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Project: 1) DESIGN CRITERIA FLAT ROOF SNOW LOAD, Pf = 30.0 PSF SNOW EXPOSURE FACTOR, Ce = 1.00 A. STRUCTURAL DESIGN IS IN ACCORDANCE WITH THE THERMAL FACTOR, Ct = 1.20 COLUMN REACTIONS @ GRIDLINE 1 FOLLOWING CODES AND CRITERIA: IMPORTANCE FACTOR, IS = 1.00 180° MOMENT MOMENT MOMENT HORIZONTAL HORIZONTAL VERTICAL REACTION ABOUT REACTION ABOUT REACTION ABOUT 1. MASSACHUSETTS BUILDING CODE USED TO ADDRESS 2) STRUCTURAL STEEL LOAD CASE REACTION, X-DIR. REACTION, Z-DIR. REACTION, Y-DIR. X-DIR Y-DIR Z-DIR SNOW LOAD FOR EXAMPLE PURPOSES. EACH DESIGN 90° 270° (KIP) (KIP) (KIP) EV CANOPIES WILL BE REFINED PER LOCATION. (KIP-FT) (KIP-FT) (KIP-FT) 1. ASTM SPECIFICATION AND GRADE. UNLESS NOTED Y 2. 10TH EDITION OF THE MASSACHUSETTS BUILDING OTHERWISE ON THE DRAWINGS, STRUCTURAL STEEL X SELF-WEIGHT ~ ~ 4.14 ~ ~ -34.6 CODE Z SHALL BE AS FOLLOWS: DEAD LOAD ~ ~ 7.20 ~ ~ -85.8 2.1. BASED OFF 2021 INTERNATIONAL BUILDING CODE 0° a) W-SHAPES: A992 Z 3. ASCE 7-16, MINIMUM DESIGN LOADS FOR BUILDINGS b) HSS, RECTANGULAR: A500, Gr. C - Fy = 50 ksi X SNOW LOAD ~ ~ 14.4 ~ ~ -172 AND OTHER STRUCTURES ROOF LIVE ~ ~ 9.60 ~ ~ -115 4. AISC360-16, AMERICAN INSTITUTE OF STEEL 3) FOUNDATION NOTES WIND 0° A -4.67 ~ -9.14 ~ ~ 164 CONSTRUCTION 1. FOUNDATION DESIGNED BASED ON THE FOLLOWING NOTES: PROPERTIES: WIND 0° B -4.67 ~ 7.31 ~ ~ -89.6 B. BUILDING CLASSIFICATION SOIL BEARING PRESSURE (NET) : 1,500 PSF · ALL REACTIONS ARE SERVICE LEVEL (UNFACTORED) WIND 90° A ~ 0.96 5.72 -11.5 -11.3 -68.1 SUBGRADE MODULUS: 100 PCI · NEGATIVE VERTICAL REACTION (Y-AXIS) INDICATES UPLIFT 1. BUILDING OCCUPANCY CLASSIFICATION: U NOTE: PROOF ROLL THE EXPOSED SUBGRADE WITH A · ALL WIND AND SEISMIC REACTIONS ARE REVERSIBLE WIND 90° B ~ 0.96 -5.30 -11.5 -11.3 63.1 · ALL WIND REACTIONS ARE PROVIDED AT VULT MEDIUM-WEIGHT ROLLER TO DETERMINE IF ANY · ALL SEISMIC REACTIONS TO BE MULTIPLIED BY APPROPRIATE ΩO WIND 180° A 4.67 ~ -9.17 ~ ~ 53.6 Weston & Sampson Engineers, Inc. C. DEAD LOADS = 15.0 PSF POCKETS OF SOFT, UNSUITABLE MATERIAL EXIST FACTORS FOR ANCHORAGE AND FOUNDATION DESIGN WIND 180° B 4.67 ~ 7.31 ~ ~ -84.6 55 Walkers Brook Drive, Suite 100 BENEATH THE EXPOSED SUBGRADE. REMOVE ANY Reading, MA 01867 D. LIVE LOADS UNSUITABLE MATERIAL ENCOUNTERED AND REPLACE FOUNDATION PLAN NOTES: 978.532.1900 800.SAMPSON WITH A PROPERLY COMPACTED GRANULAR MATERIAL ROOF = 20.0 PSF www.westonandsampson.com 1. FINAL GRADE ELEVATION: 100'-0" REDUCIBLE PER 780 CMR, 10TH EDITION A. OWNER/CONTRACTOR SHALL RETAIN THE SERVICES OF A GEOTECHNICAL ENGINEER TO VERIFY THAT THE 2. F# SIGNIFIES FOUNDATION SCHEDULE MARK F# Consultants: E. WIND LOADS DESIGN CRITERIA ABOVE NOTED FOUNDATION DESIGN PRESSURES AND MODULUS ARE MET DESIGN WIND SPEED, VULT = 127 MPH B. OWNER/CONTRACTOR SHALL EMPLOY QUALIFIED NOMINAL WIND SPEED, VASD = 97 MPH INDEPENDENT SOIL-TESTING AGENCY TO VERIFY THAT Complete Structural Consulting RISK CATEGORY = II ALL EXCAVATION AND BACKFILL OPERATIONS MEET THE 9880 Westpoint Drive, Suite 100 EXPOSURE CATEGORY = C CRITERIA OF THESE NOTES AND THE SPECIFICATIONS Indianapolis, IN 46256 INTERNAL PRESSURE, GCpl = +/- 0.00 317.468.2004 VELOCITY PRESSURE, Kd = 0.85 C. ENGINEERED FILL SHALL BE CLEAN, WELL GRADED, AND FREE DRAINING IN ITS COMPACTED STATE F. SEISMIC DESIGN CRITERIA D. GRANULAR FILL MATERIAL SHALL BE A "PIT RUN GRAVEL" DESIGN CATEGORY = B AS IT OCCURS IN A NATURAL STATE WITH NO LUMPS OF IMPORTANCE FACTOR, Ie = 1.00 CLAY OR ROCKS LARGER THAN 2" IN DIAMETER. IT MUST CONFORM TO THE FOLLOWING GRADATIONS: 10 TO 40 MAPPED SPECTRAL RESPONSE ACCELERATION: PERCENT SAND, 40 TO 80 PERCENT GRAVEL, AND 0 TO 15 SS = 0.198 g PERCENT CLAY. OBTAIN FROM A BORROW PIT S1 = 0.055 g APPROVED BY THE OWNER AND THE TESTING AGENCY SITE CLASS = D SPECTRAL RESPONSE COEFFICIENTS: E. COMPACT ALL GRANULAR FILL BENEATH SLABS ON SDS = 0.211 g GRADE AND OVER FOOTINGS TO 95 PERCENT MODIFIED SD1 = 0.088 g MAXIMUM DRY DENSITY, ASTM D-1557. INCREASE THE SEISMIC FORCE RESISTING SYSTEM: COMPACTION REQUIREMENTS FOR ENGINEERED FILL STEEL SYSTEM NOT SPECIFICALLY DETAILED FOR SUPPORTING FOOTINGS TO 97 PERCENT MODIFIED N SEISMIC RESISTANCE MAXIMUM DRY DENSITY, ASTM D-1557. COMPACT ALL BACKFILL NOT SUPPORTING SLABS, PAVEMENT, OR R = 3.00 FOOTINGS TO 90 PERCENT MODIFIED MAXIMUM DRY CS = 0.071 DENSITY, ASTM D-1557. PLACEMENT AND COMPACTION OF FILL SHALL BE OVERSEEN BY THE TESTING AGENCY. W E ANALYSIS PROCEDURE USED: PLACE ALL GRANULAR FILL MATERIAL IN LAYERS NOT EQUIVALENT LATERAL FORCE EXCEEDING 6" IN LOOSE THICKNESS. MECHANICALLY COMPACT EACH LAYER TO AT LEAST THE REQUIRED G. SNOW LOADS MINIMUM DRY DENSITY S GROUND SNOW LOAD, Pg = 30.0 PSF F. ALL BACKFILL PLACED AGAINST CONCRETE WALLS SHALL BE A WELL-GRADED, FREE-DRAINING, GRANULAR 20 0 10 20 Note: MATERIAL APPROVED BY THE TESTING AGENCY Loads from Carver, Massachusetts were chosen for demonstration 4) CONCRETE 1" = 20' purposes. Each design will be updated and refined based on the site (IN FEET) and final loading criteria 1. ALL CONCRETE SHALL BE MINIMUM 4,000 PSI WITH A MINIMUM AIR ENTRAINMENT OF 6%. 2. ALL STEEL REINFORCEMENT BARS SHALL BE ASTM A615 GRADE 60. 3. ALL STEEL REINFORCEMENT SPLICES SHALL BE LAPPED A MINIMUM OF 42", UNLESS NOTED OTHERWISE. No. Description Date Revisions Seal: DRAFT Issued For: REVIEW (NOT FOR CONSTRUCTION) Issued Date: 12/12/2024 Drawn By: RRK Reviewed By: ASK Approved By: ASK W&S Project No.: Drawing Title: GENERAL NOTES Sheet Number: S100 Page 15 of 359