PROJECT LOCATION: GENERAL NOTES - …. slab on grade per 1/s2.01. slab on grade per 1/s2 ... and installation of reinforcing and accessories in accordance with aci 315 and aci 318.

26403

DAVIDSON

JUSTIN R.

A. SLAB ON GRADE PER 1/S2.01. SLAB ON GRADE PER 1/S2.01. B. THE SLAB SHALL BE UNDERLAIN BY A MINIMUM 10-MIL "STEGO WRAP" CLASS A VAPOR RETARDER BY STEGO INDUSTRIES OR VAPOR BLOCK 10 THE SLAB SHALL BE UNDERLAIN BY A MINIMUM 10-MIL "STEGO WRAP" CLASS A VAPOR RETARDER BY STEGO INDUSTRIES OR VAPOR BLOCK 10 BY RAVEN INDUSTRIES TO BE PLACED BELOW THE FLOOR SLAB WHERE REQUIRED TO PROTECT MOISTURE-SENSITIVE FLOOR COVERINGS (I.E. TILE, OR CARPET, ETC.). THE SHEETS OF THE VAPOR RETARDER MATERIAL SHALL BE EVALUATED FOR HOLES AND/OR PUNCTURES PRIOR TO PLACEMENT AND THE EDGES OVERLAPPED AND TAPED WITH STEGO OR RAVEN TAPE. IF MATERIALS UNDERLYING THE SYNTHETIC SHEET CONTAIN SHARP, ANGULAR PARTICLES.

%%USPECIAL INSPECTIONS NOTES

%%UFOUNDATION NOTES

%%USLAB-ON-GRADE NOTES

A. PROVIDE DIFFERENT CLASSES OF CONCRETE AS SHOWN BELOW. PROVIDE BATCH MIXING, TRANSPORTATION, PLACING AND CURING OF PROVIDE DIFFERENT CLASSES OF CONCRETE AS SHOWN BELOW. PROVIDE BATCH MIXING, TRANSPORTATION, PLACING AND CURING OF CONCRETE IN ACCORDANCE WITH RECOMMENDATIONS OF ACI 301 AND ACI 318. USE TYPE I PORTLAND CEMENT (ASTM C150) UNLESS OTHERWISE NOTED. PROVIDE ADMIXTURES AND SPECIAL REQUIREMENTS AS SPECIFIED. 1. NORMAL WEIGHT(150 PCF), F'c = 3,500 PSI CONCRETE AT 28 DAYS (MINIMUM OF 5 SACKS OF PORTLAND CONCRETE PER CUBIC YARD). 1. NORMAL WEIGHT(150 PCF), F'c = 3,500 PSI CONCRETE AT 28 DAYS (MINIMUM OF 5 SACKS OF PORTLAND CONCRETE PER CUBIC YARD). a. ALL CONCRETE GRADE SUPPORTED SLABS: MID TO HIGH RANGE WATER REDUCING AGENT. a. ALL CONCRETE GRADE SUPPORTED SLABS: MID TO HIGH RANGE WATER REDUCING AGENT. b. GRADE BEAMS AND FOOTINGS. b. GRADE BEAMS AND FOOTINGS. B. UNLESS SPECIFIED BELOW, CONCRETE MUST REACH THE FOLLOWING PERCENTAGES OF ITS 28 DAY COMPRESSIVE STRENGTH (F'c) BEFORE UNLESS SPECIFIED BELOW, CONCRETE MUST REACH THE FOLLOWING PERCENTAGES OF ITS 28 DAY COMPRESSIVE STRENGTH (F'c) BEFORE FORMS MAY BE REMOVED: C. REFERENCE THE APPROPRIATE DISCIPLINE DRAWINGS FOR SUBSLAB PIPING, FLOOR DRAINS AND SLAB AND WALL PENETRATIONS.REFERENCE THE APPROPRIATE DISCIPLINE DRAWINGS FOR SUBSLAB PIPING, FLOOR DRAINS AND SLAB AND WALL PENETRATIONS.

%%UCONCRETE NOTES

A. BUILDING AND DESIGN CODES: 1. INTERNATIONAL BUILDING CODE 2015. INTERNATIONAL BUILDING CODE 2015. 2. ASCE 7-10 MINIMUM DESIGN LOADS BUILDING AND OTHER STRUCTURES. 3. AFPA NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION, 2015 EDITION. 4. ACI 318 BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE, 2011. B. DESIGN LOADS:

%%UGENERAL NOTES

A. PROVIDE DETAILING, FABRICATION, AND INSTALLATION OF REINFORCING AND ACCESSORIES IN ACCORDANCE WITH ACI 315 AND ACI 318. PROVIDE DETAILING, FABRICATION, AND INSTALLATION OF REINFORCING AND ACCESSORIES IN ACCORDANCE WITH ACI 315 AND ACI 318. B. PROVIDE NEW BILLET STEEL REINFORCING BARS IN ACCORDANCE WITH ASTM A 615, GRADE 60. PROVIDE NEW BILLET STEEL REINFORCING BARS IN ACCORDANCE WITH ASTM A 615, GRADE 60. C. PROVIDE ANCHOR BOLTS CONFORMING TO THE STANDARDS OF ASTM F1554 GR 36 UNLESS OTHERWISE NOTED. PROVIDE ANCHOR BOLTS CONFORMING TO THE STANDARDS OF ASTM F1554 GR 36 UNLESS OTHERWISE NOTED. D. COORDINATE PLACEMENT OF CAST-IN-PLACE EMBEDMENTS AND ANCHOR BOLTS. SET ANCHOR BOLTS WITH A TEMPLATE. SECURELY ATTACH COORDINATE PLACEMENT OF CAST-IN-PLACE EMBEDMENTS AND ANCHOR BOLTS. SET ANCHOR BOLTS WITH A TEMPLATE. SECURELY ATTACH EMBEDDED ITEMS TO FORMWORK OR REINFORCING. E. MINIMUM SPLICE LENGTH SHALL BE 30 BAR DIAMETERS UNLESS NOTED OTHERWISE ON THE PLANS OR STANDARD DETAILS. PROVIDE STANDARD MINIMUM SPLICE LENGTH SHALL BE 30 BAR DIAMETERS UNLESS NOTED OTHERWISE ON THE PLANS OR STANDARD DETAILS. PROVIDE STANDARD 90-DEGREE HOOKS IN ACCORDANCE WITH ACI 318, UNLESS OTHERWISE NOTED. STAGGER SPLICES UNLESS SPECIFICALLY NOTED. F. MAINTAIN THE FOLLOWING CONCRETE COVERAGE FOR REINFORCING STEEL UNLESS OTHERWISE NOTED: MAINTAIN THE FOLLOWING CONCRETE COVERAGE FOR REINFORCING STEEL UNLESS OTHERWISE NOTED: G. DO NOT WELD OR BEND REINFORCEMENT IN THE FIELD UNLESS SPECIFICALLY SHOWN OR APPROVED BY STRUCTURAL ENGINEER. DO NOT WELD OR BEND REINFORCEMENT IN THE FIELD UNLESS SPECIFICALLY SHOWN OR APPROVED BY STRUCTURAL ENGINEER. H. WHERE REQUIRED, PROVIDE DOWELS TO MATCH SIZE AND SPACING OF MAIN REINFORCING. WHERE REQUIRED, PROVIDE DOWELS TO MATCH SIZE AND SPACING OF MAIN REINFORCING. I. PROVIDE CONTINUOUS HORIZONTAL WALL/GRADE BEAM REINFORCEMENT WITH 90-DEGREE BENDS AND EXTENSIONS AT CORNERS AND PROVIDE CONTINUOUS HORIZONTAL WALL/GRADE BEAM REINFORCEMENT WITH 90-DEGREE BENDS AND EXTENSIONS AT CORNERS AND INTERSECTIONS AS SHOWN ON TYPICAL BAR PLACING DETAILS. J. PROVIDE BAR SUPPORT ACCESSORIES IN ACCORDANCE WITH THE LATEST ACI MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED PROVIDE BAR SUPPORT ACCESSORIES IN ACCORDANCE WITH THE LATEST ACI MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES. SUPPORT BEAM REINFORCING ON BEAM BOLSTERS SPACED NOT MORE THAN 4 FEET ON CENTER. K. PROVIDE BAR SUPPORTS WITH PLASTIC COATED LEGS OR HOT DIP GALVANIZING AFTER FABRICATION FOR CONCRETE EXPOSED TO VIEW. PROVIDE PROVIDE BAR SUPPORTS WITH PLASTIC COATED LEGS OR HOT DIP GALVANIZING AFTER FABRICATION FOR CONCRETE EXPOSED TO VIEW. PROVIDE STAINLESS STEEL BAR SUPPORTS FOR CONCRETE TO RECEIVE A SANDBLAST FINISH.

%%UREINFORCING STEEL NOTES

1.

2.

CONCRETE CAST AGAINST EARTH:

CONCRETE EXPOSED TO WEATHER:

3"

a. NO. 6 AND LARGER

b. NO. 5 AND SMALLER

1 1/2"

2"

A. REFERENCE DRAWINGS FOR EPOXY ANCHORING SYSTEM. REFERENCE DRAWINGS FOR EPOXY ANCHORING SYSTEM. B. INSTALL BOLTS AND DOWELS IN ACCORDANCE WITH CURRENT ICBO REPORT FOR THE BOLT, AND RECOMMENDATIONS OF THE MANUFACTURER. FOLLOW INSTALL BOLTS AND DOWELS IN ACCORDANCE WITH CURRENT ICBO REPORT FOR THE BOLT, AND RECOMMENDATIONS OF THE MANUFACTURER. FOLLOW MANUFACTURER'S INSTRUCTIONS EXPLICITLY. C. INSTALL BOLTS AND DOWELS PERPENDICULAR TO THE FACE OF CONCRETE, UNLESS OTHERWISE INDICATED IN THE DRAWINGS. INSTALL BOLTS AND DOWELS PERPENDICULAR TO THE FACE OF CONCRETE, UNLESS OTHERWISE INDICATED IN THE DRAWINGS. D. DIAMETER OF DRILLED HOLES SHALL BE IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. DO NOT REDIRECT HOLES ALONG LENGTH OF BOLT. DIAMETER OF DRILLED HOLES SHALL BE IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. DO NOT REDIRECT HOLES ALONG LENGTH OF BOLT. E. DRILL HOLES IN CONTINUOUS OPERATION. BLOW DUST FROM THE HOLE USING COMPRESSED AIR. DRILL HOLES IN CONTINUOUS OPERATION. BLOW DUST FROM THE HOLE USING COMPRESSED AIR. F. FILL ABANDONED HOLES WITH EPOXY GROUT. FILL ABANDONED HOLES WITH EPOXY GROUT. G. INSTALLATION OF EPOXY ANCHORED DOWELS AND BOLTS SHALL BE CONTINUOUSLY INSPECTED BY THE TESTING LABORATORY TO ENSURE THAT HOLES INSTALLATION OF EPOXY ANCHORED DOWELS AND BOLTS SHALL BE CONTINUOUSLY INSPECTED BY THE TESTING LABORATORY TO ENSURE THAT HOLES ARE OF THE PROPER DIAMETER AND LENGTH, ARE PROPERLY CLEANED, AND THAT BOLTS ARE INSTALLED CORRECTLY. H. UNLESS NOTED OTHERWISE ADHESIVE ANCHORS, REBAR, OR THREADED RODS, SHALL BE HILTI HIT-HY 200 MAX ANCHORS. INSTALL ACCORDING TO THE UNLESS NOTED OTHERWISE ADHESIVE ANCHORS, REBAR, OR THREADED RODS, SHALL BE HILTI HIT-HY 200 MAX ANCHORS. INSTALL ACCORDING TO THE MANUFACTURER'S RECOMMENDATIONS.

%%UEPOXY ANCHORED DOWELS AND BOLTS

%%USTRUCTURAL WOOD NOTES

3.VERIFY, AT THE FREQUENCY SPECIFIED IN THE FOUNDAITON VERIFY, AT THE FREQUENCY SPECIFIED IN THE FOUNDAITON NOTES AND GEOTECHNICAL REPORT, THAT THE IN-PLACE DRY DENSITY OF COMPACTEDFILL COMPLIES WITH THE FOUNDATION NOTES AND GEOTECHNICAL REPORT.

2.FILL PLACEMENT 12" THICK OR GREATER - VERIFY THAT THE FILL PLACEMENT 12" THICK OR GREATER - VERIFY THAT THE MATERIAL BEING USED AND MAXIMUM LIFT THICKNESS COMPLY WITH THE FOUNDATION NOTES AND GEOTECHNICAL REPORT.

1.PRIOR TO THE PLACEMENT OF PREPARED FILLS, VERIFY THAT PRIOR TO THE PLACEMENT OF PREPARED FILLS, VERIFY THAT THE SITE HAS BEEN PREPARED IN ACCORDANCE WITH THE FOUNDATION NOTES AND GEOTECHNICAL REPORT.

2.INSPECT BOLTS TO BE INSTALLED IN CONCRETE, PRIOR TO AND INSPECT BOLTS TO BE INSTALLED IN CONCRETE, PRIOR TO AND DURING PLACEMENT OF CONCRETE.

4.AT THE TIME FRESH CONCRETE IS SAMPLED TO FABRICATE AT THE TIME FRESH CONCRETE IS SAMPLED TO FABRICATE SPECIMENS FOR STRENGTH TESTS, PERFORM SLUMP, TEMP. AND AIR CONTENT TESTS.

5.INSPECTION OF CONCRETE PLACEMENT FOR PROPER INSPECTION OF CONCRETE PLACEMENT FOR PROPER APPLICATION TECHNIQUES

3.VERIFYING USE OF REQUIRED DESIGN MIXVERIFYING USE OF REQUIRED DESIGN MIX

1.INSPECTION OF REINFORCING STEEL, SIZE AND PLACEMENTINSPECTION OF REINFORCING STEEL, SIZE AND PLACEMENT

SOILS:

CONTINUOUS

CONTINUOUS

PERIODIC

PERIODIC

ACI 318: 5.9, 5.10

ASTM C 172; ASTM C 31; ACI 318: 5.6, 5.8

ACI 318: Ch. 4, 5.2-5.4

IBC 1912.5

CONTINUOUS

---

---

PERIODIC

ACI 318: 3.5, 7.1-7.7

GEOTECHNICAL ENGINEERING REPORT; IBC 1704.7

1. DURING PLACEMENT OF ADHESIVE ANCHORS OR REINFORCEMENT DURING PLACEMENT OF ADHESIVE ANCHORS OR REINFORCEMENT EMBEDDED WITH ADHESIVE (AS SPECIFIED ON THE CONSTRUCTION DOCUMENTS) IN MASONRY AND CONCRETE: a. SIZE AND EMBEDMENT OF ANCHORS/REINF. SIZE AND EMBEDMENT OF ANCHORS/REINF. b. ANCHORS/REINF. INSTALLED PER MANUFACTURERS ANCHORS/REINF. INSTALLED PER MANUFACTURERS RECOMMENDATIONS.

ADHESIVE ANCHORS/REINF.:

MANUFACTURERS INSTALLATION INSTRUCTIONS

CONTINUOUS

CONTINUOUS

STRUCTURAL WOOD:

PERIODIC

1.INSPECTION OF NAILING, BOLTING, ANCHORING AND OTHER INSPECTION OF NAILING, BOLTING, ANCHORING AND OTHER FASTENING OF COMPONENTS WITHIN THE SEISMIC-FORCE- RESISTING SYSTEM, INCLUDING WOOD SHEAR WALLS, WOOD DIAPHRAGMS, DRAG STRUTS, BRACES, SHEAR PANELS AND HOLD-DOWNS, WHERE THE FASTENERS SPACING OF THE SHEATHING IS MORE THAN 4" O.C.

IBC 1707.3

1. FLOOR DRAIN GRATES SHALL BE FLUSH WITH FINISHED FLOOR ALL FLOOR DRAINS TO BE 1/2" BELOW FINISHED FLOOR. FLOOR DRAIN GRATES SHALL BE FLUSH WITH FINISHED FLOOR ALL FLOOR DRAINS TO BE 1/2" BELOW FINISHED FLOOR. 2. SLOPE FLOOR 1/16" PER FOOT MIN. AT ALL FLOOR DRAINS AND FLOOR SINKS AS SHOWN. SLOPE FLOOR 1/16" PER FOOT MIN. AT ALL FLOOR DRAINS AND FLOOR SINKS AS SHOWN. 3. ALL SIMPSON HOLD DOWNS TO BE STAINLESS STEEL OR Z-MAX G185 HOT DIPPED GALVANIZED COATING. ALL SIMPSON HOLD DOWNS TO BE STAINLESS STEEL OR Z-MAX G185 HOT DIPPED GALVANIZED COATING. 4. UNLESS OTHERWISE INDICATED BY SHEAR SCHEDULE, 1/2" X 8" SILL PLATE ANCHOR BOLTS WITH 3" X 3" X .229 PLATE WASHERS ARE TO PROVIDED UNLESS OTHERWISE INDICATED BY SHEAR SCHEDULE, 1/2" X 8" SILL PLATE ANCHOR BOLTS WITH 3" X 3" X .229 PLATE WASHERS ARE TO PROVIDED AT 48" AT ALL SILL PLATES. ALL SILL PLATE ANCHOR BOLTS TO BE STAINLESS STEEL OR G185 HOT DIPPED GALVANIZED. 5. ALL STEEL IN CONTACT WITH TREATED WOOD TO BE STAINLESS STEEL OR G185 HOT DIPPED GALVANIZED.ALL STEEL IN CONTACT WITH TREATED WOOD TO BE STAINLESS STEEL OR G185 HOT DIPPED GALVANIZED.

%%USOIL PREPARATION NOTES

CONCRETE:

SPECIAL INSPECTION

FREQ.

REFERENCED STANDARD

A. WOOD FRAMING: WOOD FRAMING: 1. ALL WOOD STRUCTURES HAVE BEEN DESIGNED IN ACCORDANCE WITH THE NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION BY THE ALL WOOD STRUCTURES HAVE BEEN DESIGNED IN ACCORDANCE WITH THE NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION BY THE NATIONAL FOREST PRODUCTS ASSOCIATION. 2. ALL DIMENSIONAL LUMBER SHALL BE EITHER DOUGLAS FIR OR SOUTHERN YELLOW PINE STAMPED BY A MEMBER OF THE WWPA AND KILN DRIED ALL DIMENSIONAL LUMBER SHALL BE EITHER DOUGLAS FIR OR SOUTHERN YELLOW PINE STAMPED BY A MEMBER OF THE WWPA AND KILN DRIED TO 19% MAXIMUM MOISTURE CONTENT. THE GRADES OF LUMBER TO BE USED ARE AS FOLLOWS: a. STUDS AND BLOCKING STUD, NO. 2 a. STUDS AND BLOCKING STUD, NO. 2 b. JOISTS, RAFTERS AND HEADERS, NO. 1 b. JOISTS, RAFTERS AND HEADERS, NO. 1 c. LEDGERS, NO. 2 c. LEDGERS, NO. 2 d. BEAMS AND STRINGERS, NO. 1 d. BEAMS AND STRINGERS, NO. 1 e. COLUMNS AND POSTS, NO. 1 e. COLUMNS AND POSTS, NO. 1 3. PRESSURE TREAT ALL WOOD PRODUCTS IN DIRECT CONTACT WITH THE FOUNDATION PER SPECIFICATION. PRESSURE TREAT ALL WOOD PRODUCTS IN DIRECT CONTACT WITH THE FOUNDATION PER SPECIFICATION. 4. JOISTS, RAFTERS AND BEAMS SHALL NOT BE NOTCHED, EXCEPT WHERE SHOWN IN DETAILS. OBTAIN STRUCTURAL ENGINEER'S APPROVAL FOR JOISTS, RAFTERS AND BEAMS SHALL NOT BE NOTCHED, EXCEPT WHERE SHOWN IN DETAILS. OBTAIN STRUCTURAL ENGINEER'S APPROVAL FOR ANY HOLES THROUGH OR NOTCHES IN THE TOP OF HORIZONTAL MEMBERS. 5. SILL PLATES SHALL BE 2x (STUD WIDTH) TREATED D.F., UNO. SILL PLATES AT ALL SHEAR WALLS SHALL BE FASTENED TO THE FOUNDATION AS SILL PLATES SHALL BE 2x (STUD WIDTH) TREATED D.F., UNO. SILL PLATES AT ALL SHEAR WALLS SHALL BE FASTENED TO THE FOUNDATION AS SCHEDULED. SILL PLATES AT EXTERIOR WALLS SHALL BE FASTENED TO THE FOUNDATION WITH 5/8" DIAMETER x 12" LONG ANCHOR BOLTS SPACED AT 48" ON CENTER. LOCATE ANCHOR BOLTS A MAXIMUM OF 9" FROM EACH END OF PLATE. SILL PLATES AT INTERIOR WALLS SHALL BE FASTENED TO THE FOUNDATION WITH ONE 5/8" DIAMETER x 12" LONG ANCHOR BOLT AT 48" ON CENTER. 6. ALL HARDWARE USED IN THE WORK SHALL BE SIMPSON STRONG-TIE, KC METALS, SILVER OR OTHER HARDWARE OF EQUAL CAPACITY AND ALL HARDWARE USED IN THE WORK SHALL BE SIMPSON STRONG-TIE, KC METALS, SILVER OR OTHER HARDWARE OF EQUAL CAPACITY AND HAVING ICBO APPROVAL. 7. A DOUBLE PLATE MADE OF TWO MEMBERS OF THE SAME WIDTH AS THE STUDS SHALL BE PLACED AT THE TOP OF EVERY BEARING PARTITION A DOUBLE PLATE MADE OF TWO MEMBERS OF THE SAME WIDTH AS THE STUDS SHALL BE PLACED AT THE TOP OF EVERY BEARING PARTITION OR EXTERIOR WALL. SUCH DOUBLE PLATES SHALL BE LAPPED AT CORNER, AND JOINTS IN UPPER AND LOWER MEMBERS SHALL BE AT LEAST 4 FEET APART, EXCEPT AT CORNERS. 8. EXTERIOR WALLS AND BEARING WALLS SHALL BE FRAMED, UNLESS NOTES OTHERWISE, AS FOLLOWS: EXTERIOR WALLS AND BEARING WALLS SHALL BE FRAMED, UNLESS NOTES OTHERWISE, AS FOLLOWS: MEMBER SIZE AND SPACING LOADING MEMBER SIZE AND SPACING LOADING LOADING LOADING LOADING a. 2x6 STUDS AT 16" ON CENTER W/ BLOCKING 8'-0" O.C. MIN. ROOF. a. 2x6 STUDS AT 16" ON CENTER W/ BLOCKING 8'-0" O.C. MIN. ROOF. 9. ALL NAILING SHALL BE DONE IN ACCORDANCE WITH THE MINIMUM REQUIREMENTS OF THE DESIGN BUILDING CODE, EXCEPT AS OTHERWISE ALL NAILING SHALL BE DONE IN ACCORDANCE WITH THE MINIMUM REQUIREMENTS OF THE DESIGN BUILDING CODE, EXCEPT AS OTHERWISE SHOWN AND SHALL BE DONE WITH COMMON WIRE NAILS UNLESS ANOTHER TYPE OF NAIL IS ALLOWED BY THE DESIGN BUILDING CODE. (RE: NAILING SCHEDULE) 10. BOLTS SHALL BE UNFINISHED BOLTS CONFORMING TO ASTM A307. BOLTS HOLES THROUGH THE WOOD SHALL BE DRILLED NO MORE THAN 1/16" BOLTS SHALL BE UNFINISHED BOLTS CONFORMING TO ASTM A307. BOLTS HOLES THROUGH THE WOOD SHALL BE DRILLED NO MORE THAN 1/16" GREATER THAN BOLT DIAMETER. 11. ALL STRUCTURAL SHEATHING SHALL BE APA RATED SHEATHING. UNLESS NOTED OTHERWISE, EXTERIOR WALL CONSTRUCTION SHALL CONSIST OF ALL STRUCTURAL SHEATHING SHALL BE APA RATED SHEATHING. UNLESS NOTED OTHERWISE, EXTERIOR WALL CONSTRUCTION SHALL CONSIST OF 15/32" SHEATHING FULL HEIGHT. PROVIDE 8d COMMON NAILS AT 6" CENTER TO CENTER AT SUPPORT EDGES, AND AT 12" CENTER TO CENTER AT INTERMEDIATE STUDS, EXCEPT AT DESIGNATED SHEAR WALLS. PROVIDE SOLID BLOCKING AT ALL PANEL EDGES TO RECEIVE EDGE NAILING. 12. SOLID BLOCKING AT EDGES REQUIRED FOR ALL SHEARWALLS AND ROOF DIAPHRAMS. SOLID BLOCKING AT EDGES REQUIRED FOR ALL SHEARWALLS AND ROOF DIAPHRAMS. B. GLUE LAMINATED MEMBERS: GLUE LAMINATED MEMBERS: 1. ALL GLUE LAMINATED MEMBERS SHALL CONFORM TO THE APPLICABLE CURRENT REQUIREMENTS OF AITC 117 SPECIFICATION AND ALL APPROVED ALL GLUE LAMINATED MEMBERS SHALL CONFORM TO THE APPLICABLE CURRENT REQUIREMENTS OF AITC 117 SPECIFICATION AND ALL APPROVED SUPPLEMENTS THEREOF. FABRICATION SHALL BE PERFORMED BY AN "APPROVED FABRICATOR" PER REQUIREMENTS OF GOVERNING CODE, WITH WORK AITC FACTORY INSPECTED, CERTIFIED AND GRADE STAMPED. 2. ALL MEMBERS SHALL MEET OR EXCEED THE FOLLOWING STRESS VALUES: ALL MEMBERS SHALL MEET OR EXCEED THE FOLLOWING STRESS VALUES: 24F-V4 DOUGLAS FIR 24F-V4 DOUGLAS FIR a. Fbxx (TENSION ZONE IN TENSION) 2400 PSI b. Fbxx (COMPRESSION ZONE IN TENSION) 1450 PSI c. Fc perp. (TENSION FACE) 650 PSI d. Fc perp. (COMPRESSION FACE) 650 PSI e. Fvxx (HORIZONTAL SHEAR) 240 PSI f. E (MODULUS OF ELASTICITY) 1800000 PSI 3. LAMINATED MEMBERS SHALL BE SIZED TO DIMENSIONS SHOWN ON DRAWINGS WITH BEAMS CUT TO DEPTHS WITHIN AN APPROVED TOLERANCE + LAMINATED MEMBERS SHALL BE SIZED TO DIMENSIONS SHOWN ON DRAWINGS WITH BEAMS CUT TO DEPTHS WITHIN AN APPROVED TOLERANCE + + 1/8". ENDS ARE TO BE SEALED AND INDIVIDUALLY WRAPPED. 4. ALL LAMINATED BEAMS SHALL BE DELIVERED WITH MOISTURE CONTENT WHICH IN IS IN COMPLIANCE WITH THE AITC SPECIFICATIONS ALL LAMINATED BEAMS SHALL BE DELIVERED WITH MOISTURE CONTENT WHICH IN IS IN COMPLIANCE WITH THE AITC SPECIFICATIONS CONCERNING THAT SPECIES. 5. ALL LAMINATED BEAMS SHALL BE CAPABLE OF DEVELOPING THE FULL SPECIFIED DESIGN STRESSES, I.D. BLEMISHES, IMPERFECTIONS, SPLITS, ALL LAMINATED BEAMS SHALL BE CAPABLE OF DEVELOPING THE FULL SPECIFIED DESIGN STRESSES, I.D. BLEMISHES, IMPERFECTIONS, SPLITS, ETC., SHALL NOT EXCEED THAT WHICH HAS BEEN ACCOUNTED FOR IN ESTABLISHING THE NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION ALLOWABLE DESIGN STRESSES. 6. ANY GLUE LAMINATED MEMBER WHICH DOES NOT MEET THE ABOVE DESIGN REQUIREMENTS SHALL BE REJECTED. USE OF THE FEELER GAGE ANY GLUE LAMINATED MEMBER WHICH DOES NOT MEET THE ABOVE DESIGN REQUIREMENTS SHALL BE REJECTED. USE OF THE FEELER GAGE TEST METHOD OF MEASURING DEPTHS OF SPLITS, ETC., WILL NOT BE PERMITTED FOR THE PURPOSE OF DETERMINING MEMBERS ACCEPTABILITY, BY MAY BE UTILIZED FOR REJECTION.

A. THE OWNER WILL EMPLOY THE SERVICES OF ONE OR MORE SPECIAL INSPECTORS TO PROVIDE SPECIAL INSPECTIONS DURING CONSTRUCTION FOR THE THE OWNER WILL EMPLOY THE SERVICES OF ONE OR MORE SPECIAL INSPECTORS TO PROVIDE SPECIAL INSPECTIONS DURING CONSTRUCTION FOR THE ITEMS IN THE SPECIAL INSPECTION TABLE BELOW IN ACCORDANCE WITH THE INTERNATIONAL BUILDING CODE, 2015 EDITION. NOT APPLICABLE TO SLABS ON GROUND OR SITE CONCRETE FULLY SUPPORTED ON EARTH. B. THE SPECIAL INSPECTOR SHALL BE A QUALIFIED PERSON WHO SHALL DEMONSTRATE COMPETENCE, TO THE SATISFACTION OF THE BUILDING OFFICIAL THE SPECIAL INSPECTOR SHALL BE A QUALIFIED PERSON WHO SHALL DEMONSTRATE COMPETENCE, TO THE SATISFACTION OF THE BUILDING OFFICIAL FOR INSPECTION Of THE PARTICULAR TYPE OF CONSTRUCTION OR OPERATION REQUIRING SPECIAL INSPECTION. C. DUTIES AND RESPONSIBILITIES OF THE SPECIAL INSPECTOR: DUTIES AND RESPONSIBILITIES OF THE SPECIAL INSPECTOR: 1. THE SPECIAL INSPECTOR SHALL OBSERVE THE WORK ASSIGNED FOR CONFORMANCE WITH THE APPROVED DESIGN THE SPECIAL INSPECTOR SHALL OBSERVE THE WORK ASSIGNED FOR CONFORMANCE WITH THE APPROVED DESIGN DRAWINGS AND SPECIFICATIONS. THE INSPECTOR MAY NOT ALTER, MODIFY, ENLARGE OR WAIVE ANY OF THE REQUIREMENTS OF THE DOCUMENTS. 2. THE SPECIAL INSPECTOR SHALL FURNISH INSPECTION REPORTS TO THE BUILDING OFFICIAL, THE PROFESSIONAL OF THE SPECIAL INSPECTOR SHALL FURNISH INSPECTION REPORTS TO THE BUILDING OFFICIAL, THE PROFESSIONAL OF RECORD, AND THE CONTRACTOR. ALL DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE CONTRACTOR FOR CORRECTION. 3. THE SPECIAL INSPECTOR SHALL SUBMIT A FINAL SIGNED REPORT STATING WHETHER THE WORK REQUIRING SPECIAL THE SPECIAL INSPECTOR SHALL SUBMIT A FINAL SIGNED REPORT STATING WHETHER THE WORK REQUIRING SPECIAL INSPECTION WAS, TO THE BEST OF THE INSPECTOR'S KNOWLEDGE, IN CONFORMANCE WITH THE APPROVED PLANS AND SPECIFICATIONS AND THE APPLICABLE WORKMANSHIP PROVISIONS OF THE CODE. D. OBSERVATION BY STRUCTURAL ENGINEER OF RECORD IS NOT REQUIRED. IF STRUCTURAL OBSERVATION IS REQUIRED BY THE BUILDING AUTHORITY IT OBSERVATION BY STRUCTURAL ENGINEER OF RECORD IS NOT REQUIRED. IF STRUCTURAL OBSERVATION IS REQUIRED BY THE BUILDING AUTHORITY IT SHALL BE AS DIRECTED BY THE OWNER TO COMPLY WITH THE REQUIREMENTS OF THE GOVERNING BUILDING CODE. E. THE FABRICATION OF TRUSSES AND OTHER ASSEMBLIES CONSTRUCTED USING WOOD AND METAL MEMBERS, OR USING LIGHT METAL PLATE THE FABRICATION OF TRUSSES AND OTHER ASSEMBLIES CONSTRUCTED USING WOOD AND METAL MEMBERS, OR USING LIGHT METAL PLATE CONNECTORS, SHALL BE CONTINUOUSLY INSPECTED BY A QUALIFIED INSPECTOR APPROVED BY THE ENFORCEMENT AGENCY AND PAID FOR BY THE CONTRACTOR. THE INSPECTOR SHALL FURNISH THE ARCHITECT, STRUCTURAL ENGINEER AND THE ENFORCEMENT AGENCY WITH A REPORT THAT THE LUMBER SPECIES, GRADES AND MOISTURE CONTENT, TYPE OF GLUE, TEMPERATURE AND GLUING PROCESS, TYPE OF METAL MEMBERS AND METAL CONNECTORS, AND THE WORKMANSHIP, CONFORM IN EVERY MATERIAL RESPECT WITH THE DULY APPROVED PLANS AND SPECIFICATIONS. EACH INSPECTED TRUSS SHALL BE STAMPED BY THE INSPECTOR WITH AN IDENTIFYING MARK. F. INSPECTION OF FABRICATORS IS NOT REQUIRED WHERE THE WORK IS DONE ON THE PREMISES OF A FABRICATOR REGISTERED AND APPROVED BY INSPECTION OF FABRICATORS IS NOT REQUIRED WHERE THE WORK IS DONE ON THE PREMISES OF A FABRICATOR REGISTERED AND APPROVED BY THE BUILDING OFFICIAL TO PERFORM SUCH WORK WITHOUT SPECIAL INSPECTION. THE APPROVED FABRICATOR SHALL SUBMIT A CERTIFICATE OF COMPLIANCE THAT THE WORK WAS PERFORMED IN ACCORDANCE WITH THE APPROVED PLANS AND SPECIFICATIONS TO THE BUILDING OFFICIAL AND TO THE ENGINEER OF RECORD. G. SPECIAL INSPECTIONS SHALL BE PROVIDED IN ACCORDANCE WITH THE TABLE BELOW:SPECIAL INSPECTIONS SHALL BE PROVIDED IN ACCORDANCE WITH THE TABLE BELOW:

ENGINEERING DATA

FLOOR LIVE LOADS: 50 PSF ROOF LIVE LOAD: 20 PSF LIVE LOAD REDUCTION ON SUPPORTING ELEMENTS IN ACCORDANCE WITH 2015 IBC. LOADING FOR MECHANICAL AND ELECTRICAL ROOMS ARE BASED ON THE WEIGHTS OF ASSUMED EQUIPMENT, AS INDICATED ON THE MECHANICAL DRAWINGS (INCLUDING THE WEIGHT OF CONCRETE PADS WHERE INDICATED ON THE MECHANICAL DRAWINGS). ANY CHANGES IN TYPE, SIZE, LOCATION, OR NUMBER OF PIECES OF EQUIPMENT SHOULD BE REPORTED TO THE ENGINEER FOR VERIFICATION OF THE ADEQUACY OF SUPPORTING MEMBERS PRIOR TO PLACEMENT OF EQUIPMENT. ROOF DEAD LOAD: 18 PSF DESIGN DEAD LOADS INCLUDE THE WEIGHT OF STRUCTURAL COMPONENTS AND PERMANENT FIXTURES. GROUND SNOW LOAD: Pg = 5 PSF Pg = 5 PSF FLAT ROOF SNOW LOAD: Pf = 5 PSF SNOW EXPOSURE FACTOR: Ce = 1.0 SNOW LOAD IMPORTANCE FACTOR: I = 1.0 THERMAL FACTOR: Ct = 1.1 WIND DESIGN DATA: ULTIMATE DESIGN WIND SPEED (3 SECOND GUST): 115 MPH WIND EXPOSURE CATEGORY: C BUILDING CATEGORY: II - ENCLOSED BUILDING INTERNAL PRESSURE COEFFICIENTS: ±0.18ALL NEW COMPONENTS AND CLADDING NOT DESIGNED BY THE ENGINEER SHALL BE DESIGNED FOR ASCE 7-10 COMPONENTS AND CLADDING DESIGN LOADS UNLESS OTHERWISE APPROVED BY THE ENGINEER EARTHQUAKE DESIGN DATA: SEISMIC IMPORTANCE FACTOR, I: 1.0 MAPPED SPECTRAL RESPONSE ACCELERATIONS: SS = 0.237 S1 = 0.075 S = 0.237 S1 = 0.075 = 0.237 S1 = 0.075 1 = 0.075 = 0.075 SITE CLASS: D SPECTRAL RESPONSE COEFFICIENTS - Sds = 0.253, Sd1 = 0.120 0.253, Sd1 = 0.120 , Sd1 = 0.120 .120 SEISMIC DESIGN CATEGORY: B BASIC SEISMIC-FORCE-RESISTING SYSTEM: BEARING WALL SYSTEM, LIGHT FRAMED WALLS WITH BEARING WALL SYSTEM, LIGHT FRAMED WALLS WITH SHEAR PANELS DESIGN BASE SHEAR: V = 7.51 kips SEISMIC RESPONSE COEFFICIENT: Cs = 0.039 RESPONSE MODIFICATION FACTOR: R = 6.5 ANALYSIS PROCEDURE USED: EQUIVALENT LATERAL FORCE METHOD FLOOD HAZARD INFORMATION: THIS BUILDING IS NOT DESIGNED FOR FLOOD LOADS.

C. GENERAL REQUIREMENTS: 1. SPECIFICATIONS ARE PART OF THE CONSTRUCTION DOCUMENTS AND MUST BE USED IN CONJUNCTION WITH THE DRAWINGS. SPECIFICATIONS ARE PART OF THE CONSTRUCTION DOCUMENTS AND MUST BE USED IN CONJUNCTION WITH THE DRAWINGS. 2. VERIFY THE LOCATION OF CHASES, INSERTS, OPENINGS, SLEEVES, FINISHES, DEPRESSIONS, PADS, AND WALL OPENINGS. VERIFY THE LOCATION OF CHASES, INSERTS, OPENINGS, SLEEVES, FINISHES, DEPRESSIONS, PADS, AND WALL OPENINGS. 3. DO NOT SCALE DRAWINGS FOR THE PURPOSE OF ESTABLISHING DIMENSIONS. DO NOT SCALE DRAWINGS FOR THE PURPOSE OF ESTABLISHING DIMENSIONS. 4. DETAILS LABELED "TYPICAL DETAILS" ON DRAWINGS APPLY TO SITUATIONS OCCURRING ON THE PROJECT THAT ARE THE SAME DETAILS LABELED "TYPICAL DETAILS" ON DRAWINGS APPLY TO SITUATIONS OCCURRING ON THE PROJECT THAT ARE THE SAME OR SIMILAR TO THOSE SPECIFICALLY DETAILED. SUCH DETAILS APPLY WHETHER OR NOT DETAILS ARE REFERENCED AT EACH LOCATION. NOTIFY ENGINEER OF CONFLICTS REGARDING APPLICABILITY OF "TYPICAL DETAILS". 5. DO NOT STORE OR STACK CONSTRUCTION MATERIALS ON POURED OR ERECTED FLOORS/ROOFS IN EXCESS OF 80 PERCENT OF DO NOT STORE OR STACK CONSTRUCTION MATERIALS ON POURED OR ERECTED FLOORS/ROOFS IN EXCESS OF 80 PERCENT OF LIVE LOAD. GENERAL CONTRACTOR WILL ENSURE THAT ALL SUB-CONTRACTORS ARE INFORMED OF LOADING RESTRICTIONS. AVOID IMPACT WHEN PLACING MATERIALS ON POURED OR ERECTED FLOORS OR ROOF. 6. THE CONTRACT STRUCTURAL DOCUMENTS REPRESENT THE FINISHED STRUCTURE. THE CONTRACTOR IS RESPONSIBLE FOR THE THE CONTRACT STRUCTURAL DOCUMENTS REPRESENT THE FINISHED STRUCTURE. THE CONTRACTOR IS RESPONSIBLE FOR THE MEANS AND METHODS OF CONSTRUCTION. PROVIDE ALL MEASURES REQUIRED TO PROTECT THE STRUCTURE, WORKMEN, AND OTHER PERSONS DURING CONSTRUCTION; INCLUDING BRACING, SHORING FOR CONSTRUCTION EQUIPMENT, SHORING FOR THE BUILDING, FORMS AND SCAFFOLDING, SHORING OF RETAINING WALLS AND OTHER TEMPORARY SUPPORTS AS REQUIRED. 7. PRINCIPAL OPENINGS THROUGH THE FRAMING ARE SHOWN ON DRAWINGS. EXAMINE THE ARCHITECTURAL AND MECHANICAL PRINCIPAL OPENINGS THROUGH THE FRAMING ARE SHOWN ON DRAWINGS. EXAMINE THE ARCHITECTURAL AND MECHANICAL DRAWINGS FOR THE REQUIRED OPENINGS AND PROVIDE FOR REQUIRED OPENINGS WHETHER SHOWN ON THE STRUCTURAL DRAWINGS OR NOT, VERIFY SIZE AND LOCATION OF OPENINGS WITH THE MECHANICAL CONTRACTOR. DEVIATIONS FROM THE OPENINGS SHOWN ON THE STRUCTURAL DRAWINGS MUST BE APPROVED PRIOR TO IMPLEMENTING THE CHANGES.

TYPICAL LUMBER NAILING SCHEDULE

NAILING SHOWN IS TYPICAL EXCEPT AS NOTED ON PLANS. USE COMMON NAILS.

1.

JOIST TO SILL OR GIRDER, TOENAILS

3-8d

2.

BRIDGING TO JOIST, TOE NAIL EACH END

2-8d

3.

1"x6" SUBFLOOR OR LESS TO EACH JOIST, FACE NAIL

2-8d

4.

WIDER THAN 1"x6" SUBFLOOR TO EACH JOIST, FACE NAIL

3-8d

5.

2" SUBFLOOR TO JOIST OR GIRDER, BLIND AND FACE NAIL

2-16d

6.

SOLE PLATE TO JOIST OR BLOCKING, FACE NAIL

16d AT 16" O.C.

7.

TOP PLATE TO STUD, END NAIL

2-16d

8.

STUD TO SOLE PLATE

2-16d END NAILS OR 4-8d TOE NAILS

9.

DOUBLE STUDS, FACE NAIL

16d AT 12" STAGGERED

10.

DOUBLED TOP PLATES, FACE NAIL

16d AT 16" O.C.

11.

TOP PLATES, LAPS AND INTERSECTIONS, FACE NAIL

2-16d

12.

CONTINUOUS HEADER, TWO PIECES

16d AT 16" O.C. ALONG EA. EDGE

13.

CEILING JOISTS TO PLATE, TOE NAIL

3-8d

14.

CONTINUOUS HEADER TO STUD, TOE NAIL

4-8d

15.

CEILING JOISTS, LAPS OVER PARTITIONS, FACE NAIL

3-16d

16.

CEILING JOISTS TO PARALLEL RAFTERS, FACE NAIL

3-16d

17.

RAFTER TO PLATE, TOENAIL

3-8d

18.

1" BRACE TO EACH STUD AND PLATE, FACE NAIL

2-8d

19.

1"x8" SHEATHING OR LESS TO EACH BEARING, FACE NAIL

2-8d

20.

WIDER THAN 1"x8" SHEATHING TO EACH BEARING, FACE NAIL

3-8d

21.

BUILT-UP CORNER STUDS

16d AT 24" O.C.

22.

BUILT-UP GIRDER AND BEAMS

20d AT 32" O.C. AT TOP & BOTTOM 2-20d AT ENDS AND AT EA. SPLICE

23.

2" PLANKS

2-16d AT EACH BEARING

1. THE FOUNDATION DESIGN IS BASED ON AN ALLOWABLE END BEARING PRESSURE OF 1,500 POUNDS PER SQUARE FOOT AS RECOMMENDED IN THE THE FOUNDATION DESIGN IS BASED ON AN ALLOWABLE END BEARING PRESSURE OF 1,500 POUNDS PER SQUARE FOOT AS RECOMMENDED IN THE GEOTECHNICAL REPORT NO. 03185005 DATED JANUARY 30, 2018 BY TERRACON CONSULTANTS, INC, 4701 NORTH STILES AVENUE, OKLAHOMA CITY, OK 73105, (405) 525-0453. 2. PETROLEUM ODOR WAS ENCOUNTERED DURING THE GEOTECHNICAL EXPLORATION. EXCAVATION WORK SHOULD NOT PROCEED IN CONTAMINATED SOILS PETROLEUM ODOR WAS ENCOUNTERED DURING THE GEOTECHNICAL EXPLORATION. EXCAVATION WORK SHOULD NOT PROCEED IN CONTAMINATED SOILS WITHOUT PROPER SAFETY MEASURE TO PROTECT PERSONNEL FROM POTENTIALLY HARMFUL VAPORS. 3. PROVIDE POSITIVE DRAINAGE FOR ALL TRENCHES DURING CONSTRUCTION. DO NOT ALLOW ANY PONDING OF WATER DURING CONSTRUCTION. PROVIDE POSITIVE DRAINAGE FOR ALL TRENCHES DURING CONSTRUCTION. DO NOT ALLOW ANY PONDING OF WATER DURING CONSTRUCTION. 3. THE SOIL BENEATH THE BUILDING AND 5 FEET AROUND THE PERIMETER SHALL BE TREATED AS FOLLOWS: A. STRIP THE AREA OF ALL VEGETATION, TOPSOIL, DEMOLITION DEBRIS, AND ANY OTHER DELETERIOUS MATERIAL. STRIP THE AREA OF ALL VEGETATION, TOPSOIL, DEMOLITION DEBRIS, AND ANY OTHER DELETERIOUS MATERIAL. B. PROOF ROLL THE SITE WITH A TANDEM AXLE LOADED DUMP TRUCK WEIGHING AT LEAST 25 TONS IN TWO DIRECTIONS. ANY AREAS WHICH ARE PROOF ROLL THE SITE WITH A TANDEM AXLE LOADED DUMP TRUCK WEIGHING AT LEAST 25 TONS IN TWO DIRECTIONS. ANY AREAS WHICH ARE NOTED TO RUT OR PUMP EXCESSIVELY SHALL BE UNDERCUT AND BACKFILLED WITH COMPACTED SELECT FILL ACCORDING TO THE COMPACTION REQUIREMENTS NOTED BELOW. C. THE NEXT 8 INCHES SHALL BE THOROUGHLY SCARIFIED, WITH WATER ADDED TO RAISE THE MOISTURE CONTENT TO WITHIN 3 PERCENTAGE POINTS THE NEXT 8 INCHES SHALL BE THOROUGHLY SCARIFIED, WITH WATER ADDED TO RAISE THE MOISTURE CONTENT TO WITHIN 3 PERCENTAGE POINTS OF OF OPTIMUM, AND RE-COMPACTED TO A DENSITY IN THE RANGE OF 95% TO 100% OF STANDARD PROCTOR. D. THE FILL REQUIRED TO RAISE THE BUILDING TO BENEATH THE FLOOR SLAB SHALL BE LOW PLASTICITY COHESIVE SOILS WITH LIQUID LIMIT LESS THE FILL REQUIRED TO RAISE THE BUILDING TO BENEATH THE FLOOR SLAB SHALL BE LOW PLASTICITY COHESIVE SOILS WITH LIQUID LIMIT LESS THAN 40 AND PLASTICITY INDEX BETWEEN 5 AND 15 WITH A USCS CLASSIFICATION OF CL OR CL-ML.. PLACE THE FILL IN 8 INCH LIFTS AND COMPACT TO BETWEEN 95% AND 100% OF STANDARD PROCTOR DENSITY AT MOISTURE CONTENT WITHIN 0 AND +3 PERCENTAGE POINTS OF OPTIMUM. E. EACH LIFT SHALL BE TESTED FOR MOISTURE CONTENT AND IN PLACE DENSITY AT A RATE OF ONE TEST PER 3,000 SQUARE FEET (MIN OF THREE EACH LIFT SHALL BE TESTED FOR MOISTURE CONTENT AND IN PLACE DENSITY AT A RATE OF ONE TEST PER 3,000 SQUARE FEET (MIN OF THREE PER LIFT).

3.

ABOVE SLAB ON GRADE REINFORCEMENT

1 1/2"

26403

DAVIDSON

JUSTIN R.

%%UPLAN NOTES

1. INDICATES 6" WOOD SHEAR WALLS. INDICATES 6" WOOD SHEAR WALLS. 2. REFER TO SHEET S1.01 FOR GENERAL NOTES. REFER TO SHEET S1.01 FOR GENERAL NOTES. 3. REFER TO PLUMBING DRAWINGS FOR ALL FLOOR DRAIN, TRENCH DRAIN AND MOP SINK SIZES AND LOCATIONS. REFER TO PLUMBING DRAWINGS FOR ALL FLOOR DRAIN, TRENCH DRAIN AND MOP SINK SIZES AND LOCATIONS. 4. FLOOR DRAIN GRATES SHALL BE FLUSH WITH FINISHED FLOOR. FLOOR DRAIN GRATES SHALL BE FLUSH WITH FINISHED FLOOR. 5. SLOPE FLOOR 1/16" PER FOOT MIN. AT ALL FLOOR DRAINS AS SHOWN & NOT TO EXCEED 1/4" PER FT. SLOPE FLOOR 1/16" PER FOOT MIN. AT ALL FLOOR DRAINS AS SHOWN & NOT TO EXCEED 1/4" PER FT. 6. ALL SIMPSON HOLD DOWNS TO BE STAINLESS STEEL OR Z-MAX G185 HOT DIPPED GALVANIZED COATING. ALL SIMPSON HOLD DOWNS TO BE STAINLESS STEEL OR Z-MAX G185 HOT DIPPED GALVANIZED COATING. 7. ALL ANCHOR BOLTS TO BE A304 STAINLESS STEEL, F1554 GR 36, OR G185 HOT DIPPED GALVANIZED. ALL ANCHOR BOLTS TO BE A304 STAINLESS STEEL, F1554 GR 36, OR G185 HOT DIPPED GALVANIZED. 8. ALL STEEL IN CONTACT WITH TREATED WOOD TO BE STAINLESS STEEL OR G185 HOT DIPPED GALVANIZED. ALL STEEL IN CONTACT WITH TREATED WOOD TO BE STAINLESS STEEL OR G185 HOT DIPPED GALVANIZED. 9. REFER TO GENERAL NOTES FOR TYPICAL WALL FRAMING AND ATTACHMENT. REFER TO GENERAL NOTES FOR TYPICAL WALL FRAMING AND ATTACHMENT. 10. REFER TO GENERAL NOTES FOR TYPICAL SILL PLATE & ANCHOR BOLT REQUIREMENTS. REFER TO GENERAL NOTES FOR TYPICAL SILL PLATE & ANCHOR BOLT REQUIREMENTS. 11. REFER TO 02/S3.01 FOR TYPICAL GRADE BEAM CONSTRUCTION JOINT DETAIL. REFER TO 02/S3.01 FOR TYPICAL GRADE BEAM CONSTRUCTION JOINT DETAIL. 12. REFER TO 03/S3.01 AND 04/S3.01 FOR TYPICAL HOLDDOWN DETAILS.REFER TO 03/S3.01 AND 04/S3.01 FOR TYPICAL HOLDDOWN DETAILS.

MARK

SW1

SW2

PANEL GRADE

MIN. NOMINAL

15/32

MIN. NAIL

10d

NAIL SPACING

PANEL

6

4

12

SILL PLATE

(4) 2x6

HOLDDOWNS AT THE ENDS

TYPE

ANCHOR BOLT

THICKNESS (in)

IN FRAMING (in)

ANCHOR BOLTS

EMBED

WOOD SHEARWALL SCHEDULE

@ 36" OC

@ 24" OC

2x SILL

2x SILL

15/32

1-1/2

10d

12

1. REFER TO 2/S2.01 FOR TYPICAL SHEARWALL ELEVATION. REFER TO 2/S2.01 FOR TYPICAL SHEARWALL ELEVATION. 2. ALL PANEL EDGES SHALL BE BACKED WITH 2 INCH NOMINAL OR WIDER FRAMING. ALL PANEL EDGES SHALL BE BACKED WITH 2 INCH NOMINAL OR WIDER FRAMING. 3. PANELS INSTALLED ON 2X6 STUDS SPACED 16 INCHES ON CENTER. PANELS INSTALLED ON 2X6 STUDS SPACED 16 INCHES ON CENTER. 4. WHERE PANELS ARE APPLIED ON BOTH FACES OF A WALL AND NAIL SPACING IS LESS THAN 6 INCHES ON WHERE PANELS ARE APPLIED ON BOTH FACES OF A WALL AND NAIL SPACING IS LESS THAN 6 INCHES ON CENTER ON EITHER SIDE, PANEL JOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS OR FRAMING SHALL BE 3 INCHES NOMINAL OR THICKER AND NAILS ON EACH SIDE SHALL BE STAGGERED. 5. WHERE 10d NAILS ARE SPACED 3 INCHES OR LESS FRAMING AT ADJOINING PANEL EDGES SHALL BE 3 INCH WHERE 10d NAILS ARE SPACED 3 INCHES OR LESS FRAMING AT ADJOINING PANEL EDGES SHALL BE 3 INCH NOMINAL OR WIDER AND STAGGERED. 6. WHERE SILL PLATE ANCHOR BOLTS ARE MISSING OR MISLOCATED, USE HILTI HIT-HY 100 OR EQUIVALENT WITH 5 WHERE SILL PLATE ANCHOR BOLTS ARE MISSING OR MISLOCATED, USE HILTI HIT-HY 100 OR EQUIVALENT WITH 5 INCHES MIN. EMBEDMENT WITH THREADED ROD OF THE SAME SIZE AND SPACING AS INDICATED. 7. IN ADDITION TO THE ON CENTER SPACING OF ANCHOR BOLTS, THERE SHALL BE AT LEAST (2) ANCHOR BOLTS IN ADDITION TO THE ON CENTER SPACING OF ANCHOR BOLTS, THERE SHALL BE AT LEAST (2) ANCHOR BOLTS PER PIECE OF SILL PLATE WITH A MINIMUM OF (1) ANCHOR BOLT LOCATED NOT GREATER THAN 9 INCHES, AND LESS THAN 4-1/2 INCHES OF EACH PIECE END. 8. MINIMUM CONCRETE SIDE EDGE DISTANCE FOR BOTH SILL PLATE AND HOLDDOWN ANCHOR BOLTS IS 2 INCHES MINIMUM CONCRETE SIDE EDGE DISTANCE FOR BOTH SILL PLATE AND HOLDDOWN ANCHOR BOLTS IS 2 INCHES AND MINIMUM CONCRETE END EDGE DISTANCE FOR HOLDDOWN ANCHOR BOLTS IS 7 INCHES, UNO. 9. HOLDDOWNS SHALL BE INSTALLED PER MANUFACTURER INSTALLATION REQUIREMENTS. HOLDDOWNS SHALL BE INSTALLED PER MANUFACTURER INSTALLATION REQUIREMENTS. 10. HOLES ARE NOT ALLOWED IN SHEARWALLS, UNLESS APPROVED BY THE STRUCTURAL ENGINEER PRIOR TO HOLES ARE NOT ALLOWED IN SHEARWALLS, UNLESS APPROVED BY THE STRUCTURAL ENGINEER PRIOR TO CONSTRUCTION. IF A HOLE IS APPROVED, IT IS TO BE ENTIRELY WITHIN ONE SHEET. PROVIDE BLOCKING AND EDGE NAILING AROUND OPENING. 11. MIN. WIDTH OF SHEATHING SHALL BE 2 FT. MIN. WIDTH OF SHEATHING SHALL BE 2 FT. 12. NAILS SHALL BE COMMON NAILS.NAILS SHALL BE COMMON NAILS.

END DISTANCE

EDGE DISTANCE

NOTES

C-C, C-D APA RATED SHEATHING ON EXTERIOR FACE OF WALL

PANEL

PENETRATION

1-1/2

EDGES

INTERMEDIATE

FRAMING

C-C, C-D APA RATED SHEATHING ON EXTERIOR FACE OF WALL

5/8" HEX HEADED BOLT

5/8" DIA.x10"

J-BOLT

5/8" DIA.x10"

J-BOLT

NAIL SIZE

END POSTS

MIN ANCHOR BOLT VALUES (inches)

8

12

SIMPSON HDU5-SD52.5 OR EQUIVALENT

MARK

F1

18"

24"

(3) #5 T&B #3 STIRRUPS @ 36" OC

WIDTH

FOOTING SPECIFICATIONS

REINFORCING

HEIGHT

7

12

7 7/8

7 7/8

FIN FLR EL = 100'-0"

4" CONC. SLAB PLACED OVER A 10 MIL VAPOR RETARDER, COORDINATE SUB- GRADE PREPARATION WITH SOIL REPORT AND NOTES. REINFORCE SLAB WITH #3 @ 16" O.C. EACH WAY.

TRENCH DRAIN (TD) - SLOPE TO DRAIN - TOP OF GRATE SHALL BE FLUSH W/ FINISHED FLOOR COVERING - TYPICAL

07

S3.01

SW1

F1

06

S3.01

(3) #5 x 4'-0" TYP. AT EA. INSIDE CORNER

03

S3.01

SCALE:

%%USHEATHING ELEVATION

2

S2.01

1/2"=1'-0"

STAGGER NAILS TO ATTACH TO 2x PLATES. TYP.

CONT. 2x6 BLOCKING AT ALL JOINTS IN PLYWOOD, STAGGER JOINTS AS SHOWN

SEE TOP PLATE SPLICE CONNECTION DETAIL BELOW

CONT. PRESSURE TREATED SILL PLATE PER SHEARWALL SCHEDULE

NAILS AT INTERMEDIATE FRAMING PER SCHED.

MINIMUM OF (2) STUDS FULL HEIGHT OR POST PER SCHEDULE AT EA. HOLDOWN

SEE SHEAR WALL SCHEDULE NAILING AT PERIMETER OF PLYWOOD SHEETS

WALL STUDS PER GENERAL NOTES TYP, UNO

LINE OF ROOF DECK BEYOND

SCALE:

%%UFOUNDATION PLAN

1

S2.01

1/4"=1'-0"

A

C

1

F1

3

2

B

TYP AT ROUGH OPENING

05

S3.01

TYP AT DOOR

CONT. CONCRETE CURBING RE: ARCH.

SW2

SW3

SW3

F2

F1

F1

10

S3.01

10

S3.01

10

S3.01

F1

F1

F1

(1) NAIL AT EA. CORNER OF PLYWOOD

EDGE NAILING PER SHEARWALL SCHEDULE, STAGGER NAILS EA. SIDE

CENTER PANEL JOINT ON 2x MEMBER

SILL PLATE ANCHOR BOLTS WITH WITH .229"x3"x3" PLATE WASHERS PER PER SHEARWALL SCHEDULE

SEE TYPICAL HOLDOWN DETAIL

CONCRETE FOOTING PER PLAN

SEE SHEAR WALL SCHEDULE SHEET S2.01 FOR SILL PLATE, ANCHOR BOLTS, AND POST-INSTALL ANCHORS AT SHEAR WALLS

HOLDOWN PER SCHEDULE

8 ROWS OF (2) 16d COMMON NAILS AT TOP PLATE SPLICE CONNECTION

SPLICE OVER STUD

2x WALL STUDS

(2) 2x CONT. TOP PLATES

05

S3.01

TYP AT DOOR

06

S3.01

05

S3.01

TYP AT DOOR

06

S3.01

SW1

09

S3.01

08

S3.01

05

S3.01

TYP AT DOOR

SW2

SEE ARCHITECTURAL & PLUMBING DRAWINGS FOR DIMENSIONS LOCATING ALL FLOOR DRAINS, THEIR SIZES, AND SPECIFICATIONS. SEE ARCHITECTURAL SHEET A2.03 FOR SLOPE TO DRAIN INDICATIONS.

2'-4"

2'-4"

FLOOR DRAIN (FD) - SET TOP OF DRAIN 3/4" BELOW F.F.E. AND GRADUALLY SLOPE FLOOR AS NECESSARY (TYP)

F2

12

S3.01

(2) 2x6

SIMPSON HDU11-SDS2.5 OR EQUIVALENT

1" HEX HEADED BOLT

%%USHEARWALL NOTES

FOOTING SCHEDULE

SW3

15/32

10d

6

12

(2) 2x6

@ 48" OC

2x SILL

1-1/2

C-C, C-D APA RATED SHEATHING ON EXTERIOR FACE OF WALL

5/8" DIA.x10"

J-BOLT

8

7

7 7/8

SIMPSON HDU2-SD52.5 OR EQUIVALENT

5/8" HEX HEADED BOLT

F2

24"

24"

(4) #5 T&B #3 STIRRUPS @ 36" OC

ROOF DIAPHRAGM NAILING SCHEDULE

DIAPHRAGM ZONE

SHEATHING

NAILS

EDGE (E.N.)

NAILING

BOUNDARY (B.N.)

FIELD (F.N.)

SCALE:

%%UROOF OPENING DETAILS

02

S2.02

1"=1'-0"

DBL JOIST HDR FABRICATE PER TJI RECOMMENDATIONS

SIMPSON LB26 HANGER TYP. EA. END OF 2x6

2x6 EDGE SUPPORT

APA RATED I-JOIST DOUBLE JOIST @ RTU'S.

ROOF SHEATHING REF. 03/S2.02

ROOF SHEATHING REF. 03/S2.02

SCALE:

TYPICAL ROOF DIAPHRAGM

%%UTYPICAL NAILING DETAIL

03

S2.02

1/4"=1'-0"

JOIST SPACING PER ROOF FRAMING PLAN

BOUNDARY NAILING (B.N.)

CONTINUOUS EDGE NAILING OVER 2x4 FLAT BLOCKING IN Z CLIPS AT ENDS (C.E.N.)

DISCONTINUOUS EDGE NAILING (D.E.N.)

FIELD NAILING (F.N.)

PLYWOOD SHEATHING SEE PLAN

WALL OR WOOD BEAM

NOTES: 1. RUN LONG DIMENSION OF PLYWOOD PERPENDICULAR TO JOIST. 2. NAIL SIZE AND SPACING AS NOTED IN SCHEDULE. 3. NAILS SHALL HAVE A MIN. " EDGE DISTANCE. 38" EDGE DISTANCE. 4. USE BOUNDARY NAILING CONTINUOUS @ ALL NAILING ZONE BOUNDARIES; SEE PLAN FOR ZONE EXTENTS. 5. FOR BOUNDARY NAILING LESS THAN 4" O.C., FRAMING AT ADJOINING PANEL EDGES SHALL BE 3" O.C. MINIMAL OR WIDER, AND NAILS SHALL BE STAGGERED.

%%UPLAN NOTES

1. INDICATES HEADER. INDICATES HEADER. INDICATES HEADER. 2. INDICATES PARAPET WALL ABOVE ROOF. INDICATES PARAPET WALL ABOVE ROOF. 3. REFER TO 02/S2.02 FOR FRAMING AT ROOF OPENINGS. REFER TO 02/S2.02 FOR FRAMING AT ROOF OPENINGS. 4. EXHAUST HOODS: SHALL BE SUSPENDED FROM ROOF JOISTS W/4-1/2" DIA THREADED EXHAUST HOODS: SHALL BE SUSPENDED FROM ROOF JOISTS W/4-1/2" DIA THREADED RODS. ALL HARDWARE AND BLOCKING PROVIDED FOR ROD SUPPORTS SHALL BE ATTACHED TO THE WEBS OF THE JOISTS. PROVIDE WEB STIFFENERS IN ACCORDANCE WITH THE JOIST MANUFACTURER'S RECOMMENDATIONS AT EACH ROD SUPPORT LOCATION. DO NOT ATTACH RODS OR ROD SUPPORTS TO JOIST FLANGES. 5. CLIPS, HOLDDOWNS, AND JOIST HANGERS SHALL BE SIMPSON CONNECTORS AND SHALL BE CLIPS, HOLDDOWNS, AND JOIST HANGERS SHALL BE SIMPSON CONNECTORS AND SHALL BE INSTALLED ACCORDING TO THE SPECIFICATIONS OF SIMPSON STRONG-TIE COMPANY, INC. (800-999-5099). ALL OPTIONAL HOLES (TRIANGLE, OBROUND, AND DIAMOND) SHALL BE FILLED PER SIMPSONS SPECIFICATIONS. 6. REFERENCE MECHANICAL DRAWINGS FOR ROOF TOP MECHANICAL EQUIPMENT LOCATIONS.REFERENCE MECHANICAL DRAWINGS FOR ROOF TOP MECHANICAL EQUIPMENT LOCATIONS.

UNBLOCKED

19/32" APA RATED

10d

6" O.C.

6" O.C.

12" O.C.

SINGLE OR DOUBLE JOIST HANGERS AS REQUIRED PER 01/S3.02 AND 03/S3.02

INSTALL WEB STIFFENER PER TJI SPECIFICATIONS AT HANGER LOCATIONS

INSTALL WEB STIFFENER PER TJI SPECIFICATIONS AT HANGER LOCATIONS

TJI BLOCKING EVERY 5TH JOIST SPACING AND IN WALL MIN.

1x4 STRAPPING CONT.

ROOF SHEATHING REF. 03/S2.02

INSTALL 1x4 WEB STIFFENER (ONE SIDE ONLY)

JOIST PER PLAN

SCALE:

%%UJOIST BLOCKING DETAILS

04

S2.02

1"=1'-0"

3 - 10D NAILS

2 - 10D NAILS AT EACH JOIST

10D NAILS AT 6" OC AT SOLID BLOCKING

26403

DAVIDSON

JUSTIN R.

RTU 1,500# (MAX.)

TOP OF 14"x1 1/2" LSL RIM BOARD LEDGER ELEV @ 114'-0" (VERIFY)

03

S3.02

01

S3.02

01

S3.02

EF

02

S2.02

SLOPE 1/4" PER FT.

SLOPE 1/4" PER FT.

SCALE:

%%UROOF FRAMING PLAN

1

S2.02

1/4"=1'-0"

A

B

1

2

3

(3) 2x6 HEADER -REF. DETAIL "A" 03/S3.02 (TYP)

2x6 WOOD FRAMING AT 16" OC (TYP)

02

S3.02

02

S3.02

C

DBL 2x6

(3) 2x12 HEADER

DBL 2X6

OUTLINE OF PRE-EINGEERED CANOPY REF. ARCH & MANUF

DBL 2x6

1x4 CONT. WD STRAPPING

TJI BLOCKING (TYP)

(3) 2x6 HEADER

2x6 WOOD FRAMING AT 16" OC (TYP)

(3) 2x6 HEADER

TOP OF 14"x1 1/2" LSL RIM BOARD LEDGER ELEV BOARD LEDGER ELEV @ 115'-4 5/8" (VERIFY)

2x6 WOOD FRAMING (TYP)

(3) 2x12 HEADER -REF. DETAIL "A" 03/S3.02 (TYP)

(3) 2x6 HEADER

TOP OF 14"x1 1/2" LSL RIM BOARD LEDGER LEDGER -REF. 01/S3.02 FOR ATTACHMENT DETAILS

04

S2.02

TYP

04

S2.02

TYP

DBL JOIST

(3) 2x12 HEADER HIGH (3) 2x12 HEADER LOW

DBL 2X6

02

S2.02

TYP

MAU

DBL 2X6

RTU 1,500# (MAX.)

DBL 2X6

DBL 2X6

EF

DBL 2X6

DBL JOIST

DBL JOIST

2x6

2x6

TYP

TOP OF 14"x1 1/2" LSL RIM BOARD LEDGERLEDGER

(3) 2x6 HEADER -REF. DETAIL "A" 03/S3.02 (TYP)

DBL JOIST

DBL JOIST

DBL JOIST

DBL JOIST

(3)2x12 HEADER2x12 HEADER

3 1/2"x11 1/4" LVL HEADER W/ (3) KING AND (2) TRIMMER STUDS EA END

600S162-43 STUDS @ 16" O.C. BEHIND KITCHEN HOOD ONLY AND BELOW HEADER. TOP OF HEADER = 110'-0". ATTACH STRUCTURAL SHEATHING TO METAL STUDS USING #10-1 1/4" TEK SCREWS @12 OC EA STUD. (REFER TO A2.01 FOR LOCATION)

MASONRY LINTEL L6x4x5/16 LLV

MASONRY LINTEL L6x4x5/16 LLV

MASONRY LINTEL L3 1/2x3 1/2x 5/16

NOTE: PROVIDE 8" MINIMUM BEARING AT EACH END OF MASONRY LINTELS

MASONRY LINTEL L3 1/2x3 1/2x5/16

MASONRY LINTEL L3 1/2x3 1/2x 5/16

MASONRY LINTEL L3 1/2x3 1/2x 5/16

MASONRY LINTEL L3 1/2x3 1/2x 5/16

MASONRY LINTEL L3 1/2x3 1/2x 5/16

MASONRY LINTEL L5x5x5/16 HIGH MASONRY LINTEL L6x4x5/16 LLV LOW

DBL JOIST

26403

DAVIDSON

JUSTIN R.

STD 90° HOOK

NOTE: 1. VERT REINF NOT SHOWN FOR CLARITY. 2. THIS DETAIL APPLIES TO BEAM AND WALL REINF.

CORNER BAR, LARGER BAR SIZE OF INTERSECTING WALL OR FTG

SCALE:

TYPICAL

%%UGRADE BEAM DETAIL

01

S3.01

3/4"=1'-0"

4 ADD'L STIRRUPS

BEAM MIDSPAN

BEAM REINF. CONT. THRU JOINT

SCALE:

TYPICAL GRADE BEAM

%%UCONSTRUCTION JOINT DETAIL

02

S3.01

3/4"=1'-0"

CONCRETE END DISTANCE REF. SHEARWALL SCHEDULE

HOLDOWN AND ANCHOR REF. SHEARWALL SCHEDULE

STRUCT. SHEATHING PER SECTIONS

SCALE:

%%UTYPICAL HOLDOWN DETAILS

04

S3.01

1 1/2"=1'-0"

WALL STUDS

HOLDOWN END POST REF. SHEAR WALL SCHEDULE

WALL STUDS

SCALE:

%%UTYPICAL HOLDOWN DETAILS

03

S3.01

1 1/2"=1'-0"

CONCRETE EDGE DISTANCE REF. SHEARWALL SCHEDULE

HOLDOWN AND ANCHOR REF. SHEARWALL SCHEDULE

STRUCT. SHEATHING PER SECTIONS

HOLDOWN END POST REF. SHEAR WALL SCHEDULE

WALL STUDS

R.O.

STRUCT. SHEATHING PER SECTIONS

SCALE:

TYPICAL HOLDOWN

%%UANCHOR BOLT DETAIL

11

S3.01

N.T.S.

NUT

F1554 GR 36 ANCHOR BOLT

NUT W/ DEFORMED THREADS

FOUNDATION

SCALE:

TYPICAL FOUNDATION SECTION

%%UAT REAR DOOR OPENINGS

09

S3.01

3/4" = 1'-0"

REINFORCING AT CENTER OF SLAB REF. 1/S2.01 FOR SIZE & SPACING

4" CONCRETE SLAB ON GRADE

10 MIL POLY VAPOR RETARDER UNDER SLAB

#3 CLOSED STIRRUPS REF. FOOTING SCHEDULE SHEET S2.01

TOP & BOTTOM REINFORCING REF. FOOTING SCHEDULE SHEET S2.01

TYP.

TYP.

#4 AT 12 O.C. WHERE FTG DEPTH IS GREATER THAN 24"

FROST DEPTH

NOTE: : SEE 06/S3.01 FOR FROST DEPTH

3

DOWEL SCHEDULE

MARK

SIZE

SPACING

TYPE

A

B

DWL-1

#4

16"

2

2'-0"

2'-0"

DWL-2

#3

12"

1

4'-0"

TYPE 2

A

TYPE 1

A

B

DOWEL DWL-1

SCALE:

TYPICAL

%%UDOOR OPENING DETAIL

05

S3.01

1 1/2"=1'-0"

LINE OF EXTERIOR CONC. SIDEWALK SLAB BEYOND

TAPER UP CONCRETE TO DOOR OPENINGS AT 1/8" PER FT.

DOWEL DWL-2 EQUALLY SPACED ACROSS ALL EXTERIOR DOOR OPENINGS

EXT GRADE BEAM RE: 06/S3.01

WALL BEYOND REF. ARCH.

SCALE:

TYPICAL FOUNDATION SECTION

%%UAT WALK-IN COOLER EXTERIOR WALL

10

S3.01

3/4" = 1'-0"

LINE OF WALK-IN COOLER UNIT -REF. ARCH. FOR PLACEMENT REQUIREMENTS WHERE OCCURS

SLOPE PAVEMENT 1/4" PER FOOT

TYP.

TYP.

FROST DEPTH

SEE CIVIL / SITE PLAN

12" EXPANSION JOINT MATERIAL REF. SPECS.

NOTE: : SEE 06/S3.01 FOR FROST DEPTH

SCALE:

TYPICAL FOUNDATION SECTION

%%UAT WALK-IN COOLER

08

S3.01

3/4" = 1'-0"

ANCHOR BOLTS REFER TO GENERAL NOTES & SHEARWALL SCHEDULE

2x6 WOOD STUDS

#4 INTO ADHESIVE ANCHOR AT 18" O.C. W/5" MIN. EMBEDMENT

REINFORCING AT CENTER OF SLAB REF. 1/S2.01 FOR SIZE & SPACING

4" CONCRETE SLAB ON GRADE

10 MIL POLY VAPOR RETARDER UNDER SLAB

FILL IN ACCORDANCE WITH SOILS REPORT & NOTES

DOWEL DWL-1

#3 CLOSED STIRRUPS REF. FOOTING SCHEDULE ON SHEET S2.01

TOP & BOTTOM REINFORCING REF. FOOTING SCHEDULE ON SHEET S2.01

LINE OF WALK-IN FREEZER/ COOLER UNIT -REF. ARCH. FOR PLACEMENT REQUIREMENTS

TYP.

TYP.

#4 AT 12 O.C. WHERE FTG DEPTH IS GREATER THAN 24"

FROST DEPTH

REF ARCH FOR CURB WALL SIZING, LOCATION, AND SLOPE WHERE RQ'D

#4 CONT.

SILL PLATE TO BE TREATED LUMBER

NOTE: : SEE 06/S3.01 FOR FROST DEPTH

3

STRUCTURAL SHEATHING

MASONRY VENEER RE: ARCH.

REINFORCING AT CENTER OF SLAB REF. 1/S2.01 FOR SIZE & SPACING

4" CONCRETE SLAB ON GRADE

10 MIL POLY VAPOR RETARDER UNDER SLAB

FILL IN ACCORDANCE WITH SOILS REPORT & NOTES

DOWEL DWL-1

#3 CLOSED STIRRUPS REF. FOOTING SCHEDULE ON SHEET S2.01

TOP & BOTTOM REINFORCING REF. FOOTING SCHEDULE ON SHEET S2.01

#4 AT 12 O.C. WHERE FTG DEPTH IS GREATER THAN 24"

SCALE:

TYPICAL FOUNDATION SECTION

%%UAT STEEL COLUMN DETAIL

12

S3.01

3/4" = 1'-0"

REINFORCING AT CENTER OF SLAB REF. 1/S2.01 FOR SIZE & SPACING

TOP & BOTTOM REINFORCING REF. FOOTING SCHEDULE SHEET S2.01

12" EXPANSION JOINT MATERIAL REF. SPECS.

4" CONCRETE SLAB ON GRADE

DOWEL DWL-1

#3 CLOSED STIRRUPS REF. FOOTING SCHEDULE ON SHEET S2.01

MASONRY VENEER REF. ARCH.

SLOPE PAVEMENT 1/4" PER FOOT

TYP.

TYP.

#4 DOWEL INTO ADHESIVE ANCHOR AT 18" O.C. W/5" MIN. EMBEDMENT

REF ARCH FOR CURB WALL SIZING, LOCATION, AND SLOPE WHERE RQ'D

10 MIL POLY VAPOR RETARDER UNDER SLAB

#4 AT 12 O.C. WHERE FTG DEPTH IS GREATER THAN 24"

12" EXPANSION JOINT MATERIAL REF. SPECIFICATIONS

#4 CONTINUOUS

HSS 3x3x1/4

BASE PLATE -REF. 9/S3.01

NOTE: : WOOD FRAMING, SHEATHING AND ARCH. VENEER NOT SHOWN FOR CLARITY

OF COL

SCALE:

%%UTYP. BASE PLATE DETAIL

13

S3.01

3"=1'-0"

HSS 3x3x1/4

LINE @ OUTSIDE FACE OF FRAMING

PLATE 1/2"

3/4" HOLES FOR 1/2" THREADED RODS W/ MIN. 4 1/2" EMBEDMENT INTO FOOTING WITH HILTI HY-200 (TYP)

SCALE:

%%UELEVATION

14

S3.02

3/4"=1'-0"

CONC CURB REF

CONC CURB REF

SOLE PLATE

2x6 CRIPPLE STUD

R.O. FOR WINDOW

DBL 2x6 SILL

HSS 3x3x1/4

BASE PLATE -REF. 13/S3.01

3/8" PLATE

(2)3/8" LAG SCREWS3/8" LAG SCREWS

ANCHOR BOLT -REF NOTES ON S1.01

R.O. FOR DOOR

14

S3.01

3/16

SCALE:

%%UTYPICAL FOUNDATION SECTION

06

S3.01

3/4" = 1'-0"

TOP & BOTTOM REINFORCING REF. FOOTING SCHEDULE SHEET S2.01

SCALE:

TYPICAL

%%UFOUNDATION SECTION AT DRIVE THRU

07

S3.01

3/4" = 1'-0"

REINFORCING AT CENTER OF SLAB REF. 1/S2.01 FOR SIZE & SPACING

TOP & BOTTOM REINFORCING REF. FOOTING SCHEDULE SHEET S2.01

TYP.

TYP.

FROST DEPTH

NOTE: : SEE 06/S3.01 FOR FROST DEPTH

C

ANCHOR BOLTS REFER TO GENERAL NOTES & SHEARWALL SCHEDULE

12" EXPANSION JOINT MATERIAL REF. SPECS.

MASONRY VENEER REF. ARCH.

STRUCTURAL SHEATHING

ANCHOR BOLTS REFER TO GENERAL NOTES & SHEARWALL SCHEDULE

2x6 WOOD STUDS

SILL PLATE TO BE TREATED LUMBER

12" EXPANSION JOINT MATERIAL REF. SPECS.

4" CONCRETE SLAB ON GRADE

DOWEL DWL-1

#3 CLOSED STIRRUPS REF. FOOTING SCHEDULE ON SHEET S2.01

MASONRY VENEER REF. ARCH.

SLOPE PAVEMENT 1/4" PER FOOT

STRUCTURAL SHEATHING

TYP.

TYP.

FROST DEPTH

NOTE: : FROST DEPTH = 24"

SLOPE PAVEMENT 1/4" PER FOOT

#4 DOWEL INTO ADHESIVE ANCHOR AT 18" O.C. W/5" MIN. EMBEDMENT

REF ARCH FOR CURB WALL SIZING, LOCATION, AND SLOPE WHERE RQ'D

#3 CLOSED STIRRUPS REF. FOOTING SCHEDULE ON SHEET S2.01

REINFORCING AT CENTER OF SLAB REF. 1/S2.01 FOR SIZE & SPACING

2x6 WOOD STUDS

SILL PLATE TO BE TREATED LUMBER

4" CONCRETE SLAB ON GRADE

#4 DOWEL INTO ADHESIVE ANCHOR AT 18" O.C. W/5" MIN. EMBEDMENT

REF ARCH FOR CURB WALL SIZING, LOCATION, AND SLOPE WHERE RQ'D

10 MIL POLY VAPOR RETARDER UNDER SLAB

DOWEL DWL-1

10 MIL POLY VAPOR RETARDER UNDER SLAB

#4 AT 12 O.C. WHERE FTG DEPTH IS GREATER THAN 24"

#4 AT 12 O.C. WHERE FTG DEPTH IS GREATER THAN 24"

#4 CONTINUOUS

#4 CONTINUOUS

GRANULAR FILL OVER APPROVED SUBGRADE IN ACCORDANCE WITH SOIL NOTES

GRANULAR FILL OVER APPROVED SUBGRADE IN ACCORDANCE WITH SOIL NOTES

GRANULAR FILL OVER APPROVED SUBGRADE IN ACCORDANCE WITH SOIL NOTES

26403

DAVIDSON

JUSTIN R.

SCALE:

%%UTYPICAL JOIST/WALL SECTION

01

S3.02

3/4"=1'-0"

SCALE:

%%UTYPICAL SIDE WALL SECTION

02

S3.02

3/4"=1'-0"

STRUCT. SHEATHING

2x6 BLOCKING @ TOP & BOTTOM OF CONTINUOUS LEDGER

EDGE NAIL, REF. FRAMING PLAN

ROOF SHEATHING

WOOD JOISTS PER PLAN

WEB STIFFENER

2x6 WD. FRAMING

TOP OF PARAPET ELEV.=REF. ARCH. (121'-8" MAX.)

JOIST HANGER PER SCHEDULE W/ (4) ADDITIONAL 10dx1 1/2" JOIST NAILS

ELEV. VARIES REF. FRAMING PLAN

CONT. LSL RIM BOARD LEDGER PER PLAN w/ (4) SIMPSON SDS 1/4x3 1/2" WOOD SCREWS AT EA STUD AND 16d NAILS @ 6" OC TO SOLID BLOCKING

2x6 WD. FRAMING

LSL RIM BOARD LEDGER PER PLAN W/ 16d AT 6" OC TO SOLID BLOCKING

2x4 AT 32" OC

WOOD JOISTS REF. FRAMING PLAN

ELEV. REF. FRAMING PLAN

(6) 16d NAILS AT EA LEDGER TO STUD CONN.

ROOF SHEATHING EDGE NAIL

SIMPSON H8 AT EA BLOCK

EDGE NAIL, REF. FRAMING PLAN

2x6 BLOCKING @ TOP & BOTTOM OF CONTINUOUS LEDGER

STRUCT. SHEATHING

SIMPSON H5 EA BLOCK TO JOIST CONNECTION

SLOPE PER PLAN

TOP OF PARAPET ELEV.=REF. ARCH. (121'-8" MAX.)

JOIST HANGER SCHEDULE

JOIST DEPTH

SIMPSON HANGER SPEC

SINGLE

DOUBLE

11 7/8"

MIU2.37/11

MIU4.75/11

14"

MIU2.37/14

MIU4.75/14

16"

NOT USED

NOT USED

SCALE:

%%USECTION AT DRIVE-THRU

03

S3.02

3/4"=1'-0"

(2) 12d NAILS @ 6" OC EA. SIDE

HEADER ASSEMBLY -REF. DETAIL "A"

ELEV. VARIES REF. FRAMING PLAN

WEB STIFFNER EA. SIDE OF JOIST

WD JOIST -REF. FRAMING PLAN

ROOF SHEATHING

EDGE NAIL REF. FRAMING PLAN

2x6 BLOCKING @ TOP & BOTT. OF CONT. LEDGER

%%UDETAIL "A"

ELEV.=110'-11 3/8"" VERIFY W/ARCH.

C

2x6 CONT. ABOVE HEADER

DBL 2x6 STUDS @ 12" OC

STRUCT. SHEATHING

ELEV.=REF. ARCH. 121'-8" MAX.

(3) 2x6 BUILT-UP HEADER AS RQ'D. TO SUPPORT CANOPY SIM. SIM. TO DETAIL A/S3.02

MASONRY VENEER RE: ARCH

2x6 BLK'G @ 48" OC

ELEV. = REF. ARCH.

1 1/2"x14" LSL RIM BOARD CONT. LEDGER W/(6) SIMPSON SDS 1/4x3 1/2" WOOD SCREWS @ EA. STUD AND 16d NAILS @ 6" OC TO SOLID BLK'G

JOIST HANGER PER SCHEDULE W/ (4) ADDITIONAL 10d x 1 1/2" JOIST NAILS

OUTLINE OF DRIVE-THRU EYEBROW CANOPY BY CANOPY MANUF. 5/8" SUPPORT ROD w/ END CONNECTIONS AND WALL MOUNT BRACKET BY CANOPY MANUF -REF. 13/A5.01

ELEV.=REF. ARCH.

L6x4x5/16 LLV LINTEL

COMPOSITE 2x HEADER - REF. S2.02 FOR DEPTHS

2x6 TRIMMER STUD BELOW HEADER (TYP)

(2) 2x6xFULL HEIGHT WALL FRAMING (TYP)

2x6 CRIPPLE STUD ABOVE HEADER (TYP)

SCALE:

%%UTYP. HEADER FRAMING DETAIL

04

S3.02

1 1/2"=1'-0"

A

A

SIMPSON CMSTC12

FULL HEIGHT STUD EACH SIDE

OF SPLICE

LSL LEDGER PER PLAN

SCALE:

%%UTYP. LEDGER SPLICE DETAIL

05

S3.02

1 1/2"=1'-0"

NOTE: : OFFSET LEDGER SPLICE FROM JOIST BEARING LOCATIONS.

MASONRY VENEER RE: ARCH

MASONRY VENEER RE: ARCH

2x6 STUDS @ 12" OC

(2) 12d NAILS @ 6" OC EA. SIDE

HEADER ASSEMBLY -REF. DETAIL "A"

L6x4x5/16 LLV LINTEL

2x HEADER REF. 01/S2.02 FOR DEPTH OF HEADER MEMBERS

2-12d NAILS @ 6" OC EA SIDE

1/2" SHEATHING

NOTE: : MASONRY LINTEL NOT SHOWN FOR CLARITY

ELEV.=106'-2 1/2" VERIFY W/ARCH.

SCALE:

%%UCANOPY FRAMING PLAN

1

1/8"=1'-0"

NOTE: VERIFY ALL DIMENSIONS WITH ARCHITECTURAL DRAWINGS AND EXISTING CONDITIONS

GENERAL NOTES: 1. ALL DIMENSIONS TO, OF, AND IN EXISTING STRUCTURES SHALL BE VERIFIED IN FIELD BY ALL DIMENSIONS TO, OF, AND IN EXISTING STRUCTURES SHALL BE VERIFIED IN FIELD BY CONTRACTOR WITH ALL DISCREPANCIES REPORTED TO THE ENGINEER. 2. DO NOT CHANGE THE SIZE NOR SPACING OF STRUCTURAL ELEMENTS WITHOUT THE APPROVAL DO NOT CHANGE THE SIZE NOR SPACING OF STRUCTURAL ELEMENTS WITHOUT THE APPROVAL OF THE ENGINEER. 3. THESE DRAWINGS DO NOT INCLUDE NECESSARY COMPONENTS FOR CONSTRUCTION SAFETY. THESE DRAWINGS DO NOT INCLUDE NECESSARY COMPONENTS FOR CONSTRUCTION SAFETY. 4. THE DESIGN IS BASED ON THE INTERNATIONAL BUILDING CODE, 2015 EDITION. THE DESIGN IS BASED ON THE INTERNATIONAL BUILDING CODE, 2015 EDITION. 5. CONTRACTOR SHALL DETERMINE EXACT LOCATION OF EXISTING UTILITIES BEFORE COMMENCING CONTRACTOR SHALL DETERMINE EXACT LOCATION OF EXISTING UTILITIES BEFORE COMMENCING WORK. HE AGREES TO BE FULLY RESPONSIBLE FOR ANY AND ALL DAMAGES WHICH MIGHT BE OCCASIONED BY HIS FAILURE TO EXACTLY LOCATE AND PRESERVE UNDERGROUND UTILITIES. 6. INCORRECTLY FABRICATED, DAMAGED, OR OTHERWISE MISFITTING OR NONCONFORMING INCORRECTLY FABRICATED, DAMAGED, OR OTHERWISE MISFITTING OR NONCONFORMING MATERIALS OR CONDITIONS SHALL BE REPORTED TO THE OWNER PRIOR TO REMEDIAL OR CORRECTIVE ACTION. ANY SUCH ACTION SHALL REQUIRE ENGINEER 'S APPROVAL. GENERAL CANOPY NOTES: 1. CANOPIES ARE TO REMAIN LEVEL WITH BUILDING. CANOPIES ARE TO REMAIN LEVEL WITH BUILDING. 2. ALL WELDING ON ARCHED CANOPY IS TO BE PERFORMED BY THE CANOPY MANUFACTURER ALL WELDING ON ARCHED CANOPY IS TO BE PERFORMED BY THE CANOPY MANUFACTURER WITHIN THEIR FABRICATION FACILITY. 3. DO NOT SLOPE CANOPIES WITH GRADE. DO NOT SLOPE CANOPIES WITH GRADE. 4. SEE CIVIL OR SITE PLANS FOR LOCATION DIMENSIONS. SEE CIVIL OR SITE PLANS FOR LOCATION DIMENSIONS. FOUNDATION AND SOIL PREPARATION NOTES: 1. THE FOUNDATION DESIGN IS BASED ON AN ALLOWABLE BEARING PRESSURE OF 1,000 PSF, AN THE FOUNDATION DESIGN IS BASED ON AN ALLOWABLE BEARING PRESSURE OF 1,000 PSF, AN 1,000 PSF, AN ALLOWABLE SIDE FRICTION OF 100 PSF AND AN ALLOWABLE SKIN FRICTION OF 100 PSF AS PROVIDED IN THE GEOTECHNICAL REPORT REFERRED ON S1.01. GEOTECHNICAL REPORT REFERRED ON S1.01. 2. ALL PIERS SHALL BE EXCAVATED AND CONCRETE SHALL BE PLACED THE SAME DAY OR THE ALL PIERS SHALL BE EXCAVATED AND CONCRETE SHALL BE PLACED THE SAME DAY OR THE DRILLED SHAFT FOR THE PIER IS TO BE RE-EXCAVATED PER THE INSTRUCTIONS OF THIS OFFICE. DRILLED SHAFT (PIER) NOTES: 1. THE BOTTOM OF THE SHAFT SHALL BE CLEAN AND FREE OF LOOSE SOIL PRIOR TO PLACING THE BOTTOM OF THE SHAFT SHALL BE CLEAN AND FREE OF LOOSE SOIL PRIOR TO PLACING CONCRETE. 2. CONCRETE FOR DRILLED SHAFTS SHALL HAVE A 28 DAY DESIGN COMPRESSIVE STRENGTH OF CONCRETE FOR DRILLED SHAFTS SHALL HAVE A 28 DAY DESIGN COMPRESSIVE STRENGTH OF 3,000 PSI, A MINIMUM OF 470 POUNDS OF PORTLAND CEMENT PER CUBIC YARD, MINIMUM 4-6% TOTAL AIR CONTENT (ENTRAINED), MID OR HIGH RANGE WATER REDUCING AGENT AND A 6-7" INCH SLUMP. AIR ENTRAINING AGENT OR FLYASH SHALL NOT BE USED WITHOUT THE APPROVAL OF THE ENGINEER PRIOR TO BIDDING. 3. NO SPLICING OF THE DRILLED SHAFT STEEL SHALL BE ALLOWED. NO SPLICING OF THE DRILLED SHAFT STEEL SHALL BE ALLOWED. CONCRETE NOTES: 1. ALL CONCRETE WORK SHALL BE IN ACCORDANCE WITH THE AMERICAN CONCRETE INSTITUTE ALL CONCRETE WORK SHALL BE IN ACCORDANCE WITH THE AMERICAN CONCRETE INSTITUTE STANDARDS "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE" (ACI 318-11) AND "SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS" (ACI 301-10). 2. REINFORCING STEEL SHALL BE NEW DOMESTIC DEFORMED BILLET STEEL CONFORMING TO REINFORCING STEEL SHALL BE NEW DOMESTIC DEFORMED BILLET STEEL CONFORMING TO A.S.T.M. A-615 GRADE 60. 3. REINFORCING BAR, BAR SUPPORTS, AND SPACERS SHALL BE DETAILED AND PROVIDED IN REINFORCING BAR, BAR SUPPORTS, AND SPACERS SHALL BE DETAILED AND PROVIDED IN ACCORDANCE WITH A.C.I. DETAILING MANUAL. CHAIRS SHALL NOT BE PLACED FURTHER THAN 4 FEET APART. 4. ADHESIVE ANCHORS, REBAR, OR THREADED RODS SHALL BE EITHER HILTI HIT HY-200 MAX ADHESIVE ANCHORS, REBAR, OR THREADED RODS SHALL BE EITHER HILTI HIT HY-200 MAX ANCHORS OR SIMPSON AT-EP ANCHORS. INSTALL ACCORDING TO THE MANUFACTURER'S RECOMMENDATIONS. THIS INCLUDES CLEANING THE HOLE WITH AIR. STEEL NOTES: 1. STRUCTURAL STEEL FABRICATION AND ERECTION SHALL CONFORM TO THE A.I.S.C. MANUAL OF STRUCTURAL STEEL FABRICATION AND ERECTION SHALL CONFORM TO THE A.I.S.C. MANUAL OF STEEL CONSTRUCTION. 2. WELDED CONNECTIONS SHALL CONFORM TO THE LATEST REVISED CODE OF THE AMERICAN WELDED CONNECTIONS SHALL CONFORM TO THE LATEST REVISED CODE OF THE AMERICAN WELDING SOCIETY. 3. ANY CONNECTIONS WITHOUT WELD SYMBOLS SHALL BE AT A MINIMUM WELDED ALL AROUND ANY CONNECTIONS WITHOUT WELD SYMBOLS SHALL BE AT A MINIMUM WELDED ALL AROUND WITH THE MINIMUM FILLET OR BUTT WELD SIZE. 4. STRUCTURAL STEEL ANGLES, PLATES, ETC. SHALL CONFORM TO A.S.T.M. A36 REQUIREMENTS STRUCTURAL STEEL ANGLES, PLATES, ETC. SHALL CONFORM TO A.S.T.M. A36 REQUIREMENTS (36 KSI). STRUCTURAL TUBING AND PIPES SHALL CONFORM TO THE A.S.T.M. A500 GRADE B REQUIREMENTS (46 KSI); STRUCTURAL STEEL CHANNELS SHALL CONFORM A.S.T.M. A992 REQUIREMENTS (50 KSI). 5. DO NOT PLACE HOLES THROUGH STRUCTURAL STEEL MEMBERS EXCEPT AS SHOWN AND DO NOT PLACE HOLES THROUGH STRUCTURAL STEEL MEMBERS EXCEPT AS SHOWN AND DETAILED ON STRUCTURAL DRAWINGS. 6. ALL BOLTED CONNECTIONS ARE TO BE A325 TYPE N BOLTS IN STANDARD HOLES UNLESS ALL BOLTED CONNECTIONS ARE TO BE A325 TYPE N BOLTS IN STANDARD HOLES UNLESS NOTED OTHERWISE AND SHALL BE MADE USING THE TURN OF THE NUT METHOD.

26403

DAVIDSON

JUSTIN R.

1

OF OF CANOPY

PROPOSED BUILDING

ROOF LIVE LOAD: 20 PSF LIVE LOAD REDUCTION ON SUPPORTING ELEMENTS IN ACCORDANCE WITH 2015 IBC. ROOF DEAD LOAD: 5 PSF DESIGN DEAD LOADS INCLUDE THE WEIGHT OF STRUCTURAL COMPONENTS AND PERMANENT FIXTURES. GROUND SNOW LOAD: Pg = 5 PSF Pg = 5 PSF FLAT ROOF SNOW LOAD: Pf = 5 PSF SNOW EXPOSURE FACTOR: Ce = 1.0 SNOW LOAD IMPORTANCE FACTOR: I = 1.0 THERMAL FACTOR: Ct = 1.2 WIND DESIGN DATA: ULTIMATE DESIGN WIND SPEED (3 SECOND GUST): 115 MPH WIND EXPOSURE CATEGORY: C BUILDING CATEGORY: II - OPEN BUILDING INTERNAL PRESSURE COEFFICIENTS: 0 ALL NEW COMPONENTS AND CLADDING NOT DESIGNED BY THE ENGINEER SHALL BE DESIGNED FOR ASCE 7-10 COMPONENTS AND CLADDING DESIGN LOADS UNLESS OTHERWISE APPROVED BY THE ENGINEER EARTHQUAKE DESIGN DATA: SEISMIC IMPORTANCE FACTOR, I: 1.0 MAPPED SPECTRAL RESPONSE ACCELERATIONS: SS = 0.237 S1 = 0.075 S = 0.237 S1 = 0.075 = 0.237 S1 = 0.075 1 = 0.075 = 0.075 SITE CLASS: D SPECTRAL RESPONSE COEFFICIENTS - Sds = 0.253, Sd1 = 0.12 SEISMIC DESIGN CATEGORY: C BASIC SEISMIC-FORCE-RESISTING SYSTEM: INVERTED PENDULUM TYPE STRUCTURE INVERTED PENDULUM TYPE STRUCTURE DESIGN BASE SHEAR: V = 2.88 kips SEISMIC RESPONSE COEFFICIENT: Cs = 0.127 RESPONSE MODIFICATION FACTOR: R = 2.0 ANALYSIS PROCEDURE USED: EQUIVALENT LATERAL FORCE METHOD FLOOD HAZARD INFORMATION: THIS BUILDING IS NOT DESIGNED FOR FLOOD LOADS.

ENGINEERING DATA

FRONT FRONT OF BLDG

C2

C2

PRE-ENGINEERED CANOPY RE: ARCH & MANUFACTURER

SEE 2/S4.01 FOR PATIO CANOPY ROOF FRAMING PLAN

PRE-ENGINEERED CANOPY RE: ARCH & MANUFACTURER

SCALE:

PATIO CANOPY

%%UROOF FRAMING PLAN

2

1/8"=1'-0"

5

S5.02

OF OF COLUMN

T.O.S. AT COLUMN ELEV=110'-3"

T.O.S. ELEV=110'-2 1/2"

T.O.S. ELEV=110'-3 1/2"

B1

C1

B1

C1

B1

C1

B1

C1

B1

C1

B2

B2

D1

D1

D1

D1

B2

B2

DECK SPAN

SLOPE 1/8" PER FT.

SCUPPER DRAIN BY CANOPY MANUF

METAL DECK

CANOPY FASCIA RE: ARCH

LANE STRIPING BELOW (TYP)

1

S5.02

NOTE: PROVIDE 3 ADDITIONAL DECK PANS. CUT 1 VERTICAL LEG OFF OF 1 PAN AND USE AS FLASHING BETWEEN BUILDING AND CANOPY STRUCTURE

B1

C1

B1

C1

B1

C1

B1

C1

2

S5.01

C3

T2

T1

PB1

PB1

PB1

C2

C2

OF COL

PB1

PB1

PB1

PB1

PB1

3/4" COUPLING WELDED TO END PLATE OF PURLIN

3/4" COUPLING WELDED TO END PLATE OF PURLIN

PB2

PB2

3/4" COUPLING WELDED TO BOTT OF PURLIN FOR FAN FIXTURE

3/4" COUPLING WELDED TO BOTT OF CROSS ARM FOR LIGHT FIXTURE

PROVIDE 2"x3" ACCESS HOLE IN END PLATE OF THIS PURLIN

1

S5.01

1

B2

B2

D1

D1

C3

COLUMN SCHEDULE

COLUMN NUMBER

COLUMN SIZE

C1

HSS6x4x1/4"

C2

8" SCH 40 PIPE

C3

10" SCH 40 PIPE

BEAM SCHEDULE

NO.

BEAM SIZE

STANDARD

ALTERNATE

B1

HSS6x4x1/4"

C8x11.5

B2

HSS6x4x3/16"

Z8x2.5x16GA

D1

SEE CONNECTION DETAIL 3/S5.02

T1

SEE CANOPY SCHEDULE S5.01

T2

SEE CANOPY SCHEDULE S5.01

PB1

HSS6x4x1/4"

PB2

HSS6x2x1/4"

B

C

A

3

2

DECK SPAN

SLOPE 1/8" PER FT.

METAL DECK

1

S5.02

B1

C1

B1

C1

B1

C1

B1

C1

D1

D1

T.O.S. AT COLUMN ELEV=110'-3"

T.O.S. ELEV=110'-3 1/2"

T.O.S. ELEV=110'-2 1/2"

5

S5.02

B1

B1

C1

B1

B1

C1

B1

B1

C1

B1

B1

C1

B2

B2

D1

D1

B2

B2

D1

D1

B2

B2

OF OF COLUMN

B1

C1

D1

D1

B1

C1

B2

B2

SCUPPER DRAIN BY CANOPY MANUF

CANOPY FASCIA RE: ARCH

LANE STRIPING BELOW (TYP)

SCALE:

%%UCANOPY FOUNDATION PLAN

1

1/8"=1'-0"

NOTE: VERIFY ALL DIMENSIONS WITH ARCHITECTURAL DRAWINGS AND EXISTING CONDITIONS

OF OF CANOPY

PROPOSED BUILDING

FRONT FRONT OF BLDG

SEE 2/S4.01 FOR PATIO CANOPY ROOF FRAMING PLAN

OF OF COLUMN

B

C

A

OF OF COLUMN

1

3

2

P1

P1

P1

P1

P1

P1

P1

P1

P1

P1

P1

P1

P1

P1

F2

F2

F3

5

S4.02

6

S4.02

TYP

5

S4.02

6

S4.02

TYP

26403

DAVIDSON

JUSTIN R.

SCALE:

%%USTANDARD LIGHT BASE DETAIL

8

S4.02

1/2"=1'-0"

BASE PLATE

LEVELING NUTS

HSS OR PIPE COLUMN RE: PLAN

REINFORCEMENT (TOP AND BOTTOM) RE: FOOTING SCHEDULE

2" "DRY PACK" NON-SHRINK GROUT PRIOR TO LOADING COLUMNS

ANCHOR BOLT PER SCHEDULE

PAVEMENT ELEV

RE: FTNG

RE: FTNG

RE: FOUNDATION

RE: FOUNDATION

BASE PLATE

LEVELING NUTS

VERT BARS EA FACE RE: FOOTING SCHEDULE

TIES RE: FOOTING SCHEDULE

SCALE:

F2, F3 AND P1

%%UFOUNDATION DETAIL

5

S4.02

3/8"=1'-0"

ANCHOR BOLT PER SCHEDULE

PAVEMENT ELEV

2" "DRY PACK" NON-SHRINK GROUT PRIOR TO LOADING COLUMNS

HSS OR PIPE COLUMN RE: PLAN

SCALE:

F3, P1, AND STND. LIGHT BASE

%%UALTERNATE FOUNDATION DETAIL

6

S4.02

3/8"=1'-0"

F2

RE: FOUNDATION

RE: FOUNDATION

SCALE:

F2 ALTERNATE

%%UFOUNDATION DETAIL

7

S4.02

3/8"=1'-0"

NOTE: : REFER TO E1.01 FOR LOCATIONS OF BOTH STANDARD AND DECORATIVE LIGHT POLES

FIRM, DRY, UNDISTURBED EARTH (TYP.)

BOLT CIRCLE PER MANUFACTURER

PROVIDE 3"x3" HOLE IN BASE & LEVELING PLATE FOR CONDUIT ACCESS

NOTES: 1. THIS FOUNDATION DESIGN IS THIS FOUNDATION DESIGN IS BASED ON AN ALLOWABLE BEARING CAPACITY SPECIFIED WITHIN THE CORRESPONDING NOTES, S4.01. . 2. THIS FOUNDATION IS BASED ON THIS FOUNDATION IS BASED ON WIND LOADS SPECIFIED WITHIN THE ENGINEERING DESIGN LOADS, S4.01. 3. ALL REINFORCING STEEL SHALL ALL REINFORCING STEEL SHALL CONFORM TO ASTM GRADE 60. 4. THE CONTRACTOR SHALL BE THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE BASE PLATE BOLT PATTERN. 5. WHEN ORDERING BLOCK FINISHES, WHEN ORDERING BLOCK FINISHES, ADDITIONAL LEAD TIME IS REQUIRED.

BASE PLATE PER PER MANUFACTURER

AIR GAP - DO NOT FILL WITH GROUT

HORIZ. REINF. #3 HOOPS @ 10" O.C.

3/4" HEAVY WALL ELECTRICAL CONDUIT

3500 PSI CONC. - PLACE DIRECTLY AGAINST UNDISTURBED EARTH (TYP.)

VERT. REINF. (8) #6 BARS @ ALTERNATE LOCATIONS FROM ANCHOR BOLTS.

2" HANDHOLE

THREADED BOLT PROJECTION (2 1/2" MIN., 3" MAX.) W/ DBL. NUTS

POLE AS SPEC'D

LIGHT AS SPEC'D

SON0TUBE W/ DIA. RQ'D

FINISHED GRADE

ANCHOR BOLTS PER MANUFACTURER

F2

PL 3/4"x12"12"

7/8" DIA HOLES

COL

1/4

E70

SCALE:

%%UCOLUMN BASE PLATE DETAILS

2

S4.02

1 1/2"=1'-0"

F3

F2

SCALE:

TYP. ANCHOR

%%UBOLT DETAIL

4

S4.02

N.T.S.

F2

SCALE:

ALTERNATE COLUMN

%%UBASE PLATE DETAILS

3

S4.02

1 1/2"=1'-0"

P1

COL

PL 3/4" X 12" X 12"

1 1/4" DIA HOLES

COL

PL 3/4"x18"18"

1/4

E70

1/4

E70

1" DIA SLOTTED HOLES FOR 3/4" DIA ANCHOR BOLTS WITH WASHERS (WASHERS ARE TO BE WELDED AFTER COLUMN AND BASE PLATE ADJUSTMENT)

DOUBLE NUT

F1554 GR 36 ANCHOR BOLT

NUT W/ DEFORMED THREADS

3/16

E70

7/8" DIA HOLES

COL

PL 3/4"x12"x12"

PORTION OF BASE PLATE TO BE REMOVED TO ALLOW PLACEMENT OVER COLUMN

FOUNDATION

FOUNDATION SCHEDULE

OPTIONAL SPREAD FOOTINGS

FOOTING NUMBER

WIDTH

LENGTH

DEPTH

F3

4'-0"

4'-0"

DRILLED PIERS

PIER NUMBER

DIAMETER

DEPTH

P1

2'-0"

7'-0"

F2

2'-0"

7'-0"

F3

2'-6"

7'-0"

REINFORCING SCHEDULE

DRILLED PIERS

PIER NUMBER

VERTICAL REBAR

HORIZONTAL REBAR

P1

8 - #6

#3 @ 12" C/C

F2

8 - #6

#3 @ 12" C/C

F3

12 - #6

#3 @ 12" C/C

ANCHOR BOLT SCHEDULE

COLUMN NUMBER

ANCHOR BOLT

C1

3/4" DIA. X 24" W/MIN. 18" EMBED

C2

3/4" DIA. X 24" W/MIN. 18" EMBED

C3

3/4" DIA. X 24" W/MIN. 18" EMBED

OPTIONAL SPREAD FOOTINGS

FOOTING NUMBER

VERTICAL REBAR

HORIZONTAL REBAR

P1

NOT USED

#6 @ 9" C/C EW T&B

F2

NOT USED

#6 @ 9" C/C EW T&B

F3

NOT USED

#6 @ 9" C/C EW T&B

F2

10'-0"

4'-0"

P1

4'-6"

4'-6"

2'-0"

2'-0"

2'-0"

11'-8"

TYP

BLDG FIN FLR ELEV

ASSEMBLY

TRUSS

6/S5.01

STANDING SEAM METAL PANEL SPECIFICATIONS

TYP

7/S5.01

11'-8"

BLDG FIN FLR ELEV

SCALE:

%%USECTION AT PATIO CANOPY

1

S5.01

3/8"=1'-0"

SCALE:

%%USECTION AT PATIO CANOPY

2

S5.01

3/8"=1'-0"

7/S5.01

CANOPY SCHEDULE

MEMBER NUMBER

MEMBER SIZE

T1B

HSS8x6x1/4"

T1S

HSS5x5x1/2"

T2B

HSS8x6x3/16"

T2S

HSS4x4x1/4"

T1B

T1B

T1B

T1B

T1B

T1B

T1B

T2B

T2B

T2B

T2B

T2B

T2B

T2B

T2S

T2S

T2S

T2S

T1S

MBCI CURVED BATTENLOK® PANEL PANEL 16" WIDE 24 GAUGE

3

S5.01

5

S5.01

3

S5.01

T1S

HSS4x6 RE: BEAM SCHEDULE

TYP

TYP

TRUSS ASSEMBLY

HSS4x6 RE: BEAM SCHEDULE

4

S5.01

4

S5.01

HALF SECTION OF 10" SCH 40 PIPE W/3/4" PLATE AT EA END

4" X 6" HAND HOLE W/ COVER PLATE (FAR SIDE)

6/S5.01

8

S5.01

26403

DAVIDSON

JUSTIN R.

10" %%C COLUMN

(2) 3/4"x18"%%C PLATE

(6) 3/4"%%C A325 BOLTS

TYP

PL 3/4"x5 3/8" R HALF CIRCLE EACH END OF PIPE

HALF SECTION OF 10" SCH 40 PIPE3 1/4" LONG

SCALE:

%%UCONNECTION DETAIL

3

S5.01

1 1/2"=1'-0"

SCALE:

%%UCONNECTION DETAIL

4

S5.01

1 1/2"=1'-0"

SCALE:

%%UCONNECTION DETAIL

6

S5.01

1 1/2"=1'-0"

SCALE:

%%UCONNECTION DETAIL

7

S5.01

1 1/2"=1'-0"

SCALE:

%%UCONNECTION DETAIL

8

S5.01

1 1/2"=1'-0"

1/8" STEEL CLIP

HSS RE: BEAM SCHEDULE

(2) #12 TEK SCREWS EA CLIP (TYP)

TACK-WELD NUT INSIDE BEAM TO RECEIVE BOLT

TRUSS ASSEMBLY

MCBI WEDGE SHIM @ TOP PURLINS ONLY TRIM AS RQD

DECK

MCBI FIXED C-CLIP, TYP @ EA PURLIN @ 16" OC

(2) #12-24 X 1 1/2" TEK SCREW W/ WASHER

METAL DECK

HSS RE: BEAM SCHEDULE

TRUSS ASSEMBLY

(2) #12 TEK SCREWS (TYP)

1/8" STEEL CLIP

MCBI LOW FIXED C-CLIP TYP @ EA PURLIN @ 16" OC

(2) #12-24 X 1 1/2" TEK SCREW W/ WASHER

3/16" PLATE X 6 X 9'-1/2"

TACK-WELD NUT INSIDE BEAM TO RECEIVE BOLT

HSS PER CANOPY SCHEDULE (TYP)

(6) 3/4" A325BOLTS

(2) 3/4"x14" PLATE

8" COLUMN

TYP ALL SIDES

1/4" BACKER PLATES

1/4"

SCALE:

%%UCONNECTION DETAIL

5

S5.01

1 1/2"=1'-0"

TS6x4 CROSS BM.

TS6x4 COL

4"x7"x1/4" STL PLATE WELDED TO TOP/CROSS BM

1/4

1/4

OF 1" HOLES

OF 2 1/2" HOLE

(2) 1" & (1) 2 " 12" PRE-DRILLED HOLES FOR ELEC. CONDUIT THROUGH STL PLATE & BM.

TS6x4 PURLIN

1/4

1/4

3/16" END PLATE

TS6x4 CROSS BM.

1/4

1/4

TS6x4 PURLIN

SCALE:

%%UCONNECTION DETAIL

2

S5.02

1 1/2"=1'-0"

SCALE:

%%UCONNECTION DETAIL

4

S5.02

1 1/2"=1'-0"

1/4

1/4

1/4

TS6x4 CROSS BM.

TS6x4 PURLIN

1/4

1/4

1/4

1/8

SEAL WELD GRIND SMOOTH 3 SIDES

SCALE:

%%UCONNECTION DETAIL

3

S5.02

1 1/2"=1'-0"

HSS COL RE: SCHEDULE

20GA PIPE CAP RE: CANOPY MANUF. W/(4) #12 TEK SCREWS (TYP.)

OF 1" HOLES

OF 2 1/2" HOLE

COL

1/4

TYP

1/4

3 SIDES

STEEL DECK RE: MANUF. (TYP.)

L 3" X 3" X 1/4" X 7 1/2" LONG (TYP.)

C CHANNEL RE: SCHEDULE (TYP.)

DECK ATTACHMENT ANGLE RE: MANUF. (TYP.)

Z PURLIN RE: SCHEDULE

C CHANNEL RE: SCHEDULE

DECK RE: MANUF.

DECK CLIP RE: MANUF.

STANDARD

ALTERNATE

STANDARD

ALTERNATE

ZEE PURLIN RE: PLAN

1/2" X 1 1/2" A-307 BOLT W/NUT & (2) WASHERS (8 RE: SPLICE)

STANDARD

ALTERNATE

SCALE:

%%UCONNECTION DETAIL

5

S5.02

1 1/2"=1'-0"

TS6x4 COL

TS6x4 BEAM

TS6x4 PURLIN

STEEL DECK PER CANOPY MANUF. (TYP)

COL

BASEPLATE RE: S4.02

2

S5.02

4

S5.02

4

S5.02

PAVING

SCALE:

%%USECTION AT CAR CANOPY

1

S5.02

1/2"=1'-0"

TS6x4 PURLIN

FASCIA RE: ARCH

C CHANNEL PER SCHEDULE

Z PURLIN PER SCHEDULE

COL

PAVING

SIM. OPP.

L 3" X 3" X 1/4" X 7 1/4" LONG (TYP.)

L 5" X 3 1/2" X 1/4" X 6 1/2" LONG (TYP.)

Z PURLIN PER SCHEDULE

DECK CLIP PER MANUF.

FASCIA RE: ARCH

2

S5.02

4

S5.02

4

S5.02

STANDARD

ALTERNATE

BASEPLATE RE: S4.02

TS6x4 COL

TOS @ COL

SIM. OPP.

STEEL DECK PER CANOPY MANUF. (TYP)

2 - 1" DIA. HOLES CUT IN COLUMN. REF. ARCH.

TS6x4 CANOPY COLUMN

BRACKET-REF. ARCH.

SEE SITE PLANS FOR DIRECTION, LOCATIONS AND ANGLES OF STALL MENUS.

1@12

1/8

1/8

1@12

1/8

1@12

1/8

1@12

SCALE:

%%UCONNECTION DETAIL

6

S5.02

3"=1'-0"

26403

DAVIDSON

JUSTIN R.