Approval of Plans and Authorization to Advertise for Bids for the Goleta Valley Community Center Seismic Retrofit Project – DIR 4301(CIP #9067)

Agenda Item B.5

CPMS CONSENT CALENDAR
Meeting Date: September 20, 2022

TO: Mayor and Councilmembers

FROM: Matthew R. Fore, General Services Director

SUBJECT: Approval of Plans and Authorization to Advertise for Bids for the Goleta Valley Community Center Seismic Retrofit Project – DIR 4301(CIP #9067)

RECOMMENDATION:

A. Approve plans for the Goleta Valley Community Center Seismic Retrofit Project – DIR 4301;

B. Authorize staff to advertise a Notice Inviting Bids for the Goleta Valley Community Center Seismic Retrofit Project – DIR 4301; and

C. Authorize a budget transfer of $2,455,580 from the General Fund Construction Account for the ADA Improvements Project to the General Fund Construction Account for the Seismic Improvements Project.

BACKGROUND:

Over the years, Council has considered issues related to the state and status of the Goleta Community Center (GCC). At its August 31, 2021 meeting, City Council received a report on the status of the Goleta Community Center facility and the approved Goleta Community Center Improvements Capital Project to complete a seismic retrofit and related Americans with Disabilities Act access upgrades. The Council agenda report from August 31, 2022, provides extensive history and background information on the site and structures.1

DISCUSSION:

In 2013, the City commissioned a seismic evaluation of the GCC. The evaluation found two primary deficiencies in the Auditorium and Dining Hall : 1) inadequate connection between the roof and walls; and, 2) the absence of proper roof structural sheathing throughout the entire roof system. In February 2021, based upon evaluation and analysis of the City’s Building Official, the City closed the Auditorium and Dining Hall for use until the building could be made seismically stable. Other rooms, including the conference room and eight classrooms, remain in use. The plans that are part of this Council action

1 The August 31, 2021 Council Agenda Report is available at https://tinyurl.com/y4ahz9tn 1 Meeting Date: September 20, 2022

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will remedy the current seismic deficiencies, thereby removing known seismic safety issues and allowing the Auditorium and Dining Hall to be put back into use.

The Goleta Municipal Code (GMC), Section 3.05.170(C) an d Section 3.05.210(A), requires City Council authorization prior to publication of a notice inviting bids for construction projects greater than $200,000. The project team have completed design for the project and are prepared to advertise for construction bids for the subject project upon City Council’s approval and authorization. A notice to invite construction bids will be published in the public newspaper and posted on the City’s website. The General Services and Public Works departments anticipate returning to City Council with a proposed construction contract for award in the Fall of 2022. The timeline for this project is extremely tight. The current deadline for expenditures under the FEMA grant is April 2023. While staff have applied to CalOES for a n extension to the grant deadline of an additional year, and CalOES then applied to FEMA for approval of the same, at this point we are proceeding as if we will not receive an extension.

The bid package consists of contract documents, specifications, plan s, and project special provisions. The specifications also incorporate by reference the City adopted engineering standards, Greenbook Standard Specification and Standard Plans for Public Works Construction (current edition including applicable amendments), and Occupational Safety and Health Administration (OSHA) regulations. The full set of plans are available on the City’s website as part of this City Council agenda item. The contract documents and project specifications will be incorporated into the formal bid solicitation to commence in the coming weeks. Staff recommends that the City Council approve the plans and authorize staff to advertise for construction bids for the project.

Staff had hoped to include this project under a Project Labor Agreement, pursuant to the Project Labor Agreement Policy (Policy) adopted by the City Council on October 5 , 2021.

A team of City negotiators and the City’s special legal Council, M ichael Vlaming, have been meeting with representatives of the Tri Counties Building & Construction Trades Council (TCBCTC) since May 2022. City negotiators have pressed for expedited negotiations, but this has been hampered by TCBCTC negotiators’ availability. At this point, negotiators are still not close to an agreement in accordance with Council’s adopted Policy and the grant timelines for this project will not accommodate a further delay. Under the terms of the Policy, therefore, this project will proceed without a Project Labor Agreement attached. However, staff still hope to include a Project Labor Agreement with the ADA Improvements Project portion of the Goleta Community Center upgrades , if we are able to reach an agreement before that project is bid.

GOLETA STRATEGIC PLAN:

Implementation of seismic improvements directly supports the following elements of the City’s Strategic Plan:

2 Meeting Date: September 20, 2022

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Goal 5.1: Strengthen Citywide Infrastructure including roads and traffic circulation, including bike lanes, paths, and sidewalks.

Objective 5.1.2: Complete design and seek funding for Goleta Community Center seismic upgrades and ADA improvements.

FISCAL IMPACTS:

The Project is currently funded by two sources originally totaling $5.4M : 1) a Hazard Mitigation Grant from the Federal Emergency Management Agency (FEMA) in the amount of $3.8M; and 2) City matching funds (General Fund) to the FEMA Grant of $1.4M. In addition, this project was estimated to have a funding gap of $2.4 million.

In June 2022, Council received information on funding strategies on the unfunded Annual Work Program projects, which included the two GCC Projects. At the time of adopting the FY 2022-23 Budget, it included initially appropriating $2.9 million towards the GCC ADA Improvements Project (CIP #9121), however it was discussed that staff may have a future recommended budget transfer of the $2.9 million to the GCC Seismic Improvement Project (CIP #9067) after further review and determining which GCC project takes priority first. Staff now recommends that the Council authorize the budget transfer of $2,455,580 from the GCC ADA Project (101 -90-9121-57071) to t he GCC Seismic Project(101-90- 9067-57071).

The table below summarizes the current available budget for this project net of design- related expenditures incurred to date:

Account Fund Type Total Available Budget
101-90-9067-57070 General Fund (Design) 68,687$
101-90-9067-57071 General Fund (Construction) 1,432,628$ 421-90-9067-57070 Hazard Mitigation Grant 1,148$
421-90-9067-57071 Hazard Mitigation Grant 3,851,912$
Subtotal 5,354,375$
Transfer from 101-90-9121-57071 2,455,580$
Total 7,809,955$
Project 9067 Goleta Community Center Seismic Improvement Project 3 Meeting Date: September 20, 2022

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Project costs have risen dramatically since the previous engineering cost estimate in June of 2019. The preliminary engineering cost estimate for the project assuming a three - month construction period was $5.135M. However, since 2019, the cost of capital projects in general, including the seismic improvement project, have in creased dramatically , driven by materials shortages stemming from the COVID -19 pandemic and by more recent inflation ary pressures. As a result, the revised engineering cost estimate conducted in August of 2022, now assumes a six-month construction period and a revised total project cost of $6.845M. Final costs will be known once bids are received.

The City has already applied to CalOES to amend the FEMA grant for this project twice:
once to increase the grant amount to reflect updated cost estimates, and once to extend the grant deadline. Staff plans to apply again to further increase the grant amount based on the revised cost estimate, in which case the increased costs, less the City matching portion, might be reimbursed. However, this is not guaran teed and staff recommend moving forward with the project bid regardless , so that the project timeline is not further delayed.

ALTERNATIVES:

The City Council may elect to not approve the plans and specifications and not authorize staff to advertise for construction bids for this project. Doing so would delay the construction of the project and would jeopardize the FEMA Hazard Mitigation Grant, the primary source of funding for this project.

Reviewed By: Legal Review By: Approved By:

___________________ ___________________ _________________ Kristine Schmidt Megan Garibaldi Robert Nisbet
Assistant City Manager City Attorney City Manager

ATTACHMENT:

1. Project Plans
4 Attachment 1

Plans for the Goleta Valley Community Center Seismic Retrofit Project – DIR 4301 (CIP 9067)
5 STRUCTURAL ENGINEER
STAMP

PROJECT NAME / LOCATION

ISSUE / REVISION
SCALE
S.E.R.

DESIGN
DRAWN
PROJECT No.

DRAWING TITLE
SHEET

AS NOTED

IF PRINT SIZE IS
30"x42"
DESCRIPTIONNo. DATE
All drawings and written material appearing herein constitute original and unpublished work of the Structural Engineer and may not be duplicated, used or disclosed without consent of Structural Engineer. 100% CD 8/28/2019
C:\Users\laura.santiago\Documents\19018.10 - Goleta Community Center - S17 - Central_Laura.SantiagoC3N8P.rvt 8/28/2019 6:33:23 PM
S0.00

COVER SHEET

GOLETA COMMUNITY CENTER

RETROFIT
19018.10
5689 HOLLISTER AVE.

LS
DW
NM
Sheet List
Sheet Number Sheet Name
S0.00 COVER SHEET
S0.01 GENERAL NOTES
S0.02 GENERAL NOTES
S0.03 SYMBOLS & ABBREVIATIONS
S1.00 TYPICAL DETAILS
S2.01 FIRST FLOOR & FOUNDATION FRAMING PLAN
S2.02 ROOF FRAMING PLAN
S3.01 TRUSS ELEVATIONS
S3.02 TRUSS ELEVATIONS
S5.00 FLOOR FRAMING AND ANCHORAGE DETAILS
S5.01 ROOF ANCHORAGE DETAILS
S5.02 ANCHORAGE AND BRACING DETAILS
A2.01 FIRST FLOOR PLAN AND REFLECTED CEILING PLANS
A2.02 ROOF PLAN
A5.00 ROOF DETAILS
A5.01 EXTERIOR PHOTOGRAPHS
A5.02 EXTERIOR PHOTOGRAPHS
S0.00 N.T.S.
2 SITE MAP
S0.00 N.T.S.
1 VICINITY MAP
EXP. 03/31/20
No. C78947
STATE
OF

CALIFORNIA

REGISTERED

PROFESSIONALENGINEER

NINAAZAD

HMAHJOUB
E
C
I V
IL
6 STRUCTURAL ENGINEER
STAMP

PROJECT NAME / LOCATION

ISSUE / REVISION
SCALE
S.E.R.

DESIGN
DRAWN
PROJECT No.

DRAWING TITLE
SHEET

AS NOTED

GENERAL NOTES

GOLETA COMMUNITY CENTER

RETROFIT
19018.10
5689 HOLLISTER AVE.

LS
DW
NM

GENERAL STRUCTURAL NOTES
SCOPE OF WORK:

THE EXISTING SINGLE-STORY STRUCTURE LOCATED AT 5679 HOLLISTER AVE, GOLETA CA 93117 WAS DESIGNED IN 1926 AND CONSISTS OF CAST-IN-PLACE REINFORCED CONCRETE WALLS AND A WOOD ROOFING SYSTEM SUPPORTED BY WOOD TRUSSES. THE GROUND LEVEL

FLOOR IS COMPRISED OF A MIXTURE OF CONCRETE SLAB ON GRADE, SUSPENDED CONCRETE SLAB, AND WOOD FRAMING SUPPORTED BY WOOD JOISTS. THE EXISTING CONCRETE WALLS ARE SUPPORTED BY CAST-IN-PLACE REINFORCED CONCRETE STRIP FOOTINGS. THE EXISTING

LATERAL FORCE RESISTING SYSTEM IS COMPRISED OF CAST-IN-PLACE REINFORCED CONCRETE SHEAR WALLS AND THE EXISTING WOOD DIAPHRAGM.

THE OWNER HAS ELECTED TO CONDUCT A VOLUNTARY SEISMIC RETROFIT OF THE EXISTING STRUCTURE, BASED ON THE ASCE 41-17 TIER 2 DEFICIENCY-BASED EVALUATION AND RETROFIT PROCEDURE. THE PERFORMANCE OBJECTIVES ARE TO ACHIEVE LIFE-SAFETY STRUCTURAL PERFORMANCE LEVEL AT THE BSE-1E HAZARD LEVEL, AND COLLAPSE PREVENTION STRUCTURAL PERFORMANCE AT THE BSE-2E HAZARD LEVEL. THE SCOPE OF WORK APPLIES TO THE FOLLOWING ELEMENTS:

1. ANCHORAGE AND STRENGTHENING OF EXISTING WOOD DIAPHRAGMS & TRUSS CONNECTIONS TO EXISTING CONCRETE WALLS.

ALL OTHER ELEMENTS NOT SPECIFICALLY NOTED ABOVE WERE NOT STRENGTHENED OR EVALUATED AGAINST THE LOADS DESCRIBED ABOVE BEYOND THE TIER-1 SCREENING LEVEL, INCLUDING NONSTRUCTURAL ELEMENTS. LIQUEFACTION MITIGATION WAS NOT ADDRESSED WITHIN THIS SCOPE OF WORK.

THE SCOPE OF RETROFIT WORKS DOES NOT TRIGGER A SEISMIC RETROFIT UNDER SECTION 503 OF THE 2019 CALIFORNIA EXISTING BUILDING CODE.

GOVERNING CODE:

THE STRUCTURAL DESIGN OF BUILDING COMPONENTS DESCRIBED ON THESE DRAWINGS IS IN ACCORDANCE WITH THE 2019 CALIFORNIA BUILDING CODE (CBC) LIMITATIONS:

THE LATERAL FORCE RESISTING SYSTEM SHOWN ON THESE DRAWINGS IS DESIGNED

TO ACHIEVE MINIMUM REQUIRED STANDARDS FOR STRUCTURAL SEISMIC RESISTANCE, AND IS INTENDED TO REDUCE THE RISK OF LIFE LOSS OR INJURY. THIS WORK

WILL NOT NECESSARILY PREVENT LOSS OF LIFE OR INJURY, NOR PREVENT EARTHQUAKE DAMAGE TO NEW OR REHABILITATED BUILDINGS.

1. GENERAL

MATERIALS AND WORKMANSHIP TO CONFORM TO THE BUILDING CODE DEFINED ABOVE AND THE REQUIREMENTS OF THE CONTRACT DOCUMENTS.

A. THESE NOTES APPLY TO ALL DRAWINGS AND GOVERN UNLESS OTHERWISE NOTED OR SPECIFIED. WHENEVER THERE APPEARS TO BE A CONFLICT

BETWEEN THE NOTES, DRAWINGS, OR SPECIFICATIONS, CONTACT THE OWNER’S REPRESENTATIVE AND ENGINEER FOR CLARIFICATION.

B. CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS AND PROPOSED DIMENSIONS AT JOB SITE. COMPARE STRUCTURAL DRAWINGS WITH

ARCHITECTURAL, MECHANICAL, AND ELECTRICAL DRAWINGS BEFORE COMMENCING WORK. NOTIFY OWNER’S REPRESENTATIVE AND ENGINEER OF ANY

DISCREPANCIES AND DO NOT PROCEED WITH AFFECTED WORK UNTIL THEY ARE RESOLVED. DO NOT SCALE DRAWINGS.

C. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION.

WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF SIMILAR

CHARACTER TO DETAILS SHOWN, USE SIMILAR DETAILS OF CONSTRUCTION, SUBJECT TO REVIEW AND APPROVAL BY THE ENGINEER.

D. DETAILS NOTED AS “TYPICAL” IN THEIR TITLE OR ON SHEETS TITLED “TYPICAL DETAILS” APPLY TO SITUATIONS OCCURRING ON THE PROJECT THAT ARE THE SAME OR SIMILAR TO THOSE SPECIFICALLY REFERENCED. SUCH DETAILS ARE NOT NOTED AT EACH LOCATION THAT THEY OCCUR.

E. ALL ELEMENTS INDICATED ON THE DRAWINGS SHALL BE ASSUMED “NEW” UNLESS OTHERWISE NOTED.

F. SAFETY MEASURES: AT ALL TIMES THE CONTRACTOR SHALL BE SOLELY AND

COMPLETELY RESPONSIBLE FOR THE CONDITIONS OF THE JOB SITE INCLUDING, BUT NOT LIMITED TO:
a) SAFETY OF THE PERSONS AND PROPERTY,
b) MEANS AND METHODS OF CONSTRUCTION,
c) COMPLIANCE WITH APPLICABLE CAL/OSHA REQUIREMENTS AND GUIDELINES, d) ALL NECESSARY INDEPENDENT ENGINEERING REVIEWS OF THESE CONDITIONS.

THE CONTRACTOR SHALL BRACE OR SHORE THE CONSTRUCTION AS REQUIRED TO PROVIDE A SAFE AND TRUE STRUCTURE. WHERE BRACING OR SHORING IS INDICATED

IN THE DRAWINGS, IT IS DONE SO ONLY AS A COURTESY TO THE CONTRACTOR AND

SHALL NOT RELIEVE THE CONTRACTOR OF THEIR RESPONSIBILITY TO COORDINATE THE WORK WITH THE AFOREMENTIONED PROVISIONS. THE ARCHITECT'S OR

ENGINEER'S JOB SITE REVIEW IS NOT INTENDED TO INCLUDE REVIEW OF THE ADEQUACY OF THE CONTRACTOR'S SAFETY MEASURES.

2. SUBMITTALS
A. SUBMIT (1) HARDCOPY OR ELECTRONIC PORTABLE DOCUMENT FORMAT (PDF) COPY OF REQUIRED SUBMITTALS TO OWNER’S REPRESENTATIVE FOR REVIEW. MULTIPLE COPIES OF THE SAME SUBMITTAL WILL NOT BE RETURNED. THE CONTRACTOR

SHALL ASSUME RESPONSIBILITY FOR MAKING ANY ADDITIONAL COPIES OF REVIEWED SUBMITTALS, AS MAY BE REQUIRED. THE ENGINEER SHALL HAVE 15

WORKING DAYS FROM DATE OF RECEIPT TO COMPLETE AND RETURN THE SUBMITTAL REVIEW.

B. SUBSTITUTION REQUESTS SHALL DEMONSTRATE THE REQUESTED SUBSTITUTION’S

ABILITY TO MEET OR EXCEED THE REQUIREMENTS OF THE ORIGINALLY SPECIFIED ITEM. THE REQUEST SHALL ALSO INCLUDE A ROUGH COST SAVINGS

ESTIMATE TO THE OWNER, REFERENCES TO DETAILS WHERE SUBSTITUTION IS

PROPOSED TO BE APPLIED, AND ALL SUPPORTING DOCUMENTATION REQUIRED FOR THE ITEM BY THIS SECTION OF THE NOTES.

C. SHOP DRAWINGS, MILL CERTIFICATES, AND/OR OTHER RELEVANT

CERTIFICATIONS SHALL BE SUBMITTED FOR REVIEW AND APPROVAL BEFORE FABRICATION, FOR THE FOLLOWING ITEMS:

NOTE: SUBMITTING COPIES OF THE STRUCTURAL DRAWINGS IS
UNACCEPTABLE AND WILL BE REJECTED FOR COMPLETE REVISION. 1) STRUCTURAL AND MISCELLANEOUS STEEL
a. MILL CERTIFICATIONS FOR ALL STEEL AND ALL FASTENERS. b. SHOP DRAWINGS INCLUDING AT A MINIMUM ASTM MATERIAL

DESIGNATIONS, MEMBER SIZES, SIZES AND TYPES OF WELDS,
SIZES AND TYPES OF BOLTS, AND DIMENSIONS.
c. WELD PROCEDURE SPECIFICATIONS FOR EACH TYPE OF WELD TO BE USED AND PRODUCT DATA FOR WELDING FILLER METAL.
d. MANUFACTURER’S PRODUCT DATA FOR PRIMER AND FINISH PAINT, INCLUDING COLOR CHARTS.
e. CONTRACTOR SHALL ESTABLISH AND VERIFY REQUIRED TOP OF STEEL (T.O.S.) ELEVATIONS, WHETHER INDICATED ON THE DRAWINGS OR NOT,

AGAINST ARCHITECTURAL FINISHED FLOOR AND ROOF ELEVATIONS, AND THE STRUCTURAL DETAILS, INCLUDING ANY SPECIFIED OFFSET OR PRE-CAMBER.

NOTIFY THE ARCHITECT/ENGINEER OF ANY DISCREPANCIES.
2) REINFORCING STEEL
a. MATERIAL CERTIFICATES FOR REINFORCING STEEL.
b. DRAWINGS FOR FABRICATION, BENDING, AND PLACEMENT OF
REINFORCING STEEL IN ACCORDANCE WITH ACI 315.
3) GLUED LAMINATED BEAMS AND PREFABRICATED WOOD JOISTS/BEAMS a. SHOP DRAWINGS INDICATING FRAMING SIZES AND SPACING OF

MEMBERS, CAMBERS, CONNECTION INFORMATION, APPEARANCE
CLASSIFICATION, ETC.
b. MATERIAL CERTIFICATES, INCLUDING GRADE, STRENGTH, AND STIFFNESS.
4) PREFABRICATED TRUSSES
a. FRAMING DRAWINGS AND CALCULATIONS STAMPED AND SEALED BY

A REGISTERED CIVIL OR STRUCTURAL ENGINEER IN THE STATE OF CALIFORNIA TO THE OWNER’S REPRESENTATIVE AND ENGINEER AND THE BUILDING DEPARTMENT FOR REVIEW.
5) CAST-IN-PLACE CONCRETE AND SHOTCRETE
a. MIX DESIGNS FOR EACH TYPE OF CONCRETE ON THE PROJECT

INCLUDING RESULTS OF SLUMP, COMPRESSION, AND SHRINKAGE

TESTS AND OTHER PROJECT SPECIFIC CRITERIA
b. MATERIAL CERTIFICATES
c. PROPOSED CONSTRUCTION AND CONTROL JOINT LOCATIONS
d. CURING MATERIALS AND METHODS
e. PRODUCT DATA FOR NON-SHRINK GROUT
f. FORMWORK TYPE, FORMWORK, JOINT LOCATIONS, CHAIRS,
FORM TIES, ETC.
g. PROPOSED ROUGHENING METHODS AND TECHNIQUES TO PREPARE EXISTING

SURFACES TO RECEIVE NEW CONCRETE, IN ACCORDANCE WITH AMPLITUDE NOTED IN THE CONCRETE SECTION OF THESE NOTES.
6) MECHANICAL ANCHORS AND EPOXY ANCHORS
a. PRODUCT DATA FOR EACH TYPE OF SYSTEM INCLUDING ANCHOR TESTING IN ACCORDANCE WITH ACI 355.2 FOR MECHANICAL ANCHORS AND ACI 355.4 FOR EPOXY ANCHORS.
b. CERTIFICATION OF ANCHOR INSTALLERS PER ACI/CRSI WHERE

ANCHORS ARE INSTALLED IN HORIZONTAL OR VERTICAL CONDITIONS WITH SUSTAINED TENSION.
7) SHORING PLANS AND CALCULATIONS, STAMPED AND SIGNED BY AN ENGINEER LICENSED IN THE STATE OF CONSTRUCTION.
a. SHORING AND UNDERPINNING OF ADJACENT SITE
b. ROOF TRUSSES
c. ERECTION OF STEEL FRAMING
d. CONCRETE FORMWORK

3. SPECIAL INSPECTION REQUIREMENTS AND TESTING
A. PROVIDE SPECIAL INSPECTIONS AND TESTING FOR ALL ITEMS AS REQUIRED BY THE GOVERNING JURISDICTION.

B. THE OWNER SHALL BE RESPONSIBLE FOR RETAINING AN INDEPENDENT,

QUALIFIED INSPECTOR AND/OR TESTING LAB TO PERFORM ALL REQUIRED TESTING AND SPECIAL INSPECTIONS.

C. IF INITIAL TESTS OR INSPECTIONS MADE BY THE OWNER’S TESTING AGENCY

REVEAL THAT ANY PORTION OF THE WORK DOES NOT COMPLY WITH THE CONTRACT

DOCUMENTS, ADDITIONAL TESTS, INSPECTIONS, AND NECESSARY REPAIRS WILL BE MADE AT THE CONTRACTOR’S EXPENSE. CONTRACTOR SHALL IMMEDIATELY NOTIFY THE ENGINEER AND OWNER OF NON-CONFORMING WORK. THIS

NOTIFICATION SHALL SPECIFICALLY ADDRESS THE NON-CONFORMING WORK AND SHALL BE SEPARATE FROM THE SPECIAL INSPECTION REPORTS.

D. SPECIAL INSPECTION REPORTS SHALL BE SENT TO THE ENGINEER AT THE TIME

OF COMPLETION FOR REVIEW OF CONFORMANCE WITH THE REQUIREMENTS OF THE STRUCTURAL DRAWINGS.

E. THE CONTRACTOR SHALL NOTIFY THE TESTING LAB A MINIMUM OF 48 HOURS PRIOR TO TIME OF INSPECTION.

F. THE FOLLOWING SPECIFIC ITEMS SHALL BE INSPECTED AND/OR TESTED BY THE TESTING LAB:
1) CONCRETE:
a. SAMPLE AND TEST CONCRETE AS FOLLOWS:
1 FABRICATE SPECIMENS FOR STRENGTH TESTS PER ACI 318.
2 PERFORM SLUMP AND AIR CONTENT TESTS.
3 DETERMINE TEMPERATURE OF THE CONCRETE.
b. REINFORCING STEEL AND WELDED WIRE MESH (INCLUDING PRE STRESSING TENDONS).
1 PLACEMENT (CONTINUOUS INSPECTION FOR SPECIAL MOMENT FRAMES) 2 OBTAIN AND REVIEW MILL TEST REPORTS.
3 WELDING.
c. CONCRETE PLACEMENT (CONTINUOUS INSPECTION).
d. CAST-IN-PLACE ANCHOR BOLTS.
e. CURING TEMPERATURE AND TECHNIQUES AND DURATION.
f. REVIEW MIX DESIGN FOR EACH CLASS OF CONCRETE.
g. REVIEW THE TICKET OF EACH BATCH OF CONCRETE DELIVERED. h. SHOTCRETE
1 PLACEMENT.
2 TEST PANELS.
a SAMPLING
b TESTING
c SCORING
i. FORMWORK (INCLUDING FORM REMOVAL AND RESHORES)
1 SHAPE
2 LOCATION
3 DIMENSIONS
j. POST TENSION TENDONS
1 PLACEMENT
2 GROUTING (CONTINUOUS INSPECTION)
3 STRESSING (CONTINUOUS INSPECTION)
NOTE: TESTING DURING CONSTRUCTION IS NOT REQUIRED FOR

FOUNDATION CONCRETE, EXCLUDING CAST-IN-PLACE DRILLED PILES OR

CAISSONS, WHERE THE STRUCTURAL DESIGN IS BASED ON F'C NO GREATER THAN 2500 PSI AND NON-STRUCTURAL SLABS-ON-GRADE. 2) NON-SHRINK GROUT
a. PLACEMENT
b. CAST AND TEST SPECIMENS FOR COMPRESSION STRENGTH
3) ALL STRUCTURAL WELDING INCLUDING, BUT NOT LIMITED TO THE FOLLOWING:
a. CONTINUOUS INSPECTION FOR ALL BUTT WELDS, COMPLETE AND

PARTIAL PENETRATION WELDS, GROOVE WELDS AND PLUG WELDS, INCLUDING WELDING OF REINFORCEMENT.
b. CONTINUOUS INSPECTION AND 100% ULTRASONIC TESTING FOR ALL

COMPLETE PENETRATION WELDS BETWEEN THE PRIMARY MEMBERS OF

MOMENT-RESISTING FRAMES, EXCEPT WHEN THE THICKNESS OF THE MATERIALS TO BE WELDED IS LESS THAN 5/16". IN ADDITION, MAGNETIC PARTICLE TESTING SHALL BE PERFORMED ON 25% OF ALL BEAM-TO-COLUMN COMPLETE PENETRATION WELDS.
c. CONTINUOUS INSPECTION OF ALL FILLET WELDS EXCEEDING 5/16". d. PERIODIC VISUAL INSPECTION OF THE FOLLOWING ITEMS:
1 SINGLE-PASS FILLET WELDS NOT EXCEEDING 5/16".
2 FLOOR AND ROOF DECK WELDING.
3 WELDED STUDS WHEN USED FOR THE STRUCTURAL DIAPHRAGM
OR COMPOSITE CONNECTIONS.
4 WELDED SHEET METAL STEEL FOR COLD-FORMED STUDS AND
JOISTS.
5 WELDING OF STAIRS AND RAILING SYSTEMS.
4) HIGH STRENGTH BOLTING.
5) POST INSTALLED ANCHORS. WHERE ANCHORS ARE LOADED IN SUSTAINED TENSION, INSPECTION SHALL BE CONTINUOUS. REFER TO THE DRAWINGS FOR LOCATIONS.
a. BRICK MASONRY
1 EPOXY THREADED RODS SHALL BE TESTED PER TESTING
SCHEDULE IN TYPICAL DETAILS.
b. CONCRETE
1 EPOXY REBAR AND THREADED RODS
2 MECHANICAL ANCHORS
6) STRUCTURAL WOOD
a. PERIODIC SPECIAL INSPECTION FOR NAILING, BOLTING,

ANCHORING AND OTHER FASTENING OF COMPONENTS WITHIN THE

SEISMIC FORCE RESISTING SYSTEM, INCLUDING WOOD SHEAR

WALLS, WOOD DIAPHRAGMS DRAG STRUTS, BRACES, SHEAR PANELS AND HOLD-DOWNS.
d. VERIFICATION TESTING
e. PROOF TESTING

4. STRUCTURAL OBSERVATIONS
A. STRUCTURAL OBSERVATIONS WILL BE UNDERTAKEN BY PERSONNEL UNDER THE SUPERVISION OF THE ENGINEER OF RECORD. STRUCTURAL OBSERVATIONS

ARE SEPARATE FROM THE SPECIAL INSPECTION REQUIREMENTS OUTLINED ABOVE.

B. THE PURPOSE OF STRUCTURAL OBSERVATIONS IS TO REVIEW THE OVERALL

PROGRESS OF CONSTRUCTION AND ASCERTAIN ITS GENERAL COMPLIANCE WITH

THE CONSTRUCTION DOCUMENTS, THESE GENERAL NOTES, AND OTHER SPECIFICATIONS, WHERE APPLICABLE. OBSERVATIONS WILL BE NOTED IN REGULAR SITE REPORTS ISSUED TO THE OWNER.

C. UNLESS OTHERWISE AGREED UPON, THE ENGINEER OF RECORD SHALL BE

ENGAGED TO PROVIDE, AT MINIMUM, A LEVEL OF CONSTRUCTION INVOLVEMENT

NEEDED TO OBSERVE THE FOLLOWING AT SIGNIFICANT MILESTONES DURING THE CONSTRUCTION PROCESS:
1) FOUNDATION REINFORCEMENT AND CONSTRUCTION
2) MASONRY/CONCRETE WALL/SLAB REINFORCEMENT AND CONSTRUCTION 3) STRUCTURAL STEEL FRAMING
4) LATERAL FORCE RESISTING ELEMENTS
5) WOOD FRAMING
ADDITIONAL ENGINEER INVOLVEMENT MAY BE DESIRED. ANY AGREEMENT TO THAT EFFECT SHALL BE MADE PRIOR TO THE START OF CONSTRUCTION.

D. THE CONTRACTOR SHALL NOTIFY THE ENGINEER A MINIMUM OF 3 DAYS PRIOR TO TIME OF OBSERVATION AND PROVIDE ACCESS FOR THE OBSERVATIONS.

E. AN OWNER’S REPRESENTATIVE MAY BE DESIGNATED, BY THE OWNER'S SPECIFIC

AUTHORIZATION PRIOR TO THE START OF CONSTRUCTION, WHO WILL HAVE THE

AUTHORITY TO REQUEST ADDITIONAL ENGINEER INVOLVEMENT OUTSIDE OF THE NORMAL DUTIES ASSOCIATED WITH STRUCTURAL OBSERVATION.

5. DESIGN BASIS
A. DESIGN INTENT:

TIER 2 DEFICIENCY BASED VOLUNTARY SEISMIC RETROFIT. THE ASSOCIATED

STRUCTURAL MODIFICATIONS WILL NOT TRIGGER A SEISMIC RETROFIT UNDER SECTION 503: ALTERATIONS OF THE 2019 CALIFORNIA EXISTING BUILDING CODE.

B. ANALYSIS PROCEDURE:

LINEAR STATIC ANALYSIS PER THE 2019 CBC, 2019 CEBC AND ASCE 41-17 C. DESIGN LIVE LOADS (PSF):

ROOF 20
FLOOR 50
CORRIDOR 100
PARTITION 15
D. LINEAR STATIC LATERAL SEISMIC DESIGN FORCES:

BSE 1E (LIFE SAFETY OBJECTIVE):

V = C1*C2*CM*Sa*W = 1.17*W
BSE 2E (COLLAPSE PREVENTION OBJECTIVE):

V = C1*C2*CM*Sa*W = 2.40*W
E. SEISMIC COEFFICIENTS
C1*C2 = 1.4 (ASSUMED COEFFICIENT PER ASCE 41-17 TABLE 7-3) CM = 1.0 (PER ASCE 41-17 TABEL 7-4)
BSE 1E:

Sa = 0.835
BSE 2E:

Sa = 1.716
F. SEISMIC GROUND MOTION VALUES
BSE 1E:

SXS = 0.835
SX1 = 0.468
BSE 2E:

SXS = 1.716
SX1 = 0.995
FOUNDATION DESIGN IS BASED ON A GEOTECHNICAL REPORT PREPARED BY: FUGRO DATED: JULY 2019

6. CONCRETE
A. EXCEPT WHERE NOTED OTHERWISE ALL WORK SHALL BE PERFORMED IN ACCORDANCE WITH THE LATEST EDITION OF ACI 301 - SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS. UNLESS OTHERWISE NOTED, COMPLY WITH CONSTRUCTION TOLERANCES AS SPECIFIED IN ACI 117 “SPECIFICATION FOR TOLERANCES FOR CONCRETE CONSTRUCTION AND MATERIALS”.

B. REINFORCE ALL CONCRETE. INSTALL ALL INSERTS, BOLTS, ANCHORS, AND REINFORCING AND SECURELY TIE PRIOR TO PLACING CONCRETE.

C. PORTLAND CEMENT SHALL CONFORM TO ASTM C-150 TYPE I OR II.

D. CONCRETE SHALL BE HARDROCK CONCRETE AND CONFORM TO ALL REQUIREMENTS OF ASTM C-33, UNLESS OTHERWISE NOTED. WHERE LIGHTWEIGHT CONCRETE IS SPECIFIED, IT SHALL CONFORM TO ASTM C-330. FLY ASH SHALL COMPLY WITH ASTM C618; SLAG SHALL COMPLY WITH ASTM C989. PROPORTION CONCRETE IN ACCORDANCE WITH ACI 211.1, INCLUDING ANY REQUIRED ADMIXTURES.

CONCRETE SHALL SATISFY THE FOLLOWING PROPERTIES:

ADMIXTURES WITH CHLORIDE IONS: NOT PERMITTED
MIN. STRENGTH AT 28 DAYS (f’c): 2500 PSI
MIN. STRENGTH AT 56 DAYS: 3500 PSI
MIN. SLUMP: 2½”
MAX. SLUMP: 6”
MAX. AGGREGATE SIZE: 1”
MAX. WATER/CEMENTITIOUS (W/CM) RATIO: 0.50
MIN. FLY ASH OR SLAG REPLACEMENT: 20%
MAX. SHRINKAGE AT 28 DAYS: 0.040% PER ASTM C157
E. THE ACTUAL SLUMP AND TOLERANCE SHALL BE ESTABLISHED BY THE CONTRACTOR AND CONCRETE SUPPLIER, AS REQUIRED TO SATISFY THE CONTRACTOR’S MEANS

AND-METHODS FOR PLACEMENT, FIELD AND INSTALLATION CONDITIONS (INCLUDING REINFORCING CONGESTION), FINISH REQUIREMENTS, AND AS REQUIRED TO SATISFY THE PERFORMANCE CRITERIA SPECIFIED ABOVE.

F. IN AREAS OF HEAVY REINFORCING AND CONGESTION, CONTRACTOR SHALL PROVIDE ADEQUATE MEANS AND METHODS TO PROPERLY INSTALL CONCRETE (I.E., HIGH- RANGE WATER-REDUCING ADMIXTURE, FORM VIBRATORS, ETC.) AT SUCH LOCATIONS, THE CONTRACTOR MAY USE 3/8” MINIMUM CRUSHED ROCK OF NOT LESS THAN 1500 POUNDS/CU. YD. NO WATER SHALL BE ADDED AT THE TIME OF INSTALLATION WITHOUT WRITTEN APPROVAL OF THE ENGINEER OF RECORD.ALL CONCRETE WITH

EXPOSED SURFACES SHALL HAVE HIGH-RANGE WATER-REDUCING ADMIXTURE (SUPERPLASTICIZER): ASTM C494, TYPE F OR TYPE G. PRODUCTS INCLUDE THE FOLLOWING:
1) EUCON 37/1037 OR PLASTOLSERIES, EUCLID CHEMICAL COMPANY, 2) DARACEM, W.R. GRACE COMPANY, OR
3) SIKAMENT 300, SIKA CORP.

G. WHEN PLACING NEW CONCRETE OR SHOTCRETE AGAINST EXISTING CONCRETE, AND/OR CONCRETE MASONRY, ROUGHEN EXISTING MATERIAL TO 1/4" AMPLITUDE. REMOVE ALL LOOSE CEMENTITIOUS MATERIALS AND AGGREGATES.

PRESSURE WASH SURFACE AND REMOVE STANDING WATER IMMEDIATELY PRIOR TO PLACING NEW CONCRETE. AT EXISTING BRICK, ROUGHENING

IS NOT REQUIRED IF EXISTING BRICK HAS A NATURAL ROUGH SURFACE (APPROXIMATELY 1/4" AMPLITUDE). THE ROUGHENED SURFACE IS SUBJECT TO REVIEW AND APPROVAL BY THE ENGINEER.

I. CONTRACTOR SHALL CONSTRUCT CONCRETE FLOORS AND SLABS PER RECOMMENDATIONS OF ACI 302.1R. CONTRACTOR SHALL SUBMIT LOCATIONS OF PROPOSED CONSTRUCTION JOINTS FOR ENGINEERS REVIEW AND APPROVAL.

7. FORMWORK
A. DESIGN AND CONSTRUCT FORMWORK IN ACCORDANCE WITH ACI 347 “RECOMMENDED PRACTICE FOR CONCRETE FORMWORK” AND ACI 301 “SPECIFICATIONS FOR STRUCTURAL CONCRETE”, UNLESS OTHERWISE NOTED.

B. AS REQUIRED, PROVIDE POUR POCKETS IN FORMS AND UNDER EXISTING MEMBERS TO PREVENT AIR POCKETS OR “HONEYCOMBS”. CONCRETE CAST WITH AIR POCKETS OR HONEYCOMBS IS NOT ACCEPTABLE.

C. PROVIDE ¾ INCH BY ¾ INCH CHAMFER STRIPS ON ALL EXTERNAL CORNERS OF BEAMS, COLUMNS, AND WALLS, UNLESS OTHERWISE NOTED.

D. REMOVE FORMS AND SHORES IN ACCORDANCE WITH THE FOLLOWING:
1) POST-TENSIONED SLABS, BEAMS, AND GIRDERS – REMOVE FORMS AND SHORES NO SOONER THAN 72 HOURS, F’C = 4000 PSI MINIMUM, OR MEMBERS HAVE BEEN TENSIONED.
2) BOTTOM FORMS AND SHORES FOR MILDLY REINFORCED SLABS, BEAMS, AND GIRDERS – REMOVE FORMS AND SHORES NO SOONER THAN 7 DAYS AND F’C = 3000 PSI MINIMUM.
3) COLUMNS AND WALLS – REMOVE FORMS AND SHORES NO SOONER THAN 72 HOURS.
4) FOOTINGS, PILE CAPS, AND GRADE BEAMS – REMOVE FORMS AND SHORES NO SOONER THAN 48 HOURS.

E. CONCRETE SHALL BE CONTINUOUSLY CURED FOR 10 DAYS AFTER PLACING IN ANY APPROVED MANNER IN ACCORDANCE WITH ACI 301, INCLUDING CURING

COMPOUND, CURING PAPER, WATER SPRAY, FLOODING WITH WATER (FOR SLABS), ETC. PROVIDE CURING WHERE FORMS ARE REMOVED IN LESS THAN 7 DAYS.

NOTE: FOOTINGS ARE EXEMPTED FROM THIS REQUIREMENT.

8. REINFORCING STEEL
A. ALL REINFORCING STEEL BARS, UNLESS OTHERWISE NOTED, SHALL CONFORM

WITH THE LATEST STANDARD SPECIFICATIONS FOR DEFORMED BILLET STEEL FOR CONCRETE REINFORCEMENT, ASTM DESIGNATION A615 AND SHALL BE MINIMUM GRADE 60.

HEADED SHEAR STUD REINFORCING SHALL COMPLY WITH ASTM A1044 B. ALL REINFORCING STEEL THAT IS TO BE WELDED, OR USED IN SEISMIC

FRAME MEMBERS AND SHEARWALL BOUNDARY ELEMENTS, SHALL CONFORM TO

THE LATEST STANDARD FOR LOW-ALLOY STEEL DEFORMED BARS FOR CONCRETE REINFORCEMENT ASTM A706 (GRADE 60 ONLY). BILLET STEEL ASTM A615 REINFORCEMENT MAY BE SUBSTITUTED FOR LOW ALLOY ASTM A706 IF (1)

THE ACTUAL YIELD STRENGTH BASED ON MILL TESTS DOES NOT EXCEED THE SPECIFIED YIELD STRENGTH BY MORE THAN 18,000 PSI, (2) THE

RATIO OF THE ACTUAL ULTIMATE TENSILE STRESS TO THE ACTUAL YIELD STRENGTH IS NOT LESS THAN 1.25, AND (3) MINIMUM ELONGATION IN 8 INCHES SHALL BE AT LEAST 14 PERCENT FOR BAR SIZES #3 THROUGH #6, AT LEAST 12 PERCENT FOR BAR SIZES #7 THROUGH #11, AND AT LEAST 10 PERCENT FOR BAR SIZES #14 AND #18.

C. WELDED WIRE MESH SHALL CONFORM TO LATEST EDITION OF ASTM A1064.

D. SUITABLE DEVICES (DOBIES, CHAIRS, ETC.) OF SOME STANDARD

MANUFACTURE SHALL BE USED TO HOLD REINFORCEMENTS IN ITS TRUE HORIZONTAL AND VERTICAL POSITIONS. THESE DEVICES SHALL BE

SUFFICIENTLY RIGID AND NUMEROUS TO PREVENT DISPLACEMENT OF THE REINFORCING DURING PLACING OF CONCRETE. ALL SUCH DEVICES HAVE PRIOR APPROVAL FROM THE ARCHITECT AND ENGINEER.

E. LAP SPLICE ALL BARS IN CONCRETE PER STANDARD DETAILS SCHEDULE, USING LAP TYPE "TOP" UNLESS OTHERWISE NOTED. WHEN LAPPING BARS OF DIFFERENT SIZES, USE THE LAP LENGTH OF THE LARGER BAR.

F. UNLESS OTHERWISE DEMONSTRATED BY SUCCESSFUL PLACEMENT OF A

REPRESENTATIVE TEST PANEL, LAP SPLICES FOR SHOTCRETE WALLS SHALL BE PER NON-CONTACT SPLICE METHOD. THE LAPPED BARS SHALL BE SPACED A MINIMUM OF 2 INCHES BETWEEN THEM AND THE LAP LENGTH SHALL BE PER THE SCHEDULE USING LAP CLASS B, "TOP".

G. IN LIEU OF LAP SPLICES, REBAR COUPLERS MAY BE USED. ERICO’S AND/ OR ERICO’S CADWELD LENTON. DAYTON BAR-LOCKS AND SIMILAR DEVICES MAY BE USED ONLY IF REINFORCING DETAILER ACCOUNTS FOR COUPLER SIZE, 24 INCH STAGGERING OF COUPLERS AND REINFORCING BAR SPACING. ALTERNATES WILL BE CONSIDERED UPON SUBMITTAL OF MANUFACTURER’S TESTING REPORT.

FOR APPLICATIONS IN SEISMIC FRAME MEMBERS AND BOUNDARY ELEMENTS OF SHEAR WALLS, THE COUPLERS SHALL DEVELOP THE LARGER OF 100% OF THE ULTIMATE TENSILE STRENGTH OR 125% OF THE SPECIFIED YIELD STRENGTH OF THE REBAR. FOR ALL OTHER APPLICATIONS, THE COUPLERS SHALL DEVELOP 125% OF THE SPECIFIED YIELD STRENGTH OF THE REBAR.

H. IN LIEU OF COUPLERS, MAIN LONGITUDINAL REINFORCING BARS OF ASTM A706 STEEL MAY BE WELDED PER AWS D1.4. WELDED SPLICES SHALL NOT BE

USED WITHIN A JOINT OF THE SEISMIC FRAME, OR WITHIN A DISTANCE OF ONE BEAM/COLUMN DEPTH FROM A JOINT.

I. SPIRAL REINFORCEMENT
1) LAP SPLICES FOR SPIRAL REINFORCEMENT ARE NOT PERMITTED WITHOUT SPECIFIC AUTHORIZATION FROM ENGINEER.
2) SPIRALS SHALL BE TERMINATED WITH A MINIMUM OF (3) TIGHT TIES AND A 135° HOOK UNLESS OTHERWISE NOTED.

J. HOOK DISCONTINUOUS ENDS OF REINFORCING STEEL PER TYPICAL DETAIL, UNLESS OTHERWISE NOTED. WHERE SPECIFIED OR WHERE REINFORCING IS IN A CONGESTED ZONE SO AS NOT TO PERMIT HOOK BARS, PROVED A “T-HEAD” TERMINATOR: LENTON "D16" TERMINATOR OR APPROVED EQUAL.

K. DETAIL ACCORDING TO THE LATEST ACI STANDARD 315, MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES.

PLACE REINFORCEMENT PER ACI 301, “SPECIFICATION FOR STRUCTURAL CONCRETE”, UNLESS OTHERWISE NOTED.

L. REBAR PARTIALLY EMBEDDED IN CONCRETE SHALL NOT BE FIELD BENT.

M. REBAR SHALL ONLY BE BENT ONCE. REBAR SHALL NOT BE BENT AND

STRAIGHTENED FOR CONSTRUCTION UNLESS EXPLICITLY NOTED ON THE CONSTRUCTION DOCUMENTS.

N. MAINTAIN COVERAGE TO FACE OF BARS, INCLUDING SLEEVES AND PENETRATIONS, AS FOLLOWS, UNLESS OTHERWISE NOTED:
1) CAST-IN-PLACE CONCRETE
a. 3 INCHES WHERE CONCRETE IS DEPOSITED AGAINST EARTH EXCEPT SLAB-ON-GRADE.
b. 2-1/2 INCHES FOR CAST-IN-PLACE DEEP FOUNDATION ELEMENTS NOT ENCLOSED BY A STEEL PIPE, TUBE OR PERMANENT CASING.
c. 2 INCHES FOR FORMED CONCRETE WHICH IS EXPOSED TO EARTH OR WEATHER FOR #6 BAR THROUGH #18 BAR. REDUCED TO 1-1/2 FOR #5 BAR, W31 OR D31 WIRE AND SMALLER.
d. 1-1/2 INCHES FOR INTERIOR BEAMS AND COLUMNS.
e. 1-1/2 INCHES FOR INTERIOR SLABS AND WALLS FOR #14 AND #18 BAR. REDUCED TO 3/4 INCH FOR #11 BAR AND SMALLER.
f. 1-1/2 INCHES FOR SLAB-ON-GRADE.

EXP. 03/31/20
No. C78947
STATE
OF

CALIFORNIA

REGISTERED

PROFESSIONALENGINEER

NINAAZAD

HMAHJOUB
E
C
I V
IL
7 STRUCTURAL ENGINEER
STAMP

PROJECT NAME / LOCATION

ISSUE / REVISION
SCALE
S.E.R.

DESIGN
DRAWN
PROJECT No.

DRAWING TITLE
SHEET

AS NOTED

GENERAL NOTES

GOLETA COMMUNITY CENTER

RETROFIT
19018.10
5689 HOLLISTER AVE.

LS
DW
NM
2) PRESTRESSED CONCRETE
a. 3 INCHES WHERE CONCRETE IS DEPOSITED AGAINST EARTH.
b. 1 INCH WHERE FORMED CONCRETE IS EXPOSED TO EARTH OR
WEATHER FOR SLABS AND WALLS.
c. 1-1/2 INCHES WHERE FORMED CONCRETE IS EXPOSED TO EARTH OR WEATHER FOR BEAMS AND COLUMNS.
d. 3/4 INCH FOR INTERIOR SLABS AND WALLS.
e. 1-1/2 INCHES FOR PRIMARY REINFORCEMENT IN INTERIOR BEAMS AND COLUMNS. 1 INCH FOR TIES AND STIRRUPS.

O. PROVIDE FIBER-REINFORCING WHERE INDICATED ON THE DRAWINGS. COMPLY WITH ASTM C1116 . FIBER-REINFORCING SHALL BE FIBERMESH 300 BY PROPEX (MINIMUM DOSAGEOF 1.5 LBS/YD3 U.O.N.) OR APPROVED EQUIVALENT.

9. NON-SHRINK GROUT
A. NON-SHRINK GROUT SHALL ACHIEVE A MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS (F’c) OF 7,000 PSI.

B. NON-SHRINK GROUT SHALL COMPLY WITH ONE OF THE FOLLOWING. 1) DRY PACK NON-SHRINK GROUT SHALL BE EUCLID CHEMICAL COMPANY’S “EUCO-NS”, L&M CRYSTEX, MASTER BUILDERS’ “MASTERFLOW 713”, SIMPSON’S “FX-228”, OR FIVE STAR GROUT.
2) WHERE HIGH FLUIDITY OR INCREASED PLACING TIME IS REQUIRED, USE EUCLID CHEMICAL COMPANY’S “EUCO HI-FLOW GROUT” OR MASTER BUILDERS’ “MASTERFLOW 928”.

C. COMPLY WITH MANUFACTURER’S INSTALLATION RECOMMENDATIONS AND REQUIREMENTS.

10. PATCHING OF CONCRETE
A. ALL INSERT HOLES, SHE-BOLTS, ETC., AND OTHER IMPERFECTIONS ON THE

SURFACES OF THE CONCRETE SHALL BE FILLED WITH GROUT, BRUSHED AND SACKED TO A UNIFORM FINISH. ALL HOLES THROUGH TO THE OUTSIDE OF THE BUILDING MUST BE MADE WATERTIGHT.

B. MATERIALS AND METHODS USED FOR PATCHING OF CONCRETE IN THE EVENT OF SPALLING, HONEYCOMBING, LARGE CRACKS, ETC., SHALL BE BY MASTER BUILDERS, SIKA, OR EQUIVALENT. FINAL FINISHED APPEARANCE SUBJECT TO APPROVAL. SUBSTITUTES WILL BE CONSIDERED UPON SUBMITTAL OF MANUFACTURER’S TESTING REPORT.

11. FRAMING LUMBER
A. ALL FRAMING LUMBER SHALL BE GRADED PER WCLIB GRADING RULES NO. 17.

B. ALL FRAMING LUMBER SHALL HAVE A MAXIMUM MOISTURE CONTENT OF 19% AT TIME OF INSTALLATION.

C. ALL POSTS AND BEAMS SHALL BE DOUGLAS FIR, #1.

D. ALL FLOOR AND ROOF JOISTS SHALL BE DOUGLAS FIR, #1.

E. ALL STUDS, PLATES, ETC., SHALL BE DOUGLAS FIR, CONSTRUCTION GRADE.

F. ENGINEERED WOOD PRODUCTS MAY BE USED AS SUBSTITUTES FOR SAWN

LUMBER UPON REQUEST BY THE CONTRACTOR AND APPROVAL FROM THE ARCHITECT AND ENGINEER OF RECORD. CONTRACTOR SHALL SUBMIT MANUFACTURER’S TESTING REPORTS FOR APPROVAL.

12. ENGINEERED WOOD PRODUCTS (EWP)
A. ALL ENGINEERED WOOD PRODUCTS (EWP) SUPPLIED ON THIS PROJECT SHALL BE SUPPLIED BY ONE MANUFACTURER.

B. ALL MICROLLAM LVL FRAMING MEMBERS SHALL BE FABRICATED BY TRUS JOIST WITH THE FOLLOWING ALLOWABLE STRESSES: Fb = 2600 PSI, Fv = 285 PSI, E = 2,000,000 PSI. MOISTURE CONTENT AT THE TIME OF FABRICATION SHALL NOT EXCEED 9%.

C. ALL PARALLAM PSL FRAMING MEMBERS SHALL BE FABRICATED BY TRUS JOIST WITH THE FOLLOWING ALLOWABLE STRESSES: Fb = 2900 PSI, Fv = 290 PSI, E = 2,200,000 PSI. MOISTURE CONTENT AT THE TIME OF FABRICATION SHALL NOT EXCEED 9%.

D. ALL TJI PREFABRICATED WOOD I-JOISTS SHALL BE FABRICATED BY TRUS JOIST.

13. PLYWOOD (PW) OR ORIENTED STRAND BOARD (OSB)
A. EACH PANEL SHALL BE IDENTIFIED WITH THE APPROPRIATE GRADE, TRADEMARK

OF THE AMERICAN PLYWOOD ASSOCIATION, AND SHALL MEET THE REQUIREMENTS OF THE LATEST EDITION OF THE U.S. PRODUCT STANDARD PS-1. PLYWOOD GRADE SHALL CONFORM TO CD-X FOR PLYWOOD OR TYPE 2-M-W FOR ORIENTED STRAND BOARD, UNLESS OTHERWISE NOTED.

B. WHERE PLYWOOD IS PERMANENTLY EXPOSED TO WEATHER, IT SHALL BE EXTERIOR TYPE. OTHERWISE, PANEL SHEATHING SHALL BE EXPOSURE 1. PLYWOOD TO BE CC GRADE AT LOCATIONS EXPOSED TO WEATHER; CC OR CD GRADE ELSEWHERE.

C. PANELS TO BE 5-PLY MINIMUM, EXCEPT 3/8” PANELS TO BE 3-PLY MINIMUM.

D. PLYWOOD SHEETS AT FLOORS AND ROOFS SHALL BE LAID WITH FACE GRAIN PERPENDICULAR TO JOISTS AND RAFTERS. PLYWOOD AT FLOORS SHALL

BE GLUED TO FRAMING BELOW (USE SOLVENT BASED GLUE COMPLYING WITH ASTM D3498 AND VOLATILE ORGANIC COMPOUND (VOC) LIMITS PER CALGREEN). LN-950

BY LIQUID NAILS OR APPROVED EQUIVALENT, UNLESS OTHERWISE SPECIFIED BY THE ARCHTIECT. PROVIDE RING-SHANK NAILS AT FLOOR AND ROOF SHEATHING.

E. PLYWOOD SHEETS ON WALLS SHALL BE LAID WITH LONG DIMENSION VERTICAL. BLOCK ALL EDGES WITH A MINIMUM OF 3X BLOCK AND/MEMBERS.

ALL NAILING SHALL HAVE 3/8 INCH EDGE DISTANCE FOR FRAMING, BLOCKING AND PLYWOOD EDGES. USE SMOOTH-SHANK NAILS FOR PLYWOOD WALL SHEATHING.

F. STAPLES FOR PLYWOOD DIAPHRAGMS SHALL BE 14 GAGE ROUND

SEMI-FLATTENED OR FLATTENED, PLAIN OR ZINC-COATED STEEL WIRE, WITH A NOMINAL CROWN WIDTH OF 7/16", DRIVEN BY PNEUMATIC OR MECHANICAL DEVICE.

G. PROVIDE 1/8” GAP BETWEEN PANELS UNLESS OTHERWISE NOTED.

H. PANELS SHALL HAVE THE FOLLOWING PROPERTIES UNLESS OTHERWISE NOTED. 1) 3/8 INCH NOMINAL SHALL BE 3/8 INCH ACTUAL THICKNESS WITH 24/0 SPAN RATING.
2) 1/2 INCH NOMINAL SHALL BE 15/32 INCH ACTUAL THICKNESS WITH 32/16 SPAN RATING.
3) 5/8 INCH NOMINAL SHALL BE 19/32 INCH ACTUAL THICKNESS WITH 40/20 SPAN RATING.
4) 3/4 INCH NOMINAL SHALL BE 23/32 INCH ACTUAL THICKNESS WITH 48/24 SPAN RATING.
5) 1-1/8 INCH NOMINAL SHALL BE 1-1/8 INCH ACTUAL THICKNESS WITH 48 O.C. FLOOR SPAN RATING.

14. ROUGH CARPENTRY
A. FOR SCHEDULE OF MINIMUM NAILING TABLE 2304.10.1 OF THE 2016 CALIFORNIA BUILDING CODE. 16d VINYL COATED SINKERS MAY BE SUBSTITUTED FOR 16d BOX OR COMMON NAILS FOR ROUGH FRAMING.

SINKERS SHALL NOT BE USED WITH METAL CONNECTORS.

B. SILLS AND LEDGERS ON CONCRETE OR MASONRY SHALL BE PRESSURE-TREATED DOUGLAS FIR. SILLS AND LEDGERS SHALL BE FASTENED TO THE CONCRETE

WITH A MINIMUM OF TWO FASTENERS PER PIECE AND A
FASTENER NO FURTHER THAN 9 INCHES FROM END OF EACH PIECE, UNLESS OTHERWISE NOTED.

C. PLACE JOISTS WITH CROWN UP.

D. RE-TIGHTEN ALL BOLTS PRIOR TO CLOSING IN WALLS.

E. WHEN METAL CONNECTORS, ANCHORS OR FASTENERS ITEMS ARE EXPOSED TO

WEATHER AND/OR PRESSURE TREATED LUMBER THE METAL ITEMS ARE TO BE

OF HOT DIPPED ZINC-COATED GALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZE OR COPPER. THE COATING WEIGHTS FOR ZINC-COATED FASTENERS SHALL BE IN ACCORDANCE WITH ASTM A153. SEE ADDITIONAL COATING REQUIREMENTS AS NOTED IN THE PRESSURE TREATMENT SECTION.

F. DOUBLE ALL JOISTS UNDER ALL PARALLEL PARTITIONS UNLESS NOTED OTHERWISE.

G. BLOCK ALL JOISTS AT SUPPORTS AND UNDER ALL PARTITIONS WITH MINIMUM 2x SOLID BLOCKING. BLOCK AND BRIDGE ROOF JOISTS AT 10 FEET AND FLOOR JOISTS AT 8 FEET UNLESS OTHERWISE NOTED.

H. 2x JOISTS SHALL BE SISTERED (VERTICAL NAIL LAMINATED) WITH SDWS

0.220x3 MIN. LENGTH AT 6” O.C. IN (2) ROWS STAGGERED UNLESS OTHERWISE NOTED.

I. ALL POSTS LOCATED OVER WOOD WALLS SHALL HAVE A POST OF EQUAL OR

GREATER SIZE LOCATED IN THE WALL DIRECTLY BELOW UNLESS OTHERWISE NOTED.

J. THE STRUCTURAL DESIGN ASSUMES THAT ALL FLOORS AND ROOFS ARE

CONSTRUCTED AND LOADED WITH FINISHES (OR EQUIVALENT WEIGHT) FOR A MINIMUM OF SEVEN (7) DAY PRIOR TO THE TIME OF DOOR AND WINDOW INSTALLATION.

K. ALL TIMBER FASTENERS NOT SPECIFICALLY DETAILED ON THE DRAWINGS

SHALL BE SIMPSON STRONG-TIE'S STANDARD FASTENERS OR APPROVED EQUIVALENT INSTALLER PER MANUFACTURER’S INSTALLATION
INSTRUCTIONS. USP LUMBER CONNECTORS WITH REFERENCE NUMBERS FOR SUBSTITUTION MAY BE USED IN LIEU OF SIMPSON HARDWARE. ENGINEER MAY APPROVE OF OTHER SUBSTITUTIONS UPON THE FOLLOWING: 1) WRITTEN REQUEST FOR OTHER BRANDS, 2) SUBMISSION OF MANUFACTURER’S TESTING REPORTS, 3) REFERENCES TO PERTINENT DETAILS WHERE SUBSTITUTIONS ARE TO BE APPLIED.

L. ALL STRUCTURAL WOOD WALLS SHALL BE FRAMED WITH 2x4 MINIMUM STUDS AT 16” ON CENTER UNLESS OTHERWISE NOTED.

M. PRE-DRILL HOLES AS REQUIRED TO PREVENT SPLITTING OF WOOD.

15. PRESSURE TREATMENT
A. ALL LUMBER EXPOSED TO WEATHER SHALL BE PRESSURE TREATED IN ACCORDANCE WITH A.W.P.A. STANDARD U1, WITH A PRESERVATIVE AND RETENTION SUITABLE FOR THE APPLICATION (SEE BELOW). ALL CUT ENDS SHALL ALSO BE FIELD TREATED WITH A PRESERVATIVE. AS AN ALTERNATE,

CONTRACTOR MAY USE REDWOOD OF EQUIVALENT STRENGTH PROPERTIES AS THOSE SHOWN ABOVE, AND AN APPROVED PRIMER.

THE FOLLOWING USE CATEGORIES SHALL BE REQUIRED BASED ON THE APPLICATION:
1) UC1 – INTERIOR DRY
2) UC2 – INTERIOR DAMP
3) UC3A – EXTERIOR ABOVE GROUND – PROTECTED
4) UC3B – EXTERIOR ABOVE GROUND - UNPROTECTED
5) UC4A – GROUND CONTACT, GENERAL USE
6) UC4B – GROUND CONTACT, HEAVY DUTY USE
7) UC4C – GROUND CONTACT, EXTREME DUTY
8) UC5A – MARINE USE, NORTHERN WATERS
B. ALL EXTERIOR GLUED LAMINATED BEAMS EXPOSED TO WEATHER SHALL BE

PRESSURE TREATED WITH A PRESERVATIVE, PENTACHLOROPHENOL WITH A MINIMUM NET RETENTION OF 0.40#/CU. FT. FOR BOTH GROUND USE. ALL CUT ENDS SHALL ALSO BE TREATED WITH A PRESERVATIVE. AS AN

ALTERNATE, GLU-LAM BEAMS MAY BE FABRICATED OF ALASKAN, OR PORT ORFORD CEDAR, AND FIELD PAINTED WITH AN APPROVED PRIMER.

C. ALL PLYWOOD EXPOSED TO WEATHER SHALL BE PRESSURE TREATED.

D. WHEN METAL CONNECTOR, ANCHOR OR FASTENER ITEMS ARE IN CONTACT WITH

PRESSURE TREATED LUMBER AND/OR CORROSIVE ENVIRONMENTS THE CONTRACTOR SHALL USE CORROSION RESISTANT METAL ITEMS AS NOTED:
1) WHEN LUMBER IS TREATED WITH CHROMATED COPPER ARSENATE (CCA-C)

OR DOT SODIUM ARSENATE (SBX) THE METAL ITEMS SHALL HAVE A MINIMUM G90 (0.90 OZ/SQFT) ZINC COATING OR ENGINEER APPROVED EQUIVALENT.
2) WHEN LUMBER IS TREATED WITH ALKALINE COPPER QUAT (ACQ -C OR

ACQ-D), COPPER AZOLE (CBA-A OR CA-B) OR OTHER BORATE (NON-DOT) TREATMENT THE METAL ITEMS SHALL HAVE A MINIMUM G185
(1.85 OZ/SQFT) ZINC COATING OR ENGINEER APPROVED EQUIVALENT. 3) WHEN LUMBER IS TREATED WITH OTHER TREATMENTS (NOT AMMONIACAL COPPER ZINC ARSENATE (ACZA) SEE 4 BELOW) OR IS EXPOSED TO

CORROSIVE ENVIRONMENTS NOT LIST ABOVE THE METAL ITEMS SHALL BE TYPE 316L STAINLESS STEEL OR ENGINEER APPROVED EQUIVALENT. 4) AMMONIACAL COPPER ZINC ARSENATE (ACZA) IS NOT PERMITTED UNLESS APPROVED BY THE ENGINEER.
5) CONTRACTOR IS TO CONFIRM LUMBER PRESSURE TREATMENT TYPE PRIOR TO PURCHASE OF METAL ITEMS.
6) AS AN ALTERNATIVE, FOR THE SITUATION WHEN THE BASE OF A HOLDOWN

IS IN CONTACT WITH A PRESSURE TREATED SILL PLATE THE CONTRACTOR

CAN PROVIDE A PRESSURE TREATMENT BARRIER BETWEEN THE BASE OF THE HOLDOWN AND THE SILL PLATE.

16. STRUCTURAL STEEL
A. STRUCTURAL STEEL SHALL CONFORM TO FOLLOWING ASTM DESIGNATIONS, UNLESS OTHERWISE NOTED:
1) PLATES AND BARS, INCLUDING DOUBLER PLATES, CONTINUITY PLATES, BASE PLATES, GUSSET PLATES, AND SHEAR TABS: ASTM A572 GRADE 50. 2) WIDE FLANGES (W): ASTM A992 (Fy = 50 KSI).
3) MISCELLANEOUS (M), AMERICAN STANDARD (S), CHANNEL (C), MISCELLANEOUS CHANNEL (MC), AND ANGLES (L): ASTM A36 (Fy = 36 KSI).
4) BEARING PILES (HP): ASTM A572 GRADE 50 (Fy = 50 KSI). 5) RECTANGULAR AND ROUND HSS (HSS): ASTM A1085 (Fy = 50 KSI). 6) PIPE (P): ASTM A53 GRADE B (Fy = 35 KSI)
7) STRUCTURAL TEES (WT, MT, AND ST) SHALL CONFORM TO THE ASTM

SPECIFICATION OF THE CORRESPONDING FULL DEPTH SHAPE (WT SHALL CONFORM TO ASTM SPECIFICATION FOR W, ETC.)
B. STRUCTURAL FASTENERS INCLUDING BOLTS, THREADED RODS, AND ANCHOR RODS

SHALL CONFORM TO THE FOLLOWING ASTM DESIGNATIONS, UNLESS OTHERWISE NOTED.
1) ERECTION, GROUTED, AND TIMBER CONNECTION BOLTS: ASTM A307 WITH WELDABILITY SUPPLEMENT S1 GRADE A.
2) HIGH STRENGTH BOLTS: ASTM A325; WHERE TWIST -OFF TYPE BOLTS ARE SPECIFIED, PROVIDE ASTM F1852.
3) THREADED RODS: ASTM A36.
4) HIGH STRENGTH THREADED RODS: ASTM A193 GRADE B7.
5) STEEL HEADED STUD ANCHORS: ASTM A108.
6) ANCHOR RODS AND ANCHOR BOLTS: ASTM F1554 WITH WELDABILITY SUPPLEMENT S1 GRADE 55.

C. WHEN PRETENSIONED A490 BOLTS ARE SPECIFIED F436 WASHERS SHALL BE USED UNDER BOTH THE BOLT HEAD AND NUT.

D. ALL BOLTS FOR EXTERIOR USE SHALL BE ZINC-COATED BY THE BOLT

MANUFACTURER BY EITHER THE HOT-DIP PROCESS IN ACCORDANCE WITH ASTM A153, CLASS C OR THE MECHANICAL DEPOSIT PROCESS IN ACCORDANCE WITH ASTM B695, CLASS 50.

E. ALL STRUCTURAL STEEL MEMBERS EXPOSED TO WEATHER OR CALLED OUT AS

HOT DIP GALVANIZED (HDG) ON PLAN OR STRUCTURAL STEEL MEMBERS

LOCATED IN EXTERIOR ENVIRONMENTS SHALL BE HDG IN ACCORDANCE WITH ASTM A 123. ANY MEMBER THAT HAS HAD ITS HDG COATING DAMAGED OR

REMOVED DURING TRANSPORT OR ERECTION SHALL HAVE ITS COATING REPAIRED USING ZRC GALVILITE REPAIR COMPOUND OR EQUAL. REPAIR GALVANIZING AFTER WELDING IN ACCORDANCE WITH ASTM A780.

F. PAINT STEEL (EXCEPT GALVANIZED STEEL AND PORTIONS TO BE ENCASED IN CONCRETE) WITH ONE COAT OF PRIMER STANDARD TNEMEC P10-99 OR EQUIVALENT SUBJECT TO ENGINEER’S APPROVAL. ALTERNATES WILL BE

CONSIDERED UPON REQUEST AND SUBMISSION OF THE MANUFACTURER'S SPECIFICATIONS.

G. ALL CONCRETE ENCASED STEEL SHALL BE CLEAN OF GREASE, PAINT AND OTHER CONTAMINANTS.

H. ALL WORK SHALL BE PERFORMED IN ACCORDANCE WITH THE LATEST AISC 'SPECIFICATIONS' FOR DESIGN, FABRICATION, AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS.

I. WELDING SHALL CONFORM TO THE LATEST EDITION OF THE
A.N.S.I./A.W.S. D1.1 STRUCTURAL WELDING CODE. USE E70XX ELECTRODES. WELDING OF METAL DECK AND OTHER SHEET METAL SHALL CONFORM TO THE LATEST EDITION OF A.W.S D1.3, USE E70XX ELECTRODES.

J. ALL STAIR STRINGERS SHALL BE EITHER A CHANNEL OR MISCELLANEOUS

CHANNEL SECTION OR BENT PLATE WITH TOP AND BOTTOM FLANGES OF MINIMUM WIDTH OF 3/4 INCH. THE DESIGN AND USE OF STAIR STRINGERS,

TREADS, GUARDRAILS, AND THEIR ATTACHMENTS TO THE BASE BUILDING

STRUCTURE SHALL BE DOCUMENTED AND SUPPORTED WITH CALCULATIONS AND

DRAWINGS THAT ARE STAMPED AND SIGNED BY A CIVIL/STRUCTURAL ENGINEER LICENSED IN THE STATE OF CONSTRUCTION.

K. LOCATE AND INSTALL ALL ANCHOR BOLTS, EPOXY ANCHORS, AND MECHANICAL ANCHORS BEFORE FABRICATING STEEL CONNECTION ELEMENTS.

L. STRUCTURAL STEEL AND CONNECTIONS EXPOSED TO VIEW IN THE COMPLETED

BUILDING ARE DESIGNATED ARCHITECTURALLY EXPOSED STRUCTURAL STEEL (AESS) AND ARE SUBJECT TO THE AISC AESS REQUIREMENTS.

17. MECHANICAL ANCHORS
A. EXPANSION ANCHORS INTO CONCRETE SHALL BE
a. HILTI KB-TZ,
b. SIMPSON STRONG-BOLT 2,
c. DeWalt POWER-STUD+ SD2.

INSTALL ANCHORS IN ACCORDANCE WITH MANUFACTURER’S INSTRUCTIONS.

B. SCREW ANCHORS INTO CONCRETE SHALL BE:
a. HILTI KH-EZ,
b. SIMPSON TITEN HD,
c. DeWalt WEDGEBOLT+.

INSTALL SCREWS IN ACCORDANCE WITH MANUFACTURER’S INSTRUCTIONS.

C. PRIOR TO INSTALLING MECHANICAL ANCHORS IN POST TENSIONED CONCRETE

ELEMENTS THE CONTRACTOR SHALL SCAN THE STRUCTURE AND LOCATE THE TENDONS. THE CONTRACTOR SHALL AVOID TENDON LOCATIONS.

D. PROVIDE STAINLESS (AISI 316) STEEL FASTENERS FOR EXTERIOR USE OR WHEN EXPOSED TO WEATHER OR IN CHEMICALLY CORROSIVE ENVIRONMENTS.

PROVIDE ZINC COATED OR GALVANIZED CARBON STEEL ANCHORS AT OTHER LOCATIONS, UNLESS OTHERWISE NOTED. WHERE STAINLESS STEEL FASTENERS

ARE USED IN CONJUNCTION WITH GALVANIZED OR OTHER DISSIMILAR BASE METALS, PROVIDE ELECTRICAL ISOLATION AS NOTED ON THE DRAWINGS. NOTIFY THE ENGINEER FOR CLARIFICATION IF NO ELECTRICAL ISOLATION IS SPECIFIED.

E. IF REINFORCEMENT IS ENCOUNTERED DURING DRILLING, ABANDON AND SHIFT THE HOLE LOCATION TO AVOID THE REINFORCEMENT. PROVIDE A MINIMUM OF 2 ANCHOR DIAMETERS OR 1 INCH, WHICHEVER IS LARGER, OF SOUND CONCRETE BETWEEN THE DOWEL AND THE ABANDONED HOLE. FILL THE ABANDONED HOLE WITH NON-SHRINK GROUT. DO NOT CUT EXISTING REINFORCEMENT. IF THE

ANCHOR OR DOWEL MAY NOT BE SHIFTED AS NOTED ABOVE, THE ENGINEER WILL DETERMINE A NEW LOCATION.

F. LOCATE REINFORCEMENT AND CONFIRM FINAL ANCHOR LOCATIONS PRIOR TO

FABRICATING PLATES, MEMBERS, OR OTHER STEEL ASSEMBLIES ATTACHED WITH MECHANICAL ANCHORS.

18. EPOXY GROUTING OF DOWELS, REBAR AND ANCHOR BOLTS
A. INSTALLATION OF POST-INSTALLED DOWELS, REBAR AND ANCHOR BOLTS (EPOXY ANCHORS) SHALL BE IN ACCORDANCE WITH THE MANUFACTURER’S PRINTED INSTALLATION INSTRUCTIONS (MPII). WHERE THERE IS A CONFLICT BETWEEN THESE NOTES AND THE MPII, SEE MPII FOR CLARIFICATION.

B. EPOXY ANCHORS SHALL MEET THE REQUIREMENTS OF ACI 355.4 AND THE FOLLOWING INSTALLATION REQUIREMENTS, UNLESS OTHERWISE NOTED. 1) MINIMUM AGE OF CONCRETE: 21 DAYS
2) CONCRETE TEMPERATURE RANGE: 50-80 DEGREES FAHRENHEIT 3) MOISTURE CONDITION OF CONCRETE: DRY
C. EPOXY GROUTING WILL BE USED IN ALL LOCATIONS WHERE EITHER ALL -

THREAD ROD OR REBAR ARE BEING EMBEDDED INTO EXISTING CONCRETE, CMU, OR BRICK.

D. IN CONCRETE, HOLES SHALL BE DRILLED WITH ROTARY HAMMER UNLESS NOTED OTHERWISE.

E. IN BRICK, HOLES SHALL BE DRILLED WITH NON-IMPACT TOOLS, NO ROTARY HAMMERS.

F. EPOXY GROUT FOR DOWNWARD HOLES SHALL BE EITHER NON-SAG OR LIQUID TYPE, NORMAL SET. HORIZONTAL OR OVERHEAD HOLES SHALL BE NON-SAG TYPE. FOR OVERHEAD APPLICATIONS A PISTON PLUG SHALL BE USED.

G. UNLESS OTHERWISE NOTED, EPOXY TYPES SHALL BE AS FOLLOWS:

FOR DOWELS AND REBAR IN CONCRETE, EPOXY SHALL BE:
a. HILTI HIT-RE 500 V3,
b. HILTI HIT HY 200.

FOR ANCHOR BOLTS IN CONCRETE, EPOXY SHALL BE
a. SIMPSON SET-XP,
b. HILTI HIT-HY 200,
c. DeWalt PURE 110+.

FOR UNREINFORCED MASONRY (URM), EPOXY SHALL BE:
a. SIMPSON SET,
b. HILTI HIT-HY 70,
c. DeWalt T308+.

FOR CONCRETE MASONRY UNITS (CMU), EPOXY SHALL BE SIMPSON SET OR POWERS PURE 100+.ALTERNATES WILL BE CONSIDERED UPON REQUEST AND SUBMISSION OF PRODUCT EVALUATION REPORT IN ACCORDANCE WITH ACI 355.4. 1) WHEN INSTALLING ANCHORS, USE CARE AND CAUTION TO AVOID CUTTING

OR DAMAGING THE EXISTING REINFORCING BARS OR POST TENSIONING TENDONS. IN POST TENSION ELEMENTS THE CONTRACTOR SHALL SCAN PRIOR TO LOCATE THE EXISTING TENDONS PRIOR TO INSTALLING THE ANCHOR. 2) IF REINFORCEMENT IS ENCOUNTERED DURING DRILLING, ABANDON AND SHIFT THE HOLE LOCATION TO AVOID THE REINFORCEMENT. PROVIDE A MINIMUM OF 2 ANCHOR DIAMETERS OR 1 INCH, WHICHEVER IS LARGER, OF SOUND CONCRETE BETWEEN THE DOWEL AND THE ABANDONED HOLE.

FILL THE ABANDONED HOLE WITH NON-SHRINK GROUT. IF THE ANCHOR OR

DOWEL MAY NOT BE SHIFTED AS NOTED, THE ENGINEER WILL DETERMINE A NEW LOCATION.
3) LOCATE EXISTING REINFORCEMENT AND CONFIRM FINAL ANCHOR LOCATIONS

PRIOR TO FABRICATING PLATES, MEMBERS, OR OTHER STEEL ASSEMBLIES ATTACHED WITH ANCHORS.

19. FINISHES - FOR WORK ON EXISTING BUILDINGS
A. REPLACE ALL DAMAGED FINISH MATERIALS WITH NEW MATERIALS OF EQUIVALENT QUALITY AND KIND. SUBMIT SAMPLES AND/OR PRESENT SAMPLE INSTALLATION TO OWNER FOR APPROVAL PRIOR TO INSTALLATION.

20. EPOXY INJECTION OF CONCRETE CRACKS
A. EXISTING CRACKS IN CONCRETE ELEMENTS EXCEEDING 1/16TH INCH CRACK WIDTH SHALL BE EPOXY INJECTED USING SIMPSON “CRACK-PAC” EPOXY INJECTION SYSTEM, OR APPROVED EQUIVALENT. PRIOR TO COMMENCING WORK, THE CONTRACTOR SHALL

NOTIFY THE STRUCTURAL ENGINEER OF THE LOCATIONS, CRACK PATTERNS, AND WIDTH OF CRACKS THAT ARE EXCEEDING 1/16TH INCH.

B. AT EXPOSED LOCATION, INJECTION PORTS SHALL BE REMOVED AND EPOXY

SHALL BE GROUND SMOOTH TO PROVIDE AN ACCEPTABLE SURFACE, WHICH SHALL BE SUBJECT TO REVIEW AND APPROVAL.

F. EPOXY GROUT FOR DOWNWARD HOLES SHALL BE EITHER NON-SAG OR LIQUID TYPE, NORMAL SET. HORIZONTAL OR OVERHEAD HOLES SHALL BE NON-SAG TYPE. FOR OVERHEAD APPLICATIONS A PISTON PLUG SHALL BE USED.

G. UNLESS OTHERWISE NOTED, EPOXY TYPES SHALL BE AS FOLLOWS:

FOR DOWELS AND REBAR IN CONCRETE, EPOXY SHALL BE:
a. HILTI HIT-RE 500 V3,
b. HILTI HIT HY 200.

FOR ANCHOR BOLTS IN CONCRETE, EPOXY SHALL BE
a. SIMPSON SET-XP,
b. HILTI HIT-HY 200,
c. DeWalt PURE 110+.

FOR UNREINFORCED MASONRY (URM), EPOXY SHALL BE:
a. SIMPSON SET,
b. HILTI HIT-HY 70,
c. DeWalt T308+.

FILL THE ABANDONED HOLE WITH NON-SHRINK GROUT. IF THE ANCHOR OR

DOWEL MAY NOT BE SHIFTED AS NOTED, THE ENGINEER WILL DETERMINE A NEW LOCATION.
3) LOCATE EXISTING REINFORCEMENT AND CONFIRM FINAL ANCHOR LOCATIONS

PRIOR TO FABRICATING PLATES, MEMBERS, OR OTHER STEEL ASSEMBLIES ATTACHED WITH ANCHORS.

21. FINISHES - FOR WORK ON EXISTING BUILDINGS
A. REPLACE ALL DAMAGED FINISH MATERIALS WITH NEW MATERIALS OF EQUIVALENT QUALITY AND KIND. SUBMIT SAMPLES AND/OR PRESENT SAMPLE INSTALLATION TO OWNER FOR APPROVAL PRIOR TO INSTALLATION.

22. EPOXY INJECTION OF CONCRETE CRACKS
A. WHERE INDICATED, INJECTION OF CRACKS IN CONCRETE SHALL BE PERFORMED USING SIMPSON “CRACK-PAC” EPOXY INJECTION SYSTEM, OR APPROVED EQUIVALENT.

B. AT EXPOSED LOCATION, INJECTION PORTS SHALL BE REMOVED AND EPOXY

SHALL BE GROUND SMOOTH TO PROVIDE AN ACCEPTABLE SURFACE, WHICH SHALL BE SUBJECT TO REVIEW AND APPROVAL.

EXP. 03/31/20
No. C78947
STATE
OF

CALIFORNIA

REGISTERED

PROFESSIONALENGINEER

NINAAZAD

HMAHJOUB
E
C
I V
IL
8 OUTSIDE DIAMETER

PRESSURE TREATED

SEE MECHANICAL DRAWINGS

SEE CIVIL DRAWINGS

SEE ARCHITECTURAL DRAWINGS

TONGUE AND GROOVE

TOP OF CONCRETE

UNLESS OTHERWISE NOTED

TOP OF SLAB/STEEL

THRU THROUGH
FLOORFLR.

HDR.

INT.

HT.

I.D.

IN.

HORIZ.

GALV.

G.L.

GLB
HD
FTG.

FT.

GA.

F.N.

HEADER

INSIDE DIAMETER

INTERIOR
HEIGHT

HORIZONTAL
INCH

GLUED LAMINATED BEAM

GALVANIZED

GRID LINE

HOLDOWN

FOOTING

FIELD NAILING
FEET
GAUGE
V.I.F. VERIFY IN FIELD

WITHOUT
WOOD
WEIGHT

WORKING POINT
WITH
WT.

W/O
W.P.

W/
WD.

TYPICAL
TOP OF

VERTICAL
U.O.N
VERT.

TYP.

T.O.S.

T.O.C
T.O.

DIAPH.

E/S
EXT.

FIN.

FDN.

E/W
EMB.

EQUIV.

E.N.

EQ.
(E)
E/F
E/E
EL.

EA.

DWG.

DN.

DIM.

COL.

CONT.

DBL.

DET.

DIA. Ø
CONN.

COND.

CONC.

COMP.

BTWN.

CLR.

CNTR.

CMU
C.F.

BOT.

B.O.

B.N.

S.M.D

DIAPHRAGM

EACH SIDE

EXTERIOR

FOUNDATION

EACH WAY
FINISH

EMBEDMENT

EQUIVALENT

EDGE NAILING
EQUAL

EXISTING

EACH FACE

EACH END

ELEVATION
EACH

DRAWING

DIMENSION
DOWN
STEEL

STANDARD

STIFFENER
THICK

TOP AND BOTTOM

SYMMETRIC

SHEAR WALL

THREADED
SYM.

THR'D.

THK.

T&B
T&G
STIFF.

STL.

S.W.

STD.

SHEATHING

SLAB ON GRADE
SHEET

SIMPSON

SCHEDULE

SIMILAR

SPECIFICATIONS

STAGGERED
S.O.G.

SPEC.

STAG.

SIM.

SHTG.

SCH.

SIMP.

SHT.

COLUMN

CONTINUOUS
DOUBLE

DIAMETER
DETAIL

CONNECTION

CONDITION

CONCRETE

COMPACTED

CONCRETE MASONRY UNIT

BOUNDARY NAILING

BETWEEN
CENTER

CUBIC FEET
CLEAR
BOTTOM

BOTTOM OF
PERP. PERPENDICULAR

PLYWOOD

REINFORCING

REQUIRED

REVISION

REFERENCE
REQ'D
S.A.D.

S.C.D.

REV.

PLYWD.

REINF.

P.T.

REF.

METAL

ON CENTER

OPPOSITE

OPENING
NEW

NOT IN CONTRACT

NOT TO SCALE

PARALLEL
O.C.

OPNG.

OPP.

PAR.

O.D.

N.I.C.

N.T.S
MTL.
(N)
(A)
ARCH.

BM.

BLKG.

BLDG.
(B)
APPROX.

A.B.

ADJ.

ADD'L
ABOVE

ARCHITECT

BLOCKING

BUILDING
BEAM
BELOW

APPROXIMATE

ADJACENT

ANCHOR BOLT

ADDITIONAL

LB POUND
LEVEL

LONGITUDINAL

LAG SCREW

MINIMUM

MECHANICAL

MAXIMUM

MACHINE BOLT

MISCELLANEOUS
MAX.

MECH.

MISC.

MIN.

M.B.

L.S.

LONG.

LV.

COLL. COLLECTOR

P/T POST TENSIONED
MICROLLAMML.

PSL PARALLEL STRAND LUMBERCNTRSNK. COUNTER SUNK
NORMAL WEIGHTN.W.

SQUARESQ.

TUBE STEELTS
RELATIVE COMPACTIONR.C.

C.J. CONSTRUCTION JOINT
C.I.P. CAST IN PLACE

HSS HOLLOW STRUCTURAL STEEL
LIGHT WEIGHTL.W.A.F.F. ARCHITECTURAL FINISHED FLOOR
TRANSVERSETRNSV.

PLATE

CENTERLINECL
PL

LONG LEG VERTICALLLV
A.T.R. ALL THREAD ROD
F.S. FAR SIDE
H.D.G. HOT DIP GALVANIZED
V.W.A. VERIFY WITH

ARCHITECT
NEAR SIDEN.S.

LAMINATED VENEER LUMBERLVL
SEE LANDSCAPE DRAWINGSS.L.D.

N
DET. NO/SHT. NO.
1 COL. SIZE
A A
DWG.

SHEET
DWG.

SHEET

GRID LINE KEYNOTE TAG MATCHLINE

ELEVATION REVISIONS COLUMN TAG NORTH ARROW

SECTION SECTION DETAIL ELEVATION
X

STRUCTURAL ENGINEER
STAMP

PROJECT NAME / LOCATION

ISSUE / REVISION
SCALE
S.E.R.

DESIGN
DRAWN
PROJECT No.

DRAWING TITLE
SHEET

AS NOTED

SYMBOLS &

ABBREVIATIONS

GOLETA COMMUNITY CENTER

RETROFIT
19018.10
5689 HOLLISTER AVE.

LS
DW
NM
S0.03 N.T.S.
1 ABBREVIATIONS
S0.03 1/4" = 1'-0"
2 GENERAL SYMBOLS
EXP. 03/31/20
No. C78947
STATE
OF

CALIFORNIA

REGISTERED

PROFESSIONALENGINEER

NINAAZAD

HMAHJOUB
E
C
I V
IL
9 1. JOIST TO SILL OR GIRDER, TOE NAIL

2. BRIDGING TO JOIST, TOE NAIL E/E

3. 1" x 6" SUBFLOOR OR LESS TO EA. JOIST, FACE NAIL

4. WIDER THAN 1" x 6" SUBFLOOR TO EA. JOIST, FACE
NAIL

5. 2" SUBFLOOR TO JOIST OR GIRDER, BLIND & FACE
NAIL

6. SOLE PLATE TO JOIST OR BLOCKING, FACE NAIL

SOLE PLATE TO JOIST, AT BRACED WALL PANELS

7. TOP PLATE TO STUD, END NAIL

8. STUD TO SOLE PLATE

9. DOUBLE STUDS, FACE NAIL

10. DOUBLE TOP PLATES, FACE NAIL

DOUBLE TOP PLATES, LAP SPLICE (PARTITION)

11. BLOCKING BETWEEN JOISTS OR RAFTERS TO TOP

PLATE, TOE NAIL

12. RIM JOIST TO TOP PLATE, TOE NAIL

13. TOP PLATES, LAP AND INTERSECTIONS, FACE NAIL

14. CONTINUOUS HEADER, TWO PIECES

15. CEILING JOISTS TO PLATE, TOE NAIL

16. CONTINUOUS HEADER TO STUD, TOE NAIL

17. CEILING JOISTS, LAP OVER PARTITIONS, FACE NAIL

18. CEILING JOISTS TO PARALLEL RAFTERS, FACE NAIL

19. RAFTER TO PLATE, TOE NAIL

21.1" x 8" SHEATHING OR LESS TO EA. BEARING, FACE

NAIL

22.WIDER THAN 1" x 8" SHEATHING TO EA. BEARING,

FACE NAIL

23.BUILT-UP CORNER STUDS

24.BUILT-UP GIRDER & BEAMS

25.2" PLANKS, FACE NAIL

NAILING SCHEDULE

CONNECTION NAILING
(3) 8d
(2) 8d
(2) 8d
(3) 8d
(2) 16d
16d @ 16" O.C.
(3) 16d @ 16" O.C.
(2) 16d
(4) 8d TOE NAIL OR
(2) 16d END NAIL
16d @ 24" O.C.
16d @ 16" O.C.
(8) 16d
(3) 8d
8d @ 16" O.C.
(2) 16d
16d @ 16" O.C. ALONG

EACH EDGE
(3) 8d
(4) 8d
(3) 16d
(3) 16d MIN. SEE 2010 CBC
TABLE 2308.10.4.1
(3) 8d

20.1" DIAGONAL BRACE TO EA. STUD & PLATE, FACE
NAIL
(2) 8d
(2) 8d
(3) 8d
16d @ 24" O.C.
20d @ 32" O.C. FACE NAIL
T&B STAGG. ON OPP.

SIDES & (2) 20d FACE NAIL

AT ENDS AND SPLICES
16d @ EACH BEARING

26.COLLAR TIE TO RAFTER, FACE NAIL (3) 10d

27.JACK RAFTER TO HIP (3) 10d TOE NAIL (2) 16d FACE NAIL

28.ROOF RAFTER TO 2x RIDGE BEAM (2) 16d TOE NAIL (2) 16d FACE NAIL

29.JOIST TO BAND JOIST, FACE NAIL (3) 16d

30.LEDGER STRIP, FACE NAIL AT EACH JOIST (3) 16d

31.WOOD STRUCTURAL PANELS SUBFLOOR, ROOF &

WALL SHEATHING (TO FRAMING)
10d

32.PANEL SIDING (TO FRAMING) 8d

33.FIBERBOARD SHEATHING 8d

34.INTERIOR PANELING 6d D = DEPTH OF JOIST
W = STUD WIDTH
L = CLEAR SPAN
W
PARTITIONS MAX.

0.25W, 0.4W FOR
MIN.

W
MIN.

W
5/8" MIN.

FOR PARTITIONS

0.4W, 0.6W
MIN.
3/4 D
MAX.
1/6 D
MAX.
1/3 D
1/3 L MAX.
1/3 L MIN. D MIN.

MAX.
1/3 D
T&B
2" MIN.

D
(4) 16d FROM

KING TO
HDR.
(2) 2x SILL PLATE AT WINDOW
2x TRIMMER AT ROUGH
OPENING LESS THAN 6'-0",
(2) 2x TRIMMER AT ROUGH
OPENING OVER 6'-0",
U.O.N.

A34 T&B AT
KING TYP.(2) 2x TOP PLATE U.O.N.
16d @ 12" O.C., TYP. AT 2x TO 2x
TYP. 2x
STUDS
@ 16" O.C.

U.O.N.

HDR. PER PLAN 4x8 OR
6x8 MIN. U.O.N. W/ A34

T&B E/E

SILL PLATE
W/ (16) 16d NAILS IN (2) ROWS STAGGERED
4' - 0" MIN. LAP
1 1 WHERE STUD OCCURS OVER ANY PART OF
A.B. NUT OR WASHER PROVIDE 2x SCAB PLATE
W/ (4) 10d NAILS TO SILL PLATE. DRILL 1 1/2"
DIA. HOLE FOR A.B.
2 2
(1) 2x KING STUD FOR ROUGH OPENING LESS
THAN 3'-0" WIDE AT INTERIOR WALLS, (2) 2x
KING STUDS FOR ROUGH OPENING OVER 3'-0"
WIDE AND AT EXTERIOR WALLS, U.O.N.

LOCATE SPLICE

OVER STUD,
TYP.
2x BLOCKING AT WALL MID-
HEIGHT & 6'-0" MAX. AT
WALLS OVER 12'-0" IN
HEIGHT.

SECT. B-B
@ FLR. DIAPH. W/ WD. BLKG.

NAILS AS

INDICATED
3x4 FLAT

BLOCKING

EDGE NAILING

DIAPHRAGM

BOUNDARY NAILING

FIELD OR

INTERMDIATE

NAILING
BLKG. AS NOTED

ON PLAN

DIAPHRAGM

BOUNDARY NAILING
A
B
B
4'x8' PLYWOOD SHEETS

W/ FACE GRAIN

PERPENDICULAR TO
JOIST, U.O.N. PLACE IN A

STAGGERED PATTERN
TYP., U.O.N.

JOISTS OR ROOF
JOIST
A
MIN. PANEL SIZE
IS 24" SQUARE
NOTE:

SEE PLAN FOR ALL NAILING & BLOCKING REQUIREMENTS
SECT. A-A FLR. OR

ROOF JOIST
PLYWD., SEE

PLANS FOR

THICKNESS

NAIL AS

INDICATED
TYP.
3/8" CLR.,
MEMBER
HANGER

FACE MOUNT TOP FLANGE
2x ROOF RAFTER
2x FLOOR JOIST
DBL. 2x ROOF RAFTER

TJI ROOF RAFTER

TJI FLOOR JOIST
(SPAN < 18'-0")

TJI FLOOR JOIST
(SPAN ≥ 18'-0")
LVL OR DBL. LVL

FLOOR JOIST
4x OR 6x BEAM

GLULAM OR PSL
BEAM
LUS OR U³ JB OR HUTF³

LUS OR U LB OR JB
HU³ HUTF³
IUS OR HU³ ITS OR LBV³
HU LBV
HU BA

HUCQ HB

MIU OR HU LBV OR BA
ITSIUS
NOTES:

1. ALL HANGERS BY SIMPSON OR APPROVED EQUIVALENT. INSTALL PER MANUFACTURER'S INSTRUCTIONS, FILL ALL HOLES U.O.N.

2. USE LARGEST HANGER ALLOWED FOR FRAMING MEMBER.

3.HANGER MAY BE SLOPED UP TO 45°
LVL ROOF RAFTER HU³ LBV³
(E) FLOOR JOIST
(N) SISTERED LVL

JOIST PER PLAN
TYP.
3"
EMBED.
1 1/2" MIN.
(E) JOIST PER
PLAN, V.I.F.

DIAPHRAGM

SHEATHING PER PLAN
SIMPSON SDWS 0.22.x3
MIN. LENGTH @ 6" O.C.

IN TWO ROWS T&B

STAGGERED
TYP.
6"

STAGGER T&B
SCREWS
A
A

SECTION A-A
NOTES:

1. STRUCTURAL PANEL 15/32" PLYWOOD SHEATHING

2. E.N. ACROSS ALL PANEL EDGES, FIELD NAILING IS 12" O.C. ALL NAILS ARE COMMON WIRE NAILS, MAY USE 10d SHORTS (2 1/8" MIN. LENGTH) W/ FULL HEADS.

3. ALL MEMBERS RECEIVING E.N. INCLUDING SILL PLATE SHALL BE 3x AS A MIN. NAILING SHALL BE STAGGERED.

EXCEPTION: WHERE PLYWOOD IS APPLIED TO ONLY ONE SIDE OF WALL AND NAIL SPACING IS 6" O.C. MEMBERS RECEIVING EDGE NAILING CAN BE 2x.

4. ALL FDN. ANCHOR BOLTS ARE ⅝"ø L-BOLTS W/ A 2" HOOK OR ALL THREAD ROD WITH A NUT, WASHER AND NUT ON THE EMBEDDED END. WHEN SHEAR WALLS ARE LOCATED ON (E) CONCRETE ⅝"ø ALL THREAD ROD WITH SIMPSON SET-XP EPOXY MAY BE USED. ANCHORS SHALL HAVE A MIN. EMBEDMENT OF 7", A MIN. EDGE DISTANCE OF 1¾" AND SHALL HAVE A 3" SQ. x 3 GA. PLATE WASHER AT THE SILL. CONTRACTOR MAY USE BP⅝-3 OR BPS⅝-3 SIMPSON WASHERS. PLATE WASHER SHALL EXTEND TO WITHIN 1/2" OF THE EDGE OF THE BOTTOM PLATE ON THE SIDE(S) WITH SHEATHING. WHERE WALL IS GREATER THAN 2x4 AND SHEATHING OCCURS ON BOTH SIDES, ANCHOR BOLTS SHALL BE STAGGERED. A.B. & WASHER SHALL BE HOT DIPPED GALVANIZED.

5. SILL CONNECTION IS FOR WOOD TO WOOD CONNECTION ONLY, TYP. BTWN. FLOORS. WHERE SPACING IS CLOSER THAN 8" O.C. RIM OR RIM BLOCKING SHALL BE 3½" MIN WIDTH AND FASTENERS SHALL BE STAGGERED. SDS 1/4 x 6 MAY BE USED IN LIEU OF SDWS 0.220 x 6 AT CONTRACTOR'S DISCRETION.

6. SIMPSON STRONG TIE HOLD-DOWNS HDU14, COMPRRESSION POSTS PER PLAN MARK
10d @ 3" O.C.

LRFD
SHEAR

CAPACITY,
Vs (PLF)
1280
RIM CONN.

SPACING (SIMP.

A35, LTP4 OR
LS50)
12" O.C. 8" O.C.

SILL PL CONN.

SPACING (SIMP.

SDWS 0.220 x 6)
SEE NOTE 5
FDN. ANCHOR
SPACING. SEE
NOTE 4
24" O.C.

EDGE

NAILING
(E.N.) SEE
NOTE 2
1 a b c d
SILL PLATE PER S.W.

SCHED. SILL PLATE

SHALL BE PTDF WHEN

IN CONTACT WITH
CONC. ANCHOR BOLTS PER
S.W. SCHEDULE
EDGE NAILING AT HORZ.
& VERT. EDGES

STAGGER NAILS W/

NAILS FROM ADJACENT
PANELS
LEAVE 1/16" GAP

BETWEEN PANEL
EDGES, TYP.

BLKG. CENTERED
ON HORIZ.

PLYWOOD JOINTS
VERT. PLYWOOD
JOINTS

TO BE CENTERED ON
STUDS

END POST &

HOLDOWN PER

SCHEDULE WHERE
OCCURS
MIN. PANEL SIZE 24"
SQ.

TYP. STUDS W/ FIELD

NAILING PER SHEAR

WALL SCHEDULE
STUD & BLKG. SIZES

AT PANEL EDGES PER
SHEAR WALL SCHED.

STRUCTURAL ENGINEER
STAMP

PROJECT NAME / LOCATION

ISSUE / REVISION
SCALE
S.E.R.

DESIGN
DRAWN
PROJECT No.

DRAWING TITLE
SHEET

AS NOTED

TYPICAL DETAILS

GOLETA COMMUNITY CENTER

RETROFIT
19018.10
5689 HOLLISTER AVE.

LS
DW
NM
S1.00 N.T.S.
1 NAILING SCHEDULE
S1.00 N.T.S.
4 HOLES & NOTCHES IN STUDS & JOIST
S1.00 N.T.S.
5 TYPICAL FRAMING @ DOOR & WINDOW OPNG.

S1.00 N.T.S.
6 TYP. FLR. & ROOF PLYWD. DIAPHRAGM NAILING
S1.00 N.T.S.
9 TYPICAL HANGER SCHEDULE
S1.00 1" = 1'-0"
8 FLOOR JOIST SISTER
S1.00 N.T.S.
10 SHEAR WALL SCHEDULE
S1.00 N.T.S.
11 TYPICAL PLYWD. SHEAR WALL ELEV.

EXP. 03/31/20
No. C78947
STATE
OF

CALIFORNIA

REGISTERED

PROFESSIONALENGINEER

NINAAZAD

HMAHJOUB
E
C
I V
IL
10 (E) 4x6 BEAM, V.I.F.
(E) 4x6 BEAM, V.I.F.

OPEN
(E) 4x6 BEAM, V.I.F.
(E) 4x6 BEAM, V.I.F.
7 8
8 8
8 6 6
1 2 2.1 3 4 4.1 5 5.1 6
A
A.1
B
C
D
(E) 2x6 JOISTS
@ 16" O.C., V.I.F.
(E) 4x4 POST V.I.F.
(E) 4x4 POST V.I.F.
(E) 4x4 POST
V.I.F.
(E) 4x4 POST
V.I.F.
(E) 4x4 POST V.I.F.
(E) 4x4 POST V.I.F.
(E) 4x4 POST
V.I.F.
(E) 4x4 POST
V.I.F.
(E) 2x6 JOISTS
@ 16" O.C., V.I.F.
(E) 2x6 JOISTS
@ 16" O.C., V.I.F.
(E) 2x6 JOISTS
@ 16" O.C., V.I.F.
(E) CONCRETE
WALL, V.I.F., TYP.
(E) 4x4 POST V.I.F.
(E) 4x4 POST V.I.F.
(E) 4x4 POST V.I.F.
(E) 4x4 POST V.I.F.
(E) 4x4 POST V.I.F.
(E) 4x4 POST V.I.F.
(E) 4x4 POST V.I.F.
(E) 4x4 POST V.I.F.
(E) 4x4 POST V.I.F.
(E) 4x4 POST
V.I.F.
(E) 4x4 POST V.I.F.
(E) 4x4 POST
V.I.F.
(E) 4x4 POST V.I.F.
(E) 4x4 POST V.I.F.
(E) 4x4 POST V.I.F.
(E) 4x4 POST V.I.F.
(E) 4x6 BEAM, V.I.F.
(E) 4x6 BEAM, V.I.F. (E) 4x6 BEAM, V.I.F.
(E) 4x6 BEAM, V.I.F.
(E) 4x6 BEAM, V.I.F.
(E) 4x6 BEAM, V.I.F.
(E) 4x6 BEAM, V.I.F.
(E) 4x6 BEAM, V.I.F.
(E) 4x4 POST V.I.F.
(E) 4x4 POST V.I.F.
(E) 4x4 POST V.I.F.
(E) 4x4 POST V.I.F.
(E) 4x4 POST V.I.F.
(E) 4x4 POST V.I.F.
(E) 4x4 POST V.I.F.
(E) 4x4 POST V.I.F.
(E) 4x4 POST
V.I.F.
(E) 4x4 POST
V.I.F.
(E) 4x4 POST V.I.F.
(E) 4x4 POST V.I.F.
(E) 4x4 POST V.I.F.
(E) 4x4 POST V.I.F.
(E) 4x4 POST V.I.F.
(E) 4x4 POST V.I.F.
(E) 4x6 BEAM, V.I.F.
(E) 4x6 BEAM, V.I.F.
(E) 4x6 BEAM, V.I.F.
(E) 4x6 BEAM, V.I.F.
(E) 4x6 BEAM, V.I.F.
(E) 4x6 BEAM, V.I.F.
(E) 4x6 BEAM, V.I.F.
(E) 4x6 BEAM, V.I.F.
(E) 2x6 JOISTS
@ 16" O.C., V.I.F.
(E) 2x6 JOISTS
@ 16" O.C., V.I.F.
(E) 2x6 JOISTS
@ 16" O.C., V.I.F.
(E) 2x6 JOISTS
@ 16" O.C., V.I.F.
(E) 2x6 JOISTS
@ 16" O.C., V.I.F.
(E) 2x6 JOISTS
@ 16" O.C., V.I.F.
1 S5.00
1 S5.00
1 S5.00
1 S5.00
1 S5.00
1 S5.00
1 S5.00
N
1 S3.02
2 S3.02

3.5 1
S3.01
1 S5.00
TYP. AT
WOOD
FLOOR
TYP. AT
WOOD
FLOOR
1 S5.00
TYP. AT
WOOD
FLOOR

PROVIDE DETAIL

AT POST BELOW

STEEL BEAM
/2 S5.00
TYP. AT
WOOD
FLOORTYP. AT
WOOD
FLOOR
SEE
SHEET
NOTE 5,
TYP. AT
WOOD
FLOOR
TYP. AT
WOOD
FLOOR
TYP. AT
WOOD
FLOOR
8 AT

MEZZANINE

FRAMING
SEE
SHEET
NOTE 5
SEE
SHEET
NOTE 5
V.I.F.
23' - 6"
V.I.F.
9' - 7"
V.I.F.
43' - 0"
V.I.F.
19' - 7"
V.I.F.
19' - 7"
V.I.F.
6' - 9"
V.I.F.
36' - 2"
V.I.F.
9' - 9"
V.I.F.
23' - 5"
V.I.F.
12' - 2"
V.I.F.
62' - 3"
V.I.F.
31' - 0"
V.I.F.
35' - 5"

PROVIDE DETAIL
2/S5.00 AT POST
BELOW, TYP.

PROVIDE DETAIL
2/S5.00 AT POST
BELOW, TYP.
2 S5.01
SIM. TYP
2 S5.01
SIM. TYP. EA. SIDE

OF WALL
2 S5.01
SIM. TYP. EA. SIDE

OF WALL
2 S5.01
SIM. TYP.

EA. SIDE OF
WALL
KEY NOTES:
8 (E) 1/2" PLANK SHEATHING, V.I.F.,
W/ MIN. 4X BLOCKING
U.O.N. & (2) ROWS OF 8d NAILS
@ 2 1/2" O.C. (B.N.) & 3" O.C. (E.N.)
6 (E) SUSPENDED CONCRETE SLAB, V.I.F.
7 (E) CONCRETE SLAB ON GRADE, V.I.F.

1. CONTRACTOR TO V.I.F. EMBEDMENT DEPTH OF (E) STRIP FOOTINGS SUPPORTING (E) CONC. WALLS.

2. NO EXCAVATIONS (SUCH AS FOR LANDSCAPING PLANTERS) DIRECTLY ADJACENT TO PERIMETER WALLS ARE PERMITTED.

3.SEE DET. FOR TYP. FLOOR POST BRACING DETAIL

THROUGHOUT ENTIRE BUILDING, WHERE OCCURS

4. EXISTING CRACKS IN CONCRETE ELEMENTS EXCEEDING 1/16TH INCH CRACK WIDTH SHALL BE EPOXY INJECTED. SEE GENERAL NOTES FOR REQUIREMENTS

5. EXTENT OF ALL (E) "SPRUNG" FLOOR LOCATIONS TO BE V.I.F. BEFORE STARTING WORK. SEE DETAIL 3/S5.00 FOR ALTERNATIVE WALL ANCHORAGE DETAIL. V.I.F.

IF (E) JOISTS ARE CONT., OR IF (E) JOISTS ARE LAPPED/OR HAVE BUTTED END CONNECTIONS. ALLOW FOR RETROFIT OF (E) JOIST CONNECTIONS USING

EITHER METAL STRAPPING, OR BY SISTERING NEW JOISTS TO LAP EVERY ALTERNATING JOIST @ 32" O.C. CONTRACTOR TO SUBMIT PREFERRED OPTION TO ENGINEER FOR APPROVAL BEFORE STARTING WORK.

6. ALL MEMBERS & FRAMING SHALL BE ASSUMED NEW (N) U.O.N.

7. (E) WALLS CONTAIN MIN #3 SQUARE REINFORCING @18"OC, EACH WAY.

CONTRACTOR TO VERIFY PRIOR TO CONSTRUCTION

8. CONTRACTOR TO VERIFY IN FIELD ALL DIMENSIONS SHOWN. CONTRACTOR TO

CONTACT SEOR IF DIMENSIONS VARY FROM THOSE SHOWN
SHEET
/2 S5.00

STRUCTURAL ENGINEER
STAMP

PROJECT NAME / LOCATION

ISSUE / REVISION
SCALE
S.E.R.

DESIGN
DRAWN
PROJECT No.

DRAWING TITLE
SHEET

AS NOTED

FIRST FLOOR &

FOUNDATION

FRAMING PLAN

GOLETA COMMUNITY CENTER

RETROFIT
19018.10
5689 HOLLISTER AVE.

LS
DW
NM
S2.01 1/8" = 1'-0"
1 FIRST FLOOR & FOUNDATION FRAMING PLAN
EXP. 03/31/20
No. C78947
STATE
OF

CALIFORNIA

REGISTERED

PROFESSIONALENGINEER

NINAAZAD

HMAHJOUB
E
C
I V
IL
11 OPEN
(E) BOWSTRING TRUSS
(E) HIP TRUSSES
@ 32" O.C.
(E) 2x6 JOISTS
@ 24" O.C.

W/ (N) WOOD
BEAM @ 3'-8"
@ EA. BRACE
(E) FLAT TRUSSES
@ 32" O.C.
(E) 2x4 RAFTERS
@ 24" O.C. (ABOVE
(E) TRUSSES),
TYP. AT VAULTED

TRUSS BAYS
(E) 6x8 VAULTED TRUSS
HSS6x3x1/4 CONT. TOP CHORD
(E) 6x8 VAULTED TRUSS
HSS6x3x1/4 CONT. TOP CHORD
(E) 6x8 VAULTED TRUSS
HSS6x3x1/4 CONT. TOP CHORD
(E) 6x8 VAULTED TRUSS
HSS6x3x1/4 CONT. TOP CHORD
(E) 6x8 VAULTED TRUSS
HSS6x3x1/4 CONT. TOP CHORD
(E) 6x8 VAULTED TRUSS
HSS6x3x1/4 CONT. TOP CHORD
(E) 6x8 VAULTED TRUSS
HSS6x3x1/4 CONT. TOP CHORD
(E) 4x10 PURLIN
(E) 4x10 PURLIN
(E) 4x10 PURLIN
(E) 4x10 PURLIN
(E) 4x10 PURLIN
(E) 4x10 PURLIN
(E) VAULTED 2x6
TRUSSES @ 32" O.C.
(E) 2x6 JOISTS
@ 16" O.C
(E) VAULTED
TRUSSES @ 32" O.C.

TYP. ALL (E) 6x8

VAULTED TRUSS BAYS
(E) 2x6 PURLINS @
16" O.C., TYP. AT

ALL BOWSTING

TRUSS BAYS
(E) BOWSTRING TRUSS
(E) BOWSTRING TRUSS
(E) BOWSTRING TRUSS
(E) BOWSTRING TRUSS
(E) BOWSTRING TRUSS
(E) BOWSTRING TRUSS
(E) HIP
TRUSSES @
32" O.C.
(E) RIDGE(E) RIDGE
(E) 2x6 JOISTS
@ 24" O.C.

W/ (N) WOOD
BEAM @ 3'-8"
@ EA. BRACE
(E) 2x6 JOISTS
@ 24" O.C.
(E) FLAT TRUSSES
@ 32" O.C.
(E) VAULTED 2x6
TRUSSES @ 32" O.C.
(E) 2x6 JOISTS
@ 16" O.C
(E) 3x6 JOISTS
@ 24" O.C
(E) 3x6 JOISTS
@ 24" O.C
(E) 3x6 JOISTS
@ 24" O.C
2 (E) VAULTED
TRUSSES @ 32" O.C.
(E) ROOF RIDGE, PROVIDE 2x6 SOLID

BLOCKING BETWEEN (E) TRUSSES
(E) HIP BEAM
(E) HIP BEAM
(E) HIP BEAM
(E) HIP BEAM
(E) HIP BEAM
(E) HIP BEAM
(E) RIDGE BEAM
(E) VALLEY BEAM
(E) VALLEY BEAM
(E) VALLEY BEAM
(E) VALLEY BEAM
(E) VALLEY BEAM
(E) VALLEY BEAM
(E) VALLEY BEAM
(E) ROOF RIDGE, PROVIDE 2x6 SOLID

BLOCKING BETWEEN (E) TRUSSES
(E) VA
LLEY
BEAM
(E) VALLEY
BEAM
(E) VALLEY
BE
AM
(E) VAL

LEY BEA
M
1 2 2.1 3 4 4.1 5 5.1 6
A
A.1
B
C
D
1 S5.01
1 S5.01
2 S5.01
4 S5.01
8 S5.01
16 S5.01
12 S5.01
1 S5.01
8 S5.01
8 S5.01
8 S5.01
8 S5.01
8 S5.01
8 S5.01
8 S5.01
2 S5.01
2 S5.01
8 S5.01
8 S5.01
8 S5.01
8 S5.01
8 S5.01
8 S5.01
1 S5.01
1 2
7 S5.02
TYP. AT
(E)
RAFTER
TYP. AT

BLOCKING
9 S5.01
TYP. AT
LEDGER
8 S5.01
8 S5.01
SIM.

TYP. AT
(E) PURLIN
7 S5.01
4 S5.01
TYP. AT
(E)
RAFTER
8 S5.01
9 S5.01
TYP. AT

BLOCKING
TYP. AT
LEDGER
N
1 S3.02
2 S3.02

3.5 1
S3.01
4 4
5 1
FULL
LENGTH
1 FULL
LENGTH
1 FULL
LENGTH
4x4 DF#1

SW END POST
4x4 DF#1

SW END POST
1 8' - 0"
1 8' - 0"
1 8' - 0"
1 8' - 0"
4x12 DF #1 BEAMS
W/ 4x4 DF #1
BRACES @ 3'-8" O.C.
4x12 DF #1 BEAMS
W/ 4x4 DF #1
BRACES @ 3'-8" O.C.
5TYP. AT (E)

SKYLIGHT
TYP. AT (E)

SKYLIGHT
C12X30
6 S5.02
1 1
1 1
1 (E)10" THICK PERIMETER
CONC. WALLS, TYP.

W/ #3 SQ. REINF. @ 18"
O.C. E/W, TYP. U.O.N.

PROVIDE CONT. 4x6 DF#1
BRACING AT T.O. TRUSS
BOT. CHORD AT EACH WEB
CONNECTION. CONNECT

TO (E) TRUSS WITH

SIMPSON HUS JOIST
HANGER EACH SIDE, TYP.

V.I.F.
23' - 6"
V.I.F.
9' - 7"
V.I.F.
43' - 0"
V.I.F.
19' - 7"
V.I.F.
19' - 7"
V.I.F.
6' - 9"
V.I.F.
36' - 2"
V.I.F.
9' - 9"
V.I.F.
23' - 5"
V.I.F.
12' - 2"
V.I.F.
62' - 3"
V.I.F.
31' - 0"
V.I.F.
35' - 5"
2 S5.01SIM.

BELLTOWER
7 S5.02
AT

BELLTOWER
1 S5.01
TYP. AT

BLOCKING
9 S5.01
TYP. AT
LEDGER
1 S5.01
TYP. AT

BLOCKING
9 S5.01
TYP. AT
LEDGER
KEY NOTES:
1 (E) 1/2" PLANK SHEATHING, V.I.F.,
PROVIDE 23/32" PLYWOOD SHEATHING
(HIGH LOAD DIAPHRAGM) W/ MIN. 4X BLOCKING
U.O.N. & (2) ROWS OF 10d NAILS
@ 2 1/2" O.C. (B.N.) & 3" O.C. (E.N.)
2 (E) 1/2" PLANK SHEATHING, V.I.F.,
PROVIDE 15/32" PLYWOOD SHEATHING W/ MIN.
3X BLOCKING U.O.N. & 10d NAILS
@ 2 1/2" O.C. (B.N.) & 3" O.C. (E.N.)
4 WOOD-FRAMED WALLS, OR PORTIONS THEREOF

AROUND OPENINGS, WITH NO DASHED SHEATHING
LINES SHALL BE SHEATHED WITH 15/32" PLYWOOD
(ONE SIDE) W/ MIN. 3x BLOCKING U.O.N., W/ 8d NAILS
@ 6" O.C. TO ALL PANEL EDGES AND 8d @ 12" O.C.

FIELD NAILING
5 (2)-3x6 DF #1 CONT. CHORD MEMBERS SISTERED
TYP. WITH (E) PURLINS, PROVIDE BLOCKING

PER PLAN
LEGEND:

SW
X'-XX

WOOD SHEAR WALL - SEE SCHEDULE

EXISTING STUD FRAMING CONDITION
TO BE V.I.F.

ALLOW FOR (N) STUD FRAMING & TOP
& BOTTOM PLATES

SHEATHING MAY BE INTERIOR OR
EXTERIOR, S.A.D.

1. AUDITORIUM TRUSS CONNECTION (E) NAILING TO BE V.I.F., ALLOW FOR (N) NAILING ALL TRUSS WEB-CHORD CONNECTIONS TYP.

2. ALL MEMBERS & FRAMING SHALL BE ASSUMED NEW (N) U.O.N.

3. (E) WALLS CONTAIN MIN #3 SQUARE REINFORCING @18"OC, EACH WAY. CONTRACTOR TO

VERIFY PRIOR TO CONSTRUCTION

4. CONTRACTOR TO VERIFY IN FIELD ALL DIMENSIONS SHOWN. CONTRACTOR TO CONTACT

SEOR IF DIMENSIONS VARY FROM THOSE SHOWN
SHEET

STRUCTURAL ENGINEER
STAMP

PROJECT NAME / LOCATION

ISSUE / REVISION
SCALE
S.E.R.

DESIGN
DRAWN
PROJECT No.

DRAWING TITLE
SHEET

AS NOTED

ROOF FRAMING
PLAN

GOLETA COMMUNITY CENTER

RETROFIT
19018.10
5689 HOLLISTER AVE.

LS
DW
NM
S2.02 1/8" = 1'-0"
1 ROOF FRAMING PLAN

5. MAXIMUM ALLOWABLE NEW ROOF WEIGHT IS 7 PSF. CONSULT SEOR FOR ADDITIONAL ALLOWANCE.

EXP. 03/31/20
No. C78947
STATE
OF

CALIFORNIA

REGISTERED

PROFESSIONALENGINEER

NINAAZAD

HMAHJOUB
E
C
I V
IL
12 3 4 4.1 5 5.1 6
S3.01
2 FIRST FLOOR

CLASSROOM

ROOF PLATE

AUDITORIUM

ROOF PLATE
T.O. DINING ROOM
ROOF
T.O. AUDITORIUM
ROOF
1 SIM.2 SIM.2.1 SIM.

AUDITORIUM DINING ROOM CLASSROOM
S5.01
5 3
S5.01
S5.02
1 SIM.

S5.01
12 S5.01
16 NOTE:

AUDITORIUM TRUSS NAILING TO BE V.I.F.,
ALLOW FOR (N) (8)-10d NAILS EA. END OF
WEB MEMBERS TO TOP & BOT. CHORDS

SEE SHEET
NOTES 1 & 2

3.5 NOTE:

ROOF SHEATHING PER PLAN
S5.00
1 TYP.

PROVIDE CONT. 4x6 DF#1 BRACING TO TRUSS
BOT. CHORD AT EA. WEB.

CONNECT TO (E) TRUSS WITH SIMPSON HUS
JOIST HANDER EACH SIDE, TYP.
3x6 BLOCKING BETWEEN
TRUSSES W/ B.N.

NOTE:

CLASSROOM TRUSS NAILING
TO BE V.I.F., ALLOW FOR (N)
(5)-10d NAILS EA. END OF

WEB MEMBERS TO TOP &
BOT. CHORDS
4 4.1 5 5.1
4x6 DF #1
BRACE
4x6 DF #1
BRACE
NOTE:

BRACE LENGTH VARIES

WITH LOW ROOF PITCH

SITE MEASURE
4x12 DF #1 BEAM @
3'-8" O.C.
4x12 DF #1 BEAM
@
3'-8" O.C.
4 S5.02
S5.02
1S5.02
1 CHORD MEMBERS PER PLAN

PER PLAN
(E) OPENING IN SHEATHING

PLYWOOD SHEAR

WALL PER PLAN

PLYWOOD SHEAR

WALL PER PLAN

CLASSROOM

ROOF PLATE
T.O. DINING ROOM
ROOF
NOTE:

ROOF SHEATHING PER PLAN
(E)3/4"Ø ROD, V.I.F.

1.CONTRACTOR TO V.I.F. EMBEDMENT DEPTH OF (E) STRIP FOOTINGS SUPPORTING (E) CONC.

WALLS.

2.NO EXCAVATIONS (SUCH AS FOR LANDSCAPING PLANTERS) DIRECTLY ADJCAENT TO PERIMETER WALLS ARE PERMITTED.

3. SEE DET. 1/S5.00 FOR TYP. FLOOR POST BRACING DETAIL THROUGHOUT ENTIRE BUILDING

4. AUDITORIUM TRUSS CONNECTION (E) NAILING TO BE V.I.F., ALLOW FOR (N) NAILING ALL TRUSS WEB-CHORD CONNECTIONS TYP.

SHEET NOTES:

STRUCTURAL ENGINEER
STAMP

PROJECT NAME / LOCATION

ISSUE / REVISION
SCALE
S.E.R.

DESIGN
DRAWN
PROJECT No.

DRAWING TITLE
SHEET

AS NOTED

TRUSS ELEVATIONS

GOLETA COMMUNITY CENTER

RETROFIT
19018.10
5689 HOLLISTER AVE.

LS
DW
NM
S3.01 1/4" = 1'-0"
1 PARTIAL TRUSS ELEVATION
S3.01 3/8" = 1'-0"
2 DINING ROOM TRUSS ELEVATION
EXP. 03/31/20
No. C78947
STATE
OF

CALIFORNIA

REGISTERED

PROFESSIONALENGINEER

NINAAZAD

HMAHJOUB
E
C
I V
IL
13 44.155.1
NOTE:

ROOF SHEATHING PER PLAN
1 1

HOLDOWNS PER
S.W. SCHEDULE

HOLDOWNS PER
S.W. SCHEDULE
4 4x4 DF#1

SW END POST
4x4 DF#1

SW END POST
V.I.F. & NOTIFY ENGINEER
MIN. 7'-6" S.W. LENGTH
V.I.F. & NOTIFY ENGINEER
MIN. 7'-6" S.W. LENGTH

CLASSROOM

ROOF PLATE
T.O. DINING ROOM
ROOF

PLYWOOD

SHEAR WALL

SHEATHING PER
PLAN
(E) WALL FRAMING TO BE V.I.F., ALLOW
FOR (N) STUDS & BLOCKING.
(N) WOOD SHEAR WALL WALL TO BE
BLOCKED ON ALL SHEET EDGES, TYP.
4 4.1 5

CLASSROOM

ROOF PLATE
T.O. DINING ROOM
ROOF
4x4 DF#1

SW END POST
4x4 DF#1

SW END POST
11 4
V.I.F. & NOTIFY ENGINEER
MIN. 7'-6" SW LENGTH
V.I.F. & NOTIFY ENGINEER
MIN. 7'-6" SW LENGTH

HOLDOWNS PER
S.W. SCHEDULE

HOLDOWNS PER
S.W. SCHEDULE
NOTE:

ROOF SHEATHING PER PLAN

MAINTAIN CURRENT

MEP OPENINGS
5' - 0" STEEL BEAM PER PLAN FIXED TO
(E) CONC. WALL. MAKE GOOD OF
(E) CEILING PER ARCH. DETAILS
6 S5.02
(E) WALL FRAMING TO BE V.I.F., ALLOW
FOR (N) STUDS & BLOCKING.
(N) WOOD SHEAR WALL WALL TO BE
BLOCKED ON ALL SHEET EDGES, TYP.

KEY NOTES:
1 (E) 1/2" PLANK SHEATHING, V.I.F.,
PROVIDE 23/32" PLYWOOD SHEATHING
(HIGH LOAD DIAPHRAGM) W/ MIN. 4X BLOCKING
U.O.N. & (2) ROWS OF 10d NAILS
@ 2 1/2" O.C. (B.N.) & 3" O.C. (E.N.)
4 WOOD-FRAMED WALLS, OR PORTIONS THEREOF

AROUND OPENINGS, WITH NO DASHED SHEATHING
LINES SHALL BE SHEATHED WITH 15/32" PLYWOOD
(ONE SIDE) W/ MIN. 3x BLOCKING U.O.N., W/ 8d NAILS
@ 6" O.C. TO ALL PANEL EDGES AND 8d @ 12" O.C.

FIELD NAILING

1.CONTRACTOR TO V.I.F. EMBEDMENT DEPTH OF (E) STRIP FOOTINGS SUPPORTING (E) CONC.

WALLS.

2.NO EXCAVATIONS (SUCH AS FOR LANDSCAPING PLANTERS) DIRECTLY ADJCAENT TO PERIMETER WALLS ARE PERMITTED.

3. SEE DET. 1/S5.00 FOR TYP. FLOOR POST BRACING DETAIL THROUGHOUT ENTIRE BUILDING

4. AUDITORIUM TRUSS CONNECTION (E) NAILING TO BE V.I.F., ALLOW FOR (N) NAILING ALL TRUSS WEB-CHORD CONNECTIONS TYP.

SHEET NOTES:

STRUCTURAL ENGINEER
STAMP

PROJECT NAME / LOCATION

ISSUE / REVISION
SCALE
S.E.R.

DESIGN
DRAWN
PROJECT No.

DRAWING TITLE
SHEET

AS NOTED

TRUSS ELEVATIONS

GOLETA COMMUNITY CENTER

RETROFIT
19018.10
5689 HOLLISTER AVE.

LS
DW
NM
S3.02 1/4" = 1'-0"
1 DINING ROOM SOUTH GABLE END
S3.02 1/4" = 1'-0"
2 DINING ROOM NORTH GABLE END
EXP. 03/31/20
No. C78947
STATE
OF

CALIFORNIA

REGISTERED

PROFESSIONALENGINEER

NINAAZAD

HMAHJOUB
E
C
I V
IL
14 (E) SHEATHING PER
PLAN, V.I.F.

FLOORING PER ARCH.
(2)8d B.N., TYP.
(E) CONCRETE
WALL
(E) BLOCKING, V.I.F.

PROVIDE (N) LEDGER

WHERE REQUIRED
1/2"Ø HILTI HAS-V-36

ANCHOR W/ HILTI HIT-
HY 200 ADHESIVE W/ 5"
EMBED. @ 16" O.C. (E) JOIST FRAMING
T.O. 1ST
FLR

ALIGNMENT OF (E)
GRADE, V.I.F.

NOTE:

NO EXCAVATIONS (SUCH AS FOR LANDSCAPING PLANTERS) DIRECTLY

ADJACENT TO PERIMETER WALLS ARE PERMITTED
V.I.F.

SIMPSON A35 CLIP AT
EA. (E) JOIST
(E) SHEATHING PER
PLAN, V.I.F.

FLOORING PER ARCH.
(E) JOIST FRAMING
T.O. 1ST
FLR
T.O. (E) PAD

FOOTING
(E)4x4 FLOOR
POST , V.I.F.
(E)4x6 FLOOR
BEARER, V.I.F.
2x4 DIAG.

BRACE W/ (2)
10d E/E
(E) GRADE, V.I.F.

SIMPSON A35

T&B OF POST
(E) SHEATHING PER
PLAN, V.I.F.

FLOORING PER ARCH.
(E) CONCRETE
WALL
(E) LEDGER, V.I.F.

PROVIDE (N) LEDGER

WHERE REQUIRED
1/2"Ø HILTI HAS-V-36

ANCHOR W/ HILTI HIT-
HY 200 ADHESIVE W/ 5"
EMBED. @ 24" O.C. (E) JOIST FRAMING
T.O. 1ST
FLR
A35 CLIP E/S E/E OF
(E) JOISTS FRAMING
NOTE:

CONTRACTOR SHALL V.I.F. CONDITION OF LAPS IN (E) JOISTS,

SISTER NEW JOISTS WHERE REDUIRED FOR CONTINUITY
V.I.F.

STRUCTURAL ENGINEER
STAMP

PROJECT NAME / LOCATION

ISSUE / REVISION
SCALE
S.E.R.

DESIGN
DRAWN
PROJECT No.

DRAWING TITLE
SHEET

AS NOTED

FLOOR FRAMING

AND ANCHORAGE

DETAILSGOLETA COMMUNITY CENTER

RETROFIT
19018.10
5689 HOLLISTER AVE.

LS
DW
NM
S5.00 1" = 1'-0"
1 TYPICAL FIRST FLOOR WALL CONNECTION DETAIL
S5.00 1" = 1'-0"
2 TYP. FLOOR POST BRACING DETAIL THROUGHOUT
E

NTIRE BUILDING
SHEET

1. SEE SHEET NOTES ON PLAN
S5.00 1" = 1'-0"
3 ALTERNATIVE FIRST FLOOR CONNECTION DETAIL
W

HERE SPRUNG FLOOR OCCURS
EXP. 03/31/20
No. C78947
STATE
OF

CALIFORNIA

REGISTERED

PROFESSIONALENGINEER

NINAAZAD

HMAHJOUB
E
C
I V
IL
15 (E) CONCRETE WALL

OR SPANDREL
(E) WOOD LEDGER,
V.I.F.
(E) WOOD RAFTER,
V.I.F.

BOUNDARY NAILING

PER SCHEDULE
4x CONTINUOUS SOLID

BLOCKING
TYP.
3" MIN.

PROVIDE SIMPSON
A34 TO LEDGER EACH

SIDE OF RAFTER
NOTE:

PLACE MIN. 4" CLEARANCE BETWEEN (N) AND (E) CONCRETE ANCHORS (E) ROOF SHEATHING
PER PLAN, V.I.F.

SHEATHING PER
PLANROOFING PER ARCH.
3/4"Ø HILTI HAS-V-36

ANCHOR W/ HILTI HIT-
HY 200 ADHESIVE W/ 5"
EMBED. @ 24" O.C.

PROVIDE SIMPSON
A34 FROM BLOCKING
TO LEDGER @ 12" O.C.

PROVIDE SIMPSON
LPT4 FROM BLOCKING
TO LEDGER @ 12" O.C.

REMOVE AND

REPLACE FASCIA
PER ARCH. AS REQ'D
(E) PURLIN, TYP.,
V.I.F.
(E) JOIST HANGER,
TYP. FOR (E) ROOF

PURLINS
(E) ROOF

SHEATHING PER
PLAN, V.I.F.

SHEATHING PER
PLANROOFING PER ARCH.
(E) 6x8 TRUSS
TOP CHORD, V.I.F.
(E) 6x6 TRUSS WEB
MEMBER, V.I.F.

HSS CONT. PER PLAN
(E) 2x4 RAFTERS
@ 24" O.C., V.I.F.

BOLT CENTRAL THROUGH
(E) TOP CHORD @ 24" O.C.

PROVIDE 2"x2"x3/16"

WASHER AND NUT
PROVIDE (2) ROWS NAILING TO
CONT. WOOD TOP PLATE
(E) ROOF SHEATHING
PER PLAN, V.I.F.

SHEATHING PER
PLAN
ROOFING PER ARCH.

B.N.

SIMPSON HDU2 W/
(6) 1/4x2 1/2 SDS
(E) CONCRETE
WALL
(E) RAFTER OR TO

CHORD OF TRUSS PER
PLAN
BLOCKING @ 24" O.C.

EXTEND GREATER OF
(4) BAYS OR 12'-0" MIN.

SIMPSON MST
H18 STRAP W/ (14)
10d NAILS
SIMPSON A34 E/E

OF BLOCKING
PROVIDE 4x CONT.

LEDGER, TYP.
3/4"Ø HILTI HAS-V-36

ANCHOR W/ HILTI HIT-
HY 200 ADHESIVE W/ 5"
EMBED. @ 24" O.C.

TYP.
3"
NOTE:

ALTERNATE WITH DETAIL /9 S5.01
NOTE:

GUSSET PLATES MAY BE TRIMMED AT 1V:1H AS INDICATED, TO SUIT ARCHITECT (E) ROOF SHEATHING
PER PLAN, V.I.F.

SHEATHING PER
PLAN
ROOFING PER ARCH.

WOOD BLOCKING

PER PLAN
(E) WALL
PILASTER, V.I.F.
(E) CONCRETE
WALL, V.I.F.
(E) 1/5" GUSSET PLATE

EACH SIDE OF TRUSS W/
(12) 3/4"Ø MB, TYP. V.I.F.
(E) ROOF TRUSS,
V.I.F.

REPLACE (E) (2)-5/8" Ø BOLTS
WITH (4)-5/8" Ø BOLTS WITH

LENGTH TO SUIT FIXING

THROUGH HSS AT TOP CHORD

AND THROUGH BOTTOM
CHORD STL. PL.

STL. WEDGE PL. WASHER TO
SUIT
BN
(E) 2x6 @
24" O.C., V.I.F.
(E) WOOD
BEAM, V.I.F.
(E) LEDGER, V.I.F.
(E) CONC. WALL
(E) 1/4" THICK
ANGLE

SECTION A-A
A

A HSS PER PLAN
8" MIN.

REPLACE (E) (2) HORIZONTAL

BOLTS TO RE-FIX THROUGH TRUSS

AND PLATES W/ BOLTS OF SAME
SIZE
1/2" STEEL PLATE TO

UNDERSIDE OF BOTTOM CHORD
TYP.
3/8
(2) 5/8"Ø BOLTS

THROUGH HSS
5/8" STEEL PLATE
(4)-5/8"Ø HILTI HAS-V-36
ANCHOR W/ HILTI HIT-HY 200
ADHESIVE WITH 6" EMBED.
5/8" STEEL GUSSET
PLATE
5/16
3 S5.01
6"
1" MIN.
3" MIN.
6" 10" 6"
(E) ROOF

SHEATHING PER
PLAN, V.I.F.

SHEATHING PER
PLAN
ROOFING PER ARCH.

B.N.

SIMPSON HDU2 W/
(6) 1/4x2 1/2 SDS
(E) CONCRETE
WALL, V.I.F.

BLOCKING W/ (N)
SIMPSON A35 AT
E/E
(E) 4x PURLIN,
V.I.F.
(E) RAFTER @
24" O.C., V.I.F.,
TYP.
3/4"Ø HILTI HAS-V-36

ANCHOR W/ HILTI HIT-
HY 200 ADHESIVE W/ 5"
EMBED. @ 16" O.C.
3/4"Ø HILTI HAS-V-36

ANCHOR W/ HILTI HIT-
HY 200 ADHESIVE W/ 5"
EMBED. @ 24" O.C.
(E) ROOF SHEATHING

SHEATHING PER
PLAN
ROOFING PER ARCH.

B.N.
(3)4x6 CONT. BLOCKING
AND CHORDS SIMPSON HDU2 W/ (6)
1/4"x2 1/2" SDS
(E) TRUSS FRAMING
(E) CONCRETE WALL
1/2"Ø HILTI HAS-V-36

ANCHOR W/ HILTI HIT-HY
200 ADHESIVE W/ 4 3/4"
EMBED. @ EA. TRUSS, 36"
O.C. MAX.

L4x3x1/2 (LLV) ANGLE x
24" LONG, CENTERED

BETWEEN TRUSSES
1/2"Ø HILTI HAS-V-36

ANCHOR W/ HILTI HIT-HY
200 ADHESIVE W/ 4 3/4"
EMBED. @ 36" O.C.

PROVIDE (2) ANCHORS

EQUALLY SPACED

BETWEEN EACH TRUSS
1/4"Ø x 1" LAG
SCREW @ 6" O.C.

CONT. 4x BLOCKING
SIMPSON HDU2 W/ (6)
1/4"x2 1/2" SDS
1/2"Ø HILTI HAS-V-36

ANCHOR W/ HILTI HIT-HY
200 ADHESIVE W/ 4 3/4"
EMBED. @ EA. TRUSS, 36"
O.C. MAX.
(E) ROOF SHEATHING

SHEATHING PER
PLAN
ROOFING PER ARCH.
(E) TRUSS FRAMING
B.N.
(3)4x6 CONT.

BLOCKING AND
CHORD
(E) CONCRETE WALL
(E) ROOF SHEATHING

SHEATHING PER
TYP. DETAILS
B.N.
(E) ROOF SHEATHING

SHEATHING PER
PLAN
SIMPSON A35 EA.

SIDE OF TRUSS
PROVIDE MIN. 3x

LEDGER/SILL PLATE W/
HILTI HAS-V-36 ANCHOR
W/ HILTI HIT-HY 200
ADHESIVE @ 24" O.C.

NOTCH PLYWOOD

AROUND (E) RAFTERS

AS REQ'D

ROOFING PER
ARCH.

SIMPSON VGT WITH
(16) 1/4 X 3" SDS
SIMPSON HDU2
WITH (6) 1/4 X 2
1/2" SDS
5/8"Ø S/8 IN

DIAMETER

THREADED ROD
TYP.
4" MIN.

VERIFY OR PROVIDE

SHEAR WALL

CONSTRUCTION PER

SEE FOR

ADDITIONAL INFORMATION
1 /10 S1.00

SHEATHING

PER PLAN
(E)

SHEATHING,
V.I.F.
(E) CONCRETE
WALL, V.I.F.

BLOCKING

PER PLAN
BN
SIMPSON HDU2 W/
(6) 1/4x2 1/2 SDS
(E) JOIST PER
PLAN, V.I.F.

ROOFING PER
ARCH.
3/4"Ø HILTI HAS-V-36

ANCHOR W/ HILTI HIT-
HY 200 ADHESIVE W/ 5"
EMBED.
(E) JOIST @ 24" O.C.

PER PLAN, V.I.F.
(E) ROOF SHEATHING
PER PLAN, V.I.F.

SHEATHING PER
PLAN
ROOFING PER ARCH.

B.N.
(E) CONCRETE
WALL
PROVIDE 4x CONT.

LEDGER, TYP.
3/4"Ø HILTI HAS-V-36

ANCHOR W/ HILTI HIT-
HY 200 ADHESIVE W/ 5"
EMBED. @ 12" O.C.
1/4"Ø x 1" LAG SCREW
@ 6" O.C.
/1 S5.01
NOTE:

ALTERNATE WITH DETAIL
(E) ROOF SHEATHING
PER PLAN, V.I.F.

ROOFING PER ARCH.

WOOD

BLOCKING PER
PLAN
(E) CONCRETE
WALL, V.I.F.

BN
(E) 2x6 @
24" O.C., V.I.F.
(E) RAFTER PER
PLAN, V.I.F.

BLOCKING W/
SIMPSON A35

AT EACH END
SIMPSON LTP4
@ 12" O.C.

REMOVE (E) WOOD

FRAMING TO ALLOW

FOR INSTALLATION ON

ANCHOR, NOTCH TO

ALLOW FOR

CLEARANCE IN

REPLACE AFTER

INSTALLATION
3/4"Ø HILTI HAS-V-36

ANCHOR W/ HILTI HIT-
HY 200 ADHESIVE W/ 5"
EMBED. @ 18" O.C.

PLYWOOD

SHEATHING PER
PLAN
(E) 4x10 PURLIN, V.I.F.
(2)3x8 CONT. CHORDS

STRUCTURAL ENGINEER
STAMP

PROJECT NAME / LOCATION

ISSUE / REVISION
SCALE
S.E.R.

DESIGN
DRAWN
PROJECT No.

DRAWING TITLE
SHEET

AS NOTED

ROOF ANCHORAGE

DETAILSGOLETA COMMUNITY CENTER

RETROFIT
19018.10
5689 HOLLISTER AVE.

LS
DW
NM
S5.01 1" = 1'-0"
8 CLASSROOM WALL ANCHORAGE DETAIL
S5.01 1" = 1'-0"
3 AUDITORIUM TRUSS TOP CHORD DETAIL
S5.01 1" = 1'-0"
1 CLASSROOM WALL ANCHORAGE DETAIL
S5.01 1" = 1'-0"
5 ANCHORAGE AT AUDITORIUM TRUSS DETAIL
S5.01 1" = 1'-0"
2 AUDITORIUM WALL ANCHORAGE DETAIL
S5.01 1" = 1'-0"
16 WALL ANCHORAGE DETAIL AT (E) FLAT TRUSS
S5.01 1" = 1'-0"
12 ANCHORAGE AT (E) WOOD SHEAR WALL AND FLAT
T

RUSS DETAIL
S5.01 1" = 1'-0"
7 ANCHORAGE AT CORRIDOR ROOF DETAIL
S5.01 1" = 1'-0"
9 CLASSROOM WALL ANCHORAGE DETAIL
S5.01 1" = 1'-0"
4 DIAPHRAGM DETAIL AT AUDITORIUM
@ 24" O.C.
@ 24" O.C.
@ EA TRUSS
L4x3x1/2 (LLV) CONT. ANGLE
W/ 1/2" MAX. DRYPACK
(4) LOCATIONS
W/ 1/2" MAX DRYPACK
(2) SIMPSON A35 TOP
@ EACH BLOCK, TYP
L4X3X1/2 (LLV) CONT.

ANGLE W/ 1/2" MAX

DRYPACK
3/4"Ø HILTI HAS-V-36

ANCHOR W/ HILTI HIT-
HY 200 ADHESIVE W/ 5"
EMBED. @ 12" O.C.
1/4"Ø x 1" LAG SCREW
@ 6" O.C.

EXP. 03/31/20
No. C78947
STATE
OF

CALIFORNIA

REGISTERED

PROFESSIONALENGINEER

NINAAZAD

HMAHJOUB
E
C
I V
IL
16 (E) CONCRETE
WALL, V.I.F.

SHEATHING

PER PLAN
(E) SHEATHING
PER PLAN, V.I.F.

BN
BN
V.I.F. CONDITION OF (E)
STUD FRAMING. ALLOW
FOR (N) BLKG., T&B PLATES
(E) DOUBLE TOP
PLATE, V.I.F.
(E) BOWSTRING
TRUSS, V.I.F.
(E) SHEATHING, V.I.F.

SHEATHING PER
PLAN

WOOD SHEAR WALL

PER PLAN
(E) LEDGER, V.I.F.

SIMPSON A34 E/S
OF JOIST, TYP.

SIMPSON A34 FROM

BLOCKING TO
LEDGER @ 12" O.C.
3x CONT.

BLOCKING

BETWEEN STUDS,
TYP.

WOOD BEAM

PER PLAN

ROOFING PER
ARCH.

ROOFING PER
ARCH.
3/4"Ø HILTI HAS-V-36

ANCHOR W/ HILTI HIT-
HY 200 ADHESIVE W/ 5"
EMBED. @ 24" O.C.
4"
(E) PURLIN, V.I.F.
(2)3x6 CONT. CHORDS

W/ BLOCKING ,
SIMPSON A35 AT E/E
SIMPSON HUC412-SDS

JOIST HANGER TO
3x12 RIM JOIST
(4) SDS 1/4x2 1/2 SCREWS E/S/ OF
COL., (8) TOTAL, STAGGER

SCREWS ON ALTERNATIVE SIDES

SO THERE IS NO CONFLICT
BETWEEN SCREWS @ CENTER OF
BEAMS.

TYP.
3/4"
1 1/2"
3"
3"x3/6" A36
STL. PL.

SEE 2/S5.02 FOR

OPTIONS
(E) RAFTERS @
24" O.C., V.I.F.
(E) TRUSS TOP
CHORD, V.I.F.
(E) ROOF

SHEATHING PER
PLAN, V.I.F.

SHEATHING PER
PLAN
ROOFING PER ARCH.

PROVIDE (2) ROWS OF TYP.

B.N. NAILING TO CONT.

WOOD TOP PLATE
(E) JOIST HANGER,
TYP. FOR (E) ROOF

PURLINS
MIN.
6"5"
(E) CONC. WALL
(E) WOOD

FRAMED WALL
(E) WINDOW
C12x30 STEEL BEAM
(2) 5/8"Ø HILTI HAS-
V-36 ANCHOR W/
HILTI HIT-HY 200
ADHESIVE W/ 5"
EMBED. @ 24" O.C.

UTILITY ROOM CEILING

LINE SHOWN
INDICITAVELY. ALLOW

FOR MAKING GOOD

AFTER STEEL BEAM
INSTALLED, SEE ARCH.

SPECS.

SHEATHING

PER PLAN
(E) SHEATHING,
V.I.F.
(E) 2x4 JOIST @ 24" O.C.,
TYP.,V.I.F. PROVIDE

SISTERED JOIST PER
TYP. DETAILS AT ALL

LOCATIONS BELOW

SLEEPER
ROOFING PER ARCH.
(E) CONCRETE

PARAPET BELL
TOWER, V.I.F.

L6x4x1/2(LLH)
BRACE ANGLE @
6x6 CONT. SLEEPER
x 5'-0" LONG MIN.
(2)4x6 SISTERED

BLOCKING ALONG

SLEEPER LENGTH
FOR MIN. (2) SPANS
B
B
A
A

SECTION B-B
TYP.
2" MIN.
(2) HILTI HIT-RE 500

VE ADHESIVE
ANCHOR W/ 5/8"Ø
THREADED. PROVIDE
5" MIN. EMBED., TYP.
3/8" ANCHOR PLATE
8"
TYP.
2" MIN.
(E) CONCRETE

PARAPET BELL
TOWER, V.I.F.
3 SIDES
1/4

SECTION A-A
1' - 0"
SIMPSON A35 @ 8" O.C.

E/S FROM SLEEPER TO

BLOCKING OR

SISTERED JOIST
TYP.
6" MIN.

SIMPSON A35 FROM

SISTERED BLOCKING

TO SISTERED JOIST

E/S, E/E

BLOCKING

BRACE ANGLE
1 1
PROVIDE (4) 1"Ø LAG
SCREWS @ 8" O.C. FROM

PLATE TO SLEEPER

BRACE ANGLE

SLEEPER
3/8" CONTINUOUS PLATE

ALONG LENGTH OF SLEEPER
1/4
(E) CONCRETE
WALL, V.I.F.

SHEATHING

PER PLAN
(E) SHEATHING
PER PLAN, V.I.F.

WOOD BEAM

PER PLAN

ROOFING PER
ARCH.
3/4"Ø HILTI HAS-V-36

ANCHOR W/ HILTI HIT-
HY 200 ADHESIVE W/ 5"
EMBED. @ 24" O.C.
(E) 2x RIM BOARD, PACK

WITH PLYWOOD TO ALLOW

FACE MOUNTED JOIST
HANGER
SIMPSON HUC412-SDS

JOIST HANGER TO
3x RIM JOIST
1 1/2"
3" 6"

OPTION A OPTION B

WOOD BRACE
3"x1/4" A36

STEEL PLATE

ROOF JOIST

JOIST FIXINGS ,
SEE 1/S5.02
3"x3/16" A36

STEEL PLATE
CONT.

RECESS 3/16"
STL. PL. INTO

WOOD BRACE

AND JOIST &

COUNTER
NOTE: ALL STL. FIXINGS AND PLATES SHALL BE STAINLESS STEEL.

WEATHER-PROOFING DETAILS BY OTHERS.

STRUCTURAL ENGINEER
STAMP

PROJECT NAME / LOCATION

ISSUE / REVISION
SCALE
S.E.R.

DESIGN
DRAWN
PROJECT No.

DRAWING TITLE
SHEET

AS NOTED

ANCHORAGE AND

BRACING DETAILS

GOLETA COMMUNITY CENTER

RETROFIT
19018.10
5689 HOLLISTER AVE.

LS
DW
NM
S5.02 1" = 1'-0"
1 DINING ROOM ANCHORAGE DETAIL
S5.02 1" = 1'-0"
4 DINING ROOM TRUSS TOP CHORD DETAIL
S5.02 1" = 1'-0"
6 STEEL BEAM CONNECTION TO CONC. WALL
S5.02 1" = 1'-0"
7 BELLTOWER ANCHORAGE DETAIL
S5.02 1" = 1'-0"
5 DINING ROOM ANCHORAGE DETAIL
S5.02 1" = 1'-0"
2 BRACE CONNECTION DETAILS
30" O.C.

EXP. 03/31/20
No. C78947
STATE
OF

CALIFORNIA

REGISTERED

PROFESSIONALENGINEER

NINAAZAD

HMAHJOUB
E
C
I V
IL
17 AUDITORIUM
D

INING ROOM

KITCHEN
ROOM 8
ROOM 7
STAGE
ROOM 1
ROOM 2

SENIOR LOUNGE
OFFICE
ROOM 4
ROOM 6
MAIN

OFFICEOFFICE

RECEPTION
CONF.

SOUTH

CORRIDOR

WOMEN'S

RESTROOM

CHILDREN'S

RESTROOMS
TOOL

ROOMSTORAGE
EAST CORRIDOR 23
WEST CORRIDOR 24

STORAGE

BUILDING

MAINTENANCE

UTILITY

COURTYARD
NORTH

CORRIDOR
25 ROOM 5A
ROOM 5B
MEN'S

RESTROOM
STAFF
RR
UP
UP
D
N
DN
DN

3.51 2 2.1 3 4 4.1 5 5.1 6
A
A.1
B
C
D
C.L.

C
D
H
A*
*AT
CRAWL
SPACE
G
F
E
I
FLOOR
ACCESS
PANEL
K
1 2 2.1 3 4 4.1 5 5.1 6
A
A.1
B
C
D
C.L.
02 01
01 B*
*AT
TRUSS
LEVEL
03 02
TYP.

MEZZANINE REFLECTED CEILING PLAN
C
B
C
B

MEZZANINE FLOOR PLAN
C26607EXP:1/31/21
IN
OH
L JICE
HS C
D.N
ED RA
TC

TEEL SAK
E O
NR
IA

F A LC IO F
AT
T S

ARCHITECT
STAMP

PROJECT NAME / LOCATION

ISSUE / REVISION
SCALE
DESIGN
DRAWN
PROJECT No.

DRAWING TITLE
SHEET

AS NOTED

IF PRINT SIZE IS
30"x42"
DESCRIPTIONNo. DATE
07/01/2019
417 South Hill St., Suite 211,
Los Angeles, CA 90013
T 213 221 1200 F 213 221 1209
www.page-turnbull.com
imagining change in historic environments through
design, research and technology
100% DD 1
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C:\_Revit Local Projects\GoletaCmtyCenter_R17_Central_boudreau.rvt 8/28/2019 5:51:18 PM
A2.01

FIRST FLOOR AND

REFLECTED CEILING

PLANS GOLETA COMMUNITY CENTER

RETROFIT
19022
5689 HOLLISTER AVE.

MB
DG
1/16" = 1'-0"1 G

ROUND LEVEL FLOOR PLAN

GENERAL SHEET NOTES

1. GOLETA COMMUNITY CENTER HAS BEEN DETERMINED ELIGIBLE FOR THE

NATIONAL REGISTER OF HISTORIC PLACES AND CALIFORNIA REGISTER OF HISTORICAL RESOURCES. ALL WORK SHALL FOLLOW THE SECRETARY OF THE INTERIOR’S STANDARDS FOR THE TREATMENT OF HISTORIC PROPERTIES.

2. THE BUILDING WILL REMAIN IN OPERATION DURING CONSTRUCTION.

COORDINATE WITH BUILDING OWNER OR MANAGER ACCESS, CLEARANCES, CONTROLS, AND UTILITIES TO THE PROJECT SITE.

3. THE CONTRACTOR SHALL PROVIDE APPROPRIATE BARRIERS BETWEEN THE

CONSTRUCTION AREA AND THE REMAINDER OF THE SITE OR BUILDING AND SHALL COMPLY WITH CALIFORNIA BUILDING CODE (CBC) SECTION 3306 – PROTECTION OF PEDESTRIANS DURING CONSTRUCTION.

4. REQUIRED MEANS OF EGRESS SHALL BE MAINTAINED AT ALL TIMES DURING CONSTRUCTION.

5. DRAWINGS ARE BASED ON PREVIOUS SETS OF PLANS AND LIMITED FIELD VERIFICATION. VERIFY ALL DIMENSIONS AND CONDITIONS IN FIELD.

6. THE CONSTRUCTION DOCUMENTS ARE PROVIDED TO ILLUSTRATE THE DESIGN

AND GENERAL TYPE OF CONSTRUCTION, MATERIALS, AND WORKMANSHIP THROUGHOUT. THE DOCUMENTS DO NOT ILLUSTRATE EVERY CONDITION. THE

CONTRACTOR, IN ASSUMING RESPONSIBILITY FOR THE WORK INDICATED, SHALL

COMPLY WITH THE SPIRIT AS WELL AS THE LETTER IN WHICH THEY WERE PREPARED.

7. HAZARDOUS MATERIALS ABATEMENT IS NOT PART OF THE ARCHITECTURAL WORK AND IS THE SOLE RESPONSIBILITY OF THE OWNER.

8. ITEMS REQUIRING REMOVAL AND SALVAGE SHALL BE DETACHED FROM EXISTING CONSTRUCTION, STORED AND PROTECTED AGAINST DAMAGE.

9. PROTECT AREA AND NEW OR EXISTING MATERIALS AND FINISHES FROM

DAMAGE WHICH MAY OCCUR FROM CONSTRUCTION, DEMOLITION, DUST, WATER, ETC.

10. RESTORE FINISHES AT PATCHES, (N) WORK, AND CONDITIONS WHERE WORK DAMAGES (E) FINISH, TYP. AT INTERIOR AND EXTERIOR.

11. NOT EVERY ITEM OF WORK TO BE DEMOLISHED IS INDICATED. DEMOLITION

WORK INCLUDES THE REMOVAL OF EXISTING CONSTRUCTION TO THE EXTENT REQUIRED TO ACCOMMODATE THE NEW WORK. VISIT THE PROJECT SITE AND DETERMINE THE EXTENT OF DEMOLITION BEFORE PRICING.

12. CONTRACTORS SHALL REMOVE RUBBISH AND WASTE MATERIALS ON A

REGULAR BASIS AND SHALL EXERCISE STRICT CONTROL OVER JOB CLEANING

TO PREVENT ANY DIRT, DEBRIS, OR DUST FROM AFFECTING, IN ANY WAY,

FINISHED WORK OR EXISTING TO REMAIN WORK OR CREATING A SAFETY HAZARD IN OR OUTSIDE JOBSITE.

13. CONTRACTOR SHALL LEAVE JOBSITE AND AFFECTED AREAS CLEAN AND IN AN

ORDERLY MANNER SO SPACES CAN BE REOCCUPIED IMMEDIATELY FOLLOWING CONSTRUCTION.

14. SEE ROOF PLAN, SHEET A2.02 FOR DIMENSIONS.
0 8' 16' 32'
1/16" = 1'-0"2 RE

FLECTED CEILING PLAN

SCOPE OF WORK INCLUDES REMOVAL OF FLOOR FINISHES AS REQUIRED TO INSTALL NEW BOUNDARY AND FLOOR NAILING. REINSTALL CARPET FOLLOWING REPAIRS. WOOD ROOFING FRAMING BLOCKING AND ATTACHMENT PER STRUCTURAL DWGS.

CONTRACTOR TO REVIEW LOCATIONS OF TEMPORARY ACCESS PANELS WITH ARCHITECT PRIOR TO CONSTRUCTION. ALL TEMPORARY ACCESS PANELS WILL NEED TO BE REPAIRED AND FINISHES PATCHED TO MATCH ADJACENT SURFACES. PAINT ENTIRE INTERIOR SURFACE IMPACTED BY PATCHING.

G. North Corridor Looking West

SCOPE OF WORK INCLUDES STRENGTHENING AND ATTACHMENT OF WOOD TRUSSES AND ROOF FRAMING TO TOP OF CONCRETE WALLS. PAINT INTERIOR OF AUDITORIUM INCLUDING WOOD TRUSSES, WALLS AND WINDOWS. AT FLOOR, ATTACHMENT TO

BLOCKING AND LEDGERS SHALL BE COUNTERSUNK AND FILLED WITH WOOD PLUGS TO MATCH THE WOOD FLOOR.

C. View of Auditorium Facing South

SCOPE OF WORK INCLUDES ADDING PLYWOOD SHEATHING TO THE WOOD FRAMED PARAPET WALLS. REMOVE EXISTING 1X ROOF DECK AS REQUIRED TO INSTALL NEW SHEAR WALLS. REINSTALL 1X ROOF DECK AND INSTALL NEW PLYWOOD ABOVE PER STRUCTURAL DWGS. PROVIDE NEW CEMENT STUCCO AT FACE OF PARAPET WALLS.

PROVIDE WD. TRIM, AS REQUIRED, TO ACCOMMODATE THICKER PARAPET WALL WHERE IT MEETS LOWER CONCRETE WALL. PAINT EXTERIOR.

H. East Corridor Facing South

BLOCKING AND LEDGERS SHALL BE COUNTERSUNK AND FILLED WITH WOOD PLUGS TO MATCH THE WOOD FLOOR.

D. View of Auditorium Facing West

SCOPE OF WORK INCLUDES STRENGTHENING OF WOOD FRAMED VAULT AND SHEAR WALLS. WORK AT THE EAST WALL SHOULD NOT DISTURB THE EXISTING PAINTED WALL MURAL INDICATED WITH THE ARROW.

I. View of Dining Rm. Facing East

SCOPE OF WORK INCLUDES STRENGTHENING OF WOOD FRAMED VAULT AND SHEAR WALLS. WORK AT THE EAST WALL SHOULD NOT DISTURB THE EXISTING PAINTED WALL MURAL.

E. View of Dining Rm. Facing North

J. Typical Classroom
IT APPEARS THAT ROOM 4 HAS A SPRUNG DANCE FLOOR OVER AN EXISTING SUBFLOOR.

SEE STRUCTURAL PLANS FOR ATTACHMENT TO THE FLOOR FRAMING BELOW.

F. Classroom w/ Sprung Floor
SCOPE OF WORK INCLUDES STRUCTURAL STRENGTHENING PER DRAWINGS.

CONTRACTOR TO REVIEW TEMPORARY ACCESS PANELS WITH ARCHITECT.

A. Typical Crawl Space
SCOPE OF WORK INCLUDES STRUCTURAL STRENGTHENING PER DRAWINGS.

CONTRACTOR TO REVIEW LOCATIONS OF TEMPORARY ACCESS PANELS WITH ARCHITECT PRIOR TO CONSTRUCTION. ALL TEMPORARY ACCESS PANELS WILL NEED TO BE REPAIRED AND FINISHES PATCHED TO MATCH ADJACENT SURFACES.

B. Typical Low Slope Roof Trusses INTERIOR FINISHES SCOPE OF WORK NOTES

1. WHERE PRESENT, EXISTING CARPET IS TO BE ROLLED BACK / REMOVED AS REQUIRED TO INSTALL NEW NAILING PER THE STRUCTURAL DRAWINGS. AFTER COMPLETION OF STRUCTURAL WORK, CARPET SHALL BE REINSTALLED.

2. WOOD BASEBOARD AND SHOE MOLDING IMPACTED BY CARPET REMOVAL SHALL BE REMOVED, SALVAGED AND, REINSTALLED. DAMAGED BASEBOARD AND

MOLDING SHALL BE REPLACED IN KIND AND NEW PAINTED FINISH INSTALL AT MATCH ADJACENT SURFACES.

3. MOCK-UPS OF NEW FLOOR NAILING AT EXPOSED AREAS, INCLUDING WOOD FLOORS IS REQUIRED. FOR PRICING ASSUME NEW NAILING WILL BE

COUNTERSUNK AND THE TOPS PLUGGED WITH WOOD AT THE AUDITORIUM AND STAGE.

4. INTERIOR PAINTED MURAL AT THE EAST WALL OF THE DINING ROOM SHALL NOT BE DISTURBED. COMPLETE STRUCTURAL REPAIRS FROM THE EXTERIOR.

COORDINATE IMPACTS WITH ARCHITECT PRIOR TO CONSTRUCTION.

5. NEW INTERIOR PAINTING IS LIMITED TO AREAS DIRECTLY IMPACTED BY THE STRUCTURAL RETROFIT.

A. FOR PRICING ASSUME THE ENTIRE CEILING AT THE AUDITORIUM,

INCLUDING WOOD TRUSSES, PURLINS, RAFTERS AND DECKING WILL BE PAINTED. NEW STRUCTURAL COMPONENTS INCLUDING HSS TUBES AND STEEL PLATES AND GUSSETS ARE INCLUDED IN THE PAINTING SCOPE.

B. PAINT CEILINGS AND WALLS AT THE EAST AND WEST CORRIDORS

FOLLOWING STRUCTURAL RETROFIT FOR SHEAR WALLS AND
ANCHORING.

C. PAINT AREAS IMPACTED BY STRUCTURAL RETROFIT AT THE DINING ROOM AND UTILITY ROOM, INCLUDING WALLS AND CEILINGS.

D. AT ALL OTHER AREAS, THE SCOPE OF PAINTING INCLUDES AREAS

WHERE FINISHES WERE DISTURBED FOR TEMPORARY ACCESS
OPENINGS. UPON PATCHING OF TEMPORARY ACCESS OPENINGS, THE AREA SHALL BE REFINISHED TO MATCH ADJACENT CONSTRUCTION. NEW PAINT SHALL COVER THE ENTIRE SURFACE.

SCOPE OF WORK INCLUDES PARTIAL REMOVAL OF HARD CEILING TO INSTALL NEW STEEL BEAM AT CONCRETE WALL. SHORE CEILING AND REFRAME CEILING JOISTS AS REQUIRED TO INSTALL STEEL BEAM. PATCH, REPAIR AND PAINT ENTIRE CEILING.

K. Utility Room

KEYNOTES
(E) ACCESS PANEL AT CEILING.

PROVIDE 1X PAINTED TRIM AT ENTIRE LENGTH OF
WALL, INCLUDING MEZZANINE. COORDINATE WITH
ARCHITECT DURING CONSTRUCTION.

REMOVE AND REPAIR CEILING AS REQUIRED TO

INSTALL NEW STRUCTURAL CHANNEL AT
CONCRETE WALL. SHORE AND RE-FRAME CEILING
JOISTS AS REQUIRED.
01 02
03 N
0 8' 16' 32' NOTE: PLAN

NORTH IS
DOWN
N
NOTE: PLAN

NORTH IS
DOWN

EXTERIOR FINISHES SCOPE OF WORK NOTES

1. IN CONJUNCTION WITH NEW ROOFING, REPAIR EXISTING WOOD RAFTER TAILS

AND EXTERIOR WOOD ELEMENTS PER THE QUANTITIES SPECIFIED ON SHEET A2.02.

2. FOLLOWING STRUCTURAL REPAIRS, PAINT ENTIRE EXTERIOR OF THE BUILDING.

FOR PRICING ASSUME TWO COLORS: A BASE COLOR AND A WINDOW AND TRIM COLOR.
18 (E) DRAIN
1 2 2.1 3 4 4.1 5 5.1 6
A
A.1
B
C
D
C.L.

R1
R2
R2
R2
R2
R2
R2
R1
R1
R1
R1
R2
R1
N.I.C. N.I.C.

R1
(E) DRAIN
(E) DRAIN
(E) DRAIN
(E) DRAIN
(E) DRAIN
R3
TYP.

R3
TYP.

R3
TYP.
(E) DRAIN
R3
TYP.
(E) DRAIN
R3
TYP.

R3
TYP.

OPEN TO BELOW
R1R1
R2
R2
9 A

5.00 9
A

5.00 10
A

5.00 6
A

5.00 TYP.
7 A

5.00 TYP.
5 A

5.00 5
A

5.00 3
A

5.00 2
A

5.00 4
A

5.00 23' - 10"
191' - 4"
44' - 10" 44' - 4" 44' - 10" 23' - 10"
10' - 3" 39' - 5" 36' - 11" 8' - 11"
69' - 4" 72' - 11" 10' - 4"
59' - 5"34' - 2"35' - 2"
A5.00
8 (E) SATELLITE
DISH
R5
R4
R7
TYP.

R6
TYP.

R7
TYP.

R8 R8
R12R12
2 A

5.00 2
A

5.00 SIM.

AT WALL

AT WINDOW
R11 R11
SIM.

R10R10
R11 R11
R9
R9
SIM.SIM.

PERIMETER OF LOW SLOPE ROOF

AREA NOT IN CONTRACT
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STAMP

PROJECT NAME / LOCATION

ISSUE / REVISION
SCALE
DESIGN
DRAWN
PROJECT No.

DRAWING TITLE
SHEET

AS NOTED

ROOF PLAN GOLETA COMMUNITY CENTER

RETROFIT
19022
5689 HOLLISTER AVE.

MB
DG
1/8" = 1'-0"1 RO

OF PLAN
N

GENERAL SHEET NOTES

1. ROOF PLANS AND DETAILS ARE BASED ON PREVIOUS DRAWINGS, INCLUDING:
• GOLETA COMMUNITY ACTIVITIES AND RECREATIONAL CENTER

RENOVATIONS AND IMPROVEMENTS BY ARENDT / MOSHER / GRANT / PEDERSEN / PHILLIPS ARCHITECTS. THESE PLANS ARE UNDATED BUT APPEAR TO DATE TO THE EARLY TO MID-1970S. BASED ON LIMITED FIELD

VERIFICATION, IT APPEARS THAT NOT ALL ITEMS SHOWN IN THESE PLANS WERE COMPLETED.
• RE-ROOFING SET OF DRAWINGS PREPARED BY KRUGER BENSEN ZIEMER ARCHITECTS, DATED 6 NOV 1978. BASED ON LIMITED FIELD
VERIFICATION, IT APPEARS THAT NOT ALL ITEMS SHOWN IN THE 1978 PLANS WERE COMPLETED.
• BASED ON LIMITED FIELD INVESTIGATION, IT IS ASSUMED THAT PLYWD.

SHEATHING SHOWN ON THE PREVIOUS PLANS HAS NOT BEEN
INSTALLED.

2. SEE SHEETS A5.01 AND A5.02 FOR PHOTOGRAPHS AND NOTES RELATED TO ROOFING AND EXTERIOR SCOPE OF WORK.

ROOF SCOPE OF WORK NOTES

1. REMOVE (E) ROOFING IN ITS ENTIRETY DOWN TO THE (E) PLANK SHEATHING, TYPICAL. REMOVE ALL EXISTING ROOF CRICKETS AND BUILT-UP AREAS PRIOR TO INSTALLING NEW STRUCTURAL SHEATHING.

2. REMOVE AND REPLACE DETERIORATED AND DAMAGED PLANK SHEATHING WITH IN-KIND MATERIAL. ASSUME 15% REPLACEMENT IS REQUIRED AT LOW-SLOPE ROOFS AND 10% REPLACEMENT IS REQUIRED AT SLOPED ROOFS, INCLUDING

THE AUDITORIUM AND THE ORIGINAL LOW SLOPE AREAS AROUND THE DINING ROOM.

3. COMPLETE STRUCTURAL RETROFIT AND REPAIRS, INCLUDING INSTALLATION OF

BLOCKING, SHEATHING, AND ANCHORAGE AS SHOWN ON THE STRUCTURAL DRAWINGS.

4. INSTALLATION OF THE STRUCTURAL RETROFIT SHALL MINIMIZE IMPACTS ON

HISTORIC FEATURES AND FINISHES, INCLUDING WOOD FLOORING, PLASTER AND LATH CEILINGS AND WALLS, AND OTHER INTERIOR AND EXTERIOR FINISHES.

5. REPAIR DETERIORATED AND DAMAGED RAFTER TAILS AND EXPOSED WOOD ELEMENTS USING EPOXY CONSOLIDATION AND DUTCHMAN TYPE REPAIRS.

ASSUME 10 DUTCHMAN TYPE REPAIRS AND 50 EPOXY CONSOLIDATION REPAIRS AT THE BUILDING EXTERIOR.

6. PROVIDE (N) ROOFING SYSTEM AT ENTIRE ROOF CONSISTING OF THE FOLLOWING:
• FOLLOWING (N) STRUCTURAL SHEATHING, CONSTRUCT NEW ROOF

CRICKETS AND CURBS AS REQUIRED TO CREATE POSITIVE DRAINAGE TOWARDS EXISTING ROOF DRAIN LOCATIONS. ADJUST ROOF DRAIN LOCATIONS AS REQUIRED TO ACCOMMODATE NEW STRUCTURAL WORK. • (N) ARCHITECTURAL ASPHALT SHINGLES ON NEW UNDERLAYMENT ON AT AREAS INDICATED ON THE DWGS.
• (N) BUILT-UP ROOF AT LOW-SLOPE ROOF AREAS INDICATED ON THE

DRAWINGS AND INCLUDING ROOF AREAS PREVIOUSLY COVERED WITH “LOW-MELT” ASPHALT SOUTH OF THE COURTYARD AND DINING ROOM. • (N) ROOF DRAINBOXES AND DRAIN PIPES WITH NEW ROOF DRAINS AND SCREENING MATERIAL. (E) OVERFLOW SCUPPERS TO REMAIN.
• (N) SHEET METAL COMPONENTS, INCLUDING DRIP EDGES, FLASHINGS, COPING CAPS, AND MISC. SECTIONS AS REQUIRED TO PROVIDE A WATER-TIGHT INSTALLATION AT ALL ROOF EDGES AND PENETRATIONS. • (N) HALF-ROUND GUTTERS AND CIRCULAR DOWNSPOUTS TO MATCH EXISTING AT AREAS INDICATED ON THE DWGS.

ROOF KEYNOTES
REMOVE & REPLACE (E) LOW-SLOPE ROOF WITH NEW BUILT UP ROOF.

REMOVE & REPLACE (E) ASPHALT SHINGLE ROOF WITH GLASS-FIBER REINFORCED ARCHITECTURAL ASPHALT SHINGLES ON NEW UNDERLAYMENT.

REMOVE AND REPLACE (E) SHEET METAL CONDUCTOR HEAD AND RECTANGULAR DOWNSPOUTS WITH NEW TO MATCH EXISTING. PAINTED FINISH.
(E) SKYLIGHT TO REMAIN. PREP AND PAINT SKYLIGHT FRAME.

REMOVE AND REPLACE (E) SKYLIGHT. PROVIDE NEW CURB.

REMOVE AND REPLACE (E) HALF ROUND GUTTER IN KIND.

REMOVE AND REPLACE (E) ROUND DOWNSPOUT IN KIND.
(E) ALUMINUM GUTTER AND DOWNSPOUTS TO REMAIN.
(E) ALUMINUM GUTTER AND DOWNSPOUTS TO BE REMOVED AND REPLACED WITH NEW 4-INCH HALF ROUND GUTTERS.

PROVIDE CONTINUOUS PLYWOOD SHEATHING AND ASPHALT SHINGLE ROOF

SYSTEM OVER NEW STRUCTURALLY BRACES AT ENTIRE LENGTH OF DINING ROOM VAULTED ROOF.

PROVIDE NEW CEMENT PLASTER FINISH OVER NEW SHEAR WALLS AT NORTH AND SOUTH WALLS OF VAULT. EXTEND SHEATHING AND PLASTER WORK TO THE SIDE OF THE ROOF EXTENSIONS. SEE R1O FOR MORE INFORMATION.
(E) SMOKE HATCHES TO REMAIN.

R1
R2
R3
0 4' 8' 16'

ROOF LEGEND
R4
R5
R6
R7
R8
R9
R10
R11
R12
19 (E) CONCRETE WALL
REPAIR (E) PLASTER AS REQ'D.

REMOVE (E) DOWNSPOUT AND
REPLACE IN KIND, TYP.

REMOVE AND REPLACE (E)
FASCIA BOARD AS REQ'D. FOR
STRUCTURAL RETROFIT, SSD.

REMOVE (E) 5" HALF ROUND

GUTTER AND REPLACE IN KIND,
TYP.
(E) SHEATHING
SHEATHING, SSD.

SLIP SHEET

ASPHALT ROOF SHINGLES
SHT. MTL. FLASHING
1X REDWOOD TRIM
(E) CONCRETE WALL
REPAIR (E) PLASTER AS REQ'D.

REMOVE AND REPLACE (E)
FASCIA BOARD AS REQ'D. FOR
STRUCTURAL RETROFIT, SSD.

REMOVE (E) 5" HALF ROUND

GUTTER AND REPLACE IN KIND,
TYP.
(E) SHEATHING
SHEATHING, SSD.

SLIP SHEET

ASPHALT ROOF SHINGLES
SHT. MTL. FLASHING
1X REDWOOD TRIM

REMOVE AND REPLACE (E) SHEATHING AS
REQ'D. FOR STRUCTURAL RETROFIT, SSD.

SHEATHING, SSD.
(E) CONCRETE WALL

THREE-PLY BUILT-UP

ROOFING
REMOVE (E) SHT. MTL. DRAIN AND

DRAIN-BOX, REPLACE IN KIND
REMOVE (E) SHT. MTL.

CONDUCTOR HEAD AND
REPLACE IN KIND, TYP.

REMOVE (E) DRAIN PIPE
AND REPLACE IN KIND, TYP.

SHT. MTL. CAP W/ 1/4"

DRIP EDGE
REFER TO 10-A/A5.00

FOR TYPICAL DETAIL
5" MIN. LAP
NOTE: PROVIDE NEW CRICKETS
/CANTS AS REQ'D. TO PROVIDE

POSITIVE DRAINAGE TO DRAIN-BOX
9-A/A5.00
BRACING, SSD.

PLYWD SHEATHING

SLIP SHEET

ASPHALT SHINGLES
SHEATHING, SSD.
(E) SHEATHING
SIM. TO 10-B/A5.00

AIR VENT AT NORTH

AND SOUTH WALLS
SHEATHING, SSD.

REMOVE AND REPLACE (E)
SHEATHING AS REQ'D. FOR
STRUCTURAL RETROFIT, SSD.(E) CONCRETE WALL

SLIP SHEET

ASHPALT SHINGLES
SHT. MTL. FLASHING

AND COUNTER FLASHING
REFER TO 10-B/A5.00 FOR TYPICAL DETAIL
REPAIR (E) PLASTER AS REQ'D.

SEALANT
(E) SHEATHING
SHEATHING, SSD.
(E) CONCRETE
WALL

REMOVE (E)

DOWNSPOUT AND

REPLACE IN KIND
REMOVE (E) 5" HALF

ROUND GUTTER AND
REPLACE IN KIND, TYP.

REPAIR (E) PLASTER AS
REQ'D.

SLIP SHEET

ASPHALT ROOF

SHINGLES
SHT. MTL. FLASHING

FASCIA BOARD,

PROVIDE BLOCKING
AS REQ'D.
1X TRIM AT ENTIRE

LENGTH OF

AUDITORIUM (PAINTED)

REMOVE AND REPLACE (E)
SHEATHING AS REQ'D. FOR
STRUCTURAL RETROFIT, SSD.

SHEATHING, SSD.
(E) CONCRETE WALL
(E) SHEATHING
SHEATHING. SSD.

REMOVE AND REPLACE (E)
SHEATHING AS REQ'D. FOR
STRUCTURAL SCOPE, SSD.

SHEATHING, SSD.

REPAIR (E) PLASTER AS
REQ'D.

THREE-PLY BUILT-UP

ROOFING

SLIP SHEET

ASHPALT SHINGLES
TWO-PART SHT. MTL.

FLASHING
REMOVE (E) PLASTER AS REQ'D. FOR
STRUCTURAL RETROFIT, SSD.
(N) 5/8" PLASTER W/ J-BEAD

REMOVE (E) PLASTER AS
R
EQ'D. FOR STRUCTURAL
RETROFIT, SSD. (N) 5/8"

PLASTER
SHT. MTL. CAP (PAINTED)
W/ 1/4" DRIP EDGE
5" MIN.
10-A/A5.00
10-B/A5.00
CONTIN. SHT. MTL.

CLEATS, USE (E)

FASTENER HOLES WHERE

APPLICABLE
SHT. MTL.

COUNTERFLASHING
SHT. MTL.

COUNTERFLAHSING,

BED IN SEALANT
REPAIR PLASTER AS REQ'D.

REPAIR PLASTER AS
REQ'D.

SEALANT
1X TRIM AS REQ'D.

NOTE: PROVIDE NEW

CRICKETS /CANTS AS
REQ'D. TO PROVIDE

POSITIVE DRAINAGE TO

DRAIN-BOX
5" TYP.
(E) ROOF SHEATHING
SHEATHING, SSD.

THREE-PLY BUILT-UP

ROOFING
(E) OVERFLOW DRAIN

TO REMAIN
SHT. MTL. CAP
W/ 1/4" DRIP EDGE
REFER TO 10-A/A5.00 FOR

TYPICAL DETAIL
(E) FRAMING
(E) CONCRETE WALL
REMOVE (E) SHT. MTL.

DRAIN AND REPLACE
IN KIND, TYP.

REMOVE (E) DRAIN PIPE
AND REPLACE IN KIND, TYP.

REPAIR (E) PLASTER AS
REQ'D.

SCREEN DRAIN-BOX

ROOF DRAIN AND DRAIN-BOX
(E) ROOF SHEATHING
SHEATHING, SSD.

SHT. MTL. CAP W/ 1/4" DRIP EDGE
REFER TO 10-A/A5.00 FOR TYPICAL DETAIL

REMOVE AND REPLACE (E)
SHEATHING AS REQ'D. FOR
STRUCTURAL RETROFIT, SSD.

SHEATHING, SSD.

THREE-PLY BUILT-UP ROOFING
SHT. MTL.

COUNTERFLASHING
SHT. MTL. FLASHING (PAINTED)

THREE-PLY BUILT-UP ROOFING
5" MIN. LAP
5" MIN. LAP
CANT
3" = 1'-0"
1 1/2" MIN.
8" MIN.
9A - ENLARGED FLASHING DETAIL
12" MIN. 8" MIN.
6" MIN.

REPAIR (E) STUCCO AS REQ'D.

SHT. MTL.

COUNTERFLASHING
SHT. MTL. TRAY
PLYWD CRICKET MATCH (E) DIMS.
3" = 1'-0"
0' - 3"
10-A - ENARGED COPING CAP TYPICAL DETAIL
3" = 1'-0"
10-B - ENARGED TWO-PART FLASHING TYPCIAL DETAIL
8" MIN.
5" MIN. LAP
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ISSUE / REVISION
SCALE
DESIGN
DRAWN
PROJECT No.

DRAWING TITLE
SHEET

AS NOTED

ROOF DETAILS

GOLETA COMMUNITY CENTER

RETROFIT
19022
5689 HOLLISTER AVE.

MB
DG
1 1/2" = 1'-0"3 G

UTTER AND DOWNSPOUT TYPICAL DETAIL
1 1/2" = 1'-0"5 E

AVE AT COURTYARD ROOF
1 1/2" = 1'-0"7 RO

OF DRAIN AND DOWNSPOUT TYPICAL DETAIL
1 1/2" = 1'-0"9 RO

OF AT DINING ROOM DETAIL
1 1/2" = 1'-0"1 S

URFACE MOUNTED FLASHING - TYPICAL DETAIL
1 1/2" = 1'-0"4 E
AVE AT AUDITORIUM TRUSS DETAIL (SIM. BETWEEN TRUSSES)
1 1/2" = 1'-0"1 0 WOOD PARAPET DETAIL
1 1/2" = 1'-0"6 T

HRU-WALL DRAIN TYPICAL DETAIL
1 1/2" = 1'-0"2 W

OOD PARAPET AT SLOPED ROOF TYPICAL DETAIL
8 CR ICKET TOWER DETAIL
NTS
20 N.I.C. N.I.C.

OPEN TO BELOW

ROOF - KEY PLAN
A
B
C
D
E
F
N
J
K
H
R
Q
P
G
I
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PROJECT NAME / LOCATION

ISSUE / REVISION
SCALE
DESIGN
DRAWN
PROJECT No.

DRAWING TITLE
SHEET

AS NOTED

EXTERIOR

PHOTOGRAPHS

GOLETA COMMUNITY CENTER

RETROFIT
19022
5689 HOLLISTER AVE.

MB
DG

SCOPE OF WORK INCLUDES REMOVAL OF EXISTING ROOFING, INSTALL NEW ROOF

SHEATHING AND STRUCTURAL RETROFIT PER STRUCTURAL DWGS, NEW ROOFING AND ROOFING COMPONENTS PER DWGS AND SPECIFICATIONS. ARROWS INDICATE TWO (2) LOCATIONS OF EXISTING ROOF DRAINS. DRAIN LOCATIONS TO BE MAINTAINED.

RECONSTRUCT DRAIN BOX AS REQUIRED TO ACCOMMODATE NEW STRUCTURAL REPAIRS AND TO CREATE FULLY FUNCTIONAL ROOF DRAINAGE SYSTEM.

K. East Low Slope Roof Looking SE

SCOPE OF WORK INCLUDES REMOVAL OF EXISTING ROOFING AND INSTALL NEW ROOF ON EXISTING ROOF DECK AT COVERED WALKWAY. PROVIDE NEW SHEET METAL CONDUCTOR HEAD AND CIRCULAR DOWNSPOUT TO MATCH EXISTING. PREP AND PAINT FACADE AND COVERED WALKWAY. ALUMINUM GUTTER AND DOWNSPOUTS AT COVERED WALKWAY TO REMAIN.

G. View of SE Covered Walkway

SCOPE OF WORK INCLUDES REMOVAL OF EXISTING ROOFING, INSTALL NEW ROOF

SHEATHING AND STRUCTURAL RETROFIT PER STRUCTURAL DWGS, NEW ROOFING AND ROOFING COMPONENTS PER DWGS AND SPECIFICATIONS. REPAIR DETERIORATED WOOD RAFTER TAILS AND WOOD TRIM, PREP AND PAINT FACADE.

D. Typical Roof Edge at Cross Gable

SCOPE OF WORK INCLUDES REMOVAL OF EXISTING ROOFING, INSTALL NEW ROOF

SHEATHING AND STRUCTURAL RETROFIT PER STRUCTURAL DWGS, NEW ROOFING AND ROOFING COMPONENTS PER DWGS AND SPECIFICATIONS. REPAIR DETERIORATED WOOD RAFTER TAILS AND WOOD TRIM, PREP AND PAINT FACADE.

A. Main Entry at North Facade

SCOPE OF WORK INCLUDES REMOVAL OF EXISTING ROOFING, INSTALL NEW ROOF

SHEATHING AND STRUCTURAL RETROFIT PER STRUCTURAL DWGS, NEW ROOFING AND ROOFING COMPONENTS PER DWGS AND SPECIFICATIONS. AT GABLE INDICATED BY ARROW, REMOVE ROOFING, REPAIR CLADDING AND INSTALL NEW CEMENT PLASTER.

REPAIR GABLE VENT, PAINT CEMENT PLASTER. PROVIDE DRIP EDGE AT RAKE OF ASPHALT SHINGLE ROOF.

L. East Low Slope Roof Looking NE

SCOPE OF WORK AT LOW ROOF INCLUDES REMOVAL OF EXISTING ROOFING AND INSTALL NEW ROOF ON EXISTING ROOF DECK AT LOW ROOF. REMOVE AND REPLACE ROOF DRAINAGE COMPONENTS DRAINING ONTO THE LOW ROOF. SEE IMAGES ON SHEET A5.02 FOR DRAINAGE COMPONENTS. PREP AND PAINT FACADE AND COVERED WALKWAY (BEYOND). ALUMINUM GUTTER AND DOWNSPOUTS AT LOW ROOF TO REMAIN.

H. Low Roof Near Belltower

SCOPE OF WORK INCLUDES REMOVAL OF EXISTING ROOFING, INSTALL NEW ROOF

SHEATHING AND STRUCTURAL RETROFIT PER STRUCTURAL DWGS, NEW ROOFING AND ROOFING COMPONENTS PER DWGS AND SPECIFICATIONS. PAINT FACADE. ARROW

INDICATES TYPICAL SHEET METAL CONDUCTOR HEAD AND RECTANGULAR DOWNSPOUT TO BE REMOVED AND REPLACED. PROVIDE NEW SPLASH BLOCK TO DIRECT WATER AWAY FROM THE BUILDING FOUNDATION.

E. Typical Flat Parapet

SCOPE OF WORK INCLUDES REMOVAL OF EXISTING ROOFING, INSTALL NEW ROOF

SHEATHING AND STRUCTURAL RETROFIT PER STRUCTURAL DWGS, NEW ROOFING AND ROOFING COMPONENTS PER DWGS AND SPECIFICATIONS. REPAIR DETERIORATED WOOD RAFTER TAILS AND WOOD TRIM, PREP AND PAINT FACADE.

B. Typical Roof Edge at Sloped Roof

SCOPE OF WORK INCLUDES REMOVAL OF EXISTING ROOFING, INSTALL NEW ROOF

RECONSTRUCT DRAIN BOX AS REQUIRED TO ACCOMMODATE NEW STRUCTURAL REPAIRS AND TO CREATE FULLY FUNCTIONAL ROOF DRAINAGE SYSTEM. WEST ROOF TO BE REPLACED WITH SHEET METAL PARAPET CAPS TO MATCH EAST ROOF.

O. West Low Slope Roof Looking SW

AT GABLE END WALLS AT THE EAST AND WEST LOW SLOPE ROOFS, REMOVE ROOFING, REPAIR CLADDING AND INSTALL NEW CEMENT PLASTER. REPAIR GABLE VENT, PAINT CEMENT PLASTER. PROVIDE WALL FLASHING FROM GABLE TO LOW SLOPE ROOF.

PROVIDE DRIP EDGE AT RAKE OF ASPHALT SHINGLE ROOF.

P. Gable Wall with Vent

SCOPE OF WORK INCLUDES REMOVAL OF EXISTING ROOFING, REMOVAL OF PLASTER AT

FACE OF PARAPET, NEW ROOF SHEATHING, SHEAR WALLS, AND ATTACHMENTS PER

STRUCTURAL DRAWINGS, NEW ROOFING, INCLUDING SHEET METAL PARAPET CAPS LOW SLOPE ROOF AND ASPHALT SHINGLE AT SHED ROOF. NEW PLASTER OVER NEW SHEAR WALLS AT PARAPET SIDE WALLS.

M. East Corridor Roof Looking NE

SCOPE OF WORK INCLUDES REMOVAL OF EXISTING ROOFING, REMOVAL OF PLASTER AT

FACE OF PARAPET, NEW ROOF SHEATHING, SHEAR WALLS, AND ATTACHMENTS PER STRUCTURAL DRAWINGS, NEW ROOFING, INCLUDING SHEET METAL PARAPET CAPS.

NEW PLASTER OVER NEW SHEAR WALLS AT PARAPET SIDE WALLS. NEW PLASTER OVER NEW SHEAR WALLS AT PARAPET SIDE WALLS. REMOVE AND REPLACE EXISTING

ALUMINUM GUTTERS AT COURTYARD SHED ROOFS WITH NEW HALF-ROUND SHEET METAL GUTTERS AND CIRCULAR DOWNSPOUTS. PROVIDE NEW SPLASHBLOCKS.

I. Courtyard Facing East

SCOPE OF WORK INCLUDES REMOVAL OF EXISTING ROOFING, INSTALL NEW ROOF

SHEATHING AND STRUCTURAL RETROFIT PER STRUCTURAL DWGS, NEW ROOFING AND ROOFING COMPONENTS PER DWGS AND SPECIFICATIONS. PAINT FACADE.

F. View of Southeast Corner

SCOPE OF WORK INCLUDES REMOVAL OF EXISTING ROOFING, INSTALL NEW ROOF

SHEATHING AND STRUCTURAL RETROFIT PER STRUCTURAL DWGS, NEW ROOFING AND ROOFING COMPONENTS PER DWGS AND SPECIFICATIONS. REPAIR DETERIORATED WOOD RAFTER TAILS AND WOOD TRIM, PREP AND PAINT FACADE.

C. Typical Roof Edge at Sloped Roof

SCOPE OF WORK INCLUDES REMOVAL OF EXISTING ROOFING, INSTALL NEW ROOF

SHEATHING AND STRUCTURAL RETROFIT PER STRUCTURAL DWGS, NEW ROOFING AND ROOFING COMPONENTS PER DWGS AND SPECIFICATIONS. EXISTING DRAIN LOCATIONS TO BE MAINTAINED. RECONSTRUCT DRAIN BOX AS REQUIRED TO ACCOMMODATE NEW STRUCTURAL REPAIRS AND TO CREATE FULLY FUNCTIONAL ROOF DRAINAGE SYSTEM.

WEST ROOF PARAPETS TO BE REPLACED WITH SHEET METAL PARAPET CAPS TO MATCH EAST ROOF. PROVIDE NEW CLEATS TO ATTACH SHEET METAL CAPS.

Q. West Low Slope Roof Parapet

SCOPE OF WORK INCLUDES REMOVAL OF EXISTING ROOFING, REMOVAL OF PLASTER AT

FACE OF PARAPET, NEW ROOF SHEATHING, SHEAR WALLS, AND ATTACHMENTS PER

STRUCTURAL DRAWINGS, NEW ROOFING, INCLUDING SHEET METAL PARAPET CAPS LOW SLOPE ROOF AND ASPHALT SHINGLE AT SHED ROOF. NEW PLASTER OVER NEW SHEAR WALLS AT PARAPET SIDE WALLS.

N. SW Corner of Parapet at East Roof

SCOPE OR WORK INCLUDES REMOVAL OF SHEET METAL CONDUCTOR HEAD AND DRAIN LEADER THAT CONNECTS TO EXISTING DRAINBOX. EXISTING THROUGH WALL OVERFLOW SCUPPER TO REMAIN. INSTALL NEW DRAIN LEADER CONNECTED TO NEW SHEET METAL CONDUCTOR HEAD AS PART OF THE NEW ROOFING SYSTEM.

J. Typ. Conductor Head w/ Overflow

SCOPE OF WORK INCLUDES REMOVAL OF EXISTING ROOFING, INSTALL NEW ROOF

SHEATHING AND STRUCTURAL RETROFIT PER STRUCTURAL DWGS, NEW ROOFING AND ROOFING COMPONENTS PER DWGS AND SPECIFICATIONS. DRAIN LOCATIONS TO BE MAINTAINED. RECONSTRUCT DRAIN BOX AS REQUIRED TO ACCOMMODATE NEW STRUCTURAL REPAIRS AND TO CREATE FULLY FUNCTIONAL ROOF DRAINAGE SYSTEM.

R. West Low Slope Roof Drain
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PROJECT NAME / LOCATION

ISSUE / REVISION
SCALE
DESIGN
DRAWN
PROJECT No.

DRAWING TITLE
SHEET

AS NOTED

EXTERIOR

PHOTOGRAPHS

GOLETA COMMUNITY CENTER

RETROFIT
19022
5689 HOLLISTER AVE.

MB
DG

SCOPE OF WORK INCLUDES REMOVAL OF EXISTING ROOFING TO INSTALL NEW SHEATHING PER STRUCTURAL DRAWINGS. PROVIDE NEW SURFACE MOUNTED COUNTERFLASHING AT VERTICAL WALL SURFACE.

K. Ridge at Asphalt Shingle Roof
REMOVE EXISTING SKYLIGHT AND REPLACE WITH NEW SKYLIGHT ON NEW CURB.

SKYLIGHT TO COMPLY W/ AAMA/WDMA 101/I.S.2/A440 - NORTH AMERICAN FENESTRATION

STANDARD VOLUNTARY PERFORMANCE SPECIFICATION FOR WINDOWS, SKYLIGHTS AND GLASS DOORS. BASIS OF DESIGN VELUX FCM, FIXED CURB MOUNTED SKYLIGHT OR ACCEPTED EQUIVALENT. PROVIDE LAMINATED GLAZING WITH WHITE INTERLAYER. SIZE TO BE 30-INCH BY 30-INCH - V.I.F.

G. Skylight South of Vaulted Roof

SCOPE OF WORK INCLUDES REMOVAL OF EXISTING ROOFING TO EXPOSE ROOF AND WALL FRAMING. INSTALL NEW SHEATHING, SHEAR WALLS, BRACING AND ANCHORAGE.

ARROW INDICATES EXISTING ROOF DRAIN TO BE RELOCATED AS REQ'D TO ACCOMMODATE NEW BRACING AT WEST SIDE OF VAULTED ROOF. PROVIDE MIN. 1/4"

PER FOOT DRAINAGE FROM THE MIDPOINT OF THE END WALL TOWARDS THE EAST AND WEST TO DIRECT WATER AROUND THE END WALL AND TOWARDS THE ROOF DRAINS.

D. SW Corner of the Dining Room

SCOPE OF WORK INCLUDES REMOVAL OF EXISTING ROOFING TO EXPOSE ROOF AND WALL FRAMING. INSTALL NEW SHEATHING, SHEAR WALLS, BRACING AND ANCHORAGE.

PROVIDE NEW ASPHALT SHINGLE ROOF AT VAULT AND WALL EXTENSIONS. PROVIDE NEW BUILT-UP ROOF AROUND VAULTED AREA, INCLUDING NEW ROOF CRICKETS.

ADJUST EXISTING DRAIN LOCATIONS AS REQ'D TO PROVIDE A COMPLETE AND FUNCTIONAL ROOF SYSTEM.

A. Dining Room Vault Looking NE

THE NORTH GABLE END WALL CURRENTLY LACKS POSITIVE DRAINAGE WITH THE SLOPED ASPHALT SHINGLE ROOF DRAINING DIRECTLY INTO THE END WALL. PROVIDE MIN. 1/4" PER FOOT DRAINAGE FROM THE MIDPOINT OF THE END WALL TOWARDS THE

EAST AND WEST TO DIRECT WATER AROUND THE END WALL AND TOWARDS THE ROOF DRAINS AT THE SOUTH END OF THE DINING ROOM ROOF. COMPLETE DRAINAGE

IMPROVEMENTS IN CONJUNCTION WITH SHEAR WALL ENHANCEMENTS PER STRUCTURAL DRAWINGS. PROVIDE NEW CEMENT PLASTER OVER NEW SHEAR WALLS.

L. Detail View of North Wall at Vault

SCOPE OF WORK INCLUDES REMOVAL OF EXISTING ROOFING, INSTALL NEW ROOF

SHEATHING AND STRUCTURAL RETROFIT PER STRUCTURAL DWGS, REMOVAL OF

PLASTER AT FACE OF PARAPET, NEW ROOF SHEATHING, SHEAR WALLS, AND ATTACHMENTS PER STRUCTURAL DRAWINGS. NEW ROOFING AND ROOFING COMPONENTS PER DWGS AND SPECIFICATIONS. WEST ROOF PARAPETS TO BE REPLACED WITH SHEET METAL PARAPET CAPS TO MATCH EAST ROOF. PROVIDE NEW CLEATS TO ATTACH SHEET METAL CAPS. REPAIR DAMAGED PARAPET WD. FRAMING.

H. Parapet at West Low Slope Roof

SCOPE OF WORK INCLUDES REMOVAL OF EXISTING ROOFING TO INSTALL NEW SHEATHING PER STRUCTURAL DRAWINGS. PROVIDE NEW SHEET METAL APRON UNDER EXISTING SKYLIGHT FLASHING INDICATED W/ THE ARROW.

E. Skylight at Dining Room

EAST AND WEST TO DIRECT WATER AROUND THE END WALL AND TOWARDS THE ROOF DRAINS AT THE SOUTH END OF THE DINING ROOM ROOF.

B. North Wall @ Dining Hall Roof

SCOPE OF WORK INCLUDES REMOVAL OF EXISTING ROOF AND FLASHING AND FLASHING CAPS. INSTALL NEW BUILT-UP ROOFING, FLASHING AND CAPS. PROVIDE NEW ROOF DRAIN AND STRAINER BASKET AT EXISTING LOCATIONS. ARROW INDICATES LOCATION OF MISSING PLUMBING VENT PIPE TO BE REPLACED.

O. Roof Above Women's Restroom
DETAIL SHOWS THE EXTENSION OF THE CONDITION IN PHOTO L. PROVIDE POSITIVE

DRAINAGE TO THE EAST AND WEST AWAY FROM THE NORTH WALL AT THE DINING ROOM VAULTED ROOF.

P. Detail View of North Wall at Vault

SCOPE OF WORK INCLUDES REMOVAL AND REPLACEMENT OF HALF-ROUND SHEET METAL GUTTERS AND GUTTER HANGERS. MATCH EXISTING DIMENSIONS.

M. Typical Half-Round Gutter
SCOPE OF WORK INCLUDES SALVAGE OF WD. FASCIA BOARD TO INSTALL (N) STRUCTURAL FRAMING AND ATTACHMENTS AT TOP OF CONCRETE WALLS. FOLLOWING

STRUCTURAL REPAIRS, REINSTALL SALVAGED AND NEW FASCIA BOARD AND PATCH CEMENT STUCCO. REPAIR DETERIORATED RAFTER TAILS AND INSTALL NEW HALF- ROUND GUTTERS AND CIRCULAR DOWNSPOUTS TO MATCH EXISTING. PAINT EXTERIOR.

I. Typical Rafter Tails at Auditorium

SCOPE OF WORK INCLUDES REMOVAL OF EXISTING ROOFING TO EXPOSE ROOF AND WALL FRAMING. INSTALL NEW SHEATHING, SHEAR WALLS, BRACING AND ANCHORAGE.

PROVIDE POSITIVE DRAINAGE FROM THE NORTH SIDE OF THE DINING ROOM ROOF TOWARDS THE SOUTH ROOF DRAINS. ARROW INDICATES EXISTING ROOF DRAIN TO BE

RELOCATED AS REQ'D TO ACCOMMODATE NEW BRACING AT EAST SIDE OF VAULTED ROOF.

F. SW Corner of the Dining Room

SCOPE OF WORK INCLUDES REMOVAL OF EXISTING ROOFING TO EXPOSE ROOF AND WALL FRAMING. INSTALL NEW SHEATHING, SHEAR WALLS, BRACING AND ANCHORAGE.

PROVIDE NEW ASPHALT SHINGLE ROOF AT VAULT AND WALL EXTENSIONS. PROVIDE NEW BUILT-UP ROOF AROUND VAULTED AREA, INCLUDING NEW ROOF CRICKETS.

ADJUST EXISTING DRAIN LOCATIONS AS REQ'D TO PROVIDE A COMPLETE AND FUNCTIONAL ROOF SYSTEM.

C. Roof East of Dining Room Vault

SCOPE OF WORK INCLUDES REMOVAL OF EXISTING ROOF AND FLASHING AND FLASHING CAPS. INSTALL NEW BUILT-UP ROOFING, FLASHING AND CAPS. PROVIDE NEW ROOF DRAIN AND STRAINER BASKET AT EXISTING LOCATIONS.

Q. Roof Above Women's Restroom
BELL TOWER AND SMOKE HATCHES ARE TO REMAIN. FOLLOWING STRUCTURAL

REPAIRS, PROVIDE NEW APRON, STEP FLASHING AND CRICKETS AS REQUIRED TO DIRECT WATER AWAY AND TOWARDS THE ROOF EDGE.

N. Bell Tower and Smoke Hatch

SCOPE OF WORK INCLUDES REMOVAL OF EXISTING ROOFING AND CRICKETS TO INSTALL NEW STRUCTURAL SHEATHING. PROVIDE NEW OVERFRAMING / CRICKETS FOR POSITIVE DRAINAGE TOWARDS ROOF DRAINS. PROVIDE NEW SHEET METAL FLASHING AT WINDOWS AND BASE OF WALL PER DETAIL9 / SHEET A5.00. REPAIR WOOD WINDOW SILLS WHERE DETERIORATED.

J. Clerestory Window at Auditorium

SCOPE OF WORK INCLUDES REMOVAL OF EXISTING ROOF AND FLASHING AND FLASHING CAPS. INSTALL NEW BUILT-UP ROOFING, FLASHING AND CAPS. REPLACE THROUGH-WALL DRAINAGE PIPES AS REQUIRED.

R. Through-Wall Drainage
22

Goleta City CouncilSeptember 20, 2022

Goleta City Council
September 20, 2022