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HomeMy WebLinkAbout122 N Newhope Street - PlanUP F M UP 26 ' - 4 1 / 2 " 4' - 9 1/4" 41 ' - 2 " 21' - 3 1/2" 12' - 3 1/2" 8' - 6" 15 SPOTS 2 SPOTS 8 SPOTS 9 SPOTS 9 SPOTS 44 ' - 9 3 / 4 " 19' - 8 3/4" 46' - 11 1/2" 47 ' - 0 " 97' - 6" 25 ' - 2 " 19 ' - 1 0 " 2' - 0 " 2' - 6 1/2" 47 ' - 3 1 / 2 " 2' - 9 1/4" 12 ' - 2 1 / 2 " 99' - 6" 18 ' - 4 " 15' - 6 1/2" 13' - 6 1/2" 7' - 11 1/4" 4' - 0 " 4' - 0 " 4' - 0 " 4' - 0 " 4' - 0 " 4' - 0 " 4' - 0 " 5' - 0" 9' - 0" 9' - 0" 9' - 0" 9' - 0" 9' - 0" 9' - 0" 16' - 11 1/2" S24 LIMITS OF WORK A62.4 3 S24 (N) BUILDING MONUMENT SIGNAGE SEE A62.4 FOR DETAILS GENERAL GEN-1 PROJECT INFORMATION & SHEET INDEX ARCHITECTURAL A01.2 SITE IMPROVEMENT PLAN A21.1 EXTERIOR ELEVATIONS A21.2 EXTERIOR ELEVATIONS A62.4 ENTRY SIGNAGE STRUCTURAL S0.1 GENERAL NOTES S0.2 GENERAL NOTES S1.1 TYPICAL DETAILS S2.1 FOUNDATION AND FRAMING PLAN S3.1 FOUNDATION DETAILS S4.1 FRAMING DETAILS THIS DOCUMENT CONTAINS INFORMATION PROPRIETARY TO SVA ARCHITECTS INC. AND IS FURNISHED IN CONFIDENCE FOR THE LIMITED PURPOSE OF EVALUATION, BIDDING OR REVIEW. THIS DOCUMENT OR ITS CONTENTS MAY NOT BE USED FOR ANY OTHER PURPOSE AND MAY NOT BE REPRODUCED OR DISCLOSED TO OTHERS WITHOUT THE PRIOR WRITTEN CONSENT OF SVA ARCHITECTS INC. ALL RIGHTS RESERVED, © COPYRIGHT 2018. SCALE: REVISIONS: OW N E R : PR O J E C T N A M E : CL I E N T A D D R E S S : 6 HUTTON CENTRE DR, SUITE 1150 SANTA ANA, CA 92707 T 949.809.3380 WWW.SVA-ARCHITECTS.COM DATE ISSUED: PROJECT NO: As indicated 11/01/23 A01.0 SITE IMPROVEMENT PLAN - SIGNAGE 2022-40123 CI T Y O F S A N T A A N A NE W H O P E L I B R A R Y MO D E R N I Z A T I O N 12 2 N . N E W H O P E S T . , S A N T A A N A C A 9 2 7 0 3 DESCRIPTION DATE 1" = 10'-0" 1SIGNAGE SITE IMPROVEMENT PLAN SIGNAGE SITE PLAN KEYNOTES SCOPE OF WORK: DEMO EXISTING MONUMENT SIGN, INSTALL A NEW FREESTANDING MONUMENT SIGN APPLICABLE CODES ARE: 2022 CBC, 2022 CEC, 2022 ENERGY CODE, AND CITY OF SANTA ANA MUNICIPAL CODE SHEET INDEX Bldg #101117776 APPROVALS: PLNG - C. Santana BLDG - W. Lee 122 N Newhope Street4/16/2025 Top of Parapet_Low 14' -4" 12345 Top of Parapet_High 18' -0" A62.4 5 7' - 5" 61' - 10 3/4" Top of Parapet_Low 14' -4" 1 2 3 4 5 Top of Parapet_High 18' -0" N101 N102 A62.4 4 THIS DOCUMENT CONTAINS INFORMATION PROPRIETARY TO SVA ARCHITECTS INC. AND IS FURNISHED IN CONFIDENCE FOR THE LIMITED PURPOSE OF EVALUATION, BIDDING OR REVIEW. THIS DOCUMENT OR ITS CONTENTS MAY NOT BE USED FOR ANY OTHER PURPOSE AND MAY NOT BE REPRODUCED OR DISCLOSED TO OTHERS WITHOUT THE PRIOR WRITTEN CONSENT OF SVA ARCHITECTS INC. ALL RIGHTS RESERVED, © COPYRIGHT 2018. SCALE: REVISIONS: OW N E R : PR O J E C T N A M E : CL I E N T A D D R E S S : 6 HUTTON CENTRE DR, SUITE 1150 SANTA ANA, CA 92707 T 949.809.3380 WWW.SVA-ARCHITECTS.COM DATE ISSUED: PROJECT NO: 1/4" = 1'-0" 11/01/23 A21.1 EXTERIOR ELEVATIONS 2022-40123 CI T Y O F S A N T A A N A NE W H O P E L I B R A R Y MO D E R N I Z A T I O N 12 2 N . N E W H O P E S T . , S A N T A A N A C A 9 2 7 0 3 1/4" = 1'-0"1NORTH ELEVATION 1/4" = 1'-0"2SOUTH ELEVATION KEYNOTES DESCRIPTION DATE 122 N Newhope Street4/16/2025 Top of Parapet_Low 14' -4" ABCDEF Top of Parapet_High 18' -0" 4 A31.1 092000.C A01.4 16 A62.5 4 4' - 0" 8' - 0 " 3 3/4"4" 090000.G090000.G090000.G090000.G090000.G090000.G090000.G Top of Parapet_Low 14' -4" A B C D E F Top of Parapet_High 18' -0" 6 A62.4 A62.4 2 TGTG TG TG TG TG TG 3' - 9" 2' - 0 " TG TGTG 7' - 8 " 47' - 11 1/2" 106' - 6" THIS DOCUMENT CONTAINS INFORMATION PROPRIETARY TO SVA ARCHITECTS INC. AND IS FURNISHED IN CONFIDENCE FOR THE LIMITED PURPOSE OF EVALUATION, BIDDING OR REVIEW. THIS DOCUMENT OR ITS CONTENTS MAY NOT BE USED FOR ANY OTHER PURPOSE AND MAY NOT BE REPRODUCED OR DISCLOSED TO OTHERS WITHOUT THE PRIOR WRITTEN CONSENT OF SVA ARCHITECTS INC. ALL RIGHTS RESERVED, © COPYRIGHT 2018. SCALE: REVISIONS: OW N E R : PR O J E C T N A M E : CL I E N T A D D R E S S : 6 HUTTON CENTRE DR, SUITE 1150 SANTA ANA, CA 92707 T 949.809.3380 WWW.SVA-ARCHITECTS.COM DATE ISSUED: PROJECT NO: 1/4" = 1'-0" 11/01/23 A21.2 EXTERIOR ELEVATIONS 2022-40123 CI T Y O F S A N T A A N A NE W H O P E L I B R A R Y MO D E R N I Z A T I O N 12 2 N . N E W H O P E S T . , S A N T A A N A C A 9 2 7 0 3 1/4" = 1'-0"1WEST ELEVATION (NOT IN SIGNAGE SCOPE) 1/4" = 1'-0"2EAST ELEVATION 090000.G INFILL ALUMINUM "CORTEN" PANELS, SEE 16/A01.4 FOR CONNECTION DETAILS, 092000.C EXISTING EXTERIOR PLASTER, KEYNOTES DESCRIPTION DATE 122 N Newhope Street4/16/2025 6 A62.4 SF1 2/ A62.2 4' - 0" 4' - 0" 4' - 0" 4' - 0" 4' - 0" 4' - 0" 4' - 0" 4' - 0" 4' - 0" 4' - 0"4' - 0"4' - 0" 16.78° 48' - 2 1/2" Fin. Floor Level - Existing 0" Top of Parapet_Low 14' -4" B C D E 6 A62.4 3' - 9"3' - 9 1/4" 1' - 1 0 3 / 4 " 3' - 9 1/4"3' - 9 1/4"3' - 0 3/4"3' - 9 1/2"3' - 9 1/2"3' - 9 1/2"3' - 9 1/2"3' - 9 1/4"3' - 9 1/4"3' - 9"3' - 9" 1' - 1 0 3 / 4 " 1' - 9 1 / 2 " 1' - 9 1 / 2 " 1' - 9 1 / 2 " 1' - 9 1 / 2 " 1' - 9 1 / 2 " 1' - 9 1 / 2 " 1' - 9 1 / 2 " 1' - 9 1 / 2 " 1' - 9 1 / 2 " 1' - 1 0 1 / 4 " 1' - 9 1 / 2 " 1' - 9 1 / 2 " 1' - 7 1 / 4 " 9' - 5 3 / 4 " 146 TGTG TG 1 A1 B1 C1 D1 E1 F1 G1 H1 2 3 4 5 6 7 8 9 10 11 12 TG TG 16 ' - 0 1 / 4 " Top of Parapet_Low 14' -4" Top of Parapet_Low 14' -4" Fin. Floor Level - Existing 0" 1 2 3 4 5 6 7 8 9 10 11 12 A B C D E F G H G51 B19 B15 B43 B47 B20 B21 V08 V16 B48 B39 B42 B21 B21 B42 B20 B15 V09 V09 B20 B15 B19 V16 V08 B39 B39 B47 B15 B19 B15 V08 B20 B42 B21B42 B42 G51 G51 B47 B47 B47 B20 B42 B15 G51 B19 B19 B21 B39 B39 B39 B19V09 "LIBRARY" TEXT= ARIAL 24" "NEWHOPE" TEXT= ARIAL 18" NO PANELS IN THIS AREA QUANTITIES: B19= 3 G51= 5 B47= 6 B21= 5 V16= 2 B39= 7 B20= 5 B43 B48 B15= 7 B43= 2 V08= 3 B48= 2 B42= 6 V09= 3 1' - 9 1 / 2 " 3' - 1 0 3 / 4 " 1' - 9 1 / 2 " 3' - 9" 9' - 1 1 3 / 4 " THIS DOCUMENT CONTAINS INFORMATION PROPRIETARY TO SVA ARCHITECTS INC. AND IS FURNISHED IN CONFIDENCE FOR THE LIMITED PURPOSE OF EVALUATION, BIDDING OR REVIEW. THIS DOCUMENT OR ITS CONTENTS MAY NOT BE USED FOR ANY OTHER PURPOSE AND MAY NOT BE REPRODUCED OR DISCLOSED TO OTHERS WITHOUT THE PRIOR WRITTEN CONSENT OF SVA ARCHITECTS INC. ALL RIGHTS RESERVED, © COPYRIGHT 2018. SCALE: REVISIONS: OW N E R : PR O J E C T N A M E : CL I E N T A D D R E S S : 6 HUTTON CENTRE DR, SUITE 1150 SANTA ANA, CA 92707 T 949.809.3380 WWW.SVA-ARCHITECTS.COM DATE ISSUED: PROJECT NO: 1/2" = 1'-0" 11/01/23 A62.4 ENTRY SIGNAGE DETAILS 2022-40123 CI T Y O F S A N T A A N A NE W H O P E L I B R A R Y MO D E R N I Z A T I O N 12 2 N . N E W H O P E S T . , S A N T A A N A C A 9 2 7 0 3 1/2" = 1'-0"3SIGNAGE ENLARGED PLAN 1/2" = 1'-0"2EAST SIGNAGE ELEVATION 1/2" = 1'-0"5NORTH ELEVATION LIBRARY SIGNAGE 1/2" = 1'-0"4SOUTH ELEVATION LIBRARY SIGNAGE 146 3FORM "KODA XT" INFILL PANELS, NON-ILLUMINATED, AND 3FORM "HARDWARE XT" STRUCTURAL CONNECTIONS, SEE MANUF. DETAILS. SEE SHEET 01/A62.4 FOR THE "3FORM" COLOR LEGEND 1/2" = 1'-0"13FORM SIGNAGE LEGEND DESCRIPTION DATE 1/2" = 1'-0"6SIGNAGE SECTION 122 N Newhope Street4/16/2025 PROJECT SITE W. 1ST ST. W 5TH ST. N N E W H O P E S T . N THIS DOCUMENT CONTAINS INFORMATION PROPRIETARY TO SVA ARCHITECTS INC. AND IS FURNISHED IN CONFIDENCE FOR THE LIMITED PURPOSE OF EVALUATION, BIDDING OR REVIEW. THIS DOCUMENT OR ITS CONTENTS MAY NOT BE USED FOR ANY OTHER PURPOSE AND MAY NOT BE REPRODUCED OR DISCLOSED TO OTHERS WITHOUT THE PRIOR WRITTEN CONSENT OF SVA ARCHITECTS INC. ALL RIGHTS RESERVED, © COPYRIGHT 2018. SCALE: REVISIONS: OW N E R : PR O J E C T N A M E : CL I E N T A D D R E S S : 6 HUTTON CENTRE DR, SUITE 1150 SANTA ANA, CA 92707 T 949.809.3380 WWW.SVA-ARCHITECTS.COM DATE ISSUED: PROJECT NO: 1 1/2" = 1'-0" 11/01/23 GEN-1 PROJECT INFORMATION & SHEET INDEX 2022-40123 CI T Y O F S A N T A A N A NE W H O P E L I B R A R Y MO D E R N I Z A T I O N 12 2 N . N E W H O P E S T . , S A N T A A N A C A 9 2 7 0 3 SVA ARCHITECTS IS THE DESIGNATED ARCHITECT OF RECORD AS REQUIRED BY THE STATE OF CALIFORNIA. THE ARCHITECT OF RECORD SHALL REVIEW SUBMITTALS AND COORDINATE SUBMITTALS AND DEFERRED SUBMITTALS THROUGH THE BUILDING DEPARTMENT DEFERRED SUBMITTALS SHALL NOT BE INSTALLED UNTIL THEIR DESIGN AND SUBMITTAL DOCUMENTS HAVE BEEN APPROVED BY THE BUILDING DEPARTMENT. THE BUILDING DEPARTMENT SHALL BE NOTIFIED IN WRITING BY THE OWNER IF THE ARCHITECT OF RECORD IS CHANGED OR IS UNABLE TO CONTINUE TO PERFORM THE DUTIES. THE OWNER SHALL DESIGNATE A SUBSTITUTE ARCHITECT OR ENGINEER OF RECORD WHO SHALL PERFORM ALL OF THE DUTIES REQUIRED OF THE ORIGINAL ARCHITECT OF RECORD. REVIEW AND COMMENT ON SUBMITTALS AND DEFERRED SUBMITTALS SHALL NOT RELIEVE THE AUTHOR OF THE DOCUMENTS OR THE CONTRACTOR FROM COMPLIANCE WITH ALL APPLICABLE CODES AND THE REQUIREMENTS OF THE DRAWINGS AND SPECIFICATIONS. THE REVIEW IS ONLY FOR GENERAL CONFORMANCE WITH THE DESIGN CONCEPT OF THE PROJECT AND GENERAL COMPLIANCE WITH INFORMATION GIVEN IN THE CONTRACT DOCUMENTS. THE CONTRACTOR IS RESPONSIBLE FOR CONFIRMING AND CORRELATING ALL QUANTITIES AND DIMENSIONS, SELECTING FABRICATION PROCESSES AND TECHNIQUES OF CONSTRUCTION, COORDINATING HIS WORK WITH THAT OF OTHER TRADES, AND PERFORMING HIS WORK IN A SAFE AND SATISFACTORY MANNER. PROJECT ADDRESS: 122 N NEWHOPE ST. SANTA ANA, CA 92703 PROJECT DESCRIPTION: REPLACE ALL FLOORING, REMODEL FRONT DESK, REPLACE FIXTURES, MAKE BOTH STOREFRONT ACCESS POINTS ADA COMPLIANT, REMODEL STOREFRONT, REPLACE WINDOWS AND RUSTY SCREENS, REMOVE ORIGINAL FACADE, EXPAND MEDIA CENTER, REPLACE DRINKING FOUNTAINS, RENOVATE INTERIORS, REPLACE OLD CABINETS IN KITCHEN/BREAK AREA, UPDATE VIDEO SURVEILLANCE SYSTEM, REMODEL RESTROOMS TO CBC STANDARDS, REPLACE OUTDATED SHELVING, REPLACE EXISTING ROOF. CODE ANALYSIS SEE SHEET GEN-5 FOR COMPLETE CODE ANALYSIS OWNER CITY OF SANTA ANA PUBLIC WORKS AGENCY 20 CIVIC CENTER PLAZA P.O. BOX 1988 SANTA ANA, CALIFORNIA 92702 MICHELLE CABANAS P:714.647.5732 GENERAL CONFORMANCE STATEMENT ARCHITECT OF RECORD APPLICABLE CODES PROJECT SUMMARY STATEMENT OF GENERAL CONFORMANCE THE DRAWINGS OR SHEETS LISTED IN THE INDEX ON THIS SHEET HAVE BEEN PREPARED BY OTHER DESIGN PROFESSIONALS OR CONSULTANTS WHO ARE LICENSED AND/OR AUTHORIZED TO PREPARE SUCH DRAWINGS IN THIS STATE. IT HAD BEEN EXAMINED BY ME FOR: 1. DESIGN INTENT AND APPEARS TO MEET THE APPROPRIATE REQUIREMENTS OF TITLE 24, CALIFORNIA CODE OF REGULATIONS AND THE PROJECT SPECIFICATIONS PREPARED BY ME 2. COORDINATION WITH MY PLANS AND SPECIFICATIONS AND IS ACCEPTABLE FOR INCORPORATION INTO THE CONSTRUCTION OF THE PROJECT. THIS STATEMENT OF GENERAL CONFORMANCE "SHALL" NOT BE CONSTRUED AS RELIEVING ME OF MY RIGHTS, DUTIES AND RESPONSIBILITIES UNDER SECTION 4-336, 4-341 AND 4-344 OF TITLE 24, PART 1 (TITLE 24, PART 1 SECTION 4-317) (B)) I CERTIFY THAT ALL DRAWINGS OR SHEETS LISTED IN THE INDEX ON THIS SHEET (CIVIL, STRUCTURAL, MECHANICAL, PLUMBING, ELECTRICAL, FIRE PROTECTION AND THEATRICAL) ARE IN GENERAL CONFORMANCE AND HAVE BEEN COORDINATED. 1. ALL WORK SHALL CONFORM TO TITLE 24, CALIFORNIA CODE OF REGULATIONS (CCR). 2. CHANGES TO THE APPROVED DRAWINGS AND SPECIFICATIONS SHALL BE MADE BY AN ADDENDUM OR A CHANGE ORDER APPROVED BY THE CITY OF SANTA ANA'S BUILDING DEPARTMENT 3. A PROJECT INSPECTOR EMPLOYED BY THE DISTRICT (OW NER) AND APPROVED BY THE CITY OF SANTA ANA SHALL PROVIDE CONTINUOUS INSPECTION OF THE WORK. THE DUTIES OF THE INSPECTOR ARE DEFINED IN SECTION 4-342, PART 1, TITLE 24, CCR: CLASS 1. 4. A COPY OF CCR TITLE 24, PARTS 1 THROUGH 5 MUST BE KEPT ON SITE DURING CONSTRUCTION. GENERAL NOTES DEFERRED APPROVALS THE FOLLOWING ITEMS ARE DESIGN-BUILD SYSTEMS AND WILL BE A DEFERRED SUBMITTAL BY THE CONTRACTOR AT A LATER DATE. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ENGINEERING AND CALCULATIONS FOR APPLICABLE ITEMS. THE CONTRACTOR SHALL RETAIN THE SERVICES OF A CIVIL OR STRUCTURAL ENGINEER WHO SHALL BE RESPONSIBLE FOR THE DESIGN. THE CONTRACTOR SHALL SUBMIT CALCULATIONS AND SHOP DRAWINGS TO THE ARCHITECT OF RECORD, WHO SHALL REVIEW THEM AND FORWARD THEM TO THE CITY OF SANTA ANA'S BUILDING DEPARTMENT WITH NOTATION INDICATING THAT THE DEFERRED SUBMITTAL DOCUMENTS HAVE BEEN FOUND TO BE IN GENERAL CONFORMANCE WITH THE DESIGN OF THE BUILDING. THE SUBMITTAL ITEMS SHALL NOT BE INSTALLED UNTIL THEIR DESIGN AND SUBMITTAL DOCUMENTS HAVE BEEN APPROVED BY THE BUILDING DEPARTMENT: 1. USA SHADE: REAR SHADE STRUCTURE @ PATIO WILL BE AN OWNER FURNISHED, OWNER INSTALLED ITEM. CONTRACTOR SHALL COORDINATE SCHEDULED WORK WITH USA SHADE 2. 3FORM, LIBRARY SIGNAGE @ ENTRANCE 3. FIRE ALARM SYSTEM DESIGN, SIGNAGE, AND EQUIPMENT LOCATIONS GOVERNING AGENCIES PROJECT DIRECTORY LOCAL FIRE AUTHORITY CITY FIRE DEPARTMENT 501 N NEWHOPE ST. SANTA ANA, CA 92703 P: 714.573.6000 SHEET INDEX ARCHITECT SVA ARCHITECTS 6 HUTTON CENTRE DRIVE, SUITE 1150 SANTA ANA,CA 92707 CONTACT: MEL TAN P: 949.809.3380 VICINITY MAP THIS PROJECT SHALL COMPLY WITH ALL FEDERAL, STATE AND LOCAL CODES INCLUDING, BUT NOT LIMITED TO, THE FOLLOWING: FEDERAL: 2010 AMERICANS WITH DISABILITIES ACT (ADA) ACCESSIBILITY GUIDELINES FOR BUILDINGS AND FACILITIES (ADAAG) STATE OF CALIFORNIA PARTIAL LIST OF APPLICABLE CODES AS OF JAN 1, 2023 2022 BUILDING STANDARDS ADMINISTRATIVE CODE CALIFORNIA CODE OF REGULATIONS (CCR) PART 1, TITLE 24 C.C.R. 2022 CALIFORNIA BUILDING CODE (CBC) CALIFORNIA CODE OF REGULATIONS (CCR) TITLE 24, PART 2 (2018 INTERNATIONAL BUILDING CODE WITH THE INTERNATIONAL CODE COUNCIL WITH CALIFORNIA AMENDMENTS) 2022 CALIFORNIA ELECTRICAL CODE (CEC) CALIFORNIA CODE OF REGULATIONS (CCR) TITLE 24, PART 3 (2018 NATIONAL ELECTRICAL CODE OF THE NATIONAL FIRE PROTECTION ASSOCIATION, NFPA) 2022 CALIFORNIA MECHANICAL CODE CALIFORNIA CODE OF REGULATIONS (CCR) TITLE 24, PART 4 (2018 UNIFORM MECHANICAL CODE OF THE INTERNATIONAL ASSOCIATION OF PLUMBING AND MECHANICAL OFFICIALS, IAPMO) 2022 CALIFORNIA PLUMBING CODE CALIFORNIA CODE OF REGULATIONS (CCR) TITLE 24, PART 5 (2018 UNIFORM PLUMBING CODE OF THE INTERNATIONAL ASSOCIATION OF THE PLUMBING AND MECHANICAL OFFICIALS, IAPMO) 2022 CALIFORNIA ENERGY CODE CALIFORNIA CODE OF REGULATIONS (CCR) TITLE 24, PART 6 2022 CALIFORNIA FIRE CODE CALIFORNIA CODE OF REGULATIONS (CCR) TITLE 24, PART 9 (2018 INTERNATIONAL FIRE CODE OF THE INTERNATIONAL CODE COUNCIL) 2022 CALIFORNIA GREEN BUILDING STANDARDS CODE (CAL GREEN CODE) CALIFORNIA CODE OF REGULATIONS (CCR) TITLE 24, PART 11 2022 CALIFORNIA REFERENCED STANDARDS CODE CALIFORNIA CODE OF REGULATIONS (CCR) TITLE 24, PART 12 PUBLIC SAFETY, STATE FIRE MARSHAL REGULATIONS CALIFORNIA CODE OF REGULATIONS (CCR) TITLE 19 CITY OF SANTA ANA MUNICIPAL CODE PARTIAL LIST OF APPLICABLE STANDARDS: 2019 BUILDING CODE (FOR SFM) REFERENCED STANDARDS CHAPTER 35 NFPA 17 DRY CHEMICAL EXTINGUISHING SYSTEMS 2021 EDITION NFPA 17A WET CHEMICAL SYSTEMS 2021 EDITION NFPA 72 NATIONAL FIRE ALARM CODE 2022 EDITION NFPA 80 FIRE DOORS AND OTHER OPENING PROTECTIVES 2022 EDITION NFPA 2001 CLEAN AGENT FIRE EXTINGUISHING SYSTEMS 2022 EDITION UL 464 AUDIBLE SIGNAL APPLIANCES 2017 EDITION UL 521 HEAT DETECTORS FOR FIRE PROTECTION SIGNAL 2021 EDITION SYSTEMS UL 1971 SIGNLAING DEVICES FOR THE HEARING IMPAIRED 2018 (R2010) ARCHITECTURAL A01.0 SITE IMPROVEMENT PLAN - SIGNAGE A01.1 SITE DEMOLITION PLAN A01.2 SITE IMPROVEMENT PLAN A01.3 ENLARGED SITE PLANS A01.4 SITE DETAILS A10.0 RCP AND FLOOR DEMOLITION PLANS A11.0 RCP AND FLOOR IMPROVEMENT PLAN A12.1 FURNITURE IMPROVEMENT PLAN A13.0 ROOF IMPROVEMENT AND DEMOLITION PLANS A14.0 ROOF DETAILS A14.1 ROOF DETAILS A21.1 EXTERIOR ELEVATIONS A21.2 EXTERIOR ELEVATIONS A21.3 PATIO ELEVATIONS A31.1 BUILDING SECTIONS A31.2 ENLARGED PLANS AND INTERIOR ELEVATIONS A31.3 ENLARGED PLANS AND INTERIOR ELEVATIONS A31.4 ENLARGED PLANS AND INTERIOR ELEVATIONS A50.1 INTERIOR FINISH SCHEDULE A52.1 DOOR & WINDOW SCHEDULE A52.2 DOOR & WINDOW DETAILS A61.1 WALL TYPES - WOOD STUD A62.1 STOREFRONT DETAILS A62.2 STOREFRONT SCHEDULE A62.3 CONNECTION DETAILS A62.4 ENTRY SIGNAGE DETAILS A62.5 PATIO GATE DETAILS A64.4 CEILING & OPENING DETAILS A64.5 LINE OF SIGHT DIAGRAM CITY OF SANTA ANA NEWHOPE LIBRARY MODERNIZATION 122 N NEWHOPE ST, SANTA ANA, CA 92703 GENERAL GEN-1 PROJECT INFORMATION & SHEET INDEX GEN-2 GENERAL NOTES GEN-3 CONSTRUCTION ASSEMBLY NOTES AND REQUIREMENTS GEN-4 GENERAL ACCESSIBILITY GEN-5 CODE ANALYSIS PLAN GEN-6 PROJECT COMPLIANCE SIGNAGE MECHANICAL M001 MECHANICAL LEAD SHEET M002 MECHANICAL SCHEDULES M003 MECHANICAL TITLE 24 COMPLIANCE M11.1 MECHANICAL EXISTING FLOOR PLAN M11.2 MECHANICAL FLOOR PLAN M40.6 MECHANICAL ROOF PLAN M40.7 MECHANICAL EXISTING ROOF PLAN M50.1 MECHANICAL DETAILS M60.1 MECHANICAL CONTROLS M60.2 MECHANICAL CONTROLS PLUMBING P001 GENERAL NOTES, LEGEND AND SCHEDULE P11.1 PLUMBING DEMOLITION FLOOR PLAN P11.2 PLUMBING FLOOR PLAN - WASTE & VENT P11.3 PLUMBING FLOOR PLAN - WATER P40.6 PLUMBING ROOF PLAN P50.0 DETAILS FIRE ALARM FA0.1 FIRE ALARM SPECS/ SYMBOLS LIST FA11.1 FIRE ALARM PLAN ELECTRICAL E0.0 ELECTRICAL SYMBOL LIST E11.1 DEMOLITION FLOOR PLAN E11.2 POWER PLAN E20.1 LIGHTING PLAN E30.1 ROOF PLAN E40.1 SINGLE LINE DIAGRAM E40.2 ELECTRICAL ENLARGED PLANS E40.3 PANEL SCHEDULE E50.1 LIGHTING FIXTURE SCHEDULE E50.2 SEQUENCE OF OPERATIONS E50.3 DISTRIBUTED LIGHTING CONTROL SPECIFICATIONS E50.4 DISTRIBUTED LIGHTING CONTROL SCHEDULE & PRODUCT SPECS E50.5 TITLE 24 - INTERIOR E50.6 TITLE 24 - EXTERIOR E60.1 DETAILS E60.2 DETAILS - FLOOR BOXES E60.3 DETAILS - SURFACE MOUNTED RACEWAY AUDIOVIUSAL AV0-01 AUDIOVISUAL COVER SHEET W/ STANDARD NOTES, SYMBOLS AND LEGENDS AV1.1 AUDIOVISUAL FLOOR PLAN AV2.1 AUDIOVISUAL RCP AV4.1 AUDIOVISUAL ENLARGED PLAN AV4.2 AUDIOVISUAL ENLARGED PLAN AV52.1 AUDIOVISUAL DETAILS AV4.3 AUDIOVISUAL ENLARGED PLAN - MEDIA CENTER AV52.2 AUDIO VISUAL BLOCK DIAGRAMS TECHNOLOGY T11.1 TECHNOLOGY DEMOLITION FLOOR PLAN T0.1 TECHNOLOGY LEAD SHEET T11.2 TECHNOLOGY FLOOR PLAN T40.3 TECHNOLOGY RCP T40.8 TECHNOLOGY ENLARGED PLANS T52.1 TECHNOLOGY DETAILS T52.2 TECHNOLOGY DETAILS T52.3 TECHNOLOGY BLOCK DIAGRAMS STRUCTURAL S0.1 GENERAL NOTES S0.2 GENERAL NOTES S1.1 TYPICAL DETAILS S2.1 FOUNDATION & FRAMING PLAN S2.2 ROOF FRAMING PLAN S3.1 FOUNDATION DETAILS S4.1 FRAMING DETAILS STRUCTURAL VCA ENGINEERS 2151 MICHELSON DRIVE, SUITE #240 IRVINE, CA 92612 CONTACT: NOAH PARK P: 949.679.0870 MECHANICAL TK1SC 11870 PIERCE ST, SUITE 160 RIVERSIDE, CA. 92505 CONTACT: DAVID MITCHELL P: 951.415.2051 ELECTRICAL TK1SC 11870 PIERCE ST, SUITE 160 RIVERSIDE, CA. 92505 CONTACT: NICK BRUNO P: 949.526.4886 PLUMBING TK1SC 11870 PIERCE ST, SUITE 160 RIVERSIDE, CA. 92505 CONTACT: RAMON CECENA P: 951.299.4204 BUILDING TECHNOLOGY SYSTEMS TK1SC 11870 PIERCE ST, SUITE 160 RIVERSIDE, CA. 92505 CONTACT: JEREMY BIRCH P: 951.299.4160 TOTAL SHEETS: 106 SHEETS CIVIL C-1.0 GENERAL NOTES, LEGENDS, AND ABBREVIATIONS C-1.1 EXISTING CONDITIONS CD-1.0 SITE DEMOLITION PLAN C-2.0 SITE CONTROL PLAN C-3.0 SITE GRADING PLAN C-4.0 MISCELLANEOUS DETAILS C-4.1 MISCELLANEOUS DETAILS C-4.2 MISCELLANEOUS DETAILS C-5.0 SITE CONTROL PLAN C-5.1 SITE CONTROL PLAN LANDSCAPE L5.001 LANDSCAPE IRRIGATION NOTES AND LEGEND L5.101 LANDSCAPE IRRIGATION PLAN L5.401 LANDSCAPE IRRIGATION DETAILS L6.001 LANDSCAPE PLANTING NOTES AND LEGEND L6.101 LANDSCAPE PLANTING PLAN L6.401 LANDSCAPE PLANTING DETAILS DESCRIPTION DATE 122 N Newhope Street4/16/2025 1. DETAILS OF CONSTRUCTION NOT SHOWN SHALL BE OF SAME NATURE AS THOSE SHOWN FOR SIMILAR CONDITIONS. REFER TO THE TYPICAL DETAIL SHEETS FOR TYPICAL DETAILS OF CONSTRUCTION. TYPICAL DETAILS APPLY TO ALL CONSTRUCTION UNLESS SPECIFICALLY NOTED OR SHOWN OTHERWISE. WHERE CONDITIONS REQUIRE MODIFICATIONS OF A TYPICAL DETAIL, THE CONTRACTOR SHALL SUBMIT MODIFIED DETAIL FOR APPROVAL BY THE ENGINEER OF RECORD PRIOR TO FABRICATION AND INSTALLATION. DETAILS OF CONSTRUCTION NOT SHOWN SHALL BE OF SAME NATURE AS THOSE SHOWN FOR SIMILAR CONSTRUCTION. 2. CONTRACTOR SHALL CONSIDER THE PROJECT SPECIFICATIONS A PART OF THE CONTRACT DOCUMENTS. WHERE INFORMATION IS CONFLICTING, SPECIFIC DETAILS SHALL GOVERN OVER TYPICAL DETAILS WHICH SHALL GOVERN OVER THESE NOTES WHICH SHALL GOVERN OVER SPECIFICATIONS. 3. ALL DIMENSIONS ON STRUCTURAL DRAWINGS SHALL BE CHECKED AGAINST ARCHITECTURAL DIMENSIONS. DO NOT SCALE DRAWINGS. IF DIMENSIONS ARE OMITTED OR NOT CLEAR, CONTACT THE ARCHITECT (ARCH) OR STRUCTURAL ENGINEER OF RECORD (SEOR). ALL DIMENSIONS RELATED TO EXISTING CONDITIONS SHALL BE FIELD VERIFIED BY THE CONTRACTOR. DIMENSIONS ARE TO THE FACE OF STUDS, AND TO CENTERLINE OF COLUMNS UNO. 4. IT IS THE CONTRACTOR'S RESPONSIBILITY TO IMMEDIATELY NOTIFY THE STRUCTURAL ENGINEER OF ANY CONFLICTS BETWEEN THE STRUCTURAL DRAWINGS AND OTHER DRAWINGS; OR EXISTING CONDITIONS NOT SHOWN OR DIFFERENT FROM THOSE SHOWN ON DRAWINGS PRIOR TO COMMENCEMENT OF WORK. THE CONTRACTOR IS NOT TO ORDER MATERIAL OR CONSTRUCT ANY PORTION OF THE BUILDING THAT IS IN CONFLICT UNTIL THE CONFLICT IS RESOLVED WITH THE AFFECTED PARTIES. 5. THE STRUCTURAL DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE. UNLESS OTHERWISE SHOWN THEY DO NOT INDICATE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE CONSTRUCTION AND ALL ADJACENT PROPERTIES DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE BUT ARE NOT LIMITED TO BRACING, SHORING OF LOADS DUE TO CONSTRUCTION EQUIPMENT, ETC. OBSERVATION VISITS TO THE SITE BY THE ARCHITECT OR SEOR SHALL NOT INCLUDE OBSERVATION OF THE ABOVE ITEMS. 6. SUBSTITUTION REQUESTS FOR MATERIALS SPECIFIED ON THE STRUCTURAL DRAWINGS MAY BE CONSIDERED WITH MATERIALS HAVING EQUIVALENT OR GREATER CAPACITY AND PERFORMANCE. CURRENT EVALUATION REPORTS AND PRODUCT INFORMATION SHALL BE PROVIDED TO THE STRUCTURAL ENGINEER DEMONSTRATING THE REQUIRED CAPACITY AND PERFORMANCE OF THE MATERIAL TO BE SUBSTITUTED. WRITTEN APPROVAL FROM THE STRUCTURAL ENGINEER SHALL BE OBTAINED PRIOR TO THE SUBSTITUTION OF ANY MATERIAL SPECIFIED ON THE STRUCTURAL DOCUMENTS. 7. IT IS THE CONTRACTOR'S RESPONSIBILITY TO COMPLY WITH THE PERTINENT SECTIONS OF THE "CONSTRUCTION SAFETY ORDERS" ISSUED BY THE STATE OF CALIFORNIA, LATEST EDITION, AND ALL OSHA REQUIREMENTS AS THEY APPLY TO THIS PROJECT. THE ARCHITECT, SEOR, AND THE OWNER DO NOT ACCEPT ANY RESPONSIBILITY FOR THE CONTRACTOR'S FAILURE TO COMPLY WITH THESE REQUIREMENTS. 8. ALL WORK IS NEW (N) UNLESS INDICATED AS EXISTING (E). 9. CONSTRUCTION MATERIALS SHALL BE DISTRIBUTED WHEN PLACED ON THE STRUCTURE SUCH THAT LOADS DO NOT EXCEED DESIGN LIVE LOADS OR RESULT IN AN UNBALANCED CONDITION. GENERAL NOTES: 1. CODES: ALL WORK SHALL BE IN CONFORMANCE WITH THE CALIFORNIA BUILDING CODE (CBC) 2022 EDITION, INCLUDING ALL AMENDMENTS. ALL STANDARDS USED SHALL BE THE LATEST VERSION APPROVED BY THE CODE ENFORCEMENT AGENCY ON THE DATE OF THE PERMIT ISSUANCE UNLESS SPECIFICALLY NOTED OTHERWISE. 2. DESIGN LIVE LOAD 3. WIND DESIGN INFORMATION 4. SEISMIC DESIGN INFORMATION STRUCTURAL DESIGN CRITERIA: RISK CATEGORY = II Kz = 1.0 Kd =0.85 Kzt = 1.0 BASIC WIND SPEED Vfm = 95 MPH (3 SEC GUST) EXPOSURE = C INTERNAL PRESSURE COEFF. = +/- 0.18 I = 1.0 RISK CATEGORY = II SITE CLASS = D SS = 1.327 S1 = 0.473 SDS = 1.062 SD1 = 0.851 SEISMIC DESIGN CATEGORY = D ANALYSIS PROCEDURE = EQUIV. LATERAL FORCE PROCEDURE LOAD ROOF 20 PSF SLRS : ORDINARY STEEL CANTILEVERED COLUMN R = 1.25 Cd = 1.25 Ω = 1.25 1. FIELD VERIFY ALL CONDITIONS & DIMENSIONS PRIOR TO SHOP DRAWING PRODUCTION AND FABRICATION OF STRUCTURAL ELEMENTS. 2. WHERE ALL OTHER EXISTING CONDITIONS VARY SIGNIFICANTLY FROM THOSE SHOWN ON THESE DRAWINGS, THE STRUCTURAL ENGINEER SHALL BE NOTIFIED PRIOR TO CONTINUED CONSTRUCTION RELATED TO SUBJECT CONDITIONS. 3. SHORE ALL EXISTING CONSTRUCTION AS REQUIRED. 4. ALL EXISTING (E) CONNECTIONS AT ELEMENTS TO BE REPLACED SHALL BE REPLACED OR RE-ATTACHED TO MATCH EXISTING CONDITIONS. 5. VERIFY LOCATION OF EXISTING (E) REBAR BEFORE FABRICATION USING NON- DESTRUCTIVE TESTING. 6. ALL EXISTING (E) WOOD ELEMENTS TO REMAIN SHALL BE FIELD INSPECTED DURING CONSTRUCTION AND TREATED FOR DRYROT REMOVAL / CONTROL. WHERE EXISTING GLB'S TO REMAIN ARE FOUND TO HAVE EXTENSIVE DRYROT DEEPER THAN THE TOP TWO LAMINATIONS (3"), THE STRUCTURAL ENGINEER SHALL BE NOTIFIED PRIOR TO CONTINUED CONSTRUCTION RELATED TO SUBJECT GLB'S. 7. CORE DRILLS REQUIRED SHALL NOT CUT ANY REINFORCING. THE CONTRACTOR IS TO COORDINATE WORK OF ALL TRADES TO ENSURE COMPLIANCE. ALL CORE DRILLS ARE TO BE PRESENTED TO THE IOR FOR VERIFICATION. THE INSPECTOR IS TO DOCUMENT CORES EXAMINED INDICATING AN ABSENCE OF REINFORCING. EXISTING CONDITIONS NOTES: 1. THE ARCHITECT AND ENGINEERS ARE NOT RESPONSIBLE FOR THE LOCATIONS OF EXISTING UNDERGROUND UTILITIES WHETHER OR NOT SHOWN ON THE DRAWINGS. THE LOCATION OF ANY EXISTING UNDERGROUND UTILITIES SHOWN ON THE DRAWINGS ARE APPROXIMATE. THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE OWNER SHOULD ANY SUCH UNIDENTIFIED CONDITIONS BE DISCOVERED. 2. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ANY DAMAGES WHICH MAY RESULT FROM HIS FAILURE TO EXACTLY LOCATE AND PRESERVE ALL EXISTING UNDERGROUND UTILITIES. EXISTING UNDERGROUND UTILITY NOTES: FOUNDATION NOTES (NO SOILS REPORT): 1. NO SOILS REPORT AVAILABLE; THEREFORE, MINIMUM VALUES USED PER 2022 CBC. 2. ALLOWABLE VERTICAL BEARING PRESSURE = 1500 PSF ALLOWABLE LATERAL BEARING PRESSURE = 100 PSF PER FT OF DEPTH 3. THE CONTRACTOR SHALL CONFORM TO ALL RECOMMENDATIONS AND CONDITIONS INDICATED IN THE 2022 CBC. A GEOTECHNICAL ENGINEER SHALL OBSERVE ALL FOOTING EXCAVATIONS PRIOR TO PLACING CONCRETE. 4. SUBSURFACE SOIL PREPARATION: A. ALL EXISTING UNDOCUMENTED FILL AND TOPSOILS SHALL BE REMOVED AND RECOMPACTED. BACKFILL SHALL BE FREE OF ORGANIC MATERIAL, CONSTRUCTION DEBRIS, COBBLE AND BOLDERS. B. ALL EXPANSIVE SOIL SHALL BE REMOVED PER CBC 1808A.6.3 C. GEOTECHNICAL ENGINEER SHALL BE RETAINED DURING THE OVEREXCAVATION PROCESS. THE ACTUAL DEPTH OF REMOVAL WILL BE DETERMINED DURING GRADING OPERATIONS TO CONFIRM COMPETENT NATIVE SOIL MATERIALS ARE ENCOUNTERED. D. OFFSITE FILL MATERIAL SHALL BE APPROVED BY A GEOTECHNICAL ENGINEER PRIOR TO PLACEMENT. 5. COMPACTED ENGINEERED FILL MATERIAL SHALL BE PLACED IN LOOSE LIFTS OF 6 TO 8 INCHES AND SHALL HAVE AN IN-PLACE DRY DENSITY IS NOT LESS THAN 90 PERCENT OF THE MAXIMUM DRY DENSITY AT OPTIMUM MOISTURE CONTENT DETERMINED IN ACCORDANCE WITH ASTM D1557. THE COMPACTION SHALL BE VERIFIED BY SPECIAL INSPECTION. 6. SPREAD FOOTINGS ARE CENTERED UNDER WALLS AND COLUMNS, UNO. 7. FOOTING ELEVATIONS ARE NOTED ON THE PLANS AND DETAILS AND SHALL BE USED FOR BIDDING. IN ANY CASE, FOOTINGS SHALL BEAR ON FIRM UNDISTURBED SOIL OR ENGINEERED FILL, IN ACCORDANCE WITH THE 2022 CBC AND DETAILS SHOWN. 8. CONTRACTOR SHALL PROTECT ALL UTILITY LINES, ETC. ENCOUNTERED DURING EXCAVATION AND BACKFILLING. 9. ALL TRENCHES SHALL COMPLY WITH APPLICABLE OSHA REQUIREMENTS. 10. 1. CONCRETE SHALL BE MIXED, PLACED AND CURED IN ACCORDANCE WITH ACI 318, 2019 EDITION, AND PROJECT SPECIFICATIONS. 2. CONCRETE SHALL NOT BE DROPPED THROUGH REINFORCING STEEL (AS IN WALLS) SO AS TO CAUSE SEGREGATION OF AGGREGATES. IN SUCH CASES, HOPPERS AND VERTICAL CHUTES OR TRUNKS SHALL BE USED. CHUTES OR TRUNKS SHALL BE OF VARIABLE LENGTHS SO THAT FREE UNCONFINED FALL OF CONCRETE SHALL NOT EXCEED SIX FEET. A SUFFICIENT NUMBER OF CHUTES OR TRUNKS SHALL BE USED TO ENSURE THE CONCRETE IS KEPT LEVEL AT ALL TIMES. 3. CONSTRUCTION JOINTS SHALL BE CLEANED AND ROUGHENED BY REMOVING THE ENTIRE SURFACE TO EXPOSE CLEAN AGGREGATE SOLIDLY EMBEDDED IN THE MORTAR MATRIX. SLUSH WITH A COAT OF NEAT CEMENT BEFORE PLACING CONCRETE. SEE PLANS AND DETAILS FOR LOCATION AND TYPE OF CONSTRUCTION JOINT. LOCATIONS OF ADDITIONAL CONSTRUCTION JOINTS NOT SHOWN ON THESE PLANS SHALL BE SUBMITTED FOR APPROVAL BY THE EOR PRIOR TO PLACING ANY CONCRETE. 4. STRUCTURAL CONCRETE SHALL MEET THE FOLLOWING DESIGN CRITERIA: a. MAXIMUM DRY WEIGHT OF LIGHTWEIGHT CONCRETE SHALL BE 110 PCF . b. SLUMP MEASURED PRIOR TO SUPERPLASTICIZER, WHERE OCCURS. 5. CONCRETE MIX DESIGN AND TESTING SHALL MEET THE REQUIREMENTS OF THE BUILDING CODE, AND SPECIFICATIONS. ALL CONCRETE MIXES SHALL BE DESIGNED BY A RECOGNIZED TESTING LAB STAMPED AND SEALED BY A LICENSED CALIFORNIA CIVIL ENGINEER AND SUBMITTED TO THE SEOR FOR REVIEW PRIOR TO CONCRETE PLACEMENT. STRUCTURAL CONCRETE MIXES SHALL CONSIST OF 5 SACK MINIMUM U.N.O. 6. AGGREGATES IN NORMAL WEIGHT CONCRETE SHALL CONFORM TO ASTM C-33 (HARDROCK). AGGREGATES IN LIGHT WEIGHT CONCRETE SHALL CONFORM TO ASTM C-330. 7. COMPRESSIVE STRENGTH TEST REPORTS SHALL BE SUBMITTED TO THE BUILDING DEPARTMENT AND THE SEOR. 8. PORTLAND CEMENT SHALL BE AS NOTED ABOVE FOR ALL CONCRETE CONFORMING TO ASTM C150, LOW ALKALI. MILL TESTS WITH CERTIFICATES OF COMPLIANCE SHALL BE SUBMITTED. 9. CONCRETE MIXING OPERATIONS, ETC. SHALL CONFORM TO ASTM C94. 10. LEAN CONCRETE, WHERE SPECIFICALLY INDICATED, SHALL CONTAIN 2 SACKS OF CEMENT PER CUBIC YARD OF CONCRETE. 11. DRYPACK OR NONSHRINK GROUT SHALL HAVE A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 2 TIMES THE SUPPORTING CONCRETE STRENGTH, AND SHALL BE OF FIVE STAR GROUT, SIKA GROUT 212, OR APPROVED EQUAL WITH VALID CODE REPORT (LARR,ICC,ESR,IAPMO ER). FOR THICK GROUT LAYERS FOLLOW MANUFACTURER'S GUIDELINES TO ATTAIN THE REQUIRED STRENGTH, WHICH MAY INCLUDE THE ADDITION OF PEA GRAVEL. 12. DO NOT USE ANY CONCRETE OR GROUT CONTAINING CHLORIDES. WATER USED IN MIX SHALL BE CLEAN AND POTABLE. 13. FOR INTERIOR SLABS-ON-GRADE AND ALL OTHER SLABS RECEIVING ADHERED FLOORING FINISHES (I.E., GLUED, ETC.), THE MAXIMUM W/C RATIO SHALL NOT EXCEED 0.45. CURING COMPOUNDS USED ON CONCRETE THAT IS TO RECIEVE FINISHES SHALL BE COMPATIBLE WITH TILE AND ADHESIVES OR GROUTS IN ACCORDANCE WITH MANUFACTURER'S DATA AND BE APPROVED BEFORE USE. 14. MAINTAIN CONCRETE ABOVE 50 DEGREES FAHRENHEIT AND IN A MOIST CONDITION FOR A MINIMUM OF 7 DAYS AFTER PLACEMENT UNLESS OTHERWISE ACCEPTED BY SEOR. 15. SEE ARCHITECTURAL DRAWINGS FOR WALL OPENINGS, W ALL OFFSETS, CHAMFERS, KERFS, DRIPS AND FOR EXTENT OF DEPRESSIONS, RAMPS, ETC. PROVIDE SLEEVES FOR ALL PIPES THROUGH CONCRETE WALLS AND FOOTINGS WHERE SHOWN ON THESE DRAWINGS. CORING IS NOT PERMITTED WITHOUT PRIOR APPROVAL BY THE SEOR. 16. SEE ARCHITECT'S PLANS FOR LOCATIONS OF SLAB SLOPES, DEPRESSIONS, CURBS, DRAINS, NON-STRUCTURAL PARTITIONS AND OTHER EMBEDDED ITEMS NOT SHOWN ON THE STRUCTURAL PLANS. 17. EXPOSED CORNERS OF SLABS, BEAMS, WALLS, COLUMNS, ETC. SHALL BE FORMED WITH 3/4" CHAMFER, U.N.O. 18. CONSTRUCTION JOINTS (CJ) AND SAWCUT (SC) JOINTS IN SLABS SHALL OCCUR WHERE LOCATED ON PLANS AND DETAILS. CJ'S SHALL HAVE FORMED POUR STOPS. CONSTRUCTION JOINTS IN WALLS AND FOOTINGS NEED NOT OCCUR AT THE SAME LOCATION, U.N.O. STRUCTURAL CONCRETE NOTES: LOCATION MIN 28-DAY COMP STRENGTH FOUNDATIONS STEM WALLS, PILASTER 4000 PSI NWC 1 1/2" 0.45 4" II / V CONC TYPEa MAX AGGR. SIZE MAX W/C RATIO MAX SLUMPb CEMENT TYPE 4000 PSI NWC 1" 0.45 4" II / V 4000 PSI NWC 1" 0.50 6" II / V SLAB ON GRADE ALL OTHER STRUCTURAL CONCRETE NO NOTED.. 1. DESIGN, FABRICATION AND ERECTION OF COLD-FORMED STEEL FRAMING SHALL CONFORM TO THE SPECIFICATIONS AND STANDARD OF THE AMERICAN IRON AND STEEL INSTITUTE (AISI), AS CONTAINED IN THE "SPECIFICATION FOR THE DESIGN OF COLD-FORMED STEEL STRUCTURAL MEMBERS", LATEST EDITION, INCLUDING ALL APPLICABLE AMENDMENTS. 2. ALL COLD-FORMED STEEL FRAMING SHALL BE ERECTED PLUMB AND TRUE TO LINE. TEMPORARY BRACING SHALL BE INSTALLED AND LEFT IN PLACE UNTIL OTHER MEANS IS PROVIDED TO ADEQUATELY BRACE THE STRUCTURE. 3. COLD-FORMED STEEL GRADES: A. 18 GA (43 MILS) OR THINNER .........ASTM A1003 GRADE 33 (FY = 33 KSI) B. 16 GA (54 MILS) AND THICKER .......ASTM A1003 GRADE 50 (FY = 50 KSI) 4. ALL COLD-FORMED STEEL FRAMING SHALL BE BRACED AS REQUIRED BY SECTION D3 OF THE AISI SPECIFICATION. 5. SUBMIT COLD-FORMED STEEL FRAMING SHOP DRAWINGS AND SPECIFICATIONS TO THE SEOR FOR REVIEW PRIOR TO FABRICATION. 6. COLD-FORMED STEEL STUDS AND TRACKS ARE TO BE ATTACHED WITH SHEET METAL SCREWS (SMS) WITH SIZES CALLED OUT ON THE DETAILS. PENETRATION OF SCREWS THROUGH JOINED MATERIAL SHOULD NOT BE LESS THAN 3 EXPOSED THREADS. SCREWS ARE TO BE INSTALLED AND TIGHTENED IN ACCORDANCE WITH SCREW MANUFACTURER'S RECOMMENDATIONS. 7. ALL HOLES FOR BOLTS SHOULD BE SHALL BE STANDARD HOLES. 8. GALVANIZED COATING SHALL COMPLY WITH ASTM A924. 9. COLD-FORMED STEEL FRAMING SHALL BE PER STEEL STUD MANUFACTURER'S ASSOCIATION (SSMA), ICC ER-3064P. COLD-FORMED STEEL FRAMING NOTES: TYPICAL ABBREVIATIONS A.B.ANCHOR BOLT INT INTERIOR ABV ABOVE ADDT'L ADDITIONAL KLF KIPS PER LINEAR FOOT ADJ ADJACENT KSL KIPS PER SQUARE FOOT A.F.F.ABOVE FINISH FLOOR KSI KIPS PER SQUARE INCH ALT ALTERNATE L ANGLE ARCH ARCHITECT(URAL)LFRS LATERAL FORCE BLDG BUILDING RESISTING SYSTEM BLK'G BLOCKING LLH LONG LEG HORIZONTAL BLW BELOW LLV LONG LEG VERTICAL BM BEAM LP LOW POINT BN BOUNDARY NAILING LWC LIGHTWEIGHT CONCRETE B.O.BOTTOM OF MAX MAXIMUM BOT BOTTOM M.B.MACHINE BOLT BRG BEARING MECH MECHANICAL B.S.BOTH SIDES MFR MANUFACTURER BTWN BETWEEN MIN MINIMUM C CAMBER OR MTL METAL C.I.P.CAST IN PLACE (N)NEW CJ CONTROL/ NS NEAR SIDE OR NON-SHRINK CONSTRUCTION JOINT NTS NOT TO SCALE CL CENTERLINE NWC NORMAL WEIGHT CONCRETE CLR CLEAR O.C.ON CENTERCMUCONCRETE MASONRY UNIT O.F.OUTSIDE FACECOLCOLUMN OH OPPOSITE HANDCONCCONCRETE OPM OSHPD PRE APPROVAL OFCONN CONNECTION PDF POWDER DRIVEN FASTENER CONT CONTINUOUS PJ PANEL JOIST CP COMPLETE PENETRATION PL PLATE CSK COUNTERSINK PLC(S) PLACE(S) CTR(D) CENTER(ED) PLF POUND PER LINEAR FOOT DB BAR OR BOLT DIAMETER PLYWD PLYWOOD DBL DOUBLE PREFAB PREFABRICATED DC DEMAND CRITICAL PSF POUND PER SQUARE FOOT DEMO DEMOLITION PSI POUND PER SQUARE INCH DET DETAIL PT PRESSURE TREATED OR DIA DIAMETER POST TENSION DIAG DIAGONAL QTY QUNATITY DIM DIMENSION RAD, R RADIUS DO DITTO REF REFERENCE DWG DRAWING REINF REINFORCING (E) EXISITNG REQ'D REQUIRED EA EACH SB SILL BOLT E.F. EACH FACE SC SAW CUT OR SLIP CRITICAL EJ EXPANSION JOIST SCHED SCHEDULE EMBED EMBEDMENT SEOR STRUCTURAL ENGINEER ELEC ELECTRICAL ON RECORD ELEV ELEVATION SHT'G SHEATHING EN EDGE NAILING SIM SIMILAR E.O.EDGE OF SLRS SEISMIC LOAD EOR ENGINEER OF RECORD RESISTING SYSTEM EQ EQUAL SMS SHEET METAL SCREW EQUIP EQUIPMENT SN SILL NAIL E.S.EACH SIDE/ EDGE SCREW S.O.G.SLAB ON GRADE E.W.EACH WAY SQ SQUARE EXP EXPANSION SS STAINLESS STEEL EXT EXTERIOR STD STANDARD FIN FINISH STAGG.STAGGERED FLR FLOOR SITFF STIFFENER FN FIELD NAILING STL STEEL FND FOUNDATION STRUCT STRUCTURAL F.O. FACE OF T&B TOP AND BOTTOM FS FAR SIDE OR FIELD SCREW THK THICK FRM'G FRAMING T.O. TOP OF FT FOOT OR FEET T.O.M.TOP OF MASONRY FTG FOOTING T.O.S.TOP OF STEEL G GIRDER TYP TYPICAL GA GAUGE U.N.O. UNLESS NOTED OTHERWISE GALV GALVANIZED VERT VERTICAL H.A.B. HEADED ANCHOR BOLT W/WITH HD HOLDOWN W/O WITHOUT HDR HEADER WF WIDE FLANGE/WALL FOOTING HGR HANGER WLD WELDED HK HOOK WO WHERE OCCURS HORIZ HORIZONTAL WP WORK POINT HP HIGH POINT WT WEIGHT HS HIGH STRENGTH WWF WELDED WIRE FABRIC HSS HOLLOW STRUCTURAL SECTION REFERENCE ELEVATION OR HT HEIGHT WORK POINT IN INCH PENE PENETRATION OPN'G OPENING MANUFACTURER’S CERTIFICATION A.T.R. ALL THREADED ROD LBS POUND WWM WELDED WIRE MESH GB GRADE BEAM LONG. LONGITUDINAL SF SPREAD FOOTING TRANS. TRANSVERSE LLBB LONG LEG BACK TO BACK JST JOIST PERF PERFORATED NOM. NOMINAL R.O. ROUGH OPENING OD OUTSIDE DIAMETER RJ ROOF JOIST FJ FLOOR JOIST C-CHANNEL DIST DISTANCE W.S.WELDED STUD FN HT FINISH HEIGHT ⌀DIAMETER FINISH SURFACE 1. REINFORCING GRADES FOR CONCRETE OR MASONRY: 2. MAINTAIN MINIMUM CONCRETE COVER FROM FACE OF CONCRETE TO EDGE OF ALL REINFORCEMENT AS FOLLOWS (U.N.O.): (SEE PLAN/ SECTION FOR CONCRETE W/ FIRE RATING.) PROVIDE THE LARGEST COVER REQUIRED FOR ALL APPLICABLE CONDITIONS. WHERE #3 STIRRUPS OR TIES ARE USED, ENSURE THAT THE COVER FOR LONGITUDINAL BARS IS ADEQUATE. 3. REINFORCEMENT SHALL BE PLACED IN ACCORDANCE WITH THE CONCRETE REINFORCING STEEL INSTITUTE (CRSI) "MANUAL OF STANDARD PRACTICE". EACH REINFORCING BAR SHALL BE WIRED TO A CROSS BAR AT A MAXIMUM SPACING OF 24" O.C. PROVIDE ALL ACCESSORIES NECESSARY TO SUPPORT REINFORCING IN POSITIONS SHOWN ON THE PLANS. 4. SPLICES IN CONTINUOUS REINFORCEMENT AS USED IN W ALLS, FOOTINGS, SLABS, ETC., SHALL HAVE A CLASS "B" LAP (1' - 6" MIN) AND THE SPLICES IN ADJACENT BARS SHALL BE NOT LESS THAN 5' - 0" APART. VERTICAL WALL BARS SHALL BE SPLICED AT OR NEAR FLOOR LINES. BARS MAY BE WIRED TOGETHER AT SPLICES OR LAPS EXCEPT FOR TOP REINFORCING OF BEAMS AND SLABS OR WHERE SPECIFICALLY DETAILED TO BE SEPARATED. WELDED WIRE FABRIC SHALL BE LAPPED 12" MINIMUM. 5. ALL DOWELS, ANCHOR BOLTS AND OTHER HARDWARE TO BE SET IN CONCRETE SHALL BE TIED IN PLACE PRIOR TO PLACEMENT OF CONCRETE. NO WET SETTING, STABBING, RODDING OR OTHER MOVEMENT OF EMBEDDED ITEMS SHALL BE PERFORMED DURING PLACEMENT OF CONCRETE. 6. BEND REINFORCING BARS COLD. 7. STEEL SHALL BE KEPT CLEAN AND FREE OF RUST. 8. DOWELS BETWEEN FOOTING AND WALLS OR COLUMNS SHALL BE THE SAME GRADE, SIZE AND SPACING AS THE MAIN REINFORCING U.N.O. 9. ALL BARS SHALL BE MARKED SO THEIR IDENTIFICATION CAN BE MADE WHEN THE FINAL IN PLACE INSPECTION IS MADE. 10. CHAIRS OR SPACERS FOR REINFORCING SHALL BE NON-FERROUS OR PLASTIC COATED WHEN RESTING ON EXPOSED SURFACES. REINFORCING STEEL NOTES: ALL BARS EXCEPT THOSE TO BE WELDED TIES AND STIRRUPS WELDED WIRE FABRIC ALL BARS TO BE WELDED ALL BARS IN THE CONCRETE SHEARWALL INDICATED ON WALL ELEVATION INCLUDING SUPPORTING WALL FOOTING LONGITUDINAL BARS (WF), AND ALL GRADE BEAMS (GB) ASTM A615, GRADE 60 ASTM A615, GRADE 60 ASTM A1064 ASTM A706, GRADE 60 A706, GRADE 60 CONDITION CONCRETE PLACED AGAINST EARTH CONCRETE PLACED IN FORMS AND EXPOSED TO WEATHER OR EARTH -#6 BARS AND LARGER -#5 BARS AND SMALLER INTERIOR COLUMNS AND BEAMS INTERIOR WALL FACES AND RAISED SLABS STRUCTURAL SLABS ON GRADE -FROM BOTTOM OF SLAB -FROM TOP OF SLAB OTHER CONCRETE NOT EXPOSED TO WEATHER OR EARTH FOR #11 BARS AND SMALLER COVER 3" 2" 1 1/2" 1" 1" 2" 1 1/2" 1 1/2" 1. MASONRY UNITS SHALL DEVELOP THE FOLLOWING MINIMUM 28 DAY PRISM COMPRESSIVE STRENGTHS IN ACCORDANCE WITH THE BUILDING CODE: 2. CONCRETE BLOCK SHALL CONFORM TO ASTM C90 MEDIUM WEIGHT. CLAY BRICK LOCK SHALL CONFORM TO ASTM C652 3. PRISM TEST SHALL BE PERFORMED FOR MASONRY WITH f'm OVER 2000 PSI FOR CBC 2105A.2 4. VERTICAL REINFORCING SHALL BE FULL HEIGHT OF WALL AND SHALL BE BRACED AT 6' - 8" MAXIMUM TO PREVENT MOVEMENT WHILE GROUTING. 5. HORIZONTAL REINFORCING SHALL BE IN BOND BEAM UNITS AND TIED SECURELY TO VERTICAL REINFORCING. 6. DOWELS, ANCHORS, AND OTHER EMBEDDED ITEMS SHALL BE TIED SECURELY IN PLACE TO PREVENT MOVEMENT WHILE GROUTING. WET SETTING OR STABBING IS NOT ALLOWED. 7. MAXIMUM GROUT LIFTS SHALL NOT EXCEED 8' - 0" AND CLEANOUTS AT THE BOTTOM OF ALL CELLS SHALL BE USED UNLESS THE LIFT IS 4' - 0" OR LESS. THE CLEANOUTS SHALL BE SEALED BEFORE GROUTING. GROUT FOR EACH PLACEMENT SHALL BE STOPPED 1 1/2" BELOW THE TOP OF A BLOCK COURSE EXCEPT AT THE FINAL COURSE. ALL GROUT SHALL BE THOROUGHLY CONSOLIDATED BY VIBRATING IMMEDIATELY AFTER PLACING. SHAKING OR RODDING REBAR IS NOT ALLOWED. FILL ALL CELLS WITH GROUT. 8. BLOCK SHALL BE PLACED IN RUNNING BOND AND SHALL BE 8"x8"x16" NOMINAL UNITS, UNO. WHERE BLOCK IS REQUIRED TO BE PLACED IN STACK BOND (SEE ARCH), OPEN-ENDED UNITS (I.E., "SPEED BLOCK") SHALL BE USED. 9. THE CONTRACTOR IS RESPONSIBLE FOR DETERMINING THE SAFETY OF LIFT HEIGHT FOR OPEN ENDED OR FIELD MODIFIED BLOCKS. 10. LAYOUT OF MASONRY BLOCK UNITS SHALL BE RUNNING BOND, U.N.O. BLOCK MODULES/MORTAR JOINTS SHOWN ON THESE DRAWINGS ARE FOR PRESENTATION PURPOSES ONLY, AND NOT INTENDED TO SUPERSEDE ARCHITECTURAL DESIGN REQUIREMENTS. 11. WALL REINFORCEMENT SEE PLANS & ELEVATIONS 12. PROVIDE VERTICAL CONTROL JOINTS IN CMU WALLS AS SHOWN ON PLAN. UNLESS NOTED OTHERWISE VERTICAL CONTROL JOINTS SHALL OCCUR AT 25' - 0" O.C. MAXIMUM ALONG WALL LENGTH, AT FOUNDATION STEPS, FLOOR OR ROOF JOINTS, WALL HEIGHT CHANGES, AND 24" MINIMUM PAST ONE SIDE OF OPENINGS > 6' - 0" WIDE, U.N.O. ON PLANS 13. WHEN THE AMBIENT TEMPERATURE FALLS BELOW 40°F, OR EXCEEDS 100°F, PROVSIONS OF TMS602 / ACI 530 / ASCE6. ARTICLE 1.8C OR ARTICLE 1.8D SHALL BE IMPLEMENTED. MASONRY NOTES: MINIMUM 28 DAY COMPRESSIVE STRENGTH LOCATION fm TYPE S MORTAR PER ASTM C270 GROUT PER CBC 2103A.3 ALL MASONRY U.N.O 2000 PSI 1800 PSI 2000 PSI REGISTERED PROF ESS IONAL ENGINEERNo. Exp.9/30/24 S4029 YOUNG-K E UN NAM STATE OF CAL IFORNIA ST R U C T U R AL E N G I N E E R S I N CV C A 2151 Michelson Dr. #240 Irvine, CA 92612 Tel. 949.679.0870 Fax. 949.679.9370 Project No.: i735 C I V I LQuality Service Commitment S T R U C T U R A L DBEMBE SBE SCALE: REVISIONS: OW N E R : PR O J E C T N A M E : CL I E N T A D D R E S S : DATE ISSUED: PROJECT NO: 100% CD 07/07/23 REV. 1 08/21/23 12" = 1'-0" 08/10/2023 S0.1 GENERAL NOTES 2022-40123 CI T Y O F S A N T A A N A NE W H O P E L I B R A R Y MO D E R N I Z A T I O N 12 2 N . N E W H O P E S T . , S A N T A A N A C A 9 2 7 0 3 DESCRIPTION DATE 122 N Newhope Street4/16/2025 1. DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL SHALL CONFORM TO THE SPECIFICATIONS AND STANDARD OF THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC), AS CONTAINED IN THE 15TH EDITION OF "AISC MANUAL OF STEEL CONSTRUCTION". 2. ALL STRUCTURAL STEEL SHALL BE ERECTED PLUMB AND TRUE TO LINE. TEMPORARY BRACING SHALL BE INSTALLED AND SHALL BE LEFT IN PLACE UNTIL OTHER MEANS IS PROVIDED TO ADEQUATELY BRACE THE STRUCTURE. 3. PROVIDE THE FOLLOWING MATERIALS FOR STRUCTURAL STEEL U.N.O.: 4. 1/8" THICK PLATES AND THICKER SHALL BE GAS CUT OR SAW CUT EXCEPT AS OTHERWISE NOTED, ALL BOLTS SHALL BE HIGH STRENGTH BOLTS. EXCEPT OTHERWISE NOTED, ALL BOLT HOLES SHALL BE STANDARD HOLES. 5. ALL CONNECTIONS NOT SHOWN SHALL CONFORM TO THE "AISC MANUAL OF STEEL CONSTRUCTION" AND SHALL BE SUBMITTED ON SHOP DRAWINGS FOR REVIEW BY SEOR PRIOR TO FABRICATION. 6. ALL WELDED HEADED STUDS, THREADED STUDS, AND DEFORMED BARS SHALL BE NELSON, OR EQUIVALENT, AND WELDED (IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS BY CERTIFIED WELDERS) SO AS TO FULLY DEVELOP THE TENSILE CAPACITY OF THE CONNECTOR. 7. BOLTS WITH UPSET THREADS ARE NOT ALLOWED. USE THE APPROPRIATE NUT AND WASHER TYPE FOR THE SPECIFIED BOLT. 8. ALL STEEL FABRICATION SHALL BE PERFORMED BY A AISC OR CITY OF LOS ANGELES CERIFIED FABRICATOR. 9. ALL STRUCTURAL STEEL AND MISCELLANEOUS STEEL PERMANENTLY EXPOSED TO THE ELEMENTS SHALL BE HOT DIP GALVANIZED AFTER FABRICATION UNLESS A WEATHER PROOF COATING IS SPECIFIED BY THE ARCHITECT U.N.O. STAINLESS AND WEATHERING STEELS ARE EXCEPTED WHERE SPECIFIED. 10. SEE ARCHITECTURAL DRAWINGS FOR NAILER HOLES, WELDED STUDS OR OTHER ITEMS NOT SHOWN IN THESE DRAWINGS. WHERE STEEL IS EMBEDDED IN CONCRETE OR MASONRY, PROVIDE HOLES AS REQUIRED FOR PASSAGE OF CONTINUOUS REINFORCING BARS WHERE INDICATED ON DRAW INGS. DO NOT CUT HOLES IN STRUCTURAL STEEL WITHOUT PRIOR APPROVAL OF SEOR. 11. ALL ARCHITECTURALLY EXPOSED STRUCTURAL STEEL (AESS) SHALL COMPLY WITH AISC CODE OF STANDARD PRACTICE, SECTION 10. 12. PLACE NON-SHRINK OR DRYPACK GROUT UNDER ALL BASE PLATES AND ALLOW TO CURE BEFORE APPLYING LOADS. 13. ALL OPEN HSS ENDS SHALL BE CAPPED. MIN 1/4" STEEL CAP. PROVIDE SQUARE WELD ALL AROUND, CAP PLATE TO HSS. 14. FOR STRUCTURAL STEEL, IN ADDITION TO THE REQUIREMENTS OF SPECIFICATION SECTION A3.1c, HOT ROLLED SHAPES WITH FLANGES 1 1/2" THICK AND THICKER SHALL HAVE MINIMUM CHARPY V-NOTCH TOUGHNESS OF 20 FT-LB AT 70°F. PLATES 2" THICK AND THICKER SHALL HAVE A MINIMUM CHARPY V-NOTCH TOUGHNESS OF 20FT-LB AT 70°F. STRUCTURAL STEEL NOTES: STRUCTURAL STEEL GRADES: ALL WIDE FLANGE SECTIONS SQUARE OR RECTANGULAR HOLLOW STRUCTURAL SECTIONS (HSS) ROUND HOLLOW STRUCTURAL SECTION (HSS) PIPES PLATES, ANGLES, CHANNELS & TEES ALL PLATES PART OF SLRS MACHINE BOLTS (MB) HIGH STRENGTH BOLTS (HSB) WELDED HEADED STUDS THREADED RODS FOR ANCHOR BOLTS ASTM A992 ASTM A500, GRADE C (FY= 50 KSI) ASTM A500,GRADE C (FY= 46KSI) ASTM A53 TYPE E OR S, GRADE B (FY=35 KSI) ASTM A36 ASTM A572, GRADE 50 ASTM A307 ASTM F3125 GRADE A325 GRADE A490 ASTM A29 ASTM F1554, GRADE 36 A. B. C. C. E. F. G. H. I. J. 1. WELDING PROCEDURES, ELECTRODES AND WELDER QUALIFICATIONS SHALL CONFORM TO THE "CODE FOR WELDING IN BUILDING CONSTRUCTION", AMERICAN WELDING SOCIETY (AWS), D1.1, D1.8 AND THE AISC "SPECIFICATIONS FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS". 2. ALL WELDERS SHALL HAVE EVIDENCE OF PASSING THE AWS STANDARD QUALIFICATION TESTS, AND SHALL BE CERTIFIED FOR THE WORK THEY ARE PERFORMING. 3. PROJECT WELDING SHALL BE PERFORMED ONLY IN ACCORDANCE WITH WELDING PROCEDURE SPECIFICATIONS (WPS) SUBMITTED BY THE CONTRACTOR AND REVIEWED BY THE SEOR AND PROJECT WELDING INSPECTOR. THE WPS SHALL BE IN ACCORDANCE WITH AWS D1.1-D1.4 & D1.8 CURRENT EDITION. 4. ALL WELDS WITHIN MEMBERS DESIGNATED AS PART OF THE SEISMIC LOAD RESISTING SYSTEM (SLRS) SHALL CONFORM TO THE DETAILING, MATERIALS, WORKMANSHIP, TESTING, AND INSPECTION REQUIREMENTS PER AWS D1.8 AND MUST HAVE A MIN. CVN TOUGHNESS OF 20 FT-LB @ 0°F PER AISC 341 A3.4B. 5. WHERE WELDS ARE DESIGNATED AS DEMAND CRITICAL, THEY SHALL BE MADE WITH A FILLER METAL CAPABLE OF PROVIDING A MINIMUM CHARPY V-NOTCH (CVN) TOUGHNESS OF 20 FT-LB AT 0°F AND 40 FT-LB AT 70°F. SEE AISC 341-16 SECTION A3.4B FOR ADDITIONAL REQUIREMENTS. 6. WELDING OF STRUCTURAL STEEL SHALL BE PERFORMED PER AWS D1.1 & D1.8 USING E70XX ELECTRODES UNLESS OTHERWISED NOTED. 7. WELDING OF REINFORCING BARS SHALL BE PERFORMED PER AWS D1.4 USING E80XX ELECTRODES. 8. WELDING OF METAL DECK AND LIGHT GAGE STEEL SHALL BE IN ACCORDANCE WITH AWS D1.3. 9. ALL GROOVE OR BUTT WELDS SHALL BE COMPLETE PENETRATION WELDS. ALL EXPOSED BUTT WELDS SHALL BE GROUND SMOOTH. 10. ALL EXPOSED WELDS ON ARCHITECTURALLY EXPOSED STRUCTURAL STEEL (AESS) SHALL COMPLY WITH AISC CODE OF STANDARD PRACTICE, SECTION 10. 11. FIELD WELDS HAVE BEEN INDICATED WHERE THEY ARE EXPECTED TO OCCUR. THE CONTRACTOR SHALL DETERMINE THE ACTUAL FIELD WELDING NECESSARY TO COMPLETE THE PROJECT AND INCLUDE ALL ASSOCIATED COSTS WITHIN THE BASE BID. 12. ALL WELDS (SHOP AND FIELD) REQUIRE SPECIAL INSPECTION. 13. ALL FULL PENETRATION WELDS SHALL BE ULTRA-SONIC TESTED PER AWS D1.1 & AISC 341 J6.2. WELDING NOTES: 1. THE OWNER SHALL EMPLOY ONE OR MORE SPECIAL INSPECTORS TO PROVIDE INSPECTIONS DURING CONSTRUCTION. THE SPECIAL INSPECTOR SHALL BE A QUALIFIED PERSON WHO SHALL DEMONSTRATE COMPETENCE, TO THE SATISFACTION OF THE BUILDING OFFICIAL, FOR INSPECTION OF THE PARTICULAR TYPE OF CONSTRUCTION OR OPERATION REQUIRING SPECIAL INSPECTION. 2. SPECIAL INSPECTIONS ARE NOT REQUIRED WHERE THE W ORK IS DONE ON THE PREMISES OF A FABRICATOR REGISTERED AND APPROVED TO PERFORM SUCH WORK WITHOUT SPECIAL INSPECTION. APPROVED FABRICATORS MUST SUBMIT A CERTIFICATE OF COMPLIANCE FOR OFFSITE FABRICATIONS SUCH AS STRUCTURAL STEEL, PRECAST CONCRETE, GLUED LAMINATED TIMBER, ETC. 3. ALL INSPECTIONS SHALL BE PERFORMED BY INDEPENDENT SPECIAL INSPECTORS. JOB SITE VISITS BY THE STRUCTURAL ENGINEER OR BUILDING OFFICIAL DO NOT CONSTITUTE AND ARE NOT A SUBSTITUTE FOR INSPECTIONS BY A SPECIAL INSPECTOR. 4. ALL INSPECTION REPORTS SHALL BE SUBMITTED TO BUILDING OFFICIAL AND SEOR. THE FINAL REPORTS BY THE SPECIAL INSPECTOR(S) MUST CERTIFY THAT THE ENTIRE STRUCTURAL SYSTEM COMPLIES WITH THE APPROVED PLANS AND SPECIFICATIONS. 5. IT IS SOLELY THE CONTRACTOR'S RESPONSIBILITY TO SEE THAT THESE INSPECTIONS ARE PERFORMED. 6. WORK REQUIRING SPECIAL INSPECTION SHALL BE INSPECTED BY THE SPECIAL INSPECTOR WHO IS PRESENT IN THE AREA WHERE THE WORK IS PERFORMED AND AT THE COMPLETION OF WORK. CONTINUOUS INSPECTION CONSISTS OF FULL-TIME INSPECTION; PERIODIC INSPECTION CONSISTS OF PART-TIME OR INTERMITTENT INSPECTION. 7. THE FOLLOWING SPECIAL INSPECTIONS ARE IN ADDITION TO INSPECTIONS BY THE BUILDING OFFICIAL. THIS LIST IS NOT INTENDED TO BE ALL INCLUSIVE. FOR SI: 1 INCH = 25.4 MM a. WHERE APPLICABLE, SEE ALSO SECTION 1705A.11, SPECIAL INSPECTIONS FOR SEISMIC RESISTANCE. b. SPECIFIC REQUIREMENTS FOR SPECIAL INSPECTIONS SHALL BE INCLUDED IN THE RESEARCH REPORT FOR THE ANCHOR ISSUED BY AN APPROVED SOURCE IN ACCORDANCE WITH ACI 355.2 OR SHALL BE APPROVED BY THE BUILDING OFFICIAL PRIOR TO COMMENCEMENT OF THE WORK. c. INSTALLATION OFF ALL ADHESIVE ANCHORS IN THE HORIZONTAL AND UPWARDS INCLINED POSITIONS SHALL BE PERFORMED BY AN ACI/CRSI CERTIFIED ANCHOR INSTALLER STATEMENT OF SPECIAL INSPECTIONS: TABLE 1705.3 REQUIRED VERIFICATION AND INSPECTION OF CONCRETE CONSTRUCTION VERIFICATION AND INSPECTION CONTIN UOUS PERI ODIC REFERENCED STANDARDa CBC REFERENCE1. INSPECTION OF REINFORCING STEEL, INCLUDING PRESTRESSING TENDONS, AND PLACEMENT - X ACI 318: 3.5, 7.1-7.7 - - --AWS D1.4; ACI 318: 3.5.2 2. INSPECTION OF REINFORCING STEEL WELDING IN ACCORDANCE WITH TABLE 1705A.2.1, ITEM 5B. 3. INSPECTION OF ANCHORS TO BE INSTALLED IN CONCRETE PRIOR TO AND DURING PLACEMENT OF CONCRETE WHERE ALLOWABLE LOADS HAVE BEEN INCREASED OR WHERE STRENGTH DESIGN IS USED. X -ACI 318: 8.1.3, 21.2.8 1908.5, 1909.1 4. INSPECTION OF ANCHORS POST- INSTALLED IN HARDENED CONCRETE.b -X ACI 318: 3.8.6, 8.1.3, 21.2.8 1909.1 5. VERIFYING USE OF REQUIRED DESIGN MIX.-X ACI 318: CH 4, 5.2-5.4 1904.2, 1910.2, 1910.3 6. AT THE TIME FRESH CONCRETE IS SAMPLED TO FABRICATE SPECIMENS FOR STRENGTH TESTS, PERFORM SLUMP AND AIR CONTENT TESTS, AND DETERMINE THE TEMPERATURE OF THE CONCRETE X - ASTM C172 ASTM C31; ACI 318: 5.6, 5.8 1910.10 7. INSPECTION OF CONCRETE AND SHOTCRETE PLACEMENT FOR PROPER APPLICATION TECHNIQUES. X -ACI 318: 5.9, 5.10 1910.6, 1910.7, 1910.8 8. INSPECTION FOR MAINTENANCE OF SPECIFIED CURING TEMPERATURE AND TECHNIQUES -X ACI 318: 5.11-5.13 1910.9 9. INSPECTION OF PRESTRESSED CONCRETE: A. APPLICATION OF PRESTRESSING FORCES.X -ACI 318: 18.20 - B. GROUTING OF BONDED PRESTRESSING TENDONS IN THE SEISMIC-FORECE-RESISTING SYSTEM X -ACI 318: 18.18.4 - 10. ERECTION OF PRECAST CONCRETE MEMBERS.-X ACI 318: CH 16 - 11. VERIFICATION OF IN-SITU CONCRETE STRENGTH, PRIOR TO STRESSING OF TENDONS IN POSTTENSIONED CONCRETE AND PRIOR TO REMOVAL OF SHORES AND FORMS FROM BEAMS AND STRUCTURAL SLABS. -X ACI 318: 6.2 - -X ACI 318: 6.1.1 - 12. INSPECT FORMWORK FOR SHAPE, LOCATION AND DIMENSIONS OF THE CONCRETE MEMBER BEING FORMED.c TABLE 1705.6 REQUIRED VERIFICATION AND INSPECTION OF SOILS VERIFICATION AND INSPECTION TASK CONTINUOUS DURING TASK LISTED PERIODICALLY DURING TASK LISTED - X - X - X X - - X 1. VERIFY MATERIALS BELOW SHALLOW FOUNDATIONS ARE ADEQUATE TO ACHIEVE THE DESIGN BEARING CAPACITY 2. VERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH AND HAVE REACHED PROPER MATERIAL. 3. PERFORM CLASSIFICATION AND TESTING OF COMPACTED FILL MATERIALS. 4. VERIFY USE OF PROPER MATERIALS, DENSITIES AND LIFT THICKNESSES DURING PLACEMENT AND COMPACTION OF COMPACTED FILL. 5. PRIOR TO PLACEMENT OF COMPACTED FILL, OBSERVE SUBGRADE AND VERIFY THAT SITE HAS BEE N PREPARED PROPERLY. TABLE 1705.2.1 REQUIRED VERIFICATION AND INSPECTION OF STEEL CONSTRUCTION VERIFICATION AND INSPECTION CONTINUOUS PERIODIC REFERENCED STANDARD CBC REFERENCE 1. MATERIAL VERIFICATION OF HIGH-STRENGTH BOLTS, NUTS AND WASHERS: A. IDENTIFICATION MARKINGS TO CONFORM TO ASTM STANDARDS SPECIFIED IN THE APPROVED CONSTRUCTION DOCUMENTS. B. MANUFACTURER'S CERTIFICATE OF COMPLIANCE REQUIRED. - X AISC 360, SECTION A3.3 AND APPLICABLE ASTM MATERIAL STANDARDS - - X - - 2. INSPECTION OF HIGH-STRENGTH BOLTING: - X - X X - -AISC 360, SECTION M2.5 A. SNUG-TIGHT JOINTS. B. PRETENSIONED AND SLIP-CRITICAL JOINTS USING TURN-OF-NUT WITH MATCH MARKING, TWIST-OFF BOLT OR DIRECT TENSION INDICATOR METHODS OF INSTALLATION. C. PRETENSIONED AND SLIP-CRITICAL JOINTS USING TURN-OF-NUT WITHOUT MATCH MARKING OR CALIBRATED WRENCH METHODS OF INSTALLATION. 3. MATERIAL VERIFICATION OF STRUCTURAL STEEL AND COLD-FORMED STEEL DECK: - X - X - X - - - AISC 360, SECTION A3.1 APPLICABLE ASTM MATERIAL STANDARDS 2203.1 A. FOR STRUCTURAL STEEL, IDENTIFICATION MARKINGS TO CONFORM TO AISC 360. B. FOR OTHER STEEL. IDENTIFICATION MARKINGS TO CONFORM TO ASTM STANDARDS SPECIFIED IN THE APPROVED CONSTRUCTION DOCUMENTS. C. MANUFACTURER'S CERTIFIED TEST REPORTS. 4. MATERIAL VERIFICATION OF WELD FILLER MATERIALS: - X - - - X - - A. IDENTIFICATION MARKINGS TO CONFORM TO AWS SPECIFICATION IN THE APPROVED CONSTRUCTION DOCUMENTS. B. MANUFACTURER'S CERTIFICATE OF COMPLIANCE REQUIRED. 5. INSPECTION OF WELDING: A. STRUCTURAL STEEL AND COLD-FORMED STEEL DECK: X - X - AWS D1.1 1705.2.2X - X - - X - X AWS D1.3 - 1) COMPLETE AND PARTIAL JOINT PENETRATION GROOVE WELDS. 2) MULTIPASS FILLET WELDS. 3) SINGLE-PASS FILLET WELDS > 5/16" 4) PLUG AND SLOT WELDS. 5) SINGLE-PASS FILLET WELDS < 5/16" 6) FLOOR AND ROOF DECK WELDS. B. REINFORCING STEEL. - X 1) VERIFICATION OF WELDABILITY OF REINFORCING STEEL OTHER THAN ASTM A 706. X - 2) REINFORCING STEEL RESISTING FLEXURAL AND AXIAL FORCES IN INTERMEDIATE AND SPECIAL MOMENT FRAMES, AND BOUNDARY ELEMENTS OF SPECIAL STRUCTURAL WALLS OF CONCRETE AND SHEAR REINFORCEMENT. X -3) SHEAR REINFORCEMENT. - X4) OTHER REINFORCING STEEL. - X - X - X AWS D1.4 ACI318: SECTION 3.5.2 - - 1705.2.2 6. INSPECTION OF STEEL FRAME JOINT DETAILS FOR COMPLIANCE. A. DETAILS SUCH AS BRACING AND STIFFENING. B. MEMBER LOCATIONS. C. APPLICATION OF JOINT DETAILS AT EACH CONNECTION. TABLE 1705.8 REQUIRED SPECIAL INSPECTIONS AND TESTS OF CAST-IN-PLACE DEEP FOUNDATION ELEMENTS TYPE CONTINUOUS SPECIAL INSPECTION PERIODICALLY SPECIAL INSPECTION - - - 1. INSPECT DRILLING OPERATIONS AND MAINTAIN COMPLETE AND ACCURATE RECORDS FOR EACH ELEMET. 2. VERIFY PLACEMENT LOCATIONS AND PLUMBNESS, CONFIRM ELEMENT DIAMETERS, BELL DIAMETERS (IF APPLICABLE), LENGTHS, EMBEDMENT INTO BEDROCK (IF APPLICABLE) AND ADEQUATE END-BEARING STRATA CAPACITY. RECORD CONCRETE OR GROUT VOLUMNES. 3. FOR CONCRETE ELEMENTS, PERFORM TESTS AND ADDITIONAL SPECIAL INSPECTIONS IN ACCORDANCE WITH SECTION 1705.3. X X - 1. VISUAL OBSERVATIONS WILL BE PERFORMED AT THE DISCRETION OF THE OWNER, ARCHITECT, SEOR, AND AS REQUIRED BY THE BUILDING OFFICIAL IN ACCORDANCE WITH THE BUILDING CODE. 2. IT IS THE RESPONSIBILITY OF THE GENERAL CONTRACTOR TO NOTIFY THE STRUCTURAL ENGINEER AS TO WHEN EACH MAJOR PHASE OF CONSTRUCTION IS READY FOR OBSERVATION A MINIMUM OF FIVE (5) WORKING DAYS IN ADVANCE. 3. THE FOLLOWING MAJOR PHASES OF CONSTRUCTION REQUIRE A SITE VISIT AND STRUCTURAL OBSERVATION REPORT FROM THE SEOR: M FOUNDATION REBAR AND ANCHORS - PRIOR TO PLACEMENT OF CONCRETE M STRUCTURAL FRAMING - AFTER ERECTION AND PRIOR TO CLOSING IN M COMPLETION OF THE STRUCTURAL SYSTEM 4. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ENSURING THAT NAILING, REINFORCEMENT, WELDS, CONNECTIONS, ETC. ARE VISIBLE FOR OBSERVATION WHEN THE SEOR IS ON SITE AND FOR ANY SCHEDULING DELAYS DUE TO NONCOMPLIANT ITEMS FOUND DURING THE OBSERVATION. STRUCTURAL OBSERVATIONS: 1. REVIEW OF SHOP DRAWINGS AND SUBMITTALS BY THE SEOR IS FOR GENERAL COMPLIANCE WITH THE CONTRACT DOCUMENTS. 2. SHOP DRAWINGS SHALL BE SUBMITTED TO THE SEOR FOR REVIEW PRIOR TO FABRICATION. THE CONTRACTOR WILL REMAIN RESPONSIBLE FOR ALL ERRORS OF DETAILING, FABRICATION, AND FOR CORRECT FITTING OF ALL STRUCTURAL MEMBERS INCLUDING COORDINATION WITH OTHER TRADES. A. SHOP DRAWINGS SHALL BE SUBMITTED A MINIMUM OF 2 WEEKS PRIOR TO SCHEDULED FABRICATION AND SHALL CONSIST OF ONLY ONE SET FOR OUR RECORDS AND ONE REPRODUCIBLE SET. B. SEOR WILL RETURN THE REPRODUCIBLE SET CLEARLY MARKED WITH COMMENTS. ANY REQUIRED RECORD SET COPIES SHALL BE MADE FROM THIS RETURNED SET. C. REPRODUCTION OF STRUCTURAL PLANS & DETAILS FOR SHOP DRAWINGS IS PROHIBITED. SUBCONTRACTOR/FABRICATOR IS TO PROVIDE INDEPENDENTLY CREATED DRAWINGS BASED ON THE STRUCTURAL PLANS AND DETAILS. 2. SHOP DRAWINGS AND SUBMITTALS DO NOT CONSTITUTE CHANGE ORDERS. ANY PROPOSED CHANGES TO THE STRUCTURAL DOCUMENTS MUST BE SUBMITTED IN WRITING AS A REQUEST FOR SUBSTITUTION TO THE ARCHITECT AND SEOR FOR APPROVAL. 3. THE FOLLOWING LIST SUMMARIZES IMPORTANT STRUCTURAL SUBMITTALS FOR THIS PROJECT. REFER TO THE SPECIFICATIONS FOR A COMPLETE LIST AND ADDITIONAL REQUIREMENTS. STRUCTURAL SUBMITTALS: GENERAL REQD: QUALIFICATION DATA FOR APPROVED INSTALLERS AND FABRICATORS. REQD: CERTIFICATES OF CONFORMANCE FOR PREFABRICATED MEMBERS. REQD: PROVIDE PRODUCT DATA FOR ALL MANUFACTURED STRUCTURAL PRODUCTS AND ACCESSORIES USED. CONCRETE FORMWORK REQD: MANUFACTURER'S PRODUCT DATA AND INSTALLATION INSTRUCTIONS FOR PROPRIETARY MATERIALS INCLUDING FORM COATINGS, MANUFACTURED FORM. REQD: SYSTEMS, TIES AND ACCESSORIES SHOP DRAWINGS FOR FABRICATION AND ERECTION OF FORMWORK AND SHORING. CONCRETE REINFORCEMENT REQD: MANUFACTURER'S PRODUCT DATA, SPECIFICATIONS AND INSTALLATION PROCEDURES FOR PROPRIETARY MATERIALS AND REINFORCEMENT. REQD: STEEL PRODUCER'S CERTIFICATES OF MILL ANALYSIS, TENSILE AND BEND TESTS . REQD: SHOP DRAWINGS FOR FABRICATION, BENDING AND PLACEMENT. CAST-IN-PLACE CONCRETE REQD: DESIGN MIX FOR EACH CONCRETE MIX. REQD: MATERIAL TEST REPORTS. REQD: MATERIAL CERTIFICATES FOR CEMENT, AGGREGATES AND ADMIXTURES. REQD: MANUFACTURER'S PRODUCT DATA FOR WATERSTOPS, BONDING AGENTS, VAPOR RETARDERS, JOINT FILLER, CURING MATERIALS AND FLOOR. REQD: TREATMENTS SHOP DRAWINGS FOR PROPOSED LOCATIONS OF ADDITIONAL CONSTRUCTION OR CONTROL JOINTS NOT SHOWN ON THE STRUCTURAL PLANS. REQD: MINUTES FROM PREINSTALLATION CONFERENCE. UNIT MASONRY NOT REQD: DESIGN MIX FOR GROUT. NOT REQD: MATERIAL TEST REPORTS. STRUCTURAL STEEL REQD: MANUFACTURER'S MILL CERTIFICATES. REQD: MILL TEST REPORTS. REQD: SHOP DRAWINGS FOR FABRICATION AND ASSEMBLY OF MEMBERS. REQD: ERECTION PLAN SEQUENCE AND PROCEDURES. REQD: WELDING PROCEDURE SPECIFICATIONS (WPS). REQD: CERTIFICATES FOR ALL WELDERS VERIFYING CURRENT AWS QUALIFICATIONS. REQD: TEST REPORTS FOR SHOP AND FIELD WELDED AND BOLTED CONNECTIONS. COLD-FORMED METAL FRAMING NOT REQD: SHOP DRAWINGS INDICATING LAYOUT AND DETAILS. NOT REQD: ENGINEERING CALCULATIONS. REGISTERED PROF ESS IONAL ENGINEERNo. Exp.9/30/24 S4029 YOUNG-K E UN NAM STATE OF CAL IFORNIA ST R U C T U R AL E N G I N E E R S I N CV C A 2151 Michelson Dr. #240 Irvine, CA 92612 Tel. 949.679.0870 Fax. 949.679.9370 Project No.: i735 C I V I LQuality Service Commitment S T R U C T U R A L DBEMBE SBE SCALE: REVISIONS: OW N E R : PR O J E C T N A M E : CL I E N T A D D R E S S : DATE ISSUED: PROJECT NO: 100% CD 07/07/23 REV. 1 08/21/23 12" = 1'-0" 08/10/2023 S0.2 GENERAL NOTES 2022-40123 CI T Y O F S A N T A A N A NE W H O P E L I B R A R Y MO D E R N I Z A T I O N 12 2 N . N E W H O P E S T . , S A N T A A N A C A 9 2 7 0 3 DESCRIPTION DATE 122 N Newhope Street4/16/2025 A B D C E F G 90° BEND 135° BEND INSIDE BEND DIAM D, TYP 90° HOOK NOTES: 1. Ldh - HOOK DEVELOPMENT LENGTH. 2. Ld - DEVELOPMENT LENGTH. 3. SEE BUILDING CODE AND ACI 318-14 VERSION FOR ALL REQUIREMENTS NOT NOTED. 4. FOR LIGHTWEIGHT CONCRETE MULTIPLY Ldh AND Ld VALUES SHOWN BY 1.3. 5. TOP" BARS ARE HORIZONTAL WITH MORE THAN 12" OF FRESH CONCRETE CAST BELOW BARS. ALL OTHER BARS ARE "OTHER" BARS. 6. STD HOOK Ldh DOES NOT ACCOUNT FOR THE EFFECT OF TIES. CONFINED HOOK Ldh MAY BE USED WHERE ACI 318-14 25.4.3 APPLIES. 7. VALUES SHOWN ABOVE ARE FOR GRADE 60 (FY=60 KSI) REINFORCEMENT. 8. SPLICE LENGTHS SHOWN ARE FOR CLEAR SPACING NOT LESS THAN 2db, CONCRETE COVER NOT LESS THAN db . 9. FOR EPOXY-COATED REINFORCEMENT, SEE BUILDING CODE. FINISHED BEND DIAMETER "D" IN INCHES BAR SIZE #9 #10 #11 #14 #18 9 1/2" 10 3/4" 12" 24" 18 1/4" STANDARD HOOKS INSIDE BEND DIAM D, TYP 90° HOOK 180° "U" HOOK JOINT FACE @ STD HOOK, OUTSIDE OF TIE @ CONFINED HOOK 2" MIN SIDE COVER IS REQ'D FOR STRAIGHT BAR EMBED, USE DEVELOPMENT LENGTH Ld CLOSED TIE / HOOP ROUND HOOP CONTACT SPLICE NON-CONTACT SPLICE 1:6 MAX SHOP BEND ALLOWED LAP SPLICES BAR SIZE #3 #4 #5 #6 #7 #8 #9 #10 #11 6 8 10 12 14 16 18 20 22 22 29 36 43 63 72 81 91 101 TOP 29 38 47 56 82 94 106 119 132 23 29 102 91 81 72 63 43 37 6 7 9 10 12 14 15 17 19 15 19 24 29 42 48 54 61 67 25 33 41 49 71 81 91 103 114 20 25 32 38 55 63 71 80 88 6 6 9 8 11 12 14 16 17 13 17 22 26 38 43 48 54 60 23 30 37 45 64 73 82 93 102 17 23 29 34 50 56 63 71 78 30 0 0 P S I N W C #3 #4 #5 #6 #7 #8 #9 #10 #11 #3 #4 #5 #6 #7 #8 #9 #10 #11 40 0 0 P S I N W C 5 0 0 0 P S I N W C STD HOOK Ld (in) DEVELOPMENT LENGTH LAP SPLICE (in) CLASS B OTHER STD & CONFINED HOOKS (NON-STIRRUP/TIE) CAP / CROSS TIE BEAM TIE / STIRRUP STIRRUP & TIE HOOKS (#8 & SMALLER ONLY) TOP OTHER 17 22 28 33 48 55 62 70 78 19 25 31 37 54 62 70 79 87 17 23 28 34 49 56 63 71 78 L (in)dh DE T A I L I N G DI M E N S I O N I N G db 6db (#3, #4, #5), 3" MIN 12db (>#5) 6db3" M I N 4db(#3, #4, & #5) ㅤ6db (#6, #7, & #8) 12 d b MI N 2" MIN COVER 4db MIN & 2 1/2" MIN MIN HOOK EMBED LENGTH Ldh 6db(#8 & SMALLER) 8db(#9, #10 & #11) db db 6" OVERLAP ㅤW/ 90° HOOKS ㅤdb 1/ 2 " M I N 6" M A X SPLICE LENGTH CLASS B TYPICAL #4 #5 #6 #7 #8 #3 8" 5 1/4" 4 1/2" 3 3/4" 3" 2 1/4" NOTES: 1. SPACING OF SUPPORTS FOR MINOR MEP EQUIPMENT AND OTHER EQUIPMENT SHALL BE SUCH THAT THE MAXIMUM HANGER LOAD AT JOISTS OR PURLINS IS LIMITED TO 150 POUNDS, HANGERS FOR THE EQUIPMENT LINES SHALL NOT BE LOCATED AT THE SAME MEMBER AS HANGERS FOR OTHER ITEMS. DISTRIBUTE THE HANGER LOADS FROM THE VARIOUS TRADES UNIFORMLY THROUGHOUT THE ENTIRE FRAMING SYSTEM. (2)-#10X1 1/2" LONG WOOD SCREWS D1 D2 HANGER STRAPHANGER STRAP (2)-#10X1 1/2" LONG WOOD SCREWS E1 E2 DIAGONAL BRACE PER MEP.DIAGONAL BRACE PER MEP. JOIST PER PLAN JOIST PER PLAN (I-JOIST WHERE OCCURS) JOIST PER PLAN A JOIST PER PLAN HANGER WIRE MIN. 3 TIGHT TURNS PER MEP DWGS BRACING WIRE MIN. 4 TIGHT TURNS PER MEP DWGS B C1 JOIST PER PLAN JOIST PER PLAN (I-JOIST WHERE OCCURS) PROVIDE PRE-APPROVED ATTACHMENT W/ HANGER ROD WITH DOUBLE NUT PER MEP (OPM-0043-13) C2 THRU BOLT W/ NUT & FLAT WASHER (1/2" DIAM MIN.) PER OPM-0043-13 PROVIDE PRE-APPROVED ATTACHMENT W/ HANGER ROD WITH DOUBLE NUT PER MEP (OPM-0043-13) BRACING WIRE ATTACHMENT TO SAWN LUMBER HANGER WIRE ATTACHMENT TO SAWN LUMBER HANGER ROD PARALLEL @ JOIST HANGER ROD BETWEEN JOIST (3)-10d NAILS INTO BLK'G THRU PLYWOOD 4X BLK'G W/ FACE MOUNT HANGERS (AT I JOIST, PROVIDE 2"X12"X12" FILLER BLOCK W/(10)-10d NAILS) MUST BE ABOVE THE NEUTRAL AXIS OF THE BM & MIN. 4X BOLT DIA. FROM BOTT. OF BM STRAP PARALLEL @ JOIST STRAP BETWEEN JOIST 4X BLK'G W/ FACE MOUNT HANGERS (AT I-JOIST, PROVIDE 2"X12"X12" FILLER BLOCK W/(10) 10d NAILS) 4X BLK'G W/ FACE MOUNT HANGERS (AT I-JOIST, PROVIDE 2"X12"X12" FILLER BLOCK W/(10) 10d NAILS) ANGLE BRACE PARALLEL @ JOIST (SEE "G" AT I-JOIST) ANGLE BRACE PERPENDICULAR @ JOIST 3" M A X 1 1/2" EQ3" 2" MIN FROM EDGE2" MIN FROM EDGE 4 BOLT DIAM. MIN FAN (150 # MAX)(2)-#10 SMS EA SIDE MIN FAN CURB W/ (2)-#10 x2 1/2 W.S. (SDS10212) PER SIDE TO NAILER 2x4 NAILER W/ (2)-#10 FLAT HEAD WOOD SCREWS PER SIDE (MIN 2" EMBED INTO JOIST BELOW) DBL JOISTS PER PLAN OR 4x8 BLK'G W/ "U" HANGER @ EA END @ OPENING EDGE 3/4" STRUCT I PLYWOOD W/ 10d @ 6" O.C. E.N. & B.N., 12" O.C. F.N. 6x8 SLEEPERS SHAPED OVER (4)- (E) JOISTS MIN U.N.O. TO ALIGN W/ MECH'L CURB MECHANICAL CURB & ANCHORAGE PER MANUF (CU-6109: PROVIDE (2)-1/4" X 2 1/2" LAG SCREWS @ EA SIDE) SISTERED (N) JOIST PER PLAN WHERE OCCURS 6X8 BLK'G W/ L50 @ EA END, TYP (E) PURLIN 4x BLK'G TYP BN, TYP MECH UNIT PER MECH'L DWGS +/- 12" 6X8 BLOCKING W/ L70 @ EACH END EA SIDE FULL DEPTH AT HDR CONDITION WHERE OCCURS +/- 6" 1/2" THRU BOLT(CTSK) @ 16" O.C. MAX JOIST HANGER PER DET (N) 2X NAILER NAILER TO (E) FRAMING W/ 16d @ 6" O.C. (N) PLYWOOD TO MATCH (E) (E) FRAMING (N) 2X JOIST TO MATCH (E) JOIST SIZE @ 16" O.C. W/ 'JB' HANGER @ EA END (E) JOIST (N) 10d NAILS @ 6" O.C. TYP @ (N) PLYWOOD TO (N) NAILER 12 S1.1 (N) 2X JOIST MATCH (E) 1/4" X 3" SDS SCREWS @ 6" O.C. STAGG (E) 2X JOISTS (2)-1/4X3" SDS SCREWS @ EA END DOUBLE JOIST 3" 3" +/- 6" 0" AT TRUSS +/- 6" 0" AT TRUSS 6" (N) JOIST (E) JOIST A A 4" TYP SHTG PER PLAN DOUBLE JOIST U.N.O. NOTE: JOIST HGRS TO BE SIMPSON STD U JOIST HGRS. (OR EQUAL) FOR SAWN LUMBER MIT JOIST HANGER FOR I-JOIST. 4x BLK'G W/ CS16 TYP @ EA CORNER DOUBLE TRIMMER OR SUPPORTING JOIST (SEE PLAN) JOIST HANGER @ HEADER JOIST HANGER W = 4 ' - 0 " M A X 3 S P A C E S M A X W H E R E DO U B L E T R I M M E R OC C U R S PROVIDE B.N. AROUND OPENING (MATCH (E) B.N. @ (E) CONSTRUCTION) 6' - 0" MAX OPENING STRAP AND BLK'G TO EXTEND BEYOND OPENING EQUAL TO OPENING WIDTH, W. SUPPORTED FRAMING BN SHEATHING BLOCKINGSUPPORTING BEAMSIMPSON HANGER PER SCHEDULE RAFTER/JOIST TO WOOD BEAM SUPPORTED FRAMING HGR TYPE 2x "JB/LB" SKEWED 2x "BA" MULTI 2x 3x AND LARGER "WP" I-JOIST/ MULTI I-JOIST "MIT" I-JOIST W/ STIFF "HIT" GLB "HGLT" "WP" SCALE : NOT TO SCALES1.1 TYPICAL REINFORCEMENT DETAILS AND DEVELOPMENT LENGTHS5 REGISTERED PROF ESS IONAL ENGINEERNo. Exp.9/30/24 S4029 YOUNG-K E UN NAM STATE OF CAL IFORNIA ST R U C T U R AL E N G I N E E R S I N CV C A 2151 Michelson Dr. #240 Irvine, CA 92612 Tel. 949.679.0870 Fax. 949.679.9370 Project No.: i735 C I V I LQuality Service Commitment S T R U C T U R A L DBEMBE SBE SCALE: REVISIONS: OW N E R : PR O J E C T N A M E : CL I E N T A D D R E S S : DATE ISSUED: PROJECT NO: 100% CD 07/07/23 REV. 1 08/21/23 N.T.S. 08/10/2023 S1.1 TYPICAL DETAILS 2022-40123 CI T Y O F S A N T A A N A NE W H O P E L I B R A R Y MO D E R N I Z A T I O N 12 2 N . N E W H O P E S T . , S A N T A A N A C A 9 2 7 0 3 SCALE : NOT TO SCALES1.1 HANGER ROD SUPPORT AT JOIST3 DESCRIPTION DATE SCALE : NOT TO SCALES1.1 TYPICAL FAN MOUNTING DETAIL7 SCALE : NOT TO SCALES1.1 CONDENSING UNIT PLATFORM (SAWN LUMBER )8 SCALE : NOT TO SCALES1.1 ROOF INFILL DETAIL9 SCALE : NOT TO SCALES1.1 TYP JOIST SISTER DETAIL10 SCALE : NOT TO SCALES1.1 TYPICAL ROOF OPENING DETAIL11 SCALE : NOT TO SCALES1.1 HANGER SCHEDULE12 122 N Newhope Street4/16/2025 HSS6 X 6 X 1/2 TYP U N O 24" DIA X 9' - 0" DEPTH POLE FTG SEE DET (E) BLDG TO REMAIN 1 S3.1 ACRYLIC PANEL (SEE ARCH) S4.1 9 HSS6X6X1/2 HSS6X6X1/2 HSS6X6X1/2 HSS6X6X1/2 HIGH & LOW HSS6X6X1/2 FRAMING ELEVATION ACRYLIC PANEL (SEE ARCH) FOUNDATION NOTES: 1. FOR GENERAL NOTES, SEE SHEET S0.0 SERIES. 2. FOR TYPICAL DETAILS, SEE SHEET S1.0 SERIES. 3. SEE ARCHT'L FOR COLUMN LOCATIONS & DIMENSIONS. FRAMING NOTES: 1. FOR GENERAL NOTES, SEE SHEET S0.0 SERIES. 2. FOR TYPICAL DETAILS, SEE SHEET S1.0 SERIES. 3. SEE ARCHT'L FOR DIMENSIONS. REGISTERED PROF ESS IONAL ENGINEERNo. Exp.9/30/24 S4029 YOUNG-K E UN NAM STATE OF CAL IFORNIA ST R U C T U R AL E N G I N E E R S I N CV C A 2151 Michelson Dr. #240 Irvine, CA 92612 Tel. 949.679.0870 Fax. 949.679.9370 Project No.: i735 C I V I LQuality Service Commitment S T R U C T U R A L DBEMBE SBE SCALE: REVISIONS: OW N E R : PR O J E C T N A M E : CL I E N T A D D R E S S : DATE ISSUED: PROJECT NO: 100% CD 07/07/23 REV. 1 08/21/23 As indicated 08/10/2023 S2.1 FOUNDATION & FRAMING PLAN 2022-40123 CI T Y O F S A N T A A N A NE W H O P E L I B R A R Y MO D E R N I Z A T I O N 12 2 N . N E W H O P E S T . , S A N T A A N A C A 9 2 7 0 3 S2.1 SCALE: 3/8" = 1'-0" REF DET:9 S4.1 FOUNDATION PLAN1 S2.1 SCALE: 3/8" = 1'-0" FRAMING PLAN2 NORTH NORTH DESCRIPTION DATE 122 N Newhope Street4/16/2025 SISTER (E)JOIST W/ (N)2X12 BELOW HP-1. (MIN (8)JOISTS) SEE DET. 10 S1.1 SISTER (E)JOIST W/ (N)2X12 SEE DET. 10 S1.1 (N) DUCT OPN'G (DO NOT CUT (E) JOIST) TYP. HP 1 8 S1.1 (N)WT= 1180# EF 4 11 S1.1 (N)WT= 95# 7 S1.1 SISTER (E)JOIST W/ (N)2X10 SEE DET. EF 3 11 S1.1 (N)WT= 60# 7 S1.1 10 S1.1 ROOF FRAMING NOTES: 1. FOR GENERAL NOTES, SEE SHEET S0.0 SERIES. 2. FOR TYPICAL DETAILS, SEE SHEET S1.0 SERIES. 3. ALL ITEM UNLESS NOTED AS (N) ARE EXISTING. 4. SEE ARCH & MECH DRAWING FOR MORE INFO. REGISTERED PROF ESS IONAL ENGINEERNo. Exp.9/30/24 S4029 YOUNG-K E UN NAM STATE OF CAL IFORNIA ST R U C T U R AL E N G I N E E R S I N CV C A 2151 Michelson Dr. #240 Irvine, CA 92612 Tel. 949.679.0870 Fax. 949.679.9370 Project No.: i735 C I V I LQuality Service Commitment S T R U C T U R A L DBEMBE SBE SCALE: REVISIONS: OW N E R : PR O J E C T N A M E : CL I E N T A D D R E S S : DATE ISSUED: PROJECT NO: 100% CD 07/07/23 REV. 1 08/21/23 As indicated 08/10/2023 S2.2 ROOF FRAMING PLAN 2022-40123 CI T Y O F S A N T A A N A NE W H O P E L I B R A R Y MO D E R N I Z A T I O N 12 2 N . N E W H O P E S T . , S A N T A A N A C A 9 2 7 0 3 DESCRIPTION DATE S2.2 SCALE: 1/8" = 1'-0" ROOF FRAMING PLAN1 NORTH 122 N Newhope Street4/16/2025 HSS COLUMN PER PLAN (7)-#6 VERT #4 TIES @ 12" O.C. (3)-#4 TIES @ 2" O.C. 1/4" THK SQUARE PLATE PAVEMENT OR S.O.G. 3" CLR 1" TYP 3" MIN CLR 30 " M A X 3/16 DIA PER PLAN REFER TO ARCH FOR ISOLATING PAVING FROM COLUMNS A-A SECTION A-A 9' - 0 " M A X 3" CLR #4 TIES @ 12" O.C. (7)-#6 VERT STAGGER HOOK LOCATIONS SCALE : NOT TO SCALES3.1 POLE FOUNDATION DETAIL1 REGISTERED PROF ESS IONAL ENGINEERNo. Exp.9/30/24 S4029 YOUNG-K E UN NAM STATE OF CAL IFORNIA ST R U C T U R AL E N G I N E E R S I N CV C A 2151 Michelson Dr. #240 Irvine, CA 92612 Tel. 949.679.0870 Fax. 949.679.9370 Project No.: i735 C I V I LQuality Service Commitment S T R U C T U R A L DBEMBE SBE SCALE: REVISIONS: OW N E R : PR O J E C T N A M E : CL I E N T A D D R E S S : DATE ISSUED: PROJECT NO: 100% CD 07/07/23 REV. 1 08/21/23 N.T.S. 08/10/2023 S3.1 FOUNDATION DETAILS 2022-40123 CI T Y O F S A N T A A N A NE W H O P E L I B R A R Y MO D E R N I Z A T I O N 12 2 N . N E W H O P E S T . , S A N T A A N A C A 9 2 7 0 3 DESCRIPTION DATE 122 N Newhope Street4/16/2025 1/4" COL CAP HSS BEAM PER PLAN WHERE OCCURS HSS COL PER PLAN HSS BEAM PER PLAN N.S. F.S N.S. F.S 3/16 GROUND LEVEL 0" T.O.S.= T.O.S.= HSS6X6X1/2 HSS6X6X1/2 HSS6X6X1/2 HSS6X6X1/2 HS S 6 X 6 X 1 / 2 HS S 6 X 6 X 1 / 2 HS S 6 X 6 X 1 / 2 HS S 6 X 6 X 1 / 2 HS S 6 X 6 X 1 / 2 HS S 6 X 6 X 1 / 2 S3.1 1 S4.1 1 TYP FOR FTG SEE DET T.O.ENTRY FRAMING 16' -5" 9' - 1 1 7 / 8 " 10' - 5 7/8" HSS6X6X1/2 HSS6X6X1/2 HSS6X6X1/2 16' - 5" NOTE: SEE ARCHT'L (2/A62.4) FOR COLUMN SPACING. 2 S4.1 TYP S4.1 3 S4.1 3 Level 1 0' -0" Top of Parapet_Low 14' -4" Top of Parapet_High 18' -0" B C D E EQEQEQEQEQEQEQ ACRYLIC SIGN PANEL W/ NUT & WASHER (ASTM A193 TYPE 316) (SEE ARCH) HSS COLUMN PER PLAN M10 (0.4" DIA.) THREADED ROD (ASTM 193 TYPE 316) THROUGH HSS @ MAX 48"O.C. 3 FORM BARREL BY OTHERS HSS COL. PER PLAN HSS BM OR HDR PER PLAN 3/16 3/16 NS FS SCALE : NOT TO SCALES4.1 HSS BEAM TO HSS COL1 REGISTERED PROF ESS IONAL ENGINEERNo. Exp.9/30/24 S4029 YOUNG-K E UN NAM STATE OF CAL IFORNIA ST R U C T U R AL E N G I N E E R S I N CV C A 2151 Michelson Dr. #240 Irvine, CA 92612 Tel. 949.679.0870 Fax. 949.679.9370 Project No.: i735 C I V I LQuality Service Commitment S T R U C T U R A L DBEMBE SBE SCALE: REVISIONS: OW N E R : PR O J E C T N A M E : CL I E N T A D D R E S S : DATE ISSUED: PROJECT NO: 100% CD 07/07/23 REV. 1 08/21/23 As indicated 08/10/2023 S4.1 FRAMING DETAILS 2022-40123 CI T Y O F S A N T A A N A NE W H O P E L I B R A R Y MO D E R N I Z A T I O N 12 2 N . N E W H O P E S T . , S A N T A A N A C A 9 2 7 0 3 SCALE : NOT TO SCALES4.1 FRAMING ELEVATION9 SCALE : NOT TO SCALES4.1 TYP ACRYLIC PANEL TO HSS COL2 SCALE : NOT TO SCALES4.1 HSS BM OR HDR TO HSS COL CONNECTION3 DESCRIPTION DATE 122 N Newhope Street4/16/2025 122 N Newhope Street4/16/2025 122 N Newhope Street4/16/2025 122 N Newhope Street4/16/2025 122 N Newhope Street4/16/2025 122 N Newhope Street4/16/2025 122 N Newhope Street4/16/2025 122 N Newhope Street4/16/2025 122 N Newhope Street4/16/2025 122 N Newhope Street4/16/2025 MEMORANDUM Evelyn LaRocca To: Permit Services Supervisor, PBA Date: September 27, 2023 Michael Ortiz Acting Deputy Director-Public Works From: PW A Parks, Fleet Facilities Division Subject: No fee Building Permit for City of Santa Ana Newhope Library Renovation and ADA improvements (City Project) - As a part of Project #22-1802, Newhope Library will receive a facility remodel as part of mandated ADA improvements to interior and exterior. The facility remodel will take place at Newhope Library, 122 N. Newhope St. Santa Ana Ca. Being that this is a City project, we are requesting that all fees be waived for the subject property. If you have any questions or need additional information, please contact me at ext. 5624 or Michelle Cabanas ext.3560. 122 N Newhope Street4/16/2025