12.1 - 1802 Northwood Road - Drawings — original pdf

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BUILDING AREA CALCULATIONS LEGEND EXISTING HOUSE 968 SQ. FT. EXISTING PORCH 136 SQ.FT. EXISTING UNCOVERED WOOD DECK (FULLY COUNTED) 173 SQ.FT. EXISTING GRAVEL DRIVEWAY 684 SQ.FT. EXISTING CONCRETE PADS, PAVERS, AND STEPS 79 SQ.FT. ADU FIRST FLOOR 643 SQ.FT. ADU SECOND FLOOR 643 SQ.FT. ADU PORCH 18 SQ.FT. ADU UNCOVERED PATIO 190 SQ.FT. CONCRETE PAD 9 SQ.FT. LOT AREA (PER SURVEY) 8,233.54 SQ.FT. FRONT YARD AREA 1,258.24 SQ.FT. FRONT YARD IMPERVIOUS COVERAGE 284 SQ.FT. (22.5%) IMPERVIOUS COVERAGE 2,940.50 SQ.FT. (35.7%) BUILDING COVERAGE 1,765 SQ.FT. (22.46%) EXISTING HOUSE GROSS FLOOR AREA 1,104 SQ.FT. (13.40%) ADU GROSS FLOOR AREA 1,304 SQ.FT. (15.84%) WALL TO BE DEMOLISHED EXISTING WALL TO REMAIN NEW WALL SMOKE DETECTOR INSTALLED IN ACCORDANCE WITH IRC R314 CARBON MONOXIDE DETECTOR INSTALLED IN ACCORDANCE WITH IRC R315 SHEET INDEX A1.1 SITE PLAN & VISITABILITY PLAN A2.1 ADU FLOOR PLANS AND ROOF PLAN A3.1 EXTERIOR ELEVATIONS S0.0 GENERAL NOTES S1.0 FOUNDATION PLAN S2.0 FRAMING PLANS S2.1 LATERAL BRACING PLANS S3.0 FOUNDATION DETAILS S4.0 FRAMING DETAILS S4.1 LATERAL BRACING DETAILS 604 A. West Ninth Street Austin, TX 78701 Tel: (512)473-8909 CONCRETE WALL WATER METER GAS ROUTE WATER ROUTE DRIVEWAY APRON DETAIL 3 N/A Scale: 578 GENERAL NOTES *ALL PLANS TO COMPLY WITH 2021 IRC AND ALL CITY OF AUSTIN AND LOCAL AMENDMENTS. DOOR NOTES The Seal appearing on this document was authorized by Dianne Kett on January 31, 2025 FIRE HYDRANT WATER METER ADU WATER METER ACCESS ROUTE AREA DESIGNATED FOR DUMPSTER, SPOILS PLACEMENT, AND MATERIAL STAGING. PORTABLE TOILET, CONCRETE WASH, AND PAINT WASHOUT MUST NOT BE PLACED WITHIN THE FULL CRITICAL ROOT ZONE OF ANY TREE. EXISTING PAVERS MAIN HOUSE WATER METER N O R T H W O O D R O A D 578 NEW APRON, REFER TO 3/A1.1 NEW CLEANOUT C U R B TREE PROTECTION FENCE WATER METER ADU WATER METER EXISTING PAVERS MAIN HOUSE WATER METER N O R T H W O O D R O A D 578 NEW CLEANOUT C U R B 1 5 ' I B U I L D N G S E T B A C K 1 5 ' I B U I L D N G S E T B A C K EXISTING GRAVEL PATIO EXISTING PORCH EXISTING PAVERS TREE PROTECTION FENCE GAS METER A/C OH OH 5' BUILDING SETBACK OH EXISTING WOOD DECK POLE OH OH OH OH OH OH 3' PUE 3 ' P U E 18" CEDAR ELM " 38 9 - ' 6 1 579.6' 32'-01 2" FENCE X X X X X X X X X X X X X X X UNCOVERED CONCRETE PATIO TWO STORY ADU FFE=580.5 580 13" CEDAR ELM EXISTING ONE STORY HOUSE X X X X X X X SEWER EXISTING GRINDER PUMP " 0 - ' 2 1 5' BUILDING SETBACK EXISTING GRAVEL DRIVEWAY TO REMAIN 29" OAK 29'-0" FULL CRZ 65'-31 2" 14'-6" 1/2 CRZ 7'-3" 1/4 CRZ 45'-7" 16" CEDAR ELM 580 GRAVEL WALKWAY 17" CEDAR ELM A/C CONCRETE 580.0' HIGHEST ADJACENT GRADE EXISTING SHED DEMOLISH EXISTING SHED 3' PUE SITE PLAN 1 1/8"=1'-0" Scale: CONCRETE WALL WATER METER GAS ROUTE WATER ROUTE 578 EXISTING GRAVEL PATIO EXISTING PORCH EXISTING PAVERS EXISTING ONE STORY HOUSE GAS METER A/C OH OH 5' BUILDING SETBACK OH EXISTING WOOD DECK POLE OH OH OH OH OH 7'-6" UTILITY SETBACK GAS METER 18" CEDAR ELM " 38 9 - ' 6 1 OH 3' PUE 3 ' P U E X X X X X X X X X X X X X X X X X X X X X X 32'-01 2" FENCE VISITABLE BATHROOM: 2X6 BLOCKING AT CENTERLINE AT 34" ABOVE FINISH FLOOR FOR FUTURE GRAB BARS; DOOR SHALL NOT IMPEDE 30"X30" CLEAR FLOOR SPACE VISITABLE ENTRANCE DOOR 3'-0"X8'-0" VISITABLE NO-STEP ENTRY MAX 1/2" BEVELED THRESHOLD 24.83' E T U O R E L B A T S V R A E L C I I " 2 3 4.25' ' 5 2 . 1 1 2 8 8 0 0 8 0 3 29.08' UNCOVERED CONCRETE PATIO ' 6 9 . 3 2 580 13" CEDAR ELM VISITABLE ACCESS MAX CROSS SLOPE 1:50 A/C CONCRETE EXISTING SHED DEMOLISH EXISTING SHED 3' PUE " 0 - ' 2 1 5' BUILDING SETBACK EXISTING GRAVEL DRIVEWAY TO REMAIN X X X X X X X X X 7'-6" UTILITY SETBACK GAS METER 579.0' LOWEST ADJACENT GRADE 580.0' 580.0' X X X X X X X X X ' 1 7 . 2 1 WINDOW NOTES O H FIRE PROTECTION AUSTIN VISITABILITY TREE PROTECTION P O L E O H O H O H O H O H O H P O L E O H O H O H O H O H O H O H 29" OAK 65'-31 2" 16" CEDAR ELM 580 GRAVEL WALKWAY 17" CEDAR ELM 45'-7" ″ ″ VISITABILITY PLAN 2 1/8"=1'-0" Scale: . D R D O O W H T R O N 2 0 8 1 X T , N I T S U A Plan North True North ISSUES: PERMIT SET 01-31-25 Project Number 24-009 Drawn By DEK/KB A1.1 Site Plan & Visitability Plan 1'-6" TYP. SHINGLE ROOF 91 2" 3'-51 2" 8'-4" 3'-0" 3'-10" 3'-0" 6'-8" 12'-0" 3/A3.1 29'-1" 3 0 4 6 SH 3 0 4 6 SH 3 0 4 6 SH 3 0 4 6 SH HB 3 0 8 0 DINING 10'-0"/LVT DW KITCHEN 10'-0"/LVT ISLAND 5'-0"X3'-4" 1'-10" 3'-0" 1'-11" 2'-21 2" 0 6 8 2 REF PWDR 10'-0"/TILE 2'-51 2" 2 8 8 0 0 6 6 1 0 6 6 1 " 6 " 6 " 0 - ' 1 PANTRY 10'-0"/LVT BENCH SLOPED CLG OVER TOILET UP 0 8 0 3 3 SHELVES AT 18" DEEP/ 3 SHELVES AT 12" DEEP LIVING 10'-0"/LVT 8'-0" OPENING 2 6 6 0 FXD 3 0 5 6 SH 3 0 5 6 SH " 0 - ' 2 " 2 - ' 3 " 4 - ' 3 " 1 1 - ' 3 " 12 3 - ' 2 " 12 3 - ' 1 " 12 2 - ' 3 " 0 1 - ' 3 " 12 5 - ' 2 " 0 - ' 6 " 8 - ' 3 " 0 1 - ' 1 " 0 1 - ' 1 " 8 - ' 3 " 6 - ' 4 " 12 1 1 - ' 3 2 1 . 3 A / 4 2'-11 2" 3'-4" 2'-11" 1'-2" 5" 4'-6" 1'-11" 10'-4" 2'-41 2" 29'-1" 1/A3.1 FIRST FLOOR PLAN 1 1/4"=1'-0" Scale: 8/12 8/12 8/12 8/12 8/12 " 6 - ' 1 8/12 8/12 8/12 6'-0" ROOF PLAN 3 1/4"=1'-0" Scale: 7'-6" 7'-6" 15'-4" OVERHEAD POWERLINE ELEVATION ( SOUTH ELEVATION) 4 1/8"=1'-0" Scale: NOTE-RADIUS OF PRIMARY AND NEUTRAL CLEARANCE MAY CHANGE DUE TO POLE EQUIPMENT IE TRANSFORMER NOTE-DIAGRAM REFLECTS AE 2020 STANDARDS 15'-0'' DOOR TO ACCESS UNDER STAIR " 12 1 1 - ' 3 2 1 . 3 A / 2 " 12 8 - ' 2 1 " 12 9 - ' 3 " 8 - ' 3 " 8 - ' 1 " 6 - ' 4 " 12 1 - ' 2 " 12 8 - ' 2 1 " 1 1 - ' 8 " 12 2 - ' 2 " 7 - ' 1 " 12 1 - ' 2 " 8 - ' 1 " 0 1 - ' 1 " 0 1 - ' 1 " 8 - ' 1 " 12 1 - ' 2 B H D X F 0 6 6 2 D X F 6 3 6 2 D X F 6 3 6 2 D X F 6 3 6 2 29'-1" R D L S 0 8 0 2 0 8 8 2 " 12 5 - ' 5 " 0 - ' 2 " 0 - ' 2 " 3 - ' 1 " 0 - ' 2 " 4 - ' 3 3'-91 2" 51 2" 5'-81 4" 5'-61 4" 3'-101 2" 4'-31 2" 5'-51 2" 3 0 5 6 SH 3 0 5 6 SH 2 0 3 6 SH BATH2 10'-0"/TILE 2 6 8 0 D X F 6 3 6 2 D X F 6 3 6 2 2R/3S WIC2 10'-0"/LVT BATH1 10'-0"/TILE 0 8 6 2 S 3 / R 1 BEDROOM2 10'-0"/LVT 8S BROOM 2'-0"x3'-0" ATTIC ACCESS " 12 0 1 - ' 1 H S 6 5 0 3 " 12 1 1 - ' 3 2 DN 42" TALL WALL NOOK 10'-0"/LVT LAUNDRY 10'-0"/TILE W/D 2 8 8 0 1R/3S 2R/2S WIC1 10'-0"/LVT 8S BEDROOM1 10'-0"/LVT 2 8 8 0 R D L S 0 8 0 2 " 0 - ' 2 2 6 3 6 FXD 2'-11 2" 5'-3" 4'-1" 4'-9" 2'-0" 8'-9" 2R/2S 3 0 5 6 SH 3 0 5 6 SH 2'-11 2" 29'-1" NEUTRAL " 3 - ' 1 1 " 4 - ' 7 2 " 0 - ' 5 4 " 2 " 6 - ' 9 " 0 - ' 8 25'-01 2" OVERHEAD POWERLINE ELEVATION ( EAST ELEVATION) 5 1/8"=1'-0" Scale: SECOND FLOOR PLAN 2 1/4"=1'-0" Scale: H S 6 5 0 3 H S 6 5 0 3 H S 6 5 0 3 H S 6 5 0 3 " 12 5 - ' 4 " 12 5 - ' 1 H S 6 3 0 2 " 4 - ' 4 " 6 - ' 9 H S 6 5 0 3 " 4 - ' 2 604 A. West Ninth Street Austin, TX 78701 Tel: (512)473-8909 The Seal appearing on this document was authorized by Dianne Kett on January 31, 2025 . D R D O O W H T R O N 2 0 8 1 X T , N I T S U A Plan North True North ISSUES: PERMIT SET 01-31-25 Project Number 24-009 Drawn By DEK/KB A2.1 Floor Plans Roof Plan SMOOTH BOARD AND BATTEN 1X4 TRIM, TYPICAL SMOOTH BOARD AND BATTEN 1X4 TRIM, TYPICAL SHINGLE ROOF SMOOTH BOARD AND BATTEN 1X4 TRIM, TYPICAL " 0 - ' 2 T.O.P. HEADER SHINGLE ROOF T.O.P. HEADER " 0 - ' 2 " 12 7 - ' 9 " 12 7 - ' 7 " 12 7 - ' 9 " 12 7 - ' 7 HEADER HEADER " 12 0 1 - ' 1 1 " 12 0 1 - ' 1 1 " 6 - ' 8 F.F.E. F.F.E. T.O.P. HEADER F.F.E. CEILING HEADER " 0 - ' 2 " 0 - ' 8 " 6 - ' 1 " 0 - ' 2 " 0 - ' 8 I ) T H G E H G N D L I U B I ( " 7 - ' 6 2 " 0 - ' 0 1 " 0 - ' 0 1 SOUTH ELEVATION 2 1/4"=1'-0" Scale: EAST ELEVATION 1 1/4"=1'-0" Scale: F.F.E. AVERAGE ADJACENT GRADE NORTH ELEVATION 4 1/4"=1'-0" Scale: WEST ELEVATION 3 1/4"=1'-0" Scale: " 0 - ' 2 " 0 - ' 8 " 6 - ' 1 " 0 - ' 2 " 0 - ' 8 " 0 - ' 0 1 " 0 - ' 0 1 T.O.P. HEADER F.F.E. CEILING HEADER F.F.E. SHINGLE ROOF 1X4 TRIM, TYPICAL SMOOTH BOARD AND BATTEN " 0 - ' 2 " 0 - ' 8 " 6 - ' 1 " 0 - ' 2 " 0 - ' 2 " 0 - ' 6 " 0 - ' 0 1 " 0 - ' 0 1 T.O.P. HEADER F.F.E. CEILING HEADER HEADER F.F.E. 604 A. West Ninth Street Austin, TX 78701 Tel: (512)473-8909 The Seal appearing on this document was authorized by Dianne Kett on January 31, 2025 . D R D O O W H T R O N 2 0 8 1 X T , N I T S U A Plan North True North ISSUES: PERMIT SET 01-31-25 Project Number 24-009 Drawn By DEK/KB A3.1 Exterior Elevations GENERAL CONDITIONS FOUNDATION SUBGRADE PREPARATIONS CONCRETE PLYWOOD DECKING AND SHEATHING G E N E R A L N O T E S THE FOUNDATIONS HAVE BEEN DESIGNED USING AN ALLOWABLE SOIL BEARING VALUE OF 2,000 PSF FOR SPREAD FOOTINGS/GRADE BEAMS IN ACCORDANCE WITH THE SOILS ANALYSIS REPORT NO. 12-24-0517 DATED OCTOBER 14, 2024, PREPARED BY BURGE ENGINEERING AND ASSOCIATES. 1. ALL CONCRETE WORK SHALL CONFORM TO THE LATEST AMERICAN CONCRETE INSTITUTE BUILDING CODE (ACI 318-14). ALL CONCRETE FLOOR AND SLAB CONSTRUCTION SHALL CONFORM TO ACI 302.1R-04. ALL CONCRETE WORK SHALL ALSO CONFORM TO "SPECIFICATIONS FOR STRUCTURAL CONCRETE", ACI 301-14. SPREAD FOOTING AND CONTINUOUS FOOTING DIMENSIONS AND/OR LOCATIONS MAY NOT BE ALTERED WITHOUT APPROVAL BY THE ENGINEER. 2. CONCRETE SHALL BE NORMAL WEIGHT CONCRETE AND SHALL CONFORM TO THE FOLLOWING SPECIFICATIONS: 8. ALL FOUNDATION EXCAVATIONS SHALL BE EXTENDED TO FINAL GRADE AND THE FOOTINGS UNINTERRUPTED CURING. 1. 2. 5. 6. 7. 6. 7. 1. 2. 5. 6. 7. THESE GENERAL NOTES SHALL APPLY UNLESS SPECIFICALLY NOTED ON THE PLANS AND DETAILS. THE GENERAL CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS AT THE JOB SITE, AND SHALL BE RESPONSIBLE FOR CONDITIONS OF ALL WORK AND MATERIALS, INCLUDING THOSE FURNISHED BY SUBCONTRACTORS. 3. DISCREPANCIES AND/OR VARIATIONS SHALL IMMEDIATELY BE REPORTED TO THE ARCHITECT AND ENGINEER. 4. CONSTRUCTION, WORKMANSHIP, AND MATERIALS SHALL COMPLY WITH THE 2021 INTERNATIONAL RESIDENTIAL CODE. THE STRUCTURAL SYSTEM OF THE BUILDING IS DESIGNED TO PERFORM AS A COMPLETED UNIT. PRIOR TO COMPLETION OF THE STRUCTURE, THE STRUCTURAL COMPONENTS MAY BE UNSTABLE AND IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO PROVIDE TEMPORARY SHORING AND/OR BRACING AS REQUIRED FOR THE STABILITY OF THE INCOMPLETE STRUCTURE AND FOR THE SAFETY OF ALL ON-SITE PERSONNEL. THE CONTRACT STRUCTURAL DRAWINGS AND SPECIFICATIONS DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE GENERAL CONTRACTOR SHALL SUPERVISE AND DIRECT THE WORK, AND SHALL BE SOLELY RESPONSIBLE FOR ALL CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES, AND PROCEDURES. OBSERVATION VISITS TO THE SITE BY THE ARCHITECT OR THE ENGINEER SHALL NOT INCLUDE INSPECTION OF THE ABOVE ITEMS. THE DRAWINGS SHOW ONLY REPRESENTATIVE AND TYPICAL DETAILS TO ASSIST THE CONTRACTOR. THE DRAWINGS DO NOT ILLUSTRATE EVERY CONDITION. ALL ATTACHMENTS, CONNECTIONS, FASTENINGS, ETC., SHALL BE PROPERLY SECURED IN CONFORMANCE WITH THE BEST PRACTICE, AND THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING AND INSTALLING THEM. 8. THE CONTRACT STRUCTURAL DRAWINGS SHALL NOT BE USED IN WHOLE OR IN PART FOR SHOP DRAWING SUBMITTALS. 9. CONTRACTOR SHALL NOTE THAT ARCH CONSULTING ENGINEERS, PLLC REQUIRES A MINIMUM OF TWO WEEKS TO REVIEW ALL SHOP DRAWING SUBMITTALS. 10. GENERAL CONTRACTOR SHALL NOTIFY THE ENGINEER 48 HOURS IN ADVANCE OF ALL REQUIRED SITE VISITS. 11. THE GEOTECHNICAL REPORT IS A SEPARATE DOCUMENT (NOT PART OF THE CONTRACT DOCUMENTS) FURNISHED BY THE PROJECT OWNER. THE CONTRACTOR SHALL OBTAIN A COPY OF THE REPORT FOR REFERENCE AS IT DESCRIBES SUB-SURFACE CONDITIONS THAT MAY BE ENCOUNTERED DURING INSTALLATION OF FOUNDATIONS AND CONTAINS OTHER INFORMATION PERTINENT TO CONSTRUCTION DRAWINGS. 3. ALL SUBGRADE PREPARATION, FILL AND FILL PLACEMENT, AND FOUNDATION CONSTRUCTION SHALL BE PERFORMED IN STRICT ACCORDANCE WITH THE STRUCTURAL PLANS AND THE SOILS ANALYSIS REPORT NOTED ABOVE. ALL SUBGRADE PREPARATION SHALL BE OBSERVED, TESTED, AND APPROVED BY A QUALIFIED GEOTECHNICAL ENGINEER PRIOR TO PROCEEDING. 4. WITHIN THE BUILDING FOOTPRINT AND A MINIMUM DISTANCE OF THREE FEET BEYOND, STRIP AND REMOVE ALL ORGANICS, CONSTRUCTION AND DEMOLITION DEBRIS. TOPSOIL SHALL BE OVER-EXCAVATED TO A MINIMUM DEPTH OF SIX FEET BELOW EXISTING GRADE. SOILS EXPOSED BY EXCAVATION SHALL BE SCARIFIED TO A DEPTH OF SIX INCHES, MOISTURE-CONDITIONED TO BETWEEN 0 AND +4 PERCENTAGE POINTS ABOVE OPTIMUM MOISTURE CONTENT, AND COMPACTED TO AT LEAST 95 PERCENT OF MAXIMUM DRY DENSITY AS DETERMINED IN ACCORDANCE TO ASTMD698. FILL BACK TO REQUIRED GRADE WITH MATERIAL SELECTED AND COMPACTED IN ACCORDANCE WITH THE REQUIREMENTS BELOW. SELECT FILL SHALL MEET THE REQUIREMENTS IN THE GEOTECHNICAL REPORT AND SHALL BE APPROVED BY THE GEOTECHNICAL ENGINEER. SELECT FILL SHALL BE PLACED IN HORIZONTAL LOOSE LIFTS NOT EXCEEDING 8 INCHES IN THICKNESS. EACH LIFT OF SELECT FILL SHALL BE MOISTURE CONDITIONED AND MECHANICALLY COMPACTED TO A MINIMUM OF 95% OF THE MAXIMUM DRY UNIT WEIGHT AS DETERMINED BY THE STANDARD PROCTOR METHOD (ASTM D698) AND AT A MOISTURE CONTENT WITHIN A RANGE OF 3 PERCENT BELOW OR 3 PERCENT ABOVE (-3% TO +3%) THE OPTIMUM MOISTURE CONTENT. CONSTRUCTED AND POURED AS SOON AS POSSIBLE TO MINIMIZE POTENTIAL DAMAGE (DUE TO WETTING AND/OR DRYING) TO BEARING SOILS. FOUNDATION CONCRETE SHALL NOT BE PLACED ON SOILS THAT HAVE BEEN DISTURBED BY RAINFALL OR SEEPAGE. 9. EXTEND ALL PERIMETER GRADE BEAMS A MINIMUM OF 1'-6" BELOW GRADE. 10. PROVIDE 10 MIL. VAPOR RETARDER UNDER ALL CONCRETE SLABS AND GRADE BEAMS. VAPOR RETARDER SHALL CONFORM TO ASTM E 1745 CLASS A REQUIREMENTS. INSTALLATION SHALL BE IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS AND ASTM E 1643-98. 12. THE GEOTECHNICAL ENGINEER SHALL BE RETAINED TO REVIEW THE FINAL DESIGN 11. ANY STANDING WATER ON THE SURFACE OF THE VAPOR RETARDER SHALL BE REMOVED OR PLANS AND SPECIFICATIONS SO COMMENTS CAN BE MADE REGARDING INTERPRETATION AND IMPLEMENTATION OF THE GEOTECHNICAL RECOMMENDATIONS IN THE DESIGN AND SPECIFICATIONS. 13. THE GEOTECHNICAL ENGINEER SHALL BE RETAINED TO PROVIDE TESTING AND OBSERVATIONS DURING EXCAVATION, GRADING, FOUNDATION INSTALLATION, AND OTHER CONSTRUCTION PHASES OF THE PROJECT. DRIED PRIOR TO CONCRETE PLACEMENT. 12. SITE DRAINAGE/IRRIGATION/LANDSCAPING, ETC. SHALL BE PERFORMED IN STRICT ACCORDANCE WITH AND THE SOILS ANALYSIS REPORT. ROUTINE MAINTENANCE OF THE DRAINAGE AND LANDSCAPING (GROUND COVER, VEGETATION AND TREES) BY THE OWNER IS REQUIRED. IT IS CRITICAL THAT PROPER DRAINAGE AND LANDSCAPING BE MAINTAINED OVER THE LIFE OF THE STRUCTURE. 1. BUILDING CODE: 2021 INTERNATIONAL RESIDENTIAL CODE REINFORCEMENT 1. ALL DETAILING, FABRICATION AND ERECTION OF REINFORCING BARS, UNLESS OTHERWISE NOTED, MUST FOLLOW THE ACI "MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE", ACI 315 LATEST EDITION. 2. ALL REINFORCING BARS SHALL BE NEW BILLET STEEL CONFORMING TO ASTM A-615, GRADE 60. 3. STANDARD PROTECTIVE COVER OF REINFORCING BARS UNLESS OTHERWISE NOTED SHALL BE: 20 PSF (REDUCIBLE) 40 PSF SLABS ON GRADE (TOP)........1 1/2 IN. GRADE BEAMS AND PIERS TOPS...................1 1/2 IN. SIDES..........................3 IN. BOTTOMS.................3 IN. OTHER................1 1/2 IN. DESIGN CRITERIA 2. GRAVITY LOADS: A. DEAD LOADS 1) ROOF 2) FLOOR B. LIVE LOADS 1) ROOF 2) FLOOR C. SNOW LOADS 3. LATERAL LOADS A. WIND LOADS 1) GROUND SNOW LOAD, Pg 2) IMPORTANCE FACTOR, I 3) SNOW EXPOSURE FACTOR, Ce 4) THERMAL FACTOR, Ct 1) WIND SPEED Vult Vasd 2) RISK CATEGORY 3) EXPOSURE 4) INTERNAL PRESSURE COEFFICIENT 5) IMPORTANCE FACTOR, I B. SEISMIC LOADS 1) SEISMIC DESIGN CATEGORY 2) SITE CLASS 3) SEISMIC IMPORTANCE FACTOR, Ie 16 PSF 20 PSF 5 PSF 1.0 1.0 1.0 107 MPH 83 MPH II C 0.18 1.0 A D 1.0 4. LAP REINFORCING 30 BAR DIAMETERS AT SPLICES UNLESS NOTED OR DETAILED OTHERWISE. 5. WELDING OR HEAT BENDING OF REINFORCING BARS SHALL NOT BE PERMITTED, UNLESS APPROVED BY THE ENGINEER. PROVIDE (3) #4 X 3'-0' LONG DIAGONAL BARS AT ALL RE-ENTRANT CORNERS. PROVIDE 1/2" DIAMETER X 10" LONG HOT DIPPED GALVANIZED ANCHOR BOLTS AT 4'-0" O.C. IN THE FOUNDATION AT THE LOCATIONS OF ALL EXTERIOR WOOD FRAMED WALLS 8. AT CORNERS AND "T" INTERSECTIONS OF ALL BEAMS EXTEND 4 CORNER BARS EQUAL TO THE SCHEDULED STEEL IN THE ADJACENT BEAMS 2'-0" EACH WAY, 2 BARS TOP AND 2 BARS BOTTOM. PROVIDE CORNER BARS AT ALL INTERMEDIATE REINFORCING BARS IN WALLS AND DEEP BEAMS PRE-FABRICATED WOOD TRUSSES 1. FOR SIZE AND LOCATION OF MECHANICAL UNITS AND / OR OPENINGS REQUIRED IN TRUSS WEBS FOR DUCTS OR MECHANICAL UNITS, SEE MECHANICAL DRAWINGS. 2. ALL FLOOR AND ROOF TRUSSES SHALL BE DESIGNED FOR A LIVE LOAD ACCORDING TO THE DESIGN CRITERIA OR TO THE LOADING DIAGRAMS SHOWN. 3. TRUSS MANUFACTURER SHALL SUBMIT SHOP DRAWINGS, AND CALCULATIONS, WITH SEAL OF REGISTERED ENGINEER IN THE STATE OF TEXAS, FOR REVIEW. SHOP DRAWINGS SHALL INCLUDE SIZE AND LOCATION OF ALL REQUIRED BRACING MEMBERS (TEMPORARY AND PERMANENT) AND DETAILS OF ALL TRUSS TO TRUSS CONNECTIONS (EXAMPLE: HIP JACK TRUSS TO GIRDER TRUSS AND COMMON JACK TRUSSES TO GIRDER TRUSS). 4. TRUSS MANUFACTURER SHALL PROVIDE A COPY OF BCSI GUIDE FOR HANDLING, INSTALLING, AND BRACING OF METAL PLATE CONNECTED WOOD TRUSSES TO TRUSS ERECTOR. 5. MAXIMUM LIVE LOAD DEFLECTION SHALL BE SPAN LENGTH / 360 FOR ROOF, FLOOR, BALCONY, AND CORRIDOR TRUSSES. MAXIMUM TOTAL LOAD DEFLECTION SHALL BE SPAN LENGTH /240 FOR ROOF, FLOOR, BALCONY, AND CORRIDOR TRUSSES. THE MAXIMUM DEFLECTION SHALL NOT EXCEED 1 INCH. 28 DAY COMPRESSIVE STRENGTH.....................................................3,000 PSI MINIMUM CEMENT CONTENT...........................................................520-610 LB/CY WATER / CEMENT RATIO.....................................................................0.47-0.55 SLUMP RANGE.........................................................................................2" MIN - 5" MAX NOMINAL MAX AGGREGATE SIZE....................................................1" AIR CONTENT FOR TROWEL-FINISHED INTERIOR SLABS..........LESS THAN 3% FLY ASH CAN BE SUBSTITUTED FOR CEMENT UP TO 30% BY WEIGHT. CALCIUM CHLORIDE IS NOT ACCEPTABLE FOR USE IN MIX. FURNISH MIX DESIGNS FOR ALL CLASSES OF CONCRETE. RETAIN A QUALIFIED TESTING LABORATORY TO MAKE CONCRETE CYLINDERS AND PERFORM COMPRESSIVE TESTS. PORTLAND CEMENT SHALL CONFORM TO ASTM C-150. AGGREGATE SHALL CONFORM TO ASTM C-33. SEE ARCHITECTURAL AND MECHANICAL PLANS FOR VERIFICATION OF ALL DEPRESSIONS, OPENINGS, CAST-IN-PLACE ACCESSORIES, ETC. 5. ALL FLOOR SLABS SHALL BE CONSTRUCTED TO HAVE A MINIMUM FLATNESS OF Ff=35 AND A MINIMUM LEVELNESS OF Fl=25 IN ACCORDANCE WITH ASTM E 1155. 6. CURE CONCRETE SURFACE EITHER BY WATER CURING, WET COVERING, OR APPLYING A LIQUID MEMBRANE-FORMING CURING COMPOUND THAT MEETS OR EXCEEDS THE REQUIREMENTS OF ASTM C 309. 7. WHEN WATER CURING OR WET COVERING IS USED PROVIDE 7 DAYS OF IF A CURING COMPOUND IS USED, PROVIDE A LETTER OF COMPATIBILITY FROM THE MFR. INSURING THAT THE CURING COMPOUND WILL NOT INTERFERE WITH SUBSEQUENT FLOOR FINISHES. EMBEDDED CONDUITS AND PIPES, AND SLEEVES SHALL MEET THE REQUIREMENTS OF ACI 318-14, INCLUDING THE FOLLOWING REQUIREMENTS: A. CONDUITS AND PIPES EMBEDDED WITHIN A SLAB, WALL, OR BEAM (OTHER THAN THOSE PASSING THROUGH) SHALL NOT BE LARGER IN OUTSIDE DIMENSION THAN 1/3 THE OVERALL THICKNESS OF THE SLAB, WALL, OR BEAM IN WHICH THEY ARE EMBEDDED. B. CONDUITS, PIPES, AND SLEEVES SHALL NOT BE SPACED CLOSER THAN 3 DIAMETERS OR WIDTHS ON CENTER. C. CONDUITS, PIPES, AND SLEEVES SHALL BE OF UN-COATED OR GALVANIZED IRON OR STEEL NOT THINNER THAN STANDARD SCHEDULE 40 PIPE. TIMBER NOTES UNLESS NOTED OTHERWISE, ALL STRUCTURAL FRAMING LUMBER SHALL BE CLEARLY MARKED NO. 2 K.D. PINE BY THE SPIB WITH A MINIMUM Fb=1000 PSI. ALL WALL STUDS SHALL BE S-P-F LUMBER, NO. 2 OR BETTER. SOLID 2" BLOCKING SHALL BE PROVIDED AT THE ENDS AND POINTS OF SUPPORT OF ALL JOISTS, RAFTERS, AND PURLINS, AND SHALL BE PLACED BETWEEN SUPPORTS IN ROWS NOT EXCEEDING 8'-0" APART. ALL WALLS SHALL HAVE SOLID 2" BLOCKING AT 8'-0" O.C. MAX. VERTICALLY. END NAIL WITH (2)-16d NAILS OR SIDE TOE NAIL WITH (2)-12d NAILS. ALL BLOCKING SHALL BE SAME DEPTH AS MEMBERS BEING BLOCKED. 3. ALL CONNECTIONS FOR WOOD FRAMING MEMBERS SHALL BE INACCORDANCE WITH THE INTERNATIONAL RESIDENTIAL CODE FASTENING SCHEDULE (TABLE R602.3(1)). 4. ALL WOOD STUD WALLS SHALL BE FULL HEIGHT WITHOUT INTERMEDIATE PLATE LINE UNLESS DETAILED OTHERWISE. INCLUDE AN ALLOWANCE FOR 200 BOARD FEET OF LUMBER TO BE USED AS DIRECTED IN THE FIELD FOR SPECIAL CONDITIONS NOT COVERED BY NOTE OR DRAWING (LABOR FOR ERECTING SAME TO BE INCLUDED). UPON COMPLETION OF PROJECT, REBATE TO OWNER ANY AMOUNT REMAINING. PROVIDE TRIPLE STUDS (OR CRIPPLES) AT EACH END OF ANY HEADER, BEAM, RIDGE, VALLEY, OR HIP SPANNING OVER 10'-0" UNLESS NOTED OTHERWISE. PROVIDE DOUBLE STUDS (OR CRIPPLES) AT EACH END OF ANY HEADER, BEAM, RIDGE, VALLEY, OR HIP SPANNING 5'-0" TO 10'-0" UNLESS NOTED OTHERWISE. ALKALINE COPPER QUATERNARY (ACQ) PRESSURE TREATED LUMBER PRODUCTS ARE HIGHLY CORROSIVE TO METAL CONNECTORS AND FASTENERS. ALL FASTENERS AND METAL CONNECTORS USED IN CONJUNCTION WITH THE ACQ PRESSURE TREATED LUMBER SHALL BE HOT-DIPPED GALVANIZED (MIN. G185 COATING) OR TYPE 304 OR 316 STAINLESS STEEL. THESE LOCATIONS INCLUDE, BUT ARE NOT LIMITED TO THE FOLLOWING: 3. 4. 8. 9. 1. 2. 5. 6. 7. NAILS FROM SOLE PLATE TO WALL STUDS NAILS AT EXTERIOR PLYWOOD SHEATHING TO SOLE PLATE BOLTS AT LEDGER TO CONCRETE JOIST TO TREATED LEDGER CONNECTIONS ALL HANGERS ON TREATED JOISTS PLYWOOD DECKING TO TREATED JOISTS · ANCHOR BOLTS AT SOLE PLATE TO FOUNDATION · MUD SILL ANCHORS AT SOLE PLATE TO FOUNDATION · · · · · · · WOOD POSTS TO CONCRETE · · NAILS AT FLOOR JOISTS AND RIM JOISTS TO SOLE PLATE DECK BOARDS TO TREATED JOISTS LAMINATED VENEER LUMBER 1. ALL LVL'S SHALL BE FABRICATED TO STANDARDS SET FORTH IN THE NATIONAL EVALUATION SERVICE (NES) REPORT NO. NER-481 AND SHALL PROVIDE MINIMUM ALLOWABLE DESIGN VALUES OF 2600 PSI IN BENDING, 285 PSI IN HORIZONTAL SHEAR PERPENDICULAR TO THE GLUE LINE, AND 1,900,000 PSI IN MODULUS OF ELASTICITY. 1. 2. 3. ALL PLYWOOD SHEATHING AT WALLS SHALL BE 15/32" THICK GRADE C-D WITH EXTERIOR GLUE. PROVIDE SOLID 2" BLOCKING AT ALL JOINTS IN PLYWOOD SHEAR WALLS. ALL PLYWOOD DECKING AT ROOFS SHALL BE 19/32" THICK GRADE C-D WITH EXTERIOR GLUE. ALL JOINTS IN PLYWOOD DECKING SHALL BE STAGGERED. ALL WALL SHEATHING AND ROOF DECKING SHALL BE NAILED TO SUPPORTING MEMBERS ALONG THE EDGES WITH 8d NAILS SPACED AT 6" O.C. AND AT INTERMEDIATE SUPPORTS WITH 8d NAILS SPACED AT 12" O.C. 1 3/4" 16 GAGE STAPLES CAN BE USED IN LIEU OF NAILS FOR EXTERIOR SHEATHING PROVIDED THAT STAPLES ARE SPACED AT 3" O.C. AT ALL EDGES AND 6" O.C. AT ALL INTERMEDIATE SUPPORTS. ORIENTED STRAND BOARD MAY BE USED IN LIEU OF PLYWOOD AT CONTRACTOR'S OPTION. 4. ALL PLYWOOD DECKING AT FLOORS SHALL BE 1 1/8" THICK GRADE C-D WITH EXTERIOR GLUE. ALL JOINTS IN PLYWOOD DECKING SHALL BE STAGGERED. GLUE AND SCREW ALL FLOOR DECKING TO WOOD FRAMING MEMBERS. 5. FLOOR DECKING SHALL BE SCREWED TO SUPPORTING MEMBERS ALONG THE EDGES WITH 2 1/2" LONG #8 WOOD SCREWS SPACED AT 6" O.C. AND AT INTERMEDIATE SUPPORTS WITH 2 1/2" LONG #8 WOOD SCREWS SPACED AT 12" O.C. POST-INSTALLED ANCHORS INTO CONCRETE, MASONRY AND STEEL AND CAST-IN-PLACE ANCHORS INTO CONCRETE THE BELOW PRODUCTS ARE THE DESIGN BASIS FOR THIS PROJECT. SUBSTITUTION REQUESTS FOR PRODUCTS OTHER THAN THOSE LISTED BELOW MAY BE SUBMITTED BY THE CONTRACTOR TO THE ENGINEER-OF-RECORD (EOR) FOR REVIEW. SUBSTITUTIONS WILL ONLY BE CONSIDERED FOR PRODUCTS HAVING A CODE REPORT RECOGNIZING THE PRODUCT FOR THE APPROPRIATE APPLICATION AND PROJECT BUILDING CODE. SUBSTITUTION REQUESTS SHALL INCLUDE CALCULATIONS THAT DEMONSTRATE THE SUBSTITUTED PRODUCT IS CAPABLE OF ACHIEVING THE EQUIVALENT PERFORMANCE VALUES OF THE DESIGN BASIS PRODUCT. CONTRACTOR SHALL CONTACT MANUFACTURER'S REPRESENTATIVE (800-999-5099) FOR PRODUCT INSTALLATION TRAINING AND A LETTER SHALL BE SUBMITTED TO THE EOR INDICATING TRAINING HAS TAKEN PLACE. REFER TO THE BUILDING CODE AND/OR EVALUATION REPORT FOR SPECIAL INSPECTIONS AND PROOF LOAD REQUIREMENTS. 1. FOR ANCHORING INTO CRACKED AND UNCRACKED CONCRETE A. MECHANICAL ANCHORS SHALL HAVE BEEN TESTED IN ACCORDANCE WITH ACI 355.2 AND/OR ICC-ES AC193 FOR CRACKED CONCRETE AND SEISMIC APPLICATIONS. PRE-APPROVED PRODUCTS INCLUDE: SIMPSON STRONG-TIE “STRONG-BOLT 2” (ICC-ES ESR-3037) i. ii. SIMPSON STRONG-TIE “TITEN-HD” (ICC-ES ESR-2713) iii. SIMPSON STRONG-TIE “TORQ-CUT” (ICC-ES ESR-2705) iv. SIMPSON STRONG-TIE “TITEN-HD ROD HANGER” (ICC-ES ESR-2713) 2. FOR ANCHORING INTO UNCRACKED CONCRETE A. MECHANICAL ANCHORS SHALL HAVE BEEN TESTED IN ACCORDANCE WITH FACTORY MUTUAL AND UNDERWRITERS LABORATORIES STANDARDS AND MEET THE APPROPRIATE FEDERAL SPECIFICATIONS REQUIREMENTS. PRE-APPROVED PRODUCTS INCLUDE: i. SIMPSON STRONG-TIE “SLEEVE-ALL” (FEDERAL SPECIFICATION A-A-1922A) ii. SIMPSON STRONG-TIE “DROP-IN” (FEDERAL SPECIFICATION A-A-55614, TYPE 1) 3. FOR CAST-IN-PLACE INSERTS IN CONCRETE A. CAST-IN-PLACE INSERTS SHALL HAVE BEEN TESTED IN ACCORDANCE WITH FACTOR STANDARDS. PRE-APPROVED MUTUAL AND UNDERWRITERS LABORATORIES PRODUCTS INCLUDE: SIMPSON STRONG-TIE “BLUE BANGER HANGER” (UL STANDARD 2043, 2ND EDITION) i. 4. FOR ANCHORING INTO GROUT-FILLED CONCRETE MASONRY UNITS A. MECHANICAL ANCHORS SHALL HAVE BEEN TESTED IN ACCORDANCE WITH ICC-ES AC01 OR ICC-ES AC106. PRE-APPROVED PRODUCTS INCLUDE: SIMPSON STRONG-TIE “STRONG-BOLT 2” (IAPMO-UES ER-240) i. ii. SIMPSON STRONG-TIE “WEDGE-ALL” (ICC-ES ESR-1396) iii. SIMPSON STRONG-TIE “TITEN-HD” (ICC-ES ESR-1056) iv. SIMPSON STRONG-TIE “SLEEVE-ALL” (FEDERAL SPECIFICATION A-A-1922A) 5. FOR ANCHORING INTO HOLLOW CONCRETE MASONRY UNITS A. MECHANICAL ANCHORS SHALL HAVE BEEN TESTED IN ACCORDANCE WITH ICC-ES AC106 FOR PERFORMANCE IN HOLLOW CONCRETE MASONRY. PRE-APPROVED PRODUCTS INCLUDE: SIMPSON STRONG-TIE “TITEN HD” i. 6. FOR ANCHORING LOW VELOCITY FASTENERS, THREADED STUDS AND FASTENERS INTO CONCRETE MASONRY AND STEEL A. POWDER-ACTUATED FASTENERS SHALL HAVE BEEN TESTED IN ACCORDANCE WITH ICC-ES AC70. PRE-APPROVED PRODUCTS INCLUDE: SIMPSON STRONG-TIE “POWDER ACTUATED PINS” (ICC-ES ESR-2138) i. B. GAS-ACTUATED FASTENERS SHALL HAVE BEEN TESTED IN ACCORDANCE WITH ICC-ES AC70. PRE-APPROVED PRODUCTS INCLUDE: SIMPSON STRONG-TIE “GAS ACTUATED PINS” (ICC-ES ESR-2811) i. THE SEAL APPEARING ON THIS DOCUMENT WAS AUTHORIZED BY BRAD FARRIS (TX P.E. #95660) ON JANUARY 30, 2025. 5 4 7 8 7 X T , I N T S U A 0 3 2 E T U S I . I D V L B S L A R T N R E T S E W 9 7 5 2 t e n . e c h c r a w w w . E N O H P 3 5 3 5 8 2 3 2 1 5 1 6 3 9 - F # n o i t i a r t s g e R . . E P B T . . 3 0 7 8 7 S A X E T , N I T S U A D A O R D O O W H T R O N 2 0 8 1 U D A D O O W H T R O N 2 0 8 1 DATE 01/30/25 PROJECT NUMBER 25016 REVISIONS GENERAL NOTES S0.0 1 OF 7 SHEET IS FORMATTED TO 22"x34". SCALES ARE ONE HALF OF NOTED WHEN PRINTED AT HALF SIZE. FOUNDATION NOTES 5" CONCRETE SLAB REINFORCED WITH #4 BARS AT 16" O.C. EACH WAY OVER 10 MIL. POLY VAPOR RETARDER. REF. GENERAL NOTES FOR BASE AND SUBGRADE REQUIREMENTS, TYP. 2. VERIFY ALL SLAB DROP DIMENSIONS AND LOCATIONS WITH ARCHITECTURAL AND LANDSCAPE ARCHITECTURAL DRAWINGS. PROVIDE (3 )#4x3'-0" LONG DIAGONAL BARS PLACED IN SLAB AT ALL RE-ENTRANT CORNERS. INDICATES LOCATION OF MIN. (3) 2x STUD COLUMN W/ SIMPSON HDU4-SDS2.5 HOLDOWN, REF. DETAIL 1/S4.1. 1. 3. 4. 5" THICK CONC. SLAB ON GRADE REINF. W/ #4'S AT 16" O.C. EACH WAY OVER 10 MIL. VAPOR RETARDER. REF. GENERAL NOTES FOR BASE AND SUBGRADE REQUIREMENTS - TYP. U.N.O. 12'-5" 12'-5" 29'-1" 24'-10" 0 . 3 S / 1 4'-3" 1/S3.0 " 12 1 1 - ' 3 2 " 12 8 - ' 2 1 " 3 - ' 1 1 2/S3.0 0 . 3 S / 2 1/S3.0 (3)#4x3'-0" LONG DIAG. BARS PLACED IN SLAB - TYP. AT RE-ENTRANT CORNERS 1/S3.0 " 12 1 1 - ' 3 2 " 12 2 - ' 3 1 " 9 - ' 0 1 0 . 3 S / 1 4'-9" 11'-11" 12'-5" 29'-1" 1. FOUNDATION PLAN 1/4" = 1'-0" THE SEAL APPEARING ON THIS DOCUMENT WAS AUTHORIZED BY BRAD FARRIS (TX P.E. #95660) ON JANUARY 30, 2025. 5 4 7 8 7 X T , I N T S U A 0 3 2 E T U S I . I D V L B S L A R T N R E T S E W 9 7 5 2 t e n . e c h c r a w w w . E N O H P 3 5 3 5 8 2 3 2 1 5 1 6 3 9 - F # n o i t i a r t s g e R . . E P B T . . 3 0 7 8 7 S A X E T , N I T S U A D A O R D O O W H T R O N 2 0 8 1 U D A D O O W H T R O N 2 0 8 1 DATE 01/30/25 PROJECT NUMBER 25016 REVISIONS FOUNDATION PLAN S1.0 2 OF 7 SHEET IS FORMATTED TO 22"x34". SCALES ARE ONE HALF OF NOTED WHEN PRINTED AT HALF SIZE. FLOOR & LOW ROOF FRAMING NOTES 1. ALL HEADERS IN 2x6 WALLS ARE (3) 2x6 NO. 2 SOUTHERN YELLOW PINE UNLESS NOTED OTHERWISE. 2. ALL HEADERS IN 2x4 WALLS ARE (2) 2x6 NO. 2 SOUTHERN YELLOW PINE UNLESS NOTED OTHERWISE. 3. INDICATES LOCATION OF MIN. (3) 2x STUD COLUMN W/ SIMPSON HDU4-SDS2.5 HOLDOWN OR CS16 STRAP, REF. DETAIL 1/S4.1. 4. REFER TO DETAIL 6/S4.0 FOR TYP. LVL ASSEMBLY. (3) 2x12 HDR. (3) 2x12 HDR. (3) 2x8 HDR. 0 . 4 S / 3 1/S4.0 18" DEEP FLOOR TRUSSES AT 24" O.C. 7/S4.0 ROOF TRUSSES AT 24" O.C. T A . R D H L V L " 4 / 1 - 1 1 x " 4 / 3 - 1 ) 3 ( . T N O C 0 . 4 S / 8 . L T D . F E R - E M A R F L A T R O P 2/S4.0 (2) 2x8 HIP BEAM, TYP. 2x6 RAFTERS AT 24" O.C., TYP. 5/S4.0 18" DEEP FLOOR TRUSSES AT 24" O.C. TREATED 4x4 WOOD BRACE, TYP. (2) 2x6 BEAM, TYP. (2) 2x6 RAFTERS AT 24" O.C. TYP. 0 . 4 S / 3 1. MAIN LEVEL FRAMING PLAN 1/4" = 1'-0" 2. UPPER LEVEL FRAMING PLAN 1/4" = 1'-0" JOIST/RAFTER HANGER SCHEDULE MEMBER SIZE 2 x 6's/2 x 8's 2 x 10's/2 x 12's (2) 2 x 6's/ (2) 2 x 8's (2) 2 x 10's/ (2) 2 x 12's SIMPSON FACE MOUNT HANGER SIMPSON CONCEALED FLANGE HANGER LUS26 LUS210 LUS26-2 LUS210-2 LUC26 LUC210 LUC26-2 LUC210-2 NOTE: HANGERS EXPOSED TO WEATHER SHALL HAVE ZMAX COATING NOTE: HANGERS SIZES SHALL BE INSTALLED PER SCHEDULE U.N.O. ON PLANS THE SEAL APPEARING ON THIS DOCUMENT WAS AUTHORIZED BY BRAD FARRIS (TX P.E. #95660) ON JANUARY 30, 2025. . 0 4 S / 4 0 . 4 S / 4 7/S4.0 5 4 7 8 7 X T , I N T S U A 0 3 2 E T U S I . I D V L B S L A R T N R E T S E W 9 7 5 2 t e n . e c h c r a w w w . E N O H P 3 5 3 5 8 2 3 2 1 5 1 6 3 9 - F # n o i t i a r t s g e R . . E P B T . . 3 0 7 8 7 S A X E T , N I T S U A D A O R D O O W H T R O N 2 0 8 1 U D A D O O W H T R O N 2 0 8 1 DATE 01/30/25 PROJECT NUMBER 25016 REVISIONS FRAMING PLANS S2.0 3 OF 7 SHEET IS FORMATTED TO 22"x34". SCALES ARE ONE HALF OF NOTED WHEN PRINTED AT HALF SIZE. LATERAL BRACING NOTES 1. ALL EXTERIOR WALLS SHALL BE CONTINUOUSLY SHEATHED WITH PLYWOOD PER GENERAL NOTES. ALL SHEATHING SHALL BE NAILED TO SUPPORTING MEMBERS ALONG THE EDGES WITH 8d NAILS SPACED AT 6" O.C. AND AT INTERMEDIATE SUPPORTS WITH 8d NAILS SPACED AT 12" O.C. PROVIDE SOLID 2" BLOCKING AT ALL JOINTS IN PLYWOOD SHEAR WALLS. 2. ALL INTERIOR WALLS SHALL BE CONTINUOUSLY SHEATHED WITH 1/2" MINIMUM THICKNESS GYPSUM BOARD. ALL SHEATHING SHALL BE ATTACHED TO SUPPORTING MEMBERS WITH 1 1/4" LONG SCREWS (TYPE W OR S) SPACED AT 12" O.C. ALONG THE EDGES AND AT INTERMEDIATE SUPPORTS IN ACCORDANCE WITH TABLE R702.3.5 OF THE IRC. 3. INDICATES LOCATION OF MIN. (3) 2x STUD COLUMN W/ SIMPSON HDU4-SDS2.5 HOLDOWN OR CS16 STRAP, REF. DETAIL 1/S4.1. BWL 1 BWL 2 4'-3" 28'-71 2" EXTERIOR PLYWOOD WALLS ATTACHED PER LATERAL BRACING NOTES BWL A BWL B BWL C " 12 8 - ' 2 1 " 12 9 - ' 0 1 HATCHED AREAS REPRESENT CONTINUOUS BRACED WALLS PER SECTION R602.10.4 OF THE IRC - REF. DETAILS ON SHEET S4.1. INTERIOR HATCHED WALLS GYPSUM BOARD ATTACHED PER LATERAL BRACING NOTES EXTERIOR PLYWOOD WALLS ATTACHED PER LATERAL BRACING NOTES 24'-41 2" 4'-3" BWL 1 BWL 2 BWL 3 0 . 4 S / 8 . L T D . F E R - E M A R F L A T R O P BWL 3 " 12 8 - ' 2 1 " 12 9 - ' 0 1 BWL A BWL B BWL C BWL A BWL B BWL C " 12 8 - ' 2 1 " 12 9 - ' 0 1 BWL 1 BWL 2 BWL 3 28'-71 2" EXTERIOR PLYWOOD WALLS ATTACHED PER LATERAL BRACING NOTES HATCHED AREAS REPRESENT CONTINUOUS BRACED WALLS PER SECTION R602.10.4 OF THE IRC - REF. DETAILS ON SHEET S4.1. INTERIOR HATCHED WALLS GYPSUM BOARD ATTACHED PER LATERAL BRACING NOTES 4'-3" BWL 1 BWL 2 EXTERIOR PLYWOOD WALLS ATTACHED PER LATERAL BRACING NOTES 24'-41 2" BWL 3 " 12 8 - ' 2 1 " 12 9 - ' 0 1 BWL A BWL B BWL C 1. MAIN LEVEL LATERAL BRACING PLAN 2. UPPER LEVEL LATERAL BRACING PLAN 1/4" = 1'-0" 1/4" = 1'-0" THE SEAL APPEARING ON THIS DOCUMENT WAS AUTHORIZED BY BRAD FARRIS (TX P.E. #95660) ON JANUARY 30, 2025. 5 4 7 8 7 X T , I N T S U A 0 3 2 E T U S I . I D V L B S L A R T N R E T S E W 9 7 5 2 t e n . e c h c r a w w w . E N O H P 3 5 3 5 8 2 3 2 1 5 1 6 3 9 - F # n o i t i a r t s g e R . . E P B T . . 3 0 7 8 7 S A X E T , N I T S U A D A O R D O O W H T R O N 2 0 8 1 U D A D O O W H T R O N 2 0 8 1 DATE 01/30/25 PROJECT NUMBER 25016 REVISIONS LATERAL BRACING PLANS S2.1 4 OF 7 SHEET IS FORMATTED TO 22"x34". SCALES ARE ONE HALF OF NOTED WHEN PRINTED AT HALF SIZE. 2x6 STUDS AT 16" O.C. W/ 1/2" PLWD. SHEATHING 2x6 STUDS AT 16" O.C. W/ 1/2" PLWD. SHEATHING FINISHED GRADE . I N M " 6 . I N M " 6 - ' 1 CONT. TREATED 2x6 PLATE W/ 1/2" DIA. X 10" J BOLTS AT 4'-0" O.C. 5" CONC. SLAB W/ #4'S AT 16" O.C. EACH WAY . R L C " 12 1 " 5 . I N M " 6 - ' 2 VAPOR RETARDER COMPACTED SELECT FILL #4'S AT 12" O.C. EACH WAY FINISHED GRADE . I N M " 6 - ' 1 CONT. TREATED 2x6 PLATE W/ 1/2" DIA. X 10" J BOLTS AT 4'-0" O.C. 5" CONC. SLAB W/ #4'S AT 16" O.C. EACH WAY " 5 . R L C " 12 1 VAPOR RETARDER COMPACTED SELECT FILL NOTE: THIS DETAIL IS TO BE USED AT ALL LOC. WHERE BEAM DEPTH EXCEEDS 3'-6". ) Y F I R E V D L E I F ( S E I R A V (2) #5'S CONT. T&B W/ #3 STIR. AT 24" O.C. 1'-0" NOTE: WHERE BEAM DEPTH EXCEEDS 3'-6", REFER TO DETAIL 1B/S3.0. 1'-0" (2) #5'S CONT. T&B 1'-0" (2) #5'S CONT. T&B W/ #3 STIR. AT 24" O.C. 1A. TYP. EXTERIOR BEAM 1B. DEEP BEAM DETAIL 2. TYP. INTERIOR BEAM 3. STEEL REINF. LAP SCHEDULE 3/4" = 1'-0" 3/4" = 1'-0" 3/4" = 1'-0" N.T.S. . R L C " 12 1 " 5 " 6 - ' 2 5" CONC. SLAB W/ #4'S AT 16" O.C. EACH WAY VAPOR RETARDER COMPACTED SELECT FILL STEEL REINF. LAP SCHEDULE CONCRETE LAP SPLICE (INCHES) f'c = 3,000psi f'c = 3,500psi f'c = 4,000psi TOP OTHER TOP OTHER TOP OTHER 22 29 36 43 63 72 17 22 28 33 48 55 20 27 33 40 58 66 16 21 26 31 45 51 20 25 32 38 55 63 15 19 24 29 42 48 BAR SIZE 3 4 5 6 7 8 20 BAR Ø 1'-6" MIN. 20 BAR Ø 1'-6" MIN. 30 BAR Ø 2'-0" MIN. Ø R A B 0 3 . I N M " 0 - ' 2 R A B 0 2 . I N M Ø M A E B NOTE: CORNER BARS TO BE SAME SIZE AS LARGEST HORIZONTAL BEAM BAR. Ø R A B 0 3 . I N M " 0 - ' 2 BEAM BEAM 4. TYP. CORNER BAR DETAIL N.T.S. THE SEAL APPEARING ON THIS DOCUMENT WAS AUTHORIZED BY BRAD FARRIS (TX P.E. #95660) ON JANUARY 30, 2025. 5 4 7 8 7 X T , I N T S U A 0 3 2 E T U S I . I D V L B S L A R T N R E T S E W 9 7 5 2 t . e n e c h c r a w w w . E N O H P 3 5 3 5 8 2 3 2 1 5 1 6 3 9 - F # n o i t i a r t s g e R . . E P B T . . 3 0 7 8 7 S A X E T , N I T S U A D A O R D O O W H T R O N 2 0 8 1 U D A D O O W H T R O N 2 0 8 1 DATE 01/30/25 PROJECT NUMBER 25016 REVISIONS FOUNDATION DETAILS S3.0 5 OF 7 SHEET IS FORMATTED TO 22"x34". SCALES ARE ONE HALF OF NOTED WHEN PRINTED AT HALF SIZE. 2x6 STUDS AT 16" O.C. W/ 1/2" PLWD. SHEATHING (2) 2x6 TOP SILL PLATE, TYP. REF. ARCH'L. T.O. PLATE 1 1/8" T&G PLYWOOD FLOOR DECKING 18" DEEP FLOOR TRUSSES AT 24" O.C. 2x6 STUDS AT 16" O.C. W/ 1/2" PLWD. SHEATHING (2) 2x6 TOP SILL PLATE, TYP. REF. ARCH'L. T.O. PLATE (3) 1-3/4" x 11-1/4" LVL HDR. AT PORTAL FRAME - REF. DTL. 8/S4.0 REF. ARCH'L. T.O. OPENING 1 1/8" T&G PLYWOOD FLOOR DECKING 18" DEEP FLOOR TRUSSES AT 24" O.C. GLASS OPENING, REF. ARCH'L 12 8 THE SEAL APPEARING ON THIS DOCUMENT WAS AUTHORIZED BY BRAD FARRIS (TX P.E. #95660) ON JANUARY 30, 2025. PRE-ENGINEERED ROOF TRUSSES AT 24" O.C. 5/8" PLYWOOD ROOF DECKING REF. ARCH'L 2x6 STUDS AT 16" O.C. W/ 1/2" PLWD. SHEATHING 2x4 LEDGER LET INTO TRUSS (2) 2x6 TOP SILL PLATE, TYP. REF. ARCH'L. T.O. PLATE 1 1/8" T&G PLYWOOD FLOOR DECKING 18" DEEP FLOOR TRUSSES AT 24" O.C. 2x BLOCKING, TYP. REF. ARCH'L T.O. PLATE 2x FASCIA, REF. ARCH'L SIMPSON H2.5 CLIP AT EACH TRUSS (2) 2x6 TOP SILL PLATE, TYP. 2x6 STUDS AT 16" O.C. W/ 1/2" PLWD. SHEATHING 1. FLOOR TRUSS AT EXT. WALL 2. FLOOR TRUSS AT EXT. WALL 3. FLOOR TRUSS AT EXT. WALL 4. SECTION AT ROOF TRUSS 1" = 1'-0" 1" = 1'-0" 1" = 1'-0" 1" = 1'-0" 2x6 RAFTERS AT 24" O.C. 5/8" PLYWOOD ROOF DECKING REF. ARCH'L 2x BLOCKING, TYP. REF. ARCH'L T.O. PLATE 2x FASCIA, REF. ARCH'L 12 8 2x6 CEILING JOISTS AT 24" O.C. SIMPSON H2.5 CLIP AT EACH TRUSS (2) 2x6 TOP SILL PLATE, TYP. 2x6 STUDS AT 16" O.C. W/ 1/2" PLWD. SHEATHING 5. SECT. AT RAFTER / CEILING JOIST 1" = 1'-0" SIDE-LOADED MULTIPLE MEMBER CONNECTION SCHEDULE ASSEMBLY TYPE NAILED CONN. THROUGH- BOLTED CONN. STRUCTURAL WOOD SCREW CONN. ASSEMBLY A 3 ROWS 12d COMMON WIRE NAILS AT 12" O.C. 2 ROWS 1/2" DIA. BOLTS W/ WASHERS AT 12" O.C. 2 ROWS 1/4" DIA. x 3 1/2" LONG SCREWS AT 12" O.C. ASSEMBLY B NOT APPLICABLE NOT APPLICABLE 2 ROWS 1/2" DIA. BOLTS W/ WASHERS AT 12" O.C. ASSEMBLY A 3 PLY ASSEMBLY B 4 PLY & 5 PLY " 2 " 2 " 2 " 2 " 2 " 2 " 2 " 2 NAILED SCREWED THROUGH -BOLTED THROUGH -BOLTED 6. LVL BEAM ASSEMBLY 1" = 1'-0" 2x6 BRACE AT 24" O.C. MAX. W/ A34 TO TOP PL. & (4)-16d TO BLOCKING AT ROOF - BRACE 2x6 TO INTERMEDIATE TRUSSES ALT: 4x6 BRACE AT 48" O.C. MAX. W/ A34 TO TOP PL. & (4)-16d TO BLOCKING AT ROOF 2x4 BLK'G. W/ A34 TO TRUSS TOP CHORD W/ 8d AT 4" O.C. 5/8" PLWD. DECKING 2x6 OUTRIGGERS AT 24" O.C. 2x6 BLKG. 2x FASCIA - REF. ARCH'L SIMPSON H2.5 CLIP AT EACH OUTRIGGER DROPPED GABLE END TRUSS HEADER - REF. PLAN (2) 2x6 TOP PLATE HEADER - REF. PLAN SIMPSON CS20 STRAP W/ 9" LAP AND 16 (8d) NAILS AT EACH END SIMPSON CS20 STRAP W/ 9" LAP AND 16 (8d) NAILS AT EACH END FASTEN 1/2" SHEATHING ALL FRAMING (STUDS, BLOCKING, AND SILLS) WITH 8d COMMON NAILS AT 3" O.C. DOOR/WINDOW OPENING (2) 2x6 POSTS TREATED 2x6 PLATE REF. ARCH'L T.O. PLATE FASTEN TOP PLATE TO HEADER W/ TWO ROWS OF 16d NAILS AT 3" O.C., TYPICAL REF. ARCH'L T.O. OPENING FOR A PANEL SPLICE (IF NEEDED), PANEL EDGES SHALL BE BLOCKED, AND OCCUR WITHIN 24" OF MID-HEIGHT. ONE ROW OF TYP. SHEATHING NAILING IS REQ'D. IF 2x BLOCKING IS USED, THE 2x'S MUST BE NAILED TOGETHER WITH (3) 16d SINKERS FASTEN 1/2" SHEATHING TO HEADER AND ALL FRAMING (STUDS, BLOCKING, AND SILLS) WITH 8d COMMON NAILS AT 3" O.C. SIMPSON HDU4-SDS2.5 HOLDOWN W/ 5/8" x 8" LONG TITEN HD ANCHOR BOLTS FASTEN 1/2" PLYWOOD SHEATHING TO HEADER W/ 8d NAILS IN A 3" GRID FASTEN 1/2" SHEATHING TO HEADER AND ALL FRAMING (STUDS, BLOCKING, AND SILLS) WITH 8d COMMON NAILS AT 3" O.C. 1/2" PLYWOOD SHEATHING (2) 2x6 END POSTS SIMPSON HDU4-SDS2.5 HOLDOWN W/ 5/8" x 8" LONG TITEN HD ANCHOR BOLTS ROOF TRUSSES AT 24" O.C. 2x6 STUDS AT 16" O.C. W/ 1/2" PLWD. SHEATHING REF. FOUNDATION PLAN AND FDN. DETAILS FOR FOOTING INFO. 1'-6" MIN. REF. PLAN (2) 1/2" DIA. x 10" BOLTS EQUALLY SPACED 1'-6" MIN. REF. PLAN REF. FOUNDATION PLAN AND FDN. DETAILS FOR FOOTING INFO. 7. SECT. AT END ROOF FRAMING 8. TYP. PORTAL FRAME DETAIL 1" = 1'-0" 1/4" = 1'-0" DATE 01/30/25 PROJECT NUMBER 25016 REVISIONS FRAMING DETAILS S4.0 6 OF 7 SHEET IS FORMATTED TO 22"x34". SCALES ARE ONE HALF OF NOTED WHEN PRINTED AT HALF SIZE. 5 4 7 8 7 X T , I N T S U A 0 3 2 E T U S I . I D V L B S L A R T N R E T S E W 9 7 5 2 t . e n e c h c r a w w w . E N O H P 3 5 3 5 8 2 3 2 1 5 1 6 3 9 - F # n o i t i a r t s g e R . . E P B T . . 3 0 7 8 7 S A X E T , N I T S U A D A O R D O O W H T R O N 2 0 8 1 U D A D O O W H T R O N 2 0 8 1 2x CONT. PLATE FLOOR DECKING, REF. PLAN FLOOR TRUSSES, REF. PLAN SOLID BLOCKING AT JOINTS, TYP. 8d NAILS AT 12" O.C. ALONG INTERMEDIATE SUPPORTS 2x STUDS AT 16" O.C. W/ 1/2" PLWD. SHEATHING CONT. TREATED 2x PLATE W/ 1/2" DIA. X 10" J BOLTS AT 4'-0" O.C. UNLESS NOTED OTHERWISE SECT. 1'-0" MAX. (10) 1/4" x 2 1/2" LONG SIMPSON SDS SCREWS 5/8" DIA. x 8" LONG SIMPSON TITEN HD SCREW ANCHOR REF. ARCH'L T.O. CONCRETE (3) 2x W/ HDU4-SDS2.5 SIMPSON HOLD DOWN- REF. PLAN FOR LOCATIONS REQ'D. 1. TYP. SHEARWALL NAILING PATTERN N.T.S. SIMPSON CS16 STRAP W/ (22) 10d NAILS AT UPPER AND LOWER STUDS " 3 1 N A L P . F E R " 3 1 REF. ARCH'L T.O. PLATE NOTES: 1. MINIMUM SOLE BOLTING TO CONCRETE SHALL BE 1/2" DIA. ANCHOR BOLTS AT 4'-0" O.C. U.N.O. WITH MINIMUM EMBED OF 7" TYP. 2. PROVIDE MINIMUM (2) BOLTS PER PLATE. SOLE PLATE PRESSURE TREATED ANCHOR BOLT X A M " 2 1 X A M " 2 1 X A M " 2 1 I N M " 4 SOLE PLATE SPLICE 2x STUDS REF. PLANS 10d NAILS AT 4" O.C. 3" MAX 12" MAX 4" MIN 12" MAX 12" MAX 4" MIN 4" MIN ANCHOR BOLT PLAN VIEW ANCHOR BOLT 2x PLATE 2x FILLER SOLE PLATE 2. TYP. SILL PLATE BOLTING 3. TYP. SILL PL AT STUD N.T.S. N.T.S. 4'-0" MIN NOTE: 10d NAILS AT 12" O.C. TYPICAL TOP PLATE CONNECTION AT ALL OTHER LOCATIONS 2 ROWS OF (7) 10d NAILS AT 3" O.C. EACH SIDE OF SPLICE, TYP. 8d NAILS AT 12" O.C. ALONG INTERMEDIATE SUPPORTS EDGE NAILING EACH FACE 8d NAILS AT 6" O.C. AROUND PERIMETER OF PLYWOOD SHEETS (TYP.) 2x STUDS AT 16" O.C. W/ 1/2" PLWD. SHEATHING 16d NAILS AT 12" O.C. DOUBLE TOP PLATE 8d NAILS AT 6" O.C. AROUND PERIMETER OF PLYWOOD SHEETS (TYP.) (3) 2x W/ HDU4-SDS2.5 SIMPSON HOLD DOWN- REF. PLAN FOR LOCATIONS REQ'D. SECTION STUD WALL 4. TYP. TOP PLATE SPLICE N.T.S. SHEAR WALL NOTES: 1. COMMON OR BOX NAILS SHALL BE USED FOR ALL SHEAR WALL NAILING. 2. PROVIDE 1/8" GAP BETWEEN ALL SHEETS. 3. ALL PLYWOOD SHEATHING TO BE 15/32" THICK GRADE C-D WITH EXTERIOR GLUE PROVIDE SOLID 2" BLOCKING AT ALL JOINTS IN PLYWOOD SHEAR WALLS. ORIENTED STRAND BOARD MAY BE USED AT THE CONTRACTOR'S OPTION. 8d NAILS AT 6" O.C. AROUND PERIMETER OF PLYWOOD SHEETS (TYP.) STEEL H-CLIPS, TYP. PLYWOOD DIAPHRAGM NOTES: 1. COMMON OR BOX NAILS SHALL BE USED FOR ALL DIAPHRAGM NAILING. 2. PROVIDE 1/8" GAP BETWEEN ALL SHEETS. 3. ALL PLYWOOD DECKING TO BE GRADE C-D WITH EXTERIOR GLUE. REF. GENERAL NOTES AND DETAILS FOR THICKNESS. 4. STAGGER ALL JOINTS IN PLYWOOD DECKING 8d NAILS AT 12" O.C. ALONG INTERMEDIATE SUPPORTS WOOD JOISTS, RAFTERS OR PURLINS BELOW 5. TYPICAL ROOF DECK NAILING PATTERN N.T.S. THE SEAL APPEARING ON THIS DOCUMENT WAS AUTHORIZED BY BRAD FARRIS (TX P.E. #95660) ON JANUARY 30, 2025. 5 4 7 8 7 X T , I N T S U A 0 3 2 E T U S I . I D V L B S L A R T N R E T S E W 9 7 5 2 t . e n e c h c r a w w w . E N O H P 3 5 3 5 8 2 3 2 1 5 1 6 3 9 - F # n o i t i a r t s g e R . . E P B T . . 3 0 7 8 7 S A X E T , N I T S U A D A O R D O O W H T R O N 2 0 8 1 U D A D O O W H T R O N 2 0 8 1 DATE 01/30/25 PROJECT NUMBER 25016 REVISIONS LATERAL BRACING DETAILS S4.1 7 OF 7 SHEET IS FORMATTED TO 22"x34". SCALES ARE ONE HALF OF NOTED WHEN PRINTED AT HALF SIZE.