2516 HILLSIDE LN 2024 Plans 2025-07-08

GENERAL REQUIREMENTS SOILS AND FOUNDATIONS Y S. F • Refer to subsequent plan and detail notes for variations and requirements specific to referenced project. REFERENCE STANDARDS: S� F wASNtrtj�C Conform to IBC Chapter 18 "SOILS & FOUNDATIONS �� c>'� NOTE PRIORITIES: Notes on the individual drawings govern over notes on this sheet. «� 4i , .... S. "-a--4 DESIGN SOIL VALUES: 1 `-d ,C�/", SPECIFICATIONS: Refer to the specifications for information in addition to that contained in these notes .; SFAM1n Design Group. LLx and the structural drawings. Allowable Foundation Pressure (assumed) 1500 PSF ,.dam 4'd '40,..$) w� V Vi,03UC I U RGE ENGINEERRING Nl PUSH PIERS/PIN PILES °A��'', T �9 w STRUCTURAL DETAILS: The structural drawings are intended to show the general character and extent of MATERIALS: ,,, L ��G the project. They are not intended to show all details of the work. Details noted "typical" apply to Bracket Plates - ASTM A36 similar work throughout the project unless noted separately. (Min Yield Stress, Fy = 36 ksi / Min Tensile Stress, Fu = 58 ksi) EXPIRES: 12/24/24 . STRUCTURAL RESPONSIBILITIES: The structural engineer is responsible for the strength and stability of the Pier Tubes - ASTM A500 Grade B or C 0 primary structure in its completed form. (Min Yield Stress, Fy = 46 ksi / Min Tensile Stress, Fu = 58 ksi) Z External Sleeve - ASTM A500 Grade B or C 0 CONTRACTOR RESPONSIBILITIES: The contractor is responsible for the means and methods of construction (Min Yield Stress, Fy = 46 ksi / Min Tensile Stress, Fu = 58 ksi) C z and all job related safety standards (i.e. OSHA or Federally approved State plan). The contractor is Pier Cap - ASTM A36 Q z responsible for the strength and stability of the structure during construction. The contractor shall (Min Yield Stress, Fy = 36 ksi / Min Tensile Stress, Fu = 58 ksi) z a' provide temporary shoring, bracing and other elements required to maintain stability until the structure is Coil Rod - ASTM A193 Grade B7W CC complete. It is the contractor's responsibility to be familiar with the work required in the construction (Min Yield Stress, Fy = 105 ksi / Min Tensile Stress, Fu = 125 ksi) in CO CC 0 z N documents and the requirements for executing it properly. The contractor shall at his discretion employ Steel Angle Shapes - ASTM A36 z J a Washington State registered structural engineer for design of temporary bracing and shoring. It is the (Min Yield Stress, Fy = 36 ksi / Min Tensile Stress, Fu = 58 ksi) Z : W a contractor's responsibility to contact the Engineer-of-Record to schedule applicable Structural O W 0 Q Observations. WELDING NOTES: — 0 Cn Conform to AWS D1.1. Welders shall be certified in accordance with AWS requirements. Use E70 DISCREPANCIES: In case of discrepancies between the specifications, reference standards and the electrodes of type required for materials to be welded. Q W — ~ O = W governing code, the Engineer will determine which shall govern. Discrepancies shall be brought to the attention of the Engineer before proceeding with the work. CORROSION PROTECTION: Z (1)W 1- CC W Sacrificial Design Thickness - Capacities include a scheduled loss in steel thickness due to D II N SITE VERIFICATION: The contractor shall verify all dimensions and conditions at the site. Conflicts between corrosion for black, uncoated steel. Anchors are designed for 50-year scheduled sacrificial O Z W the drawings and actual site conditions shall be brought to the attention of the Engineer before thickness loss in accordance with ICC-ES AC358. 0 proceeding with the work. F INSTALLATION: > Y CONSTRUCTION LOADS: Loads on the structure during construction shall not exceed the design loads as System to be installed per manufacturers recommendations. Minimum installation pressure is to j Z noted in DESIGN REQUIREMENTS below or the capacity of partially completed construction. be determined by the following equation: > < H Ca ADJACENT UTILITIES: The contractor shall determine the location of all adjacent underground utilities prior Push Pier Installation Pressure (psi): Q to excavation and prior to drilling holes for piles. Any utility information shown on the drawings and [DESIGN LOAD] X 2 / [AREA OF HYDRAULIC RAM]. 2 details are approximate and not necessarily complete. Pin piles are to be driven to refusal. Installation refusal is considered to be ALTERNATES: Alternates for specified items may be submitted to the Engineer for review. reached when the energy from a 110 Ib pneumatic hammer no longer carries a vertical displacement of one inch movement observed in a one minute time DESIGN CRITERIA span to the pile. GENERAL NOTES Building Code Conformance (meets or exceeds requirements): Minimum Push Pier Installation Depth is 10'-0"± uno. Minimum Pin Pile Installation Depth is 10'-0"± uno. REVISIONS 2018 International Building Bode (IBC) 2018 International Residential Code (IRC) Notify engineer if minimum installation conditions cannot be achieved. 2018 Washington State Building Code 2018 Washington State Residential Code EXISTING UTILITY LINES: Contractor to repair utility lines that may be damaged during installation. DEAD LOADS: Roof Dead Load 15 PSF PUSH PIER/PIN PILE SPLICING: PROJECT NO: Floor Dead Load 15 PSF MFR23-336 Piles are to be gravity spliced with fitting couplers. Building weight will ensure joints do not DESIGNED BY: Wood Wall Dead Load 12 PSF CAF Interior Wood Wall Dead Load 9 PSF separate. DRAWN BY: Concrete 150 PCF TESTING & INSPECTION CAF CHECKED BY: CVR,JLD LIVE LOADS: Continuous Special Inspection is required during installation per 2018 IBC Section 1810.4.12. DATE: Roof Snow Load 25 PSF The Special Inspector is responsible for verifying and recording the following: 03.01.2024 Floor Live Load (residential) 40 PSF SHEET NO: • Project description (address, installation date, permit number) • Pile and bracket configuration S 1 1 • Part description (product manufacturer, bracket type, pier type, pier outside diameter, pier wall ■ thickness) • Pier inclination, location, depth, and installation pressure achieved