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HomeMy WebLinkAboutBLD2023-00804 Calculations - BLD Engineering / Geo-tech Reports - 2/15/2023 2018 lE3G LATERAL AND 6RAV I TY LOAD EN61 NEER I N6 r OUTLEY R EWjIli1N6 CLIENT: 5TEVE BARLAND PLAN NAME: BARLAND GARAGE ENGINEERING NUMBER : 2022.216 RELEA5E DATE: 12.25.22 PLAN REV15ION: 2.15.23 51TE CRITERIA IcI50 NE TAHUYA BLAGK5MITH RD TAHUYA, WA a8588 ELEVATION: 3a5' WIND EXP: G WIND 5PEED:aI MPH ROOF 5NOK 25 P5F 5E15MIG DE516N: D --- 501L GLA55: D - -_-_- - ---- - g 5E15MIG 51: 1.5-71 0 0 0'0 5E15MIG 55: 0.515 — - - -- _ FR05T DEPTH: 12" L �� VALUE-5 AGOUIRED BY LOGAL, STATE, JjllE= ==jj C- � -- NATIONAL OR INTERNATIONAL A6ENGIE5 - 51 NOLE 51 TE U5E ONLY GONTAGT ROUTLEY EN6INEERIN6 FOR U5E ON ALTERNATE 51TE5. 0gERr oF waS0 co o � � r �po�pF 56 T- �SS�ONALENG WPTM6W@2014-2023 RMEY ENVNEMN5,INC. 1 of 59 i r OUT RE,,1,,,,L.E. ,Y._,,. 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 59 A This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback. • 6 The ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why. L1TCHazards by Location Search Information Address: 1950 NE Tahuya Blacksmith Rd,Tahuya, WA 98588, USA 395 ft Coordinates: 47.4609818,-122.9880851 Elevation: 395 ft Ti mestam p: 2022-11-1 OT21:13:11.657Z Hazard Type: Wind Mao data 72022 Imagery©2022,Maxar Technologies, Report a map error U.S.Geological Survey,USDA/FPAC/GEO ASCE 7-16 ASCE 7-10 ASCE 7-05 MRI 10-Year 66 mph MRI 10-Year 72 mph ASCE 7-05 Wind Speed 85 rnlrt MRI 25-Year 73 mph MR125-Year 79 mph MR150-Year 77 mph MR150-Year 85 mph MRI 100-Year 82 mph MRI 100-Year 91 mph Risk Category 1 91 mph Risk Category 1 100 mph Risk Category II 97 mph Risk Category II 110 mph Risk Category 111 103 mph Risk Category III-IV 115 mph Risk Category IV 107 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 lco"ponsibility 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_ �TC Hazards by Location Search Information Address: 1950 NE Tahuya Blacksmith Rd, Tahuya, WA 98588, USA 395 ft Coordinates: 47.4609818,-122.9880851 Elevation: 395 ft Timestam p: 2022-11-1 OT21:40:42.853Z x Hazard Type: Seismic M.D data V2022 Imagery©2022,Maxar Technologies, Report a map error U.S.Geological Survey,USDA/FPAC/GEO Reference ASCE7-16 Document: Risk Category: II Site Class: D Basic Parameters Name Value Description SS 1.577 MCER ground motion (period=0.2s) St 0.575 MCER ground motion (period=1.0s) SMS 1.577 Site-modified spectral acceleration value SMt *null Site-modified spectral acceleration value SIDS 1.051 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 Site amplification factor at 0.2s Fv *null Site amplification factor at 1.0s CRg 0.905 Coefficient of risk(0.2s) CRt 0.882 Coefficient of risk(1.0s) A,11 ------, 4 of 59 W o o d W o r k s ® S h e a rw a lls SOFTWARE FOR WOOD D E S IG N WoodWorks®Shearwalls 2019(Update 3) LATERAL ANALYSIS REV 2.15.23.wsw Feb.15,2023 16:49:00 Project Information COMPANY AND PROJECT INFORMATION Company Project RCUTLEY ENG NEER NG G G HARBOR, VW 253-358-3729 DESIGN SETTINGS 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 19% (<=19%) 10% (<=19%) 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 C Building System Bearing Wall Enclosure Partially enclosed Design Category D Min Wind Loads:Walls 16 psf Site Class D Roofs 8 psf Spectral Response Acceleration Topographic Information[ft] S1: 0.575g Ss: 1.577g Shape Height Length Fundamental Period E-W NS T Used 0.139s 0.139s Site Location: - Approximate Ta 0.139s 0.139s Elev: 395ft Maximum T 0.195s 0.195s Rigid building - Static analysis Response Factor R 6.50 6.50 Case 2 E-W loads N-S loads Fa: 1.20 Fv: 1.73 Eccentricity(%) 15 15 Loaded at 75% 5 of 59 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN LATERAL ANALYSIS REV 2.15.23.wsw WoodWorks®Shearwalls 2019(Update 3) Feb. 15,2023 16:48:42 Level 1 of 1 `L^ C&C 28.2/33.4 ��tx u'0 1�4 B-1 1174 O 5' rn rnj 0' ti^ 5' MI M N N N N N � U U °� 06U U 0' ti3 ^3 5' t 174 A_1 1174 �p 4 1 7 7 ��, C& �8.2/33.4 0' 5' 10, 15' 20' 25' 30' -- Factored shearline force(Ibs) LUJ Unfactored applied shear load(plf) Factored holddown force(Ibs) 0. 0 Unfactored dead load(plf,lbs) •C Compression force exists ( E) Unfactored uplift wind load(plf,lbs) 0 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 6 of 59 F--woomorksiShearwalls SOFTWARE FOR WOOD DESIGN LATERAL ANALYSIS REV 2.15.23.wsw WoodWorks®Shearwalls 2019(Update 3) Feb.15,2023 16:48:42 Level 1 of 1 ,� 00 9 9 p B-1 9 5� 0' O� 1 5' 0. r N 5' of To ,n rn rn 1" A 1 01 �s 9s 7 7 70 170 19 19 ?9 ?9 ? 2 j d' S' 10, 15' 20' 25' 30' Factored shearline force(Ibs) Unfactored applied shear load(plf) Factored holddown force(Ibs) ® (9 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)=1.0;p(EW)=1.0;Sds=1.0; Flexible distribution 7 of 59 WoodWorks® ShearwalIS LATERAL ANALYSIS REV 2.15.23.wsw Feb. 15, ' 2023 16:49:00 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 0.00 0.0 0.00 3.5 4.5 Foundation 0.00 BLOCK and ROOF INFORMATION Block Roof Panels Dimensions ft Face Type Sloe Overhang ft Block 1 1 Story E-W Ridge Location X,Y= 0.00 0.00 North Side 26.6 1.50 Extent X,Y= 32.00 26.00 South Side 26.6 1.50 Ridge Y Location,Offset 13.00 0.00 East Gable 90.0 1.50 Ridge Elevation,Height 16.50 6.50 West Gable 90.0 1.50 2 8 of 59 WoodWorks® ShearwalIS LATERAL ANALYSIS REV 2.15.23.wsw Feb. 15, • 2023 16:49:00 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 StructShOSB 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 Ibin.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 A 1(casing sizes=box sizes). Gauges: 11 ga=0.120"x 1-3/4"(gypsum sheathing, 25/32"fiberboard), 1-1/2"(lath&plaster, 1/2"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, 1-1/4"long. 5/8" 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 N otes: 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 Species Grade b d Spcg SG E Standard Wall Grp in in in pSiA6 1 I 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 59 WoodWorks® Shearwalls LATERAL ANALYSIS REV 2.15.23.wsw Feb. 15, • 2023 16:49:00 SHEARLINE,WALL and OPENING DIMENSIONS North-south Type Wall Location Extent[ft] Length FHS Aspect Height Shearlines Group X ft Start End ft Ratio ft Line 1 Level 1 Line 1 1 0.00 0.00 26.00 26.00 16.92 - 10.00 Wall 1-1 Seg 1 0.00 0.00 26.00 26.00 16.92 - - Segment 1 - - 0.00 8.50 8.50 - 1.18 - Opening 1 - - 8.50 17.58 9.08 - - 5.00 Segment 2 - - 17.58 26.00 8.42 - 1.19 - Line 2 Level 1 Line 2 Seg 1 32.00 0.00 26.00 26.00 26.00 - 10.00 Wall 2-1 Seg 1 32.00 0.00 26.00 26.00 26.00 0.38 - 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 1 0.00 0.00 32.00 32.00 9.83 - 10.00 Wall A-1 Seg 1 0.00 0.00 32.00 32.00 9.83 - - Segment 1 - - 0.00 3.00 3.00 - 3.33 - Opening 1 - - 3.00 11.50 8.50 - - 5.00 Segment 2 - - 11.50 15.08 3.58 - 2.79 - Opening 2 - - 15.08 25.00 9.92 - - 5.00 Segment 3 - - 25.00 28.25 3.25 - 3.08 - opening 3 - - 28.25 31.25 3.00 - - 5.00 Segment 4 - - 31.25 32.00 0.75 - 13.33 - Line B Level 7 Line B Seg 1 26.00 0.00 32.00 32.00 32.00 - 10.00 Wall B-1 Seg 1 26.00 0.00 32.00 32.00 32.00 0.31 - 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(hlbs),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 4 10 of 59 • WOOCIWOY{CS® Shear walls LATERAL ANALYSIS REV 2.15.23.wsw Feb. 15, 2023 16:49:00 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 59 • WoodWorks® Shearwalls LATERAL ANALYSIS REV 2.15.23.wsw Feb. 15, 2023 16:49:00 Flexible Diaphragm Wind Design ASCE 7 Directional (All Heights) Loads SHEAR RESULTS N-S W For ASD Shear Force[pif] 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 - - 1791 - - - 360 - - 6096 - Wall 1-1 1 Both 105.9 - 1791 - 1.0 - 360 - 360 6096 0.29 Line 2 Ln2, Levl 1 Both 68.9 - 1791 - 1.0 - 360 - 360 9369 0.19 E-W W For ASD Shear Force[plf] Asp-Cub Allowable Shear[plf] Resp. Shearlines Gp Dir v vmaxlvft V Ibs Int Ext Int Ext Co C Cmb V Ibs Ratio Line A Level 1 LnA, Levl - Both - - 1174 - - - 360 - - 2335 - Wall A-1 1 Both 108.7 - 1174 - .60 - 216 - 216 2335 0.50 Line B LnB, Levl 1 Both 36.7 - 1174 - 1.0 - 360 - 360 11532 0.10 Legend: W Gp-Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "A"means that this wall is critical for all walls in the Standard Wall group. For Dir-Direction of wind force along shearline. v-Design shear force=ASD-factored shear force per unit FHS for critical wall segment vmax-Collector and in-plane anchorage force for perforated walls as per SDPWS eqn.4.3-9= V/FHS/Co.FHS factored for narrow segments as per 4.3.4.3 V-ASD factored shear force.For shearline:total shearline force.For wall:total of all segments on wall. Asp/Cub-Aspect ratio adjustment from SDPWS 4.3.3.4 for critical segment on wall x unblocked structural wood panel factor Cub from SDPWS 4.3.3.2 Int-Unit shear capacity of interior sheathing;Ext-Unit shear capacity of exterior sheathing. Include Cub factor and aspect ratio adjustments for critical wall segment. Co-Adjustment factor for perforated walls from SDPWS Equation 4.3-5. C-Sheathing combination rule,A=Add capacities, S=Strongest side or twice weakest, G=Stiffness-based using SDPWS 4.3-3. Cmb-Combined interior and exterior unit shear capacity including perforated wall factor Co. V-Total factored shear capacity of shearline or wall. Crit Resp-Critical response=v/Cmb=design shear force/unit shear capacity for critical segment on wall. "S"indicates that the wind design criterion was critical in selecting wall. Notes: Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4. 6 12 of 59 WoodWorks® Shearwalls LATERAL ANALYSIS REV 2.15.23.wsw Feb. 15, 2023 16:49:00 Flexible Diaphragm Seismic Design SEISMIC INFORMATION Level Mass Area Story Shear[Ibs] Diaphragm Force[Ibs] Ibs s .ft E-W N-S E-W: Fpx Design N-S: Fpx Design 1 17643 832.0 2714 2714 3116 3116 3116 3116 All 17643 - 2714 2714 - - - - 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 1.00 Automatically calculated according to ASCE 7 12.3.4.2. Vertical Earthquake Load Ev Ev=0.2 Sds D;Sds=1.00; Ev=0.200 D unfactored;0.140 D factored;total dead load factor:0.6-0.140=0.460 tension, 1.0+0.140=1.140 compression. 13 of 59 ' WoodWorks® Shearwalls LATERAL ANALYSIS REV 2.15.23.wsw Feb. 15, 2023 16:49:00 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 - - 950 - - - 257 - - 4354 - Wall 1-1 1 Both 56.2 - 950 - 1.0 - 257 - 257 4354 0.22 Line 2 Ln2, Levl 1 Both 36.5 - 950 - 1.0 - 257 - 257 6692 0.14 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 - Both - - 950 - - - 257 - - 1668 - Wall A-1 1^ Both 88.0 - 950 - .60 - 154 - 154 1668 0.57 Line B LnB, Levl 1 Both 29.7 - 950 - 1.0 - 257 - 257 8237 0.12 Legend: W Gp-Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "A"means that this wall is critical for all walls in the Standard Wall group. For Dir—Direction of seismic force along shearline. v-Design shear force=ASD-factored shear force per unit FHS for critical wall segment vmax-Collector and in-plane anchorage force for perforated walls as per SDPWS eqn. 4.3-9= V/FHS/Co.FHS factored for narrow segments as per 4.3.4.3 V-ASD factored shear force. For shearline:total shearline force.For wall:total of all segments on wall. Asp/Cub—Aspect ratio adjustment from SDPWS 4.3.3.4 for critical segment on wall x unblocked structural wood panel factor Cub from SDPWS 4.3.3.2 Int-Unit shear capacity of interior sheathing;Ext-Unit shear capacity of exterior sheathing. Include Cub factor and aspect ratio adjustments for critical wall segment. Co-Adjustment factor for perforated walls from SDPWS Equation 4.3-5. C-Sheathing combination rule,A=Add capacities, S=Strongest side or twice weakest, G=Stiffness-based using SDPWS 4.3-3. Cmb-Combined interior and exterior unit shear capacity including perforated wall factor Co. V—Total factored shear capacity of shearline or wall. Crit Resp—Critical response=v/Cmb=design shear force/unit shear capacity for critical segment on wall. "W"indicates that the wind design criterion was critical in selecting wall. N otes: 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 59 '1 F �'�t � F 30B SUMMARY REPORT O R T E 2022.216- Beam Calculations REV 2.15.23 ROOFFRAMING h;ember Name Results Current Solution Comments RI Passed 1 piece(s)4 x 8 DF No-2 R2 Passed 1 piece(s)4 x 8 DF No.2 R3 Passed 1 piece(s)3 1/2"x 11 7/8"24F-V4 DF Glulam ForteWEB Software Operator lob Notes 2/16/2023 1:03:16 AM UTC Jesse Routley Routley Engineering FOrteWE6 v3.5 (253)358-3729 Jesse@routleyengineering.com Weyerhaeuser File Name: 2022.216-Beam Calculations REV 2.15.23 15 of 59 Panp 1 /4 ia l'U K I h W h t3 MEMBER REPORT PASSED ROOF FRAMING, R1 1 piece(s)4 x 8 DF No.2 Overall Length:4' + + 0 0 h' k= 4' 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) System:Wall Member Reaction(Ibs) 280 @ 0 3281(1.50") Passed(9%) 1.0 D+1.0 S(All Spans) Member Type:Header Building Use:Residential Shear(Ibs) 184 @ 8 3/4" 3502 Passed(5%) 1.15 1.0 D+1.0 5(All Spans) Building Code:IBC 2018 Moment(Ft-Ibs) 297 @ 2'1 1/2" 3438 Passed(9%) 1.15 1.0 D+1.0 S(All Spans) Design Methodology:Aso Live Load Defl.(in) 0.003 @ 2'1 1/2" 0.142 Passed(L/999+) 1.0 D+1.0 S(All Spans) Total Load Defl.(in) 0.005 @ 2'1 1/2" 0.213 Passed(L/999+) 1.0 D+1.0 S(All Spans) • Deflection criteria:LL(L/360)and TL(L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NDS. Bearing Length Loads to Supports(Ibs) Supports Total Available Required Dead Snow Factored Accessories 1-Trimmer-DF 1.50" 1.50"' 1.50" 121 159 280 None 2-Trimmer-OF 1.50" 1.50" 1.50" 121 159 280 None Lateral Bracing Bracing Intervals Comments Top Edge(Lu) 4'3"o/c Bottom Edge(Lu) 4'3"o/c -Maximum allowable bracing intervals based on applied load. Dead Snow Vertical Loads Location Tributary Width (0.90) (1.15) Comments 0-Self Weight(PLF) 0 to 4'3" N/A 6.4 1-Uniform(PSF) 0 to 4'3" 3' 16.8 25.0 ROOF 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 ForteWES Software operator lob Notes 2/16/2023 1:03:16 AM UTC Jesse Routley JesseRoutley Engineering ForteWE6 v3.5, Engine:V8.2.3.63,Data:V8.1.3.6 (253)358 3729 Ali,jesse@routleyengineering.com Weyerhaeuser File Name: 2022.216-Beam CaNJ-0 APREV 2.15.23 Pans 2 /4 'I1'UK I t W t13 MEMBER REPORT PASSED ROOF FRAMING, R2 1 piece(s)4 x 8 DF No.2 Overall Length:3'5" 0 0 4 3'2" 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattem) System:Wall Member Reaction(Ibs) 1046 @ 0 3281(1.50") Passed(32%) 1.0 D+1.0 S(All Spans) Member Type:Header Shear(Ibs) 599 @ 8 3/4" 3502 Passed(17%) 1.15 1.0 D+1.0 S(All Spans) Building Use:Residential Building Code:IBC 2018 Moment(Ft-Ibs) 893 @ 1'8 1/2" 3438 Passed(26%) 1.15 1.0 D+1.0 S(All Spans) Design Methodology:Aso Live Load Defl.(in) 0.006 @ 1'8 1/2" 0.114 Passed(L/999+) 1.0 D+1.0 S(All Spans) Total Load Defl.(in) 0.011 @ 1'8 1/2" 0.171 Passed(L/999+) 1.0 D+ 1.0 S(All Spans) • Deflection criteria:ILL(L/360)and TL(L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NDS. Bearing Length Loads to Supports(Ibs) Supports Total Available Required Dead Snow Factored Accessories 1-Trimmer-DF 1.50" 1.50" 1.50" 426 619 1046 None 2-Trimmer-DF 1.50" 1.50" 1 1.50" 426 619 1046 None Lateral Bracing Bracing Intervals Comments Top Edge(Lu) TV o/c Bottom Edge(Lu) TV o/c -Maximum allowable bracing intervals based on applied load. Dead Snow Vertical Loads Location Tributary Width (0.90) (1.15) Comments 0-Self Weight(PLF) 0 to TV N/A 6.4 -- 1-Uniform(PSF) 0 to 3'5" 14'6" 16.8 25.0 ROOF 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.coryVwoodproducts/dc)cument-library. The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software operator lob Notes 2/16/2023 1:03:16 AM UTC Jesse Routley Routley Engineering ForteWEB 0.5, Engine:V8.2.3.63, Data: V8.1.3.6 (253)358-3729 �cL jesse@routleyengineering.com Weyerhaeuser File Name: 2022.216-Beam CalIuli� APREV 2.15.23 Panes I /4 :I1'uK I t W tti MEMBER REPORT PASSED ROOF FRAMING, R3 • 1 piece(s)3 1/2"x 11 7/8"24F-V4 DF Glulam Overall Length:10'9" 0 0 10 3 L 4 ❑1 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual 0 Location Allowed Result LDF toad:Combination(Pattern) System:Wall Member Reaction(Ibs) 3310 @ 1 1/2" 6825(3.00") Passed(48%) -- 1.0 D+ 1.0 S(All Spans) Member Type:Header Shear(Ibs) 2546 @ 1'2 7/8" 8444 Passed(30%) 1.15 1.0 D+1.0 S(All Spans) Building Use:Residential Building Code:IBC 2018 Pos Moment(Ft-Ibs) 8486 @ 5'4 1/2" 18920 Passed(45%) 1.15 1.0 D+1.0 S(All Spans) Design Methodology:ASD Live Load Defl.(in) 0.113 @ 5'4 1/2" 0.350 Passed(L/999+) 1.0 D+1.0 S(All Spans) Total Load Defl.(in) 0.192 @ 5'4 1/2" 0.525 Passed(L/658) 1.0 D+1.0 S(All Spans) • Deflection criteria:LL(L/360)and TL(L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L=10'6". •The effects of positive or negative camber have not been accounted for when calculating deflection. •The specified glulam is assumed to have its strong laminations at the bottom of the beam.Install with proper side up as indicated by the manufacturer. •Applicable calculations are based on NDS. Bearing Length Loads to Supports(Ibs) Supports Total Available Required Dead Snow Factored Accessories 1-Trimmer-DF 3.00" 3.00" 1.50" 1361 1948 3310 None 2-Trimmer-DF 3.00" 3.00" 1.50" 1361 1948 3310 None Lateral Bracing Bracing Intervals comments Top Edge(Lu) 10'9"o/c Bottom Edge(Lu) 10,9"o/c -Maximum allowable bracing intervals based on applied load. Dead Snow Vertical Loads Location Tributary Width (0.90) (1.15) Comments 0-Self Weight(PLF) 0 to 10,9" N/A 10.1 1-Uniform(PSF) 0 to 10,9" 14'6" 16.8 25.0 ROOF 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 2/16/2023 1:03:16 AM LITC Jesse Routiey Routley Engineering ForteWEB 0.5, Engine:V8.2.3.63, Data:V8.1.3.6 (253)358 3729 File Name: 2022.216-Beam CaI��IRiWREV 2.15.23 jesse@routleyengineerirg.com Weyerhaeuser Pap 4 /4 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 #-:-K-W-06012680 Routley Engineering 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 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 N Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel /o BendingReinf. _ = f Allow press. increase per foot of depth ks 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 Z Length parallel to Z-Z Axis = 2.0 ft Footing Thickness = 8.0 in Pedestal dimensions... x ! x px : parallel to X-X Axis = in pz : parallel to Z-Z Axis = in Height - in 1 Rebar Centerline to Edge of Concrete... ' at Bottom of footing = 3.0 in --- - - h Z ; 0 Reinforcing 2-0 Bars parallel to X-X Axis 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 X.X SocFiw Loo"to+Z z.z s.caon L—ng n.x #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P : Column Load = 2.50 3.0 k OB : Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k 19 of 59 ROUTLEY ENGINEERING 253-358-3729 General FOOtl11 File: 1500 PSF Isolated Footing Calculations.ec6 g Software copyright ENERCALC,INC. 1983-2020.Build:12.20.5.17 KW-06012580 Routley Engineering 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 Req'd Gvrn.As Actual As Phi'Mn Status k-ft Surface inA2 inA2 inA2 k-ft X-X, +1.40D 0.4375 +Z Bottom 0.1728 Min Temp% 0.20 4.288 OK X-X, +1.40D 0.4375 -Z Bottom 0.1728 Min Temp% 0.20 4.288 OK X-X, +1.20D 0.3750 +Z Bottom 0.1728 Min Temp% 0.20 4.288 OK X-X, +1.20D 0.3750 -Z Bottom 0.1728 Min Temp% 0.20 4.288 OK X-X, +1.20D+0.50S 0.5625 +Z Bottom 0.1728 Min Temp% 0.20 4.288 OK X-X, +1.20D+0.50S 0.5625 -Z Bottom 0.1728 Min Temp% 0.20 4.288 OK X-X, +1.20D+1.60S 0.9750 +Z Bottom 0.1728 Min Temp% 0.20 4.288 OK X-X, +1.20D+1.60S 0.9750 -Z Bottom 0.1728 Min Temp% 0.20 4.288 OK X-X, +0.90D 0.2813 +Z Bottom 0.1728 Min Temp% 0.20 4.288 OK X-X, +0.90D 0.2813 -Z Bottom 0.1728 Min Temp% 0.20 4.288 OK X-X, +1.20D+0.20S 0.450 +Z Bottom 0.1728 Min Temp% 0.20 4.288 OK X-X, +1.20D+0.20S 0.450 -Z Bottom 0.1728 Min Temp% 0.20 4.288 OK Z-Z, +1.40D 0.4375 -X Bottom 0.1728 Min Temp% 0.20 4.288 OK Z-Z, +1.40D 0.4375 +X Bottom 0.1728 Min Temp% 0.20 4.288 OK Z-Z, +1.20D 0.3750 -X Bottom 0.1728 Min Temp% 0.20 4.288 OK Z-Z, +1.20D 0.3750 +X Bottom 0.1728 Min Temp% 0.20 4.288 OK 20 of 59 ROUTLEY ENGINEERING 253-358-3729 General FOOt111g Software c File: 1500 PSF Isolated Footing Calculations.ec6 ' copyright ENERCALC,INC.1983-2020,Build:12.20.5.17 KW-06012680 Routley Engineering DESCRIPTIO 24" Footing Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Surface inA2 in"2 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 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__ +1.401D 33.60 psi 150.00psi 0.224 OK +1.201D 28.80 psi 150.00psi 0.192 OK +1.20D+0.50S 43.20 psi 150.00psi 0.288 OK +1.20D+1.60S 74.88 psi 150.00psi 0.4992 OK +0.90D 21.60 psi 150.00psi 0.144 OK +1.20D+0.20S 34.56 psi 150.00psi 0.2304 OK 21 of 59 ROUTLEY ENGINEERING 253-358-3729 i File: 1500 PSF Isolated Footing Calculations.ec6 General Footing Software copyright ENERCALC,INC.1983-2020,Build:12.20.5.17 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 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 Z Length parallel to Z-Z Axis = 2.50 ft Footing Thickness = 8.0 in Pedestal dimensions... x % px : parallel to X-X Axis = in - H pz : parallel to Z-Z Axis = in Height in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in Reinforcing Bars parallel to X-X Axis Number of Bars = 3 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 3 b Reinforcing Bar Size = # 4 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separatiol %.%BMIM LOdtM1y W sZ L2 6cb,tmwrp b•a n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D _ Lr L S W E H P : Column Load = 3.0 5.50 k OB : Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k 22 of 59 ROUTLEY ENGINEERING 253-358-3729 General Footing File: 1500 PSF Isolated Footing Calculations.ec6 g Software I copyright ENERCALC,INC.1983-2020,Build: KW-06012580 Routley Engineering DESCRIPTIO 30" Footing DESIGN SUMMARY 9" • 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-f/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 Req'd Gvrn.As Actual As Phi"Mn Status k-ft Surface inA2 in^2 inA2 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 23 of 59 - ROUTLEY ENGINEERING 253-358-3729 File: 1500 PSF Isolated Footing Calculations.ec6 General Footing Software copyright ENERCALC,INC.1983-2020,Build:12.20.5.17 DESCRIPTIO 30" Footing Footing Flexure Flexure Axis 8 Load Combination Mu Side Tension As Req'd Gvrn.As 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 24 of 59 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 KW-0601 2580 Routley Engineering 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 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 wit 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 t � Pedestal dimensions... px : parallel to X-X Axis = in '^ pz : parallel to Z-Z Axis = in --- Height - in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in —� W Reinforcing _ 3 Bars parallel to X-X Axis Number of Bars = 4 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis — Number of Bars = 4 j Reinforcing Bar Size = # 4 —JEER P Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separatiol .x,.� ,.•: n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads _ D Lr L S W E _ H P : Column Load = 4 8.0 k OB : Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k 25 of 59 I ROUTLEY ENGINEERING 253-358-3729 General FOOtl11 File: 1500 PSF Isolated Footing Calculations.ec6 g Software copyright ENERCALC,INC.1983-2020,Build:12.20.5.17 KW-06012580 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 All units k Sliding Stability 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 Req'd Gvrn.As Actual As Phi'Mn Status k-ft Surface inA2 inA2 inA2 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 26 of 59 ROUTLEY ENGINEERING 253-358-3729 File: 1500 PSF Isolated Footing Calculations.ec6 General Footing Software copyright ENERCALC,INC.1983-2020,Build:12.20.5.17 DESCRIPTIO 36" Footing Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'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 a@-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 27 of 59 ROUTLEY ENGINEERING 253-358-3729 General Footing File: 1500 PSF Isolated Footing Calculations.ec6 g Software c ' opyright ENERCALC,INC.1983-2020,Build: KW-06012580 Routley Engineering 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 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 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... x x : parallel to X-X Axis in P P � pz : parallel to Z-Z Axis = In s Height - in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in =-- ----;--- --� I a i c Reinforcing L ---------- W Bars parallel to X-X Axis 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 Applied Loads D Lr L S W E H P : Column Load = 6.50 10.0 k OB : Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k 28 of 59 ROUTLEY ENGINEERING 253-358-3729 General Footing File: 1500 PSF Isolated Footing Calculationsec6 g S I oftware copyright ENERCALC,INC.1983-2020,Build: KW-06012580 Routley Engineering DESCRIPTIO 42" Footing Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'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 29 of 59 ROUTLEY ENGINEERING 253-358-3729 File: 1500 PSF Isolated Footing Calculationsec6 General Footing S ' oftware copyright ENERCALC,INC. 1983-2020,Build: KW-06012580 Routley Engineering 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 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 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 i I Pedestal dimensions... " § _. ____ px : parallel to X-X Axis = in pz : parallel to Z-Z Axis _ in I Height In Rebar Centerline to Edge of Concrete... �_ _ � —_ at Bottom of footing = 3.0 in Reinforcing Bars parallel to X-X Axis 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) �I- Direction Requiring Closer Separatiol �...�..., ._�. . n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P : Column Load = 8.0 13.0 k OB : Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k 30 of 59 ROUTLEY ENGINEERING 253-358-3729 General Footing File: 1500 PSF Isolated Footing Calculations.ec6 9 Software c ' opyright ENERCALC,INC. 1983-2020,Build: KW-06012680 RoUtley Engineering 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-f/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 0 X-X, + .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 All units k Sliding Stability 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 Req'd Gvrn.As Actual As Phi'Mn Status k-ft Surface in^2 in12 inA2 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, +1.401D 1.40 +X Bottom 0.2592 Min Temp% 0.30 11.674 OK Z-Z, +1.201D 1.20 -X Bottom 0.2592 Min Temp% 0.30 11.674 OK Z-Z, +1.201D 1.20 +X Bottom 0.2592 Min Temp% 0.30 11.674 OK 31 of 59 ROUTLEY ENGINEERING 253-358-3729 General Footing File: 1500 PSF Isolated Footing Calculations.ec6 9 Software c ' opyright ENERCALC,INC.1983-2020,Build: KW-06012580 Routley Engineering DESCRIPTIO 48" Footing Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Surface inA2 in12 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 32 of 59 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 KW-06OT2580 Routley Engineering 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 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 Footing Thickness = 12.0 in Pedestal dimensions... " � --- ---" px : parallel to X-X Axis = In pz : parallel to Z-Z Axis _ in Height in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in Reinforcing Bars parallel to X-X Axis 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 Applied_ Loads D Lr L S W E_ H P : Column Load = 9.0 18.0 k OB : Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k 33 of 59 ROUTLEY ENGINEERING 253-358-3729 General FOOt111g File: 1500 PSF Isolated Footing Calculations.ec6 ' Software copyright ENERCALC,INC.1983-2020,Build:12.20.5.17 KW-06012580 Routley Engineering 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-f/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 j 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 Req'd Gvrn.As Actual As Phi'Mn Status k-ft Surface in12 inA2 inA2 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 34 of 59 ROUTLEY ENGINEERING 253-358-3729 General Footing File: 1500 PSF Isolated Footing Calculations.ec6 g S ' oftware copyright ENERCALC,INC.1983-2020,Build: KW-06012580 Routley Engineering DESCRIPTIO 54" Footing Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gvrn.As 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 +1.201D 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 +1.201D 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 35 of 59 ROUTLEY ENGINEERING 253-358-3729 General Footing File: 1500 PSF Isolated Footing Calculations.ec6 9 Software copyright ENERCALC,INC. 1983-2020,Build:12.20.5.17 i.0 12580 Routley Engineering 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 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 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 - _T 7 i Pedestal dimensions... x # # x px : parallel to X-X Axis = in pz : parallel to Z-Z Axis = in I -! Height - in Rebar Centerline to Edge of Concrete... — " ) at Bottom of footing = 3.0 in Reinforcing _3 Bars parallel to X-X Axis Number of Bars = 8.0 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 8.0 x� Reinforcing Bar Size = # 4 44 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 D Lr L S W E H P : Column Load = 10.0 23.0 k OB : Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k 36 of 59 ROUTLEY ENGINEERING 253-358-3729 File: 1500 PSF Isolated Footing Calculations.ec6 General Footing Software copyright ENERCALC,INC.1983-2020,Build:12.20.5.17 I 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-f/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 Req'd Gvrn.As Actual As Phi*Mn Status k-ft Surface W2 inA2 inA2 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 37 of 59 ROUTLEY ENGINEERING 253-358-3729 General Footing File: 1500 PSF Isolated Footing Calculations.ec6 g Software c ' opyright ENERCALC,INC. 1983-2020,Build: KW-06012580 Routley Engineering 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 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 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 Wit 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 �_�jar. Pedestal dimensions... x X px : parallel to X-X Axis _ in — { pz : parallel to Z-Z Axis = in Height - in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in w Reinforcing Le� Bars parallel to X-X Axis 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 Applied Loads D Lr L S W E H P : Column Load = 16.0 31.0 k OB : Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k 38 of 59 ROUTLEY ENGINEERING 253-358-3729 File: 1500 PSF Isolated Footing Calculations.ec6 General Footing Software copyright ENERCALC,INC.1983-2020,Build:12.20.5.17 :. Routley Engineering 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-f/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 Req'd Gvrn.As Actual As Phi*Mn Status k-ft Surface inA2 in12 inA2 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 39 of 59 I ROUTLEY ENGINEERING 253-358-3729 File: 1500 PSF Isolated Footing Calculations.ec6 General Footing Software copyright ENERCALC,INC.1983-2020,Build:12.20.5.17 DESCRIPTIO 72" Footing Footing Flexure Flexure Axis 8 Load Combination Mu Side Tension As Req'd Gvrn.As 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 40 of 59 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 KW-06012580 Routiey Engineering DESCRIPTIO One Floor CODE REFERENCES 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 : &90 fr= fc2 7.50 = 375.0 psi Shear : 0.750 y Density = 145.0 pcf R 1 = 0.850 a, LtWt Facto = 1.0 Elastic Modulus 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= D(2.5)L(5)S(5) a D(0.08)L(0.32)_� a D O.225 S 0.375 _ �� - -- 6"w x 18—"h 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 9 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 Location of maximum on span 2.505 ft Max Upward Total Deflection 0.000 in Ratio= 0<180. 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 MlNimum 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 41 of 59 ROUTLEY ENGINEERING 253-358-3729 Concrete Beam File: 1500 PSF Isolated Footing Calculations.ec6 Software c ' opyright ENERCALC,INC.1983-2020,Build: KW-06012580 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 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'd;uggest +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 424f 590.0 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 Software 1500 PSF Isolated Footing Calculations.ec6 ' Software copyright ENERCALC,INC.1983-2020.Build:12.20.5.17 KW-06012580 Routley Engineering DESCRIPTIO One Floor 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 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 43 of 59 ROUTLEY ENGINEERING 253-358-3729 File: 1500 PSF Isolated Footing Calculations.ec6 Concrete Beam Software copyright ENERCALC,INC.1983-2020,Build:12.20.5.17 DESCRIPTIO One Floor Load Combination Location(ft) Bending Stress Results (k-ft) Segment Span# along Beam Mu :Max Phi'Mnx Stress Ratio MAXimum BENDING Envelope Span#1 1 5.000 23.98 25.55 0.94 +1.40D+1.60H Span#1 1 5.000 5.70 25.55 0.22 +1.20D+0.50Lr+1.60L+1.60H Span#1 1 5.000 16.47 25.55 0.64 +1.20D+1.60L+0.50S+1.60 H Span#1 1 5.000 20.17 25.55 0.79 +1.20D+1.60Lr+L+1.60H Span#1 1 5.000 12.13 25.55 0.47 +1.20D+1.60Lr+0.50W+1.60H Span#1 1 5.000 4.89 25.55 0.19 +1.20D+L+1.60S+1.60H Span#1 1 5.000 23.98 25.55 0.94 +1.20D+1.60S+0.50 W+1.60H Span#1 1 5.000 16.74 25.55 0.66 +1.2 0 D+0.50 L r+L+W+1.60 H Span#1 1 5.000 12.13 25.55 0.47 +1.20D+L+0.50S+W+1.60 H Span#1 1 5.000 15.83 25.55 0.62 +0.90D+W+1.60H Span#1 1 5.000 3.67 25.55 0.14 +1.20D+L+0.20S+E+1.60 H Span#1 1 5.000 13.61 25.55 0.53 +0.90D+E+0.90H Span#1 1 5.000 3.67 25.55 0.14 Overall Maximum Deflections Load Combination Span Max.%"Defl (in) -ocation in Span (ft Load Combination V1ax."+"Defl (invocation in Span (ft +D+0.750L+0.750S+0.5250E+H 1 0.0060 2.500 0.0000 0.000 44 of 59 ROUTLEY ENGINEERING 253-358-3729 Concrete Beam File: 1500 PSF isolated Footing Calculations.ec6 Software c ' opyright ENERCALC,INC. 1983-2020,Build: KW-06012580 Routley Engineering DESCRIPTIO Two Floor CODE REFERENCES Calculations per ACI 318-14, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set :ASCE 7-16 Material Properties fc 1i2 = 2.50 ksi Phi Values Flexure: 0.90 fr= fc 7.50 = 375.0 psi Shear: 0.750 yf Density = 145.0 pcf R 1 = 0.850 �, LtWt Facto = 1.0 Elastic Modulus 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= D 0.08 L 0.32 D O.225 S 0.375 i _ 5.0 ft---- -� 8"wx18"h 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 Location of maximum on span 2.495 ft Max Upward Total Deflection 0.000 in Ratio= 0<180. 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 45 of 59 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 KW-06012580 Routley Engineering 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 Reqd 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 Reqd 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 Reqd 9.E 46-bf 590.0 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 Reqd 9.E 8.9 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 KW-06012580 Routley Engineering DESCRIPTIO Two Floor Load Combination Location(ft) Bending Stress Results (k-ft) Segment Span# along Beam Mu:Max Phi'Mnx Stress Ratio MAXimum BENDING Envelope Span#1 1 5.000 25.28 26.45 0.96 +1.40D+1.60H Span#1 1 5.000 6.05 26.45 0.23 +1.20D+0.50Lr+1.60L+1.60H Span#1 1 5.000 18.37 26.45 0.69 +1.20 D+1.60L+0.50S+1.60H Span#1 1 5.000 22.07 26.45 0.83 +1.20D+1.60Lr+L+1.60H Span#1 1 5.000 13.43 26.45 0.51 +1.20D+1.60Lr+0.50W+1.60H Span#1 1 5.000 5.19 26.45 0.20 +1.20D+L+1.60S+1.60 H Span#1 1 5.000 25.28 26.45 0.96 +1.20 D+1.60S+0.50W+1.60H Span#1 1 5.000 17.04 26.45 0.64 +1.20D+0.50Lr+L+W+1.60H Span#1 1 5.000 13.43 26.45 0.51 +1.20D+L+0.50S+W+1.60 H Span#1 1 5.000 17.13 26.45 0.65 +0.90D+W+1.60H Span#1 1 5.000 3.89 26.45 0.15 +1.20D+L+0.20S+E+1.60H Span#1 1 5.000 14.91 26.45 0.56 +0.90D+E+0.90H Span#1 1 5.000 3.89 26.45 0.15 Overall Maximum Deflections Load Combination Span Max.%"DO (in) _ocation in Span (ft Load Combination V1ax."+"Defl (invocation in Span (ft +D+0.750L+0.750S+0.5250E+H 1 0.0038 2.500 0.0000 0.000 47 of 59 ROUTLEY ENGINEERING 253-358-3729 File: 1500 PSF Isolated Footing Calculationsec6 Concrete Beam Software c ' opyright ENERCALC,INC. 1983-2020,Build: KW-0601 2580 Routley Engineering DESCRIPTIO Three Floor CODE REFERENCES Calculations per ACI 318-14, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties fc 1/2 = 2.50 ksi Phi Values Flexure: 0.90 fr= fc 7.50 = 375.0 psi Shear: 0.750 W Density = 145.0 pcf R 1 = 0.850 k LtWt Facto = 1.0 Elastic Modulus 3,122.0 ksi Fy-Stirrups 40.0 ksi fy-Main Reba= 60.0 ksi E-Stirrups 29,000.0 ksi q E-Main Reba= 29,000.0 ksi Stirrup Bar Size# Number of Resisting Legs Per Stirrup= �� L�--a -e D(0.08 L[0.32�_ D 0.225 S 0.375 5.0 A 8'wx20"h 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 0.002 in Ratio= 39976-361 Mu:Applied 26.582 k-ft Max Upward Transient Deflection 0.000 in Ratio= 0<360. Mn*Phi:Allowable 30.052 k-ft Max Downward Total Deflection 0.003 in Ratio= 21932-181 Location of maximum on span 2.505 ft Max Upward Total Deflection 0.000 in Ratio= 0<180. 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=17",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 Support 1 Support 2 Overall MAXimum 8.666 8.666 Overall MINimum 1.447 1.448 +D+H 2.412 2.413 +D+L+H 7.312 7.313 48 of 59 +D+Lr+H 2.412 2.413 ROUTLEY ENGINEERING 253-358-3729 Concrete Beam Software copyright 1500 PSF Isolated Footing Calculations.ec6 ' ENERCALC,INC. 1983-2020,Build:12.20.5. 77 KW-06012580 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 Reqd 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 Reqd 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 Reqd 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 Reqd 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 Reqd 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 Reqd 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 Reqd 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 Reqd 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 Reqd 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 Reqd 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 Reqd 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 Reqd 9.E 49,bf 590.0 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 Reqd 9.E 10.1 0.0 0.0 ROUTLEY ENGINEERING 253-358-3729 Software Concrete Beam Software 1500 PSF Isolated Footing Calculations.ec6 ' copyright ENERCALC,INC. 1983-2020,Build:12.20.5.17 #:KW-06012580 Routley engineering DESCRIPTIO Three Floor 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'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<=rt Reqd 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 Reqd 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 Reqd 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 Reqd 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<=A Reqd 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 Reqd 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 Reqd 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 Reqd 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 Reqd 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 Reqd 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 Reqd 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 Reqd 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 Reqd 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 Reqd 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 Reqd 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 Reqd 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<=A Reqd 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 Reqd 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 Reqd 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 Reqd 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<=rt Reqd 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 Reqd 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 Reqd 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 Reqd 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 Reqd 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 Reqd 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 Reqd 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 Reqd 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 PhiVc<Vu 1. 24 10.4 0.0 0.0 1 4.37 17.00 -11.96 11.96 7.94 1.00 10.44 5 +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 Maximum Forces & Stresses for Load Combinations 50 of 59 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 KW-06012580 Routley Engineering DESCRIPTIO Three Floor Load Combination Location(ft) Bending Stress Results (k-ft) Segment Span# along Beam Mu:Max Phi'Mnx Stress Ratio MAXimum BENDING Envelope Span#1 1 5.000 26.58 30.05 0.88 +1.40D+1.60H Span#1 1 5.000 6.40 30.05 0.21 +1.20D+0.50Lr+1.60L+1.60H Span#1 1 5.000 20.27 30.05 0.67 +1.2 0 D+1.60 L+0.50 S+1.6 0 H Span#1 1 5.000 23.97 30.05 0.80 +1.20D+1.60Lr+L+1.60H Span#1 1 5.000 14.73 30.05 0.49 +1.20D+1.60Lr+0.50W+1.60H Span#1 1 5.000 5.49 30.05 0.18 +1.20D+L+1.60S+1.60H Span#1 1 5.000 26.58 30.05 0.88 +1.20 D+1.60S+0.50W+1.60 H Span#1 1 5.000 17.34 30.05 0.58 +1.20D+0.50Lr+L+W+1.60H Span#1 1 5.000 14.73 30.05 0.49 +1.20 D+L+0.50S+W+1.60H Span#1 1 5.000 18.43 30.05 0.61 +0.90D+W+1.60H Span#1 1 5.000 4.12 30.05 0.14 +1.20D+L+0.20S+E+1.60 H Span#1 1 5.000 16.21 30.05 0.54 +0.90D+E+0.90H Span#1 1 5.000 4.12 30.05 0.14 Overall Maximum Deflections Load Combination Span Max."-"DO (in) _ocation in Span (ft Load Combination \lax."+"Defl (invocation in Span (ft +D+0.750L+0.750S+0.5250E+H 1 0.0027 2.500 0.0000 0.000 51 of 59 Project Name/Number: Unrestrained Routley Engineering Title 4'Unrestrained Page: 1 jesse@routleyengineering.com Dsgnr: Jesse Routley Date: 29 JAN 2021 253-358-3729 Description.... This Wall in File:C:\Users\Jesse\Routley Engineering\Routley Engineering-2018 Details&Calculati RetainPro(c)1987-2019, Build 11.19.03.08 License:KW-06064346 Cantilevered Retaining Wall Code: IBC 2018,ACI 318-14,TMS 402-16 License To:Routley Engineering Criteria Soil Data Retained Height = 4.00 ft Allow Soil Bearing = 1,500.0 psf Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Active Heel Pressure 35.0 psf/ft Slope Behind Wall = 0.00 Height of Soil over Toe = 12.00 in Water height over heel = 0.0 ft Passive Pressure = 250.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density,Toe = 110.00 pcf FootingIlSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 40.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 Ibs NOT Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in NOT Used for Sliding&Overturning Load Type Wind(W) Wall to Ftg CL Dist = 0.00 ft = Axial Load Applied to Stem I (Service Level) Footing Type Line Load Base Above/Below Soil _ 0.0 ft Axial Dead Load = 0.0 Ibs Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Live Load = 0.0 Ibs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary Stem Construction Bottom Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 1.76 OK Wall Material Above"Ht.' = Concrete Sliding = 1.60 OK Design Method = LRFD Thickness = 8.00 Total Bearing Load = 1,255 Ibs Rebar Size = # 4 ...resultant ecc. = 6.45 in Rebar Spacing = 12.00 Soil Pressure Toe = 1,423 psf OK Rebar Placed at = Center @ p Design Data Soil Pressure @ Heel = 0 psf OK fb/FB+fa/Fa = 0.223 Allowable = 1,500 psf Total Force @ Section Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,992 psf Service Level Ibs= ACI Factored @ Heel = 0 psf Strength Level Ibs= 529.5 Footing Shear @ Toe = 1.1 psi OK Moment....Actual Footing Shear @ Heel = 4.7 psi OK Service Level ft-#= Allowable = 75.0 psi Strength Level ft-#= 760.2 Sliding Calcs Moment.....Allowable = 3,387.6 Lateral Sliding Force = 501.1 Ibs Shear.....Actual less 100%Passive Force= - 375.0 Ibs Service Level psi= less 100%Friction Force = - 428.1 Ibs Strength Level psi= 11.0 Added Force Req'd = 0.0 Ibs OK Shear.....Allowable psi= 75.0 ....for 1.5 Stability = 0.0 Ibs OK Anet(Masonry) in2= Rebar Depth 'd' in= 4.00 Masonry Data fm psi= Fs psi= Solid Grouting = Vertical component of active lateral soil pressure IS Modular Ratio'n' _ NOT considered in the calculation of soil bearing Wall Weight psf= 100.0 Load Factors - Short Term Factor = Building Code IBC 2018,ACI Equiv.Solid Thick. _ Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD Earth, H 1.600 Concrete Data Wind,W 1.000 fc psi= 2,500.0 Seismic, E 1.000 Fy psi= 60,000.0 52 of 59 Project Name/Number:Unrestrained Routley Engineering Title 4'Urrestrained Page: 2 jesse@routleyengineering.com Dsgnr: Jesse Routley Date: 29 JAN 2021 253-358-3729 Description.... This Wall in File:C:\Users\Jesse\Routley Engineering\Routley Engineering-2018 Details&Calculati RetainPro(c)1987-2019, Build 11.19.03.08 License:KW-06064346 Cantilevered Retaining Wall Code: IBC 2018,AC1 318-14,TMS 402-16 License To: Routley Engineering Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.0459 in2/ft (4/3)*As: 0.0612 in2/ft Min Stem T&S Reinf Area 0.864 in2 200bd/fy:200(12)(4)/60000: 0.16 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.192 in2/ft 0.0018bh:0.0018(12)(8): 0.1728 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of Required Area: 0.1728 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area: 0.2 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.5419 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Dimensions & Strengths Footing Design Results I Toe Width = 0.79 ft Toe Heel Heel Width = 1.46 Factored Pressure = 1,992 0 psf Total Footing Width = 2.25 Mu': Upward = 531 5 ft-# Footing Thickness = 12.00 in Mu' :Downward = 98 242 ft-# Mu: Design = 434 237 ft-# Key Width = 0.00 in Actual 1-Way Shear = 1.11 4.66 psi Key Depth = 0.00 in Allow 1-Way Shear = 40.00 40.00 psi Key Distance from Toe = 0.67 ft Toe Reinforcing = #4 @ 11.99 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #4 @ 11.99 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm= 3.00 in Toe: Not req'd: Mu<phi*5*lambda*sgrt(fc)*Sm Heel: Not req'd: Mu<phi*5*lambda*sgrt(fc)*Sm Key: No key defined Min footing T&S reinf Area 0.58 in2 Min footing T&S reinf Area per foot 0.26 in2 i t If one layer of horizontal bars: If two layers of horizontal bars: #4@ 9.26 in #4@ 18.52 in #5@ 14.35 in #5@ 28.70 in #6@ 20.37 in #6@ 40.74 in Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# HL Act Pres(ab water tbl) 437.5 1.67 729.2 Soil Over HL (ab.water tbl) 348.5 1.85 646.4 HL Act Pres(be water tbl) 452.1 Soil Over HL (bel.water tbl) 1.85 646.4 Hydrostatic Force Watre Table 1.85 Buoyant Force = 1.13 Sloped Soil Over Heel = Sloped Soil Over Heel = 437.5 1.67 729.2 Surcharge Over Heel = Surcharge over Heel = 63.6 2.50 159.1 Adjacent Footing Load = Surcharge Over Toe = Axial Dead Load on Stem= Adjacent Footing Load = *Axial Live Load on Stem = Added Lateral Load = Soil Over Toe = 87.1 0.40 34.5 Load @ Stem Above Soil= Surcharge Over Toe = Stem Weight(s) = 450.0 1.13 506.4 Earth @ Stem Transitions= Footing Weighl = 337.6 1.13 379.9 Total = 501.1 O.T.M. = 1,340.3 Key Weight = 0.67 Resisting/Overturning Ratio = 1.76 Vert.Component = Vertical Loads used for Soil Pressure= 1,254.9 Ibs Total= 1,223.2 Ibs R.M.= 1,567.2 *Axial live load NOT included in total displayed,or used for overturning resistance, but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. 53 of 59 • Project Name/Number: Unrestrained Routley Engineering Title 6'Unrestrained Page: 1 jesse@routleyengineering.com Dsgnr: Jesse Routley Date: 29 JAN 2021 253-358-3729 Description.... This Wall in File:C:\Users\Jesse\Routley Engineering\Routley Engineering-2018 Details&Calculati RetainPro 1987-2019, Build 11.19.03.08 License:KW-06064346 Cantilevered g Ctild Retaining Wall Code: IBC 2018,AC1 318-14,TMS 402-16 Lice License To: Routley Engineering Criteria Soil Data Retained Height = 6.00 ft Allow Soil Bearing = 1,500.0 psf Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Active Heel Pressure 35.0 psf/ft Slope Behind Wall = 0.00 Height of Soil over Toe = 12.00 in = Water height over heel = 0.0 ft Passive Pressure = 250.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density,Toe = 110.00 pcf FootingIlSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 40.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 Ibs NOT Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in NOT Used for Sliding&Overturning Load Type Wind(W) Wall to Ftg CL Dist = 0.00 ft = Axial Load Applied to Stem (Service Level) Footing Type Line Load Base Above/Below Soil = 0.0 ft Axial Dead Load = 0.0 Ibs Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Live Load = 0.0 Ibs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary Stem Construction Bottom Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 2.10 OK Wall Material Above"Ht" = Concrete Sliding = 1.55 OK Design Method = LRFD Thickness = 8.00 Total Bearing Load = 2,373 Ibs Rebar Size = # 4 ...resultant ecc. = 7.29 in Rebar Spacing = 12.00 Soil Pressure Toe = 1,384 psf OK Rebar Placed at = Center @ p Design Data Soil Pressure @ Heel = 0 psf OK fb/FB+fa/Fa = 0.702 Allowable = 1,500 psf Total Force @ Section Soil Pressure Less Than Allowable Service Level Ibs= ACI Factored @ Toe = 1,938 psf ACI Factored @ Heel = 0 psf Strength Level Ibs= 1,130.2 Footing Shear @ Toe = 8.2 psi OK Moment Service Actual e Level ft-#_ Footing Shear @ Heel = 8.0 psi OK Strength Level ft-#= 2,382.5 Allowable = 75.0 psi Moment.....Allowable = 3,387.E Sliding Calcs Lateral Sliding Force = 946.6 Ibs Shear.....Actual less 100%Passive Force= - 656.3 Ibs Service Level psi= less 100%Friction Force = - 810.7 Ibs Strength Level psi= 23.5 Added Force Req'd = 0.0 Ibs OK Shear.....Allowable psi= 75.0 ....for 1.5 Stability = 0.0 Ibs OK Anet(Masonry) in2= Rebar Depth 'd' in= 4.00 Masonry Data - - fm psi= Fs psi= Solid Grouting = Vertical component of active lateral soil pressure IS Modular Ratio'n' _ NOT considered in the calculation of soil bearing Wall Weight psf= 100.0 Load Factors - - -- Short Term Factor = Building Code IBC 2018,ACI Equiv.Solid Thick. _ Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD Earth, H 1.600 Concrete Data - - Wind,W 1.000 fc psi= 2,500.0 Seismic, E 1.000 Fy psi= 60,000.0 54 of 59 Project Name/Number: Unrestrained Routley Engineering Title 6'Unrestrained Page: 2 jesse@routleyengineering.com Dsgnr: Jesse Routley Date: 29 JAN 2021 253-358-3729 Description.... This Wall in File:C:\Users\Jesse\Routley Engineering\Routley Engineering-2018 Details&Calculati RetainPro(c)1987-2019, Build 11.19.03.08 License:KW-06064346 Cantilevered Retaining Wall Code: IBC 2018,AC1 318-14,TMS 402-16 License To:Routley Engineering Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment) : 0.1438 in2/ft (4/3)*As: 0.1918 in2/ft Min Stem T&S Reinf Area 1.248 in2 200bd/fy:200(12)(4)/60000: 0.16 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.192 in2/ft 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area : 0.16 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area: 0.2 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.5419 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Dimensions& Strengths ` Footing Design Results Toe Width = 1.42 ft Toe Heel Heel Width = 2.08 Factored Pressure = 1,938 0 psf Total Footing Width = 3.50 Mu': Upward = 1,678 229 ft-# Footing Thickness = 12.00 in Mu' :Downward = 313 1,040 ft-# 6 Mu: Design = 1,364 811 ft-# Key Width = .00 in Actual 1-Way Shear = 8.16 7.97 psi Key Depth = .00 in Allow 1-Way Shear = 40.00 40.00 psi Key Distance from Toe = 1.42 ft Toe Reinforcing = #4 @ 11.99 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #4 @ 11.99 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm= 3.00 in Toe: Not req'd: Mu<phi*5*lambda*sgrt(fc)*Sm Heel: Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm Key: Not req'd:Mu <phi*5*lambda*sgrt(fc)*Sm Min footing T&S reinf Area 0.91 in2 Min footing T&S reinf Area per foot 0.26 in2 ift If one layer of horizontal bars: If two layers of horizontal bars: #4@ 9.26 in #4@ 18.52 in #5@ 14.35 in #5@ 28.70 in #6@ 20.37 in #6@ 40.74 in Summary of Overturning & Resisting Forces & Moments OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# HL Act Pres(ab water tbl) 857.5 2.33 2,000.8 Soil Over HL (ab.water tbl) 935.3 2.79 2,611.8 HL Act Pres(be water tbl) 1,240.5 Soil Over HL (bel.water tbl) 2.79 2,611.8 Hydrostatic Force Watre Table 2.79 Buoyant Force = 1.75 Sloped Soil Over Heel = Sloped Soil Over Heel = 857.5 2.33 2,000.8 Surcharge Over Heel = Surcharge over Heel = 89.1 3.50 311.8 Adjacent Footing Load = Surcharge Over Toe = Axial Dead Load on Stem= Adjacent Footing Load = *Axial Live Load on Stem = Added Lateral Load = Soil Over Toe = 155.9 0.71 110.5 Load @ Stem Above Soil= Surcharge Over Toe = Stem Weight(s) = 650.0 1.75 1,137.8 Earth @ Stem Transitions= Total = 946.6 O.T.M. = 3,553.2 Footing Weight 525.2 1.75 919.3 Key Weight - 50.0 1.75 87.5 Resisting/Overturning Ratio = 2.10 Vert.Component = Vertical Loads used for Soil Pressure= 2,373.1 Ibs Total= 2,316.4 Ibs R.M.= 4,866.9 *Axial live load NOT included in total displayed,or used for overturning resistance, but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. 55 of 59 Project Name/Number: Unrestrained Routley Engineering Title 8'Urrestrained Page: 1 jesse@routleyengineering.com Dsgnr: Jesse Routley Date: 29 JAN 2021 253-358-3729 Description.... This Wall in File:C:\Users\Jesse\Routley Engineering\Routley Engineering-2018 Details&Calculati RetainPro(c)1987-2019, Build 11.19.03.08 License:KW-06064346 Cantilevered Retaining Wall Code: IBC 2018,AC1 318-14,TMS 402-16 License To:Routley Engineering Criteria Soil Data Retained Height = 8.00 ft Allow Soil Bearing = 1,500.0 psf Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Active Heel Pressure 35.0 psf/ft Slope Behind Wall = 0.00 Height of Soil over Toe = 12.00 in Water height over heel = 0.0 ft Passive Pressure = 250.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density,Toe = 110.00 pcf FootingIlSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load mm Surcharge Over Heel = 40.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 Ibs NOT Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in NOT Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Load Type = Wind(W) Axial Load Applied to Stem (Service Level) Footing Type Line Load , Base Above/Below Soi l Axial Dead Load = 0.0 Ibs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 Ibs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary Stem Construction Bottom Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 3.16 OK Wall Material Above"Ht" = Concrete Sliding = 1.53 OK Design Method = LRFD Thickness = 8.00 Total Bearing Load = 4,542 Ibs Rebar Size = # 5 ...resultant ecc. = 4.55 in Rebar Spacing = 10.00 Toe = 1,102 psf OK Rebar Placed at = Center Soil Pressure @ p Design Data Soil Pressure @ Heel = 477 psf OK fb/FB+fa/Fa = 0.910 Allowable = 1,500 psf Total Force @ Section Soil Pressure Less Than Allowable Service Level Ibs= ACI Factored @ Toe = 1,543 psf ACI Factored @ Heel = 668 psf Strength Level Ibs= 1,954.9 Footing Shear @ Toe = 11.9 psi OK Moment Footing Shear @ Heel = 8.3 psi OK Servicee Level ft-#_ Actual Allowable = 75.0 psi Strength Level ft-#= 5,430.3 Moment.....Allowable = 5,961.2 Sliding Calcs Lateral Sliding Force 1,587.2 Ibs Shear.....Actual less 100%Passive Force= - 878.5 Ibs Service Level psi= less 100%Friction Force = - 1,554.0lbs Strength Level psi= 40.7 Added Force Req'd = 0.0 Ibs OK Shear.....Allowable psi= 75.0 ....for 1.5 Stability = 0.0 Ibs OK Anet(Masonry) in2= Rebar Depth 'd' in= 4.00 Masonry Data _ fm psi= Fs psi= Solid Grouting = Vertical component of active lateral soil pressure IS Modular Ratio'n' _ NOT considered in the calculation of soil bearing Wall Weight psf= 100.0 Load Factors Short Term Factor = Building Code IBC 2018,AC1 Equiv.Solid Thick. _ Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD Earth, H 1.600 Concrete Data Wind,W 1.000 fc psi= 2,500.0 Seismic, E 1.000 Fy psi= 60,000.0 56 of 59 Project Name/Number: Unrestrained Routley Engineering Title 8'Unrestrained Page: 2 jesse@routleyengineering.com Dsgnr: Jesse Routley Date: 29 JAN 2021 253-358-3729 Description.... This Wall in File:C:\Users\Jesse\Routley Engineering\Routley Engineering-2018 Details&Calculati RetainPro(c)1987-2019, Build 11.19.03.08 License:KW-06064346 Cantilevered Retaining Wall Code: IBC 2018,AC1 318-14,TMS 402-16 License To: Routley Engineering Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.3278 in2/ft (4/3)*As: 0.4371 in2/ft Min Stem T&S Reinf Area 1.632 in2 200bd/fy:200(12)(4)/60000: 0.16 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.192 in2/ft 0.0018bh :0.0018(12)(8) : 0.1728 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area : 0.3278 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area: 0.372 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.5419 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Dimensions & Strengths Footing Design Results Toe Width = 2.54 ft Toe Heel Heel Width = 3.21 Factored Pressure = 1,543 668 psf Total Footing Width = 5.75 Mu': Upward = 4,571 2,575 ft-# Footing Thickness = 14.00 in Mu': Downward = 1,105 4,298 ft-# Mu: Design = 3,465 1,723 ft-# Key Width = 8.00 in Actual 1-Way Shear = 11.93 8.27 psi Key Depth = 8.00 in Allow 1-Way Shear = 40.00 40.00 psi Key Distance from Toe = 2.54 ft Toe Reinforcing = #5 @ 9.99 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 9.99 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm= 3.00 in Toe: Not req'd: Mu<phi*5*lambda*sgrt(fc)*Sm Heel: Not req'd: Mu<phi*5*lambda*sgrt(fc)*Sm Key: Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm Min footing T&S reinf Area 1.74 in2 Min footing T&S reinf Area per foot 0.30 in2 ift If one layer of horizontal bars: If two layers of horizontal bars: #4@ 7.94 in #4@ 15.87 in #5@ 12.30 in #5@ 24.60 in #6@ 17.46 in #6@ 34.92 in Summaryof Overturning & Resisti ng Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# HL Act Pres(ab water tbl) 1,470.5 3.06 4,493.2 Soil Over HL (ab.water tbl) 2,237.3 4.48 10,023.3 HL Act Pres(be water tbl) 2,785.8 Soil Over HL (bel.water tbl) 4.48 10,023.3 Hydrostatic Force Watre Table 4.48 Buoyant Force = 2.88 Sloped Soil Over Heel = Sloped Soil Over Heel = 1,470.5 3.06 4,493.2 Surcharge Over Heel = Surcharge over Heel = 116.7 4.58 534.7 Adjacent Footing Load = Surcharge Over Toe = Axial Dead Load on Stem= Adjacent Footing Load = *Axial Live Load on Stem = Added Lateral Load = Soil Over Toe = 279.7 1.27 355.5 Load @ Stem Above Soil= Surcharge Over Toe = Stem Weight(s) = 850.0 2.88 2,444.3 Earth @ Stem Transitions= Footing Weight = 1,006.5 2.88 2,894.3 Total = 1,587.2 O.T.M. = 7,813.E Key Weight = 66.7 2.88 191.7 Resisting/Overturning Ratio = 3.16 Vert. Component = Vertical Loads used for Soil Pressure= 4,541.8 Ibs Total= 4,440.1 Ibs R.M.= 15,909.1 *Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. 57 of 59 I 1 Project Name/Number: Unrestrained Routley Engineering Title 10'Unrestrained Page: 1 jesse@routleyengineering.com Dsgnr: Jesse Routley Date: 29 JAN 2021 263-358-3729 Description.... This Wall in File: C:\Users\Jesse\Routley Engineering\Routley Engineering-2018 Details&Calculati RetainPro(c)1987-2019, Build 11.19.03.08 License:KW-06064346 Cantilevered Retaining Wall Code: IBC 2018,AC1 318-14,TMS 402-16 License To : Routley Engineering Criteria Soil Data Retained Height = 10.00 ft Allow Soil Bearing = 1,500.0 psf Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Active Heel Pressure - 35.0 psf/ft Slope Behind Wall = 0.00 Height of Soil over Toe = 12.00 in Water height over heel = 0.0 ft Passive Pressure = 250.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density,Toe = 110.00 pcf FootingIlSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem I Adjacent Footing Load Surcharge Over Heel = 40.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 Ibs NOT Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in NOT Used for Sliding&Overturning Load Type Wind(W) Wall to Ftg CL Dist = 0.00 ft = Axial Load Applied to Stem I (Service Level) Footing Type Line Load Base Above/Below Soil _ 0.0 ft Axial Dead Load = 0.0 Ibs Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Live Load = 0.0 Ibs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary Stem Construction Bottom Stem OK Wall Stability Ratios Design Height Above FtE ft= 0.00 Overturning = 3.33 OK Wall Material Above"Ht" = Concrete Sliding = 1.51 OK Design Method = LRFD Thickness = 8.00 Total Bearing Load = 6,551 Ibs Rebar Size = # 5 ...resultant ecc. = 4.04 in Rebar Spacing = 9.00 Soil Pressure Toe = 1,155 psf OK Rebar Placed at = Edge @ p Design Data Soil Pressure @ Heel = 652 psf OK fb/FB+fa/Fa = 0.975 Allowable = 1,500 psf Total Force @ Section Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,617 psf Service Level Ibs= ACI Factored @ Heel = 913 psf Strength Level Ibs= 3,003.E Footing Shear @ Toe = 21.4 psi OK Moment Footing Shear @ Heel = 11.9 psi OK Servicee Level ft-#_ Actual Allowable = 75.0 psi Strength Level ft-#= 10,351.5 Sliding Calcs Moment.....Allowable = 10,601.E Lateral Sliding Force 2,324.3 Ibs Shear.....Actual less 100%Passive Force= - 1,263.9 Ibs Service Level psi= less 100%Friction Force = - 2,246.7 Ibs Strength Level psi= 40.5 Added Force Req'd = 0.0 Ibs OK Shear.....Allowable psi= 75.0 ....for 1.5 Stability = 0.0 Ibs OK Anet(Masonry) in2= Rebar Depth 'd' in= 6.19 Masonry Data _ fm psi= Fs psi= Solid Grouting = Vertical component of active lateral soil pressure IS Modular Ratio'n' _ NOT considered in the calculation of soil bearing Wall Weight psf= 100.0 Load Factors Short Term Factor = Building Code IBC 2018,ACI Equiv.Solid Thick. _ Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD Earth, H 1.600 Concrete Data Wind,W 1.000 fc psi= 2,500.0 Seismic, E 1.000 Fy psi= 60,000.0 58 of 59 Project Name/Number: Unrestrained Routley Engineering Title 10'Unrestrained Page: 2 jesse@routleyengineering.com Dsgnr: Jesse Routley Date: 29 JAN 2021 253-358-3729 Description.... This Wall in File:C:\Users\Jesse\Routley Engineering\Routley Engineering-2018 Details&Calculati RetainPro(c)1987-2019, Build 11.19.03.08 License:KW-06064346 Cantilevered Retaining Wall Code: IBC 2018,AC1 318-14,TMS 402-16 License To: Routley Engineering Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment) : 0.392 in2/ft (4/3)*As: 0.5226 in2/ft Min Stem T&S Reinf Area 2.016 in2 200bd/fy:200(12)(6.1875)/60000: 0.2475 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.192 in2/ft 0.0018bh : 0.0018(12)(8): 0.1728 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.392 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area: 0.4133 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area : 0.8382 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Dimensions & Strengths Footing Design Results Toe Width = 3.29 ft TTU Heel Heel Width = 3.96 Factored Pressure = 1,617 913 psf Total Footing Width = 7.25 Mu': Upward = 8,185 5,524 ft-# Footing Thickness = 14.00 in Mu':Downward = 1,853 8,638 ft-# Mu: Design = 6,331 3,115 ft-# Key Width = 8.00 in Actual 1-Way Shear = 21.36 11.92 psi Key Depth = 14.00 in Allow 1-Way Shear = 75.00 40.00 psi Key Distance from Toe = 3.29 ft Toe Reinforcing = #5 @ 8.99 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 9.99 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm= 3.00 in Toe: #4@ 7.93 in,#5@ 12.29 in,#6@ 17.45 in,#7@ 23.80 in,#8@ 31.34 in,#9@ 39 Heel: Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm Key: Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm Min footing T&S reinf Area 2.19 in2 Min footing T&S reinf Area per foot 0.30 in2 fit If one layer of horizontal bars: If two layers of horizontal bars: #4@ 7.94 in #4@ 15.87 in #5@ 12.30 in #5@ 24.60 in #6@ 17.46 in #6@ 34.92 in Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# HL Act Pres(ab water tbl) 2,182.2 3.72 8,122.5 Soil Over HL (ab.water tbl) 3,621.4 5.60 20,297.6 HL Act Pres(be water tbl) 5,035.9 Soil Over HL (bel.water tbl) 5.60 20,297.6 Hydrostatic Force Watre Table 5.60 Buoyant Force = 3.63 Sloped Soil Over Heel = Sloped Soil Over Heel = 2,182.2 3.72 8,122.5 Surcharge Over Heel = Surcharge over Heel = 142.1 5.58 793.5 Adjacent Footing Load = Surcharge Over Toe = Axial Dead Load on Stem= Adjacent Footing Load = *Axial Live Load on Stem = Added Lateral Load = Soil Over Toe = 362.1 1.65 596.1 Load @ Stem Above Soil= Surcharge Over Toe = Stem Weight(s) = 1,050.0 3.63 3,806.8 Earth @ Stem Transitions= Footing Weighl = 1,268.9 3.63 4,600.5 Total = 2,324.3 O.T.M. = 13,951.9 Key Weight = 116.7 3.63 423.0 Resisting/Overturning Ratio = 3.33 Vert.Component = Vertical Loads used for Soil Pressure= 6,550.8 Ibs Total= 6,419.1 Ibs R.M.= 29,723.9 *Axial live load NOT included in total displayed,or used for overturning resistance, but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. 59 of 59