013.pdf

LE G E N D O F M AR K S A N D AB B RE V IA TIO N S

AB ANCHOR BOLT(S )

ABV ABOVE

ALT ALTERNATE

APPROX APPROXIMATE

ARCH ARCH ITECT(URAL)

BLDG BU ILD ING

BLW BELOW

BM BEAM

BOT BOTTOM

BRG BEAR ING

BTWN BETWEEN

CB -x CONCRETE BEAM MARK

CC . CENTER TO CENTER

CC-x CONCRETE COLUMN MARK CFW -x CONC FOUNDAT ION WALL

C .J. CONST OR CONTROL JO INT

CL-x CONCRETE L INTEL MARK

CMU CONCRETE MASONRY UN IT

COL COLUMN

CONC CONCRETE

CONST CONSTRUCTION

CONT CONT INUOUS

CONTR CONTRACTOR

CP-x CONCRETE P IER MARK

CRW -1 CONCRETE RETA IN ING WALL

CSW -x CONCRETE SHEAR WALL MARK

CTR CENTER

CW -x CONCRETE WALL MARK

DB DECK BEAR ING

DBA DEFORMED BAR ANCHOR

DBE DECK BEAR ING ELEVATION

DBL DOUBLE

DET DETA IL

D IA D IAMETER

D IM D IMENS ION

DN DOWN

DWG DRAW ING

DWL DOWEL

EA EACH

E .F . EACH FACE

E .J. EXPANS ION JO INT

ELEV ELEVAT ION

EQU IP EQU IPMENT

EQ EQUAL

E .W . EACH WAY

EX IST EX ISTING

EXT EXTER IOR

FC -x FOOTING CONT INUOUS MARK

F .D . FLOOR DRA IN

FDN FOUNDATION

F .F . F IN ISH FLOOR

FL FLOOR

FM -x MAT FOOTING MARK FR -x RECTANGULAR FOOTING MARK FS -x SQUARE FOOT ING MARK

FT FOOT

FTG FOOTING

FTS -x TH ICKENED SLAB FOOTING

GA GAUGE

GALV GALVAN IZED

GR GRADE

GSN GENERAL STRUCTURAL NOTES

HB HOR IZONTAL BR IDG ING

HORIZ HOR IZONTAL

HSA HEADED STUD ANCHOR

HT HE IGHT

ICBO INTERNAT IONAL CONFERENCE

OF BU ILD ING OFF IC IALS

IBC INTERNAT IONAL BU ILD ING CODE

I.F . INTER IOR FACE

IN . INCH

JT JO INT

JST JO IST

K K IP (S ) = 1000 POUNDS

KLF K IPS PER L INEAL FOOT

KSF K IPS PER SQUARE FOOT

LBS POUNDS

LF L INEAL FOOT

MAS MASONRY

MAX MAX IMUM

MCJ MASONRY CONTROL JO INT

MC-x MASONRY COLUMN MARK

MECH MECHAN ICAL

MFR MANUFACTURER

M IN M IN IMUM

M ISC M ISCELLANEOUS

M L-x MASONRY L INTEL MARK MP-x MASONRY P IER MARK MW -x MASONRY WALL MARK

N IC NOT IN CONTRACT

NTS NOT TO SCALE

O .C . ON CENTER

O .F . OUTS IDE FACE

OPNG OPEN ING

OPP OPPOSITE

PCF POUNDS PER CUB IC FOOT

PL PLATE

PLF POUNDS PER L INEAL FOOT

PNL PANEL

PSF POUNDS PER SQUARE FOOT

PS I POUNDS PER SQUARE INCH

PT PO INT

RE INF RE INFORC ING

REQ ’D REQUIRED

R .D . ROOF DRA IN

SAD SEE ARCH ITECTRAL DRAW INGS

SBP-x STEEL BASE PLATE MARK SC -x STEEL COLUMN MARK SCP-x STEEL CAP PLATE MARK

SHT SHEET

S I SPEC IAL INSPECTION

S IM S IM ILAR

SOG SLAB ON GRADE

SQ SQUARE

STAG STAGGERED

STD STANDARD

ST IFF ST IFFENER

STL STEEL

STR STRUCTURAL

STS SELF TAPP ING SCREWS

SW -x SHEAR WALL MARK

T&B TOP AND BOTTOM

THDS THREADS

T .O . TOP OF

TOC TOP OF CONCRETE

TOD TOP OF DECK

TOF TOP OF FOOTING

TOS TOP OF STEEL

TOW TOP OF WALL

TYP TYP ICAL

UNO UNLESS NOTED OTHERW ISE

VERT VERTICAL

W / W ITH

WWF WELDED W IRE FABR IC

QUALITY ASSURANCE PLAN/ SPECIAL INSPECTION REQUIREMENTS

1. Seismic force resisting systems:

Building system is comprised of the following structural components:

a. Steel roof deck and attachments

b. Composite concrete over steel deck, Welded headed studs

c. Steel beams and connections

d. Steel columns and connections

e. Steel braces and connections

f. Concrete foundation walls

g. Masonry walls

2. Special inspection, as required by section 1704 of the IBC, shall be provided by an independent agency employed by the owner unless waived by the building official. The contractor shall coordinate and cooperate with the required inspections. Special inspection is required for the following:

a. Earthwork:

i. Excavations, grading and compacted structural fill.

ii. Pile Driving, piling and/or drilling of caissons.

b. Concrete:

i. Continuous inspection of concrete placement and test cylinders, except that inspection and test cylinders are not required for concrete with compressive strengths of 2,500 psi or less.

ii. Continuous inspection of concrete placement and test cylinders for concrete slab on grade.

c. Reinforcing Steel, Bolts and Embeds Placed in Concrete:

i. Placement of reinforcing steel.

ii. Bolts and embeds installed in concrete.

d. Masonry:

i. Special Inspection of Structural masonry is required and shall have Level 2 special inspection per IBC 1704.5.3

ii. Masonry prism testing. Placement of reinforcing steel.

e. Welding:

i. All structural welding, including steel deck and headed stud anchors, except welding in approved shops per IBC 1704.3.1 and Table 1704.3.

ii. Structural light gage metal frame welding.

iii. Reinforcing steel welding per IBC Table 1704.3, Item 5.b.

f. Approved Fabricators (must submit certificate of compliance):

i. All offsite fabrication such as structural steel, wood glulams, precast concrete, etc.

g. Bolting:

i. High strength bolt A325SC and A490SC (torque verification)

ii. High strength bolt A325N and A490N (snug contact of plys)

iii. Expansion/adhesive (epoxy) anchors in concrete or masonry

iv. Anchor bolts in concrete walls and at braced frames (bolt installation and concrete placement)

h. Insulating Concrete Fill:

i. Test cylinders and inspections.

3. Structural Observations:

a. Contractor shall notify the engineer at least 2 days prior to the following stages of construction so the engineer may have the opportunity to review the work:

i. Initial placing of any concrete including footings, slab on grade, and concrete over steel deck

ii. Initial grout pours for masonry walls

iii. Initial erection of structural steel

iv. Completion of structural roof deck

v. Initial finish work

b. Observation reports shall be sent to architect and contractor.

METAL DECKING

1. Steel deck shall comply with the latest requirements of the Steel Deck Institute.

2. All deck shall be 3-span continuous minimum. In areas where 3-span conditions are not possible, the contractor shall provide heavier gauge deck as required to provide the equivalent loading of the deck under a three span condition.

3. Steel roof deck shall not be used to support loads from plumbing, HVAC ducts, light fixtures, architectural elements or equipment of any kind, unless specifically noted.

4. All deck supporting members shall be dry before welding.

5. Crimp seams before button punching or welding interlocking seams.

6. Where deck is to receive sprayed-on fire proofing, painted deck shall be coated with special paint that will allow the sprayed-on fire proofing to adhere to the painted deck.

7. All welds performed on the steel deck are to be painted.

Steel Floor Deck

a. Steel floor deck shall be 3" deep X 20 gauge minimum Galvanized (G60) composite type "W" deck with interlocking side seams with the following properties:

20 Gauge 18 Gauge Minimum S (in3/ft) = 0.534 0.767

Minimum I (in4/ft) = 0.896 1.203

b. Steel deck with 3" thick (6" overall) normal weight concrete slab shall have a minimum allowable diaphragm shear capacity of 2000 lbs/ft. for a 10’ deck span for wind/seismic loads.

c. Weld deck to supporting framing members with 3/4" diameter puddle welds at the following spacing (Closer spacings may be used to develop minimum shear requirements.):

i. 12" o.c. to supports perpendicular to deck corrugations (4 welds per 36” wide sheet).

ii. 12" o.c. to all supports parallel to deck corrugations.

d. Attach interlocking seams with 3/16" Ø button punch at 18" o.c. or 1 1/2" top seam weld at 36" o.c.

between adjacent pieces of deck. Closer spacings may be used to develop minimum shear requirements.

e. Provide a 2-inch minimum bearing at supports.

f. Butt all end splices.

Steel Roof Deck

a. Steel roof deck shall be 3" deep X 20 Gauge minimum galvanized (G-60), type "N" wide rib deck with interlocking side seams with the following properties:

20 Gauge 18 Gauge Minimum S (in3/ft)= 0.508 0.731 Minimum I (in4/ft)= 0.837 1.223

b. Minimum allowable deck diaphragm shear values shall be 443 lb/ft. for a 10’ deck span for wind/seismic loads.

c. Weld steel roof deck to supporting framing members with 3/4" diameter puddle welds at the following spacings (Closer spacings may be used to develop minimum shear requirements.):

i. 6" o.c. to all supports perpendicular to deck corrugations (7 welds per 36" sheet).

ii. 6" o.c. to all supports parallel to deck corrugations.

d. Interlocking side seams between adjacent pieces of decking may be attached with either of these three options:

i. Verco Sidelap Connections (VSC) at 12” o.c. minimum using the Verco Punchlok System.

ii. ASC DeltaGrip side seam connection at 12” o.c. minimum.

iii. 1 1/2" long top seam welds 12” o.c. minimum. Closer spacing may be used to develop minimum shear requirements.

e. Provide a 2-inch minimum bearing and a 4 inch lap at the splice points.

f. The Contractor may submit, for review and approval, the manufacturer’s ICBO report of an alternate method of deck attachment. The alternate method shall provide minimum deck diaphragm shear values equal to or greater than those noted above. The alternate method shall be approved by the engineer of record prior to the substitution.

COMPOSITE STEEL BEAMS

1. Composite beams are indicated on the framing plans with the suffix(es) ( ). The number inside the brackets indicates the number of studs for this beam or section of beam. Beams or section of beams shall have the studs spaced uniformly over the beam or section of beam.

2. All headed stud type shear connectors shall be in conformance with ASTM A-108. Dimensions shall comply with AISC. Use 3/4" diameter studs. Headed studs shall extend 2” minimum above the top of the steel deck after welding. Headed studs shall be applied through the metal deck to the top flange of the steel section or welded directly to the steel section.

3. The minimum center-to-center spacing of stud connectors shall be six (6) diameters along the longitudinal axis of the supporting composite beam and four (4) diameters transverse to the longitudinal axis of the supporting composite beam. The maximum center to center spacing shall not exceed 36".

4. Composite beams shall be precambered as shown on plans. C= 0.00” on the plans denotes precamber dimension (upward) in inches.

4. Bolted Connections:

a. Snug Tightened Bolts. Use ASTM A325N bolts for steel to steel connections, as noted herein or as noted on the drawings. A325N bolts shall be used in connections for simple span framing and beam (or girder) to bearing plate connections. Tighten bolts to a snug tight condition. TC bolts are acceptable.

b. Use hardened washers beneath the turned element of all bolts or nuts. Use hardened beveled washers, to compensate for the lack of parallelism, where the outer face of the bolted parts has a slope greater than one in twenty with respect to the plane normal to the bolt axis. At oversized holes hardened washers or plates shall conform with ASTM F-436 and shall completely cover the slot after installation. Where A490 bolts are specified, provide hardened washers beneath both the head and the nut, as required by AISC.

c. Where a steel to steel beam connection is not shown, provide a standard AISC framed connection for one half the total uniform load capacity of the beam for the span and steel specified.

d. Bolts, nuts and washers shall not be reused.

5. Provide steel angle lintels at all openings through masonry veneer. See the Steel Angle Lintel Schedule for size.

6. Provide full-depth web-stiffener plates at each side of all beams at all bearing points. Stiffener plates shall be the thickness called out below unless noted otherwise and shall be welded both sides with fillet welds all around:

FLANGE WIDTH STIFFENER THICKNESS WELD SIZE

Less than 8 1/4" 1/4" 3/16" 8 1/4" to 12 1/4" 3/8" 1/4"

STRUCTURAL STEEL

1. Material:

a. Wide Flange Sections ASTM A992 (50 ksi)

b. Other shapes & Plates ASTM A36

c. Steel Tubes ASTM A500 Grade B (46KSI)

d. Deformed Bar Anchors (DBA) ASTM A496

e. Headed Stud Anchors (HSA) ASTM A108

f. Anchor Bolts

i. All Columns UNO ASTM F1554 Gr. 36 (equiv to A36 or A307) with ASTM A563 heavy hex nuts with hardened washers Grade A.

g. Bolted Connections: ASTM A325

h. Non-Shrink Grout ASTM C1107 Grade B

i. Non-shrink grout shall be prepackaged, non-metallic and non-gaseous with a fluid consistency (flow cone) of 20 to 30 seconds. Grout shall be bleed free and attain 7,500-psi compressive strength in 28 days of fluid consistency. Certified independent test data required.

2. Fabrication and construction shall comply with the latest edition of the following Codes and Standards:

a. American Institute of Steel Construction (AISC), "Specification for the Design, Fabrication and

Erection of Structural Steel for Buildings," with "Commentary".

b. AISC "Code of Standard Practice" excluding the following: Section 3.4, Section 4.4, Section 4.4.1.

c. AISC "Specification for Structural Joints Using ASTM A325 or A490 Bolts"

d. American Welding Society (AWS), Structural Welding Code (specific items do not apply when they conflict with the AISC requirements).

e. AISC “Seismic Provisions for Structural Steel Buildings.”

3. Welding

a. All welding and cutting shall be performed by AWS certified welders.

b. Use E-70 XX Low Hydrogen or as noted otherwise. E60 XX may be used for welding steel floor and roof decks.

c. All intersecting steel shapes that are not bolted shall be connected by a fillet weld all around, unless noted otherwise. Where fillet weld sizes are not shown they shall be 1/16" less than the thinnest of the connected parts for thicknesses 1/4" and larger. Fillet welds on plates less than 1/4" shall be of the same size as the thinnest of the connected part.

d. Reinforcing Bars: Do not weld rebar. Do not substitute reinforcing bars for deformed bar anchors (DBAs), structural bolts, or headed stud anchors(HSAs).

e. Do not weld anchor bolts, including “tack” welds.

f. Headed Stud Anchors (HSAs) welding and deformed bar anchor welding shall conform to the manufacturer's specifications.

MASONRY VENEER

1. Masonry Veneer shall be attached to concrete walls with 22 gauge galvanized dovetail slots installed vertically in concrete at 16" o.c. Attach the veneer to dovetail slots with Dur-O-Wal 16 gage seismic dovetail anchor ties or Hohmann & Barnard 3/16ӯ Byna-Tie with Seismiclips (or equal) spaced at a maximum of 16" o.c. in both vertical and horizontal directions. Anchor ties shall engage to a galvanized No. 9 gauge horizontal joint reinforcement wire in the veneer, which shall be continuous and shall be placed at 16" o.c. maximum at the center of the veneer. Dovetail slots and anchor ties shall be galvanized.

2. Masonry veneer shall be attached to reinforced masonry walls with tri-rod laddur type reinforcement spaced at a maximum of 16" o.c. vertically consisting of 3-#9 gauge, galvanized, corrugated, wires.

Veneer may also be attached with Dur-O-Wal D/A 3605 Seismic Ladur-Eye spaced a 16” o.c. maximum in both vertical and horizontal directions. Anchor ties shall engage to a galvanized No. 9 gauge horizontal joint reinforcement wire in the veneer, which shall be continuous and shall be placed at 16" o.c. maximum at the center of the veneer. Anchors shall extend to the galvanized ladur type (2 - #9 wires) joint reinforcing in the masonry wall spaced at 16” o.c. maximum.

3. Other methods of attachment may be used after written acceptance by the architect and structural engineer.

4. Steel Lintels: Provide steel angle lintels at all openings through the masonry veneer. Provide one inch of bearing for each foot of width of opening, with a minimum bearing of six inches. See the Steel Angle Lintel Schedule for size.

4. Detailing Requirements

a. Lap all masonry reinforcing per the masonry lap splice schedule with a minimum lap of 24". Joint reinforcement shall lap a minimum of 6".

b. All vertical reinforcing shall be doweled to the foundation wall, footing (structure below) and to the structure below with the same size dowel, spacing (and in the same core) as the vertical wall reinforcing above.

c. Corner Bars: Horizontal reinforcement shall be continuous at all corners and at intersecting walls.

Provide corner bars with the required lap splice length.

d. Wall Openings 24” wide and wider: For unscheduled openings, provide reinforcing on all sides per detail on S501. Also, for all openings, provide horizontal bar at bottom of opening per detail on S501. Vertical bars shall extend from floor level below to the floor, or roof level above. Horizontal bars for all openings shall extend a minimum of 48 bar diameters beyond the corners of the opening. Where a 48 bar diameter extension is not possible, extend bars as far beyond the opening as possible and terminate the bar(s) with a 90 degree standard ACI hook.

e. Horizontal wall reinforcing shall be continuous through joining concrete walls, masonry walls, columns, and pilasters. Provide a key between the wall and the column or pilaster. Horizontal wall reinforcing shall be placed inside the column vertical reinforcing.

f. Horizontal reinforcing shall terminate with a standard hook at edge of openings and ends of walls without corner bars. See details on S501.

g. Horizontal wall reinforcing shall terminate with a standard 180 degree hook at each side of control joints except at floor and roof levels, lintels, beams and at top of parapets. See details on S501.

h. All masonry column ties shall terminate with 135 hooks plus a 6 bar diameter extension (4" minimum).

5. Masonry Strength Verification:

a. Masonry strength, f’m shall be verified using the “Masonry Prism Test Method” per IBC Section

2105.2.2.2 and as described below:

i. Prior to construction, the masonry units shall be tested for strength and a letter of certification for the grout strength shall be provided.

ii. During construction, the masonry units, grout and mortar shall be tested for every 5,000 square feet of masonry constructed.

b. The contractor has the option of using the “Unit Strength Method” per IBC Section 2105.3.2.2.1 in lieu of the “Masonry Prism Test Method.”

MASONRY

1. Materials, unless noted otherwise:

a. Concrete Masonry Units (CMU): Lightweight, f'm = 2000 psi

b. Mortar: Use Type "S" 1800 psi minimum compressive strength.

c. Grout shall attain a minimum compressive strength of 3000 psi at 28 days.

d. Reinforcing Steel ASTM 615 Grade 60 (Fy = 60 ksi)

e. Deformed Bar Anchors (DBA) ASTM A496

f. Headed Stud Anchors (HSA) ASTM A108

g. Anchor Bolts ASTM A307 with ASTM A563 heavy hex nuts hardened washers

2. Reinforcement shall have the following cover:

a. Joint reinforcement shall have not less than 5/8" mortar coverage from the exposed face.

b. Other reinforcement shall have a minimum coverage of one bar diameter over all the bars, but not less than 3/4". When masonry is exposed to soil, minimum coverage shall be 1.5".

3. Construction Requirements:

a. All units shall be laid with full mortar beds on the face shells. All head joints shall be filled solidly with mortar for a distance in from the face of the units not less than the thickness of the longitudinal face shells. Cells which are to be grouted shall have full head joints.

b. Masonry walls, beams and columns shall be constructed with running bond, unless noted otherwise.

c. All cells containing reinforcement, embeds, anchor bolts, etc. shall be filled solid with grout. Grout shall be placed by mechanical vibration during placing and revibrated after excess moisture has been absorbed but before workability is lost. Puddling or rodding of grout is not allowed.

d. Where walls are not grouted solid, each grout pour shall terminate flush with the top of the uppermost unit except at cells with vertical reinforcing where the grout shall be 1-1/2 inches below top of unit to provide construction key.

e. Grout pours shall be limited to 4'-0" unless high lift grouting procedures are followed.

f. All masonry below grade shall be solid grouted.

g. Solid grouting of walls is unacceptable except where specifically noted.

h. Vertical cells to be filled with grout shall have vertical alignment sufficient to maintain a clear, unobstructed vertical cell measuring not less than 2 inches by 3 inches. All steel reinforcement shall be secured against displacement prior to grouting by wire positioners or other suitable devices at intervals not exceeding 200 bar diameters or 10 feet maximum, or at bar splice locations. Vertical reinforcing shall be located at the center of the wall unless noted otherwise

i. Reinforcing Bars shall not be welded. Do not substitute reinforcing bars for DBAs or HSAs.

j. Control Joints: Spacing shall not exceed 26'-0". See architectural drawings for locations.

k. Grout all beam and joist pockets solid after installation of beams and joists.

l. Embed channels and plates shall be placed so as to create a flush surface with the face of the wall.

m. Anchor bolts and headed stud anchors shall be set in a grouted cell. Anchor bolts and headed stud anchors shall have 1" grout surrounding the shank at its penetration. Grout shall be flush with the face or top of the masonry.

EPOXY

1. Epoxy shall be “HIT RE 500” by Hilti Corporation, “Anchor-It” by Adhesive Technology Corporation, “Epcon Injection System” by Ramset/Redhead, “Power-Fast” by Powers Rawl, or approved equal.

2. All drilled holes shall be 1/8 inch larger than the bar or anchor bolt being installed.

3. After drilling the proper size hole, clean the walls and bottom of the hole of all dust and debris using a nylon brush in conjunction with oil free compressed air. The hole shall be free of dust, debris and standing water.

4. Follow all manufacturers’ recommendations for epoxy installation.

7. Construction

a. Use chairs or other support devices recommended by the CRSI to support bar and tie reinforcement bars and WWF prior to placing concrete. WWF shall be continuously supported at 36" o.c.

maximum. Reinforcing steel for slabs on grade shall be adequately supported on precast concrete units. Lifting the reinforcing off the grade during placement of concrete is not permitted.

b. Contractor shall coordinate placement of all openings, curbs, dowels, sleeves, conduits, bolts, inserts and other embedded items prior to concrete placement.

c. All embeds and dowels shall be securely tied to formwork or to adjacent reinforcing prior to the placement of concrete.

d. No pipes, ducts, sleeves, etc. shall be placed in structural concrete unless specifically detailed or approved by the structural engineer. Penetrations through walls when approved shall be built into the wall prior to concrete placement. Penetrations will not be allowed in footings or grade beams unless detailed. Piping shall be routed around these elements and footings stepped to avoid piping.

e. Reinforcing Bars shall not be welded.. Do not substitute reinforcing bars for DBAs or HSAs.

8. Detailing:

a. Lap lengths shall be as follows:

i. #3 = 15" #6 = 30"

#4 = 20" #7 = 35" #5 = 25" #8 = 40"

ii. Do not splice stirrups and ties.

iii. Do not splice vertical bars in retaining walls unless specifically shown.

b. At joints provide reinforcing dowels to match the member reinforcing, unless noted otherwise.

c. At all discontinuous control or construction slab on grade joints, provide 2 - #4 x 48 inches.

d. Provide corner bars at intersecting wall corners using the same bar size and spacing as the horizontal wall reinforcing.

e. All vertical reinforcing shall be doweled to footings, or to the structure below with the same size and spacing as the vertical reinforcing for the element above. Dowels extending into footings shall terminate with a 90 degree standard hook and shall extend to within 4" of the bottom of the footing.

f. Scheduled concrete shearwalls, the horizontal wall reinforcing shall terminate at ends of walls and openings into the far end of the jamb column with a 90-degree standard hook plus a 6 bar diameter extension. Horizontal wall reinforcing shall be continuous through construction and control joints.

g. See detail on sheet S501 for reinforcing around miscellaneous openings (8” to 36” wide). For openings wider than 36”, contact the engineer. All recesses that interrupt reinforcing shall be reinforced the same as an opening.

3. 3" thick (6" overall) light weight concrete slab shall be poured over the steel deck. Reinforce slab with 6" x 6" - W2.1/W2.1 welded wire fabric minimum, unless noted otherwise. Welded Wire Fabric shall be placed 1” to 1-1/2” below the top of the slab.

a. At contractor’s option, the welded wire fabric may be substituted with 100% virgin polypropylene synthetic fiber containing no reprocessed olefin materials and specifically manufactured to an optimum gradation for use as concrete secondary reinforcement. Application shall be 1.5 lbs minimum per cubic yard.

b. At contractor’s option, the welded wire fabric may be substituted with cold drawn fibers meeting the criteria of ASTM A 820, at a minimum addition rate of 25 lbs/yd^3, and possessing an average residual strength of at least 80 psi when tested per ASTM C 1399, may be used as suitable alternative.

4. The contractor shall be responsible for the design, detailing, care, placement and removal of all formwork and shores.

a. Supporting forms and shoring shall not be removed until structural members have acquired sufficient strength to safely support their own weight and any construction load to which they may be subjected. In no case, however, shall forms and shoring be removed in less than 24 hours after concrete placement.

5. Reinforcement shall have the following concrete cover:

Cast-in-place Concrete: Clear Cover

a. Cast against and permanently exposed to earth................................................................3"

b. Formed concrete exposed to earth or weather:

#6 thru #18 bars .................................................................................................................2" #5 and smaller bars............................................................................................................1-1/2"

c. Concrete not exposed to weather or in contact with ground:

Slabs, Walls, Joists; #11 bars and smaller.........................................................................3/4" Beams, Columns: Primary Reinf., Ties, Stirrups, Spirals ...................................................1-1/2"

6. Construction Joints and Control Joints:

a. Provide a beveled 2 x 4 x intermediate keyway that shall be installed in all horizontal and vertical construction joints including between top of footing and foundation walls. In addition, all joints shall be intentionally roughened to a full amplitude of approximately 1/4 inch.

b. Control joints shall be installed in slabs on grade so the length to width ratio of the slab is no more than 1.25:1. Control joints shall be completed within 12 hours of concrete placement. Control joints may be installed by:

i. Saw cut a depth of 1/4 the thickness of the slab

ii. Tooled joints a depth of 1/4 the thickness of the slab

c. Install construction or control joints in slabs on grade at a spacing not to exceed 30 times the slab thickness in any direction, unless noted otherwise. Construction joints shall not exceed a distance of 125'-0" o.c. in any direction.

CONCRETE

1. Materials, unless noted otherwise:

a. Normal Weight aggregates ASTM C 33

b. Fly Ash, Class F Pozzolan ASTM C618

c. Reinforcing Steel ASTM 615 Grade 60 (Fy = 60 ksi)

d. Deformed Bar Anchors (DBA) ASTM A496

e. Headed Stud Anchors (HSA) ASTM A108

i. Anchor Bolts

i. All Columns UNO ASTM F1554 Gr. 36 (equiv to A36 or A307) with ASTM A563 heavy hex nuts with hardened washers Grade A.

j. Admixtures:

Air-entraining admixtures shall comply with ASTM C 260 (when used).

Calcium chloride shall not be added to the concrete mix. Unreinforced concrete slabs on grade may have calcium chloride not exceeding one percent.

k. Type I/II cement complying with ASTM C-150 shall be used for all concrete.

l. The water/cement ratio for concrete 4000 psi and greater shall not exceed 0.50 (grout mixes are excluded).

m. The slump of all concrete shall be limited to 4”+/-1” unless plasticizers are used.

n. Provide air entraining as recommended by ACI 318.

o. Air entrainment shall be adjusted for the use of admixtures and fly ash.

p. Fly Ash shall be a maximum of 20% of the cementitious material.

q. No aluminum conduit or product containing aluminum or any other material injurious to concrete shall be embedded in concrete.

2. Compressive strengths of concrete at 28 days shall be as follows:

a. Footings ...................................................................................3000 psi

b. Interior Slabs on Grade ............................................................3500 psi

c. Walls ........................................................................................4000 psi

d. Columns...................................................................................4000 psi

e. Masonry Grout .........................................................................3000 psi

f. Normal Weight concrete over Steel Deck ................................3500 psi

g. All Site Cast Concrete ..............................................................4000 psi

FOUNDATION

1. Soils Report by GSH, Dated Jan 3, 2006.

2. Soil Bearing Pressure: 2,200 psf, over 1 foot minimum Compacted Structural Fill.

3. Frost Protection: 30 inches minimum.

4. Lateral Soil Pressure Fluid Equivalent Density.

a. Passive (above water table) 300 pcf

b. Passive (below water table) 150 pcf

5. Coefficient of Friction 0.4

EARTHWORK

1. Clearing: Remove all existing structures and associated foundations, slabs, fencing, asphalt, concrete, and incidental structures as necessary for project completion. The building area shall be stripped of all vegetation, topsoil and debris. Following stripping, all fill soils and any remaining loose natural soils shall be excavated to expose competent natural soils.

2. Proof roll the entire building pad area with normal compaction equipment to check for the presence of unsuitable fills, soft spots, or other undesirable materials or conditions. Remove sub-grade materials that are unsuitable and replace with compacted structural fil l or 2,000 psi lean concrete.

3. Compacted structural fil l: All fill material shall be a well-graded granular material with a maximum size less than 3 inches and with not more than 15 percent passing a No. 200 sieve. It shall be compacted to at least 95 percent of the maximum laboratory density as determined by ASTM D 1557 for fill beneath footings and 90 percent for fill beneath floor slabs. All fill shall be tested.

Compacted structural fill shall be placed in lifts not exceeding 8 inches in uncompacted thickness.

4. Floor slabs thicknesses shall be required by the plans and underlain by a granular layer at least 4 inches thick. The granular layer shall have a maximum size less than 1 inch with not more than 5 percent passing a #200 sieve and shall be compacted to at least 90 percent of the maximum laboratory density as determined by ASTM D 1557.

5. Consult the project specifications and soils report for further earthwork requirements.

BASIS OF DESIGN

1. Governing Building Code International Building Code 2006

2. Floor Live Load

a. Uniformly Distributed Loads

i. Light storage 125 psf

ii. Mechanical Rooms 150 psf

b. Concentrated Loads

i. All Areas 2000 lbs

3. Roof Snow Load

a. Ground Snow Load Pg = 43 psf

b. Flat Roof Snow Load Pf = 30 psf

c. Snow Exposure Factor Ce = 1.0

d. Snow Load Importance Factor Is = 1.2

e. Thermal Factor Ct = 1.0

4. Wind Load

a. Basic Wind Speed (3 Second Gust) 90 mph

b. Wind Importance Factor 1.15

c. Wind Exposure C

d. Internal Pressure Coefficient ± 0.18

5. Earthquake Design Data

a. Seismic Use Group III

b. Seismic Importance Factor 1.5

c. Spectral Response Coefficients

i. Short Period Acceleration SDS = 1.05

ii. 1-Second Acceleration SD1 = 1.0

d. Site Class (Soil Profile) D

e. Basic Seismic Force Resisting System Special reinforced masonry walls

i. Response Modification Coefficient R = 5

ii. System Over-Strength Factor Ωo = 2.5

iii. Deflection Amplification Factor CD = X 3.5

f. Effective Seismic Weight of the Structure W

g. Design Base Shear V = 0.315 W (strength level)

h. Analysis Procedure Equivalent Lateral Force

i. Building Seismic Design Category D

GENERAL

1. The structural notes are intended to complement the project specifications. Specific notes and details in the drawings shall govern over the structural notes and typical details.

2. Typical details and sections shall apply where specific details are not shown.

3. The contractor shall verify all site conditions and dimensions. If actual conditions differ from those shown in the contract drawings, the contractor shall immediately notify the architect/engineer before proceeding with the fabrication or construction of any affected elements.

4. Changes to these contract drawings may be made only by an authorized representative of Dunn Associates Inc. Dunn Associates Inc. shall not be held responsible or l iable for any claims arising directly or indirectly from changes made without written authorization by an authorized representative of Dunn Associates Inc.

5. Omissions or conflicts between the contract drawings and/or specifications shall be brought to the attention of the architect/engineer before proceeding with any work involved. In case of conflict, follow the most stringent requirement as directed by the architect/engineer at no additional cost to the Government.

6. The contractor shall submit a written request to the architect/engineer before proceeding with any changes, substitutions or modifications. Any work done by the contractor before receiving written approval wil l be at the contractor's risk.

7. The contractor shall coordinate with all trades any items that are to be integrated into the structural system such as openings, penetrations, mechanical and electrical equipment, etc. Sizes and locations of mechanical and other equipment that differs from those shown on the contract drawings shall be reported to the architect/engineer.

8. The contractor shal l be responsible for means, methods, techniques, sequences, and procedures in order to comply with the contract drawings and specifications. The contractor shall provide adequate shoring and bracing as required for the chosen method of erection. Shoring and bracing shall remain in place unti l final connections for the permanent members are completed. The building shall not be considered stable until all connections are completed. Walls shall not be considered self-supporting and shall be braced until the floor/roof system is completed.

9. Site observations by Dunn Associate’s field representative shall not be construed as approval of construction, the procedures nor special inspection.

10. Detailing and shop drawing production for structural elements will require information (including dimensions) contained in the architectural, structural and/or other consultants' drawings. The structural drawings shall be used in conjunction with the architectural and other consultant's drawings. Most dimensions and most non-structural elements such as elevations, depressions, slopes, mechanical housekeeping pads, etc. are not shown in the structural drawings. See the Architectural Drawings for dimensions, doors, windows, non-bearing interior and exterior walls, elevations, slopes, stairs, curbs, drains, recesses, depressions, railings, waterproofing, finishes, chamfers, kerfs, etc.

11. Review of shop drawing submittals by Dunn Associates Inc's is for general compliance only and is not intended for approval. The shop drawing review shall not relieve the contractor from the responsibility of completing the project according to the contract documents.

12. Shop drawings made from reproductions of the structural drawings will be rejected unless the contractor signs a release agreement prior to the shop drawings being reviewed. The contractor may also obtain electronic files of the plan sheets after signing a release agreement. Electronic files of the detai l sheets and schedule sheets will not be made available.