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HomeMy WebLinkAboutPLANS New SFD 225 Curry Dr 2020-10-28Completely rock all accessible space below the stairs with 5/8" Type X FAN Water hammer arrestors Tempered Tempered Tempered Emergency escape and rescue openings are required from all bedrooms throughout the home. SD SD COD Min. 36" tall Max. 4" openings Expanded storage area per builder Area beneath master suite to be crawl space per updated foundation plan1 1 1 Revised per builder 10-8-2020 REVISIONS Reviewed by SAFEbuilt 10/28/2020 SD COD SD SD Tempered Max. 7 3/4" risers Min. 10" treads Max. 3/8" variation Min. 6'8" headroom Handrail on one side Typical at all stairs. Landing complies with IRC sec. R311.7.6 for shapes other than square or rectangle. REVISIONS Reviewed by SAFEbuilt 10/28/2020 Ventilation per R806 House wrap Min. 36" tall Max. 4" openings 1 Expanded storage area per builder 1 Revised per builder 10-8-2020 Area beneath master suite to be crawl space per updated foundation plan1 REVISIONS Reviewed by SAFEbuilt 10/28/2020 1 Expanded storage area per builder 1 Revised per builder 10-8-2020 Area beneath master suite to be crawl space per updated foundation plan1 REVISIONS Reviewed by SAFEbuilt 10/28/2020 Ventilation per R806 Conditioned crawl. Install a continous Class I vapor retarder over the exposed earth per IRC R408.3 R-49 per builder Max. .27 U-factors per builder R-21 per builder Min. R-10 continuous foundation insulation required at all perimeter walls abutting slab-on-grade. R-21 per builder REVISIONS Reviewed by SAFEbuilt 10/28/2020 The insulation installer must provide a certificate indicating all installed insulation values throughout. The certificate must be placed in the main electrical panel or adjacent to the furnace. DESIGN LOADS CODE: 2015 IRC W/ToEP LOCAL AMENDMENTS ELEVATION: 8030 FEET ROOFS: ROOF DEAD LOAD: 15 PSF INTERPOLATED GROUND SNOW LOAD Pg: 70 PSF SLOPED ROOF SNOW LOAD: 54 PSF FLOORS: FLOOR LIVE LOAD: 40 PSF FLOOR DEAD LOAD: 10 PSF DECK LIVE LOAD: 70 PSF DECK DEAD LOAD: 10 PSF WIND: ULTIMATE WIND SPEED: 175 MPH, EXP. C SEISMIC: DESIGN CATEGORY B ASSUMED SOIL BEARING CAPACITY: 2500 PSF (ENGINEER TO VERIFY) GENERAL NOTES 1. REFERENCES TO "ENGINEER" ON THE DRAWINGS REFERS TO THE STRUCTURAL ENGINEER OF RECORD. 2. LOCATE ALL UNDERGROUND UTILITIES AND NOTIFY ENGINEER OF EXISTING UTILITIES THAT CONFLICT OR INTERFERE WITH WORK. 3. DO NOT SCALE DRAWINGS. CONTACT DESIGNER FOR CLARIFICATION OF DIMENSIONING AND ANNOTATE ON THE RECORD DRAWINGS ANY MISSING DIMENSIONS. 4. DETAILS ON THE DRAWINGS TAKE PRECEDENCE OVER GENERAL NOTES AND TYPICAL DETAILS. 5. DETAILS NOTED AS TYPICAL APPLY TO ALL SIMILAR CONDITIONS. WHERE NO SPECIFIC DETAILS ARE SHOWN, CONSTRUCTION SHALL CONFORM TO SIMILAR WORK ELSEWHERE. 6. THE STRUCTURE IS DESIGNED TO FUNCTION AS A COMPLETE UNIT. THE CONTRACTOR IS RESPONSIBLE FOR FURNISHING ALL TEMPORARY BRACING AND SUPPORT THAT MAY BE REQUIRED AS THE RESULT OF THE CONTRACTOR'S METHODS AND SEQUENCING OF CONSTRUCTION. 7. USE ONLY HAND OPERATED TOOLS FOR COMPACTION ADJACENT TO FOUNDATION WALLS AND STEM WALLS. EXCAVATION 1. EXCAVATE SOIL TO ACCOMMODATE NEW FOOTINGS TO DEPTHS AS SHOWN ON THE DRAWINGS. HAND TRIM ALL EXCAVATIONS AS REQUIRED AND REMOVE LOOSE/SOFT MATERIALS. 2. FOOTINGS HAVE BEEN DESIGNED FOR AN ASSUMED ALLOWABLE SOIL BEARING PRESSURE OF 2,500 PSF. 3. PROTECT THE SITE AND ALL CONSTRUCTION, EXISTING AND PROPOSED, FROM THE EFFECTS OF FREEZING OR FROST ACTION. 4. PLACE AND COMPACT BACKFILL IN EQUAL CONTINUOUS LAYERS NOT EXCEEDING 9" OF COMPACTED DEPTH FOR HAND HELD COMPACTION EQUIPMENT AND A MAXIMUM OF 12" INCHES COMPACTED DEPTH FOR VIBRATORY ROLLERS. 5. MAINTAIN OPTIMUM MOISTURE CONTENT OF BACKFILL MATERIALS TO ATTAIN COMPACTION DENSITY. 6. BACKFILL SIMULTANEOUSLY ON EACH SIDE OF FOUNDATION WALLS THAT ARE NOT DESIGNED FOR RETAINING SOIL ON ONE SIDE. 7. IMPORTED GRANULAR BACKFILL TO MEET THE FOLLOWING CRITERIA: SIEVE DESIGNATION % BY WEIGHT PASSING SIEVES 3 INCH 100 NO. 4 45-75 NO. 100 0-12 NO. 200 0-6 8. SUITABLE NATIVE SOIL: ON SITE SAND OR GRAVEL REASONABLY FREE OF LOAM, SILT, CLAY, OR ORGANIC MATTER. CAST-IN-PLACE CONCRETE 1. ALL WORK SHALL COMPLY WITH ACI 301-10, UNLESS NOTED OTHERWISE IN DRAWINGS OR SPECIFICATIONS. 2. DETAIL BARS IN ACCORDANCE WITH THE DRAWINGS, SPECIFICATIONS AND ACI PUBLICATION SP-66 (2004): "ACI DETAILING MANUAL". 3. REINFORCING MATERIALS: TYP REINFORCING - ASTM A615, Fy=60 KSI, Fu=90 KSI WELDED AND FIELD BENT REINF - ASTM A706, Fy=60 SKI, Fu=90 KSI WELDED WIRE REINFORCING, SMOOTH - ASTM A1064, Fy=65 KSI, Fu=75 KSI WELDED WIRE REINFORCING, DEFORMED - ASTM A1064, Fy=70 KSI, Fu=80 KSI EPOXY COATED REINFORCING - ASTM A775 OR ASTM A934 3. REINFORCING FABRICATION: a. NO SPLICING OF REINFORCEMENT PERMITTED EXCEPT AS NOTED ON THE DRAWINGS. MAKE BARS CONTINUOUS AROUND CORNERS WHERE DETAILS ARE NOT PROVIDED. WHERE PERMITTED, MAKE SPLICES WITH CONTACT LAPS OR MECHANICAL CONNECTORS. b. PROVIDE ADDITIONAL BARS/STIRRUPS REQUIRED TO SECURE REINFORCING IN PLACE DURING CONCRETE PLACEMENT. c. MAKE ALL REINFORCING BAR BENDS IN THE FABRICATOR'S SHOP. d. NO WELDING OF REINFORCING IS PERMITTED UNLESS NOTED ON THE DRAWINGS. 4. CONCRETE MIX REQUIREMENTS: a. MIX TYPE 1- FOOTINGS, PILASTERS, STEM WALLS, BASEMENT WALLS NOT EXPOSED TO FREEZING OR MOISTURE -28 DAY COMPRESSIVE STRENGTH, f'c=3000 PSI -NORMAL WEIGHT CONCRETE -MAXIMUM AGGREGATE SIZE = 1" b. MIX TYPE 2- FOOTINGS, PILASTERS, STEM WALLS, BASEMENT WALLS EXPOSED TO FREEZING OR MOISTURE -28 DAY COMPRESSIVE STRENGTH. f'c=4500 PSI -NORMAL WEIGHT CONCRETE -MAXIMUM W/C RATIO 0.45 -MAXIMUM AGGREGATE SIZE = 3 4" -TOTAL AIR CONTENT 5% c. MIX TYPE 3- ALL CONCRETE EXPOSED TO WEATHER OR DEICER, BEAMS, SLABS AND WALLS -28 DAY COMPRESSIVE STRENGTH, f'c=5000 PSI -NORMAL WEIGHT CONCRETE -MAXIMUM W/C RATIO 0.4 -MAXIMUM AGGREGATE SIZE = 3 4" -TOTAL AIR CONTENT 6% d. MIX TYPE 4- INTERIOR TOPPING SLABS AND SLABS ON DECK -28 DAY COMPRESSIVE STRENGTH, f'c=3500 PSI -NORMAL WEIGHT CONCRETE -MAXIMUM W/C RATIO 0.5 -MAXIMUM AGGREGATE SIZE = 3 4" -ADDITION OF ENTRAINED AIR NOT PERMITTED e. MIX TYPE 5- INTERIOR SLAB ON GRADE -28 DAY COMPRESSIVE STRENGTH, f'c=3500 PSI -NORMAL WEIGHT CONCRETE -MAXIMUM AGGREGATE SIZE = 1" -ADDITION OF ENTRAINED AIR NOT PERMITTED 3. PROPORTIONS OF MATERIALS IN CONCRETE MIX SHALL BE ESTABLISHED TO PROVIDE THE MINIMUM COMPRESSIVE STRENGTH REQUIRED AND PROVIDE WORKABILITY AND CONSISTENCY TO PERMIT CONCRETE TO BE WORKED READILY INTO FORMS AND AROUND REINFORCEMENT WITHOUT SEGREGATION OR EXCESSIVE BLEEDING. USE ADMIXTURES AS REQUIRED TO OBTAIN DESIRED RESULTS. DO NOT EXCEED THE MAXIMUM WATER-CEMENT RATIO. 4. USE PORTLAND TYPE I/II CEMENT UNLESS OTHERWISE NOTED. FOR CONCRETE MIXES USED ON FLOORS MINIMUM CEMENTITIOUS CONTENT SHALL BE 540 POUNDS PER CUBIC YARD. 5. AGGREGATE TO BE PER ASTM C33. 3 4" AGGREGATE TO MEET SIZE #67 AGGREGATE, 1" AGGREGATE TO MEET SIZE #57 AGGREGATE. 6. PLACE NO CONCRETE WHEN AMBIENT TEMPERATURE IS BELOW 40 DEGREES FAHRENHEIT OR MORE THAN 90 DEGREES FAHRENHEIT UNLESS PLACEMENT PROCEDURE IS IN COMPLIANCE WITH ACI 305 OR ACI 306. 7. COMPLY WITH ACI CODES AND PLACE CONCRETE IN A CONTINUOUS OPERATION WITHIN PLANNED JOINTS OR SECTIONS. DO NOT PERMIT COLD JOINTS TO OCCUR. 8. GROUT: PRE-MIXED, NON-SHRINK, WITH MINIMUM COMPRESSIVE STRENGTH OF 6000 PSI AT 28 DAYS. 9. NO CONCRETE SHALL BE DROPPED MORE THAN 4 FEET INSIDE A FORM. 10. CONCRETE FORMS SHALL BE CLEAN AND FREE FROM DEBRIS. IF FORMS ARE COATED WITH A RELEASE AGENT, THE RELEASE AGENT SHALL BE COLORLESS MINERAL OIL WHICH SHALL NOT STAIN CONCRETE OR ABSORB MOISTURE OR IMPAIR NATURAL BONDING OF CONCRETE. 11. CONTRACTOR IS RESPONSIBLE FOR ALL FORM DESIGN/BRACING REQUIREMENTS. 12. UNLESS OTHERWISE NOTED, CENTER ALL FOUNDATION PIERS AND FOOTINGS ON COLUMN CENTERLINES. 13. CHAIRS AND SPACERS SHALL BE PLACED TO ADEQUATELY SUPPORT REINFORCING DURING PLACEMENT. FOREIGN MATERIALS SUCH AS WOOD OR OTHER UNSUITABLE SUPPORTS SHALL NOT BE USED TO SUPPORT REINFORCING. SET WIRE TIES SO ENDS ARE DIRECTED INTO CONCRETE WHERE CONCRETE WILL BE EXPOSED. 14. CONCRETE CLEAR COVER FOR REINFORCEMENT (UNLESS SHOWN OTHERWISE): a. BOTTOM OF FOOTINGS AND SLABS ON GRADE: 3". b. FOUNDATION WALLS AND EXTERIOR WALLS: 2". c. TOP AND BOTTOM OF ELEVATED SLABS: 3/4". d. ALL FACES OF PIERS: 1-1/2". 15. FOOTINGS a. SIZE AND DEPTH AS INDICATED ON THE DRAWINGS. b. MINIMUM FROST PROTECTION DEPTH TO BE 30". 16. WALLS a. WALL THICKNESS TO BE 8" OR AS NOTED ON THE DRAWINGS. b. VERTICAL STEEL TO HOOK INTO FOOTING AS NOTED ON THE DRAWINGS. c. VERTICAL STEEL TO EXTEND ABOVE FOOTING MINIMUM OF 24", UNLESS NOTED OTHERWISE, FOR SPLICE ABOVE. d. 1 2" ANCHOR BOLTS FOR SILL PLATES SHALL BE IMBEDDED 7" MINIMUM AND SHALL BE PLACED A MINIMUM OF 48" O.C. AND WITHIN 12" OF EACH END OF ALL SILL PLATES. d. ANCHOR BOLTS TO HAVE MINIMUM 3 16"x2"x2" WASHER. WOOD FRAMING AND SHEATHING 1. IN-GRADE BASE VALUES HAVE BEEN USED FOR THIS DESIGN. 2. 2x FRAMING SHALL BE HEM-FIR #2 AND BETTER UNLESS OTHERWISE NOTED. 3. ALL LUMBER SHALL BE 19% MAXIMUM MOISTURE CONTENT. 4. SOLID TIMBER BEAMS AND POSTS SHALL BE DOUGLAS FIR-LARCH #1 OR BETTER UNLESS OTHERWISE NOTED. 5. WOOD IN CONTACT WITH CONCRETE SHALL BE PRESSURE TREATED. 6. PRESERVATIVE TREATED WOOD SHALL BE TREATED IN ACCORDANCE WITH AWPA U1 AND AEPA M4. 7. LVL FRAMING SHALL BE LAMINATED DOUGLAS FIR OR SOUTHERN PINE (GP LAM BY GEORGIA PACIFIC OR MICROLAM BY TRUS-JOIST OR EQUIVALENT) MEETING THE FOLLOWING MINIMUM ALLOWABLE STRESS CRITERIA: FB (BENDING STRESS) = 2600 PSI FV (HORIZ. SHEAR STRESS) = 285 PSI E (MODULUS OF ELASTICITY) = 1,900,000 PSI FC (COMPRESSION PERPENDICULAR TO GRAIN) = 750 PSI 8. I-JOISTS SHALL BE AS NOTED ON THE STRUCTURAL DRAWINGS AND MEET THE PROVISIONS OF ASTM D5055. 9. PROVIDE SOLID BLOCKING BETWEEN JOISTS UNDER JAMB STUDS OF OPENINGS. 10. COLUMNS MUST HAVE A CONTINUOUS LOAD PATH TO THE FOUNDATION. 11. UNLESS OTHERWISE INDICATED, INSTALL TWO LENGTHS OF SOLID BLOCKING x JOIST DEPTH x 12 INCHES LONG IN THE FLOOR FRAMING UNDER COLUMN LOADS. 12. ALL BEAMS AND TRUSSES SHALL BE BRACED AGAINST ROTATION AT POINTS OF BEARING. 13. UNLESS NOTED ON THE DRAWINGS, LOWER CHORD OF GABLE END TRUSSES SHALL BE ANCHORED TO WALL PLATE WITH FRAMING ANCHORS AT 4' SPACING AND LATERALLY BRACED TO ROOF FRAMING AT 8' SPACING. 14. MINIMUM NAILING SHALL BE AS SPECIFIED IN IBC TABLE 2304.9.1 "FASTENING SCHEDULE". 15. METAL FRAMING ANCHORS SHOWN OR REQUIRED SHALL BE SIMPSON STRONG TIE OR EQUAL CODE APPROVED CONNECTORS AND INSTALLED WITH THE NUMBER AND TYPE OF NAILS RECOMMENDED BY THE MANUFACTURER TO ACHEIVE THE RATED CAPACITY. HEAVY-DUTY AND SKEWED HANGERS MAY REQUIRE SPECIAL ORDER AND NOT STOCKED LOCALLY. 16. ALL RAFTERS, JOISTS, TRUSSES AND BEAMS SHALL BE ANCHORED TO SUPPORTS WITH METAL FRAMING ANCHORS. 17. LEAD HOLES FOR LAG SCREWS SHALL BE 40%-70% OF THE SHANK DIAMETER OF THE THREADED SECTION AND EQUAL TO THE SHANK DIAMETER AT THE UNTHREADED SECTION. 18. CONNECTOR BOLTS AND LAG SCREWS SHALL CONFORM TO ANSI/ASME B18.2.1 AND ASTM SAE J429 GRADE 1. NAILS AND SPIKES SHALL CONFORM TO ASTM F1667. 19. WOOD SCREWS SHALL CONFORM TO ANSI/ASME B18.6.1. 20. ROOF, FLOOR AND WALL SHEATHING: APA RATED OR ADVANTECH VIP+ SHEATHING, THICKNESS AS INDICATED, SPAN RATING AS REQUIRED TO SUIT SUPPORT SPACING INDICATED, EXPOSURE DURABILITY 1, THREE SPAN MINIMUM. 21. SUB-FLOOR GLUE: APA AFG-01, WATERPROOF OF WATER SOLVENT BASE, AIR CURE TYPE, CARTRIDGE DISPENSED. 22. MINIMUM FLOOR SHEATHING - 23/32" APA STURD-I-FLOOR RATED 24" O.C. TONGUE AND GROOVE, GLUED AND NAILED. 23. MINIMUM ROOF SHEATHING - 5/8" OSB OR CDX PLYWOOD, APA 40/20, NAILED. 24. MINIMUM EXTERIOR WALL SHEATHING - 7/16" OSB OR CDX PLYWOOD, APA 24/16, BLOCKED AS NOTED AND NAILED. 25. MINIMUM INTERIOR WALL SHEATHING - 1/2" GYPSUM BOARD, ASTM C 1396/C 1396M 26. WALL SHEATHING TO BE NAILED WITH 8d COMMON NAILS OR 10d BOX NAILS AT 6" O.C. AT PANEL EDGES AND 12" O.C. AT INTERMEDIATE FRAMING EXCEPT AS NOTED. NAIL ALL PLATES USING THE EDGE NAILING NOTED. 27. SHEATHE ALL EXTERIOR WALLS. SHEATHE INTERIOR WALLS AS NOTED ON ARCHITECTURAL DRAWINGS. 28. SHEATHING SHALL BE CONTINUOUS FROM TOP PLATE TO BOTTOM PLATE. CUT IN "L" AND "T" SHAPES AROUND OPENINGS. 29. LAP SHEATHING OVER RIM JOISTS A MINIMUM OF 4" AT ALL FLOORS TO TIE UPPER AND LOWER WALL STUDS TOGETHER. INSTALL METAL STRAPS AS INDICATED ON THE BRACED WALL DRAWINGS. 30. MINIMUM HEIGHT OF SHEATHING PANELS TO BE 16" TO ENSURE THAT PLATES ARE TIED TO STUDS. 31. MAKE PROVISIONS FOR ERECTION LOADS, AND FOR SUFFICIENT TEMPORARY BRACING TO MAINTAIN STRUCTURE SAFE, PLUMB, AND IN TRUE ALIGNMENT UNTIL COMPLETION OF ERECTION AND INSTALLATION OF PERMANENT BRACING. 32. SECURE ROOF SHEATHING WITH LONGER EDGE PERPENDICULAR TO FRAMING MEMBERS AND WITH ENDS STAGGERED AND SHEET ENDS OVER BEARING. 33. WHERE TONGUE AND GROOVE PLYWOOD IS USED, FULLY ENGAGE TONGUE AND GROOVE EDGES. 34. SECURE SUB-FLOOR SHEATHING WITH LONGER EDGE PERPENDICULAR TO FLOOR FRAMING AND WITH END JOINTS STAGGERED AND SHEET ENDS OVER BEARING. ATTACH WITH SUB-FLOOR GLUE AND DRYWALL SCREWS. 35. RIM BOARD SHALL BE 1 ¼" LSL ATTACHED TO I-JOISTS WITH 10D NAILS - ONE INTO EACH FLANGE. RIM BOARD SHALL BE TOE NAILED TO PLATE WITH 10D NAILS AT 6 INCHES ON CENTER. I JOISTS SHALL BE ATTACHED TO PLATE WITH 8D NAILS DRIVEN AT AN ANGLE INTO BOTTOM FLANGE - ONE ON EACH SIDE OF WEB AT LEAST 1 ½ INCHES FROM END. 36. FLOOR SHEATHING SHALL BE ATTACHED TO JOISTS WITH 8D NAILS AT 6 INCHES ON CENTER EDGES AND 12 INCHES ON CENTER FIELD. TOE PLATE OF WALL FRAMING TO BE ATTACHED TO RIM BOARD WITH 16D NAILS AT 4-INCHES ON CENTER. EXTERIOR STUDS TO BE 2X6 AND TO BE END NAILED TO SILL AND TOP PLATE WITH A MINIMUM OF (2) 16D NAILS. ALL DOUBLE TOP PLATE SPLICES IN EXTERIOR WALLS TO LAP 6 FEET WITH 18 10D NAILS EACH SIDE OF SPLICE. FLOOR SHEATHING TO BE 3 4" OSB TONGUE AND GROOVE. 37. FOR WINDOW AND DOOR HEADERS, THE NUMBERS OF FULL HEIGHT STUDS, JACK STUDS (TRIMMERS) AND HEADER UPLIFT ATTACHMENTS SHALL BE PER THE TABLE ON THIS SHEET. HEADER SIZES SHALL BE AS NOTED ON THE STRUCTURAL DRAWINGS. 38. SPECIAL NAILING REQUIREMENTS: a. ROOF SHEATHING -ALL NAILS TO BE 8d COMMON OR 10d BOX. -SHEATHING TO BE NAILED WITHIN 4 FEET OF THE PERIMETER AND RIDGE OF THE ROOF 3" O.C. EDGE AND FIELD. -ALL OTHER PANELS NAILED 6" O.C. EDGE, 12" O.C. FIELD. b. INTERIOR GYPSUM WALL BOARD -GYPSUM BOARD TO BE MIN 1/2" THICK. -MAXIMUM STUD SPACING 16" O.C. UNLESS NOTED OTHERWISE. -PANELS TO BE FASTENED 7" O.C. EDGE AND 10" O.C. FIELD. -FASTENERS TO BE 1 1/4" NO. 6 TYPE S OR W DRYWALL SCREWS, 5d COOLER NAILS. -FASTENERS TO BE SPACED NO LESS THAN 3/8" FROM EDGES AND ENDS OF GYPSUM BOARDS. -FOUR FOOT WIDE PIECES OF SHEATHING SHALL BE APPLIED PARALLEL OR PERPENDICULAR TO STUDS. -TWO FOOT WIDE PIECES SHALL BE APPLIED PERPENDICULAR TO STUDS. -STAGGER END JOINTS OF ADJACENT COURSES OF GYPSUM BOARD SUCH THAT THEY DONT OCCUR OVER SAME STUD. c. CONTINUOUS EXTERIOR WOOD STRUCTURAL PANEL -PANELS UP TO 1/2" SHALL BE NAILED W/8d COMMON NAILS 6" O.C. EDGE, 12" O.C. FIELD. -PANELS OVER 1/2" THICK SHALL BE NAILED W/8d NAILS 6" O.C. EDGE, 12" O.C. FIELD. -BLOCKING OF PANEL EDGES SHALL BE INSTALLED AS NOTED ON THE BRACED WALL DRAWINGS. STRUCTURAL STEEL 1. STRUCTURAL STEEL SHALL BE DETAILED, FABRICATED AND ERECTED IN ACCORDANCE WITH THE "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS" (AISC 360) AND THE "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES" (AISC 303) BY THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC). 2. STRUCTURAL STEEL WIDE FLANGE BEAMS AND WTs SHALL CONFORM TO ASTM A992-06a, 50 KSI YIELD. 3. ROLLED STEEL FLOOR PLATES SHALL CONFORM TO ASTM A786-05, COMMERCIAL GRADE. 4. OTHER ROLLED SHAPES, INCLUDING PLATES, CHANNELS, WTs AND ANGLES SHALL CONFORM TO ASTM A36-08, 36 KSI YIELD. 5. HOLLOW STRUCTURAL STEEL SECTIONS (HSS) RECTANGULAR SHAPES SHALL CONFORM TO ASTM A500-03a, GRADE B, 46 KSI YIELD. 6. HSS ROUND SHAPES SHALL CONFORM TO ASTM A500, GRADE B, 42 KSI YEILD. 7. PIPE SHAPES SHALL CONFORM TO ASTM A53-12, GRADE B, 35 KSI YIELD. 8. EXCEPT AS NOTED, FRAMED BEAM CONNECTIONS SHALL BE BEARING-TYPE WITH 3/4" DIAMETER, SNUG TIGHT, ASTM A325-04 BOLTS, DETAILED IN CONFORMANCE WITH THE STRUCTURAL DRAWINGS AND THE "STEEL CONSTRUCTION MANUAL" BY THE AISC, 13TH EDITION. INSTALL BOLTS IN ACCORDANCE WITH AISC'S "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS," 2010. 9. ALL BEAMS SHALL HAVE FULL DEPTH WEB STIFFENERS EACH SIDE OF WEBS ABOVE AND BELOW COLUMNS. 10. ANCHOR RODS SHALL CONFORM TO ASTM F1554-99, GRADE (36, 55, AND/OR 105) AS NOTED ON THE STRUCTURAL DRAWINGS WITH WELDABILITY SUPPLEMENT S1. 11. HEADED ANCHOR STUDS (HAS) SHALL CONFORM TO ASTM A108-13 AND SHALL BE CONNECTED TO STRUCTURAL STEEL WITH EQUIPMENT APPROVED BY THE STUD MANUFACTURER ACCORDING TO THE STUD MANUFACTURER'S RECOMMENDATIONS. 12. WELDING SHALL BE DONE BY A CERTIFIED WELDER IN ACCORDANCE WITH THE AISC DOCUMENTS LISTED ABOVE, THE AMERICAN WELDING SOCIETY (AWS) D1.1: 2010 STRUCTURAL WELDING CODE, AND THE RECOMMENDATIONS FOR USE OF WELD E70 ELECTRODES. WHERE NOT SPECIFICALLY NOTED, MINIMUM WELD SHALL BE 3/16" FILLET BY LENGTH OF CONTACT EDGE. 13. ALL POST-INSTALLED ANCHORS SHALL HAVE CURRENT INTERNATIONAL CODE COUNCIL EVALUATION SERVICE (ICC-ES) REPORTS AND SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S REQUIREMENTS. 14. EXPANSION ANCHORS SHALL BE APPROVED "WEDGE" TYPE UNLESS SPECIFICALLY NOTED TO BE "SLEEVE" TYPE AS NOTED ON THE STRUCTURAL DRAWINGS. 15. POST INSTALLED BOLTS AND REBAR SHALL USE AN APPROVED EPOXY OR SIMILAR ADHESIVE TYPE AS APPROPRIATE FOR INSTALLATION IN SOLID AND NON-SOLID BASE MATERIALS. 16. GROUT BENEATH COLUMN BASE AND BEAM BEARING PLATES SHALL HAVE A MINIMUM 28-DAY, COMPRESSIVE STRENGTH OF 7,500 PSI AND SHALL BE NON-SHRINK, NON-METALLIC, AND TESTED IN ACCORDANCE WITH ASTM C1107-13. 17. WELDERS: HAVE IN POSSESSION CURRENT EVIDENCE OF PASSING THE APPROPRIATE AWS. QUALIFICATION TESTS. 18. MINIMUM WELDS: AISC SPECIFICATION, NOT LESS THAN 3/16”h FILLET, CONTINUOUS UNLESS OTHERWISE NOTED. 19. WELD SIZES AND LENGTHS CALLED FOR ON THE DRAWINGS ARE THE NET EFFECTIVE REQUIRED. INCREASE WELD SIZE IF GAPS EXIST AT THE FAYING SURFACE. 20. WELD SIZES SHALL BE AS SHOWN UNLESS A GREATER SIZE IS REQUIRED BY ANSI/AISC 360-05 TABLES J2.3 AND J2.4. 21. ALL GROOVE WELDS SHALL BE COMPLETE PENETRATION UNLESS NOTED. 11 9 1 W O O D S T O C K D R I V E , S U I T E A , E S T E S P A R K , C O 8 0 5 1 7 ww w . t r a i l r i d g e c e . c o m * 9 7 0 - 3 0 8 - 8 2 2 1 * d b a n g s @ t r a i l r i d g e c e . c o m © 2 0 2 0 DA B TYPICAL DETAILS/CONSTRUCTION SCHEDULES 10/7/20 OPEN-WEB WOOD TRUSSES 1. MANUFACTURE AND INSTALLATION OF METAL PLATED WOOD TRUSSES SHALL COMPLY WITH ANSI/TPI 1 "NATIONAL DESIGN STANDARD FOR METAL-PLATE-CONNECTED WOOD TRUSS CONSTRUCTION," BCSI-2008 (BUILDING COMPONENT SAFETY INFORMATION) "GUIDE TO GOOD PRACTICE FOR HANDLING, INSTALLING & BRACING OF METAL PLATE CONNECTED WOOD TRUSSES," AND DSB-89 "RECOMMENDED DESIGN SPECIFICATION FOR TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES." 2. PRE-ENGINEERED, PREFABRICATED TRUSSES SHALL BE DESIGNED BY AN ENGINEER REGISTERED IN THE STATE OF COLORADO, AND SHALL COMPLY WITH CODE REQUIREMENTS. 3. TRUSSES SHALL BE DESIGNED TO SUPPORT THE FULL DEAD LOADS AND THE SUPERIMPOSED DESIGN LOADS NOTED ABOVE OR ON THE DRAWINGS. 4. STRESSES SHALL NOT EXCEED THOSE LISTED IN THE NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION WITH 2005 SUPPLEMENT (AF&PA NDS-2005). <NO INCREASES IN STRESS ARE ALLOWED FOR DURATION OF LOAD.> 5. THE FABRICATOR SHALL DETERMINE TRUSS WEB ARRANGEMENTS AND MEMBER FORCES. 6. TRUSS TO TRUSS CONNECTIONS SPECIFIED SHALL BE BY TRUSS SUPPLIER, UNLESS SPECIFICALLY NOTED ON THE DRAWINGS. 7. UNLESS OTHERWISE INDICATED, TRUSSES SHALL BE DESIGNED FOR PERPENDICULAR TO GRAIN BEARING ON HEM FIR PLATES (405 PSI). END GRAIN BEARING IS NOT ALLOWED UNLESS ACCEPTED IN WRITING BY ENGINEER. DESIGN TRUSS FOR BEARING BLOCKS OR TRUSS BEARING ENHANCERS AS REQUIRED TO COMPENSATE FOR OVERSTRESSES. SPECIFY SIZE, SPECIES, AND NAILING FOR BEARING BLOCKS. 8. TRUSS FABRICATOR SHALL SPECIFY ALL FLOOR AND ROOF TRUSS BRACING AND BRIDGING. CALCULATIONS AND SHOP DRAWINGS, INCLUDING MEMBER SIZES, LUMBER SPECIES AND GRADES, AND SUBSTANTIATING DATA FOR CONNECTOR CAPACITIES, SHALL BE SUBMITTED TO THE ENGINEER/LOCAL ENTITY BUILDING OFFICIAL FOR REVIEW PRIOR TO FRAMING INSPECTION. REVISIONS Reviewed by SAFEbuilt 10/28/2020 6" MIN 30" MIN 8" WALL 16" 8" #4 VERT @ SPACING PER NOTES ON SHEET S1 W/4" HOOK (2) #4 CONT. #4 @ 16" HORIZ. FOUNDATION DRAIN AND BEDDING REINFORCED SLAB WALL FRAMING 4" CONCRETE SLAB REINFORCE W/6x6 W2.1xW2.1 WWF, CENETERED 3' 26' 21' 8' 20'25' 22'-71 2" 9'-7" 10'-6" 17'-51 4" 21'22'-6"7'-6" 9' F16 F16 F16 F16 F48 F16 F16 F1 6 F16 F16 F1 6 F1 6 F1 6 F12 F12 F12 F12 1"7'-11"7'-11" 3'-6" 4'-51 4" 5'-91 4" 8'-3" 8"x16" THICKENED SLAB W/(2) #4 BARS LONGITUDINAL, TYP HD1 HD1 HD1 HD1 HD1 HD1HD1 HD1 HD1 30" MIN 10" FOUNDATION DRAIN AND BEDDING (5) #4 CONT. #4 @ 16" O.C. 4'-0" 2'-4" 8" WALL REINFORCED SLAB W/CONTROL JOINT 1'-0" 24" SPLICE MIN #5 VERT @ 12" O.C. #5 DOWEL @ 12" O.C. W/4" HOOK #4 @ 12" HORIZ. 11'-0" MAX F16 F16 CRAWL SPACE F1 6 F1 6 9'-21 2" 5"12'-5" 12'-5" F24 F24 F24 10'-71 4" 4'-101 4" 10'-6" 29'-2" 5'-51 2" 4" CONCRETE SLAB REINFORCE W/6x6 W2.1xW2.1 WWF, CENETERED 11 9 1 W O O D S T O C K D R I V E , S U I T E A , E S T E S P A R K , C O 8 0 5 1 7 ww w . t r a i l r i d g e c e . c o m * 9 7 0 - 3 0 8 - 8 2 2 1 * d b a n g s @ t r a i l r i d g e c e . c o m © 2 0 2 0 DA B FOUNDATION NOTES: 1. CONCRETE WALL/FOOTING CONSTRUCTION TO BE INSTALLED PER GENERAL NOTES ON COVER SHEET. 2. CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFICATION OF ALL DIMENSIONING, FOUNDATION ELEVATIONS AND EXTERIOR GRADES PRIOR TO FORMING AND POURING CONCRETE FOOTINGS. CONTACT ENGINEER WITH ANY KNOWN DISCREPANCIES. 3. FOUNDATION DIMENSIONS SHOWN ARE TO CENTER OF PAD FOOTING OR EXTERIOR CORNER OF CONCRETE UNLESS NOTED OTHERWISE. 4. ALL FOOTINGS TO BEAR ON UNDISTURBED NATIVE SOILS OR APPROVED, COMPACTED STRUCTURAL FILL. COMPACTION TESTING TO VERIFY COMPACTION OF STRUCTURAL FILLS SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR. ENGINEER TO PERFORM OPEN HOLE INSPECTION TO VERIFY ASSUMED SOIL BEARING CAPACITY PRIOR TO FORMING CONCRETE. 5. CONTRACTOR MAY ALTER FOUNDATION FOOTING ELEVATIONS AND WALL HEIGHTS BASED UPON FIELD CONDITIONS. CONTACT DESIGN ENGINEER FOR APPROVAL IF WALL HEIGHTS INCREASE ABOVE WHAT IS SHOWN HEREON. 6. FOUNDATION DESIGN ASSUMES NO HYDROSTATIC PRESSURE ON CONCRETE WALLS. CONTRACTOR TO INSTALL FOUNDATION FOOTING DRAIN AT BOTTOM OF FOOTING ELEVATION WITH A MINIMUM OF 4" PERFORATED DRAIN PIPE BACKFILLED IN A 24" BED OF 1.5" WASHED ROCK. CONCRETE WALLS TO BE BACKFILLED WITH FREE DRAINING GRANULAR SOILS. PROVIDE POSITIVE DRAINAGE AWAY FROM ALL FOUNDATION ELEMENTS FOR ALL SURFACE FLOWS. 7. IF COMPETENT BEDROCK IS ENCOUNTERED CONTRACTOR IS PERMITTED TO PIN WALLS DIRECTLY TO BEDROCK BY DRILLING VERTICAL STEEL A MINIMUM OF 8" INTO BEDROCK AND EPOXYING ALL VERTICAL BARS IN-LIEU OF POURING THE FOOTING SHOWN. 0'4'8'2'16' HOLD-DOWN SCHEDULE HD1- SIMPSON STHD14/STHD14-RJ AS APPLICABLE POST BASE SCHEDULE 6x6 POST - SIMPSON ABU66 BASE SCALE: NTS FOUNDATION PLAN STANDARD FROST WALL DETAIL 10/7/20 SCALE: NTS STANDARD RETAINING WALL DETAIL REVISIONS Reviewed by SAFEbuilt 10/28/2020 FLOOR FRAMING NOTES: 1. SOLID BLOCKING FOR ALL REPETITIVE FRAMING MEMBERS TO BE PROVIDED AT ALL BEARING POINTS. 2. BEARING SURFACES FOR ALL BEAMS TO BE STUD PACKS WITH A MINIMUM WIDTH OF THE MEMBER BEING SUPPORTED UNLESS NOTED OTHERWISE. 3. GENERAL NAILING AND FRAMING REQUIREMENTS FOR FLOOR FRAMING TO BE PER THE GENERAL NOTES ON COVER SHEET. 4. TYPICAL FLOOR ASSEMBLY INCLUDES 11 7 8" I-JOISTS, 3 4" PLYWOOD AND FINISH PER ARCHITECTURAL DRAWINGS. 5. REFER TO ARCHITECTURAL DRAWINGS FOR DIMENSIONING OF FLOOR FRAMING. 6. EXTERIOR LUMBER TO BE EXTERIOR GRADE (PRESSURE TREATED) OR PROTECTED FROM ELEMENTS PER 2015 IRC REQUIREMENTS. 7. ALL DECK LEDGERS TO BE 2x12 TREATED LUMBER CONNECTED TO THE RIM JOIST W/(2) ROWS OF 3 8"x35 8" LEDGER-LOKS 16" O.C. STAGGERED. HANGER SCHEDULE: H1- SIMPSON LUS28 H2- SIMPSON IUS2.56/11.88 11 7 8" R F P I 9 0 @ 1 6 " O . C . H1 2x 1 2 S T A I R S T R I N G E R S 2x 6 @ 16 " O . C . (2 ) 1 3 4"x 1 1 7 8" H E A D E R (2) 1 3 4"x11 7 8" HEADER 2x 8 @ 1 6 " O . C . (3) 2x8 FLUSH BEAM H1 (2) 1 3 4"x11 7 8" DROPPED BEAM (3 ) 1 3 4"x 1 1 7 8" F L U S H B E A M (2 ) 1 3 4"x 1 1 7 8" F L U S H B E A M 2x12 LEDGER W/(2) ROWS 1 2" SIMPSON TITEN HD ANCHORS 24" O.C. STAGGERED, TYP THIS WALL H2 6x6 POST, TYP 11 7 8" R F P I 4 0 @ 1 6 " O . C . FLOOR FRAMING PLANS 11 9 1 W O O D S T O C K D R I V E , S U I T E A , E S T E S P A R K , C O 8 0 5 1 7 ww w . t r a i l r i d g e c e . c o m * 9 7 0 - 3 0 8 - 8 2 2 1 * d b a n g s @ t r a i l r i d g e c e . c o m © 2 0 2 0 DA B 10/7/20 MAIN FLOOR FRAMING SECOND FLOOR FRAMING REVISIONS Reviewed by SAFEbuilt 10/28/2020 ROOF FRAMING NOTES: 1. UPLIFT CONNECTIONS TO BE PROVIDED PER TRUSS MANUFACTURERS SPECIFICATIONS. 2. SOLID BLOCKING FOR ALL REPETITIVE ROOF FRAMING MEMBERS TO BE PROVIDED AT ALL BEARING POINTS. 3. BEARING SURFACES FOR ALL BEAMS TO BE STUD PACKS WITH A MINIMUM WIDTH OF THE MEMBER BEING SUPPORTED UNLESS NOTED OTHERWISE. 4. GENERAL NAILING AND FRAMING REQUIREMENTS FOR ROOF FRAMING TO BE PER GENERAL NOTES ON COVER SHEET. 5. ALL HEADERS TO BE (2) 2X8 UNLESS NOTED OTHERWISE. 6. REFER TO ARCHITECTURAL DRAWINGS FOR ALL DIMENSIONS AND SLOPES FOR ROOF FRAMING. 7. SHEATHING REQUIREMENTS (THICKNESS AND NAILING PATTERNS TO BE PER GENERAL NOTES ON COVER SHEET. 8. ALL WOOD STRUCTURAL MEMBERS TO BE HEM-FIR #2 OR BETTER UNLESS OTHERWISE NOTED. 9. EXTERIOR LUMBER TO BE EXTERIOR GRADE (PRESSURE TREATED) OR PROTECTED FROM ELEMENTS PER 2015 IRC REQUIREMENTS. 10. ALL OUT-LOOKERS TO BE FRAMED WITH 2x6 MEMBERS AND CONNECTED WITH SIMPSON H2.5 CLIPS @ EXTERIOR BEARING POINTS. P.E . T R U S S E S @ 2 4 " O . C . P.E. SCISSOR TRUSSES @ 24" O.C. P. E . T R U S S E S @ 2 4 " O . C . P. E . T R U S S E S @ 2 4 " O . C . 2x 1 0 O V E R F R A M E RA F T E R S @ 2 4 " O . C . 2x 1 0 O V E R F R A M E RA F T E R S @ 2 4 " O . C . (2) 1 3 4"x9 1 2" LVL OVERFRAME RIDGE ( 2 ) 1 3 4" x 9 1 2" L V L O V E R F R A M E R I D G E 2x 8 R A F T E R S @ 2 4 " O . C . 6x10 DF#1 DROPPED BEAM 11 7 8"R F P I 4 0 R A F T E R S @ 2 4 " O . C . (2) 1 3 4"x11 7 8" LVL RIDGE (2 ) 1 3 4"x 9 1 2" L V L H E A D E R (2 ) 1 3 4"x 9 1 2" L V L H E A D E R (2) 1 3 4"x11 7 8" LVL HEADER (2) 1 3 4"x11 7 8" LVL HEADER (3 ) 1 3 4"x 1 1 7 8" L V L H E A D E R ( 2 ) 1 3 4 "x9 1 2 " L V L H E A D E R (2) 1 3 4"x9 1 2" LVL HEADER (2) 1 3 4"x9 1 2" LVL HEADER 6x6 POST W/SIMPSON BC6 CAP P. E . T R U S S E S @ 2 4 " O . C . GI R D E R T R U S S 11 9 1 W O O D S T O C K D R I V E , S U I T E A , E S T E S P A R K , C O 8 0 5 1 7 ww w . t r a i l r i d g e c e . c o m * 9 7 0 - 3 0 8 - 8 2 2 1 * d b a n g s @ t r a i l r i d g e c e . c o m © 2 0 2 0 DA B ROOF FRAMING PLAN 0'4'8'2' SCALE: 1/4" = 1'16' 10/7/20 Provide the engineered truss drawings on site at the time of inspections. REVISIONS Reviewed by SAFEbuilt 10/28/2020 WALL TYPE TYPE 1 (SHEAR WALL)- 2x6 @ 16" O.C. SHEATHING: EXTERIOR- 7 16" STRUCTURAL PANEL, BLOCKED NAIL W/8D COMMON NAILS 4" O.C. EDGE, 12" O.C. FIELD INTERIOR- 1 2" GYPSUM BOARD, UNBLOCKED NAIL W/#6 DRYWALL SCREWS, 6" O.C. EDGE, 12" O.C. FIELD TYPE 2 (SHEAR WALL)- 2x6 @ 16" O.C. SHEATHING: EXTERIOR- 7 16" STRUCTURAL PANEL, UN-BLOCKED NAIL W/8D COMMON NAILS 4" O.C. EDGE, 12" O.C. FIELD INTERIOR- 1 2" GYPSUM BOARD, UN-BLOCKED NAIL W/#6 DRYWALL SCREWS, 6" O.C. EDGE, 12" O.C. FIELD TYPE 3 (BEARING WALL)- INTERIOR BEARING WALL- 2x6 @ 16" O.C. SHEATHING (BOTH SIDES): 1 2" GYPSUM BOARD, UN-BLOCKED NAIL W/#6 DRYWALL SCREWS, 6" O.C. EDGE, 12" O.C. FIELD SIMPSON MSTC78 STRAP TIE - (64) 16D SINKERS NOTE: REFER TO ARCHITECTURAL DRAWINGS FOR ALL NON-STRUCTURAL WALL ASSEMBLIES. S1 S1 S1 S1 S1 S1 S1 11 9 1 W O O D S T O C K D R I V E , S U I T E A , E S T E S P A R K , C O 8 0 5 1 7 ww w . t r a i l r i d g e c e . c o m * 9 7 0 - 3 0 8 - 8 2 2 1 * d b a n g s @ t r a i l r i d g e c e . c o m © 2 0 2 0 DA B 10/7/20 MAIN FLOOR BRACED WALL PLAN 0'4'8'2' SCALE: 1/4" = 1'16' SECOND FLOOR BRACED WALL PLAN 0'4'8'2' SCALE: 1/4" = 1'16' REVISIONS Reviewed by SAFEbuilt 10/28/2020