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SHEET INDEX
1 —COVER SHEET
2 —GENERAL NOTES 8c LEGEND
3 — PANAMA LANE
4 — PANAMA LANE
5 — MADISON STREET
6 — MADISON STREET
7 — MADISON STREET
8 — MADISON STREET
9 — VVASALL WAY
10 — WARWICKSHIRE AVENUE
11 — HARTLEPOOL AVENUE
12 —WALL SECTIONS
13 — WALL SECTIONS
PHASE 1
PUBLIC
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PHASE 2
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CITY OF BAKERSFIELD
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TRAFFIC ENGINEER
RYAN STARBUCK
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ASSig-ANT PUBLIC WORKS DIRECTOR DATE
CITY OF BAKERSFIELD
STUART PATTESON, RCE 44898
APPROVED BY:
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ACTING PUBLIC WORKS DIRECTOR DATE
CITY OF BAKERSFIELD
STUART PATfESON, RICE 44898
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ENGINEER'S CERTIFICATE
THESE PLANS AND SPECIFICATIONS WERE PREPARED BY ME OR UNDER o
MY DIRECTION AND, TO THE BEST OF MY KNOWLEDGE AND BELIEF, N o
COMPLY WITH THE CITY OF BAKERSFIELD ORDINANCES, STANDARDS AND
DESIGN CRITERIA AND THEY INCLUDE ALL IMPROVEMENT REQUIREMENTS 0 0-
OF THE ADVISORY AGENCY OR OTHER REVIEW BOARD. ANY ERRORS, W
OMISSIONS OR VIOLATIONS OF THOSE ORDINANCES, STANDARDS, AND c3r
DESIGN CRITERIA ENCOUNTERED DURING CONSTRUCTION SHALL BE
CORRECTED AND SUCH CORRECTIONS REFLECTED ON CORRECTED D
PLANS SUBMITTED TO THE CITY ENGINEER. w
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BASIS CIF BEARINGS &
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OORDINA TES W M Y
Q� ITHE BEARING OF N 00°35'18" E ALONG THE WEST LINE OF THE NORTHWEST z<
QUARTER OF SECTION 29, T. 30 S., R. 28 E., M.D.M., ALSO BEING THE o o �
CENTERLINE OF SOUTH UNION AVENUE, AS SHOWN ON SURVEY INVESTIGATION ,- J
MAP NO. 7-1, BOOK 6, PAGE 84 FILED IN THE KERN COUNTY SURVEYOR'S a U
OFFICE WAS TAKEN AS THE BASIS OF BEARINGS SHOWN HEREON. 0
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PROJECT BENCHMARK
TOP OF CALIFORNIA DIVISION OF HIGHWAYS BRASS CAP IN LAMPHOLE AT
PANAMA LANE AND UNION AVENUE PER K.C.S. PANAMA LANE "AS BUILTS"
JA.5851
ELEV 361.36 (U.S.G.S)
PT1206 - SITE BENCHMARK
FD MONUMENT IN LH AT MADISON STREET AND PANAMA LANE
MARKED K.C.S. 114 CORNER REPLACED 7-5-83
N 4977.94
E 7638.00
ELEV 361.35
PT# 109 - SURVEY CONTROL
FD MONUMENT IN LH STAMPED LS 5565 AT HARTLEPOOL
AVENUE AND EAST BOUNDARY OF TRACT 6333, UNIT 1
N 4488.48
E 6973.7
PT# 108 - SURVEY CONTROL
FD MONUMENT IN LH STAMPED LS 5565 AT WARWICKSHIRE
AVENUE AND EAST BOUNDARY OF TRACT 6333, UNIT 1
N 3928.51
E 6968.28
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CITY RECORDS NO.:
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PROJECT NO.: 190400
DRAWN BY:
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QA/QC BY:
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AS SHOWN
SHEET NO.: 1 OF 13
BLOCK TYPE: MORTARED 8 "x8 "x 16" CONCRETE BLOCK
HEIGHT: VARIES (SEE PLANS)
TEXTURE WALL LF: 25% MIN
COLOR: GREY
PATTERN: RUNNING BOND
CAP: GROUTED
DESIGN WIND: 95 MPH
1. PRIOR TO THE START OF ANY PHASE OF CONSTRUCTION THE CITY CONSTRUCTION INSPECTION DEPARTMENT AND PARKS
DEPARTMENT SHALL BE GIVEN 24 HOURS NOTICE.
CITY CONSTRUCTION INSPECTION DEPARTMENT. 326-3049
PARKS DEPARTMENT: 326-3117
2. COMPACTION TESTING SHALL BE THE RESPONSIBILITY OF THE DEVELOPER/SUBDIVIDER/CONTRACTOR. THE NUMBER AND
LOCATION OF REQUIRED TEST SHALL BE DETERMINED BY THE CITY ENGINEER.
3. AN OPEN STREET PERMIT SHALL BE OBTAINED FROM THE CITY OF BAKERSFIELD PUBLIC WORKS DEPARTMENT FOR ANY
WORK PERFORMED WITHIN EXISTING ACCEPTED STREET RIGHT OF WAY. UNLESS SECURED BY A SUBDIVISION AGREEMENT,
A DEPOSIT BASED ON AN APPROVED ENGINEER'S ESTIMATE FOR THE WORK PERFORMED WITHIN THE RIGHT OF WAY AND
INSURANCE SHALL BE POSTED PRIOR TO ISSUANCE OF THE PERMIT.
4. CONTRACTOR SHALL OBTAIN ALL NECESSARY PERMITS BEFORE START OF CONSTRUCTION. A CITY ENCROACHMENT PERMIT
SHALL BE OBTAINED FROM THE OFFICE OF THE CITY ENGINEER FOR ALL WORK TO BE PERFORMED IN THE CITY
RIGHT-OF-WAY.
5. THE LOCATIONS OF EXISTING UTILITIES AND UNDERGROUND PIPELINES SHOWN ON THESE PLANS ARE LIMITED TO
INFORMATION AVAILABLE AND ARE APPROXIMATE ONLY. THE CONTRACTOR SHALL DETERMINE THE EXACT LOCATION OF ALL
EXISTING UTILITIES AND UNDERGROUND PIPELINES BEFORE COMMENCING WORK. CONTRACTOR ASSUMES ALL LIABILITY FOR
ANY AND ALL DAMAGES TO EXISTING UTILITIES OCCASIONED BY HIS FAILURE TO EXACTLY LOCATE, PRESERVE, AND
PROTECT ANY AND ALL UNDERGROUND UTILITIES AND PIPELINES.
6. ANY TRENCHING CONDUCTED WITHIN THIS PROJECT SHALL BE BACKFILLED AND COMPACTED IN ACCORDANCE WITH THE
CITY STANDARDS.
7. THE CONTRACTOR SHALL REMOVE AND/OR RELOCATE ALL OBSTRUCTIONS WITHIN THE STREET RIGHT-OF-WAY AS DIRECTED
BY THE CITY ENGINEER.
8. CONTRACTOR AGREES THAT HE SHALL ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR JOB SITE CONDITIONS DURING
THE COURSE OF CONSTRUCTION OF THIS PROJECT, INCLUDING THE SAFETY OF ALL PERSONS AND PROPERTY; THAT THIS
REQUIREMENT SHALL APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS, THAT THE CONTRACTOR
SHALL DEFEND, INDEMNIFY, AND HOLD THE OWNER, ENGINEER, AND THE CITY OF BAKERSFIELD HARMLESS FROM ANY AND
ALL LIABILITY, REAL OR ALLEGED, IN CONNECTION WITH THE PERFORMANCE OF WORK ON THIS PROJECT EXCEPTING THE
LIABILITY ARISING FROM THE SOLE NEGLIGENCE OF THE OWNER/ENGINEER/CITY OF BAKERSFIELD.
9. ALL CONSTRUCTION WORK SHALL BE PERFORMED IN ACCORDANCE WITH CITY OF BAKERSFIELD STANDARDS, THE STATE OF
CALIFORNIA, DEPARTMENT OF TRANSPORTATION STANDARD SPECIFICATIONS, THE RECOMMENDATIONS CONTAINED IN THE
PRELIMINARY SOILS REPORT FOR THE DEVELOPMENT BY KRAZAN & ASSOCIATES, INC DATED JANUARY 21, 2014 (PROJECT
No. 022-13166) AND THE GEOTECHNICAL ENGINEERING UPDATE BY KRAZAN & ASSOCIATES, INC DATED MAY 13, 2020
(PROJECT No. 026-20227), AS WELL AS APPENDIX J OF THE 2013 CALIFORNIA BUILDING CODE, AND AS DIRECTED BY
THE CITY ENGINEER.
10. ALL EXISTING IMPROVEMENTS THAT ARE REMOVED, DAMAGED, OR UNDERCUT SHALL BE REPAIRED OR REPLACED AS
DIRECTED BY THE CITY ENGINEER, AT THE CONTRACTOR'S EXPENSE.
11. THE OFFICE OF THE CITY ENGINEER SHALL BE NOTIFIED 24 HOURS IN ADVANCE OF THE PLACEMENT OF ANY FILL
MATERIAL.
12. FILL MATERIAL SHALL BE SUBJECT TO THE APPROVAL OF THE SOILS ENGINEER.
13. ALL FILL MATERIAL SHALL BE MOISTURE CONDITIONED TO AT LEAST 2% ABOVE OPTIMUM MOISTURE AND COMPACTED TO
90% RELATIVE DENSITY, AS DETERMINED BY TEST METHODS REFERENCED IN THE 2013 CALIFORNIA BUILDING CODE
APPENDIX J, AND SO CERTIFIED BY TESTS AND REPORT FROM THE SOILS ENGINEER.
14. CONTRACTOR SHALL BE IN CONFORMANCE WITH THE SJVAPCD AIR QUALITY STANDARDS AND MITIGATION MEASURES.
15. ALL CONSTRUCTION EQUIPMENT SHALL BE PROPERLY AND ROUTINELY MAINTAINS, AS RECOMMENDED BY MANUFACTURER
26. CONTRACTOR SHALL BE RESPONSIBLE FOR CLEARING AND GRADING THE AREA ALONG THE WALL LINE.
27. SITE PREPARATION SHALL CONFORM WITH THE APPROVED GRADING PLANS AS WELL AS THE GRADES SHOWN ON THESE
PLANS. AFTER THE SITE HAS BEEN STRIPPED, AND PRIOR TO PLACING ENGINEERED FILL, THE EXPOSED EXISTING GROUND
SHOULD BE COMPACTED. THE DEPTH OF COMPACTION SHALL BE A MINIMUM OF TWO(2) FEET UNLESS OTHERWISE
DIRECTED BY THE GEOTECHNICAL ENGINEER OR HIS REPRESENTATIVE IN THE FIELD AND SHALL BE BASED ON HIS REVIEW
OF SOILS EXPOSED AT THE EXCAVATION BOTTOMS. IN AREAS OF THE SITE WHERE CUTS EXCEED TWO (2) FEET BELOW
EXISTING GROUND, COMPACTION OF THE NEAR SURFACE SOILS SHALL CONSIST OF THE TOP ONE (1) FOOT OF EXPOSED
SOIL.
28. WATER PROOF SURFACE SHALL BE APPLIED PER C.B.C. CURRENT EDITION. COAT ONLY THAT PORTION BELOW GRADE
DOWN TO FOOTING. ALL OTHER SURFACES ABOVE THE FOOTING SHALL BE SEALED WITH A CLEAR WATER SEAL SUCH AS
"AQUA -SEAL'; OR APPROVED EQUAL. CONTRACTOR SHALL SUBMIT SEALANT TO BE USED TO ENGINEER ONE (1) WEEK
PRIOR TO CONSTRUCTION. CONTRACTOR SHALL NOT PROCEED WITH CONSTRUCTION UNTIL SUBMITTAL IS APPROVED BY THE
ENGINEER.
29. BLOCKS AND BRICKS SHALL BE SET ON GRADE, TRUE, PLUMB, AND STRAIGHT. CURVES SHALL BE LAID OUT ON NO
GREATER THAN 8 FOOT CHORDS, HORIZONTAL MORTAR COURSES ON BLOCK SHALL BE 112 INCH, +/-1 /8 INCH. ALL
REINFORCING STEEL SHALL BE TIED FIRMLY IN PLACE PRIOR TO PLACEMENT OF BLOCK. OPEN END BLOCK WILL BE
ALLOWED IN GROUTED CELLS ONLY. NO BROKEN BLOCK WILL BE ALLOWED. ALL CONSTRUCTION OF NON -MODULAR
PIECES SHALL BE DONE WITH SAWCUTS. REINFORCING STEEL SPLICES SHALL BE IN COMPLIANCE WITH C.B.0 CURRENT
EDITION AND THESE PLANS.
30. BLOCK COLOR SHALL BE UNIFORM IN TEXTURE AND COLOR PER LAYOUT ON THESE PLANS.
31. ALL PROPER SAFETY PRECAUTIONS, INCLUDING SHORING AND BRACING OF WALL SHALL BE PROVIDED BY THE
CONTRACTOR, ESPECIALLY IN THE EVENT THAT FULL HEIGHT GROUTING METHOD IS USED.
32. FOOTINGS SHALL NOT EXCEED THE WIDTH SHOWN ON THE PLANS BY MORE THAN 2 INCHES. ANY FORM WORK
NECESSARY TO MAINTAIN THIS FOOTING WIDTH SHALL EXTEND BELOW THE FINISHED TOP OF GRADE AT LEAST 16 INCHES
OR THE DEPTH OF THE FOOTING, WHICHEVER IS LESS.
33. QK SHALL NOT BE RESPONSIBLE OR LIABLE FOR UNAUTHORIZED CHANGES TO, OR USES OF THESE PLANS. ALL CHANGES
TO THESE PLANS MUST BE APPROVED IN WRITING BY QK.
34. CONTRACTOR SHALL NOTIFY QK OF ANY AND ALL CONFLICTS BETWEEN CONTRACT DRAWINGS AND ACTUAL SITE CONDITIONS
PRIOR TO COMMENCING ANY WORK IN QUESTION.
35. RETAINING WALLS SHALL BE BACKFILLED WITH FREE -DRAINING SOIL CONSISTING OF CLEAN SAND OR SILTY SAND WITH
LESS THAN 10% PASSING THE J200 US STANDARD SIEVE, ALL BACKFILL SHALL BE COMPACTED TO 907 01. THE DENSITY
STANDARD REFERENCED ABOVE.
36. CONTRACTOR SHALL PRESERVE ALL CONSTRUCTION SURVEY STAKES AND PROPERTY LINE MARKERS WHEN REASONABLY
POSSIBLE. ANY STAKES OR MARKERS REQUIRING REPLACEMENT BY THE DEVELOPER'S ENGINEER SHALL BE DONE AS
"EXTRA WORK"
37. CONTRACTOR SHALL NOTIFY QK A MINIMUM OF 3 WORKING DAYS PRIOR TO COMMENCEMENT OF WORK REQUIRING
STAKING FOR PROPER SCHEDULING.
38. ANY ITEMS IN PUBLIC RIGHT-OF-WAY THAT ARE DAMAGED OR DO NOT MEET CURRENT STANDARDS SET BY PUBLIC
WORKS WILL REQUIRE REPAIRING ANDIOR UPGRADING AS PER C17Y ENGINEER.
39. MAXIMUM SLOPE RATIO FROM BACK OF SIDEWALK TO FACE OF WALL OR STRUCTURE SHALL BE 4:1, EXCEPT FOR TWO
FEET BEHIND THE SIDEWALK WHERE THE MAXIMUM SLOPE SHALL BE 2%. ALTERNATIVELY, THE CITY ENGINEER MAY
APPROVE CURBING BEHIND THE SIDEWALK OR OTHER METHOD TO PREVENT EROSION ONTO THE SIDEWALK.
40. UNDERGROUND SERVICE ALERT SHALL BE CONTACTED TWO (2) WORKING DAYS PRIOR TO CONSTRUCTION (811).
41. SEE FINAL MAP FOR 5' FOOTING EASEMENT.
42. TOP OF FOOTING ON STREET SIDE WITH LANDSCAPE IRRIGATION SHALL HAVE A MINIMUM OF 10" BELOW GRADE AT 12"
OR MORE BEYOND THE FACE OF THE WALL. TOP OF FOOTING SHALL HAVE A MINIMUM OF 4" OF COVER AT A DISTANCE
LESS THAN 12" FROM THE FACE OF WALL,
LEGEND,
BCR
BEGIN CURB RETURN
BLOCK WALL
-
CENTERLINE
ECR
END CURB RETURN
FL
FLOWLINE
FG - -
FINISH GRADE
LS - - - - - - - - - LANDSCAPE GRADE
®
PILASTER
R/W - -
PROPOSED RIGHT OF WAY
TO
TOP OF CURB
TW
TOP OF WALL
CONTRACTOR TO COORDINATE WITH THE PROJECT ENGINEER/SURVEYOR FOR
PRESERVATION AND OR PERPETUATION OF ALL EXISTING SURVEY MONUMENTS WHICH
CONTROL SUBDIVISIONS, TRACTS, PROPERTY, BOUNDARIES, STREETS, HIGHWAYS, OR
OTHER RIGHT-OF-WAY EASEMENTS. CONTRACTOR SHALL PROVIDE A MINIMUM OF 10
WORKING DAYS NOTICE TO PROJECT ENGINEER/SURVEYOR PRIOR TO DISTURBANCE OR
REMOVAL OF EXISTING MONUMENTS. PROJECT ENGINEER/SURVEYOR SHALL PROVIDE
CORNER TIES AND FILE THE REQUIRED DOCUMENTATION WITH THE COUNTY SURVEYOR
PURSUANT TO BUSINESS AND PROFESSIONS CODE SECTION 8771. CONTRACTOR SHALL
CONSTRUCT THE REPLACEMENT MOCUMENTATION PER CITY STANDARDS AND CONTACT
THE PROJECT ENGINEER/SURVEYOR FOR VERIFICATION.
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MANUALS, TO CONTROL EXHAUST EMISSIONS.
43. THE FOOTING SHALL NOT BE OVER -POURED BEYOND THE DESIGNED DIMENSIONS ON THE STREET SIDE OF THE WALL. o
16. CONSTRUCTION EQUIPMENT SHALL BE SHUT DOWN WHEN NOT IN USE FOR EXTENDED PERIODS OF TIME TO REDUCE 1 o 0
EMISSIONS ASSOCIATED WITH IDLING ENGINES. Z a
17. ELECTRIC CONSTRUCTION EQUIPMENT SHOULD BE USED WHENEVER POSSIBLE IN LIEU OF FOSSIL FUEL -FIRED EQUIPMENT. "*
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18. DUST CONTROL: IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO PREVENT A DUST NUISANCE ORIGINATING FROM THE 4
SITE OF WORK AS A RESULT OF HIS OPERATIONS DURING THE EFFECTIVE PERIOD OF THIS CONTRACT. PREVENTATIVE CD
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MEASURES TO BE TAKEN BY THE CONTRACTOR SHALL INCLUDE BUT NOT BE LIMITED TO THE FOLLOWING; N z
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A) OBTAIN AN APPROVED DUST CONTROL PLAN FROM THE SAN JOAQUIN VALLEY AIR POLLUTION CONTROL DISTRICT. w o Z
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B) WATER SHALL BE APPLIED TO ALL UNPAVED AREAS AS REQUIRED TO PREVENT THE SURFACES FROM BECOMING DRY Q Q
ENOUGH TO PERMIT DUST FORMATION. z 0 a
C) PAVED SURFACES OVER WHICH VEHICULAR TRAFFIC IS PERMITTED TO TRAVEL SHALL BE KEPT FREE OF DIRT. o o
D) WHEN MATERIALS ARE TRANSPORTED OFF SITE, ALL MATERIAL SHALL BE COVERED OR EFFECTIVELY WETTED TO LIMIT 0 c
VISIBLE DUST EMISSIONS, AND AT LEAST SIX INCHES OF FREEBOARD SPACE FROM THE TOP OF THE CONTAINER 0 Y
SHALL BE MAINTAINED. o mq.
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19. ALL OPERATIONS SHALL LIMIT OR EXPEDITIOUSLY REMOVE THE ACCUMULATION OF MUD OR DIRT FROM ADJACENT PUBLIC
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o STREETS AT THE END OF EACH WORKDAY. (THE USE OF DRY ROTARY BRUSHES IS EXPRESSLY PROHIBITED EXCEPT
" WHERE PRECEDED OR ACCOMPANIED BY SUFFICIENT WETTING TO LIMIT THE VISIBLE DUST EMISSIONS. USE OF BLOWER
F�j DEVICES IS EXPRESSLY FORBIDDEN).
N 20. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE WORK PERFORMED IN ACCORDANCE WITH THE APPROVED PLANS AND
BUILDING COD WITH THE PROVISIONS OF THE CALIFORNIA BUIL E.
y SPECIFICATIONS AND IN CONFORMANCE I D
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TRAINED IN ENSITIVE SPECIES IDENTIFICATION AND AVOIDANCE TECHNIQUES
1. L CONSTRUCTION PERSONNEL SHALL BE S
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AND BE INSTRUCTED TO BE ON THELOOKOUT FOR KIT FOX SIGNS DURING EARTH DISTURBANCE PHASES OF
CONSTRUCTION. ANY EVIDENCE OF SUCH SIGNS SHOULD BE AVOIDED AND REPORTED TO THE REVIEWING AGENCIES FOR
RESOLUTION. COMPLETE BIOLOGICAL CLEARANCE Q
SURVEY SHALL BE PERFORMED AS REQUIRED BY CITY ORDINANCE.
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22. THIS PROJECT IS SUBJECT TO THE PROVISIONS OF THE NATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM (NPDES), A
"NOTICE OF INTENT" (N01) TO COMPLY WITH THE TERMS OF THE GENERAL PERMIT TO DISCHARGE STORM WATER
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ASSOCIATED WITH CONSTRUCTION ACTIVITY (ORDER NO. 2009-009-DWQ, AND AMENDED BY 2010-0014-DWQ) MUST BE
FILED WITH STATE WATER RESOURCES CONTROL BOARD IN SACRAMENTO BEFORE THE BEGINNING OF ANY CONSTRUCTION
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ACTIVITY. COMPLIANCE WITH THE GENERAL PERMIT REQUIRES THAT A STORM WATER POLLUTION PREVENTION PLAN (SWPPP)
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BE PREPARED, CONTINUOUSLY CARRIED OUT, AND ALWAYS BE AVAILABLE FOR PUBLIC INSPECTION DURING NORMAL
CONSTRUCTION HOURS.
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0 23. AT THE INITIAL CONSTRUCTION MEETING PRIOR TO GRADING ACTIVITIES, ALL CONSTRUCTION WORKERS MUST BE INFORMED
OF THE SYMPTOMS OF VALLEY FEVER.
q 24. ALL STATIONING IS BASED ON STREET CENTERLINE UNLESS OTHERWISE NOTED. ALL WALL OFFSETS ARE TO THE LOT FACE
OF WALL, UNLESS OTHERWISE NOTED.
25. HEIGHT OF WALL SHALL BE 6'-0" MIN. MEASURED FROM THE HIGH GRADE SIDE OF THE WALL.
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8 x8 x 16" STANDARD BLOCK
COLOR: GREY
DESIGN: RIVER ROCK FACING
SEE SHEET 12 AND 13 FOR STRUCTURAL DETAILS
2 x6 x 16" MANUFACTURED TEXTURED CAP BLOCK
6 x8"x16" SPLIT -FACED BLOCK
COLOR. GREY
6 X8 X 16" STANDARD BLOCK
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NOTES:
1. CONTRACTOR TO VERIFY PATTERN, BLOCK COLORS AND BLOCK TEXTURE PRIOR TO CONSTRUCTION.
2. PILASTERS SHALL BE INSTALLED AT ANGLE POINTSICORNERS, ENDS, AND AS NOTED ON PLANS.
3. EXPANSION JOINTS OCCUR AT ALL PILASTERS AND 50' O.C. MIN.
4. ALL WALLS SHALL BE RUNNING BOND.
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CALCULATIONS:
2590 REQUIRED SQUARE FOOTAGE OF WALL FACE: 3,618' x 6' TALL x 0.25 = 5,427 SF
PILASTER: (1.5' x 6' x 42 PILASTERS) 378 SF
TEXTURED CAP. (3,618' x 2" TALL) 603 SF
TEXTURED BLOCKS. (3,618' x 1.5' TALL) 4,824 SF
TOTAL TEXTURED SQUARE FOOTAGE. 5,805 SF > 5,427 SF
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DL=BAR DIAMETER Db
D = FINISHED INSIDE BEND DIA.
910TI@-DWE
DIMENSION OF STANDARD 180-DEG
-HOOKS, ALL GRADES
DIMENSION OF STANDARD 90-DEG
HOOKS, ALL GRADES
FEM
WE
1350 SEISMIC HOOK
OR PROVIDE dbOR
1" MIN. CLEARANCE - 1 MAX. 10e SEE TABLE 201
FOR LENTGH
1. SPLICES ARE SHOWN ININCHES AND SHALL CONFORM TOCLASS "B"SPLICES A8PER ACI 318-14.
2. SPLICE LENGTHS ASSUME THE MODIFICATION FACTORS OFAC|81MSECTIONS 25.4ARE 1.O. FOR
OTHER CONDITIONS PROVIDE SPLICE LENGTHS |NACCORDANCE WITH AC|818-14.
3. USE THE SPLICE LENGTH GIVEN FOR TOP BARS WHEN MORE THAN 12"OFCONCRETE |S CAST
BELOW HORIZONTAL BARS |NMEMBER. USE THE SPLICE LENGTH GIVEN FOR BOTTOM BARS FOR
ALL OTHER CONDITIONS.
REINFORCING BAR LAP LENGTHS
FTG BOTT. BARS-��---~- 1
KAI
NOTES: k' "" ="'/
1. CONTINUE STEPPING FTG.AGNEEDED TOREACH RECyD.DEPTH.
2. SEE PLANS, SCHEDULES @ DETAILS FOR FTG.WIDTH, DEPTH, & REINFORCING REQUIREMENTS.
8. ALL FTB.REINFORCING STEEL TOBE3"CLEAR OFCONCRETE SURFACES'TYP.
4. "O"=FTG.DEPTH.
5. "S"=STEP DIMENSION.
0. SEE DETAILA2/- FOR REBARLAP & DEVELOPMENT LENTGHS.
as mffmff
FOOTING wVOUT STIRRUPS OR TIES
Division 2.O-Foundations
2.0.1 All foundation work shall bedone inaccordance with the provisions ofthe 201SCalifornia Building Code.
2.0.2 Foundations shall bear aminimum of12"below lowest adjacent grade nncompacted native soil.
2.0.3 All filling, backfilling, and compaction shall be done under the direction of a Registered Civil Engineer
and must be compacted to a minimum density of 90% in accordance with ASTM D1557-02.
2.0.4 Prior to placement of fill beneath foundations, soils engineer shall inspect subgrade to confirm
that suitable native soils have been exposed, Geotechnical engineer shall also inspect prepared
grades for footings and foundations, prior to placement of reinforcing or forms.
2.0.5 Tops and bottoms of all foundations shall be panm||m| to maintain the footing thickness detailed and slope
no more than 0.596. o1c required to conform totop offooting elevations shown on the plans.
2.0.0 Foundations shall be cast in neat excavations of minimum dimensions shown and shall be increased 2
inches inwidth where excavations are loose. Use 2n12plank orother suitable format edge to
protect against sloughing, as required.
2.0.7 Notify the Structural Engineer 48 hours before casting foundations.
Division 3.1 -Cast-In-Place Concrete
3.1.1 All concrete construction shall conform to ACI 318-14, "Building Code Requirements for Reinforced
Concrete".
3.1.2 Cement shall conform toASTyWC-1G0.Type ||.
3.1.3 Aggregates for normal -weight concrete shall be hard rock and shall conform to ASTM-C33. Maximum
agQnaQohe size shall be %" for elements that are 12 inches orsmaller in the least direction and 1-1/2
inches for all other elements.
3.1.4 Ready -mix concrete shall be delivered and mixed in accordance with ASTM C-94. Maximum slump for all
concrete at the point of placement shall be 4 inches, or the design placement (as submitted with the
trial design) plus one inch, except where superplasticising agents are used, as approved by the Engineer.
3.1.5 All concrete shall conform boone ofthe following classes, eorequired.
Class Application
A Foundations 2500pai Normal
3.1.6 Concrete mixes shall be designed by a qualified Testing Laboratory and reviewed by the Engineer prior to
use. The Contractor may propose use of mixes successfully incorporated on past projects. Submit
certified test data and batch proportions for such mixes.
3.1.7 Air -entraining and water -reducing admixtures may be used with prior approval of the EnOinmer.
Admixtures containing calcium chloride will not be approved.
3.1.8 All reinforcing eteo|, anchor bo|to, dowels and other inserts mhe|| be well secured in position prior to
placement ofconcrete.
3.1.8 Exposed corners of all beams, columns, vva||s, etc. shall be provided with a % inch chamfer, U.N.O.
3.1.1OSide forms for concrete elements, shall not be removed sooner than three days after concrete placement,
except esapproved bythe Engineer. Approval will not begiven unless the concrete has attained o
compressive strength of at least 2000 psi, as demonstrated by test cylinders.
3.1.11 Bottom forms of concrete elements, including forms for slabs and beam soffits, shall not be removed until
the concrete has attained at least 75% of its specified concrete strength, as demonstrated by test
cylinders.
3.1.12Upper surfaces on concrete elements and all surfaces with forms stripped sooner than 7 - days following
placement of concrete shall be coated with a liquid membrane curing compound. Other curing
methods may beuaed'ifapproved bythe Engineer prior toapplication.
3.1.13Refertoarchitectural, mechanical and electrical drawings for the sizes and locations of openings in
concrete slabs. All penetrations larger than 12inches shall beformed.
3.1.14Concrete volumes may vary from those implied by these drawings or due to overexcavation or form
flexibility. The Contractor shall include costs for overfi||nfconcrete volume omappropriate.
3.1.15Non-nhrinhgrout shall bo
8ikoGrout 212".manufactured bySikuCorporation, mrapproved equal.
Division 3.2-Reinforcement for Concrete and Masonry
8.2.1 Reinforcement shall be deformed bars conforming to ASTM A-615, Grade 60, or ASTM A-706, Grade 60,
for reinforcing bena to be welded.
3.2.2 Deta|||nQ, band|ng, and placing of reinforcing shall conform to the Concrete Reinforcing Steel Institute
"Manual ofStandard Practice" and AC|Detailing manual 315.
3.2.8 Suitable devices shall be used to hold all reinforcing and embedments in their proper positions during
concrete placement.
3.2.4 Reinforcing obse| shall be provided with the following amounts ofconcrete cover.
Concrete Description Cover
Concrete Deposited Against Earth 3"
Concrete Exposed toEarth orWeather
#GBar and Larger: 2"
#5 Bar and Smaller: 1}6"
Concrete Not Exposed tmEarth orWeather
Slabs, VVa||o and Joists -
#11Bar and Smaller: 3/4"
Column Verticals, Ties, Stirrups, Spirals 1 1/2"
3.2.5 Any reinforcing ban; may be spliced with meohmn|oe| couplers. Couplers shall conform tothe
requirements for type 2per UBC1921.2.G.1.2. Couplers shall bmofuni'mnie|type. See specifications
for data and approval requirements.
3.2.8 The minimum lap length for contact lap splices in cast -in -place concrete aheU be per detail A2/-.
8.2.7 A minimum o|eonanom of2-bordiameters shall be maintained between ocUocant berm, except atcontact
lap splices.
Division 4.0 - Masonry
4.0.1 Design F'm=15OUpsi for this project. F'mshall beverified |naccordance with Section 2105.2ofthe
2019 California Building Code using either the unit strength method or prism test method as required.
4.O.2Concrete masonry units shall conform 1oASTyWC-SUType |units. Net Area Compressive strength ofunits
shall be1BOOpsi aotested inaccordance with ASTW1C14D.
4.0.3 Mortar shall be Type S and be proportioned in accordance with ASTM C 270 to attain a 28 day
compressive strength of 1800 psi as tested using two-inch cubes in accordance with ASTM C 109.
4.0.4 Grout shall beproportioned toattain a 2M-deycompressive strength of2DO0psi omtested inaccordance
with ASTPWC1O18. Use aminimum of1part Portland cement bo3parts sand. Add 1pound ofS|hm
Grout Aide Type |\'orequal per 1OO|bs.ofcementit|uuomaterial. One totwo parts ofpea gravel shall be
used where the least clear dimension exceeds 2inches. Not more than 5Y6ofthe pea gravel shall pass
the No. 8sieve and 1DO96shall pass the 3/Oinch sieve.
4.0.5 Reinforcing steel shall conform toASTyWAr015. Grade GO.
4.0.8 Lap all bone 72-bardiametera.
4.0.7 Minimum reinforcement clearance to face shell shall be one bar diameter orY2 inch, whichever is greater.
4.0.8 Before block is placed on concrete, thoroughly clean concrete of all laitance and loose material. Roughen
am|naconcrete construction joint.
4.0.8 Concrete block masonry shall be built to preserve unobstructed vertical continuity of cells. All head and
end joints oho|| be solidly filled with mortar for a distance from the face of the vve|| (or unit) inward not
less than the thickness ofthe face shell. Bond shall beprovided bylapping successive courses orby
equivalent mechanical anchorage.
4.0.1 OBoth low -lift and/or high -lift grouted construction shall conform to CBC Section 2104. Cieenout
openings hall be provided at the bottom of all reinforced cells where grout lift exceeds 4'-0". Any
overhanging mortar or other obstruction or debris shall be removed from the inside of such cells. The
o|eanoutoshall besealed after inspection and before grouting. Mechanically vibrate all grout pours.
4.0.11Vertica/ reinforcing nho|| be held in position at top and bottom and at intervals not exceeding 182-bar
diameters.
4.0.12 All cells shall bofilled solidly with grout. All grouting shall bedone under the continuous observation ofo
qualified Inspector eeindicated onplans.
4.0.13 When grouting is stopped for one hour or longer, horizontal construction joints shall be formed by
stopping the pour ofgrout }6inchbelow the top ufthe uppermost unit.
4.0.14Every vertical bar in vvo||s shall lap 48-bar diameters with a dowel of the same size and spacing extending
from the foundation. Locate vertical reinforcing otcenterline ofwall unless shown or noted
otherwise. Carry each dowel to within 3-inches of the bottom of the foundation and terminate with a
standard hook. Alternate orientation of dowels. Oowa|o shall be straight and plumb.
4.O.15P|nceall horizontal bars |nbond beam units. When two bars are used, stagger laps aminimum of6-D"
4.D.1OProvide(2)#5bars with matching footing dowels (fu||-hoi8htnfthe wall atjambs and extending a
minimum of 2'-0" past edges of openings at head and sill) each side of all openings and each end of
all walls, un|aoo noted otherwise on plans.
4.0.17 All embedded items (bo|to, atraps, etc.) ohm|| be secured in p|oom prior to grouting. Cut hole in the face
shell toattain mminimum Vfone-inch grout around all embedded items.
4.U.1MA||bolts |nmasonry shall beASTMA3O7headed (or bent) anchor bolts.
4.0.1SUmeopen-end block for all stock bond construction.
Division 1.0-General
1.0.1 All construction shall conform tothe requirements ofthe 2O19California Building
Code.
1.0.2 The design is boned on the following live load information:
RomfLoedm:
N.A.
Floor Loads:
N.A.
1.0.8 The foundation design is based on geotechnical investigation prepared by Krazan &
Associates, Inc. #026-20227, dated May 13, 2020.
Earth Design Pressures:
Bearing: OLOnly =18ODpof
Beahng:OL+U- =2OOOpmf
BeoMng:OL+LL+ST =2050paf
Active Pressure = 39paf/ft
Passive Pressure =85Opuf/ft+1/3increase for short-term loads
CoeffioientofFriction =O.4D
1.0.4 Wind Design |abased onthe following criteria:
Basic Wind Speed, V.LT=95mph
Exposure =C.
1.0.5 Seismic design is based on the following criteria:
Soil Site Class =O
�S=1.0O5g:�oa=0.�8G
1.0.6 All omissions and conflicts between the various elements of the drawings and/or
specifications shall ba brought tothe attention ofthe Engineer before proceeding with
any work ooinvolved.
1.0.7 The contractor shall verify all dimensions and conditions prior to the start of any
construction or fabrication. Any discrepancies between conditions found and those
shown on the plans shall be brought to the attention of the Engineer for clarification before
work proceeds.
1.0.8 Where a construction detail is not shown or noted, the detail shall be the same as for
similar work.
1.0.8 Details labeled as "typiue|"along with notes and details onthe structural drawings indicate
the method ofwork, and are tobeused where they apply. Unless the condition |m
specifically detailed or reinforced, use typical details whether ornot they are
cross-referenced elsewhere.
1.O.10All structural members and elements shown onthe drawings are new, unless noted "(E)"
for existing work.
1.0.11 D|menaiony, unless noted otherwise, are to centerline of steel framing, to the face of
concrete surfaces, to the face of masonry surfaces, to the face of wood framing, or to the
top ofslab.
1.O.12The structure imdesigned to beself-supporting when complete. Temporary bracing of
structural members may be required during construction when support of such members in
the final configuration will be provided byelements that are to be constructed later in the
project schedule. |tiathe Contractor's sole responsibility todesign and provide adequate
shoring, bracing and formwork, etc., as required for the protection of life and property during
construction.
Division 1.4-Quality Control, Inspections, Tests, ondReportm
1.4.1 All required inspections and test shall be performed by a Testing and Inspection Agency.
All inspectors shall be ICC certified for the type of inspection being performed. Alist of
inspectors tobeassigned to the project shall beprovided tothe presiding building
department for approval prior toissue ofpermit.
1.4.2 Special inspections in accordance with 2019 California Building Code Section 1704 are
required for the following, un|aoa specifically noted otherwise:
Soils - Reference Section 1704.7 to be performed under the direction of Soils Report
Design Professional.
A. See Soils Report listed above for extent of field inspections to be provided by
soils engineer.
Concrete Construction - Reference Section 1T04.4
A. Reinforcing steel placement - Periodic Inspection
B. Verify Use ofApproved Mix Dea|Qn-Periodio Inspection
C. Preparation ofconcrete test specimens & testing ofslump for fo=3OOOpuior
gneaher- Cont|nuoua|nap.
Masonry Construction - Reference Section 17O4.5.2
A. Proportions of site -mixed mortar prior to construction - Periodic Inspection
B. Reinforcing steel placement, size 8grade - Periodic Inspection
D. Verify grout spaces are clean prior togrouting - Periodic Inspection
E. Verify Use ofApproved Grout Mix Design - Periodic Inspection
F. P|mcementofgrout-OontinuouoInapect|on
G. Preparation of grout specimens, mortar specimens, and/or prisms - Continuous
Inspection
1.4.3 Copies ofall inspection and test reports shall befurnished tothe Engineer and the
premid|ngbu|idin8 department.
1.4.4 Contractor shall be responsible for removing and replacing all vvoMx that is determined by
testing and inspection not tocomply with specified standards, otnocost tothe Owner.
Structural Testing
14.5All concrete with mspecified compressive strength ofD000 psi orgreater shall be tested in
accordance with the 2O1BCalifornia Building Code, Section 1SO5.6amfollows:
A. Testing agent shall prepare aset of three test cylinders for each class of concrete placed
each day for each 5Ocubic yards ofconcrete placed or portion there of, nor less than one
set for each 15UOsq. ft. ofwall orslab surface area.
B. From each set, test one cylinder at seven days & two cylinders at twenty-eight days.
1.4.6 All masonry materials shall be tested in accordance with the 2018 California Building Code,
Section 2105.2 as follows:
A. Testing agent shall prepare a set of four test specimens for grout placed each day, for
each @5cubic yards ofgrout placed orportion there of, nor less than less than one set
for each 1500 sq. ft. of wall grouted.
B. Testing agent shall prepare a set of four test specimens of mortar placed each day or for
each 15ODsq. ft. ofwall constructed.
C. From each set of grout and mortar specimens, test one specimen at seven days & three
specimens attwenty-eight days.
1.4.7 Test reports shall be submitted to the Engineer of Record and the presiding Building
Department for review. All deficiencies in work indicated by the test reports to not comply
with the contract documents shall be corrected at the contractor's expense.
Submittals
14.8 Prior toproceeding with the work, the Contractor shall submit the following tothe
Engineer for review:
A. Mix designs for all grades of concrete and masonry grout, including certified test data on
strength ofsample batches.
B.Maaonry materials data.
C.P|acemwnt and shop drawings for all reinforcing.
O.yWonufacturero' catalog data and |CC - certified test data for any proprietary product
proposed aoasubstitute for specified materials.
1.4.8 Submit the following to the Engineer for record:
A.Results ofconcrete specimen compressive strength test reports.
B. Results of grout and mortar specimen compressive strength test reports.
1.4.10 Review ofsubmittals bythe Engineer imonly for general compliance with design intent.
Review ofthe drawings does not relieve the Contractor of responsibility for completing
work inaccordance with the drawings and specifications. Contractor will allow aminimum
of 10 working days for review of all mubmitte|a, following receipt bythe Engineer.
tstructurG| Lng{neer\ng, Inc
41UPark Creek Dr. Clovis, OA9O811
phono:ome-og8'8888 Fax:m5R-2n8'6aDo
����� 1 4 LI
OR PROVIDE dbOR
1" MIN. CLEARANCE - 1 MAX. 10e SEE TABLE 201
FOR LENTGH
1. SPLICES ARE SHOWN ININCHES AND SHALL CONFORM TOCLASS "B"SPLICES A8PER ACI 318-14.
2. SPLICE LENGTHS ASSUME THE MODIFICATION FACTORS OFAC|81MSECTIONS 25.4ARE 1.O. FOR
OTHER CONDITIONS PROVIDE SPLICE LENGTHS |NACCORDANCE WITH AC|818-14.
3. USE THE SPLICE LENGTH GIVEN FOR TOP BARS WHEN MORE THAN 12"OFCONCRETE |S CAST
BELOW HORIZONTAL BARS |NMEMBER. USE THE SPLICE LENGTH GIVEN FOR BOTTOM BARS FOR
ALL OTHER CONDITIONS.
REINFORCING BAR LAP LENGTHS
FTG BOTT. BARS-��---~- 1
KAI
NOTES: k' "" ="'/
1. CONTINUE STEPPING FTG.AGNEEDED TOREACH RECyD.DEPTH.
2. SEE PLANS, SCHEDULES @ DETAILS FOR FTG.WIDTH, DEPTH, & REINFORCING REQUIREMENTS.
8. ALL FTB.REINFORCING STEEL TOBE3"CLEAR OFCONCRETE SURFACES'TYP.
4. "O"=FTG.DEPTH.
5. "S"=STEP DIMENSION.
0. SEE DETAILA2/- FOR REBARLAP & DEVELOPMENT LENTGHS.
as mffmff
FOOTING wVOUT STIRRUPS OR TIES
Division 2.O-Foundations
2.0.1 All foundation work shall bedone inaccordance with the provisions ofthe 201SCalifornia Building Code.
2.0.2 Foundations shall bear aminimum of12"below lowest adjacent grade nncompacted native soil.
2.0.3 All filling, backfilling, and compaction shall be done under the direction of a Registered Civil Engineer
and must be compacted to a minimum density of 90% in accordance with ASTM D1557-02.
2.0.4 Prior to placement of fill beneath foundations, soils engineer shall inspect subgrade to confirm
that suitable native soils have been exposed, Geotechnical engineer shall also inspect prepared
grades for footings and foundations, prior to placement of reinforcing or forms.
2.0.5 Tops and bottoms of all foundations shall be panm||m| to maintain the footing thickness detailed and slope
no more than 0.596. o1c required to conform totop offooting elevations shown on the plans.
2.0.0 Foundations shall be cast in neat excavations of minimum dimensions shown and shall be increased 2
inches inwidth where excavations are loose. Use 2n12plank orother suitable format edge to
protect against sloughing, as required.
2.0.7 Notify the Structural Engineer 48 hours before casting foundations.
Division 3.1 -Cast-In-Place Concrete
3.1.1 All concrete construction shall conform to ACI 318-14, "Building Code Requirements for Reinforced
Concrete".
3.1.2 Cement shall conform toASTyWC-1G0.Type ||.
3.1.3 Aggregates for normal -weight concrete shall be hard rock and shall conform to ASTM-C33. Maximum
agQnaQohe size shall be %" for elements that are 12 inches orsmaller in the least direction and 1-1/2
inches for all other elements.
3.1.4 Ready -mix concrete shall be delivered and mixed in accordance with ASTM C-94. Maximum slump for all
concrete at the point of placement shall be 4 inches, or the design placement (as submitted with the
trial design) plus one inch, except where superplasticising agents are used, as approved by the Engineer.
3.1.5 All concrete shall conform boone ofthe following classes, eorequired.
Class Application
A Foundations 2500pai Normal
3.1.6 Concrete mixes shall be designed by a qualified Testing Laboratory and reviewed by the Engineer prior to
use. The Contractor may propose use of mixes successfully incorporated on past projects. Submit
certified test data and batch proportions for such mixes.
3.1.7 Air -entraining and water -reducing admixtures may be used with prior approval of the EnOinmer.
Admixtures containing calcium chloride will not be approved.
3.1.8 All reinforcing eteo|, anchor bo|to, dowels and other inserts mhe|| be well secured in position prior to
placement ofconcrete.
3.1.8 Exposed corners of all beams, columns, vva||s, etc. shall be provided with a % inch chamfer, U.N.O.
3.1.1OSide forms for concrete elements, shall not be removed sooner than three days after concrete placement,
except esapproved bythe Engineer. Approval will not begiven unless the concrete has attained o
compressive strength of at least 2000 psi, as demonstrated by test cylinders.
3.1.11 Bottom forms of concrete elements, including forms for slabs and beam soffits, shall not be removed until
the concrete has attained at least 75% of its specified concrete strength, as demonstrated by test
cylinders.
3.1.12Upper surfaces on concrete elements and all surfaces with forms stripped sooner than 7 - days following
placement of concrete shall be coated with a liquid membrane curing compound. Other curing
methods may beuaed'ifapproved bythe Engineer prior toapplication.
3.1.13Refertoarchitectural, mechanical and electrical drawings for the sizes and locations of openings in
concrete slabs. All penetrations larger than 12inches shall beformed.
3.1.14Concrete volumes may vary from those implied by these drawings or due to overexcavation or form
flexibility. The Contractor shall include costs for overfi||nfconcrete volume omappropriate.
3.1.15Non-nhrinhgrout shall bo
8ikoGrout 212".manufactured bySikuCorporation, mrapproved equal.
Division 3.2-Reinforcement for Concrete and Masonry
8.2.1 Reinforcement shall be deformed bars conforming to ASTM A-615, Grade 60, or ASTM A-706, Grade 60,
for reinforcing bena to be welded.
3.2.2 Deta|||nQ, band|ng, and placing of reinforcing shall conform to the Concrete Reinforcing Steel Institute
"Manual ofStandard Practice" and AC|Detailing manual 315.
3.2.8 Suitable devices shall be used to hold all reinforcing and embedments in their proper positions during
concrete placement.
3.2.4 Reinforcing obse| shall be provided with the following amounts ofconcrete cover.
Concrete Description Cover
Concrete Deposited Against Earth 3"
Concrete Exposed toEarth orWeather
#GBar and Larger: 2"
#5 Bar and Smaller: 1}6"
Concrete Not Exposed tmEarth orWeather
Slabs, VVa||o and Joists -
#11Bar and Smaller: 3/4"
Column Verticals, Ties, Stirrups, Spirals 1 1/2"
3.2.5 Any reinforcing ban; may be spliced with meohmn|oe| couplers. Couplers shall conform tothe
requirements for type 2per UBC1921.2.G.1.2. Couplers shall bmofuni'mnie|type. See specifications
for data and approval requirements.
3.2.8 The minimum lap length for contact lap splices in cast -in -place concrete aheU be per detail A2/-.
8.2.7 A minimum o|eonanom of2-bordiameters shall be maintained between ocUocant berm, except atcontact
lap splices.
Division 4.0 - Masonry
4.0.1 Design F'm=15OUpsi for this project. F'mshall beverified |naccordance with Section 2105.2ofthe
2019 California Building Code using either the unit strength method or prism test method as required.
4.O.2Concrete masonry units shall conform 1oASTyWC-SUType |units. Net Area Compressive strength ofunits
shall be1BOOpsi aotested inaccordance with ASTW1C14D.
4.0.3 Mortar shall be Type S and be proportioned in accordance with ASTM C 270 to attain a 28 day
compressive strength of 1800 psi as tested using two-inch cubes in accordance with ASTM C 109.
4.0.4 Grout shall beproportioned toattain a 2M-deycompressive strength of2DO0psi omtested inaccordance
with ASTPWC1O18. Use aminimum of1part Portland cement bo3parts sand. Add 1pound ofS|hm
Grout Aide Type |\'orequal per 1OO|bs.ofcementit|uuomaterial. One totwo parts ofpea gravel shall be
used where the least clear dimension exceeds 2inches. Not more than 5Y6ofthe pea gravel shall pass
the No. 8sieve and 1DO96shall pass the 3/Oinch sieve.
4.0.5 Reinforcing steel shall conform toASTyWAr015. Grade GO.
4.0.8 Lap all bone 72-bardiametera.
4.0.7 Minimum reinforcement clearance to face shell shall be one bar diameter orY2 inch, whichever is greater.
4.0.8 Before block is placed on concrete, thoroughly clean concrete of all laitance and loose material. Roughen
am|naconcrete construction joint.
4.0.8 Concrete block masonry shall be built to preserve unobstructed vertical continuity of cells. All head and
end joints oho|| be solidly filled with mortar for a distance from the face of the vve|| (or unit) inward not
less than the thickness ofthe face shell. Bond shall beprovided bylapping successive courses orby
equivalent mechanical anchorage.
4.0.1 OBoth low -lift and/or high -lift grouted construction shall conform to CBC Section 2104. Cieenout
openings hall be provided at the bottom of all reinforced cells where grout lift exceeds 4'-0". Any
overhanging mortar or other obstruction or debris shall be removed from the inside of such cells. The
o|eanoutoshall besealed after inspection and before grouting. Mechanically vibrate all grout pours.
4.0.11Vertica/ reinforcing nho|| be held in position at top and bottom and at intervals not exceeding 182-bar
diameters.
4.0.12 All cells shall bofilled solidly with grout. All grouting shall bedone under the continuous observation ofo
qualified Inspector eeindicated onplans.
4.0.13 When grouting is stopped for one hour or longer, horizontal construction joints shall be formed by
stopping the pour ofgrout }6inchbelow the top ufthe uppermost unit.
4.0.14Every vertical bar in vvo||s shall lap 48-bar diameters with a dowel of the same size and spacing extending
from the foundation. Locate vertical reinforcing otcenterline ofwall unless shown or noted
otherwise. Carry each dowel to within 3-inches of the bottom of the foundation and terminate with a
standard hook. Alternate orientation of dowels. Oowa|o shall be straight and plumb.
4.O.15P|nceall horizontal bars |nbond beam units. When two bars are used, stagger laps aminimum of6-D"
4.D.1OProvide(2)#5bars with matching footing dowels (fu||-hoi8htnfthe wall atjambs and extending a
minimum of 2'-0" past edges of openings at head and sill) each side of all openings and each end of
all walls, un|aoo noted otherwise on plans.
4.0.17 All embedded items (bo|to, atraps, etc.) ohm|| be secured in p|oom prior to grouting. Cut hole in the face
shell toattain mminimum Vfone-inch grout around all embedded items.
4.U.1MA||bolts |nmasonry shall beASTMA3O7headed (or bent) anchor bolts.
4.0.1SUmeopen-end block for all stock bond construction.
Division 1.0-General
1.0.1 All construction shall conform tothe requirements ofthe 2O19California Building
Code.
1.0.2 The design is boned on the following live load information:
RomfLoedm:
N.A.
Floor Loads:
N.A.
1.0.8 The foundation design is based on geotechnical investigation prepared by Krazan &
Associates, Inc. #026-20227, dated May 13, 2020.
Earth Design Pressures:
Bearing: OLOnly =18ODpof
Beahng:OL+U- =2OOOpmf
BeoMng:OL+LL+ST =2050paf
Active Pressure = 39paf/ft
Passive Pressure =85Opuf/ft+1/3increase for short-term loads
CoeffioientofFriction =O.4D
1.0.4 Wind Design |abased onthe following criteria:
Basic Wind Speed, V.LT=95mph
Exposure =C.
1.0.5 Seismic design is based on the following criteria:
Soil Site Class =O
�S=1.0O5g:�oa=0.�8G
1.0.6 All omissions and conflicts between the various elements of the drawings and/or
specifications shall ba brought tothe attention ofthe Engineer before proceeding with
any work ooinvolved.
1.0.7 The contractor shall verify all dimensions and conditions prior to the start of any
construction or fabrication. Any discrepancies between conditions found and those
shown on the plans shall be brought to the attention of the Engineer for clarification before
work proceeds.
1.0.8 Where a construction detail is not shown or noted, the detail shall be the same as for
similar work.
1.0.8 Details labeled as "typiue|"along with notes and details onthe structural drawings indicate
the method ofwork, and are tobeused where they apply. Unless the condition |m
specifically detailed or reinforced, use typical details whether ornot they are
cross-referenced elsewhere.
1.O.10All structural members and elements shown onthe drawings are new, unless noted "(E)"
for existing work.
1.0.11 D|menaiony, unless noted otherwise, are to centerline of steel framing, to the face of
concrete surfaces, to the face of masonry surfaces, to the face of wood framing, or to the
top ofslab.
1.O.12The structure imdesigned to beself-supporting when complete. Temporary bracing of
structural members may be required during construction when support of such members in
the final configuration will be provided byelements that are to be constructed later in the
project schedule. |tiathe Contractor's sole responsibility todesign and provide adequate
shoring, bracing and formwork, etc., as required for the protection of life and property during
construction.
Division 1.4-Quality Control, Inspections, Tests, ondReportm
1.4.1 All required inspections and test shall be performed by a Testing and Inspection Agency.
All inspectors shall be ICC certified for the type of inspection being performed. Alist of
inspectors tobeassigned to the project shall beprovided tothe presiding building
department for approval prior toissue ofpermit.
1.4.2 Special inspections in accordance with 2019 California Building Code Section 1704 are
required for the following, un|aoa specifically noted otherwise:
Soils - Reference Section 1704.7 to be performed under the direction of Soils Report
Design Professional.
A. See Soils Report listed above for extent of field inspections to be provided by
soils engineer.
Concrete Construction - Reference Section 1T04.4
A. Reinforcing steel placement - Periodic Inspection
B. Verify Use ofApproved Mix Dea|Qn-Periodio Inspection
C. Preparation ofconcrete test specimens & testing ofslump for fo=3OOOpuior
gneaher- Cont|nuoua|nap.
Masonry Construction - Reference Section 17O4.5.2
A. Proportions of site -mixed mortar prior to construction - Periodic Inspection
B. Reinforcing steel placement, size 8grade - Periodic Inspection
D. Verify grout spaces are clean prior togrouting - Periodic Inspection
E. Verify Use ofApproved Grout Mix Design - Periodic Inspection
F. P|mcementofgrout-OontinuouoInapect|on
G. Preparation of grout specimens, mortar specimens, and/or prisms - Continuous
Inspection
1.4.3 Copies ofall inspection and test reports shall befurnished tothe Engineer and the
premid|ngbu|idin8 department.
1.4.4 Contractor shall be responsible for removing and replacing all vvoMx that is determined by
testing and inspection not tocomply with specified standards, otnocost tothe Owner.
Structural Testing
14.5All concrete with mspecified compressive strength ofD000 psi orgreater shall be tested in
accordance with the 2O1BCalifornia Building Code, Section 1SO5.6amfollows:
A. Testing agent shall prepare aset of three test cylinders for each class of concrete placed
each day for each 5Ocubic yards ofconcrete placed or portion there of, nor less than one
set for each 15UOsq. ft. ofwall orslab surface area.
B. From each set, test one cylinder at seven days & two cylinders at twenty-eight days.
1.4.6 All masonry materials shall be tested in accordance with the 2018 California Building Code,
Section 2105.2 as follows:
A. Testing agent shall prepare a set of four test specimens for grout placed each day, for
each @5cubic yards ofgrout placed orportion there of, nor less than less than one set
for each 1500 sq. ft. of wall grouted.
B. Testing agent shall prepare a set of four test specimens of mortar placed each day or for
each 15ODsq. ft. ofwall constructed.
C. From each set of grout and mortar specimens, test one specimen at seven days & three
specimens attwenty-eight days.
1.4.7 Test reports shall be submitted to the Engineer of Record and the presiding Building
Department for review. All deficiencies in work indicated by the test reports to not comply
with the contract documents shall be corrected at the contractor's expense.
Submittals
14.8 Prior toproceeding with the work, the Contractor shall submit the following tothe
Engineer for review:
A. Mix designs for all grades of concrete and masonry grout, including certified test data on
strength ofsample batches.
B.Maaonry materials data.
C.P|acemwnt and shop drawings for all reinforcing.
O.yWonufacturero' catalog data and |CC - certified test data for any proprietary product
proposed aoasubstitute for specified materials.
1.4.8 Submit the following to the Engineer for record:
A.Results ofconcrete specimen compressive strength test reports.
B. Results of grout and mortar specimen compressive strength test reports.
1.4.10 Review ofsubmittals bythe Engineer imonly for general compliance with design intent.
Review ofthe drawings does not relieve the Contractor of responsibility for completing
work inaccordance with the drawings and specifications. Contractor will allow aminimum
of 10 working days for review of all mubmitte|a, following receipt bythe Engineer.
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FILL EA. FACE OF JOINT w/ BACKER ROD 4
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NOTE:
WATERPROOF SEALANT PER GBC
CURRENT EDITION. MATERIAL SHALL BE
APPROVED BY THE G I TY ENC71 NEER PRIOR
TO CONSTRUCTION. PROVIDE FREE
DRA I NA&E @ AEEP HOLES
10/15/2020 SSE# 2022
410 Park Creek Dr. Clovis, CA 93611
Phone: 559-298-6338 Fax: 559-298-6308
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