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Marvin Hall , Lawrence Ks 66045p. 785 864 4024studio804.com

1465 Jayhawk BoulevardArchitecture + Design

Date:Project No.

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studio804

Structual Engineer

MEP Engineer

Bartlett & West544 Columbia Dr.Lawrence, KS 66049p. 785.749.9452

2105

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233-9886

Architect of Record

Rockhill + Associates1546 East 350 RoadLecompton, KS 66050p. 785.393.0747

Bartlett & West1200 SW Executive Dr.Topeka, KS 66615p. 785.272.2252

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S001

GENERAL NOTES

2012.11.05

Author

2105 Becker Dr.

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DESIGN CRITERIA

BUILDING CODE: INTERNATIONAL BUILDING CODE (IBC), 2009 EDITION,

GRAVITY LOADS:

LOCATION UNIFORM CONCENTRATED UNIFORMLIVE LOAD LIVE LOAD DEAD LOAD

ROOF 20 PSF ------ 5 PSFOFFICES 80 PSF 2000 LB ------PARTITIONS ----- ----- 20 PSFSLAB ON GRADE 100 PSF 2000 LB ------SOLAR PLATFORM 75 PSF ----- 20 PSF

GROUND SNOW LOAD: 20 PSFFLAT ROOF SNOW LOAD: 14 PSFSNOW EXPOSURE FACTOR: 1.0SNOW IMPORTANCE FACTOR: 1.0THERMAL FACTOR: 1.0

FLOOR LIVE LOADS ON SUPPORTING ELEMENTS SHALL NOT BE REDUCED IN ACCORDANCE WITH THEBUILDING CODE. ROOF LIVE LOADS ON SUPPORTING ELEMENTS SHALL NOT BE REDUCED INACCORDANCE WITH THE BUILDING CODE. DRIFTING OF SNOW SHALL BE IN ACCORDANCE WITH CODE.UNIFORM DEAD LOAD IS SUPERIMPOSED TO ACTUAL STRUCTURAL WEIGHTS.

LATERAL LOADS (PER ASCE 7-10):

WIND: BASIC WIND SPEED: 115 MPH (3 SECOND GUST)WIND EXPOSURE: CINTERNAL PRESSURE COEF: +/- 0.18 (ENCLOSED)BASE SHEAR N/S: 5.16 KIPS (SERVICE)BASE SHEAR E/W: 10.32 KIPS (SERVICE)

SEISMIC: SEISMIC IMPORTANCE FACTOR: 1.0SEISMIC DESIGN CATEGORY: BSEISMIC USE GROUP: IISITE CLASS: DSs: 0.141S1: 0.058Sds: 0.150Sd1: 0.093LATERAL SYSTEM: INVERTED PENDULUM (R=2)METHOD OF ANALYSIS: EQUIVALENT LATERAL FORCECs: 0.075BASE SHEAR: 3.95 KIPS (SERVICE)

SHELTER LOADING: NO AREA WITHIN THIS BUILDING HAS BEEN DESIGNED TO MEET THE REQUIREMENTS OF THEICC-500 STANDARD FOR THE DESIGN AND CONSTRUCTION OF STORM SHELTERS. THE ARCHITECT MAY DESIGNATEAN AREA THAT, IN HIS/HER OPINION, HAS ENHANCED PROTECTION OVER THE REMAINDER OF THE BUILDING AS APLACE OF REFUGE. HOWEVER, IT SHOULD NOT BE CONSIDERED A SHELTER.

SOIL PREPARATION AND FOUNDATIONS

THE FOUNDATION SYSTEM IS DESIGNED AS RECOMMENDED IN THE GEOTECHNICAL INVESTIGATION PREPARED BYPROFESSIONAL SERVICES INDUSTRIES, INC, JOB NO. 338-657. A COPY IS IN THE SPECIFICATIONS OR IS AVAILABLEFOR INSPECTION AT THE [ARCHITECT'S/ENGINEER'S] PLACE OF BUSINESS.

REMOVE TOP SOIL CONTAINING ORGANIC MATERIAL AND PREPARE THE BUILDING PAD IN ACCORDANCE WITH THEGEOTECHNICAL INVESTIGATION.

REMOVE SOIL AS REQUIRED TO ALLOW FOR A LOW VOLUME CHANGE ZONE 24" THICK UNDER THE FLOOR SLAB ANDDRAINAGE MATERIAL. FILL TO SUBGRADE ELEVATION SHOWN ON THE DRAWINGS WITH NON-EXPANSIVE FILL ORSTABILIZED SOIL PER SPECIFICATION.

SOIL SUPPORTED FOUNDATIONS:

DESIGN BEARING PRESSURE (NET) IS 3500 PSF FOR FOUNDATIONS BEARING ON UNDISTURBED SOIL OR APPROVEDENGINEERED FILL MATERIAL. BEARING MATERIALS SHALL BE VERIFIED BY A LICENSED GEOTECHNICAL ENGINEER.

ALL FOUNDATIONS ARE ASSUMED TO HAVE EARTH FORMED SIDES; THE TOP 7 1/4" OF THE FOUNDATION SHALL BEFORMED TO THE DESIGN DIMENSION. THE CONSTRUCTED FOUNDATION DIMENSION SHALL BE NO LESS THAN THEDESIGN DIMENSION, AND NO MORE THAN 6" GREATER THAN THE DESIGN DIMENSION.

CAST-IN-PLACE CONCRETE

ALL STRUCTURAL CONCRETE HAS BEEN DESIGNED IN ACCORDANCE WITH THE ACI 318 AND THE BUILDING CODE, AND INCONFORMANCE WITH THE CURRENT "ACI MANUAL OF CONCRETE PRACTICE."

CEMENT SHALL BE TYPE I OR II CONFORMING TO ASTM C150. FLY ASH CONFORMING TO ASTM C618 TYPE C OR F MAY BEUSED TO REPLACE A MAXIMUM OF 20% OF THE CEMENT (BY WEIGHT).

MIX REQUIREMENTS ARE:

MIN. MIN. MIN. MAX. AIR SLUMPLOCATION F'C F'CI CEM. W/C ENT. INCHES

PSI PSI PCY RATIOFOUNDATIONS 4000 N/A 470 0.45 5%+/-1% 2-5INTERIOR SLAB* 4000 N/A 564 0.45 3% MAX. 2-5

*SLABS SUBJECT TO VEHICULAR LOADING SHALL HAVE FLEXURAL STRENGTH OF 650 PSI.

ALL EXPOSED EDGES OF CONCRETE SHALL BE CHAMFERED 3/4" INSIDE FORMS OR TOOLED TO 3/4" RADIUS U.N.O.

SLABS ON GRADE SHALL HAVE CONSTRUCTION JOINTS AND CONTROL JOINTS (SAWN JOINTS) TO DIVIDE THE SLAB INTOPANELS, NOT TO EXCEED 256 SQUARE FEET. THE LONG DIMENSION SHALL NOT EXCEED THE SHORT DIMENSION BY MORETHAN 20%. JOINTS SHOWN ON THE DRAWINGS ARE RECOMMENDATIONS. PROPOSED LOCATIONS FOR ACTUAL JOINTSSHALL BE SUBMITTED BY THE CONTRACTOR FOR APPROVAL.

THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN OF ALL FORMING, TEMPORARY BRACING AND SHORING.

NO ALUMINUM SHALL BE EMBEDDED IN CONCRETE.

CONDUITS AND PIPING EMBEDDED IN CONCRETE SHALL BE SPACED A MINIMUM OF FOUR DIAMETERS CENTER TO CENTER.OUTSIDE DIAMETERS SHALL BE LESS THAN 30% OF THE MEMBER THICKNESS. EMBEDDED ITEMS SHALL BE PLACEDBETWEEN LAYERS OF REINFORCING. NO CONDUIT MAY BE EMBEDDED IN SLABS ON METAL DECK.

CONCRETE REINFORCING

MATERIALS:ASTM GRADE

REINFORCING BARS: A615 60WELDED WIRE FABRIC (WWF): A185 60 (MIN.)ANCHOR RODS (BOLTS): F1554 36

WELDING OF REINFORCING BARS IS PROHIBITED UNLESS NOTED OTHERWISE. WHEN WELDING ISAPPROVED, WELDING SHALL BE IN ACCORDANCE WITH AWS D1.4 "WELDING REINFORCING STEEL, ETC."

WELDED WIRE FABRIC SHALL BE FURNISHED IN FLAT SHEETS.

SHOP DRAWINGS SHALL BE SUBMITTED WITH REINFORCING STEEL IN ACCORDANCE WITH ACI 315.

ALL REINFORCING (BARS, EMBEDMENTS, WWF, ETC.) SHALL BE SUPPORTED ON CHAIRS/BOLSTERS TO THEDESIGN DIMENSIONS. SPACING SHALL BE SUFFICIENTLY CLOSE TO PREVENT DISPLACEMENT ORPERMANENT DEFORMATION DUE TO CONCRETE PLACEMENT, FOOT TRAFFIC, OR VIBRATION. "PUDDLING IN"OR "PULLING UP" REINFORCING IS NOT AN ACCEPTABLE METHOD FOR PLACING REINFORCING.CHAIRS/BOLSTERS SHALL HAVE PLASTIC COATED FEET OR BE MADE OF STAINLESS STEEL.CHAIRS/BOLSTERS IN CONTACT WITH EARTH SHALL HAVE BOTTOM PLATES AND BE COATED TO PREVENTCORROSION. ANCHOR BOLTS SHALL BE HELD IN PLACE WITH TEMPLATES SUFFICIENTLY STRONG TOPREVENT DISPLACEMENT.

MAINTAIN ACI CLEAR COVER ON REINFORCING AS LISTED BELOW UNLESS NOTED OTHERWISE.

CAST AGAINST EARTH (BOTTOM OR SIDES): 3"FORMED – EXPOSED TO SOIL, WEATHER OR LIQUIDS: 2”SLABS ON GRADE (FROM TOP OF SLAB): 1.5"

. ALL REINFORCING BARS ARE TO BE MADE CONTINUOUS OR LAPPED PER ACI 318.

. WELDED WIRE FABRIC SHALL BE MADE CONTINUOUS BY LAPPING ONE FULL SQUARE PLUS 2".

STRUCTURAL WOOD

ALL WOOD STRUCTURES HAVE BEEN DESIGNED IN ACCORDANCE WITH THE BUILDING CODE ANDTHE LATEST EDITION OF THE NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION(NDS).

MANUFACTURED WOOD PRODUCTS SHALL BE BY TRUS-JOIST MACMILLAN UNLESS NOTEDOTHERWISE.

PROVIDE JOIST UPLIFT BRIDGING IN ACCORDANCE WITH THE JOIST MANUFACTURER'SRECOMMENDATIONS FOR A 15 PSF UPLIFT LOAD.

ALTERNATE MANUFACTURED WOOD PRODUCTS SHALL BE APPROVED, PRIOR TO INSTALLATION,BY THE ENGINEER OF RECORD. ALTERNATE MANUFACTURED WOOD PRODUCTS SHALL MEET OREXCEED THE ALLOWABLE STRESSES AND LOADING TABLES OF TRUS-JOIST MACMILLAN.

AT THE CONTRACTOR'S OPTION, PARALLAMS (PSL) MAY BE SUBSTITUTED FOR THE MEMBERSNOTED AS TIMBERSTRAND (LSL), OR MICROLAM (LVL).

ALL MEMBERS SHALL BE SURFACED DRY AND HAVE A MAXIMUM MOISTURE CONTENT OF 19%.STRESS INCREASE SHALL BE IN ACCORDANCE WITH THE LATEST EDITION OF THE NDS.

ROOF SHEATHING SHALL BE 19/32" APA RATED PLYWOOD OR ORIENTED STRAND BOARD, 32/16SPAN RATING, EXPOSURE 1, LAID IN A CONTROLLED RANDOM STAGGERED PATTERN, WITH EDGECLIPS OR SOLID BLOCKING BETWEEN SUPPORTS, LONG PANEL DIMENSION PERPENDICULAR TOTHE FRAMING MEMBERS, AND CONTINUOUS OVER A MINIMUM OF THREE SUPPORTS. ALLOW FOR1/8" GAP AT ALL PANEL EDGE AND END JOINTS UNLESS OTHERWISE RECOMMENDED BYMANUFACTURER.

SHEAR WALL SHEATHING SHALL BE 15/32" APA RATED PLYWOOD OR ORIENTED STRAND BOARD,EXPOSURE 1. PROVIDE SOLID BLOCKING AT ALL PANEL EDGES IN SHEAR WALLS. ALLOW FOR1/8" GAP AT ALL PANEL EDGE AND END JOINTS UNLESS OTHERWISE RECOMMENDED BYMANUFACTURER. PROVIDE ANCHOR BOLTS AND HOLD-DOWNS FOR ANCHORAGE OF SHEAR WALLTO FOUNDATION AS INDICATED ON PLANS, DETAILS, AND SCHEDULES.

FLOOR SHEATHING SHALL BE 23/32" APA RATED STURD-I-FLOOR, 48/24 SPAN RATING, EXPOSURE1, TONGUE AND GROOVE. FLOOR SHEATHING SHALL BE INSTALLED IN A STAGGERED PATTERNWITH THE LONG PANEL DIMENSION PERPENDICULAR TO THE FRAMING MEMBERS ANDCONTINUOUS OVER A MINIMUM OF THREE SUPPORTS.

ALL WOOD PRODUCTS IN DIRECT CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESSURETREATED

CONNECTIONS SHALL MEET THE FOLLOWING REQUIREMENTS:

ALL ANCHOR BOLTS REQUIRE 2" X 2" SQUARE PLATE WASHERS BE INSTALLED BETWEEN THEHEAD OR NUT AND THE WOOD MEMBER.

ALL BOLTS SHALL BE ASTM A307. WASHERS WITH AN OUTSIDE DIAMETER EQUAL TO AT LEASTTWICE THE BOLT DIAMETER ARE REQUIRED BETWEEN THE BOLT HEAD OR NUT AND THE WOODSURFACE.

WOOD MEMBERS SHALL BE CONNECTED TOGETHER USING THE FOLLOWING NAILING SCHEDULE,UNLESS NOTED OTHERWISE. NO STAPLES ARE ALLOWED UNLESS NOTED OTHERWISE.

LOCATION NAILINGTOP PLATE TO STUD, END-NAIL 2-16dSOLE PLATE TO STUD, END-NAIL 2-16dBUILT-UP STUDS PER NDS SECT. 15.3.3 - REF. DETAILDOUBLE TOP PLATE 16d @ 16" O.C.DOUBLE TOP PLATE SPLICE 8-16dDOUBLE HEADERS W/ 1/2"SPACER 16d @ 16" O.C. ALONG EACH EDGE

FOR ADDITIONAL MINIMUM FASTENERS REFER TO: TABLE 2304.9.1 IN THE 2009 IBC

ANCHORS TO FOUNDATION SHALL BE 5/8" DIA., WITHIN 12" OF EACH END, AND 48" O.C. BETWEEN,MAXIMUM.

ALL CONNECTIONS ARE BASED ON USING COMMON NAILS. ANY SUBSTITUTION OF BOX, SINKER,RING SHANK, FINISH, SIDING, PLYWOOD, CASING, STAPLES, ETC. SHALL BE APPROVED INADVANCE BY THE ENGINEER. ALL NAILS SHALL CONFORM TO THE FOLLOWING MINIMUMSTANDARDS:

SIZE LENGTH DIA. HEAD6d 2" 0.099" FULL ROUND HEAD8d 2 1/2" 0.113" FULL ROUND HEAD10d 3" 0.192" FULL ROUND HEAD12d 3 1/4" 0.192" FULL ROUND HEAD16d 3 1/2" 0.207" FULL ROUND HEAD20d 4" 0.225" FULL ROUND HEAD30d 4 1/2" 0.244" FULL ROUND HEAD

NAIL ROOF SHEATHING WITH 10d COMMON NAILS AT 6" O.C. ALONG PANEL EDGES AND AT 12"O.C. AT INTERMEDIATE SUPPORTS, U.N.O.

NAIL WALL SHEATHING WITH 8d COMMON NAILS AT 6" O.C. ALONG PANEL EDGES AND AT 12" O.C.AT INTERMEDIATE SUPPORTS, UNLESS NOTED OTHERWISE IN A SHEAR WALL. NAIL SHEAR WALLSHEATHING PER SHEAR WALL SCHEDULE. REF. PLAN FOR SHEAR WALL LOCATIONS.

NAIL FLOOR SHEATHING WITH 10d COMMON NAILS OR #10 SCREWS AT 6" O.C. ALONG PANELEDGES AND AT 12" O.C. AT INTERMEDIATE SUPPORTS. GLUE FLOOR PANELS TO EACH SUPPORTWITH A CONTINUOUS BEAD OF CONSTRUCTION ADHESIVE MEETING THE REQUIREMENTS OF APAAFG-01 OR ASTM D3498. APPLY ADHESIVE PER THE MANUFACTURER'S RECOMMENDATIONS.

ALL MANUFACTURED CONNECTORS SHALL BE BY SIMPSON STRONG-TIE COMPANY, INC., ORAPPROVED EQUAL, AND CONNECTED WITH THE FASTENERS SPECIFIED BY THE MANUFACTURER.

FASTEN MULTIPLE MANUFACTURED WOOD MEMBERS TOGETHER IN ACCORDANCE WITH THEMANUFACTURER'S RECOMMENDATIONS.

PROVIDE BRIDGING AT 8'-0" O.C. MAXIMUM FOR JOISTS AND RAFTERS USING SOLID BLOCKING,UNLESS RIGID CEILING IS FASTENED DIRECTLY INTO THE JOIST OR RAFTER.

STAGGER SPLICES OF DOUBLE TOP PLATES 4'-0" MINIMUM.

POST INSTALLED ANCHORING SYSTEMS

SUBSTITUTION OF EXPANSION ANCHORS OR ADHESIVE ANCHORS FOR EMBEDDED ANCHORS SHOWN ON THEDRAWINGS WILL NOT BE PERMITTED UNLESS APPROVED BY THE ENGINEER IN ADVANCE.

ADHESIVE ANCHORS:

WHEN ADHESIVE ANCHORS ARE SHOWN ON THE PLANS, EXPANSION ANCHORS SHALL NOT BE SUBSTITUTED.

APPROVED ADHESIVE ANCHORS ARE:MANUFACTURER PRODUCT USE ` ICBOHILTI HY-150 PREVIOUS CAST CONCRETE ER 5193SIMPSON STRONG-TIE ACRYLIC-TIE PREVIOUS CAST CONCRETE ER 5791RAMSET/REDHEAD EPCON A7 PREVIOUS CAST CONCRETE ER 25379

ANCHOR RODS SHALL BE THREADED RODS IN ACCORDANCE WITH ASTM F1554 GRADE 36 UNLESS NOTEDOTHERWISE. REINFORCING BARS ANCHORED IN CONCRETE SHALL BE IN ACCORDANCE WITH ASTM A615 GRADE60 UNLESS NOTED OTHERWISE.

INSTALL ALL ADHESIVE ANCHORS IN THE DIAMETER HOLE SPECIFIED BY THE MANUFACTURER, DRILLED WITH AHAMMER DRILL, THOROUGHLY CLEANED, AND UNDER TEMPERATURE AND MOISTURE CONDITIONS SPECIFIED BYTHE MANUFACTURER.

MISCELLANEOUS

DO NOT SCALE PLANS FOR THE PURPOSE OF ESTABLISHING DIMENSIONS.

DETAILS LABELED "TYPICAL" ARE INTENDED TO REPRESENT A CONDITION THAT OCCURS AT SEVERALLOCATIONS IN THE PLANS WHETHER OR NOT THE DETAIL WAS REFERENCED.

THE STRUCTURAL PLANS REPRESENT THE STRUCTURE IN THE COMPLETED CONDITION. IT IS THECONTRACTOR'S RESPONSIBILITY FOR THE MEANS AND METHODS OF CONSTRUCTING THE STRUCTURE. THECONTRACTOR SHALL DESIGN AND PROVIDE ALL TEMPORARY SHORING OR BRACING REQUIRED TO SAFELYCONSTRUCT THE STRUCTURE AND PREVENT DAMAGE TO THE STRUCTURE DURING CONSTRUCTION.

SLABS ON GRADE AND ELEVATED SLABS ARE NOT DESIGNED TO SUPPORT CRANES, FORKLIFTS, MANLIFTS,OR TRUCK TRAFFIC UNLESS NOTED AS SUCH. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE IFCONSTRUCTION EQUIPMENT CAN BE SAFELY OPERATED ON SLABS ON GRADE AND ELEVATED SLABS ANDTO REPAIR ANY DAMAGE SUCH EQUIPMENT MAY CAUSE.

THE CONTRACTOR SHALL BE RESPONSIBLE FOR ATTACHING NON-STRUCTURAL ELEMENTS TO THESTRUCTURE TO RESIST ALL LOADS INCLUDING SEISMIC FORCES IN A WAY THAT DOES NOT OVERSTRESSSTRUCTURAL MEMBERS. NON-STRUCTURAL ELEMENTS CAN BE FOUND IN THE ARCHITECTURAL,ELECTRICAL, OR MECHANICAL PLANS.

STRUCTURAL TESTS, INSPECTIONS, AND QUALITY ASSURANCE

ALL STRUCTURAL TESTS AND INSPECTIONS SHALL BE PERFORMED PER CHAPTER 17OF THE BUILDING CODE WITH LOCAL SUPPLEMENTS, UNLESS MORE STRINGENTREQUIREMENTS ARE SPECIFIED.

STRUCTURAL STEEL

STRUCTURAL STEEL SHALL MEET THE LATEST "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS ANDBRIDGES," AND HAS BEEN DESIGNED IN ACCORDANCE WITH THE BUILDING CODE AND AISC "MANUAL OFSTEEL CONSTRUCTION, ALLOWABLE STRESS DESIGN, NINTH EDITION."

ALL CONNECTIONS NOT DETAILED OR OTHERWISE NOTED SHALL BE DESIGNED BY THE FABRICATOR ANDHIGHLIGHTED FOR THE ENGINEER OF RECORD'S REVIEW. CONNECTION DESIGN SHALL BE SUBMITTED TOTHE ENGINEER FOR REVIEW BEARING THE SEAL AND SIGNATURE OF A PROFESSIONAL ENGINEER LICENSEDIN THE STATE WHRE THE PROJECT IS LOCATED.

STRUCTURAL STEEL SHALL MEET THE FOLLOWING REQUIREMENTS UNLESS NOTED OTHERWISE ON THEDRAWINGS:

TYPE ASTM GRADE

W SHAPES A992 ------CHANNELS & ANGLES A36 ------HOLLOW STRUCTURAL SECTIONS (HSS) A500 B (Fy = 46 KSI)STRUCTURAL BOLTS A325 ------ERECTION BOLTS A307 ------ANCHOR RODS (BOLTS) F155436

ALL BOLTED CONNECTIONS SHALL BE STANDARD AISC BEARING TYPE FRAMING CONNECTIONS. BOLTSSHALL BE SNUG-TIGHTENED, UNLESS NOTED OTHERWISE.

ALL WELDING SHALL BE IN ACCORDANCE WITH LATEST AWS CODE, SECTION D1.1. ALL WELDS SHALL USEE70XX WELD MATERIAL.

studio804.com

FLOOR 1 FLOOR 1

0' - 0" 0' - 0"

FLOOR 2 FLOOR 2

9' - 4" 9' - 4"

CEILING 2 CEILING 2

17' - 0" 17' - 0"

PARAPET PARAPET

20' - 4" 20' - 4"

Column Locations-J ,4-I ,5.3-I ,4-H ,5.3-H ,4-G ,4-F ,4-E ,3-E3-D ,2-D 2-L ,5.1-L2-K ,2-J ,2-I ,2-H ,2-G ,2-F3-1.E ,2-1.E4-K ,4

BASE PLATE

ANCHOR BOLTS

FOOTING LxWxT

REINFORCING

TOP ELEV.

PL 1/2"x8"x8"

4 - 5/8" DIAMETER

24" DIAMETER x 2'-2" THICKNESS

8 #4 @ 6" O.C. 4T + 4B

-0-10"

PL 1/2"x7"x7"

4 - 1/2" DIAMETER

12"x36" CONTINUOUS FOOTING

4 - #4 CONTINUOUS (2T + 2B)

-0'-10"

PL 1/2"x7"x7"

4 - 1/2" DIAMETER

2'-0" SQ. x 10" THICKENED SLAB

3 - #4 @ 6" O.C.EACH WAY

0'-0"

HSS

4x4

x1/4

HSS

4x4

x1/4

HSS

4x4

x1/4

PL 1/2"x8"x8"

4 - 5/8" DIAMETER

24" SQ. x 2'-2" THICKNESS

#4 @ 6" O.C. EACH WAY T+B

-0-10"

HSS

4x4

x1/4

HSS

6x4

x1/4

PL 1/2"x6"x8"

4 - 1/2" DIAMETER

12"x36" CONTINUOUS FOOTING

4 - #4 CONTINUOUS (2T + 2B)

-0'-10"

0' -

1"

0' -

1"

0' -

1"

0' -

1"

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2

3

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10' -

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- 0"

10' - 0" 10' - 0" 10' - 0" 8' - 10" 1' - 2" 10' - 0" 10' - 0" 10' - 0" 10' - 0" 10' - 0" 10' - 0" 10' - 0 1/2"

2

S103

3

S102

1

S102

1

S103

4

S103

3

S103

2.5

1.5

1' - 0"

1' - 0" 0' - 8"

0' -

10"

1' -

0"

0' -

10"

0' -

8"

0' - 7 1/2"

2' - 0" TYP.

2' -

0" T

YP.

2' - 0" TYP.

0' - 8" 0' - 8"

0' -

8"

0' -

8"

0' -

6"0'

- 6"

C2

C2 C3

C3 C3 C3 C3

C3 C3

C3 C3 C3 C3

C5

C5

C5

C5

C4C4C4C4 C4 C4C1

C1

C1

C1

C1

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4" FIBER REINFORCEDCONCRETE SLABWITH 6"x6" - W2.9xW2.9W.W.F.ON 2" INSULATIONON VAPOR BARRIERON 4" CRUSHED ROCK

T.O. SLAB EL = 0'-0"T.O. SLAB EL = 0'-0"

4" FIBER REINFORCEDCONCRETE SLABWITH 6"x6" - W2.9xW2.9 W.W.F.ON VAPOR BARRIERON 4" CRUSHED ROCK

0' -

1"



Date:Project No.

01 02 03 04 05 06 07

01 02 03 04 05 06 07

E

D

C

B

A

E

D

C

B

A

Copyright ©

Revisions:

Drawn:

: : : : : : : : : : : :

: :: :

: :: :

: : : : : : : : : : : :

: :: :

: :: :

studio804

Structual Engineer

MEP Engineer


2105

Beck

erD

rive,

L aw

renc

e ,KS

660 4

7

233-9886

Architect of Record



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FOUNDATIONPLAN

2012.11.05

Author

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1/4" = 1'-0"

COLUMN SCHEDULE2

1/4" = 1'-0"

S1011 S102

C - FOUNDATION - SLAB PLAN1

__________________________________________________________ _____________________________ _____________________________ __________________________________________COLUMN MARK

C1 C2 C3 C4 C5

_____________________________ _____________________________ _____________________________ _____________________________ _____________________________C1 C2 C3 C4 C5

studio804.com

FLOOR 10' - 0"

B.O. FOOTING-3' - 0"

E

INTERIOREXTERIOR

1/2" OSB SHEATHING

2"X10" TREATED SILL1-3/4"x9-1/2" LVL, CONT.

9-1/2" PWI-20 STUDS @ 16" o.c.

5/8" THREADED ROD EMBEDEDMIN. 4" @ 48" o.c. MAX.

4" CRUSHED ROCK

2" XPS

4" FIBER REINFORCED CONCRETESLAB WITH 6"x6" - W2.9xW2.9 W.W.F.

1' - 0"

2'-2

"0'

-10"

ALUMINUM FLASHING

4" CONCRETE SIDEWALK

6-MIL VAPOR BARRIER

4" CRUSHED ROCK

2"x10" XPS

0'-2

"

0' - 3" 0' - 3"

0'-2

"

1/4" GYPSUM TOPPING

0' - 2"

0'-1

3/4"

0' - 7 1/2"

4, #4 CONTINUOUS (2T & 2B)#4 STIRRUP @ 24" o.c.#4 (30"x30") @ 24" o.c.

FLOOR 10' - 0"

2

4" CRUSHED ROCK

2" XPS6-MIL VAPOR BARRIER

1/2" THREADED RODS EMBEDED MIN 4"


INTERIOR

3, #4 (16") @ 6" o.c.

1/2"x7"x7" STEEL BASE PLATE

4"x4"x1/4" HSS COLUMN

1/4" GYPSUM TOPPING

2' - 0" SQ.

1" NON-SHRINK GROUT ANDLEVELING NUT/WASHER

0'-3

"

0'-1

0"

3, #4 (16") @ 6" o.c.

FLOOR 10' - 0"


2'-2

"

1/2" OSB SHEATHING9-1/2" PWI-90 STUDS @ 16" o.c.

1-3/4"x9-1/2" LVL2"X10" TREATED SILL

INTERIOR EXTERIOR


2" XPS

4" CRUSHED ROCK

6-MIL VAPOR BARRIER ALUMINUM FLASHING


4" CRUSHED ROCK

1/4" GYPSUM TOPPING

0'-1

0"

0'-2

"

0' - 3" 0' - 3"

0'-2

"

0'-1

3/4"

1

0' - 5 1/2"

4, #4 CONTINUOUS (2T & 2B)

#4 STIRRUP @ 24" o.c.#4 (30"x30") @ 24" o.c.

5/8"x10" THREADED ROD EMBEDED MIN. 4"

FLOOR 10' - 0"


4


4" CRUSHED ROCK

ALUMINUM FLASHING

1' - 0"

2'-2

"

4, #4 CONTINUOUS (2T & 2B)

EXTERIORINTERIOR

#4 (30"x30") @ 24" o.c.

2" XPS


0'-1

0"

#4 STIRRUP @ 24" o.c.

1/2"x7"x7" STEEL BASE PLATE1/2" THREADED ROD EMBEDED MIN. 4"

4" FIBER REINFORCED CONCRETESLAB WITH 6"x6" - W2.9xW2.9 W.W.F.2" XPS

4" CRUSHED ROCK6-MIL VAPOR BARRIER

0' - 8"

1/4" GYPSUM TOPPING

0'-2

"

0' - 3" 0' - 3"

0'-2

"




Date:Project No.

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01 02 03 04 05 06 07

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Structual Engineer

MEP Engineer


2105

Beck

erD

rive,

L aw

renc

e ,KS

660 4

7

233-9886

Architect of Record



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S102

FOUNDATIONDETAILS

2012.11.05

Author

2105 Becker Dr.

Engi

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ing

Res

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Teac

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Faci

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Uni

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1 1/2" = 1'-0"

S1021 S101

SECTION - POD 1 & 2 EAST/WEST FOOTING1 1 1/2" = 1'-0"

S1021 S101

SECTION - POD 1 & 2 INTERIOR FOOTING2

1 1/2" = 1'-0"

S1021 S101

SECTION - POD 1 & 2 NORTH FOOTING3 1 1/2" = 1'-0"

S1021 S101

SECTION - POD 1 & 2 SOUTH FOOTING4

studio804.com

FLOOR 10' - 0"


EE.1

EXTERIOR INTERIOR

1' - 0"1' - 0"

4"x4"x1/4" HSS COLUMN 4"X4"1/4 HSS COLUMN

4" CRUSHED ROCK

2" XPS

4" FIBER REINFORCEDCONCRETE SLAB WITH 6"x 6" - W2.9xW2.9 W.W.F.

4" CRUSHED ROCK4" CONCRETE SLAB WITH6"x6" - W2.9 x W2.9 x W.W.F.

6-MIL VAPOR BARRIER0'-1

0"2'

-2"

1/2" THREADED ROD EMBEDED MIN. 4"1/2"x7"x7" BASE PLATE


5/8"x10" THREADEDROD EMBEDED MIN. 4"1/2"x8"x8" BASE PLATE1" NON-SHRINK GROUT

1/4" GYPSUM TOPPING


0'-2

"

0' - 3"0' - 3"

0'-2

"

0' - 2"

4, #4 @ 6" o.c. (2T & 2B)

0' - 2"

0' - 3 1/2"

4, #4 (17") 2T & 2B

2, #4 (30"x30") @ 6" o.c.

FLOOR 10' - 0"


3

EXTERIOR

8, #4 (18") @ 6" o.c. (4T & 4B)

5/8" THREADED RODEMBEDED IN FOOTING MIN. 4"

1/2"x8"x8" STEEL BASE PLATE4"x4"x1/4" HSS COLUMN

0'-1

0"2'

-2"

4" FIBER REINFORCED CONCRETE SLABWITH 6"x6" - W2.9 x W2.9 W.W.F.

4" CRUSHED ROCK

1" NON-SHRINK GROUT AND LEVELINGNUT/WASHER

6-MIL VAPOR BARRIER

0' - 3"

0'-2

"

2' - 0"

0'-4

"

0' - 3"

FLOOR 10' - 0"

L


INTERIOR EXTERIOR

0'-2

"0'

-2"

0' - 3" 0' - 3"

0' - 7 1/2"

1/2" THREADED ROD EMBEDED MIN. 4"1/2"x6"x8" STEEL BASE PLATE1" NON-SHRINK GROUT ANDLEVELING NUT/WASHER

1/4" GYPSUM TOPPING

4" FIBER REINFORCEDCONCRETE SLAB WITH 6"x6" -W2.9xW2.9 W.W.F.

4" CONCRETE DRIVEWAY

4" CRUSHED ROCK

2" XPS

6-MIL VAPOR BARRIER

4" CRUSHED ROCK

0'-1

0"2'

-2"

1' - 0"


2"x10" XPS

6"x4" HSS COLUMN

FLOOR 10' - 0"


4

4" CRUSHED ROCK

6-MIL VAPOR BARRIER

4" FIBER REINFORCED CONCRETE SLABWITH 6"x6" - W2.9xW2.9 W.W.F.

5/8" THREADED RODEMBEDED INTO PIER MIN. 4"

1/2"x8"x8" STEEL BASE PLATE

#4x20" @ 6" o.c.

2"x4"x1/8" STEEL TUBESECURITY FENCE

EXTERIOR


4" CRUSHED ROCK


NON-SHRINK GROUT ANDLEVELING NUT/WASHER

0'-4

"

2'-2

"0'

-10"

2' - 0"



Date:Project No.

01 02 03 04 05 06 07

01 02 03 04 05 06 07

E

D

C

B

A

E

D

C

B

A

Copyright ©

Revisions:

Drawn:

: : : : : : : : : : : :

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: :: :

studio804

Structual Engineer

MEP Engineer


2105

Beck

erD

rive,

L aw

renc

e ,KS

660 4

7

233-9886

Architect of Record



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S103

FOUNDATIONDETAILS

2012.11.05

Author

2105 Becker Dr.

Engi

neer

ing

Res

earc

h +

Teac

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Faci

lity

Uni

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sas

1 1/2" = 1'-0"

S1031 S101

SECTION - POD 2 TO POD 3 CONNECTION1 1 1/2" = 1'-0"

S1031 S101

SECTION - POD 3 INTERIOR FOOTING2

1 1/2" = 1'-0"

S1031 S101

SECTION - POD 1 SHOWROOM ENTRANCE3 1 1/2" = 1'-0"

S1031 S101

SECTION - POD 3 PERIMETER FOOTING4

studio804.com

D C B A

10' - 0" 10' - 0" 10' - 0"

HSS4x4x1/4 COLUMN

HSS4x4x1/4 BEAM

L 2x2x1/8 BRACING

S2014

7'-2

"8'

-6"

4'-4

"

20'-

0"

S2015

1

DCBA

2

3

4

1

DCBA

2

3.5

4

3

2.5

S201

2

3

S201

10' - 0" 10' - 0" 10' - 0" 8' - 10"10

'-0"

10'-

0"10

'-0"

E.1

HSS4x4x1/4 COLUMN

HSS4x4x1/4 BEAM

4

S201

S2012Sim

S201

2

Sim

S201 2 Sim

B1

B2B2 B2 B2 B2

B1 B1 B1 B1

B1B1

B1

B1

B1

B1 B1

B1

B1

B1 B1

B1

B1

B1

B1

B1

B1B1B1

B1

B1

B1

B1

B1

B2

HSS6x4x1/4 BEAM2.5

B2 B2

STEEL GRATING

3' - 8"

1.5

2'-0

"4'

-0"

4'-0

"

L 2x2x1/8 BRACE

1/4x12x6" PLATE

HSS 4x4x1/4 BEAM

A325 3/4" DIAMETER BOLT

HSS4x4x1/4 COLUMN

0' -3"

3/16" WELD TYP. NS & FS

4x3x1/4 DBL ANGLE

HSS 4x4x1/4

L 4x6x1/4WELDED TO BEAM

A325 5/8" BOLT

L2x2x1/8 BRACING

2x2x1/4" SPACER PLATE

A325 1/2" DIAMETER BOLT



Date:Project No.

01 02 03 04 05 06 07

01 02 03 04 05 06 07

E

D

C

B

A

E

D

C

B

A

Copyright ©

Revisions:

Drawn:

: : : : : : : : : : : :

::::

::::

: : : : : : : : : : : :

: :: :

: :: :

studio804

Structual Engineer

MEP Engineer


2105

Beck

erD

rive,

L aw

renc

e ,KS

660 4

7

233-9886

Architect of Record



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S201

STEEL FRAMING -POD 3

2012.11.05

Author

2105 Becker Dr.

Engi

neer

ing

Res

earc

h +

Teac

hing

Faci

lity

Uni

vers

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f Kan

sas

1/4" = 1'-0"

S2011 S201

ELEVATION2

1/4" = 1'-0"

S201 FRAMING PLAN1

1 1/2" = 1'-0"

S2011 S201

CROSS BRACING4

1 1/2" = 1'-0"

S2011 S201

CONNECTION DETAIL3

1 1/2" = 1'-0"

S2012 S201

BRACING DETAIL5

studio804.com

HSS4x4x1/4 COLUMN

WELDED CONNECTION

HSS4x4X1/4 BEAM

L4X3X3/16HSS4x4X1/4 BEAM

1/4" PLATE SADDLEWELDED TO COLUMN

0' - 4"

0'-8

1/4"

HSS4x4x1/4

TOP MOUNTED SIMPSONJOIST HANGER

2 - 1 3/4"x9 1/2" LVL

HSS4x4x1/4 COLUMN

HSS4X4X1/4 BEAM

L4X3X3/16

WELDED CONNECTION

HSS4x4x1/4 COLUMN

L4X3X3/16

HSS4X4X1/4 BEAM

WELDED CONNECTION

1/4 PLATE SADDLEWITH 4 - 1/2" DIAMETER BOLTS0' - 1 1/2"

0'-8

1/4"

0' - 8"

0'-2

1/4"

0'-4

"

HSS4x4x1/4 COLUMN

2 - 1 3/4"x9 1/2" LVL BEAM

SIMPSON JOIST HANGER

1 3/4"x9 1/2" LVL SILL PLATE

9 1/2" PWI 40 STUD

HSS4X4X1/4 BEAM

HSS4x4x1/4 COLUMN

L4X3X3/16

1 3/4"x9 1/2" LVL

HSS 6x4x1/4

1/2" PLATE

8' - 0"

HSS 6x4x1/4

HSS 4x2x1/4

HSS 4x4x1/4

1/2" PLATE

1 3/4" DIAMETER ROD

3/16" WELD

1 3/4"x 9 1/2" LVL

HSS 6x4x1/4

WALL STUD BEYOND

2x4 BLOCKING

L 3x2x3/16



Date:Project No.

01 02 03 04 05 06 07

01 02 03 04 05 06 07

E

D

C

B

A

E

D

C

B

A

Copyright ©

Revisions:

Drawn:

: : : : : : : : : : : :

::::

::::

: : : : : : : : : : : :

: :: :

: :: :

studio804

Structual Engineer

MEP Engineer


2105

Beck

erD

rive,

L aw

renc

e ,KS

660 4

7

233-9886

Architect of Record



I:\20

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AM

S202

STEELFRAMING-DETAILS

2012.11.05

Author

2105 Becker Dr.

Engi

neer

ing

Res

earc

h +

Teac

hing

Faci

lity

Uni

vers

ity o

f Kan

sas

1 1/2" = 1'-0"

S202 CORNER TYP.3

1 1/2" = 1'-0"

S2021 S203N

INTERIOR COLUMN SECTION6

1 1/2" = 1'-0"

S202 SOUTH WALL COLUMN TYP.2

HORIZONTAL MEMBERSDescription Length Comments

HSS2x4x1/4 10' - 0"HSS4x2x1/4 7' - 3"HSS4x2x1/4 7' - 2"HSS4x2x1/4 7' - 0"HSS4x2x1/4 6' - 9"HSS4x2x1/4 7' - 1"HSS4x2x1/4 7' - 0"HSS4x4x1/4 30' - 4"HSS4x4x1/4 10' - 2"HSS4x4x1/4 10' - 0"HSS4x4x1/4 10' - 0"HSS4x4x1/4 10' - 0"HSS4x4x1/4 10' - 0"HSS4x4x1/4 10' - 0"HSS4x4x1/4 10' - 0"HSS4x4x1/4 10' - 0"HSS4x4x1/4 10' - 0"HSS4x4x1/4 10' - 0"HSS4x4x1/4 10' - 0"HSS4x4x1/4 9' - 11"HSS4x4x1/4 9' - 0"HSS4x4x1/4 9' - 6"HSS4x4x1/4 9' - 0"HSS4x4x1/4 5' - 7"HSS4x4x1/4 5' - 1"HSS4x4x1/4 30' - 4"HSS4x4x1/4 5' - 1"HSS4x4x1/4 19' - 11"HSS4x4x1/4 4' - 3"HSS4x4x1/4 10' - 0"HSS4x4x1/4 10' - 0"HSS4x4x1/4 10' - 0"HSS4x4x1/4 10' - 0"HSS4x4x1/4 10' - 0"HSS4x4x1/4 10' - 0"HSS4x4x1/4 10' - 0"HSS4x4x1/4 10' - 0"HSS4x4x1/4 9' - 11"HSS4x4x1/4 10' - 0"HSS4x4x1/4 10' - 0"HSS4x4x1/4 10' - 0"HSS4x4x1/4 9' - 2"HSS4x4x1/4 10' - 0"HSS4x4x1/4 10' - 0"HSS4x4x1/4 10' - 0"HSS4x4x1/4 8' - 8"HSS4x4x1/4 8' - 8"HSS4x4x1/4 9' - 2"HSS4x4x1/4 10' - 0"HSS4x4x1/4 10' - 0"HSS4x4x1/4 10' - 0"HSS4x4x1/4 10' - 0"HSS4x4x1/4 10' - 0"HSS4x4x1/4 10' - 0"HSS4x4x1/4 8' - 10"HSS4x4x1/4 8' - 10"HSS4x4x1/4 10' - 0"HSS4x4x1/4 10' - 0"HSS6x4x1/4 11' - 7"HSS6x4x1/4 19' - 8"HSS6x4x1/4 10' - 0"HSS6x4x1/4 10' - 0"HSS6x4x1/4 10' - 0"HSS6x4x1/4 10' - 0"HSS6x4x1/4 10' - 0"HSS6x4x1/4 9' - 10"HSS6x4x1/4 10' - 0"HSS6x4x1/4 10' - 0"

COLUMNS

Description LengthColumn

Location Mark Comments

HSS 4x4x1/4 8' - 3 3/4" F-2HSS 4x4x1/4 8' - 3 3/4" G-2HSS 4x4x1/4 8' - 3 3/4" H-2HSS 4x4x1/4 8' - 3 3/4" I-2HSS 4x4x1/4 8' - 3 3/4" J-2HSS 4x4x1/4 8' - 3 3/4" K-2HSS 4x4x1/4 15' - 8 1/2" B-2HSS 4x4x1/4 15' - 8 1/2" B-3HSS 4x4x1/4 15' - 8 1/2" C-2HSS 4x4x1/4 15' - 8 1/2" C-3HSS 4x4x1/4 16' - 8" E-3HSS 4x4x1/4 16' - 8" E-4HSS 4x4x1/4 16' - 8" F-4HSS 4x4x1/4 16' - 8" G-4HSS 4x4x1/4 16' - 8" H-3.5HSS 4x4x1/4 16' - 8" H-4HSS 4x4x1/4 16' - 8" I-3.5HSS 4x4x1/4 16' - 8" I-4HSS 4x4x1/4 16' - 8" J-4HSS 4x4x1/4 16' - 8" K-4HSS 4x4x1/4 16' - 8" L-4HSS 4x4x1/4 19' - 10 1/2" B(-10' - 0")-1HSS 4x4x1/4 19' - 10 1/2" B(-10' - 0")-2HSS 4x4x1/4 19' - 10 1/2" B(-10' - 0")-3HSS 4x4x1/4 19' - 10 1/2" B(-10' - 0")-4HSS 4x4x1/4 19' - 10 1/2" B-1HSS 4x4x1/4 19' - 10 1/2" B-4HSS 4x4x1/4 19' - 10 1/2" C-1HSS 4x4x1/4 19' - 10 1/2" C-4HSS 4x4x1/4 19' - 10 1/2" D-1HSS 4x4x1/4 19' - 10 1/2" D-2HSS 4x4x1/4 19' - 10 1/2" D-2HSS 4x4x1/4 19' - 10 1/2" D-3HSS 4x4x1/4 19' - 10 1/2" D-3HSS 4x4x1/4 19' - 10 1/2" D-4HSS 4x4x1/4 19' - 10 1/2" E.1-2HSS 4x4x1/4 19' - 10 1/2" E.1-3HSS 6x4x1/4 16' - 8" L-1.5HSS 6x4x1/4 16' - 8" L-2HSS 6x4x1/4 16' - 8" L-2.5HSS 6x4x1/4 16' - 8" L-3.5

1 1/2" = 1'-0"

S2021 S203N

NOTCH CORNER TYP.1

1 1/2" = 1'-0"

S202 INTERIOR COLUMN5

CROSS BRACINGDescription Length Comments

L2x2x1/8 11' - 4"L2x2x1/8 11' - 5"L2x2x1/8 10' - 7"L2x2x1/8 10' - 7"L2x2x1/8 11' - 2"L2x2x1/8 11' - 2"L2x2x1/8 11' - 2"L2x2x1/8 11' - 2"L2x2x1/8 11' - 4"L2x2x1/8 11' - 5"L2x2x1/8 11' - 4"L2x2x1/8 11' - 5"L2x2x1/8 11' - 4"L2x2x1/8 11' - 5"L2x2x1/8 11' - 4"L2x2x1/8 11' - 5"L2x2x1/8 11' - 4"L2x2x1/8 11' - 5"L2x2x1/8 11' - 4"L2x2x1/8 11' - 5"L2x2x1/8 11' - 4"L2x2x1/8 11' - 5"L2x2x1/8 11' - 4"L2x2x1/8 11' - 5"L2x2x1/8 11' - 4"L2x2x1/8 11' - 5"L2x2x1/8 11' - 4"L2x2x1/8 11' - 5"L2x2x1/8 11' - 4"L2x2x1/8 11' - 5"L2x2x1/8 11' - 4"L2x2x1/8 11' - 5"L2x2x1/8 11' - 4"L2x2x1/8 11' - 6"L2x2x1/8 11' - 4"L2x2x1/8 11' - 8"L2x2x1/8 11' - 4"L2x2x1/8 11' - 5"L2x2x1/8 11' - 4"L2x2x1/8 11' - 5"L2x2x1/8 11' - 4"L2x2x1/8 11' - 6"L2x2x1/8 11' - 4"L2x2x1/8 11' - 8"L2x2x1/8 11' - 4"L2x2x1/8 11' - 5"L2x2x1/8 11' - 4"L2x2x1/8 11' - 5"L2x2x1/8 11' - 4"L2x2x1/8 11' - 5"L2x2x1/8 11' - 4"L2x2x1/8 11' - 5"L2x2x1/8 11' - 4"L2x2x1/8 11' - 5"

STEEL PLATE

BASE PLATE INTERIOR 7x7x1/2 17BASE PLATE INTERIOR 6x8x1/2 4BASE PLATE EXTERIOR 8x8x1/2 18BRACE GUSSET 12x6x1/4 104COLUMN SADDLE 1/4 PLATE 7COLUMN SADDLE 1/2 PLATE 8CORNER SADDLE 1/2 PLATE 6

1 1/2" = 1'-0"

S202 SOUTH WALL SECTION TYP.4

1 1/2" = 1'-0"

S2021 S203N

CANOPY DETAIL7

studio804.com

L

1

KIHFEDCBA

2

3

4

E.1

10'-

0"10

'-0"

5'-0

"5'

-0"

G J

S302

1

2

S304

1

S304

S302

2

S3031

S303 3

S303

5

S3032S303 4

3

S304

3.5

3'-5

3/8"

7'-2

3/8"

9 1/2" RIM BOARD

10' - 5 3/4" 35' - 0 1/8" 15' - 3 3/8" 10' - 4 7/8"

9 1/2" LVL STUD

9 1/2" PWI 40 STUD

OPEN TO BELOWOPEN TO BELOWEXTERIOR STEEL STRUCTURE

HSS4x4x1/4

2 - 1 3/4"x9 1/2" LVL

2x4 BLOCKINGBETWEEN JOISTS

9 1/2" PWI 40 @ 16" O.C.

14' - 10 1/8"

S302

2

Sim

OPEN TO BELOW

OPEN TO BELOW

2.5

1.5

7

S202

10'-

111/

4"20

'-5

3/4"

9' - 8"

31' - 3" 8' - 9" 31' - 3"

5'-0

"

20'-

0"

4'-0

"

-

---

L

1

KIHFEDCBA

2

3

4

E.1 G J

3.5

10'-

0"

71' - 3"

31'-

5"

5'-0

"

16" RIM BOARD

1' - 4"0' - 8"

0' - 6 7/8"

10' - 0" 10' - 0 1/2"

31' - 3" 8' - 9" 31' - 3"

EQ 16" PWI 90 @ 16" 0.C. EQ

5/8" OSB ROOF SHEATHINGATTACH TO FRAMING &BLOCKING W/ 10d NAILS @ 6"O.C.

2.5

1.5



Date:Project No.

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studio804

Structual Engineer

MEP Engineer


2105

Beck

erD

rive,

L aw

renc

e ,KS

660 4

7

233-9886

Architect of Record



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:41

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S301

FRAMING PLANS

2012.11.05

Author

2105 Becker Dr.

Engi

neer

ing

Res

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1/4" = 1'-0"

S3011 S102

FLOOR FRAMING PLAN1

1/4" = 1'-0"

S3011 S310

ROOF FRAMING PLAN2

studio804.com

LKIHFEE.1 G J

10' - 7 1/2" 10' - 0" 10' - 0" 10' - 0" 10' - 0" 10' - 0" 10' - 7 1/2"

10'-

53/

4"8'

-51/

4"

1/2" OSB NS&FSATTACH TO FRAMING & BLOCKINGW/ 10d NAILS @ 6" O.C.

SIMPSON HD5B HOLD-DOWN

DBL 1 3/4"x9 1/2" LVL AT SHEARWALL BOUNDRY



Date:Project No.

01 02 03 04 05 06 07

01 02 03 04 05 06 07

E

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C

B

A

E

D

C

B

A

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Drawn:

: : : : : : : : : : : :

::::

::::

: : : : : : : : : : : :

: :: :

: :: :

studio804

Structual Engineer

MEP Engineer


2105

Beck

erD

rive,

L aw

renc

e ,KS

660 4

7

233-9886

Architect of Record



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11/1

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:42

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S302

WALL FRAMINGELEVATIONS

2012.11.05

Author

2105 Becker Dr.

Engi

neer

ing

Res

earc

h +

Teac

hing

Faci

lity

Uni

vers

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sas

1/4" = 1'-0"

S3021 S301

FRAMING - NORTH WALL1

1/4" = 1'-0"

S3021 S301

FRAMING- SOUTH WALL2

studio804.com

1234

10' - 0" 10' - 0" 10' - 0"

3.5

SIMPSON HD19 HOLD-DOWN

1/2" OSB NS&FSATTACH TO FRAMING & BLOCKINGW/ 10d NAILS AT 2" O.C.

TRIPLE LVL STUD AT BOUNDRY

2.5 1.5

1'-4

"10

'-8

3/8"

1'-0

1/8"

2'-8

3/4"

3'-1

3/4"

HSS 4x4x1/4

1 2 3 4

1'-4

"17

'-7"

3.5

SIMPSON HD19 HOLD-DOWN

1/2" OSB NS&FSATTACH TO FRAMING & BLOCKINGW/ 10d NAILS AT 2" O.C.

TRIPLE LVL STUD AT BOUNDRY

2.51.5

5' - 0" 5' - 0" 5' - 0" 5' - 0" 5' - 0" 5' - 0"

7'-0

"9'

-85/

8"0'

-10

3/8"

1'-4

"

HSS 6x4x1/4

I H

4

1'-4

"

5' - 6 7/8"

3.5

4

5' - 6 7/8"

3.5



Date:Project No.

01 02 03 04 05 06 07

01 02 03 04 05 06 07

E

D

C

B

A

E

D

C

B

A

Copyright ©

Revisions:

Drawn:

: : : : : : : : : : : :

::::

::::

: : : : : : : : : : : :

: :: :

: :: :

studio804

Structual Engineer

MEP Engineer


2105

Beck

erD

rive,

L aw

renc

e ,KS

660 4

7

233-9886

Architect of Record



I:\20

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11/1

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12 1

1:21

:43

AM

S303

WALL FRAMINGELEVATIONS

2012.11.05

Author

2105 Becker Dr.

Engi

neer

ing

Res

earc

h +

Teac

hing

Faci

lity

Uni

vers

ity o

f Kan

sas

1/4" = 1'-0"

S3031 S301

WEST WALL1

1/4" = 1'-0"

S3031 S301

EAST WALL3 1/4" = 1'-0"

S3031 S301

SOUTH WALL NOTCH5

1/4" = 1'-0"

S3031 S301

WEST WALL NOTCH2

1/4" = 1'-0"

S3031 S301

EAST WALL NOTCH4

studio804.com

9 1/2" PWI 40 @ 16" O.C.

2 - 1 3/4"x9 1/2" LVL

HSS4x4x1/4BEYOND

16" PWI 90 JOIST

3/4" PLYWOODGLUE & SCREW TO FRAMING

SIMPSON JOIST HANGER

5/8" OSB SHEATHING

1 3/4"x9 1/2" LVL

2 - 1 3/4"x9 1/2" LVL

16" PWI 90

16" LVL BLOCKING BETWEEN JOISTS

9 1/2" PWI 40 STUD @ 16" O.C.

HSS4X4X1/4BEAM

HSS4X4X1/4 BEYOND

16" LVL RIM BOARD

1/2" PLATE SADDLE WELDED TO COLUMN

5/8" OSB SHEATHING

SIMPSON H2.5A CLIP

1 3/4"x9 1/2" LVL

L4X3X3/16

1 3/4"x9 1/2" LVL TOP PLATE

2X4 BLOCKING

16" RIM BOARD

16" PWI 90 JOIST

2 - 1 3/4"x9 1/2" LVL DBL TOP PLATE

9 1/2" PWI 40 STUD @ 16" O.C.

9 1/2" RIM BOARD9 1/2" PWI 40 JOIST @ 16" O.C.

9 1/2" LVL SILL PLATE

2x10TREATED SILL PLATE

1 3/4"x9 1/2" LVL SILL PLATE

2- 1 3/4"x9 1/2" LVLDBL TOP PLATE

9 1/2" PWI 40 STUD @ 16" O.C.

5/8" DIAMETER ANCHORBOLTS 48" O.C.

FOOTING SEE FOUNDATION

SIMPSON H2.5A CLIP

5/8" OSB

SIMPSON H2.5A CLIP



Date:Project No.

01 02 03 04 05 06 07

01 02 03 04 05 06 07

E

D

C

B

A

E

D

C

B

A

Copyright ©

Revisions:

Drawn:

: : : : : : : : : : : :

::::

::::

: : : : : : : : : : : :

: :: :

: :: :

studio804

Structual Engineer

MEP Engineer


2105

Beck

erD

rive,

L aw

renc

e ,KS

660 4

7

233-9886

Architect of Record



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:44

AM

S304

WOOD FRAMINGWALL SECTIONS

2012.11.05

Author

2105 Becker Dr.

Engi

neer

ing

Res

earc

h +

Teac

hing

Faci

lity

Uni

vers

ity o

f Kan

sas

1 1/2" = 1'-0"

S3041 S301

INTERIOR COLUMN2 1 1/2" = 1'-0"

S3041 S203N

SOUTH WALL SECTION1 1 1/2" = 1'-0"

S3041 S301

NORTH WALL3

studio804.com

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