The URL can be used to link to this page

170109 MAD (Structural Calculations).pdf STRUCTURAL CALCULATIONS MADRONA SCHOOL REPLACEMENT Mahlum Architects January 6, 2017 S130282-01 PREPARED BY: Laura Nettesheim Rachel Vranizan, P.E. Colin Mitchell, P.E. David Aguilera 1/5/17 Madrona School Replacement STRUCTURAL CALCULATIONS Table of Contents SECTION PREFIX Criteria Criteria .................................................................................................................................................... C Loading Criteria Seismic Criteria Wind Criteria Areas A and B Gravity Design ........................................................................................................................................ AB/G Loading Beam Design Joist Design Post and Footing Design Stud Wall Design Lateral Design ........................................................................................................................................ AB/L Base Shear and Weight Take-Off Seismic Vs. Wind Base Shear Load Distribution Shear Wall Design Deflection Check Holddown Design Diaphragm and Strut Design Chord Design Holddown Foundation Design Area C Gravity Design ........................................................................................................................................ C/G Loading Beam Design Joist Design Post and Footing Design Stud Wall Design Lateral Design ........................................................................................................................................ C/L Base Shear and Weight Take-Off Seismic Vs. Wind Base Shear Load Distribution Shear Wall Design Deflection Check Holddown Design Diaphragm Design Chord Design Holddown Foundation Design Area D Gravity Design ........................................................................................................................................ D/G Loading Beam Design Joist Design Post and Footing Design Stud Wall Design Lateral Design ........................................................................................................................................ D/L Base Shear and Weight Take-Off Seismic Vs. Wind Base Shear Load Distribution Shear Wall Design Deflection Check Holddown Design Diaphragm Design Chord Design Holddown Foundation Design Miscellaneous Miscellaneous......................................................................................................................................... M Wind Framing TITLE SEISMIC CRITERIASEISMIC LATERAL DESIGN CRITERIA CRITERIA LOADING CRITERIA C-1 Criteria:Madrona K-8 Proj. No.:S13-0282-01 Proj. Engr(s):RJV, LAN Rev. Date: 4/28/2016 Reviewed By: Date: Risk Category III (IBC Table 1604.5) Wind:2012 IBC, 115 mph (Risk Category III), Exposure B Seismic:2012 IBC, Seismic Design Category D IE =1.25 Ss = 1.26 S1 = 0.49 SDS =0.84 SD1 =0.43 R =6.5 OMEGA0 =2.5 Cd = 4 Site Class = C Soils:Based on Soils Report Prelim_Geo_Report by Shannon & Wilson dated 8/6/2015 (With Geotech Follow up Email Changes) Allowable Soil Bearing Pressure = 4000 psf Footing depth = 18 inches exterior, 12 inches interior (minimum) Friction coefficient = 0.7 (Includes Factor of Safety = 1.5) Static Passive Earth Pressure = 400 pcf Active Lateral Earth Pressure (Unrestrained)= 30 pcf +8H psf Seismic At-Rest Lateral Earth Pressure (Restrained)= 50 pcf + 8H psf Seismic Traffic Surcharge = N/A Hydrostatic Pressure = N/A Seismic Site Class = C Deflection Criteria (Wood or Steel Framing) For all Beams U.O.N.:D total load =L/240 Roof Beams: Perimeter Roof Beams:Superimposed D DL + D LL =L/360 Interior Roof Beams:D LL =L/360 Page 1 of 2 Print Date: 1/4/2017 C-2 2015 Light-frame wood sheathed walls Criteria:Madrona K-8 Roof Loadings Live Load Snow (Drift Loading Not Applicable)28 psf (Is = 1.1) Dead Load (Wood Framing) Typical Roof Roofing -- Built up or single ply 3.0 psf Sheathing -- 1 1/8" Plywood 3.4 psf Framing -- Connector Plate Wood Trusses @ 48"oc & Glulam Beams 4.0 psf Insulation 1.0 psf Ceiling -- (2) layer 5/8" GWB 2.8 psf Interior Light-Framed Partitions Below (seismic only) 0.0 psf (5 psf seismic) Misc.2.0 psf 16 psf (+6psf PV allowance where occurs) Wood Framed Floor Loadings Live Load (Reducible, U.O.N.) Mechanical Area 60 psf (non-reducible) Dead Load Interior Floor Floor Finish Allowance 3.0 psf Sheathing -- ¾" Plywood 2.5 psf Framing -- 11 7/8" I-Joists @ 16" oc 5.0 psf Ceiling -- (2) layers 5/8" GWB (over living areas)2.8 psf Interior Light-Framed Partitions 0.0 psf (15 psf seismic) Sprinklers & Misc.3.0 psf 16 psf Exterior Wall Dead Load (surface area) Exterior Walls with Wood/Metal Siding 12 psf (surface area) Exterior Walls with 4" Masonry Veneer 45 psf (surface area) Page 2 of 2 Print Date: 1/4/2017 C-3 CRITERIA SEISMIC CRITERIA C-4 Project: Designed By: Date : Project No: Client: Checked By : Sheet of 801 SECOND AVENUE  SUITE 900  SEATTLE, WA  98104 P: 206/343-0460  F: 206/343-5691 2012 IBC AND ASCE 7-10 – EARTHQUAKE DESIGN DATA (New Buildings) ASCE 7 SECTION 11.4 – SEISMIC GROUND MOTION VALUES (LATTITUDE: __________ LONGITUDE: __________) SS = __________ USGS link. See CPL Seismic Guide for more info. S1 = __________ VS = __________ Geotech. Rpt. (Shear Wave Velocity) N = __________ Geotech. Rpt. (Standard Penetration Resistance) SU = __________ Geotech. Rpt. (Un-drained Shear Strength) Site Class = __________ Geotech. Rpt. (or Chapter 20) Fa = __________ Table 11.4-1 pg. 66 Fv = __________ Table 11.4-2 pg. 66 SMS = __________ Eq. 11.4-1 pg. 65 SM1 = __________ Eq. 11.4-2 pg. 65 SDS = __________ Eq. 11.4-3 pg. 65 SD1 = __________ Eq. 11.4-4 pg. 65 ASCE 7 SECTION 11.5 – IMPORTANCE FACTOR & RISK CATEGORY Nature of Occupancy ________________________________________________________ IBC Table 1604.5 Risk Category __________ IBC Table 1604.5 Importance Factor, Ie = __________ ASCE 7 Table 1.5-2 pg. 5 ASCE 7 SECTION 11.6 – SEISMIC DESIGN CATEGORY SDC = __________ Table 11.6-1 pg. 67 (Choose most severe. See Section 11.6 for exceptions) SDC = __________ Table 11.6-2 pg. 67 ASCE 7 SECTION 12.2 – STRUCTURAL SYSTEM SELECTION Basic Seismic Force Resisting System(s) – Table 12.2-1 pg. 73-77 _________________________________________________________________________________________________________________ _________________________________________________________________________________________________________________ R = __________ (R, Ωo, Cd & can very for each orthogonal direction per 12.2.2) Ωo = _________ (use reduction of 0.5 from value per Table 12.2-1 footnote g where applicable) Cd = __________ Height Limitation = __________ C-5 47.783991 122.35728 C 1.262 0.493 1.0 1.307 1.262 0.645 0.841 0.430 C III 1.25 D D Light-frame wood sheathed walls (WSW) 6.5 2.5 4 65 Footnote : Where is greater than or equal to 2.5, it is permitted to be reduced by subtracting 0.5 for structures with flexible diagrams. (Original value = 3) Ωo Madrona K-8 LAN 8/4/2016 1 3 Fv = 1.4 + (1.3-1.4/ 0.5-0.4)*(0.493-0.4) = 1.307 2015 Project: Designed By: Date : Project No: Client: Checked By : Sheet of 801 SECOND AVENUE  SUITE 900  SEATTLE, WA  98104 P: 206/343-0460  F: 206/343-5691 2012 IBC AND ASCE 7-10 – EARTHQUAKE DESIGN DATA (New Buildings) ASCE 7 SECTION 12.3 (Note some of the restrictions below do not apply to SDC A, B or C) Horizontal Irregularities (Table 12.3-1 pg. 82)  Type 1a: Torsional Irregularity ( y / n )  Triggers 25% increase in diaphragm connection forces per 12.3.3.4  Note modal analysis requirements per Table 12.6-1  Type 1b: Extreme Torsional Irregularity ( y / n )  Same implications as Type 1a  Not allowed for Seismic Design Category E or F  Type 2: Reentrant Corner Irregularity ( y / n )  Triggers 25% increase in diaphragm connection forces per 12.3.3.4  Type 3: Diaphragm Discontinuity Irregularity ( y / n )  Triggers 25% increase in diaphragm connection forces per 12.3.3.4  Type 4: Out-of-Plan Offset Irregularity ( y / n )  Triggers 25% increase in diaphragm connection forces per 12.3.3.4  Elements supporting discontinuous elements to be designed for overstrength loads per 12.3.3.3  Type 5: Nonparallel System Irregularity ( y / n )  100% + 30% load combination or response history procedure required per 12.5.3 Vertical Irregularities (Table 12.3-2 pg. 83)  Type 1a: Stiffness - Soft Story Irregularity ( y / n )  Modal analysis requirement per Table 12.6-1  Type 1b: Stiffness – Extreme Soft Story Irregularity ( y / n )  Not allowed for Seismic Design Category E or F  Type 2: Weight (Mass) Irregularity ( y / n )  Modal analysis requirement per Table 12.6-1  Type 3: Vertical Geometric Irregularity ( y / n )  Modal analysis requirement per Table 12.6-1  Type 4: In-Plane Discontinuity ( y / n )  Triggers 25% increase in diaphragm connection forces per 12.3.3.4  Elements supporting discontinuous elements to be designed for overstrength loads per 12.3.3.3  Type 5a: Strength – Weak Story Irregularity ( y / n )  Not allowed for Seismic Design Category E or F  Type 5b: Strength – Extreme Weak Story Irregularity ( y / n )  Not allowed for Seismic Design Category D, E or F C-6 Madrona K-8 LAN 8/4/2016 2 3 Project: Designed By: Date : Project No: Client: Checked By : Sheet of 801 SECOND AVENUE  SUITE 900  SEATTLE, WA  98104 P: 206/343-0460  F: 206/343-5691 2012 IBC AND ASCE 7-10 – EARTHQUAKE DESIGN DATA ASCE 7 SECTION 12.3 (cont.) ρ = __________ Section 12.3.4.2 (can vary for each direction of loading) ASCE 7 SECTION 12.6 – ANALYSIS PROCEDURE (Table 12.6-1 pg. 88) ______________________________________________________________________________________________________________ ASCE 7 SECTION 12.12 – DRIFT AND DEFORMATION Allowable Story Drift Δa = __________ Table 12.12-1 pg. 97 Approximate Period Ta = __________ Eq. 12.8-7 pg. 90 Calculated Period (if used) T = __________ Upper Limit on Period Cu * Ta = __________ Table 12.8-1 pg. 90 (can ignore for drift checks) EQUIVALENT LATERAL FORCE PROCEDURE Seismic Response Coefficient Cs = __________ Eq. 12.8-2 through 6 pg. 89 Design Base Shear V = __________ Eq. 12.8-1 pg. 89 Torsional Amplification Factor Ax = __________ Eq. 12.8-14 pg. 92 C-7 1.3 equivalent lateral force analysis 0.015hsx 0.189 0.265 0.162 see Excel sheet 1 Ta = Cthn x = 0.02*(200.75) = 0.189 s Ct = 0.02 x = 0.75 hn = 20 ft Cu*Ta = 1.4*0.189 = 0.265 Cu = 1.4 CS = SDS/ (R/Ie) CS = 0.841/ (6.5/1.25) = 0.162 CS,max = SD1/ (T*(R/Ie)) for T less than TL TL = 6 s CS,max = 0.43/(0.189*(6.5*1.25) = 0.437 CS,min = 0.044SDSIe = 0.044*0.841*1.25 = 0.046 (> 0.1, OK) CS (0.162) is between the min (0.046) and the max (0.437) ....................... Madrona K-8 LAN 8/4/2016 3 3 CRITERIA LOADING CRITERIA C-8 C-9 Design Wind Pressures: (Includes Kzt - see attached tables for calculations) CHAPTER 30 WIND LOADS – COMPONENTS AND CLADDING 322 Components and Cladding – Part 4 h £ 160 ft. Table 30.7-2 C & C Zones Enclosed Buildings C&C Wall and Roof Pressures 3 2 5 4 1 22 3 4 3 5 2a a 2a 2a 4a a Flat Roof θ < 10 deg Gable Roof Monoslope Roof Hip Roof Mansard Roof 1 2 3 4 5 2 4 3 a a a a 3 3 5 1 2 1 4 5 24 a a a 3 5 3 5 1 2 3 3 4 5 1 4 3 2 2 a a a 3 3 1 3 2 5 2 3 5 2 3 1 2a a a 2a a 44 5 2 2 33 2 55 3 c30.indd 322c30.indd 322 4/14/2010 11:05:01 AM4/14/2010 11:05:01 AM C-10 MINIMUM DESIGN LOADS 323 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 0.65 0.70 0.75 0.80 0.85 0.90 0.95 1.00 1.05 1.10 1.15 1.20 1.25 Bu i l d i n g h e i g h t h ( f t . ) Exposure Adjustment Factor Roof and Wall Pressures -Components and Cladding Exposure Adjustment Factor Exposure B Exposure D Exposure Adjustment Factor h (ft.) Exp B Exp D 160 0.809 1.113 150 0.805 1.116 140 0.801 1.118 130 0.796 1.121 120 0.792 1.125 110 0.786 1.128 100 0.781 1.132 90 0.775 1.137 80 0.768 1.141 70 0.760 1.147 60 0.751 1.154 50 0.741 1.161 40 0.729 1.171 30 0.713 1.183 20 0.692 1.201 15 0.677 1.214 Components and Cladding – Part 4 h £ 160 ft. Table 30.7-2 C & C Notes Enclosed Buildings C&C Wall and Roof Pressures Notes to Component and Cladding Wind Pressure Table: 1. For each roof form, Exposure C, V and h determine roof and wall cladding pressures for the applicable zone from tables below. For other exposures B or D, multiply pressures from table by the appropriate exposure adjustment factor determined from figure below. 2. Interpolation between h values is permitted. For pressures at other V values than shown in the table, multiply table value for any given V’ in the table as shown below: Pressure at desired V = pressure from table at V’ x [V desired / V’]2 3. Where two load cases are shown, both positive and negative pressures shall be considered. 4. Pressures are shown for an effective wind area = 10 sf (0.93 m2). For larger effective wind areas, the pressure shown may be reduced by the reduction coefficient applicable to each zone. Notation: h = mean roof height (ft) V = Basic wind speed (mph) c30.indd 323c30.indd 323 4/14/2010 11:05:01 AM4/14/2010 11:05:01 AM C-11 h=23 ft EAF=.698 CHAPTER 30 WIND LOADS – COMPONENTS AND CLADDING 324 0.5 0.6 0.7 0.8 0.9 1 1.1 0001001011 Re d u c t i o n F a c t o r Effective Wind Area (sf) Reduction Factors Effective Wind Area 0050020502 0.8 0.7 0.6 1.0 0.9 A B C D E Components and Cladding – Part 4 h £ 160 ft. Table 30.7-2 C & C Effective Wind Area Enclosed Buildings C&C Wall and Roof Pressures Roof Form Sign Pressure Zone 1 Zone 2 Zone 3 Zone 4 Zone 5 Flat Minus D D D C E Flat Plus NA NA NA D D Gable, Mansard Minus B C C C E Gable, Mansard Plus B B B D D Hip Minus B C C C E Hip Plus B B B D D Monoslope Plus A B D C E Monoslope Minus C C C D D Overhangs All A A B NA NA Reduction Factors Effective Wind Area c30.indd 324c30.indd 324 4/14/2010 11:05:01 AM4/14/2010 11:05:01 AM C-12 MINIMUM DESIGN LOADS 325 021511011)HPM( V enoZenoZenoZ daoL h (ft) Roof FormCase123451234512345 Flat Roof 1 -50.2 -78.8 -107.5 -34.3 -63.0 -54.9 -86.2 -117.5 -37.5 -68.8 -59.8 -93.8 -127.9 -40.9 -74.9 2 NA NA NA 34.3 34.3 NA NA NA 37.5 37.5 NA NA NA 40.9 40.9 Gable Roof 1 -37.5 -63.0 -94.7 -40.7 -63.0 -41.0 -68.8 -103.6 -44.5 -68.8 -44.6 -74.9 -112.8 -48.4 -74.9 80 Mansard Roof 2 21.6 21.6 21.6 37.5 34.3 23.6 23.6 23.6 41.0 37.5 25.7 25.7 25.7 44.6 40.9 Hip Roof 1 -34.3 -59.8 -88.4 -40.7 -63.0 -37.5 -65.3 -96.6 -44.5 -68.8 -40.9 -71.1 -105.2 -48.4 -74.9 2 21.6 21.6 21.6 37.5 34.3 23.6 23.6 23.6 41.0 37.5 25.7 25.7 25.7 44.6 40.9 Monoslope Roof 1 -43.9 -56.6 -97.9 -40.7 -63.0 -48.0 -61.9 -107.0 -44.5 -68.8 -52.2 -67.4 -116.5 -48.4 -74.9 2 18.4 18.4 18.4 37.5 37.5 20.2 20.2 20.2 41.0 41.0 21.9 21.9 21.9 44.6 44.6 Flat Roof 1 -48.8 -76.7 -104.5 -33.4 -61.2 -53.4 -83.8 -114.2 -36.5 -66.9 -58.1 -91.2 -124.3 -39.7 -72.8 2 NA NA NA 33.4 33.4 NA NA NA 36.5 36.5 NA NA NA 39.7 39.7 Gable Roof 1 -36.5 -61.2 -92.1 -39.6 -61.2 -39.9 -66.9 -100.7 -43.2 -66.9 -43.4 -72.8 -109.6 -47.1 -72.8 70 Mansard Roof 2 21.0 21.0 21.0 36.5 33.4 23.0 23.0 23.0 39.9 36.5 25.0 25.0 25.0 43.4 39.7 Hip Roof 1 -33.4 -58.1 -85.9 -39.6 -61.2 -36.5 -63.5 -93.9 -43.2 -66.9 -39.7 -69.2 -102.3 -47.1 -72.8 2 21.0 21.0 21.0 36.5 33.4 23.0 23.0 23.0 39.9 36.5 25.0 25.0 25.0 43.4 39.7 Monoslope Roof 1 -42.7 -55.0 -95.2 -39.6 -61.2 -46.6 -60.1 -104.1 -43.2 -66.9 -50.8 -65.5 -113.3 -47.1 -72.8 2 17.9 17.9 17.9 36.5 36.5 19.6 19.6 19.6 39.9 39.9 21.3 21.3 21.3 43.4 43.4 Flat Roof 1 -47.3 -74.2 -101.1 -32.3 -59.3 -51.7 -81.1 -110.6 -35.3 -64.8 -56.3 -88.3 -120.4 -38.5 -70.5 2 NA NA NA 32.3 32.3 NA NA NA 35.3 35.3 NA NA NA 38.5 38.5 Gable Roof 1 -35.3 -59.3 -89.2 -38.3 -59.3 -38.6 -64.8 -97.5 -41.9 -64.8 -42.0 -70.5 -106.1 -45.6 -70.5 60 Mansard Roof 2 20.3 20.3 20.3 35.3 32.3 22.2 22.2 22.2 38.6 35.3 24.2 24.2 24.2 42.0 38.5 Hip Roof 1 -32.3 -56.3 -83.2 -38.3 -59.3 -35.3 -61.5 -90.9 -41.9 -64.8 -38.5 -67.0 -99.0 -45.6 -70.5 2 20.3 20.3 20.3 35.3 32.3 22.2 22.2 22.2 38.6 35.3 24.2 24.2 24.2 42.0 38.5 Monoslope Roof 1 -41.3 -53.3 -92.2 -38.3 -59.3 -45.1 -58.2 -100.7 -41.9 -64.8 -49.1 -63.4 -109.7 -45.6 -70.5 2 17.4 17.4 17.4 35.3 35.3 19.0 19.0 19.0 38.6 38.6 20.7 20.7 20.7 42.0 42.0 Flat Roof 1 -45.5 -71.4 -97.3 -31.1 -57.0 -49.7 -78.1 -106.4 -34.0 -62.3 -54.2 -85.0 -115.8 -37.0 -67.9 2 NA NA NA 31.1 31.1 NA NA NA 34.0 34.0 NA NA NA 37.0 37.0 Gable Roof 1 -34.0 -57.0 -85.8 -36.9 -57.0 -37.1 -62.3 -93.8 -40.3 -62.3 -40.4 -67.9 -102.1 -43.9 -67.9 50 Mansard Roof 2 19.6 19.6 19.6 34.0 31.1 21.4 21.4 21.4 37.1 34.0 23.3 23.3 23.3 40.4 37.0 Hip Roof 1 -31.1 -54.1 -80.1 -36.9 -57.0 -34.0 -59.2 -87.5 -40.3 -62.3 -37.0 -64.4 -95.3 -43.9 -67.9 2 19.6 19.6 19.6 34.0 31.1 21.4 21.4 21.4 37.1 34.0 23.3 23.3 23.3 40.4 37.0 Monoslope Roof 1 -39.7 -51.3 -88.7 -36.9 -57.0 -43.4 -56.0 -96.9 -40.3 -62.3 -47.3 -61.0 -105.6 -43.9 -67.9 2 16.7 16.7 16.7 34.0 34.0 18.3 18.3 18.3 37.1 37.1 19.9 19.9 19.9 40.4 40.4 Flat Roof 1 -43.4 -68.1 -92.9 -29.7 -54.4 -47.5 -74.5 -101.5 -32.4 -59.5 -51.7 -81.1 -110.5 -35.3 -64.7 2 NA NA NA 29.7 29.7 NA NA NA 32.4 32.4 NA NA NA 35.3 35.3 Gable Roof 1 -32.4 -54.4 -81.9 -35.2 -54.4 -35.4 -59.5 -89.5 -38.4 -59.5 -38.6 -64.7 -97.4 -41.9 -64.7 40 Mansard Roof 2 18.7 18.7 18.7 32.4 29.7 20.4 20.4 20.4 35.4 32.4 22.2 22.2 22.2 38.6 35.3 Hip Roof 1 -29.7 -51.7 -76.4 -35.2 -54.4 -32.4 -56.5 -83.5 -38.4 -59.5 -35.3 -61.5 -90.9 -41.9 -64.7 2 18.7 18.7 18.7 32.4 29.7 20.4 20.4 20.4 35.4 32.4 22.2 22.2 22.2 38.6 35.3 Monoslope Roof 1 -37.9 -48.9 -84.6 -35.2 -54.4 -41.4 -53.5 -92.5 -38.4 -59.5 -45.1 -58.2 -100.7 -41.9 -64.7 2 15.9 15.9 15.9 32.4 32.4 17.4 17.4 17.4 35.4 35.4 19.0 19.0 19.0 38.6 38.6 Flat Roof 1 -40.9 -64.1 -87.4 -27.9 -51.2 -44.7 -70.1 -95.5 -30.5 -56.0 -48.6 -76.3 -104.0 -33.2 -60.9 2 NA NA NA 27.9 27.9 NA NA NA 30.5 30.5 NA NA NA 33.2 33.2 Gable Roof 1 -30.5 -51.2 -77.1 -33.1 -51.2 -33.4 -56.0 -84.2 -36.2 -56.0 -36.3 -60.9 -91.7 -39.4 -60.9 30 Mansard Roof 2 17.6 17.6 17.6 30.5 27.9 19.2 19.2 19.2 33.4 30.5 20.9 20.9 20.9 36.3 33.2 Hip Roof 1 -27.9 -48.6 -71.9 -33.1 -51.2 -30.5 -53.1 -78.6 -36.2 -56.0 -33.2 -57.9 -85.6 -39.4 -60.9 2 17.6 17.6 17.6 30.5 27.9 19.2 19.2 19.2 33.4 30.5 20.9 20.9 20.9 36.3 33.2 Monoslope Roof 1 -35.7 -46.0 -79.7 -33.1 -51.2 -39.0 -50.3 -87.1 -36.2 -56.0 -42.5 -54.8 -94.8 -39.4 -60.9 2 15.0 15.0 15.0 30.5 30.5 16.4 16.4 16.4 33.4 33.4 17.9 17.9 17.9 36.3 36.3 Flat Roof 1 -37.5 -58.9 -80.3 -25.6 -47.0 -41.0 -64.4 -87.7 -28.0 -51.4 -44.7 -70.1 -95.5 -30.5 -56.0 2 NA NA NA 25.6 25.6 NA NA NA 28.0 28.0 NA NA NA 30.5 30.5 Gable Roof 1 -28.0 -47.0 -70.8 -30.4 -47.0 -30.6 -51.4 -77.3 -33.2 -51.4 -33.3 -56.0 -84.2 -36.2 -56.0 20 Mansard Roof 2 16.1 16.1 16.1 28.0 25.6 17.6 17.6 17.6 30.6 28.0 19.2 19.2 19.2 33.3 30.5 Hip Roof 1 -25.6 -44.6 -66.0 -30.4 -47.0 -28.0 -48.8 -72.2 -33.2 -51.4 -30.5 -53.1 -78.6 -36.2 -56.0 2 16.1 16.1 16.1 28.0 25.6 17.6 17.6 17.6 30.6 28.0 19.2 19.2 19.2 33.3 30.5 Monoslope Roof 1 -32.8 -42.3 -73.1 -30.4 -47.0 -35.8 -46.2 -79.9 -33.2 -51.4 -39.0 -50.3 -87.0 -36.2 -56.0 2 13.8 13.8 13.8 28.0 28.0 15.1 15.1 15.1 30.6 30.6 16.4 16.4 16.4 33.3 33.3 Flat Roof 1 -35.3 -55.4 -75.5 -24.1 -44.3 -38.6 -60.6 -82.6 -26.4 -48.4 -42.0 -66.0 -89.9 -28.7 -52.7 2 NA NA NA 24.1 24.1 NA NA NA 26.4 26.4 NA NA NA 28.7 28.7 Gable Roof 1 -26.4 -44.3 -66.6 -28.6 -44.3 -28.8 -48.4 -72.8 -31.3 -48.4 -31.4 -52.7 -79.3 -34.0 -52.7 15 Mansard Roof 2 15.2 15.2 15.2 26.4 24.1 16.6 16.6 16.6 28.8 26.4 18.1 18.1 18.1 31.4 28.7 Hip Roof 1 -24.1 -42.0 -62.1 -28.6 -44.3 -26.4 -45.9 -67.9 -31.3 -48.4 -28.7 -50.0 -73.9 -34.0 -52.7 2 15.2 15.2 15.2 26.4 24.1 16.6 16.6 16.6 28.8 26.4 18.1 18.1 18.1 31.4 28.7 Monoslope Roof 1 -30.8 -39.8 -68.8 -28.6 -44.3 -33.7 -43.5 -75.2 -31.3 -48.4 -36.7 -47.3 -81.9 -34.0 -52.7 2 13.0 13.0 13.0 26.4 26.4 14.2 14.2 14.2 28.8 28.8 15.4 15.4 15.4 31.4 31.4 Table 30.7-2 Components and Cladding – Part 4 Exposure C C & C V = 110-120 mph h = 15-80 ft. c30.indd 325c30.indd 325 4/14/2010 11:05:01 AM4/14/2010 11:05:01 AM C-13 For h=23ft: C-14 C-15 H = 103 ft 35 4 f t 45 7 f t PR O J E C T SI T E H/2 = 51.5 ft Lh = 4 6 5 f t 40 5 . 5 f t x = 8 7 f t Ma d r o n a K - 8 Kz t C a l c u l a t i o n 11 / 8 / 1 6 CO U G H L I N LU N D E E N PO R T E R E N G I N E E R I N G S E I S M I C C I V I L S T R U C T U R A L Kz t = 1. 3 0 (s e e a t t a c h e d c a l c u l a t i o n ) Pr o j e c t : Ma d r o n a K - 8 De s i g n e d b y : RJ V Da t e : 11 / 8 / 2 0 1 6 H ( f t ) 10 3 Lh ( f t ) 46 5 Lo c a t i o n o f B l d g . f r o m C r e s t Do w n w i n d x ( f t ) 87 Ex p o s u r e B z ( f t ) 23 K1/( H / L h) 0. 7 5 K1 0. 1 7 γ 2. 5 K2 0. 9 5 μ 4 K3 0. 8 8 Kzt 1. 3 0 B C D 2- D r i d g e s ( o r v a l l e y s w i t h ne g a t i v e H ) 1 . 3 0 1 . 4 5 1 . 5 5 3 1 . 5 1 . 5 2- D e s c a r p m e n t s 0. 7 5 0. 8 5 0. 9 5 2. 5 1. 5 4 3- D a x i s y m . h i l l 0. 9 5 1. 0 5 1. 1 5 4 1. 5 1. 5 Im a g e s a n d c h a r t f r o m A S C E 7 - 1 0 F i g u r e 2 6 . 8 - 1 μ γ K1/( H / L h) Up w i n d o f Cr e s t Do w n w i n d o f Cr e s t Hi l l S h a p e To p o g r a p h i c F a c t o r ( K zt ) C a l c u l a t o r Va r i a b l e s Pa r a m e t e r s f o r S p e e d - U p O v e r H i l l s a n d E s c a r p m e n t s Hi l l S h a p e 2 - D e s c a r p m e n t s Ca l c u l a t e d V a l u e s Ex p o s u r e C-16 TITLE SEISMIC CRITERIASEISMIC LATERAL DESIGN AREAS A AND B GRAVITY DESIGN AREAS A AND B GRAVITY DESIGN - LOADING AB/G-1 AB/G-2 AREAS A AND B AB/G-3 MECH MEZZ AREAS A AND B GRAVITY DESIGN - LOADING AB/G-4 Madrona K-8 LAN 12/17/16 Capacity of GL 5.125 Beams DOUGLAS FIR 24F - V3/V4/V8 Fb =2400 psi Fv =265 psi E =1800 ksi Fc^ = 650 psi b x d Mallow (ft-k) = Fb' * S Vallow (k) = 2/3 * Fv' * b * d (b)EI I S CD:1.15 1.6 (in) (in)CD = 1.0 = 1.15 = 1.6 CD = 1.0 = 1.15 = 1.6 (lb-in2 x 106)(in4)(in3)CV (a) 5 1/8 x 6 6.15 7.07 9.84 5.43 6.25 8.69 166.05 92.25 30.75 1.00 5 1/8 x 7 1/2 9.61 11.05 15.38 6.79 7.81 10.87 324.32 180.18 48.05 1.00 5 1/8 x 9 13.84 15.91 22.14 8.15 9.37 13.04 560.42 311.34 69.19 1.00 5 1/8 x 10 1/2 18.83 21.66 30.14 9.51 10.93 15.21 889.92 494.40 94.17 1.00 5 1/8 x 12 24.60 28.29 39.36 10.87 12.49 17.38 1,328.40 738.00 123.00 1.00 5 1/8 x 13 1/2 30.92 35.56 49.47 12.22 14.06 19.56 1,891.41 1050.79 155.67 0.99 5 1/8 x 15 37.77 43.44 60.44 13.58 15.62 21.73 2,594.53 1441.41 192.19 0.98 5 1/8 x 16 1/2 43.47 49.99 69.56 14.94 17.18 23.90 3,453.32 1918.51 232.55 0.93 5 1/8 x 18 51.29 58.98 82.06 16.30 18.74 26.08 4,483.35 2490.75 276.75 0.93 5 1/8 x 19 1/2 59.71 68.67 95.54 17.66 20.30 28.25 5,700.19 3166.77 324.80 0.92 5 1/8 x 21 68.74 79.05 109.99 19.01 21.87 30.42 7,119.39 3955.22 376.69 0.91 5 1/8 x 22 1/2 78.37 90.12 125.39 20.37 23.43 32.60 8,756.54 4864.75 432.42 0.91 5 1/8 x 24 88.59 101.88 141.75 21.73 24.99 34.77 10,627.20 5904.00 492.00 0.90 5 1/8 x 25 1/2 96.59 111.08 154.54 23.09 26.55 36.94 12,746.93 7081.63 555.42 0.87 5 1/8 x 27 107.67 123.82 172.27 24.45 28.11 39.11 15,131.31 8406.28 622.69 0.86 5 1/8 x 28 1/2 119.32 137.22 190.91 25.80 29.68 41.29 17,795.89 9886.61 693.80 0.86 5 1/8 x 30 131.53 151.26 210.45 27.16 31.24 43.46 20,756.25 11531.25 768.75 0.86 5 1/8 x 31 1/2 144.31 165.96 230.90 28.52 32.80 45.63 24,027.95 13348.86 847.55 0.85 5 1/8 x 33 154.17 177.29 246.67 29.88 34.36 47.81 27,626.57 15348.09 930.19 0.83 5 1/8 x 34 1/2 167.75 192.92 268.41 31.24 35.92 49.98 31,567.66 17537.59 1016.67 0.83 5 1/8 x 36 181.88 209.16 291.01 32.60 37.48 52.15 35,866.80 19926.00 1107.00 0.82 aThe preceding table assumes the following values. Refer to NDS 5.3.6 to determine actual CV. CV =(21/L)1/x (12/d)1/x (5.125/b)1/x £ 1.0 1.0 x =10 L £20' for depths up to 15" 20' £ L £30' for depths up to 24" 30' £ L £40' for depths up to 31½" 40' £ L £50' for depths up to 36" aFor non-prismatic members, notched members (NDS 3.4.3.2), members subject to impact or cyclic loading, or shear design of bending members at connections (NDS 3.4.3.3), the design value for shear shall be multiplied by a factor of 0.72 (190 psi). For the determination of radial tension design values (NDS 5.2.2). AB/G-5 20 1 4 801 SECOND AVENUE, SUITE 900 SEATTLE, WA 98104 / P 206.343.0460 / cplinc.com AB/G-6 Madrona K-8 CPM Beam Key Plan - Area A AB/G-7 Beam Design - Area A Madrona K-8 CPM 12/22/16 See examples calc for B-1 and B-2 (at end of beam designs for area A) AB/G-8 Madrona K-8 CPM 12/22/16 AB/G-9 Madrona K-8 CPM 12/22/16 AB/G-10 Madrona K-8 CPM 12/22/16 AB/G-11 Madrona K-8 CPM 12/22/16 AB/G-12 Madrona K-8 CPM 12/22/16 Madrona K-8 CPM 12/17/16 Area A - Beam Design Example (B-1) Deflection Limits SL deflection = L/360 2L/600 for cantilever TL deflection = L/240 2L/240 for cantilever Design - Cantilever Beams B-1 Cd =1.15 L =4.8 ft (cantilever length) Roof Trib Width =21.9 ft DL =479 plf SL =609 plf Mmax =6.87 k-ft Vmax =3.036 kip SL defl = I =0.190 in4 E =1000 ksi EI required = 695 lb-in2 Design =GL 5 1/8 x 10 1/2 Mallow =21.66 k-ft, for C L = 1.0 OK Vallow =10.93 kip, for CL = 1.0 OK EI =889.92 OK AB/G-13 Madrona K-8 CPM 12/17/16 Area A - Beam Design Example (B-2) Deflection Limits SL deflection = L/360 TL deflection = L/240 Design- Simply Supported Beams B-2 Cd =1.15 L =8.8 ft Roof Trib Width =18.7 ft DL =420 plf SL =615 plf Mmax =9.91 k-ft Vmax =4.53 kip SL defl = I =0.290 in4 E =1000 ksi EI required = 280 lb-in2 TL defl = I =0.440 in4 E =1000 ksi EI required = 310 lb-in2 Governing EI = 310 lb-in2 Design =GL 5 1/8 x 9 Mallow =15.91 k-ft, for C L = 1.0 OK Vallow =9.37 kip, for CL = 1.0 OK EI =560.42 OK AB/G-14 20 1 4 801 SECOND AVENUE, SUITE 900 SEATTLE, WA 98104 / P 206.343.0460 / cplinc.com AB/G-15 Madrona K-8 CPM Beam Key Plan - Area B AB/G-16 Madrona K-8 CPM 12/22/16 Beam Design - Area B See example calc for B-1 (at end of beam designs for area B) AB/G-17 Madrona K-8 CPM 12/22/16 AB/G-18 Madrona K-8 CPM 12/22/16 Madrona K-8 CPM 12/17/16 Area B - Beam Design Example (B-1) Deflection Limits SL deflection = L/360 TL deflection = L/240 Design- Simply Supported Beams B-1 Cd =1.15 L =7.0 ft Roof Trib Width =22.8 ft DL =366 plf SL =640 plf Mmax =6.16 k-ft Vmax =3.52 kip SL defl = I =0.230 in4 E =1000 ksi EI required = 140 lb-in2 TL defl = I =0.350 in4 E =1000 ksi EI required = 155 lb-in2 Governing EI = 155 lb-in2 Design =GL 5 1/8 x 9 Mallow =15.91 k-ft, for C L = 1.0 OK Vallow =9.37 kip, for CL = 1.0 OK EI =560.42 OK AB/G-19 20 1 4 801 SECOND AVENUE, SUITE 900 SEATTLE, WA 98104 / P 206.343.0460 / cplinc.com AB/G-20 Madrona K-8 CPM Beam Key Plan - Mech Mezz AB/G-21 Madrona K-8 CPM 12/22/16 Beam Design - Mech Mezz See example calc for B-1 (at end of beam designs for area B) Madrona K-8 CPM 12/17/16 Mech Mezz - Beam Design Example (B-1) ** Assume unit weight is smeared live load Deflection Limits SL deflection = L/480 TL deflection = L/240 Design- Simply Supported Beams B-1 Cd =1.15 L =22.3 ft Roof Trib Width =8.8 ft DL =142 plf LL =530 plf Mmax =41.9 k-ft Vmax =7.50 kip LL defl = I =0.740 in4 E =1000 ksi EI required = 4008 lb-in2 TL defl = I =1.120 in4 E =1000 ksi EI required = 3360 lb-in2 Governing EI = 4008 lb-in2 Design =GL 5 1/8 x 18 Mallow =58.98 k-ft, for C L = 1.0 OK Vallow =18.74 kip, for CL = 1.0 OK EI =4483.35 OK AB/G-22 AREAS A AND B GRAVITY DESIGN – JOIST DESIGN AB/G-23 20 1 4 801 SECOND AVENUE, SUITE 900 SEATTLE, WA 98104 / P 206.343.0460 / cplinc.com AB/G-24 Madrona K-8 CPM Joist Key Plan - Area A 01: Roof Area A (S-121A) Member Name Results Current Solution Comments J-1 Passed 1 Piece(s) 11 7/8" TJI® 110 @ 12" OC J-2 Passed 1 Piece(s) 11 7/8" TJI® 110 @ 24" OC J-3 Passed 2 Piece(s) 11 7/8" TJI® 360 @ 19.2" OC J-1a Passed 1 Piece(s) 11 7/8" TJI® 360 @ 19.2" OC 02: Roof Area B (S-121B) Member Name Results Current Solution Comments J-4 Passed 1 Piece(s) 11 7/8" TJI® 110 @ 24" OC J-5 Passed 1 Piece(s) 11 7/8" TJI® 110 @ 24" OC 03: Mech'l Mezz (S-111A) Member Name Results Current Solution Comments J-6 Passed 1 Piece(s) 11 7/8" TJI® 360 @ 12" OC J-7 Passed 1 Piece(s) 11 7/8" TJI® 110 @ 24" OC JOB SUMMARY REPORT Forte v5.2, Design Engine: V6.6.0.14 12/22/2016 10:55:15 AM Page 1 of 9 Forte Software Operator Colin Mitchell Coughline Porter Lundeen (206) 343-0460 colinm@cplinc.com Job Notes AB/G-25 1 piece(s) 11 7/8" TJI® 110 @ 12" OC •Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Bearing Loads to Supports (lbs) Supports Total Available Required Dead Snow Total Accessories 1 - Stud wall - SPF 3.50"2.25"1.75"195 341 536 1 1/4" Rim Board 2 - Stud wall - SPF 3.50"2.25"1.75"195 341 536 1 1/4" Rim Board All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)531 @ 2 1/2"1198 (2.25")Passed (44%)1.15 1.0 D + 1.0 S (All Spans) Shear (lbs)522 @ 3 1/2"1794 Passed (29%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)3146 @ 12' 2"3634 Passed (87%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.673 @ 12' 2"0.797 Passed (L/427)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)1.057 @ 12' 2"1.196 Passed (L/271)--1.0 D + 1.0 S (All Spans) TJ-Pro™ Rating 12 Any Passed ---- System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Top Edge Bracing (Lu): Top compression edge must be braced at 3' 1" o/c unless detailed otherwise. •Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 24' 2" 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: None Roof Area A (S-121A), J-1MEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this 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. 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 refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Dead Snow Loads Location (Side)Spacing (0.90)(1.15)Comments 1 - Uniform (PSF)0 to 24' 4"12"16.0 28.0 Residential - Living Areas Forte v5.2, Design Engine: V6.6.0.14 12/22/2016 10:55:15 AM Page 2 of 9 Forte Software Operator Colin Mitchell Coughline Porter Lundeen (206) 343-0460 colinm@cplinc.com Job Notes AB/G-26 1 piece(s) 11 7/8" TJI® 110 @ 24" OC •Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Bearing Loads to Supports (lbs) Supports Total Available Required Dead Snow Total Accessories 1 - Stud wall - SPF 3.50"2.25"1.75"265 464 729 1 1/4" Rim Board 2 - Stud wall - SPF 3.50"2.25"1.75"265 464 729 1 1/4" Rim Board All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)721 @ 2 1/2"1198 (2.25")Passed (60%)1.15 1.0 D + 1.0 S (All Spans) Shear (lbs)704 @ 3 1/2"1794 Passed (39%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)2875 @ 8' 3 1/2"3634 Passed (79%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.276 @ 8' 3 1/2"0.539 Passed (L/704)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.433 @ 8' 3 1/2"0.808 Passed (L/448)--1.0 D + 1.0 S (All Spans) TJ-Pro™ Rating 31 Any Passed ---- System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Top Edge Bracing (Lu): Top compression edge must be braced at 3' 3" o/c unless detailed otherwise. •Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 16' 5" 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: None Roof Area A (S-121A), J-2MEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this 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. 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 refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Dead Snow Loads Location (Side)Spacing (0.90)(1.15)Comments 1 - Uniform (PSF)0 to 16' 7"24"16.0 28.0 Residential - Living Areas Forte v5.2, Design Engine: V6.6.0.14 12/22/2016 10:55:15 AM Page 3 of 9 Forte Software Operator Colin Mitchell Coughline Porter Lundeen (206) 343-0460 colinm@cplinc.com Job Notes AB/G-27 2 piece(s) 11 7/8" TJI® 360 @ 19.2" OC •Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Bearing Loads to Supports (lbs) Supports Total Available Required Dead Snow Total Accessories 1 - Stud wall - SPF 3.50"2.25"1.75"385 674 1059 1 1/4" Rim Board 2 - Stud wall - SPF 3.50"2.25"1.75"385 674 1059 1 1/4" Rim Board All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1052 @ 2 1/2"2764 (2.25")Passed (38%)1.15 1.0 D + 1.0 S (All Spans) Shear (lbs)1038 @ 3 1/2"3922 Passed (26%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)7745 @ 15' 1/2"14214 Passed (54%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.872 @ 15' 1/2"0.989 Passed (L/408)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)1.371 @ 15' 1/2"1.483 Passed (L/260)--1.0 D + 1.0 S (All Spans) TJ-Pro™ Rating 6 Any Passed ---- System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Top Edge Bracing (Lu): Top compression edge must be braced at 4' 9" o/c unless detailed otherwise. •Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 29' 11" 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: None Roof Area A (S-121A), J-3MEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this 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. 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 refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Dead Snow Loads Location (Side)Spacing (0.90)(1.15)Comments 1 - Uniform (PSF)0 to 30' 1"19.2"16.0 28.0 Residential - Living Areas Forte v5.2, Design Engine: V6.6.0.14 12/22/2016 10:55:15 AM Page 4 of 9 Forte Software Operator Colin Mitchell Coughline Porter Lundeen (206) 343-0460 colinm@cplinc.com Job Notes AB/G-28 1 piece(s) 11 7/8" TJI® 360 @ 19.2" OC •Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Bearing Loads to Supports (lbs) Supports Total Available Required Dead Snow Total Accessories 1 - Stud wall - SPF 3.50"2.25"1.75"285 498 783 1 1/4" Rim Board 2 - Stud wall - SPF 3.50"2.25"1.75"285 498 783 1 1/4" Rim Board All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)776 @ 2 1/2"1382 (2.25")Passed (56%)1.15 1.0 D + 1.0 S (All Spans) Shear (lbs)763 @ 3 1/2"1961 Passed (39%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)4195 @ 11' 1 1/2"7107 Passed (59%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.499 @ 11' 1 1/2"0.728 Passed (L/525)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.785 @ 11' 1 1/2"1.092 Passed (L/334)--1.0 D + 1.0 S (All Spans) TJ-Pro™ Rating 21 Any Passed ---- System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Top Edge Bracing (Lu): Top compression edge must be braced at 4' 6" o/c unless detailed otherwise. •Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 22' 1" 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: None Roof Area A (S-121A), J-1aMEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this 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. 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 refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Dead Snow Loads Location (Side)Spacing (0.90)(1.15)Comments 1 - Uniform (PSF)0 to 22' 3"19.2"16.0 28.0 Residential - Living Areas Forte v5.2, Design Engine: V6.6.0.14 12/22/2016 10:55:15 AM Page 5 of 9 Forte Software Operator Colin Mitchell Coughline Porter Lundeen (206) 343-0460 colinm@cplinc.com Job Notes AB/G-29 20 1 4 801 SECOND AVENUE, SUITE 900 SEATTLE, WA 98104 / P 206.343.0460 / cplinc.com AB/G-30 Madrona K-8 CPM Joist Key Plan - Area B 01: Roof Area A (S-121A) Member Name Results Current Solution Comments J-1 Passed 1 Piece(s) 11 7/8" TJI® 110 @ 12" OC J-2 Passed 1 Piece(s) 11 7/8" TJI® 110 @ 24" OC J-3 Passed 2 Piece(s) 11 7/8" TJI® 360 @ 19.2" OC J-1a Passed 1 Piece(s) 11 7/8" TJI® 360 @ 19.2" OC 02: Roof Area B (S-121B) Member Name Results Current Solution Comments J-4 Passed 1 Piece(s) 11 7/8" TJI® 110 @ 24" OC J-5 Passed 1 Piece(s) 11 7/8" TJI® 110 @ 24" OC 03: Mech'l Mezz (S-111A) Member Name Results Current Solution Comments J-6 Passed 1 Piece(s) 11 7/8" TJI® 360 @ 12" OC J-7 Passed 1 Piece(s) 11 7/8" TJI® 110 @ 24" OC JOB SUMMARY REPORT Forte v5.2, Design Engine: V6.6.0.14 12/22/2016 10:55:15 AM Page 1 of 9 Forte Software Operator Colin Mitchell Coughline Porter Lundeen (206) 343-0460 colinm@cplinc.com Job Notes AB/G-31 1 piece(s) 11 7/8" TJI® 110 @ 24" OC •Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Bearing Loads to Supports (lbs) Supports Total Available Required Dead Snow Total Accessories 1 - Stud wall - SPF 3.50"2.25"1.75"249 436 685 1 1/4" Rim Board 2 - Stud wall - SPF 3.50"2.25"1.75"249 436 685 1 1/4" Rim Board All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)677 @ 2 1/2"1198 (2.25")Passed (56%)1.15 1.0 D + 1.0 S (All Spans) Shear (lbs)660 @ 3 1/2"1794 Passed (37%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)2530 @ 7' 9 1/2"3634 Passed (70%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.217 @ 7' 9 1/2"0.506 Passed (L/839)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.341 @ 7' 9 1/2"0.758 Passed (L/534)--1.0 D + 1.0 S (All Spans) TJ-Pro™ Rating 36 Any Passed ---- System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Top Edge Bracing (Lu): Top compression edge must be braced at 3' 6" o/c unless detailed otherwise. •Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 15' 5" 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: None Roof Area B (S-121B), J-4MEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this 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. 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 refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Dead Snow Loads Location (Side)Spacing (0.90)(1.15)Comments 1 - Uniform (PSF)0 to 15' 7"24"16.0 28.0 Residential - Living Areas Forte v5.2, Design Engine: V6.6.0.14 12/22/2016 10:55:15 AM Page 6 of 9 Forte Software Operator Colin Mitchell Coughline Porter Lundeen (206) 343-0460 colinm@cplinc.com Job Notes AB/G-32 1 piece(s) 11 7/8" TJI® 110 @ 24" OC •Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Bearing Loads to Supports (lbs) Supports Total Available Required Dead Snow Total Accessories 1 - Stud wall - SPF 3.50"2.25"1.75"140 245 385 1 1/4" Rim Board 2 - Stud wall - SPF 3.50"2.25"1.75"140 245 385 1 1/4" Rim Board All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)376 @ 2 1/2"1198 (2.25")Passed (31%)1.15 1.0 D + 1.0 S (All Spans) Shear (lbs)359 @ 3 1/2"1794 Passed (20%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)765 @ 4' 4 1/2"3634 Passed (21%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.026 @ 4' 4 1/2"0.278 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.041 @ 4' 4 1/2"0.417 Passed (L/999+)--1.0 D + 1.0 S (All Spans) TJ-Pro™ Rating 59 Any Passed ---- System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Top Edge Bracing (Lu): Top compression edge must be braced at 6' 7" o/c unless detailed otherwise. •Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 8' 7" 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: None Roof Area B (S-121B), J-5MEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this 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. 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 refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Dead Snow Loads Location (Side)Spacing (0.90)(1.15)Comments 1 - Uniform (PSF)0 to 8' 9 1/16"24"16.0 28.0 Residential - Living Areas Forte v5.2, Design Engine: V6.6.0.14 12/22/2016 10:55:15 AM Page 7 of 9 Forte Software Operator Colin Mitchell Coughline Porter Lundeen (206) 343-0460 colinm@cplinc.com Job Notes AB/G-33 20 1 4 801 SECOND AVENUE, SUITE 900 SEATTLE, WA 98104 / P 206.343.0460 / cplinc.com AB/G-34 Madrona K-8 CPM Joist Key Plan - Mech Mezz 01: Roof Area A (S-121A) Member Name Results Current Solution Comments J-1 Passed 1 Piece(s) 11 7/8" TJI® 110 @ 12" OC J-2 Passed 1 Piece(s) 11 7/8" TJI® 110 @ 24" OC J-3 Passed 2 Piece(s) 11 7/8" TJI® 360 @ 19.2" OC J-1a Passed 1 Piece(s) 11 7/8" TJI® 360 @ 19.2" OC 02: Roof Area B (S-121B) Member Name Results Current Solution Comments J-4 Passed 1 Piece(s) 11 7/8" TJI® 110 @ 24" OC J-5 Passed 1 Piece(s) 11 7/8" TJI® 110 @ 24" OC 03: Mech'l Mezz (S-111A) Member Name Results Current Solution Comments J-6 Passed 1 Piece(s) 11 7/8" TJI® 360 @ 12" OC J-7 Passed 1 Piece(s) 11 7/8" TJI® 110 @ 24" OC JOB SUMMARY REPORT Forte v5.2, Design Engine: V6.6.0.14 12/22/2016 10:55:15 AM Page 1 of 9 Forte Software Operator Colin Mitchell Coughline Porter Lundeen (206) 343-0460 colinm@cplinc.com Job Notes AB/G-35 1 piece(s) 11 7/8" TJI® 360 @ 12" OC •Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Bearing Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Total Accessories 1 - Stud wall - SPF 3.50"2.25"1.75"155 582 737 1 1/4" Rim Board 2 - Stud wall - SPF 3.50"2.25"1.75"155 582 737 1 1/4" Rim Board All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)730 @ 2 1/2"1202 (2.25")Passed (61%)1.00 1.0 D + 1.0 L (All Spans) Shear (lbs)716 @ 3 1/2"1705 Passed (42%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)3429 @ 9' 8 1/2"6180 Passed (55%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.414 @ 9' 8 1/2"0.475 Passed (L/551)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.524 @ 9' 8 1/2"0.950 Passed (L/435)--1.0 D + 1.0 L (All Spans) TJ-Pro™ Rating 46 40 Passed ---- System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD •Deflection criteria: LL (L/480) and TL (L/240). •Top Edge Bracing (Lu): Top compression edge must be braced at 5' o/c unless detailed otherwise. •Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 19' 2" 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: None Mech'l Mezz (S-111A), J-6MEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this 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. 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 refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Dead Floor Live Loads Location (Side)Spacing (0.90)(1.00)Comments 1 - Uniform (PSF)0 to 19' 5"12"16.0 60.0 Residential - Living Areas Forte v5.2, Design Engine: V6.6.0.14 12/22/2016 10:55:15 AM Page 8 of 9 Forte Software Operator Colin Mitchell Coughline Porter Lundeen (206) 343-0460 colinm@cplinc.com Job Notes AB/G-36 1 piece(s) 11 7/8" TJI® 110 @ 24" OC •Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Bearing Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Total Accessories 1 - Stud wall - SPF 3.50"2.25"1.94"205 770 975 1 1/4" Rim Board 2 - Stud wall - SPF 3.50"2.25"1.94"205 770 975 1 1/4" Rim Board All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)959 @ 2 1/2"1041 (2.25")Passed (92%)1.00 1.0 D + 1.0 L (All Spans) Shear (lbs)931 @ 3 1/2"1560 Passed (60%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)2929 @ 6' 5"3160 Passed (93%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.223 @ 6' 5"0.310 Passed (L/670)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.282 @ 6' 5"0.621 Passed (L/529)--1.0 D + 1.0 L (All Spans) TJ-Pro™ Rating 48 40 Passed ---- System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD •Deflection criteria: LL (L/480) and TL (L/240). •Top Edge Bracing (Lu): Top compression edge must be braced at 3' 2" o/c unless detailed otherwise. •Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 12' 8" 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: None Mech'l Mezz (S-111A), J-7MEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this 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. 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 refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Dead Floor Live Loads Location (Side)Spacing (0.90)(1.00)Comments 1 - Uniform (PSF)0 to 12' 10"24"16.0 60.0 Residential - Living Areas Forte v5.2, Design Engine: V6.6.0.14 12/22/2016 10:55:15 AM Page 9 of 9 Forte Software Operator Colin Mitchell Coughline Porter Lundeen (206) 343-0460 colinm@cplinc.com Job Notes AB/G-37 AREAS A AND B GRAVITY DESIGN – POST DESIGN AB/G-38 Fc =1350 psi Fc^ = 625 psi Emin =580000 psi 2 x 4 Studs Height (ft)CD = 1.0 = 1.15 = 1.6 Pc^,allow Le/d FCE CD = 1.0 = 1.15 = 1.6 CF 5 5754 6158 6939 3281 17.1 1622 0.706 0.657 0.532 1.15 6 4666 4865 5218 3281 20.6 1127 0.572 0.519 0.400 1.15 7 3721 3820 3993 3281 24.0 828 0.456 0.408 0.306 1.15 8 2983 3036 3129 3281 27.4 634 0.366 0.324 0.240 1.15 9 2424 2455 2509 3281 30.9 501 0.297 0.262 0.192 1.15 10 1999 2018 2053 3281 34.3 406 0.245 0.215 0.157 1.15 11 1673 1686 1708 3281 37.7 335 0.205 0.180 0.131 1.15 12 1419 1427 1443 3281 41.1 282 0.174 0.152 0.111 1.15 13 1217 1223 1234 3281 44.6 240 0.149 0.131 0.095 1.15 14 1055 1059 1067 3281 48.0 207 0.129 0.113 0.082 1.15 15 51.4 2 x 6 Studs Height (ft)CD = 1.0 = 1.15 = 1.6 Pc^,allow Le/d FCE CD = 1.0 = 1.15 = 1.6 CF 5 11123 12552 16382 5156 10.9 4006 0.908 0.891 0.836 1.10 6 10487 11673 14555 5156 13.1 2782 0.856 0.829 0.743 1.10 7 9660 10556 12484 5156 15.3 2044 0.788 0.749 0.637 1.10 8 8683 9299 10493 5156 17.5 1565 0.709 0.660 0.535 1.10 9 7653 8052 8777 5156 19.6 1236 0.625 0.572 0.448 1.10 10 6669 6924 7373 5156 21.8 1002 0.544 0.491 0.376 1.10 11 5791 5956 6245 5156 24.0 828 0.473 0.423 0.319 1.10 12 5035 5146 5338 5156 26.2 696 0.411 0.365 0.272 1.10 13 4397 4473 4606 5156 28.4 593 0.359 0.317 0.235 1.10 14 3860 3914 4009 5156 30.5 511 0.315 0.278 0.205 1.10 15 3409 3449 3518 5156 32.7 445 0.278 0.245 0.179 1.10 16 3029 3058 3110 5156 34.9 391 0.247 0.217 0.159 1.10 17 2706 2728 2768 5156 37.1 347 0.221 0.194 0.141 1.10 18 2430 2447 2478 5156 39.3 309 0.198 0.174 0.126 1.10 19 2193 2207 2231 5156 41.5 277 0.179 0.157 0.114 1.10 20 1989 2000 2019 5156 43.6 250 0.162 0.142 0.103 1.10 21 1811 1820 1836 5156 45.8 227 0.148 0.129 0.094 1.10 22 1655 1663 1676 5156 48.0 207 0.135 0.118 0.085 1.10 23 50.2 HSS Capacities 12 3x3x3/8 27.6 12 4x4x1/4 50.8 30 6x6x3/8 45.7 29 5x5x5/16 23.6 26 6x6x1/4 66.6 STD Pipe Capacities 12 5" Dia Std.62.2 24 8" Dia. Std 101 24 5" Dia. Std 35.5 Height (ft) Size ASD Capacity (k) Height (ft) Size ASD Capacity (k) STRONG AXIS STUD COLUMN TABLES DOUGLAS FIR - LARCH #2 (WWPA/WCLIB) Pallow (lbs)Cp Pallow (lbs)Cp AB/G-39 ZONE A - Post Design Key Plan Legend: DL = Dead Load (kips) SL = Snow Load (kips) LL = Live Load (kips) TL = Total Load using ASD load combos where applicable (kips) H = Height of post = Number of built of studs req'd = HSS or Pipe size X XXX Madrona K-8 DA 1/4/2017AB/G-40 B CCBA C B B B B A B CCBA C B B B B A W6 W6 W6W6 4 W 4 W6 44 4 2W3 2W3 4'-0"114'-0"20'-4"46'-10"71'-1" 9 02 ____ 29 S-302 _________ 11 S-301 _________ 98'-0" 29 S-302 _________ 18 S-302 _________ TYP. STUD WALLS PER PLAN NOTE 5, TYP. POST PER PLAN NOTE 6, U.O.N. 2 W 4 3HSS 6x6xÌHSS 7x7xÍHSS 7x7xÍHSS 6x6xÌHSS 6x6xÌHOUSE KEEPING PADS PER - SEE MECH'L FOR LOCATIONS 17/S-3016”ø STD W4 4 4 4 8”ø STD. PIPE8”ø STD. PIPE8”ø STD. PIPE8”ø STD. PIPE 5 3 3 6 4" SLAB-ON-GRADE PER PLAN NOTE 1. 5" THICK W/ #4 @ 14"oc EA. WAY AT EXPOSED SLABS. SEE ARCH'L FOR LOCATIONS 3 WOOD FRAMED STAIR 3HDAHDAHDCHDCHSS 6x6xÌHDAHDAHDAHDAHDAHDAHDAHDAHDA HDAHDAW 4HDC30 S-302 _________ 2 W 3HDCHDC3HDAHDAHDCHDx42W3HDC4 3 2 W 4HDCHDC 3HDA29 S-302 _________ 2'-0" DEPRESSED SLABS PER ARCH'L WHERE OCCURS 16 S-302 _________ 16 S-302 _________ 8" RETAINING WALL REQUIRED WHERE EXT. GRADE IS HIGHER THAN FINISH FLOOR DEPRESSED SLABS AT WALK OFF MATS PER ARCH'L, TYP. - SEE ARCH'L FOR LOCATIONS AT BELOW GRADE PIPES, DROP FOUNDATION PER , TYP.30/S-301 W3HDAHDAHDAW 4 HDAHDA24 S-302 _________ W 6HDAHDAHDA 3 S-301 _________ 8 4 4 4 4 4 HDAW2HDCHDC333 3 8 W6HDAHDAHDAHDxW4HDxHDxW 3 W 3HDxHDx3W3HDxHDxHDx11 S-301 _________ 14'-5" 16'-0" 16'-0" 23 S-302 _________ S-601 24 TYP. AT SHEAR WALLS MATCHLINE SEE S- MA T C H L I N E SE E S - 1 1 1 D W 4HDxHDx 16 S-301 _________ W 6 HDAW4HDA3 W6 W2 MATCHLINE SEE S-111A 15 S-302 _________HDC15 S-302 _________HDAZONE B - Post Design Key Plan Madrona K-8 RJV 1/4/2017 See Wind Framing Calcs for Column Design, typ. this line DL=7.5k SL=10.6k (4) 2x6 studs DL=2.9k SL=3.8k (2) 2x6 studs DL=0.8k SL=1.3k (2) 2x6 studs OK DL=12.2k SL=21.4k (7) 2x6 studs DL=5.2k SL=9.1k (3) 2x6 studs DL=21.6k SL=40.2k Height = 26 ft HSS 6x6x1/4 DL=6.9k SL=12.1k Height = 26 ft HSS 5x5x1/4 DL=0.9k SL=1.5k (2) 2x4 studs OK DL=0.4k SL=0.7k (2) 2x4 studs OK DL=2.4k SL=2.9k (4) 2x4 studs DL=1.4k SL=2.3k (3) 2x4 studs DL=1.0k SL=1.8k (2) 2x4 studs OK AB/G-41 MECHANICAL LEVEL - Post Design Key Plan Madrona K-8 DA 1/4/2017AB/G-42 AREAS A AND B GRAVITY DESIGN – STUD WALL DESIGN AB/G-43 Madrona K-8 RJV 1/4/2017 Zone A + B Stud Wall Design Summary See attached design calculations for determination of max trib. Interior Walls Stud Size Spacing (in) Max Tributary Width (ft) 16 18 12 25 8 41 2x6 16 70 Exterior Walls Stud Size Spacing (in) Max Tributary Width (ft) 2x6 16 50 2x6 w/ Brick 12 35 2x6 w/ Partial Height Brick 16 35 2x4 AB/G-44 Madrona K-8 RJV 1/4/2017 Stud Wall Design - Typical 2x4 Interior Stud Wall (@ 16"oc) Based on 2012 NDS Combined Axial and Bending Formula and 2012 IBC: [fc/Fc']2 + fb/Fb'[1-(fc/FcE)] < 1 in which: FcE = 0.822Emin'/(e/d)2 Wall Thickness: Material: Plate Material: Tributarty Width to Wall: 18 ft Dead Load 22 psf Live Load 0 psf Snow Load 28 psf Wall Height:12.00 ft Axial Dead Load:0.396 klf 396 plf Axial Live Load:0 klf 0 plf Axial Snow Load: 0.504 klf 504 plf Design Lateral Pressure(0.6W or 0.7E): 5.0 psf Deflection Criteria: L/ 240 Non fire-rated:2x4 @ 16 oc 3x4 @ 16 oc Fire-rated:2x4 Does Not Control 3x4 @ 16 oc Notes:Bold = Optimized size based on volume of wood comparing 2x and 3x options DCR STUD CHECKS 2x4 3x4 @ 16 oc @ 16 oc D + (0.6W or 0.7E)0.43 0.19 D + L 0.37 0.22 D + S 0.84 0.50 D + 0.75[L + (0.6W or 0.7E)]0.36 0.16 D + 0.75[L + S + (0.6W or 0.7E)]0.99 0.33 Deflection***0.60 0.36 L/ 397 Plate Crushing 0.29 0.19 l e/d 41 DCR STUD CHECKS (FIRE-RATED)2x4 3x4 Extrodinary Events @ 24 oc @ 16 oc D + 0.5LUnreduced + 0.2S****0.90 0.36 L/ 265 l e/d (using fire rating height) 41 ****Load combination for extraordinary event per ASCE 7 Section 2.5 Best 3x optionBest 2x option ***Spreadsheet assumes that wind forces govern the design lateral pressure, and has thus multiplied the pressure by 0.7 in accordance with IBC Table 1604.3 footnote f. Unless the pressure is 5 psf (interior walls) AB/G-45 All designs conservatively use PV allowance loading Max. Tributary Width Final Design Madrona K-8 RJV 1/4/2017 Stud Wall Design - 2x4 Interior Stud Wall @ 12"oc Based on 2012 NDS Combined Axial and Bending Formula and 2012 IBC: [fc/Fc']2 + fb/Fb'[1-(fc/FcE)] < 1 in which: FcE = 0.822Emin'/(e/d)2 Wall Thickness: Material: Plate Material: Tributarty Width to Wall: 25 ft Dead Load 22 psf Live Load 0 psf Snow Load 28 psf Wall Height:12.00 ft Axial Dead Load:0.55 klf 550 plf Axial Live Load:0 klf 0 plf Axial Snow Load:0.7 klf 700 plf Design Lateral Pressure(0.6W or 0.7E): 5.0 psf Deflection Criteria: L/ 240 Non fire-rated:2x4 @ 12 oc 3x4 @ 16 oc Fire-rated:2x4 Does Not Control 3x4 @ 16 oc Notes:Bold = Optimized size based on volume of wood comparing 2x and 3x options DCR STUD CHECKS 2x4 3x4 @ 12 oc @ 16 oc D + (0.6W or 0.7E)0.38 0.26 D + L 0.39 0.31 D + S 0.88 0.70 D + 0.75[L + (0.6W or 0.7E)]0.32 0.22 D + 0.75[L + S + (0.6W or 0.7E)]0.96 0.57 Deflection***0.45 0.36 L/ 529 Plate Crushing 0.30 0.27 l e/d 41 DCR STUD CHECKS (FIRE-RATED)2x4 3x4 Extrodinary Events @ 16 oc @ 16 oc D + 0.5LUnreduced + 0.2S****0.83 0.50 L/ 397 l e/d (using fire rating height) 41 ****Load combination for extraordinary event per ASCE 7 Section 2.5 Best 3x optionBest 2x option ***Spreadsheet assumes that wind forces govern the design lateral pressure, and has thus multiplied the pressure by 0.7 in accordance with IBC Table 1604.3 footnote f. Unless the pressure is 5 psf (interior walls) AB/G-46 Madrona K-8 RJV 1/4/2017 Stud Wall Design - 2x4 Interior Stud Wall @ 8"oc Based on 2012 NDS Combined Axial and Bending Formula and 2012 IBC: [fc/Fc']2 + fb/Fb'[1-(fc/FcE)] < 1 in which: FcE = 0.822Emin'/(e/d)2 Wall Thickness: Material: Plate Material: Tributarty Width to Wall: 41 ft Dead Load 22 psf Live Load 0 psf Snow Load 28 psf Wall Height:12.00 ft Axial Dead Load:0.902 klf 902 plf Axial Live Load:0 klf 0 plf Axial Snow Load: 1.148 klf 1148 plf Design Lateral Pressure(0.6W or 0.7E): 5.0 psf Deflection Criteria: L/ 240 Non fire-rated:2x4 @ 8 oc 3x4 @ 12 oc Fire-rated:2x4 Does Not Control 3x4 Does not control Notes:Bold = Optimized size based on volume of wood comparing 2x and 3x options DCR STUD CHECKS 2x4 3x4 @ 8 oc @ 12 oc D + (0.6W or 0.7E)0.34 0.28 D + L 0.42 0.38 D + S 0.96 0.86 D + 0.75[L + (0.6W or 0.7E)]0.30 0.25 D + 0.75[L + S + (0.6W or 0.7E)]1.02 0.77 Deflection***0.30 0.27 L/ 794 Plate Crushing 0.33 0.33 l e/d 41 DCR STUD CHECKS (FIRE-RATED)2x4 3x4 Extrodinary Events @ 12 oc @ 16 oc D + 0.5LUnreduced + 0.2S****1.02 0.82 L/ 529 l e/d (using fire rating height) 41 ****Load combination for extraordinary event per ASCE 7 Section 2.5 Best 3x optionBest 2x option ***Spreadsheet assumes that wind forces govern the design lateral pressure, and has thus multiplied the pressure by 0.7 in accordance with IBC Table 1604.3 footnote f. Unless the pressure is 5 psf (interior walls) AB/G-47 Madrona K-8 RJV 1/4/2017 Stud Wall Design - Typical 2x6 Interior Stud Wall (@ 16"oc) Based on 2012 NDS Combined Axial and Bending Formula and 2012 IBC: [fc/Fc']2 + fb/Fb'[1-(fc/FcE)] < 1 in which: FcE = 0.822Emin'/(e/d)2 Wall Thickness: Material: Plate Material: Tributarty Width to Wall: 70 ft Dead Load 22 psf Live Load 0 psf Snow Load 28 psf Wall Height:12.00 ft Axial Dead Load:1.54 klf 1540 plf Axial Live Load:0 klf 0 plf Axial Snow Load:1.96 klf 1960 plf Design Lateral Pressure(0.6W or 0.7E): 5.0 psf Deflection Criteria: L/ 240 Non fire-rated:2x6 @ 16 oc 3x6 @ 16 oc Fire-rated:2x6 @ 16 oc 3x6 @ 16 oc Notes:Bold = Optimized size based on volume of wood comparing 2x and 3x options DCR STUD CHECKS 2x6 3x6 @ 16 oc @ 16 oc D + (0.6W or 0.7E)0.30 0.13 D + L 0.41 0.24 D + S 0.91 0.54 D + 0.75[L + (0.6W or 0.7E)]0.27 0.11 D + 0.75[L + S + (0.6W or 0.7E)]0.83 0.29 Deflection***0.16 0.09 L/ 1541 Plate Crushing 0.72 0.47 l e/d 26 DCR STUD CHECKS (FIRE-RATED)2x6 3x6 Extrodinary Events @ 16 oc @ 16 oc D + 0.5LUnreduced + 0.2S****0.98 0.59 L/ 1541 l e/d (using fire rating height) 33 ****Load combination for extraordinary event per ASCE 7 Section 2.5 Best 3x optionBest 2x option ***Spreadsheet assumes that wind forces govern the design lateral pressure, and has thus multiplied the pressure by 0.7 in accordance with IBC Table 1604.3 footnote f. Unless the pressure is 5 psf (interior walls) AB/G-48 Madrona K-8 RJV 1/4/2017 Stud Wall Design - Typical 2x6 Exterior Stud Wall (@ 16"oc) Based on 2012 NDS Combined Axial and Bending Formula and 2012 IBC: [fc/Fc']2 + fb/Fb'[1-(fc/FcE)] < 1 in which: FcE = 0.822Emin'/(e/d)2 Wall Thickness: Material: Plate Material: Tributarty Width to Wall: 50 ft Dead Load 22 psf Live Load 0 psf Snow Load 28 psf Wall Height:12.00 ft Axial Dead Load:1.1 klf 1100 plf Axial Live Load:0 klf 0 plf Axial Snow Load:1.4 klf 1400 plf Design Lateral Pressure(0.6W or 0.7E): 23.6 psf (based on Zone 5 C&C load, Eff. Wind Area = 48 sf) Deflection Criteria: L/ 240 Non fire-rated:2x6 @ 16 oc 3x6 @ 16 oc Fire-rated:2x6 @ 16 oc 3x6 @ 16 oc Notes:Bold = Optimized size based on volume of wood comparing 2x and 3x options DCR STUD CHECKS 2x6 3x6 @ 16 oc @ 16 oc D + (0.6W or 0.7E)0.65 0.33 D + L 0.29 0.17 D + S 0.65 0.39 D + 0.75[L + (0.6W or 0.7E)]0.51 0.25 D + 0.75[L + S + (0.6W or 0.7E)]0.94 0.38 Deflection***0.51 0.31 L/ 466 Plate Crushing 0.52 0.34 l e/d 26 DCR STUD CHECKS (FIRE-RATED)2x6 3x6 Extrodinary Events @ 16 oc @ 16 oc D + 0.5LUnreduced + 0.2S****0.70 0.42 L/ 466 l e/d (using fire rating height) 33 ****Load combination for extraordinary event per ASCE 7 Section 2.5 Best 3x optionBest 2x option ***Spreadsheet assumes that wind forces govern the design lateral pressure, and has thus multiplied the pressure by 0.7 in accordance with IBC Table 1604.3 footnote f. Unless the pressure is 5 psf (interior walls) AB/G-49 Madrona K-8 RJV 1/4/2017 Stud Wall Design - 2x6 Exterior Stud Wall w/ Brick Based on 2012 NDS Combined Axial and Bending Formula and 2012 IBC: [fc/Fc']2 + fb/Fb'[1-(fc/FcE)] < 1 in which: FcE = 0.822Emin'/(e/d)2 Wall Thickness: Material: Plate Material: Tributarty Width to Wall: 35 ft Dead Load 22 psf Live Load 0 psf Snow Load 28 psf Wall Height:12.00 ft Axial Dead Load:0.77 klf 770 plf Axial Live Load:0 klf 0 plf Axial Snow Load:0.98 klf 980 plf Design Lateral Pressure(0.6W or 0.7E): 23.6 psf (based on Zone 5 C&C load, Eff. Wind Area = 48 sf) Deflection Criteria: L/ 600 Non fire-rated:2x6 @ 12 oc 3x6 @ 16 oc Fire-rated:2x6 Does Not Control 3x6 @ 16 oc Notes:Bold = Optimized size based on volume of wood comparing 2x and 3x options DCR STUD CHECKS 2x6 3x6 @ 12 oc @ 16 oc D + (0.6W or 0.7E)0.39 0.30 D + L 0.15 0.12 D + S 0.34 0.27 D + 0.75[L + (0.6W or 0.7E)]0.29 0.23 D + 0.75[L + S + (0.6W or 0.7E)]0.40 0.29 Deflection***0.97 0.77 L/ 622 Plate Crushing 0.27 0.24 l e/d 26 DCR STUD CHECKS (FIRE-RATED)2x6 3x6 Extrodinary Events @ 24 oc @ 16 oc D + 0.5LUnreduced + 0.2S****0.74 0.30 L/ 311 l e/d (using fire rating height) 33 ****Load combination for extraordinary event per ASCE 7 Section 2.5 Best 3x optionBest 2x option ***Spreadsheet assumes that wind forces govern the design lateral pressure, and has thus multiplied the pressure by 0.7 in accordance with IBC Table 1604.3 footnote f. Unless the pressure is 5 psf (interior walls) AB/G-50 Madrona K-8 RJV 1/4/2017 Stud Wall Design - 2x6 Exterior Stud Wall w/ Brick (Partial Height) Based on 2012 NDS Combined Axial and Bending Formula and 2012 IBC: [fc/Fc']2 + fb/Fb'[1-(fc/FcE)] < 1 in which: FcE = 0.822Emin'/(e/d)2 Wall Thickness: Material: Plate Material: Tributarty Width to Wall: 35 ft Dead Load 22 psf Live Load 0 psf Snow Load 28 psf Wall Height:12.00 ft Axial Dead Load:0.77 klf 770 plf Axial Live Load:0 klf 0 plf Axial Snow Load:0.98 klf 980 plf Design Lateral Pressure(0.6W or 0.7E): 23.6 psf (based on Zone 5 C&C load, Eff. Wind Area = 48 sf) Deflection Criteria: L/ 480 Non fire-rated:2x6 @ 16 oc 3x6 @ 16 oc Fire-rated:2x6 Does Not Control 3x6 @ 16 oc Notes:Bold = Optimized size based on volume of wood comparing 2x and 3x options DCR STUD CHECKS 2x6 3x6 @ 16 oc @ 16 oc D + (0.6W or 0.7E)0.55 0.30 D + L 0.20 0.12 D + S 0.45 0.27 D + 0.75[L + (0.6W or 0.7E)]0.42 0.23 D + 0.75[L + S + (0.6W or 0.7E)]0.63 0.29 Deflection***1.03 0.62 L/ 466 Plate Crushing 0.36 0.24 l e/d 26 DCR STUD CHECKS (FIRE-RATED)2x6 3x6 Extrodinary Events @ 24 oc @ 16 oc D + 0.5LUnreduced + 0.2S****0.74 0.30 L/ 311 l e/d (using fire rating height) 33 ****Load combination for extraordinary event per ASCE 7 Section 2.5 Best 3x optionBest 2x option ***Spreadsheet assumes that wind forces govern the design lateral pressure, and has thus multiplied the pressure by 0.7 in accordance with IBC Table 1604.3 footnote f. Unless the pressure is 5 psf (interior walls) AB/G-51 AREAS A AND B GRAVITY DESIGN – GRAVITY FOOTING DESIGN AB/G-52 AB/G-53 AB/G-54 Sq u a r e S p r e a d F o o t i n g T a b l e Al l o w a b l e S o i l P r e s s u r e = 4 , 0 0 0 p s f f' c = 4 , 0 0 0 p s i fy = 6 0 , 0 0 0 p s i Fo o t i n g S i z e As s u m e d Re i n f o r c e m e n t A l l o w a b l e CA L C U L A T I O N C H E C K Wi d t h Th i c k n e s s Co l . W i d t h 1 Qt y 2 Si z e D i a . A s As m i n 3 As R e q ' d Lo a d 4(k i p s ) fMn / M u As / A r e q ' d fV2 / V u fV1 / V u 2' - 0 ' ' 8' ' 3. 5 ' ' (3 ) # 4 0. 5 0 0. 5 9 0. 3 5 0. 2 7 15 . 6 23 4 % 17 0 % 12 6 % 17 5 % 2' - 0 ' ' 10 ' ' 3. 5 ' ' (3 ) # 4 0. 5 0 0. 5 9 0. 4 3 0. 1 8 15 . 5 35 2 % 13 6 % 25 2 % 38 9 % 2' - 6 ' ' 10 ' ' 3. 5 ' ' (3 ) # 4 0. 5 0 0. 5 9 0. 5 4 0. 3 7 24 . 2 17 0 % 10 9 % 15 1 % 22 2 % 2' - 6 ' ' 10 ' ' 3. 5 ' ' (3 ) # 4 0. 5 0 0. 5 9 0. 5 4 0. 3 7 24 . 2 17 0 % 10 9 % 15 1 % 22 2 % 3' - 0 ' ' 10 ' ' 3. 5 ' ' (6 ) # 4 0. 5 0 1. 1 8 0. 6 5 0. 6 8 34 . 9 18 5 % 17 4 % 10 1 % 15 5 % 3' - 0 ' ' 12 ' ' 3. 5 ' ' (4 ) # 5 0. 6 3 1. 2 3 0. 7 8 0. 5 2 34 . 7 25 2 % 15 8 % 16 0 % 24 6 % 3' - 6 ' ' 12 ' ' 3. 5 ' ' (6 ) # 4 0. 5 0 1. 1 8 0. 9 1 0. 8 3 47 . 2 15 2 % 13 0 % 11 9 % 18 8 % 3' - 6 ' ' 12 ' ' 3. 5 ' ' (5 ) # 5 0. 6 3 1. 5 3 0. 9 1 0. 8 5 47 . 2 19 2 % 16 9 % 11 4 % 18 0 % 4' - 0 ' ' 14 ' ' 4. 0 ' ' (7 ) # 4 0. 5 0 1. 3 7 1. 2 1 1. 0 0 61 . 2 14 9 % 11 4 % 14 0 % 21 9 % 4' - 0 ' ' 14 ' ' 4. 0 ' ' (5 ) # 5 0. 6 3 1. 5 3 1. 2 1 1. 0 2 61 . 2 16 3 % 12 7 % 13 5 % 21 2 % 4' - 6 ' ' 14 ' ' 4. 0 ' ' (8 ) # 4 0. 5 0 1. 5 7 1. 3 6 1. 4 5 77 . 5 11 8 % 10 8 % 10 8 % 17 5 % 4' - 6 ' ' 14 ' ' 4. 0 ' ' (6 ) # 5 0. 6 3 1. 8 4 1. 3 6 1. 4 7 77 . 5 13 5 % 12 5 % 10 5 % 16 9 % 5' - 0 ' ' 16 ' ' 4. 0 ' ' (7 ) # 5 0. 6 3 2. 1 5 1. 7 3 1. 7 1 95 . 0 13 6 % 12 4 % 11 7 % 19 1 % 5' - 0 ' ' 16 ' ' 4. 0 ' ' (6 ) # 6 0. 7 5 2. 6 5 1. 7 3 1. 7 3 95 . 0 16 4 % 15 3 % 11 4 % 18 6 % 5' - 6 ' ' 18 ' ' 4. 0 ' ' (7 ) # 5 0. 6 3 2. 1 5 2. 1 4 1. 9 6 11 4 . 2 11 9 % 10 0 % 12 8 % 21 1 % 5' - 6 ' ' 18 ' ' 4. 0 ' ' (6 ) # 6 0. 7 5 2. 6 5 2. 1 4 1. 9 9 11 4 . 2 14 4 % 12 4 % 12 5 % 20 6 % 6' - 0 ' ' 18 ' ' 6. 0 ' ' (8 ) # 5 0. 6 3 2. 4 5 2. 3 3 2. 4 2 13 5 . 9 11 0 % 10 1 % 12 0 % 18 9 % 6' - 0 ' ' 18 ' ' 6. 0 ' ' (7 ) # 6 0. 7 5 3. 0 9 2. 3 3 2. 4 6 13 5 . 9 13 6 % 12 6 % 11 7 % 18 5 % 6' - 6 ' ' 20 ' ' 6. 0 ' ' (7 ) # 6 0. 7 5 3. 0 9 2. 8 1 2. 7 5 15 8 . 4 12 2 % 11 0 % 12 7 % 20 2 % 6' - 6 ' ' 20 ' ' 6. 0 ' ' (6 ) # 7 0. 8 8 3. 6 1 2. 8 1 2. 7 9 15 8 . 4 14 0 % 12 8 % 12 4 % 19 8 % 7' - 0 ' ' 20 ' ' 6. 0 ' ' (8 ) # 6 0. 7 5 3. 5 3 3. 0 2 3. 4 8 18 3 . 8 11 0 % 10 2 % 10 8 % 17 6 % 7' - 0 ' ' 20 ' ' 6. 0 ' ' (7 ) # 7 0. 8 8 4. 2 1 3. 0 2 3. 5 2 18 3 . 8 12 9 % 12 0 % 10 6 % 17 2 % 7' - 6 ' ' 22 ' ' 6. 0 ' ' (7 ) # 7 0. 8 8 4. 2 1 3. 5 6 3. 8 6 20 9 . 5 11 8 % 10 9 % 11 4 % 18 7 % 7' - 6 ' ' 22 ' ' 6. 0 ' ' (6 ) # 8 1. 0 0 4. 7 1 3. 5 6 3. 9 0 20 9 . 5 13 1 % 12 1 % 11 2 % 18 4 % 8' - 0 ' ' 24 ' ' 6. 0 ' ' (8 ) # 7 0. 8 8 4. 8 1 4. 1 5 4. 2 2 23 6 . 8 12 4 % 11 4 % 12 2 % 20 1 % 8' - 0 ' ' 24 ' ' 6. 0 ' ' (7 ) # 8 1. 0 0 5. 5 0 4. 1 5 4. 2 6 23 6 . 8 14 0 % 12 9 % 12 0 % 19 8 % 1 S q u a r e C o l u m n W i d t h 2 M i n i m u m q u a n t i t y o f b a r s @ 1 8 " o . c . h a s b e e n c h e c k e d a s s u m i n g t h a t t h e r e i s a 1 1/2" c o v e r f r o m t h e s i d e e d g e o f t h e f o o t i n g 3 M i n i m u m a m o u n t o f s t e e l f o r t e m p e r a t u r e a n d s h r i n k a g e p e r A C I 7 . 1 2 . 2 . 1 4 A l l o w a b l e S e r v i c e L o a d AB/G-55 Ty p e " A " F t g Ty p e " B " F t g Ty p e " C " F t g TITLE SEISMIC CRITERIASEISMIC LATERAL DESIGNAREAS A AND B LATERAL DESIGN AREAS A AND B LATERAL DESIGN – BASE SHEAR AND WEIGHT TAKE-OFF AB/L-1 20 1 4 801 SECOND AVENUE, SUITE 900 SEATTLE, WA 98104 / P 206.343.0460 / cplinc.com AB/L-2 Madrona K-8 LAN Weight Take-Off Areas 20 1 4 801 SECOND AVENUE, SUITE 900 SEATTLE, WA 98104 / P 206.343.0460 / cplinc.com AB/L-3 Madrona K-8 LAN Weight Take-Off Areas Project: Date:12/14/2016 Engr:LAN Site Class =C SS =1.26 S1 =0.49 SDS= 0.84 SD1= 0.43 R =6.5 I =1.3 Fundamental Period Ta = Cthn x hn=20 Ct=0.02 x =0.75 Ta = 0.189 Seismic Response Coefficient Cs (eq)=0.162 Cs =0.162 Cs (max)=0.437 Cs (min)=0.046 Base Shear Weight = 1673 kips Base Shear =271 kips (LFRD) Shear Wall Forces k =1.0 Building Height Weight w * hk Cvx Story Force Story Shear (ft) (kips)kips (kips) Areas 3-7 (Roof)17.2 1501 25769 0.9 251.4 251.4 Area MM 11.5 172 1978 0.1 19.3 19.3 Totals: 1673 27747 1 270.7 Diaphragm Forces Main Structure Areas 3-7 (Roof) 251.4 1501 1501 251 316 316 Area MM 19.3 172 172 19 36 36 Totals:352 Equations Fx =Cvx V Fpx(min)= .2 SDS I wpx Madrona K-8, Areas 3-7 and Area MM (Areas A and B) Fpx min (kips) Fpx (kips) Fpx (kips) Total Level Story Shear Force (kips) Weight of Level (kips) Weight to Diaphragm (kip) pxpxwn xi iw n xi iF F ∑ = ∑ == k xx vx ih n i iw hwC k ∑ = = 1 AB/L-4 Project: Madrona K-8, Areas 3-7 and Area MM (Areas A and B)Date:12/14/2016 Engr:LAN Weight Take Off Areas 3-7 17 feet Brick weight = 45 psf Cladding = 12 psf Area w Wall Length Brick Mech'l W W %W Vx Vdia sf psf ft % of wall length Kips kips Kips Kips 3 10523 24 325.2 43.2 0 399.1 26.6 66.8 83.9 4 9826 21 83.2 3.2 0 225.0 15.0 37.7 47.3 5 1350 21 66.8 0.0 0 42.1 2.8 7.1 8.9 6 15762 21 332.9 62.8 0 518.1 34.5 86.8 108.9 7 9550 24 279.8 18.9 0 316.9 21.1 53.1 66.6 47011 0 1501.1 100.0 251.4 315.6 Mechanical Mezzanine 11.5 feet Brick weight = 45 psf Cladding = 12 psf Area w Wall Length Brick Mech'l W W %W Vx Vdia sf psf ft % of wall length Kips kips Kips Kips MM 2916 31 303.5 0.0 40 172.0 100.0 19.3 36.2 2916 40 172.0 100.0 19.3 36.2 Total Seismic Weight =1673.1 kips (LRFD) For zones with different loading criteria Area 3 (sf)Area (sf) Weight (psf) Kips TR 5423 21 113.883 PV 5100 27 137.7 total sf 10523 251.583 Average Weight: 24 psf Area 7 (sf)Area (sf) Weight (psf) Kips TR 6236 21 130.956 PV 3314 27 89.478 total sf 9550 220.434 Average Weight: 24 psf Mechanical Weights Unit Area (sf) Weight (lbs) 1.25*Weight (lbs) AHU-01 45 2400 3000 AHU-02 45 2400 3000 AHU-03 54 3000 3750 AHU-04 51 2400 3000 AHU-05 67 4200 5250 AHU-06 54 2400 3000 AHU-07 82 5400 6750 AHU-08 139 8400 10500 FCU-01 42 600 750 FCU-02 42 600 750 TOTAL = 40 kips Average cladding height = Average cladding height = AB/L-5 AREAS A AND B LATERAL DESIGN – SEISMIC VS WIND BASE SHEAR AB/L-6 AB/L-7 AB/L-8 Madrona K-8 LAN 1/4/17 Wind Base Shear - Areas A and B l =1.0 Kzt =1.3 CASE A - Combined Windward and Leeward Net Pressure (Ps) Building Surface Ps,30 (psf)Ps (psf)Min Ps (psf)Ps (psf) A 22.4 29.1 16 29.1 B -10.4 -13.5 -16 -16.0 C 14.8 19.2 16 19.2 D -6.1 -7.9 -16 -16.0 E -25.2 -32.8 -8 -32.8 F -14.9 -19.4 -8 -19.4 G -17.5 -22.8 -8 -22.8 H -11.5 -15.0 -8 -15.0 CASE B - Combined Windward and Leeward Net Pressure (Ps) Building Surface Ps,30 (psf)Ps (psf)Min Ps (psf)Ps (psf) A 21 27.3 16 27.3 C 13.9 18.1 16 18.1 E -25.2 -32.8 -8 -32.8 F -14.3 -18.6 -8 -18.6 G -17.5 -22.8 -8 -22.8 H -11.1 -14.4 -8 -14.4 Areas A and B Elevation 1 Areas A and B Wind Base Shear 1 Area (sf)Building Surface Ps (psf)Ps (kip) 2628 Case B, C 18.1 47.5 51 Case B, A 27.3 1.4 2283 Case B, C 18.1 41.3 103 Case B, A 27.3 2.8 Wind Base Shear =93 kip AB/L-9 Madrona K-8 LAN 1/4/17 Areas A and B Elevation 2 Areas A and B Wind Base Shear 2 Area (sf)Building Surface Ps (psf)Ps (kip) 1428 Case A, C 19.2 27.5 306 Case A, A 29.1 8.9 1828 Case A, C 19.2 35.2 206 Case A, A 29.1 6.0 1262 Case A, D -16.0 -20.2 << Conservatively ignoring since is negative. 193 Case A, B -16.0 -3.1 << Conservatively ignoring since is negative. Wind Base Shear =54 kip Wind Base Shear with D and B areas=78 kip Areas A and B Seismic Base Shear Refer to "Areas A and B Base Shear and Weight Take-Off" section Seismic Base Shear =271 kip Areas A and B Controlling Base Shear Higher base shear controlls Base Shear =271 kip Seismic or Wind?Seismic AB/L-10 AREAS A AND B LATERAL DESIGN – LOAD DISTRIBUTION AB/L-11 20 1 4 801 SECOND AVENUE, SUITE 900 SEATTLE, WA 98104 / P 206.343.0460 / cplinc.com AB/L-12 Madrona K-8 LAN Shear Distribution - NS 10.8 k (13.6 k) 33.4 k Numbers NOT in parenthesis are shear forces. Numbers in parenthesis are diaphragm forces. 22.6 k (28.4 k) 22.6 k (28.4 k) 10.5 k (13.2 k) 33.1 k 3.5 k (4.4 k) 3.5 k (4.4 k) 3.5 k 3.5 k 18.9 k 18.9 k 18.9 k 18.9 k 6.7 k (8.4 k) 16.7 k (20.9 k) 16.7 k (20.9 k) 20.8 k (26.2 k) 20.8 k (26.2 k) 5.3 k (6.7 k) 0.4 k (0.5 k) 5.3 k (6.7 k) 23.4 k 37.5 k 26.2 k 5.7 k 23.4 k 23.4 k 23.4 k 4.3 k (5.4 k) 10.9 k (13.6 k) 11.5 k (14.4 k) 10.9 k (13.6 k) 11.5 k (14.4 k) 4.0 k (5.0 k) 20 1 4 801 SECOND AVENUE, SUITE 900 SEATTLE, WA 98104 / P 206.343.0460 / cplinc.com AB/L-13 Madrona K-8 LAN Shear Distribution - EW 1.6 k (2.0 k) 5.3 k (6.6 k) 10.9 k (13.7 k) 6.0 k (7.5 k) 8.9 k (11.2 k) 5.3 k (6.6 k) 10.9 k (13.7 k) 6.0 k (7.5 k) 8.9 k (11.2 k) 6.1 k (7.6 k) 1.5 k 15.3 k 15.3 k 5.5 k 6.9 k 16.2 k 16.9 k 14.9 k 15.0 k 16.8 k 20.9 k 3.1 k (3.9 k) 0.9 k (1.2 k) 3.1 k (3.9 k) 3.1 k 4.0 k 1.3 k (1.6 k) 24.2 k (30.3 k)17.7 k (22.2 k) 24.2 k (30.3 k) 17.7 k (22.2 k)1.9 k (2.4 k) 25.4 k 41.8 k 19.6 k 4.4 k (5.5 k) 11.6 k (14.5 k) 10.5 k (13.2 k) 11.6 k (14.5 k) 10.5 k (13.2 k) 4.3 k (5.4 k) 16.0 k Numbers NOT in parenthesis are shear forces. Numbers in parenthesis are diaphragm forces. 22.1 k 14.9 k 20 1 4 801 SECOND AVENUE, SUITE 900 SEATTLE, WA 98104 / P 206.343.0460 / cplinc.com AB/L-14 Madrona K-8 LAN Shear Wall Names - Area 3, NS B3-NS/1 B3-NS/1 B3-NS/2 B3-NS/3 B3-NS/4 B3-NS/5 B3-NS/6 B34-NS/1 Madrona K-8 LAN 12/14/16 AREA 3 - NS FOR SHEAR WALL AND DIAPHRAGM DESIGN In this direction, there is a flexible diaphragm. r =1 Ax = 1 < There is no torsional irregularity. Base shear = 66.8 kip Diaphragm force = 83.9 kip Overall area = 10523.0 sf Distributed force = 6.4 psf, for a shear wall 8.0 psf, for diaphragm Span Trib Width (ft) Length (ft) Shear Wall Diaphragm Shear Wall Diaphragm CL 132.2 12.9 840 1054 10.8 13.6 1 (Left) 196.2 36.3 1246 1564 22.6 28.4 1 (Right) 196.2 36.3 1246 1564 22.6 28.4 CR 128.7 12.8 818 1027 10.5 13.2 Line Sum (kip) 1 33.4 2 33.1 Wall Load (kip) Length of Wall (ft) B3-NS/1 14.6 11.08 < refer to Shear Wall Loads - For Multiple Shear Walls in a Line B3-NS/2 3.85 6.42 < refer to Shear Wall Loads - For Multiple Shear Walls in a Line B3-NS/3 5.31 8.08 < refer to Shear Wall Loads - For Multiple Shear Walls in a Line B3-NS/4 4.24 6.83 < refer to Shear Wall Loads - For Multiple Shear Walls in a Line B3-NS/5 5.44 8.25 < refer to Shear Wall Loads - For Multiple Shear Walls in a Line B3-NS/6 11.4 36.58 < refer to Shear Wall Loads - For Multiple Shear Walls in a Line B3-NS/7 0.88 8.25 < refer to Shear Wall Loads - For Multiple Shear Walls in a Line B34-NS/1 66.8 66.08 Diaphragm N/S SW Force (kip) Length (ft) Trib Width (ft) West 13.6 50 12.9 East 28.4 181 18.1 West 28.4 103 18.1 East 13.2 38 12.8 FOR DEFLECTION CHECK Use the same loads used for design for deflection check. A3-NS/A A3-NS/B Force (plf) For all walls except B34-NS/1, designing them for the force that would go to them if they all take some of the shear force. Designing B34-NS/1 for the whole shear force to this area since it is a very long wall (conservative). Force (kip) AB/L-15 Loads were distributed to the walls based on their stiffness. Since B34-NS/1 is very long and stiff compared to other walls in this area, the design was enveloped and this wall was conservatively designed for the entire force in this area. Project: Madrona K-8, Area 3 NS Line 1 Designed By: LAN Date: 12/14/16 Project No.: Client: Checked By: Shear Wall Loads - For Multiple Shear Walls in a Line This spreadsheet distributes the load to the walls based on their stiffness. Length: 20.17 Wall I.D. Length Quantity PLY or OSB? PLY No. of Walls this Length: 1 B3-NS/1 20.16666667 1 Load per wall (k) Load per wall (plf) B3-NS/2 6.416666667 1 Fc perp 625 14.56 722.06 B3-NS/3 8.083333333 1 Wood E 1600 0.00 0.00 B3-NS/4 6.8333333 1 0.00 0.00 B3-NS/5 8.25 1 Cd 4 0.00 0.00 N/A 0.00000001 0 0.00 0.00 Length: 6.42 No. of Walls this Length: 1 0 Load per wall (k) Load per wall (plf) 1 3.85 600.30 0.00 0.00 0.00 0.00 Area 3 12.00 33.4 0.00 0.00 N/A 0.00000001 0.00000001 0.00 0.00 N/A 0.00000001 0.00000001 Length: 8.08 N/A 0.00000001 0.00000001 No. of Walls this Length: 1 N/A 0.00000001 0.00000001 Load per wall (k) Load per wall (plf) 5.31 656.54 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Length: 6.83 No. of Walls this Length: 1 Load per wall (k) Load per wall (plf) 4.24 619.79 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Length: 8.25 No. of Walls this Length: 1 Load per wall (k) Load per wall (plf) 5.44 659.91 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 RESULTS B3 - N S / 1 B3 - N S / 2 B3 - N S / 5 Walls Information Level Height (ft) LRFD Total Load to Line of Walls (k) B3 - N S / 3 B3 - N S / 4 Vary Wall Type At Different Walls? AB/L-16 Project: Madrona K-8, Area 3 NS Line 2 Designed By: LAN Date: 12/14/16 Project No.: Client: Checked By: Shear Wall Loads - For Multiple Shear Walls in a Line Wall I.D. Length Quantity PLY or OSB? PLY Length: 36.58 B3-NS/6 36.58333333 1 No. of Walls this Length: 1 B3-NS/7 8.25 1 Fc perp 625 Load per wall (k) Load per wall (plf) B34-NS/1 66.08333333 1 Wood E 1600 11.40 311.71 N/A 0.00000001 0 0.00 0.00 N/A 0.00000001 0 Cd 4 0.00 0.00 N/A 0.00000001 0 0.00 0.00 0.00 0.00 Length: 8.25 No. of Walls this Length: 1 1 Load per wall (k) Load per wall (plf) 0.88 106.49 0.00 0.00 Area 3 12.00 33.1 0.00 0.00 N/A 0.00000001 0.00000001 0.00 0.00 N/A 0.00000001 0.00000001 0.00 0.00 N/A 0.00000001 0.00000001 Length: 66.08 N/A 0.00000001 0.00000001 No. of Walls this Length: 1 Load per wall (k) Load per wall (plf) 20.82 315.03 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 RESULTS B3 - N S / 6 B3 - N S / 7 Walls Information Level Height (ft) LRFD Total Load to Line of Walls (k) B3 4 - N S / 1 Vary Wall Type At Different Walls? AB/L-17 20 1 4 801 SECOND AVENUE, SUITE 900 SEATTLE, WA 98104 / P 206.343.0460 / cplinc.com AB/L-18 Madrona K-8 LAN Shear Wall Names - Area 3, EW B3 - E W / 1 B3 - E W / 2 B3 - E W / 3 B3 - E W / 4 B3 - E W / 5 ST R U T AREA 3 - EW FOR SHEAR WALL AND DIAPHRAGM DESIGN In this direction, there is a flexible diaphragm. r =1 Ax = 1 < There is no torsional irregularity. Base shear = 66.8 kip Diaphragm force = 83.9 kip Overall area = 10523.0 sf Distributed force = 6.4 psf, for a shear wall 8.0 psf, for diaphragm Span Trib Width (ft)Length (ft)Shear Wall Diaphragm Shear Wall Diaphragm CL 53.4 4.8 339 426 1.6 2.0 1 (Left) 46.5 35.8 295 371 5.3 6.6 1 (Right) 46.5 35.8 295 371 5.3 6.6 2 (Left) 54.5 62.9 346 434 10.9 13.7 2 (Right) 54.5 62.9 346 434 10.9 13.7 3 (Left) 58.8 32.2 373 469 6.0 7.5 3 (Right) 58.8 32.2 373 469 6.0 7.5 4 (Left) 62.1 45.1 394 495 8.9 11.2 4 (Right) 62.1 45.1 394 495 8.9 11.2 CR 62.1 15.4 394 495 6.1 7.6 Line Sum (kip) 1 6.9 2 16.2 3 16.9 4 14.9 5 15.0 Wall Load (kip)Length of Wall (ft) B34-EW/1 6.9 66.25 B3-EW/1 16.2 21.58 B3-EW/2 16.9 20.92 B3-EW/3 14.9 36.17 B3-EW/4 11.2 21.66666667 < refer to Shear Wall Loads - For Multiple Shear Walls in a Line B3-EW/5 3.8 9.67 < refer to Shear Wall Loads - For Multiple Shear Walls in a Line Diaphragm W/E SW Force (kip)Length (ft)Trib Width (ft) North 2.0 44 4.8 South 6.6 44 17.9 North 6.6 44 17.9 South 13.7 44 31.5 North 13.7 44 31.5 South 7.5 44 16.1 North 7.5 36 16.1 South 11.2 36 22.5 North 11.2 46 22.5 South 7.6 26 15.4 FOR DEFLECTION CHECK Use the same loads used for design for deflection check. A3-EW/D A3-EW/E Force (kip) A3-EW/A A3-EW/B A3-EW/C Force (plf) AB/L-19 Madrona K-8 LAN 12/14/16 Project: Madrona K-8, Area 3 EW Line 5 Designed By: LAN Date: 12/14/16 Project No.: Client: Checked By: Shear Wall Loads - For Multiple Shear Walls in a Line Wall I.D. Length Quantity PLY or OSB? PLY Length: 25.17 B3-EW/4 25.16666667 1 No. of Walls this Length: 1 B3-EW/5 9.666666667 1 Fc perp 625 Load per wall (k) Load per wall (plf) N/A 0.00000001 0 Wood E 1600 11.23 446.19 N/A 0.00000001 0 0.00 0.00 N/A 0.00000001 0 Cd 4 0.00 0.00 N/A 0.00000001 0 0.00 0.00 0.00 0.00 Length: 9.67 No. of Walls this Length: 1 1 Load per wall (k) Load per wall (plf) 3.77 390.09 0.00 0.00 Area 3 12.00 15.0 0.00 0.00 N/A 0.00000001 0.00000001 0.00 0.00 N/A 0.00000001 0.00000001 0.00 0.00 N/A 0.00000001 0.00000001 N/A 0.00000001 0.00000001 Walls Information Level Height (ft) LRFD Total Load to Line of Walls (k) RESULTS B3 - E W / 4 B3 - E W / 5 Vary Wall Type At Different Walls? AB/L-20 20 1 4 801 SECOND AVENUE, SUITE 900 SEATTLE, WA 98104 / P 206.343.0460 / cplinc.com AB/L-21 Madrona K-8 LAN Shear Wall Names - Area 4, NS B46-NS/2 B46-NS/1 B34-NS/1 AREA 4 - NS FOR SHEAR WALL AND DIAPHRAGM DESIGN In this direction, there is a flexible diaphragm. r =1 r =1 Ax = 1 < There is no torsional irregularity. Base shear = 37.7 kip Diaphragm force = 47.3 kip Overall area = 9826.0 sf Distributed force = 3.8 psf, for a shear wall 4.8 psf, for diaphragm Span Trib Width (ft) Length (ft) Force (plf) Force (kip) 1 (Left) 118 83.3 453 18.9 1 (Right) 118.0 83.3 453 18.9 Line Sum (kip) 1 18.9 2 18.9 Wall Load (kip) Length of Wall (ft) B34-NS/1 4.8 66.08 B46-NS/1 12.32 27.75 < refer to Shear Wall Loads - For Multiple Shear Walls in a Line B46-NS/2 6.58 16.33 < refer to Shear Wall Loads - For Multiple Shear Walls in a Line FOR DEFLECTION CHECK Use the same loads used for design for deflection check. AB/L-22 Madrona K-8 LAN 12/14/16 Project: Madrona K-8, Area 4 NS Line 2 Designed By: LAN Date: 12/14/16 Project No.: Client: Checked By: Shear Wall Loads - For Multiple Shear Walls in a Line Wall I.D. Length Quantity PLY or OSB? PLY Length: 27.75 B46-NS/1 27.75 1 No. of Walls this Length: 1 B46-NS/2 16.333333 1 Fc perp 625 Load per wall (k) Load per wall (plf) N/A 0.00000001 0 Wood E 1600 12.32 443.85 N/A 0.00000001 0 0.00 0.00 N/A 0.00000001 0 Cd 4 0.00 0.00 N/A 0.00000001 0 0.00 0.00 0.00 0.00 Length: 16.33 No. of Walls this Length: 1 1 Load per wall (k) Load per wall (plf) 6.58 403.05 0.00 0.00 Area 4 24.22 18.9 0.00 0.00 N/A 0.00000001 0.00000001 0.00 0.00 N/A 0.00000001 0.00000001 0.00 0.00 N/A 0.00000001 0.00000001 N/A 0.00000001 0.00000001 RESULTS B4 6 - N S / 1 B4 6 - N S / 2 Walls Information Level Height (ft) LRFD Total Load to Line of Walls (k)Vary Wall Type At Different Walls? AB/L-23 20 1 4 801 SECOND AVENUE, SUITE 900 SEATTLE, WA 98104 / P 206.343.0460 / cplinc.com AB/L-24 Madrona K-8 LAN Shear Wall Names - Area 4, EW B4 - E W / 1 B3 4 - E W / 1 AREA 4 - EW FOR SHEAR WALL AND DIAPHRAGM DESIGN In this direction, there is a flexible diaphragm. r =1 r =1 Ax = 1 < There is no torsional irregularity. Base shear = 37.7 kip Diaphragm force = 47.3 kip Overall area = 9826.0 sf Distributed force = 3.8 psf, for a shear wall 4.8 psf, for diaphragm Span Trib Width (ft)Length (ft)Force (plf)Force (kip) CL 83.3 4.8 320 1.5 1 (Left) 83.3 95.9 320 15.3 1 (Right) 83.3 95.9 320 15.3 CR 83.3 17.3 320 5.5 Line Sum (kip) 1 16.8 2 20.9 Wall Load (kip)Length of Wall (ft) B34-EW/1 16.8 66.25 B4-EW/1 20.9 79.58333333 Diaphragm W/E SW Force (kip)Length (ft)Vdia (plf) North 0.0 66 0 South 0.0 66 0 North 0.0 80 0 South 0.0 80 0 FOR DEFLECTION CHECK Use the same loads used for design for deflection check. A4-EW/A A4-EW/B AB/L-25 Madrona K-8 LAN 12/14/16 20 1 4 801 SECOND AVENUE, SUITE 900 SEATTLE, WA 98104 / P 206.343.0460 / cplinc.com AB/L-26 Madrona K-8 LAN Shear Wall Names - Area 5, NS TO B46-NS/1 AND B46-NS/2 TO B34-NS/1 AREA 5 - NS FOR SHEAR WALL AND DIAPHRAGM DESIGN In this direction, there is a flexible diaphragm. r =1 Ax = 1 < There is no torsional irregularity. Base shear = 7.1 kip Diaphragm force = 8.9 kip Overall area = 1350.0 sf Distributed force = 5.2 psf, for a shear wall 6.6 psf, for diaphragm Span Trib Width (ft) Length (ft) Shear Wall Diaphragm Shear Wall Diaphragm 1 (Left) 20.3333333 66.5 106 133 3.5 4.4 1 (Right) 20.3 66.5 106 133 3.5 4.4 Line Sum (kip) 1 3.5 2 3.5 Wall Load (kip) Length of Wall (ft) B34-NS/1 3.5 66.08 B46-NS/1 3.37 27.75 < refer to Shear Wall Loads - For Multiple Shear Walls in a Line B46-NS/2 0.13 16.33 < refer to Shear Wall Loads - For Multiple Shear Walls in a Line Diaphragm N/S SW Force (kip) Length (ft) Trib Width (ft) West 0.0 0 0.0 East 4.4 20 33.3 West 4.4 20 33.3 East 0.0 0 0.0 FOR DEFLECTION CHECK Use the same loads used for design for deflection check. A5-NS/B Force (plf) Force (kip) A5-NS/A AB/L-27 Madrona K-8 LAN 12/14/16 Project: Madrona K-8, Area 5 NS Line 2 Designed By: LAN Date: 12/14/16 Project No.: Client: Checked By: Shear Wall Loads - For Multiple Shear Walls in a Line Wall I.D. Length Quantity PLY or OSB? PLY Length: 27.75 B46-NS/1 27.75 1 No. of Walls this Length: 1 B46-NS/2 16.333333 1 Fc perp 625 Load per wall (k) Load per wall (plf) N/A 0.00000001 0 Wood E 1600 3.37 121.61 N/A 0.00000001 0 0.00 0.00 N/A 0.00000001 0 Cd 4 0.00 0.00 N/A 0.00000001 0 0.00 0.00 0.00 0.00 Length: 16.33 No. of Walls this Length: 1 1 Load per wall (k) Load per wall (plf) 0.13 7.67 0.00 0.00 Area 5 24.22 3.5 0.00 0.00 N/A 0.00000001 0.00000001 0.00 0.00 N/A 0.00000001 0.00000001 0.00 0.00 N/A 0.00000001 0.00000001 N/A 0.00000001 0.00000001 RESULTS B4 6 - N S / 1 B4 6 - N S / 2 Walls Information Level Height (ft) LRFD Total Load to Line of Walls (k)Vary Wall Type At Different Walls? AB/L-28 20 1 4 801 SECOND AVENUE, SUITE 900 SEATTLE, WA 98104 / P 206.343.0460 / cplinc.com AB/L-29 Madrona K-8 LAN Shear Wall Names - Area 5, EW TO B4-EW/1 TO B3-EW/3 AREA 5 - EW FOR SHEAR WALL AND DIAPHRAGM DESIGN In this direction, there is a flexible diaphragm. r =1 r =1 Ax = 1 < There is no torsional irregularity. Base shear = 7.1 kip Diaphragm force = 8.9 kip Overall area = 1350.0 sf Distributed force = 5.2 psf, for a shear wall 6.6 psf, for diaphragm Span Trib Width (ft) Length (ft) Shear Wall Diaphragm Shear Wall Diaphragm 1 (Left) 66.5 17.6 347 436 3.1 3.8 1 (Right) 66.5 17.6 347 436 3.1 3.8 CR 66.5 2.7 347 436 0.9 1.2 Line Sum (kip) 1 3.1 2 4.0 Wall Load (kip) Length of Wall (ft) B4-EW/1 3.1 79.58333333 B3-EW/3 4.0 36.17 Diaphragm W/E SW Force (kip) Length (ft) Trib Width (ft) North 0.0 0 0.0 South 3.8 67 8.8 North 3.8 13 8.8 South 1.2 13 2.7 FOR DEFLECTION CHECK Use the same loads used for design for deflection check. A5-EW/B Force (plf) Force (kip) A5-EW/A AB/L-30 Madrona K-8 LAN 12/14/16 20 1 4 801 SECOND AVENUE, SUITE 900 SEATTLE, WA 98104 / P 206.343.0460 / cplinc.com AB/L-31 Madrona K-8 LAN Shear Wall Names - Area 6, NS B46-NS/1B46-NS/2 B6-NS/1 B6-NS/2B6-NS/3 B6-NS/4B6-NS/5B6-NS/6 B6-NS/7 B6-NS/8 AREA 6 - NS FOR SHEAR WALL AND DIAPHRAGM DESIGN In this direction, there is a flexible diaphragm. r =1 r =1 Ax = 1 < There is no torsional irregularity. Base shear = 86.8 kip Diaphragm force = 108.9 kip Overall area = 15762.0 sf Distributed force = 5.5 psf, for a shear wall 6.9 psf, for diaphragm Span Trib Width (ft)Length (ft)Shear Wall Diaphragm Shear Wall Diaphragm CL 102.0 11.9 562 705 6.7 8.4 1 (Left) 181.8 33.3 1001 1256 16.7 20.9 1 (Right) 181.8 33.3 1001 1256 16.7 20.9 2 (Left) 169.3 44.8 932 1170 20.8 26.2 2 (Right) 169.3 44.8 932 1170 20.8 26.2 3 (Left) 101.7 19.0 560 703 5.3 6.7 3 (Right) 101.7 19.0 560 703 5.3 6.7 CR 23.3 2.8 128 161 0.4 0.5 Line Sum (kip) 1 23.4 2 37.5 3 26.2 4 5.7 Wall Load (kip)Length of Wall (ft) B46-NS/1 15.2 27.75 < refer to Shear Wall Loads - For Multiple Shear Walls in a Line B46-NS/2 8.21 16.33 < refer to Shear Wall Loads - For Multiple Shear Walls in a Line B6-NS/1 4.3 14.83 < refer to Shear Wall Loads - For Multiple Shear Walls in a Line B6-NS/2 4.21 14.58 < refer to Shear Wall Loads - For Multiple Shear Walls in a Line B6-NS/3 5.27 17.58 < refer to Shear Wall Loads - For Multiple Shear Walls in a Line B6-NS/4 12.78 40.67 < refer to Shear Wall Loads - For Multiple Shear Walls in a Line B6-NS/5 5.75 19.00 < refer to Shear Wall Loads - For Multiple Shear Walls in a Line B6-NS/6 5.2 17.33 < refer to Shear Wall Loads - For Multiple Shear Walls in a Line B6-NS/7 26.2 19.5 B6-NS/8 5.7 10.50 Diaphragm N/S SW Force (kip)Length (ft)Trib Width (ft) West 8.4 30 11.9 East 20.9 44 16.7 West 20.9 68 16.7 East 26.2 77 22.4 West 26.2 133 22.4 East 6.9 20 9.5 West 6.9 11 9.5 East 0.0 0 0.0 FOR DEFLECTION CHECK Use the same loads used for design for deflection check. A6-NS/C Force (plf) A6-NS/D Force (kip) A6-NS/A A6-NS/B AB/L-32 Madrona K-8 LAN 12/14/16 Project: Madrona K-8, Area 6 NS Line 1 Designed By: LAN Date: 12/14/16 Project No.: Client: Checked By: Shear Wall Loads - For Multiple Shear Walls in a Line Wall I.D. Length Quantity PLY or OSB? PLY Length: 27.75 B46-NS/1 27.75 1 No. of Walls this Length: 1 B46-NS/2 16.333333 1 Fc perp 625 Load per wall (k) Load per wall (plf) N/A 0.00000001 0 Wood E 1600 15.19 547.43 N/A 0.00000001 0 0.00 0.00 N/A 0.00000001 0 Cd 4 0.00 0.00 N/A 0.00000001 0 0.00 0.00 0.00 0.00 Length: 16.33 No. of Walls this Length: 1 1 Load per wall (k) Load per wall (plf) 8.21 502.58 0.00 0.00 Area 6 24.22 23.4 0.00 0.00 N/A 0.00000001 0.00000001 0.00 0.00 N/A 0.00000001 0.00000001 0.00 0.00 N/A 0.00000001 0.00000001 N/A 0.00000001 0.00000001 RESULTS B4 6 - N S / 1 B4 6 - N S / 2 Walls Information Level Height (ft) LRFD Total Load to Line of Walls (k)Vary Wall Type At Different Walls? AB/L-33 Project: Madrona K-8, Area 6 NS Line 2 Designed By: LAN Date: 12/14/16 Project No.: Client: Checked By: Shear Wall Loads - For Multiple Shear Walls in a Line Wall I.D. Length Quantity PLY or OSB? PLY Length: 14.83 B6-NS/1 14.83333333 1 No. of Walls this Length: 1 B6-NS/2 14.58333333 1 Fc perp 625 Load per wall (k) Load per wall (plf) B6-NS/3 17.58333333 1 Wood E 1600 4.30 289.86 B6-NS/4 40.66666667 1 0.00 0.00 B6-NS/5 19 1 Cd 4 0.00 0.00 B6-NS/6 17.33333333 1 0.00 0.00 0.00 0.00 Length: 14.58 No. of Walls this Length: 1 1 Load per wall (k) Load per wall (plf) 4.21 288.47 0.00 0.00 Area 6 12.00 37.5 0.00 0.00 N/A 0.00000001 0.00000001 0.00 0.00 N/A 0.00000001 0.00000001 0.00 0.00 N/A 0.00000001 0.00000001 Length: 17.58 N/A 0.00000001 0.00000001 No. of Walls this Length: 1 Load per wall (k) Load per wall (plf) 5.27 299.85 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Length: 40.67 No. of Walls this Length: 1 Load per wall (k) Load per wall (plf) 12.78 314.30 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Length: 19.00 No. of Walls this Length: 1 Load per wall (k) Load per wall (plf) 5.75 302.80 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Length: 17.33 No. of Walls this Length: 1 Load per wall (k) Load per wall (plf) 5.19 299.22 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 RESULTS B6 - N S / 1 B6 - N S / 2 B6 - N S / 5 Walls Information Level Height (ft) LRFD Total Load to Line of Walls (k) B6 - N S / 3 B6 - N S / 4 B6 - N S / 6 Vary Wall Type At Different Walls? AB/L-34 Project: Madrona K-8, Area 6 NS Line 3 Designed By: LAN Date: 12/14/16 Project No.: Client: Checked By: Shear Wall Loads - For Multiple Shear Walls in a Line Wall I.D. Length Quantity PLY or OSB? PLY Length: 35.25 B6-NS/8 35.25 1 No. of Walls this Length: 1 B6-NS/9 38.91666667 1 Fc perp 625 Load per wall (k) Load per wall (plf) B6-NS/10 15.41666667 1 Wood E 1600 8.77 248.76 N/A 0.00000001 0 0.00 0.00 N/A 0.00000001 0 Cd 4 0.00 0.00 N/A 0.00000001 0 0.00 0.00 0.00 0.00 Length: 38.92 No. of Walls this Length: 1 1 Load per wall (k) Load per wall (plf) 9.71 249.41 0.00 0.00 Area 6 12.00 21.9 0.00 0.00 N/A 0.00000001 0.00000001 0.00 0.00 N/A 0.00000001 0.00000001 0.00 0.00 N/A 0.00000001 0.00000001 Length: 15.42 N/A 0.00000001 0.00000001 No. of Walls this Length: 1 Load per wall (k) Load per wall (plf) 3.43 222.17 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 RESULTS B6 - N S / 8 B6 - N S / 9 Walls Information Level Height (ft) LRFD Total Load to Line of Walls (k) B6 - N S / 1 0 Vary Wall Type At Different Walls? AB/L-35 20 1 4 801 SECOND AVENUE, SUITE 900 SEATTLE, WA 98104 / P 206.343.0460 / cplinc.com AB/L-36 Madrona K-8 LAN Shear Wall Names - Area 6, EW B6 - E W / 2 B6 - E W / 3 B6 - E W / 1 B6 - E W / 4 B6 - E W / 5 AREA 6 - EW FOR SHEAR WALL AND DIAPHRAGM DESIGN In this direction, there is a flexible diaphragm. r =1 r =1 Ax = 1 < There is no torsional irregularity. Base shear = 86.8 kip Diaphragm force = 108.9 kip Overall area = 15762.0 sf Distributed force = 5.5 psf, for a shear wall 6.9 psf, for diaphragm Span Trib Width (ft) Length (ft) Shear Wall Diaphragm Shear Wall Diaphragm CL 83.5 2.8 460 577 1.3 1.6 1 (Left) 83.5 105.2 460 577 24.2 30.3 1 (Right) 83.5 105.2 460 577 24.2 30.3 2 (Left) 92.0 69.8 506 635 17.7 22.2 2 (Right) 92.0 69.8 506 635 17.7 22.2 CR 18.9 18.3 104 131 1.9 2.4 Line Sum (kip) 1 25.4 2 41.8 3 19.6 Wall Load (kip) Length of Wall (ft) B6-EW/1 18.6 45.00 < refer to Shear Wall Loads - For Multiple Shear Walls in a Line B6-EW/2 6.84 17.25 < refer to Shear Wall Loads - For Multiple Shear Walls in a Line B6-EW/3 23.41 41.08 < refer to Shear Wall Loads - For Multiple Shear Walls in a Line B6-EW/4 18.39 32.42 < refer to Shear Wall Loads - For Multiple Shear Walls in a Line B6-EW/5 19.6 32.42 Diaphragm W/E SW Force (kip) Length (ft) Trib Width (ft) North 0.0 0 0.0 South 31.1 85 52.6 North 31.1 89 52.6 South 22.2 89 34.9 North 22.2 65 34.9 South 2.4 15 18.3 FOR DEFLECTION CHECK Use the same loads used for design for deflection check. A6-EW/C Force (plf) Force (kip) A6-EW/A A6-EW/B AB/L-37 Madrona K-8 LAN 12/14/16 Project: Madrona K-8, Area 6 EW Line 1 Designed By: LAN Date: 12/14/16 Project No.: Client: Checked By: Shear Wall Loads - For Multiple Shear Walls in a Line Wall I.D. Length Quantity PLY or OSB? PLY Length: 45.00 B6-EW/1 45 1 No. of Walls this Length: 1 B6-EW/2 17.25 1 Fc perp 625 Load per wall (k) Load per wall (plf) N/A 0.00000001 0 Wood E 1600 18.56 412.52 N/A 0.00000001 0 0.00 0.00 N/A 0.00000001 0 Cd 4 0.00 0.00 N/A 0.00000001 0 0.00 0.00 0.00 0.00 Length: 17.25 No. of Walls this Length: 1 1 Load per wall (k) Load per wall (plf) 6.84 396.34 0.00 0.00 Area 6 12.00 25.4 0.00 0.00 N/A 0.00000001 0.00000001 0.00 0.00 N/A 0.00000001 0.00000001 0.00 0.00 N/A 0.00000001 0.00000001 N/A 0.00000001 0.00000001 Walls Information Level Height (ft) LRFD Total Load to Line of Walls (k) RESULTS B6 - E W / 1 B6 - E W / 2 Vary Wall Type At Different Walls? AB/L-38 Project: Madrona K-8, Area 6 EW Line 2 Designed By: LAN Date: 12/14/16 Project No.: Client: Checked By: Shear Wall Loads - For Multiple Shear Walls in a Line Wall I.D. Length Quantity PLY or OSB? PLY Length: 41.08 B6-EW/3 41.08 1 No. of Walls this Length:1 B6-EW/4 32.41666667 1 Fc perp 625 Load per wall (k) Load per wall (plf) N/A 0.00000001 0 Wood E 1600 23.41 569.96 N/A 0.00000001 0 0.00 0.00 N/A 0.00000001 0 Cd 4 0.00 0.00 N/A 0.00000001 0 0.00 0.00 0.00 0.00 Length: 32.42 No. of Walls this Length:1 1 Load per wall (k) Load per wall (plf) 18.39 567.18 0.00 0.00 Area 6 12.00 41.8 0.00 0.00 N/A 0.00000001 0.00000001 0.00 0.00 N/A 0.00000001 0.00000001 0.00 0.00 N/A 0.00000001 0.00000001 N/A 0.00000001 0.00000001 Walls Information Level Height (ft) LRFD Total Load to Line of Walls (k) RESULTS B6 - E W / 3 B6 - E W / 4 Vary Wall Type At Different Walls? AB/L-39 20 1 4 801 SECOND AVENUE, SUITE 900 SEATTLE, WA 98104 / P 206.343.0460 / cplinc.com AB/L-40 Madrona K-8 LAN Shear Wall Names - Area 7, NS B7-NS/1 B7-NS/2 B7-NS/3B7-NS/4 B7-NS/5B7-NS/6 AREA 7 - NS FOR SHEAR WALL AND DIAPHRAGM DESIGN In this direction, there is a flexible diaphragm. r =1 r =1 Ax = 1 < There is no torsional irregularity. Base shear = 53.1 kip Diaphragm force = 66.6 kip Overall area = 9550.0 sf Distributed force = 5.6 psf, for a shear wall 7.0 psf, for diaphragm Span Trib Width (ft) Length (ft) Shear Wall Diaphragm Shear Wall Diaphragm CL 67.9 11.5 377 474 4.3 5.4 1 (Left) 86.25 45.3 479 602 10.9 13.6 1 (Right) 86.3 45.3 479 602 10.9 13.6 2 (Left) 102.4 40.4 569 714 11.5 14.4 2 (Right) 102.4 40.4 569 714 11.5 14.4 CR 104.3 6.9 580 728 4.0 5.0 Line Sum (kip) 1 15.2 2 22.4 3 15.5 Wall Load (kip) Length of Wall (ft) B7-NS/1 15.2 21.08 B7-NS/2 7.81 30.5833333 < refer to Shear Wall Loads - For Multiple Shear Walls in a Line B7-NS/3 7.81 30.58 < refer to Shear Wall Loads - For Multiple Shear Walls in a Line B7-NS/4 7.71 26.75 < refer to Shear Wall Loads - For Multiple Shear Walls in a Line B7-NS/5 7.79 8.25 < refer to Shear Wall Loads - For Multiple Shear Walls in a Line B7-NS/6 8.35 8.33 < refer to Shear Wall Loads - For Multiple Shear Walls in a Line Diaphragm N/S SW Force (kip) Length (ft) Trib Width (ft) West 5.4 67 11.5 East 13.6 86 22.7 West 13.6 78 22.7 East 14.4 78 20.2 West 14.4 103 20.2 East 5.0 49 6.9 FOR DEFLECTION CHECK Use the same loads used for design for deflection check. A7-NS/C Force (kip) A7-NS/A A7-NS/B Force (plf) AB/L-41 Madrona K-8 LAN 12/14/16 Project: Madrona K-8, Are 7 NS Line 2 Designed By: LAN Date: 12/14/16 Project No.: Client: Checked By: Shear Wall Loads - For Multiple Shear Walls in a Line Wall I.D. Length Quantity PLY or OSB? PLY Length: 30.58 B7-NS/2 30.58333333 1 No. of Walls this Length: 1 B7-NS/3 30.58333333 1 Fc perp 625 Load per wall (k) Load per wall (plf) B7-NS/4 26.75 1 Wood E 1600 7.81 255.21 N/A 0.00000001 0 0.00 0.00 N/A 0.00000001 0 Cd 4 0.00 0.00 N/A 0.00000001 0 0.00 0.00 0.00 0.00 Length: 30.58 No. of Walls this Length: 1 1 Load per wall (k) Load per wall (plf) 7.81 255.21 0.00 0.00 Area 7 12.00 22.4 0.00 0.00 N/A 0.00000001 0.00000001 0.00 0.00 N/A 0.00000001 0.00000001 0.00 0.00 N/A 0.00000001 0.00000001 Length: 26.75 N/A 0.00000001 0.00000001 No. of Walls this Length: 1 Load per wall (k) Load per wall (plf) 6.79 253.82 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Walls Information Level Height (ft) LRFD Total Load to Line of Walls (k) B7 - N S / 4 RESULTS B7 - N S / 2 B7 - N S / 3 Vary Wall Type At Different Walls? AB/L-42 Project: Madrona K-8, Area 7 NS Line 3 Designed By: LAN Date: 12/14/16 Project No.: Client: Checked By: Shear Wall Loads - For Multiple Shear Walls in a Line Wall I.D. Length Quantity PLY or OSB? PLY Length: 8.25 B7-NS/5 8.25 1 No. of Walls this Length: 1 B7-NS/6 8.333333333 1 Fc perp 625 Load per wall (k) Load per wall (plf) N/A 0.00000001 0 Wood E 1600 7.71 934.12 N/A 0.00000001 0 0.00 0.00 N/A 0.00000001 0 Cd 4 0.00 0.00 N/A 0.00000001 0 0.00 0.00 0.00 0.00 Length: 8.33 No. of Walls this Length: 1 1 Load per wall (k) Load per wall (plf) 7.79 935.22 0.00 0.00 Area 7 12.00 15.5 0.00 0.00 N/A 0.00000001 0.00000001 0.00 0.00 N/A 0.00000001 0.00000001 0.00 0.00 N/A 0.00000001 0.00000001 N/A 0.00000001 0.00000001 Walls Information Level Height (ft) LRFD Total Load to Line of Walls (k) RESULTS B7 - N S / 5 B7 - N S / 6 Vary Wall Type At Different Walls? AB/L-43 20 1 4 801 SECOND AVENUE, SUITE 900 SEATTLE, WA 98104 / P 206.343.0460 / cplinc.com AB/L-44 Madrona K-8 LAN Shear Wall Names - Area 7, EW B7 - E W / 1 B7 - E W / 2 B7 - E W / 3 B7 - E W / 4 AREA 7 - EW FOR SHEAR WALL AND DIAPHRAGM DESIGN In this direction, there is a flexible diaphragm. r =1 r =1 Ax = 1 < There is no torsional irregularity. Base shear = 53.1 kip Diaphragm force = 66.6 kip Overall area = 9550.0 sf Distributed force = 5.6 psf, for a shear wall 7.0 psf, for diaphragm Span Trib Width (ft) Length (ft) Shear Wall Diaphragm Shear Wall Diaphragm CL 42.9 18.5 238 299 4.4 5.5 1 (Left) 99.3 41.9 552 693 11.6 14.5 1 (Right) 99.3 41.9 552 693 11.6 14.5 2 (Left) 104.1 36.4 578 726 10.5 13.2 2 (Right) 104.1 36.4 578 726 10.5 13.2 CR 104.1 7.5 578 726 4.3 5.4 Line Sum (kip) 1 16.0 2 22.1 3 14.9 Wall Load (kip) Length of Wall (ft) B7-EW/1 15.98 32.42 B7-EW/2 11.05 10.75 < refer to Shear Wall Loads - For Multiple Shear Walls in a Line B7-EW/3 11.05 10.75 < refer to Shear Wall Loads - For Multiple Shear Walls in a Line B7-EW/4 14.87 11.83 Diaphragm W/E SW Force (kip) Length (ft) Trib Width (ft) North 5.5 39 18.5 South 14.5 90 21.0 North 14.5 32 21.0 South 13.2 32 18.2 North 13.2 41 18.2 South 5.4 41 7.5 FOR DEFLECTION CHECK Use the same loads used for design for deflection check. A7-EW/A A7-EW/B A7-EW/C Force (kip)Force (plf) AB/L-45 Madrona K-8 LAN 12/14/16 Project: Madrona K-8, Area 7 EW Line 2 Designed By: LAN Date: 12/14/16 Project No.: Client: Checked By: Shear Wall Loads - For Multiple Shear Walls in a Line Wall I.D. Length Quantity PLY or OSB? PLY Length: 10.75 B7-EW/2 10.75 1 No. of Walls this Length: 1 B7-EW/3 10.75 1 Fc perp 625 Load per wall (k) Load per wall (plf) N/A 0.00000001 0 Wood E 1600 11.05 1027.91 N/A 0.00000001 0 0.00 0.00 N/A 0.00000001 0 Cd 4 0.00 0.00 N/A 0.00000001 0 0.00 0.00 0.00 0.00 Length: 10.75 No. of Walls this Length: 1 1 Load per wall (k) Load per wall (plf) 11.05 1027.91 0.00 0.00 Area 7 12.00 22.1 0.00 0.00 N/A 0.00000001 0.00000001 0.00 0.00 N/A 0.00000001 0.00000001 0.00 0.00 N/A 0.00000001 0.00000001 N/A 0.00000001 0.00000001 RESULTS B7 - E W / 2 B7 - E W / 3 Walls Information Level Height (ft) LRFD Total Load to Line of Walls (k)Vary Wall Type At Different Walls? AB/L-46 20 1 4 801 SECOND AVENUE, SUITE 900 SEATTLE, WA 98104 / P 206.343.0460 / cplinc.com AB/L-47 Madrona K-8 LAN Shear Wall Names - Area MM, NS MM-NS/1 MM-NS/2 MM-NS/3 MM-NS/4 MM-NS/5 20 1 4 801 SECOND AVENUE, SUITE 900 SEATTLE, WA 98104 / P 206.343.0460 / cplinc.com AB/L-48 Madrona K-8 LAN Shear Distribution - Area MM, NS 2.3 k (4.2 k) 2.3 k 4.7 k 2.4 k (4.5 k) 3.2 k (5.9 k) 1.6 k (3.0 k) 2.3 k (4.2 k)2.4 k (4.5 k) 3.2 k (5.9 k) 1.6 k (3.0 k) 5.6 k 4.8 k 1.6 k AREA MECH MEZZ - NS FOR SHEAR WALL AND DIAPHRAGM DESIGN In this direction, there is a flexible diaphragm. r =1 r =1 Ax = 1 < There is no torsional irregularity. Base shear = 19.3 kip Diaphragm force = 36.2 kip Overall area = 2916.0 sf Distributed force = 6.6 psf, for a shear wall 12.4 psf, for diaphragm Span Trib Width (ft)Length (ft)Shear Wall Diaphragm Shear Wall Diaphragm 1 (Left) 17.8 38.6 117 220 2.3 4.2 1 (Right) 17.8 38.6 117 220 2.3 4.2 2 (Left) 17.8 40.9 117 220 2.4 4.5 2 (Right) 17.8 40.9 117 220 2.4 4.5 3 (Left) 45.3 21.1 300 562 3.2 5.9 3 (Right) 45.3 21.1 300 562 3.2 5.9 4 (Left) 45.3 10.8 300 562 1.6 3.0 4 (Right) 45.3 10.8 300 562 1.6 3.0 Line Sum (kip) 1 2.3 2 4.7 3 5.6 4 4.8 5 1.6 Wall Load (kip)Length of Wall (ft) MM-NS/1 2.3 17.33 MM-NS/2 4.7 17.33 MM-NS/3 5.6 22.25 MM-NS/4 4.8 20.92 MM-NS/5 1.6 10.08 Diaphragm N/S SW Force (kip)Length (ft)Trib Width (ft) West 0.0 0 0.0 East 4.2 17 19.3 West 4.2 17 19.3 East 4.5 17 20.5 West 4.5 17 20.5 East 5.9 45 10.5 West 5.9 45 10.5 East 3.0 45 5.4 West 3.0 45 5.4 East 0.0 0 0.0 FOR DEFLECTION CHECK Use the same loads used for design for deflection check. MM-NS/A MM-NS/B MM-NS/E MM-NS/C MM-NS/D Force (plf) Force (kip) AB/L-49 Madrona K-8 LAN 12/14/16 20 1 4 801 SECOND AVENUE, SUITE 900 SEATTLE, WA 98104 / P 206.343.0460 / cplinc.com AB/L-50 Madrona K-8 LAN Shear Wall Names - Area MM, EW MM - E W / 1 MM - E W / 2 MM - E W / 3 MM - E W / 4 MM - E W / 5 20 1 4 801 SECOND AVENUE, SUITE 900 SEATTLE, WA 98104 / P 206.343.0460 / cplinc.com AB/L-51 Madrona K-8 LAN Shear Distribution - Area MM, EW 0.5 k (1.0 k) 3.3 k 2.7 k (5.1 k) 2.7 k (5.1 k) 6.4 k (11.9 k) 6.4 k (11.9 k) 9.1 k 6.4 k AREA MECH MEZZ - EW FOR SHEAR WALL AND DIAPHRAGM DESIGN In this direction, there is a flexible diaphragm. r =1 r =1 Ax = 1 < There is no torsional irregularity. Base shear = 19.3 kip Diaphragm force = 36.2 kip Overall area = 2916.0 sf Distributed force = 6.6 psf, for a shear wall 12.4 psf, for diaphragm Span Trib Width (ft) Length (ft) Shear Wall Diaphragm Shear Wall Diaphragm CL 32.5 2.4 215 403 0.5 1.0 1 (Left) 32.5 25.4 215 403 2.7 5.1 1 (Right) 32.5 25.4 215 403 2.7 5.1 2 (Left) 111.6 17.3 739 1384 6.4 11.9 2 (Right) 111.6 17.3 739 1384 6.4 11.9 Line Sum (kip) 1 3.3 2 9.1 3 6.4 Wall Load (kip) Length of Wall (ft) MM-EW/1 3.2 18.42 < refer to Shear Wall Loads - For Multiple Shear Walls in a Line MM-EW/2 0.1 11 < refer to Shear Wall Loads - For Multiple Shear Walls in a Line MM-EW/3 3.8 19.33 < refer to Shear Wall Loads - For Multiple Shear Walls in a Line MM-EW/4 5.3 25.67 < refer to Shear Wall Loads - For Multiple Shear Walls in a Line MM-EW/5 6.4 30.58 Diaphragm W/E SW Force (kip) Length (ft) Trib Width (ft) North 1.0 26 2.4 South 5.1 26 12.7 North 5.1 45 12.7 South 11.9 45 8.6 North 11.9 112 8.6 South 0.0 0 0.0 FOR DEFLECTION CHECK Use the same loads used for design for deflection check. MM-EW/C Force (plf) Force (kip) MM-EW/A MM-EW/B AB/L-52 Madrona K-8 LAN 12/14/16 Project: Madrona K-8, Area MM EW Line 1 Designed By: LAN Date: 12/14/16 Project No.: Client: Checked By: Shear Wall Loads - For Multiple Shear Walls in a Line Wall I.D. Length Quantity PLY or OSB? PLY Length: 18.42 MM-EW/1 18.41666667 1 No. of Walls this Length: 1 MM-EW/2 11 1 Fc perp 625 Load per wall (k) Load per wall (plf) N/A 0.00000001 0 Wood E 1600 3.18 172.76 N/A 0.00000001 0 0.00 0.00 N/A 0.00000001 0 Cd 4 0.00 0.00 N/A 0.00000001 0 0.00 0.00 0.00 0.00 Length: 11.00 No. of Walls this Length: 1 1 Load per wall (k) Load per wall (plf) 0.12 10.76 0.00 0.00 Area MM 12.00 3.3 0.00 0.00 N/A 0.00000001 0.00000001 0.00 0.00 N/A 0.00000001 0.00000001 0.00 0.00 N/A 0.00000001 0.00000001 N/A 0.00000001 0.00000001 RESULTS MM - E W / 1 MM - E W / 2 Walls Information Level Height (ft) LRFD Total Load to Line of Walls (k)Vary Wall Type At Different Walls? AB/L-53 Project: Madrona K-8, Area MM EW Line 2 Designed By: LAN Date: 12/14/16 Project No.: Client: Checked By: Shear Wall Loads - For Multiple Shear Walls in a Line Wall I.D. Length Quantity PLY or OSB? PLY Length: 19.33 MM-EW/3 19.33333333 1 No. of Walls this Length: 1 MM-EW/4 25.66666667 1 Fc perp 625 Load per wall (k) Load per wall (plf) N/A 0.00000001 0 Wood E 1600 3.83 198.23 N/A 0.00000001 0 0.00 0.00 N/A 0.00000001 0 Cd 4 0.00 0.00 N/A 0.00000001 0 0.00 0.00 0.00 0.00 Length: 25.67 No. of Walls this Length: 1 1 Load per wall (k) Load per wall (plf) 5.27 205.23 0.00 0.00 Area MM 12.00 9.1 0.00 0.00 N/A 0.00000001 0.00000001 0.00 0.00 N/A 0.00000001 0.00000001 0.00 0.00 N/A 0.00000001 0.00000001 N/A 0.00000001 0.00000001 RESULTS MM - E W / 3 MM - E W / 4 Walls Information Level Height (ft) LRFD Total Load to Line of Walls (k)Vary Wall Type At Different Walls? AB/L-54 AREAS A AND B LATERAL DESIGN – SHEAR WALL DESIGN AB/L-55 Madrona K-8 LAN 12/14/16 AREAS 3-7 AND AREA MM SHEAR WALLS THAT TAKE LOAD FROM MULTIPLE AREAS Area 3 Area 4 Area 5 Area 6 Mech Mezz B34-NS/1 66.8 4.8 3.5 0.0 0.0 75.1 B46-NS/1 0.0 12.3 3.4 15.2 0.0 30.9 MM-NS/3** 0.0 12.3 3.4 15.2 0.0 30.9 B46-NS/2 0.0 6.6 0.1 8.2 0.0 14.9 MM-NS/4*** 0.0 0.0 0.0 4.3 4.8 9.1 B34-EW/1 6.9 16.8 0.0 0.0 0.0 23.7 B3-EW/3 14.9 0.0 4.0 0.0 0.0 18.9 B4-EW/1 0.0 20.9 3.1 0.0 0.0 23.9 MM-EW/3**** 0.0 10.4 1.5 0.0 3.8 15.8 MM-EW/4***** 0.0 10.4 1.5 0.0 5.3 17.2 MM-EW/5***** 0.0 0.0 0.0 18.4 6.4 24.8 **B46-NS/1 distributes the load to MM-NS/3 ***B6-NS/1 distributes the load to MM-NS/4 ****B4-EW/1 distributes half the load to MM-EW/3 and half to MM-EW/4 *****B6-EW/4 distributes the load to MM-EW/5 Load (kip)Total Load (kip)Wall AB/L-56 Project: Date:12/14/2016 Engr:LAN Shear Walls VSW LSW vSW 10d (kips)(ft)(plf)Shear wall Area 3 W6 490 North-South W4 735 B3-NS/1 14.6 11.08333 1314 2W3 0.68 W3 960 B3-NS/2 3.9 6.416667 600 W4 0.82 W2 1230 B3-NS/3 5.3 8.083333 657 W3 0.68 2W4 1470 B3-NS/4 4.2 6.833333 621 W4 0.84 2W3 1920 B3-NS/5 5.4 8.25 659 W3 0.69 2W2 2465 B3-NS/6 11.4 36.58333 312 W6 0.64 W2-5/8 1395 B3-NS/7 0.9 8.25 107 W6 0.22 B34-NS/1 75.1 66.08333 1137 2W4 0.77 ** B3-NS/1 needs to be a 2W2 for deflection to be acceptable East-West B34-EW/1 23.7 66.25 358 W6 0.73 B3-EW/1 16.2 21.58 749 W3 0.78 B3-EW/2 16.9 20.92 808 W3 0.84 B3-EW/3 18.9 36.17 522 W4 0.71 B3-EW/4 11.2 21.67 518 W4 0.71 B3-EW/5 3.8 9.67 390 W6 0.80 VSW LSW vSW 10d (kips)(ft)(plf)Shear wall Area 4 North-South B46-NS/1 30.9 27.75 1113 2W4 0.76 B46-NS/2 14.9 16.33 914 W2 0.74 East-West B4-EW/1 23.9 79.58 301 W6 0.61 Madrona K-8, Areas 3-7 and Area MM (Areas A and B) Shear Wall Capacity (LRFD) - 10dDCRShear Wall Number DCRShear Wall Number AB/L-57 VSW LSW vSW 10d (kips)(ft)(plf)Shear wall Area 6 North-South B6-NS/1 4.3 14.83 290 W6 0.59 B6-NS/2 4.2 14.58 289 W6 0.59 B6-NS/3 5.3 17.58 300 W6 0.61 B6-NS/4 12.8 40.67 314 W6 0.64 B6-NS/5 5.8 19.00 303 W6 0.62 B6-NS/6 5.2 17.33 300 W6 0.61 B6-NS/7 26.2 19.50 1342 2W3 0.70 B6-NS/8 5.7 10.50 541 W4 0.74 East-West B6-EW/1 18.6 45.00 413 W6 0.84 B6-EW/2 6.8 17.25 397 W6 0.81 B6-EW/3 23.4 41.08 570 W4 0.78 B6-EW/4 18.4 32.42 567 W4 0.77 B6-EW/5 19.6 32.42 604 W4 0.82 VSW LSW vSW 10d (kips)(ft)(plf)Shear wall Area 7 North-South B7-NS/1 15.2 21.08 721 W3 0.75 B7-NS/2 7.8 30.58 255 W6 0.52 B7-NS/3 7.8 30.58 255 W6 0.52 B7-NS/4 7.7 26.75 288 W6 0.59 B7-NS/5 7.8 8.25 944 W2 0.77 B7-NS/6 8.4 8.33 1002 W2 0.81 East-West B7-EW/1 16.0 32.42 493 W4 0.67 B7-EW/2 11.1 10.75 1028 W2 0.84 B7-EW/3 11.1 10.75 1028 W2 0.84 B7-EW/4 14.9 11.83 1257 2W3 0.65 ** B7-EW/2 and B7-EW/3 need to be a 2W4 for deflection to be acceptable ** B7-EW/4 needs to be a 2W2 for deflection to be acceptable DCR DCRShear Wall Number Shear Wall Number AB/L-58 VSW LSW vSW 10d (kips)(ft)(plf)Shear wall Mech Mezz North-South MM-NS/1 2.3 17.33 131 W6 0.27 MM-NS/2 4.7 17.33 270 W6 0.55 MM-NS/3 30.9 22.25 1388 2W3 0.72 MM-NS/4 9.1 20.92 435 W4 0.59 MM-NS/5 1.6 10.08 161 W6 0.33 East-West MM-EW/1 3.2 18.42 173 W6 0.35 MM-EW/2 0.1 11.00 11 W6 0.02 MM-EW/3 15.8 19.33 817 W2 0.66 MM-EW/4 17.2 25.67 671 W3 0.70 MM-EW/5 24.8 30.58 810 W3 0.84 Shear Wall Number DCR AB/L-59 AREAS A AND B LATERAL DESIGN – DEFLECTION CHECK AB/L-60 Project: Madrona K-8, B3-NS/1 Designed By: LAN Date: Project No.: Client: Checked By: Sheet: 1 of 1 Shear Wall Deflections ALL INPUTS LRFD PLY or OSB? PLY 625 1600 Wall Length 11.08 ft ASD (in) LRFD (in) HD Deflection Limits 0 0.135 0.19 Level Wall Length (ft) Floor Height (ft) LRFD Wall Load (plf) Wall Type Ga (k/in) HD Wood Area (in2) Recommended HD Wood Area (in2)Wall Load, LRFD (k) Roof 11.08 12.00 1314 2W2 46 16 16 14.56 Level Cumulative Bending Deflection (in) Cumulative Shear Deflection (in) Cumulative Holdown Deflection (in) Total Cumulative Deflection (in) Cumulative Deflection with Cd/Ie (in)Story Drift (in) Drift Ratio Allowable Drift Ratio (in)Drift Ratio Acceptable? Roof 0.064 0.343 0.205 0.612 1.958 1.958 0.014 0.015 YES Fc perp Wood E SDPWS Deflections AB/L-61 (Deflection Calculations are based on SDPWS Eq. 4.3-1) SEE HOLDOWN DESIGN FOR DETERMINATION OF DEFLECTION LIMIT, TYP. Shear Wall Deflections Project: Madrona K-8, B3-NS/2 Designed By: LAN Date: Project No.: Client: Checked By: Sheet: 1 of 1 Shear Wall Deflections ALL INPUTS LRFD PLY or OSB? PLY 625 1600 Wall Length 6.42 ft ASD (in) LRFD (in) HD Deflection Limits 0 0.067 0.09 Level Wall Length (ft) Floor Height (ft) LRFD Wall Load (plf) Wall Type Ga (k/in) HD Wood Area (in2) Recommended HD Wood Area (in2) Wall Load, LRFD (k) Roof 6.42 12.00 600 W4 17 16 16 3.85 Fc perp Wood E AB/L-62 (Deflection Calculations are based on SDPWS Eq. 4.3-1) SEE HOLDOWN DESIGN FOR DETERMINATION OF DEFLECTION LIMIT, TYP. Shear Wall Deflections Project: Madrona K-8, B3-NS/3 Designed By: LAN Date: Project No.: Client: Checked By: Sheet: 1 of 1 Shear Wall Deflections ALL INPUTS LRFD PLY or OSB? PLY 625 1600 Wall Length 8.08 ft ASD (in) LRFD (in) HD Deflection Limits 0 0.069 0.10 Level Wall Length (ft) Floor Height (ft) LRFD Wall Load (plf) Wall Type Ga (k/in) HD Wood Area (in2) Recommended HD Wood Area (in2) Wall Load, LRFD (k) Roof 8.08 12.00 657 W3 19 16 16 5.31 Level Cumulative Bending Deflection (in) Cumulative Shear Deflection (in) Cumulative Holdown Deflection (in) Total Cumulative Deflection (in) Cumulative Deflection with Cd/Ie (in)Story Drift (in) Drift Ratio Allowable Drift Ratio (in)Drift Ratio Acceptable? Roof 0.044 0.415 0.144 0.602 1.927 1.927 0.013 0.015 YES SDPWS Deflections Fc perp Wood E AB/L-63 (Deflection Calculations are based on SDPWS Eq. 4.3-1) SEE HOLDOWN DESIGN FOR DETERMINATION OF DEFLECTION LIMIT, TYP. Shear Wall Deflections Project: Madrona K-8, B3-NS/4 Designed By: LAN Date: Project No.: Client: Checked By: Sheet: 1 of 1 Shear Wall Deflections ALL INPUTS LRFD PLY or OSB? PLY 625 1600 Wall Length 6.83 ft ASD (in) LRFD (in) HD Deflection Limits 0 0.068 0.10 Level Wall Length (ft) Floor Height (ft) LRFD Wall Load (plf) Wall Type Ga (k/in) HD Wood Area (in2) Recommended HD Wood Area (in2) Wall Load, LRFD (k) Roof 6.83 12.00 620 W4 17 16 16 4.24 Level Cumulative Bending Deflection (in) Cumulative Shear Deflection (in) Cumulative Holdown Deflection (in) Total Cumulative Deflection (in) Cumulative Deflection with Cd/Ie (in)Story Drift (in) Drift Ratio Allowable Drift Ratio (in)Drift Ratio Acceptable? Roof 0.049 0.438 0.167 0.654 2.094 2.094 0.015 0.015 YES SDPWS Deflections Fc perp Wood E AB/L-64 (Deflection Calculations are based on SDPWS Eq. 4.3-1) SEE HOLDOWN DESIGN FOR DETERMINATION OF DEFLECTION LIMIT, TYP. Shear Wall Deflections Project: Madrona K-8, B3-NS/5 Designed By: LAN Date: Project No.: Client: Checked By: Sheet: 1 of 1 Shear Wall Deflections ALL INPUTS LRFD PLY or OSB? PLY 625 1600 Wall Length 8.25 ft ASD (in) LRFD (in) HD Deflection Limits 0 0.063 0.09 Level Wall Length (ft) Floor Height (ft) LRFD Wall Load (plf) Wall Type Ga (k/in) HD Wood Area (in2) Recommended HD Wood Area (in2) Wall Load, LRFD (k) Roof 8.25 12.00 659 W3 19 16 16 5.44 Level Cumulative Bending Deflection (in) Cumulative Shear Deflection (in) Cumulative Holdown Deflection (in) Total Cumulative Deflection (in) Cumulative Deflection with Cd/Ie (in)Story Drift (in) Drift Ratio Allowable Drift Ratio (in)Drift Ratio Acceptable? Roof 0.043 0.416 0.129 0.588 1.882 1.882 0.013 0.015 YES SDPWS Deflections Fc perp Wood E AB/L-65 (Deflection Calculations are based on SDPWS Eq. 4.3-1) SEE HOLDOWN DESIGN FOR DETERMINATION OF DEFLECTION LIMIT, TYP. Shear Wall Deflections Project: Madrona K-8, B3-NS/6 Designed By: LAN Date: Project No.: Client: Checked By: Sheet: 1 of 1 Shear Wall Deflections ALL INPUTS LRFD PLY or OSB? PLY 625 1600 Wall Length 36.58 ft ASD (in) LRFD (in) HD Deflection Limits 0 0.018 0.03 Level Wall Length (ft) Floor Height (ft) LRFD Wall Load (plf) Wall Type Ga (k/in) HD Wood Area (in2) Recommended HD Wood Area (in2) Wall Load, LRFD (k) Roof 36.58 12.00 312 W6 14 16 16 11.40 Level Cumulative Bending Deflection (in) Cumulative Shear Deflection (in) Cumulative Holdown Deflection (in) Total Cumulative Deflection (in) Cumulative Deflection with Cd/Ie (in)Story Drift (in) Drift Ratio Allowable Drift Ratio (in)Drift Ratio Acceptable? Roof 0.005 0.267 0.008 0.280 0.896 0.896 0.006 0.015 YES SDPWS Deflections Fc perp Wood E AB/L-66 (Deflection Calculations are based on SDPWS Eq. 4.3-1) SEE HOLDOWN DESIGN FOR DETERMINATION OF DEFLECTION LIMIT, TYP. Shear Wall Deflections Project: Madrona K-8, B3-NS/7 Designed By: LAN Date: Project No.: Client: Checked By: Sheet: 1 of 1 Shear Wall Deflections ALL INPUTS LRFD PLY or OSB? PLY 625 1600 Wall Length 8.25 ft ASD (in) LRFD (in) HD Deflection Limits 0 0.000 0.00 Level Wall Length (ft) Floor Height (ft) LRFD Wall Load (plf) Wall Type Ga (k/in) HD Wood Area (in2) Recommended HD Wood Area (in2) Wall Load, LRFD (k) Roof 8.25 12.00 107 W6 14 16 16 0.88 Level Cumulative Bending Deflection (in) Cumulative Shear Deflection (in) Cumulative Holdown Deflection (in) Total Cumulative Deflection (in) Cumulative Deflection with Cd/Ie (in)Story Drift (in) Drift Ratio Allowable Drift Ratio (in)Drift Ratio Acceptable? Roof 0.007 0.091 0.000 0.098 0.315 0.315 0.002 0.015 YES SDPWS Deflections Fc perp Wood E AB/L-67 (Deflection Calculations are based on SDPWS Eq. 4.3-1) SEE HOLDOWN DESIGN FOR DETERMINATION OF DEFLECTION LIMIT, TYP. Shear Wall Deflections Project: Madrona K-8, B3-EW/1 Designed By: LAN Date: Project No.: Client: Checked By: Sheet: 1 of 1 Shear Wall Deflections ALL INPUTS LRFD PLY or OSB? PLY 625 1600 Wall Length 21.58 ft ASD (in) LRFD (in) HD Deflection Limits 0 0.073 0.10 Level Wall Length (ft) Floor Height (ft) LRFD Wall Load (plf) Wall Type Ga (k/in) HD Wood Area (in2) Recommended HD Wood Area (in2) Wall Load, LRFD (k) Roof 21.58 12.00 749 W3 19 16 16 16.16 Level Cumulative Bending Deflection (in) Cumulative Shear Deflection (in) Cumulative Holdown Deflection (in) Total Cumulative Deflection (in) Cumulative Deflection with Cd/Ie (in)Story Drift (in) Drift Ratio Allowable Drift Ratio (in)Drift Ratio Acceptable? Roof 0.019 0.473 0.057 0.549 1.756 1.756 0.012 0.015 YES SDPWS Deflections Fc perp Wood E AB/L-68 (Deflection Calculations are based on SDPWS Eq. 4.3-1) SEE HOLDOWN DESIGN FOR DETERMINATION OF DEFLECTION LIMIT, TYP. Shear Wall Deflections Project: Madrona K-8, B3-EW/2 Designed By: LAN Date: Project No.: Client: Checked By: Sheet: 1 of 1 Shear Wall Deflections ALL INPUTS LRFD PLY or OSB? PLY 625 1600 Wall Length 20.92 ft ASD (in) LRFD (in) HD Deflection Limits 0 0.083 0.12 Level Wall Length (ft) Floor Height (ft) LRFD Wall Load (plf) Wall Type Ga (k/in) HD Wood Area (in2) Recommended HD Wood Area (in2) Wall Load, LRFD (k) Roof 20.92 12.00 807 W3 19 16 16 16.89 Level Cumulative Bending Deflection (in) Cumulative Shear Deflection (in) Cumulative Holdown Deflection (in) Total Cumulative Deflection (in) Cumulative Deflection with Cd/Ie (in)Story Drift (in) Drift Ratio Allowable Drift Ratio (in)Drift Ratio Acceptable? Roof 0.021 0.510 0.066 0.597 1.911 1.911 0.013 0.015 YES SDPWS Deflections Fc perp Wood E AB/L-69 (Deflection Calculations are based on SDPWS Eq. 4.3-1) SEE HOLDOWN DESIGN FOR DETERMINATION OF DEFLECTION LIMIT, TYP. Shear Wall Deflections Project: Madrona K-8, B3-EW/3 Designed By: LAN Date: Project No.: Client: Checked By: Sheet: 1 of 1 Shear Wall Deflections ALL INPUTS LRFD PLY or OSB? PLY 625 1600 Wall Length 36.17 ft ASD (in) LRFD (in) HD Deflection Limits 0 0.053 0.07 Level Wall Length (ft) Floor Height (ft) LRFD Wall Load (plf) Wall Type Ga (k/in) HD Wood Area (in2) Recommended HD Wood Area (in2) Wall Load, LRFD (k) Roof 36.17 12.00 522 W4 17 16 16 18.87 Level Cumulative Bending Deflection (in) Cumulative Shear Deflection (in) Cumulative Holdown Deflection (in) Total Cumulative Deflection (in) Cumulative Deflection with Cd/Ie (in)Story Drift (in) Drift Ratio Allowable Drift Ratio (in)Drift Ratio Acceptable? Roof 0.008 0.368 0.025 0.401 1.283 1.283 0.009 0.015 YES SDPWS Deflections Fc perp Wood E AB/L-70 (Deflection Calculations are based on SDPWS Eq. 4.3-1) SEE HOLDOWN DESIGN FOR DETERMINATION OF DEFLECTION LIMIT, TYP. Shear Wall Deflections Project: Madrona K-8, B3-EW/4 Designed By: LAN Date: Project No.: Client: Checked By: Sheet: 1 of 1 Shear Wall Deflections ALL INPUTS LRFD PLY or OSB? PLY 625 1600 Wall Length 21.67 ft ASD (in) LRFD (in) HD Deflection Limits 0 0.053 0.07 Level Wall Length (ft) Floor Height (ft) LRFD Wall Load (plf) Wall Type Ga (k/in) HD Wood Area (in2) Recommended HD Wood Area (in2) Wall Load, LRFD (k) Roof 21.67 12.00 518 W4 17 16 16 11.23 Level Cumulative Bending Deflection (in) Cumulative Shear Deflection (in) Cumulative Holdown Deflection (in) Total Cumulative Deflection (in) Cumulative Deflection with Cd/Ie (in)Story Drift (in) Drift Ratio Allowable Drift Ratio (in)Drift Ratio Acceptable? Roof 0.013 0.366 0.041 0.420 1.344 1.344 0.009 0.015 YES SDPWS Deflections Fc perp Wood E AB/L-71 (Deflection Calculations are based on SDPWS Eq. 4.3-1) SEE HOLDOWN DESIGN FOR DETERMINATION OF DEFLECTION LIMIT, TYP. Shear Wall Deflections Project: Madrona K-8, B3-EW/5 Designed By: LAN Date: Project No.: Client: Checked By: Sheet: 1 of 1 Shear Wall Deflections ALL INPUTS LRFD PLY or OSB? PLY 625 1600 Wall Length 9.67 ft ASD (in) LRFD (in) HD Deflection Limits 0 0.046 0.06 Level Wall Length (ft) Floor Height (ft) LRFD Wall Load (plf) Wall Type Ga (k/in) HD Wood Area (in2) Recommended HD Wood Area (in2) Wall Load, LRFD (k) Roof 9.67 12.00 390 W6 14 16 16 3.77 Level Cumulative Bending Deflection (in) Cumulative Shear Deflection (in) Cumulative Holdown Deflection (in) Total Cumulative Deflection (in) Cumulative Deflection with Cd/Ie (in)Story Drift (in) Drift Ratio Allowable Drift Ratio (in)Drift Ratio Acceptable? Roof 0.022 0.334 0.080 0.436 1.395 1.395 0.010 0.015 YES SDPWS Deflections Fc perp Wood E AB/L-72 (Deflection Calculations are based on SDPWS Eq. 4.3-1) SEE HOLDOWN DESIGN FOR DETERMINATION OF DEFLECTION LIMIT, TYP. Shear Wall Deflections Project: Madrona K-8, B34-NS/1 Designed By: LAN Date: Project No.: Client: Checked By: Sheet: 1 of 1 Shear Wall Deflections ALL INPUTS LRFD PLY or OSB? PLY 625 1600 Wall Length 66.08 ft ASD (in) LRFD (in) HD Deflection Limits 0 0.000 0.00 Level Wall Length (ft) Floor Height (ft) LRFD Wall Load (plf) Wall Type Ga (k/in) HD Wood Area (in2) Recommended HD Wood Area (in2) Wall Load, LRFD (k) Roof 66.08 12.00 1137 2W4 34 16 16 75.14 Level Cumulative Bending Deflection (in) Cumulative Shear Deflection (in) Cumulative Holdown Deflection (in) Total Cumulative Deflection (in) Cumulative Deflection with Cd/Ie (in)Story Drift (in) Drift Ratio Allowable Drift Ratio (in)Drift Ratio Acceptable? Roof 0.009 0.401 0.000 0.411 1.314 1.314 0.009 0.015 YES SDPWS Deflections Fc perp Wood E AB/L-73 (Deflection Calculations are based on SDPWS Eq. 4.3-1) SEE HOLDOWN DESIGN FOR DETERMINATION OF DEFLECTION LIMIT, TYP. Shear Wall Deflections Project: Madrona K-8, B34-EW/1 Designed By: LAN Date: Project No.: Client: Checked By: Sheet: 1 of 1 Shear Wall Deflections ALL INPUTS LRFD PLY or OSB? PLY 625 1600 Wall Length 66.25 ft ASD (in) LRFD (in) HD Deflection Limits 0 0.029 0.04 Level Wall Length (ft) Floor Height (ft) LRFD Wall Load (plf) Wall Type Ga (k/in) HD Wood Area (in2) Recommended HD Wood Area (in2)Wall Load, LRFD (k) Roof 66.25 12.00 358 W6 14 16 16 23.74 Level Cumulative Bending Deflection (in) Cumulative Shear Deflection (in) Cumulative Holdown Deflection (in) Total Cumulative Deflection (in) Cumulative Deflection with Cd (in)Story Drift (in) Drift Ratio Allowable Drift Ratio (in)Drift Ratio Acceptable? Roof 0.003 0.307 0.007 0.317 1.270 1.270 0.009 0.015 YES Fc perp Wood E SDPWS Deflections AB/L-74 (Deflection Calculations are based on SDPWS Eq. 4.3-1) SEE HOLDOWN DESIGN FOR DETERMINATION OF DEFLECTION LIMIT, TYP. Shear Wall Deflections Project: Madrona K-8, B4-EW/1 Designed By: LAN Date: Project No.: Client: Checked By: Sheet: 1 of 1 Shear Wall Deflections ALL INPUTS LRFD PLY or OSB? PLY 625 1600 Wall Length 79.58 ft ASD (in) LRFD (in) HD Deflection Limits 0 0.000 0.00 Level Wall Length (ft) Floor Height (ft) LRFD Wall Load (plf) Wall Type Ga (k/in) HD Wood Area (in2) Recommended HD Wood Area (in2)Wall Load, LRFD (k) Roof 79.58 12.00 301 W6 14 16 16 23.92 Level Cumulative Bending Deflection (in) Cumulative Shear Deflection (in) Cumulative Holdown Deflection (in) Total Cumulative Deflection (in) Cumulative Deflection with Cd/Ie (in)Story Drift (in) Drift Ratio Allowable Drift Ratio (in)Drift Ratio Acceptable? Roof 0.002 0.258 0.000 0.260 0.831 0.831 0.006 0.015 YES Fc perp Wood E SDPWS Deflections AB/L-75 (Deflection Calculations are based on SDPWS Eq. 4.3-1) SEE HOLDOWN DESIGN FOR DETERMINATION OF DEFLECTION LIMIT, TYP. Shear Wall Deflections Project: Madrona K-8, B46-NS/1 Designed By: LAN Date: Project No.: Client: Checked By: Sheet: 1 of 1 Shear Wall Deflections ALL INPUTS LRFD PLY or OSB? PLY 625 1600 Wall Length 27.75 ft ASD (in) LRFD (in) HD Deflection Limits 0 0.000 0.00 Level Wall Length (ft) Floor Height (ft) LRFD Wall Load (plf) Wall Type Ga (k/in) HD Wood Area (in2) Recommended HD Wood Area (in2)Wall Load, LRFD (k) Roof 27.75 12.00 1113 2W4 34 16 16 30.88 Level Cumulative Bending Deflection (in) Cumulative Shear Deflection (in) Cumulative Holdown Deflection (in) Total Cumulative Deflection (in) Cumulative Deflection with Cd/Ie (in)Story Drift (in) Drift Ratio Allowable Drift Ratio (in)Drift Ratio Acceptable? Roof 0.022 0.393 0.000 0.414 1.326 1.326 0.009 0.015 YES Fc perp Wood E SDPWS Deflections AB/L-76 (Deflection Calculations are based on SDPWS Eq. 4.3-1) SEE HOLDOWN DESIGN FOR DETERMINATION OF DEFLECTION LIMIT, TYP. Shear Wall Deflections Project: Madrona K-8, B46-NS/2 Designed By: LAN Date: Project No.: Client: Checked By: Sheet: 1 of 1 Shear Wall Deflections ALL INPUTS LRFD PLY or OSB? PLY 625 1600 Wall Length 16.33 ft ASD (in) LRFD (in) HD Deflection Limits 0 0.062 0.09 Level Wall Length (ft) Floor Height (ft) LRFD Wall Load (plf) Wall Type Ga (k/in) HD Wood Area (in2) Recommended HD Wood Area (in2)Wall Load, LRFD (k) Roof 16.33 12.00 913 W2 23 16 16 14.92 Level Cumulative Bending Deflection (in) Cumulative Shear Deflection (in) Cumulative Holdown Deflection (in) Total Cumulative Deflection (in) Cumulative Deflection with Cd/Ie (in)Story Drift (in) Drift Ratio Allowable Drift Ratio (in)Drift Ratio Acceptable? Roof 0.030 0.477 0.064 0.570 1.826 1.826 0.013 0.015 YES SDPWS Deflections Fc perp Wood E AB/L-77 (Deflection Calculations are based on SDPWS Eq. 4.3-1) SEE HOLDOWN DESIGN FOR DETERMINATION OF DEFLECTION LIMIT, TYP. Shear Wall Deflections Project: Madrona K-8, B6-NS/1 Designed By: LAN Date: Project No.: Client: Checked By: Sheet: 1 of 1 Shear Wall Deflections ALL INPUTS LRFD PLY or OSB? PLY 625 1600 Wall Length 14.83 ft ASD (in) LRFD (in) HD Deflection Limits 0 0.000 0.00 Level Wall Length (ft) Floor Height (ft) LRFD Wall Load (plf) Wall Type Ga (k/in) HD Wood Area (in2) Recommended HD Wood Area (in2)Wall Load, LRFD (k) Roof 14.83 12.00 290 W6 14 16 16 4.30 Level Cumulative Bending Deflection (in) Cumulative Shear Deflection (in) Cumulative Holdown Deflection (in) Total Cumulative Deflection (in) Cumulative Deflection with Cd/Ie (in)Story Drift (in) Drift Ratio Allowable Drift Ratio (in)Drift Ratio Acceptable? Roof 0.011 0.248 0.000 0.259 0.829 0.829 0.006 0.015 YES Fc perp Wood E SDPWS Deflections AB/L-78 (Deflection Calculations are based on SDPWS Eq. 4.3-1) SEE HOLDOWN DESIGN FOR DETERMINATION OF DEFLECTION LIMIT, TYP. Shear Wall Deflections Project: Madrona K-8, B6-NS/2 Designed By: LAN Date: Project No.: Client: Checked By: Sheet: 1 of 1 Shear Wall Deflections ALL INPUTS LRFD PLY or OSB? PLY 625 1600 Wall Length 14.58 ft ASD (in) LRFD (in) HD Deflection Limits 0 0.084 0.12 Level Wall Length (ft) Floor Height (ft) LRFD Wall Load (plf) Wall Type Ga (k/in) HD Wood Area (in2) Recommended HD Wood Area (in2) Wall Load, LRFD (k) Roof 14.58 12.00 289 W6 14 16 16 4.21 Level Cumulative Bending Deflection (in) Cumulative Shear Deflection (in) Cumulative Holdown Deflection (in) Total Cumulative Deflection (in) Cumulative Deflection with Cd/Ie (in)Story Drift (in) Drift Ratio Allowable Drift Ratio (in)Drift Ratio Acceptable? Roof 0.011 0.247 0.097 0.355 1.136 1.136 0.008 0.015 YES SDPWS Deflections Fc perp Wood E AB/L-79 (Deflection Calculations are based on SDPWS Eq. 4.3-1) SEE HOLDOWN DESIGN FOR DETERMINATION OF DEFLECTION LIMIT, TYP. Shear Wall Deflections Project: Madrona K-8, B6-NS/3 Designed By: LAN Date: Project No.: Client: Checked By: Sheet: 1 of 1 Shear Wall Deflections ALL INPUTS LRFD PLY or OSB? PLY 625 1600 Wall Length 17.58 ft ASD (in) LRFD (in) HD Deflection Limits 0 0.084 0.12 Level Wall Length (ft) Floor Height (ft) LRFD Wall Load (plf) Wall Type Ga (k/in) HD Wood Area (in2) Recommended HD Wood Area (in2) Wall Load, LRFD (k) Roof 17.58 12.00 300 W6 14 16 16 5.27 Level Cumulative Bending Deflection (in) Cumulative Shear Deflection (in) Cumulative Holdown Deflection (in) Total Cumulative Deflection (in) Cumulative Deflection with Cd/Ie (in)Story Drift (in) Drift Ratio Allowable Drift Ratio (in)Drift Ratio Acceptable? Roof 0.009 0.257 0.080 0.346 1.108 1.108 0.008 0.015 YES SDPWS Deflections Fc perp Wood E AB/L-80 (Deflection Calculations are based on SDPWS Eq. 4.3-1) SEE HOLDOWN DESIGN FOR DETERMINATION OF DEFLECTION LIMIT, TYP. Shear Wall Deflections Project: Madrona K-8, B6-NS/4 Designed By: LAN Date: Project No.: Client: Checked By: Sheet: 1 of 1 Shear Wall Deflections ALL INPUTS LRFD PLY or OSB? PLY 625 1600 Wall Length 40.67 ft ASD (in) LRFD (in) HD Deflection Limits 0 0.000 0.00 Level Wall Length (ft) Floor Height (ft) LRFD Wall Load (plf) Wall Type Ga (k/in) HD Wood Area (in2) Recommended HD Wood Area (in2) Wall Load, LRFD (k) Roof 40.67 12.00 314 W6 14 16 16 12.78 Level Cumulative Bending Deflection (in) Cumulative Shear Deflection (in) Cumulative Holdown Deflection (in) Total Cumulative Deflection (in) Cumulative Deflection with Cd/Ie (in)Story Drift (in) Drift Ratio Allowable Drift Ratio (in)Drift Ratio Acceptable? Roof 0.004 0.269 0.000 0.274 0.875 0.875 0.006 0.015 YES SDPWS Deflections Fc perp Wood E AB/L-81 (Deflection Calculations are based on SDPWS Eq. 4.3-1) SEE HOLDOWN DESIGN FOR DETERMINATION OF DEFLECTION LIMIT, TYP. Shear Wall Deflections Project: Madrona K-8, B6-NS/5 Designed By: LAN Date: Project No.: Client: Checked By: Sheet: 1 of 1 Shear Wall Deflections ALL INPUTS LRFD PLY or OSB? PLY 625 1600 Wall Length 19.00 ft ASD (in) LRFD (in) HD Deflection Limits 0 0.084 0.12 Level Wall Length (ft) Floor Height (ft) LRFD Wall Load (plf) Wall Type Ga (k/in) HD Wood Area (in2) Recommended HD Wood Area (in2) Wall Load, LRFD (k) Roof 19.00 12.00 303 W6 14 16 16 5.75 Level Cumulative Bending Deflection (in) Cumulative Shear Deflection (in) Cumulative Holdown Deflection (in) Total Cumulative Deflection (in) Cumulative Deflection with Cd/Ie (in)Story Drift (in) Drift Ratio Allowable Drift Ratio (in)Drift Ratio Acceptable? Roof 0.009 0.259 0.074 0.342 1.095 1.095 0.008 0.015 YES SDPWS Deflections Fc perp Wood E AB/L-82 (Deflection Calculations are based on SDPWS Eq. 4.3-1) SEE HOLDOWN DESIGN FOR DETERMINATION OF DEFLECTION LIMIT, TYP. Shear Wall Deflections Project: Madrona K-8, B6-NS/6 Designed By: LAN Date: Project No.: Client: Checked By: Sheet: 1 of 1 Shear Wall Deflections ALL INPUTS LRFD PLY or OSB? PLY 625 1600 Wall Length 17.33 ft ASD (in) LRFD (in) HD Deflection Limits 0 0.084 0.12 Level Wall Length (ft) Floor Height (ft) LRFD Wall Load (plf) Wall Type Ga (k/in) HD Wood Area (in2) Recommended HD Wood Area (in2) Wall Load, LRFD (k) Roof 17.33 12.00 299 W6 14 16 16 5.19 Level Cumulative Bending Deflection (in) Cumulative Shear Deflection (in) Cumulative Holdown Deflection (in) Total Cumulative Deflection (in) Cumulative Deflection with Cd/Ie (in)Story Drift (in) Drift Ratio Allowable Drift Ratio (in)Drift Ratio Acceptable? Roof 0.009 0.257 0.081 0.347 1.112 1.112 0.008 0.015 YES SDPWS Deflections Fc perp Wood E AB/L-83 (Deflection Calculations are based on SDPWS Eq. 4.3-1) SEE HOLDOWN DESIGN FOR DETERMINATION OF DEFLECTION LIMIT, TYP. Shear Wall Deflections Project: Madrona K-8, B6-NS/7 Designed By: LAN Date: Project No.: Client: Checked By: Sheet: 1 of 1 Shear Wall Deflections ALL INPUTS LRFD PLY or OSB? PLY 625 1600 Wall Length 19.50 ft ASD (in) LRFD (in) HD Deflection Limits 0 0.122 0.17 Level Wall Length (ft) Floor Height (ft) LRFD Wall Load (plf) Wall Type Ga (k/in) HD Wood Area (in2) Recommended HD Wood Area (in2) Wall Load, LRFD (k) Roof 19.50 12.00 1342 2W3 38 16 16 26.16 Level Cumulative Bending Deflection (in) Cumulative Shear Deflection (in) Cumulative Holdown Deflection (in) Total Cumulative Deflection (in) Cumulative Deflection with Cd/Ie (in)Story Drift (in) Drift Ratio Allowable Drift Ratio (in)Drift Ratio Acceptable? Roof 0.037 0.424 0.105 0.566 1.812 1.812 0.013 0.015 YES SDPWS Deflections Fc perp Wood E AB/L-84 (Deflection Calculations are based on SDPWS Eq. 4.3-1) SEE HOLDOWN DESIGN FOR DETERMINATION OF DEFLECTION LIMIT, TYP. Shear Wall Deflections Project: Madrona K-8, B6-NS/8 Designed By: LAN Date: Project No.: Client: Checked By: Sheet: 1 of 1 Shear Wall Deflections ALL INPUTS LRFD PLY or OSB? PLY 625 1600 Wall Length 10.50 ft ASD (in) LRFD (in) HD Deflection Limits 0 0.084 0.12 Level Wall Length (ft) Floor Height (ft) LRFD Wall Load (plf) Wall Type Ga (k/in) HD Wood Area (in2) Recommended HD Wood Area (in2) Wall Load, LRFD (k) Roof 10.50 12.00 541 W4 17 16 16 5.68 Level Cumulative Bending Deflection (in) Cumulative Shear Deflection (in) Cumulative Holdown Deflection (in) Total Cumulative Deflection (in) Cumulative Deflection with Cd/Ie (in)Story Drift (in) Drift Ratio Allowable Drift Ratio (in)Drift Ratio Acceptable? Roof 0.028 0.382 0.134 0.544 1.741 1.741 0.012 0.015 YES SDPWS Deflections Fc perp Wood E AB/L-85 (Deflection Calculations are based on SDPWS Eq. 4.3-1) SEE HOLDOWN DESIGN FOR DETERMINATION OF DEFLECTION LIMIT, TYP. Shear Wall Deflections Project: Madrona K-8, B6-EW/1 Designed By: LAN Date: Project No.: Client: Checked By: Sheet: 1 of 1 Shear Wall Deflections ALL INPUTS LRFD PLY or OSB? PLY 625 1600 Wall Length 45.00 ft ASD (in) LRFD (in) HD Deflection Limits 0 0.084 0.12 Level Wall Length (ft) Floor Height (ft) LRFD Wall Load (plf) Wall Type Ga (k/in) HD Wood Area (in2) Recommended HD Wood Area (in2)Wall Load, LRFD (k) Roof 45.00 12.00 412 W6 14 16 16 18.56 Level Cumulative Bending Deflection (in) Cumulative Shear Deflection (in) Cumulative Holdown Deflection (in) Total Cumulative Deflection (in) Cumulative Deflection with Cd/Ie (in)Story Drift (in) Drift Ratio Allowable Drift Ratio (in)Drift Ratio Acceptable? Roof 0.005 0.354 0.031 0.390 1.247 1.247 0.009 0.015 YES Fc perp Wood E SDPWS Deflections AB/L-86 (Deflection Calculations are based on SDPWS Eq. 4.3-1) SEE HOLDOWN DESIGN FOR DETERMINATION OF DEFLECTION LIMIT, TYP. Shear Wall Deflections Project: Madrona K-8, B6-EW/2 Designed By: LAN Date: Project No.: Client: Checked By: Sheet: 1 of 1 Shear Wall Deflections ALL INPUTS LRFD PLY or OSB? PLY 625 1600 Wall Length 17.25 ft ASD (in) LRFD (in) HD Deflection Limits 0 0.084 0.12 Level Wall Length (ft) Floor Height (ft) LRFD Wall Load (plf) Wall Type Ga (k/in) HD Wood Area (in2) Recommended HD Wood Area (in2) Wall Load, LRFD (k) Roof 17.25 12.00 397 W6 14 16 16 6.84 Level Cumulative Bending Deflection (in) Cumulative Shear Deflection (in) Cumulative Holdown Deflection (in) Total Cumulative Deflection (in) Cumulative Deflection with Cd/Ie (in)Story Drift (in) Drift Ratio Allowable Drift Ratio (in)Drift Ratio Acceptable? Roof 0.012 0.340 0.082 0.434 1.389 1.389 0.010 0.015 YES SDPWS Deflections Fc perp Wood E AB/L-87 (Deflection Calculations are based on SDPWS Eq. 4.3-1) SEE HOLDOWN DESIGN FOR DETERMINATION OF DEFLECTION LIMIT, TYP. Shear Wall Deflections Project: Madrona K-8, B6-EW/3 Designed By: LAN Date: Project No.: Client: Checked By: Sheet: 1 of 1 Shear Wall Deflections ALL INPUTS LRFD PLY or OSB? PLY 625 1600 Wall Length 41.08 ft ASD (in) LRFD (in) HD Deflection Limits 0 0.084 0.12 Level Wall Length (ft) Floor Height (ft) LRFD Wall Load (plf) Wall Type Ga (k/in) HD Wood Area (in2) Recommended HD Wood Area (in2) Wall Load, LRFD (k) Roof 41.08 12.00 570 W4 17 16 16 23.41 Level Cumulative Bending Deflection (in) Cumulative Shear Deflection (in) Cumulative Holdown Deflection (in) Total Cumulative Deflection (in) Cumulative Deflection with Cd/Ie (in)Story Drift (in) Drift Ratio Allowable Drift Ratio (in)Drift Ratio Acceptable? Roof 0.007 0.402 0.034 0.444 1.421 1.421 0.010 0.015 YES SDPWS Deflections Fc perp Wood E AB/L-88 (Deflection Calculations are based on SDPWS Eq. 4.3-1) SEE HOLDOWN DESIGN FOR DETERMINATION OF DEFLECTION LIMIT, TYP. Shear Wall Deflections Project: Madrona K-8, B6-EW/4 Designed By: LAN Date: Project No.: Client: Checked By: Sheet: 1 of 1 Shear Wall Deflections ALL INPUTS LRFD PLY or OSB? PLY 625 1600 Wall Length 32.42 ft ASD (in) LRFD (in) HD Deflection Limits 0 0.084 0.12 Level Wall Length (ft) Floor Height (ft) LRFD Wall Load (plf) Wall Type Ga (k/in) HD Wood Area (in2) Recommended HD Wood Area (in2) Wall Load, LRFD (k) Roof 32.42 12.00 567 W4 17 16 16 18.39 Level Cumulative Bending Deflection (in) Cumulative Shear Deflection (in) Cumulative Holdown Deflection (in) Total Cumulative Deflection (in) Cumulative Deflection with Cd/Ie (in)Story Drift (in) Drift Ratio Allowable Drift Ratio (in)Drift Ratio Acceptable? Roof 0.009 0.400 0.044 0.453 1.451 1.451 0.010 0.015 YES SDPWS Deflections Fc perp Wood E AB/L-89 (Deflection Calculations are based on SDPWS Eq. 4.3-1) SEE HOLDOWN DESIGN FOR DETERMINATION OF DEFLECTION LIMIT, TYP. Shear Wall Deflections Project: Madrona K-8, B6-EW/5 Designed By: LAN Date: Project No.: Client: Checked By: Sheet: 1 of 1 Shear Wall Deflections ALL INPUTS LRFD PLY or OSB? PLY 625 1600 Wall Length 32.42 ft ASD (in) LRFD (in) HD Deflection Limits 0 0.084 0.12 Level Wall Length (ft) Floor Height (ft) LRFD Wall Load (plf) Wall Type Ga (k/in) HD Wood Area (in2) Recommended HD Wood Area (in2) Wall Load, LRFD (k) Roof 32.42 12.00 604 W4 17 16 16 19.58 Level Cumulative Bending Deflection (in) Cumulative Shear Deflection (in) Cumulative Holdown Deflection (in) Total Cumulative Deflection (in) Cumulative Deflection with Cd/Ie (in)Story Drift (in) Drift Ratio Allowable Drift Ratio (in)Drift Ratio Acceptable? Roof 0.010 0.426 0.044 0.480 1.536 1.536 0.011 0.015 YES SDPWS Deflections Fc perp Wood E AB/L-90 (Deflection Calculations are based on SDPWS Eq. 4.3-1) SEE HOLDOWN DESIGN FOR DETERMINATION OF DEFLECTION LIMIT, TYP. Shear Wall Deflections Project: Madrona K-8, B7-NS/1 Designed By: LAN Date: Project No.: Client: Checked By: Sheet: 1 of 1 Shear Wall Deflections ALL INPUTS LRFD PLY or OSB? PLY 625 1600 Wall Length 21.08 ft ASD (in) LRFD (in) HD Deflection Limits 0 0.084 0.12 Level Wall Length (ft) Floor Height (ft) LRFD Wall Load (plf) Wall Type Ga (k/in) HD Wood Area (in2) Recommended HD Wood Area (in2)Wall Load, LRFD (k) Roof 21.08 12.00 721 W3 19 16 16 15.20 Level Cumulative Bending Deflection (in) Cumulative Shear Deflection (in) Cumulative Holdown Deflection (in) Total Cumulative Deflection (in) Cumulative Deflection with Cd/Ie (in)Story Drift (in) Drift Ratio Allowable Drift Ratio (in)Drift Ratio Acceptable? Roof 0.018 0.455 0.067 0.541 1.731 1.731 0.012 0.015 YES Fc perp Wood E SDPWS Deflections AB/L-91 (Deflection Calculations are based on SDPWS Eq. 4.3-1) SEE HOLDOWN DESIGN FOR DETERMINATION OF DEFLECTION LIMIT, TYP. Shear Wall Deflections Project: Madrona K-8, B7-NS/2 Designed By: LAN Date: Project No.: Client: Checked By: Sheet: 1 of 1 Shear Wall Deflections ALL INPUTS LRFD PLY or OSB? PLY 625 1600 Wall Length 30.58 ft ASD (in) LRFD (in) HD Deflection Limits 0 0.000 0.00 Level Wall Length (ft) Floor Height (ft) LRFD Wall Load (plf) Wall Type Ga (k/in) HD Wood Area (in2) Recommended HD Wood Area (in2) Wall Load, LRFD (k) Roof 30.58 12.00 255 W6 14 16 16 7.81 Level Cumulative Bending Deflection (in) Cumulative Shear Deflection (in) Cumulative Holdown Deflection (in) Total Cumulative Deflection (in) Cumulative Deflection with Cd/Ie (in)Story Drift (in) Drift Ratio Allowable Drift Ratio (in)Drift Ratio Acceptable? Roof 0.005 0.219 0.000 0.223 0.715 0.715 0.005 0.015 YES SDPWS Deflections Fc perp Wood E AB/L-92 (Deflection Calculations are based on SDPWS Eq. 4.3-1) SEE HOLDOWN DESIGN FOR DETERMINATION OF DEFLECTION LIMIT, TYP. Shear Wall Deflections Project: Madrona K-8, B7-NS/3 Designed By: LAN Date: Project No.: Client: Checked By: Sheet: 1 of 1 Shear Wall Deflections ALL INPUTS LRFD PLY or OSB? PLY 625 1600 Wall Length 30.58 ft ASD (in) LRFD (in) HD Deflection Limits 0 0.000 0.00 Level Wall Length (ft) Floor Height (ft) LRFD Wall Load (plf) Wall Type Ga (k/in) HD Wood Area (in2) Recommended HD Wood Area (in2) Wall Load, LRFD (k) Roof 30.58 12.00 255 W6 14 16 16 7.81 Level Cumulative Bending Deflection (in) Cumulative Shear Deflection (in) Cumulative Holdown Deflection (in) Total Cumulative Deflection (in) Cumulative Deflection with Cd/Ie (in)Story Drift (in) Drift Ratio Allowable Drift Ratio (in)Drift Ratio Acceptable? Roof 0.005 0.219 0.000 0.223 0.715 0.715 0.005 0.015 YES SDPWS Deflections Fc perp Wood E AB/L-93 (Deflection Calculations are based on SDPWS Eq. 4.3-1) SEE HOLDOWN DESIGN FOR DETERMINATION OF DEFLECTION LIMIT, TYP. Shear Wall Deflections Project: Madrona K-8, B7-NS/4 Designed By: LAN Date: Project No.: Client: Checked By: Sheet: 1 of 1 Shear Wall Deflections ALL INPUTS LRFD PLY or OSB? PLY 625 1600 Wall Length 26.75 ft ASD (in) LRFD (in) HD Deflection Limits 0 0.000 0.00 Level Wall Length (ft) Floor Height (ft) LRFD Wall Load (plf) Wall Type Ga (k/in) HD Wood Area (in2) Recommended HD Wood Area (in2) Wall Load, LRFD (k) Roof 26.75 12.00 288 W6 14 16 16 7.71 Level Cumulative Bending Deflection (in) Cumulative Shear Deflection (in) Cumulative Holdown Deflection (in) Total Cumulative Deflection (in) Cumulative Deflection with Cd/Ie (in)Story Drift (in) Drift Ratio Allowable Drift Ratio (in)Drift Ratio Acceptable? Roof 0.006 0.247 0.000 0.253 0.809 0.809 0.006 0.015 YES SDPWS Deflections Fc perp Wood E AB/L-94 (Deflection Calculations are based on SDPWS Eq. 4.3-1) SEE HOLDOWN DESIGN FOR DETERMINATION OF DEFLECTION LIMIT, TYP. Shear Wall Deflections Project: Madrona K-8, B7-NS/5 Designed By: LAN Date: Project No.: Client: Checked By: Sheet: 1 of 1 Shear Wall Deflections ALL INPUTS LRFD PLY or OSB? PLY 625 1600 Wall Length 12.25 ft ASD (in) LRFD (in) HD Deflection Limits 0 0.055 0.08 Level Wall Length (ft) Floor Height (ft) LRFD Wall Load (plf) Wall Type Ga (k/in) HD Wood Area (in2) Recommended HD Wood Area (in2) Wall Load, LRFD (k) Roof 12.25 12.00 636 W2 23 16 16 7.79 Level Cumulative Bending Deflection (in) Cumulative Shear Deflection (in) Cumulative Holdown Deflection (in) Total Cumulative Deflection (in) Cumulative Deflection with Cd/Ie (in)Story Drift (in) Drift Ratio Allowable Drift Ratio (in)Drift Ratio Acceptable? Roof 0.028 0.332 0.076 0.435 1.393 1.393 0.010 0.015 YES SDPWS Deflections Fc perp Wood E AB/L-95 (Deflection Calculations are based on SDPWS Eq. 4.3-1) SEE HOLDOWN DESIGN FOR DETERMINATION OF DEFLECTION LIMIT, TYP. Shear Wall Deflections Project: Madrona K-8, B7-NS/6 Designed By: LAN Date: Project No.: Client: Checked By: Sheet: 1 of 1 Shear Wall Deflections ALL INPUTS LRFD PLY or OSB? PLY 625 1600 Wall Length 8.33 ft ASD (in) LRFD (in) HD Deflection Limits 0 0.118 0.16 Level Wall Length (ft) Floor Height (ft) LRFD Wall Load (plf) Wall Type Ga (k/in) HD Wood Area (in2) Recommended HD Wood Area (in2) Wall Load, LRFD (k) Roof 10.00 12.00 1002 2W3 38 16 16 10.02 Level Cumulative Bending Deflection (in) Cumulative Shear Deflection (in) Cumulative Holdown Deflection (in) Total Cumulative Deflection (in) Cumulative Deflection with Cd/Ie (in)Story Drift (in) Drift Ratio Allowable Drift Ratio (in)Drift Ratio Acceptable? Roof 0.054 0.316 0.197 0.568 1.818 1.818 0.013 0.015 YES SDPWS Deflections Fc perp Wood E AB/L-96 (Deflection Calculations are based on SDPWS Eq. 4.3-1) SEE HOLDOWN DESIGN FOR DETERMINATION OF DEFLECTION LIMIT, TYP. Shear Wall Deflections Project: Madrona K-8, B7-EW/1 Designed By: LAN Date: Project No.: Client: Checked By: Sheet: 1 of 1 Shear Wall Deflections ALL INPUTS LRFD PLY or OSB? PLY 625 1600 Wall Length 32.42 ft ASD (in) LRFD (in) HD Deflection Limits 0 0.044 0.06 Level Wall Length (ft) Floor Height (ft) LRFD Wall Load (plf) Wall Type Ga (k/in) HD Wood Area (in2) Recommended HD Wood Area (in2)Wall Load, LRFD (k) Roof 32.42 12.00 493 W4 17 16 16 15.98 Level Cumulative Bending Deflection (in) Cumulative Shear Deflection (in) Cumulative Holdown Deflection (in) Total Cumulative Deflection (in) Cumulative Deflection with Cd/Ie (in)Story Drift (in) Drift Ratio Allowable Drift Ratio (in)Drift Ratio Acceptable? Roof 0.008 0.348 0.023 0.379 1.214 1.214 0.008 0.015 YES Fc perp Wood E SDPWS Deflections AB/L-97 (Deflection Calculations are based on SDPWS Eq. 4.3-1) SEE HOLDOWN DESIGN FOR DETERMINATION OF DEFLECTION LIMIT, TYP. Shear Wall Deflections Project: Madrona K-8, B7-EW/2 Designed By: LAN Date: Project No.: Client: Checked By: Sheet: 1 of 1 Shear Wall Deflections ALL INPUTS LRFD PLY or OSB? PLY 625 1600 Wall Length 10.75 ft ASD (in) LRFD (in) HD Deflection Limits 0 0.122 0.17 Level Wall Length (ft) Floor Height (ft) LRFD Wall Load (plf) Wall Type Ga (k/in) HD Wood Area (in2) Recommended HD Wood Area (in2) Wall Load, LRFD (k) Roof 10.75 12.00 1028 2W4 34 16 16 11.05 Level Cumulative Bending Deflection (in) Cumulative Shear Deflection (in) Cumulative Holdown Deflection (in) Total Cumulative Deflection (in) Cumulative Deflection with Cd/Ie (in)Story Drift (in) Drift Ratio Allowable Drift Ratio (in)Drift Ratio Acceptable? Roof 0.052 0.363 0.190 0.605 1.935 1.935 0.013 0.015 YES SDPWS Deflections Fc perp Wood E AB/L-98 (Deflection Calculations are based on SDPWS Eq. 4.3-1) SEE HOLDOWN DESIGN FOR DETERMINATION OF DEFLECTION LIMIT, TYP. Shear Wall Deflections Project: Madrona K-8, B7-EW/3 Designed By: LAN Date: Project No.: Client: Checked By: Sheet: 1 of 1 Shear Wall Deflections ALL INPUTS LRFD PLY or OSB? PLY 625 1600 Wall Length 10.75 ft ASD (in) LRFD (in) HD Deflection Limits 0 0.123 0.17 Level Wall Length (ft) Floor Height (ft) LRFD Wall Load (plf) Wall Type Ga (k/in) HD Wood Area (in2) Recommended HD Wood Area (in2) Wall Load, LRFD (k) Roof 10.75 12.00 1028 2W4 34 16 16 11.05 Level Cumulative Bending Deflection (in) Cumulative Shear Deflection (in) Cumulative Holdown Deflection (in) Total Cumulative Deflection (in) Cumulative Deflection with Cd/Ie (in)Story Drift (in) Drift Ratio Allowable Drift Ratio (in)Drift Ratio Acceptable? Roof 0.052 0.363 0.193 0.607 1.942 1.942 0.013 0.015 YES SDPWS Deflections Fc perp Wood E AB/L-99 (Deflection Calculations are based on SDPWS Eq. 4.3-1) SEE HOLDOWN DESIGN FOR DETERMINATION OF DEFLECTION LIMIT, TYP. Shear Wall Deflections Project: Madrona K-8, B7-EW/4 Designed By: LAN Date: Project No.: Client: Checked By: Sheet: 1 of 1 Shear Wall Deflections ALL INPUTS LRFD PLY or OSB? PLY 625 1600 Wall Length 11.83 ft ASD (in) LRFD (in) HD Deflection Limits 0 0.177 0.25 Level Wall Length (ft) Floor Height (ft) LRFD Wall Load (plf) Wall Type Ga (k/in) HD Wood Area (in2) Recommended HD Wood Area (in2) Wall Load, LRFD (k) Roof 11.83 12.00 1257 2W2 46 16 16 14.87 Level Cumulative Bending Deflection (in) Cumulative Shear Deflection (in) Cumulative Holdown Deflection (in) Total Cumulative Deflection (in) Cumulative Deflection with Cd/Ie (in)Story Drift (in) Drift Ratio Allowable Drift Ratio (in)Drift Ratio Acceptable? Roof 0.057 0.328 0.251 0.636 2.037 2.037 0.014 0.015 YES SDPWS Deflections Fc perp Wood E AB/L-100 (Deflection Calculations are based on SDPWS Eq. 4.3-1) SEE HOLDOWN DESIGN FOR DETERMINATION OF DEFLECTION LIMIT, TYP. Shear Wall Deflections Project: Madrona K-8, MM-NS/1 Designed By: LAN Date: Project No.: Client: Checked By: Sheet: 1 of 1 Shear Wall Deflections ALL INPUTS LRFD PLY or OSB? PLY 625 1600 Wall Length 17.67 ft ASD (in) LRFD (in) HD Deflection Limits 0 0.000 0.00 Level Wall Length (ft) Floor Height (ft) LRFD Wall Load (plf) Wall Type Ga (k/in) HD Wood Area (in2) Recommended HD Wood Area (in2)Wall Load, LRFD (k) Roof 17.67 12.00 130 W6 14 16 16 2.30 Level Cumulative Bending Deflection (in) Cumulative Shear Deflection (in) Cumulative Holdown Deflection (in) Total Cumulative Deflection (in) Cumulative Deflection with Cd/Ie (in)Story Drift (in) Drift Ratio Allowable Drift Ratio (in)Drift Ratio Acceptable? Roof 0.004 0.112 0.000 0.116 0.370 0.370 0.003 0.015 YES Fc perp Wood E SDPWS Deflections AB/L-101 (Deflection Calculations are based on SDPWS Eq. 4.3-1) SEE HOLDOWN DESIGN FOR DETERMINATION OF DEFLECTION LIMIT, TYP. Shear Wall Deflections Project: Madrona K-8, MM-NS/2 Designed By: LAN Date: Project No.: Client: Checked By: Sheet: 1 of 1 Shear Wall Deflections ALL INPUTS LRFD PLY or OSB? PLY 625 1600 Wall Length 16.67 ft ASD (in) LRFD (in) HD Deflection Limits 0 0.000 0.00 Level Wall Length (ft) Floor Height (ft) LRFD Wall Load (plf) Wall Type Ga (k/in) HD Wood Area (in2) Recommended HD Wood Area (in2) Wall Load, LRFD (k) Roof 16.67 12.00 288 W6 14 16 16 4.79 Level Cumulative Bending Deflection (in) Cumulative Shear Deflection (in) Cumulative Holdown Deflection (in) Total Cumulative Deflection (in) Cumulative Deflection with Cd/Ie (in)Story Drift (in) Drift Ratio Allowable Drift Ratio (in)Drift Ratio Acceptable? Roof 0.009 0.246 0.000 0.256 0.819 0.819 0.006 0.015 YES SDPWS Deflections Fc perp Wood E AB/L-102 (Deflection Calculations are based on SDPWS Eq. 4.3-1) SEE HOLDOWN DESIGN FOR DETERMINATION OF DEFLECTION LIMIT, TYP. Shear Wall Deflections Project: Madrona K-8, MM-NS/3 Designed By: LAN Date: Project No.: Client: Checked By: Sheet: 1 of 1 Shear Wall Deflections ALL INPUTS LRFD PLY or OSB? PLY 625 1600 Wall Length 22.00 ft ASD (in) LRFD (in) HD Deflection Limits 0 0.135 0.19 Level Wall Length (ft) Floor Height (ft) LRFD Wall Load (plf) Wall Type Ga (k/in) HD Wood Area (in2) Recommended HD Wood Area (in2) Wall Load, LRFD (k) Roof 22.00 12.00 1404 2W3 38 16 16 30.88 Level Cumulative Bending Deflection (in) Cumulative Shear Deflection (in) Cumulative Holdown Deflection (in) Total Cumulative Deflection (in) Cumulative Deflection with Cd/Ie (in)Story Drift (in) Drift Ratio Allowable Drift Ratio (in)Drift Ratio Acceptable? Roof 0.034 0.443 0.103 0.581 1.858 1.858 0.013 0.015 YES SDPWS Deflections Fc perp Wood E AB/L-103 (Deflection Calculations are based on SDPWS Eq. 4.3-1) SEE HOLDOWN DESIGN FOR DETERMINATION OF DEFLECTION LIMIT, TYP. Shear Wall Deflections Project: Madrona K-8, MM-NS/4 Designed By: LAN Date: Project No.: Client: Checked By: Sheet: 1 of 1 Shear Wall Deflections ALL INPUTS LRFD PLY or OSB? PLY 625 1600 Wall Length 14.83 ft ASD (in) LRFD (in) HD Deflection Limits 0 0.057 0.08 Level Wall Length (ft) Floor Height (ft) LRFD Wall Load (plf) Wall Type Ga (k/in) HD Wood Area (in2) Recommended HD Wood Area (in2) Wall Load, LRFD (k) Roof 14.83 12.00 612 W4 17 16 16 9.08 Level Cumulative Bending Deflection (in) Cumulative Shear Deflection (in) Cumulative Holdown Deflection (in) Total Cumulative Deflection (in) Cumulative Deflection with Cd/Ie (in)Story Drift (in) Drift Ratio Allowable Drift Ratio (in)Drift Ratio Acceptable? Roof 0.022 0.432 0.065 0.519 1.662 1.662 0.012 0.015 YES SDPWS Deflections Fc perp Wood E AB/L-104 (Deflection Calculations are based on SDPWS Eq. 4.3-1) SEE HOLDOWN DESIGN FOR DETERMINATION OF DEFLECTION LIMIT, TYP. Shear Wall Deflections Project: Madrona K-8, MM-EW/1 Designed By: LAN Date: Project No.: Client: Checked By: Sheet: 1 of 1 Shear Wall Deflections ALL INPUTS LRFD PLY or OSB? PLY 625 1600 Wall Length 21.83 ft ASD (in) LRFD (in) HD Deflection Limits 0 0.084 0.12 Level Wall Length (ft) Floor Height (ft) LRFD Wall Load (plf) Wall Type Ga (k/in) HD Wood Area (in2) Recommended HD Wood Area (in2)Wall Load, LRFD (k) Roof 21.83 12.00 169 W6 14 16 16 3.69 Level Cumulative Bending Deflection (in) Cumulative Shear Deflection (in) Cumulative Holdown Deflection (in) Total Cumulative Deflection (in) Cumulative Deflection with Cd/Ie (in)Story Drift (in) Drift Ratio Allowable Drift Ratio (in)Drift Ratio Acceptable? Roof 0.004 0.145 0.065 0.214 0.684 0.684 0.005 0.015 YES Fc perp Wood E SDPWS Deflections AB/L-105 (Deflection Calculations are based on SDPWS Eq. 4.3-1) SEE HOLDOWN DESIGN FOR DETERMINATION OF DEFLECTION LIMIT, TYP. Shear Wall Deflections Project: Madrona K-8, MM-EW/2 Designed By: LAN Date: Project No.: Client: Checked By: Sheet: 1 of 1 Shear Wall Deflections ALL INPUTS LRFD PLY or OSB? PLY 625 1600 Wall Length 17.58 ft ASD (in) LRFD (in) HD Deflection Limits 0 0.098 0.14 Level Wall Length (ft) Floor Height (ft) LRFD Wall Load (plf) Wall Type Ga (k/in) HD Wood Area (in2) Recommended HD Wood Area (in2) Wall Load, LRFD (k) Roof 17.58 12.00 901 W2 23 16 16 15.85 Level Cumulative Bending Deflection (in) Cumulative Shear Deflection (in) Cumulative Holdown Deflection (in) Total Cumulative Deflection (in) Cumulative Deflection with Cd/Ie (in)Story Drift (in) Drift Ratio Allowable Drift Ratio (in)Drift Ratio Acceptable? Roof 0.028 0.470 0.094 0.592 1.894 1.894 0.013 0.015 YES SDPWS Deflections Fc perp Wood E AB/L-106 (Deflection Calculations are based on SDPWS Eq. 4.3-1) SEE HOLDOWN DESIGN FOR DETERMINATION OF DEFLECTION LIMIT, TYP. Shear Wall Deflections Project: Madrona K-8, MM-EW/3 Designed By: LAN Date: Project No.: Client: Checked By: Sheet: 1 of 1 Shear Wall Deflections ALL INPUTS LRFD PLY or OSB? PLY 625 1600 Wall Length 21.17 ft ASD (in) LRFD (in) HD Deflection Limits 0 0.081 0.11 Level Wall Length (ft) Floor Height (ft) LRFD Wall Load (plf) Wall Type Ga (k/in) HD Wood Area (in2) Recommended HD Wood Area (in2) Wall Load, LRFD (k) Roof 21.17 12.00 792 W3 19 16 16 16.77 Level Cumulative Bending Deflection (in) Cumulative Shear Deflection (in) Cumulative Holdown Deflection (in) Total Cumulative Deflection (in) Cumulative Deflection with Cd/Ie (in)Story Drift (in) Drift Ratio Allowable Drift Ratio (in)Drift Ratio Acceptable? Roof 0.020 0.500 0.064 0.585 1.872 1.872 0.013 0.015 YES SDPWS Deflections Fc perp Wood E AB/L-107 (Deflection Calculations are based on SDPWS Eq. 4.3-1) SEE HOLDOWN DESIGN FOR DETERMINATION OF DEFLECTION LIMIT, TYP. Shear Wall Deflections Project: Madrona K-8, MM-EW/4 Designed By: LAN Date: Project No.: Client: Checked By: Sheet: 1 of 1 Shear Wall Deflections ALL INPUTS LRFD PLY or OSB? PLY 625 1600 Wall Length 23.17 ft ASD (in) LRFD (in) HD Deflection Limits 0 0.084 0.12 Level Wall Length (ft) Floor Height (ft) LRFD Wall Load (plf) Wall Type Ga (k/in) HD Wood Area (in2) Recommended HD Wood Area (in2) Wall Load, LRFD (k) Roof 23.17 12.00 666 W3 19 16 16 15.43 Level Cumulative Bending Deflection (in) Cumulative Shear Deflection (in) Cumulative Holdown Deflection (in) Total Cumulative Deflection (in) Cumulative Deflection with Cd/Ie (in)Story Drift (in) Drift Ratio Allowable Drift Ratio (in)Drift Ratio Acceptable? Roof 0.016 0.421 0.061 0.497 1.590 1.590 0.011 0.015 YES SDPWS Deflections Fc perp Wood E AB/L-108 (Deflection Calculations are based on SDPWS Eq. 4.3-1) SEE HOLDOWN DESIGN FOR DETERMINATION OF DEFLECTION LIMIT, TYP. Shear Wall Deflections Project: Madrona K-8, MM-EW/5 Designed By: LAN Date: Project No.: Client: Checked By: Sheet: 1 of 1 Shear Wall Deflections ALL INPUTS LRFD PLY or OSB? OSB 625 1600 Wall Length 8.08 ft ASD (in) LRFD (in) HD Deflection Limits 0 0.150 0.21 Level Wall Length (ft) Floor Height (ft) LRFD Wall Load (plf) Wall Type Ga (k/in) HD Wood Area (in2) Recommended HD Wood Area (in2) Wall Load, LRFD (k) Roof 8.08 12.00 1171 2W4 60 16 16 9.47 Level Cumulative Bending Deflection (in) Cumulative Shear Deflection (in) Cumulative Holdown Deflection (in) Total Cumulative Deflection (in) Cumulative Deflection with Cd/Ie (in)Story Drift (in) Drift Ratio Allowable Drift Ratio (in)Drift Ratio Acceptable? Roof 0.078 0.234 0.312 0.624 1.997 1.997 0.014 0.015 YES SDPWS Deflections Fc perp Wood E AB/L-109 (Deflection Calculations are based on SDPWS Eq. 4.3-1) SEE HOLDOWN DESIGN FOR DETERMINATION OF DEFLECTION LIMIT, TYP. Shear Wall Deflections AREAS A AND B LATERAL DESIGN – HOLDDOWN DESIGN AB/L-110 Project: Madrona K-8 Date:12/14/2016 Engr:LAN HD HD Deflection (in)# Studs for Compression Area 3 North-South B3-NS/1 HDU14-SDS2.5 (7.25) 0.135 - B3-NS/2 HDU8-SDS2.5 (3) 0.067 - B3-NS/3 HDU8-SDS2.5 (3) 0.069 - B3-NS/4 HDU8-SDS2.5 (3) 0.068 - B3-NS/5 HDU8-SDS2.5 (3) 0.063 - B3-NS/6 HDU8-SDS2.5 (3) 0.018 - B3-NS/7 N/A 0.000 - B34-NS/1 N/A 0.000 use HSS 6x6x3/8 column East-West B34-EW/1 HDU8-SDS2.5 (3) 0.029 - B3-EW/1 HDU8-SDS2.5 (3) 0.073 - B3-EW/2 HDU8-SDS2.5 (3) 0.083 - B3-EW/3 HDU8-SDS2.5 (3) 0.053 - B3-EW/4 HDU8-SDS2.5 (3) 0.053 - B3-EW/5 HDU8-SDS2.5 (3) 0.046 - HD HD Deflection (in)# Studs for Compression Area 4 North-South B46-NS/1 CMSTC16 (4" Length) 0.000 - B46-NS/2 HDU8-SDS2.5 (3) 0.062 - East-West B4-EW/1 CMSTC16 (4" Length) 0.000 - HD HD Deflection (in)# Studs for Compression Area 6 North-South B6-NS/1 CMSTC16 (4" Length) 0.000 - B6-NS/2 HDU8-SDS2.5 (3) 0.084 - B6-NS/3 HDU8-SDS2.5 (3) 0.084 - B6-NS/4 N/A 0.000 5 B6-NS/5 HDU8-SDS2.5 (3) 0.084 - B6-NS/6 HDU8-SDS2.5 (3) 0.084 - B6-NS/7 HDU14-SDS2.5 (7.25) 0.122 - B6-NS/8 HDU8-SDS2.5 (3) 0.084 - East-West B6-EW/1 HDU8-SDS2.5 (3) 0.084 - B6-EW/2 HDU8-SDS2.5 (3) 0.084 - Shear Wall Number Shear Wall Number Shear Wall Number AB/L-111 B6-EW/3 HDU8-SDS2.5 (3) 0.084 - B6-EW/4 CMSTC16 (4" Length) 0.000 - B6-EW/5 HDU8-SDS2.5 (3) 0.084 - HD HD Deflection (in)# Studs for Compression Area 7 North-South B7-NS/1 HDU8-SDS2.5 (3) 0.084 - B7-NS/2 N/A 0.000 4 B7-NS/3 N/A 0.000 4 B7-NS/4 N/A 0.000 4 B7-NS/5 HDU8-SDS2.5 (3) 0.055 - B7-NS/6 HDU14-SDS2.5 (7.25) 0.118 - East-West B7-EW/1 HDU8-SDS2.5 (3) 0.044 - B7-EW/2 HDU14-SDS2.5 (7.25) 0.122 - B7-EW/3 HDU14-SDS2.5 (7.25) 0.123 - B7-EW/4 HDU14-SDS2.5 (7.25) 0.177 - HD HD Deflection (in)# Studs for Compression Mech Mezz North-South MM-NS/1 N/A 0.000 3 MM-NS/2 N/A 0.000 5 MM-NS/3 HDU14-SDS2.5 (7.25) 0.135 - MM-NS/4 HDU8-SDS2.5 (3) 0.057 - East-West MM-EW/1 HDU8-SDS2.5 (3) 0.084 - MM-EW/2 HDU14-SDS2.5 (7.25) 0.098 - MM-EW/3 HDU8-SDS2.5 (3) 0.081 - MM-EW/4 HDU8-SDS2.5 (3) 0.084 - MM-EW/5 HDU14-SDS2.5 (7.25) 0.150 - Shear Wall Number Shear Wall Number AB/L-112 Madrona K-8 LAN 12/14/16 Fc =psi 625 psi Emin =psi 2 x 4 Studs Height (ft)= 1.15 Pc^,allow Le/d FCE = 1.15 CF CD=1.15 5 6158 3281 17.1 1622 0.657 1.15 1785.375 6 4865 3281 20.6 1127 0.519 1.15 7 3820 3281 24.0 828 0.408 1.15 8 3036 3281 27.4 634 0.324 1.15 9 2455 3281 30.9 501 0.262 1.15 10 2018 3281 34.3 406 0.215 1.15 11 1686 3281 37.7 335 0.180 1.15 12 1427 3281 41.1 282 0.152 1.15 13 1223 3281 44.6 240 0.131 1.15 14 1059 3281 48.0 207 0.113 1.15 15 51.4 2 x 6 Studs Height (ft)= 1.15 Pc^,allow Le/d FCE = 1.15 CF CD=1.15 5 12552 5156 10.9 4006 0.891 1.10 1707.75 6 11673 5156 13.1 2782 0.829 1.10 7 10556 5156 15.3 2044 0.749 1.10 8 9299 5156 17.5 1565 0.660 1.10 9 8052 5156 19.6 1236 0.572 1.10 10 6924 5156 21.8 1002 0.491 1.10 11 5956 5156 24.0 828 0.423 1.10 12 5146 5156 26.2 696 0.365 1.10 13 4473 5156 28.4 593 0.317 1.10 14 3914 5156 30.5 511 0.278 1.10 15 3449 5156 32.7 445 0.245 1.10 16 3058 5156 34.9 391 0.217 1.10 17 2728 5156 37.1 347 0.194 1.10 18 2447 5156 39.3 309 0.174 1.10 19 2207 5156 41.5 277 0.157 1.10 20 2000 5156 43.6 250 0.142 1.10 21 1820 5156 45.8 227 0.129 1.10 22 1663 5156 48.0 207 0.118 1.10 23 50.2 Pallow (lbs)Cp Fc* STRONG AXIS STUD COLUMN TABLES DOUGLAS FIR - LARCH #2 (WWPA/WCLIB) Pallow (lbs)Cp Fc* AB/L-113 Project: Madrona K-8 B3-NS/1 Designed By: Date: 12/14/2016 Project No.: Client: Checked By: Sheet:1 of 1 Shear Wall Holdown Design - Based on Loads Imposed SDS 0.84 r 1.00 Wall Length 11.08 ft Holdown Offset 10.25 in Roof Trib to Wall 28.25 ft Roof DL 22 psf Roof LL 28 psf Wall Weight 12 psf Weight Wall Length 6 ft f1 0.5 28 ft 5.5416667 ft Level Floor Height (ft) SW Type Load At Top of Wall (LRFD, kips) LRFD Tension and Compression Force - EQ ONLY (kips) Total ASD Tension Load (kips) Total ASD Compression Load (kips)Holdown Type Holdown Tension Capacity (kips) Holdown Max Deflection** Roof 12.00 2W3 14.56 18.64 -11.0 17.8 HDU14-SDS2.5 (7.25) 14.39 0.135 Verify HD works =YES Max Trib to consider: Trib to Holdown Used: Note: Holdown values are based on the allowable shear wall capacity rather than the actual demand from the analysis. This is a conservative approach intended to simplify the design and also to ensure that the holdowns are proportioned correctly to develop shear yielding in the wall. These values can be reduced if a conventional analysis is used. The anchorage force is determined based on the expected capacity of the wall, which is set equal to 1.5 times the nominal wall capacity. ** This deflection is not the max deflection directly from Simpson. The maximum deflection from Simpson is ratioed based on how much of the HD capacity is used. AB/L-114 Project: Madrona K-8 B3-NS/2 Designed By: Date: 12/14/2016 Project No.: Client: Checked By: Sheet:1 of 1 Shear Wall Holdown Design - Based on Loads Imposed SDS 0.84 r 1.00 Wall Length 6.42 ft Holdown Offset 6.00 in Roof Trib to Wall 10.58 ft Roof DL 22 psf Roof LL 28 psf Wall Weight 12 psf Weight Wall Length 3 ft f1 0.5 11 ft 3.2083333 ft Level Floor Height (ft) SW Type Load At Top of Wall (LRFD, kips) LRFD Tension and Compression Force - EQ ONLY (kips) Total ASD Tension Load (kips) Total ASD Compression Load (kips)Holdown Type Holdown Tension Capacity (kips) Holdown Max Deflection** Roof 12.00 W4 3.85 8.53 -5.4 7.3 HDU8-SDS2.5 (3) 6.765 0.067 Verify HD works =YES Max Trib to consider: Trib to Holdown Used: Note: Holdown values are based on the allowable shear wall capacity rather than the actual demand from the analysis. This is a conservative approach intended to simplify the design and also to ensure that the holdowns are proportioned correctly to develop shear yielding in the wall. These values can be reduced if a conventional analysis is used. The anchorage force is determined based on the expected capacity of the wall, which is set equal to 1.5 times the nominal wall capacity. ** This deflection is not the max deflection directly from Simpson. The maximum deflection from Simpson is ratioed based on how much of the HD capacity is used. AB/L-115 Project: Madrona K-8 B3-NS/3 Designed By: Date: 12/14/2016 Project No.: Client: Checked By: Sheet:1 of 1 Shear Wall Holdown Design - Based on Loads Imposed SDS 0.84 r 1.00 Wall Length 8.08 ft Holdown Offset 6.00 in Roof Trib to Wall 10.58 ft Roof DL 22 psf Roof LL 28 psf Wall Weight 12 psf Weight Wall Length 4 ft f1 0.5 11 ft 4.0416667 ft Level Floor Height (ft) SW Type Load At Top of Wall (LRFD, kips) LRFD Tension and Compression Force - EQ ONLY (kips) Total ASD Tension Load (kips) Total ASD Compression Load (kips)Holdown Type Holdown Tension Capacity (kips) Holdown Max Deflection** Roof 12.00 W3 5.31 9.00 -5.6 8.0 HDU8-SDS2.5 (3) 6.765 0.069 Verify HD works =YES Max Trib to consider: Trib to Holdown Used: Note: Holdown values are based on the allowable shear wall capacity rather than the actual demand from the analysis. This is a conservative approach intended to simplify the design and also to ensure that the holdowns are proportioned correctly to develop shear yielding in the wall. These values can be reduced if a conventional analysis is used. The anchorage force is determined based on the expected capacity of the wall, which is set equal to 1.5 times the nominal wall capacity. ** This deflection is not the max deflection directly from Simpson. The maximum deflection from Simpson is ratioed based on how much of the HD capacity is used. AB/L-116 Project: Madrona K-8 B3-NS/4 Designed By: Date: 12/14/2016 Project No.: Client: Checked By: Sheet:1 of 1 Shear Wall Holdown Design - Based on Loads Imposed SDS 0.84 r 1.00 Wall Length 6.83 ft Holdown Offset 6.00 in Roof Trib to Wall 10.58 ft Roof DL 22 psf Roof LL 28 psf Wall Weight 12 psf Weight Wall Length 3 ft f1 0.5 11 ft 3.4166667 ft Level Floor Height (ft) SW Type Load At Top of Wall (LRFD, kips) LRFD Tension and Compression Force - EQ ONLY (kips) Total ASD Tension Load (kips) Total ASD Compression Load (kips)Holdown Type Holdown Tension Capacity (kips) Holdown Max Deflection** Roof 12.00 W4 4.24 8.72 -5.5 7.5 HDU8-SDS2.5 (3) 6.765 0.068 Verify HD works =YES Max Trib to consider: Trib to Holdown Used: Note: Holdown values are based on the allowable shear wall capacity rather than the actual demand from the analysis. This is a conservative approach intended to simplify the design and also to ensure that the holdowns are proportioned correctly to develop shear yielding in the wall. These values can be reduced if a conventional analysis is used. The anchorage force is determined based on the expected capacity of the wall, which is set equal to 1.5 times the nominal wall capacity. ** This deflection is not the max deflection directly from Simpson. The maximum deflection from Simpson is ratioed based on how much of the HD capacity is used. AB/L-117 Project: Madrona K-8 B3-NS/5 Designed By: Date: 12/14/2016 Project No.: Client: Checked By: Sheet:1 of 1 Shear Wall Holdown Design - Based on Loads Imposed SDS 0.84 r 1.00 Wall Length 8.25 ft Holdown Offset 6.00 in Roof Trib to Wall 21.25 ft Roof DL 22 psf Roof LL 28 psf Wall Weight 12 psf Weight Wall Length 4 ft f1 0.5 21 ft 4.125 ft Level Floor Height (ft) SW Type Load At Top of Wall (LRFD, kips) LRFD Tension and Compression Force - EQ ONLY (kips) Total ASD Tension Load (kips) Total ASD Compression Load (kips)Holdown Type Holdown Tension Capacity (kips) Holdown Max Deflection** Roof 12.00 W3 5.44 9.00 -5.1 9.3 HDU8-SDS2.5 (3) 6.765 0.063 Verify HD works =YES Max Trib to consider: Trib to Holdown Used: Note: Holdown values are based on the allowable shear wall capacity rather than the actual demand from the analysis. This is a conservative approach intended to simplify the design and also to ensure that the holdowns are proportioned correctly to develop shear yielding in the wall. These values can be reduced if a conventional analysis is used. The anchorage force is determined based on the expected capacity of the wall, which is set equal to 1.5 times the nominal wall capacity. ** This deflection is not the max deflection directly from Simpson. The maximum deflection from Simpson is ratioed based on how much of the HD capacity is used. AB/L-118 Project: Madrona K-8 B3-NS/6 Designed By: Date: 12/14/2016 Project No.: Client: Checked By: Sheet:1 of 1 Shear Wall Holdown Design - Based on Loads Imposed SDS 0.84 r 1.00 Wall Length 36.58 ft Holdown Offset 6.00 in Roof Trib to Wall 8.50 ft Roof DL 22 psf Roof LL 28 psf Wall Weight 8 psf Weight Wall Length 10 ft f1 0.5 9 ft 8.5 ft Level Floor Height (ft) SW Type Load At Top of Wall (LRFD, kips) LRFD Tension and Compression Force - EQ ONLY (kips) Total ASD Tension Load (kips) Total ASD Compression Load (kips)Holdown Type Holdown Tension Capacity (kips) Holdown Max Deflection** Roof 12.00 W6 11.40 3.84 -1.5 6.3 HDU8-SDS2.5 (3) 6.765 0.018 Verify HD works =YES Max Trib to consider: Trib to Holdown Used: Note: Holdown values are based on the allowable shear wall capacity rather than the actual demand from the analysis. This is a conservative approach intended to simplify the design and also to ensure that the holdowns are proportioned correctly to develop shear yielding in the wall. These values can be reduced if a conventional analysis is used. The anchorage force is determined based on the expected capacity of the wall, which is set equal to 1.5 times the nominal wall capacity. ** This deflection is not the max deflection directly from Simpson. The maximum deflection from Simpson is ratioed based on how much of the HD capacity is used. AB/L-119 Project: Madrona K-8 B3-NS/7 Designed By: Date: 12/14/2016 Project No.: Client: Checked By: Sheet:1 of 1 Shear Wall Holdown Design - Based on Loads Imposed SDS 0.84 r 1.00 Wall Length 8.25 ft Holdown Offset 6.00 in Roof Trib to Wall 55.67 ft Roof DL 18 psf Roof LL 28 psf Wall Weight 8 psf Weight Wall Length 4 ft f1 0.5 56 ft 4.125 ft Level Floor Height (ft) SW Type Load At Top of Wall (LRFD, kips) LRFD Tension and Compression Force - EQ ONLY (kips) Total ASD Tension Load (kips) Total ASD Compression Load (kips)Holdown Type Number of 2x6 Posts Need for Compression Post Compression Capacity Roof 12.00 W6 0.88 1.46 1.1 10.4 N/A 3 15.4 Verify posts work =YES Max Trib to consider: Trib to Holdown Used: Note: Holdown values are based on the allowable shear wall capacity rather than the actual demand from the analysis. This is a conservative approach intended to simplify the design and also to ensure that the holdowns are proportioned correctly to develop shear yielding in the wall. These values can be reduced if a conventional analysis is used. The anchorage force is determined based on the expected capacity of the wall, which is set equal to 1.5 times the nominal wall capacity. AB/L-120 Project: Madrona K-8 B3-EW/1 Designed By: Date: 12/14/2016 Project No.: Client: Checked By: Sheet:1 of 1 Shear Wall Holdown Design - Based on Loads Imposed SDS 0.84 r 1.00 Wall Length 21.58 ft Holdown Offset 6.00 in Roof Trib to Wall 0.00 ft Roof DL 0 psf Roof LL 0 psf Wall Weight 12 psf Weight Wall Length 10 ft f1 0.5 0 ft 0 ft Level Floor Height (ft) SW Type Load At Top of Wall (LRFD, kips) LRFD Tension and Compression Force - EQ ONLY (kips) Total ASD Tension Load (kips) Total ASD Compression Load (kips)Holdown Type Holdown Tension Capacity (kips) Holdown Max Deflection** Roof 12.00 W3 16.16 9.42 -5.9 8.2 HDU8-SDS2.5 (3) 6.765 0.073 Verify HD works =YES Max Trib to consider: Trib to Holdown Used: Note: Holdown values are based on the allowable shear wall capacity rather than the actual demand from the analysis. This is a conservative approach intended to simplify the design and also to ensure that the holdowns are proportioned correctly to develop shear yielding in the wall. These values can be reduced if a conventional analysis is used. The anchorage force is determined based on the expected capacity of the wall, which is set equal to 1.5 times the nominal wall capacity. ** This deflection is not the max deflection directly from Simpson. The maximum deflection from Simpson is ratioed based on how much of the HD capacity is used. AB/L-121 Project: Madrona K-8 B3-EW/2 Designed By: Date: 12/14/2016 Project No.: Client: Checked By: Sheet:1 of 1 Shear Wall Holdown Design - Based on Loads Imposed SDS 0.84 r 1.00 Wall Length 20.92 ft Holdown Offset 6.00 in Roof Trib to Wall 0.00 ft Roof DL 0 psf Roof LL 0 psf Wall Weight 8 psf Weight Wall Length 10 ft f1 0.5 0 ft 0 ft Level Floor Height (ft) SW Type Load At Top of Wall (LRFD, kips) LRFD Tension and Compression Force - EQ ONLY (kips) Total ASD Tension Load (kips) Total ASD Compression Load (kips)Holdown Type Holdown Tension Capacity (kips) Holdown Max Deflection** Roof 12.00 W3 16.89 10.18 -6.7 8.2 HDU8-SDS2.5 (3) 6.765 0.083 Verify HD works =YES Max Trib to consider: Trib to Holdown Used: Note: Holdown values are based on the allowable shear wall capacity rather than the actual demand from the analysis. This is a conservative approach intended to simplify the design and also to ensure that the holdowns are proportioned correctly to develop shear yielding in the wall. These values can be reduced if a conventional analysis is used. The anchorage force is determined based on the expected capacity of the wall, which is set equal to 1.5 times the nominal wall capacity. ** This deflection is not the max deflection directly from Simpson. The maximum deflection from Simpson is ratioed based on how much of the HD capacity is used. AB/L-122 Project: Madrona K-8 Designed By: Date: 12/14/2016 Project No.: Client: Checked By: Sheet:1 of 1 Shear Wall Holdown Design - Based on Loads Imposed SDS 0.84 r 1.00 Wall Length 36.17 ft Holdown Offset 6.00 in Roof Trib to Wall 0.00 ft Roof DL 0 psf Roof LL 0 psf Wall Weight 8 psf Weight Wall Length 10 ft f1 0.5 0 ft 0 ft Level Floor Height (ft) SW Type Load At Top of Wall (LRFD, kips) LRFD Tension and Compression Force - EQ ONLY (kips) Total ASD Tension Load (kips) Total ASD Compression Load (kips)Holdown Type Holdown Tension Capacity (kips) Holdown Max Deflection** Roof 12.00 W4 19.79 6.75 -4.3 5.8 HDU8-SDS2.5 (3) 6.765 0.053 Verify HD works =YES Max Trib to consider: Trib to Holdown Used: Note: Holdown values are based on the allowable shear wall capacity rather than the actual demand from the analysis. This is a conservative approach intended to simplify the design and also to ensure that the holdowns are proportioned correctly to develop shear yielding in the wall. These values can be reduced if a conventional analysis is used. The anchorage force is determined based on the expected capacity of the wall, which is set equal to 1.5 times the nominal wall capacity. ** This deflection is not the max deflection directly from Simpson. The maximum deflection from Simpson is ratioed based on how much of the HD capacity is used. AB/L-123 B3-EW/4B3 Project: Madrona K-8 B3-EW/4 Designed By: Date: 12/14/2016 Project No.: Client: Checked By: Sheet:1 of 1 Shear Wall Holdown Design - Based on Loads Imposed SDS 0.84 r 1.00 Wall Length 21.67 ft Distance, 1 side 10.00 in, distance between holddowns one one side Holdown Offset 11.00 in Roof Trib to Wall 0.00 ft Roof DL 0 psf Roof LL 0 psf Wall Weight 8 psf Weight Wall Length 10 ft f1 0.5 0 ft 0 ft Level Floor Height (ft) SW Type Load At Top of Wall (LRFD, kips) LRFD Tension and Compression Force - EQ ONLY (kips) Total ASD Tension Load (kips) Total ASD Compression Load (kips)Holdown Type Holdown Tension Capacity (kips) Holdown Max Deflection** Roof 12.00 W4 11.23 6.79 -4.3 5.8 HDU8-SDS2.5 (3) 6.765 0.053 Verify HD works =YES Max Trib to consider: Trib to Holdown Used: Note: Holdown values are based on the allowable shear wall capacity rather than the actual demand from the analysis. This is a conservative approach intended to simplify the design and also to ensure that the holdowns are proportioned correctly to develop shear yielding in the wall. These values can be reduced if a conventional analysis is used. The anchorage force is determined based on the expected capacity of the wall, which is set equal to 1.5 times the nominal wall capacity. ** This deflection is not the max deflection directly from Simpson. The maximum deflection from Simpson is ratioed based on how much of the HD capacity is used. AB/L-124 Project: Madrona K-8 B3-EW/5 Designed By: Date: 12/14/2016 Project No.: Client: Checked By: Sheet:1 of 1 Shear Wall Holdown Design - Based on Loads Imposed SDS 0.84 r 1.00 Wall Length 9.67 ft Distance, 1 side 10.00 in, distance between holddowns one one side Holdown Offset 11.00 in Roof Trib to Wall 0.00 ft Roof DL 0 psf Roof LL 0 psf Wall Weight 12 psf Weight Wall Length 5 ft f1 0.5 0 ft 0 ft Level Floor Height (ft) SW Type Load At Top of Wall (LRFD, kips) LRFD Tension and Compression Force - EQ ONLY (kips) Total ASD Tension Load (kips) Total ASD Compression Load (kips)Holdown Type Holdown Tension Capacity (kips) Holdown Max Deflection** Roof 12.00 W6 3.77 5.78 -3.7 4.8 HDU8-SDS2.5 (3) 6.765 0.046 Verify HD works =YES Max Trib to consider: Trib to Holdown Used: Note: Holdown values are based on the allowable shear wall capacity rather than the actual demand from the analysis. This is a conservative approach intended to simplify the design and also to ensure that the holdowns are proportioned correctly to develop shear yielding in the wall. These values can be reduced if a conventional analysis is used. The anchorage force is determined based on the expected capacity of the wall, which is set equal to 1.5 times the nominal wall capacity. ** This deflection is not the max deflection directly from Simpson. The maximum deflection from Simpson is ratioed based on how much of the HD capacity is used. AB/L-125 Project: Madrona K-8 B34-NS/1 Designed By: Date: 12/14/2016 Project No.: Client: Checked By: Sheet:1 of 1 Shear Wall Holdown Design - Based on Loads Imposed SDS 0.84 r 1.00 Wall Length 66.08 ft Column CL Offset 3.00 in Roof Trib to Wall 52.33 ft Roof DL 16 psf Roof LL 28 psf Wall Weight 8 psf Weight Wall Length 10 ft f1 0.5 52 ft 33.041667 ft Level Floor Height (ft) SW Type Load At Top of Wall (LRFD, kips) LRFD Tension and Compression Force - EQ ONLY (kips) Total ASD Tension Load ( kips) Total ASD Compression Load (kips)Column Type** Column ASD Capacity Roof 12.00 2W4 75.14 13.75 4.2 74.6 HSS 6x6x3/8 134 Verify posts work =YES **Note: Column height is 30'-0". The unbraced length (effective length) is 30'-0" - 1'-6" - 12'-0" = 16'-6". Max Trib to consider: Trib to Holdown Used: Note: Holdown values are based on the allowable shear wall capacity rather than the actual demand from the analysis. This is a conservative approach intended to simplify the design and also to ensure that the holdowns are proportioned correctly to develop shear yielding in the wall. These values can be reduced if a conventional analysis is used. The anchorage force is determined based on the expected capacity of the wall, which is set equal to 1.5 times the nominal wall capacity. AB/L-126 Project: Madrona K-8 B4-EW/1 Designed By: Date: 12/14/2016 Project No.: Client: Checked By: Sheet:1 of 1 Shear Wall Holdown Design - Based on Loads Imposed SDS 0.84 r 1.00 Wall Length 79.58 ft Holdown Offset 3.00 in Roof Trib to Wall 0.00 ft Roof DL 0 psf Roof LL 0 psf Wall Weight 12 psf Weight Wall Length 10 ft f1 0.5 0 ft 0 ft Level Floor Height (ft) SW Type Load At Top of Wall (LRFD, kips) LRFD Tension and Compression Force - EQ ONLY (kips) Total ASD Tension Load (kips) Total ASD Compression Load (kips)Holdown Type Holdown Tension Capacity (kips) Holdown Max Deflection Roof 12.00 W4 23.92 3.63 -1.8 4.2 CMSTC16 4.585 0.000 Verify HD works =YES Max Trib to consider: Trib to Holdown Used: Note: Holdown values are based on the allowable shear wall capacity rather than the actual demand from the analysis. This is a conservative approach intended to simplify the design and also to ensure that the holdowns are proportioned correctly to develop shear yielding in the wall. These values can be reduced if a conventional analysis is used. The anchorage force is determined based on the expected capacity of the wall, which is set equal to 1.5 times the nominal wall capacity. AB/L-127 Project: Madrona K-8 B46-NS/1 Designed By: Date: 12/14/2016 Project No.: Client: Checked By: Sheet:1 of 1 Shear Wall Holdown Design - Based on Loads Imposed SDS 0.84 r 1.00 Wall Length 27.75 ft Holdown Offset 3.00 in Roof Trib to Wall 40.08 ft Roof DL 16 psf Roof LL 28 psf Wall Weight 12 psf Weight Wall Length 10 ft f1 0.5 40 ft 13.875 ft Level Floor Height (ft) SW Type Load At Top of Wall (LRFD, kips) LRFD Tension and Compression Force - EQ ONLY (kips) Total ASD Tension Load (kips) Total ASD Compression Load (kips)Holdown Type Holdown Tension Capacity (kips) Holdown Max Deflection Roof 12.00 2W4 30.88 13.60 -4.5 30.0 CMSTC16 4.585 0.000 Verify HD works =YES Max Trib to consider: Trib to Holdown Used: Note: Holdown values are based on the allowable shear wall capacity rather than the actual demand from the analysis. This is a conservative approach intended to simplify the design and also to ensure that the holdowns are proportioned correctly to develop shear yielding in the wall. These values can be reduced if a conventional analysis is used. The anchorage force is determined based on the expected capacity of the wall, which is set equal to 1.5 times the nominal wall capacity. AB/L-128 Project: Madrona K-8 B46-NS/2 Designed By: Date: 12/14/2016 Project No.: Client: Checked By: Sheet:1 of 1 Shear Wall Holdown Design - Based on Loads Imposed SDS 0.84 r 1.00 Wall Length 16.33 ft Holdown Offset 6.00 in Roof Trib to Wall 41.58 ft Roof DL 16 psf Roof LL 28 psf Wall Weight 12 psf Weight Wall Length 8 ft f1 0.5 42 ft 8.1666665 ft Level Floor Height (ft) SW Type Load At Top of Wall (LRFD, kips) LRFD Tension and Compression Force - EQ ONLY (kips) Total ASD Tension Load (kips) Total ASD Compression Load (kips)Holdown Type Holdown Tension Capacity (kips) Holdown Max Deflection Roof 12.00 W2 14.92 11.68 -5.0 20.4 HDU8-SDS2.5 (3) 6.765 0.062 Verify HD works =YES Max Trib to consider: Trib to Holdown Used: Note: Holdown values are based on the allowable shear wall capacity rather than the actual demand from the analysis. This is a conservative approach intended to simplify the design and also to ensure that the holdowns are proportioned correctly to develop shear yielding in the wall. These values can be reduced if a conventional analysis is used. The anchorage force is determined based on the expected capacity of the wall, which is set equal to 1.5 times the nominal wall capacity. AB/L-129 Project: Madrona K-8 B6-NS/1 Designed By: Date: 12/14/2016 Project No.: Client: Checked By: Sheet:1 of 1 Shear Wall Holdown Design - Based on Loads Imposed SDS 0.84 r 1.00 Wall Length 14.83 ft Holdown Offset 3.00 in Roof Trib to Wall 20.00 ft Roof DL 16 psf Roof LL 28 psf Wall Weight 8 psf Weight Wall Length 7 ft f1 0.5 20 ft 7.4166667 ft Level Floor Height (ft) SW Type Load At Top of Wall (LRFD, kips) LRFD Tension and Compression Force - EQ ONLY (kips) Total ASD Tension Load (kips) Total ASD Compression Load (kips)Holdown Type Holdown Tension Capacity (kips) Holdown Max Deflection Roof 12.00 W6 4.30 3.60 -1.0 8.3 CMSTC16 4.585 0.000 Verify HD works =YES Max Trib to consider: Trib to Holdown Used: Note: Holdown values are based on the allowable shear wall capacity rather than the actual demand from the analysis. This is a conservative approach intended to simplify the design and also to ensure that the holdowns are proportioned correctly to develop shear yielding in the wall. These values can be reduced if a conventional analysis is used. The anchorage force is determined based on the expected capacity of the wall, which is set equal to 1.5 times the nominal wall capacity. AB/L-130 Project: Madrona K-8 B6-NS/2 Designed By: Date: 12/14/2016 Project No.: Client: Checked By: Sheet:1 of 1 Shear Wall Holdown Design - Based on Loads Imposed SDS 0.84 r 1.00 Wall Length 14.58 ft Holdown Offset 6.00 in <<verify Roof Trib to Wall 20.00 ft Roof DL 16 psf Roof LL 28 psf Wall Weight 8 psf Weight Wall Length 7 ft f1 0.5 20 ft 7.2916667 ft Level Floor Height (ft) SW Type Load At Top of Wall (LRFD, kips) LRFD Tension and Compression Force - EQ ONLY (kips) Total ASD Tension Load (kips) Total ASD Compression Load (kips)Holdown Type Holdown Tension Capacity (kips) Holdown Max Deflection Roof 12.00 W6 4.21 3.72 -1.1 8.3 HDU8-SDS2.5 (3) 6.765 0.084 Verify HD works =YES Max Trib to consider: Trib to Holdown Used: Note: Holdown values are based on the allowable shear wall capacity rather than the actual demand from the analysis. This is a conservative approach intended to simplify the design and also to ensure that the holdowns are proportioned correctly to develop shear yielding in the wall. These values can be reduced if a conventional analysis is used. The anchorage force is determined based on the expected capacity of the wall, which is set equal to 1.5 times the nominal wall capacity. AB/L-131 Project: Madrona K-8 B6-NS/3 Designed By: Date: 12/14/2016 Project No.: Client: Checked By: Sheet:1 of 1 Shear Wall Holdown Design - Based on Loads Imposed SDS 0.84 r 1.00 Wall Length 17.58 ft Holdown Offset 6.00 in <<verify Roof Trib to Wall 20.00 ft Roof DL 16 psf Roof LL 28 psf Wall Weight 8 psf Weight Wall Length 9 ft f1 0.5 20 ft 8.7916667 ft Level Floor Height (ft) SW Type Load At Top of Wall (LRFD, kips) LRFD Tension and Compression Force - EQ ONLY (kips) Total ASD Tension Load (kips) Total ASD Compression Load (kips)Holdown Type Holdown Tension Capacity (kips) Holdown Max Deflection Roof 12.00 W6 5.27 3.81 -0.9 9.7 HDU8-SDS2.5 (3) 6.765 0.084 Verify HD works =YES Max Trib to consider: Trib to Holdown Used: Note: Holdown values are based on the allowable shear wall capacity rather than the actual demand from the analysis. This is a conservative approach intended to simplify the design and also to ensure that the holdowns are proportioned correctly to develop shear yielding in the wall. These values can be reduced if a conventional analysis is used. The anchorage force is determined based on the expected capacity of the wall, which is set equal to 1.5 times the nominal wall capacity. AB/L-132 Project: Madrona K-8 B6-NS/4 Designed By: Date: 12/14/2016 Project No.: Client: Checked By: Sheet:1 of 1 Shear Wall Holdown Design - Based on Loads Imposed SDS 0.84 r 1.00 Wall Length 40.67 ft Holdown Offset 6.00 in Roof Trib to Wall 26.33 ft Roof DL 16 psf Roof LL 28 psf Wall Weight 8 psf Weight Wall Length 10 ft f1 0.5 26 ft 20.333333 ft Level Floor Height (ft) SW Type Load At Top of Wall (LRFD, kips) LRFD Tension and Compression Force - EQ ONLY (kips) Total ASD Tension Load (kips) Total ASD Compression Load (kips)Holdown Type Number of 2x6 Posts Need for Compression Post Compression Capacity Roof 12.00 W6 12.78 3.87 1.9 23.6 N/A 5 25.7 Verify posts work =YES Max Trib to consider: Trib to Holdown Used: Note: Holdown values are based on the allowable shear wall capacity rather than the actual demand from the analysis. This is a conservative approach intended to simplify the design and also to ensure that the holdowns are proportioned correctly to develop shear yielding in the wall. These values can be reduced if a conventional analysis is used. The anchorage force is determined based on the expected capacity of the wall, which is set equal to 1.5 times the nominal wall capacity. AB/L-133 Project: Madrona K-8 B6-NS/5 Designed By: Date: 12/14/2016 Project No.: Client: Checked By: Sheet:1 of 1 Shear Wall Holdown Design - Based on Loads Imposed SDS 0.84 r 1.00 Wall Length 19.00 ft Holdown Offset 6.00 in Roof Trib to Wall 26.33 ft Roof DL 16 psf Roof LL 28 psf Wall Weight 8 psf Weight Wall Length 10 ft f1 0.5 26 ft 9.5 ft Level Floor Height (ft) SW Type Load At Top of Wall (LRFD, kips) LRFD Tension and Compression Force - EQ ONLY (kips) Total ASD Tension Load (kips) Total ASD Compression Load (kips)Holdown Type Holdown Tension Capacity (kips) Holdown Max Deflection Roof 12.00 W6 5.75 3.83 -0.3 12.6 HDU8-SDS2.5 (3) 6.765 0.084 Verify HD works =YES Max Trib to consider: Trib to Holdown Used: Note: Holdown values are based on the allowable shear wall capacity rather than the actual demand from the analysis. This is a conservative approach intended to simplify the design and also to ensure that the holdowns are proportioned correctly to develop shear yielding in the wall. These values can be reduced if a conventional analysis is used. The anchorage force is determined based on the expected capacity of the wall, which is set equal to 1.5 times the nominal wall capacity. AB/L-134 Project: Madrona K-8 B6-NS/6 Designed By: Date: 12/14/2016 Project No.: Client: Checked By: Sheet:1 of 1 Shear Wall Holdown Design - Based on Loads Imposed SDS 0.84 r 1.00 Wall Length 17.33 ft Holdown Offset 6.00 in Roof Trib to Wall 26.33 ft Roof DL 16 psf Roof LL 28 psf Wall Weight 8 psf Weight Wall Length 9 ft f1 0.5 26 ft 8.6666667 ft Level Floor Height (ft) SW Type Load At Top of Wall (LRFD, kips) LRFD Tension and Compression Force - EQ ONLY (kips) Total ASD Tension Load (kips) Total ASD Compression Load (kips)Holdown Type Holdown Tension Capacity (kips) Holdown Max Deflection Roof 12.00 W6 5.19 3.81 -0.5 11.7 HDU8-SDS2.5 (3) 6.765 0.084 Verify HD works =YES Max Trib to consider: Trib to Holdown Used: Note: Holdown values are based on the allowable shear wall capacity rather than the actual demand from the analysis. This is a conservative approach intended to simplify the design and also to ensure that the holdowns are proportioned correctly to develop shear yielding in the wall. These values can be reduced if a conventional analysis is used. The anchorage force is determined based on the expected capacity of the wall, which is set equal to 1.5 times the nominal wall capacity. AB/L-135 Project: Madrona K-8 B6-NS/7 Designed By: Date: 12/14/2016 Project No.: Client: Checked By: Sheet:1 of 1 Shear Wall Holdown Design - Based on Loads Imposed SDS 0.84 r 1.00 Wall Length 19.50 ft Holdown Offset 10.25 in Roof Trib to Wall 23.08 ft Roof DL 16 psf Roof LL 28 psf Wall Weight 12 psf Weight Wall Length 10 ft f1 0.5 23 ft 9.75 ft Level Floor Height (ft) SW Type Load At Top of Wall (LRFD, kips) LRFD Tension and Compression Force - EQ ONLY (kips) Total ASD Tension Load (kips) Total ASD Compression Load (kips)Holdown Type Holdown Tension Capacity (kips) Holdown Max Deflection Roof 12.00 2W3 26.16 17.65 -9.9 19.4 HDU14-SDS2.5 (7.25) 14.39 0.122 Verify HD works =YES Max Trib to consider: Trib to Holdown Used: Note: Holdown values are based on the allowable shear wall capacity rather than the actual demand from the analysis. This is a conservative approach intended to simplify the design and also to ensure that the holdowns are proportioned correctly to develop shear yielding in the wall. These values can be reduced if a conventional analysis is used. The anchorage force is determined based on the expected capacity of the wall, which is set equal to 1.5 times the nominal wall capacity. ** This deflection is not the max deflection directly from Simpson. The maximum deflection from Simpson is ratioed based on how much of the HD capacity is used. AB/L-136 Project: Madrona K-8 B6-NS/8 Designed By: Date: 12/14/2016 Project No.: Client: Checked By: Sheet:1 of 1 Shear Wall Holdown Design - Based on Loads Imposed SDS 0.84 r 1.00 Wall Length 10.50 ft Holdown Offset 6.00 in Roof Trib to Wall 13.58 ft Roof DL 16 psf Roof LL 28 psf Wall Weight 12 psf Weight Wall Length 5 ft f1 0.5 14 ft 5.25 ft Level Floor Height (ft) SW Type Load At Top of Wall (LRFD, kips) LRFD Tension and Compression Force - EQ ONLY (kips) Total ASD Tension Load (kips) Total ASD Compression Load (kips)Holdown Type Holdown Tension Capacity (kips) Holdown Max Deflection Roof 12.00 W4 5.68 7.18 -4.1 7.3 HDU8-SDS2.5 (3) 6.765 0.084 Verify HD works =YES Max Trib to consider: Trib to Holdown Used: Note: Holdown values are based on the allowable shear wall capacity rather than the actual demand from the analysis. This is a conservative approach intended to simplify the design and also to ensure that the holdowns are proportioned correctly to develop shear yielding in the wall. These values can be reduced if a conventional analysis is used. The anchorage force is determined based on the expected capacity of the wall, which is set equal to 1.5 times the nominal wall capacity. AB/L-137 Project: Madrona K-8 B6-EW/1 Designed By: Date: 12/14/2016 Project No.: Client: Checked By: Sheet:1 of 1 Shear Wall Holdown Design - Based on Loads Imposed SDS 0.84 r 1.00 Wall Length 45.00 ft Holdown Offset 6.00 in Roof Trib to Wall 0.00 ft Roof DL 0 psf Roof LL 0 psf Wall Weight 12 psf Weight Wall Length 10 ft f1 0.5 0 ft 0 ft Level Floor Height (ft) SW Type Load At Top of Wall (LRFD, kips) LRFD Tension and Compression Force - EQ ONLY (kips) Total ASD Tension Load (kips) Total ASD Compression Load (kips)Holdown Type Holdown Tension Capacity (kips) Holdown Max Deflection Roof 12.00 W6 18.56 5.06 -2.8 5.2 HDU8-SDS2.5 (3) 6.765 0.084 Verify HD works =YES Max Trib to consider: Trib to Holdown Used: Note: Holdown values are based on the allowable shear wall capacity rather than the actual demand from the analysis. This is a conservative approach intended to simplify the design and also to ensure that the holdowns are proportioned correctly to develop shear yielding in the wall. These values can be reduced if a conventional analysis is used. The anchorage force is determined based on the expected capacity of the wall, which is set equal to 1.5 times the nominal wall capacity. AB/L-138 Project: Madrona K-8 B6-EW/2 Designed By: Date: 12/14/2016 Project No.: Client: Checked By: Sheet:1 of 1 Shear Wall Holdown Design - Based on Loads Imposed SDS 0.84 r 1.00 Wall Length 17.25 ft Holdown Offset 6.00 in Roof Trib to Wall 0.00 ft Roof DL 0 psf Roof LL 0 psf Wall Weight 12 psf Weight Wall Length 9 ft f1 0.5 0 ft 0 ft Level Floor Height (ft) SW Type Load At Top of Wall (LRFD, kips) LRFD Tension and Compression Force - EQ ONLY (kips) Total ASD Tension Load (kips) Total ASD Compression Load (kips)Holdown Type Holdown Tension Capacity (kips) Holdown Max Deflection Roof 12.00 W6 6.84 5.05 -2.9 4.9 HDU8-SDS2.5 (3) 6.765 0.084 Verify HD works =YES Max Trib to consider: Trib to Holdown Used: Note: Holdown values are based on the allowable shear wall capacity rather than the actual demand from the analysis. This is a conservative approach intended to simplify the design and also to ensure that the holdowns are proportioned correctly to develop shear yielding in the wall. These values can be reduced if a conventional analysis is used. The anchorage force is determined based on the expected capacity of the wall, which is set equal to 1.5 times the nominal wall capacity. AB/L-139 Project: Madrona K-8 B6-EW/3 Designed By: Date: 12/14/2016 Project No.: Client: Checked By: Sheet:1 of 1 Shear Wall Holdown Design - Based on Loads Imposed SDS 0.84 r 1.00 Wall Length 41.08 ft Holdown Offset 6.00 in Roof Trib to Wall 0.00 ft Roof DL 0 psf Roof LL 0 psf Wall Weight 8 psf Weight Wall Length 10 ft f1 0.5 0 ft 0 ft Level Floor Height (ft) SW Type Load At Top of Wall (LRFD, kips) LRFD Tension and Compression Force - EQ ONLY (kips) Total ASD Tension Load (kips) Total ASD Compression Load (kips)Holdown Type Holdown Tension Capacity (kips) Holdown Max Deflection Roof 12.00 W4 23.41 7.01 -4.4 6.0 HDU8-SDS2.5 (3) 6.765 0.084 Verify HD works =YES Max Trib to consider: Trib to Holdown Used: Note: Holdown values are based on the allowable shear wall capacity rather than the actual demand from the analysis. This is a conservative approach intended to simplify the design and also to ensure that the holdowns are proportioned correctly to develop shear yielding in the wall. These values can be reduced if a conventional analysis is used. The anchorage force is determined based on the expected capacity of the wall, which is set equal to 1.5 times the nominal wall capacity. AB/L-140 Project: Madrona K-8 B6-EW/4 Designed By: Date: 12/14/2016 Project No.: Client: Checked By: Sheet:1 of 1 Shear Wall Holdown Design - Based on Loads Imposed SDS 0.84 r 1.00 Wall Length 32.42 ft Holdown Offset 3.00 in Roof Trib to Wall 0.00 ft Roof DL 0 psf Roof LL 0 psf Wall Weight 8 psf Weight Wall Length 10 ft f1 0.5 0 ft 0 ft Level Floor Height (ft) SW Type Load At Top of Wall (LRFD, kips) LRFD Tension and Compression Force - EQ ONLY (kips) Total ASD Tension Load (kips) Total ASD Compression Load (kips)Holdown Type Holdown Tension Capacity (kips) Holdown Max Deflection Roof 12.00 W4 18.39 6.91 -4.4 5.9 CMSTC16 4.585 0.000 Verify HD works =YES Max Trib to consider: Trib to Holdown Used: Note: Holdown values are based on the allowable shear wall capacity rather than the actual demand from the analysis. This is a conservative approach intended to simplify the design and also to ensure that the holdowns are proportioned correctly to develop shear yielding in the wall. These values can be reduced if a conventional analysis is used. The anchorage force is determined based on the expected capacity of the wall, which is set equal to 1.5 times the nominal wall capacity. AB/L-141 Project: Madrona K-8 B6-EW/5 Designed By: Date: 12/14/2016 Project No.: Client: Checked By: Sheet:1 of 1 Shear Wall Holdown Design - Based on Loads Imposed SDS 0.84 r 1.00 Wall Length 32.42 ft Holdown Offset 6.00 in Roof Trib to Wall 0.00 ft Roof DL 0 psf Roof LL 0 psf Wall Weight 8 psf Weight Wall Length 10 ft f1 0.5 0 ft 0 ft Level Floor Height (ft) SW Type Load At Top of Wall (LRFD, kips) LRFD Tension and Compression Force - EQ ONLY (kips) Total ASD Tension Load (kips) Total ASD Compression Load (kips)Holdown Type Holdown Tension Capacity (kips) Holdown Max Deflection Roof 12.00 W4 19.58 7.48 -4.8 6.3 HDU8-SDS2.5 (3) 6.765 0.084 Verify HD works =YES Max Trib to consider: Trib to Holdown Used: Note: Holdown values are based on the allowable shear wall capacity rather than the actual demand from the analysis. This is a conservative approach intended to simplify the design and also to ensure that the holdowns are proportioned correctly to develop shear yielding in the wall. These values can be reduced if a conventional analysis is used. The anchorage force is determined based on the expected capacity of the wall, which is set equal to 1.5 times the nominal wall capacity. AB/L-142 Project: Madrona K-8 B7-NS/1 Designed By: Date: 12/14/2016 Project No.: Client: Checked By: Sheet:1 of 1 Shear Wall Holdown Design - Based on Loads Imposed SDS 0.84 r 1.00 Wall Length 21.08 ft Holdown Offset 6.00 in Roof Trib to Wall 20.83 ft Roof DL 22 psf Roof LL 28 psf Wall Weight 12 psf Weight Wall Length 10 ft f1 0.5 21 ft 10.541667 ft Level Floor Height (ft) SW Type Load At Top of Wall (LRFD, kips) LRFD Tension and Compression Force - EQ ONLY (kips) Total ASD Tension Load (kips) Total ASD Compression Load (kips)Holdown Type Holdown Tension Capacity (kips) Holdown Max Deflection Roof 12.00 W3 15.20 9.08 -3.3 16.2 HDU8-SDS2.5 (3) 6.765 0.084 Verify HD works =YES Max Trib to consider: Trib to Holdown Used: Note: Holdown values are based on the allowable shear wall capacity rather than the actual demand from the analysis. This is a conservative approach intended to simplify the design and also to ensure that the holdowns are proportioned correctly to develop shear yielding in the wall. These values can be reduced if a conventional analysis is used. The anchorage force is determined based on the expected capacity of the wall, which is set equal to 1.5 times the nominal wall capacity. AB/L-143 Project: Madrona K-8 B7-NS/2 Designed By: Date: 12/14/2016 Project No.: Client: Checked By: Sheet:1 of 1 Shear Wall Holdown Design - Based on Loads Imposed SDS 0.84 r 1.00 Wall Length 30.58 ft Holdown Offset 6.00 in Roof Trib to Wall 24.83 ft Roof DL 22 psf Roof LL 28 psf Wall Weight 8 psf Weight Wall Length 10 ft f1 0.5 25 ft 15.291667 ft Level Floor Height (ft) SW Type Load At Top of Wall (LRFD, kips) LRFD Tension and Compression Force - EQ ONLY (kips) Total ASD Tension Load (kips) Total ASD Compression Load (kips)Holdown Type Number of 2x6 Posts Need for Compression Post Compression Capacity Roof 12.00 W6 7.81 3.17 2.3 19.7 N/A 4 20.6 Verify posts work =YES Max Trib to consider: Trib to Holdown Used: Note: Holdown values are based on the allowable shear wall capacity rather than the actual demand from the analysis. This is a conservative approach intended to simplify the design and also to ensure that the holdowns are proportioned correctly to develop shear yielding in the wall. These values can be reduced if a conventional analysis is used. The anchorage force is determined based on the expected capacity of the wall, which is set equal to 1.5 times the nominal wall capacity. AB/L-144 Project: Madrona K-8 B7-NS/3 Designed By: Date: 12/14/2016 Project No.: Client: Checked By: Sheet:1 of 1 Shear Wall Holdown Design - Based on Loads Imposed SDS 0.84 r 1.00 Wall Length 30.58 ft Holdown Offset 6.00 in Roof Trib to Wall 22.17 ft Roof DL 16 psf Roof LL 28 psf Wall Weight 8 psf Weight Wall Length 10 ft f1 0.5 22 ft 15.291667 ft Level Floor Height (ft) SW Type Load At Top of Wall (LRFD, kips) LRFD Tension and Compression Force - EQ ONLY (kips) Total ASD Tension Load (kips) Total ASD Compression Load (kips)Holdown Type Number of 2x6 Posts Need for Compression Post Compression Capacity Roof 12.00 W6 7.81 3.17 0.9 15.7 N/A 4 20.6 Verify posts work =YES Max Trib to consider: Trib to Holdown Used: Note: Holdown values are based on the allowable shear wall capacity rather than the actual demand from the analysis. This is a conservative approach intended to simplify the design and also to ensure that the holdowns are proportioned correctly to develop shear yielding in the wall. These values can be reduced if a conventional analysis is used. The anchorage force is determined based on the expected capacity of the wall, which is set equal to 1.5 times the nominal wall capacity. AB/L-145 Project: Madrona K-8 B7-NS/4 Designed By: Date: 12/14/2016 Project No.: Client: Checked By: Sheet:1 of 1 Shear Wall Holdown Design - Based on Loads Imposed SDS 0.84 r 1.00 Wall Length 26.75 ft Holdown Offset 6.00 in Roof Trib to Wall 24.17 ft Roof DL 16 psf Roof LL 28 psf Wall Weight 8 psf Weight Wall Length 10 ft f1 0.5 24 ft 13.375 ft Level Floor Height (ft) SW Type Load At Top of Wall (LRFD, kips) LRFD Tension and Compression Force - EQ ONLY (kips) Total ASD Tension Load (kips) Total ASD Compression Load (kips)Holdown Type Number of 2x6 Posts Need for Compression Post Compression Capacity Roof 12.00 W6 7.71 3.59 0.4 15.3 N/A 4 20.6 Verify posts work =YES Max Trib to consider: Trib to Holdown Used: Note: Holdown values are based on the allowable shear wall capacity rather than the actual demand from the analysis. This is a conservative approach intended to simplify the design and also to ensure that the holdowns are proportioned correctly to develop shear yielding in the wall. These values can be reduced if a conventional analysis is used. The anchorage force is determined based on the expected capacity of the wall, which is set equal to 1.5 times the nominal wall capacity. AB/L-146 Project: Madrona K-8 B7-NS/5 Designed By: Date: 12/14/2016 Project No.: Client: Checked By: Sheet:1 of 1 Shear Wall Holdown Design - Based on Loads Imposed SDS 0.84 r 1.00 Wall Length 12.25 ft Holdown Offset 6.00 in Roof Trib to Wall 20.25 ft Roof DL 16 psf Roof LL 28 psf Wall Weight 12 psf Weight Wall Length 6 ft f1 0.5 20 ft 6.125 ft Level Floor Height (ft) SW Type Load At Top of Wall (LRFD, kips) LRFD Tension and Compression Force - EQ ONLY (kips) Total ASD Tension Load (kips) Total ASD Compression Load (kips)Holdown Type Holdown Tension Capacity (kips) Holdown Max Deflection** Roof 12.00 W2 7.79 8.31 -4.4 10.1 HDU8-SDS2.5 (3) 6.765 0.055 Verify HD works =YES Max Trib to consider: Trib to Holdown Used: Note: Holdown values are based on the allowable shear wall capacity rather than the actual demand from the analysis. This is a conservative approach intended to simplify the design and also to ensure that the holdowns are proportioned correctly to develop shear yielding in the wall. These values can be reduced if a conventional analysis is used. The anchorage force is determined based on the expected capacity of the wall, which is set equal to 1.5 times the nominal wall capacity. AB/L-147 Project: Madrona K-8 B7-NS/6 Designed By: Date: 12/14/2016 Project No.: Client: Checked By: Sheet:1 of 1 Shear Wall Holdown Design - Based on Loads Imposed SDS 0.84 r 1.00 Wall Length 8.33 ft Holdown Offset 10.25 in Roof Trib to Wall 23.08 ft Roof DL 16 psf Roof LL 28 psf Wall Weight 12 psf Weight Wall Length 4 ft f1 0.5 23 ft 4.1666667 ft Level Floor Height (ft) SW Type Load At Top of Wall (LRFD, kips) LRFD Tension and Compression Force - EQ ONLY (kips) Total ASD Tension Load (kips) Total ASD Compression Load (kips)Holdown Type Holdown Tension Capacity (kips) Holdown Max Deflection** Roof 12.00 W2 8.35 15.12 -9.6 13.0 HDU14-SDS2.5 (7.25) 14.39 0.118 Verify HD works =YES Max Trib to consider: Trib to Holdown Used: Note: Holdown values are based on the allowable shear wall capacity rather than the actual demand from the analysis. This is a conservative approach intended to simplify the design and also to ensure that the holdowns are proportioned correctly to develop shear yielding in the wall. These values can be reduced if a conventional analysis is used. The anchorage force is determined based on the expected capacity of the wall, which is set equal to 1.5 times the nominal wall capacity. AB/L-148 Project: Madrona K-8 B7-EW/1 Designed By: Date: 12/14/2016 Project No.: Client: Checked By: Sheet:1 of 1 Shear Wall Holdown Design - Based on Loads Imposed SDS 0.84 r 1.00 Wall Length 32.42 ft Holdown Offset 6.00 in Roof Trib to Wall 0.00 ft Roof DL 0 psf Roof LL 0 psf Wall Weight 12 psf Weight Wall Length 10 ft f1 0.5 0 ft 0 ft Level Floor Height (ft) SW Type Load At Top of Wall (LRFD, kips) LRFD Tension and Compression Force - EQ ONLY (kips) Total ASD Tension Load (kips) Total ASD Compression Load (kips)Holdown Type Holdown Tension Capacity (kips) Holdown Max Deflection** Roof 12.00 W4 15.98 6.10 -3.6 5.9 HDU8-SDS2.5 (3) 6.765 0.044 Verify HD works =YES Max Trib to consider: Trib to Holdown Used: Note: Holdown values are based on the allowable shear wall capacity rather than the actual demand from the analysis. This is a conservative approach intended to simplify the design and also to ensure that the holdowns are proportioned correctly to develop shear yielding in the wall. These values can be reduced if a conventional analysis is used. The anchorage force is determined based on the expected capacity of the wall, which is set equal to 1.5 times the nominal wall capacity. ** This deflection is not the max deflection directly from Simpson. The maximum deflection from Simpson is ratioed based on how much of the HD capacity is used. AB/L-149 Project: Madrona K-8 B7-EW/2 Designed By: Date: 12/14/2016 Project No.: Client: Checked By: Sheet:1 of 1 Shear Wall Holdown Design - Based on Loads Imposed SDS 0.84 r 1.00 Wall Length 10.75 ft Holdown Offset 10.25 in Roof Trib to Wall 0.00 ft Roof DL 0 psf Roof LL 0 psf Wall Weight 12 psf Weight Wall Length 5 ft f1 0.5 0 ft 0 ft Level Floor Height (ft) SW Type Load At Top of Wall (LRFD, kips) LRFD Tension and Compression Force - EQ ONLY (kips) Total ASD Tension Load (kips) Total ASD Compression Load (kips)Holdown Type Holdown Tension Capacity (kips) Holdown Max Deflection** Roof 12.00 W2 11.05 14.67 -9.9 11.1 HDU14-SDS2.5 (7.25) 14.39 0.122 Verify HD works =YES Max Trib to consider: Trib to Holdown Used: Note: Holdown values are based on the allowable shear wall capacity rather than the actual demand from the analysis. This is a conservative approach intended to simplify the design and also to ensure that the holdowns are proportioned correctly to develop shear yielding in the wall. These values can be reduced if a conventional analysis is used. The anchorage force is determined based on the expected capacity of the wall, which is set equal to 1.5 times the nominal wall capacity. ** This deflection is not the max deflection directly from Simpson. The maximum deflection from Simpson is ratioed based on how much of the HD capacity is used. AB/L-150 Project: Madrona K-8 B7-EW/3 Designed By: Date: 12/14/2016 Project No.: Client: Checked By: Sheet:1 of 1 Shear Wall Holdown Design - Based on Loads Imposed SDS 0.84 r 1.00 Wall Length 10.75 ft Holdown Offset 10.25 in Roof Trib to Wall 0.00 ft Roof DL 0 psf Roof LL 0 psf Wall Weight 8 psf Weight Wall Length 5 ft f1 0.5 0 ft 0 ft Level Floor Height (ft) SW Type Load At Top of Wall (LRFD, kips) LRFD Tension and Compression Force - EQ ONLY (kips) Total ASD Tension Load (kips) Total ASD Compression Load (kips)Holdown Type Holdown Tension Capacity (kips) Holdown Max Deflection** Roof 12.00 W2 11.05 14.67 -10.0 10.8 HDU14-SDS2.5 (7.25) 14.39 0.123 Verify HD works =YES Max Trib to consider: Trib to Holdown Used: Note: Holdown values are based on the allowable shear wall capacity rather than the actual demand from the analysis. This is a conservative approach intended to simplify the design and also to ensure that the holdowns are proportioned correctly to develop shear yielding in the wall. These values can be reduced if a conventional analysis is used. The anchorage force is determined based on the expected capacity of the wall, which is set equal to 1.5 times the nominal wall capacity. ** This deflection is not the max deflection directly from Simpson. The maximum deflection from Simpson is ratioed based on how much of the HD capacity is used. AB/L-151 Project: Madrona K-8 B7-EW/4 Designed By: Date: 12/14/2016 Project No.: Client: Checked By: Sheet:1 of 1 Shear Wall Holdown Design - Based on Loads Imposed SDS 0.84 r 1.00 Wall Length 11.83 ft Holdown Offset 10.25 in Roof Trib to Wall 0.00 ft Roof DL 0 psf Roof LL 0 psf Wall Weight 12 psf Weight Wall Length 6 ft f1 0.5 0 ft 0 ft Level Floor Height (ft) SW Type Load At Top of Wall (LRFD, kips) LRFD Tension and Compression Force - EQ ONLY (kips) Total ASD Tension Load (kips) Total ASD Compression Load (kips)Holdown Type Holdown Tension Capacity (kips) Holdown Max Deflection Roof 12.00 2W3 14.87 17.62 -11.9 13.3 HDU14-SDS2.5 (7.25) 14.39 0.177 Verify HD works =YES Max Trib to consider: Trib to Holdown Used: Note: Holdown values are based on the allowable shear wall capacity rather than the actual demand from the analysis. This is a conservative approach intended to simplify the design and also to ensure that the holdowns are proportioned correctly to develop shear yielding in the wall. These values can be reduced if a conventional analysis is used. The anchorage force is determined based on the expected capacity of the wall, which is set equal to 1.5 times the nominal wall capacity. AB/L-152 Project: Madrona K-8 MM-NS/1 Designed By: Date: 12/14/2016 Project No.: Client: Checked By: Sheet:1 of 1 Shear Wall Holdown Design - Based on Loads Imposed SDS 0.84 r 1.00 Wall Length 17.67 ft Holdown Offset 6.00 in Roof Trib to Wall 19.25 ft Roof DL 16 psf Roof LL 60 psf Wall Weight 12 psf Weight Wall Length 9 ft f1 0.5 19 ft 8.8 ft Level Floor Height (ft) SW Type Load At Top of Wall (LRFD, kips) LRFD Tension and Compression Force - EQ ONLY (kips) Total ASD Tension Load (kips) Total ASD Compression Load (kips)Holdown Type Number of 2x6 Posts Need for Compression Post Compression Capacity Roof 12.00 W6 2.30 1.66 0.8 12.9 N/A 3 15.4 Verify posts work =YES Max Trib to consider: Trib to Holdown Used: Note: Holdown values are based on the allowable shear wall capacity rather than the actual demand from the analysis. This is a conservative approach intended to simplify the design and also to ensure that the holdowns are proportioned correctly to develop shear yielding in the wall. These values can be reduced if a conventional analysis is used. The anchorage force is determined based on the expected capacity of the wall, which is set equal to 1.5 times the nominal wall capacity. AB/L-153 Project: Madrona K-8 MM-NS/2 Designed By: Date: 12/14/2016 Project No.: Client: Checked By: Sheet:1 of 1 Shear Wall Holdown Design - Based on Loads Imposed SDS 0.84 r 1.00 Wall Length 16.67 ft Holdown Offset 6.00 in <<verify Roof Trib to Wall 36.4 ft Roof DL 16 psf Roof LL 60 psf Wall Weight 8 psf Weight Wall Length 8 ft f1 0.5 36 ft 8.3 ft Level Floor Height (ft) SW Type Load At Top of Wall (LRFD, kips) LRFD Tension and Compression Force - EQ ONLY (kips) Total ASD Tension Load (kips) Total ASD Compression Load (kips)Holdown Type Number of 2x6 Posts Need for Compression Post Compression Capacity Roof 12.00 W6 4.79 3.67 0.2 21.7 N/A 5 25.7 Verify posts work =YES Max Trib to consider: Trib to Holdown Used: Note: Holdown values are based on the allowable shear wall capacity rather than the actual demand from the analysis. This is a conservative approach intended to simplify the design and also to ensure that the holdowns are proportioned correctly to develop shear yielding in the wall. These values can be reduced if a conventional analysis is used. The anchorage force is determined based on the expected capacity of the wall, which is set equal to 1.5 times the nominal wall capacity. AB/L-154 Project: Madrona K-8 MM-NS/3 Designed By: Date: 12/14/2016 Project No.: Client: Checked By: Sheet:1 of 1 Shear Wall Holdown Design - Based on Loads Imposed SDS 0.84 r 1.00 Wall Length 22.00 ft Holdown Offset 10.25 in <<verify Roof Trib to Wall 16.17 ft Roof DL 16 psf Roof LL 60 psf Wall Weight 8 psf Weight Wall Length 10 ft f1 0.5 16 ft 11 ft Level Floor Height (ft) SW Type Load At Top of Wall (LRFD, kips) LRFD Tension and Compression Force - EQ ONLY (kips) Total ASD Tension Load (kips) Total ASD Compression Load (kips)Holdown Type Holdown Tension Capacity (kips) Holdown Max Deflection** Roof 12.00 2W3 30.88 18.26 -10.9 21.7 HDU14-SDS2.5 (7.25) 14.39 0.135 Verify HD works =YES Max Trib to consider: Trib to Holdown Used: Note: Holdown values are based on the allowable shear wall capacity rather than the actual demand from the analysis. This is a conservative approach intended to simplify the design and also to ensure that the holdowns are proportioned correctly to develop shear yielding in the wall. These values can be reduced if a conventional analysis is used. The anchorage force is determined based on the expected capacity of the wall, which is set equal to 1.5 times the nominal wall capacity. ** This deflection is not the max deflection directly from Simpson. The maximum deflection from Simpson is ratioed based on how much of the HD capacity is used. AB/L-155 Project: Madrona K-8 MM-NS/4 Designed By: Date: 12/14/2016 Project No.: Client: Checked By: Sheet:1 of 1 Shear Wall Holdown Design - Based on Loads Imposed SDS 0.84 r 1.00 Wall Length 16.25 ft Holdown Offset 6.00 in <<verify Roof Trib to Wall 0.00 ft Roof DL 16 psf Roof LL 60 psf Wall Weight 8 psf Weight Wall Length 8 ft f1 0.5 0 ft 0 ft Level Floor Height (ft) SW Type Load At Top of Wall (LRFD, kips) LRFD Tension and Compression Force - EQ ONLY (kips) Total ASD Tension Load (kips) Total ASD Compression Load (kips)Holdown Type Holdown Tension Capacity (kips) Holdown Max Deflection** Roof 12.00 W4 9.08 7.15 -4.6 5.9 HDU8-SDS2.5 (3) 6.765 0.057 Verify HD works =YES Max Trib to consider: Trib to Holdown Used: Note: Holdown values are based on the allowable shear wall capacity rather than the actual demand from the analysis. This is a conservative approach intended to simplify the design and also to ensure that the holdowns are proportioned correctly to develop shear yielding in the wall. These values can be reduced if a conventional analysis is used. The anchorage force is determined based on the expected capacity of the wall, which is set equal to 1.5 times the nominal wall capacity. ** This deflection is not the max deflection directly from Simpson. The maximum deflection from Simpson is ratioed based on how much of the HD capacity is used. AB/L-156 Project: Madrona K-8 MM-EW/1 Designed By: Date: 12/14/2016 Project No.: Client: Checked By: Sheet:1 of 1 Shear Wall Holdown Design - Based on Loads Imposed SDS 0.84 r 1.00 Wall Length 21.83 ft Holdown Offset 6.00 in Roof Trib to Wall 0.00 ft Roof DL 0 psf Roof LL 0 psf Wall Weight 8 psf Weight Wall Length 10 ft f1 0.5 0 ft 0 ft Level Floor Height (ft) SW Type Load At Top of Wall (LRFD, kips) LRFD Tension and Compression Force - EQ ONLY (kips) Total ASD Tension Load (kips) Total ASD Compression Load (kips)Holdown Type Holdown Tension Capacity (kips) Holdown Max Deflection Roof 12.00 W6 3.69 2.13 -1.0 2.6 HDU8-SDS2.5 (3) 6.765 0.084 Verify HD works =YES Max Trib to consider: Trib to Holdown Used: Note: Holdown values are based on the allowable shear wall capacity rather than the actual demand from the analysis. This is a conservative approach intended to simplify the design and also to ensure that the holdowns are proportioned correctly to develop shear yielding in the wall. These values can be reduced if a conventional analysis is used. The anchorage force is determined based on the expected capacity of the wall, which is set equal to 1.5 times the nominal wall capacity. AB/L-157 Project: Madrona K-8 MM-EW/2 Designed By: Date: 12/14/2016 Project No.: Client: Checked By: Sheet:1 of 1 Shear Wall Holdown Design - Based on Loads Imposed SDS 0.84 r 1.00 Wall Length 17.58 ft Holdown Offset 10.25 in Roof Trib to Wall 0.00 ft Roof DL 0 psf Roof LL 0 psf Wall Weight 8 psf Weight Wall Length 9 ft f1 0.5 0 ft 0 ft Level Floor Height (ft) SW Type Load At Top of Wall (LRFD, kips) LRFD Tension and Compression Force - EQ ONLY (kips) Total ASD Tension Load (kips)Total ASD Compression Load (kips)Holdown Type Holdown Tension Capacity (kips) Holdown Max Deflection** Roof 12.00 W2 15.85 11.98 -8.0 9.3 HDU14-SDS2.5 (7.25) 14.39 0.098 Verify HD works =YES Max Trib to consider: Trib to Holdown Used: Note: Holdown values are based on the allowable shear wall capacity rather than the actual demand from the analysis. This is a conservative approach intended to simplify the design and also to ensure that the holdowns are proportioned correctly to develop shear yielding in the wall. These values can be reduced if a conventional analysis is used. The anchorage force is determined based on the expected capacity of the wall, which is set equal to 1.5 times the nominal wall capacity. ** This deflection is not the max deflection directly from Simpson. The maximum deflection from Simpson is ratioed based on how much of the HD capacity is used. AB/L-158 Project: Madrona K-8 MM-EW/3 Designed By: Date: 12/14/2016 Project No.: Client: Checked By: Sheet:1 of 1 Shear Wall Holdown Design - Based on Loads Imposed SDS 0.84 r 1.00 Wall Length 21.17 ft Holdown Offset 6.00 in Roof Trib to Wall 0.00 ft Roof DL 0 psf Roof LL 0 psf Wall Weight 8 psf Weight Wall Length 10 ft f1 0.5 0 ft 0 ft Level Floor Height (ft) SW Type Load At Top of Wall (LRFD, kips) LRFD Tension and Compression Force - EQ ONLY (kips) Total ASD Tension Load (kips) Total ASD Compression Load (kips)Holdown Type Holdown Tension Capacity (kips) Holdown Max Deflection** W3 12.00 W3 16.77 9.98 -6.5 8.1 HDU8-SDS2.5 (3) 6.765 0.081 Verify HD works =YES Max Trib to consider: Trib to Holdown Used: Note: Holdown values are based on the allowable shear wall capacity rather than the actual demand from the analysis. This is a conservative approach intended to simplify the design and also to ensure that the holdowns are proportioned correctly to develop shear yielding in the wall. These values can be reduced if a conventional analysis is used. The anchorage force is determined based on the expected capacity of the wall, which is set equal to 1.5 times the nominal wall capacity. ** This deflection is not the max deflection directly from Simpson. The maximum deflection from Simpson is ratioed based on how much of the HD capacity is used. AB/L-159 Project: Madrona K-8 MM-EW/4 Designed By: Date: 12/14/2016 Project No.: Client: Checked By: Sheet:1 of 1 Shear Wall Holdown Design - Based on Loads Imposed SDS 0.84 r 1.00 Wall Length 23.17 ft Holdown Offset 6.00 in Roof Trib to Wall 0.00 ft Roof DL 0 psf Roof LL 0 psf Wall Weight 12 psf Weight Wall Length 10 ft f1 0.5 0 ft 0 ft Level Floor Height (ft) SW Type Load At Top of Wall (LRFD, kips) LRFD Tension and Compression Force - EQ ONLY (kips) Total ASD Tension Load (kips) Total ASD Compression Load (kips)Holdown Type Holdown Tension Capacity (kips) Holdown Max Deflection Roof 12.00 W3 15.43 8.35 -5.2 7.5 HDU8-SDS2.5 (3) 6.765 0.084 Verify HD works =YES Max Trib to consider: Trib to Holdown Used: Note: Holdown values are based on the allowable shear wall capacity rather than the actual demand from the analysis. This is a conservative approach intended to simplify the design and also to ensure that the holdowns are proportioned correctly to develop shear yielding in the wall. These values can be reduced if a conventional analysis is used. The anchorage force is determined based on the expected capacity of the wall, which is set equal to 1.5 times the nominal wall capacity. AB/L-160 Project: Madrona K-8 MM-EW/5 Designed By: Date: 12/14/2016 Project No.: Client: Checked By: Sheet:1 of 1 Shear Wall Holdown Design - Based on Loads Imposed SDS 0.84 r 1.00 Wall Length 8.08 ft Holdown Offset 10.25 in Roof Trib to Wall 0.00 ft Roof DL 0 psf Roof LL 0 psf Wall Weight 12 psf Weight Wall Length 4 ft f1 0.5 0 ft 0 ft Level Floor Height (ft) SW Type Load At Top of Wall (LRFD, kips) LRFD Tension and Compression Force - EQ ONLY (kips) Total ASD Tension Load (kips) Total ASD Compression Load (kips)Holdown Type Holdown Tension Capacity (kips) Holdown Max Deflection** Roof 12.00 2W4 9.47 17.82 -12.2 13.1 HDU14-SDS2.5 (7.25) 14.39 0.150 Verify HD works =YES Max Trib to consider: Trib to Holdown Used: Note: Holdown values are based on the allowable shear wall capacity rather than the actual demand from the analysis. This is a conservative approach intended to simplify the design and also to ensure that the holdowns are proportioned correctly to develop shear yielding in the wall. These values can be reduced if a conventional analysis is used. The anchorage force is determined based on the expected capacity of the wall, which is set equal to 1.5 times the nominal wall capacity. ** This deflection is not the max deflection directly from Simpson. The maximum deflection from Simpson is ratioed based on how much of the HD capacity is used. AB/L-161 AREAS A AND B LATERAL DESIGN – DIAPHRAGM AND STRUT DESIGN AB/L-162 Project: Madrona K-8, Areas 3-7 and Area MM (Areas A and B)Date:12/14/2016 Engr:LAN Diaphragm Vdia Ldia vdia Max vdia (kips)(ft)(plf)(plf) Admin Area 3 West 13.6 50 275 344 Unblocked Diaphragm - North-South East 28.4 181 157 344 Unblocked Diaphragm - West 28.4 103 277 344 Unblocked Diaphragm - East 13.2 38 346 344 Unblocked Diaphragm - East-West North 2.0 44 46 344 Unblocked Diaphragm - South 6.6 44 151 344 Unblocked Diaphragm - North 6.6 44 152 344 Unblocked Diaphragm - South 13.7 44 312 344 Unblocked Diaphragm - North 13.7 44 312 344 Unblocked Diaphragm - South 7.5 44 173 344 Unblocked Diaphragm - North 7.5 36 209 344 Unblocked Diaphragm - South 11.2 36 309 344 Unblocked Diaphragm - North 11.2 46 241 344 Unblocked Diaphragm - South 7.6 26 291 344 Unblocked Diaphragm - Vdia Ldia vdia Max vdia (kips)(ft)(plf)(plf) Admin Area 4 West 0.0 0 0 344 N/A North-South East 3.5 96 37 344 Unblocked Diaphragm - West 3.5 96 37 344 Unblocked Diaphragm - East 0.0 0 0 344 N/A North 0.0 0 0 344 N/A East-West South 3.5 96 37 344 Unblocked Diaphragm - North 3.5 96 37 344 Unblocked Diaphragm - South 0.0 0 0 344 N/A Vdia Ldia vdia Max vdia (kips)(ft)(plf)(plf) Admin Area 5 West 0.0 0 0 344 N/A North-South East 4.4 20 219 344 Unblocked Diaphragm - West 4.4 20 219 344 Unblocked Diaphragm - East 0.0 0 0 344 N/A East-West North 0.0 0 0 344 N/A South 3.8 67 58 344 Unblocked Diaphragm - North 3.8 13 288 344 Unblocked Diaphragm - South 1.2 13 88 344 Unblocked Diaphragm - Unblocked or Blocked Amount to Extend Blocking (ft) Length of trib. to that wall (ft) Line Unblocked or Blocked Amount to Extend Blocking (ft) Length of trib. to that wall (ft) A5-EW/A A5-NS/A A3-EW/D Amount to Extend Blocking (ft) Length of trib. to that wall (ft) A3-EW/E A5-NS/B Line A3-NS/B A3-EW/B A3-EW/C A3-NS/A Unblocked or Blocked Line A3-EW/A A5-EW/B A4-NS/A A4-NS/B A4-EW/A A4-EW/B AB/L-163 Unblocked diaphragm capacity Note: Wood diaphragm in Admin Area 4 only occurs between Grids 2 and 2.3. Steel diaphragm in Admin Area 4 design follows the wood diaphragm designs. Refer to "Load Distribution" for values Vdia Ldia vdia Max vdia (kips)(ft)(plf)(plf) Admin Area 6 West 8.4 30 281 344 Unblocked Diaphragm - North-South East 20.9 44 475 344 Blocked Diaphragm 6 16.7 West 20.9 68 310 344 Unblocked Diaphragm - East 26.2 77 340 344 Unblocked Diaphragm - West 26.2 133 197 344 Unblocked Diaphragm - East 6.9 20 346 344 Blocked Diaphragm 2 9.5 West 6.9 11 658 344 Blocked Diaphragm 6 9.5 East 0.0 0 0 344 N/A East-West North 0.0 0 0 344 N/A South 31.1 85 368 344 Blocked Diaphragm 4 52.6 North 31.1 89 352 344 Blocked Diaphragm 2 52.6 South 22.2 89 251 344 Unblocked Diaphragm - North 22.2 65 340 344 Unblocked Diaphragm - South 2.4 15 158 344 Unblocked Diaphragm - Vdia Ldia vdia Max vdia (kips)(ft)(plf)(plf) Admin Area 7 West 5.4 67 82 344 Unblocked Diaphragm - North-South East 13.6 86 160 344 Unblocked Diaphragm - West 13.6 78 175 344 Unblocked Diaphragm - East 14.4 78 185 344 Unblocked Diaphragm - West 14.4 103 140 344 Unblocked Diaphragm - East 5.0 49 103 344 Unblocked Diaphragm - East-West North 5.5 39 142 344 Unblocked Diaphragm - South 14.5 90 163 344 Unblocked Diaphragm - North 14.5 32 449 344 Blocked Diaphragm 6 21.0 South 13.2 32 408 344 Blocked Diaphragm 4 18.2 North 13.2 41 322 344 Unblocked Diaphragm - South 5.4 41 133 344 Unblocked Diaphragm - Vdia Ldia vdia Max vdia (kips)(ft)(plf)(plf) Mech Mezz West 0.0 0 0 344 N/A North-South East 4.2 17 246 344 Unblocked Diaphragm - West 4.2 17 246 344 Unblocked Diaphragm - East 4.5 17 260 344 Unblocked Diaphragm - West 4.5 17 260 344 Unblocked Diaphragm - East 5.9 45 131 344 Unblocked Diaphragm - West 5.9 45 131 344 Unblocked Diaphragm - East 3.0 45 68 345 Unblocked Diaphragm - West 3.0 45 68 346 Unblocked Diaphragm - East 0.0 0 0 344 N/A East-West North 1.0 26 39 344 Unblocked Diaphragm - South 5.1 26 201 344 Unblocked Diaphragm - North 5.1 45 114 344 Unblocked Diaphragm - South 11.9 45 266 344 Unblocked Diaphragm - North 11.9 112 107 344 Unblocked Diaphragm - South 0.0 0 0 344 N/A MM-NS/E Line Unblocked or Blocked Amount to Extend Blocking (ft) Length of trib. to that wall (ft) Unblocked or Blocked Amount to Extend Blocking (ft) Length of trib. to that wall (ft) Line Unblocked or Blocked Amount to Extend Blocking (ft) Length of trib. to that wall (ft) A6-EW/C A6-EW/A A6-EW/B A6-NS/D A6-NS/B A6-NS/C A6-NS/A Line A7-EW/A A7-EW/B A7-EW/C A7-NS/A A7-NS/B A7-NS/C MM-EW/A MM-EW/B MM-EW/C MM-NS/A MM-NS/B MM-NS/C MM-NS/D AB/L-164 AREA 4 - NS FOR DIAPHRAGM DESIGN Wood Diaphragm Span Trib Width (ft) Length (ft) Force (plf) Force (kip) 1 (Left) 17.4 83.3 84 3.5 1 (Right) 17.4 83.3 84 3.5 Diaphragm N/S SW Force (kip) Length (ft) Vdia (plf) West 0.0 0 0 East 3.5 96 37 West 3.5 96 37 East 0.0 0 0 Steel Diaphragm Span Trib Width (ft) Length (ft) Force (plf) Force (kip) 1 (Left) 100.6 83.3 484 20.2 1 (Right) 100.6 83.3 484 20.2 Diaphragm N/S SW Force (kip) Length (ft) Vdia (plf) West 0.0 0 0 East 20.2 96 211 West 20.2 96 211 East 0.0 0 0 Max Vdia = 211 plf Use = Verco PLB-36, 20GA, VSC @ 24", span 8'-0", 36/4 weld pattern at supports Capacity 632 plf ASC DGB-36, 18GA, VSC @ 24", span 8'-0", 4 weld pattern at supports Capacity 671 plf Controlling capacity = 632 plf, Verco controlls % of capacity = 85.0 %, due to full perforation Reduced capacity = 537 plf OK A4-NS/A A4-NS/B A4-NS/A (S) A4-NS/B (S) AB/L-165 Madrona K-8 LAN 12/14/16 AREA 4 - EW FOR DIAPHRAGM DESIGN Wood Diaphragm Span Trib Width (ft)Length (ft)Force (plf)Force (kip) CR (Left) 83.3 17.3 401 3.5 CR (Right) 83.3 17.3 401 3.5 Diaphragm N/S SW Force (kip)Length (ft)Vdia (plf) West 0.0 0 0 East 3.5 96 37 West 3.5 96 37 East 0.0 0 0 Steel Diaphragm Span Trib Width (ft)Length (ft)Force (plf)Force (kip) CL 83.3 4.8 401 1.9 1 (Left) 83.3 95.9 401 19.2 1 (Right) 83.3 95.9 401 19.2 Diaphragm N/S SW Force (kip)Length (ft)Vdia (plf) West 1.9 66 29 East 19.2 66 291 West 19.2 80 242 East 0.0 80 0 Max Vdia = 291 plf Use = Verco PLB-36, 20GA, VSC @ 24", span 8'-0", 36/4 weld pattern at supports Capacity 632 plf ASC DGB-36, 18GA, VSC @ 24", span 8'-0", 4 weld pattern at supports Capacity 671 plf Refer to "Diaphragm Design" section for Verco and ASC reference pages. A4-EW/A (S) A4-EW/B (S) A4-EW/A A4-EW/B AB/L-166 Madrona K-8 LAN 12/14/16 ASC Steel Deck Catalog • February 2016 153www.ascsd.com ASC Steel Deck GE N E R A L I N F O B P R O F I L E S N P R O F I L E S 2 W & 3 W P R O F I L E S D E E P D E C K P R O F I L E S C P - 3 2 A C U S T A D E K Acustadek® 7.1 as DGB-36AW, which only has a 0.53 coefficient for the 2000 Hz range. Some sound absorption coefficients may be greater than 1.0 because of the measurement methods. When designing for a specific frequency, use 1.0 for any absorption coefficients greater than 1.0. The type of cover board on non-cellular Acustadek has an impact on the sound absorption coefficients and NRC rating of the assembly. The acoustical testing is based on an assembly comprising the Acustadek profile, the fiberglass batts, and the cover board on top of the steel deck that supports the roof system. Historically, fiberglass board was used as the cover board on top of the steel deck. These assemblies have higher acoustical performance than modern assemblies using poly- iso insulation board on top of the deck. The Acustadek tables in this section provide information for both fiberglass and poly-iso deck cover board assemblies. The NRC should not be confused with the Sound Transmission Coefficient (STC). STCs measure the blocking of sound through an assembly as it relates to the decibel drop in the intensity of the sound. Acustadek may not be a good choice if a high STC is required. As an example, consider a room with noisy equipment. The Acustadek may be a good solution to reduce the noise level in the room for the occupants, but may not be a good material to block the noise from escaping the room. The holes in the perforated Acustadek may in fact let more sound escape the room than a conventional deck. Detailing and Installation of Acustadek Acustadek provides an exposed finish in the building. Steel deck is a structural element in the building and is subject to incidental dents in the handling and steel erection process. To minimize the potential damage, use 20 gage or heavier. 22 gage may be an economical option when minor dents can be tolerated; dark paint finishes or high roof structures can mask these types of minor blemishes. Acustadek can be specified with a galvanized finish or factory prime painted over galvanized steel. Most Acustadeks will receive finish paint to meet the aesthetic requirements of the building. The galvanized steel can be field painted following the paint manufacturer’s preparation and application recommendations. As an option, factory- applied primer can be specified, which may reduce the surface preparation of the deck. Attaching the Acustadek to the structure and connection of the side laps of the deck can impact the appearance of the installed product. Side lap top seam welds will leave burn marks in the galvanized finish and an occasional burn through should be expected. This may be unsightly if the galvanized finish is intended to be left exposed. The burns can be easily cleaned up prior to prime painting the deck after installation. A better solution is to use the DeltaGrip® side lap connection. This mechanical interlock connection provides high strength similar to a weld without any thermal damage to the deck or galvanized coating and is not visible from the underside of the deck. Arc spot and arc seam welds may also leave visible burn marks on the deck near the support or on the underside of the supporting steel. A good alternative to welding the deck to supports is to attach the deck with self-drilling screws or power-actuated fasteners (PAF), such as the high shear nails manufactured by Hilti, Inc. or fasteners manufactured by Pneutek Inc. that are intended for decking applications. Structural Performance of Acustadek The perforation of the webs, top and bottom flutes and pans of the Acustadeks has a small impact on the structural performance of the deck profiles. Section properties are reduced from the non-Acustadek version of the profiles leading to reduced vertical load capacity. The reactions at supports are unaffected by the perforation in the Acustadek. The diaphragm shear and flexibility of cellular and web- perforated Acustadek is the same as the non-Acustadek version of the profile. Total perforation Acustadek flexibility is the same as the nonacoustical version of the profile, but the diaphragm shear capacity is 85% of the non-Acustadek profile. (See Figure 7.1.1) Figure 7.1.1: ACUSTADEK STRUCTURAL PROPERTIES SUMMARY Section Properties Use Acustadek section properties Reactions at Supports (based on Web Crippling) Use non Acustadek UHDFWLRQVIRUWKHSUR¿OH Diaphragm Shear Web perforated and cellular pan perforated use shear IRUQRQ$FXVWDGHNSUR¿OH Total perforated Acustadek use 85% of the diaphragm VKHDUIRUWKHSUR¿OH Diaphragm Flexibility 8VHGLDSKUDJPÀH[LELOLW\RI WKHQRQSHUIRUDWHGSUR¿OH TABLE OF CONTENTS AB/L-167 30 VR4 VERCO DECKING, INC. www.vercodeck.com Type PLB™-36 36/4 Weld Pattern at Supports Sidelaps Connected with PunchLok II Tool Allowable Diaphragm Shear Strength, q (plf) and Flexibility Factors, F ((in./lb)x106 ) DECK GAGE SIDELAP ATTACHMENT SPAN (ft-in.) 4'-0" 5'-0" 6'-0" 7'-0" 8'-0" 9'-0" 10'-0" 11'-0" 12'-0" 22 VSC2 @ 24"q 567 578 496 515 458 478 435 F -5.1+269R -1.4+215R 2.4+178R 4+153R 6.5+133R 7.3+118R 9.2+106R VSC2 @ 18"q 688 675 585 590 594 539 548 F -6.3+270R -2.5+216R 1.1+179R 2.8+153R 4.1+134R 6.1+119R 6.9+107R VSC2 @ 12"q 789 759 738 723 711 701 694 F -7.2+270R -3.4+216R -0.7+180R 1.2+154R 2.6+135R 3.7+119R 4.7+107R VSC2 @ 8"q 943 949 908 918 889 899 878 F -8.4+271R -5+217R -2.3+180R -0.7+155R 0.8+135R 1.7+120R 2.6+108R VSC2 @ 6"q 1048 1034 1024 1017 1011 1007 1001 F -9.2+271R -5.6+217R -3.3+181R -1.6+155R -0.3+135R 0.7+120R 1.5+108R VSC2 @ 4"q 1169 1162 1157 1154 1151 1149 1001 F -10.1+271R -6.6+217R -4.4+181R -2.7+155R -1.5+136R -0.5+121R 0.3+108R 20 VSC2 @ 24"q 777 792 682 708 632 658 601 625 579 F -1+170R 1.3+136R 3.9+113R 4.8+96R 6.6+84R 7+75R 8.3+67R 8.4+61R 9.5+55R VSC2 @ 18"q 936 919 801 808 813 741 752 761 709 F -2.1+171R 0.3+136R 2.7+113R 3.8+97R 4.6+85R 6+75R 6.4+67R 6.7+61R 7.7+56R VSC2 @ 12"q 1066 1028 1001 981 966 953 943 935 912 F -2.9+171R -0.5+137R 1.2+114R 2.4+97R 3.3+85R 4+76R 4.6+68R 5.1+62R 5.5+57R VSC2 @ 8"q 1259 1265 1216 1227 1192 1205 1178 1085 912 F -3.9+171R -1.8+137R -0.1+114R 0.9+98R 1.9+86R 2.4+76R 3+68R 3.4+62R 3.8+57R VSC2 @ 6"q 1385 1368 1357 1348 1341 1336 1313 1085 912 F -4.6+172R -2.3+137R -0.8+114R 0.2+98R 1+86R 1.7+76R 2.2+69R 2.6+62R 2.9+57R VSC2 @ 4"q 1527 1519 1513 1509 1506 1504 1313 1085 912 F -5.3+172R -3.1+137R -1.7+115R -0.6+98R 0.2+86R 0.8+76R 1.2+69R 1.6+62R 2+57R 18 VSC2 @ 24"q 1238 1253 1084 1118 1000 1038 949 985 914 F 1.4+83R 2.3+66R 3.8+55R 4+47R 5+41R 5.1+37R 5.8+33R 5.7+30R 6.3+27R VSC2 @ 18"q 1471 1441 1262 1269 1274 1163 1178 1190 1110 F 0.5+83R 1.6+67R 2.9+55R 3.3+47R 3.7+42R 4.4+37R 4.5+33R 4.6+30R 5.2+28R VSC2 @ 12"q 1661 1600 1557 1525 1501 1481 1465 1452 1394 F -0.1+84R 1.1+67R 1.9+56R 2.4+48R 2.9+42R 3.2+37R 3.5+33R 3.7+30R 3.9+28R VSC2 @ 8"q 1936 1942 1869 1884 1833 1849 1809 1659 1394 F -0.8+84R 0.2+67R 1.1+56R 1.5+48R 2+42R 2.2+37R 2.6+33R 2.7+30R 2.9+28R VSC2 @ 6"q 2114 2088 2070 2057 2047 2038 2007 1659 1394 F -1.2+84R -0.1+67R 0.6+56R 1.1+48R 1.5+42R 1.8+37R 2.1+34R 2.3+31R 2.4+28R VSC2 @ 4"q 2311 2299 2291 2285 2280 2276 2007 1659 1394 F -1.6+84R -0.5+67R 0.2+56R 0.7+48R 1+42R 1.3+37R 1.6+34R 1.8+31R 1.9+28R 16 VSC2 @ 24"q 1606 1635 1418 1469 1317 1370 1254 1304 1211 F 2.6+47R 3+38R 4.1+31R 4.1+27R 4.9+23R 4.8+21R 5.4+19R 5.2+17R 5.7+15R VSC2 @ 18"q 1912 1880 1654 1667 1677 1534 1557 1575 1472 F 1.7+47R 2.4+38R 3.3+31R 3.5+27R 3.7+24R 4.2+21R 4.3+19R 4.3+17R 4.7+16R VSC2 @ 12"q 2156 2085 2035 1998 1969 1946 1928 1912 1899 F 1.2+48R 1.9+38R 2.4+32R 2.7+27R 3+24R 3.2+21R 3.4+19R 3.5+17R 3.6+16R VSC2 @ 8"q 2501 2512 2426 2446 2384 2406 2358 2310 1941 F 0.7+48R 1.2+38R 1.7+32R 2+27R 2.3+24R 2.4+21R 2.6+19R 2.7+17R 2.8+16R VSC2 @ 6"q 2716 2689 2669 2654 2643 2634 2627 2310 1941 F 0.3+48R 0.9+38R 1.4+32R 1.7+27R 1.9+24R 2+21R 2.2+19R 2.3+17R 2.4+16R VSC2 @ 4"q 2948 2936 2927 2921 2916 2912 2795 2310 1941 F -0.1+48R 0.6+38R 1+32R 1.2+27R 1.5+24R 1.6+21R 1.8+19R 1.9+17R 2+16R See footnotes on page 28. AB/L-168 ASC Steel Deck GE N E R A L I N F O B P A N E L S N P R O F I L E S 2 W & 3 W P R O F I L E S D E E P D E C K P R O F I L E S C P - 3 2 A C U S T A D E K ASC Steel Deck Catalog • February 2016 43www.ascsd.com DGB-36 & DGBF-36 2.2 Arc Spot/Seam Welds to Supports with DeltaGrip® Side Seam Attachment Allowable Diaphragm Shear, qa (plf) Flexibility Factor, F (10-6in/lbs) 6SDQ*DJH :HOGV 6SDFLQJ 4ƍƎ 5ƍƎ 6ƍƎ 7ƍƎ ƍƎ 9ƍƎ ƍƎ ƍƎ ƍƎ 20 4Ǝ qa 2332 2261 2211 2173 1916 1514 1226 1013 852 F, lap 5.9-0.6R 6-0.6R 6.1-0.5R 6.2-0.5R 6.3-0.4R 6.4-0.4R 6.4-0.4R 6.4-0.4R 6.5-0.3R F, no lap 4.1+22.9R 4.6+18.3R 4.9+15.2R 5.1+13.1R 5.3+11.5R 5.5+10.2R 5.6+9.2R 5.7+8.4R 6.2+6.6R 6Ǝ qa 2025 1924 1851 1796 1754 1514 1226 1013 852 F, lap 6.6-1R 6.9-0.9R 7.1-0.9R 7.2-0.9R 7.4-0.8R 7.5-0.8R 7.6-0.7R 7.6-0.7R 7.7-0.6R F, no lap 4.8+22.5R 5.4+17.9R 5.9+14.8R 6.2+12.7R 6.4+11.2R 6.6+9.9R 6.8+8.9R 6.9+8R 7.5+6.3R Ǝ qa 1825 1751 1618 1590 1503 1493 1226 1013 852 F, lap 7.1-1.3R 7.4-1.2R 7.8-1.3R 7.9-1.2R 8.3-1.2R 8.3-1.1R 8.6-1.1R 8.6-1R 8.8-0.9R F, no lap 5.3+22.2R 5.9+17.6R 6.6+14.4R 6.9+12.4R 7.3+10.8R 7.4+9.5R 7.8+8.5R 7.9+7.7R 8.5+6R Ǝ qa 1587 1445 1344 1269 1211 1160 1114 1013 852 F, lap 7.9-1.8R 8.5-1.9R 9-2R 9.4-1.9R 9.7-1.9R 10-1.9R 10.2-1.8R 10.5-1.8R 10.6-1.5R F, no lap 6.1+21.7R 7.1+16.9R 7.8+13.7R 8.3+11.6R 8.7+10.1R 9.1+8.8R 9.4+7.8R 9.7+6.9R 10.3+5.4R Ǝ qa 1452 1329 1128 1066 1020 897 877 861 781 F, lap 8.5-2.2R 9.1-2.3R 10.2-2.8R 10.5-2.7R 10.8-2.5R 11.7-2.9R 11.9-2.7R 12-2.6R 12.6-2.3R F, no lap 6.7+21.3R 7.6+16.5R 9+12.9R 9.4+10.9R 9.8+9.4R 10.9+7.8R 11.1+6.9R 11.3+6.2R 12.4+4.6R 24Ǝ qa 1308 1207 996 954 823 809 719 717 650 F, lap 9.1-2.8R 9.7-2.8R 11-3.4R 11.3-3.2R 12.4-3.6R 12.5-3.4R 13.5-3.7R 13.5-3.4R 14.2-3R F, no lap 7.3+20.7R 8.3+16R 9.8+12.3R 10.2+10.4R 11.4+8.4R 11.6+7.3R 12.7+6R 12.8+5.3R 13.9+3.9R 36Ǝ qa 1308 1056 865 841 724 634 640 574 519 F, lap 9.1-2.8R 10.6-3.5R 12-4.2R 12.2-3.9R 13.4-4.3R 14.7-4.9R 14.5-4.3R 15.7-4.8R 16.3-4.1R F, no lap 7.3+20.7R 9.1+15.3R 10.8+11.5R 11.1+9.7R 12.4+7.6R 13.8+5.8R 13.7+5.3R 14.9+3.9R 16.1+2.9R Ǝ qa 1145 1056 865 728 626 634 561 502 453 F, lap 10-3.6R 10.6-3.5R 12-4.2R 13.4-4.8R 14.7-5.4R 14.7-4.9R 15.8-5.3R 17.1-5.8R 17.7-4.8R F, no lap 8.2+19.9R 9.1+15.3R 10.8+11.5R 12.3+8.8R 13.8+6.6R 13.8+5.8R 15+4.3R 16.4+2.9R 17.5+2.1R 60Ǝ qa 1145 898 865 728 626 546 483 502 453 F, lap 10-3.6R 11.7-4.5R 12-4.2R 13.4-4.8R 14.7-5.4R 16.2-6R 17.5-6.5R 17.1-5.8R 17.7-4.8R F, no lap 8.2+19.9R 10.2+14.3R 10.8+11.5R 12.3+8.8R 13.8+6.6R 15.3+4.6R 16.7+3.1R 16.4+2.9R 17.5+2.1R 4Ǝ qa 1884 1847 1820 1799 1782 1514 1226 1013 852 F, lap 6-0.6R 6.1-0.5R 6.2-0.5R 6.3-0.4R 6.4-0.4R 6.4-0.4R 6.5-0.3R 6.5-0.3R 6.5-0.3R F, no lap -4.7+139.3R -2.4+111.4R -0.9+92.8R -0.1+80.2R 0.6+70.7R 1.2+62.8R 1.7+56.8R 2.2+51.6R 5.2+40.9R 6Ǝ qa 1699 1637 1592 1557 1530 1507 1226 1013 852 F, lap 6.8-0.9R 7.1-0.9R 7.3-0.8R 7.4-0.8R 7.5-0.7R 7.6-0.7R 7.7-0.7R 7.8-0.6R 7.8-0.5R F, no lap -3.9+138.9R -1.5+111R 0.1+92.4R 1+79.8R 1.7+70.4R 2.4+62.5R 3+56.5R 3.5+51.3R 6.5+40.6R Ǝ qa 1564 1518 1426 1409 1345 1340 1226 1013 852 F, lap 7.5-1.3R 7.7-1.2R 8.1-1.2R 8.2-1.1R 8.5-1.1R 8.5-1R 8.8-1R 8.8-0.9R 9-0.8R F, no lap -3.3+138.5R -0.9+110.7R 1+92R 1.8+79.5R 2.7+70R 3.4+62.2R 4.1+56.1R 4.5+51R 7.6+40.4R Ǝ qa 1390 1288 1212 1155 1110 1074 1044 1013 852 F, lap 8.4-1.9R 9-2R 9.5-2R 9.8-1.9R 10.2-1.9R 10.4-1.8R 10.7-1.7R 10.9-1.7R 11-1.4R F, no lap -2.3+137.9R 0.4+109.9R 2.3+91.3R 3.4+78.7R 4.3+69.3R 5.3+61.4R 5.9+55.4R 6.5+50.2R 9.6+39.7R Ǝ qa 1285 1194 1039 1001 971 863 846 833 756 F, lap 9.1-2.4R 9.7-2.4R 10.9-2.9R 11.2-2.7R 11.4-2.5R 12.4-2.9R 12.6-2.7R 12.7-2.5R 13.3-2.3R F, no lap -1.6+137.5R 1.1+109.5R 3.7+90.4R 4.8+77.9R 5.6+68.6R 7.3+60.3R 7.8+54.5R 8.3+49.4R 11.9+38.9R 24Ǝ qa 1166 1092 943 910 785 775 689 690 625 F, lap 9.9-3.1R 10.5-3R 11.9-3.6R 12.1-3.3R 13.3-3.7R 13.4-3.4R 14.5-3.7R 14.4-3.4R 15.1-3.1R F, no lap -0.8+136.8R 1.9+108.9R 4.7+89.6R 5.7+77.3R 7.5+67.4R 8.2+59.8R 9.7+53.4R 10.1+48.5R 13.8+38.1R 36Ǝ qa 1166 980 814 797 686 600 610 546 493 F, lap 9.9-3.1R 11.6-3.8R 13.2-4.6R 13.3-4.1R 14.6-4.6R 16-5.2R 15.7-4.5R 17-5R 17.7-4.3R F, no lap -0.8+136.8R 3+108R 6+88.6R 6.9+76.5R 8.8+66.5R 10.9+58R 11+52.6R 12.7+46.9R 16.4+36.9R Ǝ qa 1034 980 814 685 588 600 531 474 427 F, lap 11.1-4.1R 11.6-3.8R 13.2-4.6R 14.8-5.3R 16.3-5.9R 16-5.2R 17.4-5.6R 18.8-6.2R 19.5-5.2R F, no lap 0.4+135.8R 3+108R 6+88.6R 8.4+75.3R 10.5+65.2R 10.9+58R 12.6+51.5R 14.4+45.7R 18.1+36R 60Ǝ qa 1034 837 814 685 588 512 452 474 427 F, lap 11.1-4.1R 13-5.1R 13.2-4.6R 14.8-5.3R 16.3-5.9R 18-6.6R 19.5-7.2R 18.8-6.2R 19.5-5.2R F, no lap 0.4+135.8R 4.5+106.8R 6+88.6R 8.4+75.3R 10.5+65.2R 12.8+56.6R 14.7+49.9R 14.4+45.7R 18.1+36R 4Ǝ qa 1575 1555 1540 1528 1520 1513 1226 1013 852 F, lap 6.1-0.5R 6.3-0.5R 6.4-0.4R 6.4-0.4R 6.5-0.3R 6.5-0.3R 6.6-0.3R 6.6-0.3R 6.6-0.2R F, no lap -9+197.5R -5.9+157.9R -3.8+131.6R -2.6+113.8R -1.8+100.3R -0.8+89.2R -0.2+80.6R 0.5+73.2R 4.7+58.1R 6Ǝ qa 1434 1397 1369 1348 1332 1319 1226 1013 852 F, lap 7.1-0.9R 7.3-0.8R 7.5-0.8R 7.6-0.7R 7.7-0.7R 7.8-0.6R 7.9-0.6R 7.9-0.5R 8-0.5R F, no lap -8.1+197.1R -4.8+157.6R -2.6+131.2R -1.5+113.4R -0.5+100R 0.5+88.9R 1.1+80.3R 1.8+73R 6+57.8R Ǝ qa 1323 1300 1234 1228 1182 1184 1149 1013 852 F, lap 7.8-1.3R 8-1.1R 8.5-1.2R 8.5-1R 8.8-1R 8.8-0.9R 9.1-0.9R 9-0.8R 9.2-0.7R F, no lap -7.3+196.7R -4.2+157.3R -1.7+130.8R -0.6+113.1R 0.6+99.7R 1.5+88.6R 2.3+80R 2.9+72.7R 7.3+57.6R Ǝ qa 1170 1099 1047 1008 977 952 931 914 852 F, lap 9-2R 9.6-2R 10-1.9R 10.4-1.8R 10.7-1.8R 10.9-1.7R 11.1-1.6R 11.3-1.6R 11.4-1.3R F, no lap -6.2+196R -2.6+156.4R -0.1+130.1R 1.3+112.3R 2.4+98.9R 3.6+87.8R 4.4+79.2R 5.2+71.9R 9.5+57R Ǝ qa 1073 1014 887 865 849 761 755 750 680 F, lap 9.9-2.5R 10.4-2.4R 11.8-2.9R 12-2.7R 12.2-2.5R 13.3-2.8R 13.3-2.6R 13.4-2.4R 14.1-2.2R F, no lap -5.3+195.5R -1.8+156R 1.7+129.1R 3+111.4R 3.9+98.2R 6+86.7R 6.6+78.3R 7.3+71.1R 12.2+56.1R 24Ǝ qa 960 917 793 779 671 674 597 606 548 F, lap 11-3.4R 11.5-3.2R 13.1-3.8R 13.1-3.4R 14.5-3.8R 14.4-3.4R 15.6-3.7R 15.5-3.4R 16.3-3.1R F, no lap -4.2+194.6R -0.7+155.2R 2.9+128.2R 4.1+110.8R 6.3+96.9R 7.1+86.1R 8.9+77.1R 9.3+70.1R 14.4+55.2R 36Ǝ qa 960 809 661 667 572 498 518 463 417 F, lap 11-3.4R 12.9-4.2R 14.8-5.1R 14.6-4.4R 16.2-4.9R 17.8-5.5R 17.2-4.7R 18.6-5.1R 19.5-4.5R F, no lap -4.2+194.6R 0.7+154.2R 4.7+126.9R 5.6+109.8R 7.9+95.8R 10.4+84R 10.5+76.2R 12.5+68.4R 17.6+53.8R Ǝ qa 829 809 661 554 473 498 440 391 351 F, lap 12.6-4.7R 12.9-4.2R 14.8-5.1R 16.6-5.8R 18.5-6.5R 17.8-5.5R 19.3-6R 20.9-6.6R 21.9-5.6R F, no lap -2.5+193.3R 0.7+154.2R 4.7+126.9R 7.6+108.3R 10.2+94.2R 10.4+84R 12.6+74.9R 14.8+66.9R 19.9+52.7R 60Ǝ qa 829 654 661 554 473 411 361 391 351 F, lap 12.6-4.7R 14.9-5.9R 14.8-5.1R 16.6-5.8R 18.5-6.5R 20.3-7.3R 22.1-7.9R 20.9-6.6R 21.9-5.6R F, no lap -2.5+193.3R 2.8+152.5R 4.7+126.9R 7.6+108.3R 10.2+94.2R 13+82.2R 15.4+72.9R 14.8+66.9R 19.9+52.7R TABLE OF CONTENTS AB/L-169 AREA 3 - EW FOR STRUT TRUSS DESIGN These struts were added to increase the diaphragm attachment length. The strut trusses directly above the shear walls will take the full load going to that shear wall. The strut trusses not above a shear wall, were designed for: total load - (344plf * length of wall above SW). Use 10d nails with maximum spacing of 4.5" oc Lateral capacity = 143 lbs, for one nail For B34-EW/1: Strut Truss Design (Strut truss 1) Force = 6.9 kip Length = 44 ft Load = 109 plf, ASD Req. nail spacing = 15 in Nail spacing use = 4.5 in For B3-EW/1: Strut Truss Design Strut Truss Length (Ft) Load (kip) Load (plf, ASD) Nail Spacing Required (in) Nail Spacing Use (in) 2 21.58 16.2 524 3 3 3 22 8.7 275 6 4.5 Strap Design ASD transfer load = 6.12 kip Use = CMST14 Capacity = 6.49 kip OK Length required = 5.67 ft, 2*end length Length use = 6.00 ft For B3-EW/2: Strut Truss Design Strut Truss Length (Ft) Load (kip) Load (plf, ASD) Nail Spacing Required (in) Nail Spacing Use (in) 4 20.92 16.9 565 3 3 5 23 9.7 296 5 4.5 Strap Design ASD transfer load = 6.79 kip Use = CMST12 Capacity = 9.22 kip OK Length required = 6.50 ft, 2*end length Length use = 6.50 ft For B3-EW/3: Strut Truss Design Total load, B3-EW/3 = 14.90 kip B3-EW/3 length = 36.17 ft Strut Truss Length (Ft) Load (kip) Load (plf, ASD) Nail Spacing Required (in) Nail Spacing Use (in) 6 23.83 7.4 219 7 4.5 7 18 7.4 290 5 4.5 **Note: The load to each of these trusses was determined by taking the total load and distributing it to the 2 walls based on the amount of wall over the shear wall. AB/L-170 Madrona K-8 LAN 12/14/16 Strap Design ASD transfer load = 5.21 kip Use = CMST14 Capacity = 6.49 kip OK Length required = 5.67 ft, 2*end length Length use = 6.00 ft For B3-EW/4: Strut Truss Design Strut Truss Length (Ft) Load (kip) Load (plf, ASD) Nail Spacing Required (in) Nail Spacing Use (in) 8 24.67 3.8 107 16 4.5 9 22 11.2 363 4 4 Strap Design ASD transfer load = 2.64 kip Use = CMST14 Capacity = 6.49 kip OK Length required = 5.67 ft, 2*end length Length use = 6.00 ft For B3-EW/5: Strut Truss Design (Strut truss 10) Force = 3.8 kip Length = 26 ft Load = 101 plf, ASD Req. nail spacing = 17 in Nail spacing use = 4.5 in AB/L-171 Madrona K-8 LAN 12/14/16 AREA 5 - NS FOR STRAP DESIGN This is required to drag the load from Area 5 to B34-NS/1 For B34-NS/1: Load to B34-NS/1 = 3.5 kip 2 kip, ASD Use = CMST14 Capacity = 6.49 kip OK Length required = 7.2 ft Length use = 7.5 ft AB/L-172 Madrona K-8 LAN 12/14/16 AREA 5 - EW FOR STRUT JOIST DESIGN This is required to drag the load from Area 5 to B3-EW/3 Use 10d nails with maximum spacing of 4.5" oc Lateral capacity = 143 lbs, for one nail For B3-EW/3: Strut Design (Strut 1) Force = 4.0 kip Length = 13 ft By inspection the joist is OK with this load. AB/L-173 Madrona K-8 LAN 12/14/16 AREA 6 - NS FOR STRAP DESIGN For Strap 1 Trib area = 1927.0 sf Line 1 area = 3926.0 sf Diaph. load to line 1 = 29.3 kip Load to ridge strap = 14.4 kip, proportioned based on its trib area 10.1 kip, ASD Use = (2) CMST14 spaced at 1'-0" Capacity = 12.98 kip OK Length required = 29.3 ft Length use = 30 ft (Use this length for both of the struts) For Strap 2 Trib area = 902.0 sf Line 3 area = 3666.0 sf Diaph. load to line 3 = 26.2 kip Load to ridge strap = 6.4 kip, proportioned based on its trib area 4.5 kip, ASD Use = CMST14 Capacity = 6.49 kip OK Length required = 13.1 ft Length use = 13.5 ft AB/L-174 Madrona K-8 LAN 12/14/16 AREA 6 - EW FOR STRUT TRUSS DESIGN These struts were added to increase the diaphragm attachment length. The strut trusses directly above the shear walls will take the full load going to that shear wall. The strut trusses not above a shear wall, were designed for: total load - (344plf * length of wall above SW). Use 10d nails with maximum spacing of 4.5" oc Lateral capacity = 143 lbs, for one nail For B6-EW/1 and B6-EW/2: Strut Truss Design Strut Truss Length (Ft) Load (kip) Load (plf, ASD) Nail Spacing Required (in) Nail Spacing Use (in) 1 45.00 18.6 289 5 4.5 2 22.5 7.7 241 7 4.5 3 17 6.8 278 6 4.5 **Note: Load in Strut truss 2 is - length * 344 plf (maximum load it could take). Strap Design Each strap must take half of the load in Strut truss 2 ASD transfer load = 2.71 kip Use = CMST14 Capacity = 6.49 kip OK Length required = 6.50 ft, 2*end length Length use = 6.00 ft For B6-EW/3: Strut Truss Design Strut Truss Length (Ft) Load (kip) Load (plf, ASD) Nail Spacing Required (in) Nail Spacing Use (in) 4 41.08 23.4 399 4 4 5 8 9.3 856 2 2 Strap Design ASD transfer load = 6.49 kip Use = CMST12 Capacity = 9.22 kip OK Length required = 6.50 ft, 2*end length Length use = 6.00 ft For B6-EW/4: Strut Truss Design Strut Truss Length (Ft) Load (kip) Load (plf, ASD) Nail Spacing Required (in) Nail Spacing Use (in) 6 8 7.2 668 2 2 7 32.42 18.4 397 4 4 Strap Design ASD transfer load = 5.07 kip Use = CMST14 Capacity = 6.49 kip OK Length required = 6.50 ft, 2*end length Length use = 6.00 ft AB/L-175 Madrona K-8 LAN 12/14/16 For B6-EW/5: Strut Truss Design (Strut truss 8) Load in B6-EW/5 = 19.6 kip B6-EW/5 length = 32.4 ft Load taken out by B6-EW/5 Load = 11.2 kip, length * 344 plf (maximum load it could take) Load taken out by Strap 1 (see below) Load = 6.4 kip Load taken out by Strut truss 8 Load = 4.7 kip Length = 7.9 ft Load = 416 plf, ASD Req. nail spacing = 4.0 in Nail spacing use = 4.0 in FOR STRAP DESIGN For Strap 1 Trib area = 926.0 sf Line 3 area = 2814.0 sf Diaph. load to line 3 = 19.6 kip Load to ridge strap = 6.4 kip, proportioned based on its trib area 4.5 kip, ASD Use = CMST14 Capacity = 6.49 kip OK Length required = 13.1 ft Length use = 13.5 ft AB/L-176 Madrona K-8 LAN 12/14/16 AREA 7 - EW FOR STRUT TRUSS DESIGN These struts were added to increase the diaphragm attachment length. The strut trusses directly above the shear walls will take the full load going to that shear wall. The strut trusses not above a shear wall, were designed for: total load - (344plf * length of wall above SW). Use 10d nails with maximum spacing of 4.5" oc Lateral capacity = 143 lbs, for one nail For B7-EW/1: Strut Truss Design Total load, B7-EW/1 = 15.98 kip B7-EW/1 length = 32.42 ft Strut Truss Length (Ft) Load (kip) Load (plf, ASD) Nail Spacing Required (in) Nail Spacing Use (in) 1 39.25 1.7 31 55 4.5 2 9.0 4.8 376 4 4 Strap Design - Strut truss 1 to Strut truss 2 ASD transfer load = 1.21 kip Use = CMST14 Capacity = 6.49 kip OK Length required = 6.50 ft, 2*end length Length use = 6.00 ft For B7-EW/2: Strut Truss Design (Strut truss 3) Force = 11.1 kip Length = 32.42 ft Load = 239 plf, ASD Req. nail spacing = 7 in Nail spacing use = 4.5 in For B7-EW/3: Strut Truss Design (Strut truss 4) Force = 11.1 kip Length = 32.42 ft Load = 239 plf, ASD Req. nail spacing = 7 in Nail spacing use = 4.5 in For B7-EW/4: Strut Truss Design (Strut truss 5) Force = 14.9 kip Length = 41 ft Load = 253 plf, ASD Req. nail spacing = 6 in Nail spacing use = 4.5 in **Note: Load in Strut truss 2 is - length * 344 plf (maximum load it could take). Load in Strut truss 1 is the difference between the total load and the load in Strut truss 2. AB/L-177 Madrona K-8 LAN 12/14/16 AREA MECH MEZZ - NS FOR STRUT JOIST DESIGN Use 10d nails with maximum spacing of 4.5" oc Lateral capacity = 143 lbs, for one nail For MM-NS/3: Strut Design (Strut 1) Force = 5.6 kip Length = 18 ft By inspection the joist is OK with this load. AB/L-178 Madrona K-8 LAN 12/14/16 AREAS A AND B LATERAL DESIGN – CHORD DESIGN AB/L-179 Madrona K-8 LAN 12/14/16 DOUBLE TOP PLATE CAPACITY Refer to Nail Design page for capacity of 1 nail (1) nail capacity = 188 lbs Refer to Group Action Factor Cg page Area (2) 2x6 = 16.5 in2 Cg = 0.99 Total Capacity Number of nails = 8 Total capacity = 1486 lbs 1.5 kip AB/L-180 (Based on splice connection per 6/S-601) Madrona K-8 LAN 12/14/16 NAIL DESIGN Nail Diameter(in): 0.148 Nail Length(in): 3.250 Main Member Side Member(s) Material: Side Member Thickness(in):1.50 Effective* Penetration Depth into Main Member: 1.75 *Accounts for reduced bearing length to exclude fastener tip (2.0 D) where penetration depth is less than 10 D Yield Mode Single Shear Im 546 Is 468 II 211 IIIm 194 IIIs 170 IV 117 117 CD 1.60 CM 1.00 Ct 1.00 Ceg Lateral 1.00 Cdi Lateral 1.00 Ctn Lateral 1.00 Ctn Withdrawal 1.00 Lateral Capacity =188 lbs Withdrawal Capacity =101 lbs Adjustment Factors Installed into End Grain of Main Member Toenail Used in Diaphragm Construction AB/L-181 Madrona K-8 LAN 12/14/16 Group Action Factor, Cg n, no. of fasteners in a row(See NDS Sec.10.3.6.)** =8 Em, modulus of elasticity of main member (ksi) =1400 Es, modulus of elasticity of side member (ksi) =1400 Am, gross cross-sectional area of main member (in2) =16.5 As, sum of gross cross-sectional areas of side members (in2) =16.5 REA, the lesser of EsAs/EmAm or EmAm/EsAs 1 EmAm/EsAs = 1 EsAs/EmAm=1 s, center-to-center spacing (in.) =4 γ, load/slip modulus for a connection (lb/in.) =10248.6 D, diameter of bolts or lag screws (in.) =0.148 u=1+(γs/2)[(1/EmAm)+(1/EsAs)] u=1.00177 m=u-SQRT(u2-1) m=0.94217 Cg =[m(1-m2n)/(n*[((1+REAmn)(1+m))-1+m2n]][(1+R EA)/(1-m)] 01 NDS 10.3-1 Cg=0.98779 ** Depending on the number of and the distance between adjacent and staggered rows, the Cg factor may need to be applied to more than a single row of bolts and may have to consider the number of bolts in both rows combined. AB/L-182 Madrona K-8 LAN 12/14/16 LEDGER CAPACITY LSL 1 1/4 " RIMBOARD (1.3 E Timberstrand) Fb =1700 psi Fv =425 psi E =1300 ksi Fc^ = 710 psi Ft =1075 psi b x d Mallow (ft-k) = Fb' * S Vallow (k) = 2/3 * Fv' * b * d EI I S (in) (in) CD = 1.0 = 1.15 = 1.6 CD = 1.0 = 1.15 = 1.6 (lb-in2 x 106) (in4) (in3) 1 1/4 x 9 1/4 2.59 2.97 4.14 3.28 3.77 5.24 107.18 82.44 17.83 1 1/4 x 9 1/2 2.72 3.13 4.35 3.36 3.87 5.38 116.10 89.31 18.80 1 1/4 x 11 1/4 3.76 4.32 6.01 3.98 4.58 6.38 192.81 148.32 26.37 1 1/4 x 11 7/8 4.17 4.79 6.67 4.21 4.84 6.73 226.76 174.43 29.38 1 1/4 x 14 5.70 6.56 9.13 4.96 5.70 7.93 371.58 285.83 40.83 1 1/4 x 16 7.36 8.46 11.77 5.67 6.52 9.07 554.67 426.67 53.33 1 1/4 x 18 9.21 10.59 14.74 6.38 7.33 10.20 789.75 607.50 67.50 Capacity =6.7 kip STRAP SPLICE CAPACITY Use (2) CS18 straps Capacity of 1 =1.37 kip Capacity of 2 =2.74 kip GOVERNING CAPACITY Minimum of the 2 capacities controlls the design. Capacity =2.74 kip AB/L-183 CD:1.15 1.6 Madrona K-8 LAN 12/14/16 BEAM KERF PLATE CAPACITY Refer to Bolt Design page for capacity of 1 nail (1) bolt capacity = 5837 lbs Are 2 bolts total (2) bolt capacity =11674 lbs 11.7 kip AB/L-184 (Based on splice connection per 30/S-602) Madrona K-8 LAN 12/14/16 BOLT DESIGN Connection Type: Bolt Diameter(in): Main Member Side Member(s) Material: Member Thickness(in): 0.25 2.44 Angle to Grain(deg): 0.0 0.0 Cd 1.60 CM 1.00 Ct 1.00 Cg 1.00 C∆1.00 Yield Mode Rd Single Shear Double Shear Im 4.00 4078 4078 Is 4.00 2559 5119 II 3.60 1240 n/a IIIm 3.20 1671 n/a IIIs 3.20 1824 3648 IV 3.20 2208 4417 1240 3648 Lateral Capacity =5837 lbs Adjustment Factors AB/L-185 Madrona K-8 LAN 12/14/16 AREA 3 - NS FOR CHORD DESIGN Use double top plate as chord Span Length (ft) Force (plf) Force (klf) Moment (kip-ft) Depth (ft) Force (kip) Force (kip, ASD) Chord Capacity (kip) Add'l Strapping Req.? CL 12.9 1054.5 1.05 4.5 180.58 0.03 0.02 1.5 NO 1 36.3 1564.2 1.56 256.9 180.58 1.42 1.0 1.5 NO CR 12.8 1026.5 1.03 4.4 180.58 0.02 0.02 1.5 NO AREA 3 - EW FOR CHORD DESIGN Use double top plate as chord Span Length (ft) Force (plf) Force (klf) Moment (kip-ft) Depth (ft) Force (kip) Force (kip, ASD) Chord Capacity (kip) Add'l Strapping Req.? CL 4.8 426.2 0.43 0.7 43.83 0.02 0.01 1.5 NO 1 35.8 370.8 0.37 59.2 43.83 1.35 0.9 1.5 NO 2 62.9 434.3 0.43 214.9 43.83 4.90 3.4 1.5 YES 3 32.2 468.8 0.47 60.6 43.83 1.38 1.0 1.5 NO 4 45.1 495.0 0.50 125.8 42.50 2.96 2.1 1.5 YES CR 15.4 495.0 0.50 2.5 42.50 0.06 0.04 1.5 NO AB/L-186 Madrona K-8 LAN 12/14/16 AREA 4 - NS FOR CHORD DESIGN Use double top plate for chord on Grid 1.1 (TP) Use LSL ledger for chord on Grid 2 (LSL) Check capacity of both Span Length (ft) Force (plf) Force (klf) Moment (kip-ft) Depth (ft) Force (kip) Force (kip, ASD) Chord Capacity (kip) Add'l Strapping Req.? 1, TP 83.3 568.1 0.57 493.1 113.25 4.35 3.0 1.5 YES 1, LSL 83.3 568.1 0.6 493.1 113.3 4.4 3.0 6.9 NO AREA 4 - EW FOR CHORD DESIGN This is OK by inspection AB/L-187 Madrona K-8 LAN 12/14/16 AREA 5 - NS FOR CHORD DESIGN Use LSL ledger for chord on Grid 2 (LSL) Use beams for chord on Grid 2.3 (B) Check capacity of both Span Length (ft) Force (plf) Force (klf) Moment (kip-ft) Depth (ft) Force (kip) Force (kip, ASD) Chord Capacity (kip) Chord Adequate? 1, LSL 66.5 133.3 0.13 73.7 20.33 3.62 2.5 2.7 YES 1, B 66.5 133.3 0.1 73.7 20.3 3.6 2.5 11.7 YES AREA 5 - EW FOR CHORD DESIGN This is OK by inspection AB/L-188 Madrona K-8 LAN 12/14/16 AREA 6 - NS FOR CHORD DESIGN Use double top plate as chord Span Length (ft) Force (plf) Force (klf) Moment (kip-ft) Depth (ft) Force (kip) Force (kip, ASD) Chord Capacity (kip) Add'l Strapping Req.? CL 11.9 704.9 0.70 2.8 59.42 0.05 0.03 1.5 NO 1 33.3 1256.2 1.26 174.5 177.75 0.98 0.7 1.5 NO 2 44.8 1169.7 1.17 292.8 159.67 1.83 1.3 1.5 NO 3 19.0 702.5 0.70 31.7 23.33 1.36 1.0 1.5 NO CR 2.8 161.2 0.16 0.2 23.33 0.01 0.00 1.5 NO AREA 6 - EW FOR CHORD DESIGN Use double top plate as chord Span Length (ft) Force (plf) Force (klf) Moment (kip-ft) Depth (ft) Force (kip) Force (kip, ASD) Chord Capacity (kip) Add'l Strapping Req.? CL 2.8 577.0 0.58 0.5 80.58 0.01 0.00 1.5 NO 1 105.2 577.0 0.58 797.7 80.58 9.90 6.9 1.5 YES 2 69.8 635.4 0.64 387.3 96.21 4.03 2.8 1.5 YES CR 18.3 130.7 0.13 0.8 18.92 0.04 0.03 1.5 NO AB/L-189 Madrona K-8 LAN 12/14/16 AREA 7 - NS FOR CHORD DESIGN Use double top plate as chord Span Length (ft) Force (plf) Force (klf) Moment (kip-ft) Depth (ft) Force (kip) Force (kip, ASD) Chord Capacity (kip) Add'l Strapping Req.? CL 11.5 473.8 0.47 1.8 78.67 0.02 0.02 1.5 NO 1 45.3 601.7 0.60 154.6 78.67 1.96 1.4 1.5 NO 2 40.4 714.1 0.71 145.8 96.83 1.51 1.1 1.5 NO CR 6.9 727.8 0.73 1.7 96.83 0.02 0.01 1.5 NO AREA 7 - EW FOR CHORD DESIGN Use double top plate as chord Span Length (ft) Force (plf) Force (klf) Moment (kip-ft) Depth (ft) Force (kip) Force (kip, ASD) Chord Capacity (kip) Add'l Strapping Req.? CL 18.5 299.4 0.30 1.8 40.08 0.05 0.03 1.5 NO 1 41.9 693.0 0.69 152.2 89.83 1.69 1.2 1.5 NO 2 36.4 726.1 0.73 120.4 81.67 1.47 1.0 1.5 NO CR 7.5 726.1 0.73 1.8 81.67 0.02 0.02 1.5 NO AB/L-190 Madrona K-8 LAN 12/14/16 AREA MM - NS FOR CHORD DESIGN Use double top plate as chord Span Length (ft) Force (plf) Force (klf) Moment (kip-ft) Depth (ft) Force (kip) Force (kip, ASD) Chord Capacity (kip) Add'l Strapping Req.? 1 38.5 224.3 0.22 41.6 18.08 2.30 1.6 1.5 YES 2 41.6 224.3 0.22 48.5 18.08 2.68 1.9 1.5 YES 3 31.8 564.4 0.56 71.1 45.50 1.56 1.1 1.5 NO AREA MM - EW FOR CHORD DESIGN Use double top plate as chord Span Length (ft) Force (plf) Force (klf) Moment (kip-ft) Depth (ft) Force (kip) Force (kip, ASD) Chord Capacity (kip) Add'l Strapping Req.? CL 6.7 402.1 0.40 0.9 32.42 0.03 0.02 1.5 NO 1 21.1 402.1 0.40 22.3 32.42 0.69 0.5 1.5 NO 2 17.3 1396.4 1.40 52.4 112.58 0.47 0.3 1.5 NO AB/L-191 AREAS A AND B LATERAL DESIGN – HOLDDOWN FOUNDATION DESIGN AB/L-192 AB/L-193 AB/L-194 AB/L-195 AB/L-196 AB/L-197 www.hilti.us Profis Anchor 2.7.1 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Company: Specifier: Address: Phone I Fax: E-Mail: RJV | Page: Project: Sub-Project I Pos. No.: Date: 1 Madrona K-8 1/4/2017 Specifier's comments: 1 Input data Anchor type and diameter: Heavy Square Head ASTM F 1554 GR. 36 7/8 Effective embedment depth: hef = 12.000 in. Material: ASTM F 1554 Proof: Design method ACI 318-08 / CIP Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.500 in. Anchor plate: lx x ly x t = 6.000 in. x 6.000 in. x 0.500 in.; (Recommended plate thickness: not calculated Profile: no profile Base material: cracked concrete, 3000, fc' = 3000 psi; h = 16.000 in. Reinforcement: tension: condition B, shear: condition B; edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) yes (D.3.3.6) Geometry [in.] & Loading [lb, in.lb] AB/L-198 HOLDDOWN ANCHORAGE CALCULATION HDU8 ASD Capacity = 6.7k LRFD Demand for Calculation = 1.6*6.7 = 11k (1.6 is conservative) www.hilti.us Profis Anchor 2.7.1 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Company: Specifier: Address: Phone I Fax: E-Mail: RJV | Page: Project: Sub-Project I Pos. No.: Date: 2 Madrona K-8 1/4/2017 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 11000 0 0 0 max. concrete compressive strain: - [‰] max. concrete compressive stress: - [psi] resulting tension force in (x/y)=(0.000/0.000): 11000 [lb] resulting compression force in (x/y)=(0.000/0.000): 0 [lb] Tension 1 x y 3 Tension load Load Nua [lb]Capacity f f f f Nn [lb]Utilization bbbbN = Nua/f f f f Nn Status Steel Strength*11000 20097 55 OK Pullout Strength*11000 7384 149 not recommended Concrete Breakout Strength**11000 11575 96 OK Concrete Side-Face Blowout, direction **N/A N/A N/A N/A * anchor having the highest loading **anchor group (anchors in tension) 3.1 Steel Strength Nsa = Ase,N futa ACI 318-08 Eq. (D-3) f Nsa ≥ Nua ACI 318-08 Eq. (D-1) Variables Ase,N [in.2] futa [psi] 0.46 58000 Calculations Nsa [lb] 26796 Results Nsa [lb] f steel f Nsa [lb] Nua [lb] 26796 0.750 20097 11000 3.2 Pullout Strength NpN = y c,p Np ACI 318-08 Eq. (D-14) Np = 8 Abrg f' c ACI 318-08 Eq. (D-15) f NpN ≥ Nua ACI 318-08 Eq. (D-1) Variables y c,p Abrg [in.2] f'c [psi] 1.000 1.47 3000 Calculations Np [lb] 35160 Results Npn [lb] f concrete f seismic f nonductile f Npn [lb] Nua [lb] 35160 0.700 0.750 0.400 7384 11000 AB/L-199 Concrete breakout is okay Use plate washer to mitigate pullout www.hilti.us Profis Anchor 2.7.1 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Company: Specifier: Address: Phone I Fax: E-Mail: RJV | Page: Project: Sub-Project I Pos. No.: Date: 3 Madrona K-8 1/4/2017 3.3 Concrete Breakout Strength Ncb = (ANc ANc0) y ed,N y c,N y cp,N Nb ACI 318-08 Eq. (D-4) f Ncb ≥ Nua ACI 318-08 Eq. (D-1) ANc see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b) ANc0 = 9 h2ef ACI 318-08 Eq. (D-6) y ec,N = (1 1 + 2 e' N 3 hef ) ≤ 1.0 ACI 318-08 Eq. (D-9) y ed,N = 0.7 + 0.3 (ca,min 1.5hef) ≤ 1.0 ACI 318-08 Eq. (D-11) y cp,N = MAX(ca,min cac , 1.5hef cac ) ≤ 1.0 ACI 318-08 Eq. (D-13) Nb = 16 l √f'c h5/3ef ACI 318-08 Eq. (D-8) Variables hef [in.] ec1,N [in.] ec2,N [in.] ca,min [in.] y c,N 12.000 0.000 0.000 24.000 1.000 cac [in.] kc l f'c [psi] 0.000 16 1 3000 Calculations ANc [in.2] ANc0 [in.2] y ec1,N y ec2,N y ed,N y cp,N Nb [lb] 1296.00 1296.00 1.000 1.000 1.000 1.000 55121 Results Ncb [lb] f concrete f seismic f nonductile f Ncb [lb] Nua [lb] 55121 0.700 0.750 0.400 11575 11000 AB/L-200 Madrona K-8 RJV 1/4/2017 HOLDOWN FOUNDATION DESIGN Wall Name:B3-NS/1 (Example of Exterior Wall Condition, perp. to roof framing) ΦMn (k-ft)37.3 Moment capacity of footing (see calcs for capacity calculations) DL,ftg (plf)866 Weight of footing (see calcs for calculation) DL,right (plf)1150 Dead load on the wall to the right of HD (roof and wall weight) DL,left (plf)0 Dead load on the wall to the left of HD (roof and wall weight) E (k)7.93 Earthquake tension load Sds 0.84 From seismic design criteria L,right (ft)6.1 Max. length of cantilevered footing that resists uplift to the right of HD DL,right (k)12.3 DL resisting uplift to the right of HD L,left (ft)0.0 Max. length of cantilevered footing that resists uplift to the left of HD DL,left (k)0.0 DL resisting uplift to the left of HD Total DL (k)12.3 Total DL resisting uplift at HD (0.9-0.2Sds)*D (k)9.0 > E?YES, FOUNDATION OKAY AB/L-201 Calculations in this section are example calculations for various conditions - other foundation designs shown on plan are similar, typ. Madrona K-8 RJV 1/4/2017 HOLDOWN FOUNDATION DESIGN Wall Name:B3-NS/2 (Example of Exterior Wall Condition, perp. to roof framing) ΦMn (k-ft)37.3 Moment capacity of footing (see calcs for capacity calculations) DL,ftg (plf)866 Weight of footing (see calcs for calculation) DL,right (plf)545 Dead load on the wall to the right of HD (roof and wall weight) DL,left (plf)545 Dead load on the wall to the left of HD (roof and wall weight) E (k)8.53 Earthquake tension load Sds 0.84 From seismic design criteria L,right (ft)7.3 Max. length of cantilevered footing that resists uplift to the right of HD DL,right (k)10.3 DL resisting uplift to the right of HD L,left (ft)7.3 Max. length of cantilevered footing that resists uplift to the left of HD DL,left (k)10.3 DL resisting uplift to the left of HD Total DL (k)20.5 Total DL resisting uplift at HD (0.9-0.2Sds)*D (k)15.0 > E?YES, FOUNDATION OKAY AB/L-202 Madrona K-8 RJV 1/4/2017 HOLDOWN FOUNDATION DESIGN Wall Name:B6-NS/6 (North End)(Example of Interior Wall Condition, perp. to roof framing, Exterior end) ΦMn (k-ft)24.3 Moment capacity of footing (see calcs for capacity calculations) DL,ftg (plf)400 Weight of footing (see calcs for calculation) DL,right (plf)501 Dead load on the wall to the right of HD (roof and wall weight) DL,left (plf)0 Dead load on the wall to the left of HD (roof and wall weight) E (k)3.81 Earthquake tension load Sds 0.84 From seismic design criteria L,right (ft)7.3 Max. length of cantilevered footing that resists uplift to the right of HD DL,right (k)6.6 DL resisting uplift to the right of HD L,left (ft)0.0 Max. length of cantilevered footing that resists uplift to the left of HD DL,left (k)0.0 DL resisting uplift to the left of HD Total DL (k)6.6 Total DL resisting uplift at HD (0.9-0.2Sds)*D (k)4.8 > E?YES, FOUNDATION OKAY AB/L-203 Madrona K-8 RJV 1/4/2017 HOLDOWN FOUNDATION DESIGN Wall Name:B6-EW/2 (Example of Exterior Wall Condition, parallel to roof framing) ΦMn (k-ft)37.3 Moment capacity of footing (see calcs for capacity calculations) DL,ftg (plf)866 Weight of footing (see calcs for calculation) DL,right (plf)120 Dead load on the wall to the right of HD (roof and wall weight) DL,left (plf)0 Dead load on the wall to the left of HD (roof and wall weight) E (k)5.05 Earthquake tension load Sds 0.84 From seismic design criteria L,right (ft)8.7 Max. length of cantilevered footing that resists uplift to the right of HD DL,right (k)8.6 DL resisting uplift to the right of HD L,left (ft)0.0 Max. length of cantilevered footing that resists uplift to the left of HD DL,left (k)0.0 DL resisting uplift to the left of HD Total DL (k)8.6 Total DL resisting uplift at HD (0.9-0.2Sds)*D (k)6.3 > E?YES, FOUNDATION OKAY AB/L-204 Madrona K-8 RJV 1/4/2017 HOLDOWN FOUNDATION DESIGN Wall Name:B7-EW/2 (Example of Interior Wall Condition, parallel to roof framing) ΦMn (k-ft)83.4 Moment capacity of footing (see calcs for capacity calculations) DL,ftg (plf)1128 Weight of footing (see calcs for calculation) DL,right (plf)80 Dead load on the wall to the right of HD (roof and wall weight) DL,left (plf)80 Dead load on the wall to the left of HD (roof and wall weight) E (k)14.67 Earthquake tension load Sds 0.84 From seismic design criteria L,right (ft)11.8 Max. length of cantilevered footing that resists uplift to the right of HD DL,right (k)14.2 DL resisting uplift to the right of HD L,left (ft)11.8 Max. length of cantilevered footing that resists uplift to the left of HD DL,left (k)14.2 DL resisting uplift to the left of HD Total DL (k)28.4 Total DL resisting uplift at HD (0.9-0.2Sds)*D (k)20.8 > E?YES, FOUNDATION OKAY Foundation detail per 15/S-302 required at this location (typical interior footing is not adequate) AB/L-205 Madrona K-8 RJV 1/4/2017 HOLDOWN FOUNDATION DESIGN Wall Name:B6-EW/4 (Example of Interior Wall Condition, parallel to roof framing) ΦMn (k-ft)24.3 Moment capacity of footing (see calcs for capacity calculations) DL,ftg (plf)400 Weight of footing (see calcs for calculation) DL,right (plf)80 Dead load on the wall to the right of HD (roof and wall weight) DL,left (plf)80 Dead load on the wall to the left of HD (roof and wall weight) E (k)6.91 Earthquake tension load Sds 0.84 From seismic design criteria L,right (ft)10.1 Max. length of cantilevered footing that resists uplift to the right of HD DL,right (k)4.8 DL resisting uplift to the right of HD L,left (ft)10.1 Max. length of cantilevered footing that resists uplift to the left of HD DL,left (k)4.8 DL resisting uplift to the left of HD Total DL (k)9.7 Total DL resisting uplift at HD (0.9-0.2Sds)*D (k)7.1 > E?YES, FOUNDATION OKAY AB/L-206 TITLE SEISMIC CRITERIASEISMIC LATERAL DESIGN AREA C GRAVITY DESIGN AREA C GRAVITY DESIGN - LOADING C/G-1 C/G-2 AREA C AREA C GRAVITY DESIGN – BEAM DESIGN C/G-3 20 1 4 801 SECOND AVENUE, SUITE 900 SEATTLE, WA 98104 / P 206.343.0460 / cplinc.com C/G-4 Madrona K-8 LAN Beam Key Plan - Area C Madrona K-8 LAN 12/17/16 Capacity of GL 5.125 Beams DOUGLAS FIR 24F - V3/V4/V8 Fb =2400 psi Fv =265 psi E =1800 ksi Fc^ = 650 psi b x d Mallow (ft-k) = Fb' * S Vallow (k) = 2/3 * Fv' * b * d (b)EI I S CD:1.15 1.6 (in) (in)CD = 1.0 = 1.15 = 1.6 CD = 1.0 = 1.15 = 1.6 (lb-in2 x 106)(in4)(in3)CV (a) 5 1/8 x 6 6.15 7.07 9.84 5.43 6.25 8.69 166.05 92.25 30.75 1.00 5 1/8 x 7 1/2 9.61 11.05 15.38 6.79 7.81 10.87 324.32 180.18 48.05 1.00 5 1/8 x 9 13.84 15.91 22.14 8.15 9.37 13.04 560.42 311.34 69.19 1.00 5 1/8 x 10 1/2 18.83 21.66 30.14 9.51 10.93 15.21 889.92 494.40 94.17 1.00 5 1/8 x 12 24.60 28.29 39.36 10.87 12.49 17.38 1,328.40 738.00 123.00 1.00 5 1/8 x 13 1/2 30.92 35.56 49.47 12.22 14.06 19.56 1,891.41 1050.79 155.67 0.99 5 1/8 x 15 37.77 43.44 60.44 13.58 15.62 21.73 2,594.53 1441.41 192.19 0.98 5 1/8 x 16 1/2 43.47 49.99 69.56 14.94 17.18 23.90 3,453.32 1918.51 232.55 0.93 5 1/8 x 18 51.29 58.98 82.06 16.30 18.74 26.08 4,483.35 2490.75 276.75 0.93 5 1/8 x 19 1/2 59.71 68.67 95.54 17.66 20.30 28.25 5,700.19 3166.77 324.80 0.92 5 1/8 x 21 68.74 79.05 109.99 19.01 21.87 30.42 7,119.39 3955.22 376.69 0.91 5 1/8 x 22 1/2 78.37 90.12 125.39 20.37 23.43 32.60 8,756.54 4864.75 432.42 0.91 5 1/8 x 24 88.59 101.88 141.75 21.73 24.99 34.77 10,627.20 5904.00 492.00 0.90 5 1/8 x 25 1/2 96.59 111.08 154.54 23.09 26.55 36.94 12,746.93 7081.63 555.42 0.87 5 1/8 x 27 107.67 123.82 172.27 24.45 28.11 39.11 15,131.31 8406.28 622.69 0.86 5 1/8 x 28 1/2 119.32 137.22 190.91 25.80 29.68 41.29 17,795.89 9886.61 693.80 0.86 5 1/8 x 30 131.53 151.26 210.45 27.16 31.24 43.46 20,756.25 11531.25 768.75 0.86 5 1/8 x 31 1/2 144.31 165.96 230.90 28.52 32.80 45.63 24,027.95 13348.86 847.55 0.85 5 1/8 x 33 154.17 177.29 246.67 29.88 34.36 47.81 27,626.57 15348.09 930.19 0.83 5 1/8 x 34 1/2 167.75 192.92 268.41 31.24 35.92 49.98 31,567.66 17537.59 1016.67 0.83 5 1/8 x 36 181.88 209.16 291.01 32.60 37.48 52.15 35,866.80 19926.00 1107.00 0.82 aThe preceding table assumes the following values. Refer to NDS 5.3.6 to determine actual CV. CV =(21/L)1/x (12/d)1/x (5.125/b)1/x £ 1.0 1.0 x =10 L £20' for depths up to 15" 20' £ L £30' for depths up to 24" 30' £ L £40' for depths up to 31½" 40' £ L £50' for depths up to 36" aFor non-prismatic members, notched members (NDS 3.4.3.2), members subject to impact or cyclic loading, or shear design of bending members at connections (NDS 3.4.3.3), the design value for shear shall be multiplied by a factor of 0.72 (190 psi). For the determination of radial tension design values (NDS 5.2.2). C/G-5 Madrona K-8 LAN 12/17/16 Beam Design - Area C Typical Roof DL = 16 psf SL = 28 psf Typical Roof + PV Allowance DL = 22 psf SL = 28 psf Deflection Limits SL deflection = L/360 2L/480 for cantilever TL deflection = L/240 2L/240 for cantilever Design - Cantilever Beams B-C1 Cd =1.15 L =10.7 ft Roof Trib Width =21.4 ft DL =343 plf SL =600 plf Mmax =57.05 k-ft Vmax =10.062 kip SL Defl Limit =0.533 in (2L/480) SL Defl =1.6798 in EI required (SL) =3150 lb-in2 TL Defl Limit =1.067 TL Defl =2.6401 EI required (TL) =2475 EI, required (governing) =3150 lb-in2 Design =GL 5 1/8 x 15 Mallow =58.98 k-ft, for C L = 1.0 OK Vallow =18.74 kip, for CL = 1.0 OK EI =4483.35 OK C/G-6 Madrona K-8 LAN 12/17/16 B-C3 Cd =1.15 L =10.7 ft Roof Trib Width =30.4 ft DL =669 plf SL =852 plf Mmax =86.58 k-ft Vmax =16.229 kip SL Defl Limit =0.533 in (2L/480) SL Defl =2.3853 in EI required (SL) =4472 lb-in2 TL Defl Limit =1.067 TL Defl =4.2583 EI required (TL) =3992 EI, required (governing) =4472 lb-in2 Design =GL 5 1/8 x 22 1/2 Mallow =90.12 k-ft, for C V and CL = 1.0 OK Vallow =23.43 k-ft, for C V and CL = 1.0 OK EI =8756.54 OK Design- Simply Supported Beams B-C2 Is a dropped beam Cd =1.15 L =8.3 ft Roof Trib Width =26.2 ft DL =576 plf SL =733 plf ASD Distributed Load =1308 plf Mmax =11.4 k-ft Vmax =5.5 kip SL Defl Limit =0.278 in (2L/480) EI required (SL) =286 lb-in2 TL Defl =0.417 EI required (TL) =341 EI, required (governing) =341 lb-in2 Unbraced?YES Emin' = 950 ksi Lu =8.3 ft b =5.1 in d =10.5 in Fb=2400 psi C/G-7 Madrona K-8 LAN 12/17/16 Le =194.5 in Rb= ((le*d)/b2)1/2 Rb= 8.8 FbE =(1.2*Emin')/(Rb 2) FbE =14662 psi Cd = 1.15 Cm = 1.00 Ct = 1.00 CF = 1.00 Ci = 1.00 Cr = 1.00 Fb* =2760 psi CL = 0.99 Design =GL 5 1/8 x 10 1/2 Mallow =22.66 k-ft, for C L = 1.0 22.40 k-ft, for actual C L OK Vallow =10.93 kip, for CL = 1.0 10.81 kip, for actual CL OK EI =494.40 OK C/G-8 AREA C GRAVITY DESIGN – JOIST DESIGN C/G-9 20 1 4 801 SECOND AVENUE, SUITE 900 SEATTLE, WA 98104 / P 206.343.0460 / cplinc.com C/G-10 Madrona K-8 LAN Joist Key Plan - Area C Madrona LAN 12/17/16 Joist Design - Area C See Forte results Use: TJI 110 @ 24" oc DCR Moment 0.79 Shear 0.42 SL defl 0.40 TL defl 0.48 Controlling design: Moment Hanger Check ITS capacity = 1085 lbs, for DF I-Joist Load to support = 779 lbs, from Forte results OK C/G-11 01: Madrona K-8 Member Name Results Current Solution Comments J-C1 Passed 1 Piece(s) 11 7/8" TJI® 110 @ 24" OC Joist Designs - Area C.4te JOB SUMMARY REPORT Forte v5.2, Design Engine: V6.6.0.14 1/4/2017 4:08:55 PM Page 1 of 2 Joist Designs - Area C.4te Forte Software Operator Laura Nettesheim Coughlin Porter Lundeen (206) 343-0460 lauran@cplinc.com Job Notes Madrona K-8, Area C C/G-12 1 piece(s) 11 7/8" TJI® 110 @ 24" OC Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Bearing Loads to Supports (lbs) Supports Total Available Required Dead Snow Total Accessories 1 - Stud wall - DF 3.50"2.25"1.75"343 436 779 1 1/4" Rim Board 2 - Stud wall - DF 3.50"2.25"1.75"343 436 779 1 1/4" Rim Board All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)769 @ 2 1/2"1198 (2.25")Passed (64%)1.15 1.0 D + 1.0 S (All Spans) Shear (lbs)750 @ 3 1/2"1794 Passed (42%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)2875 @ 7' 9 1/2"3634 Passed (79%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.217 @ 7' 9 1/2"0.506 Passed (L/839)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.387 @ 7' 9 1/2"0.758 Passed (L/470)--1.0 D + 1.0 S (All Spans) TJ-ProRating 36 Any Passed ---- System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Deflection criteria: LL (L/360) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 3' 3" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 15' 5" 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 EdgePanel (24" Span Rating) that is glued and nailed down. Additional considerations for the TJ-ProRating include: None Madrona K-8, J-C1MEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this 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. 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 refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by LAN Weyerhaeuser Notes Dead Snow Loads Location (Side)Spacing (0.90)(1.15)Comments 1 - Uniform (PSF)0 to 15' 7"24"22.0 28.0 Residential - Living Areas Forte v5.2, Design Engine: V6.6.0.14 1/4/2017 4:08:55 PM Page 2 of 2 Joist Designs - Area C.4te Forte Software Operator Laura Nettesheim Coughlin Porter Lundeen (206) 343-0460 lauran@cplinc.com Job Notes Madrona K-8, Area C C/G-13 AREA C GRAVITY DESIGN – STUD WALL DESIGN C/G-14 Madrona K-8 LAN 12/17/16 Capacity of Studs Fc =1350 psi Fc^ = 625 psi Emin =580000 psi 2 x 4 Studs Height (ft)CD = 1.0 = 1.15 = 1.6 Pc^,allow Le/d FCE CD = 1.0 = 1.15 = 1.6 CF 5 5754 6158 6939 3281 17.1 1622 0.706 0.657 0.532 1.15 6 4666 4865 5218 3281 20.6 1127 0.572 0.519 0.400 1.15 7 3721 3820 3993 3281 24.0 828 0.456 0.408 0.306 1.15 8 2983 3036 3129 3281 27.4 634 0.366 0.324 0.240 1.15 9 2424 2455 2509 3281 30.9 501 0.297 0.262 0.192 1.15 10 1999 2018 2053 3281 34.3 406 0.245 0.215 0.157 1.15 11 1673 1686 1708 3281 37.7 335 0.205 0.180 0.131 1.15 12 1419 1427 1443 3281 41.1 282 0.174 0.152 0.111 1.15 13 1217 1223 1234 3281 44.6 240 0.149 0.131 0.095 1.15 14 1055 1059 1067 3281 48.0 207 0.129 0.113 0.082 1.15 15 51.4 2 x 6 Studs Height (ft)CD = 1.0 = 1.15 = 1.6 Pc^,allow Le/d FCE CD = 1.0 = 1.15 = 1.6 CF 5 11123 12552 16382 5156 10.9 4006 0.908 0.891 0.836 1.10 6 10487 11673 14555 5156 13.1 2782 0.856 0.829 0.743 1.10 7 9660 10556 12484 5156 15.3 2044 0.788 0.749 0.637 1.10 8 8683 9299 10493 5156 17.5 1565 0.709 0.660 0.535 1.10 9 7653 8052 8777 5156 19.6 1236 0.625 0.572 0.448 1.10 10 6669 6924 7373 5156 21.8 1002 0.544 0.491 0.376 1.10 11 5791 5956 6245 5156 24.0 828 0.473 0.423 0.319 1.10 12 5035 5146 5338 5156 26.2 696 0.411 0.365 0.272 1.10 13 4397 4473 4606 5156 28.4 593 0.359 0.317 0.235 1.10 14 3860 3914 4009 5156 30.5 511 0.315 0.278 0.205 1.10 15 3409 3449 3518 5156 32.7 445 0.278 0.245 0.179 1.10 16 3029 3058 3110 5156 34.9 391 0.247 0.217 0.159 1.10 17 2706 2728 2768 5156 37.1 347 0.221 0.194 0.141 1.10 18 2430 2447 2478 5156 39.3 309 0.198 0.174 0.126 1.10 19 2193 2207 2231 5156 41.5 277 0.179 0.157 0.114 1.10 20 1989 2000 2019 5156 43.6 250 0.162 0.142 0.103 1.10 21 1811 1820 1836 5156 45.8 227 0.148 0.129 0.094 1.10 22 1655 1663 1676 5156 48.0 207 0.135 0.118 0.085 1.10 23 50.2 Pallow (lbs)Cp STRONG AXIS STUD COLUMN TABLES DOUGLAS FIR - LARCH #2 (WWPA/WCLIB) Pallow (lbs)Cp C/G-15 Madrona K-8 LAN 12/7/16 Post Design - Area C Post at End of Cantilever Beams Height = 10 ft Post = 2x6 Capacity of 1 = 5.2 kip Beam Reaction (kip)No. of Posts B-C1 10.062 2 B-C3 16.229 4 Post at Simply Supported Beams Height = 10 ft Post = 2x6 Capacity of 1 = 5.2 kip Beam Reaction (kip)No. of Posts B-C2 5.5 2 C/G-16 AREA C GRAVITY DESIGN – STUD WALL DESIGN C/G-17 Madrona LAN 12/17/16 Stud Wall Design - Area C See Stud Wall Design: Example Calc for S-C1 Material is DG #2 and plate material is DF #3 Wind Pressure on Walls For interior walls use p = 5 psf For exterior walls (refer to wind calcs): p = 28.7 psf, ASD (for zone 5 with RF = 1) Stud Wall Wall Height (ft) L/3 (ft) Wind Area for RF (sf)RF p (psf) S-C1 10 3.33 33.33 0.87 25 S-C2 10 N/A N/A N/A 5 S-C3 10 3.33 33.33 0.87 25 Stud Wall Wall Thickness (in)DL (klf) SL (klf) Lateral Load (psf)Design Defl Criteria S-C1 6 0.343 0.6 25 2x6 @ 16" oc L/600 S-C2 4 0.576 0.733 5 2x4 @ 16" oc L/240 S-C3 6 0.669 0.852 25 2x6 @ 16" oc L/600 C/G-18 Madrona K-8 LAN 12/17/16 Stud Wall Design: S-C1 Based on 2012 NDS Combined Axial and Bending Formula and 2012 IBC: [fc/Fc']2 + fb/Fb'[1-(fc/FcE)] < 1 in which: FcE = 0.822Emin'/(e/d)2 Wall Thickness: Material: Plate Material: Wall Height:10.00 ft Axial Dead Load: 0.343 klf Axial Unreduced Live Load:0 klf Axial Reduced Live Load:0 klf Axial Snow Load:0.6 klf Design Lateral Pressure(0.6W or 0.7E): 25.0 psf Deflection Criteria: L/ 600 Non fire-rated:2x6 @ 16 oc 3x6 @ 16 oc Fire-rated:2x6 Does Not Control 3x6 @ 16 oc STUD CHECKS 2x6 3x6 @ 16 oc @ 16 oc D + (0.6W or 0.7E)0.33 0.19 D + L 0.07 0.04 D + S 0.18 0.11 D + 0.75[L + (0.6W or 0.7E)]0.25 0.14 D + 0.75[L + S + (0.6W or 0.7E)]0.29 0.16 Deflection***0.79 0.47 Plate Crushing 0.20 0.13 l e/d 22 DCR STUD CHECKS (FIRE-RATED)2x6 3x6 Extrodinary Events @ 24 oc @ 16 oc D + 0.5LUnreduced + 0.2S****0.35 0.14 l e/d (using fire rating height) 33 ****Load combination for extraordinary event per ASCE 7 Section 2.5 Best 3x optionBest 2x option ***Spreadsheet assumes that wind forces govern the design lateral pressure, and has thus multiplied the pressure by 0.7 in accordance with IBC Table 1604.3 footnote f. Unless the pressure is 5 psf (interior walls) DCR C/G-19 Final Design TITLE SEISMIC CRITERIASEISMIC LATERAL DESIGNAREA C LATERAL DESIGN AREA C LATERAL DESIGN – BASE SHEAR AND WEIGHT TAKE-OFF C/L-1 20 1 4 801 SECOND AVENUE, SUITE 900 SEATTLE, WA 98104 / P 206.343.0460 / cplinc.com C/L-2 Madrona K-8 LAN Weight Take-Off Areas Project: Madrona K-8, Area 1 (Area C)Date:12/14/2016 Engr:LAN Site Class =C SS =1.26 S1 =0.49 SDS= 0.84 SD1= 0.43 R =6.5 I =1.3 Fundamental Period Ta = Cthn x hn=20 Ct=0.02 x =0.75 Ta = 0.189 Seismic Response Coefficient Cs (eq)=0.162 Cs =0.162 Cs (max)=0.437 Cs (min)=0.046 Base Shear Weight = 305 kips Base Shear =49 kips (LFRD) Shear Wall Forces k =1.0 Building Height Weight w * hk Cvx Story Force Story Shear (ft)(kips)kips (kips) Small Classroom Pod (Roof)15.7 305 4793 1.0 49.4 49.4 Totals:305 4793 1 49.4 Diaphragm Forces Main Structure Small Classroom Pod (Roof) 49.4 305 305 49 64 64 Totals:64 Equations Fx =Cvx V Fpx(min)= .2 SDS I wpx Total Level Story Shear Force (kips) Weight of Level (kips) Weight to Diaphragm (kip) Fpx min (kips) Fpx (kips) Fpx (kips) pxpxwn xi iw n xi iF F ∑ = ∑ == k xx vx ih n i iw hwC k ∑ = = 1 C/L-3 Project: Madrona K-8, Area 1 (Area C)Date:12/14/2016 Engr:LAN Weight Take Off Area 1 15.7 feet Brick weight = 45 psf Cladding = 12 psf Area w Wall Length Brick Mech'l W W %W Vx Vdia sf psf ft % of wall length Kips kips Kips Kips 1A 7685 24 303.4 40.4 0 305.1 100.0 49.4 64.2 7685 0 305.1 100.0 49.4 64.2 **Note: 1B is the same as 1A Total Seismic Weight =305.1 kips (LRFD) For zones with different loading criteria Area 1 (sf)Area (sf) Weight (psf) Kips TR 4326 21 90.846 PV 3359 27 90.693 total sf 7685 181.539 Average Weight: 24 psf Average cladding height = C/L-4 AREA C LATERAL DESIGN – SEISMIC VS WIND BASE SHEAR C/L-5 C/L-6 C/L-7 Madrona K-8 LAN 1/4/17 Wind Base Shear - Area C l =1.0 Kzt =1.3 CASE A - Combined Windward and Leeward Net Pressure (Ps) Building Surface Ps,30 (psf)Ps (psf)Min Ps (psf)Ps (psf) A 22.4 29.1 16 29.1 B -10.4 -13.5 -16 -16.0 C 14.8 19.2 16 19.2 D -6.1 -7.9 -16 -16.0 E -25.2 -32.8 -8 -32.8 F -14.9 -19.4 -8 -19.4 G -17.5 -22.8 -8 -22.8 H -11.5 -15.0 -8 -15.0 CASE B - Combined Windward and Leeward Net Pressure (Ps) Building Surface Ps,30 (psf)Ps (psf)Min Ps (psf)Ps (psf) A 21 27.3 16 27.3 C 13.9 18.1 16 18.1 E -25.2 -32.8 -8 -32.8 F -14.3 -18.6 -8 -18.6 G -17.5 -22.8 -8 -22.8 H -11.1 -14.4 -8 -14.4 Area C Elevation C/L-8 Madrona K-8 LAN 1/4/17 Area C Wind Base Shear Area (sf)Building Surface Ps (psf)Ps (kip) 510 Case B, C 18.1 9.2 30 Case B, A 27.3 0.8 876 Case B, C 18.1 15.8 57 Case B, A 27.3 1.6 Wind Base Shear =27 kip Area C Seismic Base Shear Refer to "Area C Base Shear and Weight Take-Off" section Seismic Base Shear =49 kip Area C Controlling Base Shear Higher base shear controlls Base Shear =49 kip Seismic or Wind?Seismic C/L-9 AREA C LATERAL DESIGN – LOAD DISTRIBUTION C/L-10 20 1 4 801 SECOND AVENUE, SUITE 900 SEATTLE, WA 98104 / P 206.343.0460 / cplinc.com C/L-11 Madrona K-8 LAN Shear Wall Names - NS C-NS/1 C-NS/2 C-NS/3 C-NS/4 20 1 4 801 SECOND AVENUE, SUITE 900 SEATTLE, WA 98104 / P 206.343.0460 / cplinc.com C/L-12 Madrona K-8 LAN Shear Distribution - NS 1.1 k (1.4 k) 8.8 k (11.5 k) 8.8 k (11.5 k) 12.4 k (16.1 k) 12.4 k (16.1 k) 4.0 k (5.2 k) 9.9 k 21.3 k 16.5 k Numbers NOT in parenthesis are shear forces. Numbers in parenthesis are diaphragm forces. Madrona K-8 LAN 12/14/16 AREA 1 - NS FOR SHEAR WALL AND DIAPHRAGM DESIGN In this direction, there is a flexible diaphragm. r =1 < Since H/L<1, r is 1 for the shear walls. Ax = 1 < There is no torsional irregularity. Base shear = 49.4 kip Diaphragm force = 64.2 kip Overall length = 104.2 ft Distributed force = 0.47 klf, for a shear wall 0.62 klf, for diaphragm Span Length (ft)Shear Wall Diaphragm CL 2.3 1.1 1.4 1 (Left) 37.3 8.8 11.5 1 (Right) 37.3 8.8 11.5 2 (Left) 52.4 12.4 16.1 2 (Right) 52.4 12.4 16.1 CR 8.5 4.0 5.2 Line Reaction at Line (kip) 1 9.9 2 21.3 3 16.5 Wall Load (kip)Length of Wall (ft) C-NS/1 9.90 52.75 C-NS/2 11.99 29.00 < refer to Shear Wall Loads - For Multiple Shear Walls in a Line C-NS/3 9.31 22.67 < refer to Shear Wall Loads - For Multiple Shear Walls in a Line C-NS/4 16.46 52.75 Diaphragm N/S SW Force (kip)Length (ft)Trib Width (ft) West 1.4 53 2.8 East 11.5 53 18.7 West 11.5 52 18.7 East 16.1 52 26.3 West 16.1 53 26.3 East 5.2 53 11.5 FOR DEFLECTION CHECK Use the same loads used for design for deflection check. C-NS/A C-NS/B C-NS/C Force (kip) C/L-13 Project: Madrona K-8, Area 1 NS Line 2 Designed By: LAN Date: 12/14/16 Shear Wall Loads - For Multiple Shear Walls in a Line This spreadsheet distributes the load to the walls based on their stiffness. Length: 29.00 Wall I.D. Length Quantity PLY or OSB? PLY No. of Walls this Length: 1 C-NS/2 29 1 Load per wall (k) Load per wall (plf) C-NS/3 22.66666667 1 Fc perp 625 11.99 413.40 N/A 0.00000001 0 Wood E 1600 Length: 22.67 N/A 0.00000001 0 No. of Walls this Length: 1 N/A 0.00000001 0 Cd 4 Load per wall (k) Load per wall (plf) N/A 0.00000001 0 9.31 410.79 Walls Information 0 Area 1 10.00 21.3 N/A 0.00000001 0.00000001 N/A 0.00000001 0.00000001 N/A 0.00000001 0.00000001 N/A 0.00000001 0.00000001 RESULTS C- N S / 3 C- N S / 3 Level Height (ft) LRFD Total Load to Line of Walls (k)Vary Wall Type At Different Walls? C/L-14 20 1 4 801 SECOND AVENUE, SUITE 900 SEATTLE, WA 98104 / P 206.343.0460 / cplinc.com C/L-15 Madrona K-8 LAN Shear Wall Names - EW C- E W / 1 C- E W / 2 C- E W / 3 C- E W / 4 20 1 4 801 SECOND AVENUE, SUITE 900 SEATTLE, WA 98104 / P 206.343.0460 / cplinc.com C/L-16 Madrona K-8 LAN Shear Distribution - EW (6.3 k) (8.0 k) (15.0 k) (3.3 k)(1.0 k) (17.3 k)(7.2 k) (6.3 k) 14.3 k (14.3 k) 18.3 k (18.3 k) 18.3 k (18.3 k)13.4 k (13.4 k) Numbers NOT in parenthesis are shear forces. Numbers in parenthesis are diaphragm forces. Madrona K-8 LAN 12/14/16 AREA 1 - EW FOR SHEAR WALL AND DIAPHRAGM DESIGN In this direction, there is a rigid diaphragm. r =1.3 < If one of the walls is removed, the capacity is reduced by more than 33%, so r is 1.3. Ax = 1 < There is no torsional irregularity. Base shear = 64.2 kip, including r Diaphragm force = 64.2 kip, excluding r Overall length = 75.0 ft Distributed force = 0.855 klf, for diaphragm Refer to Shear Wall Loads for Rigid Diaphragm (Including r) This spreadsheet distributes the load to the walls based on their stiffness. Force (kip) Wall Length of Wall (ft)Shear Wall Diaphragm C-EW/1 11.50 14.26 14.25 C-EW/2 14.58 18.27 18.25 C-EW/3 14.58 18.27 18.25 C-EW/4 10.83 13.40 13.39 104.17 ft Span Length (ft)from L from R max CL 7.3 6.2 6.3 6.3 1 (Left) 26.9 8.0 8.0 8.0 1 (Right) 26.9 15.0 15.0 15.0 2 (Left) 24.0 3.3 3.2 3.3 2 (Right) 24.0 17.3 17.3 17.3 3 (Left) 9.5 1.0 0.9 1.0 3 (Right) 9.5 7.1 7.2 7.2 CR 7.3 6.3 6.2 6.3 Diaphragm length = 89.7 ft Diaphragm W/E SW Force (kip)Length (ft)Trib Width (ft) North 6.3 89.67 7.25 South 8.0 89.67 13.50 North 15.0 89.67 13.50 South 3.3 89.67 12.00 North 17.3 89.67 12.00 South 1.0 89.67 4.75 North 7.2 89.67 4.75 South 6.3 89.67 7.25 FOR HD DESIGN/ DEFLECTION CHECK Refer to Shear Wall Loads for Rigid Diaphragm (Excluding r) Base shear = 49.4 kip, excluding r Force (kip) Wall Length of Wall (ft)Shear Wall C-EW/1 11.50 10.97 C-EW/2 14.58 14.07 C-EW/3 14.58 14.07 C-EW/4 10.83 10.30 C-EW/D Total diaphragm attachment length = Diaphragm Force (kip) C-EW/A C-EW/B C-EW/C C/L-17 In this direction, diaphragm analyzed as rigid. See page C/L-45 for the proof. Project: Madrona K-8, Area 1 EW Designed By: LAN Date: 12/14/16 Shear Wall Loads for Rigid Diaphragm (Including r) Wall I.D. Length Quantity PLY or OSB? PLY Length: 11.50 C-EW/1 11.5 1 No. of Walls this Length: 1 C-EW/2 14.58333333 1 Fc perp 625 Load per wall (k) Load per wall (plf) C-EW/3 14.58333333 1 Wood E 1600 14.26 1240.36 C-EW/4 10.83333333 1 Length: 14.58 N/A 0.00000001 0 Cd 4 No. of Walls this Length: 1 N/A 0.00000001 0 Load per wall (k)Load per wall (plf) 18.27 1252.81 Length: 14.58 No. of Walls this Length: 1 1 Load per wall (k) Load per wall (plf) 18.27 1252.81 Length: 10.83 Area 1 10.00 64.2 No. of Walls this Length: 1 N/A 0.00000001 0.00000001 Load per wall (k) Load per wall (plf) N/A 0.00000001 0.00000001 13.40 1236.50 N/A 0.00000001 0.00000001 N/A 0.00000001 0.00000001 RESULTS Level Height (ft) LRFD Total Load to Line of Walls (k) C- E W / 1 C- E W / 2 C- E W / 3 C- E W / 4 Walls Information Vary Wall Type At Different Walls? C/L-18 Project: Madrona K-8, Area 1 EW Designed By: LAN Date: 12/14/16 Shear Wall Loads for Rigid Diaphragm (Excluding r) Wall I.D. Length Quantity PLY or OSB? PLY Length: 11.50 C-EW/1 11.5 1 No. of Walls this Length:1 C-EW/2 14.58333333 1 Fc perp 625 Load per wall (k) Load per wall (plf) C-EW/3 14.58333333 1 Wood E 1600 10.97 954.00 C-EW/4 10.83333333 1 Length: 14.58 N/A 0.00000001 0 Cd 4 No. of Walls this Length:1 N/A 0.00000001 0 Load per wall (k)Load per wall (plf) 14.07 964.47 Length: 14.58 No. of Walls this Length:1 1 Load per wall (k) Load per wall (plf) 14.07 964.47 Length: 10.83 Area 1 10.00 49.4 No. of Walls this Length:1 N/A 0.00000001 0.00000001 Load per wall (k) Load per wall (plf) N/A 0.00000001 0.00000001 10.30 950.66 N/A 0.00000001 0.00000001 N/A 0.00000001 0.00000001 C- E W / 2 C - E W / 1 RESULTS Walls Information Level Height (ft) LRFD Total Load to Line of Walls (k) C- E W / 4 C - E W / 3 Vary Wall Type At Different Walls? C/L-19 AREA C LATERAL DESIGN – SHEAR WALL DESIGN C/L-20 Project: Madrona K-8, Area 1 (Area C)Date:12/14/2016 Engr:LAN Shear Walls VSW LSW vSW 10d (kips)(ft)(plf)Shear wall Area 1 W6 490 North-South W4 735 C-NS/1 9.9 52.75 188 W6 0.38 W3 960 C-NS/2 12.0 29.00 414 W6 0.84 W2 1230 C-NS/3 9.3 22.67 411 W6 0.84 2W4 1470 C-NS/4 16.5 52.75 312 W6 0.64 2W3 1920 2W2 2465 East-West W2-5/8 1395 C-EW/1 14.3 11.50 1240 2W4 0.84 C-EW/2 18.3 14.58 1253 2W3 0.65 C-EW/3 18.3 14.58 1253 2W3 0.65 C-EW/4 13.4 10.83 1237 2W4 0.84 DCRShear Wall Number Shear Wall Capacity (LRFD) - 10d C/L-21 AREA C LATERAL DESIGN – DEFLECTION CHECK C/L-22 Project: Madrona K-8, C-NS/1 Designed By: LAN Date: 12/14/16 Project No.: Client: Checked By: Sheet: 1 of 1 Shear Wall Deflections ALL INPUTS LRFD PLY or OSB? PLY 625 1600 Wall Length 52.75 ft ASD (in) LRFD (in) HD Deflection Limits 0 0.000 0.00 Level Wall Length (ft) Floor Height (ft) LRFD Wall Load (plf) Wall Type Ga (k/in) HD Wood Area (in2) Recommended HD Wood Area (in2)Wall Load, LRFD (k) Roof 52.75 10.00 188 W6 14 16 16 9.90 Level Cumulative Bending Deflection (in) Cumulative Shear Deflection (in) Cumulative Holdown Deflection (in) Total Cumulative Deflection (in) Cumulative Deflection with Cd/Ie (in)Story Drift (in) Drift Ratio Allowable Drift Ratio (in)Drift Ratio Acceptable? Roof 0.001 0.134 0.000 0.135 0.433 0.433 0.004 0.015 YES Fc perp Wood E SDPWS Deflections C/L-23 (Deflection Calculations are based on SDPWS Eq. 4.3-1) SEE HOLDOWN DESIGN FOR DETERMINATION OF DEFLECTION LIMIT, TYP. Shear Wall Deflections Project: Madrona K-8, C-NS/2 Designed By: LAN Date: 12/14/16 Project No.: Client: Checked By: Sheet: 1 of 1 Shear Wall Deflections ALL INPUTS LRFD PLY or OSB? PLY 625 1600 Wall Length 29.00 ft ASD (in) LRFD (in) HD Deflection Limits 0 0.084 0.12 Level Wall Length (ft) Floor Height (ft) LRFD Wall Load (plf) Wall Type Ga (k/in) HD Wood Area (in2) Recommended HD Wood Area (in2) Wall Load, LRFD (k) Roof 29.00 10.00 413 W6 14 16 16 11.99 Level Cumulative Bending Deflection (in) Cumulative Shear Deflection (in) Cumulative Holdown Deflection (in) Total Cumulative Deflection (in) Cumulative Deflection with Cd/Ie (in)Story Drift (in) Drift Ratio Allowable Drift Ratio (in)Drift Ratio Acceptable? Roof 0.004 0.295 0.041 0.340 1.089 1.089 0.009 0.015 YES SDPWS Deflections Fc perp Wood E C/L-24 (Deflection Calculations are based on SDPWS Eq. 4.3-1) SEE HOLDOWN DESIGN FOR DETERMINATION OF DEFLECTION LIMIT, TYP. Shear Wall Deflections (Deflection Calculations are based on SDPWS Eq. 4.3-1) SEE HOLDOWN DESIGN FOR DETERMINATION OF DEFLECTION LIMIT, TYP. Shear Wall Deflections Project: Madrona K-8, C-NS/3 Designed By: LAN Date: 12/14/16 Project No.: Client: Checked By: Sheet: 1 of 1 Shear Wall Deflections ALL INPUTS LRFD PLY or OSB? PLY 625 1600 Wall Length 22.67 ft ASD (in) LRFD (in) HD Deflection Limits 0 0.084 0.12 Level Wall Length (ft) Floor Height (ft) LRFD Wall Load (plf) Wall Type Ga (k/in) HD Wood Area (in2) Recommended HD Wood Area (in2) Wall Load, LRFD (k) Roof 22.67 10.00 411 W6 14 16 16 9.31 Level Cumulative Bending Deflection (in) Cumulative Shear Deflection (in) Cumulative Holdown Deflection (in) Total Cumulative Deflection (in) Cumulative Deflection with Cd/Ie (in)Story Drift (in) Drift Ratio Allowable Drift Ratio (in)Drift Ratio Acceptable? Roof 0.006 0.293 0.052 0.351 1.123 1.123 0.009 0.015 YES SDPWS Deflections Fc perp Wood E C/L-25 (Deflection Calculations are based on SDPWS Eq. 4.3-1) SEE HOLDOWN DESIGN FOR DETERMINATION OF DEFLECTION LIMIT, TYP. Shear Wall Deflections Project: Madrona K-8, C-NS/4 Designed By: LAN Date: 12/14/16 Project No.: Client: Checked By: Sheet: 1 of 1 Shear Wall Deflections ALL INPUTS LRFD PLY or OSB? PLY 625 1600 Wall Length 52.75 ft ASD (in) LRFD (in) HD Deflection Limits 0 0.000 0.00 Level Wall Length (ft) Floor Height (ft) LRFD Wall Load (plf) Wall Type Ga (k/in) HD Wood Area (in2) Recommended HD Wood Area (in2) Wall Load, LRFD (k) Roof 52.75 10.00 312 W6 14 16 16 16.46 Level Cumulative Bending Deflection (in) Cumulative Shear Deflection (in) Cumulative Holdown Deflection (in) Total Cumulative Deflection (in) Cumulative Deflection with Cd/Ie (in)Story Drift (in) Drift Ratio Allowable Drift Ratio (in)Drift Ratio Acceptable? Roof 0.002 0.223 0.000 0.225 0.719 0.719 0.006 0.015 YES SDPWS Deflections Fc perp Wood E C/L-26 (Deflection Calculations are based on SDPWS Eq. 4.3-1) SEE HOLDOWN DESIGN FOR DETERMINATION OF DEFLECTION LIMIT, TYP. Shear Wall Deflections Project: Madrona K-8, C-EW/1 Designed By: LAN Date: 12/14/16 Project No.: Client: Checked By: Sheet: 1 of 1 Shear Wall Deflections ALL INPUTS LRFD PLY or OSB? PLY 625 1600 Wall Length 11.50 ft ASD (in) LRFD (in) HD Deflection Limits 0 0.128 0.18 Level Wall Length (ft) Floor Height (ft) LRFD Wall Load (plf) Wall Type Ga (k/in) HD Wood Area (in2) Recommended HD Wood Area (in2)Wall Load, LRFD (k) Roof 11.50 10.00 954 2W4 34 16 16 10.97 Level Cumulative Bending Deflection (in) Cumulative Shear Deflection (in) Cumulative Holdown Deflection (in) Total Cumulative Deflection (in) Cumulative Deflection with Cd/Ie (in)Story Drift (in) Drift Ratio Allowable Drift Ratio (in)Drift Ratio Acceptable? Roof 0.026 0.281 0.156 0.463 1.480 1.480 0.012 0.015 YES Fc perp Wood E SDPWS Deflections C/L-27 (Deflection Calculations are based on SDPWS Eq. 4.3-1) SEE HOLDOWN DESIGN FOR DETERMINATION OF DEFLECTION LIMIT, TYP. Shear Wall Deflections Project: Madrona K-8, C-EW/2 Designed By: LAN Date: 12/14/16 Project No.: Client: Checked By: Sheet: 1 of 1 Shear Wall Deflections ALL INPUTS LRFD PLY or OSB? PLY 625 1600 Wall Length 14.58 ft ASD (in) LRFD (in) HD Deflection Limits 0 0.120 0.17 Level Wall Length (ft) Floor Height (ft) LRFD Wall Load (plf) Wall Type Ga (k/in) HD Wood Area (in2) Recommended HD Wood Area (in2) Wall Load, LRFD (k) Roof 14.58 10.00 965 2W3 38 16 16 14.07 Level Cumulative Bending Deflection (in) Cumulative Shear Deflection (in) Cumulative Holdown Deflection (in) Total Cumulative Deflection (in) Cumulative Deflection with Cd/Ie (in)Story Drift (in) Drift Ratio Allowable Drift Ratio (in)Drift Ratio Acceptable? Roof 0.021 0.254 0.115 0.389 1.246 1.246 0.010 0.015 YES SDPWS Deflections Fc perp Wood E C/L-28 (Deflection Calculations are based on SDPWS Eq. 4.3-1) SEE HOLDOWN DESIGN FOR DETERMINATION OF DEFLECTION LIMIT, TYP. Shear Wall Deflections Project: Madrona K-8, C-EW/3 Designed By: LAN Date: 12/14/16 Project No.: Client: Checked By: Sheet: 1 of 1 Shear Wall Deflections ALL INPUTS LRFD PLY or OSB? PLY 625 1600 Wall Length 14.58 ft ASD (in) LRFD (in) HD Deflection Limits 0 0.119 0.17 Level Wall Length (ft) Floor Height (ft) LRFD Wall Load (plf) Wall Type Ga (k/in) HD Wood Area (in2) Recommended HD Wood Area (in2) Wall Load, LRFD (k) Roof 14.58 10.00 965 2W3 38 16 16 14.07 Level Cumulative Bending Deflection (in) Cumulative Shear Deflection (in) Cumulative Holdown Deflection (in) Total Cumulative Deflection (in) Cumulative Deflection with Cd/Ie (in)Story Drift (in) Drift Ratio Allowable Drift Ratio (in)Drift Ratio Acceptable? Roof 0.021 0.254 0.114 0.389 1.244 1.244 0.010 0.015 YES SDPWS Deflections Fc perp Wood E C/L-29 (Deflection Calculations are based on SDPWS Eq. 4.3-1) SEE HOLDOWN DESIGN FOR DETERMINATION OF DEFLECTION LIMIT, TYP. Shear Wall Deflections Project: Madrona K-8, C-EW/4 Designed By: LAN Date: 12/14/16 Project No.: Client: Checked By: Sheet: 1 of 1 Shear Wall Deflections ALL INPUTS LRFD PLY or OSB? PLY 625 1600 Wall Length 10.83 ft ASD (in) LRFD (in) HD Deflection Limits 0 0.130 0.18 Level Wall Length (ft) Floor Height (ft) LRFD Wall Load (plf) Wall Type Ga (k/in) HD Wood Area (in2) Recommended HD Wood Area (in2) Wall Load, LRFD (k) Roof 10.83 10.00 951 2W4 34 16 16 10.30 Level Cumulative Bending Deflection (in) Cumulative Shear Deflection (in) Cumulative Holdown Deflection (in) Total Cumulative Deflection (in) Cumulative Deflection with Cd/Ie (in)Story Drift (in) Drift Ratio Allowable Drift Ratio (in)Drift Ratio Acceptable? Roof 0.027 0.280 0.168 0.475 1.520 1.520 0.013 0.015 YES SDPWS Deflections Fc perp Wood E C/L-30 (Deflection Calculations are based on SDPWS Eq. 4.3-1) SEE HOLDOWN DESIGN FOR DETERMINATION OF DEFLECTION LIMIT, TYP. Shear Wall Deflections AREA C LATERAL DESIGN – HOLDDOWN DESIGN C/L-31 Project: Madrona K-8 Date:12/14/2016 Engr:LAN HD HD Deflection (in)# Studs for Compression Area 1 North-South C-NS/1 N/A 0 2 C-NS/2 HDU8-SDS2.5 (3) 0.084 - C-NS/3 HDU8-SDS2.5 (3) 0.084 - C-NS/4 N/A 0 3 East-West C-EW/1 HDU14-SDS2.5 (7.25) 0.128 - C-EW/2 HDU14-SDS2.5 (7.25) 0.120 - C-EW/3 HDU14-SDS2.5 (7.25) 0.119 - C-EW/4 HDU14-SDS2.5 (7.25) 0.130 - Shear Wall Number C/L-32 Madrona K-8 LAN 12/14/16 Fc =psi 625 psi Emin =psi 2 x 4 Studs Height (ft)= 1.15 Pc^,allow Le/d FCE = 1.15 CF CD=1.15 5 6158 3281 17.1 1622 0.657 1.15 1785.375 6 4865 3281 20.6 1127 0.519 1.15 7 3820 3281 24.0 828 0.408 1.15 8 3036 3281 27.4 634 0.324 1.15 9 2455 3281 30.9 501 0.262 1.15 10 2018 3281 34.3 406 0.215 1.15 11 1686 3281 37.7 335 0.180 1.15 12 1427 3281 41.1 282 0.152 1.15 13 1223 3281 44.6 240 0.131 1.15 14 1059 3281 48.0 207 0.113 1.15 15 51.4 2 x 6 Studs Height (ft)= 1.15 Pc^,allow Le/d FCE = 1.15 CF CD=1.15 5 12552 5156 10.9 4006 0.891 1.10 1707.75 6 11673 5156 13.1 2782 0.829 1.10 7 10556 5156 15.3 2044 0.749 1.10 8 9299 5156 17.5 1565 0.660 1.10 9 8052 5156 19.6 1236 0.572 1.10 10 6924 5156 21.8 1002 0.491 1.10 11 5956 5156 24.0 828 0.423 1.10 12 5146 5156 26.2 696 0.365 1.10 13 4473 5156 28.4 593 0.317 1.10 14 3914 5156 30.5 511 0.278 1.10 15 3449 5156 32.7 445 0.245 1.10 16 3058 5156 34.9 391 0.217 1.10 17 2728 5156 37.1 347 0.194 1.10 18 2447 5156 39.3 309 0.174 1.10 19 2207 5156 41.5 277 0.157 1.10 20 2000 5156 43.6 250 0.142 1.10 21 1820 5156 45.8 227 0.129 1.10 22 1663 5156 48.0 207 0.118 1.10 23 50.2 Pallow (lbs)Cp Fc* STRONG AXIS STUD COLUMN TABLES DOUGLAS FIR - LARCH #2 (WWPA/WCLIB) Pallow (lbs)Cp Fc* C/L-33 Project: Madrona K-8 C-NS/1 Designed By: Date: 12/14/2016 Project No.: Client: Checked By: Sheet:1 of 1 Shear Wall Holdown Design - Based on Loads Imposed SDS 0.84 r 1.00 Wall Length 52.75 ft Holdown Offset 6.00 in Roof Trib to Wall 10.42 ft Roof DL 16.00 psf Roof LL 28.00 psf Wall Weight 12 psf Weight Wall Length 10 ft f1 0.5 10 ft 10.41667 ft Level Floor Height (ft) SW Type Load At Top of Wall (LRFD, kips) LRFD Tension and Compression Force- EQ ONLY (kips) Total ASD Tension Load (kips) Total ASD Compression Load (kips) Holdown Type Number of 2x6 Posts Need for Compression Post Compression Capacity Roof 10.00 W6 9.90 1.91 0.1 6.5 N/A 2 10.3 Verify posts work =YES Max Trib to consider: Trib to Holdown Used: Note: Holdown values are based on the allowable shear wall capacity rather than the actual demand from the analysis. This is a conservative approach intended to simplify the design and also to ensure that the holdowns are proportioned correctly to develop shear yielding in the wall. These values can be reduced if a conventional analysis is used. The anchorage force is determined based on the expected capacity of the wall, which is set equal to 1.5 times the nominal wall capacity. C/L-34 Project: Madrona K-8 C-NS/2 Designed By: Date: 12/14/2016 Project No.: Client: Checked By: Sheet:1 of 1 Shear Wall Holdown Design - Based on Loads Imposed SDS 0.84 r 1.00 Wall Length 29.00 ft Holdown Offset 6.00 in Roof Trib to Wall 13.08 ft Roof DL 16.00 psf Roof LL 28.00 psf Wall Weight 8 psf Weight Wall Length 10 ft f1 0.5 13 ft 13.08333 ft Level Floor Height (ft) SW Type Load At Top of Wall (LRFD, kips) LRFD Tension and Compression Force- EQ ONLY (kips) Total ASD Tension Load (kips) Total ASD Compression Load (kips) Holdown Type Holdown Tension Capacity (kips) Holdown Max Deflection (in) Roof 10.00 W6 11.99 4.28 -1.3 9.7 HDU8-SDS2.5 (3)6.765 0.084 Verify HD works =YES Max Trib to consider: Trib to Holdown Used: Note: Holdown values are based on the allowable shear wall capacity rather than the actual demand from the analysis. This is a conservative approach intended to simplify the design and also to ensure that the holdowns are proportioned correctly to develop shear yielding in the wall. These values can be reduced if a conventional analysis is used. The anchorage force is determined based on the expected capacity of the wall, which is set equal to 1.5 times the nominal wall capacity. C/L-35 Project: Madrona K-8 C-NS/3 Designed By: Date: 12/14/2016 Project No.: Client: Checked By: Sheet:1 of 1 Shear Wall Holdown Design - Based on Loads Imposed SDS 0.84 r 1.00 Wall Length 22.67 ft Holdown Offset 6.00 in Roof Trib to Wall 13.08 ft Roof DL 16.00 psf Roof LL 28.00 psf Wall Weight 8 psf Weight Wall Length 10 ft f1 0.5 13 ft 11.33333 ft Level Floor Height (ft) SW Type Load At Top of Wall (LRFD, kips) LRFD Tension and Compression Force- EQ ONLY (kips) Total ASD Tension Load (kips) Total ASD Compression Load (kips) Holdown Type Holdown Tension Capacity (kips) Holdown Max Deflection (in) Roof 10.00 W6 9.31 4.30 -1.5 8.8 HDU8-SDS2.5 (3)6.765 0.084 Verify HD works =YES Max Trib to consider: Trib to Holdown Used: Note: Holdown values are based on the allowable shear wall capacity rather than the actual demand from the analysis. This is a conservative approach intended to simplify the design and also to ensure that the holdowns are proportioned correctly to develop shear yielding in the wall. These values can be reduced if a conventional analysis is used. The anchorage force is determined based on the expected capacity of the wall, which is set equal to 1.5 times the nominal wall capacity. C/L-36 Project: Madrona K-8 C-NS/4 Designed By: Date: 12/14/2016 Project No.: Client: Checked By: Sheet:1 of 1 Shear Wall Holdown Design - Based on Loads Imposed SDS 0.84 r 1.00 Wall Length 52.75 ft Holdown Offset 6.00 in Roof Trib to Wall 13.58 ft Roof DL 22.00 psf Roof LL 28.00 psf Wall Weight 12 psf Weight Wall Length 10 ft f1 0.5 14 ft 13.58333 ft Level Floor Height (ft) SW Type Load At Top of Wall (LRFD, kips) LRFD Tension and Compression Force- EQ ONLY (kips) Total ASD Tension Load (kips) Total ASD Compression Load (kips) Holdown Type Number of 2x6 Posts Need for Compression Post Compression Capacity Roof 10.00 W6 16.46 3.18 0.3 11.2 N/A 3 15.5 Verify posts work =YES Max Trib to consider: Trib to Holdown Used: Note: Holdown values are based on the allowable shear wall capacity rather than the actual demand from the analysis. This is a conservative approach intended to simplify the design and also to ensure that the holdowns are proportioned correctly to develop shear yielding in the wall. These values can be reduced if a conventional analysis is used. The anchorage force is determined based on the expected capacity of the wall, which is set equal to 1.5 times the nominal wall capacity. C/L-37 Project: Madrona K-8, C-NS/4 Designed By: LAN Date: 12/14/16 Project No.: Client: Checked By: Sheet: 1 of 1 Shear Wall Deflections ALL INPUTS LRFD PLY or OSB? PLY 625 1600 Wall Length 52.75 ft ASD (in) LRFD (in) HD Deflection Limits 0 0.000 0.00 Level Wall Length (ft) Floor Height (ft) LRFD Wall Load (plf) Wall Type Ga (k/in) HD Wood Area (in2) Recommended HD Wood Area (in2) Wall Load, LRFD (k) Roof 52.75 10.00 312 W6 14 16 16 16.46 Fc perp Wood E C/L-38 Project: Madrona K-8 C-EW/1 Designed By: Date: 12/14/2016 Project No.: Client: Checked By: Sheet:1 of 1 Shear Wall Holdown Design - Based on Loads Imposed SDS 0.84 r 1.30 Wall Length 11.00 ft Holdown Offset 10.25 in Roof Trib to Wall 0.00 ft Roof DL 0 psf Roof LL 0 psf Wall Weight 12 psf Weight Wall Length 6 ft f1 0.5 0 ft 0 ft Level Floor Height (ft) SW Type Load At Top of Wall (LRFD, kips) LRFD Tension and Compression Force- EQ ONLY (kips) Total ASD Tension Load (kips) Total ASD Compression Load (kips) Holdown Type Holdown Tension Capacity (kips) Holdown Max Deflection** Roof 10.00 2W4 10.97 11.81 -10.4 11.5 HDU14-SDS2.5 (7.25)14.39 0.128 Verify HD works =YES Max Trib to consider: Trib to Holdown Used: Note: Holdown values are based on the allowable shear wall capacity rather than the actual demand from the analysis. This is a conservative approach intended to simplify the design and also to ensure that the holdowns are proportioned correctly to develop shear yielding in the wall. These values can be reduced if a conventional analysis is used. The anchorage force is determined based on the expected capacity of the wall, which is set equal to 1.5 times the nominal wall capacity. ** This deflection is not the max deflection directly from Simpson. The maximum deflection from Simpson is ratioed based on how much of the HD capacity is used. C/L-39 Project: Madrona K-8 C-EW/2 Designed By: Date: 12/14/2016 Project No.: Client: Checked By: Sheet:1 of 1 Shear Wall Holdown Design - Based on Loads Imposed SDS 0.84 r 1.30 Wall Length 14.50 ft Holdown Offset 10.25 in Roof Trib to Wall 0.00 ft Roof DL 0 psf Roof LL 0 psf Wall Weight 8 psf Weight Wall Length 7 ft f1 0.5 0 ft 0 ft Level Floor Height (ft) SW Type Load At Top of Wall (LRFD, kips) LRFD Tension and Compression Force- EQ ONLY (kips) Total ASD Tension Load (kips) Total ASD Compression Load (kips) Holdown Type Holdown Tension Capacity (kips) Holdown Max Deflection** Roof 10.00 2W3 14.07 11.00 -9.7 10.7 HDU14-SDS2.5 (7.25)14.39 0.120 Verify HD works =YES Max Trib to consider: Trib to Holdown Used: Note: Holdown values are based on the allowable shear wall capacity rather than the actual demand from the analysis. This is a conservative approach intended to simplify the design and also to ensure that the holdowns are proportioned correctly to develop shear yielding in the wall. These values can be reduced if a conventional analysis is used. The anchorage force is determined based on the expected capacity of the wall, which is set equal to 1.5 times the nominal wall capacity. C/L-40 Project: Madrona K-8 C-EW/3 Designed By: Date: 12/14/2016 Project No.: Client: Checked By: Sheet:1 of 1 Shear Wall Holdown Design - Based on Loads Imposed SDS 0.84 r 1.30 Wall Length 14.58 ft Holdown Offset 10.25 in Roof Trib to Wall 0.00 ft Roof DL 0 psf Roof LL 0 psf Wall Weight 8 psf Weight Wall Length 7 ft f1 0.5 0 ft 0 ft Level Floor Height (ft) SW Type Load At Top of Wall (LRFD, kips) LRFD Tension and Compression Force- EQ ONLY (kips) Total ASD Tension Load (kips) Total ASD Compression Load (kips) Holdown Type Holdown Tension Capacity (kips) Holdown Max Deflection** Roof 10.00 2W3 14.07 10.93 -9.7 10.6 HDU14-SDS2.5 (7.25)14.39 0.119 Verify HD works =YES Max Trib to consider: Trib to Holdown Used: Note: Holdown values are based on the allowable shear wall capacity rather than the actual demand from the analysis. This is a conservative approach intended to simplify the design and also to ensure that the holdowns are proportioned correctly to develop shear yielding in the wall. These values can be reduced if a conventional analysis is used. The anchorage force is determined based on the expected capacity of the wall, which is set equal to 1.5 times the nominal wall capacity. C/L-41 Project: Madrona K-8 C-EW/4 Designed By: Date: 12/14/2016 Project No.: Client: Checked By: Sheet:1 of 1 Shear Wall Holdown Design - Based on Loads Imposed SDS 0.84 r 1.30 Wall Length 10.33 ft Holdown Offset 10.25 in Roof Trib to Wall 0.00 ft Roof DL 0 psf Roof LL 0 psf Wall Weight 12 psf Weight Wall Length 5 ft f1 0.5 0 ft 0 ft Level Floor Height (ft) SW Type Load At Top of Wall (LRFD, kips) LRFD Tension and Compression Force- EQ ONLY (kips) Total ASD Tension Load (kips) Total ASD Compression Load (kips) Holdown Type Holdown Tension Capacity (kips) Holdown Max Deflection** Roof 10.00 2W4 10.30 11.94 -10.6 11.6 HDU14-SDS2.5 (7.25)14.39 0.129991624 Verify HD works =YES Max Trib to consider: Trib to Holdown Used: Note: Holdown values are based on the allowable shear wall capacity rather than the actual demand from the analysis. This is a conservative approach intended to simplify the design and also to ensure that the holdowns are proportioned correctly to develop shear yielding in the wall. These values can be reduced if a conventional analysis is used. The anchorage force is determined based on the expected capacity of the wall, which is set equal to 1.5 times the nominal wall capacity. C/L-42 AREA C LATERAL DESIGN – DIAPHRAGM AND STRUT DESIGN C/L-43 Project: Madrona K-8, Area 1 (Area C)Date:12/14/2016 Engr:LAN Diaphragm Vdia Ldia vdia Max vdia (kips)(ft)(plf)(plf) Area 1 West 1.4 52.75 27 344 Unblocked Diaphragm North-South East 11.5 52.75 218 344 Unblocked Diaphragm West 11.5 51.67 223 344 Unblocked Diaphragm East 16.1 51.67 313 344 Unblocked Diaphragm West 16.1 52.75 306 344 Unblocked Diaphragm East 5.2 52.75 100 344 Unblocked Diaphragm East-West North 6.3 89.67 70 344 Unblocked Diaphragm South 8.0 89.67 90 344 Unblocked Diaphragm North 15.0 89.67 168 344 Unblocked Diaphragm South 3.3 89.67 37 344 Unblocked Diaphragm North 17.3 89.67 194 344 Unblocked Diaphragm South 1.0 89.67 12 344 Unblocked Diaphragm North 7.2 89.67 81 344 Unblocked Diaphragm South 6.3 89.67 70 344 Unblocked DiaphragmC-EW/D C-EW/A C-EW/B C-EW/C C-NS/A C-NS/C C-NS/B Line Unblocked or Blocked C/L-44 Unblocked diaphragm capacity Refer to "Load Distribution" for values Project: Madrona K-8 Eng:LAN Date:1/3/2017 Rigid Diaphragm Proof Diaphragm Information SDPWS eq 4.2-1 L =26.91666667 ft E =1600000 psi A =8.25 in^2, for 2x6 top plate b =104.1666667 ft Unblocked?Unblocked Ga = 10.2 K/in Note: Ga is increased by 1.2 per note 3 in Table 4.2C Diaphragm At Level Vdia (plf) Blocked Diaphragm Deflection (in) Unblocked Diaphragm Deflection (in) Roof 855 0.00 0.57 Shear Wall Information Shear Wall Deflection (in) C-EW/4 0.475 C-EW/3 0.389 Average =0.43 Rigid Check 2Dsw,avg ddia 0.86 >0.57 Rigid = 5 8 + .25 1000 + Σ Δ 2 2∆ , ≥ ∆ , C/L-45 Madrona K-8 LAN 12/14/16 AREA 1 - EW FOR STRUT TRUSS/STRAP DESIGN Have 2 strut trusses at each SW line Use 10d nails with maximum spacing of 6" oc Lateral capacity = 143 lbs For C-EW/1: Force = 10.97 kip Total diaphragm L = 89.92 ft Vdia =122.00 plf Strut Truss Length (ft) Load (kip) Load (plf) Nail Spacing Required (in) Nail Spacing Use (in) 1 37.33 5.5 147 11 4.5 shear walls 15.00 - - - - 2 37.58 5.5 146 11 4.5 For C-EW/2: Force = 14.07 kip Total diaphragm L = 89.92 ft Vdia =156.48 plf Strut Truss Length (ft) Load (kip) Load (plf) Nail Spacing Required (in) Nail Spacing Use (in) 1 37.33 7.0 188 9 4.5 shear walls 15.00 - - - - 2 37.58 7.1 188 9 4.5 For C-EW/3: Force = 14.07 kip Total diaphragm L = 89.92 ft Vdia =156.48 plf Strut Truss Length (ft) Load (kip) Load (plf) Nail Spacing Required (in) Nail Spacing Use (in) 1 37.33 7.0 188 9 4.5 shear walls 15.00 - - - - 2 37.58 7.1 188 9 4.5 For C-EW/4: Force = 10.30 kip Total diaphragm L = 89.92 ft Vdia =114.55 plf Strut Truss Length (ft) Load (kip) Load (plf) Nail Spacing Required (in) Nail Spacing Use (in) 1 37.33 5.1 138 12 4.5 shear walls 15.00 - - - - 2 37.58 5.2 137 12 4.5 C/L-46 AREA C LATERAL DESIGN – CHORD DESIGN C/L-47 Madrona K-8 LAN 12/14/16 DOUBLE TOP PLATE CAPACITY Refer to Nail Design page for capacity of 1 nail (1) nail capacity = 188 lbs Refer to Group Action Factor Cg page Area (2) 2x6 = 16.5 in2 Cg = 0.99 Total Capacity Number of nails = 8 Total capacity = 1486 lbs 1.5 kip C/L-48 (Based on splice connection per 6/S-601) Madrona K-8 LAN 12/14/16 NAIL DESIGN Nail Diameter(in): 0.148 Nail Length(in): 3.250 Main Member Side Member(s) Material: Side Member Thickness(in):1.50 Effective* Penetration Depth into Main Member: 1.75 *Accounts for reduced bearing length to exclude fastener tip (2.0 D) where penetration depth is less than 10 D Yield Mode Single Shear Im 546 Is 468 II 211 IIIm 194 IIIs 170 IV 117 117 CD 1.60 CM 1.00 Ct 1.00 Ceg Lateral 1.00 Cdi Lateral 1.00 Ctn Lateral 1.00 Ctn Withdrawal 1.00 Lateral Capacity =188 lbs Withdrawal Capacity =101 lbs Adjustment Factors Installed into End Grain of Main Member Toenail Used in Diaphragm Construction C/L-49 Madrona K-8 LAN 12/14/16 Group Action Factor, Cg n, no. of fasteners in a row(See NDS Sec.10.3.6.)** =8 Em, modulus of elasticity of main member (ksi) =1400 Es, modulus of elasticity of side member (ksi) =1400 Am, gross cross-sectional area of main member (in2) =16.5 As, sum of gross cross-sectional areas of side members (in2) =16.5 REA, the lesser of EsAs/EmAm or EmAm/EsAs 1 EmAm/EsAs = 1 EsAs/EmAm=1 s, center-to-center spacing (in.) =4 γ, load/slip modulus for a connection (lb/in.) =10248.6 D, diameter of bolts or lag screws (in.) =0.148 u=1+(γs/2)[(1/EmAm)+(1/EsAs)] u=1.00177 m=u-SQRT(u2-1) m=0.94217 Cg =[m(1-m2n)/(n*[((1+REAmn)(1+m))-1+m2n]][(1+R EA)/(1-m)] 01 NDS 10.3-1 Cg=0.98779 ** Depending on the number of and the distance between adjacent and staggered rows, the Cg factor may need to be applied to more than a single row of bolts and may have to consider the number of bolts in both rows combined. C/L-50 Madrona K-8 LAN 12/14/16 AREA 1 - NS FOR CHORD DESIGN Use strut truss as chord Distributed force = 0.62 klf, for diaphragm Span Length (ft) Moment (kip-ft) Depth (ft) Force (kip) Force (kip, ASD) CL 2.3 0.5 60.42 0.01 0.01 1 37.3 106.8 60.42 1.8 1.2 2 52.4 211.5 60.42 3.5 2.5 CR 8.5 1.7 60.42 0.03 0.02 These forces are greater than the strut truss loads on plan. Therefore, the chord is adequate. AREA 1 - EW FOR CHORD DESIGN Use double top plate as chord Distributed force = 0.86 klf, for diaphragm Span Length (ft) Moment (kip-ft) Depth (ft) Force (kip) Force (kip, ASD) Chord Capacity (kip) Chord Adequate? CL 7.3 2.1 89.58 0.02 0.02 1.5 YES 1 26.9 77.5 89.58 0.86 0.6 1.5 YES 2 24.0 61.6 89.58 0.69 0.5 1.5 YES 3 9.5 9.6 89.58 0.11 0.08 1.5 YES CR 7.3 2.1 89.58 0.02 0.02 1.5 YES C/L-51 AREA C LATERAL DESIGN – HOLDDOWN FOUNDATION DESIGN C/L-52 Madrona K-8 RJV 1/4/2017 HOLDOWN FOUNDATION DESIGN Wall Name:C-NS/1 (Example of Exterior Wall Condition, perp. to roof framing) ΦMn (k-ft)37.3 Moment capacity of footing (see calcs for capacity calculations) DL,ftg (plf)866 Weight of footing (see calcs for calculation) DL,right (plf)287 Dead load on the wall to the right of HD (roof and wall weight) DL,left (plf)0 Dead load on the wall to the left of HD (roof and wall weight) E (k)1.91 Earthquake tension load Sds 0.84 From seismic design criteria L,right (ft)8.0 Max. length of cantilevered footing that resists uplift to the right of HD DL,right (k)9.3 DL resisting uplift to the right of HD L,left (ft)0.0 Max. length of cantilevered footing that resists uplift to the left of HD DL,left (k)0.0 DL resisting uplift to the left of HD Total DL (k)9.3 Total DL resisting uplift at HD (0.9-0.2Sds)*D (k)6.8 > E?YES, FOUNDATION OKAY C/L-53 Calculations in this section are example calculations for various conditions - other foundation designs shown on plan are similar, typ. See Zone A+B for Additional Calculations Madrona K-8 RJV 1/4/2017 HOLDOWN FOUNDATION DESIGN Wall Name:C-NS/2 (North End)(Example of Interior Wall Condition, perp. to roof framing, Exterior end) ΦMn (k-ft)24.3 Moment capacity of footing (see calcs for capacity calculations) DL,ftg (plf)400 Weight of footing (see calcs for calculation) DL,right (plf)289 Dead load on the wall to the right of HD (roof and wall weight) DL,left (plf)0 Dead load on the wall to the left of HD (roof and wall weight) E (k)4.28 Earthquake tension load Sds 0.84 From seismic design criteria L,right (ft)8.4 Max. length of cantilevered footing that resists uplift to the right of HD DL,right (k)5.8 DL resisting uplift to the right of HD L,left (ft)0.0 Max. length of cantilevered footing that resists uplift to the left of HD DL,left (k)0.0 DL resisting uplift to the left of HD Total DL (k)5.8 Total DL resisting uplift at HD (0.9-0.2Sds)*D (k)4.2 > E?NO, ADD'L DL REQ'D DL is close, the footing is tied into the exterior wall and will be able to grab onto addequate additional weight C/L-54 Madrona K-8 RJV 1/4/2017 HOLDOWN FOUNDATION DESIGN Wall Name:C-NS/2 (South End)(Example of Interior Wall Condition, perp. to roof framing, Interior end) ΦMn (k-ft)24.3 Moment capacity of footing (see calcs for capacity calculations) DL,ftg (plf)400 Weight of footing (see calcs for calculation) DL,right (plf)289 Dead load on the wall to the right of HD (roof and wall weight) DL,left (plf)289 Dead load on the wall to the left of HD (roof and wall weight) E (k)4.28 Earthquake tension load Sds 0.84 From seismic design criteria L,right (ft)8.4 Max. length of cantilevered footing that resists uplift to the right of HD DL,right (k)5.8 DL resisting uplift to the right of HD L,left (ft)8.4 Max. length of cantilevered footing that resists uplift to the left of HD DL,left (k)5.8 DL resisting uplift to the left of HD Total DL (k)11.6 Total DL resisting uplift at HD (0.9-0.2Sds)*D (k)8.5 > E?YES, FOUNDATION OKAY C/L-55 Madrona K-8 RJV 1/4/2017 HOLDOWN FOUNDATION DESIGN Wall Name:C-EW/4 (Example of Exterior Wall Condition, parallel to roof framing) ΦMn (k-ft)37.3 Moment capacity of footing (see calcs for capacity calculations) DL,ftg (plf)866 Weight of footing (see calcs for calculation) DL,right (plf)120 Dead load on the wall to the right of HD (roof and wall weight) DL,left (plf)120 Dead load on the wall to the left of HD (roof and wall weight) E (k)11.94 Earthquake tension load Sds 0.84 From seismic design criteria L,right (ft)8.7 Max. length of cantilevered footing that resists uplift to the right of HD DL,right (k)8.6 DL resisting uplift to the right of HD L,left (ft)8.7 Max. length of cantilevered footing that resists uplift to the left of HD DL,left (k)8.6 DL resisting uplift to the left of HD Total DL (k)17.2 Total DL resisting uplift at HD (0.9-0.2Sds)*D (k)12.6 > E?YES, FOUNDATION OKAY C/L-56 Madrona K-8 RJV 1/4/2017 HOLDOWN FOUNDATION DESIGN Wall Name:C-EW/3 (Example of Interior Wall Condition, parallel to roof framing) ΦMn (k-ft)83.4 Moment capacity of footing (see calcs for capacity calculations) DL,ftg (plf)1128 Weight of footing (see calcs for calculation) DL,right (plf)80 Dead load on the wall to the right of HD (roof and wall weight) DL,left (plf)80 Dead load on the wall to the left of HD (roof and wall weight) E (k)10.93 Earthquake tension load Sds 0.84 From seismic design criteria L,right (ft)11.8 Max. length of cantilevered footing that resists uplift to the right of HD DL,right (k)14.2 DL resisting uplift to the right of HD L,left (ft)11.8 Max. length of cantilevered footing that resists uplift to the left of HD DL,left (k)14.2 DL resisting uplift to the left of HD Total DL (k)28.4 Total DL resisting uplift at HD (0.9-0.2Sds)*D (k)20.8 > E?YES, FOUNDATION OKAY Foundation detail per 15/S-302 required at this location (typical interior footing is not adequate) C/L-57 TITLE SEISMIC CRITERIASEISMIC LATERAL DESIGN AREA D GRAVITY DESIGN AREA D GRAVITY DESIGN - LOADING D/G-1 D/G-2 AREA D AREA D GRAVITY DESIGN – BEAM DESIGN D/G-3 20 1 4 801 SECOND AVENUE, SUITE 900 SEATTLE, WA 98104 / P 206.343.0460 / cplinc.com D/G-4 Madrona K-8 LAN Beam Key Plan - Area D Madrona K-8 LAN 12/17/16 Capacity of GL 5.125 Beams DOUGLAS FIR 24F - V3/V4/V8 Fb =2400 psi Fv =265 psi E =1800 ksi Fc^ = 650 psi b x d Mallow (ft-k) = Fb' * S Vallow (k) = 2/3 * Fv' * b * d (b)EI I S CD:1.15 1.6 (in) (in)CD = 1.0 = 1.15 = 1.6 CD = 1.0 = 1.15 = 1.6 (lb-in2 x 106)(in4)(in3)CV (a) 5 1/8 x 6 6.15 7.07 9.84 5.43 6.25 8.69 166.05 92.25 30.75 1.00 5 1/8 x 7 1/2 9.61 11.05 15.38 6.79 7.81 10.87 324.32 180.18 48.05 1.00 5 1/8 x 9 13.84 15.91 22.14 8.15 9.37 13.04 560.42 311.34 69.19 1.00 5 1/8 x 10 1/2 18.83 21.66 30.14 9.51 10.93 15.21 889.92 494.40 94.17 1.00 5 1/8 x 12 24.60 28.29 39.36 10.87 12.49 17.38 1,328.40 738.00 123.00 1.00 5 1/8 x 13 1/2 30.92 35.56 49.47 12.22 14.06 19.56 1,891.41 1050.79 155.67 0.99 5 1/8 x 15 37.77 43.44 60.44 13.58 15.62 21.73 2,594.53 1441.41 192.19 0.98 5 1/8 x 16 1/2 43.47 49.99 69.56 14.94 17.18 23.90 3,453.32 1918.51 232.55 0.93 5 1/8 x 18 51.29 58.98 82.06 16.30 18.74 26.08 4,483.35 2490.75 276.75 0.93 5 1/8 x 19 1/2 59.71 68.67 95.54 17.66 20.30 28.25 5,700.19 3166.77 324.80 0.92 5 1/8 x 21 68.74 79.05 109.99 19.01 21.87 30.42 7,119.39 3955.22 376.69 0.91 5 1/8 x 22 1/2 78.37 90.12 125.39 20.37 23.43 32.60 8,756.54 4864.75 432.42 0.91 5 1/8 x 24 88.59 101.88 141.75 21.73 24.99 34.77 10,627.20 5904.00 492.00 0.90 5 1/8 x 25 1/2 96.59 111.08 154.54 23.09 26.55 36.94 12,746.93 7081.63 555.42 0.87 5 1/8 x 27 107.67 123.82 172.27 24.45 28.11 39.11 15,131.31 8406.28 622.69 0.86 5 1/8 x 28 1/2 119.32 137.22 190.91 25.80 29.68 41.29 17,795.89 9886.61 693.80 0.86 5 1/8 x 30 131.53 151.26 210.45 27.16 31.24 43.46 20,756.25 11531.25 768.75 0.86 5 1/8 x 31 1/2 144.31 165.96 230.90 28.52 32.80 45.63 24,027.95 13348.86 847.55 0.85 5 1/8 x 33 154.17 177.29 246.67 29.88 34.36 47.81 27,626.57 15348.09 930.19 0.83 5 1/8 x 34 1/2 167.75 192.92 268.41 31.24 35.92 49.98 31,567.66 17537.59 1016.67 0.83 5 1/8 x 36 181.88 209.16 291.01 32.60 37.48 52.15 35,866.80 19926.00 1107.00 0.82 aThe preceding table assumes the following values. Refer to NDS 5.3.6 to determine actual CV. CV =(21/L)1/x (12/d)1/x (5.125/b)1/x £ 1.0 1.0 x =10 L £20' for depths up to 15" 20' £ L £30' for depths up to 24" 30' £ L £40' for depths up to 31½" 40' £ L £50' for depths up to 36" aFor non-prismatic members, notched members (NDS 3.4.3.2), members subject to impact or cyclic loading, or shear design of bending members at connections (NDS 3.4.3.3), the design value for shear shall be multiplied by a factor of 0.72 (190 psi). For the determination of radial tension design values (NDS 5.2.2). D/G-5 Madrona K-8 LAN 12/17/16 Beam Design - Area D Typical Roof DL =16 psf SL =28 psf Typical Roof + PV Allowance DL =22 psf SL =28 psf Deflection Limits SL deflection = L/360 2L/480 for cantilever TL deflection = L/240 2L/240 for cantilever For B-D2: SL deflection = 2L/600 for cantilever TL deflection = 2L/240 for cantilever Design - Cantilever Beams B-D1 Cd =1.15 L =10.7 ft Roof Trib Width =23.1 ft DL =369 plf SL =646 plf Mmax =57.78 k-ft Vmax =10.83 kip SL Defl Limit =0.533 in (2L/480) SL Defl =1.8086 in EI required (SL) =3391 lb-in2 TL Defl Limit =1.067 TL Defl =2.8417 EI required (TL) =2664 EI, required (governing) =3391 lb-in2 Design =GL 5 1/8 x 15 Mallow =58.98 k-ft, for C L = 1.0 OK Vallow =18.74 kip, for CL = 1.0 OK EI =4483.35 OK D/G-6 Madrona K-8 LAN 12/17/16 B-D2 Cd =1.15 L =6.8 ft Roof Trib Width =38.6 ft DL =849 plf SL =1080 plf Mmax =39.58 k-ft Vmax =11.591 kip SL Defl Limit =0.342 in (2L/480) SL Defl =0.5076 in EI required (SL) =1486 lb-in2 TL Defl Limit =0.683 TL Defl =0.7977 EI required (TL) =1167 EI, required (governing) =1486 lb-in2 Design =GL 5 1/8 x 12 (minimum needed) Mallow =58.98 k-ft, for C L = 1.0 OK Vallow =18.74 kip, for CL = 1.0 OK EI =4483.35 OK B-D4 Cd =1.15 L =10.7 ft Roof Trib Width =21.4 ft DL =471 plf SL =600 plf Mmax =60.67 k-ft Vmax =11.428 kip SL Defl Limit =0.533 in (2L/480) SL Defl =1.6798 in EI required (SL) =3150 lb-in2 TL Defl Limit =1.067 TL Defl =2.9985 EI required (TL) =2811 EI, required (governing) =3150 lb-in2 Design =GL 5 1/8 x 19 1/2 Mallow =68.67 k-ft, for C V and CL = 1.0 OK Vallow =20.30 k-ft, for C V and CL = 1.0 OK EI =5700.19 OK D/G-7 Madrona K-8 LAN 12/17/16 Design- Simply Supported Beams B-B3 Is a dropped beam Cd =1.15 L =8.3 ft Roof Trib Width =26.7 ft DL =587 plf SL =747 plf ASD Distributed Load =1333 plf Mmax =11.6 k-ft Vmax =5.6 kip SL Defl Limit =0.278 in (2L/480) EI required (SL) =292 lb-in2 TL Defl =0.417 EI required (TL) =348 EI, required (governing) =348 lb-in2 Unbraced?YES Emin' = 950 ksi Lu =8.3 ft b =5.1 in d =10.5 in Fb=2400 psi Le =194.5 in Rb= ((le*d)/b2)1/2 Rb= 8.8 FbE =(1.2*Emin')/(Rb 2) FbE =14662 psi Cd = 1.15 Cm = 1.00 Ct = 1.00 CF = 1.00 Ci = 1.00 Cr = 1.00 Fb* =2760 psi CL = 0.99 Design =GL 5 1/8 x 10 1/2 Mallow =22.66 k-ft, for C L = 1.0 22.40 k-ft, for actual C L OK Vallow =10.93 kip, for CL = 1.0 10.81 kip, for actual CL OK EI =494.40 OK D/G-8 AREA D GRAVITY DESIGN – JOIST DESIGN D/G-9 20 1 4 801 SECOND AVENUE, SUITE 900 SEATTLE, WA 98104 / P 206.343.0460 / cplinc.com D/G-10 Madrona K-8 LAN Joist Key Plan - Area D Madrona LAN 12/17/16 Joist Design - Area D See Forte results Use: TJI 110 @ 24" oc DCR Moment 0.90 Shear 0.45 SL defl 0.51 TL defl 0.61 Controlling design: Moment Hanger Check ITS capacity = 1085 lbs, for DF I-Joist Load to support = 829 lbs, from Forte results OK D/G-11 01: Madrona K-8 Member Name Results Current Solution Comments J-D1 Passed 1 Piece(s) 11 7/8" TJI® 110 @ 24" OC Joist Designs - Area D.4te JOB SUMMARY REPORT Forte v5.2, Design Engine: V6.6.0.14 1/4/2017 4:10:33 PM Page 1 of 2 Joist Designs - Area D.4te Forte Software Operator Laura Nettesheim Coughlin Porter Lundeen (206) 343-0460 lauran@cplinc.com Job Notes Madrona K-8, Area D D/G-12 1 piece(s) 11 7/8" TJI® 110 @ 24" OC Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Bearing Loads to Supports (lbs) Supports Total Available Required Dead Snow Total Accessories 1 - Stud wall - DF 3.50"2.25"1.75"365 464 829 1 1/4" Rim Board 2 - Stud wall - DF 3.50"2.25"1.75"365 464 829 1 1/4" Rim Board All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)819 @ 2 1/2"1198 (2.25")Passed (68%)1.15 1.0 D + 1.0 S (All Spans) Shear (lbs)800 @ 3 1/2"1794 Passed (45%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)3267 @ 8' 3 1/2"3634 Passed (90%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.276 @ 8' 3 1/2"0.539 Passed (L/704)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.492 @ 8' 3 1/2"0.808 Passed (L/394)--1.0 D + 1.0 S (All Spans) TJ-ProRating 31 Any Passed ---- System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Deflection criteria: LL (L/360) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 3' o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 16' 5" 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 EdgePanel (24" Span Rating) that is glued and nailed down. Additional considerations for the TJ-ProRating include: None Madrona K-8, J-D1MEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this 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. 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 refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by LAN Weyerhaeuser Notes Dead Snow Loads Location (Side)Spacing (0.90)(1.15)Comments 1 - Uniform (PSF)0 to 16' 7"24"22.0 28.0 Residential - Living Areas Forte v5.2, Design Engine: V6.6.0.14 1/4/2017 4:10:33 PM Page 2 of 2 Joist Designs - Area D.4te Forte Software Operator Laura Nettesheim Coughlin Porter Lundeen (206) 343-0460 lauran@cplinc.com Job Notes Madrona K-8, Area D D/G-13 AREA D GRAVITY DESIGN – POST DESIGN D/G-14 Madrona K-8 LAN 12/17/16 Capacity of Studs Fc =1350 psi Fc^ = 625 psi Emin =580000 psi 2 x 4 Studs Height (ft)CD = 1.0 = 1.15 = 1.6 Pc^,allow Le/d FCE CD = 1.0 = 1.15 = 1.6 CF 5 5754 6158 6939 3281 17.1 1622 0.706 0.657 0.532 1.15 6 4666 4865 5218 3281 20.6 1127 0.572 0.519 0.400 1.15 7 3721 3820 3993 3281 24.0 828 0.456 0.408 0.306 1.15 8 2983 3036 3129 3281 27.4 634 0.366 0.324 0.240 1.15 9 2424 2455 2509 3281 30.9 501 0.297 0.262 0.192 1.15 10 1999 2018 2053 3281 34.3 406 0.245 0.215 0.157 1.15 11 1673 1686 1708 3281 37.7 335 0.205 0.180 0.131 1.15 12 1419 1427 1443 3281 41.1 282 0.174 0.152 0.111 1.15 13 1217 1223 1234 3281 44.6 240 0.149 0.131 0.095 1.15 14 1055 1059 1067 3281 48.0 207 0.129 0.113 0.082 1.15 15 51.4 2 x 6 Studs Height (ft)CD = 1.0 = 1.15 = 1.6 Pc^,allow Le/d FCE CD = 1.0 = 1.15 = 1.6 CF 5 11123 12552 16382 5156 10.9 4006 0.908 0.891 0.836 1.10 6 10487 11673 14555 5156 13.1 2782 0.856 0.829 0.743 1.10 7 9660 10556 12484 5156 15.3 2044 0.788 0.749 0.637 1.10 8 8683 9299 10493 5156 17.5 1565 0.709 0.660 0.535 1.10 9 7653 8052 8777 5156 19.6 1236 0.625 0.572 0.448 1.10 10 6669 6924 7373 5156 21.8 1002 0.544 0.491 0.376 1.10 11 5791 5956 6245 5156 24.0 828 0.473 0.423 0.319 1.10 12 5035 5146 5338 5156 26.2 696 0.411 0.365 0.272 1.10 13 4397 4473 4606 5156 28.4 593 0.359 0.317 0.235 1.10 14 3860 3914 4009 5156 30.5 511 0.315 0.278 0.205 1.10 15 3409 3449 3518 5156 32.7 445 0.278 0.245 0.179 1.10 16 3029 3058 3110 5156 34.9 391 0.247 0.217 0.159 1.10 17 2706 2728 2768 5156 37.1 347 0.221 0.194 0.141 1.10 18 2430 2447 2478 5156 39.3 309 0.198 0.174 0.126 1.10 19 2193 2207 2231 5156 41.5 277 0.179 0.157 0.114 1.10 20 1989 2000 2019 5156 43.6 250 0.162 0.142 0.103 1.10 21 1811 1820 1836 5156 45.8 227 0.148 0.129 0.094 1.10 22 1655 1663 1676 5156 48.0 207 0.135 0.118 0.085 1.10 23 50.2 Pallow (lbs)Cp STRONG AXIS STUD COLUMN TABLES DOUGLAS FIR - LARCH #2 (WWPA/WCLIB) Pallow (lbs)Cp D/G-15 Madrona K-8 LAN 12/7/16 Post Design - Area D Post at End of Cantilever Beams Height = 10 ft Post = 2x6 Capacity of 1 = 5.2 kip Beam Reaction (kip)No. of Posts B-D1 10.83 3 B-D4 11.428 3 Post at Simply Supported Beams Height = 10 ft Post = 2x6 Capacity of 1 = 5.2 kip Beam Reaction (kip)No. of Posts B-D3 5.6 2 D/G-16 Post Design - Area D Steel Column at End of B-D2 Height = 12 ft Reaction = 11.591 kip Use = HSS 3x3x1/4 From AISC Table 4-4: Capacity = 32.8 kip OK D/G-17 AREA D GRAVITY DESIGN – STUD WALL DESIGN D/G-18 Madrona LAN 12/17/16 Stud Wall Design - Area D See Stud Wall Design: Example Calc for S-D2 Material is DG #2 and plate material is DF #3 Wind Pressure on Walls For interior walls use p = 5 psf For exterior walls (refer to wind calcs): p = 28.7 psf, ASD (for zone 5 with RF = 1) Stud Wall Wall Height (ft) L/3 (ft) Wind Area for RF (sf)RF p (psf) S-D1 10 3.33 33.33 0.87 25 S-D2 10 N/A N/A N/A 5 S-D3 10 N/A N/A N/A 5 S-D4 10 3.33 33.33 0.87 25 Stud Wall Wall Thickness (in)DL (klf) SL (klf) Lateral Load (psf)Design Defl Criteria S-D1 6 0.369 0.646 25 2x6 @ 16" oc L/600 S-D2 4 0.624 1.092 5 2x4 @ 12" oc L/240 S-D3 4 0.587 0.747 5 2x4 @ 16" oc L/240 S-D4 6 0.471 0.6 25 2x6 @ 16" oc L/600 D/G-19 Madrona K-8 LAN 12/17/16 Stud Wall Design: S-D2 Based on 2012 NDS Combined Axial and Bending Formula and 2012 IBC: [fc/Fc']2 + fb/Fb'[1-(fc/FcE)] < 1 in which: FcE = 0.822Emin'/(e/d)2 Wall Thickness: Material: Plate Material: Wall Height:10.00 ft Axial Dead Load: 0.624 klf Axial Unreduced Live Load:0 klf Axial Reduced Live Load:0 klf Axial Snow Load: 1.092 klf Design Lateral Pressure(0.6W or 0.7E): 5.0 psf Deflection Criteria: L/ 240 Non fire-rated:2x4 @ 12 oc 3x4 @ 16 oc Fire-rated:2x4 Does Not Control 3x4 @ 16 oc STUD CHECKS 2x4 3x4 @ 12 oc @ 16 oc D + (0.6W or 0.7E)0.24 0.17 D + L 0.31 0.25 D + S 0.85 0.68 D + 0.75[L + (0.6W or 0.7E)]0.20 0.14 D + 0.75[L + S + (0.6W or 0.7E)]0.74 0.46 Deflection***0.26 0.21 Plate Crushing 0.42 0.36 l e/d 34 DCR STUD CHECKS (FIRE-RATED)2x4 3x4 Extrodinary Events @ 16 oc @ 16 oc D + 0.5LUnreduced + 0.2S****0.72 0.43 l e/d (using fire rating height) 34 ****Load combination for extraordinary event per ASCE 7 Section 2.5 Best 3x optionBest 2x option ***Spreadsheet assumes that wind forces govern the design lateral pressure, and has thus multiplied the pressure by 0.7 in accordance with IBC Table 1604.3 footnote f. Unless the pressure is 5 psf (interior walls) DCR D/G-20 Final Design TITLE SEISMIC CRITERIASEISMIC LATERAL DESIGNAREA D LATERAL DESIGN AREA D LATERAL DESIGN – BASE SHEAR AND WEIGHT TAKE-OFF D/L-1 20 1 4 801 SECOND AVENUE, SUITE 900 SEATTLE, WA 98104 / P 206.343.0460 / cplinc.com D/L-2 Madrona K-8 LAN Weight Take-Off Areas D/L-3 Project: Madrona K-8, Area 2 (Area D)Date:12/14/2016 Engr:LAN Site Class =C SS =1.26 S1 =0.49 SDS= 0.84 SD1= 0.43 R =6.5 I =1.3 Fundamental Period Ta = Cthn x hn=20 Ct=0.02 x =0.75 Ta = 0.189 Seismic Response Coefficient Cs (eq)=0.162 Cs =0.162 Cs (max)=0.437 Cs (min)=0.046 Base Shear Weight = 393 kips Base Shear =64 kips (LFRD) Shear Wall Forces k =1.0 Building Height Weight w * hk Cvx Story Force Story Shear (ft)(kips)kips (kips) Area 2 (Roof)17.5 393 6869 1.0 63.7 63.7 Totals:393 6869 1 63.7 Diaphragm Forces Main Structure Area 2 (Roof) 63.7 393 393 64 83 83 Totals:83 Equations Fx =Cvx V Fpx(min)= .2 SDS I wpx Total Level Story Shear Force (kips) Weight of Level (kips) Weight to Diaphragm (kip) Fpx min (kips) Fpx (kips) Fpx (kips) pxpxwn xi iw n xi iF F ∑ = ∑ == k xx vx ih n i iw hwC k ∑ = = 1 D/L-4 Project: Madrona K-8, Area 2 (Area D)Date:12/14/2016 Engr:LAN Weight Take Off Area 2 17.5 feet Brick weight = 45 psf Cladding = 12 psf Area w Wall Length Brick Mech'l W W %W Vx Vdia sf psf ft % of wall length Kips kips Kips Kips 2A 10518 23 386.3 31.7 0 393.4 100.0 63.7 82.7 10518 0 393.4 100.0 63.7 82.7 **Note: 2B and 2C are the same as 2A Total Seismic Weight =393.4 kips (LRFD) For zones with different loading criteria Area 2 (sf)Area (sf) Weight (psf) Kips TR 7469 21 156.849 PV 3049 27 82.323 total sf 10518 239.172 Average Weight: 23 psf Average cladding height = D/L-5 AREA D LATERAL DESIGN – SEISMIC VS WIND BASE SHEAR D/L-6 D/L-7 D/L-8 Madrona K-8 LAN 1/4/17 Wind Base Shear - Area D l =1.0 Kzt =1.3 CASE A - Combined Windward and Leeward Net Pressure (Ps) Building Surface Ps,30 (psf)Ps (psf)Min Ps (psf)Ps (psf) A 22.4 29.1 16 29.1 B -10.4 -13.5 -16 -16.0 C 14.8 19.2 16 19.2 D -6.1 -7.9 -16 -16.0 E -25.2 -32.8 -8 -32.8 F -14.9 -19.4 -8 -19.4 G -17.5 -22.8 -8 -22.8 H -11.5 -15.0 -8 -15.0 CASE B - Combined Windward and Leeward Net Pressure (Ps) Building Surface Ps,30 (psf)Ps (psf)Min Ps (psf)Ps (psf) A 21 27.3 16 27.3 C 13.9 18.1 16 18.1 E -25.2 -32.8 -8 -32.8 F -14.3 -18.6 -8 -18.6 G -17.5 -22.8 -8 -22.8 H -11.1 -14.4 -8 -14.4 Area D Elevation D/L-9 Madrona K-8 LAN 1/4/17 Area D Wind Base Shear Area (sf)Building Surface Ps (psf)Ps (kip) 903 Case B, C 18.1 16.3 31 Case B, A 27.3 0.8 1322 Case B, C 18.1 23.9 57 Case B, A 27.3 1.6 Wind Base Shear =43 kip Area D Seismic Base Shear Refer to "Area D Base Shear and Weight Take-Off" section Seismic Base Shear =64 kip Area D Controlling Base Shear Higher base shear controlls Base Shear =64 kip Seismic or Wind?Seismic D/L-10 AREA D LATERAL DESIGN – LOAD DISTRIBUTION D/L-11 20 1 4 801 SECOND AVENUE, SUITE 900 SEATTLE, WA 98104 / P 206.343.0460 / cplinc.com D/L-12 Madrona K-8 LAN Shear Wall Names - NS D-NS/1 D-NS/2 D-NS/3 D-NS/4 D-NS/5 20 1 4 801 SECOND AVENUE, SUITE 900 SEATTLE, WA 98104 / P 206.343.0460 / cplinc.com D/L-13 Madrona K-8 LAN Shear Distribution - NS 10.7 k 9.4 k (12.3 k) 1.3 k (1.7 k) 9.4 k (12.3 k) 8.7 k (11.3 k) 8.7 k (11.3 k) 12.4 k (16.1 k) 12.4 k (16.1 k) 1.3 k (1.7 k) 18.2 k 21.1 k 13.7 k Numbers NOT in parenthesis are shear forces. Numbers in parenthesis are diaphragm forces. Madrona K-8 LAN 12/14/16 AREA 2 - NS FOR SHEAR WALL AND DIAPHRAGM DESIGN In this direction, there is a flexible diaphragm. r =1 < Since H/L<1, r is 1 for the shear walls. Ax = 1 < There is no torsional irregularity. Base shear = 63.7 kip, excluding r Diaphragm force = 82.7 kip, excluding r Overall length = 136.8 ft Distributed force = 0.47 klf, for a shear wall 0.60 klf, for diaphragm Span Length (ft) Shear Wall Diaphragm CL 2.8 1.3 1.7 1 (Left) 40.6 9.4 12.3 1 (Right) 40.6 9.4 12.3 2 (Left) 37.4 8.7 11.3 2 (Right) 37.4 8.7 11.3 3 (Left) 53.3 12.4 16.1 3 (Right) 53.3 12.4 16.1 CR 2.8 1.3 1.7 Line Sum (kip) 1 10.7 2 18.2 3 21.1 4 13.7 Wall Load (kip) Length of Wall (ft) D-NS/1 10.73 55.08 D-NS/2 18.16 59.92 D-NS/3 11.88 29.00 < refer to Shear Wall Loads - For Multiple Shear Walls in a Line D-NS/4 9.22 22.67 < refer to Shear Wall Loads - For Multiple Shear Walls in a Line D-NS/5 13.69 52.67 Diaphragm N/S SW Force (kip) Length (ft) Trib Width (ft) West 1.7 55 2.8 East 12.3 55 20.3 West 12.3 60 20.3 East 11.3 60 18.7 West 11.3 52 18.7 East 16.1 52 26.7 West 16.1 53 26.7 East 1.7 53 2.8 FOR DEFLECTION CHECK Use the same loads used for design for deflection check. D-NS/D Force (kip) D-NS/A D-NS/B D-NS/C D/L-14 Project: Madrona K-8, Area 2 NS Line 3 Designed By: LAN Date: 12/14/16 Project No.: Client: Checked By: Shear Wall Loads - For Multiple Shear Walls in a Line This spreadsheet distributes the load to the walls based on their stiffness. Length: 29.00 Wall I.D. Length Quantity PLY or OSB? PLY No. of Walls this Length:1 D-NS/3 29 1 Load per wall (k) Load per wall (plf) D-NS/4 22.66666667 1 Fc perp 625 11.88 409.53 N/A 0.00000001 0 Wood E 1600 0.00 0.00 N/A 0.00000001 0 0.00 0.00 N/A 0.00000001 0 Cd 4 0.00 0.00 N/A 0.00000001 0 0.00 0.00 Length: 22.67 No. of Walls this Length:1 Load per wall (k) Load per wall (plf) 9.22 406.93 0.00 0.00 0.00 0.00 Area 2 10.00 21.1 0.00 0.00 N/A 0.00000001 0.00000001 0.00 0.00 N/A 0.00000001 0.00000001 N/A 0.00000001 0.00000001 N/A 0.00000001 0.00000001 Walls Information Level Height (ft) LRFD Total Load to Line of Walls (k) RESULTS D- N S / 3 D- N S / 4 Vary Wall Type At Different Walls? D/L-15 20 1 4 801 SECOND AVENUE, SUITE 900 SEATTLE, WA 98104 / P 206.343.0460 / cplinc.com D/L-16 Madrona K-8 LAN Shear Wall Names - EW D- E W / 1 D- E W / 2 D- E W / 3 D- E W / 4 20 1 4 801 SECOND AVENUE, SUITE 900 SEATTLE, WA 98104 / P 206.343.0460 / cplinc.com D/L-17 Madrona K-8 LAN Shear Distribution - EW 17.7 k (17.7 k) (8.1 k) (9.7 k) (20.1 k) (3.9 k) (22.6 k)(9.4 k) (1.1 k)(8.1 k) 23.9 k (23.9 k) 23.7 k (23.7 k) 17.4 k (17.4 k) Numbers NOT in parenthesis are shear forces. Numbers in parenthesis are diaphragm forces. Project: Madrona K-8, Area 2 (Area D)Date:12/14/2016 Engr:LAN AREA 2 - EW FOR SHEAR WALL AND DIAPHRAGM DESIGN In this direction, there is a rigid diaphragm. r =1.3 < If one of the walls is removed, the capacity is reduced by more than 33%, so r is 1.3. Ax = 1 < There is no torsional irregularity. Base shear = 82.8 kip, including r Diaphragm force = 82.7 kip, excluding r Overall length = 75.0 ft Distributed force = 1.103 klf, for diaphragm Refer to Shear Wall Loads for Rigid Diaphragm (Including r) This spreadsheet distributes the load to the walls based on their stiffness. Wall Length of Wall (ft)Shear Wall Diaphragm D-EW/1 11.67 17.72 17.70 D-EW/2 15.58 23.94 23.91 D-EW/3 15.42 23.68 23.65 D-EW/4 11.50 17.46 17.44 131.25 ft Span Length (ft)from L from R max CL 7.3 8.0 8.1 8.1 1 (Left) 26.9 9.7 9.6 9.7 1 (Right) 26.9 20.0 20.1 20.1 2 (Left) 24.0 3.9 3.8 3.9 2 (Right) 24.0 22.5 22.6 22.6 3 (Left) 9.5 1.1 1.0 1.1 3 (Right) 9.5 9.4 9.4 9.4 CR 7.3 8.1 8.0 8.1 Diaphragm W/E SW Force (kip)Length (ft)Trib Width (ft) North 8.1 131.25 7.25 South 9.7 131.25 13.50 North 20.1 131.25 13.50 South 3.9 131.25 12.00 North 22.6 131.25 12.00 South 1.1 131.25 4.75 North 9.4 131.25 4.75 South 8.1 131.25 7.25 FOR HD DESIGN/ DEFLECTION CHECK Refer to Shear Wall Loads for Rigid Diaphragm (Excluding r) Base shear = 63.7 kip, excluding r Force (kip) Wall Length of Wall (ft)Shear Wall D-EW/1 11.67 13.63 D-EW/2 15.58 18.42 D-EW/3 15.42 18.22 D-EW/4 11.50 13.43 D-EW/C D-EW/D Force (kip) Total diaphragm attachment length = Diaphragm Force (kip) D-EW/A D-EW/B D/L-18 In this direction, diaphragm analyzed as rigid. See page D/L-47 for the proof. Project: Madrona K-8, Area 2 EW Designed By: LAN Date: 12/14/16 Project No.: Client: Checked By: Shear wall loads for rigid diaphragm (including r) Wall I.D. Length Quantity PLY or OSB? PLY Length: 11.67 D-EW/1 11.6666667 1 No. of Walls this Length: 1 D-EW/2 15.58333333 1 Fc perp 625 Load per wall (k) Load per wall (plf) D-EW/3 15.41666667 1 Wood E 1600 17.72 1519.28 D-EW/4 11.5 1 0.00 0.00 N/A 0.00000001 0 Cd 4 0.00 0.00 N/A 0.00000001 0 0.00 0.00 0.00 0.00 Length: 15.58 No. of Walls this Length: 1 1 Load per wall (k) Load per wall (plf) 23.94 1536.23 0.00 0.00 Area 2 10.00 82.8 0.00 0.00 N/A 0.00000001 0.00000001 0.00 0.00 N/A 0.00000001 0.00000001 0.00 0.00 N/A 0.00000001 0.00000001 Length: 15.42 N/A 0.00000001 0.00000001 No. of Walls this Length: 1 Load per wall (k) Load per wall (plf) 23.68 1535.71 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Length: 11.50 No. of Walls this Length: 1 Load per wall (k) Load per wall (plf) 17.46 1518.25 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 RESULTS D- E W / 1 D- E W / 2 Walls Information Level Height (ft) LRFD Total Load to Line of Walls (k) D- E W / 3 D- E W / 4 Vary Wall Type At Different Walls? D/L-19 Project: Madrona K-8, Area 2 EW Designed By: LAN Date: 12/14/16 Project No.: Client: Checked By: Shear wall loads for rigid diaphragm (excluding r) Wall I.D. Length Quantity PLY or OSB? PLY Length: 11.67 D-EW/1 11.6666667 1 No. of Walls this Length: 1 D-EW/2 15.58333333 1 Fc perp 625 Load per wall (k) Load per wall (plf) D-EW/3 15.41666667 1 Wood E 1600 13.63 1168.32 D-EW/4 11.5 1 0.00 0.00 N/A 0.00000001 0 Cd 4 0.00 0.00 N/A 0.00000001 0 0.00 0.00 0.00 0.00 Length: 15.58 No. of Walls this Length: 1 1 Load per wall (k) Load per wall (plf) 18.42 1182.27 0.00 0.00 Area 2 10.00 63.7 0.00 0.00 N/A 0.00000001 0.00000001 0.00 0.00 N/A 0.00000001 0.00000001 0.00 0.00 N/A 0.00000001 0.00000001 Length: 15.42 N/A 0.00000001 0.00000001 No. of Walls this Length: 1 Load per wall (k) Load per wall (plf) 18.22 1181.85 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Length: 11.50 No. of Walls this Length: 1 Load per wall (k) Load per wall (plf) 13.43 1167.46 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 RESULTS D- E W / 1 D- E W / 2 Level Height (ft) LRFD Total Load to Line of Walls (k) D- E W / 3 D- E W / 4 Walls Information Vary Wall Type At Different Walls? D/L-20 AREA D LATERAL DESIGN – SHEAR WALL DESIGN D/L-21 Project: Madrona K-8, Area 2 (Area D)Date:12/14/2016 Engr:LAN Shear Walls VSW LSW vSW 10d (kips)(ft)(plf)Shear wall Area 2 W6 490 North-South W4 735 D-NS/1 10.7 55.08 195 W6 0.40 W3 960 D-NS/2 18.2 59.92 303 W6 0.62 W2 1230 D-NS/3 11.9 29.00 410 W6 0.84 2W4 1470 D-NS/4 9.2 22.67 407 W6 0.83 2W3 1920 D-NS/5 13.7 52.67 260 W6 0.53 2W2 2465 W2-5/8 1395 East-West D-EW/1 17.7 11.67 1519 2W3 0.79 D-EW/2 23.9 15.58 1536 2W3 0.80 D-EW/3 23.7 15.42 1536 2W3 0.80 D-EW/4 17.5 11.50 1518 2W3 0.79 DCRShear Wall Number Shear Wall Capacity (LRFD) - 10d D/L-22 AREA D LATERAL DESIGN – DEFLECTION CHECK D/L-23 Project: Madrona K-8, D-NS/1 Designed By: LAN Date: 12/14/16 Project No.: Client: Checked By: Sheet: 1 of 1 Shear Wall Deflections ALL INPUTS LRFD PLY or OSB? PLY 625 1600 Wall Length 55.08 ft ASD (in) LRFD (in) HD Deflection Limits 0 0.000 0.00 Level Wall Length (ft) Floor Height (ft) LRFD Wall Load (plf) Wall Type Ga (k/in) HD Wood Area (in2) Recommended HD Wood Area (in2)Wall Load, LRFD (k) Roof 55.08 10.00 196 W6 14 16 16 10.78 Level Cumulative Bending Deflection (in) Cumulative Shear Deflection (in) Cumulative Holdown Deflection (in) Total Cumulative Deflection (in) Cumulative Deflection with Cd/Ie (in)Story Drift (in) Drift Ratio Allowable Drift Ratio (in)Drift Ratio Acceptable? Roof 0.001 0.140 0.000 0.141 0.451 0.451 0.004 0.015 YES Fc perp Wood E SDPWS Deflections D/L-24 (Deflection Calculations are based on SDPWS Eq. 4.3-1) SEE HOLDOWN DESIGN FOR DETERMINATION OF DEFLECTION LIMIT, TYP. Shear Wall Deflections Project: Madrona K-8, D-NS/2 Designed By: LAN Date: 12/14/16 Project No.: Client: Checked By: Sheet: 1 of 1 Shear Wall Deflections ALL INPUTS LRFD PLY or OSB? PLY 625 1600 Wall Length 59.92 ft ASD (in) LRFD (in) HD Deflection Limits 0 0.000 0.00 Level Wall Length (ft) Floor Height (ft) LRFD Wall Load (plf) Wall Type Ga (k/in) HD Wood Area (in2) Recommended HD Wood Area (in2)Wall Load, LRFD (k) Roof 59.92 10.00 305 W6 14 16 16 18.25 Level Cumulative Bending Deflection (in) Cumulative Shear Deflection (in) Cumulative Holdown Deflection (in) Total Cumulative Deflection (in) Cumulative Deflection with Cd/Ie (in)Story Drift (in) Drift Ratio Allowable Drift Ratio (in)Drift Ratio Acceptable? Roof 0.002 0.218 0.000 0.219 0.701 0.701 0.006 0.015 YES SDPWS Deflections Fc perp Wood E D/L-25 (Deflection Calculations are based on SDPWS Eq. 4.3-1) SEE HOLDOWN DESIGN FOR DETERMINATION OF DEFLECTION LIMIT, TYP. Shear Wall Deflections Project: Madrona K-8, D-NS/3 Designed By: LAN Date: 12/14/16 Project No.: Client: Checked By: Sheet: 1 of 1 Shear Wall Deflections ALL INPUTS LRFD PLY or OSB? PLY 625 1600 Wall Length 29.00 ft ASD (in) LRFD (in) HD Deflection Limits 0 0.084 0.12 Level Wall Length (ft) Floor Height (ft) LRFD Wall Load (plf) Wall Type Ga (k/in) HD Wood Area (in2) Recommended HD Wood Area (in2)Wall Load, LRFD (k) Roof 29.00 10.00 411 W6 14 16 16 11.93 Level Cumulative Bending Deflection (in) Cumulative Shear Deflection (in) Cumulative Holdown Deflection (in) Total Cumulative Deflection (in) Cumulative Deflection with Cd/Ie (in)Story Drift (in) Drift Ratio Allowable Drift Ratio (in)Drift Ratio Acceptable? Roof 0.004 0.294 0.041 0.339 1.084 1.084 0.009 0.015 YES SDPWS Deflections Fc perp Wood E D/L-26 (Deflection Calculations are based on SDPWS Eq. 4.3-1) SEE HOLDOWN DESIGN FOR DETERMINATION OF DEFLECTION LIMIT, TYP. Shear Wall Deflections Project: Madrona K-8, D-NS/4 Designed By: LAN Date: 12/14/16 Project No.: Client: Checked By: Sheet: 1 of 1 Shear Wall Deflections ALL INPUTS LRFD PLY or OSB? PLY 625 1600 Wall Length 22.67 ft ASD (in) LRFD (in) HD Deflection Limits 0 0.084 0.12 Level Wall Length (ft) Floor Height (ft) LRFD Wall Load (plf) Wall Type Ga (k/in) HD Wood Area (in2) Recommended HD Wood Area (in2)Wall Load, LRFD (k) Roof 22.67 10.00 409 W6 14 16 16 9.27 Level Cumulative Bending Deflection (in) Cumulative Shear Deflection (in) Cumulative Holdown Deflection (in) Total Cumulative Deflection (in) Cumulative Deflection with Cd/Ie (in)Story Drift (in) Drift Ratio Allowable Drift Ratio (in)Drift Ratio Acceptable? Roof 0.006 0.292 0.052 0.350 1.119 1.119 0.009 0.015 YES SDPWS Deflections Fc perp Wood E D/L-27 (Deflection Calculations are based on SDPWS Eq. 4.3-1) SEE HOLDOWN DESIGN FOR DETERMINATION OF DEFLECTION LIMIT, TYP. Shear Wall Deflections Project: Madrona K-8, D-NS/5 Designed By: LAN Date: 12/14/16 Project No.: Client: Checked By: Sheet: 1 of 1 Shear Wall Deflections ALL INPUTS LRFD PLY or OSB? PLY 625 1600 Wall Length 52.67 ft ASD (in) LRFD (in) HD Deflection Limits 0 0.084 0.12 Level Wall Length (ft) Floor Height (ft) LRFD Wall Load (plf) Wall Type Ga (k/in) HD Wood Area (in2) Recommended HD Wood Area (in2)Wall Load, LRFD (k) Roof 52.67 10.00 261 W6 14 16 16 13.77 Level Cumulative Bending Deflection (in) Cumulative Shear Deflection (in) Cumulative Holdown Deflection (in) Total Cumulative Deflection (in) Cumulative Deflection with Cd/Ie (in)Story Drift (in) Drift Ratio Allowable Drift Ratio (in)Drift Ratio Acceptable? Roof 0.002 0.187 0.022 0.211 0.674 0.674 0.006 0.015 YES SDPWS Deflections Fc perp Wood E D/L-28 (Deflection Calculations are based on SDPWS Eq. 4.3-1) SEE HOLDOWN DESIGN FOR DETERMINATION OF DEFLECTION LIMIT, TYP. Shear Wall Deflections Project: Madrona K-8, D-EW/1 Designed By: LAN Date: 12/14/16 Project No.: Client: Checked By: Sheet: 1 of 1 Shear Wall Deflections ALL INPUTS LRFD PLY or OSB? PLY 625 1600 Wall Length 11.67 ft ASD (in) LRFD (in) HD Deflection Limits 0 0.070 0.10 Level Wall Length (ft) Floor Height (ft) LRFD Wall Load (plf) Wall Type Ga (k/in) HD Wood Area (in2) Recommended HD Wood Area (in2)Wall Load, LRFD (k) Roof 11.67 10.00 1168 2W3 38 16 16 13.63 Level Cumulative Bending Deflection (in) Cumulative Shear Deflection (in) Cumulative Holdown Deflection (in) Total Cumulative Deflection (in) Cumulative Deflection with Cd/Ie (in)Story Drift (in) Drift Ratio Allowable Drift Ratio (in)Drift Ratio Acceptable? Roof 0.031 0.307 0.084 0.423 1.353 1.353 0.011 0.015 YES Fc perp Wood E SDPWS Deflections D/L-29 (Deflection Calculations are based on SDPWS Eq. 4.3-1) SEE HOLDOWN DESIGN FOR DETERMINATION OF DEFLECTION LIMIT, TYP. Shear Wall Deflections Project: Madrona K-8, D-EW/2 Designed By: LAN Date: 12/14/16 Project No.: Client: Checked By: Sheet: 1 of 1 Shear Wall Deflections ALL INPUTS LRFD PLY or OSB? PLY 625 1600 Wall Length 15.58 ft ASD (in) LRFD (in) HD Deflection Limits 0 0.068 0.10 Level Wall Length (ft) Floor Height (ft) LRFD Wall Load (plf) Wall Type Ga (k/in) HD Wood Area (in2) Recommended HD Wood Area (in2) Wall Load, LRFD (k) Roof 15.58 10.00 1182 2W3 38 16 16 18.42 Level Cumulative Bending Deflection (in) Cumulative Shear Deflection (in) Cumulative Holdown Deflection (in) Total Cumulative Deflection (in) Cumulative Deflection with Cd/Ie (in)Story Drift (in) Drift Ratio Allowable Drift Ratio (in)Drift Ratio Acceptable? Roof 0.024 0.311 0.061 0.396 1.267 1.267 0.011 0.015 YES SDPWS Deflections Fc perp Wood E D/L-30 (Deflection Calculations are based on SDPWS Eq. 4.3-1) SEE HOLDOWN DESIGN FOR DETERMINATION OF DEFLECTION LIMIT, TYP. Shear Wall Deflections Project: Madrona K-8, D-EW/3 Designed By: LAN Date: 12/14/16 Project No.: Client: Checked By: Sheet: 1 of 1 Shear Wall Deflections ALL INPUTS LRFD PLY or OSB? PLY 625 1600 Wall Length 15.42 ft ASD (in) LRFD (in) HD Deflection Limits 0 0.068 0.10 Level Wall Length (ft) Floor Height (ft) LRFD Wall Load (plf) Wall Type Ga (k/in) HD Wood Area (in2) Recommended HD Wood Area (in2) Wall Load, LRFD (k) Roof 15.42 10.00 1182 2W3 38 16 16 18.22 Level Cumulative Bending Deflection (in) Cumulative Shear Deflection (in) Cumulative Holdown Deflection (in) Total Cumulative Deflection (in) Cumulative Deflection with Cd/Ie (in)Story Drift (in) Drift Ratio Allowable Drift Ratio (in)Drift Ratio Acceptable? Roof 0.024 0.311 0.062 0.397 1.270 1.270 0.011 0.015 YES SDPWS Deflections Fc perp Wood E D/L-31 (Deflection Calculations are based on SDPWS Eq. 4.3-1) SEE HOLDOWN DESIGN FOR DETERMINATION OF DEFLECTION LIMIT, TYP. Shear Wall Deflections Project: Madrona K-8, D-EW/4 Designed By: LAN Date: 12/14/16 Project No.: Client: Checked By: Sheet: 1 of 1 Shear Wall Deflections ALL INPUTS LRFD PLY or OSB? PLY 625 1600 Wall Length 11.50 ft ASD (in) LRFD (in) HD Deflection Limits 0 0.070 0.10 Level Wall Length (ft) Floor Height (ft) LRFD Wall Load (plf) Wall Type Ga (k/in) HD Wood Area (in2) Recommended HD Wood Area (in2) Wall Load, LRFD (k) Roof 11.50 10.00 1168 2W3 38 16 16 13.43 Level Cumulative Bending Deflection (in) Cumulative Shear Deflection (in) Cumulative Holdown Deflection (in) Total Cumulative Deflection (in) Cumulative Deflection with Cd/Ie (in)Story Drift (in) Drift Ratio Allowable Drift Ratio (in)Drift Ratio Acceptable? Roof 0.032 0.307 0.086 0.425 1.359 1.359 0.011 0.015 YES SDPWS Deflections Fc perp Wood E D/L-32 (Deflection Calculations are based on SDPWS Eq. 4.3-1) SEE HOLDOWN DESIGN FOR DETERMINATION OF DEFLECTION LIMIT, TYP. Shear Wall Deflections AREA D LATERAL DESIGN – HOLDDOWN DESIGN D/L-33 Project: Madrona K-8 Date:12/14/2016 Engr:LAN HD HD Deflection (in)# Studs for Compression Area 2 North-South D-NS/1 N/A 0.000 2 D-NS/2 N/A 0.000 4 D-NS/3 HDU8-SDS2.5 (3) 0.084 - D-NS/4 HDU8-SDS2.5 (3) 0.084 - D-NS/5 HDU8-SDS2.5 (3) 0.084 - East-West D-EW/1 (2) HDU8-SDS2.5 (3) 0.070 - D-EW/2 (2) HDU8-SDS2.5 (3) 0.068 - D-EW/3 (2) HDU8-SDS2.5 (3) 0.068 - D-EW/4 (2) HDU8-SDS2.5 (3) 0.070 - Shear Wall Number D/L-34 Madrona K-8 LAN 12/14/16 Fc =psi 625 psi Emin =psi 2 x 4 Studs Height (ft)= 1.15 Pc^,allow Le/d FCE = 1.15 CF CD=1.15 5 6158 3281 17.1 1622 0.657 1.15 1785.375 6 4865 3281 20.6 1127 0.519 1.15 7 3820 3281 24.0 828 0.408 1.15 8 3036 3281 27.4 634 0.324 1.15 9 2455 3281 30.9 501 0.262 1.15 10 2018 3281 34.3 406 0.215 1.15 11 1686 3281 37.7 335 0.180 1.15 12 1427 3281 41.1 282 0.152 1.15 13 1223 3281 44.6 240 0.131 1.15 14 1059 3281 48.0 207 0.113 1.15 15 51.4 2 x 6 Studs Height (ft)= 1.15 Pc^,allow Le/d FCE = 1.15 CF CD=1.15 5 12552 5156 10.9 4006 0.891 1.10 1707.75 6 11673 5156 13.1 2782 0.829 1.10 7 10556 5156 15.3 2044 0.749 1.10 8 9299 5156 17.5 1565 0.660 1.10 9 8052 5156 19.6 1236 0.572 1.10 10 6924 5156 21.8 1002 0.491 1.10 11 5956 5156 24.0 828 0.423 1.10 12 5146 5156 26.2 696 0.365 1.10 13 4473 5156 28.4 593 0.317 1.10 14 3914 5156 30.5 511 0.278 1.10 15 3449 5156 32.7 445 0.245 1.10 16 3058 5156 34.9 391 0.217 1.10 17 2728 5156 37.1 347 0.194 1.10 18 2447 5156 39.3 309 0.174 1.10 19 2207 5156 41.5 277 0.157 1.10 20 2000 5156 43.6 250 0.142 1.10 21 1820 5156 45.8 227 0.129 1.10 22 1663 5156 48.0 207 0.118 1.10 23 50.2 Pallow (lbs)Cp Fc* STRONG AXIS STUD COLUMN TABLES DOUGLAS FIR - LARCH #2 (WWPA/WCLIB) Pallow (lbs)Cp Fc* D/L-35 Project: Madrona K-8 D-NS/1 Designed By: Date: 12/14/2016 Project No.: Client: Checked By: Sheet:1 of 1 Shear Wall Holdown Design - Based on Loads Imposed SDS 0.84 r 1.00 Wall Length 55.08 ft Holdown Offset 6.00 in Roof Trib to Wall 11.50 ft Roof DL 16.00 psf Roof LL 28.00 psf Wall Weight 12 psf Weight Wall Length 10 ft f1 0.5 12 ft 11.5 ft Level Floor Height (ft) SW Type Load At Top of Wall (LRFD, kips) LRFD Tension and Compression Force- EQ ONLY (kips) Total ASD Tension Load (kips) Total ASD Compression Load (kips) Holdown Type Number of 2x6 Posts Need for Compression Post Compression Capacity Roof 10.00 W6 10.73 1.98 0.2 7.4 N/A 2 10.3 Verify posts work =YES Max Trib to consider: Trib to Holdown Used: Note: Holdown values are based on the allowable shear wall capacity rather than the actual demand from the analysis. This is a conservative approach intended to simplify the design and also to ensure that the holdowns are proportioned correctly to develop shear yielding in the wall. These values can be reduced if a conventional analysis is used. The anchorage force is determined based on the expected capacity of the wall, which is set equal to 1.5 times the nominal wall capacity. D/L-36 Project: Madrona K-8 D-NS/2 Designed By: Date: 12/14/2016 Project No.: Client: Checked By: Sheet:1 of 1 Shear Wall Holdown Design - Based on Loads Imposed SDS 0.84 r 1.00 Wall Length 59.92 ft Holdown Offset 6.00 in Roof Trib to Wall 19.50 ft Roof DL 16.00 psf Roof LL 28.00 psf Wall Weight 8 psf Weight Wall Length 10 ft f1 0.5 20 ft 19.5 ft Level Floor Height (ft) SW Type Load At Top of Wall (LRFD, kips) LRFD Tension and Compression Force- EQ ONLY (kips) Total ASD Tension Load (kips) Total ASD Compression Load (kips) Holdown Type Number of 2x6 Posts Need for Compression Post Compression Capacity Roof 10.00 W6 18.16 3.08 1.2 17.1 N/A 4 20.6 Verify posts work =YES Max Trib to consider: Trib to Holdown Used: Note: Holdown values are based on the allowable shear wall capacity rather than the actual demand from the analysis. This is a conservative approach intended to simplify the design and also to ensure that the holdowns are proportioned correctly to develop shear yielding in the wall. These values can be reduced if a conventional analysis is used. The anchorage force is determined based on the expected capacity of the wall, which is set equal to 1.5 times the nominal wall capacity. D/L-37 Project: Madrona K-8 D-NS/3 Designed By: Date: 12/14/2016 Project No.: Client: Checked By: Sheet:1 of 1 Shear Wall Holdown Design - Based on Loads Imposed SDS 0.84 r 1.00 Wall Length 29.00 ft Holdown Offset 6.00 in Roof Trib to Wall 13.33 ft Roof DL 16.00 psf Roof LL 28.00 psf Wall Weight 8 psf Weight Wall Length 10 ft f1 0.5 13 ft 13.33333 ft Level Floor Height (ft) SW Type Load At Top of Wall (LRFD, kips) LRFD Tension and Compression Force- EQ ONLY (kips) Total ASD Tension Load (kips) Total ASD Compression Load (kips) Holdown Type Holdown Tension Capacity (kips) Holdown Max Deflection Roof 10.00 W6 11.88 4.24 -1.2 9.9 HDU8-SDS2.5 (3)6.765 0.084 Verify HD works =YES Max Trib to consider: Trib to Holdown Used: Note: Holdown values are based on the allowable shear wall capacity rather than the actual demand from the analysis. This is a conservative approach intended to simplify the design and also to ensure that the holdowns are proportioned correctly to develop shear yielding in the wall. These values can be reduced if a conventional analysis is used. The anchorage force is determined based on the expected capacity of the wall, which is set equal to 1.5 times the nominal wall capacity. D/L-38 Project: Madrona K-8 D-NS/4 Designed By: Date: 12/14/2016 Project No.: Client: Checked By: Sheet:1 of 1 Shear Wall Holdown Design - Based on Loads Imposed SDS 0.84 r 1.00 Wall Length 22.67 ft Holdown Offset 6.00 in Roof Trib to Wall 13.33 ft Roof DL 16.00 psf Roof LL 28.00 psf Wall Weight 8 psf Weight Wall Length 10 ft f1 0.5 13 ft 11.33333 ft Level Floor Height (ft) SW Type Load At Top of Wall (LRFD, kips) LRFD Tension and Compression Force- EQ ONLY (kips) Total ASD Tension Load (kips) Total ASD Compression Load (kips) Holdown Type Holdown Tension Capacity (kips) Holdown Max Deflection Roof 10.00 W6 9.22 4.26 -1.4 8.9 HDU8-SDS2.5 (3)6.765 0.084 Verify HD works =YES Max Trib to consider: Trib to Holdown Used: Note: Holdown values are based on the allowable shear wall capacity rather than the actual demand from the analysis. This is a conservative approach intended to simplify the design and also to ensure that the holdowns are proportioned correctly to develop shear yielding in the wall. These values can be reduced if a conventional analysis is used. The anchorage force is determined based on the expected capacity of the wall, which is set equal to 1.5 times the nominal wall capacity. D/L-39 Project: Madrona K-8 D-NS/5 Designed By: Date: 12/14/2016 Project No.: Client: Checked By: Sheet:1 of 1 Shear Wall Holdown Design - Based on Loads Imposed SDS 0.84 r 1.00 Wall Length 52.67 ft Holdown Offset 6.00 in Roof Trib to Wall 10.67 ft Roof DL 22.00 psf Roof LL 28.00 psf Wall Weight 12 psf Weight Wall Length 10 ft f1 0.5 11 ft 10.66667 ft Level Floor Height (ft) SW Type Load At Top of Wall (LRFD, kips) LRFD Tension and Compression Force- EQ ONLY (kips) Total ASD Tension Load (kips) Total ASD Compression Load (kips) Holdown Type Holdown Tension Capacity (kips) Holdown Max Deflection Roof 10.00 W6 13.69 2.65 -0.1 7.8 HDU8-SDS2.5 (3)6.765 0.084 Verify HD works =YES Max Trib to consider: Trib to Holdown Used: Note: Holdown values are based on the allowable shear wall capacity rather than the actual demand from the analysis. This is a conservative approach intended to simplify the design and also to ensure that the holdowns are proportioned correctly to develop shear yielding in the wall. These values can be reduced if a conventional analysis is used. The anchorage force is determined based on the expected capacity of the wall, which is set equal to 1.5 times the nominal wall capacity. D/L-40 Project: Madrona K-8 D-EW/1 Designed By: Date: 12/14/2016 Project No.: Client: Checked By: Sheet:1 of 1 Shear Wall Holdown Design - Based on Loads Imposed SDS 0.84 r 1.00 Wall Length 11.67 ft Distance, 1 side 10.00 in, distance between holddowns one one side Holdown Offset 11.00 in Roof Trib to Wall 0.00 ft Roof DL 0 psf Roof LL 0 psf Wall Weight 12 psf Weight Wall Length 6 ft f1 0.5 0 ft 0 ft Level Floor Height (ft) SW Type Load At Top of Wall (LRFD, kips) LRFD Tension and Compression Force - EQ ONLY (kips) Total ASD Tension Load (inlcuding r, kips) Total ASD Tension Load (exlcuding r, kips) Total ASD Compression Load (kips)Holdown Type Holdown Tension Capacity (kips) Holdown Max Deflection** Roof 12.00 2W3 13.69 16.71 -11.3 -11.3 12.6 (2) HDU8-SDS2.5 (3) 13.53 0.070 Verify HD works =YES Max Trib to consider: Trib to Holdown Used: Note: Holdown values are based on the allowable shear wall capacity rather than the actual demand from the analysis. This is a conservative approach intended to simplify the design and also to ensure that the holdowns are proportioned correctly to develop shear yielding in the wall. These values can be reduced if a conventional analysis is used. The anchorage force is determined based on the expected capacity of the wall, which is set equal to 1.5 times the nominal wall capacity. ** This deflection is not the max deflection directly from Simpson. The maximum deflection from Simpson is ratioed based on how much of the HD capacity is used. D/L-41 Project: Madrona K-8 D-EW/2 Designed By: Date: 12/14/2016 Project No.: Client: Checked By: Sheet:1 of 1 Shear Wall Holdown Design - Based on Loads Imposed SDS 0.84 r 1.00 Wall Length 15.58 ft Distance, 1 side 10.00 in, distance between holddowns one one side Holdown Offset 11.00 in Roof Trib to Wall 0.00 ft Roof DL 0 psf Roof LL 0 psf Wall Weight 8 psf Weight Wall Length 8 ft f1 0.5 0 ft 0 ft Level Floor Height (ft) SW Type Load At Top of Wall (LRFD, kips) LRFD Tension and Compression Force - EQ ONLY (kips) Total ASD Tension Load (inlcuding r, kips) Total ASD Tension Load (exlcuding r, kips) Total ASD Compression Load (kips)Holdown Type Holdown Tension Capacity (kips) Holdown Max Deflection** Roof 12.00 2W3 18.51 16.15 -10.9 -10.9 12.1 (2) HDU8-SDS2.5 (3) 13.53 0.068 Verify HD works =YES Max Trib to consider: Trib to Holdown Used: Note: Holdown values are based on the allowable shear wall capacity rather than the actual demand from the analysis. This is a conservative approach intended to simplify the design and also to ensure that the holdowns are proportioned correctly to develop shear yielding in the wall. These values can be reduced if a conventional analysis is used. The anchorage force is determined based on the expected capacity of the wall, which is set equal to 1.5 times the nominal wall capacity. ** This deflection is not the max deflection directly from Simpson. The maximum deflection from Simpson is ratioed based on how much of the HD capacity is used. D/L-42 Project: Madrona K-8 D-EW/3 Designed By: Date: 12/14/2016 Project No.: Client: Checked By: Sheet:1 of 1 Shear Wall Holdown Design - Based on Loads Imposed SDS 0.84 r 1.00 Wall Length 15.42 ft Distance, 1 side 10.00 in, distance between holddowns one one side Holdown Offset 11.00 in Roof Trib to Wall 0.00 ft Roof DL 0 psf Roof LL 0 psf Wall Weight 8 psf Weight Wall Length 8 ft f1 0.5 0 ft 0 ft Level Floor Height (ft) SW Type Load At Top of Wall (LRFD, kips) LRFD Tension and Compression Force - EQ ONLY (kips) Total ASD Tension Load (inlcuding r, kips) Total ASD Tension Load (exlcuding r, kips) Total ASD Compression Load (kips)Holdown Type Holdown Tension Capacity (kips) Holdown Max Deflection** Roof 12.00 2W3 18.31 16.18 -11.0 -11.0 12.2 (2) HDU8-SDS2.5 (3) 13.53 0.068 Verify HD works =YES Max Trib to consider: Trib to Holdown Used: Note: Holdown values are based on the allowable shear wall capacity rather than the actual demand from the analysis. This is a conservative approach intended to simplify the design and also to ensure that the holdowns are proportioned correctly to develop shear yielding in the wall. These values can be reduced if a conventional analysis is used. The anchorage force is determined based on the expected capacity of the wall, which is set equal to 1.5 times the nominal wall capacity. ** This deflection is not the max deflection directly from Simpson. The maximum deflection from Simpson is ratioed based on how much of the HD capacity is used. D/L-43 Project: Madrona K-8 D-EW/4 Designed By: Date: 12/14/2016 Project No.: Client: Checked By: Sheet:1 of 1 Shear Wall Holdown Design - Based on Loads Imposed SDS 0.84 r 1.00 Wall Length 11.50 ft Distance, 1 side 10.00 in, distance between holddowns one one side Holdown Offset 11.00 in Roof Trib to Wall 0.00 ft Roof DL 0 psf Roof LL 0 psf Wall Weight 12 psf Weight Wall Length 6 ft f1 0.5 0 ft 0 ft Level Floor Height (ft) SW Type Load At Top of Wall (LRFD, kips) LRFD Tension and Compression Force - EQ ONLY (kips) Total ASD Tension Load (inlcuding r, kips) Total ASD Tension Load (exlcuding r, kips) Total ASD Compression Load (kips)Holdown Type Holdown Tension Capacity (kips) Holdown Max Deflection** Roof 12.00 2W3 13.49 16.75 -11.3 -11.3 12.6 (2) HDU8-SDS2.5 (3) 13.53 0.070 Verify HD works =YES Max Trib to consider: Trib to Holdown Used: Note: Holdown values are based on the allowable shear wall capacity rather than the actual demand from the analysis. This is a conservative approach intended to simplify the design and also to ensure that the holdowns are proportioned correctly to develop shear yielding in the wall. These values can be reduced if a conventional analysis is used. The anchorage force is determined based on the expected capacity of the wall, which is set equal to 1.5 times the nominal wall capacity. ** This deflection is not the max deflection directly from Simpson. The maximum deflection from Simpson is ratioed based on how much of the HD capacity is used. D/L-44 AREA D LATERAL DESIGN – DIAPHRAGM AND STRUT DESIGN D/L-45 Project: Madrona K-8, Area 2 (Area D)Date:12/14/2016 Engr:LAN Diaphragm Vdia Ldia vdia Max vdia (kips)(ft)(plf)(plf) Area 2 West 1.7 55.08 31 344 Unblocked Diaphragm North-South East 12.3 55.08 223 344 Unblocked Diaphragm West 12.3 59.92 205 344 Unblocked Diaphragm East 11.3 59.92 189 344 Unblocked Diaphragm West 11.3 51.67 219 344 Unblocked Diaphragm East 16.1 51.67 313 344 Unblocked Diaphragm West 16.1 52.67 307 344 Unblocked Diaphragm East 1.7 52.67 32 344 Unblocked Diaphragm East-West North 8.1 131.25 62 344 Unblocked Diaphragm South 9.7 131.25 74 344 Unblocked Diaphragm North 20.1 131.25 153 344 Unblocked Diaphragm South 3.9 131.25 30 344 Unblocked Diaphragm North 22.6 131.25 173 344 Unblocked Diaphragm South 1.1 131.25 9 344 Unblocked Diaphragm North 9.4 131.25 72 344 Unblocked Diaphragm South 8.1 131.25 62 344 Unblocked DiaphragmD-EW/D D-EW/C Line D-NS/B D-NS/A D-NS/C D-NS/D D-EW/B Unblocked or Blocked D-EW/A Side D/L-46 Unblocked diaphragm capacity Refer to "Load Distribution" for values Project: Madrona K-8 Eng:LAN Date:1/3/2017 Rigid Diaphragm Proof Diaphragm Information SDPWS eq 4.2-1 L =27 ft E =1600000 psi A =8.25 in^2, for 2x6 top plate b =136.8333333 ft Unblocked?Unblocked Ga = 10.2 K/in Note: Ga is increased by 1.2 per note 3 in Table 4.2C Diaphragm At Level Vdia (plf) Blocked Diaphragm Deflection (in) Unblocked Diaphragm Deflection (in) Roof 1103 0.00 0.74 Shear Wall Information Shear Wall Deflection (in) D-EW/4 0.425 D-EW/3 0.397 Average =0.41 Rigid Check 2Dsw,avg ddia 0.82 >0.74 Rigid = 5 8 + .25 1000 + Σ Δ 2 2∆ , ≥ ∆ , D/L-47 Madrona K-8 LAN 12/14/16 AREA 2 - EW FOR STRUT TRUSS DESIGN Have 3 strut trusses at each SW line Use 10d nails with maximum spacing of 4.5" oc Lateral capacity = 143 lbs, for one nail For D-EW/1: Strut Truss Design Force = 13.63 kip Total diaphragm L = 131.25 ft Vdia =103.85 plf Strut Truss Length (Ft) Load (kip) Load (plf, ASD) Nail Spacing Required (in) Nail Spacing Use (in) 1 40.58 4.2 73 23 4.5 2 37.42 8.9 167 10 4.5 shear walls 16.00 - - - - 3 37.25 4.7 88 19 4.5 Strap Design ASD transfer load = 2.95 kip Use = CMST14 Capacity = 6.49 kip OK Length required = 5.67 ft, 2*end length Length use = 6.00 ft For D-EW/2: Strut Truss Design Force = 18.42 kip Total diaphragm L = 131.25 ft Vdia =140.34 plf Strut Truss Length (Ft) Load (kip) Load (plf, ASD) Nail Spacing Required (in) Nail Spacing Use (in) 1 40.58 5.7 98 17 4.5 2 37.42 12.1 226 7 4.5 shear walls 16.00 - - - - 3 37.25 6.4 119 14 4.5 Strap Design ASD transfer load = 3.99 kip Use = CMST14 Capacity = 6.49 kip OK Length required = 5.67 ft, 2*end length Length use = 6.00 ft For D-EW/3: Strut Truss Design Force = 18.22 kip Total diaphragm L = 131.25 ft Vdia =138.82 plf Strut Truss Length (Ft) Load (kip) Load (plf, ASD) Nail Spacing Required (in) Nail Spacing Use (in) 1 40.58 5.6 97 17 4.5 2 37.42 11.9 223 7 4.5 shear walls 16.00 - - - - 3 37.25 6.3 118 14 4.5 Strap Design ASD transfer load = 3.94 kip Use = CMST14 Capacity = 6.49 kip OK Length required = 5.67 ft, 2*end length Length use = 6.00 ft D/L-48 Madrona K-8 LAN 12/14/16 For D-EW/4: Strut Truss Design Force = 13.43 kip Total diaphragm L = 131.25 ft Vdia =102.32 plf Strut Truss Length (Ft) Load (kip) Load (plf, ASD) Nail Spacing Required (in) Nail Spacing Use (in) 1 40.58 4.2 72 23 4.5 2 37.42 8.8 165 10 4.5 shear walls 16.00 - - - - 3 37.25 4.6 87 19 4.5 Strap Design ASD transfer load = 2.91 kip Use = CMST14 Capacity = 6.49 kip OK Length required = 5.67 ft, 2*end length Length use = 6.00 ft D/L-49 AREA D LATERAL DESIGN – CHORD DESIGN D/L-50 Madrona K-8 LAN 12/14/16 DOUBLE TOP PLATE CAPACITY Refer to Nail Design page for capacity of 1 nail (1) nail capacity = 188 lbs Refer to Group Action Factor Cg page Area (2) 2x6 = 16.5 in2 Cg = 0.99 Total Capacity Number of nails = 8 Total capacity = 1486 lbs 1.5 kip D/L-51 (Based on splice connection per 6/S-601) Madrona K-8 LAN 12/14/16 NAIL DESIGN Nail Diameter(in): 0.148 Nail Length(in): 3.250 Main Member Side Member(s) Material: Side Member Thickness(in):1.50 Effective* Penetration Depth into Main Member: 1.75 *Accounts for reduced bearing length to exclude fastener tip (2.0 D) where penetration depth is less than 10 D Yield Mode Single Shear Im 546 Is 468 II 211 IIIm 194 IIIs 170 IV 117 117 CD 1.60 CM 1.00 Ct 1.00 Ceg Lateral 1.00 Cdi Lateral 1.00 Ctn Lateral 1.00 Ctn Withdrawal 1.00 Lateral Capacity =188 lbs Withdrawal Capacity =101 lbs Adjustment Factors Installed into End Grain of Main Member Toenail Used in Diaphragm Construction D/L-52 Madrona K-8 LAN 12/14/16 Group Action Factor, Cg n, no. of fasteners in a row(See NDS Sec.10.3.6.)** =8 Em, modulus of elasticity of main member (ksi) =1400 Es, modulus of elasticity of side member (ksi) =1400 Am, gross cross-sectional area of main member (in2) =16.5 As, sum of gross cross-sectional areas of side members (in2) =16.5 REA, the lesser of EsAs/EmAm or EmAm/EsAs 1 EmAm/EsAs = 1 EsAs/EmAm=1 s, center-to-center spacing (in.) =4 γ, load/slip modulus for a connection (lb/in.) =10248.6 D, diameter of bolts or lag screws (in.) =0.148 u=1+(γs/2)[(1/EmAm)+(1/EsAs)] u=1.00177 m=u-SQRT(u2-1) m=0.94217 Cg =[m(1-m2n)/(n*[((1+REAmn)(1+m))-1+m2n]][(1+R EA)/(1-m)] 01 NDS 10.3-1 Cg=0.98779 ** Depending on the number of and the distance between adjacent and staggered rows, the Cg factor may need to be applied to more than a single row of bolts and may have to consider the number of bolts in both rows combined. D/L-53 Madrona K-8 LAN 12/14/16 AREA 2 - NS FOR CHORD DESIGN Use double top plate as chord Distributed force = 0.60 klf, for diaphragm Span Length (ft)Moment (kip-ft)Depth (ft)Force (kip)Force (kip, ASD) CL 2.8 0.6 60.42 0.01 0.01 1 40.6 124.5 60.42 2.06 1.4 2 37.4 105.8 60.42 1.75 1.2 3 53.3 214.9 60.42 3.56 2.5 CR 2.75 0.6 60.42 0.01 0.01 These forces are greater than the strut truss loads on plan. Therefore, the chord is adequate. AREA 2 - EW FOR CHORD DESIGN Use double top plate as chord Distributed force = 1.10 klf, for diaphragm Span Length (ft)Moment (kip-ft)Depth (ft)Force (kip)Force (kip, ASD) CL 7.3 2.7 131.25 0.02 0.01 1 26.9 99.9 131.25 0.76 0.5 2 24.0 79.4 131.25 0.61 0.4 3 9.5 12.4 131.25 0.09 0.1 CR 7.25 2.7 131.25 0.02 0.01 D/L-54 AREA D LATERAL DESIGN – HOLDDOWN FOUNDATION DESIGN D/L-55 Madrona K-8 RJV 1/4/2017 HOLDOWN FOUNDATION DESIGN Wall Name:D-NS/5 (Example of Exterior Wall Condition, perp. to roof framing) ΦMn (k-ft)37.3 Moment capacity of footing (see calcs for capacity calculations) DL,ftg (plf)866 Weight of footing (see calcs for calculation) DL,right (plf)355 Dead load on the wall to the right of HD (roof and wall weight) DL,left (plf)0 Dead load on the wall to the left of HD (roof and wall weight) E (k)2.65 Earthquake tension load Sds 0.84 From seismic design criteria L,right (ft)7.8 Max. length of cantilevered footing that resists uplift to the right of HD DL,right (k)9.5 DL resisting uplift to the right of HD L,left (ft)0.0 Max. length of cantilevered footing that resists uplift to the left of HD DL,left (k)0.0 DL resisting uplift to the left of HD Total DL (k)9.5 Total DL resisting uplift at HD (0.9-0.2Sds)*D (k)7.0 > E?YES, FOUNDATION OKAY D/L-56 Calculations in this section are example calculations for various conditions - other foundation designs shown on plan are similar, typ. See Zone A+B for Additional Calculations Madrona K-8 RJV 1/4/2017 HOLDOWN FOUNDATION DESIGN Wall Name:D-NS/3 (North End)(Example of Interior Wall Condition, perp. to roof framing, Exterior end) ΦMn (k-ft)24.3 Moment capacity of footing (see calcs for capacity calculations) DL,ftg (plf)400 Weight of footing (see calcs for calculation) DL,right (plf)293 Dead load on the wall to the right of HD (roof and wall weight) DL,left (plf)0 Dead load on the wall to the left of HD (roof and wall weight) E (k)4.24 Earthquake tension load Sds 0.84 From seismic design criteria L,right (ft)8.4 Max. length of cantilevered footing that resists uplift to the right of HD DL,right (k)5.8 DL resisting uplift to the right of HD L,left (ft)0.0 Max. length of cantilevered footing that resists uplift to the left of HD DL,left (k)0.0 DL resisting uplift to the left of HD Total DL (k)5.8 Total DL resisting uplift at HD (0.9-0.2Sds)*D (k)4.2 > E?YES, FOUNDATION OKAY D/L-57 Madrona K-8 RJV 1/4/2017 HOLDOWN FOUNDATION DESIGN Wall Name:D-NS/3 (South End)(Example of Interior Wall Condition, perp. to roof framing, Interior end) ΦMn (k-ft)24.3 Moment capacity of footing (see calcs for capacity calculations) DL,ftg (plf)400 Weight of footing (see calcs for calculation) DL,right (plf)293 Dead load on the wall to the right of HD (roof and wall weight) DL,left (plf)293 Dead load on the wall to the left of HD (roof and wall weight) E (k)4.24 Earthquake tension load Sds 0.84 From seismic design criteria L,right (ft)8.4 Max. length of cantilevered footing that resists uplift to the right of HD DL,right (k)5.8 DL resisting uplift to the right of HD L,left (ft)8.4 Max. length of cantilevered footing that resists uplift to the left of HD DL,left (k)5.8 DL resisting uplift to the left of HD Total DL (k)11.6 Total DL resisting uplift at HD (0.9-0.2Sds)*D (k)8.5 > E?YES, FOUNDATION OKAY D/L-58 Madrona K-8 RJV 1/4/2017 HOLDOWN FOUNDATION DESIGN Wall Name:D-EW/4 (Example of Exterior Wall Condition, parallel to roof framing) ΦMn (k-ft)37.3 Moment capacity of footing (see calcs for capacity calculations) DL,ftg (plf)866 Weight of footing (see calcs for calculation) DL,right (plf)120 Dead load on the wall to the right of HD (roof and wall weight) DL,left (plf)120 Dead load on the wall to the left of HD (roof and wall weight) E (k)16.75 Earthquake tension load Sds 0.84 From seismic design criteria L,right (ft)8.7 Max. length of cantilevered footing that resists uplift to the right of HD DL,right (k)8.6 DL resisting uplift to the right of HD L,left (ft)8.7 Max. length of cantilevered footing that resists uplift to the left of HD DL,left (k)8.6 DL resisting uplift to the left of HD Total DL (k)17.2 Total DL resisting uplift at HD (0.9-0.2Sds)*D (k)12.6 > E? Add'l DL Req'd (k)5.7 NO, ADD'L DL REQ'D Add "C" Type Footing at the holdown next to door; at other end, the weight of the incoming footing will help resist uplift D/L-59 Madrona K-8 RJV 1/4/2017 HOLDOWN FOUNDATION DESIGN Wall Name:D-EW/3 (Example of Interior Wall Condition, parallel to roof framing) ΦMn (k-ft)83.4 Moment capacity of footing (see calcs for capacity calculations) DL,ftg (plf)1128 Weight of footing (see calcs for calculation) DL,right (plf)80 Dead load on the wall to the right of HD (roof and wall weight) DL,left (plf)80 Dead load on the wall to the left of HD (roof and wall weight) E (k)16.18 Earthquake tension load Sds 0.84 From seismic design criteria L,right (ft)11.8 Max. length of cantilevered footing that resists uplift to the right of HD DL,right (k)14.2 DL resisting uplift to the right of HD L,left (ft)11.8 Max. length of cantilevered footing that resists uplift to the left of HD DL,left (k)14.2 DL resisting uplift to the left of HD Total DL (k)28.4 Total DL resisting uplift at HD (0.9-0.2Sds)*D (k)20.8 > E?YES, FOUNDATION OKAY Foundation detail per 15/S-302 required at this location (typical interior footing is not adequate) D/L-60 TITLE SEISMIC CRITERIASEISMIC LATERAL DESIGNMISCELLANEOUS MISCELLANEOUS WIND FRAMING M-1 M-2 M-3 M-4 M-5 M-6 M-7