The URL can be used to link to this page

REV 1 REVIEWED PLN_RESUB 1-Geotech ReportAugust 4, 2022 ES-8338.01 Mr. Robert Magrino & Ms. Bernadette D'Souza 11913 Marine View Drive Edmonds, Washington 98026 Subject: Response to Comments and Plan Review Magrino-D'Souza Single -Family Residence 16900 Talbot Road Edmonds, Washington Reference: Earth Solutions NW, LLC Geotechnical Engineering Study Magrino-D'Souza Single -Family Residence ES-8338, Dated March 23, 2022 Maple Leaf Design Project Plans Talbot Road Residence Sheets Al through Al 1, Dated July 14, 2022 I.B.I Company General Structural Notes and Plans 16900 Talbot Road Sheets S1 though SD-2, Dated July 13, 2022 Dear Mr. Magrino & Ms. D'Souza: L h ons «C Earth Solutions NW LLC Geotechnical Engineering, Construction Observationjesting and Environmental Services REVISION Aug 04 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT RESUB Aug 04 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT BLD2022-0199 In accordance with your request, Earth Solutions NW, LLC (ESNW) has prepared this letter providing a response to comments provided in an email from the City of Edmonds representatives (Dated June 7, 2022). The comment from the city reviewer is cited, and the ESNW response follows. City of Edmonds Comment — A Geotech report has been provided, however the Geotech report must specifically address ECDC 23.80.060 and ECDC 23.80.070. Please have the Geotech address the specific code sections. Ensure that the final design plans are reviewed by your Geotech. 15365 N.E. 90th Street, Suite 100 • Redmond, WA 98052 • (425) 449-4704 • FAX (425) 449-4711 Mr. Robert Magrino & Ms. Bernadette D'Souza ES-8338.01 August 4, 2022 Page 2 ECDC 23.80.070.7 does not allow point discharge and per pg. 4 and pg. 11 of the Geotech report drainage recommendations are provided. The report states the following in part on pg. 4; ...we recommend collecting all stormwater generated from proposed impervious surfaces and directing away from the sloped regions on and off -site. Failure to do so could result in an increased likelihood of landslide." Please show on the site plan and provide additional information regarding drainage per the Geotech recommendations. Provide erosion control measures on the site plan per Geotech recommendations. ESNW Response — The referenced code is cited below (italic) with ESNW's addressing of each item in said section: 23.80.060 Development standards — General requirements. A. Alterations of geologically hazardous areas or associated buffers may only occur for activities that: 1. Will not increase the threat of the geological hazard to adjacent properties beyond predevelopment conditions; Based on our review of the referenced plans, the subject project will include a deck that will be sited a minimum of 50 feet from the top -of -bluff. ESNW previously performed a slope stability analysis on a setback of 39 feet for a deck. The previous setback analysis demonstrated adequate factor of safety (FOS) in both static and seismic conditions. SlopeW modeling software was utilized for the analysis. When comparing the previously proposed 39-foot setback for a deck to the existing conditions, there is no increase in the likelihood of landslide. The seismic analysis demonstrates a FOS of 1.227 for both with and without the deck. Therefore, in our opinion there will not be an increase in the threat of landslide/geological hazards to the adjacent properties beyond the predevelopment conditions. The critical failure demonstrated in the slope stability model does not propagate into the footprint of the previously proposed deck location which was 39 feet from the top -of -slope (see referenced report and attached SlopeW output); and in our opinion the 50-foot setback will be even less of a concern from a slope stability standpoint. 2. Will not adversely impact other critical areas; In our opinion, the proposed new deck will not adversely impact other critical areas given best management practices (BMP) are utilized for control of surface and subsurface water on the subject site, and there is no net increase in the volume of water sheeting or travelling in the subsurface toward the subject slope on the west side of the site. 3. Are designed so that the hazard to the project is eliminated or mitigated to a level equal to or less than predevelopment conditions; and Based on our evaluation and analyses, the proposed deck is designed so that the hazard to the project is eliminated or mitigated to a level equal to or less than predevelopment conditions. Earth Solutions NW. LLC Mr. Robert Magrino & Ms. Bernadette D'Souza August 4, 2022 ES-8338.01 Page 3 4. Are certified as safe as designed and under anticipated conditions by a qualified engineer or geologist, licensed in the state of Washington. Based on ESNW review of the proposed deck, subsurface conditions, and current site conditions, the proposal is "safe as designed" from a geotechnical standpoint. The proposed deck will not result in a net increase in the instability on and around the subject slope provided BMP are utilized for control of surface and subsurface water. B. Critical Facilities Prohibited. Critical facilities shall not be sited within geologically hazardous areas unless there is no other practical alternative. [Ord. 4026 § 1 (Att. A), 2016; Ord. 3527 § 2, 2004]. 23.80.070 Development standards — Specific hazards. A. Erosion and Landslide Hazard Areas. Activities on sites containing erosion or landslide hazards shall meet the requirements of ECDC 23.80.060, Development standards — General requirements, and the specific following requirements: 1. Minimum Building Setback. The minimum setback shall be the distance required to ensure the proposed structure will not be at risk from landslides for the life of the structure, considered to be 120 years, and will not cause an increased risk of landslides taking place on or off the site. A setback shall be established from all edges of landslide hazard areas. The size of the setback shall be determined by the director consistent with recommendations provided in the geotechnical report to eliminate or minimize the risk of property damage, death, or injury resulting from landslides caused in whole or part by the development, based upon review of and concurrence with a critical areas report prepared by a qualified professional,- ESNW previously analyzed a total setback of 39 feet from the top -of -slope on the west side of the subject site. The results of the analysis demonstrated adequate FOS for the 39-foot setback. Therefore, in our opinion, there will be no increase in likelihood of landslide resulting from the now -proposed 50-foot setback for the new deck. The proposed structure will not be at risk from landslides for the life of the structure based on our analysis; and will eliminate or minimize the risk of property damage, death, or injury resulting from landslides caused in whole or part by the development, based upon review of and concurrence with the critical areas report prepared by ESNW. In our opinion, a deck should not be held to the same standard of 120 years life as a permanent dwelling or similar. A deck will need to be replaced long before 120 years as the "lifespan" of any building materials to be used for deck construction do not present durability in terms of over 50 years. Earth Solutions NW. LLC Mr. Robert Magrino & Ms. Bernadette D'Souza August 4, 2022 ES-8338.01 Page 4 2. Buffer Requirements. A buffer may be established with specific requirements and limitations, including but not limited to, drainage, grading, irrigation, and vegetation. Buffer requirements shall be determined by the director consistent with recommendations provided in the geotechnical report to eliminate or minimize the risk of property damage, death, or injury resulting from landslides caused in whole or part by activities within the buffer area, based upon review of and concurrence with a critical areas report prepared by a qualified professional; Based on the proposed 50-foot setback for the new deck, ESNW sees no necessity for a buffer. The slope stability analysis demonstrates the critical failure plane does not propagate into the previously -proposed setback of 39 feet. Therefore, a combined buffer -setback of 50 feet is more than adequate to ensure slope stability will be similar to the existing conditions. This could equate to a 25-foot buffer coupled with a 25-foot building setback or similar equaling 50 feet in total. 3. Alterations. Alterations of an erosion or landslide hazard area, minimum building setback and/or buffer may only occur for activities for which a hazards analysis is submitted and certifies that: a. The alteration will not increase surface water discharge or sedimentation to adjacent properties beyond predevelopment conditions,- b. The alteration will not decrease slope stability on adjacent properties; and c. Such alterations will not adversely impact other critical areas; There will be no increase in surface water discharge of sedimentation onto adjacent properties given erosion control BMP are suitably installed and maintained during and after construction. Stormwater generated from impervious surfaces should be collected and directed toward an approved discharge point outside of the sloped region on the west side of the site. There are no planned alterations/modifications for the actual landslide/erosion hazard area. All planned modifications in the form of the new deck are planned for outside of the sloped region under concern on the subject site. The new deck will not result in an increased surcharge on the slope as we have analyzed and is demonstrated on referenced (and attached) slope stability models. Based on our analyses, in our opinion, the alteration will not decrease slope stability on adjacent properties and the alterations will not adversely impact other critical areas. Earth Solutions NW. LLC Mr. Robert Magrino & Ms. Bernadette D'Souza August 4, 2022 ES-8338.01 Page 5 4. Design Standards within Erosion and Landslide Hazard Areas. Development within an erosion or landslide hazard area and/or buffer shall be designed to meet the following basic requirements unless it can be demonstrated that an alternative design that deviates from one or more of these standards provides greater long-term slope stability while meeting all other provisions of this title. The requirement for long-term slope stability shall exclude designs that require regular and periodic maintenance to maintain their level of function. The basic development design standards are: a. The proposed development shall not decrease the factor of safety for landslide occurrences below the limits of 1.5 for static conditions and 1.2 for dynamic conditions. If stability at the proposed development site is below these limits, the proposed development shall provide practicable approaches to reduce risk to human safety and improve the factor of safety for landsliding. In no case shall the existing factor of safety be reduced for the subject property or adjacent properties; The global slope stability analysis for the subject site utilized SlopeW computer slope modeling software. ESNW utilized the publication Geotechnical Properties of Geologic Materials by Koloski, Schwarz, and Tubbs, provided in Volume 1 of Engineering Geology in Washington in part for determination of design soil strength parameters, in conjunction with data gathered during our subsurface exploration. The assumed soil strength parameters used in the modeling are in general agreement with this publication. Please see attached computer model output demonstrating factors of safety that are at least 1.5 for static and 1.2 for seismic conditions. The friction angles used for the current slope stability analyses are consistent with the N-values detailed in the boring log within the referenced report. Some cohesion was included for the transitory seismic condition, which is consistent with current standard of practice for slope stability analyses. The model search was focused to rotational and translation failure geometries. The search envelope encompasses nearly the entire slope and top of slope area (including the deck), to provide a broad analysis. The results suggest calculated critical slope factors of safety (FOS) exceeding 1.5 for static conditions and exceeding 1.2 for seismic conditions, which are acceptable from a slope stability standpoint. The results of our stability analyses indicate the slope is stable in a static condition and exhibits an adequate FOS against rotational failure from a design seismic event. b. Structures and improvements shall be clustered to avoid geologically hazardous areas and other critical areas; The proposed deck will be located adjacent (south) of the existing single-family residence, and will avoid a net increase in the surcharge on the existing steep slope. c. Structures and improvements shall minimize alterations to the natural contour of the slope, and foundations shall be tiered where possible to conform to existing topography, There is no planned modification to the natural contour of the slope under concern. Earth Solutions NW. LLC Mr. Robert Magrino & Ms. Bernadette D'Souza August 4, 2022 ES-8338.01 Page 6 d. Structures and improvements shall be located to preserve the most critical portion of the site and its natural landforms and vegetation; Based on our review there will be no planned modification to the natural landforms and vegetation on the subject slope. ESNW recommends this be adhered to as removing vegetation from the slope could result in an increased risk of surficial erosion on the steep slope. e. The proposed development shall not result in greater risk or a need for increased buffers on neighboring properties; Based on our analysis of the slope stability of the bluff, there will be no need for an increase of buffers on neighboring properties resulting from the proposed deck installation. f. The use of retaining walls that allow the maintenance of existing natural slope area is preferred over graded artificial slopes; and No retaining walls are planned for the proposed deck installation. g. Development shall be designed to minimize impervious lot coverage; The site civil engineer of record should address this item. However, ESNW recommends collecting all stormwater generated from impervious surfaces, and directing them towards an approved outfall away from sloped regions on the subject site; as an increase in the volume of surface and subsurface water could destabilize the subject slope. 5. Vegetation Retention. Unless otherwise provided or as part of an approved alteration, removal of vegetation from an erosion or landslide hazard area or related buffer shall be prohibited; 6. Seasonal Restriction. Clearing shall be allowed only from May 1st to October 1st of each year; provided, that the director may extend or shorten the dry season on a case - by -case basis depending on actual weather conditions, except that timber harvest, not including brush clearing or stump removal, may be allowed pursuant to an approved forest practice permit issued by the city of Edmonds or the Washington State Department of Natural Resources; 7. Point Discharges. Point discharges from surface water facilities and roof drains onto or upstream from an erosion or landslide hazard area shall be prohibited except as follows: a. Conveyed via continuous storm pipe downslope to a point where there are no erosion hazard areas downstream from the discharge; b. Discharged at flow durations matching predeveloped conditions, with adequate energy dissipation, into existing channels that previously conveyed storm water runoff in the predeveloped state; or Earth Solutions NW. LLC Mr. Robert Magrino & Ms. Bernadette D'Souza August 4, 2022 ES-8338.01 Page 7 d. Dispersed discharge upslope of the steep slope onto a low -gradient, undisturbed buffer demonstrated to be adequate to infiltrate all surface and storm water runoff, and where it can be demonstrated that such discharge will not increase the saturation of the slope; and 8. Prohibited Development. On -site sewage disposal systems, including drain fields, shall be prohibited within erosion and landslide hazard areas and related buffers. ESNW recommends stormwater must be directed away from the slope under concern. B. Earth Subsidence and Landslide Hazard Area. In addition to the requirements of this chapter, development proposals for lands located within the earth subsidence and landslide hazard area as indicated on the critical areas inventory shall be subject to the provisions of Chapter 19.10 ECDC. Based on our review of the North Edmonds earth subsidence landslide hazard area map, the subject site does not lie within the described area for which this code section is concerned. C. Seismic Hazard Areas. Activities proposed to be located in seismic hazard areas shall meet the standards of ECDC 23.80.060, Development standards — General requirements. In our opinion, the subject site does not lie within an area with a seismic hazard risk (liquefaction), given the relative density of the soil underlying the site and the lack of a well -established and near -surface groundwater table. City of Edmonds Comment — 1) Verify plans are consistent with the Geotech Report. 2) Provide memo of compliance from the Geotechnical Engineer based upon review of any updated plans. The memo shall include a copy of the plans to ensure the City and Geotechnical Engineering are looking at the same documents. ESNW Response — ESNW has reviewed the referenced plans for the proposed deck. We have reviewed the referenced documents in comparison to the recommended soil parameters and other geotechnical recommendations described in the referenced geotechnical engineering study. Earth Solutions NW. LLC Mr. Robert Magrino & Ms. Bernadette D'Souza August 4, 2022 ES-8338.01 Page 8 Based on our review, the plans and specifications being submitted to the city of Edmonds incorporate the recommendations included in the referenced geotechnical engineering study. Limitations The recommendations and conclusions provided in this letter are professional opinions consistent with the level of care and skill that is typical of other members in the profession currently practicing under similar conditions in this area. Our recommendations are based on the information available at the time of this letter preparation. A warranty is not expressed or implied. We trust this letter meets your current needs information is required, please call. Sincerely, EARTH SOLUTIONS NW, LLC Stephen H. Avril Project Manager If you have any questions, or if additional 08/04/2022 Kyle R. Campbell, P.E. Principal Engineer Attachments: SlopeW Output Maple Leaf Design — Project Plans I.B.I Company — General Structural Notes and Plans cc: Maple Leaf Design, LLC Attention: Mr. Lyle Grant (Email only) Earth Solutions NW. LLC 90 60 - 7C 6C 5'4C 3C C O j 2( N W -1 -2 -3 -4 50... 1 969 ES 8338 Existing Static '70 Iva it4 7J0 Distance D'Souza Deck and Pool Report generated using GeoStudio 2019. Copyright © 1991-2018 GEOSLOPE International Ltd. File Information File Version: 10.00 Created By: Steve Avril Last Edited By: Steve Avril Revision Number: 18 Date:08/03/2022 Time: 12:36:37 PM Tool Version: 10.0.0.17401 File Name: ES 8338 A -A' Existing Static.gsz Directory: C:\Users\steve.avril\Documents\ Last Solved Date: 08/03/2022 Last Solved Time: 12:37:13 PM Project Settings Unit System: U.S. Customary Units Analysis Settings D'Souza Deck and Pool Description: A -A' Kind: SLOPE/W Method: Morgenstern -Price Settings Side Function Interslice force function option: Half -Sine PWP Conditions from: (none) Unit Weight of Water: 62.430189 pcf Slip Surface Direction of movement: Left to Right Use Passive Mode: No Slip Surface Option: Entry and Exit Critical slip surfaces saved: 1 Optimize Critical Slip Surface Location: No Tension Crack Option: (none) Distribution F of S Calculation Option: Constant Advanced Geometry Settings Minimum Slip Surface Depth: 0.1 ft Number of Slices: 30 Factor of Safety Convergence Settings Maximum Number of Iterations: 100 Tolerable difference in F of S: 0.001 Solution Settings Search Method: Root Finder Tolerable difference between starting and converged F of S: 3 Maximum iterations to calculate converged lambda: 20 Max Absolute Lambda: 2 Materials Medium Dense SM Model: Mohr -Coulomb Unit Weight: 125 pcf Cohesion': 100 psf Phi': 34 ° Phi-B: 0 ° Loose SP Model: Mohr -Coulomb Unit Weight: 125 pcf Cohesion': 0 psf Phi': 32 ° Phi-B: 0 ° Hard ML Model: Mohr -Coulomb Unit Weight: 125 pcf Cohesion': 600 psf Phi': 34 ° Phi-B: 0 ° Very Dense SP Model: Mohr -Coulomb Unit Weight: 125 pcf Cohesion': 600 psf Phi': 36 ° Phi-B: 0 ° Slip Surface Entry and Exit Left Type: Range Left -Zone Left Coordinate: (-106, 76.636364) ft Left -Zone Right Coordinate: (36.875, 40) ft Left -Zone Increment: 20 Right Type: Range Right -Zone Left Coordinate: (53.375, 28) ft Right -Zone Right Coordinate: (199, 0) ft Right -Zone Increment: 20 Radius Increments: 20 Slip Surface Limits Left Coordinate: (-110, 77) ft Right Coordinate: (210, -46) ft Points X Y Point 1 -110 ft 77 ft Point 2 0 ft 67 ft Point 3 4 ft 64 ft Point 4 -110 ft 64 ft Point 5 10 ft 60 ft Point 6 -110 ft 60 ft Point 7 19 ft 53 ft Point 8 -110 ft 53 ft Point 9 85 ft 5 ft Point 10 135 ft 5 ft Point 11 144 ft 0 ft Point 12 209 ft 0 ft Point 13 210 ft -46 ft Point 14 -110 ft -46 ft Point 15 -69 ft 73.272727 ft Point 16 -89 ft 75.090909 ft Regions Material Points Area Region 1 Medium Dense SM 1,4,3,2,15,16 886 ft2 Region 2 Loose SP 3,5,6,4 468 ft2 Region 3 Hard ML 5,7,8,6 871.5 ft2 Region 4 1 Very Dense SP 7,9,10,11,12,13,14,8 23,720 ft2 Slip Results Slip Surfaces Analysed: 8389 of 9261 converged Current Slip Surface Slip Surface: 4,522 Factor of Safety: 1.969 Volume: 1,902.1675 ft3 Weight: 237,770.93 Ibf Resisting Moment: 41,348,119 Ibf-ft Activating Moment: 20,994,762 Ibf•ft Resisting Force: 197,381.94 Ibf Activating Force: 100,251.81 Ibf Slip Rank: 52 of 9,261 slip surfaces Exit: (84.592184, 5.2965934) ft Entry: (-30.236248, 69.74875) ft Radius: 181.8829 ft Center: (110.16488, 185.37276) ft Slip Slices X Y PWP Base Frictional Cohesive Suction Base Normal Strength Strength Strength Material Stress _ Slice-27.766847 1 66.874375 Medium 0 psf 188.34182 0 psf 127.03816 100 psf 1 ft ft ` psf psf Dense SM 0 psf 606.50658 378.98737 0 psf 0 psf Loose SP Slice-23.450764 62 ft 2 ft psf psf Slice -19.845613 58.20226 698.1426 0 psf 470.90313 600 psf 0 psf Hard ML 3 ft ft psf psf Slice -16.328673 54.70226 0 psf 978.56209 660.04846 600 psf 0 psf Hard ML 4 ft ft psf psf ' Very Dense Slice -12.748928 51.329938 0 psf 1,231.4885 894.7288 600 psf 0 psf 5 ft ft psf psf SP Slice -9.1063769 48.077693 0 psf 1,489.5831 1,082.2455 600 psf 0 psf Very Dense 6 ft ft 44.995329 psf psf SP Very Dense Slice -5.4638262 0 psf 1,739.2754 1,263.6576 600 psf 0 psf 7 ft ft psf psf SP Slice -1.8212754 42.071864 0 psf 1,984.4772 1,441.8071 600 psf 0 psf Very Dense 8 ft ft psf psf SP Slice 2 ft 39.168937 0 psf 2,127.2004 1,545.5016 600 psf 0 psf Very Dense 9 ft psf psf SP Slice 5.5 ft 36.63377 0 psf 2,173.2689 1,578.9723 600 psf 0 psf Very Dense 10 ft psf psf SP Slice 8.5 ft 34.56703 0 psf 2,223.0465 1 615.1378 600 psf 0 psf Very Dense 11 ft s psf psf SP Slice 12.25 ft 32.11828 0 psf 2,259.4708 1,641.6016 600 psf 0 psf Very Dense 12 ft psf psf SP Slice 16.75 ft 29.333753 0 psf 2,280.1231 1,656.6064 600 psf 0 psf Very Dense 13 ft psf psf SP Slice 20.929182 26.900438 0 psf 2,300.2699 1,671.2439 600 psf 0 psf Very Dense 14 ft ft psf psf SP T Slice 24.787546 24.788435 0 psf 2,319.0264 1,684.8713 600 psf 0 psf Very Dense 15 ft 28.645909 ft psf psf SP Very Dense Slice 22.795429 0 psf 2,326.5649 1,690.3484 600 psf 0 psf 16 ft ft psf psf SP Slice 32.504273 20.917091 0 psf 2,320.1327 1,685.6751 600 psf Very Dense 0 psf 17 ft ft 19.149531 psf psf SP Slice 36.362637 0 psf 2,296.7663 1,668.6984 600 psf Very Dense 0 psf 18 ft ft psf psf SP Slice 40.221001 17.489245 0 psf 21253.4297 1 637.2125 600 psf Very Dense 0 psf 19 ft ft psf psf SP Slice 44.079365 15.93308 0 psf 2 187.1942 1,589.0896 � Very Dense 600 psf 0 psf 20 ft ft psf psf SP Slice 47.937728 14.478188 0 psf 2,095.4561 1522.4379 600 psf Very Dense 0 psf 21 ft ft psf psf SP Slice 51.796092 13.122001 0 psf I 1,976.1756 1,435.7756 600 psf 0 psf Very Dense 22 ft ft psf psf SP Slice 55.654456 11.862204 0 psf 1,828.1167 1,328.2045 600 psf 0 psf Very Dense 23 ft ft psf psf SP Slice 59.51282 10.69671 0 psf 1,651.0548 1,199.5615 600 psf 0 psf Very Dense 24 ft ft psf psf SP Slice 63.371183 9.6236408 0 psf 1,445.9172 1,050.5204 600 psf 0 psf Very Dense 25 ft ft psf 4 psf SP Slice 67,229547 8.6413131 0 psf 1,214.8255 882.62238 600 psf 0 psf Very Dense 26 ft ft 1 psf psf SP Slice 71.087911 7.7482202 0 psf 961.01747 1698.22006 600 psf 0 psf Very Dense 27 ft ft psf psf 500.33035 600 psf 0 psf SP Very Dense Slice 74.946275 6.9430213 0 psf 688.64565 28 ft ft psf psf 292.41073 i 600 psf ; 0 psf SP Very Dense Slice 78.804638 6.2245308 0 psf 402.46884 29 ft ft psf psf SP Slice 82.663002 5.5917086 0 psf 107.47372 78.084227 600 psf 0 psf Very Dense 30 ft ft psf psf SP 90 W 70 50 40 30 C O j 2[ O] W 1( 1 -11 -31 -4i ES 8338 Distance 1227 0 m D'Souza Deck and Pool Report generated using GeoStudio 2019. Copyright © 1991-2018 GEOSLOPE International Ltd. File Information File Version: 10.00 Created By: Steve Avril Last Edited By: Steve Avril Revision Number: 17 Date:07/20/2022 Time: 09:34:04 AM Tool Version: 10.0.0.17401 File Name: ES 8338 A -A' Existing Seismic.gsz Directory: C:\Users\steve.avril\Documents\ Last Solved Date: 07/20/2022 Last Solved Time: 09:34:10 AM Project Settings Unit System: U.S. Customary Units Analysis Settings D'Souza Deck and Pool Description: A -A' Kind: SLOPE/W Method: Morgenstern -Price Settings Side Function Interslice force function option: Half -Sine PWP Conditions from: (none) Unit Weight of Water: 62.430189 pcf Slip Surface Direction of movement: Left to Right Use Passive Mode: No Slip Surface Option: Entry and Exit Critical slip surfaces saved: 1 Optimize Critical Slip Surface Location: No Tension Crack Option: (none) Distribution F of S Calculation Option: Constant Advanced Geometry Settings Minimum Slip Surface Depth: 0.1 ft Number of Slices: 30 Factor of Safety Convergence Settings Maximum Number of Iterations: 100 Tolerable difference in F of S: 0.001 Solution Settings Search Method: Root Finder Tolerable difference between starting and converged F of S: 3 Maximum iterations to calculate converged lambda: 20 Max Absolute Lambda: 2 Materials Medium Dense SM Model: Mohr -Coulomb Unit Weight: 125 pcf Cohesion': 100 psf Phi': 34 " Phi-B: 0 Loose SP Model: Mohr -Coulomb Unit Weight: 125 pcf Cohesion': 0 psf Phi': 32 " Phi-B: 0 Hard ML Model: Mohr -Coulomb Unit Weight: 125 pcf Cohesion': 600 psf Phi': 34 Phi-B: 0 Very Dense SP Model: Mohr -Coulomb Unit Weight: 125 pcf Cohesion': 600 psf Phi': 36 Phi-B: 0 " Slip Surface Entry and Exit Left Type: Range Left -Zone Left Coordinate: (-106, 76.636364) ft Left -Zone Right Coordinate: (36.875, 40) ft Left -Zone Increment: 20 Right Type: Range Right -Zone Left Coordinate: (53.375, 28) ft Right -Zone Right Coordinate: (199, 0) ft Right -Zone Increment: 20 Radius Increments: 20 Slip Surface Limits Left Coordinate: (-110, 77) ft Right Coordinate: (210, -46) ft Seismic Coefficients Horz Seismic Coef.: 0.28 Points X y Point 1 -110 ft 77 ft Point 2 0 ft 67 ft Point 3 4 ft 64 ft Point 4 -110 ft 64 ft Point 5 10 ft 60 ft Point 6 -110 ft 60 ft Point 7 19 ft 53 ft Point 8 -110 ft 53 ft Point 9 85 ft 5 ft Point 10 135 ft 5 ft Point 11 144 ft 0 ft Point 12 209 ft 0 ft Point 13 210 ft -46 ft Point 14 -110 ft -46 ft Point 15 -69 ft 73.272727 ft Point 16 -89 ft 75.090909 ft Regions Material Points Area Region 1 Medium Dense SM 1,4,3,2,15,16 886 ft2 Region 2 Loose SP 3,5,6,4 468 ft2 Region 3 Hard ML 5,7,8,6 871.5 ft2 Region 4 Very Dense SP 7,9,10,11,12,13,14,8 23,720 ft2 Slip Results Slip Surfaces Analysed: 8403 of 9261 converged Current Slip Surface Slip Surface: 4,522 Factor of Safety: 1.227 Volume: 1,902.1675 ft' Weight: 237,770.93 Ibf Resisting Moment: 37,677,408 Ibf•ft Activating Moment: 30,720,847 Ibf•ft Resisting Force: 181,882.53 Ibf Activating Force: 148,265.49 Ibf Slip Rank: 1 of 9,261 slip surfaces Exit: (84.592184, 5.2965934) ft Entry: (-30.236248, 69.74875) ft Radius: 181.8829 ft Center: (110.16488, 185.37276) ft Slip Slices X Y PWP Base Normal Stressl Frictional Strength Cohesive Strength Suctio Slice 1 -27.766847 ft 66.874375 ft 0 psf 135.20013 psf 91.193638 psf 100 psf 0 psf Slice 2 -23.450764 ft 62 ft 0 psf 474.74731 psf 296.65505 psf 0 psf 0 psf Slice 3 Slice 4 -19.845613 ft -16.328673 ft 58.20226 ft 54.70226 ft 0 psf 0 psf 458.28273 psf 676.85586 psf 309.1156 psf 600 psf 456.54504 psf 600 psf 0 psf 0 psf Slice 5 -12.748928 ft 51.329938 ft 0 psf 862.63692 psf 626.74241 psf 600 psf 0 psf Slice 6 -9.1063769 ft 48.077693 ft 0 psf 1,042.138 psf 757.1576 psf 600 psf 0 psf Slice 7 -5.4638262 ft 44.995329 ft 0 psf 1,209.0152 psf 878.40099 psf 600 psf 0 psf Slice 8 -1.8212754 ft 42.071864 ft 0 psf 1,369.9738 psf 995.3442 psf , 600 psf 0 psf Slice 9 2 ft 39.168937 ft 0 psf 1,461.6117 psf 1,061.9231 psf 600 psf 0 psf Slice 10 5.5 ft 36.63377 ft 0 psf 1,495.3169 psf 1,086.4113 psf 600 psf 0 psf Slice 11 8.5 ft 34.56703 ft 0 psf 1,540.5185 psf 1,119.2522 psf 600 psf 0 psf Slice 12 12.25 ft 32.11828 ft 0 psf 1,592.8251 psf 1,157.2552 psf 600 psf 0 psf Slice 13 16.75 ft 29.333753 ft 0 psf 1,660.1736 psf 1,206.1868 psf 600 psf 0 psf Slice 14 20.929182 ft 26.900438 ft 0 psf 1,744.009 psf 1,267.0967 psf 600 psf 0 psf Slice 15 24.787546 ft 24.788435 ft 0 psf 1,838.5988 psf 1,335.8203 psf 600 psf 0 psf Slice 16 28.645909 ft 22.795429 ft 0 psf 1,939.3853 psf 1,409.0459 psf 600 psf 0 psf Slice 17 32.504273 ft 20.917091 ft 0 psf 2,040.4958 psf 1,482.507 psf 600 psf 0 psf Slice 18 36.362637 ft 19.149531 ft 0 psf 2,134.0162 psf 1,550.4536 psf 600 psf 0 psf Slice 19 40.221001 ft 17.489245 ft 0 psf 2,210.1782 psf 1,605.7885 psf 600 psf 0 psf Slice 20 44.079365 ft 15.93308 ft 0 psf 2,257.9415 psf 1,640.4905 psf 600 psf 0 psf Slice 21 47.937728 ft 14.478188 ft 0 psf 2,266.0272 psf 1,646.3651 psf 600 psf 0 psf Slice 22 51.796092 ft 13.122001 ft 0 psf 2,224.3336 psf 1,616.073 psf 600 psf 0 psf Slice 23 55.654456 ft [ 11.862204 ft 0 psf 2,125.5148 psf 1,544.2769 psf 600 psf 0 psf Slice 24 59.51282 ft 10.69671 ft 0 psf 1,966.3692 psf 1,428.6509 psf 600 psf 0 psf Slice 25 63.371183 ft 9.6236408 ft 0 psf 1,748.6505 psf 1,270.469 psf 600 psf 0 psf Slice 26 67.229547 ft 8.6413131 ft 0 psf 1,479.0077 psf 1,074.562 psf 600 psf 0 psf Slice 27 71.087911 ft 7.7482202 ft 0 psf 1,167.9934 psf 848.59691 psf 600 psf 0 psf Slice 28 74.946275 ft 6.9430213 ft 0 psf 828.36564 psf 601.84287 psf 600 psf 0 psf Slice 29 78.804638 ft l 6.2245308 ft 0 psf 473.14332 psf 343.75874 psf 600 psf 0 psf Slice 30 82.663002 ft 5.5917086 ft 0 psf 113.94838 psf 82.788342 psf 600 psf 0 psf STEEP SLOPE AREA EXST'6 RET41 N I N6 WALL TEMP. SEDIMENT TRAP FOR EXISTING CATCH BA51N TO REMAIN THROUGHOUT CONSTRUCTION, PER STANDARD DETAIL ER-a02 TOP EDGE OF STEEP SLOPE PER SURVEY GEDAR HEDGE EXST WINDOW I WELL TIP, —OF BLUFF-RER-8&/ SURVEY Q EXST GONG. PATIO TIN6 / EiF I $o / ELMS / GED c� �, / P_ INEWM' G `/�1 i400D DECK �S- 125 5F L4� GEDAR HEDGE ANEW REMOVE 5TAIR5- EXISTIN6 ' 8 GAL-,��'� 51LT/FABRIC FILTER FENCE, M,46NOL 1,4 TO REMAIN THROUGHOUT CONSTRUCTION, PER 5TANDARD DETAIL ER-a00 NOTE: ALL EXISTING TREES TO REMAIN U.N.O 0 SITE PLAN ' PL 283 Ab i -- -----101 _ 777.7 -oil r--- " — -- —----,,...--- SIDE YARD--`/��'--��,�'- '-�/ all pill all CJ all all \� Cl CJ 5ETBAGY<- / — — — — 8 LZEG 011 10"'/ DEG 1L�,E� IJ EaEG Rc EG %?EG o DEC, \ ��'_o° EXST 10" D W I NOON ,DEG1011 EX I STI N6 I 6 1211 DEG 12" 12� i %' EX I ST I N6 / `�� DEG , DEC, DEG - fn / OVERHAN6 <0 TI G7 4, PARCEL I + 27040700106200 // -- h (23 q-72 SF) / / PROPERTY LINE BETWEEN DEGK GO D 6,4 EX I ST I I CE7 ' PARGELS DEG I - DR I VEWA)", / (NO GHAN6ES) / / EXST 6" GONG. BLOGk`\ : IO LANDSCAPE EDGING I Q NEW / ---'' O 5TAIR5 / i 8" %DEG ; PARCEL �'-'� '� ��- 15TIN6 s' 27040700106700 6p` 6E (1-7,40-7 SF) i m /1 8 1 ^J-`...- 12" 1 DEG � .,.... AGED / 1 24 o 1 P DECK �\ GED 5F _ PL I 7 PROPERTY --� LINE �-- " = 20'-0" 0 20' 40' 60' 80' PROJECT INFORMATION OWNER NAME: ROBERT MAGRINO REVOCABLE TRUST SITE ADDRESS: 16900 TALBOT RD 30 F 30' EDMONDS, WA 98026 PARCEL#s: 27040700106200 & 27040700106700 ZONING: RS-12 LOT AREA: (0.55+0.33) 0.88 ACRES (-38,332 SF) ! LEGAL DESCRIPTIONs: SEC 07 TWP 27 RGE 04LOT 2 OF CITY OF EDM SP REC AF NO 9308130775 BEING A PTN OF S1/2 NE4 SEC 07 TWP 27 RGE 04LOT 1 OF CITY OF EDM SP REC AF NO 1 9308130775 BEING A PTN OF S1/2 NE1/4 O � ZONING CALCULATIONS ' LOT AREA: 23,972 SF O (TO INCLUDE ONLY THE PORTION OF LOT 2 THAT IS EAST OF i LOT COVERAGE: ALLOWABLE: (35%) < EXISTING: HOUSE + DECK >36" (NO EAVE EXISTING: GARAGE ' PROPOSED: NEW OPEN SPACED WOOD TOTAL: R W i RESPONSE TO PLAN REVIEW 7/14/2022 REVISIONS BY MAPLE LEAF DESIGN Residential Design Landscape Architecture 1208 8th Avenue N Edmonds, WA 98020 Phone: (206) 523-6427 LU 0 Iz J- U C� V I U 1—� OQ O IY Qm� < Q Oz <O Q Date -7/14/2022 Scale 1" = 20'-0" Drawn LD6 Job Sheet A2 Fol SCALE: 1' = 20' 20 10 0 20 40 A PORTION OF THE SE 1/4 OF THE NE 1/4 OF SECTION 7, TWP. 27 N., RGE. 4 E., W.M., CITY OF EDMONDS, SNOHOMISH COUNTY, WASHINGTON / 4" DC 3' METAL HAND RAIL 1/ CONC. RETAINING WALL -, TOP OF EXPOSED 8" CMP PIPE TOP EDGE OF SLOPE TOP OF EXPOSED 8" PVC PIPE 6' CHAIN LINK FENCE 9' CEDAR HEDGE SSMH, RIM=80.51 IE 8" CENTER CHANNEL (NE,SE)=74.01 SURVEY NOTES 1. BASIS OF BEARING IS N 44` 41' 24" E UTILIZING THE MONUMENTS ON TALBOT ROAD FROM THE INTERSECTION OF SEALAWN PL TO THE INTERSECTION OF 171 ST ST SW 2. VERTICAL DATUM IS NAVD 88. 3. HORIZONTAL DATUM IS NAD83 (201 1) BASED ON WSRN OBSERVATIONS 4. LOCATES WERE NOT REQUESTED SO ONLY SURFACE FEATURES FOR UTILTIES ARE SHOWN 5. CONTOUR INTERVAL IS 2 FOOT 6. SEE MAP FOR TEMPORARY BENCHMARK INFORMATION LOCATIONS. TBM 1 - SET PK & WASHER, ELEVATION 88.63 FEET SURVEY INSTRUMENTATION SURVEYING PERFORMED IN CONJUNCTION WITH THIS SURVEY DOCUMENT UTILIZED ALL OR A PORTION OF THE FOLLOWING EQUIPMENT: 3" TOTAL STATION MAINTAINED TO MANUFACTURER'S SPECIFICATIONS AS REQUIRED BY WAC-332-130-100 PROCEDURE USED: FIELD TRAVERSE WITH ACCURACY MEETING OR EXCEEDING THE REQUIREMENTS OF WAC-332-130-090 TOPCON GR-5, REAL TIME KINEMATIC (RTK) GPS. 12' CEDAR HEDGE 4' CHAIN LINK FENCE 0.5' CONC. PAVER PATH EDGING CONC. PAD FOR HVAC UNIT 16838 TALBOT RD 30' LEGEND o BOLLARD 9 SANITARY SEWER MANHOLE m 8" PVC ROOF DRAIN �D STORM DRAIN MANHOLE LIGHT POLE LANDSCAPE LIGHT IR IRRIGATION CONTROL VALVE CLUSTER (CL) CONIFER (CF) 0 DECIDUOUS (DC) DESIGNATED TEMPORARY BENCH MAR X12.3 SPOT ELEVATION - - RIGHT OF WAY LINE — —536— EXISTING GROUND CONTOURS — EDGE OF VEGETATION FENCE, CHAIN -LINK O — FENCE, WROUGHT IRON — O C COMMUNICATIONS, BURIED P POWER, BURIED D STORM S SEWER -------------- TREE DRIPLINE BUILDING LINE ROCK f REVISIONS NO. DESCRIPTION/DATE BY �A•F Off: �FWgg • �C 45782 w �s��.kg�rsTEawq O� 'O�VA 5 L L ND - U r2 O0 � J �. J I I 000 N N rl) Lfi vv t c L Q (n a 3 c o a p W W Q� (if ow c c Z ��i JJ C� — Z cz W � c - 0 c0 00 N a) E Z oo O s O E J j W Q O O U �� N ,� _ (n N Z �> c 0 C) L_ J IL O tf 0) U �inw E 3 a) _y cL -0 a c W O _ 7 U� Z O F- CD Z_ 2 N Q 0 VJ w 0 zV) 0 C� G � o po U m 0 C) J (_9 U Q Z Z) U) I X U w J 0 O C) r 0 Z O W LL_ O 0 JOB NO.: DWG. NAME: SR-03 DESIGNED BY: DRAWN BY: JDC/SAF CHECKED BY: DATE: 02-14-2022 DATE OF PRINT: 1 1 OF SHEETS J GENERAL NOTES ALL WORK SHALL COMPLY WITH APPLICABLE CODES AND ORDINANCES INCLUDING THE 2018 WASHINGTON STATE BUILDING CODE, THE 2018 WASHINGTON STATE ENERGY CODE AS WELL AS THE TOWN OF EDMONDS MUNICIPAL CODE. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL DRAWINGS FOR BIDDING AND CONSTRUCTION. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF A SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT. REFER TO DIMENSIONS AND NOTES FOR SIZES AND LOCATIONS; DO NOT SCALE DRAWINGS. DIMENSIONS ARE TO FACE OF STUD OR MASONRY WALL AND CENTERLINE OF COLUMNS, UNLESS NOTED OTHERWISE. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS FOR COMPATIBILITY BEFORE PROCEEDING. ANY DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES REQUIRED TO PERFORM THE WORK. CONTRACTOR -INITIATED CHANGES SHALL BE SUBMITTED IN WRITNG TO THE ARCHITECT FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES SHOWN ON SHOP DRAWINGS ONLY WILL NOT SATISFY THIS REQUIREMENT. EXISTING BUILDING (AS APPLICABLE) CONTRACTOR SHALL VERIFY ALL DIMENSIONS, MEMBER SIZES AND CONDITIONS OF THE EXISTING BUILDING DEPICTED IN THE DRAWINGS, AND NOTIFY THE ARCHITECT OF ANY DISCREPANCIES FOR POSSIBLE REDESIGN. SHORING AND BRACING SHALL BE INSTALLED TO SUPPORT EXISTING CONSTUCTION AS REQUIRED BEFORE ANY STRUCTURAL MEMBERS ARE REMOVED OR BEFORE ANY NEW LOADS ARE ADDED UNTIL PERMANENT SUPPORT AND STIFFENING ARE INSTALLED. DEMOLITION DEBRIS SHALL NOT BE ALLOWED TO DAMAGE OR OVERLOAD THE EXISTING STRUCTURE OR VEGETATION. WHERE NEW CONCRETE OR REINFORCED MASONRY ABUT EXISTING CONCRETE OR MASONRY, PROVIDE THREADED BARS INTO THREADED EXPANSION INSERTS TO MATCH AND LAP HORIZONTAL REINFORCING UNLESS NOTED OTHERWISE ON DRAWINGS. CONTRACTOR SHALL CHECK FOR ROT OR INSECT INFESTATION AT ALL WALLS, AREAS SHOWING WATER STAINS, AND ALL WOOD MEMBERS. ALL ROT SHALL BE REMOVED AND DAMAGED MEMBERS SHALL BE REPLACED OR REPAIRED AS DIRECTED BY THE ARCHITECT. LIFE SAFETY GUARDRAILS OR HANDRAILS SHALL BE PROVIDED ON ALL OPEN SIDES OF STAIRS OR ELEVATED PLATFORMS. GUARDRAILS SHALL NOT BE LESS THAN 361, HIGH. HANDRAILS SHALL BE BETWEEN 34" AND 38" ABOVE STAIR NOSING. OPENINGS SHALL RESTRICT A 4" DIAMETER SPHERE FROM PASSING THROUGH. HANDRAILS SHALL HAVE A CIRCULAR CROSS SECTION AND HAVE AN OUTSIDE DIAMETER OF AT LEAST 11/4 INCHES AND NOT GREATER THAN 2 INCHES. RETURN HANDRAILS AT ENDS. DOOR AND WINDOW NOTES WINDOW SUPPLIER SHALL REFER TO EXTERIOR ELEVATIONS AND SCHEDULES FOR CONFIGURATION AND OPERATION OF ALL WINDOW AND DOOR UNITS. MAINTAIN ALIGNMENTS AND FORMATS TO MEET DESIGN INTENT; ADJUST ROUGH OPENINGS AS NECESSARY. SUBMIT SHOP DRAWINGS FOR APPROVAL. ALL WINDOWS AND DOORS TO BE INSTALLED PER MANUFACTURER'S REQUIREMENTS. WINDOWS LABELED "EGRESS" ON DRAWINGS SHALL FULFILL FOLLOWING REQUIREMENT: 5.7 SF MIN. NET CLEAR OPEN AREA; 20" MIN. CLEAR OPEN WIDTH; 24" MIN. CLEAR OPEN HEIGHT; 44" MAX. SILL HEIGHT. EXTERIOR DOORS SHALL HAVE MIN. '/2" THROW ON DEAD BOLT OR DEAD LATCH AND VISITOR OBSERVATION PORT. WINDOWS WITHIN 10' OF GRADE OR ACCESSIBLE DECK MUST BE CAPABLE OF BEING LOCKED. ALL LOCKS, INCLUDING DOOR LOCKS, MUST BE ABLE TO BE OPENED WITHOUT THE USE OF A KEY OR SPECIAL KNOWLEDGE OR EFFORT. WINDOWS WITHIN 24" OF A DOOR AND WITHIN 60" OF FLOOR, WINDOWS WITHIN 18" OF FLOOR, GLAZED DOORS, AND ALL SHOWER OR TUB ENCLOSURES SHALL HAVE SAFETY GLAZING. PROJECT INFORMATION OWNER NAME: ROBERT MAGRINO REVOCABLE TRUST SITE ADDRESS: 16900 TALBOT ROAD EDMONDS, WA PARCEL#S: 27040700106200 & 27040700106700 ZONING: RS-12 LOT AREA: (0.55+0.33) 0.88 ACRES (-38,332 SF) BUILDING HEIGHT: 24'-11" (EXISTING - NO CHANGE TO EXISTING) HVAC SYSTEM: MAIN FLOOR: ELECTRIC HEAT PUMP BASEMENT: DUCTLESS MINI SPLIT HEAT PUMPS VENTILATION: VIA FORCED AIR HEAT PUMP SYSTEM TYPE OF CONSTRUCTION: VB PROJECT CONTACT: LYLE GRANT, MAPLE LEAF DESIGN 1208 8TH AVENUE N, EDMONDS, WA 98020 206-523-6427 DRAWING INDEX NO. DESCRIPTION/ TITLE Al GENERAL NOTES, PROJECT DATA, DRAWING INDEX, LEGEND A2 SITE PLAN A3 EXISTING BASEMENT PLAN A4 EXISTING MAIN FLOOR PLAN A5 BASEMENT PLAN A6 MAIN FLOOR PLAN A7 NOT USED A8 DECK PLAN A9 ELEVATIONS, WINDOW AND DOOR SCHEDULE A10 ELEVATIONS All SECTIONS AND DETAILS ENERGY CODE NOTES REQUIREMENTS OF THE 2018 WASHINGTON STATE ENERGY CODE SHALL BE FOLLOWED. PRESCRIPTIVE OPTION CLIMATE ZONE 4C ELEC HEAT PUMP HVAC EQUIPMENT EFFICIENCY: REQUIRED: HIGH PROPOSED: HIGH GLAZING AREA: % OF HEATED FLOOR AREA MAX. ALLOWED: UNLIMITED GLAZING U-VALUE, VERTICAL: MAX. ALLOWED: 0.30 PROPOSED: 0.30 GLAZING U-VALUE, OVERHEAD: MAX. ALLOWED: 0.50 PROPOSED: 0.50 DOOR U-VALUE: MAX. ALLOWED: 0.30 PROPOSED: 0.30 CEILING INSULATION: REQUIRED: R-49 PROPOSED: R-49 VAULTED CEILING INSULATION: REQUIRED: R-38 PROPOSED: R-38 ABOVE GRADE WALL INSULATION: REQUIRED: R-21 PROPOSED: R-21 INTERIOR WALL BELOW GRADE: REQUIRED: R-21 PROPOSED: R-21 EXTERIOR WALL BELOW GRADE: REQUIRED: R-10 PROPOSED: R-10 FLOOR ABOVE UNHEATED SPACE: REQUIRED: R-30 PROPOSED: R-30 SLAB ON GRADE: REQUIRED: R-10 PROPOSED: R-10 GLAZING U-VALUES ARE SHOWN ON THE WINDOW AND DOOR SCHEDULES, ENERGY INFORMATION TABLE SEC R406.2 ADDITION LESS THAN 500 SQUARE FEET OF HEATED FLOOR AREA TOTAL CREDITS REQUIRED: 1.5 TOTAL ACHIEVED: 1.5 TABLE R406.2 FUEL NORMALIZATION CREDITS SYSTEM TYPE DESCRIPTION CREDITS 2 HEAT PUMP 1.0 TABLE R406.3 ENERGY CREDITS OPTION DESCRIPTION CREDITS 5.2 EFFICIENT GAS WATER HEATING WITH MIN. UEF OF 0.80 0.5 TOTAL CREDITS 1.5 IN EXISTING BUILDINGS, PER WEC SECTION R503.1.1, EXCEPTION 2, ALL EXISTING FRAMING CAVITIES WHICH ARE EXPOSED DURING CONSTRUCTION SHALL BE FILLED TO THE FULL DEPTH WITH BATT INSULATION OR INSULATION HAVING AN EQUIVALENT NOMINAL R-VALUE. 2x4 FRAMED WALLS SHALL BE INSULATED TO A MINIMUM OR R-15 AND 2x6 FRAMED WALLS SHALL BE INSULATED TO A MINIMUM OR R-21. ROOF/ CEILING ASSEMBLIES SHALL MAINTAIN THE REQUIRED SPACE FOR VENTILATION. WSEC R403.1.1 PROVIDE A PROGRAMMABLE THERMOSTAT FOR THE PRIMARY SPACE CONDITIONING SYSTEM WITHIN EACH DWELLING UNIT. FANS SHALL VENT DIRECTLY TO EXTERIOR OF THE BUILDING. VAPOR RETARDERS SHALL BE INSTALLED AS SPECIFIED IN R702.7. EXTERIOR JOINTS SHALL BE SEALED, CAULKED, GASKETED, OR WEATHERSTRIPPED. PER SEC TABLE R402.1.1 - WINDOW & DOOR HEADERS SHALL BE INSULATED WITH A MINIMUM OF R-10 INSULATION. LEGEND SYMBOL DESCRIPTION 2 X 6 STUDS AT 16" ON CENTER /. 2 X 4 STUDS AT 16" ON CENTER EXISTING WALL TO REMAIN ------ EXISTING WALL TO BE REMOVED BEARING WALL POST OR POINT LOAD ABOVE BEAM OR HEADER ❑ POST DIRECTION OF JOIST OR TRUSS SPAN (CANTILEVER DASHED) EXTENT OF JOISTS OR TRUSSES CHANGE IN LEVEL DETAIL NUMBER/ SHEET ON WHICH DETAIL IS SHOWN I SECTION NUMBER/ SHEET ON WHICH SECTION IS ,41 SHOWN ELEVATION NUMBER/ SHEET ON WHICH ,41 ELEVATION IS SHOWN PI-6 SHEAR WALL PANEL TYPE PER SHEAR WALL ix SCHEDULE/ SHEAR WALL NUMBER OWINDOW NUMBER - SEE WINDOW SCHEDULE ODOOR NUMBER - SEE DOOR SCHEDULE 0 SHOWER HEAD HOSE BIB TL 4" TIGHT LINE FL 4" PERFORATED DRAIN �D 4" PERFORATED FOUNDATION DRAIN FILTER FABRIC FENCE ODS DOWNSPOUT EXISTING CONTOUR PROPOSED CONTOUR + 123.4 EXISTING SPOT ELEVATION + 123.4 PROPOSED SPOT ELEVATION A REVISION SMOKE DETECTOR EXHAUST FAN QT THERMOSTAT ABBREVIATIONS B.O.W. BOTTOM OF WALL C.B. CATCH BASIN CL CENTERLINE C.O. CLEAN OUT CONIC. CONCRETE CMU CONCRETE MASONRY UNITS DN DOWN EL. ELEVATION EQ. EQUAL E EXISTING EXT'G EXISTING F.F.E. FINISHED FLOOR ELEVATION O/C ON CENTER P/B PLANTING BED T.O.W. TOP OF WALL TYP. TYPICAL V.I.F. VERIFY IN FIELD W/ WITH RESPONSE TO PLAN REVIEW 7/14/2022 REVISIONS BY MAPLE LEAF DESIGN Residential Design Landscape Architecture 1208 8th Avenue N Edmonds, WA 98020 Phone: (206) 523-6427 LU 0 z LU C� LU OQ O IY �O< CC) � Q O Z <O IT Ld Date -7/14/2022 Scale Drawn Job Sheet BASEMENT AS -BUILT PLAN 1/411 _ 11-011 (D NORTH RESPONSE TO PLAN REVIEW 7/14/2022 REVISIONS BY MAPLE LEAF DESIGN Residential Design Landscape Architecture 1208 8th Avenue N Edmonds, WA 98020 Phone: (206) 523-6427 J- U 0 III J- U IU� J- O Q D—/ Q IY QQ � CLl � CC) < Q Q Z LZ LU Date -7/14/2022 Scale 1/4" = 1'-0" Drawn LDG Job Sheet n MAIN FLOOR AS -BUILT PLAN 1'_� 1/4" = I'-O" (D NORTH n n n I I I I I I I I I I I I I I I I I I RESPONSE TO PLAN REVIEW 7/14/2022 REVISIONS BY MAPLE LEAF DESIGN Residential Design Landscape Architecture 1208 8th Avenue N Edmonds, WA 98020 Phone: (206) 523-6427 LU z (L LU OQ O IY Qm� < Q � Oz <Q� Q LZ LU Date -7/14/2022 Scale 1/4" = 1'-0" Drawn LPG Job Sheet 30-75 5OUARE FEET O BASEMENT PLAN 1 /4" = 1'-0" NORTH ;15TING VDOW 2 AI STING IDOW RESPONSE TO PLAN REVIEW 7/14/2022 REVISIONS BY MAPLE LEAF DESIGN Residential Design Landscape Architecture 1208 8th Avenue N Edmonds, WA 98020 Phone: (206) 523-6427 LU z (I I OQ O IY Qm� < Q � Oz <Q� LZ LU Date -7/14/2022 Scale 1/4" = 1'-0" Drawn LOO/M06 Job Sheet LOWER DECK UPPER DECK SEE SHEET A8a FOR SOUTH DECK DESIGN I I I 1 I NEW WINDOIIW IN EXI5TIN(� 26 OPENING I SHELVES NEW T=12" LANDING R=-711 AND STAIR ON O 2-7 ON IN EXISTING OPENING EXISTING ELEC i PANELS 44 50 FOOT 5ET13ACK FROM 1 i i TOP OF STEEP SLOPE NEW P05T (NON-5TRUCTURAL) 24 23 � I I I I I I I I I I I I I I I -- — J L ----- = J� OUTDOOR ROOM (EXISTING U.N.0) NO 36" .EF/FZR PANTRY �EXI5TIN6 NEW WINDOW I 36" HIGH IN EX15TING Iq ,GUARDRAIL ARDAIL OPENING -- — — — — — — — — — — — — — — — — — — — EXISTING DECK NE�t lcI�NDOW I 15TI NG YL IGHT5 EXISTING 18 ABOVE NEW WINDOWS IN EXISTING OPENING 15 0 11 EXISTING ABOVE NEW WINDOWS IN EXISTING OPENING 14 II II II II EXISTING @ABOVE NEW WINDOWS IN EXISTING OPENING 13 IN EXI5TINC-w- 11E GLA55 I I OPENING 00�j 1 1 BARII I 20 1 1---------- 1 1-----------� r �r II---------------------� STING DINING ROOM (EXISTING U.N.0) /MW I I \ I I EXISTING 1 I I \ \ I I FIREPLACE I I \ I I I I LI*VI N67 (ROOM I I I (CATP�RAL) 1 I I (EX15TINO bl-N.0) LL I 1-------------------- ��----------��------ �---� I I I I \ I I I I I EXISTING I I STAIR ----I—I---- T=13" i R=6" ON IS" DROP 2'-O"x'1 9NEW WINDOW 12 IN EXISTING OPENING EXISTING II WINDOW NEW WINDOW IN EXISTING OPENING 10 J- - - - - - - - - - - - - NEW WINDOW IN EXISTING 51LL HT. OPENING. = 23" O EGRESS O TEMP MASTER BEDROOM EXISTING (EXISTING U.N.0) FIREPLACE b 0. EQ 4 BATHTUB CFM BOOKGA5t�-, GL / DOOR \ 2 EXISTING GABINET5 STUDY (EXISTING U.N.0) 110 _ — — �70 TOP I �� 2�-o°x7 oil F INN -- GL-1 T=13' HW R-6ll OO - S-NK O J�II EO. E0. , _ _ _ -' o-------�I- 4'10'i / (E) ATTIC �N I I \s+�' e+^"or I EXISTING - I I AGGE55 +� HALLWAY/MUD ROOM O 36" IGH i� A NDRY BATH .� I I I I BEAM 5 i I I �1. EXISTING II I I All m GUA RAII�I 5TAIR EOTkY DN GAB'T NEVI STAIR T=11" 3 " HIGH DN O------------- GUAI IRAIL 4 -- — — — — — �II 20 MIN. RATED NEW WINDOW I FIRE DOOR IN EXISTING OPENING I I II Iti II II I I 2 I NEW FRON 4 I I POOf 11 AN I I I I I I SIDE ITE5 I I I I I I I I OEXISTING u u DOOR DN 6" All 8'-6 GARAGE (EXISTING U.N.0) 3103 SF (HOUSE) 688 SF (GARAGE) O MAIN FLOOR PLAN I/4" = I'—O" NORTH HOOD 100 1 —� KITCHEN GFM MIN. I GOOK- L m EXISTING DOOR POWDER O 70 GFM < " NEW - VAN I TY DRIVEWAY 5HWR �GLA55 aDOOR MASTER BATH -01 \- HOOKS SD ALIGN + � y _ _ X _ X ,� _ -� !D t EF== N - --- - - --�- N a -too I II � GFM Z x ' MASTER CL. O HALF �I SHELVES O WALL i 5AUNA �t I O m NEW WINDOW _,L IN EXISTING OPENING BUILT-IN DRESSER 4'-10" RESPONSE TO PLAN REVIEW 7/14/2022 REVISIONS BY MAPLE LEAF DESIGN Residential Design Landscape Architecture 1208 8th Avenue N Edmonds, WA 98020 Phone: (206) 523-6427 lU V (U VI LU OQ O Qm� � Q O Z LZ LU Date 7/14/2022 Scale 1/4" = 1'-0" Drawn LOO/M06 Job Sheet (:D DEGK PLAN 1/4" = 1'-0" (D NORTH PT 2x JOIST PER PLAN -74 Ron DEGK SEGTION GOMP051 TE DEGKIN6 PT 2x RIM GOMP051 TE TRIM GOMPO51 TE TRIM ml�t " PT PLYWOOD PT 2x6 WALL WITH STUDS 16" O.G. GOMP051 TE DEGKIN6 PT 2x JOIST PER PLAN 51 MPSON H2.5A GL I P AT EAGH JOIST BEAM PER PLAN POST GAP PER 5TRUGTURAL PT P05T PER PLAN 1-1/2" = 1'-0 " RESPONSE TO PLAN REVIEW 7/14/2022 REVISIONS BY MAPLE LEAF DESIGN Residential Design Landscape Architecture 1208 8th Avenue N Edmonds, WA 98020 Phone: (206) 523-6427 LU 0 z LU VI LU 0 q O IY Qm� < Q � Oz <Qy Q LZ LU Date -7/14/2022 Scale 1/4" = 1'-0" Drawn LOO/M06 Job Sheet 91 0 EAST ELEVATION NORTH ELEVATION /4" = 1 '-0" 1/411 = 11_011 1, ICI.I tn�c / 1.I AND 51DELITES '.ONT. RIDGE /ENT YP. .EN COMP. >H I NGLE ROOF I N6 O REPLACE X15TIN6 I , \ I VI I JIL II.V , . I "LD WINDOW OPENING WITH SALVAGED GEDAR SIDING TYP. WINDOW SCHEDULE ALL WINDOWS TO BE WESTECK 4300 CASEMENTS. U-VAL. < .30 CONTRACTOR TO VERIFY ROUGH OPENINGS AND WALL THICKNESSES PRIOR TO ORDERING. # LOCATION ROUGH OPEN'G W X H FINISHED HEAD HEIGHT WINDOW TYPE WALL WIDTH NOTES U-VAL 1 Hall 23.5" x 64" 82" Casem ent 4 9/16" 4.34 2 Entry Existing Existing 4 9/16" NA 3 Entry Existing Existing 4 9/16" NA 4 Entry Existing Existing 4 9/16" NA 5 Master Bedroom 23.5" x 64" 82" Casement 4 9/16" 4.30 6 Master Closet 36" x 18" 82" Fixed Awning 4 9/16" 4.34 7 Master Bath 14.5 x 30.5 Velux CM 1434 Fixed Skylight NA Temp., curb mounted 4.54 8 Master Bath 42" x 60" 83" Picture over 16" high awning 4 9/16" Temp. 4.34 9 Master Bedroom 35.5" x 60.5" 83" Casement 4 9/16" Egress 4.34 10 Master Bedroom 120" x 60" 83" 32" Casement/ Picture/ 32" Casement 4 9/16" 4.34 11 Living Room - Bar Existing Existing 4 9/16" NA 12 Living Room 33.5" x 75.75" 100" Casem ent 4 9/16" 0.30 13 Living Room 76.25 x 88.25 113" Picture 4 9/16" 4.34 14 Living Room 76.5 x 88.25 113" Picture 4 9/16" 4.30 15 Living Room 76.25 x 88.25 113" Picture 4 9/16" 4.30 16 Living Room Existing Existing 4 9/16" Triangle 4.30 17 Living Room Existing Existing 4 9/16" Polygon 4.34 18 Living Room Existing Existing 4 9/16" Triangle 4.30 19 Living Room 33.5" x 75.75" 100" Casem ent 4 9/16" 0.30 20 Dining Room 121" x 71" 95" XOX Casement 4 9/16" 32" wide casements 4.34 21 Not used 22 Not used 23 Not used 24 Outdoor Room Existing Existing Skylight 25 Outdoor Room Existing Existing Skylight 26 Pantry 48" x 36" 82 1 /2" XX Casement 4 9/16" 0.30 27 Garage 30" x 48" 82" Casem ent 4 9/16" 4.34 LOWER FLOOR 28 Storage Existing Existing 4 9/16" NA 29 Storage Existing Existing 4 9/16" NA 30 Bedroom 3 Existing Existing 6 9/16" 4.34 31 Rec Room 33 x 57" 81 1 /2" Casem ent 5 9/16" 0.30 32 Rec Room 42.5" x 88" 96" Picture 6 9/16" Tern p. 0.30 33 Not used 34 Rec Room 42.5" x 88" 96" Picture 6 9/16" Tern p. 0.30 35 Rec Room 33 x 57" 81 1 /2" Casem ent 6 9/16" 0.30 36 Bedroom 2 96" x 54" 79" 34" Casement/ Picture/ 34" Casement 4 9/16" Egress 4.30 37 Bedroom 1 96" x 54" 79" 34" Casement/ Picture/ 34" Casement 4 9/16" Egress 4.34 DOOR SCHEDULE ALL DOORS TO BE WESTECK U.N.O.. U-VAL. < .30 CONTRACTOR TO VERIFY ROUGH OPENINGS AND WALL THICKNESSES PRIOR TO ORDERING. # LOCATION NOMINAL DOOR OPENING DOOR MODEL WALL GLASS U VAL 1 Entry 42" x 96" door Rogue Valley 9977-G 4 9/16" Fir, Temp. 9.39 (2)18" x 96" sidelights 2 Living Room 32" x 96" Outswing French Door 4 9/16" Temp. 0.30 3 Dining Room 32" x 89" Outswing French Door 4 9/16" Temp. 0.30 4 Laundry Room 32" x 84" Inswing French Door 4 9/16" Temp. 0.39 5 Garage 120" x 90" Garage Door 4 9/16" Temp./ Frosted NA 6 Garage 120" x 90" Garage Door 4 9/16" Temp./ Frosted NA 7 Rec Room 36" x 89" Westeck Inswing French Door 6 9/16" Temp. 9.39 8 Rec Room 144 x 95 R.O. Westeck Grandview Multi -slide 6 9/16" Temp. 0.39 RESPONSE TO PLAN REVIEW 7/14/2022 REVISIONS BY MAPLE LEAF DESIGN Residential Design Landscape Architecture 1208 8th Avenue N Edmonds, WA 98020 Phone: (206) 523-6427 LU 0 z U ( C- LU O Q O IY < Q O Z <O � Q Date -7/14/2022 Scale 1/4" = 1'-0" DrawnLD6/MD6 Job Sheet LJ �1 WEST ELEVATION 1/4" = 1'-0" SOUTH ELEVATION 1/411 - 11_011 --1 Ir —Ire-7-- , A—&Ir FINISHED GRADE PT 2x JOIST ME 0 o d � ' d O d ° 4 a ° d as a DECK SECTION 36 " H 16H OUARDR41 L GOMPOSITE DEGKINO PT 2x RIM GOMPOSITE TRIM S I MPSON H2.5A GL I P AT EAGH JOIST BEAM PER PLAN POST GAP PER STRUGTUR4L PT POST PER PLAN POST E3ASE PER STRUGTUR4L GONG. FOOTING PER STRUGTUR4L 1-1/211 _ 11-011 RESPONSE TO PLAN REVIEW 7/14/2022 REVISIONS BY MAPLE LEAF DESIGN Residential Design Landscape Architecture 1208 8th Avenue N Edmonds, WA 98020 Phone: (206) 523-6427 LU 0 z LU C� VI LU OQ O IY < Q O Z <O � Q Date -7/14/2022 Scale 1/4" = 1'-0" DrawnLD6/MD6 Job Sheet R-38 IN5U ATION IN UNVENTED A55EMBLY: 3" OF CL 5ED CELL SPRAY FOAM UNDER PLYWOOD WITH R-21 BATT INSULATION BELOW ATTIC EXISTING BEAMS A 12 1 NEW 2x10 RAFTERS Im TYPE II HANDRAIL PER W5RG 311.1.8.5 �y2911 \ 3" =�cv R21 INSULATION —� i AT NEW WALLS O MASTER cZ MASTER i BEDROOM BATH N I�t�t�t�t�tt��1 R50 INSULATION AT EXISTING CANT. FLOOR EXISTING WALL TREAD (REFER TO FLR. PLAN) 3/41.1 PT 2x LEDGER BED 3 I I STORAGE I I I I '� PT 2x 1 2 STRINGER 05TAIR SEGTION 1/411 - 11-011 g MASTER BATH SECTION 1/411 = 11-011 (:4) WEST -EAST SECTION 1/4" = 1'-0" PT 2x4 RISE -RUN -RAIL OPENING THRUST SPACED SO THAT A 6" BLOCK SPHERE SHALL NOT PA55 THROUGH 0 0 IP TYP I GAL DEGK STAIR 2 "D I A. GONT. WOOD HANDRAIL 1-1/2" GLR. FROM WALL ----\ 5/4" PLYWD. RISER, TYPT 1-1 /4" PLYWD. TREAD, TYP-r O TREAD (REFER TO FLR.PLAN) O z i N < N U 2X4 THRUST BLOCK PT 2x6 FRAMING AT LANDING PT 4x6 BEAM 1" = I' -oil z Q z -1 (2)-2X HEADER W/LEDGER OR JOIST < F-HGRS. FOR GARRIAGE SUPPORT 5/8" TYPE 'X' GYP.BD. o AREAS AGGESSIBLE UNDER STAIRS 2X FIREBLOGKING 0 MIDPT. OF EA. STAIR RUN $ ALONG STRINGER a WALL BETH. EACH STUD (4)-2X12 STRINGERS -EA. SIDE (2) CENTERED iNTERlOR STIR DEVIL ry = 11-011 RESPONSE TO PLAN REVIEW 7/14/2022 REVISIONS BY MAPLE LEAF DESIGN Residential Design Landscape Architecture 1208 8th Avenue N Edmonds, WA 98020 Phone: (206) 523-6427 L 0 z L LU OQ O �O< Qm� < Q Oz Qy LZ LU Date -7/14/2022 Scale 1/4" = I' -Oil Drawn LDG/MDG Job Sheet GENERAL STRUCTURAL NOTES GHNE1tAL: All materials and workmanship ,ball conform to the International Building Code, 2018 and all other standards and specifications adopted by the IBC 2018 Code, the local City or County building code, and the requirements of the drawings and specifications, The drawings indicate genaral and typical details of construction. Where conditions are not specifically indicated, but are of a similar character to details shown, similar details of construction shall be used subject to approval by the Architect and the Engineer of Record in writing, The contractor shall provide temporary bracing for the structural components until all final connections have bimn completed. All structural systems, which are oomposed, of components to be field erected shall be supervised by the supplier during manufacturing, delivery, handy storage and erection. Erection shall be in accordance with the instructions prepared by the supplier. Verify all existing dimensions, elevations, mechanical and electrical openings beftore proceeding with the work Any dinmepanc es between the architectural, mechanical, and structural drawings shall be brought to the attention of the Architect and the Engineer in writing. Where there is conflict between the drawings and the IBC.` 2018, The International Building Code shall govern, CONCRETE: All concrete shall conform to Chapter 19 of the IBC 2019 International Building Code and the American Concrete Institute ACI-318 Code latest edition adopted by the I13C 2019 Code. Constnwtion documents for structural ooncrete shall conform to Section 1901.5. SPECIAL INSPECTIONS: The special inspection of concrete elements shall be as required by Chapter 17 of the IBC 2018 Code Sections 1704 and 1705 and Table 1705.3. STANDARDS ]POP. TESTS AND MATERIALS: The materials to produce concrete, concrete itself and testing thereof shell comply with the applicable standards listed in Chapter 3 of the ACI 318 Code. CemeA aggregates, water, plain and deformed steel reinforcement shall be as required by Chapter 3 of the ACI 318 Code, CONCRETE DESIGN PROPERTIES & STRENGTH: The value of fc shall be in accordance with Section. 19,2 of the ACI 318 Cede item a through d. Limits for -To for lightweight and normal weight concrete shall be in conformance with Table 19.3.2,1 of then ACI 318. The specified compressive strength shall be used for proportioning of concrete mixtures according to Sections 26.4.3 and Section 26.12.3 for testing and acceptance, Unless otherwise specified f o shall be based on 28-day test, Modulus of Elasticity and Mcedulus of Rupture shall be per Sections 19.2.2.1 and 19.2.3.1 of the ACI 318 Code, DURABILITY REQUIREMENTS: Concrete durability requirements shall be in conformance with Section. 1904,1 of the IBC 2018 Code and Section 19.3 of the ACI-318 Code. For Group 1; 2 and R-3 occupancies not more than three stories above grade plane, the compressive strength shall be no less than 3000 psi, Nonstructural concrete shall be in conformance with Section 19M.2 of the IBC 2019 Code. Concrete Durability shall be based on concrete exposure categories and exposure classes per Table 19.3.1.1 of the ACI-318 Code, Po (Psi) Category Class Special inspection required Application 2500 Freezing and Thawing ) FO NO Footings, Foundation Walls, and Slabs and Walkways STEEL. REINFORCEMENT PROPERTIES & DURABILITY: Non -prestressed bars and wires shall be deformed except plain bars and wires shall be permitted for use in spirals. All reinforcement shall be as required by Chapter 20 and Tables 20.1.3(a), Table 20.1.3(b) and Table 20,1,3(c) of the ACI 318 Code. Use Grade Fy Fs Alt Reinforcement 60 60 ksi 24 ksi Field Bact Bars & Welded Bars 60 60 ksi 24 ksi Bars in beams and slabs shall be detailed in amordance with the ACI Manual of Standard Practice, for Detailing Reinforced Concrete Structures, latest edition. Minimum spacing, Standard Hooks, Seismic Hooks and Croastie=.s, Splices, Bundled Reinforoarnerrt, Transverse Reainfiarcement and Poo -tensioning anchorages and Couplers shall be as required by Chapter 25 of the ACI 318 Code, REIN -FORCING STEEL PROTECTION Beam and Columns liars (to ties) 1-1/2" Slab and wall Bars Interior Fams ile Exposed to Weather or Earth 2" (#6 and larger) 1-112" (95 and smaller) Footing & other unfarmed Surfaces, Earth Face 3" CONCRETE WALL REINFORCING Mnlem Rhnwn Other Wiae on I]rawinvn1 Will Thickness Horizontal Bars Vertical Bars Location 6" #4 @ 12" o,ec, #4 g, 18" o,c @ CL ofwall 8" 04 @ 10" mo, 04 16" o,c @ CL ofwall 8"1 A5 @ 15" o,c, #5 @ Is mc. I @ CL ofwall At all openings provide a minimum of two bars over, under and at sides. Provide two bars at the end of all walls. Extend horizontal bare at least 24" past the operring or as far as possible and hook. Extend vertical bars the pull story height or as far as possible and hook. Provide one 05, 4'0 long, diagonally at each corner of all openings. Provide corner bars to match horizontal reirf ircement in footings and walls. MODIFICATIONS TO ACI 318: The following Sections of the ACI 318 Cods shall be modified per Section 1905 of the IBC 2018 Coda, Modify ACI 318 Sections 2.3 per Section 1905.1.1 of the IBC Code 2018 Modify ACI 318 Section 1&2,1 per Section 1905.1.2 of the IBC Code 2018 Modify ACT 318 Section 18.5 per Section 1905.1.3 of the IBC Code 2019 Modify ACI 318 Section 18.11 per Section 1905.1.4 of the IBC Code 2018 ]Modify ACI 318 Section 18.111.1 per Section 1905.1.5 of the IBC Code 2018 Modify ACI 318 Section 14.6 per Section 1905.1.6 of the IBC Code 2018 Delete ACI 318 Sectaion 14.1.4 and replace it per Section 1905.1.7 of the IBC Code 2018 Modify AC1318 Section 17.2.3 per Section 1905.1.8 of the IBC Code 2018 STRUCTURAL PLAIN CONCRETE: The design and owistruction of structural plain concrete, both cast - in -place and precast, shall comply with the minimum requirements of ACI 318, as modified by Section 1905 of the IBC 20113. MINIMUM SLAB PROVISIONS: The thickness of concrete Floor slab supported directly on the ground shall not be less that 3-112" thick, A 6-mil (0.0M inch) polyethylene vapor retarder with joints lapped not less than 6" shall be placed between the base course or subgrade and the concrete floor slab. Exceptions shall be as listed on Section 1907 of the IBC Code 2018. ANCHOREgG TO CONCRETE; The design of anchors in concrete used to transmit loads by means of tension, shear or corcibination of tension and shear between a) connected structural elements: b) or safety - related attachments and structural elements. Safety levels specified are intended for in-service conditions rather than for short: term handling and construction :conditions. Section 17.1.2 of the ACI-319 Code covers the following types of anchors: a) Headed Studs and Headed Bolts. b) Hooked bolts, o) Post installed expansion (torque coi trolled and displacement controlled) anchor&, d) Peat installed underout anchors. a) Past installed screw anchors. STRUCTURAL STEEL: The duality, design, fabrication, and erection of steel construction shall be in conformance with Chapter 22 of the IBC 201 S. IDENTIFICATION OF STEEL FOR STRUCTURAL PURPOSES: Identification of structural steel elements shell be in coa%rcance with. Section. 2202 of the IBC 2018. STEEL CONNECTIONS; The design, installation and inspection of bolts shall be in accordance with the requirements of Sections 2205, 2206, 2207, 2210 and 2211. The details of design, workmanship and technique for welding and quallfications of welding personnel shall be in accordance with specifications listed in Sections 2205, 2206, 2207, 2208, 2210 and 2211. Anchor rods shall as specified can the construction drawings, STRUCTURAL STEEL DESIGN, FABRICATION AND ERECTION: The design, fabrication, and erection of Structural Steel Elements in buildings and portions of thereof shall be in accordance with AISC 360. The seismic design, fabrication and erection of buildings, structures and portions thereof shall be in accordance with Section 2205.2.1 or 22052,2, as applicable. ITEM ASTM Plates Sbapes/Amles, and Rods A36 Fy = 36 kill Anchor Bolts Embedded in :1clas, Of Cone, A307 Fv =10 ksi Structural Tubbing (square or Rec. A500 Grade B Fy = 46 ksl Structural Steel Bolts A325F Fv =15 kill Fabrication and erection shall be in accordance with the latest edition of the AISC Specification for the Design, fabrication, and Enation of structural Steel for buildings. All bolts shall conform to ASTM A325F W' diameter unless noted otherwise. All welding shall conform to the AWS codes for arc and sea welding in building ceanatr=tion. All welds shall be 3116" minimum or per Section 1.17.5 of AISC (whichever is larger), unless otherwise noted. Welding electrodes shall be E70XX electrodes for manual shielding metal -arc welding. Welded joints shall conform to AWS prequalifred joint details for welded construction. All welding shall be performed by AWSIWABO Certified welders. Fabricator must submit details to the local Building Authority for approval prior to fabrication. Three sets are required, COLD -FORMED STEEL; The design of cold -formed steel aball be in accordance with AISI S100, The design of cold -fooled stainless -steel structural members shall be in accordance with ASCE 8. Cold formed steel light -frame construction shall also comply with the additional provisions of Section 2210.2 of the IBC 2019 Code. LUMBER DECKkNO. Lumbar decking shall be in conformance with Sections 2304.9.1 through 2300,53 of the IBC 2018 Code. Layup patterns shall be Single Span Pattern per Section 2304,92,1, Two Span Continuous Pattern per Section 2304.9.2.2, Combination Simple and Two Span Continuous Pattern per Section 2304,9,2,3, Cantilever Pieces Intermixed Pattern per Section 2304.9,2,4 and Controlled Random Pattrm per Section 2304,925, Mechanically Laminated Deckling shall be in conformance with Section 2304,9,3 of the 113C 2018 Code. SAWN LUMBER: Sawn lumber shall conform to West Coast Lumber Inspection Bureau Grading and Dressing Rules, latest edition. Each piece shall bear a grade mark as delivered. The base design values for visually graded dimension lumber are from 4A through 4F of the National Design Specification (NDS) 2018, MEMBER TYPE SPECIESiGRADE Fb PS Fv [Psi] E KSII 2x ]Plates DF-L Stud Grade 700 18D 1400 2x :studs DF-L Stud Grade 700 180 1400 4x ]Posts DF-L # 2 900 180 1600 4x ]Beams DF-L # 2 900 180 1600 6x ]Beams DF-L # 1 1350 170 1600 8x ]Beams DF-L # 1 1350 170 1600 6x ]Posts DF-L # 1 1200 170 1600 8x ]Posts DF-L # 1 1 1200 170 1600 2x Jlolts DF-L # 2 1900 180 1600 2x Decking Commercial Dex 11450 1700 LUMBER SPECIFICATIONS FOR HEM FIR LUMBER MEMBER 'TYPE SPECI69/0RADE Fb PS E IKSU _EK_Z3l1 2x )Plates HF-Stad Grade 675 150 1200 2x 'Studs HF-Stud Grade 675 150 1200 4x :Posts HF- # 2 850 150 1300 4x ;Beams HF- # 2 850 150 1300 6x ;Beams HF- # 1 1050 140 1300 Sx Beams HF- # 1 1050 140 1300 6x ;Posts HF- # 1 975 140 1300 8x :Posts HF- # 1 975 140 1300 2x ,jolts HF- # 1 850 150 1300 2x :Decking HF- # 2 1150 1400 NORE: Applicable Adjustment Factors shall be used for design according to Table 4A & 4D of the National Design Specification NDS 2019 WOOD FRAMING NOTES: 1, Minimsalme nailing requirements; 'Unless otherwise noted, minimum tailing shall The in accordance with Table 2304.10.1 of the IBC 2018 Code. Use common nails for shesar walls and for horizontal diaphragons. 2, At Sawn Timber Joist Areas: Provide cross bridging at B'D ox. maitimum spacing and solid blooking at bearing points, Provide double joists each sidle of openings unless detailed otherwise. Provide double joist under all non -load bearing, load bearing and shmir wails, unless otherwise shown on the plans, 3. Attach timber joists to flush headers and beams with Simpson "U" series metal joist hanger or similar to suit the joist size. Simpson Strong Tie bane (800)-999-5099 :or www.estrongtie.com, 4. Notations on drawings relating to framing clips, joist hangers, and other connecting devices refer to catalog; numbers of oannectars manufactured by the Simpson Strong; -Tie ConVany, Stockton, Califorr&L Equivalent devices by other manufacturers may be substiltuted, provided they have IBC 2013 Code approval for equal load capacities, 51 Individual members of built-up goats and beams shall each be attached as specified on Table 23D4,10.1 Item 26 or as specified on this plans. 6. All wood framing details not shown otherwise shall be constructed to the minisrnum standards as set forth under "Conventional Light -frame Construction Provisions" per Section 2309 of the MC 2018. 1. Joist framing from opposite sides of a beam, girder or partition shall be lapped at least 3" or the opposing joist shall be tied together in an approved manner. 2. All post and beam shall be connected in an approved manner to prevent against uplift and lateral displacement, Use Simpson connecorrs or approved equal, PREFABRICATED WOOD TRUSSES: Trusses shall be designed by the manufacturer for the spans, and conditions shown on the plans, Loading shall be as follows: ROOF p,s,f. Top Chord Snow Load 25 p,s.f, Top Chord Dead Load 7 p,s.1 Bottom Chord Dead Load 6 p,s,f Total Load 38 p,s.f, Bottom chord Live Load Uninhabitable Attic no storage .10 (IBC 2018 Table 1607.1 Item 25) Button chord Live Load Uninhabitable Attic with storage :20(I3C 2018 Table 1607.1 Item 25) The floor trusses shall also be designed to meet the requiremen:t's of IBC 2018 Sections 1605, 1606 & 1607 with a concentrated load where required by the type of ocoupancy and the live loads per Table 1607,1, Wood trusses shall be designed in accordance with section 2303.4 of the IBC 2018 Code. Wood trusses shall comply with sections 2303.4.1 through 2303.4.7. Truax drawings :shall be provided for review to the engineer of record and they shall be sealed by a prtrfessional engineer pricer to submittal for review to the jurisdiction. I.If a different system is proposed which requires revisions to present structural framing, truss msunaihctmr shall deduct from his subcontract, the cost of revision by the Engineer of R000rd. This will subsequently be charged to owner. 2.Truss manufacturer shall clearly allow all connection detaills, with loads, in calculations and on drawings. Loads from lack, hip, vallcy trusses shall be accounted for on girder trusses. Reactions to beam and columns, or walls, shall be clearly shown on plans. 3.Trusses shall be designed for the loads listed on Table 1607,1 of the ®C 2019 Code and the duration factors shall be per Table 2,3,2 of the NDS-20IS. 4,Tnwa= shall be designed using load combinations according to Sections 1605 of the IBC 2018 Coda, 5,Deflaction sander dead load and full dead plus live load shall na-t exceed the limits specified on Sections 1604,3 and Table 16043 of the IBC 2019 Code, 6. Uplift wind loads shall be accounted for, especially local forces at discontinuities, 7.Treusas connected to shear walls shall be designed for the allowable shear load of the connected shear wall for wind and seismic loads, Refer to the shear wall plan can the drawings and the trusses shall be designed for the combined loads of gravity and lateral load per Section 1605 of the IBC 2018 Code, GLUED LAMINATED MEMBERS: Clued laminated membe n shall be manufactured and identified as required by IBC 2018 Sections 2303.1.3, AITC A1901 and ASTM D 3737. Each member shall bear an AITC identification mark and be aco ompanied by and AITC carbiilcats of conformance. One coat of end sealer shall be applied immediately after trimming infield or shop. Beam shall be combination 24F-1,813- 24F-V4 DF/DF for simple spars beams and 24F-1,SE 241±-V8 DfiDF for continuous span or cantilever beams unless otherwise specified on the plans. Glued laminated material must be obtained from a fabricator approved by the local building official. Notitj+ the local building authority when glued laminated materials arrive on site, pricer to erection. WOOD STRUCTURAL PANELS: Wood structural panels, when used structurally for siding, mof and wall sheathing, subflooring, diaphragms and build up members shad conform to the requirements for their type in DOC PS 1, DOC PS 2 or AVSIJAPA PRP 210. TRUSS JOISTS TJI'S: Should be as provided by Weyerhaeuser and spaced as specified on the plans. The installation should be as specified by the manufacturer and by the latest IBC Evaluation Report from IBC Evaluation Service, Inc. (www.IBC-en,org) MICROLLAM3 LAMINATED VENEER LUMBER LVL BEAMS: Beams noted'ML' on the drawings are Microllam' beams as manufactured by the Weyerbauser Corporation, with the following design properties: 1-314" 1,9E Microllam3 Laminated Veneer Lumber (LVL) Shear Modulus of Elasticity G = 118750 Psi Modules of Elasticity E = 1900000 Psi Flexural Stress lib — 26W Psi Camp. Perp. To amin Parallel to alue line 190 — 750 Psi Comp. Parallel to wain Fa — 2510 Psi Horizecantal shear Perp. To glue Fv = 285 1 Psi For installation and additional information refer to latest IBC ]Evaluation Report front IBC Evaluation Service, Inc. (www,IBC-es,orat). Any drilled holes or cuts shall be approved in writing by the engineer of record. PARALLAMI PARALLEL STRAND LUMBER PSL BEAMS; Beams noted on the drawings we Parallame beams as mvanuActured by the Weyerhaauser Corporation with the following design properties: 1-3i4" to 7" 2.0E ParallamO Parallel Strand Lumber (PSL) Shear Modulus of Elasticity d = 125000 Psi Modules of Elasticity E = 2000000 Psi Flexural Stress Fb = 2900 Psi Corn . Perp. To jain Parallel to ue line Fe = 750 Psi Corn . Parallel to Zrain PC = 29DO Psi Horizontal shear Para1W to fain Fv = 290 1 Iasi For installation and additional information refer to latest IBC Evaluation Report from IBC Evaluation Service, Inc. (www.IBC-es.orsa). Any drilled holes or cuts shall be approved in writing by the engineer of record, PLYWOOD ROOF AND FLOOR SHEATHING: Roof and floor structural sheathing shall be in conformance with Sections 2301.8 of the IBC 2018 Code. Plywood for roof shall have Exposure Durability Classification of Exterior, and Plywood for floors shall be T & G (Tongue — and — Groove) Exposure 1. Use T&G or ply clips where span exeeads unblocked edge span rating, Floor sheathing conforming to the provisions of Tables 2304.8(1), 2308,8(2), 2304,8(3) or 2304.8(4) shall be deemed to meet the requirements of the IBC 2018 Code. Roof sheathing conforming to the provisions of Table 2304.8(1), 2304„ 8(2), 2304,8(3) or 2305.8(5) shall be deemed to mast thec requirements of the IBC 201 Cods, Plywood thickness shall be as shown on plans, Nail all plywood to supporting members as follows; 10d commons ® 6" mc, at she t edges and diaphragm boundaries, and 10d commons ® 12" mc, at interior bearing points, furless shown otherwise on the drawings, 14-gauge sltples, 1-314" long with a minimum crown width of 7116' may be substituted for nails, installed with their crowns parallel to the framing members at wood panel diaphragms and sheer walls. CONNECTIONS AND FASTENERS: The installation of all mexbmical connections for wood construction shall be as specified on Chapter 11 through 14 of the National Design Specification NDS 2018 and adopted by the IBC 2018 on section 23011 and 2306. Fasteners and Connectors shall be in conformance with the provisions of Section 230C10 of the IBC 2018 Code. fasteners and conneact= in contact with preiservative-treated and fire-retardzsnt-treated wood shall be in conformance with sections 2304.10.5 throaiigh 2304.10,5,4 of the IBC 2018 Code, Connectors that are used in exterior applications and in contact with preservative -treated wood shall have coating types and weights in accordance with the treated wood or connector's manufacturer's recommendations, a minimum of ASTM A 653, Type 0185 zinc -coated galvanized steel, or equivalent, shall be used, TIMBERSTRANDO LAl!VI111TATED STRAND LUMBER (LSL): Beams noted ' LSL' on the drawings are Timber Strands beams as manufactured by Weyerhaeuser Corporation, with the following design properties; 1-314" & 3-112" 1,55E Timber Strands LSL Shear Modulus of Elasticity G = 96875 Psi Modules of Elasticity E = 1550000 Psi Pleura Stress Fb = 2325 Psi Comp. Parp, To gmin Parallel to glue line Fo = B00 Psi Comp. Parallel to grain FC = 2050 Psi Horizontal shear Pup. To glue Fv = i 310 Psi For installation and additional information refer to latest IBC Evaluation Report from 13C Evaluation Service, Inc, (www.M '.-es aM . Any drilled holes or cut-outs shall be approved in writing by the engineer record. BOLTS; Design provisions and values per Chapters 11 & 12 of the National Design Spac.i%cations NDS 2018. Bolt holes shall be a minimum. of 1132" to a maYirmim 1116" larger than the bolt diameter. Careful centering of holes in main members and splice plates is required. Tight fit requiring forcible driving is not allowed. A metal plate, metal strap, or washer not less than a standard cut washer shall be between the wood and the bolt head and between the wood and the nut, EDGE DISTANCE REQUIREMENTS FOR BOLTS Direction of Load Minimum Edge Distance Parallel to grain when LID a = 6 1,5*D Parallel to grain when LID a 6 1.5*D or A the spacing between rows, whichever is greater. Perpendicular to grain loaded edge 4*D Perpendicular to grain unloaded edge 1.5*1) The LID used to determine the minimum ewe distance shall be the leaser of the (length of bolt in main memberyl) or (length of bolt in the aide member)iD, LAG SCREWS: Lead holes for lag screws shall be prepared by the contractor as specified on Section 12.1.5.1 of the NDS 20I S specifications. 1, The clearance hole for the shank shall have the same diameter as the shank, and the seine depth of penetration as the length of unthreaded shank. 2. The lead holes for the threaded portion shall be as listed bellow: 65% to 85% of the shank diameter in wood with 0.6 a G 60% to 70% of the shank di aineter in wood with 0.5 < G < 0,6 40% to 70% of the shank diameter in wood with G = 0.5 Refer to Table 12.3.3A of the NDS 2018, to determine the 'G' Specific Gravity values for the species of wood applicable to the installation of the large screws. Minimum edge distances, end distances, spacing and associated geometry factors for lag screws shall be the same as for bolts with a diameter equal to the shank diameter of the lag screws, WOOD SCREWS: Desilp provisions and values per chapter 11 & 12 of the NDS 201 S. The wood screw shall be inserted in its lead hole by turning with a screwdriver or other tool, not by driving with a hammer. Lead holes shall be prepared as follows prior to the installation of the wood screws: 1. The lead holes for wood screws loaded in withdrawal shall have diameters equal the mot diameter percentages listed bellow: 90% of the wood screw root diameter for wood of G a 0.6 70% of the wood screw root diameter for wood of 0.5 < G ¢ = 0.6 No lead hole may be provided for wood of 0.5 c =0 1. Lead holes for wood screws loaded laterally should be bored as follows: For wood 0>0,6 the part of the lead hole receiving the shank and the threaded portion shall have about seven eighths of the shank and threaded part of the wood, screw respectively, 2. Refer to Table 12.3.3A of the NDS 2018 to determine the 'G" Specific Gravity vales for the species of wood applicable to the installation of the wood screws. Nominal wood screw lateral design values are based on wood screw penetration into the main rnember of approximately seven tinier the shank diameter p--M. The minis:num wood screw penetration into the main member for reduced design value shall be four times the shank diameter, pn,a„ = 4D. Edge distance, end distance and spacing for woad screws shall be enough to prevent splitting of the wood. NAILS AND SPIKES: Nails & Spikes shall be per Chapters 11 & 12 of the NDS 2019. Corcimon steel wire nails and pikes, box nails and threaded hardened -steel nails shall conform to nominal sizes specified in Federal Specifications FF N-105B. Threaded, hardened -steel nails and spikes hall be maxis of high carbon steel wire, heated, pointed, annularly or helically treated and tempered to provide greater yield strength than common wise nails of same size, When bored holes are required to prevent splitting of wood, the diameter of the bored holes shah! not exceed 90 percent of the nail or spike for wood with 0>0.6, or 75 percent of the nail or spike diaameter for wood with G<=0.6. Refer to Table 12.3.3A of the NDS 2018, to determine the 'G' Specific Gravity values for the species of wood applicable to the installation of the nails and spikes, PROTECTION AGAINST DECAY AND TERMITES: Wood support embedded in the igmund or indirect or indirect contact with the ,earth and used for support of permanent structures shall be treated wood, Round or rectangular posts, poles and sawn timber columns supporting permanent structures which are embedded in concrete or masonry exposed to weather ::shall be treated wood, Rehr -to Section 2304.11 of the IBC 2018 Code. PLATES, SILLS AND SLEEPERS: Sleepers and sills on a ooncrete or masonry slab or foundation that is in direct contact with earth shall be of naturally durable or preservative -treated wood per Section 2304,12 of this IBC 2018 Code. PROTECTION AGAIST DECAY AND TERMITES: Wood shall. be protected from decay and termites in accordance with Section 2304.12. Locations requiring wate:erb::orne preservatives or naturally durable woods shall be as specified on Sections 2304.12.1.1 through 23104.12.1.5. Natually durable wood or preservative -treated wood using waterborne preservatives shall be in conformance with AWPA Ul for above ground use, FOUNDATION WALLS: Foundation walls shall be designed in accordance with Sections 1807.1.1 through 1907.1.6. Foundation walls shall be supported by foundations designed in accordance with Section 1808 of the IBC 2018 Code. Conmm%ete and masonry foundation walls shall be permitted to be designed in accordance with Section 1807.1,6 and Table 1807.1.6.2 subject to limitations stated on Section 1007.1.6,2,1 due to seismic requirements. RETAINING WALLS: Retaining walls shall be designed in accordance with Sections 1807.2,.1 through 1807,23 of the IBC 2018, Retaining walls shall be designed for lateral soil loads set forth in Section 1610 of the IBC 2018 Code, EMBEDED POSTS AND POLES, Post and poles designed to resist both axial and lateral loads embedded in earth or in concrete footings in earth shall be in aeco lance with Sections 18073 of tha IBC 2018 Code, Posts embedded in earth shall not be used to provide lateral support fox alms;. Ural and nonstructural materials such as plaster, masowy or concrete unless bracing is provided that develops the limited deflection, required. COPYRIGHT © 2022 All information, either drawn, written, or implied, appearing in this document shall not be dup— licated, disclosed, or otherwise used without the written permission of the author, I.B.I. Company This document is an instrument of service and is the sole property of the author; furthermore, the use of this document, for any purpose, shall be revoked, if the intent of the design or the con— struction techniques or details shown herein are not adhered to or the contractual agreement governing their use is not strictly adhered to. The Seal below shall be valid only if seal is wet stamaed and bears an oriainal signature: The liability of the above named consultant shall be limited to the area of expertise and to those services provided by the consultant. 1,0 E30 1,0 Company Consulting Engineers P.O. Box 3194 Bellevue,Washington 98009 • 1372 Bellevue Way RE # 3 Bellevue,Washington 98004 Phone: (425) 450-0316 Fax (425) 454-0316 Project: Mr. R. Magrino Ms. B. D'Souza 16900 Talbot Road Edmonds, WA. 98026-5051 Designer: Maple Leaf Design 1208 8th Avenue North Edmonds, WA 98020 Phone: (206)-523-6427 Owners: Mr. R. Magrino Ms. B. D'Souza 16900 Talbot Road Edmonds, WA. 98026-5051 Jurisdiction: City of Lake Forest Park 17425 Ballinger Way N.E. Lake Forest Park, WA 98155 Phone: (206)-386-6521 Fax: (206)-364-6521 Applicable Codes: IBC & IRC 2018 I.B.I. Co. FILE DIRECTORY JOBS22\JOB22-14 Start Date: May. 5, 2022 Plot Date: July 13, 2022 Revisions: Mark Description Date Sheet Content: GENERAL STRUCTURAL NOTES AND MATERIAL SPECIFICATIONS. Drawn By. IChecked By:�CI For Building Permit 7/13/2022 Date of Issue: 07 13 2022 Project 122-09 No. Sheet No. S-1 DESIGN LOADS: In addition to the dead loads, the following lands were used for design as required by Chapter 16 of the IBC 2018 and the ASCE Standard 7-16, Minimum Loads for Buildings and Other Structures. TABLE 1607,1 OF THE IHC 2018 CODE Minimum Uniformly Distributed Live Loads. Lo And Minimum Concentrated Live Loads Occupancy or Use Uniform Concentrated Live Load Reduction Distributed Load Loads in in nds 1.- Ordinary flat, pitched, and curbed roofs 20 psf Yes, per section 1507.13.2 (That are not occupiable). 2.- All roof surfaces subject to 300 Yes, per section 1.607.1.12 maintenance workers. 3.- Residential One & Two Family Dwellings Uninhabitable Attics without storagetJ* 10 psf Uninhabitable Attics with storages` 20 psf Habitable Attici & Sleeping Areas 30 psf Canopies, including marquees 20 psf All other Areas 40 psf 4: Balconies & Decks" 1.5 Times the live No Yes, per section 1607.11.1 load for the area Yes per section 1607.11.2 served, not required to exceed 100 per 5: Garages (Passenger vehicles only). 400psf 3000 Pounds No on 4.5"x4.5" 6: Sidewalks, vehicular driveways and 250 n psf 8000 Design subject to trucking er ICC 300 -yards 7- Stairs and Exits 100 per 300 Pounds No in 2"x2" Area 8. Yards. and terracespedestrians. 100 per No No I Leibr to Table 1607.1 of the IBC 2018 Code for the footnotes on this Table, ROOF SNOW LOADS PER SECTION 1603.1.3 OF T]HE IBC 2018 CODE Design snow loads shall be detarrr►ined in accordance with Chapter 7 of the ASCE 7-16, but the design roof load shall not be less that determined by section 1607 (Live Loads) Item Description Parameter and ]Factor Values ASCE-7-161 Table Equations & Comments ASCE-7-16 Figure & Comments Ground Snow Load P , 20 pof Table 7.2-5 Figure 71-1 Flat Roof Snow Load Pf 15.00 pof E . 7-3-1 Snow exposure factor Ce 1.00 Table 7.3-1 Thermal faactor Ct 1.00 Table 7.3-2 Snow importance Is 1.00 Tables 1.5-111.5-2 Snow load used far desigan per 1SEAW gnaw Load Analysis Appendix A 25 psi Snow Lodi Per IBC 2019 & ASCE-7-16 Uniform Distributed. Loan No drift required Refer to Section 7.4 of the ASCE 7-15 for Sloped Roof Snow Load ps Refer to Section 7.5 of the ASCE 7-16 far Partial Loading Refer to Section 7.6 of the ASCE 'l- l6 %r Unbalanced. Roof Snow LoedLs Refer to Section 7.7 of the ASCE 7-16 for Drift on Lower Roofs (Awodiynamic Shade) Refer to Section 7.8 of the ASCE 7-16 for Roof Projection and Parapets Refer to Section 7.9 of the ASCE 7-16 for Sliding Snow Refer to Section 7.10 of the ASCE, 7-16 for Rain on Snow Surcharge refer to Section 7.11 of the ASCE. 7-16 for Ponding Instability WIND DESCGlti DATA PER SECTION 1603.1.4 OF T HE IBC 2018 CODE Item Dassseription Parameter and IBC 2018 Table IBC 2019 Figures ASCE Factor Values ASCE-7-16 Elections & 7-16 Sections Comments Ultimate design wind speed 110 mph Figure 1609.3(1) Vult in mph Through Figure 1609.3(4) Nominal design wind speed 85 mph IBC 2018 Table 1609.3.1 Vend in mph Risk Category II ASCE 7-16 Table 1,5-1 and Table 1.5-2 Wind Exposure 1) IBC 2019 Section 1609.4.3 ASCE 7-16 Section 26.7.3 Wind im=tance lv; L00 ASCE 10-7 Table's 1.5-1 1.5-2 Building Enclosure knolmed ASCE 7-16 Table 26.11-1 ASC&7-16 Section 2610 Classification Internal Pressure Coefficients +0, h # ASCE 7-16 Table 26.11-1 OC i -0,1 Item Description Parameter and ASCE 7-16 ASCE 7-16 ]tractor Values IBC 2018 IBC 2016 Risk Category 11 ASCE 7-16 Tabla 1.5-1 ASCE 7-16 Table 1,5-2 Seismic importance It 1.00 ASCE 7-16 Tablas 1.5-1 ASCE 7-16 Table 1,5-2 Mapped MCEst5% damped 1.315g A..o'sC'S 7-16 Sccticm 11,4,2 ASCE 7-16 Section spectra response acceleration 11.4.4 Parameter short PeAod Ss Mapped MCEa S% damped 0.467g ASCE 7-16 Section, 1 1.4, 2 spectra response acceleration Parameter at perind 1 s S 1 Site Class I } ASCE Table 11, 6- lti[ '1: i"<tible i 16_1 Design 5% damped spectra response acceleration 0,877g ASCE 7-16 Equation 1 l ,4-: parameter at short periods Snsa Design 5% clamped spectra response acceleration null ASCE 7-16 Equation 11.4-4 arameter at 1 s periods Sob Seismic Design Category D j#SCE 7-16 Table 11.6-1 j#SCE 7-16 Table 11.6-2 Basic seismic force resisting Bearing wall ltem 15 Light -Frame wood system for wood structures, system ASCE 7-16 vlialh sheathed with wood Table 12.2.1 structural panes rated for shear resistance Response modification factor 6.5 Table 12.2-1 R for the wood level SOILS: All footing shall be founded on undisturbed soils. Over excavation may be filled with lean concrete (fc=1500 psi) or compacted granular material. Fills shall be compacted to a minimum of 90°% of maximum density as determined by ASTM D1557. In place density shall be determined in accordance to ASTM D1557, ASTM D2167, ASTM D2937, ASTM D2922 & ASTM D3017. Footing excavation shall be ;free from standing water. Bottom of exterior footings shall be no steeper than two horizontals to one vertical. Footings shall extend 19" minimum bellow finish grade per Structural Design Criteria of the City of Newcastle. Soil Bearing: 2500 psf per Wall Loads: 35 psf Retaining Walls Unrestrained. 5 psf Interior walls per Section 1607.15 of tbaa IBC 2018 Code FOUNDATION: Slope for permanent fills or cuts shall not be super than 2 horizontals to 1 vertical unless substantiating data justifying steeper slopes are submitted for approval to the BW ding Official. Adjacent property shall be protected from the effects of e,xcavatiam as required by Appendix J of the IBC 2018 Code, Soil investigation may be required by the Building Official otherwise the presumptive load bearing values should be as specified in Table 1806,2 of the IBC 20 IS. Foundations are required to be level where the ground surface slopes more than 1 foot in 10 fit or shall be steeped so both top and bottom of such foundations am level. All grading ahall ba in conformance with Appendix J of the I,B.C, 2018. 9 SHOP DRAWINGS: Submit shop drawings to the Architect/Enginatr of Record and to the local building authority prior to fabrication. Allow 10 days for checking. If the fabricator's shop drawings are the sole designi, differ in design, or add to the design of the structural drawings, they shall bear the signature of a Registered Profbasional Engineer, registered in the state in which the project is going to be constructed. Said seal and signature shall be on the drawings when submitted for approval. The general contractor shall review and approve shop drawings before submittal to architect and engineer of record. Submit six (6) sets. The following shop drawings are required. The Prefabricated Woad Truss Manufacturer shall provide a layout of the trusses which specifies all mechanical support connections for the trusses including manufacturer's name, connector type, and number and size fasteners. The layout should be stamped by truss design engineer of record and be accompanied by structural calculations, INSPECTION AND TESTING. The following Inspection and testing by an independent testing laboratory or the Engineer of Record are required Submit test and inspa.-tion reports to the Architect and Engh u= of Record far approval. Number of samplas and method shall be per IBC standards. a. Foundation; Request inspection and confirmation latter from soils engineer when excavation is campletad. Notify Structural engineer when foundations are formed, and mieforoerrreat is in place, b, Concrete Placement; Notify structural anginter and local building; authority prior to placement, C. Request local building authority to approve soil base prior to cone ante pour. d. Request local building authority to approve placeaxaant of rainforcement prior to concrete pour, a. Welding; Submit evidence of qualification meeting building authority approval or notify building authority prior to welding test lab shall approve welding. Engineer will establish sampling rate and type of weld testing inspection. f. Structural observations shall be provided for the show walls and holdowe installation as required by section 1704.6 of the IBC 20IS. g. Installation of anchors in hardened concrete shall be in accordance with Chapter 17 of ACI 318. Special. Inspection is required per section 1705.3 and Table 1705.3 Items 4 of the ®C 2018 Coda. h. Installation of anchors cast in concrete where allowable loads have increased or where strength design has been used per section 1705.3 and Table 1705.5 Item 3 of the IBC 2018 Code. JOB SITE SAFETY; The engineer has not been retained or compensated to provide design and/or construction review services relating to the contractor's safety precautions or to means, methods, techniques or procedures required fbr the contractor to perform his work. The undertaking of periodic site visits by the engineer shall not be responsible for providing a safe place for the performance of work by the contractor or the contractor's employees of suppliers or subcontractors, or for access, visits, use, work, travel or occupiancy by any person, The Engineer of Record shall not be I'iable for any incident or accident that may occur on site during the construction process, CHANGES TO THE DRAWINGS: The contractor, architect and owner stroll notify the Engineer of Record in writing of any changes or discrepancies on the plans. Proposed changes should be submitted in writing prior to construction. Allow ten working days as a minimum for structural varifcation and written approval for the proposed changes. The Engineer of Record shall not be held liable by the contractor, subcontractors, architect, designers, owner, financial institution or insurance company for any changes w modifica.tion arid/or deviation from the plans and applicable building codes if the changes have not been approved in writing and bear the engineer's seal four the charmges and modiifications to the approved plans, RIGHT TO REMOVE SEAT. FROM APPROVED PLANTS; The Engineer of Record reserves the right to remove the seal of the approved drawings if the plans are not followed by the contractor, subcontractors, architect, designer or owner. Also, if violations to the applicable building; cozies are fauad during the site visits or inspections or changes to the plans have not been reported in writing and approved as stipulated above. ROOF FRAMING NOTES 1. The plywood for roof shall lbe 518" Plywood exterior, The panel span rating shall be 24/16 per Table 2304.8(5) of the MC 2018 crude, Alternate roof sheathing should be 7/15" APA rated sheathing with panel span :rating of 24116 and installed as specified ore the mmrent MC 95 research report and the Ammican Plywood Association. 2. At roof trusses and roof rafters should be anchored to their supports by Simpson H1 anchors to resist wind uplift loads as required by Sections 1609 of the IBC 21,01 S. 3. The roof trusses or rafters should be spaced at 24" o.c, unless othmerwise noted on the plans. Solid blocking should be provided for all trusses and rafters at the points of bearing. 4. The pre-enginaered truss drawings and calculations should be stamped by a registered professional angineer from the state of Washington. 5. Ali Girder Trusses should 'be supported by at least (3) 2x studs at theirs points of bearing. Connect all Girder Trusses to top plates with TBE4 or TBE6 Simpson clips unless otherwise noted on the plane, 6. Connections between the Gammon Trusses and the Girder Trusses should be specified by the truss fabricator. The; connectors should have approval by IBC-17.S research report. The approved connectors should be listed on the truss shop drawings, 7. All the non -load bearing walls should be held down from the bcWmm chard of the raof'truases at least 3/16" and the walla should be connected to the trusses with STC Simpson Angle clips, 8. The truss fabricator shall dasiga the trusses supporting machanic,al equipment for the actual loads. See the mechanical drawings for the location of the equipment, equipment weights and other special conditions such as pipes and ducts, At locations where duct runs can not be relocated the truss fabricator shall design special transses to allow the mechanical ducts to pass through. 9. All the pre-engineared roof -trusses parallel to the shear walls shall be designed to transfer wind and seismic ]oasis from the roof diaphragm sheathing to the top plate of the shear walls. The trusses shall be designed to transfer the wind and seismic loads through the cords and web diagonal members. The lateral loads shall be in addition to the Dead, Live and Snow loads, as well as uplift loads prescribexi by the IBC 2018 Code, Seethe plans for the type and location of the shear walls under the trusses. The wind and seismic design loads shall be equal to the allowable loads for the shear walls under the trusses as listed on Table # 1 on sheet S-2. 10. All headers over window and door opening should be (1) 4 x 8 DF-L # 2 unless otherwise noted an the plans, 11. All 4x beams shall be supported with (2) 2x6 laminated studs at the exterior and with (2) 2x4 laminated studs at interior %walls unless otherwise noted on the plans. Use Simpson ACE6 or EPC4 post caps, Alternate Simpson connectors may be acceptable upon approval by the engineer. 12. Any roof framing changes proposed by the roof truss fabricator should be submitted for review to the Engineer of record. A. written request should be providled along with drawings of the proposed chantges for writtens approval by the )engineer, 13. Fasteners shall be installed Fier Table 2304,10.1 of the IBC 201 S Code unless otherwise notes on the plans or details. FLOOR FRAMING NOTES 1. The plywood for floors shall be T&G Exposure 1. The panel span rating shall be 48/24 as speci-fied in Tables 2304.7(3) of the IBC, 2018. 2. The joints should be spaced. at 16" o.c. unless otherwise noted on plane. Joists should be supported laterally at the ends and at each support by solid blocking should be not less then 2 inches in thickness and the full depth of the joist, 3. Joist Ihming from opposite sides of a beam, girder or partition should be lapped at least 3" or they should be tied together with a Simpson ST2122 tie strap or as approved by the Building Ofticiial. 4. All the headers over windows and door openings should be 4x 10 DF-L #2 unless otherwise noted on the plans, 5. All the headers over windows and door openings should be supported by (2) 2x studs unless otherwise noted on the plans, 6. Prefabricated ]-Joists or TA's, shall be installed par approved shop drawings and as required by ARA,RFD Manual for Engineered Wood Construction Chapter M7 latest edition. 7. The ends of all the 2x floor joist should have not less than 1-1/2"' of bearing on wood or metal as required by Section 2309.8.1 of the IBC 201 S. Holes bored in joists shall not be within 2" of the top or bottom of the joist, and] the diameter of any such hole shall not exceed one-third the depth of tha, joist, Refer to Section 2309.9.2 of the 13C 2019 Code. 8. The floor diaphragm should 'be installed with 10d common nails at 6" on center at diaphragm boundaries and all panel edges. Space nails at 12" on center along all other intermediate supports, Six inches on center whore supports are spaced 48" OX 9. Shear walls parallel and perpendicular to the floor joists shall be connected to the floor diaphragm as shown on the typical stralch=al details, Where framing conditions differ from the typical details contort the engineer of record in writing for clarification, 10. All 4x: and 3-1/2" wide beams shall be supported with (2) 2x6 laminated studs at the exterior and with (2) 2x4 laminated studaa at all interior walls unless otherwise noted on the plans, Use Simpson ACE6 or EPC4 post caps. Alternate Simpson connectors may be acceptable upon writtma approval by the engineer of record, 11. All 5.4/4' 2,0E PARALW.4 PSL beams shall be supported by 4x6 DY. # 2 posts unless otherwise shown on the plane. Use Simpson ECC5-114 6 and column caps and CC66 at intermiediate supports. For installation within 2x4 walls use EM-1/44 with the 5-1/2" dimension of the 4x6 post parallel to the face of the wall. 12. Any floor framing changes pa3posed by the contractor, architect or owner should be submitted for review by the Engineer ofrecomi in writing along with drawings and sketches. 13. Fastarrers shall be installed per Table 2304.9.1 of the IBC 2018 Coale vriless otherwise notes on the plans or details, Fasteners installed for preservative -treated and fire -retardant -treated wood shall 'be NA-dippad zinc -coated galvanized with a minimum coating weight complying with ASTM A 153, Fasteners other than nails, wood screws and lag screws are permitted to be meclrsumically deposited zinc -coated with coating complying with ASTM B 695, Class 55 minitnum. Plan carbon steel fasteners in wood preservaative-treated with SBXIDOT or zinc borate are not required to be galvarrEzed. Refer to sections 2304.10,5 and 2304.10,5.1 of the IBC 2018 for additional information and. specifications, CRAWL SPACE, FRAMING NOTES 1. The plywood far floor shall be Wl T&O Exposure 1, The panel span rating should be 48/24 as specified in Table 2304.8(3) of the IBC, 2018, 2. The joists should be spaced at 16' o.c. unless otherwise noted on the plans, Joists should be supported laterally at the ands and at each support by solid blocking. Solid blocking should be not less than 2 inches in thickness and the full depth of the joist, 3. Joist framing from opposite aides of a beam, girder or partition should be lapped at least 3" or they should be tied together with it Simpson ST2122 tie strap or as approved by the Building Official. 4. The ends of all the 2x floor joist should have not Less than 1- I/2" of bearing on wood or metal as required by Section 2308,4,2.2 of the IBC 201 S. 5. The floor diaphragm should be installed with 10d common nails at 6"' on center at diaphragm boundaries and all panel edges. Space nails at 12" on center along all other latarrnadiata supports. Six inches on center where supports are spaced 48" oxc 6. All 4x beams shall be supported with (1) 44 D.F. # 2 P.T. post at all interior locations unless otherwise noted on the plans, Use (1) 4x:6 D.F. # 2 P,T, post at each beam splice. Use Simpson PC44 & PC46 post raps as required Alternate connectors may be used upon written approval by the engineer of record. 7. All the 4x D.F. # 2 P.T. posts shall be connected to the concrete footings with Simpson PB Post Base installed with L6d nails or W' lbolts per manufacturer's recommendations. Alternate connectors may be used upon written approval by the engineer of record. 8. Any floor framing changes proposed by the contractor, architect or owner should be submitted for review to the Engineer of record. A wriltten request should be provided along with drawings of the proposed changes for approval by they engineer. The time required to respond depends on the scope of the proposed changes, WALL NOTES 1. The species and grade of all studs and plates should be as specified on the General Structural Notes. The cxrrmstnxction of stud framed wall shall be as specified on this notes and Section 2308,5 of the IBC 2018. 2. The stud size and spacing should be limited to those prescribed in Table 2308.5.1 of the IBC 2018 unless otherwise noted on the plans and wall elevations arui jusdfiad by structural calculations. 3. Studs in walls should be placed with tk r wide dimensions perpendicular to the wall. Not less than three studs should be installed at corneas of exterior walls, 4. All bearing exterior and shear walls should be capped with double platers and at least one plate at the base. Install top plates to provide overlapping at corners and at intersections with other partitions. End joints in double tap plates. 5. When bearing studs are spaced at 24" o.o. and the top plates are leas than (2)2x6's or (2)3x4's and when the roof trusses, floor joists or floor trusses supported by the wall are spaced at more than 16" o,c., Such joists or trusses should bear within 5" at the studs beneath or a third plate should be provided. 6. All interior and exterior load bearing walla; and shear walls shall be of 2x studs @ 16" o.c. at all levels unless otherwise noted on the struatuarml plans. Any discrepancies between the architectural and structural drawings shall be brought to the attention of the A=Mtect and Engineer of Record in writing. Allow ten working, days for a varritten response, 7. All exterior and interior shear walls with the shear wall symbol shall be constructed as specified on the shear wall Table # i on sheet S•-2. Also refer to Table 4.3A of the NDS 2015 for additional information. Materials, nails, anchor bolts and bolts installed in harden concrete shall be installed as specified on the plans. Sore shear wells may require 3x4 studs depending on the panel type and nailing size and/or spacing, S. Where holdowns are required to be installed at the came locations of the laminated 2x noels supporting the window and door headers, it is required to provide the larger number of studs for either holdowns or post support, See plains for location of holdowns and Table # 2 on S-2 for number of studs required. See also the floor Framing notes for each level. 9. Shear walls parallel and perperdcular to the rooftrusses and floor joists shall be connected to the roof and floor diaphragms as shown on the typical structural details, 10. In exterior and bearing partitions, any wood stud may be out or notched to a depth not exceeding 25% of its width. Cutting or notching of studs to a depth not greater than 40% of the width of the stud is permitted in nonbearing partitions supporting no loads other than the weight of the partition. 11. Stud partitions containing plua1ft heating, or other pipes shall be so framed, and the joists underneath so spared to permit as to give proper clearance for the piping. Where a partition containing such piping runs parallel to this floor joists, the joists underneath such wall shall be doubled spaced to permit the passage of such pipes and shall be bridged. 12. Anchor bolts to foundation walls or thickened footinggs. anchoring the sole plate of the walls should be 5/8" diameter embedded at least 7" into the concrete at 6' o.c. for all walls unless they are shear walls. There shall be a minimum of two bolts par piece with one bolt located within 12" of each end of each piece. Threaded rods of the same diameter with Simpson SET-XP High Strength Anchoring Adhesive for cracked and uncracked concrete may be used over thickened footings or existing foundation walls spaced at 6' o.c. embedded 3-1/2" into the concrete or as specified on the drawings. For anchorage of shear wells see shear wall waadule and notes. 13. The foundation contractor should verify the location, size and spacing of the anchor bolts and holdown anchor bolts prior to pouring the foundation walls and footings. Any discrepancies on the plans should be addressed to the Engineer of record in writing, Allow three to five working days for a written response. 14. Fasteners shall be installed per Table 2304.10,1 of the IBC 2018 Code unless otherwise notes on the plans or details. Fasteners installed R)r preservative -treated and fire -retardant -trued wood shall be hot -dipped zinc -coated galvanized with a minimum coating weight complying with ASTM A 153, Fasteners other than nails, woad scrawl and tag screws axe permitted to be mechanically deposited zinc -coated with coating complying with ASTM B 695, Clare 55 minimum. Plan carbon steel fasteners in wood] preservative treated with SBX/DOT or zinc borate are not require] to be galvanized. Refer to stations 2304.10,5 and 2304.10.5.1 of the IBC 2018 for additional information and specifications, COPYRIGHT © 2022 All information, either drawn, written, or implied, appearing in this document shall not be dup- licated, disclosed, or otherwise used without the written permission of the author, I.B.I. Company This document is an instrument of service and is the sole property of the author; furthermore, the use of this document, for any purpose, shall be revoked, if the intent of the design or the con- struction techniques or details shown herein are not adhered to or the contractual agreement governing their use is not strictly adhered to. The Seal below shall be valid only if seal is wet stamaed and bears an oriainal sianature: The liability of the above named consultant shall be limited to the area of expertise and to those services provided by the consultant. 1,0 E30 1,0 Company Consulting Engineers P.O. Box 3194 Bellevue,Washington 98009 • 1372 Bellevue Way ME # 3 Bellevue,Washington 98004 • Phones (425) 450-0316 Fax (425) 454-0316 Project: Mr. R. Magrino Ms. B. D'Souza 16900 Talbot Road Edmonds, WA. 98026-5051 Designer: Maple Leaf Design 1208 8th Avenue North Edmonds, WA 98020 Phone: (206)-523-6427 Owners: Mr. R. Magrino Ms. B. D'Souza 16900 Talbot Road Edmonds, WA. 98026-5051 Jurisdiction: City of Lake Forest Park 17425 Ballinger Way N.E. Lake Forest Park, WA 98155 Phone: (206)-386-6521 Fax: (206)-364-6521 Applicable Codes: IBC & IRC 2018 I.B.I. Co. FILE DIRECTORY JOBS22\JOB22-14 Start Date: May. 5, 2022 Plot Date: July 13, 2022 Revisions: Mark Description Date Sheet Content: GENERAL STRUCTURAL NOTES AND MATERIAL SPECIFICATIONS. TYPICAL WALL OPENING Drawn By. lChecked By:�CI For Building Permit 7/13/2022 Date of Issue: 07 13 2022 Project 122-09 No. Sheet No. S-1 A TABLE 1 (SHEAR WALL TABLE J 1 ON S-021 SHEAR WALL TABLE DOUGLAS FIR LARCH 7116" PANEL THICKNESS AND 112" OR 518" GYPSUM WALL BOARD See the plans to determine the different designators for shear wall materials, nailing, anchor bolts and holdowns Locate holdowns as close as possible to the end of the designated shear wall Blocking for the horizontal joints in the Gypsum Wall Board GWB or Gypsum Sheathing Board GSB it required only ifspecifically called out bellow. LPT4 670 Specific 0.50 Allowable Lateral Load 118 Allowable Lateral Load 141 Allowable Lateral Load 650 Allowable Lateral Load 930 A35 695 Gravity 10d Nails 16d Nails 112" Diameter Bolt 5/8" Diameter Bolt G1 - ONE SIDE GWB OR GSB G2 - TWO SIDED GWB OR GSB P1 - ONE SIDE PLYWOOD P2 - TWO SIDED PLYWOOD TOE NAILING OR SIMPSON CLIP ALLOWABLE (SEE NOTE (8) FOR SEISMIC HARDWARE WALL NAILING NAIL SPAICING BLKG PLATE PLATE PLATE DESIGN CATEGORY D, E & Ill LPT41A35 LOAD ( #ILF) WIND SEISMIC TYPE V2" 518" EDGES STUDS READ ANCHOR BOLTS ANCHOR BOLTS NAILING NAILING NAILING NAILING LPT4 A35 COMMENTS GYP GYP 112" 518" 10d 16d 10d 16d G1-7 5D 7" 7" no 112" @ 72 518" as 72 (2) 10d @ 32 (2) 16d @ 48 10d @ 32 16d @ 32 72 72 100 100 G1-4 5D 4" 4" no 112" @ 72 518" @ 72 (2) 10d @ 32 (2) 16d @ 32 10d @ 24 16d @ 32 48 48 125 125 G1-413 5D 4" 4" 2x4 112" @ 72 518" @ 72 (2) 10d @ 24 (2) 16d @ 32 10d @ 24 16d @ 24 48 48 150 150 G1-4B+ 6D 4" 4" 2x4 112" @ 48 518" @ 72 (2) 10d @ 24 (2) 16d @ 24 10d @ 18 16d @ 24 32 32 175 175 G2-B9F7 6D B-9" F-7' B-9" F-7" 2x4 112" @ 48 518" @ 48 (2) 10d @ 18 (2) 16d @ 18 10d @ 12 16d @ 12 32 32 250 250 B=Base Layer 1 F=Face Layer G2-7 5D 7" 7" no 112" @ 48 518" @ 72 (2) 10d @ 18 (2) 16d @ 24 10d @ 18 16d @ 18 32 32 200 200 G24 5D 4" 4" no 112" @ 48 518" aC7 48 (3) 10d @ 24 (2) 16d @ 18 10d @ 18 16d @ 12 32 32 250 250 G2-413 5D 4" 4" 2x4 112" @ 32 518" @ 48 (3) 10d (9 18 (2) 16d @ 18 10d @ 18 16d @ 12 24 24 300 30D G2-4B+ 6D 4" 4" 2x4 112" @ 32 518" @ 48 (4) 10d @ 18 (2) 16d @ 18 10d @ 18 16d @ 12 24 24 350 350 2 G2-B9F7 6D 13-9" F-T B-9" F-7" 2x4 112" a, 24 518" 32 4 10d 18 2 16d @ 11 10d @ 12 16d @ 9 12 12 5CO 500 B=Base Layer] F=Face Layer 7116" SHEATHING, PLYWOOD SIDING(G) EXCEPT GROUP 5 SPECIES Pi -6 8d (3" 12" 2x4 112" @ 32 518" @ 48 (2) 10d @ 12 (2) 16d @ 12 2) 10d C 11 (2) 16d @ 12 18 24 336 240 See plans for location of LPT4 or A35 clips I'll -4 8d 4" 12" 2x4 112" @ 24 518" @ 32 (2) 10d @ 9 (2) 16d @ 11 2) 1 Od C 8 (2) 16d @ 9 12 12 490 350 Pi-3 8d 12" 3x4 112" @ 18 518" @ 24 (2) 10d @ 7 (2) 16d 0 9 2) 1 Od Ca 6 (2) 16d c 7 12 12 630 450 Pi-2 8d 2" 12" 3x5 112" @ 12 5f8" @ 18 (2) 10d @ 6 (2) 16d @ 7 2) 10d C 5 (2) 16d @ 5 10 10 819 585 P2-6 8d 6" 12" 2x4 112" @ 18 518" @ 24 (2) 10d @ 7 (2) 16d @ 8 2) 10d C 6 (2) 16d @ 7 12 12 672 480 P24 9d 4" 12" 2x4 112" @ 12 518" @ 18 (3) 10d @ 7 (2) 16d @ 6 3) 10d C 6 (2) 16d @ 5 8 9 980 700 P2-3 8d 1 12" 3x4 112" @ 10 518" @ 12 (3) 10d @ 5 (2) 16d @ 4 3) 1 Od C 4 (2) 16d @ 4 6 7 1260 900 P2-2 8d 12" 3x4 1 112" 8 518" a 11 4 10d 6 2 16d 0 3 4 1Od a 5 2 16d 0 3 1 5 1 5 1 1638 1 1170 1. Nominal unit shear capacities shall be adjusted in accordance with 4 3.3 to determine ASD allowable unit shear capacity and LRFD factored unit resistance. For general construction requirement see 4.3 6. For specific requirements see 4.3.7.1 for wood structural panel shear walls 4.3.7.2 for particleboard shear walls. See appendix A for common and boxnail dimensions. 2. Shears are permitted to be increased to values shown for 15/32 inch (nominal) sheathing with same nailing provided (a) studs are spaced a maximum of 16 inches on center, or (b) panels are applied with long dimension across studs. 3. For species and grades of framing otherthan Douglas -Fir -Larch or Southern Pine. reduced nominal unit shear capacities shalt be determined by multiplying the tabulated unit shearcapacity by the Specific Gravity Adjustment Factor = [1 - (0.5•G)], where G= Specific Gravity of the framing lumber from NDS Table 12.3.3A . The Specific Gravity Adjustment Factor shall not be greater then 1. p Y 9 ( ) p Y 1 4. Apparent shear stiffness Value Ga, are based on nail slip in framing with moisture content less than or equal to 19% at time of fabrication and panel stiffens values for shearwalls constructed with either OSB or 3-ply plywood panels or composite panels are used, G, values shall be permitted to be multiplied by 1.2, 5.Where moisture content of the framing is greater than 19% at time of fabrication, Ga. values shall be multiplied by 10.5. 6-Where panels are applied on both faces of a shear all and nail spacing is less than 6" on center on either side, panel joints shall be offset to fall on different framing members. Alternatively, the width of the nailed face of framing members shall be 3" nominal or greater at adjoining panel edges and nails at all panels edges shall be staggered. 7. Galvanized nails shall be hat -dipped and tumbled. 8.- In seismic design categories D.E and F the capacity of toe -nail connections shall not be used where calculated lateral load resistance to transfer seismic forces is greater that 150 #1Ft. for ADS and 205 #1Ft. for _RFD from diaphragms to shear wall. See section 4.1.7. of the NDS Code. 9.- Where anchor bolts are used, a minimum 0.299" x 3" x 3" steel plate washer shall be used at each anchor bolt location. The edge of the plate washer shall extend to within 110" of the edge of the bottom plate on the sheathing unless other approved method is used. (2) 2x DOUBLE TOP PLATE (TYP.)\,, 16d NAILS @ 16" o.c. (TYP.) PANEL TO 2x WALL ABUTMENT JOINT LINE NAIL SPACING PER SCHEDULE NAIL SPACING PER SCHEDULE NAIL SPACING PER SCHEDULE NAIL SPACING PER SCHEDULE (2) 2x STUDS ING PER S ED NAIL SPACING PER SCHEDULE 2x BLKG. @ PLYW OR G.W.B. JOINTS. PER SW TABLE #1 M SHEET S-2. PA NEL NAIL SPACING PER CHEDULE NAIL SPACING NAIL SPACING PER SCHEDULE NAIL SPACING 2x ALL PER SCHEDULE NAIL SPACING PER SCHEDULE NAIL SPACING PER SCHEDULE ITION WHERE B L URS ®STUD NAIL SPACING 2x BLKG. PER SCHEDULE NAIL SPACING PER SCHEDULE "PANEL Tb 2x WALL ABUTM T JOINTI LINE A <� 6"I6" CSK BOLT-5/8" A.B. @ 48" o.c. U.N.O. ON SW TABLE #1 ON S-2 TOP OF CONCRETE STEM WALL OR 4" SLAB ON GRADE ABUTMENT OF PANEL JOINTS TO 2x INTERIOR AND SCALE: 1"=1'-0" DETAIL: EXTERIOR WALLS. TYP. NAILING SCHEDULE FOR PANEL TO 2x WALL ABUTMENT JOINT. SHEAR WALL NAIL SPACING AT ABUTMENT JOINT TYPE. (2) 10d NAILS (2) 16d NAILS P1-6 (1) Nail Spacing Nail Spacing @ 120. C. @ 12"o. c. P1-4 Nail Spacing Nail Spacing @ 8 0. C. @ 10 0. C. P1-3 Nail Spacing Nail Spacing @ 7 0. C. @ 8 0. C. P1-2 Nail Spacing Nail Spacing @50.C. @60.C. (1) Double studs are required only when P1-6 seismic allowable loads are greatter than 350 #/Ft. as shown on the shear wall table above Denotes Shear Wall with CS-16 Simpson Straps at window *��sill location. For installation of horizontal tie see det. on SD-7 XX-X Denotes Shear Wall Panel Type and Nailing Spacing XX Denotes Shear Wall Number per Structural Calculations For additional information of the Shear Wall materials, nailing, anchor bolts and holdowns see shear wall Table #1 and holdown Table #2 on sheet S-2. The foundation contractor shall verify the location and spacing of all shear wall anchor bolts, as well as holdown anchor bolts prior to pouring foundation walls, footings and slabs on grade. X1 Denotes the number of A35 Simpson Clips to connect corners of shear walls to resist small uplift loads with the cross walls. SHEAR WALL SYMBOL DESCRIPTION TABLE i2 (HOLDOWN TABLE J 2 ON S HOLDOWNS & TENSION TIES PER SIMPSON STRONG -TIE See detail 4/SD5 for anchor bolt end and edge distance guide by Simpson Siraps 8 Tres CMSTC provides Hall sluts foreasy Instailall and coined edges; it can be cut to length_ CS are col>tfnuous utility straps which can be cut to length on the job site. Packaged in lightweight (about 40 pounds) cartons. FINISH: Galvanized. Some products available in ZIuL41Ca coating; see Corrosion Information, page 18-19 INSTALLATION. • Use all specified fasteners. See General Notes. • Wood shrinkage after strap installation across harizontal wood members may cause strap to buckle outward. • Refer to the applicable code for minimum nail penetration and minimum wood edge and end distances. • The table shows the maximum allowable loads and the nails required to obtain them. Fewer nails may be used; reduce the allowable load as shown in footrwte #1 • The cut length of the strap shall be equal to twice the "End Length" noted in the table plus the clear span dimension. - CMST only -Use every other round hole if the wood tends to split. Use round and triangle holes for compai ie MST loads, providing wood does not tend to split. • For lap slice and afternale nailing information, refer io technical bulletin T-CMST (seepage 213 for details). • CS straps are available in 25' lengths, order 0514-R, CS1641. CS18-R. CS20-R of CS22-R. CODES: See page 20 for Cade Reference Key Chart. These products aril avalfahle svirh adofiaon�' mrrosiarr prarecfiarl. Adn4lrena! pmdexfs on this pa3a rrwy also he available with MIS aphran, dock with Simpson srmay-bw for d1 iCs, Model Na. Total L Ga OF/SP SPFIHF Allowable Tension Loads (160) Cade Rei. Fasteners Enid Length Fasteners End Length 160 150 1&0 169 CMU12 40' 12 A 16d 33' 84 15d 36' 9215 86 10d 39' 98 - 10d 44' 9215 GMST74 52'/a' 14 5$ - 16d 26' 66. 15d 30' C490 fib - lod 3o' 76 - 10d 34' 6490 CM5TC16 54' 16 50 - 16d sinker 20' 58 - 16d sinker 25' 4585 CS14 104' 14 26 - 10d 15' 30 -10d 16' 2490 14 30 8d. 16, 36 8d 19' 2490 CS1fi 150 IO 20-10d it' 22 - 10d 12' 1705 1 .9. F2 22 8d 13, 26 - 8d 14' 1705 CS18 21W 18 10 10d 9' 18-10d 10, 1370 18 - Bid 11' 22 - 8d 12' 1370 CS20 250' 20 12. 104 6' 14 - 10d 8' 1030 14 - 8d 9' 16 - Sd & 1030 CS22 300' 22 10.10d T 12- 10d 7' 845 12-8d B' 14.W 8' 845 Typical CS Installation as a Floor-lo-Floor Tie {CMST requires mrnimerrr 2-fir studs) Nails not required in clearspan Prvvlde min. IWsnd dlstanca 1nr Cs and CMST Equal number of Specified halls in each and eM untie TV ?_-296"-� CS18 Hale Pattern (aR other C5 straps similar) �f n � I GNST14 Hole Pattern {rn4s7 r� .sirx,I.Ir) �rtlC,e e#IYl06 1, Loads inGudoa 60%load duration increase on the fasteners for wind or seismic loading. I o 2 Uso half oflhe required nails in eaeh member being comected to achievethe listed loads. ° ° {r 3,Calrulate Ilse wrinectot value for a reduced Lumber o1 nails as follows Allowable Load - No. or Nails Used x Table Load ram' Example: Cli6 in DFISP with 40 nails No of Nails In Table CMST116 Hele Patlem Allowable Load - 40 Nally {Used] x 4585 Ibs .3668 Ibs (Hair of lbe nai4- m eaa7 rmrnber being connected) 50W s (Tab1e) 4 Tension loads apply for uplift when installed verticatly. Gauge stamaed an part for 5 NAILS: 16d n 0.162' dia. x 31h' Iona, 16d Sinker - 0.148' dia. x 3 W Ion 1 Od • 0.14B' dia. x 3' long. See page 24.25 for other Had sizes and information any iderrrlirtaflorr Twist straps provide a tension connection between two wood members. An eglraI number at right and left hand units are supplled In each carton, MATERIAL: 16 gauge. FINISH: Galvanized. See Corrosion Information, page 18-19. INSTALLATION: • Use all specified fasteners. See General Notes. • IS should be installed in pairs to reduce eccentricity. CODES: See page 20 for Code Reference Key Chart. Model Fasteners bl Allowae Code Na_ L (Total) Loads Rel. (1601) TS9 9 8.1W 530 TS 12 119'r 10-16d 665 TS 18 173& 14-16d 930 170 TS22 21% 18-16d 1215 Hafafawrrs & Tension Ties I mslall half or the laslenors on each and of the strap to a;li full loads 7 Loads have been increased 60% lot wind or earthquake loading with no further increase allowed, reduce where other loads govern i 16d sinkers (a,148- ilia. x 3Y, ) may be Subslmhrted for the specified 16d commons at 0.94 of the table toads. '1 Loads are for a single' 5 NAILS: 16d = 0.162' da. x 31N long, See page 24-26 [or other nail sues and intorrnation TRIs producf Is pralemffe to similar cnnnw1urs Aeemso of a)l easier insraffariarr. hp higher loads. e) lower 1161a0led cost. nracnmhinariQMcrrhesatearures • • • • i HoWowns are pre-deflecled during the manufacturing CZ process, virtually eliminating deflection under load due to material stretch. a They use Simpson 5trong-Iie® Stron~SDS screws which install easily and provide reduced fastener slip. Using SDS screws results in a F: greater net section, when compared to bolts, as no material Is removed. M The HDU series of holdowns are designed to replace previous versions H of the product such as PHD's as well as bolted holdowns. The Ill 4 and 5 are direct replacements for the PHf32, 5 and 6, respectively. The D I T:7i tcnsiun ll+! is suitaW. toT liglller dilly holdnwn appllcatlom ❑ oil single or double 2x pt]S1S, and installs easily with SIrf i)TDrive SDS seriws (mckodarfj. The ATT2Z has besxh tested in aewrdance with the ICC ES au:epfanre crileria for F dfbwns Altai:fted to Wwl Members (AC155) and nu,:ts fhr. n>frlhtlurn rextuiramalts to many alic11 "a,", wall pallets per section R602.10.8.2 n1 the 2009 1RC (see lahle RG02706. #ear 1). For more Information an holdown options, contact Simpson Strong -Tie. HDU SPECIAL FEATURES: • Pre -deflected body virtually eliminates defleCllon due to material stretch. Uses SDS screws which install easily, reduce fastener slip, and provide a greater net section area of the past compared to bolts.ThWW • SDS screws are supplied with the holdowns to ensure Rod proper fasteners are used. • No stud bolts to countersink a1 openings, MATERIAL: See table FINISH' HDU -- Galvanized; DI17L ' 7_ANUC'coatings INSTALLATION: • Use all specified fasteners. See General Notes, -For use in vertical and horizontal applications. • Thu I1[.111 r:rlorir'a rn .r I:{: i n. Ilw f)TT r<:rirhlrNs a standard cut washer (rr ohide[l;� •I I III,,, mil an, l 111e seat. -To tie mulliple2x members higether. Ihr: Designer must determine the fasteners required to join the members without splitting the wood. Far holdowns, per AS TM test See page 28 for SDS values. standards, anchor bolt nut should - See SS and SSTH Anchor Bolts on he finger -tight plus ''to Y2 tum with pages 36-40 for anchorage options. a hand wrench, with consideration • SDS screws install best with a given to possible 1utuTe woad low speed high torque drill with shrinkage. Care shauld be taken to a Ye" hey head driver. not over -torque the nut. Impact CODES: See page 20 for Cade Reference wrenches should not be used. Key Chart. f i VBr9CBl wand Member lhlclmess TS SwaslFost Fbof Typical HDU Tie Between Floors TYpicalTS Inslallation v�rf rim � ,s t7 t1 a � a 9 q HOU ° s. Patent cis i.112,495 �j 1 OTT22 i '� �"' saecg by CYa:v�ar mamba IFcdtnas 0 fneservotve-ueaud fi2nldFre � 110 rand Vertical HDU Installation tl� 4 1 2-2xNxlki Horizontal HIM Offset inslallation (Plan vlow) See footnote T Thosa prodwt ara am)abk wim addfiii corrosion protw tap. AdoWnal prodigy on fhis pigte mayalso ha ,1wilahte wirh ibis option, chock with Simpson Strang -Tie nor cyatails_ Model No- Ga DinterrsleirS {in.} Fasteners Minimum Wood Member Thickness' (if Allowable Tension toads fibs.) (160)' Code Ref 7W" B so Anchor Bolt Dia. in. SUS Screws DF13P SPF1fiF Delleclion at Allowable Load' (in. C!Tr2J 14 3 1 Iili?u s, F;, 8-Stin ', x I 1535 ': DT-TV-51)"i 8-91)S'14'0' 2105 :: I111 HDU2-SDS2.5 14 3 1 B°1I+e 3Y, 1F 1% % 6-SDS'/a'x2'/s' 3 3075 2215 1 008 HDI14-SDS2.-5 14 3 10'%e 3% 1Yiie INN VA 10-SDS'/n'x2'Y' 3 4565 3235 1 0.114 HD115 SD825 14 3 13yi 3'''A 1'n I'A h 14 51)SI:'x2Y' 3 bCN15 4pf5 0115 HDU8-SDS2.5 10 3 16% 3V IsA I X.. A 20-SDS'ls'x2'/i 3 5880 4305 0.084 F5 31/ 5979 5020 0.1 ICi T 870 5(f, 1113 HDU11-SDS2.5 10 3 22 'A 3'h 1% 1'1A f 30-SDS'/4'x2'h' r'V 0.137 7%• 111115 75 095 8045 0.137 HDU14-SDS2.5 7 3 25"AE, 3'/i 1% IVie 1 30-SDS'Jax2'fs 14375' 104'„ 0.177 5Y, %:B 14445" 1435r1 1 0.177 A 12 a 9 1 Allowable loads have been increased for earthquake or wind load durations with 5. Tension values arevalld for holdowns flush or raised on of sill ii no further increase allowed; roducewheie other lead durations govern. 6. Dedechnn at A1inwablo Torsion L pad Includes fasturxx s11p. hdldoan tlefnlmatlon 2 The Designer must specify anchor lilt type, Iouglhand tim6adment See SB and and ancl)ortod elongation for holdowm Installed up to li above lop of cotcrots. SSTS Anchor Bolts (pagers 36-40). I rolcldvrns u+ay be Jo.Aafled la Isec +Ip ro 18- above lop of corwrate wilh no toad 3 Structural composite 111n r columns have stiles that show either the wide face or the rddm:tloti provided IIrit addlWml 6ov(r bran ❑l 1I1e anchor led rc aicoer+led tnI edges of the lumber strandsNaneeis. Values in the tables reflect fnstallaticn into the T Tabulated leads may be doubled when the HOU is installed on opposde sides of the wide taea Sea tecfrrhal bullebn T-SCLCOLUMN for values on the narrow face (edge) wood member provided ether the post is large enough to prevent opposing holdown (seepage 216 tordatails) 4. Post design by specifier. Tabulated loads al a based on Inininnuu 31�- wide screw Inter lerencaur the holdowns are offset la olirnMate screw iFit offerances past (in a 314r wall) Post may r-oimll of mulliliN w riots piovided llxy are connoctod indalian ify of the tioldown tasteneiS Seo pagos 210 211 for B- Noted HD01 4 allowable loads are hasod on a 51/,' wide past J&6 mm.) g Requites heavy fax anchor nut to ae1 male labuialed loads {srrpldoiu with huldorvn} 54 coittm+m past allnu+atlip loads. For Building Permit 7/13/20 COPYRIGHT O 2022 All information, either drawn, written, or implied, appearing in this document shall not be dup- licated, disclosed, or otherwise used without the written permission of the author, I.B.I. Company This document is an instrument of service and is the sole property of the author; furthermore, the use of this document, for any purpose, shall be revoked, if the intent of the design or the con- struction techniques or details shown herein are not adhered to or the contractual agreement governing their use is not strictly adhered to. The Seal below shall be valid only if seal is wet stamped and bears an oriainal signature: The liability of the above named consultant shall be limited to the area of expertise and to those services provided by the consultant. 1,0 E;N 1,0 Company Consulting Engineers P.O. Box 3194 Bellevu%Washington 98009 • 1372 Bellevue Way ME # 3 Bellevu%Washington 98004 • Phone: (425) 450.0316 Fax (425) 454-0316 Project: Mr. R. Magrino Ms. B. D'Sol 16900 Talbot Road Edmonds, WA. 98026-5051 Designer: Maple Leaf Design 1208 8th Avenue North Edmonds, WA 98020 Phone: (206)-523-6427 Owners: Mr. R. Magrino Ms. B. D'Sol 16900 Talbot Road Edmonds, WA. 98026-5051 Jurisdiction: City of Lake Forest Park 17425 Ballinger Way N.E. Lake Forest Park, WA 98155 Phone: (206)-386-6521 Fax: (206)-364-6521 Applicable Codes: IBC & IRC 2018 I.B.I. Co. FILE DIRECTORY JOBS22\JOB22-14 Start Date: May. 5, 2022 Plot Date: July 13, 2022 Revisions: Mark Description I Date Sheet Content: SHEAR WALL TABLES. HOLDOWN TABLES. SHEAR WALL SYMBOL. Drawn By: JChecked By:�CI Date of Issue: 07 13 2022 Project 122-09 No. Sheet No. S- 2 I I I I I I I I NOTE EXPOSED DECK FRAMING HARDWARE SHALL BE STAINLESS STEEL IF WITHIN 300' OF SALTWATER PER IRC R507.2.3 4 F O R T E• M ICR SUMMARY Tabolt esidenceEPORT Deck M em ber Name Resoles Current5dution comments Dec, ]ode Passed 1 piece(s) 2 x 111 HF No.2 (21 16" OC Beam D•1 Passed 1 piece[s] 4 x 111 HF No.2 Bean D-2 Passed 1 piece[s] 4 x 111 HF No.2 Bean D-3 Pa%ed 1 piece(5) 4 x 10 HF Np.2 Beam D-4 Passed 1 piece[s] 4 x 10 HF Nu.2 Beam D-B Passed 1 piece[s] 4 x 10 HF Nu.2 Beare D-6 Passed 1 piece[s] 4 x 10 HF Nu.2 Beam D-7 Passed 1 piece(s) 4 x 12 HF No.2 Beam D-8 Passed 1 piece(s) 4 x 10 HF Nn.2 Beam D-9 Passed 1 piece(s) 4 x 12 HF No.2 Beam 2-12 passed 1 piece[s] 4 x 12 HF N0.2 Beam D• k 1 Passed 1 piece[s] 4 x 111 HF N0.2 Beam D• 12 Passed 1 piece[5] 4 x 10 HF No.2 REVISED FOR BUILDING PERMIT 07/13/2022 PROPOSED NEW DECK Scale ;" = 1' COPYRIGHT O 2022 All information, either drawn, written, or implied, appearing in this document shall not be dup— licated, disclosed, or otherwise used without the written permission of the author, I.B.I. Company This document is an instrument of service and is the sole property of the author; furthermore, the use of this document, for any purpose, shall be revoked, if the intent of the design or the con— struction techniques or details shown herein are not adhered to or the contractual agreement governing their use is not strictly adhered to. The Seal below shall be valid only if seal is wet stamped and bears an oriainal signature: r} -RES APRIL is, 2023 The liability of the above named consultant shall be limited to the area of expertise and to those services provided by the consultant. 1,0 E30 1,ff Company Consulting Engineers P.O. Box 3194 Bellevu%Washington 98009 1372 Bellevue Way ME # 3 Bellevue,Washington 98004 Phone: (425) 450.0316 Fax (425) 454-0316 Project: Mr. R. Magrino Ms. B. D'Souza 16900 Talbot Road Edmonds, WA. 98026-5051 Designer: Maple Leaf Design 1208 8th Avenue North Edmonds, WA 98020 Phone: (206)-523-6427 Owners: Mr. R. Magrino Ms. B. D'Souza 16900 Talbot Road Edmonds, WA. 98026-5051 Jurisdiction: City of Edmonds Department of Planning & Community Development 121 5th Ave. North Edmonds, WA 98020 Phone: (206)-386-1010 Applicable Codes: IBC & IRC 2018 I.B.I. Co. FILE DIRECTORY JOBS22\JOB22-14 Start Date: May. 5, 2022 Plot Date: May 15, 2022 Revisions: Mark Description Date Sheet Content: PROPOSED ROOF AND FOUNDATION PLAN WITH SHEAR WALLS do HOLDOWNS I Drawn By.N.I.lChecked By.JLI4 Date of Issue: 05 17 202 Project No. 22- 09 Sheet No. S-3 For Building Permit 7/11/2022 Maim MemberMame lResuits Currem:Solution Comment. beam 6-1 lilwwd 12 pie (5) 2 x B HF No.2 Beam B-2 lilassed I 1 pie (s) 1 3/4- x 14' 1-55E Ti mber5trand:y LSL 10 REVISED FOR BUDDING PERMIT 07/13/2022 r- — — — — — — — — — — — — — — — — — — — — I I I I ICo I m NI I I I� I I i I I II I I I � L-------------------- J I I I I I I I I I I I I I I I I I J/ L-------------------------------------------------- --------- ------------- I I / ----------------------------------------------�- ---- ---------------------- / EXISTING i i CONC. i FDN WALL i /EXISTING i CONC. FOOTING EXISTING / CONC. i SLAB ON GRADE i MAIN Fill Scale (E)4X6 1' 4 (E)4X6 -fT - - - - - - - - - - - - - - - - - - , x14_ 1.55 LVL AM CONTINUOUS - i C/-).1):�I Xir�I wi=I I � I I � I � EXISTING I ' � 2x10 @ I I I EXST 8x8 STEEL BEAM .._._....... _._._._._. 1._ ------------------ 2x6 @ 16" r------- I I I I I -2x6 @ 16 O.C. -,--.-Denotes Shear Wall with CS-16 Simpson Straps at window 'k sill location. For installation of horizontal tie see 1 /SD2 XX-X Denotes Shear Wall Panel Type and Nailing Spacing XX Denotes Shear Wall Label per Structural Calculations For additional information of the Shear Wall materials, nailing, anchor bolts and holdowns see shear wall Table #1 and holdown Table #2 on sheet S-2. The foundation contractor shall verify the location and spacing of all shear wall anchor bolts, as well as holdown anchor bolts prior to pouring foundation walls, footings and slabs on grade. X7 Denotes the number of A35 Simpson Clips to connect corners of shear walls to resist small uplift loads with the cross walls. SHEAR WALL SYMBOL DESCRIPTION -------- --------- EXISTING CONC. FDN WALL SED EXISTING 2x10 @ 16" O.C. COPYRIGHT © 2022 All information, either drawn, written, or implied, appearing in this document shall not be dup— licated, disclosed, or otherwise used without the written permission of the author, I.B.I. Company This document is an instrument of service and is the sole property of the author; furthermore, the use of this document, for any purpose, shall be revoked, if the intent of the design or the con— struction techniques or details shown herein are not adhered to or the contractual agreement governing their use is not strictly adhered to. The Seal below shall be valid only if seal is wet stamped and bears an original signature: CANC 20344 4 EXPIRES APRIL 18, 2023 The liability of the above named consultant shall be limited to the area of expertise and to those services provided by the consultant. 110 E30 110 Company Consulting Engineers P.O. Box 3194 Bellevue,Washington 98009 . 1372 Bellevue Way RE # 3 Bellevue,Washington 98004 Phone: (425) 450-0316 Fax (425) 454-0316 Project: Mr. R. Magrino Ms. B. D'Souza 16900 Talbot Road Edmonds, WA. 98026-5051 Designer: Maple Leaf Design 1208 8th Avenue North Edmonds, WA 98020 Phone: (206)-523-6427 Owners: Mr. R. Magrino Ms. B. D'Souza 16900 Talbot Road Edmonds, WA. 98026-5051 Jurisdiction: City of Lake Forest Park 17425 Ballinger Way N.E. Lake Forest Park, WA 98155 Phone: (206)-386-6521 Fax: (206)-364-6521 Applicable Codes: IBC & IRC 2018 I.B.I. Co. FILE DIRECTORY JOBS22\JOB22-14 Start Date: May. 5, 2022 Plot Date: July 13, 2022 Revisions: Mark Description Date Sheet Content: PROPOSED ROOF AND FOUNDATION PLAN WITH SHEAR WALLS & HOLDOWNS l Drawn By.K.I.lChecked By.JLI.� For Building Permit 7/13/2022 Date of Issue: 07 13 202 Project No. 122-09 Sheet No. S-4 /1 \ Pp-\/IC�-T �-np PI III f-lINIr- PF-PUIT TT /1 -� /r)T7? E-1 .Y) COPYRIGHT © 2022 All information, either drawn, written, or implied, appearing in this document shall not be dup— licated, disclosed, or otherwise used without the written permission of the author, I.B.I. Company This document is an instrument of service and is the sole property of the author; furthermore, the use of this document, for any purpose, shall be revoked, if the intent of the design or the con— struction techniques or details shown herein are not adhered to or the contractual agreement governing their use is not strictly adhered to. The Seal below shall be valid only if seal is wet stamped and bears an original signature: .-.INC WASk1 Qr 4 z �� r 2a3a4 4 o '��crs�x�a EXPIRES APRIL 18, 2023 The liability of the above named consultant shall be limited to the area of expertise and to those services provided by the consultant. 1,0 E30 1,0 Company Consulting Engineers P.O. Box 3194 Bellevue,Washington 98009 1372 Bellevue Way RE # 3 Bellevue,Washington 98004 Phone: (425) 450-0316 Fax (425) 454-0316 Project: Mr. R. Magrino Ms. B. D'Souza 16900 Talbot Road Edmonds, WA. 98026-5051 Designer: Maple Leaf Design 1208 8th Avenue North Edmonds, WA 98020 Phone: (206)-523-6427 Owners: Mr. R. Magrino Ms. B. D'Souza 16900 Talbot Road Edmonds, WA. 98026-5051 Jurisdiction: City of Lake Forest Park 17425 Ballinger Way N.E. Lake Forest Park, WA 98155 Phone: (206)-386-6521 Fax: (206)-364-6521 Applicable Codes: IBC & IRC 2018 I.B.I. Co. FILE DIRECTORY JOBS22\JOB22-14 Start Date: May. 5, 2022 Plot Date: July 13, 2022 Revisions: Mark Description Date Sheet Content: PROPOSED ROOF AND FOUNDATION PLAN WITH SHEAR WALLS & HOLDOWNS l Drawn By.K.I.lChecked By.JLI4 For Building Permit 7/13/2022 Date of Issue: 07 13 202 Project No. 122-09 Sheet No. S- 5 EXISTING 2x 6 WALL VERIFY NAILING AS P1-6 SHEAR WALL 5/8" DIA. ANCHOR BOLTS @ 48" o.c. U.N.O. ON SHEAR WALL TABLE # 1 ON SHEET S-2. VARIES SEE ARCHITECTURAL •�• EXISTING SLAB w G✓ ; , > I �: r. y 4. r� J -7•. j �:� Ali III III��1��I�I —i I I� I I� _' � I� I I .a; ' • � ..as � � I- EXISTING FOUNDATION 4.a —III a 44 .. . -III . ,� . ,• . '. p— EXISTING FOOTING 16" MIN. PER PLANS 3" SEE PLANS FOR TYPE OF HOLDOWN AND LOCATION. SEE HOLDOWN TABLE # 2 ON SHEET S-2 FOR NUMBER OF SCREWS AND STUDS. SEE SHEET SD-2 FOR SIMPSON HOLDOWN & SIMPSON SET-XP INSTALLATION SPECIFICATIONS. HDU2-SDS2.5 HOLDOWN REQUIRES A J" DIA. BOLT EMBEDDED 10" INTO EXISTING CONCRETE. P.T. 2x PLATE #4's @ 16" o.c. VERT. Z I8" CONC. STEM WALL I I- 00 1-F-1 m ; 00 1SIMPSON HOLDOWN HDU2-SDS2.5 INSTALLED SCALE: 1"=,'-0" AT EXISTING FOUNDATION DETAIL:1 /SD1 EXISTING FLOOR SHEATHING EXISTING FLOOR JOISTS NEW 1-3/4%14" 1.55E LVL WITH (2) J%5" SIDS SCREWS TO THE EXISTING 4x10 SPACED AT 16" ox AND (1) J%5" TO THE FILL PIECE SPACED AT 16" o.c. EXISTING 4x10 BEAM 3-1 /2%4-3/4" NON-STRUCTURAL FILL PIECE WOOD MATERIAL PERPENDICULAR ASSEMBLY 4x1 U HILAULK SCALE: 1 "=1'—O" =ATB-2 UPPER FLOOR DETAIL: 4 SD-1 0 REVISED FOR BUDDING PERMIT 07/13/2022 2 D.F.-L. # 2 P.T. JOISTS .c. OR PER PLANS CC POST CAPER TABLE POST SIZE SIMPSON SIMPSON POST BASE POST CAP 6X4 PB46 CC46 * 6X6 PB66 CC66 * USE 6X6 POSTS AT BEAM SPLICED OVER THE POST 4" CONCRETE SLAB WITH 6x6 WIRE MESH -gaga—a _e. CONCRETE FOOTING MUST BE EXCAVATED IN UNDISTURBED SOIL SLOPE DIRT AWAY FROM PAD FOR POSITIVE DRAINAGE 0 0 2'-0„ K� P.T. 6x POST PER PLANS AND TABLE SIMPSON POST BASE PER TABLE BARS EA. WAY 1x6 COMPOSITE DECKING END OF JOIST AT CANTILEVER SEE PLANS FOR LOCATION rn � T1 I N 7--- PC POST CAP PER TABLE 4x BEAM SIZE PER PLANS 1 � CRAWL SPACE _ L SIMPSON POST BASE SIMPSON SIMPSON PER TABLE POST SIZE POST BASE POST CAP P.T. 4x POST PER TABLE 4X4 IPB44 PC44 CONCRETE FOOTING MUST BE * 4X6 IPB46 PC46 EXCAVATED IN UNDISTURBED SOIL * USE 4X6 POSTS AT BEAM SLOPE DIRT AWAY FROM PAD FOR SPLICED OVER THE POST POSITIVE DRAINAGE 1 EARTH LEVEL BELOW77=77a 1 IIIIIIIIIIIIIIII ° ` eIIIIIIIIIIIIIIII —IIIIIIIIIIIIIII—III °a � a ° e. ma v II � i i ii � —III— � i � nl —� I IIIIIIIIIIIIII v a e d . ad a 4411— II4. IIIIIIIIII—III daa ev e ITOOTING SUPPORTING 6x DECK POST AND BEAM s ,"=,'-o" TO POST CONNECTION DETAIL DE /S D 1 EXISTING EXTERIOR WALL 1x6 COMPOSITE DECK 2X10's HF.# 2 ® 16" o.c. 4X10's HF.# 2 BEAM PER PLANS. 32" 44 H.F-#2 POST SUPPORTING BEAM INSTALL NEW FLASHING OF APPROVED MATERIAL PER IRC SECTION R703.8 EXISTING 2x10 FLOOR JOISTS SIMPSON LCE4 POST CAP (3) 8%9" LONG THREADED RODS WITH SIMPSON SET-XP HIGH STRENGTH ANCHORING ADHESIVE 3 #4 BARS ® 12" O.C. EA. WAY PER PLANS TYPICAL DECK 48 BEAM TO POST CONNECTION SCALE: ,"=,'-o" DETAIL AND SUPPORTING FOOTING I DETAIL: REVISED FOR BUILDING PERMIT 07/13/2022 COPYRIGHT © 2022 All information, either drawn, written, or implied, appearing in this document shall not be dup— licated, disclosed, or otherwise used without the written permission of the author, I.B.I. Company This document is an instrument of service and is the sole property of the author; furthermore, the use of this document, for any purpose, shall be revoked, if the intent of the design or the con— struction techniques or details shown herein are not adhered to or the contractual agreement governing their use is not strictly adhered to. The Seal below shall be valid only if seal is wet stamaed and bears an oriainal signature: The liability of the above named consultant shall be limited to the area of expertise and to those services provided by the consultant. 1,0 E;m 1,0 Company Consulting Engineers P.O. Box 3194 Bellevue,Washington 98009 1372 Bellevue Way RE # 3 Bellevu%Washington 98004 Phone: (425) 450.0316 Fax (425) 454-0316 Project: Mr. R. Magrino Ms. B. D'Souza 16900 Talbot Road Edmonds, WA. 98026-5051 Designer: Maple Leaf Design 1208 8th Avenue North Edmonds, WA 98020 Phone: (206)-523-6427 Owners: Mr. R. Magrino Ms. B. D'Souza 16900 Talbot Road Edmonds, WA. 98026-5051 Jurisdiction: City of Lake Forest Park 17425 Ballinger Way N.E. Lake Forest Park, WA 98155 Phone: (206)-386-6521 Fax: (206)-364-6521 Applicable Codes: IBC & IRC 2018 I.B.I. Co. FILE DIRECTORY JOBS22\JOB22-14 Start Date: May. 5, 2022 Plot Date: July 13, 2022 Revisions: Mark Description I Date 4" If EXISTING FOUNDATION WALL Sheet Content: SHEAR WALL AND HOLDOWN DETAILS ROOF, MAIN FLOOR AND FOUNDATION 410 DECK BEAM SUPPORTED WITH 44 H.F.-# 2 SCALE: 1"=1'—O" POST WITH (3) 5/8" THREADED RODS AS SHOWN DETAIL: 5 SD-1 Drawn By.N.I.1Checked By:JLI.� Date of Issue: 07 13 202 Project No. 122-09 Sheet No. SD-1 For Building Permit 7/13/2022 Anchoring Solutions for Simpson Strong-Til Connectors rr t Me, Model: HDU2-SDS2.5 INSTALLATIONSLAB Anchor diameter: s/e' Embedment Depth, Is (in.) m Maximum Allowable Tension [Ibs.] b ea Simpson sirong-Tie Anchor Type Anchor Model DF/SPSpectes Condition SPF/HFSpecfes Condition Full Cartier 1W Edge 14i"and 5"Edge Full Cover 1W Edge lWand 6"Edge OF/SP SPF/HF.. Adhesive SET 5 5 9%5 5 5 3075 2215 ` Anchor AT 5 9% 9% 1 5 5 5 Mechanical Anchor Wx15' THD 1D 10 10 10 10 10 HOUS Installatton Cast -in -Place SB%x24 18 18 18 18 18 18 [HOti2 Similar) Anchor SST016 12% 12% 12% 12% 12% 12% • l!-5. Patents 6,112,495 1. See page 7 for additional details for this foundation type. SLAB INSTALLATION ADHESIVE ANCHOR DETAILS (Sae page 10 for mechanical anchors and page f r lot casf•in-place anchors. j Anchoring Solutions for Simpson Strang -Tie', Connectors 1. See page a for additional detalls for this Foundation type. STEMWALL INSTALLATION ADHESIVE ANCHOR DETAILS (See papa 10 /or mechanical anchors and 1 r Mrcast-in place anchors.) The HDU2 holdown provides a tension connection between a n wood -framed wall and the foundation. It installs on the woad member with Strong -Drive® 5DS wood screws and is connected to I Min the foundation with either a cast -in -place anchor bait, adhesive 3'" 1 i'."and 5" Full -Cover 1 lye Anchor: Anchor: Edge Anchor: Anchor: Min- anchor or mechanical anchor. The allowable loads shown above are Min. Edge (G) Min. Edge (C) Min. Edge (C) Min. Edge (C) = 1 %" Ed Corner the maximum published for this connector. Allowable loads for HDU = 5'V = 7W =12%' Anchor: holdowns may be limited by the size and species of the wood past. For load information Simpson Strong w -- ---- - I 24' Min. Edge (C)=IW additional see the current -Tie Min. Wood Construction Connectors catalog. a' 5, Min. 24'�� 24' 24'�+ 5' Anchorage Options �Ci 'c� (�c� Min. Min. Min Min. Min. (See pages 6-11 for detailed anchor information.) 1W Min. IW Mkt. C c Adhesive Anchors Plan View -Slab Foundation Plan View - Slemwall Foundation Midwall and Corner Applications • SET high -strength epoxy anchoring adhesive for use with threaded rod • AT high -strength, all-weather acrylic anchoring adhesive ;; s' for use with threaded rod 1 i1 4 End-Ol-Wall Anchor: i rronIBM Min. Edge (C) = 13/4' Mechanical Anchors - - z z � l r • Ttten HD® (THD) heavy-duty screw anchor _ • `f a' _ 9 Min. 5' _ 10, • Cast -in -Place- Anchors = _ _ - - _ 0 L-tMin. Section View - Slab Foundation o c • SB anchor bolt for high performance in near -edge conditions Plan View - Slemwall Foundation • 55T8 anchor bolt for high performance in near -edge conditions End -Of -Wall Application � �+ i (9r,� Now to use these pages: � a• Steps to select a concrete anchor solution for this connector; ` 1 r, • 6 From Table 1. Identify the table for your foundation type _ _ •. ;; - (slab, stemwall or brick ledge). ' I - I Fro. TIN. =� 11 2. Using the figures below the table, determine the edge distance condition for the anchor. 3. Based on the species of the wood post, DF/SP = Douglas - 4•Min. = 111-I .• Fir -Larch or Southern Pine, SPF/HF = Spruce -Pine -Fir or _ Hem Fir, select the anchor solution from the table. If no solution Is provided, it may not be possible to design - anchorage for the maximum capacity of the connector. See pages =11 III- I III1I _ _ _ _. f� 6-11 for the allowable loads of concrete anchoring products when =1 •->Tl= evaluating loading conditions below the maximum allowable load Section View Viee w - 5temwall Foundation Section View -Slemwall Foundation 28 for this connector, Midwall Application End -Of -Wall Application SIMPSON SPECIFICATIONS FOR HDU2-SDS2.5 SCALE: 1-=1'-O- DETAIL: INSTALLATION 1 1 SD-2 Anchdrlalf and Faslentne Svstems ldr Concrela and NOTE: Always check expiration date on WARNING: When drilling and cleaning hale, use eye and lung product label. Do not use expired product. protection. When installing adhesive, use eye and skin protection. © i r Horizontal, Verlical and Overhead Applications 1. Drill- 2. Blow- 3. Bnrsh- 4. Blow - Re Drill hale Y Remove dust Clean with a � � 4 Remove dos! y 10 specified seconds from hole 24 cycles nylon brush for seconds from hole diameter and (min.] with oll-free (min. aminimum of (min.) wlthoil-fret Q w '• depth. ?� compressed air + W = Q cycles. Brush compressed air ° e `f fora minimum; " "r should provided; "'A for a minimum 'b V of d 9eCOnd9- 'b o resistance to "y,4 ¢ '� of 4 seconds- c �: • are Compressed •+' insetlion. If no • compressed cot S R. v ; , 80 air none mast v • resistance is "'e ' a • 80 air none reach the bottom a,; felt, too nrush is must reach the - .psi min. of the hole. worn and must ,Sal m1n. boaom of the be replaced hole. Refer to page 77 or vist www.stronfilm arm for proper brush part number. © i 3- Attach- 1. Cheek -Check explratlon date 2- Dpen- Attach proper _. on product label. Do not use Open Cartridge Simpson stmal expired product. Product is usable per package ire' r le afro Q until end of printed expiration Instructionsextension to . . manta cartridge. Donot 4 lmmr!-Insertcartridge 5. Dispensa- ispeaseadhol modify Hl into dispensing tool. to the side until properly mixed R• (until oolw). Refer to www.strongtie.dom for proper mixing nozzle and dispensing tool part number. © YerucalAntherage Prepare the hole per instructions "Hole Preparation- on product [abet. Dry and Damp Holes: Water- Fit led Holes: 1. Fill- 2. fill 3. Do aol 1. Fnh 2. Im it a. on not Hp hole Insert clean, Well Fill hole Insert clean, dls%rb- %C A full, oil free Do not Completely oil lroa Do not -: stwing anchor. disturb full,startituming nanchor until ] from baltnng anchor clisturb h;� anchor until 1P ;r arm boom tO ;r v° ;� w r w .p np r ••0. ;A, of hole to °'-� ; slowlyurail �� '°', fully cared. '�� _•', of hole to ''�• 'a',, sloovyurroi "'�" •v:. fully cured. ..b f graver air 'a ° ' '; the anchor '+< ° �_ {see cure 'b v r prevtnt water 'tip,° the ertchor 'b 4 + (see rare _ i CentdGlS trle Y �y' $CIIedVi! _ C packet. i.A P e Onfit8CL5 tna P �� - schedule.] . •e d=.' withdraw •. ° eb"' bottom of w• A' E""' for Sp@LiliC �� d5_` Withdraw ' +_..' bottom of • •sr fa i nozbe as • : tho hole. • ; adhesive.; • °-; nozzle as hole the hoe. - hole fills l all rod - IIIVS up. Threaded red w tabor or robe Mole: Horne extensions may be needed for deep holes. Horizontal and Overhead Anchorage Prepare the hole per Instructions "Hole Preparation" on product label, Tltrnded 11Ysaded , E 5 tire::• b 'L., lad ere ,Jfa•.S`s s. red Meer near �T-• e-r. •e �• a'xaoe;w vM al' ate. •pa .d oA.. 1. IrIs1a14-install Simpsoo Strong Tie• 2. Fill -FIII hl lull, 3, lased -Inn clean, dd-free 4. Do not dlaWrtil not disturb ARC adhesive retaining cap. Rater to starting item bottom a1 hole to anchor, turning slowly until the anchor until lully cured (see cure page 74 or vrsh www.wongtW.corn prevent air pockets. withdraw anchor contacts the bottom of schel for proper ARC size. nozzle as hole fills up. the hole. Hole: Nozzle extensions may be Heeded for deep holes. 70 Installation instructions continued on page 71. SIMPSON SPECIFICATIONS FOR HDU2-SDS2.5 SCALE: 1-=1'-O- DETAIL- INSTALLATION 4/SD-2 Embedment Depth, le lin.) Simpson DF/SPSpecies SPFfHFSpecteir Strang -Tie Anchor Anchor Model Condition Condition Type MEnd-Of Midwall Corner hind-Of- idwall Corner Wall Adhesive SET 5 5 5 5 1 5 5 Anchor AT 5 5 5 5 5 5 Mechanical t4'x15' 10 to 10 10 10 10 Anchor THD Cast -In -Place SBS'rx24 10 18 18 18 18 18 Anchor ssTB181 12% 1 12% 1 12% 12% 12% 12% 1. See page 9 for additional details for this foundation type. BRICK LEDGE INSTALLATION ADHESIVE ANCHOR DETAILS (Seepage to fdrmachanical anchors and page 11 for cast -in -place anchdrs.J 7 I �^ Mln, Corner Anchor: I 514 Min. Edge (C)�Tt4` - I - - - Min. 12' Min. 1'A' tale' 51h' Min. Midwall Anchor: Min. Min. Edge (C) = 71�F Plan View - Brick Ledge foundation Midwall and Comer Applications Mil 6' S ' 1 Min. l _I Min. Min. C t 2' Min. ' Min. End -Of -Wall Anchor: I 5 4' Min. Edge (C) = 7+h" Plan View - Brick Ledge Foundation End -Of -Wall Application G Min 6cm 2"to From TableI T1�Y Section View - Brick Ledge Foundation Midwall and Corner Applications 6 From Tabte t � -i1 f 2' Section View - Brick Ledge Foundation End-Ot-Wall Application 29 SIMPSON SPECIFICATIONS FOR HDU2-SDS2.5 SCALE: 1"=1'-O- DETAIL: INSTALLATION I 2 SD-2 Simpson Strang -Tie' Anchoring and fastening Systems forConcrele and 5IMP5oN stl�nt�r�e Tension Loads for Threaded Rod Anchors t ® i •seeraga,ala in Normal -Weight Concrete Stomwalf m. j.0. Tension Load Based on Tension Lead Based on Embed. ulemrrall a Rod 018. Brill Bit MID. Edge Min. Bond Strength Steel Strength End ' Depth 1Yldld a In. Ois. Dist. I'� 2500 psi F1554 On.' e .I 1•.. o (rum) In, In. M In. l tin. [17.2 MPa) Concrete to e Wn [rnm) Imm] jmm) (rum) Ultimate Allowable Allowable ' l •'' -` his. (kN) lbs. IkH) Ibs. kN .I f •. _' ' �■ 51875 - 'vy,e o 9 (254.0) {152.4) 159 (44.5) (127.0) (60.B) (#5 2j (26. v/a 1 15 8 13A S 22.66E 6,665 11,Ti8U Y c 22.2 (3a1.0) (203.2) (44.5) (127.0) 0D6.8) (25.2) (51.2) A ; t_ Allowable load must be the lesser of the bond or steel 4. Anchor are permitted to be used hvithlo fire -resistive strength. cooslructlon, pfovlded the anchors resist wind or seismic Edge and end distances for 2. The allowable loads listed under allowable bond are based loads only. for use inure-resistiveconstruction. the threaded rod in concrete an a safety factor at 4.0- anchors can also be permitted to be used to resist gravity foundation stemwall corner 3- Refer to In-service temperature sensitivity chart for loads, provided speclaI consideration has been given to I Ire -exposure conditions- installation allowable load adjustment for temperatu re. Shear Loads for Threaded Rod Anchors in Normal -weight y see Mf 13 r°r Concrete, Lead Applied Parallel to Concrete Edge „ l�'lAk �, Shear Load Based an Shear Lead Based on Embed Mln. Min. Concrete Edge Distance Steel Strol lh Rod Die. sn. III sit aria. Dfn� Edge Dist. End Dist. - Pea 2000 psi - F1554 (min) in. In. In. (13A Mil Concrete Grade 35 (MM) (rum) (mml 1111rmate Std. DOW. Altdwabfe Allowable Ibs. (kH) lbs. (kN) hill Jill Ibs. (kill 1y2.7 (toILO) (44.5) (2a 9) (37.8j (zs ('9.55 (8.6) gy 5 1i4 18 3,89 nS 2,215 5,025 15.9 (I27.0) (44.5) (254.0) (39A) (1.0) (9.9) (13 S1 1. Allowable load must be the lessor of the load based on 4. Refer to in-service temperature saris" chart for aflewable, concrete edge dlsfance, steel strength or wood bearfag load adluslmenl fortemperature. capacity. 5. Anchors are permitted to be used wlthin fire -resistive 2. The allowable loads based on conefeta edge distance are oorhstruetron, provided rho anchors resist wind or seismic based on a safety lactdr of 4.0. loads only. For use in tire -resistive construction, the anchors 3. Refer to allowable load -adjustment factor for spacing an can also be permitted to be used to resist gravity leads. Pal provided special consideration has been given to tire - exposure cord nlons- SIMPSON SPECIFICATIONS FOR HDU2-SDS2.5 SCALE: 1"=1'-O" DETAIL - INSTALLATION 5/SD-2 Slmpl Strong -Tie ` Anchoring and Faslening Systems for Concrefa and SIMPSON SET-7CP® is a 1:1 two -component, high -solids, epoxy -based anchoring „ adhesive formulated for optimum performance in bath cracked and uncracked concrete. SET-XP® adhesive has been rigorously tested in accordance with ICC-ES AC308 and 2009 18C requirements and hasfix- b proven to offer increased reliability in the most adverse conditions, 1 4 including performance in cracked concrete under static and seismic loading. SET-01, adhesive is teal in color in order to be identified I W as a high-performance adhesive for adverse conditions. Resin and hardener are dispensed and mixed simultaneously through the mixing nozzle. SET-XP" adhesive exceeds the ASTM C881 specification for Type I and Type IV, Grade 3, Class C epoxy. USES. When SET-XPa adhesive is used with all threaded rod or rebar,4* the system can be used in tension and seismic zones where there is 40 a risk of cracks occurring that pass through the anchor location. It is also suitable for uncracked concrete conditions. - + CODES. ICC-ES ESR-2508; City of L.A. pending; Florida FL 11506.5 NSF/ANSI Standard fit '216 in1,1000 gal). i.!I�IThe load tables list g xP° 10 SET-xP® 22 st r-xPe 56 values based upon results from the most recent testing and may not reflect those in current code reports. Where code jurisdictions apply, consult the current reports for applicable load values. APPLICATIpM: Surfaces to receive epoxy must be clean. The base -material temperature most be 50° F or above at the time of installation. For best results, material should be 70-80e F at the lime of application. Cartridges should not be immersed in water to facilitate warming. To warm cold material, the cartridges should be stored in a warm• uniformly -heated area or storage container for a sufficient time to allow epoxy to warm completely. Mixed material in EhtllxYi FDT223 nozzle can harden in 5-7 minutes at a temperature of 40° F or above - DESIGN EXAMPLE: See pages 231, 235-237 INSTALLATION: See pages 70-71 SET %P Cartridge System SHELF Ull 24 months from date of manufacture in unopened side capacity by -side cartridge. Model ill ounces Cartridge Carton Dispensing Mixing STORAGE CONBITIONS: For best results• store between 45-90° F. (cubic Type quantity tool(&) Nozzle To store partially used cartridges, leave hardened nozzle in place. To Inches) re -use, attach new nozzle. SET-xplo 8.5 (16.2) single 12 CDT105 COLOR: Resin - white, hardener- black -green. When properly mixed, DT22S SET-XP adhesive will be a uniform teal color. SET-XP22 22 (39.7) side -by -side 10 EDTA22P EMN221 CLEAN M Uncured material - Wipe up with cotton cloths. If desired, EOT22CKT scrub area with abrasive, waterbased cleaner and flush with water. SET XP5fi 56 001.1) side-b -side B EDTA55P If approved, solvents such as ketones (MEK, acetone, etc. , lacquer 1. Cartridge asflmationguides are available onpages 48-51. thinner or adhesive remover can be used. DO NOT USES LVENTS 2. Detailed information on diWnslno tools, mixing nozzles and other adhesive TO CLEAN ADHESIVE FROM SKIN, Take appropriate precautions accessctles is available on pages 72-7T when handling flammable solvents. Solvents may damage surfaces to 3. Use only appropriate Simpson Strang Tie mixing nozzle in accordance With which they are applied. Cured Material - Chip or grind off surface. Simpson Strang -Tie Instruclions. Modificatlan or Improperwoat mixing nozzle TEST CRRERtA: Anchors installed with SET-XP'a adhesive have been may Impair epoxy performance. tested in accordance with IGC-ES's Acceptance Criteria for Past -Installed Curs Schedula Adhesive Arrchors in Masonry Elernums (Aww/ and AdheSive WV7Ofs in Concrete Elements (AC908) for the following: • Seismic and wind loading in Long-term creep at elevated - cracked and uncracked concrete temperatures and uncracked masonry Static loading at elevated- • Static tension and shear loading temperatures in cracked and uncracked Damp holes concrete and uncracked masonry Freeze -thaw conditions Baas Material Temperature sal Time •F 'C fmlitt.) Care Time (his.) 50 10 1 75 72 60 16 60 48 70 21 45 24 90 32 35 1 24 110 43 20 1 24 • Horizontal and overhead • Critical and minimum edge For water -saturated concrete,the cure times are doobled- installations distance and spacing SUGGESTED SPECIFICATION: Anchoring adhesive shall be a PROPERiT TEST METHOD RESULTS two -component high -solids, epoxy -based system supplied in Consistency ASTM C881 Passed, non -sag manufacturer's standard cartridge and dispensed through a staic- Glass transition temperature ASTM E1356 155•F mixing i le supplied by the manufacturer. The adhesive anchor Band strength {moist cure) ASTM C882 3,742 psi at 2 days shall have been tested and qualified for performance to cracked and Water absorption ASTM D570 0,10% uncracked concrete per ICC-ES AC308. Adhesive shall he SET-X" Compressive yield strength ASTM D695 14,830 psi adhesive from Simpson Strong -Tie, Pleasanton, CA. Anchors shall Compressive modulus ASTM D695 644.000 psi be installed per Simpson Strong -Tie instructions for SET-XP epoxy Gel time ASTM C881 49 minutes adhesive. CIEMICAL RESISTANCE: Very good to excellent against distilled water, ACCESSORES: See pages 72-77 for information on dispensing in -organic acids and alkalis. Fair to good against organic acids and tools• mixing nozzles and other accessories - alkalis, and many organic solvents. Poor against ketones. For more 16 detailed information visit our website or contact Simpson Strong -Tie. SIMPSON SPECIFICATIONS FOR HDU2-SDS2.5 SCALE: 1"=1`l DETAIL: INSTALLATION I 3 SD-2 COPYRIGHT © 2022 All information, either drawn, written, or implied, appearing in this document shall not be dup- licated, disclosed, or otherwise used without the written permission of the author, I.B.I. Company This document is an instrument of service and is the sole property of the author; furthermore, the use of this document, for any purpose, shall be revoked, if the intent of the design or the con- struction techniques or details shown herein are not adhered to or the contractual agreement governing their use is not strictly adhered to. The Seal below shall be valid only if seal is wet stamped and bears an oriainal sianature: The liability of the above named consultant shall be limited to the area of expertise and to those services provided by the consultant. 1,0 E30 1,ff Company Consulting Engineers P.O. Box 3194 Bellevue,Washington 98009 • 1372 Bellevue Way RE # 3 Bellevue,Washington 98004 Phone: (425) 450.0316 Fax (425) 454-0316 Project: Mr. R. Magrino Ms. B. D'Souza 16900 Talbot Road Edmonds, WA. 98026-5051 Designer: Maple Leaf Design 1208 8th Avenue North Edmonds, WA 98020 Phone: (206)-523-6427 Owners: Mr. R. Magrino Ms. B. D'Souza 16900 Talbot Road Edmonds, WA. 98026-5051 Jurisdiction: City of Lake Forest Park 17425 Ballinger Way N.E. Lake Forest Park, WA 98155 Phone: (206)-386-6521 Fax: (206)-364-6521 Applicable Codes: IBC & IRC 2018 I.B.I. Co. FILE DIRECTORY JOBS22\JOB22-14 Start Date: May. 5, 2022 Plot Date: July 13, 2022 Revisions: Mark Description Date Sheet Content: SIMPSON HOLDOWN HDU2-SDS2.5 INSTALLATION DATA WITH SIMPSON SET- XP j Drawn By:K.LiChecked By:JLI4 Date of Issue: 07 13 202 Project No. 22-09 Sheet No. SD-2 ___j For Building Permit 7/13/2022