1. ALL DETAILING FABRICATION AND ERECTION SHALL CONFORM TO ALL DETAILING FABRICATION AND ERECTION SHALL CONFORM TO MBC 2015 SECTION 2205 CODE, THE LATEST EDITION OF "AISC SPECIFICATION FOR STRUCTURAL FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS AND AISC CODE OF STANDARD PRACTICE FOR STEEL BUILDING AND BRIDGES. 2. ALL STRUCTURAL STEEL SHALL BE ASTM A-992 (UNLESS NOTED ALL STRUCTURAL STEEL SHALL BE ASTM A-992 (UNLESS NOTED OTHERWISE) HAVING %%UFy-50,000 PSI. 3. ALL FIELD CONNECTIONS SHALL CONTAIN MINIMUM TWO 3/4" ALL FIELD CONNECTIONS SHALL CONTAIN MINIMUM TWO 3/4" DIAMETER HIGH STRENGTH BOLTS (ASTM A-325) CONSIDERING THREADS INCLUDED IN SHEAR PLAN. 4. ALL WELDING SHALL BE DONE BY CERTIFIED WELDERS USING ALL WELDING SHALL BE DONE BY CERTIFIED WELDERS USING ELECTRIC ARC METHODS IN ACCORDANCE WITH LATEST EDITION OF "AWS CODE FOR WELDING IN BUILDING CONSTRUCTION". E70XX ELECTRODES TO BE USED. 5. ALL MATERIALS FURNISHED UNDER THIS SECTION SHALL BE COATED ALL MATERIALS FURNISHED UNDER THIS SECTION SHALL BE COATED WITH A RUST INHIBITIVE PRIMER PAINT. 6. STEEL FABRICATOR TO PROVIDE SHOP DRAWINGS FOR ARCHITECTS STEEL FABRICATOR TO PROVIDE SHOP DRAWINGS FOR ARCHITECTS APPROVAL. THE SHOP DRAWINGS SHALL INCLUDE CONNECTION DETAILS FOR ALL STRUCTURAL STEEL MEMBERS. SPECIFY THAT STEEL JOIST AND JOIST GIRDER STRUCTURAL MEMBERS ARE TO BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH THE REFERENCE STANDARD. 7. NO COMBUSTIBLES IN PLENNUM SPACENO COMBUSTIBLES IN PLENNUM SPACE
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%%UMASONRY NOTES
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CONTRACTOR & ALL SUB-TRADES ARE RESPONSIBLE FOR REVIEWING &
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COMPLYING WITH ALL APPLICABLE SPECIFICATIONS CONTAINED HEREIN. WHERE
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DISCREPANCIES OCCUR BETWEEN DESIGN DRAWINGS AND THESE NOTES,
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DESIGN DRAWING SPECIFICATIONS ARE TO SUPERCEDE.
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%%UGENERAL WORKMANSHIP
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A. ALL WORK SHALL BE IN COMPLIANCE WITH THE LATEST BUILDING
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CODE REQUIREMENTS FOR MASONRY STRUCTURES, MICHIGAN BUILDING
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CODE, ACI 530/ASCE 5/TMS402 AND SPECIFICATIONS FOR MASONRY
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STRUCTURES ACI 530.1/ASCE 6/TMS 602 AND N.C.M.A. SPECIFICATIONS.
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B. THE MASONRY CONTRACTOR IS RESPONSIBLE FOR THE DESIGN AND
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PLACEMENT OF ALL TEMPORARY SHORING NECESSARY FOR THE STABILITY OF
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MASONRY STRUCTURES DURING CONSTRUCTION AND PRIOR TO THE
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COMPLETION OF THE PROJECT AS SHOWN IN IT'S ENTIRETY IN THE
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CONSTRUCTION DOCUMENTS.
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C. ALL MASONRY BELOW GRADE OR FIN. SLAB ON GRADE SHALL BE
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SOLID OR HAVE CORES GROUTED SOLID.
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D. INTERIOR WALLS TO BE TIED TO THE BUILDINGS' STRUCTURAL STEEL
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AT THE TOP OF THE WALL @ 48" O.C. MAX. WITH A CONNECTION CAPABLE
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OF MIN. 1" VERT. DEFLECTION. VERIFY CONNECTION DETAIL WITH ENGINEER.
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%%UMATERIALS
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A. ALL MORTAR SHALL BE TYPE "M" or "S".
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B. ALL CONCRETE MASONRY UNITS SHALL CONFORM TO THE LATEST
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VERSION OF THE FOLLOWING:
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ASTM C 90 FOR LOAD BEARING OR REINFORCED CONCRETE UNITS.
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ASTM C 744 FOR PREFACED CONCRETE AND CALCIUM SILICATE UNITS.
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ASTM C 55 GRADE N FOR CONCRETE BRICK, i.e. SPLIT FACE.
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ASTM C 73 FOR CALCIUM SILICATE FACE BRICK.
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C. ALL CLAY OR SHALE FACING BRICK SHALL CONFORM TO ASTM C 216.
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ALL CLAY OR SHALE HOLLOW BRICK SHALL CONFORM TO ASTM C 652.
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D. ALL MASONRY SHALL DEVELOP A 28 DAY MINIMUM PRISM STRENGTH
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fm = 1500 psi.
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E. ALL REINFORCING BARS, DOWELS, AND TIES SHALL CONFORM TO
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ASTM A 615 GRADE 60. REINFORCING STEEL SHALL BE CONTINUOUS AND
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HAVE A MINIMUM 50 BAR DIAMETER LAP AND BE PLACED IN ACCORDANCE
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WITH ACI 530/ASCE 5/TMS402.
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CONTRACTOR TO VERIFY ALL DIMENSIONS AND EXISTING CONDITIONS IN THE FIELD.
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CONTRACTOR: PROVIDE COLD FORMED ENGINEERING SHOP DRAWINGS FOR REVIEW BY THE STRUCTURAL ENGINEER & ARCHITECT.
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END OF WALL
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SCALE: NOT TO SCALE
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.
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.
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8" x 12" x 16" REINF. C.M.U.
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GROUT SOLID W/NON-SHRINK GROUT
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#5 BARS
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C.M.U. UNDER BEARING PLATE
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SCALE: NOT TO SCALE
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.
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.
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GROUT SOLID W/NON-SHRINK GROUT
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1 - #5 BARS FOR JOIST 2 - #5 BARS FOR BEAMS
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C.M.U. WALL OPENING SIDE
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SCALE: NOT TO SCALE
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.
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.
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OPENING
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VERIFY
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VERTICAL REINF. TO BE #5 BARS
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12" x 16" REINF. C.M.U.
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VERTICAL REINF. TO BE #5 BARS
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GROUT SOLID W/NON-SHRINK GROUT
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WALL CORNER
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SCALE: NOT TO SCALE
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.
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#5 BARS
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8" x 12" x 16"
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OR 8" x 12" x 16"
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REINF. C.M.U.
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GROUT SOLID W/NON-SHRINK GROUT
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WALL CORNER UNDER BEAM
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SCALE: NOT TO SCALE
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2 - #5 BARS
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8" x 12" x 16"
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OR 8" x 12" x 16"
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REINF. C.M.U.
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GROUT SOLID W/NON-SHRINK GROUT
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#4 REBAR 2'-0" FOOT LONG ON
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EACH SIDE, EVERY FOUR COURSES
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BEARING PLATE
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C
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L
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COL
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%%UCOLUMN FOOTING DETAIL (TYP.)
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NOT TO SCALE
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1/2" FIBER EXPANSION JOINT
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NEW 4" CONCRETE FLOOR SLAB CONSTRUCTION JOINT
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FIN. FLR. ELEV.=100.0
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CONCRETE FLOOR SLAB
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3/4" NON-SHRINK GROUT
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COLUMN PAD FOOTING
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4 - LONG HOOKED EMBEDDED ANCHORS
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REBARS EACH WAY, TOP & BOTTOM
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BEARING CAPACITY 3,000 PSF. MIN.
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0'-4"
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0'-4"
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1. ALL DETAILING FABRICATION AND ERECTION SHALL CONFORM ALL DETAILING FABRICATION AND ERECTION SHALL CONFORM TO MBC 2015 SECTION 2205 CODE, THE LATEST EDITION OF "AISC SPECIFICATION FOR STRUCTURAL FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS AND AISC CODE OF STANDARD PRACTICE FOR STEEL BUILDING AND BRIDGES. 2. ALL STRUCTURAL STEEL SHALL BE ASTM A-992 (UNLESS NOTED ALL STRUCTURAL STEEL SHALL BE ASTM A-992 (UNLESS NOTED OTHERWISE) HAVING %%UFy-50,000 PSI. 3. ALL FIELD CONNECTIONS SHALL CONTAIN MINIMUM TWO 3/4" ALL FIELD CONNECTIONS SHALL CONTAIN MINIMUM TWO 3/4" DIAMETER HIGH STRENGTH BOLTS (ASTM A-325) CONSIDERING THREADS INCLUDED IN SHEAR PLAN. 4. ALL WELDING SHALL BE DONE BY CERTIFIED WELDERS USING ALL WELDING SHALL BE DONE BY CERTIFIED WELDERS USING ELECTRIC ARC METHODS IN ACCORDANCE WITH LATEST EDITION OF "AWS CODE FOR WELDING IN BUILDING CONSTRUCTION". E70XX ELECTRODES TO BE USED. 5. ALL MATERIALS FURNISHED UNDER THIS SECTION SHALL BE ALL MATERIALS FURNISHED UNDER THIS SECTION SHALL BE COATED WITH A RUST INHIBITIVE PRIMER PAINT. 6. STEEL FABRICATOR TO PROVIDE SHOP DRAWINGS FOR STEEL FABRICATOR TO PROVIDE SHOP DRAWINGS FOR ARCHITECTS APPROVAL. THE SHOP DRAWINGS SHALL INCLUDE CONNECTION DETAILS FOR ALL STRUCTURAL STEEL MEMBERS. SPECIFY THAT STEEL JOIST AND JOIST GIRDER STRUCTURAL MEMBERS ARE TO BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH THE REFERENCE STANDARD. 7. NO COMBUSTIBLES IN PLENNUM SPACENO COMBUSTIBLES IN PLENNUM SPACE
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1. THE STRUCTURE IS DESIGNED FOR THE FOLLOWING LIVE LOADS, IN THE STRUCTURE IS DESIGNED FOR THE FOLLOWING LIVE LOADS, IN STRUCTURE IS DESIGNED FOR THE FOLLOWING LIVE LOADS, IN STRUCTURE IS DESIGNED FOR THE FOLLOWING LIVE LOADS, IN IS DESIGNED FOR THE FOLLOWING LIVE LOADS, IN IS DESIGNED FOR THE FOLLOWING LIVE LOADS, IN DESIGNED FOR THE FOLLOWING LIVE LOADS, IN DESIGNED FOR THE FOLLOWING LIVE LOADS, IN FOR THE FOLLOWING LIVE LOADS, IN FOR THE FOLLOWING LIVE LOADS, IN THE FOLLOWING LIVE LOADS, IN THE FOLLOWING LIVE LOADS, IN FOLLOWING LIVE LOADS, IN FOLLOWING LIVE LOADS, IN LIVE LOADS, IN LIVE LOADS, IN LOADS, IN LOADS, IN IN IN ADDITION TO THE LATERAL LOADS AND SUPERIMPOSED DEAD TO THE LATERAL LOADS AND SUPERIMPOSED DEAD TO THE LATERAL LOADS AND SUPERIMPOSED DEAD THE LATERAL LOADS AND SUPERIMPOSED DEAD THE LATERAL LOADS AND SUPERIMPOSED DEAD LATERAL LOADS AND SUPERIMPOSED DEAD LATERAL LOADS AND SUPERIMPOSED DEAD LOADS AND SUPERIMPOSED DEAD LOADS AND SUPERIMPOSED DEAD AND SUPERIMPOSED DEAD AND SUPERIMPOSED DEAD SUPERIMPOSED DEAD SUPERIMPOSED DEAD DEAD DEAD LOADS AND SELF-WEIGHT OF THE STRUCTURE. UNIFORM DEAD LOAD: ROOF DECKING AND MEMEBRANE: 3 PSF, INSULATION: 4.5 PSF, BALLASTED ROOF: 10 PSF, HANGING COLATERAL LOADS: 6 PSF TOTAL DEAD LOAD: 23.5 PSF BUILDING OCCUPANCY CATEGORY: II II LIVE LOADS: 1. ROOF SNOW LOAD: ROOF SNOW LOAD: a. GROUND SNOW LOAD: 25.0 PSF GROUND SNOW LOAD: 25.0 PSF 25.0 PSF b. FLAT ROOF SNOW LOAD (Pf): (MINIMUM ROOF LOAD): 25.0 PSF FLAT ROOF SNOW LOAD (Pf): (MINIMUM ROOF LOAD): 25.0 PSF 25.0 PSF c. SNOW EXPOSURE FACTOR (Ce): 1.0 SNOW EXPOSURE FACTOR (Ce): 1.0 1.0 d. SNOW LOAD IMPORTANCE FACTOR (I): 1.0 SNOW LOAD IMPORTANCE FACTOR (I): 1.0 1.0 e. THERMAL FACTOR (Ct): 1.0 THERMAL FACTOR (Ct): 1.0 1.0 f. ADDITIONAL LOADING DUE TO DRIFTING AT CHANGES IN ROOF ADDITIONAL LOADING DUE TO DRIFTING AT CHANGES IN ROOF ELEVATIONS AND ICE AT OVERHANGS PER APPLICABLE CODE. TOTAL ROOF DESIGN LOAD: 35 PSF TOTAL FIRST FLOOR LOAD 120 PSI WIND LOAD: 1. BASIC WIND SPEED (3-SECOND GUST): 115.0 MPH BASIC WIND SPEED (3-SECOND GUST): 115.0 MPH 115.0 MPH 2. RISK CATEGORY: II (2) RISK CATEGORY: II (2) 3. EXPOSURE CATEGORY: B EXPOSURE CATEGORY: B B 4. INTERNAL PRESSURE COEFFICIENT: +/- 0.18 INTERNAL PRESSURE COEFFICIENT: +/- 0.18 +/- 0.18 5. MAIN FORCE RESISTING STRUCTURAL SYSTEM (EQUIVALENT STATIC MAIN FORCE RESISTING STRUCTURAL SYSTEM (EQUIVALENT STATIC FORCE RESISTING STRUCTURAL SYSTEM (EQUIVALENT STATIC FORCE RESISTING STRUCTURAL SYSTEM (EQUIVALENT STATIC RESISTING STRUCTURAL SYSTEM (EQUIVALENT STATIC RESISTING STRUCTURAL SYSTEM (EQUIVALENT STATIC STRUCTURAL SYSTEM (EQUIVALENT STATIC STRUCTURAL SYSTEM (EQUIVALENT STATIC SYSTEM (EQUIVALENT STATIC SYSTEM (EQUIVALENT STATIC (EQUIVALENT STATIC (EQUIVALENT STATIC STATIC STATIC FORCE): a. MINIMUM UNIFORM 16.0 PSFMINIMUM UNIFORM 16.0 PSF16.0 PSF
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%%UDESIGN LOADS
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%%USTRUCTURAL NOTES
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%%UEARTHQUAKE DESIGN DATA
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1. OCCUPANCY CATEGORY II
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2. MAPPED SPECTRAL RESPONSE ACCELVATION Ss = 0.127g & S1=0.046g
6. SECTION 11.6 (ASCE7-10) DESIGN REQUIREMENT FOR SDC B
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7. EQUIVALENT LATERAL FORCE PROCEDURE
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8. Cs = SDs / (R/I)
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9. RESPONSE MODIFICATION FACTOR R=5
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10. SECTION 12.8 (ASCE7-10)
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1/4" STEEL LEVELING PLATE
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0'-8"
ASSOCIATES
FOUNDATION GENERAL NOTES
GENERAL NOTE:
2.
SPECIAL INSPECTIONS
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DESIGNED:
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SHEET #
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CHECKED:
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FILE NAME :
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SCALE :
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SHEET TITLE
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DRAWN:
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RESIDENTIAL
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INDUSTRIAL
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COMMERCIAL
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DESIGN
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ARCHITECTURAL
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ISSUED FOR
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DATE
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JOB #:
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PROPOSED BUILDING:
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ZAINABIA CENTER
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2230 CRUMB ROAD
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COMMERCE TWP, MICHIGAN
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19096
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DM
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LE
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LE
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AS NOTED
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FOUNDATION
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PLAN
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S.100
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PERMIT/ BIDS
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2-22-21
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FOUNDATION PLAN
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SCALE: 1/8" = 1'-0"
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NORTH
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A
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B
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C
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1
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2
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3
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4
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5
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D
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B
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B.1
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C
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B.9
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A
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B.7
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C.2
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C.2
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D
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2.1
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2.5
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2.9
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1
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4
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4.9
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2.3
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B.3
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2.7
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5
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4.9
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1
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A.301
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3
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A.301
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2
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A.301
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4
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A.301
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1
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A.302
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3
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A.302
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SIZE
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FOOTING SCHEDULE
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MARK
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REINFORCING
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COMMENTS
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F1
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24"X42"
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4-#5 TOP & BOT.
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F2
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F3
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F4
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F5
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CONCRETE PIER
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F6
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-
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CONCRETE TRENCH FOOTING
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16"X42"
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24"X16"
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16"X12"
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2'-8"X2'-8"X 3'-6"
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4-#5 & #4 @ 12" O.C.,
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W/ 4- #4 BOTH DIR. TOP & BOT.
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SPREAD FOOTING
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2.1
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2.9
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FOUNDATION DESIGN IS BASED ON SOIL BORINGS AND REPORT PREPARED BY ENGINEERING SERVICES, INC. DATED AUGUST 17, 2020. FOOTING CONTRACTOR TO CLOSLY FOLLOW RECOMENDATIONS AND REPORT OUTLINE. THE FOOTINGS ARE DESIGNED FOR A MIN SOIL BEARING CAPACITY OF 3,000 PSF. EXCAVATION OF FILLS, ORGANIC MATERIALS AND OTHER UNSUITABLE MATERIAL IS TO BE REMOVED UNTIL THE MIN. SOIL BEARING IS OBTAINED PER AN ONSITE SOILS ENGINEER. PAD FOOTING IS TO EXTEND TO THAT POINT. IF WATER IS ENCOUNTERED DOING EXCAVATION, CONTRACTOR TO CONSULT WITH DEWATERING CONTRACTOR FOR RECOMENDATIONS.
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ALL REINFORCING STEEL SHALL BE DEFORMED BARS
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GRADE 60 CONFORMING TO THE LATEST EDITION OF
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A MINIMUM YIELD STRENGTH OF 60,000 PSI
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WELDED WIRE FABRIC ASTM A-185-01
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ASTM A 615/A 615M-00 OR ASTM-616 AND HAVE
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SPECIFICATIONS FOR STRUCTURAL CONCRETE (ACI 301-99)
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REINFORCEMENT:
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DESIGN, DETAILING, FABRICATION AND CONSTRUCTION OF
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THE LATEST EDITION OF THE FOLLOWING CODES GOVERNS
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ALL REINFORCED CONCRETE:
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2.
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1.
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2.
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CONCRETE:
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1.
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2.
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UNLESS OTHERWISE NOTED ALL CONCRETE SHALL BE NORMAL
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WEIGHT AND SHALL DEVELOP MINIMUM COMPRESSIVE STRENGTH
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28 DAYS AS FOLLOWS PER TABLE 1904.3:
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A.
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B.
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C.
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SUBMITTED TO ARCHITECT FOR RECORD.
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ALL FOUNDATION EXCAVATIONS SHALL BE INSPECTED & CERTIFIED
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BY A QUALIFIED SOILS TESTING FIRM. ALL REPORTS ARE TO BE
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EXTERIOR FOUNDATIONS SHALL HAVE MINIMUM DEPTH OF 42" BELOW
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FINISHED GRADE OR SLAB.
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CONTRACTOR SHALL CONFIRM SAFE NET SOIL CAPACITY OF
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3,000 PSF & NOTIFY ARCHITECT OF DISCREPANCY FOR POSSIBLE
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FOUNDATION REDESIGN.
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2.
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FOUNDATION:
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MASONRY CONSTRUCTION AND MATERIALS SHALL CONFORM
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TO ALL REQUIREMENTS OF THE FOLLOWING:
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1.
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TRENCH FOOTINGS, PAD FOOTINGS ......MIN. 3,000 PSI
MASONRY CONSTRUCTION/ DESIGN STANDARD TO COMPLY WITH AMERICAN CONC. INSTITUTE ACI 530-08, AMERICAN SOCIETY OF CIVIL ENG. ASCE 5-08 AND THE MASONRY SOCIETY. TMS 402-08
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STEEL BAR REINFORCEMENT SHALL CONFORM TO ASTM A615, GRADE 60. HORIZONTAL JOINT REINFORCEMENT SHALL BE “LADDER TYPE WITH 3/16 DIAMETER LONGITUDINAL BARS.
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CONCRETE CONSTRUCTION SHALL CONFORM TO ACI 318-08 BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE, AND ACI STANDARD 301-99 BY AMERICAN CONCRETE INSTITUTE, AND CRSI STANDARD FOR PLACING CONCRETE.
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DETAILS AND DETAILING OF CONCRETE REINFORCEMENT SHALL CONFORM TO ACI 315-99 STANDARDS AND ALSO TO THE MANUAL OF STANDARD PRACTICES AS PUBLISHED BY CRSI.
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MASONRY: 1. MASONRY CONSTRUCTION AND MATERIALS SHALL CONFORM MASONRY CONSTRUCTION AND MATERIALS SHALL CONFORM TO ALL REQUIREMENTS OF THE FOLLOWING: MASONRY CONSTRUCTION/ DESIGN STANDARD TO COMPLY WITH AMERICAN CONC. INSTITUTE ACI 530-08, AMERICAN SOCIETY OF CIVIL ENG. ASCE 5-08 AND THE MASONRY SOCIETY. TMS 402-08 2. STEEL BAR REINFORCEMENT SHALL CONFORM TO ASTM A615, STEEL BAR REINFORCEMENT SHALL CONFORM TO ASTM A615, GRADE 60. HORIZONTAL JOINT REINFORCEMENT SHALL BE “LADDER TYPE WITH 3/16 DIAMETER LONGITUDINAL BARS.
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4. COORDINATE WITH UNDERGROUND PLUMBING AND CIVIL.
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5. COORDINATE ROOF CONDUCTORS WITH PLUMBING,
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1. BOTTOM OF ALL EXTERIOR FOOTINGS TO EXTEND DOWN TO A
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REFER TO ARCHITECTURAL SHEETS FOR TOP & BOTTOM STEEL
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MIN. OF 42" BELOW FINISH GRADE
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ELEVATION HEIGHTS
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3. ALL FOOTING REINFORCEMENT, MUST BE BENT TO OVERLAP MINIMUM 3'-0" AT ALL CORNERS
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SPECIAL INSPECTIONS SHALL BE PERFORMED BY A THIRD PARTY TESTING AGENCY - PER SECTION. 1704 MBC 2015. THE SPECIAL INSPECTIONS SHALL INCLUDE STEEL FABRICATION AND ERECTION - SECTION 1704.3, WELDING INSPECTION - SEC. 1704.3.1 CONCRETE STRENGTH, REINFORCING STEEL AND ANCHOR BOLT INSTALLATION, - SECTION 1704.4, MASONRY ERECTION SECTION 1704.5, SOILS SECTION 1704.7 ALL TEST AND INSPECTION REPORTS SHALL BE SUBMITTED DIRECTLY TO THE COMMERCE TWP. BUILDING DEPARTMENT.
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ROOFING AND CONCRETE FOUNDATION CONTRACTORS.
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F1
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F1
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F1
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F1
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F1
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F1
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F1
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F1
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F1
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F4
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F4
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CONCRETE TRENCH FOOTING
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2-#5 TOP & BOT., #5 @ 48" O.C. DOWELS
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F1
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#5 @ 32" O.C. DOWELS 2 FT. IN & 3 FT. ABOVE
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F1
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F3
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F3
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F3
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F2
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#5 @ 32" O.C. DOWELS 2 FT. IN & 3 FT. ABOVE
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SPREAD FOOTING
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2-#5 & #4 @ 12" O.C.,
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#5 @ 32" O.C. DOWELS 2 FT. IN & 3 FT. ABOVE
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F6
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F6
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F6
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F6
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F6
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F6
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F6
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F6
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F6
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F5
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F5
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F5
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F5
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F-4
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F-4
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F-4
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F-4
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F-4
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18"X42"
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CONCRETE TRENCH FOOTING
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2-#5 TOP & BOT., #5 @ 48" O.C. DOWELS
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OVERLAP BAR REINFORCEMENT MIN. 2'-0' ON ALL FOOTING CORNERS
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4" CONCRETE SLAB ON GRADE: WITH 6X6 - W2.1XW2.1 W.W.F. ON 6 MIL VAPOR BARRIER ON 4" GRANULAR SOIL ON 95% COMPACTED SUBGRADE
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FACE OF 6" CMU
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FACE OF 6" CMU
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FACE OF 6" CMU
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FACE OF 6" CMU
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2"x24" PERIMETER R-10 RIGID INSUL. UNDER SLAB, TYP.
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2"x24" PERIMETER R-10 RIGID INSUL. UNDER SLAB, TYP.
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2"x24" PERIMETER R-10 RIGID INSUL. UNDER SLAB, TYP.
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2"x24" PERIMETER R-10 RIGID INSUL. UNDER SLAB, TYP.
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2"x24" PERIMETER R-10 RIGID INSUL. UNDER SLAB, TYP.
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2"x24" PERIMETER R-10 RIGID INSUL. UNDER SLAB, TYP.
FOR BEAM & BRG. PL. SIZE SEE PLAN AND/OR SCHEDULES.
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FILL BLOCK CORES W/ GROUT 16" WIDE FULL HEIGHT.
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SEE PLAN AND/ OR SCHEDULE FOR MASONRY WALL REINFORCING.
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SEE BEARING PLATE SCHEDULE FOR ANCHOR SIZE.
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WEB CUT OUT IF REQ'D. FOR TOP REINF.
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3000 PSI GROUT PLACED MONOLITHICALLY
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STD. UNITS W/ WEB CUT OUTGROUTED SOLID
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GROUT SOLID 3-COURSES VERT. (MIN.) BELOW BEARING
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ADDL. REINF. AT OPENING
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STD. UNIT
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BOND BEAM
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TRIANGLE ZONE SEE NOTE #2
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NOTES: 1. PLACE LINTEL BEAMS CENTERED ON BLOCK, U.N.O. PLACE LINTEL BEAMS CENTERED ON BLOCK, U.N.O. 2. ALL EXTERIOR LINTEL PLATES AND ANGLES TO BE GALVANIZED (G90 COATING) ALL EXTERIOR LINTEL PLATES AND ANGLES TO BE GALVANIZED (G90 COATING) 3. LINTELS NOT SPECIFICALLY SIZED BY DRAWINGS AND DETAIL SECTIONS LINTELS NOT SPECIFICALLY SIZED BY DRAWINGS AND DETAIL SECTIONS SHALL COMPLY WITH THE FOLLOWING: a. WALLS OR VENEERS OF 4" OR LESS IN THICKNESS: WALLS OR VENEERS OF 4" OR LESS IN THICKNESS: 1. 5 x 3 1/2 x 3/8 L.L.V. (EXT. WALLS). b. WALLS 8" OR MORE IN THICKNESS (FOR EA. 4" WIDTH OF MASONRY WALLS 8" OR MORE IN THICKNESS (FOR EA. 4" WIDTH OF MASONRY THICKNESS): STITCH WELD DOUBLE ANGLES TOGETHER @ 12" O.C. MAX. TOP & BOTTOM. 1. UP TO 4'-0" WIDE OPENING: 1L 3 1/2 x 4 x 5/16 LLV. 2. OVER 4'-0" UP TO 7'-0" WIDE OPENING: 1L 3 1/2 x 5 x 5/16 LLV. 3. OVER 7'-0" WIDE OPENING: STRUCTURAL LINTEL REQUIRED. c. ABOVE LINTELS TO HAVE 8" BEARING @ EACH END.ABOVE LINTELS TO HAVE 8" BEARING @ EACH END.
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CONCENTRATED LOAD AT BOTTOM CHORD
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ADD 2L'S-2 1/2x2 1/2x1/4 @ EA. CONCENTRATED LOAD
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ADD GUSSET PL's WHERE REQD. COORDINATE WITH JOIST MANUFACTURER
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CONCENTRATED LOAD @ TOP CHORD.
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TYP. EA. END.
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3/16"
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VARIES
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NOTE COORDINATE SIZE & LOCATION OF OPENINGS W/MECH. DRAWINGS
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1/2" THRUBOLTS W/PIPE SPACER @ 24" O.C.
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L 6x4x5/16 LLV + 1/4"x6" CONT. PL. ARROUND MECH. UNIT (TYP)
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L6x4x3/8 x 1'-0" LONG
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TOP OF CURB EL.
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T.O.S. EL. VARIES
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3/16" PL. CONT.
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PRE-FAB CURB BY MECH. CONTRACTOR.
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MECH. UNIT
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C
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JOIST
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C6x8.2 CONT. W/1/2" THRUBOLTS @ 24" O.C.
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MECH. UNIT
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PRE-FAB CURB
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VERIFY W/ EQUIPT. CONTRACTOR.
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WELD DECK TO PL. @ 2'-0" O.C.
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JOIST EL VARIES SEE PLAN
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L6x4x5/16 LLV (TYP.) BELOW CURB
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WELD 3/16" PLATE x 8" WIDE BELOW PRE FAB CURB.
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PROVIDE JOIST REINF. 2L'S - 2 1/2x2 1/2x1/4 BY STRUCT. STEEL CONTRACTOR.
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C
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RTU, VERIFY EXACT
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SIZE WITH MANUF. SPEC.
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PERIMETER OF RTU TYP
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5x3x3/8 LLV ANGLE AT
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STL JST. SEE ROOF FRAMING PLAN
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2 L2-1/2x2-1/2x1/4 WEB REINF. TYP.
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ROOF MEMBRANE
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ON ROOF INSUL ON
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MTL DECKING. SEE
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ARCH. & STRUCT.
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STL JST TYP. SEE ROOF
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FRAMING PLAN
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ELASTIC ROOF FLASHING @ ROOF CURB PERIMETER
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PREFAB CURB BY HVAC SUPPLIER
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F.R.T BLOCKING AT ROOF DECKING BETWEEN DECK FLUTES UNDER CURB
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RTU, VERIFY EXACT
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SIZE WITH MANUF. SPEC.
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F.R.T BLOCKING AT ROOF DECKING BETWEEN DECK FLUTES UNDER CURB
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ELASTIC ROOF FLASHING @ ROOF CURB PERIMETER
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PREFAB CURB BY HVAC SUPPLIER
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PERIMETER OF RTU
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5x3x3/8 LLV ANGLE AT
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1/8"
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DESIGNED:
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SHEET #
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CHECKED:
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FILE NAME :
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SCALE :
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SHEET TITLE
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DRAWN:
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RESIDENTIAL
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INDUSTRIAL
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COMMERCIAL
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DESIGN
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ARCHITECTURAL
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ISSUED FOR
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DATE
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JOB #:
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PROPOSED BUILDING:
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ZAINABIA CENTER
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2230 CRUMB ROAD
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COMMERCE TWP, MICHIGAN
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19096
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DESIGNED:
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CHECKED:
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FILE NAME :
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SCALE :
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DRAWN:
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RESIDENTIAL
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INDUSTRIAL
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COMMERCIAL
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DESIGN
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ARCHITECTURAL
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ISSUED FOR
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DATE
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JOB #:
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PROPOSED BUILDING:
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ZAINABIA CENTER
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2230 CRUMB ROAD
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COMMERCE TWP, MICHIGAN
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19096
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ASSOCIATES
ASSOCIATES
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DM
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LE
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LE
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AS NOTED
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-
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STRUCTURAL
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DETAILS
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S.105
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PERMIT/ BIDS
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2-22-21
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DESIGNED:
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FILE NAME :
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SCALE :
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SHEET TITLE
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DRAWN:
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RESIDENTIAL
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INDUSTRIAL
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COMMERCIAL
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DESIGN
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ARCHITECTURAL
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ISSUED FOR
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DATE
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JOB #:
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PROPOSED BUILDING:
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ZAINABIA CENTER
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2230 CRUMB ROAD
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COMMERCE TWP, MICHIGAN
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19096
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DESIGNED:
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CHECKED:
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FILE NAME :
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SCALE :
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SHEET TITLE
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DRAWN:
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RESIDENTIAL
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INDUSTRIAL
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COMMERCIAL
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DESIGN
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ARCHITECTURAL
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ISSUED FOR
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DATE
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JOB #:
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PROPOSED BUILDING:
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ZAINABIA CENTER
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2230 CRUMB ROAD
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COMMERCE TWP, MICHIGAN
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19096
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DETAIL
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SCALE: 1 1/2" = 1'-0"
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1
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S.105
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B.2
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ROOF JOIST
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4X9X1/2" STEEL PLATE
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1/2" BOLT THRU DOUBLE ANGLE
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HSS 3X3X3/16"
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ROOF JOIST
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4X9X1/2" STEEL PLATE
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1/2" BOLT THRU DOUBLE ANGLE
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HSS 3X3X3/16"
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DETAIL
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SCALE: 1 1/2" = 1'-0"
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2
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S.105
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MAX.
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1 1/4" DIA. STD. PIPE GUARDRAIL
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1/2" ROD
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1" DIA. STD. PIPE
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1 1/4" DIA. STD. PIPE GUARDRAIL
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1 1/4" DIA. STD. PIPE POST 6'-0" O.C. MAX.
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4X4X1/4" STEEL ANGLE
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W8X18
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W8X18
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W8X18
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W8X18
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W8X15
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W8X15 REFER TO STRUCTURAL PLAN FOR SPACING
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HSS 3X3X3/16"
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1/4" COVER PLATE
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DETAIL
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SCALE: 1" = 1'-0"
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3
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S.105
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BOX HEADER
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TD1 : SIMPSON STRONG TIE HTT4 W/ (18) #10 SCREW BOLT & 5/8" THREADED BAR X 16" EMBEDMENT
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TD2 : SIMPSON STRONG TIE LSTA12 W/ (12) #10
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TD1
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TD2
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SW
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SHEAR WALL
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SW
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TD1
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TD1
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TD1
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TD1
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TD2
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1" x 3/16" STEEL FLAT BAR, ONE ON EACH SIDE
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LAP
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STRAP
ASSOCIATES
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DESIGNED:
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DRAWN:
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RESIDENTIAL
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INDUSTRIAL
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COMMERCIAL
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DESIGN
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ARCHITECTURAL
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ISSUED FOR
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DATE
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JOB #:
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PROPOSED BUILDING:
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ZAINABIA CENTER
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2230 CRUMB ROAD
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COMMERCE TWP, MICHIGAN
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19096
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DM
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AS NOTED
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FOUNDATION
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PLAN DETAILS
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S.106
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PERMIT/ BIDS
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2-22-21
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4.9
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5
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4.7
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@ 12" CMU STAIR WALL
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@ CANOPY POST
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@ 8" CMU WALL
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4
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4.9
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5
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C.2
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C
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B.9
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B.7
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B.3
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B.1
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B
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A
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4
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3
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PLAN DETAIL
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SCALE 3/8" = 1'-0"
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2
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S.106
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PLAN DETAIL
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SCALE 3/8" = 1'-0"
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1
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S.106
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THE ELEVATION OF THE TOP OF CONCRETE WALL THIS AREA (TOOTH) = 99'-4" (1 COURSE BELOW ) FINISH FLOOR
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THE ELEVATION OF THE TOP OF CONCRETE WALL THIS AREA (TOOTH) = 99'-4" (1 COURSE BELOW ) FINISH FLOOR
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SEE A.400 SERIES FOR TOP OF CONCRETE WALLS AT PORCH AREAS
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SEE A.400 SERIES FOR TOP OF CONCRETE WALLS AT PORCH AREAS
