via email - memo - riohondo.edu ragassa fax: 310-215-3098 bill rialy email: [email protected]...
TRANSCRIPT
13181 Crossroads Pkwy No., Ste 540
City of Industry, CA 91746 Tel (626) 839-9300 Fax (626) 839-9307
Via Email - Memo Date: March 16, 2018 To: All Contractors Boomer Construction Services Ph# 714-323-3455 Anthony Brajevic Fax# 714-847-9850 17751 Carranza Lane Email: [email protected] Huntington Beach, CA 92647 Fast Track Construction Group Ph# 310-570-0878 Bobby Ragassa Fax: 310-215-3098 Bill Rialy Email: [email protected] 5711 W. Slauson Ave., Suite 170 [email protected] Culver City, CA 90230 [email protected] Saifco Construction inc. Ph# 805-755-5095 Edgar Flores Fax: 805-755-5090 P.O. Box 7661 Email: [email protected] Westlake Village, CA 91359 [email protected] From: Adrianna Ramirez Ref: Rio Hondo College Subject: Bid Package #2060 AJ Annex Beam Replacement
To All Contractor’s: Attached you will find Addendum No.2 dated 3/16/18, for your information. Please Acknowledge the receipt of this Addendum in the space provided on Document 00210 – Bid Proposal. Failure to do so may result in the bid being deemed non-responsive. Thank you for your cooperation.
RIO HONDO COMMUNITY COLLEGE – Bid #2060 ADDENDUM NO 2 Bid #2060 – AJ Annex Beam Replacement March 16, 2018
Page 1 of 2
Office of Contract Management and Vendor Services Rio Hondo Community College
3600 Workman Mill Road, A-103 Whittier, CA 90601-1699
Ph: 562/908-3413 & Fax: 562/908-3462
Bid # 2060 AJ Annex Beam Replacement Addendum # 2 March 16, 2018
To: All Prospective Bidders THE FOLLOWING REVISIONS AND/OR CLARIFICATIONS SHALL BE MADE TO THE BIDDING REQUIREMENTS AND CONTRACT DOCUMENTS. REVISE AND AMEND THE DOCUMENTS FOR THE ABOVE NAMED PROJECT IN ACCORDANCE WITH THIS ADDENDUM. THE BID SHALL REFLECT THESE ADDENDUM CHANGES AND EACH BIDDER SHALL MAKE REFERENCE IN THEIR BID TO THIS ADDENDUM ALL BIDDING REQUIREMENTS AND CONTRACT DOCUMENTS SHALL APPLY TO THIS ADDENDUM AS ORIGINALLY INDICATED IN THE APPLICABLE PORTIONS OF THE CONTRACT DOCUMENTS, UNLESS OTHERWISE MODIFIED BY THIS ADDENDUM. Acknowledge receipt of this Addendum # 2 in the space provided on Bid Form. Failure to do so may result in the bid being deemed non-responsive. The Addendum consists of the following change:
1. ADMINISTRATIVE ITEMS: Bid Opening 1.1 THE BID OPENING HAS BEEN POSTPONED FROM Tuesday, March 20, 2018 AT 11:00AM TO
Wednesday, March 21, 2018 AT 3:00PM
1.2 REMOVE Scope of Work and REPLACE with attached Revised Scope of Work
1.3 REMOVE Section 01010 Phasing of the Work and REPLACE with the attached Revised Section 01010 Phasing of the Work
RIO HONDO COMMUNITY COLLEGE – Bid #2060 ADDENDUM NO 2 Bid #2060 – AJ Annex Beam Replacement March 16, 2018
Page 2 of 2
2. DRAWINGS & SPECIFICATIONS: 1.1 ADD: Glue Laminated Beam Replacement/Repair Drawings (T-0.0, S-0.1, S-0.2, S-1.0, S-
2.0, S-2.1, S-2.2, and S-3.0) 3. BIDDERS QUESTIONS
RESPONSE TO QUESTIONS FROM BIDDERS
The following questions were received as Bid RFIs. Enclosed are responses to each. The following revisions and clarifications shall become a part of the Contract Documents upon award of Bid. All bidders are required to incorporate all necessary changes, additions, or deductions into their proposals.
2.1 Q: On S1.0 between grid lines 28-30 shows an existing glu lam beam that does not say replace, but it has a detail ½.0 that calls it out to be replaced. Does the beam get replaced or not? If it does will it be replaced with same size beams as the others?
R: See Addendum Drawings. All Beams shal have sacrificial lumber removed to insure Glulam Beams are sound. Where beams need replacement they will be replaced size beams unless detailed otherwise
.
END OF ADDENDUM NO. 02
Enclosures:
REPLACE: Scope of Work (1 page) REPLACE: Section 01010 Phasing of the Work (5 pages) ADD: Glue Laminated Beam Replacement/Repair Drawings (8 pages)
ADDENDUM NO. 2 03/16/18
Scope of Work
The contractor shall do the following to the RHC AJ Annex Pistol-Rifle range:
Demolition:
1. Remove and replace all existing plumbing, gutter, and lighting fixtures and accessories to accommodate new installations.
2. Remove existing roofing and roof members as indicated. 3. Remove and replace all existing GLB as indicated on drawings to be replaced.
Installation:
4. Provide and install new GLB framing members, and baffle members as indicated on drawings.
5. Provide and install new sealant or expansion joints of concrete masonry walls. 6. Provide repair of spalls on concrete curbs and concrete masonry walls for reinforcing bar
protection. 7. Provide and install new roofing and roofing members.
RIO HONDO COMMUNITY COLLEGE PHASING OF THE WORK AJ ANNEX BEAM REPLACEMENT 01010-PAGE 1 OF 5 ADDENDUM 2 03/16/18
SECTION 01010 PHASING OF THE WORK
PART 1 - GENERAL 1.01 SECTION INCLUDES A. Requirements a. Comply with the requirements of Section 0800-2.5. 1.02 RELATED SECTIONS
A. Section 01010: Phasing of Work – APPENDIX A – MILESTONES B. Section 01100: Summary of Work C. Section 01040: Project Coordination D. Section 01330: Submittal Procedures E. Section 01320: Construction Progress Documentation F. Section 01500: Construction Facilities and Temporary Controls G. Section 01770: Closeout Procedures
PART 2 - PRODUCTS (Not used)
PART 3 - EXECUTION 3.01 SUBMITTALS
A. CONTRACTOR shall submit a Project site logistics plans in accordance with the requirements of this Section.
3.02 LOGISTICS A. Prior to the issuance of NTP, CONTRACTOR shall prepare and submit to
Construction Manager, a detailed Project site logistic plan, in same size and scale of Drawings, setting forth CONTRACTOR plan of Work relative to the following items:
1. Haul route in accordance with local ordinances to and from Project site: 2. Identification of any overhead wire restrictions for power, street lighting,
telecommunications or cable; 3. Local sidewalk access and street closure requirements if required. 4. Protection of sidewalk pedestrians and vehicular traffic; 5. Project site fencing and access gate locations;/Parking 7. Material staging or delivery areas; 8. Material storage areas; 9. Temporary trailer(s) locations; 10. Temporary service location and proposed routing of all temporary utilities; 11. Location of temporary or accessible fire protection;
RIO HONDO COMMUNITY COLLEGE PHASING OF THE WORK AJ ANNEX BEAM REPLACEMENT 01010-PAGE 2 OF 5 ADDENDUM 2 03/16/18
12. Trash removal and location of dumpsters; 13. Concrete pumping locations; 14. Crane locations if required 15. Location of portable sanitary facilities; 16. Concrete mixer truck washout locations; 17. Traffic control signage; 18. Perimeter and site lighting; 19. Storm Water Pollution Prevention Plan – SWPPP; 20. Stockpile or lay down areas; 21. Security lighting.
B. Revised Project site logistic plan may be required by Construction Manager for separately identified phases and segments of Work as set forth in this Section.
C. CONTRACTOR is responsible for securing and/or obtaining all approvals and permits from authorities having jurisdiction over the work.
3.03 PHASING OF THE WORK A. Project will be constructed in separate multiple phases, as identified in the
Contract Documents. Unless otherwise approved or directed by OWNER, each phase shall be completed according to approved Baseline Schedule prior to commencement of subsequent phase. CONTRACTOR shall incorporate into the Phasing and Construction Schedule related work under separate contracts.
B. CONTRACTOR shall install all necessary Work for, but not limited to, power, lighting, signal, Electrical Transformed work, drainage, and plumbing systems in a specific work phase or segment before the specific work phase/segment is considered complete. All valves, pull boxes, stub outs, temporary capping, and other Work necessary for phased completion and operation of all necessary systems shall be provided whether or not such Work is specifically identified in Contract Documents.
3.04 PHASING OF THE WORK – GENERAL A. CONTRACTOR shall prepare Construction Schedule in order to complete Work
and related activities in accordance with phasing plan as established in Appendix “APPENDIX A – MILESTONES”. CONTRACTOR shall include all costs to complete all Work within Milestones or Contract Time.
B. OWNER will be seriously damaged by not having all Work completed within Milestones or Contract Time. It is mandatory Work be complete within Milestones or Contract Time.
C. The major phases/segments of the work are identified below and shall be followed with the following general guidelines. Phase 1-Mobilization and issuance of NTP
Work to start immediately following issue of initial Notice to Proceed “NTP”. See Milestones 1, 2, 3 and 4; and requirements of Section 01500 and other related Sections.
RIO HONDO COMMUNITY COLLEGE PHASING OF THE WORK AJ ANNEX BEAM REPLACEMENT 01010-PAGE 3 OF 5 ADDENDUM 2 03/16/18
Phase 2 – Construction to Substantial Completion: Milestone 5,6. Construction to start following issuance of NTP Phase 2 is defined as completion of milestones 5, 6 and 7. All work to be substantially complete as defined by Article 7.2.2 of General conditions. Phase 3 - Administrative Closeout:
Milestone 7-Work includes substantial completion of the overall project and final completion of Work in accordance with Articles 7.2.2 and 7.2.4 of the General conditions, respectively. (See milestone 8)
3.05 PHASING OF THE WORK – SPECIFIC A. CONTRACTOR shall prepare Construction Schedule, and shall the complete
following Milestones as shown in Section 01010 – Appendix A: 1. Phase 1: Mobilization – (10) calendar days: Milestones 1 through 4 2. Phase 2: Construction – (123) calendar days: Milestones 5 through 8. 3. Phase 3: Administrative Closeout – (30) calendar days: Milestones 9 and
10. B. The Total Contract Time shall be a total of 151 calendar days from date of
commencement of Contract Time. END OF SECTION
* Milestone date to be determined by CONTRACTOR during development of the Construction Schedule and submitted to the CM for approval. RIO HONDO COMMUNITY COLLEGE AJ ANNEX BEAM REPLACEMENT PHASING OF THE WORK - APPENDIX A ADDENDUM 2 03/16/18 01010 - PAGE 4 OF 5
01010 – PHASING OF THE WORK
APPENDIX A – MILESTONES CONTRACTOR shall commence performance of the Contract upon the date specified in the Notice to Proceed and shall furnish sufficient forces, facilities and materials, work such hours, including extra shifts and overtime operations, so as to fully perform the Work in accordance with the following Milestones.
Milestone
Description
Schedule
Liquidated Damages Per Calendar Day
No. 1 Phase 1 – Mobilization: Notice to Proceed– NTP: Is established in accordance with Articles 7.1 and 7.2.2 of the General Conditions.
Start date per NTP
No.2 Critical Shop Drawings & Submittals Complete: Is defined as CONTRACTOR prepared Shop Drawings and Submittals that are either critical or near critical to the overall Substantial Completion of the Project. Milestones may include, but not be limited to, Baseline Schedule per Article 7.3, schedule of values per Article 8.2, DSA Deferred Approvals, New electrical service equipment, Transformers, excavation support system drawings, seismic calculations, shoring system drawings, or any long lead fabrication/procurement item requiring Shop Drawings.
10 calendar days after the effective date of the NTP
No. 3 Baseline Schedule Submitted: Is defined as baseline schedule in compliance with all the requirements outlined in Article 7.3 and in Division 01 Sections 01320 and 01010 is completed and submitted for CM review and approval.
10 Calendar days after the effective date of the NTP.
No. 4 Completion of Mobilization activities: Is defined as CONTRACTOR mobilization completed, all submittals approved and lead-time items processed for procurement, logistics plan submitted and approved (access, gates, parking, trailer locations, signage), site fencing completed if needed, temporary utilities connections completed (water, electric, phone, sanitation, fire protection), Project signage completed, submit for and obtain all required permits, implementation of Storm Water Pollution Prevention measures, submission of CONTRACTOR Safety, submission of CONTRACTOR Hazard Communication Plan, and obtain approval ACM submittal
10 calendar days after the effective date of the NTP
* Milestone date to be determined by CONTRACTOR during development of the Construction Schedule and submitted to the CM for approval. RIO HONDO COMMUNITY COLLEGE AJ ANNEX BEAM REPLACEMENT PHASING OF THE WORK - APPENDIX A ADDENDUM 2 03/16/18 01010 - PAGE 5 OF 5
Milestone
Description
Schedule
Liquidated Damages Per Calendar Day
No. 5
Start of Construction: Total of 3 Calendar days following NTP. 3 Calendar days after the effective date of NTP
No. 6 Start of Construction for Pistol Range A: 3 days after the effective date of NTP
No. 7 Start of Construction for Pistol Range B: After the completion of Pistol Range A
No. 8 Substantial Completion for Total Contract work: Is established in accordance with Article 7.2.2 of the General Conditions.
123 Calendar days after the effective date of the NTP.
$2,000.00
No. 9 Close out and Final Completion: Is established in accordance with Article 7.2.4 of the General Conditions.
151 Calendar days after the effective date of the NTP.
$2,000.00
NORTH
RIO HONDO COLLEGE
ADMINISTRATION OF JUSTICE ANNEX
PISTOL-RIFLE RANGE
3600 WORKMAN MILL ROAD, WHITTIER, CA 90601
VICINITY MAP
CONTACTS / CONSULTANTSSCOPE OF WORK SHEET INDEX
RIO HONDO COLLEGE
605
60
PROJECT SITE AJA PISTOL-RIFLE RANGE
SITE PLAN
PROJECT INFORMATIONPROJECT DESCRIPTION
ADMINISTRATION
OF JUSTICE
ANNEX
NORTH
GLUE LAMINATED BEAM REPLACEMENT / REPAIR
CLIENT:
STRUCTURAL ENGINEER:
IDS GROUP, INC.
RIO HONDO COLLEGE
3600 Workman Mill Rd.
Whittier, CA 90601
03-16-2018
DATEDESCRIPTIONREV.
OWNER REQUESTED CHANGES
RIO HONDO COLLEGE
3600 Workman Mill Rd.
Whittier, CA 90601
ISSUE
STAMP
STAMP
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PROJECT NAME
CLIENT
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PRINT DATE
DRAWN BY
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N SHEET TITLE
SHEET NUMBER
3/15/2018
KEY PLAN
1 PETERS CANYON ROAD, SUITE 130IRVINE, CA 92606
TEL: 949-387-8500, FAX: 949-387-0800
IDS
ADMINISTRATION OF
JUSTICE ANNEX
PISTOL-RIFLE RANGE
GLUE LAMINATED
BEAM REPLACEMENT
/ REPAIR
IDENTIFICATION STAMP
DIV. OF THE STATE ARCHITECT
OFFICE OF REGULATION SERVICES
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T-0.0 TITLE SHEET TITLE SHEET S-0.1 GENERAL NOTES GENERAL NOTES S-0.2 GENERAL NOTES GENERAL NOTES S-1.0 ROOF FRAMING PLAN-EXISTING ROOF FRAMING PLAN-EXISTING S-2.O DETAILS DETAILS S-2.1 DETAILS DETAILS S-2.2 DETAILS DETAILS S-3.0 PHOTOS AND DETAILS PHOTOS AND DETAILS
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CANYON DRIVE
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PECK ROAD
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WORKMAN MILL ROAD
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WORKMAN MILL ROAD
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THE SCOPE OF WORK FOR THIS PROJECT CONSISTS OF: 1. THE REPAIR AND/OR REPLACEMENT OF FRAMING MEMBERS AND THE REPAIR AND/OR REPLACEMENT OF FRAMING MEMBERS AND BAFFLE MEMBERS THAT HAVE SUFFERED DAMAGE DUE TO EXPOSURE TO THE ELEMENTS, AND BULLET IMPACT. 2. REPAIRS FOR SEALING OF EXPANSION JOINTS OF CONCRETE BLOCK REPAIRS FOR SEALING OF EXPANSION JOINTS OF CONCRETE BLOCK MASONRY WALLS FOR REINFORCING BAR PROTECTION. 3. REPAIR OF SPALLS ON CONCRETE CURBS AND CONCRETE BLOCK REPAIR OF SPALLS ON CONCRETE CURBS AND CONCRETE BLOCK MASONRY WALLS. THIS WORK IS FOR THE REPAIR OF OBSERVABLE DAMAGE ONLY. LATERAL ANALYSIS DUE TO SEISMIC AND/OR WIND LOADS WERE ADDRESSED AS REQUIRED AT REPAIRED/REPLACED ELEMENTS ONLY AND NOT ON THE OVERALL STRUCTURE. THE SCOPE DOES NOT INCLUDE ADA ACCESSIBILITY NOR FIRE PROTECTION.
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GATE
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GYM
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CENTER
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WARE
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BUSINESS
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LIBRARY
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ADMINISTRATION
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& MATH
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& MATH
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TRAM WAY
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NORTH DRIVE
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COLLEGE DRIVE
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WEST ROAD
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RIO HONDO COLLEGE 3600 WORKMAN MILL ROAD WHITTIER, CA 90601 PHONE: (562) 908-3441
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1 PETERS CANYON ROAD, SUITE 130 IRVINE, CA 92606 PHONE: (949) 387-8500
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PARCEL ID NUMBER: RS 154-026 TRACT: TR 0045 TR 0045 MAP REFERENCE: MB43-38 ASSESSOR'S ID No.: 8125-026-903 ORIGINAL BUILDING DSA No.: A-35626
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THE RIO HONDO COLLEGE ADMINISTRATION OF JUSTICE ANNEX PISTOL-RIFLE RANGE IS OF REINFORCED CONCRETE BLOCK MASONRY WALL CONSTRUCTION, WOOD FRAMED ROOF PORTIONS AND A SERIES OF DEEP GLUE LAMINATED BAFFLES INTENDED TO STOP AND CONTAIN FIRED AMMUNITION WITHIN THE PREMISES. THE GLUE LAMINATED BAFFLES HAVE SUFFERED EXTENSIVE DAMAGED DUE TO EXPOSURE TO THE ELEMENTS, AND BULLET PENETRATION. IDS GROUP HAS BEEN REQUESTED TO REPLACE AND/OR REPAIR DAMAGED MEMBERS TO MATCH EXISTING CONDITIONS. THE EXISTING STRUCTURE BEARS APPLICATION NUMBER A-35626.
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IDS GROUP
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No. 3680
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DATE SIGNED: 11-18-16
GENERAL
TOLERANCE
DESIGN CRITERIA
MISCELLANEOUS STEEL
GLUED-LAMINATED TIMBER
WOOD
MINIMUM SIZE FOR SQUARE PLATE WASHERS
SHORING REQUIREMENTS
NON-SHRINK GROUT
POST-INSTALLED ANCHORAGE INTO MASONRY
.
TEST LOADS, EXPANSION BOLTS INTO MASONRY
TEST LOADS, EPOXY SET RODS INTO MASONRY
MASONRY ANCHORING SYSTEM FOR RODS AND REBARS
RIO HONDO COLLEGE
3600 Workman Mill Rd.
Whittier, CA 90601
03-16-2018
DATEDESCRIPTIONREV.
OWNER REQUESTED CHANGES
RIO HONDO COLLEGE
3600 Workman Mill Rd.
Whittier, CA 90601
ISSUE
STAMP
STAMP
ENGINEER/ARCHITECT
PROJECT NAME
CLIENT
PROJECT NO.
PRINT DATE
DRAWN BY
CHECKED BY
14.120
NOT
FOR
CONS
TRUC
TIO
N SHEET TITLE
SHEET NUMBER
3/16/2018
KEY PLAN
1 PETERS CANYON ROAD, SUITE 130IRVINE, CA 92606
TEL: 949-387-8500, FAX: 949-387-0800
IDS
ADMINISTRATION OF
JUSTICE ANNEX
PISTOL-RIFLE RANGE
GLUE LAMINATED
BEAM REPLACEMENT
/ REPAIR
IDENTIFICATION STAMP
DIV. OF THE STATE ARCHITECT
OFFICE OF REGULATION SERVICES
DATE
AC FLS
APPL 03-117200
SS
FIL
E: 1
9-C
12
1
-
-
GENERAL NOTES
S-0.1
1
1
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1. THE SCOPE OF WORK FOR THIS PROJECT CONSISTS OF: THE SCOPE OF WORK FOR THIS PROJECT CONSISTS OF: A. THE REPAIR AND/OR REPLACEMENT OF FRAMING MEMBERS AND BAFFLE MEMBERS THAT HAVE THE REPAIR AND/OR REPLACEMENT OF FRAMING MEMBERS AND BAFFLE MEMBERS THAT HAVE SUFFERED DAMAGE DUE TO EXPOSURE TO THE ELEMENTS, AND BULLET IMPACT. B. REPAIRS FOR SEALING OF EXPANSION JOINTS OF CONCRETE BLOCK MASONRY WALLS FOR REPAIRS FOR SEALING OF EXPANSION JOINTS OF CONCRETE BLOCK MASONRY WALLS FOR REINFORCING BAR PROTECTION. C. REPAIR OF SPALLS ON CONCRETE CURBS AND CONCRETE BLOCK MASONRY WALLS. REPAIR OF SPALLS ON CONCRETE CURBS AND CONCRETE BLOCK MASONRY WALLS. D. ALL WORK SHALL COMPLY TO THE 2013 EDITION, TITLE 24, CALIFORNIA CODE OF REGULATIONS. ALL WORK SHALL COMPLY TO THE 2013 EDITION, TITLE 24, CALIFORNIA CODE OF REGULATIONS. LATERAL ANALYSIS DUE TO SEISMIC AND/OR WIND LOADS ON THE OVERALL STRUCTURE IS EXCLUDED FROM THIS PROJECT. 2. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE SAFETY OF WORK AREA DURING CONSTRUCTION THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE SAFETY OF WORK AREA DURING CONSTRUCTION PERIOD. THE CONTRACTOR SHALL PROTECT ADJACENT PROPERTY AND UTILITIES IN ACCORDANCE WITH ALL NATIONAL, STATE, AND LOCAL SAFETY ORDINANCES. 3. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED SUBJECT TO PRIOR REVIEW BY THE ENGINEER. 4. THE CONTRACTOR SHALL SUPERVISE AND DIRECT THE WORK, AND SHALL BE SOLELY RESPONSIBLE FOR THE CONTRACTOR SHALL SUPERVISE AND DIRECT THE WORK, AND SHALL BE SOLELY RESPONSIBLE FOR ALL CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES AND PROCEDURES. THE SUPPORTING SERVICES BY THE ENGINEER, WHETHER PERFORMED PRIOR TO, DURING, OR AFTER CONSTRUCTION, ARE PERFORMED SOLELY FOR THE PURPOSE OF ASSISTING IN QUALITY CONTROL AND IN ACHIEVING CONFORMANCE WITH CONTRACT DRAWINGS AND PROJECT SPECIFICATIONS; BUT THEY DO NOT GUARANTEE THE CONTRACTOR'S PERFORMANCE AND SHALL NOT BE CONSIDERED AS SUPERVISION OF CONSTRUCTION. 5. SHOP DRAWINGS REQUIRED SHALL BE SUBMITTED TO THE ENGINEER FOR REVIEW PRIOR TO FABRICATION. SHOP DRAWINGS REQUIRED SHALL BE SUBMITTED TO THE ENGINEER FOR REVIEW PRIOR TO FABRICATION. DRAWINGS ARE REVIEWED BY THE ENGINEER FOR GENERAL CONFORMANCE TO THE DESIGN. REGARDLESS OF THE ENGINEER'S REVIEW, THE CONTRACTOR IS FULLY AND SOLELY RESPONSIBLE FOR COMPLETE AND SATISFACTORY SUBMITTAL AND CONFORMANCE TO THE CONTRACT DOCUMENTS. SHOP DRAWINGS WILL BE REJECTED FOR INCOMPLETENESS, LACK OF CALCULATIONS (IF REQUIRED) OR CHANGES WITHOUT PRE-APPROVAL. ALL STRUCTURAL CALCULATIONS AND DRAWINGS AS PART OF THE SHOP DRAWINGS SUBMITTAL SHALL BE SIGNED AND STAMPED BY A CALIFORNIA REGISTERED STRUCTURAL ENGINEER. 6. ANY PARTS OF WORK AREA WHICH ARE TO BE BARRICADED OR SEALED TO NON-CONSTRUCTION ANY PARTS OF WORK AREA WHICH ARE TO BE BARRICADED OR SEALED TO NON-CONSTRUCTION INDIVIDUALS MUST BE COORDINATED WITH AND APPROVED BY THE OWNER BEFORE PROCEEDING WITH THE WORK. 7. THE CONTRACTOR SHALL EXERT EVERY EFFORT TO PREVENT DUST AND CONSTRUCTION DEBRIS FROM THE CONTRACTOR SHALL EXERT EVERY EFFORT TO PREVENT DUST AND CONSTRUCTION DEBRIS FROM CONTAMINATING THE WORK AREA. THESE EFFORTS SHALL INCLUDE BUT NOT BE LIMITED TO PROVIDING A DAILY CLEANUP OF THE CONSTRUCTION AREA. THE CONTRACTOR SHALL REFER TO THE PROJECT SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS. 8. THE CONTRACTOR SHALL EXERT EVERY EFFORT TO MINIMIZE THE CONSTRUCTION NOISE AND DISTURBANCE THE CONTRACTOR SHALL EXERT EVERY EFFORT TO MINIMIZE THE CONSTRUCTION NOISE AND DISTURBANCE DURING CONSTRUCTION. 9. THE CONTRACTOR SHALL BE RESPONSIBLE TO SECURE THE CONSTRUCTION SITE. THE CONTRACTOR SHALL BE RESPONSIBLE TO SECURE THE CONSTRUCTION SITE. 10. CUTTING, BORING, SAW-CUTTING OR DRILLING THROUGH NEW STRUCTURAL MEMBERS OTHER THAN THOSE CUTTING, BORING, SAW-CUTTING OR DRILLING THROUGH NEW STRUCTURAL MEMBERS OTHER THAN THOSE DETAILED ON STRUCTURAL DRAWINGS SHALL NOT BE DONE WITHOUT THE ENGINEER'S APPROVAL. 11. THE CONTRACTOR SHALL: THE CONTRACTOR SHALL: A. CHECK ALL DIMENSIONS. CHECK ALL DIMENSIONS. B. BE RESPONSIBLE FOR COORDINATING THE WORK OF ALL TRADES. BE RESPONSIBLE FOR COORDINATING THE WORK OF ALL TRADES. ALL DISCREPANCIES SHALL BE CALLED TO THE ATTENTION OF THE ENGINEER AND SHALL BE RESOLVED BEFORE PROCEEDING WITH THE WORK. 12. ALL MATERIALS, FEATURES OR CONDITIONS NOT IDENTIFIED AS (E) WHICH MEANS "EXISTING," SHALL BE ALL MATERIALS, FEATURES OR CONDITIONS NOT IDENTIFIED AS (E) WHICH MEANS "EXISTING," SHALL BE CONSIDERED AS NEW AND PART OF THE PROJECT SCOPE OF WORK. 13. THE CONTRACTOR IS FULLY AND SOLELY RESPONSIBLE FOR ALL SHORING REQUIRED IN ORDER TO SAFELY THE CONTRACTOR IS FULLY AND SOLELY RESPONSIBLE FOR ALL SHORING REQUIRED IN ORDER TO SAFELY ACHIEVE THE FINAL CONSTRUCTION SHOWN ON THE DRAWINGS. THIS INCLUDES, BUT IS NOT LIMITED TO, ANY TYPES OF SHORING REQUIRED FOR SOILS EXCAVATION AND BACKFILL WORK; SUPPORT OF STRUCTURAL ELEMENTS UNTIL THEY HAVE ACHIEVED THE NECESSARY STRENGTH TO PERFORM IN THE FINAL POSITION AND MANNER SHOWN ON THE DRAWINGS; AND SUPPORT OF STRUCTURAL ELEMENTS THAT ARE MODIFIED AND THEREBY REDUCED IN STRENGTH IN ANY WAY DURING CONSTRUCTION AS REQUIRED TO ACHIEVE THE FINAL CONSTRUCTION AS SHOWN ON THE DRAWINGS. ALL SHORING CALCULATIONS AND DRAWINGS SHALL BE STAMPED BY A CALIFORNIA REGISTERED STRUCTURAL ENGINEER AND SUBMITTED FOR REVIEW PRIOR TO PERFORMING THE WORK. 14. WHERE NOT INDICATED OTHERWISE, THE LATEST EDITION OF ALL CITED DOCUMENTS SHALL GOVERN. WHERE NOT INDICATED OTHERWISE, THE LATEST EDITION OF ALL CITED DOCUMENTS SHALL GOVERN. 15. THE TERM CBC IN THESE DRAWINGS MEANS 2013 CALIFORNIA BUILDING CODE, CALIFORNIA CODE OF THE TERM CBC IN THESE DRAWINGS MEANS 2013 CALIFORNIA BUILDING CODE, CALIFORNIA CODE OF REGULATIONS, TITLE 24, ALL PARTS AND VOLUMES. 16. ALL CONSTRUCTION AND WORKMANSHIP, INCLUDING MATERIALS, SHALL CONFORM TO THESE DRAWINGS, ALL CONSTRUCTION AND WORKMANSHIP, INCLUDING MATERIALS, SHALL CONFORM TO THESE DRAWINGS, PROJECT SPECIFICATIONS, AND THE CBC. 17. PROVIDE ALL MEASURES NECESSARY TO PROTECT THE STRUCTURE AND ADJACENT STRUCTURE, AND THEIR PROVIDE ALL MEASURES NECESSARY TO PROTECT THE STRUCTURE AND ADJACENT STRUCTURE, AND THEIR FINISHES AND UTILITIES, DURING CONSTRUCTION. 18. THE CONTRACTOR SHALL COORDINATE ALL UTILITY LOCATIONS WITH OTHER DRAWINGS AND SHALL CONDUCT THE CONTRACTOR SHALL COORDINATE ALL UTILITY LOCATIONS WITH OTHER DRAWINGS AND SHALL CONDUCT A DETAILED SURVEY OF EXISTING UTILITIES TO IDENTIFY INTERFERENCES WITH THE NEW CONSTRUCTION. PROMPTLY NOTIFY THE ARCHITECT OF ANY INTERFERENCES PRIOR TO PERFORMING THE WORK. 19. PROVIDE TWO COATS OF PAINT, COLOR AS DIRECTED BY OWNER.PROVIDE TWO COATS OF PAINT, COLOR AS DIRECTED BY OWNER.
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1.PERMITTED TOLERANCE SHALL BE ACCORDING TO THE CBC.PERMITTED TOLERANCE SHALL BE ACCORDING TO THE CBC.
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DESIGN CONFORMS TO CBC. 1. LIVE LOADS: LIVE LOADS: A. ROOF: 20 PSF 20 PSF 2. DEAD LOADS: DEAD LOADS: A. SELF WEIGHT 3. WIND ANALYSIS: BASED ON CBC SECTION 1609 WIND ANALYSIS: BASED ON CBC SECTION 1609 EXPOSURE CATEGORY: C C V = 110 MPH I = 1.0 GCpi = ±0.18ICzt = 1.0 4. SEISMIC ANALYSIS: SEISMIC ANALYSIS: FOR BAFFLES: ap = 2.5 Rp = 2.5 Ip = 1.0 z = 15'-0" SDS = 1.569 DS = 1.569 = 1.569 FOR ROOF DIAPHRAGM: SITE CLASS: D D SEISMIC CATEGORY: E E OCCUPANCY CATEGORY: II II Ss = 2.354g S1 = 0.832g 1 = 0.832g = 0.832g Fa = 1.0 Fv = 1.5 SDS = 1.569g DS = 1.569g = 1.569g SD1 = 0.832g D1 = 0.832g = 0.832g R = 2.0 Ωo = 2.5 o = 2.5 = 2.5 Cd = 1.75 I = 1.0
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1. THE CONTRACTOR SHALL SUBMIT ALL STRUCTURAL STEEL AND MISCELLANEOUS STEEL SHOP DRAWINGS TO THE CONTRACTOR SHALL SUBMIT ALL STRUCTURAL STEEL AND MISCELLANEOUS STEEL SHOP DRAWINGS TO THE ENGINEER FOR REVIEW PRIOR TO FABRICATION. 2. MATERIAL TEST OR REPORTS FOR HOT-ROLLED STRUCTURAL SHAPES, PLATES, AND BARS SHALL BE MADE MATERIAL TEST OR REPORTS FOR HOT-ROLLED STRUCTURAL SHAPES, PLATES, AND BARS SHALL BE MADE IN ACCORDANCE WITH ASTM A6. FOR SHEET MATERIAL, TEST SHALL BE MADE IN ACCORDANCE WITH ASTM A568. FOR TUBING AND PIPE, SUCH TEST SHALL BE MADE IN ACCORDANCE WITH REQUIREMENTS OF THE APPLICABLE ASTM STANDARDS. 3. STEEL MATERIALS SHALL CONFORM TO THE FOLLOWING, UNLESS OTHERWISE NOTED: STEEL MATERIALS SHALL CONFORM TO THE FOLLOWING, UNLESS OTHERWISE NOTED: A. ANGLES, PLATES AND BARS: ASTM A36 (Fy=36ksi, Fu=58ksi) ANGLES, PLATES AND BARS: ASTM A36 (Fy=36ksi, Fu=58ksi) B. RECTANGULAR AND SQUARE HSS: ASTM A1085 (Fy=50ksi, Fu=65ksi) RECTANGULAR AND SQUARE HSS: ASTM A1085 (Fy=50ksi, Fu=65ksi) C. ROUND HSS: ASTM A1085 (Fy=50ksi, Fu=65ksi) ROUND HSS: ASTM A1085 (Fy=50ksi, Fu=65ksi) D. PIPES: ASTM A53, GRADE B (Fy=35ksi, Fu=60ksi) PIPES: ASTM A53, GRADE B (Fy=35ksi, Fu=60ksi) E. BOLTS AT OTHER APPLICATIONS: ASTM A307 BOLTS AT OTHER APPLICATIONS: ASTM A307 F. ANCHOR RODS: ASTM F1554, GRADE 36, U.N.O. ANCHOR RODS: ASTM F1554, GRADE 36, U.N.O. G. THREADED RODS: ASTM A36 THREADED RODS: ASTM A36 H. NUTS: ASTM A563 NUTS: ASTM A563 I. WASHERS: ASTM F436 . WASHERS: ASTM F436 WASHERS: ASTM F436 4. ALL WELDING OF STEEL SHALL CONFORM TO AWS D1.1 AND SHALL BE PERFORMED BY AWS CERTIFIED ALL WELDING OF STEEL SHALL CONFORM TO AWS D1.1 AND SHALL BE PERFORMED BY AWS CERTIFIED WELDERS USING E-70XX LOW HYDROGEN MOISTURE RESISTING ELECTRODES UNLESS OTHERWISE NOTED. 4. USE THE MINIMUM SIZE OF WELDS IN ACCORDANCE WITH AISC MANUAL OF STEEL CONSTRUCTION AT STEEL USE THE MINIMUM SIZE OF WELDS IN ACCORDANCE WITH AISC MANUAL OF STEEL CONSTRUCTION AT STEEL TO STEEL JOINTS UNLESS A LARGER WELDING SIZE IS SPECIFIED ON THE PLANS. 6. ALL STEEL (EXCEPT STAINLESS STEEL) SHALL BE SHOP PRIMED WITH ZINC OXIDE PRIMER UNLESS ALL STEEL (EXCEPT STAINLESS STEEL) SHALL BE SHOP PRIMED WITH ZINC OXIDE PRIMER UNLESS OTHERWISE NOTED. 7. PAINT ALL STRUCTURAL STEEL WITH WEATHER/RUST RESISTANT PAINT UNLESS OTHERWISE NOTED. PAINT ALL STRUCTURAL STEEL WITH WEATHER/RUST RESISTANT PAINT UNLESS OTHERWISE NOTED. 8. DIAMETER OF BOLT HOLE SHALL BE 1/16" LARGER THAN THE BOLT'S DIAMETER UNLESS OTHERWISE DIAMETER OF BOLT HOLE SHALL BE 1/16" LARGER THAN THE BOLT'S DIAMETER UNLESS OTHERWISE NOTED. 9. IF DRILLING HOLES AT STEEL MEMBERS TO ACCOMMODATE THE CONCRETE OR MASONRY ANCHORS IS IF DRILLING HOLES AT STEEL MEMBERS TO ACCOMMODATE THE CONCRETE OR MASONRY ANCHORS IS REQUIRED, THE DRILLING MUST BE DONE AFTER THE ANCHORS HAVE BEEN INSTALLED. THE HOLES AT STEEL MEMBERS SHALL MATCH THE LOCATION OF INSTALLED ANCHORS. 10. PROVIDE BEVELED WASHERS ON SLOPING SURFACE OF CONNECTIONS FOR FULL BEARING. PROVIDE BEVELED WASHERS ON SLOPING SURFACE OF CONNECTIONS FOR FULL BEARING. 11. WHERE LENGTH OF WELDING IS NOT SHOWN, IT SHALL BE FULL LENGTH OF JOINT. ALL BUTT WELDS WHERE LENGTH OF WELDING IS NOT SHOWN, IT SHALL BE FULL LENGTH OF JOINT. ALL BUTT WELDS SHALL BE COMPLETE PENETRATION WELDS UNLESS OTHERWISE NOTED. 12. MINIMUM BOLT SPACING FROM CENTER OF STANDARD AISC HOLE AS FOLLOWS, U.N.O.: MINIMUM BOLT SPACING FROM CENTER OF STANDARD AISC HOLE AS FOLLOWS, U.N.O.: CENTER-TO-CENTER = 3 BOLT DIAMETER = 3 BOLT DIAMETER 3 BOLT DIAMETER CENTER-T0-ROLLED EDGE = 1.5 BOLT DIAMETER = 1.5 BOLT DIAMETER 1.5 BOLT DIAMETER CENTER-TO-SHEARED EDGE = 1.75 BOLT DIAMETER = 1.75 BOLT DIAMETER 1.75 BOLT DIAMETER 13. GALVANIZE ALL STEEL EXPOSED TO WEATHER, UNLESS OTHERWISE NOTED. GALVANIZE ALL STEEL EXPOSED TO WEATHER, UNLESS OTHERWISE NOTED. 14. UNDER NO CIRCUMSTANCES SHALL DRAWINGS BE SCALED OR REFERENCE ELECTRONIC BUILDING UNDER NO CIRCUMSTANCES SHALL DRAWINGS BE SCALED OR REFERENCE ELECTRONIC BUILDING INFORMATION BE USED TO DETERMINE ELEVATIONS OR DIMENSIONS.
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1. GLUED-LAMINATED TIMBER SHALL BE PRODUCED IN ACCORDANCE WITH ANSI A190.1, ICC-ES VAR-1017 GLUED-LAMINATED TIMBER SHALL BE PRODUCED IN ACCORDANCE WITH ANSI A190.1, ICC-ES VAR-1017 AND ASTM D3737. 2. GLUED-LAMINATED TIMBER INDICATED AS 24F-V4 SHALL BE USED FOR SIMPLE SPANS AND 24F-V8 FOR GLUED-LAMINATED TIMBER INDICATED AS 24F-V4 SHALL BE USED FOR SIMPLE SPANS AND 24F-V8 FOR CANTILEVERED SPANS IN ACCORDANCE WITH THE 2013 CBC. 3. GLUED-LAMINATED TIMBER SHALL BE MARKED WITH THE AMERICAN WOOD SYSTEMS APA EWS TRADEMARK GLUED-LAMINATED TIMBER SHALL BE MARKED WITH THE AMERICAN WOOD SYSTEMS APA EWS TRADEMARK INDICATING CONFORMANCE WITH THE MANUFACTURING, QUALITY ASSURANCE AND MARKING PROVISIONS OF ANSI STANDARD A190.1 4. GLUED-LAMINATED TIMBER SHALL BE KILN DRIED FOR GLUE LAMINATING AND THE MOISTURE CONTENT GLUED-LAMINATED TIMBER SHALL BE KILN DRIED FOR GLUE LAMINATING AND THE MOISTURE CONTENT SHALL NOT EXCEED 12% AT THE TIME OF PRODUCTION. 5. GLUED-LAMINATED TIMBER SHALL BE INDUSTRIAL GRADE, EXTERIOR GLUE UNLESS OTHERWISE NOTED. [WET GLUED-LAMINATED TIMBER SHALL BE INDUSTRIAL GRADE, EXTERIOR GLUE UNLESS OTHERWISE NOTED. [WET USE (WATERPROOF) ADHESIVE]. 6. GLUED-LAMINATED TIMBER EXPOSED TO WEATHER SHALL BE PROTECTED WITH APPROVED PRESERVATIVES. GLUED-LAMINATED TIMBER EXPOSED TO WEATHER SHALL BE PROTECTED WITH APPROVED PRESERVATIVES. 7. TEMPERATURE OF GLUED-LAMINATED TIMBER IN USE SHALL NOT EXCEED 150 F. TEMPERATURE OF GLUED-LAMINATED TIMBER IN USE SHALL NOT EXCEED 150 F. 8. SUBMIT CERTIFICATE OF COMPLIANCE TO INSPECTOR OF RECORD PRIOR TO INSTALLING GLUED-LAMINATED SUBMIT CERTIFICATE OF COMPLIANCE TO INSPECTOR OF RECORD PRIOR TO INSTALLING GLUED-LAMINATED BEAMS. 9. GLUED-LAMINATED TIMBER MUST BE FABRICATED IN A LICENSED SHOP. GLUED-LAMINATED TIMBER MUST BE FABRICATED IN A LICENSED SHOP. 10. HEEL CUTS, HOLES AND NOTCHES ARE NOT ALLOWED UNLESS DETAILED ON THE DRAWINGS. HEEL CUTS, HOLES AND NOTCHES ARE NOT ALLOWED UNLESS DETAILED ON THE DRAWINGS. 11. END SEALER: MANUFACTURER'S STANDARD TRANSPARENT, COLORLESS WOOD SEALER, EFFECTIVE IN END SEALER: MANUFACTURER'S STANDARD TRANSPARENT, COLORLESS WOOD SEALER, EFFECTIVE IN RETARDING TRANSMISSION OF MOISTURE AT CROSS-GRAIN CUTS. 12. PENETRATING SEALER: MANUFACTURER'S STANDARD TRANSLUCENT PENETRATING WOOD SEALER WHICH WILL PENETRATING SEALER: MANUFACTURER'S STANDARD TRANSLUCENT PENETRATING WOOD SEALER WHICH WILL NOT INTERFERE WITH APPLICATION OF WOOD STAIN AND TRANSPARENT FINISH, OR PAINT. 13. CONNECTORS, ANCHORS, ACCESSORIES: PROVIDE FABRICATED STEEL (ASTM A36) SHAPES, PLATES OR BARS, CONNECTORS, ANCHORS, ACCESSORIES: PROVIDE FABRICATED STEEL (ASTM A36) SHAPES, PLATES OR BARS, WELDED INTO ASSEMBLIES OF TYPES AND SIZES INDICATED, WITH STEEL BOLTS (ASTM A307), LAG BOLTS (FS FF-B-561), NAILS (FS FF-N-105), AND OTHER STANDARD FASTENERS AS REQUIRED. 14. END-CUTTING SEALING: IMMEDIATELY AFTER END-CUTTING EACH MEMBER TO FINAL LENGTH, AND AFTER END-CUTTING SEALING: IMMEDIATELY AFTER END-CUTTING EACH MEMBER TO FINAL LENGTH, AND AFTER WOOD TREATMENT (IF ANY), APPLY A SATURATION COAT OF END SEALER TO ENDS AND OTHER CROSS SURFACES, KEEPING SURFACES "FLOOD-COATED" FOR NOT LESS THAN 10 MINUTES. 15. SEAL COAT: AFTER FABRICATION AND SANDING OF EACH UNIT, AND END-COAT SEALING, APPLY A HEAVY SEAL COAT: AFTER FABRICATION AND SANDING OF EACH UNIT, AND END-COAT SEALING, APPLY A HEAVY SATURATION COAT OF PENETRATION SEALER ON SURFACES OF EACH UNIT, EXCEPT FOR TREATED WOOD WHERE TREATMENT HAS INCLUDED A WATER REPELLENT.
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1. WOOD MEMBERS SHALL BE DOUGLAS FIR-LARCH PER WCLIB OR WWPA, VISUALLY GRADED DIMENSION WOOD MEMBERS SHALL BE DOUGLAS FIR-LARCH PER WCLIB OR WWPA, VISUALLY GRADED DIMENSION LUMBER AND SHALL BE SURFACED DRY (19% MOISTURE CONTENT MAXIMUM). ALL LUMBER SHALL BEAR THE GRADE STAMP OF AN APPROVED TESTING AGENCY, EXCEPT EXPOSAL LUMBER AT VISIBLE AREAS. STRUCTURAL FRAMING MEMBERS SHALL BE S4S AND GRADE MARKED AS No.1. 2. PLYWOOD SHEATHING SHALL MEET THE REQUIREMENTS OF THE LATEST EDITION OF U.S. PRODUCT PLYWOOD SHEATHING SHALL MEET THE REQUIREMENTS OF THE LATEST EDITION OF U.S. PRODUCT STANDARDS PS 1-95. STRUCTURAL USE PANELS SHALL CONFORM TO NER-108 (APA-PRP-108). EACH PANEL SHALL BE IDENTIFIED WITH THE APPROPRIATE A.P.A. GRADE STAMP. 3. ROOF SHEATHING SHALL BE FIVE PLY WITH THICKNESS AND PANEL INDEX AS INDICATED ON DRAWINGS. ROOF SHEATHING SHALL BE FIVE PLY WITH THICKNESS AND PANEL INDEX AS INDICATED ON DRAWINGS. STAGGER SHEETS PER PLAN. ROOF NAILING SHALL BE PER SCHEDULE ON DRAWINGS. OR AS INDICATED ON NOTES. INSTALL SHEETS WITH FACE GRAIN ACROSS SUPPORTS EXCEPT WHERE NOTED OTHERWISE. 4. ROOF SHEATHING, NAILING AND INSTALLATION SHALL BE INSPECTED AND APPROVED PRIOR TO COVERING. ROOF SHEATHING, NAILING AND INSTALLATION SHALL BE INSPECTED AND APPROVED PRIOR TO COVERING. 5. BOLTS SHALL CONFORM TO ASTM A307. ALL BOLTS THROUGH WOOD SHALL HAVE STANDARD WASHERS. BOLTS SHALL CONFORM TO ASTM A307. ALL BOLTS THROUGH WOOD SHALL HAVE STANDARD WASHERS. BOLT HOLES SHALL BE BORED " TO " LARGER THAN THE BOLT DIAMETER UNLESS NOTED OTHERWISE. 132" TO " LARGER THAN THE BOLT DIAMETER UNLESS NOTED OTHERWISE. 116" LARGER THAN THE BOLT DIAMETER UNLESS NOTED OTHERWISE. ALL BOLTS SHALL BE TIGHTENED PRIOR TO BEING COVERED. WHERE PLATE WASHERS ARE SHOWN ON THE DRAWINGS THEY SHALL BE AS FOLLOWS: 6. NAILS SHALL BE COMMON WIRE NAILS SHALL BE COMMON WIRE NAILS (0.131" x2-1/2" FOR 8d; 0.148" x3" FOR 10d; 0.148" x3-1/4" FOR 12d; 0.162" x3-1/2" FOR 16d) OR ACCESSORIES OF HARDWARE CONNECTORS. SEE CBC FOR MINIMUM NAILING SCHEDULE AT CONNECTIONS. 7. HARDWARE CONNECTORS AND ACCESSORIES SHALL BE SIMPSON STRONG-TIE CONNECTORS OR APPROVED HARDWARE CONNECTORS AND ACCESSORIES SHALL BE SIMPSON STRONG-TIE CONNECTORS OR APPROVED EQUAL. 8. PLYWOOD NAILING SHALL HAVE A MINIMUM EDGE DISTANCE OF 3/8". NAIL HEADS SHALL BE FLUSH WITH PLYWOOD NAILING SHALL HAVE A MINIMUM EDGE DISTANCE OF 3/8". NAIL HEADS SHALL BE FLUSH WITH TOP SURFACE OF PLYWOOD; SINKING NAIL HEADS IS PROHIBITED. 9. LAG SCREWS SHALL BE SCREWED, NOT DRIVEN, INTO WOOD MEMBER WITH PRE-DRILLED HOLES. PILOT LAG SCREWS SHALL BE SCREWED, NOT DRIVEN, INTO WOOD MEMBER WITH PRE-DRILLED HOLES. PILOT HOLES: MATCH DIAMETER AND DEPTH PF SHANK; 75% OF THREADED PORTION. 10. ALL LUMDER IN DIRECT CONTACT WITH CONCRETE, MASONRY, OR EARTH, SHALL BE PRESSURE TREATED ALL LUMDER IN DIRECT CONTACT WITH CONCRETE, MASONRY, OR EARTH, SHALL BE PRESSURE TREATED WOOD OR APPROVED EQUAL. PRESSURE TREATED WOOD SHALL BE TREATED WITH ALKALINE COPPER QUAT (ACQ-C AND ACQ-D), CARBONATE AZOLE (CBA-A), OR COPPER AZOLE (CA-B). 11. ALL LUMBER EXPOSED TO WEATHER SHALL BE PRESSURE TREATED LUMBER.. ALL LUMBER EXPOSED TO WEATHER SHALL BE PRESSURE TREATED LUMBER.. 12. SOLID BLOCKING SHALL BE PLACED BETWEEN JOISTS AT POINTS OF SUPPORT AND POINTS WHERE SOLID BLOCKING SHALL BE PLACED BETWEEN JOISTS AT POINTS OF SUPPORT AND POINTS WHERE SHEATHING IS DISCONTINUOUS. 13. WOOD MEMBER WITH WANE SHALL NOT BE LOCATED AT PLYWOOD JOINT. WOOD MEMBER WITH WANE SHALL NOT BE LOCATED AT PLYWOOD JOINT. 14. NO STRUCTURAL MEMBER SHALL BE CUT WITHOUT THE APPROVAL OF THE STRUCTURAL ENGINEER. NO STRUCTURAL MEMBER SHALL BE CUT WITHOUT THE APPROVAL OF THE STRUCTURAL ENGINEER. 15. HARDWARE CONNECTING WOOD MEMBERS SHALL BE RECESSED WHEN REQUIRED BY ARCHITECTURAL FINISH. HARDWARE CONNECTING WOOD MEMBERS SHALL BE RECESSED WHEN REQUIRED BY ARCHITECTURAL FINISH. VERIFY WITH ARCHITECTURAL DRAWINGS. 16. 0.229"x2"x2" STEEL PLATE WASHERS (OR SIMPSON BP) SHALL BE USED FOR ALL SILL PLATE ANCHOR 0.229"x2"x2" STEEL PLATE WASHERS (OR SIMPSON BP) SHALL BE USED FOR ALL SILL PLATE ANCHOR BOLTS AND HOLDOWN CONNECTOR BOLTS UNLESS OTHERWISE NOTED. SIMPSON BP SHALL BE PROTECTED WITH ZMAX (G185) COATING. 17. ALL BOLTS SHALL BE RE-TIGHTENED JUST PRIOR TO BEING COVERED. ALL BOLTS SHALL BE RE-TIGHTENED JUST PRIOR TO BEING COVERED. 18. BOLT HOLES AT WOOD MEMBERS SHALL NOT BE MORE THAN 1/16" LARGER THAN THE BOLT DIAMETER. BOLT HOLES AT WOOD MEMBERS SHALL NOT BE MORE THAN 1/16" LARGER THAN THE BOLT DIAMETER. 19. ALL HARDWARE AND FASTENERS SHALL BE ZINC- COATED. ALL NAILS INTO TREATED SILL PLATES SHALL ALL HARDWARE AND FASTENERS SHALL BE ZINC- COATED. ALL NAILS INTO TREATED SILL PLATES SHALL BE HOT-DIPPED ZINC-COATED GALVANIZED OR SIMPSON ZMAX (G185) COATED NAILS. 20. SOLID BLOCKING OR EQUIVALENT CROSS-BRIDGING SHALL BE INSTALLED BETWEEN ALL ROOF JOISTS AT SOLID BLOCKING OR EQUIVALENT CROSS-BRIDGING SHALL BE INSTALLED BETWEEN ALL ROOF JOISTS AT THE SPACING PER CODE. 21. FIRE BLOCKING SHALL BE INSTALLED BETWEEN ALL WALL STUDS IF REQUIRED BY CODE.FIRE BLOCKING SHALL BE INSTALLED BETWEEN ALL WALL STUDS IF REQUIRED BY CODE.
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BOLT SIZE
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PLATE SIZE
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12"
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58 ""
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34"
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78"
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1"
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316" x 2" x 2"
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14" x 2 " x 2 "12" x 2 "12"
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516" x 2 " x 2 "34" x 2 "34"
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516" x 3" x 3"
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38" x 3 " x 3 "12" x 3 "12"
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1. PROVIDE SHORING THAT WILL PROTECT THE EXISTING BUILDING FRAMING AND MAINTAIN THE LOCATION OF PROVIDE SHORING THAT WILL PROTECT THE EXISTING BUILDING FRAMING AND MAINTAIN THE LOCATION OF EXISTING FRAMING MEMBERS TO ALLOW THE REPAIR AND RECONSTRUCTION OF DAMAGED AND DETERIORATED FRAMING. 2. SHORING DESIGN SHALL BE PREPARED AND STAMPED BY A CALIFORNIA LICENSED STRUCTURAL ENGINEER. SHORING DESIGN SHALL BE PREPARED AND STAMPED BY A CALIFORNIA LICENSED STRUCTURAL ENGINEER. 3. SHORING SHALL BE COMPATIBLE WITH THE EXISTING STRUCTURAL SYSTEM. SHORING SHALL BE COMPATIBLE WITH THE EXISTING STRUCTURAL SYSTEM. 4. SHORING SHALL CARRY DEAD, LIVE, AND CONSTRUCTION LOADS FROM SUPPORTED ELEMENTS DOWN TO SHORING SHALL CARRY DEAD, LIVE, AND CONSTRUCTION LOADS FROM SUPPORTED ELEMENTS DOWN TO ADEQUATE SUPPORT ON GRADE. BEARING PRESSURE AT GRADE NOT TO EXCEED 1,000 PSF. DO NOT USE EXISTING STRUCTURE TO TRANSFER SHORING LOADS. 5. THE SHORING SHALL BE SOUND, RIGID AND CAPABLE OF CARRYING THE MAXIMUM INTENDED LOAD WITHOUT THE SHORING SHALL BE SOUND, RIGID AND CAPABLE OF CARRYING THE MAXIMUM INTENDED LOAD WITHOUT SETTLEMENT OR DISPLACEMENT. 6. CONTRACTOR IS RESPONSIBLE FOR MONITORING ACCESS TO SHORED FRAMING TO ENSURE THAT THE LOAD CONTRACTOR IS RESPONSIBLE FOR MONITORING ACCESS TO SHORED FRAMING TO ENSURE THAT THE LOAD LIMITS (INCLUDING WEIGHT OF PERSONNEL, AND THEIR EQUIPMENT, MATERIALS AND CONTENTS) IDENTIFIED BY THE SHORING DESIGN ARE ADHERED TO. 7. WHEN TEMPORARY STORAGE OF MATERIAL, OR EQUIPMENT ON SHORED AREAS BECOMES NECESSARY, WHEN TEMPORARY STORAGE OF MATERIAL, OR EQUIPMENT ON SHORED AREAS BECOMES NECESSARY, SPECIAL CONSIDERATION SHALL BE GIVEN TO THESE AREAS AND THEY SHALL BE STRENGTHENED TO MEET THESE LOADS. 8. PRIOR TO DEMOLITION, THE METHOD OF REPAIR SHALL BE EVALUATED TO INSURE THAT ADDITIONAL LOADS PRIOR TO DEMOLITION, THE METHOD OF REPAIR SHALL BE EVALUATED TO INSURE THAT ADDITIONAL LOADS DUE TO EQUIPMENT, CUTTING, ETC., WILL NOT ADVERSELY AFFECT THE SHORING OR STRUCTURE. 9. SHORING DESIGN INCLUDING DRAWINGS AND CALCULATIONS SHALL BE SUBMITTED TO THE ENGINEER FOR SHORING DESIGN INCLUDING DRAWINGS AND CALCULATIONS SHALL BE SUBMITTED TO THE ENGINEER FOR REVIEW PRIOR TO INSTALLATION. 10. A COPY OF THE SHORING LAYOUT SHALL BE AVAILABLE AND USED ON THE JOB SITE AT ALL TIMES. A COPY OF THE SHORING LAYOUT SHALL BE AVAILABLE AND USED ON THE JOB SITE AT ALL TIMES. 11. SHORING EQUIPMENT SHALL BE ADEQUATELY ERECTED, BRACED AND MAINTAINED SO THAT IT WILL SAFELY SHORING EQUIPMENT SHALL BE ADEQUATELY ERECTED, BRACED AND MAINTAINED SO THAT IT WILL SAFELY SUPPORT ALL VERTICAL AND LATERAL LOADS THAT MIGHT BE APPLIED, UNTIL SUCH LOADS CAN BE SUPPORTED BY THE PRIMARY STRUCTURE. 12. THE SHORING SETUP SHALL BE CHECKED BY THE CONTRACTOR WHO ERECTS THE SHORING EQUIPMENT TO THE SHORING SETUP SHALL BE CHECKED BY THE CONTRACTOR WHO ERECTS THE SHORING EQUIPMENT TO DETERMINE THAT ALL DETAILS OF THE SHORING DESIGN INCLUDING LATERAL BRACING HAVE BEEN MET. 13. ERECTED SHORING EQUIPMENT AND/OR ELEMENTS SHALL BE INSPECTED BY THE CONTRACTOR IMMEDIATELY ERECTED SHORING EQUIPMENT AND/OR ELEMENTS SHALL BE INSPECTED BY THE CONTRACTOR IMMEDIATELY PRIOR TO ANY DEMOLITION, DURING REPAIRS, AND UNTIL STRUCTURAL FRAMING IS COMPLETE. 14. ANY ERECTED SHORING EQUIPMENT AND/OR ELEMENTS THAT IS DAMAGED OR WEAKENED SHALL BE ANY ERECTED SHORING EQUIPMENT AND/OR ELEMENTS THAT IS DAMAGED OR WEAKENED SHALL BE IMMEDIATELY REMOVED AND REPLACED BY ADEQUATE SHORING. 15. SHORING AS REQUIRED ARE CONSIDERED MEANS AND METHODS OF CONSTRUCTION. DESIGN AND SHORING AS REQUIRED ARE CONSIDERED MEANS AND METHODS OF CONSTRUCTION. DESIGN AND INSTALLATION OF SHORING ARE NOT SUBJECT TO REVIEW, APPROVAL, AND INSPECTIONS BY THE DIVISION OF THE STATE ARCHITECT (DSA). SHORING DESIGN AND INSTALLATION ARE THE RESPONSIBILITY OF THE CONTRACTOR TO COMPLY WITH ALL APPLICABLE RULES AND REGULATIONS.
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1. PROVIDE NON-SHRINK, NON-METALLIC, NON-CORROSIVE PORTLAND CEMENT BASED MATERIAL CONFORMING PROVIDE NON-SHRINK, NON-METALLIC, NON-CORROSIVE PORTLAND CEMENT BASED MATERIAL CONFORMING WITH ALL PROPERTIES OF ASTM C1107 AND WITH A CURRENT CODE EVALUATION REPORT FROM ONE OF THE FOLLOWING MANUFACTURER'S: a. SIKA SIKA b. QUIKRETE QUIKRETE c. BASF BASF d. APPROVED EQUAL APPROVED EQUAL 2. GROUT SHALL COMPLY WITH THE FOLLOWING PERFORMANCE REQUIREMENTS: GROUT SHALL COMPLY WITH THE FOLLOWING PERFORMANCE REQUIREMENTS: EXPANSION: 0.4 PERCENT MAXIMUM AT 28 DAYS. GROUT WILL EXHIBIT NO DISPLACEMENT WHEN TESTED IN ACCORDANCE WITH ASTM C157/C157M. SHRINKAGE: NONE (0.0 PERCENT SHRINKAGE AT 28 DAYS WHEN TESTED IN ACCORDANCE WITH ASTM C827 AND ASTM C 1090). THERE SHALL BE NO VOLUME SHRINKAGE OF GROUT IN THE PLASTIC OR HARDENED STAGE AT ANY TIME. COMPRESSIVE STRENGTH: 5,000 PSI MINIMUM AT 28 DAYS WHEN TESTED IN ACCORDANCE WITH ASTM C109/C109M. 3. SURFACE PREPARATION AND INSTALLATION SHALL BE IN CONFORMANCE WITH THE MANUFACTURER'S SURFACE PREPARATION AND INSTALLATION SHALL BE IN CONFORMANCE WITH THE MANUFACTURER'S WRITTEN INSTALLATION INSTRUCTIONS. 4. ADD THE MINIMUM AMOUNT OF WATER NECESSARY TO PRODUCE THE DESIRED FLOW CHARACTERISTICS. DO NOT EXCEED A FLOW OF 20 SECONDS PER ASTM C939. 5. SUBMIT MANUFACTURER'S PRODUCT LITERATURE, WRITTEN INSTALLATION INSTRUCTIONS, AND MATERIAL SAFETY DATA SHEETS (MSDS) FOR REVIEW. DO NOT USE ANY CONCRETE OR GROUT CONTAINING CHLORIDES. WATER USED IN MIX SHALL BE CLEAN AND POTABLE. 6. REPAIR UNUSED CORED OR DRILLED HOLES BY FILLING WITH NON-SHRINK GROUT AT CONCRETE AND MASONRY, FINISH SURFACE TO MATCH THE ADJACENT CONDITION. 7. FOR THICK GROUT LAYERS FOLLOW MANUFACTURER'S GUIDELINES TO ATTAIN THE REQUIRED STRENGTH, WHICH MAY INCLUDE THE ADDITION OF " AGGREGATE.38" AGGREGATE.
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1. POST-INSTALLED MECHANICAL ANCHORS INTO MASONRY SHALL BE SIMPSON WEDGE-ALL (ICC-ESR-1396), POST-INSTALLED MECHANICAL ANCHORS INTO MASONRY SHALL BE SIMPSON WEDGE-ALL (ICC-ESR-1396), HILTI KWIK-BOLT 3 (ICC ESR-1385), OR EQUAL. INSTALL ANCHORS IN CONFORMANCE WITH THE ICC REPORT AND MANUFACTURER'S SPECIFICATIONS. COMPLY WITH ACI 530 AND CBC. 2. ALL HOLES SHALL BE DRILLED PER MANUFACTURER'S RECOMMENDATIONS. CORE DRILLED HOLES ARE NOT ALL HOLES SHALL BE DRILLED PER MANUFACTURER'S RECOMMENDATIONS. CORE DRILLED HOLES ARE NOT PERMITTED. 7. CONTRACTOR SHALL DETERMINE LOCATION OF EXISTING REINFORCING STEEL PRIOR TO DRILLING FOR ANCHORS, AND CONTRACTOR SHALL DETERMINE LOCATION OF EXISTING REINFORCING STEEL PRIOR TO DRILLING FOR ANCHORS, AND DRILL THE ANCHOR HOLES TO CLEAR THE REINFORCING STEEL PER THESE NOTES. NO REINFORCING STEEL SHALL BE NICKED, CUT OR DAMAGED IN ANY WAY. DAMAGED REINFORCING WILL BE REPLACED BY THE CONTRACTOR AT NO ADDITIONAL COST. IF THE LOCATION OF ANCHORS MUST BE MOVED SLIGHTLY TO ACCOMMODATE THE LOCATION OF EXISTING REINFORCING STEEL, THE CONTRACTOR SHALL PREPARED A SLIGHTLY MODIFIED DESIGN OF THE ITEM TO BE ANCHORED AND SUBMIT TO THE ENGINEER FOR APPROVAL PRIOR TO FABRICATION. THE MODIFIED DESIGN SUGGESTED BY THE CONTRACTOR SHALL INVOLVE THE ABSOLUTE MINIMUM RELOCATION OF ANCHORS TO MEET THE DETAILS AND REQUIREMENTS HEREIN, AND SHALL BE BASED ON A TEMPLATE BY THE CONTRACTOR WHICH ACCURATELY PORTRAYS THE POSITION OF THE ANCHORS. 8. MAINTAIN A MINIMUM CLEARANCE OF 1-INCH BETWEEN THE REINFORCEMENT AND THE POST-INSTALLED MAINTAIN A MINIMUM CLEARANCE OF 1-INCH BETWEEN THE REINFORCEMENT AND THE POST-INSTALLED ANCHOR. 9. ANCHORS SHALL BE INSTALLED A MINIMUM OF 1 INCH FROM ANY VERTICAL MORTAR JOINT. ANCHORS SHALL BE INSTALLED A MINIMUM OF 1 INCH FROM ANY VERTICAL MORTAR JOINT. 38 INCH FROM ANY VERTICAL MORTAR JOINT. 10. ANCHOR LOCATIONS ARE LIMITED TO ONE PER MASONRY CELL, WITH A MINIMUM SPACING OF 8 INCHES ON ANCHOR LOCATIONS ARE LIMITED TO ONE PER MASONRY CELL, WITH A MINIMUM SPACING OF 8 INCHES ON CENTER. 11. EMBEDMENT SHALL BE MEASURED FROM THE OUTSIDE FACE OF THE CONCRETE MASONRY UNIT. EMBEDMENT SHALL BE MEASURED FROM THE OUTSIDE FACE OF THE CONCRETE MASONRY UNIT. 12. STAINLESS STEEL ANCHORS SHALL BE PROVIDED FOR EXTERIOR EXPOSURES. STAINLESS STEEL ANCHORS SHALL BE PROVIDED FOR EXTERIOR EXPOSURES. 13. CONTINUOUS SPECIAL INSPECTION IS REQUIRED. CONTINUOUS SPECIAL INSPECTION IS REQUIRED. * ANCHORS MUST ATTAIN SPECIFIED TORQUE WITHIN ONE-HALF TURN OF THE NUT. ANCHORS MUST ATTAIN SPECIFIED TORQUE WITHIN ONE-HALF TURN OF THE NUT. 14. PER 1704A.4 TEST POST-INSTALLAED ANCHORS IN MASONRY USING THE REQUIREMENTS FOR TEST LOADS, PER 1704A.4 TEST POST-INSTALLAED ANCHORS IN MASONRY USING THE REQUIREMENTS FOR TEST LOADS, FREQUENCY, ACCEPTANCE CRITERIA AND PROCEDURE SET FORTH IN CBC 1909A.5. TEST LOADS SHALL BE IN ACCORDANCE WITH 1910A.5.2. 15. POST-INSTALLED ADHESIVE ANCHORS SHALL USE HILTI HIT HY 70 PER ICC ESR-2682 FOR RODS PER POST-INSTALLED ADHESIVE ANCHORS SHALL USE HILTI HIT HY 70 PER ICC ESR-2682 FOR RODS PER TABLE BELOW. .
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5/8"
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3/4"
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2.75"
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4"
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3.25"
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4.375"
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4"
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12"
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4"
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12"
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4"
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12"
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4"
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12"
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1302 LB
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1384 LB
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1998 LB
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2070 LB
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1658 LB
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1658 LB
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2632 LB
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2632 LB
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65 FT-LB
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120 FT-LB
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ANCHOR DIAMETER (INCH)
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MIN. EMBED "A" (INCH)
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MIN. EDGE DISTANCE "B" (INCH)
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TEST - MIN. TENSION LOAD (LBS)
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TEST - MIN. TORQUE (FT-LBS) **
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ANCHOR DIAMETER (INCH)
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MIN. EMBED (INCH)
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MIN. EDGE DISTANCE (INCH)
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TEST - MIN. TENSION LOAD (LBS)
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5 "58"
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58"
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34"
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6 "34"
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4"
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1 " AT TOP34" AT TOP
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4"
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1 " AT TOP34" AT TOP
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1310 AT SIDE
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1590 AT TOP
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2045 AT SIDE
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1. THE CONTRACTOR SHALL FOLLOW THE MANUFACTURE'S SPECIFICATION FOR RODS INSTALLATION AT THE CONTRACTOR SHALL FOLLOW THE MANUFACTURE'S SPECIFICATION FOR RODS INSTALLATION AT EXISTING MASONRY. 2. HOLES SHALL BE DRILLED ACCORDING TO THE ANCHORING SYSTEM'S SPECIFICATIONS AND DO NOT CUT HOLES SHALL BE DRILLED ACCORDING TO THE ANCHORING SYSTEM'S SPECIFICATIONS AND DO NOT CUT REINFORCING STEEL. TRIAL HOLES ± 1/2" APART MAY BE REQUIRED AND FILL UNUSED HOLES WITH NON-SHRINK GROUT. 3. DRILLED HOLE SHALL BE CLEANED WITH A BRUSH AND CLEAN COMPRESSED AIR. DRILLED HOLE SHALL BE CLEANED WITH A BRUSH AND CLEAN COMPRESSED AIR. 4. WHILE ATTACHING STEEL MEMBERS TO THE MASONRY USING ANCHORS, INSTALL ANCHORS BEFORE WHILE ATTACHING STEEL MEMBERS TO THE MASONRY USING ANCHORS, INSTALL ANCHORS BEFORE DRILLING THE HOLES AT ATTACHED STEEL MEMBERS. THE HOLES AT STEEL MEMBERS SHALL MATCH THE LOCATION OF INSTALLED ANCHORS. 5. WHILE ANCHORING STEEL MEMBERS AGAINST MASONRY, PROVIDE LOCK-WASHER AND NUT AT EACH WHILE ANCHORING STEEL MEMBERS AGAINST MASONRY, PROVIDE LOCK-WASHER AND NUT AT EACH ANCHOR ROD.
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DATE SIGNED: 11-18-16
ABBREVIATIONS NAILING
CHANGES
TESTS AND INSPECTIONS
RIO HONDO COLLEGE
3600 Workman Mill Rd.
Whittier, CA 90601
03-16-2018
DATEDESCRIPTIONREV.
OWNER REQUESTED CHANGES
RIO HONDO COLLEGE
3600 Workman Mill Rd.
Whittier, CA 90601
ISSUE
STAMP
STAMP
ENGINEER/ARCHITECT
PROJECT NAME
CLIENT
PROJECT NO.
PRINT DATE
DRAWN BY
CHECKED BY
14.120
NOT
FOR
CONS
TRUC
TIO
N SHEET TITLE
SHEET NUMBER
3/15/2018
KEY PLAN
1 PETERS CANYON ROAD, SUITE 130IRVINE, CA 92606
TEL: 949-387-8500, FAX: 949-387-0800
IDS
ADMINISTRATION OF
JUSTICE ANNEX
PISTOL-RIFLE RANGE
GLUE LAMINATED
BEAM REPLACEMENT
/ REPAIR
IDENTIFICATION STAMP
DIV. OF THE STATE ARCHITECT
OFFICE OF REGULATION SERVICES
DATE
AC FLS
APPL 03-117200
SS
FIL
E: 1
9-C
12
1
-
-
GENERAL NOTES
S-0.2
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@ AT AT & AND AND A.B. ANCHOR BOLT ANCHOR BOLT ABV. ABOVE ABOVE ADD'L. (ADDL.) ADDITIONAL ADDITIONAL ADJ. ADJACENT ADJACENT ALT. ALTERNATE ALTERNATE APPRX. (APPROX.) APPROXIMATE(LY) APPROXIMATE(LY) ARCH. ARCHITECT(URAL) ARCHITECT(URAL) BLDG. BUILDING BUILDING BLKG. BLOCKING BLOCKING BLW. BELOW BELOW BM. BEAM BEAM B.N. BOUNDARY NAILING BOUNDARY NAILING BNDRY. BOUNDARY BOUNDARY BOT. (B) BOTTOM BOTTOM BRCG. BRACING BRACING BRDG. BRIDGE (ING) BRIDGE (ING) BRG. BEARING BEARING BTWN. BETWEEN BETWEEN CBC CALIFORNIA BUILDING CODE CALIFORNIA BUILDING CODE C.I.P. CAST-IN-PLACE CAST-IN-PLACE C.J. CONTROL JOINT; CONTROL JOINT; CONSTRUCTION JOINT C.L. ( ) CENTER LINE CENTER LINE CLG. CEILING CEILING CLR. CLEAR CLEAR COL. COLUMN COLUMN CONC. CONCRETE CONCRETE CONN. CONNECTION CONNECTION CONST. CONSTRUCTION CONSTRUCTION CONT. CONTINUOUS CONTINUOUS C.P. COMPLETE-PENETRATION COMPLETE-PENETRATION CTSK. COUNTERSINK COUNTERSINK CTR. CENTER(ED) CENTER(ED) d d PENNY NAIL d PENNY NAIL DBL. DOUBLE DOUBLE DEPT. DEPARTMENT DEPARTMENT D.F. DOUGLAS FIR DOUGLAS FIR DIA. ( )DIAMETER DIAG. DIAGONAL DIAGONAL DIAPH. DIAPHRAGM DIAPHRAGM DIM. DIMENSION DIMENSION DN. DOWN DOWN DSA DIVISION OF THE STATE DIVISION OF THE STATE ARCHITECT DWG. (DWGS.) DRAWING(S) DRAWING(S) DWL. DOWEL DOWEL EA. EACH EACH E.F. EACH FACE EACH FACE E.J. EXPANSION JOINT EXPANSION JOINT EL. ELEVATION ELEVATION EMB. EMBED(MENT) EMBED(MENT) E.N. EDGE NAIL EDGE NAIL ENG. ENGINEER ENGINEER EQ. EQUAL EQUAL EQPT. EQUIPMENT EQUIPMENT EXP. EXPANSION EXPANSION EXIST. (E) EXISTING EXISTING EXT. EXTERIOR EXTERIOR FDN. FOUNDATION FOUNDATION FIN. FINISH(ED) FINISH(ED) FLR. FLOOR FLOOR F.N. FIELD NAIL; FACE NAIL FIELD NAIL; FACE NAIL F.O.C. FACE OF CONCRETE FACE OF CONCRETE F.O.M. FACE OF MASONRY FACE OF MASONRY F.O.S. FACE OF STUD FACE OF STUD F.O.W. FACE OF WALL FACE OF WALL F.P. FULL (COMPLETE) PENETRATION FULL (COMPLETE) PENETRATION FT. (') FOOT (FEET) FOOT (FEET) FTG. FOOTING FOOTING F.V. FIELD VERIFY FIELD VERIFY GA. GAUGE GAUGE GALV. GALVANIZE(D) GALVANIZE(D) GLB. GLU-LAM/GLULAM GLU-LAM/GLULAM GLUED LAMINATED BEAM GRD. GRADEGRADE
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LAT. LATERAL LATERAL L.B. LAG BOLT LAG BOLT LB (#) POUND POUND L.F. LINEAL FEET (FOOT) LINEAL FEET (FOOT) LLH LONG LEG HORIZONTAL LONG LEG HORIZONTAL LLV LONG LEG VERTICAL LONG LEG VERTICAL LT. WT. LIGHT WEIGHT LIGHT WEIGHT MAX. MAXIMUM MAXIMUM M.B. MACHINE BOLT MACHINE BOLT MFR. MANUFACTURER MANUFACTURER MIN. MINIMUM MINIMUM MISC. MISCELLANEOUS MISCELLANEOUS MTL. METAL METAL (N) NEW NEW NO. (#) NUMBER NUMBER N.T.S. NOT TO SCALE NOT TO SCALE O/C (O.C.) ON CENTER ON CENTER O.H. OPPOSITE HAND OPPOSITE HAND OPNG. OPENING OPENING OPP. OPPOSITE OPPOSITE PCF POUNDS PER CU.FT. POUNDS PER CU.FT. PL. PLATE PLATE PLYWD. PLYWOOD PLYWOOD P.P. PARTIAL-PENETRATION PARTIAL-PENETRATION P.S.F. POUNDS PER SQUARE FOOT POUNDS PER SQUARE FOOT P.S.I. POUNDS PER SQUARE INCH POUNDS PER SQUARE INCH P.T. PRESSURE TREATED PRESSURE TREATED QTY. QUANTITY QUANTITY RAD. (R) RADIUS RADIUS REF. REFERENCE REFERENCE REINF. REINFORCEMENT (ING) REINFORCEMENT (ING) REQ'D. (REQD.) REQUIRED REQUIRED RF. ROOF ROOF S.A.D. SEE ARCHITECTURAL DRAWINGS SEE ARCHITECTURAL DRAWINGS SCH. SCHEDULE SCHEDULE SEP. SEPARATION SEPARATION SHT. SHEET SHEET SIM. SIMILAR SIMILAR S.O.G. SLAB-ON-GRADE SLAB-ON-GRADE SQ. SQUARE SQUARE ST SNUG-TIGHTENED SNUG-TIGHTENED STD. STANDARD STANDARD STAGG. STAGGER(ED) STAGGER(ED) STL. STEEL STEEL STRUC(T). STRUCTURAL STRUCTURAL T&B TOP AND BOTTOM TOP AND BOTTOM T&G TONGUE AND GROOVE TONGUE AND GROOVE THK. THICK(NESS) THICK(NESS) T.N. TOE NAIL TOE NAIL T.O. TOP OF TOP OF T.O.C. TOP OF CONCRETE TOP OF CONCRETE T.O.S. TOP OF STEEL; TOP OF STEEL; TOP OF SHEATHING T.O.W. TOP OF WALL TOP OF WALL T.S.G. TAPERED STEEL GIRDER TAPERED STEEL GIRDER TYP. TYPICAL TYPICAL U.O.N. (U.N.O.) UNLESS OTHERWISE NOTEDUNLESS OTHERWISE NOTED
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HORIZ. (H) HORIZONTAL HORIZONTAL HT. HEIGHT HEIGHT I.D. INSIDE DIAMETER INSIDE DIAMETER IN. (") INCH(ES) INCH(ES) INFO. INFORMATION INFORMATION JST. JOIST JOIST JT. JOINTJOINT
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VERT. (V) VERTICAL VERTICAL V.I.F. VERIFY IN FIELD VERIFY IN FIELD W/ WITH WITH WD. WOOD WOOD W.P. WORK POINT WORK POINT WT. WEIGHTWEIGHT
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CONNECTION FASTENING LOCATION CONNECTION FASTENING LOCATION FASTENING LOCATION a, m LOCATION LOCATION 1. JOIST TO SILL OR GIRDER 3 - 8d COMMON (2 " x 0.131") TOENAIL JOIST TO SILL OR GIRDER 3 - 8d COMMON (2 " x 0.131") TOENAIL 3 - 8d COMMON (2 " x 0.131") TOENAIL 12" x 0.131") TOENAIL TOENAIL 2. BRIDGING TO JOIST 2 - 8d COMMON (2 " x 0.131") TOENAIL EACH END BRIDGING TO JOIST 2 - 8d COMMON (2 " x 0.131") TOENAIL EACH END 2 - 8d COMMON (2 " x 0.131") TOENAIL EACH END 2 - 8d COMMON (2 " x 0.131") TOENAIL EACH END 12" x 0.131") TOENAIL EACH END TOENAIL EACH END 3. BLOCKING BETWEEN JOISTS OR RAFTERS TO TOP PLATE 3 - 8d COMMON (2 " x 0.131") TOENAIL BLOCKING BETWEEN JOISTS OR RAFTERS TO TOP PLATE 3 - 8d COMMON (2 " x 0.131") TOENAIL 3 - 8d COMMON (2 " x 0.131") TOENAIL 12" x 0.131") TOENAIL TOENAIL 4. CEILING JOISTS TO PLATE 3 - 8d COMMON (2 " x 0.131") TOENAIL CEILING JOISTS TO PLATE 3 - 8d COMMON (2 " x 0.131") TOENAIL 3 - 8d COMMON (2 " x 0.131") TOENAIL 12" x 0.131") TOENAIL TOENAIL 5. WIDER THAN 1" x 8" SHEATHING TO EACH BEARING 3 - 8d COMMON (2 " x 0.131") FACE NAIL WIDER THAN 1" x 8" SHEATHING TO EACH BEARING 3 - 8d COMMON (2 " x 0.131") FACE NAIL 3 - 8d COMMON (2 " x 0.131") FACE NAIL 12" x 0.131") FACE NAIL FACE NAIL 6. 2" PLANKS 16d COMMON (3 " x 0.162") AT EACH BEARING 2" PLANKS 16d COMMON (3 " x 0.162") AT EACH BEARING 16d COMMON (3 " x 0.162") AT EACH BEARING 12" x 0.162") AT EACH BEARING AT EACH BEARING 7. ROOF RAFTER TO 2-BY RIDGE BEAM 2 - 16d COMMON (3 " x 0.162") TOENAIL ROOF RAFTER TO 2-BY RIDGE BEAM 2 - 16d COMMON (3 " x 0.162") TOENAIL 2 - 16d COMMON (3 " x 0.162") TOENAIL 12" x 0.162") TOENAIL TOENAIL 2 - 16d COMMON (3 " x 0.162") FACE NAIL 12" x 0.162") FACE NAIL FACE NAIL 8. LEDGER STRIP 3 - 16d COMMON (3 " x 0.162") FACE NAIL AT EACH JOIST LEDGER STRIP 3 - 16d COMMON (3 " x 0.162") FACE NAIL AT EACH JOIST 3 - 16d COMMON (3 " x 0.162") FACE NAIL AT EACH JOIST 12" x 0.162") FACE NAIL AT EACH JOIST FACE NAIL AT EACH JOIST 9. WOOD STRUCTURAL PANELS AND PARTICILEBOARD " AND LESS 6d WOOD STRUCTURAL PANELS AND PARTICILEBOARD " AND LESS 6d b " AND LESS 6d 12" AND LESS 6d 6d c,1 SUBFLOOR, ROOF AND WALL SHEATHING " TO " 8d OR 6d 1932" TO " 8d OR 6d 34" 8d OR 6d 8d OR 6d d OR 6d 6d e (TO FRAMING) " TO 1" 10d OR 8d " TO 1" 10d OR 8d 78" TO 1" 10d OR 8d d OR 8d 8d e 1 " TO 1 " 10d OR 8d 18" TO 1 " 10d OR 8d 14" 10d OR 8d 10d OR 8d d OR 8d 8d e 10. PANEL SIDING (TO FRAMING) " AND LESS 6d PANEL SIDING (TO FRAMING) " AND LESS 6d 12" AND LESS 6d 6d f 58" 8d 8d f11. INTERIOR PANELING " 4d INTERIOR PANELING " 4d 14" 4d 4d j 38" 6d 6d k
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a. COMMON OR BOX NAILS ARE PERMITTED TO BE USED EXCEPT WHERE OTHERWISE STATED. COMMON OR BOX NAILS ARE PERMITTED TO BE USED EXCEPT WHERE OTHERWISE STATED. b. NAILS SPACED AT 6 INCHES ON CENTER AT EDGES, 12 INCHES AT INTERMEDIATE SUPPORTS EXCEPT 6 INCHES AT SUPPORTS WHERE NAILS SPACED AT 6 INCHES ON CENTER AT EDGES, 12 INCHES AT INTERMEDIATE SUPPORTS EXCEPT 6 INCHES AT SUPPORTS WHERE SPANS ARE 48 INCHES OR MORE. FOR NAILING OF WOOD STRUCTURAL PANEL AND PARTICLEBOARD DIAPHRAGMS AND SHEAR WALLS, REFER TO SECTION 2305. NAILS FOR WALL SHEATHING ARE PERMITTED TO BE COMMON, BOX OR CASING. c. COMMON OR DEFORMED SHANK (6d - 2" x 0.113"; 8d - 2 " x 0.131"; 10d - 3" x 0.148"). COMMON OR DEFORMED SHANK (6d - 2" x 0.113"; 8d - 2 " x 0.131"; 10d - 3" x 0.148"). COMMON OR DEFORMED SHANK (6d - 2" x 0.113"; 8d - 2 " x 0.131"; 10d - 3" x 0.148"). 12" x 0.131"; 10d - 3" x 0.148"). d. COMMON (6d - 2" x 0.113"; 8d - 2 " x 0.131"; 10d - 3 x 0.148"). COMMON (6d - 2" x 0.113"; 8d - 2 " x 0.131"; 10d - 3 x 0.148"). 12" x 0.131"; 10d - 3 x 0.148"). e. DEFORMED SHANK (6d - 2" x 0.113"; 8d - 2 " x 0.131"; 10d - 3" x 0.148"). DEFORMED SHANK (6d - 2" x 0.113"; 8d - 2 " x 0.131"; 10d - 3" x 0.148"). DEFORMED SHANK (6d - 2" x 0.113"; 8d - 2 " x 0.131"; 10d - 3" x 0.148"). 12" x 0.131"; 10d - 3" x 0.148"). f. CORROSION-RESISTANT SIDING (6d - 1 " x 0.106"; 8d - 2 " x 0.128") OR CASING (6d - 2" x 0.099"; 8d - 2 " x 0.113") CORROSION-RESISTANT SIDING (6d - 1 " x 0.106"; 8d - 2 " x 0.128") OR CASING (6d - 2" x 0.099"; 8d - 2 " x 0.113") 78" x 0.106"; 8d - 2 " x 0.128") OR CASING (6d - 2" x 0.099"; 8d - 2 " x 0.113") 38" x 0.128") OR CASING (6d - 2" x 0.099"; 8d - 2 " x 0.113") 12" x 0.113") NAIL. g. FASTENERS SPACED 3 INCHES ON CENTER AT EXTERIOR EDGES AND 6 INCHES ON CENTER AT INTERMEDIATE SUPPORTS, WHEN USED FASTENERS SPACED 3 INCHES ON CENTER AT EXTERIOR EDGES AND 6 INCHES ON CENTER AT INTERMEDIATE SUPPORTS, WHEN USED AS STRUCTURAL SHEATHING. SPACING SHALL BE 6 INCHES ON CENTER ON THE EDGES AND 12 INCHES ON CENTER AT INTERMEDIATE SUPPORTS FOR NON-STRUCTURAL APPLICATIONS. h. CORROSION-RESISTANT ROOFING NAILS WITH -INCH-DIAMETER HEAD AND 1 -INCH LENGTH FOR -INCH SHEATHING AND CORROSION-RESISTANT ROOFING NAILS WITH -INCH-DIAMETER HEAD AND 1 -INCH LENGTH FOR -INCH SHEATHING AND 716-INCH-DIAMETER HEAD AND 1 -INCH LENGTH FOR -INCH SHEATHING AND 12-INCH LENGTH FOR -INCH SHEATHING AND 12-INCH SHEATHING AND 1 -INCH LENGTH FOR -INCH SHEATHING. 34-INCH LENGTH FOR -INCH SHEATHING. 2532-INCH SHEATHING. i. CORROSION-RESISTANT STAPLES WITH NOMINAL -INCH CROWN OR 1-INCH CROWN AND 1 -INCH LENGTH FOR -INCH CORROSION-RESISTANT STAPLES WITH NOMINAL -INCH CROWN OR 1-INCH CROWN AND 1 -INCH LENGTH FOR -INCH 716-INCH CROWN OR 1-INCH CROWN AND 1 -INCH LENGTH FOR -INCH 14-INCH LENGTH FOR -INCH 12-INCH SHEATHING AND 1 -INCH LENGTH FOR -INCH SHEATHING. PANEL SUPPORTS AT 16 INCHES (20 INCHES IF STRENGTH AXIS IN 12-INCH LENGTH FOR -INCH SHEATHING. PANEL SUPPORTS AT 16 INCHES (20 INCHES IF STRENGTH AXIS IN 2532-INCH SHEATHING. PANEL SUPPORTS AT 16 INCHES (20 INCHES IF STRENGTH AXIS IN THE LONG DIRECTION OF THE PANEL, UNLESS OTHERWISE MARKED). j. CASING (1 " x 0.080") OR FINISH (1 " X 0.072") NAILS SPACED 6 INCHES ON PANEL EDGES, 12 INCHES AT INTEREDIATE CASING (1 " x 0.080") OR FINISH (1 " X 0.072") NAILS SPACED 6 INCHES ON PANEL EDGES, 12 INCHES AT INTEREDIATE 12" x 0.080") OR FINISH (1 " X 0.072") NAILS SPACED 6 INCHES ON PANEL EDGES, 12 INCHES AT INTEREDIATE 12" X 0.072") NAILS SPACED 6 INCHES ON PANEL EDGES, 12 INCHES AT INTEREDIATE SUPPORTS. k. PANEL SUPPORTS AT 24 INCHES. CASING OR FINISH NAILS SPACED 6 INCHES ON PANEL EDGES, 12 INCHES AT INTERMEDIATE PANEL SUPPORTS AT 24 INCHES. CASING OR FINISH NAILS SPACED 6 INCHES ON PANEL EDGES, 12 INCHES AT INTERMEDIATE SUPPORTS. l. FOR ROOF SHEATHING APPLICATIONS, 8d NAILS (2 " x 0.113") ARE THE MINIMUM REQUIRED FOR WOOD STRUCTURAL PANELS. FOR ROOF SHEATHING APPLICATIONS, 8d NAILS (2 " x 0.113") ARE THE MINIMUM REQUIRED FOR WOOD STRUCTURAL PANELS. 12" x 0.113") ARE THE MINIMUM REQUIRED FOR WOOD STRUCTURAL PANELS. m. STAPLES SHALL HAVE A MINIMUM CROWN WIDTH OF INCH. STAPLES SHALL HAVE A MINIMUM CROWN WIDTH OF INCH. 716 INCH. n. FOR ROOF SHEATHING APPLICATIONS, FASTENERS SPACED 4 INCHES ON CENTER AT EDGES, 8 INCHES AT INTERMEDIATE SUPPORTS. FOR ROOF SHEATHING APPLICATIONS, FASTENERS SPACED 4 INCHES ON CENTER AT EDGES, 8 INCHES AT INTERMEDIATE SUPPORTS. o. FASTENERS SPACED 4 INCHES ON CENTER AT EDGES, 8 INCHES AT INTERMEDIATE SUPPORTS FOR SUB-FLOOR AND WALL SHEATHING FASTENERS SPACED 4 INCHES ON CENTER AT EDGES, 8 INCHES AT INTERMEDIATE SUPPORTS FOR SUB-FLOOR AND WALL SHEATHING AND 3 INCHES ON CENTER AT EDGES, 6 INCHES AT INTERMEDIATE SUPPORTS FOR ROOF SHEATHING. p. FASTENERS SPACED 4 INCHES ON CENTER AT EDGES, 8 INCHES AT INTERMEDIATE SUPPORTS. FASTENERS SPACED 4 INCHES ON CENTER AT EDGES, 8 INCHES AT INTERMEDIATE SUPPORTS. q. CEILING JOIST AND RAFTER CONSTRUCTION SHALL BE IN ACCORDANCE WITH CBC SECTION 2308.10. CEILING JOIST AND RAFTER CONSTRUCTION SHALL BE IN ACCORDANCE WITH CBC SECTION 2308.10.
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A.CHANGES TO THE APPROVED DRAWINGS AND SPECIFICATIONS SHALL BE MADE BY ADDENDA OR CHANGES TO THE APPROVED DRAWINGS AND SPECIFICATIONS SHALL BE MADE BY ADDENDA OR CONSTRUCTION CHANGE DOCUMENT (CCD) APPROVED BY DSA, AS REQUIRED BY SECTION 4-338, PART 1 TITLE 24, CCR.
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A. A "DSA CERTIFIED" PROJECT INSPECTOR EMPLOYED BY THE DISTRICT (OWNER) AND APPROVED BY DSA A "DSA CERTIFIED" PROJECT INSPECTOR EMPLOYED BY THE DISTRICT (OWNER) AND APPROVED BY DSA SHALL PROVIDE CONTINUOUS INSPECTIONS OF THE WORK. THE DUTIES OF THE INSPECTOR ARE DEFINED IN SECTION 4-342, PART 1, TITLE 24, CCR. B. A "DSA CERTIFIED" CLASS 3 PROJECT INSPECTOR IS REQUIRED FOR THIS PROJECT. A "DSA CERTIFIED" CLASS 3 PROJECT INSPECTOR IS REQUIRED FOR THIS PROJECT. C. A DSA ACCEPTED TESTING LABORATORY DIRECTLY EMPLOYED BY THE DISTRICT (OWNER) SHALL CONDUCT A DSA ACCEPTED TESTING LABORATORY DIRECTLY EMPLOYED BY THE DISTRICT (OWNER) SHALL CONDUCT ALL THE REQUIRED TESTS AND INSPECTIONS FOR THE PROJECT. D. ALL TESTS AND INSPECTIONS SHALL BE PER APPROVED DSA FORM 103 AND CBC 2013 REQUIREMENTS. ALL TESTS AND INSPECTIONS SHALL BE PER APPROVED DSA FORM 103 AND CBC 2013 REQUIREMENTS. THE INTENT OF THESE DRAWINGS AND SPECIFICATIONS IS THAT THE WORK OF THE ALTERATION, REHABILITAION OR RECONSTRUCTION IS TO BE IN ACCORDANCE WITH TITLE 24, CCR. SHOULD ANY EXISTING CONDITIONS SUCH AS DETERIORATION, OR NONCOMPLIANT CONSTRUCTION BE DISCOVERED WHICH IS NOT COVERED BY THE CONTRACT DOCUMENTS WHEREIN THE FINISHED WORK WILL NOT COMPLY WITH TITLE 24, CCR, A CONSTRUCTION CHANGE DOCUMENT (CCD) OR A SEPARATE SET OF PLANS AND SPECIFICATIONS, DETAILING AND SPECIFYING THE REQUIRED WORK SHALL BE SUBMITTED TO DSA BEFORE PROCEEDING WITH THE WORK. (SECTION 4-317 (C), PART 1, TITLE 24, CCR)
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DATE SIGNED: 11-18-16
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RIO HONDO COLLEGE
3600 Workman Mill Rd.
Whittier, CA 90601
03-16-2018
DATEDESCRIPTIONREV.
OWNER REQUESTED CHANGES
RIO HONDO COLLEGE
3600 Workman Mill Rd.
Whittier, CA 90601
ISSUE
STAMP
STAMP
ENGINEER/ARCHITECT
PROJECT NAME
CLIENT
PROJECT NO.
PRINT DATE
DRAWN BY
CHECKED BY
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N SHEET TITLE
SHEET NUMBER
3/15/2018
KEY PLAN
1 PETERS CANYON ROAD, SUITE 130IRVINE, CA 92606
TEL: 949-387-8500, FAX: 949-387-0800
IDS
ADMINISTRATION OF
JUSTICE ANNEX
PISTOL-RIFLE RANGE
GLUE LAMINATED
BEAM REPLACEMENT
/ REPAIR
IDENTIFICATION STAMP
DIV. OF THE STATE ARCHITECT
OFFICE OF REGULATION SERVICES
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(E) BAFFLE
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(E) 8 "x51" GLB34"x51" GLB
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(E) 6 "x51" GLB34"x51" GLB
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(E) BAFFLE
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(E) 8 "x15" GLB34"x15" GLB
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(E) BAFFLE
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(E) 6 "x51" GLB34"x51" GLB
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(E) 8 "x15" GLB34"x15" GLB
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(E) 5 "x69" GLB18"x69" GLB
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(E) 5 "x69" GLB18"x69" GLB
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(E) 3x10
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(E) 3x10 RIDGE
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(E) 16WF40
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(E) 16WF40
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(E)4x8 @48"O.C.
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(E) 6 "x46 " GLB34"x46 " GLB12" GLB
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(E) " THK. 12" THK. THK. PLYWOOD SHTG.
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(E) GLB TO BE REPLACED W/ 8 "x51" GLB34"x51" GLB
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(E) GLB TO BE REPLACED W/ 6 "x46 " GLB (CAMBER 2") 34"x46 " GLB (CAMBER 2") 12" GLB (CAMBER 2")
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(E) GLB TO BE EXPOSED & EVALUATED FOR DAMAGE BY SEOR. IF DAMAGED, REPLACE W/ 6 "x51" GLB (CAMBER 2"), SEE NOTE 4, 34"x51" GLB (CAMBER 2"), SEE NOTE 4, " GLB (CAMBER 2"), SEE NOTE 4, CONTRACTOR INCLUDE REPLACEMENT IN BID.
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(E) GLB TO BE REPLACED W/ 6 "x46 " GLB 34"x46 " GLB 12" GLB (CAMBER 2")
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(E) GLB TO BE REPLACED W/ 6 "x51" GLB 34"x51" GLB (CAMBER 2")
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34" THK. PLYWOOD SHTG. W/ 10d NAILS @ 6,6,12
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34" THK. PLYWOOD SHTG. W/ 10d NAILS @ 6,6,12
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1. SPECIFICATION IS BASED ON APPLICATION RECOMMENDATIONS OF "JHONS MANVILLE" THREE PLY SPECIFICATION IS BASED ON APPLICATION RECOMMENDATIONS OF "JHONS MANVILLE" THREE PLY MINERAL-SURFACED FIBER GLASS BUILT-UP ROOFING AND IS USED TO ESTABLISH A STANDARD OF QUALITY REQUIRED. OTHER MANUFACTURERS MAY BE USED AS AN APPROVED EQUAL AFTER REVIEW BY THE ENGINEER AND THE OWNER. 2. INSTALLATION SHALL BE AS RECOMMENDED BY THE MANUFACTURER'S INSTALLATION SPECIFICATIONS. INSTALLATION SHALL BE AS RECOMMENDED BY THE MANUFACTURER'S INSTALLATION SPECIFICATIONS. 3. BEFORE ACCEPTANCE OF PROJECT, A WRITTEN GUARANTEE SHALL BE DELIVERED TO OWNER STATING BEFORE ACCEPTANCE OF PROJECT, A WRITTEN GUARANTEE SHALL BE DELIVERED TO OWNER STATING THE WARRANTY PERIOD, THE ROOF SYSTEM WILL BE MAINTAINED WATERTIGHT, ANY DEFECTIVE MATERIALS OR WORKMANSHIP WILL BE REPLACED WITH NEW MATERIALS OR WORKMANSHIP OR OTHERWISE MADE GOOD. ANY REPLACEMENT OR REPAIR REQUIRED BECAUSE OF DEFECTIVE MATERIALS OR WORKMANSHIP WILL BE MADE PROMPTLY, WITHOUT COST TO THE OWNER.
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2x LEDGER
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2x LEDGER
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2x LEDGER
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SLOPE: 12" PER FT.
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SLOPE: 12" PER FT.
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4x LEDGER
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(E) 6 "x24" GLB34"x24" GLB
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(E) 8" CMU WALL
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(E) 8" CMU WALL
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(E) 6 "x51" GLB34"x51" GLB
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(E) C.J.
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34" THK. PLYWOOD SHTG. W/ 10d NAILS @ 6,6,12
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(N) GUTTER
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SLOPE: 12" PER FT.
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17
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8x RIPPED
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(N) GUTTER
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NOTES: 1. ALL EXISTING FRAMING SHALL BE EVALUATED FOR POSSIBLE DAMAGE BEYOND AREAS NOTED ALL EXISTING FRAMING SHALL BE EVALUATED FOR POSSIBLE DAMAGE BEYOND AREAS NOTED HEREWITH. DAMAGED MEMBERS NOT NOTED ON THIS PLAN SHALL BE BROUGHT TO THE ATTENTION OF THE OWNER AND SEOR. 2. ALL EXISTING MEMBERS AND ROOFED AREAS TO REMAIN OR BE RE-ATTACHED TO NEW ALL EXISTING MEMBERS AND ROOFED AREAS TO REMAIN OR BE RE-ATTACHED TO NEW FRAMING SHALL BE PROPERLY SHORED UNTIL WORK IS COMPLETED. 3. EXISTING STEEL PLATE BAFFLES ON GRADE SHALL BE RE-FINISHED IN PLACE. EXISTING STEEL PLATE BAFFLES ON GRADE SHALL BE RE-FINISHED IN PLACE. 4. REMOVE ALL GUTTERS AT MEMBERS TO BE REPAIRED AND/OR REPLACED AND RE-INSTALL. REMOVE ALL GUTTERS AT MEMBERS TO BE REPAIRED AND/OR REPLACED AND RE-INSTALL. 5. ALL MEMBERS SHALL BE WEATHER PROOFED. AS REQUIRED IN THE PROJECT ALL MEMBERS SHALL BE WEATHER PROOFED. AS REQUIRED IN THE PROJECT SPECIFICATIONS. 6. WHERE PLYWOOD ROOF SHEATHING MUST BE REPLACED OR RE-NAILED, IT SHALL BE BE WHERE PLYWOOD ROOF SHEATHING MUST BE REPLACED OR RE-NAILED, IT SHALL BE BE PROVIDED W/ 8d NAILS @ 6", 6" & 12. UNLESS NOTED OTHERWISE. 7. WHERE MEMBERS GET RE-ATTACHED WITH NEW BOLTS, BOLTS SHALL MATCH EXISTING BOLT WHERE MEMBERS GET RE-ATTACHED WITH NEW BOLTS, BOLTS SHALL MATCH EXISTING BOLT DIAMETERS AND COMPLY WITH ASTM A307 AND SHALL BE GALVANIZED. 8. ALL NEW STEEL IF NEEDED FOR INSTALLATION SHALL BE GALVANIZED. ALL NEW STEEL IF NEEDED FOR INSTALLATION SHALL BE GALVANIZED. 9. SEE DETAIL 4/S3.0 AND 8/S3.0 FOR REPAIRS AT (E) EXPANSION JOINTS BELOW. SEE DETAIL 4/S3.0 AND 8/S3.0 FOR REPAIRS AT (E) EXPANSION JOINTS BELOW. 10. SEE DETAIL 2/S3.0 FOR CMU REPAIRS REQUIRED BELOW. SEE DETAIL 2/S3.0 FOR CMU REPAIRS REQUIRED BELOW. 11. SEE DETAIL 3/S3.0 FOR CURB SPALL REPAIR BELOW. SEE DETAIL 3/S3.0 FOR CURB SPALL REPAIR BELOW. 12. ALL EXISTING SACRIFICIAL LUMBER AND TIE FURRING SHALL BE REMOVED AND ALL GLULAM ALL EXISTING SACRIFICIAL LUMBER AND TIE FURRING SHALL BE REMOVED AND ALL GLULAM BEAMS SHALL BE CHECKED FOR DAMAGE. 13. ALL SACRIFICIAL FRAMING SHALL BE INSTALLED PER 1 OR 9 ON S2.0. ALL SACRIFICIAL FRAMING SHALL BE INSTALLED PER 1 OR 9 ON S2.0. 14. GENERAL CONTRACTOR SHALL RE-INSTALL ALL LIGHTING, SPEAKERS AND TARGET HARDWARE GENERAL CONTRACTOR SHALL RE-INSTALL ALL LIGHTING, SPEAKERS AND TARGET HARDWARE AT THE EXACT ELEVATION AS CURRENTLY INSTALLED. (FIELD SURVEY PRIOR TO STARTING CONSTRUCTION. 15. EXISTING MULCH ON GROUND SHALL BE REMOVED AND REPLACED. COORDINATE WITH FIRE EXISTING MULCH ON GROUND SHALL BE REMOVED AND REPLACED. COORDINATE WITH FIRE RANGE MASTER, SEE PHOTO 16/S-3.0. 16. AREAS TO BE REFRAMED AND RE-ROOFED SHALL BE DEMOLISHED PRIOR TO NEW AREAS TO BE REFRAMED AND RE-ROOFED SHALL BE DEMOLISHED PRIOR TO NEW CONSTRUCTION. GENERAL CONTRACTOR TO SURVEY ALL AREAS AND DETERMINE EXACT ELEVATION OF ALL ACCESSORIES TO BE REINSTALLED.
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No. 3680
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DATE SIGNED: 11-18-16
1 DETAIL
2 DETAIL
7 DETAIL
DIRECTION
OF FIRE
4 DETAIL
5 DETAIL
6 DETAIL
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A
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11 DETAIL
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RIO HONDO COLLEGE
3600 Workman Mill Rd.
Whittier, CA 90601
03-16-2018
DATEDESCRIPTIONREV.
OWNER REQUESTED CHANGES
RIO HONDO COLLEGE
3600 Workman Mill Rd.
Whittier, CA 90601
ISSUE
STAMP
STAMP
ENGINEER/ARCHITECT
PROJECT NAME
CLIENT
PROJECT NO.
PRINT DATE
DRAWN BY
CHECKED BY
14.120
NOT
FOR
CONS
TRUC
TIO
N SHEET TITLE
SHEET NUMBER
3/15/2018
KEY PLAN
1 PETERS CANYON ROAD, SUITE 130IRVINE, CA 92606
TEL: 949-387-8500, FAX: 949-387-0800
IDS
ADMINISTRATION OF
JUSTICE ANNEX
PISTOL-RIFLE RANGE
GLUE LAMINATED
BEAM REPLACEMENT
/ REPAIR
IDENTIFICATION STAMP
DIV. OF THE STATE ARCHITECT
OFFICE OF REGULATION SERVICES
DATE
AC FLS
APPL 03-117200
SS
FIL
E: 1
9-C
12
1
-
-
DETAILS
S-2.01
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REINSTALL (E) 8 "x15" 34"x15" STRUTS BOTH SIDES
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22 GA. GALV. METAL FLASHING TO MATCH (E)
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2x FLAT PROTECTION W/ (2) 16d @ 16" O.C. STAGG.
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4x16 W/ (2) ROWS OF " x 8" 12" x 8"LONG LAG BOLTS (COUNTERSUNK) @ 24"O.C. STAGG. NO GAPS
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38" BALLISTIC RUBBER SHEETS AS MANUFACTURED BY BLACK IRON RUBBER CO. (BIRCO) OR APPROVED EQUAL
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L6x4x LLV CONT. W/ 38 LLV CONT. W/ 12" THROUGH BOLT ATEA. 4x & " x8" LONG 12" x8" LONGLAG BOLTS TO GLB (MATCH SPACING)
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REPLACEMENT GLULAM BEAM, SEE ROOF PLAN
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SHORE AS REQ'D.
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SHORE AS REQ'D.
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3x16 W/ (2) ROWS OF 20d @ 24"O.C. STAGG., STAGGER JOINTS W/ 4x (MAY USE SIMP. SDS25600 SCREWS IN LIEU OF 20d NAILS) NO GAPS
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(E) HARDWARE TO RE-USE
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REINSTALL (E) 8 "x15" 34"x15" STRUT
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METAL FLASHING
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2x FLAT PROTECTION W/ (2) 16d @ 16" O.C. STAGG.
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L6x4x CONT. W/ " 38 CONT. W/ " 12" THROUGH BOLT AT EA. 4x & " x8" LONG LAG 12" x8" LONG LAGBOLTS TO GLB (MATCH SPACING)
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SHORE AS REQ'D.
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(E) HARDWARE TO RE-USE
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NOTES: 1. FOR BALANCE OF FOR BALANCE OF INFORMATION. SEE 1/-. 2. ROOFED AREA NOT SHOWN ROOFED AREA NOT SHOWN FOR CLARITY. 3. GENERAL CONTRACTOR TO GENERAL CONTRACTOR TO PROVIDE BALLISTIC RUBBER (TEMPORARY) ATTACHMENT PRIOR TO ALL 4x & 3x MEMBERS INSTALLATION.
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2x FLAT VERT. PLANKING ON SOUTH FACE OF BAFFLES, TYP., W/ (2) 16d @ TOP, (2) 16d @ MID-DEPTH & (2) 16d @ BOTT., TYP. EA. BOARD
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SIMP. 'U' JOIST HANGERS, TYP. AT OTHER 4x8's
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4x8 STRUTS WHERE OCCURS, SEE PLAN
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2x T&G W/ (2) 16d EA. BEARING, TYP.
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GLB PER PLAN
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2x6 DIAGONAL BRACING
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FILLER BLK.
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(E) PL. "x3" TO 316"x3" TO BE RE-INSTALLED
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REMOVE (E) GUTTER & DOWNSPOUT & PROTECT TO RE-INSTALL
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STL. PL. INSTALLED IN THE PAST AS A TEMPORARY REPAIR WELDED TO (E) MOUNTING BRACKET TO BE CUT FLUSH W/ (E) BRACKET
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CUT LINE OF STL. PL.
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REPLACEMENT GLULAM BEAM, SEE ROOF PLAN
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(3) " BOLTS58" BOLTS
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(E) 8" CONC. MASONRY UNIT WALL
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(E) (8) 3/4" ANCHOR BOLTS, TYP.
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(E) MOUNTING BRACKET BEYOND
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NOTE: 1. FIELD VERIFY CONDITION OF ALL EXISTING STEEL BRACKETS AND CONNECTION. FIELD VERIFY CONDITION OF ALL EXISTING STEEL BRACKETS AND CONNECTION. 2. NOTIFY STRUCTURAL ENGINEER OF RECORD (SEOR) IF DAMAGE TO BRACKET NOTIFY STRUCTURAL ENGINEER OF RECORD (SEOR) IF DAMAGE TO BRACKET OR ANCHOR BOLTS IS DETECTED. 3. ONLY GLULAM BEAM (GLB) SHOWN FOR CLARITY.ONLY GLULAM BEAM (GLB) SHOWN FOR CLARITY.
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(3) " BOLTS58" BOLTS
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GLB PER PLAN
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(E) 8" OR 12" CMU WALL
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(E) STL. BRACKET TO BE RE-USED
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(N) 2x6 DIAG. BRACE EA. SIDE OF (E) 4x8 STRUT
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(E) OR (N) PLYWOOD SHTG. W/8d @ 6, 6, 12
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(E)4x8 STRUT @ 4'-0" O.C.
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4x16 W/ (2) ROWS OF " x 8" LONG LAG BOLTS 12" x 8" LONG LAG BOLTS(COUNTERSUNK) @ 24" O.C. STAGG.
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3x16 W/ (2) ROWS OF 20d @ 24" O.C. STAGG., STAGGER JOINTS W/ 4x (MAY USE SIMP. SDS25600 SCREWS IN LIEU OF 20d NAILS)
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38" BALLISTIC RUBBER SHEETS
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REPLACEMENT GLULAM BEAM, SEE ROOF PLAN
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RE-INSTALL DBL. L6x4x x0'-6" W/ (2) " 516x0'-6" W/ (2) " 58" THRU BOLTS TO (E) 4x8 STRUT & (2) " 58" BOLTS @ 9" O.C. (COUNTERSUNK) TO GLB. WHERE STRUT OCCURS ON BOTH SIDES OF GLB USE THRU BOLTS L's @ STRUT ONLY
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RE-USE (E) "x3" GALV. PL.'s W/ 316"x3" GALV. PL.'s W/ (2) " THRU BOLTS AT (2) 2x6 & 58" THRU BOLTS AT (2) 2x6 &(1) " BOLT (COUNTERSUNK) TO GLB58" BOLT (COUNTERSUNK) TO GLB
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2x (SIDE BY SIDE-NO GAP) FLAT PROTECTION W/ 16d @ 16" O.C., STAGG.
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4x16 (SIDE BY SIDE-NO GAP) W/ (2) ROWS OF " x 8" 12" x 8"LONG LAG BOLTS (COUNTERSUNK) @ 24" O.C.
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SHORE AS REQ'D.
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3x16 (SIDE BY SIDE-NO GAP) W/ (2) ROWS OF 20d @ 24" O.C., STAGGER JOINTS W/ 4x (MAY USE SIMP. SDS25600 SCREWS IN LIEU OF 20d NAILS)
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(E) 4x8 STRUTS WHERE OCCURS, SEE ROOF PLAN
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(E) 2x T&G SHTG.
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(E) 2x6 DIAG. BRACE EA. SIDE OF (E) 4x8 STRUT
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4x16 W/ (2) ROWS OF 12" x 8" LONG LAGBOLTS (COUNTERSUNK) @ 24" O.C. STAGG.
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3x16 W/ (2) ROWS OF 20d @ 24" O.C. STAGG., STAGGER JOINTS W/ 4x
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(E) GLULAM BEAM, SEE ROOF PLAN
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(E) GLULAM BEAM, SEE ROOF PLAN
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SEE 1/- FOR INFORMATION ON EXTENSION IF REQ'D. BY OWNER
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SEE 1/- FOR INFORMATION ON EXTENSION IF REQ'D. BY OWNER
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GLB PER PLAN
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(E) " ANCHOR BOLTS, 34" ANCHOR BOLTS,(4) EA. SIDE
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(E) STL. BRACKET
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SHORE AS REQ'D.
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NOTE: ROOFED AREA NOT SHOWN FOR CLARITY.
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3x16 W/ (2) ROWS OF 20d @ 24"O.C. NO GAPS
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22 GA. GALV. METAL CAP TO MATCH (E)
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38" BALLISTIC RUBBER SHEETS AS MANUFACTURED BY BLACK IRON RUBBER CO. (BIRCO) OR APPROVED EQUAL
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38" BALLISTIC RUBBER SHEETS AS MANUFACTURED BY BLACK IRON RUBBER CO. (BIRCO) OR APPROVED EQUAL
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NOTES: 1. ROOFED AREA NOT SHOWN FOR CLARITY. ROOFED AREA NOT SHOWN FOR CLARITY. 2. STEEL TRUSS NOT SHOWN FOR CLARITY.STEEL TRUSS NOT SHOWN FOR CLARITY.
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HSS8x8, SEE PLANS W/ 12" COUNTERSUNKWELDED THREADED STUDS @ 18"O.C.
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2x FLAT VERT. PLANKING
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(4) THROUGH BOLTS
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(E) GLB PER PLAN
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HSS5x5 STL. TRUSS FLAT PER PLAN
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GLB PER PLAN
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HSS8x8, SEE PLAN
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STL. PLATE EA. SIDE
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(8) THROUGH BOLTS
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38"x4" SQ. PLATE
AutoCAD SHX Text
5"
AutoCAD SHX Text
5"
AutoCAD SHX Text
NOTE: 1. FOR INFORMATION NOT SHOWN, SEE DETAIL FOR INFORMATION NOT SHOWN, SEE DETAIL 2/- (BRACE NOT SHOWN FOR CLARITY).
AutoCAD SHX Text
NOTE: 1. FOR INFORMATION NOT SHOWN, SEE DETAIL FOR INFORMATION NOT SHOWN, SEE DETAIL 1/- (BRACE NOT SHOWN FOR CLARITY).
AutoCAD SHX Text
NOTE: 1. BRACE NOT SHOWN FOR CLARITY.BRACE NOT SHOWN FOR CLARITY.
AutoCAD SHX Text
3x RIPPED TO SIZE
AutoCAD SHX Text
B
AutoCAD SHX Text
SECTION
AutoCAD SHX Text
HSS8x8, SEE PLANS W/ 12" COUNTERSUNKWELDED THREADED STUDS @ 18"O.C.
AutoCAD SHX Text
2x FLAT VERT. PLANKING
AutoCAD SHX Text
3x RIPPED TO SIZE
AutoCAD SHX Text
REF.
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SCALE:
AutoCAD SHX Text
S-2.0
AutoCAD SHX Text
1 1/2" = 1'-0"
AutoCAD SHX Text
-
AutoCAD SHX Text
(N) 2x6 DIAG. BRACE EA. SIDE OF (E) 4x8 STRUT
AutoCAD SHX Text
NOTE: FOR OTHER INFORMATION NOT SHOWN OR CALLED, SEE 7/-.
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(2) " 58" THRU BOLTS
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(E)4x8 STRUT
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STL. PLATE EA. SIDE
AutoCAD SHX Text
(8) THROUGH BOLTS
AutoCAD SHX Text
REF.
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SCALE:
AutoCAD SHX Text
S-2.0
AutoCAD SHX Text
1" = 1'-0"
AutoCAD SHX Text
-
AutoCAD SHX Text
GLB PER PLAN
AutoCAD SHX Text
(E) GLB PER PLAN
AutoCAD SHX Text
HSS8x8, SEE PLAN
AutoCAD SHX Text
W.P.
AutoCAD SHX Text
HSS8x8, SEE PLAN
AutoCAD SHX Text
3/4"
AutoCAD SHX Text
PLATE
AutoCAD SHX Text
(E) GLB PER PLAN
AutoCAD SHX Text
34" THK. STL. PLATE EA. SIDE
AutoCAD SHX Text
5"
AutoCAD SHX Text
5"
AutoCAD SHX Text
HSS5x5 FLAT STL.
AutoCAD SHX Text
TRUSS MEMBER
AutoCAD SHX Text
TYP., SEE PLAN
AutoCAD SHX Text
REF.
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SCALE:
AutoCAD SHX Text
S-2.0
AutoCAD SHX Text
1" = 1'-0"
AutoCAD SHX Text
-
AutoCAD SHX Text
STL. PLATE
AutoCAD SHX Text
A
AutoCAD SHX Text
SECTION
AutoCAD SHX Text
HSS8x8, SEE PLANS W/ " COUNTERSUNK 12" COUNTERSUNKWELDED THREADED STUDS @ 18"O.C.
AutoCAD SHX Text
2x FLAT VERT. PLANKING
AutoCAD SHX Text
W.P.
AutoCAD SHX Text
(E) CMU WALL PER PLAN
AutoCAD SHX Text
5"
AutoCAD SHX Text
5"
AutoCAD SHX Text
HSS5x5 FLAT STL. TRUSS MEMBER TYP., SEE PLAN
AutoCAD SHX Text
REF.
AutoCAD SHX Text
SCALE:
AutoCAD SHX Text
S-2.0
AutoCAD SHX Text
1" = 1'-0"
AutoCAD SHX Text
-
AutoCAD SHX Text
STL. PLATE
AutoCAD SHX Text
(E) GLB PER PLAN
AutoCAD SHX Text
L8x6 W/ HILTI KB3 BOLTS
AutoCAD SHX Text
HSS5x3
AutoCAD SHX Text
W.P.
AutoCAD SHX Text
(E) GLB PER PLAN
AutoCAD SHX Text
34" THK. STL. PLATE EA. SIDE
AutoCAD SHX Text
5"
AutoCAD SHX Text
5"
AutoCAD SHX Text
HSS5x5 STL. TRUSS MEMBER TYP., SEE PLAN
AutoCAD SHX Text
REF.
AutoCAD SHX Text
SCALE:
AutoCAD SHX Text
S-2.0
AutoCAD SHX Text
1" = 1'-0"
AutoCAD SHX Text
-
AutoCAD SHX Text
STL. PLATE
AutoCAD SHX Text
HSS5x3
AutoCAD SHX Text
HSS5x3
AutoCAD SHX Text
(E) GLB PER PLAN
AutoCAD SHX Text
34" THK. STL. PLATE EA. SIDE
AutoCAD SHX Text
HSS5x5 STL. TRUSS MEMBER TYP., SEE PLAN
AutoCAD SHX Text
REF.
AutoCAD SHX Text
SCALE:
AutoCAD SHX Text
S-2.0
AutoCAD SHX Text
1" = 1'-0"
AutoCAD SHX Text
-
AutoCAD SHX Text
HSS5x3
AutoCAD SHX Text
A
AutoCAD SHX Text
SECTION
AutoCAD SHX Text
A
AutoCAD SHX Text
A
AutoCAD SHX Text
SECTION
AutoCAD SHX Text
A
AutoCAD SHX Text
1/4
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5"MIN.
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TYP.
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1/4
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5"MIN.
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1/4
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5"MIN.
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1/4
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5"MIN.
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TYP.
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1/4
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TYP.
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3x RIPPED TO SIZE
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REF.
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SCALE:
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S-2.0
AutoCAD SHX Text
1/2" = 1'-0"
AutoCAD SHX Text
-
AutoCAD SHX Text
18'-6"
AutoCAD SHX Text
18'-6"
AutoCAD SHX Text
HSS5x5
AutoCAD SHX Text
L8x6 LLH W/ " x4 " MIN. 34" x438" MIN. EMBED. HILTI KB3 BOLTS (13 EQUALLY SPACED) (ESR 1385)
AutoCAD SHX Text
(E) 6 " GLB34" GLB
AutoCAD SHX Text
HSS5x3
AutoCAD SHX Text
C OF BAFFLE
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L
AutoCAD SHX Text
C OF BAFFLE
AutoCAD SHX Text
L
AutoCAD SHX Text
4x8, TYP.
AutoCAD SHX Text
3x8 LEDGER
AutoCAD SHX Text
HSS5x5
AutoCAD SHX Text
(E) 6 " GLB34" GLB
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C
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L
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IDS GROUP
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N
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No. 3680
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DATE SIGNED: 11-18-16
2 DETAIL
3 DETAIL
4 DETAIL
5 DETAIL
V
O
I
D
V
O
I
D
1 DETAIL
6 PLAN
B A
17 DETAIL
19 DETAIL
16 18
20 DETAIL
AT PILASTER
RIO HONDO COLLEGE
3600 Workman Mill Rd.
Whittier, CA 90601
03-16-2018
DATEDESCRIPTIONREV.
OWNER REQUESTED CHANGES
RIO HONDO COLLEGE
3600 Workman Mill Rd.
Whittier, CA 90601
ISSUE
STAMP
STAMP
ENGINEER/ARCHITECT
PROJECT NAME
CLIENT
PROJECT NO.
PRINT DATE
DRAWN BY
CHECKED BY
14.120
NOT
FOR
CONS
TRUC
TIO
N SHEET TITLE
SHEET NUMBER
3/15/2018
KEY PLAN
1 PETERS CANYON ROAD, SUITE 130IRVINE, CA 92606
TEL: 949-387-8500, FAX: 949-387-0800
IDS
ADMINISTRATION OF
JUSTICE ANNEX
PISTOL-RIFLE RANGE
GLUE LAMINATED
BEAM REPLACEMENT
/ REPAIR
IDENTIFICATION STAMP
DIV. OF THE STATE ARCHITECT
OFFICE OF REGULATION SERVICES
DATE
AC FLS
APPL 03-117200
SS
FIL
E: 1
9-C
12
1
-
-
DETAILS
S-2.1
1
1
1
1
1
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HSS5x5 FLAT STL. TRUSS MEMBER TYP., SEE PLAN
AutoCAD SHX Text
REF.
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SCALE:
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S-2.1
AutoCAD SHX Text
3/4" = 1'-0"
AutoCAD SHX Text
-
AutoCAD SHX Text
(E) CMU WALL
AutoCAD SHX Text
1/4
AutoCAD SHX Text
L8x6 LLH W/ (13) " x4 " 34" x438" EMBED. HILTI KB3 BOLTS EQUALLY SPACED (ICC ESR 1385)
AutoCAD SHX Text
HSS5x3
AutoCAD SHX Text
(E) 2x T&G
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(E) 4x8
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(E) 3x8
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(E) SHEATHING
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REF.
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SCALE:
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S-2.1
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3/4" = 1'-0"
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-
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(E) L6x4x x6", 516x6", RE-USE OR " 38" PLATE
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38" PLATE
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GLB PER PLAN
AutoCAD SHX Text
3/16
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TYP. EA.
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SIDE
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(E) L6x4x x6", 516x6", RE-USE
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(2) " THROUGH 58" THROUGHBOLTS
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(2) 2x6
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8 " FILLER34" FILLER
AutoCAD SHX Text
14" PLATE, TYP.
AutoCAD SHX Text
58" THROUGHBOLTS
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A
AutoCAD SHX Text
SECTION
AutoCAD SHX Text
A
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REF.
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SCALE:
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S-2.1
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3/4" = 1'-0"
AutoCAD SHX Text
-
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(E) L6x4x x6", 516x6", RE-USE OR " PLATE38" PLATE
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38" PLATE
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REPLACE (E) L6x4x x6" W/ "x9 "x4"x6" LONG 516x6" W/ "x9 "x4"x6" LONG 38"x9 "x4"x6" LONG 12"x4"x6" LONG BENT PLATES W/ (4) " THROUGH BOLTS TO 4x8 58" THROUGH BOLTS TO 4x8STRUT & (2) " BOLTS @ 9"O.C. TO GLB, WHERE 58" BOLTS @ 9"O.C. TO GLB, WHERESTRUT OCCURS ON BOTH SIDES OF GLB, USE THROUGH BOLTS L's AT STRUT ONLY, 4 AT EA. LOCATION, TYP.
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(E) " THROUGH 58" THROUGHBOLTS
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(E) 2x6 DIAG. BRACE EA. SIDE 4x8 STRUT
AutoCAD SHX Text
(E) 4x8 STRUT
AutoCAD SHX Text
(E) JOIST HGRS., TYP.
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8d @ 6"O.C., ADD 8d @ 6"O.C. AT ALL PLYWD. PANEL EDGES
AutoCAD SHX Text
(E) 2x T&G
AutoCAD SHX Text
(E) 4x8 STRUT WHERE OCCURS, SEE PLAN
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SLOT LOWER HOLES IN BOTH L's AT 4x8, ONLY PLACE BOLT AT BOTT. OF SLOTS
AutoCAD SHX Text
(E) 3"x " GALV. PLATES 316" GALV. PLATES (2) " THROUGH BOLTS AT 58" THROUGH BOLTS AT(2) 2x6 & (1) " BOLT 58" BOLT(COUNTERSUNK) TO GLB
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REF.
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SCALE:
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S-2.1
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3/4" = 1'-0"
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-
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(E) CMU WALL
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(E) 2x T&G
AutoCAD SHX Text
(E) 4x8 @ 4'-0"O.C.
AutoCAD SHX Text
(E) 3x8 LEDGER W/ 34" ANCHOR BOLTS @4'-0"O.C., ADD HILTI KB3 " x4 " EMBED. 34" x438" EMBED. @ 4'-0"O.C. (ESR 1385) BTWN. (E) BOLTS (24"O.C. MAX.)
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(E) SHEATHING
AutoCAD SHX Text
SEE PLAN
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(E) 2x8 @ 4'-0"O.C.
AutoCAD SHX Text
(E) CLIP ANGLE @ 4'-0"O.C.
AutoCAD SHX Text
ADD 8d NAILS @ 6"O.C. AT ALL PLYWD. PANEL EDGES & 8d @ 3"O.C. AT ALL STRUTS (SEE ROOF PLAN)
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(E) GLB PER PLAN
AutoCAD SHX Text
SHORE
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SHORE
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W.P.
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(E) CMU WALL PER PLAN
AutoCAD SHX Text
HSS5x5 FLAT STL. TRUSS MEMBER TYP., SEE PLAN
AutoCAD SHX Text
REF.
AutoCAD SHX Text
SCALE:
AutoCAD SHX Text
S-2.1
AutoCAD SHX Text
1" = 1'-0"
AutoCAD SHX Text
-
AutoCAD SHX Text
STL. PLATE
AutoCAD SHX Text
38" PLATE
AutoCAD SHX Text
L8x6 W/ HILTI KB3 BOLTS
AutoCAD SHX Text
HSS5x3
AutoCAD SHX Text
(E) GLB PER PLAN
AutoCAD SHX Text
1
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1
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1/4
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TYP. ALL
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WELDS
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3/16
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1/4" CAP
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PLATE, TYP.
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REF.
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SCALE:
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S-2.1
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3/4" = 1'-0"
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-
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(E) BAFFLE
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(E) BAFFLE
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32
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34
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HSS5x3x 14
AutoCAD SHX Text
HSS5x3x 516
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HSS5x3x 516
AutoCAD SHX Text
HSS5x3x 516
AutoCAD SHX Text
HSS5x3x 14
AutoCAD SHX Text
HSS5x5x 14
AutoCAD SHX Text
HSS5x5x 14
AutoCAD SHX Text
HSS5x5
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HSS5x5x 14
AutoCAD SHX Text
HSS5x5x 14
AutoCAD SHX Text
HSS5x5x 14
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20
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S-2.0
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O.H.
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15
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S-2.0
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19
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S-2.0
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18
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S-2.0
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18
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S-2.0
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19
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S-2.0
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19
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S-2.0
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17
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S-2.0
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1
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-
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1
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-
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17
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S-2.0
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O.H.
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O.H.
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(E) CMU WALL PER PLAN
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(E) CMU WALL PER PLAN
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2
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-
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REF.
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SCALE:
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S-2.1
AutoCAD SHX Text
3/4" = 1'-0"
AutoCAD SHX Text
-
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(E) 8" CMU WALL
AutoCAD SHX Text
(E) PILASTER BEYOND
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(E)GLULAM BEAMS IN FOREGROUNDGLULAM BEAMS IN FOREGROUND
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19
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-
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TYP.
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(E) 8" CMU WALL
AutoCAD SHX Text
(E) 8" CMU WALL BEYOND
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2x14 @ 24" O.C.
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REF.
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SCALE:
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S-2.1
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3/4" = 1'-0"
AutoCAD SHX Text
-
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(E) 8" CMU WALL
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12
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12
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SOLID 8x CONT. " 58" ALL THREAD ROD EPOXY ANCHOR @ 24" O.C.
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1 " NON-SHRINK 12" NON-SHRINK GROUT, TYP.
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METAL GUTTER
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TOP OF BAFFLE IN FOREGROUND
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2x BLKG. W/ SIMP. A35 EA. END
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2x ROOF JOIST PER PLAN
AutoCAD SHX Text
PLYWOOD SHTG. PER PLAN
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(E) GLULAM BEAM
AutoCAD SHX Text
4x16 @ 24" O.C. OR 6x14 @ 24" O.C W/ SIMP. HU HANGER EA. END, TYP.
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(E) 8" CMU WALL
AutoCAD SHX Text
REF.
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SCALE:
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S-2.1
AutoCAD SHX Text
3/4" = 1'-0"
AutoCAD SHX Text
-
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(E) GLULAM BEAM, NEW PROTECTION SEE 1/S-2.0
AutoCAD SHX Text
1 " NON-SHRINK 12" NON-SHRINK GROUT, TYP.
AutoCAD SHX Text
3x8 P.T. SILL PL. W/ " ALL THREAD 58" ALL THREADROD EPOXY ANCHOR @ 24" O.C.
AutoCAD SHX Text
2x BLKG. W/ SIMP. A35 EA. END
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PLYWOOD SHTG. PER PLAN
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PLYWOOD SHTG. PER PLAN
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2x14 SCAB
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4x LEDGER W/ (2) " HILTI 34" HILTIEXP. ANCHOR @ 24" O.C.
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2x BLKG. W/ SIMP. A35 EA. END
AutoCAD SHX Text
2x BLKG. W/ SIMP. A35 EA. END
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T.O. (E) MASONRY WALL
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2x NAILER W/ " ALL 58" ALLTHREAD ROD (CTSK) EPOXY ANCHOR @ 24" O.C.
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3
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S-2.2
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TYP.
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2x BLKG. W/ SIMP. A35 EA. END
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34" THK. PLYWOOD SHTG.
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(E) GLULAM BEAM, NEW PROTECTION SEE 1/S-2.0
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NEW METAL GUTTER
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GUTTER STRAP
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2x BLKG. W/ SIMP. A35 EA. END
AutoCAD SHX Text
SIMP. A35 EA. SIDE, TYP.
AutoCAD SHX Text
8x RIPPED W/ " ALL 58" ALLTHREAD ROD EPOXY ANCHOR @ 24" O.C.
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T.O. (E) MASONRY WALL
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IDS GROUP
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No. 3680
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DATE SIGNED: 11-18-16
25 28 30
17 DETAIL
3 DETAIL
4 DETAIL
RIO HONDO COLLEGE
3600 Workman Mill Rd.
Whittier, CA 90601
03-16-2018
DATEDESCRIPTIONREV.
OWNER REQUESTED CHANGES
RIO HONDO COLLEGE
3600 Workman Mill Rd.
Whittier, CA 90601
ISSUE
STAMP
STAMP
ENGINEER/ARCHITECT
PROJECT NAME
CLIENT
PROJECT NO.
PRINT DATE
DRAWN BY
CHECKED BY
14.120
NOT
FOR
CONS
TRUC
TIO
N SHEET TITLE
SHEET NUMBER
3/15/2018
KEY PLAN
1 PETERS CANYON ROAD, SUITE 130IRVINE, CA 92606
TEL: 949-387-8500, FAX: 949-387-0800
IDS
ADMINISTRATION OF
JUSTICE ANNEX
PISTOL-RIFLE RANGE
GLUE LAMINATED
BEAM REPLACEMENT
/ REPAIR
IDENTIFICATION STAMP
DIV. OF THE STATE ARCHITECT
OFFICE OF REGULATION SERVICES
DATE
AC FLS
APPL 03-117200
SS
FIL
E: 1
9-C
12
1
-
-
DETAILS
S-2.2 1
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(E) 6 "x51"GLULAM BEAM34"x51"GLULAM BEAM
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(E) 6 "x46.5" 34"x46.5" GLULAM BEAM
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(E) 4x STRUT
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REF.
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SCALE:
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S-2.2
AutoCAD SHX Text
3/4" = 1'-0"
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-
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(E) PLYWOOD SHTG.
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(E) 2x
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NEW METAL GUTTER TO REPLACE EXIST.
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3
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-
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2x14 SCAB
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4x10 @ 24" O.C. W/ SIMP. HU HANGER EA. END, TYP.
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(E) 8" CMU WALL
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PLYWOOD SHTG. PER PLAN
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PLYWOOD SHTG. PER PLAN
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34" THK. PLYWOOD SHTG.
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2x BLKG. W/ SIMP. A35 EA. END
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2x BLKG. W/ SIMP. A35 EA. END
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4x10 @ 24" O.C. W/ SIMP. HU HANGER EA. END, TYP.
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T.O. (E) MASONRY WALL
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4x LEDGER W/ " HILTI 34" HILTIEXP. ANCHOR @ 24" O.C.
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2x NAILER W/ " ALL 58" ALLTHREAD ROD (CTSK) EPOXY ANCHOR @ 24" O.C.
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REF.
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SCALE:
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S-2.2
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1 1/2" = 1'-0"
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-
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2x14 SCAB
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4x10 ROOF JOIST PER PLAN
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SIMPSON SDS -3 14-3 @ 12" O.C. STAGG.
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REF.
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SCALE:
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S-2.2
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1 1/2" = 1'-0"
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PLYWOOD SHTG. PER PLAN
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(E) 8" CMU WALL
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PLYWOOD SHTG. PER PLAN
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2x LEDGER W/ 58" HILTI EXP.ANCHOR
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IDS GROUP
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DATE SIGNED: 11-18-16
PHOTO
1
N.T.S.
S-3.0
PHOTO
2
N.T.S.
S-3.0
PHOTO
3
N.T.S.
S-3.0
PHOTO
4
N.T.S.
S-3.0
PHOTO
16
N.T.S.
S-3.0
TYP. FLEXIBLE JOINT SEALANT AT ALL JOINTS
8
TYPICAL SPALL CONCRETE REPAIR
5
SECTION
7PLAN
11
RIO HONDO COLLEGE
3600 Workman Mill Rd.
Whittier, CA 90601
03-16-2018
DATEDESCRIPTIONREV.
OWNER REQUESTED CHANGES
RIO HONDO COLLEGE
3600 Workman Mill Rd.
Whittier, CA 90601
ISSUE
STAMP
STAMP
ENGINEER/ARCHITECT
PROJECT NAME
CLIENT
PROJECT NO.
PRINT DATE
DRAWN BY
CHECKED BY
14.120
NOT
FOR
CONS
TRUC
TIO
N SHEET TITLE
SHEET NUMBER
3/15/2018
KEY PLAN
1 PETERS CANYON ROAD, SUITE 130IRVINE, CA 92606
TEL: 949-387-8500, FAX: 949-387-0800
IDS
ADMINISTRATION OF
JUSTICE ANNEX
PISTOL-RIFLE RANGE
GLUE LAMINATED
BEAM REPLACEMENT
/ REPAIR
IDENTIFICATION STAMP
DIV. OF THE STATE ARCHITECT
OFFICE OF REGULATION SERVICES
DATE
AC FLS
APPL 03-117200
SS
FIL
E: 1
9-C
12
1
-
-
PHOTOSAND DETAILS
S-3.0
1
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SEE DTL. 5/S-2.0 FOR MORE INFORMATION
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STL. PL. CUT-LINE
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EXISTING CONCRETE BLOCK MASONRY WALL SPALLS, SEE 5/- & 11/- FOR REPAIR
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EXISTING CONCRETE SPALLS, SEE 5/- & 7/- FOR REPAIR
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TYPICAL EXISTING EXPANSION JOINT, SEE 8/- FOR REPAIR, TYP. AT 10 LOCATIONS
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5"
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5"
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EXISTING BULLET TRAP MULCH TO BE REMOVED AND REPLACED
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(E) MASONRY MORTAR
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BACKER ROD
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(E) MASONRY WALL
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SEALANT: SIKAFLEX 15LM (OR EQUAL), INSTALL PER MFR. RECOMMENDATIONS. MATCH (E) WALL COLOR, SUBMIT SAMPLE PRIOR TO BEGINNING WORK
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D = " MINIMUM, 14" MINIMUM, 12" MAXIMUM
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(E) MASONRY GROUT
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3"=1'-0"
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S-3.0
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BACKER ROD
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EDGE OF SPALL REPAIR ZONE SHALL BE FORMED NORMAL TO THE SURFACE (90° MAX.) OR SLIGHTLY INSET (75° MIN.) AS SHOWN ( " MIN. 18" MIN. DEPTH). DO NOT DAMAGE EMBEDDED . DO NOT DAMAGE EMBEDDED BARS OR OTHER ITEMS
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SURFACE OF (E) CONCRETE
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SIKATOP 123 PLUS PER NOTE 6
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MAY BE NECESSARY TO CHIP OUT BEHIND REBAR IF CONCRETE IS UNSOUND OR NOT TIGHTLY ADHERED TO REBAR
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(E) REINF. BAR WHERE OCCURS. EXTRA CARE SHALL BE EXERCISED NOT TO CUT OR DAMAGE EXISTING REINF.
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ANGLE OF FORMED EDGE RELATIVE TO (E) CONCRETE SURFACE
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SCRUB COAT PER NOTE 5
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WHERE REINF. HAS LESS THAN 3/4-INCH COVER - COAT WITH SIKA ARMATEC EPOCEM PRIOR TO PATCHING SPALL.
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AS REQ'D
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(E) CONCRETE
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NOTES: 1. AREAS TO BE REPAIRED MUST BE CLEAN, SOUND, AND FREE OF CONTAMINANTS. ALL LOOSE AND DETERIORATED CONCRETE AREAS TO BE REPAIRED MUST BE CLEAN, SOUND, AND FREE OF CONTAMINANTS. ALL LOOSE AND DETERIORATED CONCRETE SHALL BE REMOVED BY MECHANICAL MEANS. MECHANICALLY PREPARE CONCRETE SUBSTRATE TO OBTAIN A SURFACE PROFILE OF ± 116" WITH A NEW EXPOSED AGGREGATE SURFACE. 2. AREA TO BE PATCHED SHALL NOT BE LESS THAN " IN DEPTH. AREA TO BE PATCHED SHALL NOT BE LESS THAN " IN DEPTH. 18" IN DEPTH. 3. WHERE REINFORCING STEEL WITH ACTIVE CORROSION IS ENCOUNTERED, SCRUB THE STEEL W/ A WIRE BRUSH TO REMOVE ALL WHERE REINFORCING STEEL WITH ACTIVE CORROSION IS ENCOUNTERED, SCRUB THE STEEL W/ A WIRE BRUSH TO REMOVE ALL LOOSE MATERIAL, SCALE, AND RUST. 4. PRE-SOAK THE SUBSTRATE TO PROVIDE SATURATED SURFACE DRY CONDITION WITH NO STANDING WATER DURING APPLICATION. PRE-SOAK THE SUBSTRATE TO PROVIDE SATURATED SURFACE DRY CONDITION WITH NO STANDING WATER DURING APPLICATION. 5. APPLY SCRUB COAT OF THE REPAIR MATERIAL TO THE PREPARED SUBSTRATE FILLING ALL PORES AND VOIDS. APPLY SCRUB COAT OF THE REPAIR MATERIAL TO THE PREPARED SUBSTRATE FILLING ALL PORES AND VOIDS. 6. WHILE SCRUB COAT IS STILL WET PLACE SIKATOP 123 PLUS, FILLING THE ENTIRE CAVITY. STRIKE OFF AND FINISH AS REQUIRED WHILE SCRUB COAT IS STILL WET PLACE SIKATOP 123 PLUS, FILLING THE ENTIRE CAVITY. STRIKE OFF AND FINISH AS REQUIRED TO MATCH EXISTING SURFACE. WET CURE. 7. FOLLOWING REPAIR, FINISH THE REPAIRED SURFACE TO MATCH COLOR AND TEXTURE OF (E) ADJACENT SURFACES.FOLLOWING REPAIR, FINISH THE REPAIRED SURFACE TO MATCH COLOR AND TEXTURE OF (E) ADJACENT SURFACES.
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2"=1'-0"
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S-3.0
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2"=1'-0"
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S-3.0
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2"=1'-0"
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S-3.0
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REPAIR PER DETAIL 5/-
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(E) CONC. CURB OR SLAB STEP
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(E) CMU BLOCK WALLS
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(E) OPENING FRAME TO REMAIN
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CHIP TO SOUND CONCRETE (SOLID GROUT) & REPAIR PER DETAIL 5/-
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(E) 8" OR 12" CMU WALL
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IDS GROUP
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DATE SIGNED: 11-18-16