GENERAL NOTES - Himmelman Construction · 2014. 6. 5. · general notes 1. general 2. governing building code: ibc 2009, denver 2011 ammendments, asce 7-05 3. live loads used in design

MINIMUMCEMENTCONTENT

SACKS/C.Y.

USE STRENGTHPSIAIR(1)

SLUMPIN

WATER/CEMENTRATIO

MAXAGGRSIZEIN

GENERAL NOTES1. GENERAL

2. GOVERNING BUILDING CODE: IBC 2009, DENVER 2011 AMMENDMENTS, ASCE 7-05

3. LIVE LOADS USED IN DESIGN

4. DISCOVERY AND FIELD VERIFICATION

5. STRUCTURAL STABILITY DURING CONSTRUCTION

6. SUBMITTALS

7. SPECIAL INSPECTIONS

8. FOUNDATIONS - FOOTINGS

9. SLAB-ON-GRADE

10. CONCRETE

11. CONCRETE MASONRY:

11. STRUCTURAL STEEL

12. METAL DECK

5.53000 0-23-40.58 1FOOTINGS

EXTERIOR FLATWORK 4500 5-72-40.457 0.75FOUNDATION WALLS 4000 5-72-40.486 1ALL OTHERS NOT IN CONTACT 3000 0-22-40.585.5 0.75

A. THESE NOTES SUPPLEMENT THE SPECIFICATIONS, WHICH SHALL BE REFERRED TO FOR ADDITIONAL REQUIREMENTS.

B. ARCHITECT'S APPROVAL MUST BE SECURED FOR ALL SUBSTITUTIONS.

C. CHECK ALL DIMENSIONS ON STRUCTURAL DRAWINGS AGAINST ARCHITECTURAL DRAWINGS.

D. VERIFY OPENINGS THROUGH FLOORS, ROOFS AND WALLS WITH ARCHITECTURAL, MECHANICAL, CIVIL AND ELECTRICAL REQUIREMENTS.

A. WIND PRESSURE PER ASCE 7-05 1.) BASIC WIND SPEED (3 SEC GUST)................................. 90 MPH 2.) WIND EXPOSURE CATEGORY............................................. B 3.) WIND DIRECTIONALITY FACTOR, Kd.................................. 0.85 4.) WIND TOPOGRAPHIC FACTOR, Kzt..................................... 1.0 5.) OCCUPANCY CATEGORY............................................... III

7.) INTERNAL PRESSURE COEFFICIENT, GCpi..................... +0.18, -0.18

B. ROOF 1.) GROUND SNOW LOAD, Pg.......................................... 25 PSF 2.) SNOW EXPOSURE FACTOR, Ce......................................... 1.0 3.) SNOW THERMAL FACTOR, Ct.......................................... 1.0 4.) SNOW IMPORTANCE FACTOR, Is....................................... 1.1 5.) MINIMUM FLAT ROOF SNOW LOAD, Pf................. 30 PSF (NOT REDUCED) 6.) ROOF LIVE LOAD (NON-SNOW)..................................... 20 PSF 7.) ROOF TOP OR SUSPENDED EQUIPMENT............................. AS NOTED

A. DURING CONSTRUCTION, THE CONTRACTOR MAY ENCOUNTER EXISTING CONDITIONS WHICH ARE NOT NOW KNOWN OR ARE AT VARIANCE WITH PROJECT DOCUMENTATION (DISCOVERY). SUCH CONDITIONS MAY INTERFERE WITH NEW CONSTRUCTION OR REQUIRE PROTECTION AND/OR SUPPORT OF EXISTING WORK DURING CONSTRUCTION, OR MAY CONSIST OF DAMAGE OR DETERIORATION TO STRUCTURAL MATERIALS OR COMPONENTS WHICH COULD JEOPARDIZE THE STRUCTURAL INTEGRITY OF THE BUILDING(S).

B. THE CONTRACTOR SHALL NOTIFY THE ENGINEER OF ALL DISCOVERIES HE BELIEVES MAY INTERFERE WITH PROPER EXECUTION OF THE WORK OR JEOPARDIZE THE STRUCTURAL INTEGRITY OF THE BUILDING(S) PRIOR TO PROCEEDING WITH WORK RELATED TO SUCH DISCOVERIES.

C. THE STRUCTURAL DOCUMENTS MAY SPECIFY DIMENSIONS, ELEVATIONS AND CONSTRUCTION CONDITIONS TO BE FIELD VERIFIED. THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR FIELD VERIFICATION OF ALL SPECIFIED CONDITIONS PRIOR TO PROCEEDING WITH THE CONSTRUCTION OR FABRICATION OF ANY STRUCTURAL COMPONENTS RELATED TO SUCH CONDITIONS. THIS FIELD VERIFICATION SHALL BE MADE IN A TIMELY MANNER SO AS TO CAUSE NO DELAYS IN EXECUTION OF THE WORK.

A. THE STRUCTURAL DRAWINGS ILLUSTRATE THE COMPLETED STRUCTURE WITH ALL ELEMENTS IN THEIR FINAL POSITIONS, PROPERLY SUPPORTED AND BRACED.

B. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL CONSTRUCTION MEANS AND METHODS.

C. THE CONTRACTOR, IN THE PROPER SEQUENCE, SHALL PROVIDE PROPER SHORING AND BRACING AS MAY BE REQUIRED DURING CONSTRUCTION TO ACHIEVE THE FINAL COMPLETED STRUCTURE.

D. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SITE SAFETY ISSUES AS MANDATED BY FEDERAL, STATE AND LOCAL LAWS AND REGULATIONS. THE CONTRACTOR SHALL EMPLOY A “COMPETENT PERSON” AS DEFINED IN OSHA REGULATIONS TO IDENTIFY SAFETY ISSUES. THE CONTRACTOR SHALL EMPLOY A “QUALIFIED PERSON” AS DEFINED IN OSHA REGULATIONS TO SPECIFY THE RESOLUTION OF SAFETY ISSUES.

E. THE STRUCTURAL STEEL FRAME IS "NON-SELF-SUPPORTING" PER AISC CODE OF STANDARD PRACTICE, 2005. TEMPORARY BRACING SHALL REMAIN IN PLACE UNTIL ALL FLOORS, WALLS, ROOF AND ANY OTHER SUPPORTING ELEMENTS ARE IN PLACE. THE STRUCTURAL DRAWINGS ILLUSTRATE THE COMPLETED STRUCTURE WITH ALL ELEMENTS IN THEIR FINAL POSITIONS, PROPERLY SUPPORTED AND BRACED.

F. THE CONTRACTOR SHALL BE RESPONSIBLE FOR IDENTIFYING AND SPECIFYING ANY MODIFICATIONS TO THE STRUCTURE REQUIRED FOR COMPLIANCE WITH OSHA REGULATIONS AND GENERALLY ACCEPTED PRINCIPLES OF CONSTRUCTION. THE CONTRACTOR SHALL PROPOSE ALL SUCH MODIFICATIONS TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW PRIOR TO CONSTRUCTION.

A. FURNISH ONE PRINT OF SHOP AND ERECTION DRAWINGS TO STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION. SUBMIT IN A TIMELY MANNER TO PERMIT 10 WORKING DAYS FOR REVIEW BY STRUCTURAL ENGINEER.

B. FURNISH ONE SET OF CONCRETE, GROUT AND MORTAR MIX DESIGNS INCLUDING STRENGTH TEST DATA AND MANUFACTURER'S LITERATURE ON ADMIXTURES FOR REVIEW BY STRUCTURAL ENGINEER NO LATER THAN 2 WEEKS PRIOR TO ON-SITE USE OF THESE MATERIALS.

C. GENERAL AND SUB-CONTRACTOR NOTES: 1.) THE GENERAL CONTRACTOR SHALL REVIEW ALL SUBMITTALS PRIOR TO SUBMITTAL FOR REVIEW BY THE STRUCTURAL ENGINEER IN ACCORDANCE WITH THE PROJECT SPECIFICATIONS. 2.) THE STRUCTURAL DRAWINGS SHALL NOT BE USED AS BACKGROUNDS FOR SHOP OR ERECTION DRAWINGS. DRAWINGS PREPARED IN THIS MANNER AND SUBMITTED FOR REVIEW TO THE STRUCTURAL ENGINEER WILL BE RETURNED REJECTED AND CONSIDERED AS NOT BEING IN CONFORMANCE WITH THE PROJECT SPECIFICATIONS.

A. SPECIAL INSPECTORS SHALL BE EMPLOYED BY THE OWNER TO INSPECT THE WORK DURING CONSTRUCTION AS DEFINED AND REQUIRED BY IBC CHAPTER 17. SPECIAL INSPECTIONS SHALL BE MADE OF THE FOLLOWING STRUCTURAL WORK: 1.) 1704.3 STEEL CONSTRUCTION 2.) 1704.4 CONCRETE CONSTRUCTION 3.) 1704.7 SOIL CONDITIONS

A. REFERENCE PROJECT SOILS REPORT PREPARED BY GROUND ENGINEERING, NUMBER 14-3551 DATED APRIL 8, 2014 FOR ADDITIONAL INFORMATION AND REQUIREMENTS.

B. BOTTOM OF FOUNDATION OR GRADE BEAM SHALL EXTEND A MINIMUM OF 24 INCHES BELOW ADJACENT FINAL GRADE.

C. ACTIVE LATERAL EARTH PRESSURE USED IN DESIGN: 47 PCF

D. AT-REST LATERAL EARTH PRESSURE USED IN DESIGN: 69 PCF

E. PASSIVE LATERAL EARTH PRESSURE USED IN DESIGN: 240 PCF

F. COEFFICIENT OF SLIDING FRICTION: 0.35

G. FOOTINGS SHALL BE PLACED ON COMPACTED STRUCTURAL FILL. THE CONTRACTOR SHALL REMOVE ANY LOOSE OR DISTURBED SOIL AND REPLACE WITH NON-EXPANSIVE STRUCTURAL FILL COMPACTED TO 98% STANDARD PROCTOR (ASTM D698) AS APPROVED BY THE SOILS ENGINEER.

H. TOTAL LOAD SOIL BEARING PRESSURE USED IN DESIGN: 2,500 PSF

A. THE SLAB-ON-GRADE SELECTED BY THE OWNER AT THE GROUND FLOOR LEVEL OF THIS BUILDING HAS SOME RISK OF MOVEMENT. REFERENCE THE PROJECT SOILS REPORT FOR SPECIFIC REQUIREMENTS.

B. THE PREPARATION OF THE SUBGRADE FOR THE SLAB-ON-GRADE SHALL BE IN STRICT ACCORDANCE WITH THE PROJECT SOILS REPORT REFERENCED ABOVE; THE CONTRACTOR SHALL DIRECT QUESTIONS REGARDING THE SUBGRADE PREPARATION REQUIREMENTS TO THE GEOTECHNICAL ENGINEER.

C. MOVEMENT OF THE SLAB-ON-GRADE MAY CAUSE DAMAGE TO ANYTHING CONNECTED TO BOTH THE SLAB AND OTHER PORTIONS OF THE SUPERSTRUCTURE. ISOLATION DETAILS FOR PARTITION WALLS, BASEBOARDS, PIPING, AND OTHER ITEMS MAY BE REQUIRED; REFER TO THE APPROPRIATE DRAWINGS OR CONSULT WITH THE RESPONSIBLE MEMBER OF THE DESIGN TEAM PRIOR TO CONNECTING ITEMS TO BOTH THE SLAB-ON-GRADE AND OTHER PORTIONS OF THE SUPERSTRUCTURE.

A. ALL CONCRETE SHALL BE NORMAL WEIGHT AGGREGATE UNLESS NOTED. CLEARLY IDENTIFY INTENDED USE FOR EACH MIX DESIGN SUBMITTED FOR APPROVAL. CONCRETE SHALL CONFORM TO THE FOLLOWING TABLE:

B. ALL CONCRETE IN CONTACT WITH SOILS SHALL USE TYPE I CEMENT.

C. SEE SPECIFICATIONS FOR ADDITIONAL DURABILITY REQUIREMENTS.

D. REINFORCING: MILD STEEL REINFORCING SHALL BE ASTM A615 WITH A MINIMUM YIELD STRENGTH 60 KSI, EXCEPT WHERE NOTED AS 40 KSI. ALL REINFORCING REQUIRING WELDING SHALL CONFORM TO ASTM A706. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185.

E. REINFORCEMENT PROTECTION 1.) CONCRETE PLACED AGAINST EARTH..................................... 3" 2.) CONCRETE PLACED IN FORMS BUT EXPOSED TO WEATHER OR EARTH: a. BARS #5 AND SMALLER....................................... 1-1/2" b. BARS #6 AND LARGER............................................ 2"

F. NO SPLICES OF REINFORCEMENT PERMITTED EXCEPT AS DETAILED OR AUTHORIZED BY STRUCTURAL ENGINEER. MAKE BARS CONTINUOUS AROUND CORNERS. WHERE PERMITTED, SPLICES MADE BY CONTACT LAPS, PER TABLE ON S-002.

G. DETAIL BARS IN ACCORDANCE WITH "ACI DETAILING MANUAL", PUBLICATION SP-66, AND "BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE," ACI 318, LATEST EDITIONS. PROVIDE DETAILS INDICATING REINFORCING CONTINUITY AT CONSTRUCTION JOINTS.

H. PROVIDE ACCESSORIES NECESSARY TO PROPERLY SUPPORT REINFORCING AT POSITIONS SHOWN ON PLANS AND DETAILS.

I. PLACE 2-#5 (1 EACH FACE) WITH 2'-0" PROJECTION AROUND OPENINGS IN CONCRETE; PLACE 1-#4 (IN TOPPING) WITH 2'-0" PROJECTION AROUND OPENINGS THROUGH FLOOR TOPPING SLABS, UNLESS NOTED.

J. PROVIDE SLEEVES FOR ALL PIPES PLACED THROUGH CONCRETE.

K. NO OPENINGS OTHER THAN THOSE SHOWN ON THE STRUCTURAL DRAWINGS SHALL BE PERMITTED UNLESS THE ARCHITECT'S AND STRUCTURAL ENGINEER'S APPROVAL IS SECURED PRIOR TO THE PLACEMENT OF REINFORCING STEEL.

L. ALL CONSTRUCTION JOINTS SHOWN ON THE DRAWINGS SHALL BE PREPARED BY ROUGHENING THE SURFACE OF THE CONCRETE SO THAT THE AGGREGATE SHALL BE EXPOSED UNIFORMLY, LEAVING NO LAITANCE, LOOSENED PARTICLES, OR DAMAGED CONCRETE. AS AN ALTERNATE, 2 X 4 CONTINUOUS KEYWAYS MAY BE USED FOR CONSTRUCTION JOINTS.

M. ENSURE HORIZONTAL CONTINUITY IN WALLS, FOOTINGS AND GRADE BEAMS BY PROVIDING CORNER BARS AT WALL CORNERS AND INTERSECTIONS. UNLESS DETAILED OTHERWISE, CORNER BARS SHALL MATCH SIZE AND SPACING OF HORIZONTAL REINFORCING AND EXTEND A MINIMUM OF 36 BAR DIAMETERS BEYOND THE CORNER.

N. PROVIDE STIRRUPS WITH 2-#4 TOP SUPPORT BARS FOR LENGTH OF STIRRUP SPACING WHERE TOP BARS NOT OTHERWISE PROVIDED.

O. WIRE FABRIC REINFORCEMENT: LAP ONE AND A HALF MESH WIDTHS AT SPLICES AND WIRE TOGETHER.

P. NO WELDING OF REINFORCING SHALL BE PERMITTED UNLESS SPECIFICALLY CALLED FOR OR APPROVED BY THE STRUCTURAL ENGINEER.

Q. DO NOT RE-BEND ANY BARS WITH A YIELD STRESS OF GREATER THAN 40 KSI.

A. CONCRETE MASONRY UNITS SHALL BE LAID PLUMB, TRUE TO LINE, WITH LEVEL COURSES ACCURATELY SPACED. FULL UNIT MORTAR BEDDING SHALL BE USED FOR THE FIRST JOINT AT THE TOP AND BOTTOM OF WALLS AND AT INTERMEDIATE BOND BEAMS. FACE SHELL MORTAR BEDDING MAY BE USED FOR INTERMEDIATE COURSES. ALL JOINTS SHALL BE 3/8" NOMINAL AND SHALL BE TOOLED SLIGHTLY CONCAVE, AFTER MORTAR HAS REACHED ITS INITIAL SET SO THAT MORTAR WILL BE THOROUGHLY COMPACTED AGAINST EDGE OF UNITS.

B. RUNNING BOND SHALL BE USED UNLESS OTHERWISE NOTED.

C. HOLLOW LOAD BEARING CONCRETE BLOCK SHALL BE 8" X 16" NOMINAL FACE SIZE WITH THICKNESS AS SHOWN ON THE DRAWINGS.

D. ALL BLOCK SHALL BE ASTM C90, GRADE N, TYPE 1 MOISTURE CONTROLLED, WITH 1900 PSI AVERAGE NET AREA COMPRESSIVE STRENGTH.

E. BLOCK WEIGHT CLASSIFICATION: LIGHTWEIGHT, UNLESS OTHERWISE NOTED.

F. ALL COMPLETED MASONRY WALLS SHALL DEVELOP 1500 PSI ULTIMATE COMPRESSIVE STRENGTH (f'm) IN 28 DAYS.

G. MORTAR SHALL CONFORM TO ASTM C270 TYPE S PORTLAND OR MORTAR CEMENT, WITH A MINIMUM COMPRESSIVE STRENGTH OF 1800 PSI.

H. GROUT SHALL CONFORM TO ASTM C476, WITH A MINIMUM COMPRESSIVE STRENGTH OF 2500 PSI.

I. REINFORCING BARS: DEFORMED BARS, MINIMUM YIELD STRENGTH 60 KSI.

J. EXCEPT WHERE OTHERWISE NOTED, HORIZONTAL REINFORCING FOR WALLS SHALL BE "DUR- O-WAL" LADDER TRUSS TYPE JOINT REINFORCING PLACED AT 16" CENTERS. PROVIDE PREFABRICATED CORNERS AND TEES AT ALL WALL CORNERS AND INTERSECTIONS. HORIZONTAL JOINT REINFORCING SHALL BE PLACED IN THE FIRST TWO BED JOINTS IMMEDIATELY ABOVE AND BELOW ALL OPENINGS, AND SHALL EXTEND A DISTANCE OF 24" BEYOND EITHER SIDE OF THE OPENING.

K. ALL ITEMS REQUIRED TO BE BUILT INTO MASONRY SHALL BE INSTALLED AS THE MASONRY WORK PROGRESSES. CUTTING AND FITTING OF MASONRY SHALL BE PERFORMED BY MASONRY MECHANICS USING MASONRY SAWS.

L. MASONRY WALLS SHALL BE TEMPORARILY SHORED AND BRACED UNTIL THE DESIGNED LATERAL SUPPORTS ARE INSTALLED.

M. LOW LIFT GROUTING: 1.) VERTICAL GROUT POUR SHALL NOT EXCEED 5'-0" IN HEIGHT. GROUT LIFTS MAY BE UP TO 5'-0" IN HEIGHT.

N. FILL BLOCK CELLS SOLIDLY WITH GROUT A DISTANCE OF 24" BENEATH AND 12" EACH SIDE OF BEAM REACTIONS OR OTHER CONCENTRATED LOADS WHERE REACTION SHOWN ON PLAN IS LESS THAN OR EQUAL TO 10k OR OMMITED. REFERENCE STANDARD MASONRY DETAILS SHEET FOR ALL OTHER CONDITIONS.

O. AT BOTTOM OF MASONRY WALL, PROVIDE DOWELS EMBEDDED INTO CAST-IN-PLACE CONCRETE OR WELDED TO STRUCTURAL STEEL SUPPORTS AT EACH VERTICAL REINFORCING BAR. DOWEL SIZE SHALL MATCH VERTICAL REINFORCEMENT.

P. PROVIDE ONE #5 VERTICAL, FULL HEIGHT, IN EACH OF TWO ADJACENT CELLS, EACH SIDE OF ALL OPENINGS, UNLESS OTHERWISE NOTED.

Q. GROUT ALL REINFORCED CELLS AND BOND BLOCKS FULL.

R. REFER TO DRAWINGS AND SPECIFICATIONS FOR REINFORCING AND OTHER REQUIREMENTS.

S. WHEN TEMPERATURES DROP BELOW 40 DEGREES FAHRENHEIT AT ANY TIME DURING MASONRY CONSTRUCTION OR CURING PERIOD, COLD WEATHER PROTECTION PROCEDURES PER PROJECT SPECIFICATIONS SHALL BE FOLLOWED.

A. STRUCTURAL STEEL: MINIMUM YIELD STRENGTH 50 KSI FOR WIDE FLANGES; 35 KSI (ASTM A53) FOR PIPES; 46 KSI FOR TUBES; 36 KSI ALL ELSE, UNLESS NOTED OTHERWISE.

B. ALL A325 BOLTS MAY BE INSTALLED SNUG TIGHT AS DEFINED BY AISC.

C. MINIMUM WELDS: AISC SPECIFICATION, NOT LESS THAN 3/16" FILLET, CONTINUOUS UNLESS OTHERWISE NOTED.

D. ALL GROOVE WELDS TO BE FULL PENETRATION UNLESS NOTED.

E. WELDERS: HAVE CURRENT EVIDENCE OF PASSING THE APPROPRIATE A.W.S. QUALIFICATION TESTS.

F. SEE ARCHITECTURAL DRAWINGS FOR NAILER HOLES; ATTACHMENTS, ETC.

G. STRUCTURAL STEEL SHALL BE DETAILED AND FABRICATED IN ACCORDANCE WITH THE AISC SPECIFICATIONS AND CODE OF STANDARD PRACTICE AND WITH OSHA REGULATIONS, LATEST EDITIONS.

H. STEEL MEMBERS EXPOSED TO VIEW SHALL BE CLASSIFIED AS ARCHITECTURALLY EXPOSED STRUCTURAL STEEL (AESS). AESS MEMBERS SHALL MEET SPECIFICATION REQUIREMENTS PER AISC CODE OF STANDARD PRACTICE, CHAPTER 10. ALL WELDS SHALL BE SMOOTH AND CONTINUOUS IN APPEARANCE. WHERE INTERMITTENT WELDS ARE SPECIFIED, PROVIDE AUTO BODY PUTTY FILLER ALONG JOINTS IN BETWEEN WELDS. ALL PLATES SHALL BE HIGH DEFINITION GAS CUT. GRIND ALL EXPOSED EDGES SMOOTH.

I. ALL RIGGING FOR SAFETY CABLES, LIFTING DEVICES AND TEMPORARY BRACING SHALL BE CONNECTED TO ANGLES, PLATES OR OTHER MEMBERS DESIGNED AND DETAILED BY THE STRUCTURAL STEEL SUPPLIER AND SHALL BE SHOP WELDED TO STRUCTURAL MEMBERS. DO NOT PROVIDE HOLES IN STRUCTURAL MEMBERS FOR THE CONNECTION OF RIGGING CABLES, LIFTING DEVICES AND TEMPORARY BRACING UNLESS SPECIFICALLY DETAILED ON THE STRUCTURAL DRAWINGS. CONTRACTOR SHALL BE RESPONSIBLE FOR THE REMOVAL OF ALL ADDED MEMBERS WHERE THEY INTERFERE WITH OTHER WORK OR ARE EXPOSED TO VIEW.

J. THE CONTRACTOR AND STRUCTURAL STEEL SUPPLIER SHALL ADD ALL NECESSARY BOLTS, ANCHOR BOLTS, STIFFENER PLATES, STABILIZER PLATES, BRIDGING, BRACING, BEARING SEATS, COLUMN SPLICES, CLOSURES FOR OPENINGS, ETC. AS REQUIRED FOR COMPLIANCE WITH OSHA REGULATIONS.

K. FIELD WELD ANY ELEMENT THAT CAN BE CONSIDERED A TRIP HAZARD AS DEFINED BY OSHA.

L. THE GENERAL CONTRACTOR AND STRUCTURAL STEEL SUPPLIER SHALL COORDINATE ALL WORK WITH THE STEEL JOIST AND JOIST GIRDER SUPPLIER.

A. GENERAL 1.) DECK SHALL BE MANUFACTURED STEEL WITH A MINIMUM YIELD STRENGTH OF 33 KSI. 2.) DECK SHALL BEAR A MINIMUM OF 1-1/2 INCHES AT SUPPORTS. 3.) ALL DECK SHALL BE GALVANIZED MANUFACTURER'S RECOMMENDATION AND SPECIFICATIONS. 4.) DECK UNITS SHALL BE INSTALLED 3 SPAN MINIMUM CONTINUOUS OVER SUPPORTS WHEREVER POSSIBLE.

B. ROOF DECK: 1.) NO PERMANENT SUSPENDED LOADS, OTHER THAN LAY-IN ACOUSTICAL TILE CEILING SYSTEMS, ARE TO BE SUPPORTED BY THE STEEL DECK. 2.) ATTACH DECK TO STRUCTURE AND ADJACENT DECK PANELS PER DETAILS SHOWN ELSEWHERE IN THE CONSTRUCTION DOCUMENTS. 3.) ENDLAPS SHALL BE A MINIMUM OF 2 INCHES. 4.) DECK SUPPLIER SHALL PROVIDE ALL ADDITIONAL FRAMING REQUIRED TO SUPPORT DECK AT OPENINGS THROUGH DECK NOT SHOWN ON THE DRAWINGS.

INTERIOR FLATWORK 3500 0-22-40.505.5 0.75

W/ SOIL

6.) WIND IMPORTANCE FACTOR, Iw...................................... 1.15

REI | STRUCTURAL1875 Lawrence, Suite 700Denver, CO 80202(303) 575-9510

SHEET:

OF:

DESIGNED BY:

DRAWN BY:

CHECKED BY:

DATE:

SCALE:

DENVER PUBLIC SCHOOLSDEPARTMENT OF

FACILITY MANAGEMENT

APPROVED CONTRACT DOCUMENT

DATE:

NO. DATE DESCRIPTION OF REVISION AUTHORITY MADE APPR'D.

DENVER, COSCHOOL DISTRICT NO. 1 SCHOOL NO. SITE NO.

DWG. NO.

DEPARTMENT OF FACILITY MANAGEMENTDENVER PUBLIC SCHOOLS

LARSON INCITTI ARCHITECTS1900 WAZEE ST. SUITE 1539

DENVER, CO 80202303-292-4304

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BradyText BoxISSUE FOR BID AND CONSTRUCTION

T.O.C.

VARI

ES

3" CLR @ DIRT FORMED

1 1/2" CLR @ FORMED SURFACE

PER MFR

BOLT CIRCLE

LIGHT POLE

BASE COVER

1" CHAMFER ~ TYP

24"ø PIER ~ (8) #5 VERT#3 TIES @ 12" O.C. MAX

2 15/1

6" C

LR

T.O. PAVING

B.O.P. PARTITION HT >______

#4x2'-0" DOWEL ~ SPACETO MATCH PRIMARY VERTWALL REINF ~ DRILL &GROUT 3" INTO (E)SLAB-ON-GRADE ~ TYP

(E) CONC SLAB-ON-GRADE

CMU PARTITION WALL ~RE: ARCH FOR THICKNESS& LOCATION ~ REINF W/#4 VERT @ 48" O.C.~ TYP U.N.O.

36 BAR ø LAP

36 BAR ø LAP

NOTES:1. CORNER BAR SIZE TO MATCH

PRIMARY HORIZ REINF

HOOK

STD

HOOK

STD

36 BAR ø LAP

HOOK

STD

36 B

AR ø

LAP

(E) FDNNEW FDN

(E) SLAB-ON-GRADE

(E) FDN WALL

#4x1'-10" DOWELS @ 24" O.C. ~DRILL 5/8"ø HOLE IN (E) CONC &EPOXY GROUT W/ HILTI HIT HY150

1'-4" 6"

EQEQ

RE: PLAN

T.O.W.

6"

CONCRETE REINFORCING LAP SPLICE LENGTH (CLASS B)BAR SIZE

f'c = 3000 PSI STD HOOKLENGTHOTHER BARSTOP BARS hbI I hbTOP BARS OTHER BARS

f'c = 4000 PSI f'c = 5000 PSI

OTHER BARSTOP BARS hbI

I

CRITICALSECTION

6.

#11

#10

#9

#8

#7

#6

#5

#4

#3

1137 29

131

118

105

93

81

56

47

101

91

81

31

28

25

72

63

43

36

22

20

17

14

28 22 9

29102533

113

91

102

87

70

79

71

81

41

49

54

62

31

37

27

22

25

102

81

92

17

19

12

15

63

72

36

43

24 19 8 22

8923

78

62

70

24

20

22

49

56

28

34

15

17

11

13

24

19

22

14

16

10

12

17 7 6

NOTES:1. DEVELOPMENT LENGTHS ARE BASED ON 2005 ACI 318.2. TABLE IS FOR NON-EPOXY COATED REBAR WITH Fy=60 ksi IN NORMAL WEIGHT CONCRETE ONLY.3. VALUES SHOWN IN INCHES REQUIRE CLEAR SPACING OF BARS BEING DEVELOPED OR SPLICED NOT LESS THAN db, CLEAR COVER NOT LESS THAN db, AND

STIRRUPS OR TIES THROUGHOUT THE SPLICE LENGTH NOT LESS THAN THE CODE MINIMUM OR CLEAR SPACING OF BARS BEING DEVELOPED OR SPLICED NOTLESS THAN 2db AND CLEAR COVER NOT LESS THAN db.

4. DEVELOPMENT LENGTH (ld) = LAP SPLICE LENGTH DIVIDED BY 1.3.5. TOP BARS ARE HORIZONTAL REINFORCING SO PLACED THAT MORE THAN 12" OF FRESH CONCRETE IS CAST IN THE MEMBER BELOW THE SPLICE.

7. WELDED OR MECHANICALLY CONNECTED SPLICES MAY BE USED AT CONTRATORS OPTION. THESE CONNECTIONS SHALL DEVELOP ATLEAST 125% OF SPECIFIEDYIELD STRENGTH OF THE BAR. NOT MORE THAN ALTERNATE BARS IN EACH LAYER MAY BE SPLICED AT A SECTION & SPLICES SHALL BE STAGGERED ATLEAST 24" O.C. ALONG THE LENGTH OF THE BAR.

hb

5 1/4"STD HOOK

LENGTH

MINIMUM FINISHEDBEND DIAMETER

(ø)BARSIZE

BARSIZE

MINIMUM FINISHEDBEND DIAMETER

(ø)

STIRRUPS & TIESPRIMARY REINFORCEMENT

bb

4db

b6d

#3 - #5

#6 - #8

#14 & #18

#9 - #11

#3 - #8

8db

b6d

10db

135°

3" MIN

6db

dbDI

AMET

ERBE

ND

DIAM

ETER

BEND

db

12d

@ #6

-#8

6d @

#3-#

5

DIAM

ETER

BEND

db

12db

db

DIAM

ETER

BEND

2 1/2" MIN

4db

ANCHOR BOLT SCHEDULE

TYPE I

PLATE WASHERS

DIAMETER

TYPE II

BOLTDIAMETER

(ø)

MINIMUMEMBEDMENT

(16 ø)HOOK

LENGTH THICKNESS(t)

0" 0"

1/2"2 1/2"

NOTES:1. ANCHOR BOLT STEEL GRADE SHALL BE ASTM F1554 GRADE 36 UNLESS NOTED

OTHERWISE IN COLUMN BASE PLATE SCHEDULE.2. REDUCE ANCHOR BOLT EMBEDMENT AS REQUIRED TO SATISFY MINIMUM CONCRETE

COVER AT BOTTOM OF FOOTINGS, ETC. ~ REFER TO GENERAL NOTES FORADDITIONAL INFORMATION.

3. THIS TABLE APPLIES ONLY TO ANCHOR BOLTS EMBEDDED IN STRUCTURALCONCRETE.

4. ALL ANCHOR BOLTS WITH EXTERIOR OR BELOW GRADE EXPOSURE SHALL BE HOT-DIPGALVANIZED.

1 1/4" 20" 8" 2 1/2" 1/2"

STANDARD WASHER

HEAVY HEX NUT

PL WASHER ~RE: SCHEDULE

HEAVY HEX NUT ORSTANDARD BOLT HEAD

3/4"

5/8"

1"

7/8" 14"

12"

10"

16"

6"

5"

3"

7"

2"

2"

2"

1/2"

1/2"

1/2"

T.O.C.

THD

(=16

ø M

IN)

EMBE

DPR

OJ

"

THD

(=16

ø M

IN)

EMBE

DPR

OJ

"

3"ø

RE: SCHED

HOOKLENGTH

t

ø/2 3/16(3) SIDES


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68

3/4" = 1'-0"S0.02A SITE LIGHT POLE FDN

NO SCALES0.02B MASONRY PARTITION @ (E) SLAB-ON-GRADE

NO SCALES0.02C CORNER BAR DETAILS

3/4" = 1'-0"S0.02D NEW FDN CONN @ (E) FDN

NO SCALES0.02E CONC REINF LAP SPLICE SCHEDULE

NO SCALES0.02F STANDARD HOOK DETAILS

NO SCALES0.02G ANCHOR BOLT SCHEDULE


CMU BEYOND

PHASE #4:WELD, COOL, RELEASE CLAMPSPHASE #3:

CLAMP VERTICAL LEGS TIGHTTO CMU WALL DURING WELDINGAND COOLING

PHASE #2:SAW CUT TOP OF OPENING ONINTERIOR SIDE OF CMU WALL.INSTALL ANGLE, PROVIDING4" BEARING @ EA END.

L4x4x1/4" ON EA SIDE OF WALL

PHASE #1:SAW CUT TOP OF OPENING ONEXTERIOR SIDE OF CMU WALL.INSTALL ANGLE, PROVIDING4" BEARING @ EA END.

2-12

PHASE #2:SAWCUT JAMBS AND SILLSTO ALLOW FOR NEW OPENING~ REMOVE CMU

ORIGINAL OPNG

(E) CMU WALL

PHASE #1INSTALL STEEL ANGLES @TOP OF OPENING

PHASE #3:GROUT ALL OPEN CELLS FULLAT JAMBS AND SILLS

NEW OPENING

NEW

OPE

NING

_______AS0.03

4

NEW CMU

(E) CMU WALL

NEW STEEL LINTEL

(1) #5 VERT @ EDGE OFNEW OPENING

#5x @ 16" O.C.

EPOXY 6" MIN INTO (E)CMU WALL

(1) #5 VERT ~ FULLHT OF ORIGINAL OPNG~ NOT REQ'D IF "D" ISLESS THAN 1'-0"

NEW OPNG

ORIGINAL OPENING

ORIG

INAL

OPE

NING

"D"

_______AS0.03

CONCRETE MASONRY WALL CONSTRUCTION NOTES:

2. WHERE ONE BAR IS SPECIFIED IN A SINGLE CELL, THE BAR SHALL BE CENTERED.3. WHERE VERTICAL BARS EACH FACE ARE SPECIFIED IN A SINGLE CELL, PLACE ONE BAR ADJACENT TO EACH FACE WITH 2 1/2" BETWEEN THE BAR AND THE MASONRY UNIT THUS:

WHERE TWO HORIZONTAL BARS ARE SPECIFIED IN A SINGLE BOND BEAM, PLACE THE BARS IN A HORIZONTAL PLANE, ONE BAR ADJACENT TO EACH FACE WITH 2 1/2" CLEAR BETWEEN THE BAR AND THE MASONRY THUS:

WHERE PLACEMENT OF TWO HORIZONTAL BARS IN A BOND BEAM INTERFERES WITH THE PLACEMENT OF TWO VERTICAL BARS IN A SINGLE CMU CELL, THE HORIZONTAL BARS SHALL BE MOVED TO THE INSIDE OF THE VERTICAL BARS SO THAT THE SPECIFIED PLACEMENT OF THE VERTICAL BARS IS MAINTAINED THUS:

4. SUPPORT VERTICAL BARS IN POSITION AT INTERVALS NOT EXCEEDING 192 BAR DIAMETERS AND AT BOTTOM OF EACH GROUT POUR.

5. OPENINGS IN NEW CONCRETE MASONRY WALLS SHALL BE CONSTRUCTED USING CMU LINTELS ONLY ~ TYPICAL UNLESS NOTED OTHERWISE.

6. THE GROUTING AND VERTICAL REINFORCEMENT SPECIFIED IN THIS SCHEDULE SHALL EXTEND THE FULL HEIGHT OF THE WALL UNLESS NOTED OTHERWISE. ALL REINFORCEMENT AND GROUT SHALL BE PLACED IN CONFORMANCE WITH IBC 2009. PROVIDE ADDITIONAL VERTICAL BARS IN THE WALL AT ALL CORNERS, ENDS OF WALLS, EACH SIDE OF OPENINGS, AND EACH SIDE OF EACH CONTROL JOINT AND EXPANSION JOINT UNLESS NOTED OTHERWISE.

7. UNLESS NOTED OTHERWISE, BOND BEAMS SHALL BE REINFORCED WITH (2) #4 BARS. ALL BOND BEAM REINFORCING SHALL BE CONTINUOUS AROUND CORNERS, INTERSECTIONS AND ACROSS CONTROL JOINTS.

8. ALL WALLS SHALL HAVE CONTINUOUS BOND BEAMS AT TOP OF WALLS, JOIST BEARING ELEVATIONS, ROOF DECK BEARING ELEVATIONS, AND AT HEADS AND SILLS OF WINDOWS, DOORS AND OTHER OPENINGS. EXTEND BOND BEAMS AT HEADS AND SILLS OF ALL OPENINGS 2'-0" BEYOND JAMB UNLESS NOTED OTHERWISE. OTHER BOND BEAMS ARE NOTED ON PLANS, IN THE DETAILS AND IN THE CMU BEAM AND LINTEL SCHEDULES. BOND BEAMS AT JOIST BEARING ELEVATIONS SHALL BE CONTINUOUS ACROSS CONTROL JOINTS.

9. ALL WALLS SHOWN ON THE STRUCTURAL DRAWINGS SHALL BE CONSTRUCTED IN RUNNING BOND, INCLUDING TRANSITIONS FROM ONE WALL THICKNESS TO ANOTHER, INTERSECTING WALLS, EXCEPT WHERE NOTED OTHERWISE.

10. SEE THE MASONRY BEAM SCHEDULE AND THE LINTEL SCHEDULE ON THIS SHEET FOR ADDITIONAL REQUIREMENTS. SEE THE GENERAL NOTES ON SHEET S0.01 FOR ADDITIONAL REQUIREMENTS.

11. MASONRY REINFORCING STEEL SHOP DRAWINGS SHALL INCLUDE ELEVATIONS OF ALL WALLS SHOWING THE SPECIFIED HORIZONTAL AND VERTICAL REINFORCING.

12. RE: PLAN, DETAILS AND GENERAL NOTES FOR ADDITIONAL WALL REINFORCING & GROUTING REQUIREMENTS NOT COVERED IN THESE NOTES.

SEE PLAN FORWALL THICKNESS


2 1/2"

CLR

2 1/2"

CLR


2 1/2"

CLR

2 1/2"

CLR

WALL INTERSECTION - VERTICALS WALL CORNER - VERTICALS

BEAM BEARING - VERTICALSJAMB - VERTICALS

END OF WALL - VERTICALS

TYPICAL SILL

TYPICAL CMU - VERTICALS

WALL ABOVE OPENING

PROVIDE SOLID CMU BLOCK@ TOP OF SILL ~ TYP

RE: DETAILS FOR REINFRE: DETAILS FOR REINF

(2) #4x CONT ~ TYP ~(1) #4x CONT @ 6" CMU

RE: DETAILS FOR REINF

RE: DETAILS FOR REINFRE: DETAILS FOR REINF

RE: ARCH

M.O. ~ GROUT SOLID (2) CELLSMIN @ BEAM BRG

2 1/2"

CLR

2 1/2"

CLR

EQEQ

RE: ARCH

T.O.W.

8" CMU LINTEL SCHEDULEBOND BEAM

HEIGHTOPENING

WIDTH REINFORCINGBEARING

EACH END

PRIMARY WALL VERT REINF

#4x @ 16" O.C.2'-0

"

6"

NOTES:1. EXTEND MASONRY WALL VERT REINFORCING CONTINUOUS THRU END OF LINTEL.

(2) #416"OVER 5'-6"TO 7'-6"

--

- - -

-

5'-6"OR LESS

8" (2) #4

8"

-

-

8"

NOMINAL

8"

8"

1'-4"

2'-0"

FULL HEIGHT PARTITION

8" DEEP BOND BEAM W/ (2)#4x CONT ~ TYP @ TOPOF PARTITION WALL

L8x4x1/2x2'-0" EA SIDE@ 8'-0" O.C. MAX ~CENTER ON JOIST

TYP

1" C

LR

PARTIAL HEIGHT PARTITION

L3x3x1/4 @ 8'-0" O.C.

CLEAR INSIDE WIDTH =ACTUAL WALL THICKNESS+ 1/8"

L2x2x1/4 BRACE @ 8'-0" O.C.~ TYP

BENT PL1/4"x x0'-8"TYP

L3x3x1/4x0'-6"

5"

TYP

2TYP EA END

TYP

.1" CLR ASINSTALLED

4" C

LR M

IN ~

TYP

TOP,

BOT

AND

SIDE

S

ANCHOR BOLT, EXP ANCHOR ORHEADED ANCHOR STUD (HAS)

OPENINGWIDTH LINTEL SIZE

BEARINGEACH END

LOOSE LINTEL SCHEDULE

NOTE:1. PROVIDE ONE ANGLE FOR EACH 4" OR LESS THICKNESS OF MASONRY.2. WHERE W SECTIONS ARE USED, THE CONTINUOUS BOTTOM PLATE SHALL BE 1/2" LESS

IN WIDTH THAN THE WALL THICKNESS.3. FOR OPENING WIDTHS GREATER THAN 6'-3", PROVIDE SOLID GROUTED OR SOLID

MASONRY JAMB UNDER EACH END OF LINTEL.4. FOR OPENING WIDTHS GREATER THAN 9'-6", PROVIDE (2) 5/8"ø x 1'-6" ANCHOR

BOLTS AT EACH END OF BEAM. SLOT HOLES 2" AT EACH END OF BEAM.

5'-3" OR LESS L3 1/2x3 1/2x1/4 6"

6"

6"

8"

8"

L4x3 1/2x1/4 (LLV)

L5x3 1/2x1/4 (LLV) ORW6x9 W/ BOTTOM PL1/4"x CONT

L6x3 1/2x5/16 (LLV) ORW8x10 W/ BOTTOM PL1/4"x CONT

W8x15 W/ BOTTOM PL1/4"x CONT

RE: PLAN

OVER5'-3" TO 7'-0"

OVER7'-0" TO 8'-0"

OVER8'-0" TO 9'-6"

OVER9'-0" TO 10'-6"

OVER 10'-6"

(E) O

PENI

NG

8"2'-

0" ~

TYP

8" M

AX

8" 2'-0" MAX 8"

(E) OPENING

INFILL TO MATCH (E)CONSTRUCTION

(E) LINTEL

#4 DOWELS x16" ~ DRILL& EPOXY GROUT 6" @CENTER OF (E) MASONRY

8"

(E) 4" LT WT BLOCK(E) 4" FACE BRICK

(E) DUROWALL @ 16" O.C.

PARTIAL HEIGHT PARTITION

CLEAR INSIDE WIDTH =ACTUAL WALL THICKNESS+ 1/8"

L2x2x1/4 BRACE @ 8'-0" O.C.~ TYP

BENT PL1/4"x x0'-8"TYP

L3x3x1/4x0'-6"

5"

TYP

.1" CLR ASINSTALLED

3/16 22 MAX

1

(2) L5x5x1/4 @ KICKERS W/1/2"ø x3" HILTI KWIK BOLT 2EXP ANCHORS @ 4'-0" O.C.INTO (E) SLAB


SHEET:

OF:

DESIGNED BY:

DRAWN BY:

CHECKED BY:

DATE:

SCALE:


FACILITY MANAGEMENT


DATE:



DWG. NO.



DENVER, CO 80202303-292-4304

#


122

1001 1001

S0.03


SHBR06/02/14

TYPICAL DETAILS -MASONRY

1001

- 20

80 -

RE/

RI -

S0.

03

69

3/4" = 1'-0"S0.03A NEW OPENING @ (E) 8" MASONRY

3/4" = 1'-0"S0.03B INCREASED OPENING @ (E) 8"MASONRY

3/4" = 1'-0"S0.03C REDUCED OPENING SIZE @ (E) 8" MASONRY

3/4" = 1'-0"S0.03D CONCRETE MASONRY WALL CONSTRUCTION NOTES

3/4" = 1'-0"S0.03E TYP MASONRY REINFORCING

3/4" = 1'-0"S0.03F 8" CMU LINTEL SCHEDULE

3/4" = 1'-0"S0.03G MASONRY PARTITION SUPPORT

3/4" = 1'-0"S0.03H MASONRY PARTITION SUPPORT

3/4" = 1'-0"S0.03J MIN GROUT CLEARANCE @ ANCHORS

3/4" = 1'-0"S0.03K LOOSE LINTEL SCHEDULE

3/4" = 1'-0"S0.03L INFILL OPENING @ (E) 8" MASONRY

1 1/2" = 1'-0"S0.03M (E) EXTERIOR WALL COMPOSITION

3/4" = 1'-0"S0.03N MASONRY PARTITION @ (E) SLAB


1 1/2"

3 1/4"

3 1/4"

1 1/2"

1 1/2" 3 1/4" 3 1/4" 1 1/2"

PL3/4"x9 1/2"x9 1/2"W/ (4) 3/4"ø A.B.

BP-1

UP

DOWN

TREAD TREAD 2"

_______AS0.04

CENTER STRINGER UP

DOGLEG STRINGER UP

VARI

ES

DOGLEG STRINGER UP

DOGLEG STRINGER DOWN

CENTER STRINGER DOWN

CENTER STRINGER UP

2 1/2" CONC SLAB ON 12GALANDING PL (Fy = 50 KSI) W/6x6-W2.1xW2.1 W.W.F. @MID DEPTH ~ TYP LANDING

12" C

HANN

EL

L5x3

x1/4

(LLV

) @ 2'

-0" O

.C. M

AX

L2 1/2x2 1/2x1/4 DECK PLSUPPORT (3) SIDES

12" C

HANN

EL (L

OW)



VARI

ES

_______BS0.04

_______CS0.04

UP

DOWN

TREAD

2 1/2" CONC SLAB ON 12GALANDING PL (Fy = 50 KSI) W/6x6-W2.1xW2.1 W.W.F. @MID DEPTH ~ TYP LANDING

_______AS0.04

DOGLEG STRINGER UP



CENTER STRINGER UP

CENTER STRINGER UP

DOGLEG STRINGER UP

VARI

ES

2"

12" C

HANN

EL

L5x3

x1/4

(LLV

) @ 2'

-0" O

.C. M

AX

L2 1/2x2 1/2x1/4 DECK PLSUPPORT (3) SIDES

12" C

HANN

EL (L

OW)



VARI

ES

_______BS0.04

_______CS0.04

12" CHANNEL STRINGER

12GA TREAD/RISER ~ WELDTO STRINGERS OR USEWELDED CLIP ANGLES

GUARDRAIL

BALUSTER

NOSING

LINE

RE: ARCH

1/8

TREAD

2" T

READ

RISE

1 1/2"

DOGLEG STRINGER

LANDING EDGE BEAM

(2) 5/8"ø SLEEVE ANCHORSx4" EMBED HILTI HLC

FS0.04

~_______________________1 1/2"ø STD PIPE POST @3'-0" O.C. MAX

MC12 STRINGER W/ 1/4" WEBSTIFFENER @ EA GUARDRAIL POST

3/16

CJP ~ TYP (3)SIDES

12" STRINGER

4"RISE

RRI

SER

TREAD 1"

1/4" BOTTOM PL

1 1/2"

3"

1 1/2"

1"

3/16

DOGLEG STRINGER

LANDING EDGE BEAM

L4x3x1/4x0'-6" (LLV)

1/4" CLR

PLAN @ CMU WALL

6" TRIMMER STUDFOR SILL

PL 16GA EA SIDEW/ (6) SCREWSAS SHOWN

KING STUDS

CONT TRACKOVER TRIMMER

FRAMING @ HEAD "SIM"

SCREW EA STUD TOTRACK ~ TYP CONC OR STEEL SUPPORT

FASTEN TRACK TO CONCW/ 5/32"ø POWER DRIVENFASTENERS @ 16" O.C. PLUS(2) @ EA JAMB ~ SELECTPIN TYPE MATCHED TO SUPPORTMATERIAL ~ 1 1/8" MIN EMBED

NOTE:DETAIL ALSO APPLIES WHERE STUDWALL FRAMES TIGHT TO UNDERSIDEOF STRUCTURAL STEEL SUPPORT

1 1/2x1 1/2x16GA CLIP ANGLEW/ (2) SCREWS TO EA STUD

TRACK 14GA x CONT

1 1/2"-16GA U CHANNEL BRIDGINGIN UPPERMOST PUNCHED OPENINGW/ (2) SCREWS TO CLIP ANGLE

DO NOT FASTENSHEATHING TOTRACK

1" M

IN C

LRU.

N.O.

~ (3"

MIN

) U.N

.O.

CLR

DIME

NSIO

N +2

"RE: DETAILS FOR REQUIREDLOCATIONS OF SLIP HEADS

BRIDGING ALTERNATE: CONTINUOSSTRAP ON BOTH SIDES OF WALLSCREWED TO EA STUD


SHEET:

OF:

DESIGNED BY:

DRAWN BY:

CHECKED BY:

DATE:

SCALE:


FACILITY MANAGEMENT


DATE:



DWG. NO.



DENVER, CO 80202303-292-4304

#


122

1001 1001

S0.04


SHBR06/02/14

TYPICAL DETAILS - STEEL

1001

- 20

80 -

RE/

RI -

S0.

04

70

1 1/2" = 1'-0"S0.04G BASE PLATES

3/4" = 1'-0"S0.041 TYP STAIR FRAMING - ALIGNED TREADS

3/4" = 1'-0"S0.042 TYP STAIR FRAMING - OFFSET TREADS

3/4" = 1'-0"S0.04A TYPICAL STAIR CONSTRUCTION

1 1/2" = 1'-0"S0.04B DOGLEG STRINGER CONN @ LANDING

3/4" = 1'-0"S0.04C STAIR STRINGER

1 1/2" = 1'-0"S0.04D DOGLEG STRINGER CONN

3/4" = 1'-0"S0.04E STAIR STRINGER @ SLAB-ON-GRADE

1 1/2" = 1'-0"S0.04F DOGLEG STRINGER SUPPORT @ LANDING

NO SCALES0.04H SILL/JAMB CONN @ OPNGS

NO SCALES0.04J TYP STUD WALL TRACK CONN

NO SCALES0.04K SLIP HEAD CONN


2

2

B B

3

3

4

4

5

5

6

6

7

7

8

8

9

9

10

10

11

11

12

12

C C

D D

A.5 A.5

D.5 D.5

GH

2.8 3.3 3.6 4.1 4.4

S4.01

A

19'-11" 20'-0" 20'-0" 25'-0" 25'-0" 25'-0" 25'-0" 25'-0" 25'-0" 25'-0" 8'-0"

13'-2

3/8"

12'-9

11/16

"25

'-0"

25'-0

"12

'-9 11

/16"

12'-2

3/8"

1'-0"

1'-11

1/2"

6'-8"

13'-2

3/8"

12'-9

11/16

"25

'-0"

25'-0

"12

'-9 11

/16"

12'-2

3/8"

1'-0"

19'-11" 17'-5 13/16" 2'-6 3/16" 5'-5 13/16" 8'-0" 6'-6 3/16"1'-5 13/16"

8'-0" 15'-6 3/16" 25'-0" 25'-0" 25'-0" 25'-0" 25'-0" 25'-0" 8'-0"

S4.01

F

BS5.01

_______________________

S4.01

H

CS5.01

_______________________

AS5.01

_______________________

BS4.04

_______________________

LS4.01

_______________________

T.O.C.

102'-4"

T.O.C.101'-11 1/4"

DOW

N

DOWN

DS5.01

_______________________

GS5.01

_______________________

GS5.01

+_______________________

GS5.01

+_______________________

S4.02

A

S4.02 B S4.02C

1S4.04

_______________________

ES5.01

_______________________FS5.01

_______________________

ES5.01

+_______________________SIM

FS5.01

+_______________________SIM

HATCH INDICATESINFILL SLAB

_______S1.01

A

HSS4x

4x1/4

HSS4x

4x1/4

HSS4x

4x1/4

7'-0 5

/8"7'-

0 5/8"

C4x4.

5C4

x4.5

C4x4.

5C4

x4.5

1

1

A A

E EF F

3'-3 7

/8"

2'-4"

8'-0"

4'-8"

8'-0"

2'-0"

8'-9"

10"

HSS4x

4x1/4

HSS4x

4x1/4

C4x4.

5

C4x4.

5

HSS6x

4x1/4

HSS6x

4x1/4

T.O.C.97'-0"

T.O.C.97'-0"

T.O.C.97'-0"

T.O.C.100'-0"

T.O.C.100'-0"

2'-3 1/2" 6'-8" 16'-0 1/2" 8'-6" 8'-0" 8'-6" 7'-7" 9'-9 3/4" 7'-7 1/4"

13'-7 1/2" 9'-9"

1'-7 1/2"

HSS6x

4x1/4

HSS6x

4x1/4

HSS6x

4x1/4

HSS6x

4x1/4

HSS6x

4x1/4

HSS6x

4x1/4

HSS6x

4x1/4

HSS6x

4x1/4

HSS6x

4x1/4

HSS6x

4x1/4

HSS6x

4x1/4

HSS6x

4x1/4

HSS6x

4x1/4

HSS6x

4x1/4

HSS6x

4x1/4

HSS6x

4x1/4

HSS6x

4x1/4

HSS6x

4x1/4

HSS6x

4x1/4

HSS6x

4x1/4

1'-7 1/2"

9'-9" 2'-3" 9'-9"

1'-7 1/2" 1'-7 1/2"

9'-9" 2'-3" 9'-9"

1'-7 1/2" 1'-7 1/2"

9'-9" 2'-3" 9'-9"

1'-7 1/2" 1'-7 1/2"

9'-9" 2'-3" 9'-9"

1'-7 1/2"

7'-7 1/8" 9'-9 3/4" 7'-7 1/8"

T.O.C.100'-0"

(E)T.O.C.

100'-0"

(E)T.O.C.

100'-0"

19'-1

1/2"

6'-2" 4'-3 15/16"

1'-3"

11'-2 1/16" 11'-2 1/16"

T.O.W.100'-8"

T.O.W.100'-0"

T.O.W.100'-0"

T.O.W.99'-4"

APPROXIMATE LINE OFSLAB DEMO EDGE

APPROXIMATE LINE OFSLAB DEMO EDGE

QS5.01

_______________________

QS5.01

+_______________________

QS5.01

+_______________________

Pipe4S

TD

Pipe4S

TD

Pipe4STD

Pipe4STD

Pipe4S

TD

Pipe4S

TD

Pipe4S

TD

Pipe4S

TD

Pipe4STD

_______S5.01

1

_______S5.01

2

FOUNDATION PLAN NOTES:1. x2. x3. x4. x

3 4

G

H

2.8 3.3 3.6 4.1 4.4

BS4.04

_______________________

6'-8"

_______S5.01

J

_______S5.01

H

_______S5.01

K _______S5.01

L

_______S5.01M_______

S5.01N

EF

3'-3 7

/8"

Pipe4S

TD

Pipe4S

TD

Pipe4S

TD

Pipe4S

TD

Pipe4S

TD

Pipe4S

TD

Pipe4S

TD

Pipe4S

TD

Pipe4S

TD

Pipe4S

TD


SHEET:

OF:

DESIGNED BY:

DRAWN BY:

CHECKED BY:

DATE:

SCALE:


FACILITY MANAGEMENT


DATE:



DWG. NO.



DENVER, CO 80202303-292-4304

#


122

1001 1001

S1.01


SHBR06/02/14

FOUNDATION PLAN

1001

- 20

80 -

RE/

RI -

S1.

01

71

N

1/8" = 1'-0"FOUNDATION PLAN

1/4" = 1'-0"S1.01A EAST ENTRY FOUNDATION PLAN


2

2

B B

3

3

4

4

5

5

6

6

7

7

8

8

9

9

10

10

11

11

12

12

C C

D D

A.5 A.5

D.5 D.5

GH

2.8 3.3 3.6 4.1 4.4

S4.01

A

S4.03

A

S4.03B

S4.03

D

S4.01

F

AS5.01

_______________________

GS4.01

_______________________ GS4.01

+_______________________

S4.02

A

S4.02 B S4.02CHS

S6x4

x1/4

HSS6x4x1/4 HSS6x4x1/4

HSS6x4x1/4

HSS6x4x1/4

HSS6

x4x1

/4

HSS6

x4x1

/4

HSS6

x4x1

/4

HSS6

x4x1

/4

HSS6

x4x1

/4

HSS6

x4x1

/4

1S4.04

_______________________

_______S1.11

A

1

1

A A

E EF F

19'-11" 20'-0" 20'-0" 25'-0" 25'-0" 25'-0" 25'-0" 25'-0" 25'-0" 25'-0" 8'-0"

13'-2

3/8"

12'-9

11/16

"25

'-0"

25'-0

"12

'-9 11

/16"

12'-2

3/8"

1'-0"

1'-11

1/2"

6'-8"

13'-2

3/8"

12'-9

11/16

"25

'-0"

25'-0

"12

'-9 11

/16"

12'-2

3/8"

1'-0"

19'-11" 17'-5 13/16" 2'-6 3/16" 5'-5 13/16" 8'-0" 6'-6 3/16"1'-5 13/16"

8'-0" 15'-6 3/16" 25'-0" 25'-0" 25'-0" 25'-0" 25'-0" 25'-0" 8'-0"

123'-4"

T.O. PLATFORMT.O.C.

114'-6 1/2"

(E)T.O.C.

114'-4"

(E)T.O.C.

114'-4"

DOWN UP

HATCH INDICATES NEWTOPPING SLAB

BS5.11

_______________________

AS5.11

_______________________

HATCH INDICATESINFILL @ (E) OPENING

HATCH INDICATESINFILL @ (E) OPENING

HATCH INDICATESPLYWOOD PLATFORM_______S5.11

C

FOR STAIR DETAILSRE: S0.04

DEMO CORNER OFCAP AS REQ'D

FLOOR FRAMING PLAN NOTES:1. DL = 120

LL = 1002. EXISTING CONSTRUCTION:

a. 9 1/2" THICK, 2-WAY REINFORCING CONCRETE SLABb. 18"x18" CONCRETE COLUMNS WITH 8'-0"x8'-0"x4" DROP CAPITOL

3 4

G

H

2.8 3.3 3.6 4.1 4.4

GS4.01

_______________________

1S4.04

_______________________

HSS6x4x1/4

HSS6

x4x1

/4

HSS6

x4x1

/4

HSS6x4x1/4

HSS6

x4x1

/4

HSS6

x4x1

/4

HSS6

x4x1

/4

HSS6x4x1/4

HSS6

x4x1

/4

HSS6

x4x1

/4

EF

4'-0"

6'-8"

1'-11

1/2"

1'-0"

4'-0"

1'-8" 1'-8"

4'-0"

4'-0"

2'-6 3/16" 5'-5 13/16" 8'-0" 6'-6 3/16" 1'-5 13/16" 8'-0"

3'-3 7

/8"

AS4.04

_______________________

HSS6x4x1/4

HSS6x4x1/4

ES5.21

_______________________

DS5.21

_______________________

SIGN POST


SHEET:

OF:

DESIGNED BY:

DRAWN BY:

CHECKED BY:

DATE:

SCALE:


FACILITY MANAGEMENT


DATE:



DWG. NO.



DENVER, CO 80202303-292-4304

#


122

1001 1001

S1.11


SHBR06/02/14

SECOND FLOOR FRAMINGPLAN

1001

- 20

80 -

RE/

RI -

S1.

11

72

N

1/8" = 1'-0"SECOND FLOOR FRAMING PLAN

1/4" = 1'-0"S1.11A EAST ENTRY ROOF PLAN


2

2

B B

3

3

4

4

5

5

6

6

7

7

8

8

9

9

10

10

11

11

12

12

C C

D D

A.5 A.5

D.5 D.5

GH

2.8 3.3 3.6 4.1 4.4

S4.03

A

S4.03B

S4.03

D

S4.01

F

RTU-5725#

RTU-6725#

RTU-8748#

RTU-1444#

MAU-3870#

RTU-91035#

MAU-21674#

MAU-1814#

RTU-71026#

RTU-10544# RTU-41026#

RTU-141035#

RTU-2725#

RTU-111369#

RTU-12748#

RTU-131369#

MAU-42088#

MAU-52088#

RTU-3544#

S4.02

A

HSS6

x4x1

/4

HSS6

x4x1

/4

S4.02 B S4.02C

1S4.04

_______________________

INFILL (E) OPENINGS

INFILL

(E) SKYLIGHT

(E) W16x31 (133'-4")

(E)T.O.C.126'-2 1/2"

(E) 9 1/2" CONCRETESLAB

(E) W16x31 (133'-4") (E) W16x31 (133'-4")

(E) W16x31 (133'-4")

(E) W21x44 (132'-9")(E) W21x44 (132'-9")(E) W21x44 (132'-9")(E) W21x44 (132'-9")

(E) W16x31 (133'-4") (E) W16x31 (133'-4") (E) W16x31 (133'-4") (E) W16x31 (133'-4")

TRAINING UNIT750#

INFILL

SLOP

ESL

OPE

(E) 26K8 @ 4'-2"±

(E) 26K8 @ 4'-2"±

STAIR TO MEZZANINEBELOW

ROOF ACCESSHATCH

(E) W

14x2

2(E

) W14

x22

(E) W

14x2

2(E

) W14

x22

(E) W

14x2

2(E

) W14

x22

(E) W

14x2

2(E

) W14

x22

1

1

A A

E EF F

19'-11" 20'-0" 20'-0" 25'-0" 25'-0" 25'-0" 25'-0" 25'-0" 25'-0" 25'-0" 8'-0"

13'-2

3/8"

12'-9

11/16

"25

'-0"

25'-0

"12

'-9 11

/16"

12'-2

3/8"

1'-0"

1'-11

1/2"

6'-8"

13'-2

3/8"

12'-9

11/16

"25

'-0"

25'-0

"12

'-9 11

/16"

12'-2

3/8"

1'-0"

19'-11" 17'-5 13/16" 2'-6 3/16" 5'-5 13/16" 8'-0" 6'-6 3/16"1'-5 13/16"

8'-0" 15'-6 3/16" 25'-0" 25'-0" 25'-0" 25'-0" 25'-0" 25'-0" 8'-0"

8'-0"

17'-0

"

ADD (2) 1/2"ø RODS @TOP & BOT CHORDS

ROOF FRAMING PLAN NOTES:1. DL = 20

LL = 252. JOIST STRENGTHENING REQUIRED AT ALL NEW RTU AND MAU EQUIPMENT.3. BEAM STRENGTHENING REQUIRED AT ALL BEAMS CARRYING JOISTS WITH

NEW MECHANICAL EQUIPMENT.4. INDICATES TOP AND BOTTOM FLANGE PLATES FOR MIDDLE 1/2 SPAN

INDICATES TOP AND BOTTOM FLANGE PLATES FOR END1/3 SPAN


SHEET:

OF:

DESIGNED BY:

DRAWN BY:

CHECKED BY:

DATE:

SCALE:


FACILITY MANAGEMENT


DATE:



DWG. NO.



DENVER, CO 80202303-292-4304

#


122

1001 1001

S1.21


SHBR06/02/14

ROOF FRAMING PLAN

1001

- 20

80 -

RE/

RI -

S1.

21

73

N

1/8" = 1'-0"ROOF FRAMING PLAN


FOUNDATION100'-0"

SECOND114'-4"

9 10

BS4.01

_______________________

ES4.01

_______________________

DS4.01

_______________________

_______S4.01

C

C10x15.3 C10x15.3

HSS6

x4x1

/4

HSS6

x4x1

/4

HSS6

x4x1

/4

HSS6

x4x1

/4

2'-8"

14'-4

"

DEMO (E) GRADE BEAM DEMO (E) GRADE BEAM

8'H x 9'WDOOR TYP

NEW CURB @ DOORSNEW GRADE BEAM

25'-0"

FOUNDATION100'-0"

2'-0"

1'-0"

(E) G

RADE

BEA

M

2'-6"

4"18" @

SOU

TH

VARI

ES8"

@ N

ORTH 2" 6" 4" 3 3/8"

INTEXT

(E) PAVING

NEW PAVING

NEW 1'-0"x1'-0"CURB @ DOORS

(E) DRILLED PIERS

NEW GRADE BEAM12"W x 24" DEEP

HSS6x4 HORIZ GIRT @ DOORHEAD W/ PL3/8"x10"x CONT

(E) 6" PRECAST PANEL

HSS6x4 GIRT POST

(E) SLAB

SEQUENCE:1.) INSTALL NEW GRADE BEAM2.) INSTALL GIRTS3.) CUT DOOR OPENINGS4.) POUR 1'-0" CURB

EF1'-0"

9

T.O.G.B.

101'-6"

100'-0"

3"

CURB

1'-0"

GRAD

E BE

AM

2'-0"

2'-0"

4 1/2"CL HSS6x4 F.O. PL3/8"

9'-0" CLR

(3) #6

#4x @ 10"

#5 DOWEL x18" @ CENTEROF CURB ~ DRILL 6" INTO(E) & EPOXY GROUT

2"10

"3 3

/8"

1'-0"

2"6"

4"

4 1/2"CL HSS6x4

(E) G

RADE

BEA

M

(E)T.O.C.

101'-6"T.O.C.

@ CURB 100'-0"

(E) 6" PRECAST

PL3/8"x7"x1'-4" W/ (4)HILTI HIT HY 150 MAX5/8"ø x4"

PL3/8"x12"

E E

F F

1'-0"

5 1/2"

3/16 4 4"

114'-4"

2ND LEVEL 10 3

/8"2'-

8"

9 1/2"

2"

PL3/8"x8"x1'-0" W/(2) HILTI KWIK BOLT 35/8"ø x4"

(4) TAB PL3/8"x3"x0'-6"DO NOT WELD TO HSS

HSS6x4 W/ PL1/4" CAP

EF1'-0"

FOUNDATION100'-0"

2

SECOND114'-4"

ROOF135'-0"

3 4 5 6 7 8 9 10 11 122.8 3.3 3.6 4.1 4.4

(E) ROOF SLAB126'-2 1/2"

GS4.01

_______________________

1

NEW WINDOW OPENINGS~ RE: A/S0.03

EAST ENTRY FOUNDATION~ RE: S1.01

RAMP WALL

_______S4.02

D +

FOR SIGN RE: S4.02

C10x15.3 C10x15.3 C10x15.3 C10x15.3 C10x15.3 C10x15.3 C10x15.3 C10x15.3 C10x15.3 C10x15.3

5 6 7 8 9 10

_______S4.01

J6'-2" 25'-0"25'-0"25'-0"25'-0"25'-0" 20'-8 1/16"

FOR PLAN DIMSRE: S1.01

4"

8"4 9

/16"

1 1/2"GRATING

L2 1/2

HSS6x6

HSS6x2L2x2 SEAT

HSS4x2 STANDOFF

2" 3"

2 1/2" 1 1

/2"

6"

1 1/2"

1 1/2"

PL3/8"x4"x0'-4"

END PL3/8"x5"x1'-1" W/(2) HILTI KWIK BOLT 35/8"ø x4" EMBED

PL3/8"x10"x9'-2"~ START 1" FROML3x SEAT ANGLE

L3x3x1/4x0'-4" SEATANGLE

3/16 2-12PL TO HSS 6x

3/16

3/16PL/END PL

3/16PL /HSS6x

3/16HSS6x @ SEAT

ANGLE

T.O.S.

111'-2"

EF

(E) COLUMN 8

LS4.01

_______________________ KS4.01_______________________

8" CONC WALL W/BRICK (3) SIDES

SLAB BEYOND

BRICK LEDGE PER ARCH

L2 1/2 SURROUND +1 1/2 GRATING

HSS6x2

HSS6x6

PRECAST

FOUNDATION100'-0"

1'-0"

3'-0"

2'-0"

2'-2"

9"

6" 8"

2'-6"

NOTES:1. INDICATES NEW OPENING2. INDICATES INFILL


SHEET:

OF:

DESIGNED BY:

DRAWN BY:

CHECKED BY:

DATE:

SCALE:


FACILITY MANAGEMENT


DATE:



DWG. NO.



DENVER, CO 80202303-292-4304

#


122

1001 1001

S4.01


SHBR06/02/14

EAST WALL ELEVATIONS &DETAILS

1001

- 20

80 -

RE/

RI -

S4.

01

74

1/4" = 1'-0"S4.01A TYP GARAGE DOOR BAY

3/4" = 1'-0"S4.01B (E) FDN @ GARAGE DOORS - EAST WALL

3/4" = 1'-0"S4.01C GARAGE GRADE BEAM @ DRILLED PIER

1 1/2" = 1'-0"S4.01D PLAN @ DOOR JAMB

3/4" = 1'-0"S4.01E SLIP CONN @ TOP OF HSS6x4

1/8" = 1'-0"S4.01F EAST ELEVATION

1/8" = 1'-0"S4.01H ELEVATION - EAST RAMP WALL

1 1/2" = 1'-0"S4.01K INFILL CONNECTION @ PIER

3/4" = 1'-0"S4.01G HSS6x4 GIRT @ CONC COLUMN

1/4" = 1'-0"S4.01J TYPICAL INFILL PANEL

1/2" = 1'-0"S4.01L EAST WALL FOUNDATION


FOUNDATION100'-0"

2

SECOND114'-4"

ROOF135'-0"

3456789101112 2.83.33.64.14.4

(E) ROOF SLAB126'-2 1/2"

(E) METAL SIDING

(E) CMU + BRICK(8" TOTAL THICKNESS)

NEW LOOSE LINTELEA SIDE

(E) LINTEL

(E) LINTEL

1

SIGN ~ RE: S4.03

_______S4.02

D

FOUNDATION100'-0"

B

SECOND114'-4"

C DA.5 D.5 G

(E) ROOF SLAB126'-2 1/2"

(E) CMU + BRICK(8" TOTAL THICKNESS)

A EF

HSS4x4x1/4HSS4x4x1/4

HSS4

x4x1

/4

HSS4

x4x1

/4

HSS4

x4x1

/4


_______S4.02

ET.O.S.111'-8"

T.O.S.100'-8"

T.O.S.107'-8"


FOUNDATION100'-0"

B

SECOND114'-4"

ROOF135'-0"

CD A.5D.5

(E) ROOF SLAB126'-2 1/2"

(E) BRICK VENEER

(E) CMU

LOOSE LINTEL@ BRICK

AEF

SECOND114'-4"

(E) ROOF SLAB126'-2 1/2"

FOUNDATION100'-0"

A.5A




HSS4

x4x1

/4

HSS4

x4x1

/4

HSS4

x4x1

/4

ES4.01

+_______________________SIM

1'-3" 7'-0 5/8" 7'-0 5/8"

NOTES:1. INDICATES NEW OPENING2. INDICATES INFILL


SHEET:

OF:

DESIGNED BY:

DRAWN BY:

CHECKED BY:

DATE:

SCALE:


FACILITY MANAGEMENT


DATE:



DWG. NO.



DENVER, CO 80202303-292-4304

#


122

1001 1001

S4.02


SHBR06/02/14

BUILDING ELEVATIONS

1001

- 20

80 -

RE/

RI -

S4.

02

75

1/8" = 1'-0"S4.02A WEST BUILDING ELEVATION

1/8" = 1'-0"S4.02B SOUTH BUILDING ELEVATION

1/8" = 1'-0"S4.02C NORTH BUILDING ELEVATION

ELEVATION NOTES:1. NEW OPENING @ EXISTING METAL SIDING:

JAMBS = HSS4x4x1/4HEAD = L4x4x1/4SILL = L4x4x1/4

2. INFILL EXISTING OPENING W/ 6"x18GA METAL STUDS @ 16" O.C.3. INFILL EXISTING OPENING W/ 3 5/8" CMU + 3 5/8" BRICK VENEER W. STD WT HJR

@ 16" O.C. AND SOLID GROUT @ COLLAR JOINT. TOTAL INFILL THICKNESS TOMATCH EXISTING

4. INSTALL LOOSE LINTEL PER DETAILS ON S0.03. REMOVE EXISTING MASONRY.GROUT CUT MASONRY @ JAMBS.

5. FOR OPENING FRAMING RE: SHEET S4.01

1/4" = 1'-0"S4.02D TYPICAL OPENING @ (E) METAL SIDING

1/4" = 1'-0"S4.02E E/S4.02


10 11 12

HSS8x4x1/4

HSS4

x4x1

/4

HSS8x4x1/4

HSS4

x4x1

/4

(E) W

8x31

(E) W

8x31

(E) W

8x17

T.O.S.128'-0"

118'-8"B.O.S.

D.5

HSS8x4x1/4

HSS8x4x1/4

HSS4

x4x1

/4

HSS4

x4x1

/4

(E) W

8x17

(E) W

8x17

T.O.S.128'-0"

118'-8"B.O.S.

EF 101112

HSS4

x4x1

/4

HSS8x4x1/4

HSS8x4x1/4

HSS4

x4x1

/4

(E) W

8x17

(E) W

8x31

(E) W

8x31

T.O.S.128'-0"

10 11 12

D.5

S4.03

A

S4.03B

(E) W8

x31

(E) W8

x31

(E) W8

x17TY

P @MA

SONR

YWA

LL

SIGN

SIGN FRAME

SIGN

SIGN

FRA

ME

_______S4.03

F

_______S4.03

G

_______S4.03

H _______S4.03

H +

8'-0"

SIM

EF

AS5.11

_______________________

1211 1/2" 4"

(E) 8" MASONRY WALL

(E) METAL PANEL

(E) W8x17 GIRTSIGN FRAME

(E) SLAB EDGE@ 2ND FLOOR

STANDOFF CONNTO (E) W8x17 (2 PLC)= HSS4x4x1/4

E

F3 1

/2"4"

12

D.5

11 1/2" 4"

(E) W8x17 GIRT

(E) 8" MASONRYWALL

SIGN STANDOFFHSS4x4x1/4

SIGN FRAMEHSS8x4 W/CAP PL

SLAB EDGE @2ND FLOOR

10

5 1/2"

5"4"

(E) W8x31

SIGN STANDOFF

SIGN FRAME HSS8x4W/ CAP PL

SLAB EDGE @2ND FLOOR

(E) METAL PANELE

F


SHEET:

OF:

DESIGNED BY:

DRAWN BY:

CHECKED BY:

DATE:

SCALE:


FACILITY MANAGEMENT


DATE:



DWG. NO.



DENVER, CO 80202303-292-4304

#


122

1001 1001

S4.03


SHBR06/02/14

CORNER SIGN ELEVATIONS& DETAILS

1001

- 20

80 -

RE/

RI -

S4.

03

76

1/4" = 1'-0"S4.03A EAST ELEVATION

1/4" = 1'-0"S4.03B NORTH ELEVATION @ EAST CORNER

1/4" = 1'-0"S4.03D WEST ELEVATION

1/8" = 1'-0"S4.03E 2ND FLOOR PLAN @ NE CORNER

3/4" = 1'-0"S4.03F PLAN @ NE CORNER SIGN CONN

3/4" = 1'-0"S4.03G PLAN @ SIGN FRAME - NORTH WALL

3/4" = 1'-0"S4.03H PLAN @ SIGN FRAME - EAST WALL


1'-3" 1'-3"

1'-4"

3'-0"

1'-0"

102'-4"

HSS20x8

20"x30" CLOSURE POUR

20"x30" PEDESTAL

3'-6"x12'-0"x1'-4" FOOTING~ RE: PLAN

FOR CONDUIT RE: ARCH

1'-9" 1'-9"

GH

HSS6x4x1/4

HSS6x4x1/4HS

S6x4

x1/4

HSS6

x4x1

/4

HSS2

0x8x

3/8


_______S4.04

E

_______S4.04

C

T.O.S.126'-2"

T.O.S.116'-4"

T.O.S.122'-5"

EF

T.O.C.101'-4"

AS4.04

_______________________

HSS6x4x1/4 STRUTSEA SIDE ~ (3) PLACES

_______S4.04

D

CJP

HSS2

0x8x

3/8

HSS20x8x3/8

H

3.3

T.O.S.126'-2"

T.O.S.116'-4"

T.O.S.122'-5"

T.O.S.123'-0"

G F1" 9 1/2"

T.O.S.123'-0"

(E) 8" MASONRY

END PL1/4"x8"x1'-8"


SHEET:

OF:

DESIGNED BY:

DRAWN BY:

CHECKED BY:

DATE:

SCALE:


FACILITY MANAGEMENT


DATE:



DWG. NO.



DENVER, CO 80202303-292-4304

#


122

1001 1001

S4.04


SHBR06/02/14

ENTRY SIGN ELEVATIONS &DETAILS

1001

- 20

80 -

RE/

RI -

S4.

04

77

3/4" = 1'-0"S4.04B ENTRY SIGN FOUNDATION

1/4" = 1'-0"S4.041 EAST CANOPY SIGN

3/4" = 1'-0"S4.04C BEAM/COLUMN CONNECTION

3/4" = 1'-0"S4.04E DETAIL

3/8" = 1'-0"S4.04A SIGN FRAMES @ COLUMN/BEAM

3/4" = 1'-0"S4.04D SIGN BEAM @ (E) WALL


B

(2) L4x4x1/4x CONT W/ 1/2"øx3" HILTI KWIK BOLT 3 EXPANCHORS @ 4'-0" O.C. INTO(E) SLAB

8" CMU WALL W/ #4 @ 24" O.C.~ DRILL 6" INTO (E) CONC SLAB& EPOXY GROUT

BOND BEAM W/ (1) #4~ STOP CMU 1" BELOWB.O. SLAB

STD WT HJR @ 16" O.C.

T.O.M.108'-0"

16GA DEEP LEG SLIP TRACK W/3/4" CLR ~ PAF TO B.O. SLAB

BOND BEAM W/ (1) #4

3 5/8"x 20GA STUDS @ 16" O.C.



RE: N/S0.03

112'-1"


RE: A/S5.01


T.O.C.97'-0"

3" C

LR

4 1/2"

3 1/2"

AS REQ'D FOR CONSTRUCTION

#5 @ 12"

#5 @ 12" ~ EMBED 6" @(E) & EPOXY GROUT

#5 @ 10" O.C.

#5 @ 16" O.C.

#5 EA WAY @ 12" O.C.@ CENTER OF SLAB

(E) SLAB

8"

L5x5x1/2x CONT W/ 5/8"øx4" HAS @ 24" O.C.

4 1/2"

(E) FLOOR SLAB

#3 @ 16" EA WAY @ SLABCENTER

RECOMPACT ANY DISTURBEDFILL

TRENCH DRAIN~ RE: PLUMBING

SAWCUT 2" DEEP @ PERIMETER& DEMO SLAB

#4x18" @ 16" O.C. ~ DRILLINTO CENTER OF (E) SLAB& EPOXY GROUT

5'-0"

.#3 @ 16" EA WAY @ SLABCENTER

RECOMPACT ANY DISTURBEDFILL

UTILITY TRENCH BEDDINGPER SPEC

SAWCUT 1" DEEP & BREAK OUTTO CREATE ROUGHENEDSURFACE

STRUCTURAL BACKFILL

DRILL 6" INTO (E) SLAB &EPOXY GROUT

WIDTH AS REQ'D FOR PIPES &DOWEL INSTALLATION

DEPTH AS REQ'D

G

2.8

T.O.W.

102'-4"

4"

8"

1'-4"

8"7 1

/2"

T.O.C.101'-8"T.O.F.99'-10"

H

2.8

4" 8" 4"

6" 8"

8"6"

T.O.F.99'-10"

T.O.C.101'-8"

T.O.W.102'-4"

H

3.6

T.O.W.101'-8"

T.O.F.

99'-10"T.O.W.102'-4"

8" 8" 8" 8"

10"

8"6"

H

4.4

6"1'-

2"

4" 1'-8" 4"

6" 1'-2"

T.O.W.102'-4"

T.O.F.99'-10"

8"

8 1/2"

7 1/2"

101'-8"

T.O.C.

G

4.4

101'-8"

T.O.C.

4" 1'-8" 4"

1'-6"

8 1/2"

7 1/2"

6"

T.O.F.99'-10"

T.O.W.102'-4"

F

G

3.6

1'-4" 8" 8" 1'-4"

7 1/2"

8"8 1

/2"

T.O.C.

101'-8"

T.O.F.99'-10"

3" 3"

6" 6"

4"5"

3/16

1 3/4" O.D.

PL3/8"x3"x0'-6"W/ 3/4"øx6" HAS

#5 @ 12"

#5 @ 12" ~ EMBED 6" @(E) & EPOXY GROUT

#5 @ 10" O.C.

#5 @ 16" O.C.

#5 EA WAY @ 12" O.C.@ CENTER OF SLAB

(E) SLAB L2 1/2x2 1/2x1/2x CONT W/ 1/2"øx4" HAS @ 24" O.C.

AS REQ'D FOR CONSTRUCTION

#5x 20" TO MATCH WALL VERTS8"

8" WALL

8" SLAB

7

A.5

GS5.01

_______________________

A

EDGE OF 8" SLAB

OPENINGS ~ RE: ARCH

(3) #5 @ BOTTOM (LAYER #2)

#5 @ 8" @ BOTTOM (LAYER #1)



L5x5 @ SLAB

L5x5 @ WALL

L2 1/2x2 1/2 2 WALL

GRATING BY "GARMAT"

L5x5 @ WALL

L2 1/2x2 1/2 2 WALL

8

C

QS5.01

_______________________

OPENING ~ RE: ARCH

L2 1/2x2 1/2 @ WALL

L5x5 @ WALL

L2 1/2x2 1/2 @ SLAB

EDGE OF 8" SLAB ~ REINFW/ #5 @ 12" O.C. EA WAY@ BOTTOM OF SLAB(1 1/2" CLR)


SHEET:

OF:

DESIGNED BY:

DRAWN BY:

CHECKED BY:

DATE:

SCALE:


FACILITY MANAGEMENT


DATE:



DWG. NO.



DENVER, CO 80202303-292-4304

#


122

1001 1001

S5.01


SHBR06/02/14

FOUNDATION DETAILS

1001

- 20

80 -

RE/

RI -

S5.

01

78

3/4" = 1'-0"S5.01A PARTITION - TYPE 1

3/4" = 1'-0"S5.01B PARTITION - TYPE 2

3/4" = 1'-0"S5.01C PARTITION - TYPE 3

3/4" = 1'-0"S5.01D PARTITION @ STORAGE RACK - TYPE 4

3/4" = 1'-0"S5.01G PAINT BOOTH PIT

3/4" = 1'-0"S5.01E TRENCH DRAIN @ AUTO BAY

3/4" = 1'-0"S5.01F DRAIN PIPE @ AUTO BAY

3/4" = 1'-0"S5.01H PILASTER @ BLDG CORNER

3/4" = 1'-0"S5.01J PILASTER @ CORNER

3/4" = 1'-0"S5.01K PILASTER @ INTERIOR

3/4" = 1'-0"S5.01L PILASTER @ CORNER

3/4" = 1'-0"S5.01M PILASTER @ BLDG CORNER

3/4" = 1'-0"S5.01N PILASTER @ BLDG INTERIOR

1 1/2" = 1'-0"S5.01P HANDRAIL @ RAMP SLAB

3/4" = 1'-0"S5.01Q PAINT BOOTH PIT

1/4" = 1'-0"S5.011 PLAN ENLARGEMENT @ PAINT BOOTH

1/4" = 1'-0"S5.012 PLAN ENLARGEMENT @ PAINT BOOTH


2nd FLOOR

(E) SLAB

NEW OPENING 24"sq MAX

SAW CUT TOP EDGE x2"DEEP & DEMO OPENING

6'-0" MIN TO CONCCOLUMN BELOW

9 1/2"

2nd FLOOR

(E) SLAB

CONC SLAB INFILL W/6x6 W2.9xW2.9 CHAIRED

1.0Cx22 GAGE FORM DECKSPANNING SHORT DIRECTION

4"1 1

/2"

9 1/2"

L4x3x1/4xCONT (LLV) ALL EDGESW/ 3/4"x3" HILTI KWIK BOLT 2@ 16" MAX

MAX OPENINGSIZE = 4'-0"

GUARDRAIL WALL 2x4@ 16" O.C.

3/4" PLYWOOD

2x12 JOISTS

(2) 2x12 HD12

SIMPSON LUS210 FACE HGR

SIMPSON GA2 TOP & BOTTOMW/ SD9112 SCREWS

123'-4"

6" METAL STUDS

2x12 BLOCKING @ 48"

3/4" PLYWOOD

2x12 JOISTS

6" METAL STUDS

123'-4"

6" METAL STUDS

3/4" PLYWOOD

FLOOR JOISTS

6" METAL STUDS

123'-4"

RIM JOIST

123'-4"

. 3'-6"

FLOOR JOIST

BLOCKING @ 4'-0" O.C.

2x4 @ 16" O.C.

DBL JOIST ~ RE: PLAN

SIMPSON GA2 @ EASTUD W/ SD9112SCREWS DOUBLEJOIST ~ RE: PLAN

123'-4"

. 3'-6"

SIMPSON LUS210 FACE HGRW/ 10d SHORTS @ LEDGER

2x4 @ 16" O.C.

2x12 LEDGER

(2) SIMPSON GA@ EA STUD W/SD9112 SCREWS

10

C

FS5.11

~_______________________

ES5.11

~_______________________

DS5.11

~_______________________

HS5.11

~_______________________

GS5.11

~_______________________

FS5.11

~_______________________

(2) 2x12

(2) 2x12123'-4"

T.O.PLY

(2) 2

x12

2x4 STUDS @ 16" O.C.FROM 114'-4" TO 126'-10"


SHEET:

OF:

DESIGNED BY:

DRAWN BY:

CHECKED BY:

DATE:

SCALE:


FACILITY MANAGEMENT


DATE:



DWG. NO.



DENVER, CO 80202303-292-4304

#


122

1001 1001

S5.11


SHBR06/02/14

FLOOR FRAMING DETAILS

1001

- 20

80 -

RE/

RI -

S5.

11

79

3/4" = 1'-0"S5.11B NEW OPENING @ 2ND FLOOR

1 1/2" = 1'-0"S5.11A OPENING INFILL @ 2ND FLOOR

1 1/2" = 1'-0"S5.11D MEZZANINE FLOOR EDGE

3/4" = 1'-0"S5.11E MEZZANINE FLOOR

3/4" = 1'-0"S5.11F MEZZANINE FLOOR

3/4" = 1'-0"S5.11G GUARDRAIL @ STAIR

3/4" = 1'-0"S5.11H GUARDRAIL @ STAIR

1/4" = 1'-0"S5.11C MEZZANINE PLATFORM


CL OF PANEL POINT

CL OF PANEL POINT

CL OF CONCENTRATED HANGINGLOAD (OVER 150# BUT NOT TOEXCEED 400#) MAX OF (2) LOADSPER JOIST

(2)L2x2x3/16 TYP~ ONE EA SIDE OFJOIST

CL OF CONCENTRATED LOAD(OVER 150# BUT NOT TO EXCEED400#) MAX OF (2) LOADS PER JOIST

1/8TYP

NOTE:PROVIDE METAL DECK SUPPORTFRAMES @ ALL PENETRATIONSGREATER THAN 12"□

STEEL JOIST ~ RE: PLAN

MECH OPENING ~ COORD SIZE,LOCATION & NUMBER REQUIREDW/ MECH REQUIREMENTS

L3x3x1/4 (4) SIDES OF OPENINGS

METAL ROOF DECK NOTSHOWN FOR CLARITY

L3x3x1/4 ~ TYP

PLAN VIEW

SECTION

TYP

STRIP HORIZ LEG &NOTCH VERT LEG ~ TYP

3/16

3 1/16"

3"

G.C. TO COORD CURB & ANGLESUPPORT FRAME LOCATION IN FIELD

RTU CURB

RE: X/XXX FOR FIELDADDED JOIST WEB REINF

L6x4x5/16 (LLH) ~ COPE VERTLEG @ JOIST

SUPPLIER NOTE:INTERMEDIATE JOIST TOP CHORDIS NOT BRACED BY ROOF DECK

PMECH ~ JOIST SUPPLIER TO DESIGNJOISTS FOR CONCENTRATED LOAD DUETO MECH UNIT AS SHOWN ON JOISTLOADING DIAGRAMS

L6x4x5/16 (LLH)

TYP EACHEND

4 4.1

3/16

HSS6x4 ~ RE: D/S5.21FOR CONN

HSS4ø x1/4

6"

HSS6x4

H

3/16 3/16

3/16 3/16

6"

4"

HSS6x4 ~ TYP


SHEET:

OF:

DESIGNED BY:

DRAWN BY:

CHECKED BY:

DATE:

SCALE:


FACILITY MANAGEMENT


DATE:



DWG. NO.



DENVER, CO 80202303-292-4304

#


122

1001 1001

S5.21


SHBR06/02/14

ROOF FRAMING DETAILS

1001

- 20

80 -

RE/

RI -

S5.

21

80

3/4" = 1'-0"S5.21A JOIST REINF @ CONCENTRATED LOADS

3/4" = 1'-0"S5.21B TYP ROOF OPENING & DECK REINF

3/4" = 1'-0"S5.21C MECH RTU SUPPORT

3/4" = 1'-0"S5.21E TYPICAL CANOPY BEAM/COLUMN

3/4" = 1'-0"S5.21D TYPICAL CANOPY BEAM/GIRDER


EGTC_Bid & Construction Documents 67EGTC_Bid & Construction Documents 68EGTC_Bid & Construction Documents 69EGTC_Bid & Construction Documents 70EGTC_Bid & Construction Documents 71EGTC_Bid & Construction Documents 72EGTC_Bid & Construction Documents 73EGTC_Bid & Construction Documents 74EGTC_Bid & Construction Documents 75EGTC_Bid & Construction Documents 76EGTC_Bid & Construction Documents 77EGTC_Bid & Construction Documents 78EGTC_Bid & Construction Documents 79EGTC_Bid & Construction Documents 80