1.

A.

B.

C.

D.

E.

F.

G.

H.

2.

A.

B.

C.

D.

E.

F.

G.

a.

b.

c.

3.

4.

CODES:

INTERNATIONAL BUILDING CODE (IBC) 2024

AMERICAN CONCRETE INSTITUTE - BUILDING CODE REQUIREMENTS FOR STRUCTURAL

CONCRETE (ACI 318)

AMERICAN CONCRETE INSTITUTE - BUILDING CODE REQUIREMENTS FOR MASONRY

STRUCTURES (ACI 530)

AMERICAN INSTITUTE OF STEEL CONSTRUCTION - SPECIFICATION FOR STRUCTURAL

STEEL BUILDINGS (AISC 360)

ALLOWABLE STRENGTH DESIGN (ASD)

AMERICAN SOCIETY OF CIVIL ENGINEERS AND STRUCTURAL ENGINEERING INSTITUTE

(ASCE/SEI 7) - MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES

AMERICAN WELDING SOCIETY D1.1

AMERICAN IRON AND STEEL INSTITUTE (AISI S100) SPECIFICATION FOR THE DESIGN OF

COLD FORMED STEEL STRUCTURAL MEMBERS

AMERICAN FOREST & PAPER ASSOCIATION (AF&PA) NATIONAL DESIGN SPECIFICATION

FOR WOOD CONSTRUCTION (NDS)

DESIGN LOADS PER THE 2024 IBC (RISK CATEGORY II)

DEAD LOADS

STRUCTURE SELF WEIGHT AS SHOWN

CEILING, MEP & FP 10 PSF

ROOFING SYSTEM 10 PSF

MEP ABOVE MECHANICAL ROOM 20 PSF

LIVE LOADS

TYPICAL ROOF LIVE LOAD 20 PSF

TYPICAL FLOOR LIVE LOADS (REDUCIBLE PER IBC 1607.10)

PARTITIONS 15 PSF

STAIRS STRUCTURE (UNREDUCIBLE) 100 PSF

STAIR TREADS 300 LBS OR 100 PSF

MECHANICAL ROOMS (UNREDUCIBLE) 150 PSF

HEAVY STORAGE (UNREDUCIBLE) 250 PSF

50' SPAN 2T MAX CRANE HANGER LOAD 11,400 LBS

ROOF SNOW LOAD

GROUND SNOW LOAD, Pg 25 PSF ROOF SNOW LOAD, Pf 20.0 PSF SNOW EXPOSURE FACTOR, Ce 0.90 SNOW IMPORTANCE FACTOR, Is 1.0 THERMAL FACTOR, Ct 1.0

SNOW DRIFT: REFER TO SNOW DRIFT DIAGRAM

WIND PRESSURE (ASCE 7-22)

WIND SPEED, Vult 110 MPH NOMINAL DESIGN WIND SPEED, Vasd 85 MPH

WIND EXPOSURE C

INTERNAL PRESSURE COEFFICIENT +/-0.18

MWFRS DESIGN WIND LATERAL PRESSURE 30 PSF

WIND PRESSURE - COMPONENTS AND CLADDING

PER ASCE 7-22 FOR EACH REQUIRED COMPONENT

SEE SHEET S002 FOR COMPONENTS AND CLADDING LOAD TABLE

SEISMIC DESIGN DATA

SEISMIC IMPORTANCE FACTOR - 1.0

MAPPED SPECTRAL RESPONSE ACCELERATIONS, Ss 0.058

MAPPED SPECTRAL RESPONSE ACCELERATIONS, S1 0.046

SITE CLASS D

SPECTRAL RESPONSE COEFFICIENTS, Sds - 0.062 SPECTRAL RESPONSE COEFFICIENTS, Sd1 - 0.073

SEISMIC DESIGN CATEGORY - B

BASIC SEISMIC FORCE-RESISTING SYSTEM:

PRECAST SHEAR WALLS

DESIGN BASE SHEAR, V = Cs x W 409 KIPS SEISMIC RESPONSE COEFFICIENT, Cs 0.333

RESPONSE MODIFICATION FACTOR, R 3

ANALYSIS PROCEDURE: - EQUIVALENT LATERAL FORCE

DEFLECTION CRITERIA

FLOOR LIVE LOAD - L/360

ROOF LIVE LOAD - L/240

TOTAL LOAD ON MEMBERS SUPPORTING MASONRY - L/600

SOILS INFORMATION BASED ON GEOTECHNICAL REPORT PREPARED BY TERRACON, REPORT

NO. AB245049-01, DATED OCTOBER 14, 2024.

NET ALLOWABLE SOIL BEARING PRESSURES:

SPREAD FOOTINGS - 2000 PSF

CONTINUOUS WALL FOOTINGS - 2000 PSF

MINIMUM FROST PROTECTION DEPTH MEASURED FROM GRADE

EXTERIOR FOOTING ADJACENT TO HEATED AREA (-3'-6")

EXTERIOR FOOTING AT UNHEATED AREA (-4'-0")

DESIGN INFORMATION

1.

2.

3.

4.

5.

6.

7.

8.

9.

10.

11.

12.

13.

14.

15.

16.

17.

18.

ALL EXCAVATIONS SHALL BE PROPERLY AND SAFELY BACKFILLED. DO NOT PLACE BACKFILL

BEHIND BASEMENT WALLS OR RETAINING WALLS UNTIL CONCRETE HAS ATTAINED THE

SPECIFIED COMPRESSIVE STRENGTH. BASEMENT WALLS SHALL NOT BE BACKFILLED UNTIL

SUPPORTING FLOOR IS COMPLETED AND ATTAINED FULL STRENGTH. CONTRACTOR SHALL

PROTECT ALL BELOW GRADE WALLS FROM LATERAL EARTH PRESSURES UNTIL SUPPORTING

FLOOR STRUCTURE IS COMPLETED. CONTRACTOR PROVIDE FOR DESIGN, PERMITS AND

INSTALLATION OF LATERAL SHORING TO BRACE WALLS IN LIEU OF WAITING FOR FLOOR SLAB

COMPLETION.

FOOTING SHALL BE CENTERED UNDER WALLS AND COLUMNS UNLESS NOTED OTHERWISE.

CONTRACTOR SHALL ACCOUNT FOR PUMPING OF WATER FROM THE EXCAVATION DUE TO

SURFACE WATER, GROUND WATER AND SEEPAGE.

CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN AND INSTALLATION OF ALL SHEETING,

SHORING AND CRIBBING REQUIRED TO SAFELY RETAIN THE EARTH BANK AROUND THE

EXCAVATIONS.

ALL FOOTINGS SHALL BE PLACED ONTO FIRM UNDISTURBED SOIL OR ACCEPTABLE COMPACTED

BACKFILL AS OUTLINED IN THE SOIL REPORT AND PROJECT SPECIFICATIONS.

FOOTING ELEVATIONS SHOWN DESIGNATE THE MINIMUM DEPTH OF THE FOOTING WHERE THE

ALLOWABLE SOIL BEARING IS EXPECTED. LOCALIZED AREAS OF UNACCEPTABLE SOILS OR

POOR COMPACTION MAY BE DISCOVERED DURING THE EXCAVATION PROCESS REQUIRING

OVEREXCAVATION AND BACKFILL WITH ACCEPTABLE FILL. FOOTING EXCAVATIONS SHALL BE

LOWERED TO REACH SOIL MEETS THE DESIGN BEARING PRESSURE AND APPROVED BY THE

GEOTECHNICAL SPECIAL INSPECTION AGENCY.

ACCEPTABLE BACKFILL MATERIAL SHALL BE PLACED IN LIFTS NOT TO EXCEED EIGHT (8) INCHES

IN LOOSE THICKNESS.

FOR FOOTING AND FOUNDATIONS, THE SUBGRADE OR FILL MATERIAL SHALL BE COMPACTED

AND VERIFIED TO MEET 98% STANDARD PROCTOR MAXIMUM DRY DENSITY ACCORDANCE WITH

ASTM D698. FOR RELATIVELY COHESIONLESS GRANULAR FILL WHICH HAS A PERCENT PASSING

THE #200 SIEVE LESS THAN 10 PERCENT AND HAS ONLY A SLIGHT SENSITIVITY TO MOISTURE

CHANGES, COMPACTION SHALL BE 75 PERCENT RELATIVE DENSITY IN ACCORDANCE WITH

ASTM D4253 AND D4254. IF COMPACTION DOES NOT COMPLY, CONTRACTOR SHALL RECOMPACT

AREA AND UNTIL TEST RESULTS ARE PASSING. AN AREA EXHIBITING WEAKNESS SUCH AS

RUTTING OR PUMPING SHALL BE REMOVED AND REPLACED WITH COMPACTED GRANULAR FILL.

FOOTING EXCAVATIONS SHALL BE INSPECTED AND APPROVED BY THE GEOTECHNICAL SPECIAL

INSPECTION AGENCY BEFORE CONCRETE IS PLACED. CONTRACTOR SHALL NOTIFY INSPECTION

AGENCY WHEN EXCAVATION IS READY FOR TESTING. INSPECTION AGENCY SHALL PROVIDE A

WRITTEN REPORT OF TEST RESULTS AND COMPLIANCE TO THE OWNER.

ACCEPTABLE SOIL SHALL BE DEFINED AS MEETING ASTM D2487 SOIL CLASSIFICATION GROUPS

GW, GP, GM, SW, SP, SM OR A COMBINATION OF THESE TYPES.

UNACCEPTABLE SOILS SHALL BE DEFINED AS MEETING ASTM D2487 SOIL CLASSIFICATION

GROUPS GC, SC, ML, MH, CL, CH, OL, OH, PT OR A COMBINATION OF THESE TYPES. GROUPS CL AND ML MAY BE ACCEPTABLE IF THE LIQUID LIMIT IS LESS THAN 45 AND THE PLASTICITY INDEX

IS LESS THAN 20.

THE CONTRACTOR SHALL PROVIDE ALL NECESSARY MEASURES TO PREVENT ANY FROST OR

ICE FROM PENETRATING ANY FOOTING OR SLAB SUBGRADES BEFORE AND AFTER PLACING THE

CONCRETE AND UNTIL SUCH SUBGRADE IS FULLY PROTECTED BY THE PERMANENT BUILDING

ENCLOSURE AND THE SPACE IS CONDITIONED TO REMAIN ABOVE FREEZING.

CONCRETE FOOTINGS AND SLABS SHALL NOT BE PLACED ON OR AGAINST SUBGRADES

CONTAINING FROST, SNOW OR ICE. FROZEN SUBGRADES SHALL BE COMPLETELY THAWED AND

RECONDITIONED BEFORE CONCRETE MAY BE PLACED.

REPEATED HEAVY CONSTRUCTION TRAFFIC OVER EXPOSED SUBGRADE WILL CAUSE RUTTING

AND PUMPING WHEN SOIL IS ABOVE THE OPTIMUM MOISTURE CONTENT. AVOID EXCESS

CONSTRUCTION ACTIVITY ON WET SOILS. IF SUBGRADE IS ABOVE THE OPTIMUM MOISTURE

CONTENT DURING CONSTRUCTION, THEN DRYING OF THE SOIL SHALL BE CONDUCTED BY

DISKING, SCARIFICATION, AND AERATION.

SOILS WITH A MOISTURE CONTENT ABOVE THE OPTIMUM LEVEL SHALL BE REMOVED AND

REPLACED WITH COMPACTED GRANULAR FILL.

CONTRACTOR SHALL NOTIFY THE ARCHITECT AND ENGINEER OF ANY UNUSUAL SOIL

CONDITIONS THAT ARE IN VARIANCE WITH THE SOIL REPORT.

CONTRACTOR SHALL NOTIFY THE ARCHITECT AND ENGINEER IMMEDIATELY IF THE EXISTING

FOUNDATIONS VARY FROM THAT SHOWN ON THE DRAWINGS.

CONTRACTOR SHALL VERIFY OPENINGS AND SLEEVES THROUGH FOUNDATION WALLS WITH

THE ARCHITECTURAL, MECHANICAL AND ELECTRICAL REQUIREMENTS. CHANGES IN SIZE,

LOCATION AND NUMBER SHALL NOT BE PERMITTED WITHOUT WRITTEN APPROVAL BY THE

ENGINEER.

FOUNDATIONS

1.

2.

3.

4.

5.

6.

7.

8.

9.

ALL ORGANIC MATERIAL AND UNACCEPTABLE FILL MATERIAL SHALL BE REMOVED FROM

BENEATH THE SLAB ON GRADE AS DIRECTED IN THE SOIL REPORT. EXPOSED SUBGRADE SHALL

BE PROOF ROLLED WITH A HEAVY WEIGHTED VEHICLE OF ROLLER IN THE PRESENCE OF THE

GEOTECHNICAL SPECIAL INSPECTION AGENCY. AREAS EXHIBITING RUTTING, PUMPING OR

WEAKNESS SHALL BE REMOVED AND REPLACED WITH COMPACTED ACCEPTABLE FILL

MATERIAL.

COMPACTION SHALL BE TESTED AND VERIFIED TO MEET 98% STANDARD PROCTOR MAXIMUM

DRY DENSITY ACCORDANCE WITH ASTM D698. FOR RELATIVELY COHESIONLESS GRANULAR FILL

WHICH HAS A PERCENT PASSING THE #200 SIEVE LESS THAN 10 PERCENT AND HAS ONLY A

SLIGHT SENSITIVITY TO MOISTURE CHANGES, COMPACTION SHALL BE 75 PERCENT RELATIVE

DENSITY IN ACCORDANCE WITH ASTM D4253 AND D4254. IF COMPACTION DOES NOT COMPLY,

CONTRACTOR SHALL RECOMPACT AREA AND UNTIL TEST RESULTS ARE PASSING. AN AREA

EXHIBITING WEAKNESS SUCH AS RUTTING OR PUMPING SHALL BE REMOVED AND REPLACED

WITH COMPACTED GRANULAR FILL.

CONCRETE SLAB ON GRADE SHALL BE PLACED ON A 6" WELL GRADED COMPACTED GRANULAR

FILL SUB-BASE.

PLACE ALL SLABS ON GRADE WITH AN APPROVED JOINT PATTERN SUBMITTED BY CONTRACTOR

AND APPROVED BY ENGINEER OR AS SHOWN ON DRAWINGS. SEQUENCE OF CONSTRUCTION

AND CONTROL JOINTS SHALL BE PLACED TO MINIMIZE SHRINKAGE CRACKS.

CONCRETE SLAB ON GRADES SHALL HAVE CONTROL JOINTS SAW CUT OR TOOLED . LOCATE

JOINT ALONG COLUMN CENTER LINES WITH INTERMEDIATE JOINTS AT A MAXIMUM SPACING OF

36 TIMES THE SLAB THICKNESS, UNLESS NOTED OTHERWISE. SLAB JOINT PANELS SHALL HAVE A MAXIMUM LENGTH TO WIDTH RATIO OF 1.5:1. DO NOT STAGGER OR OFFSET JOINTS. PROVIDE

ADDITIONAL JOINTS AT RE-ENTRANT CORNER. IF RE-ENTRANT CORNERS ARE UNAVOIDABLE,

THEN ADDITIONAL REINFORCING COMPRISED OF (2) #4 BARS x 3'-0" SHALL BE PLACED IN THE

CENTER OF THE SLAB DIAGONAL TO THE RE-ENTRANT CORNER CONDITION. PROVIDE SHOP

DRAWING OF CONTROL JOINT PATTERN AND CORNER REINFORCING.

SAWCUT JOINTS AS SOON AS SURFACE WILL ALLOW WITHOUT EDGES RAVELING BUT PRIOR TO

THE NEXT DAY AFTER THE POUR.

FLOOR FINISHES SHALL BE STEEL TROWELED FOR ALL INTERIORS AND BROOM FINISHED FOR

ALL EXTERIORS UNLESS NOTED OTHERWISE.

UTILITY TRENCH BACKFILL UNDER THE SLAB ON GRADE SHALL MEET THE SAME COMPACTION

REQUIREMENTS AS THE ORIGINAL SUBGRADE LISTED ABOVE.

SLOPE SLABS TO DRAINS TO CREATE POSITIVE DRAINAGE. PROVIDE DEPRESSIONS WHERE

INDICATED ON ARCHITECTURAL DRAWINGS, WHILE MAINTAINING THE THICKNESS OF THE

CONCRETE SLAB.

FOUNDATIONS - SLAB ON GRADE

1.

2.

3.

4.

5.

6.

A.

B.

7.

8.

9.

10.

11.

12.

13.

14.

15.

16.

17.

18.

19.

DESIGN, FABRICATE, AND ERECT IN ACCORDANCE WITH THE LATEST EDITION OF STEEL JOIST

INSTITUTE'S, "STANDARD SPECIFICATIONS, LOAD TABLES AND WEIGHT TABLES FOR STEEL

JOISTS AND JOIST GIRDERS."

STEEL JOIST MANUFACTURER SHALL BE CERTIFIED BY THE STEEL JOIST INSTITUTE.

JOIST BRIDGING SIZE, TYPE, SPACING AND CONNECTIONS ARE TO BE DESIGNED AND PROVIDED

IN ACCORDANCE WITH CURRENT "SJI SPECIFICATIONS" AND OSHA REGULATIONS FOR TYPE OF

JOIST, SPACING, SPAN AND LOADING. NOT ALL JOIST BRIDGING HAS BEEN SHOWN ON THE

PLANS. LOCATE BRIDGING TO AVOID MECHANICAL OPENINGS AND DUCT WORK INDICATED ON

PLANS.

HANGING LOAD FROM THE JOISTS SHALL BE APPLIED ONLY AT PANEL POINTS AND ONLY WITH

ACCEPTABLE CONCENTRIC JOIST HANGER DEVICES. NO VERTICAL LOAD SHALL BE IMPOSED

ON THE BRIDGING.

UNLESS NOTED OTHERWISE, DESIGN ROOF JOISTS AND BRIDGING FOR A NET UPLIFT OF 15 PSF

WITHIN 9 FEET OF BUILDING EDGE AND 10 PSF ELSEWHERE.

BAR JOISTS SHALL BE DESIGNED TO RESIST THE FOLLOWING LATERAL (ROLLOVER) LOADS:

2 1/2" SEAT = 1600 LBS

5" SEAT = 500 LBS

PROVIDE SPECIAL JOISTS AND CONNECTIONS CAPABLE OF SUPPORTING THE DESIGN LOADS

INDICATED ON THE DRAWINGS. JOISTS SHALL HAVE VERTICAL LIVE LOAD DEFLECTIONS NO

GREATER THAN 1/360 OF SPAN FOR FLOOR JOIST AND 1/240 OF SPAN FOR ROOF JOISTS.

CONNECT STEEL JOISTS ACCORDING TO THIS TABLE. BOLTS AND WELDS ARE TO BE INSTALLED

ON BOTH SIDES OF JOIST SEATS.

WHERE COLUMNS ARE NOT FRAMED IN AT LEAST TWO DIRECTIONS WITH STRUCTURAL STEEL

MEMBERS, BOLT JOISTS TO STRUCTURAL FRAMING AT THE COLUMN LINES.

MANUFACTURE K-SERIES JOISTS ACCORDING TO STEEL JOIST INSTITUTE'S " STANDARD

SPECIFICATIONS FOR OPEN WEB STEEL JOISTS, K-SERIES."

MANUFACTURE LH-SERIES JOISTS ACCORDING TO STEEL JOIST INSTITUTES'S " STANDARD

SPECIFICATIONS FOR LONGSPAN STEEL JOISTS, LH-SERIES, AND DEEP LONGSPAN STEEL

JOISTS, DLH-SERIES.

CAMBER JOISTS ACCORDING TO SJI SPECIFICATIONS UNLESS NOTED OTHERWISE.

WHERE INDICATED, PROVIDE EXTENDED ENDS OF JOISTS WITH TYPE "R" EXTENDED ENDS

COMPLYING WITH "SJI SPECIFICATIONS."

WHERE INDICATED, PROVIDE TOP CHORD EXTENSION OF JOISTS WITH TYPE "S" TOP CHORD

EXTENSIONS COMPLYING WITH "SJI SPECIFICATIONS."

ALL BAR JOISTS IN THE WASH BAY AND BRINE BAY TO BE HOT DIP GALVANIZED. PRIME PAINT

ALL JOISTS WITH MANUFACTURER'S STANDARD, ZINC RICH, SHOP PRIMER COMPLYING WITH

PERFORMANCE REQUIREMENTS IN SSPC-PAINT 15.

FURNISH ALL MISCELLANEOUS ACCESSORIES INCLUDING HEADERS, CONNECTION PLATES AND

BOLTS.

INSTALL JOISTS AND ACCESSORIES PLUMB, SQUARE, AND TRUE TO LINE, SECURELY FASTEN TO

SUPPORTING CONSTRUCTION. INSTALL BRACING, BRIDGING, AND CONNECTIONS AND ANCHORS

TO ENSURE THAT JOISTS ARE STABILIZED DURING CONSTRUCTION.

INSTALL AND CONNECT BRIDGING CONCURRENTLY WITH JOIST ERECTION, BEFORE

CONSTRUCTION LOADS ARE APPLIED. ANCHOR ENDS OF BRIDGING LINES AT TOP AND BOTTOM

CHORDS IF TERMINATING AT WALLS OR BEAMS.

AFTER ERECTION, PROMPTLY CLEAN, PREPARE AND PRIME PAINT ALL CONNECTIONS, RUST

SPOTS, ABRADED SURFACES OF PRIME PAINTED JOISTS, BEARING PLATES ABUTTING

STRUCTURAL STEEL AND ACCESSORIES.

STEEL JOISTS

JOIST TYPE

K

LH/DLH 02-06

LH/DLH 07-17

LH/DLH 18-25

MINIMUM END BEARING

STEEL

2 1/2" 2 1/2" 4" 6"

MASONRY

4" 6" 6" 6"

WELD SIZE

1/8" 3/16" 1/4" 1/4"

WELD LENGTH

2" 2" 2" 4"

(MATERIAL)

1/2"(A307) 3/4"(A307) 3/4"(A307) 3/4"(A325)

WELD REQUIREMENTS BOLTS

STRUCTURAL STEEL

1.

2.

3.

4.

5.

6.

7.

8.

9.

10.

11.

12.

13.

14.

15.

STRUCTURAL STEEL SHALL CONFORM TO THE REFERENCED EDITION OF THE AISC

"SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS".

STRUCTURAL STEEL MATERIAL STANDARDS

WIDE FLANGE SECTIONS ASTM A992 Fy = 50 KSI ANGLES, CHANNELS & PLATES ASTM A36 Fy = 36 KSI SQUARE AND RECTANGULAR HSS ASTM A500, GR C Fy = 50 KSI ROUND HSS - ASTM A500, GR C - Fy = 46 KSI

STRUCTURAL STEEL CONNECTION STANDARDS:

HIGH STRENGTH BOLTS ASTM F3125 GRADE A325

TENSION CONTROL BOLT/NUT/WASHER ASTM F1852

HEAVY HEX NUT ASTM A563

WASHERS ASTM F436

ANCHOR RODS ASTM F1554 GRADE 36

HEADED WELDED STUDS ASTM A108 TYPE B

WELDING ELECTRODES (CARBON STEEL) AWS 5.1, E70XX

WELDING SHALL BE IN ACCORDANCE WITH STRUCTURAL WELDING CODE, AWS D1.1, LATEST

EDITION, AND SHALL BE PERFORMED BY CERTIFIED WELDERS ONLY USING PROPER

ELECTRODES FOR MATERIAL BEING WELDED. PROVIDE WELD SIZE IN ACCORDANCE WITH AISC

SPECIFICATIONS, BUT NOT LESS THAN 3/16" FILLET, CONTINUOUS UNLESS OTHERWISE NOTED

ALL HIGH STRENGTH BOLTS SHALL BE INSTALLED IN ACCORDANCE WITH RCSC - "

SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS." SEE DRAWINGS

FOR BOLTS SIZES. USE 3/4" DIAMETER, A325 BOLTS UNLESS NOTED OTHERWISE.

WHEN TENSION CONTROL BOLTS ARE INDICATED "TC" ON THE DRAWINGS, PROVIDE HIGH

STRENGTH "TENSION CONTROLLED" BOLTS MEETING ASTM F1852, TYPE 1.

ALL BOLTED CONNECTIONS ARE BEARING TYPE, UNLESS INDICATED AS TENSION CONTROLLED

(TC) OR SLIP CRITICAL (SC). PROVIDE STANDARD HOLES FOR BEARING TYPE CONNECTION

WHICH ARE 1/16" WIDER DIAMETER THAN THE BOLT.

ALL STRUCTURAL STEEL FRAMING AND CONNECTORS IN THE WASH BAY AND BRINE BAY SHALL

BE HOT DIPPED GALVANIZED. ITEMS INDICATED TO BE GALVANIZED SHALL BE HOT-DIP

GALVANIZED IN COMPLIANCE WITH ASTM A123.

AFTER FABRICATION, ALL STEEL SHALL BE CLEANED OF ALL RUST, LOOSE MILL SCALE AND

OTHER FOREIGN MATERIALS. STEEL SHALL BE HAND TOOLED CLEANED (SSPC-SP2) OR POWER

TOOL CLEANED (SSPC-SP3).

ALL STRUCTURAL STEEL AND CONNECTORS OUTSIDE OF THE WASH AND BRINE BAYS TO

RECEIVE ONE COAT OF FABRICATOR'S STANDARD LEAD AND CHROMATE-FREE, ZINC RICH,

RUST INHIBITIVE PRIMER APPLIED PRIOR TO DELIVERY TO THE JOB SITE UNLESS NOTED

OTHERWISE. ALL AREAS OF STRUCTURAL STEEL MEMBERS IN WHICH THE PRIMER COATED

SURFACE IS DAMAGED DURING CONSTRUCTION SHALL BE TOUCHED UP WITH MATCHING

PRIMER.

THERE SHALL BE NO FIELD CUTTING OF STRUCTURAL STEEL MEMBERS FOR THE WORK OF

OTHER TRADES WITHOUT PRIOR WRITTEN APPROVAL OF THE STRUCTURAL ENGINEER OF

RECORD.

ALL MISCELLANEOUS STEEL AS SHOWN OR REFERENCED ON THE ARCHITECTURAL DRAWINGS

SHALL BE FABRICATED AND INSTALLED AS PART OF THE STRUCTURAL STEEL.

CONTRACTOR SHALL PROVIDE ALL TEMPORARY SHORES, GUYS, BRACES AND OTHER

SUPPORTS DURING ERECTION TO KEEP STRUCTURAL STEEL SECURE, PLUMB AND IN

ALIGNMENT AGAINST TEMPORARY CONSTRUCTION LOADS AND LOADS EQUAL TO DESIGN

LOADS. REMOVE ALL TEMPORARY SUPPORTS WHEN PERMANENT STRUCTURAL STEEL

FRAMING AND CONNECTIONS ARE COMPLETED.

MAINTAIN ERECTION TOLERANCES OF STRUCTURAL STEEL WITHIN AISC 303, "CODE OF

STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES."

DO NOT ENLARGE MISALIGNED BOLT HOLES BY BURNING OR THERMAL CUTTING. REAM HOLES

THAT MUST BE ENLARGED TO INSTALL BOLTS.

1.

2.

3.

4.

5.

A.

B.

a.

b.

C.

a.

b.

6.

7.

8.

9.

10.

11.

12.

13.

14.

15.

ALL CONCRETE SHALL CONFORM TO THE LATEST REQUIREMENTS OF THE AMERICAN

CONCRETE INSTITUTES PUBLICATIONS: ACI 301, ACI 305.1, ACI 306.1, ACI 315, AND ACI 318

UNLESS NOTED OTHERWISE.

CONCRETE COMPRESSIVE STRENGTH (28 DAY)(F'c)

FOOTINGS - 4000 PSI

FOUNDATION WALLS AND PIERS - 4000 PSI

SLAB ON GRADE - 4000 PSI

ELEVATED SLAB ON DECK - 4000 PSI

CONCRETE REINFORCEMENT STANDARDS:

DEFORMED BARS - ASTM A615 - Fy = 60 KSI WELDED WIRE REINFORCEMENT (WWR) - ASTM A1064 - Fy = 65 KSI

ALL CONCRETE SHALL BE STONE AGGREGATE UNLESS NOTED OTHERWISE. SUBMIT MIX DESIGN

AND DOCUMENTATION FOR APPROVAL PER ACI 318.

REINFORCEMENT PROTECTION

CONCRETE PLACED AGAINST EARTH - 3"

CONCRETE PLACED IN FORMS BUT EXPOSED TO WEATHER OR EARTH:

BARS #5 AND SMALLER - 1 1/2"

BARS LARGER THAN #5 - 2"

CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND:

SLABS, WALLS, AND JOISTS - 3/4"

BEAMS, COLUMNS - 1 1/2"

WHERE REQUIRED, DOWELS SHALL MATCH THE SIZE, NUMBER AND SPACING OF THE MAIN

REINFORCING UNLESS NOTED OTHERWISE.

ALL SPLICES, STANDARD HOOKS, AND DEVELOPMENT LENGTHS TO BE PER THE REFERENCED

EDITION OF ACI 318. MAKE BARS CONTINUOUS AROUND CORNERS. ALL SPLICES SHALL BE BY

CONTACT LAP.

ALL SPLICES SHALL BE A CLASS "B" TENSION SPLICE AS DEFINED IN ACI 318. PROVIDE LAP

SPLICES LENGTHS AS FOLLOWS:

LAP SPLICE LENGTHS GIVEN, ASSUME CLEAR SPACING BETWEEN BARS OF 2 BAR DIAMETERS,

AND A MINIMUM CLEAR COVER OF 1 BAR DIAMETER. TOP BARS ARE DEFINED AS HORIZONTAL

BARS WITH MORE THAN 12" ON FRESH CONCRETE BENEATH THE BARS.

WALLS AND GRADE BEAMS SHALL NOT HAVE JOINTS IN A HORIZONTAL PLANE, UNLESS

APPROVED BY THE ENGINEER.

CONSTRUCTION JOINTS IN STRUCTURAL CONCRETE WORK MUST BE MADE AT CENTER OF

SPAN OR AT CENTER OF SUPPORT WITH VERTICAL BULKHEADS AND HORIZONTAL KEYS,

UNLESS OTHERWISE SHOWN.

THERE SHALL BE NO ADDITIONAL OPENINGS LARGER THAN 10" IN CONCRETE WALLS AND SLABS

NOT SHOWN. REFER TO CONCRETE OPENING DETAIL FOR ADDITIONAL REINFORCEMENT

AROUND OPENINGS.

REINFORCING STEEL SHALL BE SECURELY FASTENED INTO FORMS PRIOR TO POURING

CONCRETE. WET SETTING OF REINFORCING STEEL WILL NOT BE ACCEPTED PER ACI.

CONCRETE MIX - FOUNDATIONS

COARSE AGGREGATE - 100% PASSING 1" SIEVE

FINE AGGREGATE - 100% PASSING 3/8" SIEVE

WATER/CEMENT RATIO - 0.45

SLUMP (NO WATER REDUCER) - 4" +/- 1"

SLUMP (WITH WATER REDUCER) - 4" TO 8"

AIR CONTENT - 6% +/- 1.5%

CONCRETE MIX - SLAB ON GRADE - INTERIOR

COARSE AGGREGATE - 100% PASSING 1" SIEVE

FINE AGGREGATE - 100% PASSING 3/8" SIEVE

WATER/CEMENT RATIO - 0.5

SLUMP (WITH WATER REDUCER) - 4" TO 6"

AIR CONTENT - LESS THAN 3%

CONCRETE MIX - TOPPING SLAB AND PAN STAIR FILL

COARSE AGGREGATE - 100% PASSING 1/2" SIEVE

FINE AGGREGATE - 100% PASSING NO.8 SIEVE

WATER/CEMENT RATIO - 0.5

SLUMP (WITH WATER REDUCER) - 5" TO 8"

AIR CONTENT - LESS THAN 3%

CAST-IN-PLACE CONCRETE

BAR SIZE

#3 #4 #5 #6 #7 #8 #9 #10 #11

TYPICAL

19" 25" 31" 37" 54" 62" 70" 79" 87"

TOP BARS

25" 33" 41" 49" 71" 81" 91" 102" 114"

4000 PSI

ABBREVIATIONS

A

ADD'L ADDITIONAL

ADD ADDENDUM

AFF ABOVE FINISHED FLOOR

AL ALUMINUM

ALT ALTERNATE

APPROX APPROXIMATE (LY)

ARCH ARCHITECT (URAL)

B

B/ BOTTOM OF

BLDG BUILDING

BM BEAM

BOT BOTTOM

BP BASE PLATE

BRG BEARING

BSMT BASEMENT

BTWN BETWEEN

BF BEAM FLANGE WIDTH

C

CFCI CONTRACTOR FURNISHED

CONTRACTOR INSTALLED

CIP CAST-IN PLACE

CJ CONSTRUCTION/CONTROL JOINT

CL CENTER LINE

CLR CLEAR (ANCE)

CMU CONCRETE MASONRY UNIT

COL COLUMN

CONC CONCRETE

CONN CONNECT (ION) (ED) (OR)

CONT CONTINUOUS

CONST CONSTRUCTION

COORD COORDINATE

CFSF COLD FORMED STEEL FRAMING

D

D DEPTH

DBE DECK BEARING ELEVATION

DBL DOUBLE

DEG DEGREE

DEMO DEMOLITION

DIA DIAMETER

DIM DIMENSION

DN DOWN

DTL DETAIL

DWG DRAWING

DWL DOWEL

E E or EXST EXISTING

E/ EDGE OF

EA EACH

EF EACH FACE

EJ EXPANSION JOINT

ELEC ELECTRIC / ELECTRICAL

ELEV or EL ELEVATION

EMBED EMBEDDED

EOR ENGINEER OR RECORD

EQ EQUAL

EQUIP EQUIPMENT

ES EACH SIDE

EW EACH WAY

F

F ISOLATED FOOTING

F'C CONCRETE COMPRESSIVE

STRENGTH

F/ FACE OF

FC CONCRETE COMPRESSIVE

STRENGTH

FDN FOUNDATION

FF FINISHED FLOOR

FFE FINISH (ED) FLOOR ELEVATION

FLR FLOOR (ING)

FP FIRE PROTECTION

FRP FIBER REINFORCED POLYMER

FTG FOOTING

FV FIELD VERIFY

FY YIELD STRENGTH

G GA GAGE or GAUGE

GALV GALVANIZED

GB GRADE BEAM

GC GENERAL CONTRACTOR

G or GL GRID LINE

GRD GRAD (E) (ING)

H

HC HOLLOW CORE

HDR HEADER

HGR HANGER

HK HOOK

HORIZ HORIZONTAL

HT HEIGHT

HWS HEADED WELDED STUDS

I

ID INSIDE DIAMETER

J

JBE JOIST BEARING ELEVATION

JST JOIST (S)

JT JOINT

K

KO KNOCK-OUT

L L or LNTL LINTEL

LF LINEAR FOOT

LLBB LONG LEG BACK TO BACK

LLOS LONG LEG OUTSTANDING

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

LONG LONGITUDE (INAL)

LSL LONG SLOTTED (HOLES)

LVL LEVEL (ER) or LAMINATED VENEER

LUMBER

M

MATL MATERIAL

MAX MAXIMUM

MECH MECHANICAL

MEMB MEMBRANE

MEP MECHANICAL, ELECTRICAL,

PLUMBING

MEZZ MEZZANINE

MFRG MANUFACTURING

MFR MANUFACTURER

MID MIDDLE

MIN MINIMUM

MISC MISCELLANEOUS

MK MARK

MO MASONRY OPENING

MTL METAL

N

NA NOT APPLICABLE

NIC NOT IN CONTRACT

NTS NOT TO SCALE

O

O/O OUT TO OUT

OC ON CENTER

OD OUTSIDE DIAMETER

OF OUTSIDE FACE

OFCI OWNER FURNISHED-CONTRACTOR

INSTALLED

OFOI OWNER FURNISHED-OWNER

INSTALLED

OH OPPOSITE HAND

OPNG OPENING (S)

ORIG ORIGINAL

OVHD OVERHEAD

P

PAF POWDER ACTUATED FASTENER

PC PRECAST CONCRETE or PILE CAP

PED PEDESTAL

PERF PERFORATED

PERIM PERIMETER

PERP PERPENDICULAR

PH PHASE

PL PLATE

PLYWD PLYWOOD

PREFAB PREFABRICATED

PRELIM PRELIMINARY

PVC POLYVINYL CHLORIDE

Q

QTY QUANTITY

R

R RADIUS

RD ROOF DRAIN

REF REFER (ENCE)

REINF REINFORCE (D) (ING) (MENT)

REQD REQUIRED

RF RETAINING FOUNDATION

RO ROUGH OPENING

RTU ROOF TOP UNIT

S

SC SLIP CRITICAL

SCH or SCHED SCHEDULE

SECT SECTION

SEOR STRUCTURAL ENGINEER OF RECORD

SIM SIMILAR

SJ SAW CUT JOINT or SLIP JOINT

SLBB SHORT LEG BACK TO BACK

SLOS SHORT LEG OUTSTANDING

SLP SLOPE

SOG SLAB ON GRADE

SPC SPACE (ING)

SPEC SPECIFICATIONS

SS STAINLESS STEEL

SSL SHORT SLOTTED (HOLES)

STA STATION

STAG STAGGERED

STD STANDARD

STIFF STIFFENER

STL STEEL

STRUC STRUCTURE (AL)

T

T&B TOP AND BOTTOM

T&G TONGUE AND GROOVE

T/ TOP OF

TC TENSION CONTROLLED BOLT

TEMP TEMPORARY

TF TRENCHED FOUNDATION

THK THICK (NESS)

TOT TOTAL

TRANS TRANSVERSE

TYP TYPICAL

U

UNO UNLESS NOTED OTHERWISE

V

VERT VERTICAL

W

W/ WITH

W/O WITHOUT

WD WIDTH or WOOD

WF WALL FOOTING

WP WORKING POINT

WWR WELDED WIRE REINFORCEMENT

WWF WELDED WIRE FABRIC

MASONRY

STEEL

MISCELLANEOUS

CONCRETE

EARTH

GRANULAR FILL

GROUT

HIDDEN LINE

L(+100'-0") (+99'-0")

CHANGE IN SLAB ELEVATION MARK

W10 x4

9(E

BP2

STRUCTURAL COLUMN DESIGNATION

(E) - EXISTING

(D) - DEMOLISHED

BASE PLATE MARK

F # (+X'-X") P # (+X'-X")

FOOTING MARK (TOP ELEVATION)

BRICK LEDGE STEP MARK

PIER MARK (TOP ELEVATION)

SPAN DIRECTION MARK - ONE WAY

SPAN DIRECTION MARK - ONE WAY

SPAN DIRECTION MARK - TWO WAY

SLAB EXTENTS - ORTHOGONAL OR SLANTED

SHAFT OPENING

MOMENT FRAMING CONNECTION MARK

CANTILEVER FRAMING CONNECTION MARK

SPLICE FRAMING CONNECTION MARK

MOMENT SPLICE FRAMING

CONNECTION MARK

SHEAR TRANSFER MARK

UPPER ELEVATION

LOWER ELEVATION

W(+100'-2")

(+100'-0") WALL STEP MARK

UPPER ELEVATION

LOWER ELEVATION

(+95'-0")

(+97'-0") FOUNDATION STEP MARK

UPPER ELEVATION

LOWER ELEVATION

GENERAL SYMBOLS LEGEND

NORTH ARROW

0A1 VIEW NAME

1/8" = 1'-0" 12" Contributor 1 / Contributor 2 / Contributor 3

VIEW NUMBER

DRAWING SCALE

TRUE NORTH

NORTH

PLAN

SHEET NUMBER

BUILDING SECTION MARK

A1 A101

A000

A1 A101

A1 A101

A1 A101

INTERIOR ELEVATION MARK

VIEW NUMBER

SHEET NUMBER

A101 A1

A00 KEYNOTE VALUE

RFI

REVISION NUMBER

REVISION TYPE

D.8

D.8

EXISTING GRID ID MARK

NEW GRID ID MARK

100'-0"

FIRST FLOOR

IDENTIFIED LEVEL NAME

ELEVATION MARK

SPOT ELEVATION MARK100'-0"

ROOM NAME

101 ROOM NUMBER

GENERAL SYMBOLS LEGEND

VIEW NUMBER

SHEET NUMBER

WALL SECTION MARK

VIEW NUMBER

A101 A1

SHEET NUMBER

DETAIL SECTION MARK

VIEW NUMBER

SHEET NUMBER

ENLARGED DETAIL MARK

VIEW NUMBER

MATCHLINE

SHEET NUMBER

EXTERIOR ELEVATION MARK

VIEW NUMBER

A4/S104

VIEW NUMBER / SHEET NUMBER

OF CONTINUING VIEW

A1

A1

A1

A1

1.

2.

3.

4.

5.

6.

7.

8.

9.

A.

B.

C.

D.

10.

A.

B.

C.

11.

12.

13.

14.

15.

16.

17.

18.

THE GENERAL STRUCTURAL NOTES ARE INTENDED TO SUPPLEMENT THE DRAWINGS AND

SPECIFICATIONS. SHOULD CONFLICTS EXIST BETWEEN THESE DRAWINGS AND THE

SPECIFICATIONS NOTIFY THE ENGINEER OF ANY SUCH CONFLICTS.

STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ALL PROJECT DRAWINGS AND

SPECIFICATIONS. REFER TO ALL DRAWINGS FOR THE COORDINATION OF THE WORK IN THIS

PROJECT.

THE INTENT OF THESE PLANS AND NOTES IS TO PRESENT THE PROJECT REQUIREMENTS.

MAJOR DETAILS HAVE BEEN SHOWN ON THE DRAWINGS. HOWEVER, CERTAIN MINOR DETAILS

MUST BE WORKED OUT IN THE FIELD OR SHOP DRAWING PROCESS BY THE CONTRACTOR.

ELEVATIONS GIVEN ON PLANS ARE IN REFERENCE TO THE FINISHED FLOOR ELEVATION (+

100'-0") WHICH IS EQUAL TO THE CIVIL DATUM OF (1057.50').

UNLESS NOTED OTHERWISE, DETAILS SHOWN ON DRAWINGS ARE TO BE CONSIDERED TYPICAL

FOR ALL SIMILAR CONDITIONS.

THE STRUCTURE IS DESIGNED TO BE STABLE AND SELF-SUPPORTING AFTER THE BUILDING IS

FULLY ERECTED AND ALL CONNECTIONS ARE COMPLETED. UNLESS NOTED OTHERWISE, THE

DRAWINGS DO NOT INDICATE THE MEANS AND METHODS OF CONSTRUCTION. IT IS SOLELY THE

CONTRACTOR'S RESPONSIBILITY TO DETERMINE THE ERECTION PROCEDURE AND

SEQUENCING TO ENSURE THE SAFETY OF THE BUILDING AND ITS COMPONENT PARTS DURING

ERECTION. THIS INCLUDES THE ADDITION TEMPORARY BRACING, GUYS AND TIE-DOWNS

NECESSARY FOR THE ERECTION PROCESS.

IT IS SOLELY THE CONTRACTOR'S RESPONSIBILITY TO FOLLOW THE APPLICABLE SAFETY

CODES AND REGULATIONS DURING ALL PHASES OF CONSTRUCTION.

CONTRACTOR'S CONSTRUCTION AND ERECTION SEQUENCE SHALL CONSIDER THE EFFECTS OF

THERMAL MOVEMENTS OF THE STRUCTURAL ELEMENTS DURING THE CONSTRUCTION PERIOD.

EXISTING CONDITIONS:

THE CONTRACTOR IS RESPONSIBLE FOR VERIFYING ALL DIMENSIONS AND CONDITIONS

RELATING TO EXISTING CONSTRUCTION AND EXISTING SERVICES ON SITE. THE

CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND LOCATIONS OF EXISTING COLUMNS,

WALLS, OPENINGS, ETC, WITH THE ARCHITECTURAL DRAWINGS PRIOR TO PROCEEDING

WITH THE WORK. ANY DISCREPANCIES WITH THE CONTRACT DOCUMENTS SHALL BE

REPORTED TO THE ARCHITECT AND ENGINEER BEFORE PROCEEDING WITH THE AFFECTED

PART OF THE WORK.

DURING CONSTRUCTION THE CONTRACTOR MAY ENCOUNTER EXISTING CONDITIONS

WHICH ARE NOT KNOWN OR ARE AT VARIANCE WITH PROJECT DOCUMENTATION

(DISCOVERY). SUCH CONDITIONS MAY INTERFERE WITH THE NEW CONSTRUCTION OR

REQUIRE PROTECTION AND/OR SUPPORT OF EXISTING WORK DURING CONSTRUCTION. IT

MAY ALSO CONSIST OF DAMAGED OR DETERIORATION OF STRUCTURAL MATERIALS OR

COMPONENTS WHICH COULD JEOPARDIZE THE STRUCTURAL INTEGRITY OF THE

BUILDING(S). THE CONTRACTOR SHALL NOTIFY THE ENGINEER OF ALL DISCOVERIES WHICH

MAY INTERFERE WITH THE PROPER EXECUTION OF THE WORK OR JEOPARDIZE THE

STRUCTURAL INTEGRITY OF THE BUILDING(S) PRIOR TO PROCEEDING WITH THE WORK

RELATED TO SUCH DISCOVERIES.

DURING THE CONSTRUCTION PROCESS, IT SHALL BE SOLELY THE CONTRACTOR'S

RESPONSIBILITY TO MAINTAIN THE INTEGRITY OF THE EXISTING STRUCTURE AND TO

PROTECT IT FROM DAMAGE ANY PORTIONS THAT ARE TO REMAIN.

CONTRACTOR SHALL INVESTIGATE THE SITE DURING EARTHWORK OPERATIONS FOR FILL

MATERIAL OR BURIED STRUCTURES. IMMEDIATELY, NOTIFY THE ENGINEER IF ANY SUCH

MATERIALS OR STRUCTURES ARE DISCOVERED.

STRUCTURAL COORDINATION

MECHANICAL, ELECTRICAL OR PLUMBING LOADS, OPENINGS AND SUPPORT FRAMING ARE

SHOWN FOR BIDDING PURPOSES ONLY. CONTRACTOR SHALL OBTAIN APPROVAL OF THE

MECHANICAL, ELECTRICAL OR PLUMBING CONTRACTOR BEFORE PROCEEDING WITH SUCH

PORTION OF THE WORK.

THE CONTRACTOR SHALL VERIFY THE SIZE AND LOCATION OF ALL OPENINGS, HOLES AND

SLEEVES THROUGH FOUNDATIONS AND OTHER STRUCTURAL ELEMENTS WITH THE

MECHANICAL, ELECTRICAL AND PLUMBING CONTRACTORS. NO OPENINGS SHALL PASS

THROUGH STRUCTURAL MEMBERS UNLESS SHOWN ON THE DRAWINGS OR APPROVED BY

THE ENGINEER.

EXCESS COST DUE TO VARIATION IN THE STRUCTURE TO ACCOMMODATE A SUBSTITUTION

OR ALTERNATE MANUFACTURER(S) FROM THE LISTED BASIS OF DESIGN SHALL BE BORNE

BY THE CONTRACTOR.

BEFORE SUBMITTING A BID, EACH BIDDER SHALL VISIT THE SITE AND BECOME FULLY

ACQUAINTED WITH THE EXISTING CONDITIONS, CONSTRUCTION REQUIREMENTS,

RESTRICTIONS, QUANTITIES AND EQUIPMENT NECESSARY TO COMPLETE THE WORK. THE BID

SHALL INCLUDE ALL ITEMS REQUIRED TO COMPLETE THE WORK WITHIN THE EXISTING

CONDITIONS. DISRUPTION OF THE OWNERS NORMAL ACTIVITIES AROUND THE CONSTRUCTION

SITE SHALL BE KEPT TO A MINIMUM.

THE COST OF ADDITIONAL DESIGN WORK DUE TO ERRORS AND OMISSIONS BY THE

CONTRACTOR DURING CONSTRUCTION SHALL BE BORNE BY THE RESPONSIBLE CONTRACTOR.

ANY ENGINEERING DESIGN PROVIDED BY OTHER AND SUBMITTED FOR REVIEW OR RECORD

SHALL BEAR THE STAMP AND SIGNATURE OF A PROFESSIONAL STRUCTURAL ENGINEER

REGISTERED IN THE STATE WHERE THE PROJECT EXISTS.

CONTRACTOR SHALL COORDINATE WORK SCHEDULES WITH THE OWNER TO ESTABLISH

CONSTRUCTION SEQUENCING AROUND ANY OCCUPIED AREAS. CONTRACTOR SHALL NOT

PROCEED TO OCCUPIED AREAS UNTIL AUTHORIZED BY THE OWNER.

ALL ELEMENTS AND SURFACES DAMAGED BY DEMOLITION, BUT NOT SCHEDULED FOR

REMOVAL SHALL BE REPAIRED AND REFINISHED TO MATCH THE ADJACENT SURFACES AT NO

ADDITIONAL COST TO THE OWNER.

CONTRACTOR SHALL REMOVE ALL DEBRIS AND WASTE MATERIALS RESULTING FROM

CONSTRUCTION FROM THE SITE, UNLESS NOTED OTHERWISE.

CONTRACTOR SHALL MINIMIZE CREATION OF DUST, DIRT AND WINDBORNE DEBRIS FROM

BLOWING ACROSS THE SITE AND ONTO ADJACENT SITES.

CONTRACTOR SHALL COVER ANY EXTERIOR OPENING WITH TEMPORARY CLOSURES WHEN

NOT WORKING ON SITE TO PROTECT THE INTERIOR SPACES FROM WEATHER, INSECTS,

RODENTS AND INTRUDERS.

GENERAL NOTES

SHEET

DATE:

R

EV

IS

IO

N S:

COUNTY: DISTRICT:

PROJECT NUMBER:

Resources & Acquisitions Bureau 800 Lincoln Way Ames, Iowa 50010

(515) 239-1299

Iowa | Illinois | Indiana | Nebraska

4125 Westown Pkwy, Suite 100 | West Des Moines, IA 50266

515.223.8104 | www.shive-hattery.com

SHIVE-HATTERY PROJECT NO:

BG-1D21-(000)-80-82

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15 APR 2026

S000

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2240013090

N O

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E:

BY

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TI

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FOR REFERENCE ONLY

SHOWN AS AN EXAMPLE OF THE TYPE AND SCOPE

OF CONSTRUCTION ANTICIPATED IN ALTON, IA

1.

2.

3.

4.

5.

6.

7.

A.

B.

8.

A.

B.

9.

10.

11.

12.

13.

14.

ALL METAL DECK SHALL BE DESIGNED, MANUFACTURED, AND INSTALLED IN ACCORDANCE WITH

THE LATEST PROVISIONS OF THE STEEL DECK INSTITUTE - "DESIGN MANUAL FOR COMPOSITE

DECKS, FORM DECKS, ROOF DECKS AND CELLULAR METAL FLOOR DECK WITH ELECTRICAL

DISTRIBUTION" AND UNDERWRITER REQUIREMENTS (I.E. FACTORY MUTUAL).

STEEL DECK AND ACCESSORIES SHALL BE FABRICATED FROM STEEL SHEETS CONFORMING TO

THE FOLLOWING STANDARDS:

PAINTED STEEL ROOF DECK ASTM A1008, GR 33

GALVANIZED STEEL ROOF DECK ASTM A653, GR 33

COMPOSITE STEEL FLOOR DECK ASTM A653, GR 50 [40]

PROVIDE METAL DECK MANUFACTURED BY A MEMBER OF THE STEEL DECK INSTITUTE OF THE

TYPE AND GAUGE INDICATED ON THE DRAWINGS.

GALVANIZED STEEL ROOF, FLOOR AND COMPOSITE DECK SHALL BE SHEET MATERIAL

CONFORMING TO ASTM A924 WITH A MINIMUM G60 COATING.

MINIMUM DECK BEARING ON STEEL MEMBERS SHALL BE 1 1/2". INSTALL DECK WITH A MINIMUM

2" END LAPS CENTERED OVER SUPPORT MEMBERS. COMPOSITE FLOOR DECK ENDS SHALL NOT

BE LAPPED.

DECK MANUFACTURER SHALL PROVIDE ALL RIDGE AND VALLEY PLATES, FLOOR DECK FILLERS,

AND COLUMN CLOSURES NECESSARY TO COMPLETE THE DECK INSTALLATION. ALL DECK AND

ACCESSORIES SHALL BE GALVANIZED, 20 GA. MINIMUM.

WHERE NOT INDICATED IN THE DRAWINGS, ATTACH ROOF DECK TO SUPPORTING STEEL

MEMBERS WITH EITHER PUDDLE WELDS OR POWDER ACTUATED FASTENERS:

(4) 5/8" DIAMETER PUDDLE WELDS PER 36 INCH WIDE SHEET (36/4 PATTERN). FASTEN

SIDELAPS CONDITIONS WITH #10 SELF DRILLING SCREWS, MINIMUM OF ONE SCREW AT

EACH MID SPAN OR AT 24" ON CENTER MAXIMUM . ATTACH DECK TO EDGES AT MEMBERS

PARALLEL TO CORRUGATIONS WITH 5/8" DIAMETER PUDDLE WELDS AT MINIMUM 6" ON

CENTER.

APPROVED EQUIVALENT POWDER ACTUATED FASTENERS THAT MEET THE SAME CAPACITY

VALUES AS WELDED CONNECTIONS.

WHERE NOT INDICATED IN THE DRAWINGS, ATTACH FLOOR DECK TO SUPPORTING STEEL

MEMBERS WITH PUDDLE WELDS.

(4) 5/8" DIAMETER PUDDLE WELDS PER 36 INCH WIDE SHEET (36/4 PATTERN). ATTACH DECK

TO EDGE ANGLES AND MEMBERS PARALLEL TO CORRUGATIONS WITH 5/8" DIAMETER

PUDDLE WELDS AT MINIMUM 12" ON CENTER. CONNECT DECK SIDE LAP WITH #10 TEK

SCREWS AT 1/2 THE SPAN OR 36" ON CENTER.

HEADED WELDED STUD INSTALLATION MAY BE SUBSTITUTED FOR WELDED DECK

FASTENING REQUIREMENTS.

DO NOT HANG ANY PIPING, DUCT WORK OR EQUIPMENT GREATER THAN 50LBS FROM STEEL

ROOF DECK.

FLOOR DECKING DEPTH AND GAGES SHOWN HAVE BEEN DESIGNED TO SUPPORT THE WEIGHT

OF WET CONCRETE PLUS A CONSTRUCTION LIVE LOAD OF 20 PSF WITHOUT INTERMEDIATE

SHORING BASED ON A MINIMUM THREE SPAN CONDITION. AREAS WHICH REQUIRE ONE OR TWO

SPAN CONDITIONS BASED ON THE SHOP DRAWING LAYOUT, SHALL BE INVESTIGATED BY THE

MANUFACTURER FOR DEFLECTION AND ALLOWABLE STRESSES. IF DEFLECTION EXCEEDS 1/180

THE SPAN OR THE ALLOWABLE STRESSES OF THE DECK THEN SHORING SHALL BE INDICATED

ON THE SHOP DRAWINGS FOR THOSE LOCATIONS.

AFTER DECK INSTALLATION, PREPARE AND REPAIR DAMAGED GALVANIZED COATINGS ON BOTH

SURFACES OF THE DECK WITH GALVANIZED REPAIR PAINT ACCORDING TO ASTM A780 AND

MANUFACTURER'S WRITTEN INSTRUCTIONS.

AFTER PAINTED DECK INSTALLATION, CLEAN RUST SPOTS, WELDS AND ABRADED SURFACES OF

PAINTED DECK. APPLY REPAIR PAINT OF SAME COLOR AND TYPE AS MANUFACTURER'S SHOP

PRIMED DECK.

VERIFY ALL OPENING SIZES AND LOCATIONS WITH THE APPROPRIATE TRADES. REINFORCE

DECK OPENINGS FROM SIX (6) INCHES TO TWELVE (12) INCHES IN SIZE WITH L2x2x1/4 STEEL

ANGLES. PLACE FRAMING ANGLES PERPENDICULAR TO FLUTES, EXTEND A MINIMUM TWO (2)

FLUTES BEYOND EACH SIDE OF OPENING AND WELD TO DECK AT EACH FLUTE. REFER TO

TYPICAL DETAIL FOR LARGER OPENINGS.

ALL DECK IN GARAGE AREA TO BE ACOUSTICAL DECK. DECK IN WASH BAY AND BRINE BAY TO

BE HOT DIP GALVANIZED AND HAVE ENCAPSULATED INSULATION. ACOUSTICAL DECK IN REST

OF GARAGE AREA TO HAVE A ZINC RICH PRIMER AND THE INSULATION DOES NOT NEED TO BE

ENCAPSULATED. STANDARD ROOF DECK (NON-ACOUSTICAL) OVER THE OFFICE SPACE TO BE

STANDARD PRIMER PAINTED.

STEEL DECK

1.

2.

A.

a.

3.

A.

B.

4.

A.

a.

b.

c.

d.

e.

f.

5.

A.

B.

6.

A.

B.

C.

7.

A.

B.

8.

A.

9.

A.

a.

b.

c.

d.

e.

CONRACTOR SHALL SUBMIT FOR REVIEW AND APPROVAL THE FOLLOWING SUBMITTALS FOR

EACH MATERIAL INDICATED BELOW.

CONCRETE REINFORCING

SUBMIT CONCRETE REINFORCEMENT SHOP DRAWINGS IN ACCORDANCE WITH ACI 315 FOR

APPROVAL.

DETAIL BARS IN ACCORDANCE WITH "ACI DETAILING MANUAL", PUBLICATION SP-66 AND

THE LATEST EDITION OF ACI 318 "BUILDING CODE REQUIREMENTS FOR REINFORCED

CONCRETE".

CAST-IN-PLACE CONCRETE

SUBMIT CONCRETE MIX DESIGNS FOR EACH APPLICATION LOCATION INDICATED IN THE

DRAWINGS.

SUBMIT SHOP DRAWING OF EMBEDDED STEEL ELEMENTS AND CONNECTIONS.

PRECAST STRUCTURAL CONCRETE

PROVIDE PRECAST STRUCTURAL CONCRETE SHOP DRAWINGS WHICH INCLUDE THE

FOLLOWING:

PLANS INDICATING MEMBER SIZES, LOCATIONS, DIMENSIONS, OPENING LOCATIONS

SUPPORT CONDITIONS AND REINFORCEMENT.

DETAIL CONNECTIONS AT MEMBER ENDS AND ADJACENT CONSTRUCTION.

TYPE, SIZE AND LENGTH OF WELDED CONNECTIONS.

LOCATIONS AND DETAILS OF ANCHORAGE DEVICES TO BE EMBEDDED IN OR ATTACHED

TO STRUCTURE OR OTHER CONSTRUCTION.

INDICATE LOCATION, DIMENSIONS AND DETAILS OF CORNER UNITS AND SPECIAL

SHAPES AND JOINTS.

PROVIDE ENGINEERING DESIGN ANALYSIS AND CALCULATIONS DATA SIGNED AND

SEALED BY THE QUALIFIED PROFESSIONAL ENGINEER LICENSED IN THE STATE WHERE

THE PROJECT IS LOCATED.

CONCRETE UNIT MASONRY

SUBMIT CONCRETE MASONRY UNIT PRODUCT DATA, INDICATING COMPRESSIVE STRENGTH

OF UNITS, MORTAR AND GROUT.

SUBMIT SHOP DRAWINGS WITH PLANS AND ELEVATIONS INDICATING CONTROL JOINTS AND

STEEL REINFORCING TO BE INSTALLED IN WALL. INDICATE SIZE, LOCATIONS, BAR LENGTHS

AND SPLICING LENGTHS.

STRUCTURAL STEEL

STRUCTURAL STEEL SHOP DRAWINGS SHOWING COMPLETE DIMENSIONS, DETAILS, SIZES,

AND GRADES OF STEEL MEMBERS AND CONNECTIONS, SIZE, TYPE, AND NUMBER OF

WELDS SHALL BE PREPARED AND SUBMITTED FOR APPROVAL PRIOR TO FABRICATION OF

STEEL COMPONENTS.

STRUCTURAL STEEL SHOP DRAWINGS SHALL BE DETAILED IN COMPLIANCE WITH THE AISC

"DETAILING FOR STEEL CONSTRUCTION". STRUCTURAL STEEL SHALL BE FABRICATED AND

ERECTED IN COMPLIANCE WITH AISC 360 - "SPECIFICATION FOR STRUCTURAL STEEL

BUILDINGS."

CONNECTION DESIGN: SUBMIT DESIGN AND DETAILS OF STRUCTURAL CONNECTIONS

REQUIRED BY THE CONTRACT DOCUMENTS TO BE SELECTED AND COMPLETED BY THE

STRUCTURAL STEEL FABRICATOR, INCLUDING COMPREHENSIVE ENGINEERING ANALYSIS

BY A QUALIFIED REGISTERED STRUCTURAL ENGINEER LICENSED IN THE STATE WHERE

THE PROJECT IS LOCATED. CONNECTION SHALL BE DESIGNED AND DETAILED TO

WITHSTAND THE FORCES AND DESIGN CRITERIA INDICATED ON DRAWINGS.

STEEL JOISTS

SUBMIT BAR JOIST SHOP DRAWING WITH PLANS INDICATING LAYOUT, SIZE DESIGNATIONS,

SPAN LENGTHS, SPACINGS, BRIDGING REQUIREMENTS AND CONNECTION CONDITIONS.

SUBMIT COMPREHENSIVE ENGINEERING DESIGN ANALYSIS OF SPECIAL JOISTS SIGNED

AND SEALED BY THE QUALIFIED PREOFESSIONAL ENGINEER.

STEEL DECKING

SUBMIT STEEL DECK SHOP DRAWING INDICATING PLANS, SIZES, LENGTHS, SPACINGS,

BEARING CONDITIONS AND CONNECTION REQUIREMENTS.

COLD FORMED STEEL FRAMING

PROVIDE COLD FORMED STEEL FRAMING SHOP DRAWINGS WHICH INCLUDE THE

FOLLOWING:

PLANS INDICATING MEMBER SIZES, LOCATIONS, DIMENSIONS, OPENING LOCATIONS

SUPPORT CONDITIONS AND WEB REINFORCEMENT.

DETAIL CONNECTIONS AT MEMBER ENDS AND ADJACENT CONSTRUCTION.

TYPE, SIZE AND LENGTH OF WELDED CONNECTIONS.

LOCATIONS AND DETAILS OF ANCHORAGE DEVICES TO BE EMBEDDED IN OR ATTACHED

TO STRUCTURE OR OTHER CONSTRUCTION.

PROVIDE ENGINEERING DESIGN ANALYSIS AND CALCULATIONS DATA SIGNED AND

SEALED BY THE QUALIFIED PROFESSIONAL ENGINEER LICENSED IN THE STATE WHERE

THE PROJECT IS LOCATED.

SUBMITTALS

1.

2.

A.

B.

C.

D.

3.

4.

5.

6.

7.

8.

9.

10.

11.

12.

13.

14.

DESIGN STRUCTURAL PRECAST TO COMPLY WITH ACI 318 AND PCI MNL 120, "PCI DESIGN

HANDBOOK - PRECAST AND PRESTRESSED CONCRETE." PRECAST STRUCTURAL CONCRETE

COMPONENTS SHALL BE DESIGNED BY THE PRECAST MANUFACTURER'S QUALIFIED

STRUCTURAL ENGINEER LICENSED IN THE STATE WHERE THE PROJECT IS LOCATIONS.

PROVIDE COMPREHENSIVE ENGINEERING ANALYSIS AND DESIGN USING PERFORMANCE

REQUIREMENTS AND DESIGN CRITERIA INDICATED IN THE DRAWINGS AND SPECIFICATIONS.

PRECAST STRUCTURAL CONCRETE MATERIAL STANDARDS:

MINIMUM 28 DAY COMPRESSIVE STRENGTH: 5,000 PSI

REINFORCING BARS: ASTM A615 60,000 PSI

LOW-ALLOY WELDABLE REINFORCING BARS: ASTM A706 60,000 PSI

PRESTRESSING STEEL WIRE, MIN ULTIMATE STRENGTH ASTM A416 270,000 PSI

PRECAST MANUFACTURER SHALL BE A PCI CERTIFIED PLANT. PRECAST STRUCTURAL

CONCRETE COMPONENTS SHALL BE FABRICATED TO COMPLY WITH PCI MNL 116, "MANUAL

FOR QUALITY CONTROL FOR PLANTS AND PRODUCTION OF STRUCTURAL PRECAST CONCRETE

PRODUCTS."

DESIGN PRECAST STRUCTURAL CONCRETE FRAMING SYSTEM AND CONNECTIONS TO

MAINTAIN CLEARANCES AT OPENINGS, TO ALLOW FOR FABRICATION AND CONSTRUCTION

TOLERANCES, TO ACCOMMODATE LIVE LOAD DEFLECTIONS, SHRINKAGE, CREEP AND OTHER

BUILDING MOVEMENTS. MAINTAIN DEFLECTION LIMITS OF ACI 318

FABRICATOR SHALL BE A PCI CERTIFIED PLANT UNDER GROUP C and CA.C3(A) - PRESTRESSED

STRAIGHT STRAND STRUCTURAL MEMBERS

PRECAST INSTALLER/ERECTOR SHALL BE PCI CERTIFIED (CATEGORY S2 - COMPLEX) TO ERECT

STRUCTURAL SYSTEMS.

FURNISH ALL LOOSE CONNECTION HARDWARE AND ANCHORAGE ITEMS TO BE EMBEDDED IN

OR ATTACHED TO OTHER CONSTRUCTION AHEAD OF THOSE CONSTRUCTION SEQUENCES.

PROVIDE LOCATION, SETTING DIAGRAMS, TEMPLATES, AND INSTALLATION INSTRUCTIONS.

ALL PRECAST BEARING CONDITIONS SHALL USE A BEARING PAD AS RECOMMENDED BY THE

PRECAST MANUFACTURER FOR THE APPLICATION. STEEL SHIMS ARE NOT ALLOWED.

CAST-IN ANCHORS, INSERTS, PLATES ANGLES OR OTHER ANCHORAGE HARDWARE WITH

SUFFICIENT ANCHORAGE AND EMBEDMENT TO COMPLY WITH DESIGN REQUIREMENTS.

CAST-IN OPENINGS LARGER THAN 100 SQUARE INCHES (10"x10"). PROVIDE FIELD CUT OPENING

SIZES AND LOCATION ON THE SHOP DRAWING SUBMITTAL FOR PRECAST MANUFACTURERS

REVIEW AND APPROVAL.

DO NOT INSTALL PRECAST CONCRETE UNITS UNTIL SUPPORTING STRUCTURE IS COMPLETE

AND STRUCTURALLY READY TO RECEIVE LOADS FROM PRECAST. CAST-IN-PLACE CONCRETE

SHALL HAVE ACHIEVED SPECIFIED DESIGN STRENGTH WITH TESTING CONFIRMATION

PERFORMED.

ERECT PRECAST STRUCTURAL CONCRETE LEVEL, PLUMB, AND SQUARE WITHIN ACI

TOLERANCES. PROVIDE TEMPORARY FRAMING, SHORING, AND BRACING AS REQUIRED TO

MAINTAIN POSITION, STABILITY AND ALIGNMENT OF UNITS UNTIL PERMANENT CONNECTIONS

ARE COMPLETED.

CLEAN EXPOSED SURFACES OF PRECAST CONCRETE UNITS AFTER ERECTION AND

COMPLETION OF THE JOINT GROUTING. REMOVE WELD SLAG, STAINS, DIRT AND OTHER

DELETERIOUS MATERIAL.

REFER TO ARCHITECTURAL DRAWINGS FOR EXPOSED SURFACE FINISHES, TEXTURES,

REVEALS, ETC.

PRECAST STRUCTURAL CONCRETE

1.

2.

3.

4.

5.

6.

7.

A.

B.

C.

D.

E.

8.

9.

10.

11.

A.

B.

C.

D.

12.

13.

14.

15.

A.

B.

C.

D.

E.

F.

16.

17.

CONCRETE MASONRY UNIT STANDARDS AND COMPRESSIVE STRENGTHS:

DESIGN ASSEMBLY STRENGTH, F'm , BY UNIT STRENGTH METHOD 2500 PSI

CONCRETE MASONRY UNITS (NORMAL WEIGHT) ASTM C90 3250 PSI

MASONRY GROUT ASTM C476 2500 PSI

MASONRY MORTAR, TYPE S ASTM C270 1800 PSI

REINFORCING FOR MASONRY ASTM A615 Fy = 60 KSI

PLATE AND BENT BAR ANCHORS ASTM A36

WIRE MESH TIES ASTM A185

JOINT REINFORCEMENT, LADDER TYPE, 1.7(9GA) ASTM A1064

ANCHOR RODS FOR MASONRY ASTM A307

THE LOAD BEARING CONCRETE MASONRY WALLS FOR THIS PROJECT WERE DESIGNED TO

SPAN VERTICALLY AND BE BRACED BY THE ROOF AND FLOOR FRAMING ELEMENTS OF THE

STRUCTURE. DURING CONSTRUCTION THE MASONRY CONTRACTOR SHALL PROVIDE LATERAL

BRACING UNTIL THE ROOF STRUCTURE IS INSTALLED AS RECOMMENDED BY ACI 530 AND THE

LATEST REVISION OF "STANDARD PRACTICE FOR BRACING MASONRY WALLS UNDER

CONSTRUCTION", PREPARED BY THE COUNCIL FOR MASONRY WALL BRACING. THIS BRACING IS

TO PREVENT UNNECESSARY STRESS OR DAMAGE TO THE MASONRY WALLS FROM LATERAL

LOADS, WHICH CAN OCCUR WHILE THE WALLS ARE NOT PROPERLY BRACED BY THE ROOF AND

FLOOR STRUCTURE.

SPLICE REINFORCING USING CONTACT LAPS TO THE LENGTHS INDICATED BELOW:

NP = NOT PERMITTED

NOTES TO SPECIFIER:

BASED ON 100% ALLOWABLE TENSILE STRESS IN REINFORCING (24,000 PSI)

LAP SPLICE CAN BE REDUCED (DIV BY 1.5) IF STRESS IS LESS THAN 80%

BARS GREATER THAN #9 ARE REQUIRED TO BE MECHANICALLY SPLICED

MASONRY MATERIALS AND CONSTRUCTION SHALL COMPLY WITH THE REQUIREMENTS OF

“SPECIFICATION FOR MASONRY STRUCTURES AND RELATED COMMENTARIES (ACI 530/ASCE

6/TM 602) PUBLISHED BY AMERICAN CONCRETE INSTITUTE, EXCEPT WHERE REQUIREMENTS

ARE EXCEEDED BY THESE CONTRACT DOCUMENTS.

THOROUGHLY MIX MORTAR AND GROUT INGREDIENTS IN ACCORDANCE WITH THE

REFERENCED ASTM ABOVE IN QUANTITIES NEEDED FOR IMMEDIATE USE. DO NOT USE ANTI-

FREEZE COMPOUNDS TO LOWER THE FREEZE POINT.

ALL LOAD BEARING MASONRY WALLS SHALL BE HAVE FULL MORTAR BED, HEAD AND COLLAR

JOINTS. LAY HOLLOW MASONRY UNITS WITH FACE SHELL BEDDING ON HEAD AND BED JOINTS.

HORIZONTAL JOINT REINFORCEMENT: ALL LOAD BEARING MASONRY WALLS SHALL BE

CONSTRUCTED WITH LADDER TYPE JOINT REINFORCEMENT AS FOLLOWS:

SPACED AT A MAXIMUM OF 16" ON CENTER IN WALL CONSTRUCTION.

LAP JOINT REINFORCEMENT ENDS MINIMUM 6 INCHES.

PLACE HORIZONTAL JOINT REINFORCEMENT ONE ROW ABOVE AND ONE ROW BELOW ALL

WALL OPENINGS.

PLACE CONTINUOUS JOINT REINFORCEMENT IN FIRST JOINT BELOW THE TOP OF THE WALL.

DO NOT CONTINUE HORIZONTAL JOINT REINFORCEMENT ACROSS CONTROL OR EXPANSION

JOINTS.

ALL LOAD BEARING REINFORCED UNIT MASONRY WALLS SHALL HAVE (1) #5 BAR VERTICALLY IN

GROUTED CELL AT ALL CORNERS, ENDS OF WALLS, WALL INTERSECTIONS, AND IMMEDIATELY

ADJACENT TO EACH SIDE OF CONTROL JOINTS AND WALL OPENINGS.

CONCRETE MASONRY UNIT CORES SHALL BE PLACED WITH CELLS IN VERTICAL ALIGNMENT. ALL

CORES CONTAINING REINFORCEMENT AND ANCHORS SHALL BE FILLED SOLID WITH GROUT.

GROUT ALL CELLS TO RECEIVE ANCHORS.

PROVIDE A MINIMUM OF 1/2" OF GROUT BETWEEN THE MAIN REINFORCING AND THE MASONRY

UNITS. ALL VERTICAL REINFORCEMENT SHALL BE CENTERED IN THE WALL UNLESS NOTED

OTHERWISE.

ALL MASONRY WALLS SHALL HAVE VERTICAL CONTROL JOINTS AT A MAXIMUM SPACING OF 25

FEET AS FOLLOWS:

COORDINATE CONTROL JOINTS WITH LOCATIONS INDICATED ON ARCHITECTURAL

DRAWINGS.

CONTROL JOINTS SHALL NOT INTERFERE WITH BEAMS, JOISTS, OR LINTEL BEARING.

PROVIDE PREFORMED EXTRUDED RUBBER CONTROL JOINT DESIGNED FOR MASONRY

WALLS CONFORMING TO ASTM D2000 2AA-805.

SEAL JOINT WITH SINGLE COMPONENT ELASTERMERIC POLYURETHANE SEALANT. COLOR

TO MATCH MORTAR JOINTS.

DOWELS IN FOOTINGS SHALL BE PLACED TO ALIGN WITH CORES CONTAINING REINFORCING

STEEL. COORDINATE PLACEMENT BEFORE CONSTRUCTION OF FOOTING BEGINS.

GROUT SOLID ALL CMU CORES BELOW ADJACENT GRADE OR BELOW SLAB ON GRADE

CONSTRUCTION.

DURING CONSTRUCTION OF WALLS, COVER TOPS OF WALLS, PARTIALLY COMPLETED MASONRY

AND ANY OPEN WALL CAVITIES AT SILLS OR HEADERS WITH WATERPROOF SHEETING AT THE

END OF EACH DAY'S WORK.

MASONRY WALL CONSTRUCTION TOLERANCES

MAXIMUM VARIATION FROM UNIT TO UNIT: 1/16"

MAXIMUM VARIATION FROM PLANE OF WALL: 1/4"

MAXIMUM VARIATION FROM PLUMB: 1/4"

MAXIMUM VARIATION FROM LEVEL COURSING: 1/8"

MAXIMUM VARIATION OF JOINT THICKNESS: 1/8"

MAXIMUM VARIATION FROM CROSS SECTIONAL THICKNESS OF WALL: 1/4"

REINFORCE ALL NON-LOAD BEARING MASONRY WALLS (SHOWN ON ARCHITECTURAL

DRAWINGS) WITH #5 BARS AT XX" OC UNLESS NOTED OTHERWISE.

BEAM BEARING CONDITIONS: FILL BLOCK CELLS SOLID WITH GROUT A DISTANCE OF 24"

BENEATH AND 12" EACH SIDE OF BEAM REACTIONS OR OTHER CONCENTRATED LOADS IF NOT

OTHERWISE REINFORCED. ALL BEAM AND JOIST POCKETS SHALL BE GROUTED SOLID OR

FILLED WITH CONCRETE MASONRY UNITS AFTER STEEL ERECTION IS COMPLETE.

REINFORCED UNIT MASONRY

BAR SIZE

#3 #4 #5 #6 #7 #8 #9

6" CMU

27" 36" 45" 54"

NP

NP

NP

8" CMU

27" 36" 45" 54" 63" 113"

NP

10" CMU

27" 36" 45" 54" 63" 72" 82"

12" CMU

27" 36" 45" 54" 63" 72" 82"

MINIMUM LAP SPLICE LENGTH

1.

2.

3.

4.

5.

6.

7.

8.

PROVIDE LINTELS ABOVE ALL WALL OPENINGS AND RECESSES GREATER THAN 12" WIDE AS

INDICATED IN THE PLANS AND LINTEL SCHEDULE.

OPENINGS NOT IDENTIFIED ON THE DOCUMENTS SHALL BE CONSTRUCTED IN A SIMILAR

MANNER TO THE SCHEDULED LOCATIONS THAT MATCH SPAN AND LOAD CONDITIONS. CONTACT

STRUCTURAL ENGINEER FOR CONFIRMATION.

LINTELS FOR 8" WIDE CMU NON-LOAD BEARING MASONRY PARTITION WALLS SHALL HAVE

LINTELS IN ACCORDANCE WITH THE FOLLOWING SCHEDULE:

ALL CMU BOND BEAM LINTELS SHALL HAVE A MINIMUM (2) #5 BARS PLACED 3" FROM THE

BOTTOM OF THE BLOCK AND GROUTED SOLID.

ALL STEEL ANGLE LINTELS ARE LONG LEG BACK TO BACK AND STITCH WELDED TOGETHER TOP

AND BOTTOM 3" LONG AT 12" ON CENTER MINIMUM.

ALL BOND BEAM LINTELS SHALL BE CONSTRUCTED USING BOND BEAM UNITS.

WALL OPENING JAMBS SHALL BE GROUTED SOLID FULL HEIGHT BELOW THE WIDTH OF THE

LINTEL BEARING, UNLESS NOTED OTHERWISE.

ALL LINTELS SHALL HAVE A MINIMUM OF 8" END BEARING, UNLESS NOTED OTHERWISE.

ALL STEEL LINTEL ASSEMBLIES IN EXTERIOR WALL CONSTRUCTION SHALL BE HOT-DIP

GALVANIZED PER ASTM A123, UNLESS NOTED OTHERWISE.

BEARING PLATES NOT REQUIRED FOR STEEL LINTELS, UNLESS NOTED OTHERWISE.

REINFORCED UNIT MASONRY - LINTELS

OPENING WIDTH MASONRY OPTION STEEL OPTION

1'-0 TO 2'-0"

>2'-0" TO 4'-0"

>4'-0" TO 6'-0"

>6'-0" TO 8'-0"

8" DEEP BOND BEAM 5/16"x7"PLATE (2)L3 1/2x3 1/2x1/4

(2)L4x3 1/2x5/16(LLV) (2)L5x3 1/2x5/16(LLV)

8" DEEP BOND BEAM

8" DEEP BOND BEAM

16" DEEP BOND BEAM

SHEET

DATE:

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COUNTY: DISTRICT:

PROJECT NUMBER:

Resources & Acquisitions Bureau 800 Lincoln Way Ames, Iowa 50010

(515) 239-1299

Iowa | Illinois | Indiana | Nebraska

4125 Westown Pkwy, Suite 100 | West Des Moines, IA 50266

515.223.8104 | www.shive-hattery.com

SHIVE-HATTERY PROJECT NO:

BG-1D21-(000)-80-82

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7. The contractor is responsible for testing services that are required for material submittals and that not part of the special inspections program (e.g. aggregate tests, concrete mix designs, testing of controlled fill, materials, etc.).

6. The special inspection and quality assurance program does not relieve the contractor of his or her responsibility to perform quality control.

5. When deficiencies are identified, the contractor must take corrective actions to comply with the contract documents or remedy the deficiencies as directed by the registered design professional.

4. The contractor must cooperate with the inspections and testing agencies. Safe access must be provided to all inspection and test to be performed. This may require the contractor to provide scaffolding, ladders or lifts.

3. The contractor is responsible for scheduling inspections and tests. Sufficient notice and lead time must be allowed for the inspection and testing to be performed without impending construction operations.

2. Pre-construction meeting is to be conducted by the contractor with meeting minutes to be taken and distributed to all members attending. Meeting minutes to include a sign-in sheet for all parties.

1. The Contractor is responsible for scheduling a pre-construction meeting (scheduled at least 5 business days before start of construction). Meeting should include all responsible parties (A/E, SI's, Field Inspector). Meeting is for entire project, not phase of work.

CONTRACTOR'S RESPONSIBILITY REGARDING INSPECTIONS

6. Each Contractor responsible for the construction or fabrication of a system or component described above must submit a Statement of Responsibility.

I. Foundation design: Cast in place reinforced concrete on aggregate piers.

H. Critical support systems and connections and debris impact protection of the components and connections:

All critical systems are within shelter enclosure.

G. Corrosion resistance or protection of exposed metal connectors providing load path continuity: NA F. Wall cladding and wall cladding connections: NA

E. Main windforce-resisting system connections to the foundation: Field welded steel embeds between precast concrete walls and concrete foundations.

D. Main windforce-resisting systems: Precast concrete shear walls.

C. Roof diaphragm systems, including connectors, drag struts and boundary elements: Reinforced concrete topping slab composite with double tee for roof diaphragm with diaphragm chord reinforcing.

B. Wall connections to roof diaphragm and framing: Steel framing to precast wall panel.

A. Roof cladding, soffits, and roof framing connection: Roof vapor retarder, insulation system, cover board and membrane. Field weld deck attachment to steel beams. See item "B" for beam connection to walls.

5. Description of Wind Force-Resisting components subject to Special Inspection of Wind Resistance:

SEE SPECIAL INSPECTION

CHARTS THIS SHEET

4. Description of main Wind Force-Resisting System subject to Special Inspection for Wind Resistance:

PRECAST SHEAR WALLS

3. Statement for Special Inspection for Wind Resistance Required (Y/N): Y

2. Wind Exposure Category: C

1. Nominal Design Wind Speed, Vasd = 115

Quality Assurance Plan for Wind Requirements:

2. Statement of Special Inspections for Seismic Resistance required (Y/N): N

1. Seismic Design Category: B

Quality Assurance for Seismic Resistance:

QUALITY ASSURANCE PLAN

EDI-EIFS EIFS Third Party Inspector Exterior Design Institute (EDI) Certification

NICET-GET Geotechnical Engineering Technician - Level I, II, III & IV NICET-ST Soils Technician - Levels I, II, III & IV NICET-CT Concrete Technician - Levels I, II, III, & IV National Institute of…