San Antonio, Tx 78212
ASI #2
Mr. Kenyon,
Please find below our narrative for the Addendum #5 for this project.
STRUCTURAL DRAWINGS
a. Sheet list modified to show revision history
2. Sheet S-200: Ground Floor Framing Plan
a. Base plates revised, specifically at brace locations.
b. Canopy girt locations clarified.
3. Sheet S-210: Low Roof Framing Plan
a. Errant post deleted at (2,E).
b. Detailing keyed at (10,A) and (10,B).
4. Sheet S-402: Typical Steel Details
a. Base plate schedule clarified and modified.
b. Base plate details 15-17 added
c. Detail 18 added for girt connection to wide flange column
d. Detail 19 added for moment connection through tube column
5. Sheet S-410: Steel Sections and Details
a. Dimensions clarified on detail 10
6. Sheet S-500: Brace Elevations and Details
a. Brace forces added to brace elevations
5/23/2018
RTU
CAST IRON C.I.
W.I. WD. W.P. W/ WDW. W.L. WB W.W.M. WPFG. WS.
PRE-ENGINEERED
WROUGHT IRON WOOD WORK POINT WITH WINDOW WIND LOAD WIND BRACE WELDED WIRE MESH WATERPROOFING
WATERSTOP
VERT.VERTICAL
TS TR. T.O.W. T.O.S.C. T.O.S. T.R.W. T.O.P.C. T.O.P. T.O.F. T.O.B.
T & B T & G THK. TERR. T TEMP.
TUBE STEEL TREAD TOP OF WALL TOP OF STRUCTURAL CONCRETE TOP OF STEEL TOP OF RETAINING WALL TOP OF PIER CAP TOP OF PIER TOP OF FOOTING TOP OF BEAM
TOP AND BOTTOM TONGUE & GROOVE THICK TERRAZZO TENSION TEMPERATURE
SUPT(S). SUBCONTR. SYM. STRUCT'L. STRUCT. STIR. STR. STIFF. STL. STD. S.F. SPEC'D. SPEC(S) SPA. SIM. SW. SHT. V SECT. SCHED.
SUPPORT(S) SUBCONTRACTOR SYMMETRICAL STRUCTURAL STRUCTURE STIRRUPS STRAIGHT STIFFENER STEEL STANDARD SQUARE FOOT (FEET) SPECIFIED SPECIFICATION(S) SPACE SIMILAR SIDEWALK SHEET SHEAR SECTION SCHEDULE(D)
RND. RM. RF. OPNG. R.D. RF. RIS. REQ'D. RET. SYS. REQ. REM. OR R REINF. RCP R
ROUND ROOM ROOF OPENING ROOF DRAIN ROOF RISER REQUIRED RETENTION SYSTEM REQUIRE REMAINDER REINFORCE(ING) (ED) (MENT) REINFORCED CONCRETE PIPE RADIUS
PROJ. PRELIM. PREFAB.
PARTN. PAR. P
PROJECTION PRELIMINARY PREFABRICATED
PRECAST CONCRETE POUNDS PER SQUARE INCH POUNDS PER SQUARE FOOT POINT PLATE PIECE PERPENDICULAR
PARTITION PARALLEL PAN
OUTSTANDING OUTSIDE DIAMETER OUTSIDE FACE OPPOSITE HAND OPPOSITE OPENING(S) ON CENTER
NO. OR # N.T.S. N.I.C. N.S. NOM. N.F.
NUMBER NOT TO SCALE NOT IN CONTRACT NON-SHRINK NOMINAL NEAR FACE
M.C. OR M MISC. MIN. MID. MEZZ. MECH. MAX. MAT. M.O. MFR.
MOMENT CONNECTION(S) MOMENT MISCELLANEOUS MINIMUM MIDDLE MEZZANINE MECHANICAL MAXIMUM MATERIAL MASONRY OPENING MANUFACTURE(R)
L.P. LLV LLH LONG. LL LWT. CONC.
LOW POINT LONG LEG VERTICAL LONG LEG HORIZONTAL LONGITUDINAL LIVE LOAD LIGHTWEIGHT CONCRETE
KSF KLF
KIPS (1000 LBS)
INTERMEDIATE INTERIOR INSIDE FACE INSIDE DIAMETER INFORMATION
HK. HORIZ.
GR. BM. GR. GOVT. GEN. CONTR.
G.S. G.I. GALV. GA.
GRADE BEAM GRADE GOVERNMENT
GENERAL CONTRACTOR GALVANIZED STEEL GALVANIZED IRON GALVANIZED GAGE OR GAUGE
FDN. F.D. FL. FLG. FP. FIN. FL. FIN.
F.S. FABR. F. TO F.
FOUNDATION FLOOR DRAIN FLOOR FLANGE FIREPROOF(ING) FINISHED FLOOR FINISH(ED)
FAR SIDE FABRICATOR FACE TO FACE
X-STR. EXT. EXIST. E.J. EXP. EQUIP. EQ. ENT. ENGR. ELEV. EL. ELEC.
E.W. E.F. EA.
EACH WAY EACH FACE EACH
DWL(S). DBL. DWG(S). DS. DVTL. DIM(S). DIA. DIAG. D.B.A. DL DET.
DOWEL(S) DOUBLE DRAWING(S) DOWNSPOUT DOVETAIL DIMENSION(S) DIAMETER DIAGONAL DEFORMED BAR ANCHOR DEAD LOAD DETAIL
COV. PL. COR. C.J. CONST. CT.J. CONTR. CONT. CONN(S). CMU CONC. C OR COMP. COL. CLR. C C. TO C. C.G. C.L. CLG. C.I.P.
COVER PLATE CORNER CONSTRUCTION JOINT CONSTRUCTION CONTROL JOINT CONTRACTOR CONTINUOUS CONNECTION (S) CONCRETE MASONRY UNIT CONCRETE COMPRESSION COLUMN CLEAR OR CLEARANCE CHANNEL CENTER TO CENTER CENTER OF GRAVITY CENTER LINE CEILING CAST-IN-PLACE
B.L. BLDG. BRDG. B.L.E.
BRACKET BRKT. BOT. B.O. BLKG. BLK. BEV ('D) BTWN. BFF BRG. BM. BSMT. B. TO B. B.F.
BUILDING LINE BUILDING BRIDGING BRICK LEDGE ELEVATION
BOTTOM BLOCK-OUT BLOCKING BLOCK BEVEL (ED) BETWEEN BELOW FINISH FLOOR BEARING BEAM BASEMENT
BACK TO BACK BACK FACE
AHU A/C @
ARCHITECTURAL ARCHITECT APPROXIMATE
ANGLE AND ANCHOR BOLT ALTERNATE AGGREGATE AGGR. ADJACENT ADJ. ADDITIONAL ADDN'L ABOVE FINISH FLOOR AFF
EDGE ANGLE OFFSET E.A.O.
ARCH'L. FINISH SURFACE A.F.S.
30%60%
A.F.S.
INDICATES THAT COLUMN STOPS AT THIS LEVEL.
INDICATES THAT COLUMN STARTS UPWARD FROM THIS LEVEL.
INDICATES WIND BRACE - SEE WIND BRACE ELEVATIONS.
CAST-IN-PLACE CONCRETE
EARTH
ROCK
5. SEE ARCH'L. DWGS. FOR SIZES & LOCATIONS OF ROOF OPENINGS.
6. REPETITIVE MEMBERS SUCH AS PURLINS AND JOISTS SHALL BE EQUALLY SPACED BETWEEN DIMENSIONED POINTS, U.N.O.
7. JOIST BRIDGING NOT SHOWN FOR CLARITY. SEE GENERAL NOTE FOR JOIST BRIDGING REQUIREMENTS.
CENTERLINE OF PIERS NOT SPECIFICALLY LOCATED ON PLAN BY NOTE OR DIMENSION SHALL BE LOCATED ACCORDING TO THE FOLLOWING INFORMATION, U.N.O.:
A. FREESTANDING COLUMNS: CENTERLINE OF THE COLUMN
B. GRADE BEAMS AND WALLS: CENTERLINE OF THE GRADE BEAM OR WALL IN ONE DIRECTION, GRID OR AS NOTED IN THE OTHER DIRECTION. AT CORNER CONDITIONS, CENTERLINES OF INTERSECTING GRADE BEAMS OR WALLS.
C. COLUMNS EMBEDDED IN GRADE BEAMS OR WALLS (PILASTERS): CENTERLINE OF THE COLUMN
4. C1 COLUMN MARK, SEE SCHEDULE
STEEL COLUMN SIZE, SEE PLAN
BASE PLATE TYPE, SEE SCHEDULE
PIER TYPE, SEE PIER SCHEDULE
TOP OF PIER DETAIL
SPECIAL STEEL ROOF JOIST
NOTE TO CONTRACTOR:
JOISTS
FOR CONDITION SHOWN AT RIGHT, DISTRIBUTE WEIGHT AS SHOWN:
* FOR 6 JOISTS - 30% OF WEIGHT TO EACH JOIST.
* FOR 5 JOISTS - 30% OF WEIGHT TO EACH JOIST.
* FOR 4 JOISTS - 30% OF WEIGHT TO EACH JOIST.
* FOR 3 JOISTS - 40% OF WEIGHT TO EACH JOIST. 50% TO CENTER JOIST.
* FOR 2 JOISTS - 70% OF WEIGHT TO EACH JOIST.
DISTRIBUTE WEIGHT OF RTU'S TO EACH JOIST WHICH THE UNIT OVERLAPS AS FOLLOWS:
BEAM BOTTOM CHORD BRACING ON PLAN
9. WHERE RTU'S ARE INDICATED ON PLAN AS SHOWN AT RIGHT, JOIST MANUFACTURER SHALL DESIGN JOISTS TO SUPPORT THE WEIGHT OF THE RTU's IN ADDITION TO THE JOISTS' SPECIFIED (OR TABULATED) DISTRIBUTED LOADS :
INDICATES MOMENT CONNECTION - SEE MOMENT CONNECTION DETAILS.
INDICATES STEEL BEAM SPLICE - SEE STRUCTURAL STEEL SIMPLE BEAM CONNECTION DETAILS SBX-1.
INDICATES STRUCTURE OVER VOID - SEE EXPANSIVE CLAY SOIL DETAILS CES-1.
STRUCTURAL SYMBOLS THE FOLLOWING SYMBOLS ARE USED TO REPRESENT THE MATERIALS SHOWN ON THE STRUCTURAL DRAWINGS. SEE SPECIFICATIONS AND GENERAL NOTES FOR MATERIAL QUALITIES REQUIRED.
1. SEE ARCHITECTURAL DRAWINGS FOR ACTUAL SEA LEVEL ELEVATION RELATED TO DATUM ELEVATION = 100'-0" SHOWN ON DRAWINGS.
- SEE PLAN FOR TOP OF STRUCTURAL CONCRETE (T.O.S.C.) ELEVATION. - T.O.S. EL. = BOTTOM OF METAL DECK ELEVATION SEE PLAN FOR TOP OF STEEL (T.O.S.) ELEVATION. - T.O. WOOD EL. = TOP OF PLYWOOD DECK / TONGUE & GROOVE DECK ELEVATION. SEE PLAN FOR TOP OF WOOD ELEVATION.
2. SHEET INDEX: THE DETAILS IN THE DRAWINGS, INCLUDING THOSE DRAWINGS REFERENCED BY THIS INDEX, WHICH ARE DESIGNATED AS "TYPICAL DETAILS", APPLY GENERALLY TO THE CONSTRUCTION IN ALL AREAS WHERE THE CONDITIONS ARE SIMILAR TO THOSE DESCRIBED IN THE DETAILS, REGARDLESS OF WHETHER OR NOT THE DETAILS ARE SPECIFICALLY REFERENCED IN THE DRAWINGS.
3. SEE ARCHITECTURAL DRAWINGS FOR LOCATION OF FLOOR DROPS, FLOOR SLOPES, CURBS, MISCELLANEOUS ELEVATIONS, DETAILS AND DIMENSIONS NOT SHOWN ON PLAN.
G.C.
DESIGN SERVICE DISTRIBUTED LOADS (TOTAL / LIVE)
1700# FOR JOISTS LESS THAN HALF A JOIST SPACE AWAY FROM THE RTU - 50% OF WEIGHT.
STYROFOAM
THE FOLLOWING GENERAL NOTES CONSTITUTE A MAJOR PART OF THE PLANS AND SPECIFICATIONS. STRICT COMPLIANCE WITH THESE NOTES IS ESSENTIAL TO THE PROPER CONSTRUCTION OF THE BUILDING.
REFER TO THE PLAN NOTES, LOCATED IN THESE GENERAL NOTES, FOR APPLICATION OF DETAILS WHICH ARE
DESIGNATED AS "TYPICAL DETAILS" IN THIS SET OF DRAWINGS.
1. REFER TO THE PLAN NOTES, LOCATED IN THESE GENERAL NOTES, FOR APPLICATION OF DETAILS WHICH ARE DESIGNATED AS "TYPICAL DETAILS" IN THIS SET OF DRAWINGS.
2. SLEEVES AND BLOCKOUTS REQUIRED FOR PASSAGE OF DUCTWORK, PIPING, DRAINS, CONDUIT, ETC., AND ANCHORS REQUIRED FOR ANCHORING EQUIPMENT AND PIPING ARE NOT GENERALLY INDICATED ON THE STRUCTURAL DRAWINGS. THE CONTRACTOR SHALL DETERMINE SUCH REQUIREMENTS FROM OTHER SERIES DRAWINGS, SUBCONTRACTORS, AND SUPPLIERS AND SHALL COORDINATE THE LOCATIONS AND DETAILS FOR THESE ITEMS PRIOR TO FABRICATION OR CONSTRUCTION OF THE STRUCTURE. ANY CONFLICTS BETWEEN THESE ITEMS AND THE BUILDING STRUCTURE SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT FOR RESOLUTION.
3. VERIFY, OR ESTABLISH, LOCATIONS AND DIMENSIONS OF ALL FRAMED OPENINGS RELATED TO EQUIPMENT OR DUCTWORK, INCLUDING INSULATION, IF ANY. WHERE SUBSTANTIAL RELOCATION OR RECONFIGURATION IS REQUIRED, SUBMIT A DRAWING TO THE ARCHITECT FOR REVIEW.
4. MATERIALS OR PRODUCTS SUBMITTED FOR APPROVAL WHICH ARE NOT AS SPECIFIED IN THE DOCUMENTS SHALL BE ACCOMPANIED BY A CURRENT ES REPORT (BY ICC EVALUATION SERVICE, INC.) OR ICBO REPORT (BY INTERNATIONAL CONFERENCE OF BUILDING OFFICIALS). MATERIALS OR PRODUCTS THAT DO NOT HAVE AN ES OR ICBO REPORT INDICATING THE SUBSTITUTED MATERIAL OR PRODUCT TO BE EQUAL TO THAT SPECIFIED, WILL NOT BE CONSIDERED.
GENERAL
1. DEAD LOADS INCLUDE THE WEIGHT OF THE STRUCTURAL COMPONENTS AND ALLOWANCES FOR PERMANENT PARTITIONS, PERMANENT FIXTURES, FINISHES, ROOFING, MECHANICAL, ELECTRICAL, PLUMBING AND FIRE PROTECTION MATERIALS SHOWN OR SPECIFIED.
2. LOADINGS FOR MECHANICAL ROOMS ARE BASED ON THE WEIGHTS OF ASSUMED EQUIPMENT,AS INDICATED ON THE MECHANICAL DRAWINGS (INCLUDING THE WEIGHT OF CONCRETE PADS, WHERE INDICATED). ANY CHANGES IN TYPE, SIZE, LOCATION OR NUMBER OF PIECES OF EQUIPMENT SHOULD BE REPORTED TO THE ARCHITECT FOR VERIFICATION OF THE ADEQUACY OF SUPPORTING MEMBERS PRIOR TO THE PLACEMENT OF SUCH EQUIPMENT.
3. DESIGN LIVE LOADING IS AS FOLLOWS: ROOF 20 PSF OFFICES (NOT INCLUDING NON-PERMANENT PARTITIONS) 50 PSF PARTITION ALLOWANCE IN OFFICE AND CLASSROOM AREAS 15 PSF PUBLIC CORRIDORS 100 PSF ALL SLABS-ON-GRADE 100 PSF PUBLIC ASSEMBLY AREAS (LIVE LOAD NOT REDUCIBLE): MECHANICAL ROOM (MIN.) 150 PSF
4. LIVE LOAD REDUCTIONS, WHERE PERMISSIBLE, ARE COMPUTED IN ACCORDANCE WITH THE BUILDING CODE.
5. DESIGN WIND LOADING IS AS FOLLOWS:
WIND DESIGN OPTION METHOD 2 - ANALYTICAL PROCEDURE
BASIC WIND SPEED (3-SECOND GUST) 120 MPH WIND RISK CATEGORY III EXPOSURE CATEGORY C INTERNAL PRESSURE COEFFICIENT +/- 0.18 LOW ROOF LOADS (NET-INCLUDING INTERNAL PRESSURE) INTERIOR ZONES-MORE THAN 7.5' FROM EDGE, HIP, (10 SQ.FT., 100 SQ.FT.)
OR RIDGE (ZONE 1) -26 PSF, -24 PSF END ZONES-WITHIN 7.5' OF EDGE, HIP,
OR RIDGE (ZONE 2) -44 PSF, -28 PSF CORNER ZONES-WITHIN 7.5' OF CORNER (ZONE 3) -65 PSF, -28 PSF CURT AINWALL DESIGN PRESSURE/SUCTION (10 SQ.FT., 100 SQ.FT.) INTERIOR ZONE (ZONE 4) +26/-28 PSF, +22/-24 PSF EXTERIOR ZONE (ZONE 5) +26/-35 PSF, +22/-27 PSF
HIGH ROOF LOADS (NET-INCLUDING INTERNAL PRESSURE) INTERIOR ZONES-MORE THAN 7.5' FROM EDGE, HIP, (10 SQ.FT., 100 SQ.FT.) OR RIDGES (ZONE 1) -28 PSF, -26 PSF END ZONES-WITHIN 7.5' OF EDGE, HIP, OR RIDGE (ZONE 2) -47 PSF, -31 PSF CORNER ZONES-WITHIN 15' OF CORNER (ZONE 3) -71 PSF, -31 PSF CURTAINWALL DESIGN PRESSURE/SUCTION (10 SQ.FT., 100 SQ.FT.) INTERIOR ZONE (ZONE 4) +28/-31 PSF, +24/-26 PSF EXTERIOR ZONE (ZONE 5) +28/-38 PSF, +24/29 PSF POSITIVE PRESSURE INDICATES PRESSURE TOWARD THE BUILDING INTERIOR PRESSURE ON STRUCTURAL ELEMENTS 10 PSF ON CANOPIES AND OVERHANGS ON OVERHANGS: COMBINE WALL AND ROOF PRESSURES AT APPLICABLE ZONES ON DETACHED RIGID CANOPIES (10 SQ.FT., 100 SQ.FT.) INTERIOR ZONE (MORE THAN 3' FROM EDGE +18/-17, +18/-17 PSF SECONDARY PERIMETER MORE THAN 3' FROM EDGE +27/-26, +18/-17 PSF PERIMETER, WITHIN 3' OF EDGE +36/-50, +18/-17 PSF
6. SEISMIC DESIGN DATA (IBC): SEISMIC IMPORTANCE FACTOR 1.25 OCCUPANCY CATEGORY III MAPPED SPECTRAL RESPONSE ACCELERATIONS, SS & S1 0.083/0.027 SITE CLASS D SPECTRAL RESPONSE COEFFICIENTS SDS /SD1 0.089/0.043 SEISMIC DESIGN CATEGORY A BASIC SEISMIC-FORCE-RESISTING SYSTEM ORDINARY C.B.F. DESIGN BASE SHEAR 30K SEISMIC RESPONSE COEFFICIENT, CS 0.010 RESPONSE MODIFICATION FACTOR, R 3.25 ANALYSIS PROCEDURE USED SDC-A DEFLECTION AMPLIFICATION FACTOR 3.25
7. SNOW LOADING (ASCE 7, SECTION 7): GROUND SNOW LOAD 5 PSF
8. STACKS OF MATERIALS OR OTHER CONSTRUCTION LOADS PLACED ON THE STRUCTURE SHALL NOT EXCEED THE STATED DESIGN LIVE LOAD FOR THE AREA AFFECTED UNLESS ADEQUATELY SHORED.
9. LOAD COMBINATIONS:
LRFD LOAD COMBINATIONS: A. 1.4(D+F) B. 1.2(D+F)+ 1.6 (L+H) + 0.5 (Lr or S or R) C. 1.2(D+F)+ 1.6 (Lr OR S OR R) + 1.6H + (0.5L or 0.5W) D. 1.2(D+F) + 1.0W + 0.5L + 1.6H + 0.5(Lr or S or R) E. 1.2(D+F) + 1.0E + 0.5L + 1.6H + 0.2S F. 0.9D + 1.0W = 1.6H G. 0.9(D+F) + 1.0E + 1.6H
ASD LOAD COMBINATIONS: A. D + F B. D + H + F + L C. D + H + F + (Lr OR S OR R) D. D + H + F + 0.75(L) + 0.75(Lr OR S OR R) E. D + H + F + (0.6W OR 0.7E) F. D + H + 0.75(0.6W) + 0.75L + 0.75(Lr OR S OR R) G. D + H + 0.75(0.7E) + 0.75L + 0.75S H. 0.6D + 0.6W + H I. 0.6(D + F) + 0.7E + H
DESIGNS LOADS
2. STRUCTURAL STEEL: AISC 360-10 "SPECIFICATIONS FOR STRUCTURAL STEEL BUILDINGS" AND AISC 341-10" SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS".
3. STRUCTURAL CONCRETE: "BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE (ACI 318-14). "THE AMERICAN CONCRETE INSTITUTE.
CODES & DESIGN SPECIFICATIONS 1
Copyright 1971-2017 RVK, INC. The record copy of this drawing is on file at the offices of RVK, Inc., 745 E. Mulberry, Suite 601, San Antonio, Texas
Project No.
o ra
te d
W W
W .D
A T
U M
E N
G IN
E E
R S
.C O
M | C
O R
E G
4 9 0
PORTIONS OF THIS DRAWING MAY NOT BE TO SCALE. THEREFORE, THIS DRAWING SHALL NOT BE SCALED. COPYRIGHT © 2017 DATUM ENGINEERS, INC.
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S-100
S-101 GENERAL NOTES
S-220 HIGH ROOF FRAMING PLAN
S-300 SPREAD FOOTING DETAILS 03-19-2018 2
S-301 SLAB-ON-GRADE DETAILS
S-400 TYPICAL STEEL DETAILS
S-401 TYPICAL STEEL DETAILS
S-403 TYPICAL STEEL DETAILS
S-500 BRACE ELEVATIONS AND DETAILS 05-23-2018 3
1
2
5" CONCRETE SLAB-ON-GRADE. SEE NOTES FOR SUBGRADE PREPARATIONS. SEE ARCH'L SPECIFICATIONS FOR VAPOR RETARDER.
W B
X 5
2¾"
2¾"
9'-4" 180'-8"
1'-5" 31'-5" 31'-8 1/2" 3'-7 1/2" 18'-2" 9'-8 3/4" 24'-1 1/4" 2'-11 1/2" 25'-6" 1'-6 1/2" 30'-0 1/2" 5 1/2"
1'-3 1/4" 5'-2"
W10X33, BP-5 F2, 1/S300a
W10X33, BP-7 F3, 1/S300a
W10X33, BP-5 F3, 1/S300a
W10X33, BP-7 F3, 1/S300a
W10X33, BP-7 F3, 1/S300a
W10X33, BP-5 F3, 1/S300a
HSS8X8X1/4, BP-4 F2, 1/S300a
W10X33, BP-5 F2, 1/S300a
F1, 5/S300
F1, 5/S300 F1, 5/S300 HSS5X5X1/4, BP-3 F1, 1/S300a
HSS5X5X1/4 F1, 5/S300
HSS5X5X1/4 F1, 5/S300
HSS5X5X1/4 F1, 5/S300
HSS5X5X1/4 F1, 5/S300
HSS5X5X1/4 F1, 5/S300
HSS5X5X1/4, BP-2 F3, 1/S300a
F.D.
F.D.
F.D.
1'-3" 9'-6" 31'-5" 27'-9" 3'-11 1/2" 11'-5 3/4" 20'-0 1/2" 12'-10 1/2" 12'-7" 13'-11" 11'-6 1/2" 31'-2 3/4" 9'-2 1/2" 1'-3"
A.0
2 "
VOLLEY BALL SLEEVE-SEE ARCH'L FOR LOCATIONS. SEE 13/S301 FOR REINFORCING
10
S-310
10
S-310
5
S-310
11
S-310
13
S-310
6
S-310
5
S-310
4
S-310
14
S-310
11
S-310
S-200
2
S-200
3
1 1 '-0
1 /2
1. NORTH ARROW
2. T.O.S.C. EL. = 100'-0" AT THIS LEVEL EXCEPT AS NOTED OTHERWISE ON THE PLAN. REFER ARCH'L FOR PLAN DIMS OF RECESSED AREAS.
3. SEE SHEET S100 FOR TYPICAL PLAN NOTES, SYMBOLS, ABBREVIATIONS AND TYPICIAL DETAIL SHEET LIST.
4. SEE SHEET S101 FOR GENERAL NOTES
1
E
5
BRICK LUG, SEE 1/S-310
SLAB DROP, SEE PLAN
Copyright 1971-2017 RVK, INC. The record copy of this drawing is on file at the offices of RVK, Inc., 745 E. Mulberry, Suite 601, San Antonio, Texas
Project No.
4 9 0
PORTIONS OF THIS DRAWING MAY NOT BE TO SCALE. THEREFORE, THIS DRAWING SHALL NOT BE SCALED. COPYRIGHT © 2017 DATUM ENGINEERS, INC.
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1" = 1'-0"
93'-6 3/4"
11'-4 7/8" 11'-5 3/4" 20'-0 1/2" 12'-10 1/2" 12'-7" 13'-11" 11'-3 1/8" 3 3/8" 31'-2 3/4" 9'-2 1/2"
T.O.S. EL. = 118'-0 1/2"
3 0 '-7
"
31'-5" 31'-8 1/2" 3'-7 1/2" 18'-2" 9'-8 3/4" 24'-1 1/4" 2'-11 1/2" 25'-6" 1'-6 1/2" 30'-0 1/2"
2 3/4"
0.1
7k W14X22 HIGH 11k 9k W16X31 HIGH 13k 10k W16X31 HIGH 10k
15k W18X35 19k 18k W16X31 16k 24k W18X46 18k
7 k
11k
W16X31
12k W16X26 13k 7k W12X14 6k 10k W18X35 9k
7k W14X22 8k7k W14X22 8k6k W14X22 6k
1 4
k W
1-1/2" METAL ROOF DECK
W 1 0 X
DSCU-2DSCU-1
S P
6'-0" 6'-0"
2'-11 3/4"
6'-0" 6'-0" 6'-0" 6'-0" 6'-0" 6'-0" 6'-0" 6'-0" 6'-0" 6'-0" 6'-0 1/8"
20K4 @ 6'-0" O.C. 66'-0"2
18/S-402______
3
HSS6X6X3/8
3
1. NORTH ARROW
2. SEE SHEET S100 FOR TYPICAL PLAN NOTES, SYMBOLS, ABBREVIATIONS AND TYPICIAL DETAIL SHEET LIST.
3. SEE SHEET S101 FOR GENERAL NOTES
Copyright 1971-2017 RVK, INC. The record copy of this drawing is on file at the offices of RVK, Inc., 745 E. Mulberry, Suite 601, San Antonio, Texas
Project No.
4 9 0
PORTIONS OF THIS DRAWING MAY NOT BE TO SCALE. THEREFORE, THIS DRAWING SHALL NOT BE SCALED. COPYRIGHT © 2017 DATUM ENGINEERS, INC.
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NOTES:
1. PROVIDE 8" MINIMUM BEARING EACH END FOR LOOSE STEEL LINTELS.
2. ONE ANGLE SHALL BE PROVIDED FOR EACH WYTHE OF BRICK.
3. LINTELS SHALL BE HOT DIP GALVANIZED.
4. LINTEL SIZE MUST COMPLY WITH MAXIMUM HEIGHT OF MASONRY ABOVE
LINTEL IF A VERTICAL CONTROL JOINT OR END OF WALL OCCURS ON ONE
SIDE OF THE OPENING.
5. REFER TO STRUCTURAL "FRAMED LINTEL SCHEDULE AND DETAIL" FOR
OPENINGS GREATER THAN 7'-0" WIDE.
6. NOTIFY STRUCTURAL ENGINEER IF CONDITIONS EXIST THAT DO NOT COMPLY
WITH THIS SCHEDULE.
L6x3 1/2 x
OF BRICK MAX. HT.
NOTES: 1. WELD TO BE 1/16" SMALLER THAN THICKNESS
OF PIPE OR TUBE (3/16" MIN.) 2. SEE DETAIL 7/S402 FOR BASE PLATE ELEVATION.
TYPICAL DETAIL
S E
E B
A S
E P
L A
T E
D E
T A
IL S
C H
E D
TYPICAL DETAIL
MARK ZYWV
BASE PLATE SCHEDULE
11"BP-1 11" 4" 4" 3/4" 4-3/4" DIA. x 1'-0" 2/S402
8 1/2"BP-2 11" 4-3/4" DIA. x 1'-0" 6/S402
7"BP-3 7" 9/S402
10"BP-4 10" 15/S402
NOTES: 1. USE BP-1 UNLESS NOTED OTHERWISE ON PLAN.
4-3/4" DIA. x 1'-0"
4-3/4" DIA. x 1'-0"
4-3/4" DIA. x 1'-0"
BP-8 3/S4026-3/4" DIA. x 1'-0"3/4"1'-3" 11" 4" 1 1/2"
PLAN
TYPICAL DETAIL
1 1/2"
V
NOTES:
1. WELD TO BE 1/16" SMALLER THAN THICKNESS OF PIPE OR TUBE (3/16" MIN.)
2. SEE DETAIL 7/S402 FOR BASE PLATE ELEVATION.
3"@HSS5x5 5"@HSS8x8
1" OR LESS
M IL
S C
H E
D U
L E
D N
.S . G
R O
U T
T S
C H
E D
NO SCALE
NOTE: CONTRACTOR SHALL INSTALL GROUT IMMEDIATELY AFTER THE COLUMN IS ERECTED AND LEVELED.
COLUMN, REFER TO SCHEDULE OR PLAN
BASE PLATE, REFER TO SCHEDULE
LEVELING NUTS OR STEEL SHIMS
ANCHOR BOLTS, REFER TO BASE PLATE SCHEDULE
TYPICAL DETAIL
3/4" DIA. BOLT, TYP.
FOUR HOLES ARE PERMISSIBLE IN THE CAP PLATE. ONLY TWO HOLES ARE PERMISSIBLE IN THE BEAM FLANGE.
BOTTOM FLANGE OF BEAM.
TYP.
3/16
NOTES:
1. SEE ROOF PLAN FOR ROOF SLOPE. SLOPE CAP PLATES ACCORDINGLY. 2. STIFFENER PLATE SHALL BE EQUAL IN THICKNESS TO THE COLUMN WALL THICKNESS OR BEAM WEB THICKNESS, WHICHEVER IS GREATER. 3. CONNECT INTERSECTING BEAMS TO STIFFENER PLATES USING BOLTS IN SINGLE SHEAR DESIGNED FOR ECCENTRIC BEAM REACTION.
STIFFENER PLATE EACH SIDE
1/16" SMALLER THAN BEAM WEB THICKNESS, 3/16" MINIMUM
2-3/4" DIA. BOLTS, STAGGERED ON EACH SIDE OF BEAM WEB
1/2" CAP PLATE CENTERED ON COLUMN AND BEAM
CAP PLATE - BOLTED CONNECTION
3"
TYP.
3/16
NOTES:
1. SEE ROOF PLAN FOR ROOF SLOPE. SLOPE CAP PLATES ACCORDINGLY.
2. STIFFENER PLATE SHALL BE EQUAL IN THICKNESS TO THE COLUMN WALL THICKNESS OR BEAM WEB THICKNESS, WHICHEVER IS GREATER.
3. CONNECT INTERSECTING BEAMS TO STIFFENER PLATES USING BOLTS IN SINGLE SHEAR DESIGNED FOR ECCENTRIC BEAM REACTION.
1/16" SMALLER THAN BEAM WEB THICKNESS, 3/16" MINIMUM
1/2" CAP PLATE CENTERED ON COLUMN AND
2-3/4" DIA. BOLTS
CAP PLATE - BOLTED CONNECTION
1/16" SMALLER THAN BEAM WEB THICKNESS, 3/16" MINIMUM
NOTES: 1. STIFFENER PLATE SHALL BE EQUAL IN THICKNESS TO THE COLUMN WALL THICKNESS OR BEAM THICKNESS, WHICHEVER IS GREATER.
2-3/4" DIA. BOLTS, STAGGERED ON EACH SIDE OF BEAM WEB
1/2" BASE PLATE CENTERED ON COLUMN AND BEAM
STIFFENER PLATE EACH SIDE
BASE PLATE - BOLTED CONNECTION
SEE GENERAL NOTES FOR CONNECTION OF METAL DECK TO WT
EXTEND WT THE NUMBER OF BAYS SHOWN ON PLAN
WT4x5 CONT. W/ WEB NOTCHED AT SUPPORTS
IF BRACE DOES NOT OCCUR AT TOP CHORD PANEL POINT, REINF. PER 7/S403.
NOTE: METAL DECK NOT SHOWN FOR CLARITY.
COLUMN BRACE
PL. 1/2x4x0'-6"
PLAN
1/4
NOTES:
1. WELD TO BE 1/16" SMALLER THAN THICKNESS OF TUBE. (3/16" MIN.) 2. SEE DETAILS 6/S300 AND 7/S402 FOR BASE PLATE ELEVATION.
BASE PLATE AT WIND BRACE
TYPICAL DETAIL
1 1
REQUIRED BY A.I.S.C. FOR THICKNESS OF BASE PLATE USED.
2. SEE DETAIL B/SWC-1 FOR BASE PLATE ELEVATION.
TYPICAL DETAIL
1 1
10"
REQUIRED BY A.I.S.C. FOR THICKNESS OF BASE PLATE USED.
2. SEE DETAIL B/SWC-1 FOR BASE PLATE ELEVATION.TYPICAL DETAIL
V
2 1/2"
L3x3x1/4
Copyright 1971-2017 RVK, INC. The record copy of this drawing is on file at the offices of RVK, Inc., 745 E. Mulberry, Suite 601, San Antonio, Texas
Project No.
4 9 0
PORTIONS OF THIS DRAWING MAY NOT BE TO SCALE. THEREFORE, THIS DRAWING SHALL NOT BE SCALED. COPYRIGHT © 2017 DATUM ENGINEERS, INC.
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NO SCALE 6 NO SCALE 7 NO SCALE 8
NO SCALE 11 NO SCALE 12 NO SCALE 13 NO SCALE 14
NO SCALE 3
2
E
STL. JOIST SEE PLAN
STL. JOISTS, SEE PLAN
SEE ARCH'L T.O.S. EL. = 111'-10"
l5X3X1/4 EA. SIDE, W/ 3/4" DIA BOLT CENTERED IN VERT L.S. HOLE
1 "
HSS 5x3x1/4 @ EA GIRT AND COLUMN AND ONE MID SPAN
BENT PL. 3x3x1/4 3
SEE PLAN
T.O.S.C. EL=
2 1
13
13
10
1 1/2"
STL. BM. SEE PLAN
STL. BM. SEE PLAN
T.O.S. EL. = 130'-1 1/2"
3/16
3"
Copyright 1971-2017 RVK, INC. The record copy of this drawing is on file at the offices of RVK, Inc., 745 E. Mulberry, Suite 601, San Antonio, Texas
Project No.
4 9 0
PORTIONS OF THIS DRAWING MAY NOT BE TO SCALE. THEREFORE, THIS DRAWING SHALL NOT BE SCALED. COPYRIGHT © 2017 DATUM ENGINEERS, INC.
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revision date
SEE PLAN FOR BEAM
1/2" GUSSET PLATE THRU SLOT IN CENTER OF COLUMN
SEE 20/S500 FOR CONN. OF TUBE TO GUSSET PLATE, TYP.
SEE WIND BRACE ELEVATION FOR TUBE SIZE, TYP.
TYPICAL DETAIL
1/2" STIFFENER PLATES
1/2" GUSSET PLATE
3/8" STIFFENER PLATE EA. SIDE
L3x3x1/4 DIAG. BRACE TO TOP CHORD OF ADJACENT BEAM OR JOIST
SEE ELEVATIONS
1/4 TYP.
1/2 " GUSSET
PLATE, TYP.
L3x3x1/4 DIAG. BRACE TO TOP CHORD OF ADJACENT BEAM OR JOIST
SEE ELEVATIONS
SEE ELEVATIONS
CENTER OF WIND BRACE
SEE PLAN FOR SCHEDULED BASE PL. INCREASE LENGTH AS REQUIRED TO ACCOMMODATE WIND BRACE
T.O.S.C. EL.
2#5 HAIRPINS X CENTERED ON ANCHOR BOLT GROUP
COL. SEE PLAN
TYPICAL DETAIL
2" MIN.
W.P.
5/16
TYPICAL DETAIL
SLOT GUSSET PLATE THRU COLUMN, TYP. AT ALL BRACE FRAME BEAMS
TYPICAL DETAIL
W.P.
SLOT PLATE TO RECEIVE RODS > 1" DIA.
FILLET WELDS (NOMINAL SIZE)
NOTES:
1. DESIGN WELDS TO CARRY MINIMUM BRACE FORCES SHOWN ON WB
2. ELEVATIONS ON S500. MINIMUM WELD LENGTHS TO BE 4" EA. SIDE.
3. USE FILLET WELDS FOR TUBES, WITH SPECIFIED LEG SIZE AND APPROPRIATE
EFFECTIVE THROAT.
4. WELDS SHALL BE BALANCED ABOUT THE CENTROID OF THE BASE.
5. USE DOUBLE-THREADED TURNBUCKLES WITH RODS TO BRING BRACE TO SNUG
CONDITION.
6. GUSSET PLATES DO NOT NEED TO BE SLOTTED FOR RODS 1" DIA. OR LESS.
TYPICAL DETAIL
T.O.S.C. EL. SEE PLAN
SEE PLAN
SEE PLAN
Copyright 1971-2017 RVK, INC. The record copy of this drawing is on file at the offices of RVK, Inc., 745 E. Mulberry, Suite 601, San Antonio, Texas
Project No.
4 9 0
PORTIONS OF THIS DRAWING MAY NOT BE TO SCALE. THEREFORE, THIS DRAWING SHALL NOT BE SCALED. COPYRIGHT © 2017 DATUM ENGINEERS, INC.
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NO SCALE 11 NO SCALE 12 NO SCALE 13 NO SCALE 14 NO SCALE 15
NO SCALE 16 NO SCALE 17 NO SCALE 18 NO SCALE 19 NO SCALE 20
1/8" = 1'-0"