc= 6.00 ft Point Load D Description,optional SD= Note:Location Measured From Left Support 4x And Smaller(Lumberl 5x And Larger(Timbers) Lumber Material I Dgp pp 11•lwdlAaW +j Timber Material I Dorry For•unit p Mani* +I Lumber Grade No.1/No.2 I Timber Grade No.1 + Acceptable Solutions Acceptable Solutions - - - 12x16 - - - 6x22 14x14 - List properties for what - - 8 x 18 16 x 16 - size lumber? 4 x 12• +I List properties 10 x 16 - SIf Wtwo Fbw1275 Fv=225 Fcp=625 E=1600000 SIf Wtw0 forwhatsize? 5.12• Fbw1625 Fvw213 Fcpw625 Ew1600000 Glued Laminated Members(GLB) 2.2E Parallam PSL Glulam Grade pep-ye[mpNF1 3-1/2"x 18" 7"x 14" Acceptable Solutions 5-1/4"x 16" 31/8"x191/2" 51/2"x16" SIf Wt=0 - List properties List properties for what 3 1/2"x 18" 6 3/4"x 15" for what size? I 7."Hie + Fb=3625 Fv=362.5 Fcp=750 E=2000000 size glulam? 5 1/8"x 16" 8 3/4"x 13 1/2" I-Level,TJI 51/rx117/9-• :+I Web • - Fb=3000 Fv=331.25 Fcp=813 E=1800000 Fbt=2312.5 Self Wt=0 Stiffeners? • - 2.0E Microllam LVL-Multi-ply No I List properties for what - (3)1-3/4"x 16" - - I size LVL? (2)1-3/4"x 18" (4)1.3/4"x 14" - `I271.3N•x11.7/8-• + Fb=3250 Fv=356.25 Fcp=750 E=2000000 SIf Wtwo 2.0E Microllam LVL 1.55E TimberStrand LSL List properties for what - 5-1/4"x 16" List properties - (3)1-3/4"x 18" size LVL? 3-1/2"x 18" 7"x 14" for what size? - I3.1R-x 11.m-• 1 Fb=3250 Fv=356.25 Fcp=750 E=2000000 Slf Wt=O I1311.3/4'a 1r - Fb=2907 Fv=387.5 Fcp=800 E=1550000 #N/A Final Member :,`.900r.8 Steel Tube Final Member Results Final Member:HSS10x5x3/8,A500 Bending Overdesign:59.9% Material Library ❑wore ream PP S¢ec or Beam Type +1 Gr.B Steel Tube Shear Overdesign:1251.1% Final Size: 1159t0x5x3/8 V Deflection Overdesign:15.1% Min.Bearing Lengths- - Use Conditions Selected: Bearing/Buckling Overdsgn:211.2% Vert Diff(approx): 0.00 ft True Length(approx): Final member OK by: 15.1% Actual Member Size:5.00"W x 10.00"D 14.00 ft Controlling criteria is: Deflection Reactions Final Member Additional Information Location Live Case Bracing Reg'd For Maximums R,-Left R,-Right Max.Positive Moment:i43,646 ft-lb 6.00 ft Main Span Full Sbenoth. Live Load: 7,838 lb 7,156 lb Max.Negative Moment:'.0 ft-lb 0.00 ft Main Span (Unbraced Dead Load: 2 376 Iblb 2 220 Ib Max Design Shear'10,214 lb 0.00 ft Main Span Total Load: 10,214 lb 9,376 lb Main Span Max.Downward. Live Case Causing Max N/A N/A Deflection(Live/Total) 0.313"/0.405" 6.86'/6.86' Main/Main Main Span Max.Upward Deflection 0.000"/0.000" 0.00'/0.00' Main/Main Minimums R,-Left R, Riaht (Live/Total) Live Load: 0 lb 0 lb Cant.Down.Deft.(Live/Total):•N/A N/A N/A w/o Mid-Bracino. 0.6 or 1.0 Dead: 1 426 Iblb 1 332 Ib Cant,UL,Defl(Live/Total) N/A N/A N/A Bending Red'n: Net Reaction 1,426 lb 1,332 lb Req'd El,Not Incl.Self Wt.:i 3.023E+09 Actual El: 3.48E+09 0% Live Case Causing Min N/A N/A Approx.Self Weight:N/A Approx.Tot.Wt.:N/A Allowed Moment: Min.Calc'd Bearing Lengths:I - - 69,780 ft-lb SUN ROOM HEADER.xlsm 3952 Rock Ridge Pkwy, Pg.35 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 C.:_rvs -RUCTIOn1CALc .�` @"d•���w ®R np Important:Top and bottom must be laterally supported at supports and at 4-ft max Intervals Dynamic loading not considered Compliant with 2015 IBC All designs should be checked by a competent professional Si users shall comply with State Engineering Law Injury and I or death can result from improper use of this product Job Name: Worthington Residence Beam I.D.: Deck Cantilever Beam Load and Span Diagram(tbt To Scale Pitch,if any,not shown) 800- Other Info.: 600 x Main Span,L=I 14.00 ft I 400- g 200- Main Span Max.Allowed Live Defl:L/ 480 =0 35 In e 0. I Main Span Max.Allowed Total Defl:L/ 480 =0 35 in -200 4 5 10 I 15 20 25 Cantilever(Overhang)Exists?yes v i J-a00 Right Cantilever,CR= 4600- 6.00 ft -800- Cantilever Max Allowed Live Defl:CB/ 240 =0 30 In Span(ft) Cantilever Max Allowed I otal Defl:CR/ 240 =0 30 In Pitch if Sloped: 0.0:12 Load Duration um ice V Loads From Continuous Member? NO I. Add Self Wt.? �Yes 0 No For Wood and Press Treated? Wet Cond? Temp Cond. Sawn Member Repetitive Use? I No H GluLams Only:I emri Tnatsd "{ 'wet I' I I xnag r s Wu I w 'Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? Yes I•I Live,psf Dead,psf Width,ft Load,plf Load,plf. Load,plf. Floor Loads I 60 psf I 10 psf I 2.00 ft I 120.0 lb/ft 120.0 lb/ft 20.0 lb/ft Roof pitch for LL Red'n V=� Red'n Total Adjusted Uniform Loads VOL= 120.0 lb/ft w'o= 20.0 lb/ft 0.0:12 LMaMr Moo - Combined Total Uniform Load wu= 140.0 lb/ft Uniform Loads On Cantilever Only Live Load,osf Dead Load.Dsf Tributarywidth. Live Load.plf Dead Load.plf Comb'd Load.plf fi Cant.Load AI 60 psf 10 psf 7.00 ft 420.0 lb/ft 70.0 lb/ft 490.0 lb/ft Cant.Load B Descrip'n,opt'': - Cant.LoadC I Descrip'n,,oprl: - 4x And Smaller(Lumber) 5x And Larger(Timbers) Lumber Material I.00t pw f+4.rdt p4olthl J Timber Material fart-Imam R4ertn: _V Lumber Grade INo 1I No.2 - 1 Timber Grade INo.1 I-.I Acceptable Solutions Acceptable Solutions - - - 12 x 14 - - - 6x 16 14x14 - List properties for what - - 8 x 16 16 x 16 - size lumber? I4x 12* Hi 10 x 14 - Sf Wt=15.51 List properties for Fb=816 Fv=144 Fcp=419 E=1520000 Sit Wt=8.12 what size? 6x12' • Fb=884 Fv=136 Fcp=419 E=1520000 Glued Laminated Members(GLB) 2.2E Parallam PSL Glulam Grade 1241-v4(of/DF) •I 3-1/2"x 16" 7"x 14" Acceptable Solutions 5-1/4"x 14" 3 1/8"x 19 1/2" 5 1/2"x 16" Slf Wt= 18.5 List properties for List properties for what 3 1/2"x 18" 6 3/4"x 15" what size? I r e 11-1f4-• •• Fb=0 Fv=0 Fcp=0 E=0 size glulam? 5 1/8"x 16" 8 3/4"x 13 1/2" I-Level,TJI s1/5 x11vs- -''J Web - - Fb=1920 Fv=231.875 Fcp=345 E=1499400 Fbt=1480 Self Wt=36.4 Stiffeners? - - 2.0E Microllam LVL-Multi-plv I Ne l'I - - - List properties for what (3)1-3/4"x 14" - - size LVL? '� (2)1-3/4"x 16" (4)1-3/4"x 14" - IIiat 1)l4-x tt 1r6• V l Fb=0 Fv=0 Fcp=0 E=0 Slf Wt=7.4 2.0E Microllam LVL 1.55E TimberStrand LSL List properties for what - 5-1/4"x 14" (3)1-3/4"x 16" List properties for - - size LVL? 3-1/2"x 16" 7"x 14" _ what size? 3-1/2"x 18" [A-ve x rl.7/a-• •I Fb=0 Fv=0 Fcp=0 E=0 Slf Wt=7.4 .d711dir x it •r i Fb=0 Fv=0 Fcp=0 E=0 #N/A Final Member ASOmR.astnellgbe • Final Member Results Final Member:HSS12x3x1/4,A500 Bending Overdesign:382.0% Material Library pewermmsY,Tian That cal . Gr.B Steel Tube Shear Overdesign:2713.1% Final Size: 'Iisslanteii v I Deflection Overdesign:27.9% Min.Bearing Lengths- - Use Conditions Selected: Bearing/Buckling Overdsgn:258.8% Vert Diff(approx): 0,00 ft True Length(approx): Press Trtd.Wet Use. Final member OK by: 27.9% Actual Member Size:3.00"W x 12.00"D 20.00 ft Controlling criteria is: Deflection Reactions Final Member Additional Information Location Live Case Bracing Read For Maximums 5g-Right Max.Positive Moment 2,234 ft-lb 6.16ft Main Span Fuoso-engm' Live Load: 300 lb 4,774 lb Max.Negative Moment -11,774 ft lb 14.00 ft On Cant. (Unbraced Dead Load: 162 lb 1 140 1b Max Design Shear'..3,925 lb 14.00 ft On Cant. Total Load: 462 lb 5,914 lb Main Span Mao Downward 0.035"/0.036" 7.00'/6.58' Main/Main Live Case Causing Max Main Span Both Deflection(Live/Total) Main Span Max.Upward Deflection', 0.071"/0.080" 8.12'/8.12' Cant./Cant. Minimums R4 Right (Live/Total) Live Load: -386 lb 3,900 lb Cant.Down.Deft(Live/Total) 0 208"/0 244" 20.00'/20.00' Cant./Cant. wto mid-Braclne' 0.6 or 1.0 Dead: 51 lb 742 lb Cant.UR;,Deft(Live/Totaht 0 048"/0 030" 20.00'/20.00' Main/Main Bending Reap: Net Reaction -417 lb 4,436 1b Req'd El,Not Incl.Self Wt.:12.338E+09 Actual El: 2.99E+09 0% Live Case Causing Min On Cant. Main Span Approx.Self Weight:124.10 plf Approx.Tot.Wt.:482 lb Allowed Moment: ***Design LEFT Connection For Uplift*** Min.Calc'd Bearing Lengths:I - - 52,565 ft-lb DECK CANTILEVER BEAM.xlsm 3952 Rock Ridge Pkwy, Pg.36 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 Cc NS RUCTIONCALC a�❑�i "o,,,,, Md Important:Top and bottom must be laterally supported at supports and at 4-ft max.intervals.Dynamic loading not considered.Compliant with 2015 IBC. All designs should be checked by a competent professional.All users shall comply with State Engineering Law.Injury and/or death can result from improper use of this product. Job Name:' Worthington Residence - - Beam I.D.: Upper Deck Joists Load and Span Diagram(Not To Scale.Pitch,if any,not shown) 120- Other Info.: 100- 80 I Main Span,L=I 13.25 ft I 60- Main Span Max.Allowed Live Defl:L/ 480 =0.33 in a 20- Main Span Max.Allowed Total Defl:L/ 480 =0.33 in A 0 i. 2 4 6 •8 10 12 1 3 -20 14 Cantilever(Overhang)Exists? No v -40- Pitch if Sloped: I 0.0:12 I -60 x$0 x Load Duration Live:lm v Span(ft) Loads From Continuous Member? No U Add Self Wt.? 0 Yes •No Press Treated? Wet Cond? Temp Cond. For Wood and Sawn Member Repetitive Use? yes . GluLams Only: Pram Treated .j wet . 1100 deg F fa less ;.il Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? I yes Live,psf Dead,psf Width,ft Load,plf Load,plf. Load,plf. Deck Loads' 60 psf I 10 psf I 1.33 ft I 79.8 lb/ft 79.8 lb/ft 13.3 lb/ft Roof pitch for LL Red'n Red'n Total Adjusted Uniform Loads wL= 79.8 lb/ft wD= 13.3 lb/ft 0.0:12 All other beams Combined Total Uniform Load Wu= 93.1 lb/ft 4x And Smaller(Lumber) 5x And Larger(Timbers) Lumber Material Douglas Fir-Larch North) Timber Material Douglas Fir-Lard,0+wtld +� Lumber Grade No.1/No.2 •I Timber Grade No.1 •I Acceptable Solutions Acceptable Solutions 2x12 (4)2x8 - - - (2)2x10 3x10 - - - List properties for what (3)2 x 8 4 x 10 - - - size lumber? 4x12 .1 - - Slf Wt=0 E=1520000 SlfWt=0 List what 6x12e?for Fb=798 Fv=144 Fcp=419 what size? Fb=884 Fv=136 Fcp=419 E=1520000 Glued Laminated Members(GLBI 2.2E Parallam PSL Glulam Grade I24F-1/4(17F/DF) 3-1/2"x 9-1/4" 7"x 9-1/4" Acceptable Solutions 5-1/4"x 9-1/4" 31/8"x9" 51/2"x71/2" SlfWt= 0 List properties for List properties for what 3 1/2"x 9" 6 3/4"x 71/2" what size? 7"14 11-1/4" Fb=0 Fv=0 Fcp=0 E=0 size glulam? 5 1/8"x 7 1/2" 8 3/4"x 9" I-Level.TJI -5 in-x11its- -1 Web 11-7/8"TJI/L65 11-7/8"TJI 110 Fb=1920 Fv=231.875 Fcp=345 E=1499400 Fbt=1480 Self Wt=0 Stiffeners? 16"TJI/L65 11-7/8"TJI 210 2.0E Microllam LVL-Multi-DIV No 16"TJI/L90 9-1/2"TJI 230 List properties for what 1-3/4" x 9-1/2" (3)13/4" x 7-1/4" 14"TJI H90 11-7/8"TJI 360 size LVL? (2)13/4" x 7-1/4" (4)13/4" x 7-1/4" - t2)1.3/4-,111-7/8" 7.1 Fb=0 Fv=0 Fcp=0 E=0 SlfWt=0 2.0E Microllam LVL 1.55E TimberStrand LSL 1-3/4" x 9-1/2" 5-1/4" x 7-1/4" 13/4"x 11-7/8" (3)13/4"x 9-1/2" List properties for what List properties for size LVL? 3-1/2" x 7-1/4" 7" x 7-1/4" what size? 3-1/2"x 9-1/2" 3.1/2"r 11.7/8- • Fb=0 Fv=0 Fcp=0 E=0 Slf W t=0 I(3)1.3/4"I<1a" W I Fb=0 Fv=0 Fcp=0 E=0 #N/A l Final Member Results Final Member Sawn Wood . Final Member:2 x 12, Douglas Fir- Bending Overdesign:0.9% Material Library IChooseFromwMSiiesoie...,Type • Larch(North), No. 1 /No.2 Shear Overdesign:205.9% Final Size: 12.12 . Deflection Overdesign:38.8% Min.Bearing Lengths:= 1.50 in.(Left) := 1.50 in.(Right) Use Conditions Selected: Rept'v Mem. Bearing/Buckling Overdsgn:N/A Vert Diff(approx): 0.00 ft True Length(approx): Press Trtd.Wet Use. Final member OK by: 0.9% Actual Member Size:1.50"x 11.25" 13.25 ft Controlling criteria is: Bending Reactions Final Member Additional Information Location Live Case Bracing Reg'd For Maximums R,-Left R,-Right Max.Positive Moment:2,043 ft-lb 6.63 ft Main Span Full Strength: Live Load: 529 lb 529 lb Max.Negative Moment:0 ft-lb 0.00 ft Main Span Lateral Dead Load: 88 lb 88 lb Max Design Shear:530 lb 0.00 ft Main Span Total Load: 617 lb 617 lb Main Span Max.Downward 0.205"/0.239" 6.63'/6.63' Main/Main Live Case Causing Max N/A N/A Deflection(Live/Total) Main Span Max.Upward Deflection 0.000"/0.000" 0.00'/0.00' Main/Main Minimums R,-Left R,-Right (Live/Total) Live Load: 0 lb 0 lb Cant.Down.Defl.(Live/Total):N/A N/A N/A W/O Mid-Bracing: 0.6 or 1.0 Dead: 53 lb 53 lb Cant.Up.Defl.(Live/Total):N/A N/A N/A Bending Redo: Net Reaction 53 lb 53 lb Req'd El,Not Incl.Self Wt.:1.949E+08 Actual El: 2.71E+08 46% Live Case Causing Min N/A N/A Approx Self Weight:N/A Approx.Tot.Wt.:N/A Allowed Moment Min.Calc'd Bearing Lengths: = 0.98 in(Left) = 0.98 in(Right) 1,123 ft-lb upper deck joists 3952 Rock Ridge Pkwy, Pg.37 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 CdVi RUCTIOiVCPILC �RPo' C"'°veegh. Important:Top and bottom must be laterally supported at supports and at4-ft max.intervals.Dynamic loading not considered.Compliant with 2015 IBC. All designs should be checked by a competent professional.All users shall comply with State Engineering Law.Injury and/or death can result from improper use of this product. Job Name: Worthington Residence Beam I.D.: Front Porch Joists Load and Span Diagram(Not To Scale.Pitch,if any,not shown) 140- Other Info.: 120 x 100- Main Span,L=I 7.00 ft I 80- 60- Main Span Max.Allowed Live Defl:L/ 480 =0.18 in a 40- Main Span Max.Allowed Total Defl:L/ 480 =0.18 in a 20 0 I I I I I Cantilever(Overhang)Exists? Yes 'I -20 2 3 4 5 6 t 8 9 � -40 x I* Right Cantilever,CR= 1.00 ft -60- - Cantilever Max Allowed Live Defl:CR/ 180 =0.07 in 80 Span(ft) Cantilever Max Allowed Total Defl:CR/ 180 =0.07 in Pitch if Sloped: 0.0:12 Load Duration Dead.0.50 V Loads From Continuous Member? No I•. Add Self Wt.? 0 Yes a No For Wood and Press Treated? Wet Cond? Temp Cond. Sawn Member Repetitive Use? yes .I GluLams Only: Press Treated "I'.'t Dry •I ;1004egf dl M9s •I Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? Y. •I Live,psf Dead,psf Width,ft Load,plf Load,plf. Load,plf. Deck Loads) 60 psf I 30 psf I 1.33 ft I 79.8 Ib/ft 79.8 lb/ft 39.9 lb/ft Roof pitch for LL Red'n .,tea Red'n Total Adjusted Uniform Loads wL= 79.8 Ib/ft wo= 39.9 lb/ft 0.0:12 I Ali other beams v I Combined Total Uniform Load wu= 119.7 lb/ft 4x And Smaller(Lumber) 5x And Larger(Timbers) Lumber Material Douglas mr-torchawn -I Timber Material iDouSNaFis-torch{Nertig Lumber Grade I No.1/No.2 •I Timber Grade I No.1 •I Acceptable Solutions Acceptable Solutions . 2 x 8 1 (4)2x6 - - - - (2)2x6 3 x 6 - - - List properties for what (3)2 x 6 4 x 6 - - - size lumber? 14 a 12 .I - - Slf Wt=0 List properties for Fb=845 Fv=130 Fcp=625 E=1520000 Slf Wt=0 what size? Fb=936 Fv=123 Fcp=625 E=1520000 Glued Laminated Members(GLR) 2.2E Parallam PSL Glulam Grade 124F-v4(DF/DF) ,•I 3-1/2"x 9-1/4" 7"x9-1/4" Acceptable Solutions 5-1/4"x 9-1/4" 31/8"x6" 51/2"x6" Slf Wt=0 List properties for List properties for what 3 1/2"x 6" 6 3/4"x 7 1/2" what size? 17•x 11-1/4- • Fb=0 Fv=0 Fcp=0 E=0 size glulam? 5 1/8"x 6" 8 3/4"x 9" I-Level.TJI I51/2'x11?OF .I Web 11.7/8"TM/L65 9.1/2"TJI 110 Fb=2160 Fv=238.5 Fcp=585 E=1800000 Fbt=1665 Self Wt=0 Stiffeners? 16"TJI/L65 9-1/2"TJI 210 2.0E Microllam LVL-Multi-plv I No 16"TJI/L90 9-1/2"TJI 230 List properties for what 1.3/4"x 5.1/2" (3)1.3/4"x 5.1/2" 14"TJI H90 11-7/8"TJI 360 size LVL? (2)1-3/4"x 5.1/2" (4)1.3/4"x 5-1/2" - (2)1.3ri1-E 11.7/8' !V I Fb=0 Fv=0 Fcp=0 E=0 Slf Wt=0 2.0E Microllam LVL 1.55E TimberStrand LSL List properties for what 1-3/4"x 5.1/2" - 5.1/4"x 5.1/2" List properties for 1.3/4"x 9.1/2" (3)1-3/4"x 9-1/2" size LVL? 3-1/2"x 5-1/2" 7"x 5.1/2" what size? 3.1/2"x 9.1/2" 3-1R'a 11-7B' I V I Fb=0 Fv=0 Fcp=0 E=0 Slf Wt=0 )tat i•3/4-x le" •I Fb=0 Fv=0 Fcp=0 E=0 #N/A Final Member sawn wood I. Final Member Results Final Member:2 x 8,Douglas Fir- Bending Overdesign:27.9% Material Library ChpoxeFr,mhs.smesnlatcair. •J Larch(North),No.1/No.2 Shear Overdesign:164.5% Final Size: 2x8 Deflection Overdesign:99.2% Min.Bearing Lengths:=1.50 in.(Left) :=1.50 in.(Right) Use Conditions Selected: Rept'v Mem. Bearing/Buckling Overdsgn:N/A Vert Diff(approx): 0.00 ft True Length(approx): Press Trtd. Final member OK by: 27.9% Actual Member Size:1.50"x 7.25" 8.00 ft Controlling criteria is: Bending Reactions Final Member Additional Information Location Live Case Bracing Reg'd For Maximums R,-Left R,-Right Max.Positive Moment:•723 ft-lb 3.50 ft Main Span Full Strength: Live Load: 279 lb 365 lb Max Negative Moment 60 ft lb 7.00 ft On Cant. Lateral bracing Dead Load: 137 lb 182 lb Max Design Shear:'.355 lb 7.00 ft Both Total Load: 416 lb 547 lb Main Span Max.Downward Live/Total #VALUE! 3.50'/3.50' Main/Main Deflection Live Case Causing Max Main Span Both ( ) Main Span Max.Upward Deflection #VALUE! 4.06'/0.00' Cant./Main Minimums R,-Left R,-Right (Live/Total) Live Load: 6 lb 86 lb Cant.Down.Defl.(Live/Total) #VALUE! 8.00'/8.00' Cant./Cant. W/O Mid-Bracing: 0.6 or 1.0 Dead: 81 lb 99 lb Cant.Uo.Defl.(Live/Total #VALUE! 8.00'/8.00' Main/Main Bending Red'n: Net Reaction 87 lb 185 lb Req'd El,Not Incl.Self Wt.:3.635E+07 Actual El: - 0% Live Case Causing Min On Cant. On Cant. Approx.Self Weight:N/A Approx.Tot.Wt.:N/A Allowed Moment: Min.Calc'd Bearing Lengths: =0.44 in(Left) =0.58 in(Right) 925 ft-lb front porch joists I FORTE' MEMBER REPORT PASSED 3952 Rock Ridge Pkwy, Pg.38 Level, Floor: Joist 1 piece(s)9 1/2"TJI®210 @ 16"OC Overall Length:12'7' 0 12 ,11 1❑ 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) System:Floor Member Reaction(Ibs) 561 @ 2 1/2" 1134(2.25") Passed(490/0) 1.00 1.0 D+1.0 L(All Spans) Member Type:Joist Building Use:Residential Shear(Ibs) 544 @ 3 1/2" 1330 Passed(41%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2015 Moment(Ft-Ibs) 1678 @ 6'3 1/2" _ 3000 Passed(56%) 1.00 1.0 D+1.0 L(All Spans) Design Methodology:ASD Live Load Defl.(in) 0.135 @ 6'3 1/2" _ 0.304 Passed(L/999+) -- 1.0 D+1.0 L(All Spans) Total Load Defl.(in) 0.230 @ 6'3 1/2" _ 0.608 Passed(L/636) -- 1.0 D+1.0 L(All Spans) TJ-Pro'"Rating 49 45 Passed -- -- • Deflection criteria:LL(L/480)and TL(L/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 5'o/c based on loads applied,unless detailed otherwise. • Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 12'5"o/c based on loads applied,unless detailed otherwise. •A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32"Weyerhaeuser Edge"Panel(24"Span Rating)that is glued and nailed down. •Additional considerations for the TJ-Pro"Rating include:None. Bearing Length Loads to Supports(Ibs) Supports Total Available Required Dead Floor Live Total Accessories 1-Stud wall-SPF 3.50" 2.25" 1.75" 235 336 571 1 1/4"Rim Board 2-Stud wall-SPF 3.50" 2.25" 1.75" 235 336 571 1 1/4"Rim Board •Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. Dead Floor Live Vertical Load Location(Side) Spacing (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 12'7" 16" 28.0 40.0 Default Load Member Notes Lower Floor Joists Weyerhaeuser Notes 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.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.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes 4/8/2020 6:45:42 PM UTC Peter Finfrock Bradley Engineering,Inc. ForteWEB v2.4, Engine: V8.0.1.5, Data: V7.3.2.0 (360)305-7974 peter@bradleyengineeringinc.com 'Weyerhaeuser File Name: Worthington Page 1/ 1 I FORTE' MEMBER REPORT PASSED 3952 Rock Ridge Pkwy, Pg.39 Level, Floor: Joist 1 piece(s) 11 7/8"TJI®210 @ 16"OC Overall Length:12'1" 0 2' 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) System:Floor Member Reaction(Ibs) 437 @ 2 1/2" 1134(2.25") Passed(390/0) 1.00 1.0 D+1.0 L(Alt Spans) Member Type:Joist Building Use:Residential Shear(Ibs) 420 @ 3 1/2" 1655 Passed(25%) 1.00 1.0 D+1.0 L(Alt Spans) Building Code:IBC 2015 Moment(Ft-Ibs) 1010 @ 4'11 1/8" _ 3795 Passed(27%) 1.00 1.0 D+1.0 L(Alt Spans) Design Methodology:ASD Live Load Defl.(in) 0.039 @ 5'7/8" _ 0.243 Passed(L/999+) -- 1.0 D+1.0 L(Alt Spans) Total Load Defl.(in) 0.063 @ 5'1/4" _ 0.486 Passed(L/999+) -- 1.0 D+1.0 L(Alt Spans) TJ-Pro'm Rating 65 40 Passed -- -- • Deflection criteria:LL(L/480)and TL(L/240). •Overhang deflection criteria:LL(2L/480)and TL(2L/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 7'5"o/c based on loads applied,unless detailed otherwise. • Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 8'8"o/c based on loads applied,unless detailed otherwise. •A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32"Weyerhaeuser Edge"Panel(24"Span Rating)that is glued and nailed down. •Additional considerations for the TJ-Pro"Rating include:1/2"Gypsum ceiling. Bearing Length Loads to Supports(Ibs) Supports Total Available Required Dead Floor Live Total Accessories 1-Stud wall-SPF 3.50" 2.25" 1.75" 176 271/-33 447/-33 1 1/4"Rim Board 2-Beam-SPF 3.50" 3.50" 3.50" 295 532 827 Blocking •Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Dead Floor Live Vertical Loads Location(Side) Spacing (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 12'1" 16" 28.0 40.0 Default Load 2-Point(lb) 12' N/A 20 120 Member Notes Upper floor joist above garage Weyerhaeuser Notes 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.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.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes 4/8/2020 6:46:46 PM UTC Peter Finfrock Bradley Engineering,Inc. ForteWEB v2.4, Engine: V8.0.1.5, Data: V7.3.2.0 (360)305-7974 peter@bradleyengineeringinc.com 'Weyerhaeuser File Name: Worthington Page 1/ 1 I FORTE' MEMBER REPORT PASSED 3952 Rock Ridge Pkwy, Pg.40 Level, Floor: Joist 1 piece(s) 11 7/8"TJI®210 @ 12"OC Overall Length:19'7" 0 19 ,11 1❑ 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) System:Floor Member Reaction(Ibs) 659 @ 2 1/2" 1134(2.25") Passed(580/0) 1.00 1.0 D+1.0 L(All Spans) Member Type:Joist Building use:Residential Shear(Ibs) 646 @ 3 1/2" 1655 Passed(39%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2015 Moment(Ft-Ibs) 3123 @ 9'9 1/2" _ 3795 Passed(82%) 1.00 1.0 D+1.0 L(All Spans) Design Methodology:ASD Live Load Defl.(in) 0.358 @ 9'9 1/2" _ 0.479 Passed(L/643) -- 1.0 D+1.0 L(All Spans) Total Load Defl.(in) 0.608 @ 9'9 1/2" _ 0.958 Passed(L/378) -- 1.0 D+1.0 L(All Spans) TJ-Pro'm Rating 45 40 Passed -- -- • Deflection criteria:LL(L/480)and TL(L/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 4'o/c based on loads applied,unless detailed otherwise. • Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 19'6"o/c based on loads applied,unless detailed otherwise. •A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32"Weyerhaeuser Edge"Panel(24"Span Rating)that is glued and nailed down. •Additional considerations for the TJ-Pro"Rating include:1/2"Gypsum ceiling. Bearing Length Loads to Supports(Ibs) Supports Total Available Required Dead Floor Live Total Accessories 1-Stud wall-SPF 3.50" 2.25" 1.75" 274 392 666 1 1/4"Rim Board 2-Beam-SPF 3.50" 3.50" 1.75" 274 392 666 Blocking •Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Dead Floor Live Vertical Load Location(Side) Spacing (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 19'7" 12" 28.0 40.0 Default Load Member Notes Upper floor joist above garage Weyerhaeuser Notes I 1 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.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.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes 4/8/2020 6:51:53 PM UTC Peter Finfrock Bradley Engineering,Inc. ForteWEB v2.4, Engine: V8.0.1.5, Data: V7.3.2.0 (360)305-7974 peter@bradleyengineeringinc.com 'Weyerhaeuser File Name: Worthington Page 1/ 1