Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
2023-08-24 City Park Stage Plans
1 4 A B 49°CENTER OF COLUMN15' - 3"CENTER OF COLUMN 29' - 0" CENTER LINE OF STRUCTURE CENTER LINE OF STRUCTURE EXISTING SIDEWALK EDGE OF PARKING LOT PROPERTY LINE CONCRETE STAGE SKIRT STAGE BACK STAGE ELEC N E W SI D E W A L K CODE INFORMATION MODEL CODES: 2018 IBC, IMC, IFC, UPC CONSTRUCTION TYPE: VA NUMBER OF STORIES: 1 BUILDING HEIGHT: 23'-1" OCCUPANCY TYPE: A-5 OCCUPANT LOAD: 49 PROJECT AREAS BUILDING AREA: 1,282 SQ. FEET PAVED AREA: 2,956 SQ. FEET SITE: 3.57 ACRES SITE ADDRESS: 155 SE MOSMAN AVE PARCEL #: 64420401000 JURISDICTION: CITY OF YELM ZONE: CBD (REQUIRED FOR BUILDING PERMIT) 1. ELECTRICAL PERMIT PROPERTY OWNER: CITY OF YELM 106 2ND ST SE PHONE: 360.458.8406 CONTACT: CODY COLD EMAIL:CODYC@YELMWA.GOV CONTRACTOR: NISQUALLY CONSTRUCTION SERVICES, LLC 12820 YELM HWY SE OLYMPIA, WA 98513 PHONE: 253.722.5928 CONTACT: ROBIN BRYANT EMAIL: RBRYANT@NISQUALLYCONSTRUCTION.COM ARCHITECT: CARVE ARCHITECTS 510 CAPITOL WAY SOUTH OLYMPIA, WA 98501 PHONE: 360.226.1945 CONTACT: MICHAEL KERSHISNIK EMAIL: MICHAEL@CARVEARCH.COM CIVIL ENGINEER: LDC CORP 321 CLEVELAND AVE SE TUMWATER, WA 98501 PHONE: 425.806.1869 CONTACT: ROSS JARVIS EMAIL: RJARVIS@LDCCORP.COM STRUCTURAL ENGINEER: PCS STRUCTURAL SOLUTIONS 1250 PACIFIC AVE #701 PHONE: 253.383.2797 CONTACT: SHAROO SHRESTHA EMAIL: SSHRESTHA@PCS-STRUCTURAL.COM CONSTRUCTION OF A NEW COMMUNITY OUTDOOR STAGE. WORK INCLUDES BUT IS NOT LIMITED TO SITE IMPROVEMENT AND AN ELECTRICAL ROOM. PROJECT LOCATION 120 STATE AVENUE NE #126 OLYMPIA, WA 98501 All material herein constitutes the original and unpublished work of the architect and may not be used, duplicated, or disclosed without the written consent of the architect. Copyright © 2023 by Carve Architects. All rights reserved. 360-226-1945 | www.carvearch.com 2309 | SITE PLANCITY OF YELMNEW OUTDOOR STAGE115 SE MOSMAN AVE | YELM, WA 98597A101 PERMIT SET AUGUST 24, 2023 1" = 10'-0"1 SITE PLAN BUILDING INFORMATION DEFERRED SUBMITTALS DESIGN TEAM PROJECT DESCRIPTIONVICINITY MAP REGISTERED ARCHITECT MICHAEL T. KERSHISNIK STATE OF WASHINGTON 9681 www.LDCcorp.comF 425.482.2893T 425.806.1869SurveyingEngineeringPlanningWoodinvilleKentOlympia321 CLEVELAND AVE SE, SUITE 209TUMWATER, WA 98501 www.LDCcorp.comF 425.482.2893T 425.806.1869SurveyingEngineeringPlanningWoodinvilleKentOlympia321 CLEVELAND AVE SE, SUITE 209TUMWATER, WA 98501 www.LDCcorp.comF 425.482.2893T 425.806.1869SurveyingEngineeringPlanningWoodinvilleKentOlympia321 CLEVELAND AVE SE, SUITE 209TUMWATER, WA 98501 www.LDCcorp.comF 425.482.2893T 425.806.1869SurveyingEngineeringPlanningWoodinvilleKentOlympia321 CLEVELAND AVE SE, SUITE 209TUMWATER, WA 98501 www.LDCcorp.com F 425.482.2893T 425.806.1869 S u r v e y i n g E n g i n e e r i n g P l a nn i n g Woodinville KentOlympia 321 CLEVELAND AVE SE, SUITE 209 TUMWATER, WA 98501 R O O F L I N E A B O V E F A C E O F S T A G E40' - 0" 1 8 ' - 4 "5 2 ' - 2 1 /2 " 2 8' - 8 1/4"40' - 0"1 5 2 ° 138°90°9 0 ° 90°90°120 STATE AVENUE NE #126 OLYMPIA, WA 98501 All material herein constitutes the original and unpublished work of the architect and may not be used, duplicated, or disclosed without the written consent of the architect. Copyright © 2023 by Carve Architects. All rights reserved. 360-226-1945 | www.carvearch.com 2309 | SITE PLANCITY OF YELMNEW OUTDOOR STAGE115 SE MOSMAN AVE | YELM, WA 98597A102 PERMIT SET AUGUST 24, 2023 1/4" = 1'-0"1 SITE PLAN - STAGE APRON REGISTERED ARCHITECT MICHAEL T. KERSHISNIK STATE OF WASHINGTON 9681 MAIN STAGE BACK STAGE ELEVATION = 28" 707 SQ FEET ELEVATION = 28" 520 SQ FEET ELECTRICAL 55 SQ FEET 5' - 9 3/4" 7' - 5 1/2" 4' - 5" 7' - 6 3/4" 2' - 8" 7' - 9"ACCESS PANELS 4' - 9 13/32" 9/32" 2' - 3 1/4"8' - 3 19/32"15' - 7 7/16" 2' - 3 1/4"3' - 1 3/4" 4' - 0"35' - 5"7' - 4 1/4"7' - 6 3/4"3' - 9 1/4"8"7' - 5 1/2"4' - 7"4' - 0"125° 1 5 2 ° 138° 90°9 0 °35' - 8 1/4"7' - 1"80°1 0 0 ° 1 1 2 2 3 3 4 4 AA BB115°115°100°A 8' - 0" 2' - 3 1/4" 23' - 11" 2' - 3 1/4" 8' - 0" 9 1/2" 1' - 3 1/2" 8 1/2" 7' - 6" 15' - 2 1/2" 6"3' - 6"8' - 6"3' - 6"8' - 6" 9"9 "44' - 5 3/4" A202 4 A202 5 1 1 1 1 8 A201 6 A201 BOTTOM 11 A201 TOP 4 A401 4 A401 ACCESS PANEL A. REFER TO A201 FOR SPECIFIC WALL ASSEMBLY INFORMATION. B. REFER TO DOOR AND WINDOW MANUFACTURER SPECIFICATIONS FOR ACTUAL ROUGH OPENING SIZES. C. REFER TO STRUCTURAL DRAWINGS FOR BEAM SIZES. D. FOR FRAMED WALLS - LOCATE HINGE SIDE OF ALL DOORS 4 1/2" FROM PERPENDICULAR FRAMING, U.N.O. E. GENERAL NOTES ON THIS PAGE DO NOT EXCLUDE NOTES ELSEWHERE; THIS DOCUMENT SET IS COMPLEMENTARY. NOTES ON OTHER SHEETS MAY HAVE BEARING / APPLICATION TO WORK SHOWN ON THIS SHEET. SECTION MARKER, NUMBER BELOW INDICATES PAGE WHERE SECTION CAN BE FOUND, NUMBER ABOVE INDICATES THE SECTION LOCATION ON THE PAGE. DETAIL MARKER, NUMBER BELOW INDICATES PAGE WHERE DETAIL CAN BE FOUND, NUMBER ABOVE INDICATES THE DETAIL LOCATION ON THE PAGE. WALL TYPE TAG - SEE WALL TYPES ON SHEET A201 DOOR TAG - SEE DOOR TYPES ON SHEET A2021t 1 A101 1 A101 1i6"1' - 0"6"1" CHAMFER, TYP. 6" 3" WASHED DRAIN ROCK, SEE CIVIL FOR ADDITIONAL CALLOUTS HSS COLUMN PER STRUCTURAL 5/4"x CEDAR TRIM PT 2X FRAMING OVER PT 4X6 BEAM PER STRUCTURAL, PAINT BLACK 5/4" X 6" CEDAR BOARD TYP1"1/2"1 1/2" 1/4"1' - 0"NOTCHED PT 2X FRAMING OVER PT 4X6 BEAM PER STRUCTURAL, PAINT BLACK METAL SIDING PER ELEVATIONS W/ RAIN SCREEN PER WALL TYPE WEATHER RESISTANT BARRIER 1/2" PRESSURE TREATED (PT) PLYWOOD BASE FLASHING WITH DRIP EDGE 2"6"1/2" EXPANSION JOINT (2) 2x6 PT WOOD SILL PLATES 1" CHAMFER, TYP 1" 1"8"7 1/2" TWO LAYERS OF 1x4 MINIMUM RAINSCREEN BATTENS SPACED 16" O.C. EACH WAY AND FASTENED THRU TO WALL STUDS WITH SPACED 16" O.C. TYP. INTERIOR EXTERIOR 2x6 WOOD STUDS AT 16" ON CENTER (O.C.) DASHED LINE INDICATES WEATHER RESISTANT BARRIER OVER PLYWOOD SHEATHING 1/2" PLYWOOD SHEATHING 1/2" PLYWOOD SHEATHING PER STRUCTURAL THRU-FASTENED 7/8" FACTORY FINISHED CORRUGATED ALUMINUM SIDING PER ELEVATIONS WALL TYPE: 1 SECTION (2) PT 2x TOP PLATE PER STRUCTURAL, PAINT BLACK PT 2x FRAMING, PAINT BLACK PLAN SEE ELEVATIONS FOR FRAMING LOCATIONSWEATHER RESISTANT BARRIER, LAP OVER FLASHING SEE DETAIL BELOW FOR NOTES IN COMMON 20 GAUGE GALVANIZED HEAD FLASHING WITH HEMMED DRIP EDGE, PAINT S.A.M. OVER FLASHING 2"CONTINUOUS BEAD OF SEALANT2 INCH.VERIFY HEADER PER STRUCTURAL HOLLOW METAL DOOR HOLLOW METAL JAMB SADDLE THRESHOLD ASSEMBLY WALL PER DASHED LINE INDICATE EXTERIOR FACE OF WALL BEYOND CONCRETE SLAB, SLOPE AWAY FROM DOOR DOOR BOTTOM WITH DRIP EDGE, EXAMPLE: PEMKO 210 1/2" SPACER BETWEEN INTERIOR AND EXTERIOR SLAB 120 STATE AVENUE NE #126 OLYMPIA, WA 98501 All material herein constitutes the original and unpublished work of the architect and may not be used, duplicated, or disclosed without the written consent of the architect. Copyright © 2023 by Carve Architects. All rights reserved. 360-226-1945 | www.carvearch.com 2309 | FLOOR PLANCITY OF YELMNEW OUTDOOR STAGE115 SE MOSMAN AVE | YELM, WA 98597A201 PERMIT SET AUGUST 24, 2023 1/4" = 1'-0"1 FLOOR 1 GENERAL NOTES - FLOOR PLAN FLOOR PLAN LEGEND 1 1/2" = 1'-0"8 RAIN BASIN SECTION 3" = 1'-0"6 SCREEN WALL 3" = 1'-0"5 WALL BASE @ SLAB 3" = 1'-0"7 STAGE EDGE 1 1/2" = 1'-0"4 ELECTRICAL ROOM WALL 3" = 1'-0"2 DOOR HEAD - EXTERIOR, TYPICAL 3" = 1'-0"3 DOOR THRESHOLD - EXTERIOR, TYPICAL REGISTERED ARCHITECT MICHAEL T. KERSHISNIK STATE OF WASHINGTON 9681 1 2 3 4 AA BB 11' - 11 1/2" 11' - 11 1/2" 3 ° 3 °3°3°3° 3° LED FLOOD LIGHT 1 1/2" ROUND PIPE (1.90 OD) FOR STAGE LIGHTING 6" CABLE TRAY FOR STAGE LIGHTING7' - 9"7' - 3"1 1/2" ROUND PIPE (1.90 OD) FOR STAGE LIGHTING 4 A401 4 A401 5' - 8 1/2" 5' - 7 1/2" 5' - 7" 5' - 7" 5' - 7 1/2" 5' - 8 1/2" ALL BEAM DIMENSIONS AND ANGLES ARE TO CENTER END OF BEAM GLULAM BEAMS PER STRUCTURAL STEEL BEAM PER STRUCTURAL A. ELEVATIONS NOTED A.F.F. ARE TAKEN FROM THE FINISHED FLOOR IMMEDIATELY BELOW. B. GENERAL CONTRACTOR DEVELOP COORDINATED LAYOUT OF M.E.P. SYSTEMS CROSSING AREAS NOTED "EXPOSED TO VIEW'. SUBMIT PROPOSED LAYOUT TO ARCHITECT FOR WRITTEN APPROVAL PRIOR TO FABRICATION AND/OR INSTALLATION OF ANY SYSTEM. C. GROUP CONDUIT AS POSSIBLE AND HOLD TIGHT TO STRUCTURE AT AREAS EXPOSED TO VIEW. SUBMIT PROPOSED LAYOUT TO ARCHITECT FOR WRITTEN APPROVAL PRIOR TO FABRICATION OR INSTALLATION OF ANY SYSTEM. D. PAINT ALL UNFINISHED ITEMS EXPOSED TO VIEW PER FINISH SCHEDULE, UNLESS NOTED OTHERWISE. ARCHITECT TO SELECT FROM MANUFACTURER'S STANDARD FINISHES FOR ALL FINISHED ITEMS. E. SOFFITS DIMENSIONED FROM FACE OF FINISH TO FACE OF FINISH, U.N.O. LIGHTING DIMENSIONED FROM CENTER LINE TO CENTER LINE, U.N.O. F. CONCEAL ALL LIGHTING CONDUITS, VERIFY DIMENSIONS BEFORE ORDERING MATERIALS AND PROCEEDING WITH WORK. G. ALL LIGHTING, M.E.P. FIXTURES, AND CEILING ACCESSORIES ON RCPS FOR DIMENSIONAL PURPOSES ONLY. FIXTURE TYPES SHALL BE DICTATED BY M.E.P. DRAWINGS, UNLESS NOTED OTHERWISE NOTIFY ARCHITECT OF ANY DISCREPANCIES PRIOR TO INSTALLATION. H. GENERAL NOTES ON THIS PAGE DO NOT EXCLUDE NOTES ELSEWHERE; THIS DOCUMENT SET IS COMPLEMENTARY. NOTES ON OTHER SHEETS MAY HAVE BEARING/APPLICATION TO WORK SHOWN ON THIS SHEET. INTERIOR 2x6 SCREEN WALL FRAMING; SEE 4/A201 FOR FRAMING 2x WOOD STUD SISTERED TO WALL FRAMING AT SCREEN WALL LOCATION JAMB TRIM PER METAL SIDING MANUFACTURER WALL PER PLAN 2x6 WOOD STUDS STAINLESS STEEL PAN HEAD SQUARE DRIVE SCREW 2x PT FURRING STRIP, TYP. 1/2" PLYWOOD SHEATHING SELF ADHESIVE MEMBRANE (SAM) WEATHER RESISTANT BARRIER OVER LAPPING SAM 5/4x6 CEDAR WOOD SLAT EXTERIOR STAINLESS STEEL PAN HEAD SQUARE DRIVE SCREW 5/4x6 WOOD SLAT 2x WOOD STUD SISTERED TO WALL FRAMING AT SCREE WALL LOCATION WALL PER PLAN 1/2" PLYWOOD SHEATHING 2x PT WOOD FURRING SELF ADHESIVE MEMBRANE WEATHER RESISTANT BARRIER OVER LAPPING SAM 1x PT NAILER STUD; PAINT BLACK 120 STATE AVENUE NE #126 OLYMPIA, WA 98501 All material herein constitutes the original and unpublished work of the architect and may not be used, duplicated, or disclosed without the written consent of the architect. Copyright © 2023 by Carve Architects. All rights reserved. 360-226-1945 | www.carvearch.com 2309 | REFLECTED CEILING PLANCITY OF YELMNEW OUTDOOR STAGE115 SE MOSMAN AVE | YELM, WA 98597A202 PERMIT SET AUGUST 24, 2023 1/4" = 1'-0"1 REFLECTED CEILING PLAN GENERAL NOTES - RCP 1 1/2" = 1'-0"4 SCREEN WALL @ ELEC ROOM CORNER 1 1/2" = 1'-0"5 SCREEN WALL END @ ELEC ROOM REGISTERED ARCHITECT MICHAEL T. KERSHISNIK STATE OF WASHINGTON 9681 1 X A401 1 X A4012" / 1'-0"1 1 2 2 3 3 4 4 AA BB 38' - 1"40' - 2 1/4"5 1 ' - 4 " 1 0 0 °100°7 3 °87°34' - 1"4' - 9 3/4" 28' - 5 1/2" 4' - 9 3/4"5' - 0"SELF ADHERED WATERPROOF MEMBRANESELF ADHERED WATERPROOF MEMBRANE A203 9 SPECIFICATIONS TAKE PRECEDENCE TO ALL NOTES, U.N.O. A. FOR TYPICAL ROOF ASSEMBLIES REFER TO DETAILS ON SHEET A203. B. ROOF COLOR TO BE SELECTED BY ARCHITECT FROM MANUFACTURERS STANDARD SELECTION. C. ALL EXPOSED METAL FLASHING/TRIM PIECES SHALL BE PREFINISHED GALVANIZED STEEL, U.N.O. PAINT EXPOSED METAL FLASHING/ TRIM AND MISCELLANEOUS. STEEL PIECES THAT ARE NOT PREFINISHED, COLOR PER EXTERIOR ELEVATIONS. D. ALL GUTTERS WHERE USED SHALL BE PREFINISHED, FULLY WELDED GALV. STEEL, SIZED PER DRAWINGS. TEST ALL GUTTERS AS SPECIFIED, COORDINATE WITH ARCHITECT. E. GUTTER HANGERS WHERE USED SHALL BE GALV. STL. BENT PLATE BRACKETS WITH 1" GALVANIZED SPACERS AT 36" O.C. MAX, STAGGER WITH EACH OTHER AT 18" O.C. PROVIDE PREFINISHED GUTTER EXPANSION JOINTS PER MANUFACTURER. F. STRUCTURAL SLOPES FOR GENERAL CONCEPT ONLY. EXACT T.O.S./ B.O.D. ELEVATIONS PER STRUCTURAL DRAWINGS WHERE ROOF SLOPE EXCEEDS 1/2" PER FOOT. G. GENERAL NOTES ON THIS PAGE DO NOT EXCLUDE NOTES ELSEWHERE; THIS DOCUMENT SET IS COMPLEMENTARY. NOTES ON OTHER SHEETS MAY HAVE BEARING/ APPLICATION TO WORK SHOWN ON THIS SHEET. 6 " 6 " 6 " 6 " FLASHING, SEE 4/A203 FOR ADDITIONAL INFORMATION CUSTOM 22 GAUGE GUTTER GUTTER STRAP UNDER JOGGLE CLEAT BUTYL SEALANT PER MANUFACTURER 1 3/4" STANDING SEAM METAL ROOFING GLU-LAM BEAM PER STRUCTURAL SELF ADHESIVE MEMBRANE OVER AND UNDER GUTTER 6 " 1/2" PLYWOOD SHEATHING WEATHER RESISTANT BARRIER OVER LAPPING SELF ADHESIVE MEMBRANE HIGH EAVE FLASHING Z CLOSURE W/ BUTYL TAPE 2X TONGUE & GROOVE CAR DECKING 5"6 1/8"5"2' - 0"1' - 4 1/8"STEEL BEAM PER STRUCTURAL 2X8 RAFTERS @ 32" O.C. 2x BLOCKING (2) 2x6 TOP PLATE WALL PER PLAN 1-3/4" STANDING SEAM METAL ROOFING WEATHER RESISTANT BARRIER 1/2" PLYWOOD SHEATHING LOW EAVE FLASHING 6"1X RAINSCREEN BATTENS HIGH EAVE FLASHING WITH TRIM CLEAT LOCK CLIP PER MANUFACTURER Z-CLOSURE W/ CONTINUOUS BUTYL TAPE 1/2" PLYWOOD 3 3 BB 8' - 4" 2' - 4"2" / 1'-0"4 A401 4 A401 3"6"VARIES BY BEAM 6"5"1' - 1"0"3' - 0" GLULAM BEAM PER STRUCTURAL1' - 9"5"1' - 9"1 4 0 °140°5 1/2" O P E N 1' - 0 1/4" 1" 1 "1"6 1/2"3"8 1/4"GUTTER STRAPS STANDING SEAM ROOFING PLAN VIEW 120 STATE AVENUE NE #126 OLYMPIA, WA 98501 All material herein constitutes the original and unpublished work of the architect and may not be used, duplicated, or disclosed without the written consent of the architect. Copyright © 2023 by Carve Architects. All rights reserved. 360-226-1945 | www.carvearch.com 2309 | ROOF PLANCITY OF YELMNEW OUTDOOR STAGE115 SE MOSMAN AVE | YELM, WA 98597A203 PERMIT SET AUGUST 24, 2023 1/4" = 1'-0"1 ROOF PLAN GENERAL NOTES - ROOF 3" = 1'-0"8 ROOF EAVE - LOW END 3" = 1'-0"7 ROOF EAVE @ HIGH END 1 1/2" = 1'-0"4 STEEL BEAM END 3" = 1'-0"6 LOWER EAVE - ELEC ROOM 3" = 1'-0"5 UPPER EAVE - ELEC ROOM 1/4" = 1'-0"2 ROOF PLAN - ELEC 1 1/2" = 1'-0"3 BEAM DETAIL 3" = 1'-0"9 CONDUCTOR HEAD REGISTERED ARCHITECT MICHAEL T. KERSHISNIK STATE OF WASHINGTON 9681 PAINTED STEEL COLUMNS AND BEAMS CONCRETE BASE STAGE GLULAM BEAMS WOOD SLAT SCREEN WALL METAL SIDING CONCRETE RAIN BASIN WOOD CAR DECKING AND GLULAM BEAMS PAINTED STEEL COLUMNS AND BEAMS WOOD SLAT SCREEN WALLS CONCRETE STAGE BASE 8x8 ACCESS PANEL STAGE LEVEL 2' -6"14' - 4"10' - 11"A203 4 METAL SIDING PAINTED STEEL COLUMNS AND BEAMS GLULAM BEAMS METAL DECKING WOOD SLAT SCREEN WALL 11' - 10"9' - 0"8x8 ACCESS PANEL STEEL COLUMNS AND BEAMS CONCRETE BASE STAGE GLULAM BEAMS WOOD SLAT SCREEN WALL METAL SIDING CONCRETE CATCH BASIN PAINTED STEEL COLUMN AND BEAM STAGE LEVEL 2' -6" 9' - 4"6' - 3"6' - 11"7/8" / 1'-0" EQEQEQEQ8 1/4"8 1/4" DIMENSIONS TO CENTERLINE OF FRAMING FOR SCREEN WALL AND SLAT CONNECTION LOCATIONS 10' - 4 1/2"1' - 0" 11' - 0 1/4" 7/8" / 1'-0" EQEQEQEQ 8 1/4"8 1/4" 9' - 4" DIMENSIONS TO CENTERLINE OF FRAMING FOR SCREEN WALL AND SLAT CONNECTION LOCATIONS 1' - 0" 7' - 2 1/2" 10' - 9 1/2"15' - 2 3/4" 1 3 /8 " / 1 '-0 "11' - 3 1/4"EQ EQ EQ EQ EQ EQ EQ 12' - 2 1/2"8 1/4"6 3/4"13' - 6 3/4"12' - 9"DIMENSIONS TO CENTERLINE OF FRAMING FOR SCREEN WALL AND SLAT CONNECTION LOCATIONS DIMENSIONS TO TOP OF ROOFING AT CORNERS OF ELECTRICAL ROOM 23' - 4" EQEQEQEQEQEQEQEQEQEQEQ 7' - 2"NOTE: CENTERLINE DIMENSIONS INDICATE LOCATION OF FRAMING AND FASTENERS 10' - 9 1/2" 8' - 1"1' - 0" 9' - 0" 1' - 0" 8 1/4"8 1/4" DIMENSIONS TO CENTERLINE OF FRAMING FOR SCREEN WALL AND SLAT CONNECTION LOCATIONS 120 STATE AVENUE NE #126 OLYMPIA, WA 98501 All material herein constitutes the original and unpublished work of the architect and may not be used, duplicated, or disclosed without the written consent of the architect. Copyright © 2023 by Carve Architects. All rights reserved. 360-226-1945 | www.carvearch.com 2309 | ELEVATIONSCITY OF YELMNEW OUTDOOR STAGE115 SE MOSMAN AVE | YELM, WA 98597A301 PERMIT SET AUGUST 24, 2023 1/4" = 1'-0"1 NORTH ELEVATION 1/4" = 1'-0"2 WEST ELEVATION 1/4" = 1'-0"3 EAST ELEVATION 1/4" = 1'-0"4 SOUTH ELEVATION 1/4" = 1'-0"5 SOUTH SCREEN WALL 1/4" = 1'-0"8 NORTH SCREEN WALL 1/4" = 1'-0"7 EAST SCREEN WALL - BACKSTAGE SIDE 1/4" = 1'-0"6 EAST SCREEN WALL - STAGE SIDE REGISTERED ARCHITECT MICHAEL T. KERSHISNIK STATE OF WASHINGTON 9681 AB STAGE LEVEL 2' -6" A203 3 A203 7 2' - 6"1' - 6"A203 8 A203 6 A203 5 11 A201 6 A201 1 1/2" ROUND PIPE (1.90 OD) FOR STAGE LIGHTING 1 1/2" ROUND PIPE (1.90 OD) FOR STAGE LIGHTING 2 A201 3 A201 120 STATE AVENUE NE #126 OLYMPIA, WA 98501 All material herein constitutes the original and unpublished work of the architect and may not be used, duplicated, or disclosed without the written consent of the architect. Copyright © 2023 by Carve Architects. All rights reserved. 360-226-1945 | www.carvearch.com 2309 | BUILDING SECTIONSCITY OF YELMNEW OUTDOOR STAGE115 SE MOSMAN AVE | YELM, WA 98597A401 PERMIT SET AUGUST 24, 2023 1/2" = 1'-0"4 BUILDING SECTION STEEL BEAM PER STRUCTURAL TUBE STEEL COLUMN PER STRUCTURAL FOOTINGS PER STRUCTURAL, TYPICAL 1 3/4" STANDING SEAM METAL ROOFING OVER ROOFING UNDERLAYMENT OVER 2X6 TONGUE AND GROOVE CAR DECKING 4" CONCRETE SLAB, SEE CIVIL FOR ADDITIONAL CALLOUTS 4" CONCRETE SLAB, SEE CIVIL FOR ADDITIONAL CALLOUTS GLBM PER STRUCTURAL REGISTERED ARCHITECT MICHAEL T. KERSHISNIK STATE OF WASHINGTON 9681 AREA DESIGN DEAD LOAD LIVE LOAD PARTITION LOAD CONCENTRATED LOADS ROOF 25 PSF ROOF SURFACES 1 EFFECTIVE WIND AREA NEGATIVE PRESSURES (PSF) ZONE 2 3 2 1 10 SF 25.9 -35.6 19.4 -18.4 13.0 20 SF 19.4 -18.4 19.4 -18.4 13.0 50 SF 13.0 -11.9 13.0 -11.9 13.0 THESE GENERAL NOTES ARE TO BE USED AS A SUPPLEMENT TO THE SPECIFICATIONS. ANY DISCREPANCIES FOUND AMONG THE DRAWINGS, THE SPECIFICATIONS, THESE GENERAL NOTES AND THE SITE CONDITIONS SHALL BE REPORTED TO THE ARCHITECT, WHO SHALL CORRECT SUCH DISCREPANCY IN WRITING. ANY WORK DONE BY THE GENERAL CONTRACTOR AFTER DISCOVERY OF SUCH DISCREPANCY SHALL BE DONE AT THE GENERAL CONTRACTOR'S RISK. THE GENERAL CONTRACTOR SHALL VERIFY AND COORDINATE DIMENSIONS AMONG ALL DRAWINGS PRIOR TO PROCEEDING WITH ANY WORK OR FABRICATION. THE STRUCTURE HAS BEEN DESIGNED TO RESIST CODE SPECIFIED VERTICAL AND LATERAL FORCES AFTER THE CONSTRUCTION OF ALL STRUCTURAL ELEMENTS HAS BEEN COMPLETED. STABILITY OF THE STRUCTURE PRIOR TO COMPLETION IS THE SOLE RESPONSIBILITY OF THE GENERAL CONTRACTOR. THIS RESPONSIBILITY INCLUDES BUT IS NOT LIMITED TO JOB SITE SAFETY; ERECTION MEANS, METHODS, AND SEQUENCES; TEMPORARY SHORING, FORMWORK, BRACING; USE OF EQUIPMENT AND CONSTRUCTION PROCEDURES. PROVIDE ADEQUATE RESISTANCE TO LOADS ON THE STRUCTURES DURING CONSTRUCTION PER SEI/ASCE STANDARD NO. 37-14 "DESIGN LOADS ON STRUCTURES DURING CONSTRUCTION." CONSTRUCTION OBSERVATION BY THE STRUCTURAL ENGINEER IS FOR GENERAL CONFORMANCE WITH DESIGN ASPECTS ONLY AND IS NOT INTENDED IN ANY WAY TO REVIEW THE CONTRACTOR'S CONSTRUCTION PROCEDURES. STANDARDS ALL METHODS, MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE 2018 INTERNATIONAL BUILDING CODE (IBC) AS AMENDED AND ADOPTED BY THE LOCAL BUILDING OFFICIAL OR APPLICABLE JURISDICTION. CONTRACT DRAWINGS / DIMENSIONS ARCHITECTURAL DRAWINGS ARE THE PRIME CONTRACT DRAWINGS. CONSULTANT DRAWINGS BY OTHER DISCIPLINES ARE SUPPLEMENTARY TO ARCHITECTURAL DRAW INGS. REPORT DIMENSIONAL OMISSIONS OR DISCREPANCIES BETWEEN ARCHITECTURAL DRAWINGS AND STRUCTURAL, MECHANICAL, ELECTRICAL OR CIVIL DRAWINGS TO ARCHITECT PRIOR TO PROCEEDING WITH WORK. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL DRAWINGS. PRIMARY STRUCTURAL ELEMENTS ARE DIMENSIONED ON STRUCTURAL PLANS AND DETAILS AND OVERALL LAYOUT OF STRUCTURAL PORTION OF WORK. SOME SECONDARY ELEMENTS ARE NOT DIMENSIONED, SUCH AS WALL CONFIGURATIONS, INCLUDING EXACT DOOR AND WINDOW LOCATIONS, ALCOVES, SLAB SLOPES AND DEPRESSIONS, CURBS, ETC. VERTICAL DIMENSIONAL CONTROL IS DEFINED BY ARCHITECTURAL WALL SECTIONS AND BUILDING SECTIONS. STRUCTURAL DETAILS SHOW DIMENSIONAL RELATIONSHIPS TO CONTROL DIMENSIONS DEFINED BY ARCHITECTURAL DRAWINGS. DETAILING AND SHOP DRAWING PRODUCTION FOR STRUCTURAL ELEMENTS WILL REQUIRE DIMENSIONAL INFORMATION CONTAINED IN BOTH ARCHITECTURAL AND STRUCTURAL DRAWINGS. VERTICAL LOADS SNOW: (MINIMUM ROOF SNOW LOAD = 25 PSF) Pg = 25 PSF = GROUND SNOW LOAD Pf = 0.7CeCt sPg = FLAT ROOF SNOW LOADI Ps = CsPf = SLOPED ROOF SNOW LOAD I s = 1.0 Ce = 1.0, Ct = 1.0, Cs = VARIES LATERAL FORCES LATERAL FORCES ARE TRANSMITTED BY DIAPHRAGM ACTION OF ROOF TO CANTILEVERED STEEL COLUMNS, WHICH TRANSFER LOADS TO FOUNDATION, WHERE ULTIMATE DISPLACEMENT IS RESISTED BY PASSIVE PRESSUTE OF EARTH AND/OR SLIDING FRICTION. WIND: THE BUILDING MEETS THE CRITERIA TO USE THE "ENCLOSED, PARTIALLY ENCLOSED, AND OPEN BUILDING OF ALL HEIGHTS PROCEDURE" PER ASCE 7-16. - EXPOSURE CATEGORY = B - BASIC WIND SPEED, (3 SEC. GUST), VULT = 97 MPH - RISK CATEGORY PER IBC TABLE 1604.5 = II - TOPOGRAPHIC FACTOR KZT = 1.0 - COMPONENTS AND CLADDING LOADS, SEE THE FOLLOWING TABLES: PIPES, DUCTS AND MECHANICAL EQUIPMENT SUPPORTED OR BRACED FROM STRUCTURE. CONFORM TO SHEET METAL AND AIR CONDITIONING CONTRACTORS' NATIONAL ASSOCIATION, INC. PUBLICATION "SEISMIC RESTRAINT MANUAL: GUIDELINES FOR MECHANICAL SYSTEMS". SPRINKLER LINE ATTACHMENTS SHALL CONFORM TO NFPA PAMPHLET 13. FOUNDATION DESIGN CRITERIA (REFER TO DESIGN CRITERIA PROVIDED BY THE ARCHITECT FOR THE COMMUNITY CENTER DATED MAY 29, 2014). ALL FOOTINGS SHALL BEAR ON FIRM, UNDISTURBED EARTH OR "STRUCTURAL BACKFILL". NATIVE EARTH BEARING SHALL BE SURFACE COMPACTED. AREAS OVER-EXCAVATED SHALL BE BACKFILLED WITH LEAN CONCRETE (f'c= 2000 PSI) OR "STRUCTURAL BACKFILL". AREAS DESIGNATED "STRUCTURAL BACKFILL" SHALL BE FILLED WITH APPROVED WELL-GRADED BANKRUN MATERIAL. MAXIMUM SIZE OF ROCK 4". FROZEN SOIL, ORGANIC MATERIAL AND DELETERIOUS MATTER NOT ALLOWED. COMPACT TO AT LEAST 95% OF ITS MAXIMUM DENSITY AS DETERMINED BY ASTM D1557. CONTRACTOR SHALL EXERCISE EXTREME CARE DURING EXCAVATION TO AVOID DAMAGE TO BURIED LINES, TANKS, AND OTHER CONCEALED ITEMS. UPON DISCOVERY, DO NOT PROCEED WITH WORK UNTIL RECEIVING WRITTEN INSTRUCTIONS FROM ARCHITECT. A COMPETENT REPRESENTATIVE OF THE OWNER SHALL INSPECT ALL FOOTING EXCAVATIONS FOR SUITABILITY OF BEARING SURFACES PRIOR TO PLACEMENT OF REINFORCING STEEL. PROVIDE DRAINAGE AND DEWATERING AROUND ALL WORK TO AVOID WATER-SOFTENED FOOTINGS. SEISMIC IMPORTANCE FACTOR, e = 1.0 RISK CATEGORY OF BUILDING PER IBC TABLE 1604.5 = II SPECTRAL RESPONSE ACCELERATIONS SS = 1.287 & S1 = 0.465 SITE CLASS PER TABLE 20.3-1 = D DESIGN SPECTRAL RESPONSE ACCELERATIONS SDS = 1.030 & SD1 = 0.465 SEISMIC DESIGN CATEGORY = D W = EFFECTIVE SEISMIC WEIGHT OF BUILDING = D ANALYSIS PROCEDURE USED = EQUIVALENT LATERAL FORCE PROCEDURE SEISMIC FORCE-RESISTING SYSTEM PER TABLE 12.2-1: STEEL ORDINARY CANTILEVER COLUMN SYSTEM RESPONSE MODIFICATION FACTOR, R = 1.25 OVERSTRENGTH FACTOR, = 1.25 DEFLECTION AMPLIFICATION FACTOR, Cd = 1.25 Cs = 0.824 DESIGN BASE SHEAR V = 16.5k I ALLOWABLE SOIL BEARING PRESSURE: 3000 PSF (ASSUMED)* ACTIVE PRESSURE - RESTRAINED: 55 PCF +14H SEISMIC SURCHARGE (ASSUMED) ACTIVE PRESSURE - UNRESTRAINED: 35 PCF +6H SEISMIC SURCHARGE (ASSUMED) PASSIVE RESISTANCE: 350 PCF (INCLUDES F.O.S. ≥ 1.5) COEFFICIENT OF FRICTION: 0.40 (INCLUDES F.O.S. ≥ 1.5) *1/3 INCREASE ALLOWED FOR SEISMIC OR WIND LOADING Cs =SDS ( )R Ie SEISMIC:(ASCE 7-16) V = CsW Cs MINIMUM = 0.044 SDS E ≥ 0.01 ;WHERE SD1 Ie RT( ) FOR T ≤ TL OR Cs MAXIMUM = WITH 1. VALUES SHOWN IN TABLE ARE GROSS ULTIMATE WIND PRESSURES. 2. ROOF ZONES ARE AS DEFINED BY FIGURES 30.7-3 IN ASCE 7-16 FOR OPEN BUILDING. Cs MINIMUM = FOR S1 > 0.6g0.5S1 Ie R OR SD1TL Ie RT2 ( ) FOR T > TLCs MAXIMUM = GENERAL NOTES DESIGN CRITERIA 300# I 12 PSF -11.9 -11.9 -11.9 Ω ITEM DESIGN f'c (PSI) (AT 28 DAYS U.N.O.) MAX. W/C RATIO MIN. FLYASH OR SLAG (PCY) AGGREGATE GRADING ASTM AASHTO NOTES CONCRETE EXPOSED TO WEATHER: PROVIDE 5.0% TOTAL AIR CONTENT FOR ALL CONCRETE EXPOSED TO WEATHER. TOTAL AIR CONTENT IS THE SUM OF ENTRAINED AIR PROVIDED BY ADMIXTURES AND NATURALLY OCCURRING ENTRAPPED AIR. AIR CONTENT SHALL BE TESTED PRIOR TO BEING PLACED IN THE PUMP HOPPER OR BUCKET; IT IS NOT REQUIRED TO BE TESTED AT THE DISCHARGE END OF THE PUMP HOSE. THE TOLERANCE ON ENTRAPPED AIR SHALL BE +2.0% AND -1.5% WITH THE AVERAGE OF ALL TESTS NOT LESS THAN THE SPECIFIED AMOUNT. TOTAL CEMENTITIOUS MATERIAL: THE SUM OF ALL CEMENT PLUS FLYASH AND SLAG. AT THE CONTRACTORS OPTION FLYASH OR SLAG MAY BE SUBSTITUTED FOR CEMENT BUT SHALL NOT EXCEED 25% BY WEIGHT OF TOTAL CEMENTITIOUS MATERIAL. IN NO CASE SHALL THE AMOUNT OF FLYASH OR SLAG BE LESS THAN REQUIRED BY THE CONCRETE MIX DESIGN TABLE. FOOTING MIXES SHALL CONTAIN NOT LESS THAN 5 SACKS OF CEMENTITIOUS MATERIAL PER CUBIC YARD, ALL OTHER MIXES SHALL CONTAIN NOT LESS THAN 5-1/2 SACKS OF CEMENTITIOUS MATERIAL PER CUBIC YARD, UNLESS NOTED OTHERWISE. ACI: 1. ACI-117 'SPECIFICATIONS FOR TOLERANCES FOR CONCRETE CONSTRUCTION, MATERIALS AND COMMENTARY'. 2. ACI-301 'STANDARD SPECIFICATIONS FOR STRUCTURAL CONCRETE'. 3. ACI-302.1 'GUIDE TO CONCRETE FLOOR AND SLAB CONSTRUCTION'. 4. ACI-304 'GUIDE FOR MEASURING, MIXING, TRANSPORTING, AND PLACING CONCRETE'. 5. ACI-305.1 'SPECIFICATIONS FOR HOT WEATHER CONCRETING'. 6. ACI-306.1 'STANDARD SPECIFICATION FOR COLD WEATHER CONCRETING'. 7. ACI-308.1 'STANDARD SPECIFICATION FOR CURING CONCRETE'. 8. ACI-309 'GUIDE FOR CONSOLIDATION OF CONCRETE'. 9. ACI-311.4 'GUIDE FOR CONCRETE INSPECTION'. 10. ACI-315 'DETAILS AND DETAILING OF CONCRETE REINFORCEMENT'. 11. ACI-318 'BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE'. 12. ACI-506.2 'SPECIFICATION FOR SHOTCRETING'. 13. ACI 347 'GUIDE TO FORMWORK FOR CONCRETE'. 14. ACI 303.1 'STANDARD SPECIFICATION FOR CAST-IN PLACE/ARCHITECTURAL CONCRETE'. MIX DESIGNS: THE CONTRACTOR SHALL DESIGN CONCRETE MIXES THAT MEET OR EXCEED THE REQUIREMENTS OF THE CONCRETE MIX TABLE. ALL CONCRETE MIXES SHALL BE NORMAL WEIGHT, UNLESS NOTED OTHERWISE. THE MIX DESIGNS SHALL FACILITATE ANTICIPATED PLACEMENT METHODS, WEATHER, REBAR CONGESTION, ARCHITECTURAL FINISHES, CONSTRUCTION SEQUENCING, STRUCTURAL DETAILS, AND ALL OTHER FACTORS REQUIRED TO PROVIDE A STRUCTURALLY SOUND, AESTHETICALLY ACCEPTABLE FINISHED PRODUCT. WATER REDUCING ADMIXTURES WILL LIKELY BE REQUIRED TO MEET THESE REQUIREMENTS. CONCRETE MIX DESIGNS SHALL CLEARLY INDICATE THE TARGET SLUMP. SLUMP TOLERANCE SHALL BE ± 1-1/2 INCHES. ASTM: 1. ASTM C33 'STANDARD SPECIFICATION FOR CONCRETE AGGREGATES'. 2. ASTM C94 'STANDARD SPECIFICATION FOR READY-MIX CONCRETE'. 3. ASTM C150 'STANDARD SPECIFICATION FOR PORTLAND CEMENT'. 4. ASTM C260 'STANDARD SPECIFICATION FOR AIR-ENTRAINED ADMIXTURES FOR CONCRETE'. 5. ASTM C309 'STANDARD SPECIFICATION FOR LIQUID MEMBRANE-FORMING COMPOUNDS FOR CURING CONCRETE'. 6. ASTM C494 'STANDARD SPECIFICATION FOR CHEMICAL ADMIXTURES FOR CONCRETE'. 7. ASTM C595 'STANDARD SPECIFICATION FOR BLENDED HYDRAULIC CEMENTS'. 8. ASTM C618 'STANDARD SPECIFICATION FOR ... FLY-ASH...'. 9. ASTM C989 'STANDARD SPECIFICATION FOR SLAG...'. 10. ASTM C1017 'STANDARD SPECIFICATION FOR CHEMICAL ADMIXTURES FOR USE IN PRODUCING FLOWING CONCRETE'. 11. ASTM C-1116 'STANDARD SPECIFICATION FOR FIBER-REINFORCED CONCRETE'. 12. ASTM C-1218 'STANDARD TEST METHOD FOR WATER-SOLUBLE CHLORIDE IN MORTAR AND CONCRETE'. 13. ASTM C-1315 'STANDARD SPECIFICATION FOR LIQUID MEMBRANE-FORMING COMPOUNDS HAVING SPECIAL PROPERTIES FOR CURING AND SEALING' FOUNDATIONS - UNO 4000 0.50 --57 OR 67CAST-IN-PLACE CONCRETE CODES, SPECIFICATIONS, AND STANDARDS. CONCRETE WORK SHALL CONFORM TO THE FOLLOWING CODES, SPECIFICATIONS, AND STANDARDS, AND THE STANDARDS AND SPECIFICATIONS THEY REFERENCE. THE CONTRACTOR SHALL OBTAIN AND HAVE READILY AVAILABLE ON SITE THE LATEST VERSION OF THE "ACI MANUAL OF CONCRETE PRACTICE": CONCRETE AGGREGATE: COARSE AND FINE AGGREGATE SHALL CONFORM TO ASTM C33 CEMENT: CEMENT SHALL CONFORM TO ASTM C150, TYPE II PORTLAND CEMENT OR ASTM C595 - TYPE IL PORTLAND LIMESTONE CEMENT, , UNLESS NOTED OTHERWISE. FLYASH: SHALL CONFORM TO ASTM C618 CLASS C OR F, MAXIMUM LOSS OF IGNITION SHALL BE 1.0%. SLAG: GROUND GRANULATED BLAST-FURNACE (GGBF) SLAG SHALL CONFORM TO ASTM C989 GRADE 100 OR 120. ALTERNATE MIX DESIGNS: VARIATIONS TO THE MIX DESIGN PROPORTIONS MAY BE ACCEPTED IF SUBSTANTIATED IN ACCORDANCE WITH ACI 318, CHAPTER 19. PROVIDE SUBMITTALS A MINIMUM OF TWO WEEKS PRIOR TO BID FOR DETERMINATION OF ACCEPTABILITY. ADMIXTURES: ADMIXTURES SHALL BE BY MASTER BUILDERS, W.R. GRACE, OR PRE-APPROVED EQUAL. ALL MANUFACTURER'S RECOMMENDATIONS SHALL BE FOLLOWED. WATER: SHALL BE CLEAN AND POTABLE. MAXIMUM CHLORIDE CONTENT: THE MAXIMUM WATER SOLUBLE CHLORIDE CONTENT SHALL NOT EXCEED 0.15% BY WEIGHT OF CEMENTITIOUS MATERIAL UNLESS NOTED OTHERW ISE. STEM WALLS AND OTHER WALLS EXPOSED TO EARTH OR WEATHER 4500 0.45 100 57 OR 67 "NOT FOR CONSTRUCTION"38554JYER NKS. L E I FFE A L EOIN EEEPRFO S S GN NIRGTATSNOTAFOEW NIHS UTSRRA T C U L NNE G EERI120 STATE AVENUE NE #126 OLYMPIA, WA 98501 All material herein constitutes the original and unpublished work of the architect and may not be used, duplicated, or disclosed without the written consent of the architect. Copyright © 2023 by Carve Architects. All rights reserved. 360-226-1945 | www.carvearch.com 2309 | GENERAL NOTESCITY OF YELMNEW OUTDOOR STAGE115 SE MOSMAN AVE | YELM, WA 98597S001 PERMIT SET AUGUST 4, 2023 STRUCTURAL DRAWING INDEX SHEET NUMBER SHEET DESCRIPTION S001 GENERAL NOTES S002 GENERAL NOTES S003 GENERAL NOTES S004 GENERAL NOTES S201 FOUNDATION PLAN S203 ROOF FRAMING PLAN S301 FOUNDATION DETAILS S302 FOUNDATION DETAILS S303 ROOF FRAMING DETAILS S304 SCREEN WALL DETAILS S305 ELECTRICAL ROOM DETAILS Grand total: 11 CONDITION OF PLACEMENT AND CURING WALLS & SLABS FOOTINGS MIN. TEMP. FRESH CONCRETE AS MIXED FOR WEATHER INDICATED, DEGREES F. ABOVE 30° F. 0° TO 30° F. BELOW 0° F. 60° 65° 70° 55° 60° 65° MIN. TEMP. FRESH CONCRETE AS PLACED AND MAINTAINED, DEGREES F.55° 50° MAX. ALLOWABLE GRADUAL DROP IN TEMP. THROUGHOUT FIRST 24 HOURS AFTER END OF PROTECTION, DEGREES F.50° 40° ITEM CONCRETE CURING NOTES SLABS EXPOSED TO EARTH OR WEATHER OR VEHICLE OR FORKLIFT TRAFFIC INCLUDING LOADING DOCKS 1, (3 OR 4 OR 5), 6 ALL OTHER SLABS 1, (3 OR 4 OR 5) FORMED SURFACES EXCLUDING FOUNDATIONS 2 ALL OTHER CONCRETE NONE CONTROL AND CONSTRUCTION JOINTS CONSTRUCTION JOINTS SHALL MEET THE REQUIREMENTS OF ACI 301 SECTIONS 2.2.2.5 AND 5.3.2.6. SPECIAL BONDING METHODS PER SECTION 5.3.2.6 SHALL BE SATISFIED BY ITEM 6 BELOW UNLESS OTHERWISE DETAILED ON THE STRUCTURAL DRAWINGS. WHERE CONSTRUCTION JOINTS ARE NOT SHOWN ON PLAN OR ADDITIONAL CONSTRUCTION JOINTS ARE REQUIRED SUBMIT PROPOSED JOINTING FOR STRUCTURAL ENGINEERS APPROVAL. PROVIDE CONSTRUCTION JOINTS AS INDICATED BELOW UNLESS NOTED OTHERWISE ON THE PLANS: 1. SLABS ON GRADE: PROVIDE CONSTRUCTION AND/OR CONTROL JOINTS AT 16 FEET O.C. MAXIMUM FOR UNEXPOSED SLABS ON GRADE AND 12 FEET O.C. FOR EXPOSED SLABS ON GRADE. COORDINATE JOINTS WITH ARCHITECTURAL DRAWINGS. 2. WALLS AND COLUMNS: COORDINATE CONSTRUCTION JOINTS WITH ARCHITECTURAL REVEALS. 3. BONDING AGENT: WHERE BONDING AGENT IS SPECIFICALLY CALLED OUT ON THE STRUCTURAL DRAWINGS USE "WELD CRETE" BY LARSON PRODUCTS CORPORATION OR PRE-APPROVED EQUAL. FOLLOW ALL MANUFACTURERS RECOMMENDATIONS. 4. ATTACHMENT OF NEW CONCRETE TO EXISTING: WHERE SHOWN, ROUGHEN CONCRETE TO A MINIMUM AMPLITUDE OF 1/4" USING IMPACT HAMMER. REMOVE ALL LOOSE OR DAMAGED CONCRETE, THOROUGHLY FLUSH ALL SURFACES WITH POTABLE WATER, AIR BLAST WITH OIL FREE COMPRESSED AIR TO REMOVE ALL WATER. HOT OR WINDY WEATHER PLACEMENT HOT WEATHER IS DEFINED BY ACI 305 AS "ANY COMBINATION OF HIGH AIR TEMPERATURE, LOW RELATIVE HUMIDITY, AND WIND VELOCITY, TENDING TO IMPAIR THE QUALITY OF FRESH HARDENED CONCRETE. ACI 305 FIGURE 2.1.5 SHALL BE USED BY THE CONTRACTOR TO ESTIMATE THE RATE OF EVAPORATION. WHEN THE ESTIMATED RATE OF EVAPORATION IS GREATER THAN O.2 PSF/HOUR THE PLACEMENT SHALL BE CONSIDERED A HOT WEATHER PLACEMENT. PRECAUTIONS AGAINST PLASTIC SHRINKAGE CRACKING ARE NECESSARY. PRECAUTIONS TAKEN BY THE CONTRACTOR VARY DEPENDING UPON THE FACTORS ASSOCIATED WITH WATER EVAPORATION AND INCLUDE BUT ARE NOT LIMITED TO: 1. LIMITING CONCRETE TEMPERATURE TO 100°F AT TIME OF PLACEMENT. 2. APPLICATION OF AN EVAPORATION RETARDER. 3. USE OF FOG SPRAY. 4. REDUCTION OF POUR SIZE. 5. PLACING CONCRETE AT NIGHT. EMBEDDED ITEMS 1. NO ALUMINUM ITEMS SHALL BE EMBEDDED IN ANY CONCRETE. 2. ALL EMBED PLATES SHALL BE SECURELY FASTENED IN PLACE. 3. ALL EMBEDDED STEEL ITEMS EXPOSED TO EARTH SHALL BE GALVANIZED. 4. ALL EMBEDDED STEEL ITEMS EXPOSED TO WEATHER SHALL BE PAINTED UNLESS NOTED AS GALVANIZED. SEE DRAWINGS AND SPECIFICATIONS FOR PAINT, PRIMER, AND GALVANIZING REQUIREMENTS. CONCRETE CURING NOTES: 1. WHEN THE ESTIMATED EVAPORATION RATE IS GREATER THAN 0.2 PSF/HOUR PROVIDE A SPRAY APPLIED EVAPORATION RETARDER IMMEDIATELY AFTER CONCRETE PLACEMENT. THE EVAPORATION RATE MAY BE CALCULATED PER ACI 305 FIGURE 2.1.5. 2. APPLY A LIQUID MEMBRANE FORMING CURING COMPOUND, CONFORMING TO ASTM C309 TYPE 1 CLASS B SPECIFICATIONS, PER MANUFACTURER'S RECOMMENDATIONS TO ALL FORMED SURFACES IMMEDIATELY AFTER FINAL FORM REMOVAL. NOT REQUIRED IF FORMWORK REMAINS IN PLACE FOR MORE THAN 7 DAYS. 3. PROVIDE PRE-APPROVED CONTINUOUS WET CURE METHOD FOR A MINIMUM OF 14 DAYS. 4. APPLY A LIQUID MEMBRANE FORMING CURING COMPOUND, CONFORMING TO ASTM C309 TYPE 1 CLASS B SPECIFICATIONS OR ASTM C1315 TYPE 1 CLASS A SPECIFICATIONS, PER MANUFACTURER'S RECOMMENDATIONS IMMEDIATELY AFTER FINAL FINISHING. CURING COMPOUND SHALL BE COMPATIBLE WITH ARCHITECTURAL FLOOR COVERINGS AND SEALERS. 5. PROVIDE 'ULTRACURE MAX' MOISTURE RETAINING COVER BY MCTECH GROUP, OR APPROVED EQUAL, FOR A MINIMUM OF 14 DAYS. 6. APPLY A SILANE SEALER WITH MINIMUM SOLIDS CONTENT OF 40% PER MANUFACTURER'S RECOMMENDATIONS. COLD WEATHER PLACEMENT: 1. COLD WEATHER IS DEFINED BY ACI 306 AS "A PERIOD WHEN FOR MORE THAN 3 SUCCESSIVE DAYS THE MEAN DAILY TEMPERATURE DROPS BELOW 40° F." 2. NO CONCRETE SHALL BE PLACED ON FROZEN OR PARTIALLY FROZEN GROUND. THAWING THE GROUND WITH HEATERS IS PERMISSIBLE. 3. CONCRETE MIX TEMPERATURES SHALL BE AS SHOWN BELOW. HEATING OF WATER AND/OR AGGREGATES MAY BE REQUIRED TO ATTAIN THESE TEMPERATURES. 4. THE CONCRETE MAY REQUIRE PROTECTION FOR 4-7 DAYS AFTER POURING. IF TEMPERATURES REMAIN BELOW FREEZING, INSULATING BLANKET COVERAGE IS REQUIRED. IF TEMPERATURES ARE SLIGHTLY BELOW FREEZING (30° F MIN.) AT NIGHT AND ABOVE FREEZING DURING THE DAY, KRAFT PAPER WITH COMPLETE COVERAGE MAY BE USED IN LIEU OF INSULATED BLANKETS. 5. NO ADDITIVES CONTAINING CHLORIDES SHALL BE USED. USE "POZZUTEC 20+" BY MASTER BUILDERS OR "POLARSET" BY W.R. GRACE OR PRE-APPROVED EQUAL. CONCRETE CURING AND SEALING CURING PROCEDURES SHALL COMMENCE IMMEDIATELY AFTER FINISHING CONCRETE TO MAINTAIN CONCRETE IN A MOIST CONDITION. VERIFY CURING AND/OR SEALING PRODUCTS ARE COMPATIBLE WITH FLOOR COVERINGS SHOWN ON THE ARCHITECTURAL DRAWINGS. FOLLOW ALL MANUFACTURER'S RECOMMENDATIONS. SLABS ARE DEFINED AS SLABS ON GRADE, CONCRETE ON METAL DECK, ELEVATED POST-TENSIONED OR MILD REINFORCED DECKS, AND TOPPING SLABS. FORMWORK CLASS OF SURFACE PER ACI 347 TABLE 3.1 ITEM CLASS OF FINISH ALL OTHER SURFACES, UNLESS NOTED OTHERWISE C FORMED SURFACES: FLOATING & FINISHING OPERATIONS WATER SHALL NOT BE ADDED TO THE CONCRETE SURFACE DURING FLOATING & FINISHING OPERATIONS. PRE- APPROVED EVAPORATION RETARDER SPECIFICALLY DESIGNED FOR FLOATING & FINISHING OPERATIONS ARE ACCEPTABLE. CONCRETE PLACEMENT PLACE CONCRETE FOLLOWING ALL APPLICABLE ACI RECOMMENDATIONS. CONCRETE SHALL BE PROPERLY CONSOLIDATED PER ACI 309 USING INTERIOR MECHANICAL VIBRATORS, DO NOT OVER-VIBRATE. CONCRETE SHALL BE POURED MONOLITHICALLY BETWEEN CONSTRUCTION OR EXPANSION JOINTS. IF CONCRETE IS PLACED BY THE PUMP METHOD, HORSES SHALL BE PROVIDED TO SUPPORT THE HOSE, THE HOSE SHALL NOT BE ALLOWED TO RIDE ON THE REINFORCING. WEATHER FORECASTS SHALL BE MONITORED AND ACI RECOMMENDATIONS FOR HOT AND COLD WEATHER CONCRETING SHALL BE FOLLOWED AS REQUIRED. CONCRETE SHALL NOT FREE FALL MORE THAN 5 FEET DURING PLACEMENT WITHOUT WRITTEN APPROVAL OF STRUCTURAL ENGINEER. REINFORCING STEEL COVER PROVIDE CONCRETE COVER OVER REINFORCEMENT AS FOLLOWS, UNLESS NOTED OTHERWISE: CONCRETE CAST AGAINST EARTH ------------ 3" EXPOSED TO WEATHER OR EARTH ------------ 2" TIES ON BEAMS AND COLUMNS ------------- 1-1/2" REINFORCING SPLICE AND DEVELOPMENT LENGTH SCHEDULE, Fy=60 KSI (UNLESS NOTED OTHERWISE) BAR SIZE MINIMUM LAP SPLICE LENGTHS ("Ls")MINIMUM DEVELOPMENT LENGTHS ("Ld")MINIMUM EMBEDMENT LENGTH FOR STANDARD END HOOKS ("Ldh")TOP BARS (1) OTHER BARS TOP BARS (1) OTHER BARS #3 2'-0" 1'-6" 1'-6" 1'-3" 0'-7" #4 2'-8" 2'-0" 2'-0" 1'-7" 0'-9" #5 3'-4" 2'-7" 2'-7" 2'-0" 1'-0" #6 4'-0" 3'-1" 3'-1" 2'-4" 1'-2" #7 5'-10"4'-6" 4'-6" 3'-6" 1'-5" #8 6'-8" 5'-2" 5'-2"3'-11"1'-7" REINFORCING STEEL SHALL CONFORM TO: ASTM A706 GRADE 60 FOR ALL WELDED BARS. DETAIL FABRICATE AND PLACE PER ACI 315 AND ACI 318. 1. "TOP BARS" ARE HORIZONTAL BARS WITH MORE THAN 12" DEPTH OF CONCRETE CAST BELOW THEM. GROUT NON-SHRINK GROUT: MASTER BUILDERS "MASTERFLOW 928" OR PRE-APPROVED EQUAL. GROUT SHALL CONFORM TO CRD-C621 AND ASTM C1107 WHEN TESTED AT A FLUID CONSISTENCY PER CRD-C611-85 FOR 30 MINUTES. GROUT MAY BE PLACED FROM A 25 SECOND FLOW TO A STIFF PACKING CONSISTENCY. FILL OR PACK ENTIRE SPACE UNDER PLATES OR SHAPES. FOLLOW MANUFACTURER'S RECOMMENDATIONS FOR PREPARATION, INSTALLATION, AND CURING. 28-DAY MINIMUM STRENGTH SHALL BE 7,500 PSI MINIMUM WELDED WIRE REINFORCEMENT SHALL CONFORM TO ASTM A1064. LAP ONE FULL MESH ON SIDES AND ENDS BUT NOT LESS THAN 8 INCHES. WELDED WIRE REINFORCING SHALL BE SUPPORTED TO WITHSTAND CONCRETE PLACEMENT. PULLING OF MESH INTO PLACE AFTER PLACEMENT IS NOT ALLOWED. REINFORCING STEEL WELD TYPE FILLER METAL TENSILE STRENGTH CHARPY V-NOTCH (CVN) RATING FILLET 70 KSI ----- PARTIAL PENETRATION 70 KSI ----- COMPLETE PENETRATION 70 KSI 20 FT-LBS @ 40 DEG F WELD TYPE FILLER METAL TENSILE STRENGTH CHARPY V-NOTCH (CVN) RATING FILLET 70 KSI 20 FT-LBS @ 0 DEG F PARTIAL PENETRATION 70 KSI 20 FT-LBS @ 0 DEG F COMPLETE PENETRATION 70 KSI 20 FT-LBS @ 0 DEG F DETAILING, FABRICATION AND ERECTION ALL WORKMANSHIP SHALL CONFORM TO THE AISC MANUAL OF STEEL CONSTRUCTION, 15TH EDITION, THE AISC SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS JULY 7, 2016, THE AISC CODE OF STANDARD PRACTICE, JUNE 15, 2016 AND THE AISC SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS, JULY 12, 2016. STEEL MEMBERS ARE EQUALLY SPACED BETWEEN COLUMNS AND/OR DIMENSION POINTS UNLESS NOTED OTHERWISE. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL ERECTION AIDES AND JOINT PREPARATIONS THAT INCLUDE BUT ARE NOT LIMITED TO, ERECTION ANGLES, LIFT HOLES, AND OTHER AIDES, WELDING PROCEDURES, REQUIRED ROOT OPENINGS, ROOT FACE DIMENSIONS, GROOVE ANGLES, BACKING BARS, WELD EXTENSION TABS, COPES, SURFACE ROUGHNESS VALUES AND TAPERS OF UNEQUAL PARTS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE COMPLIANCE WITH ALL CURRENT OSHA REQUIREMENTS. NON-AISC CERTIFIED STEEL ERECTORS SHALL HAVE FIVE YEARS MINIMUM EXPERIENCE ON SIMILAR PROJECTS OF EQUAL OR LARGER COMPLEXITY AND SCOPE. QUALIFICATIONS SHALL BE SUBMITTED TWO WEEKS PRIOR TO SHOP DRAWING PRODUCTION. WELD TABS (ALSO KNOWN AS WELD "EXTENSION" TABS OR "RUN OFF" TABS) SHALL BE USED. AFTER THE WELD HAS BEEN COMPLETED THE WELD TABS SHALL BE REMOVED AND THE WELD END GROUND TO A SMOOTH CONTOUR. WELD "DAMS" OR "END DAMS" SHALL NOT BE USED. THE PROCESS CONSUMABLES FOR ALL WELD FILLER METAL INCLUDING TACK WELDS, ROOT PASS AND SUBSEQUENT PASSES DEPOSITED IN A JOINT SHALL BE COMPATIBLE. ALL WELD FILLER METAL AND WELD PROCESS SHALL PROVIDE THE TENSILE STRENGTH AND CHARPY V-NOTCH RATINGS AS FOLLOWS: GRAVITY FRAME LATERAL FORCE-RESISTING SYSTEM MATERIAL PROPERTIES WIDE FLANGE SECTIONS: ASTM A992 (Fy = 50 KSI) OTHER SHAPES AND PLATES: ASTM A36 (Fy = 36 KSI) TYP. U.N.O.; ASTM A572 (Fy = 50 KSI) WHERE INDICATED HOLLOW STRUCTURAL SECTIONS: RECTANGULAR & SQUARE -ASTM A500, GRADE C (Fy = 50 KSI) ROUND - ASTM A500, GRADE C (Fy = 46 KSI) HIGH-STRENGTH BOLTS: A325-ASTM F1852, A490-ASTM F2280 ANCHOR BOLTS (A.B.): ASTM F1554, GRADE 36, UNLESS OTHERWISE NOTED, ASTM F1554, GRADE 105 WHERE INDICATED. WIDE FLANGE STRUCTURAL MEMBERS WHICH ARE ASTM A6 GROUP 3 SHAPES WITH FLANGE THICKNESS 1-1/2" THICK AND THICKER, AND ALL ASTM A6 GROUP 4 AND 5 SHAPES AND PLATE THAT IS 1-1/2" THICK OR THICKER SHALL HAVE A CHARPY V-NOTCH (CVN) TOUGHNESS OF 20 FT-LBS @ 70 DEG F. HOLES, COPES OR OTHER CUTS OR MODIFICATIONS OF THE STRUCTURAL STEEL MEMBERS SHALL NOT BE MADE IN THE FIELD WITHOUT WRITTEN APPROVAL FROM THE STRUCTURAL ENGINEER. STRUCTURAL STEEL ALL STEEL FABRICATION SHALL BE PERFORMED BY A FABRICATOR CERTIFIED BY THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION. THE FABRICATOR SHALL BE DESIGNATED AN AISC CERTIFIED PLANT, CATEGORY BU AT THE TIME OF BID AND SHALL MAINTAIN THIS CERTIFICATION FOR THE DURATION OF THE PROJECT. NON-AISC CERTIFIED STEEL FABRICATORS SHALL HAVE FIVE YEARS MINIMUM EXPERIENCE ON SIMILAR PROJECTS OF EQUAL OR LARGER COMPLEXITY AND SCOPE. QUALIFICATIONS SHALL BE SUBMITTED TWO WEEKS PRIOR TO SHOP DRAWING PRODUCTION. STEEL FABRICATORS ALL STEEL ERECTION SHALL BE PERFORMED BY AN ERECTOR CERTIFIED BY THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION. THE ERECTOR SHALL BE DESIGNATED AN AISC CERTIFIED ERECTOR, CATEGORY CSE AT THE TIME OF BID AND SHALL MAINTAIN THIS CERTIFICATION FOR THE DURATION OF THE PROJECT. STEEL ERECTORS STEEL DETAILERS ALL STEEL DETAILING SHALL BE PERFORMED BY A DETAILER WITH FIVE YEARS MINIMUM EXPERIENCE ON SIMILAR PROJECTS OF EQUAL OR LARGER COMPLEXITY AND SCOPE. QUALIFICATIONS SHALL BE SUBMITTED TWO WEEKS PRIOR TO SHOP DRAWING PRODUCTION. STRUCTURAL STEEL: WELD IN ACCORDANCE WITH "STRUCTURAL WELDING CODE" AWS D1.1. LATERAL FORCE-RESISTING SYSTEM: WELD IN ACCORDANCE WITH "STRUCTURAL WELDING CODE SEISMIC SUPPLEMENT" AWS D1.8. WELDING CERTIFICATION: ALL WELDING SHALL BE PERFORMED BY W ABO CERTIFIED WELDERS. WELDERS SHALL BE PREQUALIFIED FOR EACH POSITION AND WELD TYPE WHICH THE WELDER WILL BE PERFORMING. ALL SURFACES EXPOSED TO PUBLIC VIEW, U.N.O.A 38554JYER NKS. L E I FFE A L EOIN EEEPRFO S S GN NIRGTATSNOTAFOEW NIHS UTSRRA T C U L NNE G EERI120 STATE AVENUE NE #126 OLYMPIA, WA 98501 All material herein constitutes the original and unpublished work of the architect and may not be used, duplicated, or disclosed without the written consent of the architect. Copyright © 2023 by Carve Architects. All rights reserved. 360-226-1945 | www.carvearch.com 2309 | GENERAL NOTESCITY OF YELMNEW OUTDOOR STAGE115 SE MOSMAN AVE | YELM, WA 98597S002 PERMIT SET AUGUST 4, 2023 PENNYWEIGHT DIAMETER (INCHES)LENGTH (INCHES) 8d 10d 16d 20d 0.131 0.148 0.148 0.192 2-1/2 3 3-1/2 4 WELDED CONNECTIONS INSPECTION: 1. ALL WELDING SHALL BE CHECKED BY VISUAL MEANS AND BY OTHER METHODS DEEMED NECESSARY BY THE WELDING INSPECTOR. 2. ALL FULL PENETRATION WELDS TO MEMBERS WHICH FORM A PORTION OF THE LATERAL FORCE-RESISTING SYSTEM SHALL BE CHECKED 100 PERCENT BY ULTRASONIC TESTING. 3. THE CONTRACTOR SHALL SUBMIT A WRITTEN WELDING PROCEDURE SPECIFICATION FOR SHOP AND FIELD WELDING OF ALL LATERAL FORCE-RESISTING SYSTEM CONNECTIONS FOR APPROVAL TO THE STRUCTURAL ENGINEER OF RECORD PRIOR TO FABRICATION. THE STANDARDS OF ACCEPTANCE FOR WELDS TESTED BY ULTRASONIC METHODS SHALL CONFORM TO AWS D1.1. ALL WELDS FOUND TO BE DEFECTIVE SHALL BE REPAIRED AND REINSPECTED BY THE SAME METHODS ORIGINALLY USED, AND THIS REPAIR AND REINSPECTION SHALL BE PAID FOR BY THE CONTRACTOR HIGH-STRENGTH BOLTS: ALL A325 HIGH-STRENGTH BOLTS (HSB) SHALL BE ASTM F3125, GRADE F1852, UNLESS OTHERWISE DESIGNATED AS A490. ALL HSB DESIGNATED AS A490 SHALL BE ASTM F3125, GRADE F2280. ALL HSB SHALL BE BY "LEJEUNE BOLT COMPANY" OR PRE-APPROVED EQUAL AND SHALL BE INSTALLED PER SECTION 8.2 OF THE "SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH STRENGTH BOLTS", AUGUST 2014 BY THE RESEARCH COUNCIL ON STRUCTURAL CONNECTIONS (RCSC SPECIFICATION). ALL BOLT HOLES SHALL BE STANDARD ROUND HOLES UNLESS NOTED OTHERWISE. THE FAYING SURFACES OF ALL PLIES WITHIN THE GRIP OF SLIP-CRITICAL BOLTS (A325SC OR A490SC) SHALL MEET THE REQUIREMENTS FOR A CLASS A SURFACE PER SECTION 3.2 OF THE RCSC SPECIFICATION. BOLTED CONNECTIONS INSPECTION: CONNECTIONS MADE WITH BEARING TYPE BOLTS SHALL BE INSPECTED PER SECTION 9.1 AND CONNECTIONS MADE WITH SLIP-CRITICAL TYPE BOLTS (A325SC OR A490SC) SHALL BE INSPECTED PER SECTION 9.3 OF RCSC SPECIFICATION. ALL NAILS AND STAPLES SHALL CONFORM TO ASTM F1667 INCLUDING SUPPLEMENT 1. FOR DIAPHRAGM OR SHEAR WALL NAILING THE FOLLOWING FASTENER TYPES MAY BE USED AT EQUIVALENT SPACING TO THAT SPECIFIED ON PLANS. CARPENTRY: NAILS: CONNECTION DESIGNS ARE BASED ON NAILS WITH THE FOLLOWING PROPERTIES: GENERAL REQUIREMENTS DESCRIPTION FEATURE ELEMENTS NOT IN CLOSE VIEW (ELEMENTS VIEWED AT A DISTANCE > 20 FEET) AESS CATEGORY AESS 1 AESS 2 AESS 3 AESS 4 AESS C BASIC ELEMENTS FEATURE ELEMENTS IN CLOSE VIEW (ELEMENTS VIEWED AT A DISTANCE < 20 FEET) SHOWCASE ELEMENTS (ELEMENTS WITH SPECIAL SURFACE & EDGE TREATMENT BEYOND FABRICATION) CUSTOM ELEMENTS (ELEMENTS WITH CHARACTERISTICS DESCRIBED IN THE CONTRACT DOCUMENTS) FASTENER TYPE DIAMETER (INCHES) LENGTH (INCHES) 8d COMMON WIRE 0.131 62-1/2 EQUIVALENT SPACING (INCHES) 4 3 8d "DIPPED GALV. BOX" 0.131 62-1/2 4 3 8d COOLER 0.113 4-1/22-1/2 3 2-1/2 14 GA. STAPLES 0.080 61-1/2*4 3 16 GA. STAPLES 0.062 41-1/2*3 - 10d COMMON WIRE 0.148 63 4 3 10d "HOT DIPPED GALV. BOX" 0.148 63 4 3 10d "SHINY BOX" 0.131 4-1/23 3 2-1/4 16d COMMON WIRE 0.162 63-1/2 4 3 16d SINKER NAIL 0.148 53-1/4 3-1/4 2-1/2 * BASED ON 15/32" PLYWOOD OR OSB. FINISH: STRUCTURAL STEEL SHALL BE UNPAINTED, UNLESS NOTED OTHERWISE, AND SHALL BE CLEAN OF LOOSE RUST, LOOSE MILL SCALE, OIL, GREASE AND OTHER FOREIGN SUBSTANCES AND SHALL MEET THE REQUIREMENTS OF SSPC-SP1. WHERE STRUCTURAL STEEL IS NOTED TO BE PAINTED, ALL AREAS COMPRISING THE FAYING SURFACES OF BOLTED CONNECTIONS MADE WITH SLIP-CRITICAL TYPE BOLTS (A325SC OR A490SC) SHALL COMPLY WITH THE REQUIREMENTS OF THE RCSC SPECIFICATION. WHERE STRUCTURAL STEEL IS NOTED TO BE GALVANIZED, IT SHALL BE HOT-DIP GALVANIZED IN ACCORDANCE WITH ASTM A123, A384, AND A385. ALL SURFACES WITHIN TWO INCHES OF ANY FIELD WELD LOCATION SHALL BE FREE OF MATERIALS THAT WOULD PREVENT PROPER WELDING OR PRODUCE OBJECTIONABLE FUMES. FIELD TOUCH-UP OF PRIMED, PAINTED, AND GALVANIZED SURFACES SHALL BE PERFORMED TO REPAIR COATING ABRASIONS, AS WELL AS TO PROTECT ALL AREAS AT CONNECTIONS. ARCHITECTURALLY EXPOSED STRUCTURAL STEEL (AESS): ALL MEMBERS DESIGNATED AS AESS SHALL CONFORM TO SECTION 10, ARCHITECTURALLY EXPOSED STRUCTURAL STEEL, OF THE AISC CODE OF STANDARD PRACTICE. WOOD SHEATHING (STRUCTURAL): SHEATHING ON ROOF SURFACES SHALL BE PLYWOOD ONLY. SHEATHING ON FLOOR AND WALLS SHALL BE PLYWOOD OR ORIENTED STRAND BOARD (OSB). PLYWOOD SHEATHING SHALL BE 5-PLY MINIMUM WHERE INDICATED AS PERFORMANCE CATEGORY 3/4" OR THICKER. WOOD SHEATHING SHALL BE "STRUCTURAL I" CONFORMING TO PS1-09 AND/OR PS2-10. ALL PANELS SHALL BEAR THE STAMP OF AN APPROVED GRADING AGENCY. SPAN RATING SHALL BE PROVIDED AS FOLLOWS: ROOF FRAMING AT 32"O.C. (48/24); ROOF FRAMING AT 24"O.C. (32/16); WALLS (32/16); FLOORS (48/24) ALL WOOD SHEATHED WALLS SHALL BE BLOCKED AT ALL PANEL EDGES UNLESS NOTED OTHERWISE. FIRE-RETARDANT TREATED PLYWOOD: FIRE-RETARDANT TREATED PLYWOOD SHALL COMPLY WITH IBC 2303.2. GLUE-LAMINATED MEMBERS: CONFORM TO ANSI/AITC A190.1. MEMBERS SHALL BE COMBINATION 24F-V4 DOUGLAS FIR (DF) FOR SIMPLE SPANS; AND 24F-V8 DF FOR CANTILEVERED AND/OR CONTINUOUS SPANS (Fb=2400 PSI, Fv=265 PSI, E=1.8X10^6 PSI); AND DF COMBINATION 2 FOR COLUMNS. APPLICATION SPECIFIED MATERIAL PRESERVATIVE TREATMENT (1) CONNECTORS & FASTENERS (2)(3)EXPOSUREDRYFOUNDATION SILL PLATES, TOP PLATES & LEDGERS ON CONCRETE OR MASONRY WALLS (4) 2x, 4x, 6x (FIR), OR GLULAM (SP) SBX GALV (G60) ACQ, CBA, CA GALV (G185)WETFRAMING, DECKING, POSTS & LEDGERS 2x, & 4x (FIR)ACQ, CBA, CA GALV (G185) 2x, & 4x (CEDAR)NONE GALV (G90) BEAMS & COLUMNS 6x (FIR), OR GLULAM (SP) ACQ, CBA, CA GALV (G185) 6x OR GLULAM (CEDAR)NONE GALV (G90) MEMBERS HAVE BEEN DESIGNED TO SERVICEABILITY AND OTHER PERFORMANCE BASED REQUIREMENTS, WHICH MAY EXCEED MINIMUM DESIGN LOADS AND CODE REQUIREMENTS. SUBSTITUTIONS MUST MEET OR EXCEED MOMENT, SHEAR, AND STIFFNESS OF THOSE MEMBERS SPECIFIED AT THE SAME DEPTH AND SPACING. PRESERVATIVE TREATED WOOD REQUIREMENTS: TREATMENTS OTHER THAN THOSE LISTED BELOW ARE NOT PERMITTED. PREMIUM/ARCHITECTURAL APPEARANCE GRADE WHERE EXPOSED TO VIEW; INDUSTRIAL APPEARANCE WHERE NOT EXPOSED TO VIEW. ALL MEMBERS TO HAVE EXTERIOR GLUE AND HAVE AN APPROVED GRADE STAMP. CAMBER AS SHOWN ON STRUCTURAL DRAWINGS. MIINIMUM DESIGN VALUES: 1. RIMBOARD:APA/EWS PERFORMANCE RATED RIM (PRR-401) FRAMING LUMBER: STANDARDS. EACH PIECE SHALL BEAR THE GRADE TRADEMARK OF THE WEST COAST LUMBER INSPECTION BUREAU (WCLIB), WESTERN WOOD PRODUCTS ASSOCIATION (WWPA), OR OTHER AGENCY ACCREDITED BY THE AMERICAN LUMBER STANDARD COMMITTEE (ALSC) TO GRADE UNDER ALSC CERTIFIED GRADING RULES. SPECIES AND GRADE (BASE DESIGN VALUE) 1. 6x BEAMS AND HEADERS. "DOUG FIR-LARCH" NO. 1 (Fb=1350 PSI, Fv=170 PSI) 2. 2x TO 4x JOISTS, PURLINS AND HEADERS. "DOUG FIR-LARCH" NO. 2 (Fb=900 PSI, Fv=180 PSI) OR "HEM-FIR" NO. 1 (Fb=975 PSI, Fv=150 PSI) 3. 6x POSTS AND COLUMNS. "DOUG FIR-LARCH" NO. 1 (Fc=1000 PSI) 4. EXTERIOR STUDS, INTERIOR BEARING WALLS AND 4x COLUMNS. "DOUG FIR-LARCH" NO. 2 (Fb= 900 PSI, Fc= 1350 PSI) OR "HEM-FIR" NO. 1 (Fb=975 PSI, Fc=1350 PSI). 5. INTERIOR NON-BEARING STUD WALLS. "DOUG FIR-LARCH" NO. 2 (Fb=900 PSI. Fc=1350 PSI) OR "HEM-FIR" NO. 1 (Fb=975 PSI, Fc=1350 PSI) 6. 2x & 3x T&G DECKING: "DOUG FIR-LARCH" COMMERCIAL (Fb=1450 PSI, E=1700 KSI) 7. THE MINIMUM GRADE OF ALL OTHER STRUCTURAL FRAMING. "DOUG FIR-LARCH" NO. 2 (Fb= 900 PSI, Fc=1350 PSI), OR "HEM-FIR" NO. 1 (Fb=975 PSI, Fc=1350 PSI). 8. UTILITY & STANDARD GRADES NOT PERMITTED. LAMINATED T&G DECKING: SHALL BE LAMINATED WOOD DECKING BY SHELTON LOCK-DECK OR PRE-APPROVED EQUAL. MEMBERS SHALL BE DOUGLAS FIR / LARCH WITH PATTERN AND FINISH PER ARCHITECT. DECKING SHALL BE MANUFACTURED IN ACCORDANCE WITH A CURRENT EVALUATION REPORT. NOMINAL THICKNESS AND METHOD OF LAY-UP SHALL BE AS INDICATED ON STRUCTURAL DRAWINGS. ATTACHMENT TO SUPPORTING MEMBERS SHALL BE PER MANUFACTURER'S RECOMMENDATIONS UNLESS OTHERWISE NOTED ON STRUCTURAL DRAWINGS. MEMBERS INDICATED IN STRUCTURAL DRAWINGS AS "PPT" SHALL BE PRESERVATIVE PRESSURE TREATED COMBINATION 24F-V5 SOUTHERN PINE (SP) (Fb=2400 PSI, Fv=300 PSI, E=1.7X10^6 PSI) AND SP COMBINATION 2 FOR COLUMNS. STRUCTURAL ENGR.BLDG. DEPT. 1. CONCRETE MIX DESIGNS X X 2. REINFORCING STEEL SHOP DRAWINGS X 3. 4. X 5. X 6. X X X X MISCELLANEOUS STEEL GLU-LAMINATED MEMBERS CONTRACTOR'S STATEMENT OF RESPONSIBILITY SPECIAL INSPECTION: SPECIAL INSPECTION SHALL BE PROVIDED BY AN INDEPENDENT TESTING LABORATORY PER THE REQUIREMENTS OF IBC CHAPTER 17 AND THE LOCAL BUILDING OFFICIAL OR APPLICABLE JURISDICTION AND THE CONTRACT DOCUMENTS. THE SPECIAL INSPECTOR SHALL SUBMIT INSPECTION REPORTS AND A FINAL SIGNED REPORT TO THE BUILDING OFFICIAL FOR THE ITEMS LISTED IN THE QUALITY ASSURANCE/SPECIAL INSPECTION SECTION: SHOP DRAWINGS/SUBMITTALS THE FOLLOWING SHOP DRAWINGS/SUBMITTALS SHALL BE PROVIDED FOR REVIEW AND APPROVAL BY THE STRUCTURAL ENGINEER PRIOR TO FABRICATION OR DELIVERY. MISCELLANEOUS: PRE-APPROVED SUBSTITUTIONS: SUBSTITUTIONS MAY BE ALLOWED ONLY IF THEY MEET THE REQUIREMENTS OF THESE GENERAL NOTES AND THE SPECIFICATIONS, AND IF COMPLETE WRITTEN ENGINEERING DATA FOR EACH CONDITION REQUIRED FOR THIS PROJECT IS PROVIDED TO THE STRUCTURAL ENGINEER TWO WEEKS PRIOR TO BID DATE AND APPROVED IN WRITTEN ADDENDA BY THE ARCHITECT. DATA IS TO INDICATE CODE BASIS BY YEAR, AUTHORITY FOR STRESSES AND STRESS INCREASES, IF ANY, AND AMOUNT OF EXPECTED DEFLECTION FOR FLEXURAL MEMBERS UNDER (1) TOTAL LOAD AND (2) LIVE LOAD ONLY. ALL INCREASED COSTS IN MECHANICAL, SPRINKLER, ELECTRICAL OR GENERAL INSTALLATION AND ANY ARCHITECTURAL OR STRUCTURAL REDESIGN RESULTING FROM SUBSTITUTION SHALL BE BORNE BY THE GENERAL CONTRACTOR. GENERAL REQUIREMENTS: PROVIDE MINIMUM NAILING PER IBC TABLE 2304.10.1 OR MORE, AS OTHERWISE SHOWN. STAGGER ALL NAILING TO PREVENT SPLITTING OF WOOD MEMBERS. ALL WOOD IN CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESERVATIVE TREATED W ITH THE EXCEPTION OF INTERIOR CONCRETE TOPPINGS ON WOOD FLOOR SYSTEMS. HOLES AND CUTS IN 3x OR 4x PLATES SHOULD BE TREATED WITH A 9% SOLUTION OF COPPER NAPHTHENATE. BOLT HOLES IN WOOD MEMBERS SHALL BE A MINIMUM OF 1/32" TO A MAXIMUM OF 1/16" LARGER THAN THE BOLT DIAMETER. PROVIDE CUT WASHERS WHERE BOLT HEADS, NUTS AND LAG SCREW HEADS BEAR ON WOOD. PROVIDE A MINIMUM 3"x3"x0.229" PLATE WASHER ON ALL ANCHOR BOLTS WHICH CONNECT MUD SILLS TO FOUNDATION. DO NOT NOTCH OR DRILL STRUCTURAL MEMBERS, EXCEPT AS ALLOWED BY IBC SECTIONS 2308.4.2.4, 2308.5.9, 2308.5.10 AND 2308.7.4 OR AS RESTRICTED BY PLANS OR DETAILS, OR AS APPROVED PRIOR TO INSTALLATION. REFER TO PRESERVATIVE TREATED WOOD REQUIREMENTS IN THESE GENERAL NOTES FOR GALVANIZING REQUIREMENTS FOR CONNECTORS AND FASTENERS. WOOD SHRINKAGE AND CONSOLIDATION: SHRINKAGE OF WOOD MEMBERS AND CONSOLIDATION OF BEARING WALLS IS EXPECTED FROM TIME OF FRAMING UNTIL AFTER BUILDING IS PUT IN SERVICE. MECHANICAL, ELECTRICAL, AND PLUMBING SYSTEMS SHALL BE CONSTRUCTED TO ACCOMODATE 1/4" OF TOTAL SETTLEMENT PER STORY. FRAMING CONNECTORS: SHALL CONFORM TO CURRENT EVALUATION REPORT AND BE MANUFACTURED BY SIMPSON STRONG-TIE COMPANY, SAN LEANDRO, CA., OR PRE-APPROVED EQUAL. PROVIDE MAXIMUM SIZE AND QUANTITY OF NAILS OR BOLTS PER MANUFACTURER, EXCEPT AS NOTED OTHERWISE. PROVIDE LEAD HOLES AS REQUIRED TO PREVENT SPLITTING OF WOOD MEMBERS. REFER TO PRESERVATIVE TREATED WOOD REQUIREMENTS IN THESE GENERAL NOTES FOR GALVANIZING REQUIREMENTS FOR CONNECTORS AND FASTENERS. LAG SCREWS: SHALL CONFORM TO ANSI/ASME STANDARD B18.2.1. LAG SCREWS SHALL BE OF A DIAMETER INDICATED ON DRAWINGS WITH A MINIMUM OF 8x DIA. EMBEDMENT IN SUPPORTING MEMBER UNLESS NOTED OTHERWISE. CLEARANCE HOLE FOR THE SHANK SHALL BE THE SAME DIAMETER AS THE SHANK AND THE SAME DEPTH OF PENETRATION AS THE UNTHREADED PORTION OF THE SHANK. THE LEAD HOLE FOR THE THREADED PORTION SHALL HAVE A DIAMETER EQUAL TO 60 TO 75 PERCENT OF THE SHANK DIAMETER AND A LENGTH EQUAL TO AT LEAST THE LENGTH OF THE THREADED PORTION. THE THREADED PORTION OF THE SCREW SHALL BE INSERTED IN ITS LEAD HOLE BY TURNING WITH A WRENCH. SOAP OR OTHER LUBRICANT SHALL BE USED ON THE SCREWS OR IN THE LEAD HOLE TO FACILITATE INSERTION AND PREVENT DAMAGE TO THE SCREW. LAG SCREWS SHALL NOT BE DRIVEN WITH A HAMMER. REFER TO PRESERVATIVE TREATED WOOD REQUIREMENTS IN THESE GENERAL NOTES FOR GALVANIZING REQUIREMENTS FOR CONNECTORS AND FASTENERS. 1. CCA: CHROMATED COPPER ARSENATE NOT PERMITTED FIR: DOUG-FIR OR HEM-FIR SBX: DOT SODIUM BORATE SP: SOUTHERN PINE ACQ: ALKALINE COPPER QUAT CBA & CA: COPPER AZOLE 2. CONNECTORS: JOIST HANGERS, STRAPS, FRAMING CONNECTORS, COLUMN CAPS AND BASES, ETC. FASTENERS: MACHINE BOLTS, ANCHOR BOLTS AND LAG SCREWS WITH ASSOCIATED PLATE WASHERS AND NUTS. NAILS, SPIKES, WOOD SCREWS, ETC. 3. G60, G90 & G185 PER ASTM A653 FOR COLD-FORMED STEEL CONNECTORS. BATCH/POST HOT-DIP GALVANIZED PER ASTM A123 FOR CONNECTORS AND ASTM A153 STRUCTURAL STEEL CONNECTORS. HOT-DIP GALVANIZED PER ASTM A153 FOR FASTENERS OR MECHANICALLY GALVANIZED FASTENERS PER ASTM B695, CLASS 55 OR GREATER. 4. AT CONTRACTORS OPTION, LEDGERS AND TOP PLATES A MINIMUM OF 8 FEET ABOVE GRADE ON CONCRETE OR MASONRY WALLS MAY BE UN-TREATED IF COMPLETELY SEPARATED FROM THE WALL BY A SELF ADHERING ICE & WATER SHIELD BARRIER (40 MIL MINIMUM). STRUCTURAL STEEL X X 38554JYER NKS. L E I FFE A L EOIN EEEPRFO S S GN NIRGTATSNOTAFOEW NIHS UTSRRA T C U L NNE G EERI120 STATE AVENUE NE #126 OLYMPIA, WA 98501 All material herein constitutes the original and unpublished work of the architect and may not be used, duplicated, or disclosed without the written consent of the architect. Copyright © 2023 by Carve Architects. All rights reserved. 360-226-1945 | www.carvearch.com 2309 | GENERAL NOTESCITY OF YELMNEW OUTDOOR STAGE115 SE MOSMAN AVE | YELM, WA 98597S003 PERMIT SET AUGUST 4, 2023 STRUCTURAL SYSTEM VERIFICATION AND INSPECTION CONTINUOUS PERIODIC COMMENTS REFERENCES SOILS VERIFY MATERIALS BELOW SHALLOW FOUNDATIONS ARE ADEQUATE TO ACHIEVE THE DESIGN BEARING CAPACITY X IBC 1705.6 VERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH AND HAVE REACHED PROPER MATERIAL X PERFORM CLASSIFICATION AND TESTING OF COMPACTED FILL MATERIALS X VERIFY USE OF PROPER MATERIALS, DENSITIES AND LIFT THICKNESSES DURING PLACEMENT AND COMPACTION OF COMPACTED FILL X PRIOR TO PLACEMENT OF COMPACTED FILL, INSPECT SUBGRADE AND VERIFY THAT SITE HAS BEEN PREPARED PROPERLY X STEEL CONSTRUCTION MATERIAL VERIFICATION OF HIGH-STRENGTH BOLTS, NUTS AND WASHERS X AISC 360 CHAPTER N5 HIGH-STRENGTH BOLTING A. SNUG-TIGHT JOINTS B. PRETENSIONED AND SLIP-CRITICAL JOINTS USING TURN-OF-NUT WITH MATCHMARKING, TWIST OFF BOLTS OR DIRECT TENSION INDICATOR METHODS OF INSTALLATION X X AISC 360 CHAPTER N5 AISC 341 CHAPTER J7 MATERIAL VERIFICATION OF STRUCTURAL STEEL A. FOR STRUCTURAL STEEL, IDENTIFICATION MARKINGS TO CONFORM TO AISC 360 B. MANUFACTURER'S CERTIFIED MILL TEST REPORTS X X MANUFACTURER TO PROVIDE CERTIFIED MILL TEST REPORTS AISC 360 CHAPTER N5 AISC 341 CHAPTER J6 MATERIAL VERIFICATION OF WELD FILLER MATERIALS A. IDENTIFICATION MARKINGS TO CONFORM TO AWS SPECIFICATIONS LISTED IN GENERAL NOTES B. MANUFACTURER'S CERTIFICATE OF COMPLIANCE X X MANUFACTURER TO PROVIDE CERTIFICATE OF COMPLIANCE AISC 360 CHAPTER N5 INSPECTION OF WELDING A. COMPLETE AND PARTIAL JOINT PENETRATION GROOVE WELDS B. MULTI-PASS FILLET WELDS C. SINGLE-PASS FILLET WELDS > 5/16" D. PLUG AND SLOT WELDS E. SINGLE-PASS FILLET WELDS ≤ 5/16" F. FIELD-INSTALLED WELDED STUDS G. WELDING OF STAIRS AND RAILING SYSTEMS X X AISC 360 CHAPTER N5 AISC 341 CHAPTER J6 AWS D1.1 INSPECTION OF LATERAL FORCE-RESISTING SYSTEM CONNECTIONS FOR COMPLIANCE WITH APPROVED CONSTRUCTION DOCUMENTS CONCRETE INSPECT REINFORCEMENT, INCLUDING PRE- STRESSING TENDONS, AND VERIFY PLACEMENT X SPECIAL INSPECTIONS NOT REQUIRED FOR THE FOLLOWING CONDITIONS: NON-STRUCTURAL SLAB ON GRADE CONCRETE FOUNDATION WALLS WITH F'c ≤ 2500 PSI ISOLATED SPREAD FOOTINGS FOR BUILDINGS THREE-STORIES AND LESS ABOVE GRADE PLANE CONTINUOUS FOOTINGS SUPPORTING WALLS OF THREE-STORIES AND LESS ABOVE GRADE PLANE WHERE WALLS ARE LIGHT-FRAME CONSTRUCTION AND STRUCTURAL DESIGN IS BASED ON F'c ≤ 2500 PSI ACI 318: CH 20, 25.2, 25.3, 26.6-1 TO 26.6-3, IBC 1908.4 ANCHORS CAST IN CONCRETE-PRIOR TO AND DURING PLACEMENT OF CONCRETE ACI 318: 17.8.2 AISC 360 SECTION N7 VERIFY USE OF REQUIRED DESIGN MIX X ACI 318, CH 19 PRIOR TO CONCRETE PLACEMENT, FABRICATE SPECIMENS FOR STRENGTH TESTS, PERFORM SLUMP AND AIR CONTENT TESTS, AND DETERMINE THE TEMPERATURE OF THE CONCRETE X ASTM C172, C31 ACI 318: 26.4, 26.12 IBC 1908.10 CONCRETE AND SHOTCRETE PLACEMENT FOR PROPER APPLICATION X ACI 318: 26.5 IBC 1908.6, 1908.7, 1908.8 MAINTENANCE OF SPECIFIED CURING TEMPERATURE AND TECHNIQUES X ACI 318: 26.5.3 TO 26.5.5 IBC 1908.9 STATEMENT OF SPECIAL INSPECTIONS: SPECIAL INSPECTION: SPECIAL INSPECTION SHALL BE PROVIDED PER THE REQUIREMENTS OF IBC SECTION 1704 AND 1705 AND AS NOTED HEREIN. SPECIAL INSPECTIONS IN THIS SECTION MAY BE WAIVED WHERE FABRICATION IS PERFORMED ON THE PREMISES OF A FABRICATOR REGISTERED AND APPROVED IN ACCORDANCE WITH IBC SECTION 1704.2.5 AND WITH APPROVAL OF THE BUILDING OFFICIAL. X X X X X X ANCHORS POST-INSTALLED IN HARDENED CONCRETE (MECHANICAL ANCHORS INSTALLED IN ANY DIRECTION AND ADHESIVE ANCHORS INSTALLED DOWNWARD) X ACI 318: 17.8.2 MFR EVAL REPORT MFR PUBLISHED INSTALLATION INSTRUCTIONS X PERIODIC INSPECTION TO INCLUDE A QUANTITY OF 10% WITH A MINIMUM OF (5) ANCHORS INSPECTED PER INSTALLER ON A DAILY BASIS. ANCHORS POST-INSTALLED IN HARDENED CONCRETE (ADHESIVE ANCHORS INSTALLED HORIZONTAL OR UPWARDLY INCLINED) ACI 318: 17.8.2 MFR EVAL REPORT MFR PUBLISHED INSTALLATION INSTRUCTIONS X CONSTRUCTION OF AGGREGATE PIER IBC 1705.8X WOOD FRAMING SHEAR WALL NAILING X IBC 1705.11.1, 1705.12.2, 1705.5 DIAPHRAGM NAILING X NAILING, BOLTING, AND ANCHORAGE OF COMPONENTS THAT ARE PART OF DRAG STRUTS, BRACES AND HOLD-DOWNS THAT ARE PART OF THE SEISMIC RESISTING SYSTEM X METAL-PLATE-CONNECTED WOOD TRUSSES A. SPANNING 60' OR GREATER B. WITH OVERALL HEIGHT OF 5' OR GREATER X X TEMPORARY AND PERMANENT BRACING PERMANENT BRACING IBC 1705.5.2 SPECIAL INSPECTION NOT REQUIRED FOR FASTENER SPACING > 4" O.C. IBC 1705.11.1, 1705.12.2, 1705.5 SPECIAL INSPECTION NOT REQUIRED FOR FASTENER SPACING > 4" O.C. IBC 1705.11.1, 1705.12.2 TESTING AND SPECIAL INSPECTION REPORTS SHALL BE PREPARED FOR EACH INSPECTION ITEM ON A DAILY BASIS WHENEVER WORK IS PERFORMED ON THAT ITEM. REPORTS SHALL BE DISTRIBUTED TO OWNER, CONTRACTOR, BUILDING OFFICIAL, ARCHITECT AND STRUCTURAL ENGINEER OF RECORD. GENERAL CONTRACTOR SHALL SUBMIT A WRITTEN CONTRACTOR'S STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIAL AND OWNER PRIOR TO COMMENCEMENT OF WORK. THE CONTRACTOR'S STATEMENT OF RESPONSIBILITY SHALL INCLUDE ACKNOWLEDGMENT OF AWARENESS OF THE SPECIAL INSPECTION REQUIREMENTS CONTAINED IN THE STATEMENT OF SPECIAL INSPECTION. ABBREVIATION LIST HGR HANGER A.B.ANCHOR BOLT HDR HEADER A.F.F.ABOVE FINISH FLOOR HT HEIGHT ALT.ALTERNATE HORIZ.HORIZONTAL ARCH.ARCHITECTURAL HSS HOLLOW STRUCTURAL SECTION @ AT INT.INTERIOR BM BEAM JST JOIST BRG BEARING JT JOINT BTWN BETWEEN L ANGLE BLK'G BLOCKING LLH LONG LEG HORIZONTAL BOT.BOTTOM LLV LONG LEG VERTICAL B.O.F. BOTTOM OF FOOTING L.L.LIVE LOAD BLD'G BUILDING LOC.LOCATION B.U.BUILT UP LSL LAMINATED STRAND LUMBER (C= )CAMBER LVL CANT.CANTILEVER MAX.MAXIMUM C.J.CONTROL/CONSTRUCTION JOINT M.B.MACHINE BOLT MFR MANUFACTURER !CENTERLINE MECH.MECHANICAL CLR. CLEARANCE MTL METAL COL.COLUMN MEZZ.MEZZANINE CONC.CONCRETE MIN.MINIMUM MISC.MISCELLANEOUS CMU CONCRETE MASONRY UNIT N.S.NEAR SIDE CONN.CONNECTION NTS NOT TO SCALE CONST.CONSTRUCTION O.C.ON CENTER CONT.CONTINUOUS OPN'G OPENING CONTR. CONTRACTOR OPP.OPPOSITE COORD. COORDINATE #PLATE CTR'D CENTERED P.A.F.POWDER ACTUATED FASTENER PERP.PERPENDICULAR C.Y.CUBIC YARD P.P.PARTIAL PENETRATIOND.L. DEAD LOAD P.S.F.POUNDS PER SQUARE FOOT DIA. OR %DIAMETER PSL PARALLAM DIAG. DIAGONAL P.P.T.PRESERVATIVE PRESSURE TREATED DIM.DIMENSION PW.PLYWOOD DBL.DOUBLE REINF.REINFORCEMENT D.F.DOUGLAS FIR REQ'D REQUIRED DWG DRAWING SCHED.SCHEDULE DWL DOWEL SCL STRUCTURAL COMPOSITE LUMBER EA.EACH SIM.SIMILAR EL. ELEVATION S.O.G.SLAB ON GRADE ELEV. ELEVATOR SQ.SQUARE ENGR ENGINEER STD STANDARD EQ. EQUAL STL STEEL (E)EXISTING STIFF.STIFFENER E.F. EACH FACE STRUCT.STRUCTURAL E.W. EACH WAY T&B TOP & BOTTOM EXP. EXPANSION T&G TONGUE AND GROOVE EXT. EXTERIOR THR'D THREADED FTG FOOTING T.O.F.TOP OF FOOTING FDN FOUNDATION T.O.S.TOP OF STEEL FLR FLOOR TRT'D TREATED F.O.M.FACE OF MASONRY TYP.TYPICAL F.O.S.FACE OF STUD U.N.O.UNLESS NOTED OTHERWISE F.S.FAR SIDE U.T.ULTRASONIC TESTED FRM'G FRAMING VERT.VERTICAL GALV.GALVANIZED W.P.WORK POINT GA.GAGE/GAUGE WT WEIGHT GL.GLULAM W.W.R.WELDED WIRE REINFORCING GR. GRADE W/WITH GWB GYPSUM WALL BOARD F.F.FAR FACE N.F.NEAR FACE ADD'L ADDITIONAL CFS COLD-FORMED STEEL C.P. COMPLETE PENETRATION F.R.T. FIRE RETARDANT TREATED LAMINATED VENEER LUMBER P.T.POST TENSION SHT'G SHEATHING BRB BUCKLING RESTRAINED BRACE DCW DEMAND CRITICAL WELD L.F.R.S.LATERAL FORCE-RESISTING SYSTEM 38554JYER NKS. L E I FFE A L EOIN EEEPRFO S S GN NIRGTATSNOTAFOEW NIHS UTSRRA T C U L NNE G EERI120 STATE AVENUE NE #126 OLYMPIA, WA 98501 All material herein constitutes the original and unpublished work of the architect and may not be used, duplicated, or disclosed without the written consent of the architect. Copyright © 2023 by Carve Architects. All rights reserved. 360-226-1945 | www.carvearch.com 2309 | GENERAL NOTESCITY OF YELMNEW OUTDOOR STAGE115 SE MOSMAN AVE | YELM, WA 98597S004 PERMIT SET AUGUST 4, 2023 1 2 3 4 A B T.O.F -3'-6" T.O.F -1'-9" T.O.F -1'-9"HSS5x5x1/4HSS5x5x1/4HSS5x5x1/4HSS8x8x1/2HSS8x8x1/2HSS5x5x1/4HSS5x5x1/4HSS5x5x1/45S302TYP. AT CANOPY COL.F7.5 F4.0 F4.0 F3.5 F4.5 F4.0 F4.0F7.5 2 S301 2 S3011'-6"1'-6"2 S301 5S3022 1/2"2 1/2"T.O.F -3'-6" U.N.O. FOR SCREEN WALL DETAIL -SEE 2 S304 2 S301 FOR SCREEN WALL DETAIL -SEE BLOCKOUT STEM WALL TO ALLOW INSTALLATION OF HSS BEARING & 2 S304 5 S301 FOR SCREEN WALL DETAIL -SEE 1 S304 5 S301 T.O.F -1'-9"T.O.F -1'-9"F7.5F7.5HSS8x8x1/2HSS8x8x1/2B.U COL.B.U COL.B.U COL.B.U COL.2244[2/2] [2/2] 4 S301 4 S302 1'-6" 4 S302 1'-6"1'-6"21'-6" 4 S302 4 S302 PROVIDE STRUCTURAL SHT'G ON INSIDE FACE OF THIS WALL 2x6 STUD WALL W/ 7/16" P.W. SHT'G NAILED W/ 10d NAILS 12" O.C. AND @ 6" O.C. ON PANEL EDGES TYP. FOR ELECTRICAL ROOM ROOF FRAMING -SEE 3 S305 BLOCKOUT SLAB ON GRADE TO ALLOW INSTALLATION OF HSS BEARING & BLOCKOUT STEM WALL TO ALLOW INSTALLATION OF HSS BEARING & 5 S3015S3022S3022S3025S30238554JYERNKS. L E I FFE A L EOIN EEEPRFO S S GN NIRGTATSNOTAFOEW NIHS UTSRRA T C U L NNE G EERI120 STATE AVENUE NE #126 OLYMPIA, WA 98501 All material herein constitutes the original and unpublished work of the architect and may not be used, duplicated, or disclosed without the written consent of the architect. Copyright © 2023 by Carve Architects. All rights reserved. 360-226-1945 | www.carvearch.com 2309 | FOUNDATION PLANCITY OF YELMNEW OUTDOOR STAGE115 SE MOSMAN AVE | YELM, WA 98597S201 PERMIT SET AUGUST 4, 2023 1/4" = 1'-0"S201 1 FOUNDATION PLAN 5S302 1 2 3 4 A B 5x18 GLW16x45 5x18 GL5x18 GL5x18 GL5x18 GL5x18 GL5x18 GLW16x45 CONT. FLAT 2x10 SCREWED ON TOP OF THE DECK SEE 4 S303 5 S303 7/16" P.W. SHT'G OVER 2x DECKING PARALLEL TO STEEL GIRDERS SEE 6 S303 7/16" P.W. SHT'G OVER 2x DECKING PARALLEL TO STEEL GIRDERS SEE 6 S303 7/16" P.W. SHT'G OVER 2x DECKING PARALLEL TO STEEL GIRDERS SEE 6 S303 1 S303 3 S303 2 S303 4 S303 3 S303 1 S303 TYP. AT HSS COL. 38554JYER NKS. L E I FFE A L EOIN EEEPRFO S S GN NIRGTATSNOTAFOEW NIHS UTSRRA T C U L NNE G EERI120 STATE AVENUE NE #126 OLYMPIA, WA 98501 All material herein constitutes the original and unpublished work of the architect and may not be used, duplicated, or disclosed without the written consent of the architect. Copyright © 2023 by Carve Architects. All rights reserved. 360-226-1945 | www.carvearch.com 2309 | ROOF FRAMING PLANCITY OF YELMNEW OUTDOOR STAGE115 SE MOSMAN AVE | YELM, WA 98597S203 PERMIT SET AUGUST 4, 2023 1/4" = 1'-0"S203 1 ROOF FRAMING PLAN T.O.F. 2'-0"2'-0" 2" MIN. TYPICAL CONTROL JOINT FOR SLAB ON GRADE 1/8" SAWCUT x 1/4 SLAB DEPTH -SAW WITHIN 4 TO 12 HOURS OF POURING SLAB - FILL W/ MASTIC BREAK 1/2 REINF. SMOOTH DWL 3/4"x18" @ 24" O.C. SNUG FITTING 24 GA. MTL SLEEVE ON ONE SIDE OF JT TYPICAL CONSTRUCTION JOINT FOR SLAB ON GRADE 9"9""T"1/4" "T" + 1" TOOLED J\T R=1/8" (2) #4 CONT.EQ.EQ.(2) #4 CONT. AT TOP #4 DWL @ 18" O.C. W/ STD HOOK #4 CONT. @ 12" O.C. FOR STEM WALL GREATER THAN 12" TALL SLAB/SIDE WALK PER CIVIL (2) #5 CONT. STEPPED SLAB AT SLAB EDGE CHAMFER PER ARCH SLAB REINF. S.O.G CLR2"1'-6"10"CLR3"6" FDN WALL AT CORNERS AT OPENINGS LESS THAN 2'-0" AT ENDS OF WALL TYP. 2'-0" AT OPENINGS MORE THAN 2'-0" NOTES: 1.AROUND OPENINGS 6"1 OR LESS, NO ADDITIONAL REINFORCEMENT REQUIRED. 2.REINFORCEMENT SHOWN IS #4 AT SLAB MID-DEPTH. HOOK REINFORCEMENT THAT CANNOT BE EXTENDED. TYPICAL SLAB ON GRADE DISCONTINUITY REINFORCEMENT FDN WALL OPN'G 1½" TYP.EQ. EQ.MIN.2'-0"MIN.2'-0"45°1½" TYP.MIN. TYP.2'-0"MIN.2'-0"MIN.2'-0"1½" TYP. TYPICAL SLAB AT EXTERIOR OPENING NORMAL CONT. FDN WALL & FTG PER (REINF. NOT SHOWN) TOP HORIZ. REINF. SAME AS NORMAL WALL TOP REINF. - LAP W/ NORMAL WALL TOP HORIZ. 1'-6" MIN. EA. SIDE #4 x 3'-0" @ 12" O.C. AT OPN'G (1) #4 - EXTEND 2'-0" PAST EA. EDGE OF OPN'G (HOOK REINF. THAT CANNOT BE EXTENDED) BLOCKOUT FDN WALL AT OPN'G -FOR THICKNESS OF SLAB SEE ARCH. 30# BLD'G PAPER BTWN WALL & SLAB 2" CLR NORMAL SLAB REINF. 4 S302 NORMAL SLAB THICKNESS (2) #4 GENERAL NOTES LAP SPLICE PER 1½" CLR 1 MAX 1 S.O.G. REINF. #4 REBAR BACKSTAGE SLAB PER CIVIL 1'-6"38554JYER NKS. L E I FFE A L EOIN EEEPRFO S S GN NIRGTATSNOTAFOEW NIHS UTSRRA T C U L NNE G EERI120 STATE AVENUE NE #126 OLYMPIA, WA 98501 All material herein constitutes the original and unpublished work of the architect and may not be used, duplicated, or disclosed without the written consent of the architect. Copyright © 2023 by Carve Architects. All rights reserved. 360-226-1945 | www.carvearch.com 2309 | FOUNDATION DETAILSCITY OF YELMNEW OUTDOOR STAGE115 SE MOSMAN AVE | YELM, WA 98597S301 PERMIT SET AUGUST 4, 2023 NO SCALES301 1 SECTION NO SCALES301 2 SECTION NO SCALES301 3 PLAN DETAILS NO SCALES301 4 SECTION NO SCALES301 5 SECTION T.O.F. PER PLAN T.O.F. PER PLAN T.O.F. MARK DIMENSIONS "W""T" REINFORCEMENT EACH WAY F3.5 3'-6"15"(3) #6 T&B F4.5 4'-6"15"(5) #6 T&B F7.5 8'-0"36"(8) #8 T&B NOTES: 1.CENTER ALL FOOTINGS ON COLUMN ABOVE EXCEPT AS SHOWN OTHERWISE. 2.FOOTINGS SHALL BEAR ON UNDISTURBED OR COMPACTED MATERIAL PER GENERAL NOTES. DESIGN BEARING PRESSURE IS 3000 POUNDS PER SQUARE FOOT. TYPICAL CONCRETE SPREAD FOOTING SECTION REINF. (EVENLY SPACED)"T""W" (E.W.) 3" CLR. 6" MAX. TYP. 2" CLR. TEXT CLR2 1/2"TOP REINF. F4.0 4'-0"15"(4) #6 T&B STL COL. OPTIONAL BLOCKOUT FOR COL. PLACEMENT (ALIGN CORNERS TO C.J.) C.J. -TYP. 1" NON-SHRINK GROUT FTG PER 1 S3.04 CONC. FILL PAINT ALL STL BELOW SLAB W/ ASPHALTIC EMULSION 30# BLD'G PAPER MIN. ALL AROUND COL.2"BRG . 3/4" W/ (4) 3/4"/ ANCHOR RODS 1/2" OVERSIZED HOLE W/ . WASHER2'-0" MIN.5/16 TYPICAL STEEL COLUMN AT SPREAD FOOTING #4 EA. SIDE PER 1'-0". WASHER W/ NUT T&B 2"2"2" 3/16 3 S301 CONC. S.O.G.3"TYPICAL STEEL COLUMN AT SPREAD FOOTING STL COL. 1" NON-SHRINK GROUT FTG PER 1 S3.04 CONC. FILL PAINT ALL STL BELOW SLAB W/ ASPHALTIC EMULSION 30# BLD'G PAPER MIN. ALL AROUND COL. . WASHER W/ NUT T&B CONC. S.O.G.3"2'-1"BRG . 2" W/ (8) 11"/ ANCHOR RODS 1/2" OVERSIZED HOLE W/ . WASHER 5/16 3/163"3"3" 3" FOR BLOCKOUT AND COMMON DETAILS AND CALLOUTS SEE 2 S302 10"3" CLR #4 DWL @ 18" O.C. W/ STD HOOK (2) #4 CONT. AT TOP 15# BLD'G PAPER OR VAPOR BARRIER P.P.T. BOT. . W/ 5/8"/ A.B. @ 4'-0" O.C. EMBED 7" -U.N.O. PER STUD WALL EDGE NAILING BPS BRG . W/ SLOTTED HOLE UNDER STD CUT WASHER & NUT SHT'G TYPICAL FOUNDATION AT INTERIOR BEARING STUD WALL FTG PERMIN.4"1'-6" 6" PER ARCH 6" MAX (2) #5 CONT. 1'-1"REINF. NOT SHOWN FOR CLARITY CONC. STEM WALL AND SLAB BEYOND - PROVIDE BLOCKOUT AS SHOWN FOR COLUMN INSTALLATION HSS COL.3"3"3"3"C.J. TYP.2'-0" MIN.STEM WALL ADHESIVE ANCHOR #4 INTO SLAB AND STEM WALL @ 12" O.C. MAX. VERTICALLY -EMBED 4" MIN. FOR BLOCKOUT AND COMMON DETAILS AND CALLOUTS SEE 2 S302 38554JYER NKS. L E I FFE A L EOIN EEEPRFO S S GN NIRGTATSNOTAFOEW NIHS UTSRRA T C U L NNE G EERI120 STATE AVENUE NE #126 OLYMPIA, WA 98501 All material herein constitutes the original and unpublished work of the architect and may not be used, duplicated, or disclosed without the written consent of the architect. Copyright © 2023 by Carve Architects. All rights reserved. 360-226-1945 | www.carvearch.com 2309 | FOUNDATION DETAILSCITY OF YELMNEW OUTDOOR STAGE115 SE MOSMAN AVE | YELM, WA 98597S302 PERMIT SET AUGUST 4, 2023 1" = 1'-0"S302 1 SECTION 1" = 1'-0"S302 2 SECTION 1" = 1'-0"S302 3 SECTION NO SCALES302 4 SECTION 1" = 1'-0"S302 5 SECTION #4 EA. SIDE PER 3 S301 3/8" BRG STEEL BM GL. BM PER PLAN - BEVEL EDGES AT WELDS AT BRG TYP. 5/16 5/16 TYP. TYP. 3/8" EA. SIDE OF BM W/ (4) 5/8"! M.B. TYP. " STL BM TYP. T&G DECKING & SHT'G PER PLAN -SEE 6 S303 2"4"4"1 1/2" TYPICAL GLULAM BEAM TO STEEL BEAM CONNECTION VARIES1 1/2" MIN.GL JST STIFF. 5/16 EA. SIDE ON CL HSS COL STL BM 5/16 5/16 BRG 3/4" -1/2" MIN. WIDER THAN COL. OR BM WHICHEVER IS GREATER W/ (4) 3/4"! A307 BOLTS AT STD BM GA. 1/4 1 1/2" HSS COL. TYPICAL STEEL BEAM TO HSS COLUMN CONNECTION FOR DETAILS & CALLOUTS IN COMMON SEE 1 S302 PER ARCH ( 2'-6" MAX) GL JST (2) 16d EA. DECKING SHT'G & DECKING - NAIL PER PLAN 1 PER ARCH STEEL BM BEVEL END PER ARCH. DECKING SHT'G FOR DETAILS & CALLOUTS IN COMMON SEE 1 S303 1 PER ARCH STEEL BM DECKING SHT'G 1/4"! x 3½ SIMPSON SDS SCREWS @ 12" O.C. STAGGERED MIN. PER DECK BOARD CONT. FLAT 2x10 SCREWED ON TOP OF THE DECK FOR DETAILS & CALLOUTS IN COMMON SEE 1 S303 T&G DECKING PER PLAN PANEL EDGE FASETNERS -SEE NOTE #3 SHT'G PER PLAN AND NOTE #3 (2) 16d RING SHANK NAILS EA. SUPPORT TYP. NOTES: 1.INSTALL DECKING CONTINUOUS FROM CENTER BEAM LINE TO EXTERIOR BEAM LINE. SPLICES IN DECKING AT CANITLEVER AT EXTERIOR BEAMS NOT PERMITTED. 2.INSTALL DECKING WITH TONGUES UP SLOPE. 3.LAU PLYWOOD AT 45° ANGLE TO DECKING W/ 16 GA. x 1½" STAPLE (7/16" MIN. CROWN) @ 6" O.C. AT PANEL EDGES AND 12" O.C. AT FIELD. INSTALL STAPLES WITH CROWN PARALLEL TO PANEL EDGES. TYPICAL TONGUE AND GROOVE DECKING LAYUP AND FASTENERS 38554JYER NKS. L E I FFE A L EOIN EEEPRFO S S GN NIRGTATSNOTAFOEW NIHS UTSRRA T C U L NNE G EERI120 STATE AVENUE NE #126 OLYMPIA, WA 98501 All material herein constitutes the original and unpublished work of the architect and may not be used, duplicated, or disclosed without the written consent of the architect. Copyright © 2023 by Carve Architects. All rights reserved. 360-226-1945 | www.carvearch.com 2309 | ROOF FRAMING DETAILSCITY OF YELMNEW OUTDOOR STAGE115 SE MOSMAN AVE | YELM, WA 98597S303 PERMIT SET AUGUST 4, 2023 1" = 1'-0"S303 1 SECTION 1" = 1'-0"S303 2 SECTION 1" = 1'-0"S303 3 SECTION 1" = 1'-0"S303 4 SECTION 1" = 1'-0"S303 5 SECTION 1" = 1'-0"S303 6 SECTION P.T. DBL TOP HSS COL.HSS COL.P.T. 4x6P.T. 4x6 P.T. DBL TOP ___ S304 3 ___ S304 3 SIM. ___ S304 5 2x6 @ 24" O.C.2x6 @ 24" O.C.___ S304 6 ___ S304 4 ___ S304 4SIM. P.T. DBL TOP HSS COL.HSS COL.P.T. 6x62x6 @ 24" O.C.___ S304 3 ___ S304 3 OPP. HAND ___ S304 4 ___ S304 4 OPP. HAND NORTH AND SOUTH SCREEN WALL DETAIL 1/2" COUNTERSUNK BOLTS @ 4'-0" O.C. -TYP. -(3) MIN. STL COL. HSS COL. 3x6 STUD1"DBL TOP 1/8 CAP -SEAL WELD ALL AROUND 3x6 STUD TYP. AT THE END OF SCREEN WALL TYP. CONNECTION AT TOP @ SIM. -DBL TOP EA. SIDE OF HSS COL. HSS COL. P.T. BM HUC46 HGR W/ 0.157" P.A.F.S. -FILL ALL HOLES IN THE HGR CONNECTION AT BOTTOM @ SIM. -P.T BM EA. SIDE OF HSS COL. DBL TOP 2x10 SISTERED WALL STUD 2x6 WALL STUD CONNECTION AT TOP WEST SCREEN WALL DETAIL 1 1/2" 1 1/2" P.T. BM HUC46 HGR 2x6 WALL STUD 2x10 SISTERED WALL STUD 2x6 ELECTRICAL ROOM WWALL STUD P.T. 4x6 2x10 SISTERED TO 2x6 STUD FRAMING AT ELETRICAL ROOM WALL W/ (2) ROWS OF 10d NAILS STAGGERED @ 16" O.C. CONNECTION AT BOTTOM 38554JYER NKS. L E I FFE A L EOIN EEEPRFO S S GN NIRGTATSNOTAFOEW NIHS UTSRRA T C U L NNE G EERI120 STATE AVENUE NE #126 OLYMPIA, WA 98501 All material herein constitutes the original and unpublished work of the architect and may not be used, duplicated, or disclosed without the written consent of the architect. Copyright © 2023 by Carve Architects. All rights reserved. 360-226-1945 | www.carvearch.com 2309 | SCREEN WALL DETAILSCITY OF YELMNEW OUTDOOR STAGE115 SE MOSMAN AVE | YELM, WA 98597S304 PERMIT SET AUGUST 4, 2023 NO SCALES304 1 SECTION NO SCALES304 2 SECTION NO SCALES304 3 SECTION NO SCALES304 4 SECTION NO SCALES304 5 SECTION NO SCALES304 6 SECTION DBL. TOP LAP PER 3/WSTD3 (6) 16d TYP. (4) 16d TYP. 6x10 AT 2x6 WALLS - 4x10 AT 2x4 WALLS U.N.O. HDR TO BE TIGHT TO TOP UNLESS OTHERWISE SHOWN DROPPED FRM'G AS REQ'D FOR HEAD EL. PROVIDE DBL. SILL & HEAD AT EXT. WALL OPN'GS GREATER THAN 7'-0" U.N.O. BY ARCH. [X/Y][X/Y] "Y" INDICATES NUMBER OF BRG STUDS UNDER END OF HDR -PROVIDE (1) MIN. "X" INDICATES NUMBER OF FULL HT STUD ADJACENT TO END OF HDR -PROVIDE (1) MIN. TYPICAL STUD WALL CONSTRUCTION AT HEADER A35 TYP. OR A34 AT 2x4 WALLS BEAM AT WALL END BEAM AT WALL BEAM AT HIP A35 H6 TYP. A35 (6) 16d EA. SIDE TYP. STUD EA. SIDE P.W. FILLER - 3/4" MAX. TYPICAL BUILT-UP COLUMN AT BEAM PERPENDICULAR TO WALL TYPICAL 2x JOIST PARALLEL TO STUD WALL EDGE NAILING 2x RIM CONT. EDGE NAILING SHT'G 2x STUD WALL - HDR AT SIM. SHT'G JST PER PLAN A35 @ 24" O.C. DBL TOP NAILED W/ (2) 16d @ 12" O.C. & (8) 16d AT LAP 1 PER ARCH. TYPICAL 2x JOIST PARALLEL TO STUD WALL EDGE NAILING 2x RIM CONT. EDGE NAILING SHT'G 2x STUD WALL - HDR AT SIM. 8d @ 4" O.C. INTO BLK'G SHT'G 2x BLK'G @ 48" O.C. W/ (2) 16d EA. END JST PER PLAN A35 @ 24" O.C. DBL TOP NAILED W/ (2) 16d @ 12" O.C. & (8) 16d AT LAP 2x8 JOISTS @ 32" O.C. 4 S305 4 S305 5 S305 5 S305 19/32" P.W. SHT'G W/ 10d NAILING @ 6" O.C. AT ALL SUPPPORTED PANEL EDGES AND 10d NAILING ON CENTER AT INTERMEDIATE FRAMING 38554JYER NKS. L E I FFE A L EOIN EEEPRFO S S GN NIRGTATSNOTAFOEW NIHS UTSRRA T C U L NNE G EERI120 STATE AVENUE NE #126 OLYMPIA, WA 98501 All material herein constitutes the original and unpublished work of the architect and may not be used, duplicated, or disclosed without the written consent of the architect. Copyright © 2023 by Carve Architects. All rights reserved. 360-226-1945 | www.carvearch.com 2309 | ELECTRICAL ROOM DETAILSCITY OF YELMNEW OUTDOOR STAGE115 SE MOSMAN AVE | YELM, WA 98597S305 PERMIT SET AUGUST 4, 2023 NO SCALES305 1 SECTION NO SCALES305 2 DETAIL NO SCALES305 4 SECTION NO SCALES305 5 SECTION 1" = 1'-0"S305 3 ELECTRICAL ROOM ROOF PLAN