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HomeMy WebLinkAboutB18-0096_Structural Approved Plans_1537562907.pdfSYMBOLS KEY GRID SWx X DIRECTION OF DECK SPAN GRID DESIGNATION REVISION SHEAR WALL SHORING STEP IN FLOOR ELEVATION CMU (CONCRETE MASONRY UNIT) BRICK CIP CONCRETE PRECAST CONCRETE EXISTING CONCRETE EARTH WOOD BEARING WALL WOOD SHEAR WALL XX:12 ROOF SLOPE SLOPE DIRECTION OF SLOPE (DOWN) DN UP STAIR OR RAMP DIRECTION FX.X ISOLATED SPREAD FOOTING MARK FXX SPREAD FOOTING MARK STEP STEP IN BOTTOM OF WALL/GRADE BEAM COLUMN BELOW COLUMN OR OTHER ELEMENT BELOW SEE SCHEDULES & NOTES Cx = COLUMN BPx = BASE PLATE COLUMN CONTINUOUS FROM LEVEL BELOW "X" NUMBER OF KING STUDS BELOW "Y" NUMBER OF TRIMMER STUDS BELOW "WP" = WOOD POST "X" = NUMBER OF STUDS AND "Y" = NOMINAL STUD DIMENSION HOLDOWNBUILDING COLUMN DESIGNATIONS"LVL" = LAMINATED VENEER LUMBER "X" = NUMBER OF PLY'S "Y" = WIDTH OF LVL WOOD HEADER WOOD JOIST OR BEAM SUPPORTED BY METAL HANGER WOOD JOIST CONTINUOUS OVER INTERMEDIATE SUPPORT WOOD JOIST BEARING ON TOP OF SUPPORT XXX'-X TOP OF CONCRETE OR MASONRY ELEVATION STEP TOP OF WALL BL XXX'-X BRICK LEDGE ELEVATION (XXX'-X) TOP OF FOOTING ELEVATION TOP OF FLOOR ELEVATIONXXX'-X INDICATES STRUCTURAL ELEVATIONX SX ABBREVIATIONS KEY @ ON CENTER SPACING DWG DRAWING LGS LIGHT GAGE STEEL REINF REINFORCE, -ED, -ING(E) EXISTING DWL DOWEL LL LIVE LOAD REQ REQUIRED(N) NEW EA EACH LLH LONG LEG HORIZONTAL REQMT REQUIREMENT(R) REMOVE ECC ECCENTRIC LLV LONG LEG VERTICAL RET RETAININGAB ANCHOR ROD (BOLT) E-E END TO END LOC LOCATION RM ROOMADDL ADDITIONAL EF EACH FACE LP LOW POINT RMO ROUGH MASONRY OPENINGADJ ADJUSTABLE EJ EXPANSION JOINT LSL LAMINATED STRAND LUMBER (GENERIC TERM) RO ROUGH OPENINGAESS ARCHITECTURALLY EXPOSED STRUCTURAL STEEL EL ELEVATION LT LIGHT SC SLIP-CRITICALAFF ABOVE FINISHED FLOOR ELEC ELECTRIC, ELECTRICAL LVL LAMINATED VENEER LUMBER (GENERIC TERM) SCH SCHEDULEALT ALTERNATE EMBED EMBEDMENT MACH MACHINE SDST SELF-DRILLING/ SELF-TAPPINGAMT AMOUNT ENGR EOR ENGINEER ENGINEER OF RECORD MASY MASONRY SECT SECTIONANCH ANCHOR, ANCHORAGE EQ EQUAL MATL MATERIAL SF SQUARE FEET, SUB-FLOORAPPROX APPROXIMATE EQUIP EQUIPMENT MAX MAXIMUM SHT SHEETARCH ARCHITECT, -URAL EQUIV EQUIVALENT MB MACHINE BOLT SHTG SHEATHINGATR ALL THREAD ROD ES EACH SIDE MECH MECHANICAL SIM SIMILARAVG AVERAGE EST ESTIMATE MEZZ MEZZANINE SLH SHORT LEG HORIZONTALBC BOTTOM OF CONCRETE E-W EAST TO WEST MFR MANUFACTURE, -ER, -ED SLV SHORT LEG VERTICALBL BRICK LEDGE EXC EXCAVATE MIN MINIMUM SOG SLAB ON GRADEBLK BLOCK EXP EXPANSION ML MICROLLAM (TRUS-JOIST BRAND LVL), MASONRY LINTEL SP SPACES, SPACEDBLKG BLOCKING EXT EXTERIOR MO MASONRY OPENING SPEC SPECIFICATIONSBM BEAM FD FLOOR DRAIN MTL METAL SQ SQUAREBOT BOTTOM FDN FOUNDATION NF NEAR FACE ST SNUG-TIGHT BRG BEARING FF FINISHED FLOOR, FAR FACE NIC NOT IN CONTRACT STD STANDARD BW BOTTOM OF WALL F-F FACE TO FACE NS NEAR SIDE STIFF STIFFENER CB COUNTERBORE FIG FIGURE N-S NORTH TO SOUTH STL STEEL CF CUBIC FOOT FL FLUSH NTS NOT TO SCALE STRUCT STRUCTURE, -ALCG CENTER OF GRAVITY FLG FLANGE OCJ OSHA COLUMN JOIST SUPT SUPPORTCIP CAST-IN-PLACE FLR FLOOR OD OUTSIDE DIAMETER SY SQUARE YARDCJ CONSTRUCTION JOINT, CONTROL JOINT FO FACE OF OH OPPOSITE HAND SYM SYMMETRICALCJP COMPLETE JOINT PENETRATION FP FULL PENETRATION OPNG OPENING T&B TOP AND BOTTOMCL CENTER LINE FS FOOTING STEP, FAR SIDE OPP OPPOSITE T&G TONGUE AND GROOVECLG CEILING FTG FOOTING OSB ORIENTED STRAND BOARD TB TOP OF BEAMCLR CLEAR GA GAGE, GAUGE PAF POWDER ACTUATED FASTENER TC TOP OF CONCRETECMCONSTRUCTION MANAGER, -MENT GALV GALVANIZED PC PRECAST TCA TORQUE-CONTROLLED ANCHORCMU CONCRETE MASONRY UNIT GC GENERAL CONTRACTOR PCF POUNDS PER CUBIC FOOT TD TOP OF DECKCOL COLUMN GEN GENERAL PE PRE-ENGINEERED THD THREADCOM COMMON GL GLUED LAMINATED, GLULAM PEN PENETRATION THK THICK, -NESSCOMB COMBINATION GND GROUND PERP PERPENDICULAR TJ TOP OF JOISTCONC CONCRETE GR GRADE PJP PARTIAL JOINT PENETRATION TL TOTAL LOADCONN CONNECTION GT GIRDER TRUSS PL PLATE TPG TOPPINGCONT CONTINUOUS, CONTINUE GYP BD GYPSUM BOARD PLF POUND PER LINEAR FOOT TRANS TRANSVERSECOORD COORDINATE, COORDINATION HAS HEADED ANCHOR STUD PNL PANEL TW TOP OF WALLCS COUNTERSINK HDG HOT-DIP GALVANIZED PP PANEL POINT TYP TYPICALCTR CENTER HDR HEADER PS PRESTRESSED ULT ULTIMATECY CUBIC YARD HORIZ HORIZONTAL PSF POUNDS PER SQUARE FOOT UNO UNLESS NOTED OTHERWISEDAB DEFORMED ANCHOR BAR HP HIGH POINT PSI POUNDS PER SQUARE INCH VERT VERTICALDET DETAIL HT HEIGHT PSL PARALLEL STRAND LUMBER (GENERIC TERM) VIF VERIFY IN FIELDDEV DEVELOP ID INSIDE DIAMETER PT POST TENSIONED, PRESSURE TREATED WP WORK POINTDIAG DIAGONAL INT INTERIOR, INTERMEDIATE PTN PARTITION WT WEIGHTDIM DIMENSION IT INVERTED TEE PWD PLYWOOD WWF WELDED WIRE FABRICDL DEAD LOAD JB JOIST BEARING QTY QUANTITY XS EXTRA STRONGDN DOWN JST JOIST R RADIUS XSECT CROSS SECTIONDP DRILLED PIER JT JOINT RE REFERENCE, REFER TO XXS DOUBLE EXTRA STRONGDT DOUBLE TEE K KIP (1,000 LBS) RECT RECTANGLE SSR SHEAR STUD RAIL CSF COLD FORMED STEEL IF INSIDE FACE OS OUTSIDE FACE B CO NT Cx xX K Y T H D xWPXY L VL XY COLUMN ABOVE A [XXX'-X)] TOP OF BEAM ELEVATION FULLY WELDED MOMENT CONNECTION LOCATION OF BEND IN BENT BEAM <X> NUMBER OF HEADED ANCHOR STUDSBRACED/FRAME BAY SYMBOLSINDICATES BRACED BAY ELEVATION INDICATES CONFIGURATION OF INVERTED CHEVRON-TYPE BRACED BAY WITH HSS DIAGONAL BRACES INDICATES CONFIGURATION OF SINGLE DIAGONAL BRACED BAY WITH HSS DIAGONAL BRACE INDICATES RIGID (MOMENT) FRAME ELEVATION W/ FULL PENETRATION WELDED BEAM FLANGE TO COLUMN CONNECTIONS INDICATES BRACED BAY OR FRAMED BAY COLUMN BASE X SX B INDICATES BRACED BAY MARK RF INDICATES RIGID (MOMENT) FRAME WITH FULL PENETRATION WELDED BEAM FLANGE TO COLUMN CONNECTIONS X SX © This document and the ideas and designs incorporated herein, as an instrument of professional service, is the property of GPSL Architects, P.C., and is not to be used, in whole or in part, for any other project without the written authorization of Henry R. Pratt . 935 S. Frontage Road West Vail, Colorado 81657 tel: 970.476.1147 gpslarchitects.com DATE: PERMIT RESUBMIT 24 JULY 2018 JVA #18931 S001 COVER SHEETSOLAR VAIL501 NORTH FRONTAGE ROADWESTLOT 8B, BLK 2, VAIL POTATO PATCHVAIL, COLORADOSTRUCTURAL DRAWING LIST SHEET NO SHEET TITLE S001 COVER SHEET S002 GENERAL NOTES S003 GENERAL NOTES & LOADING DIAGRAMS S004 LOADING DIAGRAMS S201 FOUNDATION & PARKING LEVEL PLAN S202 LEVEL 1 FLOOR FRAMING PLAN S202E LEVEL 1 EMBED PLAN S203 LEVEL 2 FRAMING PLAN S204 LEVEL 3 FRAMING PLAN S205 LEVEL 4 FRAMING PLAN S206 ROOF FRAMING PLAN S211 LEVEL 1 SHEAR WALL PLAN S212 LEVEL 2 SHEAR WALL PLAN S213 LEVEL 3 SHEAR WALL PLAN S214 LEVEL 4 SHEAR WALL PLAN S221 LEVEL 1 CORRIDOR BEARING WALL PLAN S222 LEVEL 2 CORRIDOR BEARING WALL PLAN S223 LEVEL 3 CORRIDOR BEARING WALL PLAN S224 LEVEL 4 CORRIDOR BEARING WALL PLAN S301 FULL HEIGHT SECTIONS S302 FULL HEIGHT SECTIONS S303 FULL HEIGHT SECTIONS S304 FULL HEIGHT SECTIONS S305 FULL HEIGHT SECTIONS S306 FULL HEIGHT SECTIONS S307 FULL HEIGHT SECTIONS S401 ENLARGED PLANS & ELEVATIONS S402 STAIR CORE ELEVATIONS S403 ELEVATOR CORE ELEVATIONS S404 STAIR CORE ELEVATIONS S501 SCHEDULES S502 SCHEDULES & TYPICAL DETAILS S503 SCHEDULES & TYPICAL DETAILS S504 TYPICAL DETAILS S505 TYPICAL DETAILS S506 TYPICAL DETAILS S507 TYPICAL DETAILS S508 RIGID FRAME DETAILS S511 FOUNDATION DETAILS S512 FOUNDATION DETAILS S521 COMPOSITE FLOOR FRAMING SECTIONS S522 COMPOSITE FLOOR FRAMING SECTIONS S523 COMPOSITE FLOOR FRAMING SECTIONS S531 WOOD FLOOR FRAMING SECTIONS S541 WOOD ROOF FRAMING SECTIONS S542 WOOD ROOF FRAMING SECTIONS 09/21/18 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 SHALL CONFORM TO ASTM A992, 50 KSI YIELD. 3. ROLLED STEEL FLOOR PLATES SHALL CONFORM TO ASTM A786, COMMERCIAL GRADE. 4. OTHER ROLLED SHAPES, INCLUDING PLATES, CHANNELS, WTS, AND ANGLES SHALL CONFORM TO ASTM A36, 36 KSI YIELD. 5. HOLLOW STRUCTURAL SECTION (HSS) RECTANGULAR SHAPES SHALL CONFORM TO ASTM A500, GRADE C, 50 KSI YIELD. 6. HSS ROUND SHAPES SHALL CONFORM TO ASTM A500, GRADE C, 46 KSI YIELD. 7. PIPE SHAPES SHALL CONFORM TO ASTM A53, GRADE B, 35 KSI YIELD. 8. EXCEPT AS NOTED, FRAMED BEAM CONNECTIONS SHALL BE BEARING-TYPE WITH 3/4" DIAMETER, SNUG TIGHT, ASTM A325 BOLTS, DETAILED IN CONFORMANCE WITH THE STRUCTURAL DRAWINGS AND THE "STEEL CONSTRUCTION MANUAL" BY THE AISC. INSTALL BOLTS IN ACCORDANCE WITH AISC'S "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS". 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, 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 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: 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. 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. REINFORCED CONCRETE: 1. DESIGN IS BASED ON ACI 318 "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE." 2. CONCRETE WORK SHALL CONFORM TO ACI 301 "STANDARD SPECIFICATIONS FOR STRUCTURAL CONCRETE." 3. STRUCTURAL CONCRETE SHALL HAVE THE FOLLOWING PROPERTIES: 4. DETAILING, FABRICATION, AND PLACEMENT OF REINFORCING STEEL SHALL BE IN ACCORDANCE WITH ACI 315 "DETAILS AND DETAILING OF CONCRETE REINFORCEMENT." 5. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185. 6. REINFORCING BARS SHALL CONFORM TO ASTM A615, GRADE 60, EXCEPT TIES OR BARS SHOWN TO BE FIELD- BENT, WHICH SHALL BE GRADE 40. 7. EPOXY COATED REINFORCING BARS SHALL CONFORM TO ASTM A775 (STRAIGHT BARS) AND ASTM A934 (PRE- FABRICATED BARS). 8. ZINC COATED (GALVANIZED) REINFORCING BARS SHALL CONFORM TO ASTM A767. 9. BARS TO BE WELDED SHALL CONFORM TO ASTM A706. 10. UNLESS NOTED OTHERWISE ON THE STRUCTURAL DRAWINGS, LAP BARS 50 DIAMETERS (MINIMUM). 11. AT CORNERS AND INTERSECTIONS, MAKE HORIZONTAL BARS CONTINUOUS OR PROVIDE MATCHING CORNER BARS FOR EACH LAYER OF REINFORCEMENT. 12. TRIM OPENINGS IN WALLS AND SLABS WITH (2)-#5 FOR EACH LAYER OF REINFORCEMENT, FULLY DEVELOPED BY EXTENSION OR HOOK. 13. IN CONTINUOUS MEMBERS, SPLICE TOP BARS AT MID-SPAN AND SPLICE BOTTOM BARS OVER SUPPORTS. 14. FORM INTERMITTENT SHEAR KEYS AT ALL CONSTRUCTION JOINTS AND AS SHOWN ON THE STRUCTURAL DRAWINGS. 15. EXCEPT AS NOTED ON THE DRAWINGS, CONCRETE PROTECTION FOR REINFORCEMENT IN CAST-IN-PLACE CONCRETE SHALL BE AS FOLLOWS: A. CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH:3" 1. EXPOSED TO EARTH OR WEATHER: a. #6 THROUGH #18 BARS 2" b. #5 BAR, W31 OR D31 WIRE, AND SMALLER 1-1/2" B. NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND: 1. SLABS, WALLS, JOISTS: #11 BARS AND SMALLER 3/4" 2. BEAMS AND COLUMNS: a. PRIMARY REINFORCEMENT 1-1/2" b. STIRRUPS, TIES, SPIRALS 1-1/2" 16. FIBER ADMIXTURE SHALL BE 100% VIRGIN POLYPROPYLENE, FIBRILLATED FIBERS, TYPE III 4.1.3, PERFORMANCE LEVEL ONE, PER ASTM C1116. 17. ANCHOR BOLTS AND RODS FOR BEAM AND COLUMN-BEARING PLATES SHALL BE PLACED WITH SETTING TEMPLATES. DESIGN LOADS: 1. DESIGN LOADS: 2015 INTERNATIONAL BUILDING CODE WITH TOWN OF VAIL AMENDMENTS, ASCE 7-10 2. RISK CATEGORY: II STANDARD 3. ROOFS: A. ROOF DEAD LOAD 25 PSF B. ROOF LIVE LOAD 20 PSF, 300 LBS C. GROUND SNOW LOAD, Pg 142 PSF D. FLAT-ROOF SNOW LOAD, Pf 100 PSF E. SNOW EXPOSURE FACTOR, Ce 1.0 F. SNOW IMPORTANCE FACTOR, Is 1.0 G. THERMAL FACTOR, Ct 1.0 4. FLOOR LIVE LOADS: 5. WIND: A. ULTIMATE DESIGN WIND SPEED, VULT, (3-SECOND GUST)115 MPH B. NOMINAL DESIGN WIND SPEED, VASD, (3-SECOND GUST) 90 MPH C. INTERNAL PRESSURE COEFFICIENT 0.18 (ENCLOSED) D. WIND EXPOSURE C E. AIR DENSITY COEFFICIENT 0.78 F. COMPONENTS AND CLADDING ULTIMATE DESIGN WIND PRESSURES 1. WALLS: a. WITHIN 11 FEET OF CORNERS +31 PSF -42 PSF b. AWAY FROM CORNERS +31 PSF -34 PSF 2. PARAPETS: a. WITHIN 11 FEET OF CORNERS +86 PSF -51 PSF b. AWAY FROM CORNERS +64 PSF -44 PSF 3. ROOFS: a. WITHIN 11 FEET OF CORNERS +16 PSF -86 PSF b. WITHIN 11 FEET OF EDGES +16 PSF -57 PSF c. AWAY FROM EDGES +16 PSF -34 PSF 4. OVERHANGS: a. WITHIN 11 FEET OF CORNERS +16 PSF -87 PSF b. AWAY FROM CORNERS +16 PSF -54 PSF 5. PRESSURES MAY BE REDUCED FOR EFFECTIVE WIND AREAS LARGER THAN 10 SQUARE FEET, BUT NOT BELOW 16 PSF. 6. ASD (ALLOWABLE) WIND PRESSURES MAY BE DETERMINED BY MULTIPLYING THE ULTIMATE COMPONENTS AND CLADDING VALUES BY 0.6. 6. SEISMIC: A. SPECTRAL RESPONSE ACCELERATION PARAMETERS 1. SHORT PERIOD a. SS 0.256g b. SDS 0.273g 2. ONE SECOND a. S1 0.073g b. SD1 0.116g B. SOILS SITE CLASS D C. SEISMIC IMPORTANCE FACTOR 1.0 D. SEISMIC DESIGN CATEGORY B E. BASIC SEISMIC-FORCE-RESISTING SYSTEM(S) • WOOD SHEAR WALLS • STEEL SYSTEMS NOT SPECIFICALLY DETAILED FOR SEISMIC RESISTANCE F. DESIGN BASE SHEAR(S)250 KIPS G. SEISMIC RESPONSE COEFFICIENT(S), CS 0.061 H. RESPONSE MODIFICATION COEFFICIENT(S), R 3.0 I. ANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE FOUNDATION DESIGN: 1. REFER TO SOILS REPORT NO. 18-7-133 BY H-P KUMAR, DATED FEBRUARY 27, 2018. 2. GEOTECHNICAL ENGINEER SHALL VERIFY SOIL CONDITIONS AND TYPES DURING EXCAVATION AND PRIOR TO PLACEMENT OF FORMWORK OR CONCRETE. 3. MINIMUM FROST DEPTH SHALL BE 4'-0 BELOW EXTERIOR GRADE. FOOTINGS: 1. DESIGN OF FOOTINGS IS BASED ON A. MAXIMUM ALLOWABLE BEARING PRESSURE 5,000 PSF B. MINIMUM DEAD LOAD PRESSURE NA 2. BEAR ON THE NATURAL UNDISTURBED SOIL OR COMPACTED STRUCTURAL FILL. EXTERIOR FOOTINGS SHALL BEAR BELOW FROST DEPTH. EARTH RETAINING STRUCTURES: 1. EARTH EQUIVALENT FLUID LATERAL PRESSURE: A. WALLS RESTRAINED AT TOP (AT REST)50 PCF B. CANTILEVERED WALLS (ACTIVE)50 PCF C. PASSIVE RESISTING 250 PCF 2. COEFFICIENT OF SLIDING FRICTION 0.31 STEEL DECKING: 1. STEEL ROOF, NON-COMPOSITE FLOOR (OR FORM), AND COMPOSITE FLOOR DECK SHALL BE MANUFACTURED AND ERECTED IN ACCORDANCE WITH THE STANDARD DECK SPECIFICATIONS AND THE "MANUAL OF CONSTRUCTION WITH STEEL DECK" AS PREPARED BY THE STEEL DECK INSTITUTE (SDI). 2. ROOF DECK SHALL BE CONNECTED TO SUPPORTING MEMBERS AND INTERCONNECTED AS NOTED ON THE STRUCTURAL DRAWINGS. 3. NON-COMPOSITE AND COMPOSITE FLOOR DECK SHALL BE CONNECTED TO SUPPORTING MEMBERS AND INTERCONNECTED AS REQUIRED TO SATISFY SDI MINIMUM REQUIREMENTS EXCEPT AS NOTED ON THE STRUCTURAL DRAWINGS. 4. WELDING PATTERNS, SCREW PATTERNS, AND DETAILS SHALL BE INDICATED ON THE DECK SUPPLIER'S SHOP DRAWINGS. CORROSION CONTROL: 1. ALL STEEL MEMBERS EXPOSED TO WEATHER SHALL BE HOT DIPPED GALVANIZED PER ASTM A123. 2. FASTENERS AND HARDWARE SHALL BE HOT DIPPED GALVANIZED PER ASTM A153 OR ASTM B695 CLASS 50 (A490 BOLTS SHALL NOT BE HOT DIPPED GALVANIZED). STAINLESS STEEL FASTENERS AND HARDWARE MAY ALSO BE USED. 3. ALL FIELD CUT OR DAMAGED SURFACES, FIELD WELDED AREAS AND AUTHORIZED NON-GALVANIZED MEMBERS AS INDICATED ON THE STRUCTURAL DRAWINGS SHALL BE REPAIRED WITH (2) COATS OF A 95% ZINC RICH PAINT PER ASTM A780 (ZRC PREFERRED). STRUCTURAL WOOD FRAMING: 1. IN-GRADE BASE VALUES HAVE BEEN USED FOR DESIGN. 2. DIMENSIONAL LUMBER FRAMING SHALL BE S4S DOUG FIR NO. 2 AND BETTER UNO. 3. SOLID TIMBER BEAMS AND POSTS SHALL BE DOUGLAS FIR-LARCH NO. 1 AND BETTER UNO. 4. STUDS SHALL BE DOUG FIR STUD GRADE AND BETTER UNO. 5. TOP AND BOTTOM PLATES SHALL BE DOUGLAS FIR-LARCH NO. 2 AND BETTER UNO. 6. ALL LUMBER SHALL BE 19% MAXIMUM MOISTURE CONTENT AT THE TIME OF INSTALLATION UNO. 7. ALL WOOD EXPOSED TO WEATHER OR IN CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESSURE TREATED DOUGLAS FIR-LARCH OR SOUTHERN YELLOW PINE. PRESERVATIVE-TREATED WOOD SHALL BE TREATED IN ACCORDANCE WITH AWPA STANDARDS U1 AND M4. TREATMENTS SHALL HAVE NO AMMONIA ADDED AND SHALL BE THE FOLLOWING USE CATEGORY: A. UC2 AT INTERIOR B. UC3B AT EXTERIOR WITH NO GROUND CONTACT C. UC4B AT EXTERIOR WITH GROUND CONTACT 8. FASTENERS FOR USE WITH TREATED WOOD SHALL BE CORROSION RESISTANT IN ACCORDANCE WITH SECTION 2304.9.5 (2304.10.5 IN 2015 IBC) OF THE IBC. 9. ALL CONNECTORS USED WITH PRESSURE-TREATED MATERIAL SHALL BE STAINLESS STEEL ASTM 304 OR 316, OR HAVE A SIMPSON Z-MAX (G185) OR HDG COATING. STANDARD COATING (G90) IS ACCEPTABLE AT INTERIOR CONDITIONS WITH NON PRESSURE-TREATED LUMBER ONLY. CONNECTORS ARE TO BE IN ACCORDANCE WITH ASTM A653 OR ASTM 123. 10. ALL IRON AND STEEL PRODUCTS ATTACHED TO TREATED LUMBER SHALL BE HOT-DIPPED GALVANIZED IN ACCORDANCE WITH ASTM A123 OR SHALL BE TYPE 304 OR 316 STAINLESS STEEL. 11. STRUCTURAL MEMBERS SHALL NOT BE CUT FOR PIPES, ETC. UNLESS SPECIFICALLY NOTED OR DETAILED ON THE STRUCTURAL DRAWINGS. 12. ALL BOLTS SHALL BE RETIGHTENED PRIOR TO CLOSING IN OF WALLS, FLOORS, AND ROOFS. 13. ALL BOLTS BEARING ON WOOD SHALL HAVE STANDARD CUT WASHERS UNDER HEAD AND/OR NUT, UNO. 14. METAL FRAMING ANCHORS SHOWN OR REQUIRED, SHALL BE SIMPSON STRONG-TIE OR EQUAL CODE APPROVED CONNECTORS AND INSTALLED WITH ALL HOLES FILLED (ROUND AND TRIANGULAR) WITH THE MAXIMUM SIZE NAIL RECOMMENDED BY THE MANUFACTURER TO DEVELOP THE MAXIMUM RATED CAPACITY. 15. CONNECTOR BOLTS AND LAG SCREWS SHALL CONFORM TO ANSI/ASME B18.2.1 AND ASTM SAE J429 GRADE 1. 16. NAILS AND SPIKES SHALL CONFORM TO ASTM F1667. 17. WOOD SCREWS SHALL CONFORM TO ANSI/ASME B18.6.1. 18. LEAD HOLES FOR LAG SCREWS SHALL BE 40%-70% OF THE SHANK DIAMETER AT THE THREADED SECTION AND EQUAL TO THE SHANK DIAMETER AT THE UNTHREADED SECTION. 19. CONVENTIONAL LIGHT FRAMING SHALL COMPLY WITH IBC SECTION 2308. 20. COLUMNS / MULTIPLE STUDS IN BEARING WALLS SUPPORTING ALL BEAMS AND HEADERS SHALL OCCUR CONTINUOUSLY THROUGH EACH FLOOR LEVEL DOWN TO THE FOUNDATION OR ANOTHER SUPPORT BEAM. SOLID SQUASH BLOCKING EQUIVALENT IN AREA TO THE COLUMN/MULTIPLE STUDS ABOVE SHALL BE PROVIDED WITHIN THE JOIST SPACE BENEATH THE COLUMN/MULTIPLE STUDS. 21. ALL BEAMS AND TRUSSES SHALL BE BRACED AGAINST ROTATION AT POINTS OF BEARING. 22. 2X BLOCKING SHALL BE PLACED BETWEEN JOISTS OR RAFTERS AT ALL SUPPORTS, UNO. 23. CROSS-BRIDGING OR SOLID BLOCKING SHALL BE PROVIDED AT 8'-0" MAX. FOR ALL JOISTS AND RAFTERS MORE THAN 10" IN DEPTH, 2X3 OR APPROVED METAL TYPE BRIDGING MAY BE USED. 24. PROVIDE A MINIMUM OF (3) STUDS AT EACH CORNER, UNO. 25. ALL JOISTS AND BEAMS (EXCLUDING I-JOISTS) SHALL BE SEAT-CUT FOR FULL UNIFORM BEARING AT SUPPORTS, SEATS, CAPS, ETC. 26. VENTING IS REQUIRED IN ALL ENCLOSED ROOF AND CRAWL SPACE FRAMING CAVITIES, SEE ARCHITECTURAL DRAWINGS. 27. EXCEPT AS NOTED OTHERWISE, MINIMUM NAILING SHALL BE PROVIDED AS SPECIFIED IN TABLE 2304.9.1 "FASTENING SCHEDULE" (2304.10.1 IN 2015 IBC) OF THE IBC. 28. ALL MULTIPLE MEMBER BEAMS SHALL BE NAILED TOGETHER WITH MAX NUMBER OF 10D NAILS VERTICALLY @ 3" AND HORIZONTALLY @ 12" PER PLY. 29. TONGUE AND GROOVE DECKING SHALL BE INSTALLED IN ACCORDANCE WITH THE "STANDARD FOR TONGUE AND GROOVE HEAVY TIMBER ROOF DECKING", AITC 112. WHERE DECKING MUST BE NAILED FROM THE BOTTOM SIDE, USE (2) 16D GALVANIZED FINISH NAILS AT EACH SUPPORT, COUNTERSUNK AND FILLED. 30. ALL ROOF RAFTERS, JOISTS, TRUSSES, AND BEAMS SHALL BE ANCHORED TO SUPPORTS WITH H2.5A METAL FRAMING ANCHORS UNO. PROVIDE (2) WITHIN 4'-0" OF ALL CORNERS. WOOD SHEATHING: 1. PLYWOOD AND ORIENTED STRAND BOARD (OSB) FLOOR AND ROOF SHEATHING SHALL BE APA RATED WITH STAMP INCLUDING APA TRADEMARK AND PANEL SPAN RATING. A. MINIMUM FLOOR SHEATHING: 23/32" APA STURD-I-FLOOR RATED 24 INCH O.C. TONGUE & GROOVE, GLUED AND NAILED. B. MINIMUM FLAT ROOF SHEATHING: 1 1/8" OSB OR CDX PLYWOOD, APA 48, NAILED. C. MINIMUM SLOPED ROOF SHEATHING: 23/32" OSB OR CDX PLYWOOD, APA 48/24, NAILED. D. MINIMUM WALL SHEATHING: 7/16" OSB OR CDX PLYWOOD, APA 24/16, BLOCKED AND NAILED. 2. NAIL WALL SHEATHING WITH MINIMUM 8D COMMON OR 10D BOX AT 6" AT PANEL EDGES, AND 12" AT INTERMEDIATE FRAMING EXCEPT AS NOTED. BLOCK AND NAIL ALL EDGES BETWEEN STUDS. 3. MINIMUM (3) 8D NAILS PER STUD. NAIL ALL PLATES USING EDGE NAIL SPACING INDICATED. 4. SHEATHE ALL EXTERIOR WALLS. SHEATHE INTERIOR WALLS AS DESIGNATED ON THE DRAWINGS. 5. SHEATHING SHALL BE CONTINUOUS FROM BOTTOM PLATE TO TOP PLATE. CUT IN "L" AND "T" SHAPES AROUND OPENINGS. LAP SHEATHING OVER SINGLE 2X PLATE MEMBER AT RIM JOIST. AT RIM JOIST PROVIDE A MINIMUM OF 3" BETWEEN SHEATHING EDGE AND TOP/BOTTOM EDGE OF RIM. 6. MINIMUM HEIGHT OF SHEATHING PANELS SHALL BE 16" TO ENSURE THAT PLATES ARE TIED TO STUDS. 7. ALL SHEATHING SHEETS SHALL HAVE 1/8" GAP AT ALL EDGES AND JOINTS. 8. FULLY NAIL FLOOR SHEATHING IMMEDIATELY AFTER GLUING (DO NOT SPOT NAIL). 9. PROVIDE (1) PANEL SHEATHING CLIP AT ALL UNSUPPORTED ROOF SHEATHING PANEL EDGES. WHERE SPANS ARE GREATER THAN 32" PROVIDE (2) CLIPS. POST-INSTALLED ANCHORS 1. ALL CAST IN PLACE ANCHORS DESIGNED IN ACCORDANCE WITH ACI 318. 2. POST-INSTALLED ANCHORS SHALL ONLY BE USED WHERE SPECIFIED ON THE CONSTRUCTION DOCUMENTS. THE CONTRACTOR SHALL OBTAIN APPROVAL FROM THE ENGINEER-OF-RECORD PRIOR TO INSTALLING POST- INSTALLED ANCHORS IN PLACE OF MISSING OR MISPLACED CAST-IN-PLACE ANCHORS. 3. CARE SHALL BE TAKEN IN PLACING POST-INSTALLED ANCHORS TO AVOID CONFLICTS WITH EXISTING REBAR. EXISTING REINFORCING BARS SHALL NOT BE CUT UNLESS APPROVED BY THE EOR. 4. ALL ANCHORS MUST BE INSTALLED IN STRICT ACCORDANCE WITH THE MANUFACTURER’S PRINTED INSTALLATION INFORMATION (MPII) IN CONJUNCTION WITH EDGE DISTANCE, SPACING, AND EMBEDMENT DEPTH AS INDICATED ON THE DRAWINGS. HOLES SHALL BE DRILLED AND CLEANED IN ACCORDANCE WITH THE MPII. 5. SUBSTITUTION REQUESTS, FOR PRODUCTS OTHER THAN THOSE SPECIFIED, SHALL BE SUBMITTED BY THE CONTRACTOR TO THE ENGINEER-OF-RECORD ALONG WITH CALCULATIONS THAT ARE PREPARED & SEALED BY A REGISTERED PROFESSIONAL ENGINEER; REGISTRATION MUST BE IN THE STATE IN WHICH THE PROJECT IS LOCATED. THE CALCULATIONS SHALL DEMONSTRATE THAT THE SUBSTITUTED PRODUCT IS CAPABLE OF ACHIEVING EQUIVALENT PERFORMANCE VALUES (MINIMUM) OF THE SPECIFIED PRODUCT USING THE APPROPRIATE DESIGN PROCEDURE AND/OR STANDARD(S) AS REQUIRED BY THE AUTHORITY HAVING JURISDICTION. 6. THE CONTRACTOR SHALL ARRANGE FOR A MANUFACTURER’S FIELD REPRESENTATIVE TO PROVIDE INSTALLATION TRAINING FOR ALL PRODUCTS TO BE USED, PRIOR TO THE ANCHOR INSTALLATION. A RECORD OF TRAINING SHALL BE KEPT ON SITE AND MADE AVAILABLE TO THE EOR/ SPECIAL INSPECTOR AS REQUESTED. 7. ADHESIVE ANCHORS INSTALLED IN HORIZONTAL TO VERTICALLY OVERHEAD ORIENTATION THAT SUPPORT SUSTAINED TENSION LOADS SHALL BE DONE BY A CERTIFIED ANCHOR INSTALLER (AAI) AS CERTIFIED THROUGH ACI/CRSI (ACI 318-11 D 9.2.2, ACI 318-14 17.8.2.2). PROOF OF CURRENT CERTIFICATION SHALL BE SUBMITTED TO THE EOR FOR APPROVAL PRIOR TO COMMENCEMENT OF INSTALLATION. 8. ADHESIVE ANCHORS MUST BE INSTALLED IN CONCRETE AGED A MINIMUM OF 21 DAYS (ACI 318-11 D 2.2, ACI 318- 14 17.1.2) 9. ALL POST INSTALLED ANCHORS SHALL BE INSTALLED IN DRY HOLES THAT HAVE BEEN DRILLED, CLEANED, AND PREPARED IN STRICT ACCORDANCE WITH THE MANUFACTURER’S PRINTED INSTALLATION INFORMATION AND THE RESPECTIVE ICC-ES EVALUATION REPORTS. 10. PROVIDE SPECIAL INSPECTION FOR ALL MECHANICAL AND ADHESIVE ANCHORS PER THE APPLICABLE BUILDING CODE AND PER THE CURRENT ICC-ES REPORT (IBC 2012/2015 TABLE 1705.3 NOTE B). STRUCTURAL GENERAL NOTES ENGINEERED LUMBER: 1. STRUCTURAL CAPACITIES OF STRUCTURAL COMPOSITE LUMBER SHALL BE IN CONFORMANCE WITH SECTION 2303.1.9 (2303.1.10 OF THE 2015 IBC) OF THE IBC. 2. MANUFACTURER OF STRUCTURAL COMPOSITE LUMBER PRODUCTS SHALL HAVE PROPER CODE EVALUATION REPORTS FOR ALL PRODUCTS AND SHALL BE APPROVED BY THE STRUCTURAL ENGINEER. 3. THE CONTRACTOR SHALL NOT CUT, NOTCH, OR OTHERWISE ALTER STRUCTURAL COMPOSITE LUMBER MEMBERS WITHOUT WRITTEN PERMISSION OF THE STRUCTURAL ENGINEER AND THE MANUFACTURER; HOWEVER, HOLES MAY BE CUT IN MEMBERS IN ACCORDANCE WITH THE MANUFACTURER'S ALLOWABLE HOLE CHART. 4. MEMBERS NOTED AS LVL (LAMINATED VENEER LUMBER) ON PLAN SHALL BE 1-3/4" WIDE X DEPTH INDICATED, PLANT-FABRICATED, AND HAVE THE FOLLOWING MINIMUM ALLOWABLE DESIGN VALUES: A. Fb = 2600 PSI B. Fv = 285 PSI C. FcPAR = 2460 PSI D. FcPERP = 750 PSI E. E = 1900 KSI 5. MEMBERS NOTED AS PSL (PARALLEL STRAND LUMBER) ON PLAN SHALL BE PLANT-FABRICATED AND HAVE THE FOLLOWING MINIMUM ALLOWABLE DESIGN VALUES: A. Fb = 2900 PSI B. Fv = 290 PSI C. FcPAR = 2900 PSI D. FcPERP = 750 PSI E. E = 2000 KSI 6. MEMBERS NOTED AS LSL (LAMINATED STRAND LUMBER) ON PLAN SHALL BE PLANT-FABRICATED AND HAVE THE FOLLOWING MINIMUM ALLOWABLE DESIGN VALUES: A. Fb = 1700 PSI B. Fv = 400 PSI C. FcPAR = 1400 PSI D. FcPERP = 680 PSI E. E = 1300 KSI 7. BRIDGING AND BLOCKING SHALL BE INSTALLED ACCORDING TO THE FABRICATOR'S REQUIREMENTS. 8. WOOD I-JOISTS SHALL HAVE THE DEPTH, SPACING, SPAN, AND LAYOUT SHOWN ON THE DRAWINGS. MEMBERS SHALL BE FACTORY MANUFACTURED WITH ORIENTED STRAND BOARD (OSB) WEBS, LAMINATED VENEER LUMBER (LVL) OR MACHINE STRESS RATED (MSR) LUMBER FLANGES PER CODE APPROVAL BY ICB OR NER. STRUCTURAL WOOD FLANGES AND WEBS SHALL BE DESIGNED FOR STRUCTURAL CAPACITIES AND DESIGN PROVISIONS ACCORDING TO ASTM D 5055. SUBSTITUTION OF EQUIVALENT SERIES BY OTHERS SHALL BE SUBMITTED TO THE STRUCUTRAL ENGINEER FOR APPROVAL. 9. JOISTS SHALL BE INSTALLED PER THE MANUFACTURER'S RECOMMENDATIONS. HOLES IN WEBS SHALL NOT EXCEED MANUFACTURER'S PUBLISHED LIMIT CRITERIA. 10. OPEN WEB TRUSSES SHALL HAVE THE DEPTH, SPACING, SPAN, AND LAYOUT SHOWN ON THE DRAWINGS. MEMBERS SHALL BE FACTORY MANUFACTURED WITH TUBULAR STEEL WEBS, AND LAMINATED VENEER LUMBER (LVL) OR MACHINE STRESS RATED (MSR) LUMBER CHORDS PER CODE APPROVAL BY ICB OR NER. 11. OPEN WEB JOISTS SHALL BE DESIGNED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE IN WHICH THE PROJECT IS LOCATED TO CARRY THE LOADS INDICATED ON THE STRUCTURAL DRAWINGS. 12. MEMBER FORCES SHALL BE DETERMINED BY THE FABRICATOR. STRESSES SHALL NOT EXCEED THOSE ALLOWED BY THE IBC. 13. DEFLECTION LIMITS FOR WOOD I-JOISTS AND OPEN WEB JOISTS SHALL NOT EXCEED THE FOLLOWING DEFLECTION CRITERIA: A. ROOF LIVE LOAD = L/360 B. ROOF TOTAL LOAD = L/240 (1" MAXIMUM) C. FLOOR LIVE LOAD = L/480 D. FLOOR TOTAL LOAD = L/240 (1" MAXIMUM) LIGHT-METAL-PLATE-CONNECTED WOOD TRUSSES: 1. TRUSS MANUFACTURER SHALL COMPLY WITH ALL REQUIREMENTS AS STATED IN SECTION 2303.4 OF THE IBC. 2. ALL PRE-ENGINEERED GABLE END TRUSSES OR TRUSSES WITH INTEGRATED PARAPETS SHALL BE DESIGNED FOR WIND FORCES PERPENDICULAR TO THE TRUSS. 3. ALL PRE-ENGINEERED TRUSSES SHALL BE FABRICATED SUCH THAT THEY INCORPORATE ALL ROOF PLANES. AT CONTRACTOR'S OPTION, STANDARD SHAPE TRUSSES MAY BE USED IN CONJUNCTION WITH OVERFRAMING. 4. FULL HEIGHT BLOCKING SHALL BE PLACED BETWEEN TRUSSES AT ALL SUPPORTS. 5. CROSS BRIDGING DESIGN SHALL BE PROVIDED BY TRUSS MANUFACTURER AS REQUIRED FOR LATERAL EFFECTS. 6. TRUSS MEMBERS AND COMPONENTS SHALL NOT BE CUT, NOTCHED, DRILLED, SPLICED OR OTHERWISE ALTERED IN ANY WAY WITHOUT WRITTEN APPROVAL OF A REGISTERED DESIGN PROFESSIONAL. 7. 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 (BUILDING COMPONENT SAFETY INFORMATION) "GUIDE TO GOOD PRACTICE FOR HANDLING, 8. INSTALLING & BRACING OF METAL PLATE CONNECTED WOOD TRUSSES," AND DSB-89 "RECOMMENDED DESIGN SPECIFICATION FOR TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES." 9. PRE-ENGINEERED, PREFABRICATED TRUSSES SHALL BE DESIGNED BY AN ENGINEER REGISTERED IN THE STATE IN WHICH TO PROJECT IS LOCATED TO CARRY THE LOADS INDICATED ON THE STRUCTURAL DRAWINGS IN WHICH THE PROJECT IS LOCATED. 10. TRUSSES SHALL BE DESIGNED TO SUPPORT THE FULL DEAD LOADS AND THE SUPERIMPOSED DESIGN LOADS NOTED ABOVE OR ON THE DRAWINGS. 11. STRESSES SHALL NOT EXCEED THOSE LISTED IN THE NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION (AF&PA NDS). <NO INCREASES IN STRESS ARE ALLOWED FOR DURATION OF LOAD.> 12. SCISSOR TYPE TRUSSES SHALL BE DESIGNED FOR A MAXIMUM OF 1/2" TOTAL HORIZONTAL DEFLECTION UNDER DEAD PLUS LIVE LOADS. 13. THE FABRICATOR SHALL DETERMINE TRUSS WEB ARRANGEMENTS AND MEMBER FORCES. 14. TRUSS TO TRUSS CONNECTIONS SPECIFIED SHALL BE BY TRUSS SUPPLIER, UNLESS SPECIFICALLY NOTED ON THE DRAWINGS. 15. TRUSSES SHALL BE DESIGNED IN BEARING TO NOT EXCEED THE PERPENDICULAR TO GRAIN BEARING VALUES FOR THE TOP PLATE GRADES INDICATED IN THE "STRUCTURAL WOOD FRAMING" GENERAL NOTES. WHERE TRUSS BEARING EXCEED THIS VALUE THE TRUSS MANUFACTURER SHALL PROVIDE BEARING ENHANCERS TO COMPENSATE FOR OVERSTRESSES. TRUSS MANUFACTURER SHALL SPECIFY SIZE, SPECIES, AND NAILING FOR BEARING BLOCKS. 16. TRUSS FABRICATOR SHALL SPECIFY ALL FLOOR AND ROOF TRUSS BRACING AND BRIDGING. 17. CALCULATIONS AND SHOP DRAWINGS, INCLUDING MEMBER SIZES, LUMBER SPECIES AND GRADES, AND SUBSTANTIATING DATA FOR CONNECTOR CAPACITIES, SHALL BE SUBMITTED TO THE ARCHITECT, GC, AND STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION. 18. TRUSS DESIGN SHALL INCLUDE A 250 LBS LOAD PER NFPA TO SUPPORT SPRINKLER LOADS LOCATED ANYWHERE ALONG THE BOTTOM CHORD OF THE TRUSS. 19. DEFLECTION LIMITS FOR TRUSSES SHALL NOT EXCEED THE FOLLOWING DEFLECTION CRITERIA: A. ROOF LIVE LOAD = L/360 B. ROOF TOTAL LOAD = L/240 (1" MAXIMUM) C. FLOOR LIVE LOAD = L/480 D. FLOOR TOTAL LOAD = L/240 (1" MAXIMUM) SHOP DRAWINGS: 1. THE STRUCTURAL DRAWINGS ARE COPYRIGHTED AND SHALL NOT BE COPIED FOR USE AS ERECTION PLANS OR SHOP DETAILS. USE OF JVA'S ELECTRONIC FILES AS THE BASIS FOR SHOP DRAWINGS REQUIRES PRIOR APPROVAL BY JVA, A SIGNED RELEASE OF LIABILITY BY THE GENERAL CONTRACTOR AND/OR HIS SUBCONTRACTORS, AND DELETION OF JVA'S NAME AND LOGO FROM ALL SHEETS SO USED. 2. THE GENERAL CONTRACTOR SHALL SUBMIT IN WRITING ANY REQUESTS TO MODIFY THE STRUCTURAL DRAWINGS OR PROJECT SPECIFICATIONS. 3. ALL SHOP AND ERECTION DRAWINGS SHALL BE CHECKED AND STAMPED (AFTER HAVING BEEN CHECKED) BY THE GENERAL CONTRACTOR PRIOR TO SUBMISSION FOR STRUCTURAL ENGINEER'S REVIEW; SHOP DRAWING SUBMITTALS NOT CHECKED BY THE GENERAL CONTRACTOR PRIOR TO SUBMISSION TO THE STRUCTURAL ENGINEER WILL BE RETURNED WITHOUT REVIEW. 4. FURNISH ELECTRONIC VERSION (PDF) OF SHOP AND ERECTION DRAWINGS TO THE STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION FOR: A. CONCRETE MIX DESIGNS B. CONCRETE REINFORCING STEEL C. STRUCTURAL STEEL D. STEEL FORM, FLOOR, AND ROOF DECK E. PLANT FABRICATED WOOD JOISTS F. PRE-ENGINEERED WOOD TRUSSES 5. SUBMIT IN A TIMELY MANNER TO PERMIT 10 WORKING DAYS FOR REVIEW BY THE STRUCTURAL ENGINEER. 6. SHOP DRAWINGS SUBMITTED FOR REVIEW DO NOT CONSTITUTE "REQUEST FOR CHANGE IN WRITING" UNLESS SPECIFIC SUGGESTED CHANGES ARE CLEARLY MARKED. IN ANY EVENT, CHANGES MADE BY MEANS OF THE SHOP DRAWING SUBMITTAL PROCESS BECOME THE RESPONSIBILITY OF THE ONE INITIATING THE CHANGE. STRUCTURAL ERECTION AND BRACING REQUIREMENTS: 1. THE STRUCTURAL DRAWINGS ILLUSTRATE AND DESCRIBE THE COMPLETED STRUCTURE WITH ELEMENTS IN THEIR FINAL POSITIONS, PROPERLY SUPPORTED, CONNECTED, AND/OR BRACED. 2. THE STRUCTURAL DRAWINGS ILLUSTRATE TYPICAL AND REPRESENTATIVE DETAILS TO ASSIST THE GENERAL CONTRACTOR. DETAILS SHOWN APPLY AT ALL SIMILAR CONDITIONS UNLESS OTHERWISE INDICATED. ALTHOUGH DUE DILIGENCE HAS BEEN APPLIED TO MAKE THE DRAWINGS AS COMPLETE AS POSSIBLE, NOT EVERY DETAIL IS ILLUSTRATED AND NOT EVERY EXCEPTIONAL CONDITION IS ADDRESSED. 3. ALL PROPRIETARY CONNECTIONS AND ELEMENTS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURERS' RECOMMENDATIONS. 4. ALL WORK SHALL BE ACCOMPLISHED IN A WORKMANLIKE MANNER AND IN ACCORDANCE WITH THE APPLICABLE CODES AND LOCAL ORDINANCES. 5. THE GENERAL CONTRACTOR IS RESPONSIBLE FOR COORDINATION OF ALL WORK, INCLUDING LAYOUT AND DIMENSION VERIFICATION, MATERIALS COORDINATION, SHOP DRAWING REVIEW, AND THE WORK OF SUBCONTRACTORS. ANY DISCREPANCIES OR OMISSIONS DISCOVERED IN THE COURSE OF THE WORK SHALL BE IMMEDIATELY REPORTED TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR RESOLUTION. 6. CONTINUATION OF WORK WITHOUT NOTIFICATION OF DISCREPANCIES RELIEVES THE ARCHITECT AND STRUCTURAL ENGINEER FROM ALL CONSEQUENCES. 7. UNLESS OTHERWISE SPECIFICALLY INDICATED, THE STRUCTURAL DRAWINGS DO NOT DESCRIBE METHODS OF CONSTRUCTION. 8. THE GENERAL CONTRACTOR, IN THE PROPER SEQUENCE, SHALL PERFORM OR SUPERVISE ALL WORK NECESSARY TO ACHIEVE THE FINAL COMPLETED STRUCTURE, AND TO PROTECT THE STRUCTURE, WORKMEN, AND OTHERS DURING CONSTRUCTION. SUCH WORK SHALL INCLUDE, BUT NOT BE LIMITED TO TEMPORARY BRACING, SHORING FOR CONSTRUCTION EQUIPMENT, SHORING FOR EXCAVATION, FORMWORK, SCAFFOLDING, SAFETY DEVICES AND PROGRAMS OF ALL KINDS, SUPPORT AND BRACING FOR CRANES AND OTHER ERECTION EQUIPMENT. 9. DO NOT BACKFILL AGAINST BASEMENT OR RETAINING WALLS UNTIL SUPPORTING SLABS AND FLOOR FRAMING ARE IN PLACE AND SECURELY ANCHORED, UNLESS ADEQUATE TEMPORARY BRACING IS PROVIDED. 10. TEMPORARY BRACING SHALL REMAIN IN PLACE UNTIL ALL FLOORS, WALLS, ROOFS AND ANY OTHER SUPPORTING ELEMENTS ARE IN PLACE. 11. THE ARCHITECT AND STRUCTURAL ENGINEER BEAR NO RESPONSIBILITY FOR THE ABOVE ITEMS, AND OBSERVATION VISITS TO THE SITE DO NOT IN ANY WAY INCLUDE INSPECTIONS OF THESE ITEMS. PRECAUTIONARY NOTES ON STRUCTURAL BEHAVIOR: 1. INTERIOR ARCHITECTURAL FINISH DETAILING MUST ACCOMMODATE THE RELATIVE DIFFERENTIAL MOVEMENTS OF SUPPORTING STRUCTURAL ELEMENTS. 2. WHERE THE ROOF FRAMING ELEMENT SPANS ARE LONG, APPLIED LOADING WILL NATURALLY CAUSE SUBSTANTIAL DEFLECTION. INTERIOR ELEMENTS HUNG FROM THE ROOF STRUCTURE WILL DEFLECT WITH THE ROOF. 3. THE FLOOR IS A FLOATING CONCRETE SLAB-ON-GRADE AND MAY EXPERIENCE MOVEMENTS INDEPENDENT OF THE STRUCTURAL FOUNDATIONS. INTERIOR ELEMENTS SUPPORTED ON THE SLAB-ON-GRADE FLOOR WILL MOVE WITH THE FLOOR. INTERIOR ELEMENTS SUPPORTED ON FOUNDATIONS AND COLUMNS WILL NOT EXPERIENCE SIMILAR OR MEASURABLE MOVEMENTS. 4. EXTERIOR/PERIMETER WALL ASSEMBLIES HUNG FROM THE EDGE OF THE BUILDING STRUCTURE WILL BE DIRECTLY AFFECTED (TO SOME DEGREE) BY CHANGES IN EXTERNAL TEMPERATURE AND FLOOR DEFLECTION. 5. EXTERIOR/PERIMETER AND INTERIOR ARCHITECTURAL FINISH DETAILS SHOULD ALLOW FOR RELATIVE MOVEMENTS BETWEEN ELEMENTS WITH DIFFERENT SUPPORT CONDITIONS. STEEL STAIRS: 1. STAIRS SHALL BE DESIGNED, DETAILED, AND ERECTED IN ACCORDANCE WITH THE PROJECT SPECIFICATIONS AND THE "RECOMMENDED VOLUNTARY MINIMUM STANDARDS FOR FIXED METAL STAIRS" IN NAAMM AMP 510 - METAL STAIRS MANUAL. STAIRS SHALL BE DESIGNED BY, AND CALCULATIONS SHALL BE SIGNED AND SEALED BY AN ENGINEER REGISTERED IN THE STATE IN WHICH THE PROJECT IS LOCATED. THE STAIR ENGINEER SHALL BE EMPLOYED BY THE STAIR SUPPLIER PER THE DEFERRED SUBMITTAL REQUIREMENTS. 2. STAIR SUPPLIER SHALL DESIGN STAIR ATTACHMENTS TO THE PRIMARY STRUCTURAL FRAME. ATTACHMENT TO THE PRIMARY STRUCTURAL FRAME SHALL BE MADE WITH PINNED CONNECTIONS. MOMENT CONNECTIONS AND CONNECTIONS WHICH INDUCE TORSION ON THE PRIMARY STRUCTURAL FRAME ARE NOT PERMITTED UNLESS SPECIFICALLY DETAILED OTHERWISE. 3. INTERIOR STAIRS SHALL BE "ARCHITECTURAL CLASS" AND SHALL BE PRE-ASSEMBLED STRUCTURAL STEEL WITH CONCRETE FILLED TREADS AND CLOSED RISERS SPANNING BETWEEN STRINGERS. DESIGN AND DETAILING OF STAIR COMPONENTS, INCLUDING STINGERS, TREADS, RISERS, HEADERS, INTERMEDIATE LANDINGS, RAILINGS, CONNECTIONS, AND ALL VERTICAL SUPPORTING ELEMENTS WITHIN THE DESIGNATED STAIR SHAFT SHALL BE THE RESPONSIBILITY OF THE STAIR SUPPLIER. 4. EXTERIOR STAIRS SHALL BE "SERVICE CLASS" AND SHALL BE PRE-ASSEMBLED, GALVANIZED STRUCTURAL STEEL WITH OPEN GRATING STEEL TREADS, AND NO RISERS, SPANNING BETWEEN STRINGERS. DESIGN AND DETAILING OF STAIR COMPONENTS INCLUDING STRINGERS, TREADS AND RISERS, HEADERS, INTERMEDIATE LANDINGS, RAILINGS, CONNECTIONS, AND ALL VERTICAL SUPPORTING ELEMENTS. 5. ANY REQUIRED FOUNDATION ELEMENTS (IF ANY) SHALL BE THE RESPONSIBILITY OF THE STAIR SUPPLIER. USE OF ANY EXISTING FOUNDTION ELEMENTS (INCLUDING FLOOR SLABS) SHALL BE SUBMITTED TO THE EOR FOR REVIEW AND APPROVAL. 6. STAIR SUPPLIER SHALL COORDINATE STAIR ASSEMBLIES AND DETAILS WITH ADJACENT FRAMING ELEMENTS SHOWN ON THE STRUCTURAL AND ARCHITECTURAL DRAWINGS. 7. REQUIRED STAIR AND RAILING DESIGN LOADS: A. STAIRS MUST BE DESIGNED FOR THE FOLLOWING NON-CONCURRENT LIVE LOADS: 1. 100 POUNDS PER SQUARE FOOT (PSF) 2. 300 LB CONCENTRATED LOAD ON STAIR TREAD APPLIED ON AN AREA OF 2 INCHES X 2 INCHES B. HANDRAIL AND GUARDRAILS: 1. ALL HANDRAILS AND GUARDRAILS SHALL BE DESIGNED TO RESIST A SINGLE CONCENTRATED LOAD OF 200 LB APPLIED IN ANY DIRECTION AT ANY POINT ON THE HANDRAIL OR TOP RAIL AND TO TRANSFER THIS LOAD THROUGH THE SUPPORTS TO THE STRUCTURE TO PRODUCE THE MAXIMUM LOAD EFFECT ON THE ELEMENT BEING CONSIDERED. 2. ALL HANDRAIL AND GUARDRAIL SYSTEMS SHALL BE DESIGNED TO RESIST A LOAD OF 50 POUNDS PER LINEAR FOOT (PLF) APPLIED IN ANY DIRECTION ALONG THE HANDRAIL OR TOP RAIL. THIS LOAD NEED NOT BE ASSUMED TO ACT CONCURRENTLY WITH THE 200 LB POINT LOAD. 3. INTERMEDIATE RAILS (ALL THOSE EXCEPT THE HANDRAIL), AND PANEL FILLERS SHALL BE DESIGNED TO WITHSTAND A HORIZONTALLY APPLIED NORMAL LOAD OF 50 LB ON AN AREA NOT TO EXCEED 12 INCH X 12 INCH INCLUDING OPENINGS AND SPACE BETWEEN RAILS. THE 50 LB LOAD MUST BE APPLIED IN THE LOCATION TO PRODUCE THE MAXIMUM LOAD AFFECT. C. STAMPED CALCULATIONS DEMONSTRATING THE REQUIRED CODE COMPLIANCE SHALL BE SUBMITTED BY THE STAIR SUPPLIER'S STRUCTURAL ENGINEER FOR REVIEW BY THE DESIGN TEAM. 8. THE ARCHITECT SHALL REVIEW ALL STAIR RISE AND RUN INFORMATION AS WELL AS LANDING AND RAILING CRITERIA. © This document and the ideas and designs incorporated herein, as an instrument of professional service, is the property of GPSL Architects, P.C., and is not to be used, in whole or in part, for any other project without the written authorization of Henry R. Pratt . 935 S. Frontage Road West Vail, Colorado 81657 tel: 970.476.1147 gpslarchitects.com DATE: PERMIT RESUBMIT 24 JULY 2018 JVA #18931 S002 GENERAL NOTESSOLAR VAIL501 NORTH FRONTAGE ROADWESTLOT 8B, BLK 2, VAIL POTATO PATCHVAIL, COLORADOINTENDED USE EXPOSURE CLASS f'c, PSI 28 DAYS MAX W/CM RATIO MAXIMUM AGGREGATE SLUMP, INCHES (+/- 1") AIR CONTENT PERCENT (+/- 1.5%) CEMENT TYPE ADMIXTURES / COMMENTS EXTERIOR SLAB ON GRADE F3-S0-W0-C2 5000 0.40 3/4" STONE 4 6%I/II 25% MAX FLY ASH BEAMS & COLUMNS F0-S0-W0-C0 4000 0.45 3/4" STONE 4 3%I/II FOOTINGS F0-S0-W0-C1 3000 0.52 3/4" STONE 5 2%I/II STEM WALLS F2-S0-W0-C1 5000 0.45 3/4" STONE 4 6%I/II WALLS F0-S0-W0-C0 5000 0.45 3/4" STONE 4 3%I/II STRUCTURAL SLAB ON DECK F0-S0-W0-C0 3500 0.50 3/4" STONE 4 3%I/II FORMED STRUCTURAL SLAB F0-S0-W0-C0 4000 0.45 3/4" STONE 4 3%I/II INTERIOR SLAB ON GRADE F0-S0-W0-C0 5000 0.40 3/4" STONE 4 6%I/II FIBER OCCUPANCY OR USE UNIFORMLY DISTRIBUTED (PSF)CONCENTRATED LOAD (LBS)LIVE LOAD REDUCTION RESIDENTIAL 40 N/A YES OFFICE 50 2,000 YES OFFICE PARTITIONS 15 N/A NO PUBLIC SPACES 100 2,000 NO FIRST FLOOR CORRIDORS 100 2,000 NO CORRIDORS ABOVE FIRST FLOOR 100 2,000 YES STORAGE AREAS 125 N/A NO BALCONIES & DECKS 1.5 TIMES LL FOR THE OCCUPANCY SERVED (100 MAX) N/A NO PARKING 40 3,000 NO CONCRETE POST INSTALLED ANCHORS ANCHOR TYPE DEWALT HILTI SIMPSON EXPANSION POWER-STUD+ SD2 (ICC ESR-2502)KWIK BOLT TZ (ICC ESR-1917)STRONG-BOLT 2 (ICC ESR-3037) CONCRETE SCREW SCREW-BOLT+ (ICC ESR 3889)KWIK HUS-EZ (ICC ESR-3027)TITEN HD (ICC ESR 2713) ADHESIVE AC200+ (ICC ESR-4027)HIT-HY 200 (ICC ESR-3187)AT-XP (UES ER-263) MASONRY POST INSTALLED ANCHORS ANCHOR TYPE DEWALT HILTI SIMPSON EXPANSION POWER-STUD+ SD1 (ICC ESR-2966)KWIK BOLT 3 (ICC ESR-1385)WEDGE-ALL (ICC ESR-1396) SCREW SCREW-BOLT+ (ICC ESR-4042)HUS-EZ (ICC ESR-3056)TITEN HD (ICC ESR-1056) ADHESIVE AC100+ GOLD (ICC ESR-3200)HIT HY-70 (ICC ESR-2682)AT-XP (UES ER-281) 09/21/18 TYPICAL WOOD ROOF: DL=25PSF SL=100 PSF+DRIFT 1 1 2 2 4 3 5 5 6 6 7 8 8 9 10 10 12 15 16 16 17 17 18 18 19 19 20 20 21 21 22 22 A B D E F G K L M M YC YA YB YD YE YF YG YH YJ YK YL YM H J K.9 K.1 21.9 21.9 2.9 11 YB.1 20.9 20.9 DEFERRED SUBMITTALS: 1. PORTIONS OF THE STRUCTURE HAVE ELEMENTS OF PROPRIETARY DESIGN AND FABRICATION, WHICH SHALL BE SUBMITTED BY THE SUPPLIER FOR APPROVAL AFTER AWARD OF CONTRACT. 2. THESE ITEMS SHALL CONFORM TO THE LOAD, CAPACITY, SIZE, GEOMETRY, CONNECTION, AND SUPPORT CRITERIA NOTED ON THE STRUCTURAL DRAWINGS. 3. SHOP DRAWINGS AND CALCULATIONS SHALL BE PREPARED BY AN ENGINEER REGISTERED IN THE STATE IN WHICH THE PROJECT IS LOCATED. FINAL SHOP DRAWING SUBMITTALS SHALL BE STAMPED AND SIGNED. 4. FURNISH DEFERRED SUBMITTALS FOR: A. SHORING WALLS B. PLANT-CAST CONCRETE C. STEEL DECK D. OPEN-WEB WOOD TRUSSES E. STAIRS F. STRUCTURAL STEEL CONNECTIONS G. CANOPIES, SUNSCREENS, AND SUNSHADES 5. SUBMITTALS WILL BE REVIEWED BY THE STRUCTURAL ENGINEER OF RECORD FOR COMPLIANCE WITH THE SPECIFIED DESIGN REQUIREMENTS, STAMPED AS "REVIEWED," AND FORWARDED TO THE LOCAL BUILDING AUTHORITY FOR REVIEW AS REQUIRED. 6. FINAL ISSUE OF THE BUILDING PERMIT MAY, AT THE APPROVAL AUTHORITY'S OPTION, BE CONTINGENT ON ITS APPROVAL OF THE DEFERRED SUBMITTAL DOCUMENTS. 7. DEFERRED SUBMITTAL ITEMS SHALL NOT BE INSTALLED UNTIL THEIR DESIGN CALCULATIONS AND DRAWINGS HAVE BEEN REVIEWED BY THE ARCHITECT, STRUCTURAL ENGINEER, AND/OR LOCAL BUILDING AUTHORITY AS REQUIRED. LETTERS OF CONSTRUCTION COMPLIANCE: 1. THE GENERAL CONTRACTOR SHALL DETERMINE FROM THE LOCAL BUILDING AUTHORITY, AT THE TIME THE BUILDING PERMIT IS OBTAINED, WHETHER ANY LETTERS OF CONSTRUCTION COMPLIANCE WILL BE REQUESTED FROM THE STRUCTURAL ENGINEER. 2. THE CONTRACTOR SHALL NOTIFY THE STRUCTURAL ENGINEER OF ALL SUCH REQUIREMENTS IN WRITING PRIOR TO THE START OF CONSTRUCTION. 3. TWO-DAY ADVANCE NOTICE SHALL BE GIVEN WHEN REQUESTING SITE VISITS NECESSARY AS THE BASIS FOR THE COMPLIANCE LETTER. 4. THE GENERAL CONTRACTOR SHALL PROVIDE COPIES OF ALL THIRD-PARTY TESTING AND INSPECTION REPORTS TO THE ARCHITECT AND STRUCTURAL ENGINEER A MINIMUM OF ONE WEEK PRIOR TO THE DATE THAT THE COMPLIANCE LETTER IS NEEDED. SPECIAL INSPECTIONS - 2015: 1. THE FOLLOWING SPECIAL INSPECTIONS AND TESTING SHALL BE PERFORMED BY A QUALIFIED SPECIAL INSPECTOR, RETAINED BY THE OWNER, IN ACCORDANCE WITH THE FOLLOWING SECTIONS OF IBC CHAPTER 17: A. SECTION 1704 SPECIAL INSPECTIONS, CONTRACTOR RESPONSIBILITY, AND STRUCTURAL OBSERVATIONS AND THE FOLLOWING SUB-SECTIONS: 1. 1704.2 SPECIAL INSPECTIONS AND TESTS 2. 1704.3 STATEMENT OF SPECIAL INSPECTIONS B. SECTION 1705 REQUIRED VERIFICATION AND INSPECTION AND THE FOLLOWING SUB-SECTIONS: 1. 1705.1.1 SPECIAL CASES 2. 1705.2 STEEL CONSTRUCTION 3. 1705.3 CONCRETE CONSTRUCTION 4. 1705.5 WOOD CONSTRUCTION 5. 1705.6 SOILS C. SECTION 1706 DESIGN STRENGTHS OF MATERIALS D. SECTION 1708 IN-SITU LOAD TESTS (IF REQUIRED FOR POST INSTALLED ANCHORS) E. SECTION 1709 PRECONSTRUCTION LOAD TESTS 2. THE SPECIAL INSPECTOR SHALL BE A QUALIFIED PERSON WHO SHALL DEMONSTRATE COMPETENCE, TO THE SATISFACTION OF THE BUILDING OFFICIAL, FOR INSPECTION OF THE PARTICULAR TYPE OF CONSTRUCTION OR OPERATION REQUIRING SPECIAL INSPECTION. THE APPROVED INSPECTOR MUST BE INDEPENDENT FROM THE CONTRACTOR RESPONSIBLE FOR THE WORK BEING INSPECTED. 3. DUTIES AND RESPONSIBILITIES OF THE SPECIAL INSPECTOR SHALL BE TO INSPECT AND/OR TEST THE WORK OUTLINED ABOVE AND WITHIN THE STATEMENT OF SPECIAL INSPECTIONS IN ACCORDANCE WITH CHAPTER 17 OF THE IBC FOR CONFORMANCE WITH THE APPROVED CONSTRUCTION DOCUMENTS. 4. ALL DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE CONTRACTOR FOR CORRECTION. 5. PER SECTION 1704.2.4 THE SPECIAL INSPECTOR SHALL FURNISH REGULAR REPORTS TO THE BUILDING OFFICIAL AND THE STRUCTURAL ENGINEER. PROGRESS REPORTS FOR CONTINUOUS INSPECTION SHALL BE FURNISHED WEEKLY. INDIVIDUAL REPORTS OF PERIODIC INSPECTIONS SHALL BE FURNISHED WITHIN ONE WEEK OF INSPECTION DATES. THE REPORTS SHALL NOTE UNCORRECTED DEFICIENCIES, CORRECTION OF PREVIOUSLY REPORTED DEFICIENCIES, AND CHANGES TO THE APPROVED CONSTRUCTION DOCUMENTS AUTHORIZED BY THE STRUCTURAL ENGINEER OF RECORD. 6. THE SPECIAL INSPECTOR SHALL SUBMIT A FINAL SIGNED REPORT WITHIN 10 DAYS OF THE FINAL SPECIAL INSPECTION STATING WHETHER THE WORK REQUIRING SPECIAL INSPECTION WAS, TO THE BEST OF THE INSPECTOR'S KNOWLEDGE, IN CONFORMANCE WITH THE APPROVED CONSTRUCTION DOCUMENTS AND THE APPLICABLE WORKMANSHIP PROVISIONS OF THE IBC. WORK NOT IN COMPLIANCE SHALL BE NOTED IN THE REPORT. 7. THE CONTRACTOR SHALL SUBMIT A WRITTEN STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIAL AND THE OWNER PRIOR TO THE COMMENCEMENT OF WORK ON A MAIN WIND- OR SEISMIC-FORCE-RESISTING SYSTEM PER SECTION 1704.4. THE STATEMENT SHALL ACKNOWLEDGE THE AWARENESS OF THE SPECIAL LISTED REQUIREMENTS OF DESIGNATED SEISMIC SYSTEM OR A WIND- OR SEISMIC-RESISTING COMPONENT IN THE STATEMENT OF SPECIAL INSPECTIONS PER SECTION 1705. 8. EXCEPT AS NOTED, THE SPECIAL INSPECTIONS OUTLINED ABOVE ARE IN ADDITION TO, AND BEYOND THE SCOPE OF, PERIODIC STRUCTURAL OBSERVATIONS AS DEFINED IN SECTION 1704.5. STRUCTURAL OBSERVATIONS ARE INCLUDED IN THE STRUCTURAL ENGINEERING DESIGN AND CONSTRUCTION ADMINISTRATION SERVICES PROVIDED BY THE STRUCTURAL ENGINEER. © This document and the ideas and designs incorporated herein, as an instrument of professional service, is the property of GPSL Architects, P.C., and is not to be used, in whole or in part, for any other project without the written authorization of Henry R. Pratt . 935 S. Frontage Road West Vail, Colorado 81657 tel: 970.476.1147 gpslarchitects.com DATE: PERMIT RESUBMIT 24 JULY 2018 JVA #18931 S003 GENERAL NOTES & LOADING DIAGRAMSSOLAR VAIL501 NORTH FRONTAGE ROADWESTLOT 8B, BLK 2, VAIL POTATO PATCHVAIL, COLORADO 1/16" = 1'-0"S003 ROOF - LOADING DIAGRAM1 09/21/18 TYPICAL COMPOSITE RESIDENTIAL: DL=89 PSF LL=40 PSF TYPICAL COMPOSITE CORRIDOR: DL=89 PSF LL=100 PSF TYPICAL COMPOSITE RESIDENTIAL: DL=89 PSF LL=40 PSF TYPICAL COMPOSITE RESIDENTIAL: DL=89 PSF LL=40 PSF UNEXCAVATED TYPICAL COMPOSITE OFFICE: DL=89 PSF LL=50 PSF TYPICAL COMPOSITE LOBBY: DL=89 PSF LL=100 PSF ELECTRICAL: DL=89 PSF LL=150 PSF 1 1 2 2 4 3 5 5 6 6 7 8 8 9 10 10 12 15 16 16 17 17 18 18 19 19 20 20 21 21 22 22 A B D E F G K L M M YC YA YB YD YE YF YG YH YJ YK YL YM H J K.9 K.1 21.9 21.9 2.9 11 TYPICAL COMPOSITE RESIDENTIAL: DL=89 PSF LL=40 PSF YB.1 20.9 20.9 1 1 2 2 4 3 5 5 6 6 7 8 8 9 10 10 12 15 16 16 17 17 18 18 19 19 20 20 21 21 22 22 A B D E F G K L M M YC YA YB YD YE YF YG YH YJ YK YL YM H J K.9 K.1 21.9 21.9 2.9 11 TYPICAL WOOD RESIDENTIAL: DL=30 PSF LL=40 PSFTYPICAL WOODRESIDENTIAL: DL=30 PSF LL=40 PSF TYPICAL WOOD RESIDENTIAL: DL=30 PSF LL=40 PSF TYPICAL WOOD CORRIDOR: DL=30 PSF LL=100 PSF TYPICAL WOODRESIDENTIAL: DL=30 PSF LL=40 PSF TYPICAL WOOD RESIDENTIAL: DL=30 PSF LL=40 PSF TYPICAL WOOD CORRIDOR: DL=30 PSF LL=100 PSF YB.1 20.9 20.9 TYPICAL WOOD RESIDENTIAL: DL=30 PSF LL=40 PSFTYPICAL WOODRESIDENTIAL: DL=30 PSF LL=40 PSF TYPICAL WOOD RESIDENTIAL: DL=30 PSF LL=40 PSF 1 1 2 2 4 3 5 5 6 6 7 8 8 9 10 10 12 15 16 16 17 17 18 18 19 19 20 20 21 21 22 22 A B D E F G K L M M YC YA YB YD YE YF YG YH YJ YK YL YM H J K.9 K.1 21.9 21.9 2.9 11 TYPICAL WOOD CORRIDOR: DL=30 PSF LL=100 PSF TYPICAL WOODRESIDENTIAL: DL=30 PSF LL=40 PSF TYPICAL WOOD RESIDENTIAL: DL=30 PSF LL=40 PSF TYPICAL WOOD CORRIDOR: DL=30 PSF LL=100 PSF YB.1 20.9 20.9 1 1 2 2 4 3 5 5 6 6 7 8 8 9 10 10 12 15 16 16 17 17 18 18 19 19 20 20 21 21 22 22 A B D E F G K L M M YC YA YB YD YE YF YG YH YJ YK YL YM H J K.9 K.1 21.9 21.9 2.9 11 TYPICAL WOOD RESIDENTIAL: DL=30 PSF LL=40 PSFTYPICAL WOODRESIDENTIAL: DL=30 PSF LL=40 PSF TYPICAL WOOD RESIDENTIAL: DL=30 PSF LL=40 PSF TYPICAL WOOD CORRIDOR: DL=30 PSF LL=100 PSF TYPICAL WOODRESIDENTIAL: DL=30 PSF LL=40 PSF TYPICAL WOOD RESIDENTIAL: DL=30 PSF LL=40 PSF TYPICAL WOOD CORRIDOR: DL=30 PSF LL=100 PSF YB.1 20.9 20.9 © This document and the ideas and designs incorporated herein, as an instrument of professional service, is the property of GPSL Architects, P.C., and is not to be used, in whole or in part, for any other project without the written authorization of Henry R. Pratt . 935 S. Frontage Road West Vail, Colorado 81657 tel: 970.476.1147 gpslarchitects.com DATE: PERMIT RESUBMIT 24 JULY 2018 JVA #18931 S004 LOADING DIAGRAMSSOLAR VAIL501 NORTH FRONTAGE ROADWESTLOT 8B, BLK 2, VAIL POTATO PATCHVAIL, COLORADO0 4' 8' 16' 32' 1/16" 1/16" = 1'-0"S004 LEVEL 1 - LOADING DIAGRAM1 1/16" = 1'-0"S004 LEVEL 2 - LOADING DIAGRAM2 1/16" = 1'-0"S004 LEVEL 3 - LOADING DIAGRAM3 1/16" = 1'-0"S004 LEVEL 4 - LOADING DIAGRAM4 09/21/18 F10.0 (22' - 0") F10.5 (22' - 0") F10.0 (22' - 0") F8.0 (22' - 0") F9.0 (22' - 0") F11.0 (17' - 0") TOW= 23' - 0" C86F6.0 (18' - 4")F96(22' - 0")F72(22' - 0")F48 (17' - 0") F60 (17' - 0") F48 (17' - 0") F10.0x11.0 (14' - 0") F72 (20' - 0") 1' - 0"1' - 0" 1' - 0"1' - 0"1' - 0" 7 1 /2" 23 ' - 8" 32' - 0" 2 3' - 0 1 /4 " 7 3 /4" 1 1 /2" 28' - 7 3/4"18' - 0" 27' - 4 1/4" 1' - 0" 1 S301 ____ ____ 1 S40 1 1 S306 ____ ____ 1 S302 ____ ____ 2 S303 ____ ____ 1 S304 ____ ____ 2 S302 ____ ____ 1' - 2 1/2" 8 ' - 4 " 2 S304 ____ ____ 1 S305 ________ 2 S305 ____ ____ 2 S306 ________ 1 S307 ____ ____ 2 S307 ____ ____CC14x24CC14x24 CC14x24CC14x24CC14x24P24 ____ ____ S401 2 1' - 0"17' - 2 1/256" 16' - 0" 23' - 10" 17' - 0" 1' - 0"CC14x2421' - 0" 20' - 0" 21' - 4"1' - 0"6' - 11" ____ ____ S401 3 ____ ____ S401 4 OUTLINE OF RETAINING WALL (BY OTHERS) OUTLINE OF RETAINING WALL (BY OTHERS) 4 S512 ________ PERMANENT SHORING WALL (BY OTHERS) CW-12B CW-12BCW-12A CW-12A CW-12ACW-12A CW-12A C W -1 2A C W -12A C W -8CW-8CW-8C W -1 2 A CW-12AC W -12A CW-12A1 S511 ____ ____ 2 S511 ____ ____ F8.0 (20' - 0") F8.0 (20' - 0") F11.0 (17' - 0") 1 S512 ____ ____ 3 S512 ____ ____ 2 S512 ____ ____ 2 S511 ____ ____ 5' - 6"6" 13' - 0" SIM 3 S512 ____ ____ 1 S512 ____ ____ 1 S512 ____ ____ 1 S512 ____ ____SIM 12" THICKENED SLAB BELOW NON LOAD BEARING CMU, UNO 11 S504 ________ 5 S512 ____ ____ 6 S512 ________ F24 (17' - 0") F96 (22' - 0") C W -12B CW-12ACW-12B CW-12BF96(22' - 0")F96(22' - 0")( 17' - 0" )F48F72( 19' - 0" )F72FTG STEP FTG STEP FTG STEP FOR ALL EMBEDS IN CONCRETE WALL AT STEEL BEAMS AND HOLD DOWNS, SEE PLAN ON S202 & S202E AND ASSOCIATED DETAILS, TYP 1 1 2 2 4 3 5 5 6 6 7 8 8 9 10 10 12 15 16 16 17 17 18 18 19 19 20 20 21 21 22 22 A B D E F G K L M M YC YA YB YD YE YF YG YH YJ YK YL YM H J K.9 K.1 21.9 21.9 2.9 11 2 S301 ________ C W -8 F10.0 (17' - 0") F8.0 (17' - 0") F10.0 (17' - 0") F8.0 (17' - 0")P30P30 P30 P30 W14x120 W14x120W14x120W14x120CC14x24CC14x24CC14x24CC14x24CC14x242 S512 ____ ____ CW-8CW-8TO SLAB= 23' - 0" USGS = 8223 7" 7" 1' - 0"1' - 0" USGS = 8220.00 TO SLAB= 20' - 0" TO SLAB= 20' - 7" USGS = 8220.58 USGS = 8221.75 TO SLAB= 21' - 9" TO SLAB= 24' - 6" USGS = 8224.50 USGS = 8224.50 TO SLAB= 24' - 6" TO SLAB= 23' - 0" USGS = 8223.00 CW-8 USGS = 8222.75 USGS = 8222.50 8222.08 TO SLAB= 22' - 1" TO SLAB= 22' - 6" TO SLAB= 22' - 9" RAMP DOWN TO SLAB= 23' - 6" USGS = 8223.50 83' - 10 1/2" 5' - 8" 11' - 3" 6' - 0" 7' - 5 1/4" 5' - 6 1/4" 16' - 0" 16' - 0" 16' - 0" 9 0' - 2 " 6 1 /2" 11' - 1 1/2" 1 3' - 2 " 16' - 0 " 16' - 0" 12' - 1 1 1 /4" 10' - 8 3/4" 9' - 8 " 86' - 8"8' - 8"10 1/2"10' - 9 1/2" 8" 13' - 2" 4' - 1 3/4" 9' - 0 1/4" 3' - 4 1/4"5' - 7 1/2" 2' - 4 1/4"26' - 0"2' - 0" 70' - 4"4' - 0" 2' - 0" 24' - 8" 3' - 8 1/4" 5' - 3 3/4"3 3/4" 10' - 7 1/4 " 8' - 3" 5' - 6" 3' - 0" 1' - 0"2' - 0"8 0' - 6 " 6 1/2" 1 1 ' - 1 1 /2 " 1 3 ' - 2 " 16' - 0" 16' - 0" 12' - 1 1 1 /4" 10' - 8 3/4" 82' - 1 1/2" 5' - 8" 12' - 2 1/2" 12' - 5 3/4" 5' - 6 1/4"1 1/4" 15' - 10 3/4" 13' - 9 1/2" 2' - 2 1/2" 14' - 3" YB.1 20.9 20.94'-0"3 3/4" F72 (22' - 0") F60 (17' - 0") F60 (17' - 0")PERMANENT SHORING WALL (BY OTHERS) USGS = 8223.50 TO SLAB= 23' - 6" TO SLAB= 23' - 0" USGS = 8223.00 F72 (22' - 0") F72 (22' - 0") FTG STEP F96(20' - 0")FOUNDATION FOR EXTERIOR STAIR COLUMN. COLUMN AND STAIR DESIGN BY STAIR MANUFACTURER. SEE ARCH FOR STAIR F8.0 (17' - 0") F8.0 (17' - 0") F8.0 (17' - 0") F8.0 (17' - 0") F8.0 (17' - 0") F48 (17' - 0") F48 (17' - 0") CONT 8" WIDE X 3'-0 DEEP SLAB TURN DOWN F60 (17' - 0") F60 (17' - 0") C W -1 2 A CW-12ACW-12AC W -1 2A CW-8F48 (17' - 0") F60 (17' - 0") F48 (17' - 0") F48 (17' - 0") ( 17' - 0" )F48 (20' - 0") CW-12A CW-12ACW-12APROTECT WF COLUMN WITH BOLLARD, TYP - SEE ARCH • USGS ELEVATION 8233.0 = 33'-0 • TOP OF INTERIOR FLOOR SLAB ELEVATION = 23'-0 UNLESS NOTED THUS: • TOP OF PERIMETER/EXTERIOR FOOTING = 19'-0 UNLESS NOTED THUS: (XXX'-X) • TOP OF INTERIOR FOOTING ELEVATION = 22'-0 UNLESS NOTED THUS: (XXX'-X) • FOOTING STEP PER NOTED THUS: • TOP OF CONCRETE AT DOOR OPENINGS = 17'-6 UNLESS NOTED FS2/S504 TYPICAL EXPOSED INTERIOR SLAB ON GRADE: 5" THICK CONCRETE SLAB ON UNDISTURBED NATURAL SOILS OR COMPACTED STRUCTURAL FILL PER SOILS REPORT; REINFORCE SLAB WITH #4 @ 18", EA WAY, 3" CLEAR FROM BOTTOM; PROVIDE SAWCUT OR FORMED CONTROL JOINTS, PER 13/S504, @ 10'-0± IN EACH DIRECTION. ADD (2) #4 x 5'-0 DIAGONAL BARS AT MID-DEPTH OF SLAB AT ALL RE-ENTRANT CORNERS. MINIMUM 4" GRAVEL LAYER UNDER SLAB PER SOILS REPORT. FOR ALL EMBEDS IN CONCRETE WALL AT STEEL BEAMS AND HOLD DOWNS, SEE PLAN ON S202 & S202E AND ASSOCIATED DETAILS, TYP © This document and the ideas and designs incorporated herein, as an instrument of professional service, is the property of GPSL Architects, P.C., and is not to be used, in whole or in part, for any other project without the written authorization of Henry R. Pratt . 935 S. Frontage Road West Vail, Colorado 81657 tel: 970.476.1147 gpslarchitects.com DATE: PERMIT RESUBMIT 24 JULY 2018 JVA #18931 S201 FOUNDATION & PARKING LEVEL PLANSOLAR VAIL501 NORTH FRONTAGE ROADWESTLOT 8B, BLK 2, VAIL POTATO PATCHVAIL, COLORADO0 2' 4' 8' 16'PLAN NORTH 1/8" TRUE NORTH FOUNDATION & PARKING LEVEL PLAN 1/8" = 1'-0" SPREAD FOOTING SCHEDULE MARK WIDTH LENGTH THICKNESS REINF - BOTTOM REINF - TOP F3.0 3' - 0" 3' - 0" 1' - 0" (3) #5 EACH WAY F6.0 6' - 0" 6' - 0" 1' - 6" (6) #6 EACH WAY F8.0 8' - 0" 8' - 0" 2' - 0" (8) #7 EACH WAY F9.0 9' - 0" 9' - 0" 2' - 4" (10) #7 EACH WAY F10.0 10' - 0" 10' - 0" 2' - 6" (10) #8 EACH WAY F10.0x11.0 11' - 0" 10' - 0" 2' - 2" #7 @ 12" EACH WAY #7 @ 12" EACH WAY F10.5 10' - 6" 10' - 6" 2' - 6" (11) #8 EACH WAY F11.0 10' - 6" 10' - 6" 2' - 8" (11) #8 EACH WAY 09/21/18 W30X148 <24>W30X90 <12>W30X132 <24> W30X132 <20> W30X132 <44> W30X90 <12> BBBBW14X22 <16> W21X44 <28> W16X26 <16> W24X68 <36> W16X26 <22> W24X68 <36> W24X68 <36> W24X68 <32> W16X26 <22> W24X55 <28> W16X26 <16> W24X76 <28> W18X35 <20> W24X68 <28> W14X22 <16> W21X44 <28> W14X22 <16> W21X44 <28> W21X44 <28> W16X26 <16> W21X44 <28> W14X22 <16> W14X22 <16> W14X22 <16> W14X22 <16> W16X26 <16> W16X31 <16> W14X22 <16> W14X22 <16> W14X22 <16> W14X22 <16> W24X55 <28> W24X55 <30> W 3 0 X148 <36> W24X62 <32>W18X40 <18>W18X40 <18>W21X44 <28>W16X26 <12>W21X44 <28>W21X44 <28> W14X22 <16> W18X35 <26>W18X35 <14>W18X35 <18>W18X35 <18> W24X55 <30> W18X35 <30> W18X40 <30> W24X55 <30> W16X26 <18> W24X55 <30>W18X40 <30>W16X26 <16>W18X40 <16>W18X40 <16>W18X40 <16>W18X40 <16>W18X40 <16>W18X40 <16>W 12 X1 9 W14X22 W12X19 W18X40 <16>W18X40 <16>W18X40 <16>1 S521 ____ ____ 2 S521 ____ ____ W14X22 <10> W12X19 <8>W12X19 W18X35 <18>W18X40 <18> W1 4 X22 <6 > W1 2X19 W 1 2 X19 W 1 2X1 9 W 1 2X1 9 W 12X1 9 W 1 2X1 9 W 1 2X1 9 W 1 2 X19 W1 2X1 9 W1 2X1 9 W1 2X1 9 W12X1 9 W 12 X1 9 W 1 2X1 9 W 1 2 X19 W 1 2X1 9 W 1 2X1 9 W1 2 X19 W12X19 W12X19 W12X19 W12X19W12X19W12X19 W12X19 W12X19 W12X19 W12X19 W12X19 W12X19 BBC5' - 9 3/8"5' - 9 3/8" 6' - 5 5/8" 6' - 5 5/8" 6' - 5 5/8" 6' - 5 5/8" 3' - 7" 5' - 7 1/2"2' - 4 1/4"6' - 3" 6' - 3" 6' - 3" 6' - 3" 1 S522 ____ ____ TO SLAB= 35' - 0" TO SLAB= 35' - 0" 1 S301 ____ ____ 1 S40 1 1 S306 ________ 1 S302 ____ ____ 2 S303 ____ ____ 1 S304 ____ ____ 2 S302 ____ ____BM SPLICE5' - 0"BM SPLICE3' - 0"BM SPLICE3' - 0"BM SPLICE3' - 0"7 S522 ____ ____ 7 S522 ____ ____ 6 S522 ________ 6 S522 ____ ____1 S303 ____ ____ 3 S521 ____ ____ 5' - 2 " 2 S304 ____ ____ 1 S305 ________2 S305 ____ ____ 2 S306 ____ ____ 1 S307 ____ ____ 2 S307 ____ ____W12X19W12X19 W 14 X2 2 <6> W 1 6 X26 <10> W 14X22 <6> W14X22 <16> ____ ____S401 2 16' - 0"23' - 10" 17' - 0" 18' - 0" 27' - 4 1/4" ________ S401 3 ________S401 4 6 S521 ____ ____ 2 S522 ________ 3 S522 ____ ____ 1 S523 ____ ____ 4 S522 ________ PERMANENT SHORING WALL (BY OTHERS) 4 S502 ____ ____ 3 S502 ____ ____ AT HOLD DOWN, TYP 2 S521 ____ ____ 1 S522 ____ ____ 3 S502 ____ ____ 6 S522 ____ ____ 4 S521 ________ 1 S521 ____ ____ AT HOLD DOWN, TYP 4 S502 ____ ____ W12X19 AT OPENING SIMHSS12X4X3/8HSS12X4X3/8 PERMANENT SHORING WALL (BY OTHERS) 5 S523 ____ ____ 2 S523 ________ 4 S523 ____ ____ TOW= 34' - 5 1/2" BEAM POCKET, SEE 4/S523 BEAM POCKET, SEE SIM4/S523 BEAM POCKET, SEE 4/S523 BEAM POCKET, SEE 4/S523 BEAM POCKET, SEE 4/S523 BEAM POCKET 6 S521 ____ ____ AT OPENING, SIM BEAM POCKET SEE , SIMW18X40 <18> 5 S521 ____ ____ BEAM POCKET, SEE 4/S523 SIM 7 S521 ____ ____ 1 1 2 2 4 3 5 5 6 6 7 8 8 9 10 10 12 15 16 16 17 17 18 18 19 19 20 20 21 21 22 22 A B D E F G K L M M YC YA YB YD YE YF YG YH YJ YK YL YM H J K.9 K.1 21.9 21.9 2.9 11 2 S301 ____ ____ 83' - 10 1/2" 5' - 8" 11' - 3" 6' - 0" 7' - 5 1/4" 5' - 6 1/4" 16' - 0" 16' - 0" 16' - 0" 90' - 2" 6 1 /2 " 11' - 1 1/2 " 1 3' - 2 " 1 6' - 0" 16' - 0 " 12' - 1 1 1 /4" 10' - 8 3/4" 9' - 8 " 86' - 8"8' - 8"10 1/2"10' - 9 1/2" 8" 13' - 2" 4' - 1 3/4" 9' - 0 1/4" 3' - 4 1/4"5' - 7 1/2" 2' - 4 1/4"26' - 0"2' - 0" 70' - 4"4' - 0" 2' - 0" 24' - 8" 3' - 8 1/4" 5' - 3 3/4" 3 3/4"10' - 7 1/4" 8' - 3" 5' - 6" 3' - 0" 1' - 0"2' - 0"80' - 6 " 6 1/2" 11' - 1 1/2" 1 3' - 2 " 1 6' - 0" 16' - 0 " 12' - 1 1 1 /4" 10' - 8 3/4" 82' - 1 1/2" 5' - 8" 12' - 2 1/2" 12' - 5 3/4" 5' - 6 1/4" 1 1/4" 15' - 10 3/4" 13' - 9 1/2" 2' - 2 1/2" 14' - 3" W 1 4 X22 <6> W 14X22 <6> W1 4X22 <6> W 1 4 X22 <6> W12X19 W8X18W12X19 W18X35W24X68 <28>W18X35W14X22 <16> W21X44 <28> W14X22 <16>W12X19W12X19 W12X19 W12X19 W12X19 W12X19W12X19 W14X22 <10>W14X22 <12>W 3 0 X99 <22> W 30X17 3 <3 0 > W 3 0X9 9 <2 2>W3 0 X90 <20> W 3 0 X90 <20> BM SPLI CE3' - 0 " BM SPL ICE3' - 0 "6 ' - 6 1 /2" 4 ' - 8 3/4" 4 ' - 8 3 /4" 5 ' - 4 3 /8" 5' - 4 3/8" 6' - 5 5/8 " 6 ' - 5 5/8 " 8' - 0 " 8' - 0 " 8' - 0" 7' - 8 " 2 S521 ____ ____ 7 1 /2 " 2 3 ' - 8" 32' - 0 " 23' - 0 1 /4" 7 3/4 "B2 3/4"W 1 4X2 2 <6 >BBBBYB.1 5 ' - 5 1/2 " 5 ' - 5 1/2" 6' - 5 1/2 " 6' - 5 1/2" 3" 3 S523 ____ ____5"8 S521 ____ ____ 4 S521 ____ ____ 20.9 20.9 AT HOLD DOWN, TYP TOW= 34' - 5 1/2" TOW= 34' - 5 1/2" 5 S522 ____ ____ TOW= 34' - 5 1/2" 3 3/4"4'-0"TOW= 34' - 5 1/2" TOW= 34' - 5 1/2" 4/S523 4 S523 ____ ____ BEAM POCKET 4 S523 ____ ____ BEAM POCKET SIM SIM BEAM POCKET, SEE 4/S523 TOW= 34' - 5 1/2" C W -10 3 S521 ____ ____ AT HOLD DOWN, TYP • USGS ELEVATION XXXX' = 100'-0, TOP OF MAIN LEVEL INTERIOR FLOOR SLAB • TOP OF INTERIOR FLOOR SLAB ELEVATION = 135'-0 UNLESS NOTED THUS: • TOP OF STEEL BEAM ELEVATION = 134'-5 1/2 UNLESS NOTED THUS: [XXX'-X] • SEE ARCH DRAWINGS FOR SIZE AND LOCATION OF ALL FLOOR OPENINGS TYPICAL COMPOSITE FLOOR CONSTRUCTION: 6 1/2" MINIMUM SLAB THICKNESS, 7 1/2" MAXIMUM, SCREED TO "LEVEL", ON 2" DEEP x 20 GAGE STEEL DECK (VULCRAFT TYPE 2VL) WITH GALVANIZED FINISH; 5/8"Ø PUDDLE WELDS @ 12" (36/3) AT INTERMEDIATE SUPPORTS & EDGES AND (3) #10 SDST SCREWS AT SIDELAP CONNECTIONS. STEEL DECK SHALL BE CONTINUOUS OVER TWO OR MORE SUPPORTS; REINFORCE WITH #3 @ 16" EACH WAY SUPPORTED ON CHAIRS 1" CLEAR FROM TOP OF SLAB. <XX> INDICATES NUMBER OF 3/4"Ø x 5" LONG HEADED ANCHOR STUDS (HAS) UNIFORMLY SPACED ALONG CENTERLINE OF MEMBER SHOWN © This document and the ideas and designs incorporated herein, as an instrument of professional service, is the property of GPSL Architects, P.C., and is not to be used, in whole or in part, for any other project without the written authorization of Henry R. Pratt . 935 S. Frontage Road West Vail, Colorado 81657 tel: 970.476.1147 gpslarchitects.com DATE: PERMIT RESUBMIT 24 JULY 2018 JVA #18931 S202 LEVEL 1 FLOOR FRAMING PLANSOLAR VAIL501 NORTH FRONTAGE ROADWESTLOT 8B, BLK 2, VAIL POTATO PATCHVAIL, COLORADO0 2' 4' 8' 16'PLAN NORTH 1/8" TRUE NORTH LEVEL 1 FLOOR FRAMING PLAN 1/8" = 1'-0" 09/21/18 1 S 4 0 1 3 S521 ____ ____ ?5 S523 ____ ____TYP ALL INTERIOR HOLDOWN EMBEDS 5 S521 ________ SIM 7 S521 ____ ____ 7 S521 ____ ____ 7 S521 ________ SIM 1 1 2 2 4 3 5 5 6 6 7 8 8 9 10 10 12 15 16 16 17 17 18 18 19 19 20 20 21 21 22 22 A B D E F G K L M M YC YA YB YD YE YF YG YH YJ YK YL YM H J K.9 K.1 21.9 21.9 2.9 11 2 S301 ________8 3/4"8 3/4"8 3/4"8 3/4"8 3/4"8 3/4" 7 1/2"7 ' - 1 0 1 /2 " 3 ' - 6 "2' - 9" 11' - 7" 8 3/4"6 1/2" 6 1/2" 1' - 2 " 8"6 1/2"6 1/2"6 1/2"6 1/2"8" 2' - 11" 3' - 5 5/8" 3' - 0" 1' - 11 5/8"4' - 6" 8 3/4"8 3/4"1' - 2"1' - 2" 1' - 0" 9' - 0"3' - 9 5/8" 2' - 8" 6 1/2" 8 3/4"1' - 2" 3" 5' - 9" 4' - 3" 4' - 6" 4' - 2 1/2" 3' - 3" 7' - 3" 5' - 6" 3' - 3" 5' - 10" 6' - 6" 5"1' - 0"1' - 0"1' - 0" 8"2' - 8 " 7 ' - 4 " 2' - 6" 6 ' - 11" 5' - 11" 3' - 2 " 5 ' - 7 " 7 ' - 3 " 3' - 2 " 1' - 2 "11 ' - 9 1 /4" 7 ' - 2" 2 ' - 1 0 "8" 1' - 2" 1' - 2"8 3/4" YB.1 YB.1 3 S523 ________8 S521 ____ ____ 4 S521 ____ ____ 20.9 20.96"6"© This document and the ideas and designs incorporated herein, as an instrument of professional service, is the property of GPSL Architects, P.C., and is not to be used, in whole or in part, for any other project without the written authorization of Henry R. Pratt . 935 S. Frontage Road West Vail, Colorado 81657 tel: 970.476.1147 gpslarchitects.com DATE: PERMIT RESUBMIT 24 JULY 2018 JVA #18931 S202E LEVEL 1 EMBED PLANSOLAR VAIL501 NORTH FRONTAGE ROADWESTLOT 8B, BLK 2, VAIL POTATO PATCHVAIL, COLORADO0 2' 4' 8' 16'PLAN NORTH 1/8" TRUE NORTH LEVEL 1 EMBED PLAN 1/8" = 1'-0" 09/21/18 B4 TYP - INTERIOR 2ND FLOOR KING & TRIM, UNO TYP - EXTERIOR 2ND FLOOR KING & TRIM, UNO 1 S301 ________ 1 S306 ________ 1 S302 ________ 2 S303 ________ 1 S304 ________ 2 S302 ________ 1 S303 ________ 2 S304 ________ 1 S305 ________ 2 S305 ________2 S306 ________ 1 S307 ________ 2 S307 ________ 2 S542 ________ ________S4012 ________ S401 3 ________ S401 4 2 S531 ________ 3 S531 ________3 S531 ________ OH SIM SIM SIM TYP TYP 6 S531 ________ 6 S531 ________ TYP SIM SIM SIM TYP 6 S531 ________ 3-SPAN TYP ALL CHASES EXTERIOR STEEL STAIRS - BY OTHERS 1 1 2 2 4 3 5 5 6 6 7 8 8 9 10 10 12 15 16 16 17 17 18 18 19 19 20 20 21 21 22 22 A B D E F G K L M M YC YA YB YD YE YF YG YH YJ YK YL YM H J K.9 K.1 21.9 21.9 2.9 11 TJI® 210 - 11 7/8 @ 16" TJI® 210 - 11 7/8 @ 16"TJI® 210 - 11 7/8 @ 16"TJI® 210 - 11 7/8 @ 16"TJI® 210 - 11 7/8 @ 16"TJI® 210 - 11 7/8 @ 16"TJI® 210 - 11 7/8 @ 16"TJI® 210 - 11 7/8 @ 16"TJI® 210 - 11 7/8 @ 16"TJI® 210 - 9 1/2 @ 16"TJI® 210 - 9 1/2 @ 16"TJI® 210 - 11 7/8 @ 16"TJI ® 210 - 11 7/8 @ 16"TJI® 210 - 11 7/8 @ 16"TJI® 210 - 11 7/8 @ 16"TJI® 210 - 11 7/8 @ 16"TJI® 210 - 11 7/8 @ 16"TJI® 210 - 11 7/8 @ 16"TJI® 210 - 11 7/8 @ 16"1 1 7/8" LVL @ 16 " TJI ® 21 0 - 9 1 /2 @ 1 6" 2 S301 ________ 83' - 10 1/2" 5' - 8" 11' - 3" 6' - 0" 7' - 5 1/4" 5' - 6 1/4" 16' - 0" 16' - 0" 16' - 0" 90' - 2" 6 1/2" 11' - 1 1/2" 13' - 2" 16' - 0" 16' - 0" 12' - 11 1 /4" 1 0' - 8 3 /4 " 9' - 8" 86' - 8"8' - 8"10 1/2"10' - 9 1/2" 8" 13' - 2" 4' - 1 3/4" 9' - 0 1/4" 3' - 4 1/4"5' - 7 1/2" 2' - 4 1/4"26' - 0"2' - 0" 70' - 4"4' - 0" 2' - 0" 24' - 8" 3' - 8 1/4" 5' - 3 3/4"3 3/4" 10' - 7 1/4" 8' - 3" 5' - 6" 4' - 0" 2' - 0"80' - 6" 6 1 /2" 11 ' - 1 1/2" 13 ' - 2" 16' - 0" 16' - 0" 12' - 11 1 /4" 10' - 8 3/4" 82' - 1 1/2" 5' - 8" 12' - 2 1/2" 12' - 5 3/4" 5' - 6 1/4"1 1/4" 15' - 10 3/4" 13' - 9 1/2" 2' - 2 1/2" 14' - 3" H1 H1 H1 H1 H1 H1 H1 H1 H1 H1 H1 H1 H1 H1 H1 H1 H1 H1 H1 H1 H1 H1 H1 H1 H3 H1 H1 H3 H1 H1 H3 H6 H1 H1 H1 H1 H1 H1 H1 H5 H5 H1 H1 B2 B4B4 B4 B4B2 B4 B4B4 B4B4 B8 B11 B8 B6B7B4 B104T2K4T2K2T2K4T2K3T 2K 3T 2K 3T 2K 3T 2K 1T2K1T2K3 T 2K 3 T 2K 3 T 2K 3T2K3T 2K 3 T 2K 2T 2K 3T 2K1T2K1T 2K1T2K1T2K1T2K1T2K1T2K1T2K1T1KWP4 61T1K1T1K1T1K1T1KWP 46WP46 WP36WP362T1K2T1K2T 1K 2T 1K 5T1K1T1K2T1K2T1K2T1K2T1K3T1K4T1K2T1K2T1K2T1K2T1K2T1K2T1K2T1K2T1K2T1K2T1K1T1K1T1K2T1K1T1K1T 2K 1T 2K 1T2K1T2KC58C58C562T2K2T2K2T2K2T2K2 T 2K 2T 2K 2T 2K 2 T 2K 2 T 2K 2T 2K 2 T 2K 2T 2K 2T 2K 2T 2K 2T 2K 2T 2K2T2K2T2K2T2K2T2KWP36WP26WP36WP36 WP 36WP56 WP 26WP 36WP 26WP 26WP36 WP3 6 WP36WP36WP26WP 36WP 36WP34 WP54 WP46 WP 36WP 26C56C56WP 362T1K2T1KH1 TOW= 42' - 9 1/8" TOW= 43' - 4 1/4" TOW= 43' - 4 1/4" TOW= 43' - 4 1/4"B2B2B2B2B2 B420.9 20.9B2 WP56WP26WP26 WP26AA A A 10 S505 ________ 11 S505 ________ 5 S506 ________ 5 S506 ________ 14 S505 ________ 10 S505 ________ 11 S505 ________5 S506 ________ 10 S505 ________ 1 S505 ________ 11 S505 ________ 10 S505 ________ 10 S505 ________ 10 S505 ________ 11 S505 ________ 5 S506 ________ 1 S505 ________ 5 S506 ________ 11 S505 ________ ________ S507 1 • USGS ELEVATION 8233.0' = 33'-0 • ALL BEAMS ARE FLUSH, UNLESS NOTED OTHERWISE ON PLAN • ALL HEADERS ARE DROPPED, UNLESS NOTED OTHERWISE ON PLAN • ALL COLUMNS ON THIS PLAN ARE BELOW • SEE SYMBOLS KEY ON SHEET S001 FOR BUILDING COLUMN DESIGNATIONS TYPICAL FLOOR SHEATHING: 3/4" LIGHTWEIGHT CONCRETE TOPPING OVER 3/4" STURD-I-FLOOR, APA RATED 24" O.C. TONGUE & GROOVE SHEATHING GLUED AND NAILED WITH 8d NAILS (0.113"Ø x 2 3/8") @ 6" ALONG PANEL EDGES AND @ 12" ALONG INTERMEDIATE FRAMING MEMBERS. LAY PANELS PERPENDICULAR TO FRAMING MEMBERS AND STAGGER PANEL JOINTS. TYPICAL EXTERIOR WOOD FRAMED WALLS (UNO): 2x6 STUDS @ 16" SHEATHED WITH 7/16" APA 24/16, EXPOSURE 1 ON EXTERIOR FACE; NAIL WALL SHEATHING WITH 8d (0.113"Ø x 2 3/8") @ 6" AT PANEL EDGES AND @ 12" IN FIELD OF PANEL; BLOCK AND NAIL ALL EDGES BETWEEN STUDS. IF GUN NAILS ARE USED FOR NAILING, NAILS MUST BE AT A MINIMUM THE DIAMETER AND LENGTH NOTED ABOVE. INDICATES 6 1/2" (MIN.) REINFORCED CONCRETE ENTRANCE SLAB W/ #5 @ 12", EA WAY, CENTERED IN DEPTH OF SLAB ON 4" GRAVEL SPANNING BETWEEN CONCRETE WALLS © This document and the ideas and designs incorporated herein, as an instrument of professional service, is the property of GPSL Architects, P.C., and is not to be used, in whole or in part, for any other project without the written authorization of Henry R. Pratt . 935 S. Frontage Road West Vail, Colorado 81657 tel: 970.476.1147 gpslarchitects.com DATE: PERMIT RESUBMIT 24 JULY 2018 JVA #18931 S203 LEVEL 2 FRAMING PLANSOLAR VAIL501 NORTH FRONTAGE ROADWESTLOT 8B, BLK 2, VAIL POTATO PATCHVAIL, COLORADO0 2' 4' 8' 16'PLAN NORTH 1/8" TRUE NORTH LEVEL 2 FRAMING PLAN 1/8" = 1'-0" WOOD BEAM SCHEDULE MARK TYPE B2 (2) 9 1/2" LVL B3 (3) 9 1/2" LVL B4 (2) 11 7/8" LVL B6 W8X18 B7 W8X48 B8 W10X39 B9 (2) 14" LVL B10 W10X60 B11 W10X112 HEADER SCHEDULE MARK TYPE NUMBER OF TRIMS, UNO NUMBER OF KINGS, UNO H1 (3) 2x6 HDR 2 2 H2 (2) 7 1/4 LVL HDR 2 1 H3 (3) 7 1/4 LVL HDR 2 1 H4 (3) 11 7/8 LVL HDR 2 2 H5 (3) 5 1/2 LVL HDR 2 1 H6 W16x31 2 2 BEARING WALL SCHEDULE MARK DESCRIPTION LEVEL 1 TO LEVEL 2 LEVEL 2 TO LEVEL 3 LEVEL 3 TO LEVEL 4 LEVEL 4 TO ROOF WOOD GRADE Comments W1 EXTERIOR WALL 2x6 @ 16" 2x6 @ 16" 2x6 @ 16" 2x6 @ 16" DOUG FIR - STUD GRADE TYPICAL UNO W2 CORRIDOR WALL 2x6 @ 16" 2x6 @ 16" 2x6 @ 16" 2x6 @ 16" DOUG FIR - STUD GRADE TYPICAL UNO W2A CORRIDOR WALL 2x4 @ 16" 2x4 @ 16" 2x4 @ 16" 2x4 @ 16" DOUG FIR - STUD GRADE STAGGERED 2x4 STUDS W/ 2x6 PL, SPECIFIED SPACING IS EACH SIDE OF WALL W2B CORRIDOR WALL 2x4 @ 6" 2x4 @ 6" 2x4 @ 6" 2x4 @ 4" DOUG FIR - STUD GRADE STAGGERED 2x4 STUDS W/ 2x6 PL, SPECIFIED SPACING IS EACH SIDE OF WALL W3 INTERIOR BEARING WALL 2x6 @ 16" 2x6 @ 16" 2x6 @ 16" 2x6 @ 16" DOUG FIR - STUD GRADE TYPICAL UNO W4 PARTY WALL 2x4 @ 6" 2x4 @ 8" 2x4 @ 8" 2x4 @ 12" DOUG FIR - STUD GRADE TYPICAL UNO 09/21/18 B4 B2T Y P - I N TERI OR 3 R D F L OOR KIN G & T R IM, UN O TYP - EXTERIOR 3RD FLOOR KING & TRIM, UNO 1 S301 ________ 1 S306 ____ ____ 1 S302 ________ 2 S303 ________ 1 S304 ________ 2 S302 ________ 1 S303 ________ 2 S304 ________ 1 S305 ________ 2 S305 ________ 2 S306 ________ 1 S307 ________ 2 S307 ____ ____ 1 S531 ________ ________S401 2 ________S401 3 ________S401 4 TYP 6 S531 ________ SIM TYP TYP 6 S531 ________ TYP SIM TYP SIM 6 S531 ________ TYP ALL CHASES 1 1 2 2 4 3 5 5 6 6 7 8 8 9 10 10 12 15 16 16 17 17 18 18 19 19 20 20 21 21 22 22 A B D E F G K L M M YC YA YB YD YE YF YG YH YJ YK YL YM H J K.9 K.1 21.9 21.9 2.9 11 TJI® 210 - 11 7/8 @ 16" TJI® 210 - 11 7/8 @ 16"TJI® 210 - 11 7/8 @ 16"TJI® 210 - 11 7/8 @ 16"TJI® 210 - 11 7/8 @ 16"TJI® 210 - 11 7/8 @ 16"TJI® 210 - 11 7/8 @ 16"TJI® 210 - 11 7/8 @ 16"TJI® 210 - 11 7/8 @ 16"TJI® 210 - 11 7/8 @ 16"TJI® 210 - 9 1/2 @ 16"TJI® 210 - 9 1/2 @ 16"TJI ® 210 - 11 7/8 @ 16"TJI ® 210 - 11 7/8 @ 16"TJI ® 210 - 11 7/8 @ 16"TJI ® 210 - 11 7/8 @ 16"TJI® 210 - 11 7/8 @ 16"TJI ® 210 - 11 7/8 @ 16"TJI ® 210 - 11 7/8 @ 16"TJI® 210 - 11 7/8 @ 16"TJI ® 210 - 11 7/8 @ 16"TJ I ® 210 - 9 1 /2 @ 1 6" 2 S301 ________ 83' - 10 1/2" 5' - 8" 11' - 3" 6' - 0" 7' - 5 1/4" 5' - 6 1/4" 16' - 0" 16' - 0" 16' - 0" 90' - 2" 6 1/2 " 11 ' - 1 1/2" 13 ' - 2" 16' - 0" 16' - 0" 12' - 11 1 /4" 10' - 8 3/4" 9 ' - 8" 86' - 8"8' - 8"10 1/2"10' - 9 1/2" 8" 13' - 2" 4' - 1 3/4" 9' - 0 1/4" 3' - 4 1/4"5' - 7 1/2" 2' - 4 1/4"26' - 0"2' - 0" 70' - 4"4' - 0" 2' - 0" 24' - 8" 3' - 8 1/4" 5' - 3 3/4"3 3/4" 10' - 7 1/4" 8' - 3" 5' - 6" 4' - 0" 2' - 0" 8 0' - 6 " 6 1/2 " 1 1' - 1 1 /2 " 1 3' - 2 " 1 6' - 0 " 1 6 ' - 0 " 1 2 ' - 1 1 1/4" 10' - 8 3/4" 82' - 1 1/2" 5' - 8" 12' - 2 1/2" 12' - 5 3/4" 5' - 6 1/4"1 1/4" 15' - 10 3/4" 13' - 9 1/2" 2' - 2 1/2" 14' - 3" H1 H1 H1 H1 H1 H1 H1H1 H1 H1 H1 H1 H1 H1 H1 H1 H1 H1 H1 H1 H1 H1 H1 H1 H1 H1 H1 H1 H1 H3 H3 H1 H1 H1 H1 H1 H1 H1 H1 H3 H1 H1 H1 H3H1 H1 H1 H1 H1 B4 B4B4 B4B4B4 B4B4 B4B2 B4 B4B4 4T2K3T2K2T2K3T2K3T2K3T2K3T2K2T2K1T2K1T2K1T2K1T2K3 T 2K 2T 2K 1T2K1T2K1T2K1T2K1T2K1T2K1T2K1T2K1T2K1T2K1T2K1T2K1T1KWP461 T1K1T1K1T1K1T1KWP46 WP36 2 T 1K 2T1K2T1K2T1K4T1K2T1K2 T 1K 2 T 1K 2T1K2T1K1T1K2T1K3T1K3T1K2T1K3T1K2T1K1T1K2T1K1T1K2T1K2T1K2T1K2T1K2T1K2T1K2T1K2T1K1T1K1T1K1T1K1T1K1T1K1T1K1T1K1T1K2T2K2T 2K2T2K2T2K2T2K2T2K2T2K2T2K2T2K2T2K2 T 2K 2 T2K 2T 2K 2 T 2K 2T 2K 2T 2K 2T 2K 2 T 2K 2 T 2K 2 T 2K 2 T 2K 2 T 2K 2 T 2K 2 T 2K 2 T 2K 2 T 2KWP26WP26WP26 WP26 WP 26WP 36WP 26WP26 WP26 WP26 WP 3 6WP36WP26WP56 WP26 WP34WP36 WP36 WP 36WP36 WP 26WP26 2T1K2T1KH1 B2B2B2B2B2 B2 20.9 20.9 2 T 2K 2T 2K 10 S505 ________ 11 S505 ________ 5 S506 ________ 5 S506 ________ 14 S505 ________ 10 S505 ________ 11 S505 ________5 S506 ________ 10 S505 ________ 1 S505 ________ 11 S505 ________ 10 S505 ________ 10 S505 ________ 10 S505 ________ 11 S505 ________ 5 S506 ________ 1 S505 ________ 5 S506 ________ 11 S505 ________ ____ ____S507 1 • USGS ELEVATION 8233.0' = 33'-0 • ALL BEAMS ARE FLUSH, UNLESS NOTED OTHERWISE ON PLAN • ALL HEADERS ARE DROPPED, UNLESS NOTED OTHERWISE ON PLAN • ALL COLUMNS ON THIS PLAN ARE BELOW • SEE SYMBOLS KEY ON SHEET S001 FOR BUILDING COLUMN DESIGNATIONS TYPICAL FLOOR SHEATHING: 3/4" LIGHTWEIGHT CONCRETE TOPPING OVER 3/4" STURD-I-FLOOR, APA RATED 24" O.C. TONGUE & GROOVE SHEATHING GLUED AND NAILED WITH 8d NAILS (0.113"Ø x 2 3/8") @ 6" ALONG PANEL EDGES AND @ 12" ALONG INTERMEDIATE FRAMING MEMBERS. LAY PANELS PERPENDICULAR TO FRAMING MEMBERS AND STAGGER PANEL JOINTS. TYPICAL EXTERIOR WOOD FRAMED WALLS (UNO): 2x6 STUDS @ 16" SHEATHED WITH 7/16" APA 24/16, EXPOSURE 1 ON EXTERIOR FACE; NAIL WALL SHEATHING WITH 8d (0.113"Ø x 2 3/8") @ 6" AT PANEL EDGES AND @ 12" IN FIELD OF PANEL; BLOCK AND NAIL ALL EDGES BETWEEN STUDS. IF GUN NAILS ARE USED FOR NAILING, NAILS MUST BE AT A MINIMUM THE DIAMETER AND LENGTH NOTED ABOVE. © This document and the ideas and designs incorporated herein, as an instrument of professional service, is the property of GPSL Architects, P.C., and is not to be used, in whole or in part, for any other project without the written authorization of Henry R. Pratt . 935 S. Frontage Road West Vail, Colorado 81657 tel: 970.476.1147 gpslarchitects.com DATE: PERMIT RESUBMIT 24 JULY 2018 JVA #18931 S204 LEVEL 3 FRAMING PLANSOLAR VAIL501 NORTH FRONTAGE ROADWESTLOT 8B, BLK 2, VAIL POTATO PATCHVAIL, COLORADO0 2' 4' 8' 16'PLAN NORTH 1/8" TRUE NORTH LEVEL 3 FRAMING PLAN 1/8" = 1'-0" WOOD BEAM SCHEDULE MARK TYPE B2 (2) 9 1/2" LVL B3 (3) 9 1/2" LVL B4 (2) 11 7/8" LVL B6 W8X18 B7 W8X48 B8 W10X39 B9 (2) 14" LVL B10 W10X60 B11 W10X112 HEADER SCHEDULE MARK TYPE NUMBER OF TRIMS, UNO NUMBER OF KINGS, UNO H1 (3) 2x6 HDR 2 2 H2 (2) 7 1/4 LVL HDR 2 1 H3 (3) 7 1/4 LVL HDR 2 1 H4 (3) 11 7/8 LVL HDR 2 2 H5 (3) 5 1/2 LVL HDR 2 1 H6 W16x31 2 2 BEARING WALL SCHEDULE MARK DESCRIPTION LEVEL 1 TO LEVEL 2 LEVEL 2 TO LEVEL 3 LEVEL 3 TO LEVEL 4 LEVEL 4 TO ROOF WOOD GRADE Comments W1 EXTERIOR WALL 2x6 @ 16" 2x6 @ 16" 2x6 @ 16" 2x6 @ 16" DOUG FIR - STUD GRADE TYPICAL UNO W2 CORRIDOR WALL 2x6 @ 16" 2x6 @ 16" 2x6 @ 16" 2x6 @ 16" DOUG FIR - STUD GRADE TYPICAL UNO W2A CORRIDOR WALL 2x4 @ 16" 2x4 @ 16" 2x4 @ 16" 2x4 @ 16" DOUG FIR - STUD GRADE STAGGERED 2x4 STUDS W/ 2x6 PL, SPECIFIED SPACING IS EACH SIDE OF WALL W2B CORRIDOR WALL 2x4 @ 6" 2x4 @ 6" 2x4 @ 6" 2x4 @ 4" DOUG FIR - STUD GRADE STAGGERED 2x4 STUDS W/ 2x6 PL, SPECIFIED SPACING IS EACH SIDE OF WALL W3 INTERIOR BEARING WALL 2x6 @ 16" 2x6 @ 16" 2x6 @ 16" 2x6 @ 16" DOUG FIR - STUD GRADE TYPICAL UNO W4 PARTY WALL 2x4 @ 6" 2x4 @ 8" 2x4 @ 8" 2x4 @ 12" DOUG FIR - STUD GRADE TYPICAL UNO 09/21/18 B4 B2WP46 TYP - EXTERIOR 4TH FLOOR TRIM & KING, UNO 1 S301 ________ 1 S306 ____ ____ 1 S302 ____ ____ 2 S303 ________ 1 S304 ________ 2 S302 ________ 1 S303 ________ 2 S304 ________ 1 S305 ________ 2 S305 ________ 2 S306 ________ 1 S307 ________ 2 S307 ____ ____TJI® 210 - 11 7/8 @ 16"TJI® 210 - 11 7/8 @ 16"TJI® 210 - 11 7/8 @ 16"TJI® 210 - 11 7/8 @ 16"TJI ® 210 - 11 7/8 @ 16"TJI® 210 - 11 7/8 @ 16"TJI® 210 - 11 7/8 @ 16" TJI® 210 - 11 7/8 @ 16"TJI® 210 - 11 7/8 @ 16"TJI® 210 - 11 7/8 @ 16"TJI® 210 - 11 7/8 @ 16"TJI® 210 - 9 1/2 @ 16"TJI® 210 - 11 7/8 @ 16"TO PL = 61' - 3 7/8" TO PL = 61' - 3 7/8" ________ S401 2 ________S401 3 ________ S401 4 4 S531 ________ TYP 10 S505 ________ 11 S505 ________ SIM 5 S506 ________ 5 S506 ________ 14 S505 ________ SIM 10 S505 ________ 11 S505 ________5 S506 ____ ____ 10 S505 ________ 1 S505 ________ TYP 11 S505 ________ SIM 10 S505 ________ 10 S505 ________ 10 S505 ________ 11 S505 ________ SIM 5 S506 ________ 1 S505 ____ ____ 5 S506 ________ 11 S505 ________ SIM SIM SIM 4 S531 ____ ____ 4 S531 ____ ____ 4 S531 ________ SIM SIM SIM SIM 4 S531 ________ 4 S531 ____ ____ 4 S531 ____ ____ 4 S531 ____ ____ 6 S531 ________ 5 S531 ________ 6 S531 ________ ____ ____S507 1 TYP ALL CHASES 1 1 2 2 4 3 5 5 6 6 7 8 8 9 10 10 12 15 16 16 17 17 18 18 19 19 20 20 21 21 22 22 A B D E F G K L M M YC YA YB YD YE YF YG YH YJ YK YL YM H J K.9 K.1 21.9 21.9 2.9 11 TJI® 210 - 11 7/8 @ 16" TJI® 210 - 11 7/8 @ 16" TJI® 210 - 9 1/2 @ 16" TJ I ® 210 - 9 1 /2 @ 1 6"TJI ® 210 - 11 7/8 @ 16"TJI® 210 - 11 7/8 @ 16"TJI ® 210 - 11 7/8 @ 16"2 S301 ________ 83' - 10 1/2" 5' - 8" 11' - 3" 6' - 0" 7' - 5 1/4" 5' - 6 1/4" 16' - 0" 16' - 0" 16' - 0" 9 0 ' - 2 " 6 1 /2" 11 ' - 1 1/2" 4' - 8" 8 ' - 6 " 16' - 0" 16' - 0" 12' - 11 1/4" 10' - 8 3/4" 9 ' - 8 " 86' - 8"8' - 8"10 1/2"10' - 9 1/2" 8" 13' - 2" 4' - 1 3/4" 9' - 0 1/4" 3' - 4 1/4"5' - 7 1/2" 2' - 4 1/4"26' - 0"2' - 0" 70' - 4"4' - 0" 2' - 0" 24' - 8" 3' - 8 1/4" 5' - 3 3/4"3 3/4" 10' - 7 1/4" 8' - 3" 5' - 6" 4' - 0" 2' - 0" 8 0' - 6 " 6 1/2" 1 1' - 1 1 /2 " 1 3' - 2 " 1 6' - 0 " 1 6' - 0 " 1 2' - 1 1 1 /4" 10' - 8 3/4" 82' - 1 1/2" 5' - 8" 12' - 2 1/2" 12' - 5 3/4" 5' - 6 1/4"1 1/4" 15' - 10 3/4" 13' - 9 1/2" 2' - 2 1/2" 14' - 3" H1 H1 H1 H1 H1 H1 H1 H1 H1 H1 H1 H1 H1 H1 H1 H1 H1 H1 H1 H1 H1 H1 H1 H1 H1 H1 H1 H1 H1 H1H3 H3 H1 H1 H1 H3 H1 H1 H3 H1 H1 H1 H1 H1 H1 H1 B4 B2 B4B4 B4B4 B4B4 B4B4 B4 B4TJI® 210 - 11 7/83T2K3T2K2T2K 3T2K3T2K2T2K1T2K1T2K1T2K1T2K1T2K1T2K1T2K1T2K1T2K1T2K1T2K1T2K1T2K1T2K1T2K1T2K1T1KWP 461T1K1T1K1T1K1T1KWP46 WP 261T1K2T 1K WP26 WP26 2T1K2T1K3T1K2T1K2T 1K 2T 1K 2T1K2T1K1T1K1T1K1T1K1T1K1T1K1T1K1T1K1T1K1T1K1T1K2T1K2T1K2T1K2T1K2T1K1T1K2 T 1K 1T 1K 2T1K2T1K2T1K2T1K2T1K2T1K2T1K2T1K2T 2K 2T 2K 2T 2K 2T 2K 2T 2K 2T 2K 2T 2K 2T 2K 2 T 2K 2T 2K 2 T 2K 2T 2K 2T 2K 2 T 2K 2 T 2K 2T 2K 2T 2K 2 T 2K 2T 2K 2 T 2K2T2K2T 2K2T2K2T2K2T2K2T2K2T2K2T2K2T2K2T2K2T2K2T2KWP 26WP36 WP26 WP36 WP26 WP 26WP26WP36WP26 WP 56WP 26WP36 WP36 WP34WP 26WP26 WP 26WP26 H1 H1 H1 1T1K1T1KH1 B2 B2 B2B2B2B2B420.9 20.9 • USGS ELEVATION 8233.0' = 33'-0 • ALL BEAMS ARE FLUSH, UNLESS NOTED OTHERWISE ON PLAN • ALL HEADERS ARE DROPPED, UNLESS NOTED OTHERWISE ON PLAN • ALL COLUMNS ON THIS PLAN ARE BELOW • SEE SYMBOLS KEY ON SHEET S001 FOR BUILDING COLUMN DESIGNATIONS TYPICAL FLOOR SHEATHING: 3/4" LIGHTWEIGHT CONCRETE TOPPING OVER 3/4" STURD-I-FLOOR, APA RATED 24" O.C. TONGUE & GROOVE SHEATHING GLUED AND NAILED WITH 8d NAILS (0.113"Ø x 2 3/8") @ 6" ALONG PANEL EDGES AND @ 12" ALONG INTERMEDIATE FRAMING MEMBERS. LAY PANELS PERPENDICULAR TO FRAMING MEMBERS AND STAGGER PANEL JOINTS. TYPICAL SLOPED ROOF SHEATHING: 3/4" APA 48/24 RATED SHEATHING FASTENED WITH 12d NAILS (0.131"Ø x 3") @ 6" ALONG PANEL EDGES AND @ 12" ALONG INTERMEDIATE FRAMING MEMBERS. LAY PANELS PERPENDICULAR TO FRAMING MEMBERS AND STAGGER PANEL JOINTS. TYPICAL EXTERIOR WOOD FRAMED WALLS (UNO): 2x6 STUDS @ 16" SHEATHED WITH 7/16" APA 24/16, EXPOSURE 1 ON EXTERIOR FACE; NAIL WALL SHEATHING WITH 8d (0.113"Ø x 2 3/8") @ 6" AT PANEL EDGES AND @ 12" IN FIELD OF PANEL; BLOCK AND NAIL ALL EDGES BETWEEN STUDS. IF GUN NAILS ARE USED FOR NAILING, NAILS MUST BE AT A MINIMUM THE DIAMETER AND LENGTH NOTED ABOVE. © This document and the ideas and designs incorporated herein, as an instrument of professional service, is the property of GPSL Architects, P.C., and is not to be used, in whole or in part, for any other project without the written authorization of Henry R. Pratt . 935 S. Frontage Road West Vail, Colorado 81657 tel: 970.476.1147 gpslarchitects.com DATE: PERMIT RESUBMIT 24 JULY 2018 JVA #18931 S205 LEVEL 4 FRAMING PLANSOLAR VAIL501 NORTH FRONTAGE ROADWESTLOT 8B, BLK 2, VAIL POTATO PATCHVAIL, COLORADO0 2' 4' 8' 16'PLAN NORTH 1/8" TRUE NORTH LEVEL 4 FRAMING PLAN 1/8" = 1'-0" WOOD BEAM SCHEDULE MARK TYPE B2 (2) 9 1/2" LVL B3 (3) 9 1/2" LVL B4 (2) 11 7/8" LVL B6 W8X18 B7 W8X48 B8 W10X39 B9 (2) 14" LVL B10 W10X60 B11 W10X112 HEADER SCHEDULE MARK TYPE NUMBER OF TRIMS, UNO NUMBER OF KINGS, UNO H1 (3) 2x6 HDR 2 2 H2 (2) 7 1/4 LVL HDR 2 1 H3 (3) 7 1/4 LVL HDR 2 1 H4 (3) 11 7/8 LVL HDR 2 2 H5 (3) 5 1/2 LVL HDR 2 1 H6 W16x31 2 2 BEARING WALL SCHEDULE MARK DESCRIPTION LEVEL 1 TO LEVEL 2 LEVEL 2 TO LEVEL 3 LEVEL 3 TO LEVEL 4 LEVEL 4 TO ROOF WOOD GRADE Comments W1 EXTERIOR WALL 2x6 @ 16" 2x6 @ 16" 2x6 @ 16" 2x6 @ 16" DOUG FIR - STUD GRADE TYPICAL UNO W2 CORRIDOR WALL 2x6 @ 16" 2x6 @ 16" 2x6 @ 16" 2x6 @ 16" DOUG FIR - STUD GRADE TYPICAL UNO W2A CORRIDOR WALL 2x4 @ 16" 2x4 @ 16" 2x4 @ 16" 2x4 @ 16" DOUG FIR - STUD GRADE STAGGERED 2x4 STUDS W/ 2x6 PL, SPECIFIED SPACING IS EACH SIDE OF WALL W2B CORRIDOR WALL 2x4 @ 6" 2x4 @ 6" 2x4 @ 6" 2x4 @ 4" DOUG FIR - STUD GRADE STAGGERED 2x4 STUDS W/ 2x6 PL, SPECIFIED SPACING IS EACH SIDE OF WALL W3 INTERIOR BEARING WALL 2x6 @ 16" 2x6 @ 16" 2x6 @ 16" 2x6 @ 16" DOUG FIR - STUD GRADE TYPICAL UNO W4 PARTY WALL 2x4 @ 6" 2x4 @ 8" 2x4 @ 8" 2x4 @ 12" DOUG FIR - STUD GRADE TYPICAL UNO 09/21/18 1 S301 ________ 1 S306 ________ 1 S302 ________ 2 S303 ________ 1 S304 ________ 2 S302 ________ 1 S303 ________ 2 S304 ________ 1 S305 ________ 2 S305 ________ 2 S306 ________ 1 S307 ________ 2 S307 ________ TYP SNOW GUARD, SEE ARCH 1 S402 2 S402 3 S402 4 S402 1 S 4 0 3 2 S40 3 3 S 4 0 3 4 S40 3 1 S 4 0 42 S40 4 3 S40 4 4 S40 4 ________S401 4 ________ S401 3 SIM 4 S542 ________ 3 S541 ________ TYP 1 1 2 2 4 3 5 5 6 6 7 8 8 9 10 10 12 15 16 16 17 17 18 18 19 19 20 20 21 21 22 22 A B D E F G K L M M YC YA YB YD YE YF YG YH YJ YK YL YM H J K.9 K.1 21.9 21.9 2.9 11 PE TRUSSES @ 24" PE T RUSSES @ 24 " S T ART LAYO UT H ER E START LAYOUT HERE?2 S301 ________ PE T RU SSES @ 24 " PE TRUSSES @ 24" 83' - 10 1/2" 5' - 8" 11' - 3" 6' - 0" 7' - 5 1/4" 5' - 6 1/4" 16' - 0" 16' - 0" 16' - 0" 9 0' - 2 " 6 1 /2" 11' - 1 1/2" 13' - 2" 16' - 0" 16' - 0" 12' - 11 1/4" 10' - 8 3/4" 9 ' - 8 " 86' - 8"8' - 8"10 1/2"10' - 9 1/2" 8" 13' - 2" 4' - 1 3/4" 9' - 0 1/4" 3' - 4 1/4"5' - 7 1/2" 2' - 4 1/4"26' - 0"2' - 0" 70' - 4"4' - 0" 2' - 0" 24' - 8" 3' - 8 1/4" 5' - 3 3/4"3 3/4" 10' - 7 1/4" 8' - 3" 5' - 6" 4' - 0" 2' - 0" 80' - 6" 6 1/2 " 1 1' - 1 1 /2 " 1 3' - 2 " 16' - 0" 16' - 0" 12' - 11 1/4 " 10' - 8 3/4" 82' - 1 1/2" 5' - 8" 12' - 2 1/2" 12' - 5 3/4" 5' - 6 1/4" 1 1/4" 15' - 10 3/4" 13' - 9 1/2" 2' - 2 1/2" 14' - 3" RI DGE RIDGE DRAG TRUSS DRAG TRUSSDRAG TRUSSDRAG TRUSSDRAG TRUSSDRAG TRUSSGIRDER TRUSSTYPICAL: FULL HEIGHT TRUSS BLOCKING BETWEEN ALL TRUSSES AT SHEAR WALLS PERPENDICULAR TO TRUSSES GIRDER/DRAG TRUSSGIR DER/DRAG TRUSSRIDGE RIDGE TYPICAL AT GABLE ENDS: HOLDDOWN TOP CHORD OF GABLE END TRUSS FOR 2x8 LOOKOUTS @ 24" TYPICAL: LIMIT TRUSS DEFLECTION TO 1/4" FOR TRUSSES WITHIN 3'-0 OF WALLS PARALLEL TO TRUSSES B2 B2 ? 1 S541 ________ 2 S541 ________ H2 H4 H4 H4 H4 H3 H4H4 H4 H4 H1 H1 H1 H2 H2 H1 H4 H4 H4 H3 H4 H4 H4 H4 H2 H1 H1 H2 H2 H2 H2 H2 H2 H2 H2 H2 H2 H2 H4 H2 H2 H4 B3 B3 3T2K3T2K2T2K3T2K2T1K 1T1K2T1K1T1K1T1K2T1K1T2K1T2K1T2K1T2K1T2K1T2K1T2K1T2K1T2K1T2K1T2K1T2K1T 2K 1 T 2K 1T 2K 2T 2K 1T2K1T2K1T2K1T2K2T1K2T1K2T1K2T1K1T1K1T1K1T1K1T1KWP 26WP 362T2K2T2K2T2K2T2K2T2K2T2K2T2K2T2K2T 2K 2T2K2T2K2T2K2T 2K 2T 2K 2 T 2K 2 T2K 2 T 2K 2T 2K 2 T 2K 2 T2K 2 T 2K 2 T 2K 2T 2K 2T 2K 2T 2K 2T 2K 2T 2K 2T 2K 2T 2K 2T 2K 2T 1K 2T 1K 2T 1K 2T 1K 2T 1K 2T 1K 1T1K2T1K2T1K2T1K2T1K2T1K2T1K2T1K2T1K2T1K2T1K2T1KWP 26H4 1T 1K 1T 1K OVERBUILT CAP TRUSS FOR CHIMNEY, SEE ARCH ?????20.9 20.9 3 S542 ________ • USGS ELEVATION 8233.0' = 33'-0 • ALL BEAMS ARE FLUSH, UNLESS NOTED OTHERWISE ON PLAN • ALL HEADERS ARE DROPPED, UNLESS NOTED OTHERWISE ON PLAN • ALL COLUMNS ON THIS PLAN ARE BELOW • SEE SYMBOLS KEY ON SHEET S001 FOR BUILDING COLUMN DESIGNATIONS TYPICAL SLOPED ROOF SHEATHING: 3/4" APA 48/24 RATED SHEATHING FASTENED WITH 12d NAILS (0.131"Ø x 3") @ 6" ALONG PANEL EDGES AND @ 12" ALONG INTERMEDIATE FRAMING MEMBERS. LAY PANELS PERPENDICULAR TO FRAMING MEMBERS AND STAGGER PANEL JOINTS. TYPICAL EXTERIOR WOOD FRAMED WALLS (UNO): 2x6 STUDS @ 16" SHEATHED WITH 7/16" APA 24/16, EXPOSURE 1 ON EXTERIOR FACE; NAIL WALL SHEATHING WITH 8d (0.113"Ø x 2 3/8") @ 6" AT PANEL EDGES AND @ 12" IN FIELD OF PANEL; BLOCK AND NAIL ALL EDGES BETWEEN STUDS. IF GUN NAILS ARE USED FOR NAILING, NAILS MUST BE AT A MINIMUM THE DIAMETER AND LENGTH NOTED ABOVE. HATCH PATTERN INDICATES PRE-ENGINEERED TRUSS OVERFRAMING @ 24" MAX. SEE FOR MORE INFORMATION 3/S506 © This document and the ideas and designs incorporated herein, as an instrument of professional service, is the property of GPSL Architects, P.C., and is not to be used, in whole or in part, for any other project without the written authorization of Henry R. Pratt . 935 S. Frontage Road West Vail, Colorado 81657 tel: 970.476.1147 gpslarchitects.com DATE: PERMIT RESUBMIT 24 JULY 2018 JVA #18931 S206 ROOF FRAMING PLANSOLAR VAIL501 NORTH FRONTAGE ROADWESTLOT 8B, BLK 2, VAIL POTATO PATCHVAIL, COLORADO0 2' 4' 8' 16'PLAN NORTH 1/8" TRUE NORTH ROOF FRAMING PLAN 1/8" = 1'-0" WOOD BEAM SCHEDULE MARK TYPE B2 (2) 9 1/2" LVL B3 (3) 9 1/2" LVL B4 (2) 11 7/8" LVL B6 W8X18 B7 W8X48 B8 W10X39 B9 (2) 14" LVL B10 W10X60 B11 W10X112 HEADER SCHEDULE MARK TYPE NUMBER OF TRIMS, UNO NUMBER OF KINGS, UNO H1 (3) 2x6 HDR 2 2 H2 (2) 7 1/4 LVL HDR 2 1 H3 (3) 7 1/4 LVL HDR 2 1 H4 (3) 11 7/8 LVL HDR 2 2 H5 (3) 5 1/2 LVL HDR 2 1 H6 W16x31 2 2 BEARING WALL SCHEDULE MARK DESCRIPTION LEVEL 1 TO LEVEL 2 LEVEL 2 TO LEVEL 3 LEVEL 3 TO LEVEL 4 LEVEL 4 TO ROOF WOOD GRADE Comments W1 EXTERIOR WALL 2x6 @ 16" 2x6 @ 16" 2x6 @ 16" 2x6 @ 16" DOUG FIR - STUD GRADE TYPICAL UNO W2 CORRIDOR WALL 2x6 @ 16" 2x6 @ 16" 2x6 @ 16" 2x6 @ 16" DOUG FIR - STUD GRADE TYPICAL UNO W2A CORRIDOR WALL 2x4 @ 16" 2x4 @ 16" 2x4 @ 16" 2x4 @ 16" DOUG FIR - STUD GRADE STAGGERED 2x4 STUDS W/ 2x6 PL, SPECIFIED SPACING IS EACH SIDE OF WALL W2B CORRIDOR WALL 2x4 @ 6" 2x4 @ 6" 2x4 @ 6" 2x4 @ 4" DOUG FIR - STUD GRADE STAGGERED 2x4 STUDS W/ 2x6 PL, SPECIFIED SPACING IS EACH SIDE OF WALL W3 INTERIOR BEARING WALL 2x6 @ 16" 2x6 @ 16" 2x6 @ 16" 2x6 @ 16" DOUG FIR - STUD GRADE TYPICAL UNO W4 PARTY WALL 2x4 @ 6" 2x4 @ 8" 2x4 @ 8" 2x4 @ 12" DOUG FIR - STUD GRADE TYPICAL UNO 09/21/18 SW21 S 4 0 1 1 1 2 2 4 3 5 5 6 6 7 8 8 9 10 10 12 15 16 16 17 17 18 18 19 19 20 20 21 21 22 22 A B D E F G K L M M YC YA YB YD YE YF YG YH YJ YK YL YM H J K.9 K.1 21.9 21.9 2.9 11 83' - 10 1/2" 5' - 8" 11' - 3" 6' - 0" 7' - 5 1/4" 5' - 6 1/4" 16' - 0" 16' - 0" 16' - 0" 9 0' - 2 " 6 1 /2" 1 1' - 1 1 /2 " 1 3' - 2 " 16' - 0 " 16' - 0" 12' - 11 1/4" 10' - 8 3/4" 9 ' - 8 " 86' - 8"8' - 8"10 1/2"10' - 9 1/2" 8" 13' - 2" 4' - 1 3/4" 9' - 0 1/4" 3' - 4 1/4"5' - 7 1/2" 2' - 4 1/4"26' - 0"2' - 0" 70' - 4"4' - 0" 2' - 0" 24' - 8" 3' - 8 1/4" 5' - 3 3/4"3 3/4" 10' - 7 1/4" 8' - 3" 5' - 6" 4' - 0" 2' - 0"8 0' - 6 " 6 1/2 " 1 1' - 1 1 /2 " 1 3' - 2 " 1 6' - 0 " 1 6' - 0 " 1 2 ' - 1 1 1/4" 10' - 8 3/4" 82' - 1 1/2" 5' - 8" 12' - 2 1/2" 12' - 5 3/4" 5' - 6 1/4"1 1/4" 15' - 10 3/4" 13' - 9 1/2" 2' - 2 1/2" 14' - 3" HD8HD9HD9HD9HD9HD9HD9HD9HD9HD8HD9HD9HD8HD9HD8HD8HD9HD9HD9HD9HD9 HD9HD9HD9HD9HD9HD9 HD9HD9HD9HD9HD8HD8HD8HD8HD8HD8 HD8HD8 HD8HD8HD9HD9HD7HD10 HD9HD8HD9HD9HD9HD8HD8HD8HD9HD7HD8HD9 HD9HD9HD9HD8HD8HD8HD8HD8HD8HD8HD8HD8HD8 HD8HD10HD9HD9HD9HD9HD9HD9 HD8HD8HD8HD8HD8HD8HD9HD9HD8HD8 HD9SW3 SW3 S W3SW2SW3 SW3 S W3 S W3 S W3 SW3 SW3SW3SW2 SW2SW2 SW2SW2SW2 SW2SW2 SW2 SW2SW2SW2SW4 S W3 SW3 S W3 S W3 SW3 SW2 SW3SW3 SW4 S W4 S W4 SW2SW3SW4SW2 SW2 SW2 SW4 20.9 20.9HD8HD8© This document and the ideas and designs incorporated herein, as an instrument of professional service, is the property of GPSL Architects, P.C., and is not to be used, in whole or in part, for any other project without the written authorization of Henry R. Pratt . 935 S. Frontage Road West Vail, Colorado 81657 tel: 970.476.1147 gpslarchitects.com DATE: PERMIT RESUBMIT 24 JULY 2018 JVA #18931 S211 LEVEL 1 SHEAR WALL PLANSOLAR VAIL501 NORTH FRONTAGE ROADWESTLOT 8B, BLK 2, VAIL POTATO PATCHVAIL, COLORADO0 2' 4' 8' 16' PLAN NORTH 1/8" TRUE NORTH LEVEL 1 SHEAR WALL PLAN 1/8" = 1'-0" HOLDOWN SCHEDULE MARK MODEL NUMBER OF STUDS REMARKS Threaded Rod CAPACITY, LBS HD1 MSTC28 (2) 2x6, (2) 2x4 N/A 1155 HD2 MSTC40 (2) 2x6, (2) 2x4 N/A 2310 HD3 MSTC66 (2) 2x6, (2) 2x4 N/A 4780 HD4 MST72 (2) 2x6, (2) 2x4 N/A 6505 HD7 HDU8-SDS2.5 (4) 2x6 7/8"Ø 6765 HD8 HDU11-SDS2.5 (4) 2x6 1"Ø 9535 HD9 HDU14-SDS2.5 (4) 2x6 HEAVY HEX ANCHOR NUT REQUIRED 1"Ø 14445 HD10 HD19 (5) 2x6 (5) 1"Ø STUD BOLTS INTO POST 1 1/8"Ø 16735 SHEAR WALL SCHEDULE MARK PANEL EDGE NAILING FIELD NAILING SHEATHING ANCHOR BOLTS BOTTOM PL FASTENING A35 SPACING AT INTERIOR WALLS WIND CAPACITY (PLF) SEISMIC CAPACITY (PLF) SW1 8d @ 6" 8d @ 12" 7/16" APA 24/0 ONE SIDE 1/2"Ø @ 48" 12d @ 6" 32" 310 plf 221 plf SW2 8d @ 4" 8d @ 12" 7/16" APA 24/0 ONE SIDE 1/2"Ø @ 24" 12d @ 4" 18" 453 plf 323 plf SW3 8d @ 3" 8d @ 12" 7/16" APA 24/0 ONE SIDE 5/8"Ø @ 24" 12d @ 3" 12" 583 plf 417 plf SW4 8d @ 4" 8d @ 12" 7/16" APA 24/0 BOTH SIDE 5/8"Ø @ 16" 12d @ 2" 18" 905 plf 646 plf 09/21/18 1 1 2 2 4 3 5 5 6 6 7 8 8 9 10 10 12 15 16 16 17 17 18 18 19 19 20 20 21 21 22 22 A B D E F G K L M M YC YA YB YD YE YF YG YH YJ YK YL YM H J K.9 K.1 21.9 21.9 2.9 11 83' - 10 1/2" 5' - 8" 11' - 3" 6' - 0" 7' - 5 1/4" 5' - 6 1/4" 16' - 0" 16' - 0" 16' - 0" 9 0' - 2 " 6 1 /2" 1 1' - 1 1 /2 " 1 3' - 2 " 16' - 0" 16' - 0" 12' - 11 1/4" 10' - 8 3/4" 9 ' - 8 " 86' - 8"8' - 8"10 1/2"10' - 9 1/2" 8" 13' - 2" 4' - 1 3/4" 9' - 0 1/4" 3' - 4 1/4"5' - 7 1/2" 2' - 4 1/4"26' - 0"2' - 0" 70' - 4"4' - 0" 2' - 0" 24' - 8" 3' - 8 1/4" 5' - 3 3/4"3 3/4" 10' - 7 1/4" 8' - 3" 5' - 6" 4' - 0" 2' - 0"8 0' - 6 " 6 1/2" 1 1' - 1 1 /2 " 1 3' - 2 " 1 6' - 0 " 1 6' - 0 " 1 2' - 1 1 1 /4" 10' - 8 3/4" 82' - 1 1/2" 5' - 8" 12' - 2 1/2" 12' - 5 3/4" 5' - 6 1/4"1 1/4" 15' - 10 3/4" 13' - 9 1/2" 2' - 2 1/2" 14' - 3" HD4HD9HD8HD4HD9HD9HD9HD9HD9HD4HD8HD8HD4HD8HD4HD4HD8HD8HD4HD4HD9 HD9HD9HD9HD8HD9HD9 HD9HD9HD9HD9HD4HD4HD8HD4HD4HD8 HD4HD4 HD8HD8HD9HD9HD9HD3HD9 HD4HD8HD9HD8HD9HD4HD8HD8HD8HD3HD8HD8 HD8HD8HD8HD8HD8HD8HD4HD4HD8HD8HD7HD7HD8HD8HD4HD4HD9HD9HD9 HD9HD9HD9HD9HD9 HD4HD8HD8HD8HD8HD8HD8HD8HD7HD7HD8HD4HD4 HD2HD2HD8HD8HD4HD4SW3 SW3SW1SW2SW1SW3 SW1 SW2SW1SW1 SW1 SW1 SW1SW1SW2 S W3 S W3 SW1SW2 SW1 SW2SW1SW3 SW1 SW3 SW2SW1SW2SW2SW3 SW2SW2 SW1SW4SW1 SW3 SW3 SW1 SW1 SW1 SW1 SW2 S W2 S W2 S W2 S W3 S W3 S W3 SW3 SW3 20.9 20.9 © This document and the ideas and designs incorporated herein, as an instrument of professional service, is the property of GPSL Architects, P.C., and is not to be used, in whole or in part, for any other project without the written authorization of Henry R. Pratt . 935 S. Frontage Road West Vail, Colorado 81657 tel: 970.476.1147 gpslarchitects.com DATE: PERMIT RESUBMIT 24 JULY 2018 JVA #18931 S212 LEVEL 2 SHEAR WALL PLANSOLAR VAIL501 NORTH FRONTAGE ROADWESTLOT 8B, BLK 2, VAIL POTATO PATCHVAIL, COLORADO0 2' 4' 8' 16' PLAN NORTH 1/8" TRUE NORTH LEVEL 2 SHEAR WALL PLAN 1/8" = 1'-0" HOLDOWN SCHEDULE MARK MODEL NUMBER OF STUDS REMARKS Threaded Rod CAPACITY, LBS HD1 MSTC28 (2) 2x6, (2) 2x4 N/A 1155 HD2 MSTC40 (2) 2x6, (2) 2x4 N/A 2310 HD3 MSTC66 (2) 2x6, (2) 2x4 N/A 4780 HD4 MST72 (2) 2x6, (2) 2x4 N/A 6505 HD7 HDU8-SDS2.5 (4) 2x6 7/8"Ø 6765 HD8 HDU11-SDS2.5 (4) 2x6 1"Ø 9535 HD9 HDU14-SDS2.5 (4) 2x6 HEAVY HEX ANCHOR NUT REQUIRED 1"Ø 14445 HD10 HD19 (5) 2x6 (5) 1"Ø STUD BOLTS INTO POST 1 1/8"Ø 16735 SHEAR WALL SCHEDULE MARK PANEL EDGE NAILING FIELD NAILING SHEATHING ANCHOR BOLTS BOTTOM PL FASTENING A35 SPACING AT INTERIOR WALLS WIND CAPACITY (PLF) SEISMIC CAPACITY (PLF) SW1 8d @ 6" 8d @ 12" 7/16" APA 24/0 ONE SIDE 1/2"Ø @ 48" 12d @ 6" 32" 310 plf 221 plf SW2 8d @ 4" 8d @ 12" 7/16" APA 24/0 ONE SIDE 1/2"Ø @ 24" 12d @ 4" 18" 453 plf 323 plf SW3 8d @ 3" 8d @ 12" 7/16" APA 24/0 ONE SIDE 5/8"Ø @ 24" 12d @ 3" 12" 583 plf 417 plf SW4 8d @ 4" 8d @ 12" 7/16" APA 24/0 BOTH SIDE 5/8"Ø @ 16" 12d @ 2" 18" 905 plf 646 plf 09/21/18