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BLD2019-0736
U � OF E MO�cn CITY OF EDMONDS 121 5TH AVENUE NORTH - EDMONDS, WA 98020 "e. Is o PHONE: (425) 771-0220 - FAX: (425) 771-0221 STATUS: ISSUED 09/13/2019 Permit #: BLD20190736 BUILDING PERMIT Expiration Date: 09/13/2020 Project Address: 834 WALNUT ST, EDMONDS. Parcel No: 00434207301100 I'VV%'TV OWN 1. APPLICANT CONTRACTOR ERIK & DAWN TRUST SORENSEN EDGE DESIGN BUILD LLC EDGE DESIGN BUILD LLC 834 WALNUT ST C/O NINA FRANEY C/O NINA FRANEY EDMONDS, WA 98020-3304 1845 NEW 195TH ST 1845 NEW 195TH ST SHORELINE, WA 98177 SHORELINE, WA 98177 (425)778-3773 (206)940-5627 (206)940-5627 LICENSE #: EDGEDBL990NB EXP: NEW FRONT PORCH, SIDING AND DECK (EXTERIOR ONLY VALUATION: $75,000 PERMIT TYPE: Residential PERMIT GROUP: 04 - Alteration/Remodel GRADING: N CYDS: 0 TYPE OF CONSTRUCTION: RETAINING WALL ROCKERY: OCCUPANT GROUP: OCCUPANT LOAD: FENCE: ( 0 X 0 FT.) CODE: OTHER: ------- OTHER DESC: ZONE: RS-6 NUMBER OF STORIES: 0 IVESTED DATE: NUMBER OF DWELLING UNITS: 0 ILOT #: BASEMENT: 0 1ST FLOOR: 0 2ND FLOOR: 0 1BASEMENT: 0 1ST FLOOR: 0 2ND FLOOR: 0 3RD FLOOR: 0 GARAGE: 0 DECK: 0 OTHER: 0 3RD FLOOR: 0 GARAGE: 0 DECK: 0 OTHER: 0 BEDROOMS:O BATHROOMS:0 BEDROOMS:0 BATHROOMS:0 FRONTSETBACK SIDESErBACK; REQUIRED: 20' PROPOSED: N= 21' REQUIRED: 5' PROPOSED: W= 10REQUIRED: 15' PROPOSED: S= 32' HEIGHT ALLOWED:O PROPOSED:O REQUIRED: 5' PROPOSED: E= 5' SETBACK NOTES: 14 feet to porch addition. Existing structure height is 21'-8". 1 AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED IN V IOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEMS COMPENSATION INSURANCE AND RCW 18:27. I T��PLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL Q"IS/HE33 DffAJPkW ALL FFS ARE PAID. re Print Name sed By Date ATTENTION IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. UBC] 09/ IBC] 10/ iRCI 10. = FIRE = APPLICANT = ASSESSOR �gcrfv STATUS: ISSUED BLD20190736 • Special inspections have been called for on this project and are noted on the approved construction plans and building permit. It is the owner and/or contractors responsibility to assure that reports are provided to the City on a weekly basis. Be advised -- if special inspection reports are not forthcoming, the Building Official may issue a "Stop Work" and no City inspections will be provided until such time as the reporting agency has complied and reports are reviewed and approved by the City. • Final approval on a project or final occupancy approval must be granted by the Building Official prior to use or occupancy of the building or structure. Checkthe job card for all required City inspections including final project approval and final occupancy inspections. • Any request for alternate design, modification, variance or other administrative deviation (hereinafter "variance") from adopted codes, ordinances or policies must be specifically requested in writing and be called out and identified. Processing fees for such request shall be established by Council and shall be paid upon submittal and are non-refundable. • Approval of any plat or plan containing provisions which do not comply with city code and for which a variance has not been specifically identified, requested and considered by the appropriate city official in accordance with the appropriate provision of city code or state law does not approve any items not to code specification. • Sound/Noise originating from temporary construction sites as a result of construction activity are exempt from the noise limits of ECC Chapter 5.30 only during the hours of 7:00amto 6:00pm on weekdays and 10:00am and 6:00pm on Saturdays, excluding Sundays and Federal Holidays. At all other times the noise originating from construction sites/activities must comply with the noise limits of Chapter 5.30, unless a variance has been granted pursuant to ECC 5.30.120. • Applicant, on behalf of his or her spouse, heirs, assigns, and successors in interests, agrees to indemnify defend and hold harmless the City of Edmonds, Washington, its officials, employees, and agents from any and all claims for damages of whatever nature, arising directly or indirectly from the issuance for this permit. Issuance of this permit shall not be deemed to modify, waive or reduce any requirements of any City ordinance nor limit in any way the City's ability to enforce any ordinance provision. THIS PERMIT AUTHORIZES ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN (CURBS, SIDEWALKS, DRIVEWAYS, MARQUEES, ETC.) WILL REQUIRE SEPARATE PERMISSION. PERMIT TIME LIMIT: SEE ECDC 19.00.005(A)(6) BUILDING ENGINEERING (425) 771-0220 EXT. 1326 1. Go to: www.edmondswa.gov Building Department Inspections 2. Then: Services are now scheduled online. If you FIRE (425) 775-7720 3. Then: Permits/Development have difficulties, please call the 4. Then: Online Permit Info Building Department front desk for PUBLIC WORKS (425) 771-0235 5: If you don't have one already, create a assistance during office hours. login (upper right hand comer) (425) 771-0220 RECYCLING (425) 275-4801 6: Schedule your inspection When calling for an inspection please leave the following information: Permit Number, Job Site Address, Type of Inspection being requested, Contact Name and Phone Number, Date Preferred, and whether you prefer morning or afternoon. • B-Preconstruction meeting • B-Setbacks • B-Footings • B-Retaining Wall • B-Building Final • B-Other • CRITICAL AREA NOTICE RECORDED BUILDING PERMIT APPLICATION Development Services Building Division 121 5th Ave N / Edmonds, WA 98020 425 771.022n •1C lb 7 For handouts, submittal requirements, permit status and inspection scheduling information go to. www.edmondswa.gov. PLEASE NOTE: Intake appointments are required for New Single Family Residences, Large Additions, ADU's, New Commercial, and Major Tenant Improvement application submittals. If plans are prepared by a profession- al, electronic files are requested in addition to the hard copies. Please bring electronic files on a flash drive or coordinate for electronic transfer. Please call425-771-0220 to schedule an intake appointment! JOB SITE INFORMATION/LOCATION: (Where the work is taking place) Job Site Address: 834 Walnut St Parcel: 00434207301100 Lot /Unit/Suite #: Subdivision: PROPERTY OWNER: Name: Erik and Dawn Sorensen Mailing Address: 834 Walnut St City/State/Zip: Edmonds, WA 98020 Phone #: 425.778.3773 Email: dsorensen@ewingelectric.com OWNER INSTALLATION: *If yes, read and sign* Will work be performed by the property owner? ❑ Yes ❑ No I own, reside in, or will reside in the completed structure. This installation is being made on property that I own which is not intended for sale, lease, rent, or exchange according to RCW 18.27.090. Owner Signature: APPLICANT / CONTACT INFORMATION: Name of Applicant: Nina Franey I EDGE design build LLC Mailing Address: 1845 NW 195th St City/State/Zip: Shoreline, WA 98177 Phone #: 206.940.S627 E-mail: nina@edgedesignbuild.com GENERAL CONTRACTOR: (If different from applicant) General Contractor: Mailing Address:_ City/State/Zip: Phone #: E-mail: STATE UBI M 602 139 085 CITY OF EDMONDS BUSINESS LICENSE #: NR-026512 WA STATE CONTRACTOR L & I M (CCB) & EXPIRATION DATE: EDGEDBL990NB 8/2019 Office Jse Oniy 13LD2,01q-073& (ProvideTYPE OF PERMIT ..- ❑ Accessory Structure/ ❑ Addition Detached Garage ❑ Demolition ❑ Mechanical ❑ New Single Family / Duplex ❑ Plumbing ❑ Fire Sprinkler ❑ Remodel ❑ New Commercial/ Mixed Use ❑ Re -Roof ❑ Signs ❑ Tank ❑ Tenant Improvement ❑ Other Remodel Permit fees are based on: The value of the work performed. Indicate the value (rounded to the nearest dollar) of all equipment, materials, labor, overhead, and the profit for the work indicated on this application. Valuation: PROPOSED NEW SQUARE FOOTAGE FOR THIS APPLICATION Basement sq ft: Finished ❑ Unfinished ❑ 1st Floor, sq ft: 2nd Floor, sgft: Garage/Carport:, sq ft: Deck/Covered Porch/Patio: Other sq ft: PROJECT DESCRIPTION new front porch addition and deck expansion, replacement siding and windows I certify that the information I have provided on this form/application is true, correct and complete, and that 1 am the property owner or duly authorized agent of the property owner to submit a permit application to the City of Edmonds. Print Name: Nina Franey Signature: Date 06.16.19 GENERAL• DATA Occupancy Group(s): Occupant Load(s): Type(s) of Construction: Fire Sprinklers: Yes ❑ No ❑ WA STATE ENERGY CODE: If your project affects the building envelope, mechanical systems, and/or lighting, you must complete the appropriate WSEC forms. DEFERRED SUBMITTALS: All commercial building permits that will require associated plumbing, mechanical, fire sprinkler, and/or fire alarm permits are applied for separately. TI / CHANGE OF USE / NEW BLDG: Include TRAFFIC IMPACT worksheet EQUIPMENTMECHANICAL • BTUs Gas / Elec / Other Qty A/C Unit /Compressor Air Handler /VAV Boiler Dryer Duct Exhaust Fans Fireplace Furnace Heat Pump Unit Hydronic Heating Roof Top Unit (Provide eleva- tions if a Commercial Bldg) Other: COUNTSPLUMBING FIXTURE .. re -piped) Qty Qty Clothes Washer Tub/ Showers 1 Dishwasher 1 Backflow Device (RPBA, DCDA, AVB) Drinking Fountain Pressure Reduction/ Regulator Valve Floor Drain/Sink Refrigerator Water Supply Hose Bibs Water Heater - Tankless? Y or N Hydronic Heat Water Service Line Sinks 2 Other: Toilets 1 Other: CONNECTION COUNTS.. .. . BTUs Qty BTUs Qty A/C Unit Outdoor BBQ/ Fire pit Boiler Stove/Range/Oven Dryer Water Heater Fireplace/ Insert Other: Furnace Other: COUNTSMEDICAL GAS, AIR VACUUM Relocated . .. Qty Qty Carbon Dioxide Nitrous Oxide Helium Oxygen Medical Air Other: Medical - Surgical Vacuum Other: DEMOLITION Type of structure to be demolished: Square footage of structure to be demolished: AHERA Survey done? Y / N PSCAA Case #: Critical Areas Determination: Study Required ❑ Conditional Waiver ❑ Waiver ❑ Fill in Place ❑ Fill Material: Removal ❑ Size of Tank (Gallons) Critical Areas Determination: Study Required ❑ Conditional Waiver ❑ Waiver ❑ GRADE/FILL/EXCAVATE Grading: Cut 2 cubic yards Fill Z cubic yards Cut / Fill in Critical Area: Yes ❑ No ❑ GENERAL PROVISIONS APPLICATIONS: Applications are valid for a maximum of 1 year. ESLHA Applications, 2 years. LICENSING: All contractors and subcontractors are required to be licensed with Washington State Department of Labor & Industries and have a current City of Edmonds Business License. b u k=� r ENGINEERING LIC Structural Calculations for: Sorensen Residence 834 Walnut St, Edmonds, WA Client: Edge Design & Build, LLC Code: 2015 International Building Code Table of Contents - F1 - F4 - Framing Calculations Scope: Structural Design of small interior remodel, new entry canopy, and landscape retaining wall. June 13, 2019 Buker Engineering, 11c LD 2 c) PO Box 55124 Seattle, WA 98155 Ph: 206.258-6333 K, f� �V;: ,.� rt , a o g r", M.:-�R600-/ 4 r-I'lg0as". = q , 5-$K >ry = 16 3P-s L Dram 0- 114"-C �441,3 H Dr2 (p Al S a-a� 4q") = q 15ptA ��lc�tvPs� Drrro�tR`�� G9z v � 8 705� b= PU� 6r�� D,35 A 741 ib3pst, bulc-r ENGINEERING LLC s o ren Ste► � s , Project Proje_ ct# Designer Date F1 Sheet Sorensen Residence F2 BUKER ENGINEERING, LLC Daniel Buker H:\Projects\2019\Sorensen Remodel\Calculations\Entry Canopy.vap Thursday, June 13, 2019 5:01 PM Name Node 1 Node 2 Shape Material End I Length I Weight T I Connection ft K BmZ003 N001 N010 C10X15.3 ASTM A36 Rigid Connect 15.5000 0.2367 BmZ002 N002 N011 HSS6X4X.375 ASTM A500 Grade B (Fy = Rigid Conned 15.5000 0.3265 46ksi) BmZ001 N003 N012 C10X15.3 ASTM A36 'Rigid Conned 15.5000 0.2367 BmX002 N012 N010 C10X15.3 ASTM A36 Rigid Conned 9.0000 0.1374 BmX001 N001 N003 C10X15.3 ASTM A36 Rigid Connect 9.0000 0.1374 Result Cases Name ID Design Checks Result Type Seismic Type Effective Equation 16-8 2 Allowable (ASD) Static N.A. D 16-8 Second Order 5 Allowable (ASD) Static N.A. D 16-15 3 '6 Allowable (ASD) Static N.A. 0.61) 16-15 Second Order Allowable (ASD) Static N.A. 0.61) D 1 No Design Static N.A. D D Second Order 4 No Design Static N.A. D Node Results Node Result Case K K MX K MY Mz I I in I in I in I I ( K-ft I K-ft I K-ft N002 16-15 Second Order 0.0000 0.0125 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 N003 16-15 0.0000 0.0032 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 N005 D Second Order 0.0000 0.0000 0.0000 -0.0001 3.0109 -0.0044 0.0000 0.0000 0.0000 N008 D Second Order 0.0000 0.0000 0.0000 -0.0006 3.0109 0.0044 0.0000 0.0000 0.0000 N010 16-15 0.0000 0.0000 0.0000 0.0000 0.1898 0.0000 0.0000 0.0000 0.0000 N010 �D Second Order 0.0000 0.0000 0.0000 0.0006 0.3164 -0.0020 0.0000 0.0000 0.0000 N011 D Second Order 0.0000 0.0209 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 N012 D Second Order 0.0000 0.0054 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Member Forces Member Fx Min Fx Max Vy Mz Min Mz Max K K K K-ft K-ft BmX001 -0.0001 (5) 0.0000(3) 0.7973(2) -3.0753 (2) 0.0000(2) BmX002 -0.0006 (5) 0.0000(5) -0.7994 (2) -3.0753 (2) 0.0000(2) BmZ001 0.0000(3) 0.0024(5) 0.7383(5) 0.0058(3) 2.8706(5) BmZ002 -0.0044 (5) 0.0000(3) -1.5532 (5) -0.7681 (2) 4.5162(5) BmZ003 0.0000(3) 0.0000(5) 0.8933(5) 0.0042(6) 3.4686(2) Member Displacements Member Dy Min Dy Max Dz Min Dz Max in in in in BmX002 0.0000(2) 0.0209(5) -0.0002 (5) 0.0001(5) BmZ001 -0.0583 (5) 0.0054(5) 0.0000(3) 0.0004(5) VisualAnalysis 18.00.0009, Analysis Only E www.iesweb.com F3 Page 1 of 2 BUKER ENGINEERING, LLC Daniel Buker H:\Projects\2019\Sorensen Remodel\Calculations\Entry Canopy.vap Thursday, June 13, 2019 5:01 PM Member I Dy Min I Dy Max I Dz Min I Dz Max in in in in BmZ002-0.2012 (5) 0.0209(5) 0.0000 (5) 0.0000 (5) BmZ003-0.0769 (2) 0.0000(6) -0.0005 (5) 0.0000(5) VisualAnalysis 18.00.0009, Analysis Only www.iesweb.com F4 Page 2 of 2 S SPECIAL INSPECTION AND TESTING AGRE= � B �u Permit #: BLD2019-0736 Project: Sorensen, 834 Walnut Street AUG 12 2019 BUILDING DEPARTMENT CITY OF EDMONDS Prior to issuance of a permit, this form must be completed in its entirety and returned to the City for approval. The completed form must have signatures of acknowledgment by all parties. DUTIES AND RESPONSIBILITIES Special Inspection Firm and Special Inspectors: The Special Inspection firm of k� bjE- 1Fst, will perform special inspection for the following types of work (separate forms must be submitted if more than one firm is to be employed): Reinforced Concrete Bolting in Concrete Prestressed Concrete — Shoterete Structural Masonry XStructural Steel/Erection _____ High Strength Bolting _ Spray applied Fireproofing _ Smoke Control Systems — Lateral Wood Structural Observation by design professional Grading/soils/Pile Installations 2 Expansion BoltsMreaded Expansion Inserts X Epoxy Grouted Installations All individual inspectors to be employed on this project will be WABO certified for the type of work they are to inspect. If inspection is for work that is not covered by the WABO categories, or the inspector is not WABO certified, a detailed resume of the inspector and firm must be submitted. The resume must show that the inspector and the firm are qualified by education and experience to perform the work and testing required by the project design and specifications. The work shall be inspected for conformance with the plans and specifications approved by the City. Revisions and addenda sheets will not be used for inspection, unless they have been approved by the City. Inspection records shall include: A daily record to be maintained on site, itemizing the inspections performed. Any nonconforming work shall be brought to the immediate attention of the contractor for resolution. A weekly report shall be submitted to the City; detailing the inspections and testing performed, listing any nonconforming work and resolution of nonconforming items. A final report shall be submitted to the building department prior to the Certificate of Occupancy being issued. This report will indicate that inspection and testing was completed in conformance with the approved plans, specifications and approved revisions or addenda. Any unresolved discrepancies must be detailed in the final report. L WILD[NG DIVISION FILESTomulSpecial inspection fmm-old.&0242019 Contractor: The contractor shall provide the special inspector or agency adequate notification of work requiring inspection. The City approved plan and specifications must be made available, at the jobsite for the use of the special inspector and the City inspector. The contractor shall maintain all daily inspection reports, on site, for review by all parties. The special inspection functions are considered to be in addition to the normal inspections performed by the City and the contractor is responsible for contacting the City to schedule regular inspections. No concrete shall be poured or other work covered until approval is given by the City inspector. Building Department: The building department shall review any revisions and addenda. The City inspector will monitor the special inspection functions for compliance with the agreement and the approved plans. The City inspector shall be responsible for approving various stages of construction to be covered and for work to proceed. Design Professionals: The architect and/or engineer will clearly indicate on the plans and specifications the specific types of special inspection required and shall include a schedule for inspection and testing. The architect and/or engineer will coordinate their revision and addenda process in such a way as to ensure that all required City approvals are obtained, prior to work shown on the revisions being performed in the field. Owner. The project owner, or the architect or engineer acting as the owners agent, shall employ the special inspector or agency. ENFORCEMENT A failure of the special inspector or firm to perform in keeping with the requirements of the IBC, the approved plans and this document, may void this agreement and the Building Official's approval of the special inspector. In such a case a new special inspector and/or firm would need to be proposed for approval. A failure of the design and/or construction parties to perform in accordance with this agreement may result in a STOP WORK notice being posted on the project until nonconforming items have been resolved. ACKNOWLEDGMENTS I have read and agree to comply with the terms and conditions f this agreement. �/k��c-�.301� Owner: 691 iC JAQro Rom, �, Signature -- — — — Date 'b�!^"Lt7, %l`5 Contractor: , , �Frz,.Xj Ecmab as gnature — Date: 08.08.19 Arch./Eng: L �,Jq� EUJ' �1GaJlba.t�Signature Special w Signature Special Insp. Agency f1 t" Cn 1 r m'Ic- &zY-,g oGZ-rS ACCEPTED FOR THE CITY OF EDMONDS BUILDING DIVISION Date: Date: 08.08.19 Date: .:7. Zt ij LABUILDING DIVISION FiLES\Forms\Spccial inspection form-old.doc7242014 s PanGE@) 6 M t O R P O R d T 9 O Geotechnical & Earthquake Engineering Consultants July 29, 2019 Project No. 19-233 R E S U AUG 12 2019 Ms. Nina Franey Edge Design & Build BUILDING OF DEPARTMENT D O DS 2107 NW 201St Street Shoreline, WA 98177 -; Subject: Geotechnical Engineering Report Proposed Stairway and Retaining Wall Improvements 834 Walnut Street, Edmonds, Washington Dear Ms. Franey, As requested, PanGEO Inc. (PanGEO) completed a geotechnical engineering study to assist the design team for the proposed stairway and retaining wall improvements located at 834 Walnut Street in the City of Edmonds, Washington. This study was performed in general accordance with our mutually agreed scope of work outlined in our proposal dated July 12, 2019, and subsequently approved by you on July 15, 2019. Our service scope included reviewing readily available geologic and geotechnical data, excavating three hand borings, conducting a site reconnaissance, performing engineering analysis, and developing the conclusions and recommendations presented in this report. SITE AND PROJECT DESCRIPTION The project site is located at 834 Walnut Street in the City of Edmonds, Washington (see Figure 1, Vicinity Map). The subject property is an approximately 7,085 square foot, rectangular -shaped lot. It is bordered to the north by Walnut Street, and to the other three sides by existing single- family residences. The site is currently occupied by a one-story house with a daylight basement. The site grade generally slopes down from east to west with an average gradient of about 15 percent (see Plates 1 and 2). 3213 Eastlake Ave E, Ste B Seattle, WA 98102 Tel (206) 262-0370 Fax (206) 262-0374 t Ms. Nina Franey Proposed Stairway and Retaining Wall Improvements — 834 Walnut Street, Edmonds, WA July 29, 2019 w elf Plate 1. View of the existing stairway and rockery on the Plate 2. View of the east side yard above the stairway, northeast corner of the house, looking south from Walnut looking south from northeast corner of the house. Street. We understand that you plan to remodel the interior of the house. We also understand that, as part of the remodel project, the concrete stairway and modular block wall located to the northeast corner of the house will be reconstructed. A new entry is also planned that will include new footings. We anticipate that temporary excavations for the proposed improvements will be up to about 4 feet deep. According to the City of Edmonds GIS maps, the site is within an erosion and landslide geologic hazards area. The conclusions and recommendations outlined in this report are based on our understanding of the proposed improvements, which is in turn based on the project information provided to us. If the above project description is substantially different from your proposed improvements, or if the project scope changes, PanGEO should be consulted to review the recommendations contained in this study and make modifications, if needed. SITE GEOLOGY Based on a review of the Composite Geologic Map of the Sno-King Area (Booth, et al. 2004) the primary geologic unit in the vicinity of the site is Advance Outwash (Map Unit Qva). Advance Outwash consists of a silt and sand soil unit deposited by meltwater streams emerging from an advancing glacier. 19-233 834 Walnut St GeoRpt Page 2 PanGEO, Inc. Ms. Nina Franey Proposed Stairway and Retaining Wall Improvements — 834 Walnut Street, Edmonds, WA July 29, 2019 SUBSURFACE EXPLORATION AND CONDITIONS SUBSURFACE EXPLORATION Our subsurface exploration for the current study consisted of excavating three hand borings (HB- O through HB-3) at the site on July 17, 2019, using a hand auger. The approximate hand boring locations were taped in the field from on -site features, and are plotted on Figure 2. The hand borings were excavated to depths ranging from about 2'/2 to 7 feet below the existing grade. SOIL The hand borings advanced at the site generally encountered about 3 feet of loose fill overlying medium dense to dense sand (Advance Outwash). The soils encountered in the hand borings are generally consistent with the mapped geology at the site. The following is a brief description of the soils encountered in the test borings drilled at the site. Please refer to the summary hand boring logs in Appendix A for additional details. UNIT 1: Fill — This unit was encountered in all three hand borings. The fill encountered generally consisted of loose sand with rounded to angular gravel and cobbles, and trace silt. This soil unit extended to about 3 feet below the existing ground surface in HB-1 and HB-3, respectively, and to the refusal depth of 2'/z feet in HB-2. UNIT 2: Advance Oulwash (Qva) — Below the fill, HB-1 and HB-3 encountered medium dense to dense, fine to medium sand with trace silt, that extended to the termination depth of 7 and 5 feet in HB-1 and BB-3, respectively. This unit was not encountered in HB-2. We interpreted this unit as mapped Advance Outwash deposits. GROUNDWATER Groundwater was not observed in the hand borings within the depths excavated during our field exploration. It should be noted that groundwater elevations and seepage rates are likely to vary depending on the season, tidal fluctuation, local subsurface conditions, and other factors. Groundwater levels and seepage rates are normally highest during the winter and early spring (typically October through May). PREVIOUS SUBSURFACE EXPLORATION As a part of our study, we also reviewed readily available previous geotechnical explorations in the site vicinity. Specifically, the following previous exploration was reviewed: 19-233 834 Walnut St GeoRpt Page 3 PanGEO, Inc. 10 Ms. Nina Franey Proposed Stairway and Retaining Wall Improvements — 834 Walnut Street, Edmonds, WA July 29, 2019 0 Logs of Hand Holes (HH-I and HH-2), 842 Walnut Street, Edmonds, Washington (The Galli Group, 2007). The previous hand holes were excavated on the adjacent property to the east. The hand holes encountered sand with silt and gravel, and bearing soil was encountered at about 1 and 2 feet in HH-1 and HH-2, respectively. In general, the results of the previous exploration are consistent with our current subsurface exploration. The previous geotechnical report is included as Appendix B for reference. Based on review of the previous hand holes and our experience in the area, the soil conditions are relatively uniform in the project area. GEOLOGICALLY HAZARDOUS AREAS ASSESSMENT Based on a review of the City of Edmonds GIS map and the Edmonds Community Development Code (ECDC), the subject site is within a Geologically Hazardous Area for erosion and landslide hazards. The rockery and the slopes above it along the east side of the driveway and east property line is considered as a steep slope (greater than 40% slope). LANDSLIDE HAZARDS EVALUATION Based on review of the topographic survey map provided to us and our field observations, the site generally slopes down from the east to the west with an average slope gradient of about 1.5 percent. However, the rockery and slopes above the rockery along the east side of driveway, which is approximately 12 feet in height, appear to meet the steep slope definition (40% or greater slopes). Based on the soil data on the east adjacent site and presence of the rockery, it is our opinion that this steep slope is the result of the previous grading due to street and site development. It is also our opinion that the risk for the potential future landslide is considered low, and the site is not considered as a landslide hazard area. A site reconnaissance of the subject property was conducted on July 17, 2019. During our site reconnaissance, we did not observe obvious evidence of past slope instability or ground movement at the subject site. Based on our field observations and the results of subsurface data at the subject site and adjacent property to the east, in our opinion, the subject site appears to be globally stable in its current configuration. Furthermore, it is our opinion that the proposed stairway and wall improvements as currently planned is feasible from a geotechnical engineering 19-233 834 Walnut St CywRpt Page 4 PanGEO, Inc. r Ms. Nina Franey Proposed Stairway and Retaining Wall Improvements — 834 Walnut Street, Edmonds, WA July 29, 2019 standpoint. It is our further opinion that the proposed improvements as currently planned will not adversely affect the overall stability of the site or adjacent properties, provided the recommendations outlined herein are followed and the proposed development is properly designed and constructed. EROSION HAZARDS EVALUATION According to USDA Soil Conservation Service Map, the site soil is the Alderwood Urban land complex. Based on the soils encountered in the hand borings and site topography, the near - surface site soils are anticipated to exhibit slight to moderate erosion potential. However, due to very minor ground disturbance and excavations planned, in our opinion, the potential erosion hazards at the site can be effectively mitigated with the best management practice during construction and with properly designed and implemented landscaping for permanent erosion control. During construction, the temporary erosion hazard can be effectively managed with an appropriate erosion and sediment control plan, including but not limited to installing silt fence at the construction perimeter, limiting removal of vegetation to the construction area, placing rocks or hay bales at the disturbed/traffic areas and on the downhill side of the project, covering stockpile soil or cut slopes with plastic sheets, constructing a temporary drainage pond to control surface runoff and sediment trap if needed, placing rocks at the construction entrance, etc. Permanent erosion control measures should include establishing vegetation, landscape plants, and hardscape established at the end of project. 23.80.060 DEVELOPMENT STANDARDS — GENERAL REQUIREMENTS According to ECDC 23.80.060, 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; 2. Will not adversely impact other critical areas; 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 4. Are certified as safe as designed and under anticipated conditions by a qualified engineer or geologist, licensed in the state of Washington. 19-233 834 Walnut St GwRpt Page 5 PanGEO, Inc. Ms. Nina Franey Proposed Stairway and Retaining Wall Improvements — 834 Walnut Street, Edmonds, WA July 29, 2019 Based on the site subsurface information and our understanding of the current plans, it is our opinion that the proposed project meets the above conditions, and will not have adverse impacts to the subject and surrounding properties during and after construction, provided that project is constructed in accordance with the approved plans and commonly accepted practice. 23.80.070 DEVELOPMENT STANDARDS — SPECIFIC HAZARDS The subject site is considered an erosion hazard area. However, based on the soil conditions and proposed improvements, it is our opinion that building setback and buffer distance are not required for the currently proposed improvements. ECDC 23.80.070 states that alterations of an erosion or landslide area 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. In our opinion, the proposed stairway and wall improvements as currently planned meet the above conditions. GEOLOGIC HAZARDS MITIGATIONS Based on the results of our evaluation of the potential geologic hazards at the site, it is our opinion that no specific mitigation, other than the erosion measure discussed above, is required for the proposed improvements. GEOTECHNICAL DESIGN RECOMMENDATIONS SEISMIC DESIGN PARAMETERS The Table 1 on page 7 provides seismic design parameters for the site that are in conformance with the 2015 edition of the International Building Code (iBC), which specifies a design earthquake having a 2% probability of occurrence in 50 years (return interval of 2,475 years), and the 2015 USGS seismic hazard maps. The spectral response accelerations were obtained 19-233 834 Walnut St GeoRpt Page 6 PanGEO, Inc. Ms. Nina Franey Proposed Stairway and Retaining Wall Improvements — 834 Walnut Street, Edmonds, WA July 29, 2019 from the USGS Earthquake Hazards Program Interpolated Probabilistic Ground Motion website (2008 data) for the project latitude and longitude. Table 1— 2015 IBC Seismic Design Parameters Spectral Spectral Site Design Spectral Site Acceleration Acceleration at Coefficients Response Class at 0.2 sec. (g) 1.0 sec. (g) Parameters Fa F, SDS SDI Ss Sl D 1.269 0.497 1.00 1.50 0.846 0.498 FOUNDATIONS Based on the planned stairway, retaining wall, and entry footing elevations, it is our opinion that the proposed improvements may be supported on conventional footings bearing on the undisturbed native sand or compacted structural fill placed on the native sand. The foundation soils should be compacted to a firm/dense condition. Soil Bearing Pressure We recommend that an allowable soil bearing pressure of 2,000 pounds per square foot (psf) be used to size the new footings. The recommended allowable bearing pressure is for dead plus live loads. For allowable stress design, the recommended bearing pressure may be increased by one- third for transient loading, such as wind or seismic forces. Continuous and individual spread footings should have minimum widths of 18 and 24 inches, respectively. In designing the footings, the shape of footings will need to be considered in regard to the available space for temporary excavations. Where space may be limited for an unsupported open cut, it may be necessary to use L-shaped perimeter footings in order to conserve space and to allow the temporary excavations to be made within the property limits. Foundation Performance Footings designed and constructed in accordance with the above recommendations should experience total settlement of less than one inch and differential settlement of about 'h inch. Most of the anticipated settlement should occur during construction as dead loads are applied. 19-233 834 Walnut St GeoRpt Page 7 PanGEO, Inc. Ms. Nina Franey Proposed Stairway and Retaining Wall Improvements — 834 Walnut Street, Edmonds, WA July 29, 2019 Lateral Resistance Lateral loads on the structures may be resisted by passive earth pressure developed against the embedded faces of the foundation system and by frictional resistance between the bottom of the foundation and the supporting subgrade soils. For footings bearing on the firm native soil or compacted sand/structural fill, a frictional coefficient of 0.3 may be used to evaluate sliding resistance developed between the concrete and the compacted subgrade soil. Passive soil resistance may be calculated using an equivalent fluid weight of 250 pcf, assuming properly compacted structural fill will be placed against the footings. The above values include a factor of safety of 1.5. Unless covered by pavements or slabs, the passive resistance in the upper 1.2 inches of soil should be neglected. Footing Excavation and Subgrade Preparation All footing subgrade should be carefully prepared. The footing subgrade should be compacted to a dense and unyielding condition prior to concrete pour. Depending on the footing subgrade, foundation over -excavation may be needed to remove the existing fill and disturbed outwash sand. Any loose/soft footing subgrade soil or subgrade soil that cannot be compacted to a dense condition should be removed from the footing subgrade and backfilled with lean -mix concrete, Control Density Fill (CDF) or structural fill. Foundation excavations and subgrade conditions should be observed by PanGEO to confirm that the exposed subgrade is consistent with the expected conditions and adequate to support the proposed building. CONCRETE SLAB -ON -GRADE Conventional slab -on -grade concrete floors, if needed, may be used for this project. We recommend that floor slabs be supported on the recompacted sand or structural fill placed on recompacted on -site sand. If loose or soft soils are encountered at the slab subgrade elevation that cannot be adequately compacted, the loose or soft soil should be over -excavated to competent native and replaced with compacted structural fill, such as WSDOT Gravel Borrow or approved equivalent. The concrete slab -on -grade floors should be underlain by at least 4 inches of capillary break, which consists of free -draining, clean crushed rock or well -graded gravel compacted to a firm and unyielding condition. The capillary break material should have no more than 20 percent 19-233 834 Walnut St GeoRpt Page 8 PanGEO, Inc. Ms. Nina Franey Proposed Stairway and Retaining Wall Improvements — 834 Walnut Street, Edmonds, WA July 29, 2019 passing the No. 4 sieve and less than 5 percent by weight of the material passing the U.S. Standard No. 100 sieve. We also recommend that a minimum 10-mil polyethylene vapor barrier be placed below the proposed basement slab. RETAINING AND BASEMENT WALL DESIGN PARAMETERS Retaining and basement walls should be properly designed to resist the lateral earth pressures exerted by the soils behind the wall. Proper drainage provisions should also be provided behind the walls to intercept and remove groundwater that may be present behind the walls. Our geotechnical recommendations for the design and construction of the retaining/basement walls are presented below. Lateral Earth Pressures Concrete cantilever walls should be designed for an equivalent fluid pressure of 35 pcf for level backfills behind the walls assuming the walls are free to rotate. If walls are to be restrained at the top from free movement, such as basement walls, equivalent fluid pressures of 45 pcf should be used for level backfills behind the walls. Walls with a maximum 2H:1V backslope should be designed for an active and at rest earth pressure of 45 and 55 pcf, respectively. Permanent walls should be designed for an additional uniform lateral pressure of 7H psf for seismic loading, where H corresponds to the buried depth of the wall. The recommended lateral pressures assume that the backfill behind the wall consists of a free draining and properly compacted fill with adequate drainage provisions. Surcharge Surcharge loads, where present, should also be included in the design of retaining walls. We recommend that a lateral load coefficient of 0.3 be used to compute the lateral pressure on the wall face resulting from surcharge loads located within a horizontal distance of one-half wall height. Lateral Resistance Lateral forces from seismic loading and unbalanced lateral earth pressures may be resisted by a combination of passive earth pressures acting against the embedded portions of the foundations and by friction acting on the base of the foundations. Passive resistance values may be determined using an equivalent fluid weight of 250 pcf. This value includes a factor of safety of 1.5, assuming the footing is poured against dense native sand, re -compacted on -site sandy soil or 19-233 834 Walnut St GeoRpt Page 9 PanGEO, Inc. Ms. Nina Franey Proposed Stairway and Retaining Wall Improvements — 834 Walnut Street, Edmonds, WA July 29, 2019 properly compacted structural fill adjacent to the sides of footing. A friction coefficient of 0.3 may be used to determine the frictional resistance at the base of the footings. The coefficient includes a factor safety of 1.5. Wall Drainage Provisions for wall drainage should consist of a 4-inch diameter perforated drainpipe behind and at the base of the wall footings, embedded in 12 to 18 inches of clean crushed rock and pea gravel wrapped with a layer of filter fabric. Where applicable, in -lieu of conventional footing drains, weep holes (2" diameter of 10 feet on center) may be used for site retaining walls. A minimum 18-inch wide zone of free draining granular soils (i.e. pea gravel or washed rock) is recommended to be placed adjacent to the wall for the full height of the wall. Alternatively, a composite drainage material, such as Miradrain 6000, may be used in lieu of the clean crushed rock or pea gravel. The drainpipe at the base of the wall should be graded to direct water to a suitable outlet. Wall Backfill In our opinion, the clean sand at the site may be used as wall backfill, provided it can be compacted to a dense condition. Imported wall backfill, if needed, should consist of free draining granular material, such as WSDOT Gravel Borrow. In areas where the space is limited between the wall and the face of excavation, pea gravel or clean crushed rock may be used as backfill without compaction. Wall backfill should be moisture conditioned to within about 3 percent of optimum moisture content, placed in loose, horizontal lifts less than 8 inches in thickness, and systematically compacted to a dense and relatively unyielding condition and to at least 95 percent of the maximum dry density, as determined using test method ASTM D 1557. Within 5 feet of the wall, the backfill should be compacted with hand -operated equipment to at least 90 percent of the maximum dry density. CONSTRUCTION CONSIDERATIONS SITE PREPARATION Site preparation for the proposed project includes removing existing stairway, stripping and clearing of surface vegetation and excavations to the design subgrade. All stripped surface 19-233 834 Walnut St GeoRpt Page 10 PanGEO, Inc. Ms. Nina Franey Proposed Stairway and Retaining Wall Improvements — 834 Walnut Street, Edmonds, WA July 29, 2019 materials should be properly disposed off -site or be "wasted" on site in non-structural landscaping areas. Following site clearing and excavations, the adequacy of the subgrade where structural fill, foundations, slabs, or pavements are to be placed should be verified by a representative of PanGEO. The subgrade soil in the improvement areas, if recompacted and still yielding, should also be over - excavated and replaced with compacted structural fill or CDF/lean-mix concrete. TEMPORARY EXCAVATIONS As currently planned, the proposed construction will require excavations up to 4 feet below the existing grade. We anticipate the excavations to mainly encounter loose to dense sand. All temporary excavations should be performed in accordance with Part N of WAC (Washington Administrative Code) 296-155. The contractor is responsible for maintaining safe excavation slopes and/or shoring. All temporary excavations deeper than a total of 4 feet should be sloped or shored. Based on the soil conditions at the site, for planning purposes, it is our opinion that temporary excavations for the proposed construction may be sloped I H:l V (Horizontal:Vertical) or flatter. Based on our current understanding of the anticipated building layout and finished floor elevation, it appears that sufficient space is available for unsupported open cuts. Where space may be limited, the use of L-shaped footings may be required to conserve space for the temporary cuts. In event that sufficient space is not available for unsupported open cuts, temporary shoring will be needed to support the temporary excavations. The temporary excavations and cut slopes should be re-evaluated in the field during construction based on actual observed soil conditions, and may need to be flattered in the wet seasons and should be covered with plastic sheets. We also recommend that heavy construction equipment, building materials, excavated soil, and vehicular traffic should not be allowed within a distance equal to 113 the slope height from the top of any excavation. MATERIAL REUSE In the context of this report, structural fill is defined as compacted fill placed under footings, concrete stairs and landings, and slabs, or other load -bearing areas. In our opinion, the on -site sand is poorly graded and will be difficult to compact to a dense condition. As such, on -site sand is not suitable to be used as structural fill, but can be used as wall backfill and general fill in the 19-233 834 Walnut St GeoRpt Page l 1 PanGEO, Inc. Ms. Nina Franey Proposed Stairway and Retaining Wall Improvements — 834 Walnut Street, Edmonds, WA July 29, 2019 non-structural areas. Structural fill, if needed, should consist of imported, well -graded, granular material, such as WSDOT Gravel Borrow, or approved equivalent. Well -graded recycled concrete may also be considered as a source of structural fill. Use of recycled concrete as structural fill should be approved by the geotechnical engineer. If use of the on -site soil is planned, the excavated soil should be stockpiled and protected with plastic sheeting to prevent softening from rainfall in the wet season. STRUCTURAL FILL PLACEMENT AND COMPACTION Structural fill should be moisture conditioned to within about 3 percent of optimum moisture content, placed in loose, horizontal lifts less than 8 inches in thickness, and systematically compacted to a dense and relatively unyielding condition and to at least 95 percent of the maximum dry density, as determined using test method ASTM D 1557. Depending on the type of compaction equipment used and depending on the type of fill material, it may be necessary to decrease the thickness of each lift in order to achieve adequate compaction. PanGEO can provide additional recommendations regarding structural fill and compaction during construction. WET WEATHER EARTHWORK In our opinion, the proposed site construction may be accomplished during wet weather (such as in winter) without adversely affecting the site stability. However, earthwork construction performed during the drier summer months likely will be more economical. Winter construction will require the implementation of best management erosion and sedimentation control practices to reduce the chance of off -site sediment transport. Some of the site soils contain a high percentage of fines and are moisture sensitive. Any footing subgrade soils that become softened either by disturbance or rainfall should be removed and replaced with structural fill, Controlled Density Fill (CDF), or lean -mix concrete. General recommendations relative to earthwork performed in wet conditions are presented below: • Site stripping, excavation and subgrade preparation should be followed promptly by the placement and compaction of clean structural fill or CDF; • The size and type of construction equipment used may have to be limited to prevent soil disturbance; 19-233 834 Walnut St GeoRpt Page 12 PanGEO, Inc. Ms. Nina Franey Proposed Stairway and Retaining Wall Improvements — 834 Walnut Street, Edmonds, WA July 29, 2019 • The ground surface within the construction area should be graded to promote run-off of surface water and to prevent the ponding of water; • Geotextile silt fences should be strategically located to control erosion and the movement of soil; • Structural fill should consist of less than 5% fines; and • Excavation slopes should be covered with plastic sheets. SURFACE DRAINAGE AND EROSION CONSIDERATIONS Surface runoff can be controlled during construction by careful grading practices. Typically, this includes the construction of shallow, upgrade perimeter ditches or low earthen berms in conjunction with silt fences to collect runoff and prevent water from entering excavations or to prevent runoff from the construction area from leaving the immediate work site. Temporary erosion control may require the use of hay bales on the downhill side of the project to prevent water from leaving the site and potential storm water detention to trap sand and silt before the water is discharged to a suitable outlet. All collected water should be directed under control to a positive and permanent discharge system. Permanent control of surface water should be incorporated in the final grading design. Adequate surface gradients and drainage systems should be incorporated into the design such that surface runoff is directed away from structures. Potential problems associated with erosion may also be reduced by establishing vegetation within disturbed areas immediately following grading operations. ADDITIONAL SERVICES To confirm that our recommendations are properly incorporated into the design and construction of the proposed addition, PanGEO should be retained to conduct a review of the final project plans and specifications, and to monitor the construction of geotechnical elements. The City of Edmonds, as part of the permitting process, will also require geotechnical construction inspection services. PanGEO can provide you a cost estimate for construction monitoring services at a later date. We anticipate that the following additional services will be required: • Review final project plans and specifications • Verify implementation of erosion control measures; 19-233 834 Walnut St GeoRpt Page 13 PanGEO, Inc. Ms. Nina Franey Proposed Stairway and Retaining Wall Improvements — 834 Walnut Street, Edmonds, WA July 29, 2019 • Verify soil bearing; • Confirm the adequacy of the compaction of structural backfill; and • Other consultation as may be required during construction. Modifications to our recommendations presented in this report may be necessary, based on the actual conditions encountered during construction. CLOSURE We have prepared this report for Ms. Nina Franey and the project design team. Recommendations contained in this report are based on a site reconnaissance, a subsurface exploration program, review of pertinent subsurface information, and our understanding of the project. The study was performed using a mutually agreed -upon scope of work. Variations in soil conditions may exist between the locations of the explorations and the actual conditions underlying the site. The nature and extent of soil variations may not be evident until construction occurs. If any soil conditions are encountered at the site that are different from those described in this report, we should be notified immediately to review the applicability of our recommendations. Additionally, we should also be notified to review the applicability of our recommendations if there are any changes in the project scope. The scope of our work does not include services related to construction safety precautions. Our recommendations are not intended to direct the contractors' methods, techniques, sequences or procedures, except as specifically described in our report for consideration in design. Additionally, the scope of our work specifically excludes the assessment of environmental characteristics, particularly those involving hazardous substances. We are not mold consultants nor are our recommendations to be interpreted as being preventative of mold development. A mold specialist should be consulted for all mold -related issues. This report has been prepared for planning and design purposes for specific application to the proposed project in accordance with the generally accepted standards of local practice at the time this report was written. No warranty, express or implied, is made. This report may be used only by the client and for the purposes stated, within a reasonable time from its issuance. Land use, site conditions (both off and on -site), or other factors including advances in our understanding of applied science, may change over time and could materially 19-233 834 Walnut St GeoRpt Page 14 PanGEO, Inc. Ms. Nina Franey Proposed Stairway and Retaining Wall Improvements — 834 Walnut Street, Edmonds, WA July 29, 2019 affect our findings. Therefore, this report should not be relied upon after 24 months from its issuance. PanGEO should be notified if the project is delayed by more than 24 months from the date of this report so that we may review the applicability of our conclusions considering the time lapse. It is the client's responsibility to see that all parties to this project, including the designer, contractor, subcontractors, etc., are made aware of this report in its entirety. The use of information contained in this report for bidding purposes should be done at the contractor's option and risk. Any party other than the client who wishes to use this report shall notify PanGEO of such intended use and for permission to copy this report. Based on the intended use of the report, PanGEO may require that additional work be performed and that an updated report be reissued. Noncompliance with any of these requirements will release PanGEO from any liability resulting from the use this report. We appreciate the opportunity to be of service. Sincerely, John A. Manke, L.G. Staff Geologist Attachments: Figure 1 Vicinity Map Figure 2 Site and Exploration Plan Appendix A — Summary Hand Boring Logs 7/-e-111 019 H. Michael Xue, P.E. Senior Geotechnical Engineer Figure A-1 Terms and Symbols for Boring and Test Pit Logs Figure A-2 Log of Hand Boring HB-1 Figure A-3 Log of Hand Boring HB-2 Figure A-4 Log of Hand Boring HB-3 Appendix B — Previous Geotechnical Report by The Galli Group 19-233 834 Walnut St GeoRpt Page 15 PanGEO, Inc. Ms. Nina Franey Proposed Stairway and Retaining Wall Improvements — 834 Walnut Street, Edmonds, WA July 29, 2019 REFERENCES Booth, D.B., Cox, B.F., Troost, K.G., and Shimel, S.A., 2004, Composite Geologic Map of the Sno-King Area, Central Puget Lowland, Washington, Seattle- Area Geologic Mapping Project (SGMP), University of Washington, and the United States Geological Survey (USGS), Scale 1:24,000. International Code Council, 2015, International Building Code. The Gall Group, 2007, Geotechnical Reconnaissance, Proposed Deck Addition, 842 Walnut Street, Edmonds, Washington. United States Geological Survey, Earthquake Hazards Program, Interpolated Probabalisitic Ground Motion for the Conterminous 48 States by Latitude and Longitude, 2008 Data, accessed via: http://earthquake.usgs ovg /designmaps/us/applicatiop.php WSDOT, 2016, Standard Specifications for Road, Bridge and Municipal Construction, M41-10, Washington State Department of Transportation. 19-233 834 Walnut St GeoRpt Page 16 PanGEO, Inc. L U PERRINiL �, Alderwood Mall Q iC i y LE a r 52. �= 1961n St SY/ 524 524 Edmonds © '� Community College Q Lynnwood Transit Center Alderwood Edmonds MalnSt t Manor �ject ►Site l n lA 1► D Woodway Esperance �J J «.. / 2th St SW226th It SW O �lountla e, - �4 ' Terrace (sa Brier r ,a4 © t D ,c t Shoreline r Lake is Forest Park All %ems > 1 1 e r. fl1 / m Not to Scale Proposed Stairway and Retaining Wall Improvements 834 Walnut Street I N C O RPOR SATED Edmonds, WA 19-233 Reference: Google Terrain Mapi VICINITY MAP i WALNUTSTREET / _ / /{ f n�e9aearti cs9.ae• l l _ �_ _ —L _ —s.fs�'s—s—s—a-l--s—s—s—i—s—s—s-f--s—s—s�-s—s—zst6� I I I I I 1 I I f1 I I I II f� I o--n—l-r—n—n-6—o— I I I I I I h I I WE MU MOJL IN fl I I Vim Legend 11- Approx. Hand Boring Locations PmGE@ Retaining Stairway and Wall Improvements 0R V OR AT E0 834 Walnut Street Edmonds, Washington t9631. 0.45w or i cm. at umc I 1 \ � 1 \ 1 Note: Base map modified from Topographic Survey prepared by Crones Surveying, dated May 27, 2019. SITE AND EXPLORATION PLAN No. 19-233 (Figure No. 2 APPENDIX A SUMMARY HAND BORING LOGS ` RELATIVE DENSITY / CONSISTENCY SAND / GRAVEL SILT /CLAY SPT Approx. Relative SPT Approx. Undrained Shear Density N•values Density (°Ifl) Consistency N•values Strength (psf) Very Loose <4 <15 Very Soft <2 <250 Loose 4 to 10 15 - 35 = Soft 2 to 4 250 - 500 Med. Dense : 10 to 30 35 - 65 Med. Stiff 4 to 8 500 -1000 Dense 30 to 50 65 - 85 : Stiff 8 to 15 1000.2000 Very Dense >50 85 -100 Very Stiff 15 to 30 2000 - 4000 Hard >30 >4000 UNIFIED SOIL CLASSIFICATION SYSTEM MAJOR DIVISIONS GROUP DESCRIPTIONS rim GW: Well -graded GRAVEL Gravel GRAVEL (<5%fines) ...:................•....••............................... 50% or more of the coarse n GP : Poorly -graded GRAVEL fraction retained on the #4 ................................... ......................................................... GM : Silty GRAVEL sieve. Use dual symbols (eg. GP -GM) for 5% to 12% fines. GRAVEL (>12%fines) .....:...................................................... GC : Clayey GRAVEL ..................................................0................... ..... _..................................................... SW: Well -graded SAND Sand SAND (<5/afines) ' ......•••••• ............................................. . 50°kormore ofthe coarse •' SP: Poorly -graded SAND fraction passing the #4 sieve. Use dual symbols (eg. SPSM) SM : Silty SAND for s%to12%fines. SAND (>12%fines) .......................................................... SC : Clayey SAND ...................................................................... ..... _..................................................... ML : SILT Liquid Limit < 50 ............................................................ CL : Lean CLAY ............................................................ Sift and Clay == — OL : Organic SILT or CLAY :...................................................... 50%or more passing #200sieve :.................................. MH : Elastic SILT Liquid Limit> 50 CH: Fat CLAY ................................ -.................................. OH : Organic SILT or CLAY ...........................................-.--.--.--...---. Highly Organic ..anic Soils ti PT : PEAT Notes: 1. Soil exploration Togs contain material descriptions based on visual observation and field tests using a system modified from the Uniform Soil Classification System (USCS). Where necessary laboratory tests have been conducted (as noted in the "Other Tests" column), unit descriptions may include a classification. Please refer to the discussions in the report text for a more complete description of the subsurface conditions. 2. The graphic symbols given above are not inclusive of all symbols that may appear on the borehole logs. Other symbols may be used where field observations indicated mixed sal constituents or dual constituent materials. DESCRIPTIONS OF SOIL STRUCTURES Layered: Units of material distinguished by color and/or Fissured: Breaks along defined planes composition from material units above and below Slickensided: Fracture planes that are polished or glossy Laminated: Layers of soil typically 0.05 to 1mm thick, max. 1 cm Blocky: Angular soil lumps that resist breakdown Lens: Layer of soil that pinches out laterally Disrupted: Soil that is broken and mixed Interlayered: Altemating layers of differing soil material Scattered: Less than one per foot Pocket: Erratic, discontinuous deposit of limited extent Numerous: More than one per foot Homogeneous: Soil with uniform color and composition throughout BCN: Angle between bedding plane and a plane normal to core axis COMPONENT DEFINITIONS COMPONENT SIZE / SIEVE RANGE COMPONENT SIZE / SIEVE RANGE Boulder: : > 12 inches Sand Cobbles: 3 to 12 inches Coarse Sand: #4 to #10 sieve (4.5 to 2.0 mm) Gravel Medium Sand:: #10 to #40 sieve (2.0 to 0.42 mm) Coarse Gravel:: 3 to 314 inches Fine Sand: : #40 to #200 sieve (0.42 to 0.074 mm) Fine Gravel: 3/4 inches to #4 sieve Sift = 0.074 to 0.002 mm Clay <0.002 mm RmGE& Terms and Symbols for I N C 0 R P 0 R A T E o Boring and Test Pit Logs TEST SYMBOLS for In Situ and Laboratory Tests listed in "Other Tests" column. ATT Atterberg Limit Test Comp Compaction Tests Con Consolidation DD Dry Density DS Direct Shear %F Fines Content GS Grain Size Perm Permeability PP Pocket Penetrometer R R-value SG Specific Gravity TV Torvane TXC Triaxial Compression UCC Unconfined Compression SYMBOLS Samplelin Situ test types and intervals OD Split Spoon, SPT ®2-inch (140-Ib. hammer, 30" drop) 3.254ch OD Spilt Spoon 8 (3004b hammer, 30" drop) Non-standard penetration test (see boring log for details) Thin wall (Shelby) tube Grab Rock core ® Vane Shear MONITORING WELL V Groundwater Level at time of drilling (ATD) = Static Groundwater Level Cement / Concrete Seal Bentonite grout / seal Silica sand backfill Slotted tip Slough Bottom of Boring MOISTURE CONTENT Dry Dusty, dry to the touch Moist Damp but no visible water Wet Visible free water Figure A-1 Ms. Nina Franey Proposed Stairway and Retaining Wall Improvements — 834 Walnut Street, Edmonds, WA July 29, 2019 Figure A-2: Summary Log of Hand Boring HB-1 Approximate ground surface elevation: 253 feet Depth ft Material Description Unit 1: Loose, brown, fine to medium SAND; occasional roots with rounded and angular gravel and cobbles; moist (Fill) —' - Rounded and angular gravel and cobbles from surface to 1 % feet - Trace gravel below 1 %2 feet Unit 2: Medium dense, light brown, fine to medium SAND with silt and trace 3-7 gravel; moist (Advance Outwash) - Becomes dense at 5 feet Notes: 1. 1-113-1 was terminated at 7 feet below ground surface. 2. Groundwater was not observed in the hand boring. 4 tY y`i 'R� G1 r Plate 1: Cuttings from about 4 feet below surface in HB-1. 19-233 834 Walnut St GeoRpt Figure A-2 PanGEO, Inc. Ms. Nina Franey Proposed Stairway and Retaining Wall Improvements — 834 Walnut Street, Edmonds, WA July 29, 2019 Figure A-3: Summary Log of Hand Boring HB-2 Approximate ground surface elevation: 253 feet Depth ft Material Description Unit 1: Loose, light brown, fine to medium SAND; occasional roots with 0 — 2'/2 rounded and angular gravel and cobbles; dry (Fill) - Becomes moist at 13/4 feet Notes: 3. 1-113-1 was terminated at 2'/2 feet below ground surface due to refusal on gravel/cobbles. 4. Groundwater was not observed in the hand boring. Plate 1: Cuttings from about 1 %2 feet below surface in HB-2. 19-233 834 Walnut St GeoRpt Figure A-3 PanGEO, Inc. Ms. Nina Franey Proposed Stairway and Retaining Wall Improvements — 834 Walnut Street, Edmonds, WA July 29, 2019 Figure A4: Summary Log of Hand Boring HB-3 Approximate wround surface elevation: 253 feet Depth (ft) Material Description Unit 1: Loose, brown, fine to medium SAND; with rounded and angular gravel and cobbles; moist (Fill) 0-3 - Rounded and angular gravel and cobbles from surface to 2 feet - Trace gravel below 2 feet Unit 2: Medium dense, light brown, fine to medium SAND with silt and 3-5 Face gravel; moist (Advance Outwash) - Becomes dense at 5 feet Notes: 5. 1-113-1 was terminated at 5 feet below ground surface. 6. Groundwater was not observed in the hand boring. Plate 1: Cuttings from about 3 feet below surface in HB-3. 19-233 834 Walnut St GeoRpt Figure A-4 PanGEO, Inc. APPENDIX B Previous Geotechnical Report by The Galli Group THEME? Geotechnical Consulting bTFiEE7 FILE Jeff Quinn 842 Walnut Street Edmonds, WA 98020 S-ubject: Geotechnical Reconnaissance Proposed Deck Addition 842 Walnut Street Edmonds, Washington Lear Jeff•. March 13, 2007 Project 1458-01 Revised March 31, 2007 Cliff C. tmv'wl oc�3 On March 7, 2007, a geotechnical engineer from The Galli Group visited the above site to perform a preliminary geotechnical site reconnaissance. The purpose of our visit was to identify the near surface soils on the project site and to assess the impact of the proposed deck addition on the steep slopes west and north of your house. This letter summarizes our research, observations and conclusions. Site Conditions The project lot is located on the south side of Walnut Street in Edmonds, Washington (see Figure 1, Vicinity Map.) The existing residence is situated on one of a series of lots created by terracing the southern side of Walnut Street as it descends westerly toward the downtown part of Edmonds. The lot is separated from the adjacent lots by rockeries and steep banks. The north side of the lot is separated from the right-of-way by a rockery varying in height from about 2 feet to about 8 feet. The total height of the rockeries or steep bank does not exceed ten feet except the northwestern comer of the lot where the height of the rockery and cut slope together is about 14 feet high. The existing two-story residence consists of a two-story structure with a daylight basement opening out to the yard on the westerly side of the residence. The house is set back approximately 32 feet from the top of the cut bank along Walnut Street and about 38 feet from the top of the bank along the western lot line (see Site Features, Figure 2). The western bank descends at a declination of about 1 H: I V toward the west and is well vegetated with ivy and a 503418' Avenue NE, Seattle, Washington 98105 • Phone 206.525.5097 • Fax 206.525.5091 Jeff Quinn — 842 Walnut Street N4arch 13, 2007 Revised March 31, 2007 few blackberries. A terraced yard is situated at the toe of the bank, approximately 7 vertical feet below the top of the bank. All exposed soils are either vegetated or covered with thick mulch. We did not observe any indications of slope movement or erosion during our site visit. The existing rockery appeared to be in good condition. The site appeared stable in its current condition. roaposed Improvements The proposed elevated deck is designed to extend along the western side of the existing residence. We understand that it will extend approximately 16 feet from the existing residence and that it will be supported by joists on a post and beam foundation system. The deck posts will be supported on isolated spread footings located no more than 12 feet from the existing residence. The deck plans also include a hot tub situated at the southern end of the proposed deck, Conventional deck framing is planned to support the deck. The deck footings might conflict with the existing side sewer. Plans call for redirecting the side sewer on the property so that it will not be adversely impacted by the new footings. Site and Soil Conditions Geologic maps of the area indicate that the lot is likely underlain by advance outwash (Geologic Map of Edmonds East and Part of the Edmonds West Quadrangles, James P. Minard, 1983). Advance outwash deposits tend to consist of sand and pebbly gravel deposited in meltwater streams in front of the advancing glacier. These outwash deposits were subsequently overridden by the advancing ice and tend to appear compact and relatively stable except where exposed on steep hillsides. Where left exposed to concentrated runoff they present significant risks of erosion. We excavated two shallow hand holes to verify the depth to native soil. In each of the hand holes we encountered silty SAND with gravel, representative of the advance outwash unit. Native soil suitable for bearing was encountered at a depth of about 12 inches near the existing residence, At the top of the bank, the depth to native dense soil was about 24 inches. The existing bank on the west side of the lot appears comprised of native dense soil within the upper few feet. Logs of the hand holes are provided in the table below: TABLE 1 Logs of Hand Holes Fund Hole Soil Description Depth to Groundwater Comments Bearing HH 1 SAND with gravel; 12 inches N/A native outwash; no weathered zone moist HH-2 SAND with silt and 24 inches NA near top of slope; slope likely a cut ravel slope; not comprised of fill 1457 JQuinn Deck Rev 0331 2 of 4 The Galli Group Jeff Quinn — 842 Walnut Street March 13, 2007 Revised March 31, 2007 A representative cross section of the bank showing the relative location of the proposed deck is shown on Figure 3. Based upon our subsurface hand holes and site observations, the bank on the west side of the lot appears comprised of native outwash soil, not fill soil. The slope face appears stable against erosion and densely vegetated with ivy and groundcover. .Edmonds Community Development Code According to the Development Standards for Edmonds Community Development Code (ECDC 23.80.070 the standard 50 foot buffer may be reduced provided that the activity: 1) Will not increase the threat of the geological hazard to adjacent properties beyond the predevelopment conditions; 2) Will not adversely impact the other critical areas; 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 4) Are certified as safe as designed and under anticipated conditions by a qualified engineer or geologist, licensed in the state of Washington. The intent of our report has been to communicate that the proposed deck will not increase the threat to adjacent properties beyond existing conditions; that it will not adversely impact the existing slope or slope system; that hazard will remain unchanged following the deck construction, and that the impact from the proposed improvements will be maintain the current safe stability of the slope. EDCD 23.80.070 further states that the buffer may be reduced to a minimum of 10 feet, provided that the "reduction will adequately protect the proposed development, adjacent developments and uses and the subject critical area." The underlying soil is very dense within 2 feet of the surface at the top of the slope. The core of the slope is composed of dense granular soil with no evidence of seepage. The slope is stable in its current condition and shallow foundations situated more than 20 feet from the top of the slope will not at all impact the existing slope. We therefore recommend that the buffer be reduced to 10 feet. Conclusions The site appeared stable at the time of our geotechnical.reconnaissance. We did not observe any indications of recent slope movement. Conventional spread footings can be used to support the proposed deck. The proposed development of the lot can safely proceed generally as planned without introducing significant risk to the stability of the site. Temporary Erosion Control Recommendations Best Management Practices commonly observed should be employed during construction. We anticipate these will include the following: Maintain the street free of sediment during excavation and when mobilizing equipment to and from the site. Mud and silt tracked from the site should be removed or cleaned by the contractor. 1457 JQuinn Deck Rev 0331 3 of 4 The Galli Group Jeff Quinn -- 842 Walnut Street March 13, 2007 Revised March 31, 2007 2. A silt fence can be erected along the southern side of the lot to prevent migration of sediment over the slope. Alternatively, the contractor can simply maintain a vegetated path of at least 15 feet along the top of the bank to prevent silt -laden runoff from impacting the slope. Foundation Recommendations 1. We recommend supporting the deck posts on conventional concrete footings bearing on native, undisturbed glacial soils. The soils must be free from organics and undisturbed by previous excavation activity (avoid the existing sewer trench.) For planning purposes the contractor should assume that these soils will be exposed at depths on the order of about 2 feet from existing grade in most locations on site. 2. An allowable bearing of 2,000 psf may be used for design of the footings. Lateral passive earth pressures of 350 pcf may be used for determining the lateral resistance. Limitations and Additional Services The above recommendations are based upon soil conditions observed during our limited geotechnical reconnaissance and subsurface investigation. Soil conditions can vary significantly especially where the soil has been disturbed due to grading activities. If conditions are encountered during construction that vary significantly from those anticipated we should be advised so that we can revise our recommendations if necessary. This report is not intended as a warranty of the subsurface conditions. We trust that this helps you move forward in your plans for the project. Please do not hesitate to contact us if you have any questions about this report or the procedures we have recommended. Sincerely, THE GALLI GROUP Paul L. Stoltenberg, P.E. Senior Geotechrucal Engineer Attached: Figure 1: Vicinity Map Figure 2: Site Features Figure 3: Slope Cross Section x c cnREs 12 - ! L - <5g 1457 JQuinn Deck Rev 0331 4 of 4 The Galli Group PROJECT INFORMATION SETBACKS & BUILDING HEIGHT PROJECT ADDRESS: 834 WALNUT ST REFERENCE SITE PLAN, 1/A1.1 FOR EXISTING AND PROPOSED YARD SETBACKS. •NOTE: NO CHANGE TO FRONT, REAR & WEST SIDE YARDS - PROJECT DESCRIPTION: CONSTRUCTION OF NEW FRONT PORCH AND ENTRY STAIR WITHIN CRITICAL AREA BUFFER ZONE. REFERENCE ASSOCIATED APPLICATION GRADE CALCULATION: BLD2019-0822 FOR SCOPE AT INTERIOR AND SIDING/OPENING 101.8 REVISIONS 102.7108APROJECTOWNER: ERIK AND DAWN SORENSEN =102.7 102.3834WALNUTST GRADE: 103.8EDMONDS, WA 98020 E SHEET A3.1 FOR EXTERIOR ELEVATIONS & BUILDING HEIGHT NOTATIONS. TAX LOT #: 00434207301100 O CHANGE TO EXISTING RIDGE (MAX) HEIGHT ABOVE GRADER LEGAL DESCRIPTION: CITY OF EDMONDS BLOCK 073 D-00. EAST 25' OF LOT 11 & ALL LOT 12 & WEST 1U OF LOT 13 (PER SURVEY, ATTACHED) ZONING: RS-6 LOT SIZE: .16 ACRES (7,085 SF PER SURVEY, ATTACHED) DATE OF CONSTRUCTION: 1956 BUILDING COVERAGE & IMPERVIOUS SURFACE CALCS REFERENCE ASSOCIATED APPLICATION BLD2019-0822 FOR WORK AT INTERIOR SIDING/OPENING REVISIONS ALLOWABLE BUILDING COVERAGE: 35% • 7,085 SF = 2,479 SF EXISTING HOUSE FOOTPRINT: 1,456 SF EXISTING OVERHANG BEYOND 18" PER ECDC 21.15.110: 172 SF EXISTING UNCOVERED DECK @-9' ABOVE GRADE: 455 SF EXISTING UNCOVERED FRONT PORCH (DEMO): 38 SF TOTAL EXISTING BUILDING COVERAGE: 2,121 SF PROPOSED HOUSE FOOTPRINT (NO CHANGE) 1,496 SF PROPOSED OVERHANG BEYOND 18' PER ECDC 21.15.110 (NO CHANGE) 172 SF PROPOSED UNCOVERED DECK: 507 SF PROPOSED COVERED FRONT PORCH (INCLUDES 52 SF EXPANSION): 138 SF TOTAL PROPOSED BUILDING COVERAGE: 2,273 SF EXISTING IMPERVIOUS SURFACE: DRIVEWAY (NO CHANGE): 1,167 SF HOUSE (NO CHANGE): 1,456 SF DECK: 455 SF FRONT PORCH: 38 SF ENTRY CONCRETE STAIR/LANDING: 52 SF TOTAL: 3,168 SF PROPOSED IMPERVIOUS SURFACE: (E) DRIVEWAY (NO CHANGE): 1,167 SF (E) HOUSE (NO CHANGE): 1,456 SF DECK (REVISED) 507 SF (N) COVERED FRONT PORCH: 138 SF (N) CONCRETE STAIR: 47 SF TOTAL: 3,315 SF TOTAL NEW/REPLACED IMPERVIOUS SURFACE: 147 SF SHEET INDEX SITE PLAN & PROJECT NOTES A1.1 DEMO PLANS D2.1 UPPER FLOOR PLAN & ROOF PLAN A2.1 EXTERIOR ELEVATIONS A3.1 BUILDING SECTION A4.1 FRONT PORCH SECTION & DETAILS A4.2 GENERAL STRUCTURAL NOTES S1.1 FOUNDATION & FIRST FLOOR FRAMING PLAN S2.1 FRONT PORCH & SECOND FLOOR FRAMING PLAN S2.2 ROOF FRAMING PLAN S2.3 CONCRETE DETAILS S3.1 FLOOR FRAMING DETAILS S4.1 .ABC FILTER THE ",H I ONB IC ,B "I.c ATTACH WINE BHF EveS1'.'R" I*le�N REW-OS BWEP&E CITY OF EDMONDS STANDARD DETAIL FtSFABRBFSCERRAln SMM @�!+, 1 F/ A 1. � wEss/ .N TBUCT BE GITY- OSTAF EDMONDS: DETAIL S- NDARD DE SIaiBER0016001TIA RAVE CODES/REFERENCES 2015 WASHINGTON STATE ENERGY CODE, CHAPTER 5 EXISTING BUILDINGS 2015 INTERNATIONAL RESIDENTIAL CODE EDMONDS COMMUNITY DEVELOPMENT CODE (ECDC) GENERAL NOTES 1. ALL WORK TO BE DONE IN COMPLIANCE WITH ALL APPLICABLE CODES, LAWS, AND REGULATIONS OF ALL AUTHORITIES HAVING JURISDICTION OVER THE WORK. 2. CONTRACTOR TO VERIFY ALL DIMENSIONS, MEASUREMENTS AND CONDITIONS IN THE FIELD BEFORE BEGINNING WORK. ANY DISCREPANCIES, ERRORS OR OMISSIONS TO BE BROUGHTTO THE ATTENTION OF THE DESIGNER IMMEDIATELY. 3. UNLESS NOTED OTHERWISE, ALL ANGLES TO BE RIGHT ANGLES, ALL LINES WHICH APPEAR PARALLEL ARE TO BE PARALLEL, AND ALL ITEMS WHICH APPEAR CENTERED ARE TO BE CENTERED. CONTRACTOR TO BE RESPONSIBLE FOR MAINTAINING ALL LINES TRUE, LEVEL, PLUMB AND SQUARE. 4. DETAILED AND/OR LARGER SCALE DRAWINGS TAKE PRECEDENCE OVER GENERAL AND SMALLER SCALE DRAWINGS. POSTED DIMENSIONS WILL TAKE PRECEDENCE OVER SCALED DIMENSIONS. CONTRACTOR TO VERIFY SCALED DIMENSIONS WITH DESIGNER BEFORE PROCEEDING WITH WORK. PROJECT CONTACTS DESIGN: NINA FRANEY EDGE DESIGN & BUILD, LLC 206.940.5627 NINA@EDGEDESIGNBUILD.COM BUILD: BRIAN FRANEY EDGE DESIGN & BUILD, LLC 206.406.1605 BRIAN@EDGEDESIGNBUILD.COM STRUCTURAL ENGINEER: DANIEL BILKER BUKER ENGINEERING 206.258.6333 DANIEL@ BUKERENGINEERING.COM ENERGYINFO 2015 WASHINGTON STATE ENERGY CODE, CHAPTER 5 EXISTING BUILDINGS TABLE R.402.1.1 REFERENCE TO 2015 WA STATE ENERGY CODE FOR FULL TABLE NOTATIONS REQUIRED PROPOSED CUMATEZONE 5AND MARINE FENESTRATION U-FACTOR - 0.3 0.3(NEW) SKYLIGHT U-FACTOR 0.5 0.48 (NEW) GLAZED FENESTRATION SHGC N/A N/A SINGLE RAFTER/JOIST VAULTED CEILING R-VALUE R-38 N/A CEUNG R-VALUE R49 R-49(NEW) WOOD FRAME WALL R VALUE R-21114T R-15-R-21 OAREASOFWORK MASS WALL R-VALUE R-21/R-21 N/A FLOOR R-VALUE R-30 N/A BELOW GRADE WALL R-VALUE R-10/15/21 INT+TB N/A SLAB R-VALUE & DEPTH R-10, 2FT INIA NOTES: 1. DUCT TESTING: DUCTS SHALL BE TESTED PER SRC R403.3.3. PROVIDE A COPY OF THE "DUCT LEAKAGE AFFIDAVIT FOR NEW CONSTRUCTION" TO THE BUILDING INSPECTOR PRIOR TO AN APPROVED FINAL INSPECTION PER R403.3.3. 3. PER SECTION R404.1: A MINIMUM OF 75%OF PERMANENTLY INSTALLED LAMPS IN UGH71NG FIXTURES SHALL BE HIGH -EFFICACY LAMPS. 'Nothing in this permit approval process shall Se interpreted m allowing or permitting the maintenance of any currently existing illegal. nonconforming am building, +aTAgtae or aft omd" is nedoutside the saple of the ppvermmit app8ca60% regardless of whether such mnlmot1anagn1A, structure or conditionis sheym on the site c matey bye theursubbJect ©t a raretece enforcement action - OWNER/CONTRACTOR RESPONSIBLE. FOR LOCATING ALL ON -SITE UTILITIES. RELOCATION/REVISION TO ANY UTILITIES MAY REQUIRE SEPARATE PERMIT. OWNER(CONTRACTOR IS RESPONSIBLE FOR EROSION CONTROL AND DRAINAGE BAR C e o CATCH BASIN THIS APPLICATIEN SHALL BE NAINTELANNcPocaxs*Wcnav _N.L IM-BEWNnAATa AITI CITY OF'.-EDMONDS° STANDARD DETAIL anOAIAYAEBAIATBatPoACAial AAna SITE PLAN KEY PROPERTY LINE - - - - _ SETBACK LINE - - - - - - _ - - - _ OVERHEAD POWER . . - . - . - .. - . - . - . - . - STORMWATER SD SD SEWER SS SS ROOFEDGE--------_-__ WATER METER E13 POWER POLE (� SS SS SS SD SO / SD SO SD V) \ WALNUT STREET N (E) RETAINING rya WALLSTO RNAIN/ III / (E) RA DECK: 455SF . F I V MIN SIDE YARD SETBACK (E) ROCKERY TO REMAIN - WATER' M ER E1.2 N EL: 244 HEIGHT DATUM +100 (E) DRIVEWAY: 1,167 SF I rLk6 Ejl��.l�� J �O 834 WALNUTST SINGLE FAMILY RESIDENCE 1,456 SF (EXISTING) REFERENCE APPLICATION BLD2019-0822 FOR ASSOCIATED WORK (E) RETAINING- WAUSTO �Giv1A1N IL- - it CE I CE- W V 4 LIT a �b0 II_-, I SITE PLAN k: � SCALE. Y."= 0" I i I I h N I � I I (E)0OCKERY TO REf LAIN. DESIGNATED I CRITICAL AREA, 50' HOFFER AS SHOWN I I I (E)STAIR/RETAINING �+27 TO BE REMOVED: 246 EU: .7 / 52 SF 1 ' (N) STAIR: 47 SF (E) UNCOVERED FRONT PORCH TO BE 1 - REMOVED: 38 SF VAIN u XTENT OF PORCH EAVE &STEP .,C. �`§ e E IN SETBACK: SAVE: 3W MAX ALLOWABLE . PER ECDC 16.20.040E STEP: 1.66'MAX ALLOWABLE PER ECDC 16.20.040C 5' MIN SIDE 1 1 1 --I- ,c. SS-R13" I +8.4 ,4 - 252. 0 (E) PATIO A AI'A ,1 N 'Nothing in this ppermit approval PmCHBe shall be interpreted" allowing or permitting the mainteaa ace of any currently existing illegal. oaamnforming or uapermitted blinding, structure or site eonditiR*wt ch ie outside the scope of the pert a'Licit'. regardless of whether such building, structure or condition is shown on the atteol�'s!' dta.rin6: Such -bW&ng_slrueu� O - - - con ttoi may be UAe ashiect of a aepsrate enfomment action." (N) COVERED FRONT PORCH: 138 SF (E) RETAINING WALL TO REMAIN APPROVED BY ENGINEERING Date._ iD, / 1,4 A LOIIe- P -(0 Comer-/V Flal Setbacks Re aired Act., Front Sides ram' ilifili Rear jam` 42L ,& Other Height _ �ji Feet hD )'orA�gddHls J+rrir4raR� & as 201q E v S 3 m ^ Ea w = c,, c z vm ¢ an O an 3 uu PERMIT INTAKE 06.16.19 PERMITINTAKE 07.08.19 CORRECTION ® - 08.08.19 r 17 REGISTERED ARQ ITECT NRGINW FRA Y 3TATE OF WAS GTON z J W O W < 0�3 zN Z Z Z Q O z oaf oWt as m w O Y N W SITE PLAN & PROJECT NOTES a' ESUB ��++ p'® C DPY AUG 12 21119 BUILDING DEP CITY OF EDM 7M NO A1.1 THAT PORTION OF THE _SE_1/4 _SW 1/4, SECTION _24_ TOWNSHIP _27_ NORTH, RANGE _03 EAST, W.M. — — — — — — —R/W — -- _ -- 1 BACK OF CURB Ce CURB FLOWUNE WALNUT /STREET l l l l FOUND SURFACE / / / l l CALL. CDRPER SNOHOMISH CO. AFN BRASSIE, INSCRIBED 'k" . / / - - I N89201904025003 'S8'03 El 629.3B' l l L s—s—s—s—s—s—s—s 399s61 Q52 s—s—s(—s—s—s r f 51 334.7'BETWEEN SWMH's I I I I 316.Hs I I 229.77' I I I I I I I I I I1 I I I I I qDf —D—D—D�D—➢—D—D—D—D—D—DD—D—D—D�—D—D—DDT—D—D—D�D—D—D—�—D—D—D-I--DD—D-I-D D—D-1D—D—D—�—D—D—D—➢—D—D—D—D—D—D—D� N O I I SITE TBM: !JAIL IN p e PP- 0".. = 240.05' D3. I I - I I 18 I D21 I � ,. ., : , .: • .. ,.* ,. { .. CURB F10WL NE •. ' 6 ,:•4. FOUND. 5/08" REBAR, LS. _ I FOUND 1" IRON PIPE, - �l •'i • . '../'Y.;' •• 'y.. ... a•• I CONC, 510&W . .,"•/•. :• ', •:.J'�,44.., . +• A ` '.•/': . COR ON LI24NNE OFIPROP. •' NO CAP, 0.24'N OF - • • Es SET REBIR 1.0' . • . •. a' • • . N••-- —� • a/ . •0 CALL CDR., ON LINE / \ RETAINING WALL y • . •' 6 •'x ROCKERY / OF PROP. COR. : ' • , 0. TO WALL �� 89'S8'03 E y, �•64.97 ,� a 30 �— R 1�6T ry�, 25.00' _ ✓'29.97 �. `10.00' -258 R/W —. — —�-- 30' •"n :;n• v ' . -CONC. PAIETa1 •'�° M •I I I / €N .• / ,rye I I I I ,;s,, '•i'I,'.<•; •;'y.. .2•; `�{;tiled.'.' .:j''.'a'• 11 I l I I I I 238- 4. 7' q4'_ rypyO .I. • ay.,y. e . :;w,4[L'SN/NC•� I I \ � �.•..11.6 / l I I I -280 ui EXISTING •`•;- / W I I BUILDING N. 1� I I l�qOi' M A• 0��•' I�y.2: 'N \ �\ 11 I - I � � N �4 g � •� � ET T /•• i / I 1 I � I I I 9 a "I W. EX15DNG / �''\ � j'1;.9 I ARE4=7479f. sgFr OooT LRE85f ✓/ � T 4oX LOTNO 4z73o7 yo soFr y I 20.1' ��' ryb6 I ,p• I I 2 I I II I I I GRAPHIC SCALE .a I•.' I I II CONC' o ;PA I I I (IN FEET) a' �• '• •I• ,�,;,• �,; a 1;.I I I _ I I 1 inch = 10 ft. I I k6 . '' ••:. a.:• . P;�',, .� . 4. I I i I I SHED / \� .•, I cn I I I I I 0 CAID. COR. PER / / tip FIG . _— .� NI '1 1 I FOUND CONC. MON. IN / _ I I I I GASE, W/BRASS D/SK, .2 / ryh 1 \ INSCRIBED 7f" �NOHOMISH CO. AFN - - - - - - p - - - - - - - - �201904025003 _ _ _ _ - - - 30' I _ S. UNf OF PLATRETAINING-W _25.00, / � 29.97� � � 1 \ \ � JUNE OF P[AT I M. 77 LEGEND: / 7n 1 629.44' / N90'oo'00"W 64.9>/ / ,- \ D 1�-f�73CP FOUND MONUMENT, AS SHOWN / / j 12'ACCEYWgY II iv f2' ALLEYWAY \ \ \ O FOUND R£BAR/P/Pf, AS SHOWN /FOUND 5/8' REBAR, I \ \ • SET 5/8' REBAR &CAP, LS 29537 / / / / - / / / Ls /19631, 0.45'W OFPROP. COR., ON UNE I I \ 1 [ #- INDICATES SITE BENCHMARK USED INDICATES CENTERLINE / . / / / /. BLOCK12 KtLLOG'S PLAT/ TO EDMONDS , / E/G EDGE OF GRAVEL / / / / VOL./ Ii IA IA - bry P4 h6 k8/ V2, yp PG. 42 dry/ 54/ N N N RECEIVED R/LY RIGHT OF WAY N `l• N N 'L N `b 2 m m o - .TUN 17 LEGAL DESCRIPTION.' IBM TEMPORARY SITE BENCHMARK NOTES: STORM/SEWER SCHEDULE: SITE ADDRESS: LOT 13 IN LOT 12 AND BUILDING EAST 25 FEET OF LOT AFIELD MEASUREMENTS FOR THIS SURVEY PERFORMED WITH A 2" TOPCON TOTAL STATION USING TRAVERSE METHODS AND TOPCON GR5 GPS EQUIPMENT D1 - RIM OF DMH - 256.14' S7 - RIM OF SWMH = 202.25' - 834 WALNUT STREET, THE WEST 10 FEET OF COT 13 BLOCK 73 CHAINLINK FENCEUNE THAT MEET OR EXCEED ACCURACY REQUIREMENTS CONTAINED 1N RAC 332. 130.090. N. INV = 252.54: (12" CONIC) E. INV = 193.25' (12' CONC) EDMONDS, WA 98020 THE CITY OF EDMONDS, AS PER PIAT RECORDED S. INV = 254.44. (10" GONG) W. INV = 193.85' (12" CONC) —e--e—e- WOOD FENCEUNE IN VOLUME 2 OF PLATS PAGE 39 RECORDS OF TO - SNOHOMISH _ AS CONDUCTED WITHOUT THE BENEFIT OF A CURRENT 1TTCE REPORT AND THEREFORE DOES NOT PURPORT SHOW ALL EASEMENTS THIS SURVEY W W. fNV - 257.69' (18" CONC) SNOHOM N STATE FITUATE IN WASHINGTON.E COUNTY OF ® C4TCH BASIN (CB) OR RESTRICTIONS OF RECORD, lF ANY. - 52 -RAM IN SW22 . 235.48' ��j D. CRQ D2 -RIM IN C8 = .24'"(' E. INV = 228.93' (12" CONC) ; r •asq� THE BOUNDARY CORNERS AND LINES DEPICTED ON THIS MAP ARE PER RECORD TITLE COURT OF AND REPRESENT DEED ONES ONLY. THEY DO N. IN/ = 255.24' (f0' CONC) W. !NV = 228.7B' (12' CONC) VERTICAL DATUM: O- POWER POLE (PP) NOT PURPORT TO SHOW OWNERSHIP LINES THAT MAY OTHERWISE BE DETERMINED BY A COURT OF LAW. SURVEYOR'S CERTIFICATE THE ELEVATIONS AND CONTOURS SHOWN HEREON ARE BASED UPON WGS SURVEY DATA WAREHOUSE ® POWER METER THIS TOPOGRAPHIC SURVEY IS INTENDED FOR GENERAL DESIGN PURPoSES. ADD/RONAL SURVEYING MAY BE REQUIRED TO MEET SPECIFIC D3 - R!M IN CB = .12' (' N. INV = 228,12' (TO" CONC) THIS MAP CORRECTLY REPRESENTS A SURVEY MADE BY m a DES/GNATION 38/1030 (SNOHOMISH COUNTY CITY/COUNTY AND/OR ENGINEERING REOUIREMEN75 � � ME OR UNDER MY DIRECRON, AT THE REQUEST OF NINA :a BENCHMARK), ELEVATION BEING. 282.92 US SANITARY SEINER MANHOLE (SWMH) S INV = 228.52' (f0' CONC) FRANEY, IN MAY, 2019. °�+ cl Dtyyv ,R• FEET, N4VD88 (CONVERTED FROM THE ELLIPSOID)THIS SURVEY WAS PREPARED FOR THE EXCLUSIVE USE OF THE CLIENT NAMED HEREIN, 70 BE USED ONLY FOR THE PURPOSE FOR WHICH IT WAS 5 ® STORM MANHOLE (DMH) ORIGINALLY INTENDED. ITS USE DOES NOT EXTEND TO, AND IS NOT AUTHORIZED FOR USE BY ANY UNNAMED PERSON 0R PTRSONS. THIS SURVEY IS 04 - RIM OF DMH = 230.43' NAL LAID SET AN ONSITE TEMPORARY BENCHMARK. NAIL NOT TRANSFERABLE TO ANY OTHER PARTY.W17HOUT THE EXPRESS PERMISSION AND RECERT/F/CATTON BY THIS SURVEYOR 70 ANOTHER PARTY. E. INV = 224.38' (18" COAIC) IN PP NEAR NW PROP. CDR. EYEVgDON = El WATER METER S. INV = 225.03' (10" CONG) 240'� FEET. —S—SANITARY/SEWER LINE ALL FOUND SURVEY ENDENCE WAS VISI]ED ON THE DATE OF THIS SURVEY UNLESS OTHERW/SE NOTED. W. INV = 224.33' (18" CONC) ES D. CRONES -L.S 29537 DATE'S=z9_19 CONTOUR INTERVAL: 2 FEET. —D— STORM/DRAINAGE LINE COPYRIGHT BY CRONES SURVEYING, INC. - THAT PORTION OF THE _SE_1/4, _SW 1/4, SECTION 24_ TOWNSHIP _27- NORTH, RANGE _03 EAST, W.M. Lu LLJ j/ U CJ 2 z � � a O Q J ry O EL j 0 y O O U1 C rD REFERENCE ASSOCIATED APPLICATION BLD2019-0822 FOR WORK AT INTERIOR & SIDING/OPENING REVISIONS LOWER FLOOR PLAN SCALE: Y/4' = V-0" a a REFERENCE ASSOCIATED APPLICATION BLD2019-0822 FOR WORK AT INTERIOR & SIDING/OPENING REVISIONS F__----------------------------- I �J II As A A IF -- I I I - I D I I I I I I __ I m �L--------___= I I I III A III I I I I II I I I 'D I I I I I I I I I I I I DI I I I I I I I I I I I I I I I I I I I I I I I I I `U7 A ---------II ID I I I II I I ALL WORK SUBJECT TO FIELD INSPECTION FOR CODE COrOPLIANCE APPROVED BY P I 81aal2olq LEGEND EXISTING: NEW: NO WORK: DEMO PLAN NOTES: 1. PROTECT AND PRESERVE EXISTING HARDWOODS THROUGHOUT 2. PROTECT.AND PRESERVE EXISTING TRIM/BASE WHERE POSSIBLE, SALVAGE ANY REMOVED TRIM FOR REINSTALLATION 3. VERIFY EXTENT OF WORK AT PLUMBING/ELECTRICAL/HEATING PRIOR TO BEGINNING WORK 4. CONTRACTOR TO FIELD VERIFY EXISTING CONDITIONS AND BRING ANY DISCREPANCIES TO THE ATTENTION OF OWNER/ARCHITECT 1 REMOVE ALL EXISTING SIDING AND EXTERIOR TRIM, REMOVE SOFFIT, a D GUTTERS. RETAIN SHEATHING UNLESS NOTED OTHERWISE PER STRUCTURAL, RETAIN ROOFING. Dz REFERENCE ASSOCIATED APPLICATION BLD2019-0736 FOR WORK AT FRONT PORCH DREFERENCE ASSOCIATED APPLICATION BLD2019-0736 FOR WORK AT FRONT PORCH n Electrical Permit I Labor & Industries Cit �f E�Onds lllugding ®e DREFERENCE ASSOCIATED APPLICATION BLD2019-0736 FOR WORK AT FRONT PORCH REMOVE ALL KITCHEN FINISHES: FLOORING, CABINETRY, COUNTERS REMOVE ALL BATHROOM FINISHES: FLOORING, CASEWORK, FIXTURES FOR D REPLACEMENT AT EXISTING FIXTURE LOCATIONS D RELOCATE EXISTING RETURN AIR D RELOCATE EXISTING SUPPORPPOST - I gD SELECTIVE REMOVAL OF INTERIOR NON -BEARING WALLS AND FINISHES j REMOVE EXISTING WINDOW, INFILL WALL PER A2.1 REMOVE EXISTING WINDOW FOR REPLACMENT AT SAME LOCATION ®SELECTIVE REMOVAL OF DECK RAILING/STRUCTURE FOR NEW DECK STAIR EXTENSION — ®--- gar ! ®REMOVE FLOORING, VERIFY CONDITIONS OF EXISTING HARDWOODS UVEBELOW L-4 ---------------------------------l-- "®REMOVE DOOR FOR REPLACEMENT AT SAME LOCATION MAIN FLOOR PLAN SCALE: 1/4" = V-0" 0 BUILDING D WORK _Jy4no t�l ADDRESS _4,2_LL__1 OWNER q) APPROVED DATE: BLDG.OFFICIAL: ON JOB SITE PERMIT � NUW LOWER HEARTH AT FIREPLACE MANTLE/WOOD PANELING AT FIREPLACE RAILINGS ONLY AT DECK FOR REPLACEMENT DECK JOISTS AND CUT BACK DECKING, REFERENCE A2.1 AND RAL FOR EXTENDED DECK AND STAIR 9 a ,^y m 3mNv> G3�9" x w m 2 NZ D �•w �0O a °1 0 c t ..F PERMIT INTAKE 06.16.19 PERMIT INTAKE - 07.08.19 1 /7 REGISTERW ARCNNECT I VRGINU F Ii Y STATE OF WAS -TON z � w O w Q 0 v 0 z �QZ O Z 0�� K 4ri O '0 �c w III MAIN FLOOR PLAN SCALE: %" = 1'-0" \ir 0.2 FOR REVISED NING PLANTER ROOF PLAN SCALE: %4" = V-0" REFERENCE ASSOCIATED APPLICATION BLD2019-0822 FOR WORK AT INTERIOR & SIDING/OPENING REVISIONS \I ITED i19-0736 FOR RCH OTES: OR TO FIELD VERIFY DIMENSIONS AND BRING ANY =S TO THE ATTENTION OF OWNER/ARCHITECT OR TO VERIFY FIXTURE SPECS AS APPROPRIATE BEFORE VIOKE/CARBON MONOXIDE DETECTOR ALARMS PER IRC R314 O iEN/BATH/LAUNDRY FANS PER TABLE M1507.4 AND TABLE HE 2015 WASHINGTON STATE ENERGY CODE M INTERMITTENT, PANASONIC WHISPERQUIET OR EQUAL FM MINIMUM. FINALIZE SIZE AND MAKE UP AIR IREMENTS PER SRC M1503.4 'HOLE HOUSE VENTILATION PER TABLE M1S07.3.3 (4 �F 1,501-3,000) MATED FORCED AIR VENTILATION PER M1507.3.5.1 AND — OPERATIONS PER SECTION M1507.3.2 AT EXISTING FURNACE WALL TYPES EXISTING EXTERIOR WALL TO REMAIN/INFILL: NEW/EXISTING 2X4 STUDS AT 16" O.C. WITH NEW R-15 INSULATION. SHEATHING PER STRUCTURAL, NEW SIDING PER � SPECIFICATIONS AT EXTERIOR, NEW'' GWB AT INTERIOR. LJ-- NEW INTERIOR NON -BEARING WALL: CONSTRUCT WALL FROM FLOOR TO UNDERSIDE OF STRUCTURE WITH 2X4 STUDS (OR TO MATCH WHERE ALIGNED WITH EXISTING) AT 16" O.C. WITH '' GWB EA. SIDE. PROJECT KEYNOTES: 107 NEW SKYLIGHT. ALIGN SKYLIGHT PER EXISTING RAFTERS, ALIGN CEILING OPENING/SLOPE TO SKYLIGHT PER PLANS 201 EXISTING WOOD BURNING FIREPLACETO REMAIN 301 NEW FINISHES AT EXISTING FIREPLACE. REFERENCE X/XXX E 0 v n a 3 m v a N 0 3 t a +° o3°u PERMIT INTAKE 06.16.19 PERMIT INTAKE 07.08.19 12527 REGISTERED 1i\7 ARCHITECT VRGINIAFRA Y STATE OF WAS GTON Z J W W Z O W Q 0, w v z y Z ? p Z Q Z Z 900o , 2 w ,� O Y w MAX ALLOWABLE T.O. RIDGE ---- 0128.8 _ _ ----- EXISTING CHIMNEY TO REMAIN --- --- -- ---- ---------- EXISTING ROOFING TO REMAIN -_ �ACTUAL E T.O. RIDGE _ ____—_— ___—__ _— ________ 125.5 1 E AVERAGE GRADE +103.8 --- - - ---- ---- - -- -- — 246.7(+102.7) 245.8(+101.8) NORTH ELEVATION 1 SCALE: V4 = v_", MAX ALLOWABLE T.O. RIDGE 128.8- — - — - — - — - — - - — - -- EXISTING CHIMNEY TO REMAIN EXISTING ROOFING TO REMAIN ACTUAL E T.O. RIDGE [IJ v 0 252.4 I I I E AVERAGE GRADE I -- +103.8 ------ - - - - -— --- - 246.7 (+302.7) �•�� EAST ELEVATION L SCALE:=1'-0" m E 0 -o � a n � 3mrv°'w v� o ,o �3�w = m m c m J��. N � N � y N S O n o 3 9 PERMIT INTAKE 06.16.19 PERMIT INTAKE 07.08.19 CORRECTION Q 08.08.19 ED 1 /KR CTISTATON Z J W W � O w�NQ � pj3 V ZZz z In o W 0 O Gi W W O 14 W EXTERIOR ELEVATIONS RES' AUG ) 2 201 BUILDING DEP CITY OF EO T O A3.1 EXISTING ROOF ASSEMBLY: -(N) GWB PER SPECIFICATIONS -(N) R-49 BATT INSULATION -(E) 2X6 CEILING JOISTS -(E) 2X6 RAFTERS -(E) SHEATHING -(E) ROOF MEMBRANE -(E) METAL ROOFING -(N) SOFFIT PER A3.1 & A3.2 - _ _ - - - - - - 2 (N) BEAM PER SX.XX REVISED EXTERIOR WALL ASSEMBLY: -(N) GWB PER SPECIFICATIONS AT INT. -(E) 2X4 FRAMING AT 16" O.C. -(N) R-15 INSULATION AT AREAS OF WORK -(E) WALL SHEATHING UNLESS NOTED OTHERWISE PER STRUCTURAL, SEE X.XX -(N) WEATHER RESISTIVE BARRIER -(N) SIDING PER A3.1 & A3.2 -(E) 2X10 @ 16" O.C. -(E) FLOOR SHEATHING -(E)AN) FINISH FLOORING PER SPECIFICATIONS -(E) DIAGONAL 2X CEDAR DECKING -(E) 2X10 PT JOISTS -(E) PT LEDGER -(N) RAILINGS PER A3.1 & A3.2 EXISTING BASEMENT WALLASSEMBLY: NO L -(E) GWB @ INT. -(E) 2X4 @ 16' O.C. -(E) INSULATION -(E) FOUNDATION WALL (HEIGHT VARIES) -(E) SHEATHING TO REMAIN UNLESS NOTED OTHERWISE (REFERENCE SX.X) -(N) SIDING PER A3.1 & A3.2 SLAB ON GRADE n WALL SECTION 1 3/4,=V (E) CEILING JOISTS & RAFTERS — (E) BLOCKING, CONFIRM VENTING (E) METAL ROOF (E) BUILDING PAPER (E) SHEATHING (E)FASCIA (E) EDGE FLASHING (N) GUTTER PER SPECIFICATIONS (N) CONTINUOUS PERFORATED VENTSTRIP (N) SOFFIT PER SPECIFICATIONS 2'-6" EXISTING EAVE DETAIL, TYPICAL 11n"=ry 0 (E) T.O. RIDGE (N) R-49INSULATION (N) HEADER WHERE OCCURS PER STRUCTURAL 4� 3- n.(E)T.O.P. I I I I I I I I oa I I (E) MAIN 1st F.F. i w I y rvf- .:....; (E)T.O. BASEMENTSLAB BUILDING SECTION SCALE: Y4' = l'-O" LEGEND EXISTING: NEW: NO WORK: E °u 'e I a' � c m t; o m.= =ui mv^33' c mN K W 33 O fl =io3u PERMIT INTAKE 06.16.19 PERMIT INTAKE 07.08.19 .' aFA - z w O w p F- O 0 z 3Qzp W K ceJ�w O Y W BUILDING & WALL SECTIONS �� f�a��** pq h EC, EHI W i.- JUN 11 20, BUILDIN A4.1 ( FRONT RCH: F POOUNDATION r'T / 1/2�� FRONT PORCH: DECK FRAMING CUT BACK RAFTERS, SHEATHING, ROOFING AT PORCH AWNING LOCATION NEW FLASHING CEMENT BOARD PANEL(S) LINE OF ROOF BEYOND, SLOPE}'/FT Y Z. FINISHED BLOCKING BETWEEN JOISTS, STAINED PER SPECIFICATIONS LEDGER PER STRUCTURAL DOORPAN opt^ o PT LEDGER PER STRUCTURAL, FLASHING AS SHOWN z 2X6 PT DECK JOISTS z COMPOSITE CATIONS W�ITH CONCEALED FASTENERS PER SPEC — — I I I I I I PT 2X6 WALL I I SLAB ON GRADE, TR HIGH (CONFIRM FINAL GRADE) -4 I I WASHED DRAIN ROCK/PLANTING AREA AT SLAB ON GRADE I I I I I I I I I I I I I I I — — — — — — — — — — — — — I — — — — — — — �— II II II II II II ------------- I ------- ----I r------- II II II II II II II II II II II II -------- — L-- Jq" PLYWOOD SHEATHING, (FINISH GRADE/SURFACE AT UNDERSIDE TBD?) 2X8S AT 24' OC, PRESTAIN PER SPECIFICATIONS TPO OR EQUAL MEMBRANE ROOFING SLOPE t' / FT ICI 10" CHANNEL, PROVIDE TABS FOR CONNECTION TOJOISTS PER STRUCTURAL 4X6 TUBE STEEL, PROVIDE TABS FOR CONNECTION TO JOISTS PER 7/S4.1 3" TUBE (OR PIPE?) COLUMN LINE OF DOWNSPOUT WHERE OCCURS n FRONT PORCH: SECTION DETAIL I I I I I i I I d n FRONT PORCH: ROOF FRAMING E 8 a a ^ m 3m1"� 4 c m w v~i n 0 u a 0._a" o PERMIT INTAKE 06.16.19 PERMIT INTAKE 07.08.19 IBTEREGHITIIARA OFWAS GTON Z z W W � W N Q O 0,� W N z y z 0 z 3¢z w 0 z o�� K CO 0 Y W PORCH PLANS AND DETAILS JUN 1t;:• BUILDIP` '; A4.2 General Structural Notes The Following Apply Unless Noted Otherwise on the Drawings Criteria Concrete Steel Wood (continued) 1. ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SPECIFICATIONS, AND THE 2015 INTERNATIONAL BUILDING CODE. 2. DESIGN LOAD CRITERIA FLOOR LIVE LOAD (RESIDENTIAL) 40 PSF FLOOR LIVE LOAD (RESIDENTIAL DECKS) 60 PSF GUARDRAILS/BALCONY RAILS CONCENTRATED LOAD 200 LBS SNOW Pf=25 PSF WIND &EARTHQUAKE NOT INCLUDED IN THE SCOPE OF THIS PROJECT 3. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL DRAWINGS FOR BIDDING AND CONSTRUCTION. CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS FOR COMPATIBILITY AND SHALL NOTIFY ARCHITECT OF ANY DISCREPANCIES PRIOR TO CONSTRUCTION. 4. CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS, MEMBER SIZES, AND CONDITIONS PRIOR TO COMMENCING ANY WORK. ALL DIMENSIONS OF EXISTING CONSTRUCTION SHOWN ON THE DRAWINGS ARE INTENDED AS GUIDELINES ONLY AND MUST BE VERIFIED. 5. CONTRACTOR SHALL PROVIDE TEMPORARY BRACING FOR THE STRUCTURE AND STRUCTURAL COMPONENTS UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE PLANS. 6. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES, REQUIRED TO PERFORM THE CONTRACTORS WORK. THE STRUCTURAL ENGINEER HAS NO OVERALL SUPERVISORY AUTHORITY OR ACTUAL AND/OR DIRECT RESPONSIBILITY FOR THE SPECIFIC WORKING CONDITIONS AT THE SITE AND/OR FOR ANY HAZARDS RESULTING FROM THE ACTIONS OF ANY TRADE CONTRACTOR. THE STRUCTURAL ENGINEER HAS NO DUTY TO INSPECT, SUPERVISE, NOTE, CORRECT, OR REPORT ANY HEALTH OR SAFETY DEFICIENCIES TO THE OWNER CONTRACTORS, OR OTHER ENTITIES OR PERSONS AT THE PROJECT SITE. 7. CONTRACTOR -INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES SHOWN ON SHOP DRAWINGS ONLY WILL NOT SATISFY THIS REQUIREMENT. 8. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL ENGINEER. 9. ALL STRUCTURAL SYSTEMS WHICH ARE TO BE COMPOSED OF COMPONENTS TO BE FIELD ERECTED SHALL BE SUPERVISED BY THE SUPPLIER DURING MANUFACTURING, DELIVERY, HANDLING, STORAGE AND ERECTION IN ACCORDANCE WITH INSTRUCTIONS PREPARED BY THE SUPPLIER. 10. SHOP DRAWINGS FOR THE FOLLOWING ITEMS SHALL BE SUBMITTED TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION OF THESE ITEMS. STRUCTURAL STEEL CONTRACTOR SHALL SUBMIT WALL ELEVATION DRAWINGS OF AT LEAST 1/8"=V-0" SCALE INDICATING LOCATIONS OF CONNECTION EMBEDMENTS AND WALL OPENINGS FOR REVIEW PRIOR TO CONSTRUCTION. CONTRACTOR SHALL COORDINATE WITH REINFORCEMENT SHOP DRAWINGS. APPROVED SETS OF ALL SHOP DRAWINGS SHALL ALSO BE SUBMITTED TO THE BUILDING DEPARTMENT. 11. SHOP DRAWING REVIEW: DIMENSIONS AND QUANTITIES ARE NOT REVIEWED BY THE ENGINEER OF RECORD, THEREFORE MUST BE VERIFIED BY THE CONTRACTOR. CONTRACTOR SHALL REVIEW AND STAMP DRAWINGS PRIOR TO REVIEW BY ENGINEER OF RECORD. CONTRACTOR SHALL REVIEW DRAWINGS FOR CONFORMANCE WITH THE MEANS, METHODS, TECHNIQUES, SEQUENCES AND OPERATIONS OF CONSTRUCTION, AND ALL SAFETY PRECAUTIONS AND PROGRAMS INCIDENTAL THERETO. SUBMITTALS SHALL INCLUDE A REPRODUCIBLE AND ONE COPY, REPRODUCIBLE WILL BE MARKED AND RETURNED WITHIN TWO WEEKS OF RECEIPT WITH A NOTATION INDICATING THAT THE SUBMITTAL HAS BEEN FOUND TO BE IN GENERAL CONFORMANCE WITH THE DESIGN OF THE BUILDING. THE SUBMITTED ITEMS SHALL NOT BE INSTALLED UNTIL THEY HAVE BEEN APPROVED BY THE BUILDING OFFICIAL SHOP DRAWING SUBMITTALS PROCESSED BY THE ENGINEER ARE NOT CHANGE ORDERS. THE PURPOSE OF SHOP DRAWING SUBMITTALS BY THE CONTRACTOR IS TO DEMONSTRATE TO THE ENGINEER THAT THE CONTRACTOR UNDERSTANDS THE DESIGN CONCEPT, BY INDICATING WHICH MATERIAL IS INTENDED TO BE FURNISHED AND INSTALLED AND BY DETAILING THE INTENDED FABRICATION AND INSTALLATION METHODS. IF DEVIATIONS, DISCREPANCIES, OR CONFLICTS BETWEEN SHOP DRAWING SUBMITTALS AND THE CONTRACT DOCUMENTS ARE DISCOVERED EITHER PRIOR TO OR AFTER SHOP DRAWING SUBMITTALS ARE PROCESSED BY THE ENGINEER, THE DESIGN DRAWINGS AND SPECIFICATIONS SHALL CONTROL AND SHALL BE FOLLOWED. Quality Assurance 1. SPECIAL INSPECTION SHALL BE PROVIDED IN ACCORDANCE WITH THE PROJECT SPECIFICATIONS AND SECTIONS 110 AND 1704 OF THE INTERNATIONAL BUILDING CODE By QUALIFIED TESTING AGENCY DESIGNATED BY THE ARCHITECT, AND RETAINED BY THE BUILDING OWNER. THE ARCHITECT, STRUCTURAL ENGINEER AND BUILDING DEPARTMENT SHALL BE FURNISHED WITH COPIES OF ALL INSPECTION AND TEST RESULTS. SPECIAL INSPECTION IS REQUIRED OF THE FOLLOWING TYPES OF CONSTRUCTION: STRUCTURAL STEEL FABRICATION AND ERECTION PER IBC 1705.2 EXPANSION BOLTS AND THREADED EXPANSION INSERTS PER MANUFACTURER EPDXY GROUTED INSTALLATIONS PER MANUFACTURER Geotechnical FOUNDATION NOTES: ALLOWABLE SOIL PRESSURE AND LATERAL EARTH PRESSURE ARE ASSUMED AND THEREFORE MUST BE VERIFIED BY A QUALIFIED SOILS ENGINEER OR APPROVED BY THE BUILDING OFFICIAL. IF SOILS ARE FOUND TO BE OTHER THAN ASSUMED, NOTIFY THE STRUCTURAL ENGINEER FOR POSSIBLE FOUNDATION REDESIGN. FOOTINGS SHALL BEAR ON FIRM, UNDISTURBED EARTH AT LEAST 18" BELOW ADJACENT FINISHED GRADE. UNLESS OTHERWISE NOTED, FOOTINGS SHALL BE CENTERED BELOW COLUMNS OR WALLS ABOVE. BACKFILL BEHIND ALL RETAINING WALLS WITH FREE DRAINING, GRANULAR FILL AND PROVIDE FOR SUBSURFACE DRAINAGE. ALLOWABLE SOIL PRESSURE 2000 PSF LATERAL EARTH PRESSURE (RESTRAINED/UNRESTRAINED) 55 PCF/35 PCF COEFICIENT OF FRICTION (FACTOR OF SAFETY OF 1.5 INCLUDED) 0.3 1. CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED AND PLACED IN ACCORDANCE WITH IBC SECTION 1905, 1906 AND ACI 301, INCLUDING TESTING PROCEDURES. CONCRETE SHALL ATTAIN A 28-DAY STRENGTH OF fc=-3,000 PSI AND MIX SHALL CONTAIN NOT LESS THAN 5-1/2 SACKS OF CEMENT PER CUBIC YARD AND SHALL BE PROPORTIONED TO PRODUCE A SLUMP OF 5" OR LESS. (STRUCTURAL DESIGN OF FOUNDATION IS BASED ON A Pc=2,500 PSI, PER IBC 1705.3.2.3, SPECIAL INSPECTION IS NOT REQUIRED.) 2. ALL CONCRETE WITH SURFACES EXPOSED TO WEATHER OR STANDING WATER SHALL BE AIR -ENTRAINED WITH AN AIR -ENTRAINING AGENT CONFORMING TO ASTM C260, C494, AND C618. TOTAL AIR CONTENT FOR FROST -RESISTANT CONCRETE SHALL BE IN ACCORDANCE WITH TABLE ACI 318 TABLE 4.2.1 MODERATE EXPOSURE. 3. REINFORCING STEEL SHALL CONFORM TO ASTM A615 (INCLUDING SUPPLEMENT S1), GRADE 60, fy=60,000 PSI. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-185. SPIRAL REINFORCEMENT SHALL BE PLAIN WIRE CONFORMING TO ASTM A615, GRADE 60, fy=60,000 PSI. 4. DETAILING OF REINFORCING STEEL (INCLUDING HOOKS AND BENDS) SHALL BE IN ACCORDANCE WITH ACI 315-99 AND 318-14. LAP ALL CONTINUOUS REINFORCEMENT #5 AND SMALLER 40 BAR DIAMETERS OR 2'-0" MINIMUM. PROVIDE CORNER BARS AT ALL WALL AND FOOTING INTERSECTIONS. LAP CORNER BARS #5 AND SMALLER 40 BAR DIAMETERS OR 2'-0" MINIMUM. LAPS OF LARGER BARS SHALL BE MADE IN ACCORDANCE WITH ACI 318-05, CLASS B. LAP ADJACENT MATS OF WELDED WIRE FABRIC A MINIMUM OF 8" AT SIDES AND ENDS. NO BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL BE FIELD BENT UNLESS SPECIFICALLY SO DETAILED OR APPROVED BY THE STRUCTURAL ENGINEER. 5. CONCRETE PROTECTION (COVER) FOR REINFORCING STEEL SHALL BE AS FOLLOWS: FOOTINGS AND OTHER UNFORMED SURFACES CAST AGAINST AND PERMANENTLY EXPOSEDTO EARTH 3" FORMED SURFACES EXPOSED TO EARTH OR WEATHER (#5 BARS OR SMALLER) 1-1/2" 6. CONCRETE WALL REINFORCING - PROVIDE THE FOLLOWING UNLESS DETAILED OTHERWISE: 8" WALLS #4 @ 12 HORIZ. #4 @ 18 VERTICAL 1 CURTAIN 10" WALLS #4 @ 18 HORIZ. #4 @ 18 VERTICAL 2 CURTAINS 7. CAST -IN -PLACE CONCRETE: SEE ARCHITECTURAL DRAWINGS FOR EXACT LOCATIONS AND DIMENSIONS OF DOOR AND WINDOW OPENINGS IN ALL CONCRETE WALLS AS WELL AS FOR ALL GROOVES, NOTCHES, CHAMFERS, FEATURE STRIPS, COLOR, TEXTURE, AND OTHER FINISH DETAILS AT ALL EXPOSED CONCRETE SURFACES, BOTH CAST -IN -PLACE AND PRECAST. 8. NON -SHRINK GROUT SHALL BE FURNISHED BY AN APPROVED MANUFACTURER AND SHALL BE MIXED AND PLACED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S PUBLISHED RECOMMENDATIONS. GROUT STRENGTH SHALL BE AT LEAST EQUAL TO THE MATERIAL ON WHICH IT IS PLACED (3000 PSI MINIMUM). Anchorage 1. WHERE EXPANSION ANCHORS ARE REQUIRED, EITHER OF THE FOLLOWING PRODUCTS IS ACCEPTABLE. 1.1. EXPANSION BOLTS INTO CONCRETE AND CONCRETE MASONRY UNITS SHALL BE "KWIK BOLT TZ"AS MANUFACTURED BYTHE HILTI CORP., INSTALLED IN STRICT ACCORDANCE WITH ICC-ES REPORT NO. ESR-1917, INCLUDING MINIMUM EMBEDMENT REQUIREMENTS. BOLTS INTO CONCRETE MASONRY OR BRICK MASONRY UNITS SHALL BE INTO FULLY GROUTED CELLS. SUBSTITUTES PROPOSED BY CONTRACTOR SHALL BE SUBMITTED FOR REVIEW WITH ICC REPORTS INDICATING EQUIVALENT OR GREATER LOAD CAPACITIES. SPECIAL INSPECTION IS REQUIRED FOR ALL EXPANSION BOLT INSTALLATION. 1.2. EXPANSION BOLTS INTO CONCRETE AND CONCRETE MASONRY UNITS SHALL BE STRONG -BOLT 2 ANCHORS AS MANUFACTURED BY THE SIMPSON STRONG TIE COMPANY AND INSTALLED IN STRICT CONFORMANCE TO ICC-ES REPORT NUMBER ESR-3037, INCLUDING MINIMUM EMBEDMENT REQUIREMENTS. BOLTS INTO CONCRETE MASONRY OR BRICK MASONRY UNITS SHALL BE INTO FULLY GROUTED CELLS. SPECIAL INSPECTION IS REQUIRED FOR ALL EXPANSION BOLT INSTALLATION. 2. WHERE EPDXY -GROUTED ANCHORS ARE USED, EITHER OF THE FOLLOWING PRODUCTS IS ACCEPTABLE. 2.1. EPDXY -GROUTED ITEMS (THREADED RODS OR REINFORCING BAR) SPECIFIED ON THE DRAWINGS SHALL BE INSTALLED USING "HIT RE 500-V3" AS MANUFACTURED BY HILT[ CORP. INSTALL IN STRICT ACCORDANCE WITH ICC-ES REPORT NO. ESR-2322. SPECIAL INSPECTION OF INSTALLATION IS REQUIRED. RODS SHALL BE ASTM A-36 UNLESS OTHERWISE NOTED. 2.2. EPDXY -GROUTED ITEMS (THREADED RODS OR REINFORCING BAR) SPECIFIED ON THE DRAWINGS SHALL BE INSTALLED USING "SET-XP" HIGH STRENGTH EPDXYAS MANUFACTURED BY THE SIMPSON STRONG TIE COMPANY. INSTALL IN STRICT ACCORDANCE WITH ICC-ES REPORT NO. ESR-2508. SPECIAL INSPECTION OF INSTALLATION IS REQUIRED. RODS SHALL BE ASTM A-36 UNLESS OTHERWISE NOTED. Renovation 1. DEMOLITION: CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS BEFORE COMMENCING ANY DEMOLITION. SHORING SHALL BE INSTALLED TO SUPPORT EXISTING CONSTRUCTION AS REQUIRED AND IN A MANNER SUITABLE TO THE WORK SEQUENCES. DEMOLITION DEBRIS SHALL NOT BE ALLOWED TO DAMAGE OR OVERLOAD THE EXISTING STRUCTURE. LIMIT CONSTRUCTION LOADING (INCLUDING DEMOLITION DEBRIS) ON EXISTING FLOOR SYSTEMS TO 40 PSF. 2. CONTRACTOR SHALL CHECK FOR DRYROT AT ALL AREAS OF NEW WORK. ALL ROT SHALL BE REMOVED AND DAMAGED MEMBERS SHALL BE REPLACED OR REPAIRED AS DIRECTED BY THE STRUCTURAL ENGINEER OR ARCHITECT. 1. STRUCTURAL STEEL DESIGN, FABRICATION, AND ERECTION SHALL BE BASED ON: A EITHER AISC 360 AND SECTION 2205.2 OF THE INTERNATIONAL BUILDING CODE. B. MARCH 18, 2005 AISC CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES, AMENDED AS FOLLOWS. i) AS NOTED IN THE CONTRACT DOCUMENTS. ii) BY THE DELETION OF PARAGRAPH 4.4.1. HI) REVISE REFERENCE FROM "STRUCTURAL DESIGN DRAWINGS" TO "CONTRACT DOCUMENTS" IN PARAGRAPH 3.1. Ill) SPECIFICATION FOR STRUCTURALJOINTS USING ASTM A325 OR A490 BOLTS. 2. STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING REQUIREMENTS: TYPE OF MEMBER ASTM SPECIFICATION WIDE FLANGE SHAPES A992 50 KSI OTHER SHAPES, PLATES, AND RODS A36 36 KSI PIPE COLUMNS A53 (E OR S, GR.B) 35 KSI STRUCTURAL TUBING A500 (GRADE B) SQUARE OR RECTANGULAR 46 KSI ROUND 42 KSI CONNECTION BOLTS A325-N (3/4" ROUND, UNLESS SHOWN OTHERWISE) 3. ARCHITECTURALLY EXPOSED STRUCTURAL STEEL SHALL CONFORM TO SECTION 10 OF THE AISC CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES. 4. ALL A325N CONNECTION BOLTS NEED ONLY BE TIGHTENED TO A SNUG TIGHT CONDITION, DEFINED AS THE TIGHTNESS THAT EXISTS WHEN ALL PLIES IN A JOINT ARE IN FIRM CONTACT. THIS MAY BE ATTAINED BY A FEW IMPACTS OF AN IMPACT WRENCH OR THE FULL EFFORT OF AN IRONWORKER USING AN ORDINARY SPUD WRENCH. 5. ALL ANCHORS EMBEDDED IN MASONRY OR CONCRETE SHALL BE A307 HEADED BOLTS OR A36 THREADED ROD WITH AN ASTM 563 HEAVY HEX NUT TACK WELDED ON THE EMBEDDED END. 6. ALL WELDING SHALL BE IN CONFORMANCE WITH A.I.S.C. AND A.W.S. STANDARDS AND SHALL BE PERFORMED BY W.A.B.O. CERTIFIED WELDERS USING E70 XX ELECTRODES. ONLY PREQUALIFIED WELDS (AS DEFINED BY A.W.S.) SHALL BE USED. ALL COMPLETE JOINT PENETRATION GROOVE WELDS SHALL BE MADE WITH A FILLER MATERIAL THAT HAS A MINIMUM CVN TOUGHNESS OF 20 FT-LBS AT -20 DEGREES F AND 40 FT-LBS AT 70 DEGREES F, AS DETERMINED BY AWS CLASSIFICATION OR MANUFACTURER CERTIFICATION. 11••• 1. FRAMING LUMBER SHALL BE KILN DRIED OR MC-19, AND GRADED AND MARKED IN CONFORMANCE WITH W.C.L.B. STANDARD GRADING RULES FOR WEST COAST LUMBER NO.17. FURNISH TO THE FOLLOWING MINIMUM STANDARDS: JOISTS (2X & 3X MEMBERS) HEM -FIR NO.2 AND BEAMS: MINIMUM BASE VALUE, Fb=850 PSI (4X MEMBERS) DOUGLAS FIR -LARCH NO.2 MINIMUM BASE VALUE, Fb=900 PSI BEAMS: (INCL. 6X AND LARGER) DOUGLAS FIR -LARCH NO. 1 MINIMUM BASE VALUE, Fb=1350 PSI POSTS: (4X MEMBERS) DOUGLAS FIR -LARCH NO.2 MINIMUM BASE VALUE, FC=1350 PSI (6X AND LARGER) DOUGLAS FIR -LARCH NO. 1 MINIMUM BASE VALUE, FC=1000 PSI STUDS, PLATES & MISC. FRAMING: DOUGLAS-FIR-LARCH OR HEM -FIR NO.2 GLUED LAMINATED MEMBERS SHALL BE FABRICATED IN CONFORMANCE WITH ASTM AND AITC STANDARDS. EACH MEMBER SHALL BEAR AN A.I.T.C. IDENTIFICATION MARK AND SHALL BE ACCOMPANIED BY AN A.I.T.C. CERTIFICATE OF CONFORMANCE. ALL SIMPLE SPAN BEAMS SHALL BE DOUGLAS FIR COMBINATION 24F-V4, Fb=2,400 PSI, Fv=265 PSI. ALL CANTILEVERED BEAMS SHALL BE DOUGLAS FIR COMBINATION 24F-V8, Fb=2400 PSI, Fv=265 PSI. CAMBER ALL SIMPLE SPAN GLULAM BEAMS TO 3,000' RADIUS, UNLESS SHOWN OTHERWISE ON THE PLANS. MANUFACTURED LUMBER, PSL, LVL, AND LSL, SHALL BE MANUFACTURED UNDER A PROCESS APPROVED BY THE NATIONAL RESEARCH BOARD. EACH PIECE SHALL BEAR A STAMP OR STAMPS NOTING THE NAME AND PLANT NUMBER OF THE MANUFACTURER THE GRADE, THE NATIONAL RESEARCH BOARD NUMBER, AND THE QUALITY CONTROL AGENCY. ALL PSL, LVL, AND LSL LUMBER SHALL BE MANUFACTURED IN ACCORDANCE WITH ICC-ES REPORT ESR-1387 USING DOUGLAS FIR VENEER GLUED WITH A WATERPROOF ADHESIVE MEETING THE REQUIREMENTS OF ASTM D2559 WITH ALL GRAIN PARALLEL WITH THE LENGTH OF THE MEMBER. THE MEMBERS SHALL HAVE THE FOLLOWING MINIMUM PROPERTIES: PSL(2.OE) Fb=2900 PSI, E=2000 KSI, Fv=290 PSI LVL(1.9E) Fb=2600 PSI,E=1900 KSI, Fv=285 PSI LSL (1.55E) Fb=2325 PSI ,E=1550 KSI, Fv=310 PSI DESIGN SHOWN ON PLANS IS BASED ON LUMBER MANUFACTURED BY THE WEYERHAEUSER CORPORATION. ALTERNATE MANUFACTURERS MAY BE USED SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND STRUCTURAL ENGINEER, ALTERNATE JOIST HANGERS AND OTHER HARDWARE MAY BE SUBSTITUTED FOR ITEMS SHOWN PROVIDED THEY HAVE ICC APPROVAL FOR EQUAL OR GREATER LOAD CAPACITIES. ALL JOIST HANGERS AND OTHER HARDWARE SHALL BE COMPATIBLE IN SIZE WITH MEMBERS PROVIDED. MANUFACTURED LUMBER PRODUCTS SHALL BE INSTALLED WITH A MOISTURE CONTENT OF 12% OR LESS. THE CONTRACTOR SHALL MAKE PROVISIONS DURING CONSTRUCTION TO PREVENT THE MOISTURE CONTENT OF INSTALLED BEAMS FROM EXCEEDING 12%. EXCESSIVE DEFLECTIONS MAY OCCUR IF MOISTURE CONTENT EXCEEDS THIS VALUE. PLYWOOD SHEATHING SHALL BE GRADE C-D, EXTERIOR GLUE OR STRUCTURAL II, EXTERIOR GLUE IN CONFORMANCE WITH DOC PS 1. ORIENTED STRAND BOARD OF EQUIVALENT THICKNESS, EXPOSURE RATING AND PANEL INDEX MAY BE USED IN LIEU OF PLYWOOD. A ROOF SHEATHING SHALL BE 1/2" (NOMINAL) WITH SPAN RATING 32116. B. FLOOR SHEATHING SHALL BE 3/4" (NOMINAL) WITH SPAN RATING 48/24. C WALL SHEATHING SHALL BE 1/2" (NOMINAL) WITH SPAN RATING 24/0. D. REFER TO WOOD FRAMING NOTES BELOW FOR TYPICAL NAILING REQUIREMENTS. TONGUE -AND -GROOVE STRUCTURAL ROOF AND FLOOR DECKING SHALL BE INSTALLED AS FOLLOWS: 2X DECKING SHALL BE TOENAILED THROUGH THE TONGUE AND FACE - NAILED WITH ONE 16d NAIL PER PIECE PER SUPPORT. 3X AND 4X DECKING SHALL BE TOENAILED WITH ONE 40d NAIL AND FACENAILED WITH ONE 60d NAIL PER SUPPORT. COURSES SHALL BE SPIKED TOGETHER WITH 8" SPIKES @ 30" O.C. (MAXIMUM) AND @ 10" (MAXIMUM) FROM THE END OF EACH PIECE. SPIKES SHALL BE INSTALLED IN PREDRILLED EDGE HOLES. ALL DECKING SHALL BE PLACED WITH A CONTROLLED RANDOM LAYOUT. EACH PLANK SHALL BEAR ON AT LEAST ONE SUPPORT. END JOINTS SHALL BE CONNECTED WITH 10 GAUGE METAL SPLINES DRIVEN INTO PRE-CUT SLOTS. TONGUE AND GROOVE JOINTS SHALL BE GLUED WITH CONSTRUCTION ADHESIVE WHERE NOTED ON PLAN. 6. ALL WOOD IN DIRECT CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESSURE -TREATED WITH AN APPROVED PRESERVATIVE OR (2) LAYERS OF ASPHALT IMPREGNATED BUILDING PAPER SHALL BE PROVIDED BETWEEN UNTREATED WOOD AND CONCRETE OR MASONRY. 7. PRESSURE TREATED WOOD SHALL BE TREATED PER AWPA STANDARD. PRESSURE TREATED WOOD FOR ABOVE GROUND USE SHALL BE TREATED TO A RETENTION OF 0.25 PCF. WOOD IN CONTINUOUS CONTACT WITH FRESH WATER OR SOIL SHALL BE TREATED TO A RETENTION OF 0.40 PCF. WOOD FOR USE IN PERMANENT FOUNDATIONS SHALL BE TREATED TO A RETENTION OF 0.60 PCF. SODIUM BORATE (SBX) TREATED WOOD SHALL NOT BE USED WHERE EXPOSED TO WEATHER. FASTENERS AND TIMBER CONNECTORS IN DIRECT CONTACT WITH ACQ-A, CBA-A, CA-B, OR SBX TREATED WOOD SHALL BE G185 OR A185 HOT DIPPED OR CONTINUOUS HOT -GALVANIZED PER ASTM A653. FASTENERS AND TIMBER CONNECTORS IN DIRECT CONTACT WITH ACZA TREATED WOOD SHALL BE TYPE 304 OR 316 STAINLESS STEEL. 8. TIMBER CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE "STRONG -TIE" BY SIMPSON COMPANY, AS SPECIFIED IN THEIR CATALOG NUMBER C-C-2015. EQUIVALENT DEVICES BY OTHER MANUFACTURERS MAY BE SUBSTITUTED, PROVIDED THEY HAVE ICC-ES APPROVAL FOR EQUAL OR GREATER LOAD CAPACITIES. PROVIDE NUMBER AND SIZE OF FASTENERS AS SPECIFIED BY MANUFACTURER. CONNECTORS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. ALL 2X JOISTS SHALL BE CONNECTED TO FLUSH BEAMS WITH "LUS" SERIES JOIST HANGERS. ALL TJI JOISTS SHALL BE CONNECTED TO FLUSH BEAMS WITH "ITT" SERIES JOIST HANGERS. ALL DOUBLE JOIST BEAMS SHALL BE CONNECTED TO FLUSH BEAMS WITH "MIT" SERIES JOIST HANGERS. WHERE CONNECTOR STRAPS CONNECT TWO MEMBERS, PLACE ONE-HALF OF THE NAILS OR BOLTS IN EACH MEMBER. ALL SHIMS SHALL BE SEASONED AND DRIED AND THE SAME GRADE (MINIMUM) AS MEMBERS CONNECTED. - 9. WOOD FASTENERS A. NAIL SIZES SPECIFIED ON DRAWINGS ARE BASED ON THE FOLLOWING SPECIFICATIONS: SIZE LENGTH DIAMETER 6d 2" 0.113" 8d 2-1/Z' 0.131" 10d 3" 0.148" 12d 3-1/4" 0.148" 16d BOX 3-112" 0.135" IF CONTRACTOR PROPOSES THE USE OF ALTERNATE NAILS, THEY SHALL SUBMIT NAIL SPECIFICATIONS TO THE STRUCTURAL ENGINEER (PRIOR TO CONSTRUCTION) FOR REVIEW AND APPROVAL. NAILS - PLYWOOD (APA RATED SHEATHING) FASTENERS TO FRAMING SHALL BE DRIVEN FLUSH TO FACE OF SHEATHING WITH NO COUNTERSINKING PERMITTED. B. ALL BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM A307. PROVIDE WASHERS UNDER THE HEADS AND NUTS OF ALL BOLTS AND LAG BOLTS BEARING ON WOOD. INSTALLATION OF LAG BOLTS SHALL CONFORM TO THE NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION (2005 EDITION) WITH A LEAD BORE HOLE OF 60 TO 70 PERCENT OF THE SHANK DIAMETER. LEAD HOLES ARE NOT REQUIRED FOR 3/8" AND SMALLER LAG SCREWS. 10. WOOD FRAMING NOTES --THE FOLLOWING APPLY AT AREAS OF NEW CONSTRUCTION UNLESS OTHERWISE SHOWN ON THE PLANS: A. ALL WOOD FRAMING DETAILS NOT SHOWN OTHERWISE SHALL BE CONSTRUCTED TO THE MINIMUM STANDARDS OF THE INTERNATIONAL BUILDING CODE. MINIMUM NAILING, UNLESS OTHERWISE NOTED, SHALL CONFORM TO TABLE 2304.10.1. COORDINATE THE SIZE AND LOCATION OF ALL OPENINGS WITH MECHANICAL AND ARCHITECTURAL DRAWINGS. B. WALL FRAMING: REFER ARCHITECTURAL DRAWINGS FOR THE SIZE OF ALL WALLS. ALL STUDS SHALL BE SPACED AT 16" O.C. UNO. TWO STUDS MINIMUM SHALL BE PROVIDED AT THE END OF ALL WALLS AND AT EACH SIDE OF ALL OPENINGS, AND AT BEAM OR HEADER BEARING LOCATIONS. TWO 2X8 HEADERS SHALL BE PROVIDED OVER ALL OPENINGS NOT OTHERWISE NOTED. SOLID BLOCKING FOR WOOD COLUMNS SHALL BE PROVIDED THROUGH FLOORS TO SUPPORTS BELOW. PROVIDE CONTINUOUS SOLID BLOCKING AT MID -HEIGHT OF ALL STUD WALLS OVER 10'-0" IN HEIGHT. ALL WALLS SHALL HAVE A SINGLE BOTTOM PLATE AND A DOUBLE TOP PLATE. END NAIL TOP PLATE TO EACH STUD WITH TWO 16d NAILS, AND TOENAIL OR END NAIL EACH STUD TO BOTTOM PLATE WITH TWO 16d NAILS. FACE NAIL DOUBLE TOP PLATE WITH 16d @ 12" O.C. AND LAP MINIMUM 4'-0" AT JOINTS AND PROVIDE EIGHT 16d NAILS @ 4" O.C. EACH SIDE JOINT. ALL STUD WALLS SHALL HAVE THEIR LOWER WOOD PLATES ATTACHED TO WOOD FRAMING BELOW WITH TWO ROWS OF 16d NAILS @ 12" ON -CENTER, OR ATTACHED TO CONCRETE BELOW WITH 5/8" DIAMETER ANCHOR BOLTS @ 4'-0" ON -CENTER EMBEDDED 7" MINIMUM, UNLESS INDICATED OTHERWISE. INDIVIDUAL MEMBERS OF BUILT-UP POSTS SHALL BE NAILED TO EACH OTHER WITH TWO ROWS OF 16d @12" ON -CENTER. UNLESS OTHERWISE NOTED, GYPSUM WALLBOARD SHALL BE FASTENED TO THE INTERIOR SURFACE OF ALL STUDS AND PLATES WITH NO. 6 X 1-1/4" TYPE S OR W SCREWS @ 8" ON -CENTER. UNLESS INDICATED OTHERWISE, 1/2" (NOMINAL) APA RATED SHEATHING (SPAN RATING 24/0) SHALL BE NAILED TO ALL EXTERIOR SURFACES WITH 8d NAILS @ 6" ON -CENTER AT PANEL EDGES AND TOP AND BOTTOM PLATES (BLOCK UN -SUPPORTED EDGES) AND TO ALL INTERMEDIATE STUDS AND BLOCKING WITH 8d NAILS @ 12" ON -CENTER ALLOW 1/8" SPACING AT ALL PANEL EDGES AND PANEL ENDS. C. FLOOR AND ROOF FRAMING: PROVIDE DOUBLE JOISTS UNDER ALL PARALLEL PARTITIONS THAT EXTEND OVER MORE THAN HALF THE JOIST LENGTH AND AROUND ALL OPENINGS IN FLOORS OR ROOFS UNLESS OTHERWISE NOTED. PROVIDE SOLID BLOCKING AT ALL BEARING POINTS. TOENAIL JOISTS TO SUPPORTS WITH TWO 16d NAILS. ATTACH TIMBER JOISTS TO FLUSH HEADERS OR BEAMS WITH SIMPSON METAL JOIST HANGERS IN ACCORDANCE WITH NOTES ABOVE. NAIL ALL MULTI JOIST BEAMS TOGETHER WITH TWO ROWS 16d @ 12" ON -CENTER. UNLESS OTHERWISE NOTED ON THE PLANS, PLYWOOD ROOF AND FLOOR SHEATHING SHALL BE LAID UP WITH GRAIN PERPENDICULAR TO SUPPORTS AND NAILED AT 6" ON -CENTER WITH 8d NAILS TO FRAMED PANEL EDGES, STRUTS AND OVER STUD WALLS AS SHOWN ON PLANS AND @ 12" ON -CENTER TO INTERMEDIATE SUPPORTS. PROVIDE APPROVED PLYWOOD EDGE CLIPS CENTERED BETWEEN JOISTS/TRUSSES AT UNBLOCKED ROOF SHEATHING EDGES. ALL FLOOR SHEATHING EDGES SHALL HAVE APPROVED T&G JOINTS OR SHALL BE SUPPORTED WITH SOLID BLOCKING. ALLOW 1/8" SPACING AT ALL PANEL EDGES AND ENDS OF FLOOR AND ROOF SHEATHING. TOENAIL BLOCKING TO SUPPORTS WITH 16d @ 12" ON -CENTER UNLESS OTHERWISE NOTED. bula ENGINEERING 4303 Stone Way N Seattle, WA 98103 206.258.6333 0 ^E^ 1 ��W/ L_L W Ul W `0 V 1 Ol OJ Q Ln Ln + to 7 C C -Fu O !_ m LU 00 No. Date Issue 06/14/19 Permit General Structural Notes Sheet No. " """"'"" JUN 17 2019 BUILDING SIM 1/53.1 L-- L__J PROVIDE 2' X 2' X 8' FFG. TYP. W/ (2) #4 EA. WAY 1. REFER TO GENERAL STRUCTURAL NOTES FORADDITIONAL REQUIREMENTS (SIA). 2. REFER TO ARCHITECTURAL DRAWINGS FOR ALL DIMENSIONS UNLESS SPECIFICALLY NOTED ON STRUCTURAL PLANS. 3. ALL FOOTINGS SHALL BEAR ON FIRM, NATIVE SOIL. 4. PROVIDE DRAINAGE BEHIND ALL NEW FOUNDATION WALLS. 5. REIN FORCE FOOTING AND WALL CORNERS AND INTERSECTIONS PER 11 /53.1. 6. 4' CONCRETE SLAB ON GRADE REINFORCED WITH #3 @ 12' OC EACH WAY, CENTERED IN SLAB. PROVIDE A BASE OF 4' COMPACTED, CLEAN Y4' MINUS GRAVEL COVERED WITH 4 MIL. VAPOR BARRIER. PROVIDE JOI NTS PER 4/S3.1. Foundation and First Floor Floor Framing Plan SCALE: %4"=l'-0" N (N) CONCRETE WALL ABOVE THIS LEVEL (E) CONCRETE WALL ABOVE THIS LEVEL IN) CONCRETE FOOTING (E) CONCRETE FOOTING o STRUCTURAL WOOD WALL or ® POST BELOW THIS LEVEL o (E) STRUCTURAL WOOD WALL OR ® POST BELOW THIS LEVEL STRUCTURALWOODWALLor •' POST ABOVE THISLEVEL c (E) SPAN DIRECTION r—e—� SPAN DIRECTION EXTENT OF SPAN JOIST or BEAM ---7 (E)JOIST OR BEAM HD HOLDOWN bulc-r ENGINEERING �� uc 4303 Stone Way N Seattle, WA 98103 206.258.6333 :ter W 0 0 E 11 ^� W Ln L 0 Ln No. Date Issue 06/14/19 Permit Sheet Contents FOUNDATION AND FIRST FLOOR FLOOR FRAMING PLAN Pn ShellN [v , ,7 F Lw [!,�' JUN I ? SV� LDI9G L. &ABU BASE 1. REFER TO GENERAL STRUCTURAL NOTES FOR ADDITIONAL REQUIREMENTS(S1.1) 2. REFER TO ARCHITECTURAL DRAWINGS FOR ALL DIMENSIONS UNLESS SPECIFICALLY NOTED ON STRUCTURAL PLANS. RETAINING WALL PER 3/53.1 )N GRADE PER 5/S3.1 :M WALL @ 16" O.C. Front Porch & Second Floor Floor Framing Plan SCALE: Y4'=1'-0" N o STRUCTURALWOOD WALL or ® P09 BELOWTHIS LEVEL STRUCTURAL WOOD WALL or 011 POST ABOVE THIS LEVEL O (E) STRUCTURAL WOOD WALL OR ® POST BELOWTHIS LEVEL --o— � (E) SPAN DIRECTION r—eSPAN DIRECTION e EXTENT OF SPAN JOIST or BEAM ---El (E)JOISTORBEAM (N) CONCRETE WALL ABOVE THIS LEVEL bulc-r ENGINEERING �uc 4303 Stone Way N Seattle, WA 98103 206.258.6333 4090 W 0 E ry Ul L 0 V) .1 N v Q L U) In >� G I_ m LU 00 No. Date Issue 06/14/19 Permit Sheet Contents FRONT PORCH & SECOND FLOOR FLOOR FRAMING PLAN Sheet NK- '�"L JUN 17 2e`•I GUIL®ING S2.2 10' SQ. PLINTH F (4) #4 x I_ VERT. @ 6' O.C. W/ (3) TOP 5' OF PLINTI FOOTING SIZE & REINFORCING PE Canopy Post Footing SCALE: 3/4"=1'-0" #4 x -PH @ 18-oc (1) #4 EACH NOSE - 4 POST, PLINTH & FOOTING #4 @ 18"oc EA. WAY DST PER PLAN BU SERIES DST BASE z (2) #4 BOTTOM i EXACT CONFIGURATION OF STAIR ' (including tread and riser dimensions) 6. PER ARCH. DRAWINGS 5 Concrete Stair on Grade SCALE: 3/4"=1'-0" EMBED DOWELS 3V MIN. (E) MUDSILL (E) FOUNDATION WALL I EPDXY DOWEL REINF. #5 x 24 @ 12' D.C. 2x P.T. MUDSILL I o � (E) FOOTING n Epoxy Dowel Connection at (E) Foundation SCALE: 3/4"=1'-0� (2) )4'o ANCHOR BOLTS COLUMN PER PLAN SLAB ON GRADE O PER PLAN #4 @ 12" O.Ciz— a / V-0" • 1'-O' PROVIDE 2'-0' EXTENSION AT COLUMN LOCATION n Footing at Deck / Canopy Columns SCALE: 3/4"=1'-0" C 1 REINFORCING SPLICE AND DEVELOPMENT LENGTH SCHEDULE FOR F'c= 2500 psi, GRADE 60 REINFORCING MINIMUM STRAIGHT DEVELOPMENT LENGTH (Ed) BAR SIZE TOP BARS OTHER BARS #3 23" 18" #4 31" 24' #5 40" 30' #6 47" 36" #7 68" 53' #8 78' 1 60" #9 88" 68' #10 99" 77" #11 110" 185' MINIMUM LAP SPLICE LENGTHS (Es) BAR SIZE TOP BARS OTHER BARS #3 31' 23' #4 41' 31" #5 51" 40' #6 62' 47' #7 89" 68' #8 102" 78" #9 114' 88" #10 130" 99" #11 143" 1 110, (2) #4 CONT. TOP BARS ARE HORIZONTAL BARS WITH MORETHAN 12" DEPTH OF CONCRETE CAST BELOW THEM. IF CLEAR CONCRETE COVER IS NOT GREATER THAN THE DIAMETER OF THE BAR, ORTHE CENTERTO CENTER SPACING IS NOT GREATER THAN 3 BAR DIAMTERS, THEN LENGTHS SHALL BE INCREASED BY 50% MINIMUM EMBEDMENT LENGTHS (Fdh) III FOR STANDARD END HOOKS BAR SIZE LENGTH #3 7" #4 9' #5 11' #6 13' #7 14' #8 17" #9 19. #10 21' #11 24" 1. SIDE COVER MUST BE EQUAL TO OR GREATER THAN2Y:' 2. END COVER FOR 90° HOOKS MUST BE EQUAL TO OR GREATER THAN 2" n Lap Splice and Development Schedule ry ° SCALE: 3/4"=1'-0" Pf M n Retaining Wall Schedule '�SCALE: 3/4"=-U-0" SEE PLAN FOR SLAB THICKNESS AND REINFORCING (typ.) CUTALTERNATE WIRESATJOINT CONTROLJOINT nTypical Slab Joints CORNER BARS TO MATCH EXTERIOR HORIZ. REINF. RETAINING WALL SCHEDULE bula ENGINEERING LW 4303 Stone Way INSeattle, WA 98103 206.258.6333 H (ft.) 61 is gZ If STEM REINFORCING FOOTING REINFORCING VERT. HORIZ. TOP LONGIT. 3'-0' 5' 8' S' 8' #4 @ 18" O.C. #4 @ 12' O.C. - (2) #4 4'-0' 5' 8' 1'-0. 8' #4 @ 18" O.C. #4 @ 12' O.C. #4 @ 18' O.C. (2) #4 5-0' 5' 8' 1'-9" 10" #4 @ 18' O.C. #4 @ 12" O.C. #4 @ 18' O.C. (3) #4 6'-0' 5' 8' 2'-3' 10' #4 @ 18' O.C. #4 @ 12" O.C. #4 @ 18' O.C. 1 (4) #4 7'-0' 9" 8" 2'-11' 10' #4 @ 12" O.C. #4 @ 12" O.C. #4 @ 12' O.C. (5) #4 8'-0' 1'-0' 8' 3'-3" 12" #5 @ 12" O.C. #4 @ 12' O.C. #5 @ 12" O.C. 1 (5) #5 Ye" x 1 N PRE -MOLDED SEE PLAN FOR SLAB CONT. MASLICJOINTSTRIP. THICKNESSAND (joint may be saw cut at REINFORCING(typ.) contractors option) PLASTIC VAPOR BARRIER AND COMPACT GRANULAR FILL PER PLAN PROVIDE CONTROL OR CONSTRUCTION JOINTS IN SLABS ON GRADE TO BREAK UP SLAB INTO RECTANGULAR AREAS OF 400 SQUARE FEET OR LESS. AREAS TO BE APPROX, SQUARE AND HAVE NO ACUTE ANGLES. JOINT LOCATIONS TO BE APPROVED BY THE ARCHITECT. URNU BARS IU CORNER BARSTO — IATCH CROSS WALL MATCH HORIZ. REINF. ORIZ. REINF. DRNER 24 WALL SECOND POUR FIRST POUR BURKE 'KEYKOLD'JOINT. Q� STOP R EINF. I" CLEAR OFJOINT EACH SIDE O � LV W PLASTIC VAPOR BARRIER Ln AND COMPACT GRANULAR FILL PER PLAN L CONSTRUCTION JOINT Q , v , ADDITIONAL VERT. BARS DOUBLE CURTAIN SINGLE CURTAIN n Typical Corner Bars at Concrete Walls and Footings CORNER BARS TO MATCH CROSS WALL HORIL REINF. (alt. hooks) TYP. CORNER BARS: 24 N F CROSS WALL No. Date Issue 06/14/19 Permit Sheet Contents CONCRETE DETAILS Sheet No. f`C; LTB1x�r!E JUN 1 STITINC 1 SCALE: 3/4"=1'-0" (8)16d @ 4" O.C. STAGGERED 16d @ 12"O.C. STAGGERED AT EACH SIDE OF SPLICE ELSEWHERE TOP CHORD SPLICE BOTTOM CHORD SPLICE 6'-0" MIN. BETWEEN SPLICES SPLICE TO OCCUR AT 4 OFVERT. STUD TYP. 5 Typical Top Plate Splice 2x4 FLAT BLOCKING I UNFRAMED PANEL El WHERE BLOCKED DIP IS SPECIFIED ON PLAI FRAMING PER PLAN STAGGER PLYWOOD r LTypical Diaphragm Sheathing and Naili J SICALE: 3/4"=1'-0" 2 SCALE: 3/4"=1'-0" TYP. DOUBLE TOP PLATE A35 (at exterior walls only) OMIT @ HEADERS <6"-0" (6)16d TYP. STUDS R POR HEADER PER 6 Typical Header Support SCALE: 3/4"=1'-0" WHERE OPENING IS LESS THAN 6'-0" PROVIDE (1) BEARING STUD U.N.O. EDGE NAILING PER PLAN FIELD NAILING PER PLAN n U SCALE: 3/4"=1'-0" Wx4"x4"w/ (2)Y4"o x 1Yz" SIDS LOCATED AT EACH BEAM PER PLAN B"x1)�'x5"w/ (2)Y4"0 x M" SDS LOCATED AT EACH RAFTER COLUMN PER PLAN n Framing Tabs at HSS Steel Beam I ]I6 I I I I I I HSS BEAM PER PLAN NOTE: I C-CHANNEL FRAME PROVIDE EDGE NAILING I BEAMS PER PLAN AT ALL HIPS, VALLEYS, C-CHANNEL FRAME I RIDGE AND SHEARWALLS BEAMS PER PLAN I X PJP n Canopy Frame Connections SCALE: 3/4"=1 '-0SCALE: 3/4 1 '-0" R e"x4"x11" (2)%" THRU BOLTS Fr BEAM PER PLAN 4 Steel Beam Connection at Wall SCALE: 1 1/2"=1' 0" COLUMN PER PLAN (4)y4'0x 6' SOS SCREWS THRU X" x 4" x %" PLATE (E) FLOOR FRAMING AND SHEATHING PER PLAN PROVIDE SOLID 4x BLOCK BETWEEN JOISTS ALIGNED WITH COLUMN ABOVE (E) TOP PLATE COLUMN PER PLAN F Mid -Floor Connection at Steel Column SCALE: 3/4"=1'-0" Yz" ECCO OR ECCOQ SERIES CAP AS REQUIRED TO FIT BEAM COLUMN PER PLAN BEAM PER PLAN SPLICE WHERE SHOWN ON PLAN CCO OR CCOQ SERIES CAP AS REQUIRED TO FIT BEAM n CCO/CCOQ Series Connection at Steel Column SCALE: 3/4"=1'-0" bulca ENGINEERING 4303 Stone Way N Seattle, WA 98103 206.258.6333 0 E I..I� W L 0 un No. Date Issue 06/14/19 Permit FLOOR FRAMING DETAILS JUN 11 2C. BUILD IG S4.1