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REVIEWED BLD BLD2021-0897+Structural_Plan+6.28.2021_9.10.50_AM+2271918STRUCTURAL - GENERAL NOTES GENERAL REQUIREMENTS GOVERNING CODE: The design and construction of this project is governed by the 1ntennational Build- ing Code (IBC)", 2012 Edition, hereafter referred to as the IBC, as adopted and mod if led by the City of Edmonds, WA understood to be the Authority Having Jurisdiction (AHJ). REFERENCE STANDARDS: Refer to Chapter 35 of 2012 IBC. Where other Standards are noted in the drawings, use the latest edition of the standard unless a specific date is indicated. Reference to a specific section in a code does not relieve the contractor from compliance with the entire standard. DEFINITIONS: The following definitions cover the meanings of certain terms used in these notes: "Architect/Engineel The Architect of Record and the Structural Engineer of Record. • "Structural Engineer of Record" (SER) -The structural engineer who is licensed to stamp & sign the structural documents for the project. The SER is responsible for the design of the Primary Structural System. • "Submit for review" - Subm it to the Architect/Engineer for review prior to fabrication or construction. • "Per Plan" - Indicates references to the structural plans, elevations and structural general notes. • "Specialty Structural Engineer" (SSE) - A professional engineer (PE or SE), licensed in the State where the project is located, (typically not the SER), who performs specialty structural engi- needn services for selected specialty -engineered elements identified in the Contract Documents 9 and who has experience and training in the Specialty. Documents stamped and signed by the SSE shall be completed by or under the direct supervision of the SSE. • "Bidder -designed" - Components of the structure that require the general contractor, sub- contractor, or supplier who is responsible for the design, fabrication and installation of specialty - engineered elements identified in the Contract Documents to retain the services of an SSE. Subm it- tals of "Bidder -designed" elements shall be stamped and signed by the SSE. OTHER DRAWINGS: Refer to the architectural, mechanical, electrical, civil and plumbing drawings for additional information including but not limited to: dimensions, elevations, slopes, door and window open- ings, non -bearing walls, stairs, finishes, drains, waterproofing, railings, curtain walls, elevators, curbs, de- pressions, mechanical unit locations, and other nonstructural items. STRUCTURAL DETAILS: The structural drawings are intended to show the general character and extent of the project and are not intended to show all details of the work. Use entire detail sheets and specific details referenced in the plans as "typical" wherever they apply. Similarly, use details on entire sheets with "typical" in the name wherever they apply. STRUCTURAL RESPONSIBILITIES: The structural engineer (SER) is responsible for the strength and stability of the primary structure in its completed form. COORDINATION: The Contractor is responsible for coordinating details and accuracy of the work; for con- firming and correlating all quantities and dimensions; for selecting fabrication processes; for techniques of assembly; and for performing work in a safe and secure manner. PRE -CONSTRUCTION MEETINGS: The Contractor is responsible for coordinating pre -construction meet- ings prior to commencing work. Pre -con meetings, scheduled approximately two weeks prior to the start of the relevant work, are required for the following phases of construction: Post -tensioned slabs, Shotcrete, Concrete, Wood Shear Walls. Attendees for pre -construction meeting are to include contractor, relevant subcontractors, fabricators, inspectors, arch itectleng ineer, and representative of the Authority Having Juris- diction where required. Meeting agendas are to include review of the work scope, project schedule relevant to the work, contact information of responsible parties, inspection points, review of materials and any special cases or issues, procedures for clarifications if required, testing and acceptance, etc. MEANS, METHODS and SAFETY REQUIREMENTS: The contractor is responsible for the means and methods of construction and all job related safety standards such as OSHA and DOSH (Department of Oc- cupational Safety and Health). Contractor is responsible to adhere to OSHA regulations regarding steel erection items specifically addressed in the latest OSHA regulations. Bolting and field welding at all member connections is to be completed prior to the release of the member from the hoisting mechanism unless re- viewed and approved by the General Contractor's temporary bracing and shoring design engineer. BRACING/SHORING DESIGN ENGINEER: The contractor shall at his discretion employ an SSE, a regis- tered professional engineer for the design of any temporary bracing and shoring. TEMPORARY SHORING, BRACING: The contractor is responsible for the strength and stability of the struc- ture during construction and shall provide temporary shoring, bracing and other elements required to main- tain stability until the structure is complete. It is the contractor's responsibility to be familiar with the work re- quired in the construction documents and the requirements for executing it properly. CONSTRUCTION LOADS: Loads on the structure during construction shall not exceed the design loads as noted in DESIGN CRITERIA & LOADS below or the capacity of partially completed construction as determined by the Contractor's SSE for Bracing/Shoring. CHANGES IN LOADING: The contractor has the responsibility to notify the SER of any architectural, me- chanical, electrical, or plumbing load imposed onto the structure that differs from, or that is not documented on the original Contract Documents (architectural / structural / mechanical / electrical or plumbing drawings). Provide documentation of location, load, size and anchorage of all undocumented loads in excess of 400 pounds. Provide marked -up structural plan indicating locations of any new equipment or loads. Subm it plans to the Architect/Engineer for review prior to installation. NOTE PRIORITIES: Plan and detail notes and specific loading data provided on individual plans and detail drawings supplements information in the Structural General Notes. DISCREPANCIES: In case of discrepancies between the General Notes, Specifications, Plans/Details or Reference Standards, the Architect/Engineer shall determine which shall govern. Discrepancies shall be brought to the attention of the Architect/Engineer before proceeding with the work. Should any discrepancy be found in the Contract Documents, the Contractor will be deemed to have included in the price the most expensive way of completing the work, unless prior to the submission of the price, the Contractor asks for a decision from the Architect as to which shall govern. Accordingly, any conflict in or between the Contract Documents shall not be a basis for adjustment in the Contract Price. SITE VERIFICATION: The contractor shall verify all dimensions and conditions at the site. Conflicts between the drawings and actual site conditions shall be brought to the attention of the Architect/Engineer before proceeding with the work. ADJACENT UTILITIES: The contractor shall determine the location of all adjacent underground utili- ties prior to earthwork foundations shoring, and excavation and prior to drilling holes for piles and tieback p 9, p 9 anchors. Any utility information shown on the drawings and details is approximate and not necessarily com- plete. ALTERNATES: Alternate products of similar strength, nature and form for specified items may be submitted with adequate technical documentation (proper test report, etc.) to the Architect/Engineer for re- view. Alternate materials that are submitted without adequate technical documentation or that significantly deviate from the design intent of materials specified may be returned without review. Alternates that require substantial effort to review will not be reviewed unless authorized by the Owner. DESIGN CRITERIA AND LOADS OCCUPANCY: Risk Category of Building per 2012 IBC Table 1604.5 = II WIND DESIGN: MAIN WIND FORCE RESISTING SYSTEM Ultimate Design Wind Speed, VuLT (MPH) 110 Exposure Category C Internal Pressure Coefficient Cpi Topographic Factor Kzt= 1.0 Wind Analysis procedure used: Directional COMPONENT & CLADDING PRESSURES for DESIGN (Ultimate) PSF Wall Cladding, Typical Zone 51.5 Wall Cladding, Edge Zone within 15 feet of corners 58.5 Roof Cladding, Middle Zone 40.4 Roof Cladding, Edge Zone within 15 feet of edge 45.9 Roof Cladding, Corner Zone within 30 feet of comers 61.1 Uplift Load Net 15 SEISMIC DESIGN: Seismic Design Category: S❑C = ❑ Basic Structural System Bearing Wall Sys- tem Seismic Force Resisting System Special Reinf Conc Shear Walls Wood Sheathed Shear Walls Response Modification Factor: Concrete R = Wood Framed R = 6 6.5 System Over strength Factor Omega = 2.5 Deflection Amplification Factor Cd = 5 Site Classification per IBC 1613.3.2 & ASCE 7-10, Ch. 20 Site Class = C Seism is Importance Factor per ASCE 7-10 Table 1.5-2 le = 1.0 Spectral Response Acceleration (Short Period) SS = 1.270 Spectral Response Acceleration (1-Second Period) S1 = 0.498 Spectral Design Response Coefficient (Short Period) Sos = 0.847 g Spectral Design Response Coefficient (1-Second Period) Sol = 0.432 g Seism is response coefficients) Concrete Cs = Wood Framed Cs = 0.141 0.130 Redundancy Factor (North/South Direction) NIS rho= 1.3 Concrete, 1.0 Wood Framed Redundancy Factor (East / West Direction) E/W rho= 1.3 Concrete, 1.0 Wood Framed Base shear governed by: Seismic Seism is Analysis procedure used: Equivalent Lateral Force (ELF) SNOW LOAD: (1) Flat Roof Snow Load, (PSF) p I = 25 (2) Snow Drift Loading required by Authority Having Jurisdiction? No Snow Load Importance Factor 15 = 1.0 (3) 1) Snow Load is un-reducible and includes 5 psf rain -on -snow surcharge where ground snow load is greater than zero and 20 psf or less per ASCE 7-10 Section 7.10. 2) Snow Load based on WABOISEAW White Paper in Low -Lying Puget Sound Basin, ASCE Fig 7-1. 3) Snow Load Importance Factor per ASCE 7-10 Table 1. 5-2. DESIGN LIVE AREA LIVE LOADS REMARKS & FOOT - LOADS (PSF)UNO NOTES See structural loading plans for area loads and line loads. Loads listed below are for miscellaneous items. Handrails & Pedestrian Guardrails 50 PLF or (1) 200 LB Stairs & Exits 100 PSF or Stair treads per note 300 LB (2) Vehicle Barrier 6000 Ibs Applied horizontally at both 18" and 27" above the level (3) Lobbies 100 2000 Ibs, (Movable seats) Corridors at First Floor 100 Corridors above first Floor ---- Same as occupancy served Residential 40 Balconies & Decks ---- Same as occupancy served Parkin Garage - Passenger Vehicles only Parking g 9 Y 40 3000 lb wheel 4 () Gymnasium, Ballrooms 100 Including interior bal- conies Mechanical Rooms 150 Light Storage Area 125 Roof Decks/Gardens/Assembly 100 Live load is separate from landscape mate- rials Live load in unoccupied landscaped roofs 20 Per IBC 1607.12.3.1 Loading Docks 250 8000 lb wheel load (4) Driveways, sidewalks and yards subject to 250 8000 lb wheel load (4) Trucks (1) Top rail shall be designed to resist 50 PLF line load or 200 lb point load applied in any direction at any point. Intermediate rails (all those except the handrail), balusters and panel fillers shall be designed to withstand a horizontally applied normal load of 50 LB on an area not to exceed 1 ft square. These three loads are to be considered separately with worst case used for design. (2) Place 300 lb concentrated load over 2"x2" area at any point to produce maximum stress. Area load and concentrated load are to be considered separately with worst case used for design. (3) Need not apply concurrently with other handrail and guardrail loads; applied over not more than 1 square foot. (4) Apply concentrated wheel load over 4-1/2"x4-1/2" square area. DESIGN DEAD BIDDER DESIGN DEAD LOADS REMARKS & FOOTNOTES LOADS {PSF) UNO Wood Tie -down System As Noted on Shear Wall Key Plans GypereteTopping 1-1/4" per Architect SUBMITTALS SUBMIT FOR REVIEW: SUBMITTALS of shop drawings, and product data are required for items noted in the individual materials sections and for bidder designed elements. SUBMITTAL REVIEW PERIOD: Submittals shall be made in time to provide a minimum of TWO WEEKS or 10 WORKING DAYS for review by the Architect/Engineer prior to the onset of fabrication. GENERAL CONTRACTOR'S PRIOR REVIEW. Prior to submission to the Architect/Engineer, the Contractor shall review the submittal for completeness. Dimensions and quantities are not reviewed by the SER, and therefore, must be verified by the General Contractor. Contractor shall provide any necessary dimensional details requested by the Detailer and provide the Contractor's review stamp and signature before forwarding to the Architect/Engineer. SHOP DRAWING REVIEW: Once the contractor has completed his review, the SER will review the submittal for general conformance with the design concept and the contract documents of the building and will stamp the submittal accordingly. Markings or comments shall not be construed as relieving the contrac- tor from compliance with the project plans and specifications, nor departures there from. The SER will return subm ittals in the form they are subm itted in (either hard copy or electronic). For hard copy Subm ittals, the contractor is responsible for submitting the required number of copies to the SER for review. SHOP DRAWING DEVIATIONS: When shop drawings (component design drawings) differ from or add to the requirements of the structural drawings they shall be designed and stamped by the responsible SSE. DEFERRED SUBMITTALS BIDDER -DESIGNED ELEMENTS Submit "Bidder -Designed" deferred submittals to the Architect and SER for review. The deferred submittals shall also be submitted to the city for approval, if required by the city. Design of prefabricated, "bidder designed", manufactured, pre-engineered, or other fabricated products shall be comply with the following requirements: 1) Design considers tributary dead, live, wind and earthquake loads in combinations required by IBC. 2) Design within the Deflection Limits noted herein and as specified or referenced in the IBC. 3) Design shall conform to the specifications and reference standards of the governing code. 4) Submittal shall include: a. Calculations prepared, stamped and signed by the SSE demonstrating code conform- ance. b. Engineered component design drawings are prepared, stamped and signed by the SSE. c. Product data, technical information and manufacturer's written requirements and Agency approvals as appl icable. Cl. SSE may submit to the Architect/Engineer, a request to utilize relevant alternate design criteria of similar nature and generally equivalency which is recognized by the Code and acceptable to the Authority Having Jurisdiction. Submit adequate documentation of de- sign. DEFLECTION LIMITS FOR SSE / VERTICAL LIMIT BIDDER DE- SIGNED ELE- M ENTS: Roof Members, Dead + Live or Snow or Wind, Total Load (TL) Deflection L / 240, where (L is span length, inches) Roof, Live or Snow or Wind Load (RLL) L / 360 Operable Partition Support Members L / 600 or maximum HORIZONTAL LIMIT and FOOTNOTE Members Supporting Brittle Finishes L 1240 (1) Members Supporting Flexible Finishes L / 180 (1) Members Supporting Masonry L / 600 @ Cladding Wind or 0.7E (1) (1) Wind Load is reducible to 0.42 times the Component and Cladding Loads per Table 1604.3 footnote f. GENERAL CONTRACTOR'S PRIOR REVIEW: Once the contractor has completed his review of the SSE component drawings, the SER will review the submittal for general conformance with the design of the build- ing and will stamp the submittal accordingly. Review of the Specialty Structural Engineer's (SSE) shop draw- ings (component design drawings) is for compliance with design criteria and compatibility with the design of the primary structure and does not relieve the SSE of responsibility for that design. All necessary bracing, ties, anchorage, proprietary products shall be furnished and installed per manufacturer's instructions or the SSE's design drawings and calculations. These elements include but are not Iim ited to: • Bolt -on Decks • Steel Stairs • Handrails, Guardrails and Balcony Rail Anchorages • Metal Deck Edge Forms • Window Washing System Tie -down Anchorage • Wood Hold-down Systems • Reshoring for PT Slabs INSPECTIONS, QUALITY ASSURANCE VERIFICATIONS AND TEST REQUIREMENTS INSPECTIONS: Foundations, footings, under slab systems and framing are subject to inspection by the Building Official in accordance with IBC 110.3. Contractor shall coordinate all required inspections with the Building Official. SPECIAL INSPECTIONS VERIFICATIONS and TESTS: Special Inspections, Verifications and Testing p p 9 shall be done in accordance with IBC Chap ter 17 and the STATEMENT OF SPECIAL INSPECTIONS herein per IBC Sections 1704 and 1705, including 1705.11 and 1705.12 for seismic resistance for projects in Seis- m is Design Categories C, D, E and F as applicable. SPECIAL INSPECTION AGENCY and SPECIAL INSPECTORS: Owner shall retain a WABO accredited Special Inspections agency to provide Special Inspections for the project. Special Inspectors shall be quali- fied persons per IBC 1704.2.1. STATEMENT OF SPECIAL INSPECTIONS. Special Inspections and Testing per IBC Sections 1704 and 1705 are required for the following: FABRICATION SHOP INSPECTION: Where off -site Fabrication of gravity LOAD BEARING MEMBERS & ASSEMBLIES is performed, Special Inspector shall verify that the fabricator complies with IBC 1704.2.5 SOILS & FOUNDATION CONSTRUCTION per IBC Section 1705.6 • Periodic inspection of soils earthwork per Table 1705.6 is required for: o Footing soil bearing surfaces prior to placing any reinforcing steel o Excavation depth and bearing layer prior to placing any reinforcing steel. o Compacted fill material classification. o Subgrade preparation prior to filling. • Continuous inspection per Table(s) 1705.6, 1705.7 and 1705.8 required for: o Filling operations to satisfy requirements of IBC Table 1705.6 and the geotechnical report listed under SOILS & FOUNDATIONS section. o Compacted fill densitytesting of each lift, proper lift thickness and material classification. CONCRETE CONSTRUCTION per IBC Section 1705.3 and Table 1705.3 including: • Periodic inspection required for: o Size & placement of all reinforcing steel and PT tendons prior to the pour. a Placement clearances around reinforcing steel and PT tendons at embedded conduit. o Placing & size of cast -in -place bolts and embedded fabrications prior to the pour. o Shape, location & dimensions of members formed. o Use of the required design concrete mix. o Maintenance of specified curing temperature and techniques. o Verification of in -situ concrete strength prior to removal of shores and forms from beams and structural slabs. o Verification of in -situ concrete strength prior to stressing of PT tendons. • Continuous inspection required during the: o Placing of reinforced concrete, including concrete on metal deck for proper application tech- niques. o Placing of concrete around cast -in -place bolts and embeds. o Sampling of fresh concrete. o Determ inations of slump, air content and temperature. o Grouting operation of post -installed bolts or rebar dowels. o PT Tendon stressing. SHOTC RETE CONSTRUCTION: per IBC 1910 including: • Continuous inspection required during the: o Shotcrete placement for the p reconstru ction test panel (if required by the AHJ or the EOR). o Taking of core specimens for construction specimens. o Placing of all production shoterete. STRUCTURAL MASONRY per IBC Section 1705.4 and 1705.12 LEVEL B - MASONRY CONSTRUCTION p erTMS 402-11/ACI 530-11/ASCE 6-11 Section 1.19.2: • Periodic inspection required for: o Size, grade, placement and type of reinforcing steel and connectors o Proportions of site -prepared mortar o Construction of mortar joints o Cleanliness of grout space prior to grouting o Cleanout size and spacing if cleanouts are required for high -lift grouting o Size and location of structural elements o Type, size, and location of anchors, including other details of anchorage of masonry to struc- tural members, frames, or other construction o Protection of masonry during cold weather (temp. below 40 degrees F) Protection of masonry during hot weather (temp. above 90 degrees F). o Compliance with required inspection provisions of the construction documents and the ap- proved submittals. o Observation of grout specimen, mortar specimen andlor prism preparation. *Continuous inspection required duringifor the: o Continuous inspection of welding of reinforcing bars. STRUCTURAL STEEL per IBC 1704.2.5.1 A qualified Special Inspector of an "approved agency" providing Quality Assurance (QA) Special Inspec- tions for the project shall review and confirm the Fabricator and Erector's Quality Control (QC) proce- dures for completeness and adequacy relative to AISC 360-10 Chapter N, the AISC 303 Code of Stand- ard Practice, AWS D1.1-2010 Structural Welding Code, and 2012 IBC code requirements for the fabrica- tor's scope of work. Waiver of Special Inspection - Fabricator Approval Verification per IBC Section 1704.2.5.2: Spe- cial Inspections at the Shop may be waived where Fabricator has been audited for Quality Control by an approved inspection agency and is currently registered or otherwise accepted by the Authority Having Jurisdiction (AHJ) per IBC 1704.2.5.2 to perform both Quality Control (QC) and Quality Assurance (QA) inspections. Fabricator is approved to perform fabrication without Special Inspections and shall at the completion of fabrication provide a "Certificate of Compliance" to the Authority Having Jurisdiction stating that the work was performed in accordance with the approved Construction Documents. o QA Agency providing Special Inspections shall provide personnel meeting the minimum qualification requirements for Inspection and Nondestructive Testing NDT per AISC 360-10 Section N4. o Verify Fabricator and Erector Quality Control Program per AISC 360-10 Section N2. o Visual Welding Inspection of welds by both QC and QA personnel shall be per tables listed in AISC 360 Section N5. o Inspection Tasks for Welding ■ Prior to Welding per AISC 360-10 Table N5.4-1. ■ During Welding per AISC 360-10 Table N5.4-2. ■ After Welding per AISC 360-10 Table N5.4-3. o Nondestructive Testing (NDT) of welds: ■ Non -Destructive Testing (NDT) of welded joints per AISC 360-10 N.5 ■ Risk Category for determination of extent of NDT per AISC 360 N5.5b is noted in the Design Criteria and Loads section of these General Requirements. ■ NDT performed shall be documented and reports shall identify the tested weld by piece mark and location in the piece. ■ For field work, the NDT report shall identify the tested weld by location in the struc- ture, piece mark and location in the piece. Inspection Tasks for Bolting per AISC 360-10 Section N5.6 ■ Prior to Bolting per AISC 360-10 Table N5.6-1. Not required for snug -tight joints. ■ During Bolting per AISC 360-10 Table N5.6-2. Not required for snug -tight joints. ■ After Bolting per AISC 360-10 Table N5.6-3. o Additional Inspection tasks per AISC 360-10 Section N5.7. o Inspection for Composite Construction shall be done per AISC 360-10 Section N6. WOOD CONSTRUCTION per IBC Section 1705.5, 1705.10.1 & 1705.11.2: • Periodic inspection required for verification of: o Shear Walls: Anchor Bolts, Hold-downs (HD) and Continuous Rod Tie -Down Systems (TDS) including squash blocks, LPT shear connectors, strap connectors, boundary edge nailing, plate nailing and panel edge shear nailing for size & spacing. o Diaphragms: blocking, strap connections, boundary edge and panel shear nailing size & spacing. o Moisture content of wood studs, plates, beams and joists. a Proper bottom plates sizes (2x and 3x) and plate washers. o Roof truss 'hurricane' clips. POST -INSTALLED ANCHORS TO CONCRETE AND MASONRY: shall comply with IBC Section 1703. Inspections shall be in accordance with the requirements set forth in the approved ICC Evaluation Re- port and as indicated by the design requirements specified on the drawings. Refer to the POST IN- STALLED ANCHORS section of these notes for anchors that are the basis of the design. Special inspec- tor shall verify anchors are as specified in the POST INSTALLED ANCHORS section of these notes or as otherwise specified on the drawings. Substitutions require approval by the SER and require substanti- ating calculations and current 2012 IBC recognized ICC Evaluation Services (ES) Report. Special In- spector shall document in their Special Inspection Report compliance with each of the elements required within the applicable ICC Evaluation Services (ES) Report. INSPECTION SUBMITTALS: Special inspection reports shall be provided on a weekly basis. Final special inspection reports will be required by each special inspection firm per IBC 1704.2.4. Submit copies of all inspection reports to the Architect/Engineer and the Authority Having Jurisdiction for review. STRUCTURAL OBSERVATION: Structural Observation shall be provided for structures classified as Seis- mic Design Category D, E and F in accordance with IBC Section 1704.5 and Section 107.3.4. Structural ob- servation site visits will be as follows: during foundation installation, during concrete shear wall construction, prior to each unique elevated floor pour, during wood framing, and after roof diaphragm is complete prior to roofing. Contractor shall notify the SER in a timely manner to allow scheduled Observations to occur. Field (Observation) Reports will be distributed to the Architect, the Contractor, Special Inspector and the Authority Having Jurisdiction. CONTRACTOR RESPONSIBILITY: Prior to issuance of the building permit, the Contractor is required to provide the Authority Having Jurisdiction a signed, written acknowledgement of the Contractor's responsibili- ties associated with the above Statement of Special Inspections addressing the requirements listed in IBC Section 1704.4. Contractor is referred to IBC Sections 1705.11.5 and 1705.11.6 for architectural and MEP building systems that may be subject to additional inspections (based on the building's designated Seismic Design Category listed in the CRITERIA), including anchorage of HVAC ductwork containing hazardous ma- terials, piping systems and mechanical units containing flammable, combustible or highly toxic materials, electrical equipment used for emergency or standby power, exterior wall panels and suspended ceiling sys- tems. HALLER ARCHITECTS LLC 12216 Corliss Avenue North Seattle, WA 98133 TEL 206.235.0935 email: boyerscottl @gmail.com EDO SDE Im n M a a R S® ONE POST STREET. SUITE 1050 SAN FRANCISCO, CALIFORNIA 94104 PHONE: (415) 638-8980 WEBSITE: www.dci-engineers.com CIVIL /STRUCTURAL ©Copyright 08/2016 D'Amato Conversano Inc. All Rights Reserved This documenC and the Ideas and designs may not be reused. In whole or 1n pert, wain t wduen perm�ssmn rrnm o'amam Conversano In, D'Am.to Conversano Inc. d'isda'ims any resp-b'Iny for 'its unauthorized use. PROJECT: Edmonds Mixed Use Building LOCATION: 201 Main Street Edmonds, WA 98020 PREPARED FOR: Edmonds 2020 LLC KEY MAP DATE REVISION 4/22/16 PERMIT SET �8/18/16 PERMIT SET REV 2 01/14/16 PERMIT REVISIONS �12/1/16 CONFORMED SET PROJECT DIRECTOR JB PROJECT MANAGER DL PROJECT ARCHITECT KA, J R PROJECT TEAM MEMBER CHECK ENGINEER SEA GREY B� 6 v- TITLE STRUCTURAL GENERAL NOTES PROJECT NO. 14081-0137 DATE FEBRUARY 22, 2017 PROJECT NETWORK PATH SHEET NUMBER S1000 SET CONFORMED SET PREFABRICATED CONSTRUCTION: All prefabricated construction shall conform to IBC Section 1703. SOILS AND FOUNDATIONS REFERENCE STANDARDS: Conform to IBC Chapter 18 "Soils and Foundations." GEOTECHNICAL REPORT: Recommendations contained in Geotechnical Engineering Report Edmonds Post Office, Edmonds, Washington, RN File No. 2656-001A; prepared by Robinson Noble Engineers and dated February 22, 2011 were used for design. CONTRACTOR'S RESPONSIBILITIES: Contractor shall be responsible to review the Geotechnical Report and shall follow the recommendations specified therein including, but not limited to, subgrade preparations, pile installation procedures, ground water management and steep slope Best Management Practices." GEOTECHNICAL SUBGRADE INSPECTION: The Geotechnical Engineer shall inspect all sub -grades and prepared soil bearing surfaces, prior to placement of foundation reinforcing steel and concrete. Geotechnical Engineers shall provide a letter to the owner stating that soils are adequate to support the "Allowable Foun- dation Bearing Pressure(s)" shown below. Assumed values shall be field verified by the Building Official or the Geotechnical Engineer prior to placing concrete. DESIGN SOIL VALUES: Safety Factor per Soils Report ........................................ 1.5 Allowable Foundation Bearing Pressure ......................... 6,000 PSF - Native Passive Lateral Pressure ................................................ 250 PSF/FT Active Lateral Pressure (unrestrained) ............................ 35 PSF/FT Active Lateral Pressure (restrained) ................................ 55 PSF/FT Seismic Lateral Pressure (active) ................................... 6.2H PSF Seismic Lateral Pressure (at -rest) ................................... 20.1 H PSF Coefficient of Slid in Friction .......................................... 0.30 FOUNDATIONS and FOOTINGS: Foundations shall bear on either on competent native soil or compacted structural fill as per the geotechnical report. Exterior perimeter footings shall bear not less than 18 inches below finish grade, unless otherwise specified by the geotechnical engineer and/or the building official. FOOTING DEPTH: Tops of footings shall be as shown on plans with vertical changes as indicated with steps in the footings; locations of steps shown as approximate and shall be coordinated with the civil grading plans to ensure that the exterior perimeter footings bear n❑ less than 18 inches below finish grade, or as oth- erwise indicated by the geotechnical engineer or building official. SLABS -ON -GRADE: All slabs -on -grade shall bear on compacted structural fill or competent native soil per the geotechnical report. All moisture sensitive slabs -on -grade or those subject to receive moisture sensitive coatings/covering shall be provided with an appropriate capillary break and vapor barrier/retardant over the subgrade prepared and installed as noted in the geotechnical report, barrier manufacturer's written recom- mendations and coordinated with the finishes specified by the Architect. CAST -IN -PLACE CONCRETE REFERENCE STANDARDS: Conform to: (1) ACI 301-10 "Specifications for Structural Concrete" (2) IBC Chapter 19 "Concrete" (3) ACI 318-11/318R-11 "Building Code Requirements for Structural Concrete" (4) ACI 117-10 "Specifications for Tolerances for Concrete Construction and Materials" FIELD REFERENCE: The contractor shall keep a copy of ACI Field Reference manual, SP-15, "Standard Specifications for Structural Concrete (ACI 301) with Selected ACI and ASTM References." CONCRETE MIXTURES: Conform to ACI 301 Section 4 "Concrete Mixtures" and IBC Section 1904.2. MATERIALS: Conform to ACI 301 Section 4.2.1 "Materials" for requirements for cementitious materials, ag- gregates, mixing water and admixtures. SUBMITTALS: Provide all submittals required by ACI 301 Section 4.1.2. Submit mix designs for each mix in the table below. Substantiating strength results from past tests shall not be older than 24 months per ACI 318 Section 5.3. TABLE OF MIX DESIGN REQUIREMENTS Member Type/Location Strength fc (psi) Test Age (days) Nominal Maximum Aggregate Exposure Class Max W/C Ratio Air Con- tent Notes (1 to 8 Typical UNO) Footings 4000 28 1" C1 - - - Exterior Slabs on Grade & Sidewalks 3000 28 1" 0.45 5% - Interior Slabs on Grade 3000 28 1" 0.5 - - Mild Reinforced Beams & Slabs 6000 28 ill 0.45 - 9 PT Beams and Slabs 6000 28 3/" C1 0.45 - 9 3000 stressing PT Parking Beams & Slabs 6000 28 3/41, F1, C1 0.40 5% 1 9 3000 stressing Interior Topping Slabs 3000 28 1" C1 0.45 - - ExterorTopping Slabs 4500 28 1" F1, C1 0.45 5% 9 Shear Walls 6000 56 3/41, - - - Architectural / Exposed Building Walls 4000 28 '/21, 0.45 - - Shotcrete Walls 4000 28 3/41, 0.40 - - Basement Walls 4000 28 1" 0.45 - - Site Retaining Walls 4000 28 1' 0.45 - - Stem Walls & Curbs 3000 28 1 " I C1 0.45 5% - Columns 6000 56 3/4' I - - - - Table of Mix Design Requirements Notes: (1) W/C Ratio: Water-cementitious material ratios shall be based on the total weight of cementitious ma- terials. Maximum ratios are controlled by strength noted in the Table of Mix Design Requirements and durability requirements given in ACI 318 Section 4.3. (2) Cementitious Materials: a. The use of fly ash, other pozzolans, silica fume, or slag shall conform to ACI 318 Sections 4.3.1 and 4.4.2. Maximum amount of fly ash shall be 25% of total cementitious content unless re- viewed and approved otherwise by SER. b. For concrete used in elevated floors, minimum cementitious-materials content shall conform to ACI 301 Table 4.2.2.1. Acceptance of lower cement content is contingent on providing support- ing data to the SER for review and acceptance. C. Cementitious materials shall conform to the relevant ASTM standards listed in ACI 318 Section 3.2.1. (3) Air Content: Conform to ACI 318 Section 4.4.1. Minimum standards for exposure class are noted in the table. If freezing and thawing class is not noted, air content given is that required by the SER. Tolerance is ±1-'/2%. Air content shall be measured at paint of placement. (4) Aggregates shall conform to ASTM C33. (5) Slump: Conform to ACI 301 Section 4.2.2.2. Slump shall be determined at point of placement. (6) Chloride Content: Conform to ACI 318 Section 4.3.1. (7) Non- chloride accelerator: Non -chloride accelerating admixture may be used in concrete placed at am- bient temperatures below 50°F at the contractor's option. 8 ACI 318 Section 4.2.1 exposure classes shall be assumed to be FD SD PO, and CO unless different exposure classes are listed in the Table of Mix Design Requirements that modify these base require- ments. (9) Shrinkage Limit: Concrete used in elevated slabs and beams shall have a shrinkage limit of 0.035% at 28 days measured in accordance with ASTM C157. Submit laboratory test results to SER for approval prior to construction. FORMWORK & RESHORING: Conform to ACI 301 Section 2 "Formwork and Form Accessories." Removal of Forms shall conform to Section 2.3.2 except strength indicated in Section 2.3.2.5 shall be 0.75 f c. Reshoring shall conform to Section 2.3.3. In addition, mild reinforced (non post -tensioned) slabs shall be continuously reshored for a minimum of 14 days following placement of concrete or 7 days after concrete has reached 0.75 fc, whichever is longer. Contractor shall submit formwork removal and reshore installation procedure and drawings as applicable sealed by a professional engineer licensed in the state where the pro- ject is located for the SER's information. �►►I��i:�l►C�►►11:1i►C�l►l�l�l��l►I�.�'i[�iT�i • �� [�l[iI�)ii�Y�iiTiCl�? HANDLING, PLACING, CONSTRUCTING AND CURING: Conform to ACI 301 Section 5. In addition, hot weather concreting shall conform to ACI 305.1-D6 and cold weather concreting shall conform to ACI 306.1- 90. CONCRETE SEALER: Concrete silane sealer containing 40% solids shall be applied to the top surface of elevated slabs exposed to weather and the top surface of elevated slabs used for parking ramps and parking decks and extended up vertical surfaces twenty-four (24) inches. CONSTRUCTION JOINTS: Conform to ACI 301 Sections. 2.2.2.5, 5.2.2.1 and 5.3.2.6. Construction joints shall be located and detailed as on the construction drawings. Submit alternate locations per ACI 301 Sec- tion 5.1.2.3a for review and approval by the SER two weeks minimum prior to forming. Use of an acceptable adhesive, surface retardant, portland cement grout ❑r roughening the surface is not required unless specifi- cally noted on the drawings. EMBEDDED ITEMS: Position and secure in place expansion joint material, anchors and other structural and non-structural embedded items before placing concrete. Contractor shall refer to mechanical, electrical, plumbing and architectural drawings and coordinate other embedded items. GROUT: Use 7000 psi non -shrink grout under column base plates. GROUTED REBAR: See Post -Installed Anchors to Concrete. POST -INSTALLED ANCHORS to CONCRETE: Anchor location, type, diameter and embedment shall be as indicated on drawings. Reference the POST INSTALLED ANCHORS section for applicable Post -Installed Anchor Adhesives. Anchors shall be installed and inspected in strict accordance with the applicable ICC- Evaluation Service Report (ESR). Special inspection shall be per the TESTS and INSPECTIONS section. LEAN CONCRETE BACKFILL: Conform to recommendations of ACI 229R-99 "Controlled Low Strength Ma- terials (CLSM)" for mixing and placing lean concrete backfill shown on the drawings. Use 100 psi mix for backfill not under footings. Use 300 psi mix for backfill below footings. Use standard slump test to verify flow ability. Test in accordance with ASTM D 4832-10 "Standard Test Method for Preparation and Testing of Controlled Low Strength Material (CLSM) Test Cylinders." SHRINKAGE: Conventional and post -tensioned concrete slabs will continue to shrink after initial placement and stressing of concrete. Contractor and subcontractor shall coordinate jointing and interior material finish- es to provide adequate tolerance for expected structural frame shrinkage and shall include, but not be limited to: curtain wall, dryvit, storefront, skylight, floor finish, and ceiling suppliers. Contact Engineer for expected range of shrinkage. FLOOR FINISHES: The contractor must provide and correctly install an isolation membrane and properly detailed expansion joints to help minimize cracking of finishes with cementitious setting beds or finish proper- ties (tile, stone, terrazzo, concrete topping, etc). The expansion joints shall be sized for an expected short- ening movement of 0.01 inches per foot. CLADDING CONNECTIONS and SLAB SHORTENING: At the time of installation, the cladding connection design shall accommodate a typical future vertical movement at each floor of/z inch or L/600, whichever is greater, due to variable live loading and creep. This displacement will occur at the free end of cantilever beams and at Iidspan of edge slabs and beams. At the time of installation, the cladding connections shall accommodate shortening of the slab edge inwards due to shrinkage and post -tensioning. Calculation of the amount of shortening is the responsibility of the design / construction team as a whole and shall be agreed upon in a preconstruction meeting. The connec- tions shall also accommodate typical slab edge construction tolerance both inward and outward. The amount of tolerance shall be defined by the general contractor and agreed to by the cladding designer and formwork subcontractor prior to the design of the connections. The cladding shall be installed to the proper design plan location. CONCRETE CRACK REPAIR AND MAINTENANCE PROGRAM: Concrete shrinks and continues to shrink for up to two years after construction and as a result, cracking will typically occur. These cracks do not typi- cally impair the integrity of the structure. However, ❑CI recommends a one-time crack repair and mainte- nance program be implemented for those slabs exposed to water or chem icals. The maintenance program shall consist of: • Inspect slabs and supporting members two years after construction • Determine cracks in the structure to be repaired • Repair cracks The total length of cracking can be estimated at 0.009 feet of cracks per square feet of slab area. The owner should reserve funds for this one time maintenance program, which is to take place two years after the com- pletion of construction. Even though cracking is normal and most often not structurally significant, when cracking occurs during con- struction the contractor shall contact the Arch itect/Eng ineer for review. The contractor should budget 0.004 ft of epoxy injected crack repair per square foot of slab. STRENGTH TESTING AND ACCEPTANCE: Testing: Obtain samples and con duct tests in accordance with ACI 301 Section 1.6.3.2. Additional sam- ples may be required to obtain concrete strengths at alternate intervals than shown below. • Cure 4 cylinders for 28-day test age Cure 6 cylinders for 28-day test age post -tensioned concrete. Test 2 cylinders at 2 or 3 days for post -tensioned concrete only, test 1 cylinder at 7 days, test 2 cylinders at 28 days, and hold 1 cylinder in reserve for use as the Engineer directs. After 56 days, unless notified by the Engineer to the contrary, the reserve cylinder may be discarded without be- ing tested for specimens meeting 28-day strength requirements. • Cure 5 cylinders for 56-day test age. Test one at 7 days, one at 28 days, 2 at 56 days and hold 1 cylinder in reserve for use as the Engineer directs. After 72 days, unless notified by the Engineer to the contrary, the reserve cylinder may be discarded without being tested for specimens meeting 56-day strength requirements. • The number of cylinders indicated above reference 6 by 12 in cylinders. If 4 by 8 in cylinders are to be used, additional cylinders must be cured for testing of 3 cylinders at test age per the table of mix design requirements. Acceptance. Strength is satisfactory when: (1) The averages of all sets of 3 consecutive tests equal or exceed the specified strength. (2) N❑ individual test falls below the specified strength by more than 500 psi. A "test' for acceptance is the average strength of two 6 by 12 in. cylinders or three 4 by 8 in. cylin- ders tested at the specified test age. CONCRETE PLACEM ENT TOLERANCE: Conform to ACI 117-10 for concrete placement tolerance. FLOOR FLATNESS and FLOOR LEVELNESS: All concrete slabs (including slabs on grade) shall have a minimum Floor Flatness (FF) of 20 as measured in accordance with ACI 117. Concrete slabs that will re- ceive wood flooring shall have a minimum FF of 35. All concrete slabs on grade shall have a minimum Floor Levelness of 20 as measured in accordance with ACI 117. OVER -FRAMING 1 STRUCTURAL FOAM FILL 1 RIGID INSULATION FOAM FILL: Structural foam fill / rigid insulation as shown on the drawings shall be InsulFoam GF, by Insul- Foam LLC Engineered EPS, Type ASTM D6817, or approved equal. Provide in locations and thicknesses indicated on plans. Minimum Required Foam Properties are: Foam Type, InsulFoam EPS19; Density, 1.15 pcf; Compressive Resistance, 5.8 psi (at 1% deformation), 13.1 psi (at 5% deformation), and 16.0 psi (at 10% deformation). CONCRETE REINFORCEMENT REFERENCE STANDARDS: Conform to: (1) ACI 301-10 "Standard Specifications for Structural Concrete", Section 3 "Reinforcement and Rein- forcement Supports." (2) ACI SP-66-04 "ACI Detailing Manual" including ACI 315-99 "Details and Detailing of Concrete Rein- forcement." (3) CRSI MSP-09, 2eh' Edition, "Manual of Standard Practice." (4) ANSI/AWS ❑1.4 "Structural Welding Code - Reinforcing Steel." (5) IBC Chapter 19-Concrete. (6) ACI 318-11 "Building Code Requirements for Structural Concrete." (7) ACI 117-10 "Specifications for Tolerances for Concrete Construction and Materials" SUBMITTALS: Conform to ACI 301 Section 3.1.1 "Submittals, data and drawings." Submit placing drawings showing fabrication dimensions and locations for placement of reinforcement and reinforcement supports. MATERIALS: Reinforcing Bars.................................................ASTM A615, Grade 60, deformed bars. Weldable Reinforcing Bars.................................ASTM A706, Grade 60, deformed bars. Smooth Welded Wire Fabric...............................ASTM A185 Deformed Welded Wire Fabric............................ASTM A497 Bar Supports ...................................................... CRSI MSP-09, Chapter 3 "Bar Sup ports.» Tie Wire.............................................................16 gage or heavier, black annealed. Stud Rails...........................................................ASTM A1044 Headed Deformed Bars......................................ASTM A970 EARTHQUAKE REQUIREMENTS: Longitudinal Bars in shear walls and coupling beams of shear walls shall conform to ASTM A706, grade 60 or shall conform to the following requirements: (1) Welding: Welding is not permitted except as specified in the drawings. Weld in accordance with AWS D 1.4. (2) Mill Tests: Subm it mill certificates indicating physical and chemical properties. (3) Yield Strenqth: Actual yield strength, based on m ill tests, does not exceed the spec if€ed yield strength by more than 18,000 psi. (Retests shall not exceed this value by more than an additional 3000 psi.) (4) Ultimate Strength: The ratio of the actual tensile strength to the actual yield strength is not less than 1.25. FABRICATION: Conform to ACI 301, Section 3.2.2. "Fabrication", and ACI SP-66 "ACI Detailing Manual." WELDING: Bars shall not be welded unless authorized. When authorized, conform to ACI 301, Section 3.2.2.2. "Welding", AWS D1.4, and provide ASTM A706, grade 60 reinforcement. PLACING: Conform to ACI 301, Section 3.3.2 "Placement." Placing tolerances shall conform to ACI 117. CONCRETE COVER: Conform to the following cover requirements unless noted otherwise in the drawings. Concrete cast against earth................................3" Concrete exposed to earth or weather................2" Ties in columns and beams ................................ 1-'/2" Bars in slabs.......................................................3/4„ Bars in walls.......................................................3/4„ SPLICES: Conform to ACI 301, Section 3.3.2.7, "Splices". Refer to "Typical Lap Splice and Development Length Schedule" for typical reinforcement splices. Refer to "Column Vertical Reinforcing Splice Schedule" and "Shear Wall Reinforcing Splice Schedule" for those specific elements. Splices indicated on individual sheets shall control over the schedule. Mechanical connections may be used when approved by the SER. For reinforcing within the lateral system (shear walls) and reinforcing connecting the diaphragm slab to the lateral system, mechanical splice strength is increased to develop 100 percent of the specified tensile strength of the splices bar. STUDRAILS: Where studrails are indicated on the drawings the following systems are acceptable. Studrails (also referred to as punching shear resistor rails) shall conform to ASTM A1044 and be fabricated and in- stalled in strict accordance with the applicable ICC-ESR report and manufacturer's instructions, using chairs provided by the manufacturer to position rails at the proper height. Submit current manufacturers data and ICC ESR report of alternate systems to SER for approval. 1. ❑econ "Studrails" - ICC ESR-2494 2. Conco Companies Headed Shear Stud (PSR) Reinforcement Assemblies - ICC ESR-3317 & 3619 FIELD BENDING: Conform to ACI 301 Section 3.3.2.8. "Field Bending or Straightening." Bar sizes #3 through #5 may be field bent cold the first time. Other bars require preheating. Do not twist bars. Bars shall not be bent past 45 degrees. TYPICAL CONCRETE REINFORCEMENT: Unless noted on the plans, concrete walls shall have the follow- ing minimum reinforcement. Contractor shall confirm minimum reinforcement of walls with SER prior to re - bar fabrication. TABLE of MINIMUM CONCRETE WALL REINFORCING Wall Thickness HORIZONTAL Bars VERTICAL Bars Location 6" #4 @ 12" OC #4 @ 12" OC center in wall 8" #5 @ 12" OC #5 @ 12" OC center in wall 101' #4 @ 16" OC EF #4 @ 16" OC EF EF = each face 12" #4 @ 12" OC EF #4 @ 12" OC EF EF = each face SHOTCRETE REFERENCE STANDARDS: Conform to: (1) IBC Section 1910 "Shotcrete", (2) ACI 506.2-95 "Specification for Shotcrete", (3) ACI 506R-05 "Guide to Shotcrete", (4) ACI 301-10 "Specifications for Structural Concrete." SUBM ITTALS: Submit shop drawings for review including: (1) Proposed mix design shown below. Include data required by ACI 506.2 Sec. 1.5 "Submittals" (2) Preconstruction test panel results. After shooting, the special inspector shall submit core evaluation reports to insure that proper rebar encasement and nozzling techniques have been achieved. (3) Construction test specimen results. The special inspector shall submit core strength reports. MATERIALS: Conform to ACI 506.2 Sec. 2 "Materials" for Cement, Aggregate, Reinforcement, Water, Ad- mixtures and Curing Materials. REINFORCEMENT: Conform to IBC Sec. 1910.4 "Reinforcement" and CONCRETE REINFORCEMENT section this sheet. SPLICES: Conform to IBC Sec. 1910.4.3, "Splices", for non -contact lap splices. PRECONSTRUCTION TESTS: Prepare preconstruction test panels, as defined by the SER,for each pro- posed mix design and nozzelman in accordance with IBC Sec 1910.5 "Preconstruction Tests" and ACI 506.2 Sec. 1.6.1 "preconstruction Testing." Test panels will be cored at the most congested reinforcing and evalu- ated by the testing labratory. Each nozzelman must pass the evaluation before proceeding with the work. CONSTRUCTION TESTS: Conform to IBC Sec. 1910.10 "Strength Tests" and ACI 506.2 Sec. 1.6.2 "Construction Testing". Take core specimens for each 50 cu yds placed but not less than once each shift. The cores may be taken from the actual construction work or sample panels shot during the course of work. Location of cores taken from actual construction work must be approved by the SER prior to commencing work. Sample panels shall be at least 12" x 12" x 7-1/4". Three cores shall be taken from each sample panel and the cores may be either field cured or laboratory cured. Laboratory cured samples shall have an average strength equal to or greater than fc with no individual sample breaking at less than 0.75 fc'. Field cured samples shall have an average strength of at least .85 fc with no individual samples breaking at less than 0.75 fc. CONSTRUCTION: Conform to IBC Sec. 1910 and ACI 506.2 Sec. 3 "Execution" for Examination, Batching and Mixing, Surface Preparation, Joints, Alignment Control, Application, Finishing, Hot Weather, Cold Weather, Protection, Curing, and Tolerances. The contractor shall adhere to the following weather related precautions': • Ensure materials and surrounding air temperature maintained at minimum 40 degrees Fahrenheit prior to, during and 7 days after completion of work. • During freezing or near freezing weather, provide equipment and cover to maintain minimum 40 de- grees Fahrenheit to protect work completed or work in progress. • Suspend operations during high winds, rainy weather, or near freezing temperatures when work can- not be protected INSPECTIONS & ACCEPTANCE: Conform to IBC Sec. 1910.10.3 "Acceptance Criteria." Provide "Special Inspections" during construction and "Visual Examination" when work is complete. Conform to ACI 506.2 Sec. 1.9 "Acceptance." POST -TENSIONED CONCRETE REFERENCE STANDARDS: Conform to: (1) ACI 301-10 "Specifications for Structural Concrete, Sec. 9 "Prestressed Concrete." (2) PTI "Specification for Unbonded Single Strand Tendons", 2nd Edition (2000) (hereafter designated "PTI Specification"). SUBM ITTALS: Conform to ACI 301 Sec 3.1.1 "Subm ittals, Data, and Drawings." Subm it the following items for review: (1) Coordination Drawings: Submit drawings showing size and location of all slab penetrations, blockouts, conduit, embeds and other items which may affect tendon placement. (2) Shop Drawings. Submit shop drawings in accordance with ACI 301 Sec. 9.1.2.1 "Drawings." Include the following information: tendon support heights and chair sizes; location and profile of tendons throughout their length; size, location, details, materials and stress grade (where applicable) of ten- dons and accessories, including anchorages, stressing pockets, and couplers; jack clearances; jacking procedures; stressing sequence; initial tensioning forces, tendon elongation; details of reinforcing steel to prevent bursting and spalling; tendon trimming procedures and details or capping procedure; duct properties including size, material, thickness and support spacing. PT shop drawings shall be stamped b y a structural engineer registered in the State of Washington. (3) Stressing Records: Conform to PTI Specification Sec.1.5.7 "Stressing Records." Submit for review. The special inspector shall complete all stressing records. (4) Mill Test Reports: Conform to PTI Specification Sec. 1.5.1. Provide certified mill test reports for each coil or pack of strand. Contractor shall keep reports on file for duration of project. (5) Anchorages and Couplers: Conform to PTI Specification Sec. 1.5.2. Contractor to keep reports on file for the duration of the project. (6) Sheathing and P-T Coating: Conform to PTI Specification Sec. 1.5.3 and 1.5.4. Contractor to keep reports on file for the duration of the project. (7) Calculations: Submit calculations prepared by a SSE indicating the force provided, the specified pre- stressing losses, the final working stresses and the stressing sequence. The design shown in the drawings is based on a final effective force in each tendon of 26.8 kips. POST -TENSIONING MATERIALS FOR ENCAPSULATED SYSTEMS: The following materials shall be un- less noted otherwise on the drawings. (1) Strand: ASTM A416, Grade 270,'/" diameter, low relaxation type. Conform to PTI Specification Sec. 2.1 "Prestressing Steel." Strands shall originate from a PTI certified plant. (2) Sheathing: Conform to PTI Specification Sec. 2.3 "Sheathing," including section 2.3.5 "Aggressive En- vironments." (3) Anchorages & Couplers: Conform to PTI Specification. Sec. 2.2 "Anchorages and Couplers", including Sec. 2.2.6 "Anchorages and Couplers in Aggressive Environments." Provide grease caps for all an- chorages at all stressing ends. Tendon anchorages and couplings shall be designed to develop static and dynamic strength requirements of Section 2.2.1.1 and Section 2.2.1.2. Castings shall be nonpo- rous and free of sand, blow holes, voids, and other defects. Provision shall be made for plastic cap to fit tightly and seal barred end on stressing side of anchor. Bearing side of anchor casting shall have provision for plastic sleeve, which shall prevent moisture leaks into anchor casting or tendon sheath- ing. For wedge type anchorages, wedge grippers shall be designed to precluded premature failure of prestressing steel due to notch or pinching effects under static and dynamic test load conditions per Section 2.2.3, for low relaxation prestressing steel materials. Component parts from different manu- facturers shall not be used without substantiating test data. (4) Repair Tape: Conform to PTI Specification Section 3.2.5. (5) Anchor Cap: Grease caps and clear/translucent greased trumpets (or the zero void system by General Technologies Incorporated (GTI) or approved equivalent) at the P-T anchors shall be used to provide watertight connections between the P-T sheathing and anchors. (a) Stressing End: Plastic cap shall fit tightly, covering stressing end of barrel and wedges, and shall be fitted with sealing device. Cap shall allow minimum 1-'/4" protrusion of strand beyond wedges. (b) Intermediate Stressing Ends: Plastic cap similar to above shall be used with exception that cap shall be open to allow passage of strand with minimum 3/4" chimney extension of cap. (c) Coating Material: Wedge area and plastic cap shall be completely filled with same grease used along length of strand. (6) Sleeve and Grommet: A grease filled plastic sleeve shall be used on bearing side of anchor casting which will prevent moisture leaks into anchor casting or tendon sheathing. Plastic sleeve shall be mini- mum 10" long. A grommet shall be used at stressing ends, split grommet at intermediate stressing points, to prevent moisture leaks into anchor casting or tendon sheathing. HALLER ARCHITECTS LLC 12216 Corliss Avenue North Seattle, WA 98133 TEL 206.235.0935 email: boyerscottl @gmail.com O'DO SDE ONE POST STREET- SUITE 1050 SAN FRANCISCO, CALIFORNIA 94104 PHONE: (415) 638-8980 WEBSITE: www.dci-engineers.com CIVIL / STRUCTURAL ©Copyright 08/2016 D'Amato Conversano Inc. All Rights Reserved This document and the ideas and designs may not " reused, i, whole or 'n part, without written permission from D'I ma I, Conversano Inc. D"4m t, Conversano Inc d',,,I,,ims any r,,p,nsib'il'ity for 'its unauthorized use. PROJECT: Edmonds Mixed Use Building LOCATION: 201 Main Street Edmonds, WA 98020 PREPARED FOR: Edmonds 2020 LLC KEY MAP DATE REVISION 4/22/16 PERMIT SET �8/18/16 PERMIT SET REV 2 01/14/16 PERMIT REVISIONS �12/1/16 CONFORMED SET PROJECT DIRECTOR JB PROJECT MANAGER DL PROJECT ARCHITECT KA, J R PROJECT TEAM MEMBER CHECK ENGINEER SEA TIRE STRUCTURAL GENERAL NOTES PROJECT NO. 14081-0137 DATE FEBRUARY 22, 2017 PROJECT NETWORK PATH SHEET NUMBER S1001 SET CONFORMED SET CORROSION INHIBITING COATING: Conform to PTI Specification Sec. 2.4 "P-T Coating." OTHER MATERIALS: Conform to notes for CAST -IN -PLACE CONCRETE and CONCRETE REINFORCE- M ENT sections, except all adm ixtures shall be chloride free unless approved by the Engineer. PRE -CONSTRUCTION M EETING: the contractor shall arrange a pre -construction meeting. The contractor, structural engineer -of -record, subcontractors involved with the post -tensioning work, the Building Official and representatives of the special inspection agency shall attend this meeting. HANDLING, STORAGE, SHIPPING: Conform to PTI Specification Sec. 1.6.2 and 1.7. INSTALLATION REQUIREMENTS: Conform to PTI Specification Sec.3.2 "Tendon Installation." (1) DRAPES: Place tendons parabolic between supports and conform to controlling points shown on the drawings unless noted. Dimensions shown on drawings locate the e.g. of the tendon from the bottom of the slab or beam. Low points are at mid -span unless noted otherwise. (2) SUPPORTS: Tendons shall be firmly supported at intervals not to exceed 4 ft. to prevent displacement during placing of concrete. (3) TENDON BUNDLES: Twisting or entwining of individual strands within the bundle will not be permit- ted. (4) TOLERANCES: Vertical deviations in tendon location shall not exceed the following nor maximum cov- er deviations per ACI 117: a. ± 1/4" for member thickness less than 8" b. ± 3/8" for member dimensions from 8" to 24" c. ± 1/2" for member dimensions more than 24" SHEATHING REPAIR: Conform to PTI Specification Sec. 3.2.5 "Sheathing Inspection." (1) Restore tendon grease coating in damaged area and 2 inches beyond each end of damage. (2) Place piece of longitudinally split tubing around greased tendon. Split tubing overlap shall be on oppo- site side of sheathing tear. Length of split tubing shall extend past damaged area 3 inches at each end. Alternatively, use two pieces of overlapping slit sheathing. Align slits on opposite sides of tendon from each other. (3) Tape entire length of repaired area, spirally wrapping tape around repair to provide at least two layers of tape. Taping shall overlap repaired area by 3 inches at each end. Before taping, repair area shall be dry and free of grease. CONCRETE PLAC EM ENT: Conform to PTI Specification Sec. 3.3. TENDON STRESSING: Conform to PTI Specification Sec. 3.4 "Tendon Stressing." SCHEDULE: Stressing shall be performed within 96 hours of concrete placement unless approved by the SEQUENCE: Stress temperature tendons first, followed by uniformly distributed tendons, additional slab ten- dons, and then beam or banded tendons. Stress tendons in transfer beams with staged stressing sequence as specified per plan and details. SHORING: Shoring shall remain in place until tendons are stressed. Shoring at closure strips and pour strips shall remain in place until concrete placed in closure strip has attained design strength. RESHORING: When reshoring is required, reference "DESIGN BY OTHERS" above in these notes. CONCRETE STRENGTH: Compressive strength of field -cured specimens shall be not less than 3000 psi at time of stressing. STRESSING JACKS: Conform to PTI Specification Sec. 3.4.1.3 "Stressing Jacks" and Sec 3.4.2 "Jack Cali- bration." Provide calibration certificates with each jack. Contractor shall keep certificates on file for duration of project. ELONGATIONS: Conform to PTI Specification Sec. 3.4.3 "Elongation Measurements." Measured elonga- tions shall agree with calculated values within ±7%. Discrepancies exceeding 7% shall be resolved with the Engineer prior to cutting and capping the tendons in valved. TENDON FORCES: Forces during and after stressing shall meet the following criteria: Maximum Farce at Jack in g..............33.0 KIPS Maximum Force at Anchoring .......... 28.9 KIPS Minimum Final Effective Force ......... 26.8 KIPS TENDON FINISHING: Conform to PTI Specification Sec. 3.5 "Tendon Finishing." Finishing shall be complet- ed within 3 days of acceptance of stressing records. CUTTING APPROVAL: Excess strand shall not be cut without approval of the Engineer. Transmit complete stressing reports to ❑CI as soon as possible after stressing has been completed. ❑CI will promptly review and indicate whether or not cutting of tendons is acceptable. If all tendons are within tolerance, the contrac- tor may cut excess strand at their own risk before ❑CI approval is received. Basic elongation tolerance is ±7% from calculated. Out of tolerance tendons will be approved by the FOR on a case by case basis. CUTTING: Conform to PTI Specification Sec. 3.5.1 "General." Tendons may be cut by means of oxyacety- lene torch, abrasive wheel or hydraulic shears. When using oxyacetylene cutting d❑ not direct flame toward wedges. COATING & CAPPING: Where "encapsulated system" is noted on the drawings conform to PTI Specification Sec. 3.5.2 "Aggressive Environments." Install the grease -filled plastic caps as soon as possible. STRESSING POCKETS: Conform to PTI Spec. Sec. 3.5.3 "Stressing Pockets." (1) Preparation: Clean the inside surfaces of the pocket to remove laitance and grease. Coat inside sur- faces with a resin bonding agent after cleaning at the contractor's discretion. (2) Filling: Fill pockets with non-metallic non -shrink grout. Grout shall not contain chlorides or other chemi- cals deleterious to the prestressing steel. EMBEDS AND FASTENERS: Embeds and inserts for support of all non-structural elements, mechanical and ❑they equipment shall be cast into the slab. ❑rilled or powder -driven fasteners will not be permitted except as noted below. Immediately before concrete is placed, the position of tendons shall be marked on the forms with a material which leaves a physical impression on the underside of the slab. Congested areas shall be entirely marked off. Contractor's proposed method of marking tendons shall be subm itted and reviewed by the SER and ar- chitect before starting construction. Note: there may be areas where marking of the slab is not allowed for architectural and or concrete cover reasons. Drilled -in concrete anchors and powder -driven fasteners shall be placed a minimum distance equal to the slab thickness away from marked tendon locations. No anchors or fasteners shall be placed within a dis- tance of five times the slab thickness from the face of any column. Exception: Powder -driven fasteners with 5/8 inch maximum REINFORCED UNIT MASONRY REFERENCE STANDARDS: Conform to: 1) IBC Chapter 21 "Masonry." 2) ACI 530-11/ASCE 5-11/TMS 402-11 "Building Code Requirements for Masonry Structures." Herein referenced as MSJC. 3) ACI 530.1-11/ASCE 6-11/TMS 602-11 "Specification for Masonry Structures." Herein referenced as MSJC.1. 4) ACI SP-66 "ACI Detailing Manual" including ACI 315 "Details and Detailing of Concrete Reinforce- ment." 5) ANSI/AWS ❑1.4 "Structural Welding Code - Reinforcing Steel." SUBMITTALS: Conform to MSJC.1 Section 1.2. Submit shop drawings for review including: 1) Masonry reinforcement, size, layout, and grade in accordance with plans. 2) Material certificates for all Steel Reinforcing, Anchors, Ties and Metal Accessories certifying compli- ance with required strength, grade and ASTM standards. 3) Mix Designs for each Grout Mix indicating type and proportions of ingredients in compliance of Pro- portion Specification. 4) Location of expansion and control joints. 5) Product Information, ICC ESR Reports and Material Certifications certifying compliance for all nan- pre-approved Post -Installed Anchors. 6) Hot and/or Cold weather construction procedures. 7) High Grout Lift procedures. STRENGTH: The assumed compressive strength of the masonry assemblage, fI is 1500 psi based on IBC Section 2105.2.2.1.2 for concrete masonry and 2000 psi based on IBC Section 2105.2.2.1.1 for clay mason- ry. MATERIALS: 1) Concrete Masonry Units: Conform to ASTM C 90, Typed (moisture controlled), medium weight (approx. 115 PCF) units. Provide 1900 psi compressive strength to achieve masonry assembly strength indicated above under STRENGTH. 2) Split -Face Concrete Masonry Units: Conform to ASTM C 90, Typed (moisture controlled), medium weight (apprax 115 PCF) units. Provide 1900 psi compressive strength to achieve masonry assem- bly strength indicated above under STRENGTH. Units shall contain recommended amount of addi- tive "Dry -Block" or equivalent. 3) Mortar: Conform to ASTM C270, Type S, and IBC Section 2103.9 "Mortar." 4) Grout: Conform to ASTIM C476 and IBC Section 2103.13 Proportion Specifications. Use fine grout except coarse grout may be used where permitted by MSJC Table 1.19.1. 5) Reinforcing Bars: Conform to ASTM All Grade 60 deformed bars and IBC Section 2103.14 un- less noted otherwise. Lap Splices shall be as noted on plans. Fabrication shall be in accordance with MSJC.1 Section 2.7. 6) Joint Reinforcement: Conform to ASTM A951 and IBC Section 2103.14. 7) Anchors, Ties and Accessories: Conform to IBC Section 2103.14 and MSJC.1 Section 2AD. 8) Water: Shall be clean and potable. 9) Admixtures: Admixtures shall not be used unless approved by SER. 10) Post -Installed Anchors in MASONRY: Reference the POST- INSTALLED ANCHORS section for ap- plicable Post -Installed Anchors to Masonry. 11) Second -Hand Units: Shall nat be used unless approved by SER. QUALITY ASSURANCE(fI500 psi]: Conform to IBC Section 2105 "Quality Assurance". 1) Masonry Units: A letter of certification from the manufacturer of the units shall be provided to the SER prior to the delivery of the units to the jobsite to ensure the units comply with the compressive strength specified above and ASTM C 90. 2) Mortar: No mortar testing is required 3) Grout: A letter of certification from the supplier of the grout shall be provided to the SER prior to de- livery of the grout to the jobsite to ensure that the grout complies with ASTM C 476. DELIVERY, STORAGE AN HANDLING: Del livery, storage and handling of materials used for masonry con- struction shall be per MSJC.1, Section 1.7. SPECIAL INSPECTION: Special Inspections shall be performed per the "TESTS AND INSPECTIONS" sec- tion of the STRUCTURAL GENERAL NOTES. ANCHORS, TIES AND CONNECTORS: Masonry anchors, ties and connectors shall be as specified on structural drawings. Consult architectural drawings for masonry anchor ties not included on the structural drawings. EMBEDDED ITEMS: Embedded Items and Accessories shall be in accordance with MSJC Section 1.15 and installed in accordance with MSJC.1 Section 3.3D. Position and Secure in place expansion joint material, anchors and other structural and non-structural embedded items before placing grout. Contractor shall refer to structural, architectural, mechanical, electrical, plumbing, etc. and coordinate all embedded items. POST -INSTALLED ANCHORS to MASONRY: Anchor location, type, diameter and embedment shall be as indicated on drawings. Reference the POST INSTALLED ANCHORS section for applicable Post -Installed Anchor Adhesives. Anchors shall be installed and inspected in strict accordance with the applicable ICC- Evaluation Service Report (ESR). Special inspection shall be per the TESTS and INSPECTIONS section. MASONRY REINFORCING STEEL: Masonry reinforcing shall be as noted on plans and shall be securely placed in accordance with IBC Sections 2104.1.1, 2106, 2107, and MSJC Section 1.16. Unless otherwise noted on the plans, the minimum wall reinforcement shall be as follows: TABLE of MINIMUM REINFORCING Wall Thickness Vertical Bars Running Bond Horizontal Bars Stack Band Hor- izontal Bars 4" #4 @ 16" OC #4 @ 32" OC #4 @ 32"OC 6" #5 @ 24" OC #5 @ 32" OC #6 @ 40"OC 8" #5 @ 24" OC (2) #4 @ 48" OC (2) #5 @ 48"OC 12" #6 @ 32" OC (2) #5 @ 48"OC (2) #6 @ 48"OC Bond beams with horizontal bar or bars shall be provided at 48 inches on center and at all floor and roof lines and at the top of the wall. Provide a bond beam with horizontal bar or bars over all openings, and ex- tend these bars 2'-0" past the opening at each side. Provide a bar or bars vertically for the full height of the wall at each side of openings, wall ends and intersections. Dowels to masonry walls shall be embedded a minimum of V-6" or hooked into the supporting structure and be of the same size and spacing as wall rein- forcing. Reinforcing steel shall be as specified under "MATERIALS" Section. Provide corner bars to match the horizontal wall reinforcing at wall intersections. All bars shall be lapped a minimum 48 diameters or V-6" minimum unless noted on the plans. LINTELS: Reinforced masonry lintels to be installed over all openings unless otherwise indicated on draw- ings. ❑❑ not splice reinforcing bars within lintels and maintain 8 inch bearing minimum on each side. Unless otherwise noted on the plans, the minimum reinforcement for lintels in 8" masonry shall be as follows: (1) Openings up to 42 inches wide: (2) #4 at bottom web of 8 inch deep lintel. (2) Openings 42 to 78 inches wide: (2) #4 at bottom web of 16 inch deep lintel. (3) Openings over 78 inches wide: Reinforce per drawings CONSTRUCTION: Masonry shall be constructed in accordance with IBC Section 2104 "Construction", and MSJC.1 Part 3 "Execution." COLD AND HOT WEATHER CONSTRUCTION: Cold and hot weather construction shall be in accordance with IBC Section 2104.3 and 2104.4. BLOCK PATTERN: Use running bond unless noted. For stack band, follow criteria in MSJC Section 1.11. GROUTED CELLS: Fill all cells with grout unless noted otherwise on plans. Minimum grouting spaces and construction shall be in accordance with MSJC Section 1.16 and MSJC.1 Section3.5. GROUT POUR HEIGHT: Grout Pour Height shall nat exceed height specified in MSJC.1 Section 3.5C. • Masonry blocks shall be adequately braced to withstand fluid pressures of Grout Pour, see tempo- rary bracing. GROUT LIFTS: Unless otherwise noted, Grout Lifts and pour height shall not exceed 5ft 4in. Grout Lifts shall not exceed spacing of intermediate reinforced bond beams. Grout Lifts exceeding 5ft 4in shall be approved by SER. REINFORCING COVER AND CLEARANCE REQUIREMENTS: Unless otherwise noted: Clear distance between parallel bars (and between adjacent pairs of lap spliced bars) shall be equal to the bar adjacent bar diameter (for bars greater than #8), and not less than: 1) 1" at 8" and smaller block, 2) 2" at 10" block 3) 3" at 12" block. Clearance (clear space) between the black and the reinforcing shall be: 1) '/4" at fine grout 2) 1/2" at course grout. Masonry Cover (including grout and block wall) at masonry face exposed to earth a weather shall be: 1) 1 1/2" minimum 2) 2" for bars #6 and larger. CONTROL AND EXPANSION JOINTS: Reference Drawings for typical details of Masonry Control and Ex- pansion Joints. Location of control and expansion joints shall be approved by SER. Unless otherwise indi- cated on drawings, install control and expansion joints at the fallowing: 0) Continuous Walls: Vertical joints at the lesser of 1.5 times the wall height or 25 feet on center maxi- mum. (2) Corners and Intersecting Walls: First vertical joint from the corner at lesser of 1.25 times the wall height or 16 feet. (3) Abrupt changes in wall height and wall thickness, such as adjacent to columns or pilasters, TEMPORARY BRACING: Contractor is responsible for all temporary bracing of masonry during construction. Reference "CONTRACTOR RESPONSIBILITIES" section for further information and requirements. BRICK VENEER REFERENCE STANDARDS: Conform to: 1) IBC Chapter 14 "Exterior Walls." 2) TM 402-11/ACI 530-11/ASCE 5-11 "Building Code Requirements for Masonry Structures.", Chap- ter 6 "Veneer" Herein referenced as MSJC. 3) TM 602-11/ACI 530.1-11/ASCE 6-11 "Specification for Masonry Structures." Herein referenced as MSJCA. SUBMITTALS: Submit product specific information on anchor size, type and capacities with corresponding ICC-ESR reports regarding wire ties, sheet metal connector pieces, screws, and expansion anchors to the Architect/Engineer for review. MATERIALS: 1) BRICK VENEER: Conform to ASTM C216 "Standard Specification for Facing Brick (Solid Masonry Units Made from Clay or Shale)", Grade MW. 2) Mortar: Conform to ASTM C270, Type S, and IBC Section 2103.9 "Mortar." 3) JOINT REINFORCING: Conforms to ASTM A951 "Standard Specification for Steel Wire for Mason- ry Joint Reinforcement". All joint reinforcing shall be hot dip galvanized. 4) ANCHORS: Anchor ties shall be the Hohmann & Barnard seismic anchors. Anchor ties shall be ad- justable two-piece an chars made of 14 gage or 12 gage galvanized metal and/or W2.8 (3/16" diame- ter) galvanized wire that shall be engineered to attach: • to the face of Masonry a concrete with a'/4" expansion bolt or screw anchor for concrete or ma- sonry embedded 2" minimum into the concrete a masonry. • to steel stud with two #12 (0.209" diameter) screws per anchor. • to wood stud with two #9 (0.177" diameter) screws per anchor embedded at least 1 '/4" into the wood stud. • or at channel slot anchor assemblies with a 305 Dovetail Anchor Slot embedded in the concrete and a 303 SV Seismic Notch Dovetail Anchor. All parts of the veneer anchorage system shall be fabricated of similar metals with similar coatings to reduce the possibility of galvanic corrosion ❑ccurring. Brick veneer in Seismic Design Category A, B, and C and all brick veneer not laid in a running bond pattern shall have continuous joint reinforcing of W1.7 (0.148" diameter) wires at a maximum vertical spacing of 20"oc. Lap wires 10" at spl ices. Brick veneer in Seismic Design Category ❑, E and F and all brick veneer not laid in a running bond pattern shall have continuous joint reinforcing of W1.7 (0.148" diameter) wires at a maximum vertical spacing of 16"oc. Lap wires 10" at spl ices. Pintle an chars shall have at least two pintle legs of wire size W2.8 (3/16" diameter) each and shall have an offset not exceeding 1/2" from the horizontal plane of the plate anchored to the structure. Anchors in Seismic Design Category D, E and F shall have a positive mechanical connection to the con tinu- ❑us wire joint re in fore ing in the veneer. Both wire and sheet -metal anchors shall extend into the veneer a minimum of 1'/2" and shall have a minimum of 5/8" mortar cover on the outside face. All anchors shall adjust 1-'/4" up or down to allow for different course heights and shall allow at least 1/2" hori- zontal in -plane and 1/4" vertical in -plane movement to accommodate expansion, contraction, shrinkage and other movement.. Coordinate expansion joint locations with the architect prior to erection. Typically expansion joints should be installed at 24" from comers on one side of the corner, at intersecting walls, at changes in wall height, at changes in wall CONSTRUCTION OVER STUDS: When applied over wood or metal stud construction, the studs shall be spaced a maximum of 16 inches on centers and approved paper shall first be applied over the sheathing or wires between studs except as otherwise provided in IBC Section 1402-1405. An air space of at least 1-2 inch should be maintained between the backing and the veneer. The air space must be kept free and clear of debris and mortar droppings. BRICK PANELS: The panel manufacturer is responsible for the design of the panels and their connection to the primary structure. Edge beams have been designed for vertical load only. The panel manufacturer shall provide braces and ties to account for load eccentricities and lateral forces. The maximum vertical load and location of the bearing points is noted on the drawings. Brick panel shop drawings shall indicate the magni- tude and location of all loads imposed onto the primary structure. The panel manufacturer engineer shall be responsible for verifying that panel bracing or ties are attached to the primary structure in such a manner that their forces d❑ not cause any distress to the primary structure. Where necessary, additional structural ele- ments shall be provided by the panel manufacturer to safely distribute the loads to the anchors. II91301Z1.1r_144=1III Hill[a]:-Yi1►11(OX0191kiD 7=111I=F_1►IIIkhl_l.-191ZI;VAi' REFERENCE STANDARDS: Conform to: 1) IBC Chapter 19 "Concrete" 2) ACI 318-11 "Building Code Requirements for Structural Concrete" 3) IBC Chapter 21 "Masonry" 4) ACI 530-11/ASCE 5-11/TMS402-11 "Building Code Requirements for Masonry Structures" POST -INSTALLED ANCHORS: Install only where specifically shown in the details or allowed by SER. All post -Installed anchors types and locations shall be approved by the SER and shall have a current ICC- Evaluation Service Report that provides relevant design values necessary to validate the available strength exceeds the required strength. Subm it current manufacturer's data and ICC ESR report to SER for approval regardless of whether or not it is a pre -approved anchor. Anchors shall be installed in strict accordance to ICC-ESR and manufacturer's instructions. No reinforcing bars shall be damaged during installation of post - installed anchors. Special inspection shall be per the TESTS and INSPECTIONS section. Anchor type, di- ameter and embedment shall be as indicated on drawings. 1. ADHESIVE ANCHORS: The fallowing Adhesive -type anchoring systems have been used in the design and shall be used for anchorage to CONCRETE and MASONRY, as applicable and in accordance with corresponding current ICC ESR report. Drilled -in anchor embedment lengths shall be as shown on drawings, or nat less than 7 times the anchor nom inal diameter (7D). a. HILTI "HIT-HY 200 SAFESET" - ICC ESR-3187 for anchorage to CONCRETE with em- bedment depth less than or equal to 20 bar dlam eters b. HILTI "HIT -RE 500 SD"- ICC ESR-2322 for anchorage to CONCRETE with any embed- ment depth c. HILTI "HIT-HY 70" - ICC ESR-2682 - for anchorage to MASONRY Only 2. EXPANSION ANCHORS: The following Expansion type anchors are pre -approved for anchor- age to CONCRETE a MASONRY in accordance with corresponding current ICC ESR report: a. HILTI "KWIK BOLT TZ"- ICC ESR-1917 for CONCRETE Only b. SIM.PSON "STRONG -BOLT 2"- ICC ESR-3037 for CONCRETE Only c. POWERS "POWER -STUD + SD1" - ICC ESR-2818 for CONCRETE Only and ICC ESR -2966 for MASONRY Only d. HILTI "KWIK BOLT 3- ICC ESR-1385 for anchorage to MASONRY Only e. SIM PSON "WEDGE -ALL"- ICC ESR-1396 for anchorage to MASONRY Only 3. SCREW ANCHORS: The following Screw type anchor is pre -approved for anchorage to CON- CRETE or MASONRY in accordance with corresponding current ICC ESR report: a. SIMPSON "TITEN HD" - ICC ESR-2713 for CONCRETE Only and ICC ESR-1056 for MASONRY Only b. POWERS "WEDGE -BOLT +" - ICC ESR-2526 for CONCRETE Only and ICC ESR- 1678 for MASONRY Only c. HILTI "KWIK HUS-EZ" - ICC ESR-3027 for anchorage to CONCRETE Only and ICC ESR-3056 for MASONRY Only STRUCTURAL STEEL REFERENCE STANDARDS: Conform to: 1) IBC Chapter 22- "Steel" 2) ANSI/RISC 303-10 - "Code of Standard Practice for Steel Buildings & Bridges" 3) AISC - "Manual of Steel Construction", Fourteenth Edition (2010) 4) ANSI/AISC 360-10 - "Specification for Structural Steel Buildings" 5) AWS D1.1:2010 - "Structural Welding Code - Steel" 6) 2009 RCSC - "Specification for Structural Joints using High -Strength Bolts" SUBMITTALS: Submit the following documents to the SER for review: (1) SHOP DRAWINGS complying with AISC 360 Sections M1 and N3 and AISC 303 Section 4. (2) ERECTION DRAWINGS complying AISC 360 Sections M1and N3 and AISC 303 Section 4. Make copies of the following documents "Available upon Request" to the SER or Owner's Inspection Agency in electronic or printed farm prior to fabrication per AISC 360 Section N3.2 requirements: (1) Fabricators written Quality Control Manual that includes, as a minimum: a. Material Control Procedures b. Inspection Procedures c. Non-conformance Procedures (2) Steel & Anchor Rod suppliers' Material Test Reports (MTR's) indicating the compliance with specifi- cations. (3) Fastener manufacturers Certification documenting conformance with the specification. (4) Filler metal manufacturer's product data for SMAW, FCAW and GMAW indicating: a. Product specification compliance b. Recommended welding parameters C. Recommended storage and exposure requirements including baking Cl. Limitations of use (5) Welded Headed (Shear) Stud Anchors Manufacturer's certification indicating the meet specifications. (6) Weld Procedure Specifications (VIfPS s) for shop and field welding. (7) Manufacturer's Certificates of Conformance for electrodes, fluxes and gases (welding consumables). (8) Procedure Qualification Records (PQR's) for WPS's that are nat prequalified in accordance with AWS. (9) Welding personnel Performance Qualification Records (WPQR) and continuity records conforming to AWS standards and WABO standards as applicable far Washington State projects. MATERIALS: Structural steel materials shall conform to materials and requirements listed in AISC 360 section A3 includ- ing, but not limited to: Wide Flange (W), Tee (WT) Shapes...................ASTM A992 Fy = 50 ksi Channel (C) & Angle (L) Shapes .........................ASTM A36, Fy = 36 ksi Structural Plate (PL)...........................................ASTM A36, Fy = 36 ksi Hollow Structural Section - Square/Rect (HSS)..ASTM A500, Grade B Fy = 46 ksi Structural Pipe, (PIPE) 12" dia. and less.............ASTM A53, Grade B Fy = 35 ksi Heavy Hex Nuts.................................................ASTM A563, Grade and Finish per RCSC Table 2.1 Washers (Hardened Flat or Beveled)..................ASTM F436, Grade and Finish per RCSC Table 2.1 Anchor Rods (Anchor Bolts, typical)....................ASTM F1554, Gr. 36 Anchor Rods (High Strength)..............................ASTM F1554, Gr. 55 (weldable) per Supplement S1 Mild Threaded Rods ..........................................ASTM A36, Fy = 36 ksi Welded Headed (shear) Stud Anchors................ASTM A108 - Nelson/TRW S3L Welded Headed Stud (WHS) Anchors ................ASTM A108 - Nelson/TRW H 4 L Dowel Bar Anchors (DBA) .................................ASTM A496 - Nelson/TRW D2L, Fy = 70 ksi STRUCTURAL JOINTS USING HIGH -STRENGTH BOLTS: 1) ASTM A325-N bolts - "threads NOT excluded in the shear plane". 2) High -strength bolted joints have been designed as "BEARING" connections. 3) Provide ASTM Bolt Grade and Type as specified in the Materials section above. 4) Provide Washers over outer ply of slotted holes and oversize holes per RCSC Table 6.1. 5) Provide Nut and Washer grades, types and finishes conform in to RCSC specification Table 2.1. 6) Provide fastener assemblies from a single supplier. 7) Joint Types shall be: ST - "Snug Tight", for typical beam end "shear" connections, unless noted oth- erwise. 8) Install bolts in joints in accordance with the RCSC Specification Section 8 and Table 4.1. 9) Inspection is per RCSC Section 9. HALLER ARCHITECTS LLC 12216 Corliss Avenue North Seattle, WA 98133 TEL 206.235.0935 email: boyerscottl @gmail.com EDO SDE ONE POST STREET. SUITE 1050 SAN FRANCISCO, CALIFORNIA 94104 PHONE: (415) 638-8980 WEBSITE: www.dci-engineers.com CIVIL /STRUCTURAL ©Copyright 08/2016 D'Amato Conversano Inc. All Rights Reserved This documenC and the Ideas vnd designs may not be reused. In whole or 11 pert, wtheut wduen pern,�ssron rrem o'nmaI. cen�ersane me. D'Am.to Co versa Inc. d'isda,i any responsh,,Iny for 'its unauthorized - PROJECT: Edmonds Mixed Use Building LOCATION: 201 Main Street Edmonds, WA 98020 PREPARED FOR: Edmonds 2020 LLC KEY MAP DATE REVISION 4/22/16 PERMIT SET �8/18/16 PERMIT SET REV 2 �11/14/16 PERMIT REVISIONS �12/1/16 CONFORMED SET PROJECT DIRECTOR JB PROJECT MANAGER DL PROJECT ARCHITECT KA, J R PROJECT TEAM MEMBER CHECK ENGINEER SEA ��'EYa BSI 69 2o TITHE STRUCTURAL GENERAL NOTES PROJECT NO. 14081-0137 DATE FEBRUARY 22, 2017 PROJECT NETWORK PATH SHEET NUMBER Slm02 SET CONFORMED SET ANCHORAGE to CONCRETE: 1) EMBEDDED STEEL PLATES for Anchorage to Concrete: Plates (PL) embedded in concrete with studs (WHS) or dowel bar anchors (DBA) shall be of the sizes and lengths as indicated on the plans with minimum 1/2" dia. WHS x 6" long but provide not less than 3/4" interior cover or 1 1/2" exterior cover to the opposite face of concrete, unless noted otherwise. 2) COLUMN ANCHOR RODS and BASE PLATES: All columns (vertical member assemblies weighing over 300 pounds) shall be provided with a minimum of four s/4" diameter anchor rods. Column base plates shall be at least3/4" thick, unless noted otherwise. Cast -in -place anchor rods shall be provided unless otherwise approved by the Engineer. Unless noted otherwise, embedment of cast -in -place anchor rods shall be 12 times the anchor diameter (12D). FABRICATION: 1) Conform to AISC 360 Section M2 "Fabrication" and AISC 303 Section 6 "Shop Fabrication". 2) Quality Control (QC) shall conform to: a. AISC 360 Chapter N "Quality Control and Quality Assurance" and b. AISC 303 Section 8 "Quality Control". c. Fabricator and Erector shall establish and maintain written Quality Control (QC) procedures per AISC 360 section N3. d. Fabricator shall perform self -inspections per AISC 360 section N5 to ensure that their work is performed in accordance with Code of Standard Practice, the AISC Specification, Con- tract Documents and the Applicable Building Code. e. QC inspections may be coordinated with Quality Assurance inspections per Section N5.3 where fabricators QA procedures provide the necessary basis for material control, inspec- tion, and control of the workmanship expected by the Special Inspector. WELDING: 1) Welding shall conform to AWS ❑1.1 with Prequalified Welding Processes except as modified by AISC 360 section J2. Welders shall be qualified in accordance with AWS ❑1.1 and WABO require m ents. 2) Use 70ksi strength, low -hydrogen type electrodes (E7018) or E71T as appropriate for the process selected. 3) Welding of high strength anchor rods is prohibited unless approved by Engineer. 4) Welding of headed stud anchors shall be in accordance with AWS ❑1.1 Chapter 7 "Stud Welding". ERECTION: 1) Conform to AISC 360 Section M4 "Erection" and AISC 303 Section 7 "Erection". 2) Conform to AISC 360 Chapter N "Quality Control and Qual ity Assu rance" and AISC 303 Section 8. a. The Erector shall maintain detailed erection quality control procedures that ensure that the work is performed in accordance with these requirements and the Contract Documents. 3) Steel work shall be carried up true and plumb within the limits defined in AISC 303 Section 7.13. 4) High strength bolting shall comply with the RCSC requirements including RCSC Section 7.2 "Required Testing", as applicable and AISC 360 Chapter J, Section M2.5 and Section N5.6. 5) Welding of HEADED STUD ANCHORS shall be in accordance with AWS ❑1.1 Chapter 7 "Stud Welding. 6) The contractor shall provide temporary bracing and safety protection required by AISC 360 Section M4.2 and AISC 303 Section 7.10 and 7.11. PROTECTIVE COATING REQUIREMENTS: 1) SHOP PAINTING: Conform to AISC 360 Section M3 and AISC 303 Section 6.5 unless otherwise specified by the project specifications. 2) Steel need not be primed or painted unless noted otherwise on the drawings or in the project specifi- cations. Conform to AISC 360 Section M3 and AISC 303 Section 6.5 unless a multi -coat system is required per the project specifications. METAL ROOF AND FLOOR DECK REFERENCE STANDARDS: Conform to: 1) ICC Report ESR-1735P reissued January 1, 2013 2) AISI NAS - "American Iron and Steel Institute North American Specifications" or ASCE 8-02 - "Specification for the Design of Cold -Formed Stainless Steel Structural Members" 3) NASPEC 2007 — "North American Specification for the Design of Cold -Formed Steel Structural Members" 4) AISI - "Specification for the Design of Cold -Formed Steel Structural Members", 5) AWS D1.3 - "Structural Welding Code - Sheet Steel" SUBMITTALS: Submit shop drawings to the Arch itectlEngineer for review. Shop drawings shall include ma- terial type, design loads, diaphragm capacities, span layout by SSE, deck attachments, metal deck edge form design & calculations, and shoring requirements. All openings shall be indicated. Any alternate deck types and gages shall be subm itted to the Architect/Engineer for review prior to fabrication and shall include a valid ICC evaluation report, calculations & shop drawings (component design drawings) stamped by the SSE. MATERIAL: ASTM A653 — SS Designation, Grade 33. Zinc coated per A653, G60. Minimum yield strength shall be 38 ksi. TYPE: Deck shall be "Verco" type as shown on the structural drawings based on 3-span, unshored condition. Shoring is required for conditions other than 3-span. To eliminate shoring, the contractor may choose to use a heavier gage deck with approval by the SER. DIAPHRAGM CAPACITY: Deck and attachments shall be capable of resisting the diaphragm shears where indicated on the drawings. Submit ICC Evaluation Report as proof of compliance. INSTALLATION: Install deck in accordance with supplier's instructions and shop drawings. Attachments shall resist the uplift forces and the diaphragm shear forces shown on the drawings. Welding shall conform to AWS ❑1.3. Welders shall have current WABO Light Gage Certification. Minimum end lap shall be 2" cen- tered over supports. Minimum bearing shall be 2." OPENINGS: Deck open ings less than 6" do not require reinforcement. For larger ❑penings, refer to typical details. ACCESSORIES: Deck manufacturer shall furnish shoring plans, closure plates, ridge and valley plates, cant strips, sump pans, flashing and all other light gage steel material required to complete the work. CONCRETE FILL: Conform to notes this sheet for CAST -IN -PLACE CONCRETE and CONCRETE REIN- FORCEMENT. Provide minimum 3000 psi concrete and WWF 6x6-W1.4xW1.4 unless noted otherwise. Splice welded plain wire reinforcement perACI 318 Section 12.19 or 12" minimum. DECK FASTENING: Minimum deck fastening shall be as follows, unless noted otherwise on the drawings: • 112" diameter puddle welds each rib at transverse and perimeter supports, • 1/2" diameter puddle welds at 6" OC at longitudinal supports, • Side lap connections necessary to develop the shear loading indicated on the diaphragm schedule, but not less than 600 PLF STEEL STAIRS REFERENCE STANDARDS: Conform to: 1) IBC Chapter 10 — "Means of Egress", IBC Table 1607.1 2) NAAMM — "Metals Stairs Manual" 3) ANSI/AISC 360-10 — "Specification for Structural Steel Buildings" 4) AISI 2007— "North American Specification for the Design of Cold -Formed Steel Structural Members" 5) AWS D1.1-10 "Structural Welding Code - Steel", 6) AWS D1.3-08 "Structural Welding Code - Sheet Steel." SUBMITTALS: Steel stairs are to be prepared by a SSE. Reference DEFINITIONS and DEFERRED SUB- MITTALS above. Submit structural calculations and shop drawings (component design drawings) stamped by a professional Structural Engineer registered in the state of Washington. MATERIALS: TABLE of SHEATHING - Use, Minimum Thickness and Minimum APA Rating Structural WF Shapes........................................ASTM A992-GR50 Steel Channels, Angles, Plates & Bar ................. ASTM A36 ............................... Sheet Steel (Galvanized) ....ASTM A446 Location Thickness Span Rating Plywood Grade Exposure Steel Pipe Rail ................................................... ASTM A53, Grade B Roof 15132" 32/16 C-D 1 Steel Tubing .......................................................ASTM A500, Grade B Steel Rod........................................................... ASTM A36 or A307 Floor 23132" T&G 24 OC STURD-I-FLOOR 1 Steel Deck ......................................................... 1-1/2" Composite Floor Deck Walls 15132" 32/16 C-D 1 Bolts.................................................................. ASTM A325N, Welds, Structural Steel ....................................... AWS ❑1.1 . Welds, Sheet Steel ................................ ........ ....AWS ❑1.3 Unless noted otherwise on drawings, install roof and floor panels with long dimension across supports Welded Headed Studs(WHS)............................ ASTM A108, AWS D1.1 and with panel continuous over two or more spans. End joints shall occur over supports. Headed Concrete Anchors (HCA)....................... ASTM A108, AWS D1.1 . Timber Connectors: Shall be "Strong Tie" by Simpson Company as specified in their latest catalog. STRUCTURAL REQUIREMENTS: Alternate connectors by other manufacturers may be substituted provided they have current ICC ap- proval for equivalent or greater load capacities and are reviewed and approved by the SER prior to (1) Scope: Include treads, risers, stringers, landings, railings and all connections including connections to ordering. Connectors shall be installed per the manufacturer's instructions. Where connector straps the primary structure unless noted otherwise. All inserts required for attachment to the primary struc- connect two members, place one-half of the nails or bolts in each member. Where straps are used as ture shall be designed and provided by the stair supplier. hold downs, nail straps to wood framing just prior to drywall application, as late as possible in the from ing process to allow the wood to shrink and the building to settle. Premature nailing of the strap may (2) Loads: Stair treads shall be designed for 100 PSF live load or a 300 lb. concentrated load placed to lead to strap buckling and potential finish damage. produce maximum stress, whichever controls. Stringers and landings shall be designed for 100 PSF Where connectors are in exposed exterior applications in contact with preservative treated wood (PT) live load. Live load deflection shall not exceed 1/360 of the span. The stair assembly and attachment other than CCA, connectors shall be either batch hot -dipped galvanized (HDG), mechanically galva to the main structure shall be designed for lateral loads per IBC Chapter 16. nized (ASTM B695, Class 55 minimum) stainless steel, or provided with 1.85 ozlsf of zinc galvanizing equal to or better than Simpson ZMAX finish. (3) Railings: The completed handrail, guardrail, and supporting structure and their connections shall be Nail straps to wood framing as late as possible in the framing process to allow the woad to shrink and designed to resist loads as specified in IBC Section 1607.8. the building to settle. Premature nailing of the strap may lead to strap buckling and potential finish ARCHITECTURAL REQUIREMENTS: Conform to shape and configuration shown on the architectural draw- damage. ings. Consult the project specifications for additional information. All steel shall be painted gray, per project . Fasteners (nails, bolts, screws, etc) attaching timber connectors (joist hangers, post caps and bases, specifications with one coat of standard shop primer unless noted otherwise on the drawings or in the speci- fications. etc) to PT wood shall have similar corrosion resistance properties (matching protective treatments) as the protected connector. Fasteners (nails, bolts, screws, etc) attaching sawn timber members or CONCRETE FILL: Conform to notes, this sheet for CAST -IN -PLACE CONCRETE and CONCRETE REIN- sheathing (shear walls) to PT wood be corrosion resistant; nails and lag bolts shall be either HDG FORCMENT. Provide minimum 3000 psi concrete and WWF 6x6-W1.4xW1.4 or Fibermesh unless noted on (ASTM Al53) or stainless steel. Verify the suitability of the fastener protection/coating with the wood the drawings. treatm en t chem ical manufacturerlsupplier. WOOD FRAMING Provide washers under the heads and nuts of all bolts and lag screws bearing on wood. • Lag Bolts/Bolts: Conform to ASTM A307 and IBC Section 2304.9. REFERENCE STANDARDS: Conform to: (1) IBC Chapter 23 "WOOD" . Engineered Wood Products (TrusJoist): The following materials are based on lumber manufactured by (2) NDS - "2012 National Des ign Specification (NDS) for Wood Construction" TrusJoist and were used for the design as shown on the plans. Alternate products by other manufac- (3) AN S I/A F& PA — S D PWA-08: Special Des ign Provisions for Wind and Seismic turers may be substituted provided they have current ICC approval for equivalent or greater load and (4) APA PDS-04 Plywood Design Specification stiffness properties and are reviewed and approved by the Structural Engineer. (5) ANSI/TPI 1-2007 "National Design Standard for Metal -Plate -Connected Wood Truss Construction" (6) BCSI "Guide to Good Practice for Handling, Installing & Bracing of Metal Plated Connected Wood a. Laminated Veneer Lumber (LVL): Conform to ICC ES Report No. ESR-1387 or CCMC Report Trusses" No. 08675—R. (7) TPI DSB "Recommended Design Specification for Temporary Bracing of Metal Plate Connected Wood b. Parallel Strand Lumber (PSL): Conform to ICC ES Report No. ESR-1387 ❑r CCMC Report No. Trusses" (8) APA Report TT-045B "Minimum Nail Penetration for Wood Structural Panel Connections Subject to 11161—R. Lateral Loads" c. Laminated Strand Lumber (LSL]: Conform to ICC ES Report No. ESR-1387 or CCMC Report No. 12627—R. SUBMITTALS: Submit shop drawings to the Architect/Engineer for review. Shop drawings shall include member size, spacing, camber, material type, grade, shop and field assembly details and connections, types d. Tapered and Parallel Chord I -JOISTS: Conform to ICC Report No. ESR-1153. and location of bolts and other fasteners. Supply shop drawings for the following: (1) Glued laminated members TABLE of ENGINEERED WOOD Requirements (2) PSL members (3) LVL members Type Use Widths E[tos) Fb Fv Fcll (4) LSL members PSI PSI PSI " I (5) Parallel Wood I Joists (Solid web -wood joists) (6) Panelized wood walls & connection details LSL Rimboard Rim board or Stair 1 '/z" 1.3E 1,700 400 1,400 (7) Wood Tie -Down Systems Stringer DEFERRED SUBMITTALS: Submit product data and proof of ICC approval for framing members and fasten- Timberstrand LSL Header, Beam or Col- 3 1/2" 1.3E 1,700 400 1,400 umn < 9"depth ers that have been designed by others. Submit calculations prepared by the SSE in the state of Washington for all members and connections designed by others along with shop drawings. All necessary bridging, Timberstrand LSL Rimboard, Header or 1 3/4', 3 1/z" 1.55E 2,325 310 2,050 blocking, blocking panels and web stiffeners shall be detailed and furnished by the supplier. Temporary and Beam ? 9" depth permanent bridging shall be installed in conformance with the manufacturer's specifications. Deflection limits Timberstrand LSL Wall Stud 2x4 & 2x6 1 '/1, 1.3E 1,7DD 4DD 1,4D0 shall be as noted under DEFFERRE❑ SUBMITTLALS section specific details. Products included are: Wall Stud >2x6 1 '/z" 1.5E 2,250 400 1,950 • Wood Tie Down Systems: Continuous rod hold-down systems, with take-up devices, shall Microllam LVL Header, Beam 1 3/4" 1.9E 2,600 285 2,510 be as specified. Take-up devices are required at each framing level. Additional framing members shall be provided per the system requirements. Refer to details and loading on the Parallam PSL Header, Beam 3 1/2", 5'/4", 7" 2.0E 2,900 290 2,900 structural drawings. Parallam PSL Column 3'/2", 5'/4", 7" 1.8E 2,400 190 2,500 IDENTIFICATION: All sawn lumber and pre -manufactured wood products shall be identified by the grade mark or a certificate of inspection issued by the certifying agency. NAILING REQUIREMENTS: Conform to IBC Section 2304.9 "Connections and fasteners." Unless noted on plans, nail per Table 2304.9.1. Nailing for roof/floor diaphragms/shear walls shall be per drawings. Nails shall MATERIALS: be driven flush and shall not fracture the surface of sheathing. Alternate nails may be used but are subject • Sawn Lumber: Conform to grading rules of WWPA, WCLIB or NLGA and Table below. Fingerjointed to review and approval by the Structural Engineer. Substitution of staples for the nailing of rated sheathing is studs acceptable at interior walls only. subject to review by the structural engineer prior to construction. TABLE of SOLID SAWN LUMBER STANDARD LIGHT -FRAME CONSTRUCTION: Unless noted on the plans, construction shall conform to IBC Section 2308 "Conventional Light -Frame Construction." Member Use Size Species Grade HAILERS ON STEEL COLUMNS and BEAMS: Wood 3x nailers are generally required on all HSS columns Wall Stud 2x4, 3x4, 2x6, 3x6 Doug Fir Larch No. 2 and steel beams abutting or embedded within wood framing. Unless noted otherwise, attach with 5/8" diame- ter bolts or welded studs at 16" on centers. Wood Hailers on beams supporting joist hangers shall not over - Sill Plate 2x4, 3x4, 2x6, 3x6 PT Doug Fir Larch Na. 2 hang the beam flange by more than Post 4x4, 4x6, 4x8 Doug Fir Larch No. 2 MOISTURE CONTENT: Wood material used for this project shall have maximum moisture content of 19% Floor or Roof Joist 2x6 through 2x12 Doug Fir Larch No. 2 except for the pressure -treated wood sill plate. Refer to TESTING & INSPECTIONS for the verification of Beam 4x8 through 4x12 Doug Fir Larch No. 2 these limits. The maximum moisture content required may be less than 19% when based on a particular claddinglinsulation system. Refer to the Architect's drawings, and project specifications, or with cladding in - Beam 6x8 through 6x12 Doug Fir Larch No. 1 stalIer for maximum recommended moisture content. Post or Timber 6x6,8x8 Doug -Fir Larch No. 1 SHRINKAGE COMPENSATION FOR MECHANICAL, ELECTRICAL, AND PLUMBING SYSTEMS: MEP systems, including ductwork, pipes, and other elements that run continuously between levels shall be in- * 3%4" Tongue -And -Groove Heavy Timber Decking: Tongue -and -groove deck shall be random length stalled/designed in such a manner to accommodate shrinkage in the wood framing. Wood shrinkage laid with scattered joints (controlled random lay-up). The distance between end joints in adjacent amounts will vary depending on the construction process and materials used. The anticipated shrinkage courses must be at least 4 feet apart. Each board shall bear on at least one support. Only one board under typical conditions is expected to range between 1/8" and 1/4" per floor. ❑ut of three shall be spliced at a given location. CLADDING COMPATIBILTY: The Architect/Owner shall review the cladding and insulation systems pro- Decking is to be installed with tongues up on sloped or pitched roofs. It is to be laid with pattern faces posed for the project with respect to their performance over wood studs with moisture contents greater than down. Each piece shall be toenailed at each support with one 40d nail and face nailed with one 6Dd 19%. EIFS systems should be avoided on wood -framed projects due to problems with moisture proofing. nail. Courses shall be spiked to each other with 8" spikes at intervals not to exceed 30" through predrilled edge holes and with one spike at a distance not exceeding 10" from each end of each piece. PRESERVATIVE TREATMENT (PT): Wood materials are required to be "treated wood" in accordance with Decking lengths and moisture content must conform to the AITC 112-93 "Standard for Tongue -and- IBC Section 2304.11. "Decay and Termite Protection" shall conform to the appropriate standards of the Groove Heavy Timber Roof Decking." American Wood -Preservers Association (AWPA) for sawn lumber, glued laminated timber, round poles, wood piles and marine piles. Follow American Lumber Standards Committee (ALSC) quality assurance pro - TABLE of T&G DECKING cedures. Products shall bear the appropriate mark. Fasteners or anchors in treated wood shall be of stain- less steel or hot -dipped galvanized or as per IBC 2304.9.5. Member Use Size Species Grade T&G Decking 3x6, 4x6 Doug -Fir Larch Commercial Mud sill plates in normally dry interior applications may be treated with Sodium Borate (DOT - Disodium Oc- taborate Tetrahydrate) as recent studies have noted less connector corrosion potential than other available wood treatments or the original CCA treated sill plates. Wood treated with Sodium Borate shall be protected • Wood Structural Sheathing (Plywood): Wood APA-rated structural sheathing includes: all veneer ply- during shipment, storage and installation to minimize leaching of the water-soluble preservative from the wood, oriented strand board, waferboard, particleboard, T1-11 siding, and composites of veneer and lumber. Sodium borate pressure treated plates do not require hot -dipped galvanized connectors. wood based material with T&G joint. Architect may disallow OSB. Confirm with Architect. Conform to "Construction and Industrial Plywood" based on Product Standard PS 1-07 by the U.S. Dept. of Com- If using sill plates other than CCA or sodium borate, fasteners must be hot dipped galvanized or stainless merCe, and "Performance Standard for Wood -Based Structural -Use Panels" based on Product Stand- steel. Fasteners (nails, bolts, screws, washers & lag screws) attaching timber connectors (joist hangers, and PS 2-04 by the U.S. Dept. of Commerce and "Plywood Design Specification" based on APA post caps and bases, etc) to PT wood shall have similar corrosion resistance properties (matching protective PDS-04 by the American Plywood Association. Unless noted otherwise, sheathing shall comply with treatments) as the protected connector; that is, use hot dipped galvanized or stainless steel fasteners. Fas- the following table: teners (nails, bolts, screws, washers & lag screws) attaching sawn timber members or sheathing (shear walls) to Pressure Treated wood be corrosion resistant (hot dipped galvanized or stainless steel. Always verify the suitability of the fastener protectionlcoating with the wood treatment chemical manufactur- er/suppl ier. DRAWING LEGEND MARK DESCRIPTION MARK DESCRIPTION F2.0 FOOTING SYMBOL (REFER TO SPREAD FOOTING SCHEDULE) j INDICATES WIDE FLANGE COLUMN P1 PILE CAP SYMBOL (REFER TO INDICATES HOLLOW STRUCTURAL SECTION (HSS) COLUMN OR PILE CAP SCHEDULE) TUBE STEEL (TS) COLUMN TILT—UP/PRECAST CONCRETE WALL INDICATES HOLLOW STRUCTURAL OA CONNECTION SYMBOL O SECTION (HSS) COLUMN OR (REFER TO CONNECTION DETAIL) STEEL PIPE COLUMN W6 SHEAR WALL SYMBOL (REFER TO ® INDICATES WOOD POST SHEAR WALL SCHEDULE) �1 REVISION TRIANGLE ■ INDICATES BUNDLED STUDS TILT—UP/PRECAST CONCRETE WALL �1 PANEL NUMBER (REFER TO TILT —UP/ a INDICATES CONCRETE COLUMN PRECAST CONCRETE WALL ELEVATIONS) 1 O CMU WALL REINFORCING SYMBOL ( REFER TO CMU WALL REINFORCING INDICATES PRECAST CONCRETE COLUMN SCHEDULE) » $ CONTINUITY PLATE LENGTH ~ INDICATES MOMENT FRAME (REFER TO TYPICAL DETAIL) CONNECTION INDICATES DOUBLE SHEAR CONNECTION DS (REFER TO THE DOUBLE SHEAR PLATE INDICATES DRAG CONNECTION CONNECTIONS DETAIL) SR INDICATES NUMBER OF STUD RAIL REQUIRED AT COLUMN (REFER TO INDICATES WOOD OR STEEL STUD STUD RAIL DETAILS) WALL ROOF/FLOOR DIAPHRAGM NAILING 01 SYMBOL (REFER TO DIAPHRAGM INDICATES MASONRY/CMU WALL NAILING SCHEDULE) C1 STEEL COLUMN SYMBOL (REFER INDICATES CONCRETE/TILT—UP TO STEEL COLUMN SCHEDULE) CONCRETE WALL T/SLAB ELEVATION SYMBOL (T/ REFERS INDICATES WOOD OR STEEL STUD TO COMPONENT THAT THE SHEAR WALL ELEVATION REFERENCES) STUD BUBBLE (INDICATES NUMBER ■ 3 OF STUDS REQUIRED IF EXCEEDS - - INDICATES BEARING WALL BELOW NUMBER SPECIFIED IN PLAN NOTE) INDICATES STEP IN FOOTING (REFER TO TYPICAL STEP IN 5 INDICATES EXISTING WALL FOOTING DETAIL) DETAILS OR SECTION CUT POST —TENSION DEAD END (PLAN) X/SX.X (DETAIL NUMBER/SHEET NUMBER) x DETAILS OR SECTION CUT IN PLAN POST —TENSION STRESSING END (PLAN) VIEW (DETAIL NUMBER/SHEET NUMBER) INDICATES LOCATION OF CONCRETE 3 POST —TENSION PROFILE (PLAN) X/SX.X WALLS, SHEAR WALLS OR BRACED (IN INCHES) FRAME ELEVATIONS SPAN INDICATOR (INDICATES EXTENTS OF FRAMING MEMBERS OR OTHER t----5 INTERMEDIATE STRESSING (PLAN) STRUCTURAL COMPONENTS) INDICATES DIRECTION OF DECK SPAN ABBREVIATIONS L Angle FDN Foundation PSF Pounds per Square AB Anchor Bolt FIN Finish Foot ADDL Additional FLR Floor PSI Pounds Per Square ADH Adhesive FRP Fiberglass Inch ALT Alternate Reinforced Plastic PSL Parallel Strand ARCH Architectural FTG Footing Lumber B or BOT Bottom F/ Face of P—T Post —Tensioned B/ Bottom Of GA Gage PT Pressure Treated BLDG Building GALV Galvanized R Radius BLKG Blocking GEOTECH Geotechnical RD Roof Drain BMU Brick Masonry Unit GL Glue Laminated REF Refer/Reference BP Baseplate Timber REINF Reinforcing BRBF Buckling Resisting GWB Gypsum Wall Board REQD Required Braced Frame HDR Header RET Retaining BRIG Bearing HF Hem —Fir SCBF Special Concentric BTWN Between HGR Hanger Braced Frame C Centerline HD Hold—down SCHED Schedule C Camber HORIZ Horizontal SHTHG Sheathing CB Castellated Beam HP High Point SIM Similar CIP Cast in Place HSS = TS (Hollow SMF Special Moment CJ Construction or Structural Section) Frame Control Joint IBC International Building SOG Slab on Grade CJP Complete Joint Code SPEC Specification Penetration ID Inside Diameter SQ Square CLG Ceiling IE Invert Elevation SR Studrail CLR Clear IF Inside Face SF Square Foot CMU Concrete Masonry INT Inferior SST Stainless Steel Unit k Kips STAGG Stagger/Staggered COL Column KSF Kips Per Square Foot STD Standard CONIC Concrete LF Lineal Foot STIFF Stiffener CONN Connection LL Live Load STL Steel CONST Construction LLH Long Leg Horizontal STRUCT Structural CONT Continuous LLV Long Leg Vertical SWWJ Solid Web Wood C'SINK Countersink LP Low Point Joist CTRD Centered LONG IT Longitudinal SYM SyrrmetricoI 0 Diameter LSL Laminated Strand Lumber T Top DB Drop Beam LVL Laminated Veneer Lumber T/ Top Of DBA Deformed Bar Anchor MAS Masonry T&B Top & Bottom DBL Double MAX Maximum TC AX LD Top Chord DEMO Demolish MECH Mechanical Axial Load DEV Development MEZZ Mezzanine TCX Top Chord Extension DF Douglas Fir MFR Manufacturer TDS Tie Down System DIAG Diagonal MIN Minimum T&G Tongue & Groove DIST Distributed MISC Miscellaneous THKND Thickened DL Dead Load NIC Not In Contract THRD Threaded DN Down NTS Not To Scale THRU Through DO Ditto OC On Center TRANSV Transverse DP Depth/Deep OCBF Ordinary Concentric TYP Typical DWG DrawingBraced Frame UBC Uniform Building 9 (E) Existing OD Outside Diameter Code EA Each OF Outside Face UNO Unless Noted EF Each Face OPNG Opening Otherwise EL Elevation OPP Opposite URM Unreinforced ELEC Electrical OWSJ Open Web Steel Joist Masonry Unit ELEV Elevator OWWJ Open Web Wood Joist VERT Vertical EMBED Embedment E Plate W Wide EQ Equal PAF Powder Actuated Fastener W/ With EQUIP Equipment PC Precast W/O Without EW Each Way PERP Perpendicular WHS Welded Headed Stud EXP Expansion PLWD Plywood WP Working Point EXP JT Expansion Joint PP Partial Penetration WWF Welded Wire Fabric EXT Exterior PREFAB Prefabricated f Plus or Minus FD Floor Drain HALLER ARCHITECTS LLC 12216 Corliss Avenue North Seattle, WA 98133 TEL 206.235.0935 email: boyerscottl @gmail.com ODO SDE ONE POST STREET. SUITE 1050 SAN FRANCISCO, CALIFORNIA 94104 PHONE: (415) 638-8980 WEBSITE: www.dci-engineers.com CIVIL /STRUCTURAL ©Copyright 08/2016 D'Amoto Conversano Inc. All Rights Reserved This document and the Ideas vnd designs my not be reused. Ian whole or n pert, wthnut wduen gern,�_n o-em D'nmem cen�ersene me. D'Amato Co v,rs rnt Inc. d'iscd'ims any res,.,sib'irity for 'i is unauth.ri d usz. PROJECT: Edmonds Mixed Use Building LOCATION: 201 Main Street Edmonds, WA 98020 PREPARED FOR: Edmonds 2020 LLC KEY MAP DATE 4/22/16 REVISION PERMIT SET �8/18/16 PERMIT SET REV 2 01/14/16 PERMIT REVISIONS �12/1/16 CONFORMED SET PROJECT DIRECTOR JB PROJECT MANAGER DL PROJECT ARCHITECT KA, J R PROJECT TEAM MEMBER CHECK ENGINEER SEA GREY B� �AS�/�I�� C' / j�infffY�j TITHE STRUCTURAL GENERAL NOTES AND LEGEND & ABBREVIATIONS PROJECT NO. 14081-0137 DATE FEBRUARY 22, 2017 PROJECT NETWORK PATH SHEET NUMBER .Sl03 ■ SET CONFORMED SET D I 00 N I CD N 00 I n-. rl (D) (E) rF) CG) nH CI) A' 159-101 16" 16'-2" 11'-7y6" 21,-2,Y" 18'-03/8 16'-7y4" 17'-6%6" 17'-2,Y" 17'-10%6" 23'-8%" N w (n O Of CC 4 w =) 1 �� CC3 CC11 r o 12"x34" 12x34" SIM -I I ------------------- CC3 12"x24" - 1 I I L.0 L-- = I F8.0 I I I FD I I � I I 024-- 1 I I I I CC1 F5.0 121'x24" I CC1 CC1 I 1 12"x 4" 12"x24" I L - I - - I 0 F6.0 I I I I I I I CC10 12"x24" F5.0 I r____ FD - I I J 11/S3.11 I TYP ALONG GRID A I CC6 12x24" I I I ��1 I J I I I I _ I CC6 1 r - - - - - - - - i 12"x24" I I I I - I I I I I I I I I I o c� o zz r7O� (n Q - CC 12 " 12"x30 c� C1 CD 12"x24" I ^© O�zUn' p >C/)NFoNzm __- _OUCL FIIIII 6. I I I I 7 CC12 CC1 Z%24"' S4.01 121%30" 12x24_ _ TYP -Ili III III III lii ��I ly,~'TI --- - - - - -- i II C _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ I CC1 / 12"x24" i = CC1 12"x2 12"x24" I I I a I I I _ F6-0 I cn I I I I z L__ _J ___ _J 1 F6.0 F6.0 I C14 ti .,0 o2c5�7! CC4 f CC4 1xo12"x24"6_/ F8.0 I I I I 1 A L E OW 1 W/ ##55�@ 12"OC EW 12" CONICSHEAR WALL o/ T/MAT - ---- TYP AT STAIR CORE, UNO ' N j PER ELEV MFR 1 r / I / T/MAT f _ _ _ _ _ � _ `D� _ _ I I ELEV I 9/S3.04 I � I V I I I I I I I I I I I I I UP I I I I I I I I o L---- r7 w w N ELEV PER CC1 �UU I cn I T 1 r4.0 0 0 o I r--- Q C N U I I ! .....•,. I I I I 00 I L---J m F- I 11 /S3.04 F4.0 CD (0 LO I r»z*zQ--------J CC7 4' 0" CC1 12"x24" o w TYP12"x 4" L----- la- r-----7 r----- I I I I I I I I I I I I I I- 1 I L- ---J -----J L-----J F6.0 F6.0 F6.0 CC7 12"x24" I I FD 1 cc1 , 12"x24" I 1 12/S3.12 BASEMENT I WALL FTG I I I I I I � CC4 CC4 I o 12"x24" 12"x24" I cD --------, I I I I I I I T I I I I I I I L-----J I F6.0 I I L_------- J CC1 i CC15 F8.0 12"x24" I 12%30" L____J F5.0 CC4 CC4 PARKING OUTLINE 12"x24" "x24" BY OTHERS F- - F- TYP WHERE OCCURS I I I 1 I I7,I I I I I I I I I F5.0 F5.0 CC1 CC1 - - - - - 12"x24" 12"x24" I I I I I I I I I I 112 S4.02 L JI L JI TYP AT F6.0 F6.0 INT �TG, NO 4" SLAB ON GRADE W/ #4 @ 18"OC EW CTRD PER PLAN NOTES T/SLAB VARIES 2'-6"Wx18"DP CONIC THKND SLAB W/ (4) #5B CONT & (/ #5B TRANSV @ 12"OC TYP AT PERIMETER, UNO CC6 12"x24" .I I 10" CONIC .�/ /- SHEAR WALL I ------------------------- I I I I I I 2'-0"Wx12"DP CONIC THKND SLAB W/ (3) #56 CONT & #513 TRANSV @ 12"OC I I I I I I #5 x 3'-6" DOWELS @ 12"OC POST INSTALLED INTO (E) I CONIC WALL W/ EPDXY FC, W/ 6" EMBED CONTRACTOR TO SCAN FOR PT & REBAR PER NOTE 9 I Q I Fg.p J CC4 9 #4 x 3'-0" DOWEL 1 2'-0" J S4.01 CC1 FD CC4 CC4 POST INSTALLED INTO 1 III r---_____ 12 x24 (E) CONIC SLAB " " " " " " I F I I F6.0 Fp TYP TYP 12 x24 12 x24 12 x24 1 r - - - - - - - - - - I r -.-I I� I 1 CC16 I I I I 1N CJ - I I I CJ I I I 4/S4.03 I I _�/yzzz� 12"x24" I - I i I� - i I __ I I v IU I I I I I I CJ � CJ III 1 r I I I-----J O t/) �o I L I 1 I I -III 1 CC1 >, CC2 �� F6.0 --� o F6.0 F6.0 L---------J I 5-0 1 �� I F9.0 IL _ _ _ 12 x24 12 x2 I T/FTG F5.0 CC8 I 1 CC2 CC13 1 12"x24" CC13 I I -0 W 18 DP CONIC 29 -0 CC13 1 °° - F- - - - - 7 ADDL 5 T&B I 1 12 x24 12 x24 I .i TYP AT INT 1 12 x24 012 x24 I _ I��11 @ 12" C I I G W/ #5 T&B 12"CC EW FTG, UNO I ------------ -----------L----------------------------------------------- J \ T/FTG 10" CONIC WALL W/ #5 x 3'-6" DOWELS @ 12"OC z #6 VERT @ 12 OC EF & 9 o POST INSTALLED INTO (E) CD o of 29 _6 #4 HORIZ @ 18"OC EF S4.01 M CONIC WALL W/ EPDXY TYP AT PERIMETER W/ 6" EMBED a o' TYP AT PERIMETER N 0- - FTG, UNO o z � C 1 TYP FOUNDATION PLAN NOTES: 4. TOP OF SLAB (T/SLAB) ELEVATION AS SHOWN ON PLAN. FOR 9. CONTRACTOR TO SCAN SLAB TO VERIFY LOCATION OF ALL 12. TYPICAL DETAILS PER: p o ACTUAL T/SLAB ELEVATION REFER TO CIVIL AND ARCHITECTURAL EXISTING STRUCTURE REINFORCEMENT AND P-T TENDONS. Cf' 1. STRUCTURAL GENERAL NOTES, DESIGN CRITERIA, ABBREVIATIONS DRAWINGS. PROVIDE 6 MIL VAPOR BARRIER BELOW SLAB AT CONTRACTOR IS TO MAINTAIN 3" CLEAR FROM P-T TENDONS IN 1/S4.01 TYPICAL STAIR ON GRADE X Q ALL DIRECTIONS AND IS NOT TO CUT EXISTING REINFORCEMENT SPREAD FOOTING SCHEDULE TYPE SIZE REINFORCING REMARKS F4.0 4'-0"SQx12"DP (4) # 6 B EW 12/S4.02 F5.0 5'-0"SQx14"DP (5) # 6 B EW 12/S4.02 F6.0 6'-0"SQx16"DP (6) # 6 B EW 12/S4.02 F8.0 8'-0"SQx18"DP (8) #86 EW 12/S4.02 m AND LEGEND PER -)1.00 THROUGH S1.03. INTERIOR SPACES. PROVIDE FREE -DRAINING GRANULAR FILL PER 4/S4.01 STANDARD HOOKS AND BAR BENDS ~ GEOTECH REPORT. 6/S4.01 TYPICAL STEP AT SLAB ON GRADE �) 2. VERIFY ALL DIMENSIONS AND ELEVATIONS WITH THE 10. NOTE THAT ELEVATOR STEEL AND CONNECTIONS ARE PRELIMINARY 11/S4.01 TYPICAL CONCRETE WALL OPENING ARCHITECTURAL DRAWINGS. EXISTING INFORMATION SHOWN IS 5. ALL FOOTINGS AND SLABS TO BEAR ON COMPETENT NATIVE SOIL AND SUPPLIED TO HELP BID EFFORTS. ALL STEEL AND REINFORCEMENT FROM EXISTING STRUCTURAL DRAWINGS AND NOT AS-BUILTS AND AND/OR STRUCTURAL FILL. SUBGRADE PREPARATION, STRUCTURAL EMBEDMENTS WILL NEED TO BE COORDINATED WITH THE 12/S4.01 TYPICAL LAP SPLICE SCHEDULE SHOULD BE FIELD VERIFIED. CONSULT ENGINEER OF RECORD FILL, FOOTING DRAINS, AND OTHER REQUIREMENTS PER GEOTECH ELEVATOR SUPPLIER AND ARE NOT FINAL. CONTRACTOR IS TO 3/S4.02 TYPICAL STEPPED FOOTING PRIOR TO NEW CONSTRUCTION IF CONDITIONS DIFFER FROM REPORT AS NOTED IN THE STRUCTURAL GENERAL NOTES. NOTE THAT ELEVATOR MANUFACTURER MAY REQUIRE ADDITIONAL S5.20 TYPICAL REINFORCING IN CMU WALL WHAT IS SHOWN ON PLAN OR IF EXISTING BUILDING HAS STEEL. 4/S5.20 TYPICAL CMU CONTROL JOINT DETAIL QUESTIONABLE CONDITIONS. 6. CONTRACTOR TO VERIFY TOP OF CONCRETE (T/CONC) WALL ELEVATIONS ON ALL PARTIAL HEIGHT RETAINING WALLS. MAINTAIN 11. ANY MODIFICATIONS OR CONSTRUCTION THAT INVOLVES THE 3. CONTRACTOR SHALL LOCATE AND VERIFY THE FOLLOWING WITH T/WALL ELEVATION A MINIMUM OF 6" ABOVE FINISH GRADE. EXISTING STRUCTURE ASSUMES THAT THE PHASE I BUILDING IS OTHERS PRIOR TO POURING CONCRETE: ALL DOOR OPENINGS IN INTACT AND THAT ITS STRUCTURAL INTEGRITY IS NOT AFFECTED. FOUNDATION WALLS; DRAINS AND SLOPES; BLOCKOUTS FOR 7, MOISTURE PROOF ALL CONCRETE STEM AND BASEMENT WALLS ANY DAMAGE TO THE EXISTING BUILDING WHICH OCCURS DURING PLUMBING, SPRINKLERS AND HVAC. ALL DUCTS, CHASES AND PER ARCHITECT. CONSTRUCTION MAY RESULT IN FURTHER REPAIR TO BRING THE PIPES PER MECHANICAL, PLUMBING, ELECTRICAL AND SPRINKLER EXISTING BUILDING BACK TO AN ADEQUATE LEVEL OF DRAWINGS. STAIR DETAILS AND GUARDRAILS PER ARCHITECTURAL 8, STEEL STAIRS SHALL BE BIDDER -DESIGNED, UNO. APPLICABLE STRUCTURAL INTEGRITY. THIS ADDITIONAL WORK WILL BE OUTSIDE DRAWINGS CONCRETE CURBS AND LOCATIONS PER THE SCOPE OF DCI'S ORIGINAL CONTRACT AND WILL BE CAUSE ROOF LEVEL 3 LEVEL 2 LEVEL 1 LEVEL P1 NOTE: DARKENED LINES DESIGNATE AREA OF WORK. DESIGN REQUIREMENTS PER STRUCTURAL GENERAL NOTES. ARCHITECTURAL DRAWINGS. FOR ADDITIONAL SERVICES. LEVEL P1 FOUNDATION PLAN HALLER ARCHITECTS LLC 12216 Corliss Avenue North Seattle, WA 98133 TEL 206.235.0935 email: boyerscottl @gmail.com ODO SDE ONE POST STREET. SUITE 1050 SAN FRANCISCO, CALIFORNIA 94104 PHONE: (415) 638-8980 WEBSITE: www.dci-engineers.com CIVIL /STRUCTURAL © Copyright 08/2016 D'Amato Conversano Inc. All Rights Reserved rhs d... m nr and the ,dens and d-ps may not reused. whole or 'n part, without written p-,1sl1n from DA-t, C... -- Inc. D'4-t. C--s-. In, d,sdn,- nny-p-b1he for Its ....th.r-d usz. PROJECT: Edmonds Mixed Use Building LOCATION: 201 Main Street Edmonds, WA 98020 PREPARED FOR: Edmonds 2020 LLC KEY MAP DATE 4/22/16 REVISION PERMIT SET �8/18/16 PERMIT SET REV 2 01/14/16 PERMIT REVISIONS �12/1/16 CONFORMED SET PROJECT DIRECTOR JB PROJECT MANAGER DL PROJECT ARCHITECT KA, J R PROJECT TEAM MEMBER CHECK ENGINEER SEA TITHE LEVEL P1 FOUNDATION PLAN PROJECT NO. 14081-0137 DATE FEBRUARY 22, 2017 PROJECT NETWORK PATH SHEET NUMBER S2mOO SET CONFORMED SET SCALE: 1/8"=1'-0" C 2 3 5 lJ 7 CC) 159'-101 %6" 16'-2" 11'-7y6" 21,-2,Y 18'-03/8„ 16'-7y4" 17'-6%6" 17'-2,Y" 17'-10%6" 23'-8%" I I I I 9" REINF CONC SLAB �,� tK 10" CONIC Cf) CORBEL of � 61/2" MIN - 71/2" 1 W/ #5T&B @ 12"OC EW 0 o PER 8'-0" ' Ln U a_ MAX P-T CONC SLAB T/SLAB = 38.27' �' ' � ' U) 11/S5.04 CONC WALL BELOW, rn o PER PLAN NOTES TYP WHERE OCCURS �, HP = 39.10' TYP AT CLOSURE POUR CC1 CC1 " CC1 - -- - - - - ----- -- - - - - -- ----------------- - - - - - - - - - - - - ------ - - - - - - - - - - - - --- - - - - - --- � ------------- � m 76 (D �j 1 CC1 CC12 CC12 CC1 --�TiJIIl� tIIiI 77N 6 12"x24" "12"x24" 12"x24" 12"x24" 12x212%24" 12x24" 1%2412%24" 12%24" , oN,M�Tgr 6 J ce qR°FO 12%24" °°NcFT�R � 12%24„ 6T I cn I i� 8" P-T CONC SLAB I z 7'0"rti PER PLAN NOTES oU Fgb T/SLAB = 39.60' o Z I CC1 12"x24" �� 12% 4" I , 0 i---- �- -- ---- . 8/S3.12 AT WALL rri I II 12/S5.12 CBEAM 6D PAST _ I COLUMN 1'-0"Wx22"DP CC4 .1 / w O I I CONC BEAM CC1 1 2"x24" ON U I „ mow I o 12 x20' Q �2 = I CC1 CC1 CC4 CC4 Q CV W U I " » " " u » " n Q Q i 12 x24 12 x24 yss 12 x24 12 x24 VFRs/ (D LLJ Ll `�F2�% 6/55.12 MAX P-MI CON 8 SLAB �p ��i �2MeFo�6 sRG 1 11 S3.11 I 1 2J A F� TYP AT INT CC1 i CC15 /2 PER PLAN NOTES �i „ / HP = 39.56' 12 CONC SHEAR WALL �9CF ,�� COL, UNO 12 x24 12 x24 o TYP AT STAIR CORE, UNO S � 0 ELEV ELEV PER PARKING OUTLINE 10/S3.12 i w 1 5.04 U 9/S3.04 NOTE 10 BY OTHERS CD N / TYP WHERE OCCURS I 1 _ I O UP o CC10 (0 Wo UP 6T N _ 12 x24 - i---- j 04 CC1 N M cc6 12N24" 12/S5.11 Q I I m 7B FD D 1/2„ AT ELEV PER "' 11 /S3.04 PER I 10" CONC SHEAR WALL (o I = 42.10 SCHED SCHED m I 2'-6" CC 7777 S5 12 I °°6T I m 1 CC4 C4 0° 12"x24" i M 12"x24" 2"x24" I ,0 z y I _I U------ I 1 i _ CC7 8/S5.11 "x24- I 9/S3.10 i 12/S5.04 12" CC7 6T _ 7" P-T CONC SLAB PER PLAN NOTES 12"x24" CC1 CC1 12"x24" 12%2 " SLOPE T/SLAB = 42.10' m i 6T PER ARCH 00 la 41 I o I o CC6 X °° N LU TI FD FD 12%24" 1 B N z _CD6T LL - LL " N I ° 1 m TYP AT INT 2'-6 = COL, UNO ---- 1'-0"Wx38"D cD�w i 6T CC4 m 1 CONC BEAM i Q CCV4" CC4 CC4 _ o I 12"x24" ; ; „„„12 x2 12 x12 x24 J�ow I 6B I I I _ < U O i CC 16 - o�� w I 12x24" � U � a_ i LOCATE PER i , i. TYP AT INT COL 1 I � I I v I ARCH TYP E J ON 7 P-T SLAB, SRA UNO CC13 ✓ FD FD m I 51/2" MIN - 71/2" MAX P-T CONC SLAB PER PLAN NOTES HP = 41.89' / 1 \ ..1 1 12"x24" CC „ „ I CC8 � -----� � 12 x24 12%24" 3T I SRE SRA ; CC4 F-1 12"x24" L------------- CONC WALL BELOW, TYP AT EDGE 10" CONC WALL W/ TYP WHERE OCCURS COL, UNO 5 VERT @ 12"OC EF & #4 HORIZ @ 18"OC EF Cn TYP AT PERIMETER MILD REINFORCING PLAN NOTES. 1. STRUCTURAL GENERAL NOTES, DESIGN CRITERIA, ABBREVIATIONS AND LEGEND PER S1.00 THROUGH S1.03. 2. VERIFY ALL DIMENSIONS AND ELEVATIONS WITH THE ARCHITECTURAL DRAWINGS. EXISTING INFORMATION SHOWN IS FROM EXISTING STRUCTURAL DRAWINGS AND NOT AS-BUILTS AND SHOULD BE FIELD VERIFIED. CONSULT ENGINEER OF RECORD PRIOR TO NEW CONSTRUCTION IF CONDITIONS DIFFER FROM WHAT IS SHOWN ON PLAN OR IF EXISTING BUILDING HAS QUESTIONABLE CONDITIONS. 3. POST -TENSIONED TENDON LAYOUT SHALL BE PER POST -TENSIONED FRAMING PLAN. 4. CONTRACTOR IS RESPONSIBLE FOR THE DESIGN AND STAGING OF ALL SHORING AND RESHORING. SHORING PLACED BENEATH SLAB CLOSURE POURS SHALL NOT BE REMOVED UNTIL CLOSURE POUR CONCRETE HAS REACHED SPECIFIED STRENGTH. 5. STRUCTURAL SLAB THICKNESS AND TOP OF STRUCTURAL SLAB ARE AS SHOWN ON PLAN. 6. COLUMN OR WALL OVER -POURS INTO POST -TENSIONED SLABS SHALL NOT BE GREATER THAN 1/2" MAXIMUM. REMOVE ANY EXCESSIVE COLUMN OR WALL OVER -POURS PRIOR TO PLACING REINFORCING BARS AND POST -TENSIONED TENDONS. • F------------------ 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 I (E) EXISTING BUILDING TO REMAIN I I #5 x 3'-6" DOWELS @ 12"OC POST INSTALLED INTO (E) CONC WALL W/ EPDXY W/ 6" EMBED T/(E) SLAB = 40.51' CONTRACTOR TO SCAN FOR PT & REBAR FD PER NOTE 9 2/S5.04 TYP AT CONN TO (E) m CONC SLAB FD EKI #5 x S-6" DOWELS @ 12"OC POST INSTALLED INTO (E) ' CONC WALL W/ EPDXY W/ 6" EMBED i X 6" MIN - 8" MAX P-T CC2 CC13 CC13 CONC SLAB 12"x24" 12x24 „ 12"x24" o PER PLAN NOTES 7. DO NOT INSTALL DRILL -IN ADHESIVE AND EXPANSION ANCHORS IN THE POST -TENSIONED SLAB. DRILLING INTO POST -TENSIONED SLAB WITHOUT APPROVAL FROM THE STRUCTURAL ENGINEER OF RECORD IS NOT PERMITTED. ALL BUILDING SYSTEMS: MECHANICAL, ELECTRICAL, PLUMBING, FIRE PROTECTION SHALL PLACE DUCTS, CHASES, PIPES OR PIPE SUPPORTS, CONDUIT SLEEVES AND HANGER INSERTS, ETC INTO THE POST -TENSIONED SLAB PRIOR TO POURING THE CONCRETE. 8. ADDITIONAL SHAFTS MAY BE LOCATED AFTER THE SLAB IS POURED IF APPROVED BY THE STRUCTURAL ENGINEER AND COORDINATED WITH THE GENERAL CONTRACTOR. 9. CONTRACTOR TO SCAN SLAB TO VERIFY LOCATION OF ALL EXISTING STRUCTURE REINFORCEMENT AND P-T TENDONS. CONTRACTOR IS TO MAINTAIN 3" CLEAR FROM P-T TENDONS IN ALL DIRECTIONS AND IS NOT TO CUT EXISTING REINFORCEMENT. 10. NOTE THAT ELEVATOR STEEL AND CONNECTIONS ARE PRELIMINARY AND SUPPLIED TO HELP BID EFFORTS. ALL STEEL AND EMBEDMENTS WILL NEED TO BE COORDINATED WITH THE ELEVATOR SUPPLIER AND ARE NOT FINAL. CONTRACTOR IS TO NOTE THAT ELEVATOR MANUFACTURER MAY REQUIRE ADDITIONAL STEEL. 11. PROVIDE #5 @ 48"OC RISER BARS FOR TOP MILD REINFORCEMENT SUPPORT. TOP REINFORCING SCHEDULE MARK QUANTITY REINFORCING LENGTH SPACING REMARKS 1T 7 #5 10'-0" 2T 7 #5 12'-0" 3T 6 #5 10'-0" 4T 7 #5 6'-0" W/ STD HOOK 5T #5 10'-0" 12" W/ STD HOOK PER PLAN 6T #5 5'-0" 12" W/ STD HOOK 7T #5 5'-0" 24" W/ STD HOOK 8T #5 12'-0" 24" 9T #5 13'-6" 12 W/ STD HOOK AS SHOWN 10T #5 13'-6" 18 W/ STD HOOK AS SHOWN 11T 5 15'-0" 18" W7 STD HOOK AS SHOWN BOTTOM REINFORCING SCHEDULE MARK QUANTITY REINFORCING LENGTH SPACING REMARKS 1B #4 CONT 48 TYP OVER ENTIRE SLAB 2B 3 #5 7'-6" TYP EW AT COLS UNO 3B 3 #5 5'-0" W/ STD HOOK 4B #4 12'-0" 24 ADDL 5B #4 12'-0" 48" ADDL 6B #4 24'-0" 24" 7B 2 #7 14'-0" EMBED 48" INTO SHEAR WALL 8B #5 13'-6" 12" W/ STD HOOK AS SHOWN 9B #5 CONT 12 TYP OVER 81/2" MILD SLAB 10B 2 #9 PLAN LENGTH PER PLAN TOP AND BOTTOM REINFORCING SCHEDULE MARK QUANTITY REINFORCING LENGTH SPACING REMARKS 1TB 2 #4 CONT TYP AT PERIMETER, (4) TOTAL 2TB #5 10'-0" 12" 3TB #5 6'-0" 12" W/ STD HOOK 4TB #5 6'-0" 12" TYP AT CLOSURE POUR 5TB #5 3'-6" 12" W/ STD HOOK; TYP AT CLOSURE POUR 6TB #5 3'-6" 12" W/ STD HOOK; TYP AT CLOSURE POUR 7TB 3 #5 CONT TYP AT CLOSURE POUR 8TB 2 #6 4 TOTAL 9TB 3 #8 30'-0" (6) TOTAL 10TB 5 10'-0" 12" W STD HOOK AS SHOWN �' T/SLAB VARIES � HP = 39.60' CAUSE TO ADDITIONAL SERVICES. 13. POST -TENSIONED SLAB IS DESIGNED FOR TWO HOUR FIRE SEPARATION. PROVIDE 1" 18. TYPICAL DETAILS PER: CLEAR FOR ALL BOTTOM REINFORCING AND 1" CLEAR FOR ALL TOP REINFORCEMENT, UNO. S3.01 TYPICAL COLUMN ELEVATIONS 12/S4.01 TYPICAL LAP SPLICE SCHEDULE 14. CONTRACTOR TO COORDINATE EMBED PLATES REQUIRED FOR STAIRS, GUARDRAILS, S5.01 TYPICAL POST -TENSIONED DETAILS INTERIOR AND EXTERIOR WALLS, WINDOW WASHING ANCHORS, ETC. S5.02 TYPICAL SLAB OPENING REINFORCEMENT S5.03 TYPICAL STUDRAIL DETAILS AT COLUMNS 15 PROVIDE (3) #5B x 8'-0" EW AT ALL INTERIOR COLUMNS OR PROVIDE (3) 45B x S6.06 TYPICAL BRICK VENEER DETAILS 6'-0" W/ STANDARD HOOK PERPENDICULAR TO SLAB EDGE AT EDGE AND CORNER COLUMNS, UNO PER PLAN. 16. AT DROP BANDS, SPLICE BOTTOM STEEL AT COLUMNS AND TOP STEEL MID -SPAN PER LAP SPLICE SCHEDULE. 17. ANY MODIFICATIONS OR CONSTRUCTION THAT INVOLVES THE EXISTING STRUCTURE ASSUMES THAT THE PHASE 1 BUILDING IS INTACT AND THAT ITS STRUCTURAL INTEGRITY IS NOT AFFECTED. ANY DAMAGE TO THE EXISTING BUILDING WHICH OCCURS DURING CONSTRUCTION MAY RESULT IN FURTHER REPAIR TO BRING THE EXISTING BUILDING BACK TO AN ADEQUATE LEVEL OF STRUCTURAL INTEGRITY. THIS ADDITIONAL WORK WILL BE OUTSIDE THE SCOPE OF DCI'S ORIGINAL CONTRACT AND WILL BE ROOF LEVEL 3 LEVEL 2 LEVEL 1 LEVEL P1 NOTE: DARKENED LINES DESIGNATE AREA OF WORK. LEVEL 1 MILD -REINFORCING PLAN HALLER ARCHITECTS LLC 12216 Corliss Avenue North Seattle, WA 98133 TEL 206.235.0935 email: boyerscottl @gmail.com O'DO SDE ONE POST STREET -SUITE 1050 SAN FRANCISCO, CALIFORNIA 94104 PHONE: (415) 638-8980 WEBSITE: www.dci-engineers.com CIVIL / STRUCTURAL @ Copyright 08/2016 D'Amato Conversano Inc. All Rights Reserved This document, and the ideas and designs may not be reused, in whole or in part, without written permission from D'Amato Conversano Inc. D'Amalo Conversano Inc. disclaims any responsibility for its unauthorized use. PROJECT: Edmonds Mixed Use Building LOCATION: 201 Main Street Edmonds, WA 98020 PREPARED FOR: Edmonds 2020 LLC KEY MAP DATE 4/22/16 REVISION PERMIT SET �8/18/16 PERMIT SET REV 2 01/14/16 PERMIT REVISIONS �12/1/16 CONFORMED SET PROJECT DIRECTOR JB PROJECT MANAGER DIL PROJECT ARCHITECT KA, J R PROJECT TEAM MEMBER CHECK ENGINEER SEA TITLE LEVEL 1 MILD REINFORCING PLAN PROJECT NO. 14081-0137 DATE FEBRUARY 22, 2017 PROJECT NETWORK PATH SHEET NUMBER S2mOl SET CONFORMED SET SCALE: 1/8"=1 '-O" O (4} O O I, N (C) n (E) ( Fi CG') r-1) VMS 159'-101 %sue � 16'-2" 11'-7y6" 21,-2,Y" 18'-03/8" 16'-7y4" 17'-6%6" 17'-2,Y" 17'-10/16" 23'-8%' 1. STRUCTURAL GENERAL NOTES, DESIGN CRITERIA, ABBREVIATIONS AND LEGEND PER S1.00 THOUGH S1.03. 2. VERIFY ALL DIMENSIONS AND ELEVATIONS WITH THE ARCHITECTURAL DRAWINGS. EXISTING INFORMATION SHOWN IS FROM EXISTING STRUCTURAL DRAWINGS AND NOT AS-BUILTS AND SHOULD BE FIELD VERIFIED. CONSULT ENGINEER OF RECORD PRIOR TO NEW CONSTRUCTION IF CONDITIONS DIFFER FROM WHAT IS SHOWN ON PLAN OR IF EXISTING BUILDING HAS QUESTIONABLE CONDITIONS. 3. MILD REINFORCING BAR LAYOUT SHALL BE PER MILD REINFORCING PLAN. 4. WALL DIMENSIONS, SLAB OPENING DIMENSIONS AND SECTION CUTS SHALL BE PER MILD REINFORCING PLAN. 5. CONTRACTOR IS RESPONSIBLE FOR THE DESIGN AND STAGING OF ALL SHORING AND RESHORING. SHORING PLACED BENEATH SLAB CLOSURE POURS SHALL NOT BE REMOVED UNTIL CLOSURE POUR CONCRETE HAS REACHED SPECIFIED STRENGTH. 6. STRUCTURAL SLAB THICKNESS AND TOP OF STRUCTURAL SLAB ARE AS SHOWN ON PLAN. FOR FIRE RATING REQUIREMENTS REFERENCE ARCHITECTURAL AND MILD REINFORCING PLANS. 7. COLUMN OR WALL OVER -POURS INTO POST -TENSIONED SLABS SHALL NOT BE 12. HORIZONTAL SWEEP OF THE TENDONS SHALL NOT BE GREATER THEN 1:6. TENDONS GREATER THAN 1/2" MAXIMUM. REMOVE ANY EXCESSIVE COLUMN OR WALL WITH HORIZONTAL SWEEP GREATER THAN 1:6 SHALL BE REVIEWED BY THE OVER -POURS PRIOR TO PLACING REINFORCING BARS AND POST -TENSIONED TENDONS. ENGINEER -OF -RECORD FOR TENDON SPACING AND ADDITIONAL REINFORCING REQUIREMENTS PRIOR TO PLACING CONCRETE. 8. DO NOT INSTALL DRILL -IN ADHESIVE AND EXPANSION ANCHORS IN THE POST -TENSIONED SLAB. DRILLING INTO POST -TENSIONED SLAB WITHOUT APPROVAL FROM THE STRUCTURAL ENGINEER OF RECORD IS NOT PERMITTED. ALL BUILDING SYSTEMS: MECHANICAL, ELECTRICAL, PLUMBING, FIRE PROTECTION SHALL PLACE DUCTS, CHASES, PIPES OR PIPE SUPPORTS, CONDUIT SLEEVES AND HANGER INSERTS, ETC INTO THE POST -TENSIONED SLAB PRIOR TO POURING THE CONCRETE. 9. CONTRACTOR TO SCAN SLAB TO VERIFY LOCATION OF ALL EXISTING STRUCTURE REINFORCEMENT AND P-T TENDONS. CONTRACTOR IS TO MAINTAIN 3" CLEAR FROM P-T TENDONS IN ALL DIRECTIONS AND IS NOT TO CUT EXISTING REINFORCEMENT. 10. ADDITIONAL SHAFTS MAY BE LOCATED AFTER THE SLAB IS POURED IF APPROVED BY THE STRUCTURAL ENGINEER OF RECORD AND COORDINATED WITH THE GENERAL CONTRACTOR. 11. TENDONS STRESSING SEQUENCE PER GENERAL NOTES. STRESS A MINIMUM OF (2) TENDONS AT SLAB EDGES PERPENDICULAR TO THE BANDED TENDON ENDS BEFORE BANDED TENDONS ARE STRESSED. 13. PROVIDE FULLY ENCAPSULATED SYSTEM OF THE POST -TENSIONED TENDONS AND ANCHORS AT THIS LEVEL. ENCAPSULATION REQUIREMENTS PER STRUCTURAL GENERAL NOTES. 14. IF CONDUIT FOR MEP IS TO BE PLACED WITHIN THE SLAB THEN A PLAN MUST BE SUBMITTED TO THE STRUCTURAL ENGINEER OF RECORD FOR REVIEW. REFERENCE DETAIL 4/S5.02 FOR REINFORCEMENT REQUIREMENTS AT AREA WITH CONDUIT. 15. TYPICAL DETAILS PER: S5.01 TYPICAL POST -TENSIONED DETAILS 4/S5.01 TYPICAL SLAB TENDON PROFILE 6 & 7/S5.01 TYPICAL POST -TENSIONED ANCHOR DETAILS 9/S5.01 TYPICAL POST -TENSIONED CONSTRUCTION JOINT DETAILS S5.02 TYPICAL SLAB OPENING AT POST -TENSIONED FLOOR ROOF LEVEL 3 LEVEL 2 LEVEL 1 LEVEL P1 NOTE: DARKENED LINES DESIGNATE AREA OF WORK. LEVEL 1 POST -TENSIONED FRAMING PLAN HALLER ARCHITECTS LLC 12216 Corliss Avenue North Seattle, WA 98133 TEL 206.235.0935 email: boyerscottl @gmail.com ODO SDE ONE POST STREET. SUITE 1050 SAN FRANCISCO, CALIFORNIA 94104 PHONE: (415) 638-8980 WEBSITE: www.dci-engineers.com CIVIL / STRUCTURAL ©Copyright 08/2016 D'Amato Conversano Inc. All Rights Reserved This document, and the ideas and designs may not be reused, in whole or in part, without written permission from D'Amato Conversano Inc. D'Amolo Conversano Inc. disclaims any responsibility for its unauthorized use. PROJECT: Edmonds Mixed Use Building LOCATION: 201 Main Street Edmonds, WA 98020 PREPARED FOR: Edmonds 2020 LLC KEY MAP DATE REVISION 4/22/16 PERMIT SET �8/18/16 PERMIT SET REV 2 01/14/16 PERMIT REVISIONS �12/1/16 CONFORMED SET PROJECT DIRECTOR JB PROJECT MANAGER DL PROJECT ARCHITECT KA, J R PROJECT TEAM MEMBER CHECK ENGINEER SEA � 'EY B� A�vas�j�J.,�� TRf LEVEL 1 POST -TENSIONED FRAMING PLAN PROJECT NO. 14081-0137 DATE FEBRUARY 22, 2017 PROJECT NETWORK PATH 52.01A CONFORMED SST SCALE: 1/8"=1'-0" a I 0C c" 51/2" MIN MAX P-T C PER PLAN HP I, N (C� FBI (E) ( Fi CG) VON n VMS 159'-101 %sue � 16'-2" 11'-7y6" 21,-2,Y" 18'-03/8" 16'-7y4" 17'-6 16" 17'-2,Y" 17'-1016" 23'-8%' OVER -FRAMING PLAN NOTES: 1. STRUCTURAL GENERAL NOTES, DESIGN CRITERIA, ABBREVIATIONS AND LEGEND PER S1.00 THROUGH S1.03. 2. VERIFY ALL DIMENSIONS AND ELEVATIONS WITH THE ARCHITECT'S DRAWINGS. 3. ADDITIONAL INFORMATION NOT NOTED PER MILD REINFORCING PLAN. 4. OVER -FRAMING SLAB THICKNESS AND TOP OF STRUCTURAL SLAB ARE AS SHOWN ON PLAN. 5. DO NOT INSTALL DRILL -IN ADHESIVE AND EXPANSION ANCHORS IN THE POST -TENSIONED SLAB. DRILLING INTO POST -TENSIONED SLAB WITHOUT APPROVAL FROM THE STRUCTURAL ENGINEER OR RECORD IS NOT PERMITTED. ALL BUILDING SYSTEMS MECHANICAL, ELECTRICAL, PLUMBING FIRE PROTECTION SHALL PLACE DUCTS, CHASES PIPES OR PIPE SUPPORTS, CONDUIT SLEEVES AND HANGER INSERTS, ETC INTO THE POST -TENSIONED SLAB PRIOR TO POURING CONCRETE. 6. TYPICAL DETAILS PER: ROOF LEVEL 3 LEVEL 2 LEVEL 1 LEVEL P1 NOTE: DARKENED LINES DESIGNATE AREA OF WORK. HALLER ARCHITECTS LLC 12216 Corliss Avenue North Seattle, WA 98133 TEL 206.235.0935 email: boyerscottl @gmail.com ODO SDE ONE POST STREET. SUITE 1050 SAN FRANCISCO, CALIFORNIA 94104 PHONE: (415) 638-8980 WEBSITE: www.dci-engineers.com CIVIL / STRUCTURAL ©Copyright 08/2016 D'Amato Conversano Inc. All Rights Reserved This document, and the ideas and designs may not be reused, in whole or in part, without written permission from D'Amato Conversano Inc. D'Amolo Conversano Inc. disclaims any responsibility for its unauthorized use. PROJECT: Edmonds Mixed Use Building LOCATION: 201 Main Street Edmonds, WA 98020 PREPARED FOR: Edmonds 2020 LLC KEY MAP DATE REVISION 4/22/16 PERMIT SET 8/18/16 PERMIT SET REV 2 01/14/16 PERMIT REVISIONS �12/1/16 CONFORMED SET PROJECT DIRECTOR JB PROJECT MANAGER DL PROJECT ARCHITECT KA, J R PROJECT TEAM MEMBER CHECK ENGINEER SEA � 'EY Bh' 1�vas� TRf LEVEL 1 OVERFRAMING PLAN PROJECT NO. 14081-0137 DATE FEBRUARY 22, 2017 PROJECT NETWORK PATH 0 3 S5.25 TYPICAL OVER -FRAMING DETAILS LEVEL 1 OVERFRAMING PLAN SCALE: 1/8"=1 '-0" SHEET NUMBER S2mOl SET CONFORMED SET O 51/2" MIN - 7" MAX P-T CONIC SLAB - PER PLAN NOTES T/SLAB VARIES HP = 54.83' TYP AT EXT DECK, UNO CANOPY BELOW PER S2.05 I D I 00 cV I cD CV 00 I 16'-2" PS2O5 © D O O G H 159'-101 %6" 11'-7y6" 21,-2,Y" 18'-03/8" 16'-7y4" 17'-6%6" 17'-2,Y" ICb Two -'oo ,o CC12 I I I CC , 12 x24 12x12 I 1 1 I i =�_�`° I 1 1 r1 I I ,r 1 1 1 1 24 I I I 1 z� o� Q TYP AT LJ LJ SRF CORNER COL, SRA SRA LINO 1------- SRX - - - - - - - -I � SRD I SLAB EDGE q CORNER REINF PER 10/S5.02, TYP �I 71/2" P-T CONIC SLAB PER PLAN NOTES ® T/SLAB = 54.54' 1 1 1 I I I 1 ' ' I CC1 I I 12%20" I I ti 1 I �FRs� �F2k/ i 1 4„ VENEER rypR/� S60 d1- 0 e PER ARCH �) )�F 12" CONIC SHEAR WALL '04, 11T TYP AT STAIR CORE, UNO cFS ti1F,s, 1 I I 1/2 1/2" SOFFIT STEP 9/S3.04 1 I - I----- - - - - ------------------------- - -- - -- ------ 1 I � 1 1 D N C� 1v M 0 rr--I U' Q I IL __ J CC14 � " P 6T 12"x24" 6T _ - I I 7B 7B w m I I O Q �J U) n I � PER PER11/S3.04 1 SCHED C° SCHED o I 1 CC7 I I 3'-0"Wx18"DP CONIC 12"x24" I 1 BEAM W/ REINF PER 4/S5.10 r _ SRA SRA r 1/2» 51/2" MIN - 61/2" MAX P-T CONIC SLAB CC7 7177 PER PLAN NOTES 1 CC7 T/SLAB VARIES HP = 54.50' TRIM STL AT LARGE OPNG PER 12/S5.02, TYP 17'-10%6" 23'-8%" 6" MIN - 7" MAX P-T CONIC SLAB PER PLAN NOTES T/SLAB VARIES HP = 54.50' TYP AT EXT DECK, UNO TYP AT CORNER COL, UNO 0 4T 1 0 ' 1 - -- ' 12" CONIC SHEAR WALL 74r C� 6" MIN - 71/2" MAX N P-T CONIC SLAB 6T PER PLAN NOTES T/SLAB VARIES �I I I I (E) EXISTING BUILDING 4 �5 ® HP = 54.54' I TO REMAIN CC4 I 81/2" REINF CONIC SLAB 12"x24" I PER PLAN NOTES CC4 CC4 I 12"x24" 12"x24" OVER -FRAMING T/SLAB=53.87' f.I.. LJ L J. L J SRA 2 - - (E) 10" CONIC WALL W/ #5 SRA SRA S2.02 VERT ® 12"OC & #4 HORIZ 0 TRIM STL AT 12"OC EF FROM LARGE OPNG __ __-__-_ __ PER 12/S5.02, TYP STL STAIR TO X. 3TB - - �� EL = 49.89' TO 55.18' BELOW ELEV 1/2" SOFFIT BE SUPPLIED HI H 777 12" STEP BY OTHERS S A 777 -- ------ - - - - -- -- ----------- - -- - -- 96 �_ _ SRA #5 T&B x 4'-0" DOWEL LOW m @ 12"OC POST 'S6 4x1/2 I I o i INSTALLED INTO (E) P DER Fp FD FD a- , w , CONIC WALL W/ EPDXY A _ _ ' 10/S5.04 CD ' W/ 6" EMBED BED R CC4 CC ?/S6.02 _ I zo m LEV PER 12"x24" 1 'x24" i I NOTE 10 STAIR SRD t...1 ) I I SRA SRA i -i ---- --- -- -Z v I I 12/S510 1 o m 0 I 1 11/2 i o ® 2'-6"Wx18"DP 1 i 1 FD 1 J �� ----------4- ----- Q CONIC BEAM I -I-- ---- -rt- ---- --- - - - - of o--------- - _- I I I U O z_ L�- SRG I i �o TYP AT INT 51/2 MIN - 61/2" MAX CC14 i o COL, UNO P-T CONIC SLAB 12"x24" 1 Nilw J PER PLAN NOTES i �> © w T/SLAB VARIES FD I 553/4 FD 1 7" P-T CONIC SLAB HP = 54.54' i i CONTRACTOR TO SCAN PER PLAN NOTES I o 1 FOR PT & REBAR `D T/SLAB = 54.54' 1 �; 1 PER NOTE 9 1/2" , 1 1 777 I I 3'-6"Wx18"DP CONIC BEAM W/ REINF PER 8/S5.10 CC4 I I 1 1 12"x24" I I o }. 1 N I I I LJ 1 I m SRA I CC14 12"x24" L-`- 1/2» CC8 CC13 12"x24" 12"x24" i SRA SRA MILD REINFORCING PLAN NOTES: 1. STRUCTURAL GENERAL NOTES, DESIGN CRITERIA, ABBREVIATIONS AND LEGEND PER S1.00 THROUGH S1.03. 2. VERIFY ALL DIMENSIONS AND ELEVATIONS WITH THE ARCHITECTURAL DRAWINGS. EXISTING INFORMATION SHOWN IS FROM EXISTING STRUCTURAL DRAWINGS AND NOT AS-BUILTS AND SHOULD BE FIELD VERIFIED. CONSULT ENGINEER OF RECORD PRIOR TO NEW CONSTRUCTION IF CONDITIONS DIFFER FROM WHAT IS SHOWN ON PLAN OR IF EXISTING BUILDING HAS QUESTIONABLE CONDITIONS. 3. POST -TENSIONED TENDON LAYOUT SHALL BE PER POST -TENSIONED FRAMING PLAN. 4. CONTRACTOR IS RESPONSIBLE FOR THE DESIGN AND STAGING OF ALL SHORING AND RESHORING. SHORING PLACED BENEATH SLAB CLOSURE POURS SHALL NOT BE REMOVED UNTIL CLOSURE POUR CONCRETE HAS REACHED SPECIFIED STRENGTH. 5. STRUCTURAL SLAB THICKNESS AND TOP OF STRUCTURAL SLAB ARE AS SHOWN ON PLAN. 6. COLUMN OR WALL OVER -POURS INTO POST -TENSIONED SLABS SHALL NOT BE GREATER THAN 1/2" MAXIMUM. REMOVE ANY EXCESSIVE COLUMN OR WALL OVER -POURS PRIOR TO PLACING REINFORCING BARS AND POST -TENSIONED TENDONS. I _ TYP AT INT I 1/S5.04 COL, UNO 1B 8B 1 TYP AT CONN 1 CONTRACTOR Q I m i i TO LOCATE 9 1 CC1 CC4 CC4 Fp 1 (E) EMBEDS Of 1 12 x24 12 x24 12 x24 i�s I 2B I SRA I 8B "' 7" MIN - 8" MAX � o 11 T L J L J 1 REINF CONIC SLAB � c� 1 1 SRA 2'-0"Wx633/4" I PER PLAN NOTES L'io N ( I TYP AT CORNER 1 9T 1 CONIC i T/SLAB VARIES COL REINF, UNO /2 i HP = 49.89' TYP AT EDGE TYP SLAB IS TO MATCH 5T COL, UNO �% FD i FD EL OF (E) SLAB ---��` � 1 I r 1 I I T/BEAM = r, 3T r ( 4T r I T/SLAB r ------ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - `- - - - - -'- - __ - - - - - - - - - - - - - - - - - - - - - L - - - - - - - - - - - - - - - - - - - - - - - - - - - -----� - - - - - - - - CONIC WALL BELOW, �CC13 CC13 TYP WHERE OCCURS 12"x24" 12"x24" SRA SRA PARTIAL PLAN OF OVER - FRAMING IN COURTYARD AREA SCALE: 1/8"=1 '-0" TOP REINFORCING SCHEDULE MARK QUANTITY REINFORCING LENGTH SPACING REMARKS 1 T 7 #5 10'-0" 2T 7 #5 12'-0" 3T 6 #5 10'-0" 4T 7 #5 6'-0" W/ STD HOOK 5T #5 10'-0" 12" W/ STD HOOK PER PLAN 6T #5 5'-0" 12" W/ STD HOOK 7T #5 5'-0" 24" W/ STD HOOK 8T #5 12'-0" 24" 9T #5 13'-6" 12" W/ STD HOOK AS SHOWN 10T #5 13'-6" 18" W/ STD HOOK AS SHOWN 11T 5 15'-0" 18 W STD HOOK AS SHOWN BOTTOM REINFORCING SCHEDULE MARK QUANTITY REINFORCING LENGTH SPACING REMARKS 1B #4 CONT 48" TYP OVER ENTIRE SLAB 2B 3 #5 7'-6" TYP EW AT COLS UNO 3B 3 #5 5'-0" W/ STD HOOK 4B #4 12'-0" 24 ADDL 5B #4 12'-0" 48" ADDL 6B #4 24'-0" 24" 7B 2 #7 14'-0" EMBED 48" INTO SHEAR WALL 8B #5 13'-5" 12" W/ STD HOOK AS SHOWN 9B #5 CONT 12" TYP OVER 81/2" MILD SLAB 10B 2 9 PLAN LENGTH PER PLAN TOP AND BOTTOM REINFORCING SCHEDULE MARK QUANTITY REINFORCING LENGTH SPACING REMARKS 1TB 2 #4 CONT TYP AT PERIMETER, (4) TOTAL 2TB #5 10'-0" 12" 3TB #5 6'-0" 12" W/ STD HOOK 4TB #5 6'-0" 12" TYP AT CLOSURE POUR 5TB #5 3'-6" 12" W/ STD HOOK; TYP AT CLOSURE POUR 5TB #5 3'-6" 12 W/ STD HOOK; TYP AT CLOSURE POUR 7TB 3 #5 CONT TYP AT CLOSURE POUR 8TB 2 #6 (4) TOTAL 9TB 3 #8 30'-0" (6) TOTAL 10TB 5 10'-0" 12" W STD HOOK AS SHOWN CAUSE TO ADDITIONAL SERVICES. 7. DO NOT INSTALL DRILL -IN ADHESIVE AND EXPANSION ANCHORS IN THE 13. POST -TENSIONED SLAB IS DESIGNED FOR TWO HOUR FIRE SEPARATION. PROVIDE 1" 18. TYPICAL DETAILS PER: POST -TENSIONED SLAB. DRILLING INTO POST -TENSIONED SLAB WITHOUT APPROVAL CLEAR FOR ALL BOTTOM REINFORCING AND 1" CLEAR FOR ALL TOP REINFORCEMENT, FROM THE STRUCTURAL ENGINEER OF RECORD IS NOT PERMITTED. ALL BUILDING UNO. S3.01 TYPICAL COLUMN ELEVATIONS SYSTEMS: MECHANICAL, ELECTRICAL, PLUMBING, FIRE PROTECTION SHALL PLACE DUCTS, 12/S4.01 TYPICAL LAP SPLICE SCHEDULE CHASES, PIPES OR PIPE SUPPORTS, CONDUIT SLEEVES AND HANGER INSERTS, ETC 14. CONTRACTOR TO COORDINATE EMBED PLATES REQUIRED FOR STAIRS, GUARDRAILS, S5.01 TYPICAL POST -TENSIONED DETAILS INTO THE POST -TENSIONED SLAB PRIOR TO POURING THE CONCRETE. INTERIOR AND EXTERIOR WALLS, WINDOW WASHING ANCHORS, ETC. S5.02 TYPICAL SLAB OPENING REINFORCEMENT S5.03 TYPICAL STUDRAIL DETAILS AT COLUMNS 8. ADDITIONAL SHAFTS MAY BE LOCATED AFTER THE SLAB IS POURED IF APPROVED BY 15 PROVIDE (3) #513 x 8'-0" EW AT ALL INTERIOR COLUMNS OR PROVIDE (3) #56 x S6.06 TYPICAL BRICK VENEER DETAILS THE STRUCTURAL ENGINEER AND COORDINATED WITH THE GENERAL CONTRACTOR. 6'-0" W/ STANDARD HOOK PERPENDICULAR TO SLAB EDGE AT EDGE AND CORNER 9. CONTRACTOR TO SCAN SLAB TO VERIFY LOCATION OF ALL EXISTING STRUCTURE COLUMNS, LINO PER PLAN. REINFORCEMENT AND P-T TENDONS. CONTRACTOR IS TO MAINTAIN 3" CLEAR FROM 15. AT DROP BANDS, SPLICE BOTTOM STEEL AT COLUMNS AND TOP STEEL MID -SPAN PER P-T TENDONS IN ALL DIRECTIONS AND IS NOT TO CUT EXISTING REINFORCEMENT. LAP SPLICE SCHEDULE. 10. NOTE THAT ELEVATOR STEEL AND CONNECTIONS ARE PRELIMINARY AND SUPPLIED TO 17. ANY MODIFICATIONS OR CONSTRUCTION THAT INVOLVES THE EXISTING STRUCTURE HELP BID EFFORTS. ALL STEEL AND EMBEDMENTS WILL NEED TO BE COORDINATED ASSUMES THAT THE PHASE 1 BUILDING IS INTACT AND THAT ITS STRUCTURAL WITH THE ELEVATOR SUPPLIER AND ARE NOT FINAL. CONTRACTOR IS TO NOTE THAT INTEGRITY IS NOT AFFECTED. ANY DAMAGE TO THE EXISTING BUILDING WHICH OCCURS ELEVATOR MANUFACTURER MAY REQUIRE ADDITIONAL STEEL. DURING CONSTRUCTION MAY RESULT IN FURTHER REPAIR TO BRING THE EXISTING BUILDING BACK TO AN ADEQUATE LEVEL OF STRUCTURAL INTEGRITY. THIS ADDITIONAL 11. PROVIDE #5 ® 48 OC RISER BARS FOR TOP MILD REINFORCEMENT SUPPORT. WORK WILL BE OUTSIDE THE SCOPE OF DCI'S ORIGINAL CONTRACT AND WILL BE ROOF OL LEVEL 3 LEVEL 2 LEVEL 1 LEVEL P1 NOTE: DARKENED LINES DESIGNATE AREA OF WORK. LEVEL 2 MILD -REINFORCING PLAN HALLER ARCHITECTS LLC 12216 Corliss Avenue North Seattle, WA 98133 TEL 206.235.0935 email: boyerscottl @gmail.com O'DO SDE ONE POST STREET -SUITE 1050 SAN FRANCISCO, CALIFORNIA 94104 PHONE: (415) 638-8980 WEBSITE: www.dci-engineers.com CIVIL / STRUCTURAL ©Copyright 08/2016 D'Amato Conversano Inc. All Rights Reserved This document, and the ideas and designs may not be reused, in whole or in part, without written permission from D'Amato Conversano Inc. D'Amalo Conversano Inc. disclaims any responsibility for its unauthorized use. PROJECT: Edmonds Mixed Use Building LOCATION: 201 Main Street Edmonds, WA 98020 PREPARED FOR: Edmonds 2020 LLC KEY MAP DATE 4/22/16 REVISION PERMIT SET �8/18/16 PERMIT SET REV 2 01/14/16 PERMIT REVISIONS �12/1/16 CONFORMED SET PROJECT DIRECTOR JB PROJECT MANAGER DL PROJECT ARCHITECT KA, J R PROJECT TEAM MEMBER CHECK ENGINEER SEA Tu LEVEL 2 MILD REINFORCING PLAN PROJECT NO. 14081-0137 DATE FEBRUARY 22, 2017 PROJECT NETWORK PATH S2mO2 s CONFORMED SET SCALE: 1/8"=1 '-0" 00 I 00 (V I CD ■ 11) BAN TENDO (11 TEN TI O�A ME lCi na (E) () nG nH n 159-101i6" 16'-2" 11'-7y6" 21,-2)/8„ 18'-0 8" 16'-7y>' 17'-6 16" 17,-2)/" 17'-10 16" 23'-8 8" I I Cn O O cnz(r)Z o I � Q - I.I � ILIVVVIVJ �n \ I POST -TENSIONED SLAB PLAN NOTES: 1. STRUCTURAL GENERAL NOTES, DESIGN CRITERIA, ABBREVIATIONS AND LEGEND PER S1.00 THOUGH S1.03. 2. VERIFY ALL DIMENSIONS AND ELEVATIONS WITH THE ARCHITECTURAL DRAWINGS. EXISTING INFORMATION SHOWN IS FROM EXISTING STRUCTURAL DRAWINGS AND NOT AS—BUILTS AND SHOULD BE FIELD VERIFIED. CONSULT ENGINEER OF RECORD PRIOR TO NEW CONSTRUCTION IF CONDITIONS DIFFER FROM WHAT IS SHOWN ON PLAN OR IF EXISTING BUILDING HAS QUESTIONABLE CONDITIONS. 3. MILD REINFORCING BAR LAYOUT SHALL BE PER MILD REINFORCING PLAN. 4. WALL DIMENSIONS, SLAB OPENING DIMENSIONS AND SECTION CUTS SHALL BE PER MILD REINFORCING PLAN. 5. CONTRACTOR IS RESPONSIBLE FOR THE DESIGN AND STAGING OF ALL SHORING AND RESHORING. SHORING PLACED BENEATH SLAB CLOSURE POURS SHALL NOT BE REMOVED UNTIL CLOSURE POUR CONCRETE HAS REACHED SPECIFIED STRENGTH. 6. STRUCTURAL SLAB THICKNESS AND TOP OF STRUCTURAL SLAB ARE AS SHOWN ON PLAN. FOR FIRE RATING REQUIREMENTS REFERENCE ARCHITECTURAL AND MILD REINFORCING PLANS. 7. COLUMN OR WALL OVER —POURS INTO POST —TENSIONED SLABS SHALL NOT BE 12. HORIZONTAL SWEEP OF THE TENDONS SHALL NOT BE GREATER THEN 1:6. TENDONS GREATER THAN 1/2" MAXIMUM. REMOVE ANY EXCESSIVE COLUMN OR WALL WITH HORIZONTAL SWEEP GREATER THAN 1:6 SHALL BE REVIEWED BY THE OVER —POURS PRIOR TO PLACING REINFORCING BARS AND POST —TENSIONED TENDONS. ENGINEER —OF —RECORD FOR TENDON SPACING AND ADDITIONAL REINFORCING REQUIREMENTS PRIOR TO PLACING CONCRETE. 8. DO NOT INSTALL DRILL —IN ADHESIVE AND EXPANSION ANCHORS IN THE POST —TENSIONED SLAB. DRILLING INTO POST —TENSIONED SLAB WITHOUT APPROVAL FROM THE STRUCTURAL ENGINEER OF RECORD IS NOT PERMITTED. ALL BUILDING SYSTEMS: MECHANICAL, ELECTRICAL, PLUMBING, FIRE PROTECTION SHALL PLACE DUCTS, CHASES, PIPES OR PIPE SUPPORTS, CONDUIT SLEEVES AND HANGER INSERTS, ETC INTO THE POST —TENSIONED SLAB PRIOR TO POURING THE CONCRETE. 9. CONTRACTOR TO SCAN SLAB TO VERIFY LOCATION OF ALL EXISTING STRUCTURE REINFORCEMENT AND P—T TENDONS. CONTRACTOR IS TO MAINTAIN 3" CLEAR FROM P—T TENDONS IN ALL DIRECTIONS AND IS NOT TO CUT EXISTING REINFORCEMENT. 10. ADDITIONAL SHAFTS MAY BE LOCATED AFTER THE SLAB IS POURED IF APPROVED BY THE STRUCTURAL ENGINEER OF RECORD AND COORDINATED WITH THE GENERAL CONTRACTOR. 11. TENDONS STRESSING SEQUENCE PER GENERAL NOTES. STRESS A MINIMUM OF (2) TENDONS AT SLAB EDGES PERPENDICULAR TO THE BANDED TENDON ENDS BEFORE BANDED TENDONS ARE STRESSED. 13. PROVIDE FULLY ENCAPSULATED SYSTEM OF THE POST —TENSIONED TENDONS AND ANCHORS AT THIS LEVEL. ENCAPSULATION REQUIREMENTS PER STRUCTURAL GENERAL NOTES. 14. IF CONDUIT FOR MEP IS TO BE PLACED WITHIN THE SLAB THEN A PLAN MUST BE SUBMITTED TO THE STRUCTURAL ENGINEER OF RECORD FOR REVIEW. REFERENCE DETAIL 4/S5.02 FOR REINFORCEMENT REQUIREMENTS AT AREA WITH CONDUIT. 15. TYPICAL DETAILS PER: S5.01 TYPICAL POST —TENSIONED DETAILS 4/S5.01 TYPICAL SLAB TENDON PROFILE 6 & 7/S5.01 TYPICAL POST —TENSIONED ANCHOR DETAILS 9/S5.01 TYPICAL POST —TENSIONED CONSTRUCTION JOINT DETAILS S5.02 TYPICAL SLAB OPENING AT POST —TENSIONED FLOOR ROOF LEVEL 3 LEVEL 2 LEVEL 1 LEVEL P1 (— NOTE: DARKENED LINES DESIGNATE AREA OF WORK. LEVEL 2 POST -TENSIONED FRAMING PLAN HALLER ARCHITECTS LLC 12216 Corliss Avenue North Seattle, WA 98133 TEL 206.235.0935 email: boyerscottl @gmail.com O'DO SDE ONE POST STREET. SUITE 1050 SAN FRANCISCO, CALIFORNIA 94104 PHONE: (415) 638-8980 WEBSITE: www.dci-engineers.com CIVIL / STRUCTURAL ©Copyright 08/2016 D'Amato Conversano Inc. All Rights Reserved This document, and the ideas and designs may not be reused, in whole or in part, without written permission from D'Amato Conversano Inc. D'Amalo Conversano Inc. disclaims any responsibility for its unauthorized use. PROJECT: Edmonds Mixed Use Building LOCATION: 201 Main Street Edmonds, WA 98020 PREPARED FOR: Edmonds 2020 LLC KEY MAP DATE REVISION 4/22/16 PERMIT SET �8/18/16 PERMIT SET REV 2 01/14/16 PERMIT REVISIONS �12/1/16 CONFORMED SET PROJECT DIRECTOR JB PROJECT MANAGER DL PROJECT ARCHITECT KA, J R PROJECT TEAM MEMBER CHECK ENGINEER SEA GREY Bh' Tu LEVEL 2 POST -TENSIONED FRAMING PLAN PROJECT NO. 14081-0137 DATE FEBRUARY 22, 2017 PROJECT NETWORK PATH SHEET NUMBER S2mO2ASET CONFORMED SET SCALE: 1/8"=1 '-0" Cn 00 00 I N I co CV ■ O�A C� (Ci OD lE) �F) (G) OH OI IMS 159'-101i6" _T 16'-2" 11'-7y6" 21,-2/" 18'-0 8" 16'-7y" 17'-6 16" 17,-2/" 17'-10 16" 23'-8 8" MILD REINFORCING PLAN NOTES: 1. STRUCTURAL GENERAL NOTES, DESIGN CRITERIA, ABBREVIATIONS AND LEGEND PER S1.00 THROUGH S1.03. 2. VERIFY ALL DIMENSIONS AND ELEVATIONS WITH THE ARCHITECTURAL DRAWINGS. EXISTING INFORMATION SHOWN IS FROM EXISTING STRUCTURAL DRAWINGS AND NOT AS—BUILTS AND SHOULD BE FIELD VERIFIED. CONSULT ENGINEER OF RECORD PRIOR TO NEW CONSTRUCTION IF CONDITIONS DIFFER FROM WHAT IS SHOWN ON PLAN OR IF EXISTING BUILDING HAS QUESTIONABLE CONDITIONS. 3. POST —TENSIONED TENDON LAYOUT SHALL BE PER POST —TENSIONED FRAMING PLAN. 4. CONTRACTOR IS RESPONSIBLE FOR THE DESIGN AND STAGING OF ALL SHORING AND RESHORING. SHORING PLACED BENEATH SLAB CLOSURE POURS SHALL NOT BE REMOVED UNTIL CLOSURE POUR CONCRETE HAS REACHED SPECIFIED STRENGTH. 5. STRUCTURAL SLAB THICKNESS AND TOP OF STRUCTURAL SLAB ARE AS SHOWN ON PLAN. 6. COLUMN OR WALL OVER —POURS INTO POST —TENSIONED SLABS SHALL NOT BE GREATER THAN 1/2" MAXIMUM. REMOVE ANY EXCESSIVE COLUMN OR WALL OVER —POURS PRIOR TO PLACING REINFORCING BARS AND POST —TENSIONED TENDONS. COL, UNO 7. DO NOT INSTALL DRILL —IN ADHESIVE AND EXPANSION ANCHORS IN THE POST —TENSIONED SLAB. DRILLING INTO POST —TENSIONED SLAB WITHOUT APPROVAL FROM THE STRUCTURAL ENGINEER OF RECORD IS NOT PERMITTED. ALL BUILDING SYSTEMS: MECHANICAL, ELECTRICAL, PLUMBING, FIRE PROTECTION SHALL PLACE DUCTS, CHASES, PIPES OR PIPE SUPPORTS, CONDUIT SLEEVES AND HANGER INSERTS, ETC INTO THE POST —TENSIONED SLAB PRIOR TO POURING THE CONCRETE. 8. ADDITIONAL SHAFTS MAY BE LOCATED AFTER THE SLAB IS POURED IF APPROVED BY THE STRUCTURAL ENGINEER AND COORDINATED WITH THE GENERAL CONTRACTOR. 9. CONTRACTOR TO SCAN SLAB TO VERIFY LOCATION OF ALL EXISTING STRUCTURE REINFORCEMENT AND P—T TENDONS. CONTRACTOR IS TO MAINTAIN 3" CLEAR FROM P—T TENDONS IN ALL DIRECTIONS AND IS NOT TO CUT EXISTING REINFORCEMENT. 10. NOTE THAT ELEVATOR STEEL AND CONNECTIONS ARE PRELIMINARY AND SUPPLIED TO HELP BID EFFORTS. ALL STEEL AND EMBEDMENTS WILL NEED TO BE COORDINATED WITH THE ELEVATOR SUPPLIER AND ARE NOT FINAL. CONTRACTOR IS TO NOTE THAT ELEVATOR MANUFACTURER MAY REQUIRE ADDITIONAL STEEL. 11. PROVIDE #5 @ 48"OC RISER BARS FOR TOP MILD REINFORCEMENT SUPPORT. (E) EXISTING BUILDING TO REMAIN TYP AT CORNER COL, UNO 13. POST —TENSIONED SLAB IS DESIGNED FOR TWO HOUR FIRE SEPARATION. PROVIDE 1" CLEAR FOR ALL BOTTOM REINFORCING AND 1" CLEAR FOR ALL TOP REINFORCEMENT, UNO. 14. CONTRACTOR TO COORDINATE EMBED PLATES REQUIRED FOR STAIRS, GUARDRAILS, INTERIOR AND EXTERIOR WALLS, WINDOW WASHING ANCHORS, ETC. 15. PROVIDE (3) #513 x 8'-0" EW AT ALL INTERIOR COLUMNS, OR PROVIDE (3) #513 x 6'-0" W/ STANDARD HOOK PERPENDICULAR TO SLAB EDGE AT EDGE AND CORNER COLUMNS, UNO PER PLAN. 16. AT DROP BANDS, SPLICE BOTTOM STEEL AT COLUMNS AND TOP STEEL MID —SPAN PER LAP SPLICE SCHEDULE. 17. ANY MODIFICATIONS OR CONSTRUCTION THAT INVOLVES THE EXISTING STRUCTURE ASSUMES THAT THE PHASE 1 BUILDING IS INTACT AND THAT ITS STRUCTURAL INTEGRITY IS NOT AFFECTED. ANY DAMAGE TO THE EXISTING BUILDING WHICH OCCURS DURING CONSTRUCTION MAY RESULT IN FURTHER REPAIR TO BRING THE EXISTING BUILDING BACK TO AN ADEQUATE LEVEL OF STRUCTURAL INTEGRITY. THIS ADDITIONAL WORK WILL BE OUTSIDE THE SCOPE OF DCI'S ORIGINAL CONTRACT AND WILL BE TOP TOP REINFORCING SCHEDULE MARK QUANTITY REINFORCING LENGTH SPACING REMARKS 1 T 7 #5 10'-0" 2T 7 #5 12'-0" 3T 6 #5 10'-0" 4T 7 #5 6'-0" W/ STD HOOK 5T #5 10'-0" 12" W/ STD HOOK PER PLAN 6T 1 #5 5-0" 12" W/ STD HOOK 7T #5 5'-0" 24" W/ STD HOOK 8T #5 12'— 0" 24" 9T #5 13'-6" 12" W/ STD HOOK AS SHOWN 10T #5 13'-6" 18" W/ STD HOOK AS SHOWN 11 T 1 #5 15'-0" 1 18" 1 W STD HOOK AS SHOWN BOTTOM REINFORCING SCHEDULE MARK QUANTITY REINFORCING LENGTH SPACING REMARKS 1B #4 CONT 48 TYP OVER ENTIRE SLAB 213 3 #5 7'-6" TYP EW AT COLS UNO 313 3 #5 5-0" W/ STD HOOK 4B #4 12'-0" 24 ADDL 5B #4 12'-0" 48 ADDL 6B #4 24'-0" 24" 713 2 #7 14'-0" EMBED 48" INTO SHEAR WALL 8B #5 13'-6" 12" W/ STD HOOK AS SHOWN 9B #5 CONT 12 TYP OVER 81/2" MILD SLAB 10B 1 2 1 #9 1 PLAN LENGTH PER PLAN TOP AND BOTTOM REINFORCING SCHEDULE MARK QUANTITY REINFORCING LENGTH SPACING REMARKS 1T13 2 #4 CONT TYP AT PERIMETER, (4) TOTAL 2TB #5 10'-0" 12" 3TB #5 6'-0" 12" W/ STD HOOK 4T13 #5 6'-0" 12" TYP AT CLOSURE POUR 5TB #5 3'-6" 12" W/ STD HOOK; TYP AT CLOSURE POUR 6TB #5 3'-6" 12" W/ STD HOOK; TYP AT CLOSURE POUR 7TB 3 #5 CONT TYP AT CLOSURE POUR 8TB 2 #6 (4) TOTAL 9TB 3 #8 30'-01, (6) TOTAL 10T6 #5 10'-0" t 12" W STD HOOK AS SHOWN CAUSE TO ADDITIONAL SERVICES. 18. TYPICAL DETAILS PER: S3.01 TYPICAL COLUMN ELEVATIONS 12/S4.01 TYPICAL LAP SPLICE SCHEDULE S5.01 TYPICAL POST —TENSIONED DETAILS S5.02 TYPICAL SLAB OPENING REINFORCEMENT S5.03 TYPICAL STUDRAIL DETAILS AT COLUMNS S6.06 TYPICAL BRICK VENEER DETAILS ROOF LEVEL 3 LEVEL 2 LEVEL 1 LEVEL P1 NOTE: DARKENED LINES DESIGNATE AREA OF WORK. HALLER ARCHITECTS LLC 12216 Corliss Avenue North Seattle, WA 98133 TEL 206.235.0935 email: boyerscottl @gmail.com ODO SDE ONE POST STREET. SUITE 1050 SAN FRANCISCO, CALIFORNIA 94104 PHONE: (415) 638-8980 WEBSITE: www.dci-engineers.com CIVIL / STRUCTURAL ©Copyright 08/2016 D'Amato Conversano Inc. All Rights Reserved This document, and the ideas and designs may not be reused, in whole or in part, without written permission from D'Amato Conversano Inc. D'Amolo Conversano Inc. disclaims any responsibility for its unauthorized use. PROJECT: Edmonds Mixed Use Building LOCATION: 201 Main Street Edmonds, WA 98020 PREPARED FOR: Edmonds 2020 LLC KEY MAP DATE REVISION 4/22/16 PERMIT SET �8/18/16 PERMIT SET REV 2 01/14/16 PERMIT REVISIONS �12/1/16 CONFORMED SET PROJECT DIRECTOR JB PROJECT MANAGER DL PROJECT ARCHITECT KA, J R PROJECT TEAM MEMBER CHECK ENGINEER SEA GREY Bh' Ivas� TRf LEVEL 3 MILD REINFORCING PLAN PROJECT NO. 14081-0137 DATE FEBRUARY 22, 2017 PROJECT NETWORK PATH SHEET NUMBER S2mO3 SET CONFORMED SET LEVEL 3 MILD -REINFORCING PLAN SCALE: 1/8"=1'-0" Cn 00 I N I co N ■ 16) BAND TENDON ( T OA B QC D (E� OF QG OH, T A' 159'-101i6" 16'-2" 11'-7)/16,> 21,-2)/8„ 18'-0 8" 16'-7)/" , 17'-6 16" 17,-2,Y" 17'-10 16" 23'-8 8" POST -TENSIONED SLAB PLAN NOTES: 1. STRUCTURAL GENERAL NOTES, DESIGN CRITERIA, ABBREVIATIONS AND LEGEND PER S1.00 THOUGH S1.03. 2. VERIFY ALL DIMENSIONS AND ELEVATIONS WITH THE ARCHITECTURAL DRAWINGS. EXISTING INFORMATION SHOWN IS FROM EXISTING STRUCTURAL DRAWINGS AND NOT AS-BUILTS AND SHOULD BE FIELD VERIFIED. CONSULT ENGINEER OF RECORD PRIOR TO NEW CONSTRUCTION IF CONDITIONS DIFFER FROM WHAT IS SHOWN ON PLAN OR IF EXISTING BUILDING HAS QUESTIONABLE CONDITIONS. 3. MILD REINFORCING BAR LAYOUT SHALL BE PER MILD REINFORCING PLAN. 4. WALL DIMENSIONS, SLAB OPENING DIMENSIONS AND SECTION CUTS SHALL BE PER MILD REINFORCING PLAN. 5. CONTRACTOR IS RESPONSIBLE FOR THE DESIGN AND STAGING OF ALL SHORING AND RESHORING. SHORING PLACED BENEATH SLAB CLOSURE POURS SHALL NOT BE REMOVED UNTIL CLOSURE POUR CONCRETE HAS REACHED SPECIFIED STRENGTH. 6. STRUCTURAL SLAB THICKNESS AND TOP OF STRUCTURAL SLAB ARE AS SHOWN ON PLAN. FOR FIRE RATING REQUIREMENTS REFERENCE ARCHITECTURAL AND MILD REINFORCING PLANS. r—_1 L — J NDED NS ANDED NS SANDED NS E SANDED INS \NDED is L J (6) BANDED TENDONS I 7. COLUMN OR WALL OVER -POURS INTO POST -TENSIONED SLABS SHALL NOT BE GREATER THAN 1/2" MAXIMUM. REMOVE ANY EXCESSIVE COLUMN OR WALL OVER -POURS PRIOR TO PLACING REINFORCING BARS AND POST -TENSIONED TENDONS. 8. DO NOT INSTALL DRILL -IN ADHESIVE AND EXPANSION ANCHORS IN THE POST -TENSIONED SLAB. DRILLING INTO POST -TENSIONED SLAB WITHOUT APPROVAL FROM THE STRUCTURAL ENGINEER OF RECORD IS NOT PERMITTED. ALL BUILDING SYSTEMS: MECHANICAL, ELECTRICAL, PLUMBING, FIRE PROTECTION SHALL PLACE DUCTS, CHASES, PIPES OR PIPE SUPPORTS, CONDUIT SLEEVES AND HANGER INSERTS, ETC INTO THE POST -TENSIONED SLAB PRIOR TO POURING THE CONCRETE. 9. CONTRACTOR TO SCAN SLAB TO VERIFY LOCATION OF ALL EXISTING STRUCTURE REINFORCEMENT AND P-T TENDONS. CONTRACTOR IS TO MAINTAIN 3" CLEAR FROM P-T TENDONS IN ALL DIRECTIONS AND IS NOT TO CUT EXISTING REINFORCEMENT. 10. ADDITIONAL SHAFTS MAY BE LOCATED AFTER THE SLAB IS POURED IF APPROVED BY THE STRUCTURAL ENGINEER OF RECORD AND COORDINATED WITH THE GENERAL CONTRACTOR. 11. TENDONS STRESSING SEQUENCE PER GENERAL NOTES. STRESS A MINIMUM OF (2) TENDONS AT SLAB EDGES PERPENDICULAR TO THE BANDED TENDON ENDS BEFORE BANDED TENDONS ARE STRESSED. (E) EXISTING BUILDING TO REMAIN r——I L — J 12. HORIZONTAL SWEEP OF THE TENDONS SHALL NOT BE GREATER THEN 1:6. TENDONS WITH HORIZONTAL SWEEP GREATER THAN 1:6 SHALL BE REVIEWED BY THE ENGINEER -OF -RECORD FOR TENDON SPACING AND ADDITIONAL REINFORCING REQUIREMENTS PRIOR TO PLACING CONCRETE. 13. PROVIDE FULLY ENCAPSULATED SYSTEM OF THE POST -TENSIONED TENDONS AND ANCHORS AT THIS LEVEL. ENCAPSULATION REQUIREMENTS PER STRUCTURAL GENERAL NOTES. 14. IF CONDUIT FOR MEP IS TO BE PLACED WITHIN THE SLAB THEN A PLAN MUST BE SUBMITTED TO THE STRUCTURAL ENGINEER OF RECORD FOR REVIEW. REFERENCE DETAIL 4/S5.02 FOR REINFORCEMENT REQUIREMENTS AT AREA WITH CONDUIT. 15. TYPICAL DETAILS PER: S5.01 TYPICAL POST -TENSIONED DETAILS 4/S5.01 TYPICAL SLAB TENDON PROFILE 6 & 7/S5.01 TYPICAL POST -TENSIONED ANCHOR DETAILS 9/S5.01 TYPICAL POST -TENSIONED CONSTRUCTION JOINT DETAILS S5.02 TYPICAL SLAB OPENING AT POST -TENSIONED FLOOR ROOF LEVEL 3 LEVEL 2 LEVEL 1 LEVEL P1 (— NOTE: DARKENED LINES DESIGNATE AREA OF WORK. LEVEL 3 POST -TENSIONED FRAMING PLAN HALLER ARCHITECTS LLC 12216 Corliss Avenue North Seattle, WA 98133 TEL 206.235.0935 email: boyerscottl @gmail.com ODO SDE ONE POST STREET. SUITE 1050 SAN FRANCISCO, CALIFORNIA 94104 PHONE: (415) 638-8980 WEBSITE: www.dci-engineers.com CIVIL / STRUCTURAL ©Copyright 08/2016 D'Amato Conversano Inc. All Rights Reserved This document, and the ideas and designs may not be reused, in whole or in part, without written permission from D'Amato Conversano Inc. D'Amalo Conversano Inc. disclaims any responsibility for its unauthorized use. PROJECT: Edmonds Mixed Use Building LOCATION: 201 Main Street Edmonds, WA 98020 PREPARED FOR: Edmonds 2020 LLC KEY MAP DATE REVISION 4/22/16 PERMIT SET �8/18/16 PERMIT SET REV 2 01/14/16 PERMIT REVISIONS �12/1/16 CONFORMED SET PROJECT DIRECTOR JB PROJECT MANAGER DL PROJECT ARCHITECT KA, J R PROJECT TEAM MEMBER CHECK ENGINEER SEA �gEY B� 2e�7 TRf LEVEL 3 POST —TENSIONED FRAMING PLAN PROJECT NO. 14081-0137 DATE FEBRUARY 22, 2017 PROJECT NETWORK PATH S2m03A_S EQNFORMED SST SCALE: 1/8"=1'-0" Cn 00 00 I N I co CV I O�A ME lCi na (E) (F) nG (H) IN IMS 159'-101i6" 16'-2" 11'-7y6" 21,-2)/8„ 18'-0 8" 16'-7y" 17'-6 16" 17'4Y" 17'-10 16" 23'-8 8" STUD AND SHEAR WALL PLAN NOTES: 1. STRUCTURAL GENERAL NOTES, DESIGN CRITERIA, ABBREVIATIONS AND LEGEND PER S1.00 THROUGH S1.03. 2. LUMBER GRADE PER STRUCTURAL GENERAL NOTES. 3. ALL INTERIOR NON —BEARING, NON—STRUCTURAL WALL STUD REQUIREMENTS PER STRUCTURAL GENERAL NOTES. 4. HEADERS SHOWN ON FRAMING PLAN SHALL BE SUPPORTED BY (1) TRIMMER AND (1) KING STUD MINIMUM, UNO. WHERE MORE THAN (1) TRIMMER IS REQUIRED, THE NUMBER OF TRIMMER STUDS SHALL BE NOTED THUS: C> 5. BEAMS SHOWN ON FRAMING PLAN SHALL BE SUPPORTED BY (2) BUNDLED STUDS MINIMUM, UNO. WHERE MORE THAN (2) BUNDLED STUDS ARE REQUIRED, THE NUMBER OF BUNDLED STUDS SHALL BE NOTED THUS: 0_ . /INDICATES 6. HOLD—DOWN TYPE PER HOLD—DOWN SCHEDULE 3/S7.01. CIRCLED NUMBER INDICATES NUMBER OF TRIM STUDS REQUIRED IN ADDITION TO BUNDLED OR TRIM STUDS OR POSTS SHOWN ON PLAN. (2) STUDS MINIMUM ARE REQUIRED AT HOLD—DOWN. 7. ANCHOR BOLTS AT ALL NON SHEAR WALLS TO BE 5/8" 0 x 7" MINIMUM EMBEDMENT AT 48"OC. PROVIDE HOT —DIPPED GALVANIZED ANCHOR BOLTS AT PRESSURE —TREATED SILL PLATES. HOT —DIPPED GALVANIZED ANCHOR BOLTS ARE NOT REQUIRED AT SODIUM BORATE PRESSURE TREATED PLATES PER STRUCTURAL GENERAL NOTES. 8. NOTE THAT ELEVATOR STEEL AND CONNECTIONS ARE PRELIMINARY AND SUPPLIED TO HELP BID EFFORTS. ALL STEEL AND EMBEDMENTS WILL NEED TO BE COORDINATED WITH THE ELEVATOR SUPPLIER AND ARE NOT FINAL. CONTRACTOR IS TO NOTE THAT ELEVATOR MANUFACTURER MAY REQUIRE ADDITIONAL STEEL. (E) EXISTING BUILDING TO REMAIN INDICATES LOC, OF HOLD—DOW 9. NOTE THAT ELEVATOR STEEL AND CONNECTIONS ARE PRELIMINARY AND SUPPLIED TO HELP BID EFFORTS. ALL STEEL AND EMBEDMENTS WILL NEED TO BE COORDINATED WITH THE ELEVATOR SUPPLIER AND ARE NOT FINAL. CONTRACTOR IS TO NOTE THAT ELEVATOR MANUFACTURER MAY REQUIRE ADDITIONAL STEEL. 10. TYPICAL DETAILS PER: 4/S7.01 TYPICAL PLATE SPLICE DETAIL 11/S7.01 SHEAR WALL SCHEDULE 12/S7.01 TYPICAL SHEAR WALL ELEVATION 10/S7.02 TYPICAL STUD WALL OPENING (HEADER) DETAIL ROOF ROOF LEVEL 3 LEVEL 2 LEVEL 1 LEVEL P1 (— NOTE: DARKENED LINES DESIGNATE AREA OF WORK. HALLER ARCHITECTS LLC 12216 Corliss Avenue North Seattle, WA 98133 TEL 206.235.0935 email: boyerscottl @gmail.com ODO SDE ONE POST STREET. SUITE 1050 SAN FRANCISCO, CALIFORNIA 94104 PHONE: (415) 638-8980 WEBSITE: www.dci-engineers.com CIVIL / STRUCTURAL ©Copyright 08/2016 D'Amato Conversano Inc. All Rights Reserved This document, and the ideas and designs may not be reused, in whole or in part, without written permission from D'Amato Conversano Inc. D'Amalo Conversano Inc. disclaims any responsibility for its unauthorized use. PROJECT: Edmonds Mixed Use Building LOCATION: 201 Main Street Edmonds, WA 98020 PREPARED FOR: Edmonds 2020 LLC KEY MAP DATE REVISION 4/22/16 PERMIT SET �8/18/16 PERMIT SET REV 2 01/14/16 PERMIT REVISIONS �12/1/16 CONFORMED SET PROJECT DIRECTOR JB PROJECT MANAGER DL PROJECT ARCHITECT KA, J R PROJECT TEAM MEMBER CHECK ENGINEER SEA GREY Bh' TITLE LEVEL 3 STUD AND SHEAR WALL PLAN PROJECT NO. 14081-0137 DATE FEBRUARY 22, 2017 PROJECT NETWORK PATH LEVEL 3 STUD AND SHEAR WALL PLAN SCALE: 1/8"=1'-0" SHEET NUMBER S2mO3BSET CONFORMED SET I 00 N 01 I co N I, N n (E) ( Fi rG) nH r-1) VMS 159'-101 %6" 16'-2" 11'-7y6" 21,-2Y 18'-03/" 16'-7Y4" 17'-6%6" 17,-2Y" 17'-10%6" 23'-8%' I I I I I 2 & 3 Tn1A1aQ Wlr-u ROOF FRAMING PLAN NOTES: 1. STRUCTURAL GENERAL NOTES, DESIGN CRITERIA, ABBREVIATIONS AND LEGEND PER S1.00 THROUGH S1.03. 2. VERIFY ALL DIMENSIONS AND ELEVATIONS WITH THE ARCHITECT'S DRAWINGS. ALL EXISTING DIMENSIONS SHALL BE FIELD VERIFIED. EXISTING INFORMATION SHOWN IS FROM EXISTING STRUCTURAL DRAWINGS AND NOT AS—BUILTS AND SHOULD BE FIELD VERIFIED. CONSULT ENGINEER OF RECORD PRIOR TO NEW CONSTRUCTION IF CONDITIONS DIFFER FROM WHAT IS SHOWN ON PLAN OR IF EXISTING BUILDING HAS QUESTIONABLE CONDITIONS. 3. ALL DUCTS, CHASES AND PIPES SHALL BE PER MECHANICAL, PLUMBING, ELECTRICAL AND SPRINKLER DRAWINGS. STAIR DETAILS AND GUARDRAILS PER ARCHITECTURAL DRAWINGS. 4. ROOF SHEATHING PER PLAN AND STRUCTURAL GENERAL NOTES. SHEATHING TO BE NAILED TO ROOF FRAMING WITH 0.131"Ox21/2" NAILS @ 6"OC AT PANEL EDGES AND @ 12"OC FIELD, UNO. LAY SHEATHING WITH FACE GRAIN (LONG DIRECTION) PERPENDICULAR TO SUPPORTS AND STAGGER PANEL END JOINTS. ALLOW 1/8" SPACE BETWEEN PANEL ENDS AND EDGES. PROVIDE PANEL SHEATHING CLIPS CENTERED BETWEEN FRAMING AT UNBLOCKED SHEATHING EDGES AS REQUIRED BY ROOFING WARRANTY. 5. ALL 2x HANGERS TO BE TOP FLANGE BEARING SIMPSON JB TYPE, UNO. GLULAM, PARALLAM AND MICROLLAM HANGERS ARE AS SPECIFIED ON PLAN. SPACEJOISTS JOIST HANGERS TO BE TOP FLANGE BEARING SIMPSON ITT TYPE, UNO. 6. HEADERS SHOWN BUT NOT SPECIFIED ARE TO BE (2) 2x8 MINIMUM. HEADER SUPPORTS PER STUD AND SHEAR WALL PLAN ON FLOOR BELOW. 7. BEAMS ARE FLUSH FRAMED WITH JOISTS UNLESS NOTED OTHERWISE ON DETAILS, OR ON PLANS AS "DB" INDICATING THAT DROPPED BEAM FRAMING IS REQUIRED. BEAM SUPPORTS PER STUD AND SHEAR WALL PLAN ON LEVEL BELOW. PROVIDE A35 CLIP EACH SIDE OF FLUSH BEAMS THAT BEAR ON DOUBLE TOP PLATES. 8. PROVIDE SOLID BLOCKING OVER ALL SHEAR WALLS AND BEARING WALLS. AT SHEAR WALLS PARALLEL TO FRAMING, ALIGN JOIST OR TRUSS OVER SHEAR WALL (ADDITIONAL JOISTS OR TRUSSES MAY BE REQUIRED). 9. HORIZONTAL STRAP TIES INDICATED ON THE FRAMING PLAN ARE TO BE CENTERED OVER WALL TOP PLATE AND/OR HEADER, BLOCKING OR BEAM. NAIL WITH (0.131 "0) x 11/2" NAILS @ 3" OC EACH END AND (0.131 "0) x 11/2" NAILS 12"OC INTERMEDIATE. VERIFY NAIL AND SPLICE REQUIREMENTS PER STRAP MANUFACTURER SPECIFICATIONS. 10. ALL RIM JOISTS TO BE SPACEJOIST 11/8" COMPOSITE RIMBOARD. VERIFY WITH ARCHITECTURAL AND TRUSS MANUFACTURER. OTHERWISE USE 11/2" WIDE FULL DEPTH LSL. 11. NOTE THAT ELEVATOR STEEL AND CONNECTIONS ARE PRELIMINARY AND SUPPLIED TO HELP BID EFFORTS. ALL STEEL AND EMBEDMENTS WILL NEED TO BE COORDINATED WITH THE ELEVATOR SUPPLIER AND ARE NOT FINAL. CONTRACTOR IS TO NOTE THAT ELEVATOR MANUFACTURER MAY REQUIRE ADDITIONAL STEEL. 12. ROOF TRUSSES SHALL BE DESIGNED FOR THE FOLLOWING CRITERIA: • ROOF SYSTEM TO BE BIDDER DESIGNED. ROOF PLAN SHOWN IS A SUGGESTED LAYOUT. CHANGES MUST BE SUBMITTED TO THE ENGINEER —OF —RECORD THRU THE ARCHITECT WITH BEARING POINTS AND REACTIONS TO STRUCTURE. • TRUSS LAYOUT SHOWN IS APPROXIMATE. TRUSS SUPPLIER IS RESPONSIBLE FOR FINAL TRUSS LAYOUT AND CONFIGURATION. NOTIFY ENGINEER OF REVISIONS TO PLAN. • STANDARD DEAD AND LIVE LOADS AND SUBMITTAL INFORMATION PER STRUCTURAL GENERAL NOTES. • [2000LBS] INDICATES SHEAR TRANSFER LOAD IN ROOF TRUSS TO BE LOCATED ABOVE SHEAR WALLS TRUSS MANUFACTURER SHALL DESIGN THESE TRUSSES FOR THE BRACKETED LATERAL LOAD SPECIFIED ON PLAN, IN ADDITION TO THE DESIGN DEAD AND LIVE LOADS. • SHADED REGION INDICATES APPROXIMATE AREA OF OVER —FRAMING. TRUSS MANUFACTURER IS RESPONSIBLE FOR DESIGNING THE OVER —FRAMING REQUIRED. TRUSSES SHALL BE DESIGNED TO SUPPORT OVER —FRAMING IN ADDITION TO THE SPECIFIED DESIGN LOADS. • ALL GIRDER TRUSSES SHALL BE SUPPORTED BY A MINIMUM OF TWO STUDS. TRUSS MANUFACTURER TO SUBMIT TO ENGINEER GIRDER TRUSSES REACTIONS. • ALL MULTIPLE STUDS SUPPORTING HIP MASTER AND GIRDER TRUSSES TO CONTINUE TO FOUNDATION. • ROOF TRUSSES SHALL BE DESIGNED FOR ADDITIONAL LOADS FROM [MECHANICAL UNITS, ROOF PATIO AREAS, LANDSCAPING AND PIPING]. CONTRACTOR TO PROVIDE THE TRUSS SUPPLIER WITH LOCATIONS AND SUPPORT CONDITIONS OF ALL MECHANICAL, ELECTRICAL, PLUMBING, AND SPRINKLER LOADS. SPECIAL TRUSS SHAPES AND OPENING REQUIREMENTS ARE AS DESIGNATED ON PLANS. • PROVIDE SIMPSON H1 OR H2.5A HURRICANE TIES AT ALL ROOF TRUSSES AND ROOF JOISTS, TYPICAL. • TRUSS HANGERS SHALL BE SUPPLIED AND DESIGNED BY THE TRUSS SUPPLIER. • TRUSS MANUFACTURER TO DESIGN BEARING AT TOP PLATES FOR COMPRESSION PERPENDICULAR TO GRAIN f'c = 625psi. 13. BEARING STUD, SHEAR WALL, HOLD—DOWN, POST SIZE, AND POST CAP AND BASE REQUIREMENTS BELOW PER STUD AND SHEAR WALL PLAN. 14. FABRICATE ALL STEEL COLUMNS [-1/4"] PER FLOOR TO ALLOW FOR WOOD SHRINKAGE. ROOF 15. TYPICAL DETAILS PER: S7.02 ROOF FRAMING DETAILS LEVEL 3 LEVEL 2 LEVEL 1 LEVEL P1 NOTE: DARKENED LINES DESIGNATE AREA OF WORK. HALLER ARCHITECTS LLC 12216 Corliss Avenue North Seattle, WA 98133 TEL 206.235.0935 email: boyerscottl @gmail.com ODO SDE ONE POST STREET -SUITE 1050 SAN FRANCISCO, CALIFORNIA 94104 PHONE: (415) 638-8980 WEBSITE: www.dci-engineers.com CIVIL / STRUCTURAL ©Copyright 08/2016 D'Amato Conversano Inc. All Rights Reserved This document, and the ideas and designs may not be reused, in whole or in part, without written permission from D'Amato Conversano Inc. D'Amalo Conversano Inc. disclaims any responsibility for its unauthorized use. PROJECT: Edmonds Mixed Use Building LOCATION: 201 Main Street Edmonds, WA 98020 PREPARED FOR: Edmonds 2020 LLC KEY MAP DATE REVISION 4/22/16 PERMIT SET �8/18/16 PERMIT SET REV 2 01/14/16 PERMIT REVISIONS �12/1/16 CONFORMED SET PROJECT DIRECTOR JB PROJECT MANAGER DL PROJECT ARCHITECT KA, J R PROJECT TEAM MEMBER CHECK ENGINEER SEA � 'EY P ova � 1 V1VAL v'"V Tu ROOF FRAMING PLAN PROJECT NO. 14081-0137 DATE FEBRUARY 22, 2017 PROJECT NETWORK PATH 3 ROOF FRAMING PLAN SCALE: 1/8"=1 '-0" S2mO4 -s EQNFORMED SST E o N I I I % I 91 "DP TJI E 210 © 24 OCIi 19/32" SHTHG PER - __''� allI PLAN NOTES m T/SHTHG PER ARCH & H- w w VERIFY W/ ELEV MFR o � I.f') (n x w 00 > I ------- -------- I o' N NOTE: ROOF FRAMING NOTES PER S2.04. ELEVATOR OVER -RUN FRAMING PLAN F � CO NnTF- STUD AND SHEAR WALL NOTES PER S2.0313. HIGH ROOF - STUD AND SHEAR WALL PLAN NOTE: ELEV PER NOTE 11 3/S7.03 SCALE: 1/4"=1 '-0" SCALE: 1/4"=1 '-0" �D HALLER ARCHITECTS LLC 12216 Corliss Avenue North Seattle, WA 98133 TEL 206.235.0935 email: boyerscottl @gmail.com EDO SDE a nl a o ni a a n s ONE POST STREET. SUITE 1050 SAN FRANCISCO, CALIFORNIA 94104 PHONE: (415) 638-8980 WEBSITE: www.dci-engineers.com CIVIL / STRUCTURAL ©Copyright 08/2016 D'Amato Conversano Inc. All Rights Reserved This document, and the ideas and designs may not be reused, in whole or in part, without written permission from D'Amato Conversano Inc. D'Amolo Conversano Inc. disclaims any responsibility for its unauthorized use. PROJECT: Edmonds Mixed Use Building LOCATION: 201 Main Street Edmonds, WA 98020 PREPARED FOR: Edmonds 2020 LLC KEY MAP DATE REVISION 4/22/16 PERMIT SET 8/18/16 PERMIT SET REV 2 01/14/16 PERMIT REVISIONS �12/1/16 CONFORMED SET PROJECT DIRECTOR JB PROJECT MANAGER DL PROJECT ARCHITECT KA, J R PROJECT TEAM MEMBER CHECK ENGINEER Slz.AIL � 'EY Bh' AtiasN��J�� 1 V1VAL v'"V THE ENLARGED HIGH ROOF AND ELEVATOR OVER -RUN PLANS PROJECT NO. 14081-0137 DATE FEBRUARY 22, 2017 PROJECT NETWORK PATH 0 3 Q ID O CO r7 00 O HIGH ROOF - ROOF FRAMING PLAN SCALE: 1/4"=1 '- SHEET NUMBER S2mO4ASET CONFORMED SET I 00 N 01 I co N 00 I E O 0 O B © tD O O Q H I A' 159'-101 %6" 16'-2" 11'-7y6" 21,-2Y" 18'-03/" 16'-7Y4" 17'-6%6" 17,-2Y" 17'-10/16" 23'-8%' CURVED W413 IS ABOVE >> An I rAKInoV CTi P, C..nNT i3v3v3/o CANOPY FRAMING PLAN NOTES: 1. STRUCTURAL GENERAL NOTES, DESIGN CRITERIA, ABBREVIATIONS AND LEGEND PER S1.00 THROUGH S1.03. 2. VERIFY ALL DIMENSIONS AND ELEVATIONS WITH THE ARCHITECT'S DRAWINGS. ALL EXISTING DIMENSIONS SHALL BE FIELD VERIFIED. EXISTING INFORMATION SHOWN IS FROM EXISTING STRUCTURAL DRAWINGS AND NOT AS—BUILTS AND SHOULD BE FIELD VERIFIED. CONSULT ENGINEER OF RECORD PRIOR TO NEW CONSTRUCTION IF CONDITIONS DIFFER FROM WHAT IS SHOWN ON PLAN OR IF EXISTING BUILDING HAS QUESTIONABLE CONDITIONS. 3. TYPICAL DETAILS PER: S6.03 CANOPY FRAMING DETAILS ROOF LEVEL 3 LEVEL 2 LEVEL 1 LEVEL P1 NOTE: DARKENED LINES DESIGNATE AREA OF WORK. HALLER ARCHITECTS LLC 12216 Corliss Avenue North Seattle, WA 98133 TEL 206.235.0935 email: boyerscottl @gmail.com ODO SDE ONE POST STREET -SUITE 1050 SAN FRANCISCO, CALIFORNIA 94104 PHONE: (415) 638-8980 WEBSITE: www.dci-engineers.com CIVIL / STRUCTURAL ©Copyright 08/2016 D'Amato Conversano Inc. All Rights Reserved This document, and the ideas and designs may not be reused, in whole or in part, without written permission from D'Amato Conversano Inc. D'Amalo Conversano Inc. disclaims any responsibility for its unauthorized use. PROJECT: Edmonds Mixed Use Building LOCATION: 201 Main Street Edmonds, WA 98020 PREPARED FOR: Edmonds 2020 LLC KEY MAP DATE 4/22/16 REVISION PERMIT SET �8/18/16 PERMIT SET REV 2 01/14/16 PERMIT REVISIONS �12/1/16 CONFORMED SET PROJECT DIRECTOR JB PROJECT MANAGER DL PROJECT ARCHITECT KA, J R PROJECT TEAM MEMBER CHECK ENGINEER SLAIL � 1 V1VAL v'"V TRf CANOPY PLAN STEEL SUPPORT PROJECT NO. 14081-0137 DATE FEBRUARY 22, 2017 PROJECT NETWORK PATH 3 ID O 60 r7 00 O CANOPY PLAN - STEEL SUPPORT STRUCTURE SCALE: 1/8"=1 '-0" S2mO5 -s EQNFORMED SST CONCRETE COLUMN REINFORCEMENT SCHEDULE #5 DOWELS #5 DOWELS W/ STD HOOKS TO 8 #5 DOWELS W/ STD HOOKS TO 8 #5 DOWELS W/ STD HOOKS TO 8 #5 DOWELS W/ STD HOOKS TO 8 STD HOOKS T/O MATCH VERT $ STD MATCH HOOKS T/O VERT $ STD MATCH HOOKS TO VERT 8 STD HOOKS MATCH T/O VERT 8 MATCH VERT MATCH VERT MATCH VERT MATCH VERT REINF TYP, UNO REINF TYP, NO REINF TYP, UNO REINF TYP, UNO LEVEL 3 T/SLAB REINF TYP, UNO - S3.03 ^ i REINF TYP, UNO S3.03 ^ i o oz o_ REINF TYP, UNO S3.03 ^. i - REINF TYP, UNO S3.03 ^. O / o f S3.03 o o w , "' o O w "' S3.03 , ♦ S3.03 o o w , Ln S3.03 o o w , V) #5 DOWELS LEVEL 3 T/SLAB PER PLAN PER PLAN w rn % , w r) ay #5 DOWELS W/ STD HOOKS TO w I.o o ` w I.0 o w rn o w I'0 O W/ STD HOOKS TO LEVEL 2 T/SLAB O z C1 O N O z 0_ c� O o o z w z = U O a- o . , rn z 00 O z = CV O cV o z > 0 c� O r7 . ,\ o �''' `' g N ; `� 12 O z C' O `rl O z > 0_ c� O . , o o z w z rn _ U _ � `� � o O z = C1 O cV O_ O % O Lnn ,. z g ; o c� O 11 MATCH VERT $ REINF TYP UNO S3.03 o a z w z i = U o U CV � U � a- o W . g cn J O '' �I z ; o > U ,� z o O U CN �; � O X � 12 O z = cV O `r' O z > 0 c� O w r7 , cn g '' , `� - 11 9 O z = C' O N O z > 0 c� O � w r7 . , cn .. g a, ; `� 11 12 O z = cV N O z > 0 c� O � W . , cn g `' •% 1 1 O z cV N o z > o c� O $ MATCH VERT REINF S3.03 TYP UNO -- i LEVEL 2 T/SLAB PER PLAN PER PLAN w cn w S3.03 w g cn w S3.02 oCf)U N g cn 6, S3.03 w S3.02 S3.03 w S3.02 00 S3.02 0_ LEVEL 1 T/SLAB o_ J 0 U U 0 U X Cf)g w cn 0 O = = , ♦ ` J. a, 12 S4.02 o_ J 0 U U 0 U - X w cn 0 O = � -� 00 Q 11 v) S4.02 a J o U U 0 U _ X w �i cn 0 O _ , ` J. , 11 2 -� o_ J o c� U 0 U - X w -� cn 00 0 .� O = 12 cn O - w z , �� X w - w 0- �' � Uj O �; ` o o moo= 0 11 -� cn w -� cn 00 o_ � ,LL, o O LQo = 11 0- J o c� U z 0 U - � X cn w �i cn o_ 0 O _ , ♦ ` M 12 S4.02 0- J 0 c� U z o U - X cn w 48 cn o_ O O _ � , ♦ II ` M 11 w 0_ J 0 U U z O U - X cn w 1d cn o_ O O = � 00 � 12 w 0_ J o U U z O U - X cn w 1d cn o_ O O = � 00 12 LEVEL 1 T/SLAB PER PLAN PER PLAN S3.03 .. 00 - - S3.03 00 - �, Z S3.03 00 C)� �, Z \ o� 00 LEL P1 T SLAB #5 DOWELS W/ ( I , , ( I ( I I , , #5 DOWELS W/ ( I i I I , , #5 DOWELS W/ ( i I I , , #5 DOWELS W/ ( I i nl� I , , #5 DOWELS W/ ( I nl� I 5 DOWELS W/ ( I #5 DOWELS W/ I ( I #5 I I DOWELS W/ ( I I I #5 DOWELS W/ ( I I #5 DOWELS W/ ( I LEVEL P1 T SLAB PER PLAN PER PLAN STD HOOKS TO STD HOOKS TO STD HOOKS TO` STD HOOKS TO STD HOOKS TO ` STD HOOKS TO ` STD HOOKS TO ` STD HOOKS TO STD HOOKS TO STD HOOKS TO `� ; MATCH VERT MATCH VERT MATCH VERT MATCH VERT MATCH VERT MATCH VERT MATCH VERT MATCH VERT MATCH VERT MATCH VERT REINF TYP, UNO REINF TYP, UNO REINF TYP, UNO REINF TYP, UNO REINF TYP, UNO REINF TYP, UNO REINF TYP, UNO REINF TYP, UNO REINF TYP, UNO REINF TYP, UNO COLUMN CC1 CC2 CC3 CC4 CC5 CC6 CC7 CC8 CC9 CC10 COLUMN MARK CONCRETE COLUMN REINFORCEMENT SCHEDULE #5 DOWELS W/ II #5 DOWELS W/ #5 DOWELS W/ #5 DOWELS W/ #5 DOWELS W/ #5 DOWELS W/ #5 DOWELS W/ STD HOOKS TO STD HOOKS TO STD HOOKS TO 8 STD HOOKS TO 8 STD HOOKS TO 8 STD HOOKS TO 8 STD HOOKS TO 8 MATCH VERT 8 MATCH VERT g LEVEL 3 T SLAB / MATCH VERT S3.03 REINF TYP, UNO �► i U) ♦ J. MATCH VERT REINF TYP, UNO --- O i o z = _ U can w \ S3.03 MATCH REINF oz VERT S303 TYP, UNO -- O o z = z U w . I j(,43 MATCH VERT REINF TYP, UNO N O W Z 0 S3.03 --� ♦ ♦ 2 MATCH VERT S3.03 REINF TYP, UNO. �-- i CD J.KS ` 12 #5 DOWELS W/ STD HOOTO REINF TYP, UNO S3.03 o oz --- w i = U o U O W ff.) o N o O \ REINF TYP, O cMn UNO S3.03 o oz --� w i = U N W o O LEVEL 3 T/SLAB PER PLAN PER PLAN T o_ o 0- "' %� o_ o %� "' Cn o c� '� S:i.03 �, S3.03 o z VERT REINF TYP, UNO O N w r) %� N o g C14g00 wLn ' LEVEL 2 T/SLAB � � 0 o = o o 0 w 0- _ M � cn � C1 o z o 0- a- cn `♦ O O _� , . \ �♦ o o r w _ C•; S3 03 o o w z , _ X W~_ w_ . N � LEVEL 2 T/SLAB h PER PLAN U z C� o w� a- 0O w z U � z 12 can r 11 � \ `"� w z U 0- w rn o C cn � w z 0- w C �, O �S O O = rn 12 9 I,� z U � z rn 11 PER PLAN O O O �3 0_ o �3 0_ �3 0_ ¢ o o �3 0_ U U o_ �i cn U S3.03 S3.03 0 U o r�i .. cn o r�i `. cn N U .. S4.02 S3.02 U. S3.02 oo LEVEL 1 T SLAB CV x �nl o W i i ♦ 1 J o = CD 11 12 � CV O U _x O O _ CD 0 � �C-4 � o 11 w W J o U o U _ � N w �3 N o o = 00 11 O U O U 0 cl Uop X �I - N g N O U , x O O i ♦ _ - \` �C-4 M 11 0 11 w W J o Up O U _ g O U , 00 O O i = 1 \` M 12 11 Z a, w v 0- #5 STD , , ♦ ( , , DOWELS W/ ( HOOKS TO ♦ . CV O U x O O - 0 W N �C" i i l 1 \. rn 12 12 LEVEL 1 T SLAB h PER PLAN PER PLAN N S3.03 S4.02 N C, 4 S4.02 X - S4.02 N .. S4.02 o S3.03 � X - .. S4.02 S3.02 MATCH VERT Z N S3.03 0 S4.02 C, 0 �, 0 �, 0.� C .� REINF TYP, UNO LEVEL P1 T/SLAB �� nl #5 DOWELS W/ 1 l o� N #5 DOWELS W/ i J 1 #5 DOWELS W/ l o� N ( I #5 DOWELS W/ ( ( I #5 DOWELS W/ ( 00� ( I "' , , #5 DOWELS W/ ( 1 LEVEL P1 T/SLAB PER PLAN PER PLAN STD HOOKS TO ` STD HOOKS TO ` STD HOOKS TO STD HOOKS TO STD HOOKS TO STD HOOKS TO `� ; MATCH VERT MATCH VERT MATCH VERT MATCH VERT MATCH VERT MATCH VERT REINF TYP, UNO REINF TYP, UNO REINF TYP, UNO REINF TYP, UNO REINF TYP, UNO REINF TYP, UNO COLUMN CC11 CC12 CC13 CC14 CC15 CC16 CC17 CC18 COLUMN MARK HALLER ARCHITECTS LLC 12216 Corliss Avenue North Seattle, WA 98133 TEL 206.235.0935 email: boyerscottl @gmail.com ODO SDE ONE POST STREET. SUITE 1050 SAN FRANCISCO, CALIFORNIA 94104 PHONE: (415) 638-8980 WEBSITE: www.dci-engineers.com CIVIL / STRUCTURAL © Copyright 08/2016 D'Amato Conversano Inc. All Rights Reserved This document, and the ideas and designs may not be reused, in whole or in part, without written permission from D'Amato Conversano Inc. D'Amolo Conversano Inc. disclaims any responsibility for its unauthorized use. PROJECT: Edmonds Mixed Use Building LOCATION: 201 Main Street Edmonds, WA 98020 PREPARED FOR: Edmonds 2020 LLC KEY MAP DATE REVISION 4/22/16 PERMIT SET 8/18/16 PERMIT SET REV 2 01/14/16 PERMIT REVISIONS �12/1/16 CONFORMED SET PROJECT DIRECTOR JB PROJECT MANAGER DL PROJECT ARCHITECT KA, J R PROJECT TEAM MEMBER CHECK ENGINEER SEA GREY Bh' TRf CONCRETE COLUMN SCHEDULE PROJECT NO. 14081-0137 DATE FEBRUARY 22, 2017 PROJECT NETWORK PATH 3 O 60 00 ID CONCRETE COLUMN REINFORCEMENT SCHEDULE - ELEVATION SCALE: 1/8"=1'- 0" SHEET NUMBER .S3Ol ■ SET CONFORMED SET DOWELS FROM C BELOW DEVELOP INTO COL ABOVE (TYP 6 PLACES) SECTION SCALE: 1 "=1'-0" SECTION AT ROTATED COLUMN Of J CV U Z g of w J U SECTION SCALE: 1 "=1'-0" GRID! PER COL SCHED U G:f CONIC SLAB LLJ PER PLAN g �, DOWELS 11 PER PLAN a ° ° a ° �d �m z J O O g � (n d ° Irf w N SECTION o 0 a_ Of <a w z 7- �—CONC WALL & REINF PER PLAN REINF BELOW (TYP 2 PLACES) -IONC WALL PER PLAN NALL REINF PER PLAN ✓ERT DOWELS PER COL SCHED #4 HOOPS & CROSSTIES, 4"OC, ALT HOOKS r'^WELS TO MATCH RT COL REINF NC COL & REINF R COL SCHED NC SLAB & NF PER PLAN T/SLAB PER PLAN „ANC WALL & REINF PER PLAN 0 w U U) CONICSLAB & w REINF PER PLAN w T/SLAB PER PLAN o o p G p o oo .I GRID CONIC COL & REINF PER COL SCHED DOWELS W/ STD HOOK PER COL SCHED SECTION cV U C4 U DOWELS W/ STD HOOK PER COL SCHED DOWELS PER COL SCHED CONIC COL & REINF 4r----PER COL SCHED SCALE: 3/4"=1 '-0" #5 VERT AT EACH TIE CONICWALL & 1—� I— REINF PER PLAN N U — 0 _ IL Q a �g a 10010 a w a ° ° m z 0— n a a d d Q a a Is J • d • d• • • • • O Of " d HOOPS &TIES • ° • a °• d • PER COL SCHED CONIC PLINTH & REINIF PER 3/4" CHAMFER 1y" CLR COL SCHED TYP PER PLAN AT HORIZONTAL PILASTER PLAN - CONCRETE PILASTER DOWELS FROM COL BELOW DEVELOP INTO COL ABOVE (TYP 4 PLACES) — *1D PER CONIC COL REINF SCHED -------- I I I I • I! 0• • ° Id d I n I b REINF BELOW PROVIDE DOWELS W/ STD HOOK INTO SLAB (TYP 4 PLACES) I l I I COL BELOW SECTION SCALE: 1 "=1'-0" ( GRID DOWELS TO MATCH WALL REINF PER PLAN r, CONIC WALL & REINF PER PLAN N C) • a ° �� • a • a• • 1 a Oz wg ° a ° a a d �CL 4 a °770 9 a • •1 • • �. •a Z d U LAP PER 3/S3.05 • • w ° HOOPS & TIES d PER COL SCHED • °° • CONIC PILASTER 3/4" CHAMFER 1Y" CLR & REINF COL SCHED TYPPER PER PLAN AT VERTICAL PILASTER PER CONC COL REINF SCHED " CLR 4 Uw •° • zzo O w w a U elf _ U ° w O v' Q � ° CONCRETE COLUMN SECTION - (6) BAR 03606M SCALE: 3/4"=1'-0" HOOPS & CROSSTIE, ALT HOOKS, PER SCHED, TYP 3/4" CHAMFER, TYP SCALE: 1 "=1'-0" HALLER ARCHITECTS LLC 12216 Corliss Avenue North Seattle, WA 98133 TEL 206.235.0935 email: boyerscottl @gmail.com ODO SDE a ni a 0 M a a R So ONE POST STREET. SUITE 1050 SAN FRANCISCO, CALIFORNIA 94104 PHONE: (415) 638-8980 WEBSITE: www.dci-engineers.com CIVIL /STRUCTURAL ©Copyright 08/2016 D'Amato Conversano Inc. All Rights Reserved This document and the Ideas and designs may not be reused. In whole or 'n part, without written permissron from o'Amntn cnnversnnn Inc. o'a°nm C.,snnn Ine_ d,sdn, nny respnnsm,rnry tnr its .... th.r d usz. PROJECT: Edmonds Mixed Use Building LOCATION: 201 Main Street Edmonds, WA 98020 PREPARED FOR: Edmonds 2020 LLC KEY MAP DATE REVISION 4/22/16 PERMIT SET �8/18/16 PERMIT SET REV 2 01/14/16 PERMIT REVISIONS �12/1/16 CONFORMED SET IS PROJECT DIRECTOR JB PROJECT MANAGER DL PROJECT ARCHITECT KA, J R PROJECT TEAM MEMBER CHECK ENGINEER SEA SOONER- CONICCOL & REINF gEY Bh' PER COL SCHED ��,� of �'AS�I�L�j�� DOWELS W/ STD HOOK PER CONIC COL 2 PER COL SCHED z 1)2" CLR REINF SCHED `0 SECTION TYP VERT REINF PER SCHED V1wti�, CONIC SLAB & REINF PER PLAN o o • • d g C„ ; U a 79; HOOPS & CROSSTIES, T/SLAB o a d d a ° ALT HOOKS, PER SCHED PER PLAN o p p o w • • • v p w d vV o D TITLE CHAMFER, TYP CONCRETE 0- N COLUMN DETAILS _ � Cn Cn o o DOWELS W/ STD HOOK PER COL SCHED Of wd Q Z PROJECT NO. o DOWELS PER COL SCHED 14081-0137 DATE CONC COL &REINF FEBRUARY 22, 2017 PER COL SCHED PROJECT NETWORK PATH SECTION AT CONCRETE COLUMN TO WALL TRANSITION SCALE: 3/4"=1'-0" SECTION AT COLUMN TO COLUMN TRANSITION CONCRETE COLUMN SECTION SCALE: 3/4"=1'-0" I 03606M SCALE: 1 "=1'-0" SHEET NUMBER S3mO2 SET CONFORMED SET DOWELS FROM COL BELOW DEVELOP INTO COL ABOVE (TYP 4 PLACES) — T/SLAB PER PLAN CONC BEAM PER PLAN — PER CONC COL REINF SCHED � — — — — — — �1 I r � C✓ ' I I I b a I [0, ll *J (GRID; r y a a T/SLAB IF PER PLAN F JF BEAM STIRRUPS PER BEAM EL NOTE: BEAM REINF PER BEAM EL ADDITIONAL INFORMATION PER 10 & 11/S5.01. CONC BEAM PER PLAN TYPICAL SECTION AT BOTTOM OF CONCRETE COLUMN 03324CM SCALE: 3/4"=1'-0" COL HOOPS W/ TIES PERP TO BEAM ONLY, GRID IN BEAM 0 ~ w CONC SLAB & REINF o PER PLAN 0 Ob T/SLAB 04 ~ PER PLAN ° a REINF BELOW PROVIDE DOWELS W/ STD HOOK INTO SLAB (TYP 4 PLACES) BEAM STIRRUPS PER BEAM EL 1 4- I I ----- --- J COL BELOW NOTE: BEAM NOT SHOWN FOR CLARITY. SECTION SCALE: 1 "=1'-0" TYPICAL SECTION AT CONCRETE BEAM WITH COLUMN ROTATION ,,---CONC COL & REINF PER COL SCHED SECTION _ CONC SLAB & REINF PER PLAN Of N1U BEAM STIRRUPS PER BEAM EL BEAM REINF PER BEAM EL U _j U DOWELS W/ STD HOOK PER COL SCHED COL DOWELS PER COL SCHED CONC COL & REINF PER COL SCHED CONC BEAM / PER PLANOf BEAM REINF o PER BEAM EL < w m o z o Nf L o DOWELS W/ STD HOOKS PER COL SCHED U) Of CONC COL &REINF PER COL SCHED g C/) o bj Of 0 NOTE: ADDITIONAL INFORMATION PER 10 & 11/S5.01. AT CONT BEAM TYPICAL SECTION AT TOP OF CONCRETE COLUMN 03324M (GRID; oLo w �U U O w Ill �w g� T/SLAB PER PLAN CONC BEAT PER PLAN NOTE: PER COL SCHED AT CONT BEAM ADDITIONAL INFORMATION PER 10 & 11/S5.01. TYPICAL SECTION AT CONCRETE COLUMN F NF BEAM BSTI RRUPS III T/SLAB PER PLAN BEAM STIRRUP PER BEAM EL CONC BEAT PER PLAN BEAM REIN PER BEAM T/SLAB PER PLAN BEAM STIRRUP PER BEAM EL CONC BEAT PER PLAN BEAM REIN PER BEAM CONC SLAB & REINF VID; nro ni Ani AT BEAM END (GRID) AT BEAM END REINF =D REINF / TIES AM REINF PER COL SCHED f'c (psi) #5 #6 #7 #8 #9 #10 #11 4000 20 23 33 38 47 57 69 5000 17 21 30 34 42 51 61 6000 16 18 27 31 38 47 56 7000 16 17 25 29 35 43 52 8000 16 17 23 27 33 40 48 9000 16 16 22 25 31 39 46 10000 16 16 21 23 30 36 44 NOTE: TABULATED VALUES ARE IN INCHES. COLUMN VERTICAL REINFORCING LAP SPLICE SCHEDULE 01401 SCALE: NONE X J GRID CONC SLAB & o REINF PER PLAN U � T/SLAB nI PER PLAN n a ° O a_ M n Il (n W N U W 2 � O o VERT DOWELS W/ STD a z_ o w W HOOKS PER COL SCHED 0- J o W n T/SLAB PER PLAN AT SLAB AT SLAB CONC COL & REINF PER COL SCHED SCALE: 3/4"=1'-0" \N REINF =D HALLER ARCHITECTS LLC 12216 Corliss Avenue North Seattle, WA 98133 TEL 206.235.0935 email: boyerscottl @gmail.com O'DO SDE ONE POST STREET. SUITE 1050 SAN FRANCISCO, CALIFORNIA 94104 PHONE: (415) 638-8980 WEBSITE: www.dci-engineers.com CIVIL /STRUCTURAL © Copyright 08/016 D'Amato Conversano Inc. All Rights Reserved rds dn..menr and the ,dens and des,yn. may not �sed. whole or 'n part, without written pe�mis n from D'Amato Comer . Inc. D'4n t. C.,—rsnn. In, d,sdn, nny—p—b1hht for its ....th.r—d �sz. PROJECT: Edmonds Mixed Use Building LOCATION: 201 Main Street Edmonds, WA 98020 PREPARED FOR: Edmonds 2020 LLC KEY MAP DATE 4/22/16 REVISION PERMIT SET �8/18/16 PERMIT SET REV 2 �11/14/16 PERMIT REVISIONS �12/1/16 CONFORMED SET PROJECT DIRECTOR JB PROJECT MANAGER DL PROJECT ARCHITECT KA, J R PROJECT TEAM MEMBER CHECK ENGINEER SEA TITHE CONCRETE COLUMN DETAILS PROJECT NO. 14081-0137 DATE FEBRUARY 22, 2017 PROJECT NETWORK PATH SHEET NUMBER S3mO3 SET CONFORMED SET SCALE: 3/4"=1'— 0" 03324AM SCALE: 3/4"=1'-0" E 0 0 Q a ID 0 60 00 T/ROOF PER PLAN Ob T/THIRD FLR IF PER PLAN T/SECOND FLR PER PLAN T/FIRST FLR PER PLAN T/BASEMENT PER PLAN D 30" #5 x 1 36" DOWELS 2 TO MATCH VERT REINF, S3.05 TYP TYP �—/ % rn I I I 00` I ' 12/S3.05 10 '--DOWEL W/ STD HOOK S3.05 TO MATCH VERT REINF, TYP TYP CONCRETE ELEVATOR SHEAR WALL ELEVATION BETWEEN GRIDS 3 AND 4 SCALE: 1/8"=1'— 0" 0 T/ROOF PER PLAN 30" � #5 x 36" DOWELS 2 TO MATCH VERT REINF, S3.05 TYP TYP T/THIRD FLR ILL] PER PLAN I 1 z o Ln `� I 12/S3.05 I I T/SECOND FLR I I I I PER PLAN I 1 I I �IV) o I U O 1 w O of O Cf) I I w rj 0- r7 \ I N I z U) U) �Q} OfC g� CC I © ~ I #4 @ 12"OC EF z I I of T/FIRST FLR Q_ o PER PLAN I I z Cn I I w\ � 1 1 8/S3.05 Cn I CC OI _ w vi I CnI T/BASEMENT PER PLAN PTYPa c 10 DOWEL W/ STD HOOK TO MATCH VERT REINF, S3.05 TYP CONCRETE ELEVATOR SHEAR WALL ELEVATION BETWEEN GRIDS D AND E SCALE: 1/8"=1'— 0" 6 T/ROOF PER PLAN 30" #5 x- 36" DOWELS TO MATCH VERT REINF, TYP T/THIRD FLR 0 PER PLAN U N Fw I M M `% g 00 0 T/SECOND FLR PER PLAN rn ooz lrn c @V-- 00 Ob T/FIRST FLR IF PER PLAN 00, 00 IT/BASEMENT %II PER PLAN a c � %.I ,. 10 DOWEL W/ STD HOOK S3.05 TO MATCH VERT REINF, TYP TYP CONCRETE SHEAR WALL ELEVATION BETWEEN GRIDS E AND F D T/ROOF PER PLAN 30" #5 x 1 36" DOWELS Q TYOPMATCH VERT REINF, TY T/THIRD FLR PER PLAN I N T/SECOND FLR PER PLAN Ob T/FIRST FLR IF PER PLAN T/BASEMENT PER PLAN 010 '—DOWEL W/ STD HOOK TO MATCH VERT REINF, S3.105 TYP TYP CONCRETE ELEVATOR SHEAR WALL ELEVATION BETWEEN GRIDS 4 AND 5 9/S3.05 SCALE: 1/8"=1'— 0" E SCALE: 1/8"=1'— 0" f'c (psi) #4 #5 #6 #7 #8 #9 # 10 # 11 5000 20 21 25 37 42 52 64 77 LAP SPLICE TYP Ofw N �U 1Y" 2 CLR TYP U a a a a a ° a a ° 4 4 a PLAN - TYPICAL SHEAR WALL NOTE: TABULATED VALUES ARE IN INCHES. SHEAR WALL REINFORCING LAP SPLICE SCHEDULE 01404M SCALE: NONE T/ROOF PER PLAN 30" � #5 x 36" DOWELS 2 TO MATCH VERT REINF, S3.05 TYP TYP T/THIRD FLR '� o PER PLAN I I I w \ I I I `. I 12/S3.05 I I I I I I T/SECOND FLR I I PER PLAN I U O I U 1 O Z I (n N I � O I r w I LLJ a- o w o 1 #5 @ 12"OC EF w I I T/FIRST FLR I o PER PLAN i i w O I I � I I 1 1 10/S3.05 i I I . I T/BASEMENT I l PER PLAN EL W/ STD HOOK n-ryp VERT REINF, SMATCH TYP CONCRETE ELEVATOR SHEAR WALL ELEVATION BETWEEN GRIDS C AND D SCALE: 1/8"=1'— 0" HALLER ARCHITECTS LLC 12216 Corliss Avenue North Seattle, WA 98133 TEL 206.235.0935 email: boyerscottl @gmail.com ODO SDE ONE POST STREET. SUITE 1050 SAN FRANCISCO, CALIFORNIA 94104 PHONE: (415) 638-8980 WEBSITE: www.dci-engineers.com CIVIL / STRUCTURAL @ Copyright 08/2016 D'Amato Conversano Inc. All Rights Reserved This document, and the ideas and designs may not be reused, in whole or in part, without written permission from D'Amato Conversano Inc. D'Amalo Conversano Inc. disclaims any responsibility for its unauthorized use. PROJECT: Edmonds Mixed Use Building LOCATION: 201 Main Street Edmonds, WA 98020 PREPARED FOR: Edmonds 2020 LLC KEY MAP DATE 4/22/16 REVISION PERMIT SET �8/18/16 PERMIT SET REV 2 01/14/16 PERMIT REVISIONS �12/1/16 CONFORMED SET PROJECT DIRECTOR JB PROJECT MANAGER DL PROJECT ARCHITECT KA, J R PROJECT TEAM MEMBER CHECK ENGINEER SEA TITHE CONCRETE SHEAR WALL ELEVATIONS PROJECT NO. 14081-0137 DATE FEBRUARY 22, 2017 PROJECT NETWORK PATH SHEET NUMBER S3mO4 SET CONFORMED SET HORIZ REINF PER EL, TYP VERT REINF PER EL, TYP #4 HOOPS & 4"OC, TYP DOWELS TO N SHEAR WALL NOTE: BOUNDARY ELEMENT FITS WITHIN WALL AT SIM. CONCRETE SHEAR PLAN - AT GRID I HOOPS & TIES (ALT HOOKS) PER EL TYP U'11 W U UO Q BOUNDARY ELEMENT � VERT REINF PER EL, TYP 6 SCALE: 3/4"=V-0" BOUNDARY ELEMENT VERT REINF PER 3/S3.05 o VERT REINF PER EL, TYP w w • ° • a HORIZ REINF PER EL, TYP ,jo 0 ° CONC SHEAR WALL PER PLAN g U) 4 W Q U • N 0 BOUNDARY ELEMENT VERT 0 REINF PER 3 S3.05 • 1y" CLR TYP BOUNDARY ELEMENT DETAIL 3/4" CHAMFER TYP 0 w U N Of W IN SLAB DOWELS PER PLAN, DOWELS T&B WHERE REQD PER PLAN CONIC SLAB PER PLAN- T/SLAB PER PLAN of m �g < a- - o �wo O Z MIN OF (2) P-T TENDONS OVER SHEAR WALL, TYP ROUGHEN SURFACE (1/4" AMPLITUDE) TYP DOWELS PER WALL EL, BOTH HOOKS POINT INSIDE AT SLAB EDGE WHERE OCCURS LLSLAB EDGE WHERE OCCURS HOOKS AT SLAB EDGE WHERE OCCURS ° CONIC SHEAR WALL PER PLAN & EL PER PLAN TYPICAL SLAB CONNECTION AT TOP OF SHEAR WALL 03326 SLAB DOWELS PER PLAN, DOWELS T&B WHERE REQD PER PLAN = U U C/) U O O CONICSLAB w bi PER PLAN w w g� T/SLAB PER PLAN ° 4 ° • ° • Of �g Qcc:)� w 00 MIN OF (2) P-T TENDONS o z OVER SHEAR WALL, TYP 4 ° ° ° 4 a /," °° ° Q ° 11 ° m PER PLAN TYPICAL SLAB CONNECTION AT SHEAR WALL 03325 D:fLn W J �Q CD W zCD <z Lw w w J � W as 0 M Z Z 00 mm SHEAR WAII HORIZ FTG R PER F SHEAR WALL BOUNDARY ELEMENT FOUNDATION TIES CI—IFAR UVAI I SCALE: 3/4"=1 '-0" CONIC SHEAR WALL PER PLAN & EL ROUGHEN SURFACE (1/4" AMPLITUDE) TYP SLAB EDGE WHERE OCCURS HOOKS AT SLAB EDGE WHERE OCCURS SCALE: 3/4"=1 '-0" ALL END GRADE V T/SLAB z w LAP PER 4/S3.05, TYP 6" TYP 1 1/2" CLR TYP CHAMFER, TYP U g a 4 ° _h ° #4 CROSSTIE @ 4"OC, ALT HOOKS #4 HOOPS @ 4"OC DOWELS W/ STD HOOKS TO MATCH HORIZ REINF, TYP VERT REINF PER EL, TYP HORIZ REINF PER EL, TYP PLAN - CONCRETE SHEAR WALL BOUNDARY (8 BARS 03422 SCALE: 1 "=1'-O" fc (psi) #4 #5 #6 #7 #8 #9 #10 #11 5000 20 21 25 37 42 52 64 77 SPLICE TYP 1Y" CLR TYP _ CN U � U ° a 71 ° °° PLAN - TYPICAL SHEAR WALL NOTE: TABULATED VALUES ARE IN INCHES. SHEAR WALL REINFORCING LAP SPLICE SCHEDULE 01404M SCALE: NONE CONCRETE SHEAR WALL CORE PLAN FOUNDATION TO SECOND FLOOR PER PLAN T/FTG PER PLAN CONCRETE SHEAR WALL CORE PLAN SECOND TO THIRD FLOOR SHEAR WALL PER PLAN REINF PER EL, TYP REINF PER EL, TYP OOPS & TIES ® 4"OC i00KS, TYP DARY ELEMENT VERT PER EL, TYP CHAMFER, TYP SCALE: 1/2"=1'- O" SHEAR WALL PER PLAN REINF PER EL, TYP REINF PER EL, TYP OOPS & TIES ® 4"OC i00KS, TYP DARY ELEMENT VERT PER EL, TYP CHAMFER, TYP HALLER ARCHITECTS LLC 12216 Corliss Avenue North Seattle, WA 98133 TEL 206.235.0935 email: boyerscottl @gmail.com O'DO SDE ONE POST STREET• SUITE 1050 SAN FRANCISCO, CALIFORNIA 94104 PHONE: (415) 638-8980 WEBSITE: www.dci-engineers.com CIVIL /STRUCTURAL ©Copyright 08/2016 D'Amato Conversano Inc. All Rights Reserved This document and the ideas and designs may not be reused, "whole or 'n part, without written permission from a'AmaI, Conversano Inc. D%—t. C.,—rsnn. Ine- d,sdn,— nny resynn bhny for its ....th.r—d �sz. PROJECT: Edmonds Mixed Use Building LOCATION: 201 Main Street Edmonds, WA 98020 PREPARED FOR: Edmonds 2020 LLC KEY MAP DATE 4/22/16 REVISION PERMIT SET �8/18/16 PERMIT SET REV 2 01/14/16 PERMIT REVISIONS �12/1/16 CONFORMED SET PROJECT DIRECTOR JB PROJECT MANAGER DL PROJECT ARCHITECT KA, J R PROJECT TEAM MEMBER CHECK ENGINEER SEA TITHE CONCRETE SHEAR WALL CORE PLANS AND DETAILS PROJECT NO. 14081-0137 DATE FEBRUARY 22, 2017 PROJECT NETWORK PATH SHEET NUMBER S3mO5 SET CONFORMED SET SCALE: 1/2"=1'- O" SCALE: 3/4"=1'-0" SCALE: 1/2"=1'- 0" LEVEL 1 T/SLAB PER PLAN LEVEL P1 T/SLAB PER PLAN T/FTG PER PLAN --------- — ---- ---- — ---- -----� / P—T SLAB & REINF \ PER PLAI:� 1 1 SOG BY OTHERS --- --- --- CONIC WALL & REINF PER PLAN ° SHORING BY OTHERS i -----rWATERPR00FING PER ARCH SOG & REINF • • PER PLAN ° 1 � I I I III i 0- ------ - -- , ° a i I I II =1 I I -III r� III III III III I III DRAINAGE PER GEOTECH FTG PER PLAN CONCRETE BASEMENT WALL SECTION 5 SCALE: 3/4"=1 '-0" IF SIDEWALK CUTS INTO SLAB REF 9/S5.04 CIF SIDEWALK CUTS INTO) SLAB > 3" REF 11/S5.04 WATERSTOP AS REQD P—T SLAB & REINF PER ARCH PER PLAN LEVEL 1 SOG BY OTHERS T/SLAB --------------- ---- -- -- ------ --o\ --- PER PLAN a a �---a------°------a -- 1 II 'I11 III 1 1 4 9 11 a S3.12 S5.04 S5.04 °a CONIC WALL & REINF PER PLAN 12 S3.12 ° SHORING BY OTHERS WATERPROOFING PER ARCH i I i SOG & REINF • • PER PLAN ° 1 LEVEL P1 T/SLAB PER PLAN • a• ' T/FTG ; 0 - — - _ - i DRAINAGE PER GEOTECH PER PLAN — a° 1 ° 1 ' a 1 it 1 — 1 1 a 1 1 �°IIII III �� III- 1 I I FTC PER PLAN CONCRETE BASEMENT WALL SECTION 9 SCALE: 3/4"=1'-0" f LEVEL 1 , h T/SLAB j PER PLAN 1 1 I L° 1 1 I 1 I1 1 i� I 1 1 LEVEL 1 I h T/SLAB PER PLAN P—T SLAB & REINF `\ nrn ni Ar.i I ERS SIM a CONIC WALL & REINF PER PLAN ° 4 12 S3.12 a SHORING BY OTHERS i ° 'WATERPROOFING PER ARCH IcD SOG & REINF I ADDL #6 @ 12» OC EF a • PER PLAN , LEVEL P1 T/SLAB I ° 1 PER PLAN ' • • ' T/FTG ; (----- -- , DRAINAGE PER GEOTECH PER PLAN — a 1 1 1 L, ° 1 1 a ° ° I II I i 1 ° , 1 n I \ / ` -------------------------- FTG PER PLAN CONCRETE BASEMENT WALL SECTION 1 SCALE: 3/4"=1 '-0" LEVEL 2 ,�------------------------- T/WALL / PER ARCH •� 1 ° I 1 s •a IP—T SLAB & REINF ' PER PLAN LEVEL 2 I a T/SLAB i PER PLAN I° I 1 i� I 1 I LEVEL 1 I h T/SLAB PER PLAN 3 1 FIN GRADE 7717-77 PER CIVIL a CONICWALL & REINF PER PLAN S3.12 ----------------- — — SHORING BY OTHERS i ° 'WATERPROOFING PER ARCH i SOG & REINF g I ADDL #6 @ 12 OC EF PER PLAN 1 LEVEL P1 T/SLAB ' a 1 PER PLAN • • ' T/FTG ; --- - - - ,DRAINAGE PER GEOTECH PER PLAN a ° ° a a � ' I l =III -III I ' I � III III III I III- � ` -------------------------- FTG PER PLAN CONCRETE BASEMENT WALL SECTION SCALE: 3/4"=1 '-0" HALLER ARCHITECTS LLC 12216 Corliss Avenue North Seattle, WA 98133 TEL 206.235.0935 email: boyerscottl @gmail.com ODO SDE ONE POST STREET. SUITE 1050 SAN FRANCISCO, CALIFORNIA 94104 PHONE: (415) 638-8980 WEBSITE: www.dci-engineers.com CIVIL /STRUCTURAL ©Copyright 08/2016 D'Amato Conversano Inc. All Rights Reserved Thls document and the Ideas and d "' may not " reused In whde or 'n part, without written permission from D'Ama to Come —. Inc. D'4—t. C.,—rsan. Inc d'isda,— any—p—b'hny for 'i is unauthorized use. PROJECT: Edmonds Mixed Use Building LOCATION: 201 Main Street Edmonds, WA 98020 PREPARED FOR: Edmonds 2020 LLC KEY MAP LEVEL 1 �SOG BY OTHERS T/WALL DATE REVISION 4 a ° a 4 PER ARCH •� a 4/22/16 PERMIT SET �1 8/18/16 PERMIT SET REV 2 ® •a �11/14/16 PERMIT REVISIONS 5 — STRUCTURAL FOAM FILL S3.12 _ Al2/1/16 CONFORMED SET W TERPROOFING w PrR ARCH III 1 1 6 0 �� •° i I S3.12 PROJECT DIRECTOR LEVEL 1 I I SLOPE T/SLAB ; PER ARCH III JB PER PLAN � _ I PROJECT MANAGER 1 DL 11- PROJECT ARCHITECT 1 P—T SLAB & REINF a i PROJECT TEAM MEMBER PER PLAN CHECK ENGINEER SEA a CONIC WALL & REINF PER PLAN, TYP ° 4 12 �gEY Bh' ° �� ° S3.12 ��,� of WASI�I�L/J�� ------------------ --�- y`\ a SHORING BY OTHERS 'WATERPROOFING PER ARCH i I i SOG & REINF • • PER PLAN , 1 1 1 � 1 1 • �• 1 nT�E a WALL SECTIONS n an a ° PROJECT NO. ' III 1 14081-0137 DATE Tr�1 I I FEBRUARY 22, 2017 PROJECT NETWORK PATH \ I ` -------------------------- FTG PER PLAN CONCRETE BASEMENT WALL SECTION SCALE: 3/4"=1'-0" S3m10 CONFORMED P—T SLAB & REI PER PLAN :� LEVEL 1 , T/SLAB PER PLAN 1 ° 1 1 LEVEL 1 Ob T/SLAB IF PER PLAN I 1 I 1 1 I 1 1 LEVEL P1Ob ' T/SLAB PER PLAN i T/FTG ; PER PLAN i III ' -II 1 I 1 1 1 1 1 1 1 CONIC WALL & REINF PER PLAN 'l 11 SHORING BY OTHERS • ll I i WATERPROOFING PER ARCH CD 4 I I SOG &REINF IADDL #6 @ 12"OC EF � • PER PLAN l�� , 1 • • ' 4 ° • d ° a a° ° a a Z. i NAGE PER GEOTECH FTG PER PLAN LEVEL P1 ' T/SLAB PER PLAN ' I T/FTG ; PER PLAN 1 1 ----------------------------` SOG BY OTHERS 1 1 FIN GRADE ° a -a - ° PER CIVIL a 1 P—T SLAB & REINF WATERSTOP AS REQD i PER PLAN PER ARCH LEVEL 1 I III III T/SLAB 1111 PER PLAN ' 1 •a , ICI I I I 1 a I 1 1 1 1 • Z� 1 1 1 I — % 3 • • S3.12 • °a • CONIC WALL & REINF PER PLAN °. ll SHORING BY OTHERS • ll I i WATERPROOFING PER ARCH 1 SOG & REINF • • ° PER PLAN , a° __ -------- --- - - - , DRAINAGE PER GEOTECH ° a c ° 1 1111 1 °° a n 1 l II 1 1 1 a 1 i I III 'I 111 ' i °III III III III- 1 I, 1 ._ --—--—--—--—--—--—--—--—- FTG PER PLAN P—T SLAB & REINF nrn ni Ani LEVEL 2 T/SLAB PER PLAN 0 w U -- ---------------- � w g P—T SLAB & REINF PER PLAN LEVEL 1 h T/SLAB PER PLAN I • 4 • r,------------------- II 1 1 I 1 1 .. FIN GRADE PER CIVIL - ADD'L #5x8'-0" @ 12"OC CTRD ON SLAB II 8 S3.12 'll l , Z, I CONIC WALL & REINF PER PLAN • l�, 11 S3.1 ADDL #6 ® 12"OC EF 1, SHORING BY OTHERS I WATERPROOFING PER ARCH ' SOG & REINF • ' PER PLAN LEVEL P1 T/SLAB PER PLAN i • 1 _ _ _ � • _ DRAINAGE PER GEOTECH T/FTG PER PLAN ° ° 4 1 a Z° ° 1 a ° a a a ll � il1 I —ill ,,.III III III- � I 1 -------------------------- FTG PER PLAN HALLER ARCHITECTS LLC 12216 Corliss Avenue North Seattle, WA 98133 TEL 206.235.0935 email: boyerscottl @gmail.com ODO SDE ONE POST STREET. SUITE 1050 SAN FRANCISCO, CALIFORNIA 94104 PHONE: (415) 638-8980 WEBSITE: www.dci-engineers.com CIVIL /STRUCTURAL ©Copyright 08/2016 D'Amato Conversano Inc. All Rights Reserved This document and the Ideas and designs may not " reused In whole or 'n part, without written permission from D'Ama to Convey — Inc. D'4—to C.,—rsano Inc d'iscl ,— any—p—b'hty for 'i is ....thorizzd use. PROJECT: Edmonds Mixed Use Building LOCATION: 201 Main Street Edmonds, WA 98020 PREPARED FOR: Edmonds 2020 LLC KEY MAP DATE REVISION 4/22/16 PERMIT SET �8/18/16 PERMIT SET REV 2 01/14/16 PERMIT REVISIONS �12/1/16 CONFORMED SET PROJECT DIRECTOR JB PROJECT MANAGER DIL PROJECT ARCHITECT KA, J R PROJECT TEAM MEMBER CHECK ENGINEER SEA ILZ �gEY B� Ivas�j�J.,�� TITHE BASEMENT WALL SECTIONS PROJECT NO. 14081-0137 DATE FEBRUARY 22, 2017 PROJECT NETWORK PATH CONCRETE BASEMENT WALL SECTION SCALE: 3/4"=1'-0" CONCRETE BASEMENT WALL SECTION SCALE: 3/4"=1 '-0" CONCRETE BASEMENT WALL SECTION SCALE: 3/4"=1'-0" S3ml1 CONFORMED TOPPING SLAB PER PLAN — P-T SLAB & REINF PER PLAN -� D r-D 1" CONT KEY �- SOG BY OTHERS — 00 �° 30„ ° Q #5x� @ 12"OC � ° • W Z / 0o g 30" T SLAB SOG BY OTHERS " ° 8 PER PLAN a a a• ° • ° w #5x� ® 12 OC a ° FIN GRADE T/SLAB �' ° ° Q a PER CIVIL PER PLAN ° ° a a a ° a Z WATERSTOP PER ARCH SLAB BOT REINF --_j 4 � PER PLAN �, = P-T SLAB &REINF Q_ w ° - SHORING BY OTHERS w PER PLAN ° PROVIDE INTENTIONALLY ° o o w ROUGHENED SURFACE • W ° TO 1/4" AMPLITUDE ° = g U WALL REINF WALL REINF cn PER PLAN ° PER PLAN WATERPROOFING PER ARCH l 1" 1y 1� 1� CLR CLR CLR CLR PER PLAN NOTE: ADDITIONAL POST -TENSIONED ANCHORAGE INFORMATION PER 6/S5.01 AND 7/S5.01. NOTCHED SLAB AT TOP OF WALL �� SLAB AT TOP OF CANTILEVER WALL PER PLAN EQ EQ a- Of w W Z g= >:5 U • a U (n w ° _j T/SLAB PER PLAN a o a�-1 PER PLAN SCALE: 3/4"=1'- 0" ,,—WALL REINF PER PLAN WATERPROOFING PER ARCH _—STRUCT FOAM FILL /,— WATERSTOP AS REQD PER ARCH PROVIDE INTENTIONALLY ROUGHENED SURFACE TO 1/4" AMPLITUDE • DOWELS W/ STD HOOKS PTO MATCH WALL VERT REINF (ALT HOOK DIRECTION) `-P-T SLAB & REINF PER PLAN NOTE: ADDITIONAL POST -TENSIONED ANCHORAGE INFORMATION PER 6/S5.01 AND 7/S5.01. DISCONTINUOUS BASEMENT WALL CLOSURE POUR & REINF PER PLAN TOOLED JOINT CONC SLAB & REINF 30" PER PLAN P-T TENDONS #5 x F PER PLAN ---- @ 12"0C T/SLAB STRUCT FOAM FILL WATERSTOP AS REQD PER ARCH PROVIDE INTENTIONALLY ROUGHENED SURFACE TO 1/4" AMPLITUDE, TYP SHORING BY OTHERS WATERPROOFING PER ARCH SCALE: 3/4"=1'-0" T/WALL PER ARCH X Q O I T/SLAB PER PLAN Of wz U U W Of 30" #5x® 12"OC— a 1a • 4 P-T SLAB & REINF w PER PLAN 0 D_ w g WALL REINF PER PLAN PER PLAN EQ EQ PARTIAL HEIGHT CONC WALL PER ARCH a� FIN GRADE PER CIVIL ® ad it III Q d WATERSTOP AS REQD PER ARCH • ° • _ PROVIDE INTENTIONALLY = ROUGHENED SURFACE ° TO 1/4" AMPLITUDE, TYP 4 SHORING BY OTHERS - WATERPROOFING as PER ARCH 1„ 1y„ 2 CLR CLR PER PLAN NOTE: ADDITIONAL POST -TENSIONED ANCHORAGE INFORMATION PER 6/S5.01 AND 7/S5.01. SLAB AT TOP OF CANTILEVER WALL SCALE: 3/4"=1'- 0" LAP PER SCHED ° a STRUCT FOAM FILL TOOLED JOINT �SHORING BY OTHERS P-T SLAB & REINF P-T TENDONS °• PER PLAN PER PLAN ° w z III o g P-T SLAB & REINF > z U o PROVIDE INTENTIONALLY ROUGHENED U ° PER PLAN U � w SLOPE SURFACE TO /4 AMPLITUDE • � w WALL DOWELS PER PLAN T/SLAB �' PERARCH T SLAB `' - PER PLAN —SHORING BY OTHERS / a PER PLAN °• ° - 4 �• • ail ° ° • /i ° • ° a ° a _- WATERPROOFING PER ARCH — �1 o III DOWELS PER PLAN /2 CHAMFER _ SLAB DOWELS a _ c PER PLAN w WATERPROOFING � •° • SHORING OF SLAB SHALL CLOSURE STRIP PER ARCH - a a o NOT BE REMOVED UNTIL & REINF PER PLAN ° III- WALL REINF PER EL g WALL REINF PER PLAN CLOSURE POUR IS as CONSTRUCTED & CONC I LL MEETS DESIGN STRENGTH ° 4 — a 12 >, CLR CLR CLR CLR PER PLAN PER PLAN NOTE: ADDITIONAL POST -TENSIONED ANCHORAGE INFORMATION PER 6/S5.01 AND 7/S5.01. SLAB AT TOP OF WALL SCALE: 3/4"=1'-0" 03350M PER PLAN • ,,r,--�---- -- -----� FIN GRADE h O • a_ • ° — __ , ______ ___ _ ,� PER CIVIL WATER STOP AS REQ'D 1/2" CHAMFER • • III= PER ARCH SLAB DOWELS o ° ~SHORING BY OTHERS PER PLAN a SHORING OF SLAB SHALL w cn WATERPROOFING NOT BE REMOVED UNTIL 0- CD° N PER ARCH - CLOSURE POUR IS g a III WALL REINF CONSTRUCTED & CONC ° PER PLAN MEETS DESIGN STRENGTH • DOWELS W/ STD HOOK TO MATCH VERT REINF SLAB AT TOP OF BASEMENT WALL 1 „ 1y2>, CLR CLR PER PLAN AT CLOSURE POUR TREAD DIM PER ARCH #4 x @ 18"OC REINF PER 6/S5.25 � U � a a w :n w °4 Of 0- 30" #5x@ 12"OC • • ° T/SLAB PER PLAN ° ° Q d P-T SLAB & REINF af w PER PLAN 0 0w g WALL REINF cn PER PLAN CLR SCALE: 3/4"=1'-0" PER PLAN EQ EQ 1" CONT KEY �SOG BY OTHERS • a III III1I°I Filll 8„ 4 STRUCT FOAM FILL • � WATERSTOP AS REQD PER ARCH • PROVIDE INTENTIONALLY ROUGHENED SURFACE TO 1/4" AMPLITUDE, TYP °—SHORING BY OTHERS WATERPROOFING PER ARCH NOTE: ADDITIONAL POST -TENSIONED ANCHORAGE INFORMATION PER 6/S5.01 AND 7/S5.01. CONCRETE STAIR AT EXTERIOR BASEMENT WALL NOTE: ADDITIONAL POST -TENSIONED ANCHORAGE INFORMATION PER 6/S501 AND 7/S501. TYPICAL CLOSURE STRIP AT WALL T/SLAB PER 1y 1 2 CLR CLR PER PLAN NOTE: ADDITIONAL POST -TENSIONED ANCHORAGE INFORMATION PER 6/S5.01 AND 7/S5.01. SLAB AT TOP OF WALL �'OVIDE INTENTIONALLY )UGHENED SURFACE 4" AMPLITUDE FIN GRADE »Gzil►91� LL REINF R PLAN TERPROOFING R ARCH 03350M SCALE: 3/4"=1'-0" o�SHORING BY OTHERS W �' ° P-T SLAB & REINF a PER PLAN w z W o- �° WATERSTOP AS REQD n PER ARCH, TYP ``' T/SLAB U III_ PER PLAN a • = WATERPROOFING PER ARCH P-T TENDONS PER PLAN ° a WALL REINF PER PLAN as - 1 „ „ 12 CLR CLR NOTE: PER PLAN 1. ADDITIONAL POST -TENSIONED ANCHORAGE INFORMATION PER 6/S5.01 AND 7/S5.01. 2. SLAB AT CLOSURE STRIP PER 7/S3.12. TYPICAL POST -TENSIONED SLAB AT DISCONTINUOUS WALL 03355 SCALE: 3/4"=1'-0" 03354M PER PLAN 1 " 1y " CLR CLR WALL REINF PER EL II °Qa 4 _ SUBGRADE PREPARATION & SUB -SLAB DRAIN SYSTEM 6 ° cn U PER GEOTECH REPORT • a • W T/SLAB PER PLAN °�' • a • • • III g ____°_ • T/FTG Q= __ _ _j- P ER PLAN • ° 4 • ° ° ° • • • - DRAINAGE PER GEOTECH g ° a a ° a o - WATERSTOP PER ARCH Of 4a w a SHORING BY OTHERS 4° a a WATERPROOFING PER ARCH r7 U PER PLAN FOOTING AT NORTH WALL SCALE: 3/4"=1'-0" PER PLAN CLR CLR • • WATERPROOFING PER ARCH 1/2" EXPANSION MATERIAL 4° a SOG &REINF PER PLAN ° WALL REINF W PER PLAN = U N SUBGRADE PREPARATION & w SUB -SLAB DRAIN SYSTEM o_ SHORING BY OTHERS PER GEOTECH REPORT T/SLAB ° g PER PLAN a • a • , • - WATERSTOP PER ARCH T/FTG_________ ____ _ PER PLAN ° ° 4 Z. 4 _ a ° DRAINAGE PER GEOTECH a° 4 o ° DOWELS TO MATCH [if— a VERT REINF w ° °4.87 HF J I r7 U FTG REINF PER PLAN PER PLAN BASEMENT WALL FOOTING HALLER ARCHITECTS LLC 12216 Corliss Avenue North Seattle, WA 98133 TEL 206.235.0935 email: boyerscottl @gmail.com "DO SDE ONE POST STREET. SUITE 1050 SAN FRANCISCO, CALIFORNIA 94104 PHONE: (415) 638-8980 WEBSITE: www.dci-engineers.com CIVIL /STRUCTURAL © Copyright 08�2016 D'Amato Conversano Inc. All Rights Reserved This document and the Ideas and designs may not be reused, In whole or '. part, without written perm...... from D'A,,t, Conversano Inc. D'a,.t. Co.—s-. m._ d..d., ..y rep.. bhty for t..... th.,. d u.z. PROJECT: Edmonds Mixed Use Building LOCATION: 201 Main Street Edmonds, WA 98020 PREPARED FOR: Edmonds 2020 LLC KEY MAP DATE 4/22/16 REVISION PERMIT SET �8/18/16 PERMIT SET REV 2 01/14/16 PERMIT REVISIONS �12/1/16 CONFORMED SET PROJECT DIRECTOR JB PROJECT MANAGER DL PROJECT ARCHITECT KA, J R PROJECT TEAM MEMBER CHECK ENGINEER SEA nT�E BASEMENT WALL DETAILS PROJECT NO. 14081-0137 DATE FEBRUARY 22, 2017 PROJECT NETWORK PATH S3m12 CONFORMED SCALE: 3/4"=1'- 0" SCALE: 3/4"=1'-0" SCALE: 3/4"=1'- 0" SCALE: 3/4"=1'-0" TDCAn nIkA DCD AD(`W c� L CC SOG & REINF PER PLAN T/SLAB PER PLAN #4 x `L24 @ 18"OC TYPICAL STAIR ON GRADE 03800 SCALE: 3/4"=1'-0" AT PILASTER AT INTERIOR COLUMN PLAN - TYPICAL CONTROL JOINT AT CONCRETE COLUMNS PER PLAN VERT REINF PER PLAN W/ STD HOOK EA END T/SLAB CTRD IN WALL PER PLAN • • • ° —III IIIIIIIIII � ° -III,�IIIII�IIII� IIII ° �a STEEP AS POSSIBLE d 1 r7 U (2) #4 CONT SLAB ON GRADE STEP Z g SOG PER PLAN x w� T/SLAB __�( I PER PLAN ,•=° " —• aT 1) #4 CONT >< a CI SLAB & REINF N PER PLAN, TYP T/SLAB • a •a PER PLAN SPLICE STD HOOK 3/4" CHAMFER LENGTH ALT EA SIDE—) AT WALLS NOT IN TYP CONTACT W/ SOILS ° 4 • a a • • ° J z CORNER REINF a ° • can J a CORNER REINF TO MATCH • TO MATCH CROSS WALL J C-D HORIZ REINF HORIZ REINF Ld a ° 8 CROSS ° • J ° WALL AT CORNERS 1 I AT INTERSECTIONS NOTES: 1. SPLICE LENGTHS PER LAP SPLICE AND DEVELOPMENT LENGTH SCHEDULE. 2. WALL REINFORCING PER PLAN OR ELEVATIONS, SECTIONS AND DETAILS. 3. AT FOOTINGS AND STEMWALLS, CORNER REINFORCING TO MATCH FOOTING AND STEMWALL HORIZONTAL REINFORCING. PLAN - TYPICAL CORNER REINFORCING AT CONCRETE WALLS SCALE: 3/4"=1'-0" 03402 (SINGLE MAT) SCALE: 3/4"=1'-0" 3/4" CHAMFER STD HOOK AT WALLS NOT IN CONTACT W/ SOILS CORNER REINF L � 0- • CORNER REINF TO MATCH w = J z TO MATCH CROSS WALL J NF PER PLAN can J HORIZ REINF HORIZ REINF -04 J CROSS j ° WALL 11 PER PLAN KLVAPOR BARRIER 8" AS REQD MIN DOWELS TO MATCH SLAB REINF OR BEND CONT REINF TYPICAL DEPRESSED SLAB DETAIL 03202 SCALE: 3/4"=1'-0" 5/8" 0 x 24" SMOOTH BAR 24"OC, GREASE ONE SIDE REINF PER PLAN T/SLAB IN DOWEL INSERT PER PLAN PER • • �• PLAN SUBGRADE PREPARATION - VAPOR BARRIER PER GEOTECH REPORT WHERE REQD COMPACTED STRUCT FILL OR COMPETENT NATIVE SOIL PER GEOTECH REPORT AWCUT t/4 SDEPTH OR REINF PER PLAN t/4 AWCUTD JOINT (11/2" MIN) T/SLAB PER PLAN ° ° PER d ° PLAN SUBGRADE PREPARATION _ VAPOR BARRIER PER GEOTECH REPORT WHERE REQD COMPACTED STRUCT FILL OR COMPETENT NATIVE SOIL NOTES: CONTROL JOINT PER GEOTECH REPORT 1. CONSTRUCTION OR CONTROL JOINT LOCATIONS PER 4. PROVIDE CONSTRUCTION/CONTROL JOINT TO FOUNDATION/SLAB PLAN. ENCLOSE APPROXIMATE SQUARE AREAS 225 SQUARE FEET MAXIMUM, WITH A MAXIMUM PANEL 2. USE "EARLY ENTRY DRY —CUT SAW" AS SOON AS ASPECT RATIO OF 1.3 TO 1.0. POSSIBLE WITHOUT CAUSING RAVELING OF CONCRETE EDGES. SAWCUT ALONG SHORT 5. CONTRACTOR TO SUBMIT CONSTRUCTION/CONTROL DIRECTION OF POUR FIRST. JOINT PLAN TO STRUCTURAL ENGINEER OF RECORD FOR REVIEW/APPROVAL. 3. ALIGN A CONSTRUCTION OR CONTROL JOINT WITH RE—ENTRANT SLAB CORNERS, EACH WAY, TYPICAL. TYPICAL SLAB ON GRADE JOINT DETAILS WITH REINFORCING AT CORNERS \/`u AT INTERSECTIONS NOTES: 1. SPLICE LENGTHS PER LAP SPLICE AND DEVELOPMENT LENGTH SCHEDULE. 2. WALL REINFORCING PER PLAN OR ELEVATIONS, SECTIONS AND DETAILS. 3. AT FOOTINGS AND STEMWALLS, CORNER REINFORCING TO MATCH FOOTING AND STEMWALL HORIZONTAL REINFORCING. PLAN - TYPICAL CORNER REINFORCING AT CONCRETE WALLS 03403 (DOUBLE MAT) T/SLAB PER PLAN OR EL (2) #5, TYP T/SLAB PER PLAN OR EL (2) #5, TYP #5 x 48" DIAG, TYP::::::�� SCALE: 3/4"=1 '-0" 2'-0" HOOK BARS WHEN TYP NOT EXTENSION IS NOT AVAILABLE a as o N 5'-0" MAX, TYP zi ° as o NOTE: PROVIDE (2) #5 x 48" DIAGONAL BARS AT WALLS 10" OR THICKER. ELEVATION - TYPICAL CONCRETE WALL OPENING REINFORCING 4d OR 90° 45° 21/2" MIN D D N D D 180° 45° D = 6d FOR 3 THRU #8 D=8dFOR 9,#10&#11 D= 10d FOR #14&#18 ALL REINFORCING EXCEPT COLUMN TIES AND BEAM STIRRUPS o' � 12d o� i2 o � D 180° rD —135° 90°�Dd d dD D STIRRUP STIRRUP OR TIE D = 4d FOR #3, #4 & #5 D=6dFOR 6, 7& 8 90° 135° O`�� 90° 180° __[D 6d OR o CD :23" MIN �ro �� BEAM OR COLUMN CROSSTIES BEAM STIRRUPS AND COLUMN TIES NOTE: d = BAR DIAMETER, D = BEND DIAMETER TIES AND CROSSTIES FOR SHEAR WALL BOUNDARY ELEMENTS SHALL BE DETAILED AS COLUMN TIES/CROSSTIES. STANDARD HOOKS AND BENDS - BEAM STIRRUPS AND COLUMN TIES 03400 (FOR REVISIONS TO STANDARD HOOKS & BENDS REF TO CURRENT ACI) SCALE: NONE BAR SIZE MISC BARS TOP BARS (see note #3) HOOKED BARS Ld Splice Ld Splice Ldh f'c = 3000psi #3 17 23 22 29 9 #4 22 29 29 38 11 #5 28 37 36 1 47 14 #6 33 43 43 56 17 #7 48 63 63 82 20 #8 55 72 72 94 22 #9 62 81 81 106 25 #10 70 91 91 119 28 #11 78 102 101 132 31 f'c = 4000psi #3 15 20 19 25 8 #4 19 25 25 33 10 #5 24 32 31 41 12 #6 29 38 37 49 15 #7 42 55 54 71 17 #8 48 63 62 81 19 #9 54 71 70 91 22 #10 61 80 79 103 25 #11 67 88 87 114 27 f'c = 5000psi #3 13 17 17 23 7 #4 17 23 23 30 9 #5 22 29 28 37 11 #6 1 26 34 34 45 13 #7 38 50 49 64 15 #8 43 56 56 73 17 #9 48 63 63 82 20 #10 54 71 71 93 22 #11 60 78 78 102 24 BAR SIZE MISC TOP BARS HOOKED BARS (see note #3) BARS Ld Splice Ld Splice Ldh f'c = 6000psi #3 12 16 16 21 6 #4 16 21 21 28 8 #5 20 26 26 1 34 10 #6 24 32 31 41 12 #7 34 45 45 59 14 #8 39 51 51 67 16 #9 44 58 57 75 18 #10 50 65 64 84 20 #11 55 72 71 93 22 f'c = 7000psi #3 12 16 14 19 6 #4 15 20 19 25 8 #5 18 24 24 32 9 #6 22 29 28 37 11 #7 32 42 41 54 13 #8 36 47 47 62 15 #9 41 54 53 69 17 #10 46 60 60 78 19 #11 51 67 66 86 21 f'c = 8000psi #3 12 16 14 19 6 #4 14 19 18 24 7 #5 17 23 22 29 9 #6 21 28 27 36 11 #7 30 39 39 51 12 #8 34 45 44 58 14 #9 38 50 50 65 16 #10 43 56 56 73 18 #11 48 63 62 81 19 NOTES: 1. VALUES FOR UNCOATED REINFORCING AND NORMAL WEIGHT CONCRETE WITH CLEAR SPACING > db, CLEAR COVER > db AND MINIMUM STIRRUPS OR TIES THROUGHOUT Ld OR CLEAR SPACING > 2db AND CLEAR COVER > db. 2. DEVELOP ALL REINFORCING IN STRUCTURAL SLABS WITH MINIMUM DEVELOPMENT LENGTH Ld. 3. TOP BAR = HORIZONTAL BAR WITH MORE THAN 12" OF FRESH CONCRETE BELOW (EXCLUDING WALL HORIZONTAL REINFORCING) OR AS NOTED ON DOCUMENTS AS "TOP BAR". 4. ALL TABULATED VALUES ARE IN INCHES. TYPICAL LAP SPLICE AND DEVELOPMENT LENGTH SCHEDULE HALLER ARCHITECTS LLC 12216 Corliss Avenue North Seattle, WA 98133 TEL 206.235.0935 email: boyerscottl @gmail.com O'DO SDE ONE POST STREET. SUITE 1050 SAN FRANCISCO, CALIFORNIA 94104 PHONE: (415) 638-8980 WEBSITE: www.dci-engineers.com CIVIL /STRUCTURAL © Copyright 08/2016 D'Amato Conversano Inc. All Rights Reserved rds do..Tenr dens de=,g�s may nor 7d. whd� or par, wth,, wdue� pe�r�,�ssro� room o'nmam coy,' era' o m�. o'anam co��z�sa�o m�_ d�sda��ns aw resvo,sm,r�ry ror ors �,a,mod,zd �sz. PROJECT: Edmonds Mixed Use Building LOCATION: 201 Main Street Edmonds, WA 98020 PREPARED FOR: Edmonds 2020 LLC KEY MAP DATE 4/22/16 REVISION PERMIT SET �8/18/16 PERMIT SET REV 2 �11/14/16 PERMIT REVISIONS �12/1/16 CONFORMED SET PROJECT DIRECTOR JB PROJECT MANAGER DL PROJECT ARCHITECT KA, J R PROJECT TEAM MEMBER CHECK ENGINEER SEA TITHE FOUNDATION DETAILS PROJECT NO. 14081-0137 DATE FEBRUARY 22, 2017 PROJECT NETWORK PATH SHEET NUMBER S4mOl SET CONFORMED SET 03214 SCALE: NONE 03201 SCALE: 3/4"=1 '-0" SCALE: NONE I 01400 SCALE: NONE SOG & REINF PER PLAN, TYP #4 HORIZ ® 12"OC, CTRD IN WALL, TYP- In Of w PER PLAN T/SLAB PER PLAN ELEV PIT, SIZE & DE ARCH DWG #5 VERT @ 12" OC W/ 30" HOOKS, H' CTRD IN WALL, TYP W 6"t 7-4 TYP ° W J • N U 4 O Z. ° 2 � � \`� — I � IIII 3" CLR TYP----------------J� wrltKt Ktwu NOTE: ELEV SUMP WHERE REQD PROVIDE MISCELLANEOUS METALS AS REQUIRED (10" SLAB & WALL THICKNESS, MIN BY ELEVATOR MANUFACTURER. W/ #5 ® 12"OC EW, TYP) ELEVATOR PIT SECTION f/ 03902 SCALE: 3/4"=1'-0" PER PLAN PER PLAN FTG STEP 1.5H MIN PER PLAN LAP PER FTG REINF SCHED, TYP PER PLAN T/FTG CONIC WALL BEYOND WHERE OCCURS PER PLAN ° 4° ° T FTG P R PLAN ° ° ° SLOPE 1:1 OR PER GEOTECH ° REQUIREMENTS TYP 7777 7-1 I�I I I III III- r�iljyi�ll�� Cn a_ (n W Z Y Z �g 2 � L T/FTG -0 TYPICAL STEPPED FOOTING WITH BOTTOM REINFORCING /SLAB )ER PLAN CONIC FTG & REINF PER PLAN 03901 M GRID ».aar_n SCALE: 3/4"=1 '-0" T/FTG PER PLAN Z 2i a LL.I GRID AT MAT FOOTING GRID EL PER EL J M U 'ER PLAN, TYP DOWELS PER EL COL & REINF PER EL � CJ PER PLAN w �w o SOG & REINF PER PLAN T/SLAB g Cn NC WALL & PER PLAN . , ° INF PER PLAN w O J III III III III III III III III III III- NCDIIIIIIIII—III I III III III I- T/FT FT- III III III III PER PLAN ° 4 °4 )WELS W/ J a D HOOK TYP w ° ° a ° ° 4 °4 REINF PER PLAN 4 °° ° ° a 4 • ° • • • ° ° 4 ° 3" CLR TYP PER PLAN AT BELOW GRADE SPREAD FOOTING SECTION AT CONCRETE WALL AND FOOTING CONTINUOUS FOOTING AT CONCRETE COLUMN 6 7 SCALE: 3/4"=1'-0" SCALE: 3/4"=1'-0" GRID GRID • ° DOWELS W/ STD 4 SHEAR WALL & REINF HOOK T/SLAB ° PER PLAN ° ° PER PLAN ° SHEAR WALL DOWELS COL & REINF PER EL . • °• ° •_, W/ STD HOOK DOWELS PER EL DOWELS PER EL • ° • COL & REINF PER EL 4 ° 4 CONIC WALL & 1 ° ° REINF PER PLAN Q • ° • SOG & REINF w ° ° o _ _ Ln °A PER PLAN 0 o • • 48 � w = w U SOG & REINF PER PLAN N ° #6 x ®12 o.c. g U) D W J ° T/SLAB �) ° 24 T/SLAB ; • PER PLAN A ° ° PER PLAN _• 4 • 4 •° ° g IIII 4 ° ° ° T FTG / • • T FTG / PER PLAN �a4 PER PLAN 4 ° A T FTG — .III.. z 4 La PER PLAN zi4 MF� g a a 4 _ a ° III III - ° ° a ° 4 a � a � ° °°REINF PER PLAN °a°°I ° a_° ° 4 ° I ° - SOG &REINF L ° � ° 4 W ° ° 4 ° ° ° °I- °4 ° a PER PLAN - a _ _ r7 U I— ° 4 FTG &REINF ° � PER PLAN - ° 4 ° - PER PLAN PER PLAN 4 Of III REINF PER PLAN AT TYPICAL SPREAD FOOTING J PER PLAN SHEAR WALL FOOTING SECTION STRIP FOOTING AT CONCRETE COLUMN INTERIOR FOOTING AT CONCRETE COLUMN 10 1 1 SCALE: 3/4"=1'-O' SCALE: 3/4"=1'-0" 03000 SCALE: 3/4"=1'-0" HALLER ARCHITECTS LLC 12216 Corliss Avenue North Seattle, WA 98133 TEL 206.235.0935 email: boyerscottl @gmail.com ODO SDE ONE POST STREET. SUITE 1050 SAN FRANCISCO, CALIFORNIA 94104 PHONE: (415) 638-8980 WEBSITE: www.dci-engineers.com CIVIL /STRUCTURAL ©Copyright 08/2016 D'Amato Conversano Inc. All Rights Reserved This document and the Ideas and designs may not " reused In whole or 'n part, without written permission from D'Ama to Conveys Inc. D'Nnato Co, ve no Inc d'iscl ,' any r,sponsib',Ioy for 'its ....II orizzd use. PROJECT: Edmonds Mixed Use Building LOCATION: 201 Main Street Edmonds, WA 98020 PREPARED FOR: Edmonds 2020 LLC KEY MAP DATE 4/22/16 REVISION PERMIT SET �8/18/16 PERMIT SET REV 2 01/14/16 PERMIT REVISIONS �12/1/16 CONFORMED SET PROJECT DIRECTOR JB PROJECT MANAGER DL PROJECT ARCHITECT KA, J R PROJECT TEAM MEMBER CHECK ENGINEER SEA TITLE FOUNDATION DETAILS PROJECT NO. 14081-0137 DATE FEBRUARY 22, 2017 PROJECT NETWORK PATH SHEET NUMBER S4mO2 SET CONFORMED SET SECTION AT MAT FOUNDATION SCALE: 1/2"=1'-0" LAP PER SCHED CONIC SOG & REINF PER PLAN — — — ,—(E) CONIC SLAB —I a4 a ° IITI�,�ITIil7 1 7 — ° II I i 1 I— CONT REINF PER PLAN PER PLAN EXISTING CONCRETE SLAB TO NEW SLAB SCALE: 3/4"=1 '-0" HALLER ARCHITECTS LLC 12216 Corliss Avenue North Seattle, WA 98133 TEL 206.235.0935 email: boyerscottl @gmailxom EDO SDE ONE POST STREET. SUITE 1050 SAN FRANCISCO, CALIFORNIA 94104 PHONE: (415) 638-8980 WEBSITE: www.dci-engineers.com CIVIL / STRUCTURAL © Copyright 08/2016 D'Amato Conversano Inc. All Rights Reserved This document, and the ideas and designs may not be reused, in whole or in part, without written permission from D'Amato Conversano Inc. D'Amalo Conversano Inc. disclaims any responsibility for its unauthorized use. PROJECT: Edmonds Mixed Use Building LOCATION: 201 Main Street Edmonds, WA 98020 PREPARED FOR: Edmonds 2020 LLC KEY MAP DATE REVISION 4/22/16 PERMIT SET 8/18/16 PERMIT SET REV 2 �11/14/16 PERMIT REVISIONS �12/1/16 CONFORMED SET PROJECT DIRECTOR JB PROJECT MANAGER DL PROJECT ARCHITECT KA, J R PROJECT TEAM MEMBER CHECK ENGINEER SLAIL �gEY Bk � of 1vAS�I�l,�� TITLE FOUNDATION DETAILS PROJECT NO. 14081-0137 DATE FEBRUARY 22, 2017 PROJECT NETWORK PATH 0 3 M O 60 r7 00 O SHEET NUMBER ■ SET CONFORMED SET E STAGG DEADEND ANCHORAGES 12" WHEN CONT TENDONS MORE THAN (2) ARE PLACED iKI nr.ir I nnATinki 1 —n- C SUPPORT PLAN BAR I SUPPORT BARS BY OTHERS AS REQD 4'-0" MIN FROM F SUPPORT OR PER PLAN co C SUPPORT Q SUPPORT BAR BAR N T/SLAB PER PLAN a � CHAIR BY `14 OTHERS, TYP MIN (2) #4 BACKUP BARS, TYP, EXTEND 24" BEYOND ANCHORS SECTION ANCHORAGE AT ENDS OF ADDED TENDONS 03308 ADDL ANCHORAGE REINF PER 4/S501 & 5/S501 P-T TENDONS PER PLAN T/SLAB PER PLAN �wg SCALE: NONE TOOLED JOINT REINF PER PLAN 3/4"x21/2"x12" KEY © 48"OC MAX BTWN TENDONS 1/2" CHAMFER NOTES: 1. ENGINEER SHALL APPROVE THE USE AND LOCATION OF ALL POST -TENSIONED SLAB CONSTRUCTION JOINTS. 2. WHERE 1"DP BLOCKOUT OCCURS AT EXTERIOR SLABS, MAINTAIN CLEAR COVER PER PLAN. TYPICAL POST -TENSIONED SLAB CONSTRUCTION JOINT T/SLAB PER PLAN rvMiv SECTION 1" CLR BTWN IENUONS MIN, IYI' 18" ADDL #3 x C HAIRPINS 12"OC FOR EVERY (4) TENDONS, STAGG HAIRPINS TENDON C OF GRAVIT B/SLAB 0 B/DROP E PER PLAN N N TENDON F (REVERSE I SUPPORT C SUPPORT C SUPPORT HALLER ARCHITECTS LLC 12216 Corliss Avenue North Seattle, WA 98133 TEL 206.235.0935 email: boyerscottl @gmail.com ODO SDE ONE POST STREET -SUITE 1050 SAN FRANCISCO, CALIFORNIA 94104 PHONE: (415) 638-8980 WEBSITE: www.dci-engineers.com CIVIL / STRUCTURAL ©Copyright 08/2016 D'Amato Conversano Inc. All Rights Reserved Th1s document and the Ideas and designs may not " reused In whds or 'n part, without written permission from D'Ama t' Comer . Inc. D'4n t. Conyers Inc d'i Ic ,ims any r,,p.,,,b'il'ity for 'i is unauthorized use. PROJECT: Edmonds Mixed Use Building LOCATION: 201 Main Street Edmonds, WA 98020 PREPARED FOR: Edmonds 2020 LLC POST -TENSIONED TENDONS WITH SWEEP GREATER THAN 1:6 TYPICAL POST -TENSIONED SLAB PROFILE 3 4 03311 SCALE: NONE 03303 SCALE: NONE T/4 MAX 1 1'-6" T/4 MAX MILD REINF TO BE DIST KEY MAP T/SLAB (2) #4 BACKUP BARS WITHIN THIS AREA (2) #4 BACKUP BARS PER PLAN a 3/4" CLR MIN TYP, DIST TENDONS 1.5T W PLACE P-T ANCHORS PER PLAN 3 " CLR MIN TYP, /4 r AllTOP VERT UNO Il LOWER REINF T/SLAB z PER PLAN PER PLAN - PLACE P-T ANCHORS VERT UNO SECTION 18" BANDED TENDONS o c� I a MIN OF (2) TENDONS 6" 6" #3 x (T-2") PER PLAN, GROUP o N ° (1) ADDL HAIRPIN ___J HAIRPINS EA SIDE OF (5) TENDONS MAX J AT SLAB EDGE, PARALLEL 18 EA SIDE OF BANDED ANCHOR TO DIST TENDONS ONLY SECTION #3 x � (T-2") TENDON GROUP HAIRPINS EA SIDE OF ANCHOR AT GROUPS OF BACKUP BARS TOP UPPER REINF (4) OR MORE DIST TENDONS DIST TENDONS PER PLAN PER PLAN DATE REVISION -- -- BANDED TENDONS PER PLAN w N 4/22/16 PERMIT SET BANDED TENDONS 08/18/16 PERMIT SET REV 2 PER PLAN ~ w --- --- z 0 `� m Q L SECTION o E o a o v� (2) #4 BACKUP BARS � a- � o Q O7 Q Al1/14/16 PERMIT REVISIONS SLAB EDGE - SECTION o z z �� x - a - �o z �w o� 012/1/16 CONFORMED SET --- --- - 1 J ~ F--1 COL BELOW - 6 (MIN) - PER PLAN SLAB EDGE o --- --- - `V SLAB EDGE VARIES X , (2) #513 PER PLAN DIST TENDONS PER PLAN PROJECT DIRECTOR 6 1 PLAN PLAN 6- NOTES: JL 6 (MIN) JB PROJECT MANAGER 1. MINIMUM OF (2) TENDONS SHALL BE PLACED NOTE: NOTE: LEGEND: I DIRECTLY OVER COLUMNS, IN BOTH DIRECTIONS, UNO. DL STUDRAILS MAY BE USED IN LIEU OF HAIRPINS PENDING STRUCTURAL ENGINEER OF STUDRAILS MAY BE USED IN LIEU OF HAIRPINS PENDING STRUCTURAL ENGINEER OF W = COLUMN WIDTH PROJECT ARCHITECT RECORD APPROVAL. RECORD APPROVAL. 2. ADDITIONAL POST -TENSIONED ANCHORAGE T = SLAB THICKNESS KA, JR REINFORCEMENT PER 6/S5.01 AND 7/S5.01. 6" PROJECT TEAM MEMBER ANCHORAGE AT ENDS OF DISTRIBUTED TENDONS ANCHORAGE AT ENDS OF BANDED TENDONS REINFORCING AT EXTERIOR COLUMN 6 7 8 CHECK 03306 SCALE: NONE 03307 SCALE: NONE 03310 SCALE: NONE ;GRID GRID; - TOP UPPER REINF PER PLAN BANDED TENDONS PER PLAN, BANDED TENDONS PER PLAN. GROUP (5) TENDONS MAX 2" CLR GROUP (5) TENDONS MAX UNIFORMLY DIST MIN, TYP UNIFORMLY DIST o g TENDONS PER PLAN o TENDONS PER PLAN n 2" CLR c� c� MIN, TYP TOP LOWER REINF TOP UPPER REINF Of PER PLAN--, J bi PER PLAN _j w T/SLAB T/SLAB PER PLAN z PER PLAN z • • °°°° • • °°°° °°°° 40 °°°° • • ° °°°° � � a a4 • • 4 a � � � • 4 a ° a a z CHAIR BY OTHERS 0 0 g SUPPORT REINF BY OTHERS SUPPORT REINF w g BY OTHERS o Lo TOP LOWER REINF PER PLAN 0 `�' 0 CHAIR BY OTHERS x o z BOT REINF PER PLAN, PROVIDE M z BOT REINF PER PLAN, PROVIDE o STD HOOK AT SLAB EDGE \ o STD HOOK AT SLAB EDGE COL PER PLAN .-—COL PER PLAN NOTES: 1. ALTERNATE TENDON AND REINFORCING GROUPS. 2. QUANTITY AND LENGTH OF REINFORCING PER PLAN. 3. REINFORCING STAGGER PER 12/S5.01. 4. MINIMUM OF (2) TENDONS SHALL BE PLACED DIRECTLY OVER COLUMNS IN BOTH DIRECTIONS, UNO. SECTION THROUGH DISTRIBUTED TENDONS AT SUPPORT NOTES: 1. ALTERNATE TENDON AND REINFORCING GROUPS. 2. QUANTITY AND LENGTH OF REINFORCING PER PLAN. 3. REINFORCING STAGGER PER 12/S5.01. 4. MINIMUM OF (2) TENDONS SHALL BE PLACED DIRECTLY OVER COLUMNS IN BOTH DIRECTIONS, UNO. SECTION THROUGH BANDED TENDONS AT SUPPORT NOTE: MINIMUM OF (2) TENDONS SHALL BE PLACED DIRECTLY OVER COLUMNS, IN BOTH DIRECTIONS, UNO. REINFORCING AT INTERIOR COLUMN 1 III■■■■�■II■■I�■■IIII III■_■_■_■_■II■__■_■_■_■III III■■■■■II■��■■■III III_■■■_■_■II■II■_■_■_III • • IIIC■�■■ii■■■■■III III■_■_■■■II�1■■_■_■_III III■■■■■II■1■■■■III III_■■_■_■_■_!!■_■_■_■_■_III • III■■■■■II■■■■■III III■■■■■II■■■■■III III■■■■■II■■■■■III // 1PER /• UPPE PER PLAN /- / PLAN I&, NDONS GROUP ,IS MAX Z REINF REINF ENGINEER S!LAIL TITLE CONCRETE FRAMING DETAILS PROJECT NO. 14081-0137 DATE FEBRUARY 22, 2017 PROJECT NETWORK PATH SHEET NUMBER S5mOl SET CONFORMED SET 03305M SCALE: NONE 03321 SCALE: NONE I. 03320 SCALE: NONE 03309 SCALE: NONE SLAB JOINT, TYP: INT SLABS: TOOLED JOINT. EXT SLABS: 1/2"W x 1"DP BLOCKOUT W/ ELASTOMERIC CAULKING. KEY PER PLAN VIEW T/SLAB PER PLAN ° a ° (V TRIM REINF AROUND STRESSING POCKET PER 10/S5.02 NOTE: WHERE 1 "DP BLOCKOUT OCCURS AT EXTERIOR SLABS, MAINTAIN CLEAR COVER PER PLAN. TYPICAL STRESSING POCKET PFP PI ANI PLAN 4 SECTION P—T SLAB & REINF PER PLAN P—T TENDONS PER PLAN 1/2" CHAMFER, TYP ADDL BOT REINF DOWEL AT SOFFIT STEP T/SLAB PER PLAN SECTION AT SLAB TRANSITION BANDED TI PER PLAN DIST TEND PER PLAN PERIMETER REINF PER ru11v, I I r 1'-0„ MIN NOTES: 1. ADDITIONAL INFORMATION PER [03306 AND 033071. 2. REINFORCING AT POST —TENSIONING ANCHORS NOT SHOWN FOR CLARITY. 3. IF EDGE DISTANCE CAN NOT BE MET, CONTACT STRUCTURAL ENGINEER OF RECORD. PLAN - TYPICAL POST -TENSIONING AT EXTERIOR SLAB EDGE CORNERS 03304A lir SLAB EDGE, TYP CORNER SLAB EDGE REINF PER [03304] _ Z 00 PER ARCH CONIC CURB & REINF PER ARCH AS REQ'D ftY U I U V V W/ STD HOOK SLAB BREAK PER ARCH PE PERR PLAN SLAB BOT REINF PER PLAN SCALE: 3/4"=1 '-0" NO STL PIPE INSERT IS REQD FOR SLAB PENETRATIONS OUTSIDE THE 45° ZONE OF ANCHOR Q) ;� STD STL PIPE INSERTS P REQD WHEN SLAB &45 PENETRATIONS ARE WITHIN I THE 45° ZONE OF ANCHOR / 21/2„ MIN STL PIPE INSERTS ARE NOT REQD FOR SLAB PENETRATIONS LOCATED FURTHER THAN TWICE THE OPNGS GREATER DIMENSION (36" MIN) FROM ANCHORS SLAB PENETRATIONS AT POST -TENSIONED ANCHORS g o w En1'-0" TYP 8" MIN DYP #4 T&B Q 12"OC REQD C' o co UNO WHERE 8 MIN SPACING Of CONICCONICSLAB BTWN GROUPS IS NOT P—T TENDONS g U' PER PLAN MAINTAINED PER PLAN T/SLAB ~ w z o PER PLAN O° O O °O ° a°° O°°0° Q CONDUIT (3) CONDUIT PER (D S T/3) GROUP MAX TYP UNO D OR 2" MIN, 2" MIN, TYP LINO TYP NOTES: 1. ALUMINUM MATERIALS SHALL NOT BE EMBEDDED IN CONCRETE. 2. CONTRACTOR SHALL SUBMIT SHOP DRAWINGS WHICH INDICATE THE PLACEMENT OF CONDUIT IN SLAB. 3. DO NOT PLACE CONDUIT WITHIN 48" OF COLUMN FACE OR SLAB EDGE. 4. CONDUIT SHALL NOT TOUCH P—T TENDONS. PROVIDE CHAIRS TO SUPPORT CONDUIT. 5. CONDUIT PLACEMENT NOT MEETING ABOVE CRITERIA MAY REQUIRE ADDITIONAL REINFORCING AND/OR SLAB THICKENING. SLEEVES THRU CONCRETE SLAB 03222 = X U < <M Q Of 00 2'-6" MIN TYP 1 1/2„ CLR OP NG TYP PER ARCH 1 (48" MAX) NOTES: 1. ALL OPENINGS WITH A DIMENSION OF 12" OR GREATER SHALL BE TRIMMED WITH REINFORCING. 2. REINFORCING IS IN ADDITION TO ANY REINFORCING INDICATED ON PLANS. 3. WHERE AN ADJACENT OPENING IS CLOSER THAN THE SMALLER OPENING DIMENSION, EXTEND TRIM REINFORCING TO 24" MINIMUM PAST ADJACENT OPENINGS. 4. HOOK REINFORCING AT SLAB EDGE AS REQUIRED. PLAN - TYPICAL SLAB OPENING REINFORCING AT REINFORCED SLAB SCALE: NONE v 03302 SCALE: 3/4"=1'-0" 03220 TYP PERIMETER SLAB EDGE ---CORNER SLAB EDGE REINF REINF PER PLAN, TYP TO MATCH PERIMETER SLAB REINF PLAN - EXTERIOR SLAB EDGE CORNER D TYP (4) SLEEVES MAX PER GROUP SLEEVE, TYP C) 0 D OR 4" MIN, TYP 0 18" MIN BTWN GROUPS #5 T&B, TYP SLEEVE, TYP ALL SIDES 0 it 0 1 „ 1 /2 CLR TYP - id— a- ,< 6 (MIN) 00 o z � 1 — _00 X = -< CC �Q- U � 0 0 1 00- TENDONS SHALL BE STRAIGHT IN THIS AREA 1 1/2„ CLR TYP OPENING SCALE: 1 "=1'-0" HALLER ARCHITECTS LLC 12216 Corliss Avenue North Seattle, WA 98133 TEL 206.235.0935 email: boyerscottl @gmail.com O'DO SDE ONE POST STREET. SUITE 1050 SAN FRANCISCO, CALIFORNIA 94104 PHONE: (415) 638-8980 WEBSITE: www.dci-engineers.com CIVIL /STRUCTURAL ©Copyright 08/2016 D'Amato Conversano Inc. All Rights Reserved This document, and the ideas and designs may not be reused, in whole or in part, without written permission from D'Amato Conversano Inc. D'Amalo Conversano Inc. disclaims any responsibility for its unauthorized use. PROJECT: Edmonds Mixed Use Building LOCATION: 201 Main Street Edmonds, WA 98020 PREPARED FOR: Edmonds 2020 LLC PROVIDE REINF ON ALL SIDES KEY MAP T&B EQ TO ONE—HALF THE AREAS OF SLAB REINF CUT BY OPNG ((2) #5 T&B ALL SIDES MIN) #5 T&B x 48" DIAG TYP AT EA CORNER SCALE: NONE 1'-0" MIN TYP #5 T&B x 48" DIAG TYP AT EA CORNER P—T TENDONS DATE 4/22/16 REVISION PERMIT SET �8/18/16 PERMIT SET REV 2 01/14/16 PERMIT REVISIONS �12/1/16 CONFORMED SET PROJECT DIRECTOR JB PROJECT MANAGER DL PROJECT ARCHITECT KA, J R PROJECT TEAM MEMBER CHECK ENGINEER SEA GREY Bh' PERIMETER SLAB EDGE REINF PER PLAN, TYP NOTE: PROVIDE TRIM REINFORCEMENT PER 03220 OR [ ] [03301] WHERE MINIMUM SPACING IS NOT MET. 2'-0" TYP 48" MAX NOTE: PROVIDE TRIM REINFORCEMENT AS SHOWN AROUND GROUPS OF (5) OR MORE SLEEVES. PROVIDE TRIM REINFORCEMENT PER 8/S5.02 OR 12/S5.02 WHERE MINIMUM SPACING IS NOT MET. PER ARCH 2'-0" ( MAX)OF 48 TYP NOTES: 1. ALL OPENINGS WITH A DIMENSION OF 12" CI GREATER SHALL BE TRIMMED WITH REINFORCING. PROVIDE T&B EQ SLAB ((2) #5 REINF ON ALL SIDES, TO ONE—HALF THE AREA REINF CUT BY OPNG T&B ALL SIDES MIN) TEE CONCRETE FRAMING DETAILS SLAB EDGE, TYP PLAN - NO ADDITIONAL REINFORCEMENT PLAN - ADDITIONAL REINFORCEMENT 2. REINFORCING IS IN ADDITION TO ANY REINFORCING INDICATED ON PLANS. PROJECT NO. 14081-0137 NOTES: 1. ALUMINUM MATERIALS SHALL NOT BE EMBEDDED IN CONCRETE. 3. WHERE AN ADJACENT OPENING IS CLOSER THAN THE SMALLER OPENING DIMENSION, EXTEND TRIM DATE FEBRUARY 22, 2017 '—(2) #5 T&B x 48" DIAG NOTE: PLAN - INTERIOR SLAB EDGE CORNER POST —TENSIONING ANCHORAGE AT SLAB CORNERS PER [03304A]. PLAN - TYPICAL REINFORCING AT SLAB EDGE CORNERS REINFORCING TO 24" MINIMUM PAST ADJACENT 2. SLEEVES SHALL NOT BE LOCATED WITHIN 48" OF COLUMNS WITHOUT ENGINEER'S APPROVAL. OPENINGS. 3. SLEEVES SHALL NOT INTERRUPT TYPICAL REINFORCEMENT INDICATED ON PLAN. 4. HOOK REINFORCING AT SLAB EDGE AS REQUIRED. 4. PROVIDE 2" MINIMUM CLEARANCE BETWEEN ALL POST —TENSIONING TENDONS. PLANS - SLEEVES THRU CONCRETE SLAB TYPICAL POST -TENSIONED LAYOUT AT SLAB OPENING PROJECT NETWORK PATH SHEET NUMBER S5mO2 SET CONFORMED SET 03305C SCALE: 3/4"=1'-0" 03304 SCALE: NONE 03221 SCALE: 1/2"=1'— 0" 03301 SCALE: NONE NOTES: 1. (8) STRIPS W/ (10) 2. ADDITIONAL INFORMATI STUDRAIL LAYOUT - TYPE c� w CY w CY w NOTES: 1. (6) STRIPS W/ (12) 1/2"0 STUDS ® 3"OC. 2. ADDITIONAL INFORMATION PER 20/S5.03. STUDRAIL LAYOUT - TYPE SRD STUD RAILS PER 15/S5.2 TYP (3) SIDES EDGE OF SLAB PER PLAN CONIC COL PER PLAN SCALE: 3/4"=1'-O" GE OF SLAB R PLAN )NC COL PER PLAN NOTES: 1. (10) STRIPS W/ (10) 1/2"0 STUDS @ 3"OC. 2. ADDITIONAL INFORMATION PER 10 & 12/S5.03. STUDRAIL LAYOUT - TYPE EDGE OF SLAB PER a ll C3 w C3 LLJ NOTES: 1. (8) STRIPS W/ (11) 1/2" 0 STUDS ® 3"OC. 2. ADDITIONAL INFORMATION PER 10 & 12/S5.03. STUDRAIL LAYOUT - TYPE SEE CONIC COVER SHALL BE THE SAME AS NOTED FOR SLAB REINF T/SLAB j PER PLAN �z ° a ° L Q ° w J SRD NOTES: 1. (9) STRIPS W/ (10) 1/2"0 STUDS ® 3"OC. 2. ADDITIONAL INFORMATION PER 10 & 12/S5.03. STUDRAIL LAYOUT - TYPE SCALE: 3/4"=1'-0" ;5.2 P'n Fn SRC SCALE: 3/4"=1'-O" SLAB EDGE NOTES: 1. (10) STRIPS W/ (11) 1/2"0 STUDS ® 3"OC. 2. ADDITIONAL INFORMATION PER X/SX.X. STUDRAIL LAYOUT - TYPE SRF SCALE: 3/4"=1'-0" �--P-T SLAB PER PLAN 4T DIMENSION NUMBER & DIMENSION X o PER MFR SPACING OF PER MFR z �1/4X11/4 STUDS PER __j Q STUDRAIL STRIP LAYOUT DETAILS o o v W/ SHEAR STUDS CONC COL PER PLAN STUDRAIL NOTES: 1. STUDRAIL HEIGHT IS DETERMINED BE THE THICKNESS OF THE SLAB. HEIGHT MAY NEED TO BE ADJUSTED WHERE SLABS STEP OR SLOPE. 2. STUDRAILS AT COLUMN CORNERS SHALL BE ALIGNED WITH THE FACE OF COLUMN. INTERMEDIATE STUDRAILS SHALL BE EQUALLY SPACED. 3. STUDRAIL SHEAR REINFORCEMENT SHOWN IN THESE DETAILS SHALL BE STUDRAILS AS MANUFACTURED BY "DECON". sRX �„� TYPICAL STUDRAIL SECTION AT STEPPED SLABS SCALE: 3/4"=1'-O" 03330M SCALE: 3/4"=1 '-0" SCALE: 3/4"=1'-0" f CONIC COLI PER PLAN STUDRAIL I PLAN, TYP PLAN VIEW NOTES: 1. FOR SLEEVES LOCATED IN ZONE 1, REFERENCE 17/S5.1. 2. (1) SLEEVE WITH A 'D' < 6" IS ALLOWED IN ZONE 2. (1) SLEEVE TOTAL AT COLUMN. 3. SLEEVES NOT MEETING THE ABOVE CRITERIA SHALL BE SUBMITTED TO STRUCTURAL ENGINEER OF RECORD FOR APPROVAL. PLAN - SLEEVES THRU CONCRETE SLAB AT COLUMN 03223 SCALE: 3/4"=1'-O" 'ONE 2 C3 w C� w NOTES: 1. (SRA (14) STRIPS W/ (9) 1/2"0 STUDS ® 3"OC. 2. ADDITIONAL INFORMATION PER 10 & 12/S5.03. STUDRAIL LAYOUT - TYPE SEA C LL C LL C LL NOTES 1. (14) 2. ADDIT STUDRAIL LAYOUT - TYPE SCALE: 3/4"=1 '-0" SCALE: 3/4"=1'-0" HALLER ARCHITECTS LLC 12216 Corliss Avenue North Seattle, WA 98133 TEL 206.235.0935 email: boyerscottl @gmailxom O'DO SDE Eno 1M�7ansv ONE POST STREET. SUITE 1050 SAN FRANCISCO, CALIFORNIA 94104 PHONE: (415) 638-8980 WEBSITE: www.dci-engineers.com CIVIL /STRUCTURAL ©Copyright 08/2016 D'Amato Conversano Inc. All Rights Reserved This document, and the ideas and designs may not be reused, in whole or in mart, without written pe-mi.n from D'Amato Conversono Inc D'A alo Conversano Inc, disclaims any responsibility for its unauthorized use. PROJECT: Edmonds Mixed Use Building LOCATION: 201 Main Street Edmonds, WA 98020 PREPARED FOR: Edmonds 2020 LLC KEY MAP DATE 4/22/16 REVISION PERMIT SET �8/18/16 PERMIT SET REV 2 �11/14/16 PERMIT REVISIONS �12/1/16 CONFORMED SET PROJECT DIRECTOR JB PROJECT MANAGER DL PROJECT ARCHITECT KA, J R PROJECT TEAM MEMBER CHECK ENGINEER S!LAIL CONC COVER SHALL BE THE SAME AS NOTED ��//� FOR SLAB REINF CONIC SLAB PER PLAN T/SLAB PER PLAN C,� zgT a °° w w x�o In z STUDRAIL STRIP DIMENSION NUMBER & SPACING DIMENSION o o N R1/01 1/4 PER MFR OF STUDS PER PER MFR TITLE LAYOUT DETAILS CONCRETE CONIC COL PER PLAN FRAMING DETAILS PROJECT NO. STUDRAIL NOTES: 14081-0137 1. STUDRAIL HEIGHT IS DETERMINED BY THE THICKNESS OF THE SLAB. DATE HEIGHT MAY NEED TO BE ADJUSTED WHERE SLABS STEP OR SLOPE. FEBRUARY 22, 2017 PROJECT NETWORK PATH 2. STUDRAILS AT COLUMN CORNERS SHALL BE ALIGNED WITH THE FACE OF COLUMN. INTERMEDIATE STUDRAILS SHALL BE EQUALLY SPACED. 3. STUDRAIL SHEAR REINFORCEMENT SHOWN IN THESE DETAILS SHALL BE STUDRAILS AS MANUFACTURED BY "DECON". SHEET NUMBER TYPICAL STUDRAIL SECTION 12 S5mO3 03330 SCALE: 3/4"=1'-0" SET CONFORMED SET z 0 _ U U W CONIC SLAB & REINF - q- PER PLAN ----A I (E) EMBED PLATE T/SLAB PER PLAN • ° d a (6) #5 A706 REBAR ` �(E) CONICSLAB x 5'-0" WELDED TO (E) EMBED PLATE #5 A706 REBAR TYP AS SHOWN w • LIJ Of 1 1 1 EQ 2'-6„ SECTION EQ PHASE 1 TO PHASE 2 CONCRETE CONNECTION AT LEVEL 1 SCALE: 1 "=1'-0" SLAB EDGE REINF PER PLAN CONIC SLAB & REINF PER PLAN T/SLAB IF I PER PLAN 4 • #5 x 3'-6" DOWEL ® 18"OC W/ 6" EMBED W/ EPDXY — R Of C4 J U ° a d a a ° ---� ° ° d a ° d it 'L (E) CONIC SLAB 1'4 -j REF NOTE NOTE: CONTRACTOR TO SCAN (E) SLAB FOR REBAR & P—T IN ORDER TO AVOID CONFLICT. PHASE 1 TO PHASE 2 CONCRETE CONNECTION AT LEVEL 2 SCALE: 1 "=1'-0" PER PLAN 3/4" CHAMFER TYP T/WALL Ob PER ARCHt,,,,--VERT REINF PER PLAN W/ STD HOOK CONIC WALL & REINF PER PLAN CONIC SLAB &REINF NON —EXPANSIVE PER PLAN WATER —STOP PER ARCH T/SLAB PER PLAN a a 4 ° SECTION AT PARTIAL HEIGHT WALL (1) #4 CONT SCALE: 3/4"=1'— 0" DER T� PER AR( T/SLAB PER PLAN SECTION AT PARTIAL HEIGHT CONCRETE WALL 7 6 5 T5 (5) #7T x 16'-0" CTRD ON WALL LAP PER— SCHED TYP (5) #66 W/ STD HOOK 2" CLR TYP #5 x ©@ 12"OC 8'-0" — CONIC WALL BELOW LAP PER SCHED TYP I� I CONCRETE BEAM ELEVATION ALONG GRID 4 BETWEEN GRIDS A AND D (LEVEL 1 T.O. CONCRETE PER ARCH a a a: a a d. a a 4 4 PRECAST CONC Q & CONN BY a 10r1 Q OTHERS � 7 1/2" 6fr as n LEVEL 1 h T.O. PT SLAB PER PLAN • as • a • a SIDEWALK • • • I PER ARCH O O • ° • ° a 4 W —I �� _ T.O. FOUNDATION WALL W0 _ — — U) U W • I (16" MAX HEIGHT a _ OF STEP IN WALL) W 0 U= a U • ° �1� • . i� U) I NOTE: a ADDITIONAL INFORMATION a PER 1/S3.12 • I1FT- SLAB SET BACK AT RETAINING WALL SCALE:1 1 /2"=1'-0" NOTE. ADDITIONAL INFORMATION PER SHEET S3.12. MILD SLAB CONNECTION TO WALL AT GRID I LAP PER (4) #6T SCHED TYP (5) #96 x 32'-0" #5 @ 12"OC EF aga- a- #5 x @ 24"OC 36 LAP PER SCHED TYP P—T TENDONS PER PLAN (5) #7T x 16'-0" CTRD ON WALL 2" CLR TYP a -/SLAB a ° . 'ER PLAN 7 1/2" lo Cfr Q REINF PER OVERFRAMING PRECAST CONIC a V & CONN BY a OVER FRAMING PER PLAN OTHERS a CONIC SLAB & REINF PER PLAN a ;LAB� Z PLAN CONIC WALL & REINF PER PLAN SCALE: 1 "=1'-0" CONIC BEAM PER PLAN (5) #6B W/ STD HOOK CONCRETE BEAM ELEVATION ALONG GRID I (LEVEL 2 SCALE: 1/2"=1'-0" T.O.rkk CONCRETE WALL BEYOND PER ARCH Z n a I I LEVEL 1 — — PT SLAB a PER PLAN • • I I Ali SIDEWALK — a i a a d a a PER ARCH 4 O / l a I #5 Z-BAR ° 1 Oil @ 12"OC a a a ° •� d4 a� a• • . amows ° • z1 000 I � 0-101. W CONTRACTOR a a a OPTION TO SPLICE W in Z-BAR WITH #5 W/ • J = STD HOOK < a � U � — NOTE: � ADDITIONAL INFORMATION PER 1/S3.12 a —� CORBEL BEAM AT LARGE SLAB STEP AT RETAINING WALL EXTEND TOP & BOTTOM BAR 2'-0" BEYOND STEP STEP PER 3/4" CHAMFER TYP CONIC WALL & REINF PER PLAN VERTI REINF PER PLAN x 24" (1) #4 CONT SCALE: 3/4"=1'-0" 1 TERMINATE _ SCALE: 1/2"=V-0" PLAN CONC SLAB W/ REINF PER PLAN SLOPE PER \ ARCH a a ° a. a a a d • • a a • SOFFIT STEP PER PLAN Ll T/SLAB PER PLAN SLAB STEP & SOFFIT STEP AT LEVEL 1 SCALER 1/2"=1'-0" HALLER ARCHITECTS LLC 12216 Corliss Avenue North Seattle, WA 98133 TEL 206.235.0935 email: boyerscottl @gmail.com O'DO SDE ONE POST STREET. SUITE 1050 SAN FRANCISCO, CALIFORNIA 94104 PHONE: (415) 638-8980 WEBSITE: www.dci-engineers.com CIVIL /STRUCTURAL ©Copyright 08/2016 D'Amato Conversano Inc. All Rights Reserved This document, and the ideas and designs may not be reused, in whole or in part, without written permission from D'Amato Conversano Inc. D'Amalo Conversano Inc. disclaims any responsibility for its unauthorized use. PROJECT: Edmonds Mixed Use Building LOCATION: 201 Main Street Edmonds, WA 98020 PREPARED FOR: Edmonds 2020 LLC KEY MAP DATE 4/22/16 REVISION PERMIT SET �8/18/16 PERMIT SET REV 2 01/14/16 PERMIT REVISIONS �12/1/16 CONFORMED SET PROJECT DIRECTOR JB PROJECT MANAGER DL PROJECT ARCHITECT KA, J R PROJECT TEAM MEMBER CHECK ENGINEER SEA TITLE CONCRETE FRAMING DETAILS PROJECT NO. 14081-0137 DATE FEBRUARY 22, 2017 PROJECT NETWORK PATH SHEET NUMBER S5mO4 SET CONFORMED SET SCALE:1 1 /2"=1'-0" Z CONIC SLAB & REINF g In In PER PLAN `n w Of T/SLAB PER PLAN • a a • • ° 4 6" 1'—T SLOPE AS REQD a, PER kI • Q � a a • • a • w a 4 A a s a ° a � ° 4 1i J 1)/2" CLR TYP PER PLAN TOP AND BOTTOM BARS VARY AT SIM. CONCRETE BEAM SECTION 3/4" CI CONIC SL PER PLAT T/SLAB PER PLAN CONC SLAB & REINF PER PLAN T/SLAB ot PER PLAN w I— Z g Ln SLOPE AS REQD PER PLAN REINF PER EL CONIC SLAB & REINF PER PLAN " a I" I e" • • ° A♦ 4 STIRRUP PER EL a 3/4" CHAMFER TYP 1y" CLR TYP PER PLAN CL CONCRETE BEAM SECTION w Ln m z g 0- Ln IJj SLOPE AS REQD PER PLAN T/SLAB PER PLAN Z g d w SCALE: 3/4"=1'-0" REINF PER EL CONIC SLAB & REINF PER PLAN SKIN REINF PER EL a ° ° ° a° STIRRUP PER EL m ° STIRRUPS PER EL • • ° •° • ° • • 3/4" CHAMFER TYP REINF PER EL 1y" CLR `-' TYP PER PLAN 3/4" CHAMFER TYP SCALE: 3/4"=1'— 0" 1 NOTE: TOP AND BOTTOM BARS VARY AT SIM. CONCRETE BEAM SECTION T/SLAB PER PLAN z w SCALE: 3/4"=1'-0" 7 I I I I I �I I 3 I REINF PER EL I I I � I I I I I I C) w I I W I I I I I I I I CONIC BEAM & 3" REINF PER EL ;I (E) CONIC WALL I I I I I I POST INSTALL REINFORCING PER GENERAL NOTES, (12" MINIMUM) EMBEDMENT. TE"DA A I AI ATE" T/SLAB PER PLAN CONCRETE BEAM ELEVATION ALONG GRID B (LEVEL 2 T/SLAB PER PLAN CONCRETE BEAM ELEVATION ALONG GRID B (LEVEL 2 (6) T/SLAB PER PLAN WALL BEYOND 4 TE"DA A I AI ATE" rrr i.n.c�r� SCALE: 1/2"=1'— 0" SCALE: 1/2"=1'— 0" HALLER ARCHITECTS LLC 12216 Corliss Avenue North Seattle, WA 98133 TEL 206.235.0935 email: boyerscottl @gmail.com =DO SDE ONE POST STREET. SUITE 1050 SAN FRANCISCO, CALIFORNIA 94104 PHONE: (415) 638-8980 WEBSITE: www.dci-engineers.com CIVIL /STRUCTURAL ©Copyright 08/2016 D'Amato Conversano Inc. All Rights Reserved This document, and the ideas and designs may not be reused, in whole or in part, without written permission from D'Amato Conversano Inc. D'Amalo Conversano Inc. disclaims any responsibility for its unauthorized use. PROJECT: Edmonds Mixed Use Building LOCATION: 201 Main Street Edmonds, WA 98020 PREPARED FOR: Edmonds 2020 LLC KEY MAP DATE REVISION 4/22/16 PERMIT SET �1 8/18/16 PERMIT SET REV 2 Al1/14/16 PERMIT REVISIONS 012/1/16 CONFORMED SET PROJECT DIRECTOR JB PROJECT MANAGER DL PROJECT ARCHITECT KA, J R PROJECT TEAM MEMBER CHECK x @ 12 OC ENGINEER SEA � 'EY Bh' A�vas� 61Uw'V TITLE CONCRETE BEAM ELEVATIONS PROJECT NO. 14081-0137 DATE FEBRUARY 22, 2017 PROJECT NETWORK PATH SHEET NUMBER S5m10 SET CONFORMED SET 3 O 0 co 0 CONCRETE BEAM SECTION SCALE: 3/4"=1'— 0" CONCRETE BEAM SECTION SCALE: 3/4"=1'-0" CONCRETE BEAM ELEVATION ALONG GRID 4.5 (LEVEL 2) / SCALE: 1/2"=1'— 0" 3/4" C CONIC SL CONIC SL PER PLAI T/SLAB PER PLAN NOTE: TOP AND BOTTOM BARS SHOWN VARY AT SIM. CONCRETE BEAM SECTION nnAin C'i An o. nnAir T/CI AR SCALE: 3/4"=1'— 0" LAP PER (4) #6T SPLICED SCHED, TYP r- PER PLAN VIEW ° d a ° ° a ° p O #6 x FAS SHOWN ° a ° ° a a s a TO MATCH HORIZ ° ° ° ° ° a BEAM REINF 4 a a ° d a °� ° 4 (4) #613 SPLICED PROVIDE INTENTIONALLY �' PER PLAN VIEW ROUGHENED SURFACE TO 1/4" AMPLITUDE co U Q Q 211 a CLR 2„ A - 1„ CLR PER CLR PLAN CONCRETE BEAM SECTION TYP THROUGHOUT BEAM CONC WALL PER PLAN SCALE: 3/4"=1'— 0" A CONCRETE BEAM ELEVATION AT GRIDS A AND 4 SCALE: 1/2"=1'-0" T/SLAB PER PLAN T R 12/S5.11 VI ) l CONCRETE BEAM ELEVATION ALONG GRID E.5 BETWEEN GRIDS 5 AND 6 (LEVEL 1 J (D) (E) CONCRETE BEAM ELEVATION ALONG GRID 5 BETWEEN GRIDS D AND F (LEVEL 1 A B C PER —PLAN 6 TERMINATE REINF 4'-0" PAST E/WALL SCALE: 1/2"=1'— 0" CONIC COL PER PLAN SCALE: 1/2"=1'— 0" m s ac �w ,L. U as 0 O � s; �.. L L a as O as C � O U � r o F U +% N .J � L o� T 4 a• C � O O 'a+ N N m C C O j U m c L — C N O j O O a w u m 0 N O- � Q O C C O +� so j N > E a N N o� a, p a U O I U C C N 3 U C LUw O N U (O N C za O cras C U @ O 0 �m O C LL1 m 3 o do H -o HALLER ARCHITECTS LLC 12216 Corliss Avenue North Seattle, WA 98133 TEL 206.235.0935 email: boyerscottl @gmail.com ODO SDE ONE POST STREET. SUITE 1050 SAN FRANCISCO, CALIFORNIA 94104 PHONE: (415) 638-8980 WEBSITE: www.dci-engineers.com CIVIL / STRUCTURAL © Copyright 08/2016 D'Amato Conversano Inc. All Rights Reserved This document, and the ideas and designs may not be reused, in whole or in part, without written permission from D'Amato Conversano Inc. D'Amolo Conversano Inc. disclaims any responsibility for its unauthorized use. PROJECT: Edmonds Mixed Use Building LOCATION: 201 Main Street Edmonds, WA 98020 PREPARED FOR: Edmonds 2020 LLC KEY MAP DATE 4/22/16 REVISION PERMIT SET �8/18/16 PERMIT SET REV 2 01/14/16 PERMIT REVISIONS �12/1/16 CONFORMED SET PROJECT DIRECTOR JB PROJECT MANAGER DL PROJECT ARCHITECT KA, J R PROJECT TEAM MEMBER CHECK ENGINEER SEA GREY Bh' �vas� (4) #713 x 4'-6" Tlu W/ STD HOOK CONCRETE BEAM ELEVATIONS CONIC WALL PROJECT NO. PER PLAN 14081-0137 DATE FEBRUARY 22, 2017 PROJECT NETWORK PATH 3 rD 00 CONCRETE BEAM ELEVATION ALONG GRID 4 BETWEEN GRIDS A AND D (LEVEL 1 SCALE: 1/2"=1'— 0" SHEET NUMBER S5mll SET CONFORMED SET HALLER ARCHITECTS LLC T/SLAB PER PLAN T/SLAB PER PLAN CONCRETE BEAM ELEVATION ALONG GRID 3 BTWN GRIDS A & B (LEVEL 1) 3 Ob T/SLAB IF PER PLAN BEAM ?/S5.12 T/SLAB PER PLAN CONIC WALL PER PLAN PER _PLAN CONCRETE BEAM ELEVATION ALONG GRID C BETWEEN GRIDS 1 & 2 (LEVEL 1) PER _PLAN DIAGONAL CONCRETE BEAM ELEVATION BETWEEN GRIDS 2 TO 2.5 & B TO C (LEVEL 1) C WALL PER PLAN 12216 Corliss Avenue North Seattle, WA 98133 TEL 206.235.0935 email: boyerscottl @gmail.com ODO SDE ONE POST STREET. SUITE 1050 SAN FRANCISCO, CALIFORNIA 94104 PHONE: (415) 638-8980 WEBSITE: www.dci-engineers.com CIVIL / STRUCTURAL ©Copyright 08/2016 D'Amato Conversano Inc. All Rights Reserved This document, and the ideas and designs may not be reused, in whole or n part, without written permission from D'Amato Conversano Inc. D'Amalo Conversano Inc. disclaims any responsibility for its unauthorized use. PROJECT: Edmonds Mixed Use Building LOCATION: 201 Main Street Edmonds, WA 98020 PREPARED FOR: Edmonds 2020 LLC KEY MAP DATE REVISION 4/22/16 PERMIT SET 8/18/16 PERMIT SET REV 2 01/14/16 PERMIT REVISIONS �12/1/16 CONFORMED SET PROJECT DIRECTOR JB PROJECT MANAGER DL PROJECT ARCHITECT KA, J R PROJECT TEAM MEMBER CHECK ENGINEER SEA �gEY Bh' 2,o TRf CONCRETE BEAM ELEVATIONS PROJECT NO. 14081-0137 DATE FEBRUARY 22, 2017 PROJECT NETWORK PATH CONCRETE BEAM ELEVATION ALONG GRID A.3 BTWN GRIDS 2 & 3 (LEVEL 1) CONCRETE BEAM ELEVATION ALONG GRID 2.5 BETWEEN GRIDS A & B (LEVEL 1) SHEET NUMBER S5m12 SET CONFORMED SET PER PLAN CMU WALL & REINF PER P SUB —GRADE PREPARATION SOG &REINF & SUB —SLAB DRAINAGE PER PLAN w o PER GEOTECH REPORT04 0-ld� • • � ) LEVEL T/SLABPI I g PER PLAN • ° • 4 •�- -- WATERSTOP PER T/FTG_______________ --- -- III ARCH PER PLAN — z a a DOWEL TO MATCH g IIIII IIIII VERT REINF III a a III a-' I III I i PER PLAN FOOTING AT CMU WALL DOWELS W/ STD HOOKS TO MATCH VERT WALL REINF @ MID—DEP CONC SLAB REINF PER I 36" #4 x T/SLAB 3 SIDES, T' TYPICAL CMU WALL SECTION AT ELEVATED POST -TENSIONED SLAB EDGE CONIC SLAB & EMBED E5/16000'-6" @ 48"OC REINF PER PLAN nP W/ (4) 1/2" 0 x 5" WHS T/SLAB PER PLAN ° a Z W W~Q C� :2 J U a W W _J r m M Q (3) SIDES TYP 16 L3x3xl/4 x 8" @ 48"OC, TYP EA SIDE OF WALL (LOCATE ANGLE 24" MAX FROM EA END OF WALL) CMU WALL (NONBEARING) PER PLAN TYPICAL CMU WALL SECTION AT ELEVATED POST -TENSIONED SLAB 04071 M SCALE: 1 "=1'-0" CMU WALL (NONBEARING) PER PLAN DOWELS W/ STD HOOKS TO MATCH VERT WALL REINF AT MID —DEPTH OF o N WALL (ALT HOOKS) EMBED E5/16x10x1'-6" @ 48"OC W/ (4) 1/2" 0 x 5" WHS MBED E5/16x10x1'-2" @ 48"OC 1y I/ (4) 1/2" 0 x 5" LONG WHS a_ nP • • CONC SLAB & g REINF PER PLAN 1) #4 CONT T/SLAB a PER PLAN a �X 1/4 x 8" LLV @ 48" OC 4 ° a ° 4 _OCATE ANGLE 24" MAX FROM ° ° END OF WALL) 0:�tzw z • • L300/4 x 8" @ 48"0C J o TYP EA SIDE OF WALL (LOCATE w w _j ANGLE 24 MAX FROM EA END 0° M Q OF WALL) (3) SIDES TYP #4 CONT 3/16 CMU WALL (NONBEARING) PER PLAN SCALE: 1 "=1'-0" CMU WALL PER PLAN DOWELS TO MATCH CMU WALL VERT REINF (ALT HOOKS) PROVIDE (2) #4 IN HORIZ BOND BEAM o IN ALL COURSES BELOW & FIRST w N COURSE ABOVE SOG Sri g \ SOG & REINF PER PLAN T/SLAB PER PLAN I� U� - REINF PER PLAN PER PLAN INTERIOR THICKENED SLAB FOOTING AT CMU NONBEARING WALL TYPICAL CMU WALL SECTION AT ELEVATED POST -TENSIONED SLAB 04072M REINF SIZE GRADE 60 #4 24 #5 30 #6 36 #7 42 #8 48 NOTES: 1. DEVELOPMENT AND LAP SPLICE LENGTHS INDICATED SHALL BE USED UNLESS SPECIFICALLY NOTED ON DRAWINGS. 2. REINFORCING MAY BE CONSIDERED TO BE SPLICED WHEN PLACED IN ADJACENT GROUTED CELLS AND IF THE BARS ARE SPACED NO FARTHER APART THAN 1/5 THE REQUIRED LENGTH INDICATED AND NEVER FURTHER APART THAN 8". 3. ALL TABULATED VALUES ARE IN INCHES. TYPICAL LAP SPLICE AND DEVELOPMENT LENGTH SCHEDULE FOR STRUCTURAL MASONRY SCALE: 1 "=1'-0" C JOINT VERT CONTROL JOINT, OMIT MORTAR. CAULK PER ARCH TERMINATE HORIZ REINF 2" FROM (CONTROL JOINTS. EXCEPT AT FLR —& ROOF BOND BEAMS = ffilIV®®I� ,I a =Arm,I ®� �:� I JI VERT REINF PER 12/S5.20i NOTE: CONTROL JOINT LOCATION CRITERIA PER STRUCTURAL GENERAL NOTES. CONTRACTOR SHALL COORDINATE LOCATION OF JOINT WITH ARCHITECT AND STRUCTURAL ENGINEER. PLAN - CMU CONTROL JOINT 04001 M 3 z w J 3 nnnr.irn nnnir Tn PROVIDE 16" SMOOTH DOWEL (SAME SIZE AS HORIZ REINF) ACROSS JOINT. PREVENT BOND BTWN DOWEL & GROUT W/ GREASE OR PLASTIC SLEEVE. CAP ALL DOWELS TO ALLOW OF MOVEMENT. PROVIDE CLOSED END BLOCKS AT CONTROL JOINTS, TYP STD HOOK_ TYP SCALE: 1 "=1'-0" AT CORNERS AT INTERSECTIONS NOTES: 1. LAP LENGTHS PER REINFORCING LAP SPLICE AND DEVELOPMENT LENGTH SCHEDULE FOR CMU. 2. WALL REINFORCING PER ELEVATIONS, SECTIONS AND DETAILS. PLAN - TYPICAL CORNER REINFORCING AT CMU WALLS 04002M CORNER REINF PER 8/S5.20 TO MATCH HORIZ REINF, TYP ---�, (2) #4 T/WALL I � I I I I I I (2) #4 IN BOND BEAM TYP AT I \ 0 P N G (2) #5 MIN AT CORNERS i OPE ING / 2 5 TYP AT OPNG ' I T/FTG SCALE: 1 "=1'-0" FOR WALL SECTIONS 16" OR SMALLER, PROVIDE (2) #5, MIN CMU CONTROL JOINT PER 4/S5.20, LOCATION PER ARCH —� OPENING 2'-0" MIN TYP HOOK IF MIN LENGTH NOT AVAILABLE OR SLAB CD PER PLANCn —DOWELS TO MATCH VERT REINF g (PROVIDE STD HOOK PER STRUCT NOTES: NOTES AS REQD) 1. TYPICAL REINFORCING PER STRUCTURAL GENERAL NOTES. 2. INFORMATION NOT SHOWN PER TYPICAL SECTIONS. 3. CMU WALLS ARE SOLID GROUTED. ELEVATION - TYPICAL REINFORCING IN CMU WALL TO WALL STOP HORIZ REINF AT CONTROL JOINT, TYP LINO #5, TYP AT CONTROL JOINT (2)X #4 @ 48"OC MA (2) #4 IN BOND BEAM AT SILL #4 IN FIRST COURSE HALLER ARCHITECTS LLC 12216 Corliss Avenue North Seattle, WA 98133 TEL 206.235.0935 email: boyerscottl @gmail.com O'DO SDE ONE POST STREET. SUITE 1050 SAN FRANCISCO, CALIFORNIA 94104 PHONE: (415) 638-8980 WEBSITE: www.dci-engineers.com CIVIL /STRUCTURAL ©Copyright 08/2016 D'Amato Conversano Inc. All Rights Reserved This document and the ideas and designs may not be reused, in whole or n part, wtnaat wduen perrn�ssron from o'nmam can�ersana m�. D' t. C., ve ono Ina_ dlsdnlms any respnnsmlrity for Its unauthorized use. PROJECT: Edmonds Mixed Use Building LOCATION: 201 Main Street Edmonds, WA 98020 PREPARED FOR: Edmonds 2020 LLC KEY MAP DATE 4/22/16 REVISION PERMIT SET �8/18/16 PERMIT SET REV 2 �11/14/16 PERMIT REVISIONS �12/1/16 CONFORMED SET PROJECT DIRECTOR JB PROJECT MANAGER DL PROJECT ARCHITECT KA, J R PROJECT TEAM MEMBER CHECK ENGINEER SEA TITLE CMU WALL DETAILS PROJECT N0. 14081-0137 DATE FEBRUARY 22, 2017 PROJECT NETWORK PATH SHEET NUMBER S5m2O SET CONFORMED SET SCALE: 3/4"=1'-0" 03161 SCALE: 3/4"=1 '-0" 01402M SCALE: NONE 04000M SCALE: NONE L8x4x1/2x1'- 4" (LLV OR CONT L&40/ (OR BENT PLATE �/� T/SLAB PER PLAN CONC SLAB PER PL) 1/2"Ox6" SIMPSON TI HD BOLTS, (2) ® t EACH 1'-4" PIECE C OR (1) @ 18"OC FC L8x4, SNUG TIGHT T( MOVEMENT OF L8x4, OVERSIZED WASHER AT EXTERIOR WALL CONDITION IF POST -INSTALLED ANCHORS ARE USED, CONTRACTOR IS TO SCAN FOR P-T & REBAR IN ORDER TO AVOID CONFLICT 11/2" POLYSTYRENE (REMOVE AFTER CONC WALL IS POURED OR SHOTCRETE AND REPLACE W/ FIRE CAULKING PER ARCH DWG'S) SLAB WHERE OCCURS EXT F/BLDG (2) #5 CONT 15/8"x4" LONG SLOTTED HOLES, CENTER ON BOLT -C*D- CONC WALL PER PLAN CONNECTION AT TOP OF NON -BEARING CONCRETE WALL CONC WALL & REINF PER PLAN OVER -FRAMING ADJACENT TO WALL T/SLAB PER PLAN CONC SLAB REINF PER CONC BEAN REINF PER SCALE: 1 1/2"=1'-0" J 18"OC I VrIVI I ILL I LI\ JI IRUCT GENERAL NOTES SCALE: 1 "=1'-0" AA .. 7� n1I nTnn /N 18"OC I V/IIVI I ILL I LI\ JI IRUCT GENERAL NOTES SSK-001 5/20/14 24" #4 x� T/TOPPING S PER PLAN STRUCT FOP FILL PER GEN NOTES STAIRS AT TOPPING SLAB/FOAM rwvL �� vvly I SCALE: 3/4"=1 '-0" SLAB & REINF PER PLAN ROUGHEN COLD JOINT SURFACE LAP PER SCHED PN SLOPE z PER ARCH z • ° ° T/SLAB h � ° PER PLAN 4 ° 6 ° ° a 4 • • 4 ° ° ° 4 ADDL #4 CONT STRUCT FOAM FILL #4 DOWEL @ 18"OC W/ STD HOOK PER GENERAL NOTES FIELD BEND AS REQD PER DI AAI nI IA..rr" T/M T/SLAB PER PL T/SLAB PER PL FOAM FILL PER GENERAL NOTES OVER -FRAMING AT PARTIAL HEIGHT WALL CONC SLAB & REINF PER T/SLAB IF PER PLAN TYPICAL OVER -FRAMING AT SLAB STEP CONC SLAB & REINF PER nI AAI OIL T/SLAB IF PER PLAN FOAM FILL PER STRUCT GENERAL NOTES #4 x 24" @ 18"OC W/ STD HOOK HORIZ REINF PER PLAN (2) MIN — SLAB & REINF PER PLAN h T/FIN GRADE PER ARCH • ° • • ° • 4 h T/SLAB 4 '0' am. PER PLAN ° ° ° ° ° 4 ° 4 ° VERT REINF PER a 4 ° PLAN W/ STD HOOK ° °I ° 4 ° ADDL #4 CONT - ° ° °4 CONC SLAB & REINF PER PLAN 4a CONC SLAB & REINF PER PLAN 4 e A SCALE: 1 "=1'-0" T/SLAB PER PLAN I V/IIVI I ILL I LI\ JI I`UCT GENERAL NOTES SCALE: 1 "=1'-0" I VIIIYI I ILL I LI\ JI I\UCT GENERAL NOTES OVER -FRAMING AT PERIMETER WALL SLAB & REINF PER PLAN, TYP— T/SLAB PER PLAN 4 • a PER T/SLAB PER PLAN SCALE: 1 "=1'-0" 3/4" CHAMFER HORIZ REINF PER PLAN, TYP VERT REINF PER PLAN W/ STD HOOK, TYP #4 x 24" @ 18"OC W/ STD HOOK T/SLAB ° • PER PLAN �CONIC SLAB & FOAM FILL PER STRUCT REINF PER PLAN GENERAL NOTES ADDL #4 CONT TYPICAL OVER -FRAMING SLAB STEP 03344M CONC SLAB & REINF PER PLAN- T/SLAB PER PLAN FOAM FILL PER STRUCT GENERAL NOTES PER SCALE: 1 "=1'-0" 3/4" CHAMFER HORIZ REINF PER PLAN (2) MIN VERT REINF PER PLAN W/ STD HOOK, TYP T/SLAB h PER PLAN a a 4 a 4 a ° ° a ° ° 4 ° °° • ° ° °III I ° ° °• a ° ° 4 HALLER ARCHITECTS LLC 12216 Corliss Avenue North Seattle, WA 98133 TEL 206.235.0935 email: boyerscottl @gmail.com =DC1 SDE ONE POST STREET. SUITE 1050 SAN FRANCISCO, CALIFORNIA 94104 PHONE: (415) 638-8980 WEBSITE: www.dci-engineers.com CIVIL /STRUCTURAL ©Copyright 08/2016 D'Amato Conversano Inc. All Rights Reserved This document and the Ideas and designs may not b, reused In whole or 'n part, without written per ,-In from DAmntn C... e a Inc. D'4° t. C., ° rs-. In, d,sdn, nny r,sp.—b1he for its ....th.r—d usz. PROJECT: Edmonds Mixed Use Building LOCATION: 201 Main Street Edmonds, WA 98020 PREPARED FOR: Edmonds 2020 LLC KEY MAP DATE 4/22/16 REVISION PERMIT SET �8/18/16 PERMIT SET REV 2 �11/14/16 PERMIT REVISIONS �12/1/16 CONFORMED SET PROJECT DIRECTOR JB PROJECT MANAGER DL PROJECT ARCHITECT KA, J R PROJECT TEAM MEMBER CHECK ENGINEER SEA TITLE CONC SLAB & CONCRETE REINF PER PLAN FRAMING DETAILS ADDL #4 CONT PROJECT NO. 14081-0137 DATE FEBRUARY 22, 2017 PROJECT NETWORK PATH OVER -FRAMING ADJACENT TO CONCRETE BEAM SCALE: 1 "=1'-0" TOPPING SLAB RAMP TRANSITION SCALE: 3/4"=1 '-0" TYPICAL OVER -FRAMING AT SLAB STEP TYPICAL OVER -FRAMING SCALE: 1 "=1'-0" I 03341 M SCALE: 1 "=1'-0" SHEET NUMBER S5m25 SET CONFORMED SET HOIST BEAM PER PLAN T/STL PER ELEV MFR 5/8"0 x 4" LAG SCREW EA SIDE OF WEB HOIST BEAM SUPPORT 1" MAX 2" MIN TYP 2x TOP PLATE 5/8" 0 x 4" LAG SCREW ---BUNDLED STUD PER PLAN BIDDER DESIGNED I I I 1 RAILING BY OTHERS — a- LO EMBED E3/8x8xO'-8" W/ (4) 1/2" Ox4" WH`. 5" 1Y" TYP AT WALL NOTE: LOCATE RAILING EMBED PLATES PER ARCH DWGS RAILING EMBED DETAILS T/SHTHG PER PLAN BUNDLED STUDS PER PLAN SECTION BIDDER DESIGNED T RAILING BY OTHERS I 1 I 0F I 1 SLAB PERIMETER SLOPE CONCRETE WALL i I LREINF PER PLAN PE PER PLAN 1 EQ EQ 2" 1 I 1 TYP 1 a ° ° I ° ° EMBED IE3/8x4x1'-0" * • • W/ (3) 1/2"0 DBA 3/4" CHAMFER, TYP E5/8x18x1'-6" W/ (4) 3/4"0 x 6" WHS CONC SLAB & REINF PER PLAN T/SLAB CV U PER PLAN • a ° a 3" ADDL (2) #5 x 6'-0" EW TYP (4) TOTAL NOTE: LOCATE ONE PLATE AT EACH CORNER OF TRANSFORMER UNIT. CONNECTION OF TRANSFORMER TO PLATE BY OTHERS. TRANSFORMER ANCHORAGE EMBED PLATE AT SLAB EDGE A71 CLIP TYP PLACES HG PER PLAN 3T PER PLAN ST BEAM PER PLAN )VIDE CONT STUDS SIDE OF HOIST BEAM D WALL PER PLAN SCALE: 1 "=1'-0" CONIC SLAB & REINF PER PLAN T/SLAB PER PLAN SCALE: 1 "=1'—O" SLAB EDGE STEEL PER PLAN SLAB REINF PER PLAN T/SLAB olb z PER PLAN wn °• d ° •1 Q-C)- ELEVATOR EMBED AT SLAB EDGE EMBED V/200 x AS SHOWN W/ (3) 1/2" 0 x 18" DBA ADD'L (2) #448", TYPE CONIC SLAB & REINF PER PLAN T/SLAB PER PLAN 1 " RETURN \ 1/4 EA SIDE, TYP 4 36" (2) #4x EMBED E5/8x16x1'-4" W/ (4) 5/8" Ox6" WHS ® 8"OC EW 4 ° ° • Q CD 1 1 1I I I EQ I 1 EQ I I I I I I I I I I AT SLAB EDGE 3/4"0 WELDED THRD STUD TYP (2) SIDES OF COL L6x31/2 x5/1s x 0'-3" LLV W/ VERT SLOTTED HOLE, TYP (2) SIDES OF COL HSS COL PER PLAN 3" NOTE: LOCATE ANGLE & WELDED THREADED STUDS ON ADJACENT SIDES OF COLUMN AT SLAB CORNER CONDITION (SHOWN) AND ON OPPOSITE SIDE OF COLUMN AT SLAB EDGE CONDITION. HSS COLUMN TOP CONNECTION TYP (3) SIDES 4 HSS COL PER PLAN I I I I I I I I I I I I I (2) E1/4x6x0'-6" W/ (2) THRU I I y" GAP BOLTS PROVIDE SHIM ES FOR MAX NARROW BEAMS AS REQD Q I I TYP T/STL E1/4 EA SIDE -- ---- -- PER PLAN THRU BOLT, TYP 1 II I I 1 I -- ------------- L3x30/8 x AS SHOWN I 1 z HSS BEAM PER PLAN HSS COL PER PLAN 1 I / w I I I [n I I 1 1 I I I 2 1 i 1 �4 �/16 TYP I I 1 /16 I I I TYP 2 4" 5/16 SECTION HSS BEAM TO HSS COLUMN CONNECTION T/SLAB PER PLAN ADDL #4 T&B 1/2" 0 x 6" WHS 18"OC & 6" FROM EA END SCALE: 1 "=1'—O" L6x4x1/4 LLV AT ELEV OR STAIR OPNG LENGTH PER ARCH EMBED ANGLE AT ELEVATOR AND STAIR EDGE CONIC SLAB & REINF PER PLAN T/SLAB PER PLAN (2) SIDES TYP 2" ADDL (2) #448" EW (4 TOTAL) a ° ° a 4 d a • ° O ° ° ° PLAN _ I C I HSS COL J; !� L4x4 AT INTERIOR SLAB 1Y" TYP EMBED E EMBED E1/2x6x0'-10" W/ (4) 1/2" 0 x 24" DBA T/CONC CURB PER ARCH HSS COLUMN AT CONCRETE CURB PER PLAN (4) ADDL #4 x 48" EMBED R1/2xl4xl'-2" W/ (4) 1/2" Ox6" WHS L440/4 x 4", TYP HSS COL PER PLAN SCALE: 1 "=1'—O" ;S COL PER PLAN D'L (2) #448" EMBED )NC CURB & REINF R PLAN SCALE: 1 "=1'—O" ONC WALL OR -AB PER PLAN EMBED IE1/2x12x1'-0" W/ (4) 1/20 x 6" WHS ADDL REINF STEEL EMBED PLATE FOR ELEVATOR RAIL OR STAIR HALLER ARCHITECTS LLC 12216 Corliss Avenue North Seattle, WA 98133 TEL 206.235.0935 email: boyerscottl @gmail.com O'DO SDE ONE POST STREET. SUITE 1050 SAN FRANCISCO, CALIFORNIA 94104 PHONE: (415) 638-8980 WEBSITE: www.dci-engineers.com CIVIL /STRUCTURAL © Copyright 08/2016 D'Amato Conversano Inc. All Rights Reserved This document and the Ideas and designs may not be reused In whae or n gart, without —tte, gerrn�ssron tram o'nmam can�ersana m�. D'4—t. C--s-. Ina_ 1r', ns any responsibility for Its unauthorized use. PROJECT: Edmonds Mixed Use Building LOCATION: 201 Main Street Edmonds, WA 98020 PREPARED FOR: Edmonds 2020 LLC KEY MAP DATE REVISION 4/22/16 PERMIT SET �8/18/16 PERMIT SET REV 2 01/14/16 PERMIT REVISIONS �12/1/16 CONFORMED SET PROJECT DIRECTOR JB PROJECT MANAGER DL PROJECT ARCHITECT KA, J R PROJECT TEAM MEMBER CHECK ENGINEER SEA TITLE STEEL FRAMING DETAILS PROJECT NO. 14081-0137 DATE FEBRUARY 22, 2017 PROJECT NETWORK PATH SHEET NUMBER S6mOl SET CONFORMED SET SCALE: 1 "=1'-0" SCALE: 1 "=1'-0" SCALE: 1 "=1'—O" SCALE: 1 "=1'—O" T/SLAB PER PI 1" RETUR EA SIDE, ADDL SLAB REINF =R 3/S-8.1 —T SLAB PER PLAN ABED E5/8x16x1'-4" W/ 5/8" 0x (SLAB "H" —2") )NG WHS @ 8"OC EW CTRD 40 WELDED THRD STUD 'P (2) SIDES OF COL x31/2x5/16 x 0'-3" LLV / VERT SLOTTED HOLE, P (2) SIDES OF COL .SS COL PER PLAN NOTE: LOCATE ANGLE & WELDED THREADED STUDS ON ADJACENT SIDES OF COLUMN AT SLAB CORNER CONDITION (SHOWN) AND ON OPPOSITE SIDE OF COLUMN AT SLAB EDGE CONDITION. HSS COLUMN TOP CONNECTION TO POST -TENSIONED SLAB T/SLAB PER PLAN HSS WIDTH (3) SIDES 1/4 3 EMBED E1/2x10x1'-2" W/ (4) 1/2"0 x 6" WI #4 x SCALE: 1 "=1'-0" 1/4 1/4 LAB EDGE ." I I HSS COL PER PLAN I I PLAN I I BASE E1/2xAS SHOWN I I I I I I I I I I I I I I I a ° a 24„ 2" 3" #4 x HAIRPIN WHS TYP HSS COLUMN AT CONCRETE SLAB EDGE SCALE: 1 "=1'-0" E1/4, TYP THRU BOLTS, TYP EMBED PLATE HSS PER PLAN SECTION 1/2„ GAP_ MAX (2) #4 x 48" LONG (4) 1/2"0 x 6" WHS T/SLAB Y PER PLAN z ° ° ° a °DIla • EMBED R1/2x12xSLAB DEPTH (12" AT SIM) �2 E1/4x4x0'-6" W/ 2� 3/4"0 THRU BOLTS IN SHORT SLOTTED HOLES HSS BEAM PER PLAN T/STL I �\ PER PLAN HSS BEAM TO CONCRETE SLAB CONCRETE SCALE: 1 "=1'-0" SIZE PER TABLE 1 TABLE 1 BASEPLATE THICKNESS "F„ FILLET SIZE 3/8", 1/2„ 3/16„ 5/8" 3/4° 1/4„ > _ '/8„ 5/16„ J O U G cni ^P PER PLAN :OL PER PLAN "0 GROUT HOLE (OPTIONAL) PLAN - INTERIOR COLUMN J SIZE PER COL --------- TABLE 1 TYP „F„ r ly" i � w � VP T C) = U J— — — — — — — — — — O - I I 4 CMU OR CONC WALL I I WHERE OCCURS I I PER PLAN I I COL PER PLAN I ALIGN C OF AB'S W/ OUTSIDE F/HSS COL BP PER PLAN PLAN - CORNER COLUMN SIZE PER TABLE 1 TYP „F„ J O U CMU OR CONC WALL WHERE OCCURS PER PLAN ------- C COL I I I I I I I I I I I I I I I I I I I I I I I 1/4" CLR MIN WHERE WALL OCCURS PLAN - EDGE COLUMN CMU OR CONC WALL 'I,- lUI WHERE OCCURS—'--��--'— I I PER PLAN I I II I II I AB LOCATION WHERE ADJACENT WALL OCCURS I II I I II I I II I PLAN I I I I _I II I CONC FTG PER PLAN I I T/FTG PER PLAN III 0 II �z� rn w 1"0 GROUT HOLE (OPTIONAL) COL PER PLAN BP PER PLAN COL PER PLAN (4) 3/4"0 AB'S W/ WASHERS & HEX NUTS TYP UNO 1"t NON —SHRINK GROUT, MIN TYPICAL BASEPLATE CONNECTION - HSS COLUMN 05030M COL SCALE: 1 "=1'-0" T/STL PER PLAN (4) 3/4"0 BOLTS AT BEAM GAGE BEAM PER PLAN, TYP BRG E3/8x4x0-9" COL PER PLAN, TYP HALLER ARCHITECTS LLC 12216 Corliss Avenue North Seattle, WA 98133 TEL 206.235.0935 email: boyerscottl @gmail.com =DC1 SDE ONE POST STREET. SUITE 1050 SAN FRANCISCO, CALIFORNIA 94104 PHONE: (415) 638-8980 WEBSITE: www.dci-engineers.com CIVIL /STRUCTURAL ©Copyright 08/2016 D'Amato Conversano Inc. All Rights Reserved This document and the Ideas and designs may not be reused. In whole or n part, without w tte, per, -In trnm D'Am t, cnn,,er.... me. D'4° t. C--s-. me_ d,sdn,� nny r,spnns,b ty tnr its .... th.r 1 usz. PROJECT: Edmonds Mixed Use Building LOCATION: 201 Main Street Edmonds, WA 98020 PREPARED FOR: Edmonds 2020 LLC KEY MAP DATE REVISION 4/22/16 PERMIT SET �8/18/16 PERMIT SET REV 2 01/14/16 PERMIT REVISIONS �12/1/16 CONFORMED SET PROJECT DIRECTOR JB PROJECT MANAGER DL PROJECT ARCHITECT KA, J R PROJECT TEAM MEMBER CHECK ENGINEER SEA � 'EY Bh' A�vas� C' / j�infffY�j TITHE STRUCTURAL BRICK VENEER DETAILS PROJECT NO. 14081-0137 DATE FEBRUARY 22, 2017 PROJECT NETWORK PATH BEAM TO HSS COLUMN CONNECTION SCALE: 1 "=1'-0" SHEET NUMBER S6mO2 SET CONFORMED SET EMBED PLATE DETAIL SECTION B-B SECTION 12 TYp—�—_ SCALE: 11/2"=1'— 0" SECTION C-C BRICK LEDGER CONNECTION DETAIL P—T SLAB & REINF PER PLAN EMBED E1/2x10 x 0'-10" W/ (4) 1/2"0 x 5" WHS— #5 x C a I BOLT 3/16 `?? 3/16 HSS PER PLAN 3" MAX L5x5x1/2 x 0'-6" LONG W/ (2) 3/4" 0 A325 BOLTS CTRD ON THE LEG —� HSS COL PER PLAN GAP FOR CONSTUCTION (3) SIDES - CO I m z 0 U W RICK VENEER ER ARCH JGLE PER SECTION SCALE: 11/2"=1'-0" FACE OF WALL BEYOND SECTION C—C Z12 VENEER PER ARCH FULL BRG ON VENEER ANGLE BELOW L6x4x5/16 x 0'-9" LONG W/ LLV & VERT LONG SLOTTED HOLE EA SIDE OF HSS COL FOR 3/4" 0 A325 BOLT CONT L6x6x5/8 W/ (4) 3/4" 0 A325 BOLTS W/ HORIZ SLOTTED HOLES PER SUPPLIER I BOLT C BOLT SCALE: 1 "=1'-0" WT PER PLM T/STL PER ARCH ANGLE PER PLAN CONTINUOUS ANGLE CONNECTION L6x6x3/g HSS3x3x1/4 — HSS PER PLAN 3/16 E3/4x4 x 1'-0" E3/4 x AS SHOWN W/ (3) HOLS FOR 3/4"0 A235 BOLTS SECTION SCALE: 11/2"=1'-0" 100 0 ADDL INFO S6.03 T/SLAB IPER PLAN VENEER PER ARCH TYP T&B 1/4 FULL PEN 1/4 AT E TO E y„ 2 I � _ I 1 � °° PER ARCH 71y" PER ARCH (9'-0" MAX) MAX 1/4 1/4 BEAM PER PLAN DECK PER ARCH TYP AT 1/4 TO WT ANGLE PER PLAN W/ WELD SIMILAR TO 12/S6.( TAPERED WT PER PLAN SCALE: 1 "=1'-0" C CANOPY SECTION SCALE: 1 "=1'-0" HALLER ARCHITECTS LLC 12216 Corliss Avenue North Seattle, WA 98133 TEL 206.235.0935 email: boyerscottl @gmail.com =DO SDE ONE POST STREET. SUITE 1050 SAN FRANCISCO, CALIFORNIA 94104 PHONE: (415) 638-8980 WEBSITE: www.dci-engineers.com CIVIL /STRUCTURAL ©Copyright 08/2016 D'Amato Conversano Inc. All Rights Reserved Th1s document and the Ideas and designs may not " reused In whd, or 'n part, without written permission from 11_to Conversano Inc. D'4—t. Conversano Inc d'iscl ,— any—p—bhty for 'i is ....thorizzd use. PROJECT: Edmonds Mixed Use Building LOCATION: 201 Main Street Edmonds, WA 98020 PREPARED FOR: Edmonds 2020 LLC KEY MAP DATE REVISION 4/22/16 PERMIT SET �8/18/16 PERMIT SET REV 2 01/14/16 PERMIT REVISIONS �12/1/16 CONFORMED SET PROJECT DIRECTOR JB PROJECT MANAGER DL PROJECT ARCHITECT KA, J R PROJECT TEAM MEMBER CHECK ENGINEER SEA �*EY Bh' �vas� nT�E STEEL FRAMING DETAILS PROJECT NO. 14081-0137 DATE FEBRUARY 22, 2017 PROJECT NETWORK PATH SHEET NUMBER S6mO3 SET CONFORMED SET BRICK VENEER AIR SPACE & WATER PROOFING PER ARCH SECTION AT WOOD STUDS BRICK VENEER WOOD STUDS PER PLAN SHEATHING ! PER ARCH I r NO 9 GA CONT PENCIL ROD IN MORTAR BED JOINT ENGAGE EA PINTLE AS SHOWN. LAP ROD 12" AS REQD. BEND AROUND CORNERS AND LAP / I 1 " MORTAR j COVER, TYP 11/2" MIN I 12 GA ANCHOR PINTLE I TYP It 14 GA ANCHOR PLATE TYP P-T SLAB PER PLAN 36" #4 x = HAIRPINS - T/SLAB ��' PER PLAN HAIRPINS r TYP—�-- -- - - -- 0 —07, 1 I I I I I I I 0I I I 2„ 8„ #4 x 36" EMBED E1/2x12x1'-0" W/ (2)2"Ox6" WHS & (2) 1 2" o06" DBA - HSS5x5x3/8 @ 6'-0"OC MAX AND 12" FROM EA END MAX E3/8x4x AS SHOWN 3 SIDES 3/16 141 1/4 BRICK VENEER LEDGER BELOW SLAB PROOFING PER ARCH WOOD STUD PER PLAN (2) #9 D/A 808 WOOD SCREWS SHEATHING PER ARCH P PLAN VIEW AT WOOD STUDS �A� PER ARCH 8" MAX SLAB PERIMETER REINF PER PLAN BRICK LEDGER AT SLAB PER 3/S6.06 BRICK VENEER PER ARCH y„ 2 1/4 w SOLDIER COURSE I I PER ARCH 1y "MA CURVED L8x8x1/2 x CONT BRICK VENEER AIR SPACE PER ARCH SECTION AT CONIC OR CMU SCALE: 1 "=1'-0" EMBED E1/2 x SLAB DEPTH x 0'-8" W/ (4) 1/2" Ox24"DBA, TYP AT 6'-O"OC MAX & 12"OC FROM EA END OF ANGLE SLAB PERIMETER REINF PER PLAN T/SLAB PER PLAN ° BRICK VENEER PER ARCH a 4 � d d a ° c¢ L L8x8x1/2 1/4 1/4 NOTE: COORDINATE LOCATION OF EMBED WITH P-T TENDONS. BRICK LEDGER AT SLAB CONNECTION DETAIL PER ARCH 8" MAX SCALE: 11/2"=1 '-0" cD 0 Z 16"OC MAX HORIZ ANCHOR N SPACING, TYP cn i A O n n n n n n QQ u Liu u u u u �Q [if� w w O n n n n n n n n X O --1+------4+-----4+-----+�-----+F-----+�-----�I---- -�I- < u u u u n u n u n u u O, u u u N +I------ +r��- ��--- -+� u u u 4J / u u D ANCHORS AS RE TO AINTAIN 8" M -+�-----+I-------I---+�- TO 0 G ED�E,TYP +�--- -+� u u u u u u OP n n n n n n 'J u u u MAINTAIN 8" MAX u TO OPNG EDGES, TYP n n n n n n n n -�+------4+-----4-1--+i------+H-----+_I-----�I---- -�I- u u u u u u u u rLR MR�n ELEVATION 31/2" MIN PER ARCH 4" MAX 1„ 41/2" MAX MIN BRICK VENEER PER ARCH GWB SHTHG (ANCHORS NOT SHOWN FOREt 7 WHERE OCCURS CLARITY, VENEER ANCHORAGE REQUIREMENTS PER 7/S6.06 STRUCTURAL WALL 71/ PER PLAN VENEER ANGLE T/ROUGH OPNG COORD W/ 6/S6.06 ADJUSTABLE 2-PIECE B/LINTEL n n n n n n n n I I I I ANCHORS PER STRUCT Li Li Lj Lj Li Lj LJ Lj GENERAL NOTES, TYP BRICK VENEER BEYOND I I I I STRUCTURAL WALL I ----STRUCTURAL J tiL J_�ti_L n n n n n n n n W1.7 (.148"0) CONT WIRE 2/" MIN --1 --4+ -�L.j Lj L+ u� �~ ul- ul �I JOINT REINF MECHANICALLY BRIG 1�„ ATTACHED TO ALL ANCHORS ELEVATION TYPICAL BRICK VENEER ANCHORAGE 08000M BRICK VENEER AIR SPACE PER ARCH CONIC WALL OR CMU WALL NO 9 GA CONT PE ROD IN MORTAR BI ENGAGE EA PINTLE SHOWN. LAP ROD AS REQD. BEND AF CORNERS AND LAP 12 GA ANCHOR PIP TYP 14 GA ANCHOR PL TYP PLAN VIEW AT CONC OR CMU CONIC OR CMU WALL, COLUMN OR SLAB EDGE PER PLAN �2) HILTI X-ZF 32 P8 0.138" 0 x 11/4" LONG) PAF PER VENEER ANCHOR MAX SECTION TYPICAL LOOSE BRICK VENEER LINTEL SCALE: NONE BRICK VENEER AIR SPACE & WATER PROOFING PER ARCH SECTION AT STEEL STUDS SCALE: 1 "=1'-0" BRICK VENEER AIR SPACE WATER PROOFING PER ARCH BIDDER -DESIGNED STUDS NO 9 GA CONT PE SHEATHING ROD IN MORTAR BI PER ARCH ENGAGE EA PINTLE SHOWN. LAP ROD AS REQD. BEND AF CORNERS AND LAP 12 GA ANCHOR PIP TYP 14 GA ANCHOR PL TYP (2) #10 x 11/2„ SELF -TAPPING SCREWS (D/A 807 RO EQUAL) >HEATHING 'ER ARCH PLAN VIEW AT STEEL STUDS �C� HALLER ARCHITECTS LLC 12216 Corliss Avenue North Seattle, WA 98133 TEL 206.235.0935 email: boyerscottl @gmail.com O'DO SDE ONE POST STREET. SUITE 1050 SAN FRANCISCO, CALIFORNIA 94104 PHONE: (415) 638-8980 WEBSITE: www.dci-engineers.com CIVIL /STRUCTURAL ©Copyright 08/2016 D'Amoto Conversano Inc. All Rights Reserved This document and the ideas and designs may not be reused, in whole or 'n part , without writfrom D'Ama I. Conversano Inc. D'Am.to Conversano Inc_ d'isda,i any repo b'Iny for 'its unauthorized use. PROJECT: Edmonds Mixed Use Building LOCATION: 201 Main Street Edmonds, WA 98020 PREPARED FOR: Edmonds 2020 LLC KEY MAP DATE 4/22/16 REVISION PERMIT SET �8/18/16 PERMIT SET REV 2 01/14/16 PERMIT REVISIONS �12/1/16 CONFORMED SET PROJECT DIRECTOR JB PROJECT MANAGER DL PROJECT ARCHITECT KA, J R PROJECT TEAM MEMBER CHECK ENGINEER SEA TITHE STRUCTURAL BRICK VENEER DETAILS PROJECT NO. 14081-0137 DATE FEBRUARY 22, 2017 PROJECT NETWORK PATH SHEET NUMBER S6mO6 SET CONFORMED SET TYPICAL VENEER ANCOR CONNECTION DETAILS SCALE: 11/2"=1 '-0" FIELD NAILING PER SHEAR WALL SCHED TYP, UNO x a N z PANEL EDGE NAILING PER SHEAR WALL SCHEID PLAN AT STAGGERED SHEAR WALL PANEL EDGE NAILING PER SHEAR WALL SCHED WALL SHTHG PER PLAN, TYP WALL STUD PER PLAN, TYP HOLD-DOWN SCHEDULE - DOUG-FIR STUDS 01420 [1] -INDICATES FOOTNOTES NUMBER OF NAILS, SCREWS DIAMETER ANCHOR TYPE STUD[ OR BOLTS [3] EMBEDMENT NOTES ]POST HDU2 PER PLAN (6) SDS1/4x21/2 5/8"0 7" 1-4 O HDU4 PER PLAN (10) SDS1/4x21/2 5/8"0 7" 1-4 w I- 1 0 U HDU5 PER PLAN (14) SDS1/4x21/2 5/8"0 7" 1-4 z0 HDU8 PER PLAN (20) SDS1/4x21/2 7/8"0 7" 1-4 U HDU11 PER PLAN (30) SDS1/4x21/2 1110 7" 1-4 HOLD-DOWN/STRAP SCHEDULE - DOUG FIR STUDS 01420M NOTES: [1] TYPICAL HOLD-DOWN DETAILS PER 8/S7.01. [2] PROVIDE PANEL EDGE NAILING PER SHEAR WALL SCHEDULE AT HOLD-DOWN STUDS/POST. [3] AT PRESSURE TREATED SILLS, USE HOT DIPPED GALVANIZED BOLTS. [4] NAIL LAMINATE MULTIPLE 2x STUDS WITH PLATE NAILING PER SHEAR WALL SCHEDULE. SCALE: NONE SHEAR WALL SCHEDULE a> FOR 0.148"Ox21/2" NAILS IN DOUG-FIR LARCH (2012 IBC) [16] SOME SHEAR WALL TYPES NOTED MAY NOT BE USED ON THIS PROJECT. WALL TYPE WALL SHEATHING APA-RATED [1, 2, 12] NAIL SIZE & SPACING AT ALL PANEL EDGES [4, 5] BLOCKING & STUD SIZE AT ADJOINING PANEL EDGES [3, 6, 13] RIM JOIST OR BLOCKING CONN TO TOP PLATE BELOW [7, 8] 2x PLATE ATTACHMENT SILL PLATE ATTACHMENT SHEAR CAPACITY LBS/FT NAILING TO WOOD RIM JOIST OR BLOCKING BELOW ANCHOR BOLT TO CONCRETE BELOW [10] SILL PLATE AT FOUNDATION [11] W6 15/32" 0.148" Ox21/2" @ 6"OC 2x CLIP ® 16"OC 0.148" Ox31/4" @ 6"OC 5/8" 0 @ 48"OC 2x 310 W4 15/32" 0.148" Ox21/2" @ 4"OC STAGGERED 3x CLIP ® 12"OC 0.148" 001/4" @ 4"OC 5/8„ 0 @ 32"OC 2x 460 5/80 @ 48 OC 3x [15] W3 » 15/32 0.148" Ox21/2" © 3"OC STAGGERED 3x CLIP 8 OC 0.148" 001/4" ® 6"OC (2) ROWS [9] 5/8" 0 @ 24"OC 2x 600 5/8"0 @ 32"OC 3x [15] W2 » 15/32 0.148" Ox21/2" © 2"OC STAGGERED 3x CLIP ® 16"OC EACH SIDE 0.148" 001/4" ® 6"OC (2) ROWS [9] 5/8" 0 @ 16"OC 2x 770 ,> 5/8 0 @ 24 OC 3x [15] 2W4 BOTH SIDES 0.148 STAGGERED 4 OC 3x CLEACHH SIDEOC 0.14(2) ROWS [9]4 OC 5/8"0 Q 24"OC 3x [15] 920 2W3 15/32" BOTH SIDES 0.148"Ox21/2" © 3"OC STAGGERED 3x CLIP @ 8"OC EACH SIDE 0.148" 001/4" ® 4"OC (2) ROWS [9] OR (2) ROWS OF SDS /4x5 SCREWS @ 8"OC [9] 5/8110 @ 16"OC 3x [15] 1200 2W2 15/32" BOTH SIDES 0.148" Ox21/2" © 2"OC STAGGERED 3x CLIP @ 8"OC EACH SIDE CLIP @ 6"OC EACH SIDE [7, 8]1 OR (2) ROWS OF SDS /4x5 SCREWS @ 8"OC [9] 5/8" 0 p 12"OC 3x [15] 1540 NOTES: [1] INSTALL PANELS EITHER HORIZONTALLY OR VERTICALLY. [2] WHERE SHEATHING IS APPLIED ON BOTH SIDES OF WALL, PANEL EDGE JOINTS ON 2x FRAMING SHALL BE STAGGERED SO THAT JOINTS ON THE OPPOSITE SIDES ARE NOT LOCATED ON THE SAME STUDS. [3] BLOCKING IS REQUIRED AT ALL PANEL EDGES. [4] PROVIDE SHEAR WALL SHEATHING AND NAILING FOR THE ENTIRE LENGTH OF THE WALLS INDICATED ON THE PLANS. ENDS OF FULL HEIGHT WALLS ARE DESIGNATED BY WINDOWS, OR DOORWAYS OR AS DESIGNATED ON PLANS. HOLD-DOWN REQUIREMENTS PER PLANS. (ALTERNATE NOTE: WALLS DESIGNATED AS PERFORATED SHEAR WALLS REQUIRE SHEATHING, SHEAR WALL NAILING, ETC. ABOVE AND BELOW ALL OPENINGS). [5] SHEATHING EDGE NAILING IS REQUIRED AT ALL HOLD-DOWN POSTS. EDGE NAILING MAY ALSO BE REQUIRED TO EACH STUD USED IN BUILT-UP HOLD-DOWN POSTS. ADDITIONAL INFORMATION PER HOLD-DOWN DETAILS. [6] INTERMEDIATE FRAMING TO BE 2x MINIMUM MEMBERS. ATTACH SHEATHING TO INTERMEDIATE FRAMING WITH 0.148"Ox21/2" NAILS AT 12"OC WHERE STUDS ARE SPACED AT 16"OC AND 0.148"Ox21/2" NAILS AT 6"OC WHERE STUDS ARE SPACED AT 24"OC. [7] BASED ON 0.131"Ox11/2" NAILS USED TO ATTACH FRAMING CLIPS DIRECTLY TO FRAMING. USE 0.131"Ox21/2" NAILS WHERE INSTALLED OVER SHEATHING. [8] FRAMING CLIPS: A35 OR LTP5 OR APPROVED EQUIVALENT. [9] WHERE BOTTOM PLATE ATTACHMENT SPECIFIES (2) ROWS OF NAILS OR SCREWS, PROVIDE DOUBLE JOIST, RIM JOIST OR EQUAL BELOW. STAGGER NAILS/SCREWS IN ROWS 11/2" APART MINIMUM. SHEAR WALL SCHEDULE - DOUG-FIR LARCH [10] ANCHOR BOLTS SHALL BE PROVIDED WITH HOT DIPPED GALVANIZED STEEL PLATE WASHERS 0.229%3%3" MIN. THE HOLE IN THE PLATE WASHER MAY BE DIAGONALLY SLOTTED 13/16%13/4" PROVIDED A STANDARD CUT WASHER IS PLACED BETWEEN THE PLATE WASHER AND NUT. PLATE WASHER TO EXTEND TO WITHIN 1/2" OF THE EDGE OF THE SILL PLATE ON THE SIDES) WITH SHEATHING. INCREASE PLATE WASHER SIZE AS REQUIRED. EMBED ANCHOR BOLTS 7" MINIMUM INTO THE CONCRETE. [11] PRESSURE TREATED MATERIAL CAN CAUSE EXCESSIVE CORROSION IN THE FASTENERS. PROVIDE HOT -DIPPED GALVANIZED (ELECTRO-PLATING IS NOT ACCEPTABLE) NAILS AND CONNECTOR PLATES (FRAMING ANGLES, ETC.) FOR ALL CONNECTORS IN CONTACT WITH PRESSURE TREATED FRAMING MEMBERS. ADDITIONAL INFORMATION PER STRUCTURAL NOTES. [12] WHERE WOOD SHEATHING (W) IS APPLIED OVER GYPSUM SHEATHING (G), CONTACT THE ENGINEER OF RECORD FOR ALTERNATE NAILING REQUIREMENTS. [13] AT ADJOINING PANEL EDGES, (2) 2x STUDS NAILED TOGETHER MAY BE USED IN PLACE OF SINGLE 3x STUD. DOUBLE 2x STUDS SHALL BE CONNECTED TOGETHER BY NAILING THE STUDS TOGETHER WITH 3" LONG NAILS OF THE SAME SPACING AND DIAMETER AS THE PLATE NAILING, PER SECTION. [14] CONTACT THE STRUCTURAL ENGINEER OF RECORD FOR ADHESIVE OR EXPANSION BOLT ALTERNATIVES TO CAST -IN -PLACE ANCHOR BOLTS. SPECIAL INSPECTION MAY BE REQUIRED. [15] NAIL STUDS TO 3x SILL PLATES WITH EITHER (2) 0.148"Ox4" END NAILS OR (4) 0.131 "Ox21/2" TOENAILS [16] WX WHERE "W" INDICATES WOOD SHEATHING AND "X" INDICATES EDGE NAIL SPACING. [17] EDGE NAILS SHALL BE LOCATED 3/8" FROM PANEL EDGES. SECTION INING PANEL EDGE L EDGE NAILING, TYP NAILS TO MATCH PLATE NAILING (2) 2x STUDS A.'-(1" AAIN CPI 1(`F I AP NOTE: FLOOR/ROOF JOISTS NOT SHOWN FOR CLARITY. TYPICAL PLATE SPLICE DETAIL 06904 OWS 0.148" 0x31/4" ((16) TOTAL) (WITHIN AREA 'LICE) © COC SPLICE TO R OVER TYP WALL PER PLAN SCALE: 1 "=1'-O" r- WALL END 1i1 SHTHG PER SHEAR WALL SCHED I .1 • i • BUNDLED STUDS OR POST .1 PER PLAN W/ EDGE NAILING 1.1 1• ENTIRE STUD HEIGHT PER 1 1'1 SHEAR WALL SCHED HD PER PLAN 0 M HEADED AB'S PER HD SCHED -----, w PT BOT PLATE T/SLAB PER PLAN ° 4 a (2) #4 x 48" EW a o ° 4 8 • (2) #4 x 48"rSl ° a 4 a WASHER R1/2x3x0'-3", TYP 4 CONC SLAB PER PLAN I #4x 6" MIN AT SLAB EDGE HOLD-DOWNS AT INTERIOR HOLD-DOWNS TYPICAL HOLD-DOWN AT POST -TENSIONED SLAB 06093M SCALE: 1 "=1'-0" HALLER ARCHITECTS LLC 12216 Corliss Avenue North Seattle, WA 98133 TEL 206.235.0935 email: boyerscottl @gmail.com ODO SDE a ni a 0 M a a R So ONE POST STREET. SUITE 1050 SAN FRANCISCO, CALIFORNIA 94104 PHONE: (415) 638-8980 WEBSITE: www.dci-engineers.com CIVIL /STRUCTURAL ©Copyright 08/2016 D'Amato Conversano Inc. All Rights Reserved This document and the Ideas and designs may not be reused. In whole or n part, without wrl«en perm, on tram nsnmntn cnn�ersann me. D'4n t. C--s-. me_ d�sdn��ns nny r, pnns"It tnr its un..th.r-d usz. PROJECT: Edmonds Mixed Use Building LOCATION: 201 Main Street Edmonds, WA 98020 PREPARED FOR: Edmonds 2020 LLC KEY MAP DATE REVISION 4/22/16 PERMIT SET �8/18/16 PERMIT SET REV 2 01/14/16 PERMIT REVISIONS �12/1/16 CONFORMED SET PROJECT DIRECTOR JB PROJECT MANAGER DL PROJECT ARCHITECT KA, J R PROJECT TEAM MEMBER CHECK ENGINEER SEA �*0� EY p - of �vas� =,sq 4 11 11 1 DBL TOP PLATE BLKG @ HORIZ PANEL EDGE 11 STUD WALL & SHTHG i i 11 STUDS PER PLAN 11 PER PLAN r1 1 I I 1.1 1.1 EDGE NAILING PER PLAN, TYP--,..11 11 11 I I 1.1 1.1 nu PT SILL PLATE W/ 1i i.i i.i FIELD NAILING PER PLAN WOOD AB'S PER PLAN 11 1.1 1.1 HD ANCHOR TYPE PER PLAN 1 i 1 1 P-T SLAB PER PLAN FRAMING DETAILS 1 I 1.1 I T/S LAB -i 1.1 1 LL. _. _. _. PER PLAN a ° ° PROJECT N0. II II 14081-0137 DATE FEBRUARY 22, 2017 8 PROJECT NETWORK PATH S7.01 ROOF FRAMING PER PLANS & DETAILS Ob T/SHTHG IF PER PLAN STUDS PER PLAN TYPICAL SHEAR WALL ELEVATION AT POST -TENSIONED SLAB JOISTS, RIM JOISTS OR BLKG PER DETAILS SHEET NUMBER .S7Ol ■ SET CONFORMED SET SCALE: 1 "=1'-0" 01430A SCALE: NONE SCALE: NONE PLATE NAILING PER 11 /S7.01 PREFAB ROOF TRUSS PER PLAN---, T/SHTHG Ob PER PLAN 2x4 SHEAR PANEL BTWN PREFAB TRUSSES, SHTHG & NAILING TO MATCH SHEAR WALL BELOW CLIP PER 11 /S7.01 WALL & SHTHG PER PLAN INTERIOR SHEAR WALL CONNECTION T/PLATE PER PLAN/ARCH (2) 2x4 TOP PLATE, UNO 2x CRIPPLE STUDS TO MATCH TYP STUDS PER PLAN WHERE HDR IS NOT TIGHT TO PLATE (2) ROWS OF 0.148" 0 x 31/2" NAILS @ 12"OC, ALT NAILING FROM EACH SIDE 1/2" SHTHG SPACER----' (2) 2x HDR OR BEAM SIZE PER PLAN T/PLATE oll PER PLAN/ARC DIAPHRAGM EDGE NAILING PER PLAN (3) 0.131"0 x 21/2" NAILS 2x6 BLKG T/SHTHG III PER PLAN — PREFAB ROOF TRUSS PER PLAN PLATE NAILING PER \-2x6 BRACE @ 48"OC W/ PLAN AT TO WALL BELOW �R BLKGXINAILS & CBCEASIDETOTOP PLATE SHTHG TO MATCH WALL &SHTHG WALL BELOW PER PLAN T/SHTHn PER PL ADDL STUI TO MATCH STUDS AB, STUD WAL PER PLAN BOT PLATE 17111: 90*1 SILL AT WI TRIMMER STUDS CO TO BOT PI SCALE: 1 "=1'-0" DIAPHRAGM EDGE NAILING PER PLAN CONT 2x4 RIBBON T&B SHTHG TO MATCH WALL BELOW EDGE NAILING PREFAB ROOF TRUSS PER PLAN---, ATTACHMENT PER SHEAR WALL SCHED WALL & SHTHG PER PLAN TRUSSES PERPENDICULAR (3) 0.131 " 0 x 21/2" NAILS DIAPHRAGM EDGE NAILING 2x6 BLKG PER PLAN T/SHTHG T/SHTHG PER PLAN PER PLAN SHTHG TO MATCH ' ' WALL BELOW _ ' PREFAB ROOF PLATE NAILING TRUSS PER PLAN PER PLAN EDGE NAILINI 2x6 BRACE @ 48'0 W/ (4) 0.148" 0 x 31/4" NAILS TO BLKG & CBC EA SIDE TO TOP PLATE ATTACHMENT PER SHEAR 1 WALL SCHED WALL & SHTHG PER PLAN TRUSSES PARALLEL EXTERIOR JOIST TO SHEAR WALL CONNECTION APPLICABLE FOR SINGLE SIDED SHEAR WALLS ONLY RIM JOIST PER PLAN DIAPHRAGM EDGE NAILING (PROVIDE 6" 0 MAX VENT HOLES PER PLAN AS REQD PER ARCH) BLKG PER PLAN CONT SHTHG TO ROOF AT CONTRACTORS OPTION, DBL TOP PLATE, SPLICE OMIT CLIP & NAIL PER PER 4/S7.01 A34 CLIP SHEAR WALL SCHED T/SHTHG FRAMING PER PLAN IF PER PLAN I STUD WALL PER PLAN i PREFAB TRUSS PER PLAN (OMIT AT EXT) (3) 0.131 " 0x31/4" NAILS TYP EA END PLATE ATTACHMENT PER BUNDLED TRIMMER STUDS PREFAB TRUSS SHEAR WALL SCHED INDICATED AS THUS:( PER PLAN ON PLAN BLKG @ 48"OC W/ KING STUDS PER PLAN (2) 0.148" 0 x 31/2" STUD WALL & SHTHG TOENAILS TO DBL PLATE PER PLAN DIAPHRAGM EDGE DIAPHRAGM EDGE NAILING NAILING PER PLAN, TYP 2x SOLID BLKG (PROVIDE l SHTHG PER PLAN VENT HOLES AS READ PER ARCH) T/SHTHG 7\\ PER PLAN PREFAB TRUSS `—PLATE ATTACHMENT PER PLAN PER SHEAR WALL SCHED STUD WALL & SHTHG PER PLAN PER ARCH 4'-10" MAX ROOF EAVE DETAILS T/SHTHG PER PLAN AT COUTYARD 2x RIPPED BLKG TO FIT AT SIMPSON H2 CLIPS SIMPSON H2 CLIP TYP AT JOIST — SCALE: 1 "=1'-0" T/RIM BOARD PER ARCH ---RIM BOARD PER ARCH z W/ (2) 0.131 " 0 x 21/2 NAILS @ 12"OC STRUCT FASCIA PER PALN W/ (4) 0.131 "0 x 31/2" NAILS AT EA JOIST SCALE: 1 "=1'-0" DIAPHRAGM EDGE NAILING PER PLAN 2x SOLID BLKG PER PLAN (PROVIDE I MAX VENT HOLES AS REQD PER ARCH) JOIST PER PLAN PLATE ATTACHMENT PER SHEAR WALL SCHED STUD WALL & SHTHG PER PLAN HALLER ARCHITECTS LLC 12216 Corliss Avenue North Seattle, WA 98133 TEL 206.235.0935 email: boyerscottl @gmail.com O'DO SDE ONE POST STREET• SUITE 1050 SAN FRANCISCO, CALIFORNIA 94104 PHONE: (415) 638-8980 WEBSITE: www.dci-engineers.com CIVIL /STRUCTURAL @ Copyright 08/2016 D'Amato Conversano Inc. All Rights Reserved rhs dn..menand the en ,ds and desyn ,s may not r "d. whole or 'n part, withour t written pe�mis n from I ImaI, Comer . Inc. D'4n t. C.,—rsnn. In, d,sdn, nny r,sp.—b1he for its ....th.r—d �sz. PROJECT: Edmonds Mixed Use Building LOCATION: 201 Main Street Edmonds, WA 98020 PREPARED FOR: Edmonds 2020 LLC KEY MAP DATE REVISION 4/22/16 PERMIT SET �8/18/16 PERMIT SET REV 2 �11/14/16 PERMIT REVISIONS �12/1/16 CONFORMED SET PROJECT DIRECTOR JB PROJECT MANAGER DL PROJECT ARCHITECT KA, J R PROJECT TEAM MEMBER CHECK ENGINEER SEA GREY Bh' I of �vas� 2 TITHE WOOD FRAMING DETAILS PROJECT NO. 14081-0137 DATE FEBRUARY 22, 2017 PROJECT NETWORK PATH TYPICAL BUILT-UP 2x HEADER OR BEAM 06212 SCALE: 1 "=1'-0" TYPICAL HEADER 06211 SCALE: 1 "=1'-0" WALL PARALLEL TO ROOF JOIST 06074M SCALE: 1 "=1'-0" INTERIOR WALL PERPENDICULAR TO ROOF JOIST 06074 SCALE: 1 "=1'-0" SHEET NUMBER S7mO2 SET CONFORMED SET T/SHTHG PER PLAN I I I I I I FALL ARREST ANCHOR & CONNECTION BY OTHERS I I I I I I I I I I I I I I I I I SIDE OF BLKG, TYP UNDER ANCHOR AND EA SIDE OF ANCHOR NOTE: ADDITIONAL BLOCKING MAY BE REQUIRED TO PROVIDE CONNECTION FOR ANCHORS TIE -OFF BLOCKING SCALE: 1 "=1'-0" CONC SLAB PAF ® 12"OC PER PLAN W/ 3/4"0 MAX EMBED T/SLAB PER PLAN a° a CD COLD —FORMED VERT DEFLECTION TRACK TO ALLOW FOR VERT MOVEMENT OF CONC SLAB IN —FILL NON —BEARING WOOD STUD WALL PER ARCH DEFLECTION TRACK AT TOP OF STUD IN -FILL WALL SCALE: 1 "=1'-0" T/SHTHG PER PLAN SHl JOI, 01 EXTERIOR WALL ROOF JOIST PARALLEL T/SHTHG PER PLAN V/ (4) "0 x 21/2" NAILS RAGM EDGE IG PER PLAN M JOIST WALL & PER PLAN SCALE: 1 "=1'-0" T/SHTHG PER PLAN CUTU(I DE-D DI AAI JO EXTERIOR WALL ROOF JOIST PERPENDICULAR \PHRAGM EDGE ,ILING PER PLAN RIM JOIST UD WALL & ITHG PER PLAN SCALE: 1 "=1'-0" STUD WALL & SHTHG PER PLAN DIAPHRAGM NAILING PE REAM PFR STUD WALL TO BEAM CONNECTION =R PLAN T/SHTHG PER PLAN li..ilil I L-I: PLAN SCALE: 1 "=1'-0" HALLER ARCHITECTS LLC 12216 Corliss Avenue North Seattle, WA 98133 TEL 206.235.0935 email: boyerscottl @gmail.com ODO SDE ONE POST STREET. SUITE 1050 SAN FRANCISCO, CALIFORNIA 94104 PHONE: (415) 638-8980 WEBSITE: www.dci-engineers.com CIVIL /STRUCTURAL ©Copyright 08/2016 D'Amato Conversano Inc. All Rights Reserved This document and the Ideas and designs may not " reused In whole or 'n part, without written permission from D'Ama to Conveys Inc. D'Nnato C.,—rsano Inc d'iscl ,' any resp.—b'il'oy for 'its ....thor,,,d use. PROJECT: Edmonds Mixed Use Building LOCATION: 201 Main Street Edmonds, WA 98020 PREPARED FOR: Edmonds 2020 LLC KEY MAP — — — — — — — — -- r -------- ----------- —� CEILING SHTHG WHERE OCCURS a_ JOIST PER PLAN (SIZE & CONN PER ARCH) DO NOT CONNECT TO FRAMING = WITHIN 16" OF WALL PLATE. <1 BLKG @ 48"OC CONNECT TO WALL PLATE DTC CLIP @ 48"OC W/ "DS" CLIPS @ 16"OC 1'-4" MIN (NAIL MID —HEIGHT OF SLOT) DATE REVISION 2'-0" MAX WALL 4/22/16 PERMIT SET __Af\NON—BEARING PER ARCH WALL PARALLEL TO FLOOR/ROOF FRAMING �1 8/18/16 PERMIT SET REV 2 0l1/14/16 PERMIT REVISIONS T/SHTHG 0l2/1/16 CONFORMED SET PER PLAN B CEILING SHTHG WHERE OCCURS a JOIST PER PLAN (SIZE & CONN PER ARCH) DO NOT CONNECT TO FRAMING DTC CLIP @ 48"OC WITHIN 16" OF WALL PLATE. (NAIL MID —HEIGHT OF SLOT) CONNECT TO WALL PLATE W/ "DS" CLIPS @ 16"OC NON —BEARING WALL 1'-4" MIN PER ARCH PROJECT DIRECTOR JB 2'-0" MAX PROJECT MANAGER DL WALL PERPENDICULAR TO FLOOR/ROOF FRAMING PROJECT ARCHITECT KA, J R NON-STRUCTURAL PARTITION WALL CONNECTION PROJECT TEAM MEMBER 06905 SCALE: 1 "=1'-0',6 CHECK SHTHG PER PLAN • PER ARCH DIAPHRAGM EDGE NAILING • � PER PLAN SOLID 2x BLKG W/ VENT HOLES BTWN RAFTERS • PER ARCH (2"0 MAX) RAFTER PER PLANS T 2x OUTRIGGER PER PLAN AT EA RAFTER W/ (2) ROWS 0.131 'Ox3" NAILS ® 8"OC STAGG 2x VERT COMPRESSION BLOCK W/ (2) 0.131"Ox3" NAILS TO RAFTER (TRIM FOR FIRM BRG) FASCIA PER ARCH PLATE ATTACHMENT PER SHEAR WALL SCHED OVERHANG PER ARCH 2'-0" MAX STUD WALL & SHTHG NOTE: PER PLAN CONNECT EACH RAFTER TO TOP PLATES WITH H2.5A (NOT SHOWN FOR CLARITY). EXTERIOR WALL PERPENDICULAR TO RAFTER WITH OUTRIGGER 06063 SCALE: 1 "=1'-0" EXTERIOR ROOF EDGE FRAMING SCALE: 1 "=1'-0" MAX V 3LKG OIST ITHG ENGINEER SEA GREY Bh' jo�J�� TITHE WOOD FRAMING DETAILS PROJECT NO. 14081-0137 DATE FEBRUARY 22, 2017 PROJECT NETWORK PATH SHEET NUMBER S7mO3 SET CONFORMED SET