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TYPICAL SECTION AT DOOR TYPICAL INTERIOR COLUMN DETAILS · given to avoid conflicts with existing...

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1. THE STRUCTURAL DOCUMENT (DRAWINGS & SPECIFICATIONS) - MUST NOT BE USED WITHOUT THE CONSTRUCTION DOCUMENT OF OTHER DISCIPLINES. COORDINATION BETWEEN STRUCTURAL DOCUMENT AND OTHER DISCIPLINE'S DOCUMENT IS THE RESPONSIBILITY OF THE GENERAL CONTRACTOR AND THE SUBCONTRACTOR RESPONSIBLE FOR THE WORK. 2. EXISTING CONDITIONS SHOWN ON THE STRUCTURAL DOCUMENT ARE CONCEPTUAL & MUST BE VERIFIED IN THE FIELD BY GENERAL CONTRACTOR PRIOR TO DETAILING, FABRICATION, & CONSTRUCTION OF RELATED WORK. 3. ALL ITEMS REQUIRED BY OTHER DISCIPLINE'S WORK & IMPACTING THE STRUCTURAL WORK SUCH AS CASTING OF ANCHORS, SLEEVES, CONDUITS, OPENINGS, SUPPORTS FOR & BRACING FOR NON-STRUCTURAL COMPONENT SHALL BE IDENTIFIED BY SUBCONTRACTORS RESPONSIBLE FOR SUCH WORK & SUBMITTED WITH DETAILS FOR STRUCTURAL ENGINEER'S APPROVAL. 4. THE SEOR IS NOT RESPONSIBLE FOR MEANS, METHODS, AND SEQUENCE OF WORK. ALL TEMPORARY BRACING, SHORING, COMPLIANCE WITH OSHA REGULATIONS & SOILS REPORT AND GENERAL STABILITY OF INDIVIDUAL STRUCTURAL COMPONENT DURING CONSTRUCTION IS THE RESPONSIBILITY OF THE GENERAL CONTRACTOR. 5. WHERE SPECIFIC DETAILS ARE NOT IDENTIFIED ON THE STRUCTURAL PLANS, REFER TO TYPICAL DETAILS AND UTILIZE INDUSTRY STANDARD PRACTICE AS IDENTIFIED IN SPECIFIED CODES, REGULATIONS, AND STANDARDS. GENERAL NOTES FOUNDATION 1. SOIL BEARING PRESSURE --- 1500 PSF (ASSUMED - VERIFY IN FIELD) CONCRETE 1. DETAILING, FABRICATION AND REINFORCING STEEL -- PER LATEST CRSI MANUAL OF STANDARD PRACTICE. 2. REINFORCING STEEL -- ASTM A615, GRADE 60. 3. MINIMUM 28 DAY CONCRETE STRENGTH -- 4000 PSI, UNLESS NOTED OTHERWISE. 4. LAP FOR CONTINUOUS REINFORCING BARS -- 60 DIAMETERS, BUT NOT LESS THAN 2'-0" LAP BOTTOM REINFORCING AT SUPPORT. 5. MINIMUM CONCRETE COVER FOR REINFORCING BARS: SLABS (EXCEPT SLABS ON GRADE) . . . 1" BEAMS AND COLUMNS . . . . . . . . . 1 1/2" TO TIES OR STIRRUPS WALLS . . . . . . . . . . . 1 1/2" EXTERIOR FACE, 1" INTERIOR FACE CONCRETE CAST AGAINST EARTH . . . . . 3" 6. BLOCKING, SLEEVES, BOLTS, AND ANCHORS REQUIRED TO BE SET IN CONCRETE OR TO BE ATTACHED TO STEEL -- PER ARCHITECTURAL AND MECHANICAL DRAWINGS. SITEWORK 1. BACKFILL SHALL BE FREE OF DEBRIS AND LARGE ROCKS. 2. SLOPE GRADE AWAY FROM BUILDING AT 1 INCH PER FOOT MINIMUM FOR A DISTANCE OF 8'-0" MINIMUM OR TO SWALE. ADDITIONAL VERTICAL UNITS MAY BE REQUIRED TO ACCOUNT FOR SETTLEMENT OF BACKFILL AT THE IMMEDIATE PERIMETER OF THE FOUNDATION. 3. PROVIDE CONCRETE SPLASH BLOCKS AT ALL DOWNSPOUTS. DOWNSPOUTS DISCHARGE SHALL BE DIRECTED AWAY FROM THE FOUNDATION. 4. FINISHED GRADES AT BUILDING TO BE A MINIMUM OF 8" BELOW TOP OF FOUNDATION FOR WOOD FRAME WALLS AND 6" MINIMUM BELOW FOR FULL MASONRY WALLS. 5. SILTATION AND EROSION CONTROL MEASURES MUST BE PROVIDED TO PREVENT SILTATION/EROSION FROM LEAVING THE CONSTRUCTION SITE. “TOP BARS” ARE DEFINED AS ANY BAR WITH MORE THAN 12” OF CONCRETE CAST BELOW THE BAR, SEE NOTE 4 IN TABLE NOTES CONCRETE: 1. CONCRETE SHALL CONFORM WITH THE REQUIREMENTS SET FORTH IN A.C.I. 301 AND SHALL HAVE A 28-DAY COMPRESSIVE STRENGTH AND DENSITY, IN ACCORDANCE WITH THE FOLLOWING: A. FOR MAXIMUM COARSE AGGREGATE SIZE INDICATED, USE THE FOLLOWING AGGREGATE SIZE NUMBERS PER A.S.T.M. C33: 3/8” - #8 AGGREGATE ¾” - #67 AGGREGATE 1” - #57 AGGREGATE 1 ½” - #467 AGGREGATE B. TOTAL AIR CONTENT LIMITS INCLUDE BOTH ENTRAINED AND ENTRAPPED AIR +/- 1 ½%. “N” IN COLUMN INDICATES ADDITION OF ENTRAINED AIR NOT PERMITTED. C. ABBREVIATIONS FOR REQUIRED ADMIXTURES AS FOLLOWS: AE – AIR-ENTRAINED ADMIXTURE WR – WATER REDUCING ADMIXTURE D. MAXIMUM SHRINKAGE FOR SLAB ON GRADE SHALL BE LIMITED TO ¼” PER 100 FOOT. 2. REINFORCING SHALL CONFORM TO A.S.T.M. A615, GR. 60, INCLUDING TIES AND STIRRUPS. BARS REQUIRING WELDING OR FIELD BENDING SHALL BE A.S.T.M. A706, GRADE 60. 3. WELDED WIRE FABRIC SHALL CONFORM TO A.S.T.M. A185. 4. LAP SPLICES SHALL BE IN ACCORDANCE WITH THE FOLLOWING TABLE, UNLESS NOTED OTHERWISE. WHERE CLASSES ARE NOT CALLED OUT ON DRAWING, USE CLASS “B” SPLICES. SPLICES f’c = 4000 P.S.I., Fy = 60,000 P.S.I. INTENDED USE 28-DAY STRENGTH Fc (KSI) GRADE BEAMS, TIE BEAMS AND BASEMENT WALLS ALL CONCRETE NOT OTHERWISE SPECIFIED DRILLED PIERS FOOTINGS COLUMNS STRUCTURAL SLABS AND BEAMS CONCRETE EXPOSED TO DEICERS SLABS ON METAL DECK INTERIOR TOPPING SLABS INTERIOR SLAB ON GRADE AE, WR 4 CONCRETE DENSITY MAX. W/C (INCLUDING FLY ASH) MIN. CEMENT MATL. (#/CY INCLUDING FLY ASH) MAXIMUM AGGREGATE (IN) SLUMP LIMITS (IN)(+0"-2") TOTAL AIR LIMITS (%0) (B) REQUIRED ADMIXTURES (C) 145 0.48 564 1 7 6 AE 4 145 0.48 564 1 4 - - 4 145 0.48 564 3/4 4 5 145 0.48 611 4 4 145 0.48 564 4 4 145 0.40 564 4 6 3.5 110 0.50 541 5 3.5 145 0.50 541 4 4 145 0.50 564 1 4 4 145 0.40 564 4 6 3/4 3/4 3/4 3/4 3/4 3/4 - - N - - N - - - - - - - TABLE NOTES 1. TABLES ARE BASED A.C.I. 318. WHERE CLEAR SPACING OF BARS BEING DEVELOPED OR SPLICED IS AT LEAST 2 BAR DIAMETERS AND THE CLEAR COVER AT LEAST 1 BAR DIAMETER, USE CASE 1. USE CASE 2 FOR OTHER BAR ARRANGEMENTS. 2. ALL SPLICES TO BE CLASS “B” TENSION SPLICE UNLESS OTHERWISE NOTED. 3. SPLICE PLAIN WIRE FABRIC BY LAPPING ONE FULL MESH SPACE PLUS 2 INCHES. 4. FOR TOP BARS, MULTIPLY LENGTHS IN TABLE BY 1.3. 5. FOR EPOXY COATED REINFORCEMENT, MULTIPLY LENGTHS IN TABLE BY 1.3 FOR TOP BARS AND 1.5 FOR COVER LESS THAN 3db OR CLEAR LESS THAN 6db, MULTIPLY LENGTHS IN TABLE BY 1.2 FOR ALL OTHER EPOXY COATED REINFORCEMENT. 6. FOR LIGHT CONCRETE, MULTIPLY LENGTHS IN TABLE BY 1.3. 7. COMPRESSION DOWEL EMBEDMENT: 22 BAR DIAMETERS. STANDARD TENSION LAP SPLICE, GRADE 60 CLASS A, AB, LAP SPLICE LENGTH (INCHES) f’c = 3,000 P.S.I. f’c = 4,000 P.S.I. f’c = 5,000 P.S.I BAR SIZE CLASS CASE A B #3 . 1 16 2 16 16 16 1 A B 1 16 16 16 16 1 A B 1 16 1616 16 1 #4 . 16 16 16 16 16 16 16 16 16 1616 16 #5 . 16 16 16 16 16 16 16 16 16 1616 16 #6 . 16 16 16 16 16 16 16 16 16 1616 16 #7 . 16 16 16 16 16 16 16 16 16 1616 16 #8 . 16 16 16 16 16 16 16 16 16 1616 16 #9 . 16 16 16 16 16 16 16 16 16 1616 16 #10 . 16 16 16 16 16 16 16 16 16 1616 16 #11 . 16 16 16 16 16 16 16 16 16 1616 16 2 2 2 2 2 COMPRESSION LAP SCHEDULE LAP LENGTH (INCHES) f’c = 3,000 P.S.I. OR GREATER BAR SIZE MIN. LAP #3 12 #4 15 #5 19 #6 22 #7 26 #8 29 #9 33 #10 37 #11 41 STRUCTURAL STEEL: 1. STEEL SHALL CONFORM TO THE FOLLOWING GRADES: ALL WIDE FLANGE (U.N.O.), A992 GRADE 50 (FY=50) ALL CHANNEL, ANGLE, BASE PLATES, CONNECTION PLATES (U.N.O.), A36 (FY=36) STRUCTURAL PIPE: A53 (FY=35) STRUCTURAL HSS RECTANGULAR TUBE: A500 GRADE B (FY=46) STRUCTURAL HSS ROUND TUBE: A500 GRADE B (FY=42) 2. ALL STRUCTURAL STEEL SHALL BE DETAILED, FABRICATED AND ERECTED IN ACCORDANCE WITH THE A.S.C.I. CODE OF STANDARD PRACTICE (1992), EXCEPT AS MODIFIED IN THESE NOTES AND THE PROJECT SPECIFICATIONS. 3. CONNECTIONS MAY BE BOLTED OR WELDED. THE FABRICATOR IS RESPONSIBLE FOR THE DESIGN OF CONNECTIONS NOT DESIGNED ON THE DRAWINGS. GENERALLY, CONNECTIONS SHOWN ON THE STRUCTURAL DRAWINGS ARE SCHEMATIC AND ARE ONLY INTENDED TO SHOW THE RELATIONSHIP OF MEMBERS CONNECTED. ANY CONNECTION THAT IS SHOWN OR IS NOT COMPLETELY DETAILED ON THE STRUCTURAL DRAWINGS SHALL BE DESIGNED BY A PROFESSIONAL ENGINEER, REGISTERED IN THE STATE OF THE PROJECT, RETAINED BY THE FABRICATOR. COMPLETELY DETAILED MEANS THE FOLLOWING INFORMATION IS SHOWN ON THE DETAIL: A. ALL PLATE DIMENSIONS AND GRADES. B. ALL WELD SIZES, LENGTHS, PITCHES, AND RETURNS. C. ALL HOLE SIZES AND SPACINGS. D. NUMBER AND TYPES OF BOLTS: WHERE BOLTS ARE SHOWN BUT NO NUMBER IS GIVEN, THE CONNECTION HAS NOT BEEN COMPLETELY DETAILED. E. WHERE PARTIAL INFORMATION IS GIVEN, IT SHALL BE THE MINIMUM REQUIREMENT FOR THE CONNECTION. PRIOR TO FABRICATION, PROVIDE (FOR RECORD COPY) DESIGN CALCULATIONS FOR TYPICAL BEAM CONNECTIONS, ALL PRIMARY BRACING AND HANGER CONNECTIONS, SIGNED AND SEALED BY A PREOFESSIONAL ENGINEER REGISTERED IN THE STATE OF THE PROJECT SHALL BE SUBMITTED TO THE ENGINEER. CONNECTION DESIGN FORCES: A. BEAMS, GREATER OF: 55% OF TOTAL ALLOWABLE UNIFORM LOAD CAPACITY FROM A.I.S.C. 9TH EDITION TABLES FOR ALLOWABLE LOADS ON BEAMS, Wc/L. REACTIONS SHOWN ON DRAWINGS. 10 KIPS. MOMENT CONNECTIONS INDICATED ON THE DRAWINGS THUS: {-< }-{ >-} DEISGN FOR MOMENT SHOWN OR, IF NOT SHOWN, DEVELOP MOMENT CAPACITY OF MEMBER WITH fb=0.66 FY. MAINTAIN TENSION INDICATED OF COLUMNS, DIAGONALS AND MEMBERS SUBJECT TO TENSION AT BOLT HOLES, NOTCHES, OR COPES. CONNECTION FORCE NOTATION: P = AXIAL FORCE IN KIPS: (+) TENSION, (-) COMPRESSION V OR [ ] = SHEAR IN KIPS M = MOMENT IN FOOT KIPS T = TORSION IN FOOT KIPS LOADS SHOWN INCLUDE COMPENSATION FOR CODE PERMITTED LOAD REDUCTIONS FOR CONNECTION DESIGN. THE MINIMUM PLATE THICKNESS SHALL BE 3/8”. BOLTED CONNECTIONS: MINIMUM BOLT DIAMETER = ¾” SLIP CRITICAL CONNECTIONS OF A3255C OR A490SC BOLTS SHALL BE USED FOR ALL BOLTED CONNECTIONS OF BRACING MEMBERS, MOMENT CONNECTIONS, CANTILEVERS, AND AS SHOWN ON THE DRAWINGS. OVERSIZED AND LONG-SLOTTED HOLES ARE ALLOWED FOR SLIP CRITICAL CONNECTIONS. ALL OTHER BOLTED CONNECTIONS SHALL BE BEARING TYPE USING A325N OR A490N BOLTS. OVERSIZED HOLES AND LONG-SLOTTED HOLES ARE NOT ALLOWED UNLESS SHOWN ON THE DRAWINGS. A307 BOLTS MAY BE USED WHERE INDICATED ON THE DRAWINGS. PROTRUDING BOLT HEADS, SHAFTS OR NUTS SHALL NOT EXTEND INTO NOR PROHIBIT THE APPLICATION OF ARCHITECTURAL FINISHED AND THEY SHALL NOT EXTEND INTO NOT PROHIBIT THE PLACEMENT OF STEEL DECKING TO THE CORRECT LINE AND ELEVATION. THE FABRICATOR IS RESPONSIBLE FOR VERFYING THE TENSION CAPACITY OF AXIALLY LOADED MEMBERS AFTER A SECTION IS REDUCED FOR BOLT HEADS. MEMBER SIZE MAY BE INCREASED OR CONNECTION PLATES ADDED AS REQUIRED. SHOP DRAWINGS SHALL INDICATE THE TYPE OF BOLT USED IN EACH CONNECTION AND THE ALLOWABLE VALUES USED FOR THE VARIOUS BOLT TYPES. B. C. D. E. 5. 6. A. B. C. D. E. F. G. WELDED CONNECTIONS: WELDS ARE CONTINUOUS UNLESS NOTED. ALL FILLET WELDS: A.I.S.C. MINIMUM BUT NOT LESS THAN 1.4” UNLESS NOTED OTHERWISE. ALL WELDING SHALL BE IN ACCORDANCE WITH THE CURRENT “STRUCTURAL WELDING CODE” (A.W.S. DI.1) PUBLISHED BY THE AMERICAN WELDING SOCIETY. ELECTRODES FOR WELDING SHALL COMPLY WITH THE REQUIREMENTS OF TABLE 4.1.1 OF (A.W.S. DI.1). ALL GROOVE WELDS SHALL BE COMPLETE PENETRATION UNLESS NOTED OTHERWISE. SPLICING OF STEEL MEMBERS, UNLESS SHOWN ON THE DRAWINGS, IS PROHIBITED WITHOUT WRITTEN APPROVAL OF THE ARCHITECT. NO CHANGES IN SIZE OR POSITION OF THE STRUCTURAL ELEMENTS SHALL BE ADE AND HOLES, SLOTS, CUTS, ETC., ARE NOT PERMITTED THROUGH ANY MEMBER UNLESS THEY ARE DETAILED ON THE APPROVED SHOP DRAWINGS. NO FINAL BOLTING OR WELDING SHALL BE MADE UNTIL AS MUCH OF THE STRUCTURE AS WILL BE STIFFENED THEREBY HAS BEEN PROPERLY ALIGNED. UNLESS NOTED OTHERWISE, BEAMS SHALL BEAR 8” MINIMUM ON CONCRETE OR MASONRY. ANCHOR BEAMS TO MASONRY OR CONCRETE WITH 2-3/4” DIA. ANCHOR BOLTS OR WELDED TO EMBED PLATE. FABRICATE ALL BEAMS WITH THE MILL CAMBER UP. SHEAR STUDS: CONFORM TO A.W.S. DI-1-98, SHOP WELD EXCEPT WHERE APPLIED THROUGH METAL DECK. HEADED STUDS SHALL CONFORM TO A.W.S. DI-1-98, SHOP WELD EXCEPT WHERE APPLIED THROUGH METAL DECK. HEADED STUDS SHALL CONFORM TO A.S.T.M. A108, GRADE 1015, WELDABLE (Fy = 65 K.S.I.). WHERE FIREPROOFING IS REQUIRED, ADJUST FIREPROOFING THICKNESS BASED ON MEMER SIZES. SEE ARCHITECTURAL DRAWINGS FOR FIREPROOFING REQUIREMENTS AND THICKNESS. THE FABRICATOR IS RESPONSIBLE FOR THE DESIGN AND DETAILING OF STEEL STAIRS. STAIRS SHOWN ON THE STRUCTURAL DRAWINGS ARE SCHMETIS AND ARE ONLY INTENDED TO SHOW THE RELATIONSHIP OF MEMBERS CONNECTED. STAIRS SHALL BE DESIGNED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF THE PROJECT, RETAINED BY THE FABRICATOR. A. B. C. D. 7. 8. 9. 10. 11. 12. 13. 14. 15. 16. POST-INSTALLED MECHANICAL ANCHORS: 1. POST-INSTALLED MECHANICAL ANCHORS SHALL ONLY BE USED WHERE SPECIFIED ON THE DRAWINGS. THE CONTRACTOR SHALL OBTAIN APPROVAL FROM THE ENGINEER OF RECORD PRIOR TO USING POST-INSTALLED ANCHORS FOR MISSING OR MISPLACED CAST-IN ANCHORS. CARE SHALL BE GIVEN TO AVOID CONFLICTS WITH EXISTING REBAR. HOLES SHALL BE DRILLED AND CLEANED PER MANUFACTURER’S INSTRUCTIONS. DO NOT CUT EXISTING REINFORCING. 2. THE CONTRACTOR SHALL ARRANGE AN ANCHOR MANUFACTURER’S REPRESENTATIVE TO PROVIDE ONSITE INSTALLATION TRAINING OR ALL OF THEIR ANCHORING PRODUCTS SPECIFIED. THE STRUCTURAL ENGINEER OF RECORD MUST RECEIVE DOCUMENTED CONFIRMATION THAT ALL OF THE CONTRACTOR’S PERSONNEL WHO INSTALL ANCHORS ARE TRAINED PRIOR TO THE COMMENCEMENT OF INSTALLING ANCHORS. UNLESS SPECIFIED OTHERWISE, ANCHORS SHALL BE EMBEDDED IN THE APPROPRIATE SUBSTRATE WITH A MINIMUM EMBEDMENT OF 8 TIMES THE NOMINAL ANCHOR DIAMETER OR THE EMBEDMENT DEPTH REQUIRED TO SUPPORT THE INTENDED LOAD. SUBSTITUTION REQUESTS, FOR PRODUCTS OTHER THAN THOSE LISTED BELOW, SHALL BE SUBMITTED TO THE ENGINEER WITH CALCULATIONS THAT ARE PREPARED AND SEALED BY A PROFESSIONAL ENGINEER, REGISTERED IN THE STATE WHERE PROJECT IS LOCATED, SHOWING THAT THE SUBSTITUTED PRODUCTS WILL ACHIEVE AN EQUIVALENT CAPACITY. 3. UNLESS OTHERWISE NOTED IN THE DETAILS, ANCHORS SHALL BE: CONCRETE EXPANSION ANCHORS: ALL CONCRETE EXPANSION ANCHORS SHALL MEET THE REQUIREMENTS OF A.C.I. 318, APPENDIX D AND SHALL BE ACCEPTABLE FOR BOTH CRACKED AND UN-CRACKEDCONCRETE. “STRONG-BOLT” BY SIMPSON STRONG-TIE CO. (ISS-ES ESR-1771) “KWIK BOLT TZ” BY HILTI, INC. (ICC-ES ESR-1917) “HSL HEAVY DUTY SLEEVE ANCHOR” BY HILTI, INC. (ICC- ES ESR-1546) “KWIK BOLT 3” BY HILTI, INC. UNCRACKED ONLY (ICC-ES ESR-2303) GROUTED MASONRY EXPANSION ANCHORS: “WEDGE-ALL” BY SIMPSON STRONG-TIE CO. (ICC-ES ESR-1396) “KWIK BOLT 3” BY HILTI, INC. (ICC-ES ESR-1385) 4. ADHERE TO MANUFACTURERS REQUIREMENTS FOR ANCHOR SPACING AND LOCATIONS. CONCRETE SCREW ANCHORS: ALL SCREW ANCHORS SHALL BE INSTALLED IN DRY, INTERIOR NON-CORROSIVE ENVIRONMENTS OR FOR TEMPORARY OUTDOOR APPLICATIONS. “TITEN HD” BY SIMPSON STRONG-TIE CO. (ICC-ES ESR-2713) CRACKED AND UN-CRACKED CONCRETE. “KWIK HUS EZ AND EZ-1” BY ILTI, INC. (ICC-ES ESR-3027) MASONRY SCREW ANCHORS: ALL SCREW ANCHORS SHALL BE INSTALLED IN DRY, INTERIOR NON-CORROSIVE ENVIRONMENTS OR FOR TEMPORARY OUTDOOR APPLICATIONS. “TITEN HD” BY SIMPSON STRONG-TIE CO. (ICC-ES ESR-2713) “HUS-H SCREW ANCHOR” BY HILTI, INC. (ICC-ES ESR-2369) 5. SPECIAL INSPECTION SHALL BE PROVIDED IN ACCORDANCE WITH THE ICC-ES REPORT AND AS PRESCRIBED BY THE APPLICABLE BUILDING CODE. C. WOOD TRUSS MEMBERS: 1. TRUSSES SHOWN ON PLANS ARE FOR CONFIGURATION ONLY. CONTRACTOR SHALL SUBMIT SHOP DRAWINGS WITH MISSOURI PROFESSIONAL ENGINEERS SEAL SHOWING ACTUAL MEMBER STRESSES AND JOINT PLATE SIZES CONFORMING TO LOADING FIGURES CONSTRUCTED BY THE TRUSS SUPPLIER. TRUSS LAYOUT/PLAN DRAWINGS SHALL BE SUBMITTED. 2. ALL WOOD TRUSS TO WOOD TRUSS (OR WOOD GIRDER TRUSS) CONNECTIONS SHALL BE BY WOOD TRUSS SUPPLIER. SHOP DRAWINGS SHALL BE SUBMITTED FOR THESES CONNECTIONS, TYPICAL. 3. TEMPORARY AND PERMANENT WOOD TRUSS BRACING/BRIDGING LOCATION AND SIZE SHALL BE DESIGNED AND INDICATED BY THE TRUSS MANUFACTURER, TYP. 4. LIVE LOAD DEFLECTION DESIGN LIMITS SHALL NOT BE GREATER THAN THE FOLLOWING: a. ROOF TRUSSES, VERTICAL 1/360 TIMES PROJECTED SPAN. b. FLOOR TRUSSES, VERTICAL 1/480 TIMES SPAN LENGTH. 5. PROVIDE 1/8" OF CAMBER FOR EACH 6'-0" OF TRUSS SPAN UNO. 1. ALL BEAMS, HEADERS, LINTELS AND COLUMNS SHALL BE CONNECTED WITH APPROPRIATE METAL STANDARDS OF SIMPSON STRONG-TIE. ATTACH ANCHORS TO WOOD FRAMING IN ACCORDANCE WITH MANUFACTURERS RECOMMENDATIONS. 2. MISCELLANEOUS FASTENER CONNECTIONS SHALL BE IN ACCORDANCE WITH THE NAILING SCHEDULE OF THE APPROPRIATE BUILDING CODE. WHERE ROUGH CARPENTRY IS EXPOSED TO WEATHER, IN GROUND CONTACT, OR IN AREAS OF HIGH RELATIVE HUMIDITY, PROVIDE HOT-DIP-ZINC COATED FASTENERS PER ASTM A153 OR AISI TYPE 304 STAINLESS STEEL FASTENERS. 3. ALL MULTIPLE-PLY MICROLAM MEMBERS SHALL BE INTERCONNECTED PER MANUFACTURER INSTRUCTIONS FOR SIDE-LOADED BEAMS. 4. PRESERVATIVE PRESSURE TREAT LUMBER AND PLYWOOD WITH WATER-BORNE PRESERVATIVES TO COMPLY WITH AWPA C2 AND C9 RESPECTIVELY, AND WITH REQUIREMENTS INDICATED BELOW. D. NOTES: a. PRESSURE TREAT ABOVE-GROUND ITEMS WITH WATER-BORNE PRESERVATIVE TO A MINIMUM RETENTION OF 0.25 PCF, FOR INTERIOR USES, AFTER TREATMENT, KILN-DRY LUMBER AND PLYWOOD TO A MAXIMUM MOISTURE CONTENT, RESPECTIVELY, OF 18 PERCENT AND 15 PERCENT, TREAT INDICATED ITEMS AND THE FOLLOWING: 1. WOOD CANTS, NAILERS, CURBS, EQUIPMENT, SUPPORT BASES, BLOCKING STRIPPING AND SIMILAR MEMBERS IN CONNECTION WITH ROOFING, FLASHING, VAPOR BARRIERS AND WATERPROOFING. 2. WOOD SILLS, SLEEPERS, BLOCKING, FURRING, STRIPPING AND SIMILAR CONCEALED MEMBERS IN CONTACT WITH MASINRY OR CONCRETE. b. COMPLETE FABRICATION OF TREATED ITEMS PRIOR TO TREATMENT, WHERE POSSIBLE. IF CUT AFTER TREATMENT, COAT CUT SURFACES TO COMPLY WITH AWPA M4. INSPECT EACH PIECE OF LUMBER OR PLYWOOD AFTER FRYING AND DISCARD DAMAGED OR DEFECTIVE PIECES. WOOD FRAMING (ROUGH CARPENTRY, WOOD RPODUCTS AND WOOD TRUSSES) A. DESIGN CODES: 1. NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION (NDS), LATEST ADOPTION. 2. INSTALL ROUGH CARPENTRY WORK TO COMPLY WITH AMERICAN INSTITUTE OF TIMBER CONSTRUCTION (AITC) TIMBER CONSTRUCTION (TC) MANUAL, LATEST ADOPTION AND RECOMMENDATIONS OF THE PRODUCT MAUFACTURER. B. MATERIAL STRENGTHS: 1. ALL WOOD STICK FRAMING SHALL BE SOUTHERN YELLOW PINE, NO. 1 GRADE (GRADED UNDER WWPA RULES) OR BETTER. 2. LUMBER FOR MISCELLANEOUS USES MAY BE "STANDARD" GRADE LIGHT-FRAMING-SIZE LUMBER OF ANY SPECIES FOR SUPPORT OF OTHER CONSTRUCTION INCLUDING ROOFTOP EQUIPMENT AND SUPPORT BASES, CANT STRIPS, BUCKS, NAILERS, BLOCKING, FURRING, GROUND, STRIPPING AND SIMILAR MEMBERS. 3. ULTRA LAM COLUMNS AS MANUFACTURED BY VALLEY LUMBER CO. INC. 4. FASTENERS: a. NAILS, WIRE BRADS AND STAPLES: ASTM F547 b. POWER DRIVEN FASTENERS: NATIONAL EVALUATION REPORT NER-272 c. WOOD SCREWS: ANSI B18.6.1 d. LAG BOLTS: ANSI B18.2.1 e. BOLTS: ASTM A307, GRADE A OR ASTM A36 Date Revisions OWNER: SEAL: CIVIL ENGINEER OFFICE: (636) 797-8425 CELL: (314) 952-5038 10785 BUSINESS 21, SUITE A HILLSBORO, MISSOURI 63050 [email protected] CERTIFICATE OF AUTHORITY 0975 BACON COMMERCIAL DESIGN STEVEN J. BACON 100 BAILEY ROAD #A CRYSTAL CITY, MO 63019 (636) 933-0007 05/07/19 ISSUE FOR BID S1.1
Transcript
Page 1: TYPICAL SECTION AT DOOR TYPICAL INTERIOR COLUMN DETAILS · given to avoid conflicts with existing rebar. holes shall be drilled and cleaned per manufacturer’s instructions. do not

1. THE STRUCTURAL DOCUMENT (DRAWINGS & SPECIFICATIONS) - MUST NOT BE USED WITHOUT

THE CONSTRUCTION DOCUMENT OF OTHER DISCIPLINES. COORDINATION BETWEEN

STRUCTURAL DOCUMENT AND OTHER DISCIPLINE'S DOCUMENT IS THE RESPONSIBILITY OF

THE GENERAL CONTRACTOR AND THE SUBCONTRACTOR RESPONSIBLE FOR THE WORK.

2. EXISTING CONDITIONS SHOWN ON THE STRUCTURAL DOCUMENT ARE CONCEPTUAL & MUST

BE VERIFIED IN THE FIELD BY GENERAL CONTRACTOR PRIOR TO DETAILING, FABRICATION, &

CONSTRUCTION OF RELATED WORK.

3. ALL ITEMS REQUIRED BY OTHER DISCIPLINE'S WORK & IMPACTING THE STRUCTURAL WORK

SUCH AS CASTING OF ANCHORS, SLEEVES, CONDUITS, OPENINGS, SUPPORTS FOR & BRACING

FOR NON-STRUCTURAL COMPONENT SHALL BE IDENTIFIED BY SUBCONTRACTORS

RESPONSIBLE FOR SUCH WORK & SUBMITTED WITH DETAILS FOR STRUCTURAL ENGINEER'S

APPROVAL.

4. THE SEOR IS NOT RESPONSIBLE FOR MEANS, METHODS, AND SEQUENCE OF WORK. ALL

TEMPORARY BRACING, SHORING, COMPLIANCE WITH OSHA REGULATIONS & SOILS REPORT

AND GENERAL STABILITY OF INDIVIDUAL STRUCTURAL COMPONENT DURING CONSTRUCTION

IS THE RESPONSIBILITY OF THE GENERAL CONTRACTOR.

5. WHERE SPECIFIC DETAILS ARE NOT IDENTIFIED ON THE STRUCTURAL PLANS, REFER TO

TYPICAL DETAILS AND UTILIZE INDUSTRY STANDARD PRACTICE AS IDENTIFIED IN SPECIFIED

CODES, REGULATIONS, AND STANDARDS.

GENERAL NOTES

FOUNDATION

1. SOIL BEARING PRESSURE --- 1500 PSF (ASSUMED - VERIFY IN FIELD)

CONCRETE

1. DETAILING, FABRICATION AND REINFORCING STEEL -- PER LATEST CRSI MANUAL OF

STANDARD PRACTICE.

2. REINFORCING STEEL -- ASTM A615, GRADE 60.

3. MINIMUM 28 DAY CONCRETE STRENGTH -- 4000 PSI, UNLESS NOTED OTHERWISE.

4. LAP FOR CONTINUOUS REINFORCING BARS -- 60 DIAMETERS, BUT NOT LESS

THAN 2'-0" LAP BOTTOM REINFORCING AT SUPPORT.

5. MINIMUM CONCRETE COVER FOR REINFORCING BARS:

SLABS (EXCEPT SLABS ON GRADE) . . . 1"

BEAMS AND COLUMNS . . . . . . . . . 1 1/2" TO TIES OR STIRRUPS

WALLS . . . . . . . . . . . 1 1/2" EXTERIOR FACE, 1" INTERIOR FACE

CONCRETE CAST AGAINST EARTH . . . . . 3"

6. BLOCKING, SLEEVES, BOLTS, AND ANCHORS REQUIRED TO BE SET IN CONCRETE

OR TO BE ATTACHED TO STEEL -- PER ARCHITECTURAL AND MECHANICAL

DRAWINGS.

SITEWORK

1. BACKFILL SHALL BE FREE OF DEBRIS AND LARGE ROCKS.

2. SLOPE GRADE AWAY FROM BUILDING AT 1 INCH PER FOOT MINIMUM FOR A DISTANCE OF 8'-0"

MINIMUM OR TO SWALE. ADDITIONAL VERTICAL UNITS MAY BE REQUIRED TO ACCOUNT FOR

SETTLEMENT OF BACKFILL AT THE IMMEDIATE PERIMETER OF THE

FOUNDATION.

3. PROVIDE CONCRETE SPLASH BLOCKS AT ALL DOWNSPOUTS. DOWNSPOUTS DISCHARGE

SHALL BE DIRECTED AWAY FROM THE FOUNDATION.

4. FINISHED GRADES AT BUILDING TO BE A MINIMUM OF 8" BELOW TOP OF FOUNDATION FOR

WOOD FRAME WALLS AND 6" MINIMUM BELOW FOR FULL MASONRY WALLS.

5. SILTATION AND EROSION CONTROL MEASURES MUST BE PROVIDED TO PREVENT

SILTATION/EROSION FROM LEAVING THE CONSTRUCTION SITE.

“TOP BARS” ARE DEFINED AS ANY BAR WITH MORE THAN 12” OF

CONCRETE CAST BELOW THE BAR, SEE NOTE 4 IN TABLE NOTES

CONCRETE:

1. CONCRETE SHALL CONFORM WITH THE REQUIREMENTS SET FORTH IN

A.C.I. 301 AND SHALL HAVE A 28-DAY COMPRESSIVE STRENGTH AND

DENSITY, IN ACCORDANCE WITH THE FOLLOWING:

A. FOR MAXIMUM COARSE AGGREGATE SIZE INDICATED, USE THE

FOLLOWING AGGREGATE SIZE NUMBERS PER A.S.T.M.

C33: 3/8” - #8 AGGREGATE

¾” - #67 AGGREGATE

1” - #57 AGGREGATE

1 ½” - #467 AGGREGATE

B. TOTAL AIR CONTENT LIMITS INCLUDE BOTH ENTRAINED AND

ENTRAPPED AIR +/- 1 ½%. “N” IN COLUMN INDICATES ADDITION OF

ENTRAINED AIR NOT PERMITTED.

C. ABBREVIATIONS FOR REQUIRED ADMIXTURES AS FOLLOWS:

AE – AIR-ENTRAINED ADMIXTURE

WR – WATER REDUCING ADMIXTURE

D. MAXIMUM SHRINKAGE FOR SLAB ON GRADE SHALL BE LIMITED TO

¼” PER 100 FOOT.

2. REINFORCING SHALL CONFORM TO A.S.T.M. A615, GR. 60, INCLUDING

TIES AND STIRRUPS. BARS REQUIRING WELDING OR FIELD BENDING

SHALL BE A.S.T.M. A706, GRADE 60.

3. WELDED WIRE FABRIC SHALL CONFORM TO A.S.T.M. A185.

4. LAP SPLICES SHALL BE IN ACCORDANCE WITH THE FOLLOWING

TABLE, UNLESS NOTED OTHERWISE. WHERE CLASSES ARE NOT

CALLED OUT ON DRAWING, USE CLASS “B” SPLICES.

SPLICES f’c = 4000 P.S.I., Fy = 60,000 P.S.I.

INTENDED USE

28

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GRADE BEAMS, TIE BEAMS

AND BASEMENT WALLS

ALL CONCRETE NOT

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DRILLED PIERS

FOOTINGS

COLUMNS

STRUCTURAL SLABS AND BEAMS

CONCRETE EXPOSED TO DEICERS

SLABS ON METAL DECK

INTERIOR TOPPING SLABS

INTERIOR SLAB ON GRADE

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4 145 0.48 564 1 4 - -

4 145 0.48 564 3/4 4

5 145 0.48 611 4

4 145 0.48 564 4

4 145 0.40 564 4 6

3.5 110 0.50 541 5

3.5 145 0.50 541 4

4 145 0.50 564 1 4

4 145 0.40 564 4 6

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TABLE NOTES

1. TABLES ARE BASED A.C.I. 318.

WHERE CLEAR SPACING OF BARS

BEING DEVELOPED OR SPLICED

IS AT LEAST 2 BAR DIAMETERS

AND THE CLEAR COVER AT LEAST

1 BAR DIAMETER, USE CASE 1.

USE CASE 2 FOR OTHER BAR

ARRANGEMENTS.

2. ALL SPLICES TO BE

CLASS “B” TENSION SPLICE

UNLESS OTHERWISE NOTED.

3. SPLICE PLAIN WIRE FABRIC BY

LAPPING ONE FULL MESH SPACE

PLUS 2 INCHES.

4. FOR TOP BARS, MULTIPLY

LENGTHS IN TABLE BY 1.3.

5. FOR EPOXY COATED

REINFORCEMENT, MULTIPLY

LENGTHS IN TABLE BY 1.3 FOR

TOP BARS AND 1.5 FOR COVER

LESS THAN 3db OR CLEAR LESS

THAN 6db, MULTIPLY LENGTHS IN

TABLE BY 1.2 FOR ALL OTHER

EPOXY COATED

REINFORCEMENT.

6. FOR LIGHT CONCRETE, MULTIPLY

LENGTHS IN TABLE BY 1.3.

7. COMPRESSION DOWEL

EMBEDMENT: 22 BAR DIAMETERS.

STANDARD TENSION LAP SPLICE, GRADE 60

CLASS A, AB, LAP SPLICE LENGTH (INCHES)

f’c = 3,000 P.S.I. f’c = 4,000 P.S.I. f’c = 5,000 P.S.I

BAR SIZE CLASS

CASE

A B

#3 .

1

16

2

16 16 16

1

A B

1

16 16 16 16

1

A B

1

16 1616 16

1

#4 .16 16 16 16 16 16 16 16 16 1616 16

#5 .16 16 16 16 16 16 16 16 16 1616 16

#6 .16 16 16 16 16 16 16 16 16 1616 16

#7 .16 16 16 16 16 16 16 16 16 1616 16

#8 .16 16 16 16 16 16 16 16 16 1616 16

#9 .16 16 16 16 16 16 16 16 16 1616 16

#10 .16 16 16 16 16 16 16 16 16 1616 16

#11 .16 16 16 16 16 16 16 16 16 1616 16

2 2 2 2 2

COMPRESSION LAP SCHEDULE

LAP LENGTH (INCHES)

f’c = 3,000 P.S.I. OR GREATER

BAR SIZE MIN. LAP

#3 12

#4 15

#5 19

#6 22

#7 26

#8 29

#9 33

#10 37

#11 41

STRUCTURAL STEEL:

1. STEEL SHALL CONFORM TO THE FOLLOWING GRADES:

ALL WIDE FLANGE (U.N.O.), A992 GRADE 50 (FY=50)

ALL CHANNEL, ANGLE, BASE PLATES, CONNECTION PLATES (U.N.O.),

A36 (FY=36)

STRUCTURAL PIPE: A53 (FY=35)

STRUCTURAL HSS RECTANGULAR TUBE: A500 GRADE B (FY=46)

STRUCTURAL HSS ROUND TUBE: A500 GRADE B (FY=42)

2. ALL STRUCTURAL STEEL SHALL BE DETAILED, FABRICATED AND

ERECTED IN ACCORDANCE WITH THE A.S.C.I. CODE OF STANDARD

PRACTICE (1992), EXCEPT AS MODIFIED IN THESE NOTES AND THE

PROJECT SPECIFICATIONS.

3. CONNECTIONS MAY BE BOLTED OR WELDED. THE FABRICATOR IS

RESPONSIBLE FOR THE DESIGN OF CONNECTIONS NOT DESIGNED

ON THE DRAWINGS. GENERALLY, CONNECTIONS SHOWN ON THE

STRUCTURAL DRAWINGS ARE SCHEMATIC AND ARE ONLY

INTENDED TO SHOW THE RELATIONSHIP OF MEMBERS CONNECTED.

ANY CONNECTION THAT IS SHOWN OR IS NOT COMPLETELY

DETAILED ON THE STRUCTURAL DRAWINGS SHALL BE DESIGNED BY

A PROFESSIONAL ENGINEER, REGISTERED IN THE STATE OF THE

PROJECT, RETAINED BY THE FABRICATOR. COMPLETELY DETAILED

MEANS THE FOLLOWING INFORMATION IS SHOWN ON THE DETAIL:

A. ALL PLATE DIMENSIONS AND GRADES.

B. ALL WELD SIZES, LENGTHS, PITCHES, AND RETURNS.

C. ALL HOLE SIZES AND SPACINGS.

D. NUMBER AND TYPES OF BOLTS: WHERE BOLTS ARE

SHOWN BUT NO NUMBER IS GIVEN, THE CONNECTION HAS

NOT BEEN COMPLETELY DETAILED.

E. WHERE PARTIAL INFORMATION IS GIVEN, IT SHALL BE THE

MINIMUM REQUIREMENT FOR THE CONNECTION.

PRIOR TO FABRICATION, PROVIDE (FOR RECORD COPY) DESIGN

CALCULATIONS FOR TYPICAL BEAM CONNECTIONS, ALL PRIMARY

BRACING AND HANGER CONNECTIONS, SIGNED AND SEALED BY A

PREOFESSIONAL ENGINEER REGISTERED IN THE STATE OF THE

PROJECT SHALL BE SUBMITTED TO THE ENGINEER.

CONNECTION DESIGN FORCES:

A. BEAMS, GREATER OF:

55% OF TOTAL ALLOWABLE UNIFORM LOAD CAPACITY

FROM A.I.S.C. 9TH EDITION TABLES FOR ALLOWABLE LOADS

ON BEAMS, Wc/L.

REACTIONS SHOWN ON DRAWINGS.

10 KIPS.

MOMENT CONNECTIONS INDICATED ON THE DRAWINGS

THUS: {-< }-{ >-} DEISGN FOR MOMENT SHOWN OR, IF NOT

SHOWN, DEVELOP MOMENT CAPACITY OF MEMBER WITH

fb=0.66 FY.

MAINTAIN TENSION INDICATED OF COLUMNS, DIAGONALS

AND MEMBERS SUBJECT TO TENSION AT BOLT HOLES,

NOTCHES, OR COPES.

CONNECTION FORCE NOTATION:

P = AXIAL FORCE IN KIPS: (+) TENSION, (-) COMPRESSION

V OR [ ] = SHEAR IN KIPS

M = MOMENT IN FOOT KIPS

T = TORSION IN FOOT KIPS

LOADS SHOWN INCLUDE COMPENSATION FOR CODE

PERMITTED LOAD REDUCTIONS FOR CONNECTION DESIGN.

THE MINIMUM PLATE THICKNESS SHALL BE 3/8”.

BOLTED CONNECTIONS:

MINIMUM BOLT DIAMETER = ¾”

SLIP CRITICAL CONNECTIONS OF A3255C OR A490SC BOLTS

SHALL BE USED FOR ALL BOLTED CONNECTIONS OF

BRACING MEMBERS, MOMENT CONNECTIONS,

CANTILEVERS, AND AS SHOWN ON THE DRAWINGS.

OVERSIZED AND LONG-SLOTTED HOLES ARE ALLOWED FOR

SLIP CRITICAL CONNECTIONS.

ALL OTHER BOLTED CONNECTIONS SHALL BE BEARING

TYPE USING A325N OR A490N BOLTS. OVERSIZED HOLES

AND LONG-SLOTTED HOLES ARE NOT ALLOWED UNLESS

SHOWN ON THE DRAWINGS.

A307 BOLTS MAY BE USED WHERE INDICATED ON THE

DRAWINGS.

PROTRUDING BOLT HEADS, SHAFTS OR NUTS SHALL NOT

EXTEND INTO NOR PROHIBIT THE APPLICATION OF

ARCHITECTURAL FINISHED AND THEY SHALL NOT EXTEND

INTO NOT PROHIBIT THE PLACEMENT OF STEEL DECKING TO

THE CORRECT LINE AND ELEVATION.

THE FABRICATOR IS RESPONSIBLE FOR VERFYING THE

TENSION CAPACITY OF AXIALLY LOADED MEMBERS AFTER A

SECTION IS REDUCED FOR BOLT HEADS. MEMBER SIZE MAY

BE INCREASED OR CONNECTION PLATES ADDED AS

REQUIRED.

SHOP DRAWINGS SHALL INDICATE THE TYPE OF BOLT USED

IN EACH CONNECTION AND THE ALLOWABLE VALUES USED

FOR THE VARIOUS BOLT TYPES.

B.

C.

D.

E.

5.

6.

A.

B.

C.

D.

E.

F.

G.

WELDED CONNECTIONS:

WELDS ARE CONTINUOUS UNLESS NOTED.

ALL FILLET WELDS: A.I.S.C. MINIMUM BUT NOT LESS THAN 1.4”

UNLESS NOTED OTHERWISE.

ALL WELDING SHALL BE IN ACCORDANCE WITH THE

CURRENT “STRUCTURAL WELDING CODE” (A.W.S. DI.1) PUBLISHED BY

THE AMERICAN WELDING SOCIETY. ELECTRODES FOR WELDING SHALL

COMPLY WITH THE REQUIREMENTS OF TABLE 4.1.1 OF (A.W.S. DI.1).

ALL GROOVE WELDS SHALL BE COMPLETE PENETRATION UNLESS

NOTED OTHERWISE.

SPLICING OF STEEL MEMBERS, UNLESS SHOWN ON THE DRAWINGS, IS

PROHIBITED WITHOUT WRITTEN APPROVAL OF THE ARCHITECT.

NO CHANGES IN SIZE OR POSITION OF THE STRUCTURAL ELEMENTS SHALL

BE ADE AND HOLES, SLOTS, CUTS, ETC., ARE NOT PERMITTED THROUGH ANY

MEMBER UNLESS THEY ARE DETAILED ON THE APPROVED SHOP DRAWINGS.

NO FINAL BOLTING OR WELDING SHALL BE MADE UNTIL AS MUCH OF THE

STRUCTURE AS WILL BE STIFFENED THEREBY HAS BEEN PROPERLY

ALIGNED.

UNLESS NOTED OTHERWISE, BEAMS SHALL BEAR 8” MINIMUM ON CONCRETE

OR MASONRY. ANCHOR BEAMS TO MASONRY OR CONCRETE

WITH 2-3/4” DIA. ANCHOR BOLTS OR WELDED TO EMBED PLATE.

FABRICATE ALL BEAMS WITH THE MILL CAMBER UP.

SHEAR STUDS: CONFORM TO A.W.S. DI-1-98, SHOP WELD EXCEPT WHERE

APPLIED THROUGH METAL DECK.

HEADED STUDS SHALL CONFORM TO A.W.S. DI-1-98, SHOP WELD EXCEPT

WHERE APPLIED THROUGH METAL DECK. HEADED STUDS SHALL CONFORM

TO A.S.T.M. A108, GRADE 1015, WELDABLE (Fy = 65 K.S.I.).

WHERE FIREPROOFING IS REQUIRED, ADJUST FIREPROOFING THICKNESS

BASED ON MEMER SIZES. SEE ARCHITECTURAL DRAWINGS FOR

FIREPROOFING REQUIREMENTS AND THICKNESS.

THE FABRICATOR IS RESPONSIBLE FOR THE DESIGN AND DETAILING OF

STEEL STAIRS. STAIRS SHOWN ON THE STRUCTURAL DRAWINGS ARE

SCHMETIS AND ARE ONLY INTENDED TO SHOW THE RELATIONSHIP OF

MEMBERS CONNECTED. STAIRS SHALL BE DESIGNED BY A PROFESSIONAL

ENGINEER REGISTERED IN THE STATE OF THE PROJECT, RETAINED BY THE

FABRICATOR.

A.

B.

C.

D.

7.

8.

9.

10.

11.

12.

13.

14.

15.

16.

POST-INSTALLED MECHANICAL ANCHORS:

1. POST-INSTALLED MECHANICAL ANCHORS SHALL ONLY BE USED WHERE

SPECIFIED ON THE DRAWINGS. THE CONTRACTOR SHALL OBTAIN APPROVAL

FROM THE ENGINEER OF RECORD PRIOR TO USING POST-INSTALLED

ANCHORS FOR MISSING OR MISPLACED CAST-IN ANCHORS. CARE SHALL BE

GIVEN TO AVOID CONFLICTS WITH EXISTING REBAR. HOLES SHALL BE DRILLED

AND CLEANED PER MANUFACTURER’S INSTRUCTIONS. DO NOT CUT EXISTING

REINFORCING.

2. THE CONTRACTOR SHALL ARRANGE AN ANCHOR MANUFACTURER’S

REPRESENTATIVE TO PROVIDE ONSITE INSTALLATION TRAINING OR ALL OF

THEIR ANCHORING PRODUCTS SPECIFIED. THE STRUCTURAL ENGINEER OF

RECORD MUST RECEIVE DOCUMENTED CONFIRMATION THAT ALL OF THE

CONTRACTOR’S PERSONNEL WHO INSTALL ANCHORS ARE TRAINED PRIOR TO

THE COMMENCEMENT OF INSTALLING ANCHORS. UNLESS SPECIFIED

OTHERWISE, ANCHORS SHALL BE EMBEDDED IN THE APPROPRIATE

SUBSTRATE WITH A MINIMUM EMBEDMENT OF 8 TIMES THE NOMINAL ANCHOR

DIAMETER OR THE EMBEDMENT DEPTH REQUIRED TO SUPPORT THE

INTENDED LOAD. SUBSTITUTION REQUESTS, FOR PRODUCTS OTHER THAN

THOSE LISTED BELOW, SHALL BE SUBMITTED TO THE ENGINEER WITH

CALCULATIONS THAT ARE PREPARED AND SEALED BY A PROFESSIONAL

ENGINEER, REGISTERED IN THE STATE WHERE PROJECT IS LOCATED,

SHOWING THAT THE SUBSTITUTED PRODUCTS WILL ACHIEVE AN EQUIVALENT

CAPACITY.

3. UNLESS OTHERWISE NOTED IN THE DETAILS, ANCHORS SHALL BE:

CONCRETE EXPANSION ANCHORS:

ALL CONCRETE EXPANSION ANCHORS SHALL MEET THE REQUIREMENTS OF

A.C.I. 318, APPENDIX D AND SHALL BE ACCEPTABLE FOR BOTH CRACKED

AND UN-CRACKEDCONCRETE.

“STRONG-BOLT” BY SIMPSON STRONG-TIE CO. (ISS-ES ESR-1771)

“KWIK BOLT TZ” BY HILTI, INC. (ICC-ES ESR-1917)

“HSL HEAVY DUTY SLEEVE ANCHOR” BY HILTI, INC. (ICC- ES ESR-1546)

“KWIK BOLT 3” BY HILTI, INC. UNCRACKED ONLY (ICC-ES ESR-2303)

GROUTED MASONRY EXPANSION ANCHORS:

“WEDGE-ALL” BY SIMPSON STRONG-TIE CO. (ICC-ES ESR-1396)

“KWIK BOLT 3” BY HILTI, INC. (ICC-ES ESR-1385)

4. ADHERE TO MANUFACTURERS REQUIREMENTS FOR ANCHOR SPACING AND

LOCATIONS.

CONCRETE SCREW ANCHORS:

ALL SCREW ANCHORS SHALL BE INSTALLED IN DRY, INTERIOR

NON-CORROSIVE ENVIRONMENTS OR FOR TEMPORARY OUTDOOR

APPLICATIONS.

“TITEN HD” BY SIMPSON STRONG-TIE CO. (ICC-ES ESR-2713)

CRACKED AND UN-CRACKED CONCRETE.

“KWIK HUS EZ AND EZ-1” BY ILTI, INC. (ICC-ES ESR-3027)

MASONRY SCREW ANCHORS:

ALL SCREW ANCHORS SHALL BE INSTALLED IN DRY, INTERIOR

NON-CORROSIVE ENVIRONMENTS OR FOR TEMPORARY OUTDOOR

APPLICATIONS.

“TITEN HD” BY SIMPSON STRONG-TIE CO. (ICC-ES ESR-2713)

“HUS-H SCREW ANCHOR” BY HILTI, INC. (ICC-ES ESR-2369)

5. SPECIAL INSPECTION SHALL BE PROVIDED IN ACCORDANCE WITH THE ICC-ES

REPORT AND AS PRESCRIBED BY THE APPLICABLE BUILDING CODE.

C. WOOD TRUSS MEMBERS:

1. TRUSSES SHOWN ON PLANS ARE FOR CONFIGURATION ONLY. CONTRACTOR

SHALL SUBMIT SHOP DRAWINGS WITH MISSOURI PROFESSIONAL ENGINEERS

SEAL SHOWING ACTUAL MEMBER STRESSES AND JOINT PLATE SIZES

CONFORMING TO LOADING FIGURES CONSTRUCTED BY THE TRUSS SUPPLIER.

TRUSS LAYOUT/PLAN DRAWINGS SHALL BE SUBMITTED.

2. ALL WOOD TRUSS TO WOOD TRUSS (OR WOOD GIRDER TRUSS) CONNECTIONS

SHALL BE BY WOOD TRUSS SUPPLIER. SHOP DRAWINGS SHALL BE SUBMITTED

FOR THESES CONNECTIONS, TYPICAL.

3. TEMPORARY AND PERMANENT WOOD TRUSS BRACING/BRIDGING LOCATION AND

SIZE SHALL BE DESIGNED AND INDICATED BY THE TRUSS MANUFACTURER, TYP.

4. LIVE LOAD DEFLECTION DESIGN LIMITS SHALL NOT BE GREATER THAN THE

FOLLOWING:

a. ROOF TRUSSES, VERTICAL 1/360 TIMES PROJECTED SPAN.

b. FLOOR TRUSSES, VERTICAL 1/480 TIMES SPAN LENGTH.

5. PROVIDE 1/8" OF CAMBER FOR EACH 6'-0" OF TRUSS SPAN UNO.

1. ALL BEAMS, HEADERS, LINTELS AND COLUMNS SHALL BE CONNECTED WITH

APPROPRIATE METAL STANDARDS OF SIMPSON STRONG-TIE. ATTACH ANCHORS

TO WOOD FRAMING IN ACCORDANCE WITH MANUFACTURERS

RECOMMENDATIONS.

2. MISCELLANEOUS FASTENER CONNECTIONS SHALL BE IN ACCORDANCE WITH THE

NAILING SCHEDULE OF THE APPROPRIATE BUILDING CODE. WHERE ROUGH

CARPENTRY IS EXPOSED TO WEATHER, IN GROUND CONTACT, OR IN AREAS OF

HIGH RELATIVE HUMIDITY, PROVIDE HOT-DIP-ZINC COATED FASTENERS PER ASTM

A153 OR AISI TYPE 304 STAINLESS STEEL FASTENERS.

3. ALL MULTIPLE-PLY MICROLAM MEMBERS SHALL BE INTERCONNECTED PER

MANUFACTURER INSTRUCTIONS FOR SIDE-LOADED BEAMS.

4. PRESERVATIVE PRESSURE TREAT LUMBER AND PLYWOOD WITH WATER-BORNE

PRESERVATIVES TO COMPLY WITH AWPA C2 AND C9 RESPECTIVELY, AND WITH

REQUIREMENTS INDICATED BELOW.

D. NOTES:

a. PRESSURE TREAT ABOVE-GROUND ITEMS WITH WATER-BORNE PRESERVATIVE TO

A MINIMUM RETENTION OF 0.25 PCF, FOR INTERIOR USES, AFTER TREATMENT,

KILN-DRY LUMBER AND PLYWOOD TO A MAXIMUM MOISTURE CONTENT,

RESPECTIVELY, OF 18 PERCENT AND 15 PERCENT, TREAT INDICATED ITEMS AND

THE FOLLOWING:

1. WOOD CANTS, NAILERS, CURBS, EQUIPMENT, SUPPORT BASES, BLOCKING

STRIPPING AND SIMILAR MEMBERS IN CONNECTION WITH ROOFING,

FLASHING, VAPOR BARRIERS AND WATERPROOFING.

2. WOOD SILLS, SLEEPERS, BLOCKING, FURRING, STRIPPING AND SIMILAR

CONCEALED MEMBERS IN CONTACT WITH MASINRY OR CONCRETE.

b. COMPLETE FABRICATION OF TREATED ITEMS PRIOR TO TREATMENT, WHERE

POSSIBLE. IF CUT AFTER TREATMENT, COAT CUT SURFACES TO COMPLY WITH

AWPA M4. INSPECT EACH PIECE OF LUMBER OR PLYWOOD AFTER FRYING AND

DISCARD DAMAGED OR DEFECTIVE PIECES.

WOOD FRAMING (ROUGH CARPENTRY, WOOD RPODUCTS AND WOOD TRUSSES)

A. DESIGN CODES:

1. NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION (NDS), LATEST

ADOPTION.

2. INSTALL ROUGH CARPENTRY WORK TO COMPLY WITH AMERICAN INSTITUTE OF

TIMBER CONSTRUCTION (AITC) TIMBER CONSTRUCTION (TC) MANUAL, LATEST

ADOPTION AND RECOMMENDATIONS OF THE PRODUCT MAUFACTURER.

B. MATERIAL STRENGTHS:

1. ALL WOOD STICK FRAMING SHALL BE SOUTHERN YELLOW PINE, NO. 1 GRADE

(GRADED UNDER WWPA RULES) OR BETTER.

2. LUMBER FOR MISCELLANEOUS USES MAY BE "STANDARD" GRADE

LIGHT-FRAMING-SIZE LUMBER OF ANY SPECIES FOR SUPPORT OF OTHER

CONSTRUCTION INCLUDING ROOFTOP EQUIPMENT AND SUPPORT BASES, CANT

STRIPS, BUCKS, NAILERS, BLOCKING, FURRING, GROUND, STRIPPING AND SIMILAR

MEMBERS.

3. ULTRA LAM COLUMNS AS MANUFACTURED BY VALLEY LUMBER CO. INC.

4. FASTENERS:

a. NAILS, WIRE BRADS AND STAPLES: ASTM F547

b. POWER DRIVEN FASTENERS: NATIONAL EVALUATION REPORT NER-272

c. WOOD SCREWS: ANSI B18.6.1

d. LAG BOLTS: ANSI B18.2.1

e. BOLTS: ASTM A307, GRADE A OR ASTM A36

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Sheet Number
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Job Number
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SCALE
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ISSUE DATE
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04/11/2019
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15046-1
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DAVID L. VONARX E-26647
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DATE:
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SALINE VALLEY FPD HOUSE #2 FENTON, MISSOURI JEFFERSON COUNTY
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GENERAL NOTES
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NO SCALE
Page 2: TYPICAL SECTION AT DOOR TYPICAL INTERIOR COLUMN DETAILS · given to avoid conflicts with existing rebar. holes shall be drilled and cleaned per manufacturer’s instructions. do not

TYPICAL CONCRETE WALL REINFORCINGDETAILS

TYPICAL FOOTING STEP

TYPICAL INTERIOR COLUMN TYPICAL SECTION AT DOOR

SLAB ON GRADE JOINT PATTERN

ANCHOR ROD SCHEDULE

TYPICAL FOUNDATION WALL JOINTS

TYPICAL FOUNDATION DOWELING DETAIL

TYPICAL EPOXY DOWELING DETAIL PIPE TRENCH PERPENDICULAR TO FOUNDATION DETAIL TYPICAL EPOXY ANCHOR DETAIL THROUGH FOUNDATION WALL DETAIL PIPE PENETRATION

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LAP
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LAP
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LAP
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LAP
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LAP
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LAP
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STEEL COLUMN SEE SCHEDULE
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LAP
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LAP
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BOND BREAKER
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CORNER BARS TO MATCH WALL REINFORCING
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TWO LAYERS
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ONE LAYER
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ONE LAYER
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TWO LAYERS
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ALT. HK.
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CORNERS
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INTERSECTIONS
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T/ FTG. SEE PLAN
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MAX.
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MIN.
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DOWELS TO MATCH FOOTING REINFORCING
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1
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1 MIN.
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FIN. SLAB
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1 1/2" NON-SHRINK GROUT
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T/ FTG EL. SEE PLAN
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ANCHOR RODS SEE SCHEDULE
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SEE FTG. SCHEDULE FOR SIZE & REINF.
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#4x48" DWLS @ 18"cc
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TOP OF FTG. SEE PLAN
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COARSE GRANULAR FILL
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8"
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FACE OF BRICK BEYONDBEYOND
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SEE ARCH DWGS. FOR DOOR DETAILS
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EXTEND VERTS. AND BEND DOWN IN FIELD
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FIN. FLR. SLAB
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1 1/2" DEEP X 2 1/2" HIGH CONT. KEY
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RIGID INSULATION PER ARCH. DWGS.
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ALTERNATE HOOKS
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SIDEWALK SLAB W/6x6 W1.4xW1.4 WWF
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SLOPE
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2-#4 CONT.
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DEPTH MIN.
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#4@18"cc
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2'-6"
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CONTROL JOINT
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(SAWN JOINT)
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1/2" DIA. SMOOTH DWL. X 2'-6" @ 18"CC (OR RIBBED BARS W/ BOND BREAKER)
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W.W.F. IS CONTINUOUS THRU JOINT
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W.W.F. IS DISCONTINUOUS AT JOINT
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(FORMED JOINT)
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COORDINATE C.J. LOCATIONS WITH ARCH.
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CONSTRUCTION JOINT
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ROD THREADED 6" AT TOP AND 3" AT BOTTOM. 4" MIN. PROJECTION.
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"L"
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UNLESS OTHERWISE SPECIFIED, ALL ANCHOR RODS SHALL BE GRADE 36
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SEE THE COLUMN SCHEDULE FOR ANCHOR ROD SIZES REQUIRED ON THIS PROJECT
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SEE SPECIFIC DETAILS FOR SPECIAL EMBEDMENT LENGTHS AND ROD SIZES DUE TO HIGH LOADING CONDITIONS.
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NUT & WASHER
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T/CONC
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TACK
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NUT
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T/NUT
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MIN. PROJ.
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F1554 ANCHOR ROD SCHEDULE
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ROD SIZE
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3/4" DIA.
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1" DIA
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1 1/4" & 1 1/2" DIA.
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9"
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1'-3"
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AS REQ'D.
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FROM GRADE DOWN TO FTG. PROVIDE STYROFOAM FILLER IN WALL NOTCH ON EARTH SIDE.
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EARTH SIDE
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TERMINATE ALL REINFORCING @ CONSTRUCTION JOINT
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2x6 CONT. KEY
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PROVIDE VOLCLAY STRIP FULL HEIGHT AT ALL CONSTRUCTION JOINTS (TYP.).
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TERMINATE 50% OF HORIZ. REINFORCING @ CONSTRUCTION JOINT.
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@ CONTROL JOINT
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@ CONSTRUCTION JOINT
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3/4"x3/4" REVEAL TYP.
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@ 20-0"OC; 10'-0" FROM CORNER
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@ 20'-0"OC
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(2)-#5 DWLS x 2'-6" LONG DRILL & EPOXY GROUT INTO EXIST FOOTING (6" MIN. EMBED)
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#4 DWLSx2'-6" LONG @ 12" O.C. EA. WAY DRILL & EPOXY GROUT INTO EXIST FOUNDATION (6" MIN EMBED)
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T/C PER PLAN
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EXISTING CONSTRUCTION
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N.T.S.
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SEE TYPICAL EPOXY DOWELING DETAIL THIS SHEET FOR DOWELING PROCEDURE
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REINFORCING BAR PER PLAN AND/OR PER SECTION
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EXISTING CONCRETE OR OTHER BASE MATERIAL
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DRILLED HOLE-FILL WITH EPOXY GROUT
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1. DRILL HOLE TO THE REQUIRED DEPTH; APPROX.
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1/8" WIDER DIAMETER THAN THE REBAR.
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2. CLEAN OUT DUST AND FRAGMENTS; PREFERABLY
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USING A JET OF WATER OR COMPRESSED AIR
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AND A NYLON BRUSH. %%uDO NOT%%u USE A WIRE BRUSH.
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3. INJECT APPROPRIATE EPOXY GROUT INTO
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NOTE:
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END OF REBAR BEING INSERTED
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INTO BASE MATERIAL MUST HAVE
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A 45%%D OR CHISEL POINT (90%%D)
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PRE-DRILLED HOLE IN BASE MATERIAL.
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4. PLACE CHISEL POINTED END OF REBAR ON TOP OF
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EPOXY GROUT AND DRIVE REBAR TO BOTTOM OF HOLE.
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5. CARE SHOULD BE TAKEN NOT TO DISTURB THE
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INSTALLED REBAR UNTIL EPOXY GROUT HAS CURED.
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EMBEDMENT DEPTH PER
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EMBEDMENT DEPTH PER
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N.T.S.
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FTG SHALL BE
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FTG SHALL BE
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FTG SHALL BE
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FOOTING OR
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BOTTOM OF WALL
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TRENCH FOOTING
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NO PIPE SHALL PASS THROUGH THE FOOTING PAD
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6"
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6"
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POUR JOINT
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FTG. PER
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FTG. PER
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FOUNDATION
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WALL
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PROVIDE MTL. SLEEVES W/ I.D. 2" GREATER THAN THE O.D. OF THE PIPE
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PLACE 1,000 PSI LEAN CONCRETE FILL AROUND SLEEVES BEFORE POURING FTGS. FILL SHALL BE SAME WIDTH AS FTG AND FULL WIDTH OF PIPE TRENCH
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N.T.S.
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EXISTING CONCRETE
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DRILLED HOLE-FILL WITH EPOXY GROUT
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INSTALLED ANCHOR UNTIL EPOXY GROUT HAS CURED.
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5. CARE SHOULD BE TAKEN NOT TO DISTURB THE
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ANCHOR TO BOTTOM OF HOLE.
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4. PLACE ANCHOR ON TOP OF EPOXY GROUT AND DRIVE
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PRE-DRILLED HOLE IN BASE MATERIAL.
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3. INJECT APPROPRIATE EPOXY GROUT INTO
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AND A NYLON BRUSH. %%uDO NOT%%u USE A WIRE BRUSH.
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USING A JET OF WATER OR COMPRESSED AIR
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2. CLEAN OUT DUST AND FRAGMENTS; PREFERABLY
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1/8" WIDER DIAMETER THAN THAT OF ANCHOR.
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1. DRILL HOLE TO THE REQUIRED DEPTH; APPROX.
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N.T.S.
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N.T.S.
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NO PIPE SHALL PASS THROUGH THE FOOTING PAD
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PROVIDE MTL. SLEEVES W/ I.D. 2" GREATER THAN THE O.D. OF THE PIPE
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FOUNDATION
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WALL
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FTG. PER
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FTG. PER
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Sheet Number
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Job Number
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SCALE
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ISSUE DATE
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04/11/2019
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15046-1
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DAVID L. VONARX E-26647
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DATE:
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SALINE VALLEY FPD HOUSE #2 FENTON, MISSOURI JEFFERSON COUNTY
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STANDARD DETAILS
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NO SCALE
Page 3: TYPICAL SECTION AT DOOR TYPICAL INTERIOR COLUMN DETAILS · given to avoid conflicts with existing rebar. holes shall be drilled and cleaned per manufacturer’s instructions. do not

TYPICAL ROOF/FLOOR NAILING PATTERN

TYPICAL BEARING WALL TOP PLATE SPLICE

TYP. WOOD STUD SHEARWALL ELEVATION U.N.O.

DETAIL 1 - TYPICAL HOLD DOWN FORSHEAR WALL BOUNDARY ELEMENT

TYPICAL LOAD BEARING STUD WALL FRAMING

DETAIL 1

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DBL. 2x WOOD PLATES CONT.
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NOTE: STAGGER TOP PLATE STAGGER TOP PLATE LAP JOINTS 4'-0" MIN. SPLICE OVER STUDS
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SPLICE
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SPLICE
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(TYP.)
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(TYP.)
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10-16d EACH SIDE OF SPLICE
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DIAPHRAGM BOUNDARY
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USE 6d NAILS @ 4" O.C. AT PERIMETER AND ALONG SW LINES
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THIS PANEL JOINT NOT CONTINUOUS
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NAILING TO INTERMEDIATE MEMBERS: "FIELD" NAILING - USE 8d NAILS @ 12" O.C. MAX
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4'-0"x8'-0" APA OSB/PLYWOOD PANEL, SEE GENERAL NOTES AND PLANS
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CONTINUOUS PANEL JOINT
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USE 8d NAILS @ 6" O.C. MAX. U.N.O. AT EDGES
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FLOOR/ROOF JOISTS
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BLOCKING AT PANEL BOUNDARY
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7/16" APA RATED SHEATHING. SEE SCHEDULE FOR FASTENING. STAGGER HORIZONTAL JOINTS.
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STUD COL. AT BOUNDARY OF SHEAR WALL
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SIMPSON TITEN HD SILL ANCHOR PER SHEAR WALL SCHEDULE
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PROVIDE DOUBLE STUDS AT ALL VERTICAL PANEL JOINTS. ATTACH STUDS TOGETHER WITH 16d AT 12" cc - 2 ROWS STAGGERED
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SW # - SEE SCHEDULE
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2x6 BLOCKING
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WOOD STUDS AT 16"cc
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STUD COLUMN AT BOUNDARY OF SHEAR WALL
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STUD PACK SEE SCHED.
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SECTION "A"
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"A"
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STUD COLUMN AT SHEAR WALL BOUNDARY
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SHEATHING
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SIMPSON TITEN HD SILL ANCHORS
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HOLDOWN SEE SCHEDULE
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SEE SHEAR WALL SCHEDULE FOR HOLDOWN SIZE & EMBEDMENT
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HILTI HY200
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9" MAX., 4 1/2" MIN.
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PROVIDE DOUBLE JACK STUDS AT OPENINGS WIDER THAN 6'-0" U.N.O.
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SIMPSON A35 CLIP AT EXTERIOR WALLS
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2 - 16d NAILS AT EACH STUD
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16d NAILS AT 16" cc STAGGERED
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4 - 16d @ CORNERS AND CROSS WALL LAPS OF TOP PLATES
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2x6 BLOCKING AT SHEATHING JOINTS. FOR STUDS OVER 8'-0" HIGH, PROVIDE 2x6 BLOCKING AT 1/3 POINTS w/ 2 - 10d TOENAILS OR 2 - 16d END NAILS AT BOTH ENDS OF EACH BLOCKING.
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WALL AT CORNER
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2x6 STUDS @ 16" cc - TYPICAL
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PROVIDE DOUBLE STUDS AT EACH SIDE OF JAMBS FOR OPENINGS WIDER THAN 4'-0" U.N.O.
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SEE TYP. ANCHORAGE AT BASE FOR BOLT SIZE & SPACING - SEE DETAIL 1/S2.4
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HEADER SEE SCHED.
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2 - 2x6 TOP PLATE
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HEADER @ WINDOW SEE SCHED.
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PROVIDE DOUBLE SILL PLATES AT ALL OPENINGS WIDER THAN 4'-0" U.N.O.
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SEE GENERAL NOTES FOR WOOD FRAMING ON SHEET S1.1.
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OPNG
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PROVIDE DOUBLE KING STUDS AT OPENINGS WIDER THAN 4'-0"
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2x6 TREATED SILL
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TOP PLATE SPLICE DETAIL
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SHEAR WALL #
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SW-1
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FASTENER
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SHEATHING
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SPACING
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SILL BOLT TITEN HD
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HOLDDOWN
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REMARKS
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SHEAR WALL SCHEDULE
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SW-2
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SW-3
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SW-4
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7/16 OSB
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#8
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6
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1/2" @ 24"oc
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HDU8
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#8
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6
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#8
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1/2" @ 16"oc
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#8
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4
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SDS@24"oc
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1/2" @ 24"oc
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NOTES: 1. ALL BOLTS ARE ASTM F-1554, GRADE 36. ALL BOLTS ARE ASTM F-1554, GRADE 36. 2. EPOXY: SIMPSON SET-XP OR APPROVED EQUAL. EPOXY: SIMPSON SET-XP OR APPROVED EQUAL. 3. TITEN SILL BOLTS: 5/8" DIA. x 5 1/2", 1/2" DIA. x 4". TITEN SILL BOLTS: 5/8" DIA. x 5 1/2", 1/2" DIA. x 4". 4. ALL SHEATHING SHALL BE 1/2 APA RATED SHEATHING. ALL SHEATHING SHALL BE 1/2 APA RATED SHEATHING. 5. SDS 1/4 x 4.SDS 1/4 x 4.
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BOUNDARY
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2-2x6
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HDU8
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2-2x6
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HDU8
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2-2x6
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HDU8
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2-2x6
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SW-5
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#8
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4
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HDU8
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2-2x6
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6
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7/16 OSB
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7/16 OSB
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7/16 OSB
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7/16 OSB
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1/2" @ 16"oc
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2x6
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ANCHOR #
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ANCHOR EMBED.
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SW-6
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SW-7
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#8
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1/2" @ 16"oc
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#8
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4
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HDU14
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2-2x6
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HDU14
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2-2x6
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SW-8
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#8
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4
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HDU8
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2-2x6
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6
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7/16 OSB
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7/16 OSB
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7/16 OSB
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1/2" @ 16"oc
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8"
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8"
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8"
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8"
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8"
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8"
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12"
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12"
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1/2" @ 16"oc
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ANCHOR ROD SIZE
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7/8"
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7/8"
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7/8"
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7/8"
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7/8"
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7/8"
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1"
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1"
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Sheet Number
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Job Number
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SCALE
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ISSUE DATE
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04/11/2019
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15046-1
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DAVID L. VONARX E-26647
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DATE:
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SALINE VALLEY FPD HOUSE #2 FENTON, MISSOURI JEFFERSON COUNTY
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STANDARD DETAILS
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NO SCALE
Page 4: TYPICAL SECTION AT DOOR TYPICAL INTERIOR COLUMN DETAILS · given to avoid conflicts with existing rebar. holes shall be drilled and cleaned per manufacturer’s instructions. do not

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FOUNDATION AND LOWER LEVEL PLAN

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UNEXCAVATED
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24" W x 12" THK STRIP FOOTING
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24" W x 12" THK STRIP FOOTING
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24" W x 12" THK STRIP FOOTING
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24" W x 12" THK STRIP FOOTING
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24" W x 12" THK STRIP FOOTING
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FACE OF FDN. WALL
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FACE OF FDN. WALL
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FACE OF FDN. WALL
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FACE OF FDN. WALL
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FACE OF FDN. WALL
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FACE OF FDN. WALL
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SEE TYP. FOUNDATION DOWELING DETAIL ON SHEET S2.1 (TYP. NEW WALL AT EXIST.)
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APPROX. LOCATION OF STEP IN FOOTING - FIELD VERIFY (TYP.)
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APPROX. LOCATION OF STEP IN FOOTING - FIELD VERIFY (TYP.)
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TOP OF FTG. TO MATCH EXIST. - FIELD VERIFY
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TOP OF FTG. TO MATCH EXIST. - FIELD VERIFY
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SEE TYP. FOUNDATION DOWELING DETAIL ON SHEET S2.1 (TYP. NEW WALL AT EXIST.)
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STEP IN FTG. SEE DTL. ON S2.1 (TYP.)
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EXIST. FDN. WALL - FIELD VERIFY LOCATION AND ELEVATION PRIOR TO COMMENCING CONSTR.
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EXIST. FDN. WALL - FIELD VERIFY LOCATION AND ELEVATION PRIOR TO COMMENCING CONSTR.
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STAIR UP SEE ARCH.
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24" W x 12" THK STRIP FOOTING (TYP. AT BRG. WALL)
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9' STD. BRG. WALL - SEE ARCH. DWGS.
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24" W x 12" THK STRIP FOOTING
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4" THICK CONCRETE SLAB OVER 10 MIL. VAPOR BARRIER AND 4" COMPACTED GRANULAR FILL. REINFORCE WITH 6x6 W2.9xW2.9 WWF TOP OF SLAB EL. 90'-4"
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UNEXCAVATED
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TYP. AT BRG. WALL
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STEP IN FTG. SEE DTL. ON S2.1 (TYP.)
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T/FTG. 88'-10"
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T/FTG. 88'-10"
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T/FTG. 88'-10"
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T/FTG. 88'-10"
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SW #5
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SW #3
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SW #1
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SW #2
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SW #4
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TOP OF FTG. TO MATCH EXIST. - FIELD VERIFY
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PLAN LEGEND
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H2
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SW-#
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MARK
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DIRECTION OF SPAN
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WOOD HEADER DESIGNATION SEE SCHED. ON S2.2
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SHEAR WALL DESIGNATION
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Sheet Number
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Job Number
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SCALE
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ISSUE DATE
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04/11/2019
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15046-1
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DAVID L. VONARX E-26647
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DATE:
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SALINE VALLEY FPD HOUSE #2 FENTON, MISSOURI JEFFERSON COUNTY
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FDN./LOWER LEVEL PLAN
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3/16"=1'-0"
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3/16"=1'-0"
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PLAN NOTES: : 1. TOP OF BUILDING ADDITION SLAB TO MATCH EXISTING TOP OF SLAB ELEVATION. FIELD VERIFY ALL TOP OF BUILDING ADDITION SLAB TO MATCH EXISTING TOP OF SLAB ELEVATION. FIELD VERIFY ALL ELEVATIONS PRIOR TO COMMENCING CONSTRUCTION. 2. CONTRACTOR TO FIELD VERIFY ALL EXISTING FOUNDATION CONDITIONS PRIOR TO START OF CONTRACTOR TO FIELD VERIFY ALL EXISTING FOUNDATION CONDITIONS PRIOR TO START OF CONSTRUCTION AND SHALL IMMEDIATELY NOTIFY STRUCTURAL ENGINEER OF ANY DISCREPANCIES WITH THE DRAWINGS. 3. FLOOR CONSTRUCTION TO BE 4" CONCRETE SLAB ON GRADE OVER 10 MIL. POLY VAPOR BARRIER OVER FLOOR CONSTRUCTION TO BE 4" CONCRETE SLAB ON GRADE OVER 10 MIL. POLY VAPOR BARRIER OVER 4" GRANULAR FILL. REINFORCE SLAB WITH 6x6-W2.9xW2.9 W.W.F. 4. COLUMN FOOTINGS ARE CENTERED EACH WAY ON COLUMN CENTERS UNLESS NOTED OTHERWISE. COLUMN FOOTINGS ARE CENTERED EACH WAY ON COLUMN CENTERS UNLESS NOTED OTHERWISE. 5. SEE PLAN FOR TOP OF ALL FOOTING ELEVATIONS. SEE PLAN FOR TOP OF ALL FOOTING ELEVATIONS. 6. BOTTOM OF NEW FOUNDATION WALL STRIP FOOTINGS TO BE A MINIMUM OF 30" BELOW FINISH GRADE BOTTOM OF NEW FOUNDATION WALL STRIP FOOTINGS TO BE A MINIMUM OF 30" BELOW FINISH GRADE AT THE BUILDING - AND/OR - MATCH THE BOTTOM OF THE EXISTING ADJACENT FOOTING IF EXISTING FOUNDATION IS IN CLOSE PROXIMITY TO THE NEW WORK. 7. SEE SHEET S2.1 AND S2.2 FOR STANDARD DETAILS. SEE SHEET S2.1 AND S2.2 FOR STANDARD DETAILS. 8. SEE SHEET S5.0 FOR SHEAR WALL ELEVATIONS (SW-#). SEE SHEET S5.0 FOR SHEAR WALL ELEVATIONS (SW-#). 9. SEE ARCH. DWGS. FOR SLOPED AND/OR DEPRESSED SLABS, CONCRETE FINISHES AND TREATMENTS. SEE ARCH. DWGS. FOR SLOPED AND/OR DEPRESSED SLABS, CONCRETE FINISHES AND TREATMENTS. 7. SEE ARCHITECT'S DRAWINGS FOR ADDITIONAL INFORMATION REGARDING DEMOLITION. SEE ARCHITECT'S DRAWINGS FOR ADDITIONAL INFORMATION REGARDING DEMOLITION. 8. SEE ARCHITECT'S DRAWINGS FOR EXISTING BUILDING INFORMATION.SEE ARCHITECT'S DRAWINGS FOR EXISTING BUILDING INFORMATION.
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FIRST FLOOR PLAN

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FLOOR CONSTRUCTION: 3/4" PLYWOOD SHEATHING OVER WOOD TRUSSES
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4" THICK CONCRETE SLAB OVER 10 MIL. VAPOR BARRIER AND 4" COMPACTED GRANULAR FILL. REINFORCE WITH 6x6 W2.9xW2.9 WWF TOP OF SLAB EL. 100'-0"
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FACE OF FDN. WALL
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FACE OF FDN. WALL
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FACE OF FDN. WALL
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FACE OF FDN. WALL
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FACE OF FDN. WALL
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FACE OF FDN. WALL
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SEE TYP. FOUNDATION DOWELING DETAIL ON SHEET S2.1 (TYP. NEW WALL AT EXIST.)
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SEE TYP. FOUNDATION DOWELING DETAIL ON SHEET S2.1 (TYP. NEW WALL AT EXIST.)
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T/WALL 99'-4" (TYP. AT DOORS)
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EXIST. FDN. WALL - FIELD VERIFY LOCATION AND ELEVATION PRIOR TO COMMENCING CONSTR.
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EXIST. FDN. WALL - FIELD VERIFY LOCATION AND ELEVATION PRIOR TO COMMENCING CONSTR.
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STAIR DOWN SEE ARCH.
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EXIST. 6" CONC. SLAB ON GRADE
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EXIST. 4" CONC. SLAB ON GRADE
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EXIST. 4" CONC. SLAB ON GRADE F.F. 100'-0"
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EXIST. CONC. SLAB ON GRADE SLAB SLOPES TO DRAIN
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EXIST. CONC. SLAB ON GRADE F.F. 100'-0"
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EXIST. CONC. SLAB ON GRADE
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4" THICK CONCRETE SLAB OVER 10 MIL. VAPOR BARRIER AND 4" COMPACTED GRANULAR FILL. REINFORCE WITH 6x6 W2.9xW2.9 WWF TOP OF SLAB EL. TO MATCH EXIST. BLDG. SLAB
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2x6 STUD WALL @ 16" O.C.
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2x6 STUD WALL @ 16" O.C.
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NOTE: BRACE TRUSSES IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS
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PATIO SLAB
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SW #5
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SW #3
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SW #1
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SW #2
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SW #4
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SPAN
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EXIST. TRENCH DRAIN
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OPENING BELOW w/CONC. BEAM HEADER - EXTEND BEAM 8" PAST OPNG. EA. SIDE (TYP. 2 PLACES)
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PLAN LEGEND
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H2
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SW-#
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MARK
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DIRECTION OF SPAN
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WOOD HEADER DESIGNATION SEE SCHED. ON S2.2
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SHEAR WALL DESIGNATION
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Sheet Number
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Job Number
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SCALE
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ISSUE DATE
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04/11/2019
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15046-1
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DAVID L. VONARX E-26647
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DATE:
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SALINE VALLEY FPD HOUSE #2 FENTON, MISSOURI JEFFERSON COUNTY
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FIRST FLOOR PLAN
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3/16"=1'-0"
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3/16"=1'-0"
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PLAN NOTES: : 1. CONTRACTOR TO FIELD VERIFY ALL EXISTING FOUNDATION CONDITIONS PRIOR TO START CONTRACTOR TO FIELD VERIFY ALL EXISTING FOUNDATION CONDITIONS PRIOR TO START OF CONSTRUCTION AND SHALL IMMEDIATELY NOTIFY STRUCTURAL ENGINEER OF ANY DISCREPANCIES WITH THE DRAWINGS. 2. FLOOR CONSTRUCTION TO BE 4" CONCRETE SLAB ON GRADE OVER 10 MIL. POLY VAPOR FLOOR CONSTRUCTION TO BE 4" CONCRETE SLAB ON GRADE OVER 10 MIL. POLY VAPOR BARRIER OVER 4" GRANULAR FILL. REINFORCE SLAB WITH 6x6-W2.9xW2.9 W.W.F. 3. COLUMN FOOTINGS ARE CENTERED EACH WAY ON COLUMN CENTERS UNLESS NOTED COLUMN FOOTINGS ARE CENTERED EACH WAY ON COLUMN CENTERS UNLESS NOTED OTHERWISE. 4. SEE SHEET S1.1, S2.1 AND S2.2 FOR GENERAL NOTES AND STANDARD DETAILS. SEE SHEET S1.1, S2.1 AND S2.2 FOR GENERAL NOTES AND STANDARD DETAILS. 5. SEE ARCHITECT'S DRAWINGS FOR EXISTING BUILDING AND DEMOLITION INFORMATION.SEE ARCHITECT'S DRAWINGS FOR EXISTING BUILDING AND DEMOLITION INFORMATION.
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ROOF FRAMING PLAN

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EXIST. ROOF
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SLOPE 4:12
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SLOPE 4:12
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SLOPE 4:12
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SLOPE 4:12
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CRICKET
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2x8 LEDGER BOARD
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2x8 LEDGER BOARD
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2x10 RAFTERS @ 16" O.C.
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DBL. 2x12 RIDGE BEAM
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H1
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H1
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H1
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H1
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H1
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H1
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H1
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H2
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H3
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H1
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H1
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1.9E-2600F 2-1.75x11.875" LVL
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H1
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H1
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H1
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SIM
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SIM
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SIM
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1.9E-2600F 3.5"x14" LVL
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1.9E-2600F 3.5"x16" LVL
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1.9E-2600F 3.5"x16" LVL
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3 JACK / 2 KING
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3 JACK & 2 KING STUDS EACH END
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3 JACK & 2 KING STUDS EACH END
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3 JACK & 2 KING STUDS EACH END
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H1
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SEE NOTE ON SHT. S5.1
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3 - 16d NAILS THRU JAMB STUDS INTO EACH END OF EACH VERTICAL
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SEE SCHEDULE FOR MEMBER SIZE
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WOOD HEADER SCHEDULE
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MARK
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HEADER
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H1
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H2
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H3
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2x6 TOP PLATE
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2x6 BOTTOM PLATE
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LENGTH
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KING STUDS
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JACK STUDS
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REMARKS
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SUPPORT FRAMING
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1-2x6
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1-2x6
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SEE ARCH
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2-2x6
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2-2x6
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SEE ARCH
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2-2x6
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2-2x6
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2x8
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2-2x10
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3-1 3/4x14
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SEE ARCH
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Sheet Number
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Job Number
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SCALE
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ISSUE DATE
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04/11/2019
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15046-1
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DAVID L. VONARX E-26647
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DATE:
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SALINE VALLEY FPD HOUSE #2 FENTON, MISSOURI JEFFERSON COUNTY
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ROOF FRAMING PLAN
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3/16"=1'-0"
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3/16"=1'-0"
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PLAN NOTES: : 1. CONTRACTOR TO FIELD VERIFY ALL EXISTING CONDITIONS PRIOR TO START OF CONTRACTOR TO FIELD VERIFY ALL EXISTING CONDITIONS PRIOR TO START OF CONSTRUCTION AND SHALL IMMEDIATELY NOTIFY STRUCTURAL ENGINEER OF ANY DISCREPANCIES WITH THE DRAWINGS. 2. SEE SHEET S1.0 FOR STRUCTURAL GENERAL NOTES. SEE SHEET S1.0 FOR STRUCTURAL GENERAL NOTES. 3. SEE SHEET S2.1 AND S2.2 FOR STRUCTURAL STANDARD DETAILS. SEE SHEET S2.1 AND S2.2 FOR STRUCTURAL STANDARD DETAILS. 4. SEE SHEET S5.1 FOR SHEAR WALL ELEVATIONS. SEE SHEET S5.1 FOR SHEAR WALL ELEVATIONS. 5. SEE ARCHITECT'S DRAWINGS FOR ADDITIONAL INFORMATION REGARDING DEMOLITION. SEE ARCHITECT'S DRAWINGS FOR ADDITIONAL INFORMATION REGARDING DEMOLITION. 6. SEE ARCHITECT'S DRAWINGS FOR EXISTING BUILDING INFORMATION.SEE ARCHITECT'S DRAWINGS FOR EXISTING BUILDING INFORMATION.
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FLOOR SLAB - SEE PLAN MATCH EXIST. T/SLAB EL.
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EXIST. FDN. WALL AND FOOTING
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EXIST. CONC. FLOOR SLAB
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EXIST. FF EL 100'-0" (0'-0" ARCH.)
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BOND BREAKER
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EXIST. WALL CONSTRUCTION U.I.P. OR REMOVE - SEE ARCH DWGS.
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SECTION 1
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3/4"=1'-0"
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S3.1
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#5 x 12" LG. DOWELS @ 12" O.C. DRILL AND EPOXY INTO EXIST. CONC. STEM WALL.
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1
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1
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FIELD VERIFY BOT/EX. FTG. EL.
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CONC. SLAB SEE PLAN
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3-#4 CONT.
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SECTION 5
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3/4"=1'-0"
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S3.1
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SLAB - SEE PLAN
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GRANULAR BACKFILL
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SECTION 2
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3/4"=1'-0"
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S3.1
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FIN. GRADE
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DOOR BEYOND
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PATIO SLAB SEE PLAN
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FIN. GRADE
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WWF
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SLAB - SEE PLAN
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1/2" E.J. FILLER
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SEE ARCH DWGS. FOR WALL CONSTRUCTION
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GRANULAR BACKFILL
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SECTION 4
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3/4"=1'-0"
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S3.1
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FINISH GRADE
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SECTION 3
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3/4"=1'-0"
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S3.1
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S3.2
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ANCHOR BOLTS - SEE TYP. WALL DETAIL ON SHEET S2.1
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T/FTG. PER PLAN
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T/FTG. PER PLAN
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TREATED 2x SILL PLATE
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#4@12" O.C. VERT. CTR. IN WALL. ALT. HOOKS
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2-#4 CONT., T&B
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#4 DOWELS TO MATCH WALL VERTS.
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2-#4 CONT.
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SEE SECT. 2/S4.1 FOR WALL REINFORCING
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2x6 @ 16" O.C. BEARING WALL
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ANCHOR BOLTS - SEE TYP. WALL DETAIL ON SHEET S2.1
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TREATED 2x6 SILL PLATE
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#4@12"O.C.
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POUR INTEGRAL WITH SLAB
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SHEATING PER PLAN
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SEE SECT. 7/S4.1 FOR WALL REINFORCING AND BALANCE OF INFO.
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SECTION 6
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3/4"=1'-0"
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S3.1 S3.2 S3.3
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FIN. GRADE
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SECTION 7
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3/4"=1'-0"
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S3.1 S3.2 S3.3
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ANCHOR BOLTS - SEE TYP. WALL DETAIL ON SHEET S2.1
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SLAB - SEE PLAN
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FLOOR JOISTS PER PLAN
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EXTEND SLAB TO O.F. OF WALL AND TURN DOWN AT DOOR OPENINGS
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SHEATING PER PLAN
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SEE SECT. 7/S4.1 FOR FDN. WALL REINFORCING
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SECTION 8
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3/4"=1'-0"
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S3.1 S3.2
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T/FTG. PER PLAN
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EXIST. WALL
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SLAB - SEE PLAN
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FLOOR JOISTS PER PLAN
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FIN. FLR. 100'-0"
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EXIST. FDN. WALL
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FIN. FLR. 90'-4"
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EXIST. GRADE
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EXIST. CONC. SLAB
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COMPACTED CLEAN ROCK BACKFILL
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EXIST. FOOTING FIELD VERIFY FTG. ELEVATION
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PROPOSED ADDITION
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CONC. SLAB PER PLAN
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STEP FTG. AT WALL BEYOND
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JOIST HANGER
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SECTION 7A
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3/4"=1'-0"
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S3.1 S3.2 S3.3
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FINISH GRADE
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T/FTG. PER PLAN
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FLOOR JOISTS PER PLAN
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SLAB - SEE PLAN
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FIN. FLR. 90'-4"
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2-#4 CONT.
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SHEATING PER PLAN
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TREATED 2x BOT. PLATE
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2x6 STUDS @ 16" O.C.
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FIN. FLR. 100'-0"
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JOIST HANGER
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SIDEWALK SEE CIVIL
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T/FTG. PER PLAN
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FLOOR JOISTS PER PLAN
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SLAB - SEE PLAN
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FIN. FLR. 90'-4"
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2-#4 CONT., T&B
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#4@12" O.C. VERT. CTR. IN WALL. ALT. HOOKS
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2-#4 CONT.
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#4@18" O.C. CONT.
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SHEATING PER PLAN
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SEE ARCH DWGS. FOR WALL CONSTRUCTION
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TREATED 2x BOT. PLATE
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2x6 STUDS @ 16" O.C.
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FIN. FLR. 100'-0"
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SEE SECT. 7/S4.1 FOR WALL REINFORCING AND BALANCE OF INFO.
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TREATED 2x LEDGER BD. w/ 2-1/2" DIA. EXP. BOLTS w/4" EMBED. MIN. @ 12" O.C. T&B
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SEE ARCH DWGS. FOR WALL CONSTRUCTION
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2x6 STUDS @ 16" O.C.
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T/FTG. PER PLAN
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FIN. FLR. 100'-0"
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FIN. FLR. 90'-4"
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TURN DN. SLAB TO T/FTG.
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#5 x 12" LG. DOWELS @ 12" O.C. DRILL AND EPOXY INTO EXIST. CONC FDN. WALL.
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#5 DOWELS @ 12" O.C.
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MATCH EXIST. ROOF SLOPE
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PRE-ENGINEERED GABLE ROOF TRUSS - SEE ROOF PLAN
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T/PLATE - MATCH EXIST.
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SEE ARCH DWGS. FOR WALL CONSTRUCTION
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2x TOP PLATE
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SIMPSON H1 HURRICANE TIE AT EACH TRUSS. INSTALL WITH 0.131 x 1 1/2" NAILS
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MATCH EXIST. ROOF SLOPE
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PRE-ENGINEERED GABLE ROOF TRUSS - SEE ROOF PLAN
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T/PLATE - MATCH EXIST.
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T/PLATE - MATCH EXIST.
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PRE-ENGINEERED GABLE ROOF TRUSS (TYP.)
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FASCIA BD. PER ARCH.
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FASCIA BD. PER ARCH.
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2x TOP PLATE
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CEILING
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2x TOP PLATE
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SIMPSON H1 HURRICANE TIE AT EACH TRUSS. INSTALL WITH 0.131 x 1 1/2" NAILS
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OPENING
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STEEL PL. 1/2"x8" WITH 1/2" DIA. x 4" LG. HEADED STUDS WELDED TO PLATE AT 12" O.C.
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CONC. BEAM 8"x18" WITH 2-#5 CONT. T&B AND #3 TIES @ 12" O.C.
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8" CONC. FOUNDATION WALL - SEE PLAN
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NOTE: EXTEND CONC. EXTEND CONC. BEAM AND STEEL PLATE 8" BEYOND OPENING EACH SIDE.
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SECTION 9
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1 1/2"=1'-0"
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S3.2
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Sheet Number
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Job Number
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SCALE
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ISSUE DATE
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04/11/2019
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15046-1
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DAVID L. VONARX E-26647
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DATE:
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SALINE VALLEY FPD HOUSE #2 FENTON, MISSOURI JEFFERSON COUNTY
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DETAILS
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AS NOTED
Page 8: TYPICAL SECTION AT DOOR TYPICAL INTERIOR COLUMN DETAILS · given to avoid conflicts with existing rebar. holes shall be drilled and cleaned per manufacturer’s instructions. do not

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FRONT ELEVATION

REAR SHEAR WALL ELEVATION

LEFT SIDE SHEAR WALL ELEVATION

RIGHT SIDE SHEAR WALL ELEVATION

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SW #7
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HDU14 (TYP.)
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FILL SPACE WITH 2x6 KING STUDS. LEAVE ROOM FOR HOLD DOWNS. PROVIDE SHOP DRAWING SUBMITTAL PRIOR TO ROUGH FRAMING
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5/8"Ø @ 16"o.c.
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HDU8 (TYP.)
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A
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2 - 2x6
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A
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SW #8
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5/8"Ø @ 16"o.c.
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HDU8 (TYP.)
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10d @ 4"o.c.
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A
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10d @ 4"o.c.
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A
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B
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HDU8 (TYP.)
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10d @ 4"o.c.
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10d @ 4"o.c.
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10d @ 4"o.c.
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A
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A
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A
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5/8"Ø @ 16"o.c.
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2 - 2x6
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2 - 2x6
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2 - 2x6
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2 - 2x6
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2 - 2x6
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2 - 2x6
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SW #3
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SW #1
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B
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10d @ 4"o.c.
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A
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8"x18" CONC. BEAM
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B
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HDU8 (TYP.)
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10d @ 4"o.c.
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10d @ 4"o.c.
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5/8"Ø @ 16"o.c.
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5/8"Ø @ 16"o.c.
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HDU8 (TYP.)
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10d @ 4"o.c.
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A
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A
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A
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2 - 2x6
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2 - 2x6
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2 - 2x6
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2 - 2x6
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SW #4
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SW #2
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OPEN
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OPEN
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CONC. FOUNDATION WALL
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8"x18" CONC. BEAM
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5/8"Ø @ 16"o.c.
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S/HD8 (TYP.)
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10d @ 4"o.c.
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10d @ 4"o.c.
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A
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A
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2 - 2x6
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2 - 2x6
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SW #5
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HDU14 (TYP.)
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SW #6
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FILL SPACE WITH 2x6 KING STUDS. LEAVE ROOM FOR HOLD DOWNS. PROVIDE SHOP DRAWING SUBMITTAL PRIOR TO ROUGH FRAMING
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PLAN LEGEND
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H2
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SW-#
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MARK
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DIRECTION OF SPAN
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WOOD HEADER DESIGNATION SEE SCHED. ON S2.2
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SHEAR WALL DESIGNATION
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Sheet Number
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Job Number
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SCALE
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ISSUE DATE
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04/11/2019
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15046-1
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DAVID L. VONARX E-26647
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DATE:
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SALINE VALLEY FPD HOUSE #2 FENTON, MISSOURI JEFFERSON COUNTY
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SHEAR WALL ELEVATIONS
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AS NOTED
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3/16"=1'-0"
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3/16"=1'-0"
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3/16"=1'-0"
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3/16"=1'-0"

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