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REVIEWED-BLD2022-1353+Structural_Calculations+10.4.2022_3.09.52_PM+3145668�DEI DIBBLE ENGINEERS INC ............................... I............ REVIEWED BY CITY OF EDMONDS BUILDING DEPARTMENT STRUCTURAL CALCULATIONS NIELSEN RESIDENCE 608 Sunset Ave N Edmonds, WA 98020 Glenn Steiner - Architect Project # 22-231 September 2, 2022 BLD2022-1353 9/2/22 RECEIVED Oct 07 2022 CITY OF EDMONDS DEVELOPMENT S ERVICES DEPARTMENT DEI DIBBLE ENGINEERS INC STRUCTURAL CALCULATIONS TABLE OF CONTENTS Nielsen Residence DEI Job #22-231 This project is a 520 sf garage and a 290 sf car port in Edmonds, Washington. The garage is a light framed wood bearing wall system with structural wood shear panels, and the car port is a cantilevered column system. The ground floor garage live load of 40 psf, a roof live load of 20 psf, and a ground snow load of 25 psf. The roof for both the garage and car port are engineered for not less than a 25 psf. The Seismic Design Category is D and the Wind load is category II (97 mph), Exposure B. Foundations are designed for code minimum bearing pressure of 1500 psf, a passive pressure of 200 psf and a coefficient of sliding friction of 0.30. Garage o Design Criteria G1-G9 o Elevations G10 o Gravity Key Plan G11 o Member Design G12-G17 o Lateral Loads G18 o Shear Wall Plan G19 o Shear Wall Design G20-G21 o Reference Material G22-G24 o Foundation Loads G-F1 o Foundation Plan G-F2 o Foundation Calculations G-F3 - G-F12 Car Port o Design Criteria CP1-CP7 o Elevations CP8 o Gravity & Lateral Loads CP9-CP12 o Base Plate Design CP13-CP18 o Anchor Design CP19-CP23 o Foundation Loads CP-F1 o Foundation Calculations CP-F2 - CP-F5 RECEIVED Oct 07 2022 CITY OF EDMONDS DEVELOPMENT S ERVICES DEPARTMENT q DEI DIBBLE ENGINEERS INC GRAVITY & LATERAL Nielsen Residence — Garage RECEIVED Oct 07 2022 CITV OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Dibble Engineers Inc 1029 Market Street Kirkland, WA 98033 (425)828-4200 RE&VED Oct 07 2022 JOB TITLE Nielsen Residence - Garage JOB NO. SHEET NO. CALCULATED BY DATE CHECKED BY DATE Exterior Wall Items IDescription Multiple I psf (max) I psf (min) Sheathing 1/2" gypsum board x 2.00 4.4 4.0 Framing 2x6 wood stud @ 16" 2.0 1.1 Misc. Misc. 0.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Actual Dead Load 0 6.9 0 5.1 Use this DL instead * 10.0 • 10.0 CITY OF EDMONDS DEVELOPMENT S ERVICES DEPARTMENT Dibble Engineers Inc 1029 Market Street Kirkland, WA 98033 (425)828-4200 JOB TITLE Nielsen Residence - Garage JOB NO. SHEET NO. CALCULATED BY DATE CHECKED BY DATE Roof Design Loads REHIVED Oct 07 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Items IDescription Multiple I psf (max) I psf (min) Roofing Asphalt Shingles w/roll roofing 3.0 2.0 Decking 1/2" plywood/OSB 1.8 1.5 Framing Wood 2x @24" 2.5 1.5 Insulation R-40 Fiberglass insul. 1.3 1.2 Ceiling 5/8" gypsum 2.8 2.5 Mech & Elec Mech. & Elec. 2.0 0.0 Misc. Misc. x 2.0 1.0 0.0 0.0 0.0 Actual Dead Load 14.4 8.7 Use this DL instead 15.0 10.0 Live Load 20.0 0.0 Snow Load 25.0 0.0 Ultimate Wind (zone 2 - 100sf) -19.8 -19.8 ASD Loading D + S 40.0 - D + 0.75(0.6'W + S) 24.8 - 0.6*D + 0.6*W - -5.9 LRFD Loading 1.2D + 1.6 S + 0.5W 48.1 - 1.2D + 1.OW + 0.5S 10.7 - 0.9D + 1.OW - -10.8 Roof Live Load Reduction Roof angle 1.50 / 12 7.1 deg 0 to 200 sf: 20.0 psf 200 to 600 sf: 20.0 psf over 600 sf: 20.0 psf 300 sf 20.0 psf 400 sf 20.0 psf 500 sf 20.0 psf User Input: 450 sf 20.0 psf L)TC Hazards by Location Search Information Address: 608 Sunset Ave N, Edmonds, WA 98020, USA Coordinates:47.8169833,-122.3772231 Elevation: 28 ft Timestam p: 2022-07-02T14:28:44.216Z Hazard Seismic Type: Reference ASCE7-16 Document: Risk II Category: Site Class: D-default Basic Parameters Name Value SS 1.289 S, 0.454 SMS 1.547 SMi * null SDS 1.031 SDI * null * See Section 11.4.8 G3 RECEIVED Oct 07 2022 CITY OF EDMONDS DEVELOPMENT S ERVICES DEPARTMENT I Rer'cn ©2022 Google' Report a map error Description MCER ground motion (period=0.2s) MCER ground motion (period=1.0s) Site -modified spectral acceleration value Site -modified spectral acceleration value Numeric seismic design value at 0.2s SA Numeric seismic design value at 1.0s SA Additional Information Name Value Description SDC * null Seismic design category Fa 1.2 Site amplification factor at 0.2s FV CRS CR, PGA FPGA PGAM TL SsRT SsUH SsD S 1 RT S1 UH * null Site amplification factor at 1.0s 0.91 Coefficient of risk (0.2s) 0.895 Coefficient of risk (1.0s) 0.549 1.2 0.659 6 1.289 1.417 2.214 0.454 0.507 S1 D 0.903 PGAd 0.781 * See Section 11.4.8 MCEG peak ground acceleration Site amplification factor at PGA Site modified peak ground acceleration Long -period transition period (s) Probabilistic risk -targeted ground motion (0.2s) Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) Factored deterministic acceleration value (0.2s) Probabilistic risk -targeted ground motion (1.0s) Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) Factored deterministic acceleration value (1.0s) Factored deterministic acceleration value (PGA) G4 RECEIVED Oct 07 2022 CITV OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Hazards by Location Search Information Address: 608 Sunset Ave N, Edmonds, WA 98020, USA Coordinates:47.8169833,-122.3772231 Elevation: 28 ft Timestamp: 2022-07-02T14:27:10.240Z Hazard Wind Type: ASCE 7-16 ASCE 7-10 MRI 10-Year 67 mph MRI 10-Year 72 . MRI 25-Year 73 mph MR125-Year 79 mph MRI 50-Year 78 mph MRI 50-Year 85 mph MRI 100-Year 83 mph MRI 100- 91 mph Year Risk Category 1 92 mph Risk 100 mph Risk Category I I 97 Category I Risk 110 mph Risk Category III 104 mph Category II Risk 115 Risk Category 108 mph Category IV III -IV R98EIVED Oct 07 2022 CITY OF EDMONDS DEVELOPMENT S ERVICES DEPARTMENT ©2022 Google' Report a map error ASCE 7-05 ASCE 7-05 85 Wind Speed Dibble Engineers Inc 1029 Market Street Kirkland, WA 98033 (425) 828-4200 JOB TITLE Nielsen Residence - JOB NO. CALCULATED BY CHECKED BY SHEET NO. DATE DATE REHIVED Oct 07 2022 ITV OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Seismic Loads: IBC 2018 Strength Level Forces Risk Category: II Importance Factor (1) : 1.00 Site Class : D Ss (0.2 sec) = 128.90 %g S1 (1.0 sec) = 45.40 %g Fa = 1.000 Sms = 1.289 SDs = 0.859 Design Category = D Fv = 1.846 Sm1 = 0.838 SD1 = 0.559 Design Category = D Seismic Design Category = D Redundancy Coefficient p = 1.30 Number of Stories: 1 Structure Type: All other building systems Horizontal Struct Irregularities: No plan Irregularity Vertical Structural Irregularities: No vertical Irregularity Flexible Diaphragms: Yes Building System: Bearing Wall Systems Seismic resisting system: Light frame (wood) walls with structural wood shear panels System Structural Height Limit: 65 ft Actual Structural Height (hn) = 11.8 ft See ASCE7 Section 12.2.5 for exceptions and other system limitations DESIGN COEFFICIENTS AND FACTORS Response Modification Coefficient (R) = 6.5 Over -Strength Factor (Do) = 2.5 Deflection Amplification Factor (Cd) = 4 SDs = 0.859 SD1 = 0.559 Seismic Load Effect (E) = Eh +/-Ev = p QE +/- 0.2SDs D = 1.3Qe +/- 0.172D QE = horizontal seismic force Special Seismic Load Effect (Em) = Emh +/- Ev = no QE +/- 0.2SDs D = 2.5Qe +/- 0.172D D = dead load PERMITTED ANALYTICAL PROCEDURES Simplified Analysis - Use Equivalent Lateral Force Analysis Equivalent Lateral -Force Analysis - Permitted Building period coet. (CT) = 0.020 Approx fundamental period (Ta) = CThn^ _ User calculated fundamental period (T) _ Long Period Transition Period (TL) = ASCE7 map = Seismic response coef. (Cs) = SDSI/R = need not exceed Cs = Sdt I /RT = but not less than Cs = 0.044Sds1 = USE Cs = Cu = 1.40 0.127 sec x= 0.75 Tmax = CuTa = 0.178 sec Use T = 0.127 6 0.132 0.675 0.038 0.132 Design Base Shear V = 0.132W Model & Seismic Response Analysis - Permitted (see code for procedure) ALLOWABLE STORY DRIFT Structure Type: All other structures Allowable story drift Da = 0.020hsx where hsx is the story height below level x REEEIVED Oct 07 2022 Dibble Engineers Inc JOB TITLE Nielsen Residence - Garage DEVELOPMENT SERVIOFEDCES 1029 Market Street DEPARTMENT Kirkland, WA 98033 JOB No. SHEET No. (425) 828-4200 CALCULATED BY DATE CHECKED BY DATE Wind Loads - MWFRS all h (Except for Open Buildings) Kh (case 2) = 0.57 h = 10.4 ft GCpi = +/-0.18 Base pressure (qh) = 11.8 psf ridge ht = 11.8 ft G = 0.85 Roof Angle (0) = 7.1 deg L = 25.3 ft qi = qh Roof tributary area - (h/2)*L: 131 sf B = 22.0 ft (h/2)*B: 114 sf Ultimate Wind Surface Pressures fnsfl Surface Wind Normal to Ridge B/L = 0.87 h/L = 0.47 Wind Parallel to Ridge L/B = 1.15 h/L = 0.41 Cp ghGCp w/+giGCp; w/-ghGCpi Dist.* Cp ghGCp w/ +ghGCpi w/ -ghGCpi Windward Wall (WW) 0.80 8.0 see table below 0.80 8.0 see table below Leeward Wall (LW) -0.50 -5.0 -7.1 -2.9 -0.47 -4.7 -6.8 -2.6 Side Wall (SW) -0.70 -7.0 -9.1 -4.9 -0.70 -7.0 -9.1 -4.9 Leeward Roof (LR) ** Included in windward roof Neg Windward Roof: 0 to h/2* -0.90 -9.0 -11.1 -6.9 0 to h/2* -0.90 -9.0 -11.1 -6.9 h/2 to h* -0.90 -9.0 -11.1 -6.9 h/2 to h* -0.90 -9.0 -11.1 -6.9 h to 2h* -0.50 -5.00 -7.12 -2.88 h to 2h* -0.50 -5.0 -7.1 -2.9 > 2h* -0.30 -3.00 -5.12 -0.88 > 2h* -0.30 -3.0 -5.1 -0.9 Pos/min windward roof press. 1 -0.18 -1.8 -3.9 0.3 Min press. -0.18 -1.8 -3.9 0.3 --MQ0T angie c l U uegrees. I nereTore, Ieewaru rooT " rionzontal Distance Trom winawaru euge is included in windward roof pressure zones. For monoslope roofs, entire roof surface is NOTE: The code requires the MWFRS be designed for minimum ultimate force of 16 psf either windward or leeward surface. multiplied by the wall area plus an 8 psf force applied to the vertical projection of the roof. Windward Wall Pressures at "z" (psf) Combined WW + LW Windward Wall Normal Parallel LR z I Kz I Kzt %GCp w/+q;GCp; w/ ghGCpi to Ridge I to Ridge �/wR h= 0 to 15' 0.57 1.00 8.0 5.9 10.1 13.0 12.7 NOTE: See figure in ASCE7 for the application of full and partial loading of the above wind pressures. There are 4 different loading cases. Parapet z I Kz Kzt qp (psf) 0.0 ft 0.57 1.00 0.0 Windward parapet: 0.0 psf (GCpn = +1.5) Leeward parapet: 0.0 psf (GCpn = -1.0) Windward roof overhangs ( add to windward roof pressure) sw WIND �mEcnox R7IND NORI,dRL TO RIDGE VWR wR f�'R LVT� SW ww w P wIND DIRECTION WIND PARALLEL TO RIDGE LW sw f� wEITD 8.0 psf (upward) / T=ALIF=1O^nn'G REftIVED Oct 07 2022 Dibble Engineers Inc 1029 Market Street Kirkland, WA 98033 (425) 828-4200 Wind Loads - Comaonents & Claddina : h <_ 60' Kh (case 1) = 0.70 h = 10.4 ft Base pressure (qh) = 14.3 psf a = 3.0 ft Minimum parapet ht = 0.0 ft GCpi = +/-0.18 Roof Angle (0) = 7.1 deg qi = qh = 14.3 psf Type of roof = Monoslope Roof Area Negative Zone 1 Negative Zone 2 Negative Zone 2' Negative Zone 3 Negative Zone 3' Positive All Zones Parapet qp = 0.0 psf Walls Area Negative Zone 4 Negative Zone 5 Positive Zone 4 & 5 JOB TITLE Nielsen Residence -Garage CITY OF EDMONDS DEVELOPMENT SERVICES JOB NO. SHEET NO. CALCULATED BY DATE CHECKED BY DATE Ultimate Wind Pressures GCp +/- Gcpi Surface Pressure (psf) 10 sf 20 sf 50 sf 100 sf 10 sf 20 sf 50 sf 100 sf -1.28 -1.28 -1.28 -1.28 -18.4 -18.4 -18.4 -18.4 -1.48 -1.45 -1.41 -1.38 -21.2 -20.8 -20.2 -19.8 -1.78 -1.75 -1.71 -1.68 -25.5 -25.1 -24.5 -24.1 -1.98 -1.8 -1.56 -1.38 -28.4 -25.8 -22.4 -19.8 -2.78 -2.48 -2.08 -1.78 -39.9 -35.6 -29.9 -25.5 0.48 0.45 0.41 0.38 16.0 16.0 16.0 16.0 Surface Pressure ps Solid Parapet Pressure 10 sf 20 sf 50 sf 100 sf 200 sf 500 sf Zone Zone 2': 0.0 0.0 0.0 0.0 0.0 0.0 Zone 3: 0.0 0.0 0.0 0.0 0.0 0.0 Zone 3': 0.0 0.0 0.0 0.0 0.0 0.0 ASE B : Interior zone: 0.0 0.0 0.0 0.0 0.0 0.0 Corner zone : 0.0 0.0 0.0 0.0 0.0 0.0 GCp +/- GCpi Surface Pressure at h 00s 200 s500 s 10 s 100 s 200s 500s fft 1.12 .92 1.03090 0.8716.0 207 -16.1 16.0 -16.0 16.0 -16.0 16.0 Note: GCp reduced by 10% due to roof angle - 10 deg Userinput 35 sf 44 sf -18.4 -18.4 -20.4 -20.3 -24.8 -24.6 -23.7 -22.9 -32.1 -30.6 16.0 16.0 User input 50 sf 0.0 0.0 0.0 0.0 0.0 User input 10 sf 200 s -20.7 16.0 -16.0 16.0 REftIVED Oct 07 2022 Dibble Engineers Inc JOB TITLE Nielsen Residence - Garage CITY OF EDMONDS 1029 Market Street DEVELOPMENT SERVICES ENT Kirkland, WA 98033 JOB NO. SHEET NO. (425) 828-4200 CALCULATED BY DATE CHECKED BY DATE Roofs w/ 0 <_ 10* and all walls h>60' Monoslope roofs 10' < 0 < 30' h <_ 60' & alt design h<90' a Location of C&C Wind Pressure Zones - ASCE 7-16 a Walls h <_ 60' & alt design h<90' r 2 F- — I 1 I I 2 I O 12 IPI I L I 1 ---J 1 I L — — — — — J L -J Gable, Sawtooth and Multispan Gable 0 <_ 7 degrees & Monoslope <_ 3 degrees h <_ 60' & alt design h<90' I I I I • o,, } I I I I I I I I I� it l 1 1 I l e 101 1 IQI I I I I 1 1 I I I I I I I Multispan Gable & Hip 7° < 0 <_ 27° Gable 7° < 0 s 45° Stepped roofs 0 <_ 3° h <_ 60' & alt design h<90' 1 I D 1 � _--1 I I --J I I 1 Monoslope roofs 3°<0<_10° h <_ 60' & alt design h<90' Sawtooth 10' < 0 < 45' h <_ 60' & alt design h<90' R&dbVED Oct 07 2022 Cl OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT R ` € 1w u �pmN£ D O C m m O ! a O z z �LI�I I 10 \\II y e s v N N �m mU' mD U) m ° r m m r m G O z 1N O z 1 s 'UN A Dote By I De iptio" GARAGE AND PATIO ADDITION jj- NiGLENN S. STEINER' W Nielsen Residence I ARCHITECT 0 0 608 SUNSET AVE. N. EDMONDS, WA 98020 (425) 749-8271 a -roan: same:nI MI5 DRAMNG IS © COPYRIGx1E0 MD IS ME EXCLUSIIYE PROPERTY 6 ME ARCHITECT M2 Kimberly Ave., Ken , WA 980M - y a1�1 I Sheet No. Project: Nielsen Residence - Garage DEI DIBBLE ENGINEERS INC Project No: 22-231 subject: Roof framing Key Plan By: GNG c iV 4 cV GUTTER Roof Framing Plan O t 07 2022 CI V OF EDMONDS DEVE PMENT SERVICES EPARTMENT IFORTE'CM MEMBER REPORT Roof, Garage Roof: Joist 1 piece(s) 2 x 12 HF No.2 @ 16" OC Sloped Length: 26' 27/16" 12 1.5 0 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 592 @ 2' 2143 (3.50") Passed (28%) 1.0 D + 0.45 W + 0.75 L + 0.75 S (Adj Spa s Shear (Ibs) 439 @ 22' 11 1/16" 1941 Passed (23%) 1.15 1.0 D + 1.0 S (Adj Spans) Moment (Ft-Ibs) 2612 @ 13' 2964 Passed (88%) 1.15 1.0 D + 1.0 S (Alt Spans) Live Load Defl.(in) 0.789 @ 13' 1.109 Passed (L/337) 1.0 D + 0.45 W + 0.75 L + 0.75 S (Alt S ans Total Load Defl. (in) 1.028 @ 13' 1.478 Passed (L/259) 1.0 D + 0.45 W + 0.75 L Spans) • Deflection criteria: LL (L/240) and TL (L/180). • Overhang deflection criteria: LL (2L/240) and TL (2L/180). Upward deflection on left and right cantilevers exceeds overhang deflection criteria. • Allowed moment does not reflect the adjustment for the beam stability factor. • A 15 % increase in the moment capacity has been added to account for repetitive member usage. • Applicable calculations are based on Nos. R&dbVED PASQEtY7 2022 CITV OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Member Length : 26' 3 13/16" System : Roof Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : Aso Member Pitch : 1.5/12 Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available I Required Dead Roof Live Snow Wind Total 1 - Beveled Plate - PSL 3.50" 3.50" 1.50" 140 348 435 279 1202 Blocking 2 - Beveled Plate - HF 3.50" 3.50" 1.50" 140 348E 435 279 1202 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. ateral Bracing Bracing Intervals Comments Top Edge (Lu) 4' 1" o/c Bottom Edge (Lu) 22' 8" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location (Side) Spacing Dead (0.90) Roof Live (non -snow: 1.25) Snow (1.15) Wind (1.60) Comments 1 - Uniform (PSF) 0 to 26' 16" 8.0 20.0 25.0 - Roof Loading 2 - Uniform (PSF) 0 to 26' 16" - - - 16.0 Negative Wind Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by IOC -ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.r,om/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes George Nick Gimas Dibble Engineers Inc (478)803-4200 tzimapitis@gmail.com 7/3/2022 10:24:10 AM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: Nielsen Residence Page 1 / 1 IFORTE'CM MEMBER REPORT Roof, Garage Roof: Joist 1 piece(s) 2 x 12 HF No.2 @ 16" OC Sloped Length: 26' 27/16" 12 1.5 0 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 575 @ 2' 2143 (3.50") Passed (27%) -- 1.0 D + 1.0 S (Adj Spans) Shear (Ibs) 439 @ 22' 11 1/16" 1941 Passed (23%) 1.15 1.0 D + 1.0 S (Adj Spans) Moment (Ft-Ibs) 2612 @ 13' 2964 Passed (88%) 1.15 1.0 D + 1.0 S (Alt Spans) Live Load Defl. (in) 0.756 @ 13' 1.109 Passed (L/352) 1.0 D + 1.0 S (Alt Spans) Total Load Defl.(in) 0.995 @ 13' 1.478 Passed (L/267) 1.0 D + 1.0 S (Alt Spans) • Deflection criteria: LL (L/240) and TL (L/180). • Overhang deflection criteria: LL (21-/240) and TL (2L/180). Upward deflection on left and right cantilevers exceeds overhang deflection criteria. • Allowed moment does not reflect the adjustment for the beam stability factor. • A 15 % increase in the moment capacity has been added to account for repetitive member usage. • Applicable calculations are based on Nos. R&HIVED PASQEtY7 2022 CITV OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Member Length : 26' 3 13/16" System : Roof Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : Aso Member Pitch : 1.5/12 Bearing Length Loads to Supports (Ibs) Total Available Required Dead Roof Live Snow Wind Total Supports Accessories 1 - Beveled Plate - PSL 3.50" 3.50" 1.50" 140 348 435 -443 92 Blocking 443/ 2 - Beveled Plate - HF 3.50" 3.50" 1.50" 140 348 435 -443 92 3 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 3' 4" o/c Bottom Edge (Lu) 15' 7" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location (Side) Spacing Dead (0.90) Roof Live (non -snow: 1.25) Snow (1.15) Wind (1.60) comments 1 - Uniform (PSF) 0 to 26' 16" 8.0 20.0 25.0 - Roof Loading 2 - Uniform (PSF) 0 to 26' 16" - - - -25.4 Negative Wind Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.oDm/woodproducts/document-library. product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Hurricane Ties: 0.61D + 0.6W = 0.6(140 lb - 443 lb) = 182 lb uplift Use: Simpson H1 Hurricane Ties w/(10)0.131x1-1/2 nails Capacity = 425 lb uplift ForteWEB Software Operator Job Notes George Nick Gimas Dibble Engineers Inc (478)803-4200 tzimapitis@gmail.com 7/14/2022 8:06:24 PM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: Nielsen Residence Page 1 / 1 2FORTEWER 0 MEMBER REPORT Roof, Garage Roof: BM1 2 piece(s) 13/4" x 7 1/4" 2.0E Microllam@ LVL Overall Length: 8' 10" 8' a All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 2428 @ 3 1/2" 12688 (5.00") Passed (19%) 1.0 D + 0.45 W + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 1825 @ 1' 1/4" 5544 Passed (33%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 4572 @ 4' 5" 8182 Passed (56%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.171 @ 4' 5" 0.412 Passed (L/578) 1.0 D + 0.45 W + 0.75 L + 0.75 S (All Span Total Load Defl. (in) 0.279 @ 4' 5" 0.550 Passed (L/355) 1.0 D + 0.45 W + 0.75 L + 0.75 S (All Sp ans • Deflection criteria: LL (1-1240) and TL (1-/180). • Allowed moment does not reflect the adjustment for the beam stability factor. RBOEIVED Oct 07 2022 MONDS D T SERVICES DEPARTMENT System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 0/12 Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Roof Live Snow Wind Factored 1 - Trimmer - HF 5.00" 5.00" 1.50" 938 1148 1435 919 2428 None 2 - Trimmer - HF 5.00" 5.00" 1.50" 938 1148 1435 919 2428 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 8' 10" o/c Bottom Edge (Lu) 8' 10" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location (Side) Tributary Width Dead (0.90) Roof Live (non -snow: 1.25) Snow (1.15) Wind (1.60) comments 0 - Self Weight (PLF) 0 to 8' 10" N/A 7.4 -- -- -- 1 - Uniform (PSF) 0 to 8' 10" (Top) 13' 15.0 20.0 25.0 16.0 Rafter loading 2 - Uniform (PLF) 0 to 8' 10" (Top) N/A 10.0 - - - Garage Door Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator 8/26/2022 5:44:49 AM UTC ForteWEB 0.4, Engine: V8.2.2.122, Data: V8.1.2.2 Weyerhaeuser File Name: Nielsen Residence Page 1 / 1 Job Notes George Nick Gimas Dibble Engineers Inc tzima itis@g00 tzimapitis@gmail.wm IFORTE'CM MEMBER REPORT Roof, Copy of Garage Roof: BM2 2 piece(s) 1 3/4" x 7 1/4" 2.0E Microllam@ LVL Overall Length: 10' 10" FMW 009 dl�10' 0 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 2978 @ 3 1/2" 12688 (5.00") Passed (23%) 1.0 D + 0.45 W + 0.75 L + 0.75 S (All Spans Shear (Ibs) 2362 @ 1' 1/4" 5544 Passed (43%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 7058 @ 5' 5" 8182 Passed (86%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.397 @ 5' 5" 0.512 Passed (L/310) 1.0 D + 0.45 W + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.647 @ TV 0.683 Passed (L/190) 1.0 D + 0.45 W + 0.75 L Spans) • Deflection criteria: LL (L/240) and TL (L/180). • Allowed moment does not reflect the adjustment for the beam stability factor. R&HIVED PASQEtY7 2022 CITV OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : Aso Member Pitch : 0/12 Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available I Required Dead Roof Live Snow Wind Total 1 - Trimmer - HF 5.00" 5.00" 1.50" 1151 1408 1760 1127 5446 None 2 - Trimmer - HF 5.00" 5.00" 1.50" 1151 1408 1760 1127 5446 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 10' 10" O/C Bottom Edge (Lu) 10' 10" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location (Side) Tributary Width Dead (0.90) Roof Live (non -snow: 1.25) Snow (1.15) Wind (1.60) Comments 0 - Self Weight (PLF) 0 to 10, 10" N/A 7.4 -- -- -- 1 - Uniform (PSF) 0 to 10' 10" (Top) 13' 15.0 20.0 25.0 16.0 Rafter loading 2 - Uniform (PLF) 0 to 10' 10" (Top) N/A 10.0 - - - Garage Door Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes George Nick Gimas Dibble Engineers Inc (478)803-4200 tzimapitis@gmail.com 7/3/2022 10:37:01 AM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: Nielsen Residence Page 1 / 1 IFORTE'CM MEMBER REPORT Roof, Wall: Header HDR1 2 piece(s) 2 x 8 HF No.2 Overall Length: 3' 3" All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 223 @ 0 1823 (1.50") Passed (12%) 1.0 D + 0.45 W + 0.75 L + 0.75 S (All Spa s Shear(lbs) 121 @ 8 3/4" 2501 Passed (5%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 179 @ 1' 7 1/2" 2569 Passed (7%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.001 @ 1' 7 1/2" 0.108 Passed (L/999+) 1.0 D + 0.45 W + 0.75 L + 0.75 S (All S ans Total Load Defl. (in) 0.003 @ 1' 7 1/2" 0.162 Passed (L/999+) 1.0 D + 0.45 W + 0.75 L + 0.75 S (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • Applicable calculations are based on Nos. R&dbVED PASQEtY7 2022 CITV OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT System : Wall Member Type : Header Building Use : Residential Building Code: IBC 2015 Design Methodology : Aso Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Roof Live Snow Wind Total 1 - Trimmer - HF 1.50" 1.50" 1.50" 139 65 81 52 337 None 2 - Trimmer - HF 1.50" 1.50" 1.50" 139 65 81 52 337 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) T 3" o/c Bottom Edge (Lu) 3' 3" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location 0 Tributary Width Dead (0.90) Roof Live (non -snow: 1.25) Snow (1.15) Wind (1.60) Comments 0 - Self Weight (PLF) 0 to 3' 3" N/A 5.5 -- -- -- 1 - Uniform (PSF) 0 to 3' 3" 2' 15.0 20.0 25.0 16.0 Roof Load 2 - Uniform (PLF) 0 to 3' 3" N/A 50.0 - - - Wall Loading Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.cDm/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes George Nick Gimas Dibble Engineers Inc (478)803-4200 tzimapitis@gmail.com 7/3/2022 10:42:49 AM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: Nielsen Residence Page 1 / 1 IFORTE'CM Drawing is Conceptual MEMBER REPORT Roof, Wall: Stud 1 piece(s) 2 x 6 HF No.2 @ 16" OC Wall Height: 11' 9" Member Height: 11' 4 1/2" R&&VED PASQEtY7 2022 Cl OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT 0. C. Spacing: 16.00" Design Results Actual Allowed Result LDF Load: Combination Slenderness 25 50 Passed (50%) Compression (Ibs) 575 4681 Passed (12%) 1.15 1.0 D + 1.0 S Plate Bearing (Ibs) 592 4177 Passed (14%) -- 1.0 D + 0.45 W + 0.75 L + 0.75 S Lateral Reaction (Ibs) 73 1.60 1.0 D + 0.6 W Lateral Shear (Ibs) 67 1320 Passed (5%) 1.60 1.0 D + 0.6 W Lateral Moment (ft-Ibs) 207 @ mid -span 1264 Passed (16%) 1.60 1.0 D + 0.6 W Total Deflection (in) 1 0.14 @ mid -span 1 1.14 1Passed (L/994) -- 1.0 D + 0.6 W Bending/Compression 1 0.20 1 1 1 Passed (20%) 1.60 1.0 D + 0.6 W • Lateral deflection criteria: Wind (L/120) • Input axial load eccentricity for this design is 16.67% of applicable member side dimension. • Applicable calculations are based on NDS. • A bearing area factor of 1.25 has been applied to base plate bearing capacity. • A 15% increase in the moment capacity has been added to account for repetitive member usage. Supports Type Material Top Dbl 2X Hem Fir Base 2X Hem Fir Max unbraced Length Comments 1' Lateral Connections Supports Connector Type/Model Quantity Connector Nailing Top Nails 8d x 2.5" Box (Toe) 1 N/A Base Nails Ed x 2.5" Box (Toe) 1 N/A System: Wall Member Type : Stud Building Code : IBC 2018 Design Methodology : Aso • Nailed connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly. Vertical Load Spacing Dead (0.90) Roof Live (non -snow: 1.25) Snow (1.15) Wind (1.60) Comments 1 - Point (lb) N/A 140 350 435 280 Default Load Lateral Load Location Spacing Wind (1.60) Comments 1 - Uniform (PSF) Full Length 16.00" 16.0 • IBC Table 1604.3, footnote f: Deflection checks are performed using 42 % of this lateral wind load. Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by IOC -ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes George Nick Gimas Dibble Engineers Inc (478)803-4200 tzimapitis@gmail.com 7/3/2022 10:48:12 AM UTC AForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: Nielsen Residence Page 1 / 1 - y a1�1 I Sheet No. Project: Nielsen Residence - Garage DEI DIBBLE ENGINEERS INC Project No: 22-231 subject: Lateral loads By: GNG Normal to Ridge: Seismic Load: O t 07 2022 CI V OF EDMONDS DEVE PMENT SERVICES EPARTMENT Area Normal to Ridge VBase = 0.132[(635 sf)(15 psf)+((115 sf + 135 sf)(10 psf)] = 1590 lb Wind Load: VBase = (115 sf + 105 sf)(13 psf) = 2860 lb Wind Governs Parallel to Ridge: Seismic Load: 12 Area Parallel to Ridge VBase = 0.132[(635 sf)(15 psf)+(2(120 sf)(10 psf)] = 1575 lb Wind Load: VBase = (120 sf)(13 psf) = 1560 lb Seismic Governs IVED O t 07 2022 CI V OF EDMONDS DEVE PMENT SERVICES EPARTMENT Sheet No. Project: Nielsen Residence - Garage DEI DIBBLE ENGINEERS INC Project No: 22-231 Subject: Shear Wall Plan By: GNG 25'-3 1 f4' �?00F LIME ABOVE SW -A 2x6 8070 O�MD. DR. 2xfi 10070 DVHD• Dr. 2x6 IE � NEW DETACHED �o 2-CAR grGARAGF f q 515635 sf A n N r] � Lf I' - _ _R00F_LINE A8V'JE 5 _.y1 21'-6 3f8- Project: Nielsen Residence -Garage Project #: 22-231 DEI ADIBBLE ENGINEERS INC Wood Shear Wall Design in the Normal to Ridge Direction Sheet # 1 Date:03/07/2022 By:_ WALL SW-1 - Adjusted Comp: Comp.- Post Post Tension- Tension- Holdown Holdown Height Length Aspect V-wind V-seismic v- wind seismic Shear Wall SW Capacity- SW Capacity- SW Dead Length wind seismic Width Capacity Post wind seismic Capacity -wind Capacity- HD Level (it) (ft) Ratio (Ibs) [ASD] (Ibs) [ASD] (plf) (plf) Nailing wind (plf) seismic (plf) Check (pill (it) (Ibs) (Ibs) Post (in) (Ibs) Check (Ibs) (Ibs) Holdown (Ibs) seismic (Ibs) Check Roof 1 11 1 16.5 1 0.7 1 860 1 560 1 52 1 34 1 SW-6 1 339 1 242 1 OK 1 150 1 16.1 1 1187 1 982 1 2-2x6 1 3.0 1 6683 1 OK 1 -156 1 -360 1 NONE I I OK WALL SW-2 v- Adjusted Comp: Comp: Post Post Tension- Tension- Holdown Holdown Height Length Aspect V-wind V-seismic v- wind seismic Shear Wall SW Capacity- SW Capacity- SW Dead Length wind seismic Width Capacity Post wind seismic Capacity -wind Capacity- HD Level (it) (it) Ratio (Ibs) [ASD] (Ibs) [ASD] (plf) (plf) Nailing wind (plf) se15mic (plf) Check (plf) (it) (Ibs) (Ibs) Post (in) (Ibs) Check (Ibs) (Ibs) Holdown (Ibs) seismic (Ibs) Check Roof 11 22.33 0.5 860 560 39 25 SW-6 339 242 1 OK 1 280 1 22.0 1 1551 1 1401 1 2-2x6 1 3.0 1 6683 1 OK 1 -1445 1 -1595 1 NONE I I I OK Wood Shear Wall Design in the Parallel to Ridge Direction WALL SW -A v- Adjusted Comp: Comp: Post Post Tension- Tension- Holdown Hold.— Height Length Aspecv t V-wind V-seismic wind seismic Shear Wall SW Capacity- SW Capacity- SW Dead Length wind c Width Capacity post wind c Capacity -wind Capacity- HD Level (it) (ft) R.U. (lbs}1ASD] (Ibs)IASD] (pit) IPH) Nailing wind[plf) seismic(plfl Check IPH) M Qbs) (Ibs)Post (in) [Ibs} Check (lb.) s(Ibs)Holdown (lbs) seismic(lbs) Check Roof 1 11 1 3,75 1 2.9 1 470 1 550 1 125 1 147 1 SW-6 1 300 1 214 1 OK 1 130 1 3.2 1 1866 1 2142 1 3-2x6 1 4.5 1 10024 1 ON 1 1476 1 1752 1 STHD30-End 3500 2940 OK WALL SW-6 Adjusted Comp: Comp: Post Post Tension- Tension- Holdown Holdown Height Length Aspect V-wind V-seismic v- wind seismic Shea, Wall 5W Capacity- SW Capacity- SW Dead Length wind seismic Width Capacity Post wind seismic Capacity -wind Capacity- HD Level (ft) (ft} Ratio (I1hsj[A5D] (Ids)(ASD] (plf) 1pif) Nailing wind(plf) mic(pill Check (plf) (it) (Ibs) (Ibs) Post (in) (Ibs} Check (lb.) (Ibs) Holdown (lbs) seismic (lbs) Check Roof 1 11 1 21.5 1 0.5 1 470 1 550 22 1 26 1 SW-6 1 339 1 s242 1 OH 1 130 1 21.1 1 765 J 806 1 2-2x6 1 3.0 1 6583 1 OK 1 -594 1 -552 0 NONE IOK o m� m00 M yZDO m -Irrp ti K =,00 0 < y N m v RIWEIVED O t 07 2022 CI V OF EDMONDS DEVE PMENT SERVICES EPARTMENT Sheet No. Project: Nielsen Residence - Garage DEI DIBBLE ENGINEERS INC Project No: 22-231 Subject: Shear Wall Plan By: GNG 4� a 4 04 v M VEQ = 0.7(1590 lb)/(27.25 ft) = 41 plf VW;Rd=0.6(2860 lb)/(27.25 ft) = 63 plfgA 25-3 1/4 ROOF LINE ABOVE--_____ I SW -A I L NEW DETACHED 3-CAP. GARAGE 'fi35 sf LINE ABOVE 5'-C' : `l`lh, 21'-6 3/8" gllLv II II II Cri � O II � o � O a• 'a as Diaphragm Design: VEW = (550 Ib)/(21.5 ft) = 25.6 plf Worst Case Use: Unblocked 7116" sheathing w/8d nails at 6"oc at panel edges & in field vs = 460 plf /2 = 230 plf Seismic Case 1 vs = 340 plf/2 = 170 plf Seismic Case 3 vs = 645 plf/2 = 322.5 plf Wind Case 1 vs = 475 plf/2 = 237.5 p/f Wind Case 3 Drag to S W-A Vd;aphragm = 550 lb/ 25.25 ft = 21.78 plf Drag force = (21.25 ft - 3.75 ft)(21.78 plf) = 470 lb Use: CS16 w/(22)0.148x2-1/2 Nails EA END Capacity = 1705 lb PEQ = 550 lb 7C.,, = 470 lb PE,, = 550 lb PW;,d = 470 lb �y =r O D 3 m 0 0 O n 0 0 c c0i 0 0 tv CD m 0_ v CD �0 n n� Az� o� 00 0 mr O ' Z :3 �(D rD m m 3 CD Z 0 CD v 0 Q C K 0 0 m m c Fr 0 n Table 4.2C Nominal Unit Shear Capacities for Wood -Frame Diaphragms Unblocked Wood Structural Panel Diaphragms1,2,3,4,5 Minimum Minimum Minimum Nominal Width Common Fastener Nominal Df Nailed Face at Sheathing Grade Nail Size Penetration Panel Supported in Framing Thickness Edges and (in.) (in.) Boundaries (in.) 6d 1-1/4 5/16 2 3 Structurall 8d 1-3/8 3/8 2 3 10d 1-1/2 15/32 2 3 5/16 2 6d 1-1/4 3 3/8 2 3 3/8 2 Sheathing and y 7/­ Single-Floor 15/32 3 15/32 2 10d 1-1/2 3 19132 2 3 1. Nominal unit shear capacities shall be adjusted in accordance with 4.2.3 to de- termine ASD allowable unit shear capacity and LRFD factored unit resistance. For general construction requirements see 4.2.6. For specific requirements, see 4.2.7.1 for wood structural panel diaphragms. See Appendix A for common nail dimensions. 2. For species and grades of framing other than Douglas -Fir -Larch or Southern Pine, reduced nominal unit shear capacities shall be determined by multiplying the tabulated nominal unit shear capacity by the Specific Gravity Adjustment Factor = [1-(0.5-G)], where G = Specific Gravity of the framing lumber from the NDS (Table 12.3.3A). The Specific Gravity Adjustment Factor shall not be greater than 1. 3. Apparent shear stiffness values, G„ are based on nail slip in framing with moisture content less than or equal to 19% at time of fabrication and panel stiffness values for diaphragms constructed with either OSB or 3-ply plywood panels. When 4-ply or 5-ply plywood panels or composite panels are used, G;, values shall be permitted to be multiplied by 1.2. 4. Where moisture content of the framing is greater than 19% at time of fabrica- tion, G, values shall be multiplied by 0.5. 5. Diaphragm resistance depends on the direction of continuous panel joints with respect to the loading direction and direction of framing members, and is independent of the panel orientation. A SEISMIC 6 in. Nail Spacing at diaphragm boundaries and supported panel edges Case 1 Cases 2,3,4,5,6 V. Ga vs G. pl kips/in. pl kips/in. OSB PLY OSB PLY 330 9.0 7.0 250 6.0 4.5 370 7.0 6.0 280 4.5 4.0 480 8.5 7.0 360 6.0 4.5 530 7.5 6.0 400 5.0 4.0 570 14 10 430 9.5 7.0 640 12 9.0 480 8.0 6.0 300 9.0 6.5 220 6.0 4.0 340 7.0 5.5 250 5.0 3.5 330 7.5 5.5 250 5.0 4.0 370 6.0 4.5 1 280 4.0 3.0 430 9.0 6.5 1 320 6.0 4.5 '4F •J 5.5 4.0 8.5 6.0 510 70 55 3 .5 35 530 6.5 5.0 400 4.0 3.5 510 15 9.0 380 10 6.0 580 12 8.0 430 8.0 5.5 570 13 8.5 430 8.5 5.5 640 10 7.5 480 7.0 5.0 WIND diaphragm boundaries and Case Cases 2,3,4,5,6 Vw I Vw 460 1 350 520 810 1 600 800 1 606 Cases 1&3:Continuous Panel Joints Perpendicular to Framing Cases 2&4: Continuous Panel Joints Parallel to Framing Cases 5&6: Continuous Panel Joints Perpen- dicular and Parallel to Framing Long Panel Direction ea-t ro C. s q c..je roM Perpendicular to Supports +1 F+ l�l lfll T I,, centlnueu. porol io+x, .nm,uuv,paw pnb ram wog, pool p�u ' D'y;lruynLwdaiy �wpM«mbwnday rwpv,gm bo�.dory Long Panel Direction caw t C" 2 ea..5 Parallel to Supports' p tt++ 1111 a y +l + Con�nuo., ponloim, ��,ps.ogm bp�.ee.y Cemimrou. perwi o.n. o;nbma, b�u.a,y tuniww, weal luiy. uaotoam w��aa,y (a) Panel span rating for out -of -plane loads may be lower than the span rating with the long panel direction perpendicular to supports (See Section 3.2.2 and Section 3.2.3) SW3ISAS JNIISIS3M-30M0A 1VM31V1 R&bVED H/TSP Seismic and Hurricane Ties (cont.) ■ These products are available with additional corrosion ED For stainless -steel protection. For more information, see p.14, fasteners, see p.21 r� SS Oct 07 2022 CITV OF EDMOIles VELOPMENT SERVICES DEPARTMENT MMany of these products are approved for installation with Strong -Drive® SD Connector screws. See pp. 348-352 for more informatil Model No. Ga- Fasteners(in-) DF7SPAIIowableLoads Uplift with 0.131" x 1 W. Nails SPFIHF Allowable Loads Upliftwith 0.131" x 1'W Nails Code Ref. To r To fF s To s Uplift 6 Lateral (ifi0) Uplift 0 Lateral (160) yfry H1 18 (6) 0.131 x 1 % (4) 0.131 x 21/x - 480 510 190 455 425 440 165 370 IBC, FL, LA H2A 18 (5) 0.131 x 1 ih (2) 0.131 x 1,h (5) 0.131 x 1 vh 525 130 55 - 495 130 55 - IBC, FL, LA H2ASS 18 (5) 0.131 x t 112 (2) 0.131 x 1 % (5) 0.131 x 1112 400 130 55 400 345 130 55 345 H2.5A 18 (5) 0.131 x 2Ys (5) 0.131 x 2 % - 700 110 110 625 615 110 110 540 IBC, FL, LA H2.5ASS 18 (5) 0.131 x 2% (5) 0.131 x 2% - 440 75 70 365 380 75 70 310 - H2.5T 18 (5) 0.131 x 2112 (5) 0.121 x 2% - 590 135 145 480 565 135 145 475 IBC, FL, LA H3 18 (4) CIA 31 x 2% (4) Di x2% - 400 DO 170 400 365 180 145 290 H3SS 18 (4) 0.131 x 2 % (4) 0.131 x 2'f 280 145 120 275 225 1 100 95 210 H6 16 - (8) 0.131 x 2% (8) 0.131 x 2% 1,230 - - - 1,065 - - - H7Z 16 (4) 0.131 x 2% (2) 0.131 x 1,h (8) 0.131 x 21h 830 410 - - 715 355 - - IBC, FL, LA H8 18 (5) 0.149 x 1 vh (5) 0.149 x 1 % - 780 95 90 630 710 95 90 510 H8SS 18 (5) 0.148 x 11h (5) 0.148 x 1 % - 610 90 120 440 370 90 55 335 - H10A Field Bent 18 [9} 0.149 x 1 rh (9) 0.148 x 1 % - 780 590 2B5 - 760 505 285 - IBC, FL, LA H10A 18 (9) 0.148 x 1 vh (9) 0.148 x 1 rh - 1.040 565 285 - 1,015 485 285 - H1 DASS 18 (9) 0.148 x i % (9) 0.148 x I % - 970 565 170 - 835 485 170 - H1OAR 18 (9) 0.148 x 1112 (9) 0,148 x 1 % 1.050 490 285 905 420 285 H10S 18 (3) 0.121 x 1 % (8) 0.131 x 1 % (8) 0.131 x 2'A 910 660 215 550 785 WC 185 475 IBC, FL, LA H1 DA-2 18 (9) 0.148 x 1112 (9) 0.148 x I % - 1.090 680 260 - 930 585 225 - H11Z 18 (6) 0.152 x 2% (6) 0.162 x 2% - 930 525 760 - 715 450 655 - - H14 18 (12) 0.131 x 1 vh (13) 0.131 x 21h - 1,275 725 285 - 1,050 480 245 - (12) 0.131 x 11h (15) 0.131 x 21h 1.340 670 230 1,050 480 245 IBC, FL, LA TSP ifi (9) 0.149 x 1 % (6) 0.148 x 1 % - 755 310 190 - 650 265 160 - (9) 0.148 x 1 V2 {6) 0,148 x 3 - 1,015 310 190 - 875 265 160 - 1. See pp. 266-267 for Straps and Ties General Notes. 2. Allowable loads are for one anchor A minimum rafter thickness of 2 V2" must be used when framing anchors are used on each side of the joist and on the same side of the plate (exception: connectors installed such that nails on opposite side don't interfere). 3. AlbwabL- DF/SP uplift bad for stud -to -bottom plate installation {see detail 12) is 390 lb, [H2.5A); 265 lb. (H2.5ASS); and 310 lb. [H8) For SPFIHF values, mulliply these values by 0 86 4. Allowable loads in the F1 direction are net intended to replace diaphragm boundary members and do not account for possible cross -grain bending of the truss or rafter members 5. When cross -grain bending or crass -grain tension cannot be avoided in the members, mechanical reinforcement to resist such forces shall be considered by the designer. 6. Hurricane ties are shown installed on the outside of the wall for clarity and assume a minimum overhang of 3 %". Installation on the inside of the wall is acceptable. For uplift Continuous Load Path, connections in the same area (i.e.. trus5-to-plate connector and plate -to -stud connector) must be on same side of the wall. 7. Southern pine allowable uplift bads for H10A =1,105 lb. (160), H2.5A with 0AW x 1 Via" nails = 635 lb. (160) and H2.5A with 0.131" x 24" nails = 730 lb. (160). 8. Refer to Simpson Strong Tie® technical bulletin T-C-HTIEBEAR at strongtie.com for allowable bearing enhancement bads. 9. H10S can have the stud offset a maximum of 1' from the rafter (center to center) for a reduced uplift of 890 lb. (DF/SP) and 765 lb. (SPF). 10. H1 oS nails to plates are optional for uplift but required for lateral loads. 11. Some bad values for the stainless -steel connectors shown here are lower than those for the carbon -steel versions. Ongoing test programs have shown this also to be the case with other stainless -steel connectors in the product line that are installed with nails. Visit strongtie.com/corrasion for updated information. 12. The allowable bads of stainless -steel connectors match carbon -steel connectors when installed with stainless -steel Strong -Drive® SCNR Ring -Shank Connector nails. For more information, refer to engineering letter L-F-SSNALS at strangtie.com. 13. Simpson Strong -Tie offers stainless -steel Strang -Drive SGNH Ring -Shank Connector nails. For bulk SGNR nails, see p. 345; for collated SCNR nails, see p. 346. For general fastener information, see pp. 21-22. 14. Allowable DFISP/SPF uplift bad for the H2.5A fastened to a 2x4 truss bottom chord and double top plates using five 0.131' x 1 Ya" nails in the tap plates and three 0.131' x 1 W nails in the lowest three flange holes into the truss bottom chord is 260 lb. (160). 15. For TSP installed stud to single plate see pp. 280-281. 16. For simullaneous leads in more than one direction, the connector must be evaluated using either the Hndy Equation or the 75% Rule, as described in Straps and Ties General Notes on p. 267, 17. Fasteners: Nail dimensions are listed diameter by length. See pp. 21-22 for fastener information. ■ 277 R&tIVED CS/CMST/CMSTC/CSHP Coiled Straps (cunt.) These products are available with additional corrosion ® For stainless -steel protection. For more information, see p.14. fasteners, see p.21 Many of these products are approved for installation with Strong -Drive® SD Connector screws. See pp. 348-352 for more information. Model No. Total L Ga. 0F161' SPFIHF Allowable Teri s[1nG0Loads Code net Fasteners (in.) End Length (in.) Fasteners (in.) End Length (in.) CMST12 40' 12 (74) 0.162 x 2% 33 (84) 0.162 x 21h 38 9,215 (86)0.148x2% 39 (98)0.148x2112 44 9.215 CMSTid 52Yx' 14 (56) DA62 x 2% 26 (66] 0.162 x 21h 30 6,475 (66) 0.148 x 2 % 30 (76) 0.148 x 21h 34 6.475 CMSTCI6 54' 15 (50) 0.148 x 3Ye 20 (58) 0.148 x 31/a 25 4.690 CS14 100, 14 (26) 0.148 x 2% is (30) 0.148 x 21h 16 2.490 (30) 0.131 x 21h 16 (36) 0.131 x 2112 19 2.490 S16 15 ' i6 (20) 0.148 x 21h 11 (22] 0.148 x 21h 13 1.705 IBC, L, LA CS20 25T 20 (12)0.148x2% 7 (14)0.148x2Yz 9 1.030 (14)0.131x2% 9 (16)0.131x21h 9 1,030 CSHP18 75' 18 (14)0.148x2% 9 (16)0.148x2Yz 10 1,540 (16) 0.131 x 21h 10 (18) 0.131 x 2r/x 11 1,540 CS14P20 75' 20 (12)0.148x2% 8 (12)0.148x2rh 8 1,160 (00.131x2% 8 (14)0.131x2% 9 1,160 1. See pp. 266-267 for Straps and Ties General Notes. 2. Calculate the connector value ter a reduced number of nails as follows: Allowable Load = No. of Nails Used x Table Load No. of Nails in Table Example: CMSTCI6 in DF/SID with 40 nails total (Hatf of the nails in each member being connected) Allowable Load = 41) Nails (Used) x 4,690 Ill = 3,752 Ib. 50 Nails (Table) 3. See p. 274 for a}ternate nailing and lap splice information, 4. Fasteners: Nail dimensions are listed diameter by length. See pp. 21-22 for fastener information. Typical CSHP Installation (CS/CMST similar) Typical CSHP Installation Oct 07 2022 CITV OF EDMONDS VELOPMENT SERVICES DEPARTMENT 273 q DEI DIBBLE ENGINEERS INC FOUNDATION Nielsen Residence - Garage RECEIVED Oct 07 2022 CITV OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT De-FEIVED Sheet No. Project: Nielsen Residence - Car Port D E I A DIBBLE ENGINEERS INC 1 Project No: 22-231 Subject: Foundation Calcs By: O 107 2022 CI V OF EDMONDS DEVE PMENT SERVICES EPARTMENT Allowable Bearing Pressure (6ALLOW) = 1500 psf Passive Pressure = 200 psf Coefficient of Sliding Friction (CALLOW) = 0.30 TvD Wall FTG Loads Der foot: D = (15 psf)(22 ft/2 + 2 ft) = 195 plf L, = (20 psf)(22 ft/2 + 2 ft) = 260 plf S = (25 psf)(22 ft/2 + 2 ft) = 325 plf W = (16 psf)(22 ft/2 + 2 ft) = 210 plf Use: 1=0" W x 10" DP Continuous Strip FTG w/(3)#4 Long & #4@9" oc Trans Top SW -A FTG Loads: D = (15 psf)(22 ft/2 + 2 ft)(3.75 ft + 8 ft/2) = 1.51 kips L, = (20 psf)(22 ft/2 + 2 ft)(3.75 ft + 8 ft/2) = 2.015 kips S = (25 psf)(22 ft/2 + 2 ft)(3.75 ft + 8 ft/2) = 2.52 kips W = (16 psf)(22 ft/2 + 2 ft)(3.75 ft + 8 ft/2) = 1612 kips VW;,,, = 470 lb OTMwin, = (470 Ib)(9 ft) = 4.23 kip-ft VEQ = 550 lb OTM, = (550 Ib)(9 ft) = 4.95 kip-ft Use: 3 -9" W x 4 =0"L x 10" DP FTG w/(4)#5 Long & #4@ 9"oc Trans, Top FTG Between Garage Doors : D = (15 psf)(22 ft/2 + 2 ft)(10 ft/2 + 8 ft/2 + 1.5 ft) = 2.05 kips L, = (20 psf)(22 ft/2 + 2 ft)(10 ft/2 + 8 ft/2 + 1.5 ft) = 2.73 kips S = (25 psf)(22 ft/2 + 2 ft)(10 ft/2 + 8 ft/2 + 1.5 ft) = 3.41 kips W = (16 psf)(22 ft/2 + 2 ft)(10 ft/2 + 8 ft/2 + 1.5 ft) = 2.18 kips Use: X-0" SQ x 10" DP FTG w/(4)#4 EW Top IVED O 107 2022 CI V OF EDMONDS DEVE PMENT SERVICES EPARTMENT Sheet No. Project: Nielsen Residence - Car Port D E I DIBBLE ENGINEERS INC Project No: 22-231 Subject: Foundation Plan By: GNG Allowable Bearing Pressure (6ALLOW) = 1500 psf Passive Pressure = 200 psf Coefficient of Sliding Friction ('CALLOW) = 0.30 ROOF LINE ABOVE ------------!- - '--—-—-—-—-— - — - — -- f ' I-- - — - — - — - — - — - — -,,--—-—-—-— - — - — -— II I l� r + ' r I 1 3 =0"SQ x 10" DP wl(4)#4 EW Top f tf I 4 =9"L x X-6W x I0" DP ! w1(4)#4 LONG & #4 @ 9" I ' r I ! oc Tans, Top �` + f 12"W x 10""DP + I i wl(3)#4 LONG & �#4 0 9" oc Tans f + - - - - - - - - ---_ - - - - -- - - -------t� Foundation Plan Rt6bVED Oct 07 2022 Protect Title: Engineer: CITV OF EDMONDS Project ID: DEVELOPMENT SERVICES DEPARTMENT Project Descr: Printed: 3 JUL 2022, 5:38AM General Footing File: Nielsen Residence.ec6 g Software copyright ENERCALC, INC. 1983-2020, BuiIV2.20.8.17 DESCRIPTION: FTG at SWA Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Material Properties Soil Design Values fc : Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 1.0 ksf fy : Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec : Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 1.50 ft Min Steel % Bending Reinf. = Allow press. increase per foot of depth = ksf Min Allow % Temp Reinf. = 0.00180 when footing base is below = ft Min. Overturning Safety Factor = 1.0 : 1 Min. Sliding Safety Factor = 1.0 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability, moments & shears Yes = ksf Add Pedestal Wt for Soil Pressure No when max. length or width is greater than = ft Use Pedestal wt for stability, mom & shear No Dimensions Width parallel to X-X Axis = 4.0 ft Length parallel to Z-Z Axis = 3.50 ft Footing Thickness = 10.0 in Pedestal dimensions... px : parallel to X-X Axis = pz : parallel to Z-Z Axis = Height - Reber Centerline to Edge of Concrete... at Bottom of footing = Reinforcing 48.0 in 8.0 in 8.0 in 3.0 in Bars parallel to X-X Axis Number of Bars = 4 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 5 Reinforcing Bar Size = # 4 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation Bars along Z-Z Axis # Bars required within zone 93.3 % # Bars required on each side of zone 6.7 % Applied Loads D Lr P : Column Load = 0.9750 1.30 OB : Overburden = M-xx = M-zz = V-x V-z L S W E H 1.625 0.0 k ksf k-ft 4.230 4.950 k-ft 0.470 0.550 k k RtdtIVED Oct 07 2022 Project Title: Engineer: CITV OF EDMONDS Project ID: DEVELOPMENT SERVICES DEPARTMENT Project Descr: Printed: 3 JUL 2022, 5:38AM General Footing File: Nielsen Residence.ec6 g Software copyright ENERCALC, INC. 1983-2020, BuHV2.20.8.17 KW-06006102 DIBBLE ENGINEERS INC. DESCRIPTION: FTG at SWA DESIGN SUMMARY - • Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.6709 Soil Bearing 0.6709 ksf 1.0 ksf +0.60D+0.60W about Z-Z axis PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 1.038 Overturning - Z-Z 4.043 k-ft 4.197 k-ft +0.60D+0.70E PASS 3.687 Sliding - X-X 0.3850 k 1.420 k +0.60D+0.70E PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.0 Z Flexure (+X) 0.0 k-ft/ft 0.0 k-ft/ft No Moment PASS 0.0 Z Flexure (-X) 0.0 k-ft/ft 0.0 k-ft/ft No Moment PASS 0.03334 X Flexure (+Z) 0.2534 k-ft/ft 7.599 k-ft/ft +1.20D+1.60S PASS 0.03334 X Flexure (-Z) 0.2534 k-ft/ft 7.599 k-ft/ft +1.20D+1.60S PASS n/a 1-way Shear (+X) 0.0 psi 82.158 psi n/a PASS 0.0 1-way Shear (-X) 0.0 psi 0.0 psi n/a PASS 0.03074 1-way Shear (+Z) 2.525 psi 82.158 psi +1.20D+1.60S PASS 0.03074 1-way Shear (-Z) 2.525 psi 82.158 psi +1.20D+1.60S PASS n/a 2-way Punching 3.069 psi 82.158 psi +1.40D Detailed Results Soil Bearing Rotation Axis & Xecc Zecc Actual Soil Bearing Stress @ Location Actual I Allow Load Combination... Gross Allowable (in) Bottom, -Z Top, +Z Left, -X Right, +X Ratio X-X, D Only 1.0 n/a 0.0 0.2498 0.2498 n/a n/a 0.250 X-X, +D+Lr 1.0 n/a 0.0 0.3427 0.3427 n/a n/a 0.343 X-X, +D+S 1.0 n/a 0.0 0.3659 0.3659 n/a n/a 0.366 X-X, +D+0.60W 1.0 n/a 0.0 0.2498 0.2498 n/a n/a 0.250 X-X, +D+0.750Lr+0.45OW 1.0 n/a 0.0 0.3195 0.3195 n/a n/a 0.320 X-X, +D+0.750S+0.450W 1.0 n/a 0.0 0.3369 0.3369 n/a n/a 0.337 X-X, +0.60D+0.60W 1.0 n/a 0.0 0.1499 0.1499 n/a n/a 0.150 X-X, +D+0.750S+0.5250E 1.330 n/a 0.0 0.3369 0.3369 n/a n/a 0.253 Z-Z, D Only 1.0 0.0 n/a n/a n/a 0.2498 0.2498 0.250 Z-Z, +D+Lr 1.0 0.0 n/a n/a n/a 0.3427 0.3427 0.343 Z-Z, +D+S 1.0 0.0 n/a n/a n/a 0.3659 0.3659 0.366 Z-Z, +D+0.60W 1.0 10.158 n/a n/a n/a 0.0 0.5743 0.574 Z-Z, +D+0.750Lr+0.45OW 1.0 5.958 n/a n/a n/a 0.08393 0.5550 0.555 Z-Z, +D+0.750S+0.450W 1.0 5.650 n/a n/a n/a 0.1013 0.5725 0.573 Z-Z, +0.60D+0.60W 1.0 16.931 n/a n/a n/a 0.0 0.6709 0.671 Z-Z, +D+0.750S+0.5250E 1.330 7.714 n/a n/a n/a 0.01530 0.6585 0.495 Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X, D Only None 0.0 k-ft Infinity OK X-X, +D+Lr None 0.0 k-ft Infinity OK X-X, +D+S None 0.0 k-ft Infinity OK X-X, +D+0.60W None 0.0 k-ft Infinity OK X-X, +D+0.750Lr+0.450W None 0.0 k-ft Infinity OK X-X, +D+0.750S+0.450W None 0.0 k-ft Infinity OK X-X, +0.60D+0.60W None 0.0 k-ft Infinity OK X-X, +D+0.70E None 0.0 k-ft Infinity OK X-X, +D+0.750S+0.5250E None 0.0 k-ft Infinity OK X-X, +0.60D+0.70E None 0.0 k-ft Infinity OK Z-Z, D Only None 0.0 k-ft Infinity OK Z-Z, +D+Lr None 0.0 k-ft Infinity OK Z-Z, +D+S None 0.0 k-ft Infinity OK Z-Z, +D+0.60W 2.961 k-ft 6.996 k-ft 2.363 OK Z-Z, +D+0.750Lr+0.45OW 2.221 k-ft 8.946 k-ft 4.028 OK Z-Z, +D+0.750S+0.450W 2.221 k-ft 9.433 k-ft 4.248 OK Z-Z, +0.60D+0.60W 2.961 k-ft 4.197 k-ft 1.418 OK Z-Z, +D+0.70E 4.043 k-ft 6.996 k-ft 1.731 OK Z-Z, +D+0.750S+0.5250E 3.032 k-ft 9.433 k-ft 3.111 OK Z-Z, +0.60D+0.70E 4.043 k-ft 4.197 k-ft 1.038 OK Rt6bVED Oct 07 2022 Project Title: Engineer: CITV OF EDMONDS Project ID: DEVELOPMENT SERVICES DEPARTMENT Project Descr: Printed: 3 JUL 2022, 5:38AM General Footin File: Nielsen Residence.ec6 g Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 DESCRIPTION: FTG at SWA All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status X-X, D Only 0.0 k 1.839 k No Slidinq OK X-X, +D+Lr 0.0 k 2.229 k No Slidinq OK X-X, +D+S 0.0 k 2.327 k No Slidinq OK X-X, +D+0.60W 0.2820 k 1.839 k 6.522 OK X-X, +D+0.750Lr+0.45OW 0.2115 k 2.132 k 10.079 OK X-X, +D+0.750S+0.450W 0.2115 k 2.205 k 10.425 OK X-X, +0.60D+0.60W 0.2820 k 1.420 k 5.034 OK X-X, +D+0.70E 0.3850 k 1.839 k 4.777 OK X-X, +D+0.750S+0.5250E 0.2888 k 2.205 k 7.636 OK X-X, +0.60D+0.70E 0.3850 k 1.420 k 3.687 OK Z-Z, D Only 0.0 k 1.952 k No Slidinq OK Z-Z, +D+Lr 0.0 k 2.342 k No Slidinq OK Z-Z, +D+S 0.0 k 2.440 k No Slidinq OK Z-Z, +D+0.60W 0.0 k 1.952 k No Slidinq OK Z-Z, +D+0.70E 0.0 k 1.952 k No Slidinq OK Z-Z, +D+0.750S+0.5250E 0.0 k 2.318 k No Slidinq OK Z-Z, +0.60D+0.70E 0.0 k 1.532 k No Slidinq OK Z-Z, +D+0.750Lr+0.45OW 0.0 k 2.245 k No Slidinq OK Z-Z, +D+0.750S+0.450W 0.0 k 2.318 k No Slidinq OK Z-Z, +0.60D+0.60W 0.0 k 1.532 k No Slidinq OK Footing Flexure Flexure Axis 8 Load Combination Mu Side Tension As Req'd Gvrn. As Actual As Phi*Mn Status k-ft Surface in12 in12 in12 k-ft X-X, +1.40D 0.07820 +Z Bottom 0.2160 Min Temp % 0.250 7.599 OK X-X, +1.40D 0.07820 -Z Bottom 0.2160 Min Temp % 0.250 7.599 OK X-X, +1.20D+1.60Lr 0.2161 +Z Bottom 0.2160 Min Temp % 0.250 7.599 OK X-X, +1.20D+1.60Lr 0.2161 -Z Bottom 0.2160 Min Temp % 0.250 7.599 OK X-X, +1.20D+1.60Lr+0.50W 0.2161 +Z Bottom 0.2160 Min Temp % 0.250 7.599 OK X-X, +1.20D+1.60Lr+0.50W 0.2161 -Z Bottom 0.2160 Min Temp % 0.250 7.599 OK X-X, +1.20D+1.60S 0.2534 +Z Bottom 0.2160 Min Temp % 0.250 7.599 OK X-X, +1.20D+1.60S 0.2534 -Z Bottom 0.2160 Min Temp % 0.250 7.599 OK X-X, +1.20D+1.60S+0.50W 0.2534 +Z Bottom 0.2160 Min Temp % 0.250 7.599 OK X-X, +1.20D+1.60S+0.50W 0.2534 -Z Bottom 0.2160 Min Temp % 0.250 7.599 OK X-X, +0.90D+W 0.05027 +Z Bottom 0.2160 Min Temp % 0.250 7.599 OK X-X, +0.90D+W 0.05027 -Z Bottom 0.2160 Min Temp % 0.250 7.599 OK X-X, +1.20D+0.20S+E 0.09032 +Z Bottom 0.2160 Min Temp % 0.250 7.599 OK X-X, +1.20D+0.20S+E 0.09032 -Z Bottom 0.2160 Min Temp % 0.250 7.599 OK X-X, +0.90D+E 0.05027 +Z Bottom 0.2160 Min Temp % 0.250 7.599 OK X-X, +0.90D+E 0.05027 -Z Bottom 0.2160 Min Temp % 0.250 7.599 OK Z-Z, +1.40D 0.0 -X Top 0.2160 Min Temp % 0.2286 6.970 OK Z-Z, +1.40D 0.0 +X Top 0.2160 Min Temp % 0.2286 6.970 OK Z-Z, +1.20D+1.60Lr 0.0 -X Top 0.2160 Min Temp % 0.2286 6.970 OK Z-Z, +1.20D+1.60Lr 0.0 +X Top 0.2160 Min Temp % 0.2286 6.970 OK Z-Z, +1.20D+1.60Lr+0.50W 0.0 -X Top 0.2160 Min Temp % 0.2286 6.970 OK Z-Z, +1.20D+1.60Lr+0.50W 0.0 +X Top 0.2160 Min Temp % 0.2286 6.970 OK Z-Z, +1.20D+1.60S 0.0 -X Top 0.2160 Min Temp % 0.2286 6.970 OK Z-Z, +1.20D+1.60S 0.0 +X Top 0.2160 Min Temp % 0.2286 6.970 OK Z-Z, +1.20D+1.60S+0.50W 0.0 -X Top 0.2160 Min Temp % 0.2286 6.970 OK Z-Z, +1.20D+1.60S+0.50W 0.0 +X Top 0.2160 Min Temp % 0.2286 6.970 OK Z-Z, +0.90D+W 0.0 -X Top 0.2160 Min Temp % 0.2286 6.970 OK Z-Z, +0.90D+W 0.0 +X Top 0.2160 Min Temp % 0.2286 6.970 OK Z-Z, +1.20D+0.20S+E 0.0 -X Top 0.2160 Min Temp % 0.2286 6.970 OK Z-Z, +1.20D+0.20S+E 0.0 +X Top 0.2160 Min Temp % 0.2286 6.970 OK Z-Z, +0.90D+E 0.0 -X Top 0.2160 Min Temp % 0.2286 6.970 OK Z-Z, +0.90D+E 0.0 +X Top 0.2160 Min Temp % 0.2286 6.970 OK One Way Shear Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu 1 Phi*Vn Status +1.40D 0.00 psi 0.00 psi 0.78 psi 0.78 psi 0.78 psi 82.16 psi 0.01 OK +1.20D+1.60Lr 0.00 psi 0.00 psi 2.15 psi 2.15 psi 2.15 psi 82.16 psi 0.03 OK +1.20D+1.60Lr+0.50W 0.00 psi 0.00 psi 2.15 psi 2.15 psi 2.15 psi 82.16 psi 0.03 OK Project Title: Engineer: Project ID: Project Descr: Rt6bVED Oct 07 2022 CITV OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Printed: 3 JUL 2022, 5:38AM General Footing File: Nielsen Residence.ec6 g Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 KW-06006102 DIBBLE ENGINEERS INC. DESCRIPTION: FTG at SWA One Way Shear Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.20D+1.60S 0.00 psi 0.00 psi 2.53 psi 2.53 psi 2.53 psi 82.16 psi 0.03 OK +1.20D+1.60S+0.50W 0.00 psi 0.00 psi 2.53 psi 2.53 psi 2.53 psi 82.16 psi 0.03 OK +0.90D+W 0.00 psi 0.00 psi 0.50 psi 0.50 psi 0.50 psi 82.16 psi 0.01 OK +1.20D+0.20S+E 0.00 psi 0.00 psi 0.90 psi 0.90 psi 0.90 psi 82.16 psi 0.01 OK +0.90D+E 0.00 psi 0.00 psi 0.50 psi 0.50 psi 0.50 psi 82.16 psi 0.01 OK Two -Way "Punching" Shear All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +1.40D 3.07 psi 109.55psi 0.02802 OK +1.20D+1.60Lr 3.07 psi 109.55psi 0.02802 OK +1.20D+1.60Lr+0.50W 3.07 psi 109.551)si 0.02802 OK +1.20D+1.60S 3.07 psi 109.55psi 0.02802 OK +1.20D+1.60S+0.50W 3.07 psi 109.55psi 0.02802 OK +0.90D+W 3.07 psi 109.55psi 0.02802 OK +1.20D+0.20S+E 3.07 psi 109.551)si 0.02802 OK +0.90D+E 3.07 psi 109.55psi 0.02802 OK RMEIVED Oct 07 2022 Protect Title: Engineer: CITV OF EDMONDS Project ID: DEVELOPMENT SERVICES DEPARTMENT Project Descr: Printed: 3 JUL 2022, 5:09AM General FootingFile: Nielsen Residence.ec6 1.11. 1 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 DESCRIPTION: Typ Garage FTG Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Material Properties Soil Design Values fc : Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 1.50 ksf fy : Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec : Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 200.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 1.50 ft Min Steel % Bending Reinf. = Allow press. increase per foot of depth = ksf Min Allow % Temp Reinf. = 0.00180 when footing base is below = ft Min. Overturning Safety Factor = 1.0 : 1 Min. Sliding Safety Factor = 1.0 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability, moments & shears Yes = ksf Add Pedestal Wt for Soil Pressure No when max. length or width is greater than - - ft Use Pedestal wt for stability, mom & shear No Dimensions Width parallel to X-X Axis = 1.0 ft Length parallel to Z-Z Axis = 1.0 ft Footing Thickness = 10.0 in a Pedestal dimensions... px : parallel to X-X Axis = pz : parallel to Z-Z Axis = Height - Reber Centerline to Edge of Concrete... at Bottom of footing = Reinforcing Bars parallel to X-X Axis Number of Bars = Reinforcing Bar Size = Bars parallel to Z-Z Axis Number of Bars = Reinforcing Bar Size = Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation # Bars required within zone # Bars required on each side of zone Applied Loads P : Column Load = 0.3050 0.260 0.3250 0.210 OB : Overburden = M-xx = M-zz = V-x = V-z = 8.0 in 12.0 in 8.0 in 3.0 in 4.0 # 3 3.0 # 4 n/a n/a n/a qBa, X-X Section Looking to +Z Lr L S W E H k ksf k-ft k-ft k k Rt6bVED Oct 07 2022 Project Title: Engineer: CITV OF EDMONDS Project ID: DEVELOPMENT SERVICES DEPARTMENT Project Descr: Printed: 3 JUL 2022, 5:09AM General Footing File: Nielsen Residence.ec6 g Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 KW-06006102 DIBBLE ENGINEERS INC. DESCRIPTION: Typ Garage FTG DESIGN SUMMARY - • Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.5257 Soil Bearing 0.7885 ksf 1.50 ksf +D+0.750S+0.450W about Z-Z axis PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.000995 Z Flexure (+X) 0.01294 k-ft/ft 13.006 k-ft/ft +1.20D+1.60S+0.50W PASS 0.000995 Z Flexure (-X) 0.01294 k-ft/ft 13.006 k-ft/ft +1.20D+1.60S+0.50W PASS 0.0 X Flexure (+Z) 0.0 k-ft/ft 0.0 k-ft/ft No Moment PASS 0.0 X Flexure (-Z) 0.0 k-ft/ft 0.0 k-ft/ft No Moment PASS n/a 1-way Shear (+X) 0.0 psi 82.158 psi n/a PASS 0.0 1-way Shear (-X) 0.0 psi 0.0 psi n/a PASS n/a 1-way Shear (+Z) 0.0 psi 82.158 psi n/a PASS n/a 1-way Shear (-Z) 0.0 psi 82.158 psi n/a PASS n/a 2-way Punching 0.8660 psi 82.158 psi +1.40D Detailed Results Soil Bearing Rotation Axis & Xecc Zecc Actual Soil Bearing Stress @ Location Actual I Allow Load Combination... Gross Allowable (in) Bottom, -Z Top, +Z Left, -X Right, +X Ratio X-X, D Only 1.50 n/a 0.0 0.4503 0.4503 n/a n/a 0.300 X-X, +D+Lr 1.50 n/a 0.0 0.7103 0.7103 n/a n/a 0.474 X-X, +D+S 1.50 n/a 0.0 0.7753 0.7753 n/a n/a 0.517 X-X, +D+0.60W 1.50 n/a 0.0 0.5763 0.5763 n/a n/a 0.384 X-X, +D+0.750Lr+0.45OW 1.50 n/a 0.0 0.7398 0.7398 n/a n/a 0.493 X-X, +D+0.750S+0.450W 1.50 n/a 0.0 0.7885 0.7885 n/a n/a 0.526 X-X, +0.60D+0.60W 1.50 n/a 0.0 0.3962 0.3962 n/a n/a 0.264 Z-Z, D Only 1.50 0.0 n/a n/a n/a 0.4503 0.4503 0.300 Z-Z, +D+Lr 1.50 0.0 n/a n/a n/a 0.7103 0.7103 0.474 Z-Z, +D+S 1.50 0.0 n/a n/a n/a 0.7753 0.7753 0.517 Z-Z, +D+0.60W 1.50 0.0 n/a n/a n/a 0.5763 0.5763 0.384 Z-Z, +D+0.750Lr+0.45OW 1.50 0.0 n/a n/a n/a 0.7398 0.7398 0.493 Z-Z, +D+0.750S+0.450W 1.50 0.0 nla n/a n/a 0.7885 0.7885 0.526 Z-Z, +0.60D+0.60W 1.50 0.0 n/a n/a n/a 0.3962 0.3962 0.264 Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Footing Flexure Flexure Axis &Load Combination Mu Side Tension As Req'd Gvrn. As Actual As Phi*Mn Status k-ft Surface in12 in12 inA2 k-ft X-X, +1.40D 0.0 +Z Top 0.2160 Min Temp % 0.60 17.312 OK X-X, +1.40D 0.0 -Z Top 0.2160 Min Temp % 0.60 17.312 OK X-X, +1.20D+1.60Lr 0.0 +Z Top 0.2160 Min Temp % 0.60 17.312 OK X-X, +1.20D+1.60Lr 0.0 -Z Top 0.2160 Min Temp % 0.60 17.312 OK X-X, +1.20D+1.60Lr+0.50W 0.0 +Z Top 0.2160 Min Temp % 0.60 17.312 OK X-X, +1.20D+1.60Lr+0.50W 0.0 -Z Top 0.2160 Min Temp % 0.60 17.312 OK X-X, +1.20D+1.60S 0.0 +Z Top 0.2160 Min Temp % 0.60 17.312 OK X-X, +1.20D+1.60S 0.0 -Z Top 0.2160 Min Temp % 0.60 17.312 OK X-X, +1.20D+1.60S+0.50W 0.0 +Z Top 0.2160 Min Temp % 0.60 17.312 OK X-X, +1.20D+1.60S+0.50W 0.0 -Z Top 0.2160 Min Temp % 0.60 17.312 OK Rt6bVED Oct 07 2022 Project Title: Engineer: CITV OF EDMONDS Project ID: DEVELOPMENT SERVICES DEPARTMENT Project Descr: Printed: 3 JUL 2022, 5:09AM General Footing File: Nielsen Residence.ec6 g Software copyright ENERCALC, INC. 1983-2020, BuHV2.20.8.17 KW-06006102 DIBBLE ENGINEERS INC. DESCRIPTION: Typ Garage FTG Footing Flexure Flexure Axis & Load Combination Mu Side Tension As Req'd Gvrn. As Actual As Phi*Mn Status k-ft Surface inA2 inA2 inA2 k-ft X-X, +0.90D+W 0.0 +Z Top 0.2160 Min Temp % 0.60 17,312 OK X-X, +0.90D+W 0.0 -Z Top 0.2160 Min Temp % 0.60 17.312 OK Z-Z, +1.40D 0.004978 -X Bottom 0.2160 Min Temp % 0.440 13.006 OK Z-Z, +1.40D 0.004978 +X Bottom 0.2160 Min Temp % 0.440 13.006 OK Z-Z, +1.20D+1.60Lr 0.01004 -X Bottom 0.2160 Min Temp % 0.440 13.006 OK Z-Z, +1.20D+1.60Lr 0.01004 +X Bottom 0.2160 Min Temp % 0.440 13.006 OK Z-Z, +1.20D+1.60Lr+0.50W 0.01150 -X Bottom 0.2160 Min Temp % 0.440 13.006 OK Z-Z, +1.20D+1.60Lr+0.50W 0.01150 +X Bottom 0.2160 Min Temp % 0.440 13.006 OK Z-Z, +1.20D+1.60S 0.01149 -X Bottom 0.2160 Min Temp % 0.440 13.006 OK Z-Z, +1.20D+1.60S 0.01149 +X Bottom 0.2160 Min Temp % 0.440 13.006 OK Z-Z, +1.20D+1.60S+0.50W 0.01294 -X Bottom 0.2160 Min Temp % 0.440 13.006 OK Z-Z, +1.20D+1.60S+0.50W 0.01294 +X Bottom 0.2160 Min Temp % 0.440 13.006 OK Z-Z, +0.90D+W 0.006116 -X Bottom 0.2160 Min Temp % 0.440 13.006 OK Z-Z, +0.90D+W 0.006116 +X Bottom 0.2160 Min Temp % 0.440 13.006 OK One Way Shear Load Combination... Vu (a) -X Vu A +X Vu A -Z Vu A +Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 OK +1.20D+1.60Lr 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 OK +1.20D+1.60Lr+0.50W 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 OK +1.20D+1.60S 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 OK +1.20D+1.60S+0.50W 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 OK +0.90D+W 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 OK Two -Way "Punching" Shear All units k Load Combination... Vu Phi*Vn Vu 1 Phi*Vn Status +1.40D 0.87 psi 164.32psi 0.00527 OK +1.20D+1.60Lr 0.87 psi 164.32psi 0.00527 OK +1.20D+1.60Lr+0.50W 0.87 psi 164.32psi 0.00527 OK +1.20D+1.60S 0.87 psi 164.32psi 0.00527 OK +1.20D+1.60S+0.50W 0.87 psi 164.32psi 0.00527 OK +0.90D+W 0.87 psi 164.32psi 0.00527 OK I'6HIVED Oct 07 2022 Protect Title: Engineer: CITV OF EDMONDS Project ID: DEVELOPMENT SERVICES DEPARTMENT Project Descr: Printed: 3 JUL 2022, 5:20AM General Footing g File: Nielsen Residence.ec6 Software copyright ENERCALC, INC. 1983-2020, BuiIV2.20.8.17 DESCRIPTION: FTG at Garage doors Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Material Properties Soil Design Values fc : Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 1.0 ksf fy : Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec : Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 1.50 ft Min Steel % Bending Reinf. = Allow press. increase per foot of depth = ksf Min Allow % Temp Reinf. = 0.00180 when footing base is below = ft Min. Overturning Safety Factor = 1.0 : 1 Min. Sliding Safety Factor = 1.0 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability, moments & shears Yes = ksf Add Pedestal Wt for Soil Pressure No when max. length or width is greater than - - ft Use Pedestal wt for stability, mom & shear No Dimensions Width parallel to X-X Axis = 3.0 ft Length parallel to Z-Z Axis = 3.0 ft Footing Thickness = 10.0 in Pedestal dimensions... px : parallel to X-X Axis = in pz : parallel to Z-Z Axis = in Height - in Reber Centerline to Edge of Concrete... at Bottom of footing = 3.0 in Reinforcing Bars parallel to X-X Axis Number of Bars = 4.0 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 4.0 Reinforcing Bar Size = # 4 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads D P : Column Load = 1.950 OB : Overburden = M-xx = M-zz = V-x V-z d Lr L S W E H 2.60 3.250 2.080 k ksf k-ft k-ft k k R'66EIVED Oct 07 2022 Project Title: Engineer: CITV OF EDMONDS Project ID: DEVELOPMENT SERVICES DEPARTMENT Project Descr: Printed: 3 JUL 2022, 5:20AM General Footing File: Nielsen Residence.ec6 g Software copyright ENERCALC, INC. 1983-2020, Bui V2.20.8.17 KW-06006102 DIBBLE ENGINEERS INC. DESCRIPTION: FTG at Garage doors DESIGN SUMMARY - • Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.7857 Soil Bearing 0.7857 ksf 1.0 ksf +D+0.750S+0.450W about Z-Z axis PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.1326 Z Flexure (+X) 1.073 k-ft/ft 8.086 k-ft/ft +1.20D+1.60S+0.50W PASS 0.1326 Z Flexure (-X) 1.073 k-ft/ft 8.086 k-ft/ft +1.20D+1.60S+0.50W PASS 0.1326 X Flexure (+Z) 1.073 k-ft/ft 8.086 k-ft/ft +1.20D+1.60S+0.50W PASS 0.1326 X Flexure (-Z) 1.073 k-ft/ft 8.086 k-ft/ft +1.20D+1.60S+0.50W PASS 0.1285 1-way Shear (+X) 10.555 psi 82.158 psi +1.20D+1.60S+0.50W PASS 0.1285 1-way Shear (-X) 10.555 psi 82.158 psi +1.20D+1.60S+0.50W PASS 0.1285 1-way Shear (+Z) 10.555 psi 82.158 psi +1.20D+1.60S+0.50W PASS 0.1285 1-way Shear (-Z) 10.555 psi 82.158 psi +1.20D+1.60S+0.50W PASS 0.2558 2-way Punching 42.024 psi 164.317 psi +1.20D+1.60S+0.50W Detailed Results Soil Bearing Rotation Axis & Xecc Zecc Actual Soil Bearing Stress @ Location Actual / Allow Load Combination... Gross Allowable (in) Bottom, -Z Top, +Z Left, -X Right, +X Ratio X-X, D Only 1.0 n/a 0.0 0.4108 0.4108 n/a n/a 0.411 X-X, +D+Lr 1.0 n/a 0.0 0.6997 0.6997 n/a n/a 0.700 X-X, +D+S 1.0 n/a 0.0 0.7719 0.7719 n/a n/a 0.772 X-X, +D+0.60W 1.0 n/a 0.0 0.5495 0.5495 n/a n/a 0.550 X-X, +D+0.750Lr+0.45OW 1.0 n/a 0.0 0.7315 0.7315 n/a n/a 0.732 X-X, +D+0.750S+0.450W 1.0 n/a 0.0 0.7857 0.7857 n/a n/a 0.786 X-X, +0.60D+0.60W 1.0 n/a 0.0 0.3852 0.3852 n/a n/a 0.385 Z-Z, D Only 1.0 0.0 n/a n/a n/a 0.4108 0.4108 0.411 Z-Z, +D+Lr 1.0 0.0 n/a n/a n/a 0.6997 0.6997 0.700 Z-Z, +D+S 1.0 0.0 n/a n/a n/a 0.7719 0.7719 0.772 Z-Z, +D+0.60W 1.0 0.0 n/a n/a n/a 0.5495 0.5495 0.550 Z-Z, +D+0.750Lr+0.450W 1.0 0.0 n/a n/a n/a 0.7315 0.7315 0.732 Z-Z, +D+0.750S+0.450W 1.0 0.0 nla n/a n/a 0.7857 0.7857 0.786 Z-Z, +0.60D+0.60W 1.0 0.0 n/a n/a n/a 0.3852 0.3852 0.385 Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Footing Flexure Flexure Axis &Load Combination Mu Side Tension As Req'd Gvrn. As Actual As Phi*Mn Status k-ft Surface in12 in12 in2 k-ft X-X, +1.40D 0.3413 +Z Bottom 0.2160 Min Temp % 0.2667 8.086 OK X-X, +1.40D 0.3413 -Z Bottom 0.2160 Min Temp % 0.2667 8.086 OK X-X, +1.20D+1.60Lr 0.8125 +Z Bottom 0.2160 Min Temp % 0.2667 8.086 OK X-X, +1.20D+1.60Lr 0.8125 -Z Bottom 0.2160 Min Temp % 0.2667 8.086 OK X-X, +1.20D+1.60Lr+0.50W 0.9425 +Z Bottom 0.2160 Min Temp % 0.2667 8.086 OK X-X, +1.20D+1.60Lr+0.50W 0.9425 -Z Bottom 0.2160 Min Temp % 0.2667 8.086 OK X-X, +1.20D+1.60S 0.9425 +Z Bottom 0.2160 Min Temp % 0.2667 8.086 OK X-X, +1.20D+1.60S 0.9425 -Z Bottom 0.2160 Min Temp % 0.2667 8.086 OK X-X, +1.20D+1.60S+0.50W 1.073 +Z Bottom 0.2160 Min Temp % 0.2667 8.086 OK X-X, +1.20D+1.60S+0.50W 1.073 -Z Bottom 0.2160 Min Temp % 0.2667 8.086 OK R'6CHIVED Oct 07 2022 Project Title: Engineer: CITV OF EDMONDS Project ID: DEVELOPMENT SERVICES DEPARTMENT Project Descr: Printed: 3 JUL 2022, 5:20AM General Footing File: Nielsen Residence.ec6 g Software copyright ENERCALC, INC. 1983-2020, BuHV2.20.8.17 KW-06006102 DIBBLE ENGINEERS INC. DESCRIPTION: FTG at Garage doors Footing Flexure Flexure Axis & Load Combination Mu Side Tension As Req'd Gvrn. As Actual As Phi*Mn Status k-ft Surface inA2 inA2 inA2 k-ft X-X, +0.90D+W 0.4794 +Z Bottom 0.2160 Min Temp % 0.2667 8.086 OK X-X, +0.90D+W 0.4794 -Z Bottom 0.2160 Min Temp % 0.2667 8.086 OK Z-Z, +1.40D 0.3413 -X Bottom 0.2160 Min Temp % 0.2667 8.086 OK Z-Z, +1.40D 0.3413 +X Bottom 0.2160 Min Temp % 0.2667 8.086 OK Z-Z, +1.20D+1.60Lr 0.8125 -X Bottom 0.2160 Min Temp % 0.2667 8.086 OK Z-Z, +1.20D+1.60Lr 0.8125 +X Bottom 0.2160 Min Temp % 0.2667 8.086 OK Z-Z, +1.20D+1.60Lr+0.50W 0.9425 -X Bottom 0.2160 Min Temp % 0.2667 8.086 OK Z-Z, +1.20D+1.60Lr+0.50W 0.9425 +X Bottom 0.2160 Min Temp % 0.2667 8.086 OK Z-Z, +1.20D+1.60S 0.9425 -X Bottom 0.2160 Min Temp % 0.2667 8.086 OK Z-Z, +1.20D+1.60S 0.9425 +X Bottom 0.2160 Min Temp % 0.2667 8.086 OK Z-Z, +1.20D+1.60S+0.50W 1.073 -X Bottom 0.2160 Min Temp % 0.2667 8.086 OK Z-Z, +1.20D+1.60S+0.50W 1.073 +X Bottom 0.2160 Min Temp % 0.2667 8.086 OK Z-Z, +0.90D+W 0.4794 -X Bottom 0.2160 Min Temp % 0.2667 8.086 OK Z-Z, +0.90D+W 0.4794 +X Bottom 0.2160 Min Temp % 0.2667 8.086 OK One Way Shear Load Combination... Vu (a) -X Vu A +X Vu A -Z Vu A +Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D 3.36 psi 3.36 psi 3.36 psi 3.36 psi 3.36 psi 82.16 psi 0.04 OK +1.20D+1.60Lr 8.00 psi 8.00 psi 8.00 psi 8.00 psi 8.00 psi 82.16 psi 0.10 OK +1.20D+1.60Lr+0.50W 9.28 psi 9.28 psi 9.28 psi 9.28 psi 9.28 psi 82.16 psi 0.11 OK +1.20D+1.60S 9.28 psi 9.28 psi 9.28 psi 9.28 psi 9.28 psi 82.16 psi 0.11 OK +1.20D+1.60S+0.50W 10.56 psi 10.56 psi 10.56 psi 10.56 psi 10.56 psi 82.16 psi 0.13 OK +0.90D+W 4.72 psi 4.72 psi 4.72 psi 4.72 psi 4.72 psi 82.16 psi 0.06 OK Two -Way "Punching" Shear All units k Load Combination... Vu Phi*Vn Vu 1 Phi*Vn Status +1.40D 13.37 psi 164.32Psi 0.08138 OK +1.20D+1.60Lr 31.84 psi 164.32Psi 0.1938 OK +1.20D+1.60Lr+0.50W 36.93 psi 164.32psi 0.2248 OK +1.20D+1.60S 36.93 psi 164.32Psi 0.2248 OK +1.20D+1.60S+0.50W 42.02 psi 164.32Psi 0.2558 OK +0.90D+W 18.78 psi 164.32psi 0.1143 OK DEI DIBBLE ENGINEERS INC GRAVITY & LATERAL Nielsen Residence — Car Port RECEIVED Oct 07 2022 CITV OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT L)TC Hazards by Location Search Information Address: 608 Sunset Ave N, Edmonds, WA 98020, USA Coordinates:47.8169833,-122.3772231 Elevation: 28 ft Timestam p: 2022-07-02T14:28:44.216Z Hazard Seismic Type: Reference ASCE7-16 Document: Risk II Category: Site Class: D-default Basic Parameters Name Value SS 1.289 S, 0.454 SMS 1.547 SMi * null SDS 1.031 SDI * null * See Section 11.4.8 CP1 RECEIVED Oct 07 2022 CITY OF EDMONDS DEVELOPMENT S ERVICES DEPARTMENT ,Wrr VIIIIIIIIIIIII Rer'cn ©2022 Google' Report a map error Description MCER ground motion (period=0.2s) MCER ground motion (period=1.0s) Site -modified spectral acceleration value Site -modified spectral acceleration value Numeric seismic design value at 0.2s SA Numeric seismic design value at 1.0s SA Additional Information Name Value Description SDC * null Seismic design category Fa 1.2 Site amplification factor at 0.2s FV CRS CR, PGA FPGA PGAM TL SsRT SsUH SsD S 1 RT S1 UH * null Site amplification factor at 1.0s 0.91 Coefficient of risk (0.2s) 0.895 Coefficient of risk (1.0s) 0.549 1.2 0.659 6 1.289 1.417 2.214 0.454 0.507 S1 D 0.903 PGAd 0.781 * See Section 11.4.8 MCEG peak ground acceleration Site amplification factor at PGA Site modified peak ground acceleration Long -period transition period (s) Probabilistic risk -targeted ground motion (0.2s) Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) Factored deterministic acceleration value (0.2s) Probabilistic risk -targeted ground motion (1.0s) Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) Factored deterministic acceleration value (1.0s) Factored deterministic acceleration value (PGA) CP2 RECEIVED Oct 07 2022 CITV OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. L)TC Hazards by Location Search Information II� Address: 608 Sunset Ave N, Edmonds, WA 98020, USA Coordinates:47.8169833,-122.3772231 Elevation: 28 ft Timestamp: 2022-07-02T14:27:10.240Z Hazard Wind Type: ASCE 7-16 ASCE 7-10 CP3 RECEIVED Oct 07 2022 CITV OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT ©2022 Google' Report a map error ASCE 7-05 MRI 10-Year 67 mph MRI 10-Year 72 mph ASCE 7-05 Wind Speed MRI 25-Year 73 mph MR125-Year 79 mph MRI 50-Year 78 mph MRI 50-Year 85 mph MRI 100-Year 83 mph MRI 100- 91 mph Year Risk Category 1 92 mph Risk 100 mph Risk Category I I 97 mph Category I Risk 110 mph Risk Category III 104 mph Category II Risk 115 mph Risk Category 108 mph Category IV III -IV E:M Dibble Engineers Inc 1029 Market Street Kirkland, WA 98033 (425) 828-4200 RE03EWED Oct 07 2022 CITY OF EDMONDS DEVELOPMENT S ERVICES DEPARTMENT JOB TITLE Nielsen Residence -Car Port JOB NO. SHEET NO. CALCULATED BY DATE CHECKED BY DATE Wind Loads -Open Buildings: 0.25 <_ h/L <_ 1.0 Ultimate Wind Pressures Type of roof = Monoslope Free Roofs G = 0.85 Wind Flow = Clear Roof Angle = 7.1 deg NOTE: The code requires the MWFRS be Main Wind Force Resisting System designed for a minimum pressure of 16 psf. Kz = Kh (case 2) = 0.57 Base pressure (qh) = 11.8 psf Roof pressures - Wind Normal to Ridge Wind Load Wind Direction Flow Case y = 0 & 180 deg Cnw Cnl Cn = 1.20 -- -- 0.30 --- Clear Wind p = 12.0 psf 3.0 psf B .----Cn ---- ------1 10--- ------0.10 --- Flow p = -11.0 psf 1.0 psf NOTE: 1). Cnw and Cnl denote combined pressures from top and bottom roof surfaces. 2). Cnw is pressure on windward half of roof. Cnl is pressure on leeward half of roof. 3). Positive pressures act toward the roof. Negative pressures act away from the roof. Roof pressures - Wind Parallel to Ridqe, X = 90 deq Wind Load Horizontal Distance from Windward Edge Flow Case <_h >h<_2h >2h Cn 80--- 60 0.30----- Clear Wind A - p = -0 -8.0 psf -- -0 -- 6.0 psf --- 3.0 psf Cn =___ _ 0.80------------ 0.50----- ----- 0.30----- Flow p = 8.0 psf 5.0 psf 3.0 psf Fascia Panels -Horizontal pressures qp = 0.0 psf Components & Cladding - roof pressures Kz = Kh (case 1) = 0.70 Base pressure (qh) = 14.3 psf G = 0.85 h = 9.8 ft 2h = 19.5 ft Fascia pressures not applicable - roof angle exceeds 5 degrees. Windward fascia: 0.0 psf (GCpn = +1.5) Leeward fascia: 0.0 psf (GCpn = -1.0) a=3.0ft a2=9.0sf 4a2 = 36.0 sf Clear Wind Flow Effective Wind Area zone 3 zone 2 zone 1 positive negative positive negative positive negative <_ 9 sf 3.16 -4.16 2.37 -2.08 1.58 -1.39 CN >9, <_ 36 sf Y. -2.08 ._ 2.08 1.58 -1.39 -------------- > 36 sf --------------- 1.58 ----------------- -1.39 ----------------- 1.58 ---------------- -1.39 --------------- 1.58 --------------- -1.39 <_ 9 sf 38.5 psf- psf 28.9 psf -25.4 psf 19.3 psf - 16.9 psf Wind------------------------------ >9, <_ 36 sf --------- 28.9 psf ---50.7 -- 25.4 psf - 28.9 psf 25.4 psf 19.3 psf 16.9 psf pressure- > 36 sf 19.3 psf - - -- - -- 16.9 psf -- -- ------ 19.3 psf -------------------- 16.9 psf ------------ 19.3 psf --------------- 16.9 psf Dibble Engineers Inc 1029 Market Street Kirkland, WA 98033 (425) 828-4200 WIND DIRECTION Y= 0', 180' WIND DIRECTION JOB TITLE Nielsen Residence -Car Port JOB NO. CALCULATED BY CHECKED BY Location of Wind Pressure Zones WIND DIREC TION',� MONOSLOPE T. PITCHED T_ MONOSLOPE REaRVED Oct 07 2022 CITY OF EDMONDS DEVELOPMEW-SERVICES DEPARTMENT SHEET NO. DATE DATE L C'NW C IAL � 0 WIND DIRECTION .0 y= 0', 180' 7 WIND DIRECTTON y = 0', 180' WIND DIRECTION PITCHED TROUGH WIND DIRECTION y = 90' MAIN WIND FORCE RESISTING SYSTEM WIND DIRECTION WIND DIRECTION Y= 180' 3 3 1 1 e< 1o° e= Ioo MONOSLOPE PITCHED ORTROUGHED ROOF COMPONENTS AND CLADDING Dibble Engineers Inc 1029 Market Street Kirkland, WA 98033 (425) 828-4200 Seismic Loads: IBC 2018 Risk Category: II Importance Factor (1) : 1.00 Site Class : D Ss (0.2 sec) = 128.90 %g S1 (1.0 sec) = 45.40 %g Fa = 1.000 Sms = 1.289 Fv = 1.846 Sm1 = 0.838 JOB TITLE Nielsen Residence -Car Port JOB NO. SHEET NO. CALCULATED BY DATE CHECKED BY DATE REaffiVED Oct 07 2022 CITY OF EDMONDS DFVFI OPMFNT SFRVI CES DEPARTMENT Strength Level Forces SDS = 0.859 Design Category = D SD1 = 0.559 Design Category = D Seismic Design Category = D Redundancy Coefficient p = 1.30 Number of Stories: 1 Structure Type: All other building systems Horizontal Struct Irregularities: No plan Irregularity Vertical Structural Irregularities: No vertical Irregularity Flexible Diaphragms: Yes Building System: Cantilevered Column Systems detailed to conform to the requirements for: Seismic resisting system: Steel special cantilever column systems System Structural Height Limit: 35 ft Actual Structural Height (hn) = 11.1 ft See ASCE7 Section 12.2.5 for exceptions and other system limitations DESIGN COEFFICIENTS AND FACTORS Response Modification Coefficient (R) = 2.5 Over -Strength Factor (0o) = 1.25 Deflection Amplification Factor (Cd) = 2.5 SDS = 0.859 Sol = 0.559 Seismic Load Effect (E) = Eh +/-Ev = p QE +/- 0.2SDs D = 1.3Qe +/- 0.172D Special Seismic Load Effect (Em) = Emh +/- Ev = QO QE +/- 0.2SDs D = 1.25Qe +/ 0.172D PERMITTED ANALYTICAL PROCEDURES Simplified Analysis - Use Equivalent Lateral Force Analysis Equivalent Lateral -Force Analysis - Permitted Building period coef. (CT) = 0.020 Approx fundamental period (Ta) = CThN" _ User calculated fundamental period (T) = Long Period Transition Period (TL) = ASCE7 map = Seismic response coef. (Cs) = SDSI/R = need not exceed Cs = Sdt I /RT = but not less than Cs = 0.044Sdsl = USE Cs = QE = horizontal seismic force D = dead load Cu = 1.40 0.122 sec x= 0.75 Tmax = CuTa = 0.170 sec Use T = 0.122 6 0.344 1.838 0.038 0.344 Design Base Shear V = 0.344W Model & Seismic Response Analysis - Permitted (see code for procedure) ALLOWABLE STORY DRIFT Structure Type: All other structures Allowable story drift Aa = 0.020hsx where hsx is the story height below level x REOMWED Oct 07 2022 CITY OF EDMONDS Dibble Engineers Inc DEVELOPMENT S ERVICES JOB TITLE Nielsen Residence -Car Port DEPARTMENT 1029 Market Street Kirkland, WA 98033 JOB NO. SHEET NO. (425) 828-4200 CALCULATED BY DATE CHECKED BY DATE Roof Design Loads Items IlDescription Multiple I psf (max) I psf (min) Roofing Asphalt Shingles w/roll roofing 3.0 2.0 Decking 1/2" plywood/OSB 1.8 1.5 Framing Wood 2x @24" 2.5 1.5 Misc. Misc. 0.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Actual Dead Load 7.8 5.0 Use this DL instead 8.0 5.0 Live Load 20.0 0.0 Snow Load 25.0 0.0 Ultimate Wind (zone 2 - 100sf) 28.9 -25.4 ASD Loading D + S 33.0 - D + 0.75(0.6*W + S) 39.8 - 0.6*D + 0.6*W - -12.2 LRFD Loading 1.2D + 1.6 S + 0.5W 64.0 - 1.2D + 1.OW + 0.5S 51.0 - 0.9D + 1.OW - -20.9 Roof Live Load Reduction 0 to 200 sf: 20.0 psf 200 to 600 sf: 20.0 psf over 600 sf: 20.0 psf 300 sf 20.0 psf 400 sf 20.0 psf 500 sf 20.0 psf User Input: 450 sf 20.0 psf Roof angle 1.50 / 12 7.1 deg i2'-< J/F A REMWED Oct 07 2022 Cl OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT D W s Dme Dy D—rlpti- GARAGE AND PATIO ADDITION Nielsen Residence GLENN S. STEINER' ARCHITECT - - x 608 SUNSET AVE. N. EDMONDS, WA 98020 MIS DRA— IS © COPMI—D MD IS THE EXCLUSIVE PROPERTY OE NE ARCHITECT (425) 749-8271 a- .il: g—..k@9meii.— 842 Kimberly Ave., Ken[, WA 98030 iri 91. Sheet No. Project: Nielsen Residence - Car Port DEI DIBBLE ENGINEERS INC Project No: 22-231 subject: Seismic and Gravity Design By: GNG Seismic Base Shear: VEQ = CSDL = (0.344)(510 sf)(8 psf) = 1405 lb Wind Base Shear: Vv, = (255 sf)((12 psf + 3 psf) = 3825 lb Wind Governs Cantilever Column Design: Hmax = 11.5 ft - 14"/(12"/ft) = 10.33 ft VAS, = 0.6(3825 lb)/4 = 575 lb MBASE = (575 Ib)(10.33 ft)/(1000 lb/kip) = 5.94 kip- ft 4ALLON/ = L/360 = (10.33 ft)(12"/ft)/360 = 0.341" 1,,, = (0.575 kips)(10.33 ft)3(12"/ft)2/[3(29000 ksi)(0.34")] = 3.09 in4 TRY HSS 5x5x114 1= 16 in4 > 3.09 in4 OK M 10, = 17.5 kip-ft > 5.94 kip-ft OK USE: HSS 5x5x1/4 Connectors for Rafters: Governing Combination 06.D + 0.6W NOTE: Loads from FORTE Output Uplift = 0.6(205 lb) - 0.6(650 lb) = -267 lb USE: Simpson H1 Ties w/0.131 "x1-1/2" Nails, EA End of Rafters Capacity Uplift(1.60) = 425 lb Wind Loading - MFRS Roof Framing Plan O t 07 2022 CI V OF EDMONDS DEVE PMENT SERVICES EPARTMENT IFORTE'CM MEMBER REPORT Roof, Roof: Joist 1 piece(s) 2 x 12 HF No.2 @ 24" OC Sloped Length: 24' 11 5/16" 12 1.5 4' 16' 9" 4' 0 ❑2 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1007 @ 4' 2143 (3.50") Passed (47%) 1.0 D + 0.45 W + 0.75 L + 0.75 S (Adj Spa s Shear (Ibs) 495 @ 5' 15/16" 1941 Passed (25%) 1.15 1.0 D + 1.0 S (Adj Spans) Moment (Ft-Ibs) 1990 @ 12' 4 1/2" 2964 Passed (67%) 1.15 1.0 D + 1.0 S (Alt Spans) Live Load DeFl. (in) 0.454 @ 12' 4 1/2" 0.844 Passed (L/446) 1.0 D + 0.45 W + 0.75 L + 0.75 S (Alt S ans Total Load Defl. (in) 0.545 @ 12' 4 1/2" 1.125 Passed (L/372) 1.0 D + 0.45 W + 0.75 L + 0.75 S (Alt Spans) • Deflection criteria: LL (L/240) and TL (L/180). • Overhang deflection criteria: LL (2L/240) and TL (2L/180). • Allowed moment does not reflect the adjustment for the beam stability factor. • A 15 % increase in the moment capacity has been added to account for repetitive member usage. • Applicable calculations are based on NOS. REGOWED PASQEt97 2022 CITV OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Member Length : 25' 11/16" System : Roof Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : ASO Member Pitch : 1.5/12 Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available I Required Dead Roof Live Snow Wind Total 1 - Beveled Plate - PSL 3.50" 3.50" 1.64" 200 505 631 743 2079 Blocking 2 - Beveled Plate - PSL 3.50" 3.50" 1.64" 200 505 631 743 2079 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. ateral Bracing Bracing Intervals Comments Top Edge (Lu) 4' S" o/c Bottom Edge (Lu) 22' 8" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location (Side) Spacing Dead (0.90) Roof Live (non -snow: 1.25) Snow (1.15) Wind (1.60) Comments 1 - Uniform (PSF) 0 to 24' 9" 24" 8.0 20.0 25.0 - Roof Loading 2 - Uniform (PSF) 0 to 24' 9" 24" - - - 28.9 Positive Wind Weyerhaeuser Notes IMF- NNW Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by IOC -ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.r,om/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes George Nick Gimas Dibble Engineers Inc (478)803-4200 tzimapitis@gmail.com 7/3/2022 8:52:39 AM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: Nielsen Residence Page 1 / 1 ®FQRTEMD MEMBER REPORT Roof, Roof: Joist 1 piece(s) 2 x 12 HF No.2 @ 24" OC Sloped Length: 24' 11 5/16" 12 1.5 4' 16' 9" 4' 0 ❑2 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 830 @ 4' 2143 (3.50") Passed (39%) -- 1.0 D + 1.0 S (Adj Spans) Shear (Ibs) 495 @ 5' 15/16" 1941 Passed (25%) 1.15 1.0 D + 1.0 S (Adj Spans) Moment (Ft-Ibs) 1990 @ 12' 4 1/2" 2964 Passed (67%) 1.15 1.0 D + 1.0 S (Alt Spans) Live Load Defl. (in) 0.181 @ 24' 9" 0.403 Passed (2L/534) 1.0 D + 0.6 W (Alt Spans) Total Load Defl. (in) 0.427 @ 12' 4 1/2" 1.125 Passed (L/475) 1.0 D + 1.0 S (Alt Spans) • Deflection criteria: LL (L/240) and TL (L/180). • Overhang deflection criteria: LL (21-/240) and TL (2L/180). • Allowed moment does not reflect the adjustment for the beam stability factor. • A 15 % increase in the moment capacity has been added to account for repetitive member usage. • -272 Ibs uplift at support located at 4'. Strapping or other restraint may be required. • -272 Ibs uplift at support located at 20' 9". Strapping or other restraint may be required. • Applicable calculations are based on Nos. REGOVED PASQEtY7 2022 CITV OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Member Length : 25' 11/16" System : Roof Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Member Pitch: 1.5/12 Bearing Length Loads to Supports (Ibs) Total Available Required Dead Roof Live Snow Wind Total Supports Accessories 1 - Beveled Plate - PSL 3.50" 3.50" 1.50" 200 505 631 -653 1653/ Blocking 2 - Beveled Plate - PSL 3.50" 3.50" 1.50" 200 505 631 -653 1653/ Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 5' 6" o/c Bottom Edge (Lu) 16' 6" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location (Side) Spacing Dead (0.90) Roof Live (non -snow: 1.25) Snow (1.15) Wind (1.60) comments 1 - Uniform (PSF) 0 to 24' 9" 24" 8.0 20.0 25.0 - Roof Loading 2 - Uniform (PSF) 0 to 24' 9" 24" - - - -25.4 Negative Wind Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. loads, dimensions and support information have been provided by ForteWEB Software Operator Hurricane Ties: 0.6D + 0.6W = 0.6(200 lb - 6531b) = 275 lb uplift Use: Simpson H1 Hurricane Ties w/(10)0.131x1-1/2 nails Capacity = 425 lb uplift ForteWEB Software Operator Job Notes George Nick Gimas Dibble Engineers Inc (478)803-4200 tzimapitis@gmail.com 7/3/2022 8:53:29 AM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: Nielsen Residence Page 1 / 1 IFORTE'CM MEMBER REPORT Roof, Roof: Drop Beam 3 piece(s) 1 3/4" x 14" 2.0E Microllam® LVL Overall Length: 25' 4" 21' 4" 2' 0 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 6730 @ 2' 19688 (5.00") Passed (34%) 1.0 D + 0.45 W + 0.75 L + 0.75 S (Adj Span Shear(lbs) 4116 @ T 4 1/2" 16060 Passed (26%) 1.15 1.0 D + 1.0 S (Adj Spans) Moment (Ft-Ibs) 24545 @ 12' 8" 41846 Passed (59%) 1.15 1.0 D + 1.0 S (Alt Spans) Live Load Defl. (in) 0.808 @ 12' 8" 1.067 Passed (L/317) 1.0 D + 0.45 W + 0.75 L + 0.75 S (Alt Spans) Total Load Defl. (in) 1.054 @ 12' 8" 1.422 Passed (L/243) 1.0 D + 0.45 W + 0.75 L Spans) • Deflection criteria: LL (L/240) and TL (L/180). • Overhang deflection criteria: LL (2L/240) and TL (2L/180). Upward deflection on left and right cantilevers exceeds overhang deflection criteria. • Allowed moment does not reflect the adjustment for the beam stability factor. REGOVED PASQEtY7 2022 CITV OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASO Member Pitch : 0/12 Supports Bearing Length ILoads to Supports (Ibs) Accessories Total Available Required Dead Roof Live Snow Wind Total 1 - Column - steel 5.00" 5.00" 1.71" 1602 3242 4005 4721 13570 Blocking 2 - Column - steel 5.00" 5.00" 1.71" 1602 3242 4005 4721 13570 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 10' 7" o/c Bottom Edge (Lu) 25' 4" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location (Side) Tributary Width Dead (0.90) Roof Live (non -snow: 1.25) Snow (1.15) Wind (1.60) Comments 0 - Self Weight (PLF) 0 to 25' 4" N/A 21.5 -- -- -- 1 - Uniform (PLF) 0 to 25' 4" (Top) N/A 105.0 255.0 315.0 370.0 Rafter loading Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by IOC -ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes George Nick Gimas Dibble Engineers Inc (478)803-4200 tzimapitis@gmail.com 7/3/2022 8:58:25 AM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: Nielsen Residence Page 1 / 1 RECEIVED Oct 07 2022 Project Title: Engineer: CITV OF EDMONDS Project ID: DEVELOPMENT SERVICES DEPARTMENT Project Descr: Printed: 3 JUL 2022, 1:44AM Steel Base Plate File: Nielsen Residence.ec6 ��M Software copyright ENERCALC, INC. 1983-2020, BuildI 12.20.8.17 orrmim 1.11. 1 DESCRIPTION: HSS Column Base plate Code References Calculations per AISC Design Guide # 1, IBC 2018, CBC 2019, ASCE 7-16, AISC 360-16 Load Combination Set: ASCE 7-16 General Information Material Properties AISC Design Method Load Resistance Factor Design cp c : LRFD Resistance Factor 0.65 Steel Plate Fy = 36 ksi Concrete Support fc = 3 ksi Assumed Bearing Area: Full Bearing Nominal Bearing Fp per J8 3.060 ksi Column & Plate Column Properties Steel Section : HSS5x5xl /4 Depth 5 in Width 5 in Flange Thickness 0.233 in Web Thickness 0 in Plate Dimensions N : Length 10.0 in B : Width 10.0 in Thickness 0.750 in Column assumed welded to base plate. Applied Loads Area 4.3 inA2 Ixx 16 inA4 lyy 16 inA4 Support Dimensions Width along "X" Length along "Z' P-Y V-Z M-X D : Dead Load ....... 1.60 k k k-ft L : Live ....... k k k-ft Lr : Roof Live ......... 3.242 k k k-ft 3: Snow ................ 4.005 k k k-ft W : Wind ................ 4.721 k 0.5750 k 5.940 k-ft E : Earthquake .............. k k k-ft H : Lateral Earth ......... k k k-ft " P " = Gravity load, "+" sign is downward. "+" Moments create higher soil pressure at +Z edge. "+" Shears push plate towards +Z edge. Anchor Bolts Anchor Bolt or Rod Description 5/8" Tlten AB Max of Tension or Pullout Capacity........... 3,993.0 k Shear Capacity ......................................... 6.0 k Edge distance : bolt to plate ................... 1.50 in Number of Bolts in each Row ................... 2 Number of Bolt Rows ........................ 1 RECEIVED Oct 07 2022 Project Title: Engineer: CITV OF EDMONDS Project ID: DEVELOPMENT SERVICES DEPARTMENT Project Descr: Printed: 3 JUL 2022, 1:44AM Steel Base Plate File: Nielsen Residence.ec6 Software oopyriqht ENERCALC, INC. 1983-2020, Build:12.20.8.17 DESCRIPTION: HSS Column Base plate GOVERNING DESIGN LOAD CASE SUMMARY Plate Design Summary Design Method Load Resistance Factor Design Governing Load Combination +1.20D+0.50Lr+W Governing Load Case Type Axial + Moment, LI2 < Eccentricity, Tension or Governing STRESS RATIO 1.0 Design Plate Size 10" x 10" x 0.3/4" Pu : Axial ......... 6.161 k Mu: Moment ........ 5.940 k-ft Mu: Max. Moment ..................... fb : Max. Bending Stress ............... Fb : Allowable: Fy * Phi Bending Stress Ratio fu : Max. Plate Bearing Stress .... Fp: Allowable: Bearing Stress Ratio Tension in each Bolt ................... Allowable Bolt Tension ............... Tension Stress Ratio Load Comb.: +1.40D Loading Bearing Stresses Pu : Axial ......... 2.240 k Fp : Allowable ............................. Design Plate Height ......... 10.000 in fu : Max. Bearing Pressure Design Plate Width ......... 10.000 in Stress Ratio ............... Will be different from entry if partial bearing used. Plate Bending Stresses Al : Plate Area ......... 100.000 in12 Mmax = Fu * 1-12 / 2 ................... A2: Support Area .................. 144.000 inA2 fb : Actual ................................ sgn(A2/A1) 1.200 Fb : Allowable .............................. Stress Ratio ............... Distance for Moment Calculation „m.. ..................... 2.625 in n .. ..................... 2.625 in X .............................. 0.000 inA2 Lambda ...................... 0.000 n......................................... 0.000 in n' * Lambda .................................. 0.000 in L = max(m, n, n") ......................... 2.625 in Load Comb.: +1.20D+0.5OLr Loading Bearing Stresses Pu : Axial ......... 3.541 k Fp : Allowable ............................. Design Plate Height ......... 10.000 in fu : Max. Bearing Pressure Design Plate Width ......... 10.000 in Stress Ratio ............... Will be different from entry if partial bearing used. Plate Bending Stresses Al : Plate Area ......... 100.000 in12 Mmax = Fu * 1-12 / 2 ................... A2: Support Area .................. 144.000 inA2 fb : Actual ................................ sgn(A2/A1) 1.200 Fb : Allowable .............................. Stress Ratio ............... Distance for Moment Calculation „m.. ..................... 2.625 in n .. ..................... 2.625 in X .............................. 0.000 inA2 Lambda ...................... 0.000 n......................................... 0.000 in n' * Lambda .................................. 0.000 in L = max(m, n, n") ......................... 2.625 in 3.241 k-in 23.047 ksi 32.400 ksi 0.711 Bending Stress OK 1.989 ksi 1.989 ksi 1.000 Bearing Stress OK 2.639 3,993.000 0.001 Tension Stress OK Axial Load Only, No Moment 1.989 ksi 0.022 ksi 0.011 0.077 k-in 0.366 ksi 32.400 ksi 0.011 Axial Load Only, No Moment 1.989 ksi 0.035 ksi 0.018 0.122 k-in 0.578 ksi 32.400 ksi 0.018 RECEIVED Oct 07 2022 Protect Title: Engineer: CITV OF EDMONDS Project ID: DEVELOPMENT SERVICES DEPARTMENT Project Descr: Printed: 3 JUL 2022, 1:44AM Steel Base Plate File: Nielsen Residence.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 KW-06006102 DIBBLE ENGINEERS INC DESCRIPTION: HSS Column Base plate Load Comb.: +1.20D+0.50S Axial Load Only, No Moment Loading Bearing Stresses Pu : Axial ......... 3.923 k Fp : Allowable ............................... 1.989 ksi Design Plate Height ......... 10.000 in fu : Max. Bearing Pressure 0.039 ksi Design Plate Width ......... 10.000 in Stress Ratio ....................... 0.020 Will be different from entry if partial bearing used. Plate Bending Stresses Al : Plate Area ......... 100.000 inA2 Mmax = Fu * 1-12 / 2 ................... 0.135 k-in A2: Support Area .................. 144.000 inA2 fb : Actual ................................ 0.641 ksi sgrt(A2/A1) 1.200 Fb: Allowable .............................. 32.400 ksi Stress Ratio ..................... 0.020 Distance for Moment Calculation „m.. ..................... 2.625 in n .. ..................... 2.625 in X .............................. 0.000 inA2 Lambda ...................... 0.000 n......................................... 0.000 in n' * Lambda .................................. 0.000 in L = max(m, n, n") ......................... 2.625 in Load Comb.: +1.20D+1.60Lr Axial Load Only, No Moment Loading Bearing Stresses Pu : Axial ......... 7.107 k Fp : Allowable ............................... 1.989 ksi Design Plate Height ......... 10.000 in fu : Max. Bearing Pressure 0.071 ksi Design Plate Width ......... 10.000 in Stress Ratio ....................... 0.036 Will be different from entry if partial bearing used. Plate Bending Stresses Al : Plate Area ......... 100.000 in12 Mmax = Fu * L12 / 2 ................... 0.245 k-in A2: Support Area .................. 144.000 inA2 fb : Actual ................................ 1.161 ksi sgrt(A2/A1) 1.200 Fb : Allowable .............................. 32.400 ksi Stress Ratio ..................... 0.036 Distance for Moment Calculation „m.. ..................... 2.625 in n .. ..................... 2.625 in X .............................. 0.000 inA2 Lambda ...................... 0.000 n......................................... 0.000 in n' * Lambda .................................. 0.000 in L = max(m, n, n") ......................... 2.625 in Load Comb.: +1.20D+1.60Lr+0.50W Loading Pu : Axial ......... Mu: Moment ........ Eccentricity ........................ Al : Plate Area ......... A2 : Support Area ..................... sgrt( A2/A1 ) Distance for Moment Calculation „m„ ..................... „n„ ..................... Axial Load + Moment, Ecc. > U6 and Ecc. < U2 Bearing Stresses 9.468 k Fp : Allowable ............................... 1.989 ksi 2.970 k-ft fu : Max. Bearing Pressure 0.189 ksi 3.764 in Stress Ratio .................... 0.095 100.000 inA2 Plate Bending Stresses 144.000 inA2 Mmaxl = Fu * MA2/2 ................. 0.595 k-in 1.200 Mmax2 = Fu * nA2 12 .................. 0.419 k-in Mmax.......................................... 0.595 k-in fb : Actual ................................ 4.233 ksi 2.625 in Fb : Allowable ................................ 32.400 ksi 3.000 in Stress Ratio .................... 0.131 RECEIVED Oct 07 2022 Project Title: Engineer: CITV OF EDMONDS Project ID: DEVELOPMENT SERVICES DEPARTMENT Project Descr: Printed: 3 JUL 2022, 1:44AM Steel Base Plate File: Nielsen Residence.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 KW-06006102 DIBBLE ENGINEERS INC DESCRIPTION: HSS Column Base plate Load Comb.: +1.20D+1.60S Axial Load Only, No Moment Loading Bearing Stresses Pu: Axial ......... 8.328 k Fp : Allowable ............................... 1.989 ksi Design Plate Height ......... 10.000 in fu : Max. Bearing Pressure 0.083 ksi Design Plate Width ......... 10.000 in Stress Ratio ....................... 0.042 Will be different from entry if partial bearing used. Plate Bending Stresses Al : Plate Area ......... 100.000 inA2 Mmax = Fu * 1-12 / 2 ................... 0.287 k-in A2: Support Area .................. 144.000 inA2 fb : Actual ................................ 1.360 ksi sgn(A2/A1) 1.200 Fb: Allowable .............................. 32.400 ksi Stress Ratio ..................... 0.042 Distance for Moment Calculation „m....................... 2.625 in „n....................... 2.625 in X .............................. 0.000 inA2 Lambda ...................... 0.000 n......................................... 0.000 in n' * Lambda .................................. 0.000 in L = max(m, n, n") ......................... 2.625 in Load Comb.: +1.20D+1.60S+0.50W Loading Pu : Axial ......... Mu: Moment ........ Eccentricity ........................ Al : Plate Area ......... A2 : Support Area ..................... sqrt( A2/A1 ) Distance for Moment Calculation „m„ ..................... „n„ ..................... Load Comb.: +1.20D+0.50Lr+W Loading Pu : Axial ......... Mu: Moment ........ Eccentricity ........................ Al : Plate Area ......... A2 : Support Area ..................... sgrt(A2/A1 ) Calculate Dlate moment from bearina ... max(m, n) "A" : Bearing Length Mpl : Plate Moment Axial Load + Moment, Ecc. > U6 and Ecc. < L12 Bearing Stresses 10.689 k Fp : Allowable ............................... 1.989 ksi 2.970 k-ft fu : Max. Bearing Pressure 0.214 ksi 3.334 in Stress Ratio .................... 0.107 100.000 inA2 Plate Bending Stresses 144.000 inA2 Mmaxl = Fu *MA 2/2 ................. 0.672 k-in 1.200 Mmax2 = Fu * nA2/2 .................. 0.473 k-in Mmax.......................................... 0.672 k-in fb : Actual ................................ 4.779 ksi 2.625 in Fb : Allowable ................................ 32.400 ksi 3.000 in Stress Ratio .................... 0.148 Axial Load + Moment, Ecc. > U2 Calculate plate moment from bolt tension ... 8.262 k Tension per Bolt .......................... 2.066 k 5.940 k-ft Tension: Allowable .................... 3,993.000 k 8.627 in Stress Ratio .................... 0.001 100.000 inA2 144.000 inA2 Dist. from Bolt to Col. Edge ............. 1.125 in 1.200 Effective Bolt Width for Bending ..... 4.500 in Plate Moment from Bolt Tension ....... 1.033 k-in 3.000 in Bearing Stresses 1.246 in Fp : Allowable ............................... 1.989 ksi 0.267 k-in fu : Max. Bearing Pressure ( set equal to Fp ) Stress Ratio .................... 1.000 Plate Bending Stresses Mmax.......................................... 3.203 k-in fb : Actual ................................ 22.779 ksi Fb : Allowable ................................ 32.400 ksi Stress Ratio .................... 0.703 RECEIVED Oct 07 2022 Project Title: Engineer: CITV OF EDMONDS Project ID: DEVELOPMENT SERVICES DEPARTMENT Project Descr: Printed: 3 JUL 2022, 1:44AM Steel Base Plate File: Nielsen Residence.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 KW-06006102 DIBBLE ENGINEERS INC DESCRIPTION: HSS Column Base plate Load Comb.: +1.20D+0.50S+W Axial Load + Moment, Ecc. > U2 Loadina Calculate plate moment from bolt tension .. . Pu : Axial ......... 8.644 k Tension per Bolt .......................... 1.962 k Mu: Moment ........ 5.940 k-ft Tension: Allowable .................... 3,993.000 k Eccentricity ........................ 8.247 in Stress Ratio .................... 0.000 Al : Plate Area ......... 100.000 inA2 A2 : Support Area ..................... 144.000 inA2 Dist. from Bolt to Col. Edge ............. 1.125 in sgrt(A2/A1) 1.200 Effective Bolt Width for Bending ..... 4.500 in Plate Moment from Bolt Tension ....... 0.981 k-in Calculate plate moment from bearing ... max(m, n) 3.000 in Bearing Stresses "A" : Bearing Length 1.264 in Fp : Allowable ............................... 1.989 ksi Mpl : Plate Moment 0.270 k-in fu : Max. Bearing Pressure ( set equal to Fp) Stress Ratio .................... 1.000 Plate Bending Stresses Mmax.......................................... 3.241 k-in fb : Actual ................................ 23.047 ksi Fb : Allowable ................................ 32.400 ksi Stress Ratio .................... 0.711 Load Comb.: +0.90D+W Axial Load + Moment, Ecc. > U2 Loadina Calculate plate moment from bolt tension .. . Pu : Axial ......... 6.161 k Tension per Bolt .......................... 2.639 k Mu: Moment ........ 5.940 k-ft Tension: Allowable .................... 3,993.000 k Eccentricity ........................ 11.570 in Stress Ratio .................... 0.001 Al : Plate Area ......... 100.000 inA2 A2 : Support Area ..................... 144.000 inA2 Dist. from Bolt to Col. Edge ............. 1.125 in Effective Bolt Width for Bending ..... 4.500 in sgrt(A2/A1) 1.200 Plate Moment from Bolt Tension ....... 1.319 k-in Calculate plate moment from bearing ... max(m, n) 3.000 in Bearing Stresses "A" : Bearing Length 1.150 in Fp : Allowable ............................... 1.989 ksi Mpl : Plate Moment 0.249 k-in fu : Max. Bearing Pressure ( set equal to Fp ) Stress Ratio .................... 1.000 Plate Bending Stresses Mmax.......................................... 2.993 k-in fb : Actual ................................ 21.284 ksi Fb : Allowable ................................ 32.400 ksi Stress Ratio .................... 0.657 Load Comb.: +1.20D+0.20S Axial Load Only, No Moment Loadina Bearing Stresses Pu : Axial ......... 2.721 k Fp : Allowable ............................... 1.989 ksi Design Plate Height ......... 10.000 in fu : Max. Bearing Pressure 0.027 ksi Design Plate Width ......... 10.000 in Stress Ratio ....................... 0.014 Will be different from entry if partial bearing used. Plate Bending Stresses Al : Plate Area ......... 100.000 inA2 Mmax = Fu' LA2/2 ................... 0.094 k-in A2: Support Area .................. 144.000 inA2 fb : Actual ................................ 0.444 ksi sqrt( A2/A1) 1.200 Fb : Allowable .............................. 32.400 ksi Stress Ratio ..................... 0.014 Distance for Moment Calculation m .. ..................... 2.625 in „n.. ..................... 2.625 in X .............................. 0.000 inA2 Lambda ...................... 0.000 n......................................... 0.000 in n' * Lambda .................................. 0.000 in L = max(m, n, n") ......................... 2.625 in REINED Oct 07 2022 Protect Title: Engineer: CITV OF EDMONDS Project ID: DEVELOPMENT SERVICES DEPARTMENT Project Descr: Printed: 3 JUL 2022, 1:44AM Steel Base Plate File: Nielsen Residence.ec6 Software copyright ENERCALC, INC. 1983-2020, Bui V2.20.8.17 KW-06006102 DIBBLE ENGINEERS INC. DESCRIPTION: HSS Column Base plate Load Comb.: +0.90D Loading Bearing Stresses Pu : Axial ......... 1.440 k Fp : Allowable ............................. Design Plate Height ......... 10.000 in fu : Max. Bearing Pressure Design Plate Width ......... 10.000 in Stress Ratio ............... Will be different from entry if partial bearing used. Plate Bending Stresses Al : Plate Area ......... 100.000 in12 Mmax = Fu' LA2/2 ................... A2: Support Area .................. 144.000 inA2 fb : Actual ................................ sgrt(A2/A1) 1.200 Fb : Allowable .............................. Stress Ratio ............... Distance for Moment Calculation I'm ° ..................... 2.625 in 11 n .. ..................... 2.625 in X .............................. 0.000 in12 Lambda ...................... 0.000 n......................................... 0.000 in n' * Lambda .................................. 0.000 in L = max(m, n, n") ......................... 2.625 in Axial Load Only, No Moment 1.989 ksi 0.014 ksi 0.007 0.050 k-in 0.235 ksi 32.400 ksi 0.007 REGOVED Oct 07 2022 CITV OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT t711' Anchor DesignerTM Software Version 3.0.7795.42 1.Proiect information Company: Date: 7/3/2022 Engineer: Page: 1 /5 Project: Address: Phone: E-mail: Customer company: Project description: Customer contact name: Location: Customer e-mail: Fastening description: Comment: 2. Input Data & Anchor Parameters General Design method:ACI 318-14 Units: Imperial units Anchor Information: Anchor type: Concrete screw Material: Carbon Steel Diameter (inch): 0.625 Nominal Embedment depth (inch): 4.000 Effective Embedment depth, he (inch): 2.970 Code report: ICC-ES ESR-2713 Anchor category: 1 Anchor ductility: No hmin (Inch): 6.00 cac (inch): 4.50 Cmin (inch): 1.75 Smin (Inch): 3.00 Recommended Anchor Anchor Name: Titen HDO - 5/8"0 Titan HD, hnom:4" (102mm) Code Report: ICC-ES ESR-2713 Base Material Concrete: Normal -weight Concrete thickness, h (inch): 12.00 State: Uncracked Compressive strength, fc (psi): 2500 4J ,v: 1.4 Reinforcement condition: B tension, B shear Supplemental reinforcement: No Reinforcement provided at corners: No Ignore concrete breakout in tension: No Ignore concrete breakout in shear: No Ignore 6do requirement: Not applicable Build-up grout pad: No Base Plate Length x Width x Thickness (inch): 12.00 x 12.00 x 0.75 Yield stress: 36000 psi Profile type/size: HSS5X5X1/4 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com RECURIED Oct 07 2022 CITV OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT t711' Anchor DesignerT"' Software Version 3.0.7795.42 Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: No Anchors subjected to sustained tension: Not applicable Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: No Strength level loads: Nua [lb]: -960 Vuax [lb]: 345 V.ay [lb]: 0 W� [ft-lb]:0 MAY [ft-lb]: 3565 M­ [ft-lb]:0 <Figure 1> 0 ft-lb Z 0 ft- KI Company: Date: 7/3/2022 Engineer: Page: 2/5 Project: Address: Phone: E-mail: 960 lb 3 1 3565 ft-lb 0 lb Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com REGOVED Oct 07 2022 CITV OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT t711' Anchor DesignerT"' Software Version 3.0.7795.42 <Figure 2> Company: Date: 7/3/2022 Engineer: Page: 3/5 Project: Address: Phone: E-mail: Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com t711' Anchor DesignerT"' Software Version 3.0.7795.42 3. Resultina Anchor Forces Company: Date: 7/3/2022 Engineer: Page: 4/5 Project: Address: Phone: E-mail: REGOVED Oct 07 2022 CITV OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nu. (lb) Vuax (Ib) Vuay (Ib) 1(Vuax)2+(Vuay)2 (Ib) 1 0.0 83.7 -2.5 83.8 2 0.0 88.8 -2.5 88.8 3 2121.8 88.8 2.5 88.8 4 2073.1 83.7 2.5 83.8 Sum 4194.9 345.0 Maximum concrete compression strain (%o): 0.07 Maximum concrete compression stress (psi): 312 Resultant tension force (lb): 4195 Resultant compression force (lb): 5155 Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.05 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'vx (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'vy (inch): 0.00 4. Steel Strength of Anchor in Tension (Sec. 17.4.1) Ns (Ib) 0 ON- (Ib) 30360 0.65 19734 0.0 <Figure 3> 345.1 o4 A Y 01 o2 5. Concrete Breakout Strength of Anchor in Tension (Sec. 17.4.2) Nb = kcA.JFcN,1.5 (Eq. 17.4.2.2a) k" Aa f" (psi) he (in) Nb (Ib) 24.0 1.00 2500 2.970 6142 ^b9 =0(AN"/AN"a)Va",NVad,N1Tc,NV'CP,NNb (Sec. 17.3.1 & Eq. 17.4.2.1 b) ANc (in 2) AN. (In2) ca,min (In) V'aC,N %d,N VC,N yCp.N Nb (Ib) 0 ON"b9 (Ib) 155.12 79.39 - 0.989 1.000 1.00 1.000 6142 0.65 7716 6. Pullout Strength of Anchor in Tension (Sec. 17.4.3) ^N = 0V1,PAaNp(fc/2,500)" (Sec. 17.3.1, Eq. 17.4.3.1 & Code Report) V''p A Np (Ib) f" (psi) n 0 (lb) 1.0 1.00 6143 2500 0.50 0.65 3993 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com REGOVED Oct 07 2022 CITV OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT t711' Anchor DesignerT"' Software Version 3.0.7795.42 8. Steel Strength of Anchor in Shear (Sec. 17.5.1) Vsa (lb) 4lg—t 0 OgmutoVsa (Ib) 10000 1.0 0.60 6000 Company: Date: 7/3/2022 Engineer: Page: 5/5 Project: Address: Phone: E-mail: 10. Concrete Pryout Strength of Anchor in Shear (Sec. 17.5.3) OVcp = okcpNcb = okcp(ANc/ANco)Ved,NV'c,NV'cp,NNb (Sec. 17.3.1 & Eq. 17.5.3.1 a) kcp ANc (In') AN- (in') %dN V'c,N V'cp,N Nb (Ib) 0 OVcp (ib) 2.0 75.78 79.39 1.000 1.000 1.000 6142 0.70 8208 11. Results Interaction of Tensile and Shear Forces (Sec. 17.6. Tension Factored Load, Nua (Ib) Design Strength, oN (Ib) Ratio Status Steel 2122 19734 0.11 Pass Concrete breakout 4195 7716 0.54 Pass (Governs) Pullout 2122 3993 0.53 Pass Shear Factored Load, V a (Ib) Design Strength, OW (lb) Ratio Status Steel 89 6000 0.01 Pass (Governs) Pryout 89 8208 0.01 Pass Interaction check N-10M V,a/OV� Combined Ratio Permissible Status Sec. 17.6..1 0.54 0.00 54.4%6 1.0 Pass 5/8" fd Titen HD, hnom:4" (102mm) meets the selected design criteria. 12. Warninas - Designer must exercise own judgement to determine if this design is suitable. - Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com DEI DIBBLE ENGINEERS INC FOUNDATION Nielsen Residence - Car Port RECEIVED Oct 07 2022 CITV OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT 1VED O 107 2022 CI V OF EDMONDS DEVE PMENT SERVICES EPARTMENT Sheet No. Project: Nielsen Residence - Car Port D E I DIBBLE ENGINEERS INC Project No: 22-231 subject: Foundation Calcs By: Allowable Bearing Pressure ((TALLOW) = 1500 psf Passive Pressure = 200 psf Coefficient of Sliding Friction (CA11oW) = 0.30 Typ Column Load: D = (8 psf)(127.5 sf) = 1020 lb Lr = (20 psf)(127.5 sf) = 2550 lb S = (25 psf)(127.5 sf) = 3190 Ib W = (19.3 psf)(127.5 sf) = 2460 Ib VWIDd = 575 lb OTMW;nd = (575 Ib)(10.33 ft) = 5.94 kip-ft Use: 5'-0" SQ x 12" DP FTG w/(5)#5 EW, TOP & BOT W-5 12'-8 3/4" S-6 3/4" 16'-3 1�2" Foundation Plan REPCHV E D Oct 07 2022 Protect Title: Engineer: CITV OF EDMONDS Project ID: DEVELOPMENT SERVICES DEPARTMENT Project Descr: Printed: 3 JUL 2022, 10:27PM General Footing File: Nielsen Residence.ec6 gJI& 11100000EMTr MEENERIM11MRIERIMUR Software copyright ENERCALC, INC. 1983-2020, BuiIV2.20.8.17 1.11. 1 DESCRIPTION: Car Port Column FTG's Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Material Properties Soil Design Values fc : Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 1.50 ksf fy : Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = Yes Ec : Concrete Elastic Modulus = 3,122.02 ksi Soil Passive Resistance (for Sliding) = 200.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 1.50 ft Min Steel % Bending Reinf. = Allow press. increase per foot of depth = ksf Min Allow % Temp Reinf. = 0.00180 when footing base is below = ft Min. Overturning Safety Factor = 1.0 : 1 Min. Sliding Safety Factor = 1.0 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability, moments & shears Yes = ksf Add Pedestal Wt for Soil Pressure Yes when max. length or width is greater than = ft Use Pedestal wt for stability, mom & shear Yes Dimensions Width parallel to X-X Axis = 5.0 ft Length parallel to Z-Z Axis = 5.0 ft Footing Thickness = 12.0 in Pedestal dimensions... px : parallel to X-X Axis = 12.0 in pz : parallel to Z-Z Axis = 12.0 in Height - 6.0 in Reber Centerline to Edge of Concrete... at Bottom of footing = 3.0 in Reinforcing Bars parallel to X-X Axis Number of Bars = 5 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 5 Reinforcing Bar Size = # 5 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads D P : Column Load = 1.020 OB : Overburden = M-xx = M-zz = V-x V-z Lr L S W 2.550 3.190 2.460 5.940 0.5750 X E H k ksf k-ft k-ft k k REPCHVED Oct 07 2022 Project Title: Engineer: CITV OF EDMONDS Project ID: DEVELOPMENT SERVICES DEPARTMENT Project Descr: Printed: 3 JUL 2022, 10:27PM General Footing File: Nielsen Residence.ec6 g Software copyright ENERCALC, INC. 1983-2020, BuHV2.20.8.17 KW-06006102 DIBBLE ENGINEERS INC. DESCRIPTION: Car Port Column FTG's DESIGN SUMMARY - • Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.2462 Soil Bearing 0.5269 ksf 2.140 ksf +D+0.750S+0.450W about Z-Z axis PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 1.165 Overturning - Z-Z 7.772 k-ft 9.056 k-ft +0.60D-0.60W PASS 4.765 Sliding - X-X 0.3450 k 1.644 k +0.60D-0.60W PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding PASS 2.454 Uplift 1.476 k 3.623 k +0.60D+0.60W PASS 0.07442 Z Flexure (+X) 0.9028 k-ft/ft 12.131 k-ft/ft +1.20D+0.50S+W PASS 0.05790 Z Flexure (-X) 0.7024 k-ft/ft 12.131 k-ft/ft +0.90D-W PASS 0.04998 X Flexure (+Z) 0.6063 k-ft/ft 12.131 k-ft/ft +1.20D+1.60S+0.50W PASS 0.04998 X Flexure (-Z) 0.6063 k-ft/ft 12.131 k-ft/ft +1.20D+1.60S+0.50W PASS 0.06436 1-way Shear (+X) 5.288 psi 82.158 psi +1.20D+0.50S+W PASS 0.04610 1-way Shear (-X) 3.787 psi 82.158 psi +1.20D+1.60S-0.50W PASS 0.04271 1-way Shear (+Z) 3.509 psi 82.158 psi +1.20D+1.60S+0.50W PASS 0.04271 1-way Shear (-Z) 3.509 psi 82.158 psi +1.20D+1.60S+0.50W PASS 0.05358 2-way Punching 8.804 psi 164.317 psi +1.20D+1.60S+0.50W Detailed Results Soil Bearing Rotation Axis & Xecc Zecc Actual Soil Bearing Stress @ Location Actual I Allow Load Combination... Gross Allowable (in) Bottom, -Z Top, +Z Left, -X Right, +X Ratio X-X, D Only 1.645 n/a 0.0 0.2415 0.2415 n/a n/a 0.147 X-X, +D+Lr 1.645 n/a 0.0 0.3435 0.3435 n/a n/a 0.209 X-X, +D+S 1.645 n/a 0.0 0.3691 0.3691 n/a n/a 0.224 X-X, +D+0.60W 2.140 n/a 0.0 0.3005 0.3005 n/a n/a 0.140 X-X, +D-0.60W 2.140 n/a 0.0 0.1825 0.1825 n/a n/a 0.085 X-X, +D+0.750Lr+0.45OW 2.140 n/a 0.0 0.3623 0.3623 n/a n/a 0.169 X-X, +D+0.750Lr-0.45OW 2.140 n/a 0.0 0.2737 0.2737 n/a n/a 0.128 X-X, +D+0.750S+0.450W 2.140 n/a 0.0 0.3815 0.3815 n/a n/a 0.178 X-X, +D+0.750S-0.45OW 2.140 n/a 0.0 0.2929 0.2929 n/a n/a 0.137 Z-Z, D Only 1.645 0.0 n/a n/a n/a 0.2415 0.2415 0.147 Z-Z, +D+Lr 1.645 0.0 n/a n/a n/a 0.3435 0.3435 0.209 Z-Z, +D+S 1.645 0.0 n/a n/a n/a 0.3691 0.3691 0.224 Z-Z, +D+0.60W 2.140 6.519 nla n/a n/a 0.1066 0.4945 0.231 Z-Z, +D-0.60W 2.140 -10.737 n/a n/a n/a 0.3769 0.0 0.176 Z-Z, +D+0.750Lr+0.450W 2.140 4.056 n/a n/a n/a 0.2168 0.5077 0.237 Z-Z, +D+0.750Lr-0.45OW 2.140 -5.368 n/a n/a n/a 0.4192 0.1283 0.196 Z-Z, +D+0.750S+0.450W 2.140 3.852 nla n/a n/a 0.2360 0.5269 0.246 Z-Z, +D+0.750S-0.450W 2.140 -5.016 n/a n/a n/a 0.4384 0.1475 0.205 Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X, D Only None 0.0 k-ft Infinity OK X-X, +D+Lr None 0.0 k-ft Infinity OK X-X, +D+S None 0.0 k-ft Infinity OK X-X, +D+0.60W None 0.0 k-ft Infinity OK X-X, +D-0.60W None 0.0 k-ft Infinity OK X-X, +D+0.750Lr+0.45OW None 0.0 k-ft Infinity OK X-X, +D+0.750Lr-0.45OW None 0.0 k-ft Infinity OK X-X, +D+0.750S+0.450W None 0.0 k-ft Infinity OK X-X, +D+0.750S-0.45OW None 0.0 k-ft Infinity OK X-X, +0.60D+0.60W None 0.0 k-ft Infinity OK X-X, +0.60D-0.60W None 0.0 k-ft Infinity OK Z-Z, D Only None 0.0 k-ft Infinity OK Z-Z, +D+Lr None 0.0 k-ft Infinity OK Z-Z, +D+S None 0.0 k-ft Infinity OK Z-Z, +D+0.60W 4.082 k-ft 18.784 k-ft 4.602 OK Z-Z, +D-0.60W 7.772 k-ft 15.094 k-ft 1.942 OK Z-Z, +D+0.750Lr+0.45OW 3.061 k-ft 22.643 k-ft 7.397 OK Z-Z, +D+0.750Lr-0.45OW 5.829 k-ft 19.875 k-ft 3.410 OK REPH1VED Oct 07 2022 Project Title: Engineer: CITV OF EDMONDS Project ID: DEVELOPMENT SERVICES DEPARTMENT Project Descr: Printed: 3 JUL 2022, 10:27PM General FootingFile: Nielsen Residence.ec6 Software copyright ENERCALC, INC. 1983-2020, BuiIV2.20.8.17 DESCRIPTION: Car Port Column FTG's Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Z-Z, +D+0.750S+0.450W 3.061 k-ft 23.843 k-ft 7.789 OK Z-Z, +D+0.750S-0.45OW 5.829 k-ft 21.075 k-ft 3.616 OK Z-Z, +0.60D+0.60W 4.082 k-ft 12.746 k-ft 3.123 OK Z-Z, +0.60D-0.60W 7.772 k-ft 9.056 k-ft 1.165 OK Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status X-X, D Only 0.0 k 2.811 k No Slidinq OK X-X, +D+Lr 0.0 k 3.576 k No Slidinq OK X-X, +D+S 0.0 k 3.768 k No Sliding OK X-X, +D+0.60W 0.3450 k 3.254 k 9.432 OK X-X, +D-0.60W -0.3450 k 2.368 k 6.865 OK X-X, +D+0.750Lr+0.45OW 0.2588 k 3.717 k 14.366 OK X-X, +D+0.750Lr-0.45OW -0.2588 k 3.053 k 11.799 OK X-X, +D+0.750S+0.450W 0.2588 k 3.861 k 14.922 OK X-X, +D+0.750S-0.45OW -0.2588 k 3.197 k 12.355 OK X-X, +0.60D+0.60W 0.3450 k 2.530 k 7.332 OK X-X, +0.60D-0.60W -0.3450 k 1.644 k 4.765 OK Z-Z, D Only 0.0 k 2.811 k No Slidinq OK Z-Z, +D+Lr 0.0 k 3.576 k No Slidinq OK Z-Z, +D+S 0.0 k 3.768 k No Slidinq OK Z-Z, +D+0.60W 0.0 k 3.254 k No Slidinq OK Z-Z, +D-0.60W 0.0 k 2.368 k No Slidinq OK Z-Z, +D+0.750S-0.45OW 0.0 k 3.197 k No Slidinq OK Z-Z, +0.60D+0.60W 0.0 k 2.530 k No Slidinq OK Z-Z, +0.60D-0.60W 0.0 k 1.644 k No Slidinq OK Z-Z, +D+0.750Lr+0.45OW 0.0 k 3.717 k No Slidinq OK Z-Z, +D+0.750Lr-0.45OW 0.0 k 3.053 k No Slidinq OK Z-Z, +D+0.750S+0.450W 0.0 k 3.861 k No Slidinq OK Footing Flexure Flexure Axis 8 Load Combination Mu Side Tension As Req'd Gvrn. As Actual As Phi*Mn Status k-ft Surface in12 inA2 in12 k-ft X-X, +1.40D 0.1162 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OK X-X, +1.40D 0.1162 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OK X-X, +1.20D+1.60Lr 0.4260 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OK X-X, +1.20D+1.60Lr 0.4260 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OK X-X, +1.20D+1.60Lr+0.50W 0.5244 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OK X-X, +1.20D+1.60Lr+0.50W 0.5244 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OK X-X, +1.20D+1.60Lr-0.50W 0.3276 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OK X-X, +1.20D+1.60Lr-0.50W 0.3276 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OK X-X, +1.20D+1.60S 0.5079 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OK X-X, +1.20D+1.60S 0.5079 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OK X-X, +1.20D+1.60S+0.50W 0.6063 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OK X-X, +1.20D+1.60S+0.50W 0.6063 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OK X-X, +1.20D+1.60S-0.50W 0.4095 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OK X-X, +1.20D+1.60S-0.50W 0.4095 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OK X-X, +1.20D+0.50Lr+W 0.3984 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OK X-X, +1.20D+0.50Lr+W 0.3984 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OK X-X, +1.20D+0.50Lr-W 0.00480 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OK X-X, +1.20D+0.50Lr-W 0.00480 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OK X-X, +1.20D+0.50S+W 0.4240 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OK X-X, +1.20D+0.50S+W 0.4240 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OK X-X, +1.20D+0.50S-W 0.03040 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OK X-X, +1.20D+0.50S-W 0.03040 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OK X-X, +0.90D+W 0.2715 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OK X-X, +0.90D+W 0.2715 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OK X-X, +0.90D-W 0.1221 +Z Top 0.2592 Min Temp % 0.310 12.131 OK X-X, +0.90D-W 0.1221 -Z Top 0.2592 Min Temp % 0.310 12.131 OK Z-Z, +1.40D 0.1162 -X Bottom 0.2592 Min Temp % 0.310 12.131 OK Z-Z, +1.40D 0.1162 +X Bottom 0.2592 Min Temp % 0.310 12.131 OK REPHiV E D Oct 07 2022 Project Title: Engineer: CITV OF EDMONDS Project ID: DEVELOPMENT SERVICES DEPARTMENT Project Descr: Printed: 3 JUL 2022, 10:27PM General Footing File: Nielsen Residence.ec6 g Software copyright ENERCALC, INC. 1983-2020, BuHV2.20.8.17 KW-06006102 DIBBLE ENGINEERS INC. DESCRIPTION: Car Port Column FTG's Footing Flexure Flexure Axis & Load Combination Mu Side Tension As Req'd Gvrn. As Actual As Phi*Mn Status k-ft Surface inA2 inA2 inA2 k-ft Z-Z, +1.20D+1.60Lr 0.4260 -X Bottom 0.2592 Min Temp % 0.310 12,131 OK Z-Z, +1.20D+1.60Lr 0.4260 +X Bottom 0.2592 Min Temp % 0.310 12.131 OK Z-Z, +1.20D+1.60Lr+0.50W 0.2850 -X Bottom 0.2592 Min Temp % 0.310 12.131 OK Z-Z, +1.20D+1.60Lr+0.50W 0.7638 +X Bottom 0.2592 Min Temp % 0.310 12.131 OK Z-Z, +1.20D+1.60Lr-0.50W 0.5670 -X Bottom 0.2592 Min Temp % 0.310 12.131 OK Z-Z, +1.20D+1.60Lr-0.50W 0.08818 +X Bottom 0.2592 Min Temp % 0.310 12.131 OK Z-Z, +1.20D+1.60S 0.5079 -X Bottom 0.2592 Min Temp % 0.310 12.131 OK Z-Z, +1.20D+1.60S 0.5079 +X Bottom 0.2592 Min Temp % 0.310 12.131 OK Z-Z, +1.20D+1.60S+0.50W 0.3669 -X Bottom 0.2592 Min Temp % 0.310 12.131 OK Z-Z, +1.20D+1.60S+0.50W 0.8457 +X Bottom 0.2592 Min Temp % 0.310 12.131 OK Z-Z, +1.20D+1.60S-0.50W 0.6489 -X Bottom 0.2592 Min Temp % 0.310 12.131 OK Z-Z, +1.20D+1.60S-0.50W 0.1701 +X Bottom 0.2592 Min Temp % 0.310 12.131 OK Z-Z, +1.20D+0.50Lr+W 0.08044 -X Top 0.2592 Min Temp % 0.310 12.131 OK Z-Z, +1.20D+0.50Lr+W 0.8772 +X Bottom 0.2592 Min Temp % 0.310 12.131 OK Z-Z, +1.20D+0.50Lr-W 0.5038 -X Bottom 0.2592 Min Temp % 0.310 12.131 OK Z-Z, +1.20D+0.50Lr-W 0.4456 +X Top 0.2592 Min Temp % 0.310 12.131 OK Z-Z, +1.20D+0.50S+W 0.05484 -X Top 0.2592 Min Temp % 0.310 12.131 OK Z-Z, +1.20D+0.50S+W 0.9028 +X Bottom 0.2592 Min Temp % 0.310 12.131 OK Z-Z, +1.20D+0.50S-W 0.5226 -X Bottom 0.2592 Min Temp % 0.310 12.131 OK Z-Z, +1.20D+0.50S-W 0.4293 +X Top 0.2592 Min Temp % 0.310 12.131 OK Z-Z, +0.90D+W 0.2070 -X Top 0.2592 Min Temp % 0.310 12.131 OK Z-Z, +0.90D+W 0.7506 +X Bottom 0.2592 Min Temp % 0.310 12.131 OK Z-Z, +0.90D-W 0.7024 -X Bottom 0.2592 Min Temp % 0.310 12.131 OK Z-Z, +0.90D-W 0.360 +X Top 0.2592 Min Temp % 0.310 12.131 OK One Way Shear Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D 0.67 psi 0.67 psi 0.67 psi 0.67 psi 0.67 psi 82.16 psi 0.01 OK +1.20D+1.60Lr 2.47 psi 2.47 psi 2.47 psi 2.47 psi 2.47 psi 82.16 psi 0.03 OK +1.20D+1.60Lr+0.50W 1.62 psi 4.45 psi 3.04 psi 3.04 psi 4.45 psi 82.16 psi 0.05 OK +1.20D+1.60Lr-0.50W 3.31 psi 0.48 psi 1.90 psi 1.90 psi 3.31 psi 82.16 psi 0.04 OK +1.20D+1.60S 2.94 psi 2.94 psi 2.94 psi 2.94 psi 2.94 psi 82.16 psi 0.04 OK +1.20D+1.60S+0.50W 2.09 psi 4.93 psi 3.51 psi 3.51 psi 4.93 psi 82.16 psi 0.06 OK +1.20D+1.60S-0.50W 3.79 psi 0.95 psi 2.37 psi 2.37 psi 3.79 psi 82.16 psi 0.05 OK +1.20D+0.50Lr+W 0.53 psi 5.14 psi 2.31 psi 2.31 psi 5.14 psi 82.16 psi 0.06 OK +1.20D+0.50Lr-W 2.99 psi 2.68 psi 0.03 psi 0.03 psi 2.99 psi 82.16 psi 0.04 OK +1.20D+0.50S+W 0.38 psi 5.29 psi 2.45 psi 2.45 psi 5.29 psi 82.16 psi 0.06 OK +1.20D+0.50S-W 3.09 psi 2.58 psi 0.18 psi 0.18 psi 3.09 psi 82.16 psi 0.04 OK +0.90D+W 1.26 psi 4.41 psi 1.57 psi 1.57 psi 4.41 psi 82.16 psi 0.05 OK +0.90D-W 3.42 psi 2.08 psi 0.71 psi 0.71 psi 3.42 psi 82.16 psi 0.04 OK Two -Way "Punching" Shear All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +1.40D 1.69 psi 164.32psi 0.01026 OK +1.20D+1.60Lr 6.18 psi 164.32psi 0.03762 OK +1.20D+1.60Lr+0.50W 7.62 psi 164.32psi 0.04634 OK +1.20D+1.60Lr-0.50W 4.75 psi 164.32psi 0.02893 OK +1.20D+1.60S 7.37 psi 164.32psi 0.04485 OK +1.20D+1.60S+0.50W 8.80 psi 164.32psi 0.05358 OK +1.20D+1.60S-0.50W 5.94 psi 164.32psi 0.03616 OK +1.20D+0.50Lr+W 5.79 psi 164.32psi 0.03526 OK +1.20D+0.50Lr-W 0.10 psi 164.32psi 0.000599 OK +1.20D+0.50S+W 6.17 psi 164.32psi 0.03752 OK +1.20D+0.50S-W 0.45 psi 164.32psi 0.002765 OK +0.90D+W 3.95 psi 164.32psi 0.02406 OK +0.90D-W 1.77 psi 164.32psi 0.01078 OK