17-R-0011_WAFB_CATM_Attch_6_100_prcnt_Design_Drawings_Full_Set.pdf

ARCHITECT

FINKLE + WILLIAMS ARCHITECTURE

7007 College Blvd, Suite 415 Overland Park, Kansas 66210

PH. 913.498.1550 F. 913.498.1042

CIVIL

FOUNDATIONS

STRUCTURAL

MECHANICAL

ELECTRICAL

OLSSON ASSOCIATES

7301 W. 133rd Street, Suite 200 Overland Park, KS 66213 Ph. (913)381-1170

PMA ENGINEERING

6717 Shawnee Mission Parkway, Ste 100 Overland Park, KS 66202 Ph.(913)831-1262

PMA ENGINEERING

6717 Shawnee Mission Parkway, Ste 100 Overland Park, KS 66202 Ph.(913)831-1262

OLSSON ASSOCIATES

1251 NW Briarcliff Parkway, Ste. 50 Kansas City, MO 64116 Ph.(816)361-1177

OLSSON ASSOCIATES

1251 NW Briarcliff Parkway, Ste. 50 Kansas City, MO 64116 Ph.(816)361-1177

GENERAL BUILDING INFORMATION

GENERAL BUILDING LIMITATIONS

BUILDING AREA

OCCUPANCY CLASSIFICATIONS

EXITING INFORMATION

913.498.1550 Overland Park, Kansas 66211 7007 College Blvd, Suite 415

FINKLE + WILLIAMS

A R C H I T E C T U R E

DRAWING SYMBOLS LEGEND GENERAL NOTES BUILDING SUMMARYPROFESSIONAL SERVICES DISCLAIMER

SIGNAGE REQUIREMENTS

PERMANENT ROOMS AND SPACES

TYPICAL ABBREVIATIONS

APPLICABLE CODES &

TECHNICAL REFERENCES

BID ALTERNATE

913.498.1550 Overland Park, Kansas 66211 7007 College Blvd, Suite 415

FINKLE + WILLIAMS

A R C H I T E C T U R E

7007 College Blvd, Suite 415

FINKLE + WILLIAMS

A R C H I T E C T U R E

GENERAL DEMOLITION NOTES

DEMOLITION PLAN NOTES

7007 College Blvd, Suite 415

FINKLE + WILLIAMS

SHEET NOTES

FE

C

913.498.1550 Overland Park, Kansas 66211 7007 College Blvd, Suite 415

FE

C

913.498.1550 Overland Park, Kansas 66211 7007 College Blvd, Suite 415

7007 College Blvd, Suite 415

7007 College Blvd, Suite 415

7007 College Blvd, Suite 415

7007 College Blvd, Suite 415

7007 College Blvd, Suite 415

7007 College Blvd, Suite 415

7007 College Blvd, Suite 415

DOOR TYPES

FRAME TYPES

MATERIALS TYP. DOOR LOCATION PLAN

HARDWARE SETS

WINDOW TYPES

913.498.1550 Overland Park, Kansas 66211 7007 College Blvd, Suite 415

FINKLE + WILLIAMS

A R C H I T E C T U R E

DOOR SCHEDULE LEGENDROOM FINISH SCHEDULE

ROOM

FLR.

BASE WALLS CEILING

HT. REMARKSNO. NAME N E S W N E S W MAT.

DOOR AND FRAME SCHEDULE

DOOR FRAME

RATING

DETAILS

HARDWARE REMARKSNO.

SIZE

TYPE MAT. TYPE MAT. JAMB HEAD SILLW. H. Th.

Window Schedule

NO.

Size Type

Frame Material

Glass Material RemarksW. H.

7007 College Blvd, Suite 415

4" BENEATH FLOOR SLAB

ASTM C-33, #

57 STONE

65% OF RELATIVE

DENSITY

AS NECESSARY TO

OBTAIN DENSITY

NOTE:

TABLE INFORMATION FROM SECTION D.2 TABLE 1 OF GEOTECHNICAL REPORT REFERENCE IN NOTE 17 OF 1/S0.1.

18" BELOW THE BASE OF THE

GRANULAR LAYER

LL<50

PI<25

ON SITE / IMPORTED

COHESIVE

SOILS

0 TO +4 PERCENT

95%

95% OF STANDARD

PROCTOR

0 TO +4 PERCENT

MODOT TYPE

5 BASEROCK

95% AS NECESSARY TO

OBTAIN DENSITY

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15098 (P15179)

05.02.16

100% DESIGN SET

S0.1

GENERAL

NOTES

DO 5022 CATM

Range Repair

WHITEMAN AIR FORCE BASE

MISSOURI

1. BUILDING CODE - 2012 INTERNATIONAL BUILDING CODE

ETL 11-18: SMALL ARMS RANGE DESIGN & CONSTRUCTION

2. DESIGN LOADS:

A. FLOOR LIVE LOADS

a. FLOORS (NON-REDUCED) 100 PSF

b. CONCENTRATED LOAD ON ELEVATED FLRS 2000 LBS

c. CONCENTRATED LOAD ON STAIR TREADS 300 LBS

B. ROOF LIVE LOAD 20 PSF

C. ROOF SNOW LOAD

a. GROUND SNOW LOAD, Pg 20 PSF

b. FLAT ROOF SNOW LOAD, Pf 20 PSF

c. SNOW EXPOSURE FACTOR, Ce 1.0

d. RISK CATEGORY II

e. SNOW LOAD IMPORTANCE FACTOR, I 1.0

f. THERMAL FACTOR, Ct

UNHEATED STRUCTURE 1.2

g. DRIFTING PER CODE

D. WIND LOADS

a. BASIC WIND SPEED (3 SECOND GUST), V(ULTIMATE) 115 MPH

V(SERVICE) 90 MPH

b. RISK CATEGORY II

c. WIND EXPOSURE C

d. INTERNAL PRESSURE COEFFICIENT +/- 0.18

e. COMPONENT & CLADDING PRESSURE SEE TABLE 4/S0.2

E. SEISMIC LOADS

a. RISK CATEGORY II

b. SPECTRAL ACCELERATION Ss = 0.129g, S1 = 0.078g

c. SEISMIC IMPORTANCE FACTOR, I 1.0

d. SPECTRAL RESPONSE COEFFICIENTS

SDS 0.138

SD1 0.0125

e. SITE CLASS D

f. SEISMIC DESIGN CATEGORY B

g. BASIC SEISMIC-FORCE-RESISTING SYSTEM STEEL SYSTEM NOT SPECIFICALLY

DETAILED FOR SEISMIC & ORIDINARY REINFORCED CONCRETE WALLS

h. RESPONSE MODIFICATION FACTOR, R 3

i. SEISMIC RESPONSE COEFFICIENT, Cs 0.046

j. DESIGN BASE SHEAR 0.046W

l. ANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE

F. DEAD LOADS

a. STRUCTURE ACTUAL WEIGHT

b. UNDERHUNG BAFFLE SYSTEM 25 PSF

c. ROOF STRUCTURE (LOW ROOF) 20 PSF

G. THE STRUCTURAL SYSTEMS SHOWN ON THESE DOCUMENTS HAVE BEEN DESIGNED FOR THE FINAL, IN PLACE USAGE OF THE STRUCTURE BASED ON THE INTENDED OCCUPANCY AND CODE REQUIREMENTS.

WHILE GENERAL CONSTRUCTABILITY HAS BEEN CONSIDERED, THE STRUCTURAL SYSTEMS HAVE NOT BEEN DESIGNED TO ACCOMMODATE SPECIFIC CONSTRUCTION MEANS AND METHODS THAT MIGHT BE

UTILIZED BY THE CONTRACTOR.

3. SPECIAL INSPECTIONS

A. THE FOLLOWING ITEMS REQUIRE SPECIAL INSPECTION IN ACCORDANCE WITH THE BUILDING CODE.

a. CONCRETE DESIGN MIX

b. PLACING OF CONCRETE AND REINFORCING STEEL

c. BOLTS & ANCHORS EMBEDDED IN CONCRETE

d. STRUCTURAL STEEL FABRICATIONS

e. STRUCTURAL STEEL BOLTING & WELDING

f. INSPECTION OF ROOF DECK ATTACHMENT

g. IN-SITU STRUCTURAL FRAMING

h. POST INSTALLED ANCHORS IN CONCRETE

i. IN-SITU SOILS, EXCAVATIONS, FILLING & COMPACTION

B. THE CONTRACTOR SHALL REQUEST SPECIAL INSPECTION OF THE ITEMS LISTED ABOVE PRIOR TO THOSE ITEMS BECOMING INACCESSIBLE AND UNOBSERVABLE DUE TO PROGRESSION OF THE WORK.

4. STRUCTURAL ENGINEER SITE OBSERVATIONS

A. THE CONTRACT STRUCTURAL DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED

STRUCTURE, AND, EXCEPT WHERE SPECIFICALLY SHOWN, DO NOT INDICATE THE METHOD OR MEANS

OF CONSTRUCTION. THE CONTRACTOR SHALL SUPERVISE AND DIRECT THE WORK AND SHALL BE

SOLELY RESPONSIBLE FOR ALL CONSTRUCTION MEANS, METHODS, PROCEDURES, TECHNIQUES, AND

SEQUENCE.

B. THE ENGINEER SHALL NOT HAVE CONTROL NOR CHARGE OF, AND SHALL NOT BE RESPONSIBLE FOR, CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES, OR PROCEDURES, FOR SAFETY

PRECAUTIONS AND PROGRAMS IN CONNECTION WITH THE WORK, FOR THE ACTS OR OMISSION OF THE CONTRACTOR, SUBCONTRACTOR, OR ANY OTHER PERSONS PERFORMING ANY OF THE WORK, OR FOR

THE FAILURE OF ANY OF THEM TO CARRY OUT THE WORK IN ACCORDANCE WITH THE CONTRACT

DOCUMENTS.

5. CONDITIONS AND DIMENSIONS SHOWN HAVE BEEN TAKEN FROM EXISTING DRAWINGS, FIELD MEASUREMENTS AND FIELD OBSERVATIONS. DETAILS HAVE BEEN DEVELOPED BASED ON THE BEST AVAILABLE INFORMATION.

CONTRACTOR SHALL FIELD VERIFY ALL CONDITIONS AND DIMENSIONS SHOWN PRIOR TO FABRICATION, AND IF THE AS-BUILT CONDITION IS DIFFERENT THAN REPRESENTED IN THESE DOCUMENTS, SHALL NOTIFY THE

ENGINEER PRIOR TO PROCEEDING WITH THE WORK.

6. REFERENCE THE SPECIFICATION FOR ADDITIONAL REQUIREMENTS.

7. SEE ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND CIVIL DRAWINGS FOR OTHER PERTINENT INFORMATION RELATED TO THE STRUCTURAL WORK AND COORDINATE AS REQUIRED. THESE STRUCTURAL DRAWINGS ARE INTENDED TO BE UTILIZED AS A COMPLETE SET OF DOCUMENTS THAT REPRESENT THE BUILDINGS STRUCTURAL SYSTEMS. NO SINGLE SHEET OR SERIES OF SHEETS IS INTENDED TO “STAND ALONE”. THESE STRUCTURAL DRAWINGS ARE INTENDED TO BE INCLUDED IN A COMPLETE SET OF CONSTRUCTION DOCUMENTS, INCLUDING BUT NOT LIMITED TO: ARCHITECTURAL DRAWINGS, CIVIL DRAWINGS, AND MECHANICAL/ ELECTRICAL/ PLUMBING DRAWINGS. CONTRACTOR SHALL VERIFY COORDINATION OF THESE DRAWINGS WITH CONTENTS OF ABOVE DRAWING SETS SPECIFIED AND ONLY PROCEED WITH BIDDING AND

CONSTRUCTION AFTER SUCH HAS TAKEN PLACE.

8. DETAILS LABELED “TYP” OR “TYPICAL” ARE TO BE APPLIED AT LOCATIONS THAT ARE SAME OR SIMILAR TO THOSE SPECIFICALLY INDICATED. WHERE A DETAIL IS NOT INDICATED, THE DETAIL SHALL BE THE SAME AS

FOR SIMILAR CONDITIONS OR AS SHOWN IN THE “TYPICAL DETAILS”.

9. THE BUILDING IS NOT STRUCTURALLY STABLE UNTIL ALL CONNECTIONS, FRAMING, SHEAR WALLS, DIAPHRAGMS, PERMANENT BRACING, METAL DECKING, AND EXTERIOR LOAD-BEARING WALLS ARE COMPLETE AND HAVE ACHIEVED THEIR DESIGN STRENGTH. CONTRACTOR IS SOLELY RESPONSIBLE FOR MAINTAINING STRUCTURAL STABILITY DURING ERECTION AND CONSTRUCTION. TEMPORARY BRACING SYSTEMS ARE NOT

TO BE REMOVED UNTIL STRUCTURAL WORK IS COMPLETE.

10. REINFORCING STEEL:

A. ALL REINFORCING STEEL SHALL BE ASTM A615 GRADE 60, EXCEPT WELDED REINFORCING WHICH

SHALL BE ASTM A706 GRADE 60.

B. ALL WELDED WIRE FABRIC SHALL BE ASTM A185 AND A82 COLD DRAWN WIRE.

C. ALL ACCESSORIES FOR SUPPORTING REINFORCING SHALL BE GALVANIZED OR HAVE

PLASTIC-COATED FEET.

D. PROVIDE CORNER BARS AT THE EXTERIOR FACE OF ALL WALL AND FOOTING CORNERS EQUAL TO

HORIZONTAL BARS.

E. PROVIDE AT LEAST TWO VERTICAL #5 BARS AT ALL STEPS IN FOUNDATION WALLS, FOOTINGS, AND

GRADE BEAMS.

F. REINFORCING SHALL BE DETAILED, FABRICATED, PLACED, AND SUPPORTED IN ACCORDANCE WITH

ACI 315, LATEST EDITION.

G. THE FOLLOWING ADDITIONAL REINFORCING STEEL SHALL BE PROVIDED IN STOCK LENGTHS FOR

GENERAL JOB USE AS DIRECTED BY THE ENGINEER.

5 - #4X30-0

H. STANDARD COVERAGE OF REINFORCING, UNLESS OTHERWISE SHOWN, SHALL BE AS FOLLOWS:

CAST AGAINST EARTH, PERMANENTLY EXPOSED TO WEATHER 3"

EXPOSED TO EARTH & WEATHER (FORMED) 2"

I. ALL LAP SPLICES SHALL BE CLASS B UNLESS NOTED OTHERWISE.

J. FOR REINFORCING BAR LAP LENGTHS IN CONCRETE, SEE TABLE 2/S0.2.

11. CONCRETE:

A. CAST-IN-PLACE CONCRETE CONSTRUCTION SHALL COMPLY WITH THE APPLICABLE BUILDING

CODE REQUIREMENTS, INDUSTRY GUIDES AND REFERENCE STANDARDS INCLUDING, BUT NOT

LIMITED TO:

a. ACI 301 - SPECIFICATIONS FOR STRUCTURAL CONCRETE

b. ACI 305R - GUIDE TO HOT WEATHER CONCRETING

c. ACI 306R - GUIDE TO COLD WEATHER CONCRETING

d. ACI 318 - STRUCTURAL CONCRETE BUILDING CODE

e. ACI 347 - GUIDE TO FORMWORK FOR CONCRETE

f. ACI SP-66 - ACI DETAILING MANUAL

g. AWS D1.4 - STRUCTURAL WELDING CODE - REINFORCING STEEL

h. CRSI - MANUAL OF STANDARD PRACTICE

B. ALL CONCRETE, UNLESS OTHERWISE NOTED, SHALL DEVELOP A 28 DAY COMPRESSIVE STRENGTH

OF 4.500 PSI AND HAVE MAXIMUM WATER/CEMENT RATIO OF 0.45.

C. CONCRETE EXPOSED TO WEATHER, VEHICLES AND/OR DEICING CHEMICALS SHALL BE

AIR-ENTRAINED WITH 6% (+/-) 1.5% ENTRAINED AIR BY VOLUME AT POINT OF DISCHARGE. DO NOT

ALLOW AIR CONTENT OF TROWELED FINISHED FLOORS TO EXCEED 3%.

D. IT IS THE INTENT OF THESE CONCRETE SPECIFICATIONS THAT THE CONTRACTOR SUPPLY

CONCRETE MIXES WITH A MINIMUM AMOUNT OF WATER IN ORDER TO LIMIT PLASTIC SHRINKAGE CRACKING IN FRESHLY PLACED CONCRETE. IT IS EXPECTED THAT PRODUCING WORKABILITY FOR CONCRETE MIXES WILL REQUIRE THE ADDITION OF WATER-REDUCING AND/OR SUPER-PLASTICIZING

CHEMICAL ADMIXTURES.

E. CONCRETE SLUMP SHALL BE A MAXIMUM OF 4" +/- 1" (ASTM C-143) AS DELIVERED IN THE FIELD.

CONTRACTOR MAY USE CHEMICAL ADMIXTURES TO ATTAIN A MAXIMUM SLUMP OF 8" FOR

WORKABILITY.

F. NO WATER MAY BE ADDED TO THE CONCRETE MIX ON SITE.

G. FLY ASH MAY BE USED AT A RATE NOT TO EXCEED 25% OF THE TOTAL CEMENT CONTENT.

H. CHAMFER ALL EXPOSED CORNERS OF CONCRETE WALLS, BEAMS, AND COLUMNS 3/4".

I. ALL CONTROL JOINTS IN CONCRETE SLABS-ON-GRADE SHALL BE CUT TO 1/3 OF THE DEPTH. CUT

JOINTS AS SOON AS POSSIBLE AFTER CONCRETE HAS BEEN PLACED WITHOUT DISLODGING

AGGREGATE, OR USE KEYED COLD JOINT.

J. THE UNIT POUR FOR SLABS AND WALLS SHALL NOT EXCEED 100 LINEAL FEET IN ANY ONE

DIRECTION. CUT SLABS TO 1/3 THE DEPTH ON GRID LINES INTO AREAS OF ABOUT 150 SQUARE

FEET.

K. PRIOR TO PLACING CONCRETE IN ANY LOCATION, IT IS THE RESPONSIBILITY OF THE GENERAL

CONTRACTOR TO HAVE THOROUGHLY CHECKED AND COORDINATED ALL DIMENSIONS,

ELEVATIONS, OPENINGS, RECESSES, AND BLOCKOUTS SHOWN ON THE ARCHITECTURAL,

STRUCTURAL, AND MECHANICAL DRAWINGS. IN THE EVENT ERRORS, CONFLICTS, OR OMISSIONS

EXIST, IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO CONTACT THE CONTRACTING

OFFICER FOR NECESSARY CORRECTIVE ACTION.

L. EMBEDDED ITEMS ARE TO BE FURNISHED AND INSTALLED BY THE CONTRACTOR PRIOR TO

PLACING CONCRETE.

M. ANCHOR RODS SHALL BE HELD IN PLACE WITH A RIGID TEMPLATE.

N. CAST-IN-PLACE CONCRETE REPAIRS - (THIN PATCHES - 3" MAX SURFACE DEPTH):

WHERE CONCRETE MATERIAL HAS BEEN REMOVED TO A MAXIMUM DEPTH OF 1 1/2" THE PATCH

SHALL BE FILLED WITH A CEMENTITIOUS REPAIR MORTAR AS SPECIFIED BELOW.

CONTRACTOR SHALL REMOVE LOOSE CONCRETE WITHOUT DAMAGING THE EXISTING REINFORCING

BARS AND WIRE MESH WHILE MINIMIZING MICROCRACKING IN THE SURROUNDING CONCRETE

MATERIAL. USE HAND TOOLS OR PNEUMATIC TOOLS THAT DELIVER NO MORE THAN 15 FT/LBS OF

IMPACT TO REMOVE LOOSE SPALLING OR DETERIORATED SURFACE CONCRETE. REMOVE TO A

DEPTH WHERE SOUND CONCRETE IS ENCOUNTERED. PATCH DEPTH SHALL NOT BE LESS THAN

3/8" AT ANY LOCATION.

EXISTING REINFORCING BARS AND WIRE REINFORCING MESH SHALL REMAIN IN PLACE. DO NOT

CUT OUT EXISTING REINFORCING BARS DURING CONCRETE REMOVAL OPERATIONS.

AREA TO BE PATCHED, INCLUDING EXPOSED REINFORCING BARS, SHALL BE SANDBLASTED OR

SHOT BLASTED TO REMOVE RUST, CONCRETE RESIDUE, AND OTHER CONTAMINANTS SUCH AS OIL, RUST, DIRT, EFFLORESCENCE, ETC. PROVIDE 1/4" PROFILE AMPLITUDE TO THE CONCRETE SUBSTRATE.

PRIME COAT ALL EXISTING EXPOSED REINFORCING STEEL BARS AND WIRE MESH AND EXPOSED

CONCRETE SURFACES WITH SIKA ARMATEC 110 EPOCEM BONDING AGENT AND ANTI-CORROSION

PROTECTION COATING OR EQUAL. APPLY PER MANUFACTURER'S SPECIFICATIONS.

REBUILD CONCRETE SURFACE TO MATCH ORIGINAL SHAPE WITH AN APPROVED CEMENTITIOUS

REPAIR MORTAR OR GROUT OF 3500 PSI MINIMUM. APPLY PER MANUFACTURER'S SPECIFICATIONS.

PATCH AREA SHALL BE HAND TROWELED TO MATCH THE ORIGINAL MEMBER DIMENSIONS AND

SURFACE PROFILE AS CLOSELY AS POSSIBLE.

12. STRUCTURAL STEEL:

A. ALL STRUCTURAL STEEL SHALL BE DETAILED, FABRICATED, AND ERECTED IN ACCORDANCE WITH

AISC SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS ALLOWABLE STRESS DESIGN AND

PLASTIC DESIGN, LATEST EDITION AND AISC CODE OF STANDARD PRACTICE.

B. ALL STRUCTURAL STEEL FOR WIDE FLANGE & WT SHAPES SHALL BE A992 GRADE 50 UNLESS

NOTED OTHERWISE ON THE PLANS. ALL ANGLES, PLATES, AND CHANNELS AND SHALL BE ASTM

A36 UNLESS NOTED OTHERWISE. ALL RECTANGULAR AND ROUND HSS SHAPES SHALL BE ASTM

A500, GRADE B.

C. ALL BEAM CONNECTIONS SHALL BE DESIGNED AS SIMPLY SUPPORTED BEAMS BY THE STEEL

FABRICATOR FOR THE LOADS SHOWN ON THESE DOCUMENTS. LOADS AND REACTIONS SHOWN

ON THESE DOCUMENTS ARE NON-FACTORED, WORKING STRESS VALUES (ASD). CONNECTIONS

MAY BE BOLTED OR WELDED.

D. ALL BOLTS SHALL BE 3/4" DIAMETER MINIMUM UNLESS NOTED OTHERWISE ON DRAWINGS.

a. SLIP CRITICAL CONNECTIONS OF A325SC OR A490SC BOLTS SHALL BE USED FOR ALL

BOLTED CONNECTIONS OF BRACING MEMBERS, MOMENT CONNECTIONS, CANTILEVERS,

AND AS SHOWN ON THESE DOCUMENTS.

b. ALL OTHER CONNECTIONS SHALL BE SNUG-TIGHTENED BEARING TYPE USING A MINIMUM

OF TWO A325N OR A490N BOLTS.

E. ALL STRUCTURAL STEEL WELDS IN THE SHOP OR THE FIELD SHALL BE PERFORMED BY A

QUALIFIED WELDER AND SHALL CONFORM TO THE CURRENT REQUIREMENTS OF A.W.S.

F. SHOP WELDED AND FIELD BOLTED CONNECTIONS ARE PREFERRED, UNLESS OTHERWISE SHOWN.

G. FILLET WELDS NOT SPECIFICALLY SIZED IN THESE DOCUMENTS SHALL BE THE MINIMUM SIZE IN ACCORDANCE WITH AWS D1.1 LATEST EDITION, DEPENDENT ON THE THINNER PART JOINED, BUT

NO LESS THAN 3/16”.

H. WELDING ELECTRODES SHALL BE E70XX.

I. STEEL JOISTS SHALL BE FABRICATED AND ERECTED (INCLUDING BRIDGING) IN ACCORDANCE WITH THE LATEST SPECIFICATIONS OF THE STEEL JOIST INSTITUTE AND ALL OSHA REQUIREMENTS.

JOISTS SHALL HAVE 2-1/2" BEARING DEPTH FOR K SERIES JOISTS. DESIGN AND WELD JOISTS FOR THE FOLLOWING NOMINAL WIND PRESSURES AT ULTIMATE LOAD LEVEL (LRFD): 27.5 PSF NET UPLIFT IN FIELD, 32.5 NET UPLIFT WITHIN 7.5 FEET OF EDGES AND 32.5 PSF NET UPLIFT WITHIN 7.5 FEET OF CORNERS. AT A MINIMUM, ENDS OF BRIDGING SHALL HAVE DIAGONAL CROSS BRACING BETWEEN

THE LAST TWO JOISTS IN ADDITION TO HORIZONTAL BRIDGING.

J. STEEL ROOF DECK SHALL BE AS NOTED ON PLAN, WITH NESTED SIDELAPS, ATTACHED TO

SUPPORTS IN A PATTERN TO RESIST THE FOLLOWING NOMINAL WIND PRESSURES AT ULTIMATE

LOAD LEVEL (LRFD): 30 PSF NET UPLIFT IN FIELD, 51 PSF NET UPLIFT WITHIN 7.5 FEET OF EDGES AND 51 PSF NET UPLIFT WITHIN 7.5 FEET OF CORNERS. IN ADDITION TO THE NET UPLIFT PRESSURES, ROOF DECK SHALL BE ATTACHED TO SUPPORTS FOR DIAPHRAGM SHEAR AS SHOWN ON THE PLAN

DOCUMENTS IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. ROOF DECK

ATTACHMENT SHALL BE DESIGNED FOR THE COMBINED EFFECTS OF UPLIFT AND DIAPHRAGM

SHEAR INTERACTION.

K. ALL OPENINGS IN ROOF OVER 8" IN ANY DIRECTION SHALL HAVE A 3 X 3 X 1/4 ANGLE FRAME

(4 SIDES) BETWEEN JOISTS, UNLESS OTHERWISE NOTED ON DRAWINGS.

L. ROOF EDGE ANGLES AND BENT PLATES INDICATED IN THESE DOCUMENTS TO BE CONTINUOUS

SHALL BE FIELD SPLICED AS SHOWN IN THE DETAILS.

M. THE CONTRACTOR SHALL PROVIDE SHELF ANGLES, GLASS SUPPORTS, LINTELS AND OTHER

MISCELLANEOUS STEEL, AS SHOWN ON THE DRAWINGS AND AS REQUIRED TO PROVIDE SUPPORT

(STABILIZATION) AROUND AND THROUGHOUT THE BUILDING. NOT EVERY DETAIL IS SHOWN. SEE

ARCHITECTURAL DRAWINGS FOR ADDITIONAL MISCELLANEOUS STEEL DETAILS.

13. POST-INSTALLED ANCHORAGE:

A. DESIGN OF ALL POST-INSTALLED ANCHORAGE SHALL BE IN ACCORDANCE WITH ACI-318 APPENDIX

D AND SHALL CONSIDER CRACKED CONCRETE CONDITIONS.

B. ALL POST-INSTALLED ANCHORS SHALL BE INSTALLED BY TRAINED PERSONNEL PER THE

MANUFACTURER'S PRINTED INSTALLATION INSTRUCTIONS (MPII) AS SHOWN IN THE CORRESPONDING

ICC-ESR REPORT AND INCLUDED IN THE ANCHOR PACKAGING

C. THE CONTRACTOR SHALL ARRANGE AN ANCHOR MANUFACTURER'S REPRESENTATIVE TO PROVIDE

ONSITE INSTALLATION TRAINING FOR ALL OF THEIR ANCHORING PRODUCTS SPECIFIED. THE

CONTRACTING OFFICER MUST RECEIVE DOCUMENTED CONFIRMATION THAT ALL OF THE

CONTRACTOR'S PERSONNEL WHO INSTALL POST-INSTALLED ANCHORAGE ARE TRAINED PRIOR TO

THE COMMENCEMENT OF INSTALLING ANCHORS.

D. ADHESIVE ANCHORS SUPPORTING SUSTAINED TENSION LOADS THAT ARE ORIENTED HORIZONTALLY

OR UPWARDLY INCLINED SHALL BE INSTALLED BY PERSONNEL CERTIFIED BY AN APPLICABLE

CERTIFICATION PROGRAM SUCH AS THE ACI/CRSI ADHESIVE ANCHOR INSTALLER CERTIFICATION

PROGRAM. AN APPLICABLE CERTIFICATION PROGRAM SHALL INCLUDE WRITTEN AND

PERFORMANCE TESTS IN ACCORDANCE WITH THE ACI/CRSI CERTIFICATION PROGRAM AND SHALL

BE SUBMITTED TO THE CONTRACTING OFFICER FOR APPROVAL PRIOR TO INSTALLATION.

E. THE CONTRACTOR SHALL SUBMIT PRODUCT SPECIFICATIONS WITH RECOMMENDED DESIGN VALUES

AND PHYSICAL CHARACTERISTICS FOR ADHESIVE AND MECHANICAL ANCHORS.

F. THE CONTRACTOR SHALL SUBMIT CERTIFIED TEST REPORTS (ICC ES EVALUATION REPORT)

SHOWING COMPLIANCE WITH SPECIFIED PERFORMANCE CHARACTERISTICS AND PHYSICAL

PROPERTIES.

G. EXISTING REINFORCING BARS IN THE CONCRETE STRUCTURE MAY CONFLICT WITH SPECIFIC ANCHOR LOCATIONS. EXISTING REINFORCING BARS SHALL NOT BE CUT UNLESS NOTED OTHERWISE ON THE DRAWINGS. THE CONTRACTOR SHALL REVIEW THE EXISTING STRUCTURAL DRAWINGS AND SHALL UNDERTAKE TO LOCATE THE POSITION OF THE REINFORCING BARS AT THE LOCATIONS OF THE CONCRETE ANCHORS BY FERROSCAN, GPR, X-RAY OR OTHER MEANS PRIOR TO INSTALLATION

OF ANCHORS.

H. ANCHOR CAPACITY IS DEPENDANT UPON SPACING BETWEEN ADJACENT ANCHORS AND PROXIMITY

OF ANCHORS TO EDGE OF CONCRETE. INSTALL ANCHORS IN ACCORDANCE WITH SPACING AND

EDGE CLEARANCES INDICATED ON THE DRAWINGS.

I. EMBEDMENT DEPTH FOR MECHANICAL EXPANSION ANCHORS SHALL BE DEFINED AS THE DISTANCE

FROM THE SURFACE OF THE LOAD-BEARING BASE MATERIAL TO THE DEEPEST PART OF THE

ANCHOR WHICH TENSION LOAD IS TRANSFERRED TO THE CONCRETE, MEASURED PRIOR TO

APPLYING TORQUE TO THE ANCHOR.

J. EMBEDMENT DEPTH FOR ADHESIVE AND SCREW TYPE ANCHORS SHALL BE DEFINED AS THE

DISTANCE FROM THE SURFACE OF THE LOAD-BEARING BASE MATERIAL TO THE DEEPEST PART

OF THE ANCHOR AFTER THE ANCHOR HAS BEEN INSTALLED INTO THE HOLE.

K. ADHESIVE ANCHORING SYSTEMS SHALL BE ACCEPTABLE FOR LONG-TERM LOADING. ONLY

NON-EPOXY (HYBRID) BASED ADHESIVES SHALL BE USED WHEN BASE MATERIAL TEMPERATURES

ARE BELOW 40 DEG F.

L. POST-INSTALLED ANCHORAGE SHALL ONLY BE USED WHERE SPECIFIED ON THESE DOCUMENTS.

THE CONTRACTOR SHALL OBTAIN APPROVAL FROM THE CONTRACTING OFFICER PRIOR TO USING

POST-INSTALLED ANCHORAGE FOR MISSING OR MISLOCATED CAST-IN-PLACE ANCHORS. CARE

SHALL BE TAKEN TO AVOID CONFLICTS WITH EXISTING REINFORCING BARS.

M. STAINLESS STEEL ANCHORS ARE REQUIRED AT ALL EXPOSED LOCATIONS.

N. FOR PRODUCTS OTHER THAN THOSE SPECIFIED BELOW, CONTRACTOR SHALL SUBMIT DATA

SUBSTANTIATING THE SUBSTITUTED PRODUCT IS CAPABLE OF ACHIEVING EQUIVALENT

PERFORMANCE VALUES (MINIMUM) AND BEHAVIOR OF THE SPECIFIED PRODUCT USING THE

APPROPRIATE DESIGN PROCEDURE AND/OR STANDARD(S) AS REQUIRED BY THE BUILDING CODE.

POST-INSTALLED ANCHOR SUBSTITUTIONS SHALL BE APPROVED BY THE ENGINEER OF RECORD

PRIOR TO THEIR USE.

O. SUBMITTALS ARE THE CONTRACTOR'S RESPONSIBILITY AND MUST INCLUDE EVALUATION

REPORTS FROM THE INTERNATIONAL CODE COUNCIL.

P. CONCRETE ANCHORS

a. MECHANICAL ANCHORS FOR USE IN CRACKED AND UNCRACKED CONCRETE SHALL HAVE

BEEN TESTED AND QUALIFIED FOR USE IN ACCORDANCE WITH ACI 355.2 AND

ICC-ES AC193. PRE-APPROVED MECHANICAL ANCHORS INCLUDE:

1. HILTI KWIK BOLT TZ EXPANSION ANCHOR (ICC-ES ESR-1917)

2. HILTI HSL-3 HEAVY DUTY EXPANSION ANCHOR (ICC-ES ESR-1545)

3. HILTI HDA UNDERCUT ANCHOR (ICC-ES ESR- 1546)

4. HILTI KWIK HUS EZ SCREW ANCHOR (ICC-ES ESR-3027)

5. SIMPSON STRONG-TIE STRONG-BOLT 2 WEDGE ANCHOR (ICC-ES ESR-3037)

6. SIMPSON STRONG-TIE TITEN-HD SCREW ANCHOR (ICC-ES ESR-2713)

b. ADHESIVE ANCHORING SYSTEMS FOR USE IN CRACKED AND UNCRACKED CONCRETE

SHALL HAVE BEEN TESTED AND QUALIFIED FOR USE IN ACCORDANCE WITH ACI 355.4 AND

ICC-ES AC308. PRE-APPROVED ADHESIVE ANCHORING SYSTEMS INCLUDE:

1. HILTI HIT-HY 200 ADHESIVE ANCHORING SYSTEM (ICC-ES ESR-3187)

2. HILTI HIT-RE 500-SD ADHESIVE ANCHORING SYSTEM (ICC-ES ESR-2322)

3. SIMPSON STRONG-TIE SET-XP ADHESIVE ANCHOR SYSTEM (ICC-ES ESR-2508)

14. LIGHT GAGE METAL FRAMING:

A. ALL LIGHT GAGE METAL FRAMING AND CONNECTIONS SHALL BE FABRICATED, AND ERECTED IN ACCORDANCE WITH AISI “SPECIFICATION FOR THE DESIGN OF COLD FORMED STEEL STRUCTURAL

MEMBERS” AND NAAMM ML/SFA 540 “LIGHTWEIGHT STEEL FRAMING SYSTEMS MANUAL.”

B. ALL LIGHT GAGE METAL FRAMING IDENTIFICATION SHOWN IN THESE DOCUMENTS IS IN

ACCORDANCE WITH THE STEEL STUD MANUFACTURERS ASSOCIATION (SSMA).

C. ALL STRUCTURAL MEMBERS SHALL BE FORMED FROM STEEL HAVING A GALVANIZED COATING

MEETING THE REQUIREMENTS OF ASTM A-653. STEEL MATERIAL SHALL HAVE A MINIMUM YIELD STRESS OF 33 KSI EXCEPT MEMBERS OF 54 MIL THICKNESS OR HEAVIER SHALL HAVE A MINIMUM

YIELD STRESS OF 50 KSI.

D. ALL CONNECTIONS SHALL BE MADE WITH A MINIMUM OF (4) #10-16 SCREWS OR EQUIVALENT

WELDS. (UNLESS NOTED OTHERWISE ON THE DRAWINGS)

E. ALL SCREWS SHALL BE OF THE DIAMETER AND SIZE INDICATED ON THE DRAWINGS, AND SHALL

BE THOSE MANUFACTURED AND TESTED BY ITW BUILDEX. MINIMUM SPACING AND EDGE

DISTANCE FOR SCREWS SHALL BE THE GREATER OF EITHER 1/2 INCH OR 3 X SHANK DIAMETER, UNLESS NOTED OTHERWISE ON THE DRAWINGS. SCREW PENETRATION THROUGH JOINED

MATERIALS SHALL NOT BE LESS THAN THREE EXPOSED THREADS. SELECT SCREWS WITH AN

ADEQUATE CUTTING TIP TO ACCOMMODATE THE TOTAL THICKNESS TO BE DRILLED. DRILLING

MUST BE COMPLETED BEFORE THE THREADS ENGAGE THE MATERIAL. WHERE SCREW

ATTACHMENTS ARE MADE TO FRAMING COMPONENTS OF DIFFERENT THICKNESSES, THE

THINNEST COMPONENT MUST BE PENETRATED FIRST. (UNLESS NOTED OTHERWISE) ALL

SCREWS ARE TYPE 'T1'.

F. DIAGONAL STRAP BRACING SHALL BE ATTACHED AT ALL INTERSECTIONS WITH VERTICAL

MEMBERS WITH A #10-16 SCREW OR EQUIVALENT WELDS.

G. WELDING SHALL BE DONE IN ACCORDANCE WITH AWS D1.3 - LATEST EDITION, STRUCTURAL

WELDING CODE, SHEET STEEL.

H. SUGGESTED WELD METAL AND PROCESS FOR SHOP WELDING ARE: 70 ksi WELD METAL

STRENGTH (MINIMUM). SUGGESTED METHODS FOR FIELD WELDING: 1/8" (UNLESS NOTED

OTHERWISE) E70XX (MINIMUM) ELECTRODE - SMAW; OR”GASLESS” MIG.

I. MINIMUM WELD THROAT THICKNESS (t) MUST MATCH OR EXCEED THE BASE STEEL THICKNESS

OF THE THINNEST CONNECTED PART UNLESS NOTED OTHERWISE.

J. WEB STIFFENERS FOR STUD JOISTS SHALL BE PROVIDED AT ALL REACTION POINTS,

INTERMEDIATE CONCENTRATED LOADS, AND WHERE INDICATED ON THE DRAWINGS.

K. SEQUENCING OF WELDS SHALL BE SO AS TO AVOID DISTORTION OF MEMBERS. REPLACE ALL

MEMBERS WHEN BURN THROUGH OCCURS DURING WELDING.

L. ALL FRAMING COMPONENTS SHALL BE CUT SQUARELY FOR ATTACHMENT TO PERPENDICULAR

MEMBERS OR AS REQUIRED ON ANGULAR FIT AGAINST ABUTTING MEMBERS. MEMBERS SHALL BE

HELD POSITIVELY IN PLACE UNTIL PROPERLY FASTENED.

M. NO SPLICES IN STUDS, JOISTS, OR OTHER LOAD CARRYING MEMBERS MAY BE MADE WITHOUT

PRIOR ENGINEERING REVIEW AND SPECIFIC DETAILS FOR ANY SUCH SPLICE(S).

N. TRACK MEMBERS SHALL MATCH DEPTH AND MIL THICKNESS (GAGE) OF STUDS UNLESS NOTED

OTHERWISE.

15. LOAD-BEARING METAL STUDS

A. MECHANICAL BRIDGING, SPACED AT THE INTERVALS DESCRIBED HEREIN, SHALL BE INSTALLED

PRIOR TO THE ATTACHMENT OF FACING MATERIALS.

B. MECHANICAL BRIDGING SHALL BE INSTALLED, IN THE FORM OF COLD ROLLED CHANNELS AND CONNECTION CLIPS, IN ALL WALLS ON THIS PROJECT. SEE TYPICAL LIGHT GAGE METAL FRAMING

DETAILS ON THE DRAWINGS FOR SPECIFIC REQUIREMENTS.

C. ALL LIGHT GAGE METAL FRAMING SHOWN ON THESE DOCUMENTS IS BASED ON THE PHYSICAL

AND STRUCTURAL PROPERTIES OF SSMA METAL STUDS. ANY SUBSTITUTIONS MUST MEET THE

MINIMUM PROPERTIES PROVIDED BY THESE MEMBERS, AND MUST BE APPROVED IN WRITING BY

THE CONTRACTING OFFICER.

16. FOUNDATIONS:

A. FOUNDATIONS ARE DESIGNED TO BEAR ON SUITABLE EXISTING FILL, CONTROLLED STRUCTURAL

FILL, OR NATURAL CLAY SOILS AT AN ALLOWABLE PRESSURE OF 2,000 PSF.

B. COMPLY WITH ALL ASPECTS OF SOILS REPORT NO. 015-3164 DATED 12-10-2015 PREPARED BY

OLSSON ASSOCIATES 1802 EAST 123RD STREET, OLATHE, KS 66061.

C. SUBGRADE FILL MATERIALS SHALL BE IN ACCORDANCE WITH FILL PLACEMENT SCHEDULE BELOW.

D. THE GENERAL CONTRACTOR AND FOUNDATION CONTRACTOR SHALL UNDERSTAND THE SURVEY

AND GEOTECHNICAL REPORT BEFORE BIDDING THE WORK. RECOMMENDATIONS CONTAINED IN

THE GEOTECHNICAL REPORT SHALL BE INCLUDED IN THE CONTRACTOR'S WORK, UNLESS

SPECIFIED OR DETAILED OTHERWISE.

E. CONTRACTOR SHALL REMOVE EXISTING FOOTINGS AND FOUNDATIONS THAT ARE LOCATED

WITHIN THE FOOTPRINT OF THE NEW BUILDING.

F. CONTRACTOR SHALL NOTIFY CONTRACTING OFFICER OF ANY UNUSUAL SOIL CONDITIONS THAT ARE IN VARIANCE WITH THE GEOTECHNICAL REPORT OR WHEN DIFFERENT BEARING MATERIAL IS

EVIDENT AND THERE IS A QUESTION OF BEARING CAPACITY.

G. CONTRACTOR SHALL BE RESPONSIBLE FOR REMOVAL AND DISPOSAL OF UNSUITABLE FILL

MATERIAL OR ORGANIC MATERIAL.

17. SUBMITTALS:

A. CODE COMPLIANT STRUCTURAL DESIGN OF THE FOLLOWING ITEMS IS DEFERRED TO THE

GENERAL CONTRACTOR.

a. TEMPORARY BRACING AND SHORING

b. STEEL BAR JOISTS

c. METAL DECK ATTACHMENT

d. STRUCTURAL STEEL CONNECTIONS

e. ROOF ACCESS LADDERS & SAFETY CAGES

f. SEISMIC & WIND ANCHORAGE AND SWAY BRACING OF MECHANICAL, ELECTRICAL AND

PLUMBING SYSTEMS COMPONENTS.

B. DEFERRED SUBMITTALS SHALL INCLUDE SUBSTANTIATING STRUCTURAL CALCULATIONS AND

SHALL BEAR THE SIGNED WET STAMP OF A REGISTERED PROFESSIONAL ENGINEER WHO IS

LEGALLY AUTHORIZED TO PRACTICE IN THE JURISDICTION WHERE PROJECT IS LOCATED AND

WHO IS EXPERIENCED IN PROVIDING ENGINEERING SERVICES OF THE KIND INDICATED.

DEFERRED SUBMITTALS SHALL BEAR THE APPROVAL STAMP OF THE PROJECT ENGINEER OF

RECORD.

C. ALL SHOP DRAWINGS AND SUBMITTALS MUST BE REVIEWED AND APPROVED BY THE

CONTRACTOR PRIOR TO SUBMITTAL. CONTRACTING OFFICER'S REVIEW OF SHOP DRAWINGS IS

LIMITED TO CHECKING FOR GENERAL CONFORMANCE WITH DESIGN DRAWINGS AND STRENGTH

OF COMPONENTS AND MATERIALS. CONTRACTOR IS RESPONSIBLE FOR ANY CHANGES FROM THE

DESIGN DRAWINGS, QUANTITIES, DIMENSIONAL ERRORS OR OMISSIONS IN THE SHOP DRAWINGS.

D. ALL SHOP DRAWINGS MUST BE ORIGINAL DOCUMENTS AND SHALL NOT BE REPRODUCTIONS OF

THESE CONTRACT DOCUMENTS.

E. SUBMIT SHOP DRAWINGS DETAILING FABRICATION OF EACH MEMBER AND ITS CONNECTIONS.

DETAIL DRAWINGS ARE TO BE PREPARED UNDER THE SUPERVISION OF A LICENSED

PROFESSIONAL ENGINEER.

F. CONTRACTOR SHALL SUBMIT STRUCTURAL SHOP DRAWINGS FOR THE FOLLOWING:

a. CONCRETE MIX DESIGN AND MATERIALS

b. CONCRETE REINFORCING STEEL

c. STRUCTURAL STEEL

d. STEEL JOISTS

e. STEEL DECK & ATTACHMENT METHODS AND MATERIALS

f. LIGHT GAGE METAL FRAMING & CONNECTIONS

S0.1 GENERAL NOTES

S0.2 TYPICAL DETAILS

S0.3 TYPICAL DETAILS

S0.4 TYPICAL DETAILS

S0.5 TYPICAL DETAILS

S1.1 FOUNDATION PLAN

S2.1 ROOF FRAMING PLAN

S3.1 FOUNDATION SECTIONS

S3.2 FOUNDATION SECTIONS

S4.1 FRAMING SECTIONS

S4.2 FRAMING SECTIONS

S4.3 FRAMING SECTIONS

S4.4 FRAMING SECTIONS

S0.1

1 STRUCTURAL GENERAL NOTES

S0.1

3 STRUCTURAL SHEET INDEX

S0.1

2 FILL PLACEMENT SCHEDULE

STEELSTL

EXTERIOREXT

FINISHED

FOUNDATION

FOOTING

GRADE BEAM

HORIZONTAL

GALVANIZED

HORIZ

FIN

FND

GALV

FLR

FTG

G.B.

GA

FLOOR

GAUGE

UNLESS NOTED OTHERWISE

WELDED WIRE FABRICW.W.F.

T.O.

T&B

VAR

U.N.O.

TYP

VERT

w/

TOP OF....(ADD ITEM)

TOP & BOTTOM

VARIES

WITH

TYPICAL

VERTICAL

CENTER OF GRAVITY OF STRANDS

A.B. ANCHOR BOLT

CMU CONCRETE MASONRY UNIT

DRAWING

DIAMETER

DIMENSION

CONCRETE

EACH WAY

EXISTING

CONTINUOUS

EACH FACE

ELEVATION

EXPANSION

DWG

ELEV

EXIST

E.F.

EQ

E.W.

EXP

EQUAL

DEG

CONC

CONT

CTR

DIA

DTL

DIM

CENTER

DEGREE

DETAIL

BALANCE

BUILDING

BEARING

BETWEEN

CONTROL JOINT

CAST-IN-PLACE CONCRETE

CENTER LINE

ARCHITECTURAL PLANS

BTWN

C.G.S.

CL

C.J.

CIP

CLR

COL

CLEAR

COLUMN

BLDG

BM

BAL

ARCH

BRG

BOT

BEAM

AT

BOTTOM

ABOVE FINISH FLOOR

ALTERNATE

A.F.F.

ALT

JOINTJT

LONG LEG HORIZONTAL

LONG LEG VERTICAL

POUNDS PER SQUARE FOOT

POUNDS PER SQUARE INCH

OPP OPPOSITE

SECT

SQ

STD

SPA

SIM

SPECS

SHT

PSF

REINF

SCHED

PSI

RAD

PC

PT

SPECIFICATION

STANDARD

SQUARE

SHEET

SECTION

SIMILAR

SPACING

REINFORCEMENT

POST TENSION

RADIUS

SCHEDULE

PRECAST

MISC

MK

N.T.S.

O.C.

OPNG

O.F.

MIN

MANUF

LLV

LBS

LLH

MAX

MAS

K

MISCELLANEOUS

NOT TO SCALE

ON CENTER

OUTSIDE FACE

MINIMUM

MARK

OPENING

MANUFACTURER

KIP (1000 LBS)

POUNDS

MASONRY

MAXIMUM

I.F.

JST

INSIDE FACE

JOIST

F.S. FAR SIDE

N.S. NEAR SIDE

FIELD VERIFYF.V.

REINF. BAR

SPLICE LENGTH

#6 AND

SMALLER

#7 AND

LARGER

57db

49db

44db

40db

72db

61db

55db

51db db = DIAMETER OF BAR (INCHES)

CONCRETE

STRENGTH

F'c, PSI

TYPICAL WELDED WIRE REINFORCEMENT SPLICE

NOTES:

1. BAR LAP SPLICE LENGTH SHALL BE AS NOTED IN

THE DOCUMENTS AND AS REQUIRED IN NOTE 4 BELOW.

2. TABULATED SPLICE LENGTH VALUES ARE BASED

ON:

A. UNCOATED BARS

B. Fy = 60ksi

C. BAR SPACING AND COVER AS NOTED:

BARS WITH CLEAR SPACING AND CLEAR

COVER NOT LESS THAN db AND STIRRUPS

OR TIES THROUGHOUT THE SPLICE LENGTH

NOT LESS THAN CODEMINIMUM

OR

BARS WITH CLEAR SPACING NOT LESS

THAN 2db AND CLEAR COVER NOT LESS THAN db.

4. REQUIRED LAP SPLICE LENGTH = TABULATED SPLICE

LENGTH MULTIPLIED BY ALL APPLICABLE

ADJUSTMENT FACTORS BELOW.

A. FOR CLASS A SPLICE = 0.769

B. FOR LIGHTWEIGHT CONCRETE = 1.3

C. FOR EPOXY COATED BARS = 1.2

1. COVER LESS TAHN 3db OR CLEAR SPACING LESS THAN 6db = 1.5

D. FOR Fy OTHER THAN 60ksi = Fy (ACTUAL)/60

E. FOR BARS NOT MEETING REQUIREMENTS OF BAR

SPACING AND COVER IN NOTE 3.C = 1.5

F. HORIZONTAL BARS WITH MORE THAN 12 INCHES

CONCRETE BELOW THE SPLICE = 1.3

5. REQUIRED LAP SPLICE LENGTH SHALL, UNDER NO

CIRCUMSTANCES, BE LESS THAN 12".

6. REQUIRED SPLICES OF PLAIN WIRE WELDED WIRE

REINFORCEMENT (W.W.F.) SHALL BE AS SHOWN

BELOW U.N.O. ON THE DOCUMENTS.

2" MIN

6" MIN

FOOTING SCHEDULE - 2000 PSF SOIL BEARING

M3.0 3'-0" x 3'-0" x 30" NONE - MASS CONCRETE

REINFORCINGSIZEMARK GROSS LOAD CAPACITY

(kips)

14.6

*CONTINUE GRADE BEAM REINFORCING THROUGH ALL PERIMETER MX.X FOOTINGS

COMPONENTS & CLADDING WIND PRESSURES (PSF)

115 MPH (3 SEC GUST), EXPOSURE C, LRFD

50-55'

ZONE

HEIGHT

0-15'

+17.3 -42.7

-71.6

-107.7

+42.7 -46.2

-57.1

15-20' 20-25' 25-30' 30-35' 35-40' 40-45' 45-50' 55-60'

+17.3

+17.3

+42.7

NOTES:

1. WIND ZONES ARE IN ACCORDANCE WITH ASCE 7-10, FIGURE 30.5-1 WITH A

ROOF ANGLE 0º - 7º (FLAT ROOF).

2. PRESSURES ARE BASED ON AN EFFECTIVE WIND AREA OF 10 SQUARE FEET.

3. PRESSURES SHOWN ARE NOMINAL WIND PRESSURES AT ULTIMATE LOAD

LEVEL (LRFD) AND SHALL BE USED IN ACCORDANCE WITH THE LOAD

COMBINATIONS SPECIFIED IN ASCE 7-10, CHAPTER 2.

4. DESIGNER MAY USE THE APPROPRIATE ADJUSTMENT FACTORS OR METHODS

OF ASCE 7-10 TO COMPUTE COMPONENT & CLADDING PRESSURES FOR

SPECIFIC COMPONENTS OF THIS STRUCTURE.

5. PRESSURES SHOWN ARE APPLIED NORMAL TO THE SURFACE, FOR EXPOSURE

& HEIGHT INDICATED ON THE TABLE. ADJUST TO OTHER CONDITIONS USING

EQUATION 30.5-1.

6. PLUS AND MINUS SIGNS SIGNIFY PRESSURES ACTING TOWARD AND AWAY

FROM THE SURFACES, RESPECTIVELY.

7. NOTATION:

a: 10 PERCENT OF LEAST HORIZONTAL DIMENSION OR 0.4h, WHICHEVER IS

SMALLER, BUT NOT LESS THAN 4% OF LEAST HORIZONTAL DIMENSION

OR 3 FT (0.9 m).

h: MEAN ROOF HEIGHT, IN FEET (METERS), EXCEPT THAT EAVE HEIGHT

SHALL BE USED FOR ROOF ANGLES <10°.

0: ANGLE OF PLANE OF ROOF FROM HORIZONTAL, IN DEGREES.

+18.4 -45.5

-76.4

-114.8

+45.5 -49.3

-60.9

+18.4

+18.4

+45.5

+19.3 -47.7

-79.9

-120.2

+47.7 -51.6

-63.7

+19.3

+19.3

+47.7

+20.0 -49.4

-82.9

-124.6

+49.4 -53.5

-66.1

+20.0

+20.0

+49.4

+20.7 -51.2

-85.8

-129.1

+51.2 -55.4

-68.4

+20.7

+20.7

+51.2

+21.3 -52.6

-88.2

-132.6

+52.6 -56.9

-70.3

+21.3

+21.3

+52.6

+21.9 -54.0

-90.6

-136.2

+54.0 -58.4

-72.2

+21.9

+21.9

+54.0

+22.3 -55.1

-92.4

-138.8

+55.1 -59.6

-73.6

+22.3

+22.3

+55.1

+22.7 -56.1

-94.1

-141.5

+56.1 -60.7

-75.0

+22.7

+22.7

+56.1

+23.2 -57.2

-95.9

-144.2

+57.2 -61.9

-76.5

+23.2

+23.2

+57.2 a a a a a a a a

FLAT ROOF

GABLE ROOF ( 7°)

INTERIOR ZONES INTERIOR ZONES INTERIOR ZONES

h h

T T/

T/

SAWCUT OR FORMED FILL w/

SEALANT & BACKING ROD

50% WWF (ALTERNATE

WIRES) DISCONTINUOUS

@ JOINT

T/

2T BUILDING OR

STRUCTURE

WWF

1/2" EXP JOINT MAT'L w/

REMOVABLE CAP STRIP.

SEAL TOP WITH GREY

CONST SEALANT

OLD

POUR

NEW

POUR

NOTE:

CONTRACTOR MAY SUBSTITUTE SMOOTH

DOWELS FOR KEY. CONTACT ENGINEER

FOR DETAILS.

CONTRACTION CONTRACTION ISOLATION

1"

T.O. SLAB

ELEV PER PLAN

8"

8"

T.O. SLAB

ELEV PER PLAN

EXISTING SLAB

#4 x 2'-0" DOWEL TO MATCH

SLAB REINF @ 48" O.C.. EMBED

6" INTO EXISTING SLAB w/

EPOXY ANCHORAGE SYSTEM

PER GENERAL NOTES

#4 BAR CONT

SLAB-ON-GRADE

PER PLAN

CL COL = CL BASE

PLATE (TYP)

3/4"Ø AR-1

ANCHOR RODS

HSS4x4 PER PLAN

3/16

PL3/4"x10"x0'-10"

BASE PLATE

BP-1

10"

1/

2"

1/ 2"

NOTE:

PLACE BASE PLATES

ON 1 1/2" NON-SHRINK

GROUT U.N.O.

1 1/2" 1 1/2"

5" T

H R

D

PR

O

JE

C

TI

O N

1' -0

" E M

BE

D

TY

P

U .N

.O

" T

YP

U

.N .O

2"

T

YP

3/4" DIA ANCHOR

ROD ASTM F1554,

GR 36

HEAVY HEX NUT &

PL1/4"x2"x2" SQ PLATE

WASHER (TYP U.N.O.)

HEAVY HEX

NUT TACK

WELD NUT (3)

PLACES TO

PREVENT

LOOSENING

AR-1

C :\P

- C

AT

M

R ep ai r 2

5_ dh ay w ar d.

rv t

15098 (P15179)

05.02.16

100% DESIGN SET

S0.2

TYPICAL

DETAILS

DO 5022 CATM

Range Repair

WHITEMAN AIR FORCE BASE

MISSOURI

S0.2

1 STRUCTURAL ABBREVIATIONS

S0.2

2 REINF BAR SPLICE LENGTH TABLE

S0.2

3 FOOTING SCHEDULE

N.T.S.S0.2

4 COMPONENTS & CLADDING WIND PRESSURES TABLE

N.T.S.S0.2

7 SLAB JOINT DETAILS

N.T.S.S0.2

5 SLAB JOINT DETAILS

N.T.S.S0.2

6 BASE PLATE DETAILS

BEAM-TO-COL

MINIMUM CONNECTION SCHEDULE

MINIMUM

LENGTH, "L" (IN)

W36 6

MINIMUM "N" QUANTITY

3/4" BOLTS IN WEB

W8

W12

W14

BEAM SIZE

W10

W24

W21

W18

W16

W33

W30

W27 5

BEAM-TO-COL

REFERENCE NOTES:

A BEAM SIZE PER SCHEDULE (TYP).

B PERPENDICULAR BEAM AS OCCURS

(NOT SHOWN).

C 3/16" CAP PLATE @ T.O. COL, SEAL

WELD ALL AROUND.

D "N" QUANTITY OF 3/4" BOLTS @

3" O.C. IN HORIZ SSL HOLES.

E 3/4" Ø BOLTS IN STD HOLES.

F 5/16" MIN THICKNESS DBL CLIP

ANGLES OR BENT PLATE.

G WIDE FLANGE COLUMN.

SCHEDULE NOTES:

1. ALL BOLTS SHALL BE 3/4" Ø ASTM A325.

2. ALL BOLTS SHALL HAV EHEAVY HEX NUTS.

3. NUTS SHALL BE TIGHTENED TO SNUG TIGHT

CONDITION.

4. CLIP ANGLES MAY BE SHOP WELDED TO BEAM

WEB PER AISC.

5. FOR BEAMS WITH AXIAL LOADS PER PLAN, BOLTS

AND CONNECTIONS SHALL BE SLIP-CRITICAL PER

AISC GUIDELINES.

NOTE:

CONNECTIONS SHOWN IN THIS DETAIL ARE

CONSIDERED MINIMUM REQUIREMENTS.

FABRICATOR SHALL BE RESPONSIBLE FOR DESIGN AND

DETAIL OF EACH CONNECTION FOR LOADS SHOWN ON

PLANS IN ACCORDANCE WITH THE SPECIFICATION AND

THE GENERAL STRUCTURAL NOTES.

SUGGESTED CONNECTION DETAILS ARE SHOWN.

FABRICATOR MAY OPT TO USE OTHER AISC APPROVED

CONNECTIONS IN LIEU OF THESE SHOWN HEREIN.

HSS COL

PL3/8" SHEAR TAB

5/16

5/16

B

C

3" MIN

D

A

L

B USE FACE

MOUNTED

SHEAR TAB

3" MAX

HSS COL

D

A

C

PL3/8" THROUGH

PLATE

L

5/16

5/16

TYP

1" M

IN

"X"

LO

AD

B

O

TT

O M

NOTES:

PROVIDE (2) L2x2x3/16 (MIN) CHORD BRACE AT BOTTOM CHORD CONCENTRATED

LOAD LOCATIONS FOR SUSPENDED EQUIPMENT SUPPORTS, AND OTHER

SUPERIMPOSED OR SUSPENDED LOADS WHERE THE DIMENSION "X" IS GREATER

THAN THE LESSER OF 4 INCHES OR THE JOIST CHORD WIDTH AS SHOWN.

BOTTOM CHORD

PANEL POINT

NEW BRACES

3/16

TYP

TOP CHORD

WIDTH

BOT CHORD

WIDTH

TOP CHORD

PANEL POINT

WELDED OPTION #1

WELDED OPTION #2

(T1/2)

T1B-P1c

EDGE ANGLE PER

OTHER DETAILS

PL1/4" x 2" x 12"

LONG

3/16

3/16

TYP EA END

6"

T1

EDGE ANGLE PER

OTHER DETAILS

OPTION 4OPTION 2

OPTION 3OPTION 1 OPTION 5

COPE

HORIZ LEG

ANGLE

CROSS PIECE

3/16

3/16

3/16

ANGLE CROSS

PIECE

COPE VERT

LEG1/2"

3/16

ANGLE CROSS

PIECE

1/4" THICK ANGLE

@ EA END1/2"

3/16

HSS CROSS

PIECE

3/16

COPE TUBE

END

1/2"

3/16

HSS CROSS

PIECE

1/4" THICK ANGLE

@ EA END

3/16

1/2"

1 1/2" MAX

BEAM PER PLAN

CONT BENT PLATE OR

ANGLE AS OCCURS PER

DETAILS

JOIST PER

PLAN

CONT EDGE MEMBER PER

DETAILS (ANGLE, BENT PL,

ETC) SPLICE @ ENDS PER

OTHER DETAILS

3/16 JST

WIDTH

TYP EA JOIST

PER

DETAILS

NOTE:

TO ENSURE ACCURATE PLACEMENT,

ALL EDGE ANGLE WELDS MAY BE

FIELD WELDS AT CONTRACTOR'S

OPTION.

3/16 3-24

TYP

HSS3X

3X

3/1

6 HSS3X3X3/16

W10X12

HSS4x4x1/4 COLUMN

EXTENSION (TYP)

EXISTING HSS4x4

COLUMN (TYP)

PL3/8" GUSSET

PLATE (TYP)

3/16

3/16

3/16 4" MIN

3/16 4" MIN

PER PLAN

NOTE:

BRACE WELD LENGTHS SHOWN

ARE MINIMUM REQ'D. GUSSET

PLATES SHALL BE WELDED

ALONG FULL CONTACT LENGTH.

3/16 4" MIN

3/16 4" MIN

TYP

3/16 4" MIN

3/16 4" MIN

T.O. EXIST COL

ELEV = 107'-0"

(F.V.)

T.O. BEAM ELEV

PER PLAN

S4.2

B.O. STEEL

PER DETAILS

1/4

1/4

1/4

1/4 1/4

3" MIN

BRG

T.O. STEEL

PER DETAILS

L4x4x5/16 x COL WIDTH+1"

OR BENT PLATE AS REQ'D

CENTERED ON COL

L6x4x3/8 x COL WIDTH+ 1"

CENTERED ON COL

BUILD FLUSH

w/ COL

SIDE WALL

ANGLE

TO

HSS COL

STEEL TUBE PER PLAN

1/4" STIFFENERS 6"

APART CENTERED

ON

COLUMN

COL PER PLAN

T.O. STL =

B.O. DECK

1ST TOP CHORD

PANEL POINT

3/16

3/16WELD FOR

6 KIPS

JOIST BEYOND

PER PLAN

KICKER ANGLE SIZE & LOCATION

PER DETAILS (L2x2x1/4 MINIMUM)

EXTEND TO FIRST TOP CHORD

PANEL POINT OF ROOF JOISTBEAM PER

PLAN

3/16

3/16 WELD FOR 6

KIPS

1ST TOP CHORD

PANEL POINT

CROSS PIECE PER PLAN OR

DETAILS. WELD TO JOIST EA

SIDE AT 1ST TOP CHORD PANEL

POINT (END CONNECTIONS PER

OPTIONS 1-4)

3/16

3/16WELD FOR

6 KIPS

JOIST BEYOND

PER PLAN

KICKER ANGLE SIZE &

LOCATION PER DETAILS

(L2x2x1/4 MINIMUM)

3/16

3/16 WELD FOR 6

KIPS

BEAM PER

PLAN

KICKER ANGLE SIZE &

LOCATION PER DETAILS

(L2x2x1/4 MINIMUM)

STRUT ANGLE

MATCH KICKER

SIZE & SPACING

3/16

3/16WELD FOR

6 KIPS

ROOF DECK

PER PLAN

BEAM PER

PLAN 3/16

3/16 WELD FOR 6

KIPS

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S0.3

TYPICAL

DETAILS

DO 5022 CATM

Range Repair

WHITEMAN AIR FORCE BASE

MISSOURI

N.T.S.S0.3

1 BEAM CONNECTION DETAILS

N.T.S.S0.3

2 JOIST REINFORCING DETAIL

N.T.S.S0.3

3 EDGE ANGLE SPLICE DETAILS

N.T.S.S0.3

4 ANGLE ATTACHMENT DETAILS

N.T.S.S0.3

5 ROOF EDGE ANGLE ATTACHMENT

S0.3

6 NOT USED

N.T.S.S0.3

7 BRACE ELEVATION

N.T.S.S0.3

8 CONNECTION DETAIL

N.T.S.S0.3

9 BEAM BOTTOM FLANGE KICKER DETAILS

OPTION 1

1/4" DIA HILTI KWIK BOLT III

w/ 2" EMBEDMENT @ 16"

O.C. (CONCRETE

SUPPORT)

OPTION 2

1/4" DIA x 1 1/2" TAPCON

ANCHORS @ 16" O.C.

(CONCRETE SUPPORT)

OPTION 3

HILTI X-U FASTENERS @

16" O.C. (CONC OR STEEL

SUPPORT)

OPTION 4

#12 SELF-DRILLING

SCREW @ 16" O.C.

(STEEL SUPPORT)

SELF-DRILLING SCREWS #10 (MIN)

BOTH SIDES, TYP EA STUD

METAL STUD PER

OTHER DETAILS

(TYP)

CONT TRACK

SELF-DRILLING SCREWS #10 (MIN)

BOTH SIDES, TYP EA STUD

1/8 1"

1/8 1"

@ 1/4 PTS

METAL STUD PER

OTHER DETAILS

(TYP)

CONT TRACK

BRIDGING CLIP MANUFACTURED BY THE

STEEL NETWORK ATTACH TO CRC16 w/ (2) #

10x16 SCREW & TO STUD W/ (2) #10 SCREWS

@ EA STUD AS SHOWN

COLD ROLLED

CHANNEL (CRC)

REFER TO WALL

SECTION FOR STUD &

TRACK SPECIFICATION

" M

AX

V

ER

TI

C

AL

S

PA

C

IN

G

D

IS

TA

N

C E

" M

IN

E

D G

E

NOTE

FOR STUDS SMALLER

THAN 6" USE BRIDGE CLIP.

FOR 6" STUDS USE BC600.

FOR 8" STUDS AND

LARGER USE BC800.

MTL STUD, EA SIDE SIZE

& GAGE PER DETAILS

TRACK T&B SIZE & GAGE

PER DETAILS

#10-16 SCREWS

@ 6" O.C. (TYP)

1/8 2-12

TYP

WALL STUD

DEPTH

WALL STUD

DEPTH

TRACK OR

SLIP TRACK

TRACK

METAL STUD

CRIPPLES @

16" O.C. (TYP)

COPE FLANGES &

EXTEND WEBS OF

BOX BEAM SIDE

STUDS OVER JAMB

STUDS. ANCHOR

TO JAMB STUDS w/

(4) #12-14 SCREWS

IN PRE-DRILLED

HOLES OR USE

EQUIV WELDS

(3) FULL HT STUDS

OPENINGS TO 8'-0"

(2) FULL HT STUDS

OPENINGS LESS

THAN 5'-0" (SEE

STUD COL DETAIL)

TRACK

FULL HEIGHT

STUDS @

JAMBS

METAL STUD

TRIMMER (TYP)

TRACK SILL

AS OCCURS

METAL STUD BOX BEAM

HEADER PER OTHER DETAILS

NOTE:

STUD AND TRACK GAGE AND SIZE PER

OTHER DETAILS THESE DOCUMENTS.

OPENING PER ARCH

MAX WIDTH = 8'-0"

EQ EQ EQ EQ EQ

BLOCKING NOTES:

1. PLACE SOLID BLOCKING ADJACENT TO ALL OPENINGS

AND (2) BAYS AT ENDS OF JOIST SYSTEM.

2. BLOCKING SPACING SHALL NOT EXCEED 10'-0" O.C.

#12-14 SCREWS (TYP)

CONT FS200-43 (50KSI)

STRAPPING T&B OF

BLOCKING

JOIST PER PLAN (TYP)

ATTACH BLOCKING TO

JOIST ON EA SIDE (4) #12-14

SCREWS PER END MIN

CONT SOLID BLOCKING

PER PLAN

BLOCKING NOTES:

1. PLACE SOLID BLOCKING ADJACENT TO ALL OPENINGS

AND (2) BAYS AT ENDS OF JOIST SYSTEM.

2. BLOCKING SPACING SHALL NOT EXCEED 10'-0" O.C.

#12-14 SCREWS (TYP)

CONT BRIDGE BAR

CONT FS200-43 (50KSI)

STRAPPING T&B OF BLOCKING

JOIST PER PLAN (TYP)

NOTE:

SECOND ROW OF STUDS AT

DEMISING WALL NOT SHOWN

ATTACH VERTICLIP SLD 33MIL AS

MANUFACTURED BY THE STEEL

NETWORK, INC. (888-474-4876) TO STUD

MEMBERS w/ (2) #8 SELF-DRILLING

SCREWS PROVIDED THROUGH PRE-

INTALLED SHOULDER WASHERS

TYP STUDS @ INTERIOR

DEMISING WALL.

400S200-68 @ 16" O.C.

INSTALL STUD 3/4"

SHORT @ HEAD INTO

TRACK FOR VERT

DEFLECTION

ROOF DECK

ATTACH 400T200-33MIL w/ (2)

#8 P.A.F. TO STRUCTURE

3/4" MIN EDGE DISTANCE (2) 600S200-97 BUILT-UP

STUDS BACK TO BACK

SLAB-ON-GRADE

PER PLAN

CONT TRACK

L2 1/2x2 1/2x1/4 x 3" LG EA

SIDE OF BUILT-UP STUDS

3/16

3/16WELD TOP

& SIDES

5/8" HILTI KWIK BOLT 3

EXPANSION ANCHOR

EMBED 3 1/2"

T.O. SLAB ELEV

PER PLAN

LB362/400

LB600

LB800

LB1000

LB1200

METAL STUD 20

GA OR THICKER

(4) #12-14 SCREWS

(3) HILTI X-U FASTENERS

STEEL ANGLE, TUBE,

CHANNEL, ETC

STIFFCLIP LB BY THE

STEEL NETWORK CLIP

LENGTH = STUD DEPTH

NOTE:

WELDED CONNECTIONS MAY BE USED

FOR 12, 14, 16 & 18 GA MATERIAL ONLY.

(4) #12-14 SCREWS

STIFFCLIP LB BY THE

STEEL NETWORK CLIP

LENGTH = STUD DEPTH

STEEL ANGLE,

TUBE, CHANNEL,

ETC

2"

1/2"

2 3/4"

2" 2"

2" 2"

2"

2 3/4"

1 1/2" 3 3/4" 2 3/4"

1" 3 1/2" 1 1/2"

1/8

1/8 CLIP "A" TO

ANGLE

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S0.4

TYPICAL

DETAILS

DO 5022 CATM

Range Repair

WHITEMAN AIR FORCE BASE

MISSOURI

N.T.S.S0.4

1 BOTTOM TRACK CONNECTION

N.T.S.S0.4

2 DOUBLE STUD COLUMN

N.T.S.S0.4

3 STUD BRACING DETAIL

N.T.S.S0.4

4 BOX BEAM HEADER

N.T.S.S0.4

5 STUD FRAMED OPENING DETAIL

N.T.S.S0.4

7 TYPICAL JOIST BRIDGING DETAIL

N.T.S.S0.4

8 TYPICAL JOIST BRIDGING DETAIL

N.T.S.S0.4

9 INTERIOR SLIP TRACK DETAIL

N.T.S.S0.4

10 ANCHORAGE OF BUILT-UP STUDS

N.T.S.S0.4

6 CLIP "A" CONNECTION DETAIL

T.O. WALL

12' - 8"

A B C D E F G H I J K

JOIST NOTE:

1. EXISTING CROSS BRACING SHALL BE REMOVED TO ALLOW FOR

INSTALLATION OF NEW JOISTS. JOIST SUPPLIER SHALL DESIGN &

PROVIDE NEW BOLTED CROSS BRACING TO SPAN BETWEEN NEW &

EXISTING JOISTS. JOIST SUPPLIER SHALL FIELD VERIFY THE

LOCATIONS OF THE EXISTING CROSS BRACING PRIOR TO FABRICATION.

2. BRACING @ NORTH & SOUTH SHALL BE DESIGNED FOR WIND LOADING

PER SECTIONS 5/S4.1 & 1/S4.2 IN ADDITION TO GENERAL STABILITY.

WLL

WDL

JOIST SCHEDULE

JOIST

DESIGNATION

64DLHSP1

64DLHSP2

DEPTH @

END

64"

64"

DEPTH @

CENTER

95"

95"

WLL

(PLF)

WDL

(PLF)

WDLU

WDLU

(PLF)

(F.V.)

TRUSS BEARING

12' - 8 7/8"

PER PLAN (F.V.) PER PLAN (F.V.) PER PLAN (F.V.) PER PLAN (F.V.) PER PLAN (F.V.) PER PLAN (F.V.) PER PLAN (F.V.) PER PLAN (F.V.) PER PLAN (F.V.) PER PLAN (F.V.)

112'-8" (F.V.)

112'-8 7/8"

BRACING PER

JOIST SUPPLIER

(F.V.) (F.V.) (F.V.) (F.V.) (F.V.) (F.V.) (F.V.) (F.V.) (F.V.) (F.V.)

EN

D

D

EP

TH

C

EN

TE

R

D

EP

TH

JOIST NOTE:

1. JOIST BOTTOM CHORDS SHALL SUPPORT FIRING LINE BAFFLES @ 4'-0" O.C.

JOIST SCHEDULE

JOIST

DESIGNATION

12K1

WLL

(PLF)

WDL

(PLF)

PDL

(LBS)

PER PLAN (F.V.) PER PLAN (F.V.)

PDL

WDL

W LL

TRUSS BEARING ELEV

VARIES PER PLAN

WDL

W LL

PDL PDL PDLPDL PDL

4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"

UNISTRUT PER

DETAILS (TYP)

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100% DESIGN SET

S0.5

TYPICAL

DETAILS

DO 5022 CATM

Range Repair

WHITEMAN AIR FORCE BASE

MISSOURI

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S0.5

TYPICAL

DETAILS

DO 5022 CATM

Range Repair

WHITEMAN AIR FORCE BASE

MISSOURI

S0.5

3 NOT USED

S0.5

5 NOT USED

S0.5

6 NOT USED

S0.5

7 NOT USED

N.T.S.S0.5

1 64DLHSP JOIST GIRDER LOADING DIAGRAM

N.T.S.S0.5

2 12K1SP JOIST LOADING DIAGRAM

S0.5

4 NOT USED

UP

FX.X

BP-X

BASE PLATE PER

TYPICAL DETAILS

ON S0.2

FOOTING SIZE PER

SCHEDULE ON S0.2

COLUMN

FOOTING PER

SCHEDULE 3/S0.2NOTE:

SEE TYPICAL DETAILS FOR

BASE PLATE & ANCHOR ROD

INFORMATION

FOOTING LEGEND

A B C D E F G H I J K

12' - 0" (F.V.) 12' - 0" (F.V.) 12' - 0" (F.V.) 12' - 0" (F.V.) 12' - 0" (F.V.) 12' - 0" (F.V.) 12' - 0" (F.V.) 12' - 0" (F.V.) 12' - 0" (F.V.) 12' - 0" (F.V.)

F.

V.

F.

V.

F.

V.

F.

V.

F.

V.

F.

V.

F.

V.

F.

V.

F.

V.

0" (F

.V

4'

3/

4" 4'

0"

4" CONCRETE SLAB-ON-GRADE w/ (1) LAYER 6x6-W1.4xW1.4 W.W.F. CENTERED IN SLAB OVER

10 MIL VAPOR BARRIER, OVER 4" GRANULAR

LEVELING COURSE (SEE GEOTECHNICAL

REPORT REFERENCED IN THE GENERAL NOTES)

T.O. SLAB ELEVATION = 100'-0"

(CIVIL REFERENCE ELEV = 845.33')

S3.1

S3.1

S3.1

SL

SL

S3.2

S3.1

S3.1

S3.1

S3.1

D

S3.1

EE

F

G

CONTRACTION

JOINT PER TYPICAL

DETAILS (TYP)

S1.1

REMOVE & REPLACE

EXIST SLAB AS REQ'D

FOR PLACEMENT OF

NEW GRADE BEAM

S3.2

L TYP

TYP I

K

J

H

H

H

H

H

H

H

H

H

HH

H

H

H

H

H

H

H

H

H

H

H

M3.0

BP-1

M3.0BP-1

B

/4

F.

V.

4' - 5 5/8" (F.V.)5 1/8" (F.V.)

(F.V.)

3' - 1 1/8"

(F .V

3'

-2

EXISTING TARGET

SHED

I

I

I SL

SL

C

S3.1

S0.2

O TYP

F G

S3.2

S3.1

12' - 0"

4' -4

3/ 4"

4' -0

HSS8X3X5/16 (LOW)

HSS6X3X3/16 (HIGH)

S3.2

600S162-54 @ 16" O.C.

S3.2

NM

F

STRINGER

H

EA

D

ER

STRINGER

T.O. FLR ELEV = 10 2' - 0"

COL

COL

COL PER

S2.1

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S1.1

FOUNDATION

PLAN

DO 5022 CATM

Range Repair

WHITEMAN AIR FORCE BASE

MISSOURI

PLAN NOTES:

1. CONDITIONS AND DIMENSIONS SHOWN ON THIS PLAN HAVE BEEN TAKEN FROM

EXISTING DRAWINGS, FIELD MEASUREMENTS AND FIELD OBSERVATIONS.

DETAILS HAVE BEEN DEVELOPED BASED ON THE BEST AVAILABLE

INFORMATION. CONTRACTOR SHALL FIELD VERIFY ALL CONDITIONS AND

DIMENSIONS SHOWN, AND, IF THE AS-BUILT CONDITION IS DIFFERENT THAN

THAT REPRESENTED IN THESE DOCUMENTS, SHALL NOTIFY THE CONTRACTING

OFFICER PRIOR TO PROCEEDING WITH THE WORK.

2. THE CONCRETE SLAB-ON-GRADE HAS BEEN DESIGNED FOR ITS FINAL USE AND

NOT FOR CONSTRUCTION CONSIDERATIONS. CONTRACTOR SHALL

COORDINATE SLAB DESIGN WITH CONSTRUCTION NEEDS. THE SLAB DESIGN

INDICATED ON THESE DRAWINGS IS TO BE CONSIDERED A MINIMUM. SUBMIT

CHANGES TO THE SLAB DESIGN TO THE CONTRACTING OFFICER FOR REVIEW.

3. ALL NEW EXTERIOR WALL STUDS SHALL BE 600S162-43 WALL STUDS @ 16" O.C. U.N.O.

4. CONTRACTOR SHALL SHORE THE EXISTING TARGET SHED UNTIL CONSTRUCTION

OF NEW SUPPORTS IS COMPLETE.

5. SEE SHEET S0.2 FOR OTHER TYPICAL FOUNDATION DETAILS.

PLAN REFERENCE NOTES:

A PROVIDE (2) #4 x 5'-0" LONG DIAGONAL BARS AT MID DEPTH OF SLAB.

B PROVIDE DOWELS INTO EXTERIOR SIDEWALK/PAVING TO PREVENT FROST

HEAVE. SEE 2/S3.1 FOR INFORMATION.

C SLAB BLOCKOUT PER 3/S3.2.

D EXISTING TRENCH DRAIN TO BE COVERED & REMAIN PATCH VISIBLE CRACKS

& SPALLS PER 6/S3.1.

E MECHANICAL SLAB PER S2.1.

F FRAMING LAYOUT SHOWN FOR REFERENCE ONLY. STAIR FRAMING AND

CONNECTION DETAILING SHALL BE DETERMINED BY THE STEEL FABRICATOR.

STAIR, HANDRAIL, INTERMEDIATE LANDING AND GUARDRAIL DESIGN SHALL BE

THE RESPONSIBILITY OF THE STEEL FABRICATOR. (INCLUDING ATTACHMENT

TO THE BUILDING AND ALL REQUIRED FOUNDATIONS.) IF ADDITIONAL COLUMNS

OR POSTS ARE REQUIRED SUPPLIER TO CHECK SLAB OR COORDINATE

ADDITIONAL FOOTINGS WITH GENERAL CONTRACTOR. COORDINATE

GEOMETRY OF STAIRS w/ ARCHITECTURAL DRAWINGS. PROVIDE DRAWINGS

AND CALCULATIONS FOR THE STAIRS GUARDRAIL / HANDRAILS SEALED BY AN

ENGINEER REGISTERED IN THE JURISDICTION WHERE THE PROJECT IS

LOCATED. DESIGN CRITERIA FOR THE STAIRS, LANDINGS AND HANDRAIL /

GUARDRAILS SHALL BE AS SET FORTH IN THE SPECIFICATIONS. MINIMUM

MEMBER SIZES ARE AS FOLLOWS:

STRINGER: 3/8" PLATE

HEADER: C8x11.5

INT. STAIR PAN: 14 GA (MIN 2" CONC ABOVE DECK FLUTES)

COLUMNS: HSS3x3x1/4

G FLOOR SHEATHING SHALL BE 3/4" MINIMAL THICKNESS WITH APA 32/16 SPAN

RATED, EXPOSURE 1, STRUCTURAL SHEATHING. RUN PANELS PERPENDICULAR

TO THE SUPPORTS, STAGGER PANEL ENDS 1/2 PANEL LENGTH ATTACH WITH #10

OR #12 PANHEAD OR WAFERHEAD SELF DRILLING SCREWS 6" O.C. ALONG

BUILDING PERIMETER & CONTINUOUS PANEL EDGES, @ 6" O.C. @ OTHER PANEL

EDGES, & 12" O.C. OVER INTERMEDIATE SUPPORTS. SPACE NAILS @ 6" O.C.

OVER INTERMEDIATE SUPPORTS WITHIN 6'-0" OF THE BUILDING CORNERS.

H EXISTING HSS4x4 COLUMNS TO REMAIN.

I EXISITNG WALL TO REMAIN.

J EXISTING BULLET TRAP TO REMAIN.

K EXISTING RANGE FLOOR SLAB TO REMAIN. PATCH SPALLS & OTHER DAMAGED

SECTIONS OF FLOOR SLAB PER STRUCTURAL GENERAL NOTE 11.N ON 1/S0.1.

L EXTERIOR SLABS PER CIVIL.

M PROVIDE JOIST BRIDGING PER 7 OR 8/S0.4.

N (2) 600S162-43 w/ (2) 362T125-43 BOX BEAM HEADER PER TYPICAL DETAILS.

O LOADING TABLE PER ARCH.

1/8" = 1'-0"S1.1

1 FOUNDATION PLAN

LEGENDS:

SL = SLAB EDGE.

1/4" = 1'-0"S1.1

2 ENLARGED PLAN

NORTH NORTH

W14x30

COLUMN LEGEND

COLUMN SIZE

W8x10

BEAM SIZE

BEAM LEGEND

12K1

JOIST LEGEND

JOIST SIZE

SP JOISTS

PER S0.5

A B C D E F G H I J K

S4.1

S4.2

12' - 0" (F.V.) 12' - 0" (F.V.) 12' - 0" (F.V.) 12' - 0" (F.V.) 12' - 0" (F.V.) 12' - 0" (F.V.) 12' - 0" (F.V.) 12' - 0" (F.V.) 12' - 0" (F.V.) 12' - 0" (F.V.)

0" (F

.V

0" (F

.V

0" (F

.V

0" (F

.V

0" (F

.V

0" (F

.V

0" (F

.V

0" (F

.V

4" (F

.V

F.

V.

4'

-4 3/

4" 4'

-0

HSS4X4X1/4

HSS4X4X1/4 HSS4X4X1/4

HSS4X4X1/4HSS4X4X1/4

HSS4X4X1/4

HSS4X4X1/4

HSS4X4X1/4

HSS4X4X1/4

HSS4X4X1/4

HSS4X4X1/4

HSS4X4X1/4

HSS4X4X1/4

HSS4X4X1/4

HSS4X4X1/4

HSS4X4X1/4

HSS4X4X1/4

HSS4X4X1/4

HSS4X4X1/4

HSS4X4X1/4

HSS4X4X1/4

HSS4X4X1/4

EXISTING GIRDER

EXISTING GIRDER

EXISTING GIRDER

EXISTING GIRDER

EXISTING GIRDER

EXISTING GIRDER

EXISTING GIRDER

EXISTING GIRDER

EXISTING GIRDER

S3.1

A A

S4.1

64DLHSP1

64DLHSP1

64DLHSP1

64DLHSP1

64DLHSP2

64DLHSP2

64DLHSP2

64DLHSP1

1' -0

5'

-0

5' -0

5'

-0

5' -0

5'

-0

5' -0

5'

-0

5' -0

5'

-0

5' -0

8'

-9

1' -3

0"

1' -3

3' -9

5'

-0

S3.1

S3.1

S3.1

EQ

SP

A

K1

SP

G

K1

SP

G

K1

SP

G

K1

SP

G

K1

SP

G

K1

SP

G

K1

SP

G

K1

SP

G

K1

SP

G

K1

SP

G

W

X3

W

X3

W

X3

W

X3

W

X3

W

X3

W

X3

W

X3

W

X3

W

X3

W

X3

W10X12 W10X12 W10X12

W8X10W8X10

W10X12 W10X12 W10X12 W10X12 W10X12 W10X12

W8X10W8X10W8X10W8X10

W8X10

W8X10W8X10W8X10

HSS4X4X1/4

HSS4X4X1/4

BB

W10X12

S4.3

S0.3

ELEV

S0.3

ELEV5

S4.2

S4.2

S4.3

S4.3

S4.3

S4.36

S4.3

T.O. DECK ELEV = 1 14' - 2 5/8"

T.O. DECK ELEV = 1 12' - 10 3/4"

W10X12

HSS6X3X3/16 (LOW)

S4.1

S4.2

E

F C C

TYP D

H

S4.4

"O .C

M

AX

0S

0-

T.O. DECK ELEV = 10 8' - 8 7/8"

T.O. DECK ELEV = 10 9' - 8 7/8"

3/

4" (F

.V

4' - 5 5/8" (F.V.)5 1/8" (F.V.)

(F.V.)

3' - 1 1/8"

(F .V

3' -4

PE

R

AR

C

H /M

EP

PE

R

AR

C H

/M

EP

J

I

I

I

I

I

I

I

I

J

S4.2

HSS3X3X1/4 (LOW) HSS3X3X1/4 (LOW) HSS3X3X1/4 (LOW) HSS3X3X1/4 (LOW)HSS3X3X1/4 (LOW)HSS3X3X1/4 (LOW) HSS3X3X1/4 (LOW)

K

K HIGH & LOW

D D

D

H

IG

H R

O O

F D

EC

K

PE

R

PL

AN

N O

TE

S

LO

W

R O

O F

D

EC

K

PE

R

PL

AN

N

O

TE

S

HSS3x3x1/4 (LOW)

7' - 3 1/4"

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100% DESIGN SET

S2.1

ROOF FRAMING

PLAN

DO 5022 CATM

Range Repair

WHITEMAN AIR FORCE BASE

MISSOURI

PLAN NOTES:

1. CONDITIONS AND DIMENSIONS SHOWN ON THIS PLAN HAVE BEEN TAKEN FROM

EXISTING DRAWINGS, FIELD MEASUREMENTS AND FIELD OBSERVATIONS.

DETAILS HAVE BEEN DEVELOPED BASED ON THE BEST AVAILABLE

INFORMATION. CONTRACTOR SHALL FIELD VERIFY ALL CONDITIONS AND

DIMENSIONS SHOWN, AND, IF THE AS-BUILT CONDITION IS DIFFERENT THAN

THAT REPRESENTED IN THESE DOCUMENTS, SHALL NOTIFY THE ARCHITECT

AND ENGINEER PRIOR TO PROCEEDING WITH THE WORK.

2. ALL SIMPLE BEAM CONNECTIONS SHALL BE PER TYPICAL DETAILS U.N.O.

DESIGN FOR LOADS INDICATED WHERE SHOWN. DESIGN FOR 10 KIP REACTION

IF NO LOAD SHOWN. DESIGN FOR 10 KIP REACTION OF NO LOAD SHOWN.

3. ALL PERIMETER ROOF EDGE ANGLES SHALL BE CONTINUOUS AND SPLICED IN

ACCORDANCE WITH TYPICAL DETAILS.

4. LOW ROOF DECK IS 1 1/2" 22GA WIDE RIB PAINTED ROOF DECK NORTH

OF GRID 5. WELD TO SUPPORTING STEEL TO TRANSFER 250 PLF DIAPHRAGM

SHEAR AND FOR UPLIFT PER THE GENERAL NOTES.

5. HIGH ROOF DECK IS VULCRAFT 3" 22GA DEEP RIB PAINTED ROOF DECK SOUTH OF

GRID 5. WELD TO SUPPORTING STEEL TO TRANSFER 250 PLF DIAPHRAGM SHEAR

AND FOR UPLIFT PER THE GENERAL NOTES.

6. ALL NEW EXTERIOR WALL STUDS SHALL BE 600S162-43 STUDS @ 16" O.C. UNLESS

NOTED OTHERWISE.

7. REINFORCE EXISTING JOIST GIRDERS PER 1/S0.5.

8. CONTRACTOR IS SOLELY RESPONSIBLE FOR STRUCTURAL STABILITY OF THE

EXISTING BUILDING DURING DEMOLITION…