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STRUCTURAL DESIGN CRITERIA BUILDING CODES

International Existing Buildin\! Code (200S) International Building Code {2OOS)

VERTICAL LOADS

Use or Occupancy Dead Load (1 )

Roof 20 psf

Framed Roors 20 psf

Framed Stairs 30 pst

Slab on grade SO psf

Notes:

Uve Load (1)

20 pst

40 psf

100 pst(2)

200 pst

(1) Uniform load to be applied over the full tributary area of each structural member. Dead load includes weight of structure.

(2) Each stair tread shall be designed for a concentrated load of 300 pounds placed at an arbitrary location on the tread.

DESIGN SOIL BEARING PRESSURES

Maximum Allowable Vertical Pressures Vertical Loading Vertical + Lateral Loading

Lateral Pressures Active Passive Coefficient of Friction

1500 pst 2000 pst

30 psf/ft 150 psf/ft .3

STRUCTURAL MATERIALS

CONCRETE

Compressive stren~th (standard 4" diameter x S" cylinder strength at 28 days): f c = 4,000 psi

Cement: ASTM C150, type I low alkali or II low alkali Fly Ash: ASTM CS1S, type F Aggregates: ASTM C33, nominal ,. maximum Entrained air: 4 to 7% by volume in exterior flatwork Nominal unit weight: 140 pcf

CONCRETE REINFORCING

Bars: ASTM AS15, deformed, Grade SO Fiber reinforcing: Virgin polypropylene specifically manufactured for

use in concrete.

STRUCTURAL AND MISCELLANEOUS STEEL

W (Wide-Flange) shapes: ASTM A992. Fy = 50,000 psi Hot-rolled Channels, Angles and Plates: ASTM A3S, Fy = 3S,OOO psi Structural tubing: ASTM ASOO, grade B, Fy = 46,000 psi Pipe: ASTM AS3, type E or S, grade B, Fy = 35,000 psi

WOOD

Dimension Lumber 2" to 4" thick, 2" to 4· wide: 2" to 4" thick, 5" and wider:

#2 Hem-Fir or better fl. Hem-Fir or better

Exp<>sed Dimesion Lumber 2" to 4" thick, 5" and wider: #1 Hem-Fir or better

Exposed Beams and Stringers. Posts and Timbers: #1 Douglas Fir-Lorch or better

Plywood APA-Rated Sheathing. thickness, spon index ond exposure rating as shown

Structural Glued-Laminated Timber Beams and Columns: AlTC 117 and ANSI! AlTC A 190.1

(latest edition), combination symbol 24F-V4, with min. allowable unit stresses and properties as follaws:

Fbx = 2400 psi (tension and compression faces); Fc = lS50 psi; Fvx = lS5 psi; Ft = 1100 psi Fcp = 650 psi; Eb == 1,800,000 psi; Ec = l,Soo,ooO psi

BOLTS, NUTS AND WASHERS

Steel-to-steel Connections Bolts: ASTt.t A325, tension control Nuts: ASTt.t A56J, grode C, heavy hexagonal Washers: ASTt.t F436

Steel-to-Concrete Connections Drilled-in steel corbon or stainless steel expansion anchors. diameter and minimum embedment length as noted or specified. with nuts and washers to match.

Other Bolts: ASTt.t A307, grode A. hexagonal heads Nuts: ASTt.t A563, grode A. hexagonal Washers: ASTt.t F436

GENERAL NOTES - EARTHWORK 1. GENERAL. Requirements for earthwork. including excavation, fill and

backfill, unless specifically contained in these notes and the notes on the drawings shall be in accordance with the 2006 edition of the International Building Code.

2. SITE ClEARtNG. All vegetation and other organic motter, pavement, existing construction and man-mode fill (except as otherwise directed), and any other unsuitable material shall be removed from site and properly disposed of.

3. EXCAVATION AND PROTECTION OF EXCAVATIONS. Remove existing material as required to meet site grading elevations. See the schematic details shown on the plan sheets for the extent of excavation and fill/backfill required at structures. Do not undercut existing construction. Provide positive surface droinage awoy from excavations and promptly remove any surface water which may enter the excavations. Remove any SU!x.lrode moterial and any previously pi9ced fill or backfill which has been softened or otherwise damaged by. moisture and replace with properly placed and compacted fill or backfill. Slope sides of excavations as required for slope stability and provide barricades, lights and waming signs as necessary for the protection of the public, construction personnel, and property.

4. PREPARATION OF SUBGRADE. After excavations have been completed andl or surface has been cleaned and grubbed, the subgrode shall be scarified, <flSced or otherwise loosened to a minimum depth of 8 inches, moistened or dried as necessary (to within + or - 2 percentage points of optimum moisture content) and compacted to not less thon 91>" of maximum density as determined by ASTt.t 01557.

5. ALL AND BACKALL MATERIAL All fill and backfill material shall be clean, nan-plastic, non-cohesive, free of organic or frozen matter and any other unsuitable material, have a maximum size of 2 inches, and is to be approved by the Engineer before use. Site moterial may be used if it has the required P!""JlSrties: otherwise, imported material ar a uniform mixture of site and IInparted material having the required properties shall be used.

6. PlACING AND COMPACTION OF ALL AND BACKALL Fill and backfill beneath and adjacent to the structure shall be placed in uniform layers not to exceed B inches in thickness before compaction and shall be compacted to not less than 95" of nominal maximum density. All compaction shall be performed when the material to be compacted is at its optimum moisture content (plus or minus 2 percentage paints). If moisture must be added to the soil mass to be compacted, add required water and mix as necessary to achieve uniform moisture content. Compaction shall be performed using appropriote equipment and methods as necessary to achieve the required density percentages without domage to existing construction. Do not use panding, flooding, jetting or similar methods to aid in compaction.

7. QUALflY CONTROL Maximum densities ond optimum moisture contents shall be determined in accordance with ASTt.t 01557. Density of in-place material shall be determined in accordance with ASTt.t 01556 or 02922. Grodations of materials shall be determined in accordance with 0422. Uquid limits, p,!astic fimRs and plasticity indices shall be determined in accordance with AS'TM 0431B.

GENERAL NOTES - CONCRETE 1. REINFORCING. Except as otherwise shown, reinforcing shall be detailed

in accordance with the latest ecfltion of the ACI Detoifing Manual and Instolled in accordance with the lotest edition of the CRSI Placing Manual. Hooks in reinforcing which are not otherwise detailed shall be stondard ACI hooks. Splices in reinforcing which are not otherwise detailed shall be standard ACI Class B tension lap splices but splice lengths shall be not less than 24 inches.

2. PlACEMENT OF REINFORCING AND OTHER ITEMS. Reinforcing. dowels, bolts and any other inserts shall be fastened securely into position before concrete is pIoced. Drilled in expansion anchors sholl not be used except where specifICally shown on the drawings. The spacings shown for reinforcing and other anchorage items ore maximums. Provide and instoll a sufficient number of items so thot the spacings shown are not exceeded. The first and last items in a graup of uniformly spaced items shaB be located ot not more than on-half the typicol spacing nor 12 inches from the end of a structurol element.

3. CON11NUIlY OF VERTICAl.. REINFORCING. No splices permitted except as shown. Provide dowels from footings to walls. Dowels shall have stondard ACI 90 degree hooks ot footings and shall be the same size as vertical reinforcing being spliced.

4. CON11NUIlY OF HORIZONTAl.. REINFORCEMENT. Bars shall be lapped not less than 32 bar cflOmeters nor 24 inches. Except where bar lengths are given, reinforcing is to be continuous for full length or width of member less required concrete covers. Do not splice transverse footing bars. Additional reinforcing shall be provided ot comers and as shown in the Details on Sheet S-3.4.

5. CONSTRUcnON JOINTS.

a) Siobs-on-grode: Construction joints shall be located where shown on the drawings except as otherwise approved by the Architect.

b) Footings, waHs, turned-down slabs: Construction joints shall be pIoced ot locations to be selected by the Contractor subject to the following restrictions. There shall be no contruction joints within 5 feet of any comer. Construction joints in walls. shall be offset from construction joints in footings by not less than 5 feet. SpRees in reinforcing shall not be located within 5 feet of any construction joint in the concrete. Horizontal and vertical keyways not less than 1-1/2 inches deep by 4 inches wide shall be provided ot all construction joints in walls ond footings.

6. EMBEDDED PIPES AND CONDUITS. No pipes. conduits or any other items used by other trades except those shown on the structural drawings shall be embedded in concrete or pass through concrete members without the prior approval of the Architect. See SPECIACA1l0NS for additionol requirements.

7. CONCRETE COVER. Provide concrete cover over reinforcing as noted below. Toleronce on position of reinforcing is plus or minus 3/B".

a) Concrete cast against and permanently exposed to earth: 3 inches b) Concrete cast in forms but exposed fa earth or weather in

service: 2 inches

GENERAL REQUIREMENTS 1. VERIRCATION. Verify all dimensions, elevations and site conditions before

before beginning work. Notify Engineer and Structural Engineer of any discrepancies.

2. CONFUCTS. In case of conflict, notes and details on the drowings take precedence over Generol Notes and Typical Sections or Details.

3. SUBSTITUTIONS. Do not make any substitutions without prior written approval. Provide manufacturer's approved product evalutation reports (ICBO reparts) and a list of all proposed substitutions to structural Engineer for review before fabrication.

4. SIMILAR WORK. Where construction detoils are not shown or noted for any part of the work, such detoDs shall be the some os for similor work shown on the Drowings.

5. PIPES, DUCTS, SlEEVES, CHASES, etc. Do not place pipes, ducts, sleeves, chases or any similar items in slobs, beams, walls, or other structural elements without prior written approval. Do nat cut structurol element for instollation of any item without prior written approval.

6. EXCAVATIONS. Locate and protect underground or conceiled conduit, plumbing or other utilities where new work is being performed.

7. CONSTRUcnON lOADS. Distribute materials placed on roofs evenly. Do not exceed the allowable loading for supporting members and their connections.

B. CONSTRUcnON METHODS AND PRODUCT SAFETY. Except where specifically noted otherwise, the contract Drowings and Specifications represent the finished structure and do not indicate methods, procedures or sequence of construction. Take necessary precautions to maintain and insure the integrity of the structure during construction. Neither the OWner nor the Engineer will enforce sofet¥ measures or regulations. The Contractor shall design, construct and maintoin all safety devices, including shoring and brocing, and shaH be solely respansible for conforming to and enforcing all local, stote and federol health standards, laws and regulotions.

9. CHANGES TO THE STRUcnJRAI.. DRAWINGS. Not permitted without prior written approval from Structurol Engineer.

GENERAL NOTES - WOOD 1. GENERAL. Except as otherwise shown or specified, or noted, all

dimension lumber framed wood construction shall be in accordance with the Conventional Construction Requirements in the Wood Chapter of the current edition of the International Building Code. Material requirements for wood construction are contained in the STRUCTURAL MATERIALS listing on this sheet and in the SPECIFICATIONS.

2. ROOF /CEIUNG FRAMING.

a) Joists. Joists shall be supported laterally at ends, at each support and at intervals not to exceed 12 feet on center by solid blocking or by nailing to headers or rim joists. Blacking for dimension lumber joists shall be the same depth as the joists and not less than 2 inches (nominal dimension). Do not notch joists at ends or at points of support except as specifically shown. Diameters of holes drilled in the joists shall not exceed 1/ lSth of the nominal depth of the joist unless approved reinforcing is applied at the holes.

b) Openings. Where dimension of opening perpendicular to the directions of joist span is greater than joist spacing, provide double trimmer joists each side of opening. Where span of header joist is four feet or greater, provide double headers joists. Tail joists framing into the side of trimmer joists shall be supported by framing connectors of approved type and size.

3. NAlUNG SCHEDULE. All nailing is to be done using common nails or deformed shank box nails. Except as specified in the following schedule, nailing shall be in accordance with Table 2304.9.1 of the 200S Intemational Building Code.

CONNECTION

a) Stud to sole plate

bj Multiple studs, face nail each poir c Bridging or blocking to joist or stud d Top plate to stud, end nail e Multiple plates, face nail each pair f) Top plates at laps and intersections,

face nail g) Built-up beams, three or more joists

h) Double joists

i) Continuous ledger to stud, face nail

j) Ledger between studs

NAlUNG 4-8d toenail or 2-1Sd

end nail lSd @ 24"0/c 2-Bd toenail each end 2-16d lSd @ lS·o/c 2-16d

20d @ 16·0/c top and btm each face. staggered

lSd @ lS·o/c top and btm each face, staggered

2-1Sd at 2x4 or 2xS; 3-16d at 2x8 or 2x10 4-8d each end, toenail

STRUCTURAL ABBREVIATIONS A88RE.\IIATlON DEANITION A88RE.\IIAllON DEFINITION

A.F.F. A.B. APPROX ARCH

BLKG BRG B.O.F. BTM BTWN

C CJ CLR CMU

COL CONe CONN CONST CONT CTR CSK

DIAG DIAM DIM Dll DWG OWl

EA EI.EV EQ EQUIP EQUIV E.W. EXIST EXP EXT

F.D. AN FlR FNDN FRMG Fro

GA GAlV

HORIZ HS.B. HSS

INT

JNT JST

l LLV LONGIT

REV DAlE

Ibove Finish Roor MAll Anchor Rod MAX Approximate Architect( -urol)

M.C.J.

Blocking MECH MK

Bearing MIN Bottom of Footing MISC Bottom M.U. Between

Chonnel SHT Construction Joint SIM Clear SlV Concrete Masonry

Unit SPA Column SQ

Concrete STD Connection snFF Construction STl Continuous STRUCT Center SYMM Countersunk T.O.C. Diagonal T.O.J. Diameter T.O.S. Dimension T.O.W. Detail TRANSV Drowing 1YP Dowel

N.I.C. Each NOM Elevation N.TS. Equal olc Equipment OAE. Equivalent Each Way OPNG Existing OPP Expansion Exterior PERlM

Pl Aoor Droin PREFAB Rnish PRalM Roor psi Foundation Froming Footing R

Gage RAD REBAR

Galvanized RElNF Horizontol REQD

H~h strength Bolt REV Ho low Structurol R.O.

Steel U.O.N. Interior

Joint VERT Joist wi, wlo Angle W long Leg Vertical Longitudinal WWF

DESCRIPTION

Bacchus Consulting Engineering

STRUClURAL ENGINEERS

630 Manrono Street NE. SUi'" 0 Albuque<que. New Mexico 87110 Tel! 505 262 2471 e-maiL [email protected] fox! 505 262 2473

SUNPORT PLAZA APARTMENT IMPROVEMENTS

ALBUQUERQUE NEW MEXICO

STRUCTURAL DESIGN CRITERIA STRUCTURAL MATERIALS

GENERAL STRUCTURAL NOTES

Material Moximum Masonry (',antral Joint

Mechanical Mark Minimum Miscellanel)us Mechanical Unit

Sheet SimUar Short leg

Vertical Spaees Square Stondard Stiffener steel Structurol Symmetric!al

Top of Concrete Top of Joist Top of SI~b Top of Woll Tronsverse Typicol

Not in Contract Nominal Not to Scale

On Center OR Authorized

Equal Opening Opposite

Perimeter Plate Prefabricated Preliminary Pounds ~r

Square Inch

Radius: Riser Radius Reinforcing, Bor Reinforcing! Required Revision Rough Opetning

Unless Otherwise Noted

Vertical

With, WIthout Wide Aange (Beam~

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REV DATE DESCRIPTION


STRUcruRAl ENGINEERS

630 Manzano Street NE. Suite D Albuquel{\Ue. New Mexico 8711 0 Tel. 505 262 2471 e-rooil, [email protected] Fox. 505 262 2473



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REV DATE DESCRIPTlON


STRUCllJRAL ENGINEERS

630 Monzono Street NE. Suite D Albuquelque. New Mexico 87110 Tel, 505 262 2471 email, [email protected] Fox, 505 262 2473

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STRUCllJRAL ENGINEERS

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LEGEND

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= = = = = Existing/new partition framing

7777ZZZZt277 Existing stud wall to receive structural reinforcement REV DAlE 0ESCR1PllON


STRUCfURRl ENGINEERS

630 Manzano Street ME. SUite 0 Albuquerque. New MexK:o 87110 Tet 505 262 2471 e-mail: cbacchus@SW(P.cam fox: 505 262 2473



ROOF FRAMING IMPROVEMENT PLAN

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TYPICAL ELEVATION - FIRST AND SECOND FLOOR LEVEL SHEAR WALL S-2.0, S-2.1

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~ V~DOUBLE

EXISTING HOMASOTE

r-- NEW L3x3x1 L 4x1'0 '11/3 ~ 3L4!11 LAG SCREWS SPACED AT 4"0/c. WElD TO BOTTOM OF ·U· CHANNEL AND CUT OFF EXCESS HORIZ ~~ W~~S.H", PROTRUDES OUT , ",v r~t:. OF STUD FRAMING

NOTE: WOOD COLUMNS NOT SHOWN FOR CLARllY. WHERE SHOWN ON PLAN, PROVIDE NEW WOOD COLUMNS WITH BASES AS SHOWN ON SECTIONS 2A AND 2B ON THIS SHEET

SCAlE: 3/4" = l' O·

H 1. 1.

CD~ L/ J L

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~ 10

S'-S"

0- ~ ~ V~~ ~ V \J ~ __ EXISTING HOMASOTE

TYPICAL ELEVATION - THIRD FLOOR LEVEL SHEAR WALL S-2.2, S-2.3

EXISTING CONC FLOOR SlAB

6x6 WOOD COLUMN EACH SIDE OF WALL

SIMPSON AB66 POST BASE '" 1YP EA POST

~~S-2-.0----------------S-CAlE--:-~-4-.--1-'0-.

EXISTING CONC FLOOR SLAB

6x6 WOOD COLUMN

SIMPSON AB66 POST BASE

SIMPSON AB66 POST BASE

SCAlE: 3/4" = l' o·

6x6 WOOD COLUMN

EXISTING CONC FLOOR SLAB

KEYED NOTES - STRUCTURAL SECTIONS

Note: In addition to the keyed notes, see the GENE~ NOTES on Sheet S-1.0 for additional requirements.

CD Existing stud wall / floor framing system. Demolish as required for improvements and finish to match existing.

o Existing concrete rib.

o Steel strapping as noted below. Weld strapping to steel supports using fillet welds all around contact area.

First Floor: 6" x 16 gage strapping. each face of ~Iall

Second Floor: 3" x 16 gage strapping. each face of wall

Third Floor: 3" x 16 gage strapping, one face of weill

o New 2x4 stud framing @ 16" o/c max as required due to demo.

o 2x4 vertical framing at ends of shearwall as shown. Connect to each other using lad common nails.

o Remove existing homasote directly beneath new plate anchors as required.

o New 2x4 vertical as shown on both sides of truss. Cut as required for a snug fit between framing above and below truss. Connect to top and bottom chords of truss using 3/4- ditlmter through boits as shown.

® Steel channel from 3/8" plate. Channel is 3-1/2" wide, 4" legs and 15" long. Connect channel to concrete foundation using 1" diameter epoxy anchors. Anchors shall be embedded 9" into foundation and spaced 12" on center.

o Steel channel from 1/4" plate. Channel is 3-1/28 wide, S" legs and 12" long.

@ L3x4x1/4xO'S connected to bottom chord of truss through wall plate with 2 N 3/4" diameter log bolts spaced at 68 on center.

REV DAlE DESCRIPTION


STRUCTURAL ENGiNEERS

630 Manzano Stroot jIjE, Suite D Rlbuquerque, New Mexico 87110 T et 505 262 2471 email, cbocchus@SWCP,com fox, 505 262 2473

BY

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~~S-2-.0----------------S-C~-E-:-~-4-.---1-'-0. ~~S-2-.0-----------------S~-L-E-:-~-4'---1-'O-. SUNPORT PLAZA

APARTMENT IMPROVEMENTS ALBUQUERQUE NEW MEXICO

STRUCTURAL SECTIONS

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01.24.11 ,

SII •• t No.

5-3.0 @ COPYRIGHT

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SCALE: 3/4" = l' O·

4'-0· 16'-0"±

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INTERIOR SHEATHING ELEVATION S-2.0, S-2.1, S-2.2, S-2.3

4'-0·

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~ T.O.P.

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Note: In addition to the keyed notes, see the GENERAL NOTES on Sheet S-1.0 for additional requirements.

CD Existing stud wall I floor framing system. Demolish as required for improvements and finish to match existing.

o Remove sheathing on exterior portion of wall to extents shown (or at Contractor's option, remove sheathing fram interior face of wall.) Replace using 5/S" nominal APA rated sheathing. Prior to Installation of new sheathing, verify double studs are present where where noted. If double studs are not present. provide additional studs as required. Block all edges of sheathing and connect to studs using 10d common nails spaced at 6" on center around panel perimeters and at 12" on center at intermediate supports.

o Pravide 2x4 blocking laid flat a9.ainst existing wall plates. Connect plates to blocking using 2 N 3/4"_ through bolts at 12" on center.

o Simpson connector model II PHD2-SDS3.

o Simpson connector model II PHD5-SDS3.

o 5/S" nominal APA rated sheathing infill between trusses. Connect to flat wood blocking using lOd common nails spaced at 6" on center.

(]) 5/S" diameter threaded rod with double nuts each end.

® Double 2x4 vertical as shown. Cut as required for a snug fit between framing above and below truss.

03/4"- x 6" axpansion anchors spaced at 12" on center. Provide quontity as shown.

@ 5/S" diameter threaded rod set into existing footing S" deep with epoxy grout.

@ Remove sheathinl} on interior face of wall to extents shown. Replace using 5/S" nominal APA rated sheathing. Block of! edges of sheathing and connect to studs using 10d common nails spaced at 6" on center around panel perimsters and at 1:l" on center at intermediate supports.

~ THIRD FLOOR

~ SECOND FLOOR

~ FIRST FLOOR

NO SCALE

REV DAlE DESCRIPTION


STRUGURAL ENGINEERS

630 Manzano Stroot 1\1:', Suite 0 Albuquerque, New _ico 87110 Tel, 505 262 2471 e-mail, cbocmus@SW(P.com Fax, 505 262 2473



STRUCTURAL SECTIONS

BY

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T.O.LANDING 19 4 ± CONTRACTOR COORDINATE WITH STAIR MANUFACTURER

T.O.LANDING 9 8 ± CONTRACTOR COORDINATE WITH STAIR MANUFACTURER

T.O.S. o 2

S-2.0, S-2.1, ~-" .• L

T.O.LANDING ~ r 9' S"± I CONTRACTOR COORDINATE WITH STAIR MANUFACTURER

SEE DETAIL A ON THIS SHEET--"

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FIELD VERIFY

S'-~· FIELD VERIFY

S-2.0, S-3.2

3'-3" FIElD VERIFY

1'-0·

FIELD VERIFY

3'-~.

FIELD VERIFY

16 TREADS @ 11" = 14'-8-

1'-0·

11" 1"

5

CONCRETE-FILLED 12 GAGE PAN

Ux1x1/8xO'10 N 1YP WElD SIDES AND BOTTOM TO STRINGER AND TOP TO PAN. ALL WELDS TO BE 6 1/8" FlLLEf

3'-4"

SLOPE 1:20 •

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6" I

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11

7'-0·

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6'-5"

ON-GRADE REINF w/ POLY-' T'" ,0> " • ' -~- • PROPYLENE FIBERS

13'-2"

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SEE DETAIL A ON THIS SHEET--'

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6'-S"

8'-5"

4'-1· FIELD VERIFY

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SAWCUT EXISTING SLAB

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~~S--3-.2--------------------~---------------S-CALE--:--1·---1-·--O· SCALE: 1/2" = l' O'

16 TREADS @ 11" = 14'-8"

CONCRETE-FILLED 12 GAGE PAN

1'-0'

11· 1·

Ux1x1/8xO'10 N 1YP WElD SIDES AND BOTTOM TO STRINGER AND TOP TO

5 PAN. ALL WELDS TO BE 1/8" FILLET

T.O.EXIST SLAB o 0

12'-9"

T.O.CONC o 0

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'-~.

S'-~" FIELD VlRIFY

3'-3" FIELD VERIFY

1'-0"

5'-4%" FIELD VERIFY

7

6'-0·

4'-0'

3'-~· FIELD VERIFY


Note: In addition to the keyed notes, see the GENERAl NOTES on Sheet S-1.0 for additional requirements.

CD Existing stud wall / floor framing system. Demolish as required for improvements and finish to match existing.

o Sawcut existing slab to extents required for new foundaticn. Compoct subgrade prior to placement of foundation.

o Handrail/guardrail system. See the Architectural drawings for details.

o Stair structure foundation pad. Size as shown on the sedions and the FIRST FLOOR IMPROVEMENT PLAN on Sheet S-2.0, Typical reinforcing is #5 each way @ 12"0/c. Where shown on sections, pravide 10" vertical toils.

o Steel C12x20.7 stair stringer. Connect to supporting strudure as shown.

(]) Steel HSS 4x4x1/ 4 stair structure support column. Connect to supporting structure as shown.

o Concrete topping over 1-1/2"x20 gage wide-rib composite steel floor deck. Total thickness of deck and slab is 4". Connect steel decking to supporting structure using 5/88 diameter puddle welds spaced at a 36/S weld pattern.

o Steel C8xl1.S stair beam. Connect to supporting structure as shown.

(1) Steel L3x3x1/ 4- deck support angle. Connect to supportirag structure using 3/16" fillet welds, 1· long, top and bottom of angle spaced at 12" o/c maximum.

@ Steel bent PL3x3xl/4 closure angle. Connect to supportil1g structure as shown.

@ Steel L3x3xl/ 4 connection angle. Connect to bottom of stringer using 3/16" butt welds, 1" long. both sides of stringer flange spaced at 12" o/c maximum. Provide new 2x6 blocking as shown between floor trusses. Connect steel an{jle to blocking using 1/4" )( 4" wood screws spaced at 12- olc maximum.

@ #4 dowel (12" x 4"). Pravide 4 at each foundation 10caUon.

epoxy grout.

@ Where required, provide 3/4" diameter epoxy anchors into existing foundation in place of cost-in-place anchor rods" Anchors sholl be embedded into concrete 6 inches minimum.

[K) Framing connection where "XH is the detail letter. See Sheet S-3.4 for framing details.

> 1IIIIIIm~''-4 I II' .- 24 GAGE GALVANIZED

PREFORMED STEEL CONSTRUCTION JOINT FORM

CONCRETE SLAB ON GRADE REINFORCED w / POLYPROPYlENE FIBERS

NOTE:

,.

AT CONTRACTOR'S OPTION JOINTS MAY BE CREATED BY SAWCUmNG 1/4· WIDE x ,. DEEP GROOVES IN SLAB. CUTS MUST BE MADE WITHIN 12 HOURS OF COMPLETION OF SLAB FINISHING OPERATIONS. IF JOINTS ARE MADE BY SAWING, THICKENED PORTION OF SLAB MAY BE EUMINATED.

~rS-2-.0---------------SCAI.E---:-l/-2"--·-"-0-.


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STRUCTURAL ENGINEERS

630 Manzono Street NE, Suite D Albuquerque, New Mexico 87110 Tel, 505 262 2471 .. mail, [email protected] fox, 505 262 2473

2005-002

FIELD VERIFY+...:..-+-..........:AS-=-.:RE=QU:.::IR..=ED=--_+- SUN PORT PLAZA APARTMENT IMPROVEMENTS

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05-2.0, ,-3.2 SCAlE: 1/2" = l' O'


STRUCTURAL SECTIONS

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01.24.11

5-3.2 @) COPYRIGHT

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Note: In addition to the keyed notes, see the GENERAl NOTES on Sheet S-1.0 and the SPECIFICATIONS for additional requirements.

EXISTING HOMASOTE lYP EXISTING HOMASOTE EXISTING ROOF SHE:ATH!ING, EXISTING HOMIASO'TE o Existing stud wall.

AT 2nd FLOOR

@ S-2.1. S-2~. S-2.3

NEW STRUCTURAL SHEATHING N SEE THE STRUCTURAl SECTIONS FOR DESCRIPTION----,

EXISTING STUCCO FINISH SYS'1rEM·---

1/2"_ LAG SCREW '" LENGTH AS RtQ'D. PROVIDE @ 16"o/c MAX FOR ENTIRE LENGTH OF SHEATHED AREA BELOW FLOOR UNE ---{

EXISTING flOOR AND TRUSS SYSTEM

NEW "INFlLL" WAll TO BE CONSTRUCTED FROM 2x4 FRAMING @ 16"0/c WITH TOP AND BlM PLATE

NEW STRUCTURAl SHEATHING

AT 3rd FLOOR

#5 CORNER BAR wi 24" LEGS N lYP OF 3 -----

#5 DIAGONAl BAR 'II / 12" TAILS '" lYP OF 3

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SCALE: 3/4" = l' o· @ S-2.1. S-2.2. S-2.3

SEE SECTIONS FOR STRUCTURE DETAILS-~

1'-4" 2'-0·

SCAlE: 3/4" = l' o·

IJTT r;;REPARED SUBGRADE

'b I

N

o Existing wood truss.

o Continuous 2x4 blocking. If blocking is nan-existant, provide where required.

(]) Demo existing homasote as required

® 1/28 thick structural sheathing. typical on each side of triple beam.

o Simpson connector model #LPC6, typical near and far side.

o Wood beam built up from 3 N 2x12.

® 4x6 wood column at 3rd floor. 6x6 wood column at first and second floor.

o Simpson connector model H A34. typical each side of each column. Provide double blocking in existing / new wall as shown.

@ New 3/4" thick tongue-and-groove e1ywood decking. Connect to existing floor trusses using # 12x5 wood screws spllced at 6" on center. Provide a continuous glue bead along the tongue of all plywood panels.

@S-2.1. S-2.2. S-2.3

N SEE THE STRUCTURAl SECTIONS FOR DESCRIPTION

SCAlE: 3/4" = l' O· ~~S-2-.0-----------------------------S-CAl--E:-3-~-.---l'-O-. EARTHWORK SCHE~ATIC

SCALE: 3/4" = l' o· 3/16V Q

PL3/4 10 10 .1 x X

STAIR STRINGER AND TREADS

L3x2x1/4xO'6 (SLV) wi 2",3/4"_ EPOXY ANCHORS @ 3"ofc

STAIR FRAMING N SEE PlANS

I I I I I I I

2"

• L()

~ ~ 3/4"_ H.S.B. BOLTS

3/16 • • ~ -. -

• • • co <0

• ~ -3/4"1!l H.S.B. BOLTS

STAIR FRAMING N

SEE PlANS

2"

STAIR FRAMING N

SEE PLANS

3/4"_ H.S.B. BOLTS

STAIR FRAMING N

SEE PlANS

NEW 2x6 BLOCKING BETWEEN EXISllNG WAll STUDS---'

EXISTING WAll STUDS

L3x3x1/4xO'6

NEW DBL 2x8 BLOCKING

1!2"l!lx4" LAG SCREWS

N N

fi+"II f"lb==!J COLUM

SEE P LANS I I

1}f- 7" H~·

PROVIDE 4N 3/4-1!l STEEL ANCHOR RODS w/12" EMBED AND 3" HOOK

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~-----------------~ SCAlE: 3/4" = l' O· ~---------------~ SCAlE: 3/48 = l' O· ~----------------~ SCALE: 3/4" = l' O· ~~-------------~ SCALE: 3/4" = l' O· 'Elr-------------l.E:J SCALE: 3/4" = l' O· IBP-11~----------S-CA-LE-:-3/-~--1-'-0·

GENERAL NOTES - STEEL CONSTRUCTION 1. GENERAl. Unless otherwise shown or specified,

perform all steel work in accordance with the applicable requirements of the New Mexico Commercial Buildin!!. Code, the American Institute of Steel Construction {AlSC) "load and Resistance Factor Design Specification for Structural Steel Buildings·, the Steel Joist Institute (SJI) ·Standard Specifications, Load Tables and Weight Tables for Steel Joists and Joist Girders" and the Steel Deck Institute (SDI) "Design Manual for Floor Decks and Roof Decks". If there should be conflicts among these documents, the provisions of the more restrictive shall govern.

2. MATERIAlS. I.laterial requirements for structural steel froming are given in the STRUCTURAl MATERIALS listing on sheet S-1.0.

3. THREADED FASTENERS. Except as specifically shown otherwise, use ASTM A325 heavy hexagonal tension control bolts with heavy hexagonal nuts at all steel-to-steel connections. Provide heavy washers at all slotted holes. Provide bolts with length sufficient to exclude threads from shear planes. Provide anchor bolts fabricated from steel conforming to ASTM A3S.

4. WEB CONNECTIONS. Except as otherwise indicated, plates and structurol tees used to connect webs of beams to columns shall be offset from column centerlines so that vertical centerplanes of beams columns coincide.

5. HOLES. Holes in plates and structurol tees used for web connections shall be standard AlSC short slots with long dimension of slot to be in the direction of the beams span. Holes in beams shall be standard round holes. Except as specifically shown otherwise in the Details and Sections, center to center spacing of slotted holes in direction perpendicular to long direction of slot shall be not less than 3 inches except that holes in beam flanges perpendicular to direction of beam be be at standard gage. Other holes shall be spaced as shown. Provide AlSC standard oversize holes in column base plates.

6. GROUT. Non-shrink grout beneath base plates shall be placed by the dry-pack method. Grout shall be placed after steel framing has been erected, leveled and plumbed and shall be allowed to cure for not less than 24 hours before additional loads are applied to the framing. Grout placed in adverse weather shall be protected from freezing or other damage and the curing time before the imposition of additional loads shall be increased as necessary to obtain strength equivalent to that which would be achieved if favorable curing conditions existed.

7. WElDING SCHEDULE. Unless otherwise shown. welds shall be in accordance with the following schedule. All welds scheduled are fillet welds.

CONNECTION _--'-'W.::;ElD=-____ _

a) Column to column bose 1/4" all around plate

b) Web connection plate 1/4· both sides of plate to column both sides of column

c)Web stiffener or end 3/1S" all around plate to beam



STRUCfURAl ENGINEERS

630 Manzano Street NE, SUite D Albuquelque, New Mexko 87110 Tel, 50S 262 2471 e,mol!' ([email protected] fax, 505 262 2473

SUN PORT PLAZA APARTMENT IMPROVEMENTS


STRUCTURAL SECTIONS AND DETAilS

,

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l 'h,:::~ k :::;~c'nm. _~c <~ __ ~ ~

BY

18C£ PtoJ«t ltD: 2005-002

1_'" BeE

I ......... DV ,---01.24.11

5-3.4 © COPYRIGHT

GENERAL NOTES - CONCRETE - Pavilion...

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