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HomeMy WebLinkAboutPLANS Commercial Remodel 130 Stanley Ave 2022-09-07DESIGN LOADS CODE: 2015 IBC W/ TOEP LOCAL AMENDMENTS RISK CATEGORY: II ELEVATION: 7540 FT ROOFS: ROOF DEAD LOAD: 15 PSF GROUND SNOW LOAD Pg: 60 PSF @ 7000 FT, 70 PSF @ 8000 FT INTERPOLATED GROUND SNOW LOAD Pg: 66 PSF SLOPED ROOF SNOW LOAD: 51 PSF FLOORS: FLOOR DEAD LOAD: 48PSF (2 1 2" STONE + 1 " MORTAR BED) FLOOR LIVE LOAD: 100 PSF WIND: ULTIMATE WIND SPEED: 175 MPH, EXP. B SEISMIC: DESIGN CATEGORY B EARTHQUAKE IMPORTANCE FACTOR Ie = 1 MAPPED SPECTRAL RESPONSE ACCELERATION, Ss=25.6%g MAPPED SPECTRAL RESPONSE ACCELERATION, S1=6.5%g DESIGN SPECTRAL RESPONSE COEFFICIENT, SDs=0.222 DESIGN SPECTRAL RESPONSE COEFFICIENT, SD1=0.065 SOIL SITE CLASS=C BASIC STRUCTURAL SYSTEM: STRUCTURAL STEEL AND WOOD SYSTEMS NOT SPECIFICALLY DETAILED FOR SEISMIC RESISTANCE AND BEARING WALL SYSTEM STRUCTURAL SEISMIC LATERAL SYSTEM: WOOD SYSTEMS NOT SPECIFICALLY DETAILED FOR SEISMIC RESISTANCE AND REINFORCED CONCRETE SHEARWALLS RESPONSE MODIFICATION FACTOR, R=3 SEISMIC RESPONSE COEFFICIENT, Cs=0.097 ANALYSIS PROCEDURE-SIMPLIFIED METHOD 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. 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 6/10/22 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. PROVIDE SOLID BLOCKING BETWEEN JOISTS UNDER JAMB STUDS OF OPENINGS. 8. COLUMNS MUST HAVE A CONTINUOUS LOAD PATH TO THE FOUNDATION. 9. ALL BEAMS AND TRUSSES SHALL BE BRACED AGAINST ROTATION AT POINTS OF BEARING. 10. MINIMUM NAILING SHALL BE AS SPECIFIED IN IBC TABLE 2304.9.1 "FASTENING SCHEDULE". 11. 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 ACHIEVE THE RATED CAPACITY. HEAVY-DUTY AND SKEWED HANGERS MAY REQUIRE SPECIAL ORDER AND NOT STOCKED LOCALLY. 12 ALL RAFTERS, JOISTS, TRUSSES AND BEAMS SHALL BE ANCHORED TO SUPPORTS WITH METAL FRAMING ANCHORS. 13. 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. 14. 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. 15. WOOD SCREWS SHALL CONFORM TO ANSI/ASME B18.6.1. 16. 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. 17. MINIMUM ROOF SHEATHING - 5/8" OSB OR CDX PLYWOOD, APA 40/20, NAILED. 18. 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. 19. SECURE ROOF SHEATHING WITH LONGER EDGE PERPENDICULAR TO FRAMING MEMBERS AND WITH ENDS STAGGERED AND SHEET ENDS OVER BEARING. 20. 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. TYPICAL DETAILS/CONSTRUCTION SCHEDULES STRUCTURAL STEEL NOTES 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, 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, 36 KSI YIELD. 5. HOLLOW STRUCTURAL STEEL SECTIONS (HSS) RECTANGULAR SHAPES SHALL CONFORM TO ASTM A500, 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. 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. 12. 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. 15. EXPANSION ANCHORS SHALL BE APPROVED "WEDGE" TYPE UNLESS SPECIFICALLY NOTED TO BE "SLEEVE" TYPE AS NOTED ON THE STRUCTURAL DRAWINGS. 16. 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. 17. 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. 18. WELDERS: HAVE IN POSSESSION CURRENT EVIDENCE OF PASSING THE APPROPRIATE AWS. QUALIFICATION TESTS. 19. MINIMUM WELDS: AISC SPECIFICATION, NOT LESS THAN 3/16”h FILLET, CONTINUOUS UNLESS OTHERWISE NOTED. 20. WELD SIZES AND LENGTHS CALLED FOR ON THE DRAWINGS ARE THE NET EFFECTIVE REQUIRED. INCREASE WELD SIZE IF GAPS EXIST AT THE FAYING SURFACE. 21. WELD SIZES SHALL BE AS SHOWN UNLESS A GREATER SIZE IS REQUIRED BY ANSI/AISC 360-05 TABLES J2.3 AND J2.4. 22. ALL GROOVE WELDS SHALL BE COMPLETE PENETRATION UNLESS NOTED. 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, fc=3000 PSF -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% b. MIX TYPE 3- ALL CONCRETE EXPOSED TO WEATHER OR DEICER, BEAMS, SLABS AND WALLS -28 DAY COMPRESSIVE STRENGTH, fc=5000 PSI -NORMAL WEIGHT CONCRETE -MAXIMUM W/C RATIO 0.4 -MAXIMUM AGGREGATE SIZE = 3 4" -TOTAL AIR CONTENT 6% 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. ALL FACES OF PIERS: 1-1/2". c. TOP AND BOTTOM OF ELEVATED SLABS: 3 4" 15. FOOTINGS a. SIZE AND DEPTH AS INDICATED ON THE DRAWINGS. b. MINIMUM FROST PROTECTION DEPTH TO BE 30". Reviewed by SAFEbuilt; 2015 International Codes Subject to inspection and compliance to all Relevant, adopted Building & Municipal Codes 09/07/2022 F16A EXISTING FOUNDATION TO REMAIN F16A F16A F16A F16A F16A F16A NEW 16" DIAM. FOOTINGS EXISTING POSTS VERIFY FOUNDATION BENEATH EXISTING BEARING WALLS VERIFY EXISTING SLAB ON GRADE AT ELEVATION OF LEVEL 01 THICKENED SLAB UNDER POINT LOAD ABOVE NEW THICKENED SLAB AND RETAINING WALL FOR STAIR OPENING BELOW NEW BEARING WALL F16 3'-6" 19'-6" 4'-4"8'8'8'8'8'8'8'-3" 13'-9" 5'-9" 5'-2" 5'-4" 5'-1" 11'-4" 8' 7'-11" F36 F40 F30 9'-7" 3'-7" 9'-8" 9'-7" 16'-11" 5'-5" 2'-11" 7'-3"13'-1" F36F36 THICKENED SLAB UNDER POINT LOAD ABOVE 10'-7" 3" 7'-3" 10'-7" 21'-4" 4'-2" (2)3 4" DIAM. A325 BOLT; EA. POST 1 4" STEEL PLATE EA. SIDE NEW CONNECTION AT PIER, TYP SEE DETAIL EXTERIOR PIERS TO BE FIELD VERIFIED AND REPLACED AS NEEDED TO PROVIDE CODE COMPLIANT FOUNDATION F30 F40 6'-3" 5'-10" 7'-2" 14'-6" 13'-7" 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 0'4'8'2'16' BUILDING B FOUNDATION PLAN 6/10/22 SCALE: NTS FOOTING CONNECTION DETAIL FOUNDATION NOTES: 1. CONCRETE WALL/FOOTING CONSTRUCTION TO BE INSTALLED PER GENERAL NOTES ON 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 WALL 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. Reviewed by SAFEbuilt 09/07/2022 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 SHEET S1. 4. TYPICAL FLOOR ASSEMBLY INCLUDES 2x 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 HEADERS NOT SPECIFICALLY NOTED TO BE (2) 2x10. NOTE: ALL HANGERS ARE TYP. UNLESS NOTED OTHERWISE ON THE PLANS. HANGER SCHEDULE (2)2x10 JOISTS - SIMPSON LUS28-2 NEW (2)2x10 HF#2 HEADER EXISTING CONCRETE FLOOR THICKNESS ASSUMED 8" W/ 2 #4 BARS PER FOOT NEW (2)1 3 4"x9 1 2" LVL HEADER THIS SIDE OF STEEL BEAM (2)2x10 @ 16" O.C. FOR SPAN GREATER THAN 8'9" EXISTING 2x10 @ 16" O.C. FOR SPAN LESS THAN 8'9" OR EXISTING 2x8 @ 16" O.C. FOR SPAN LESS THAN 8'9" EXISTING W8X13 FLUSH STEEL BEAM EXISTING W6X12 DROPPED STEEL BEAM EXISTING C7x12.25 DROPPED STEEL BEAM SOLID BLOCK FLOOR AT POINT LOAD FROM ROOF ABOVE VERIFY EXISTING 2X10 @ 16"O.C. EXISTING 4" DIAM. STEEL POST W/ 8"x10 1 2"x3 8" TOP PLATE EX I S T I N G 2 x 1 0 @ 1 6 " O . C . RE - F R A M E H A L L W A Y NE W 2 x 1 0 H F # 2 @ 12 " O . C . KITCHEN AREA ABOVE SEE FOUNDATION PLAN EXISTING BEARING WALL EXISTING BEARING WALL EXISTING BEARING WALL EXISTING BEARING WALL STUD PACK IN WALL NEW BEARING WALL EXISTING BEARING WALL EXISTING BEARING WALL STUD PACK IN WALL (3)1 3 4"x9 1 4" LVL DROPPED BEAM STUD PACK IN WALL NEW (3)1 3 4"x9 1 4" LVL DROPPED BEAMNEW (3)1 3 4"x9 1 4" LVL DROPPED BEAM NEW (2)2x10 HF#2 HEADER EXISTING CONC. HEADER EXISTING (2)2x10 HF#2 @ 16" O.C. NE W ( 2 ) 2 x 1 0 H F # 2 HE A D E R EXISTING BEARING WALL SISTER 1 3 4"x9 1 2" LVL TO EXISTING 2x10 @ 16" O.C. NE W ( 2 ) 1 3 4"x 1 1 7 8" L V L D R O P P E D B E A M 6x6 POST W/ SIMPSON CC44 CAP VERIFY EXISTING 2X10 @ 16"O.C. NEW HSS4.0x0.188 STEEL POST NEW W6X16 DROPPED STEEL BEAM HSS3x3x1 8" POST W/ SIMPSON CCOS5.50 CAP NEW (3)1 3 4"x9 1 4" LVL DROPPED BEAM STUD PACK IN WALL EXISTING CMU BEARING WALL CUT BEAM POCKET IN EXISTING WALL TYP EACH END OF BEAM CUT BEAM POCKET IN EXISTING FOUNDATION WALL NEW (2)1 3 4"x11 7 8" LVL FLUSH BEAM THIS SECTION ONLY: EXISTING 2x8 @ 16" O.C. NEW HSS4.0x0.188 STEEL POST EXISTING C7x12.25 DROPPED STEEL BEAM 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 0'4'8'2'16' BUILDING B LOWER FLOOR PLAN 6/10/22 Reviewed by SAFEbuilt 09/07/2022 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 SHEET S1. 4. TYPICAL FLOOR ASSEMBLY TO REMAIN IN PLACE 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 HEADERS NOT SPECIFICALLY NOTED TO BE (2) 2x10. NOTE: ALL HANGERS ARE TYP. UNLESS NOTED OTHERWISE ON THE PLANS. DN DN EXISTING FLOORING TO BE REMOVED OPEN TO ABOVE NEW MECHANICAL ROOF ABOVE EXISTING FLOOR SYSTEM TO REMAIN THIS AREA STUD PACK FROM ROOF NEW STAIRWAY 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 0'4'8'2'16' BUILDING B UPPER FLOOR PLAN 6/10/22 Reviewed by SAFEbuilt 09/07/2022 11 7 8"R F P I 4 0 @ 1 2 " o . c . EX I S T I N G 4 x 1 2 C O N T I N U O U S B E A M S EXISTING BEAMS TO REMAIN NEW BOLTED CONNECTION TO TIMBER POST BELOW, TYP SEE DETAIL EXISTING BEARING WALL TO REMAIN 2x12 LEDGER W/ (2) ROWS 3 8"x3 5 8" LEDGER LOKS 16" O.C. STAGGERED MIN (6) STUD PACK IN WALL STUD PACK AT BEARING POINT OF EACH BEAM ROOF FRAMING NOTES: 1. UPLIFT CONNECTIONS FOR ALL STICK FRAMED RAFTERS TO BE MADE WITH SIMPSON H2.5 A CLIP EA. RAFTER TO PLATE CONNECTION 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 SHEET S1. 5. REFER TO ARCHITECTURAL DRAWINGS FOR ALL DIMENSIONS AND SLOPES FOR ROOF FRAMING. 6. SHEATHING REQUIREMENTS FOR THICKNESS AND NAILING PATTERNS TO BE PER GENERAL NOTES ON SHEET S1. 7. ALL WOOD STRUCTURAL MEMBERS TO BE HEM-FIR #2 OR BETTER UNLESS OTHERWISE NOTED. 8. EXTERIOR LUMBER TO BE EXTERIOR GRADE (PRESSURE TREATED) OR PROTECTED FROM ELEMENTS PER 2015 IBC REQUIREMENTS. 9. ALL OUT-LOOKERS TO BE FRAMED WITH 2x6 MEMBERS AND CONNECTED WITH SIMPSON H2.5 CLIPS @ EXTERIOR BEARING POINTS. HANGER SCHEDULE: 11 7 8" RFPI40 I-JOISTS: SIMPSON MIU2.37/11 (2)9 1 2" LVL: SIMPSON HGUS410 2X10 JOISTS: SIMPSON LUS210 6 3 4"x21" GLULAM: SIMPSON HGU7.00-SDS (6)3 4" DIAM. A325 BOLTS 1 4" STEEL PLATE EA. SIDE EXISTING ROOF FRAMING SIMPSON HGUM5.50-SDS HANGER VERIFY CMU WALL IS GROUTED GROUT CELLS AT NEW BEAM CONNECTION IF NOT P.E TRUSSES @ 24" O.C. NEW 6 3 4"x 21" 24F-V4 DROPPED GLULAM BEAM 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 0'4'8'2'16' BUILDING B ROOF PLAN 6/10/22 SCALE: NTS ROOF CONNECTION DETAIL FRONT VIEW Reviewed by SAFEbuilt 09/07/2022 WALL TYPE TYPE 1 (SHEAR WALL)- 2x4 @ 16" O.C. SHEATHING: EXTERIOR- 1 2" STRUCTURAL PANEL, BLOCKED NAIL W/8D COMMON NAILS 6" O.C. EDGE, 12" O.C. FIELD INTERIOR- 1 2" (MIN) GYPSUM BOARD, UNBLOCKED NAIL W/TYPE W COARSE DRYWALL SCREWS, 6" O.C. EDGE, 12" O.C. FIELD SIMPSON MSTC78 STRAP TIE OVER FLOOR SYSTEM- (64) 16D SINKERS NOTE: REFER TO ARCHITECTURAL DRAWINGS FOR ALL NON-STRUCTURAL WALL ASSEMBLY REQUIREMENTS. 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 0'4'8'2'16' BUILDING B WALL PLAN 6/10/22 Reviewed by SAFEbuilt 09/07/2022