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HomeMy WebLinkAboutCA_Structural Calcs_L430-06LC_Elev B_190228_v219011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: (425) 814-8448 Fax: (425) 821-2120 BTL ENGINEERING Structural Calculations 2015 IBC (Note: Individual pages in this packet that may have prepared for prior Code revisions but have been checked for compliance with the 2015 IBC.) For Quadrant Homes L430-06LC Elevation B Revised Calculations February 19, 2019 Prepared by Brian Lampe PR16000315 B18006356 V2 REVISION Received: 03/06/2019 / aalexander BUILDING DIVISION APPROVED BUILDING DIVISION THIS SET OF APPROVED PLANS MUST BE ON THE JOB AT ALL TIMES DURING CONSTRUCTION. THIS BUILDING IS NOT TO BE OCCUPIED UNTIL AFTER FINAL INSPECTION BY THE RENTON BUILDING DIVISION AND RECEIPT OF CERTIFICATE OF OCCUPANCY. APPROVAL SHALL NOT BE CONSTRUED AS THE AUTHORITY TO VIOLATE OR CANCEL ANY PROVISIONS OF CODES, ORDINANCES, OR OTHER REGULATIONS ENFORCED BY THIS CITY. DATE: 04/24/2019 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: (425) 814-8448 Fax: (425) 821-2120 BTL ENGINEERING STRUCTURAL CALCULATIONS SHEET INDEX Quadrant Homes L430-06LC Item Page # Criteria  Design Criteria .............................................................................................................. C1.1 Gravity  Roof Framing  Key Plans ....................................................................................................... R1.1  Beams ............................................................................................................ R2.1  Upper Floor Framing  Key Plans ....................................................................................................... U1.1  Beams ............................................................................................................ U2.1  Main Floor Framing  Key Plans .................................................................................................... MF1.1  Beams ......................................................................................................... MF2.1  Foundation  Key Plans ....................................................................................................... F1.1 Lateral  Forces  Criteria ............................................................................................................ L1.1  Seismic Base Shear ...................................................................................... L1.2  Seismic Weight .............................................................................................. L1.3  Wind Lateral Loads Wind .............................................................................. L1.4  Vertical Distribution of Lateral Forces ........................................................... L1.6  Shear Walls/Diaphragms  Roof Diaphragm Forces ................................................................................ L2.1  Upper Floor Diaphragm Forces .................................................................... L2.2  Shear Wall Forces ......................................................................................... L2.3  Shear Wall Analysis ....................................................................................... L2.4  Shear Wall/Diaphragm Capacities  Allowable Diaphragm Stresses ..................................................................... L3.1  Allowable Shear Wall Stresses ..................................................................... L3.3  Shear Wall Schedule ..................................................................................... L3.6 Miscellaneous  Stud Wall Design......................................................................................................... M1.1  Post Design ................................................................................................................. M1.3  Footing Design ............................................................................................................ M2.1  Retaining Wall Design ................................................................................................ M3.1 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: (425) 814-8448 Fax: (425) 821-2120 BTL ENGINEERING Criteria 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 Project:Quadrant Homes Project Number:L430-06LC Code:IBC 2015 Occupancy Category II Earthquake:Site Class D Ie =1.00 R = 6.5 SS =1.446 0 =3.0 S1 =0.549 Cd =4.0 r =1.00 Wind:Ultimate Design Wind Speed, V ult 110 MPH Exposure D Topographic Factor KZT =1.00 Soil Bearing:2000-psf Allowable Soil Bearing Pressure Concrete:2500-psi Concrete Strength Higher strength may be used, but special inspection and testing reports not req'd Nails:Sheathing 8d common (2½" x 0.131") Framing 12d box (3¼" x 0.131") Roof Framing: Snow Load Ground Snow, Pg 25 psf Exposure factor, Ce 1.0 Thermal Factor, Ct 1.1 Flat Roof Snow, Pf (0.7 Ce Ct I Pg) 19 psf Use Snow Load 25 psf Attic (where accessible) 10 psf Dead Load Roofing - Composition Shingles 4.0 psf Sheathing - 7/16 OSB 2.2 psf Framing - Trusses @ 24"oc 2.5 psf Insulation - Batt. 1.0 psf Ceiling - 5/8 GWB 2.8 psf Misc. 2.5 psf Total 15 psf Deflection L/360 Live Load, L/240 Total Load Floor Framing: Live Load Residential 40 psf Decks 60 psf Dead Load Finish Floor - Allowance 5.0 psf Sheathing - 3/4 Plywood/Edge Gold 2.5 psf Framing - Open-web Trusses or Joists @ (16", 19.2" or 24"oc) 2.7 psf Ceiling - 5/8 GWB 2.8 psf Misc. 2.0 psf Total 15 psf Deflection L/480 Live Load, L/240 Total Load Wall Framing: Dead Load Exterior 2x Stud Walls 10 psf Interior 2x Stud Walls 8 psf Date: 9/7/2018 Page: C1.1 King County Date: 4/13/2018 Notes: ±The information included on this map has been compiled by King County staff from a variety of sources and issubject to change without notice. King County makes no representations or warranties, express or implied,as to accuracy, completeness, timeliness, or rights to the use of such information. This document is not intendedfor use as a survey product. King County shall not be liable for any general, special, indirect, incidental, orconsequential damages including, but not limited to, lost revenues or lost profits resulting from the use or misuseof the information contained on this map. Any sale of this map or information on this map is prohibited except bywritten permission of King County. King County iMap C1.2 Design Maps Summary Report Building Code Reference Document Site Coordinates Site Soil Classification Risk Category User–Specified Input 2012/2015 International Building Code (which utilizes USGS hazard data available in 2008) 47.52727°N, 122.20375°W Site Class D – “Stiff Soil” I/II/III USGS–Provided Output SS = 1.446 g SMS = 1.446 g SDS = 0.964 g S1 = 0.549 g SM1 = 0.823 g SD1 = 0.549 g For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the “2009 NEHRP” building code reference document. Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject-matter knowledge. Page 1 of 1Design Maps Summary Report 4/13/2018https://earthquake.usgs.gov/cn2/designmaps/us/summary.php?template=minimal&latitude... C1.3 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: (425) 814-8448 Fax: (425) 821-2120 BTL ENGINEERING Gravity Roof Framing Roof Framing - Key Plan L430-06LC Elevation B (Garage Left Shown) 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: (425) 814-8448 Fax: (425) 821-2120 BTL ENGINEERING Gravity Upper Floor Framing Upper Floor Framing - Key Plan L430-06LC Elevation B (Garage Left Shown) 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: (425) 814-8448 Fax: (425) 821-2120 BTL ENGINEERING Gravity Main Floor Framing Main Floor Framing - Key Plan L430-06LCElevation B(Garage Left Shown) 1 piece(s) 11 7/8" TJI® 210 @ 16" OC • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed.BearingLoads to Supports (lbs)SupportsTotalAvailableRequiredDeadFloor LiveTotalAccessories1 - Stud wall - SPF 3.50" 2.25" 1.75" 183 489 672 1 1/4" Rim Board2 - Stud wall - SPF 5.50" 4.25" 1.75" 187 498 685 1 1/4" Rim BoardAll locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is ConceptualDesign ResultsActual @ LocationAllowedResultLDFLoad: Combination (Pattern)Member Reaction (lbs)665 @ 2 1/2" 1134 (2.25") Passed (59%) 1.00 1.0 D + 1.0 L (All Spans) Shear (lbs)651 @ 3 1/2"1655 Passed (39%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)2943 @ 9' 2"3795 Passed (78%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.358 @ 9' 2"0.448 Passed (L/601) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.492 @ 9' 2"0.896 Passed (L/437) -- 1.0 D + 1.0 L (All Spans) TJ-Pro™ Rating4444 Passed-- --System : FloorMember Type : JoistBuilding Use : ResidentialBuilding Code : IBC 2015Design Methodology : ASD•Deflection criteria: LL (L/480) and TL (L/240).•Top Edge Bracing (Lu): Top compression edge must be braced at 4' 2" o/c unless detailed otherwise.•Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 18' 4" o/c unless detailed otherwise.•A structural analysis of the deck has not been performed.•Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge™ Panel (24" Span Rating) that is glued and nailed down.•Additional considerations for the TJ-Pro™ Rating include: 1/2" Gypsum ceiling.Main Floor, FJ-01MEMBER REPORTPASSEDWeyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library.The product application, input design loads, dimensions and support information have been provided by Forte Software OperatorWeyerhaeuser NotesDeadFloor LiveLoadsLocation (Side)Spacing(0.90)(1.00)Comments1 - Uniform (PSF)0 to 18' 6"16"15.040.0Residential - Living AreasForte v5.3, Design Engine: V7.0.0.59/11/2018 10:12:53 AMPage 2 of 3L430-06LC.4teForte Software OperatorBrian LampeBTL Engineering, P.S.(425) 814-8448brian.lampe@btleng.netJob Notes1 piece(s) 2 x 10 Hem-Fir No. 2 @ 16" OC •At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger• ¹ See Connector grid below for additional information and/or requirements.BearingLoads to Supports (lbs)SupportsTotalAvailableRequiredDeadFloor LiveTotalAccessories1 - Hanger on 9 1/4" SPF ledger 3.50" Hanger¹ 1.50" 98 393 491 See note ¹2 - Hanger on 9 1/4" GLB beam 5.50" Hanger¹ 1.50" 102 407 509 See note ¹All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is ConceptualDesign ResultsActual @ LocationAllowedResultLDFLoad: Combination (Pattern)Member Reaction (lbs)463 @ 3 1/2" 911 (1.50") Passed (51%) -- 1.0 D + 1.0 L (All Spans) Shear (lbs)385 @ 1' 3/4"1388 Passed (28%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)1070 @ 4' 11"1917 Passed (56%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.102 @ 4' 11" 0.231 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.128 @ 4' 11" 0.463 Passed (L/867) -- 1.0 D + 1.0 L (All Spans) TJ-Pro™ RatingN/AN/A ---- --System : FloorMember Type : JoistBuilding Use : ResidentialBuilding Code : IBC 2015Design Methodology : ASD•Deflection criteria: LL (L/480) and TL (L/240).•Top Edge Bracing (Lu): Top compression edge must be braced at 9' 3" o/c unless detailed otherwise.•Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 9' 3" o/c unless detailed otherwise.•A 15% increase in the moment capacity has been added to account for repetitive member usage.•Applicable calculations are based on NDS.•No composite action between deck and joist was considered in analysis.Main Floor, FJ-02MEMBER REPORTPASSEDConnector: Simpson Strong-Tie Connectors SupportModelSeat LengthTop NailsFace NailsMember NailsAccessories1 - Face Mount HangerLU281.50"N/A8-10d common6-10d x 1-1/22 - Face Mount HangerLU281.50"N/A8-10d common6-10d x 1-1/2Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library.The product application, input design loads, dimensions and support information have been provided by Forte Software OperatorWeyerhaeuser NotesDeadFloor LiveLoadsLocation (Side)Spacing(0.90)(1.00)Comments1 - Uniform (PSF)0 to 10' 16" 15.0 60.0Residential - Living AreasForte v5.3, Design Engine: V7.0.0.59/11/2018 10:12:53 AMPage 3 of 3L430-06LC.4teForte Software OperatorBrian LampeBTL Engineering, P.S.(425) 814-8448brian.lampe@btleng.netJob NotesMF2.1 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: (425) 814-8448 Fax: (425) 821-2120 BTL ENGINEERING Foundation Foundation - Key Plan L430-06LCElevation B(Garage Left Shown) 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: (425) 814-8448 Fax: (425) 821-2120 BTL ENGINEERING Lateral Forces 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 Quadrant Homes Revision Date: L430-06LC Criteria Code: Seismic Design: ASCE 7-10: 12.8 Equivalent Lateral Force Procedure Wind Design: ASCE 7-10: Ch. 28.5 Envelope Low-Rise Risk Category:Table 1.5-1 Snow Importance Factor I S =1.00 Table 1.5-2 Ice Importance Factor - Thickness I i =1.00 Table 1.5-2 Ice Importance Factor - Wind I w =1.00 Table 1.5-2 Seismic Importance Factor I e =1.00 Table 1.5-2 Spectral Response, Short Period S S =1.500 (Mapped) Spectral Response, 1-s Period S 1 =0.549 (Mapped) Site Class:Table 20.3-1 Site Coefficient F a =1.00 Table 11.4-1 Site Coefficient F v =1.50 Table 11.4-2 Structural Systems: T L =6 (Figs. 22-12 thru 22-16) Response Modification Coefficient R =6.5 Table 12.2-1 Overstrength Factor 0 =3 Table 12.2-1 Deflection Amplification Factor C d =4 Table 12.2-1 Ultimate Design Wind Speed: Exposure to Wind:Section 26.7.3 Topographical Factor K ZT =1.00 9/17/2018 Light framed walls with shear panels Date: 9/17/2018 Page: L1.1 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 Quadrant Homes Revision Date:9/17/2018 L430-06LC Roof Seismic Weight - Roof N/S Projected Area - Roof Geometry Roof Area 1 2500 SF 15 psf 37,500# Sloped Roof Area 138 SF Mean Roof Height Hn = 23 ft Roof Area 2 Gable/Parapet Area 137 SF Roof Depth D-Roof = 5 ft Roof Area 3 Wall Area 243 SF Overhang Length 18 in Exterior Wall 1 237 LF 4.5 ft 10 psf 10,665# Pitch 4:12 Exterior Wall 2 E/W Projected Area - Roof Exterior Wall 3 Sloped Roof Area 0 SF Floor 2 Interior Wall 180 LF 4.5 ft 8 psf 6,480# Gable/Parapet Area 280 SF Geometry Total 54,645# Wall Area 263.25 SF Width W3 = 54 ft Length L3 = 58.5 ft Seismict Weight - Floor 2 N/S Projected Area - Floor 2 Plate Height H3 = 9 ft Roof Area 1 495 SF 15 psf 7,425# Sloped Roof Area 0 SF Floor Depth D3 = 15 in Floor Area 1 1865 SF 15 psf 27,975# Gable/Parapet Area 0 SF Floor Area 2 Wall Area 544.5 SF Floor 1 Floor Area 3 Geometry Exterior Wall 1 237 LF 4.5 ft 10 psf 10,665#E/W Projected Area - Floor 2 Width W2 = 52 ft Exterior Wall 2 222 LF 4.5 ft 10 psf 9,990# Sloped Roof Area 0 SF Length L2 = 56 ft Exterior Wall 3 Gable/Parapet Area 3 SF Plate Height H2 = 9 ft Interior Wall1 180 LF 4.5 ft 8 psf 6,480# Wall Area 588.38 SF Floor Depth D2 = 12 in Interior Wall2 145 LF 4.5 ft 8 psf 5,220# Total 67,755# Basement Seismic Weight - Floor 1 N/S Projected Area - Floor 1 Geometry Roof Area 1 Sloped Roof Area 0 SF Width W1 = 52 ft Floor Area 1 1467 SF 15 psf 22,005# Gable/Parapet Area0 SF Length L1 = 48 ft Floor Area 2 290 SF 12 psf 3,480# Wall Area 0 SF Plate Height H1 = 9 ft Floor Area 3 Exterior Wall 1 222 LF 4.5 ft 10 psf 9,990#E/W Projected Area - Floor 1 Exterior Wall 2 200 LF 4.5 ft 10 psf 9,000# Sloped Roof Area 50 SF Exterior Wall 3 Gable/Parapet Area 0 SF Interior Wall1 145 LF 4.5 ft 8 psf 5,220# Wall Area 164 SF Interior Wall2 200 LF 4.5 ft 8 psf 7,200# Total 56,895# Date: 9/17/2018 Page: L1.2 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 Quadrant Homes Revision Date: L430-06LC Redundancy, ρ 1 (Section 12.3.4) Design Base Shear S MS =F a S S (Eq. 11.4-1)S M 1 =F v S 1 (Eq. 11.4-2) =1.50 =0.82 S DS = ⅔ S MS (Eq. 11.4-3)S D 1 = ⅔ S M 1 (Eq. 11.4-4) =1.00 =0.55 Seismic Design Category: Structure Period and Weight: Short Period -- D 1-Second Period -- D C t =0.020 Table 12.8-2 x =0.75 Building Height (Mean Roof), h n =23 ft Approximate Fundamental Period, T a =C t (h n )x (Eq. 12.8-7) T = T a =0.21 T L =6 (Figs. 22-12 thru 22-16) Calculated design base shear: V =C s W (Eq. 12.8-1) C s =(Eq. 12.8-2) C s =0.15 The total design base shear need not exceed: (Eq. 12.8-3) (Eq. 12.8-4) for T O T L C s = C s =0.40 C s =11.49 C s =0.40 The total design base shear shall not be less than: C s =0.044S DS I e  0.01 (Eq. 12.8-5) C s =0.04 nor where S 1  0.6g: C s =0.5S 1/(R/Ie)(Eq. 12.8-6) C s =0.00 C s =0.154 V = 0.154 W 9/17/2018 for T > T L C s = 𝑆஽ௌ 𝑅 𝐼௘ 𝑆஽ଵ 𝑇𝑅 𝐼௘ 𝑆஽ଵ 𝑇௅ 𝑇ଶ 𝑅 𝐼௘ Date: 9/17/2018 Page: L1.3 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 Quadrant Homes Revision Date:9/17/2018 L430-06LC ρS = λ KZT ρS30 λ = 1.59 Exposure = D K ZT =1.00 Mean Roof Ht hn (ft) = 23 ft a (roof) = 5.4 ft a (upper/main floor) = 4.8 ft Ultimate Wind Speed = 110 mph Roof Angle = 19 North/South Loading 28.6.4 Minimum Design Loads Zone Area p S30 (psf)p S30 design (psf) ρ (psf)Force (#) ASD Force (#) Force (#) ASD Force (#) Roof Awall 49 26.1 26.1 41.4 2012 1207 778 467 Agable 27 26.1 26.1 41.4 1118 671 432 259 B 54 -7.2 0.0 0.0 0 0 432 259 Cwall 194 17.4 17.4 27.5 5352 3211 3110 1866 Cgable 110 17.4 17.4 27.5 3029 1817 1760 1056 D 84 -4.0 0.0 0.0 0 0 672 403 Total Area = 518 Total Load = 11510 6906 7184 4310 Design:11510 6906 Zone Area p S30 (psf)p S30 design (psf) ρ (psf)Force (#) ASD Force (#) Force (#) ASD Force (#) Floor 2 Awall 104 26.1 26.1 41.4 4297 2578 1661 996 Agable 0 26.1 26.1 41.4 0 0 0 0 B 0 -7.2 0.0 0.0 0 0 0 0 Cwall 441 17.4 17.4 27.5 12134 7280 7051 4231 Cgable 0 17.4 17.4 27.5 0 0 0 0 D 0 -4.0 0.0 0.0 0 0 0 0 Total Area = 545 Total Load = 16431 9858 8712 5227 Design :16431 9858 East/West Loading 26.6.4 Minimum Design Loads Zone Area p S30 (psf)p S30 design (psf) ρ (psf)Force (#) ASD Force (#) Force (#) ASD Force (#) Roof Awall 49 26.1 26.1 41.4 2012 1207 778 467 Agable 27 26.1 26.1 41.4 1118 671 432 259 B 0 -7.2 0.0 0.0 0 0 0 0 Cwall 215 17.4 17.4 27.5 5910 3546 3434 2061 Cgable 253 17.4 17.4 27.5 6966 4180 4048 2429 D 0 -4.0 0.0 0.0 0 0 0 0 Total Area = 543 Total Load = 16005 9603 8692 5215 Design :16005 9603 Zone Area p S30 (psf)p S30 design (psf) ρ (psf)Force (#) ASD Force (#) Force (#) ASD Force (#) Floor 2 Awall 98 26.1 26.1 41.4 4048 2429 1565 939 Agable 3 26.1 26.1 41.4 124 75 48 29 B 0 -7.2 0.0 0.0 0 0 0 0 Cwall 491 17.4 17.4 27.5 13507 8104 7849 4710 Cgable 0 17.4 17.4 27.5 0 0 0 0 D 0 -4.0 0.0 0.0 0 0 0 0 Total Area = 591 Total Load = 17680 10608 9462 5677 Design :17680 10608 Zone Area p S30 (psf)p S30 design (psf) ρ (psf)Force (#) ASD Force (#) Force (#) ASD Force (#) Floor 1 Awall 97 26.1 26.1 41.4 4024 2414 1555 933 Agable 0 26.1 26.1 41.4 0 0 0 0 B 48 -7.2 0.0 0.0 0 0 384 230 Cwall 67 17.4 17.4 27.5 1839 1104 1069 641 Cgable 0 17.4 17.4 27.5 0 0 0 0 D 2 -4.0 0.0 0.0 0 0 16 10 Total Area = 214 Total Load = 5863 3518 3024 1814 Design :5863 3518 Date: 9/17/2018 Page: L1.4 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 Quadrant Homes Revision Date: L430-06LC Vertical Distribution of Lateral Forces Base Shear: V =27.58 kips Shear Walls: F x =Cvx V (Eq. 12.8-11)C vx =(Eq. 12.8-12) Diaphragms: Floor Level (from base) Height, hx (ft) Story Weight, wx (Kips) wxhx (ft-Kips) Roof 21.8 54.65 1189 Floor 2 10.3 67.76 694 Floor 1 - 56.90 - Totals W = 179.30 Kips wxhx =1883 ft-Kips Floor Level (from base) Lateral Force N/S, Hx (Kips) Story Shear N/S, ∑Hx (Kips) Lateral Force E/W, H x (Kips) Roof 11.51 11.51 16.01 Floor 2 16.43 27.94 17.68 Floor 1 - - 5.86 Seismic, [0.7E] (kips) Wind N/S [0.6W] (kips) Wind E/W [0.6W] (kips) Roof 8.32 6.91 9.60 Floor 2 9.49 9.86 10.61 Floor 1 7.97 - 3.52 11.38 Basement 6.13 - 3.52 39.55 8.75 27.58 - 179 122 Diaphragm Force, Fpx (Kips) 11.89 13.5518.83 Strength Design Seismic Forces (E) Story Moment (ft-Kips) 137 Portion of Weight at i , wi (Kips) 55 Diaphragm (ASD) Wind N/S [0.6W] (kips) Shear Walls (ASD) 9/17/2018 Story Shear, Fx (Kips) 11.89 Lateral Force, Fx (Kips) 11.89 3306.95 33.68 Strength Design Wind Forces (W) Story Shear E/W, Hx (Kips) 16.01 Seismic, [0.7E] (kips) Wind E/W [0.6W] (kips) 9.60 10.61 Floor 2 Floor 1 6.91 9.86 8.32 4.86 𝑤௫ ℎ௫௞ ∑𝑤௜ ℎ௜௞௡௜ୀଵ 𝐹௣௫ ൌ ෍𝐹௜ ௡ ௜ୀ௫ /෍𝑤௜ ௡ ௜ୀ௫ 𝑤௣௫ …𝐸𝑞.12.10 െ 1 𝐹௣௫ ൌ0.4𝑆஽ௌ𝐼௘ 𝑤௣௫ …𝐸𝑞.12.10 െ 3 (max) 𝐹௣௫ ൌ0.2𝑆஽ௌ 𝐼௘ 𝑤௣௫ …𝐸𝑞.12.10 െ 2 (min) Date: 9/17/2018 Page: L1.5 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: (425) 814-8448 Fax: (425) 821-2120 BTL ENGINEERING Lateral Shear Walls/Diaphragms 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: (425) 814-8448 Fax: (425) 821-2120 BTL ENGINEERING Lateral Shear Wall/Diaphragm Capacities 2015 IBC – Diaphragms (8d Nailing) 1. Reduction Factor = 2 2. G = 0.42 (SPF or Hem Fir)… Adjustment Factor = [1-(0.5-0.42)] = 0.92 or 0.5 (I-Joists or Douglas Fir)… Adjustment Factor = 1.0 Diaphragm Sheathing Thickness Nail Spacing Edge/Intermediate Blocked Framing Seismic Capacity (Case 1/Other) Wind Capacity (Case 1/Other) Roof – Unblocked 7/16” 6”/12” oc N 2x (SPF/HF) 212-plf/156-plf 297-plf/219-plf Roof – Blocked 7/16” 4”/12” oc Y 2x (SPF/HF) 313-plf 437-plf Floor – Unblocked 3/4“ 6”/12” oc N 2x (DF) or 3x (HF) 240-plf/180-plf 335-plf/252-plf Floor – Blocked 3/4“ 4”/12” oc, Y 2x (DF) or 3x (HF) 360-plf 505-plf L3.1 2015 IBC – Shear Wall Schedule 7/16”OSB; 0.131”ϕ Nails; SPF or HF Studs @ 24”oc 1. Reduction Factor = 2 2. 24”oc studs – use values for 7/16 3. G = 0.42 (SPF or Hem Fir)… Adjustment Factor = [1-(0.5-0.42)] = 0.92 Wall Type Blocked Sheathing (1) or (2) Sides Nail Spacing Edge/Intermediate Framing Sill Plate Seismic Capacity h/bs = 2 Seismic Capacity h/bs = 3.5 Wind Capacity h/bs = 2 Wind Capacity h/bs = 3.5 P1-6U N 1 6”/6” oc 2x 2x 110-plf 90-plf 154-plf 125-plf P1-6 Y 1 6”/6” oc 2x 2x 221-plf 179-plf 308-plf 250-plf P1-4 Y 1 4”/6” oc 2x 2x 322-plf 262-plf 450-plf 366-plf P1-3 Y 1 3”/6” oc 2-2x 2x 414-plf 336-plf 580-plf 471-plf P1-2 Y 1 2”/6” oc 2-2x 2x 538-plf 437-plf 754-plf 613-plf P1-2 (16”oc) Y 1 2”/6” oc 2-2x 2x 590-plf 478-plf 820-plf 669-plf P2-4 Y 2 4”/6” oc, ea.side 2-2x 3x 644-plf 523-plf 900-plf 366-plf P2-3 Y 2 3”/6” oc, ea. side 2-2x 3x 828-plf 673-plf 1160-plf 942-plf P2-2 Y 2 2”/6” oc, ea. side 2-2x 3x 1076-plf 875-plf 1509-plf 1226-plf L3.2 2015 IBC – Shear Wall Framing Clips Wall Type Capacity A35 Capacity A35 Spacing LTP5 Capacity LTP5 Spacing P1-6 221-plf (E) 600# 30” oc 535# 26” oc P1-4 322-plf (E) 600# 20” oc 535# 18” oc P1-3 414-plf (E) 600# 16” oc 535# 14” oc P1-2 754-plf (W) 600# 8½” oc 535# 7½” oc P1-2 (16”oc) 820-plf (W) 600# 8½” oc 535# 7½” oc P2-4 644-plf (E) 600# 10” oc 535# LTP5 18” oc + A35 18” oc P2-3 828-plf (E) 600# 8” oc 535# LTP5 15” oc + A35 15” oc P2-2 1509-plf (W) 600# 2 rows 8½” oc 535# LTP5 8” oc + A35 8” oc L3.3 2015 IBC – Shear Wall Bolts 1. CD = 1.60 Wall Type Capacity Sill Plate Single 5/8”ɸ Bolt Capacity 5/8”ɸ Anchor Bolt Spacing MASAP Anchor Capacity MASAP Anchor Spacing P1-6 221-plf (E) 2x 1376# 60” oc 1060# 52” oc P1-4 322-plf (E) 2x 1376# 46” oc 1060# 36” oc P1-3 414-plf (E) 2x 1376# 36” oc 1060# 28” oc P1-2 754-plf (W) 2x 1376# 20” oc 1305# 19” oc P1-2 (16”oc) 820-plf (W) 2x 1376# 20” oc 1305# 19” oc P2-4 644-plf (E) 3x 1712# 28” oc 875# 15” oc P2-3 828-plf (E) 3x 1712# 22” oc 875# 11” oc P2-2 1509-plf (W) 3x 1712# 12” oc 1045# 7½” oc L3.4 L3.5 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: (425) 814-8448 Fax: (425) 821-2120 BTL ENGINEERING Miscellaneous Stud Wall Design Based on 2012 NDS Combined axial and bending formula: [fc/Fc']2 + fb/Fb'[1-(fc/FcE)] < 1 in which: FcE = 0.822(Emin')/(e/d)2 Wall: Exterior Walls Wall Height:9 ft Desired Stud Spacing:24 in oc Design Axial Dead Load:600 plf Design Axial Live Load:500 plf Design Axial Snow Load:600 plf Design Lateral Pressure (0.6W):15 psf Deflection Criteria: L/240 STUD CHECK l e/d <50 OK D+0.6W (C D = 1.60) [fc/Fc']2 + fb/Fb'[1-(fc/FcE)] =0.50 < 1 OK fc/FcE2 + (fb/FbE)2 =0.00 < 1 OK D+0.75L+0.75(0.6W)+0.75S (CD = 1.60) [fc/Fc']2 + fb/Fb'[1-(fc/FcE)] =0.70 < 1 OK fc/FcE2 + (fb/FbE)2 =0.00 < 1 OK D+0.75L+0.75S (CD = 1.15) fc/Fc'=0.57 < 1 OK D+L (CD = 1.0) fc/Fc' =0.48 < 1 OK Deflection (No Increase for Load Duration): Defl: L/ 240 = 0.45 0.18 < 0.45 OK SPF Stud 2x6 @ 24 oc OK PLATE CRUSHING CHECK1 Checks Crushing for Stud Spacing2 No Stress Increase for Load Duration Hem Fir Plates:fc/Fc' =0.68 < 1 OK Douglas Fir Plates:fc/Fc'=0.44 < 1 OK 1 Plate must also be checked for bending. 2 Check on crushing only applies to stud spacing. Joists above must also be checked for crushing effect on plate. Also, no stress increase is allowed due to load duration. 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 Date: 7/2/2013 Page: ________M1.1 Stud Wall Design Based on 2012 NDS Combined axial and bending formula: [fc/Fc']2 + fb/Fb'[1-(fc/FcE)] < 1 in which: FcE = 0.822(Emin')/(e/d)2 Wall: Balloon Walls Wall Height:18 ft Desired Stud Spacing:8 in oc Design Axial Dead Load:600 plf Design Axial Live Load:0 plf Design Axial Snow Load:600 plf Design Lateral Pressure (0.6W):15 psf Deflection Criteria: L/240 STUD CHECK l e/d <50 OK D+0.6W (C D = 1.60) [fc/Fc']2 + fb/Fb'[1-(fc/FcE)] =0.43 < 1 OK fc/FcE2 + (fb/FbE)2 =0.00 < 1 OK D+0.75L+0.75(0.6W)+0.75S (CD = 1.60) [fc/Fc']2 + fb/Fb'[1-(fc/FcE)] =0.48 < 1 OK fc/FcE2 + (fb/FbE)2 =0.00 < 1 OK D+0.75L+0.75S (CD = 1.15) fc/Fc'=0.35 < 1 OK D+L (CD = 1.0) fc/Fc' =0.20 < 1 OK Deflection (No Increase for Load Duration): Defl: L/ 240 = 0.90 0.87 < 0.90 OK Hem Fir #2 2x6 @ 8 oc OK PLATE CRUSHING CHECK1 Checks Crushing for Stud Spacing2 No Stress Increase for Load Duration Hem Fir Plates:fc/Fc' =0.17 < 1 OK Douglas Fir Plates:fc/Fc'=0.11 < 1 OK 1 Plate must also be checked for bending. 2 Check on crushing only applies to stud spacing. Joists above must also be checked for crushing effect on plate. Also, no stress increase is allowed due to load duration. 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 Date: 7/2/2013 Page: ________M1.2 Stud Wall Design Based on 2012 NDS Combined axial and bending formula: [fc/Fc']2 + fb/Fb'[1-(fc/FcE)] < 1 in which: FcE = 0.822(Emin')/(e/d)2 Wall: Garage Walls Wall Height:9 ft Desired Stud Spacing:16 in oc Design Axial Dead Load:250 plf Design Axial Live Load:40 plf Design Axial Snow Load:500 plf Design Lateral Pressure (0.6W):14 psf Deflection Criteria: L/240 STUD CHECK l e/d <50 OK D+0.6W (C D = 1.60) [fc/Fc']2 + fb/Fb'[1-(fc/FcE)] =0.68 < 1 OK fc/FcE2 + (fb/FbE)2 =0.00 < 1 OK D+0.75L+0.75(0.6W)+0.75S (CD = 1.60) [fc/Fc']2 + fb/Fb'[1-(fc/FcE)] =0.95 < 1 OK fc/FcE2 + (fb/FbE)2 =0.00 < 1 OK D+0.75L+0.75S (CD = 1.15) fc/Fc'=0.49 < 1 OK D+L (CD = 1.0) fc/Fc' =0.22 < 1 OK Deflection (No Increase for Load Duration): Defl: L/ 240 = 0.45 0.43 < 0.45 OK SPF Stud 2x4 @ 16 oc OK PLATE CRUSHING CHECK1 Checks Crushing for Stud Spacing2 No Stress Increase for Load Duration Hem Fir Plates:fc/Fc' =0.33 < 1 OK Douglas Fir Plates:fc/Fc'=0.21 < 1 OK 1 Plate must also be checked for bending. 2 Check on crushing only applies to stud spacing. Joists above must also be checked for crushing effect on plate. Also, no stress increase is allowed due to load duration. 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 Date: 7/2/2013 Page: ________M1.3 Stud Wall Design Based on 2012 NDS Combined axial and bending formula: [fc/Fc']2 + fb/Fb'[1-(fc/FcE)] < 1 in which: FcE = 0.822(Emin')/(e/d)2 Wall: Interior Walls Wall Height:9 ft Desired Stud Spacing:24 in oc Design Axial Dead Load:150 plf Design Axial Live Load:600 plf Design Axial Snow Load:0 plf Design Lateral Pressure (0.6W):5 psf Deflection Criteria: L/240 STUD CHECK l e/d <50 OK D+0.6W (C D = 1.60) [fc/Fc']2 + fb/Fb'[1-(fc/FcE)] =0.37 < 1 OK fc/FcE2 + (fb/FbE)2 =0.00 < 1 OK D+0.75L+0.75(0.6W)+0.75S (CD = 1.60) [fc/Fc']2 + fb/Fb'[1-(fc/FcE)] =0.97 < 1 OK fc/FcE2 + (fb/FbE)2 =0.00 < 1 OK D+0.75L+0.75S (CD = 1.15) fc/Fc'=0.68 < 1 OK D+L (CD = 1.0) fc/Fc' =0.87 < 1 OK Deflection (No Increase for Load Duration): Defl: L/ 240 = 0.45 0.23 < 0.45 OK SPF Stud 2x4 @ 24 oc OK PLATE CRUSHING CHECK1 Checks Crushing for Stud Spacing2 No Stress Increase for Load Duration Hem Fir Plates:fc/Fc' =0.45 < 1 OK Douglas Fir Plates:fc/Fc'=0.29 < 1 OK 1 Plate must also be checked for bending. 2 Check on crushing only applies to stud spacing. Joists above must also be checked for crushing effect on plate. Also, no stress increase is allowed due to load duration. 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 Date: 7/2/2013 Page: ________M1.4 2012 NDS 3.7-SOLID COLUMNS and 15.3-BUILT-UP COLUMNS F c =800 psi Emin =440 ksi C D =1.00 Emin' =440 ksi C M =1.00 l =9.0 ft C t =1.00 d =5 1/2 in C F =1.00 Ke =1.0 le =108.0 in F c ' =F c * C P le/d =19.6 F c * =F c C D C M C t C F F c * =800 psi C p =0.743 F c ' =594 psi F cE =938 c = 0.8 K f =1.0 (1) 2x6 (2) 2x6 (3) 2x6 (4) 2x6 (5) 2x6 9807 14711 20625 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 19614 24518 13365 16706 STUD 4904 25781 DF Plate Crushing 5156 10313 1546910024 HF Plate Crushing 3341 6683 2 min'822.0     d l EF e cE                    c F F c F F c F F KC c cE c cE c cE fp * 2 ** 2 1 2 1 Date: 6/20/2013 Page: __________M1.5 2012 NDS 3.7-SOLID COLUMNS and 15.3-BUILT-UP COLUMNS F c =800 psi Emin =440 ksi C D =1.00 Emin' =440 ksi C M =1.00 l =9.0 ft C t =1.00 d =3 1/2 in C F =1.00 Ke =1.0 le =108.0 in F c ' =F c * C P le/d =30.9 F c * =F c C D C M C t C F F c * =800 psi C p =0.416 F c ' =333 psi F cE =380 c = 0.8 K f =1.0 (1) 2x4 (2) 2x4 (3) 2x4 (4) 2x4 (5) 2x4 3492 5237 13125 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 6983 8729 8505 10631 STUD 1746 16406 DF Plate Crushing 3281 6563 98446379 HF Plate Crushing 2126 4253 2 min'822.0     d l EF e cE                    c F F c F F c F F KC c cE c cE c cE fp * 2 ** 2 1 2 1 Date: 6/20/2013 Page: __________M1.6 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 Project:Quadrant Homes IBC Section 13.3.2: One-way shallow foundations Continuous 1'-4" x 8" Footing Footing width, B =16 in Footing Thickness, t =8 in Stem Wall width, C =6 in Stem Wall Height =24 in f'c =2500 psi f y =40000 psi Longintudinal Reinforcement:(2) Bar Diameter = 0.500 in Bar Area = 0.20 in2 A s =0.40 in2 Cover:3 in Stem Wall Reinforcement:@ 18 ''oc Bar Diameter = 0.500 in Bar Area = 0.20 in2 A s =0.00 in2 Cover:3 in 12 in (per ft) 4.75 in Footing + Stem Wall Weight - Weight of Displaced Soil = 186 plf One-way shear, no shear reinforcement: 5700 # per foot length 0.75 51300 psf Max Uniform Load on Stem = 68400 plf [Ultimate] 42750 plf [Service] Moment: 0.000 k-ft per foot length 0.90 0.00 in NO MOMENT Max Uniform Load on Stem = 10667 plf [Ultimate] 6667 plf [Service] Development of Reinforcement: N/A OK Allowable Soil Bearing Pressure 1500 psf 2000 psf 2500 psf 3000 psf 3500 psf 4000 psf Max Uniform Load, Soil 1814 plf 2481 plf 3148 plf 3814 plf 4481 plf 5148 plf Max Uniform Load, Shear 42750 plf 42750 plf 42750 plf 42750 plf 42750 plf 42750 plf Max Uniform Load, Moment 6667 plf 6667 plf 6667 plf 6667 plf 6667 plf 6667 plf Max Uniform Load (Service) 1814 plf 2481 plf 3148 plf 3814 plf 4481 plf 5148 plf Max Uniform Load (Ultimate) 2903 plf 3970 plf 5036 plf 6103 plf 7170 plf 8236 plf Max Point Load (Service) 14516 # 19849 # 25182 # 30516 # 35849 # 41182 # Max Point Load (Ultimate) 23225 # 31758 # 40292 # 48825 # 57358 # 65892 # [22.5.5.1]    𝑉௖ ൌ2𝜆𝑓௖ᇱ𝑏௪ 𝑑ൌ 𝑉௨ ൌ𝑞௨ 𝑏௪ 𝐵െ𝐶 2 െ𝑑 → 𝑞௨ ൌ 𝜙𝑉௖ 𝑏௪ 𝐵െ𝐶 2 െ𝑑 𝑀௨ ൌ 𝑞௨ 𝑏௪ 𝐵െ𝐶 2 ଶ 2 → 𝑞௨ ൌ 2𝜙𝑀௡ 𝑏௪ 𝐵െ𝐶 2 ଶ [22.5.10.1]  𝑉௨ ൑𝜙𝑉௖ 𝜙ൌ 𝑏௪ ൌ 𝑑ൌ 𝑞௨ ൌ [22.2.1.1]  𝑀௡ ൌ𝐴௦ 𝑓௬ 𝑑െ𝑎 2⁄ൌ 𝑀௨ ൑𝜙𝑀௡ 𝑞௨ ൌ 𝜙ൌ 𝑎ൌ 𝐴௦ 𝑓௬ 0.85𝑓௖ᇱ 𝑏ൌ [25.4.2.3]   𝑙ௗ ൌ ଷ ସ଴ ௙೤ ఒ ௙೎ᇲ ట೟ ట೐ టೞ ೎್శ಼೟ೝ ೏್ 𝑑௕ ൌ Date: 6/19/2018 Page: ________M2.1 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 Project:Quadrant Homes Footing:24"sq x 8" thick (FP-14) Footing B =2.00 ft t =8 in Reinforcement R =(2) A s1 =0.40 in² d =4.25 in Cover:3 in Column C 1 =3.50 in C 2 =3.50 in Materials f'c =2500 psi 1.00 f y =40000 psi 1.00 Net Footing Weight PFTG =0.11 k Soil Pressure: One-way shear:∅ = 0.75 10.20 k 7.65 k 5649 psf or 5649 psf 22597 # Two-way shear:∅ = 0.75 200 psi   =1.00 x =40 b 0 = 2(C1+d)+2(C2+d) 31 19.76 k 5516 psf 22063 # Moment:∅ = 0.90 5.5 k-ft a = A s f y /(0.85f'c B ) =0.31 in 4.9 k-ft 6732 psf or 6732 psf 26929 # Development of Reinforcement: 7 in ...7 in available OK Adjusted Soil Bearing Pressure 1500 psf 2000 psf 2500 psf 3000 psf 3500 psf 4000 psf Max Load (lbs), Soil 5893 7893 9893 11893 13893 15893 Max Load (lbs), One-Way Shear 14123 14123 14123 14123 14123 14123 Max Load (lbs), Two-Way Shear 13789 13789 13789 13789 13789 13789 Max Load (lbs), Moment 16830 16830 16830 16830 16830 16830 Max Load (ASD) 5893 7893 9893 11893 12710 12710 Max Load (Factored) 9429 12629 15829 19029 20337 20337 300 psi 374 psi ܸ௖ ൌ2ߣ ݂௖ᇱ ܤ݀ ൌ ܸ௨ ൑∅ܸ௖ ∅ܸ௖ ൌ [22.6.5.2(a)]  ݒ௖ ൌ4ߣ ݂௖ᇱ ൌ [22.6.5.2(b)]  ݒ௖ ൌ 2൅ ସ ఉ ߣ ݂௖ᇱ ൌ [22.6.5.2(c)]  ݒ௖ ൌ 2൅ఈೣ ௗ ௕బ ߣ ݂௖ᇱ ൌ ߶ܸ௖ ൌ߶ݒ௖ ܾ଴ ݀ൌܸ௨൑߶ܸ௖ ܯ௡ ൌܣ௦ ݂௬ ݀െܽ 2ൗ ൌ ܯ௨ ൑∅ܯ௡ ܯ௨ ൌ ݍ௨ ܤ ܤെܥଶ2 ଶ 2 →ݍ௨ ൌ 2∅ܯ௡ ܤ ܤെܥଶ /2 ଶ ∅ܯ௡ ൌ ݈ௗ ൌ 3 40 ݂௬ ߣ ݂௖ᇱ ߰௧ ߰௘ ߰௦ ܿ௕ ൅ܭ௧௥݀௕ ݀௕ ൌ ܸ௨ ൌݍ௨ ܤ ܤെܥଶ 2 െ݀ → ݍ௨ ൌ ∅ܸ௖ ܤ ܤെܥଶ2 െ݀ ܸ௨ ൌݍ௨ ܤ ܤെܥଵ 2 െ݀ → ݍ௨ ൌ ∅ܸ௖ ܤ ܤെܥଵ2 െ݀ ܲ௨ ൌݍ௨ ܤଶ ൌ ܲ஺ௌ஽ ൌݍ௔ ܤଶ െܲி்ீ ൌ ߣൌ ߰௘ ൌ ݍ௨ ൌ ܲ௨ ൌݍ௨ ܤଶ ൌݍ௨ൌ ܸ௨ ൌݍ௨ ܤଶ െ ܥଵ ൅݀ ܥଶ ൅݀ → ݍ௨ ൌ ∅ܸ௖ ܤଶ െ ܥଵ ൅݀ ܥଶ ൅݀ ܲ௨ ൌݍ௨ ܤଶ ൌݍ௨ൌ ܯ௨ ൌ ݍ௨ ܤ ܤെܥଵ2 ଶ 2 →ݍ௨ ൌ 2∅ܯ௡ ܤ ܤെܥଵ /2 ଶ Date: 3/19/2018 Page: __________M2.2 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 Project:Quadrant Homes Footing:30"sq x 10" thick (FP-15) Footing B =2.50 ft t =10 in Reinforcement R =(3) A s1 =0.60 in² d =6.25 in Cover:3 in Column C 1 =3.50 in C 2 =3.50 in Materials f'c =2500 psi 1.00 f y =40000 psi 1.00 Net Footing Weight PFTG =0.21 k Soil Pressure: One-way shear:∅ = 0.75 18.75 k 14.06 k 6279 psf or 6279 psf 39244 # Two-way shear:∅ = 0.75 200 psi   =1.00 x =40 b 0 = 2(C1+d)+2(C2+d) 39 36.56 k 6541 psf 40881 # Moment:∅ = 0.90 12.1 k-ft a = A s f y /(0.85f'c B ) =0.38 in 10.9 k-ft 7160 psf or 7160 psf 44748 # Development of Reinforcement: 10 in ...10 in available OK Soil Bearing Pressure 1500 psf 2000 psf 2500 psf 3000 psf 3500 psf 4000 psf Max Load (lbs), Soil 9167 12292 15417 18542 21667 24792 Max Load (lbs), One-Way Shear 24528 24528 24528 24528 24528 24528 Max Load (lbs), Two-Way Shear 25550 25550 25550 25550 25550 25550 Max Load (lbs), Moment 27967 27967 27967 27967 27967 27967 Max Load (ASD) 9167 12292 15417 18542 21667 24528 Max Load (Factored) 14667 19667 24667 29667 34667 39244 300 psi 421 psi ܸ௖ ൌ2ߣ ݂௖ᇱ ܤ݀ ൌ ܸ௨ ൑∅ܸ௖ ∅ܸ௖ ൌ [22.6.5.2(a)]  ݒ௖ ൌ4ߣ ݂௖ᇱ ൌ [22.6.5.2(b)]  ݒ௖ ൌ 2൅ ସ ఉ ߣ ݂௖ᇱ ൌ [22.6.5.2(c)]  ݒ௖ ൌ 2൅ఈೣ ௗ ௕బ ߣ ݂௖ᇱ ൌ ߶ܸ௖ ൌ߶ݒ௖ ܾ଴ ݀ൌܸ௨൑߶ܸ௖ ܯ௡ ൌܣ௦ ݂௬ ݀െܽ 2ൗ ൌ ܯ௨ ൑∅ܯ௡ ܯ௨ ൌ ݍ௨ ܤ ܤെܥଶ2 ଶ 2 →ݍ௨ ൌ 2∅ܯ௡ ܤ ܤെܥଶ /2 ଶ ∅ܯ௡ ൌ ݈ௗ ൌ 3 40 ݂௬ ߣ ݂௖ᇱ ߰௧ ߰௘ ߰௦ ܿ௕ ൅ܭ௧௥݀௕ ݀௕ ൌ ܸ௨ ൌݍ௨ ܤ ܤെܥଶ 2 െ݀ → ݍ௨ ൌ ∅ܸ௖ ܤ ܤെܥଶ2 െ݀ ܸ௨ ൌݍ௨ ܤ ܤെܥଵ 2 െ݀ → ݍ௨ ൌ ∅ܸ௖ ܤ ܤെܥଵ2 െ݀ ܲ௨ ൌݍ௨ ܤଶ ൌ ܲ஺ௌ஽ ൌݍ௔ ܤଶ െܲி்ீ ൌ ߣൌ ߰௘ ൌ ݍ௨ ൌ ܲ௨ ൌݍ௨ ܤଶ ൌݍ௨ൌ ܸ௨ ൌݍ௨ ܤଶ െ ܥଵ ൅݀ ܥଶ ൅݀ → ݍ௨ ൌ ∅ܸ௖ ܤଶ െ ܥଵ ൅݀ ܥଶ ൅݀ ܲ௨ ൌݍ௨ ܤଶ ൌݍ௨ൌ ܯ௨ ൌ ݍ௨ ܤ ܤെܥଵ2 ଶ 2 →ݍ௨ ൌ 2∅ܯ௡ ܤ ܤെܥଵ /2 ଶ Date: 3/19/2018 Page: __________M2.3 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 Project:Quadrant Homes Footing:36"sq x 12" thick (FP-16) Footing B =3.00 ft t =12 in Reinforcement R =(4) A s1 =0.80 in² d =8.25 in Cover:3 in Column C 1 =5.50 in C 2 =5.50 in Materials f'c =2500 psi 1.00 f y =40000 psi 1.00 Net Footing Weight PFTG =0.36 k Soil Pressure: One-way shear:∅ = 0.75 29.70 k 22.28 k 7128 psf or 7128 psf 64152 # Two-way shear:∅ = 0.75 200 psi   =1.00 x =40 b 0 = 2(C1+d)+2(C2+d) 55 68.06 k 8854 psf 79687 # Moment:∅ = 0.90 21.4 k-ft a = A s f y /(0.85f'c B ) =0.42 in 19.3 k-ft 7966 psf or 7966 psf 71695 # Development of Reinforcement: 12 in ...12 in available OK Soil Bearing Pressure 1500 psf 2000 psf 2500 psf 3000 psf 3500 psf 4000 psf Max Load (lbs), Soil 13140 17640 22140 26640 31140 35640 Max Load (lbs), One-Way Shear 40095 40095 40095 40095 40095 40095 Max Load (lbs), Two-Way Shear 49805 49805 49805 49805 49805 49805 Max Load (lbs), Moment 44809 44809 44809 44809 44809 44809 Max Load (ASD) 13140 17640 22140 26640 31140 35640 Max Load (Factored) 21024 28224 35424 42624 49824 57024 300 psi 400 psi ܸ௖ ൌ2ߣ ݂௖ᇱ ܤ݀ ൌ ܸ௨ ൑∅ܸ௖ ∅ܸ௖ ൌ [22.6.5.2(a)]  ݒ௖ ൌ4ߣ ݂௖ᇱ ൌ [22.6.5.2(b)]  ݒ௖ ൌ 2൅ ସ ఉ ߣ ݂௖ᇱ ൌ [22.6.5.2(c)]  ݒ௖ ൌ 2൅ఈೣ ௗ ௕బ ߣ ݂௖ᇱ ൌ ߶ܸ௖ ൌ߶ݒ௖ ܾ଴ ݀ൌܸ௨൑߶ܸ௖ ܯ௡ ൌܣ௦ ݂௬ ݀െܽ 2ൗ ൌ ܯ௨ ൑∅ܯ௡ ܯ௨ ൌ ݍ௨ ܤ ܤെܥଶ2 ଶ 2 →ݍ௨ ൌ 2∅ܯ௡ ܤ ܤെܥଶ /2 ଶ ∅ܯ௡ ൌ ݈ௗ ൌ 3 40 ݂௬ ߣ ݂௖ᇱ ߰௧ ߰௘ ߰௦ ܿ௕ ൅ܭ௧௥݀௕ ݀௕ ൌ ܸ௨ ൌݍ௨ ܤ ܤെܥଶ 2 െ݀ → ݍ௨ ൌ ∅ܸ௖ ܤ ܤെܥଶ2 െ݀ ܸ௨ ൌݍ௨ ܤ ܤെܥଵ 2 െ݀ → ݍ௨ ൌ ∅ܸ௖ ܤ ܤെܥଵ2 െ݀ ܲ௨ ൌݍ௨ ܤଶ ൌ ܲ஺ௌ஽ ൌݍ௔ ܤଶ െܲி்ீ ൌ ߣൌ ߰௘ ൌ ݍ௨ ൌ ܲ௨ ൌݍ௨ ܤଶ ൌݍ௨ൌ ܸ௨ ൌݍ௨ ܤଶ െ ܥଵ ൅݀ ܥଶ ൅݀ → ݍ௨ ൌ ∅ܸ௖ ܤଶ െ ܥଵ ൅݀ ܥଶ ൅݀ ܲ௨ ൌݍ௨ ܤଶ ൌݍ௨ൌ ܯ௨ ൌ ݍ௨ ܤ ܤെܥଵ2 ଶ 2 →ݍ௨ ൌ 2∅ܯ௡ ܤ ܤെܥଵ /2 ଶ Date: 3/19/2018 Page: __________M2.4 (in2/ft)¼H 2.5 258 0.0015 0.0003 0.0145 0.14 #6 @ 18 in oc½H 5 1767 0.0015 0.0022 0.0145 0.21 #6 @ 18 in oc¾H 7.5 5400 0.0015 0.0074 0.0145 0.71 #6 @ 7 in ocH 10 12033 0.0015 0.0070 0.0145 0.67 #6 @ 8 in ocMu = 1.0E + 1.6HVertical Reinforcement:Minimum  = 0.0012 for bars not larger than #5 and yield strength not less than 60 ksiMinimum  = 0.0015 for all other bars Maximum  = 0.75b b = 0.85fc'/fy 1 [87,000/(87,000 + fy)] 1 =0.85 - 0.05 [(fc' - 4000)/1000] ≥ 0.65 1 =0.925Wall Height, H = 10.00 ftFriction Coefficient @ Base, b =0.35Horizontal Reinforcement:Soil Depth @ Low End, d = 1.50 ftFriction Coefficient @ Wall, w =0.00Minimum  = 0.0020 for bars not larger than #5 and yield strength not less than 60 ksiLow End Length, Blow =2.50 ftEffective Friction Angle,  =20 degMinimum  = 0.0025 for all other bars High End Length, Bhigh =1.50 ftHorizontal Bar SpacingFooting Thickness, tf =12 inWeight of Soil, Ws =115 pcfmin = 0.0020Wall Thickness, tw =8 inWeight of Concrete, Wc =150 pcf #5 @ 18 in ocSlope of High Soil,  =0 degAllowable Soil Bearing Pressure, qall =2500 psfActive Lateral Earth Pressure, pa =35 pcfFooting Reinforcement:#4 & Smaller Steel Yield Strength, fy =40 ksi At-Rest Lateral Earth Pressure, p = 0 pcf Horizontal Bar Spacing#5 & Larger Steel Yield Strength, fy =60 ksi Passive Earth Pressure, p = 300 pcf = 0.0033Concrete Compressive Strength, fc' =2500 psiConstant Wall Pressure, pL =0 psf service #4 @ 9 in ocFooting DowelsDepth of Constant Wall Pressure, dL =11.50 ftWall Vertical Steel Uniform Surcharge, w = 0 psf serviceCheck Overturning at Toe (ASD)Wall Horizontal SteelWall Axial Load, Pw =0.25 klf ultimateMcausing (1.0H) =Mresisting = 14769 ft-#/ftTop Footing SteelWall Shear Load, Vw =0.00 klf ultimateMcausing (0.7E) =Longitudinal Footing SteelWall Moment Load, Mw =0.00 k-ft/ft ultimate FS against overturning (H): 1.7 OKDeflection Control,  fy/fc' =0.180FS against overturning (H + 0.7E): 1.6 OK for Seismic w/ 4/3 increaseCover at Footing Dowels, cdowel =1.50 Seismic Pressure = 6 x H psfCover at Wall, cwall =3.63 Seismic Pressure = 60 psfCheck Sliding (ASD)Cover at Top of Footing, ctop =1.50Fcausing (1.0H) =1750 #/ft(Friction) Fresisting =1509 #/ftCover at Bottom of Footing, cbot =3.00Fcausing (0.7E) =420 #/ft(Passive) Fresisting =338 #/ftFS against sliding (H): 1.5 OKb = 12 inFS against sliding (H + 0.7E): 1.6 OK for Seismic w/ 4/3 increasedwall =4.000 inddowels =6.125 inFoundation Pressuresdfooting =10.250 inMa =V =d =Ma/Vd = 1.46 fte = 0.87 ftI = 8 ft4Pa =V/A + Ve(B/2)/IPb =V/A - Ve(B/2)/IPa =1957 psfPb =0 psf4312 #/ft6311 ft-#/ftRequired Maximum max8458 ft-#/ft3630 ft-#/ft10 ft Retaining WallLocationDistance Down from High End (ft)Moment, Ultimate(ft-#/ft)Minimum minRequired AsVertical Bar SpacingM3.1 (in2/ft)¼H 2.25 176 0.0012 0.0002 0.0145 0.12 #5 @ 18 in oc½H 4.5 1262 0.0012 0.0016 0.0145 0.15 #5 @ 18 in oc¾H 6.75 3898 0.0012 0.0052 0.0145 0.49 #5 @ 7 in ocH 9 8721 0.0012 0.0048 0.0145 0.46 #5 @ 8 in ocMu = 1.0E + 1.6HVertical Reinforcement:Minimum  = 0.0012 for bars not larger than #5 and yield strength not less than 60 ksiMinimum  = 0.0015 for all other bars Maximum  = 0.75b b = 0.85fc'/fy 1 [87,000/(87,000 + fy)] 1 =0.85 - 0.05 [(fc' - 4000)/1000] ≥ 0.65 1 =0.925Wall Height, H = 9.00 ftFriction Coefficient @ Base, b =0.35Horizontal Reinforcement:Soil Depth @ Low End, d = 1.50 ftFriction Coefficient @ Wall, w =0.00Minimum  = 0.0020 for bars not larger than #5 and yield strength not less than 60 ksiLow End Length, Blow =2.25 ftEffective Friction Angle,  =20 degMinimum  = 0.0025 for all other bars High End Length, Bhigh =1.25 ftHorizontal Bar SpacingFooting Thickness, tf =12 inWeight of Soil, Ws =115 pcfmin = 0.0020Wall Thickness, tw =8 inWeight of Concrete, Wc =150 pcf #5 @ 18 in ocSlope of High Soil,  =0 degAllowable Soil Bearing Pressure, qall =2500 psfActive Lateral Earth Pressure, pa =35 pcfFooting Reinforcement:#4 & Smaller Steel Yield Strength, fy =40 ksi At-Rest Lateral Earth Pressure, p = 0 pcf Horizontal Bar Spacing#5 & Larger Steel Yield Strength, fy =60 ksi Passive Earth Pressure, p = 300 pcf = 0.0024Concrete Compressive Strength, fc' =2500 psiConstant Wall Pressure, pL =0 psf service #4 @ 12 in ocFooting DowelsDepth of Constant Wall Pressure, dL =11.50 ftWall Vertical Steel Uniform Surcharge, w = 0 psf serviceCheck Overturning at Toe (ASD)Wall Horizontal SteelWall Axial Load, Pw =0.25 klf ultimateMcausing (1.0H) =Mresisting = 10829 ft-#/ftTop Footing SteelWall Shear Load, Vw =0.00 klf ultimateMcausing (0.7E) =Longitudinal Footing SteelWall Moment Load, Mw =0.00 k-ft/ft ultimate FS against overturning (H): 1.7 OKDeflection Control,  fy/fc' =0.180FS against overturning (H + 0.7E): 1.6 OK for Seismic w/ 4/3 increaseCover at Footing Dowels, cdowel =1.50 Seismic Pressure = 6 x H psfCover at Wall, cwall =3.69 Seismic Pressure = 54 psfCheck Sliding (ASD)Cover at Top of Footing, ctop =1.50Fcausing (1.0H) =1418 #/ft(Friction) Fresisting =1255 #/ftCover at Bottom of Footing, cbot =3.00Fcausing (0.7E) =340 #/ft(Passive) Fresisting =338 #/ftFS against sliding (H): 1.6 OKb = 12 inFS against sliding (H + 0.7E): 1.7 OK for Seismic w/ 4/3 increasedwall =4.000 inddowels =6.188 inFoundation Pressuresdfooting =10.250 inMa =V =d =Ma/Vd = 1.24 fte = 0.84 ftI = 6 ft4Pa =V/A + Ve(B/2)/IPb =V/A - Ve(B/2)/IPa =1903 psfPb =0 psf4450 ft-#/ft3585 #/ftLocationDistance Down from High End (ft)Moment, Ultimate(ft-#/ft)Minimum min9 ft Retaining WallRequired AsVertical Bar Spacing6379 ft-#/ft2700 ft-#/ftRequired Maximum maxM3.2 (in2/ft)¼H 2 111 0.0012 0.0001 0.0145 0.12 #5 @ 18 in oc½H 4 861 0.0012 0.0011 0.0145 0.12 #5 @ 18 in oc¾H 6 2700 0.0012 0.0035 0.0145 0.33 #5 @ 11 in ocH 8 6075 0.0012 0.0033 0.0145 0.31 #5 @ 11 in ocMu = 1.0E + 1.6HVertical Reinforcement:Minimum  = 0.0012 for bars not larger than #5 and yield strength not less than 60 ksiMinimum  = 0.0015 for all other bars Maximum  = 0.75b b = 0.85fc'/fy 1 [87,000/(87,000 + fy)] 1 =0.85 - 0.05 [(fc' - 4000)/1000] ≥ 0.65 1 =0.925Wall Height, H = 8.00 ftFriction Coefficient @ Base, b =0.35Horizontal Reinforcement:Soil Depth @ Low End, d = 1.50 ftFriction Coefficient @ Wall, w =0.00Minimum  = 0.0020 for bars not larger than #5 and yield strength not less than 60 ksiLow End Length, Blow =2.00 ftEffective Friction Angle,  =20 degMinimum  = 0.0025 for all other bars High End Length, Bhigh =1.25 ftHorizontal Bar SpacingFooting Thickness, tf =12 inWeight of Soil, Ws =115 pcfmin = 0.0020Wall Thickness, tw =8 inWeight of Concrete, Wc =150 pcf #5 @ 18 in ocSlope of High Soil,  =0 degAllowable Soil Bearing Pressure, qall =2500 psfActive Lateral Earth Pressure, pa =35 pcfFooting Reinforcement:#4 & Smaller Steel Yield Strength, fy =40 ksi At-Rest Lateral Earth Pressure, p = 0 pcf Horizontal Bar Spacing#5 & Larger Steel Yield Strength, fy =60 ksi Passive Earth Pressure, p = 300 pcf = 0.0016Concrete Compressive Strength, fc' =2500 psiConstant Wall Pressure, pL =0 psf service #4 @ 18 in ocFooting DowelsDepth of Constant Wall Pressure, dL =11.50 ftWall Vertical Steel Uniform Surcharge, w = 0 psf serviceCheck Overturning at Toe (ASD)Wall Horizontal SteelWall Axial Load, Pw =0.25 klf ultimateMcausing (1.0H) =Mresisting = 8830 ft-#/ftTop Footing SteelWall Shear Load, Vw =0.00 klf ultimateMcausing (0.7E) =Longitudinal Footing SteelWall Moment Load, Mw =0.00 k-ft/ft ultimate FS against overturning (H): 1.9 OKDeflection Control,  fy/fc' =0.180FS against overturning (H + 0.7E): 1.8 OK for Seismic w/ 4/3 increaseCover at Footing Dowels, cdowel =1.50 Seismic Pressure = 6 x H psfCover at Wall, cwall =3.69 Seismic Pressure = 48 psfCheck Sliding (ASD)Cover at Top of Footing, ctop =1.50Fcausing (1.0H) =1120 #/ft(Friction) Fresisting =1118 #/ftCover at Bottom of Footing, cbot =3.00Fcausing (0.7E) =269 #/ft(Passive) Fresisting =338 #/ftFS against sliding (H): 1.8 OKb = 12 inFS against sliding (H + 0.7E): 1.9 OK for Seismic w/ 4/3 increasedwall =4.000 inddowels =6.188 inFoundation Pressuresdfooting =10.250 inMa =V =d =Ma/Vd = 1.30 fte = 0.66 ftI = 5 ft4Pa =V/A + Ve(B/2)/IPb =V/A - Ve(B/2)/IPa =1635 psfPb =0 psf4667 ft-#/ft1944 ft-#/ft4164 ft-#/ft3195 #/ft8 ft Retaining WallMaximum maxRequired AsVertical Bar SpacingLocationDistance Down from High End (ft)Moment, Ultimate(ft-#/ft)Minimum minRequired M3.3 (in2/ft)¼H 1.75 62 0.0012 0.0001 0.0145 0.12 #5 @ 18 in oc½H 3.5 552 0.0012 0.0007 0.0145 0.12 #5 @ 18 in oc¾H 5.25 1772 0.0012 0.0022 0.0145 0.22 #5 @ 17 in ocH 7 4020 0.0012 0.0021 0.0145 0.20 #5 @ 18 in ocMu = 1.0E + 1.6HVertical Reinforcement:Minimum  = 0.0012 for bars not larger than #5 and yield strength not less than 60 ksiMinimum  = 0.0015 for all other bars Maximum  = 0.75b b = 0.85fc'/fy 1 [87,000/(87,000 + fy)] 1 =0.85 - 0.05 [(fc' - 4000)/1000] ≥ 0.65 1 =0.925Wall Height, H = 7.00 ftFriction Coefficient @ Base, b =0.35Horizontal Reinforcement:Soil Depth @ Low End, d = 1.50 ftFriction Coefficient @ Wall, w =0.00Minimum  = 0.0020 for bars not larger than #5 and yield strength not less than 60 ksiLow End Length, Blow =2.00 ftEffective Friction Angle,  =20 degMinimum  = 0.0025 for all other bars High End Length, Bhigh =0.75 ftHorizontal Bar SpacingFooting Thickness, tf =12 inWeight of Soil, Ws =115 pcfmin = 0.0020Wall Thickness, tw =8 inWeight of Concrete, Wc =150 pcf #5 @ 18 in ocSlope of High Soil,  =0 degAllowable Soil Bearing Pressure, qall =2500 psfActive Lateral Earth Pressure, pa =35 pcfFooting Reinforcement:#4 & Smaller Steel Yield Strength, fy =40 ksi At-Rest Lateral Earth Pressure, p = 0 pcf Horizontal Bar Spacing#5 & Larger Steel Yield Strength, fy =60 ksi Passive Earth Pressure, p = 300 pcf = 0.0011Concrete Compressive Strength, fc' =2500 psiConstant Wall Pressure, pL =0 psf service #4 @ 18 in ocFooting DowelsDepth of Constant Wall Pressure, dL =11.50 ftWall Vertical Steel Uniform Surcharge, w = 0 psf serviceCheck Overturning at Toe (ASD)Wall Horizontal SteelWall Axial Load, Pw =0.25 klf ultimateMcausing (1.0H) =Mresisting = 5737 ft-#/ftTop Footing SteelWall Shear Load, Vw =0.00 klf ultimateMcausing (0.7E) =Longitudinal Footing SteelWall Moment Load, Mw =0.00 k-ft/ft ultimate FS against overturning (H): 1.7 OKDeflection Control,  fy/fc' =0.180FS against overturning (H + 0.7E): 1.7 OK for Seismic w/ 4/3 increaseCover at Footing Dowels, cdowel =1.50 Seismic Pressure = 6 x H psfCover at Wall, cwall =3.69 Seismic Pressure = 42 psfCheck Sliding (ASD)Cover at Top of Footing, ctop =1.50Fcausing (1.0H) =858 #/ft(Friction) Fresisting =832 #/ftCover at Bottom of Footing, cbot =3.00Fcausing (0.7E) =206 #/ft(Passive) Fresisting =338 #/ftFS against sliding (H): 1.8 OKb = 12 inFS against sliding (H + 0.7E): 2.0 OK for Seismic w/ 4/3 increasedwall =4.000 inddowels =6.188 inFoundation Pressuresdfooting =10.250 inMa =V =d =Ma/Vd = 1.03 fte = 0.68 ftI = 3 ft4Pa =V/A + Ve(B/2)/IPb =V/A - Ve(B/2)/IPa =1525 psfPb =0 psf3287 ft-#/ft1344 ft-#/ft2450 ft-#/ft2378 #/ft7 ft Retaining WallMaximum maxRequired AsVertical Bar SpacingLocationDistance Down from High End (ft)Moment, Ultimate(ft-#/ft)Minimum minRequired M3.4 (in2/ft)¼H 1.5 27 0.0015 0.0000 0.0252 0.14 #4 @ 16 in oc½H 3 324 0.0015 0.0006 0.0252 0.14 #4 @ 16 in oc¾H 4.5 1080 0.0015 0.0020 0.0252 0.19 #4 @ 12 in ocH 6 2484 0.0015 0.0019 0.0252 0.18 #4 @ 13 in ocMu = 1.0E + 1.6HVertical Reinforcement:Minimum  = 0.0012 for bars not larger than #5 and yield strength not less than 60 ksiMinimum  = 0.0015 for all other bars Maximum  = 0.75b b = 0.85fc'/fy 1 [87,000/(87,000 + fy)] 1 =0.85 - 0.05 [(fc' - 4000)/1000] ≥ 0.65 1 =0.925Wall Height, H = 6.00 ftFriction Coefficient @ Base, b =0.35Horizontal Reinforcement:Soil Depth @ Low End, d = 1.50 ftFriction Coefficient @ Wall, w =0.00Minimum  = 0.0020 for bars not larger than #5 and yield strength not less than 60 ksiLow End Length, Blow =1.50 ftEffective Friction Angle,  =20 degMinimum  = 0.0025 for all other bars High End Length, Bhigh =0.75 ftHorizontal Bar SpacingFooting Thickness, tf =12 inWeight of Soil, Ws =115 pcfmin = 0.0020Wall Thickness, tw =8 inWeight of Concrete, Wc =150 pcf #5 @ 18 in ocSlope of High Soil,  =0 degAllowable Soil Bearing Pressure, qall =2500 psfActive Lateral Earth Pressure, pa =35 pcfFooting Reinforcement:#4 & Smaller Steel Yield Strength, fy =40 ksi At-Rest Lateral Earth Pressure, p = 0 pcf Horizontal Bar Spacing#5 & Larger Steel Yield Strength, fy =60 ksi Passive Earth Pressure, p = 300 pcf = 0.0007Concrete Compressive Strength, fc' =2500 psiConstant Wall Pressure, pL =0 psf service #4 @ 18 in ocFooting DowelsDepth of Constant Wall Pressure, dL =11.50 ftWall Vertical Steel Uniform Surcharge, w = 0 psf serviceCheck Overturning at Toe (ASD)Wall Horizontal SteelWall Axial Load, Pw =0.25 klf ultimateMcausing (1.0H) =Mresisting = 3985 ft-#/ftTop Footing SteelWall Shear Load, Vw =0.00 klf ultimateMcausing (0.7E) =Longitudinal Footing SteelWall Moment Load, Mw =0.00 k-ft/ft ultimate FS against overturning (H): 1.8 OKDeflection Control,  fy/fc' =0.180FS against overturning (H + 0.7E): 1.7 OK for Seismic w/ 4/3 increaseCover at Footing Dowels, cdowel =1.50 Seismic Pressure = 6 x H psfCover at Wall, cwall =3.75 Seismic Pressure = 36 psfCheck Sliding (ASD)Cover at Top of Footing, ctop =1.50Fcausing (1.0H) =630 #/ft(Friction) Fresisting =712 #/ftCover at Bottom of Footing, cbot =3.00Fcausing (0.7E) =151 #/ft(Passive) Fresisting =338 #/ftFS against sliding (H): 2.2 OKb = 12 inFS against sliding (H + 0.7E): 2.4 OK for Seismic w/ 4/3 increasedwall =4.000 inddowels =6.250 inFoundation Pressuresdfooting =10.250 inMa =V =d =Ma/Vd = 0.87 fte = 0.58 ftI = 2 ft4Pa =V/A + Ve(B/2)/IPb =V/A - Ve(B/2)/IPa =1535 psfPb =0 psf2205 ft-#/ft882 ft-#/ft1780 ft-#/ft2034 #/ft6 ft Retaining WallMaximum maxRequired AsVertical Bar SpacingLocationDistance Down from High End (ft)Moment, Ultimate(ft-#/ft)Minimum minRequired M3.5 (in2/ft)¼H 1.25 4 0.0015 0.0000 0.0252 0.14 #4 @ 16 in oc½H 2.5 165 0.0015 0.0003 0.0252 0.14 #4 @ 16 in oc¾H 3.75 591 0.0015 0.0011 0.0252 0.14 #4 @ 16 in ocH 5 1392 0.0015 0.0011 0.0252 0.14 #4 @ 16 in ocMu = 1.0E + 1.6HVertical Reinforcement:Minimum  = 0.0012 for bars not larger than #5 and yield strength not less than 60 ksiMinimum  = 0.0015 for all other bars Maximum  = 0.75b b = 0.85fc'/fy 1 [87,000/(87,000 + fy)] 1 =0.85 - 0.05 [(fc' - 4000)/1000] ≥ 0.65 1 =0.925Wall Height, H = 5.00 ftFriction Coefficient @ Base, b =0.35Horizontal Reinforcement:Soil Depth @ Low End, d = 1.50 ftFriction Coefficient @ Wall, w =0.00Minimum  = 0.0020 for bars not larger than #5 and yield strength not less than 60 ksiLow End Length, Blow =1.00 ftEffective Friction Angle,  =20 degMinimum  = 0.0025 for all other bars High End Length, Bhigh =0.75 ftHorizontal Bar SpacingFooting Thickness, tf =12 inWeight of Soil, Ws =115 pcfmin = 0.0020Wall Thickness, tw =8 inWeight of Concrete, Wc =150 pcf #5 @ 18 in ocSlope of High Soil,  =0 degAllowable Soil Bearing Pressure, qall =2500 psfActive Lateral Earth Pressure, pa =35 pcfFooting Reinforcement:#4 & Smaller Steel Yield Strength, fy =40 ksi At-Rest Lateral Earth Pressure, p = 0 pcf Horizontal Bar Spacing#5 & Larger Steel Yield Strength, fy =60 ksi Passive Earth Pressure, p = 300 pcf = 0.0004Concrete Compressive Strength, fc' =2500 psiConstant Wall Pressure, pL =0 psf service #4 @ 18 in ocFooting DowelsDepth of Constant Wall Pressure, dL =11.50 ftWall Vertical Steel Uniform Surcharge, w = 0 psf serviceCheck Overturning at Toe (ASD)Wall Horizontal SteelWall Axial Load, Pw =0.25 klf ultimateMcausing (1.0H) =Mresisting = 2569 ft-#/ftTop Footing SteelWall Shear Load, Vw =0.00 klf ultimateMcausing (0.7E) =Longitudinal Footing SteelWall Moment Load, Mw =0.00 k-ft/ft ultimate FS against overturning (H): 1.9 OKDeflection Control,  fy/fc' =0.180FS against overturning (H + 0.7E): 1.8 OK for Seismic w/ 4/3 increaseCover at Footing Dowels, cdowel =1.50 Seismic Pressure = 6 x H psfCover at Wall, cwall =3.75 Seismic Pressure = 30 psfCheck Sliding (ASD)Cover at Top of Footing, ctop =1.50Fcausing (1.0H) =438 #/ft(Friction) Fresisting =596 #/ftCover at Bottom of Footing, cbot =3.00Fcausing (0.7E) =105 #/ft(Passive) Fresisting =338 #/ftFS against sliding (H): 2.8 OKb = 12 inFS against sliding (H + 0.7E): 3.0 OK for Seismic w/ 4/3 increasedwall =4.000 inddowels =6.250 inFoundation Pressuresdfooting =10.250 inMa =V =d =Ma/Vd = 0.70 fte = 0.51 ftI = 1 ft4Pa =V/A + Ve(B/2)/IPb =V/A - Ve(B/2)/IPa =1603 psfPb =0 psf1385 ft-#/ft540 ft-#/ft1184 ft-#/ft1703 #/ft5 ft Retaining WallMaximum maxRequired AsVertical Bar SpacingLocationDistance Down from High End (ft)Moment, Ultimate(ft-#/ft)Minimum minRequired M3.6