04-FWW Salem SR Structural Bid and Permit 6-26-2020 Stamped12'-0"
EXISTING ENTRY DOOR AND SIDELIGHTS TO
BE REMOVED
EXISTING COLUMNS TO REMAIN
EXISTING CONCRETE MASONRY WALL (CMU)
EXISTING 24" OPEN WEB STEEL
ROOF JOISTS AT 5'0" SPACING,
SPAN FROM FRONT TO REAR WALLS
+/- 16'-0"
W16X36
[ +11'-4"
10" FROST WALL (TYP)
24" X 10" FOOTING (TYP)7'-0" MIN3
S1.0
NEW STEEL LINTEL. FASTEN TO
BEARING PLATE W/ 1/4" FILLET
WELD EACH SIDE OF BEAM FLANGE
NEW 4" CONCRETE SLAB ON GRADE W/
6X6-W1.9XW1.9 WWF
PORTION OF EXISTING MASONRY WALL
TO BE REMOVED. PROVIDE TEMP.
SHORING AS REQUIRED
PROVIDE 8' MIN. BEARING FOR NEW
LINTEL ON 7"X10"X1/2" STEEL BEARING
PLATE WITH (2) 1/2" HEADING STUDS.
GROUT COURSES BELOW BEARING
SOLID. TYPICAL
EXISTING CONCRETE FOOTING. V.I.F.
DRILL AND SET NEW WALL AND FOOTING
REINFORCING INTO EXIST. PIER AND
FOOTING, TYPICAL
NEW STOREFRONT WINDOW SYSTEM, SEE
ARCH. DWGS. VERIFY EXISTING FRAMING
FOR TOP ATTACHMENT
+/- 15'-2"+/- 4'-5"+/- 4'-5"10"
CONC. SLAB ON GRADE.
SEE PLAN FOR SIZE AND
REINF REGS.
COORD. INSULATION
REQS. WITH ARCH DWGS
SUITABLE SUBGRADE
COMPACTED TO 95%
MAX DRY DENSITY
#4 DOWELS AT 48" O/C
#4 BARS CONT. TOP AND
BOTTOM
(3) #4 BARS CONT.
7"7"3" CLR10"4'-0" MINDate
Scale
Job No.
Date
Sheet No.
Mark
DMA 2020 C
ALL PLANS, SPECIFICATIONS AND
IDEAS ARE THE PROPERTY OF
DMA. RIGHTS OF USE ARE
CONDITIONAL AND ARE GRANTED
UNDER FULL COMPENSATION AND
LIMITED TO A ONE-TIME USE TO
CONSTRUCT A SINGLE PROJECT
ON THE SITE SO INDICATED. USE
OF THE WORK AND ANY
DERIVATIVE WORK COVERED
UNDER THIS COPYRIGHT FOR
OTHER PROJECTS IS PROHIBITED.
THE USE OR REPRODUCTION OF
THESE PLANS FOR APPLICATION
IS STRICTLY PROHIBITED. ANY
OTHER CONSTRUCTION OR
PERMIT WITHOUT PRIOR WRITTEN
PERMISSION OF DMAprepared for:STRUCTURAL PLANSlocation:Architecture - Interiors - Land Planning49 Brookview Terr. Lunenburg, MA 01462dm@dmcquaidarchitect.com978-340-5922Damon McQuaidArchitect98 ADAMS STREET SUITE 105 LEOMINSTER, MA 01453F.W. WEBB SALEMS1.0NEW ENTRY STRUCTURAL LINTEL AND FOUNDATION PLANS89 Margin Street, Salem, MA06/26/20
200203GREEN LEAFCONSTRUCTIONTHE DESIGN, CONSTRUCTION, AND QUALITY CONTROL OF ALL WORK
PERFORMED ON THE PROJECT SHALL CONFORM TO THE FOLLOWING
BUILDING CODE AND ALL REFERENCED STANDARDS THEREIN:
9th EDITION MASSACHUSETTS BUILDING CODE –780 CMR,
EFFECTIVE OCTOBER 20, 2017. (BASED ON IBC 2015 WITH LOCAL
AMENDMENTS)
-GOVERNING CODE -
IBC 2009 CODE REFERENCED STANDARDS INCLUDE, BUT ARE NOT
LIMITED TO:
ASCE 7-05 -MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER
STRUCTURES
AISC 360-05 -SPECIFICATIONS FOR STRUCTURAL STEEL
BUILDINGS
ACI 318-05 -BUILDING CODE REQUIREMENTS FOR STRUCTURAL
CONCRETE
ACI 301-05 -SPECIFICATIONS FOR STRUCTURAL CONCRETE
AISI 2001 -NORTH AMERICAN SPECIFICATION FOR THE DESIGN
OF COLD-FORMED STEEL STRUCTURAL MEMBERS
-DESIGN DATA-
1. OCCUPANCY CATEGORY II
2. DEAD LOADS
FLOOR DEAD LOADS
ROOF DEAD LOADS
3. FLOOR LIVE LOADS:
OFFICE BUILDINGS:
FIRST FLOOR 100 PSF
4. SNOW LOADS:
PROJECT LOCATION SALEM, MA
GROUND SNOW LOAD, Pg 50 PSF
FLAT-ROOF SNOW LOAD, Pf 35 PSF
SNOW EXPOSURE FACTOR, Ce 1.0
SNOW LOAD IMPORTANCE FACTOR, Is 1.0
THERMAL FACTOR, Ct 1.0
• WIND LOADS:
BASIC WIND SPEED (3-SEC), V 127 MPH
WIND IMPORTANCE FACTOR, Iw 1.0
1. MEANS AND METHODS ARE THE CONTRACTOR’S RESPONSIBILITY.
2. STRUCTURAL CONTRACT DOCUMENTS ARE COMPLEMENTARY WITH
THOSE OF OTHER DESIGN DISCIPLINES. THE CONTRACTOR SHALL
PROVIDE A COMPLETE SET OF DOCUMENTS TO SUBCONTRACTORS
SO THAT THEY MAY REFER TO OTHER DISCIPLINES AS REQUIRED
FOR COORDINATION.
3. CONFLICTS BETWEEN STRUCTURAL DOCUMENTS AND DOCUMENTS OF
OTHER DESIGN DISCIPLINES SHALL BE BROUGHT TO THE
ATTENTION OF THE ARCHITECT OF RECORD (AOR) AND THE
ENGINEER OF RECORD (EOR) FOR RESOLUTION.
4. THESE DRAWINGS REPRESENT THE COMPLETED PROJECT WHICH
HAS BEEN DESIGNED FOR THE WEIGHTS OF THE MATERIALS
INDICATED ON THE DRAWINGS AND FOR THE SUPERIMPOSED
LOADS INDICATED IN THE CODE DESIGN DATA. IT IS THE
CONTRACTOR’S RESPONSIBILITY TO DETERMINE ALLOWABLE
CONSTRUCTION LOADS AND TO PROVIDE PROPER DESIGN AND
CONSTRUCTION OF FALSEWORK, FORMWORK, STAGINGS, BRACING,
SHEETING AND SHORING, ETC. ANY APPROVAL BY THE ENGINEER
WILL NOT RELIEVE THE CONTRACTOR OF FULL RESPONSIBILTY,
FOR SHORING AND/OR BRACING.
5. THE CONTRACTOR AND SUBCONTRACTOR SHALL REVIEW ALL
ADDITIONAL DRAWINGS FOR PITS, OPENINGS, SLEEVES,
CONCRETE HOUSEKEEPING PADS, INSERTS, DEPRESSIONS AND/OR
OTHER SPECIFIC ITEMS NOT CALLED OUT FOR ON THE STRUCTURAL
DRAWINGS. SPECIFIC ATTENTION TO THE ARCHITECTURAL AND
MECHANICAL PLANS IS REQUIRED TO COVER ALL ITEMS IN
BIDDING.
6. ALL OPENINGS, SLEEVES, SLOTS, ETC. NOT SPECIFICALLY
DETAILED ON THE STRUCTURAL DRAWINGS MUST BE APPROVED IN
THE FIELD BY THE ENGINEER'S REPRESENTATIVE. HOLES LARGER
THAN 8" SHALL NOT BE FORMED OR CUT IN ANY BEARING WALL
UNLESS THE EXACT SIZE, LOCATIONS, AND FRAME DETAILS HAVE
BEEN SUBMITTED IN WRITING TO THE ENGINEER AND APPROVED
BY THE ENGINEER.
7. ALL COSTS OF ENGINEERING INVESTIGATION AND/OR REDESIGN,
DUE TO NON-CONFORMANCE WITH THE CONSTRUCTION DOCUMENTS,
SHALL BE AT THE CONTRACTOR’S EXPENSE.
-GENERAL -
1. PLAN REFERENCES TO EXISTING FRAMING/CONDITIONS ARE FOR
REFERENCE ONLY AND SHOULD NOT BE CONSTRUED AS ACTUAL
FIELD CONDITIONS.
2. THE CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS AND
DIMENSIONS AND REPORT ANY DISCREPANCIES AND
OBSERVATIONS TO THE AOR/EOR BEFORE PROCEEDING WITH ANY
WORK.
-EXISTING CONDITIONS -
1. CONTRACTOR SHALL SUBMIT CONCRETE MIX DESIGNS TO THE
ENGINEER FOR APPROVAL. SUBMITTAL INCLUDE TEST REPORTS
FROM A QUALIFIED TESTING AGENCY DEMONSTRATING THAT TEST
RESULTS FOR TRIAL MIX BATCHES FOR EACH CONCRETE MIX
DESIGN COMPLY WITH ACI 301 AND THE ADDITIONAL
REQUIREMENTS OF THE PROJECT CONTRACT DOCUMENTS.
2. CONCRETE MIXES SHALL CONFORM TO ASTM C94 AND WITH THE
FOLLOWING:
a. PORTLAND CEMENT:ASTM C150 TYPE I OR II
b. NORMAL WEIGHT AGGREGATES:ASTM C33
c. WATER POTABLE
d. AIR-ENTRAINING ADMIXTURES:ASTM C260
e. WATER-REDUCING ADMIXTURES:ASTM C494, MID-RANGE
TYPE A, HIGH RANGE
TYPE F OR G
f. ACCELERATOR ADMIXTURES:ASTM C494, TYPE C
g. RETARDER ADMIXTURES:ASTM C494, TYPE D
h. CORROSION INHIBITOR:ASTM C494, TYPE C
CALCIUM CHLORIDE IS PROHIBITED IN CONCRETE MIXES.
3. SCHEDULE OF CONCRETE 28-DAY STRENGTHS:
• LOCATION •28-DAY
STRENGTH
a. ELEVATED SLABS 4000 PSI
b. INTERIOR SLABS ON GRADE 4000 PSI
c. FOOTINGS _____ PSI
d. FOUNDATIONS AND RETAINING WALLS _____ PSI
e. EXTERIOR SLABS SUBJECT TO DEICERS 4500 PSI
4. STEEL REINFORCEMENT SHALL BE PLACED WITH THE FOLLOWING
MINIMUM CONCRETE CLEAR COVER:
a. SURFACES CAST AGAINST EARTH 3”
b. SURFACES BACKFILLED WITH EARTH 2”
c. SURFACES EXPOSED TO WEATHER:
• #6 -#18 BARS 2"
• #3 -#5 BARS 1-1/2"
d. SHELTERED CONCRETE:
• SLABS, WALLS, JOISTS 3/4"
• BEAMS, COLUMNS 1-1/2"
5. CONCRETE SHALL BE PROTECTED FROM HOT OR COLD WEATHER AS
REQ'D BY ACI 305 AND 306, RESPECTIVELY.
6. CONCRETE SHALL BE CURED BY AN APPROVED ACI METHOD.
7. CONSTRUCTION JOINTS IN STRUCTURAL CONCRETE SHALL BE
LOCATED IN THE MIDDLE THIRD OF THE SPAN OR OTHER
APPROVED LOCATIONS OF MINIMUM SHEAR.
8. AT CONSTRUCTION JOINTS, PROVIDE 3" X 4" TREATED BEVELED
KEYS IN WALL VERTICAL JOINTS.
9. LIMIT MAXIMUM AREA BETWEEN CONSTRUCTION JOINTS AND
CONTRACTION JOINTS IN SLABS-ON-GRADE TO 24-36 TIMES SLAB
THICKNESS -APPROXIMATELY SQUARE.
10. NO SLEEVE SHALL BE PLACED THROUGH ANY CONCRETE ELEMENT
UNLESS AUTHORIZED BY THE STRUCTURAL DRAWINGS, APPROVED
SLEEVING SUBMITTAL OR SPECIFICALLY AUTHORIZED IN WRITING
BY THE STRUCTURAL ENGINEER. ALL INSERTS AND SLEEVES SHALL
BE CAST-IN-PLACE WHENEVER FEASIBLE.
11. CORE DRILLING SHALL NOT BE PERMITTED UNLESS AUTHORIZED
IN WRITING BY THE STRUCTURAL ENGINEER.
12. SPLICES OF REINFORCEMENT SHALL BE MADE BY CONTACT
TENSION LAP SPLICES, UNLESS OTHERWISE NOTED ON THE
APPROVED PLACEMENT DRAWINGS OR AUTHORIZED BY THE
STRUCTURAL ENGINEER IN WRITING.
13. THE CONTRACTOR SHALL TAKE MEASURES TO AVOID DRILLING OR
CUTTING OF ANY EXISTING REINFORCING AND DESTRUCTION OF
CONCRETE WHEN INSTALLING EXPANSION BOLTS OR ADHESIVE
ANCHORS.
14. CONTRACTOR SHALL PROVIDE ADDITIONAL CONCRETE AS
NECESSARY TO MAINTAIN A LEVEL SLAB SURFACE AT THE
ELEVATION INDICATED. ACTUAL SLAB THICKNESS MAY VARY DUE
TO BEAM AND DECK DEFLECTIONS.
15. DO NOT PLACE ANY TYPE OF CONDUITS/PIPES IN ANY ELEVATED
STRUCTURAL SLAB ON DECK.
16. NO WELDING OF REINFORCING SHALL BE PERMITTED UNLESS
SPECIFICALLY CALLED FOR OR APPROVED BY THE STRUCTURAL
ENGINEER.
17. CONCRETE SLABS SHALL ACHIEVE 28-DAY DESIGN STRENGTH
PRIOR TO THE APPLICATION OF ANY SUPERIMPOSED LOADS SUCH
AS CURTAIN WALLS, MASONRY VENEERS, OR STAIRS.
18. CONCRETE STEEL REINFORCEMENT SHALL BE GRADE 60 KSI HIGH
BOND DEFORMED BARS MEETING ASTM A615 REQUIREMENTS.
19. STEEL REINFORCEMENT SHOULD BE TIED IN MATS OR CAGES AND
PLACED ON CHAIRS.
20. ALL WELDED WIRE MESH SHALL BE SMOOTH BARS CONFORMING TO
ASTM A-185.
-CONCRETE AND REINFORCEMENT -
IBC 2015 CODE REFERENCED STANDARDS INCLUDE, BUT ARE NOT
LIMITED TO:
ASCE 7-10 -MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER
STRUCTURES
AISC 360-10 -SPECIFICATIONS FOR STRUCTURAL STEEL
BUILDINGS
ACI 318-14 -BUILDING CODE REQUIREMENTS FOR STRUCTURAL
CONCRETE
ACI 301-13 -SPECIFICATIONS FOR STRUCTURAL CONCRETE
AISI S100-12 -NORTH AMERICAN SPECIFICATION FOR THE
DESIGN OF COLD-FORMED STEEL STRUCTURAL MEMBERS
3/8" = 1'-0"S1.0
1 EXISTING ENTRANCE
3/8" = 1'-0"S1.0
2 PROPOSED ENTRANCE LINTEL AND FOUNDATION PLAN
3/4" = 1'-0"S1.0
3 TYPICAL FOUNDATION WALL 1 5 GREENLEAF WOODS DRIVE #302 PORTSMOUTH, NH 03801T. 603.319.1817 F. 877.808.1817WWW.SUMMITENGINEERINGINC.COM