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REVIEWED BLD BLD2024-0519+STRUCTURAL CALCS4.17.2024_3.49.03_PM+4203413BRIGGS ENGINEERING, INC copyright 8E12024 dean@briggs-engineering.com SITE SPECIFIC - MODULAR BUILDING FOUNDATION - SHEAR BLOCK CALCULATIONS IBC-2021, ASCE 7-16, 51-50 WAC CLIENT Pacific Mobile OWNER: Edmonds SD High Efficiency' Classroom (SAGE) DATE: 5-Apr-24 EST E24038 LOCATION: Various PROJECT# 202401 01.4.1-1 STATE WA PREFABRICATED MODULAR BUILDING PAD FOUNDATION DESIGN FeT6,1111 III rel 0 Edmonds SD Various Table of Contents RECEIVED Apr 23 2024 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT WIDTH: LENGTH: TYPE: BLD2024-0519 28 32 2802 - High Efficiency' Classroom (SAGE) Building REVIEWED BY CITY OF EDMONDS BUILDING DEPARTMENT .............................................. Page 1 of 5 2401.01.4.1 Edmonds 2802 'Sage' Fdn Calcs TOC BRIGGS ENGINEERING, INC copyright 8E12024 dean@briggs-engineering.com SITE SPECIFIC - MODULAR BUILDING FOUNDATION - SHEAR BLOCK CALCULATIONS IBC-2021, ASCE 7-16, 51-50 WAC CLIENT Pacific Mobile OWNER: Edmonds SD Criteria 25,40,110B,D,1.345,1500 Date: 5-Apr-24 PO# E24038 Location: Various Project #: 202401 # 01.4.1-1 State(s): WA 0 High Efficiency' Classroom SAGE I. DESIGN CRITERIA: Building Risk Category, BRC: Dead Load: Roof, RDL = Ceiling CDL = E&M = Floor, FDL = Wall, WDL = Roof Load Snow Load, RLL Load Duration Factor, Cd = Floor Load: Uniform Floor Load, FLL = lClassroom Concentrated Live Load, p = Partition, PDL = Wind Load: Ultimate Wind Speed, V = 98 mph ASCE 7 "a" Edge Pressure Distance = 1 Roof Slope = 0.75 :12 = Edge Wind Pressure (Zones A&B), Wep = Interior Wind Pressure (Zones C&D), Wip = Average Wind Pressure, Wp = Exposure Category = B�Exposure Factor, >` _ Wind Topographic Factor, Kz = Average Design Wind Pressure, Pw = Wp*1`*Iw*Kz = Average Design Wind Uplift Pressure, Pwu = Seismic Load: Lower Module Weight = Partition Weight = Total Weight, Wtot = Snow Load % Used in Seismic Design = 520 Soil Site Class 47.839343 Mapped Spectral Accelerations, short periods, Ss = -122.248162 Site Coefficient, Fa = D Max. Spectral Response, SMS = Fa*Ss = Design Spectral Response, SDs = 2/3*SMs = Seismic Category = Response Modification Coefficient, R = Overstrength Factor Redundancy Factor, ps = Seismic Improtance Factor, le= Cs = le*Sds/R Ct = 0.02 x = 0.75 Ta (sec) = Ct*hn"x TL (sec) _ Csmax = Csmin = Cs Design = Total Shear, pst=ps*Cs*Wtot= 11 10 psf 1 psf 1 psf 10 psf 9 psf 15 psf 25 psf 1.15 % 40 psf 1000 lbs. 0 psf ASCE 7,4.3.2 110 mph 3.00 4.76 Degrees 16.41 psf ASCE 7 Figure 28.6-1 10.86 psf ASCE 7 Figure 28.6-1 13.24 psf ASCE 7 Figure 28.6-1 1.00 ASCE 7 Figure 28.6-1 1.00 ASCE 7 Section 26.8 13.24 psf ASCE 7 Section 26.5 -13.05 ASCE 7, Table 28.2-1 ASCE 7 Table 1.5-1 Wood Members ASCE 7, T.4-1 ASCE 7Figure 28.6-1 Ce = 1.00 ASCE 7, Ct = 1.00 Chapter 7 22 psf- GSL 25 psf Jurisdictional ASCE 7, T.4-1 ASCE 7Figure 26.5-1A 28.63 psf 0.00 ASCE 7, 12.7.2.2. 28.63 psf 0% ASCE 7, 12.7.2.4. D ASCE 7,11.4.2 1.3450 0.4780 ASCE 7, Figures 22-1 & 22-2 1.200 1.800 ASCE 7, Tables 11.4-1 & 11.4-2 1.61 0.86 ASCE 7, EQ 11.4-1 & 11.4-2 1.000 0.574 ASCE 7, EQ 11.4-3 & 11.4-4 D ASCE 7, Table 11.6-1 & 11.6-2 6.50 ASCE 7, Table 12.14-1 2.50 ASCE 7, T.12.2-1 1 ASCE 7, Section 12.3.4 1.00 ASCE 7, Table 1.5-2 0.1538 ASCE 7, EQ 12.8-2 hn = 12.06 ASCE 7, Table 12.8-2 0.1295 ASCE 7, EQ 12.8-7 16 ASCE 7, Figures 22-12 to 22-16 0.6817 ASCE 7, EQ 12.8-3 & 12.8-4 0.0440 ASCE 7, EQ 12.8-5 & 12.8-6 0.1538 4.40 psf ASCE 7, EQ. 12.14-11 Page 2 of 5 2401.01.4.1 Edmonds 2802 'Sage' Fdn Calcs 28x32-SAGE ASCE 7 Table 1.5-1 Wood Members ASCE 7, T.4-1 ASCE 7Figure 28.6-1 Ce = 1.00 ASCE 7, Ct = 1.00 Chapter 7 22 psf- GSL 25 psf Jurisdictional ASCE 7, T.4-1 ASCE 7Figure 26.5-1A 28.63 psf 0.00 ASCE 7, 12.7.2.2. 28.63 psf 0% ASCE 7, 12.7.2.4. D ASCE 7,11.4.2 1.3450 0.4780 ASCE 7, Figures 22-1 & 22-2 1.200 1.800 ASCE 7, Tables 11.4-1 & 11.4-2 1.61 0.86 ASCE 7, EQ 11.4-1 & 11.4-2 1.000 0.574 ASCE 7, EQ 11.4-3 & 11.4-4 D ASCE 7, Table 11.6-1 & 11.6-2 6.50 ASCE 7, Table 12.14-1 2.50 ASCE 7, T.12.2-1 1 ASCE 7, Section 12.3.4 1.00 ASCE 7, Table 1.5-2 0.1538 ASCE 7, EQ 12.8-2 hn = 12.06 ASCE 7, Table 12.8-2 0.1295 ASCE 7, EQ 12.8-7 16 ASCE 7, Figures 22-12 to 22-16 0.6817 ASCE 7, EQ 12.8-3 & 12.8-4 0.0440 ASCE 7, EQ 12.8-5 & 12.8-6 0.1538 4.40 psf ASCE 7, EQ. 12.14-11 Page 2 of 5 2401.01.4.1 Edmonds 2802 'Sage' Fdn Calcs 28x32-SAGE Page 2 of 5 2401.01.4.1 Edmonds 2802 'Sage' Fdn Calcs 28x32-SAGE BRIGGS ENGINEERING, INC copyright BE12024 dean@briggs-engineering.com SITE SPECIFIC - MODULAR BUILDING FOUNDATION - SHEAR BLOCK CALCULATIONS IBC-2021, ASCE 7-16, 51-50 WAC CLIENT Pacific Mobile OWNER: Edmonds SD Criteria 25,40,110B,D,1.345,1500 Date: 5-Apr-24 PO# E24038 Location: Various Project #: 202401 # 01.4.1-1 State(s): WA 0 High Efficiency' Classroom SAGE I. DESIGN CRITERIA: Dimensions: Module Length, ML = 32 ft. Module Width, MW = 14.00 ft. Width, W = # Units = 12 28.00 ft. Length, L = # Units = 11 32.00 ft. 1st Flr. Wall Height, Wht = 10.771 31 ft. Roof Height, Rht = 1 :12 Slope W 1.75 ft. 12.06 ft Floor Height above NG, Fht = 12 inches 1.00 ft Building Ht Coeff, Htc = Rht+Wht+Fht-15 2.00 No. of floor spans per module, nfs = 1 1 Effective Width of Building Supported, 1-2a = 168.00 inches II. FOUNDATION DESIGN A. Foundation Components Option A Individual Bearing Pads - Bearing Pads Column Pads Width, wbp = 11.25 inches 11.25 inches Length, Ibp = 24 inches I 24 inches Surface Support Depth: Conc, Asph & Base 4 inches Equivalent Bearing Area at Soil, BA = 483 Sq. Inches 414 Sq Inches IBC-T.18.4.2 Allowable Soil Bearing Pressure, [Class 4] Q = 1500 psf. To Be Verified By Others Option B Perimeter Support Width 12 inches Allowable Load, Pbp = (BA)/144*Q = 5031 pounds 4312 pounds B1. Exterior Pads (Exterior Walls) Floor and Roof Loads: ufll = (RLL+RDL+CDL+EM) * MW/2 + (FLL+FDL+PDL)*L2a/24 + Exterior Uniform Floor Load, Wht*WDL = 609 lb/ft. Perimeter Support Bearing Pressure, (Skirting) 457 psf - OK! OR Max. Pad Spacing, Mps = Pfla/ufll = 8.27 ft. Max. span of Rim Joists = 4.00 ft. Use: Perimeter Skirting W/ (9) 11.25-inch x 24-inch pad @ 4-ft o.c., max exterior supports. C1. Interior Pads (Floor Loads Only) Floor Loads: Interior Uniform Floor Load, ifll = (FLL+FDL+PDL)*L2a/12 = 700 lb/ft. Max. Pad Spacing, Mps = Pfla/ifll = 7.18 ft. Max. span of Rim Joists = 8.00 ft. Use: (6) 11.25-inch x 24-inch Pads @ 7.18-ft o.c, max. interior supports. D. Column Pads (Roof Loads Only) Roof Loads: Column Pads Required, Cpr = 0pads Allowable Load, Prla = 4312 lbs. Mateline Roof Beams Uniform Roof Load,mbrl = (RLL+RDL)*MW = 518 lb/ft. Effective Mateline Beam Span, Mps = Pfla/mbrl = 8.32 ft. Use: (1) 11.25-inch x 24-inch pads for every 8.32-ft effective Mateline Beam Span. Effective Interior Roof Beam Span = 0 ft., (0)-SF I 0 PADS REQ'D OR CONC PAD Effective Exterior Roof Beam Span = 16 ft., (5.6)-SF 1 21 PADS REQ'D OR CONC PAD Effective Interior Column, Uplift (@ Roof Col.) = 0 #(Ult), Floor & Wall DL (@ Col) = 1353.6 REQ'D CENTER COLUMN UPLIFT RESISTANCE = No Center Column Effective Exterior Column, Uplift (@ Roof Col.) _ -1754 #(Ult), Floor & Wall DL (@ Col) = 1018 REQ'D END COLUMN UPLIFT RESISTANCE _ -1613 "UPLIFT RESISTENCE" REQUIRED No Interior Column PROVIDE: End Column Uplift resistance of 1613# = 10.8-CF Concrete or Equivalent Page 3 of 5 2401.01.4.1 Edmonds 2802 'Sage' Fdn Calcs 28x32-SAGE BRIGGS ENGINEERING, INC copyright 8E12024 dean@briggs-engineering.com SITE SPECIFIC - MODULAR BUILDING FOUNDATION - SHEAR BLOCK CALCULATIONS IBC-2021, ASCE 7-16, 51-50 WAC CLIENT Pacific Mobile OWNER: Edmonds SD Criteria 25,40,110B,D,1.345,1500 Date: 5-Apr-24 PO# E24038 Location: Various Project #: 202401 # 01.4.1-1 State(s): WA 0 High Efficiency' Classroom SAGE I. DESIGN CRITERIA: E. Lateral Design 1. Longitudinal Walls Loaded (Front & Back, Long Walls, Loaded, End Walls Resisting Loads) Unit Wind Working Load, UWL = (Wht+Rht+Fht/2)*Wp*L= 5322 Ibs Governs Unit Seismic Load, USL = W*pst = 3946 Ibs Building Weight = 29058 Ibs % Building Weight Used for Lateral Sliding 10% Transverse Foundation Friction Factor = 0.40 Gravity Resistance, GR = Building WT * Friction Factor = 1162 lbs. OTM = Lateral Load*wht/2+ Uplift 109295 Ft-Ibs RM = Building Wt*W/2 406805 Ft-Ibs Factor of Safety = RM/OTM 4 No Uplift Anchorage Required 1.A - Conc. Wall - Soil Resistance Concrete Wall Dimensions: Depth 24 inches - Width 30 inches, min. Soil Parameter Passive 200 psf-Allowable 267 psf-Short Term Lateral Load: 1.349 Wind/Seismic Ratio 5322 Lbs. Seismic Governs # Walls Used for Resistance ®Walls Framing Wood Typel HF Required Resistance Load Per Conc Wall: 1331 Lbs. Wind Framing Density 0.43 # Layer Shtg Furnished Resistance per Conc Wall: 2225 Lbs., OK! Strength Adjustment 0.93 1 Shear Wall Dimensions: Height 33 inches - Width 24 inches, min. Inches Nail Spacing - Shearwall One Face 4 Resistance Required, SW Length = 665 plf - Factored = 894 plf, 2015 SPWS-T.4.3A Wall Width-6" 1065 Sheathing/Nailing Required: 7/16" Trt. Wood Struc Shthg Panel over HF Studs, One Face @ 16" o.c. w/HD Galv 8d Box Nails @ 4" o.c. 1331 Lbs. Lateral USD 1/2" Strong -Bolt 2 Bolts & (6) OK! 1 /4-12x1" 1967 Lbs. Uplift USD 1/2" Strong -Bolt 2 Bolts & (6) 1/4-12x1" Concrete Block Weight = 1875 #, OK! 47031 1 Required 34161 1 Required, Ea. End (4), 24-inch deep x 30-inch Wide Conc. Block Supporting a 24-inch long Shear Strip w/7/16" Trt. Wood Struc Shthg Panel over HF Studs, One Face @ 16" o.c. w/HD Galy 8d Box Nails @ 4" o.c., Trt. Use: Pit. OR Directly Secured to Conc. w/(1)-1/2" Strong -Bolt 2 Bolts & (6) 1/4-12x1", Lateral Resistance, & (1)-1/2" Strong -Bolt 2 Bolts & (6) 1/4-12x1" Uplift @ Ends of Shearwalls W/RFB#4X8HDG-R Set 4- Page 4 of 5 2401.01.4.1 Edmonds 2802 'Sage' Fdn Calcs 2802-SAGE BRIGGS ENGINEERING, INC copyright 8E12024 dean@briggs-engineering.com SITE SPECIFIC - MODULAR BUILDING FOUNDATION - SHEAR BLOCK CALCULATIONS IBC-2021, ASCE 7-16, 51-50 WAC CLIENT Pacific Mobile OWNER: Edmonds SD Criteria 25,40,110B,D,1.345,1500 Date: 5-Apr-24 PO# E24038 Location: Various Project #: 202401 # 01.4.1-1 State(s): WA 0 High Efficiency' Classroom SAGE I. DESIGN CRITERIA: 2. Lateral Walls (End, Short Walls, Loaded, Front and Back Walls Resist Loads) Ult. Wind Load, UWL = (Wht+Rht+Fht/2)*Wp = 4657 lbs. Governs Ult. Seismic Lateral Load, USLL = L*pst = 3946 lbs. 2.A - Conc. Wall - Soil Resistance Concrete Wall Dimensions: Depth 24 inches - Width 30 inches Soil Parameter Passive 200 psf-Allowable 267 psf-Short Term Lateral Load: 1.18 Wind/Seismic Ratio 4657 Lbs. Seismic Governs # Walls Used for Resistance ®Walls Framing Wood Typel HF # Layer Shtg Required Resistance Load Per Wall: 1164 Framing Densityl 0.43 1 Furnished Resistance per Wall: 2225 Lbs., OK! Strength Adjustment 0.93 Shear Wall Dimensions: Height 33 inches - Width 24 inches, min. Inches Nail Spacing - Shearwall One Face 4 Resistance Required, SW Length = 582 plf - Factored = 782 plf, 2015 SPWS-T.4.3A Wall Width-6" 1065 Sheathing/Nailing Required: 1 7/16" Trt. Wood Struc Shthg Panel over HF Studs, One Face @ 16" o.c. w/HD Galv 8d Box OK! Nails @ 4 o.c. 1252 Lbs. Lateral USD 1/2" Strong -Bolt 2 Bolts & (6) 4703 1 Required 1/4-12x1" 1721 Lbs. Uplift USD 1/2" Strong -Bolt 2 Bolts & (6) 1/4-12x1" 34161 1 Required, Ea. End Concrete Block Weight = 1875 #, OK! (4), 24-inch deep x 30-inch Wide Conc. Walls Supporting a 24-inch long Shearwall w/7/16" Trt. Wood Struc Shthg Panel over HF Studs, One Face @ 16" o.c. w/HD Galy 8d Box Nails @ 4" o.c., Trt. Pit. OR Use: Directly Secured to Conc. w/(1)-1/2" Strong -Bolt 2 Bolts & (6) 1/4-12x1", Lateral Resistance & (1)-1/2" Strong -Bolt 2 Bolts & (6) 1/4-12x1" Uplift @ Ends of Shearwalls Page 5 of 5 2401.01.4.1 Edmonds 2802 'Sage' Fdn Calcs 2802-SAGE WELCOME RAMP, INC. STRUCTURAL ANALYSIS TABLE OF CONTENTS ITEM PAGES Design Criteria 1-3 Ramp System Design 4-23 Adjustable Legs 24-26 Alternate 7'-0" Landing Design 27-41 Planking — Manufacturer's Information 42-44 WELCOME RAMP CALCS-IBC 2021, 51-50 WAC Page 1 WELCOME RAMP, INC. STRUCTURAL ANALYSIS Ramp System Design Criteria and Analysis 1) Reference Design Criteria: a) International Building Code, 2021 Edition, ASCE 7-16, 51-50 WAC 2) Site Specific Criteria: a) Building Occupancy Classifications: II b) Vertical Loading: 100 psf for Landings, 300 lbs. concentrated loads c) Horizontal Loading: i) Wind Loads: 135 mph(ultimate), Exposure B, Kz=0.85, Kzt=1.0; Design Wind Pressure = 30 psf (At less than 15 feet above grade, IBC 2021, 1609.6.2) w/ 5' effective width = 30 Ibs/leg ii) Seismic Loads: Sds = 1.50, S1=0.50, 1=1.0, R=3.25, Qo=2, Cd=3.25, Cs=0.462, w/62.5#DL/leg*0.462*2 = 58#/leg iii) Pedestrian Traffic Load: 5'effective*100psf*1/12*1.5 = 63#/leg d) Soil Bearing: 1,500 psf, unless verified by Geotechnical Report or Building Official 3) Material Specifications: a) Aluminum: i) Handrail ASTM 6063-T5, 16 ksi, minimum yield strength ii) Structural ASTM 6061-T5, 35 ksi, minimum yield strength b) Density 170 Ibs. per cubic foot c) Yield 10,000 ksi. 4) Connectors: a) Bolts Grade 5 zinc -coated (Design), ASTM A-325 may be substituted. b) Screws #10x1.25" zinc plated Self -Tapping Screw (STS) c) Welding Per AWS D1.2 and size as shown on the drawings d) Sleeves Length of snug -fitting sleeves designed resist moment and shear of sleeved connection. 5) Design Basis: a) Each side of the assembly is a framed made rigid by either welding or assembling parts together in sleeves to resist movement. Base connections are a pinned condition. b) Each frame is connected together with landing or ramp frames and planking to distribute dead and live loads to the frames. Railing is added to the frame assembly. c) Landing Platforms are attached to buildings with Lag -bolts or SDS Screws. d) Basic Dead Load is 5 psf for frame, ramp & landing surfaces. 2 psf is added for railing. WELCOME RAMP CALCS-IBC 2021, 51-50 WAC Page 2 e) A 300 lb. lateral load is used in the design to simulate seismic, wind and pedestrian lateral loading for each frame (2 frames per unit, 600# per assembly). This results in an effective Design Cs for a 30-foot ramp and 5x10 platform of 0.5 and a design wind load of 30 psf without consideration for stress duration. Seismic and wind loads do not govern lateral loading for standard configurations. Standard platform lateral loading will be resisted by connections of platform to building. (3) SDS25300 (OR 3/8"0 x 3" lag -bolts= 900# for each 5' platform section. Lateral loads of ramps and stair assemblies attached to the platforms will be resisted by the platforms. f) Anchorage for Asphalt and Concrete Substrate: Where requested by the Owner, anchorage of ramps and stairs to asphalt and concrete substrates will be done with drilled anchors. Asphalt substrate conditions will use (1) 'Bolt -Hold' SP-10 at each bottom bearing plate of last section of ramp and bottom of stair. Concrete substrate conditions will use (1) 'Simpson' Titen HD YV 00". WELCOME RAMP CALCS-IBC 2021, 51-50 WAC Page 3 WELCOME RAMP, INC. STRUCTURAL ANALYSIS Ramp System Design WELCOME RAMP CALCSABC 2021, 51-50 WAC Page 4 Member Data Shape! Material Phys End Releases End Offsets Inactive Member Label I Joint J Joint Rotate Section Set Memb I -End J-End [-End J-F-nd Code Length FA--% cor T M AVM AVM (in) (in) (ft) 1 N10 SEC1 AL Y PIN 4.768 10 N11 SEC1 AL Y PIN 4.768 11 N9 SEC1 AL Y 4.768 K2N 9 N6 SEC1 AL Y PIN 5.012 6 N8 SEC2 AL Y 5 7 NS SEC3 AL Y _ 1.599 M7 N5 N6 SEC3 AL Y 1.599 M8J N4 N9 SECS AL Y 1.25 Y .833 M9 N3 N11 SEC3 AL M10 N2 N10 SEC3 AL Y _ •417 Sections Section Database Material Area SA SA 1(90.270) 1(0,180) TIC ( On[ Label Shape Label in "2 0,180 90,Z7 finA41 51"4 1.2 1 .421 1 2.02 SEC1 Welcome Ramp AL 1.438 112 L 1.2 I .421 1.378 _ SEC2 I Welcome Deck AL 1.438 1 1'2 SEC3 I TU2X2X2 AL .897 1 11 1 1.2 1 513 .513 I2 Basic Load Case Data BLC No. Basic Load Case Category Category I Gravity Load Type Totals 9( Y Joint Point Direct Dist. Description Code Description 5 1-w1 - Dead Load DL Dead Load -1 F 2 jw2 Pedestrian Load I. LLS jUve Load Special (public as. -I I I Dead Load Member Direct Distributed Loads, Category: DL, BLC 1 : 1 - Direction Start Magnitude End Magnitude Start Location End Location Member Lobel (k/ft, (klft, F) _(ft or °/) It or %) 0 0 ___0 0 0 0 0 0 Y -.014 -.014 Y -.014 -.014 q Y -.014 -.014 Y -.014 -.014 - Y -.018 -.018 0 0 Member Direct w2 -Pedestrian Member Label Direction Start Magnitude End Magnitude Start Location End Location (klft, F k!ftF ft or M1 - Y _ -.2 1 -.2 0 0 - -M2 -- Y -.2 -2 i 0 0 M3 - - Y -.2 -.2 0 0 M4 Y -.2 -.2 0 0 M5 Y -.25 -.25 0 4_ Load Combinations 0. AMC on cocc en Al rt Faefnr RI C Factor BLC Factor BLC Factor WELCOME RAMP CALCS-IBC 2021, 51-50 WAC Page 5 Load Combinations (continued) WELCOME RAMP CALCS-IBC 2021, 51-50 WAC Page 6 Envelope Member Stresses (continued) II Member Label Section Axial Shear Bending top Bending bot Mail Lc (ksi) Lc (ksi) Lc (ks(i) Lc M7 M9 _M10 min .695 2 .487 2 2.527 2 1 -2. 17 1 3 max .745 1 .523 1 5.435 1 1 -5. 55 2 min .695 2 .487 2 5.055 2 1 -5. 35 1 4 max .745 1 .523 1 8.152 1 -7.582 2 min .695 2 .487 2 7.582 2 -8. 52 1 1 max 1. 08 1 -.499 2 0 1 0 1 min 1.129 2 -.533 1 0 1 0 1 1 2 max 1.208 1 -.499 2 -2.591 2 2.7 1 1 min 1.129 2 1 -.533 1 -2.77 1 2. 91 2 3 max 1.208 1 -.499 2 -5.182 2 5.64 1 min 1.129 2 -.533 1 -5.54 1 5.1182 2 4 max 1.206 1 1 -7499 2 -7.774 2 8.31 1 min 1.129 2 -.533 1 -8.31 1 7.174 2 1 max 1.367 1 -.108 2 0 1 0 1 min 1.275 2 -.112 1 0 1 0 1 2 max 1.367 1 -.108 2 -.44 2 .454 1 min 1.275 2 -.112 1 -.454 1 .44 2 3 max 1.367 1 -.108 2 -.879 2 .907 1 min 1.275 2 -.112 1 1 -.907 1 1 .8 9 2 4 max 1.367 1 -.108 2 1 -1.319 1 2 1.461 1 min 1.275 2 L -.112 1 1 -1.361 1 1 1.319 1 2 1 max .93 1 1 -.521 2 0 1 0 1 min .87 2 1 -.55 1 1 0 1 0 1 2 max min .93 .87 1 -.521 2 -1.411 2 1.149 1 2 -.55 1 1 -1.49 1 1.411 2 3 max .93 1 -.521 2 -2.82-2 2 2.98 1 min .87 2 -.55 1 -2.98 1 1 2.822 2 4 max .93 1 1 -.521 2 -4.233 2 1 4.471 1 min .87 1 2 1 -.55 1 -4.471 1 1 4.233 2 1 max 1.424 1 1 -.048 1 0 1 0 1 min 1.332 2 -.078 2 0 1 1 2 max 1.424 1 -.048 1 -.065 1 .106 2 min 1.332 2 -.078 2 -.106 2 .065 1 3 max 1.424 1 -.048 1 -.129 1 `12 2 min 1.332 2 -.078 2 -.212 2 .129 1 4 max 1.424 1 -.048 1 -.194 1 .3;18 2 min 1.332 2 -.078 2 -.318 2 .1.94 1 Envelope Member Section Forces Member Label Section Axiai Lc Shear Le Moment Lc (k) (k) (k) M1 1 max .034 1 .382 1 0 1 min .031 2 .358 2 0 2 max .004 1 .043 1 -.317 2 min .004 2 .041 2 -.338 1 3 max -.024 2 -.276 2 -.131 2 min -.026 1 -.296 1 -.138 4 max -.052 1 2 -.592 1 2 .601 41 M2 min -.056 1 -.634 1 .559 1 max .085 2 .636 1 .61 min .076 1 .595 2 .573 t 2 max .057 2 .297 1 -.122 WELCOME RAMP CALCS-IBC 2021, 51-50 WAC Page 7 Member Label Section Axial Lc Shear Lc Moment "I Ik% I - M3 M4 M5 M7 M8 min 048 1 .278 1i 3 max .029 2 -.038 min .016 1 -.042 1 -.335 1! 4 max .002 2 -.355 2 0 1? min -.013 1 -.38 1 0 11 1 max 288 1 .431 1 .191 1 min .286 2 .403 2 .181 2 2 max .258 2 .092 1 -.208 2 min .258 1 .087 2 -.224 1 3 max 231 2 -.23 2 -.094 2 min .229 1 -.247 4 max 203 2 1 .547 12 .5fi1 1 rain 1 .199 1 1 -.586 1 .523 2 1 max .042 1 .659 1 .62 1 min .038 2 .816 2 .58 2 2 max .017 1 .302 1 -.171 2 minf.032 2 .282 2 -.183 1 3 max min 1 -.051 2 -.364 2 2 -.055 1 -.389 1 4 max 2 -.384 2 0 1 min -.033 11 -.411 1 0 1 max .218 1 .671 1 .355 .332 1 2 min 203 2 .627 2 2 max .218 1 .226 1 1 -.365 2 min .203 1 2 .21 2 -.391 1 3 max .218 1 1 -.207 2 -.368 2 min .203 1 2 1 -.222 1 -.394 a 4 max .218 1 -.623 2 .348 1 min 203 2 -.669 1 .324 2 - 1 max 869 1 .218 1 0 1 min 623 2 .203 2 0 1 2 max 669 1 .218 1 -.108 2 min .623 .869 2 .203 2 -.116 1 3 max 1 .218 1 -.216 2 min .623 2 .203 2 7.232 1 4 max .669 1 .218 1 -.324 2 min .623 2 .203 2 -.348 1 max 1.084 1 -.208 2 0 1 _ min 1.012 2 -.222 1 0 2 max 1.084 1 -.208 2 .118 1 man �.u�� a -.�cc r 3 max 1.084 1 -.208 2 .237 i1 .144 2 1 -.047 j 1 1 .019 .226 1 -.045 2 .039 .144 2 -.047 1 1 .038 .226 1 -.045 1 2 .058 .144 2 -.047 1 1 .056 WELCOME RAMP CALCS-IBC 2021, 51-50 WAC Page 8 Envelope Member Section Forces, (continued) i Member Label Section Axial Lc Shear Lc Moment Lb (k) rkl (k) M9 [ M10 1 max 834 1 -.217 2 0 1 min .78 1 2 1 -.229 1 1 0 1 2 max 1 .834 1 -.217 2 .064 1 ruin 1 .78 2 -.229 1 .06 2 3 max .834 1 1 -.217 2 .127 1 min .78 2 1 -.229 1 .121 2 4 max .834 1 -.217 2 1 .191 1 min .78 2 -.229 1 1 .181 1 2 1 max 1.277 1.195 1 -.02 1 0 1 min 2 -.033 2 0 1 2 max 1.277 1 -.02 1 .005 2 min 1.195 1 2 -.033 2 .003 1 3 1 max 1.277 1 -.02 1 1 .009 2 min 1.195 2 -.033 2 .006 1 4 max 1.277 1 -.02 1 1 .014 2 1 min 1.195 2 1 -.033 1 2 L .008 1 Envelope Member Deflections Member Label Section x-Translate Lc y-Transiate Lc (n) Uy Ratio Lc Ant rinl I M1 1 max 0� [1 0 2 NC J min 0 2 0 1 NC 2 max 0 1 -.046 2 1243.875 2 min 0 2 -.049 1 1169.664 1 3 max 0 1 -.033 2 1756.2991 2 min 0 2 -.035 1 1659.3381 1 4 max 0 1 0 2 NC CM2 min 0 2 0 1 NC 1 max 0 1 0 2 NC _ min 0 2 0 1 NC 2 1 max 0 i 1 1 -.032 2 1848.986 2 min 0 2 -.034 1 1708.638 1 3 max 0 0 1 -.045 2 1280.237 2 min 2 -.049 1 1189.011 1 4 max 0 1 0 2 NC min 0 2 0 1 1 NC M3 1 max I0 1 0 2 1 NC min 1 0 1 2 0 1 1 NC 2 max 0 1 -.029 2 2063.401 2 min -.001 2 -.031 1 1919.616 1 3 max -.001 1 -.021 2 2931.998 2 min -.002 2 -.022 1 2735.504 1 4 max -.002 1 -.002 2 NC min -.002 2 -.002 1 NC M4 1 max -.002 1 -.002 2 NC min -.002 2 -.002 1 NC 2 max -.002 1 -.047 2 1336.222 2 3 min max -.002 2 -.05 1 1247.236 ;1 -.002 1 -.062 2 996.057 i2 min -.002 2 -.067 1 930.197 it 4 max -.002 1 -.002 2 1 NC min -.002 2 L -.002 1 1NC WELCOME RAMP CALCS-IBC 2021, 51-50 WAC Page 9 Member Label Section x-Translate LC y-Translate Le (n) Vy Ratio finl finl M5 1 max1 101 1 -.002 1 2 NC min 1 -.002 2 -.002 1 NC 2 max -.002 1 -.109 2 559.623 min -.002 2 -.117 1 521.856 1 3 max -.002 1 -.109 2 557.976 2 min -.002 2 -.117 1 520.674 1 4 max -.002 1 -.001 2 NC min -.003 2 -.001 1 NC M6 1 max 1 0 1 0 1 NC min 1 0 1 0 1 NC 2 max 0 2 -.013 1 2 11392.207 2 min 0 1 -.014--1 1 1294.941 1 3 max 0 2 -.016 2 1113.76 2 min 0 1 -.017 1 1035.953 1 4 1 max -.001 2 .003 2 NC j rain -.001 1 .002 1 NC M7 1 max 1 0 1 1 0 1 NC min 1 0 1 1 0 1 NC 2 max 1 0 2 1 .016 1 1270.353 1 min 0 1 .015 2 1357.948 2 3 max -.001 2 .02 1 1016.282 1 min -.002 1 .019 2 1086.359 2 4 max -.002 2 .002 2 NC min -.002 1 .001 1 NC I M8 1 max 01 0 1 NC min 0 1 1 0 1 NC ' 2 max 0 2 .002 2 NC I min 0 1 .002 1 9920.451 1 3 max -.001 2 .003 2 8189.633 2 min -.001 1 .003 1 7936.361 1 4 max -.002 2 .002 1 2 NC min -.002 1 .001 1 NC MO 1 max 0 1 0 1 NC min 0 1 0 1 NC 2 max 0 2 .002 1 4529.485 i1 min 0 1 .002 2 4784.344 7 3 max 0 2 .003 2 3827.475 2 min 0 1 .003 1 3623.588 11 4 max 0 2 0 2 NC I min 0 1 0 1 1 1 NC M10 l max 0 1 0 1 NC I min 0 1 0 1 NC 2 max 0 2 0 2 NC min 0 1 0 1 NC 3 max 0 2 0 2 NC r4 min 0 1 0 1 NC max 0 1 2 1 0 2 NC min 0 1 1 0 1 1 NC WELCOME RAMP CALCS-IBC 2021, 51-50 WAC Page 10 M5 _B c WELCOME RAMP CALCS-IBC 2021, 51-50 WAC Page 11 Ex Loads- BLC 1, wt - Dead Load 3ulutlon: Envelope WELCOME RAMP CALCS-IBC 2021, 51-50 WAC Page 12 40,?.t zo 01'kL Live (-O*Fu $inn 4LA-rIWIt PC,gj'Lt ZL)MC-E+60 VP o4 ur r�«� Loads: BLC 2, v2 -Pedestrian Load Solution: Envelope WELCOME RAMP CALCS-IBC 2021, 51-50 WAC Page 13 WELCOME RAMP CALCS-IBC 2021, 51-50 WAC Page 14 Section:Welcome Ramp Section Properties: Numher of Shapes = 2 Total Width = 2.00 In Total Height = 4-00 in Center, Xo = 0.304 in Center, Yo = -0.457 in X-bar (Right) = 1.571 in X-bar (Left) = 0.429 in Y-bat (Top) = 2.457 in Y-bar (Bot) = 1.543 in Equivalent Properties: Area, Ax = 1.438 in^2 Inertia, Ixx = 2.02 inA4 Inertia, lyy = 0.4212 InA4 Inertia, Ixy =-0.4565 in14 Torsional, J = 0.0299 inA4 Modulus, Sx(Top) = 0.8225 inA3 Modulus, Sx(Bot) = 1.309 in"3 Modulus, Sy(Left) = 0.981 inA3 Modulus, Sy(Right) = 0.2682 inA3 Plastic Modulus, Zx = 1.4921 inA3 Plastic Modulus, Zy = 0.4852 in13 Radius, rx = 1.186 in Radius, ry = 0.541 in Summary of Section Properties Y {� �, 2.000 —4—�{ 42, — 1 .571 --1 N o Y�1 o � XI v x In - — - — - —x Section Diagram Y Sh. No, Section Width Height Xo Yo Ax Ixx IYY in in in in inA2 inA4 inA4 1 Welcome 2.00 4.00 0.304 -0.457 1.43a 2.02 0.4212 Ramp WELCOME RAMP CALCS-IBC 2021, 51-50 WAC Page 15 Section:Welcome Deck Section Properties: Number of Shapes = 2 Total Width = 2.00 in Total Height = 4.00 in Center, Xo = 0.304 in Center, Yo = 0.114 in X-bar (Right) = 1,571 in X-bar (Left) = 0.429 in Y-bar (Top) = 1.886 in Y-bar (Bot) = 2.114 in Equivalent Properties: Area. Ax = 1.438 inA2 Inertia, Ixx = 1.378 inA4 Inertia, lyy = 0.4212 in^4 Inertia, Ixy = 0.1141 in14 Torsional, J = 0.0299 in^4 Modulus, Sx(Top) = 0 7309 in^3 Modulus, Sx(Bot) = 0.652 inA3 Modulus, Sy(Left) = 0.981 in^3 Modulus, Sy(Right) = 0.2682 inA3 Plastic Modulus, Zx = 1.0532 in^3 Plastic Modulus, Zy = 0.4852 in"3 Radius, rx = 0.9792 in Radius, ry = 0.5413 in Summary of Section Properties Y 2.000--.1 4 1.571 I rn m I I .. Section Diagram Sh. No. Section Width Height Xo Yo Ax Ixx lyy in in in in in^2 in^4 in^4 1 Welcome 2.00 4.00 0.304 0.114 1.438 1.378 0.4212 Deck WELCOME RAMP CALCS-IBC 2021, 51-50 WAC Page 16 Member Stress Results Access the Member Section Stresses spreadsheet by selecting the Results menu and then selecting Members • Stresses. These are the member stresses calculated along each grft� member. The number of sections for which stresses are reported is controlled by the Number Of Sections specified on the Global window The actual number of segments is this Number Of Sections minus 1. The incremental length of each segment is the same. For example, if you specify 5 sections, the member is divided into 4 equal pieces, and the stresses are reported for each piece. There will be four stress values listed for each section location along the member taking into account any inernber offsets The units for the stresses are shown at the top of each column. As for the sign convention, the signs of these results correspond to the signs of the forces. These line up as positive or negative according to the member local axis directions. The axial stress is the ratio P/A, where P is the section axial force. A positive stress is compressive, since the sign of the stress follows the sign of the force- The shear stress is calculated as V/S.A., where S-A. is the effective shear area For members not defined with a section set a value of 1.2 is used for the shear area coefficient S.A. The bending stresses are calculated using the familiar equation M • c / I, where'M" is the beading rnornent, "c" is the distance from the neutral axis to the extreme fiber and "I" is the moment of inertia. The stress for the section's extreme edge is listed with respect to the positive and negative directions of the local v and a a„3=. A positive stress is compressive and a negative stress is tensile. Some shapes are not symmetrical about both local axes. For example Tee and Channel shapes. Thus the stress at the positive and negative edges may not be the same. The locations for the calculated stresses are illustrated in this diagram: Y Bend Top Bend Top Y z z THend Bot Bend Bet Y Bend Top Y Bend Top z z Bend Bot Bend got So, the y-top location is the extreme fiber of the shape in the positive local y direction, y-bot is the extreme fiber in the negative local y direction, etc. The y-top,bot stresses are calculated using Mz. For enveloped results the maximum and minimum value at each location is listed. The load combination producing the maximum or minimum is also listed, in the "W column. To include a particular Load Comhinatinn in the envelope analysis, open the Load Combinations spreadsheet and check the box in the "Env" column. Note A special case is bending stress calculations for single angles. The bending stresses for srYla angles, are reported for bending about the principal axes. To view the results for a particular member, use the Find option. To view the maximums and minimums, use the Sort option. WELCOME RAMP CALCS-IBC 2021, 51-50 WAC Page 17 f� � roa -.2 �74 WELCOME RAMP CALCS-IBC 2021, 51-50 WAC Page 18 TABLE 20-II-A—MIrwrAUM MECHANICAL PROPERTIES FOR ALUMINUM ALLOYS --(Continued) Values Are Given In Units of ksi (1,000 Ib/In2) COMPRESSIVE TENSION V COMPRES. SION SHEAR BEARING MODULUS OF ELASTICITTa THICKNESS RANGEt (Inch) F1 5 E kal ALLOY AND x 25.4 for mm x 6.89 for MPa TEMPER PRODUCV 5086-Hlll Em—iots up to0.500 }6 21 IB 21 12 70 36 10,400 -Hill Extrusions 0.501 and over 36 2E IS 21 12 70 34 I0,4UU -H112 Plate 0.250.0.499 36 is 17 22 10 72 31 10,400 -H112 Plate 0.500-1.000 35 16 16 21 9 70 28 10,400 _H112 Plate 1.001-2.000 35 14 15 21 8 70 28 10,400 -H112 Plate 2.001-3.000 34 14 15 21 8 68 28 10,400 -H32 Sheet and plate All 40 28 26 24 16 78 48 10,400 -H34 Drawn tube. All 44 34 32 26 20 84 58 10,400 5154-H38 Sheet 0.006-0.128 45 35 33 24 20 i 81 56 10,300 5454-Hill Extrusions up to 0.500 33 19 16 20 11 64 32 10,400 Hill Extrusions 0.501 and over 33 19 16 19 I I 64 30 10.400 -HI12 Extrusions up to 5.000 31 12 13 19 1 7 62 24 10.400 -H32 Sheet and plate 0.020-2.000 36 26 24 21 15 70 44 10.400 -H34 Shcctand plate 0.020-1.000 39 29 27 23 17 74 - 49 10,400 5456-Hill Extrusions us to 0.500 42 26 22 25 15 82 44 10,400 -Hill Extrusions 0.501 and over 42 26 22 24 15 82 42 10.400 -H112 Extrusions up to 5.000 41 19 20 24 it 82 38 I0,40U -H321 Sheet and plate 0.188-1.250 46 33 27 27 19 87 56 10,400 41321 Plate 1.251-1.500 44 31 25 25 18 84 53 10,400 -H321 Plate 1.501-3.000 41 29 25 25 17 82 49 10,400 -H323 Sheet 0.051-0,249 48 36 34 28 21 94 61 10.400 -H343 Shcct 0.051-0.249 53 41 39 31 24 1 101 70 10,400 Ism-T5 Extrusions up to 0.500 38 35 35 24 20 80 56 10.100 6061-T6, Sheet and plate 0.010-4.000 42 35 35 27 20 88 58 10,100 -T651 -T6 Extrusions up to3.00D 35 35„. 24 20 _-80_-_ 56_ 10.100 _A_ -T6, Rolled rod and bar up to 8.000 42 35 35 27 20 88 56 10,100 -T651 -76 Drawn tube 0.025-0.50U 42 35 35 27 20 88 56 10,100 -76 Pipe up to 0.999 42 35 35 27 20 88 56 10,100 -76 Pipe over0.999 38 35 35 24 20 80 56 ID,IUO \�'— #1 ii ; r-! i N- 15 it- s T"I A1�r� F A►`� 3-TS �xt sions -- - -- - up to 0.500 -._ __ 22-.. -_ . -. Ib_..._.._-16 13.........._.2..__........_.4.� __.. _ 26,_._. _... •14.1� . 24 5 Exltus]ons over0.500 21 IS IS 12 8.5 44 404_10--Zol 1, -T6 Extrusions All 30 25 25 19 14 63 Pipe 6351-TS Extrusions up to1.00 38 35 35 24 20 80 56 Ivalucs also apply tD -T6511 temper. 2Fa Gld Fx are minimum specified vel_es (except for Alclad 3004-H14, -NJ()and Flyfor Alclad 303-Hill). Other strength properties arc corresponding minimum expecte va ues 3Por deflection calculations an average modulus of elasticity is used; numerically this is 100 ksi (689 MPa) Inwer than the values in this column. TABLE 20-II-B—MINIMUM MECHANICAL PROPERTIES FOR WELDED ALUMINUM ALLOW (Gas Tungsten ArC Or U113 Metal Arc vraraarM mu, ,... , ...,•••-•_ ..__. ..--- - - To 10N COMPRES- SION SHEAR BEARING PRODUCT AND THICKNESS RANGE r F((aT "ar FdKi' l;r I r pnch) airs ALLOY AND TEMPER x 25.4 for mm ` 11 - 4.5 4.5 x 6.99 for MPa 8 2.5 23 8 - 11W-H12,•H14 All 3003-H12,-H14,-H16, All 14 7 7 10 4 30 12 -Hill Alclad 3003-H12, 4114, 4116, All l3 6 6 10 3.5 30 11 -1118 ll 11 14 6.5 4G 20 3004-H32, -1134, -1136 All 22 Alclad 3004-H32, -H34, 4114, H16 All 21 11 11 13 6.5 44 19 3005-IR25 sheet 0.0 13-0.050 17 9 9 12 5 36 15 5065-H12,-H14,-H32, All 14 7 7 9 4 28 IO .1134 WELCOME RAMP CALCS-IBC 2021, 51-50 WAC Page 19 Fbyw = bearing yield strength within 1.0 inch (25.4 mm) of a weld, ksi (MPa). Fe = allowable compressive stress, ksi (MPa). Fry = compressive yield strength, ksi (NIPS). Fcyw = compressive yield strength across a butt we (0.2 percent offset in 10-inch (254 men) gage length), ksi (Wa)• Fec = a2EI[ntt(f%r)2), where IIr is slenderness ratio for member considered as a column tending to fail in the plane of the applied bending moments, ksi (MPa). F = allowable stress for cross section 1.0 inch (25.4 mm) or more from weld. ksi Wa)of a Fyw = allowable stress on cross section, part of whose area lies will& 1.0 (25."mm) inch weld, ksi (MPa). F, = allowable shear stress for members subjected only to torsion or shear, ksi (MPa). F,a = shear ultimate strength, ksi (MPa). Fnw = shear ufiimate strength within 1.0 inch (25.4 mm) of a weld, ksi (MPa). F,y = shear yield strength, ksi 0&11). Fsyw = shear yield strength within 1.0 inch (25.4 mm) of a weld, ksi (MPa). Ft. = tensile ultimate strength, ksi (MPa). Flaw = tensile ultimate strength across a butt weld, ksi (MPa). Fly = tensile yield strength, ksi (MPa). Ftyw = tensile yield strength across a butt weld [0.2 percent offset in 14inch (254 mm) gage length), ksi (MPa). Fy, = either Fry or Fry, whichever is smaller, ks((MPa). f calculated stress, ksi NPa); fa = average compressive stress on cross section of member produced by axial compressive load, ksi (MPa). fb = maximum bending stress (compressive) caused by transverse loads or end moments, ksi (MPa). f, = shear stress caused by torsion or transverse shear, ksi (Mpa). G = modulus of elasticity in shear, ksi (MPa). g = spacing of rivet or bolt holes perpendicular to direction of load, inches (men). h = clear height of shear web, inches (mm). I = moment of inertia, inches4 (rnm4) /h = moment of inertia of horizontal stiffener, inches4 (mm4). Ir = moment of inertia of transverse stiffener to resist shear buckling, inches4 (mm4). !r = moment of inertia of a beam about axis perpendicular to web, inches4 (mm4). ly = moment of inertia of a beam about axis parallel to web, inches4 (mm4) Iyc = moment of inertia of compression element about axis parallel to vertical web, inches4 (mm4)• J = torsion constant, inches" (mnl4). ki = coefficient for determining slendemesslimit S2for sections for which theallowablecom pressive stress is based on crippling strength. k2 = coefficient for determining allowable compressive stress in sections with slenderness ra- tio above S2 fur which the allowable compressive stress is based on crippling strength. kc = coefficient for compression members. kr = coefficient for tension members. L = length of compression member between points of lateral support or twice the length of a cantilever column (except where analysis shows that a shorter length can be used), inches (mm). 2-272 Lb = length of beam between points at which the compression flange is sup al movement, or length of cantilever beam from free end to point at sion flange is supported against lateral movement, inches (men;. Lh = total length of portion of column 'ying within 1.0 inch (25.4 mm) o welds at ends of columns that are supported at both ends), inches (n L v = increased length to be Substituted in column formula to determine t welded column, inches (mm). Ur = slenderness ratio for columns. M = bending moment, inch -kips ,kN•rr), Mc = bending moment at center of span resulting from applied bendin (kN•m). Mm = maximum bending moment in span resulting from applied bendir. (kN•m). MI, M2 = bending moments at two ends of a beam, inch -kips (kN•m). N = length of bearing at reaction or concentrated load, inches (mm). n = factor of safety on appearance of buckling, na = factor of safety on ultimate strength. ny = factor of safety on yield strength. P = local load concentration on bearing stiffener, kips (kN). Pc = allowable reaction or concentrated load per web, kips (M), Pt = allowable tensile load per fastener, sheet to purlin or girt, kips (W). R = outside radius of round tube or maximum outside radius for an oval t Rb = radius of curvature of tubular members, inches (mm). Rr = transition radius, the radius of an attachment of the weld detail. r = least radius of gyration of a column, inches (stun). rL = radius of gyration of lip or bulb about face of flange from which lip proj, ry = radius of gyration of a beam (about axis parallel to web), inches (rnm). (I unsymmetncal about the horizontal axis, ry should be calculated as thi were the same as the compression flange.) Sc = section modulus of a beam, compression side, inches3 (mm). SR = stress ratio, the ratio of minimum stress to maximum stress. Sr = section modulus of a beam, tension side, inches3 (MM3), St, S2 = slenderness limits. s = spacing of transverse stiffeners (clear distance between stiffeners for Sri! of a pair of members, one on each side of the web, center -to -center distal eners consisting of a member on one side of the web only), inches (mm, or bolt holes parallel to directon of load, inches (mm). t = thickness of flange, plate, web or tube, inches (mint), (Fot tapered flange thickness.) t' = shear force on web at stiffener location, kips (kid. u = a factor equal to unity for a stiffener consisting of equal members on bod and equal to 3.5 for a stiffener consisting of a member on out side on), 9 = angle between plane of web and plane of bearing surface (0 <_ 90), deg '001.4 Identification. Aluminum for structural elements shall at all tunes be seg wise handled in the fabricator's plant -so that the separate alloys and tempers are 1 141 12, 4- 0,0/.30 3 794J WELCOME RAMP CALCS-IBC 2021, 51-50 WAC Page 21 CALC, rye FvR. �i�/D at"GTio►,.�5. I I . �n '7X o ` ��... ter' 1I� ! • "I J� _= I h •� 0 4 Z ( s R 5r_ L f t c- � M h .... -- * �,D(.z5�(D,�Og3) i" 15((•75� t .25(i, i5)(.Gg7 �� l'Z p?.04'1m -f Dt 1117 }. Q, 7 1/7 WELCOME RAMP CALCS-IBC 2021, 51-50 WAC Page 22 PLAT-f=0RI'A Pt- &, rroPM I D e-lei l.' I v 1-7. S L L WELCOME RAMP CALCS-IBC 2021,51-50 WAC Page 23 WELCOME RAMP, INC. STRUCTURAL ANALYSIS Adjustable Leg Design WELCOME RAMP CALCS-IBC 2021, 51-50 WAC Page 24 7 54- 4 lo a -5-1*11A b 9121", WELCOME RAMP CALCS-IBC 2021, 51-50 WAC Page 25 I Vs J N 01Ax t ,I ,t (� n A a i L rY o l= T-H ( �/4 X 1-3/4 Q 1' POW W f To Acc I/ IS Ar-c, MAY, f. A t.ita.r �y �%itrK it%r! W i M = ¢G7,73 -� ri J O 1 q. 70 11' l/ Z G :; k T KEFo�',, TIFF PaS� wl�� F/,41L I" NC0011"JG To 5El-EArC.._A7 POtN r.. A, .� _ I� ns rfFE Minn.yJu�i 1+t-t-rW43� E L.cG o✓E2��P For- ANY L9-4 or ThFG niP,rwotrs l701PV5 "n.a'rz' r1 rL. �... _ ., //�tal .. WELCOME RAMP CALCS-IBC 2021, 51-50 WAC Page 26 WELCOME RAMP, INC. STRUCTURAL ANALYSIS Alternate 7-foot Landing Design WELCOME RAMP CALCS-IBC 2021, 51-50 WAC Page 27 I N c I— UD ro 15 THE NEW Lfs-I &H OR A 7' SE C7 /ON p1,AT FOR M. I) Fr0S/N6,1-£ POST : S A- 1A A %' ... .�.. I r• i r/�F %'_O'• �71A'� �.. �:F r r /�SSL'M/_�'S i tP �A:�S ,-�.J r .-;,/� � _ _ S4l-)7 kn 4 A Y q5e c urrnhr Pose 1N C&12reR, P O S T Lt- ;,,j lVi° UoaG/� i�s,g 1� GOr Be4m SPc7iO4 15 4 Cyr/ y /e p/a ce q' �a coff- o c.�. WELCOME RAMP CALCS-IBC 2021, 51-50 WAC Page 28 E,rls Tin $ `T. A CA Posr Load Gx;sTi,J rA= 2•SK2.S= (.2S FT loop s{LL 5 7psf OL sety: ce Load per pc s r; 7' FxsTzag wCC Gx, s rl., y P o s r Iv c to r c/ TA= 1.7s X 3.5 = 12S/-i 2 Alec, pos: L n o r✓ �. ,•,.�.� f9 r 3SC79 = 2U,S?f tv&a.. jvv7 In /!ng le mir, wi '..I- r.�e Angle Rre;�eR Gar NEcL.- P os7- +� 807 7. Angle WELCOME RAMP CALCS-IBC 2021, 51-50 WAC Page 29 - /Ghan,e! ,A qPe <' r-j- Graz /Ng Wef a o R gotf c0NN6ct/0n1 f or ti 0—cior connec rt CiN oN Ex;STlNg Lt',j S WELCOME RAMP CALCS-IBC 2021, 51-50 WAC Page 30 rypica/ poste cq/c/i/,cFl oNS. r,49LE 20-11-A py 2.-246 p;p//v 6 = 60 51 - T6 Ex fR uS /DNS T e"51'o/> Ffa - 38 ks- trey = 3sfs comp%Fs: ., icy : 35 /u= 2�/mks•' Fsy= 2�Ns; - s ✓ /o/ /o0 *S% 58u4re slr4cT u�4/ rc/d:ny P3'%'/ sec':.:.,,;�1 (.e9 %ngreri4/ 1 !/2!, S� X rl`�!! AG.746:ny G-Tprr�F�= ,... d .r�2 ••!'.=�°% IrEM S. duG/YLTAVG L0110 FGr (�uehlin9 95sum;,,y 1481fuo7h /Vp !'rrn71;c;j;e r. A - Zua , 5655 h-- � - • G6zy C�5655) r rE 2 • A xr�� Lo,1. AvAG B EAR I NG S = servlre Load = 2 1 . 3qr ps; N//o&.- comp= 35 Ifs% 13olf gea!%ng fi 11 Gn,%r/�!+! �i/! �4•% pCf�� GteY 1'2{r;n YCl6e /l„rAness = .11;n 80/1 s4e f b = (.375C.12 /r L/(PS. < Ca Ar WELCOME RAMP CALCS-IBC 2021, 51-50 WAC Page 31 jTrm q. AxTAL L Dad On ROG/ 7' rtxlAc cR ash iN� O F 80L Arecr: T 2 �l bt = 5�3y ps: cy- 3SP.5Oft vv/- 1 7 F /`1 51 base f�//+ Tfc'NE� g 26222lb. �SS/�Si N� of'. u,� crl;o4-cr✓!P 1047a= 1/000 P5, 4T f00% oY ?7 71,,s; I oy c[ l�-!r y(GC�r r 1.78 f 7 2 U000 ysq!� Cl-78 = 7111 h. r�-- WELCOME RAMP CALCS-IBC 2021, 51-50 WAC Page 32 WELCOME RAMP CALCS-IBC 2021, 51-50 WAC Page 33 WELCOME RAMP CALCS-IBC 2021, 51-50 WAC Page 34 Member Data Shape / Material Phys End Releases End Offsets Inactive Member Label I Joint J Joint Rotate Section Set Memb I -End J-End I -End J-End Code Length (degrees) Set TOM AVM AVM (in) (in) (ft) Mi N6 N9 SEC2 AL Y 3.5 - M2: -. N i NB $EG3 AL ;Y Y 1:599 M3 N5 N6 SEC3 AL 1.599 Fh�NC4`rT _N5A —N6A SEC4.. SEC4 AL AL Y 5' M5 N6A N7A Y 3.5 i N 1N :A 5 M7 N9 j N8__L SEC2 AL Y 3•5 Sections Section Database Material Area SA SA 1(90,270) 1 (0,180) VC Label Labe! nniA7 f0 1801 (902701 finA4) (in"4) Only SEC1 SEC3 1 SIN -- Welcome Rampl AL 1.438 1.2 1.2 .421 2.02 _ Welctmp Deek AL 1;438 1,2 TU2X2X2 AL 897 1.2 1.2 .513 _513 WT4X10.5,, AL ,08 =: - . I 1 2 :.; 4.$9 3'9, Member Deflections, By Combination LC Member Label Section x-Translation y-Translation (n) Uy Ratio WELCOME RAMP CALCSABC 2021, 51-50 WAC Page 35 Member Stresses, By Combination LG Member Label Section Axiat Shear Bending top Bonding bot (ksi) {ksi (ksi) (ksf .135 L .21 --5.078 1 5.693 2 , -; " .:135 1 21 - 271 304 3 .135 .21 4.536 -5.085 4 : 135 21. 1 M2 1 .279 279. .464 0 0 1,:; 454 -- T3 .279 .464 4.824 -4.824 464", 7:236 7 366, '-- 1 M3 1 1 .279 1 -.464 0 0 2 ": .279 ="464 `' -2,412 3 .279 -.464 464'- -4.624 _-T:236, 4.824 236 1 M4 - - 1 1 0 .579 0 0 2 0 072. _ _ '838 3 338 :. 3 0 -.435 .371 -1.479 :} " 4 V 0" 1 M5 1 0 .942 -1.401 5.577 2_. 0. ;-' 435 :%_ =1 37 i.479`' 3 0 -.072 .838 1 -3.338 1 M6 1 1.812 0 0 0 . 3 1.812 0 0 0 1 M7 1 .135 .21 9.343 10.474 '- 3 .135 -.21 -.271 .304 WELCOME RAMP CALCS-IBC 2021, 51-50 WAC Page 36 Section:RShapel Section Properties: Number of Shapes = 2 Total Width = 4.014 in Total Height = 4.01 in Center, Xo = 14.995 in Center, Yo = -1.605 In X-bar (Right) =2.007in X-bar (Left) =2.007in Y-bar (Top) =2.617in Y-bar (Bot) =1.393in Equivalent Properties: Area, Ax = 2.24 in12 Inertia, Ixx = 3.607 in44 lnertia, lyy = 0.9487 in^4 Inertia, Ixy = 0.000 in^4 Torsional, J = 0.0304 in^4 Modulus, Sx(Top) = 1.378 in^3 Modulus, Sx(Bot) = 2.589 in^3 Modulus, Sy(Left) = 0.473 in^3 Modulus, Sy(Right) = 0.473 in^3 Plastic Modulus, Zx = 2.492 in^3 Plastic Modulus, Zy = 16.794 in^3 Radius, rx = 1.269 in Radius, ry - 0.651 in Basic Properties of Shapes in Section: Sh. No. Shape Factor Width Height in in 1 Unequal L 1 2.00 4.00 2 Unequal L 1 2.00 4.00 Additional Properties of Shapes in Section: Sh. No. Shape J Sx Sy in^4 in^3 in^3 1 Unequal L 0.0152 0.6905 0.1859 1 Unequal L 0.0152 0.6905 ma59 Summary of Properties Sh. No. Section Width Height Xo in in in 1 KShapel 4.014 4.01 14.995 Y 4.04 4 K 2.007 i— 7 n07 —� m N 0 v X m m i I Y Section Diagram Xo Yo Ax Ixx lyy in in in^2 in^4 in^4 14.60 -1.60 1.12 1.004 0.30 15.39 -1.61 1.12 1.804 0.30 Zx Zy rx ry In^3 In^3 in in 1,246 0.533 1.269 0.517 1.246 0.533 1.269 0 517 Yo Ax Ixx lyy in in^2 in^4 in^4 -1.605 2.24 3.607 0.949 WELCOME RAMP CALCS-IBC 2021, 51-50 WAC Page 37 Calculation Procedure t) Closed Shapes: The geometric properties for closed shapes are computed by using the Polygon method. All closed shapes are represented by closed polygons. Curvilinear and circular shapes or edges are represented by several straight line segments. The properties the overall shape are computed by geometric summation of the properties of a trapezoid defined by projection of two consecutive points of the cross-section on to the x and y axis. 2) Open Shapes: The geometric properties for open (thin walled) shapes are computed by using the Polyline method. All open shapes are represented by polylines. Curvilinear and circular shapes or edges are represented by several straight line segments. The properties the overall shape are computed by geometric summation of the properties of a line defined by projection of two consecutive points of the cross-section on to the x and y axis For details refer to the User's Manual FOOTING SIZING CALCULATIONS 1) LOADING Dead Load= 7 psf Live Load = 100 psf Total Load, RAMP_TL = 107 psf 2) FOOTING ON SOIL Soil Allowable Bearing Pressure = 1500 psf 7' Platform Center Column, Area = 12.25 psf Max Load = 1311 # Min. Footing Area = 0.87 sf Footing Pad w/ minimum Size = 11.22 inch USE: 12-INCH, MIN. SQUARE PAD UNDER COLUMN ON SOIL 3) FOOTING ON PAVEMENT (Based on 8-inch Depth Pavement+Base) Allowable Bearing Pressure = 7' Platform Center Column, Area = Max Load = 8831 psf 12.25 psf 1311 # Min. Footing Area = 0.15 sf Footing Pad w/ minimum Size = 4.62 inch USE: 5-INCH, MIN. SQUARE PAD UNDER COLUMN ON PAVEMENT WELCOME RAMP CALCSABC 2021, 51-50 WAC Page 38 toad= 107(3.SJS f 5 .Vf.-�.:_ . _ 5 (3Ty<s/,Z) U5 c 2 - /.7s /" i %,9F5 STgrIrFz . WELCOME RAMP CALCS-IBC 2021, 51-50 WAC Page 39 Section:Section1 Section Properties: Number of Shapes = 2 Total Width = 1.781 in Total Height = 3.562 in Center, Xo = 0.00 in Center, Yo = 0.00 in X-har (Right) = 0.891 in X-bar (Left) = 0.891 in Y-bar (Top) = 1.781 in Y-bar (Bot) = 1.781 in Equivalent Properties: Area, Ax = 1.656 in^2 Inertia, Ixx = 2.074 in"4 Inertia, lyy = 0.7612 in^4 Inertia, Ixy = 0.000 in^4 Torsional, J = 1.2688 in^4 Y t--- 1,761 1.0.881 .t.0.GQ1 .4 I m Ir~ I Y X m - X I m I I Y Modulus, Sx(Top) = 1.164 in"3 Section Diagram Modulus, Sx(Bot) = 1.164 in13 Modulus, Sy(Left) = 0.855 in^3 Modulus, Sy(Right) = 0.855 in13 Plastic Modulus, Zx = 1.568 in13 Plastic Modulus, Zy = 1.029 in^3 Radius, rx = 1.119 in Radius, ry = 0.678 in Basic Properties of Shapes in Section: (Local Axis, for n=1) Sh. No. Shape Modular Width Height X0 Yo Ax in^2 Ixx in^4 lyy in14 1 Tube Ratio(n) In 1.00 1.781 in 1.781 in 0.00 In -0.891 0.828 0.3806 0.3806 2 1 Ube 1.00 1.781 1.781 0.00 0.89 0.828 0.3806 0.3806 Additional Properties of Shapes in Section: (Local Axis, for n=1) Sh. No. Shape J Sx-Top Sy -Right Zx Zy rx ry inA4 In^3 In^3 in^3 W3 in in 1 Trrbe 0.6344 0.4274 0.4274 0.5144 0.5144 0.678 0.678 2 Tube 0.6344 0.4274 0.4274 0.5144 0.5144 0.678 0.678 Summary of Section Properties Sh. No. Section Width Height Xo Ya Ax lXX IYY In in in in inA2 In14 in^4 1 Sectloni 1.781 3.562 0.00 0.00 1.656 2.074 0.7612 WELCOME RAMP CALCS-IBC 2021, 51-50 WAC Page 40 Calculation Procedure 1) Closed Shapes: The geometric properties for closed shapes are computed by using the Polygon method. All closed shapes are represented by closed polygons. Curvilinear and circular shapes or edges are represented by several straight line segments. The properties of the overall shape are computed by geometric summation of the properties of a trapezoid defined by projection of two consecutive points of the cross-section on to the x and y axis. 2) Open Shapes: The geometric properties for open (thin walled) shapes are computed by using the Polyline method. All open shapes are represented by polylines. Curvilinear and circular shapes or edges are represented by several straight line segments. The properties of the overall shape are computed by geometric summation of the properties of a line defined by projection of two consecutive points of the cross-section on to the x and y axis For details refer to the User's Manual WELCOME RAMP CALCS-IBC 2021, 51-50 WAC Page 41 WELCOME RAMP, INC. STRUCTURAL ANALYSIS Manufacturer Information - Planks WELCOME RAMP CALCS-IBC 2021, 51-50 WAC Page 42 M r n O b TRACTION TREAD LOAD TABLES '.7'LAr-J KI/`l 6`1 Plank Description Plank: Traction Tread Width: 12" Guage: 13 GA 2"Channel Height 1 1(2'S11,nnSLHgigm Se: 0.27 in^3 Se: 0.174 in"3 Mmax: 5335 Ib-in Mmax: 3438 lb -in 2" Channel Height q' 0 5'-0 61-0 7'-0 8'-0 91-0 1 0'-0 U D C D 2 -0 889 3 -0 395 222 142 99 1 73 56 44 36 0.057 0.129 0.229 0.357 0.514 0.7 0.915 1 1.158 1.4Z9 889 593 445 356 296 254 222 198 178 0.046 0.103 0.183 0,286 0.412 0.56 0.732 0.926 1.143 1 112" Channel Helahl 3' 0 4'-0 51-0 V-0 7'-0 81-0 91-0 101-0 U D C D 2 -0 573 - 255 143 92 64 47 36 28 23 0.07 0.157 0.279 0A36 0-627 0.854 1.115 1.411 1.742. 573 382 287 229 191 1ti4 143 127 115 0.055 0.125 0.223 0.348 0.502 0.683 0.892 1.129 1.394 Notes: U = Uniform Load, psf C = Concentrated Load, psf D = Deflection, in. 1.) Allowable ioads are based on the latest edition of AIM, 1986 Edition w/ 12/11/89 Addendum. 2.) This table is a theoretical calculation of the allowable loads and deflections for the specified spans. There are no test results to verify the actural load carrying capabilities. This table should be used as a reference only, 3.) Loads and deflections are based on side channel deflection only, and does not account for strut loading of the grating surface. TRACTION TREAD LOAD TABLES MTh . (Z S Plank Description Plank: Traction Tread Width. 12" Guage: 11 GA 2" ChanuLdoiOl cl� Se: 0.541 in-3 Se: 0.331 in^3 �? Mmax: 10690 lb-h Mmax: 6541 lb -in 2" Channel Height 3'-0 4' 0 5'-0 61-0 7'-0 8'-0 9'-0 101-0 U D C D 2 -0 1782 792 445 ZBS 198 145 111 88 71 0.028 0.064 0.113 0.177 0.254 0.346 0.452 0.572 0.706 1782 1188 891 713 594 509 445 396 356 0.023 0.051 0.09 0.141 0.203 0.277 0.362 0.458 0.565 1 1/2" Channel Height '-0 3'-0 4'-0 5'-0 6'-0 7'-0 8'-0 9'-0 101-0 U D C D 2 1)90 484 2731 174 121 89 68 54 4-4 0,035 C.079 O-T4F 0.219 0.315 0.429 0.561 0.71 0.876 low 727 545 436 363 311 273 242 218 0.028 0.063 0.1121 0.1751 0.2521 0.343 0.449 0,568 0.701 Notes: U = Uniform Load, psf C = Concentrated Load, psf D = Deflection, in. 1.) Allcwable loads are based on the latest edition. of AISI, 1986 Edition w/ 12/11/89 Addendum. 2 ) This table is a theoretical calculation of the allowable loads and deflections for the specified spars. There are no ;est results 10 verify he actural loae carrying capabilit es, This table should be used as a reference only. 3.) LOEds and deflections are based on side channel deflection only, and does not account for strut loading of the grating surface.