Permit Submittal – Structural Calculations

From: Mendota(City)

Basic Details

started - 19 Oct, 2022 (17 months ago)

Start Date

19 Oct, 2022 (17 months ago)
due -

Due Date

N/A
Bid Notification

Type

Bid Notification

Identifier

N/A
City of Mendota

Customer / Agency

City of Mendota
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986 W. Alluvial Ave. Suite 201 Fresno, CA 93711 tel (559) 320-3200 fax (559) 320-3201 CORNERSTONE www.cseg.com structural engineering group Mendota City Hall and Police Station 643 Quince St Mendota, CA 93640 Job No. 2021033 STRUCTURAL CALCULATIONS DSA Submittal August 22, 2022 Permit Submittal CORNERSTONE www.cseg.com structural engineering group Table of Contents Design Basis ................................................................................................................................................................1 Material Properties ..................................................................................................................................................1 Key Plan
................................................................................................................................................................ ........2 Vertical Design Load Tables ................................................................................................................................................................3 Wind C and C ...............................................................................................................................................................5 Joist Design ................................................................................................................................................................6 J2 – High Roof Governing Joist Design .......................................................................................................7 J7 – Low Roof Governing Joist Design ........................................................................................................8 Mechanical Unit Joist Design ..........................................................................................................................9 Beam Design ...............................................................................................................................................................10 B1 – Beam Design ................................................................................................................................................11 B2 – Beam Design ................................................................................................................................................13 B3 – Beam Design ................................................................................................................................................15 B4 – Beam Design ................................................................................................................................................17 B5 – Beam Design ................................................................................................................................................19 B6 – Beam Design ................................................................................................................................................21 B7 – Beam Design ................................................................................................................................................23 B8 – Beam Design ................................................................................................................................................25 B9 – Beam Design ................................................................................................................................................27 B10 – Beam Design .............................................................................................................................................29 Column Design ...........................................................................................................................................................30 C1 – Column Design................................................................................................................................ ............31 C2 – Column Design............................................................................................................................................34 C3 – Column Design................................................................................................................................ ............37 C4 – Column Design................................................................................................................................ ............40 C5 – Column Design................................................................................................................................ ............43 C6 – Column Design............................................................................................................................................46 C7 – Column Design................................................................................................................................ ............49 C8 – Column Design................................................................................................................................ ............52 C11 – Column Design .........................................................................................................................................55 C12 – Column Design ................................................................................................................................ .........58 Stud Design S1 – Stud Design ...................................................................................................................................................61 S2 – Stud Design ...................................................................................................................................................63 Footing Design ...........................................................................................................................................................65 Lateral Design Seismic Design Data .................................................................................................................................................74 Weigh Up ................................................................................................................................................................ ......75 Wind Loading .............................................................................................................................................................77 Diaphragm Forces Towers ................................................................................................................................................................ 78 High Roof................................................................................................................................................................79 Low Roof ................................................................................................................................................................80 Lateral Distribution Wind Distribution Tower Distribution .......................................................................................................................................81 Building Sections ................................................................................................................................ ......83 High Roof Distribution................................................................................................................................85 Building Sections ................................................................................................................................ ......86 Low Roof Distribution ................................................................................................................................88 CORNERSTONE www.cseg.com structural engineering group Building Sections ......................................................................................................................................89 Seismic Distribution Tower Distribution .......................................................................................................................................91 High Roof Distribution................................................................................................................................92 Low Roof Distribution ................................................................................................................................93 Diaphragm Design ....................................................................................................................................................94 Chord Design ..............................................................................................................................................................95 Collector Diagrams Tower Diagrams ..................................................................................................................................................98 High Roof Diagrams ...........................................................................................................................................104 Low Roof Diagrams ............................................................................................................................................107 Shear Wall Design .....................................................................................................................................................114 E-W Direction ........................................................................................................................................................115 Gridline A – Force Transfer Around Opening ....................................................................................117 Gridline B – Force Transfer Around Opening ....................................................................................118 N-S Direction .........................................................................................................................................................120 Gridline 1.5 – Force Transfer Around Opening ................................................................................122 Mechanical Unit Anchorage ................................................................................................................................123 Page 1 of 130 TLW 03/22/2022 2021033 MENDOTA CITY HALL STRUCTURAL CALCULATIONS Design Basis The following calculation package is for the design of the vertical and lateral structural systems for the proposed City Hall and Police Station for the City of Mendota. Material Properties Concrete f'c = 4ksi Reinforcing Steel fy = 60ksi Timber All Structural Timber Members will consist of DF-Larch No. 1 or Better, see NDS 2018 Ed. for all applicable structural properties. Steel Connections All connection specific material properties will be used and designed according to the AISC Steel Construction Manual, and manufacturer specification documents. Page 2 of 130 TLW 03/22/2022 2021033 MENDOTA CITY HALL STRUCTURAL CALCULATIONS Key Plan See the following Key Plan for use in following the subsequent calculation package: 1 2 3 4 5 6 A B C D G F High roof trusses above High roof trusses above High roof framing shown, open at flat roof level flat roof framing shown B1 B2 B3 B4 B5 B6 B7 B8 B10B9 J4 J3 J2 J1 J5 J6 J7 J8 C5 C12 C13C11 C5 C6 C2 C6 C1 C3 C4 C7 C8 C9 C10 S1 S2 By : DAA Subject: Date: 3/22/2022 Job No.: 2021033 Sloped Roof Weight (psf) 19.0 1.6 2.6 0.5 3.0 1.5 1.5 1.3 slope factor 1.05 DL = 32.0 LL = 20.0 [reducible] Flat Roof Weight (psf) 5.0 2.0 2.0 1.5 1.6 2.1 3.0 3.0 1.5 1.3 DL = 23.0 LL = 20.0 [reducible] Rigid Insulation Miscellaneous Joists Suspended Ceiling MEP Sprinklers Material Solar Allowance TPO Roofing Reroofing Allowance 1/2" Roof Ply Miscellaneous Suspended Ceiling Mendota CH/PC Load Table Material 1/2" Roof Ply Trusses Batt Insulation MEP Sprinklers Spanish Clay Tiles Page 3 of 130 By : DAA Subject: Date: 3/22/2022 Job No.: 2021033 Exterior Wall Material Weight (psf) 10.0 1.6 1.7 0.2 2.75 0.7 DL = 17.0 Interior Wall Weight (psf) 1.7 5.5 0.8 DL = 8.0 Mendota CH/PC 1/2" Ply Stucco 2x framing 5/8" Gyp Batt Insulation 5/8" Gyp Miscellaneous Material 2x framing Miscellaneous Page 4 of 130 By : DAA Subject: Date: 3/23/2022 Job No.: 2021033 Wind Loading ASCE 7-16 Components & Cladding (Chapter 30) INPUT: havg = 18 ft Risk Category IV [ASCE 7-16, Table 1.5-1] V 104 mph [ASCE 7-16, Figure 26.5-1A-D] Kd 0.85 [ASCE 7-16, Table 26.6-1] Exposure C [ASCE 7-16, Section 26.7] Kzt 1.00 [ASCE 7-16, Section 26.8.2] Ke 1.00 [ASCE 7-16, Table 26.9-1] Kz or Kh 0.88 [ASCE 7-16, Table 26.10-1] qz = qh = 0.00256 * Kz * Kzt * Kd * Ke * V 2 [ASCE 7-16, Eq. 26.10-1] qz = qh 20.7 psf B1 = 94 ft B2 = 81 ft θ = 18 ° (Use for Hip Roofs 27° ≤ θ ≤ 45°) Components & Cladding ASCE 7-16 Section 30.3 GCp-WALLS = -1.40 1.0 [ASCE 7-16, Figure 30.3-1] GCp-ROOF = -2.30 0.30 [ASCE 7-16, Figure 30.3-1 thru 30.3-7] GCpi = 0.18 P = q * (GCp - GCpi) [ASCE 7-16, Equation 30.3-1] h/B1 = 0.19 h/B2 = 0.22 Roof Type Aeff = 10.0 sf LRFD: ASD: Zone External Pressure Internal Pressure GCp GCpi P(psf) P (psf) Positive 1.00 -0.18 24.4 14.7 Governs Negative 1.00 0.18 17.0 10.2 Positive -1.10 -0.18 -19.1 -11.4 Negative -1.10 0.18 -26.5 -15.9 Governs Positive -1.40 -0.18 -25.3 -15.2 Negative -1.40 0.18 -32.7 -19.6 Governs Positive 0.30 -0.18 9.9 6.0 Governs Negative 0.30 0.18 2.5 1.5 Positive -0.90 -0.18 -14.9 -8.9 Negative -0.90 0.18 -22.4 -13.4 Governs Positive -1.70 -0.18 -31.5 -18.9 Negative -1.70 0.18 -38.9 -23.4 Governs Positive -2.30 -0.18 -43.9 -26.3 Negative -2.30 0.18 -51.4 -30.8 Governs Positive -3.20 -0.18 -62.5 -37.5 Negative -3.20 0.18 -70.0 -42.0 Governs Positive -1.70 -0.18 -31.5 -18.9 Negative -1.70 0.18 -38.9 -23.4 Governs Positive -2.30 -0.18 -43.9 -26.3 Negative -2.30 0.18 -51.4 -30.8 Governs Positive -3.20 -0.18 -62.5 -37.5 Negative -3.20 0.18 -70.0 -42.0 Governs Mendota 4, 5 Overhang, 1', 1 3 2 1 1' 1', 1, 2, 3 5 4 Negative Negative Gable Roofs θ ≤ 7° Positive Negative Negative Overhang, 3 Negative R O O F Positive W A L L Overhang, 2 Negative Negative Negative Negative Page 5 of 130 Loads vary based on Aeff of specific component. Use L2/3 for individual wall studs. Page 6 of 130 TLW 03/22/2022 2021033 MENDOTA CITY HALL STRUCTURAL CALCULATIONS Vertical Design Joist Designs For the purposes of the calculation package, the sloped high roof members will be governed by Joists denoted "J2", and the flat low roof joists will be governed by design of Joists denoted as "J7". Please see the following RedBuilt RedSpec Design Program Outputs in the following pages: Use RedBuilt 14" Red-I45 @ 24"o.c., with continuous lateral bracing at the top flange, and cross bracing as required by Redbuilt Specifications. Type: Sloped Roof JoistProject: Project Location: Mendota City Hall Folder: Folder Date: 3/22/22 2:38 PM RedSpecTM by RedBuiltTM Designer: TLW v7.1.14 Comment: 14" Red-I45TM @ 24" o.c. This product meets or exceeds the set design controls for the application and loads listed DESIGN CONTROLS % Design Allow. DOL Combination Pattern Pass/Fail Shear (lb) 45% 1107 2450 Roof(125%) 1.0D+1.0Lr All Spans PASS Positive Moment (ft-lb) 88% 6105 6962 Roof(125%) 1.0D+1.0Lr All Spans PASS DEFLECTIONS (in) % Design Allow. Design Allow. Combination Pattern Pass/Fail Span Live 42% 0.462 1.103 L / 573 L / 240 1.0D+1.0Lr All Spans PASS Span Total 83% 1.220 1.470 L / 217 L / 180 1.0D+1.0Lr All Spans PASS SUPPORTS Support 1 Support 2 Live Reaction, Critical (lb) (DOL%) 430 (125) 430 (125) Dead Reaction (lb) 706 706 Total Reaction (lb) (DOL%) 1136 (125) 1136 (125) Bearing Flush Bottom Support Beam Wall Req'd Bearing, No Stiffeners (in) 1.75 1.75 Req'd Bearing, Stiffeners (in) - - HANGERS Model Top Face Member Header Size Left None Selected SPANS AND LOADS Dimensions represent horizontal design spans. Member Slope: -2.75/12 î 21'- 6.0" APPLICATION LOADS Type Units DOL Live Dead Partition Tributary Member Type Uniform psf Roof(125%) 20 32 0 24" Roof Joist NOTES • Building code and design methodology: 2018 IBC ASD (US). • Product Acceptance: ICC-ES ESR-2994 and LABC/LARC Supplement. • Birdsmouth and beveled plate conditions require additional consideration. • Continuous lateral support required at top edge. Lateral support at bottom edge shall be per RedBuilt recommendations. • Sloped length multiplier = 1.026. Bevel cut add = 3.21". \\cstone.local\Company\Engineering\2022\2022005 Farmersville HS HVAC Replacement\Calcs\Programs\I Joist Design.red The products noted are intended for interior, untreated, non-corrosive applications with normal temperatures and dry conditions of use, and must be installed in accordance with local building code requirements and RedBuiltTM recommendations. The loads, spans, and spacing have been provided by others and must be approved for the specific application by the design professional for the project. Unless otherwise noted, this output has not been reviewed by a RedBuiltTM associate. PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedBuiltTM, RedSpecTM, Red-ITM, Red-I45TM, Red-I45LTM, Red-I58TM, Red-I65TM, Red-I90TM, Red-I90HTM, Red-I90HSTM, Red-LTM, Red-WTM, Red-STM, Red-MTM, Red-HTM, RedLamTM, FloorChoiceTM are trademarks of RedBuilt LLC, Boise ID, USA. Copyright © 2010-2022 RedBuilt LLC. All rights reserved. 3/22/2022 2:38:25 PM Project : Folder : Sloped Roof Joist Page 1 of 1 Page 7 of 130 Type: Flat Roof JoistProject: Project Location: Mendota City Hall Folder: Folder Date: 3/22/22 2:38 PM RedSpecTM by RedBuiltTM Designer: TLW v7.1.14 Comment: 14" Red-I45TM @ 24" o.c. This product meets or exceeds the set design controls for the application and loads listed DESIGN CONTROLS % Design Allow. DOL Combination Pattern Pass/Fail Shear (lb) 40% 968 2450 Roof(125%) 1.0D+1.0Lr All Spans PASS Positive Moment (ft-lb) 78% 5442 6962 Roof(125%) 1.0D+1.0Lr All Spans PASS DEFLECTIONS (in) % Design Allow. Design Allow. Combination Pattern Pass/Fail Span Live 47% 0.525 1.125 L / 514 L / 240 1.0D+1.0Lr All Spans PASS Span Total 75% 1.129 1.500 L / 239 L / 180 1.0D+1.0Lr All Spans PASS SUPPORTS Support 1 Support 2 Live Reaction, Critical (lb) (DOL%) 450 (125) 450 (125) Dead Reaction (lb) 517 517 Total Reaction (lb) (DOL%) 967 (125) 967 (125) Bearing Flush Flush Support Beam Wall Req'd Bearing, No Stiffeners (in) 1.75 1.75 Req'd Bearing, Stiffeners (in) - - HANGERS Model Top Face Member Header Size Left None Selected Right None Selected SPANS AND LOADS Dimensions represent horizontal design spans. Member Slope: 0/12 22'- 6.0" APPLICATION LOADS Type Units DOL Live Dead Partition Tributary Member Type Uniform psf Roof(125%) 20 23 0 24" Roof Joist NOTES • Building code and design methodology: 2018 IBC ASD (US). • Product Acceptance: ICC-ES ESR-2994 and LABC/LARC Supplement. • Continuous lateral support required at top edge. Lateral support at bottom edge shall be per RedBuilt recommendations. \\cstone.local\Company\Engineering\2022\2022005 Farmersville HS HVAC Replacement\Calcs\Programs\I Joist Design.red The products noted are intended for interior, untreated, non-corrosive applications with normal temperatures and dry conditions of use, and must be installed in accordance with local building code requirements and RedBuiltTM recommendations. The loads, spans, and spacing have been provided by others and must be approved for the specific application by the design professional for the project. Unless otherwise noted, this output has not been reviewed by a RedBuiltTM associate. PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedBuiltTM, RedSpecTM, Red-ITM, Red-I45TM, Red-I45LTM, Red-I58TM, Red-I65TM, Red-I90TM, Red-I90HTM, Red-I90HSTM, Red-LTM, Red-WTM, Red-STM, Red-MTM, Red-HTM, RedLamTM, FloorChoiceTM are trademarks of RedBuilt LLC, Boise ID, USA. Copyright © 2010-2022 RedBuilt LLC. All rights reserved. 3/22/2022 2:38:22 PM Project : Folder : Flat Roof Joist Page 1 of 1 Page 8 of 130 Type: Flat Roof J @ MechProject: Project Location: Mendota City Hall Folder: Folder Date: 6/29/22 11:15 AM RedSpecTM by RedBuiltTM Designer: TLW v7.1.14 Comment: 3.5"x14" RedLamTM LVL 2.0E This product meets or exceeds the set design controls for the application and loads listed DESIGN CONTROLS % Design Allow. DOL Combination Pattern Pass/Fail Shear (lb) 16% 1339 8379 Dead(90%) 1.0D All Spans PASS Positive Moment (ft-lb) 29% 6952 24352 Dead(90%) 1.0D All Spans PASS DEFLECTIONS (in) % Design Allow. Design Allow. Combination Pattern Pass/Fail Span Live 20% 0.149 0.750 L / 999+ L / 360 1.0D+1.0Lr All Spans PASS Span Total 50% 0.563 1.125 L / 479 L / 240 1.0D+1.0Lr All Spans PASS SUPPORTS Support 1 Support 2 Live Reaction, Critical (lb) (DOL%) 450 (125) 450 (125) Dead Reaction (lb) 1409 1247 Total Reaction (lb) (DOL%) 1859 (125) 1697 (125) Bearing Flush Flush Support Beam Wall Req'd Bearing (in) 1.50 1.50 HANGERS Model Top Face Member Header Size Left None Selected Right None Selected SPANS AND LOADS Dimensions represent horizontal design spans. Member Slope: 0/12 22'- 6.0" APPLICATION LOADS Type Units DOL Live Dead Partition Tributary Member Type Uniform psf Roof(125%) 20 23 0 2'-0.0" Roof Beam ADDITIONAL LOADS Type Units DOL Live Dead Location from left Application Comment Point lb Floor(100%) 0 900 5'-4.0" Adds To mech Point lb Floor(100%) 0 400 20'-0.0" Adds To mech NOTES • Building code and design methodology: 2018 IBC ASD (US). • Product Acceptance: ICC-ES ESR-2993 and LABC/LARC Supplement. • No repetitive member increase applied in design. • Support bearing length requirements must be checked separately. • Continuous lateral support required at top and bottom edge. S:\2021\2021033 Mendota City Hall & Police Station\Calcs\RedBuilt\I Joist Design.red The products noted are intended for interior, untreated, non-corrosive applications with normal temperatures and dry conditions of use, and must be installed in accordance with local building code requirements and RedBuiltTM recommendations. The loads, spans, and spacing have been provided by others and must be approved for the specific application by the design professional for the project. Unless otherwise noted, this output has not been reviewed by a RedBuiltTM associate. PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedBuiltTM, RedSpecTM, Red-ITM, Red-I45TM, Red-I45LTM, Red-I58TM, Red-I65TM, Red-I90TM, Red-I90HTM, Red-I90HSTM, Red-LTM, Red-WTM, Red-STM, Red-MTM, Red-HTM, RedLamTM, FloorChoiceTM are trademarks of RedBuilt LLC, Boise ID, USA. Copyright © 2010-2022 RedBuilt LLC. All rights reserved. 6/29/2022 11:15:47 AM Project : Folder : Flat Roof J @ Mech Page 1 of 1 Page 9 of 130 Page 10 of 130 TLW 03/22/2022 2021033 MENDOTA CITY HALL STRUCTURAL CALCULATIONS Vertical Design Beam Designs The following enercalc design outputs will design the beams aforementioned in the Key Plan. Additional beams or modifications to beams herein will be denoted by subsequent numbers, and/or a suffix letter "M" for "modified". Beam Load quick markup: B1: Length = 13'-0" (Trib Width) = (1.5ft+9.75ft/2) = 6.375ft [DL = 32psf, LL = 20psf] (Wall Load Above?) = Yes; 3ft [DL = 17psf] B2: Length = 7'-0" (Trib Width) = (9.75ft/2+21.75ft/2) = 15.75ft [DL = 32psf, LL = 20psf] (Wall Load Above?) = Yes; 7ft [DL = 8psf] B3: Length = 7'-9" (Trib Width) = (9.75ft/2+21.75ft/2) = 15.75ft [DL = 32psf, LL = 20psf] (Wall Load Above?) = no; 0ft [DL = 0psf] B4: Length = 29'-6" (Trib Width) = (21.75ft/2+18.25ft/2) = 20ft [DL = 32psf, LL = 20psf] (Wall Load Above?) = no; 0ft [DL = 0psf] B5: Length = 11'-2" (Trib Width) = (18.25ft/2+11ft/2) = 14.625ft [DL = 32psf, LL = 20psf] (Wall Load Above?) = yes; 5ft [DL = 8psf] B6: Length = 18'-7.5" (Trib Width) = (22.5ft/2+22.33ft/2) = 22.42ft [DL = 23psf, LL = 20psf] (Wall Load Above?) = no; 0ft [DL = 0psf] B7: Length = 8'-11" (Trib Width) = (22.5ft/2+22.33ft/2) = 22.42ft [DL = 23psf, LL = 20psf] (Wall Load Above?) = no; 0ft [DL = 0psf] B8: Length = 5'-5.5" (Trib Width) = (22.5ft/2+22.33ft/2) = 22.42ft [DL = 23psf, LL = 20psf] (Wall Load Above?) = no; 0ft [DL = 0psf] B9: Length = 7'-6" (Trib Width) = (22.33ft/2+22.0ft/2) = 22.17ft [DL = 23psf, LL = 20psf] (Wall Load Above?) = no; 0ft [DL = 0psf] B10: Length = 25'-8" (Trib Width) = (22.33ft/2+22.0ft/2) = 22.17ft [DL = 23psf, LL = 20psf] (Wall Load Above?) = no; 0ft [DL = 0psf] Wood Beam CORNERSTONE STRUCTURAL ENGINEERSLic. # : KW-06006034 DESCRIPTION: B-1 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Mendota City Hall and Police.ec6 Project Title: Engineer: Project ID: Printed: 23 MAR 2022, 11:36AM Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2006 Material Properties Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design RedBuilt RedLam LVL Beam/Joist 2,900.0 2,900.0 2,635.0 750.0 2,000.0 1,036.83 285.0 1,660.0 42.010 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2006 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.2040, Lr = 0.1275 , Tributary Width = 1.0 ft Uniform Load : D = 0.0510 , Tributary Width = 1.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.582: 1 Load Combination +D+Lr Span # where maximum occurs Span # 1 Location of maximum on span 6.500ft 89.40 psi= = 3,625.00psi 5.25x7.25Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+Lr = = = 356.25 psi== Section used for this span 5.25x7.25 Maximum Shear Stress Ratio 0.251 : 1 12.431 ft= = 2,108.27psi Maximum Deflection 0 240 315 Ratio = 0 180 Max Downward Transient Deflection 0.247 in 631Ratio = >=240 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.494 in Ratio = >=180 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LC CCC F/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length D Only 0.00 0.00 0.000.00 1.00Length = 13.0 ft 1 0.539 0.232 0.90 1.000 1.00 1.00 1.00 5.39 1,405.51 2610.00 1.51 256.501.00 59.60 1.00+D+Lr 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 13.0 ft 1 0.582 0.251 1.25 1.000 1.00 1.00 1.00 8.08 2,108.27 3625.00 2.27 356.251.00 89.40 1.00+D+0.750Lr 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 13.0 ft 1 0.533 0.230 1.25 1.000 1.00 1.00 1.00 7.41 1,932.58 3625.00 2.08 356.251.00 81.95 1.00+0.60D 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 13.0 ft 1 0.182 0.078 1.60 1.000 1.00 1.00 1.00 3.23 843.31 4640.00 0.91 456.001.00 35.76 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections D Only 1 0.4943 6.547 0.0000 0.000 . Page 11 of 130 Wood Beam CORNERSTONE STRUCTURAL ENGINEERSLic. # : KW-06006034 DESCRIPTION: B-1 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Mendota City Hall and Police.ec6 Project Title: Engineer: Project ID: Printed: 23 MAR 2022, 11:36AM Project Descr: Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 2.486 2.486 Overall MINimum 0.829 0.829 D Only 1.658 1.658 +D+Lr 2.486 2.486 +D+0.750Lr 2.279 2.279 +0.60D 0.995 0.995 Lr Only 0.829 0.829 Page 12 of 130 Wood Beam CORNERSTONE STRUCTURAL ENGINEERSLic. # : KW-06006034 DESCRIPTION: B-2 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Mendota City Hall and Police.ec6 Project Title: Engineer: Project ID: Printed: 22 MAR 2022, 4:34PM Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2006 Material Properties Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design RedBuilt RedLam LVL Beam/Joist 2,900.0 2,900.0 2,635.0 750.0 2,000.0 1,036.83 285.0 1,660.0 42.010 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2006 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.5040, Lr = 0.3150 , Tributary Width = 1.0 ft Uniform Load : D = 0.0560 , Tributary Width = 1.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.386: 1 Load Combination +D+Lr Span # where maximum occurs Span # 1 Location of maximum on span 3.500ft 100.43 psi= = 3,625.00psi 5.25x7.25Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+Lr = = = 356.25 psi== Section used for this span 5.25x7.25 Maximum Shear Stress Ratio 0.282 : 1 6.412 ft= = 1,398.34psi Maximum Deflection 0 240 920 Ratio = 0 180 Max Downward Transient Deflection 0.051 in 1636Ratio = >=240 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.091 in Ratio = >=180 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LC CCC F/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length D Only 0.00 0.00 0.000.00 1.00Length = 7.0 ft 1 0.343 0.251 0.90 1.000 1.00 1.00 1.00 3.43 894.93 2610.00 1.63 256.501.00 64.27 1.00+D+Lr 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 7.0 ft 1 0.386 0.282 1.25 1.000 1.00 1.00 1.00 5.36 1,398.34 3625.00 2.55 356.251.00 100.43 1.00+D+0.750Lr 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 7.0 ft 1 0.351 0.257 1.25 1.000 1.00 1.00 1.00 4.88 1,272.49 3625.00 2.32 356.251.00 91.39 1.00+0.60D 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 7.0 ft 1 0.116 0.085 1.60 1.000 1.00 1.00 1.00 2.06 536.96 4640.00 0.98 456.001.00 38.56 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections D Only 1 0.0913 3.526 0.0000 0.000 . Page 13 of 130 Wood Beam CORNERSTONE STRUCTURAL ENGINEERSLic. # : KW-06006034 DESCRIPTION: B-2 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Mendota City Hall and Police.ec6 Project Title: Engineer: Project ID: Printed: 22 MAR 2022, 4:34PM Project Descr: Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 3.063 3.063 Overall MINimum 1.103 1.103 D Only 1.960 1.960 +D+Lr 3.063 3.063 +D+0.750Lr 2.787 2.787 +0.60D 1.176 1.176 Lr Only 1.103 1.103 Page 14 of 130 Wood Beam CORNERSTONE STRUCTURAL ENGINEERSLic. # : KW-06006034 DESCRIPTION: B-3 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Mendota City Hall and Police.ec6 Project Title: Engineer: Project ID: Printed: 22 MAR 2022, 4:33PM Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2006 Material Properties Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design RedBuilt RedLam LVL Beam/Joist 2,900.0 2,900.0 2,635.0 750.0 2,000.0 1,036.83 285.0 1,660.0 42.010 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2006 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.5040, Lr = 0.3150 , Tributary Width = 1.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.443: 1 Load Combination +D+Lr Span # where maximum occurs Span # 1 Location of maximum on span 3.875ft 105.90 psi= = 3,625.00psi 5.25x7.25Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+Lr = = = 356.25 psi== Section used for this span 5.25x7.25 Maximum Shear Stress Ratio 0.297 : 1 7.156 ft= = 1,604.33psi Maximum Deflection 0 240 753 Ratio = 0 180 Max Downward Transient Deflection 0.077 in 1205Ratio = >=240 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.123 in Ratio = >=180 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LC CCC F/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length D Only 0.00 0.00 0.000.00 1.00Length = 7.750 ft 1 0.378 0.254 0.90 1.000 1.00 1.00 1.00 3.78 987.28 2610.00 1.65 256.501.00 65.17 1.00+D+Lr 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 7.750 ft 1 0.443 0.297 1.25 1.000 1.00 1.00 1.00 6.15 1,604.33 3625.00 2.69 356.251.00 105.90 1.00+D+0.750Lr 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 7.750 ft 1 0.400 0.269 1.25 1.000 1.00 1.00 1.00 5.56 1,450.07 3625.00 2.43 356.251.00 95.72 1.00+0.60D 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 7.750 ft 1 0.128 0.086 1.60 1.000 1.00 1.00 1.00 2.27 592.37 4640.00 0.99 456.001.00 39.10 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections D Only 1 0.1234 3.903 0.0000 0.000 . Page 15 of 130 Wood Beam CORNERSTONE STRUCTURAL ENGINEERSLic. # : KW-06006034 DESCRIPTION: B-3 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Mendota City Hall and Police.ec6 Project Title: Engineer: Project ID: Printed: 22 MAR 2022, 4:33PM Project Descr: Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 3.174 3.174 Overall MINimum 1.221 1.221 D Only 1.953 1.953 +D+Lr 3.174 3.174 +D+0.750Lr 2.868 2.868 +0.60D 1.172 1.172 Lr Only 1.221 1.221 Page 16 of 130 Wood Beam CORNERSTONE STRUCTURAL ENGINEERSLic. # : KW-06006034 DESCRIPTION: B-4 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Mendota City Hall and Police.ec6 Project Title: Engineer: Project ID: Printed: 22 MAR 2022, 4:36PM Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2006 Material Properties Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design RedBuilt RedLam LVL Beam/Joist 2,900.0 2,900.0 2,635.0 750.0 2,000.0 1,036.83 285.0 1,660.0 42.010 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2006 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.640, Lr = 0.40 , Tributary Width = 1.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.743: 1 Load Combination +D+Lr Span # where maximum occurs Span # 1 Location of maximum on span 14.750ft 158.63 psi= = 3,625.00psi 5.25x24Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+Lr = = = 356.25 psi== Section used for this span 5.25x24 Maximum Shear Stress Ratio 0.445 : 1 0.000 ft= = 2,693.63psi Maximum Deflection 0 240 390 Ratio = 0 180 Max Downward Transient Deflection 0.567 in 624Ratio = >=240 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.907 in Ratio = >=180 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LC CCC F/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length D Only 0.00 0.00 0.000.00 1.00Length = 29.50 ft 1 0.635 0.381 0.90 1.000 1.00 1.00 1.00 69.62 1,657.62 2610.00 8.20 256.501.00 97.62 1.00+D+Lr 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 29.50 ft 1 0.743 0.445 1.25 1.000 1.00 1.00 1.00 113.13 2,693.63 3625.00 13.32 356.251.00 158.63 1.00+D+0.750Lr 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 29.50 ft 1 0.672 0.402 1.25 1.000 1.00 1.00 1.00 102.25 2,434.63 3625.00 12.04 356.251.00 143.37 1.00+0.60D 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 29.50 ft 1 0.214 0.128 1.60 1.000 1.00 1.00 1.00 41.77 994.57 4640.00 4.92 456.001.00 58.57 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections D Only 1 0.9069 14.858 0.0000 0.000 . Page 17 of 130 Wood Beam CORNERSTONE STRUCTURAL ENGINEERSLic. # : KW-06006034 DESCRIPTION: B-4 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Mendota City Hall and Police.ec6 Project Title: Engineer: Project ID: Printed: 22 MAR 2022, 4:36PM Project Descr: Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 15.340 15.340 Overall MINimum 5.900 5.900 D Only 9.440 9.440 +D+Lr 15.340 15.340 +D+0.750Lr 13.865 13.865 +0.60D 5.664 5.664 Lr Only 5.900 5.900 Page 18 of 130 Wood Beam CORNERSTONE STRUCTURAL ENGINEERSLic. # : KW-06006034 DESCRIPTION: B-5 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Mendota City Hall and Police.ec6 Project Title: Engineer: Project ID: Printed: 22 MAR 2022, 4:38PM Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2006 Material Properties Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design RedBuilt RedLam LVL Beam/Joist 2,900.0 2,900.0 2,635.0 750.0 2,000.0 1,036.83 285.0 1,660.0 42.010 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2006 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.4680, Lr = 0.2925 , Tributary Width = 1.0 ft Uniform Load : D = 0.0560 , Tributary Width = 1.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.563: 1 Load Combination +D+Lr Span # where maximum occurs Span # 1 Location of maximum on span 5.585ft 122.35 psi= = 3,625.00psi 5.25x9.25Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+Lr = = = 356.25 psi== Section used for this span 5.25x9.25 Maximum Shear Stress Ratio 0.343 : 1 10.436 ft= = 2,041.09psi Maximum Deflection 0 240 502 Ratio = 0 180 Max Downward Transient Deflection 0.149 in 900Ratio = >=240 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.267 in Ratio = >=180 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LC CCC F/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length D Only 0.00 0.00 0.000.00 1.00Length = 11.170 ft 1 0.502 0.306 0.90 1.000 1.00 1.00 1.00 8.17 1,309.90 2610.00 2.54 256.501.00 78.52 1.00+D+Lr 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 11.170 ft 1 0.563 0.343 1.25 1.000 1.00 1.00 1.00 12.73 2,041.09 3625.00 3.96 356.251.00 122.35 1.00+D+0.750Lr 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 11.170 ft 1 0.513 0.313 1.25 1.000 1.00 1.00 1.00 11.59 1,858.29 3625.00 3.61 356.251.00 111.39 1.00+0.60D 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 11.170 ft 1 0.169 0.103 1.60 1.000 1.00 1.00 1.00 4.90 785.94 4640.00 1.53 456.001.00 47.11 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections D Only 1 0.2666 5.626 0.0000 0.000 . Page 19 of 130 Wood Beam CORNERSTONE STRUCTURAL ENGINEERSLic. # : KW-06006034 DESCRIPTION: B-5 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Mendota City Hall and Police.ec6 Project Title: Engineer: Project ID: Printed: 22 MAR 2022, 4:38PM Project Descr: Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 4.560 4.560 Overall MINimum 1.634 1.634 D Only 2.927 2.927 +D+Lr 4.560 4.560 +D+0.750Lr 4.152 4.152 +0.60D 1.756 1.756 Lr Only 1.634 1.634 Page 20 of 130 Wood Beam CORNERSTONE STRUCTURAL ENGINEERSLic. # : KW-06006034 DESCRIPTION: B-6 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Mendota City Hall and Police.ec6 Project Title: Engineer: Project ID: Printed: 22 MAR 2022, 4:49PM Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2006 Material Properties Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design RedBuilt RedLam LVL Beam/Joist 2,900.0 2,900.0 2,635.0 750.0 2,000.0 1,036.83 285.0 1,660.0 42.010 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2006 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.7174, Lr = 0.4484 , Tributary Width = 1.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.747: 1 Load Combination +D+Lr Span # where maximum occurs Span # 1 Location of maximum on span 9.313ft 166.98 psi= = 3,625.00psi 5.25x16Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+Lr = = = 356.25 psi== Section used for this span 5.25x16 Maximum Shear Stress Ratio 0.469 : 1 0.000 ft= = 2,708.07psi Maximum Deflection 0 240 410 Ratio = 0 180 Max Downward Transient Deflection 0.341 in 655Ratio = >=240 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.545 in Ratio = >=180 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LC CCC F/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length D Only 0.00 0.00 0.000.00 1.00Length = 18.625 ft 1 0.638 0.401 0.90 1.000 1.00 1.00 1.00 31.11 1,666.47 2610.00 5.75 256.501.00 102.75 1.00+D+Lr 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 18.625 ft 1 0.747 0.469 1.25 1.000 1.00 1.00 1.00 50.55 2,708.07 3625.00 9.35 356.251.00 166.98 1.00+D+0.750Lr 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 18.625 ft 1 0.675 0.424 1.25 1.000 1.00 1.00 1.00 45.69 2,447.67 3625.00 8.45 356.251.00 150.92 1.00+0.60D 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 18.625 ft 1 0.215 0.135 1.60 1.000 1.00 1.00 1.00 18.66 999.88 4640.00 3.45 456.001.00 61.65 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections D Only 1 0.5451 9.380 0.0000 0.000 . Page 21 of 130 Wood Beam CORNERSTONE STRUCTURAL ENGINEERSLic. # : KW-06006034 DESCRIPTION: B-6 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Mendota City Hall and Police.ec6 Project Title: Engineer: Project ID: Printed: 22 MAR 2022, 4:49PM Project Descr: Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 10.857 10.857 Overall MINimum 4.176 4.176 D Only 6.681 6.681 +D+Lr 10.857 10.857 +D+0.750Lr 9.813 9.813 +0.60D 4.008 4.008 Lr Only 4.176 4.176 Page 22 of 130 Wood Beam CORNERSTONE STRUCTURAL ENGINEERSLic. # : KW-06006034 DESCRIPTION: B-7 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Mendota City Hall and Police.ec6 Project Title: Engineer: Project ID: Printed: 22 MAR 2022, 4:49PM Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2006 Material Properties Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design RedBuilt RedLam LVL Beam/Joist 2,900.0 2,900.0 2,635.0 750.0 2,000.0 1,036.83 285.0 1,660.0 42.010 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2006 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.7174, Lr = 0.4484 , Tributary Width = 1.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.257: 1 Load Combination +D+Lr Span # where maximum occurs Span # 1 Location of maximum on span 4.460ft 98.61 psi= = 3,625.00psi 3.5x16Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+Lr = = = 356.25 psi== Section used for this span 3.5x16 Maximum Shear Stress Ratio 0.277 : 1 0.000 ft= = 931.73psi Maximum Deflection 0 240 2488 Ratio = 0 180 Max Downward Transient Deflection 0.027 in 3980Ratio = >=240 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.043 in Ratio = >=180 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LC CCC F/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length D Only 0.00 0.00 0.000.00 1.00Length = 8.920 ft 1 0.220 0.237 0.90 1.000 1.00 1.00 1.00 7.14 573.36 2610.00 2.27 256.501.00 60.68 1.00+D+Lr 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.920 ft 1 0.257 0.277 1.25 1.000 1.00 1.00 1.00 11.59 931.73 3625.00 3.68 356.251.00 98.61 1.00+D+0.750Lr 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.920 ft 1 0.232 0.250 1.25 1.000 1.00 1.00 1.00 10.48 842.13 3625.00 3.33 356.251.00 89.13 1.00+0.60D 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.920 ft 1 0.074 0.080 1.60 1.000 1.00 1.00 1.00 4.28 344.01 4640.00 1.36 456.001.00 36.41 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections D Only 1 0.0430 4.493 0.0000 0.000 . Page 23 of 130 Wood Beam CORNERSTONE STRUCTURAL ENGINEERSLic. # : KW-06006034 DESCRIPTION: B-7 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Mendota City Hall and Police.ec6 Project Title: Engineer: Project ID: Printed: 22 MAR 2022, 4:49PM Project Descr: Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 5.199 5.199 Overall MINimum 2.000 2.000 D Only 3.200 3.200 +D+Lr 5.199 5.199 +D+0.750Lr 4.700 4.700 +0.60D 1.920 1.920 Lr Only 2.000 2.000 Page 24 of 130 Wood Beam CORNERSTONE STRUCTURAL ENGINEERSLic. # : KW-06006034 DESCRIPTION: B-8 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Mendota City Hall and Police.ec6 Project Title: Engineer: Project ID: Printed: 22 MAR 2022, 4:51PM Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2006 Material Properties Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design RedBuilt RedLam LVL Beam/Joist 2,900.0 2,900.0 2,635.0 750.0 2,000.0 1,036.83 285.0 1,660.0 42.010 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2006 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.7174, Lr = 0.4484 , Tributary Width = 1.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.096: 1 Load Combination +D+Lr Span # where maximum occurs Span # 1 Location of maximum on span 2.730ft 44.18 psi= = 3,625.00psi 3.5x16Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+Lr = = = 356.25 psi== Section used for this span 3.5x16 Maximum Shear Stress Ratio 0.124 : 1 4.145 ft= = 349.10psi Maximum Deflection 0 240 10849 Ratio = 0 180 Max Downward Transient Deflection 0.004 in 17358Ratio = >=240 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.006 in Ratio = >=180 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LC CCC F/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length D Only 0.00 0.00 0.000.00 1.00Length = 5.460 ft 1 0.082 0.106 0.90 1.000 1.00 1.00 1.00 2.67 214.82 2610.00 1.01 256.501.00 27.19 1.00+D+Lr 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.460 ft 1 0.096 0.124 1.25 1.000 1.00 1.00 1.00 4.34 349.10 3625.00 1.65 356.251.00 44.18 1.00+D+0.750Lr 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.460 ft 1 0.087 0.112 1.25 1.000 1.00 1.00 1.00 3.93 315.53 3625.00 1.49 356.251.00 39.93 1.00+0.60D 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.460 ft 1 0.028 0.036 1.60 1.000 1.00 1.00 1.00 1.60 128.89 4640.00 0.61 456.001.00 16.31 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections D Only 1 0.0060 2.750 0.0000 0.000 . Page 25 of 130 Wood Beam CORNERSTONE STRUCTURAL ENGINEERSLic. # : KW-06006034 DESCRIPTION: B-8 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Mendota City Hall and Police.ec6 Project Title: Engineer: Project ID: Printed: 22 MAR 2022, 4:51PM Project Descr: Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 3.183 3.183 Overall MINimum 1.224 1.224 D Only 1.959 1.959 +D+Lr 3.183 3.183 +D+0.750Lr 2.877 2.877 +0.60D 1.175 1.175 Lr Only 1.224 1.224 Page 26 of 130 Wood Beam CORNERSTONE STRUCTURAL ENGINEERSLic. # : KW-06006034 DESCRIPTION: B-9 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Mendota City Hall and Police.ec6 Project Title: Engineer: Project ID: Printed: 22 MAR 2022, 4:52PM Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2006 Material Properties Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design RedBuilt RedLam LVL Beam/Joist 2,900.0 2,900.0 2,635.0 750.0 2,000.0 1,036.83 285.0 1,660.0 42.010 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2006 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.7090, Lr = 0.4434 , Tributary Width = 1.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.180: 1 Load Combination +D+Lr Span # where maximum occurs Span # 1 Location of maximum on span 3.750ft 75.20 psi= = 3,625.00psi 3.5x16Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+Lr = = = 356.25 psi== Section used for this span 3.5x16 Maximum Shear Stress Ratio 0.211 : 1 0.000 ft= = 651.12psi Maximum Deflection 0 240 4235 Ratio = 0 180 Max Downward Transient Deflection 0.013 in 6772Ratio = >=240 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.021 in Ratio = >=180 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LC CCC F/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length D Only 0.00 0.00 0.000.00 1.00Length = 7.50 ft 1 0.153 0.180 0.90 1.000 1.00 1.00 1.00 4.99 400.59 2610.00 1.73 256.501.00 46.26 1.00+D+Lr 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 7.50 ft 1 0.180 0.211 1.25 1.000 1.00 1.00 1.00 8.10 651.12 3625.00 2.81 356.251.00 75.20 1.00+D+0.750Lr 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 7.50 ft 1 0.162 0.191 1.25 1.000 1.00 1.00 1.00 7.32 588.49 3625.00 2.54 356.251.00 67.96 1.00+0.60D 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 7.50 ft 1 0.052 0.061 1.60 1.000 1.00 1.00 1.00 2.99 240.36 4640.00 1.04 456.001.00 27.76 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections D Only 1 0.0212 3.777 0.0000 0.000 . Page 27 of 130 Wood Beam CORNERSTONE STRUCTURAL ENGINEERSLic. # : KW-06006034 DESCRIPTION: B-9 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Mendota City Hall and Police.ec6 Project Title: Engineer: Project ID: Printed: 22 MAR 2022, 4:52PM Project Descr: Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 4.322 4.322 Overall MINimum 1.663 1.663 D Only 2.659 2.659 +D+Lr 4.322 4.322 +D+0.750Lr 3.906 3.906 +0.60D 1.595 1.595 Lr Only 1.663 1.663 Page 28 of 130 Steel Beam CORNERSTONE STRUCTURAL ENGINEERSLic. # : KW-06006034 DESCRIPTION: B-10 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Mendota City Hall and Police.ec6 Project Title: Engineer: Project ID: Printed: 22 MAR 2022, 4:47PM Project Descr: CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2006 Material Properties Analysis Method : ksi Bending Axis : Major Axis Bending Beam is Fully Braced against lateral-torsional buckling Allowable Strength Design Fy : Steel Yield : 50.0 ksi Beam Bracing : E: Modulus : 29,000.0 .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight NOT internally calculated and added Uniform Load : D = 0.7090, Lr = 0.4434 k/ft, Tributary Width = 1.0 ft .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio = 0.883 : 1 Load Combination +D+Lr Span # where maximum occurs Span # 1 Location of maximum on span 12.835ft 14.791 k Mn / Omega : Allowable 107.535 k-ft Vn/Omega : Allowable W12x30Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+Lr 63.960 k Section used for this span W12x30 Ma : Applied Maximum Shear Stress Ratio = 0.231 : 1 0.000 ft 94.922 k-ft Va : Applied 0 240.0 306 Ratio = 0 180 Maximum Deflection Max Downward Transient Deflection 0.630 in 488Ratio = >=240. Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 1.008 in Ratio = >=180 Max Upward Total Deflection 0.000 in .Maximum Forces & Stresses for Load Combinations Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios M V Mmax -Mmax + Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length D Only Dsgn. L = 25.67 ft 1 0.543 0.142 58.40 58.40 179.58 107.53 1.00 1.00 9.10 95.94 63.96 +D+Lr Dsgn. L = 25.67 ft 1 0.883 0.231 94.92 94.92 179.58 107.53 1.00 1.00 14.79 95.94 63.96 +D+0.750Lr Dsgn. L = 25.67 ft 1 0.798 0.209 85.79 85.79 179.58 107.53 1.00 1.00 13.37 95.94 63.96 +0.60D Dsgn. L = 25.67 ft 1 0.326 0.085 35.04 35.04 179.58 107.53 1.00 1.00 5.46 95.94 63.96 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections D Only 1 1.0082 12.908 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 14.791 14.791 Overall MINimum 5.460 5.460 D Only 9.100 9.100 +D+Lr 14.791 14.791 +D+0.750Lr 13.368 13.368 +0.60D 5.460 5.460 Lr Only 5.691 5.691 Page 29 of 130 Page 30 of 130 TLW 03/22/2022 2021033 MENDOTA CITY HALL STRUCTURAL CALCULATIONS Vertical Design Column Designs The following enercalc design outputs will design the governing columns supporting the previously calculated beams. Wood Column CORNERSTONE STRUCTURAL ENGINEERSLic. # : KW-06006034 DESCRIPTION: C-1 Typical Door Cripple Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Mendota City Hall and Police.ec6 Project Title: Engineer: Project ID: Printed: 23 MAR 2022, 11:27AM Project Descr: .Code References Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Wood Section Name 2x6Analysis Method : 7Overall Column Height ft Allowable Stress Design ( Used for non-slender calculations ) Allow Stress Modification Factors End Fixities Top & Bottom Pinned Wood Species Douglas Fir-Larch Wood Grade No.1 Fb + 1,000.0 1,000.0 psi 1,500.0 625.0 180.0 675.0 31.210 psi Fv psi Fb - Ft psi Fc - Prll psi psi Density pcf Fc - Perp E : Modulus of Elasticity . . . 1,700.0 620.0 1,700.0 620.0 Cfu : Flat Use Factor 1.0 Cf or Cv for Tension 1.30 Use Cr : Repetitive ? Kf : Built-up columns 1.0 NDS 15.3.2 Exact Width 1.50 in Exact Depth 5.50 in Area 8.250 in^2 Ix 20.797 in^4 Iy 1.547 in^4 Wood Grading/Manuf. Graded Lumber Wood Member Type Sawn Ct : Temperature Factor 1.0 Cf or Cv for Compression 1.10 1,700.0 Axial Cm : Wet Use Factor 1.0 Cf or Cv for Bending 1.30 x-x Bending y-y Bending ksi No Minimum Basic Y-Y (depth) axis : X-X (width) axis : Unbraced Length for buckling ABOUT X-X Axis = 7 ft, K = 1.0 Fully braced against buckling ABOUT Y-Y Axis Brace condition for deflection (buckling) along columns : .Service loads entered. Load Factors will be applied for calculations.Applied Loads Column self weight included : 12.517 lbs * Dead Load Factor AXIAL LOADS . . . Axial Load at 7.0 ft, D = 1.50, Lr = 1.20 k .DESIGN SUMMARY PASS PASS Max. Axial+Bending Stress Ratio = 0.2244 Location of max.above base 0.0 ft Applied Axial 2.713 k Applied Mx 0.0 k-ft Load Combination +D+Lr+H Load Combination +0.60D+0.70E+H Bending & Shear Check Results Maximum Shear Stress Ratio = Applied Design Shear 0.0 psi 288.0Allowable Shear psi 0.0 : 1 Bending Compression Tension Location of max.above base 7.0 ft : 1 At maximum location values are . . . Applied My 0.0 k-ft Maximum SERVICE Lateral Load Reactions . . Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Top along X-X 0.0 k Bottom along X-X 0.0 kGoverning NDS Forumla Comp Only, fc/Fc' Maximum SERVICE Load Lateral Deflections . . . Along Y-Y 0.0 in at 0.0 ft above base for load combination : n/a Along X-X 0.0 in at 0.0 ft above base Fc : Allowable 1,465.47 psi Other Factors used to calculate allowable stresses . . . for load combination : n/a . Maximum Axial + Bending Stress Ratios Maximum Shear Ratios CDCLoad Combination Stress Ratio Location Stress Ratio Status LocationP Status Load Combination Results +D+H 0.900 PASS PASS0.0 0.0 7.0 ft0.805 ft0.1533 +D+L+H 1.000 PASS PASS0.0 0.0 7.0 ft0.778 ft0.1428 +D+Lr+H 1.250 PASS PASS0.0 0.0 7.0 ft0.711 ft0.2244 +D+S+H 1.150 PASS PASS0.0 0.0 7.0 ft0.737 ft0.1310 +D+0.750Lr+0.750L+H 1.250 PASS PASS0.0 0.0 7.0 ft0.711 ft0.1995 +D+0.750L+0.750S+H 1.150 PASS PASS0.0 0.0 7.0 ft0.737 ft0.1310 +D+0.60W+H 1.600 PASS PASS0.0 0.0 7.0 ft0.622 ft0.1116 +D+0.750Lr+0.750L+0.450W+H 1.600 PASS PASS0.0 0.0 7.0 ft0.622 ft0.1780 +D+0.750L+0.750S+0.450W+H 1.600 PASS PASS0.0 0.0 7.0 ft0.622 ft0.1116 +0.60D+0.60W+0.60H 1.600 PASS PASS0.0 0.0 7.0 ft0.622 ft0.06694 +D+0.70E+0.60H 1.600 PASS PASS0.0 0.0 7.0 ft0.622 ft0.1116 +D+0.750L+0.750S+0.5250E+H 1.600 PASS PASS0.0 0.0 7.0 ft0.622 ft0.1116 Page 31 of 130 Wood Column CORNERSTONE STRUCTURAL ENGINEERSLic. # : KW-06006034 DESCRIPTION: C-1 Typical Door Cripple Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Mendota City Hall and Police.ec6 Project Title: Engineer: Project ID: Printed: 23 MAR 2022, 11:27AM Project Descr: Maximum Axial + Bending Stress Ratios Maximum Shear Ratios CDCLoad Combination Stress Ratio Location Stress Ratio Status LocationP Status Load Combination Results +0.60D+0.70E+H 1.600 PASS PASS0.0 0.0 7.0 ft0.622 ft0.06694 . k k-ft Note: Only non-zero reactions are listed. Load Combination X-X Axis Reaction Y-Y Axis Reaction Axial Reaction @ Base @ Top @ Base@ Base @ Top Maximum Reactions @ Base @ Base@ Top @ Top My - End Moments Mx - End Moments +D+H 1.513 +D+L+H 1.513 +D+Lr+H 2.713 +D+S+H 1.513 +D+0.750Lr+0.750L+H 2.413 +D+0.750L+0.750S+H 1.513 +D+0.60W+H 1.513 +D+0.750Lr+0.750L+0.450W+H 2.413 +D+0.750L+0.750S+0.450W+H 1.513 +0.60D+0.60W+0.60H 0.908 +D+0.70E+0.60H 1.513 +D+0.750L+0.750S+0.5250E+H 1.513 +0.60D+0.70E+H 0.908 D Only 1.513 Lr Only 1.200 L Only S Only W Only E Only H Only .Maximum Deflections for Load Combinations Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance +D+H 0.0000 0.0000 0.000 ftft inin 0.000 +D+L+H 0.0000 0.0000 0.000 ftft inin 0.000 +D+Lr+H 0.0000 0.0000 0.000 ftft inin 0.000 +D+S+H 0.0000 0.0000 0.000 ftft inin 0.000 +D+0.750Lr+0.750L+H 0.0000 0.0000 0.000 ftft inin 0.000 +D+0.750L+0.750S+H 0.0000 0.0000 0.000 ftft inin 0.000 +D+0.60W+H 0.0000 0.0000 0.000 ftft inin 0.000 +D+0.750Lr+0.750L+0.450W+H 0.0000 0.0000 0.000 ftft inin 0.000 +D+0.750L+0.750S+0.450W+H 0.0000 0.0000 0.000 ftft inin 0.000 +0.60D+0.60W+0.60H 0.0000 0.0000 0.000 ftft inin 0.000 +D+0.70E+0.60H 0.0000 0.0000 0.000 ftft inin 0.000 +D+0.750L+0.750S+0.5250E+H 0.0000 0.0000 0.000 ftft inin 0.000 +0.60D+0.70E+H 0.0000 0.0000 0.000 ftft inin 0.000 D Only 0.0000 0.0000 0.000 ftft inin 0.000 Lr Only 0.0000 0.0000 0.000 ftft inin 0.000 L Only 0.0000 0.0000 0.000 ftft inin 0.000 S Only 0.0000 0.0000 0.000 ftft inin 0.000 W Only 0.0000 0.0000 0.000 ftft inin 0.000 E Only 0.0000 0.0000 0.000 ftft inin 0.000 H Only 0.0000 0.0000 0.000 ftft inin 0.000 . Page 32 of 130 Wood Column CORNERSTONE STRUCTURAL ENGINEERSLic. # : KW-06006034 DESCRIPTION: C-1 Typical Door Cripple Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Mendota City Hall and Police.ec6 Project Title: Engineer: Project ID: Printed: 23 MAR 2022, 11:27AM Project Descr: Sketches Page 33 of 130 Wood Column CORNERSTONE STRUCTURAL ENGINEERSLic. # : KW-06006034 DESCRIPTION: C-2 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Mendota City Hall and Police.ec6 Project Title: Engineer: Project ID: Printed: 23 MAR 2022, 11:38AM Project Descr: .Code References Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Wood Section Name 6x6Analysis Method : 14.2Overall Column Height ft Allowable Stress Design ( Used for non-slender calculations ) Allow Stress Modification Factors End Fixities Top & Bottom Pinned Wood Species Douglas Fir-Larch Wood Grade No.1 Fb + 1,000.0 1,000.0 psi 1,500.0 625.0 180.0 675.0 31.210 psi Fv psi Fb - Ft psi Fc - Prll psi psi Density pcf Fc - Perp E : Modulus of Elasticity . . . 1,700.0 620.0 1,700.0 620.0 Cfu : Flat Use Factor 1.0 Cf or Cv for Tension 1.0 Use Cr : Repetitive ? Kf : Built-up columns 1.0 NDS 15.3.2 Exact Width 5.50 in Exact Depth 5.50 in Area 30.250 in^2 Ix 76.255 in^4 Iy 76.255 in^4 Wood Grading/Manuf. Graded Lumber Wood Member Type Sawn Ct : Temperature Factor 1.0 Cf or Cv for Compression 1.0 1,700.0 Axial Cm : Wet Use Factor 1.0 Cf or Cv for Bending 1.0 x-x Bending y-y Bending ksi No Minimum Basic Y-Y (depth) axis : X-X (width) axis : Unbraced Length for buckling ABOUT X-X Axis = 14.2 ft, K = 1.0 Fully braced against buckling ABOUT Y-Y Axis Brace condition for deflection (buckling) along columns : .Service loads entered. Load Factors will be applied for calculations.Applied Loads Column self weight included : 93.099 lbs * Dead Load Factor AXIAL LOADS . . . Axial Load at 14.20 ft, D = 2.490, Lr = 0.830 k .DESIGN SUMMARY PASS PASS Max. Axial+Bending Stress Ratio = 0.2278 Location of max.above base 0.0 ft Applied Axial 3.413 k Applied Mx 0.0 k-ft Load Combination +D+Lr+H Load Combination +0.60D+0.70E+H Bending & Shear Check Results Maximum Shear Stress Ratio = Applied Design Shear 0.0 psi 288.0Allowable Shear psi 0.0 : 1 Bending Compression Tension Location of max.above base 14.20 ft : 1 At maximum location values are . . . Applied My 0.0 k-ft Maximum SERVICE Lateral Load Reactions . . Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Top along X-X 0.0 k Bottom along X-X 0.0 kGoverning NDS Forumla Comp Only, fc/Fc' Maximum SERVICE Load Lateral Deflections . . . Along Y-Y 0.0 in at 0.0 ft above base for load combination : n/a Along X-X 0.0 in at 0.0 ft above base Fc : Allowable 495.371 psi Other Factors used to calculate allowable stresses . . . for load combination : n/a . Maximum Axial + Bending Stress Ratios Maximum Shear Ratios CDCLoad Combination Stress Ratio Location Stress Ratio Status LocationP Status Load Combination Results +D+H 0.900 PASS PASS0.0 0.0 14.20 ft0.354 ft0.1785 +D+L+H 1.000 PASS PASS0.0 0.0 14.20 ft0.323 ft0.1762 +D+Lr+H 1.250 PASS PASS0.0 0.0 14.20 ft0.264 ft0.2278 +D+S+H 1.150 PASS PASS0.0 0.0 14.20 ft0.285 ft0.1737 +D+0.750Lr+0.750L+H 1.250 PASS PASS0.0 0.0 14.20 ft0.264 ft0.2139 +D+0.750L+0.750S+H 1.150 PASS PASS0.0 0.0 14.20 ft0.285 ft0.1737 +D+0.60W+H 1.600 PASS PASS0.0 0.0 14.20 ft0.210 ft0.1694 +D+0.750Lr+0.750L+0.450W+H 1.600 PASS PASS0.0 0.0 14.20 ft0.210 ft0.2102 +D+0.750L+0.750S+0.450W+H 1.600 PASS PASS0.0 0.0 14.20 ft0.210 ft0.1694 +0.60D+0.60W+0.60H 1.600 PASS PASS0.0 0.0 14.20 ft0.210 ft0.1016 +D+0.70E+0.60H 1.600 PASS PASS0.0 0.0 14.20 ft0.210 ft0.1694 +D+0.750L+0.750S+0.5250E+H 1.600 PASS PASS0.0 0.0 14.20 ft0.210 ft0.1694 Page 34 of 130 Wood Column CORNERSTONE STRUCTURAL ENGINEERSLic. # : KW-06006034 DESCRIPTION: C-2 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Mendota City Hall and Police.ec6 Project Title: Engineer: Project ID: Printed: 23 MAR 2022, 11:38AM Project Descr: Maximum Axial + Bending Stress Ratios Maximum Shear Ratios CDCLoad Combination Stress Ratio Location Stress Ratio Status LocationP Status Load Combination Results +0.60D+0.70E+H 1.600 PASS PASS0.0 0.0 14.20 ft0.210 ft0.1016 . k k-ft Note: Only non-zero reactions are listed. Load Combination X-X Axis Reaction Y-Y Axis Reaction Axial Reaction @ Base @ Top @ Base@ Base @ Top Maximum Reactions @ Base @ Base@ Top @ Top My - End Moments Mx - End Moments +D+H 2.583 +D+L+H 2.583 +D+Lr+H 3.413 +D+S+H 2.583 +D+0.750Lr+0.750L+H 3.206 +D+0.750L+0.750S+H 2.583 +D+0.60W+H 2.583 +D+0.750Lr+0.750L+0.450W+H 3.206 +D+0.750L+0.750S+0.450W+H 2.583 +0.60D+0.60W+0.60H 1.550 +D+0.70E+0.60H 2.583 +D+0.750L+0.750S+0.5250E+H 2.583 +0.60D+0.70E+H 1.550 D Only 2.583 Lr Only 0.830 L Only S Only W Only E Only H Only .Maximum Deflections for Load Combinations Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance +D+H 0.0000 0.0000 0.000 ftft inin 0.000 +D+L+H 0.0000 0.0000 0.000 ftft inin 0.000 +D+Lr+H 0.0000 0.0000 0.000 ftft inin 0.000 +D+S+H 0.0000 0.0000 0.000 ftft inin 0.000 +D+0.750Lr+0.750L+H 0.0000 0.0000 0.000 ftft inin 0.000 +D+0.750L+0.750S+H 0.0000 0.0000 0.000 ftft inin 0.000 +D+0.60W+H 0.0000 0.0000 0.000 ftft inin 0.000 +D+0.750Lr+0.750L+0.450W+H 0.0000 0.0000 0.000 ftft inin 0.000 +D+0.750L+0.750S+0.450W+H 0.0000 0.0000 0.000 ftft inin 0.000 +0.60D+0.60W+0.60H 0.0000 0.0000 0.000 ftft inin 0.000 +D+0.70E+0.60H 0.0000 0.0000 0.000 ftft inin 0.000 +D+0.750L+0.750S+0.5250E+H 0.0000 0.0000 0.000 ftft inin 0.000 +0.60D+0.70E+H 0.0000 0.0000 0.000 ftft inin 0.000 D Only 0.0000 0.0000 0.000 ftft inin 0.000 Lr Only 0.0000 0.0000 0.000 ftft inin 0.000 L Only 0.0000 0.0000 0.000 ftft inin 0.000 S Only 0.0000 0.0000 0.000 ftft inin 0.000 W Only 0.0000 0.0000 0.000 ftft inin 0.000 E Only 0.0000 0.0000 0.000 ftft inin 0.000 H Only 0.0000 0.0000 0.000 ftft inin 0.000 . Page 35 of 130 Wood Column CORNERSTONE STRUCTURAL ENGINEERSLic. # : KW-06006034 DESCRIPTION: C-2 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Mendota City Hall and Police.ec6 Project Title: Engineer: Project ID: Printed: 23 MAR 2022, 11:38AM Project Descr: Sketches Page 36 of 130 Wood Column CORNERSTONE STRUCTURAL ENGINEERSLic. # : KW-06006034 DESCRIPTION: C-3 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Mendota City Hall and Police.ec6 Project Title: Engineer: Project ID: Printed: 23 MAR 2022, 11:42AM Project Descr: .Code References Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Wood Section Name 6x6Analysis Method : 16.5Overall Column Height ft Allowable Stress Design ( Used for non-slender calculations ) Allow Stress Modification Factors End Fixities Top & Bottom Pinned Wood Species Douglas Fir-Larch Wood Grade No.1 Fb + 1,000.0 1,000.0 psi 1,500.0 625.0 180.0 675.0 31.210 psi Fv psi Fb - Ft psi Fc - Prll psi psi Density pcf Fc - Perp E : Modulus of Elasticity . . . 1,700.0 620.0 1,700.0 620.0 Cfu : Flat Use Factor 1.0 Cf or Cv for Tension 1.0 Use Cr : Repetitive ? Kf : Built-up columns 1.0 NDS 15.3.2 Exact Width 5.50 in Exact Depth 5.50 in Area 30.250 in^2 Ix 76.255 in^4 Iy 76.255 in^4 Wood Grading/Manuf. Graded Lumber Wood Member Type Sawn Ct : Temperature Factor 1.0 Cf or Cv for Compression 1.0 1,700.0 Axial Cm : Wet Use Factor 1.0 Cf or Cv for Bending 1.0 x-x Bending y-y Bending ksi No Minimum Basic Y-Y (depth) axis : X-X (width) axis : Unbraced Length for buckling ABOUT X-X Axis = 16.5 ft, K = 1.0 Fully braced against buckling ABOUT Y-Y Axis Brace condition for deflection (buckling) along columns : .Service loads entered. Load Factors will be applied for calculations.Applied Loads Column self weight included : 108.178 lbs * Dead Load Factor AXIAL LOADS . . . Axial Load at 16.50 ft, D = 1.960, Lr = 1.10 k .DESIGN SUMMARY PASS PASS Max. Axial+Bending Stress Ratio = 0.2796 Location of max.above base 0.0 ft Applied Axial 3.168 k Applied Mx 0.0 k-ft Load Combination +D+Lr+H Load Combination +0.60D+0.70E+H Bending & Shear Check Results Maximum Shear Stress Ratio = Applied Design Shear 0.0 psi 288.0Allowable Shear psi 0.0 : 1 Bending Compression Tension Location of max.above base 16.50 ft : 1 At maximum location values are . . . Applied My 0.0 k-ft Maximum SERVICE Lateral Load Reactions . . Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Top along X-X 0.0 k Bottom along X-X 0.0 kGoverning NDS Forumla Comp Only, fc/Fc' Maximum SERVICE Load Lateral Deflections . . . Along Y-Y 0.0 in at 0.0 ft above base for load combination : n/a Along X-X 0.0 in at 0.0 ft above base Fc : Allowable 374.542 psi Other Factors used to calculate allowable stresses . . . for load combination : n/a . Maximum Axial + Bending Stress Ratios Maximum Shear Ratios CDCLoad Combination Stress Ratio Location Stress Ratio Status LocationP Status Load Combination Results +D+H 0.900 PASS PASS0.0 0.0 16.50 ft0.271 ft0.1868 +D+L+H 1.000 PASS PASS0.0 0.0 16.50 ft0.246 ft0.1852 +D+Lr+H 1.250 PASS PASS0.0 0.0 16.50 ft0.200 ft0.2796 +D+S+H 1.150 PASS PASS0.0 0.0 16.50 ft0.216 ft0.1834 +D+0.750Lr+0.750L+H 1.250 PASS PASS0.0 0.0 16.50 ft0.200 ft0.2554 +D+0.750L+0.750S+H 1.150 PASS PASS0.0 0.0 16.50 ft0.216 ft0.1834 +D+0.60W+H 1.600 PASS PASS0.0 0.0 16.50 ft0.158 ft0.1804 +D+0.750Lr+0.750L+0.450W+H 1.600 PASS PASS0.0 0.0 16.50 ft0.158 ft0.2523 +D+0.750L+0.750S+0.450W+H 1.600 PASS PASS0.0 0.0 16.50 ft0.158 ft0.1804 +0.60D+0.60W+0.60H 1.600 PASS PASS0.0 0.0 16.50 ft0.158 ft0.1082 +D+0.70E+0.60H 1.600 PASS PASS0.0 0.0 16.50 ft0.158 ft0.1804 +D+0.750L+0.750S+0.5250E+H 1.600 PASS PASS0.0 0.0 16.50 ft0.158 ft0.1804 Page 37 of 130 Wood Column CORNERSTONE STRUCTURAL ENGINEERSLic. # : KW-06006034 DESCRIPTION: C-3 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Mendota City Hall and Police.ec6 Project Title: Engineer: Project ID: Printed: 23 MAR 2022, 11:42AM Project Descr: Maximum Axial + Bending Stress Ratios Maximum Shear Ratios CDCLoad Combination Stress Ratio Location Stress Ratio Status LocationP Status Load Combination Results +0.60D+0.70E+H 1.600 PASS PASS0.0 0.0 16.50 ft0.158 ft0.1082 . k k-ft Note: Only non-zero reactions are listed. Load Combination X-X Axis Reaction Y-Y Axis Reaction Axial Reaction @ Base @ Top @ Base@ Base @ Top Maximum Reactions @ Base @ Base@ Top @ Top My - End Moments Mx - End Moments +D+H 2.068 +D+L+H 2.068 +D+Lr+H 3.168 +D+S+H 2.068 +D+0.750Lr+0.750L+H 2.893 +D+0.750L+0.750S+H 2.068 +D+0.60W+H 2.068 +D+0.750Lr+0.750L+0.450W+H 2.893 +D+0.750L+0.750S+0.450W+H 2.068 +0.60D+0.60W+0.60H 1.241 +D+0.70E+0.60H 2.068 +D+0.750L+0.750S+0.5250E+H 2.068 +0.60D+0.70E+H 1.241 D Only 2.068 Lr Only 1.100 L Only S Only W Only E Only H Only .Maximum Deflections for Load Combinations Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance +D+H 0.0000 0.0000 0.000 ftft inin 0.000 +D+L+H 0.0000 0.0000 0.000 ftft inin 0.000 +D+Lr+H 0.0000 0.0000 0.000 ftft inin 0.000 +D+S+H 0.0000 0.0000 0.000 ftft inin 0.000 +D+0.750Lr+0.750L+H 0.0000 0.0000 0.000 ftft inin 0.000 +D+0.750L+0.750S+H 0.0000 0.0000 0.000 ftft inin 0.000 +D+0.60W+H 0.0000 0.0000 0.000 ftft inin 0.000 +D+0.750Lr+0.750L+0.450W+H 0.0000 0.0000 0.000 ftft inin 0.000 +D+0.750L+0.750S+0.450W+H 0.0000 0.0000 0.000 ftft inin 0.000 +0.60D+0.60W+0.60H 0.0000 0.0000 0.000 ftft inin 0.000 +D+0.70E+0.60H 0.0000 0.0000 0.000 ftft inin 0.000 +D+0.750L+0.750S+0.5250E+H 0.0000 0.0000 0.000 ftft inin 0.000 +0.60D+0.70E+H 0.0000 0.0000 0.000 ftft inin 0.000 D Only 0.0000 0.0000 0.000 ftft inin 0.000 Lr Only 0.0000 0.0000 0.000 ftft inin 0.000 L Only 0.0000 0.0000 0.000 ftft inin 0.000 S Only 0.0000 0.0000 0.000 ftft inin 0.000 W Only 0.0000 0.0000 0.000 ftft inin 0.000 E Only 0.0000 0.0000 0.000 ftft inin 0.000 H Only 0.0000 0.0000 0.000 ftft inin 0.000 . Page 38 of 130 Wood Column CORNERSTONE STRUCTURAL ENGINEERSLic. # : KW-06006034 DESCRIPTION: C-3 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Mendota City Hall and Police.ec6 Project Title: Engineer: Project ID: Printed: 23 MAR 2022, 11:42AM Project Descr: Sketches Page 39 of 130 Wood Column CORNERSTONE STRUCTURAL ENGINEERSLic. # : KW-06006034 DESCRIPTION: C-4 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Mendota City Hall and Police.ec6 Project Title: Engineer: Project ID: Printed: 23 MAR 2022, 11:44AM Project Descr: .Code References Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Wood Section Name 6x6Analysis Method : 16.5Overall Column Height ft Allowable Stress Design ( Used for non-slender calculations ) Allow Stress Modification Factors End Fixities Top & Bottom Pinned Wood Species Douglas Fir-Larch Wood Grade No.1 Fb + 1,000.0 1,000.0 psi 1,500.0 625.0 180.0 675.0 31.210 psi Fv psi Fb - Ft psi Fc - Prll psi psi Density pcf Fc - Perp E : Modulus of Elasticity . . . 1,700.0 620.0 1,700.0 620.0 Cfu : Flat Use Factor 1.0 Cf or Cv for Tension 1.0 Use Cr : Repetitive ? Kf : Built-up columns 1.0 NDS 15.3.2 Exact Width 5.50 in Exact Depth 5.50 in Area 30.250 in^2 Ix 76.255 in^4 Iy 76.255 in^4 Wood Grading/Manuf. Graded Lumber Wood Member Type Sawn Ct : Temperature Factor 1.0 Cf or Cv for Compression 1.0 1,700.0 Axial Cm : Wet Use Factor 1.0 Cf or Cv for Bending 1.0 x-x Bending y-y Bending ksi No Minimum Basic Y-Y (depth) axis : X-X (width) axis : Unbraced Length for buckling ABOUT X-X Axis = 16.5 ft, K = 1.0 Fully braced against buckling ABOUT Y-Y Axis Brace condition for deflection (buckling) along columns : .Service loads entered. Load Factors will be applied for calculations.Applied Loads Column self weight included : 108.178 lbs * Dead Load Factor AXIAL LOADS . . . Axial Load at 16.50 ft, D = 1.950, Lr = 1.220 k .DESIGN SUMMARY PASS PASS Max. Axial+Bending Stress Ratio = 0.2893 Location of max.above base 0.0 ft Applied Axial 3.278 k Applied Mx 0.0 k-ft Load Combination +D+Lr+H Load Combination +0.60D+0.70E+H Bending & Shear Check Results Maximum Shear Stress Ratio = Applied Design Shear 0.0 psi 288.0Allowable Shear psi 0.0 : 1 Bending Compression Tension Location of max.above base 16.50 ft : 1 At maximum location values are . . . Applied My 0.0 k-ft Maximum SERVICE Lateral Load Reactions . . Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Top along X-X 0.0 k Bottom along X-X 0.0 kGoverning NDS Forumla Comp Only, fc/Fc' Maximum SERVICE Load Lateral Deflections . . . Along Y-Y 0.0 in at 0.0 ft above base for load combination : n/a Along X-X 0.0 in at 0.0 ft above base Fc : Allowable 374.542 psi Other Factors used to calculate allowable stresses . . . for load combination : n/a . Maximum Axial + Bending Stress Ratios Maximum Shear Ratios CDCLoad Combination Stress Ratio Location Stress Ratio Status LocationP Status Load Combination Results +D+H 0.900 PASS PASS0.0 0.0 16.50 ft0.271 ft0.1859 +D+L+H 1.000 PASS PASS0.0 0.0 16.50 ft0.246 ft0.1843 +D+Lr+H 1.250 PASS PASS0.0 0.0 16.50 ft0.200 ft0.2893 +D+S+H 1.150 PASS PASS0.0 0.0 16.50 ft0.216 ft0.1826 +D+0.750Lr+0.750L+H 1.250 PASS PASS0.0 0.0 16.50 ft0.200 ft0.2624 +D+0.750L+0.750S+H 1.150 PASS PASS0.0 0.0 16.50 ft0.216 ft0.1826 +D+0.60W+H 1.600 PASS PASS0.0 0.0 16.50 ft0.158 ft0.1795 +D+0.750Lr+0.750L+0.450W+H 1.600 PASS PASS0.0 0.0 16.50 ft0.158 ft0.2593 +D+0.750L+0.750S+0.450W+H 1.600 PASS PASS0.0 0.0 16.50 ft0.158 ft0.1795 +0.60D+0.60W+0.60H 1.600 PASS PASS0.0 0.0 16.50 ft0.158 ft0.1077 +D+0.70E+0.60H 1.600 PASS PASS0.0 0.0 16.50 ft0.158 ft0.1795 +D+0.750L+0.750S+0.5250E+H 1.600 PASS PASS0.0 0.0 16.50 ft0.158 ft0.1795 Page 40 of 130 Wood Column CORNERSTONE STRUCTURAL ENGINEERSLic. # : KW-06006034 DESCRIPTION: C-4 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Mendota City Hall and Police.ec6 Project Title: Engineer: Project ID: Printed: 23 MAR 2022, 11:44AM Project Descr: Maximum Axial + Bending Stress Ratios Maximum Shear Ratios CDCLoad Combination Stress Ratio Location Stress Ratio Status LocationP Status Load Combination Results +0.60D+0.70E+H 1.600 PASS PASS0.0 0.0 16.50 ft0.158 ft0.1077 . k k-ft Note: Only non-zero reactions are listed. Load Combination X-X Axis Reaction Y-Y Axis Reaction Axial Reaction @ Base @ Top @ Base@ Base @ Top Maximum Reactions @ Base @ Base@ Top @ Top My - End Moments Mx - End Moments +D+H 2.058 +D+L+H 2.058 +D+Lr+H 3.278 +D+S+H 2.058 +D+0.750Lr+0.750L+H 2.973 +D+0.750L+0.750S+H 2.058 +D+0.60W+H 2.058 +D+0.750Lr+0.750L+0.450W+H 2.973 +D+0.750L+0.750S+0.450W+H 2.058 +0.60D+0.60W+0.60H 1.235 +D+0.70E+0.60H 2.058 +D+0.750L+0.750S+0.5250E+H 2.058 +0.60D+0.70E+H 1.235 D Only 2.058 Lr Only 1.220 L Only S Only W Only E Only H Only .Maximum Deflections for Load Combinations Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance +D+H 0.0000 0.0000 0.000 ftft inin 0.000 +D+L+H 0.0000 0.0000 0.000 ftft inin 0.000 +D+Lr+H 0.0000 0.0000 0.000 ftft inin 0.000 +D+S+H 0.0000 0.0000 0.000 ftft inin 0.000 +D+0.750Lr+0.750L+H 0.0000 0.0000 0.000 ftft inin 0.000 +D+0.750L+0.750S+H 0.0000 0.0000 0.000 ftft inin 0.000 +D+0.60W+H 0.0000 0.0000 0.000 ftft inin 0.000 +D+0.750Lr+0.750L+0.450W+H 0.0000 0.0000 0.000 ftft inin 0.000 +D+0.750L+0.750S+0.450W+H 0.0000 0.0000 0.000 ftft inin 0.000 +0.60D+0.60W+0.60H 0.0000 0.0000 0.000 ftft inin 0.000 +D+0.70E+0.60H 0.0000 0.0000 0.000 ftft inin 0.000 +D+0.750L+0.750S+0.5250E+H 0.0000 0.0000 0.000 ftft inin 0.000 +0.60D+0.70E+H 0.0000 0.0000 0.000 ftft inin 0.000 D Only 0.0000 0.0000 0.000 ftft inin 0.000 Lr Only 0.0000 0.0000 0.000 ftft inin 0.000 L Only 0.0000 0.0000 0.000 ftft inin 0.000 S Only 0.0000 0.0000 0.000 ftft inin 0.000 W Only 0.0000 0.0000 0.000 ftft inin 0.000 E Only 0.0000 0.0000 0.000 ftft inin 0.000 H Only 0.0000 0.0000 0.000 ftft inin 0.000 . Page 41 of 130 Wood Column CORNERSTONE STRUCTURAL ENGINEERSLic. # : KW-06006034 DESCRIPTION: C-4 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Mendota City Hall and Police.ec6 Project Title: Engineer: Project ID: Printed: 23 MAR 2022, 11:44AM Project Descr: Sketches Page 42 of 130 Wood Column CORNERSTONE STRUCTURAL ENGINEERSLic. # : KW-06006034 DESCRIPTION: C-5 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Mendota City Hall and Police.ec6 Project Title: Engineer: Project ID: Printed: 23 MAR 2022, 11:57AM Project Descr: .Code References Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Wood Section Name 6x8Analysis Method : 20.67Overall Column Height ft Allowable Stress Design ( Used for non-slender calculations ) Allow Stress Modification Factors End Fixities Top & Bottom Pinned Wood Species Douglas Fir-Larch Wood Grade No.1 Fb + 1,000.0 1,000.0 psi 1,500.0 625.0 180.0 675.0 31.210 psi Fv psi Fb - Ft psi Fc - Prll psi psi Density pcf Fc - Perp E : Modulus of Elasticity . . . 1,700.0 620.0 1,700.0 620.0 Cfu : Flat Use Factor 1.0 Cf or Cv for Tension 1.0 Use Cr : Repetitive ? Kf : Built-up columns 1.0 NDS 15.3.2 Exact Width 5.50 in Exact Depth 7.50 in Area 41.250 in^2 Ix 193.359 in^4 Iy 103.984 in^4 Wood Grading/Manuf. Graded Lumber Wood Member Type Sawn Ct : Temperature Factor 1.0 Cf or Cv for Compression 1.0 1,700.0 Axial Cm : Wet Use Factor 1.0 Cf or Cv for Bending 1.0 x-x Bending y-y Bending ksi No Minimum Basic Y-Y (depth) axis : X-X (width) axis : Unbraced Length for buckling ABOUT X-X Axis = 20.67 ft, K = 1.0 Fully braced against buckling ABOUT Y-Y Axis Brace condition for deflection (buckling) along columns : .Service loads entered. Load Factors will be applied for calculations.Applied Loads Column self weight included : 184.797 lbs * Dead Load Factor AXIAL LOADS . . . Axial Load at 20.670 ft, D = 9.440, Lr = 5.90 k .DESIGN SUMMARY PASS PASS Max. Axial+Bending Stress Ratio = 0.8571 Location of max.above base 0.0 ft Applied Axial 15.525 k Applied Mx 0.0 k-ft Load Combination +D+Lr+H Load Combination +0.60D+0.70E+H Bending & Shear Check Results Maximum Shear Stress Ratio = Applied Design Shear 0.0 psi 288.0Allowable Shear psi 0.0 : 1 Bending Compression Tension Location of max.above base 20.670 ft : 1 At maximum location values are . . . Applied My 0.0 k-ft Maximum SERVICE Lateral Load Reactions . . Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Top along X-X 0.0 k Bottom along X-X 0.0 kGoverning NDS Forumla Comp Only, fc/Fc' Maximum SERVICE Load Lateral Deflections . . . Along Y-Y 0.0 in at 0.0 ft above base for load combination : n/a Along X-X 0.0 in at 0.0 ft above base Fc : Allowable 439.098 psi Other Factors used to calculate allowable stresses . . . for load combination : n/a . Maximum Axial + Bending Stress Ratios Maximum Shear Ratios CDCLoad Combination Stress Ratio Location Stress Ratio Status LocationP Status Load Combination Results +D+H 0.900 PASS PASS0.0 0.0 20.670 ft0.316 ft0.5470 +D+L+H 1.000 PASS PASS0.0 0.0 20.670 ft0.287 ft0.5412 +D+Lr+H 1.250 PASS PASS0.0 0.0 20.670 ft0.234 ft0.8571 +D+S+H 1.150 PASS PASS0.0 0.0 20.670 ft0.253 ft0.5347 +D+0.750Lr+0.750L+H 1.250 PASS PASS0.0 0.0 20.670 ft0.234 ft0.7757 +D+0.750L+0.750S+H 1.150 PASS PASS0.0 0.0 20.670 ft0.253 ft0.5347 +D+0.60W+H 1.600 PASS PASS0.0 0.0 20.670 ft0.186 ft0.5236 +D+0.750Lr+0.750L+0.450W+H 1.600 PASS PASS0.0 0.0 20.670 ft0.186 ft0.7643 +D+0.750L+0.750S+0.450W+H 1.600 PASS PASS0.0 0.0 20.670 ft0.186 ft0.5236 +0.60D+0.60W+0.60H 1.600 PASS PASS0.0 0.0 20.670 ft0.186 ft0.3142 +D+0.70E+0.60H 1.600 PASS PASS0.0 0.0 20.670 ft0.186 ft0.5236 +D+0.750L+0.750S+0.5250E+H 1.600 PASS PASS0.0 0.0 20.670 ft0.186 ft0.5236 Page 43 of 130 Wood Column CORNERSTONE STRUCTURAL ENGINEERSLic. # : KW-06006034 DESCRIPTION: C-5 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Mendota City Hall and Police.ec6 Project Title: Engineer: Project ID: Printed: 23 MAR 2022, 11:57AM Project Descr: Maximum Axial + Bending Stress Ratios Maximum Shear Ratios CDCLoad Combination Stress Ratio Location Stress Ratio Status LocationP Status Load Combination Results +0.60D+0.70E+H 1.600 PASS PASS0.0 0.0 20.670 ft0.186 ft0.3142 . k k-ft Note: Only non-zero reactions are listed. Load Combination X-X Axis Reaction Y-Y Axis Reaction Axial Reaction @ Base @ Top @ Base@ Base @ Top Maximum Reactions @ Base @ Base@ Top @ Top My - End Moments Mx - End Moments +D+H 9.625 +D+L+H 9.625 +D+Lr+H 15.525 +D+S+H 9.625 +D+0.750Lr+0.750L+H 14.050 +D+0.750L+0.750S+H 9.625 +D+0.60W+H 9.625 +D+0.750Lr+0.750L+0.450W+H 14.050 +D+0.750L+0.750S+0.450W+H 9.625 +0.60D+0.60W+0.60H 5.775 +D+0.70E+0.60H 9.625 +D+0.750L+0.750S+0.5250E+H 9.625 +0.60D+0.70E+H 5.775 D Only 9.625 Lr Only 5.900 L Only S Only W Only E Only H Only .Maximum Deflections for Load Combinations Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance +D+H 0.0000 0.0000 0.000 ftft inin 0.000 +D+L+H 0.0000 0.0000 0.000 ftft inin 0.000 +D+Lr+H 0.0000 0.0000 0.000 ftft inin 0.000 +D+S+H 0.0000 0.0000 0.000 ftft inin 0.000 +D+0.750Lr+0.750L+H 0.0000 0.0000 0.000 ftft inin 0.000 +D+0.750L+0.750S+H 0.0000 0.0000 0.000 ftft inin 0.000 +D+0.60W+H 0.0000 0.0000 0.000 ftft inin 0.000 +D+0.750Lr+0.750L+0.450W+H 0.0000 0.0000 0.000 ftft inin 0.000 +D+0.750L+0.750S+0.450W+H 0.0000 0.0000 0.000 ftft inin 0.000 +0.60D+0.60W+0.60H 0.0000 0.0000 0.000 ftft inin 0.000 +D+0.70E+0.60H 0.0000 0.0000 0.000 ftft inin 0.000 +D+0.750L+0.750S+0.5250E+H 0.0000 0.0000 0.000 ftft inin 0.000 +0.60D+0.70E+H 0.0000 0.0000 0.000 ftft inin 0.000 D Only 0.0000 0.0000 0.000 ftft inin 0.000 Lr Only 0.0000 0.0000 0.000 ftft inin 0.000 L Only 0.0000 0.0000 0.000 ftft inin 0.000 S Only 0.0000 0.0000 0.000 ftft inin 0.000 W Only 0.0000 0.0000 0.000 ftft inin 0.000 E Only 0.0000 0.0000 0.000 ftft inin 0.000 H Only 0.0000 0.0000 0.000 ftft inin 0.000 . Page 44 of 130 Wood Column CORNERSTONE STRUCTURAL ENGINEERSLic. # : KW-06006034 DESCRIPTION: C-5 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Mendota City Hall and Police.ec6 Project Title: Engineer: Project ID: Printed: 23 MAR 2022, 11:57AM Project Descr: Sketches Page 45 of 130 Wood Column CORNERSTONE STRUCTURAL ENGINEERSLic. # : KW-06006034 DESCRIPTION: C-6 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Mendota City Hall and Police.ec6 Project Title: Engineer: Project ID: Printed: 23 MAR 2022, 12:03PM Project Descr: .Code References Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Wood Section Name 6x6Analysis Method : 16.5Overall Column Height ft Allowable Stress Design ( Used for non-slender calculations ) Allow Stress Modification Factors End Fixities Top & Bottom Pinned Wood Species Douglas Fir-Larch Wood Grade No.1 Fb + 1,000.0 1,000.0 psi 1,500.0 625.0 180.0 675.0 31.210 psi Fv psi Fb - Ft psi Fc - Prll psi psi Density pcf Fc - Perp E : Modulus of Elasticity . . . 1,700.0 620.0 1,700.0 620.0 Cfu : Flat Use Factor 1.0 Cf or Cv for Tension 1.0 Use Cr : Repetitive ? Kf : Built-up columns 1.0 NDS 15.3.2 Exact Width 5.50 in Exact Depth 5.50 in Area 30.250 in^2 Ix 76.255 in^4 Iy 76.255 in^4 Wood Grading/Manuf. Graded Lumber Wood Member Type Sawn Ct : Temperature Factor 1.0 Cf or Cv for Compression 1.0 1,700.0 Axial Cm : Wet Use Factor 1.0 Cf or Cv for Bending 1.0 x-x Bending y-y Bending ksi No Minimum Basic Y-Y (depth) axis : X-X (width) axis : Unbraced Length for buckling ABOUT X-X Axis = 16.5 ft, K = 1.0 Fully braced against buckling ABOUT Y-Y Axis Brace condition for deflection (buckling) along columns : .Service loads entered. Load Factors will be applied for calculations.Applied Loads Column self weight included : 108.178 lbs * Dead Load Factor AXIAL LOADS . . . Axial Load at 16.50 ft, D = 2.930, Lr = 1.630 k .DESIGN SUMMARY PASS PASS Max. Axial+Bending Stress Ratio = 0.4120 Location of max.above base 0.0 ft Applied Axial 4.668 k Applied Mx 0.0 k-ft Load Combination +D+Lr+H Load Combination +0.60D+0.70E+H Bending & Shear Check Results Maximum Shear Stress Ratio = Applied Design Shear 0.0 psi 288.0Allowable Shear psi 0.0 : 1 Bending Compression Tension Location of max.above base 16.50 ft : 1 At maximum location values are . . . Applied My 0.0 k-ft Maximum SERVICE Lateral Load Reactions . . Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Top along X-X 0.0 k Bottom along X-X 0.0 kGoverning NDS Forumla Comp Only, fc/Fc' Maximum SERVICE Load Lateral Deflections . . . Along Y-Y 0.0 in at 0.0 ft above base for load combination : n/a Along X-X 0.0 in at 0.0 ft above base Fc : Allowable 374.542 psi Other Factors used to calculate allowable stresses . . . for load combination : n/a . Maximum Axial + Bending Stress Ratios Maximum Shear Ratios CDCLoad Combination Stress Ratio Location Stress Ratio Status LocationP Status Load Combination Results +D+H 0.900 PASS PASS0.0 0.0 16.50 ft0.271 ft0.2744 +D+L+H 1.000 PASS PASS0.0 0.0 16.50 ft0.246 ft0.2721 +D+Lr+H 1.250 PASS PASS0.0 0.0 16.50 ft0.200 ft0.4120 +D+S+H 1.150 PASS PASS0.0 0.0 16.50 ft0.216 ft0.2695 +D+0.750Lr+0.750L+H 1.250 PASS PASS0.0 0.0 16.50 ft0.200 ft0.3761 +D+0.750L+0.750S+H 1.150 PASS PASS0.0 0.0 16.50 ft0.216 ft0.2695 +D+0.60W+H 1.600 PASS PASS0.0 0.0 16.50 ft0.158 ft0.2650 +D+0.750Lr+0.750L+0.450W+H 1.600 PASS PASS0.0 0.0 16.50 ft0.158 ft0.3716 +D+0.750L+0.750S+0.450W+H 1.600 PASS PASS0.0 0.0 16.50 ft0.158 ft0.2650 +0.60D+0.60W+0.60H 1.600 PASS PASS0.0 0.0 16.50 ft0.158 ft0.1590 +D+0.70E+0.60H 1.600 PASS PASS0.0 0.0 16.50 ft0.158 ft0.2650 +D+0.750L+0.750S+0.5250E+H 1.600 PASS PASS0.0 0.0 16.50 ft0.158 ft0.2650 Page 46 of 130 Wood Column CORNERSTONE STRUCTURAL ENGINEERSLic. # : KW-06006034 DESCRIPTION: C-6 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Mendota City Hall and Police.ec6 Project Title: Engineer: Project ID: Printed: 23 MAR 2022, 12:03PM Project Descr: Maximum Axial + Bending Stress Ratios Maximum Shear Ratios CDCLoad Combination Stress Ratio Location Stress Ratio Status LocationP Status Load Combination Results +0.60D+0.70E+H 1.600 PASS PASS0.0 0.0 16.50 ft0.158 ft0.1590 . k k-ft Note: Only non-zero reactions are listed. Load Combination X-X Axis Reaction Y-Y Axis Reaction Axial Reaction @ Base @ Top @ Base@ Base @ Top Maximum Reactions @ Base @ Base@ Top @ Top My - End Moments Mx - End Moments +D+H 3.038 +D+L+H 3.038 +D+Lr+H 4.668 +D+S+H 3.038 +D+0.750Lr+0.750L+H 4.261 +D+0.750L+0.750S+H 3.038 +D+0.60W+H 3.038 +D+0.750Lr+0.750L+0.450W+H 4.261 +D+0.750L+0.750S+0.450W+H 3.038 +0.60D+0.60W+0.60H 1.823 +D+0.70E+0.60H 3.038 +D+0.750L+0.750S+0.5250E+H 3.038 +0.60D+0.70E+H 1.823 D Only 3.038 Lr Only 1.630 L Only S Only W Only E Only H Only .Maximum Deflections for Load Combinations Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance +D+H 0.0000 0.0000 0.000 ftft inin 0.000 +D+L+H 0.0000 0.0000 0.000 ftft inin 0.000 +D+Lr+H 0.0000 0.0000 0.000 ftft inin 0.000 +D+S+H 0.0000 0.0000 0.000 ftft inin 0.000 +D+0.750Lr+0.750L+H 0.0000 0.0000 0.000 ftft inin 0.000 +D+0.750L+0.750S+H 0.0000 0.0000 0.000 ftft inin 0.000 +D+0.60W+H 0.0000 0.0000 0.000 ftft inin 0.000 +D+0.750Lr+0.750L+0.450W+H 0.0000 0.0000 0.000 ftft inin 0.000 +D+0.750L+0.750S+0.450W+H 0.0000 0.0000 0.000 ftft inin 0.000 +0.60D+0.60W+0.60H 0.0000 0.0000 0.000 ftft inin 0.000 +D+0.70E+0.60H 0.0000 0.0000 0.000 ftft inin 0.000 +D+0.750L+0.750S+0.5250E+H 0.0000 0.0000 0.000 ftft inin 0.000 +0.60D+0.70E+H 0.0000 0.0000 0.000 ftft inin 0.000 D Only 0.0000 0.0000 0.000 ftft inin 0.000 Lr Only 0.0000 0.0000 0.000 ftft inin 0.000 L Only 0.0000 0.0000 0.000 ftft inin 0.000 S Only 0.0000 0.0000 0.000 ftft inin 0.000 W Only 0.0000 0.0000 0.000 ftft inin 0.000 E Only 0.0000 0.0000 0.000 ftft inin 0.000 H Only 0.0000 0.0000 0.000 ftft inin 0.000 . Page 47 of 130

643 Quince St, Mendota, CA 93640Location

Address: 643 Quince St, Mendota, CA 93640

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