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REVIEWED RESUB1 BLD2024-0128+Calculations+3.22.2024_2.58.34_PM+415228720 8 IBG LATERAL AND 5RAV T'1' LOAD EN6 NEER N6 RESUB Apr 30 2024 OUTLEY CITY OF EDMONDS DEVELOPMENT SERVICES , DEPARTMENT BLD2024-0128 ,.,.,.,.,.REVIEWED .......... BY CITY OF EDMONDS BUILDING DEPARTMENT? 51TE CRITERIA 1-1110 5EALAAN DR EDMOND5, WA g8026 ELEVATION: 166 WIND EXP: B WIND 5PEEDAI MPH ROOF 5NOW: 25 P5F 5E15MIG DE516N: D 501 L GLA55: D 5E15MIG 51: 1.314 5E15MIG 55: 0.466 FR05T DEPTH: 12" VALUES AGOUIRED BY LOCAL, 5TATE, NATIONAL OR INTERNATIONAL A6ENGIE5 GLIENT: MARK + \/IGKI PEOUT5 PLAN NAME: PEOUT5 ADDITION EN6I NEERI N6 NUMBER : 2023.I q I RELEA5E DATE: 12.5.23 51 NHE 51 TE U5E ONLY GONTAGT ROUTLEY ENGINEERING FOR U5E ON ALTERNATE 51TE5. GOPYRIGHTOO 2019-2023 ROUTLEY ENGINEERING, INC. 1 of 25 rROUTLEY RXbMER�6��6. 2018 IBC Calculations Explanation This engineering calculations package contains the lateral and gravity load engineering as noted in the engineering scope. All engineered load bearing structural members are specified on the full size engineering sheets. The enclosed engineering calculations contains the engineering analysis. The engineering calculations are not required to be referenced onsite for construction. These calculations are to demonstrate to the Plans Examiner that the engineering was completed following the 2018 IBC. LATERAL ENGINEERING: Lateral engineering involves determining what the seismic and wind loads are according to ASCE 7-16, then applying these loads to the structure, and determining the design of the lateral structural elements to resist these loads. The structural elements are sheathing, nailing, holdowns, and the connections between loaded members and shear resisting elements. Lateral load modeling was completed with Wood Works Design Office (www.woodworks- software.com 800-844-1275). Wood Works was developed in conjunction with the American Forest & Paper Association. The AF&PA is the same professional organization that produces the National Design Specification (NDS) for Wood Construction, the Allowable Stress Design (ASD) manual for engineered wood construction, Wood Frame Construction Manual (WFCM) for one - and two-family dwellings, and the Load and Resistance Factor Design (LFRD) manual for engineered wood construction. The AF&PA "wrote the manuals" all engineers use. Seismic: Seismic load engineering follows the ASCE 7-16 12.8 equivalent lateral force procedure. Per ASCE 7 the analysis consists of the application of equivalent static lateral forces to a linear mathematical model of the structure. The total forces applied in each direction are the total base shear. Refer to ASCE 7-16 12.8 for a detailed description of this procedure. The engineering calculations include a USGS determination of the seismic spectral response accelerations. These numbers, S1 and Ss, are used in the lateral model to determine seismic loading to the shearwalls. Woodworks Design Office was used to make the linear mathematical model specified by ASCE 7-16 section 12.8. Wind: Wind load engineering follows the ASCE 7-16 Directional method for all heights. The wind loading is determined from the wind exposure and wind speed. This loading is applied to surfaces of the structure as modeled. Total loadings for each shear line, wall line, and full height shearwall are determined. Required shear strengths for each shearwall are calculated then sheathing and nailing patterns are chosen to resist design loads. Holdowns are applied where the nailing of the OSB sheathing to the mudsill or lower floor is not adequate to resist shear panel overturning. GRAVITY LOAD ENGINEERING: Gravity loads from snow, structure, occupants, etc. meeting the requirements of the 2018 IBC have been traced through the structure. Refer to the legend on the engineering sheets showing how the point and line loads are depicted. All loads are supported and traced through the structure. Load supporting members have been numbered for reference back to the engineering calculations. Loads to the foundation or soil have reinforced footings specified where required. 2 of 25 A This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback. 8 The ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why. 8TCHazards by Location Search Information Address: 17110 Sealawn Dr, Edmonds, WA 98026, USA Coordinates: 47.8436381.-122.3383683 Elevation: 168 ft Timestamp: Hazard Type: ASCE 7-16 MRI 10-Year MRI 25-Year MRI 50-Year MRI 100-Year Risk Category I Risk Category II Risk Category III Risk Category IV 202 3-12-05T 17: 54:54.533Z Wind ASCE 7-10 67 mph MRI 10-Year 73 mph MRI25-Year 78 mph MRI50-Year 83 mph MRI 100-Year 92 mph Risk Category I 97 mph Risk Category 11 105 mph Risk Category III -IV 108 mph anem ©2023 Maxar Technologies, U.S. Geological Survey,i Report a map error USDA/FPAC/GEO �ff , ASCE 7-05 72 mph ASCE 7-05 Wind Speed 79 mph 85 mph 91 mph 100 mph 110 mph 115 mph 85 mph The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Please note that the ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why. Disclaimer Hazard loads are interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer. Per ASCE 7, islands and coastal areas outside the last contour should use the last wind speed contour of the coastal area — in some cases, this website will extrapolate past the last wind speed contour and therefore, provide a wind speed that is slightly higher. NOTE: For queries near wind-borne debris region boundaries, the resulting determination is sensitive to rounding which may affect whether or not it is considered to be within a wind-borne debris region. Mountainous terrain, gorges, ocean promontories, and special wind regions shall be examined for unusual wind conditions. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. 3 of 25 A This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback. 8 The ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why. 8TCHazards by Location Search Information Address: 17110 Sealawn Dr, Edmonds, WA 98026, USA Coordinates: 47.8436381,-122.3383683 Elevation: 168 ft Timestamp: 2023-12-05T17:59:51.591 Z Hazard Type: Seismic Reference ASCE7-16 Document: Risk Category: II Site Class: D-default Basic Parameters Name Value Description SS 1.314 MCER ground motion (period=0.2s) S, 0.466 MCER ground motion (period=1.0s) SMS 1.577 Site -modified spectral acceleration value SM1 * null Site -modified spectral acceleration value SIDS 1.051 Numeric seismic design value at 0.2s SA SD1 * null Numeric seismic design value at 1.0s SA * See Section 11.4.8 -Additional Information Name Value Description SDC * null Seismic design category Fa 1.2 Site amplification factor at 0.2s Fv * null Site amplification factor at 1.0s CRS 0.905 Coefficient of risk (0.2s) CRt 0.894 Coefficient of risk (1.0s) PGA 0.564 MCEG peak ground acceleration FPGp 1.2 Site amplification factor at PGA PGAM 0.677 Site modified peak ground acceleration anem U2023 Maxar Technologies, U.S. Geological Survey, Report a map error USDA/FPAC/GEO 4 of 25 W o o d W orks0 Shearwails SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 2019 (Update 3) LATERAL ANALYSIS.wsw Project Information COMPANY AND PROJECT INFORMATION Company Project RCUTLEY ENGI NEERI NG GI G HARBOR, VA 253-358-3729 DESIGN SETTINGS Dec. 5, 2023 13:15:40 Design Code Wind Standard Seismic Standard IBC 2018/AWC SDPWS 2015 ASCE 7-16 Directional (All heights) ASCE 7-16 Load Combinations Building Code Capacity Modification For Design (ASD) For Deflection (Strength) Wind Seismic 0.70 Seismic 1.00 Seismic 1.00 1.00 0.60 Wind 1.00 Wind Service Conditions and Load Duration Max Shearwall Offset [ft] Duration Temperature Moisture Content Plan Elevation Factor Range Fabrication Service (within story) (between stories) 1.60 T<=100F 190 (<=190) 100 (<=190) 4.00 - Maximum Height -to -width Ratio Wood panels Fiberboard Lumber Gypsum Wind Seismic Wind Seismic Blocked Unblocked 3.5 3.5 - - - - - Ignore non -wood -panel shear resistance contribution... Forces based on... Wind Seismic Hold-downs Applied loads when comb' d w/ wood panels Always Drag struts Applied loads Shearwall relative rigidity: wall capacity Perforated shearwall Co factor: SDPWS Equation 4.3-5 Non -identical materials and construction on the shearline: Not allowed Deflection Equation: 4-term from SDPWS C4. 3.2-1 Drift limit for wind design: 1 / 500 story height Force -transfer strap: Continuous at top of highest opening and bottom of lowest SITE INFORMATION Wind Seismic ASCE 7-16 Directional (All heights) ASCE 7-16 12.8 Equivalent Lateral Force Procedure Design Wind Speed 97 mph Risk Category Category II - All others Serviceability Wind Speed 78 mph Structure Type Regular Exposure Exposure B Building System Bearing Wall Enclosure Enclosed Design Category D Min Wind Loads: Walls 16 psf Site Class D Roofs 8 psf Spectral S1: 0.470g Response Acceleration Ss: 1.310g Topographic Information [ft] Shape Height Length Fundamental Period E-W N-S - - - T Used 0.101s 0.101s Site Location: - Approximate Ta Maximum T 0.101s 0.142s 0.101s 0.142s Elev: 168ft Flexible building, gust factor = 0.85 Response Factor 6.50 6.50 Case 2 E-W loads N-S loads Fa; 1.00 Fv: 1.83 Eccentricity (ft) 1.20 0.82 Loaded at 75 0 5 of 25 1-1 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN LATERAL ANALYSIS.wsw WoodWorks® Shearwalls 2019 (Update 3) Dec. 5, 2023 13:15:16 Level 1 of 1 5' 6 31b M 5' — Factored shearline force (Ibs) nfactored applied shear load (plf) ► Factored holddown force (Ibs) 88 Unfactored dead load (plf,lbs) ECompression force exists Unfactored uplift wind load (plf,lbs) Vertical element required , pplied point load or discontinuous shearline force (Ibs) ds: Directional Case 1 Wind (W); Forces: 0.6W + 0.6D; Flexible distribution 6 of 25 1-1 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN LATERAL ANALYSIS.wsw WoodWorks® Shearwalls 2019 (Update 3) Dec. 5, 2023 13:15:16 Level 1 of 1 AR 5' — Factored shearline force (Ibs) I I 11nfactored applied shear load (plf) ► Factored holddown force (Ibs) (9 0 Unfactored dead load (plf,lbs) ECompression force exists , pplied point load or discontinuous shearline force (Ibs) Vertical element required ds: Seismic (Qe); Forces: 0.7E + 0.6D; E = pQe + 0.2 Sds D; p(NS) = 1.3; p(EW) = 1.0; Sds = 0.87; Flexible distribution 7 of 25 AR O� 5' M WoodWorks® Shearwalls LATERAL ANALYSIS.wsw Dec. 5, 2023 13:15:40 Structural Data STORY INFORMATION Hold-down Story Floor/Ceiling Wall Length subject to Bolt Elev [ft] Depth [in] Height [ft] shrinkage [in] length [in] Ceiling 8.00 0.0 Level 0.00 0.0 8.00 3.5 4.5 Foundation 0.00 BLOCK and ROOF INFORMATION Block Dimensions ft Face Type Roof Panels Sloe Overhang [ft] Block 1 1 Story E-w Ridge LocationX,Y= 0.00 0.00 North Side 90.0 1.50 Extent X,Y= 8.00 5.50 South Side 14.0 2.00 Ridge Y Location, Offset 5.50 3.00 East Gable 90.0 1.50 Ridge Elevation, Height 9.30 1.50 West Gable 90.0 0.00 8 of 25 WoodWorks® Shearwalls LATERAL ANALYSIS.wsw Dec. 5, 2023 13:15:40 SHEATHING MATERIALS by WALL GROUP Sheathing Fasteners Apply Grp Surf Material Ratng Thick GU Ply Or Gvtv Size Type Df Eg Fd Bk Notes in in Ibs/in in in 1 Ext Struct Sh OSB 24/16 7/16 - - Vert 83500 8d Nail N 6 12 Y 1,3 Legend: Grp — Wall Design Group number, used to reference wall in other tables (created by program) Surf— Exterior or interior surface when applied to exterior wall Ratng — Span rating, see SDPWS Table C4.2.2.2C Thick — Nominal panel thickness GU - Gypsum underlay thickness Ply — Number of plies (or layers) in construction of plywood sheets Or— Orientation of longer dimension of sheathing panels Gvtv — Shear stiffness in Ib/in. of depth from SDPWS Tables C4.2.2A-B Type — Fastener type from SDPWS Tables 4.3A-D: Nail — common wire nail for structural panels and lumber, cooler or gypsum wallboard nail for GWB, plasterboard nail for gypsum lath, galvanised nail for gypsum sheathing; Box - box nail; Casing — casing nail; Roof— roofing nail; Screw — drywall screw Size - Common, box, and casing nails: refer to SDPWS Table Al (casing sizes = box sizes). Gauges: 11 ga = 0.120"x 1-314" (gypsum sheathing, 25132" fiberboard), 1-112" (lath & plaster, 112" fiberboard); 13 ga plasterboard = 0.92"x 1- 1/8" Cooler or gypsum wallboard nail: 5d = .086"x 1-5/8'; 6d = .092"x 1-7/8'; 8d = .113"x 2-3/8'; 6/8d = 6d base ply, 8d face ply for 2-ply GWB. Drywall screws: No. 6, 1-114"long. 518" gypsum sheathing can also use 6d cooler or GWB nail Df— Deformed nails ( threaded or spiral), with increased withdrawal capacity Eg — Panel edge fastener spacing Fd — Field spacing interior to panels Bk — Sheathing is nailed to blocking at all panel edges; Y(es) or N(o) Apply Notes — Notes below table legend which apply to sheathing side Notes: 1.Capacity has been reduced for framing specific gravity according to SDPWS T4.3A Note 3. 3. Shear capacity for current design has been increased to the value for 15/32" sheathing with same nailing because stud spacing is 16" max. or panel orientation is horizontal. See SDPWS T4.3A Note 2. FRAMING MATERIALS and STANDARD WALL by WALL GROUP Wall Grp Species Grade b in d in Spcg in SG E Standard Wall psi^6 1 D.Fir-L (N) No.1/No.2 1.50 5.50 16 0.49 1.60 Legend: Wall Grp — Wall Design Group b — Stud breadth (thickness) d — Stud depth (width) Spcg — Maximum on -centre spacing of studs for design, actual spacing may be less. SG — Specific gravity E — Modulus of elasticity Standard Wall - Standard wall designed as group. Notes: Check manufacture requirements for stud size, grade and specific gravity (G) for all shearwall hold-downs. 3 9 of 25 WoodWorks® Shearwalls LATERAL ANALYSIS.wsw Dec. 5, 2023 13:15:40 SHEARLINE, WALL and OPENING DIMENSIONS North -south Type Wall Location Extent [ft] Length FHS Aspect Height Shearlines Group X [ft] Start End [ft] [ft] Ratio [ft] Line 1 Level 1 Line 1 Seg 1 0.00 0.00 5.50 5.50 5.50 - 8.00 Wall 1-1 Seg 1 0.00 0.00 5.50 5.50 5.50 1.45 - Line 2 Level 1 Line 2 Seg 1 8.00 0.00 5.50 5.50 5.50 - 8.00 Wall 2-1 Seg 1 8.00 0.00 5.50 5.50 5.50 1.45 - East -west Type Wall Location Extent [ft] Length FHS Aspect Height Shearlines Group Y ft Start End ft ft Ratio ft Line A Level 1 Line A Seg 1 0.00 0.00 8.00 8.00 8.00 - 8.00 Wall A-1 Seg 1 0.00 0.00 8.00 8.00 8.00 1.00 - Line B Level 1 Line B Seg 1 5.50 0.00 8.00 8.00 8.00 - 8.00 Wall B-1 Seg 1 5.50 0.00 8.00 8.00 8.00 1.00 - Legend: Type - Seg = segmented, Prf = perforated, FT = force -transfer, NSW = non-shearwall Location - Dimension perpendicular to wall FHS - Length of full -height sheathing used to resist shear force. For perforated walls, it is based on the factored segments Li defined in SDPWS 4.3.4.3 Aspect Ratio - Ratio of wall height to segment length (h/bs), for force -transfer walls, the aspect ratio of the central pier Wall Group - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall 10 of 25 WoodWorks® Shearwalls LATERAL ANALYSIS.wsw Dec. 5, 2023 13:15:40 Design Summary SHEARWALL DESIGN Wind Shear Loads, Flexible Diaphragm All shearwalls have sufficient design capacity. Components and Cladding Wind Loads, Out -of -plane Sheathing All shearwalls have sufficient design capacity. Components and Cladding Wind Loads, Nail Withdrawal All shearwalls have sufficient design capacity. Seismic Loads, Flexible Diaphragm All shearwalls have sufficient design capacity. HOLDDOWN DESIGN Wind Loads, Flexible Diaphragm All hold-downs have sufficient design capacity. Seismic Loads, Flexible Diaphragm All hold-downs have sufficient design capacity. Refer to the Deflection table for possible issues regarding fastener slippage (SDPWS Table C4.2.2D) for walls that otherwise pass. 5 11 of 25 WoodWorks® Shearwalls LATERAL ANALYSIS.wsw Dec. 5, 2023 13:15:40 Flexible Diaphragm Wind Design ASCE 7 Directional (All Heights) Loads SHEAR RESULTS N-S W For ASD Shear Force [plf] Asp -Cub Allowable Shear [plf] Resp. Shearlines Gp Dir v vmax/vft V [Ibs] Int Ext Int Ext Co C Cmb V [Ibs] Ratio Line 1 Level 1 Ln1, Lev1 1 Both 29.4 - 162 - 1.0 - 360 - 360 1982 0.08 Line 2 Ln2, Lev1 11 Both 40.4 - 222 - 1.0 - 360 - 360 1982 0.11 E-W W For ASD Shear Force [plf] Asp -Cub Allowable Shear [plf] Resp. Shearlines Gp Dir v vmax/vft V Ibs Int Ext Int Ext Co C Cmb V Ibs Ratio Legend: W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "A" means that this wall is critical for all walls in the Standard Wall group. For Dir - Direction of wind force along shearline. v - Design shear force = ASD-factored shear force per unit FHS for critical wall segment vmax - Collector and in -plane anchorage force for perforated walls as per SDPWS eqn. 4.3-9 = V/FHS/Co. FHS factored for narrow segments as per 4.3.4.3 V - ASD factored shear force. For shearline: total shearline force. For wall: total of all segments on wall. Asp/Cub — Aspect ratio adjustment from SDPWS 4.3.3.4 for critical segment on wall x unblocked structural wood panel factor Cub from SDPWS 4.3.3.2 Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. Include Cub factor and aspect ratio adjustments for critical wall segment. Co -Adjustment factor for perforated walls from SDPWS Equation 4.3-5. C - Sheathing combination rule, A = Add capacities, S = Strongest side or twice weakest, G = Stiffness -based using SDPWS 4.3-3. Cmb - Combined interior and exterior unit shear capacity including perforated wall factor Co. V — Total factored shear capacity of shearline or wall. Crit Resp —Critical response = v/Cmb = design shear force/unit shear capacity for critical segment on wall. "S" indicates that the wind design criterion was critical in selecting wall. Notes: Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4. 6 12 of 25 WoodWorks® Shearwalls LATERAL ANALYSIS.wsw Dec. 5, 2023 13:15:40 Flexible Diaphragm Seismic Design SEISMIC INFORMATION Level Mass Area Story Shear [Ibs] Diaphragm Force [Ibs] [Ibs] [sq.ft] E-W N-S E-W: Fpx Design N-S: Fpx Design 1 855 44.0 115 115 105 105 105 105 All 855 - 115 115 - - - - Legend: Mass - Sum of all generated and input building masses on level = wx in ASCE 7 equation 12.8-12. Story Shear- Total unfactored (strength -level) shear force induced at level x, = Fx in ASCE 7 equation 12.8-11. Diaphragm Force - Minimum ASD-factored force for diaphragm design, used by Shearwalls only for drag strut forces, as per Exception to 12.10.2.1. Fpx is from Eqns. 12.10-1, -2, and -3. Design = The greater of the story shear and Fpx + transfer forces from discontinuous shearlines, factored by overstrength (omega) as per 12.10.1.1. Omega = 2.5 as per 12.2-1. Redundancy Factor p (rho): E-W 1.00, N-S 1.30 Automatically calculated according to ASCE 7 12.3.4.2. Applies to shearwall design, hold-down forces and the drag strut force component based on shearline forces; does not apply to story drift, out -of -plane force, or the diaphragm force Fpx and the drag strut force component based on it. Vertical Earthquake Load Ev Ev = 0.2 Sds D; Sds = 0.87; Ev = 0.175 D unfactored; 0.122 D factored; total dead load factor: 0.6 - 0.122 = 0.478 tension, 1.0 + 0.122 = 1.122 compression. 7 13 of 25 WoodWorks® Shearwalls LATERAL ANALYSIS.wsw Dec. 5, 2023 13:15:40 SHEAR RESULTS (flexible seismic design) N-S W For ASD Shear Force [plf] Asp -Cub Allowable Shear [plf] Resp. Shearlines Gp Dir v vmax/vft V [Ibs] Int Ext Int Ext Co C Cmb V [Ibs] Ratio Line 1 Level 1 Lnl, Levl 1 Both 8.0 - 44 - 1.0 - 257 - 257 1416 0.03 Line 2 Ln2, Levl 1 Both 11.0 - 61 - 1.0 - 257 - 257 1416 0.04 E-W W For ASD Shear Force [plf] Asp -Cub Allowable Shear [plf] Resp. Shearlines Gp Dir v vmax/vft V [Ibs] Int Ext Int Ext Co C Cmb V [Ibs] Ratio Line A Level 1 LnA, Levl 1 Both 5.3 - 42 - 1.0 - 257 - 257 2059 0.02 Line B LnB, Levl 1 Both 4.7 - 38 - 1.0 - 257 - 257 2059 0.02 Legend: W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "A" means that this wall is critical for all walls in the Standard Wall group. For Dir- Direction of seismic force along shearline. v - Design shear force = ASD-factored shear force per unit FHS for critical wall segment vmax - Collector and in -plane anchorage force for perforated walls as per SDPWS eqn. 4.3-9 = V/FHS/Co. FHS factored for narrow segments as per 4.3.4.3 V - ASD factored shear force. For shearline: total shearline force. For wall: total of all segments on wall. Asp/Cub - Aspect ratio adjustment from SDPWS 4.3.3.4 for critical segment on wall x unblocked structural wood panel factor Cub from SDPWS 4.3.3.2 Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. Include Cub factor and aspect ratio adjustments for critical wall segment. Co -Adjustment factor for perforated walls from SDPWS Equation 4.3-5. C - Sheathing combination rule, A = Add capacities, S = Strongest side or twice weakest, G = Stiffness -based using SDPWS 4.3-3. Cmb - Combined interior and exterior unit shear capacity including perforated wall factor Co. V - Total factored shear capacity of shearline or wall. Crit Resp - Critical response = v/Cmb = design shear force/unit shear capacity for critical segment on wall. "W" indicates that the wind design criterion was critical in selecting wall. Notes: Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4. $ 14 of 25 it FO R T E W E B JOB SUMMARY REPORT 2023.191 - Beam Calculations ROOFFRAMING qp Member Name Results Current Solution Comments RI Passed 1 piece(s) 6 x 8 DF No.2 R2 Passed 1 piece(s) 2 x 8 DF No.2 @ 24" OC R3 Passed 1 piece(s) 4 x 8 DF No.2 ForteWEB Software Operator Job Notes Jesse Routley Routley Engineering (253)358-3729 jesse@routleyengineering.com A Weyerhaeuser 12/5/2023 9:12:46 PM UTC ForteWEB v3.6 File Name: 2023.191 - Beam Calculations 15 of 25 Page 1 / 4 aFORTEWEB' ROOF FRAMING, R1 1 piece(s) 6 x 8 DF No.2 PASSED pr 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) Member Reaction (Ibs) 1143 @ 8' 5 1/4" 18906 (5.50") Passed (6%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 700 @ 77 5376 Passed (13%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 1690 @ 4' 3 13/16" 3706 Passed (46%) 1.15 1.0 D + 1.0 S (Alt Spans) Live Load Defl. (in) 0.047 @ 4' 4 7/16" 0.405 Passed (L/999+) 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) 0.079 @ 4' 4 3/8" 0.540 Passed (L/999+) 1.0 D + 1.0 S (Alt Spans) • Deflection criteria: LL (L/240) and TL (L/180). • Overhang deflection criteria: LL (2L/240) and TL (2L/180). • Allowed moment does not reflect the adjustment for the beam stability factor. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Tntal Available Required Dead Snow Factored 1 - Stud wall - DF 5.50" 5.50" 1.50" 377 542 919 Blocking 2 - Stud wall - DF 5.50" 5.50" 1.50" 472 672 1143 Blocking • 1:51OcKmg vaneis are assumes ro carry no ioaas appuea Direcny aoove mem ano me Tuu ioaa is appuea co me memoer Deing Designeo. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 9' 8" o/c Bottom Edge (Lu) 9' 8" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location (Side) Tributary Width Dead (0.90) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 9' 8" N/A 10.4 1 - Uniform (PSF) 0 to 9' 8" (Front) 5' 15.5 25.0 ROOF System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 0/12 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 Jesse Routley Routley Engineering (253) 358-3729 jesse@routleyengineering.com 12/5/2023 9:12:46 PM UTC ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 Weyerhaeuser File Name: 2023.1911 9��Calculations Page 2/4 aFORTEWEB' ROOF FRAMING, R2 1 piece(s) 2 x 8 DF No.2 @ 24" OC PASSED 0 1� 31 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) Member Reaction (Ibs) 462 @ 2' 5 3/4" 5315 (5.50") Passed (9%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 196 @ 3' 3 9/16" 1501 Passed (13%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) -249 @ 2' 5 3/4" 1564 Passed (16%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.013 @ 0 0.256 Passed (2L/999+) 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) 0.015 @ 0 0.341 Passed (2L/999+) 1.0 D + 1.0 S (Alt Spans) • Deflection criteria: LL (L/240) and TL (L/180). • Overhang deflection criteria: LL (2L/240) and TL (2L/180). • Allowed moment does not reflect the adjustment for the beam stability factor. • A 15% increase in the moment capacity has been added to account for repetitive member usage. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Factored 1 - Beveled Plate - DF 5.50" 5.50" 1.50" 177 286 462 Blocking 2 - Beveled Plate - DF 5.50" 5.50" 1.50" 76 137 213 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 8' 5" o/c Bottom Edge (Lu) 8' 5" o/c -Maximum allowable bracing intervals based on applied load. Vertical Load Location (Side) Spacing Dead (0.90) Snow (1.15) Comments 1 - Uniform (PSF) 0 to 8' 2" 24" 15.0 25.0 ROOF Member Length : 8' 6 13/16" System : Roof Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 3/12 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 Jesse Routley Routley Engineering (253) 358-3729 jesse@routleyengineering.com 12/5/2023 9:12:46 PM UTC ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 Weyerhaeuser File Name: 2023.19F 919,I Calculations Page 3/4 aFORTEWEB' ROOF FRAMING, R3 1 piece(s) 4 x 8 DF No.2 PASSED �. 3' 1 1/2" 1 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) Member Reaction (Ibs) 1103 @ 0 3281 (1.50") Passed (34%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 627 @ 8 3/4" 3502 Passed (18%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 931 @ 1' 8 1/4" 3438 Passed (27%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.007 @ 1' 8 1/4" 0.084 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 1 0.011 @ 1' 8 1/4" 0.169 Passed (L/999+) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/480) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • Applicable calculations are based on NDS. Supports or Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Factored 1 - Trimmer - DF 1.50" 1.50" 1.50" 428 675 1103 None 2 - Trimmer - DF 1.50" 1.50" 1 1.50" 428 675 1103 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 3' 5" o/c Bottom Edge (Lu) 3' 5" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location Tributary Width Dead (0.90) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 3' 4 1/2" N/A 6.4 1 - Uniform (PSF) 0 to 3' 4 1/2" 13' 6" 15.5 25.0 ROOF 2 - Uniform (PSF) 0 to 3' 4 1/2" 2' 6" 15.5 25.0 NEW ROOF 0 System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD 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 Jesse Routley Routley Engineering (253) 358-3729 jesse@routleyengineering.com 12/5/2023 9:12:46 PM UTC ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 Weyerhaeuser File Name: 2023.1918 9��Calculations Page 4/4 ROUTLEY ENGINEERING 253-358-3729 General Footing DESCRIPTIO 24" Footing Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information File: 1500 PSF Isolated Footing Calculations.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.17 Material Properties Soil Design Values fc : Concrete 28 day strength = 2.50 ksi Allowable Soil Bead = 1.50 ksf fy : Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec : Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 (P Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel % Bending Reinf. = Allow press. increase per foot of depth = ksf Min Allow % Temp Reinf. = 0.00180 when footing base is below = ft Min. Overturning Safety Factor = 1.0 : 1 Min. Sliding Safety Factor = 1.0 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability, moments & shears Yes = ksf Add Pedestal Wt for Soil Pressure No when max. length or width is greater than = ft Use Pedestal wt for stability, mom & shear No Dimensions Width parallel to X-X Axis = 2.0 ft Length parallel to Z-Z Axis = 2.0 ft Z Footing Thickness = 8.0 in Pedestal dimensions... px : parallel to X-X Axis = pz : parallel to Z-Z Axis = Height Rebar Centerline to Edge of Concrete... at Bottom of footing = Reinforcing Bars parallel to X-X Axis 3.0 in Number of Bars - 2 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 2 Reinforcing Bar Size = # 4 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separatiol n/a # Bars required within zone n/a # Bars required on each side of zone n/a \pplied Loads C P : Column Load = 2.50 OB : Overburden = M-xx = M-zz = V-x = V-z = Lr L S 3.0 m BONN Z-Z Section Looking to +X W E H k ksf k-ft k-ft k k 19 of 25 ROUTLEY ENGINEERING 253-358-3729 General Footing File: 1500 PSF Isolated Footing Calculations.ec6 g Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.17 DESCRIPTIO 24" Footing DESIGN SUMMARY - • Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.9813 Soil Bearing 1.472 ksf 1.50 ksf +D+S about Z-Z axis PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.2274 Z Flexure (+X) 0.9750 k-ft/ft 4.288 k-ft/ft +1.20D+1.60S PASS 0.2274 Z Flexure (-X) 0.9750 k-ft/ft 4.288 k-ft/ft +1.20D+1.60S PASS 0.2274 X Flexure (+Z) 0.9750 k-ft/ft 4.288 k-ft/ft +1.20D+1.60S PASS 0.2274 X Flexure (-Z) 0.9750 k-ft/ft 4.288 k-ft/ft +1.20D+1.60S PASS 0.2513 1-way Shear (+X) 18.850 psi 75.0 psi +1.20D+1.60S PASS 0.2513 1-way Shear (-X) 18.850 psi 75.0 psi +1.20D+1.60S PASS 0.2513 1-way Shear (+Z) 18.850 psi 75.0 psi +1.20D+1.60S PASS 0.2513 1-way Shear (-Z) 18.850 psi 75.0 psi +1.20D+1.60S PASS 0.4992 2-way Punching 74.880 psi 150.0 psi +1.20D+1.60S Detailed Results Soil Bearing Rotation Axis & Xecc Zecc Actual Soil Bearing Stress @ Location Actual / Allow Load Combination... Gross Allowable (in) Bottom, -Z Top, +Z Left, -X Right, +X Ratio X-X, D Only 1.50 n/a 0.0 0.7217 0.7217 n/a n/a 0.481 X-X, +D+S 1.50 n/a 0.0 1.472 1.472 n/a n/a 0.981 X-X, +D+0.750S 1.50 n/a 0.0 1.284 1.284 n/a n/a 0.856 X-X, +0.60D 1.50 n/a 0.0 0.4330 0.4330 n/a n/a 0.289 Z-Z, D Only 1.50 0.0 n/a n/a n/a 0.7217 0.7217 0.481 Z-Z, +D+S 1.50 0.0 n/a n/a n/a 1.472 1.472 0.981 Z-Z, +D+0.750S 1.50 0.0 n/a n/a n/a 1.284 1.284 0.856 Z-Z, +0.60D 1.50 0.0 n/a n/a n/a 0.4330 0.4330 0.289 Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Footing Flexure Flexure Axis &Load Combination Mu Side Tension As Re d Gvrn. As 4 Actual As Phi'Mn Status k-ft Surface in^2 in12 in12 k-ft X-X, +1.40D 0.4375 +Z Bottom 0.1728 Min Temp % 0.20 4.288 OK X-X, +1.40D 0.4375 -Z Bottom 0.1728 Min Temp % 0.20 4.288 OK X-X, +1.20D 0.3750 +Z Bottom 0.1728 Min Temp % 0.20 4.288 OK X-X, +1.20D 0.3750 -Z Bottom 0.1728 Min Temp % 0.20 4.288 OK X-X, +1.20D+0.50S 0.5625 +Z Bottom 0.1728 Min Temp % 0.20 4.288 OK X-X, +1.20D+0.50S 0.5625 -Z Bottom 0.1728 Min Temp % 0.20 4.288 OK X-X, +1.20D+1.60S 0.9750 +Z Bottom 0.1728 Min Temp % 0.20 4.288 OK X-X, +1.20D+1.60S 0.9750 -Z Bottom 0.1728 Min Temp % 0.20 4.288 OK X-X, +0.90D 0.2813 +Z Bottom 0.1728 Min Temp % 0.20 4.288 OK X-X, +0.90D 0.2813 -Z Bottom 0.1728 Min Temp % 0.20 4.288 OK X-X, +1.20D+0.20S 0.450 +Z Bottom 0.1728 Min Temp % 0.20 4.288 OK X-X, +1.20D+0.20S 0.450 -Z Bottom 0.1728 Min Temp % 0.20 4.288 OK Z-Z, +1.40D 0.4375 -X Bottom 0.1728 Min Temp % 0.20 4.288 OK Z-Z, +1.40D 0.4375 +X Bottom 0.1728 Min Temp % 0.20 4.288 OK Z-Z, +1.20D 0.3750 -X Bottom 0.1728 Min Temp % 0.20 4.288 OK Z-Z, +1.20D 0.3750 +X Bottom 0.1728 Min Temp % 0.20 4.288 OK 20 of 25 ROUTLEY ENGINEERING 253-358-3729 General Footing File: 1500 PSF Isolated Footing Calculations.ec6 g Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.17 1.i 1 Z56,1 DESCRIPTIO 24" Footing Footing Flexure Flexure Axis &Load Combination n Mu Side Tension As Re d Gvrn. As 9 Actual As Phi*Mn Status k-ft Surface inA2 inA2 inA2 k-ft Z-Z, +1.20D+0.50S 0.5625 -X Bottom 0.1728 Min Temp % 0.20 4.288 OK Z-Z, +1.20D+0.50S 0.5625 +X Bottom 0.1728 Min Temp % 0.20 4.288 OK Z-Z, +1.20D+1.60S 0.9750 -X Bottom 0.1728 Min Temp % 0.20 4.288 OK Z-Z, +1.20D+1.60S 0.9750 +X Bottom 0.1728 Min Temp % 0.20 4.288 OK Z-Z, +0.90D 0.2813 -X Bottom 0.1728 Min Temp % 0.20 4.288 OK Z-Z, +0.90D 0.2813 +X Bottom 0.1728 Min Temp % 0.20 4.288 OK Z-Z, +1.20D+0.20S 0.450 -X Bottom 0.1728 Min Temp % 0.20 4.288 OK Z-Z, +1.20D+0.20S 0.450 +X Bottom 0.1728 Min Temp % 0.20 4.288 OK One Way Shear Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu: Max Phi Vn Vu / Phi*Vn Status +1.40D 8.46 psi 8.46 psi 8.46 psi 8.46 psi 8.46 psi 75.00 psi 0.11 OK +1.20D 7.25 psi 7.25 psi 7.25 psi 7.25 psi 7.25 psi 75.00 psi 0.10 OK +1.20D+0.50S 10.88 psi 10.88 psi 10.88 psi 10.88 psi 10.88 psi 75.00 psi 0.15 OK +1.20D+1.60S 18.85 psi 18.85 psi 18.85 psi 18.85 psi 18.85 psi 75.00 psi 0.25 OK +0.90D 5.44 psi 5.44 psi 5.44 psi 5.44 psi 5.44 psi 75.00 psi 0.07 OK +1.20D+0.20S 8.70 psi 8.70 psi 8.70 psi 8.70 psi 8.70 psi 75.00 psi 0.12 OK Two -Way "Punching" Shear All units k Load Combination... Vu Phi*Vn Vu / Phi*Vn Status +1.40D 33.60 psi 150.00psi 0.224 OK +1.20D 28.80 psi 150.00psi 0.192 OK +1.20D+0.50S 43.20 psi 150.00psi 0.288 OK +1.20D+1.60S 74.88 psi 150.00psi 0.4992 OK +0.90D 21.60 psi 150.00psi 0.144 OK +1.20D+0.20S 34.56 psi 150.00psi 0.2304 OK 21 of 25 ROUTLEY ENGINEERING 253-358-3729 Concrete Beam DESCRIPTIO One Floor CODE REFERENCES File: 1500 PSF Isolated Footing Calculations.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.17 Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties fc = 2.50 ksi Phi Values Flexure: 0.90 112 fr = fc 7.50 = 375.0 psi Shear: 0.750 y Density = 145.0 pcf R 1 = 0.850 a, LtWt Facto = 1.0 Elastic Modulu= 3,122.0 ksi Fy - Stirrups 40.0 ksi fy - Main Reba= 60.0 ksi E - Stirrups = 29,000.0 ksi E - Main Reba= 29,000.0 ksi Stirrup Bar Size # Number of Resisting Legs Per Stirrup = m Cross Section & Reinforcing Details Inverted Tee Section, Stem Width = 6.0 in, Total Height = 18.0 in, Top Flange Width = 12.0 in, Flange Thickness = 6.0 in Span #1 Reinforcing.... 244 at 3.0 in from Bottom, from 0.0 to 5.0 ft in this span 144 at 3.0 in from Top, from 0.0 to 5.0 ft in this span Point Load: D=2.50, L=5.0, S = 5.0 k @ 2.50 ft Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 15.0 ft, (THEORETICAL ROOF) Uniform Load : D = 0.010, L = 0.040 ksf, Tributary Width = 8.0 ft, (THEORETICAL FLOOR) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.939 : 1 Maximum Deflection Section used for this span Typical Section Max Downward Transient Deflection 0.002 in Ratio = 26961 >=361 Mu: Applied 23.982 k-ft Max Upward Transient Deflection 0.000 in Ratio = 0 <360. Mn * Phi: Allowable 25.551 k-ft Max Downward Total Deflection 0.006 in Ratio = 10029 —181 Max Upward Total Deflection 0.000 in Ratio = 0 <180. Location of maximum on span 2.505 ft Span # where maximum occurs Span # 1 Cross Section Strength & Inertia Top & Bottom references are for tension side of secti Phi*Mn ( k-ft) Moment of Inertia (in^4 ) Cross Section Bar Layout Description Bottom Top I gross Icr - Bottom Icr - Top Section 1 2- #4 @ d=15,1- #4 @ d=3", 25.55 16.99 3,996.00 576.57 349.19 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 7.066 7.066 Overall MINimum 1.207 1.208 +D+H 2.012 2.013 +D+L+H 5.312 5.313 +D+Lr+H 2.012 2.013 +D+S+H 5.450 5.450 +D+0.750Lr+0.750L+H 4.487 4.488 22 of 25 ROUTLEY ENGINEERING 253-358-3729 Concrete Beam KW-06012580 File: 1500 PSF Isolated Footing Calculations.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.17 Routley Engineering DESCRIPTIO One Floor Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 +D+0.750L+0.750S+H 7.066 7.066 +D+0.60W+H 2.012 2.013 +D+0.750Lr+0.750L+0.450W+H 4.487 4.488 +D+0.750L+0.750S+0.450W+H 7.066 7.066 +0.60D+0.60W+0.60H 1.207 1.208 +D+0.70E+0.60H 2.012 2.013 +D+0.750L+0.750S+0.5250E+H 7.066 7.066 +0.60D+0.70E+H 1.207 1.208 D Only 2.012 2.013 L Only 3.300 3.300 S Only 3.437 3.438 H Only Detailed Shear Information Load Combination Span Distance 'd' Number (ft) (in) Vu Actual (k) Design Mu (k-ft) d*Vu/Mu Phi*Vc (k) Comment Phi*Vs (k) Phi*Vn Spacing (in) (k) Req'(Suggest +1.20D+L+1.60S+1.60H 1 0.00 15.00 11.21 11.21 0.00 1.00 7.16 PhiVc < Vu 4.053 7.2 0.0 0.0 +1.20D+L+1.60S+1.60H 1 0.05 15.00 11.14 11.14 0.61 1.00 7.16 PhiVc < Vu 3.982 7.2 0.0 0.0 +1.20D+L+1.60S+1.60H 1 0.11 15.00 11.07 11.07 1.22 1.00 7.16 PhiVc < Vu 3.912 7.2 0.0 0.0 +1.20D+L+1.60S+1.60H 1 0.16 15.00 11.00 11.00 1.82 1.00 7.16 PhiVc < Vu 3.842 7.2 0.0 0.0 +1.20D+L+1.60S+1.60H 1 0.22 15.00 10.93 10.93 2.42 1.00 7.16 PhiVc < Vu 3.771 7.2 0.0 0.0 +1.20D+L+1.60S+1.60H 1 0.27 15.00 10.86 10.86 3.02 1.00 7.16 PhiVc < Vu 3.701 7.2 0.0 0.0 +1.20D+L+1.60S+1.60H 1 0.33 15.00 10.79 10.79 3.61 1.00 7.16 PhiVc < Vu 3.631 7.2 0.0 0.0 +1.20D+L+1.60S+1.60H 1 0.38 15.00 10.72 10.72 4.20 1.00 7.16 PhiVc < Vu 3.561 7.2 0.0 0.0 +1.20D+L+1.60S+1.60H 1 0.44 15.00 10.65 10.65 4.78 1.00 7.16 PhiVc < Vu 3.490 7.2 0.0 0.0 +1.20D+L+1.60S+1.60H 1 0.49 15.00 10.58 10.58 5.36 1.00 7.16 PhiVc < Vu 3.420 7.2 0.0 0.0 +1.20D+L+1.60S+1.60H 1 0.55 15.00 10.51 10.51 5.94 1.00 7.16 PhiVc < Vu 3.350 7.2 0.0 0.0 +1.20D+L+1.60S+1.60H 1 0.60 15.00 10.44 10.44 6.51 1.00 7.16 PhiVc < Vu 3.279 7.2 0.0 0.0 +1.20D+L+1.60S+1.60H 1 0.66 15.00 10.37 10.37 7.08 1.00 7.16 PhiVc < Vu 3.209 7.2 0.0 0.0 +1.20D+L+1.60S+1.60H 1 0.71 15.00 10.30 10.30 7.64 1.00 7.16 PhiVc < Vu 3.139 7.2 0.0 0.0 +1.20D+L+1.60S+1.60H 1 0.77 15.00 10.23 10.23 8.20 1.00 7.16 PhiVc < Vu 3.069 7.2 0.0 0.0 +1.20D+L+1.60S+1.60H 1 0.82 15.00 10.16 10.16 8.76 1.00 7.16 PhiVc < Vu 2.998 7.2 0.0 0.0 +1.20D+L+1.60S+1.60H 1 0.87 15.00 10.09 10.09 9.31 1.00 7.16 PhiVc < Vu 2.928 7.2 0.0 0.0 +1.20D+L+1.60S+1.60H 1 0.93 15.00 10.02 10.02 9.86 1.00 7.16 PhiVc < Vu 2.858 7.2 0.0 0.0 +1.20D+L+1.60S+1.60H 1 0.98 15.00 9.95 9.95 10.41 1.00 7.16 PhiVc < Vu 2.788 7.2 0.0 0.0 +1.20D+L+1.60S+1.60H 1 1.04 15.00 9.88 9.88 10.95 1.00 7.16 PhiVc < Vu 2.717 7.2 0.0 0.0 +1.20D+L+1.60S+1.60H 1 1.09 15.00 9.81 9.81 11.49 1.00 7.16 PhiVc < Vu 2.647 7.2 0.0 0.0 +1.20D+L+1.60S+1.60H 1 1.15 15.00 9.74 9.74 12.02 1.00 7.16 PhiVc < Vu 2.577 7.2 0.0 0.0 +1.20D+L+1.60S+1.60H 1 1.20 15.00 9.67 9.67 12.55 0.96 7.13 PhiVc < Vu 2.534 7.1 0.0 0.0 +1.20D+L+1.60S+1.60H 1 1.26 15.00 9.60 9.60 13.08 0.92 7.10 PhiVc < Vu 2.498 7.1 0.0 0.0 +1.20D+L+1.60S+1.60H 1 1.31 15.00 9.53 9.53 13.60 0.88 7.07 PhiVc < Vu 2.459 7.1 0.0 0.0 +1.20D+L+1.60S+1.60H 1 1.37 15.00 9.46 9.46 14.12 0.84 7.04 PhiVc < Vu 2.418 7.0 0.0 0.0 +1.20D+L+1.60S+1.60H 1 1.42 15.00 9.39 9.39 14.64 0.80 7.01 PhiVc < Vu 2.374 7.0 0.0 0.0 +1.20D+L+1.60S+1.60H 1 1.48 15.00 9.32 9.32 15.15 0.77 6.99 PhiVc < Vu 2.328 7.0 0.0 0.0 +1.20D+L+1.60S+1.60H 1 1.53 15.00 9.25 9.25 15.65 0.74 6.97 PhiVc < Vu 2.281 7.0 0.0 0.0 +1.20D+L+1.60S+1.60H 1 1.58 15.00 9.18 9.18 16.16 0.71 6.94 PhiVc < Vu 2.232 6.9 0.0 0.0 +1.20D+L+1.60S+1.60H 1 1.64 15.00 9.11 9.11 16.66 0.68 6.93 PhiVc < Vu 2.182 6.9 0.0 0.0 +1.20D+L+1.60S+1.60H 1 1.69 15.00 9.04 9.04 17.15 0.66 6.91 PhiVc < Vu 2.130 6.9 0.0 0.0 +1.20D+L+1.60S+1.60H 1 1.75 15.00 8.97 8.97 17.64 0.64 6.89 PhiVc < Vu 2.077 6.9 0.0 0.0 +1.20D+L+1.60S+1.60H 1 1.80 15.00 8.90 8.90 18.13 0.61 6.87 PhiVc < Vu 2.024 6.9 0.0 0.0 +1.20D+L+1.60S+1.60H 1 1.86 15.00 8.83 8.83 18.62 0.59 6.86 PhiVc < Vu 1.969 6.9 0.0 0.0 +1.20D+L+1.60S+1.60H 1 1.91 15.00 8.76 8.76 19.10 0.57 6.84 PhiVc < Vu 1.913 6.8 0.0 0.0 +1.20D+L+1.60S+1.60H 1 1.97 15.00 8.69 8.69 19.57 0.55 6.83 PhiVc < Vu 1.857 6.8 0.0 0.0 +1.20D+L+1.60S+1.60H 1 2.02 15.00 8.61 8.61 20.05 0.54 6.82 PhiVc < Vu 1.80 6.8 0.0 0.0 +1.20D+L+1.60S+1.60H 1 2.08 15.00 8.54 8.54 20.52 0.52 6.80 PhiVc < Vu 1.742 6.8 0.0 0.0 +1.20D+L+1.60S+1.60H 1 2.13 15.00 8.47 8.47 20.98 0.50 6.79 PhiVc < Vu 1.683 2B-W 250.0 0.0 +1.20D+L+1.60S+1.60H 1 2.19 15.00 8.40 8.40 21.44 0.49 6.78 PhiVc < Vu 1.624 6.8 0.0 0.0 ROUTLEY ENGINEERING 253-358-3729 Concrete Beam DESCRIPTIO One Floor Detailed Shear Information File: 1500 PSF Isolated Footing Calculations.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.17 Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi'Vs Phi'Vn Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'(Suggest +1.20D+L+1.60S+1.60H 1 2.24 15.00 8.33 8.33 21.90 0.48 6.77 PhiVc < Vu 1.565 6.8 0.0 0.0 +1.20D+L+1.60S+1.60H 1 2.30 15.00 8.26 8.26 22.35 0.46 6.76 PhiVc < Vu 1.504 6.8 0.0 0.0 +1.20D+L+1.60S+1.60H 1 2.35 15.00 8.19 8.19 22.80 0.45 6.75 PhiVc < Vu 1.444 6.7 0.0 0.0 +1.20D+L+1.60S+1.60H 1 2.40 15.00 8.12 8.12 23.25 0.44 6.74 PhiVc < Vu 1.383 6.7 0.0 0.0 +1.20D+L+1.60S+1.60H 1 2.46 15.00 8.05 8.05 23.69 0.42 6.73 PhiVc < Vu 1.322 6.7 0.0 0.0 +1.20D+L+1.60S+1.60H 1 2.51 15.00 -8.02 8.02 23.91 0.42 6.73 PhiVc < Vu 1.291 6.7 0.0 0.0 +1.20D+L+1.60S+1.60H 1 2.57 15.00 -8.09 8.09 23.47 0.43 6.74 PhiVc < Vu 1.352 6.7 0.0 0.0 +1.20D+L+1.60S+1.60H 1 2.62 15.00 -8.16 8.16 23.03 0.44 6.74 PhiVc < Vu 1.413 6.7 0.0 0.0 +1.20D+L+1.60S+1.60H 1 2.68 15.00 -8.23 8.23 22.58 0.46 6.75 PhiVc < Vu 1.474 6.8 0.0 0.0 +1.20D+L+1.60S+1.60H 1 2.73 15.00 -8.30 8.30 22.13 0.47 6.76 PhiVc < Vu 1.535 6.8 0.0 0.0 +1.20D+L+1.60S+1.60H 1 2.79 15.00 -8.37 8.37 21.67 0.48 6.77 PhiVc < Vu 1.594 6.8 0.0 0.0 +1.20D+L+1.60S+1.60H 1 2.84 15.00 -8.44 8.44 21.21 0.50 6.79 PhiVc < Vu 1.654 6.8 0.0 0.0 +1.20D+L+1.60S+1.60H 1 2.90 15.00 -8.51 8.51 20.75 0.51 6.80 PhiVc < Vu 1.712 6.8 0.0 0.0 +1.20D+L+1.60S+1.60H 1 2.95 15.00 -8.58 8.58 20.28 0.53 6.81 PhiVc < Vu 1.771 6.8 0.0 0.0 +1.20D+L+1.60S+1.60H 1 3.01 15.00 -8.65 8.65 19.81 0.55 6.82 PhiVc < Vu 1.828 6.8 0.0 0.0 +1.20D+L+1.60S+1.60H 1 3.06 15.00 -8.72 8.72 19.34 0.56 6.84 PhiVc < Vu 1.885 6.8 0.0 0.0 +1.20D+L+1.60S+1.60H 1 3.11 15.00 -8.79 8.79 18.86 0.58 6.85 PhiVc < Vu 1.941 6.8 0.0 0.0 +1.20D+L+1.60S+1.60H 1 3.17 15.00 -8.86 8.86 18.38 0.60 6.86 PhiVc < Vu 1.996 6.9 0.0 0.0 +1.20D+L+1.60S+1.60H 1 3.22 15.00 -8.93 8.93 17.89 0.62 6.88 PhiVc < Vu 2.051 6.9 0.0 0.0 +1.20D+L+1.60S+1.60H 1 3.28 15.00 -9.00 9.00 17.40 0.65 6.90 PhiVc < Vu 2.104 6.9 0.0 0.0 +1.20D+L+1.60S+1.60H 1 3.33 15.00 -9.07 9.07 16.91 0.67 6.92 PhiVc < Vu 2.156 6.9 0.0 0.0 +1.20D+L+1.60S+1.60H 1 3.39 15.00 -9.14 9.14 16.41 0.70 6.93 PhiVc < Vu 2.207 6.9 0.0 0.0 +1.20D+L+1.60S+1.60H 1 3.44 15.00 -9.21 9.21 15.91 0.72 6.96 PhiVc < Vu 2.257 7.0 0.0 0.0 +1.20D+L+1.60S+1.60H 1 3.50 15.00 -9.28 9.28 15.40 0.75 6.98 PhiVc < Vu 2.305 7.0 0.0 0.0 +1.20D+L+1.60S+1.60H 1 3.55 15.00 -9.35 9.35 14.89 0.79 7.00 PhiVc < Vu 2.351 7.0 0.0 0.0 +1.20D+L+1.60S+1.60H 1 3.61 15.00 -9.42 9.42 14.38 0.82 7.03 PhiVc < Vu 2.396 7.0 0.0 0.0 +1.20D+L+1.60S+1.60H 1 3.66 15.00 -9.49 9.49 13.86 0.86 7.05 PhiVc < Vu 2.439 7.1 0.0 0.0 +1.20D+L+1.60S+1.60H 1 3.72 15.00 -9.56 9.56 13.34 0.90 7.08 PhiVc < Vu 2.479 7.1 0.0 0.0 +1.20D+L+1.60S+1.60H 1 3.77 15.00 -9.63 9.63 12.82 0.94 7.12 PhiVc < Vu 2.517 7.1 0.0 0.0 +1.20D+L+1.60S+1.60H 1 3.83 15.00 -9.70 9.70 12.29 0.99 7.15 PhiVc < Vu 2.551 7.2 0.0 0.0 +1.20D+L+1.60S+1.60H 1 3.88 15.00 -9.77 9.77 11.76 1.00 7.16 PhiVc < Vu 2.612 7.2 0.0 0.0 +1.20D+L+1.60S+1.60H 1 3.93 15.00 -9.84 9.84 11.22 1.00 7.16 PhiVc < Vu 2.682 7.2 0.0 0.0 +1.20D+L+1.60S+1.60H 1 3.99 15.00 -9.91 9.91 10.68 1.00 7.16 PhiVc < Vu 2.752 7.2 0.0 0.0 +1.20D+L+1.60S+1.60H 1 4.04 15.00 -9.99 9.99 10.14 1.00 7.16 PhiVc < Vu 2.823 7.2 0.0 0.0 +1.20D+L+1.60S+1.60H 1 4.10 15.00 -10.06 10.06 9.59 1.00 7.16 PhiVc < Vu 2.893 7.2 0.0 0.0 +1.20D+L+1.60S+1.60H 1 4.15 15.00 -10.13 10.13 9.04 1.00 7.16 PhiVc < Vu 2.963 7.2 0.0 0.0 +1.20D+L+1.60S+1.60H 1 4.21 15.00 -10.20 10.20 8.48 1.00 7.16 PhiVc < Vu 3.034 7.2 0.0 0.0 +1.20D+L+1.60S+1.60H 1 4.26 15.00 -10.27 10.27 7.92 1.00 7.16 PhiVc < Vu 3.104 7.2 0.0 0.0 +1.20D+L+1.60S+1.60H 1 4.32 15.00 -10.34 10.34 7.36 1.00 7.16 PhiVc < Vu 3.174 7.2 0.0 0.0 +1.20D+L+1.60S+1.60H 1 4.37 15.00 -10.41 10.41 6.79 1.00 7.16 PhiVc < Vu 3.244 7.2 0.0 0.0 +1.20D+L+1.60S+1.60H 1 4.43 15.00 -10.48 10.48 6.22 1.00 7.16 PhiVc < Vu 3.315 7.2 0.0 0.0 +1.20D+L+1.60S+1.60H 1 4.48 15.00 -10.55 10.55 5.65 1.00 7.16 PhiVc < Vu 3.385 7.2 0.0 0.0 +1.20D+L+1.60S+1.60H 1 4.54 15.00 -10.62 10.62 5.07 1.00 7.16 PhiVc < Vu 3.455 7.2 0.0 0.0 +1.20D+L+1.60S+1.60H 1 4.59 15.00 -10.69 10.69 4.49 1.00 7.16 PhiVc < Vu 3.525 7.2 0.0 0.0 +1.20D+L+1.60S+1.60H 1 4.64 15.00 -10.76 10.76 3.90 1.00 7.16 PhiVc < Vu 3.596 7.2 0.0 0.0 +1.20D+L+1.60S+1.60H 1 4.70 15.00 -10.83 10.83 3.31 1.00 7.16 PhiVc < Vu 3.666 7.2 0.0 0.0 +1.20D+L+1.60S+1.60H 1 4.75 15.00 -10.90 10.90 2.72 1.00 7.16 PhiVc < Vu 3.736 7.2 0.0 0.0 +1.20D+L+1.60S+1.60H 1 4.81 15.00 -10.97 10.97 2.12 1.00 7.16 PhiVc < Vu 3.807 7.2 0.0 0.0 +1.20D+L+1.60S+1.60H 1 4.86 15.00 -11.04 11.04 1.52 1.00 7.16 PhiVc < Vu 3.877 7.2 0.0 0.0 +1.20D+L+1.60S+1.60H 1 4.92 15.00 -11.11 11.11 0.91 1.00 7.16 PhiVc < Vu 3.947 7.2 0.0 0.0 +1.20D+L+1.60S+1.60H 1 4.97 15.00 -11.18 11.18 0.31 1.00 7.16 PhiVc < Vu 4.017 7.2 0.0 0.0 Maximum Forces & Stresses for Load Combinations 24 of 25 ROUTLEY ENGINEERING 253-358-3729 Concrete Beam DESCRIPTIO One Floor Load Combination Segment Span # Location (ft) along Beam MAXimum BENDING Envelope Span # 1 1 5.000 +1.40D+1.60H Span # 1 1 5.000 +1.20 D+0.50Lr+1.60L+1.60H Span # 1 1 5.000 +1.20 D+1.60 L+0.50S+ 1.60 H Span # 1 1 5.000 +1.20D+1.60Lr+L+1.60H Span # 1 1 5.000 +1.20 D+1.60Lr+0.50W+1.60H Span # 1 1 5.000 + 1.20 D+L+ 1.60 S+ 1.60 H Span # 1 1 5.000 +1.20D+1.60S+0.50 W+1.60H Span # 1 1 5.000 + 1.20 D+0. 50 L r+L+W+ 1.60 H Span # 1 1 5.000 +1.20D+L+0.50S+W+1.60 H Span # 1 1 5.000 +0.90D+W+1.60H Span # 1 1 5.000 + 1.20 D+L+0.20 S+ E+ 1.60 H Span # 1 1 5.000 +0.90D+E+0.90H Span # 1 1 5.000 Overall Maximum Deflections File: 1500 PSF Isolated Footing Calculations.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.17 Bending Stress Results ( k-ft ) Mu: Max Phi"Mnx Stress Ratio 23.98 25.55 0.94 5.70 25.55 0.22 16.47 25.55 0.64 20.17 25.55 0.79 12.13 25.55 0.47 4.89 25.55 0.19 23.98 25.55 0.94 16.74 25.55 0.66 12.13 25.55 0.47 15.83 25.55 0.62 3.67 25.55 0.14 13.61 25.55 0.53 3.67 25.55 0.14 Load Combination Span Max. "-" Defl (in) _ocation in Span (ft Load Combination +D+0.750L+0.750S+0.5250E+H 1 0.0060 2.500 Max. "+" DO (invocation in Span (ft 0.0000 0.000 25 of 25