60554859_WY-ANG_VMAF_S22 - Sheet - S-002.pdf

GENERAL CONDITIONS

1. GOVERNING BUILDING CODE: UFC 3-301-01 STRUCTURAL ENGINEERING, 2019 EDITION , UFC 4-010-01 DoD MINIMUM ANTITERRORISM STANDARDS FOR BUILDINGS, 2018 EDITION , INTERNATIONAL BUILDING CODE

(IBC), 2018 EDITION.

2. COORDINATE WITH ALL DRAWINGS FOR PERTINENT INFORMATION RELATED TO THE STRUCTURAL WORK.

ALL CHANGES TO THE STRUCTURAL SYSTEMS SHALL BE RE-DESIGNED BY A PROFESSIONAL ENGINEER AT NO COST TO THE OWNER OR A/E AND SUBMITTED TO THE A/E FOR REVIEW. SUBMITTAL SHALL BE

REVIEWED AND ACKNOWLEDGED IN WRITING BY THE A/E BEFORE BEGINNING CONSTRUCTION.

3. EQUIPMENT FRAMING LOADS, OPENINGS AND STRUCTURE IN ANY WAY RELATED TO HVAC, PLUMBING, PROCESS, ELECTRICAL REQUIREMENTS ARE SHOWN FOR BIDDING PURPOSES ONLY. OBTAIN APPROVAL OF THE PERTINENT TRADES BEFORE PROCEEDING WITH SUCH PORTION OF THE WORK. EXCESS COST

RELATED TO VARIATION IN THESE REQUIREMENTS SHALL BE BORNE BY THE APPROPRIATE

CONTRACTOR.

4. IT IS SOLELY THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE THE ERECTION PROCEDURE AND SEQUENCE TO ENSURE THE SAFETY OF THE BUILDING AND ITS COMPONENT PARTS DURING ERECTION.

THIS INCLUDES, BUT IS NOT LIMITED TO, THE ADDITION OF WHATEVER TEMPORARY BRACING, GUYS OR

TIE-DOWNS MAY BE NECESSARY.

5. THE STRUCTURE HAS BEEN DESIGNED FOR THE UNIFORM LOADS INDICATED IN ADDITION TO THE CONCENTRATED LOADS REQUIRED BY THE BUILDING CODE. THE STRUCTURAL DESIGN IS BASED SOLELY ON THE BUILDING IN ITS COMPLETED STATE. CONTRACTORS AND THEIR SUB-CONTRACTORS SHALL TAKE WHATEVER PRECAUTIONS ARE NECESSARY TO WITHSTAND ALL HORIZONTAL AND VERTICAL LOADINGS THAT MAY BE ENCOUNTERED DURING CONSTRUCTION PRIOR TO COMPLETION OF THE BUILDING. SUCH CONSTRUCTION LOADINGS INCLUDE (BUT ARE NOT LIMITED TO) LOADS FROM CRANES, LIFTS, DOLLIES, AND HOISTS. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR THE EVALUATION OF THE IMPACT OF

SUCH LOADS ON THE STRUCTURE AND PROVIDING TEMPORARY SHORING, BRACING, AND

REINFORCEMENT AS REQUIRED.

6. SEE THE ARCHITECTURAL DRAWINGS FOR ALL DIMENSIONS NOT SHOWN ON THE STRUCTURAL

DRAWINGS. ALL DIMENSIONS AND ELEVATIONS SHOWN ON THE STRUCTURAL DRAWINGS SHALL BE

VERIFIED BY THE CONTRACTOR AND SHALL CONFORM TO THOSE SHOWN ON THE ARCHITECTURAL

DRAWINGS. REPORT ALL DISCREPANCIES TO THE A/E FOR RESOLUTION BEFORE PROCEEDING.

7. FIELD VERIFY ALL EXISTING DIMENSIONS WHICH AFFECT THE NEW CONSTRUCTION PRIOR TO FINAL

DETAILING AND FABRICATION OF NEW STRUCTURAL ELEMENTS.

FOUNDATIONS, EXCAVATION AND BACKFILL

1. FOUNDATIONS HAVE BEEN DESIGNED IN ACCORDANCE WITH THE SUBSURFACE INVESTIGATION REPORT BY NINYO & MOORE, 2020 DATED AUGUST 4, 2022.THE CONTRACTOR SHALL BECOME FAMILIAR WITH THE SURVEY AND THE SUBSURFACE INVESTIGATION REPORT PRIOR TO BIDDING AND BEFORE BEGINNING

CONSTRUCTION.

2. THE SUBSURFACE INVESTIGATION IS FOR INFORMATIONAL PURPOSES ONLY AND SHALL NOT BE CONSIDERED PART OF THE CONTRACT DOCUMENTS. FURTHERMORE, NO WARRANTY IS MADE BY THE OWNER WITH REGARD TO COMPLETENESS AND ACCURACY OF THE SUBSURFACE INVESTIGATION DATA, SOIL TEST DATA, STATEMENTS AND INTERPRETATIONS GIVEN IN THE REPORT.

3. NOTIFY THE A/E AS SOON AS POSSIBLE OF ANY UNUSUAL SOIL CONDITIONS OR SOIL CONDITIONS AT

VARIANCE WITH TEST BORINGS, SUCH AS UNEXPECTED SPRING OR SEEPAGE WATER, MATERIAL

DIFFERING FROM TEST BORINGS OR SOIL OF QUESTIONABLE BEARING CAPACITY.

4. SET FOUNDATIONS AT THE ELEVATIONS SHOWN ON THE DRAWINGS ON FIRM SUBGRADE PREPARED PER THE EARTHWORK SPECIFICATIONS. VERIFY THAT EACH FOOTING PLACED IS BEARING ON MATERIAL WITH THE DESIGN BEARING CAPACITY. FOUNDATION DESIGN BEARING CAPACITY, PER THE SUBSURFACE INVESTIGATIVE REPORT = 3,000 PSF. BEARING PRESSURE MAY BE INCREASED BY ONE-THIRD WHEN

CONSIDERING LOADS OF SHORT DURATION SUCH AS WIND OR SEISMIC FORCES.

5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN, INSTALLATION AND FINAL CLEARANCE OF

ALL REQUIRED NEEDLING, UNDERPINNING, SHORING OR BRACING OF EXISTING STRUCTURES.

6. BACKFILL BEHIND WALLS:

A. BACKFILL AGAINST BOTH SIDES OF WALLS EQUALLY UNTIL THE LOWER ELEVATION IS ATTAINED.

B. BACKFILL AGAINST WALLS SHALL NOT BE PLACED UNTIL THE FLOOR CONSTRUCTION AT THE FIRST

FLOOR HAS BEEN COMPLETED TO BRACE THE WALL.

C. AT THE CONTRACTOR'S OPTION, WALLS MAY BE BRACED AND BACKFILL INSTALLED PRIOR TO

COMPLETION OF THE FIRST FLOOR. ALL SUCH BRACING SHALL BE DESIGNED BY A PROFESSIONAL ENGINEER, IS SOLELY THE RESPONSIBILITY OF THE CONTRACTOR, AND SHALL REMAIN IN PLACE UNTIL

THE FIRST FLOOR IS COMPLETED AND CONTINUOUSLY CONNECTED TO THE TOP OF THE WALLS.

7. BUILDING EXCAVATION AND COMPACTION:

A. CARE SHALL BE TAKEN TO NOT DISTURB THE BOTTOM OF THE EXCAVATION. EXCAVATION TO FINAL

GRADE SHALL NOT BE MADE UNTIL JUST PRIOR TO PLACING CONCRETE.

B. PLACE BACKFILL AND FILL IN LIFTS OF 8" MAXIMUM LOOSE DEPTH. COMPACT EACH LIFT WITH A

POWER VIBRATING COMPACTOR OR SIMILAR EQUIPMENT TO ENSURE MAXIMUM COMPACTION OF THE

MATERIAL.

C. FILL COMPACTION:

a. COMPACT COHESIVE MATERIAL FILL PER GEOTECH RECOMMENDATIONS.

b. COMPACT COHESIONLESS MATERIAL FILL FOR DRAINAGE PER GEOTECH RECOMMENDATIONS.

D. SETTLEMENT OR WASHING OUT THAT OCCURS IN GRADED OR BACKFILLED AREAS PRIOR TO

ACCEPTANCE OF THE WORK SHALL BE REPAIRED AND GRADES RE-ESTABLISHED TO THE REQUIRED

ELEVATIONS AND SLOPES.

E. ENGINEERED FILL UNDER FOOTINGS AND FLOOR SLAB:

a. OVER-EXCAVATE SOIL UNDER THE PROPOSED BUILDING BY THE BUILDING DIMENSIONS PLUS 4’-0’

MINIMUM ON ALL SIDES AND BY 2’-0” BELOW THE BOTTOM OF WALL FOOTINGS.

b. PLACE 6" CRUSHED GRANITE BASE UNDER THE FOOTING, COMPACTED TO 95% MDD MODIFIED

PROCTOR (ASTM D1557)

c. FILL THE OVER-EXCAVATED AREA WITH SATISFACTORY SOIL MATERIALS THAT WILL PRODUCE THE

RESULTS OF COMPACTION AND LOAD CARRYING CAPACITY REQUIRED.

F. PLACE AND COMPACT FILL IN ACCORDANCE WITH THE ABOVE PARAGRAPHS AND THE GEOTECHNICAL

INVESTIGATION RECOMMENDATIONS.

8. SEE CIVIL DRAWINGS FOR ADDITIONAL EARTHWORK REQUIREMENTS.

9. FROST DEPTH FOR SHALLOW FOUNDATIONS PER GEOTECHNICAL REPORT BY NINYO AND MOORE AND

BASE RFI # 005 DATED 03/09/2023

a. FROST DEPTH FOR EXTERIOR FOUNDATIONS IN

• HEATED SPACES = 36" MINIMUM

• UNHEATED SPACES = 36" MINIMUM

b. FROST DEPTH FOR INTERIOR FOUNDATIONS IN

• HEATED SPACES = 12" MINIMUM

• UNHEATED SPACES = 36" MINIMUM

10. RETAINING WALL CRITERIA:

A. DENSITY OF COMPACTED BACKFILL: Y = 120 PCF

B. AT-REST COEFFICIENT: K0 = 0.55

C. ACTIVE COEFFICIENT: KA = 0.375

D. PASSIVE COEFFICIENT: KP = 2.67

E. NOMINAL FOOTING BEARING PRESSURE: 3.0ksf

F. NOMINAL SLIDING COEFFICIENT OF FRICTION: 0.35

STRUCTURAL DESIGN LOADS

1. DESIGN LIVE LOAD:

A. SLAB ON GRADE, VEHICLE LOADS = 52,000 lbs (FOR DUAL AXLE)

B. MINIMUM ROOF LIVE LOAD USED IN DESIGN = 20 PSF

ROOF LIVE LOADS ARE NON-REDUCIBLE.

2. DESIGN SNOW LOAD AND SNOW DRIFTING SHALL CONFORM WITH THE BUILDING CODE. SNOW LOAD

DESIGN PARAMETERS ARE AS FOLLOWS:

A. GROUND SNOW LOAD (Pg) = 30 PSF B. SNOW EXPOSURE FACTOR (Ce) = 0.9 C. SNOW THERMAL FACTOR (Ct) = 1.1 D. SNOW LOAD IMPORTANCE FACTOR (Is) = 1.0 E. MINIMUM SNOW LOAD FOR LOW SLOPE ROOFS (Pm) = 20 PSF F. FLAT-ROOF SNOW LOAD (Pf) = 21 PSF + DRIFTING

3. DESIGN DEAD LOADS:

A. BUILDING COMPONENTS = SELFWEIGHT

B. SUPER IMPOSED DEAD LOAD

a. ROOF = 20 PSF

b. METAL PANELS = 15 PSF

c. MASONRY VENEER CLADDING = 50 PSF

4. DESIGN RAIN LOADS:

A. DESIGN RAINFALL INTENSITY = 2.5 IN/HR

B. DESIGN RAIN LOAD = 10 PSF

5. WIND DESIGN SHALL CONFORM WITH THE BUILDING CODE. WIND DESIGN PARAMETERS ARE AS

FOLLOWS:

A. ULTIMATE DESIGN WIND SPEED (VULT), = 115 MPH

B. NOMINAL DESIGN WIND SPEED (Vasd) = 89 MPH

C. RISK CATEGORY = II

D. WIND EXPOSURE CATEGORY = EXPOSURE C

E. INTERNAL PRESSURE COEFFICIENT = ±0.18

SEE SCHEMATIC DRAWING AND TABLE ON SHEET S-001 FOR COMPONENTS AND CLADDING LOAD

CRITERIA IN ACCORDANCE WITH THE BUILDING CODE. ARCHITECTURAL AND STRUCTURAL

COMPONENTS SHALL CONFORM WITH THE BUILDING CODE AND ASCE 7 FOR COMPONENTS AND

CLADDING DESIGN FOR EXPOSURE C.

6. SEISMIC DESIGN SHALL CONFORM WITH SECTION 1613 OF THE BUILDING CODE. SEISMIC DESIGN

PARAMETERS FOR THE MAINT BUILDING ARE AS FOLLOWS:

A. SOIL SITE CLASS = D

B. MAPPED SPECTRAL RESPONSE ACCELERATION:

a. SS = 0.163g

b. S1 = 0.052g

C. DESIGN SPECTRAL RESPONSE ACCELERATION:

a. SDS = 0.174g

b. SD1 = 0.082g

D. BUILDING RISK CATEGORY = II

E. SEISMIC DESIGN CATEGORY = B

F. SEISMIC IMPORTANCE FACTOR (Ie) = 1.0 G. SEISMIC RESPONSE COEFFICIENT (Cs) = 0.058 (E/W) , 0.058 (N/S)

H. BASIC SEISMIC FORCE RESISTING SYSTEM FOR MAIN BUILDING:

LATERAL SYSTEM = STEEL SYSTEMS NOT SPECIFICALLY

DETAILED FOR SEISMIC RESISTANCE

BRACED FRAME MOMENT FRAME

RESPONSE MODIFICATION FACTOR (R) 3 3

DEFLECTION AMPLIFICATION FACTOR (Cd) 3 3

I. DESIGN BY EQUIVALENT LATERAL FORCE PROCEDURE

J. LATERAL FORCE RESISTING SYSTEM DESCRIPTION:

LATERAL FORCE RESISTANCE AND STABILITY OF THE BUILDING IN THE COMPLETED STRUCTURE IS PROVIDED BY BRACED FRAMES IN NORTH-SOUTH DIRECTION AND MOMENT FRAMES IN EAST-WEST DIRECTION (SEE PLAN SHEETS FOR LOCATIONS). METAL ROOF DECK SERVES AS THE HORIZONTAL

DIAPHRAGM THAT DISTRIBUTES LATERAL WIND AND SEISMIC FORCES HORIZONTALLY TO THE

VERTICAL BRACED FRAMES AND MOMENT FRAMES

CAST-IN-PLACE CONCRETE

1. CAST-IN-PLACE CONCRETE WORK SHALL CONFORM TO THE UFC 3-301-01 AND ACI 318 AND LATEST AMERICAN CONCRETE INSTITUTE CODES AND STANDARDS, INCLUDING, BUT NOT LIMITED TO, ACI 117, ACI

301, ACI 315.

2. MATERIALS AND PRODUCTS:

A. REINFORCING STEEL IN CONCRETE DESIGN SHALL BE ASTM A 615/A 615M, GRADE 60 UNO

B. REINFORCING BARS (DEFORMED) REQUIRED TO BE WELDED SHALL BE ASTM A615, GRADE 60 UNO

C. WELDED WIRE FABRIC: ASTM A884/A884M WITH A MINIMUM YIELD STRENGTH , FY= 60KSI

D. CONCRETE SHALL HAVE THE FOLLOWING MINIMUM COMPRESSIVE STRENGTHS AT 28 DAYS (f'c):

1. SPREAD FOOTINGS : 4500 PSI

2. PEDESTALS SUPPORTING COLUMNS : 4500 PSI

3. SLABS ON GRADE : 3500 PSI

4. HOUSEKEEPING/GENERATOR PADS

A. INTERIOR TO THE BUILDING : 3500 PSI

B. EXTERIOR TO THE BUIDING : 4500 PSI

E. CONCRETE TYPE IS NORMAL WEIGHT UNLESS NOTED OTHERWISE

F. PROVIDE ENTRAINED AIR IN CONCRETE PERMANENTLY EXPOSED TO WEATHER OR WATER BUT NOT

FOR INTERIOR SLABS RECEIVING FLOOR COVERINGS

3. CONTRACTION AND CONSTRUCTION JOINTS:

A. CONCRETE FOUNDATIONS, BEAMS, SLABS AND WALLS:

a. BEAMS AND SLABS SHALL BE CAST MONOLITHICALLY, EXCEPT FOR REQUIRED. CONTRACTION /

CONSTRUCTION JOINTS SHOWN ON THE DRAWINGS.

b. PROVIDE HORIZONTAL CONTRACTION/CONSTRUCTION JOINTS IN SLABS AND VERTICAL

CONTRACTION/CONSTRUCTION JOINTS IN WALLS AS SHOWN ON THE DRAWINGS.

c. CONSTRUCTION JOINTS:

• WHERE CONSTRUCTION JOINTS ARE REQUIRED BUT ARE NOT INDICATED ON THE DRAWINGS,

THEY SHALL BE LOCATED AT THE MID-SPAN OF BEAMS, SLABS AND WALLS.

• AT LEAST 48 HOURS SHALL ELAPSE BETWEEN CASTING OF ADJOINING UNITS AT A

CONSTRUCTION JOINT.

• UNLESS NOTED OTHERWISE OR SHOWN ON THE DRAWINGS, PROVIDE A CONTINUOUS SHEAR

KEY IN SLABS AND WALLS, AND A MINIMUM OF TWO (2) CONTINUOUS HORIZONTAL KEYS IN

BEAMS AND EACH JOIST AT CONSTRUCTION JOINTS. THE MINIMUM KEY SIZE SHALL BE 1 1/2"

DEEP X 1/3 THE DEPTH OR WIDTH OF THE MEMBER.

• REINFORCEMENT SHALL BE CONTINUOUS ACROSS CONSTRUCTION JOINTS UNLESS DETAILED

OTHERWISE ON THE DRAWINGS.

• CONSTRUCTION JOINTS BELOW GRADE SHALL HAVE WATERSTOPS UNLESS BOTH SIDES OF

THE JOINT ARE EXPOSED TO EARTH.

• HARDENED CONCRETE OF HORIZONTAL CONSTRUCTION JOINTS SHALL BE DAMPENED AND

THEN THOROUGHLY COVERED WITH A COAT OF CEMENT GROUT OF SIMILAR PROPORTIONS

TO THE MORTAR IN THE CONCRETE. THE FRESH CONCRETE SHALL BE PLACED BEFORE THE

GROUT HAS ATTAINED ITS INITIAL SET.

• HARDENED CONCRETE OF CONSTRUCTION JOINTS SHALL BE THOROUGHLY COATED WITH A

BONDING AGENT (SIKA ARMATEC 110 OR EQUAL).

• JOINT LOCATIONS SHALL BE SUBMITTED WITH THE ASSOCIATED REINFORCING STEEL SHOP

DRAWINGS AND ARE SUBJECT TO REVIEW BY THE A/E.

• CONTRACTOR SHALL SUBMIT ALTERNATE AND ADDITIONAL CONSTRUCTION JOINT LOCATIONS

AND DETAILS TO THE A/E FOR APPROVAL PRIOR TO CONSTRUCTION.

d. REFERENCE ACI 302 FOR GUIDELINES AND ADDITIONAL INFORMATION.

TABLES 1A AND 1B NOTES:

A. FOR EPOXY COATED REINFORCING MULTIPLY THE TABLE VALUES ABOVE BY 1.31 FOR TOP BARS AND

1.5 FOR OTHER BARS.

B. FOR LIGHTWEIGHT CONCRETE MULTIPLY THE TABLE VALUES ABOVE BY 1.3.

C. FOR BUNDLED BARS MULTIPLY THE TABLE VALUES ABOVE BY: 1.2 (3 BAR BUNDLE), 1.33 (4 BAR

BUNDLE).

D. (MC) DENOTES MECHANICAL COUPLER DEVELOPING 125% OF THE BAR YIELD STRENGTH. NO OTHER

SPLICE WILL BE ACCEPTED.

E. WHEN LAPPING TWO DIFFERENT SIZE BARS, USE THE LAP DIMENSION OF THE SMALLER BAR OR THE

ANCHORAGE DIMENSION OF THE LARGER BAR. USE WHICHEVER DIMENSION IS LARGER.

F. TOP BARS SHALL BE DEFINED AS BEAM AND SLAB HORIZONTAL REINFORCEMENT SO PLACED THAT

MORE THAN 12" OF FRESH CONCRETE IS CAST IN THE MEMBER BELOW THE TOP REINFORCEMENT.

HORIZONTAL REINFORCING IN WALLS SHALL BE CONSIDERED TOP BARS.

TABLE 2

TYPICAL REINFORCING BAR CLEARANCE TABLE

LOCATION CLEARANCE

CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH 3"

COLUMNS AND PEDESTALS (VERTICAL REINFORCING) 2"

COLUMN AND PEDETAL TIES 1 1/2"

WALLS (INTERIOR FACE) 1"

WALLS (EXTERIOR FACE, #5 AND SMALLER) 1 1/2"

WALLS (EXTERIOR FACE, #6 AND LARGER) 2"

SLABS ON GRADE (BOTTOM REINFORCING) 2"

SLABS ON GRADE (WELDED WIRE FABRIC) 1/3 SLAB THICKENED FROM TOP

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4. DOWELS IN FOOTINGS TO MATCH VERTICAL COLUMN AND WALL REINFORCING UNLESS SHOWN

OTHERWISE.

5. COMPLY WITH THE ARCHITECTURAL DRAWINGS FOR LOCATION AND EXTENT OF SPECIAL FINISHES

OR TREATMENTS TO EXPOSED CONCRETE.

6. PROVIDE 3/4" CHAMFERS ON EXPOSED CORNERS OF COLUMNS, BEAMS AND WALLS UNLESS

OTHERWISE INDICATED ON THE ARCHITECTURAL DRAWINGS. MINIMUM CLEARANCES FOR

REINFORCING STEEL SHALL CONFORM WITH THE TYPICAL REINFORCING BAR CLEARANCE TABLE.

7. EMBEDDED ITEMS, SLEEVES, SLAB DEPRESSIONS, OPENINGS, ETC:

A. THE CONTRACTOR SHALL REVIEW ALL DRAWINGS FOR SIZE AND LOCATION OF EMBEDDED

ITEMS, SLEEVES, SLAB DEPRESSIONS, OPENINGS, ETC. REQUIRED BY OTHER TRADES.

RECONCILE THEIR EXACT SIZES AND LOCATIONS BEFORE PROCEEDING WITH THE WORK.

B. ALL ITEMS SHALL BE FURNISHED AND INSTALLED PRIOR TO PLACEMENT OF CONCRETE.

C. SECURE THE APPROVAL OF THE STRUCTURAL ENGINEER PRIOR TO PLACING OPENINGS NOT

SHOWN ON THE STRUCTURAL DRAWINGS.

D. DO NOT CORE DRILL THROUGH BEAMS, JOISTS, GIRDERS, AND WALLS.

E. NO CONDUIT SHALL BE PLACED IN CONCRETE SLABS OR BEAMS UNLESS SPECIFICALLY SHOWN

ON THE STRUCTURAL DRAWINGS.

8. REINFORCING:

A. WHERE BAR LENGTHS ARE GIVEN ON THE DRAWINGS, THE LENGTH OF ANY HOOK, IF

REQUIRED, IS NOT INCLUDED. USE STANDARD 90° BAR HOOK UNLESS NOTED OTHERWISE.

B. WELDING OF REINFORCING STEEL IS NOT PERMITTED.

C. MINIMUM REINFORCING:

a. PROVIDE MACROFIBER IN ALL SLABS ON GRADE AT A DOSAGE RATE OF 3.0 TO 3.5 POUNDS

PER CUBIC YARD, UNLESS NOTED OTHERWISE.

b. PROVIDE 6X6-W1.4XW1.4 WELDED WIRE FABRIC IN ALL TOPPING SLABS, UNLESS NOTED

OTHERWISE.

c. PROVIDE REINFORCING IN CONCRETE WALLS AS FOLLOWS, UNLESS NOTED OTHERWISE:

• 6" AND 8" THICK WALLS: #4 @ 12" HORIZONTAL AND #4 @ 18" VERTICAL MID-DEPTH OF

WALL

• 10" AND 12" THICK WALLS: #4 @ 16" HORIZONTAL EACH FACE AND #4 @ 18" VERTICAL

EACH FACE

D. LAP/SPLICE:

a. REINFORCING BAR LAP SPLICES AND ANCHORAGE LENGTHS SHALL CONFORM WITH TABLE

#1, "MINIMUM LAP SPLICE AND ANCHORAGE DIMENSION TABLE".

b. LAP WELDED WIRE FABRIC 1 SPACE (2 CROSS WIRES) + 2" AT EDGES AND ENDS OF SHEETS.

c. WHERE REINFORCING IS SHOWN THROUGH CONSTRUCTION JOINTS, MECHANICAL BAR

SPLICE DEVICES MAY BE USED.

E. REINFORCING BAR SUPPORT:

a. DETAIL AND PROVIDE REINFORCING BARS AND SUPPORT REQUIRED FOR PROPER SUPPORT

OF PRINCIPAL REINFORCING WHETHER OR NOT THEY ARE INDICATED ON THE DRAWINGS.

MINIMUM BAR SIZE SHALL BE #4 AND MAXIMUM SPACING SHALL BE 36" ON CENTER FOR

REINFORCING THAT SUPPORTS PRIMARY REINFORCING. DO NOT USE WELDED WIRE

FABRIC FOR THE SUPPORT OF PRINCIPAL REINFORCING.

b. PROVIDE A MINIMUM OF TWO (2) #4 TOP REINFORCING BARS IN BEAMS WHERE NO OTHER

TOP BARS ARE AVAILABLE FOR SUPPORTING STIRRUPS. SPANDREL AND EDGE BEAMS

SHALL HAVE A MINIMUM OF TWO (2) #4 TOP REINFORCING BARS AND CLOSED STIRRUPS

CONTINUOUS ACROSS THE SPAN.

c. PROVIDE CONCRETE CUBES OR SAND PLATED CHAIRS FOR THE SUPPORT OF REINFORCING

ON GRADE.

d. WELDED WIRE FABRIC SHALL BE CHAIRED TO ITS PROPER HEIGHT AND MAINTAINED AT THE

PROPER LEVEL THROUGHOUT THE CONCRETE PLACING OPERATION. LIFTING OF WELDED

WIRE FABRIC WITH A HOOK DURING CONCRETE PLACEMENT SHALL NOT BE PERMITTED.

TABLE 1A

MINIMUM LAP SPLICE AND ANCHORAGE DIMENSION TABLE

USE THIS TABLE FOR ASTM A615 GRADE 60-UNCOATED REINFORCING WHEN CONCRETE CLEAR

COVER IS 1" OR MORE AND BAR CLEAR SPACING IS LESS THAN THREE (3) BAR DIAMETERS. IN ALL OTHER CASES USE TABLE #1B. IF CONCRETE CLEAR COVER IS LESS THAN 1", LAP AND ANCHORAGE

LENGTHS SHALL BE CALCULATED PER ACI 318.

(4000 PSI CONCRETE) │ (3000 PSI CONCRETE)

TOP BARS OTHER BARS │ TOP BARS OTHER BARS

BAR SIZE LAP ANCH LAP ANCH │ BAR SIZE LAP ANCH LAP ANCH

#3 20" 16" 16" 12" │ #3 23" 18" 18" 14"

#4 33" 25" 25" 19" │ #4 38" 29" 29" 22" #5 47" 36" 36" 28" │ #5 54" 42" 42" 32" #6 62" 48" 48" 37" │ #6 72" 55" 55" 43" #7 99" 76" 76" 59" │ #7 114" 88" 88" 68" #8 121" 93" 93" 72" │ #8 139" 107" 107" 83" #9 136" 105" 105" 81" │ #9 157" 121" 121" 93"

#10 153" 118" 118" 91" │ #10 177" 136" 136" 105"

#11 (MC) 131" 131" 101" │ #11 (MC) 151" 151" 116"

TABLE 1B

MINIMUM LAP SPLICE AND ANCHORAGE DIMENSION TABLE

USE THIS TABLE FOR ASTM A615 GRADE 60-UNCOATED REINFORCING WHEN CONCRETE CLEAR

COVER IS 1" OR MORE AND BAR CLEAR SPACING IS GREATER THAN OR EQUAL TO THREE (3)

BAR DIAMETERS. IF CONCRETE CLEAR COVER IS LESS THAN 1", LAP AND ANCHORAGE LENGTHS

SHALL BE CALCULATED PER ACI 318.

(4000 PSI CONCRETE) │ (3000 PSI CONCRETE)

TOP BARS OTHER BARS │ TOP BARS OTHER BARS

BAR SIZE LAP ANCH LAP ANCH │ BAR SIZE LAP ANCH LAP ANCH

#3 18" 14" 16" 12" │ #3 21" 17" 17" 13"

#4 24" 19" 19" 15" │ #4 28" 22" 22" 17" #5 31" 24" 24" 18" │ #5 35" 27" 27" 21" #6 40" 31" 31" 24" │ #6 46" 35" 35" 27" #7 65" 50" 50" 38" │ #7 74" 57" 57" 44" #8 81" 62" 62" 48" │ #8 93" 72" 72" 55" #9 99" 76" 76" 58" │ #9 113" 87" 87" 67" #10 120" 92" 92" 71" │ #10 137" 106" 106" 82"

#11 (MC) 108" 108" 83" │ #11 (MC) 125" (MC) 96"

MASONRY CONSTRUCTION

1. MASONRY WORK SHALL CONFORM TO THE LATEST EDITIONS OF TMS 402/602.

2. MATERIALS AND PRODUCTS:

A. MASONRY UNITS SHALL HAVE THE FOLLOWING MINIMUM COMPRESSIVE STRENGTHS (f'm):

a. 2000 PSI FOR CONCRETE MASONRY

B. CONCRETE MASONRY UNITS:

a. CONCRETE MASONRY UNITS SHALL BE NORMAL WEIGHT UNITS.

b. HOLLOW LOAD BEARING UNITS: ASTM C90, WITH A MINIMUM NET AREA COMPRESSIVE

STRENGTH OF 1900 PSI. ALL LOAD BEARING BLOCK UNITS SHALL BE MANUFACTURED SO THE

CORES AND WEBS LINE UP WHEN LAID IN RUNNING BOND.

c. SOLID LOAD BEARING UNITS: PROVIDE 100% SOLID UNITS COMPLYING WITH ASTM C145, GRADE N-1 WITH A MINIMUM COMPRESSIVE STRENGTH OF 1900 PSI, EACH UNIT, NET CROSS-

SECTIONAL AREA.

d. HOLLOW NON-LOAD BEARING UNITS: ASTM C129.

C. MORTAR:

a. FOR LOAD BEARING WALLS, EXTERIOR WALLS, SHEAR WALLS AND VERTICALLY REINFORCED

MASONRY WALLS: ASTM C270, TYPE S, WITH A MINIMUM COMPRESSIVE STRENGTH OF 1800

PSI IN 28 DAYS.

b. FOR NONBEARING WALLS: ASTM C270, TYPE N, WITH A MINIMUM COMPRESSIVE STRENGTH

OF 750 PSI IN 28 DAYS.

D. COARSE GROUT FOR REINFORCED MASONRY CONSTRUCTION: ASTM C476 WITH A MAXIMUM

AGGREGATE SIZE OF 3/8" AND A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI.

E. BAR REINFORCING STEEL: DOMESTIC DEFORMED BILLET STEEL CONFORMING TO ASTM A615, GRADE 60.

F. HORIZONTAL JOINT REINFORCING: GALVANIZED, LADDER TYPE, 3/16" SIDE RODS AND #9 GAGE

CROSS RODS.

3. WALL CONSTRUCTION:

A. ALL UNITS SHALL BE LAID WITH FULL MORTAR COVERAGE ON HEAD, BED (FACE SHELLS), WEBS

AND COLLAR JOINTS, UNLESS NOTED OTHERWISE.

B. GROUT SOLID CELLS THAT CONTAIN REINFORCEMENT, ANCHOR BOLTS OR EMBEDDED ITEMS,

UNLESS NOTED OTHERWISE ON DRAWINGS.

C. PROVIDE ONE (1) #4 BAR IN FIRST CELL AT CORNERS, END WALLS, AND EACH SIDE OF CONTROL

JOINTS.

D. PROVIDE ONE (1) #4 BAR IN THE FIRST CELL NEXT TO OPENINGS. EXTEND FULL HEIGHT OF WALL

UNLESS NOTED OTHERWISE.

E. PLACE HORIZONTAL REINFORCEMENT IN GROUTED SOLID CONTINUOUS MASONRY COURSES

CONSISTING OF BOND BEAM OR TROUGH BLOCK UNITS.

F. DOWELS:

a. PROVIDE DOWELS FROM FOOTING, SAME SIZE AND SPACING AS WALL BARS. LAP WITH WALL

BAR, EMBED INTO FOOTING 8" PLUS STANDARD 90° HOOK.

b. WHEN A FOUNDATION DOWEL DOES NOT LINE UP WITH A VERTICAL CORE, IT SHALL NOT BE

SLOPED MORE THAN ONE HORIZONTAL IN SIX VERTICAL. DOWELS SHALL BE GROUTED INTO

A CORE IN VERTICAL ALIGNMENT, EVEN THOUGH IT IS IN AN ADJACENT CELL TO THE

VERTICAL WALL REINFORCEMENT.

G. CONTROL JOINTS

a. PROVIDE CONTROL JOINTS IN ALL MASONRY WALLS AS SHOWN ON THE STRUCTURAL

DRAWINGS OR AS DEFINED IN THE SPECIFICATIONS. IF NO CONTROL JOINTS ARE SHOWN ON

THE DRAWINGS, PROVIDE CONTROL JOINTS AT A SPACING OF 25 FEET OR 1.5 TIMES THE

WALL HEIGHT, WHICHEVER IS LESS.

b. JOINTS IN CONCRETE MASONRY UNIT WALLS SHALL BE LOCATED AT LEAST 2'-0" FROM WALL

OPENINGS.

H. PROVIDE HORIZONTAL JOINT REINFORCING AT 16" OC VERTICALLY, UNLESS NOTED OTHERWISE.

I. PROVIDE TEMPORARY BRACING FOR MASONRY WALLS TO PROVIDE STABILITY DURING

CONSTRUCTION UNTIL THE DESIGNED STRUCTURE IS COMPLETE AND CAN STABILIZE THE

WALLS.

4. REINFORCING:

A. PROVIDE REINFORCING ALIGNMENT DEVICES AT A MAXIMUM SPACING OF 192 BAR DIAMETERS.

B. REINFORCING STEEL SHALL BE LAPPED IN ACCORDANCE WITH TABLE #3 BELOW, WHERE

SPLICED.

C. WIRE REINFORCEMENT SHALL BE LAPPED AT LEAST 6" AND CONTAIN AT LEAST ONE CROSS WIRE

OF EACH PIECE OF REINFORCEMENT WITHIN THE 6", WHERE SPLICED.

TABLE 3

MASONRY REINFORCING LAP SPLICE TABLE

BAR SIZE LAP LENGTH

#3 27"

#4 36" #5 45"

#6 54" or MC

MASONRY REINFORCING LAP SPLICE TABLE NOTES:

A. MC - DENOTES MECHANICAL COUPLER DEVELOPING 125% OF THE BAR YIELD STRENGTH.

B. WHEN LAPPING TWO DIFFERENT SIZE BARS, USE THE LAP LENGTH OF THE LARGER BAR.

B 3-

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