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HomeMy WebLinkAboutPLANS STRUCTURAL - 19-00649 - Mountain View Clinic - RemodelDRAWING LIST ADDITIONAL ADD. AGGREGATE AGGR. AIR CONDITION A/C ALTERNATE ALT. ALUMINUM AL. AMERICAN CONCRETE INSTITUTE ACI AMERICAN INSTITUTE OF ARCHITECTS AIA AMERICAN INSTITUTE OF STEEL CONSTRUCTION AISC AMERICAN IRON AND STEEL INSTITUTE AISI AMERICAN SOCIETY FOR TESTING AND MATERIALS ASTM AMERICAN NATIONAL STANDARDS INSTITUTE ANSI AMERICAN WELDING SOCIETY AWS ANCHOR ANC. ANCHOR BOLT AB ANGLE L APPROXIMATE APPROX. ARCHITECT OR ARCHITECTURAL ARCH. ASPHALT ASPH. ASSEMBLY ASS'Y. AVERAGE AVG. BASE PLATE BP BEAM BM. BEARING BRG. BLOCKING BLKG. BOARD BD. BOTTOM BOT. BOTTOM OF DECK B/D BUILDING BLDG. CARRIED COLUMN CC CAST IRON CI CEILING CLG. CENTER CEN. CENTER LINE CL CENTER OF GRAVITY C/G CENTER TO CENTER C TO C CHANNEL C CLEAR CLR. COLUMN COL. COMPLETE JOINT PENETRATION CJP CONCRETE CONC. CONCRETE MASONRY UNITS CMU CONNECTION CONN. CONSTRUCTION CONST. CONTINUOUS CONT. CONTRACTOR CONTR. CONTROL OR CONSTRUCTION JOINT CJ CUBIC FOOT CF CUBIC YARD CY DETAIL DET. DIAGONAL DIAG. DIAMETER DIA. DIMENSIONS DIMS. DITTO DO DOUBLE ANGLE 2L DOUGLAS FIR DF DOWEL DWL. DOWELS DWLS. DRAWING DWG. EACH EA. EACH FACE EF EACH WAY EW EAST E ELECTRIC OR ELECTRICAL ELECT. ELEVATION ELEV. EMBEDMENT EMBED. ENGINEER ENGR. ENGINEERING ENGRG. EQUAL EQ. EQUIPMENT EQUIP. ESCALATOR ESC. ESTIMATE EST. EXCAVATE EXCAV. EXISTING EXIST. EXPANSION JOINT EJ EXTERIOR EXT. EXTRA HEAVY X-HVY EXTRA STRONG X-STR DOUBLE EXTRA STRONG XX-STR FABRICATION, FABRICATED FAB. FAR FACE FF FAR SIDE FS FEET OR FOOT FT. FIGURE FIG. FINISH FIN. FLOOR FLR. FLOOR DRAIN FD FOOTING FTG. FOUNDATION FDN. FRAMING FRMG. GAGE OR GAUGE GA. GALVANIZE GALV. GALVANIZED IRON GI GENERAL (NOTES)GEN. GLUED LAMINATED BEAM GLB GRADE GR. GROUND GRND. INCHES IN. INCLUDE OR INCLUDED INCL. INFORMATION INFO. INSIDE DIAMETER ID INSIDE FACE IF JOINT JT. KIP (1,000 LBS.)K KNOCKOUT KO. LAMINATED LAM. LENGTH LGTH. LIGHT LT. LONG LG. LONGITUDINAL LONGIT. LONG LEG BACK TO BACK LLBB LONG LEG HORIZONTAL LLH LONG LEG VERTICAL LLV LONG SLOTTED HOLE LSH LOW HYDROGEN ELECTRODE LHE MACHINE BOLT MB MANUFACTURER MFR. MARK MK. MATERIAL MATL. MAXIMUM MAX. MECHANICAL MECH. MEDIUM MED. METAL MET. MEZZANINE MEZZ. MINIMUM MIN. MISCELLANEOUS MISC. MIXTURE MIX. MULTIPLE MULT. NEAR FACE NF NEAR SIDE NS NOMINAL NOM. NORTH N NOT TO SCALE NTS NUMBER NO. ON CENTER OC OPENING OPNG. OPPOSITE OPP. ORIGINAL ORIG. OUTSIDE DIAMETER OD OUTSIDE FACE OF OVERSIZED HOLE OH PAIR PR. PANEL PNL PARTITION PTN. PENNY WEIGHT (NAILS, ETC.) D PERMANENT PERM. PERPENDICULAR PERP. PIECE PC. PLATE PL. PLYWOOD PLYWD. POST TENSIONED PT POINT PT. POUND LB POUNDS PER CUBIC FOOT PCF POUNDS PER SQUARE FOOT PSF POUNDS PER SQUARE INCH PSI PROJECT PROJ. QUARTER QTR. RADIUS R REFERENCE REF. REINFORCE, REINFORCED, REINF. REINFORCEMENT, OR REINFORCING REQUIRED REQD. REVISE OR REVISION REV. ROOF RF. ROOM RM. SLIP CRITICAL S.C. SCHEDULE SCHED. SECTION SECT. SHEET SHT. SHEET METAL SM SHORT SLOTTED HOLE SSH SIMILAR SIM. SKETCH SK. SOUTH S SPECIFICATIONS SPECS. SPIRAL SP. SQUARE SQ. STAGGERED STAGG. STANDARD STD. STIFFENER STIFF. STIRRUP STIR. STEEL STL. STOCK STK. STRONG STG. STRUCTURAL STRUCT. STRUT FORCE SF SYMMETRICAL SYMM. TANGENT TAN. THICK THK. THROUGH THRU THROUGHOUT THRU- OUT TOLERANCE TOL. TONGUE AND GROOVE T AND G TOP AND BOTTOM T AND B TOP OF T/ TOP OF CONCRETE FOUNDATION T/F ABBREVIATIONS TOP OF STEEL T/S TOP OF WALL T/W TOTAL TOT. TRANSVERSE TRANS. TYPICAL TYP. UNLESS NOTED UN UNLESS NOTED OTHERWISE UNO VERIFY IN THE FIELD VIF VERTICAL VERT. VOLUME VOL. WEIGHT WT. WELDED WIRE FABRIC WWF WEST W WIDE FLANGE W WITH W/ WITHOUT W/O WOOD WD. WOOD SCREW WD. SCR. WORK POINT WP WROUGHT IRON WI YARD YD. THE RICHARDSON DESIGN PARTNERSHIP, L.L.C. MO U T A I N V I E W C L I N I C 40 4 N o r t h 2 n d E a s t Re x b u r g , I d a h o 8 3 4 4 0 SHEET # PROJECT: TH E G R A P H I C M A T E R I A L A N D D E S I G N O N T H I S S H E E T A R E IN S T R U M E N T S O F S E R V I C E A N D R E M A I N A T A L L T I M E S T H E PR O P E R T Y OF T H E R I C H A R D S O N D E S I G N P A R T N E R S H I P , L . L . C . R E P R O D UC T I O N OR R E U S E O F T H E M A T E R I A L A N D D E S I G N C O N T A I N E D H E R E I N I S PR O H I B I T E D W I T H O U T T H E W R I T T E N C O N S E N T O F T H E R I C H A RD S O N DE S I G N P A R T N E R S H I P , L . L . C . ©20 1 1 T H E R I C H A R D S O N D E S I G N PA R T N E R S H I P , L . L . C . A L L R I G H T S R E S E R V E D DR A W N B Y : A T T PR O J E C T # : 1 9 - 1 1 5 . 0 1 CH E C K E D B Y : J T T DATE: 510 South 600 East Salt Lake City, Utah 84102 P: 801.355.6868 F: 801.355.6880 DESCRIPTION -- C.D.10/17/2019 -- -- D.D.7/23/2019 THE RICHARDSON DESIGN PARTNERSHIP, L.L.C. 10 / 1 7 / 2 0 1 9 8 : 0 8 : 4 5 A M S1 S1 COVER SHEET S2 GENERAL NOTES S3 OPENING PLAN S4 DETAILS 10/2019 GENERAL NOTES A.GENERAL 1 THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIOR TO STARTING CONSTRUCTION. THE ARCHITECT SHALL BE NOTIFIED OF ANY DISCREPANCIES OR INCONSISTENCIES. 2 INFORMATION SHOWN ON THE DRAWINGS RELATED TO EXISTING CONDITIONS REPRESENTS THE PRESENT KNOWLEDGE, BUT WITHOUT GUARANTEE OF ACCURACY. REPORT CONDITIONS THAT CONFLICT WITH THE CONTRACT DOCUMENTS TO THE ARCHITECT. DO NOT DEVIATE FROM THE CONTRACT DOCUMENTS WITHOUT WRITTEN DIRECTION FROM THE ARCHITECT. 3 ALL WORK SHALL CONFORM TO THE MINIMUM STANDARDS OF THE FOLLOWING CODES AND ADOPTED STANDARDS: THE 2015 EDITION OF THE INTERNATIONAL BUILDING CODE, AND OTHER REGULATING AGENCIES WHICH HAVE AUTHORITY OVER ANY PORTION OF THE WORK, AND THOSE CODES AND STANDARDS LISTED IN THESE GENERAL NOTES AND IN THE PROJECT SPECIFICATIONS. 4 OPENINGS, POCKETS, ETC. SHALL NOT BE PLACED IN STRUCTURAL MEMBERS UNLESS SPECIFICALLY DETAILED ON THE STRUCTURAL DRAWINGS. NOTIFY THE STRUCTURAL ENGINEER WHEN DRAWINGS BY OTHERS SHOW OPENINGS, POCKETS, ETC., THAT ARE NOT SHOWN ON THE STRUCTURAL DRAWINGS AND/OR DIMENSIONS THAT ARE IN CONFLICT WITH THE STRUCTURAL DRAWINGS. 5 THE CONTRACT STRUCTURAL DRAWINGS REPRESENT THE FINISHED STRUCTURE. THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE MEANS, METHOD, TECHNIQUES, SEQUENCE AND PROCEDURE OF CONSTRUCTION AS REQUIRED. 6 THE CONTRACTOR SHALL RESOLVE ANY CONFLICTS ON THE CONSTRUCTION DOCUMENTS WITH THE ARCHITECT PRIOR TO PROCEEDING WITH THE WORK. 7 ANY DEVIATION FROM THE APPROVED SET OF STRUCTURAL DRAWINGS SHALL BE SUBMITTED TO THE ARCHITECT PRIOR TO PROCEEDING WITH THE WORK. SUBSTITUTIONS OF PRODUCTS OR MATERIALS SPECIFIED ON THE CONSTRUCTION DOCUMENTS ARE NOT ALLOWED. 8 CONTRACTOR SHALL INVESTIGATE THE SITE DURING CLEARING THE CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE STRUCTURE DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE, BUT NOT BE LIMITED TO BRACING AND SHORING FOR LOADS DUE TO HYDROSTATIC, EARTH, WIND OR SEISMIC FORCES, CONSTRUCTION EQUIPMENT, ETC. OBSERVATION VISITS TO THE SITE BY THE STRUCTURAL ENGINEER SHALL NOT INCLUDE INSPECTION OF THE ABOVE ITEMS. B.STRUCTURAL STEEL 1 STRUCTURAL STEEL SHALL BE DESIGNED, DETAILED, FABRICATED AND ERECTED IN ACCORDANCE WITH THE FOLLOWING AISC CODES: A 'AMERICAN INSTITUTE OF STEEL CONSTRUCTION’S MANUAL OF STEEL CONSTRUCTION', LATEST EDITION (AISC) 1 'SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS', (AISC 360). 2 'SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS', (RCSC). 3 'CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES', (AISC 303). B AMERICAN INSTITUTE OF STEEL CONSTRUCTION: 'SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS', LATEST EDITION INCLUDING SUPPLEMENTS (AISC 341). 2 STRUCTURAL STEEL SHALL CONFORM TO THE ASTM DESIGNATION AS INDICATED BELOW UNLESS NOTED OTHERWISE: ALL WIDE FLANGE AND WT SHAPES A992, GRADE 50 STEEL ANGLES AND CHANNELS A36 ALL OTHER STRUCTURAL SECTIONS A572, GRADE 50 BEAM SHEAR PLATES, STIFFENER A36 PLATES, ALL OTHER PLATES HSS (RECTANGULAR, SQUARE OR ROUND) A500, GRADE B STEEL PIPE (NOT LABELED AS HSS) A53, GRADE B STAINLESS STEEL SHAPES, A276 PLATES AND BARS BOLTS A325N ANCHOR BOLTS (ANCHOR RODS) F1554, GRADE 36 HEADED THREADED AND HANGER ROD A572, GRADE 50 NUTS FOR BOLTS AND MACHINE BOLTS A563 UNHARDENED WASHERS F844 PLAIN WASHERS ANSI B18.22.1 3 THE STRUCTURAL STEEL FABRICATOR SHALL FURNISH SHOP DRAWINGS OF ALL STRUCTURAL STEEL FOR ARCHITECT'S REVIEW BEFORE FABRICATION. 4 BOLT HOLES IN STEEL SHALL BE STANDARD HOLES, 1/16 INCH LARGER IN DIAMETER THAN NOMINAL SIZE OF BOLT USED, UNLESS NOTED OTHERWISE. BOLT HOLES IN BASE PLATES MAY BE OVERSIZED PER AISC TABLE 14-2 IF WASHERS ARE PROVIDED IN ACCORDANCE WITH THIS TABLE. 5 AFTER FABRICATION, ALL STEEL SHALL BE CLEANED FREE OF RUST, LOOSE MILL SCALE AND OIL. C.MASONRY 1 MASONRY CONSTRUCTION SHALL COMPLY WITH THE REQUIREMENTS OF THE LATEST EDITION OF ACI 530. 2 IT SHALL BE THE RESPONSIBILITY OF THE MASONRY CONTRACTOR TO UTILIZE COMPONENTS (MASONRY UNITS, MORTAR AND GROUT) NECESSARY TO ACHIEVE THE SPECIFIED f’m (1,500 PSI UNO) AS INDICATED IN THE DRAWINGS. IN NO CASE SHALL ANY OF THE COMPONENTS HAVE A COMPRESSIVE STRENGTH LESS THEN THE SPECIFIED f’m NOR SHALL THE GROUT HAVE A COMPRESSIVE STRENGTH LESS THAN 2,000 PSI. COMPONENTS MAY BE UTILIZED PER THE UNIT STRENGTH METHOD OF IBC SECTION 2105.2.2.1.2 IN COMPLIANCE WITH SECTION 1708.1 ACCORDING TO THE FOLLOWING CHART: f’m GROUT MORTAR BLOCK 1,500 PSI 2,000 PSI TYPE S 1,900 PSI 2,000 PSI 2,500 PSI TYPE S 2,800 PSI 2,500 PSI 3,200 PSI TYPE S 3,750 PSI 3,000 PSI 3,800 PSI TYPE S 4,800 PSI 3 MASONRY SUBMITTAL SHALL INCLUDE A LETTER FROM THE MASON STATING: A THE f’m TO BE ACHIEVED. B THE TYPE AND STRENGTH OF BLOCK TO BE USED. C THE TYPE AND STRENGTH OF MORTAR, WITH ANY ADMIXTURES TO BE USED. D THE TYPE AND STRENGTH OF THE GROUT, WITH ANY ADMIXTURES TO BE USED. IF PRISM TESTING PER IBC SECTION 2105.2.2.2 IS USED TO DETERMINE COMPRESSIVE STRENGTH, THE FOLLOWING SHALL BE ATTACHED TO THE MASONS LETTER: A CERTIFICATES FROM THE BLOCK MANUFACTURER STATING STRENGTH AND CEMENT TYPE USED. B MIX DESIGNS FOR THE MORTAR OR PRODUCT INFORMATION FOR PREMIXED MORTAR. C MIX DESIGNS FOR THE GROUT AND PRODUCT DATA SHEETS FOR ALL ADMIXTURES TO BE USED AND THE RESULTS OF THE PRISM TEST. 4 ALL MIX DESIGNS SHALL BE PREPARED BY A QUALIFIED CIVIL OR STRUCTURAL ENGINEER LICENSED IN THE STATE OF IDAHO AND BEAR HIS WET SEAL AND SIGNATURE. THE DESIGNS FOR EACH TYPE OF MASONRY STRENGTH SPECIFIED SHALL STATE THE PROJECT NAME AND LOCATION OF USAGE. 5 CEMENT SHALL BE AS SPECIFIED FOR CONCRETE. 6 CONCRETE BLOCK SHALL BE HOLLOW LOAD BEARING CONCRETE MASONRY UNITS CONFORMING TO C90 GRADE N, MEDIUM WEIGHT. USE OPEN END UNITS AS REQUIRED, AND BOND BEAM UNITS AT HORIZONTAL REINFORCING. MINIMUM COMPRESSIVE STRENGTH OF BLOCKS AS REQUIRED TO MEET SPECIFIED COMPRESSIVE STRENGTH OF MASONRY (f’m) SPECIFIED ON THE CONSTRUCTION DOCUMENTS. 7 MORTAR MIX SHALL CONFORM TO THE ASTM C270 REQUIREMENTS FOR TYPE S. MORTAR SHALL ATTAIN A MINIMUM COMPRESSIVE STRENGTH AS REQUIRED TO MEET THE SPECIFIED COMPRESSIVE STRENGTH OF MASONRY (f’m). IN NO CASE SHALL THE COMPRESSIVE STRENGTH OF THE MORTAR BE LESS THAN 2,000 PSI AT 28 DAYS. 8 PROVIDE GROUT COMPLYING WITH ASTM C476 ATTAINING A MINIMUM COMPRESSIVE STRENGTH AS REQUIRED TO MEET THE SPECIFIED COMPRESSIVE STRENGTH OF MASONRY (f’m). D.REINFORCING STEEL 1 ALL REINFORCING STEEL SHALL BE DETAILED AND PLACED IN CONFORMANCE WITH THE 'BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE' ACI 318 AND THE `MANUAL OF STANDARD PRACTICE’BY CRSI AND WCRSI, AS MODIFIED BY THE PROJECT DRAWINGS AND SPECIFICATIONS. 2 DEFORMED REINFORCING BARS SHALL CONFORM TO THE REQUIREMENTS OF ASTM A615 GRADE 60. EXCEPT REINFORCING BARS IN NON-STRUCTURAL CONCRETE SUCH AS SLABS ON GRADE, WHICH MAY BE GRADE 40, UNLESS NOTED OTHERWISE. 3 ALL REINFORCING BAR BENDS SHALL BE MADE COLD. 4 ALL BARS SHALL BE MARKED SO THEIR IDENTIFICATION CAN BE MADE WHEN THE FINAL IN-PLACE INSPECTION OCCURS. E.ADHESIVE ANCHORS 1 INSTRUCTIONS FOR ADHESIVE ANCHORING OF REBAR AND BOLTS REFERRED TO BELOW AS BAR(S). 2 BARS MUST BE DEFORMED OR THREADED FOR THE FULL EMBEDMENT DEPTH IN ADHESIVE. 3 LOCATE THE POSITION OF ALL MISSING BARS AND REINSTALL NEW BARS IN THESE LOCATIONS. 4 DRILLED HOLE DIAMETER SHALL BE PER MANUFACTURER RECOMMENDATIONS AS SET FORTH IN THE ICC REPORT. DRILL TO DEPTH RECOMMENDED BY THE MANUFACTURER AS SET FORTH IN THE ICC REPORT UNLESS OTHERWISE INDICATED ON THE DRAWINGS. 5 REMOVE ALL DIRT, DUST, WATER, AND ICE BY VACUUM UNLESS OTHERWISE RECOMMENDED BY THE MANUFACTURER IN THE ICC REPORT FROM THE HOLES. 6 CLEAN DIRT, RUST, AND OIL FROM THE BARS. 7 DURING THE EPOXY MIXING AND APPLICATION PROCESS, FOLLOW THE EPOXY MANUFACTURER'S SPECIFICATIONS EXACTLY. INSPECTOR TO VERIFY EXPIRATION DATE OF EPOXY. 8 VERTICAL HOLES TO BE FILLED FROM THE BOTTOM ARE TO USE AN EPOXY GEL. 9 THE FOLLOWING EPOXIES ARE ACCEPTABLE: HILTI RE-500 V3 (ICC ESR-3814) HILTI HY-200 (ICC ESR-3187) SIMPSON SET-XP (ICC ESR-2508) DEWALT PURE 110+ (ICC ESR-3298) OR APPROVED EQUAL F.SPECIAL INSPECTIONS 1 SPECIAL INSPECTION SHALL BE REQUIRED FOR THE FOLLOWING TYPES OF WORK AND SHALL BE IN COMPLIANCE WITH IBC SECTION 1704: CONCRETE WORK WITH STRENGTHS GREATER THAN 2500 PSI. FIELD WELDING SHOP WELDING PROCEDURES AND MULTIPLE PASS WELDS. MASONRY CONSTRUCTION. REBAR OR BOLTS ANCHORED BY EPOXIES OR GROUTS. MECHANICAL ANCHORS INTO MASONRY OR CONCRETE. 2 STATEMENT OF SPECIAL INSPECTION: A THIS STATEMENT OF SPECIAL INSPECTIONS SHALL BE SUBMITTED IN ACCORDANCE WITH SECTION 1704.3 OF THE 2012 IBC. B THIS STATEMENT SHALL INCLUDE A SCHEDULE OF SPECIAL INSPECTION SERVICES APPLICABLE TO THIS PROJECT. 3 THE SPECIAL INSPECTOR(S) SHALL KEEP RECORDS OF ALL INSPECTIONS AND SHALL FURNISH INTERIM INSPECTION REPORTS TO THE BUILDING OFFICIAL AND TO THE REGISTERED DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE ON A BI-WEEKLY BASIS. DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE CONTRACTOR FOR CORRECTION. IF THE DISCREPANCIES ARE NOT CORRECTED, THE DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE BUILDING OFFICIAL AND THE REGISTERED DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE PRIOR TO COMPLETION OF THAT PHASE OF WORK. A FINAL REPORT OF SPECIAL INSPECTIONS DOCUMENTING REQUIRED SPECIAL INSPECTIONS AND CORRECTIONS OF ANY DISCREPANCIES NOTED IN THE INSPECTIONS SHALL BE SUBMITTED TO THE BUILDING OFFICIAL AND REGISTERED DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE AT THE CONCLUSION OF THE PROJECT. 4 THE SPECIAL INSPECTION PROGRAM DOES NOT RELIEVE THE CONTRACTOR OF THE RESPONSIBILITY TO COMPLY WITH THE CONTRACT DOCUMENTS. JOBSITE SAFETY AND MEANS AND METHOD OF CONSTRUCTION ARE SOLELY THE RESPONSIBILITY OF THE CONTRACTOR. B.STRUCTURAL STEEL (CONT) 6 ALL WELDING SHALL BE IN STRICT CONFORMANCE WITH THE LATEST EDITION OF AWS D.1. ALL WELDED JOINTS SHALL BE PRE-QUALIFIED PER THE LATEST EDITION OF AWS D1.1. ALL NON-PREQUALIFIED WELDED JOINTS SHALL BE QUALIFIED BY TEST & PROCEDURE QUALIFICATION TEST RECORD INCLUDED PER THE LATEST EDITION OF AWS D1.1. 7 ALL WELDS SHALL BE MADE USING A FILLER METAL HAVING 70 KSI MINIMUM TENSILE STRENGTH. FILLER METAL SHALL HAVE A MINIMUM CHARPY V-NOTCH TOUGHNESS OF 20 FT-LBS AT 0 DEGREES FAHRENHEIT, UNLESS NOTED OTHERWISE. SMAW OR FCAW PROCESSES ARE ACCEPTABLE PROVIDED ALL POWER, CURRENT, AND FEED RATES ARE SET IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. 8 ALL SHOP WELDS SHALL BE PERFORMED BY A FABRICATOR LICENSED BY THE LOCAL JURISDICTION. 9 ALL WELDERS SHALL BE QUALIFIED FOR THE WORK THEY WILL BE PERFORMING AND SHALL HAVE CURRENT VALID CERTIFICATIONS ISSUED BY AWS AND THE GOVERNING JURISDICTION. THE RICHARDSON DESIGN PARTNERSHIP, L.L.C. MO U T A I N V I E W C L I N I C 40 4 N o r t h 2 n d E a s t Re x b u r g , I d a h o 8 3 4 4 0 SHEET # PROJECT: TH E G R A P H I C M A T E R I A L A N D D E S I G N O N T H I S S H E E T A R E IN S T R U M E N T S O F S E R V I C E A N D R E M A I N A T A L L T I M E S T H E PR O P E R T Y OF T H E R I C H A R D S O N D E S I G N P A R T N E R S H I P , L . L . C . R E P R O D UC T I O N OR R E U S E O F T H E M A T E R I A L A N D D E S I G N C O N T A I N E D H E R E I N I S PR O H I B I T E D W I T H O U T T H E W R I T T E N C O N S E N T O F T H E R I C H A RD S O N DE S I G N P A R T N E R S H I P , L . L . C . ©20 1 1 T H E R I C H A R D S O N D E S I G N PA R T N E R S H I P , L . L . C . A L L R I G H T S R E S E R V E D DR A W N B Y : A T T PR O J E C T # : 1 9 - 1 1 5 . 0 1 CH E C K E D B Y : J T T DATE: 510 South 600 East Salt Lake City, Utah 84102 P: 801.355.6868 F: 801.355.6880 DESCRIPTION -- C.D.10/17/2019 -- -- D.D.7/23/2019 THE RICHARDSON DESIGN PARTNERSHIP, L.L.C. 10 / 1 7 / 2 0 1 9 8 : 0 8 : 4 5 A M S2 10/2019 INFILL CMU WALL PER DETAIL 1/S4 INFILL CMU WALL PER DETAIL 1/S4 NEW WINDOW / DOOR OPENING IN CMU WALL PER DETAIL 2/S4, TYP OF 29 THE RICHARDSON DESIGN PARTNERSHIP, L.L.C. MO U T A I N V I E W C L I N I C 40 4 N o r t h 2 n d E a s t Re x b u r g , I d a h o 8 3 4 4 0 SHEET # PROJECT: TH E G R A P H I C M A T E R I A L A N D D E S I G N O N T H I S S H E E T A R E IN S T R U M E N T S O F S E R V I C E A N D R E M A I N A T A L L T I M E S T H E PR O P E R T Y OF T H E R I C H A R D S O N D E S I G N P A R T N E R S H I P , L . L . C . R E P R O D UC T I O N OR R E U S E O F T H E M A T E R I A L A N D D E S I G N C O N T A I N E D H E R E I N I S PR O H I B I T E D W I T H O U T T H E W R I T T E N C O N S E N T O F T H E R I C H A RD S O N DE S I G N P A R T N E R S H I P , L . L . C . ©20 1 1 T H E R I C H A R D S O N D E S I G N PA R T N E R S H I P , L . L . C . A L L R I G H T S R E S E R V E D DR A W N B Y : A T T PR O J E C T # : 1 9 - 1 1 5 . 0 1 CH E C K E D B Y : J T T DATE: 510 South 600 East Salt Lake City, Utah 84102 P: 801.355.6868 F: 801.355.6880 DESCRIPTION -- C.D.10/17/2019 -- -- D.D.7/23/2019 THE RICHARDSON DESIGN PARTNERSHIP, L.L.C. 10 / 1 7 / 2 0 1 9 8 : 0 8 : 4 5 A M S3 1/8" = 1'-0" LEVEL 11 10/2019 3A (E) CONC / CMU WALL L6x3-1/2x5/16 LLV EA SIDE (OPTIONAL 1/4" COLD-BENT PL) BOLT ANGLES TOGETHER W/ 3/4" Ø THRU BOLTS @ 48" OC MAX, MIN (3) BOLTS FLOOR SLAB OR SILL L = 10' - 0" MAX NEW OPENING 3A SECTION (E) CONC / CMU WALL L6x3-1/2x5/16 EA SIDE L ≤ 4' - 0" 12" SLOT FOR L > 4' - 0" 18" SLOT FOR (1) ADD'L BOLT FOR L > 4' -0" (N) DOOR / WINDOW OPENING SLOT WALL FOR HORIZ LEG OF ANGLE, PACK W/ GROUT FILL OPENING WITH CONCRETE BLOCK, GROUT ALL CELLS. 2'-0" LAP TYPICAL 2" MIN. DRYPACK. TYP. AROUND PERIMETER OF EXIST. OPENING. DRILL 2" DIA. x 8" HOLES AT 24" OC FOR #4 DOWELS, AND DRYPACK IN PLACE WITH NON-SHRINK GROUT. USE ROTARY DRILL, DO NOT CUT EXISTING REINF. EXISTING CONCRETE BLOCK OR BRICK WALL. #4 AT 24" OC FLOOR SLAB OR SILL . 7 7/8" THE RICHARDSON DESIGN PARTNERSHIP, L.L.C. MO U T A I N V I E W C L I N I C 40 4 N o r t h 2 n d E a s t Re x b u r g , I d a h o 8 3 4 4 0 SHEET # PROJECT: TH E G R A P H I C M A T E R I A L A N D D E S I G N O N T H I S S H E E T A R E IN S T R U M E N T S O F S E R V I C E A N D R E M A I N A T A L L T I M E S T H E PR O P E R T Y OF T H E R I C H A R D S O N D E S I G N P A R T N E R S H I P , L . L . C . R E P R O D UC T I O N OR R E U S E O F T H E M A T E R I A L A N D D E S I G N C O N T A I N E D H E R E I N I S PR O H I B I T E D W I T H O U T T H E W R I T T E N C O N S E N T O F T H E R I C H A RD S O N DE S I G N P A R T N E R S H I P , L . L . C . ©20 1 1 T H E R I C H A R D S O N D E S I G N PA R T N E R S H I P , L . L . C . A L L R I G H T S R E S E R V E D DR A W N B Y : A T T PR O J E C T # : 1 9 - 1 1 5 . 0 1 CH E C K E D B Y : J T T DATE: 510 South 600 East Salt Lake City, Utah 84102 P: 801.355.6868 F: 801.355.6880 DESCRIPTION -- C.D.10/17/2019 -- -- D.D.7/23/2019 THE RICHARDSON DESIGN PARTNERSHIP, L.L.C. 10 / 1 7 / 2 0 1 9 8 : 0 8 : 4 5 A M S4 3/4" = 1'-0" NEW OPENING IN EXISTING CMU WALL23/4" = 1'-0" MASONRY INFILL1 10/2019