24C-047 pdfsfor17woodlawnbobwalkerpermitapplication
Epstein A-1.pdf Epstein_v2019.vwx
8-24-18 ml CONSTRUCT ASSOCIATES, INC. 36 SERVICE CENTER NORTHAMPTON, MA 01060 tel: 584-1224 fax: 584-7504 PROPOSED FIRST FLOOR PLAN A-1 1/4" = 1'-0" RENOVATIONS FOR: RACHEL BROOKS, NOAH
EPSTEIN RESIDENCE 17 WOODLAWN AVENUE NORTHAMPTON, MA 01060 FIRST FLOOR PLAN 1/4" = 1'-0" 1 UP DINING ROOM DNUP DN 36" W REFR. BREAKFAST/ FAMILY ROOM TV ROOM LIVING ROOM ENTRY HALL ENTRY
/ MUDROOM OFFICE PANTRY SCREEN PORCH 1/2 BATH CLOSET ALTERNATE WORK: NEW 4'-0" FRENCH DOORS CLOSET 3'-6" 3'-6" 4'-2" 9'-0" FARMHOUSE SINK DW ALTERNATE WORK: NEW 6'-0" WIDE FRENCH DOORS:
SWING TO BE DETERMINED: HEADER TBD ALTERNATE WORK: NEW 4'-0" FRENCH DOORS BLOCK OFF WINDOW, INFILL BRICK OPENING CREATE CAVITY FOR NEW STEEL BEAM INSTALLATION NEW W10 X 45 BEAM ABOVE:
SEE STRUCTURAL PLANS NO WORK 48" GAS RANGE TREX DECK TREX DECK NO WORK DN DN REFINISH FLOOR REFINISH FLOOR KITCHEN NEW OAK FLOOR NEW POST: SEE STRUCTURAL PLANS 10'-11" 2'-6" REMOVE
WALL AND DOOR REPLACE HINGES TO ALLOW PASSTHROUGH SWING BASE CABINETS BELOW, OPEN SHELVES ABOVE STRIP WALLS, SPRAY FOAM INSULATION, NEW GWB AT PANTRY EXISTING HEAT RISERS RADIATOR RADIATOR
2'-6" WINDOW WELL AT SILL LEVEL TALL CAB ISLAND TOP W/ WATERFALL ENDS 8'-7 1/2"6'-5" DN 13'-11 3/4" REMOVE WALLS TRENCH EXISTING AC LINES INTO WALL WATERFALL END 9-13-18 10-16-18 10-25-18
10-25-18 10-25-18 10-26-18 B A B A 123 CC Drawn By DateIssue 123 10-29-18 11-5-18 11-28-18 12-3-18 12-4-18 1-3-19
17 Woodlawn Avenue, Northampton FINAL STRUCTURAL DRAWING 2B01 (10-20-18).pdf S1_lintel
EXISTING FOUNDATION WALL NOTE: EXISTING FIRST FLOOR JOISTS TO REMAIN. FLOOR JOISTS RUN SAME DIRECTION AS SECOND FLOOR JOISTS (FLOOR JOISTS NOT SHOWN ON THIS PLAN FOR CLARITY) 2B01: L7x4x12"
DOUBLE ANGLE LINTEL NEW 12' CLEAR OPENING 2B01 TO BEAR ON EXISTING 12" MASONRY WALL. WELD 7" WIDE x 12" LONG x 3 8 " THICK A36 STEEL PLATE TO BOTTOM OF 2B01 TO BEAR ON WALL. EXISTING
FLOOR JOISTS TO REMAIN 1FIRST FLOOR AND FOUNDATION FRAMING PLAN SCALE: 1 4 " = 1'-0" NO.DATE SHEET TITLE: COMMENTS OF R E V I S I O N S PROJECT: DRAWN BY: CHECKED BY: SCALE: DATE: STRUCTURAL
ENGINEER: SSB Engineering, LLC 146 Front Street, Scituate MA 02066 www.ssbengineering.com 617.646.7480 ENGINEER STAMP: JESSE KROPELNICKI, P.E. NOT FOR CONSTRUCTION 1 S1 EPPSTEIN RESIDENCE
17 Woodlawn Avenue Northampton, Massachusetts Notes, Details, Framing Plans T. Strassburg S. Moseley October 20, 2018 1/4" = 1'-0" 2SECOND FLOOR FRAMING PLAN SCALE: 1 4 " = 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: STEEL PROJECT SPECIFIC DESIGN CRITERIA: 1.DESIGN CODES AND CRITERIA: THE MINIMUM STRUCTURAL DESIGN
SHALL BE IN ACCORDANCE WITH THE MASSACHUSETTS STATE BUILDING 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 LOADS STAIRS, LANDINGS, ELEVATED PLATFORM100 PSF RESIDENTIAL LIVING SPACE40 PSF FOUNDATION SLAB60 PSF CITY/TOWN OF DESIGN CRITERIA:NORTHAMPTON
, MA SNOW LOAD: GROUND SNOW LOAD (pg)40 PSF WIND LOAD: BASIC WIND SPEED (Vult)117 MPH 3.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 ASSUMED ALLOWABLE BEARING CAPACITY OF 1 TON PER SQUARE FOOT. SOIL BEARING CAPACITY TO BE DETERMINED BY SOIL TESTS PRIOR TO
CONSTRUCTION. IF BEARING MATERIALS WITH LOWER BEARING CAPACITY ARE ENCOUNTERED, THE UNDERLYING UNSUITABLE MATERIAL SHALL BE REMOVED AND REPLACED WITH SUITABLE MATERIAL TO BE APPROVED
BY THE ENGINEER. STRUCTURAL STEEL: 1.MATERIAL WIDE 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 D1.1 FIELD BOLTS: ASTM A-325, 34" MIN DIA., UNO ANCHOR RODS: ASTM F-1554 (Fy 36 KSI), UNO 3.PRIME PAINTING IS REQUIRED FOR ALL
STEEL WHICH WILL BE VISIBLE IN THE COMPLETED BUILDING AND IS NOT SCHEDULED TO RECEIVE 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 TO WEATHER 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 DRAWINGS AND 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 THE
UNDERSIDE 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 SUPPORTING SLABS 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 COMPLETELY RESPONSIBLE FOR CONDITIONS OF
THE JOB SITE, INCLUDING SAFETY OF ALL PERSONS AND PROPERTY DURING PERFORMANCE OF THE 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 TO INCLUDE 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 https://webstructural.com/beam-designer.html 2/4 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 -0 0 0 0 0 0 0 -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 https://webstructural.com/beam-desig
ner.html 3/4 1 0 0 0 0 0 0 0 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 20 40 60 80 100 12 -0.30 -0.20 -0.10 0.00 0 20 40 60 80 100 12 -0.30 -0.20 -0.10 0.00 0 20 40 60 80 100 12
0 1000 2000 3000 -3000 -2000 -1000 0 20 40 60 80 100 12 0 1000 2000 3000 -3000 -2000 -1000 0 20 40 60 80 100 12 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 https://webstructural.com/beam-designer.html 4/4 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
Epstein A-2 CABS.pdf Epstein_v2019.vwx
243620 NORTH 3ISLAND ELEVATION - FACING EAST 1/2" = 1'-0" 4ISLAND ELEVATION - FACING WEST 1/2" = 1'-0" 3'-0" 8'-4" VERIFY FARMHOUSE SINK, 32 11/16" WIDE 2418 18 RECYCLING PULL-OUT TRASH
PULL-OUT 2618 24 1'-9" 1'-6" MICROWAVE DRAWER 9'-0" 3'-0 1/2" BEVERAGE COOLER WATERFALL ENDS (MARBLE) 1.5 2" 2" 2" 4236 1.5 FIXED DOOR PANEL VERIFY 48 STAINLESS STEEL EXHAUST HOOD,
24 5 1/2" 4'-3" 1.5 6'-1" 5'-3" to door trim 5'-1 1/2" 19'-8" REPLACE DOOR?