Plans_Consolidated_Dormitory_Cavalier_AFS_2_of_3.pdf

PDF 7 MB Posted Mar 14, 2017

Attached to: Consolidated Dormitory at Cavalier AFS, ND Federal contract opportunity
Solicitation number: W9128F-17-B-0003
Issued by: Department of the Army Corps of Engineers Engineering District Omaha

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Plans 2 of 3

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Other files attached to Consolidated Dormitory at Cavalier AFS, ND, newest first.
File	Type	Posted
ABSTRACT_-IFB_W9128F-_17-B-0003.pdf	PDF	Apr 19, 2017
Am_0002.pdf	PDF	Apr 13, 2017
Am_0002-Drawing.pdf	PDF	Apr 13, 2017
Site_Visit_Attendee_List.pdf	PDF	Mar 29, 2017
Am_0001.pdf	PDF	Mar 16, 2017
Specs_Consolidated_Dormitory_Cavalier_AFS_1_of_2.pdf	PDF	Mar 14, 2017
Plans_Consolidated_Dormitory_Cavalier_AFS_1_of_3.pdf	PDF	Mar 14, 2017
Specs_Consolidated_Dormitory_Cavalier_AFS_2_of_2.pdf	PDF	Mar 14, 2017
Plans_Consolidated_Dormitory_Cavalier_AFS_3_of_3.pdf	PDF	Mar 14, 2017

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®of Engineers

US Army Corps of Engineers

US Army Corps

OMAHA DISTRICT

ES501 NOT TO SCALE

1 CONDUIT DUCTBANK

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BOLLARD DETAILS

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2 CONDUIT DUCTBANK

NOT TO SCALEES501 NOT TO SCALENOT TO SCALE

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3 PHASE PADMOUNT TRANSFORMER

H1 H2 H3

H1A

H2A

H3A

H1B

H2B

H3B

M in

PAD & CONDUIT LAYOUT (TYP)

IN TRANSFORMER

SECONDARY BARRIER

DESIGN SPECIFIC

4" SECONDARY CONDUITS

WITH BELL END WHEN REQURED

3/4" CT METERING CONDUIT

GROUND ROD 3/4" X 10'

WITH END BELL

4" PRIMARY CONDUITS

IN WINDOW

4" DEEP PEA GRAVEL

IN OPENING USE

DO NOT POUR CONCRETE

GROUND LOOP DETAIL

TRANSFORMER TANK

TOP VIEW

CONDUIT

PRIMARY

CONDUIT

SECONDARY

After Torqued Protrusion Max 1" Bolt

Bushing Transformer

W/ELSP CURRENT LIMITING FUSE

INTERNAL BAY-O-NET FUSING

3 LOAD BREAK SWITCHES

INTERNAL LOOP FEED

W/ ELS-P CURRENT LIMITING FUSE

BAY-O-NET OIL IMMERSED IN SERIES

TAP CHANGER

"3 SWITCH"

200 AMP LOAD BREAK

GAUGES TYP

ARRESTER REQUIRED (TYP OF 3)

DATA TAG

RULE 350F

GROUND NESC

CU LOOP

MIN. # 2

GROUND ROD 3/4" X 10'

GRADE

LINE

(NEMA)

(N E

M A

1 - 3 /4 "

TEST POINT ALL ELBOWS

MAXIMUM CONDUIT 3" ABOVE PAD

PROVIDE 200 AMP INSERTS

BURNDY TYPE KC OR EQUAL

GROUNDING CONNECTOR

MECHANICAL TRANSFORMER

SEE NOTE 3

FOAM SEAL ALL CONDUITS

TRANSFORMER GROUND

MECHANICAL TYPE KC

3/4" X 10" GROUND ROD

CLOSING BOLT

PENTAGON HEAD

Plated Steel Hex Nut Lock Washer Flat Washer 1 5/8"OD Steel Bolt 1 / 2" Plated

CONNECTIONS

ALL MECHANICAL

GROUND ROD TO

CONTINUES FROM

#2 GROUND LOOP

CLARITY. SEE EP601 FOR REQUIREMENTS.

SECONDARY CONNECTION NOT SHOWN FOR

ARRESTER GROUNDS

CABLE SHEILDS

GRADE LINE

(MIN)

18" DIA.

CONDUIT)

(CONTRACTOR SHALL CAP

ROD CONNECTION BY OTHERS

SPARE CONDUIT FOR GROUND

ANCHOR BOLTS AS REQ'D

REBAR, 4-#4

#3 TIES

ANCHOR FIXTURE

OUTLINE OF CONCRETE

MANUFACTURER

AND LOCATION PER

ANCHOR BOLT SIZE

18" DIA. BASE (MIN)

BASE PLATE R 1/4" X 8" (NOM) X 8" (NOM)

BOLLARD BOLT PATTERN

THREADED INSERT TO

LOCATION TO BE PROVIDED

BY FIXTURE MANUFACTURER

BOLLARD - TOP VIEW

BALLAST BOX

BOLLARD

LIGHT FIXTURE

(NOMINAL)

FIXTURES

SITE LIGHTING

MATCH OTHER

BRONZE TO

SHALL BE DARK

BOLLARD FINISH

BOLLARD

TO ADJACENT

BRANCH CIRCUIT

3/4"C

3" 3" 3"

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CONCRETE ENCASEMENT

(2) 4" CONDUITS.

SELECT SOIL BACKFILL

SPARE

TRACER WIRE

LABELED "ELECTRIC"

WARNING TAPE

SHEET EP601

INDICATED ON ONE-LINE. SEE

CABLES SIZE AND NUMBER AS

RACEWAYS USED. TYPICAL.

DUCT SPACER. SIZE FOR

3" 3"

FINISHED GRADE

CONCRETE ENCASEMENT

4" CONDUIT

SELECT SOIL BACKFILL

TRACER WIRE

(3)1-1/4" INNER DUCTS IN RACEWAY.

"TELECOMMUNICATIONS"

WARNING TAPE LABELED

RACEWAYS USED. TYPICAL.

DUCT SPACER. SIZE FOR

OMAHA DISTRICT

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3 PHASE PADMOUNT TRANSFORMER

ITEM f'c

FREEZE THAW

EXPOSURE

CLASS

SULFATE

EXPOSURE

CLASS

PERMEABILITY CORROSION

PROTECTION

EXTERIOR PAVEMENT, DOOR STOOPS 4.5 KSI F3 S0 P0 C2

ALL OTHER CONCRETE 4.5 KSI F2 S0 P0 C1

LAP SPLICE LAP SPLICE

C E

CORNERS

INTERSECTIONS

PLAN

OPTION #1

VERTICAL REINF.

NOT SHOWN

STD. 90° HOOK

WHERE INDICATED

VERTICAL REINF.

NOT SHOWN

PLAN

OPTION #2

STD. 90° HOOK

WHERE INDICATED

CORNER BAR

U.N.O.

STD. 90° HOOK

NOT SHOWN

VERTICAL REINF.

PLAN

WITHOUT CJ

STD. 90° HOOK

U.N.O.

WITH CJ

PLAN

NOT SHOWN

VERTICAL REINF.

DOWEL

TYP.

NOTE:

UNLESS OTHERWISE INDICATED, THE CONTRACTOR HAS THE

OPTION OF REINFORCING CORNERS IN ACCORDANCE WITH

OPTION #1 OR OPTION #2.

NOTE:

UNLESS OTHERWISE INDICATED, THE CONTRACTOR HAS THE

OPTION OF CONSTRUCTING INTERSECTIONS WITH OR WITHOUT

CONSTRUCTION JOINTS. REINFORCE PER APPLICABLE DETAIL.

#11

#10

1'-6"

1'-4"

1'-9"

2'-2"

1'-11"

8'-11"

5'-7"

8'-0"

1'-6"

3'-10"

6'-4"

3'-2" 1'-2"

2'-7"

7'-2"

1'-11"

LENGTH OR

8 x DIA. OF BAR - #9 TO #11 BARS 10 x DIA. OF BAR - #14 & #18 BARS

INSIDE RADIUS OF HOOK:

6 x DIA. OF BAR - #3 TO #8 BARS

SIZE

DEVELOPMENT LENGTHS

BAR

MIN. EMBEDMENT

1'-0"

2'-0"

4'-9"

5'-4"

2'-3"

#10

#11

SIZE

DEVELOPMENT LENGTH

BAR

REINFORCING DEVELOPMENT AND SPLICES

SPLICE LENGTH

OTHER

TOPOTHER TOP

1'-6"

2'-11"

2'-6"

4'-3"

2'-0"

6'-10"

4'-3"

2'-6"

4'-11"

6'-2"

5'-6"

1'-6"

1'-11"

3'-4"

3'-9"

4'-3"

1'-2"

4'-11"

5'-6"

6'-10"

2'-11"

6'-2"

HOOKED BARS

1. REINFORCING BAR DEVELOPMENT AND LAP SPLICE LENGTH SHALL BE AS SHOWN UNLESS OTHERWISE NOTED

ON THE DRAWINGS.

BEAMS OR COLUMNS:

COVER (EQUAL OR MORE) 1.0bd (BAR DIAMETER) CENTER TO CENTER (C-C) SPACING (EQUAL OR MORE) 2.0bd.

ALL OTHERS:

COVER (EQUAL OR MORE) 1.0bd CENTER TO CENTER SPACING (EQUAL OR MORE) 3.0bd.

2. TOP BARS ARE DEFINED AS HORIZONTAL REINFORCEMENT SUCH THAT MORE THAN 12 INCHES OF FRESH CONCRETE IS CAST

IN THE MEMBER BELOW THE DEVELOPMENT LENGTH OR SPLICE.

3. WHERE DEVELOPMENT AND SPLICE LENGTH DO NOT MEET THE FOLLOWING CONDITIONS DEVELOPMENT ANS SPLICE LENGTHS

A) f'c < 4500 PSI B) fy > 60,000 PSI

C) THE COVER OR C-C BAR SPACING IS NOT AS LISTED ABOVE

D) THE REINFORCING STEEL IS EPOXY COATED

E) LIGHT WEIGHT CONCRETE IS USED.

4. CENTER ON CENTER SPACING (S) IS DEFINED AS BELOW:

- LAPPED REINF.

- MAIN REINF.

OF BAR

12 X DIA.

O R

/2 " M

4" X

. O F

CRITICAL

SECTION

SHALL BE DETERMINED BY ACI 318-11:

F) THE FOLLOWING CONCRETE COVERAGE AND REINFORCING C-C SPACING:

SHEET

IDENTIFICATION

1 2 3 4 5

D R

B Y:

I G N

B Y:

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I. DESIGN LOADS

A. DESIGN CODES:

ASCE 7-10 MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES

IBC 2012 INTERNATIONAL BUILDING CODE

UFC 3-301-01 STRUCTURAL ENGINEERING (LATEST EDITION)

B. FLOOR LIVE LOAD

1) ATTIC 20 PSF

2) RESIDENTIAL - PRIVATE 40 PSF

3) RESIDENTIAL - PUBLIC 100 PSF

4) MECHANICAL ROOM 125 PSF

C. ROOF LIVE LOAD

1) ROOF CONSTRUCTION 20 PSF

2) ROOF LIVE (DISTRIBUTED OR CONCENTRATED)

a) DISTRIBUTED 20 PSF (REDUCIBLE)

b) CONCENTRATED 300 LBS

D. SNOW LOAD

1) GROUND SNOW, Pg 60 PSF

2) FLAT-ROOF SNOW LOAD, Pf 37.8 PSF

3) EXPOSURE FACTOR, Ce 0.9

4) IMPORTANCE FACTOR, Is 1.0

5) THERMAL FACTOR, Ct 1.0

6) SNOW DENSITY, Y 21.8 PCF

7) UNBALANCED, SLIDING, AND DRIFT: SEE SNOW LOAD DIAGRAMS

E. WIND LOAD

1) BASIC WIND SPEED (3 SECOND GUST) 115 MPH

2) RISK CATEGORY II

3) EXPOSURE CATEGORY C

4) INTERNAL PRESSURE COEFFICIENT, GCpi +/-0.18

5) ROOF AND WALL COMPONENTS AND CLADDING: SEE WIND LOAD DIAGRAMS

F. SEISMIC LOAD

1) RISK CATEGORY II

2) SEISMIC IMPORTANCE CATEGORY, Ie 1.0

3) Ss 0.035g

4) S1 0.015g

5) SITE CLASS D

6) SDS 0.037g

7) SD1 0.024g

8) SEISMIC DESIGN CATEGORY A

9) BASIC SEISMIC FORCE RESISTING SYSTEM:

a) BEARING WALL SYSTEMS: LIGHT-FRAME (WOOD) WALLS SHEATHED WITH WOOD

STRUCTURAL PANELS RATED FOR SHEAR RESISTANCE

10) DESIGN BASE SHEAR 2.82 KIPS

11) SEISMIC RESPONSE COEFFICIENT, Cs 0.006

12) RESPONSE MODIFICATION COEFFICIENT, R 6.5

13) ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE PROCEDURE

G. GEOTECHNICAL INFORMATION

1) FOUNDATIONS HAS BEEN DESIGNED WITH THE FOLLOWING ASSUMED GEOTECHNICAL SOIL

PROPERTIES. FOUNDATION HAS BEEN VERIFIED WITH THE FINAL GEOTECHNICAL

REPORT PREPARED BY THE GOVERNMENT.

2) FOOTING DEPTH: MINIMUM 8 FEET BENEATH FINISHED EXTERIOR GRADE FOR HEATED

STRUCTURES. 8 FOOT REQUIREMENT IS NOT LISTED IN THE REPORT BUT RATHER

PROVIDED BY THE INSTALLATION.

3) FOOTING TYPE: CONTINUOUS FOOTINGS FOR EXTERIOR WALLS AND THICKENED SLABS

FOR INTERIOR WALLS.

4) NET ALLOWABLE BEARING PRESSURE: 2,000 PSF (ALL FOOTING TYPES)

THIS PRESSURE ASSUMES NOT MORE THAN 2 FEET OF FILL BE ADDED TO THE SITE

TO ACHIEVE FINISHED GRADE. IF MORE THAN 2 FEET OF FILL WILL BE ADDED TO THE

SITE, THE PRESSURE SHALL BE DECREASED BY MULTIPLYING 110 PCF BY EACH FOOT

OF FILL AND SUBTRACTING THIS NUMBER FROM THE ALLOWABLE BEARING PRESSURE.

5) PAVEMENT DESIGN

a) FROST GROUP F3

b) ASPHALT PAVEMENT 5 CBR

c) CONCRETE PAVEMENT 150 PCI

6) ALL COMPACTED FILL INSTALLATION SHALL BE INSPECTED AND APPROVED BY A

REGISTERED GEOTECHNICAL ENGINEER. A REGISTERED GEOTECHNICAL ENGINEER

SHALL INSPECT AND APPROVE BEARING MATERIALS PRIOR TO PLACEMENT OF CONCRETE.

7) BACKFILL AROUND FOUNDATION WALLS SHALL BE PLACED ON EACH SIDE OF THE WALL

IN EQUAL LIFTS.

8) SEE SPECIFICATION SECTION 31 00 00 FOR ADDITIONAL EARTHWORK REQUIREMENTS.

II. GENERAL NOTES

A. REFERENCE ELEVATION 100'-0" = TOP OF FINISHED FLOOR SLAB, SEE CIVIL SHEETS FOR MEAN

SEA LEVEL ELEVATION.

B. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND COORDINATE LOCATIONS OF ALL

EMBEDDED ITEMS, CONDUITS, PIPES, AND OPENINGS.

C. THE CONTRACTOR SHALL BE RESPONSIBLE FOR FIRESTOPPING ALL GAPS BETWEEN WALLS

AND OVERLYING FLOORS, DECKING, AND STRUCTURE AS WELL AS OTHER PENETRATIONS AS

REQUIRED BY ARCHITECTURAL, MECHANICAL, AND ELECTRICAL SHEETS, AND BY THE CONTRACT

SPECIFICATIONS.

D. THE CONTRACTOR SHALL PROVIDE AND MAINTAIN ADEQUATE BRACING AND SHORING FOR WORK

AT ALL TIMES DURING CONSTRUCTION.

III. REINFORCED CONCRETE

A. DESIGN CODES: BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE (ACI-318)

B. MATERIAL STRENGTHS:

1) CONCRETE COMPRESSIVE STRENGTH (f'c) AT 28 DAYS NORMAL WEIGHT:

B. MATERIAL STRENGTHS CONTINUED:

2) REINFORCING STEEL:

BARS (NOT WELDED) ASTM A615, GR. 60 KSI

BARS (WELDED) ASTM A706, GR. 60 KSI

TIES ASTM A615, GR. 60 KSI

WELDED WIRE REINFORCEMENT ASTM A185

C. NOTES

1) ALL CONCRETE OPERATIONS AND REINFORCEMENT SHALL BE IN ACCORDANCE WITH THE

LATEST ACI AND CRSI STANDARDS.

2) REFER TO THE ARCHITECTURAL, MECHANICAL, AND ELECTRICAL DRAWINGS FOR ADDITIONAL

EMBEDDED ITEMS AND ACCESSORIES. NO CALCIUM CHLORIDE OR OTHER DELETERIOUS SALTS

ARE PERMITTED IN CONCRETE. NO ALUMINUM EMBEDMENT IS PERMITTED. PROVIDE 3/4"

CHAMFER AT ALL EXPOSED CORNERS.

3) FURNISH THE FOLLOWING CONCRETE COVER ON REINFORCING BARS UNO:

SLAB ON GRADE 1.5" COVER AT TOP

SLABS ON METAL FORMS CENTER MESH IN PORTION OF SLAB

ABOVE METAL FORMS

FOUNDATIONS 3" COVER ON BOTTOM AND SIDES

WALLS 2" UNO

4) PROVIDE THE FOLLOWING CONCRETE FINISHES UNO:

WALLS PER SPECIFICATIONS

FOUNDATIONS PER SPECIFICATIONS

SLABS TO BE EXPOSED PER SPECIFICATIONS

III. REINFORCED CONCRETE CONTINUED...

5) LONGITUDINAL REINFORCING IN THE FOUNDATION SHALL BE PLACED CONTINUOUS

AT CORNERS AND INTERSECTIONS. MATCHING CORNER BARS SHALL BE USED PER

THE TYPICAL CONCRETE REINFORCEMENT DETAILS ON THE CONTRACT DRAWINGS.

6) ALL CONCRETE IS REINFORCED UNLESS SPECIFICALLY CALLED OUT AS UNREINFORCED.

REINFORCE ALL CONCRETE NOT OTHERWISE SHOWN WITH SAME STEEL AS IN SIMILAR

SECTIONS OR AREAS.

7) ALL ADJOINING SURFACES NOT CAST MONOLITHICALLY SHALL BE INTENTIONALLY

ROUGHENED TO 1/4" AMPLITUDE AT EXISTING CONCRETE SURFACE FOR THE ENTIRE

INTERSECTING SURFACE. APPLY BONDING AGENT TO EXISTING CONCRETE PRIOR

TO PLACING NEW CONCRETE.

8) CONTRACTOR SHALL COORDINATE LOCATIONS OF ALL FLOOR DRAINS, FLOOR FINISHES,

CURBS, CONCRETE PADS, AND SLAB DEPRESSIONS WITH ARCHITECTURAL AND

MECHANICAL DRAWINGS.

9) CONTRACTOR SHALL FIELD VERIFY DIMENSIONS AND LOCATIONS OF ALL OPENINGS,

PIPE SLEEVES, CURBS, ETC. AS REQUIRED WITH OTHER TRADES PRIOR TO PLACING

CONCRETE.

10) CONTRACTOR SHALL COORDINATE LOCATIONS OF INSERTS AND OTHER ITEMS EMBEDDED

IN CONCRETE WITH ARCHITECTURAL DRAWINGS, MECHANICAL DRAWINGS, AND OTHER

TRADES.

IV. STRUCTURAL STEEL

A. CAST-IN-PLACE ANCHOR RODS: ASTM F1554, GR. 36, UNO

B. WELDING ELECTRODES FOR ALL WORK SHALL BE E70XX.

C. ALL STRUCTURAL STEEL AND THEIR CONNECTIONS SHALL BE DETAILED, FABRICATED, AND ERECTED ACCORDING TO THE LATEST VERSION OF THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC)

MANUAL OF STEEL CONSTRUCTION.

D. ALL WELDING SHALL BE DONE BY AMERICAN WELDING SOCIETY (AWS) CERTIFIED WELDERS.

V. STRUCTURAL WOOD

A. DESIGN, FABRICATION, AND CONSTRUCTION OF WOOD FRAMING MUST CONFORM WITH:

1) AMERICAN INSTITUTE OF TIMBER CONSTRUCTION (AITC) "TIMBER CONSTRUCTION MANUAL"

(6TH EDITION, 2012).

2) AMERICAN WOOD COUNCIL (AWC) "NATIONAL DESIGN SPECIFICATIONS (NDS)

FOR WOOD CONSTRUCTION" (2012 EDITION).

B. UNLESS SPECIFICALLY NOTED OTHERWISE ON THE DRAWINGS SAWN LUMBER GRADING SHALL BE

AS FOLLOWS:

1) 2X JOISTS DFL-NORTH (OR HF) NO 2

2) PLATES/BLOCKING DFL-NORTH (OR HF) NO 2

3) PLATES ON CONC (PRESSURE TREAT) DFL-NORTH NO 1

4) WALL AND FLOOR SHEATHING DFL-NORTH OR SP

C. GRADE STAMP SHALL BE VISIBLE ON EVERY PIECE OF LUMBER IN PLACE (EXCLUDING BLOCKING).

D. POSTS, STUDS, CHORDS, STRUTS, AND OTHER FRAMING MEMBERS SHALL BE SAWN DOUGLAS-FIR-LARCH (NORTH) NO. 2 OR OTHER GRADE AND SPECIES HAVING THE MINIMUM BASE DESIGN VALUES IN THE NATIONAL DESIGN SPECIFICATION SUPPLEMENT TABLE 4A AS LISTED BELOW (BEFORE APPLYING ADJUSTMENT FACTORS):

1) FB = 850 PSI (BENDING)

2) FT = 500 PSI (TENSION PARALLEL TO GRAIN)

3) FV = 180 PSI (SHEAR PARALLEL TO GRAIN)

4) FC = 1400 PSI (COMPRESSION PARALLEL TO GRAIN)

5) FC (PERP) = 625 PSI (COMPRESSION PERPENDICULAR TO GRAIN)

6) E = 1,600,000 PSI (MODULUS OF ELASTICITY FOR DEFLECTION)

7) EMIN' = 580,000 PSI (MODULUS OF ELASTICITY FOR STABILITY

E. STRUCTURAL GLUED LAMINATED TIMBER (SGLT) SHALL BE HORIZONTALLY LAMINATED MEMBERS

MANUFACTURED IN ACCORDANCE WITH THE "TIMBER CONSTRUCTION MANUAL" OF THE AITC.

1) LUMBER SHALL BE SOUTHERN PINE OR DOUGLAS FIR-KD 24F-1.8E OR OTHER GRADE AND SPECIES HAVING THE MINIMUM BASE DESIGN VALUES IN THE NATIONAL DESIGN SPECIFICATION SUPPLEMENT TABLE 5A AS

LISTED BELOW (BEFORE APPLYING ADJUSTMENT FACTORS):

a) FB = 2400 PSI (POSITIVE BENDING ABOUT X-AXIS)

b) FV = 230 PSI (SHEAR PARALLEL TO GRAIN)

c) FC (PERP) = 650 PSI (COMPRESSION PERPENDICULAR TO GRAIN)

d) E = 1,800,000 PSI (MODULUS OF ELASTICITY FOR DEFLECTION)

e) EMIN' = 950,000 PSI (MODULUS OF ELASTICITY FOR STABILITY

2) ADHESIVES TO BE IN ACCORDANCE WITH AMERICAN NATIONAL STANDARD ANSI/AITC A190.1

F. EXPOSED TRUSSES AND FRAMING IN THE COMMUNITY ROOM AND ON THE ENTRYWAY ROOF CANOPY SHALL BE NORTHERN WHITE CEDAR NO. 1 WITH MINIMUM BASE DESIGN VALUES IN THE NATIONAL DESIGN SPECIFICATION

SUPPLEMENT TABLE 4A AS LISTED BELOW (BEFORE APPLYING ADJUSTMENT FACTORS):

1) FB =575 PSI (BENDING)

2) FT = 325 PSI (TENSION PARALLEL TO GRAIN)

3) FV = 120 PSI (SHEAR PARALLEL TO GRAIN)

4) FC = 600 PSI (COMPRESSION PARALLEL TO GRAIN)

5) FC (PERP) = 370 PSI (COMPRESSION PERPENDICULAR TO GRAIN)

6) E = 700,000 PSI (MODULUS OF ELASTICITY FOR DEFLECTION)

7) EMIN' = 260,000 PSI (MODULUS OF ELASTICITY FOR STABILITY

G. LAMINATED VENEER LUMBER (LVL) USED FOR HEADERS IN BEARING WALLS SHALL HAVE THE MINIMUM ALLOWABLE

STRESSES AS LISTED BELOW:

1) FB =2600 PSI (BENDING)

2) FV = 285 PSI (SHEAR PARALLEL TO GRAIN)

3) FC = 2500 PSI (COMPRESSION PARALLEL TO GRAIN)

4) FC (PERP) = 750 PSI (COMPRESSION PERPENDICULAR TO GRAIN)

5) E = 1,800,000 PSI (MODULUS OF ELASTICITY FOR DEFLECTION)

H. ALL CONNECTIONS FOR JOISTS, BEAMS, TRUSSES, AND MANUFACTURED WOOD FRAMING TO BE MADE

WITH APPROPRIATE METAL HANGARS, FRAMING ANGLES, CONNECTORS, STRAPS, ETC:

1) BOLTS OR LAG SCREWS PER ASTM A325 SPECIFICATIONS

2) NAILS TO BE COMMON NOT BOX (NAILS TO BE GALVANIZED)

3) THE QUANTITY AND SIZE OF NAILS AND OTHER FASTENERS CONNECTING WOOD MEMBERS

MUST NOT BE LESS THAN THE FASTENING SCHEDULE ON SHEET S-002.

I. SPECIAL INSPECTIONS

1) CONTINUOUS SPECIAL INSPECTION DURING ALL FIELD GLUING OF ELEMENTS OF THE LATERAL

FORCE RESISTING SYSTEM IS REQUIRED.

2) PERIODIC SPECIAL INSPECTION IS REQUIRED FOR NAILING, BOLTING, ANCHORING, AND OTHER

FASTENING OF COMPONENTS WITHIN THE MAIN WIND FORCE RESISTING SYSTEM INCLUDING

WOOD SHEAR WALLS, WOOD DIAPHRAGMS, DRAG STRUTS, BRACES, AND HOLD-DOWNS.

VI. SPECIAL INSPECTION NOTES (IBC 2012)

A. FABRICATORS PER SECTION 1704.2.

B. SPECIAL INSPECTION IS NOT REQUIRED FOR WORK PERFORMED BY AN APPROVED FABRICATOR PER IBC

SECTION 1704.2.5.2.

C. CONTINUOUS SPECIAL INSPECTION MEANS THAT THE SPECIAL INSPECTOR IS ON THE SITE AT ALL TIMES OBSERVING THE WORK REQUIRING SPECIAL INSPECTION. PERIODIC SPECIAL INSPECTION MEANS THAT THE SPECIAL INSPECTOR IS ON SITE AT ALL TIME INTERVALS NECESSARY TO CONFIRM THAT ALL WORK

REQUIRING SPECIAL INSPECTION IS IN COMPLIANCE.

D. ALL WELDS SHALL BE VISUALLY INSPECTED PER AWS D1.1/D1.1M:2010, STRUCTURAL WELDING CODE - STEEL.

E. INSPECTION FOR PREFABRICATED CONSTRUCTION SHALL BE THE SAME AS IF THE MATERIAL USED IN THE CONSTRUCTION TOOK PLACE ON SITE. CONTINUOUS INSPECTION WILL NOT BE REQUIRED DURING PREFABRICATION IF THE APPROVED AGENCY CERTIFIES THE CONSTRUCTION AND FURNISHES EVIDENCE

OF COMPLIANCE.

F. INSPECTION OF DRILLED CONCRETE ANCHORS, INCLUDING EXPANSION AND ADHESIVE GROUTED ANCHORS, SHALL INCLUDE VISUAL VERIFICATION OF DRILLED HOLE DEPTH, SPACING, EDGE DISTANCES AND HOLE CLEANING. FOR GROUTED ANCHORS, GROUT INSTALLATION SHALL BE OBSERVED AND GROUT PRODUCT

G. INCLUDE SPECIAL INSPECTION REQUIREMENTS IN CONTRACTOR'S QUALITY CONTROL (CQC) PLAN.

K D

N D

CONNECTION LOCATION

1. JOIST TO SILL OR GIRDER 3 - 8d TOENAIL

INTERNATIONAL BUILDING CODE (IBC) 2012

TABLE 2304.9.1 FASTENING SCHEDULE

COMMON NAILS (1)

2. BRIDGING TO JOIST 2 - 8d TOENAIL EACH END

3. 1" X 6" SUBFLOOR OR LESS TO EACH JOIST 2 - 8d FACE NAIL

4. WIDER THAN 1" X 6" SUBFLOOR TO EACH JOIST 3 - 8d FACE NAIL

5. 2" SUBFLOOR TO JOIST OR GIRDER 2 - 16d BLIND AND FACE NAIL

6. SOLE PLATE TO JOIST OR BLOCKING 16d @ 16" O.C. TOENAIL EACH END

SOLE PLATE TO JOIST OR BLOCKING AT BRACED WALL PANEL 3 - 16d @ 16" O.C. BRACED WALL PANELS

7. TOP PLATE TO STUD 2 - 16d END NAIL

8. STUD TO SOLE PLATE

4 - 8d TOENAIL

2 - 16d END NAIL

9. DOUBLE STUDS 16d @ 24" O.C. FACE NAIL

10. DOUBLE TOP PLATES

16d @ 16" O.C. TYPICAL FACE NAIL

8 - 16d LAP SPLICE

11. BLOCKING BETWEEN JOISTS OR RAFTERS TO TOP PLATE 3 - 8d TOENAIL

12. RIM JOIST TO TOP PLATE 8d @ 6" O.C. TOENAIL

13. TOP PLATES, LAPS AND INTERSECTIONS 2 - 16d FACE NAIL

14. CONTINUOUS HEADER, TWO PIECES 16d 16" O.C. ALONG EDGE

15. CEILING JOISTS TO PLATE 3 - 8d TOENAIL

16. CONTINUOUS HEADER TO STUD 4 - 8d TOENAIL

17. CEILING JOISTS, LAPS OVER PARTITIONS (SEE TABLE 2308.10.4.1) 3 - 16d FACE NAIL

18. CEILING JOISTS TO PARALLEL RAFTERS (SEE TABLE 2308.10.4.1) 3 - 16d FACE NAIL

19. RAFTER TO PLATE (SEE TABLE 2308.10.4.1) 3 - 8d TOENAIL

20. 1" DIAGONAL BRACE TO EACH STUD AND PLATE 2 - 8d FACE NAIL

21. 1" X 8" SHEATHING TO EACH BEARING 3 - 8d FACE NAIL

22. WIDER THAN 1" X 8" SHEATHING TO EACH BEARING 3 - 8d FACE NAIL

23. BUILT-UP CORNER STUD 16d @ 24" O.C.

24. BUILT-UP GIRDER AND BEAMS

20d @ 32" O.C. FACE NAIL AT TOP & BOTTOM

STAGGERED ON OPPOSITE SIDES

2 - 20d FACE NAIL AT ENDS AND AT EACH

SPLICE

25. 2" PLANKS 16d AT EACH BEARING

26. COLLAR TIE TO RAFTER 3 - 10d FACE NAIL

27. JACK RAFTER TO HIP

3 - 10d TOENAIL

2 - 16d FACE NAIL

28. ROOF RAFTER TO 2-BY RIDGE BEAM

2 - 16d TOENAIL

2 - 16d FACE NAIL

29. JOIST TO BAND JOIST 3 - 16d FACE NAIL

30. LEDGER STRIP 3 - 16d FACE NAIL @ EACH JOIST

31. WOOD STRUCTURAL PANELS AND PARTICLEBOARD (2)

6d (3, 12)

SUBFLOOR AND WALL SHEATHING (TO FRAMING)

1/2" AND LESS

8d (4) OR 6d (5)19/32" TO 3/4"

8d (3)7/8" TO 1"

10d (4) OR 8d (5)1 1/8" TO 1 1/4"

6d (5)

SINGLE FLOOR (COMBINATION SUBFLOOR-UNDERLAYMENT TO

FRAMING

3/4" AND LESS

8d (5)

10d (4) OR 8d (5)

7/8" TO 1"

1 1/8" TO 1 1/4"

6d (6)

8d (6)

32. PANEL SIDING (TO FRAMING)

1/2" OR LESS

5/8"

33. FIBERBOARD SHEATHING (7)

1/2"

25/32"

4d (10)

6d (11)

34. INTERIOR PANELING

1/4"

3/8"

NO. 11 GAGE ROOFING NAIL (8)

(1) COMMON OR BOX NAILS ARE PERMITTED TO BE USED EXCEPT WHERE OTHERWISE STATED.

(2) NAILS SPACED 6 INCHES ON CENTER AT EDGES, 12 INCHES AT INTERMEDIATE SUPPORTS EXCEPT 6 INCHES AT SUPPORTS WHERE SPANS ARE 48 INCHES OR MORE. FOR NAILING OF WOOD STRUCTURAL PANEL AND PARTICLEBOARD DIAPHRAGMS AND SHEAR WALLS REFER TO IBC 2012 SECTION 2305. NAILS FOR WALL SHEATHING ARE PERMITTED TO BE COMMON, BOX OR CASING.

(2) STAPLES SHALL HAVE A MINIMUM CROWN WIDTH OF 7/16 INCH.

(3) COMMON OR DEFORMED SHANK

(4) COMMON

(5) DEFORMED SHANK

(6) CORROSION-RESISTANT SIDING OR CASING NAIL

(7) FASTENERS SPACED 3 INCHES ON CENTER AT EXTERIOR EDGES AND 6 INCHES ON CENTER AT INTERMEDIATE SUPPORTS, WHEN USED AS STRUCTURAL SHEATHING. SPACING SHALL BE 6 INCHES ON CENTER ON THE EDGES AND 12 INCHES ON CENTER AT INTERMEDIATE

SUPPORTS FOR NONSTRUCTURAL APPLICATIONS.

(8) CORROSION-RESISTANT ROOFING NAILS WITH 7/16" DIAMETER HEAD AND 1 1/2" LENGTH FOR 1/2" SHEATHING AND 1 3/4" LENGTH FOR

25/32" SHEATHING

(9) CORROSION-RESISTANT STAPLES WITH 7/16" CROWN OR 1" CROWN AND 1 1/4" LENGTH FOR 1/2" SHEATHING AND 1 1/2" LENGTH OR 25/32" SHEATHING. PANEL SUPPORTS AT 16 INCHES (20 INCHES IF STRENGTH AXIS IN THE LONG DIRECTION OF THE PANEL, UNLESS

OTHERWISE MARKED).

(10) CASING (1 1/2" X 0.080") OR FINISH (1 1/2" X 0.072") NAILS SPACED 6 INCHES ON PANEL EDGES, 12 INCHES AT INTERMEDIATE SUPPORTS.

(11) PANEL SUPPORTS AT 24 INCHES. CASING OR FINISH NAILS SPACED 6" ON PANEL EDGES, 12" AT INTERMEDIATE SUPPORTS.

(12) FOR ROOF SHEATHING APPLICATIONS, 8d NAILS ARE THE MINIMUM REQUIRED FOR WOOD STRUCTURAL PANELS

(13) STAPLES SHALL HAVE A MINIMUM CROWN WIDTH OF 7/16".

(14) FASTENERS SPACED 4" ON CENTER AT EDGES, 8" AT INTERMEDIATE SUPPORTS FOR SUBFLOOR AND WALL SHEATHING AND 3" ON

CENTER AT EDGES, 6" AT INTERMEDIATE SUPPORTS FOR ROOF SHEATHING.

(15) FASTENERS SPACED 4" ON CENTER AT EDGES, 8" AT INTERMEDIATE SUPPORTS

8" 8"

1 1/2"

NOTES:

1. ADJACENT NAILS ARE DRIVEN FROM

OPPOSITE SIDES OF THE COLUMN.

2. BUILT-UP COLUMN NAIL SPACING SHOWN IS

AS REQUIRED BY NDS 2012 CHAPTER 15.

6" 6"

1/ 2"

BUILT-UP COLUMN

WITH (2) 2X4

BUILT-UP COLUMN

WITH (4) 2X4

60D COMMON NAIL, TYP

10D COMMON NAIL,

TYP

8" 8"

1 1/2"

BUILT-UP COLUMN

WITH (2) 2X6

10D COMMON NAIL,

TYP

1 1/2"

1 1/2"1 1/2"

1 1/2"

1" 1 1/2"

NAIL ON

OPPOSITE

SIDE, TYP

NAIL ON SIDE

SHOWN, TYP

SHEET

IDENTIFICATION

1 2 3 4 5

D R

B Y:

I G N

B Y:

E :

A M

E D

C O

N O

S O

N O

U S

Y C

O R

B Y:

US Army Corps of Engineers ®

" x

N U

T D

A s in di ca te d

2/ 7/

2 0

3 :

A M

A L I

F S

N D.

-0

F-

-B

-0

OMAHA DISTRICT

R N

W .B

A F7

-3

-0

S-002

O M

T O

A , N

K A

S T

G S

C H

N D

O V E

C A

T I O

C O

D O

S- 0 0

NOTES:

1. THE FASTENING SCHEDULE ON THIS SHEET SHOWS MINIMUM REQUIREMENTS UNLESS NOTED

OTHERWISE. SEE DETAILS ON OTHER STRUCTURAL SHEETS FOR ADDITIONAL NAILING REQUIREMENTS.

3" = 1'-0"S-002

1 BUILT-UP COLUMN NAILING DETAIL

K D

N D

3 3

1 1

3 333

3 3

2 2

TYP

6' - 0"

TYP6'

- 0

ROOF CANOPY IS

OVERHANG ZONE 3

COMPONENTS & CLADDING

WIND ROOF UPLIFT PRESSURE SCHEDULE

LOCATION

TRIBUTARY AREAS

10 SF 20 SF 50 SF 100 SF

ZONE 1

ZONE 2

ZONE 3

OVERHANG

ZONE 2

OVERHANG

ZONE 3

-29.21 +18.39

-50.85 +18.39

-75.20 +18.39

-64.38 +18.39

-104.95 +18.39

-28.54 +17.04

-46.80 +17.04

-69.79 +17.04

-64.38 +17.04

-95.49 +17.04

-27.19 +14.34

-41.39 +14.34

-64.38 +14.34

-81.96 +14.34

-26.51 +12.98

-37.33 +12.98

-58.97 +12.98

-64.38 +12.98

-72.49 +12.98

NOTES:

1. ALL WIND LOADS ARE UNFACTORED LOADS.

COMPONENTS & CLADDING WALL WIND PRESSURE SCHEDULE

LOCATION

TRIBUTARY AREAS

10 SF 20 SF 50 SF 100 SF

ZONE 4

ZONE 5

-34.62 +31.92

-42.74 +31.92

-33.27 +30.57

-39.76 +30.57

-30.57 +28.40

-35.98 +28.40

-29.89 +27.05

-33.27 +27.05

200 SF

-28.54 +25.70

-30.30 +25.70

500 SF

-26.51 +23.80

NOTES:

1. ALL WIND LOADS ARE UNFACTORED LOADS.TYP

6' - 0"

5 5 5

5 54

(TYP)

6' - 0"

SHEET

IDENTIFICATION

1 2 3 4 5

D R

B Y:

I G N

B Y:

E :

A M

E D

C O

N O

S O

N O

U S

Y C

O R

B Y:

US Army Corps of Engineers ®

" x

N U

T D

A s in di ca te d

2/ 7/

2 0

3 :

A M

A L I

F S

N D.

-0

F-

-B

-0

OMAHA DISTRICT

R N

W .B

A F7

-3

-0

S-003

O M

T O

A , N

K A

C O

M P O

D D

G W

L O

A D

M S

C O

D O

S- 0 0

1" = 10'-0"S-003

1 ROOF WIND UPLIFT ZONES

PLAN NORTH

0 1' 2'

2' 4'1'0

1" = 10'-0"S-003

3 EAST & WEST WALLS WIND PRESSURE ZONES

1" = 10'-0"S-003

2 SOUTH WALL WIND PRESSURE ZONES

K D

N D

EB C D

20 PSF

EB C D

14.8 PSF

6 PSF 6 PSF

NOTE:

1. SEE NOTE 3

EB C D

37.8 PSF 37.8 PSF

NOTE:

1. SEE NOTES 4 AND 5.

EB C D

CASE A: 22.4 PSF

CASE B: 31.1 PSF

CASE A: 20.6 PSF

CASE B: 17.7 PSF

EC D

20 PSF

EC D

14.8 PSF

6 PSF

6 PSF NOTE:

1. SEE NOTE 3.

EC D

37.8 PSF

NOTE:

1. SEE NOTES 4 AND 5.

EC D

CASE A: 20.6 PSF

CASE B: 17.7 PSF

CASE A: 22.4 PSF

CASE B: 31.1 PSF

4 5

6 PSF6 PSF

NOTE:

1. SEE NOTE 3.

4 5

37.8 PSF37.8 PSF

NOTE:

1. SEE NOTES 4 AND 5.

4 5

31.1 PSF31.1 PSF

SHEET

IDENTIFICATION

1 2 3 4 5

D R

B Y:

I G N

B Y:

E :

A M

E D

C O

N O

S O

N O

U S

Y C

O R

B Y:

US Army Corps of Engineers ®

" x

N U

T D

A s in di ca te d

2/ 7/

2 0

3 :

A M

A L I

F S

N D.

-0

F-

-B

-0

OMAHA DISTRICT

R N

W .B

A F7

-3

-0

S-004

O M

T O

A , N

K A

R O

O F

I N G

D I A

G R

A M

C O

D O

S- 0 0

3/16" = 1'-0"S-004

1 TRUSS RT1 LIVE LOAD (L)

3/16" = 1'-0"S-004

2 TRUSS RT1 DEAD LOAD (D)

3/16" = 1'-0"S-004

3 TRUSS RT1 SNOW LOAD (S)

3/16" = 1'-0"S-004

4 TRUSS RT1 WIND LOAD (W)

3/16" = 1'-0"S-004

5 TRUSS RT2 LIVE LOAD (L)

3/16" = 1'-0"S-004

6 TRUSS RT2 DEAD LOAD (D)

3/16" = 1'-0"S-004

7 TRUSS RT2 SNOW LOAD (S)

3/16" = 1'-0"S-004

8 TRUSS RT2 WIND LOAD (W)

1/4" = 1'-0"S-004

9 TRUSS RT3 DEAD LOAD (D)

1/4" = 1'-0"S-004

10 TRUSS RT3 SNOW LOAD (S)

1/4" = 1'-0"S-004

11 TRUSS RT3 WIND LOAD (W)

NOTES:

1. DETAILS ON THIS SHEET ARE INTENDED ONLY TO INDICATE MINIMUM UNFACTORED LOADS TO BE USED FOR TRUSS DESIGN. SEE OTHER SHEETS FOR ROOF SLOPES, OVERHANGS, CANTILEVERS, BEARING

WALL LOCATIONS AND BEARING WALL LOCATIONS.

2. TRUSSES SHALL BE DESIGNED FOR THE FOLLOWING LRFD LOAD COMBINATIONS AND OTHER

LOAD COMBINATIONS IN ASCE 7-10:

1.4D 1.2D+1.6L+0.5S 1.2D+1.6S+0.5L 0.9D+W

3. DEAD LOAD SHOWN INCLUDES ROOFING AND ATTIC LOADS. WEIGHT OF TRUSS MEMBERS ARE NOT SHOWN.

TRUSS MANUFACTURER SHALL INCLUDE THE DEAD LOAD WEIGHT OF TRUSS MEMBERS USED IN THEIR

DESIGN IN LOAD DETERMINATIONS.

4. TRUSS MANUFACTURER SHALL INCLUDE THE FOLLOWING PARTIAL SNOW LOADING SCENARIOS

PER ASCE 7-10:

A. CASE 1: FULL BALANCED SNOW LOAD ON EITHER EXTERIOR SPAN AND HALF THE BALANCED

SNOW LOAD ON ALL OTHER SPANS.

B. CASE 2: HALF THE BALANCED SNOW LOAD ON EITHER EXTERIOR SPAN AND FULL BALANCED

SNOW LOAD ON ALL OTHER SPANS.

C. CASE 3: ALL POSSIBLE COMBINATIONS OF FULL BALANCED SNOW LOAD ON ANY TWO

ADJACENT SPANS AND HALF THE BALANCED SNOW LOAD ON ALL OTHER SPANS.

PARTIAL LOAD PROVISIONS NEED NOT BE APPLIED TO STRUCTURAL MEMBERS THAT SPAN

PERPENDICULAR TO THE RIDGELINE.

5. TRUSS MANUFACTURER SHALL INCLUDE THE UNBALANCED SNOW LOADING SCENARIOS

DESCRIBED IN ASCE 7-10 PARAGRAPH 7.6.

0 4' 8' 12'

4' 8'0 2'

K D

N D

4 5

A.5

S-301

S-3011

S-301

5" 5"5"

5" 5" 5" 5"

4" SLAB W/ #3@12" E.W. OR W.W.F.

REINFORCEMENT W/ 0.1 IN²/FT EA

WAY W/ MAX 12" SPACING E.W. AT

SLAB MID-DEPTH, TYP

S-301

SIM

S-301

STRUCTURAL STOOP SLAB

LEGEND:

S-301

SIM

S-302

11' - 8" 17' - 0" 11' - 2" 17' - 4" 11' - 2" 17' - 0" 11' - 8"

0" 1'

4' - 0"

7' - 4"

7" 7"

1' - 9" 8' - 3"

8" FOUNDATION WALL

4" STRUCTURAL SLAB

10" STRUCTURAL SLAB

12" STRUCTURAL SLAB

10" STRUCTURAL SLAB (2" DEPRESSION)

4" STRUCTURAL SLAB (2" DEPRESSION)

NOTE:

1. 2" DEPRESSION AT ENTRANCES SHALL HAVE TOP OF SLAB AT ELEVATION 99'-10".

2. PROVIDE A TRANSITION SLOPE OF 1V:3H IN TRANSITION AREAS BETWEEN DIFFERENT SLAB

THICKNESS. THE THICKER SLAB SHALL FILL THE ENTIRE EXTENTS SHOWN.

38' - 1 5/8" 3' - 0" 13' - 7 3/4" 3' - 0" 38' - 1 5/8"

3" 3"

8" 5'

10' - 7 1/2" 12' - 6" 12' - 6" 12' - 4" 12' - 4" 12' - 6" 12' - 6" 10' - 7 1/2"

CONSTRUCTION OR CONTROL JOINT

S-301

SIM

S-301

2' - 0"

8" STEM

WALL, TYP

(2) 3'-0" #4 @

REENTRANT CORNERS

@ SLAB MID-DEPTH, TYP

(2) 1.5"X5.5"

BUILT-UP

WOOD COL, TYP

(2) 1.5"X5.5"

BUILT-UP WOOD

COL, TYP

(2) 1.5"X5.5"

BUILT-UP WOOD

COL, TYP

(2) 1.5"X5.5"

BUILT-UP

WOOD COL, TYP

5' - 3 3/4" 5' - 3 3/4"5' - 3 3/4" 5' - 3 3/4"

1' - 8 1/2"

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

1/ 2"

CONTROL JOINT, TYP

EXTERIOR EQUIPMENT

PAD (CU-1). SEE

MECHANICAL AND 10/S-302.

INTERIOR

EQUIPMENT

PADS. SEE

MECHANICAL

AND 9/S-302.

AHU-1

GF-1 &

ET-1

GWH-1

CU-1

PROVIDE 6"

EQUIPMENT

PAD FOR

AHU-1

SHEET

IDENTIFICATION

1 2 3 4 5

D R

B Y:

I G N

B Y:

E :

A M

E D

C O

N O

S O

N O

U S

Y C

O R

B Y:

US Army Corps of Engineers ®

" x

N U

T D

'-0

2/ 7/

2 0

4 :

A M

A L I

F S

N D.

-0

F-

-B

-0

OMAHA DISTRICT

R N

W .B

A F7

-3

-0

S-100

O M

T O

A , N

K A

F O

D A

O N

A N

C O

D O

S- 1 0

3/16" = 1'-0"S-100

1 FOUNDATION PLAN

PLAN NORTH

0 4' 8' 12'

K D

N D

TRUSS BEARING

EL: 109'-4"

TRUSS BEARING

EL: 109'-4"

4 5

A.5

0" 1'

R T1

R T2

R T1

RT3

5.5"X13.5" GLULAM BEAM

5.5"X11.5" GLULAM BEAM

5.5"X13.5" GLULAM BEAM

5.5"X11.5" GLULAM BEAM

(EL: 109'-4")

5.5"x11.5" GLULAM BEAM

(EL: 109'-4")

5.5"X11.5" GLULAM BEAM

(EL: 109'-4")

4' - 0" TYP

0" T

ATTIC DIAPHRAGM SHEATHING

AND BLOCKING. SEE 1/S-304.

PROVIDE 1.5"X3.5"

BLOCKING AT 24" O.C., TYP

S-303

VALLEY, TYP

11' - 8" 17' - 0" 11' - 2" 17' - 4" 11' - 2" 17' - 0" 11' - 8"

E L .

: 1

-6

S-

R R

T3 T

R U

R O

4.5"X10.5" GLULAM BEAM

S-303

4'-3"

SEE S-201 FOR RT1 TRUSS PROFILE

(9) SPACES @ 4'-0" O.C.

SEE S-201 FOR RT2 TRUSS PROFILE

(5) EQ SPACES)

SEE S-201 FOR RT1 TRUSS PROFILE

(9) SPACES @ 4'-0" O.C. 4'-3"

16'-6"

RELIEF AIR DUCT THROUGH

ROOF, SEE MECH. PROVIDE

BLOCKING AS NEEDED

ATTIC ACCESS HATCH

SHEET

IDENTIFICATION

1 2 3 4 5

D R

B Y:

I G N

B Y:

E :

A M

E D

C O

N O

S O

N O

U S

Y C

O R

B Y:

US Army Corps of Engineers ®

" x

N U

T D

'-0

2/ 7/

2 0

4 :

A M

A L I

F S

N D.

-0

F-

-B

-0

OMAHA DISTRICT

R N

W .B

A F7

-3

-0

S-110

O M

T O

A , N

K A

R O

O F

G P

C O

D O

S- 1 1

3/16" = 1'-0"S-110

1 ROOF FRAMING PLAN

TRUSS MANUFACTURER NOTES:

1. ALL PREFABRICATED TRUSSES SHALL BE FABRICATED BY AN INTERNATIONAL CODE COUNCIL (ICC)

APPROVED TRUSS MANUFACTURER.

2. THE CONTRACTOR SHALL SUBMIT FOR APPROVAL DESIGN CALCULATIONS FOR ALL TRUSSES. THE CALCULATIONS SHALL SHOW THE TYPE OF TRUSS, COMPLETE TRUSS PROFILE, DIAGRAMS OF ALL

LOADS USED IN THE DESIGN OF THE TRUSS, AND LOCATIONS OF BEARING WALLS. PROVIDE

COMPLETE INFORMATION ABOUT ANY COMPUTER SOFTWARE USED IN THE CALCULATIONS.

3. ALL CALCULATIONS AND SHOP DRAWINGS SHALL BE SIGNED BY A STRUCTURAL ENGINEER LICENSED

WITH A PE IN THE STATE OF NORTH DAKOTA.

4. TRUSSES SHALL BE DESIGNED IN ACCORDANCE WITH THE FOLLOWING FOR ALL LOADS IMPOSED

INCLUDING LATERAL LOADS AND MECHANICAL EQUIPMENT LOADS. :

AITC TIMBER CONSTRUCTION MANUAL (TCM), 6TH EDITION, 2012

IBC 2012

ANY APPLICABLE LOCAL APPROVED CODES AND ORDINANCES

TRUSS PLATE INSTITUTE (TPI) MOST CURRENT STANDARDS

5. TRUSS FABRICATOR SHALL REVIEW ALL ARCHITECTURAL DRAWINGS AND MEET ARCHITECTURAL

PROFILES AS INDICATED.

6. ERECTION DRAWINGS SHALL INDICATE ALL REQUIRED PERMANENT BRACING FOR TRUSS MEMBERS AND ALL REQUIRED TEMPORARY BRACING TO ADEQUATELY BRACE ALL TRUSSES DURING CONSTRUCTION.

7. TIE DOWNS SHALL BE PROVIDED IN ACCORDANCE WITH THE TRUSS MANUFACTURER

RECOMMENDATIONS FOR FASTENING TRUSSES TO ALL LOAD BEARING WALLS.

8. TRUSS CONNECTIONS TO SIPS BY SIP MANUFACTURER. COORDINATE CONNECTIONS WITH TRUSS

MANUFACTURER.

PLAN NORTH

0 4' 8' 12'

K D

N D

(2) 1.5"X5.5" BUILT-

UP WOOD COL, TYP

(2) 1.5"X5.5" BUILT-

UP WOOD COL, TYP

(2) 1.5"X5.5" BUILT-

UP WOOD COL, TYP

(2) 1.5"X5.5" BUILT-

UP WOOD COL, TYP

2 (1.5"X5.5") BUILT-UP

WOOD COL, TYP3/

S-

R S

R W

N T

. 3 /S

-2

R S

R W

N T

1/S-210

INTERIOR CORRIDOR SHEAR WALL EXTENT

SIM. 1/S-210

INTERIOR CORRIDOR SHEAR WALL EXTENT

2 (1.5"X5.5") BUILT-

UP WOOD COL, TYP

S-305

2/S-211

SOUTH SIP SHEAR WALL EXTENT

1/S-211

NORTH SIP SHEAR WALL EXTENT

GLULAM DRAG STRUT/BEAM

BEARING TRUSSES

2/ S-

W E

S T

S H

E A

R W

E X

. 2 -S

E A

H E

GLULAM DRAG STRUT/BEAM

BEARING TRUSSES

GLULAM DRAG STRUT/BEAM

BEARING TRUSSES

GLULAM DRAG STRUT/BEAM

BEARING TRUSSES

GLULAM DRAG STRUT/BEAM

BEARING TRUSSES

TYP

SHEET

IDENTIFICATION

1 2 3 4 5

D R

B Y:

I G N

B Y:

E :

A M

E D

C O

N O

S O

N O

U S

Y C

O R

B Y:

US Army Corps of Engineers ®

" x

N U

T D

'-0

2/ 7/

2 0

4 :

A M

A L I

F S

N D.

-0

F-

-B

-0

OMAHA DISTRICT

R N

W .B

A F7

-3

-0

S-120

O M

T O

A , N

K A

S H

R A

O A

C O

D O

S- 1 2

NOTES:

1. SIP PANELS BY SIP MANUFACTURER.

2. COORDINATE VERTICAL LOADS WITH TRUSS MANUFACTURER.

3. INTERIOR WALLS SHALL BE DESIGNED FOR A MINIMUM LATERAL LOAD OF 5 PSF.

4. SEE SHEET S-210 AND S-211 FOR VERTICAL CHORD LOCATION AND LOADS.

5. TRUSS AND SIP MANUFACTURER SHALL COORDINATE DESIGN OF TRUSS BEARING ON SIP CONNECTIONS.

6. SIP MANUFACTURER SHALL PROVIDE INTERIOR FRAMING IN SIP PANELS AS REQUIRED BY IBC 2012 AND NDS 2012

IN ADDITION TO INTERIOR FRAMING SHOWN.

PLAN NORTH

0 4' 8' 12'

3/16" = 1'-0"S-120

1 SHEAR AND LOAD BEARING WALL PLAN

K D

N D

TRUSS BEARING

109'-4"

25' - 7" 5' - 10" 25' - 7"

ATTIC WALKWAY

ROOF SLOPE ROOF SLOPE

NOTES:

1. WOOD TRUSS MANUFACTURER SHALL BE RESPONSIBLE FOR THE TRUSS CONFIGURATION WHILE ENSURING THE

MINIMUM ATTIC WALKWAY DIMENSIONS ARE MET.

2. TRUSS AND SIP MANUFACTURER SHALL COORDINATE DESIGN OF TRUSS BEARING ON SIP CONNECTIONS.

SIP PANEL,

SEE ARCH DWGS

SIP PANEL,

SEE ARCH DWGS

INT. LOAD BEARING WALLS,

SEE ARCH DWGS

6" M

MIN 5'-0" CLR12

TRUSSES EXTEND AT

GABLES. SEE 6/S-303

TRUSSES EXTEND AT

GABLES. SEE 6/S-303

EC D

TRUSS BEARING

109'-4"

3' - 8 5/8" 5' - 10" 25' - 7"

ATTIC

WALKWAY

ROOF

SLOPE

ROOF

SLOPE

SIP PANEL,

SEE ARCH DWGS

INT. LOAD BEARING

WALLS, SEE ARCH DWGS

NOTES:

1. WOOD TRUSS MANUFACTURER SHALL BE RESPONSIBLE FOR THE TRUSS CONFIGURATION WHILE ENSURING THE

MINIMUM ATTIC WALKWAY DIMENSIONS ARE MET.

2. TRUSS AND SIP MANUFACTURER SHALL COORDINATE DESIGN OF TRUSS BEARING ON SIP CONNECTIONS.

6" M

MIN 5'-0" CLR

INT. WALL (NOT

LOAD BEARING)

SHEET

IDENTIFICATION

1 2 3 4 5

D R

B Y:

I G N

B Y:

E :

A M

E D

C O

N O

S O

N O

U S

Y C

O R

B Y:

US Army Corps of Engineers ®

" x

N U

T D

'-0

2/ 7/

2 0

5 :

A M

A L I

F S

N D.

-0

F-

-B

-0

OMAHA DISTRICT

R N

W .B

A F7

-3

-0

S-201

O M

T O

A , N

K A

R O

O F

R O

L E

C O

D O

S- 2 0

3/8" = 1'-0"S-201

1 ROOF TRUSS RT1 PROFILE

3/8" = 1'-0"S-201

2 ROOF TRUSS RT2 PROFILE

0 2' 4' 6'

K D

N D

4 5

ENTRY TRUSS BRG

115'-6"

8' - 8" 8' - 8"

SIPS TYP EA. SIDE,

SEE ARCH DWGS

NOTES:

1. TRUSS AND SIP MANUFACTURER SHALL COORDINATE DESIGN OF TRUSS BEARING ON SIP CONNECTIONS.

2. CONNECTIONS FOR ROOF TRUSS RT3 ELEMENTS SHALL BE WITH BLACK COATED HEX NUTS AND BOLTS WITH BLACK STEEL PLATES.

3. TRUSS MANUFACTURER SHALL PROVIDE CONNECTION TO GLULAM BEAM FOR BEARING AND UPLIFT FORCES. SIP MANUFACTURER SHALL PROVIDE CONNECTION TO SIP WALL. PROVIDE MINIMUM LRFD BEARING LOAD OF 3.0 KIPS AND MINIMUM LRFD UPLIFT LOAD OF 1.3 KIPS. COORDINATE WITH TRUSS MANUFACTURER FOR EXACT LOADS. CONNECTIONS SHALL BE MADE WITH BLACK COATED HEX NUTS

AND BOLTS WITH BLACK STEEL PLATES.

4.5"X10.5"

GLULAM BEAM,

SEE NOTE 3

BOTTOM CHORD SHALL BE MINIMUM OF 3.5"X7.5", TYP

TOP CHORDS AND WEBS SHALL

BE MINIMUM OF 3.5"X5.5", TYP

S-303

Sim

SHEET

IDENTIFICATION

1 2 3 4 5

D R

B Y:

I G N

B Y:

E :

A M

E D

C O

N O

S O

N O

U S

Y C

O R

B Y:

US Army Corps of Engineers ®

" x

N U

T D

'-0

2/ 7/

2 0

5 :

A M

A L I

F S

N D.

-0

F-

-B

-0

OMAHA DISTRICT

R N

W .B

A F7

-3

-0

S-202

O M

T O

A , N

K A

R O

O F

R O

L E

C O

D O

S- 2 0

0 1' 2' 3'

3/4" = 1'-0"S-202

1 ROOF TRUSS RT3 PROFILE

K D

N D

X BRACING

SHALL CROSS 2

TRUSSES, TYP

36'-0" - RT1 TRUSSES

GAP

16'-6" - RT2 TRUSSES

GAP

36'-0" - RT1 TRUSSES

TRUSS WITH X-BRACING (TYP)

TRUSS WITHOUT

X- BRACING (TYP)

SIP PANEL LOAD

BEARING WALL (TYP)

BRACE ALL CHORDS

ON TRUSSES

WHERE SHOWN, TYP

PROVIDE ROOM TO WALKWAY

FROM ATTIC ACCESS HATCH

SHEET

IDENTIFICATION

1 2 3 4 5

D R

B Y:

I G N

B Y:

E :

A M

E D

C O

N O

S O

N O

U S

Y C

O R

B Y:

US Army Corps of Engineers ®

" x

N U

T D

'-0

2/ 7/

2 0

5 :

A M

A L I

F S

N D.

-0

F-

-B

-0

OMAHA DISTRICT

R N

W .B

A F7

-3

-0

S-203

O M

T O

A , N

K A

S S B

R A

C O

D O

S- 2 0

NOTES:

1. TEMPORARY AND PERMANENT TRUSS BRACING SHALL BE IN ACCORDANCE WITH BCSI 2013 (BUILDING COMPONENT SAFETY INFORMATION GUIDE TO GOOD PRACTICE FOR HANDLING, INSTALLING, RESTRAINING & BRACING OF METAL PLATE CONNECTED WOOD TRUSSES).

2. TEMPORARY TRUSS BRACING SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR. ANY DAMAGES CAUSED BY INADEQUATE TEMPORARY

TRUSS BRACING SHALL BE AT THE COST OF THE CONTRACTOR.

3. PERMANENT LATERAL BRACING AND X-BRACING SHALL BE DESIGNED AND SUBMITTED BY THE TRUSS MANUFACTURER FOR APPROVAL BY USACE. BRACING SHALL BE PROVIDED IN THE DESIGN ANALYSIS AND TRUSS PLACEMENT PLAN.

4. TEMPORARY BOTTOM CHORD BRACING SHALL BE USED FOR TEMPORARY BRACING AND SHALL BE REMOVED ONCE THE BLOCKING AND SHEATHING IN THE ATTIC FLOOR HAVE BEEN CONSTRUCTED IN ACCORDANCE WITH THE DRAWINGS AND SPECIFICATIONS.

5. X-BRACING SHALL BE PROVIDED AT LOCATIONS OF PERMANENT LATERAL BRACING AS SPECIFIED BY THE TRUSS MANUFACTURER.

6. X-BRACING SHOWN ARE RECOMMENDED LOCATIONS TO BE USED BY THE TRUSS MANUFACTURER. FINAL LOCATIONS SHALL BE PROVIDED BY

THE TRUSS MANUFACTURER.

PLAN NORTH

S-203

1 TYPICAL PERMANENT WEB MEMBER X-BRACING PLAN

K D

N D

NOT TO SCALE

NOTES:

1. EAST AND WEST WALLS ARE SIMILAR

2. HORIZONTAL CHORDS AND STRUTS SHALL HAVE A CAPACITY OF 0.2 KIPS IN COMPRESSION AND TENSION FOR UNFACTORED WIND LOADS.

3. VERTICAL CHORDS SHALL HAVE A CAPACITY OF 0.6 KIPS IN UNFACTORED COMPRESSION AND TENSION IN ADDITION TO LOADS DUE TO GRAVITY AND WIND UPLIFT ON THE ROOF.

SECTIONS OF SIP PANEL

ACTING AS SHEAR WALL, TYP

PROVIDE VERTICAL CHORDS

WHERE SHOWN, TYP

UNFACTORED WIND ATTIC

DIAPHRAGM SHEAR LOAD:

100 POUNDS PER FOOT

TOTAL UNFACTORED

WALL SHEAR LOAD

FROM WIND: 3.0 KIPS

HORIZONTAL

CHORD/STRUT, TYP

ANCHOR BRACKET

WITH CAPACITY OF 0.6

KIPS UNFACTORED

LOAD FOR UPLIFT, TYP

EB C D

NOTE:

1. BOTH INTERIOR SIP WALLS ARE SIMILAR.

2. HORIZONTAL CHORDS AND STRUTS SHALL HAVE A CAPACITY OF 0.3 KIPS IN COMPRESSION AND TENSION FOR UNFACTORED WIND LOAD.

3. VERTICAL CHORDS SHALL HAVE A CAPACITY OF 1.0 KIPS IN UNFACTORED COMPRESSION AND TENSION IN ADDITION TO LOADS DUE TO GRAVITY AND WIND UPLIFT ON THE ROOF.

PROVIDE VERTICAL CHORDS

WHERE SHOWN, TYP

SECTIONS OF SIP PANEL

ACTING AS SHEAR WALL, TYP

UNFACTORED WIND ATTIC

DIAPHRAGM SHEAR LOAD:

100 POUNDS PER FOOT

TOTAL UNFACTORED

WALL SHEAR LOAD

FROM WIND: 5.5 KIPS

MIN LRFD TRUSS LOAD = 1.3 KIPS PER TRUSS

COORDINATE WITH TRUSS MANUFACTURER FOR EXACT LOAD

HORIZONTAL

CHORD/STRUT, TYP

ANCHOR BRACKET

WITH CAPACITY OF 1.0

KIPS UNFACTORED

LOAD FOR UPLIFT, TYP

SEE SHEET S-305 FOR

WALL CONNECTION

FINISHED FLOOR

100'-0"

8632 4 5

TRUSS BEARING

109'-4"

(4) 2X4 STUDS AT

TRUSS BEARING, TYP

(1) 2X4 STUD

INTERMEDIATE TO

TRUSS BEARING

5.5"X13.5" GLU-LAM BEAM

(2) 2X6 BUILT-UP

COLUMN, SEE S-002

(2) 2X4 HEADERS ON

EDGE. SEE NOTE 2. TRUSSES, TYPATTIC FLOOR

DIAPHRAGM

12' - 6 1/2" 3' - 4" 12' - 6 1/2"3' - 4"8' - 7"3' - 4"12' - 4"16' - 9"12' - 4"3' - 4"8' - 7"

PROVIDE STRUCTURAL SHEATHING ON

CORRIDOR SIDE WITH 6D NAILS SPACED AT 6

INCHES AT PANEL EDGES. SEE ARCHITECTURAL.

ANCHOR BRACKET

WITH CAPACITY OF 1.0

KIPS UNFACTORED

LOAD FOR UPLIFT, TYP

NOTE:

1. SHEAR WALL ON OPPOSITE SIDE OF CORRIDOR IS SIMILAR.

2. HEADER SIZES ARE BASED ON TRUSSES NOT LINING UP ON TOP OF DOORS AS

SHOWN. IF A TRUSS DOES LINE UP ON TOP OF A DOOR PLEASE ADVISE THE COR.

3. VERIFY AND ADJUST DIMENSIONS BASED ON ACTUAL DOOR SIZES.

(2) 2X4 STUDS

@ END OF WALL

2X4 JACK STUD, TYP

SHEET

IDENTIFICATION

1 2 3 4 5

D R

B Y:

I G N

B Y:

E :

A M

E D

C O

N O

S O

N O

U S

Y C

O R

B Y:

US Army Corps of Engineers ®

" x

N U

T D

'-0

2/ 7/

2 0

6 :

A M

A L I

F S

N D.

-0

F-

-B

-0

OMAHA DISTRICT

R N

W .B

A F7

-3

-0

S-210

O M

T O

A , N

K A

E A

R W

N S

C O

D O

S- 2 1

3/16" = 1'-0"S-210

2 WEST SIP SHEAR WALL

3/16" = 1'-0"S-210

3 INTERIOR SIP SHEAR WALL

0 4' 8' 12'

3/16" = 1'-0"S-210

1 INTERIOR CORRIDOR SHEAR WALL

K D

N D

8 6 3 2457 1

NOTE:

1. HORIZONTAL CHORDS AND STRUTS SHALL HAVE A CAPACITY OF 0.8 KIPS IN COMPRESSION AND TENSION FOR UNFACTORED WIND LOADS.

2. VERTICAL CHORDS SHALL HAVE A CAPACITY OF 1.9 KIPS IN UNFCATORED COMPRESSION AND TENSION IN ADDITION TO LOADS DUE TO GRAVITY AND WIND UPLIFT ON THE ROOF.

PROVIDE VERTICAL CHORDS

WHERE SHOWN, TYP

SECTIONS OF SIP PANEL

ACTING AS SHEAR WALL, TYP

UNFACTORED WIND ATTIC

DIAPHRAGM SHEAR LOAD:

100 POUNDS PER FOOT

WINDWARD UNFACTORED

WALL SHEAR LOAD FROM

WIND: 1.7 KIPS

UNFACTORED WIND ATTIC DIAPHRAGM

SHEAR LOAD: 100 POUNDS PER FOOT

MIN LRFD TRUSS LOAD = 4.3 KIPS PER TRUSS

MIN LRFD TRUSS UPLIFT LOAD = 2.0 KIPS PER TRUSS

COORDINATE WITH TRUSS MANUFACTURER FOR EXACT LOAD

HORIZONTAL

CHORD/STRUT, TYP

GLULAM BEAM SUPPORTING

TRUSSES TO TRANSFER STRUT

LOAD. SEE SHEET S110, TYP

ANCHOR BRACKET

WITH CAPACITY OF 1.9

KIPS UNFACTORED

LOAD FOR UPLIFT, TYP

TRUSSES BEAR ON GLULAM BEAM TRUSSES BEAR ON GLULAM BEAM

23'-0 1/4"

7'-0 1/4"

8632 4 5 71

NOTE:

1. HORIZONTAL CHORDS AND STRUTS SHALL HAVE A CAPACITY OF 0.7 KIPS IN COMPRESSION AND TENSION FOR UNFACTORED WIND LOADS.

2. VERTICAL CHORDS SHALL HAVE A CAPACITY OF 0.7 KIPS IN UNFACTORED COMPRESSION AND TENSION IN ADDITION TO LOADS DUE TO GRAVITY AND WIND UPLIFT ON THE ROOF.

PROVIDE VERTICAL CHORDS

WHERE SHOWN, TYP SECTIONS OF SIP PANEL

ACTING AS SHEAR WALL, TYP

UNFACTORED WIND ATTIC

DIAPHRAGM SHEAR LOAD:

100 POUNDS PER FOOT

TOTAL UNFACTORED

WALL SHEAR LOAD FROM

WIND: 3.0 KIPS

MIN LRFD TRUSS LOAD = 4.3 KIPS PER TRUSS

MIN LRFD TRUSS UPLIFT LOAD = 2.0 KIPS PER TRUSS

COORDINATE WITH TRUSS MANUFACTURER FOR EXACT LOAD

ANCHOR BRACKET

WITH CAPACITY OF 0.7

KIPS UNFACTORED

LOAD FOR UPLIFT, TYP

HORIZONTAL

CHORD/STRUT, TYP

GLULAM BEAM SUPPORTING

TRUSSES TO TRANSFER STRUT

LOAD. SEE SHEET S110, TYP

TRUSSES BEAR ON GLULAM BEAMTRUSSES BEAR ON GLULAM BEAM

SHEET

IDENTIFICATION

1 2 3 4 5

D R

B Y:

I G N

B Y:

E :

A M

E D

C O

N O

S O

N O

U S

Y C

O R

B Y:

US Army Corps of Engineers ®

" x

N U

T D

'-0

2/ 7/

2 0

6 :

A M

A L I

F S

N D.

-0

F-

-B

-0

OMAHA DISTRICT

R N

W .B

A F7

-3

-0

S-211

O M

T O

A , N

K A

E A

R W

N S

C O

D O

S- 2 1

3/16" = 1'-0"S-211

1 NORTH SIP SHEAR WALL

3/16" = 1'-0"S-211

2 SOUTH SIP SHEAR WALL

0 4' 8' 12'

K D

N D

FINISHED FLOOR

100'-0"

3' - 0"

CONTROL JOINT

SLAB REINF,

SEE PLAN

#4 @ 12" O.C.E.W.

#3 SPLICE @ 12" O.C.

SLAB REINF, SEE PLAN

4" CAPILLARY

BARRIER

VAPOR BARRIER

FINISHED FLOOR

100'-0"

C D

4" CAPILLARY

BARRIER

#4 @ 12" O.C.E.W.

13' - 2"

3' - 8" 5' - 10" 3' - 8"

1 V 3 H

SLAB REINF,

SEE PLAN

1 V 3 H

VAPOR BARRIER

FINISHED FLOOR

100'-0"

C D

4" CAPILLARY

BARRIER #4 @ 12" O.C.

EA WAY

1 V 3 H

CONTRACTION JOINT

SPLICE REINF W/ #3 @ 12" O.C.

3' - 8" 5' - 10" 3' - 8"

VAPOR BARRIER

SUBGRADE

CONCRETE FLOOR SLAB

20 MIL GEOMEMBRANE

VAPOR BARRIER

4" CAPILLARY

WATER BARRIER

FINISHED FLOOR

100'-0"

TOP OF FOOTING

95'-6"

4" CAPILLARY

WATER BARRIER

SIPS PANEL,

SEE ARCH DWGS

1/2" RIGID INSULATION

(3) #4 EQ SPACED

#4 HORIZ. @ 12" O.C.

#4 VERT. @ 10" O.C.

SLAB REINF,

SEE PLAN

2' - 0"

8" 8" 8"

3" C

VAPOR BARRIER

#4 HOOK @ 10" O.C.,

ALTERNATE HOOK

DIRECTION

2" RIGID INSULATION

FINISHED FLOOR

100'-0"

TOP OF FOOTING

95'-6"

4" CAPILLARY

WATER BARRIER#4 @ 12" O.C.E.W.

WALL BEYOND,

SEE ARCH DWGS

1/2" RIGID

INSULATION

#4 VERT. @ 10" O.C.,

#4 HORIZ. @ 12" O.C.

2" DEPRESSION,

SEE PLAN

0.25" V

SLAB REINF,

SEE PLAN

1'-0" H

2' - 0"

8" 8" 8"

3" C

4" @ 12" O.C.E.W.

UNCOMPACTED FILL

COMPACTED FILL TO

BOTTOM OF SIDEWALL

VAPOR BARRIER

#4 HOOK @ 10"

O.C., ALTERNATE

HOOK DIRECTION

6" M

2" RIGID INSULATION

FINISHED FLOOR

100'-0"

TOP OF FOOTING

95'-6"

#4 VERT. @ 10" O.C.,

#4 HORIZ @ 12" O.C.

4" CAPILLARY WATER BARRIER

SLAB REINF, SEE PLAN

#4 @ 12" O.C.E.W.

1/2" RIGID INSULATION

4" SLAB, SEE PLAN

WALL BEYOND, SEE ARCH

0.25" V 1'-0" H

3" C

8" 8" 8"

2' - 0"

SEE PLAN

UNCOMPACTED FILL

COMPACTED FILL TO

BOTTOM OF SIDEWALL

1 V

3 HVAPOR BARRIER

#4 HOOK @ 10" O.C.,

ALTERNATE HOOK

DIRECTION

CONTRACTION

JOINT

6" M

2" RIGID iNSULATION

SHEET

IDENTIFICATION

1 2 3 4 5

D R

B Y:

I G N

B Y:

E :

A M

E D

C O

N O

S O

N O

U S

Y C

O R

B Y:

US Army Corps of Engineers ®

" x

N U

T D

A s in di ca te d

2/ 7/

2 0

6 :

A M

A L I

F S

N D.

-0

F-

-B

-0

OMAHA DISTRICT

R N

W .B

A F7

-3

-0

S-301

O M

T O

A , N

K A

N D A

N S

E C

O N

S A

N D

C O

D O

S- 3 0

3/4" = 1'-0"S-301

6 THICKENED SLAB - ENTRYWAY

3/4" = 1'-0"S-301

4 THICKENED SLAB - CORRIDOR

3/4" = 1'-0"S-301

5 THICKENED SLAB - CORRIDOR DEPRESSION

0 1' 2'

0 4' 8' 12'

0 1' 2' 3'

1" = 1'-0"S-301

7 TYP WATER VAPOR BARRIER DETAIL

K D

N D

3/4" = 1'-0"S-301

1 TYP. FOUND. WALL SECTION

3/4" = 1'-0"S-301

2 STOOP DETAIL - CORRIDOR

3/4" = 1'-0"S-301

3 STOOP DETAIL - TYPICAL

S (T

3/8"

3/ 4"

O R

SAWCUT SEALANT

RESERVOIR

CENTERED ON

SLAB JOINT

W H

SLAB REINF. STOP

2" FROM JOINT, TYP.

1'-3" - 3/4" DIA. SMOOTH

DOWELS @ 16" O.C.

PAINTED AND OILED PER

SPECIFICATIONS

SAW CUT SHOWN IS FOR SLABS

WITH/OUT FLOOR COVERING.

FOR SLABS W/ FLOOR

COVERING TOOL 1/8" RADIUS

S (T

3/8"

3/ 4"

O R

SAWCUT SEALANT

RESERVOIR

CENTERED ON

SLAB JOINT W

G R

SLAB REINF

SAW CUT SHOWN IS FOR SLABS

W/OUT FLOOR COVERING. FOR

SLABS W/ FLOOR COVERING

PROVIDE HARDBOARD INSERT

OR 1/8" WIDE SAW CUT

CORNER BARS TO MATCH

HORIZONTAL BARS

S-

C E

EXTRA VERTICAL BAR

CORNER BARS TO MATCH

HORIZONTAL BARS

S-

C E

2' - 0"

SEE S-001

SPLICE LENGTH

FINISHED FLOOR

100'-0"

3' - 0" SQUARE

4"10" DIA.

3" C

2" C

(3) #4 E.F.E.W. SPACED EVENLY

(2) #4 TIES SPACED EVENLY

(3) #4 SPACED EVENLY

BUILT-UP-COLUMN AT CENTER OF

FOUNDATION COLUMN

SLAB REINF.

SEE PLAN

#4 @ 12" O.C.

EA WAY

INTERIOR WALL, SEE ARCH

4" CAPILLARY BARRIER

VAPOR BARRIER

(2) #4 TIES

(3) VERT. #4

SPACED

EVENLY

NAILS BY SIP

MANUFACTURER

CONTINUOUS SEALANT

BY SIP MANUFACTURER

5/8" DIA. ANCHOR

BOLTS AT 22" O.C.

STEM WALL

CAPILLARY BREAK, MIN. 6

MIL POLY OR MIN. 3/4"

PRESSURE TREATED

WOOD UNDER SILL PLATE

AND BOTH FACES

PROVIDE TERMITE SHIELD

FIELD INSTALLED

TREATED BOTTOM

PLATE

SIP WALL

7" M

NOTE: ANCHOR BOLTS MUST

MEET MINIMUM REQUIREMENTS

OF IBC 2012 PARAGRAPH 2308.6.

1/2" DIA. ANCHOR

BOLTS AT MAX. 4'-0"

O.C. PROVIDE MIN. 2

ANCHOR BOLTS PER

BOTTOM PLATE.

2X4 BOTTOM PLATE

CORRIDOR SHEAR WALL

5/8" SHEATHING ON

CORRIDOR SIDE WITH

MIN OF 6D NAILS AT

6" O.C. W/ 1 1/4"

PENETRATION

THICKENED SLAB

AT CORRIDOR

NOTE: ANCHOR BOLTS MUST

MEET MINIMUM REQUIREMENTS

OF IBC 2012 PARAGRAPH 2308.6.

7" M

REINF SLAB,

SEE PLAN

1/2" DIA. ANCHOR

BOLTS AT MAX. 3'-6"

O.C. PROVIDE MIN. 2

ANCHOR BOLTS PER

BOTTOM PLATE.

FIELD INSTALLED

BOTTOM PLATE

SIP WALL

NOTE: ANCHOR BOLTS MUST

MEET MINIMUM REQUIREMENTS

OF IBC 2012 PARAGRAPH 2308.6.

7" M

D E S

1" C

U N

O 4"

EQUIPMENT DIMENSIONS

AROUND, TYP

6" ALL

HORIZ LEG

EACH END

OF #3 BAR

#3 @ 12" OC AT

PAD PERIMETER

3/4" CHAMFER

ANCHOR BOLTS AT

MECH PAD ONLY

FLOOR SLAB

SLAB REINF

ROUGHEN SLAB

SURFACE

NOTES:

1. SEE MECHANICAL AND ELECTRICAL SHEETS AND S-100 FOR LOCATION OF EQUIPMENT PADS.

2. THE PLAN DIMENSIONS OF EQUIPMENT BASES AND THEIR ANCHOR BOLT LOCATIONS,

SIZES, EMBEDMENTS, AND PROJECTIONS SHALL SUIT THE REQUIREMENTS OF THE

APPROVED EQUIPMENT FURNISHED.

3. CONTRACTOR HAS THE OPTION TO DRILL AND EPOXY EQUIPMENT ANCHOR BOLTS

W/HILTI KIT HY-150 ADHESIVE, OR APPROVED EQUAL.

4. TOP OF PAD SHALL BE LEVEL REGARDLESS OF SLAB SLOPE.

EQUIPMENT

1'-0"

1' -6

8" #5 CONT, TYP

#4 @ 12" EW FOR

6" CONCRETE SLAB

COMPACT FILL

FINISHED GRADE

SEE: CIVIL

CHAMFER EDGE

3'-7 5/8"

SHEET

IDENTIFICATION

1 2 3 4 5

D R

B Y:

I G N

B Y:

E :

A M

E D

C O

N O

S O

N O

U S

Y C

O R

B Y:

US Army Corps of Engineers ®

" x

N U

T D

A s in di ca te d

2/ 7/

2 0

6 :

A M

A L I

F S

N D.

-0

F-

-B

-0

OMAHA DISTRICT

R N

W .B

A F7

-3

-0

S-302

O M

T O

A , N

K A

N D A

N S

E C

O N

S A

N D

C O

D O

S- 3 0

3" = 1'-0"S-302

1 CONSTRUCTION JOINT

3" = 1'-0"S-302

2 CONTROL JOINT

1" = 1'-0"S-302

3 TYPICAL FOUNDATION WALL CORNER DETAILS

1" = 1'-0"S-302

4 ISOLATED CORRIDOR FOOTING

1 1/2" = 1'-0"S-302

5 DETAIL A

1 1/2" = 1'-0"S-302

6 SIP FOUNDATION CONNECTION

1 1/2" = 1'-0"S-302

CORRIDOR SHEAR WALL SLAB

CONNECTION

1 1/2" = 1'-0"S-302

7 SIP SLAB CONNECTION

3/4" = 1'-0"S-302

9 TYPICAL INTERIOR EQUIPMENT PAD

1" = 1'-0"S-302

10 TYPICAL EXTERIOR EQUIPMENT PAD DETAIL

K D

N D

ENTRY TRUSS BRG

115'-6"

S-303

RT3 TRUSS BY TRUSS

MANUFACTURER

TRUSS CONNECTIONS BY

TRUSS MANUFACTURER, TYP

RAFTERS CONNECTED WITH ROOF

BOUNDARY CLIP PER TRUSS

MANUFACTURER (NOT SHOWN) BLOCKING FOR GYPSUM

BOARD AS NEEDED

4.5"X10.5" GLULAM BEAM,

SEE NOTE 3 ON S-202

GYPSUM BOARD,

SEE ARCH

SIP PANEL,

SEE ARCH

SIP SCREW BY SIP

MANUFACTURER

ANGLED JOIST

HANGAR

ANGLED JOIST

HANGAR TO

CONNECT BLOCKING

TO SIP PANEL

ROOFING, SEE ARCH

BLOCKING

@ 24" O.C.

RT3 TRUSS

RT2 TRUSS PER TRUSS

MANUFACTURER

RAFTER PER TRUSS

MANUFACTURER

ROOF BOUNDARY

CLIP PER TRUSS

MANUFACTURER

RAFTER BY TRUSS

MANUFACTURER

NOTCH SECTION OUT OF SIP

FOR RAFTER CONNECTION

BY SIP MANUFACTURER'S

RECOMMENDATIONS

S-303

JOIST HANGAR

ANGLED JOIST HANGAR

TRUSS CONNECTION BY

TRUSS MANUFACTURER

APA RATED SHEATHING, SEE PLAN

RT3 TRUSS BY TRUSS

MANUFACTURER

SIP WALL PANEL BY

SIP MANUFACTURER

SIP ROOF PANEL BY

SIP MANUFACTURER

2X FRAMING MEMBER

FASCIA

SOFFIT

SIP CAP BY SIP

MANUFACTURER, TYP

NAILS INTO SIPS AND SIP

CAP BY SIP MANUFACTURER

6d NAILS @ 6" O.C. W/ A MIN.

PENETRATION OF 1 1/4"

4 1/2"

TWIST STRAP TIE-DOWN

WITH 1.25 KIPS LRFD

UPLIFT CAPACITY

ROOFING, SEE ARCH

CONTINUOUS SEALANT BY

SIP MANUFACTURER, TYP

CONNECTION PER SIP

MANUFACTURER. DESIGN

FOR WIND SUCTION.

2X BLOCKING

APA RATED SHEATHING,

SEE ROOF FRAMING PLAN

JOIST HANGAR

6d NAILS @ 6" O.C. W/ MIN.

PENETRATION OF 1 1/4"

SIP PANEL

HORIZONTAL

CHORD/STRUT BY

SIP MANUFACTURER

CONNECTION PER SIP

MANUFACTURER. DESIGN

FOR WIND SUCTION.

2' - 0" OVERHANG, TYP

SIP MANUFACTURE SHALL

PROVIDE ADEQUATE

CONNECTION FOR C&C

WIND UPLIFT LOADS

SIP CAP BY…

This is the start of the file's text. The full file is on GovTribe.

File details come from the government source that posted it. Updated Nov 14, 2017.