03_Structural.pdf

FOUNDATION NOTES

F-1. ALL COLUMN FOOTINGS ARE TO BE CENTERED UNDER COLUMN

CENTERLINES, UNLESS NOTED OR DETAILED OTHERWISE.

F-2. THE FOUNDATION CONTRACTOR SHALL FULLY REVIEW UNDER-GROUND

PLUMBING DRAWINGS AND SHALL COORDINATE WITH THE UNDER-GROUND

PLUMBING CONTRACTOR TO DEPRESS FOOTINGS AND PROVIDE PIPE

SLEEVES THROUGH FOUNDATION WALLS AS NECESSARY TO ACCOMMODATE

PLUMBING LINES OR TRAPS WHICH PENETRATE CONCRETE FOOTINGS OR

FOUNDATIONS.

F-3. PROVIDE PVC SLEEVES THROUGH FOUNDATION WALLS/FOOTINGS FOR PIPE,

CONDUIT, AND CABLE PENETRATIONS, INCLUDING ELECTRICAL GROUNDING

SYSTEM CABLES. SEE APPROPRIATE DRAWINGS FOR LOCATIONS/SIZES.

PLACE SLEEVES IN LOCATIONS TO AVOID DISPLACING REINFORCING STEEL.

F-4. FOOTING SUBGRADES SHALL BE CLEAN AND FREE OF DEBRIS, STANDING

WATER, AND LOOSE SOIL.

F-5. REFER TO ELECTRICAL DRAWING SITE LIGHTING FOR POLE BASES.

SUPPLIED AND INSTALLED BY GENERAL CONTRACTOR.

F-6. COORDINATE WITH ARCHITECTURAL AND CIVIL DRAWINGS FOR

MISCELLANEOUS FOUNDATIONS NOT SHOWN ON STRUCTURAL DRAWINGS.

F-7. CONTROL JOINTS IN THE CAST-IN-PLACE CONCRETE FOUNDATION WALLS

SHALL BE PLACED AT SPACING NOT TO EXCEED 20' O.C. OR AS LOCATED

PER DRAWINGS AND SHOULD ALIGN WITH MASONRY CONTROL JOINTS

WHERE APPLICABLE. SEE DETAIL SHEETS FOR CONTROL JOINT DETAILS.

PROVIDE VERTICAL "V" GROOVE AT ALL CONSTRUCTION AND CONTROL

JOINTS. CONTRACTOR SHALL SUBMIT PLANS OF JOINT LOCATIONS FOR

APPROVAL.

F-8. SEE TYPICAL SLAB-ON-GRADE DETAILS FOR SLAB AND SUB-BASE

REQUIREMENTS. THESE WILL BE TYPICAL THROUGHOUT UNLESS NOTED

OTHERWISE.

F-9. A LEAN CONCRETE MUD SLAB 2" TO 3" THICK SHALL BE USED IN THE FOOTING

EXCAVATION IF THE BOTTOM OF THE EXCAVATION TENDS TO BECOME

MUDDY AND SOFT DUE TO CONSTRUCTION ACTIVITY. LEAN CONCRETE

SHALL HAVE A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 2000 PSI.

F-10. COORDINATE GROUNDING REQUIREMENTS FOR FOUNDATION/FOOTING

REINFORCING STEEL WITH ELECTRICAL DRAWINGS. COORDINATE

INSTALLATION OF GROUNDING WIRES/EQUIPMENT WITH ELECTRICAL

CONTRACTOR PRIOR TO CASTING CONCRETE.

CONCRETE & REINFORCING STEEL NOTES

MATERIAL PROPERTIES (U.N.O.)

COMPRESSIVE STRENGTH - F'c = 4 KSI CONCRETE REINFORCEMENT - Fy = 60 KSI (A615 GR 60)

CR-1. PROVIDE ONE (1) HOOKED REINFORCING BAR IN CONCRETE FOOTING

TO SERVE AS A “CONCRETE ENCASED ELECTRODE” IN ACCORDANCE

WITH THE NATIONAL ELECTRIC CODE. COORDINATE WITH ELECTRICAL

CONTRACTOR FOR EXACT LOCATION. HOOKED REINFORCING BAR SHALL

CONFORM TO THE FOLLOWING:

A. UNCOATED, LOW-ALLOY STEEL, CONFORMING TO ASTM A706.

B. BAR SIZE NUMBER 4.

C. HOOKED AT ONE END ONLY.

D. MINIMUM HORIZONTAL LENGTH OF REINFORCING BAR ENCASED

IN CONCRETE FOOTING SHALL BE 20’-0” AS DEFINED IN NEC,

ARTICLE 250.

E. MINIMUM VERTICAL PROJECTION OF REINFORCING BAR ABOVE

CONCRETE SLAB SHALL BE 0’-6”.

F. MINIMUM COVER ALL AROUND REINFORCING BAR SHALL BE 2”.

CR-2. ALL BAR LAPS SHALL CONFORM TO ACI 318 CLASS "B" SPLICE CRITERIA.

USE TOP BAR LAP LENGTHS FOR TOP BARS IN SLABS AND BEAMS OVER

14" DEEP. MINIMUM BAR LAPS AS FOLLOWS UNLESS NOTED OTHERWISE:

#3:1'-4" #4:1'-4" #5:1'-10" #6:2'-7" #7:4'-2" #8:5'-2" #9:6'-4" #10:7'-8" #11:9'-0"

FOR EPOXY COATED BARS, PROVIDE 1.5 TIMES THE INDICATED LAP

LENGTH. FOR TOP BARS PROVIDE 1.3 TIMES THE INDICATED LAP LENGTH.

CR-3. LAP LENGTH SHALL BE SPECIFICALLY NOTED ON SHOP DRAWINGS WHERE

MORE THAN ONE BAR MAKES UP A CONTINUOUS STRING.

CR-4. HORIZONTAL BARS SHALL BE DETAILED TO SHOW THE DISTANCE FROM

AT LEAST ONE END OF THE BAR TO THE NEAREST BUILDING GRID LINE OR

WALL.

CR-5. REINFORCING SHALL BE DETAILED IN ACCORDANCE WITH ACI 315.

CR-6. ALL REINFORCEMENT BARS SHALL BE FABRICATED IN ACCORDANCE WITH

THE LATEST CRSI MANUAL OF STANDARD PRACTICE AND SHALL BE CLEAN

AND FREE OF GREASE AND SCALING RUST.

CR-7. CONTINUOUS TOP AND BOTTOM BARS, WHEN SHOWN IN TRANSVERSE

SECTION ONLY, SHALL BE LAPPED AS FOLLOWS:

TOP BARS NEAR MID-SPANS; BOTTOM BARS DIRECTLY OVER SUPPORTS,

UNLESS NOTED OTHERWISE.

CR-8. WATER STOPS SHALL BE PROVIDED IN HORIZONTAL AND VERTICAL

CONSTRUCTION JOINTS WHERE FINISHED FLOOR IS BELOW EXTERIOR

GRADE UNLESS OMISSION IS APPROVED BY THE ENGINEER.

CR-9. HOOK HORIZONTAL WALL AND BEAM REINFORCING BARS AT

DISCONTINUOUS ENDS, TYPICAL UNLESS NOTED OTHERWISE. EXTEND

REINFORCEMENT TO FAR FACE OF PIERS/PEDESTALS AND/OR COLUMNS

UNLESS NOTED OTHERWISE.

CR-10. PROVIDE HOT/COLD WEATHER PROCEDURES AND PROTECTION

IN ACCORDANCE WITH ACI RECOMMENDATIONS AND PROJECT

SPECIFICATIONS.

CR-11. CONCRETE REINFORCEMENT PROTECTION/CLEAR COVER,

UNLESS NOTED OTHERWISE:

FOOTINGS:

BOTTOM & SIDES 3"

TOP 2"

WALLS:

EXTERIOR EXPOSURE 2"

INTERIOR EXPOSURE 1"

BEAMS/COLUMNS:

OVER TIES OR STIRRUPS 1 1/2"

ELEVATED SLABS: 1"

CR-12. PROVIDE ADDITIONAL #4 BARS AT 4'-0" LONG 1" BELOW TOP OF SLAB AT

45° TO ALL REENTRANT CORNERS,OPENINGS IN CONCRETE SLABS AND

AS INDICATED ON DRAWINGS.

CR-13. ALL CONCRETE FOUNDATION WALLS SHALL HAVE A MINIMUM OF

(2) #5 BARS CONTINUOUS TOP AND BOTTOM, UNLESS NOTED OR

DETAILED OTHERWISE.

CR-14. EXTEND ALL PIER STEEL TO PROVIDE STD. HOOK UNDER FOOTING

REINFORCEMENT, UNLESS NOTED OTHERWISE.

CR-15. ALL CONCRETE DESIGN AND CONSTRUCTION SHALL CONFORM WITH THE

LOCAL BUILDING CODE REQUIREMENTS AND THOSE OF THE FOLLOWING

STANDARDS (LATEST EDITION):

"ACI 318, BUILDING CODE REQUIREMENTS FOR REINFORCED CONC."

"ACI 315, DETAILS AND DETAILING OF CONCRETE REINFORCEMENT"

"ACI 301, SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BLDGS."

"ACI 307, RECOMMENDED PRACTICE FOR CONCRETE FORM WORK"

CR-16. SEE SECTION 033000 OF SPECIFICATIONS FOR INFORMATION REGARDING

CONCRETE MIX DESIGN, TESTING, MATERIALS, AND ADMIXTURES.

CR-17. ALUMINUM CONDUIT IS NOT PERMITTED TO BE EMBEDDED IN CONCRETE.

CR-18. REFER TO FLATWORK DRAWINGS AND/OR SPECIFICATIONS FOR

SLAB-ON-GRADE FINISH TYPES AND DEPRESSIONS REQUIRED FOR MATS,

TILE, AND OTHER FINISH MATERIALS.

CR-19. PROVIDE FOOTING DOWELS TO MATCH VERTICAL WALL REINFORCING.

WHERE WALL REINFORCING IS NOT INDICATED, DOWEL FOOTING TO

FOUNDATION WALLS WITH #5 REBAR AT 16" O.C. BY 3'-0" LONG, WITH

STANDARD HOOKS EMBEDDED A MINIMUM OF 9" INTO FOOTING.

CR-20. ALL PIER FOOTINGS TO HAVE DOWELS WITH STANDARD HOOKS OF SAME

SIZE AND QUANTITY AS PIER STEEL. DOWELS TO LAP PIER STEEL AS

REQUIRED FOR A CLASS "B" TENSION SPLICE.

CR-21. ALL OPENINGS IN CONCRETE FOUNDATION WALLS ARE TO HAVE (4) #5

DIAGONAL BARS EACH FACE OF THE WALL UNLESS OTHERWISE NOTED.

BARS SHALL EXTEND 2 FEET BEYOND OPENING ON EACH SIDE.

CR-22. UNLESS NOTED OTHERWISE, THICKEN THE SLAB-ON-GRADE BENEATH

INTERIOR MASONRY PARTITIONS 8 INCHES BELOW BOTTOM OF SLAB ON

GRADE. THICKENED PORTION TO EXTEND 8 INCHES BEYOND THE FACE

OF THE WALL ON EACH SIDE. REINFORCE THE THICKENED PORTION

WITH (3) #5 CONTINUOUS, LONGITUDINAL REINFORCING BARS AND

#5 TRANSVERSE BARS AT 16" O.C., UNLESS NOTED OTHERWISE.

CR-23. PITCH CONCRETE TO FLOOR DRAINS. COORDINATE WITH PLUMBING AND

ARCHITECTURAL DRAWINGS.

CR-24. UNLESS NOTED OTHERWISE, PROVIDE CONTROL OR CONSTRUCTION

JOINTS IN SLABS-ON-GRADE AT 15 FOOT MAXIMUM CENTERS EACH

DIRECTION. CONTRACTOR SHALL SUBMIT PLANS OF JOINT LOCATIONS

TO THE CONTRACTING OFFICER'S REPRESENTATIVE FOR APPROVAL

PRIOR TO CASTING SLABS-ON-GRADE. COORDINATE WITH ARCH-

ITECTURAL DRAWINGS AND FLOOR FINISHES SUCH AS TILE AND TERRAZZO.

CR-25. ALL DOWELS INTO EXISTING CONCRETE OR SOLID MASONRY TO BE

EPOXY ANCHORED WITH HILTI HIT-RE 500-SD ADHESIVE OR EQUIVALENT,

(UNLESS INDICATED OTHERWISE.)

GENERAL NOTES

G-1. FIELD VERIFY ALL DIMENSIONS AND EXISTING CONDITIONS PRIOR TO START

OF CONSTRUCTION - RESOLVE ANY DISCREPANCY WITH CONTRACTING

OFFICER'S REPRESENTATIVE.

G-2. FOR CLARITY, ALL EXTERIOR SLABS AND SIDEWALKS MAY NOT BE SHOWN.

FOR EXACT DIMENSIONS, LOCATIONS, JOINTS AND SCORE LINES, SEE

ARCHITECTURAL AND/OR CIVIL DRAWINGS.

G-3. VERIFY ALL SIZES, WEIGHTS AND LOCATIONS OF MECHANICAL AND

ELECTRICAL EQUIPMENT, ROOF PENETRATIONS, DUCTS, ETC. WITH

MECHANICAL AND ELECTRICAL CONTRACTORS AND FIELD CONDITIONS.

G-4. DETAILS MARKED "TYPICAL" MAY OR MAY NOT BE CUT ON PLANS,

BUT SHALL APPLY UNLESS NOTED OTHERWISE.

G-5. STRUCTURAL SYSTEM IS DESIGNED TO WORK AS A COMPLETED SYSTEM,

ANY SHORING OR BRACING NECESSARY DURING CONSTRUCTION SHALL BE

THE RESPONSIBILITY OF THE GENERAL CONTRACTOR.

G-6. SEE ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND PLUMBING PLANS

FOR SLEEVES, INSERTS, ETC. NOT SHOWN ON STRUCTURAL PLANS.

G-7. NO PIPES OR SLEEVES FOR MECHANICAL TRADES SHALL PASS THROUGH

STRUCTURAL MEMBERS WITHOUT APPROVAL OF THE STRUCTURAL

ENGINEER.

G-8. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR ALL SITE SAFETY

AND ALL ACCIDENTS WHICH RESULT IN DEATH, PERSONAL INJURY, OR

DAMAGE TO PROPERTY ARISING OUT OF OR IN CONNECTION WITH THE

PERFORMANCE OF THE WORK.

G-9. IT IS THE OWNER'S RESPONSIBILITY TO POST LIVE LOADS PER

SECTION 1603.3 OF THE GOVERNING CODE.

G-10. SECTIONS, DETAILS, AND NOTES SHOWN ON THE DRAWINGS ARE INTENDED

TO BE TYPICAL AND SHALL APPLY TO SIMILAR CONDITIONS ELSEWHERE,

UNLESS OTHERWISE SHOWN.

DO NOT SCALE DRAWINGS!!!!

EARTHWORK NOTES

EW-1. SEE GEOTECHNICAL REPORT AND SPECIFICATIONS FOR DEFINITION OF

MATERIALS AND COMPACTION REQUIREMENTS.

EW-2. UNLESS NOTED OTHERWISE, THE CONTRACTOR SHALL RETAIN AN

INDEPENDENT, QUALIFIED GEOTECHNICAL ENGINEERING FIRM/TESTING

AGENCY TO IDENTIFY AREAS OF POOR SOILS, TO MONITOR PROPER

SUBGRADE PREPARATIONS AND TO OVERSEE AND TEST THE PLACEMENT

OF COMPACTED FILL MATERIAL.

EW-3. ALL SUBTERRANEAN STRUCTURES, UTILITIES, PIPING, ETC. IIN THE AREA

OF EXCAVATIONS TO BE LOCATED AND MARKED BY CONTRACTOR PRIOR

TO EARTH REMOVAL WORK. CONTRACTOR TO MAINTAIN MARKERS UNTIL

EXCAVATION ACTIVITIES HAVE CEASED. IF UNDERGROUND UTILITY

CONFLICTS ARE DISCOVERED BEFORE OR ENCOUNTERED DURING

EXCAVATION, NOTIFY THE ARCHITECT/ENGINEER IMMEDIATELY.

EW-4. BEFORE PLACING FOOTINGS, FOUNDATIONS OR SLAB-ON-GRADE, THE

SUB-GRADE SHALL BE PREPARED AND INSPECTED AS REQUIRED BY THE

SPECIFICATIONS.

EW-5. REFERENCE THE GEOTECHNICAL REPORT INCLUDED IN THE PROJECT

MANUAL FOR REQUIREMENTS FOR EXCAVATION AND CONTROL OF GROUND

WATER DURING CONSTRUCTION. EXISTING SOILS MAY EXPERIENCE A LOSS

OF STRENGTH IF SURFACE WATER IS ALLOWED TO ACCUMULATE IN THE

EXCAVATIONS; DO NOT ALLOW SURFACE WATER TO ACCUMULATE IN THE

BOTTOM OF EXCAVATIONS.

EW-6. WHERE STRUCTURES DERIVE SUPPORT FROM FILL-SUPPORTED

FOUNDATIONS AND AT SLAB-ON-GRADE, FILL SHALL BE COMPACTED

TO 98% OF STANDARD PROCTOR MAXIMUM DRY DENSITY (ASTM D-698),

UNLESS NOTED OTHERWISE.

EW-7. NO FILL SHALL BE PLACED OVER FROZEN, MUDDY, OR OTHER DELETERIOUS

MATERIAL. NO FILL SHALL BE PLACED OVER A PREVIOUS LIFT THAT HAS

NOT BEEN ADEQUATELY COMPACTED PER SPECIFICATIONS.

EW-8. BACKFILL AGAINST FOUNDATION WALLS SHALL BE PLACED EVENLY ON

ALL SIDES IN ORDER TO ACHIEVE GENERALLY BALANCED LOADINGS.

ABBREVIATIONS

B.

GENERAL SYMBOLS

KEYED NOTE

STRUCTURAL WALL TYPE

ELEVATION

DECK SPAN

STRUCTURAL SLAB TYPE

STRUCTURAL ELEVATION

DETAIL OR SECTION

LINTEL DESIGNATION

SLAB X

S-201 #

S-501

SW#

STRUCTURAL SYMBOLOGY

MASONRY (CMU) WALL

ON CONCRETE FOOTING

CONCRETE FOOTING

CONCRETE FOUNDATION WALL

ON CONCRETE FOOTING

TOP OF FOOTING ELEVATION

TOP OF WALL ELEVATION

FOOTING STEP

STRIP FOOTING DESIGNATION

DENOTES DEPRESSION FOR

WALL/DOOR OPENING (-8" U.N.O.)

INDICATES PIER MARK

INDICATES PIER

INDICATES COLUMN

INDICATES CONCRETE FOOTING

INDICATES SPREAD FOOTING MARK

INDICATES NEW GRID DESIGNATION

(HEXAGON SHAPE AT EXISTING GRID)

TOF

96'-0"

TOW

100'-0"

SF1

A

F1

P1

FOUNDATION PLAN

FRAMING PLAN

INDICATES BEAM FRAMING OVER HOLLOW

STRUCTURAL SECTION (HSS) COLUMN

INDICATES BEAM FRAMING

OVER WIDE FLANGE (WF) COLUMN

INDICATES BRACING CONNECTED TO BEAM

(BELOW FRAMING MEMBER)

INDICATES BEAM FRAMING

INTO SIDE OF COLUMN

INDICATES MOMENT CONNECTION

W x

(0

[1 k

(0 .7

INDICATES REQUIRED UPWARD CAMBER

IN BEAM (INCHES)

INDICATES BEAM SIZE

INDICATES TOP OF STEEL ELEVATION

INDICATES NUMBER OF 3/4" x 5" SHEAR STUDS

FULLY WELDED TO TOP OF BEAM PER 1/2-SPAN

INDICATES CONNECTION DESIGNED BY FABRICATOR

TO DELIVER 46k VERTICAL LOAD TO CENTERLINE

OF COLUMN OR CONNECTION MEMBER

INDICATES TYPICAL BEAM SHEAR SPLICE

INDICATES BEAM FRAMING INTO SIDE OF BEAM

INDICATES BEAM FRAMING OVER BEAM

MASONRY NOTES

MATERIAL PROPERTIES (U.N.O.)

COMPRESSIVE STRENGTH - F'm = 1500 PSI MASONRY REINFORCEMENT - Fy = 60 KSI (A615 GR 60)

MORTAR - TYPE S (ASTM C270)

GROUT AT 28-DAYS - 2500 PSI (ASTM C476)

M-1. ALL MASONRY WALLS ARE TO HAVE 9 GAUGE HORIZONTAL JOINT

REINFORCEMENT WHICH DOES NOT EXCEED 16 INCHES ON CENTER

VERTICALLY.

M-2. ALL LAPS SHALL BE 50 BAR DIAMETERS UNLESS NOTED OTHERWISE.

M-3. HOLLOW MASONRY UNITS SHALL BE LAID WITH FULL HEAD JOINTS AND FULL

BED JOINTS OF THE FACE SHELLS AND UNDER WEBS WHERE THE ADJACENT

CELLS ARE TO BE FILLED WITH GROUT AND AT THE BOTTOM COURSE.

M-4. GROUT SOLID ALL JAMBS IN ALL MASONRY WALLS FULL HEIGHT TO

UNDERSIDE OF LINTEL. EXTEND GROUTED JAMB FROM FACE OF MASONRY

OPENING AT LEAST 24" (A MINIMUM OF 3 CELLS). AT OTHER BEAM BEARING

LOCATIONS, GROUT SOLID A MINIMUM 24"x24" AREA BENEATH THE BEARING

PLATE, UNLESS NOTED OTHERWISE.

M-5. PROVIDE CORNER SPLICE BARS FOR ALL BOND BEAMS OCCURRING AT

CORNERS OR WALL INTERSECTIONS. SPLICE BAR TO BE THE SAME SIZE AS

BARS IN THE BOND BEAM.

M-6. WHERE MASONRY IS APPLIED ADJACENT TO STEEL MEMBERS (BEAMS AND

COLUMNS) PROVIDE ANCHORING DEVICES PER SPECIFICATIONS.

M-7. REFER TO ARCHITECTURAL PLANS AND DOOR/FRAME SCHEDULES FOR

LINTEL ROUGH OPENING LOCATIONS, SIZES, AND ELEVATIONS.

M-8. USE SLEEVE TYPE EXPANSION ANCHORS IN NON-STRUCTURAL CMU WALL

PARTITIONS, UNLESS NOTED OTHERWISE.

M-9. ALL NON-STRUCTURAL CMU WALLS SHALL BE REINFORCED WITH A MINIMUM

#5 VERTICAL BAR AT 48" O.C. WITH THAT CMU CORE GROUTED AND

HORIZONTAL JOINT REINFORCEMENT AT 16" O.C. THE BOTTOM TWO

COURSES SHALL BE GROUTED SOLID. PROVIDE A CONTINUOUS BOND BEAM

AT TOP OF WALL WITH (2) #5 BARS CONTINUOUS, GROUT BOND BEAM SOLID.

PROVIDE #5 DOWEL AT 48" O.C., INTO FOOTINGS.

M-10. REFER TO STRUCTURAL AND/OR ARCHITECTURAL DRAWINGS FOR CONTROL

JOINT LOCATIONS. WHERE CMU CONTROL JOINT LOCATIONS ARE NOT

INDICATED, PROVIDE THEM AT 25' MAXIMUM CENTERS; SUBMIT CMU

CONTROL JOINT LAYOUT TO THE ENGINEER FOR APPROVAL.

M-11. MASONRY DESIGN IS BASED ON INSPECTED WORKMANSHIP.

M-12. PROVIDE HOT AND COLD WEATHER PROCEDURES AND TEMPORARY

MOISTURE PROTECTION IN ACCORDANCE WITH ACI RECOMMENDATIONS

AND PROJECT SPECIFICATIONS.

M-13. PROVIDE HORIZONTAL BOND BEAMS (DIAPHRAGM CHORDS) WITH

(2) #5 BARS CONTINUOUS, BENEATH FLOOR/ROOF MEMBER BEARING

ELEVATIONS AND AT DECK EDGE.

M-14. MASONRY SHALL BE PLACED IN ONE-HALF RUNNING BOND UNLESS NOTED

OTHERWISE.

M-15. UNLESS DETAILED OTHERWISE, PROVIDE 10 GAGE BENT SLIP JOINT

PLATES 4" x 4" x 1'-0" LONG AT 3'-0" O.C. EACH SIDE OF THE TOP OF ALL

NON-STRUCTURAL MASONRY WALLS. ATTACH TO UNDERSIDE OF METAL

ROOF DECK OR STRUCTURAL STEEL WITH 3 (MIN.) SELF-DRILLING, SELF-

THREADING SCREWS (#12) AS REQUIRED BY THICKNESS OF BASE METAL.

ATTACH TO UNDERSIDE OF CONCRETE DECK WITH 3 (MIN.) SELF-TAPPING

CONCRETE SCREWS 3/16" DIA. SEE ARCHITECTURAL DRAWINGS FOR

NON-STRUCTURAL MASONRY WALL LOCATIONS. MAINTAIN 1" (MINIMUM)

GAP BETWEEN TOP OF MASONRY WALL AND BOTTOM OF STRUCTURE.

DO NOT ATTACH PLATES TO MASONRY WALL.

L#

FOUNDATION WALL DESIGNATIONFW08

INDICATES KNEE BRACING CONNECTED TO BEAM

(BELOW FRAMING MEMBER)

INDICATES COLLECTOR CONNECTION

STRUCTURAL STEEL NOTES

MATERIAL PROPERTIES (U.N.0.)

W-SHAPES - Fy = 50 KSI (A992 OR A572 Gr 50) C-SHAPES & ANGLES - Fy = 36 KSI (A36) PLATES & BARS - Fy = 36 KSI (A36) RECTANGULAR HSS - Fy = 46 KSI (A500 Gr B) ROUND HSS - Fy = 42 KSI (A500 Gr B) PIPE - Fy = 35 KSI (A53 Gr B) RODS - Fy = 36 KSI (A36)

S-1. STEEL BEAMS WITH RESIDUAL CAMBER RESULTING FROM MILL FABRICATION

OR ROLLING SHALL BE SHOP FABRICATED AND ERECTED SUCH THAT THIS

RESIDUAL CAMBER COUNTERACTS GRAVITY LOAD DEFLECTION.

S-2. UNLESS NOTED OTHERWISE, ALL BOLTED CONNECTIONS SHALL UTILIZE

3/4 INCH DIAMETER A325 BOLTS TIGHTENED TO THE SNUG-TIGHT CONDITION.

THE SNUG-TIGHT CONDITION IS DEFINED BY THE RCSC'S "SPECIFICATION

FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS".

S-3. ALL ANCHOR BOLTS ARE TO BE 1 INCH DIAMETER F1554 Gr. 36 THREADED

RODS UNLESS NOTED OTHERWISE. (2)-1/2 INCH DIAMETER ANCHOR BOLTS

SHALL BE PROVIDED AT ALL BEAM AND LINTEL BEARINGS ON CONCRETE

OR MASONRY.

S-4. U.N.O., POST INSTALLED ANCHORS ARE TO BE HILTI HIT-HY 200-R ADHESIVE

ANCHORS FOR CONCRETE BASE MATERIAL AND HILTI HIT-HY 70 ADHESIVE

ANCHORS FOR CONCRETE MASONRY BASE MATERIAL AS MANUFACTURED

BY HILTI FASTENING SYSTEMS OF TULSA, OKLAHOMA OR EQUAL. INSTALL

ANCHORS WITH EMBEDMENT DEPTHS INDICATED.

S-5. STUD ANCHORS ARE TO BE NELSON STUDS OR EQUAL (ASTM A108).

S-6. BEAM AND LINTEL PLATES SHALL BE FULLY GROUTED WITH A MINIMUM

1/2" NON-SHRINK GROUT.

S-7. ALL WELDING OF NEW STEEL IS TO BE WITH E70XX ELECTRODES, UNLESS

NOTED OTHERWISE. WELDING SHALL BE IN ACCORDANCE WITH THE LATEST

AWS SPECIFICATIONS BY CERTIFIED WELDERS.

S-8. WHEN FIELD WELDING TO EXISTING STEEL, ADJUST WELDING PROCEDURES

AS REQUIRED TO BE COMPATIBLE WITH THE NEW AND EXISTING STEEL.

S-9. STEEL CONNECTIONS NOT DETAILED ON THE PLANS ARE TO BE THE

FABRICATOR'S STANDARD AND ARE TO BE SELECTED AND DESIGNED IN

ACCORDANCE WITH AISC ASD SPECIFICATIONS, TYPE 2 FRAMING

CONNECTIONS, FOR THE REACTIONS INDICATED.

MINIMUM NO. BOLTS PER CONNECTION

n = 2 FOR MEMBERS 10 INCHES DEEP OR LESS n = 3 FOR MEMBERS 12, 14, OR 15 INCHES DEEP n = 4 FOR MEMBERS 16 OR 18 INCHES DEEP n = 5 FOR MEMBERS 21 OR 24 INCHES DEEP n = 6 FOR MEMBERS 27 OR 30 INCHES DEEP n = 8 FOR MEMBERS 33 OR 36 INCHES DEEP

S-10. UNLESS NOTED OTHERWISE, THE MINIMUM CONNECTION PLATE/ANGLE

THICKNESS SHALL BE 5/16", THE MINIMUM WELD 1/4", AND THE MINIMUM

DESIGN LOAD ON ANY CONNECTION 10 KIPS.

S-11. ALL CONNECTIONS TO PIPE AND TUBE COLUMNS SHALL BE THROUGH

PLATE CONNECTIONS UNLESS OTHERWISE INDICATED.

S-12. THE CONTRACTOR SHALL FURNISH AND INSTALL MISCELLANEOUS STEEL

(CURBS, HANGERS, BRACING, ETC.) AS INDICATED AND AS NECESSARY

PER ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS.

S-13. ALL EXTERIOR MASONRY SHELF ANGLES, LINTEL BEAMS, AND LINTEL

PLATES SHALL BE HOT DIPPED GALVANIZED ACCORDING TO ASTM A123.

STRUCTURAL TESTING AND INSPECTION

TI-1. IT IS THE CONTRACTOR'S RESPONSIBILITY TO INSPECT ALL STRUCTURAL

WORK FOR CONFORMANCE WITH THE CONTRACT DOCUMENTS. ANY

STRUCTURAL INSPECTION PROVIDED BY OTHERS DOES NOT RELIEVE THE

CONTRACTOR OF THIS RESPONSIBILITY. ANY STRUCTURAL DEVIATIONS

FROM THE CONTRACT DOCUMENTS THAT ARE FOUND AT A LATER DATE

AND ARE DECLARED TO BE SIGNIFICANT BY THE STRUCTURAL ENGINEER

SHALL BE CORRECTED BY THE CONTRACTOR WITHOUT COST OR ANY

DELAY TO THE PROJECT SCHEDULE.

TI-2. THE CONTRACTOR SHALL RETAIN AN INDEPENDENT TESTING AGENCY TO

PROVIDE FIELD AND LAB TESTING OF CONSTRUCTION MATERIALS AND TO

PROVIDE CONSTRUCTION INSPECTIONS. THE CONSTRUCTION INSPECTION

SHALL BE DONE BY QUALIFIED INSPECTORS THAT ARE SATISFACTORY TO

THE CONTRACTING OFFICER'S REPRESENTATIVE.

TI-3. THE CONTRACTOR SHALL PROVIDE THE TESTING AND INSPECTING AGENCY

ACCESS TO ALL PLACES WHERE THE WORK IS BEING PERFORMED. A

MINIMUM OF 24 HOURS NOTIFICATION SHALL BE GIVEN TO THE TESTING

AGENCY AND CONTRACTING OFFICER'S REPRESENTATIVE PRIOR TO THE

COMMENCEMENT OF WORK REQUIRING TESTING OR INSPECTION.

TI-4. THE TESTING AGENCY IS NOT AUTHORIZED TO DIRECT OR APPROVE ANY

CHANGES FROM THE CONTRACT DOCUMENTS. IF THE CONTRACTOR WISHES

TO QUESTION THE TESTING AGENCY'S INTERPRETATION OF THE CONTRACT

DOCUMENTS, THEY MAY DO SO DIRECTLY WITH THE CONTRACTING

OFFICER'S REPRESENTATIVE.

TI-5. THE TESTING AGENCY IS NOT AUTHORIZED TO STOP OR DELAY THE WORK.

IF THE CONTRACTOR ELECTS TO CONTINUE WITH A CERTAIN PORTION OF

WORK AFTER BEING NOTIFIED BY THE TESTING AGENCY THAT SUCH WORK

IS NOT IN ACCORDANCE WITH THE CONSTRUCTION DOCUMENTS, THE

CONTRACTOR DOES SO AT THEIR OWN RISK AND MAY BE REQUIRED TO

CORRECT THE WORK AT A LATER DATE.

TI-6. THE TESTING AND INSPECTING AGENCY IS NOT INSPECTING FOR O.S.H.A.

COMPLIANCE OR REQUIRED TO INSPECT TEMPORARY CONSTRUCTION,

SUCH AS TEMPORARY BRACING. TEMPORARY CONSTRUCTION IS THE

CONTRACTOR'S SOLE RESPONSIBILITY.

TI-8. TESTING AND INSPECTION IS NOT REQUIRED FOR WORK PERFORMED AT AN

OFF-SITE FABRICATION SHOP, UNLESS SPECIFICALLY NOTED OR SPECIFIED

OTHERWISE.

TI-9. THE PROJECT SPECIFICATIONS TYPICALLY INDICATE THE FREQUENCY OF

CONSTRUCTION TESTING AND INSPECTIONS. WHERE THE FREQUENCY IS

NOT INDICATED, THE TESTING AGENCY SHALL SUBMIT A PROPOSAL OF

INSPECTION INTERVALS TO THE CONTRACTING OFFICER'S REPRESENTATIVE.

TI-10. THE TESTING AND INSPECTING AGENCY SHALL ISSUE ONGOING REPORTS OF

INSPECTIONS AND TESTS TO THE CONTRACTOR, ENGINEER, AND ARCHITECT

OF RECORD. ALL DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE

ATTENTION OF THE CONTRACTOR FOR CORRECTION, THEN IF

UNCORRECTED, TO THE CONTRACTING OFFICER'S REPRESENTATIVE.

TI-11. INSPECTION AGENCY SHALL INSPECT FOR CONFORMANCE TO SPECIFIED

REQUIREMENTS FOR PROTECTING NEW CONCRETE AND MASONRY FROM

THE ADVERSE EFFECTS OF WEATHER, HEATING EQUIPMENT AND OTHER

POTENTIALLY HARMFUL CONDITIONS.

TI-12. CONSTRUCTION TESTING AND INSPECTION BY THE TESTING AND INSPECTING

AGENCY IS REQUIRED AS FOLLOWS:

A. CONCRETE TESTING PER THE SPECIFICATIONS.

B. CONCRETE INSPECTION SHALL INCLUDE THE PLACEMENT OF

REINFORCEMENT. REINFORCING BAR SIZES, SPACING, TIES, LAPS,

AND COVER.

C. MASONRY TESTING PER THE SPECIFICATIONS.

D. MASONRY INSPECTION SHALL INCLUDE THE PLACEMENT OF

REINFORCEMENT. REINFORCING BAR SIZES, SPACING, AND LAPS.

E. INSPECTION OF FIELD WELDED MOMENT CONNECTIONS SHALL INCLUDE

VISUAL AND/OR ULTRASONIC TESTING, AT THE TESTING AGENCY'S

OPTION. ALL OTHER FIELD WELDED CONNECTIONS SHALL BE VISUALLY

INSPECTED AT A MINIMUM. THE WELDER'S CERTIFICATION SHALL ALSO

BE VERIFIED.

F. FIELD BOLTING INSPECTIONS SHALL INCLUDE VISUAL INSPECTION OF

ALL THE CONNECTIONS RELATED TO STRUCTURAL STEEL. THE SIZE,

TYPE, AND QUANTITY OF BOLTS AND THEIR INSTALLATION SHALL BE

INSPECTED. WHERE SLIP-CRITICAL OR PRE-TENSIONED BOLTS ARE

SPECIFIED, PRE-TENSIONING OF BOLTS SHALL BE VERIFIED BY TESTING.

TI-13. SPECIAL STRUCTURAL INSPECTIONS ARE REQUIRED AS FOLLOWS

PER 2015 INTERNATIONAL BUILDING CODE:

A. STEEL CONSTRUCTION - PER TABLE 1705.2

B. CONCRETE CONSTRUCTION - PER TABLE 1705.3

C. MASONRY CONSTRUCTION - PER SECTION 1705.4

D. SOILS - PER SECTION 1705.6

E. PILE / PIER FOUNDATIONS - PER SECTION 1705.7 / 1705.8

STEEL BAR JOISTS

MATERIAL PROPERTIES (U.N.0)

COMPLY WITH SJI'S "SPECIFICATIONS" FOR WEB AND STEEL-ANGLE CHORD

MEMBERS.

J-1. BAR JOISTS SHALL BE DESIGNED TO RESIST FORCES INDICATED ON

DRAWINGS AND SPECIFICATIONS.

J-2. TYPICAL BAR JOISTS ARE NOT DESIGNED FOR CONCENTRATED LOADS.

PLACE LOADS AT PANEL POINTS OR WELD ADDITIONAL DOUBLE ANGLE

MEMBERS ONE EACH SIDE FROM POINT OF CONCENTRATED LOAD TO

THE NEAREST PANEL POINT ON THE OPPOSITE CHORD.

J-3. ALL FIELD MODIFICATIONS OR REPAIRS TO THE JOIST, OR JOIST GIRDERS,

SHALL BE APPROVED BY THE JOIST MANUFACTURER IN WRITING. THIS

LETTER SHALL BE FORWARDED TO THE ENGINEER FOR REVIEW.

J-4. CUTTING & DRILLING OF CHORD OR WEB MEMBERS IN BAR JOISTS, OR

JOIST GIRDERS, IS NOT PERMITTED.

J-5. ALL BRIDGING SHALL BE EQUALLY SPACED, UNLESS NOTED OTHERWISE,

BY JOIST MANUFACTURER.

J-6. CONTRACTOR(S) SHALL PROVIDE MEANS FOR ADEQUATE DISTRIBUTION

OF CONSTRUCTION LOADS SO THAT CARRYING CAPACITY OF ANY BAR

JOIST, JOIST GIRDER, OR OTHER STRUCTURAL MEMBER IS NOT EXCEEDED.

J-7. JOIST SHALL BE CONSIDERED AS UNSTABLE DURING ERECTION. UNDER

NO CIRCUMSTANCES ARE CONSTRUCTION LOADS OF ANY DESCRIPTION TO

BE PLACED ON UNBRIDGED JOISTS. THE APPLICATION OF CONSTRUCTION

LOADS ON UNBRIDGED JOISTS IS IN DIRECT VIOLATION OF O.S.H.A.

REGULATIONS.

J-8. WHERE X-BRIDGING INTERFERES WITH MECHANICAL PIPING OR DUCTWORK,

UTILIZE HORIZONTAL BRIDGING AS DIRECTED BY JOIST MANUFACTURER.

J-9. ALL BRIDGING SHALL BE PER SJI AND AS REQUIRED FOR DESIGN LOADS.

J-10. PROVIDE JOIST WITH UPLIFT CAPACITY AS REQUIRED BY THE BUILDING

CODE AND THE STRUCTURAL DESIGN CRITERIA.

SHOP DRAWINGS

SD-1. SHOP DRAWINGS SHALL BE SUBMITTED FOR STRUCTURAL ITEMS AS

REQUIRED BY THE SPECIFICATIONS. CONSTRUCTION DOCUMENTS

SHALL NOT BE REPRODUCED FOR USE AS SHOP DRAWINGS.

SD-2. THE GENERAL CONTRACTOR SHALL REVIEW ALL SHOP DRAWINGS

AND PRODUCT DATA FOR CONFORMANCE WITH THE CONSTRUCTION

DOCUMENTS PRIOR TO SUBMITTAL. REVIEWED SUBMITTALS SHALL BE

STAMPED BY THE CONTRACTOR. ANY SHOP DRAWING OR PRODUCT

DATA NOT REVIEWED AND STAMPED BY THE GENERAL CONTRACTOR

WILL BE REJECTED. GENERAL CONTRACTOR SHALL CLOUD OR FLAG ALL

ITEMS NOT IN ACCORDANCE WITH THE CONTRACT DOCUMENTS AND

SHALL VERIFY ALL DIMENSIONS.

SD-3. ANY CHANGES, SUBSTITUTIONS OR DEVIATIONS FROM THE ORIGINAL

CONTRACT DRAWINGS SHALL BE CLOUDED BY THE MANUFACTURER OR

FABRICATOR. ANY CHANGES, SUBSTITUTIONS, OR DEVIATIONS WHICH

ARE CLOUDED OR FLAGGED BY SUBMITTING PARTIES SHALL NOT BE

CONSIDERED APPROVED AFTER THE ENGINEER'S REVIEW, UNLESS

SPECIFICALLY NOTED ACCORDINGLY BY THE CONTRACTING OFFICER'S

REPRESENTATIVE.

SD-4. THE APPROVED SHOP DRAWINGS DO NOT REPLACE THE ORIGINAL

CONTRACT DRAWINGS. ITEMS OMITTED OR SHOWN INCORRECTLY

ARE NOT TO BE CONSIDERED CHANGES TO THE ORIGINAL CONTRACT

DRAWINGS. IT IS THE CONTRACTOR'S RESPONSIBILITY TO ENSURE

THAT ITEMS OMITTED OR SHOWN INCORRECTLY ARE CONSTRUCTED

IN ACCORDANCE WITH THE CONTRACT DRAWINGS.

SD-5. SHOP DRAWING REVIEW IS INTENDED ONLY FOR GENERAL CONFORMANCE

TO THE DESIGN CONCEPT AND CONSTRUCTION DOCUMENTS.

SD-6. SHOP DRAWINGS WILL BE RETURNED FOR RESUBMITTAL IF MAJOR ERRORS

ARE FOUND DURING REVIEW.

SD-7. ALLOW A MINIMUM OF (10) WORKING DAYS FOR REVIEW OF SHOP DRAWINGS

BY THE CONTRACTING OFFICER'S REPRESENTATIVE.

STRUCTURAL DESIGN CRITERIA

1. GOVERNING CODE: UFC 3-301-01 WITH 2016 AMENDMENTS AND IBC 2015

2. RISK CATEGORY: CATEGORY III

3. FLOOR LIVE LOAD (1603.1.1)

ACCESS FLOORS: 100 PSF

WALK-ON CEILINGS: 20 PSF

OFFICE FLOORS: 100 PSF

SIMULATOR LOADING: 250 PSF

4. ROOF LIVE LOAD (1603.1.2)

MINIMUM ROOF LIVE LOAD: 20 PSF

5. ROOF SNOW LOAD (1603.1.3)

GROUND SNOW LOAD: PG = 35 PSF

FLAT-ROOF SNOW LOAD: PF = 21 PSF

SNOW EXPOSURE FACTOR: CE = 0.9

SNOW LOAD IMPORTANCE FACTOR: IS = 1.1

THERMAL FACTOR: CT = 1.0

DRIFT SURCHARGE LOAD: PD = 32 PSF

WIDTH OF SNOW DRIFTS: W = 7 FEET

6. WIND DESIGN DATA (1603.1.4)

ULTIMATE WIND SPEED (3-SECOND GUST): VULT = 120 MPH

NOMINAL WIND SPEED (3-SECOND GUST) VASD = 93 MPH

WIND EXPOSURE: FULLY EXPOSED

INTERNAL PRESSURE COEFFICIENT: GCPI = +/- 0.18

7. EARTHQUAKE DESIGN DATA (1603.1.5)

IMPORTANCE FACTOR: IE = 1.25

MAPPED, MCE, 5% DAMPED, SPECTRAL ACCELERATIONS:

AT SHORT PERIODS: SS = 8% G

AT A PERIOD OF 1 SECOND: S1 = 5% G

SITE CLASS: E

DESIGN EARTHQUAKE SPECTRAL ACCELERATIONS

AT SHORT PERIODS: SDS = 0.085 G

AT A PERIOD OF 1 SECOND: SD1 = 0.080 G

OFFICE ADDITION:

SEISMIC DESIGN CATEGORY: SDC = B

BASIC SEISMIC-FORCE-RESISTING-SYSTEM:SFRS = OMF (TABLE 12.2-1)

DESIGN BASE SHEAR: VS = 0.6 KIPS

SEISMIC RESPONSE COEFFICIENTS: CS = 0.0324

RESPONSE MODIFICATION FACTOR: R = 3.5

ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE

SIMULATOR ADDITION:

SEISMIC DESIGN CATEGORY: SDC = B

BASIC SEISMIC-FORCE-RESISTING-SYSTEM:SFRS = ORMSW

DESIGN BASE SHEAR: VS = 8.6 KIPS

SEISMIC RESPONSE COEFFICIENTS: CS = 0.0567

RESPONSE MODIFICATION FACTOR: R = 2

ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE

8. GEOTECHNICAL DESIGN DATA (1603.1.6)

NET ALLOWABLE SOIL BEARING PRESSURE = 1500 PSF PER

SOILS & ENGINEERING SERVICES, INC. GEOTECHNICAL REPORT.

PROJECT #12674.31 R01, DATED 07/26/16.

9. FLOOD DESIGN DATA (1603.1.7)

BUILDING IS NOT LOCATED IN FLOOD HAZARD AREA; THEREFORE FLOOD

DESIGN DATA IS NOT REQUIRED

10. SPECIAL LOADS (1603.1.8)

SPECIAL LOADING CONDITIONS ARE NOT APPLICABLE TO THE DESIGN OF

THIS BUILDING; THEREFORE SPECIAL LOADS ARE NOT REQUIRED

11. SPECIAL INSPECTIONS FOR SEISMIC RESISTANCE (1603.1.9)

BUILDING IS DESIGNATED SEISMIC DESIGN CATEGORY B; THEREFORE

SPECIAL INSPECTIONS FOR SEISMIC RESISTANCE ARE NOT REQUIRED.

12. STRUCTURAL OBSERVATIONS FOR SEISMIC AND/OR WIND RESISTANCE

SEE DESIGN CRITERIA LISTED ABOVE FOR BASIC WIND SPEED AND

SEISMIC DESIGN CATEGORY.

STRUCTURAL OBSERVATIONS FOR WIND RESISTANCE REQUIRED FOR RISK

CATEGORY III OR IV OR WHEN BUILDING HEIGHT EXCEEDS 75 FEET WHEN

Vasd EXCEEDS 110 MPH.

STRUCTURAL OBSERVATIONS FOR SEISMIC RESTANCE REQUIRED FOR RISK

CATEGORY III OR IV OR WHEN BUILDING HEIGHT EXCEEDS 75 FEET WHEN

THE STRUCTURE IS ASSIGNED TO A SEISMIC DESIGN CATEGORY D, E, OR F.

COLD FORMED STEEL FRAMING NOTES

CF-1. COLD FORMED STEEL WORK SHALL CONFORM TO THE 2012 EDITION

(INCLUDING ALL APPLICABLE SUPPLEMENTS AND STANDARDS) OF AISI'S

"NORTH AMERICAN SPECIFICATION OF FOR THE DESIGN OF COLD-FORMED

STEEL STRUCTURAL MEMBERS"

CF-2. REFER TO SPECIFICATIONS FOR COLD FORMED METAL FRAMING MATERIAL

PROPERTIES AND OTHER GENERAL REQUIREMENTS. COLD FORMED STEEL

SHALL BE GALVANIZED G-60 UNLESS NOTED OTHERWISE.

CF-3. STUD, TRACK, AND OTHER APPLICABLE ROLLED SHAPES SHALL CONFORM

TO THE NOMENCLATURE AND DIMENSIONS SET FORTH BY THE STEEL STUD

MANUFACTURER'S ASSOCIATION (SSMA). REFER TO SSMA'S "PRODUCT

TECHNICAL INFORMATION" CATALOG AND ICC ER 4943P FOR MINIMUM

SECTION PROPERTIES AND DIMENSIONS.

CF-4. SCREWS FOR ATTACHING COLD FORMED STEEL TO COLD FORMED STEEL

SHALL BE CORROSION RESISTANT, SELF DRILLING, SELF TAPPING, #8 OR

#10 AS SPECIFIED, PAN OR HEX HEAD, WITH LENGTH, POINT STYLE AND

INSTALLATION METHOD IN ACCORDANCE WITH MANUFACTURERS

INSTRUCTIONS. PROVIDE 3/4" MINIMUM SPACING BETWEEN SCREWS AND

3/4" MINIMUM EDGE DISTANCE UNLESS NOTED OTHERWISE.

CF-5. ALL CONNECTIONS SHALL HAVE AT LEAST (2) #8 SCREWS UNLESS NOTED

OTHERWISE.

CF-6. FASTENERS FROM COLD FORMED STEEL TO STRUCTURAL STEEL OR

CONCRETE SHALL BE 0.157" DIAMETER POWDER DRIVEN FASTENERS

"SHOT PINS" UNLESS OTHERWISE NOTED. USE HILTI "X-U" OR EQUIVALENT

FASTENERS WITH 1" EMBEDMENT INTO CONCRETE WITH WASHERS PER

MANUFACTURER, UNLESS NOTED OTHERWISE. SIZE LENGTH OF SHOT PINS

AS REQUIRED BY MANUFACTURER'S ICC ES REPORT FOR ATTACHMENT TO

STRUCTURAL STEEL. MANUFACTURER'S EDGE DISTANCE AND SPACING

REQUIREMENTS SHALL BE MET AND VERIFIED BY THE CONTRACTOR IN THE

FIELD.

CF-7. WALL TRACKS AND ACCESSORIES SHALL BE THE SAME GAUGE AND WIDTH

AS THE STUDS, U.N.O.

CF-8. PROVIDE SUFFICIENT STUDS AND BLOCKING/BACKING AT ALL GRAB BARS

AND WALL HUNG EQUIPMENT, MONITORS, CABINETS, TOILET ACCESSORIES,

ETC.

METAL DECK

MATERIAL PROPERTIES (U.N.0)

ROOF DECK: 20 GAUGE, GALVANIZED, Fy = 33 KSI FORM DECK: 20 GAUGE, GALVANIZED, Fy = 33 KSI

MD-1. BUTTON PUNCHING ROOF DECK IS NOT PERMITTED. REFERENCE

DRAWINGS FOR ROOF DECK ATTACHMENT REQUIREMENTS.

STRUCTURAL DIAPHRAGM ACTION IS PROVIDED BY THE ROOF DECK

AND ITS ATTACHMENT.

MD-2. UNLESS NOTED OTHERWISE, ALL MISCELLANEOUS OPENINGS IN METAL

ROOF DECK ARE TO BE FRAMED BY 5x3x3/8" ANGLES. LONG LEG OF

ANGLES SHALL BE VERTICAL. ANGLES SHALL BE WELDED TO THE TOP

CHORD/FLANGE OF ROOF FRAMING AND EACH OTHER.

MD-3. UNLESS NOTED OTHERWISE, METAL DECKING SHALL BE CONTINUOUS

OVER 3 SPANS AND HAVE JOINTS OVER SUPPORTING MEMBERS.

MD-4. CONTRACTOR IS RESPONSIBLE FOR PROVIDING POUR STOPS AT EDGES

OF METAL DECK PER SDI POUR STOP SELECTION TABLE/

RECOMMENDATIONS OR BENT PLATE POUR STOPS AS REQUIRED TO

FORM THE SLAB EDGE.

SCIF GENERAL NOTES:

1. THE VAULT AREA IS CONSIDERED A SENSITIVE COMPARTMENTED

INFORMATION FACILITY. ALL NEW CONSTRUCTION AND RENOVATION TO THE

AREA INCLUDING WALL CONSTRUCTION, FIRE PROTECTION/DETECTION,

MECHANICAL/HVAC, ELECTRICAL, AND TECHNOLOGY SYSTEMS MUST

COMPLY WITH THE REQUIREMENTS PROVIDED IN UNIFIED FACILITY CRITERIA

4-010-05 SENSITIVE COMPARTMENTED INFORMATION FACILITY PLANNING,

DESIGN, AND CONSTRUCTION WITH CHANGE 1, 1 OCTOBER 2013, AND

REFERENCED IC TECH SPEC FOR ICD/ICS 705 TECHNICAL SPECIFICATIONS

FOR CONSTRUCTION AND MANAGEMENT OF SENSITIVE COMPARTMENTED

INFORMATION FACILITIES, VERSION 1.2, DATED 23 APRIL 2012.

2. CONSTRUCTION, GENERAL: UFC 4-010-05 REQUIREMENTS HAVE BEEN

INCORPORATED INTO THE DESIGN DRAWINGS AND SPECIFICATIONS.

CHANGES TO THE SCOPE OF WORK PROVIDED IN THE CONTRACT

DOCUMENTS MAY INVALIDATE THE APPROVALS RECEIVED FOR THIS

CONSTRUCTION, AND COULD RESULT IN THE REMOVAL AND

RECONSTRUCTION OF FINISHED WORK. ANY PROPOSED DEVIATIONS FROM

THE CONTRACT DOCUMENTS MUST BE FULLY REVIEWED AND APPROVED BY

THE COR PRIOR TO IMPLEMENTATION.

3. ALL CONSTRUCTION MUST BE DONE IN SUCH A MANNER AS TO PROVIDE

VISUAL EVIDENCE OF UNAUTHORIZED PENETRATION. CONSTRUCTION MUST

BE COMPLETED IN A MANNER TO PROVIDE THE REQUIRED STC RATINGS FOR

SOUND CONTROL AT THE WALLS IDENTIFIED. THROUGH-WALL

PENETRATIONS OF PIPE, CONDUIT, AND DUCTWORK REQUIRE SPECIAL

CONSTRUCTION AND INSPECTION PROVISIONS WHICH HAVE BEEN

INCORPORATED INTO THE CONTRACT DOCUMENTS.

4. THE CONTRACTOR SHALL SUBMIT A LIST OF ALL MATERIALS USED IN THE

CONSTRUCTION OF THE VAULT AREA, INCLUDING DIMENSIONAL EXTENTS OF

THE USE AND LOCATION(S) WHERE USED IN THE VAULT. THIS LIST SHALL BE

KEPT UP TO DATE DURING THE COURSE OF CONSTRUCTION AND SUBMITTED

TO THE COR AS PART OF THE CLOSE-OUT REQUIREMENTS AT THE END OF

CONSTRUCTION.

5. PHOTOGRAPHY REQUIREMENTS: THE CONTRACTOR IS NOT ALLOWED TO

HAVE PHOTOGRAPHIC OR RECORDING DEVICES IN THE VAULT AREA. 115 FW

CCZ PERSONNEL WILL BE TAKING PICTURES OF ON-GOING CONSTRUCTION

IN ORDER TO DOCUMENT THAT ALL SECURITY MEASURES ARE BEING MET.

THE COR SHALL BE NOTIFIED AT LEAST ONE WORKING DAY PRIOR TO KEY

CONSTRUCTION MILESTONES. KEY CONSTRUCTION MILESTONES INCLUDE

BUT ARE NOT LIMITED TO: WALL CONSTRUCTION, INCLUDING EACH OF

MULTIPLE LAYERS OF GYPSUM BOARD, FINISHING OF PENETRATIONS,

NON-CONDUCTIVE BREAKS OF PENETRATIONS, AND SOUND BATT

INSULATION INSTALLATIONS.

Mead & Hunt, Inc.

2440 Deming Way

Middleton, WI 53562 phone: 608-273-6380 meadhunt.com

SHEET NO.:

SHEET CONTENTS

DO NOT SCALE DRAWINGS

M&H NO.:

DATE:

DESIGNED BY:

DRAWN BY:

CHECKED BY:

ISSUED

© Copyright This document, or any portion thereof, shall not be duplicated, disclosed, or used on any other project or extension of this project except by written agreement with Mead & Hunt, Inc. Mead & Hunt shall not be responsible for any unauthorized use of, or alteration to these documents.

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S-001

STRUCTURAL NOTES

XGFG132020ANG NO.:

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B.O. = BOTTOM OF ________

BP# = BASE PLATE TYPE

BRG = BEARING

C TO C = CENTER TO CENTER

CCJ = CONSTRUCTION CONTROL JOINT

CJ = CONTROL JOINT

CLSM = CONTROLLED LOW STRENGTH MATERIAL ("FLOWABLE FILL")

CONT = CONTINUOUS

DBLT = DOUBLE-TEE

DIA = DIAMETER

DTB = DOUBLE-TEE BEARING

EF = EACH FACE

EL = ELEVATION

EW = EACH WAY

F# = SPREAD FOOTING TYPE

FDTN = FOUNDATION

FV = FIELD VERIFY

GALV = GALVANIZED

HPC = HIGH PERFORMANCE COATING

JB = JOIST BEARING

LLH = LONG LEG HORIZONTAL

LLV = LONG LEG VERTICAL

NIC = NOT IN CONTRACT

NTS = NOT TO SCALE

OC = ON CENTER

P# = PIER TYPE

PCB = PRECAST BEARING (ELEVATION)

PRCST = PRECAST

Rxn = REACTION

SF# = STRIP FOOTING TYPE

SIM = SIMILAR

SST = STAINLESS STEEL

STL = STEEL

T.O. = TOP OF ________

TBD = TO BE DETERMINED

TOC = TOP OF COLUMN

TOF = TOP OF FOOTING

TOL = TOP OF LEDGE

TOP = TOP OF PIER

TOS = TOP OF STEEL

TOW = TOP OF WALL

TPC = TOP OF PRECAST

TSL = TOP OF SLAB

TYP = TYPICAL

UNO = UNLESS NOTED OTHERWISE

WWF = WELDED WIRE FABRIC/REINFORCEMENT

05/04/17 TYPE B3

FOUNDATION

PLAN GENERAL NOTES:

1. SITE DATUM OF FINISHED FIRST FLOOR INDICATED ON CIVIL SITE PLAN =

ELEVATION 100'-0" ON STRUCTURAL DRAWINGS.

2. FIELD VERIFY ALL DIMENSIONS, BRING ANY DISCREPANCIES TO THE

ATTENTION OF THE ARCHITECT/ENGINEER FOR FINAL DECISION.

3. REFER TO SHEET S-001 FOR STRUCTURAL LEGENDS, ABBREVIATIONS,

AND SYMBOLOGY.

4. REFER TO SHEET S-501 FOR TYPICAL DETAILS NOT REFERENCED ON

THIS SHEET.

5. TOP OF FOOTING ELEVATION = 94'-0" UNLESS NOTED OTHERWISE.

6. TOP OF FOUNDATION WALL ELEVATION = 100'-0" UNLESS NOTED

OTHERWISE.

7. STRIP FOOTINGS SHALL BE CENTERED UNDER FOUNDATION/MASONRY

WALLS UNLESS NOTED OTHERWISE.

8. SPREAD FOOTINGS:

F2A 2'-2" WIDE X 5'-0" LONG X 1'-0" DEEP

(3) #5 LONGITUDUNAL BARS, TOP AND BOTTOM

(5) #5 TRANSVERSE BARS, TOP AND BOTTOM

F4 4'-0" WIDE X 4'-0" LONG X 1'-0" DEEP

(4) #5 BARS EACH WAY, TOP AND BOTTOM

1 1

2 2

3 3

5 5

6 6

8 8

9 9

10 10

11 11

12 12

13 13

14 14

16 16

17 17

21 21

23 23

24 24

A

A

B

B

C

C D E

G

G

H J K L M

M

N

P Q

R S TF

23' - 8" ADDITION 160' - 0" EXISTING BUILDING

23.9

S.1Q.1

19.5

61' - 8" ADDITION 84' - 0" EXISTING BUILDING 26' - 4 1/2" ADDITION

A D

D

IT

IO

N

9 1/2" 12' - 2 1/2" 15' - 9 1/2" 33' - 4" 4' - 1" 27' - 7" 4' - 1" 33' - 4" 15' - 9 1/2" 12' - 2 1/2" 9 1/2"

28' - 0" 35' - 0" 4' - 0" 26' - 0" 4' - 0" 35' - 0" 28' - 0"

24' - 5 1/2" 12' - 2 1/2" 15' - 9 1/2" 10' - 0" 14' - 2 1/2" 13' - 2 1/2" 27' - 7" 13' - 2 1/2" 14' - 2 1/2"

9 1/2"

5" 25' - 1" 10 1/2"

29' - 0" 26' - 0" 29' - 0"

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F2A

F2A

F2A

F4

F4

F4

E X

T O

F

T O

F

TOF

94' - 0"

EX TOF

94' - 0"

S-501

S-501

P

P

P

P

P

P

TOF

94' - 0"

EX TOF

94' - 0"

EX TOF

94' - 0"

TOF

94' - 0"

TOF

99' - 4"

T O

F

TOW

100' - 0"

TOL

99' - 4"

TYP

TYP

T O

W

T O

W A

T D

O O

R 28' - 0" 10' - 0"

TOW

100' - 0"

TOL

99' - 4"

TOW

99' - 4"

TOW

AT DOOR

TYP

TYP

3.001

3.001

3.001

3.004

3.004

TOF

94' - 0"

3.001

S-501

S-501

S-501

S-501

8' - 0"

5' - 0"

4' - 0"

5' - 0"

S-501

T O

F

E X

T O

F

/4

TOF

94' - 0"

EX TOF

94' - 0"

S-501

S-511

8"

3.201

3.203

3.201

3.201

5' - 0"

3.201

S-501

S-501

Mead & Hunt, Inc.

2440 Deming Way

Middleton, WI 53562 phone: 608-273-6380 meadhunt.com

SHEET NO.:

SHEET CONTENTS

DO NOT SCALE DRAWINGS

M&H NO.:

DATE:

DESIGNED BY:

DRAWN BY:

CHECKED BY:

ISSUED

© Copyright This document, or any portion thereof, shall not be duplicated, disclosed, or used on any other project or extension of this project except by written agreement with Mead & Hunt, Inc. Mead & Hunt shall not be responsible for any unauthorized use of, or alteration to these documents.

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FOUNDATION PLAN

XGFG132020ANG NO.:

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KEYED NOTES

3.001 REMOVE 8" DEEP PORTION OF EXISTING CONCRETE FOUNDATION

WALL UNDER NEW DOOR (SEE ARCHITECTURAL).

3.004 REMOVE 8" DEEP PORTION OF EXISTING CONCRETE FOUNDATION

WALL UNDER NEW DOOR (SEE ARCHITECTURAL). EXTEND

DEMOLITION 4" PAST NEW HSS COLUMN FOR BASE PLATE

ANCHORAGE, SEE DETAIL 13/S-541.

3.201 NEW CONCRETE STOOP, SEE DETAILS 7/S-511 AND 8/S-511.

3.203 NEW CONCRETE STAIR, SEE DETAIL 13/S-511

PLAN

NORTH

TRUE

NORTH

1/8" = 1'-0"1

FOUNDATION PLAN

1. SITE DATUM OF FINISHED FIRST FLOOR INDICATED ON CIVIL SITE PLAN =

ELEVATION 100'-0" ON STRUCTURAL DRAWINGS.

2. FIELD VERIFY ALL DIMENSIONS, BRING ANY DISCREPANCIES TO THE

ATTENTION OF THE ARCHITECT/ENGINEER FOR FINAL DECISION.

3. REFER TO SHEET S-001 FOR STRUCTURAL LEGENDS, ABBREVIATIONS,

AND SYMBOLOGY.

4. REFER TO SHEET S-511 FOR TYPICAL DETAILS NOT REFERENCED ON

THIS SHEET.

5. REFER TO DETAIL 1/S-511 FOR STRUCTURAL SLAB TYPES.

6. FLOAT AND TROWEL FLOOR SLABS PER REQUIREMENTS OF ARCH.

FLOOR FINISH SYSTEM.

7. (2) DASHED LINES INDICATE (2) ADDITIONAL #4 BARS

(5'-0" LONG) DIAGONAL 6" FROM CORNER IN SLAB, 2" CLEAR FROM

TOP OF SLAB.

FLATWORK

PLAN GENERAL NOTES:

1 1

2 2

3 3

5 5

8 8

9 9

10 10

11 11

12 12

13 13

14 14

16 16

17 17

21 21

24 24

A

A

B

B

C

C D E

G

G

H J K L M

M

N

P Q

R S TF

23.9

S.1Q.1

19.5

SLAB05

SLAB06

61' - 8" ADDITION 84' - 0" EXISTING BUILDING 26' - 4 1/2" ADDITION

E X

IS

T

IN

G

B U

IL

D

IN

G

A D

D

IT

IO

N

A D

D

IT

IO

N

23' - 8" ADDITION 160' - 0" EXISTING BUILDING

28' - 0" 34' - 11 1/2" 4' - 0 1/2" 26' - 0" 4' - 1" 34' - 11" 28' - 0"

29' - 0" 26' - 0" 29' - 0"

/8

CJ

CJ

CJ

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

CJ

CJ

SLAB05

C J

C J

CJ

CJ CJ

CJ

S-511

4' - 6" 3' - 6" 4' - 6"

.2

.2

3' - 0" 3' - 9"

3.202

5' - 0"

8' - 0"

4' - 0"

A L

IG

N W

IT

H

C O

N T

R O

L J

O

IN

T S

O N

C

IV

IL

C O

N T

R O

L J

O

IN

T S

A T

S P

A C

IN

G

3.201

3.201

3.201

3.203

E X

T S

L

T S

L

T S

L

T S

L

T S

L

TSL

98' - 10"

S-511

4' - 6" 4' - 6" 7' - 6" 5' - 6"

R82'-6" R78'-0" R73'-6" R66'-0"

/8

/8

/4

/8

/8

/8

/8

3" 61' - 4" 1"

7 5/8" 60' - 0 3/4" 7 5/8"

10' - 0 3/4" 10' - 0" 10' - 0" 10' - 0" 10' - 0" 10' - 0"

/2

/2

/2

/4

/4

12' - 9 1/2" 12' - 9 1/2" 9 1/2"

S L A

B

S L A

B

S L A

B

S L A

B

S L A

B

TSL

100' - 0"

3.002

3.002

3.003

3.003

3.003

3.003

3.003

3.003

3.003

3.003

3.003

3.003

3.003

3.003

3.003

3.003

3.003

CJ

CJ

CJ

CJ

CJ

CJ

CJ

CCJ

CJ

CJ

C J

C J

C J

C J

C J

C J

CJ CJ CJ

CJ CJ CJ

CJ CJ CJ

CJ CJ CJ

CJ

CJ CJ CJ CJ

CJ

S-501

S-501

3.204

3.204

3.204

10' - 4"

2' - 3" 3' - 8" 7' - 0"

.2

2' - 3" 3' - 0"

3.003

5' - 0"

5' - 0"

S-511

S-511

3.205

3.205

3.206

3.206

Mead & Hunt, Inc.

2440 Deming Way

Middleton, WI 53562 phone: 608-273-6380 meadhunt.com

SHEET NO.:

SHEET CONTENTS

DO NOT SCALE DRAWINGS

M&H NO.:

DATE:

DESIGNED BY:

DRAWN BY:

CHECKED BY:

ISSUED

© Copyright This document, or any portion thereof, shall not be duplicated, disclosed, or used on any other project or extension of this project except by written agreement with Mead & Hunt, Inc. Mead & Hunt shall not be responsible for any unauthorized use of, or alteration to these documents.

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T R

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S-111

FLATWORK PLAN

XGFG132020ANG NO.:

3141300-141489.01

MJE

DRM

May 4, 2017

ZJE

KEYED NOTES

3.002 REMOVE EXISTING SLAB AND REPLACE WITH NEW SLAB PER

DETAILS ON SHEET S-511.

3.003 REMOVE EXISTING SLAB FOR REMOVAL OF EXISTING PIPING

AND/OR INSTALLATION OF NEW PIPING. COORDINATE EXACT

EXTENTS/LOCATIONS WITH OTHER DISCIPLINES. REPLACE SLAB

PER DETAILS ON SHEET S-511.

3.201 NEW CONCRETE STOOP, SEE DETAILS 7/S-511 AND 8/S-511.

3.202 NEW EXTERIOR CONCRETE EQUIPMENT PAD, SEE DETAIL 11/S-511.

COORDINATE EXACT LOCATION AND SIZE WITH CONTRACTOR.

3.203 NEW CONCRETE STAIR, SEE DETAIL 13/S-511

3.204 NEW INTERIOR CONCRETE EQUIPMENT PAD, SEE DETAIL 12/S-511.

COORDINATE EXACT LOCATION AND SIZE WITH CONTRACTOR.

3.205 EXISTING TILE TO BE REMOVED, INFILL DEPRESSED AREA WITH

CONCRETE TOPPING TO MATCH SURROUNDING FLOOR ELEVATION.

3.206 REMOVE EXISTING SLAB AND REPLACE WITH SLAB TYPE 'SLAB05' AT

NEW SHOWER LOCATION. SLOPE NEW SLAB TO DRAIN.

COORDINATE WITH ARCHITECTURAL.

PLAN

NORTH

TRUE

NORTH

1/8" = 1'-0"1

FLATWORK PLAN

2. FIELD VERIFY ALL DIMENSIONS, BRING ANY DISCREPANCIES TO THE

ATTENTION OF THE ARCHITECT/ENGINEER FOR FINAL DECISION.

3. REFER TO SHEET S-001 FOR STRUCTURAL LEGENDS, ABBREVIATIONS,

AND SYMBOLOGY.

4. REFER TO SHEET S-001 FOR ROOF LOADING AND SPECIAL JOIST

LOADING REQUIREMENTS.

5. REFER TO SHEET S-541 FOR TYPICAL DETAILS NOT REFERENCED ON

THIS SHEET.

6. MINIMUM JOIST BEARING LENGTH REQUIREMENTS ARE AS FOLLOWS

UNLESS NOTED OR DETAILED OTHERWISE;

- AT MASONRY WALLS - "K" SERIES - MIN. 4"

- AT CONCRETE WALLS - "K" SERIES - MIN. 4"

- AT STEEL BEAMS - "K" SERIES - MIN. 2 1/2"

7. ALL ROOF OPENINGS SHALL FOLLOW REQUIREMENTS OF DETAIL

6/S-541. COORDINATE WITH OTHER DISCIPLINES FOR LOCATIONS

AND OPENING SIZES.

8. ALL NEW CMU WALLS SHALL BE STRUCTURAL WALL TYPE SW08

UNLESS NOTED OTHERWISE. SEE DETAIL 1/S-521.

ROOF FRAMING

PLAN GENERAL NOTES:

1 1

2 2

3 3

5 5

8 8

9 9

10 10

11 11

12 12

13 13

14 14

16 16

17 17

21 21

24 24

A

A

B C D

D E

G

G

H J K L M

M

N

P

Q

Q

R S T

T

F

E X

W

X

E X

W

X

E X

W

X

EX. 20H7

E X

W

X

E X

W

X

EX. 20H7

EX. 20H7

EX. 20H7

EX. 20H7

EX. 20H7

EX. 20H7

EX. 20H7

EX. 20H7

EX. 20H7

EX. 20H7

EX. W16X26

( 110' - 10 1/2" )

E X

W

X

/2

E X

W

X

E X

W

X

E X

W

X

/2

E X

W

X

E X

W

X

E X

W

X

E X

W

X

EX. 20H7

EX. 20H7

EX. 20H7

EX. 20H7

EX. 20H7

EX. 20H7

EX. 20H7

EX. 20H7

EX. 20H7

EX. 20H7

EX. 20H7

EX. W16X26

( 110' - 10 1/2" )

E X

W

X

EX. W16X26

( 110' - 10 1/2" )

E X

W

X

E X

W

X

E X

W

X

E X

W

X

E X

W

X

EX. W16X26

( 110' - 10 1/2" )

E X

W

X

E X

W

X

E X

W

X

E X

G

E X

G

EX. 20H7

EX. 20H7

EX. 20H7

EX. 20H7

EX. 20H7

EX. 20H7

EX. 20H7

EX. 20H7

EX. 20H7

EX. 20H7

EX. 20H7

EX. 20H7

EX. 20H7

E X

W

X

/2

EX. W12X14

( 110' - 8" )

E X

W

X

/2

EX. W18X35

( 110' - 8" )

EX. L5X5X3/8

( 110' - 10 1/2" )

EX. L5X5X3/8

( 110' - 10 1/2" ) E

X W

X

/2

E X

W

X

/2

E X

H

E X

H

EX. L5X5X3/8

( 110' - 10 1/2" )

EX. L5X5X3/8

( 110' - 10 1/2" )

E X

W

X

E X

W

X

E X

W

X

E X

W

X

E X

W

X

E X

W

X

E X

W

X

E X

W

X

E X

W

X

E X

W

X

EX. W16X26

( 110' - 10 1/2" )

EX. W16X26

( 110' - 10 1/2" )

EX. 20H7

EX. 20H7

EX. 20H7

EX. 20H7

EX. 20H7

EX. 20H7

EX. 20H7

EX. 20H7

EX. 20H7

EX. 20H7

EX. 20H7

EX. 20H7

EX. 20H7

23.9

S.1Q.1

19.5

38' - 0" 27' - 5" 27' - 7" 27' - 5" 38' - 0"

1' - 2 1/2" 25' - 1"

/2

/2

K

K

K

K

K

K

K

K

K

K

K

K

W

X

W

X

W

X

W

X

2' - 6 1/2"

(5) SPACES AT 4'-0" = 20' - 0"

2' - 6 1/2"

W10X30

( 110' - 8" )

W10X30

( 110' - 8" )

W10X33

( 110' - 2" )

158' - 5"

28' - 0" 33' - 4" 35' - 9" 33' - 4" 28' - 0"

4' - 1" 6' - 7" 14' - 5" 6' - 1" 4' - 7"

6" 26' - 7" 6"

3.601

S-541 13

HSS6X6X1/4

(TYPICAL OF 6)

S-551

S-551

S-551

S-541

S-541

S-541

S-541

S-541

S-541

S-541

S-541

S-541

WALL

SUPPORT

WALL

SUPPORT

WALL

SUPPORT

L19

L

Mead & Hunt, Inc.

2440 Deming Way

Middleton, WI 53562 phone: 608-273-6380 meadhunt.com

SHEET NO.:

SHEET CONTENTS

DO NOT SCALE DRAWINGS

M&H NO.:

DATE:

DESIGNED BY:

DRAWN BY:

CHECKED BY:

ISSUED

© Copyright This document, or any portion thereof, shall not be duplicated, disclosed, or used on any other project or extension of this project except by written agreement with Mead & Hunt, Inc. Mead & Hunt shall not be responsible for any unauthorized use of, or alteration to these documents.

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S-151

LOW ROOF FRAMING

PLAN

XGFG132020ANG NO.:

3141300-141489.01

MJE

DRM

May 4, 2017

ZJE

KEYED NOTES

3.601 1.5" DEEP, 20 GAUGE TYPE B ROOF DECK. SEE DETAILS ON SHEET

S-541.

PLAN

NORTH

TRUE

NORTH

1/8" = 1'-0"1

LOW ROOF FRAMING PLAN

2. FIELD VERIFY ALL DIMENSIONS, BRING ANY DISCREPANCIES TO THE

ATTENTION OF THE ARCHITECT/ENGINEER FOR FINAL DECISION.

3. REFER TO SHEET S-001 FOR STRUCTURAL LEGENDS, ABBREVIATIONS,

AND SYMBOLOGY.

4. REFER TO SHEET S-001 FOR ROOF LOADING AND SPECIAL JOIST

LOADING REQUIREMENTS.

5. REFER TO SHEET S-541 FOR TYPICAL DETAILS NOT REFERENCED ON

THIS SHEET.

6. MINIMUM JOIST BEARING LENGTH REQUIREMENTS ARE AS FOLLOWS

UNLESS NOTED OR DETAILED OTHERWISE;

- AT MASONRY WALLS - "K" SERIES - MIN. 4"

- AT CONCRETE WALLS - "K" SERIES - MIN. 4"

- AT STEEL BEAMS - "K" SERIES - MIN. 2 1/2"

7. ALL ROOF OPENINGS SHALL FOLLOW REQUIREMENTS OF DETAIL

6/S-541. COORDINATE WITH OTHER DISCIPLINES FOR LOCATIONS

AND OPENING SIZES.

8. ALL NEW CMU WALLS SHALL BE STRUCTURAL WALL TYPE SW08

UNLESS NOTED OTHERWISE. SEE DETAIL 1/S-521.

ROOF FRAMING

PLAN GENERAL NOTES:

1 1

2 2

3 3

4 4

5 5

6 6

8 8

10 10

12 12

13 13

15 15

16 16

17 17

19 19

20 20

22 22

23 23

24 24

A C

D

G

G

H L M

M

N

N Q

R TF

EX. W21X44

( 114' - 10 1/2" )

EX. 16H6

EX. W14X22

( 114' - 10 1/2" )

E X

W

X

E X

W

X

E X

W

X

E X

W

X

E X

W

X

EX. 16H6

EX. 16H6

EX. 16H6

EX. 16H6

EX. 16H6

EX. 16H6

EX. 16H6

EX. 16H6

EX. W21X44

( 114' - 10 1/2" )

EX. W16X26

( 114' - 10 1/2" )

E X

W

X

E X

W

X

E X

W

X

EX. W16X26

( 114' - 10 1/2" )

E X

G

EX. 22H9

EX. 22H9

EX. 22H9

EX. 22H9

EX. 22H9

EX. 22H9

EX. 22H9

EX. 22H9

EX. 22H9

EX. 22H9

EX. 22H9

EX. 22H9

EX. 22H9

EX. 22H9

EX. 22H9

EX. 22H9

EX. 22H9

E X

G E

X

G

E X

G E

X

G E

X

G

E X

W

X

EX. 22H9

EX. 22H9

EX. 22H9

EX. 22H9

EX. 22H9

EX. 22H9

EX. 22H9

EX. 22H9

EX. 22H9

EX. 22H9

EX. 22H9

EX. 22H9

EX. 22H9

EX. 22H9

EX. 22H9

EX. 22H9

EX. 22H9

EX. 22H9

EX. 22H9

EX. 22H9

EX. 22H9

EX. 22H9

EX. 22H9

EX. 22H9

E X

W

X

E X

W

X

E X

W

X

E X

W

X

EX. W16X26

( 114' - 10 1/2" )

23.9

S.1Q.1

19.5

61' - 4" 10 1/2" 27' - 5" 27' - 7" 27' - 5" 26' - 3 1/2"

CMU

7 5/8"

60' - 0 3/4" CMU

7 5/8"

10 1/2"

4' - 0 3/8" (13) SPACES AT 4'-0" = 52' - 0" 4' - 0 3/8"

24' - 2 1/2" 28' - 0" 33' - 4" 35' - 9" 33' - 4" 28' - 0"

4' - 1" 6" 26' - 7" 6" 4' - 1"

/2

/2

C M

U

/8

/4

C M

U

/8

K

K

K

K

K

K

K

K

K

K

K

K

K

K

C M

U

/8

/4

C M

U

/8

/8

C M

U

/8

51' - 4" 10' - 0"

CMU

7 5/8"

50' - 0 3/4" CMU

7 5/8"

2' - 0 3/8"

JB

115' - 4"

JB

116' - 0"

S-551

S-551

S-551

S-551

S-551

3.601

TOW

118' - 0"

TOW

118' - 0"

TOW

118' - 0"

TOW

118' - 0"

TOW

118' - 0"

TOW

118' - 0"

.6

3.603

3.603

3.6033.603

61' - 0"

8' - 8"

24.3

PSF

55.7

PSF

SNOW DRIFT LOADING DIAGRAM

Mead & Hunt, Inc.

2440 Deming Way

Middleton, WI 53562 phone: 608-273-6380 meadhunt.com

SHEET NO.:

SHEET CONTENTS

DO NOT SCALE DRAWINGS

M&H NO.:

DATE:

DESIGNED BY:

DRAWN BY:

CHECKED BY:

ISSUED

© Copyright This document, or any portion thereof, shall not be duplicated, disclosed, or used on any other project or extension of this project except by written agreement with Mead & Hunt, Inc. Mead & Hunt shall not be responsible for any unauthorized use of, or alteration to these documents.

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S-152

INTERMEDIATE

ROOF FRAMING

PLAN

XGFG132020ANG NO.:

3141300-141489.01

MJE

DRM

May 4, 2017

ZJE

KEYED NOTES

3.601 1.5" DEEP, 20 GAUGE TYPE B ROOF DECK. SEE DETAILS ON SHEET

S-541.

3.602 SNOW DRIFT LOAD, SEE SNOW DRIFT LOADING DIAGRAM ON THIS

SHEET.

3.603 NEW FRAMED OPENING IN EXISTING ROOF, SEE DETAIL 6/S-551.

COORDINATE EXACT OPENING LOCATION WITH MECHANICAL.

PLAN

NORTH

TRUE

NORTH

1/8" = 1'-0"1

INTERMEDIATE ROOF FRAMING PLAN

T.O. FOOTING

SEE FOUNDATION PLAN

12" FOUNDATION WALL

WITH #5 BARS AT 18" O.C.

EACH WAY, EACH FACE

#5 DOWELS, MATCH WALL

REINFORCING SPACING

2'-0"W X 1'-0"D FOOTING

WITH (2) #5 BARS CONTINUOUS

T.O. WALL/SLAB

100' - 0"

T.O. LEDGE

99' - 4"

6" 1' - 0" 6"

DOWELS TO MATCH

CMU WALL VERTICAL

REINFORCEMENT SIZE

AND SPACING, TYPICAL.

CMU WALL ABOVE

1 1/2" LEDGE

JOINT FILLER

REINFORCING CONTINUOUS

THROUGH JOINTS

CANT STRIP (EACH SIDE)

CLASS "B" LAP

NOTE:

SIMILAR AT WALLS WHERE

REINFORCEMENT IS PLACED

EACH FACE.

L CONSTRUCTION JOINTC

60'-0" MAX. SPACING 60'-0" MAX. SPACING

REINFORCING CONTINUOUS

THROUGH JOINTS

CANT STRIP (EACH SIDE)

NOTE:

SIMILAR AT WALLS WHERE

REINFORCEMENT IS PLACED

EACH FACE.

L CONTROL JOINTC

20'-0" MAX. SPACING 20'-0" MAX. SPACING

NOTE:

WHEN MASONRY IS ABOVE

ALIGN MASONRY AND

CONCRETE CONTROL

JOINTS.

"W

"W

"W

"W

"W" "W"

"W" "W"

REINFORCEMENT EACH FACE

REINFORCEMENT CENTERED

TYPICAL

2' - 0" BAR LAP

TYPICAL

2' - 0" BAR LAP

T Y

P

IC

A L

B A

R L

A P

T Y

P

IC

A L

B A

R L

A P

TYPICAL

2' - 0" BAR LAP

TYPICAL

2' - 0" BAR LAP

NOTES:

1.VERTICAL REINFORCING NOT SHOWN FOR CLARITY.

2.FOUNDATION WALL LEDGE NOT SHOWN FOR CLARITY.

3. "W" = FOUNDATION WALL WIDTH.

HORIZONTAL WALL

REINFORCING

OPTIONAL WALL

CONSTRUCTION JOINT

CORNER BARS TO MATCH

WALL REINFORCING

HORIZONTAL WALL

REINFORCING

OPTIONAL WALL

CONSTRUCTION JOINT

CORNER BARS TO MATCH

WALL REINFORCING

(2) #5 BARS EACH FACE,

TYPICAL

TYPICAL RECTANGULAR OPENING

IN CAST IN PLACE CONCRETE

TYPICAL CIRCULAR OPENING IN

CAST IN PLACE CONCRETE

A

B

(2) #5 BARS x 4'-0" LONG

EACH FACE, TYPICAL

NOTES:

1. APPLIES TO ALL

OPENINGS WHERE 'A' OR

'B' IS GREATER THAN OR

EQUAL TO CAST IN PLACE

CONCRETE THICKNESS.

2. VERIFY SIZE AND

LOCATION OF OPENINGS

WITH TRADE OR SUB-

CONTRACTOR

REQUIRING

OPENINGS.

(2) #5 BARS EACH FACE,

TYPICAL

(2) #5 BARS x 4'-0" LONG

EACH FACE, TYPICAL

NOTES:

1. APPLIES TO ALL HOLES

WHERE DIAMETER IS

GREATER THAN OR

EQUAL TO CAST IN PLACE

CONCRETE THICKNESS.

2. VERIFY SIZE AND

LOCATION OF OPENINGS

WITH TRADE OR SUB-

CONTRACTOR

REQUIRING

OPENINGS.

3. 2'-0" MAXIMUM OPENING

UNLESS NOTED

OTHERWISE.

M A

X

NOTES:

1. VERIFY OPENING AND

LOCATION OF OPENING

AND PIPE SLEEVE WITH

TRADE OR SUB-

CONTRACTOR.

2. SEE FOUNDATION PLANS

FOR VERTICAL AND

HORIZONTAL WALL

REINFORCING.

CAST IRON PIPE SLEEVE

3" T

YP

IC

AL

DIAGONAL BARS:

(4) #5 BARS, EACH FACE

2' - 0" M

IN

REINFORCING CONTINUOUS

THROUGH JOINTS, TYPICAL

CLASS "B" LAP

L CONSTRUCTION JOINTC

60' - 0" MAXIMUM SPACING 60' - 0" MAXIMUM SPACING

CLASS "B" LAP CLASS "B" LAP

C L A

S S

B

L

A P

BENT BAR AT CORNERS

SHALL MATCH FOOTING

REINFORCING

CONTINUOUS STRIP

FOOTING REINFORCING

(SEE SCHEDULE).

PROVIDE STANDARD

HOOK AT BAR ENDS

AS SHOWN.

T.O. FOOTING

SEE FOUNDATION PLAN

12" FOUNDATION WALL

WITH #5 BARS AT 18" O.C.

EACH WAY, EACH FACE

#5 DOWELS, MATCH WALL

REINFORCING SPACING

2'-0"W X 1'-0"D FOOTING

WITH (2) #5 BARS CONTINUOUS

T.O. WALL/SLAB

100' - 0"

T.O. LEDGE

99' - 4"

6" 1' - 0" 6"

METAL STUD WALL ABOVE

(SEE ARCHITECTURAL)

2 1/2" LEDGE

1 1/2" 10 1/2"

JOINT FILLER

T.O. EXISTING FOOTING

SEE FOUNDATION PLAN

EXISTING FOUNDATION

WALL

T.O. EXISTING WALL

100' - 0"

T.O. NEW FOOTING

99' - 4"

DOWELS TO MATCH

CMU WALL VERTICAL

REINFORCEMENT SIZE

AND SPACING, TYPICAL.

NEW CMU WALL ABOVE

NEW 2'-0" WIDE X 1'-0" DEEP

FOOTING WITH (2) #5 BARS

CONTINUOUS

JOINT FILLER

8"

2 1/2"

9 1/2"

S.1

23.9

T.O. PIER

99' - 4"

BASE PLATE BP-1

(SEE DETAIL 11/S-541) WITH

(4) 1/2" DIA. ANCHOR BOLTS

T.O. LEDGE

99' - 4"

/2

/2

/2

10 1/2"

1' - 1" 4"

T.O. WALL

100' -…