24C-047 17 Woodlawn STRUCTURALEXISTING FOUNDATION WALLNOTE: EXISTING FIRST FLOOR JOISTS TO REMAIN.FLOOR JOISTS RUN SAME DIRECTION AS SECONDFLOOR JOISTS (FLOOR JOISTS NOT SHOWN ONTHIS PLAN FOR CLARITY)2B01: L7x4x12" DOUBLE ANGLE LINTELNEW 12' CLEAR OPENING2B01 TO BEAR ON EXISTING12" MASONRY WALL. WELD 7"WIDE x 12" LONG x 38" THICKA36 STEEL PLATE TO BOTTOMOF 2B01 TO BEAR ON WALL.EXISTING FLOOR JOISTS TO REMAIN1FIRST FLOOR AND FOUNDATION FRAMING PLANSCALE: 14" = 1'-0"NO.DATESHEET TITLE:COMMENTSOFREVISIONSPROJECT:DRAWN BY:CHECKED BY:SCALE:DATE:STRUCTURAL ENGINEER:SSB Engineering, LLC146 Front Street, Scituate MA 02066www.ssbengineering.com617.646.7480ENGINEER STAMP:JESSE KROPELNICKI, P.E.NOT FOR CONSTRUCTION1S1EPPSTEIN RESIDENCE17 Woodlawn AvenueNorthampton, MassachusettsNotes, Details,Framing PlansT. StrassburgS. MoseleyOctober 20, 20181/4" = 1'-0"2SECOND FLOOR FRAMING PLANSCALE: 14" = 1'-0"FRAMING LEGEND STRUCTURAL BEAM: LVL STRUCTURAL BEAM: CONVENTIONAL LUMBER FLOOR CEILING JOIST: CONVENTIONAL LUMBER STRUCTURAL POST: CONVENTIONAL LUMBER ROOF RAFTER: CONVENTIONAL LUMBER STRUCTURAL POST: LVL STRUCTURAL BEAM: STEEL STRUCTURAL POST: STEELPROJECT SPECIFIC DESIGN CRITERIA:1. DESIGN CODES AND CRITERIA: THE MINIMUM STRUCTURAL DESIGN SHALL BE IN ACCORDANCE WITH THE MASSACHUSETTS STATEBUILDING CODE, IBC 2015, ASCE 7-10, AND ANSI/AWS D1.1 STRUCTURAL WELDING CODE - STEEL.2. IN ADDITION TO THE BUILDING DEAD LOADS, THE STRUCTURE IS DESIGNED FOR THE FOLLOWING LOADS:LIVE LOADSSTAIRS, LANDINGS, ELEVATED PLATFORM 100 PSFRESIDENTIAL LIVING SPACE 40 PSFFOUNDATION SLAB 60 PSFCITY/TOWN OF DESIGN CRITERIA: NORTHAMPTON, MASNOW LOAD: GROUND SNOW LOAD (pg) 40 PSFWIND LOAD: BASIC WIND SPEED (Vult) 117 MPH3. LIVE LOAD REDUCTION SHALL BE IN ACCORDANCE WITH ASCE 7-10.4.SOIL BEARING CAPACITY: FOUNDATIONS HAVE BEEN DESIGNED TO BEAR ON UNDISTURBED SOIL HAVING AN ASSUMEDALLOWABLE BEARING CAPACITY OF 1 TON PER SQUARE FOOT. SOIL BEARING CAPACITY TO BE DETERMINED BY SOIL TESTS PRIORTO CONSTRUCTION. IF BEARING MATERIALS WITH LOWER BEARING CAPACITY ARE ENCOUNTERED, THE UNDERLYING UNSUITABLEMATERIAL SHALL BE REMOVED AND REPLACED WITH SUITABLE MATERIAL TO BE APPROVED BY THE ENGINEER.STRUCTURAL STEEL:1. MATERIALWIDE FLANGE SHAPES: ASTM A-992 (Fy 50 KSI)OTHER ROLLED SHAPES & PLATES: ASTM A-36 (Fy 36 KSI)STRUCTURAL TUBING, HSS SHAPES: ASTM A-500, GRADE B (Fy 46 KSI)HEADED SHEAR STUDS: COMPLY WITH AWS D1.1FIELD BOLTS: ASTM A-325, 34" MIN DIA., UNOANCHOR RODS: ASTM F-1554 (Fy 36 KSI), UNO3. PRIME PAINTING IS REQUIRED FOR ALL STEEL WHICH WILL BE VISIBLE IN THE COMPLETED BUILDING AND IS NOT SCHEDULED TORECEIVE FIRE PROOFING, INCLUDING AREAS OF EXPOSED STRUCTURE SHOWN ON ARCHITECTURAL DRAWINGS.4. ALL EXTERIOR WALL LINTELS, LEDGE ANGLES, CANOPY FRAMING, MEMBERS ABOVE THE ROOF LINE AND STEEL EXPOSED TOWEATHER SHALL BE HOT DIPPED GALVANIZED, UNLESS NOTED OTHERWISE.COORDINATION AND CONSTRUCTION:1. FIELD VERIFY EXISTING DIMENSIONS AND ELEVATIONS WHICH AFFECT FABRICATION PRIOR TO SUBMITTAL OF SHOP DRAWINGSAND FABRICATION.2. REFER TO ARCHITECTURAL AND MECHANICAL DRAWINGS FOR ADDITIONAL, EMBEDDED ITEMS, SLEEVES, FLOOR PITCHES, FILLS,AND DEPRESSIONS.3. STRUCTURAL FRAMING PLANS ARE TYPICALLY DRAWN AS REFLECTED PLANS SHOWING BEAMS, WALLS, AND COLUMNS ON THEUNDERSIDE OF THE LEVEL SHOWN.4. BRACE ENTIRE STRUCTURE AS REQUIRED TO MAINTAIN STABILITY UNTIL COMPLETE AND FUNCTIONING AS THE DESIGNED UNIT.5. DO NOT BACKFILL FOUNDATION WALLS SPANNING BETWEEN BASEMENT SLABS AND STRUCTURAL FLOORS UNTIL SUPPORTINGSLABS ARE IN PLACE.6. VERIFY EXACT SIZE AND LOCATION OF ALL WALL, FLOOR, AND ROOF OPENINGS PRIOR TO SUBMISSION OF SHOP DRAWINGS.SHOW ALL OPENINGS ON SHOP DRAWINGS.8. IN ACCORDANCE WITH GENERALLY ACCEPTED CONSTRUCTION PRACTICES, CONTRACTOR WILL BE SOLELY AND COMPLETELYRESPONSIBLE FOR CONDITIONS OF THE JOB SITE, INCLUDING SAFETY OF ALL PERSONS AND PROPERTY DURING PERFORMANCE OFTHE WORK. THIS REQUIREMENT WILL APPLY CONTINUOUSLY AND NOT BE LIMITED TO WORKING HOURS.9. THE DUTY OF THE ENGINEER TO CONDUCT CONSTRUCTION REVIEW OF CONTRACTORS PERFORMANCE IS NOT INTENDED TOINCLUDE REVIEW OF ADEQUACY OF CONTRACTORS SAFETY MEASURES IN, ON, OR NEAR THE CONSTRUCTION SITE.10. CONTRACTOR IS RESPONSIBLE FOR TEMPORARY SUPPORT DURING BEAM INSTALLATION.
9/12/2018 WebStructural - Beam Design
https://webstructural.com/beam-designer.html 1/4
Model
Steel A36 L7X4X1/2 (26.6 in ) 1 Span 2 Loads Continuous Bracing
AISC Steel ASD
1
12' 0"
Pinned Pinned
D = 0.07 k/ft L = 0.21 k/ft
D = 0.18 k/ft
Analyze & Design
4
AISC ASD - L7X4X1/2 - A36 Design OK
0.73
8.60 kip-ft
11.86 kip-ft
F10.2: Lateral-Torsional Buckling
6' 0"
D + L
0.72
Service Cases
Wind Limit
Bending
Ma (Demand)
Mn/Ω (Capacity)
Controlling Equation
Location
Load Combo
Deflection
Based On
Max Service Case
9/12/2018 WebStructural - Beam Design
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Fy Reactions (lbs)
Support D L Lr S W E H R
0 1577 1260 0 0 0 0 0 0
1 1577 1260 0 0 0 0 0 0
Mz Reactions (lb-in)
Support D L Lr S W E H R
0 -0-00 00 000
-0.286 in = L/510
L/360
L/360
L/360
L/240
Max Dy
Live Load Limit
Dead + Live Limit
Snow or Wind Limit
Total Load Limit
0.05
2.48 kip
45.27 kip
G2.1: Nominal Shear Strength
0' 0"
D + L
L7X4X1/2
17.90 lbs/ft
Included
26.60 in 4
Continuous Bracing
Shear
Vr (Demand)
Vn/Ω (Capacity)
Controlling Equation
Location
Load Combo
Design Info
Shape Type
Weight
Self Weight
Ix
Bracing
9/12/2018 WebStructural - Beam Design
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1 0 0 0 00 00 0
Plots Load Combinations
Dy (inches)
Shear (lbs)
Moment (lb-inches)
Legend
D D + L
D + Lr D + R
D + 0.75L + 0.75Lr D + 0.75L + 0.75R
D - W D - 0.7E
D + 0.75W + 0.75L + 0.75R D + 0.525E + 0.75L + 0.75R
0.6D - W 0.6D - 0.7E
0 2040608010012
-0.30
-0.20
-0.10
0.00
0 20 40 60 80 100 12
-0.30
-0.20
-0.10
0.00
0 2040608010012
0
1000
2000
3000
-3000
-2000
-1000
0 20 40 60 80 100 12
0
1000
2000
3000
-3000
-2000
-1000
0 2040608010012
0
25000
50000
75000
100000
125000
0 20 40 60 80 100 12
0
25000
50000
75000
100000
125000
Numerical Results Load Combination D
Extremes
Type Value Location
9/12/2018 WebStructural - Beam Design
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Max dy (in)72 -0.16
Max Shear (lbs)0 1380
Max Moment (lb-in)72 57378
Details
Location (in) Dy (in) Shear (lbs) Moment (lb-in)
0 0 1380 592
18 -0.06 1380, 986 25436
36 -0.11 986, 592 43181
54 -0.15 592, 197 53829
72 -0.16 197, -197 57378
90 -0.15 -197, -592 53829
108 -0.11 -592, -986 43181
126 -0.06 -986, -1380 25436
144 0 -1380 592