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REVIEWED BLD BLD2023-1580+Structural_Calculations+12.7.2023_8.11.30_PM+3941319
20 8 IBG LATERAL AND 6RAV T'1' LOAD EN6 NEER N6 REVIEWED BY CITY OF EDMONDS 51TE CRITERIA 23-116 q 15T PL VW EDMOND5, NA q80: ELEVATION: 456 WIND EXP: B WIND 5PEEDAI MPH ROOF 5NON: 25 P5F 5E15MIG DE516N: D 501 L GLA55: D 5E15MIG 51: 1.2I8 5E15MIG 55: 0.448 FR05T DEPTH: 12" VALUES AGOUIRED BY LOCAL, 5TATE, NATIONAL OR INTERNATIONAL A6ENGIE5 RECEIVED Dec 14 2023 IT, DEVELOPMENT SERVICES OUTLEY 'E_TET � I� � �I }� I� BLD2023-1580 LI `ll�J I `ll_LI�I � I �. CLIENT: HOLY + 5TEPHEN KEENAN PLAN NAME: KEENAN 6ARA6E EN6INEERIN6 NUMBER : 2023.Ig2 RELEASE DATE: 12.6.23 51 NHE 51 TE U5E ONLY GONTAGT ROUTLEY EN6INEERIN6 FOR U5E ON ALTERNATE 51TE5. GOPYRIGHTOO 2019-2023 ROUTLEY ENGINEERING, ING. 1 of 50 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 50 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: 23716 91 st PI W, Edmonds, WA 98026, USA Coordinates: 47.7836784,-122.3556757 Elevation: 458 ft Timestam p: 2023-12-06T22:57:36.220Z Hazard Type: Wind ASCE 7-16 ASCE 7-10 MRI 10-Year 67 mph MRI 10-Year MRI25-Year 73 mph MRI25-Year MRI50-Year 78 mph MRI50-Year MRI 100-Year 83 mph MRI 100-Year Risk Category 1 92 mph Risk Category I Risk Category 11 97 mph Risk Category I I Risk Category III 104 mph Risk Category III -IV Risk Category IV 108 mph a o o ©2023 Maxar Technologies, U.S. Geological Sure USDA/FPAC/G 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 50 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: 23716 91 st PI W, Edmonds, WA 98026, USA Coordinates: 47.7836784,-122.3556757 Elevation: 458 ft Timestam p: 2023-12-06T22:59:13.588Z Hazard Type: Seismic Reference ASCE7-16 Document: Risk Category: II Site Class: D-default Basic Parameters Name Value Description SS 1.278 MCER ground motion (period=0.2s) St 0.448 MCER ground motion (period=1.Os) SMS 1.534 Site -modified spectral acceleration value SM1 � null Site -modified spectral acceleration value SDS 1.023 Numeric seismic design value at 0.2s SA SDI * 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 F * null Site amplification factor at 1.0s CRS 0.912 Coefficient of risk (0.2s) CR, 0.896 Coefficient of risk (1.0s) PGA 0.542 MCEG peak ground acceleration FPGp 1.2 Site amplification factor at PGA PGAM 0.651 Site modified peak ground acceleration o V % ©2023 Maxar Technologies, U.S. Geological Survey,' Report a map error USDA/FPAC/GEOL� 4 of 50 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. 6, 2023 15:10:53 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 Partially enclosed Design Category D Min Wind Loads: Walls 16 psf Site Class D Roofs 8 psf Spectral S1: 0.448g Response Acceleration Ss: 1.278g Topographic Information [ft] Shape Height Length Fundamental Period E-W N-S - - - T Used 0.121s 0.121s Site Location: - Approximate Ta Maximum T 0.121s 0.169s 0.121s 0.169s Elev: 458ft Flexible building, gust factor = 0.85 Response Factor 6.50 6.50 Case 2 E-W loads N-S loads Fa; 1.00 Fv: 1.85 Eccentricity (ft) 3.60 2.70 Loaded at 75 0 5 of 50 1-1 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN LATERAL ANALYSIS.wsw WoodWorks® Shearwalls 2019 (Update 3) Dec. 6, 2023 15:10:33 Level 1 of 1 78 O� R 03 h �P h O� B-1 01 O 10' N 3� 5' CP M 0' 5' 10, 15' 20' 25' — Factored shearline force (Ibs) LI I I Unfactored applied shear load (plf) Factored holddown force (Ibs) 0-0 Unfactored dead load (plf,lbs) • C Compression force exists Applied point load or discontinuous shearline force (Ibs) 0 vertical element required Loads: Seismic (Qe); Forces: 0.7E + 0.6D; E = pQe + 0.2 Sds D; p(NS) = 1.3; p(EW) = 1.0; Sds = 0.85; Flexible distribution 6 of 50 1-1 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN LATERAL ANALYSIS.wsw WoodWorks® Shearwalls 2019 (Update 3) Dec. 6, 2023 15:10:33 0' 5' 10, 15' 20' 25' Factored shearline force (Ibs) L_L_LJ Unfactored applied shear load (plf) ► Factored holddown force (Ibs) 0-0 Unfactored dead load (plf,lbs) • C Compression force exists 0-0 Unfactored uplift wind load (plf,lbs) ■ Vertical element required ---� I Applied point load or discontinuous shearline force (Ibs) Loads: Directional Case 1 Wind (W); Forces: 0.6W + 0.6D; Flexible distribution 7 Of 50 WoodWorks® Shearwalls LATERAL ANALYSIS.wsw Dec. 6, 2023 15:10:53 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 10.00 0.0 Level 1.00 0.0 9.00 3.5 4.5 Foundation 1.00 BLOCK and ROOF INFORMATION Block Dimensions ft Face Type Roof Panels Sloe Overhang [ft] Block 1 1 Story N-S Ridge LocationX,Y= 0.00 0.00 North Gable 90.0 1.50 Extent X,Y= 24.00 18.00 South Gable 90.0 1.50 Ridge X Location, Offset 12.00 0.00 East Side 18.5 1.50 Ridge Elevation, Height 14.00 4.00 West Side 18.5 1.50 8 of 50 WoodWorks® Shearwalls LATERAL ANALYSIS.wsw Dec. 6, 2023 15:10:53 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 50 WoodWorks® Shearwalls LATERAL ANALYSIS.wsw Dec. 6, 2023 15:10:53 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 1 0.00 0.00 18.00 18.00 12.00 - 9.00 Wall 1-1 Seg 1 0.00 0.00 18.00 18.00 12.00 - - Segment 1 - - 0.00 3.00 3.00 - 3.00 - Opening 1 - - 3.00 6.00 3.00 - - 5.00 Segment 2 - - 6.00 12.00 6.00 - 1.50 - opening 2 - - 12.00 15.00 3.00 - - 5.00 Segment 3 - - 15.00 18.00 3.00 - 3.00 - Line 2 Level 1 Line 2 1 24.00 0.00 18.00 18.00 6.33 - 9.00 Wall 2-1 Seg 1 24.00 0.00 18.00 18.00 6.33 - - Segment 1 - - 0.00 0.67 0.67 - 13.50 - Opening 1 - - 0.67 3.67 3.00 - - 5.00 Segment 2 - - 3.67 6.75 3.08 - 2.92 - Opening 2 - - 6.75 14.75 8.00 - - 5.00 Segment 3 - - 14.75 18.00 3.25 - 2.77 - 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 24.00 24.00 24.00 - 9.00 Wall A-1 Seg 1 0.00 0.00 24.00 24.00 24.00 0.38 - Line B Level 1 Line B Seg 1 18.00 0.00 24.00 24.00 24.00 - 9.00 Wall B-1 Seg 1 18.00 0.00 24.00 24.00 24.00 0.38 - 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 50 WoodWorks® Shearwalls LATERAL ANALYSIS.wsw Dec. 6, 2023 15:10:53 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 50 WoodWorks® Shearwalls LATERAL ANALYSIS.wsw Dec. 6, 2023 15:10:53 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 Lnl, Levl - Both - - 750 - - - 360 - - 3604 - Wall 1-1 1 Both 75.0 - 750 - 67 - 360 - 360 3604 0.21 Line 2 Ln2, Levl - Both - - 750 - - - 360 - - 1607 - Wall 2-1 1 Both 121.4 - 750 - .69 - 260 - 260 1607 0.47 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 25.7 - 616 - 1.0 - 360 - 360 8649 0.07 Line B LnB, Levl 1 Both 25.7 - 616 - 1.0 - 360 - 360 8649 0.07 Legend: W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "^"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 50 WoodWorks® Shearwalls LATERAL ANALYSIS.wsw Dec. 6, 2023 15:10:53 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 10414 432.0 1365 1365 1242 1242 1242 1242 All 10414 - 1365 1365 - - - - 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 = 0.85; Ev = 0.170 D unfactored; 0.119 D factored; total dead load factor: 0.6 - 0.119 = 0.481 tension, 1.0 + 0.119 = 1.119 compression. 7 13 of 50 WoodWorks® Shearwalls LATERAL ANALYSIS.wsw Dec. 6, 2023 15:10:53 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 - Both - - 621 - - - 257 - - 2574 - Wall 1-1 1 Both 41.4 - 621 - 67 - 172 - 172 2574 0.24 Line 2 Ln2, Levl - Both - - 621 - - - 257 - - 1148 - Wall 2-1 11 Both 95.4 - 621 - .69 - 176 - 176 1148 0.54 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 19.9 - 478 - 1.0 - 257 - 257 6178 0.08 Line B LnB, Levl 1 Both 19.9 - 478 - 1.0 - 257 - 257 6178 0.08 Legend: W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "^"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 50 'I F O R T E W E B" JOB SUMMARY REPORT 2023.192 - Beam Calculations ROOF FRAMING Member Name Results Current Solution Comments R1 Passed 1 piece(s) 4 x 8 DF No.2 R2 Passed 1 piece(s) 3 1/2" x 11 7/8" 24F-V4 DF Glulam ForteWEB Software Operator Job Notes Jesse Routley Routley Engineering (253) 358-3729 jesse@routleyengineering.com A Weyerhaeuser 12/7/2023 4:48:14 PM UTC ForteWEB v3.6 File Name: 2023.192 - Beam Calculations 15 of 50 Page 1 / 3 .I FO RTE W E B MEMBER REPORT PASSED ROOF FRAMING, R1 1 piece(s) 4 x 8 DF No.2 Civerall Length: 3 3' FBI All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. C Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1012 @ 0 3281 (1.50") Passed (31%) 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 558 @ 8 3/4" 3502 Passed (16%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Moment (Ft-Ibs) 823 @ 1' 7 1/2" 3438 Passed (24%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (in) 0.005 @ 1' 7 1/2" 0.081 Passed (L/999+) 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.009 @ 1' 7 1/2" 0.162 Passed (L/999+) 1.0 D + 0.75 L + 0.75 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 Nos. Supports or Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Snow Factored 1 - Trimmer - OF 1.50" 1.50" 1.50" 455 195 548 1012 None 2 - Trimmer - OF 1.50" 1.50" 1 1.50" 455 195 548 1012 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) T 3" o/c Bottom Edge (Lu) T 3" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Tributary Width Dead (0.90) Floor Live (1.00) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 3' 3" N/A 6.4 1 - Uniform (PSF) 0 to 3' 3" 13' 6" 15.8 - 25.0 ROOF 2 - Uniform (PSF) 0 to 3' 3" 6' 10.0 20.0 - ATTIC STORAGE 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 12/7/2023 4:48:14 PM LTC ForteWEB 0.6, Engine: V8.3.1.5, Data: V8.1.4.1 Weyerhaeuser File Name: 2023.19126 62iWCalculations Paget/3 aFORTEWEB' ROOF FRAMING, R2 1 piece(s) 3 1/2" x 11 7/8" 24F-V4 DF Glulam PASSED 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. 0 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 3290 @ 1 1/2" 6825 (3.00") Passed (48%) 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 2513 @ 1' 2 7/8" 8444 Passed (30%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Pos Moment (Ft-Ibs) 8230 @ 5' 3" 18920 Passed (44%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (in) 0.097 @ 5' 3" 0.256 Passed (L/999+) 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.177 @ 5' 3" 0.512 Passed (L/695) 1.0 D + 0.75 L + 0.75 S (All Spans) • Deflection criteria: LL (L/480) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • Critical positive moment adjusted by a volume/size factor of 1.00 that was calculated using length L = 10' 3". • The effects of positive or negative camber have not been accounted for when calculating deflection. • The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. • Applicable calculations are based on Nos. Supports= Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Snow Factored 1 - Trimmer - OF 3.00" 3.00" 1.50" 1489 630 1772 3290 None 2 - Trimmer - DF 3.00" 3.00" 1.50" 1489 630 1772 3290 None Lateral Bracing sm Bracing Intervals Comments Top Edge (Lu) 10' 6" o/c Bottom Edge (Lu) 10' 6" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location Tributary Width Dead (0.90) Floor Live (1.00) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 10' 6" N/A 10.1 1 - Uniform (PSF) 0 to 10' 6" 13' 6" 15.8 - 25.0 ROOF 2 - Uniform (PSF) 0 to 10' 6" 6' 10.0 20.0 - ATTIC STORAGE System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD 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 12/7/2023 4:48:14 PM LTC ForteWEB 0.6, Engine: V8.3.1.5, Data: V8.1.4.1 Weyerhaeuser File Name: 2023.19F WWCalculations Page 3/3 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 Z-Z Section Looking to +X W E H k ksf k-ft k-ft k k 18 of 50 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 19 of 50 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 20 of 50 ROUTLEY ENGINEERING 253-358-3729 General Footing DESCRIPTIO 30" 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 = 2.50 ft Length parallel to Z-Z Axis = 2.50 ft 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 - 3 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 3 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 = 3.0 OB : Overburden = M-xx = M-zz = V-x = V-z = x 3-#4 Bars X-X Bection Lacking to+Z Lr L S 5.50 W E H k ksf k-ft k-ft k k 21 of 50 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 30" Footing DESIGN SUMMARY - • Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.9713 Soil Bearing 1.457 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 0.3042 Z Flexure (+X) 1.550 k-ft/ft 5.095 k-ft/ft +1.20D+1.60S PASS 0.3042 Z Flexure (-X) 1.550 k-ft/ft 5.095 k-ft/ft +1.20D+1.60S PASS 0.3042 X Flexure (+Z) 1.550 k-ft/ft 5.095 k-ft/ft +1.20D+1.60S PASS 0.3042 X Flexure (-Z) 1.550 k-ft/ft 5.095 k-ft/ft +1.20D+1.60S PASS 0.3637 1-way Shear (+X) 27.280 psi 75.0 psi +1.20D+1.60S PASS 0.3637 1-way Shear (-X) 27.280 psi 75.0 psi +1.20D+1.60S PASS 0.3637 1-way Shear (+Z) 27.280 psi 75.0 psi +1.20D+1.60S PASS 0.3637 1-way Shear (-Z) 27.280 psi 75.0 psi +1.20D+1.60S PASS 0.8055 2-way Punching 120.826 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 0.5767 0.5767 n/a n/a 0.385 X-X, +D+S 1.50 n/a 0.0 1.457 1.457 n/a n/a 0.971 X-X, +D+0.750S 1.50 n/a 0.0 1.237 1.237 n/a n/a 0.825 X-X, +0.60D 1.50 n/a 0.0 0.3460 0.3460 n/a n/a 0.231 Z-Z, D Only 1.50 0.0 n/a n/a n/a 0.5767 0.5767 0.385 Z-Z, +D+S 1.50 0.0 n/a n/a n/a 1.457 1.457 0.971 Z-Z, +D+0.750S 1.50 0.0 n/a n/a n/a 1.237 1.237 0.825 Z-Z, +0.60D 1.50 0.0 n/a n/a n/a 0.3460 0.3460 0.231 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 0.5250 +Z Bottom 0.1728 Min Temp % 0.240 5.095 OK X-X, +1.40D 0.5250 -Z Bottom 0.1728 Min Temp % 0.240 5.095 OK X-X, +1.20D 0.450 +Z Bottom 0.1728 Min Temp % 0.240 5.095 OK X-X, +1.20D 0.450 -Z Bottom 0.1728 Min Temp % 0.240 5.095 OK X-X, +1.20D+0.50S 0.7938 +Z Bottom 0.1728 Min Temp % 0.240 5.095 OK X-X, +1.20D+0.50S 0.7938 -Z Bottom 0.1728 Min Temp % 0.240 5.095 OK X-X, +1.20D+1.60S 1.550 +Z Bottom 0.1728 Min Temp % 0.240 5.095 OK X-X, +1.20D+1.60S 1.550 -Z Bottom 0.1728 Min Temp % 0.240 5.095 OK X-X, +0.90D 0.3375 +Z Bottom 0.1728 Min Temp % 0.240 5.095 OK X-X, +0.90D 0.3375 -Z Bottom 0.1728 Min Temp % 0.240 5.095 OK X-X, +1.20D+0.20S 0.5875 +Z Bottom 0.1728 Min Temp % 0.240 5.095 OK X-X, +1.20D+0.20S 0.5875 -Z Bottom 0.1728 Min Temp % 0.240 5.095 OK Z-Z, +1.40D 0.5250 -X Bottom 0.1728 Min Temp % 0.240 5.095 OK Z-Z, +1.40D 0.5250 +X Bottom 0.1728 Min Temp % 0.240 5.095 OK Z-Z, +1.20D 0.450 -X Bottom 0.1728 Min Temp % 0.240 5.095 OK Z-Z, +1.20D 0.450 +X Bottom 0.1728 Min Temp % 0.240 5.095 OK 22 of 50 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 30" Footing Footing Flexure Flexure Axis &Load Combination 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 0.7938 -X Bottom 0.1728 Min Temp % 0.240 5.095 OK Z-Z, +1.20D+0.50S 0.7938 +X Bottom 0.1728 Min Temp % 0.240 5.095 OK Z-Z, +1.20D+1.60S 1.550 -X Bottom 0.1728 Min Temp % 0.240 5.095 OK Z-Z, +1.20D+1.60S 1.550 +X Bottom 0.1728 Min Temp % 0.240 5.095 OK Z-Z, +0.90D 0.3375 -X Bottom 0.1728 Min Temp % 0.240 5.095 OK Z-Z, +0.90D 0.3375 +X Bottom 0.1728 Min Temp % 0.240 5.095 OK Z-Z, +1.20D+0.20S 0.5875 -X Bottom 0.1728 Min Temp % 0.240 5.095 OK Z-Z, +1.20D+0.20S 0.5875 +X Bottom 0.1728 Min Temp % 0.240 5.095 OK One Way Shear Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu: Max Phi Vn Vu / Phi*Vn Status +1.40D 9.24 psi 9.24 psi 9.24 psi 9.24 psi 9.24 psi 75.00 psi 0.12 OK +1.20D 7.92 psi 7.92 psi 7.92 psi 7.92 psi 7.92 psi 75.00 psi 0.11 OK +1.20D+0.50S 13.97 psi 13.97 psi 13.97 psi 13.97 psi 13.97 psi 75.00 psi 0.19 OK +1.20D+1.60S 27.28 psi 27.28 psi 27.28 psi 27.28 psi 27.28 psi 75.00 psi 0.36 OK +0.90D 5.94 psi 5.94 psi 5.94 psi 5.94 psi 5.94 psi 75.00 psi 0.08 OK +1.20D+0.20S 10.34 psi 10.34 psi 10.34 psi 10.34 psi 10.34 psi 75.00 psi 0.14 OK Two -Way "Punching" Shear All units k Load Combination... Vu Phi*Vn Vu / Phi*Vn Status +1.40D 40.93 psi 150.00psi 0.2728 OK +1.20D 35.08 psi 150.00psi 0.2339 OK +1.20D+0.50S 61.87 psi 150.00psi 0.4125 OK +1.20D+1.60S 120.83 psi 150.00psi 0.8055 OK +0.90D 26.31 psi 150.00psi 0.1754 OK +1.20D+0.20S 45.80 psi 150.00psi 0.3053 OK 23 of 50 ROUTLEY ENGINEERING 253-358-3729 General Footing DESCRIPTIO 36" 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 = 3 ft Length parallel to Z-Z Axis = 3.0 ft Z Footing Thickness = 10.0 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 - 4 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 4 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 Fs'. P : Column Load = 4 OB : Overburden = M-xx = M-zz = V-x = V-z = Lr L S W E H 8.0 k ksf k-ft k-ft k k 24 of 50 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 36" Footing DESIGN SUMMARY - • Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.9693 Soil Bearing 1.454 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 0.2742 Z Flexure (+X) 2.20 k-ft/ft 8.024 k-ft/ft +1.20D+1.60S PASS 0.2742 Z Flexure (-X) 2.20 k-ft/ft 8.024 k-ft/ft +1.20D+1.60S PASS 0.2742 X Flexure (+Z) 2.20 k-ft/ft 8.024 k-ft/ft +1.20D+1.60S PASS 0.2742 X Flexure (-Z) 2.20 k-ft/ft 8.024 k-ft/ft +1.20D+1.60S PASS 0.2887 1-way Shear (+X) 21.651 psi 75.0 psi +1.20D+1.60S PASS 0.2887 1-way Shear (-X) 21.651 psi 75.0 psi +1.20D+1.60S PASS 0.2887 1-way Shear (+Z) 21.651 psi 75.0 psi +1.20D+1.60S PASS 0.2887 1-way Shear (-Z) 21.651 psi 75.0 psi +1.20D+1.60S PASS 0.5747 2-way Punching 86.204 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 0.5653 0.5653 n/a n/a 0.377 X-X, +D+S 1.50 n/a 0.0 1.454 1.454 n/a n/a 0.969 X-X, +D+0.750S 1.50 n/a 0.0 1.232 1.232 n/a n/a 0.821 X-X, +0.60D 1.50 n/a 0.0 0.3392 0.3392 n/a n/a 0.226 Z-Z, D Only 1.50 0.0 n/a n/a n/a 0.5653 0.5653 0.377 Z-Z, +D+S 1.50 0.0 n/a n/a n/a 1.454 1.454 0.969 Z-Z, +D+0.750S 1.50 0.0 n/a n/a n/a 1.232 1.232 0.821 Z-Z, +0.60D 1.50 0.0 n/a n/a n/a 0.3392 0.3392 0.226 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 9 Actual As Phi'Mn Status k-ft Surface in^2 in12 in12 k-ft X-X, +1.40D 0.70 +Z Bottom 0.2160 Min Temp % 0.2667 8.024 OK X-X, +1.40D 0.70 -Z Bottom 0.2160 Min Temp % 0.2667 8.024 OK X-X, +1.20D 0.60 +Z Bottom 0.2160 Min Temp % 0.2667 8.024 OK X-X, +1.20D 0.60 -Z Bottom 0.2160 Min Temp % 0.2667 8.024 OK X-X, +1.20D+0.50S 1.10 +Z Bottom 0.2160 Min Temp % 0.2667 8.024 OK X-X, +1.20D+0.50S 1.10 -Z Bottom 0.2160 Min Temp % 0.2667 8.024 OK X-X, +1.20D+1.60S 2.20 +Z Bottom 0.2160 Min Temp % 0.2667 8.024 OK X-X, +1.20D+1.60S 2.20 -Z Bottom 0.2160 Min Temp % 0.2667 8.024 OK X-X, +0.90D 0.450 +Z Bottom 0.2160 Min Temp % 0.2667 8.024 OK X-X, +0.90D 0.450 -Z Bottom 0.2160 Min Temp % 0.2667 8.024 OK X-X, +1.20D+0.20S 0.80 +Z Bottom 0.2160 Min Temp % 0.2667 8.024 OK X-X, +1.20D+0.20S 0.80 -Z Bottom 0.2160 Min Temp % 0.2667 8.024 OK Z-Z, +1.40D 0.70 -X Bottom 0.2160 Min Temp % 0.2667 8.024 OK Z-Z, +1.40D 0.70 +X Bottom 0.2160 Min Temp % 0.2667 8.024 OK Z-Z, +1.20D 0.60 -X Bottom 0.2160 Min Temp % 0.2667 8.024 OK Z-Z, +1.20D 0.60 +X Bottom 0.2160 Min Temp % 0.2667 8.024 OK 25 of 50 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 36" Footing Footing Flexure Flexure Axis &Load Combination n Mu Side Tension 9� As Re d Gvrn. As Actual As Phi*Mn Status k-ft Surface inA2 inA2 inA2 k-ft Z-Z, +1.20D+0.50S 1.10 -X Bottom 0.2160 Min Temp % 0.2667 8.024 OK Z-Z, +1.20D+0.50S 1.10 +X Bottom 0.2160 Min Temp % 0.2667 8.024 OK Z-Z, +1.20D+1.60S 2.20 -X Bottom 0.2160 Min Temp % 0.2667 8.024 OK Z-Z, +1.20D+1.60S 2.20 +X Bottom 0.2160 Min Temp % 0.2667 8.024 OK Z-Z, +0.90D 0.450 -X Bottom 0.2160 Min Temp % 0.2667 8.024 OK Z-Z, +0.90D 0.450 +X Bottom 0.2160 Min Temp % 0.2667 8.024 OK Z-Z, +1.20D+0.20S 0.80 -X Bottom 0.2160 Min Temp % 0.2667 8.024 OK Z-Z, +1.20D+0.20S 0.80 +X Bottom 0.2160 Min Temp % 0.2667 8.024 OK One Way Shear Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu: Max Phi Vn Vu / Phi*Vn Status +1.40D 6.89 psi 6.89 psi 6.89 psi 6.89 psi 6.89 psi 75.00 psi 0.09 OK +1.20D 5.91 psi 5.91 psi 5.91 psi 5.91 psi 5.91 psi 75.00 psi 0.08 OK +1.20D+0.50S 10.83 psi 10.83 psi 10.83 psi 10.83 psi 10.83 psi 75.00 psi 0.14 OK +1.20D+1.60S 21.65 psi 21.65 psi 21.65 psi 21.65 psi 21.65 psi 75.00 psi 0.29 OK +0.90D 4.43 psi 4.43 psi 4.43 psi 4.43 psi 4.43 psi 75.00 psi 0.06 OK +1.20D+0.20S 7.87 psi 7.87 psi 7.87 psi 7.87 psi 7.87 psi 75.00 psi 0.11 OK Two -Way "Punching" Shear All units k Load Combination... Vu Phi*Vn Vu / Phi*Vn Status +1.40D 27.43 psi 150.00psi 0.1829 OK +1.20D 23.51 psi 150.00psi 0.1567 OK +1.20D+0.50S 43.10 psi 150.00psi 0.2873 OK +1.20D+1.60S 86.20 psi 150.00psi 0.5747 OK +0.90D 17.63 psi 150.00psi 0.1176 OK +1.20D+0.20S 31.35 psi 150.00psi 0.209 OK 26 of 50 ROUTLEY ENGINEERING 253-358-3729 General Footing DESCRIPTIO 42" 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 = 3.50 ft Length parallel to Z-Z Axis = 3.50 ft Z Footing Thickness = 10.0 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 - 5 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 5 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 = 6.50 OB : Overburden = M-xx = M-zz = V-x = V-z = OF, Lr L S W E 10.0 1 k ksf k-ft k-ft k k 27 of 50 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 42" Footing Footing Flexure Flexure Axis &Load Combination n Mu Side Tension 9� As Re d Gvrn. As Actual As Phi*Mn Status k-ft Surface inA2 inA2 inA2 k-ft Z-Z, +1.20D+0.50S 1.60 -X Bottom 0.2160 Min Temp % 0.2857 8.568 OK Z-Z, +1.20D+0.50S 1.60 +X Bottom 0.2160 Min Temp % 0.2857 8.568 OK Z-Z, +1.20D+1.60S 2.975 -X Bottom 0.2160 Min Temp % 0.2857 8.568 OK Z-Z, +1.20D+1.60S 2.975 +X Bottom 0.2160 Min Temp % 0.2857 8.568 OK Z-Z, +0.90D 0.7313 -X Bottom 0.2160 Min Temp % 0.2857 8.568 OK Z-Z, +0.90D 0.7313 +X Bottom 0.2160 Min Temp % 0.2857 8.568 OK Z-Z, +1.20D+0.20S 1.225 -X Bottom 0.2160 Min Temp % 0.2857 8.568 OK Z-Z, +1.20D+0.20S 1.225 +X Bottom 0.2160 Min Temp % 0.2857 8.568 OK One Way Shear Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu: Max Phi Vn Vu / Phi*Vn Status +1.40D 10.21 psi 10.21 psi 10.21 psi 10.21 psi 10.21 psi 75.00 psi 0.14 OK +1.20D 8.76 psi 8.76 psi 8.76 psi 8.76 psi 8.76 psi 75.00 psi 0.12 OK +1.20D+0.50S 14.37 psi 14.37 psi 14.37 psi 14.37 psi 14.37 psi 75.00 psi 0.19 OK +1.20D+1.60S 26.71 psi 26.71 psi 26.71 psi 26.71 psi 26.71 psi 75.00 psi 0.36 OK +0.90D 6.57 psi 6.57 psi 6.57 psi 6.57 psi 6.57 psi 75.00 psi 0.09 OK +1.20D+0.20S 11.00 psi 11.00 psi 11.00 psi 11.00 psi 11.00 psi 75.00 psi 0.15 OK Two -Way "Punching" Shear All units k Load Combination... Vu Phi*Vn Vu / Phi*Vn Status +1.40D 45.24 psi 150.00psi 0.3016 OK +1.20D 38.78 psi 150.00psi 0.2585 OK +1.20D+0.50S 63.63 psi 150.00psi 0.4242 OK +1.20D+1.60S 118.32 psi 150.00psi 0.7888 OK +0.90D 29.08 psi 150.00psi 0.1939 OK +1.20D+0.20S 48.72 psi 150.00psi 0.3248 OK 28 of 50 ROUTLEY ENGINEERING 253-358-3729 General Footing DESCRIPTIO 48" 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 = 4 ft Length parallel to Z-Z Axis = 4.0 ft Z Footing Thickness = 12.0 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 - 6 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 6 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 = 8.0 OB : Overburden = M-xx = M-zz = V-x = V-z = x Lr L S W E H 13.0 k ksf k-ft k-ft k k 29 of 50 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 48" Footing DESIGN SUMMARY - • Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.9720 Soil Bearing 1.458 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 0.3255 Z Flexure (+X) 3.80 k-ft/ft 11.674 k-ft/ft +1.20D+1.60S PASS 0.3255 Z Flexure (-X) 3.80 k-ft/ft 11.674 k-ft/ft +1.20D+1.60S PASS 0.3255 X Flexure (+Z) 3.80 k-ft/ft 11.674 k-ft/ft +1.20D+1.60S PASS 0.3255 X Flexure (-Z) 3.80 k-ft/ft 11.674 k-ft/ft +1.20D+1.60S PASS 0.2909 1-way Shear (+X) 21.815 psi 75.0 psi +1.20D+1.60S PASS 0.2909 1-way Shear (-X) 21.815 psi 75.0 psi +1.20D+1.60S PASS 0.2909 1-way Shear (+Z) 21.815 psi 75.0 psi +1.20D+1.60S PASS 0.2909 1-way Shear (-Z) 21.815 psi 75.0 psi +1.20D+1.60S PASS 0.6052 2-way Punching 90.787 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 0.6450 0.6450 n/a n/a 0.430 X-X, +D+S 1.50 n/a 0.0 1.458 1.458 n/a n/a 0.972 X-X, +D+0.750S 1.50 n/a 0.0 1.254 1.254 n/a n/a 0.836 X-X, +0.60D 1.50 n/a 0.0 0.3870 0.3870 n/a n/a 0.258 Z-Z, D Only 1.50 0.0 n/a n/a n/a 0.6450 0.6450 0.430 Z-Z, +D+S 1.50 0.0 n/a n/a n/a 1.458 1.458 0.972 Z-Z, +D+0.750S 1.50 0.0 n/a n/a n/a 1.254 1.254 0.836 Z-Z, +0.60D 1.50 0.0 n/a n/a n/a 0.3870 0.3870 0.258 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 9 Actual As Phi'Mn Status k-ft Surface in^2 in12 in12 k-ft X-X, +1.40D 1.40 +Z Bottom 0.2592 Min Temp % 0.30 11.674 OK X-X, +1.40D 1.40 -Z Bottom 0.2592 Min Temp % 0.30 11.674 OK X-X, +1.20D 1.20 +Z Bottom 0.2592 Min Temp % 0.30 11.674 OK X-X, +1.20D 1.20 -Z Bottom 0.2592 Min Temp % 0.30 11.674 OK X-X, +1.20D+0.50S 2.013 +Z Bottom 0.2592 Min Temp % 0.30 11.674 OK X-X, +1.20D+0.50S 2.013 -Z Bottom 0.2592 Min Temp % 0.30 11.674 OK X-X, +1.20D+1.60S 3.80 +Z Bottom 0.2592 Min Temp % 0.30 11.674 OK X-X, +1.20D+1.60S 3.80 -Z Bottom 0.2592 Min Temp % 0.30 11.674 OK X-X, +0.90D 0.90 +Z Bottom 0.2592 Min Temp % 0.30 11.674 OK X-X, +0.90D 0.90 -Z Bottom 0.2592 Min Temp % 0.30 11.674 OK X-X, +1.20D+0.20S 1.525 +Z Bottom 0.2592 Min Temp % 0.30 11.674 OK X-X, +1.20D+0.20S 1.525 -Z Bottom 0.2592 Min Temp % 0.30 11.674 OK Z-Z, +1.40D 1.40 -X Bottom 0.2592 Min Temp % 0.30 11.674 OK Z-Z, +1.40D 1.40 +X Bottom 0.2592 Min Temp % 0.30 11.674 OK Z-Z, +1.20D 1.20 -X Bottom 0.2592 Min Temp % 0.30 11.674 OK Z-Z, +1.20D 1.20 +X Bottom 0.2592 Min Temp % 0.30 11.674 OK 30 of 50 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 48" 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 2.013 -X Bottom 0.2592 Min Temp % 0.30 11.674 OK Z-Z, +1.20D+0.50S 2.013 +X Bottom 0.2592 Min Temp % 0.30 11.674 OK Z-Z, +1.20D+1.60S 3.80 -X Bottom 0.2592 Min Temp % 0.30 11.674 OK Z-Z, +1.20D+1.60S 3.80 +X Bottom 0.2592 Min Temp % 0.30 11.674 OK Z-Z, +0.90D 0.90 -X Bottom 0.2592 Min Temp % 0.30 11.674 OK Z-Z, +0.90D 0.90 +X Bottom 0.2592 Min Temp % 0.30 11.674 OK Z-Z, +1.20D+0.20S 1.525 -X Bottom 0.2592 Min Temp % 0.30 11.674 OK Z-Z, +1.20D+0.20S 1.525 +X Bottom 0.2592 Min Temp % 0.30 11.674 OK One Way Shear Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu: Max Phi Vn Vu / Phi*Vn Status +1.40D 8.04 psi 8.04 psi 8.04 psi 8.04 psi 8.04 psi 75.00 psi 0.11 OK +1.20D 6.89 psi 6.89 psi 6.89 psi 6.89 psi 6.89 psi 75.00 psi 0.09 OK +1.20D+0.50S 11.55 psi 11.55 psi 11.55 psi 11.55 psi 11.55 psi 75.00 psi 0.15 OK +1.20D+1.60S 21.82 psi 21.82 psi 21.82 psi 21.82 psi 21.82 psi 75.00 psi 0.29 OK +0.90D 5.17 psi 5.17 psi 5.17 psi 5.17 psi 5.17 psi 75.00 psi 0.07 OK +1.20D+0.20S 8.76 psi 8.76 psi 8.76 psi 8.76 psi 8.76 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 33.45 psi 150.00psi 0.223 OK +1.20D 28.67 psi 150.00psi 0.1911 OK +1.20D+0.50S 48.08 psi 150.00psi 0.3205 OK +1.20D+1.60S 90.79 psi 150.00psi 0.6052 OK +0.90D 21.50 psi 150.00psi 0.1433 OK +1.20D+0.20S 36.43 psi 150.00psi 0.2429 OK 31 of 50 ROUTLEY ENGINEERING 253-358-3729 General Footing DESCRIPTIO 54" 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 = 4.5 ft Length parallel to Z-Z Axis = 4.50 ft Z Footing Thickness = 12.0 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 - 7 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 7 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 = 9.0 OB : Overburden = M-xx = M-zz = V-x = V-z = r Lr L S W E 18.0 1 k ksf k-ft k-ft k k 32 of 50 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 54" Footing DESIGN SUMMARY - • Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.9853 Soil Bearing 1.478 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 0.4095 Z Flexure (+X) 4.950 k-ft/ft 12.088 k-ft/ft +1.20D+1.60S PASS 0.4095 Z Flexure (-X) 4.950 k-ft/ft 12.088 k-ft/ft +1.20D+1.60S PASS 0.4095 X Flexure (+Z) 4.950 k-ft/ft 12.088 k-ft/ft +1.20D+1.60S PASS 0.4095 X Flexure (-Z) 4.950 k-ft/ft 12.088 k-ft/ft +1.20D+1.60S PASS 0.3585 1-way Shear (+X) 26.889 psi 75.0 psi +1.20D+1.60S PASS 0.3585 1-way Shear (-X) 26.889 psi 75.0 psi +1.20D+1.60S PASS 0.3585 1-way Shear (+Z) 26.889 psi 75.0 psi +1.20D+1.60S PASS 0.3585 1-way Shear (-Z) 26.889 psi 75.0 psi +1.20D+1.60S PASS 0.7940 2-way Punching 119.093 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 0.5894 0.5894 n/a n/a 0.393 X-X, +D+S 1.50 n/a 0.0 1.478 1.478 n/a n/a 0.985 X-X, +D+0.750S 1.50 n/a 0.0 1.256 1.256 n/a n/a 0.837 X-X, +0.60D 1.50 n/a 0.0 0.3537 0.3537 n/a n/a 0.236 Z-Z, D Only 1.50 0.0 n/a n/a n/a 0.5894 0.5894 0.393 Z-Z, +D+S 1.50 0.0 n/a n/a n/a 1.478 1.478 0.985 Z-Z, +D+0.750S 1.50 0.0 n/a n/a n/a 1.256 1.256 0.837 Z-Z, +0.60D 1.50 0.0 n/a n/a n/a 0.3537 0.3537 0.236 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 9 Actual As Phi'Mn Status k-ft Surface in^2 in12 in12 k-ft X-X, +1.40D 1.575 +Z Bottom 0.2592 Min Temp % 0.3111 12.088 OK X-X, +1.40D 1.575 -Z Bottom 0.2592 Min Temp % 0.3111 12.088 OK X-X, +1.20D 1.350 +Z Bottom 0.2592 Min Temp % 0.3111 12.088 OK X-X, +1.20D 1.350 -Z Bottom 0.2592 Min Temp % 0.3111 12.088 OK X-X, +1.20D+0.50S 2.475 +Z Bottom 0.2592 Min Temp % 0.3111 12.088 OK X-X, +1.20D+0.50S 2.475 -Z Bottom 0.2592 Min Temp % 0.3111 12.088 OK X-X, +1.20D+1.60S 4.950 +Z Bottom 0.2592 Min Temp % 0.3111 12.088 OK X-X, +1.20D+1.60S 4.950 -Z Bottom 0.2592 Min Temp % 0.3111 12.088 OK X-X, +0.90D 1.013 +Z Bottom 0.2592 Min Temp % 0.3111 12.088 OK X-X, +0.90D 1.013 -Z Bottom 0.2592 Min Temp % 0.3111 12.088 OK X-X, +1.20D+0.20S 1.80 +Z Bottom 0.2592 Min Temp % 0.3111 12.088 OK X-X, +1.20D+0.20S 1.80 -Z Bottom 0.2592 Min Temp % 0.3111 12.088 OK Z-Z, +1.40D 1.575 -X Bottom 0.2592 Min Temp % 0.3111 12.088 OK Z-Z, +1.40D 1.575 +X Bottom 0.2592 Min Temp % 0.3111 12.088 OK Z-Z, +1.20D 1.350 -X Bottom 0.2592 Min Temp % 0.3111 12.088 OK Z-Z, +1.20D 1.350 +X Bottom 0.2592 Min Temp % 0.3111 12.088 OK 33 of 50 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 54" 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 2.475 -X Bottom 0.2592 Min Temp % 0.3111 12.088 OK Z-Z, +1.20D+0.50S 2.475 +X Bottom 0.2592 Min Temp % 0.3111 12.088 OK Z-Z, +1.20D+1.60S 4.950 -X Bottom 0.2592 Min Temp % 0.3111 12.088 OK Z-Z, +1.20D+1.60S 4.950 +X Bottom 0.2592 Min Temp % 0.3111 12.088 OK Z-Z, +0.90D 1.013 -X Bottom 0.2592 Min Temp % 0.3111 12.088 OK Z-Z, +0.90D 1.013 +X Bottom 0.2592 Min Temp % 0.3111 12.088 OK Z-Z, +1.20D+0.20S 1.80 -X Bottom 0.2592 Min Temp % 0.3111 12.088 OK Z-Z, +1.20D+0.20S 1.80 +X Bottom 0.2592 Min Temp % 0.3111 12.088 OK One Way Shear Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu: Max Phi Vn Vu / Phi*Vn Status +1.40D 8.56 psi 8.56 psi 8.56 psi 8.56 psi 8.56 psi 75.00 psi 0.11 OK +1.20D 7.33 psi 7.33 psi 7.33 psi 7.33 psi 7.33 psi 75.00 psi 0.10 OK +1.20D+0.50S 13.44 psi 13.44 psi 13.44 psi 13.44 psi 13.44 psi 75.00 psi 0.18 OK +1.20D+1.60S 26.89 psi 26.89 psi 26.89 psi 26.89 psi 26.89 psi 75.00 psi 0.36 OK +0.90D 5.50 psi 5.50 psi 5.50 psi 5.50 psi 5.50 psi 75.00 psi 0.07 OK +1.20D+0.20S 9.78 psi 9.78 psi 9.78 psi 9.78 psi 9.78 psi 75.00 psi 0.13 OK Two -Way "Punching" Shear All units k Load Combination... Vu Phi*Vn Vu / Phi*Vn Status +1.40D 37.89 psi 150.00psi 0.2526 OK +1.20D 32.48 psi 150.00psi 0.2165 OK +1.20D+0.50S 59.55 psi 150.00psi 0.397 OK +1.20D+1.60S 119.09 psi 150.00psi 0.794 OK +0.90D 24.36 psi 150.00psi 0.1624 OK +1.20D+0.20S 43.31 psi 150.00psi 0.2887 OK 34 of 50 ROUTLEY ENGINEERING 253-358-3729 General Footing DESCRIPTIO 60" 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 = 5.0 ft Length parallel to Z-Z Axis = 5.0 ft z Footing Thickness = 12.0 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 - 8.0 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 8.0 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 Applied Loads C P : Column Load = 10.0 OB : Overburden = M-xx = M-zz = V-x = V-z = X X .4- - � __ LL�LL�LL�LL, � LL�LL�LL�LL�LL' �LLLLL L LLULLu u u .,., Lr L S W E H 23.0 k ksf k-ft k-ft k k 35 of 50 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 60" Footing DESIGN SUMMARY - • Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.9767 Soil Bearing 1.465 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 0.4912 Z Flexure (+X) 6.10 k-ft/ft 12.418 k-ft/ft +1.20D+1.60S PASS 0.4912 Z Flexure (-X) 6.10 k-ft/ft 12.418 k-ft/ft +1.20D+1.60S PASS 0.4912 X Flexure (+Z) 6.10 k-ft/ft 12.418 k-ft/ft +1.20D+1.60S PASS 0.4912 X Flexure (-Z) 6.10 k-ft/ft 12.418 k-ft/ft +1.20D+1.60S PASS 0.4217 1-way Shear (+X) 31.630 psi 75.0 psi +1.20D+1.60S PASS 0.4217 1-way Shear (-X) 31.630 psi 75.0 psi +1.20D+1.60S PASS 0.4217 1-way Shear (+Z) 31.630 psi 75.0 psi +1.20D+1.60S PASS 0.4217 1-way Shear (-Z) 31.630 psi 75.0 psi +1.20D+1.60S PASS 0.9815 2-way Punching 147.228 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 0.5450 0.5450 n/a n/a 0.363 X-X, +D+S 1.50 n/a 0.0 1.465 1.465 n/a n/a 0.977 X-X, +D+0.750S 1.50 n/a 0.0 1.235 1.235 n/a n/a 0.823 X-X, +0.60D 1.50 n/a 0.0 0.3270 0.3270 n/a n/a 0.218 Z-Z, D Only 1.50 0.0 n/a n/a n/a 0.5450 0.5450 0.363 Z-Z, +D+S 1.50 0.0 n/a n/a n/a 1.465 1.465 0.977 Z-Z, +D+0.750S 1.50 0.0 n/a n/a n/a 1.235 1.235 0.823 Z-Z, +0.60D 1.50 0.0 n/a n/a n/a 0.3270 0.3270 0.218 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 9 Actual As Phi'Mn Status k-ft Surface in^2 in12 in12 k-ft X-X, +1.40D 1.750 +Z Bottom 0.2592 Min Temp % 0.320 12.418 OK X-X, +1.40D 1.750 -Z Bottom 0.2592 Min Temp % 0.320 12.418 OK X-X, +1.20D 1.50 +Z Bottom 0.2592 Min Temp % 0.320 12.418 OK X-X, +1.20D 1.50 -Z Bottom 0.2592 Min Temp % 0.320 12.418 OK X-X, +1.20D+0.50S 2.938 +Z Bottom 0.2592 Min Temp % 0.320 12.418 OK X-X, +1.20D+0.50S 2.938 -Z Bottom 0.2592 Min Temp % 0.320 12.418 OK X-X, +1.20D+1.60S 6.10 +Z Bottom 0.2592 Min Temp % 0.320 12.418 OK X-X, +1.20D+1.60S 6.10 -Z Bottom 0.2592 Min Temp % 0.320 12.418 OK X-X, +0.90D 1.125 +Z Bottom 0.2592 Min Temp % 0.320 12.418 OK X-X, +0.90D 1.125 -Z Bottom 0.2592 Min Temp % 0.320 12.418 OK X-X, +1.20D+0.20S 2.075 +Z Bottom 0.2592 Min Temp % 0.320 12.418 OK X-X, +1.20D+0.20S 2.075 -Z Bottom 0.2592 Min Temp % 0.320 12.418 OK Z-Z, +1.40D 1.750 -X Bottom 0.2592 Min Temp % 0.320 12.418 OK Z-Z, +1.40D 1.750 +X Bottom 0.2592 Min Temp % 0.320 12.418 OK Z-Z, +1.20D 1.50 -X Bottom 0.2592 Min Temp % 0.320 12.418 OK Z-Z, +1.20D 1.50 +X Bottom 0.2592 Min Temp % 0.320 12.418 OK 36 of 50 ROUTLEY ENGINEERING 253-358-3729 General Footing DESCRIPTIO 72" 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 = 6 ft Length parallel to Z-Z Axis = 6.0 ft Z Footing Thickness = 14.0 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 - 11 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 11 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 = 16.0 OB : Overburden = M-xx = M-zz = V-x = V-z = X Lr L S W E H 31.0 k ksf k-ft k-ft k k 37 of 50 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 72" Footing DESIGN SUMMARY - • Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.9833 Soil Bearing 1.475 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 0.4932 Z Flexure (+X) 8.60 k-ft/ft 17.438 k-ft/ft +1.20D+1.60S PASS 0.4932 Z Flexure (-X) 8.60 k-ft/ft 17.438 k-ft/ft +1.20D+1.60S PASS 0.4932 X Flexure (+Z) 8.60 k-ft/ft 17.438 k-ft/ft +1.20D+1.60S PASS 0.4932 X Flexure (-Z) 8.60 k-ft/ft 17.438 k-ft/ft +1.20D+1.60S PASS 0.4054 1-way Shear (+X) 30.404 psi 75.0 psi +1.20D+1.60S PASS 0.4054 1-way Shear (-X) 30.404 psi 75.0 psi +1.20D+1.60S PASS 0.4054 1-way Shear (+Z) 30.404 psi 75.0 psi +1.20D+1.60S PASS 0.4054 1-way Shear (-Z) 30.404 psi 75.0 psi +1.20D+1.60S PASS 0.9234 2-way Punching 138.510 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 0.6136 0.6136 n/a n/a 0.409 X-X, +D+S 1.50 n/a 0.0 1.475 1.475 n/a n/a 0.983 X-X, +D+0.750S 1.50 n/a 0.0 1.259 1.259 n/a n/a 0.839 X-X, +0.60D 1.50 n/a 0.0 0.3682 0.3682 n/a n/a 0.246 Z-Z, D Only 1.50 0.0 n/a n/a n/a 0.6136 0.6136 0.409 Z-Z, +D+S 1.50 0.0 n/a n/a n/a 1.475 1.475 0.983 Z-Z, +D+0.750S 1.50 0.0 n/a n/a n/a 1.259 1.259 0.839 Z-Z, +0.60D 1.50 0.0 n/a n/a n/a 0.3682 0.3682 0.246 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 9 Actual As Phi'Mn Status k-ft Surface in^2 in12 in12 k-ft X-X, +1.40D 2.80 +Z Bottom 0.3024 Min Temp % 0.3667 17.438 OK X-X, +1.40D 2.80 -Z Bottom 0.3024 Min Temp % 0.3667 17.438 OK X-X, +1.20D 2.40 +Z Bottom 0.3024 Min Temp % 0.3667 17.438 OK X-X, +1.20D 2.40 -Z Bottom 0.3024 Min Temp % 0.3667 17.438 OK X-X, +1.20D+0.50S 4.338 +Z Bottom 0.3024 Min Temp % 0.3667 17.438 OK X-X, +1.20D+0.50S 4.338 -Z Bottom 0.3024 Min Temp % 0.3667 17.438 OK X-X, +1.20D+1.60S 8.60 +Z Bottom 0.3024 Min Temp % 0.3667 17.438 OK X-X, +1.20D+1.60S 8.60 -Z Bottom 0.3024 Min Temp % 0.3667 17.438 OK X-X, +0.90D 1.80 +Z Bottom 0.3024 Min Temp % 0.3667 17.438 OK X-X, +0.90D 1.80 -Z Bottom 0.3024 Min Temp % 0.3667 17.438 OK X-X, +1.20D+0.20S 3.175 +Z Bottom 0.3024 Min Temp % 0.3667 17.438 OK X-X, +1.20D+0.20S 3.175 -Z Bottom 0.3024 Min Temp % 0.3667 17.438 OK Z-Z, +1.40D 2.80 -X Bottom 0.3024 Min Temp % 0.3667 17.438 OK Z-Z, +1.40D 2.80 +X Bottom 0.3024 Min Temp % 0.3667 17.438 OK Z-Z, +1.20D 2.40 -X Bottom 0.3024 Min Temp % 0.3667 17.438 OK Z-Z, +1.20D 2.40 +X Bottom 0.3024 Min Temp % 0.3667 17.438 OK 38 of 50 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 72" 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 4.338 -X Bottom 0.3024 Min Temp % 0.3667 17.438 OK Z-Z, +1.20D+0.50S 4.338 +X Bottom 0.3024 Min Temp % 0.3667 17.438 OK Z-Z, +1.20D+1.60S 8.60 -X Bottom 0.3024 Min Temp % 0.3667 17.438 OK Z-Z, +1.20D+1.60S 8.60 +X Bottom 0.3024 Min Temp % 0.3667 17.438 OK Z-Z, +0.90D 1.80 -X Bottom 0.3024 Min Temp % 0.3667 17.438 OK Z-Z, +0.90D 1.80 +X Bottom 0.3024 Min Temp % 0.3667 17.438 OK Z-Z, +1.20D+0.20S 3.175 -X Bottom 0.3024 Min Temp % 0.3667 17.438 OK Z-Z, +1.20D+0.20S 3.175 +X Bottom 0.3024 Min Temp % 0.3667 17.438 OK One Way Shear Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu: Max Phi Vn Vu / Phi*Vn Status +1.40D 9.90 psi 9.90 psi 9.90 psi 9.90 psi 9.90 psi 75.00 psi 0.13 OK +1.20D 8.49 psi 8.49 psi 8.49 psi 8.49 psi 8.49 psi 75.00 psi 0.11 OK +1.20D+0.50S 15.34 psi 15.34 psi 15.34 psi 15.34 psi 15.34 psi 75.00 psi 0.20 OK +1.20D+1.60S 30.40 psi 30.40 psi 30.40 psi 30.40 psi 30.40 psi 75.00 psi 0.41 OK +0.90D 6.36 psi 6.36 psi 6.36 psi 6.36 psi 6.36 psi 75.00 psi 0.08 OK +1.20D+0.20S 11.23 psi 11.23 psi 11.23 psi 11.23 psi 11.23 psi 75.00 psi 0.15 OK Two -Way "Punching" Shear All units k Load Combination... Vu Phi*Vn Vu / Phi*Vn Status +1.40D 45.10 psi 150.00psi 0.3006 OK +1.20D 38.65 psi 150.00psi 0.2577 OK +1.20D+0.50S 69.86 psi 150.00psi 0.4657 OK +1.20D+1.60S 138.51 psi 150.00psi 0.9234 OK +0.90D 28.99 psi 150.00psi 0.1933 OK +1.20D+0.20S 51.14 psi 150.00psi 0.3409 OK 39 of 50 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 40 of 50 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 4$.d)f 500.0 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 42 of 50 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 43 of 50 ROUTLEY ENGINEERING 253-358-3729 Concrete Beam DESCRIPTIO Two 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 = 8.0 in, Total Height = 18.0 in, Top Flange Width = 15.0 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) Uniform Load : D = 0.010, L = 0.040 ksf, Tributary Width = 8.0 ft, (THEORETICAL FLOOR) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.956 : 1 Maximum Deflection Section used for this span Typical Section Max Downward Transient Deflection 0.002 in Ratio = 30842 >=361 Mu: Applied 25.282 k-ft Max Upward Transient Deflection 0.000 in Ratio = 0 <360. Mn * Phi: Allowable 26.452 k-ft Max Downward Total Deflection 0.004 in Ratio = 15851 >=181 Max Upward Total Deflection 0.000 in Ratio = 0 <180. Location of maximum on span 2.495 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 A4 ) Cross Section Bar Layout Description Bottom Top I gross Icr - Bottom Icr - Top Section 1 2- #4 @ d=15",1- #4 @ d=3", 26.45 17.38 5,184.58 604.61 357.58 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 7.866 7.866 Overall MINimum 1.327 1.327 +D+H 2.212 2.212 +D+L+H 6.312 6.312 +D+Lr+H 2.212 2.212 +D+S+H 5.650 5.650 44 of 50 ROUTLEY ENGINEERING 253-358-3729 Concrete Beam File: 1500 PSF Isolated Footing Calculations.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.17 DESCRIPTIO Two Floor Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 +D+0.750Lr+0.750L+H 5.287 5.287 +D+0.750L+0.750S+H 7.866 7.866 +D+0.60W+H 2.212 2.212 +D+0.750Lr+0.750L+0.450W+H 5.287 5.287 +D+0.750L+0.750S+0.450W+H 7.866 7.866 +0.60D+0.60W+0.60H 1.327 1.327 +D+0.70E+0.60H 2.212 2.212 +D+0.750L+0.750S+0.5250E+H 7.866 7.866 +0.60D+0.70E+H 1.327 1.327 D Only 2.212 2.212 L Only 4.100 4.100 S Only 3.437 3.437 H Only Detailed Shear Information 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 0.00 15.00 12.25 12.25 0.00 1.00 9.30 PhiVc < Vu 2.955 9.3 0.0 0.0 +1.20D+L+1.60S+1.60H 1 0.05 15.00 12.16 12.16 0.67 1.00 9.30 PhiVc < Vu 2.862 9.3 0.0 0.0 +1.20D+L+1.60S+1.60H 1 0.11 15.00 12.07 12.07 1.33 1.00 9.30 PhiVc < Vu 2.769 9.3 0.0 0.0 +1.20D+L+1.60S+1.60H 1 0.16 15.00 11.98 11.98 1.99 1.00 9.30 PhiVc < Vu 2.676 9.3 0.0 0.0 +1.20D+L+1.60S+1.60H 1 0.22 15.00 11.88 11.88 2.64 1.00 9.30 PhiVc < Vu 2.583 9.3 0.0 0.0 +1.20D+L+1.60S+1.60H 1 0.27 15.00 11.79 11.79 3.28 1.00 9.30 PhiVc < Vu 2.490 9.3 0.0 0.0 +1.20D+L+1.60S+1.60H 1 0.33 15.00 11.70 11.70 3.93 1.00 9.30 PhiVc < Vu 2.397 9.3 0.0 0.0 +1.20D+L+1.60S+1.60H 1 0.38 15.00 11.60 11.60 4.56 1.00 9.30 PhiVc < Vu 2.304 9.3 0.0 0.0 +1.20D+L+1.60S+1.60H 1 0.44 15.00 11.51 11.51 5.19 1.00 9.30 PhiVc < Vu 2.211 9.3 0.0 0.0 +1.20D+L+1.60S+1.60H 1 0.49 15.00 11.42 11.42 5.82 1.00 9.30 PhiVc < Vu 2.118 9.3 0.0 0.0 +1.20D+L+1.60S+1.60H 1 0.55 15.00 11.32 11.32 6.44 1.00 9.30 PhiVc < Vu 2.025 9.3 0.0 0.0 +1.20D+L+1.60S+1.60H 1 0.60 15.00 11.23 11.23 7.06 1.00 9.30 PhiVc < Vu 1.932 9.3 0.0 0.0 +1.20D+L+1.60S+1.60H 1 0.66 15.00 11.14 11.14 7.67 1.00 9.30 PhiVc < Vu 1.839 9.3 0.0 0.0 +1.20D+L+1.60S+1.60H 1 0.71 15.00 11.05 11.05 8.28 1.00 9.30 PhiVc < Vu 1.746 9.3 0.0 0.0 +1.20D+L+1.60S+1.60H 1 0.77 15.00 10.95 10.95 8.88 1.00 9.30 PhiVc < Vu 1.653 9.3 0.0 0.0 +1.20D+L+1.60S+1.60H 1 0.82 15.00 10.86 10.86 9.47 1.00 9.30 PhiVc < Vu 1.560 9.3 0.0 0.0 +1.20D+L+1.60S+1.60H 1 0.87 15.00 10.77 10.77 10.06 1.00 9.30 PhiVc < Vu 1.467 9.3 0.0 0.0 +1.20D+L+1.60S+1.60H 1 0.93 15.00 10.67 10.67 10.65 1.00 9.30 PhiVc < Vu 1.374 9.3 0.0 0.0 +1.20D+L+1.60S+1.60H 1 0.98 15.00 10.58 10.58 11.23 1.00 9.30 PhiVc < Vu 1.281 9.3 0.0 0.0 +1.20D+L+1.60S+1.60H 1 1.04 15.00 10.49 10.49 11.81 1.00 9.30 PhiVc < Vu 1.188 9.3 0.0 0.0 +1.20D+L+1.60S+1.60H 1 1.09 15.00 10.39 10.39 12.38 1.00 9.30 PhiVc < Vu 1.095 9.3 0.0 0.0 +1.20D+L+1.60S+1.60H 1 1.15 15.00 10.30 10.30 12.94 0.99 9.30 PhiVc < Vu 1.006 9.3 0.0 0.0 +1.20D+L+1.60S+1.60H 1 1.20 15.00 10.21 10.21 13.50 0.95 9.26 PhiVc < Vu 0.9501 9.3 0.0 0.0 +1.20D+L+1.60S+1.60H 1 1.26 15.00 10.12 10.12 14.06 0.90 9.22 PhiVc < Vu 0.8913 9.2 0.0 0.0 +1.20D+L+1.60S+1.60H 1 1.31 15.00 10.02 10.02 14.61 0.86 9.19 PhiVc < Vu 0.8296 9.2 0.0 0.0 +1.20D+L+1.60S+1.60H 1 1.37 15.00 9.93 9.93 15.15 0.82 9.16 PhiVc < Vu 0.7655 9.2 0.0 0.0 +1.20D+L+1.60S+1.60H 1 1.42 15.00 9.84 9.84 15.69 0.78 9.14 PhiVc < Vu 0.6992 9.1 0.0 0.0 +1.20D+L+1.60S+1.60H 1 1.48 15.00 9.74 9.74 16.23 0.75 9.11 PhiVc < Vu 0.6310 9.1 0.0 0.0 +1.20D+L+1.60S+1.60H 1 1.53 15.00 9.65 9.65 16.76 0.72 9.09 PhiVc < Vu 0.5610 9.1 0.0 0.0 +1.20D+L+1.60S+1.60H 1 1.58 15.00 9.56 9.56 17.28 0.69 9.07 PhiVc < Vu 0.4894 9.1 0.0 0.0 +1.20D+L+1.60S+1.60H 1 1.64 15.00 9.46 9.46 17.80 0.66 9.05 PhiVc < Vu 0.4164 9.0 0.0 0.0 +1.20D+L+1.60S+1.60H 1 1.69 15.00 9.37 9.37 18.32 0.64 9.03 PhiVc < Vu 0.3422 9.0 0.0 0.0 +1.20D+L+1.60S+1.60H 1 1.75 15.00 9.28 9.28 18.83 0.62 9.01 PhiVc < Vu 0.2668 9.0 0.0 0.0 +1.20D+L+1.60S+1.60H 1 1.80 15.00 9.19 9.19 19.33 0.59 9.00 PhiVc < Vu 0.1904 9.0 0.0 0.0 +1.20D+L+1.60S+1.60H 1 1.86 15.00 9.09 9.09 19.83 0.57 8.98 PhiVc < Vu 0.1130 9.0 0.0 0.0 +1.20D+L+1.60S+1.60H 1 1.91 15.00 9.00 9.00 20.33 0.55 8.97 PhiVc < Vu 0.03470 9.0 0.0 0.0 +1.20D+L+1.60S+1.60H 1 1.97 15.00 8.91 8.91 20.81 0.53 8.95 PhiVc/2 < Vu <= )t Regd 9.E 9.0 0.0 0.0 +1.20D+L+1.60S+1.60H 1 2.02 15.00 8.81 8.81 21.30 0.52 8.94 PhiVc/2 < Vu <= )t Regd 9.E 8.9 0.0 0.0 +1.20D+L+1.60S+1.60H 1 2.08 15.00 8.72 8.72 21.78 0.50 8.93 PhiVc/2 < Vu <= )t Regd 9.E 45-bf 500.0 0.0 +1.20D+L+1.60S+1.60H 1 2.13 15.00 8.63 8.63 22.25 0.48 8.91 PhiVc/2 < Vu <= )t Regd 9.E 8.9 0.0 0.0 ROUTLEY ENGINEERING 253-358-3729 Concrete Beam DESCRIPTIO Two 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 25.28 26.45 0.96 6.05 26.45 0.23 18.37 26.45 0.69 22.07 26.45 0.83 13.43 26.45 0.51 5.19 26.45 0.20 25.28 26.45 0.96 17.04 26.45 0.64 13.43 26.45 0.51 17.13 26.45 0.65 3.89 26.45 0.15 14.91 26.45 0.56 3.89 26.45 0.15 Load Combination Span Max. "-" Defl (in) _ocation in Span (ft Load Combination +D+0.750L+0.750S+0.5250E+H 1 0.0038 2.500 Max. "+" DO (invocation in Span (ft 0.0000 0.000 46 of 50 ROUTLEY ENGINEERING 253-358-3729 Concrete Beam DESCRIPTIO Three 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 = Cross Section & Reinforcing Details Inverted Tee Section, Stem Width = 8.0 in, Total Height = 20.0 in, Top Flange Width = 18.0 in, Flange Thickness = 8.0 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) Uniform Load : D = 0.010, L = 0.040 ksf, Tributary Width = 8.0 ft, (THEORETICAL FLOOR) Uniform Load : D = 0.010, L = 0.040 ksf, Tributary Width = 8.0 ft, (THEORETICAL FLOOR) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.885 : 1 Maximum Deflection Section used for this span Typical Section Max Downward Transient Deflection Mu: Applied 26.582 k-ft Max Upward Transient Deflection Mn * Phi: Allowable 30.052 k-ft Max Downward Total Deflection Max Upward Total Deflection Location of maximum on span 2.505 ft Span # where maximum occurs Span # 1 Cross Section Strenqth & Inertia Cross Section Bar Layout Description Design OK 0.002in Ratio= 39976>=361 0.000 in Ratio = 0 <360. 0.003in Ratio= 21932>=181 0.000 in Ratio = 0 <180. Top & Bottom references are for tension side of secti n (k-ft) Moment of Inertia ( in14 ) Bottom Top I gross Icr - Bottom Icr - Top Section 1 2- #4 @ d=1 T',1- #4 @ d=3", 30.05 19.43 7,680.00 791.91 469.25 Vertical Reactions Support notation : Far left is #1 Load Combination Overall MAXimum Overall MINimum +D+H +D+L+H +D+Lr+H Support 1 Support 2 8.666 8.666 1.447 1.448 2.412 2.413 7.312 7.313 2.412 2.413 47 of 50 ROUTLEY ENGINEERING 253-358-3729 Concrete Beam File: 1500 PSF Isolated Footing Calculations.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.17 DESCRIPTIO Three Floor Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 +D+S+H 5.850 5.850 +D+0.750Lr+0.750L+H 6.087 6.088 +D+0.750L+0.750S+H 8.666 8.666 +D+0.60W+H 2.412 2.413 +D+0.750Lr+0.750L+0.450W+H 6.087 6.088 +D+0.750L+0.750S+0.450W+H 8.666 8.666 +0.60D+0.60W+0.60H 1.447 1.448 +D+0.70E+0.60H 2.412 2.413 +D+0.750L+0.750S+0.5250E+H 8.666 8.666 +0.60D+0.70E+H 1.447 1.448 D Only 2.412 2.413 L Only 4.900 4.900 S Only 3.437 3.438 H Only Detailed Shear Information 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 0.00 17.00 13.29 13.29 0.00 1.00 10.44 PhiVc < Vu 2.855 10.4 0.0 0.0 +1.20D+L+1.60S+1.60H 1 0.05 17.00 13.18 13.18 0.72 1.00 10.44 PhiVc < Vu 2.739 10.4 0.0 0.0 +1.20D+L+1.60S+1.60H 1 0.11 17.00 13.06 13.06 1.44 1.00 10.44 PhiVc < Vu 2.624 10.4 0.0 0.0 +1.20D+L+1.60S+1.60H 1 0.16 17.00 12.95 12.95 2.15 1.00 10.44 PhiVc < Vu 2.508 10.4 0.0 0.0 +1.20D+L+1.60S+1.60H 1 0.22 17.00 12.83 12.83 2.86 1.00 10.44 PhiVc < Vu 2.392 10.4 0.0 0.0 +1.20D+L+1.60S+1.60H 1 0.27 17.00 12.72 12.72 3.55 1.00 10.44 PhiVc < Vu 2.276 10.4 0.0 0.0 +1.20D+L+1.60S+1.60H 1 0.33 17.00 12.60 12.60 4.25 1.00 10.44 PhiVc < Vu 2.161 10.4 0.0 0.0 +1.20D+L+1.60S+1.60H 1 0.38 17.00 12.48 12.48 4.93 1.00 10.44 PhiVc < Vu 2.045 10.4 0.0 0.0 +1.20D+L+1.60S+1.60H 1 0.44 17.00 12.37 12.37 5.61 1.00 10.44 PhiVc < Vu 1.929 10.4 0.0 0.0 +1.20D+L+1.60S+1.60H 1 0.49 17.00 12.25 12.25 6.28 1.00 10.44 PhiVc < Vu 1.813 10.4 0.0 0.0 +1.20D+L+1.60S+1.60H 1 0.55 17.00 12.14 12.14 6.95 1.00 10.44 PhiVc < Vu 1.698 10.4 0.0 0.0 +1.20D+L+1.60S+1.60H 1 0.60 17.00 12.02 12.02 7.61 1.00 10.44 PhiVc < Vu 1.582 10.4 0.0 0.0 +1.20D+L+1.60S+1.60H 1 0.66 17.00 11.91 11.91 8.26 1.00 10.44 PhiVc < Vu 1.466 10.4 0.0 0.0 +1.20D+L+1.60S+1.60H 1 0.71 17.00 11.79 11.79 8.91 1.00 10.44 PhiVc < Vu 1.350 10.4 0.0 0.0 +1.20D+L+1.60S+1.60H 1 0.77 17.00 11.67 11.67 9.55 1.00 10.44 PhiVc < Vu 1.235 10.4 0.0 0.0 +1.20D+L+1.60S+1.60H 1 0.82 17.00 11.56 11.56 10.19 1.00 10.44 PhiVc < Vu 1.119 10.4 0.0 0.0 +1.20D+L+1.60S+1.60H 1 0.87 17.00 11.44 11.44 10.81 1.00 10.44 PhiVc < Vu 1.003 10.4 0.0 0.0 +1.20D+L+1.60S+1.60H 1 0.93 17.00 11.33 11.33 11.44 1.00 10.44 PhiVc < Vu 0.8875 10.4 0.0 0.0 +1.20D+L+1.60S+1.60H 1 0.98 17.00 11.21 11.21 12.05 1.00 10.44 PhiVc < Vu 0.7717 10.4 0.0 0.0 +1.20D+L+1.60S+1.60H 1 1.04 17.00 11.10 11.10 12.66 1.00 10.44 PhiVc < Vu 0.6560 10.4 0.0 0.0 +1.20D+L+1.60S+1.60H 1 1.09 17.00 10.98 10.98 13.27 1.00 10.44 PhiVc < Vu 0.5402 10.4 0.0 0.0 +1.20D+L+1.60S+1.60H 1 1.15 17.00 10.86 10.86 13.86 1.00 10.44 PhiVc < Vu 0.4245 10.4 0.0 0.0 +1.20D+L+1.60S+1.60H 1 1.20 17.00 10.75 10.75 14.45 1.00 10.44 PhiVc < Vu 0.3088 10.4 0.0 0.0 +1.20D+L+1.60S+1.60H 1 1.26 17.00 10.63 10.63 15.04 1.00 10.44 PhiVc < Vu 0.1930 10.4 0.0 0.0 +1.20D+L+1.60S+1.60H 1 1.31 17.00 10.52 10.52 15.61 0.95 10.41 PhiVc < Vu 0.1116 10.4 0.0 0.0 +1.20D+L+1.60S+1.60H 1 1.37 17.00 10.40 10.40 16.19 0.91 10.37 PhiVc < Vu 0.02877 10.4 0.0 0.0 +1.20D+L+1.60S+1.60H 1 1.42 17.00 10.29 10.29 16.75 0.87 10.34 PhiVc/2 < Vu <= )t Regd 9.E 10.3 0.0 0.0 +1.20D+L+1.60S+1.60H 1 1.48 17.00 10.17 10.17 17.31 0.83 10.31 PhiVc/2 < Vu <= )t Regd 9.E 10.3 0.0 0.0 +1.20D+L+1.60S+1.60H 1 1.53 17.00 10.05 10.05 17.86 0.80 10.29 PhiVc/2 < Vu <= )t Regd 9.E 10.3 0.0 0.0 +1.20D+L+1.60S+1.60H 1 1.58 17.00 9.94 9.94 18.41 0.76 10.26 PhiVc/2 < Vu <= )t Regd 9.E 10.3 0.0 0.0 +1.20D+L+1.60S+1.60H 1 1.64 17.00 9.82 9.82 18.95 0.73 10.24 PhiVc/2 < Vu <= )t Regd 9.E 10.2 0.0 0.0 +1.20D+L+1.60S+1.60H 1 1.69 17.00 9.71 9.71 19.48 0.71 10.22 PhiVc/2 < Vu <= )t Regd 9.E 10.2 0.0 0.0 +1.20D+L+1.60S+1.60H 1 1.75 17.00 9.59 9.59 20.01 0.68 10.20 PhiVc/2 < Vu <= )t Regd 9.E 10.2 0.0 0.0 +1.20D+L+1.60S+1.60H 1 1.80 17.00 9.48 9.48 20.53 0.65 10.18 PhiVc/2 < Vu <= )t Regd 9.E 10.2 0.0 0.0 +1.20D+L+1.60S+1.60H 1 1.86 17.00 9.36 9.36 21.05 0.63 10.16 PhiVc/2 < Vu <= )t Regd 9.E 10.2 0.0 0.0 +1.20D+L+1.60S+1.60H 1 1.91 17.00 9.24 9.24 21.55 0.61 10.15 PhiVc/2 < Vu <= )t Regd 9.E 10.1 0.0 0.0 +1.20D+L+1.60S+1.60H 1 1.97 17.00 9.13 9.13 22.06 0.59 10.13 PhiVc/2 < Vu <= )t Regd 9.E 10.1 0.0 0.0 +1.20D+L+1.60S+1.60H 1 2.02 17.00 9.01 9.01 22.55 0.57 10.11 PhiVc/2 < Vu <= )t Regd 9.E 48.bf 500.0 0.0 +1.20D+L+1.60S+1.60H 1 2.08 17.00 8.90 8.90 23.04 0.55 10.10 PhiVc/2 < Vu <= )t Regd 9.E 10.1 0.0 0.0 ROUTLEY ENGINEERING 253-358-3729 Concrete Beam File: 1500 PSF Isolated Footing Calculations.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.17 DESCRIPTIO Three Floor Detailed Shear Information Load Combination Span Distance 'd' Number (ft) (in) Vu Actual (k) Design Mu (k-ft) d*Vu/Mu Phi*Vc Comment Phi'Vs (k) (k) Phi'Vn Spacing (in) (k) Req'dBuggest +1.20D+L+1.60S+1.60H 1 2.13 17.00 8.78 8.78 23.52 0.53 10.09 PhiVc/2 < Vu <= )t Regd 9.E 10.1 0.0 0.0 +1.20D+L+1.60S+1.60H 1 2.19 17.00 8.67 8.67 24.00 0.51 10.07 PhiVc/2 < Vu <= )t Regd 9.E 10.1 0.0 0.0 +1.20D+L+1.60S+1.60H 1 2.24 17.00 8.55 8.55 24.47 0.49 10.06 PhiVc/2 < Vu <= )t Regd 9.E 10.1 0.0 0.0 +1.20D+L+1.60S+1.60H 1 2.30 17.00 8.43 8.43 24.93 0.48 10.05 PhiVc/2 < Vu <= )t Regd 9.E 10.0 0.0 0.0 +1.20D+L+1.60S+1.60H 1 2.35 17.00 8.32 8.32 25.39 0.46 10.04 PhiVc/2 < Vu <= )t Regd 9.E 10.0 0.0 0.0 +1.20D+L+1.60S+1.60H 1 2.40 17.00 8.20 8.20 25.84 0.45 10.03 PhiVc/2 < Vu <= )t Regd 9.E 10.0 0.0 0.0 +1.20D+L+1.60S+1.60H 1 2.46 17.00 8.09 8.09 26.29 0.44 10.02 PhiVc/2 < Vu <= )t Regd 9.E 10.0 0.0 0.0 +1.20D+L+1.60S+1.60H 1 2.51 17.00 -8.03 8.03 26.51 0.43 10.01 PhiVc/2 < Vu <= )t Regd 9.E 10.0 0.0 0.0 +1.20D+L+1.60S+1.60H 1 2.57 17.00 -8.14 8.14 26.07 0.44 10.02 PhiVc/2 < Vu <= )t Regd 9.E 10.0 0.0 0.0 +1.20D+L+1.60S+1.60H 1 2.62 17.00 -8.26 8.26 25.62 0.46 10.03 PhiVc/2 < Vu <= )t Regd 9.E 10.0 0.0 0.0 +1.20D+L+1.60S+1.60H 1 2.68 17.00 -8.38 8.38 25.16 0.47 10.04 PhiVc/2 < Vu <= )t Regd 9.E 10.0 0.0 0.0 +1.20D+L+1.60S+1.60H 1 2.73 17.00 -8.49 8.49 24.70 0.49 10.06 PhiVc/2 < Vu <= )t Regd 9.E 10.1 0.0 0.0 +1.20D+L+1.60S+1.60H 1 2.79 17.00 -8.61 8.61 24.24 0.50 10.07 PhiVc/2 < Vu <= )t Regd 9.E 10.1 0.0 0.0 +1.20D+L+1.60S+1.60H 1 2.84 17.00 -8.72 8.72 23.76 0.52 10.08 PhiVc/2 < Vu <= )t Regd 9.E 10.1 0.0 0.0 +1.20D+L+1.60S+1.60H 1 2.90 17.00 -8.84 8.84 23.28 0.54 10.09 PhiVc/2 < Vu <= )t Regd 9.E 10.1 0.0 0.0 +1.20D+L+1.60S+1.60H 1 2.95 17.00 -8.95 8.95 22.80 0.56 10.11 PhiVc/2 < Vu <= )t Regd 9.E 10.1 0.0 0.0 +1.20D+L+1.60S+1.60H 1 3.01 17.00 -9.07 9.07 22.30 0.58 10.12 PhiVc/2 < Vu <= )t Regd 9.E 10.1 0.0 0.0 +1.20D+L+1.60S+1.60H 1 3.06 17.00 -9.19 9.19 21.81 0.60 10.14 PhiVc/2 < Vu <= )t Regd 9.E 10.1 0.0 0.0 +1.20D+L+1.60S+1.60H 1 3.11 17.00 -9.30 9.30 21.30 0.62 10.15 PhiVc/2 < Vu <= )t Regd 9.E 10.2 0.0 0.0 +1.20D+L+1.60S+1.60H 1 3.17 17.00 -9.42 9.42 20.79 0.64 10.17 PhiVc/2 < Vu <= )t Regd 9.E 10.2 0.0 0.0 +1.20D+L+1.60S+1.60H 1 3.22 17.00 -9.53 9.53 20.27 0.67 10.19 PhiVc/2 < Vu <= )t Regd 9.E 10.2 0.0 0.0 +1.20D+L+1.60S+1.60H 1 3.28 17.00 -9.65 9.65 19.75 0.69 10.21 PhiVc/2 < Vu <= )t Regd 9.E 10.2 0.0 0.0 +1.20D+L+1.60S+1.60H 1 3.33 17.00 -9.77 9.77 19.22 0.72 10.23 PhiVc/2 < Vu <= )t Regd 9.E 10.2 0.0 0.0 +1.20D+L+1.60S+1.60H 1 3.39 17.00 -9.88 9.88 18.68 0.75 10.25 PhiVc/2 < Vu <= )t Regd 9.E 10.3 0.0 0.0 +1.20D+L+1.60S+1.60H 1 3.44 17.00 -10.00 10.00 18.14 0.78 10.28 PhiVc/2 < Vu <= )t Regd 9.E 10.3 0.0 0.0 +1.20D+L+1.60S+1.60H 1 3.50 17.00 -10.11 10.11 17.59 0.81 10.30 PhiVc/2 < Vu <_ )t Regd 9.E 10.3 0.0 0.0 +1.20D+L+1.60S+1.60H 1 3.55 17.00 -10.23 10.23 17.03 0.85 10.33 PhiVc/2 < Vu <= )t Regd 9.E 10.3 0.0 0.0 +1.20D+L+1.60S+1.60H 1 3.61 17.00 -10.34 10.34 16.47 0.89 10.36 PhiVc/2 < Vu <= )t Regd 9.E 10.4 0.0 0.0 +1.20D+L+1.60S+1.60H 1 3.66 17.00 -10.46 10.46 15.90 0.93 10.39 PhiVc < Vu 0.07054 10.4 0.0 0.0 +1.20D+L+1.60S+1.60H 1 3.72 17.00 -10.58 10.58 15.33 0.98 10.42 PhiVc < Vu 0.1520 10.4 0.0 0.0 +1.20D+L+1.60S+1.60H 1 3.77 17.00 -10.69 10.69 14.75 1.00 10.44 PhiVc < Vu 0.2509 10.4 0.0 0.0 +1.20D+L+1.60S+1.60H 1 3.83 17.00 -10.81 10.81 14.16 1.00 10.44 PhiVc < Vu 0.3666 10.4 0.0 0.0 +1.20D+L+1.60S+1.60H 1 3.88 17.00 -10.92 10.92 13.56 1.00 10.44 PhiVc < Vu 0.4824 10.4 0.0 0.0 +1.20D+L+1.60S+1.60H 1 3.93 17.00 -11.04 11.04 12.96 1.00 10.44 PhiVc < Vu 0.5981 10.4 0.0 0.0 +1.20D+L+1.60S+1.60H 1 3.99 17.00 -11.15 11.15 12.36 1.00 10.44 PhiVc < Vu 0.7139 10.4 0.0 0.0 +1.20D+L+1.60S+1.60H 1 4.04 17.00 -11.27 11.27 11.75 1.00 10.44 PhiVc < Vu 0.8296 10.4 0.0 0.0 +1.20D+L+1.60S+1.60H 1 4.10 17.00 -11.39 11.39 11.13 1.00 10.44 PhiVc < Vu 0.9453 10.4 0.0 0.0 +1.20D+L+1.60S+1.60H 1 4.15 17.00 -11.50 11.50 10.50 1.00 10.44 PhiVc < Vu 1.061 10.4 0.0 0.0 +1.20D+L+1.60S+1.60H 1 4.21 17.00 -11.62 11.62 9.87 1.00 10.44 PhiVc < Vu 1.177 10.4 0.0 0.0 +1.20D+L+1.60S+1.60H 1 4.26 17.00 -11.73 11.73 9.23 1.00 10.44 PhiVc < Vu 1.293 10.4 0.0 0.0 +1.20D+L+1.60S+1.60H 1 4.32 17.00 -11.85 11.85 8.59 1.00 10.44 PhiVc < Vu 1.408 10.4 0.0 0.0 +1.20D+L+1.60S+1.60H 1 4.37 17.00 -11.96 11.96 7.94 1.00 10.44 PhiVc < Vu 1.524 10.4 0.0 0.0 +1.20D+L+1.60S+1.60H 1 4.43 17.00 -12.08 12.08 7.28 1.00 10.44 PhiVc < Vu 1.640 10.4 0.0 0.0 +1.20D+L+1.60S+1.60H 1 4.48 17.00 -12.20 12.20 6.62 1.00 10.44 PhiVc < Vu 1.755 10.4 0.0 0.0 +1.20D+L+1.60S+1.60H 1 4.54 17.00 -12.31 12.31 5.95 1.00 10.44 PhiVc < Vu 1.871 10.4 0.0 0.0 +1.20D+L+1.60S+1.60H 1 4.59 17.00 -12.43 12.43 5.27 1.00 10.44 PhiVc < Vu 1.987 10.4 0.0 0.0 +1.20D+L+1.60S+1.60H 1 4.64 17.00 -12.54 12.54 4.59 1.00 10.44 PhiVc < Vu 2.103 10.4 0.0 0.0 +1.20D+L+1.60S+1.60H 1 4.70 17.00 -12.66 12.66 3.90 1.00 10.44 PhiVc < Vu 2.218 10.4 0.0 0.0 +1.20D+L+1.60S+1.60H 1 4.75 17.00 -12.77 12.77 3.21 1.00 10.44 PhiVc < Vu 2.334 10.4 0.0 0.0 +1.20D+L+1.60S+1.60H 1 4.81 17.00 -12.89 12.89 2.50 1.00 10.44 PhiVc < Vu 2.450 10.4 0.0 0.0 +1.20D+L+1.60S+1.60H 1 4.86 17.00 -13.01 13.01 1.80 1.00 10.44 PhiVc < Vu 2.566 10.4 0.0 0.0 +1.20D+L+1.60S+1.60H 1 4.92 17.00 -13.12 13.12 1.08 1.00 10.44 PhiVc < Vu 2.681 10.4 0.0 0.0 +1.20D+L+1.60S+1.60H 1 4.97 17.00 -13.24 13.24 0.36 1.00 10.44 PhiVc < Vu 2.797 10.4 0.0 0.0 49 of 50 Maximum Forces & Stresses for Load Combinations ROUTLEY ENGINEERING 253-358-3729 Concrete Beam DESCRIPTIO Three 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 26.58 30.05 0.88 6.40 30.05 0.21 20.27 30.05 0.67 23.97 30.05 0.80 14.73 30.05 0.49 5.49 30.05 0.18 26.58 30.05 0.88 17.34 30.05 0.58 14.73 30.05 0.49 18.43 30.05 0.61 4.12 30.05 0.14 16.21 30.05 0.54 4.12 30.05 0.14 Load Combination Span Max. "-" Defl (in) _ocation in Span (ft Load Combination +D+0.750L+0.750S+0.5250E+H 1 0.0027 2.500 Max. "+" DO (invocation in Span (ft 0.0000 0.000 50 of 50