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Addendum Summary 401 North Houston Street
Dallas, TX 75202
TEL 214 748 2000
To
Date 15 May 2015
From John Risi Project Arlington ISD Sandy McNutt Elementary
Re AISD Sandy McNutt Elementary School
Addendum #1
Addendum Number: 01
This addendum contains changes to the requirements of the contract drawings and/or project manual. Such changes shall be incorporated into the contract documents and shall apply to the work with the same meaning and force as if they had been included in the original documents. Wherever this addendum modifies a portion of a paragraph of project manual or any portion of the drawing, the remainder of the paragraph of drawing affected shall remain in force. The conditions of the basic project manual shall govern all work described in this addendum. Wherever the conditions of work and the quality or quantity of materials or workmanship are not fully described in this Addendum, the conditions of work, etc. included in the basic project manual for similar items of work shall apply to the work described in this Addendum. The “Conditions of the Contract” apply to all work described in this Addendum. The following changes shall be and are hereby made:
PROJECT MANUAL
ITEM NO. 1.001 SECTION 00 41 00 COMPETITIVE SEALED PROPOSAL FORM – ALTERNATE
PROPOSALS
Replace this section in its entirety with attached Section 00 41 00.
ITEM NO. 1.002 SECTION 08 80 00 GLAZING
1) Add the following section under 2.7 GLASS - CERAMIC-COATED SPANDREL B. Glass Types: Fully Tempered
1. Type 5A-2 – Clear: Patterned frit selected and approved by Architect.
2) Revise and Add the following under 2.9 ISULATED GLASS B. Glass Types:
3. Type 8-3: a. Outer Lite: Type 1A. b. Inner Lite: Type 5A-1.
5. Type 8-5
a. Outer Lite: Type 1A. b. Inner Lite: Type 5A-2.
3) Revise the following under 3.10 SCHEDULE
B. Exterior Storefronts and Window Walls: Type 8-1, 8-2, 8-3, 8-4 and 8-5 glazing with dry gasket system.
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ITEM NO. 1.003, SECTION 28 31 21 – Fire Detection And Alarm System
Refer to section 28 31 21 Fire Detection and Alarm System, page 28 31 21-22, under sub-section 2.24
Strobe/Horn Signals, remove and replace with the following:
2.24 Strobe/Horn Signals (Audible/Visual Notification Appliances)
A. Audible/Visual Signals shall conform to ADA standards. Furnish and install where shown on the drawings or as required per NFPA and any local, state, federal codes, or laws. Notification appliance circuits serving employee work areas shall be initially installed with a minimum of 20% spare capacity for visible notification appliances to facilitate future accommodation of hearing impaired employees. Strobe intensity (candela output) and audible decibel level shall be sized for the room size and area of coverage per ADA and NFPA/ANSI standards. Audible signals shall emit a temporal pattern (Code 3) meeting ANSI S3.41 standards. Housings shall be red in color and imprinted `FIRE'. Strobe lens shall be clear. All interior strobe flashing shall be synchronized. All interior audible signal tones shall be a synchronized code 3 pattern.
B. Provide synchronization control modules, interconnected such that all circuits are synchronous, for
all notification appliance circuits - System Sensor SpectrAlert SyncCircuit Modules model MDL. Note that signal appliances that can synchronize on a single circuit, but not across all circuits are not acceptable.
1. Ceiling Mount Strobe Only provide (multi-candela set to 15/30/75/95 cd as indicated) - System Sensor SpectrAlert Advance model SCR.
2. Ceiling Mount Strobe Only large area provide (multi-candela set to 155/177 cd as indicated, use 177 cd for sleeping areas) - System Sensor SpectrAlert Advance model SCRH.
3. Ceiling Mount Horn Strobe provide (multi-candela set to 15/30/75/95 cd as indicated) - System Sensor SpectrAlert Advance model PC2R.
4. Ceiling Mount Horn Strobe large area provide (multi-candela set to 155/177 cd as indicated, use 177 cd for sleeping areas) - System Sensor SpectrAlert Advance model PC2RH.
5. Wall Mount Horn Strobe in corridors up to 20' wide provide (multi-candela set to 15 cd) - System Sensor SpectrAlert Advance model P2R.
6. Wall Mount Strobe Only provide (multi-candela set to 15/30/75/110 cd as indicated) - System Sensor SpectrAlert Advance model SR.
7. Wall Mount Strobe Only large area provide (multi-candela set to 135/185 cd as indicated) - System Sensor SpectrAlert Advance model SRH.
8. Wall Mount Horn Strobe provide (multi-candela set to 15/30/75/110 cd as indicated) - System Sensor SpectrAlert Advance model P2R.
9. Wall Mount Horn Strobe large area provide (multi-candela set to 135/185 cd as indicated) - System Sensor SpectrAlert Advance model P2RH.
10. Exterior Horn Strobes provide 75 cd System Sensor SpectrAlert Advance P2RK with semi-flush mounting plate with gasket, mount to standard recessed 4” x 4” x 2-1/8” electrical backbox flush in wall, weatherproof for outdoor installation per UL 1638.
11. Exterior WATERFLOW ALARM Horn Strobe provide 75 cd System Sensor SpectrAlert Advance P2RK with semi-flush mounting plate with gasket, mount to standard recessed 4” x 4” x 2-1/8” electrical backbox flush in wall, weatherproof for outdoor installation per UL 1638. Also, provide a weatherproof sign approximately 12” wide x 6” high, white with red letters reading, “WATERFLOW FIRE ALARM SIGNAL”. Configure fire alarm system to activate this signal on waterflow alarm only. Center signal and sign directly over Fire Department Connection (Siamese Port).
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C. Each notification device shall be labeled in a visible area with its circuit and power supply number
utilizing self-laminating, flexible vinyl film, non-smear, machine printed labels.
D. Provide where indicated on plans or required protective polycarbonate or wire Device Guards. Minimum of 1/8” thick clear polycarbonate or 10 gauge welded steel wire constriction with a red epoxy powder coat finish. To be Space Age Electronics, Inc. Marlboro, MA, model number SSU 03505 universal signal guard, or equivalent.
DRAWINGS
ARCHITECTURAL
ITEM NO. 1.004 SHEET A01-11
Add revision to drawing 09 on sheet A01-11 in its entirety with SDA 01 attached hereto. Aluminum sign insert
into concrete revised.
ITEM NO. 1.005 SHEET A01-12
Add revision to drawing 08 on sheet A01-12 in its entirety with SDA 02 attached hereto. Entry sign revised with
insert detail lines and note to refer to structural.
ITEM NO. 1.006 SHEET A02-02A & A02-02B
Add notes to eight mechanical chases to read "FILL CHASE VOID AROUND DUCTWORK, PIPING, ETC W/
BATT INSULATION.” Chases are located between rooms A206 & A210, A209 & A211 along grid A5. Between
rooms A218 & A220, A219 & A221 along grid A8. Between rooms B208 & B210 along grid B6. Between rooms
B205 & B209 along grid B4. Between rooms B216 & B218 between grids B11 & B12. Between rooms B221 &
B223 along grid B12.
ITEM NO. 1.007 SHEET A03-02A
Add revision to drawing 01 on sheet A03-02A in its entirety with SDA 03 attached hereto. Control Joints added to
stairwell ceiling. Typical at all four stairwells.
ITEM NO. 1.008 SHEET A04-21
Replace sheet A04-21 in its entirety with new sheet A04-21 attached hereto. Drawings 01, 03, 04, & 06 revised.
Drawing 07 added.
ITEM NO. 1.009 SHEET A04-22
Replace sheet A04-22 in its entirety with new sheet A04-22 attached hereto. Drawing 02 revised.
ITEM NO. 1.010 SHEET A06-23
Replace sheet A06-23 in its entirety with new sheet A06-23 attached hereto. Drawings 01, 02, & 04 revised.
ITEM NO. 1.011 SHEET A06-61
Replace sheet A06-61 in its entirety with new sheet A06-61 attached hereto. Drawings 01, 03, 10, & 14 revised.
ITEM NO. 1.012 SHEET A06-63
Revise drawing 11 to sheet A06-63 in its entirety with SDA 04 attached hereto.
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ITEM NO. 1.013 SHEET A06-64
Add new drawings 10, 11, & 12 to sheet A06-64 in their entirety with SDA 05 attached hereto.
ITEM NO. 1..014 INTERIOR ELEVATION SHEETS
Revise every instance of “TACK STRIP” and “TACK WALL” notes to both read “TACK WALL SURFACE W/
BRUSHED ALUMINUM TRIM, REF SPECS.” on sheets A07-01, A07-02, A07-04, A07-05, & A07-06.
ITEM NO. 1.015 SHEET A08-02
Revise drawing title to read “SIGNAGE TYPE C” for drawing 01/A08-02.
Revise drawing title to read “SIGNAGE TYPE A” for drawing 03/A08-02.
ITEM NO. 1.016 SHEET A08-41
Replace drawing W to sheet A08-41 in its entirety with SDA 06 attached hereto.
ITEM NO. 1.017 SHEET A08-41
Revise drawing D/A08-41. Change 5’-8” panel with glazing fritted hatch to spandrel glazing hatch and change
“FRITTED GLAZING” note to read “SPANDREL”.
STRUCTURAL
ITEM NO. 1.018, SHEET S01-01
Replace sheet A06-61 in its entirety with new sheet A06-61 attached hereto
Updated General Notes for the following:
1. Slab on composite metal deck for the grand stair.
2. Removed reference to concrete on metal form deck.
3. Updated metal roof deck design; including gage thickness and connection patterns.
ITEM NO. 1.019, SHEET S02-01
Added entry sign detail reference and drilled pier foundation layout.
ITEM NO. 1.020, SHEET S02-01A & S02-01B
Revised east and west wall of exit stairs for changes to brick clad wall.
ITEM NO. 1.021, SHEET S02-01B & S02-01C
Revised grade beam marks south of the expansion along gridline BF.
ITEM NO. 1.022, SHEET S02-01B & S02.01C
Added reference for elevator guide rail support detail.
ITEM NO. 1.023, SHEET S02-02A & S02-02B
Updated several steel beam sizes and composite beam headed stud connector quantities.
ITEM NO. 1.024, SHEET S02-02B, S02-02C
Revised steel joists marks and identified which joists will have special loading criteria. Several detail references
were added for clarification.
ITEM NO. 1.025, SHEET S02-03A
Corrected top of steel elevations at column AJ-A6.1 for proper slope to roof drains.
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ITEM NO. 1.026, SHEET S02-03C
Several detail references were added for clarification.
ITEM NO. 1.027, SHEET S03-03
Updated beam reinforcing schedules and deleted sheet S03-03A.
ITEM NO. 1.028, SHEET S03-04
Added detail 6 to resolve roof drain and pier cap conflict at column BF-B13.
ITEM NO. 1.029, SHEET S03-05
Revised details 9, 10 & 13 for Entry Sign drilled pier foundation and aluminum sign connection clarification.
ITEM NO. 1.030, SHEET S03-12
Added drilled pier foundation details for Courtyard seat walls.
ITEM NO. 1.031, SHEET S04-02, S05-04 & S05-05
For details 23 & 24/S04-02, 23/S05-04, and 23 & 24/S05-05, added connection information at sections through
expansion joint/fire-wall along grids BF and BF.1.
ITEM NO. 1.032, SHEET S05-04 & S05-06
Revised details 10/S05-04, 1 & 3/S05-06, for coordination with wall revisions at the Area A & B exit stairs.
ITEM NO. 1.033, SHEET S05-05
At details 7, 9, 11 & 16/S05-05 and 5 & 6/S05-09, added information for joist load calculations.
PLUMBING
ITEM NO. 1.034, SHEET PS02-01
Refer to Plumbing Site Plan.
4. Route the new 4-inch domestic water line plans south and turn west just south of Area C. The 4-inch
domestic water line shown routed east on site plan is to be deleted.
5. Delete plan note callout just north of Plan Note 7 callout.
ITEM NO. 1.035, SHEET PL02-00C
Refer to Plumbing Under Floor Plan – Area C.
1. Delete the routing of the new 4-inch domestic water line to the east and change to due south as it leaves
the riser room and turn west as it passes the southeast corner of Area C.
ITEM NO. 1.036, SHEET PL02-01B
Refer to Plumbing Floor Plan - Area B.
1. Electric water cooler in Corridor B153 adjacent to Storage B121 to be an E2 electric water cooler.
ITEM NO. 1.037, SHEET PL02-01C
Refer to Plumbing Floor Plan 01- Area C.
1. Above Platform C118 roof drains callouts to 6-inch roof drains and 6-inch overflow roof drains.
ITEM NO. 1.038, SHEET PL03-01
Refer to Plan 10 – Plumbing Enlarged Plan Restrooms B119R and B123R.
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1. Sinks in classrooms adjacent to Restroom B119R to G1’s in each classroom.
Refer to Plan 7 – Plumbing Enlarged Floor Plan Restrooms B146R.
1. Sinks adjacent to Restroom B146R to be G9 clinic sinks.
Refer to Plan 6 – Plumbing Enlarged Floor Plan - Restrooms B135 and B136.
Solid dots adjacent to water closets to be D1 floor drains with 3-inch drain line, 1½ inch vent. End of Memorandum
11 May 2015 00 41 00.01 -1 14216.0000 100% Issue for Construction
SECTION 00 41 00 - A 1 2 3 COMPETITIVE SEALED PROPOSAL FORM - ALTERNATE PROPOSALS 4 FOR 5 AISD CENTER STREET NEW ELEMENTARY SCHOOL 6 7 Submitted by: 8 9 _____________________________________________________________________ 10
(Name of Proposer) 11 12
_____________________________________________________________________ 13 (Address) 14
_____________________________________________________________________ 15 (Phone/Fax) 16 _____________________________________________________________________ 17 (Date) 18 To: Board of Trustees 19 Arlington Independent School District 20 1203 W. Pioneer Parkway 21
Arlington, TX 76013 22 23 Having examined Bid and Contract Documents prepared by architect, dated May 18, 2015, and 24 having examined site conditions, the undersigned proposes to furnish all labor, equipment and 25 materials and perform all work for the alternates of the above-named project for the sums indicated 26 below. In submitting his Proposal, the undersigned agrees to carry out Alternate work in addition to 27 and in accordance with the Base Proposal, and to hold these alternate proposals until such time as 28 indicated below. The following are the proposed amounts for the listed Alternates: 29 30
A. Alternate No. 1: Provide alternate proposal for Aaon RQ & RN Series single zone VAV 31 Roof Top Equipment. The units shall be equipped with digital scroll compressors and 32 variable frequency drives on the supply fans. 33
34 add/deduct (circle one) 35 36 37 _____________________________________________$________________________ 38 (Amount in words) (Amount in figures) 39 40 ONE ORIGINAL WITH SIX EXACT COPIES OF THIS ALTERNATE PROPOSAL FORM 41 MUST BE SUBMITTED BY 2:00 PM, MAY 28, 2015. Include electronic copy PDF on submitted 42 thumb drive with per Submission of Proposals in Section 00 21 13. 43
44 END OF SECTION 45
BACK LIGHTING
BRICK ROWLOCK COURSE, BR - 2
AL. SKATEBOARD GUARDS@ 36" O.C., REF SPECS
6" 1' - 6"
2' -
0"
100' - 0"
CONCRETE PAVING
1' -
6"
WATER PROOFING SEALANT
1" MTL TUBE FRAME
1
3/8" = 1'-0"09
ENTRY SIGN SECTION
JOB:Date:
SUPPLEMENTARY DRAWING NO.
SUPPLEMENTING SHEET:
PROJECT:DESCRIPTION:
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SANDY MCNUTT ELEMENTARY SCHOOL
05/15/2015A01-11
REVISION TO ENTRY SIGN SECTION
01
12" LETTERS CUT FROMALUMINUM PLATE
RUBBED FINISH @CONCRETE WALL
EQ
57' - 5"
09
A01-111" WELDED TUBE FRAME SLOT RECESS FOR ALUMINUM
SIGN INSERT; REFSTRUCTURAL
1
JOB:Date:
SUPPLEMENTARY SKETCH NO.
SUPPLEMENTING SHEET:
PROJECT:DESCRIPTION:
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05/15/2015A01-12
REVISION TO ENTRY SIGN
02
A10 A11 A12
AFF L2
11' - 0"
6TH GRADECLASSROOM
A226
6TH GRADECLASSROOM
A227
COLLABORATION
STAIR
A228
03
A03-10
Sim
5' -
0"
2' -
6"
24' -
0"
EQ EQ
02
A03-10
Sim
4' -
0"
4' -
0"
10' - 6"
8' - 6"
2' - 0"
CJ
CJ
CJ TYP. AT ALLSTAIRWELLS.
8' -
3"
8' -
3"
1
10
1
JOB:Date:
SUPPLEMENTARY DRAWING NO.
SUPPLEMENTING SHEET:
PROJECT:DESCRIPTION:
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A03-02A
DRAWING REVISION - CJs @ STAIRWELL CEILING
03
3/4" SUBGIRT
METAL PANEL SOFFIT
CONT. SOFFIT VENT
A6.9
1' - 2"
Sim
LEVEL 02
114' - 8"
AF AE
BLOCKING AS REQUIRED
BLOCKING AS REQUIRED
BREAK MTL BEAM WRAP W/ CONCEALED
FASTENERS TO MATCH MULLION COLOR
1/2" SHEATHING
INSULATION
ANOD. AL. BREAK METAL BEAM
WRAP W/ CONCEALED FASTENERS
SEALANT AND BACKER ROD
WINDOW FRAME
WINDOW AS SCHEDULED
3 5/8" METAL STUD
5/8" GYP WALL BOARD
STEEL; REF STRUCTURAL
STEEL; REF STRUCTURAL
1" = 1'-0"12
SECTION DETAIL
1" = 1'-0"11
SECTION DETAIL
1
JOB:
Date:
SUPPLEMENTARY DRAWING NO.
SUPPLEMENTING SHEET:
PROJECT:
DESCRIPTION:
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SANDY MCNUTT ELEMENTARY SCHOOL
05/15/2015
A06-63
REVISED SECTION DETAIL
04
A12
FACE BRICK W/ TIES @ 24" O.C.
AIR SPACE
1/2" SHEATHING
1 5/8" METAL STUD @16" O.C.
8" METAL STUD @16" O.C. W/BATT INSULATION
6" METAL STUD @16" O.C. W/BATT INSULATION
FLUID APPLIED AIR BARRIER
1" RIGID INSULATION
INSULATED METAL PANEL
MTL. TRIM W/ DRIP EDGE BYMTL. PANEL MANUFACTURER
1' - 0 1/2"
11 3/4" 1' - 0 1/4"
2' - 0"
AC6" METAL STUDS @ 16" O.C.
W/ BATT INSULATION
1/2" SHEATHING
FLUID APPLIED AIR BARRIER
1" RIGID INSULATION
INSULATED METAL PANEL
MTL. TRIM W/ DRIP EDGE MYMTL. MANUFACTURER
STEEL; REF STRUCTURAL
SEALANT AND BACKER ROD
SHIM AS REQUIRED VERTICAL
SPANDREL GLASS
WINDOW FRAME
1' - 10"
1' - 0"
AC
1' - 0"
SPANDREL GLASS
WINDOW FRAME
GLAZING AS SCHEDULED
BREAK METAL COVER
1" = 1'-0"10
SECTION DETAIL - BRICK/METAL PANEL TO DOUBLE STUD
1" = 1'-0"11
SECTION DETAIL - METAL PANEL TO GLASS
1
1
1" = 1'-0"12
SECTION DETAIL - GLASS TO LANDING
1
JOB:Date:
SUPPLEMENTARY SKETCH NO.
SUPPLEMENTING SHEET:
PROJECT:DESCRIPTION:
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05/15/2015A06-64
NEW DRAWINGS 10, 11, 12
05
2' -
4"
4' -
6"
2' -
5"
8' -
1"
2' -
6"
28' -
6"
13' -
3"
13' -
10"
5' -
5"
28' -
6"
W
3' - 2"1' - 8"5' - 8"3' - 2"
3' - 2" 1' - 8" 5' - 8" 3' - 2"
14' - 8"
2' -
6"
8' -
1"
2' -
3"
5' -
7"
2' -
9"
13' -
10"
2' -
4"
8' -
8"
2' -
5"
SPANDREL
0' -
10"
2' -
5"
2' - 9"
1
JOB:
Date:
SUPPLEMENTARY DRAWING NO.
SUPPLEMENTING SHEET:
PROJECT:
DESCRIPTION:
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A08-41
REVISED DRAWING - W
06
ALIG
N
ALIG
N
ALIG
N
ALIG
N
03
A04-21
02
A06-23
04
A06-23
AF
AE
AD
AC
A11 A1202
A04-22
01
A06-23
100' - 0"
12 E
Q. T
RE
AD
S @
11"
EA
.
V
W
U
TO BOTTOM OF STAIR
13 E
Q. T
RE
AD
S @
11"
EA
.
1' - 1"
CLEAR
7' - 8"
06
A06-22
1 1/2" BRUSHED ALUMINUMHANDRAIL @ 28" A.F.F.;
HANDRAIL MTD. 1 1/2" OFFGUARDRAIL. GUARDRAIL @
42" A.F.F.
1' -
8"
19' -
5"
1' -
7"
6' -
10"
1' -
4"
30' -
10"
1' - 6" 16' - 4"2' - 0"
TREADS, CT-1
1' -
0"
A04-21
07SIM
REF 05/A06-64 FORFLASHING DETAIL
03
A04-21
02
A06-23
04
A06-23
AF
AE
AD
AC
A11 A12
02
A04-22
01
A06-23
13 T
RE
AD
S @
11"
EA
.
12 T
RE
AD
S @
11"
EA
.
107' - 4"
V
U
W
CLEAR
7' - 9" 1' - 1"
CLEAR
7' - 8"
16' - 6"
CLE
AR
7' -
8"
06
A06-22
INTERMEDIATE LANDING
1 1/2" BRUSHED ALUMINUMHANDRAIL @ 28" A.F.F.; HANDRAIL
MTD. 1 1/2" OFF GUARDRAIL.GUARDRAIL @ 42" A.F.F.
1' -
0"
1' -
0"
TREADS, CT-1
A04-21
07
11' -
11"
22' - 2"
01
A04-24
02
A04-24
BG
BF.8
BF
A6.3 B8.5
05/ A
04-2
4
03/ A
04-2
4
04/ A04-24
04/ A04-24
1' -
6"
1' -
2"
8' -
4"
1' - 0" 6' - 11"
6' -
4 1
/2"
3' -
10"
B148.2
2' - 9"
2' - 2 7/8"
2" E.J.
B8.6
BF.1
P44
P2
P31
P1
P31
P2
NOTE:VERIFY ALL HOISTING & PIT DIMENSIONSW/ ELEVATOR MANUFACTURER
WATER HEATERROOM
B148LEVEL 01100' - 0"
LEVEL 02114' - 8"
AF AE AD AC
BRUSHEDALUMINUM
HANDRAILS @28" A.F.F.
A04-22
03Sim
ALIGN
ALIGN
MTL RISER W/INTEGRALNOSING, TYP.
CONCRETEFILLED MTL PAN@ LANDING,REF. 03/A04-22
PTD. STEELSTRINGER, PT-7
BRUSHEDALUMINUM
GUARDRAIL @42" A.F.F.
CORRIDORBEYOND
CJ
PT-2
CJ
A06-64
12Sim
BG
B8.5 B9
01
A04-22
14' - 8"
01
A04-23
1 1/2" BRUSHEDALUMINUM
RAILING @ 28"A.F.F.;
HANDRAIL MTD.1 1/2" OFF
GUARDRAIL.GUARD RAIL @
42" A.F.F.INTERMEDIATE
LANDING
TREADS, T-1
CF
C5
C6
CLEAR
5' - 0"
CLE
AR
3' -
6"
1 1/2" BRUSHED ALUMINUMHANDRAILMTD. 1 1/2" OFF WALL @ 28"AFF, PT-7 TYP.
102' - 0" PLATFORM FF.
100' - 7" LANDING FF.
UP
UP5' - 3"
MAX SLOPE 1:12
17' - 3"1' - 0"
8' -
7"
4' -
10"
6' - 0"
1' -
0"
MA
X S
LOP
E 1
:12
6' -
9"
5' -
6"
1' - 3"
AC
A12
A06-64
05Sim
FACE BRICK W/ TIES @ 24" O.C.
AIR SPACE
FLUID APPLIED AIR BARRIER
1" RIGID INSULATION
1/2" SHEATHING
8" METAL STUDS @ 16" O.C. W/BATT INSULATION
1 5/8" METAL STUDS @ 16" O.C.
2' - 0"
8"1'
- 0
"
1' - 0 1/4" 11 3/4"
A
B
C
DATE
JOB
SHEET
ISSUES
5/1
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401 N. HOUSTON STREETDALLAS, TX 75202
T: 214.748.2000 F: 214.653.8281
2
1 05/11/2015 100% ISSUE FOR CONSTRUCTION
3
4
5
6
7
8
9
10
1/4" = 1'-0"01ENLARGED FLOOR PLAN - LEVEL 01 -STAIR
1/4" = 1'-0"04ENLARGED FLOOR PLAN - LEVEL 02 -STAIR
1/2" = 1'-0"02ENLARGED FLOOR PLAN - LEVEL 01 - AREA B ELEVATOR
1/2" = 1'-0"03STAIR SECTION
1/4" = 1'-0"05GRAND STAIR
1/4" = 1'-0"06CAFETORIUM RAMP
1" = 1'-0"07PLAN DETAIL - STAIRWELL
1
REVISIONS1 05/15/2015 ADDENDUM #1
1
1
1
1
LEVEL 01100' - 0"
LEVEL 02114' - 8"
BK BH BGBF.9
STACKED GEOFOAM RIGID INSULATION
REF. STRUCTURAL
REF. STRUCTURAL
23' -
8"
9' -
0"
1' -
5 1
/2"
1' -
5 1
/2"
1' -
5 1
/2"
1' -
5 1
/2"
A04-23
02
04
A04-23
1' -
6"
1' - 6"
LEVEL 01100' - 0"
LEVEL 02114' - 8"
AFAEADAC
A04-22
03
ALIGN
ALIGN
NOTE: PROVIDE PTD. 3/16"STL. PLATE
CLOSURE PIECES FOR ALLOPEN
C-CHANNEL ENDS AND GAPS.
REF: STRUCTURAL
BRUSHED ALUMINUMHANDRAILS @ 28" A.F.F.
BRUSHED ALUMINUMGUARDRAIL @ 42" A.F.F.
MTL RISER W/INTEGRALNOSING, TYP.
CONCRETEFILLED MTL PAN@ LANDING, REF.3/A04-22 SIM
PT-2
1"
PROVIDECONTRASTING
MARKING NONSLIPSTRIPE @ 1" MIN &
MAX 2" WIDE ONEACH TREAD @
NOSING OR LEADINGEDGE OF EACHTREAD OF ALL
STAIRS
RISER FINISH: KYNAR, PT-7
INTEGRAL NOSING
1/2"
HOLD CONCRETE 1/2"BELOW TOP OF PAN TO
RECIEVE PORCELAIN TILEON TREADS & LANDINGS
TYP. REF; FINISHSCHEDULE
PTD. STEELSTRINGER W/
CONCRETE FILLEDPAN
05
A04-22
2' -
4"
3' -
6"
5 1/
2"6"
6"6"
6"6"
6 1/
2"
1 1/2" BRUSHEDALUMINUMGUARDRAIL @42" A.F.F.
1 1/2" BRUSHEDALUMINUMHANDRAIL @ 28"A.F.F.
1" BRUSHEDALUMINUMRAILING
WELD AND GRINDSMOOTH ALLCONNECTIONS
6 1/
2"6"
6"6"
6"6"
5 1/
2"
3' -
6"
1 1/2" BRUSHED ALUMINUM GUARDRAIL
1" BRUSHEDALUMINUM
RAILING
1" BRUSHEDALUMINUM
BALUSTERS
A
B
C
DATE
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ISSUES
5/1
4/2
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VERTICALCIRCULATIONDETAILS
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1/2" = 1'-0"01learning stair section
1/2" = 1'-0"02STAIR SECTION 2
1 1/2" = 1'-0"03TYP. STAIR TREAD DTL
1" = 1'-0"04TYP. HANDRAIL DTL
1" = 1'-0"05GUARDRAIL SECTION REVISIONS
1 05/15/2015 ADDENDUM #1
1
LEVEL 01
100' - 0"
LEVEL 02
114' - 8"
A06-61
01Sim
A06-61
10
1/2" REVEAL, REF. ELEVATIONS
PREFINISHED MTL. COPING,RE. ROOFING
SPANDREL GLAZING
3 5/8" METAL STUD @ 16" O.C.
A12
34' - 0"
REF. ROOFING
A06-61
14
1' - 0 1/2"
9 1/2"
ALIGN
108' - 8"
4' - 0"
5/8" GYP WALL BOARD
A06-63
10Sim
LEVEL 01
100' - 0"
PREFINISHED MTL. COPING,RE. ROOFING
102' - 8"
T.O. MASONRY 117' - 4"
A06-61
05Sim
REF. ROOFING
4' - 0"
A06-63
14
A06-63
06
108' - 8"
LEVEL 01
100' - 0"
8" METAL STUD @ 16" O.C.W/ BATT INSULATION
1/2" SHEATHING
1" RIGID INSULATION
FACE BRICK WITHTIES @ 24" O.C.
AIR SPACE
FLUID APPLIED AIR BARRIER
INSULATED METAL PANEL
1" RIGID INSULATION
6" METAL STUD @ 16" O.C.
1/2" SHEATHING
FLUID APPLIED AIR BARRIER
1/2" REVEAL, REF. ELEVATIONS
PREFINISHED MTL. COPING,RE. ROOFING
A12
T.O. MASONRY 128' - 8"
134' - 0"
A06-61
03
REF. ROOFING
WALL PACK, REF. MEP
A06-64
10
8" METAL STUD @ 16" O.C. W/BATT INSULATION
1 5/8" METAL STUD @ 16" O.C.
LEVEL 01
100' - 0"
LEVEL 02
114' - 8"
A06-61
04
A06-61
01Sim
INSULATED METAL PANEL
1" RIGID INSULATION
6" METAL STUD @ 16" O.C.W/ BATT INSULATION
1/2" SHEATHING
FLUID APPLIED AIR BARRIER
1/2" REVEAL, REF. ELEVATIONS
PREFINISHED MTL. COPING,RE. ROOFING
A6.1
117' - 4"
134' - 0"
1' - 0"
1' - 2"
1' - 2"
REF. ROOFING
A06-63
10Sim
A06-63
10Sim
TILE BACKER BOARD
CT-2
LEVEL 01
100' - 0"
LEVEL 02
114' - 8"
A06-61
01Sim
A06-61
10Sim
PREFINISHED MTL. COPING,RE. ROOFING
6" METAL STUD @ 16" O.C.W/ BATT INSULATION
1/2" SHEATHING
1" RIGID INSULATION
FACE BRICK WITHTIES @ 24" O.C.
AIR SPACE
FLUID APPLIED AIR BARRIER
SPANDREL GLAZING
3 5/8" METAL STUD @ 16" O.C.
SPANDREL GLAZING
3 5/8" METAL STUD @ 16" O.C.
AG
T.O. MASONRY 134' - 0"
A06-62
10Sim
REF. ROOFING
A06-61
10Sim
1' - 2"
1' - 1"
2' - 8"
2' - 8"
108' - 8"
123' - 4"
A06-63
11Sim
LEVEL 01
100' - 0"
AC
A06-61
01Sim
INSULATED METAL PANEL
1" RIGID INSULATION
6" METAL STUD @ 16" O.C.W/ BATT INSULATION
1/2" SHEATHING
FLUID APPLIED AIR BARRIER
1/2" REVEAL, REF. ELEVATIONS
PREFINISHED MTL. COPING,RE. ROOFING
SPANDREL GLAZING
3 5/8" METAL STUD @ 16" O.C.
134' - 0"
REF. ROOFING
1' - 10"
1' - 0"
1' - 0"
A06-63
11Sim
A06-64
11
A06-64
12
A
B
C
DATE
JOB
SHEET
ISSUES
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A06-23
WALL SECTIONS
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4
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1/2" = 1'-0"02
WALL SECTION - STAIR WELL
1/2" = 1'-0"03
WALL SECTION - STRINGS
1/2" = 1'-0"04
WALL SECTION - STAIR WELL
1/2" = 1'-0"05
WALL SECTIN - CORRIDOR
1/2" = 1'-0"06
WALL SECTION - COLLABORATION
1/2" = 1'-0"01
WALL SECTION - STAIR WELL
REVISIONS1 05/15/2015 ADDENDUM #1
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1 1
LEVEL 01100' - 0"
C2
WINDOWS AS SCHEDULED
A06-62
12Sim
VAPOR BARRIER
C2
SEALANT AND BACKER ROD
BLOCKING
WINDOW FRAME
WINDOWS AS SCHEDULED
SHIM AS REQUIREDVERTICAL
PRE-FINISHED METAL SOFFIT PANEL BYCANOPY MANUFACTURER
RISEWALL FLASHING BY AL.CANOPY MANUFACTURER
INSULATED METAL PANEL
1" RIGID INSULATION
CONTINUOUS THRU WALLFLASHING W/ DRIP EDGE
6" MTL STUDS @ 16" O.C. W/BATT INSULATION
FLUID APPLIED AIR BARRIER
1/2" SHEATHING
3/4" PRE-FINISHED METAL REVEAL
CONT. SOFFIT VENT
ROOF DRAIN PER ROOFING
LEVEL 01100' - 0"
FACE BRICK W/ BRICK TIES @24" O.C.
1" RIGID INSULATION
FLUID APPLIED AIR BARRIER
CONTINUOUS THRU WALL FLASHING W/WEEPS @ 24" O.C.
VAPOR BARRIER
MORTAR NET
CMU, REF. STRUCTURAL
CA
5/8" GYP. WALL BOARD
6" MTL STUD W/ BATT INSULATION
1/2" SHEATHING
FLUID APPLIED AIR BARRIER
1" RIGID INSULATION
FACE BRICK W/ TIES @ 24" O.C.
BLOCKING AS NEEDED
SOLID SURFACE INTERIOR SILL
1' - 6"
CAST STONE SILL
A06-62
03Sim
AIR SPACE
B9
WINDOW FRAME
WINDOWS AS SCHEDULED
SEALANT
SHIM AS REQUIREDVERTICAL
1/2" SHEATHING
FLUID APPLIED AIR BARRIER
1" RIGID INSULATION
INSULATED METAL PANEL
6" MTL STUDS W/BATTINSULATION
5/8" GYP. WALL BOARD
MTL. TRIM W/ DRIP EDGE BY MTL.PANEL MANUF.
1' - 2"
A06-64
01Sim
A1210
"
RISEWALL FLASHING BY AL.CANOPY MANUFACTURER
AL. DECKING BY CANOPY MANUFACTURER
STEEL BEAM, TYP. REF STRUCTURAL. CANOPYMANUFACTURER TO PROVIDE APPROPRIATEFASTENERS AT CONNECTIONS BETWEEN AL.
CANOPY ELEMENTS AND STRUCTURAL STEELSUPPORTS.
AL. FASCIA BY CANOPY MANUFACTURER
CM TO COORDINATE DRAIN OUTLETS
PRE-FINISHED METAL SOFFIT PANEL BYCANOPY MANUFACTURER
SEALANT AND BACKER ROD
BLOCKING
WINDOW FRAME
WINDOWS AS SCHEDULED
SHIM AS REQUIREDVERTICAL
3/4" PRE-FINISHED METAL REVEAL
CONT. SOFFIT VENT
REF SECTION
AL. CHANNEL BEAM W/ DRAINAGE BYCANOPY MANUFACTURER
STEEL ANGLE; REF STRUCTURAL
ANOD. AL. BREAK METAL WRAP TOMATCH MULLION COLOR
CONTINUOUS ALUM. SILL PLATE W/ BACKLEG LAPPED UNDER COPING W/
WATERPROOFING MEMBRANE, BACKERROD & SEALANT BOTH SIDES
5/8" GYP. WALL BOARD
6" MTL STUD W/ BATT INSULATION
1/2" SHEATHING
FLUID APPLIED AIR BARRIER
1" RIGID INSULATION
INSULATED MTL. PANEL
SOLID SURFACE INTERIOR SILL
A06-64
02Sim
48"X48" ROOF HATCH AS SPECIFIED
SAFETY POST BY HATCH MANUF.
1/4" X 2" BENT PLATE WELDED AT EA.STRINGER, WELDED TO STL. ANGLE
STL. BRACKET SECURED TOBACK-TO-BACK MTL. STUDS
3/4" STL BAR RUNGS @ 12" O.C.
2- C4X7.25 STL. STRINGERS 16" APARTROUND TOP AND GRIND SMOOTH
L4X4 STL. ANGLE WELDED AT EA.STRINGER, BOLTED TO SLAB
FIE
LD V
ER
IFY
PARTITION AS SCHEDULED
BASE AS SCHEDULED
BASE AS SCHEDULED
HOLD GYP. BD. UP 1/2" AT E.J.
FLOOR AS SCHEDULED
EXPANSION JOINT
LEVEL 01100' - 0"
CA
FACE BRICK W/ BRICK TIES @24" O.C.
1" RIGID INSULATION
FLUID APPLIED AIR BARRIER
CONTINUOUS THRU WALL FLASHING W/WEEPS @ 24" O.C., GROUTED SOLID BELOW
MORTAR NET
5/8" GYP. WALL BOARD
6" MTL. STUD W/ BATT INSULATION
1/2" SHEATHING
VAPOR BARRIER
1' - 6"
LEVEL 01100' - 0"
A12
11 3/4" 1' - 0 1/4"
FACE BRICK W/ BRICK TIES @24" O.C.
1" RIGID INSULATION
FLUID APPLIED AIR BARRIER
CONTINUOUS THRU WALL FLASHING W/WEEPS @ 24" O.C.
MORTAR NET
8" MTL. STUD @ 16" O.C. W/BATT INSULATION
1/2" SHEATHING
1 5/8" METAL STUD @ 16"O.C.
VAPOR BARRIER
2' - 0"
CA1' - 7 3/8"
WINDOW FRAME
WINDOWS AS SCHEDULED
SEALANT
SHIM AS REQUIREDVERTICAL
1/2" SHEATHING
FLUID APPLIED AIR BARRIER
1" RIGID INSULATION
INSULATED MTL. PANEL
6" MTL STUDS W/BATTINSULATION
5/8" GYP. WALL BOARD
MTL. TRIM W/ DRIP EDGE BY MTL.PANEL MANUF.
MTL. SOFFIT BY MTL. PANEL MANUF.
A06-64
01Sim
CA
1' - 6"
1' - 7 3/8"
1/2" SHEATHING
FLUID APPLIED AIR BARRIER
1" RIGID INSULATION
INSULATED MTL. PANEL
6" MTL STUDS W/BATTINSULATION
MTL. TRIM W/ DRIP EDGE BY MTL.PANEL MANUF.
FACE BRICK W/ BRICK TIES @24" O.C.
1" RIGID INSULATION
FLUID APPLIED AIR BARRIER
5/8" GYP. WALL BOARD
6" MTL. STUD W/ BATT INSULATION
1/2" SHEATHING
AIR SPACE
ANOD. AL BREAK METAL WRAP W/CONCEALED FASTENERS TO MATCH
MULLION COLOR
1/2" SHEATHING
6" METAL STUDS W/BATT INSULATION
BLOCKING AS REQ'D
REF. STRUCTURAL
CONTINUOUS ALUM. SILL PLATE W/ BACKLEG LAPPED UNDER COPING W/
WATERPROOFING MEMBRANE, BACKERROD & SEALANT BOTH SIDES
SEALANT AND BACKER ROD
SHIM AS REQUIREDVERTICAL
MTL. TRIM W/ DRIP EDGE BY MTL.PANEL MANUF.
MTL. SOFFIT BY MTL. PANEL MANUF.
CONT. SOFFIT VENT
3 5/8" METAL STUD @ 16"O.C. W/ BATT INSULATION
8"
4"4"
4"
A
8"
4"
4"
4"
4"
A
RISE
8"
4"
4"A
4"
2.5"
6"
8"
4"
8"
4"6"
8"
4"
6"
6"
4"
4"
8"
4"
RISE
A
B
C
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1" = 1'-0"01SECTION DETAIL
1" = 1'-0"13SECTION DETAIL
1" = 1'-0"05SECTION DETAIL
1" = 1'-0"07SECTION DETAIL
1" = 1'-0"06SECTION DETAIL
1" = 1'-0"10SECTION DTL
1" = 1'-0"04SECTION DTL
3/4" = 1'-0"09ROOF HATCH DTL
3" = 1'-0"08EXPANSION JOINT @ A WALL
1" = 1'-0"02SECTION DTL
1" = 1'-0"03SECTION DTL
1" = 1'-0"11SECTION DTL
1" = 1'-0"12SECTION DTL
1 1/2" = 1'-0"14SECTION DTL
1 1/2" = 1'-0"15SECTION DTL
1 1/2" = 1'-0"16CLOAKING DETAILS
REVISIONS1 05/15/2015 ADDENDUM #1
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11
STANDARD ABBREVIATIONS
ABADDLAESS
AFFAGGRALTARCHBLBLBLDGBLKBMBOT, BBRGBTWNCCFMFCGSCIPCJCLCMUCOLCOMPRCONCCONNCONSTRCONTCONTRdbDBADETDIA or ØDIMDWGDWLEAEFEJELENGREQEWEXP BTEXSTEXTFFABRFDTNFINFIN FLR, FFFLRFSFVGNGRHORIZ, HHSAHSSHTIFINFOINTJSTJTKK-FT
Anchor BoltAdditionalArchitectural ExposedStructural SteelAbove Finished FloorAggregateAlternateArchitect(ural)Building LineBrick LedgeBuildingBlockBeamBottomBearingBetweenChannelCold-Formed Metal FramingCenter of Gravity of SteelCast-in-PlaceConstruction JointCenter LineConcrete MasonryColumnCompressionConcreteConnect(ion)ConstructionContinuousContractorBar Diameter(s)Deformed Bar AnchorDetailDiameterDimensionDrawingDowelEachEach FaceExpansion JointElevationEngineerEqualEach WayExpansion BoltExistingExteriorForce (Axial)FabricatorFoundationFinishFinish FloorFloorFar SideField VerifyGeneral NotesGradeHorizontalHeaded Stud AnchorHollow Structural SectionHeightInside FaceInformationInteriorJoistJointKip (1,000 pounds)Kip-Feet (Moment)
LBFLLBBLLHLLVLSHLSVMMATLMAXMECHMEPMFRMINMKMTLNICNONSNSGNTSOCOFOP HDOPNGPP-TPCCPENPIPILPLPNLPSFPSIPTRRECTREFREINFREQDSCSCHEDSECTSHTSIMSPRTSQSTSTDSTIFSTLSTRUCTSYMMTT&BTEMPTOCTOFTOJTOPTOSTOWTYPUNOVVERT, VWDWP
Pound-ForceLong Leg Back-to-BackLong Leg HorizontalLong Leg VerticalLong Side HorizontalLong Side VerticalMomentMaterialMaximumMechanicalMech/Elec/PlumbingManufacturerMinimumMarkMetalNot in ContractNumberNear SideNon-Shrink GroutNot to ScaleOn CenterOutside FaceOpposite HandOpeningPan (form)Post-TensioningPrecast ConcretePenetrationPlasticity IndexPilasterPlatePanelPounds Per Square FootPounds Per Square InchPointRadiusRectangle(ular)Refer (to)ReinforcingRequiredSlip-CriticalScheduleSectionSheetSimilarSupportSquareStirrup(s)StandardStiffenerSteelStructure(al)SymmetricalTensionTop and BottomTemperatureTop of ConcreteTop of FootingTop of JoistTop of PierTop of SteelTop of WallTypicalUnless Noted OtherwiseShearVerticalWoodWorking or Work Point
TOC. 99' - 0" TOP OF CONCRETE ELEVATION
TOW 124' - 0" TOP OF WALL ELEVATION
SECTION
SYMBOL LEGEND
ENLARGED PLAN ORPLAN DETAIL
LEVEL ELEVATION(RELATIVE TO DATUMELEVATION 100' - 0")
C1 COLUMN MARK
TOS 120' - 0" TOP OF STEEL ELEVATION(BOTTOM OF METAL DECK)
CAST-IN-PLACECONCRETE WALL
CONCRETE MASONRYWALL
EL 120' - 0" SPOT ELEVATION
DROP IN STRUCTURE
SLOPE IN STRUCTUREMECHL. EQUIPMENTSEE PLAN FOR WEIGHT
1
S101
LEVEL 2115' - 0"
VERTICAL BRACE
F2 FOOTING MARK99' - 0"
TOP OF FOOTINGELEVATION (REFERPLAN)
C1 COLUMN MARKP2 PIER MARK99' - 0"
TOP OF PIERELEVATION (REFERPLAN)
KNEE BRACING
3' - 0"
SPO
T EL
EVAT
ION
S AR
ER
ELAT
IVE
TO D
ATU
M E
LEVA
TIO
N10
0' -
0"
BEAM SPLICE (LENGTH GIVENFROM COLUMN CENTERLINE TOCENTERLINE OF SPLICE IN FEETAND INCHES
COMPLETE PENETRATIONMOMENT CONNECTION
CONCRETE TOPPINGSLAB
TC
TOP OF COLUMN INDICATOR
1
S101ELEVATION
1
S101
1
S101
PONCE FUESSENG INE ERI NG
Project No. TX REG. # F-12125
Dallas, TX 752193333 Lee Parkway, Suite 475469-310-2850 www.ponce-fuess.com
DATEJOB
SHEET
ISSUES
CORGAN ASSOCIATES, INC.401 N. Houston Street
Dallas, TX 75202T: 214.748.2000 F: 214.653.8281
14246
5/15
/201
5 3:
29:1
2 P
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S01-01
GENERAL NOTES
05/11/201514216.0000
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760
14
C O R G A N
G E N E R A L N O T E SSECTION 1 - GENERAL INFORMATION AND DESIGN CRITERIA
SECTION 1.1 - DOCUMENTS
1.1.1 Structural Drawings are not stand-alone documents. They are augmented by technical specifications and must be coordinated with Architectural, Civil and Mechanical/Electrical/Plumbing/HVAC documents.
1.1.2 General Notes and Typical Details apply generally throughout the project wherever conditions similar to those depicted exist and are not necessarily referenced specifically in the documents.
1.1.3 Structural documents are protected by U.S.A. Copyright Laws, and shall not be used for any purpose other than construction of the building described in the Architectural documents and at the geographic location shown. The structural design described in these documents is not valid for any other purpose, use or location.
1.1.4 The Geotechnical Report referenced herein is not part of the Structural Documents, however, a copy should be obtained for reference during installation of foundations and subgrade preparation.
COORDINATION1.1.5 Contractor is responsible for coordinating Structural Documents with other trades and disciplines including; architectural, civil, mechanical, electrical, HVAC and fire protection. Some requirements are not known prior to issue and may change as layout and fabrication drawings are developed. Promptly report deviations and interferences with structural components for resolution by the Engineer.
1.1.6 Verify dimensional location and depth of slab recesses and offsets with Architectural Drawings.
1.1.7 Verify weights, location and details of structurally supported mechanical equipment prior to construction of the supporting structure. Report deviations from assumed conditions to the Engineer prior to fabricating materials.
1.1.8 Verify the location, size and detail of roof openings and curbs for mechanical equipment prior to fabricating materials. Report deviations from assumed conditions to the Engineer before proceeding with work.
1.1.9 Verify location and size of floor and roof penetrations and sleeves for mechanical and electrical components. Openings in beams, girders, columns and slabs are subject to prior approval of the Engineer.
1.1.10 Do not scale plans, details and sections for quantity, length or fit of materials.
REFERENCE ELEVATIONS1.1.11 Heights of floor and roof decks and various framing components are given on the drawings relative to a reference elevation of 100'-0". This reference elevation is equivalent to a Mean Sea Level Elevation at finish floor as noted on the civil drawings.
TEMPORARY BRACING1.1.12 Structural systems are designed for in-place conditions only. Contractor shall provide temporary bracing of structural components for conditions that will exist during construction and to meet all regulatory requirements for safety of workmen.
1.1.13 Temporary frame bracing shall remain until installation of permanent structural bracing elements, member connections and floor or roof diaphragms are complete.
SECTION 1.2 - CODES AND STANDARDS
1.2.1 Building Code of jurisdiction : 2009 IBC with City of Arlington amendments
1.2.2 Structural Concrete Code - American Concrete Institute (ACI) (latest edition)
1.2.3 Structural Steel Code - American Institute of Steel Construction (latest edition)
1.2.4 Structural Masonry Code - American Concrete Institute (ACI) (latest edition)
SPECIAL INSPECTIONS1.2.5 See sheet S01-02 for items of structural construction requiring special inspection accordance with the building code.
1.2.6 See Technical Specifications for other materials testing and inspection requirements.
SECTION 1.3 - DESIGN CRITERIA
1.3.1 Live Loads Typical Ground Floor corridors 100 psf Classrooms 60 psf Stage 100 psf Storage 150 psf Typical Elevated Floor 80 psf (4) Assembly Areas 100 psf Stairs and Exits 100 psf Roof 20 psf 1.3.2 Dead Loads (Superimposed) Typical Ground Floor
Flooring 3 psfFloor Collateral 5 psf (1)
Typical Elevated FloorFlooring 3 psfFloor Collateral 5 psf (1)Ceilings below 3 psfSprinklers below 3 psf
Typical RoofRoof Collateral 5 psf (1)Roof Collateral @ Kitchen 15 psf (1)Roof Sprinklers 3 psf (3)Roofing System & Insulation 12 psf (2)Ceilings 3 psf
Notes: (1) Collateral loads include; lighting, ductwork, miscellaneous framing. (2) Roofing system weight is the maximum unit weight of roofing materials and ballast (where applicable) for which the roof structure is designed. (3) Sprinkler loads are for distribution lines and heads, exclusive of mains, which are included separately as concentrated dead loads. (4) Elevated floor superimposed live load includes
15 psf partition loading.
1.3.3 Wind Loads Base Wind Speed - 3 second gust 90 mph Wind Exposure Classification C Wind Importance Factor 1.15 Positive internal pressure coefficient; GCpi pos = 0.18 Negative internal pressure coefficient; GCpi neg = -0.18 Component and Cladding Pressures - see S01-02 1.3.4 Seismic Design Parameters Site Class C Seismic Design Category A Seismic Importance Factor 1.25 Seismic Use Group III Seismic Spectral Acceleration Ss .111 g S1 .048 g Seismic Design Spectral Accelerations Sds .089 g Sd1 .055 g Response Modification Factor R Area A, Area B, Area C (Except as Noted Below) - Steel System not specifically detailed for Seismic Resistance R=3
Area C Kitchen, Music Room, Gymnasium - Ordinary Reinforced Masonry Shear Walls R=2 Seismic Response Coefficient, Cs Area A, Area B, Area C (Except as Noted Below) - Cs=0.037 Area C Kitchen, Music Room, Gymnasium - Cs=0.056 Base Shear (F=0.01w) Area A Area B (2 Story) Area C
1.3.5 Ground Snow Load (Pg) 5 psf
1.3.6 Concentrated LoadsLocation Load-pounds Area NotesMetal Roof Deck 250 1 sq.ft. (1,2)Roof Joists 250 (3)Roof Opng Support Frames 500 6.25 sq.ft. (1,2)Notes:(1) Concentrated loads apply to any location on supporting structure, separately from (not in addition to) uniform live loads, except as noted otherwise.(2) Applies to each structural component individually.(3) Load applied at any panel point along top or bottom chords.
1.3.7 Mechanical Units - Assumed weights and locations of roof-supported mechanical equipment are indicated on Roof Framing Plan. Notify Engineer of deviations in weight, location or detail prior to fabrication of materials.
1.3.8 Elevator - Design loads for the elevator foundation supports are based on Schindler Model Number 330A Holeless Hydraulic Elevator. If another elevator is selected, G.C. submit to ARCH for review.
SECTION 2 - FOUNDATIONS AND RELATED EARTHWORK
GEOTECHNICAL REPORT2.1 Design of foundations and structural components in contact with soil is based on the recommendations given in the following:
Report by : CMJ Engineering, Inc. Date of Report : March 6, 2015 Report Number : 247-15-10
2.2 Refer to the soil report for subsoil conditions that may be encountered in the installation of foundations, and other information relevant to foundations and site preparation.
SOIL IMPROVEMENT UNDER SOIL SUPPORTED BUILDING SLABS2.3 Design of soil-supported building slabs is based on soil movement of up to 1 inch, based on the recommendations of Geotechnical Report.
2.4 Refer to Specifications for soil stabilization under soil-supported building slabs.
STRAIGHT SHAFT PIERS2.5 Design Criteria: Bearing Stratum : Unweathered Gray Shale & Sandy Shale with Sandstone Seams & Layers Top of Stratum Elevations : EL 60'-0" Temporary Casing : Anticipated Allowable End Bearing : 22,00 psf Allowable Side Friction : 2,600 psf Upheaval Side Friction : 1,800 psf Upheaval Design Depth : 10 ft Negative Side Friction : 1,700 psf
2.6 Pier depths indicated are for bidding purposes only. Actual pier depths may vary depending on depth to bearing stratum.
2.7 Steel dowels at tops of piers shall extend 30 bar diameters above and below top of pier unless noted otherwise (noted as "LAP" on Typical Details).
2.8 Top of pier elevations given are relative to reference elevation 100'-0".
2.9 Overpour at tops of piers ("mushrooms") shall be removed to the required pier diameter.
SECTION 3 - STRUCTURAL CONCRETE
SECTION 3.1 - CONCRETE FORMS
3.1.1 Formed Voids - Provide retained void spaces between bottom of structural members and subgrade as follows:
Grade Beams : 12 inchesStructural Slabs : 12 inches
3.1.2 Grade Beams - shall be formed both sides.
METAL FORM DECK3.1.3 Min. Deck Gauge : 22 (galvanized)
3.1.4 Min. Depth of Ribs : 1.0 inches (nominal)
SECTION 3.2 - STEEL REINFORCING
STEEL REINFORCING3.2.1 All bars shall be deformed in accordance with ASTM A615. Reinforcing indicated to be welded shall conform to ASTM A706.
3.2.2 Strength of bars shall be as follows: All Bars Grade 60
SPLICING OF REINFORCING BARS3.2.3 Top bars in beams, slabs shall be spliced at midspan between supports, unless noted otherwise.
3.2.4 Bottom bars in beams, slabs shall be spliced at supports, unless noted otherwise.
3.2.5 Vertical bars in piers shall not be spliced.
LAPPED SPLICE LENGTHS3.2.6 Lap reinforcing 30 bar diameters at splices unless noted or detailed otherwise.
3.2.7 Temperature bars shall be spliced with Class B tension splice unless noted otherwise.
CONCRETE COVER TO REINFORCING3.2.8 Clearance from face of concrete to face of reinforcing: Piers 3" Formed Grade Beams 1-1/2" top, 2" sides, 3" bottom Slabs over void cartons 3/4" top, 1-1/2" bottom
PLACEMENT OF REINFORCING3.2.9 Offsets in reinforcing bars shall be bent at a ratio of 1 (normal to bar axis) to 6 (parallel to bar axis).
3.2.10 Provide corner bars at intersections of beams and walls in accordance with Typical Details.
3.2.11 Start stirrup spacing in beams 2 inches outside of face of supports.
3.2.12 Place first bar of slab reinforcing parallel to side 2 inches from a free edge or half of required bar spacing from face of edge beam.
3.2.13 Place welded wire reinforcing in slabs poured on metal deck at center of slab unless noted otherwise.
SECTION 3.3 - CONCRETE MIX DESIGNS
3.3.1 Concrete Mix Schedule:a) "HRC" refers to hardrock concrete having air dry unit weight of approximately 145 PCF.b) Where w/c ratio is not indicated in the Concrete Mix Schedule, it shall be as necessary to meet strength requirements.c) Where the w/c ratio is shown, it shall be adhered to regardless of strength requirements.d) "Strength" is required compressive cylinder strength at an age of 28 days.
---------------------------------------------------------Conc. Strength Agg. Agg. Slump MaxClass psi Type Size Inches w/c Notes--------------------------------------------------------- A 3000 HRC 1-1/2" 5-7 --- B 4000 HRC 1" 3-5 --- C 3500 HRC 3/4" 3-5 0.46 D 4000 HRC 3/4" 3-5 0.46
3.3.2 Mix Usage Schedule:--------------------------------------------------------- Concrete AirDescription of Use Class Content---------------------------------------------------------Drilled Piers A ------Grade Beams & Retaining Walls B 3-6%Slab on Metal Form Deck C ------Slab on Composite Metal Deck C ------Housekeeping Pads C ------Structural Slab over Void Cartons D
SECTION 3.4 - CONCRETE SLABS
3.4.1 Slabs on Composite Metal Deck Composite Slab Schedule: Type Overall Slab Type Typ Slab Notes/ Mark T-inches Location WWM Reinf Addnl Top Reinf ---------------------------------------------------------------- CA 6.5 Typ. UNO 6x6-W2.1xW2.1 #4(8-0)@12 over girders CB 4.0 Grand Stair 6x6-W2.1xW2.1 See Sheet S03-10
Notes: "Girders" refers to interior beams oriented parallel to deck. Slab types correspond to deck type (see Composite Metal Deck). Locate Typ Slab Reinf at center of slab above deck. Top Cover for Addnl Top Reinf: 1".
ALTERNATE: In lieu of Typ Slab reinforcing WWM: Macro Fibers STRUX 90/40 @ 4 lbs/cy as manufactured by W.R. Grace & Co. or approved equal. Note that reinforcing over girders and any other additional reinforcing shown on plans is still required with ALTERNATE.
3.4.2 Slabs Placed over Void CartonsSee plans for required locations.
See plans for slab thicknesses and reinforcing.
3.4.3 Housekeeping Pads Pad Thickness: 4.0 inches (minimum) Pad Reinforcing: WWF6x6-W2.1xW2.1
Reinforcing shall be centered in the pad. Refer to mechanical drawings for pad locations and plan dimensions.
3.4.4 Overpour Slabs on Geofoam Location Thickness Reinforcing --------------------------------------------------------- Typical 4 inches #3 @ 18 EW
a) Reinforcement shall be centered in slab, unless detailed otherwise. b) Provide construction joints in slabs where indicated on Plans. Allow minimum of 4 days interval between placing adjacent sections of slab. c) EPS Geofoam Insulation shall be Type EPS15 meeting the requirements of ASTM D6817. Geofoam blocks to be adhered to base slab and to one another with non-solvent based adhesive. Adhesive to provide a minimum shear strength of 5 psf to transfer lateral forces between blocks down to base slab.
SECTION 3.8 - DRILLED IN ANCHORS
3.8.1 Drill holes with rotary impact hammer drills using carbide tipped bits or matched tolerance diamond core bits. Drill bits shall be of diameter as specified by the anchor manufacturer. All holes shall be drilled perpendicular to the concrete or masonry surface.
3.8.2 Embedded items: Identify position of reinforcing steel and other embedded items prior to drilling holes for anchors. Exercise care in drilling to avoid damaging existing reinforcing or embedded items. Notify the Engineer if reinforcing steel or other embedded items are encountered during drilling. Take precautions as necessary to avoid damaging electrical and telecommunications conduit, and gas lines.
3.8.3 Base Material Strength: Unless otherwise specified, do not drill holes in concrete or masonry until concrete, mortar, or grout has achieved full design strength.
TESTING3.8.4 Continuous special inspection is required for all post installed anchors. Remove and replace mis-placed or malfunctioning anchors. Fill empty anchor holes and patch failed anchor locations with high-strength nonshrink, nonmetallic grout. Anchors that fail to meet proof load or installation torque requirements shall be regarded as malfunctioning.
EXPANSION, UNDERCUT, SCREW AND ADHESIVE ANCHORS3.8.5 Concrete base material: provide anchors of size and type shown with ICC-ES compliance required
Expansion Anchors: Hilti Kwik Bolt TZ (ICC-ES ESR-1917), Simpson Strong-Bolt 2 (ICC-ES ESR-3037), Simpson Strong-Bolt (ICC-ES ESR-1771), Powers Power-Stud+SD1 (ICC-ES ESR-2818), Powers Power-Stud+ SD3, SD4, SD6 SS (ICC-ES ESR-3472), Powers Power-Bolt+ (ICC-ES ESR-3260), ITW Red Head Trubolt+ (ICC-ES ESR-2427).
Undercut Anchors: Hilti HDA (ICC-ES ESR-1546), Simpson Torq-Cut (ICC-ES ESR-2705), Powers Atomic+ Undercut (ICC-ES ESR-3067).
Screw Anchors: Hilti Kwik HUS-EZ (ICC-ES ESR-3027), Simpson Titen HD (ICC-ES ESR-2713), Powers Wedge-Bolt+ (ICC-ES ESR-2526), ITW RedHead Tapcon Anchor & Sammy Anchor (ICC-ES ESR-2202).
Adhesive Anchors: Hilti HIT-HY 200 Safe Set System (ICC-ES ESR-3187) for use with Hilti HIT-Z Rod, HAS-E rod and Hollow Drill Bit, Hilti HIT-RE 500-SD (ICC-ES ESR-2322), Hilti HIT HY-200 (ICC-ES ESR 3187) Simpson SET-XP (ICC-ES ESR-2508), Powers AC100+ Gold (ICC-ES ESR-2582), Powers PE1000+ (ICC-ES ESR-2583), Powers Pure 110+ (ICC-ES ESR-1995), ITW RedHead Epcon S7 (IC-ES ESR-2308), ITW RedHead Epcon C6+(ICC-ES ESR-3577), ITW RedHead Epcon G5 (ICC-ES ESR-1137).
Powder Actuated Fasteners - Simpson Powder-Driven Pins (ICC-ES ESR-2138) or Hilti X-U or other Fasteners (ICC-ES ESR-2269, ICC-ES ESR-1663, ICC-ES ESR-1752), ITW Ramset TE Pin, Powder-Driven Pins (ICC-ES ESR-1799).
3.8.6 CMU or Concrete Masonry Unit (CMU) base materials: provide anchors of size and type shown with ICC-ES compliance required
Screw Anchors: Hilti Kwik HUS EZ (ICC-ES ESR-3056), Simpson Titen HD (ICC-ES ESR-1056), Powers Wedge-Bolt+ (ICC-ES ESR-1678), ITW RedHead Tapcon anchors (ICC-ES ESR-1671).
Adhesive Anchors: Hilti HIT-HY 70 (ICC-ES ESR-2682), Simpson SET (ICC-ES ESR-1772), Powers T308+ (ICC-ES ESR-3066), ITW RedHead Epcon A7 (ICC-ES ESR-5560).
3.8.7 Multi-wythe solid brick wall base material: provide anchors of size and type shown with ICC-ES compliance required:
Adhesive Anchors: Hit-HY 70 (ICC-ES ESR-2682)
INSTALLATION3.8.8 Perform anchor installation in accordance with manufacturer's printed installation instructions (MMPII).
3.8.9 Protect threads from damage during anchor installation.
3.8.10 Anchor Manufacturer Installation Training is available at no cost. If contractor has not undergone training, complete training prior to field installation of anchors. ACI Training certification may be required, per Building Official.
IBC 2012 requires an ACI certification for adhesive anchor installers. Installers of adhesive anchors shall hold a current AAI certification as accredited by ACI/CSRI in accordance with ACI 318-11 D.9.2.2.
SECTION 4 - STRUCTURAL MASONRY
GENERAL4.1 Refer to Architectural layout and Drawings and Specifications for details and exact dimensions of brick masonry work including rustications, corbels, coursing, reglets, weep holes, waterproofing and flashing.
4.2 Grout lifts at reinforced masonry walls shall not exceed five feet.
STRUCTURAL PROPERTIES4.3 Required prism strength of structural assembly = 1800 psi
4.4 Required 28-day compressive strength of mortar = 1800 psi
4.5 Required 28-day compressive strength of grout = 2500 psi
REINFORCING4.6 Horizontal joint reinforcing shall be "Truss Type" 9 ga. welded wire spaced 16 inches on center vertically.
4.7 Provide special "L" and "T" shaped sections at wall intersections. Lap horizontal wires at least 12" at splices.
4.8 Horizontal reinforcing in trough tiles shall be lapped 30 bar diameters at splices. Stagger splices in adjacent bars at least 4'-0". See details for reinforcing.
4.9 Provide corner bars at intersections of reinforced trough tiles equal in size and number to horizontal reinforcing lapped 30 bar diameters each way.
4.10 Reinforcing in grouted cells shall be lapped and wire tied at splices. See 7/S04-01 for lap splice schedule.
4.11 Unless shown otherwise on plans or details, reinforcing for CMU walls shall be as follows: ------------------------------------------------------------------ Wall Type Wall Thickness Vert. Reinf. Dowels ------------------------------------------------------------------ Structural CMU 8-inches 1#5@32"o.c. #5(0-10/4-0) Non-structural CMU 6 or 8-inches 1#5@48"o.c. #5(0-10/4-0) Structural CMU 12-inches 2#5@32"o.c. #5(0-10/4-0) Non-structural CMU 12-inches 2#5@48"o.c. #5(0-10/4-0) ------------------------------------------------------------------ Notes: a) Vertical reinforcing is to be in grouted cell. b) Align and lap dowels with vertical wall reinforcing. c) At wall openings, see wall opening reinforcing schedule Sheet S04-01 for reinforcing of jamb and lintel. d) Each vertically grouted cell shall connect to foundation with #5(0-10/4-0) dowels unless noted otherwise. e) CMU walls shown in structural drawings are structural CMU wall. -------------------------------------------------------------------4.12 Exterior masonry walls shown on structural plans shall have interlocking corners at intersections. Interior "T" and "L" wall intersections shall have continuous horizontal reinforcing and bond beam reinforcing through the intersection. See specification for other considerations.
4.13 Masonry bond beams specified on plans or details shall be trough tiles as shown in details. "Knock-out" bond beams are not acceptable except at the base course and where specifically noted.
4.14 All cells below grade or finished floor shall be grouted solid.
4.15 The first cell at corners, ends of walls, and each side of openings shall be grouted and reinforced with 1 #5 vertical for 8-inch CMU wall and 2#5 vertical for 12-inch CMU wall. See typical details for additional information of jamb and lintel reinforcing.
4.16 Install 8" or 12" as applicable deep bond beams at tops of CMU walls - typical U.N.O.
CONTROL JOINTS4.17 CMU wall vertical control joints shall not occur at wall opening, face of CMU lintel support nor within CMU jamb. See specifications for requirements.
4.18 Vertical control joints in CMU: Horizontal Bond Beam reinforcing and grout to be continuous through control joints, typical where bond beams are noted, scheduled, or shown in details.
4.19 Fully grout and reinforcing first cell at each side of control joint. Reinforce CMU cell with 2#5 vertical for 12-inch CMU wall, 1#5 vertical for 8-inch CMU wall.
Submittal4.20 Prior to construction, contractor is to submit CMU reinforcing layout and fabrication drawings for approval. CMU reinforcing layout and fabrication drawings shall contain the following information: a) CMU Wall thickness b) Material properties c) Plans and wall elevations that clearly shown locations of wall reinforcing, wall openings, and dowels to foundation.
4.21 Comply with the Standard Practice of Bracing Masonry Walls Under Construction on walls over 8 feet tall.
SECTION 5 - STRUCTURAL STEEL
SECTION 5.1 - STRUCTURAL FRAME5.1.1 Structural Steel Properties:
High Strength Steel ASTM A992 Grade 50Use High Strength Steel for W Shapes and WT's, u.n.o.
Structural Steel (Normal Strength) ASTM A36Use for Angles, Channels, and Plates, u.n.o.
Steel Pipes ASTM A53, Grade B Hollow Structural Sections (HSS) ASTM A500, Grade B
Erection Bolts ASTM A307High Strength Bolts ASTM A325NAnchor Bolts ASTM F1554 Grade 36High Strength anchor bolts ASTM F1554 Grade 55
WELDING5.1.2 Unless otherwise noted, angles, plates, rods, and miscellaneous framing shall be welded at contact joints and supports. Weld sizes shall conform to AWS D1.1 minimums, except where noted otherwise.
5.1.3 Where fillet weld sizes are not indicated on weld symbols, fillet size shall be 1/16th inch smaller than thickness of thinner of materials being joined.
5.1.4 Complete penetration welds are indicated by notation "CP" on weld symbols, partial penetration by "PP".
STRUCTURAL BOLTS5.1.5 Bolts indicated on details shall be 3/4 inch diameter, unless noted otherwise.
5.1.6 Bolts shall be tightened by the AISC "Snug Tight" method unless noted otherwise.
5.1.7 Edge angles supporting roof deck shall be spliced only over supports.
COMPOSITE STEEL BEAMS5.1.8 Beams shall have shear studs spaced at 2 feet maximum on center, whether shown or not.
5.1.9 Composite steel beams do not require shoring during placement of concrete slab.
SHEAR STUDS5.1.10 Shear studs shall be fusion-welded, headed studs of high strength steel.
5.1.11 Unless noted otherwise, studs shall have a shank diameter of 3/4 inch and extend 1-1/2 inch above the top of the composite deck.
5.1.12 Rated shear connector capacity, for use with metal decks, shall be a minimum of 13.1 kips per connector.
SECTION 5.2 - STEEL JOISTS
5.2.1 Joist Legend:22K6 - SJI K-SERIES JOIST.22KCS - SJI KCS-SERIES JOIST.24LH8 - SJI LH-SERIES JOIST.
* Provide special design for specified loadings (gravity loads, special concentrated loads, uplift loads, etc.):
(1) As described in general notes below.(2) As noted on details.(3) As indicated in notes on framing plans.
5.2.2 Unless noted or detailed otherwise, typical seat depths shall be a minimum:
K or KCS Series = 2-1/2 inchesLH or DLH Series = 5 inches
5.2.3 Extend and connect bottom chord members of joists framing to columns unless detailed otherwise. Do not weld bottom chord connections to columns until weight of roof structure are in place, including roofing.
5.2.4 Weld connections of joists to supporting steel In accordance with SJI minimum requirements, unless noted or detailed otherwise.
5.2.5 Joists shall be designed for concentrated dead or live load in addition to required uniform dead and live Loads, as follows:
Joists: 250 lb. placed at any panel point.
5.2.6 Design k-series joist seats for a minimum rollover capacity of 1,000 LB, unless a greater capacity is detailed.
5.2.7 See Plan Notes for joist uplift requirements.
SECTION 5.3 - COMPOSITE METAL DECK
5.3.1 Contractor shall provide composite metal decking to meet the following criteria:
1. Decking alone shall be capable of supporting the wet weight of concrete plus construction loads without requiring intermediate shoring for all span conditions on the project, unless noted otherwise.2. Composite slab and deck system shall be capable of supporting design loads indicated on the drawings for all span conditions on the project.
Deck thickness, indicated by gauge in Composite Steel Deck Schedule,is a minimum and shall be increased as necessary to meet theserequirements, at no additional cost to the Contract.
5.3.2 Composite Steel Deck Schedule:Type Deck Minimum Minimum MinimumMark Height Gauge Ix-in4 Sx-in3--------------------------------------------------------- CA 3.0" 20 .993 .583
(Deck Type CA applies throughout)
5.3.3 Composite floor system minimum load capacity requirements:Type Superimposed ConcentratedMark Uniform Load (psf) Load (lbs) *---------------------------------------------------------
CA 150 psf 3000 lbs
* Concentrated load acting on area 2.5 ft x 2.5 ft; not acting simultaneously with uniform load.
5.3.4 Required shear connector efficiency of deck profile (wr/hr)=3 where:wr = average width of concrete rib, inches.hr = nominal rib height, inches.
5.3.5 Shear studs shall be 3/4" diameter typical.
SECTION 5.4 - METAL ROOF DECK
5.4.1 Metal Deck Schedule: SDI Deck Sheet Min. Min. Min.Deck Deck Deck Depth Width Ix Sx(top) Sx(bot)Mark Gauge Type (In.) (In.) (In.4) (In.3) (In.3) Finish----------------------------------------------------------------- A 22 WR 1.5 36 0.169 0.186 0.192 Galv. B 20 WR 1.5 36 0.212 0.234 0.247 Galv. C 20 N 3.0 24 0.964 0.501 0.552 Galv.
Notes:1. See plan for locations of deck mark A,B, and C or see note 4 below.2. See plan for locations where acoustic metal deck is required.3. SDI Deck Type NA indicates acoustical deck with inert glass fiber sound absorbing batts. At locations where NA deck is installed but not exposed (i.e. ceiling installed), the sound absorbing batts may be omitted.
5.4.2 Metal Deck Connection Schedule: Conn. @ Conn. @ Sidelap Req'd Shear NotesInst. Supports Parallel Conn. CapacityMark (W/N) Edges (In.) No./Span (PLF)-------------------------------------------------------------- I 36/4 12 5 410 1,2,4 II 36/7 6 7 610 1,2,4 III 24/4 8 10 360 1,3,4
Notes: 1. See note 5.4.6 for additional connections at perimeter. 2. Listed shear capacity is based on a maximum support spacing of 6 feet on center. 3. Listed shear capacity is based on a maximum support spacing of 12 feet on center. 4. Provide connection mark I at deck type A,UNO. Provide connection mark III at deck type B and C, UNO. See overall plan sheets for
other deck connection marks.
5.4.3 Support and parallel edge connections shall be 5/8-inch diameter puddle welds. Sidelap connections shall be no. 10 hex head screws, unless noted otherwise
5.4.4 W/N = sheet width/no. connections each sheet.
5.4.5 In addition to the deck connections indicated in the connection schedule, the deck shall be connected at each flute at each support within the first 12 feet from the building perimeter.
5.4.6 An alternate steel deck attachment method designed and detailed by the contractor is feasible pending design team approval. Contractor shall submit plan and calculations for review prior to beginning work. A sample manufacturer is Hilti, with powder-actuated fasteners (ESR-2776) or racing-tip screws in lieu of puddle welds for frame attachments and Hilti SLC (ESR-2776) for sidelap attachments.
5.4.7 Basis of roof deck design is Nucor (Vulcraft) products. Contractor may select deck products by any approved manufacturer that meets the design requirements indicated in the drawings and specifications.
SECTION 5.5 - EXPOSED STRUCTURAL STEEL FRAMING
5.5.1 Fabricator and Erector shall plan and execute all operations in such a manner that the close fit and neat appearance of the structure will not be impaired.
5.5.2 Erection marks or other painted marks shall not be made on surfaces exposed to view. Stamped or raised manufacturer marks shall not be filled, ground or otherwise removed.
5.5.3 All welds exposed to view shall be visually acceptable if they meet the requirements of AWS D1.1. Clean welds thoroughly. Groove and plug welds shall project no more than 1/16-inch above surface. Tack welds shall be ground smooth and holes shall be filled and ground smooth.
5.5.4 All exposed members shall be galvanized. Refer to Architectural for additional paint and finish requirements.
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REVISIONS1 05/15/2015 ADDENDUM NO. 1
A1 A2 A6 A7 A11 A12
AA AA
AC AC
AE AE
AH AH
A6.1 A6.9
BA BA
AK AK
BB BB
BD BD
BF BF
B1 B2 B9 B14 B15
BL BL
B4
CA
CF
C2
18' - 10 1/4" 95' - 8" 35' - 0" 95' - 8" 18' - 10 1/4"
11 7/8" 32' - 11 1/4" 1' - 0 7/8"
81' -
10"
50' -
10"
2' -
2"81
' - 4
"2'
- 2"
63' -
4"
19' -
10"
54' -
10"
1' -
4"88
' - 8
"
17' -
0"
27' -
9 3
/4"
37' -
0 1
/4"
15' -
5"
28' -
3"
37' -
8"
18' - 10 1/4" 226' - 4" 18' - 10 1/4"
81' -
10"
50' -
10"
2' -
2"81
' - 4
"2'
- 2"
63' -
4"
17' -
0"
27' -
9 3
/4"
37' -
0 1
/4"
96' - 7 7/8" 32' - 11 1/4" 96' - 8 7/8"
44' - 0" 84' - 8" 97' - 8"
15' -
5"
28' -
3"
37' -
8"
18' -
4"
67' -
4"
24' -
8"
52' -
8"
42' - 0" 9' - 4" 77' - 4" 78' - 8"
152' - 2" 1' - 2" 56' - 0"
4' - 9" 84' - 8" 62' - 9" 1' - 2"
MATCHLINE 01/ S02-01A
MATCHLINE 01/ S02-01B
MATCHLINE 01/ S02-01A
MATCHLINE 01/ S02-01B
MATCHLINE 01/ S02-01B
MATCHLINE 01/ S02-01C
MATCHLINE 01/ S02-01B
MATCHLINE 01/ S02-01C
C9
A1
S06-
01
A2
S06-01
A3
S06-01
A4
S06-
01
A5
S06-
01
A6
S06-01
B1
S06-
01
B4
S06-01
B5
S06-
01
B6
S06-
01
CD.7 CD.7
CB.2 CB.2
CF.5 CF.5
C5
S06-
01
C4
S06-
01
C1
S06-01
C3
S06-
01
C2
S06-01
BF.1 BF.1B7
S06-01
2
S04-10
1
S04-10
3
S04-
10
4
S04-
10
5
S04-
10
6
S04-
10
8
S04-10
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S04-10
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S04-
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11
S04-10
B2
S06-01
B3
S06-01
11 1/8"
10
S03-05
EQ13
' - 6
"13
' - 6
"13
' - 6
"13
' - 6
"EQ
97' - 9"P1
97' - 9"P1
97' - 9"P1
97' - 9"P1
97' - 9"P1
A
B
C
PONCE FUESSENG INE ERI NG
Project No. TX REG. # F-12125
Dallas, TX 752193333 Lee Parkway, Suite 475469-310-2850 www.ponce-fuess.com
DATEJOB
SHEET
ISSUES
CORGAN ASSOCIATES, INC.401 N. Houston Street
Dallas, TX 75202T: 214.748.2000 F: 214.653.8281
14246
5/15
/201
5 3:
29:5
3 P
M
S02-01
OVERALLFOUNDATIONPLAN
05/11/201514216.0000
S02
-01
OV
ER
ALL
FO
UN
DA
TIO
N P
LAN
1 05/11/2015 100% ISSUE FOR CONSTRUCTION
EX
IST
ING
WO
RK
MA
N J
UN
IOR
HS
NO
RT
H F
IELD
SIT
E: 7
01E
AS
T A
RB
RO
OK
BO
ULE
VA
RD
, AR
LIN
GT
ON
, TX
760
14
C O R G A N
1/16" = 1'-0"
01 OVERALL FOUNDATION PLANNORTH
1
REVISIONS1 05/15/2015 ADDENDUM NO. 1
A1 A2 A3 A4 A5 A6 A7 A8 A9 A10 A11 A12
AA AA
AC AC
AD AD
AF AF
AE AE
AB AB
AH AH
AG AG
18' - 10 1/4" 23' - 0" 24' - 10" 24' - 10" 23' - 0" 35' - 0" 23' - 0" 24' - 10" 24' - 10" 23' - 0" 18' - 10 1/4"
1' -
6"36
' - 5
"9'
- 8"
17' -
10
1/2"
17' -
10
1/2"
25' -
5"
25' -
5"
2' -
2"
17' -
0"
27' -
9 3
/4"
1' -
3 1/
4"32
' - 1
0"2'
- 11
"1'
- 6"
7' -
4"29
' - 1
"8'
- 4
3/4"
1' -
4"
1' -
6"36
' - 5
"9'
- 8"
35' -
9"
25' -
5"
25' -
5"
2' -
2"
17' -
0"
27' -
9 3
/4"
1' -
3 1/
4"32
' - 1
0"2'
- 11
"1'
- 6"
7' -
4"29
' - 1
"8'
- 4
3/4"
1' -
4"
A6.1 A6.9
11 7/8" 32' - 11 1/4" 1' - 0 7/8"
BABA
AKAK
1' -
6"
1' -
0"19
' - 5
"
1' -
0"19
' - 5
"
1' -
6"
B1 B2 B3 B5 B6 B7 B9 B11 B12 B13 B14 B15
18' - 10 1/4" 26' - 8 3/4" 28' - 0" 22' - 2" 18' - 2" 33' - 7 1/4" 14' - 10 1/2" 27' - 10" 27' - 8 1/2" 27' - 3" 18' - 10 1/4"
AJAJ
MATCHLINE 01/ S02-01B MATCHLINE 01/ S02-01B
11 1/8"
A6.3
A1
S06-
01
A2
S06-01
A3
S06-01
A4
S06-
01
A5
S06-
01
A6
S06-01
AF.5 AF.5
C9 C1 C1 C1 C4 C11 C1 C1 C1 C9
C1 C1
C9
C1
C1
C2
C2
C1
C1C3
C2
C2
C1
C3
C13
C2C11
C10
C11
C3
C4C4
C2
C7C7
C1
C2
C9C2C2C2C2C2C2C2C2C9
C3
C1
C3C1
C1
C1
C1
C9 C2
C2
C2
C2
C13
C2
C1C1
18' -
2 1
/2"
18' -
2 1
/2"
17' -
10
1/2"
17' -
10
1/2"
17' - 6" 17' - 6"
96' - 4"P4
96' - 4"P2
96' - 4"P2
96' - 4"P2
96' - 4"P4
96' - 4"P2
96' - 4"P2
96' - 4"P2
96' - 4"P2
96' - 4"P4
96' - 4"P2
96' - 4"P2
96' - 4"P2
96' - 4"P3
96' - 4"P2
96' - 4"P2
96' - 4"P2
96' - 4"P2
96' - 4"P2
96' - 4"P5
96' - 4"P2
96' - 4"P2
96' - 4"P5
96' - 4"P2
96' - 4"P2
96' - 4"P2
96' - 4"P2
96' - 4"P2
96' - 4"P3
96' - 4"P2
96' - 4"P2
96' - 4"P2
97' - 0"P4
97' - 0"P3
97' - 0"P3
97' - 0"P3
97' - 0"P3
97' - 0"P3
97' - 0"P4
97' - 0"P4
97' - 0"P4
97' - 0"P4
97' - 0"P3
97' - 0"P4
97' - 0"P3
97' - 0"P3
97' - 0"P3
97' - 0"P3
97' - 0"P3
97' - 0"P4
96' - 4"P1
96' - 4"P1
97' - 0"P1
97' - 0"P1
97' - 0"P1
97' - 0"P1
97' - 0"P1
97' - 0"P1
97' - 0"P1
97' - 0"P1
97' - 0"P1
97' - 0"P1
97' - 0"P1
97' - 0"P1
97' - 0"P1
97' - 0"P1
97' - 0"P1
97' - 0"P1
97' - 0"P1
97' - 0"P1
97' - 0"P1
97' - 0"P1
97' - 0"P1
96' - 4"P4
96' - 4"P3
96' - 4"P2
96' - 4"P2
96' - 4"P2
96' - 4"P2
96' - 4"P3
96' - 4"P4
2" E
.J.
96' - 4"P2
96' - 4"P2
96' - 4"P2
96' - 4"P2
96' - 4"P2
97' - 0"P1
A6.5
96' - 4"P2C1
HSS6x6x5/16VERT.SEE 13/S05-03
HSS6x6x5/16VERT.SEE 13/S05-03
HSS6x6x5/16 VERT.SEE 14/S05-03
HSS6x6x5/16 VERT.SEE 14/S05-03 OP.HD.
7 5/
8"
7 5/8" 7 5/8"
1' -
6"10
' - 1
0 1/
2"18
' - 2
1/2
"19
' - 5
"14
' - 0
"12
' - 0
"16
' - 1
1"17
' - 0
"16
' - 1
1"
1' - 6"
11 3/4" 1' - 0 1/4"
1' - 6" 1' - 6"
1' - 6"
1' - 6"1' - 6"
1' -
1"
1' - 6"
1' -
6"
1' - 6"
1' -
6"
1' -
1"
1' - 6"1' - 6"
1' - 2 3/8" 1' - 4"
1' - 6" 1' - 6"
96' - 4"P2
96' - 4"P2
COL & PIER4" TO C.L.
COL & PIER4" TO C.L.
3' -
10"
3' -
10"
9
S03-04
B1 B2 B2 B3
B1 B3
B1 B2 B2 B3
B5 B6 B6 B7B4
B8 B9 B6 B6 B6 B10B4
B15B11
B12 B12 B12 B12 B13 B14 B12 B12 B12 B12
B1
B16 B15
B18 B19
B12 B12 B11 B12 B17B12
B5 B20 B6 B10 B5 B20 B6 B10
B18 B19
B18 B19
B22 B23
B18 B19
B18 B19
B21
B1 B3
B21 B21
B1 B3
B21
B3
B36 B2 B2 B2 B2 B2 B2 B37 B38 B39
B3
B24
B27
B26
B25
B2
B1
B34
B15
B33
B32
B2
B31
B30
B35
B13
B13
B33
B32
B2
B31
B30
B27
B26 B
3
B25
B24
B2
B1
AF.1 AF.1
3' -
4"29
' - 6
"
3' -
4"29
' - 6
"
B28
B29
B28
B29
10' -
0"
4' - 0" 11 3/4"
97' - 0"P1
6"
3/4"
5' -
0"8
S03-04
10' -
0"
4' - 0"
97' - 0"P1
6"
3/4"
8
S03-045' -
0"
10' -
0" 97' - 0"
P1
6"
5' -
0"
4' - 0" 10' -
0"
97' - 0"P1
6"
5' -
0"
4' - 0"
17
S03-04
17
S03-04
1
S03-04
1
S03-04
1
S03-04
1
S03-04
SIM
1
S03-04
1
S03-04
1
S03-04SIM
1
S03-04
1
S03-04
1
S03-04
1
S03-04
3
S03-04
3
S03-04
2
S03-04
2
S03-04
3
S03-04
2
S03-04
2
S03-04
1
S03-04
1
S03-043
S03-05
TYP @WINDOWS
3
S03-05
TYP @WINDOWS
10
S03-04
18
S03-04
3
S03-05 TYP @WINDOWS
3
S03-05 TYP @WINDOWS
18
S03-04
10
S03-04
15
S03-04
18
S03-04 18
S03-04
23
S03-0423
S03-04
OP HD
23
S03-04
23
S03-04
OP HD
10
S03-04
10
S03-04
15
S03-04
15
S03-04
22
S03-04
3
S03-05
TYP @WINDOWS
3
S03-05
TYP @WINDOWS
3
S03-05
TYP @WINDOWS
3
S03-05
TYP @WINDOWS
TOC 100' - 0"
.
#4(18-6) @ 24" O.C.ADD. BOT.
#4(20-0) @ 24" O.C.ADD. TOP
10' -
0"
10' -
0"
#4(20-6) @ 24" O.C.ADD. BOT
.
.
#4(18-6) @ 24" O.C.ADD. BOT.
#4(20-0) @ 24" O.C.ADD. TOP
10' -
0"
10' -
0"
#4(20-6)@ 24" O.C.ADD. BOT
.
#4(20-0) @ 24" O.C.ADD. TOP
10' -
0"
10' -
0"
.
#4(19-6)@ 24" O.C.ADD. BOT.
.
.
#4(20-0)@ 24" O.C.ADD. TOP
#4(19-6)@ 24" O.C.ADD. BOT.
.
.
10' -
0"
10' -
0"
8" SLAB OVER12" VOID FORMSEE 12/S3-02(TYP. U.N.O.)
8" SLAB OVER12" VOID FORMSEE 12/S3-02(TYP. U.N.O.)
1' -
8"
1' - 0 1/4" 11 3/4"
1' -
8"
15
S03-04
FOUNDATION PLAN NOTES------------------------------------------------1. FINISH FLOOR ELEVATION IS 100-0 (RELATIVE TO DATUM 100-0)
2. TOP OF SLAB IS AT FINISH FLOOR ELEVATION UNLESS INDICATED OTHERWISE
3. TOP OF PIER ELEVATION RELATIVE TO DATUM 100-0 IS SHOWN ON PLAN.
4. SHEET INDEX: GENERAL NOTES S01-01 TYP. CONCRETE DETAILS S03-01 TYP. BEAM & SLAB REINF S03-02
DETAILS CONCRETE BEAM SCHEDULE S03-03 TYP. MASONRY DETAILS S04-01 TYP. STEEL DETAILS S05-01, S05-02, S05-03 PIER SCHEDULE S03-01 CMU WALL REINF SCHEDULE S04-01 STEEL COLUMN SCHEDULE S05-01
A
B
C
PONCE FUESSENG INE ERI NG
Project No. TX REG. # F-12125
Dallas, TX 752193333 Lee Parkway, Suite 475469-310-2850 www.ponce-fuess.com
DATEJOB
SHEET
ISSUES
CORGAN ASSOCIATES, INC.401 N. Houston Street
Dallas, TX 75202T: 214.748.2000 F: 214.653.8281
14246
5/15
/201
5 3:
29:5
7 P
M
S02-01A
FOUNDATIONPLAN - AREA A
05/11/201514216.0000
S02
-01A
FO
UN
DA
TIO
N P
LAN
- A
RE
A A
1 05/11/2015 100% ISSUE FOR CONSTRUCTION
EX
IST
ING
WO
RK
MA
N J
UN
IOR
HS
NO
RT
H F
IELD
SIT
E: 7
01E
AS
T A
RB
RO
OK
BO
ULE
VA
RD
, AR
LIN
GT
ON
, TX
760
14
C O R G A N
1/8" = 1'-0"
01 FOUNDATION PLAN - AREA ANORTH
1
1
1
1
1
REVISIONS1 05/15/2015 ADDENDUM NO. 1
2' -
2"35
' - 3
"9'
- 8"
36' -
5"
2' -
2"15
' - 1
0"15
' - 1
0"16
' - 1
1 1/
8"14
' - 8
7/8
"
2' -
2"35
' - 3
"9'
- 8"
18' -
2 1
/2"
18' -
2 1
/2"
2' -
2"15
' - 9
"32
' - 1
0 1/
8"14
' - 8
7/8
"
A6.1 A6.9
BABA
AK
BB BB
BC BC
BD BD
BE BE
BF BF
1' -
6"15
' - 5
"28
' - 3
"1'
- 3"
18' -
2 1
/2"
18' -
2 1
/2"
1' -
6"
19' -
10"
8' -
5"1'
- 2"
1' -
6"15
' - 5
"28
' - 3
"
1' -
3"
9"19
' - 1
0"8'
- 5"
1' -
2"
B1 B2 B3 B5 B6 B7 B9 B11 B12 B13 B14 B15
18' - 10 1/4" 26' - 8 3/4" 28' - 0" 22' - 2" 18' - 2" 33' - 7 1/4" 14' - 10 1/2" 27' - 10" 27' - 8 1/2" 27' - 3" 18' - 10 1/4"
BL BL
B4 B8
BG
32' - 10 3/4" 18' - 10 3/4"
8 3/4"
10 3/8"
CA
19' -
10"
C1 C2 C3 C4 C5 C6 C7 C1015' - 1" 28' - 8 1/2" 27' - 1 1/2" 12' - 5" 23' - 1" 22' - 3" 18' - 4 3/8" 20' - 2 5/8" 26' - 6 1/8" 30' - 7 7/8"
1' - 2" 4' - 9" 9' - 6 1/2" 17' - 8" 15' - 2 1/2" 1' - 11"
MATCHLINE 01/ S02-01A MATCHLINE 01/ S02-01A
MATCHLINE 01/ S02-01C
B5.2
BK BK
BH
BF.8
18' -
0"
14' - 2 3/4" 37' - 6 3/4" 32' - 10 1/2"
11 1/8"
27' - 10"
C9
A6.3
BF.9
B3.3 B13.1B6.2
A6
S06-01
B1
S06-
01
B4
S06-01
B5
S06-
01
B6
S06-
01
B8.5
C8
C1
S06-01
BE.5 BE.5
C7C7
C1
C9C2C2C2C2C2C2C2C2C9
C1C1
C1
C9
C2
C3
C10
C4
C13 C13
C2 C2
C13
C3
C10
C2
C2
C4
C14
C1 C1
C1
C1
C9C3
C10
C1
C1C2C2C2C10
C8
C8
C8C1
C5C5 C5 C6
C1 C1
C12 C6C12C6
C1
C1
C1C1
C1C1
C1
C1
C1
C1 C1
C1 C2
C1C1C1C1C1
C1
17' -
7 1
/2"
17' -
7 1
/2"
23' - 9 1/4" 23' - 9 1/4" 23' - 9 1/4" 23' - 9 1/4" 16' - 9 5/8" 16' - 9 5/8" 24' - 5 1/2" 24' - 5 1/2" 24' - 5 1/2"
16' - 5 1/4" 16' - 5 1/4"
8' -
4"
6"2'
- 2"
12' - 3 1/2" 6' - 11" 1' - 0 1/2"
96' - 4"P4
96' - 4"P3
96' - 4"P2
96' - 4"P2
96' - 4"P2
96' - 4"P2
96' - 4"P3
96' - 4"P4
96' - 4"P2 96' - 4"
P2
96' - 4"P3
96' - 4"P2
96' - 4"P2
96' - 4"P2
96' - 4"P3
96' - 4"P2
96' - 4"P2
96' - 4"P4
96' - 4"P3
96' - 4"P2
96' - 4"P2
96' - 4"P3
96' - 4"P2
96' - 4"P2
96' - 4"P2
97' - 0"P4
97' - 0"P3
97' - 0"P4
97' - 0"P4
97' - 0"P3
97' - 0"P3
97' - 0"P4
97' - 0"P4
97' - 0"P3
97' - 0"P3
97' - 0"P4
97' - 0"P3
97' - 0"P3
97' - 0"P3
97' - 0"P4
97' - 0"P3
97' - 0"P4
97' - 0"P4
96' - 4"P2
96' - 4"P2
96' - 4"P2
97' - 0"P2
97' - 0"P2
97' - 0"P2
97' - 0"P2
97' - 0"P2
97' - 0"P2
97' - 0"P2
97' - 0"P2
97' - 0"P2
97' - 0"P2
96' - 4"P2
97' - 0"P2
96' - 4"P2
96' - 4"P2
96' - 4"P2
96' - 4"P2
94' - 0"P1
94' - 0"P1
94' - 0"P1
97' - 0"P1
97' - 0"P1
97' - 0"P1
97' - 0"P1
97' - 0"P1
97' - 0"P1
97' - 0"P1
97' - 0"P1
97' - 0"P1
97' - 0"P1
97' - 0"P1
97' - 0"P1
97' - 0"P1
97' - 0"P1
97' - 0"P1
97' - 0"P1
97' - 0"P1
97' - 0"P1
97' - 0"P1
97' - 0"P1
97' - 0"P1
97' - 0"P1
6"
6"
2' - 2 7/8"
96' - 4"P2
96' - 4"P2
96' - 4"P2
2" E
.J.
96' - 4"P2
96' - 4"P2
96' - 4"P2
96' - 4"P2
96' - 4"P2
97' - 0"P1
96' - 4"P2 96' - 4"
P497' - 0"P4
97' - 0"P2
96' - 4"P2
96' - 4"P2
96' - 4"P2
96' - 4"P2 96' - 4"
P296' - 4"P2
96' - 4"P2
02
S03-10
03
S03-10
2' -
2"3'
- 10
"12
' - 0
"
BF.1 BF.1
B8.6
B7
S06-01
C1 C1 C1 C1 C13 C12
HSS6x6x5/16 VERT.SEE 13/S05-03
HSS6x6x5/16VERT.SEE 13/S05-03
10
S04-10
1' - 6"
11 3/4" 1' - 0 1/4"
1' - 6"
1' - 6"
9"5'
- 0"
1' -
8"2'
- 4"
4' - 7 1/2"
1' -
4"1'
- 4"
8' -
7"9'
- 11
"
3' - 3 1/2"
1' -
6"
1' -
6"
1' - 6"
30' - 8" 24' - 3 1/2" 1' - 6"
96' - 4"P2
96' - 4"P2
HSS8 x 6 x 1/4
HSS8 x 6 x 1/4HSS8 x 6 x 1/4
3' - 10 1/8"
COL & PIER4" TO C.L.
COL & PIER4" TO C.L.
3' -
10"
3' -
10"
9
S03-04
96' - 4"P2
97' - 0"P2
97' - 0"P2
97' - 0"P2 94' - 0"
P296' - 4"P2
9' -
2 1/
2"6'
- 8
1/2"
11' - 8 7/8" 5' - 6 1/2" EQ EQ
2' - 0"
1' - 6"
1' -
6"
2" E
.J.6"
13
S03-04
13
S03-04
14
S03-04
96' - 4"P1
99' - 0"P2
99' - 0"P2
B22 B23
B36 B2 B2 B2 B2 B2 B2 B37 B38 B39
B40 B6 B6 B41 B8 B42 B6 B6 B43 B44
B11
B45 B45 B12 B12 B46 B12 B47 B48 B12
B15
B49
B50 B12 B12 B12 B12 B12 B12 B47 B48 B51
B52
B40 B6 B6 B41 B8 B42 B6 B6 B43 B44
B36 B2 B2 B2 B2 B2 B2 B37 B38 B39
B4 B4
B55 B56 B56 B57B58
B59B60 B61 B12 B15
B11 B12 B12 B15B12
B11 B12 B12 B15B12
B11 B12 B62 B63 B64
B67B68 B69 B12 B70
B71 B2 B2 B72 B73 B74
B30
B30
B3
B24
B27
B26
B25
B2
B1
B54
B53
B27
B26
B25
B2
B1
B3
B24
B66
B65
B2
B2
B2
B1
B19
6B
197
B19
8B
199
B20
0B
201
B1
B2
B2
B65
B66
BB.9 BB.9
B2
S06-01
B3
S06-01
33' -
3"
2' -
0"
33' -
3"
2' -
0"
96' - 4"P1
9"
97' - 0"P1
6"
4' - 0"97' - 0"P1
6"
4' - 0"
17
S03-04
17
S03-04
10' -
0"
4' - 0"
97' - 0"P1
6"
5' -
0"8
S03-04
10' -
0"
4' - 0"
97' - 0"P1
6"
8
S03-045' -
0"
1" 1"
4' - 5"
97' - 0"P1
6"8
S03-04 SIM
8
S03-04SIM
97' - 0"P1
1
S03-04
1
S03-04SIM
1
S03-04
1
S03-04
1
S03-04
SIM
1
S03-04
1
S03-04
1
S03-04
1
S03-04
2
S03-04
2
S03-04
2
S03-04
2
S03-04
2
S03-04
2
S03-04
3
S03-04
3
S03-04
01
S03-12
10
S03-0418
S03-04
3
S03-05TYP @WINDOWS
3
S03-05TYP @WINDOWS
18
S03-04
10
S03-04
15
S03-04
15
S03-04
3
S03-05TYP @WINDOWS
3
S03-05TYP @WINDOWS
24
S03-04
TOC 100' - 0"
TOC 100' - 0"
W2
11
S03-051
S03-0424
S03-042
S03-04
.
#4(19-0) @ 24" O.C.ADD. BOT
#4(20-0) @ 24" O.C.ADD. TOP
10' -
0"
10' -
0".
#4(21-0)@ 24" O.C.ADD. BOT.
8" SLAB OVER12" VOID FORMSEE 12/S3-02(TYP. U.N.O.)
.
#4(21-0)@ 24" O.C.ADD. BOT
#4(19-6) @ 24" O.C.ADD. BOT
#4(20-0) @ 24" O.C.ADD. TOP
10' -
0"
10' -
0"
.
8" SLAB OVER12" VOID FORMSEE 12/S3-02(TYP. U.N.O.)
5
S03-04
01
S03-10
23
S03-01
24
S03-01
19' - 4 5/8" 12' - 7 1/2"
B28
B29
B28
B29
1' - 0 1/4" 11 3/4"
1' -
8"
1' -
8"
ELEVATORRAIL SUPPORTPER 11/S05-02
97' - 0"P1
B12B
2
B89
B89
B89
B89
7' - 6"
DROP INBOTTOMOF BEAM
SEE 6/S03-04
FOUNDATION PLAN NOTES------------------------------------------------1. FINISH FLOOR ELEVATION IS 100-0 (RELATIVE TO DATUM 100-0)
2. TOP OF SLAB IS AT FINISH FLOOR ELEVATION UNLESS INDICATED OTHERWISE
3. TOP OF PIER ELEVATION RELATIVE TO DATUM 100-0 IS SHOWN ON PLAN.
4. SHEET INDEX: GENERAL NOTES S01-01 TYP. CONCRETE DETAILS S03-01 TYP. BEAM & SLAB REINF S03-02
DETAILS CONCRETE BEAM SCHEDULE S03-03 TYP. MASONRY DETAILS S04-01 TYP. STEEL DETAILS S05-01, S05-02, S05-03 PIER SCHEDULE S03-01 CMU WALL REINF SCHEDULE S04-01 STEEL COLUMN SCHEDULE S05-01
A
B
C
PONCE FUESSENG INE ERI NG
Project No. TX REG. # F-12125
Dallas, TX 752193333 Lee Parkway, Suite 475469-310-2850 www.ponce-fuess.com
DATEJOB
SHEET
ISSUES
CORGAN ASSOCIATES, INC.401 N. Houston Street
Dallas, TX 75202T: 214.748.2000 F: 214.653.8281
14246
5/15
/201
5 3:
31:2
1 P
M
S02-01B
FOUNDATIONPLAN - AREA B
05/11/201514216.0000
S02
-01B
FO
UN
DA
TIO
N P
LAN
- A
RE
A B
1 05/11/2015 100% ISSUE FOR CONSTRUCTION
EX
IST
ING
WO
RK
MA
N J
UN
IOR
HS
NO
RT
H F
IELD
SIT
E: 7
01E
AS
T A
RB
RO
OK
BO
ULE
VA
RD
, AR
LIN
GT
ON
, TX
760
14
C O R G A N
1/8" = 1'-0"
01 FOUNDATION PLAN - AREA BNORTH
1
1
1
1
1
1
1
1
1
REVISIONS1 05/15/2015 ADDENDUM NO. 1
B6 B9
BL BL
B4 B8
CA CA
CF CF
CC.6
19' -
10"
28' -
5 1
/2"
26' -
4 1
/2"
22' -
0"
19' -
10
1/2"
23' -
7 1
/2"
24' -
6"
CB
C1 C2 C3 C4 C5 C6 C7 C7.9 C10
CG
CH
CJ
15' - 1" 28' - 8 1/2" 27' - 1 1/2" 12' - 5" 23' - 1" 22' - 3" 18' - 4 3/8" 20' - 2 5/8" 26' - 6 1/8" 30' - 7 7/8"
1' - 2" 4' - 9" 9' - 6 1/2" 17' - 8" 15' - 2 1/2" 1' - 11"
C3.3
C3.3
11' - 5 1/4"
42' - 0" 9' - 4" 77' - 4" 78' - 8"
24' - 6 3/4" 17' - 5 1/4"
18' -
4"
58' -
8"
8' -
8"
29' -
11
1/2"
28' -
8 1
/2"
MATCHLINE 01/ S02-01B MATCHLINE 01/ S02-01B
27' - 10"
C9
CE
CC
CD
CD.7
CB.2
CF.5
C5
S06-
01
B8.5 C8
C4
S06-
01
C1
S06-01
C3
S06-
01
C2
S06-01
C8C1
C5C5 C5 C6
C1 C1
C12 C6C12C6
C1
C6
C6
C6
C1
C5 C6
C6C5
C1 C6
C6
C6
C6
C1
C3
C4
C5 C5 C5 C5
C1
C1
C3
97' - 0"P2
96' - 4"P2
97' - 0"P2
96' - 4"P2
96' - 4"P2
18' -
3 3
/8"
18' -
3 3
/8"
18' -
3 3
/8"
96' - 4"P2 96' - 4"
P497' - 0"P4
97' - 0"P2
96' - 4"P2
96' - 4"P2
96' - 4"P2
96' - 4"P2
96' - 4"P2
96' - 4"P2
96' - 4"P2
96' - 4"P2
96' - 4"P2
96' - 4"P2
96' - 4"P2
96' - 4"P2
97' - 0"P2
97' - 0"P2
97' - 0"P2
97' - 0"P2
97' - 0"P2
97' - 0"P4
97' - 0"P4
97' - 0"P2
97' - 0"P2
97' - 0"P2
96' - 4"P2
97' - 0"P1
97' - 0"P1
97' - 0"P1
97' - 0"P1
97' - 0"P1
97' - 0"P1
97' - 0"P1
97' - 0"P1
97' - 0"P1
97' - 0"P1
97' - 0"P1
97' - 0"P1
97' - 0"P1
96' - 4"P2
96' - 4"P2
96' - 4"P2
96' - 4"P2
96' - 4"P2
96' - 4"P2
96' - 4"P2
96' - 4"P2
96' - 4"P2
96' - 4"P2
96' - 4"P2
96' - 4"P2
96' - 4"P2
96' - 4"P2
96' - 4"P2
96' - 4"P2
96' - 4"P2
96' - 4"P2
96' - 4"P2
96' - 4"P2
96' - 4"P2
96' - 4"P2
96' - 4"P5
96' - 4"P2
96' - 4"P2
96' - 4"P2
96' - 4"P2
96' - 4"P2
96' - 4"P2
96' - 4"P2
96' - 4"P2
96' - 4"P2
96' - 4"P2
96' - 4"P2
96' - 4"P2
96' - 4"P2
96' - 4"P2
96' - 4"P2
96' - 4"P2
96' - 4"P2
96' - 4"P2
8" SLAB OVER12" VOID FORMSEE 12/S03-02(TYP. U.N.O.)
97' - 0"P2
97' - 0"P2
97' - 0"P2
16' - 5" 16' - 5" 16' - 5" 16' - 5" 13' - 4" 8"
30' -
0 1
/8"
20' -
8"
14' - 8"
8"
97' - 0"P2
97' - 0"P1
97' - 0"P2
97' - 0"P2
97' - 0"P2
8"14
' - 0
"14
' - 8
1/8
"8"
1 OF 7, 16" DIA.REINF. CONC.COLUMNSSEE 22/S03-01
2
S04-10
1
S04-10
3
S04-
10
4
S04-
10
5
S04-
10
6
S04-
10
8
S04-10
10
S04-10
9
S04-
10
11
S04-10
96' - 4"P2
96' - 4"P2
96' - 4"P1
10"
9"5'
- 0"
1' -
8"2'
- 4"
4' - 7 1/2"
1' -
4"1'
- 4"
8' -
7"9'
- 11
"
3' - 3 1/2"
1' -
6"
1' - 2"1' -
4"
16' - 9"
5' -
9"
4' -
1"
52' -
8"
24' -
8"
1' - 6" 12' - 8"
47' - 9" 30' - 0"
2' - 0 3/8"
8' -
8"
1' -
6"
1' -
6"
38' -
1 3
/8"
18' - 8 5/8" 18' - 8 5/8" 18' - 8 5/8" 1' - 0"
10"
18' -
0"
18' -
0"
18' -
0"
17' -
11"
3 5/
8"
17' -
3"
10" 20' - 2" 20' - 2" 10"
10" 12' - 3 1/2" 18' - 0" 10' - 0 1/2" 11' - 2 1/4"
1' - 0" 18' - 10" 18' - 10" 18' - 10" 18' - 10" 1' - 0"
1' -
0"16
' - 1
0 1/
2"16
' - 1
1"16
' - 1
0 1/
2"1'
- 0"
11"
96' - 4"P1
96' - 4"P1
96' - 4"P1
8' -
2"18
' - 1
0 5/
8"18
' - 1
0 5/
8"18
' - 1
0 5/
8"1'
- 0"
13' - 1" 13' - 1" 15' - 0" 15' - 0" 1' - 0"
1' - 0"
01
S03-11
SEE FORBUILT UPSTAGEFRAMING
HSS8 x 6 x 1/4
HSS8 x 6 x 1/4HSS8 x 6 x 1/4
3' - 10 1/8"
99' - 0"P2
99' - 0"P2
99' - 0"P2
99' - 0"P2
99' - 0"P2
99' - 0"P2
99' - 0"P2
4' -
5"
B11 B12 B62 B63 B64
B67B68 B69 B12 B70
B71 B2 B2 B72 B73 B74
B75 B76 B9 B41 B9 B42 B10
B75 B76 B9 B41 B9 B42 B10
B1B50 B77 B12 B45 B12 B12 B15
B78 B79
B11 B12 B12 B15
B81 B73 B73 B74
B82 B9 B9 B83
B82 B9 B9 B83
B81 B73 B73 B74
B11 B80
B11 B80
B78 B79
B78 B92 B92 B79
B96
B84 B85
B86 B87
B84 B88
B81 B73 B74
B1 B72 B72 B74
B1
B1
B1
B2
B3
B90
B91
B90
B15
B12
B11
B74
B73
B73
B81
B3
B93
B92
B92
B78
B10
B6
B6
B5
B94
B92
B92
B92
B78
B15
B73
B73
B81
B2
B1
B74
B73
B81
B78
B79
B78
B79
B90
B91
B90
B10
B6
B6
B5
B89
B21
B97 B97
B3
B1
B21
CG.4
29' -
4"
12' -
6 1
/2"
C1
97' - 0"P2
9 3/
4"6'
- 6
1/4"
2' -
0"
B11 B80
WP4
A
4' - 5"
97' - 0"P1
6"8
S03-04SIM
8
S03-04SIM
97' - 0"P1
4' - 6" 14' - 4"
97' - 0"P1
2' - 2" 10' - 0"
2' - 2"
97' - 0"P1
4' -
0"
6"
8
S03-04
97' - 0"P1
5' -
0"5'
- 0"
10' -
0"
4' - 0"
6"
97' - 0"P1
5' - 0" 5' - 0"
10' - 0"
4' -
0"
6"
8
S03-04
97' - 0"P1
2' - 8" 10' - 0"
5' - 0"5' - 0"
4' -
0"
6"8
S03-04
SIM 17
S03-04SIM
17
S03-04SIM
TOC 99' - 4"
TOC 100' - 0"
15' - 0"
8"19
' - 1
0 1/
2"
TOC 100' - 0"TOC 100' - 0"
TOC 99' - 10 7/8"TOC 99' - 10 7/8"
96' - 4"P2
96' - 4"P2
96' - 4"P2
W5
W5
W5W5
W1
W1
W1
W1
W4
W4 W4
W3
W2
W1W1
W2
W2
WP4
WP4C
WP4C
WP4
WP4
WP4
WP4
WP4
WP4
WP4WP4WP4WP4WP4
WP4 WP4 WP4 WP4
7
S03-05@ OVERHEADDOOR
10
S04-02
TYP
20
S03-04
20
S03-0420
S03-04
20
S03-04
97' - 0"P2
2
S03-04
11
S03-05
11
S03-05
11
S03-05SIM
SIMSIM
11
S03-05
1
S03-04
24
S03-04
2
S03-04
15
S03-04
15
S03-04
15
S03-04
11
S03-05
11
S03-05
11
S03-0515
S03-05
15
S03-05
3
S03-04
TYP
3
S03-04TYP
2
S03-04
TYP
12
S03-05SIM
12
S03-05
8
S03-05
8
S03-05
8
S03-058
S03-05
8
S03-05
1
S03-04
96' - 4"P1
8"
8"
2
S03-04
2
S03-04
3
S03-04
3
S03-04
2
S03-04
2
S03-04 SIM
SIM
#4(21-0) @24" O.C.ADD. TOP
10' -
6"
10' -
6"
.
#4(24-0) @24" O.C.ADD. TOP
9' -
6"14
' - 6
"
.
.
#4(19-6) @24" O.C.ADD. BOTTOM
.
#4(14-0) @ 24"ADD. TOP.
7' - 0" 7' - 0"
.
#4(23-6) @ 24" O.C.ADD. BOTTOM
7' - 0" 11' - 0"
.
#4(18-0)@ 24" O.C.ADD. TOP
8" SLAB OVER12" VOID FORMSEE 12/S03-02(TYP. U.N.O.)
8" SLAB OVER 12"VOID FORMSEE 12/S03-02(TYP. U.N.O.)
16/S03-05
5
S03-04
.
11' - 0" 14' - 6"
#4(25-6) @ 24" O.C.ADD. TOP
16' - 6" 1' - 10 3/8"
SLO
PE
97' - 0"P1
B12
B95
B92
7' - 6"
DROP INBOTTOMOF BEAM
FOUNDATION PLAN NOTES------------------------------------------------1. FINISH FLOOR ELEVATION IS 100-0 (RELATIVE TO DATUM 100-0)
2. TOP OF SLAB IS AT FINISH FLOOR ELEVATION UNLESS INDICATED OTHERWISE
3. TOP OF PIER ELEVATION RELATIVE TO DATUM 100-0 IS SHOWN ON PLAN.
4. SHEET INDEX: GENERAL NOTES S01-01 TYP. CONCRETE DETAILS S03-01 TYP. BEAM & SLAB REINF S03-02
DETAILS CONCRETE BEAM SCHEDULE S03-03 TYP. MASONRY DETAILS S04-01 TYP. STEEL DETAILS S05-01, S05-02, S05-03 PIER SCHEDULE S03-01 CMU WALL REINF SCHEDULE S04-01 STEEL COLUMN SCHEDULE S05-01
W_INDICATES SCHEDULED CMU WALL TYPE.REFERENCE PLANS AND ELEVATIONS FORWALL PIER LOCATIONS.
A
B
C
PONCE FUESSENG INE ERI NG
Project No. TX REG. # F-12125
Dallas, TX 752193333 Lee Parkway, Suite 475469-310-2850 www.ponce-fuess.com
DATEJOB
SHEET
ISSUES
CORGAN ASSOCIATES, INC.401 N. Houston Street
Dallas, TX 75202T: 214.748.2000 F: 214.653.8281
14246
5/15
/201
5 3:
31:2
5 P
M
S02-01C
FOUNDATIONPLAN - AREA C
05/11/201514216.0000
S02
-01C
FO
UN
DA
TIO
N P
LAN
- A
RE
A C
1 05/11/2015 100% ISSUE FOR CONSTRUCTION
EX
IST
ING
WO
RK
MA
N J
UN
IOR
HS
NO
RT
H F
IELD
SIT
E: 7
01E
AS
T A
RB
RO
OK
BO
ULE
VA
RD
, AR
LIN
GT
ON
, TX
760
14
C O R G A N
1/8" = 1'-0"
01 FOUNDATION PLAN - AREA CNORTH
1 1
1
1
UPDATED BEAM MARKS1
REVISIONS1 05/15/2015 ADDENDUM NO. 1
A1 A2 A3 A4 A5 A6 A7 A8 A9 A10 A11 A12
AA AA
AC AC
AD AD
AF AF
AE AE
AB AB
AH AH
AG AG
A6.1 A6.9
BA BA
AK AK
B1 B2 B3 B5 B6 B7 B9 B11 B12 B13 B14 B15
AJAJ
18' - 10 1/4" 23' - 0" 24' - 10" 24' - 10" 23' - 0" 35' - 0" 23' - 0" 24' - 10" 24' - 10" 23' - 0" 18' - 10 1/4"
36' -
5"
9' -
8"17
' - 1
0 1/
2"17
' - 1
0 1/
2"
25' -
5"
25' -
5"
2' -
2"17
' - 0
"19
' - 5
"8'
- 4
3/4"
1' -
3 1/
4"32
' - 1
0"2'
- 11
"
7' -
4"29
' - 1
"8'
- 4
3/4"
36' -
5"
9' -
8"17
' - 1
0 1/
2"17
' - 1
0 1/
2"25
' - 5
"25
' - 5
"2'
- 2"
17' -
0"
27' -
9 3
/4"
1' -
3 1/
4"32
' - 1
0"2'
- 11
"
7' -
4"29
' - 1
"8'
- 4
3/4"
11 7/8" 32' - 11 1/4" 1' - 0 7/8"
19' -
5"
19' -
5"
18' - 10 1/4" 26' - 8 3/4" 28' - 0" 22' - 2" 18' - 2" 33' - 7 1/4" 14' - 10 1/2" 27' - 10" 27' - 8 1/2" 27' - 3" 18' - 10 1/4"
MATCHLINE 01/ S02-02B MATCHLINE 01/ S02-02B
A6.3
A1
S06-
01
A2
S06-01
A3
S06-01
A4
S06-
01
A5
S06-
01
A6
S06-01
9' - 8" 7' - 10"
6"
18' -
11
3/4"
6"
11 1/8"
W16
x26
(20)
c=2
"
W16x31 (14) W18x35 (14) W18x35 (14) W16x31 (14) W16x31 (14) W18x35 (14) W18x35 (14) W16x31 (14)
W16x31 (14)
W18x35 (14) W18x35 (14)
W16x31 (14) W16x31 (14)
W18x35 (14) W18x35 (14)
W16x31 (14)
W18
x35
(22)
c=1
1/2
"
W16
x26
(20)
c=2
"
W16
x26
(22)
c=1
1/2
"W
16x2
6 (2
0) c
=2"
W16
x31
(28)
c=1
3/4
"W
16x2
6 (2
0) c
=1 1
/4"
W18
x35
(8,1
0) c
=1"
W24
x62
(20)
W16
x26
(26)
c=2
1/4
"W
21x4
4 (2
4) c
=3/4
"
W16
x26
(26)
c=1
3/4
"W
16x2
6 (2
0) c
=1"
W16
x26
(22)
c=1
1/2
"
W16
x26
(20)
c=2
"
W18
x35
(22)
c=1
1/2
"W
16x2
6 (2
0) c
=2"
W14
x22
(8)
W10
x12
(6)
W18
x35
(6,6
)
W10
x12
(6)
W10
x12
(6)
W10
x12
(6)
W10
x12
(6)
W18
x35
(6,6
)
W10
x12
(6)
W14
x22
(8)
W24x55 (28) c=1"
W24x55 (18) c=1 1/4"
W24x62 (32) c=1 1/2"
W18x35 (20) W18x40 (22) W18x40 (20) W21x44 (22) W18x35 (20) W18x40 (20) W18x40 (22) W18x35 (20)
W18x35 (20) W18x40 (22) W18x40 (20) W18x35 (20) c=3/4" W21x44 (22) W18x40 (20) W18x40 (22) W18x35 (20)
W14
x22
(14)
W14
x22
(14)
W21x50 (20) c=1 1/2"
W14x30 (4,3,4)W14x22 (6)
W14
x22
(14)
W14
x22
(14)
W18x40 (16) W21x44 (16) W16x26 (22) W16x26 (10) W24x55 (18) c=3/4" W16x26 (8) W21x44 (14) W21x44 (16) W21x44 (16)
W16
x26
(20)
c=2
"
W16
x26
(22)
c=2
"
W16
x26
(22)
c=2
"
W16
x26
(20)
c=1
3/4
"
W16
x26
(20)
c=1
3/4
"
W16
x26
(20)
c=2
"
W16
x26
(20)
c=2
"
W16
x31
(18)
c=1
1/2
"W
10x1
2 (6
)
W16
x31
(18)
c=1
1/2
"W
10x1
2 (6
)
W16
x31
(18)
c=1
1/2
"W
10x1
2 (6
)
W16
x31
(18)
c=1
1/2
"
W10
x12
(6)
W16
x26
(18)
c=1
1/2
"W
10x1
2 (6
)
W16
x26
(18)
c=1
1/2
"W
10x1
2 (6
)
W16
x26
(20)
c=1
1/4
"W
10x1
2 (8
)
W16
x26
(20)
c=1
1/4
"
W10
x12
(8)
W16
x26
(20)
c=2
"
W16
x26
(20)
c=2
"
W16
x26
(20)
c=1
3/4
"
W16
x26
(20)
c=1
3/4
"
W16
x26
(22)
c=2
"
W16
x26
(22)
c=2
"
W16
x26
(20)
c=2
"
W16
x26
(20)
c=2
"W
16x3
1 (1
8) c
=1 1
/2"
W10
x12
(6)
W16
x31
(18)
c=1
1/2
"W
10x1
2 (6
)
W16
x31
(18)
c=1
1/2
"W
10x1
2 (6
)
W16
x31
(18)
c=1
1/2
"W
10x1
2 (6
)
W16
x26
(22)
c=1
1/4
"W
10x1
2 (8
)
W16
x26
(22)
c=1
1/4
"
W10
x12
(8)
W16
x26
(18)
c=1
1/2
"W
10x1
2 (6
)
W16
x26
(18)
c=1
1/2
"W
10x1
2 (6
)
W16
x26
(16)
c=3
/4"
W16
x26
(16)
c=3
/4"
W16
x31
(16)
c=3
/4"
W10x12 (3,3)
W8x
10 (
7)W
10x1
2 (6
)
W10
x12
(6)
W10
x12
(6)
W16
x31
(30)
c=1
3/4
"
W18
x35
(38)
c=1
1/4
"
W18
x35
(38)
c=1
1/4
"
W8x
10 (
13)
W10x12 (6)
W14
x22
(14)
c=3
/4"
W14
x22
(14)
c=3
/4"
W14
x22
(14)
c=3
/4"
W14
x22
(14)
W14
x22
(14)
W14
x22
(14)
c=3
/4"
W14
x22
(14)
c=3
/4"
HSS12 x 6 x 3/8
W10
x12
(6)
W12x14 (10)
W10
x12
(6)
HSS12 x 6 x 3/8
HSS
18 x
6 x
3/8
W12x14 (10)
W10
x12
(6)
W10
x12
(6)
W14
x30
(10)
W14
x30
(8)
AF.5 AF.5
W14
x22
(16)
W14
x22
(16)
W14
x22
(16)
W14
x22
(16)
W14
x30
(8)
W14
x30
(10)
W10x12 (6)
W10x12 (6)
W10x12 (6)
W10x12 (6)
A6.5
17' - 6" 17' - 6"
W16
x26
(20)
c=1
"W
16x2
6 (1
6) c
=3/4
"
W16x26 (10) W16x26 (10)
W16
x26
(20)
c=1
1/4
"W
16x2
6 (1
6) c
=1"
1
S05-04
1
S05-04
1
S05-04
1
S05-04
2
S05-04
2
S05-04
1
S05-04
1
S05-04
2
S05-04
2
S05-04 2
S05-04
2
S05-04
14
S05-0414
S05-04
1
S05-04
1
S05-04
3
S05-04
2
S05-04
6
S05-04
6
S05-04
HSS
18 x
6 x
3/8
9
S05-04
9
S05-04
W14x22 (12)W14x22 (12)
HSS8 x 8 x 5/16 (LO)HSS8 x 8 x 5/16 (LO)
10
S05-04
10
S05-04
HSS6x6x5/16 VERT.SEE 16/S05-04
HSS6x6x5/16 VERT.SEE 16/S05-04
7 5/
8"
7 5/8" 7 5/8"HSS6x6x5/16 VERT.SEE 19/S05-04
HSS6x6x5/16 VERT.SEE 19/S05-04
13
S05-04
W8x10 (4)
W8x10 (4)
6"
2' - 6 3/4"
9 1/4"
W8x10 (4)
W8x10 (4)
HSS6x6x1/4ABOVE & BELOWWINDOW
6"7'
- 2
5/8"
6"
6"
1' - 3 3/4"3 1/4"
7' - 10"
HSS8 x 8 x 3/8 (LO) HSS8 x 8 x 3/8 (LO) HSS8 x 8 x 3/8 (LO) HSS8 x 8 x 3/8 (LO)
6 1/2" 6 1/2"
HANGER & BRACESEE 20/S05-04
HANGER & BRACESEE 20/S05-04
HANGER & BRACESEE 20/S05-04
HANGER & BRACESEE 20/S05-04
SEE 13/S05-04FOR COLUMN CONN.
SEE 13/S05-04FOR COLUMN CONN.
17
S05-04
17
S05-04
21
S05-04
HSS
8 x
6 x
5/16
(LO
)
HSS
8 x
6 x
5/16
(LO
)
02
S02-02A
02
S02-02A
OF HSS8x84 3/4" TO END
OF HSS 8x84 3/4" TO END
OF HSS8x84 3/4" TO END
OF HSS8x84 3/4" TO END
T.O.S. EL. 109' - 5" T.O.S. EL. 109' - 5"
5 EQ SPA @ 4' - 0" O.C.
2' - 0" 2' - 0"
5 EQ SPA @ 4' - 0" O.C. 5 EQ SPA @ 4' - 0" O.C.
2' - 0" 2' - 0"
5 EQ SPA @ 4' - 0" O.C.
HSS5 x 5 x 3/16 (GALV.) HSS5 x 5 x 3/16 (GALV.)
1 1/2" METALROOF DECK
1 1/2" METALROOF DECK
1' - 6" 1" EJ 1" EJ 1' - 6" 1' - 6" 1" EJ 1" EJ 1' - 6"
6" 2" E
.J.
1' -
6"
6 1/2" 6 1/2"
AF.1 AF.1W10x12 (6) 3'
- 4"
29' -
6"
W10x12 (6)3' -
4"29
' - 6
"
2 #5(8-0)TYP.
6"24
' - 5
"6"
8 1/4"
2' - 6"
6"
6"28
' - 1
1/2
"6"
6"
2' - 6 3/4"
6"
6"24
' - 5
"6"
6"
2' - 9"
6"
6"28
' - 1
1/2
"6"
6"
2' - 6"
6"
.
#5(24-0) @ 18" O.C.
5 #5(24-0)@ 18" O.C.
5 #5(24-0)@ 18" O.C.
5 #5(24-0)@ 18" O.C.
5 #5(24-0)@ 18" O.C.
5 #5(24-0)@ 18" O.C.
5 #5(24-0)@ 18" O.C.
5 #5(30-0)@ 18" O.C.
5 #5(30-0)@ 18" O.C.
5 #5(24-0)@ 18" O.C.
5 #5(24-0)@ 18" O.C.
10" 1' - 2"
10"
10"
1' - 2"10"10"
1' - 2"
10"
10"
10"
10" 1' - 2"
10"
W8x10 (6)
W8x10 (6) W8x10 (4)
W8x10 (4)
10
S05-08 TYP @WINDOWS
10
S05-08 TYP @WINDOWS
10
S05-08TYP @WINDOWS
10
S05-08TYP @WINDOWS
10
S05-08TYP @WINDOWS
10
S05-08TYP @WINDOWS
10
S05-08 TYP @WINDOWS
10
S05-08 TYP @WINDOWS
10"
1' - 2" 1' - 0"
10"
1' - 2" 1' - 0"
8' -
1"6"
1' -
1 3/
4" 6"
6" 8' - 3" 4' - 5" 6"
18' - 10 1/4"
9' -
8"
8' -
4 3/
4"1'
- 3
1/4"
4 EQ SPA @ 4'-0" O.C.
4' -
0"
19
S05-05
10
S05-04
20
S05-05
HSS5 x 3 x 3/16 (GALV)
HSS
5 x
3 x
3/16
(G
ALV)
WT5
x6 (G
ALV)
HSS5 x 5 x 3/16 (GALV)
HSS
5 x
5 x
3/16
(GLA
V)
1"
BRICK CLADDINGSEE ARCHL.
1 1/2" METALROOF DECK
WT @ METAL ROOFDECK TRANSITION
1 1/2" METALROOF DECK
9
S05-04
HSS
8 x
6 x
5/16
(LO
)
HSS8 x 8 x 5/16 (LO)
T.O.S. EL. 109' - 5"
21
S05-05
SECOND LEVEL FLOOR FRAMING PLAN NOTES-----------------------------------------------------1. FINISH FLOOR ELEVATION IS 114-8 (RELATIVE TO DATUM 100-0)
2. TOP OF SLAB IS AT FINISH FLOOR ELEVATION UNLESS INDICATED OTHERWISE.
3. SHEET INDEX: GENERAL NOTES S01-01 TYP. MASONRY DETAILS S04-01 TYP. STEEL DETAILS S05-01, S05-02, S05-03 STEEL COLUMN SCHEDULE S05-01 VERTICAL BRACE ELEVATIONS & DTLS S06-01, S06-02
4. STEEL BEAMS SHALL BE CENTERED ON AND EQUALLY SPACED BETWEEN COLUMN LINES UNLESS OTHERWISE NOTED.
5. TYPICAL FLOOR SLAB IS 3 1/2 CONCRETE OVER 3" COMPOSITE METAL DECK (6 1/2 TOTAL THICKNESS). SEE GENERAL NOTES.
6. NUMBER OF SHEAR STUDS IS NOTED IN PARENETHESES ( ) ADJACENT TO STEEL BEAM SIZES. SEE TYPICAL DETAILS FOR LAYOUT REQUIREMENTS OF STUDS.
7. BEAM CAMBER IS NOTED "c=XXX" ADJACENT TO BEAM SIZES.
8. FRAME COMPOSITE SLAB MEP OPENINGS 12 INCHES OR LARGER AND WHERE SHOWN WITH C6x8.2 BETWEEN SUPPORT BEAMS & L3x3x1/4 BETWEEN C6 @ SIDES UNLESS NOTED OTHERWISE.
9. USE FINISHING AND CURING METHODS TO AID IN MITIGATING SHRINKAGE CRACKING AT ELEVATED SLABS. ENSURE SLAB REINFORCING IS PROPERLY LOCATED AS DETAILED.
A
B
C
PONCE FUESSENG INE ERI NG
Project No. TX REG. # F-12125
Dallas, TX 752193333 Lee Parkway, Suite 475469-310-2850 www.ponce-fuess.com
DATEJOB
SHEET
ISSUES
CORGAN ASSOCIATES, INC.401 N. Houston Street
Dallas, TX 75202T: 214.748.2000 F: 214.653.8281
14246
5/15
/201
5 3:
31:2
8 P
M
S02-02A
LEVEL 02FRAMING PLAN -AREA A
05/11/201514216.0000
S02
-02A
LEV
EL
02 F
RA
MIN
G P
LAN
- A
RE
A A
1 05/11/2015 100% ISSUE FOR CONSTRUCTION
EX
IST
ING
WO
RK
MA
N J
UN
IOR
HS
NO
RT
H F
IELD
SIT
E: 7
01E
AS
T A
RB
RO
OK
BO
ULE
VA
RD
, AR
LIN
GT
ON
, TX
760
14
C O R G A N
1/8" = 1'-0"
01 LEVEL 02 FRAMING PLAN - AREA ANORTH
1/4" = 1'-0"
02 TYPICAL CANOPY FRAMING PLAN
1 1
1 11 1 1
1 1 11 1
1 1
1
1 1 1 1
1
11
1
1
1
1
1 1
1
1
1
1
1
1
1
1
1
1 1
1
1
1
1
1
REVISIONS1 05/15/2015 ADDENDUM NO. 1
A6.9
BA BA
AK AK
BB BB
BC BC
BD BD
BE BE
BF BF
B1 B2 B3
B3
B5 B6 B7 B9 B11 B12 B13 B14 B15
BL BL
B4 B8
BG
CA
C1 C2 C3 C4 C5 C6 C7 C10
2' -
2"
35' -
3"
9' -
8"36
' - 5
"2'
- 2"
15' -
10"
15' -
10"
16' -
11
1/8"
14' -
8 7
/8"
2' -
2"35
' - 3
"9'
- 8"
36' -
5"
2' -
2"15
' - 9
"32
' - 1
0 1/
8"14
' - 8
7/8
"
15' -
5"
28' -
3"
1' -
3"18
' - 2
1/2
"18
' - 2
1/2
"
19' -
10"
8' -
5"
15' -
5"
28' -
3"
1' -
3"18
' - 2
1/2
"18
' - 2
1/2
"
19' -
10"
8' -
5"
18' - 10 1/4" 26' - 8 3/4" 28' - 0" 22' - 2" 18' - 2" 33' - 7 1/4" 14' - 10 1/2" 27' - 10" 27' - 8 1/2" 27' - 3" 18' - 10 1/4"
19' -
10"
4' - 9"9' - 6 1/2"
5' - 7 7/8" 9' - 6 5/8"
1' - 11"
MATCHLINE 01/ S02-02A MATCHLINE 01/ S02-02A
B5.2
BK BK
BH
BF.8
18' -
0"
C9
A6.3
BF.9
B3.3 B13.1B6.2
A6
S06-01
B1
S06-
01
B4
S06-01
B5
S06-
01
B6
S06-
01
32' - 8 3/4" 22' - 0" 26' - 8" 13' - 8" 8 3/4" 11' - 3 1/2" 30' - 8" 24' - 3 1/2"
14' - 2 3/4" 37' - 6 3/4" 32' - 10 1/2"
8' - 11 7/8" 7' - 9 7/8" 7' - 9 7/8"
B8.5
C8
C1
S06-01
W14x30 (4,3,4)W14x22 (6)
W18x40 (16) W21x44 (16) W16x26 (22) W16x26 (10) W24x55 (18) c=3/4" W16x26 (8) W21x44 (14) W21x44 (16) W21x44 (16)
W18x40 (14) c=3/4" W21x44 (14) W16x26 (12) (HI) W16x26 (10) (HI) W24x55 (18) c=3/4" W16x26 (8) W21x44 (16) W21x44 (16) W21x44 (14)
W14
x22
(8)
W16
x31
(28)
c=2
1/4
"
W10
x12
(6)
W16
x31
(28)
c=1
3/4
"
W16
x26
(24)
c=2
"
W16
x31
(24)
c=2
"W
10x1
2 (6
)W
16x2
6 (1
8) c
=1 1
/2"
W24
x55
(24)
W10
x12
(6)
W16
x26
(20)
c=1
3/4
"
W16
x31
(22)
c=1
3/4
"W
10x1
2 (6
)W
16x2
6 (1
8) c
=1 3
/4"
W16
x26
(20)
c=1
3/4
"
W16
x31
(20)
c=1
3/4
"W
10x1
2 (6
)W
16x3
1 (2
8) c
=1 3
/4"
W14
x22
(8)
W18x40 (24) c=3/4" W21x44 (24) W21x44 (14) W16x26 (10)
W21x44 (14)
W24x55 (26) c=3/4" W18x40 (22)
W24x55 (24) c=3/4" W18x40 (12) W24x55 (22) W16x26 (10)
W24x55 (18) c=1"W16x26 (10) W21x44 (24) c=3/4"
W24x62 (26)
W18x40 (22)
W18
x35
(18)
c=1
1/4
"
W18
x35
(22)
c=1
1/4
"
W16
x26
(26)
c=2
1/4
"
W16
x26
(26)
c=2
1/4
"
W16
x26
(34)
c=1
3/4
"
W16
x26
(16)
c=1
1/4
"
W16
x26
(26)
c=2
1/4
"
W16
x26
(18)
c=1
3/4
"
W16
x31
(26)
c=2
"W
10x1
2 (6
)
W16
x31
(26)
c=2
"W
10x1
2 (6
)
W16
x26
(20)
c=1
3/4
"
W10
x12
(6)
W16
x26
(20)
c=1
"
W10
x12
(6)
W16
x26
(20)
c=1
1/4
"
W16
x26
(20)
c=1
3/4
"
W16
x31
(20)
c=1
1/2
"
W16
x31
(20)
c=1
3/4
"
W16
x31
(20)
c=1
3/4
"
W10
x12
(6)
W10
x12
(6)
W10
x12
(6)
W10
x12
(6)
W16
x26
(20)
c=2
"
W16
x26
(20)
c=2
"
W16
x26
(18)
c=1
3/4
"
W10
x12
(6)
W10
x12
(6)
W10
x12
(6)
W18
x35
(26)
c=1
1/4
"
W16
x31
(26)
c=2
"
W16
x31
(32)
c=2
"
W10x12 (6)
W8x
10 (
6)
W16
x26
(18)
c=1
3/4
"
W16
x26
(18)
c=3
/4"
W18
x35
(18)
c=1
"
W16
x31
(20)
c=1
1/4
"
W16
x31
(32)
c=1
3/4
"
W16
x26
(28)
c=2
1/4
"
W16
x26
(26)
c=2
1/4
"
W10
x12
(6)
W10
x12
(8)
W10
x12
(8)
W10
x12
(6)
W10
x12
(6)
W10
x12
(6)
W10
x12
(6)
W10
x12
(8)
W16
x26
(20)
c=1
1/4
"
W16
x31
(30)
c=2
1/4
"
W16
x31
(26)
c=2
"
W16
x31
(26)
c=2
"
W16
x31
(28)
c=2
1/4
"
W16
x31
(28)
c=2
1/4
"
W16
x31
(20)
c=1
3/4
"
W18x40 (16)
W16
x26
(8)
(HI)
W12
x16
W14
x22
(8)
W12
x19
(12)
W12
x19
(12)
W12
x14
(8)
W12
x14
(8)
W12x19 (6)
W16
x26
W12
x16
W14
x22
W14
x22
W14
x22
W14
x22
W16x26
W16x26
W16x26W
12x1
4W
12x1
4
W16x26
W16x26
W16x26
HSS8 x 8 x 5/16
BE.5 BE.5
W14
x30
(8)
W14
x30
(10)
W14
x22
(10)
W14
x22
(10)
W14
x22
(10)
W14
x22
(10)
W14
x30
(10)
W14
x30
(8)
12K3SP
12K312K1
12K1 12K3
12K1SP
W16
x26
(20)
c=1
1/2
"
HSS12 x 6 x 3/8
HSS
18 x
6 x
3/8
W12x19 (10)
W14
x22
(8)
W10
x12
(6)
W10
x12
(6)
HSS12 x 6 x 3/8
W10
x12
(6)
W10
x12
(6)
W12x19 (10)
W10x12 (6)
W10x12 (6)
W10x12 (6)
W10x12 (6)
02
S03-10
03
S03-10
BF.1 BF.1
B8.6
B7
S06-01
W12x16 W12x16 W12x16 W14x22 (12) W14x22 (8)
W16
x26
(18)
c=1
"
W16
x26
(18)
c=1
1/4
"
W16
x26
(18)
c=1
1/4
"
W8x10 (4)
W16
x26
(18)
c=1
"
W16
x26
(22)
c=2
"
W16
x31
(20)
c=1
1/2
"
1
S05-04
1
S05-04
1
S05-04
1
S05-04
3
S05-04
2
S05-04
2
S05-04
2
S05-04
2
S05-04
14
S05-0414
S05-04
TOS 112' - 9"
TOS 112' - 9"TOS 113' - 10"
TOS 113' - 10"
TOS 113' - 10"
W16x26
W16x26
W16x26
W18x40 W12x16
6
S05-04
6
S05-04
HSS
18 x
6 x
3/8
9
S05-04
9
S05-04
W14x22 (12)W14x22 (12)
HSS8 x 8 x 5/16 (LO) HSS8 x 8 x 5/16 (LO)
10
S05-04
10
S05-04
HSS6x6x5/16 VERT.SEE 16/S05-04
HSS6x6x5/16 VERT.SEE 16/S05-04
MATCHLINE 01/ S02-02C
5
S05-04
14
S05-06 12
S05-06
W8x10 (4)
W8x10 (4) W8x10 (4)
W8x10 (6) W8x10 (6) W8x10 (6)
W8x10 (6) W8x10 (6)
W8x10 (6)W8x10 (6)
HSS
14 x
14
x 3/
8H
SS8
x 8
x 5/
16
HSS
12 x
8 x
5/1
6 (L
O)
HSS
12 x
8 x
5/1
6 (L
O)
HSS
12 x
8 x
5/1
6 (L
O)
HSS
12 x
8 x
5/1
6 (L
O)
HSS16 x 8 x 5/16 HSS16 x 8 x 5/16 HSS16 x 8 x 5/16HSS12 x 8 x 5/16 HSS8 x 8 x 5/16
10
S04-10
RTU #B138900 LBS
RTU #B143900 LBS
HSS
8 x
6 x
5/16
(LO
)
HSS
8 x
6 x
5/16
(LO
)
02
S02-02A
02
S02-02A
(TOS EL 113' - 1 3/4")
5' - 0"3' - 10 1/8"
HSS8 x 6 x 1/4
HSS8 x 6 x 1/4HSS8 x 6 x 1/4
1' -
6"
2" E
.J.
6"
4 EQ
SPA
@ 4
' - 0
" O.C
.
2' -
0"2'
- 0"
3 EQ
SPA
@ 4
' - 0
" O.C
. 2' -
0"2'
- 0"4 EQ
SPA
@ 4
' - 0
" O.C
.
2' -
0"2'
- 0"
3 EQ
SPA
@ 4
' - 0
" O.C
.
2' -
0"2'
- 0"
3 EQ
SPA
@ 4
' - 0
" O.C
.
HSS12x8 TOS= 109' - 9"
1 1/2" METALROOF DECK
1" E
.J. H
SS8
x 6
x 1/
4 (H
I)
2' -
6"4
EQ S
PA2'
- 6"
(TO
S EL
114
' - 5
3/4
")
(TOS EL 114' - 5 3/4")
HSS
5 x
5 x
3/16
(GAL
V)
1 1/2" METALROOF DECK
HSS
8 x
8 x
1/4
(HI)
HSS
8 x
8 x
5/16
(LO
)
(TO
S EL
114
' - 5
3/4
")
HSS8x8 (LO)TOS EL = 109' - 5"
6" 2" E
.J.
1' -
6"
22
S05-06
5
S05-07
HSS10 x 5 x 5/16 (HI)(TOS EL 116' - 11")
HSS10 x 5 x 5/16 (GALV.) ( LO)T.O.S. EL. = 113' - 1 3/4"HSS10 x 5 x 5/16 (GALV.) (HI)T.O.S. EL. = 116' - 11"
HSS
8 x
6 x
1/4
(LO
)
HSS
8 x
8 x
5/16
(LO
)
HSS
8 x
6 x
1/4
(HI)
HSS
8 x
8 x
1/4
(HI)
(TO
S EL
109
' - 5
3/8
")
(TO
S EL
113
' - 1
3/4
")
(TO
S EL
109
' - 5
")
HSS8x8 (HI) (GALV.)TOS EL = 116' - 11"
22
S05-04
23
S05-04
23
S05-05
24
S05-05
14
S05-07
6
S05-06
RTU #B137900 LBS
24
S05-04
6' -
0"2'
- 2"
11
S05-05
7
S05-05
HSS6x4x1/4VERT.
HSS6x4x1/4VERT.
HSS6x4x1/4ABOVE &BELOWWINDOW
C6x8.2 @ 4'-0" O.C.MAX. SPA.
9
S05-05
BB.9 BB.9
33' -
3"
2' -
0"
33' -
3"
2' -
0"
B2
S06-01
B3
S06-01
W10x12 (6) W10x12 (6)
W10
x12
(6)
HSS5x5x3/16(GALV.), TYP.@ CANOPY
HSS
8 x
6 x
1/4
(LO
)(T
OS
EL 1
09' -
4 3
/4")
HSS12 x 6 x 1/4 (HI)(TOS EL 114' - 7 3/4")
HSS12 x 6 x 5/16 (LO)
HSS12 x 6 x 1/4 (LO)
(TOS EL 111' - 1")
(TOS EL 109' - 4 3/4")
(TO
S EL
113
' - 1
3/4
")
6' - 10" 4' - 8"
2
S04-02
EF #C110
ROOF HATCHSEE 15/S05-03
20/S04-01
2 #5(8-0)TYP.
6"26
' - 9
"6"
6"
2' - 6 3/4"
6"
4' - 10"
5 #5(24-0)@ 18" O.C.
5 #5(24-0)@ 18" O.C.
6"2' - 6 3/4"
6"
5' - 3"
6"27
' - 1
1"6"
6"1' -
8 5/
8"6"
6" 20' - 7" 6"
6"6'
- 5
1/2"
6"
6" 1' - 3 1/4"
6"26
' - 9
"6"
6"
2' - 6"
6" 14' - 0"
6"27
' - 1
1"6"
4' - 9 1/2"
6"
2' - 6 3/4"
6"
15' -
9 3
/4"
6"
1' -
1 3/
4" 6"
6" 7 5/8"
5 #5(24-0)@ 18" O.C.
5 #5(24-0)@ 18" O.C.
5 #5(30-0)@ 18" O.C.
5 #5(30-0)@ 18" O.C.
12K1
SP
12K1
SP
12K1
SP12
K1SP
10"
10"
10"
1' - 2" 1' - 0"
W16x31 (18)
W18x40 (18) c=3/4"
W16
x26
(24)
c=1
1/2
"W
21x4
4 (8
)
W24
x55
(8)
W16
x26
(24)
c=1
1/2
"
10
S05-08TYP @WINDOWS
10
S05-08TYP @WINDOWS
10
S05-08TYP @WINDOWS
10
S05-08TYP @WINDOWS
10"
1' - 2" 1' - 0"
10"
1' - 2" 1' - 0"
10"
1' - 2" 1' - 0"
4
S05-04
TOS 115' - 11"
TOS 114' - 8"
20' - 3" 12' - 7 1/2"
8 1/2"
17' -
10"
17' -
10"
ELEVATORRAIL SUPPORTPER 11/S05-02
1 1/2" 22 GA. WIDE RIB METALROOF DECK CONN. MARK IPER GENERAL NOTES
1 1/2" 22 GA. WIDE RIB METALROOF DECK CONN. MARK IPER GENERAL NOTES
SECOND LEVEL FLOOR FRAMING PLAN NOTES--------------------------------------------------------------------------------------------------------------------------------------------1. FINISH FLOOR ELEVATION IS 114-8 (RELATIVE TO DATUM 100-0)
2. TOP OF SLAB IS AT FINISH FLOOR ELEVATION UNLESS INDICATED OTHERWISE.
3. SHEET INDEX: GENERAL NOTES S01-01 TYP. MASONRY DETAILS S04-01 TYP. STEEL DETAILS S05-01, S05-02, S05-03 STEEL COLUMN SCHEDULE S05-01 VERTICAL BRACE ELEVATIONS & DTLS S06-01, S06-02
4. STEEL BEAMS SHALL BE CENTERED ON AND EQUALLY SPACED BETWEEN COLUMN LINES UNLESS OTHERWISE NOTED.
5. TYPICAL FLOOR SLAB IS 3 1/2 CONCRETE OVER 3" COMPOSITE METAL DECK (6 1/2 TOTAL THICKNESS). SEE GENERAL NOTES.
6. NUMBER OF SHEAR STUDS IS NOTED IN PARENETHESES ( ) ADJACENT TO STEEL BEAM SIZES. SEE TYPICAL DETAILS FOR LAYOUT REQUIREMENTS OF STUDS.
7. BEAM CAMBER IS NOTED "c=XXX" ADJACENT TO BEAM SIZES.
8. FRAME COMPOSITE SLAB MEP OPENINGS 12 INCHES OR LARGER AND WHERE SHOWN WITH C6x8.2 BETWEEN SUPPORT BEAMS & L3x3x1/4 BETWEEN C6 @ SIDES UNLESS NOTED OTHERWISE.
9. USE FINISHING AND CURING METHODS TO AID IN MITIGATING SHRINKAGE CRACKING AT ELEVATED SLABS. ENSURE SLAB REINFORCING IS PROPERLY LOCATED AS DETAILED.
LOW ROOF FRAMING PLAN NOTES---------------------------------------------------------------------------1. TOP OF ROOF STRUCTURE IS SLOPED FOR DRAINIAGE. SEE TOP OF STEEL ELEVATIONS NOTED ON THE FRAMING PLANS. SLOPES SHALL BE UNIFORM BETWEEN COLUMN CENTERLINES UNLESS SHOWN OTHERWISE.
2. SHEET INDEX: GENERAL NOTES S01-01 TYP. MASONRY DETAILS S04-01 TYP. STEEL DETAILS S05-01, S05-02, S05-03 STEEL COLUMN SCHEDULE S05-01 VERTICAL BRACE ELEVATIONS & DTLS S06-01, S06-02
3. UNLESS NOTED OTHERWISE, STEEL JOISTS & BEAMS SHALL BE CENTERED AND EQUALLY SPACED BETWEEN COLUMN CENTERLINES.
4. JOISTS ARE TO BE DESIGNED USING "ASD" PROCEDURES. JOISTS NOTED AS "SP" ARE SPECIAL DESIGNS TO BE PROVIDED BY SUPPLIER FOR LOADINGS AND GEOMETRY INDICATED.
-----------------------------------------------------------------------5. FOOTNOTES TO JOIST DESIGNATIONS (e.g. "24K8 (1)") (1) - ADDITIONAL 400 LB. LOAD AT EACH PIPING SUPPORT (2) - ADDITIONAL 800 LB. LOAD AT EACH PIPING SUPPORT (3) - ADDITIONAL 1200 LB. LOAD AT EACH PIPING SUPPORT (4) - ADDITIONAL +/- 5000 LB. DEAD AND LIVE LOAD @ SUPPORT POST NOTES 1 THROUGH 4 APPLY WHEN PIPING RUNS PERPENDICULAR TO JOISTS. SEE PLANS FOR PARALLEL CONDITIONS.
6. SEE SHEET S01-02 FOR COMPONENTS & CLADDING WIND PRESSURES, INCLUDING JOIST NET UPLIFT DESIGN REQUIREMENTS.
ADDITIONAL APPLICABLE WIND PRESSURES: EXTERIOR CANOPIES BELOW ELEVATION 115'-0": DESIGN FOR NET UPLIFT OF 27 POUNDS PER SQUARE FOOT (PSF) AND 45 PSF AT CORNERS DUE TO WIND LOADING.
7. JOISTS SUPPORTING MECHANICAL EQUIPMENT SHALL BE DESIGNED FOR TYPICAL ROOF LOADING SHOWN ON PLANS PLUS A CONCENTRATED LOAD OF 60% OF INDICATED EQUIPMENT WEIGHT PLACED AT ANY PANEL POINT. WEIGHTS SHOWN INCLUDE AN ALLOWANCE FOR THE CURB.
A
B
C
PONCE FUESSENG INE ERI NG
Project No. TX REG. # F-12125
Dallas, TX 752193333 Lee Parkway, Suite 475469-310-2850 www.ponce-fuess.com
DATEJOB
SHEET
ISSUES
CORGAN ASSOCIATES, INC.401 N. Houston Street
Dallas, TX 75202T: 214.748.2000 F: 214.653.8281
14246
5/15
/201
5 3:
31:3
1 P
M
S02-02B
LEVEL 02FRAMING PLAN -AREA B
05/11/201514216.0000
S02
-02B
LEV
EL
02 F
RA
MIN
G P
LAN
- A
RE
A B
1 05/11/2015 100% ISSUE FOR CONSTRUCTION
EX
IST
ING
WO
RK
MA
N J
UN
IOR
HS
NO
RT
H F
IELD
SIT
E: 7
01E
AS
T A
RB
RO
OK
BO
ULE
VA
RD
, AR
LIN
GT
ON
, TX
760
14
C O R G A N
1/8" = 1'-0"
01 LEVEL 02 FRAMING PLAN - AREA BNORTH
1 1
1
1
1
1 11
1 1 1 1 1 1
1 1 1 1
1
1 1
1 1
1
1 1 1
1 1 1 1
1
11
1 1 1 1
11
1 1 1 1
1 1
1
1 1
1
1 11
1
1
1
1
11 1
11
1
1
1
REVISIONS1 05/15/2015 ADDENDUM NO. 1
B6 B9
BL
B4 B8
CA CA
CF CF
CC.6
CB
C1 C2 C3 C4 C5 C6 C7 C7.9 C10
CG
CH
CJ
C3.3
C3.3
19' -
10"
11' -
2 1
/4"
11' -
2 1
/4"
10' -
0"
11' -
2 3
/4"
11' -
2 3
/4"
22' -
0"
7' -
4"12
' - 6
1/2
"23
' - 7
1/2
"23
' - 1
1 5/
8"
4' - 9"9' - 6 1/2"
5' - 7 7/8" 9' - 6 5/8"
1' - 11"
22' -
4 1
/2"
C9
CE
CC
CD
CD.7
CB.2
CF.5
C5
S06-
01
B8.5 C8
C4
S06-
01
C1
S06-01
C3
S06-
01
C2
S06-01
HSS8 x 8 x 5/16
W18x40 W12x16
22' -
5 1
/2"
22K5
SP
24K6
SP
W18
x40
W18
x40
W14
x22
W18
x40
W14
x30
18K3
18K3SP
W16x26W16x26 W16x26
16K2
18K3
SP
W16x26 W16x26 W16x26
W16x26
W14
x22
16K2
SP
20K3
SP
W16
x31
W12
x16
W14x22W16x31
TOS 112' - 9" TOS 113' - 7"
TOS 112' - 9"TOS 113' - 10"
TOS 113' - 10"
MATCHLINE 01/ S02-02B MATCHLINE 01/ S02-02B14
S05-06
12
S05-06
HSS16 x 8 x 5/16 HSS16 x 8 x 5/16 HSS16 x 8 x 5/16HSS12 x 8 x 5/16 HSS8 x 8 x 5/16
HSS
12 x
8 x
5/1
6H
SS12
x 8
x 5
/16
HSS
12 x
8 x
5/1
6
2
S04-10
1
S04-10
3
S04-
10
4
S04-
10
5
S04-
10
6
S04-
10
8
S04-10
10
S04-10
9
S04-
10
11
S04-10
W16x26
HSS6 x 6 x 1/4 (LO)
HSS6x6TOS EL. =109' - 3"
HSS5 x 5 x 3/16 (GALV.)8" 8"
1 1/2" METALROOF DECK
11 EQ. SPA @ 4' - 0" O.C.
2' - 0"
3 EQ. SPA @ 4' - 0" O.C.
W14x22
HSS12 x 8 x 5/16 (LO)
HSS12x8TOS EL. = 109' - 9"
17' -
10
1/4"
5' -
2"
8
S05-06
17
S04-02
HSS16 x 8 x 5/16(TOS EL 113' - 1 3/4")
(TO
S EL
113
' - 1
3/4
")(T
OS
EL 1
13' -
1 3
/4")
(TO
S EL
113
' - 1
3/4
")
(TOS EL 113' - 1 3/4")
5' - 0"3' - 10 1/8"
HSS8 x 6 x 1/4
HSS8 x 6 x 1/4HSS8 x 6 x 1/4
4 EQ
SPA
@ 4
' - 0
" O.C
.
2' -
0"2'
- 0"
1" E
.J. H
SS8
x 6
x 1/
4 (H
I)
2' -
6"4
EQ S
PA2'
- 6"
(TO
S EL
114
' - 5
3/4
")
(TOS EL 114' - 5 3/4")
HSS
5 x
5 x
3/16
(GAL
V)
1 1/2" METALROOF DECK
HSS
8 x
8 x
1/4
(HI)
HSS
8 x
8 x
5/16
(LO
)
(TO
S EL
114
' - 5
3/4
")
HSS8x8 (LO)TOS EL = 109' - 5"
5
S05-07
HSS10 x 5 x 5/16 (HI)(TOS EL 116' - 11")
HSS10 x 5 x 5/16 (GALV.) ( LO)T.O.S. EL. = 113' - 1 3/4"HSS10 x 5 x 5/16 (GALV.) (HI)T.O.S. EL. = 116' - 11"
HSS
8 x
6 x
1/4
(LO
)
HSS
8 x
8 x
5/16
(LO
)
HSS
8 x
6 x
1/4
(HI)
HSS
8 x
8 x
1/4
(HI)
(TO
S EL
109
' - 5
3/8
")
(TO
S EL
113
' - 1
3/4
")
(TO
S EL
109
' - 5
")
HSS8x8 (HI) (GALV.)TOS EL = 116' - 11"
22
S05-04
14
S05-07
6
S05-06
HSS
8 x
6 x
1/4
HSS
8 x
6 x
1/4
HSS
8 x
6 x
1/4
HSS
8 x
6 x
1/4
HSS
8 x
6 x
1/4
HSS
8 x
6 x
1/4
(TO
S EL
113
' - 5
3/4
")
(TO
S EL
113
' - 5
3/4
")
(TO
S EL
113
' - 5
3/4
")
(TO
S EL
113
' - 5
3/4
")
(TO
S EL
113
' - 5
3/4
")
(TO
S EL
113
' - 5
3/4
")
5
S05-08
16' - 10 7/8"
7
S05-05
CG.4W16x26 W16x26
2' - 0"
C6x8.2 @ 4'-0" O.C.MAX. SPA.
10K1
22K5SP
12K1
18K3
SP
W21
x50
W14
x22
HSS
8 x
6 x
1/4
(LO
)(T
OS
EL 1
09' -
4 3
/4")
HSS12 x 6 x 1/4 (HI)(TOS EL 114' - 7 3/4")
HSS12 x 6 x 5/16 (LO)
HSS12 x 6 x 1/4 (LO)
(TOS EL 111' - 1")
(TOS EL 109' - 4 3/4")
1' - 0"
(TO
S EL
113
' - 1
3/4
")
W10x12W10x12
1
S05-09
6' - 10" 4' - 8"
RTU #C102900 LBS
RTU #C122900 LBS
RTU #C131900 LBS
RTU #C107900 LBS
RTU #C1082,000 LBS
EF #C127
EF #C108C
EF/SF #C108A
EF/SF #C108BEF #C108D
3
S05-09
5
S05-09
6
S05-09
2
S04-02
1
S04-02
2
S04-02
W14x22
W24x55
5"3'
- 11
"
4' - 0" 3' - 10"EQ EQ
ROOF HATCHSEE 15/S05-03
EF #C110
20/S04-01
WP4C
WP4
WP4
WP4
WP4
WP4
WP4
WP4WP4WP4WP4WP4
WP4 WP4 WP4 WP4 WP4WP4
WP4
9
S05-09
W14
x30
10/S05-03
16
S05-09
18K3
SP
17
S04-02SIM
(GALV.)HSS5 x 5 x 3/16
2 EQ SPA
17
S04-02SIM
18
S04-02
24
S05-0718
S04-02
TOW 117' - 4"
TOW 117' - 4"
TOW 117' - 4"
TOS 115' - 11"
TOS 115' - 11"
TOS 114' - 8"
TOS 114' - 8"
15' - 1" 4' - 9" 23' - 11 1/2" 27' - 1 1/2" 12' - 5" 23' - 1" 22' - 3" 18' - 4 3/8" 20' - 2 5/8" 26' - 6 1/8" 30' - 1 1/2"
16' - 6" 1' - 10 3/8"
66' -
3 1
/4"
11 5
/8"
9' -
6"14
' - 4
"26
' - 8
1/2
"13
' - 9
1/2
"11
5/8
"
28' -
5 1
/2"
26' -
4 1
/2"
10"
8 1/2"
24' - 0 3/8" 16' - 10 7/8" 10' - 4 3/4" 76' - 3 1/4"
51' -
7 1
/4"
14' -
2 3
/8"
7B
S05-05
7A
S05-05
20K3SP
10K1
SP
8/S04-01
2
S04-02
1/S04-01
10K1
14K1
SP
1 1/2" 22 GA. WIDE RIB METALROOF DECK CONN. MARK IPER GENERAL NOTES
1 1/2" 22 GA. WIDE RIB METALROOF DECK CONN. MARK IPER GENERAL NOTES
1 1/2" 22 GA. WIDE RIB METALROOF DECK CONN. MARK IPER GENERAL NOTES
COOLER/FREEZERREFRIGERATIONUNITS, 300 LBS TYP.
ROOF FRAMING PLAN NOTES-----------------------------------------------------------------------1. TOP OF ROOF STRUCTURE IS SLOPED FOR DRAINIAGE. SEE TOP OF STEEL ELEVATIONS NOTED ON THE FRAMING PLANS. SLOPES SHALL BE UNIFORM BETWEEN COLUMN CENTERLINES UNLESS SHOWN OTHERWISE.
2. SHEET INDEX: GENERAL NOTES S01-01 TYP. MASONRY DETAILS S04-01 TYP. STEEL DETAILS S05-01, S05-02, S05-03 STEEL COLUMN SCHEDULE S05-01 VERTICAL BRACE ELEVATIONS & DTLS S06-01, S06-02
3. UNLESS NOTED OTHERWISE, STEEL JOISTS & BEAMS SHALL BE CENTERED AND EQUALLY SPACED BETWEEN COLUMN CENTERLINES.
4. JOISTS ARE TO BE DESIGNED USING "ASD" PROCEDURES. JOISTS NOTED AS "SP" ARE SPECIAL DESIGNS TO BE PROVIDED BY SUPPLIER FOR LOADINGS AND GEOMETRY INDICATED.
5. FOOTNOTES TO JOIST DESIGNATIONS (e.g. "24K8 (1)") (1) - ADDITIONAL 400 LB. LOAD AT EACH PIPING SUPPORT (2) - ADDITIONAL 800 LB. LOAD AT EACH PIPING SUPPORT (3) - ADDITIONAL 1200 LB. LOAD AT EACH PIPING SUPPORT (4) - ADDITIONAL +/- 5000 LB. DEAD AND LIVE LOAD @ SUPPORT POST NOTES 1 THROUGH 4 APPLY WHEN PIPING RUNS PERPENDICULAR TO JOISTS. SEE PLANS FOR PARALLEL CONDITIONS.
6. SEE SHEET S01-02 FOR COMPONENTS & CLADDING WIND PRESSURES, INCLUDING JOIST NET UPLIFT DESIGN REQUIREMENTS.
ADDITIONAL APPLICABLE WIND PRESSURES: EXTERIOR CANOPIES BELOW ELEVATION 115'-0": DESIGN FOR NET UPLIFT OF 27 POUNDS PER SQUARE FOOT (PSF) AND 45 PSF AT CORNERS DUE TO WIND LOADING.
7. JOISTS SUPPORTING MECHANICAL EQUIPMENT SHALL BE DESIGNED FOR TYPICAL ROOF LOADING SHOWN ON PLANS PLUS A CONCENTRATED LOAD OF 60% OF INDICATED EQUIPMENT WEIGHT PLACED AT ANY PANEL POINT. WEIGHTS SHOWN INCLUDE AN ALLOWANCE FOR THE CURB.
A
B
C
PONCE FUESSENG INE ERI NG
Project No. TX REG. # F-12125
Dallas, TX 752193333 Lee Parkway, Suite 475469-310-2850 www.ponce-fuess.com
DATEJOB
SHEET
ISSUES
CORGAN ASSOCIATES, INC.401 N. Houston Street
Dallas, TX 75202T: 214.748.2000 F: 214.653.8281
14246
5/15
/201
5 3:
31:3
4 P
M
S02-02C
LOW ROOFFRAMING PLAN -AREA C
05/11/201514216.0000
S02
-02C
LOW
RO
OF
FR
AM
ING
PLA
N -
AR
EA
C
1 05/11/2015 100% ISSUE FOR CONSTRUCTION
EX
IST
ING
WO
RK
MA
N J
UN
IOR
HS
NO
RT
H F
IELD
SIT
E: 7
01E
AS
T A
RB
RO
OK
BO
ULE
VA
RD
, AR
LIN
GT
ON
, TX
760
14
C O R G A N
1/8" = 1'-0"
01 LOW ROOF FRAMING PLAN - AREA CNORTH
1
1
1
1
1
1
1
1
1
1
1
1
1
1
11
1
1
1
REVISIONS1 05/15/2015 ADDENDUM NO. 1
A1 A2 A3 A4 A5 A6 A7 A8 A9 A10 A11 A12
AA AA
AC AC
AD AD
AF AF
AE AE
AB AB
AH AH
AG AG
A6.1 A6.9
BA BA
AK AK
B1 B2 B3 B5 B6 B7 B9 B11 B12 B13 B14 B15B8
AJ AJ
A6.3
A1
S06-
01
A2
S06-01
A3
S06-01
A4
S06-
01
A5
S06-
01
A6
S06-01
18' - 10 1/4" 23' - 0" 24' - 10" 24' - 10" 23' - 0" 35' - 0" 23' - 0" 24' - 10" 24' - 10" 23' - 0" 18' - 10 1/4"
36' -
5"
9' -
8"17
' - 1
0 1/
2"17
' - 1
0 1/
2"
25' -
5"
25' -
5"
2' -
2"
17' -
0"
27' -
9 3
/4"
1' -
3 1/
4"32
' - 1
0"2'
- 11
"
7' -
4"29
' - 1
"8'
- 4
3/4"
36' -
5"
9' -
8"35
' - 9
"25
' - 5
"25
' - 5
"2'
- 2"
17' -
0"
27' -
9 3
/4"
1' -
3 1/
4"32
' - 1
0"2'
- 11
"
7' -
4"29
' - 1
"8'
- 4
3/4"
11 7/8" 32' - 11 1/4" 1' - 0 7/8"
19' -
5"
19' -
5"
18' - 10 1/4" 26' - 8 3/4" 28' - 0" 22' - 2" 18' - 2" 33' - 7 1/4" 14' - 10 1/2" 27' - 10" 27' - 8 1/2" 27' - 3" 18' - 10 1/4"
8 3/4" 10 3/8" 11 1/8"
18' - 10 1/4" 26' - 8 3/4" 28' - 0" 22' - 2" 18' - 2" 33' - 7 1/4" 14' - 10 1/2" 27' - 10" 27' - 8 1/2" 27' - 3" 18' - 10 1/4"
8 3/4"
11' - 3 1/2"
W21
x44
W16x26
W16x26
W18
x40
W21
x44
W16x26
W14x22 W16x26 W16x26 W14x22
W14x22 W16x26 W16x26 W14x22
W14x22
W21x44 W21x44
W14x22 W14x22
W21x44 W21x44
W14x22
W16
x26
W18
x35
W18
x35
W18
x40
W18
x35
W18
x35
W16
x26
W14
x22
W14
x22
W21x48
W24x55
W24x62
W16x26 W16x31 W16x31 W16x26 W16x31 W16x31 W16x26
W16x26 W16x26 W16x31 W16x26 W16x31 W16x26 W16x26
W14
x22
W14
x22
W18x40
W10x12
W14
x22
W14
x22
W16x31 W18x35 W14x22 W14x22 W21x44 W14x22 W16x31 W16x31 W16x31
24K6SP 24K4SP 20K4 24K6SP 24K4SP 24K6
10KCS2
24K6 22K4 24K622K4SP
18K3
18K3
W14x22
W14
x22
W14x22
W14x22
W14
x22
W14x22
20K420K4
AF.5 AF.5
24K6SP
24K6SP
A6.5
17' - 6" 17' - 6"
TOS 129' - 0" TOS 129' - 0"TOS 129' - 0" TOS 129' - 0"
TOS 129' - 1 7/8" TOS 129' - 1 7/8"
TOS 129' - 4 1/2"TOS 129' - 4 1/2"
TOS 129' - 11 5/8"TOS 129' - 11 5/8"
TOS 129' - 3"
TOS 129' - 3 3/4"
TOS 129' - 3"
TOS 129' - 3 3/4"
TOS 129' - 3"
TOS 129' - 3" TOS 129' - 3"
TOS 129' - 3"
TOS 129' - 3 3/4"TOS 129' - 3 3/4"
TOS 129' - 3"TOS 129' - 3"
TOS 129' - 11 5/8"TOS 129' - 11 5/8"
TOS 129' - 4 1/2"TOS 129' - 4 1/2"
RIDGE RIDGE
TOS 129' - 1 5/8" TOS 128' - 1 1/2"
TOS 129' - 0"
TOS 129' - 0"
TOS 130' - 0"TOS 130' - 0"
TOS 129' - 0" TOS 129' - 0"
TOS 129' - 0"TOS 129' - 0"
W16x26 W16x26
1
S05-06
1
S05-06
2
S05-06
2
S05-06
3
S05-06
3
S05-06
5
S05-06
5
S05-06
7 5/
8"
7 5/8" 7 5/8"
HSS12x4x1/4 ABOVE WINDOWHSS6x6x1/4 BELOW WINDOW
16
S05-06
HSS6x6x5/16 VERT.SEE 18/S05-06
HSS6x6x5/16 VERT.SEE 18/S05-06
HSS8 x 8 x 3/8 (LO) HSS8 x 8 x 3/8 (LO) HSS8 x 8 x 3/8 (LO) HSS8 x 8 x 3/8 (LO)
6 1/2" 6 1/2"
SEE 13/S05-04FOR COLUMNCONN.
HANGER & BRACESEE 20/S05-06
HANGER & BRACESEE 20/S05-06
SEE 13/S05-04FOR COLUMNCONN.
HANGER & BRACESEE 20/S05-06
HANGER & BRACESEE 20/S05-06
15
S05-05
15
S05-05
23
S05-06
23
S05-06
RTU #A2011,100 LBS
RTU #A111900 LBS
RTU #A103900 LBS
RTU #A218900 LBS
RTU #A117900 LBS
RTU #A125900 LBS
RTU #A220900 LBS
RTU #A224900 LBS
RTU #A226900 LBS
RTU #A2281,100 LBS
RTU #A2211,100 LBS
RTU #A1261,100 LBS
RTU #A2311,100 LBS
RTU #A1322,000 LBS
RTU #A104900 LBS
RTU #A1101,100 LBS
RTU #A202900 LBS
RTU #A204900 LBS
RTU #A206900 LBS
RTU #A107900 LBS
RTU #A105900 LBS
RTU #A210900 LBS
RTU #A214900 LBS
RTU #A215900 LBS
RTU #A119900 LBS
RTU #A121900 LBS
RTU #A227900 LBS
RTU #A2251,100 LBS
RTU #A128900 LBS
RTU #A1241,100 LBS
RTU #A120900 LBS
RTU #A219900 LBS
RTU #A115900 LBS
RTU #A113900 LBS
RTU #A1061,100 LBS
RTU #A211900 LBS
RTU #A112900 LBS
RTU #A2091,100 LBS
RTU #A2051,100 LBS
RTU #A203900 LBS
T.O.S. EL. 124' - 1" T.O.S. EL. 124' - 1"
5 EQ SPA @ 4' - 0" O.C.
2' - 0" 2' - 0"
5 EQ SPA @ 4' - 0" O.C. 5 EQ SPA @ 4' - 0" O.C.
2' - 0" 2' - 0"
5 EQ SPA @ 4' - 0" O.C.
HSS5 x 5 x 3/16 (GALV.) HSS5 x 5 x 3/16 (GALV.)
1 1/2" METALROOF DECK
1 1/2" METALROOF DECK
OF HSS8x84 3/4" TO END
OF HSS8x84 3/4" TO END OF HSS8x8
4 3/4" TO END
OFF HSS8x84 3/4" TO END
1' - 6" 1" EJ 1" EJ 1' - 6" 1' - 6" 1" EJ 1" EJ 1' - 6"
6" 2" E
.J.
1' -
6"
8
S05-05
6 1/2"6 1/2"
AC #A208 AC #A109
EF #A132
EF #A129
EF #A229
AC #A122
AC #A222
EF #A230
AF.1 AF.1
10KCS210KCS2
22K4SP 22K4
3' -
4"29
' - 6
"
3' -
4"29
' - 6
"
W16
x26
W16
x26
23
S05-07
EF #B117EF #B212
24K4
20K4
10K1
10K1
24K6
SP
24K6
24K6
24K6
SP
1
S05-05
1
S05-05
2
S05-05
2
S05-05
2
S05-05
2
S05-05
1
S05-05
1
S05-05
1
S05-05
1
S05-05
2
S05-05
2
S05-05
1
S05-05
1
S05-05
1 1/2" 20 GA. WIDE RIB METALROOF DECK CONN. MARK IPER GENERAL NOTES
1 1/2" 20 GA. WIDE RIB METALROOF DECK CONN. MARK IIPER GENERAL NOTES
1 1/2" 22 GA. WIDE RIB METALROOF DECK CONN. MARK IPER GENERAL NOTES
ROOF FRAMING PLAN NOTES-----------------------------------------------------------------------1. TOP OF ROOF STRUCTURE IS SLOPED FOR DRAINIAGE. SEE TOP OF STEEL ELEVATIONS NOTED ON THE FRAMING PLANS. SLOPES SHALL BE UNIFORM BETWEEN COLUMN CENTERLINES UNLESS SHOWN OTHERWISE.
2. SHEET INDEX: GENERAL NOTES S01-01 TYP. MASONRY DETAILS S04-01 TYP. STEEL DETAILS S05-01, S05-02, S05-03 STEEL COLUMN SCHEDULE S05-01 VERTICAL BRACE ELEVATIONS & DTLS S06-01, S06-02
3. UNLESS NOTED OTHERWISE, STEEL JOISTS & BEAMS SHALL BE CENTERED AND EQUALLY SPACED BETWEEN COLUMN CENTERLINES.
4. JOISTS ARE TO BE DESIGNED USING "ASD" PROCEDURES. JOISTS NOTED AS "SP" ARE SPECIAL DESIGNS TO BE PROVIDED BY SUPPLIER FOR LOADINGS AND GEOMETRY INDICATED.
5. FOOTNOTES TO JOIST DESIGNATIONS (e.g. "24K8 (1)") (1) - ADDITIONAL 400 LB. LOAD AT EACH PIPING SUPPORT (2) - ADDITIONAL 800 LB. LOAD AT EACH PIPING SUPPORT (3) - ADDITIONAL 1200 LB. LOAD AT EACH PIPING SUPPORT (4) - ADDITIONAL +/- 5000 LB. DEAD AND LIVE LOAD @ SUPPORT POST NOTES 1 THROUGH 4 APPLY WHEN PIPING RUNS PERPENDICULAR TO JOISTS. SEE PLANS FOR PARALLEL CONDITIONS.
6. SEE SHEET S01-02 FOR COMPONENTS & CLADDING WIND PRESSURES, INCLUDING JOIST NET UPLIFT DESIGN REQUIREMENTS.
ADDITIONAL APPLICABLE WIND PRESSURES: EXTERIOR CANOPIES BELOW ELEVATION 115'-0": DESIGN FOR NET UPLIFT OF 27 POUNDS PER SQUARE FOOT (PSF) AND 45 PSF AT CORNERS DUE TO WIND LOADING.
7. JOISTS SUPPORTING MECHANICAL EQUIPMENT SHALL BE DESIGNED FOR TYPICAL ROOF LOADING SHOWN ON PLANS PLUS A CONCENTRATED LOAD OF 60% OF INDICATED EQUIPMENT WEIGHT PLACED AT ANY PANEL POINT. WEIGHTS SHOWN INCLUDE AN ALLOWANCE FOR THE CURB.
A
B
C
PONCE FUESSENG INE ERI NG
Project No. TX REG. # F-12125
Dallas, TX 752193333 Lee Parkway, Suite 475469-310-2850 www.ponce-fuess.com
DATEJOB
SHEET
ISSUES
CORGAN ASSOCIATES, INC.401 N. Houston Street
Dallas, TX 75202T: 214.748.2000 F: 214.653.8281
14246
5/15
/201
5 3:
31:3
7 P
M
S02-03A
ROOF FRAMINGPLAN - AREA A
05/11/201514216.0000
S02
-03A
RO
OF
FR
AM
ING
PLA
N -
AR
EA
A
1 05/11/2015 100% ISSUE FOR CONSTRUCTION
EX
IST
ING
WO
RK
MA
N J
UN
IOR
HS
NO
RT
H F
IELD
SIT
E: 7
01E
AS
T A
RB
RO
OK
BO
ULE
VA
RD
, AR
LIN
GT
ON
, TX
760
14
C O R G A N
NORTH
1/8" = 1'-0"
01 ROOF FRAMING PLAN - AREA A
1 1
1
1
1
REVISIONS1 05/15/2015 ADDENDUM NO. 1
A6.9
BA BA
AK AK
BB BB
BC BC
BD BD
BE BE
BF BF
B1 B2 B3B5
B6 B7 B9 B11 B12 B13 B14 B15
BLBL
B4 B8
BG
CA
C1 C2 C3 C4 C5 C6 C7 C7.9 C10
BK
BH
BF.8
C9
A6.3B3.3
B13.1B6.2
A6
S06-01
B1
S06-
01
B4
S06-01
B5
S06-
01
B6
S06-
01
2' -
2"35
' - 3
"9'
- 8"
36' -
5"
65' -
6"
2' -
2"35
' - 3
"9'
- 8"
36' -
5"
17' -
11"
47' -
7"
18' - 10 1/4" 26' - 8 3/4" 28' - 0" 22' - 2" 18' - 2" 33' - 7 1/4" 14' - 10 1/2" 27' - 10" 27' - 8 1/2" 27' - 3" 18' - 10 1/4"
8 3/4" 11 1/8"
15' -
5"
28' -
3"
1' -
3"
19' -
10"
8' -
5"
15' -
5"
28' -
3"
1' -
3"
19' -
10"
8' -
5"
18' - 10 1/4" 26' - 8 3/4" 28' - 0" 22' - 2" 18' - 2" 33' - 7 1/4" 14' - 10 1/2" 27' - 10" 27' - 8 1/2" 27' - 3" 18' - 10 1/4"
19' -
10"
15' - 1" 28' - 8 1/2" 27' - 1 1/2" 12' - 5" 23' - 1" 22' - 3" 16' - 6"
4' - 9" 9' - 6 1/2"
18' -
0"
16' -
11
1/8"
26' - 8" 13' - 8"
8 3/4"
11' - 3 1/2" 30' - 8" 24' - 3 1/2"
32' - 10 1/2"
B8.5
C8
C1
S06-01
W16x26W10x12
W16x31 W18x35 W14x22 W14x22 W21x44 W14x22 W16x31 W16x31 W16x31
BE.5 BE.5
W21
x44
W18x35
W18x35
W21
x44
W18
x35
W16x31 W16x26 W14x22 W14x22 W21x50 W14x22 W16x26 W16x26 W16x31
W14
x22
W14
x22
W14
x22
W14
x22
W18x35 W18x35 W16x26 W16x26 W18x40 W21x50 W16x31
W24x55 W16x26 W18x35 W16x26 W24x55 W16x26 W18x40 W16x31
W18x40
W21x44
W18x40
W16x26 W16x26
W14
x22
W16
x26
W16
x26
W14
x22
W14
x22
W14x22W21x44
W12
x16
W12
x16
12K1
12K1
12K1
W18x40 W18x40 (HI) W16x26
W21x44W16x26 W16x26 W18x35
14K1
10KCS2
24K5SP
26K5SP 26K5SP
24K5
12K1
14K1
W14x22
W14
x22
W14x22
18K3
18K3
18K3
W14x22
W14
x22
18K3
18K3
18K3
W14x22
BF.1 BF.1
B8.6
B7
S06-01
TOS 129' - 0"
TOS 129' - 0"
RIDGE RIDGE
TOS 129' - 0" TOS 129' - 0"
TOS 129' - 0"TOS 129' - 0"
TOS 129' - 4" TOS 129' - 4"
TOS 129' - 11 5/8"TOS 129' - 11 5/8"
TOS 129' - 2"TOS 129' - 2"
TOS 129' - 2" TOS 129' - 2"
TOS 129' - 4"TOS 129' - 4"
TOS 129' - 11 5/8"TOS 129' - 11 5/8"
W14x22W12x16
TOS 129' - 7"TOS 129' - 7"
TOS 129' - 7"
TOS 130' - 0"TOS 130' - 0" TOS 130' - 0"
W12
x14
W12
x14
W14
x22
1
S05-06
1
S05-06
2
S05-06
2
S05-06
3
S05-06
3
S05-06
5
S05-06
5
S05-06
TOS 130' - 0" TOS 130' - 0"
12
S05-06
14
S05-06
W12x16
W14
x22
12K1 H
SS8
x 8
x 5/
16 (
LO)
HSS
8 x
8 x
3/8
(LO
)H
SS8
x 8
x 5/
16 (
LO)
W8x
18 (
HO
IST
BEAM
)
(TO
S EL
129
' - 0
")
W8x24
W8x
21
W8x24
W8x
13
HSS
8 x
8 x
5/16
(LO
)
10
S04-10
RTU #B149900 LBS
RTU #B1311,000 LBS
RTU #B1502,000 LBS
HSS8 x 8 (LO)T.O.S. EL. 126' - 5"
3 EQ
SPA
@ 4
' - 0
" O.C
.
2' -
0"2'
- 0"
7 EQ
SPA
2' -
0"2'
- 0"
3 EQ
SPA
2' -
0"2'
- 0"
3 EQ
SPA
@ 4
' - 0
" O.C
.
1' -
6"2"
EJ6"
1' -
2"1"
EJ
HSS
8 x
8 x
5/16
(LO
)
1 1/2" METALROOF DECK
HSS
5 x
5 x
3/16
(GAL
V.)
HSS
8 x
4 x
3/16
W8x
18W
8x10
W8x18
W8x10
(TO
S EL
125
' - 0
")H
SS6
x 6
x 1/
4 (L
O)
HSS
6 x
6 x
1/4
(LO
)
(TO
S EL
124
' - 7
")
(TO
S EL
124
' - 7
")
3' - 10 1/8"
(TO
S EL
124
' - 7
")
5' - 7 7/8" 9' - 6 5/8"
1' - 11"6" 2" E
.J.
1' -
6"
8
S05-05
7
S05-07
13
S05-07
23
S04-02
24
S04-02
16
S05-07
20
S05-07 22
S05-05
21
S05-07
RTU #B210900 LBS
RTU #B107900 LBS
RTU #B103900 LBS
RTU #B106900 LBS
RTU #B202900 LBS
RTU #B2011,100 LBS
RTU #B123900 LBS
RTU #B128900 LBS
RTU #B124900 LBS
RTU #B225900 LBS
RTU #B2261,100 LBS
RTU #B224900 LBS
RTU #B222900 LBS
RTU #B218900 LBS
RTU #B125900 LBS
RTU #B2121,000 LBS
RTU #B105900 LBS
RTU #B110900 LBS
RTU #B204900 LBS
RTU #B122900 LBS
RTU #B126900 LBS
RTU #B231900 LBS
RTU #B211900 LBS
RTU #B209900 LBS
RTU #B109900 LBS
RTU #B203900 LBS
RTU #B127900 LBS
RTU #B208____LBS
RTU #B205900 LBS
RTU #B104900 LBS
RTU #B216900 LBS
RTU #B119900 LBS
RTU #B217900 LBS
RTU #B221900 LBS
RTU #B223900 LBS
BB.9 BB.9
24K5 24K5SP
B2
S06-01
B3
S06-01
W18
x35
W16
x26
HSS5x5x3/16 (GALV.)TYP. @ CANOPY
10
S05-05
W21
x50
HSS
6 x
6 x
1/4
(LO
)
HSS12 x 6 x 1/4 (LO)(T.O.S. EL. 124' - 10")(GALV.)
16
S05-05
TOS 128' - 6"
TOS 128' - 9 7/8"
TOS 129' - 8"
TOS 130' - 0"
TOS 130' - 0"
TOS 130' - 0"
TOS 130' - 0"
TOS 129' - 3"
13/S05-05
17
S05-05
17
S05-05
2' -
2"6'
- 0"
18
S05-05
6' - 10" 4' - 8"
EF #B117EF #B212
AC #B207
AC #B108
AC #B114
AC #B219
EF #B119R
EF #B227
EF #B126R
AC #B132
EF #B106REF #B136
AC #B148
ROOF HATCHSEE 15/S05-03
24K5SP
24K5
SP
10KCS2 W21
x44
W18
x35
10KCS2 10K1
10K1
26K5
24K5SP
TOW 124' - 0" TOW 124' - 0"
2
S05-05
2
S05-05
2
S05-05
2
S05-05
1
S05-05
1
S05-05
1
S05-05
1
S05-05
13/S05-05
6
S05-05
5
S05-05
33' -
3"
11' -
8"
33' -
3"
10' -
5"
1 1/2" 20 GA. WIDE RIB METALROOF DECK CONN. MARK IIPER GENERAL NOTES
1 1/2" 22 GA. WIDE RIB METALROOF DECK CONN. MARK IPER GENERAL NOTES
1 1/2" 22 GA. WIDE RIB METALROOF DECK CONN. MARK IPER GENERAL NOTES
3" 20 GA. TYPE N METALROOF DECK CONN. MARK IIIPER GENERAL NOTES
1 1/2" 22 GA. WIDE RIB METALROOF DECK CONN. MARK IPER GENERAL NOTES
LOW ROOF FRAMING PLAN NOTES---------------------------------------------------------------------------1. TOP OF ROOF STRUCTURE IS SLOPED FOR DRAINIAGE. SEE TOP OF STEEL ELEVATIONS NOTED ON THE FRAMING PLANS. SLOPES SHALL BE UNIFORM BETWEEN COLUMN CENTERLINES UNLESS SHOWN OTHERWISE.
2. SHEET INDEX: GENERAL NOTES S01-01 TYP. MASONRY DETAILS S04-01 TYP. STEEL DETAILS S05-01, S05-02, S05-03 STEEL COLUMN SCHEDULE S05-01 VERTICAL BRACE ELEVATIONS & DTLS S06-01, S06-02
3. UNLESS NOTED OTHERWISE, STEEL JOISTS & BEAMS SHALL BE CENTERED AND EQUALLY SPACED BETWEEN COLUMN CENTERLINES.
4. JOISTS ARE TO BE DESIGNED USING "ASD" PROCEDURES. JOISTS NOTED AS "SP" ARE SPECIAL DESIGNS TO BE PROVIDED BY SUPPLIER FOR LOADINGS AND GEOMETRY INDICATED.
-----------------------------------------------------------------------5. FOOTNOTES TO JOIST DESIGNATIONS (e.g. "24K8 (1)") (1) - ADDITIONAL 400 LB. LOAD AT EACH PIPING SUPPORT (2) - ADDITIONAL 800 LB. LOAD AT EACH PIPING SUPPORT (3) - ADDITIONAL 1200 LB. LOAD AT EACH PIPING SUPPORT (4) - ADDITIONAL +/- 5000 LB. DEAD AND LIVE LOAD @ SUPPORT POST NOTES 1 THROUGH 4 APPLY WHEN PIPING RUNS PERPENDICULAR TO JOISTS. SEE PLANS FOR PARALLEL CONDITIONS.
6. SEE SHEET S01-02 FOR COMPONENTS & CLADDING WIND PRESSURES, INCLUDING JOIST NET UPLIFT DESIGN REQUIREMENTS.
ADDITIONAL APPLICABLE WIND PRESSURES: EXTERIOR CANOPIES BELOW ELEVATION 115'-0": DESIGN FOR NET UPLIFT OF 27 POUNDS PER SQUARE FOOT (PSF) AND 45 PSF AT CORNERS DUE TO WIND LOADING.
7. JOISTS SUPPORTING MECHANICAL EQUIPMENT SHALL BE DESIGNED FOR TYPICAL ROOF LOADING SHOWN ON PLANS PLUS A CONCENTRATED LOAD OF 60% OF INDICATED EQUIPMENT WEIGHT PLACED AT ANY PANEL POINT. WEIGHTS SHOWN INCLUDE AN ALLOWANCE FOR THE CURB.
A
B
C
PONCE FUESSENG INE ERI NG
Project No. TX REG. # F-12125
Dallas, TX 752193333 Lee Parkway, Suite 475469-310-2850 www.ponce-fuess.com
DATEJOB
SHEET
ISSUES
CORGAN ASSOCIATES, INC.401 N. Houston Street
Dallas, TX 75202T: 214.748.2000 F: 214.653.8281
14246
5/15
/201
5 3:
31:4
1 P
M
S02-03B
ROOF FRAMINGPLAN - AREA B
05/11/201514216.0000
S02
-03B
RO
OF
FR
AM
ING
PLA
N -
AR
EA
B
1 05/11/2015 100% ISSUE FOR CONSTRUCTION
EX
IST
ING
WO
RK
MA
N J
UN
IOR
HS
NO
RT
H F
IELD
SIT
E: 7
01E
AS
T A
RB
RO
OK
BO
ULE
VA
RD
, AR
LIN
GT
ON
, TX
760
14
C O R G A N
NORTH
1/8" = 1'-0"
01 ROOF FRAMING PLAN - AREA B
1 1
1
1
1
REVISIONS1 05/15/2015 ADDENDUM NO. 1
B6 B9
BL
B4 B8
CA CA
CF CF
CB
C1 C2 C3 C4 C5 C6 C7 C7.9
CG
B5.2
C9
CE
CC
CD
19' -
10"
22' -
4 1
/2"
10' -
0"
22' -
5 1
/2"
22' -
0"
15' - 1" 28' - 8 1/2" 27' - 1 1/2" 12' - 5" 23' - 1" 22' - 3" 16' - 6"
4' - 9" 9' - 6 1/2"
CD.7
CB.2
CF.5
C5
S06-
01
B8.5
C8
C4
S06-
01
C1
S06-01
C3
S06-
01
C2
S06-01
W16x26 W16x26
W14x22W21x44
W18x40 W18x40 (HI) W16x26
W21x44W16x26 W16x26 W18x35
14K1
12K1
14K1
W14
x22
W14
x22
W14
x22
W21x44 (LO)W12x14 (LO)
W14x22
W12x14 (LO)
W16x26
W14x22 (HI)
W14x22 (HI) W24x55 (HI)W16x26 (HI) W14x22 (HI)
HSS
8 x
8 x
5/16
(LO
)H
SS8
x 8
x 1/
4 (L
O)
HSS
16 x
8 x
1/4
(LO
)
16K2
SP
16K2
SP
16K2
SP12
K1
BOTTOM CHORD EL. = 121' - 4"
FLAT BOTTOM CHORD JOISTS W/SLOPED TOP CHORD 36" MINIMUM DEPTH
40LH11
TOS 125' - 5"
TOS 124' - 4"TOS 124' - 4"
TOS 125' - 5"
W14
x22
W16
x26
W16
x26
W16
x26
W16
x26
W16
x26
W12
x16
W14
x30
(HI)
W14
x30
(HI)
16K2
TOS 125' - 5"TOS 125' - 5"
TOS 124' - 7"
TOS 124' - 7"
TOS 124' - 9 5/8" TOS 124' - 9 5/8"
W14
x22
(HI)
W12
x16
(HI)
W14
x22
(HI)
W12
x14
(HI)
W10
x12
(HI)
W12
x14
(HI)
W12
x26
(HI)
W12
x26
(HI)
W12
x26
(HI)
HSS
8 x
8 x
5/16
(LO
)
W18x35 (HI)
TOS 128' - 5"
TOS 128' - 5"
TOS 129' - 7"TOS 129' - 7"
TOS 129' - 7"
TOS 130' - 0"TOS 130' - 0" TOS 130' - 0"
W12
x14
W12
x14
W14
x22
12
S05-06
14
S05-06
W14
x22
HSS
8 x
8 x
5/16
(LO
)
W8x24
W8x
21
W8x24
W8x21W
8x13
W8x
13
W8x21
W8x
13
W8x21
W8x
13
W8x21
W8x21
W8x
13
HSS
8 x
8 x
5/16
(LO
)
2
S04-10
1
S04-10
3
S04-
10
4
S04-
10
10
S04-10
9
S04-
10
11
S04-10
RTU #C101A2,000 LBS
RTU #C101B2,000 LBS
RTU #C106A2,000 LBS
RTU #C106B2,000 LBS
RTU #C1181,000 LBS
RTU #C125900 LBS
RTU #C126A2,000 LBS
RTU #C126B2,000 LBS
2' -
0"2'
- 0"
3 EQ
SPA
@ 4
' - 0
" O.C
.1'
- 2"
1" E
J
HSS
8 x
8 x
5/16
(LO
)
HSS
8 x
4 x
3/16
W8x
18W
8x10
W8x
10W
8x10
W8x
10W
8x10
C8x
11.5
CO
NT.
W8x18
W8x10
W8x10
W8x10
W8x10
W8x10
11' -
2 1
/4"
11' -
2 1
/4"
11' -
2 3
/4"
11' -
2 3
/4"
1 1/2" 22 GA. WIDE RIB METALROOF DECK CONN. MARK IPER GENERAL NOTES
C6x
8.2
@ 4
' - 0
" O.C
. MAX
. SPA
.
(TO
S EL
125
' - 0
")H
SS6
x 6
x 1/
4 (L
O)
HSS
6 x
6 x
1/4
(LO
)
(TO
S EL
124
' - 7
")
(TO
S EL
124
' - 7
")
3' - 10 1/8"
(TO
S EL
124
' - 7
")
5' - 7 7/8" 9' - 6 5/8"
1' - 11"
12
S05-07
7
S05-07
13
S05-07
16
S05-07
20
S05-07 22
S05-05
21
S05-07
18K3
18K3
10K1
W16x26
1' - 2" 10' - 6" 9"
(TO
S EL
123
' - 6
")
HSS
6 x
6 x
1/4
(LO
)
HSS
6 x
6 x
1/4
(LO
)H
SS6
x 6
x 1/
4 (L
O)
HSS
6 x
6 x
1/4
(LO
)H
SS6
x 6
x 1/
4 (L
O)
HSS
6 x
6 x
1/4
(LO
)(T
OS
EL 1
20' -
11"
)
(TO
S EL
120
' - 1
1")
(TO
S EL
120
' - 1
1")
(TO
S EL
120
' - 1
1")
(TO
S EL
120
' - 1
1")
(TO
S EL
120
' - 1
1")
6
S05-08
4' - 0"
C6x8.2 @ 4'-0" O.C.MAX. SPA., TYP.
7
S05-08
3' - 4 1/2" 8' - 0" 8' - 0" 8' - 0" 8' - 0" 3' - 4 1/2"
PLATFORMCURTAINSUPPORT
16
S05-08
12
S05-08
W18x35 (LO)
HSS
6 x
6 x
1/4
(LO
)
HSS12 x 6 x 1/4 (LO)(T.O.S. EL. 124' - 10")(GALV.)
13' -
9 1
/2"
26' -
8 1
/2"
14' -
4"
9' -
6"
66' -
3 1
/4"
16
S05-05
TOS 124' - 10"ROOF DRAINSTHRU HSS
TOS 130' - 0"6' - 10" 4' - 8"
8
S05-09
7
S05-09
AC #C121
7' - 2" 5 SPACES @ 12' - 0" = 60' - 0" 7' - 2"
DESIGN FOR DEAD LOAD 28 PSF + SELF WEIGHTAND UNREDUCED LIVE LOAD 20 PSF
WIND UPLIFT PRESSURES - SEE S01-02CAMBER JOISTS FOR 160 PLF + SELF WEIGHT
DESIGN JOIST FOR ADDITIONAL CONCENTRATED LOADOF 1.5 KIPS DUE TO BASKETBALL FRAMING ATCONCENTRATED POINTS ALONG JOIST BOTTOM CHORD.WHERE GOAL FRAMING DOES NOT CONNECT TO JOISTBOTTOM CHORD PANEL POINT, REF. 18/S05-02.
40LH11SP
40LH11SP 40LH11
TOW 124' - 0" TOW 124' - 0"
TOW 124' - 0"
TOW 124' - 0"
13/S05-05
6
S05-05
3
S05-05
10/S05-03SIM.
10/S05-03
TOW 128' - 8"TOW 128' - 8"
TOW 128' - 8"TOW 128' - 8"
TOW 128' - 8"
19
S04-02
5
S05-05
13/S05-05
13/S05-05
20/S04-01
6
S04-02
6
S04-02
5
S04-02
5
S04-02
3" 20 GA. TYPE N METALROOF DECK CONN. MARK IIIPER GENERAL NOTES
3" 20 GA. TYPE N METALROOF DECK CONN. MARK IIIPER GENERAL NOTES
1 1/2" 22 GA. WIDE RIB METALROOF DECK CONN. MARK IPER GENERAL NOTES
1 1/2" 22 GA. WIDE RIB METALROOF DECK CONN. MARK IPER GENERAL NOTES
ROOF FRAMING PLAN NOTES-----------------------------------------------------------------------1. TOP OF ROOF STRUCTURE IS SLOPED FOR DRAINIAGE. SEE TOP OF STEEL ELEVATIONS NOTED ON THE FRAMING PLANS. SLOPES SHALL BE UNIFORM BETWEEN COLUMN CENTERLINES UNLESS SHOWN OTHERWISE.
2. SHEET INDEX: GENERAL NOTES S01-01 TYP. MASONRY DETAILS S04-01 TYP. STEEL DETAILS S05-01, S05-02, S05-03 STEEL COLUMN SCHEDULE S05-01 VERTICAL BRACE ELEVATIONS & DTLS S06-01, S06-02
3. UNLESS NOTED OTHERWISE, STEEL JOISTS & BEAMS SHALL BE CENTERED AND EQUALLY SPACED BETWEEN COLUMN CENTERLINES.
4. JOISTS ARE TO BE DESIGNED USING "ASD" PROCEDURES. JOISTS NOTED AS "SP" ARE SPECIAL DESIGNS TO BE PROVIDED BY SUPPLIER FOR LOADINGS AND GEOMETRY INDICATED.
5. FOOTNOTES TO JOIST DESIGNATIONS (e.g. "24K8 (1)") (1) - ADDITIONAL 400 LB. LOAD AT EACH PIPING SUPPORT (2) - ADDITIONAL 800 LB. LOAD AT EACH PIPING SUPPORT (3) - ADDITIONAL 1200 LB. LOAD AT EACH PIPING SUPPORT (4) - ADDITIONAL +/- 5000 LB. DEAD AND LIVE LOAD @ SUPPORT POST NOTES 1 THROUGH 4 APPLY WHEN PIPING RUNS PERPENDICULAR TO JOISTS. SEE PLANS FOR PARALLEL CONDITIONS.
6. SEE SHEET S01-02 FOR COMPONENTS & CLADDING WIND PRESSURES, INCLUDING JOIST NET UPLIFT DESIGN REQUIREMENTS.
ADDITIONAL APPLICABLE WIND PRESSURES: EXTERIOR CANOPIES BELOW ELEVATION 115'-0": DESIGN FOR NET UPLIFT OF 27 POUNDS PER SQUARE FOOT (PSF) AND 45 PSF AT CORNERS DUE TO WIND LOADING.
7. JOISTS SUPPORTING MECHANICAL EQUIPMENT SHALL BE DESIGNED FOR TYPICAL ROOF LOADING SHOWN ON PLANS PLUS A CONCENTRATED LOAD OF 60% OF INDICATED EQUIPMENT WEIGHT PLACED AT ANY PANEL POINT. WEIGHTS SHOWN INCLUDE AN ALLOWANCE FOR THE CURB.
A
B
C
PONCE FUESSENG INE ERI NG
Project No. TX REG. # F-12125
Dallas, TX 752193333 Lee Parkway, Suite 475469-310-2850 www.ponce-fuess.com
DATEJOB
SHEET
ISSUES
CORGAN ASSOCIATES, INC.401 N. Houston Street
Dallas, TX 75202T: 214.748.2000 F: 214.653.8281
14246
5/15
/201
5 3:
31:4
4 P
M
S02-03C
HIGH ROOFFRAMING PLAN -AREA C
05/11/201514216.0000
S02
-03C
HIG
H R
OO
F F
RA
MIN
G P
LAN
- A
RE
A C
1 05/11/2015 100% ISSUE FOR CONSTRUCTION
EX
IST
ING
WO
RK
MA
N J
UN
IOR
HS
NO
RT
H F
IELD
SIT
E: 7
01E
AS
T A
RB
RO
OK
BO
ULE
VA
RD
, AR
LIN
GT
ON
, TX
760
14
C O R G A N
NORTH
1/8" = 1'-0"
01 HIGH ROOF FRAMING PLAN - AREA C
1
1
1
1
1
1
1
1
1
1
REVISIONS1 05/15/2015 ADDENDUM NO. 1
4" M
IN.
4" MIN.6" MAX.
2 1/
2 " M
IN.
DEP
TH C
ON
T .TR
E NC
H
STRAIGHT SHAFT PIER
BEARING STRATUMREFER TO GENERAL NOTES
TOP OF BEARINGSTRATUM
* PENETRATION MEASURED FROMTOP OF BEARING STRATUM ORBOTTOM OF STEEL CASING, WHICH-EVER RESULTS IN DEEPER PIER
PEN
ETR
ATIO
N *
3" C
LR
TOP OF PIER ELEVATIONREFER TO PLAN
PIER REINFORCING -REFER TO SCHEDULE
#3 TIES @ 12", HOOKED
VAR
IES
REF
ER T
O P
LAN
S&
DET
AILS
FINISH FLOOR ELEVATION
DOWELS/ANCHOR BOLTS1. SEE PIER SCHEDULE / S03-01: @ 4#6 (5-6) PROVIDE 10"x10" PATTERN @ 8#6 (1-0/6-0) SPLICE WITH LONG. PIER REINF. AND EXTEND 1'-6" INTO PILASTER2. REFER TO COLUMN SCHEDULE AND BASE PLATE DETAILS FOR ANCHOR BOLTS.3. REFER TO PIER CAP DETAILS FOR DOWELS TO CAPS.
PIER MARK
P298'-0" TOP OF PIER
EL. OTHERTHAN TYPICAL
SHAF
T D
IA.
3" C
LR
6" OR
STAGGER TIES SO THATADJACENT TIES DO NOT ENGAGE THE SAMEVERTICAL BAR WITH END HOOKS.SPIRAL REINFORCING OF EQUAL SIZE @ 12"PITCH IS AN ACCEPTABLE ALTERNATIVE. PROVIDE1 1/2 TURNS TOP AND BOTTOM.
2 ADDL TIESSPACED EQUALLY
MIN. REQD.
TO ENGAGE
TWO VERT.
BARS ASSPACED PER
SCHEDULE.
TOP BARS CONT. AT CANTILEVERSAND SPANS LESS THAN 10'-0"
END TYP. END
SPAN
STIRRUPSPACING
CL. SUPPORT CL. SUPPORT
SPLICE BOT. BARS @CL. SUPPORT, TYP.
2"
TO FIRSTST., TYP.
HOOK TOPBARS @ ENDS
SPLICE TOP BARS@ MIDSPAN, TYP.
STIRRUPS,TYP.
STIRRUP SPACING SHALL BE SAMEAS TYP. IN END ZONES UNO
TYPICAL GRADE BEAM REINF.
E1 E2
E3 E4
2- 1/2" D.x 0-4 HSA
PL. 3/8"
C.L. PL.
PL. 3/8"
C.L. PL.
3-1/2" D.x 0-6 HSA
4- 1/2" D.x 0-4 HSA
PL. 3/8"
6- 1/2" D.x 0-4 HSA
PL. 3/8"
C.L. PL.L-1 1/2 x1 1/2x1/4 x0-10
EMBEDDED PLATES
4"
8"
2"4"
2"
5"
2"3"
3"2"
10"
3/16
2" 4" 4" 2"
1' - 0"
2 1/
2"6"
2 1/
2"
11"
2" 4" 2"
8"
2"4"
2"
8"
WALL OR GRADE BEAM
PLAN VIEW
PROVIDE CORNER BARSSAME SIZE & SPACINGAS HOR. WALL ORGRADE BEAM REINF w/30 BAR DIA. LAPEACH WAY
CORNER BARS
ELEVATION
1/3
1/3
1/3
2"
FIRST POUR SECOND POUR
CONTINUE REINFORCINGTHROUGH JOINT
4 #5 (4-0) CENTEREDON JOINT
SHEAR KEY TO BE 6"NARROWER THAN BEAMWIDTH WITH 1/2"BEVEL 4 SIDES
GRADE BM CONSTRUCTION JT
CONT. BM.REINF. TYP.
4 #5 V#4 TIES @ 6"
PLAN VIEW
LC COL. TYP.
1'-2"
1'-2
"
CL COL. TYP. LC COL. TYP.
1'-2
"
1'-2" 1'-2"
1'-2
"
PLAN VIEWPLAN VIEW
4 #5 V#4 TIES @ 6"
EXTEND REINFTO FACE OFPILASTER TYP.
ALIGN WITHOUTSIDE FACEOF GR. BM. TYP.
CONT. BM. REINF.THRU PILASTER 4 #5 V
#4 TIES @ 6"
PILASTER REINFORCING
SECTION VIEW
LC COL. TYP.
1'-2"CONT. BM.REINF. TYP.
4 #5 V#4 TIES @ 12"
SEE PLANBEAM WIDTH
1' - 0"1' - 0"
1' -
0"
PLAN VIEW
1' - 0"1' - 0"
1' -
0"1'
- 0"
PLAN VIEW
CL COLUMN, TYP.SEE 3/S03-01FOR OTHER INFO.
3"
3"
CL COLUMN, TYP.
2 #4 (4-0),TYP.
1' - 0"
1' -
0"
PLAN VIEW
CL COLUMN, TYP.
PLAN VIEW
SLAB ON VOIDCOLUMN BLOCKOUTS
BLOCKOUTS AT VERTICAL BRACESMAY NEED TO BE ENLARGED TOFIT BRACE GUSSET. GC COORD.
3 1/
2"
SLAB ON DECK-SEE GENERAL NOTES
CFMF - C2.5x18 GA.@ 12'-0"O.C. IN EVERY OTHER SPAN
CFMF - C4x16 GAUGE@ 12" O.C. w/ CONT. 16GA. TRACK T&B
CONNECT BOT. TRACK TOCONCRETE FLOOR w/ HILTI X-DNIFASTENER AT 12" O.C. TYP.(1 1/2" EMBED.)
CONNECT METAL DECK TOCOLD FORM TRACKw/ #10 TEK SCREW@ 12" O.C. TYP.
SLAB ON DECK-SEE GENERALNOTES
12 GA. CONT.POUR STOP
CFMF - SEE ARCHL.
3 1/
2"
CFMF C4x16 GA.AT 12" O.C. w/ 16GA.TRACK CONT. T&B
CONNECT DECK TOCFMF WALL w/#10 TEK SCREW AT 12" O.C.
VERT. SLIDECLIP AT EA.CFMF MEMBER
CONNECT BOT. TRACK TOCONCRETE SLAB w/ HILTI X-DNI FASTENER@ 12" O.C. (1 1/2" EMBED.)
CONCRETE SLAB
COVERBOARDW/ VAPORBARRIER UNDERSLAB
MOISTURE RESISTANTCARDBOARDVOID FORMS
VOID BOX - SLABSE
E G
EN.
NO
TES
VOID BOX - BEAM OR WALL
GRADE BEAMOR WALL
VOIDRETAINER
BACKFILL
CONTINUOUS MOISTURERESISTANT CARDBOARDVOID FORM BETWEENFOUNDATION ELEMENTS,RECTANGULAR SHAPED.
UNDISTURBEDOR COMPACTEDSUBGRADE
TOP OF FOUNDATIONELEMENT BEYOND
SEE
GEN
.N
OTE
S
30db 6"
12db
GRADE BMBOT BARS
ELEVATION
STEP IN GRADE BEAM
DEP
TH O
F A.
B.
#4 U
-BAR
4" S
PAC
ING
FO
R
GR BEAM TOPREINFORCING
GR BEAM BOTTREINFORCING
#4 U-BAR(3-6/AS REQD/3-6)
COLUMN ABOVESEE PLAN
PLAN
ELEVATION
GRADE BEAM STIRRUPS- SEE SECTION.
PIER BELOWPIER DOWELSSEE SCHEDULE
PLAN VIEW
3#5(0-6/7-0) EA.SIDE OF POCKET.
10"
2' -
8"
SECTION VIEW
3" C
LR.
3#6 E.W.
5#5 EA.WAY -LAP w/ TOP BARS
3-4 3-42-01-0 1-0
SEE COL.SCHED.FOR ADDL.INFO.OFBASE PL. & ANCHOR BOLTS.
FILL w/ CLASS BCONCRETE
SEE PIERSCHEDULE
POCKET2'-0" SQUARE
2#4(4-0) TOP TYP.
ENLARGE SLAB LV-OUTAS REQD. AT IN-FRAMINGVERTICAL BRACES.
TOP MAT REINFORCING SHALL BE DISTRIBUTEDEQUALLY EA.SIDE OF POCKET. DO NOT CUT TOPMAT REINF. BARS.
4' - 0"
4' -
0"
4' - 0"
1' -
9"
SLAB-ON-VOID DROP PANEL
L3x3x3/16 CONT.
2" M
IN.
4"
EQUIPMENT MFR. - 1'-6" MAXCONTRACTOR COORD. w/
4"1" METAL FORM DECK. - SEEGEN. NOTES FOR ADDNL. INFO.
W10x12, TYP.SLAB DEPRESSION FOR FLOORSINK OR ELECTRICAL FLOORBOX. CONTRACTOR COORD.LOCATIONS AND QUANTITIES w/OTHER DISIPLINES
L3x3x3/16 w/ LT. GAUGECLOSURE PL. AS REQD.
6"6"
SECT. 'A'
SECTION A
SECT. 'B'
SECTION B
COMPOSITE SLAB DEPRESSION
L-4x4x3/8 - VERIFYLENGTH w/ ELEVATOR MFR.
3/4 " D. x 8" A. BOLTS,SCREW ANCHOROR BOLT SET IN EPOXY PERGEN NOTES
ELEVATOR SILL ANGLE
SEE
ELEV
MAN
UF
8" TYP. PER MFR.
#4 (2-0/AS REQD./AS REQD./ASREQD./2-0) @ 12" O.C. E.W.
SECTION
PLAN VIEW
SEC
TIO
N
2-#4 (3-0)DIAGONALEA. SIDE
PER
MFR
.
PER
PLA
N
ADDITIONAL PRIMARYBARS EACH SIDE OFLEAVE OUT. SAMEQUANT. AS CUT BARS
PRIMARY REINF.CUT @ LEAVE OUT
4" M
AX.
DETAIL FOR USE ONLYWHERE NOTED ON PLAN
SLAB ON VOID RECESS
T
VERTICAL CONTROL JOINT INCONCRETE WALL
1/2 " JOINT W/CHAMFEREDCORNERS - ABOVEFLOOR SLAB ONLY
INSIDE FACE
OUTSIDE FACE (NOTEXPOSED TO VIEW)
CUT HORIZ BARS& PROVIDE VERTBARS EA SIDEOF JOINT. LEAVECONT TOP ANDBOTTOM BARSINTACT.
T
JOINTDEPTH
TYP 1 1/2"
2"2 1/2"3"T x 0.25
< 8"8" ≤ 10"
10" ≤ 12"> 12"
NOTES:1. AT BASEMENT WALLS, LOCATE JOINTS 30' - 0" MAX OC GENERALLY AT MID-BAY. DO NOT LOCATE JOINTS WITHIN 4 FEET OF UPPER LEVEL BEAM BEARING LOCATIONS.2. AT RETAINING WALLS, PROVIDE MAXIMUM SPACING OF 3.0 x WALL HEIGHT OR 20' - 0" MAX.
CONCRETE COLUMN BASE
6 #6(8-0) DOWELS
2 ADDLTIES
SPAC
ING
TYP
TIE
2"
--
ELEVATION
C.L. COL. & PIER
SCHED. PIER
4' -
0"4'
- 0"
T.O.P. EL. -SEE PLAN
16" DIAMATERCONCRETE COLUMNCONCRETE CLASS DPER GENERAL NOTESSEE ARCHL. FORFINISH FINISH GRADE
SEE CIVIL
6 #6 VERT.+ #4 TIES @ 12" O.C.
8"5'
- 4"
1' - 0"
VERIFY W/ ELEVATOR MFR. PRIOR TO CONSTRUCTION
6' - 11" 2' - 0"
1' -
0"
ELEV
ATO
R M
FR. P
RIO
R T
O C
ON
STR
UC
TIO
N
4' -
0" V
ERIF
Y W
/
4 #9 T & B+ #5 @ 12" O.C.+ #4 ST @ 12"
#4(2-0/3-0) @ 12"+ #4 CONT.
2 #9 T & B+ #5 @ 12" O.C.+ #4 ST @ 12"
#4(2-0/2-0) @ 12"+ #4 CONT.
#5 @ 12" O.C. T&BEA. WAY
1 1/2" CONT.SHEAR KEY, TYP.
CONT. WATERSTOPTYP.
CONT. WATERSTOPTYP.
#5(0-10/3-6) @ 12"T & B, TYP.
L4x4x3/8 CONT. W/ 5/8" DIA.EPOXY OR SCREW ANCHOR@ 18" O.C. SEE GENERAL NOTES
8"5'
- 4"
1' -
0"
ELEV
ATO
R M
FR. P
RIO
R T
O C
ON
STR
UC
TIO
N
4' -
0" V
ERIF
Y W
/
4 #9 T & B+ #5 @ 12" O.C.+ #4 ST @ 12"
3 #9 T & B+ #5 @ 12" O.C.+ #4 ST @ 12"
#4(2-0/2-0) @ 12"+ #4 CONT.
#5 @ 12" O.C. T&BEA. WAY
1 1/2" CONT.SHEAR KEY
CONT. WATERSTOPTYP.
VERIFY W/ ELEVATOR MFR. PRIOR TO CONSTRUCTION
8' - 4"
1' - 0"
2" E.J.
1' - 0"
#5(0-10/3-6) @ 12"T & B
#4 @ 12"+ 2 #4 CONT.
2-0
8"
8"
2'-0"x2'-0"x2'-0"SUMP PIT
#4(2-6/2-6) @ 12" O.C.(3 MIN.)
#4 @ 12"+ 2 #4 CONT.@ SUMP
2-0
#5 @ 12" O.C.2-0
#4 @ 12" O.C.( 3 MIN.)
2-6
2-6
2-0
TYPICAL DETAILNO SCALE
2TD02110
TYPICAL DETAILNO SCALE
10
TYPICAL DETAILNO SCALE
13TD03691
TYPICAL DETAILNO SCALE
9TD03026
TYPICAL DETAILNO SCALE
5TD03140
TYPICAL DETAILNO SCALE
3TD03150
TYPICAL DETAILNO SCALE
12310
TYPICAL DETAILNO SCALE
17
TYPICAL DETAILNO SCALE
18 TYPICAL DETAILNO SCALE
14TD02501
TYPICAL DETAILNO SCALE
11TD02527
TYPICAL DETAILNO SCALE
6TD03028
3/4" = 1'-0"
21
TYPICAL DETAILNO SCALE
8
TYPICAL DETAILNO SCALE
15
TYPICAL DETAILNO SCALE
4TD03602
TYPICAL DETAILNO SCALE
7
PONCE FUESSENG INE ERI NG
Project No. TX REG. # F-12125
Dallas, TX 752193333 Lee Parkway, Suite 475469-310-2850 www.ponce-fuess.com
DATEJOB
SHEET
ISSUES
CORGAN ASSOCIATES, INC.401 N. Houston Street
Dallas, TX 75202T: 214.748.2000 F: 214.653.8281
14246
5/15
/201
5 3:
32:2
7 P
M
S03-01
TYPICALCONCRETEDETAILS
05/11/201514216.0000
S03
-01
TY
PIC
AL
CO
NC
RE
TE
DE
TA
ILS
1 05/11/2015 100% ISSUE FOR CONSTRUCTION
EX
IST
ING
WO
RK
MA
N J
UN
IOR
HS
NO
RT
H F
IELD
SIT
E: 7
01E
AS
T A
RB
RO
OK
BO
ULE
VA
RD
, AR
LIN
GT
ON
, TX
760
14
C O R G A N
STRAIGHT SHAFT DRILLED PIER SCHEDULE
PIER MARKSHAFT
DIAMETER VERTICAL REINF PENETRATIONP1 18" 6 #6 12' - 0"P2 24" 6 #7 12' - 0"P3 24" 6 #7 14' - 0"P4 24" 8 #7 16' - 0"P5 24" 6 #7 18' - 0"P6 30" 12 #7 14' - 0"
TYPICAL DETAILNO SCALE
16TD02440
TYPICAL DETAILNO SCALE
22TD02140
3/4" = 1'-0"
23
3/4" = 1'-0"
24
1
1
1
1
1
REVISIONS1 05/15/2015 ADDENDUM NO. 1
SPLICE TOP BARS@ MIDSPAN, TYP.
SPLICE BOT. BARS @C.L. OF BEAMS, TYP.
SPLICE BOT. BARS @C.L. OF BEAMS, TYP.
CO
V ER
, TYP
.1
1/2"
CLE
AR
CO
V ER
, TYP
.3/
4" C
LEAR PRIMARY BARS
#5 @ 12" O.C. T & BSEE PLAN FORSPAN DIRECTION.
C.L. OF BEAMSUPPORT
C.L. OF BEAMSUPPORT
TEMPERATURE BARS#4 @ 16" O.C. T & B,TYP U.N.O.
PROVIDE 180° STDACI HOOK @ TOP BARSAT PERIMETER EDGES
PRIMARY BAR LAP SPLICE LENGTH = 24"TEMP BAR LAP SPLICE LENGTH = 24"
END SPAN INTERIOR SPAN
PLAN
SEE
T.O.C. EL. -SEE PLAN
C.L. OF BEAMSUPPORT
VOID FORMSSEE GENERAL NOTESAND 14/S03-01
ADD TOP BARS, SEE PLANFOR SIZE, SPACING ANDPLACEMENT
#4(2-0/2-0) @ 12" O.C.+ 2 #4 CONT.
180° STD ACI HOOK@ TOP BAR
EDGE OF SLABSEE PLAN & DETAILS
SPLICE TOP BARS@ MIDSPAN, TYP.
ADD BOTTOM BARS, SEE PLANFOR SIZE, SPACING AND PLACEMENT
#4(2-0/2-0) @ 18" O.C.TYP. @ INT. BM.
#5 @ 12" O.C.TYP. BOTTOMREINF. @END SPAN
#5 @ 12" O.C. TYP. TOPREINF. @ END SUPPORT
#5@12" OC. TYP TOP REINF. @ 1stINTERIOR SUPPORT #5 @ 12" O.C. TYP.
TOP REINF @INTERIOR SUPPORTS
#5 @ 12" O.C. TYP.BOTTOM REINF. @INTERIOR SPAN
BEAM SPAN "L1" L3
6"
.35 L1 .35 L1 or .35 L3WHICHEVER IS LARGER
.125 L1
.35 L1 or .35 L3WHICHEVER IS LARGER
.35 L1 or .35 L2WHICHEVER IS LARGER
.125 L1.125 L1
BEAM SPAN "L1"
.35 L1 .35 L1
60D
C.L. LT.SUPPORT
C.L. RT.SUPPORT
U.N.O.U.N.O.
U.N.O.U.N.O.
U.N.O. U.N.O.
U.N.O.U.N.O.
U.N.O.
C.L. RT.SUPPORT
C.L. LT.SUPPORT
**
*
EXTEND TYPE "F" BARS 60D PAST OPPOS. FACE OF SUPPORT
MIDDLE "C" BARS
MIDDLE "C" BARS
NOTE: ALL MAIN REINF. TO BEPLACED IN PRIMARY LAYERS U.N.O.
NOTE: ALL MAIN REINF. TO BEPLACED IN PRIMARY LAYERS U.N.O.
MEMBER TYPE TOP BARSBOTTOM BARS
TYPICAL AT COLUMNS
JOIST 48Db 48Db 24Db
24Db96Db - COL
96Db - COL48Db 62Db
INTERIORBEAM
PERIMETERBEAM
SPLICE TABLE FOR TYPE "C" BARS
24Db
NOTES:
1. Db = BAR DIAMETER
2. COL = COLUMN WIDTH PARALLEL TO SPLICE
3. MIDDLE BARS LAP 24Db @ SUPPORT
4. USE LARGEST LENGTH WHEN SPLICING BARS OF DIFFERENT SIZE.
TOP LT. OR RT. "C" BARSSPLICE AT C.L. OF ADJ. SPAN
TOP LT. OR RT. "S" BARS
HOOK @ ALLTOP BARS
BOT. RT. "S" BARS
BOT "C" BARS FROMADJACENT SPAN
TOP LT. "S" BARS
TOP LT. "C" BARS
HOOK TOP & BOT BARSAT END SUPPORTS
TOP RT. "S" BARS
TOP RT. "C" BARS
BOT. CTR. "S" BARS
BOT. CTR. "C" OR "F" BARS
TOP LT. "S" BARS
TOP LT. "C" BARS TOP RT. "C" BARS
TOP RT. "S" BARS
BOT. CTR. "S" BARS
BOT. CTR. "C" OR "F" BARS
INTERIOR SPAN
END SPAN
CANTILEVER
BEAM / JOIST REINF.
*
**
EXTEND TYPE "F" BARS 60D PAST OPPOS. FACE OF SUPPORT
*
*
BEAM SPAN "L1" L3L2
W.W.M.
1'-6"
6"
S1
S2
S3
S4
S5
S6
S7
S8
2"
SCHEDULEDSPACING
ELEVATIONS10
S9
S11
135° ACIHOOK, TYP
STIRRUP TYPES
8"R
EFER
TO
SEC
TIO
N
6" M
IN.
6" M
IN.
#4 (2-0) DIAGONAL REINF. E.F.-(8 BARS PER SLEEVE)
DOUBLE ST. EA.SIDE OF SLEEVE
PIPE SLEEVE-8" DIA. MAX.
T.O. GRADEBEAM
T.O. PIER
PERIMETERGRADE BEAM
PIPE SLEEVE SHALL BELOCATED AT LEAST 4'-0"AWAY FROM PIER CL.TYP.
HORIZONTALSLEEVE THRU GRADE BEAM
REF
ER
TO S
ECTI
ON
SCHED. REINF.
ADDITIONAL2 #4 STIRRUPSBESIDE SLEEVES
VERT. SLEEVE THRU GRADE BEAM
1' -
0"
STIRRUPS PERSCHEDULE
REINF. PERSCHEDULE
ADDL. #5 BARSTOP & BOT.
ADDL. 2 #4STIRRUPS
SLEEVES THRU BEAMS ARESUBJECT TO ENGINEER APPROVAL.SUBMIT PROPOSED SLEEVE PLANFOR ENGINEER TO REVIEW PRIORTO CONSTRUCTION.
VERT. SLEEVE THRU GRADE BEAM
PLAN VIEW
PONCE FUESSENG INE ERI NG
Project No. TX REG. # F-12125
Dallas, TX 752193333 Lee Parkway, Suite 475469-310-2850 www.ponce-fuess.com
DATEJOB
SHEET
ISSUES
CORGAN ASSOCIATES, INC.401 N. Houston Street
Dallas, TX 75202T: 214.748.2000 F: 214.653.8281
14246
5/15
/201
5 3:
32:2
9 P
M
S03-02
CONCRETE BEAMAND SLABREINFORCINGDETAILS
05/11/201514216.0000
S03
-02
CO
NC
RE
TE
BE
AM
AN
D S
LAB
RE
INF
OR
CIN
G D
ET
AIL
S
1 05/11/2015 100% ISSUE FOR CONSTRUCTION
EX
IST
ING
WO
RK
MA
N J
UN
IOR
HS
NO
RT
H F
IELD
SIT
E: 7
01E
AS
T A
RB
RO
OK
BO
ULE
VA
RD
, AR
LIN
GT
ON
, TX
760
14
C O R G A N
3/4" = 1'-0"
12 ONE-WAY SLAB REINFORCING
TYPICAL DETAILNO SCALE
7TD03311
TYPICAL DETAILNO SCALE
11TD03312
TYPICAL DETAILNO SCALE
91TYPICAL DETAILNO SCALE
131
TYPICAL DETAILNO SCALE
14
REVISIONS1 05/15/2015 ADDENDUM NO. 1
1
BEAM SCHEDULE NOTES:1. BAR NOTATIONS "POS" = BAR POSITION (L = LEFT SUPPORT OR END, R = RIGHT SUPPORT OR END) "LOC" = BAR LOCATION (T = TOP, B = BOTTOM, M = MID) BARS NOTED AS "NS" ARE NOT TO BE SPLICED WITHIN THE SPAN. BARS NOTED AS "2ND" ARE TO BE PLACED IN THE SECONDARY LAYER, SEE TYPICAL BEAM REINF. DETAIL. BARS LISTED UNDER TYPE "C" OR "F" ARE TYPE "C" U.N.O.
2. WHERE BAR LENGTHS ARE GIVEN IN THE SCHEDULE, BARS SHALL BE CENTERED OVER THE SPECIFIED SUPPORT OR ABOUT MID-SPAN.
3. "LEFT" AND "RIGHT" ENDS OF MEMBER ARE DETERMINED BY THE ORIENTATION OF THE MEMBER MARK ON THE FRAMING PLAN. "LEFT END" MEANS LEFT OF THE MEMBER MARK AS READ IN THE UPRIGHT POSITION.
4. STIRRUP SPACING APPLIES FROM EACH END OF MEMBER, U.N.O., STARTING AT THE FACE OF THE SUPPORT. "R" MEANS REMAINDER OF THE SPAN.
5. WIDTH AND DEPTH ARE FORM DIMENSIONS. REQUIRED COVER MUST BE SUBTRACTED TO OBTAIN STIRRUP DIMENSIONS. SEE "GENERAL NOTES" FOR COVER REQUIREMENTS EXCEPT EXCEPT AS NOTED IN THE SCHEDULE.
6. PROVIDE STIRRUPS OF SCHEDULED SIZE AND TYPE @ 24" OC FOR PORTIONS OF BEAMS WITHOUT SCHEDULED STIRRUPS AND IN BEAMS WITH NO SCHEDULED STIRRUPS, U.N.O.
6. 1#7-T BAR AT LEFT END OF SPAN IS DISCONTINUOUS.
7. 1 OF 4#7-T BARS IS DISCONTINUOUS AT RIGHT END OF SPAN.
8. 2#7-T BARS AT LEFT END OF SPAN ARE DISCONTINUOUS.
9. EXTEND TOP AND BOTTOM BARS TO END OF ADJACENT CANTILEVER.
10. EXTEND STIRRUPS CONTINUOUS TO END OF ADJACENT CANTILEVER.
11. 3 OF 6#7-T BARS ARE DISCONTINUOUS AT RIGHT END OF SPAN.
12. FABRICATE REINFORCING TO MATCH THE CHANGE IN DIRECTION OF THE BEAM. SEE PLAN FOR TRANSITION AT END OF SPANS.
13. EXTEND BOTTOM BARS TO 2" CLEAR FROM BEAM DEPTH TRANSITION IN ADJACENT SPAN.
14. 3#7-T BARS AT LEFT END OF SPAN ARE DISCONTINUOUS.
15. 4#8-T AND 4#8-B BARS OCCUR AT WIDENED SECTION OF BEAM AND EXTEND TO 2" CLEAR FROM BEAM WIDTH TRANSITION IN ADJACENT SPAN.
16. 4#7-T BARS TERMINATE WITH STANDARD HOOK AT RIGHT END OF SPAN.
17. 3#7-T BARS TERMINATE WITH STANDARD HOOK AT LEFT END OF SPAN.
18. EXTEND 1 OF 4#9-T BARS AT RIGHT END TO 2" CLEAR FROM BEAM WIDTH TRANSITION IN ADJACENT SPAN.
19. 1 OF 4#9-B BARS OCCURS IN WIDENED PORTION OF BEAM.
PONCE FUESSENG INE ERI NG
Project No. TX REG. # F-12125
Dallas, TX 752193333 Lee Parkway, Suite 475469-310-2850 www.ponce-fuess.com
DATEJOB
SHEET
ISSUES
CORGAN ASSOCIATES, INC.401 N. Houston Street
Dallas, TX 75202T: 214.748.2000 F: 214.653.8281
14246
5/15
/201
5 3:
32:3
1 P
M
S03-03
CONCRETE BEAMSCHEDULE
05/11/201514216.0000
S03
-03
CO
NC
RE
TE
BE
AM
SC
HE
DU
LE
1 05/11/2015 100% ISSUE FOR CONSTRUCTION
EX
IST
ING
WO
RK
MA
N J
UN
IOR
HS
NO
RT
H F
IELD
SIT
E: 7
01E
AS
T A
RB
RO
OK
BO
ULE
VA
RD
, AR
LIN
GT
ON
, TX
760
14
C O R G A N
CONCRETE BEAM REINFORCING SCHEDULE----------------------------------------------------------------------------------------------------SPAN WIDTH DEPTH BAR REINFORCINGMARK (IN.) (IN.) TYPE LEFT CENTER RIGHT STIRRUPS NOTE----------------------------------------------------------------------------------------------------B1 16.00 36.00 C/F 3#6-T 3#7-B 3#7-T 2#4(S1):1@2,REM@12 S
B2 16.00 36.00 C/F 3#7-B 3#7-T 2#4(S1):1@2,REM@12 S
B3 16.00 36.00 C/F 3#7-B 3#6-T 2#4(S1):1@2,REM@12 S------------------------------------------------------------------------------------------------B4 16.00 36.00 C/F 3#6-T 3#7-B 3#6-T 2#4(S1):1@2,REM@12 S---------------------------------------------------------------------------------------------------B5 18.00 28.00 C/F 3#6-T 3#9-B 3#9-T 2#4(S3):1@2,REM@12 S
B6 18.00 28.00 C/F 3#8-B 3#9-T 2#4(S3):1@2,REM@12 S
B7 18.00 28.00 C/F 3#8-B 3#7-T 2#4(S3):1@2,REM@12 S
B8 18.00 28.00 C/F 3#7-B 3#6-T 2#4(S3):1@2,REM@12 S
B9 18.00 28.00 C/F 3#7-B 3#7-T 2#4(S3):1@2,REM@12 S
B10 18.00 28.00 C/F 3#9-B 3#6-T 2#4(S3):1@2,REM@12 S---------------------------------------------------------------------------------------------------B11 24.00 28.00 C/F 4#6-T 4#7-B 4#7-T 2#4(S3):1@2,REM@12 S
B12 24.00 28.00 C/F 4#7-B 4#7-T 2#4(S3):1@2,REM@12 S
B13 24.00 28.00 C/F 4#6-B 4#6-T 2#4(S3):1@2,REM@12 S
B14 24.00 28.00 C/F 4#6-B 4#7-T 2#4(S3):1@2,REM@12 S
B15 24.00 28.00 C/F 4#7-B 4#6-T 2#4(S3):1@2,REM@12 S
---------------------------------------------------------------------------------------------------B16 24.00 28.00 C/F 1#7-T 4#7-B 4#7-T 2#4(S3):1@2,REM@12 6 S
B17 24.00 28.00 C/F 4#7-B 4#7-T 2#4(S3):1@2,REM@12 7 S---------------------------------------------------------------------------------------------------B18 18.00 28.00 C/F 3#6-T 3#7-B 3#7-T 2#4(S3):1@2,REM@12 S
B19 18.00 28.00 C/F 3#7-B 3#6-T 2#4(S3):1@2,REM@12 S---------------------------------------------------------------------------------------------------B20 18.00 28.00 C/F 3#8-B 3#8-T 2#4(S3):1@2,REM@12 S---------------------------------------------------------------------------------------------------B21 16.00 36.00 C/F 3#7-T 3#9-B 3#7-T 2#4(S1):1@2,REM@12 S---------------------------------------------------------------------------------------------------B22 16.00 28.00 C/F 3#6-T 3#6-B 3#6-T 2#4(S1):1@2,REM@12 S
B23 16.00 28.00 C/F 3#6-B 3#6-T 2#4(S1):1@2,REM@12 S---------------------------------------------------------------------------------------------------B24 16.00 36.00 C/F 3#8-T 3#7-B 3#8-T 2#4(S1):1@2,REM@12 S---------------------------------------------------------------------------------------------------B25 32.00 28.00 C/F 2#7-T 5#7-B 5#7-T 4#4(S5):1@2,REM@12 8 S
B26 32.00 28.00 C/F 5#7-B 6#7-T 4#4(S5):1@2,REM@12
B27 32.00 36.00 C/F 6#7-B 1#7-T 4#4(S6):1@2,REM@12 S---------------------------------------------------------------------------------------------------B28 24.00 28.00 C/F 6#7-T 4#7-B 6#7-T 4#4(S5):1@2,REM@12 9 S
B29 24.00 28.00 C/F 4#4(S5):1@2,REM@4 10 S---------------------------------------------------------------------------------------------------B30 32.00 36.00 C/F 4#4(S6):1@2,REM@4 10 S
B31 32.00 36.00 C/F 6#7-T 4#7-B 6#7-T 4#4(S6):1@2,REM@12 9, 11 S
B32 24.00 28.00 C/F 1#7-T 4#7-B 4#6-T 2#4(S3):1@2,REM@12 6 S
B33 24.00 28.00 C/F 4#7-B 4#6-T 2#4(S3):1@2,REM@12 S
B34 32.00 36.00 C/F 4#7-T 6#7-B 4#7-T 4#4(S6):1@2,REM@12 S
B35 32.00 36.00 C/F 1#7-T 6#7-B 4#7-T 4#4(S6):1@2,REM@12 6---------------------------------------------------------------------------------------------------B36 16.00 36.00 C/F 3#8-T 3#9-B 3#9-T 2#4(S1):1@2,REM@12 S
B37 16.00 36.00 C/F 3#7-B 3#8-T 2#4(S1):1@2,REM@12 S
B38 16.00 36.00 C/F 3#7-B 3#9-T 2#4(S1):1@2,REM@12 S
B39 16.00 36.00 C/F 3#9-B 3#8-T 2#4(S1):1@2,REM@12 S---------------------------------------------------------------------------------------------------B40 18.00 28.00 C/F 3#9-T 4#9-B 4#9-T 2#4(S3):1@2,6@6,REM@12 S
B41 18.00 28.00 C/F 3#8-B 3#8-T 2#4(S3):1@2,REM@12 S
B42 18.00 28.00 C/F 3#7-B 3#8-T 2#4(S3):1@2,REM@12 S
B43 18.00 28.00 C/F 3#7-B 4#9-T 2#4(S3):1@2,REM@12 S
B44 18.00 28.00 C/F 4#9-B 3#7-T 2#4(S3):1@2,6@6,REM@12 S---------------------------------------------------------------------------------------------------B45 24.00 28.00 C/F 4#7-B 5#7-T 2#4(S3):1@2,REM@12 S
B46 24.00 28.00 C/F 4#7-B 4#6-T 2#4(S3):1@2,REM@12 S
B47 24.00 28.00 C/F 4#7-B 6#7-T 2#4(S3):1@2,REM@12 S
B48 24.00 28.00 C/F 5#7-B 5#7-T 2#4(S3):1@2,REM@12 S---------------------------------------------------------------------------------------------------B49 16.00 36.00 C/F 3#6-T 3#8-B 3#9-T 2#4(S1):1@2,REM@12 S
B50 24.00 28.00 C/F 1#7-T 6#7-B 5#7-T 2#4(S3):1@2,REM@12 6 S
B51 24.00 28.00 C/F 4#7-B 4#7-T 2#4(S3):1@2,REM@12 7 S
B52 16.00 36.00 C/F 3#8-T 3#8-B 3#6-T 2#4(S1):1@2,REM@12 S---------------------------------------------------------------------------------------------------B53 24.00 28.00 C/F 4#6-T 4#7-B 4#7-T 2#4(S3):1@2,REM@12 S
B54 24.00 28.00 C/F 4#7-B 4#7-T 2#4(S3):1@2,REM@12 S
CONCRETE BEAM REINFORCING SCHEDULE----------------------------------------------------------------------------------------------------SPAN WIDTH DEPTH BAR REINFORCINGMARK (IN.) (IN.) TYPE LEFT CENTER RIGHT STIRRUPS NOTE----------------------------------------------------------------------------------------------------B55 16.00 28.00 C/F 3#6-T 3#6-B 3#7-T 2#4(S1):1@2,REM@12 S
B56 16.00 28.00 C/F 3#6-B 3#7-T 2#4(S1):1@2,REM@12 S
B57 16.00 28.00 C/F 3#6-B 3#7-T 2#4(S1):1@2,REM@12 S
B58 16.00 28.00 C/F 3#7-T 3#7-B 3#6-T 2#4(S1):1@2,REM@12 S---------------------------------------------------------------------------------------------------B59 24.00 28.00 C/F 4#6-T 4#7-B 4#7-T 2#4(S3):1@2,REM@12 12 S
B60 24.00 28.00 C/F 4#7-B 4#7-T 2#4(S3):1@2,REM@12 12 S
B61 24.00 28.00 C/F 4#7-B 4#7-T 2#4(S3):1@2,REM@12 12 S---------------------------------------------------------------------------------------------------B62 24.00 28/36 C/F 4#7-B 6#7-T 4#4(S5):1@2,REM@12 S
B63 24.00 36.00 C/F 6#7-B 6#7-T 4#4(S5):1@2,REM@12 9, 13 S
B64 24.00 36.00 C/F 4#4(S5):1@2,REM@4 10 S---------------------------------------------------------------------------------------------------B65 32.00 36.00 C/F 3#7-T 4#7-B 6#7-T 4#4(S6):1@2,REM@12 9, 14 S
B66 32.00 36.00 C/F 4#4(S6):1@2,REM@4 10 S---------------------------------------------------------------------------------------------------B67 48.00 36.00 C/F 4#8-T 4#4(S6):1@2,REM@4 10, 15 C/F 4#8-B S
B68 48/24 36.00 C/F 4#8-T 4#8-B 4#9-T 4#4(S5):1@2,REM@12 9 S
B69 24.00 28.00 C/F 5#7-B 4#7-T 2#4(S3):1@2,REM@12 S
B70 24.00 28.00 C/F 4#7-B 4#7-T 2#4(S3):1@2,REM@12 16 S
B71 16.00 36.00 C/F 3#7-T 3#7-B 3#7-T 2#4(S1):1@2,REM@12 17 S
B72 24.00 36.00 C/F 2#7-T 5#7-B 5#7-T 2#4(S1):1@2,REM@12 8 S
B73 24.00 36.00 C/F 5#7-B 5#7-T 2#4(S1):1@2,REM@12 S
B74 24.00 36.00 C/F 5#7-B 5#6-T 2#4(S1):1@2,REM@12 S---------------------------------------------------------------------------------------------------B75 18.00 36.00 C/F 3#7-T 3#9-B 4#9-T 2#4(S3):1@2,10@6,REM@12 S
B76 18.00 28.00 C/F 3#9-B 3#8-T 2#4(S3):1@2,10@6,REM@12 S
B77 24.00 28.00 C/F 6#7-B 6#7-T 2#4(S3):1@2,REM@12 S---------------------------------------------------------------------------------------------------B78 20.00 36.00 C/F 4#6-T 4#7-B 5#7-T 2#4(S3):1@2,REM@12 S
B79 20.00 36.00 C/F 4#7-B 4#6-T 2#4(S3):1@2,REM@12 S---------------------------------------------------------------------------------------------------B80 24.00 28.00 C/F 4#6-B 4#6-T 2#4(S3):1@2,REM@12 S---------------------------------------------------------------------------------------------------B81 24.00 36.00 C/F 5#6-T 5#7-B 5#7-T 2#4(S1):1@2,REM@12 S---------------------------------------------------------------------------------------------------B82 18.00 28.00 C/F 3#6-T 3#7-B 3#7-T 2#4(S3):1@2,REM@12 S
B83 18.00 28.00 C/F 3#7-B 3#6-T 2#4(S3):1@2,REM@12 S---------------------------------------------------------------------------------------------------B84 24.00 28.00 C/F 4#8-T 5#7-B 4#9-T 2#4(S3):1@2,8@6,REM@12 18 S
B85 24/20 36.00 C/F 4#9-B 3#9-T 2#4(S1):1@2,REM@12 19 S
B86 24.00 28.00 C/F 4#9-T 5#7-B 5#9-T 2#4(S3):1@2,10@6,REM@12 S
B87 24.00 36.00 C/F 5#9-B 4#9-T 2#4(S3):1@2,REM@12 S
B88 24.00 36.00 C/F 4#9-B 4#8-T 2#4(S1):1@2,REM@12 S---------------------------------------------------------------------------------------------------B89 18.00 28.00 C/F 3#7-T 3#7-B 3#7-T 2#4(S3):1@2,REM@12 S---------------------------------------------------------------------------------------------------B90 24.00 36.00 C/F 4#4(S5):1@2,REM@4 10 S
B91 24.00 36.00 C/F 6#7-T 5#7-B 6#7-T 4#4(S5):1@2,REM@12 9 S---------------------------------------------------------------------------------------------------B92 20.00 36.00 C/F 4#7-B 5#7-T 2#4(S3):1@2,REM@12 S
B93 20.00 36.00 C/F 4#7-B 4#7-T 2#4(S3):1@2,REM@12 7 S
B94 20.00 28.00 C/F 4#7-B 4#6-T 2#4(S3):1@2,REM@12 S---------------------------------------------------------------------------------------------------B95 16.00 28.00 C/F 3#7-B 3#6-T 2#4(S1):1@2,REM@12 S
B96 20.00 36.00 C/F 4#7-T 4#7-B 4#7-T 2#4(S3):1@2,REM@12 S
B97 24.00 36.00 C/F 5#7-T 5#7-B 5#7-T 2#4(S3):1@2,REM@12 S
1
- UPDATED BEAM SCHEDULES.- DELETED SHEET S03-03A
1
REVISIONS1 05/15/2015 ADDENDUM NO. 1
BA AK
BF.1BF
BF.1BF
BF
B13
1' - 4"
8"3'
- 0"
7 3/8"
6" METAL STUDSBY CFS MFR.
#4(2-0/2-0) @ 12"+ #4 CONT.
REINF. SEE SCHED.
2 5/
8"
EL. - SEE PLAN
COLUMNBEARING EL.
TOP OF PIER EL. -SEE PLAN
2' - 0"
8"2'
- 4"
#4(2-0/2-0) @ 12"IN ALT DIRECTION+ #4 CONT.
REINF. SEE SCHED.
EQ EQ
GRADE BEAMAND PIER C.L.
EL. - SEE PLAN
TOP OF PIER EL. -SEE PLAN
1' - 6"
8"2'
- 4"
#4(2-0/2-0) @ 12"IN ALT DIRECTION+ #4 CONT.
REINF. SEE SCHED.
EQ EQ
GRADE BEAMAND PIER C.L.
EL. - SEE PLAN
TOP OF PIER EL. -SEE PLAN
SCHED
COLUMN BRG. EL.
8"3'
- 0"
REINF.SEE SCHED.
#4(2-0/2-0) @ 18+ 2 #4 CONT
TOP OF PIER EL. -SEE PLAN
6" METAL STUDSBY CFS MFR.
EQ EQ
7 3/8" 7 3/8"
TYP.
2 5/
8"
SEE PLAN SEE PLAN
1' - 4"
1' -
0"2'
- 8"
#4(2-0/2-0) @ 12"
REINF SEE SCHED2 #6 T & B+ #3 ST @ 12"TYP. AROUND3 SIDES OFPORCH
#5 @ 12" O.C. E.W.T&B
1' - 0"
SAWJOINT
SEE CIVIL FORSITE PAVING
15 MIL POLYETHYLENEBOND BREAKER BTWNSLAB AND PAVING
5/8" DIA. SMOOTHDOWELS @ 12" O.C.W/ EXPOSED ENDWRAPPED ANDGREASED
1 1/
2" C
LR.
4' - 0" 2' - 8" 1' - 0"
5"
2' -
0"
TOP OF PIER EL. -SEE PLAN
TOP OF PIER EL. -SEE PLAN
#4(2-0/2-0) @ 12"+ #4 CONT.
3/4"
CLR
.
T & B SLAB REINF. - SEE PLAN.RESPACE TO FIT BETWEENPIPE SLEEVES, DO NOT CUT.
#4 CONT.
3 #5 @ 4" O.C. BOT.CONT. BETWEENPIER GRID, TYP. @EA. SIDE OF PIPESLEEVES
PIPE SLEEVE AT SLAB-ON-VOID
2' - 0" MIN.
MAT
CH
EXI
STIN
G8'
-0" M
IN.
REINF.:6 #6 VERT. w/#3 TIES @ 12" O.C.
POLE, BASE PLATE,ANCHOR BOLTS &COVER BY POLE MAN'F.
SEE 2/S03-01FOR ADDITIONALINFORMATION
3/4" CHAMFER
GROUND ORSITE PAVING
BASED ON 30'-0"TALL POLE
CONCRETE CLASS BSEE GENERAL NOTES
3 #3 TIES @ 2" O.C.AT TOP
4" MIN.
RUBBED FINISH@ EXPOSEDCONCRETE
3" CLR.
LIGHT POLE BASE DETAIL
4"2
1/2"
2 3/4"2 3/4"
1 3/4"1 3/4"
3"1
1/2"
EMBED PL.3/8"x5 1/2"x6" W/(4) - 1/2" DIA. HSA x 0'-3" ORPOST INSTALLED PL.3/8"x5 1/2"x6 1/2"W/ (4) - 1/2" DIA. ANCHOR BOLTS.DRILL AND EPOXY 3" INTO SLAB
CENTER EMBED AND CHANNELON WALL C.L.
C4x5.4 @ 7'-9" O.C. MAX.AND AT EACH ENDSEE ELEVATIONS FORLOCATIONS
NOTE: PROVIDE CONT. METAL STUDSILL EXTENDING BTWN CHANNELSAND COLUMNSPLAN VIEW
3/16
4"
SEEARCH.
ELEVATION
2' - 0"
8"2'
- 10
"
3 #8 T & B+ #4 ST @ 12"
#4 (1-6/1-8/1-6) @ 18"+ 2 #4 CONT
TOP OF PIER EL. -SEE PLAN
12" CMU WALL
TYP.
2 5/
8"
6 3/8" 6"
10' -
0" M
AX.
3' -
0"
1' - 8"
6"
TEMPLATETIES
REINF.SEE SCHED.
4 #7(1-2/6-10)IN 7"x7" PATTERN
BB-1 CONT.
8" CMU WALLPER SCHED.
SEE CIVIL FORSITE PAVING
#5 DOWELS TOMATCH VERT .CMU WALLREINF.
EQEQ
135° HOOKS
BB-1 CONT. @ 4'-8"ABOVE TOP OFGRADE BEAM
TOP OF PIER EL. -SEE PLAN
2' -
0"
1' - 4"1' - 4"
1' - 6"
2" E.J.
6"
NOTCH FOR E.J. COVERSEE ARCHL.
8"2'
- 4"
T.O.C. EL. -SEE PLAN
REINF SEESCHED.
REINF SEESCHED
#4(2-0/2-0) @ 12" O.C.+ #4 CONT., TYP.
TOP OF PIER EL. -SEE PLAN
1' - 4" 1' - 4"
8"2'
- 4"
3' -
0"SE
E PL
AN #4(2-0/2-0) @ 12" O.C.+ #4 CONT., TYP.
8" CMUSOLID GROUTFIRE WALL,SEE ARCHL.
#5 DOWELS TOMATCH VERT.WALL REINF.
2' -
0"
T.O.C. EL. -SEE PLAN
1' - 6"
2" E.J.
6"
REINF. SEESCHED.
TOP OF PIER EL. -SEE PLAN
REINF. SEESCHED.
TOP OF PIER EL. -SEE PLAN
1' - 4" 1' - 4"
8"2'
- 4"
3' -
0"8"
#4(2-0/2-0) @ 12" O.C.+ #4 CONT., TYP.
FIRE DOORFRAME BEYONDSEE ARCHL.
1' - 6"
2" E.J.
6" NOTCH FOR E.J.COVER, SEE ARCHL.
T.O.C. EL. -SEE PLAN
REINF. SEESCHED.
TOP OF PIER EL. -SEE PLAN
REINF. SEESCHED.
TOP OF PIER EL. -SEE PLAN
2' - 8"
1' -
0"2'
- 8"
#4(2-0/2-0) @ 12"
REINF.SEE SCHED.
2 #6 T & B+ #3 ST @ 12"TYP. AROUND3 SIDES OFPORCH
#5 @ 12" O.C. E.W.T & B
1' - 0"
SAWJOINT
SEE CIVIL FORSITE PAVING
15 MIL POLYETHYLENEBOND BREAKER BTWNSLAB AND PAVING
5/8" DIA. SMOOTHDOWELS @ 12" O.C.W/ EXPOSED ENDWRAPPED ANDGREASED
1 1/
2" C
LR.
4' - 0"
5"
2' -
0"
T.O.P. EL.SEE PLAN
T.O.P. EL.SEE PLAN
1' - 0"
#4(2-0/2-0) @ 12"
1' - 4"
8"3'
- 0"
#4(2-0/2-0) @ 12" O.C.+ #4 CONT.
REINF. SEESCHED.
TOP OF PIER EL. -SEE PLAN
T.O.C. EL. -SEE PLAN
STORE FRONTSEE ARCHL.
1' - 4"
8"3'
- 0"
#4(2-0/2-0) @ 12" O.C.+ #4 CONT.,
REINF. SEESCHED.
TOP OF PIER EL. -SEE PLAN
T.O.C. EL. -SEE PLAN
STORE FRONTSEE ARCHL.VARIES
SEE ARCHL.
2' - 8"
8"3'
- 0"
#4(2-0/2-0) @ 12" O.C.+ #4 CONT.
REINF. SEESCHED.
TOP OF PIER EL. -SEE PLAN
2 5/
8"
6" METAL STUDSBY CFS MFR7 3/8"
T.O.C. EL. -SEE PLAN
2' - 8"
8"3'
- 0"
#4(2-0/2-0) @ 12" O.C.+ #4 CONT.
REINF. SEESCHED.
TOP OF PIER EL. -SEE PLAN
VARIESSEE ARCHL
C4x5.4 @6'-0" O.C. MAX. SPA.@ WINDOWS WIDER THAN 8'-0"INFILL W/ 6" METAL STUDS BYCFS MFR.
EMBED PL.3/8"x8"x0'-8"W/ 4 1/2" DIA. x 0'-6" HSA.@ 4"GA.
3/16
STORE FRONTWINDOWSEE ARCHL.
METAL PANELCLADDINGSEE ARCHL.
T.O.C. EL. -SEE PLAN
1' -
4"1'
- 10
"1'
- 6"
SCHED. GRADEBEAM REINF.
SCHED. GRADEBEAM REINF.
PIER BELOW
1' - 6"
1' - 2"
2' -
11"
1' -
4"
32" W x 36" DPILASTER W/6 #7 T & B+ #4 ST @ 6" O.C.
#4(2-0/2-0) @ 12" O.C.+ #4 CONT.
REINF. SEESCHED.
TOP OF PIER EL. -SEE PLAN
C4x5.4 @4'-0" OC MAX SPA.@ BRICK SILLS UNDER WINDOWSWIDER THAN 8'-0"INFILL W/6" METAL STUDS BY CFS MFR.
EMBED PL.3/8"x8"x0'-8"W/ 4 1/2" DIA. x 0'-6" HSA.@ 4"GA.
3/16
STORE FRONTSEE ARCHL
FACE OF BRICKCLADDINGSEE ARCHL
T.O.C. EL. -SEE PLAN
1' - 4"
8"3'
- 0"
2 5/
8"
7 3/8" 2"
8" 6" 1' - 2"
2' - 4"
6"
5 #5 VERT.#4 TIES @ 6"
ROOF DRAINSEE PLAN
CONT. GRADEBEAM REINF.THRU PILASTER
CHAMFER EDGEOF PILASTER
OVERFLOW DRAINSEE PLUMB.
ROOF DRAIN TO BEADJUSTED IN FIELDAS REQD. TO CLEARDRILLED PIER BELOW
SEE 3/S03-01 FORINFO NOT SHOWN
1' -
2"
PONCE FUESSENG INE ERI NG
Project No. TX REG. # F-12125
Dallas, TX 752193333 Lee Parkway, Suite 475469-310-2850 www.ponce-fuess.com
DATEJOB
SHEET
ISSUES
CORGAN ASSOCIATES, INC.401 N. Houston Street
Dallas, TX 75202T: 214.748.2000 F: 214.653.8281
14246
5/15
/201
5 3:
32:3
6 P
M
S03-04
CONCRETEDETAILS
05/11/201514216.0000
S03
-04
CO
NC
RE
TE
DE
TA
ILS
1 05/11/2015 100% ISSUE FOR CONSTRUCTION
EX
IST
ING
WO
RK
MA
N J
UN
IOR
HS
NO
RT
H F
IELD
SIT
E: 7
01E
AS
T A
RB
RO
OK
BO
ULE
VA
RD
, AR
LIN
GT
ON
, TX
760
14
C O R G A N
3/4" = 1'-0"
1
3/4" = 1'-0"
2
3/4" = 1'-0"
3
3/4" = 1'-0"
5
3/4" = 1'-0"
8
TYPICAL DETAILNO SCALE
7
TYPICAL DETAILNO SCALE
12303 3/4" = 1'-0"
16
3/4" = 1'-0"
11
3/4" = 1'-0"
20 DUMPSTER SCREEN WALL
3/4" = 1'-0"
9 3/4" = 1'-0"
13
3/4" = 1'-0"
14
3/4" = 1'-0"
17
3/4" = 1'-0"
10
3/4" = 1'-0"
15
3/4" = 1'-0"
18 3/4" = 1'-0"
22
3/4" = 1'-0"
23
3/4" = 1'-0"
24
3/4" = 1'-0"
6 1
REVISIONS1 05/15/2015 ADDENDUM NO. 1
2' -
4"2'
- 0"
1' - 8"
6"
10"
8' - 0"
10"
6"
1' - 0" 8' - 8" 1' - 0"
P2 PIER - CONT VERTREINF UP INTO BEAM4 TIES 4" OC @ TOP
3#7 CONT T & B+ #4 ST @ 12" OCw/ 135° HOOKS
BB-1 CONT.
REINF & GROUT EACH CELL#5 VERT.
ELEVATION SECTION
CONTRACTOR COORDINATETOP OF GRADE BEAMS AND PIERSWITH CIVIL ELEVATIONS
4 #6(1-0/6-0)HOOKED DWLSFROM PIER, TYP.
4"
MARQUEE SIGNBY SIGN MFR.
FACE OF BRICKCLADDINGSEE ARCHL.
2 #5 VERT.
FORM FACE OFCMU PILASTER
2 #5VERT.
TYP.2" CLR.
2' -
0"
BB-1 CONT.
FACE OF BRICKCLADDINGSEE ARCHL.
#5(3-6) DWLS @ 8" O.C.
8"3'
- 0"
2 5/
8"
6" METAL STUDSBY CFS MFR
7 3/8"
T.O.C. EL. -SEE PLAN
1' - 4"
SEE 1/S03-04 FORINFO. NOT SHOWN
FACEOF BRICKCLADDINGSEE ARCHL TYP
LIGHT GAGE BOX HEADERSPAN TO REINFORCED JAMBFRAMING BY CFS MFR @WINDOWS LESS THAN 8' - 0" WIDE
LOOSE LINTELPER SCHEDSEE 17/S04-01
WINDOW HEADSEE ARCHL.TYP.
WINDOW SILLSUPPORT BY CFS MFR.
LIGHT GAGE BOX HEADERSPAN TO REINFORCEDJAMB FRAMING BY CFSMFR @ WINDOWSLESS THAN 8'-0" WIDE
1' -
0"
EQ 2' - 0" 1' - 0" 2' - 0" 1' - 0" 2' - 0" 1' - 0" 2' - 0" 1' - 0" 2' - 0" 1' - 0" 2' - 0" 1' - 0" 2' - 0" 1' - 0" 2' - 0" 1' - 0" 2' - 0" 1' - 0" 2' - 0" EQ
9
S03-0513
S03-05
C.L. PIERSEE PLAN
C.L. PIERSEE PLAN
C.L. PIERSEE PLAN
ALUMINUM SIGNSEE ARCHL.
1/2" MIN.
1/2"
MI.
FABRICATE RADIUS CUTS OFALUMINUM PLATE & WIDTH TO FITWITHIN CONSTRUCTION TOLERANCES
1'-0" D x 2'-0" L x MINIMUM WIDTH (3/4" MAX.)SLOTS TO GROUT SIGN, TYPICAL
1' - 0"
2' -
0"
MIN
1' -
0"
4 #6 CONT. T & B+ 3 #5 CONT EF+ #4 ST @6" O.C.
3" CLR TYP
PREMOLDED CHAMFEREDCONTROL JOINTS SPACEDPER ARCHL NOT TO EXCEED4' - 0" OC
CL PIER
1' - 0"
1' -
3"
FINISH GRADESEE CIVIL
TOC ELSEE ARCH'L & CIVIL
TO PIER ELSEE PLAN
LAP
SPLI
CE
48 d
b
6" 1' - 6"
2' -
0"
#4 ST @ 6" O.C.@ SLOT FOR SIGN
MIN
1' -
0"
#4 HOOKED BAR@ 6" O.C. @ SLOTFOR SIGN
PREP SIGNSURFACETO BOND W/GROUT
ALUMINUMSIGN SEE ARCHL
1' -
6"1'
- 0"
SEE 9/S03-05 FORINFO. NOT SHOWN
1'-0" D x 2'-0" Lx MINIMUM WIDTHREQD. TO GROUT SIGN3/4" MAX.
#4 ST @ 6" O.C.PER 9/S03-05BTWN SLOT FOR SIGN(2 MIN)
SEAL JOINT ALLROUND PER ARCHL
CL PIER
FINISH GRADESEE CIVIL
LAP
SPLI
CE
48 d
b
TO PIER ELSEE PLAN
TOC ELSEE ARCH'L & CIVIL
2' - 0"
10"
2' -
10"
#4(2-0/2-0) @ 12"IN ALT DIRECTION+ #4 CONT.
REINF. SEE SCHED.
EQ EQ
EL. - SEE PLAN
OVERHEAD COILINGDOOR FRAMINGSEE ARCH'L
L 3 x 3 x 1/4 CONT. W/1/2" DIA x 0'-4" HSA @12" O.C. (GALV.)
TOC EL. SLOPESSEE PLAN
12" CMU WALLPER SCHED.
#4(2-0/2-0) @ 12"+ #4 CONT.
#5(5-0) DOWELSMATCH SPACINGOF WALL VERT.REINF.
REINF. SEESCHED.
2' - 0"
8"3'
- 0"
T.O.C. EL. -SEE PLAN
T.O.P. EL. -SEE PLAN
2' -
0"
8" CMU WALLPER SCHED.
#4(2-0/2-0) @ 12"ALT. DIRECTION+ #4 CONT.
#5(5-0) DOWELSMATCH SPACINGOF WALL VERT. REINF.
REINF.SEE SCHED.
1' - 8"
8"3'
- 0"
T.O.C. EL. -SEE PLAN
2' -
0"
T.O.P. EL. -SEE PLAN
6 3/8"
2' - 0"
8"3'
- 0"
12" CMU WALLPER SCHED.
#4(2-0/2-0) @ 12"+ #4 CONT.
#5 DOWELS TO MATCHSPACING OF WALL REINF.
FACE OF BRICKSEE ARCHL.
T.O.P. EL. -SEE PLAN
T.O.C. EL. -SEE PLAN
REINF.SEE SCHED.
2' -
0"2
5/8"
6 3/8"
1' - 8"
8"3'
- 0"
8" CMU WALLPER SCHED.
#4(2-0/2-0) @ 12"+ #4 CONT.
#5 DOWELS TO MATCHSPACING OF WALL REINF.
FACE OF BRICKSEE ARCHL.
T.O.P. EL. -SEE PLAN
T.O.C. EL. -SEE PLAN
REINF.SEE SCHED.
2' -
0"2
5/8"
8"3'
- 0"
2"
CLASS B LAP SPLICESCHED BEAM TOP REINF.
T.O.C. SCREENWALL BEAM
3' -
0"
GYM FLOORT.O.C. EL. -SEE PLAN
REINFSEE SCHED
SCHED. BEAMBOT. REINF.
ADD SPLICE BARS TOMATCH SIZE &QUANTIY OF SCHEDBEAM TOP BARS
STIRRUP SPACING
1/2 SCHED. BEAM SCHED.ST. SPA.
SCREEN WALLNOT SHOWNFOR CLARITY
PONCE FUESSENG INE ERI NG
Project No. TX REG. # F-12125
Dallas, TX 752193333 Lee Parkway, Suite 475469-310-2850 www.ponce-fuess.com
DATEJOB
SHEET
ISSUES
CORGAN ASSOCIATES, INC.401 N. Houston Street
Dallas, TX 75202T: 214.748.2000 F: 214.653.8281
14246
5/15
/201
5 3:
32:3
9 P
M
S03-05
CONCRETEDETAILS
05/11/201514216.0000
S03
-05
CO
NC
RE
TE
DE
TA
ILS
1 05/11/2015 100% ISSUE FOR CONSTRUCTION
EX
IST
ING
WO
RK
MA
N J
UN
IOR
HS
NO
RT
H F
IELD
SIT
E: 7
01E
AS
T A
RB
RO
OK
BO
ULE
VA
RD
, AR
LIN
GT
ON
, TX
760
14
C O R G A N
1/2" = 1'-0"
5 MARQUEE SIGN
3/4" = 1'-0"
3
3/8" = 1'-0"
10 ENTRY SIGN ELEVATION
3/4" = 1'-0"
9 3/4" = 1'-0"
13
3/4" = 1'-0"
7
3/4" = 1'-0"
8 3/4" = 1'-0"
12
3/4" = 1'-0"
11 3/4" = 1'-0"
15
3/4" = 1'-0"
16
1
1
1
REVISIONS1 05/15/2015 ADDENDUM NO. 1
B9
BL
42' - 8"
15' -
6"
4' -
0"7'
- 6"
4' -
0"
16' - 4" 2' - 6" 5' - 0" 2' - 6" 16' - 4"
2' -
0"21
' - 6
"17
' - 6
"3'
- 10
"
2' -
0"11
' - 4
1/2
" 2' -
0"
16' - 11" 22' - 0" 20' - 10" 22' - 0" 2' - 0"
2' - 0" 2' - 0" 2' - 0" 2' - 0" 2' - 0" 2' - 0" 2' - 0"
2' -
0"21
' - 6
"12
' - 5
1/2
"2'
- 0"
8"2'
- 0"
2' -
0"
2' -
0"2'
- 0"
2' -
0"
2' - 0" 2' - 0"
2' -
0"
2' - 0" 2' - 0"
10' - 5" 10' - 5"
2' -
0"2'
- 0"
2' - 0" 2' - 0"
95' - 6"P6
95' - 0"P4 95' - 0"
P4
95' - 0"P4
95' - 0"P4
95' - 0"P4
95' - 0"P4
95' - 0"P4
95' - 0"P4
TOC 101' - 4 1/8"
TOC 101' - 3 1/8"
TOC 101' - 1 1/2"
TOC 101' - 0 1/2"
TOC 101' - 7 5/8"
TOC 102' - 2 1/2" TOC 102' - 2 1/2"
TOC 101' - 3 3/4"04
S03-12
04
S03-12
02
S03-12
02
S03-12
03
S03-12TYP
05
S03-12
TYP
07
S03-12
07
S03-12
08
S03-12COURTYARDCANOPY COLUMNSSEE MFR. (5 TOTAL)
SEE CIVIL FORCOURTYARD STEPSAND FLATWORK
06
S03-12
TYP. @CANOPYCOLUMNS(5 TOTAL)
96' - 4"P1
96' - 4"P1
96' - 4"P1
96' - 4"P1
96' - 4"P1
96' - 4"P1
2' -
0"2'
- 0"
2' -
0"2'
- 0"
2' - 0" 19' - 4" 19' - 4" 2' - 0"
4"VA
RIE
S
MIN
.
8"2'
- 0"
8" 8"
T.O.C. EL. -SEE PLAN
CLR3"
CLR3"
FINISHGRADE EL. -SEE CIVIL
GEOFOAM RIGIDINSULATION,SEE GENERAL NOTES
PREMOLDEDCHAMFEREDCONTROL JOINTSSPACED PER ARCHL.NOT TO EXCEED4'-0" O.C.
4 #7 CONT. T & B+ #4 @ 12" O.C.
#4 VERT.
@ 12" O.C.0-8
T.O. PIER EL. -SEE PLAN
2" C
LR
3 #4 CONT.
#4 @ 12" O.C. HORIZ.(2 MIN. EA. FACE)
#4(2-6/2-0) @ 12" O.C.
2' - 6"
CL PIER
LAP
SPLI
CE
48 d
b
STD ACI HOOK
6"
DOWELS TO MATCH SIZE& SPACING OF PIER REINF
4"VA
RIE
S
MIN
.
8"2'
- 0"
8" 8"
T.O.C. EL. -SEE PLAN
CLR3"
CLR3"
FINISHGRADE EL. -SEE CIVIL
GEOFOAM RIGIDINSULATION,SEE GENERAL NOTES
PREMOLDEDCHAMFEREDCONTROL JOINTSSPACED PER ARCHL.NOT TO EXCEED4'-0" O.C.
7 #7 CONT. T & B+ #4 @ 12" O.C.(4 LEGS)
#4 VERT.
@ 12" O.C.0-8
T.O.P. EL. -SEE PLAN
2" C
LR
4 #4 CONT.
#4 @ 12" O.C. HORIZ.(2 MIN. EA. FACE)
#4(2-6/2-6) @ 12" O.C.
4' - 0"
LAP
SPLI
CE
48 d
b
6"
STD ACI HOOK
DOWELS TO MATCH SIZE& SPACING OF PIER REINF
2' - 0" 2' - 0"
C.L. PIER & PILASTER
C.L
. PIE
R &
PIL
ASTE
R
2"
2' -
0"2'
- 0"
2"C
ON
T. G
RAD
E BE
AMST
IRR
UP
SPAC
ING
CO
NT.
GR
ADE
BEAM
STIR
RU
P SP
ACIN
G #4 TIES @ 6" O.C.
4 #8 VERT.
EDGE OFFOOTINGABOVE
CONT. GRADE BEAMREINF. THRU PILASTER
DRILLED PIERBELOW
5 #8 T & B@ 6" O.C.
2' - 0" 2' - 0"
2"C.L. PIER & PILASTER
C.L
. PIE
R &
PIL
ASTE
R
2"
2' -
0"2'
- 0"
CO
NT.
GR
ADE
BEAM
STIR
RU
P SP
ACIN
G
CONT. GRADE BEAMSTIRRUP SPACING
#4 TIES @ 6" O.C.4 #8 VERT.
EDGE OF FOOTINGABOVE. TYP.
CONT. GRADE BEAMREINF. THRU PILASTER
DRILLED PIERBELOW
5 #8T & B@ 6" O.C.EA. WAY
4"VA
RIE
S
FOO
TIN
G
1' -
4"
GR
ADE
BEAM
3' -
0"
1/2" 4' - 0"
8" 1' - 0"
BASE PLATE &ANCHOR RODBY CANOPY MFR
PREMOLDEDCHAMFEREDCONTROL JOINTSSPACED PER ARCHL.NOT TO EXCEED4'-0" O.C.
CONT FTGREINF SEE 10/S05-09
DOWELS TO MATCHVERT PIER REINF.SIZE & SPACING W/STD ACI HOOK
CANOPY COLUMNBY MFR
SEE 07/S03-12 FORINFO. NOT SHOWN
PILASTER TIES
6"
T & B PILASTERBARS
ADD. VERT. BARS
48 d
b LA
P SP
LIC
E4"
VAR
IES
FOO
TIN
G
1' -
4"
GR
ADE
BEAM
3' -
0"
GRADE BEAM
2' - 0"
1/2" 4' - 0"
8" 1' - 0"
4 #8 CONT. T & B3 #5 MID. E.F.+ #4 ST @ 12" O.C.
#4 @ 12" O.C.
4 #5 CONT. T & B
#4 T & B@ 12" O.C.
#4(2-6/2-0) @ 12" O.C.+ #4 CONT.
GEOFOAM RIGIDINSULATION,SEE GENERAL NOTES
PREMOLDEDCHAMFEREDCONTROL JOINTSSPACED PER ARCHL.NOT TO EXCEED4'-0" O.C.
ALUMINUM SKATEBOARD GUARDSSEE ARCH'L
2 #4 @ 12" OC HORIZ.(2 MIN. EA. FACE)
#4 @ 12" O.C. HORIZ.(2 MIN)
#4 VERT. AT 12" OC
0-8
#4(2-6/2-0) @ 12" O.C.+ 2 #4 CONT.
CABLE RAIL POSTSEE ARCHL.
#4 @ 12" O.C.VERT.
#4 @ 12 OC
4 #4 CONT.
8 3/
4"
SITE FLATWORKSEE CIVIL
4 #5 CONT.
MIN8"
1' -
4"SEE 07/S03-12 FORADDITIONAL INFO.
1' - 0"
2' - 11"
MIN.4"
CABLE RAILSEE ARCHL.
BASE PLATE &ANCHOR RODBY CANOPY MFR
DOWELS TO MATCHVERT PIER REINF.SIZE & SPACING W/STD ACI HOOK
T & B PILASTERBARS
48 d
b LA
P SP
LIC
E
3' -
0"VA
RIE
S
T.O.P. EL. -SEE PLAN
PAVING AND FINISHGRADE - SEE CIVIL
PONCE FUESSENG INE ERI NG
Project No. TX REG. # F-12125
Dallas, TX 752193333 Lee Parkway, Suite 475469-310-2850 www.ponce-fuess.com
DATEJOB
SHEET
ISSUES
CORGAN ASSOCIATES, INC.401 N. Houston Street
Dallas, TX 75202T: 214.748.2000 F: 214.653.8281
14246
5/15
/201
5 3:
32:4
3 P
M
S03-12
COURTYARDFOUNDATIONPLAN ANDDETAILS
05/11/201514216.0000
S03
-12
CO
UR
TY
AR
D F
OU
ND
AT
ION
PLA
N A
ND
DE
TA
ILS
1 05/11/2015 100% ISSUE FOR CONSTRUCTION
EX
IST
ING
WO
RK
MA
N J
UN
IOR
HS
NO
RT
H F
IELD
SIT
E: 7
01E
AS
T A
RB
RO
OK
BO
ULE
VA
RD
, AR
LIN
GT
ON
, TX
760
14
C O R G A N
1/8" = 1'-0"
01 COURTYARD FOUNDATION PLAN
3/4" = 1'-0"
02 3/4" = 1'-0"
04
3/4" = 1'-0"
03 3/4" = 1'-0"
05
3/4" = 1'-0"
06
3/4" = 1'-0"
07
3/4" = 1'-0"
08
1
1
1
3/4" = 1'-0"
9
1
1
1
1
1
1
1
REVISIONS1 05/15/2015 ADDENDUM NO. 1
BF.1BF
BF.1BF
L5x3x5/16 (LLV) CONT.w/ 5/8" DIA. ANCHORBOLTS @ 32" O.C.
BB-1 CONT.
BB-1 CONT.
JOIST CONN. PER 7/S04-01
GR
OU
T SO
LID
L5x3x5/16 (LLV) CONT.w/ 5/8" DIA. ANCHORBOLTS @ 32" O.C.
BB-1 CONT.
BB-1 CONT.
8" CMU
GR
OU
T SO
LID
BB-1 CONT.
EMBED - SEE 7/S04-01
CUT BLOCKAS NEEDED
2 #4 CONT.
JOISTBEYOND
PROVIDE SHEAR COLLECTORSIZE PER __/S05-02 WHERE NOTEDON PLAN, WELD TO ROOF DECK ASTYPICAL SUPPORT CONDITIONTUBE IS DISCONT. AT JOIST SEATS
L5x5x5/16 CONT.w/ 5/8" DIA. ANCHORBOLTS @ 32" O.C.
BB-2 CONT.
BB-2 CONT.
JOIST BRG.CONN.PER 7/S04-01
TOS EL. -SEE PLAN GC COORD. PIPE
LOCATIONS WITHPLUMBING TO BEABOVE BOT. CHORD
P PDESIGN JOIST FOR ADDNL.CONCENTRATED LOAD P-SEE PLAN FOR LOADING
GR
OU
T SO
LID
L5x5x5/16 CONT.w/ 5/8" DIA. ANCHORBOLTS @ 32" O.C.
BB-2 CONT.
BB-4 CONT.STEP AS REQD.
TOS EL. -SEE PLAN
GR
OU
T SO
LID
L5x3x5/16 (LLV) CONT.w/ 5/8" DIA. ANCHORBOLTS @ 32" O.C.
BB-2 CONT.JOIST CONN.PER 7/S04-01
12" CMU WALL
TOS EL. -SEE PLAN
GR
OU
T SO
LID
FACE OF BRICKSEE ARCHL.
GR
OU
T SO
LID
L5x3x5/16 (LLV) CONT.w/ 5/8" DIA. ANCHORBOLTS @ 32" O.C.
BB-2 CONT.STEP AS REQD.
12" CMU WALL
TOS EL. -SEE PLAN
FACE OF BRICKSEE ARCHL.
HSS2 1/2x2 1/2x1/4CONT.
CUT CMU BLOCKAS REQD.
BB-1 CONT.
2 #4 CONT.
E1 @ 32" O.C.
WELD TO DECK AS TYPICALSUPPORT CONDITION - SEEGENERAL NOTES. 2-12
2-12
BB2 ABOVE AND BELOWACOUSTIC PANEL - PROVIDE4'-0" SPLICE @ HORIZ. REINF.
SEE
WAL
L EL
EVAT
ION
ACO
UST
IC B
LOC
K
EXTERIOR BRICK -WHERE APPLICABLE
SPLI
CE
LEN
GTH
, TYP
.
SEE
GEN
. NO
TES
FOR
ACOUSTIC BLOCK - SEE ELEVATION FOR DIMS.
ACOUSTIC BLOCK WITH 8" CMUCELL FULLY GROUTED & REINF.w/ #5 VERT @ EA. END & 32" O.C.MAX
EXTERIOR BRICK WALL - WHEREAPPLICABLE. SEE ARCH.
GROUT AND REINF. PER CMU WALL ELEVATIONS AND SCHEDULE
NOTES:1. SEE GEN. NOTES FOR ADDNL. INFORMATION2. SEE TYPICAL DETAILS FOR PLACEMENT OF REINFORCING & ADDNL. REQUIREMENTS.3. SEE ARCH FOR INFORMATION ABOUT ACOUSTIC BLOCK.
SOLI
D G
RO
UT
2' -
0"
SOLID GROUT
2' - 0"
7 #5 VERT.
TYPICAL SCHED.VERT. WALL REINF.
#3(1-6/1-6)TYPICAL CORNERBAR @ 16" O.C.
SOLI
D G
RO
UT
2' -
0"
SOLID GROUT
2' - 0"
7 #5 VERT.
TYPICAL SCHED.VERT. WALL REINF.
#3(1-6/1-6)TYPICAL CORNERBAR @ 16" O.C.
MIN.
2' - 0"
MIN.
2' - 0"TYP. SCHED.VERT. WALLREINF.
WP4#3 TIES @ 16" O.C.
C.L. PIER -SEE PLAN2 #5 VERT.
EA. CELL(12 TOTAL)FULL WALL HT.
SOLID GROUTWALL PIERFULL WALL HT.
MIN.
2' - 0"
MIN.
2' - 0"
TYP. SCHED.VERT. WALLREINF. WP4A
C.L. PIER -SEE PLAN1 #5 VERT.
EA. CELL(6 TOTAL)FULL WALL HT.
SOLID GROUTWALL PIERFULL WALL HT.
4' -
0"
4' - 0"
4' -
0"
4' - 0"
WP4C
#3(2-6/2-6)CORNER BARS@ 16" O.C.
#3(2-6/2-6)CORNER BARS@ 16" O.C.
SOLID GROUTWALL PIERFULL WALL HT.
SOLID GROUTWALL PIERFULL WALL HT.
FACE OF WALLOPENING BELOW
FACE OF WALLOPENING BELOW
TYP. SCHED.VERT. WALLREINF. ABOVEOPNG. BELOW
2 #5 VERT. EA. CELL(19 TOTAL) FULL WALL HT.
2 #5 VERT. EA. CELL(19 TOTAL) FULL WALL HT.
#3 TIES @ 16" O.C.
#3 TIES @ 16" O.C.
TYP. SCHED.VERT. WALLREINF. ABOVEOPNG. BELOW
CAN
OPY
SOLI
D G
RO
UT
@
BB-1CONT.
BB-1CONT.
L3x3x1/4 CONT.(GALV)
1 1/2 " METALROOF DECK
CANOPYFASCIA &SOFFITSEE ARCHL
3/16
HSS 5x5 (GALV.)SEE PLAN
1" JOINTBETWEENBRICK &HSS 5x5
1/4
3/16
PL.1/2"x13"x13" (GALV)W/ (4) 3/4" DIA. EPOXYANCHORS @ 9" GA.W/ 6" EMBED.
BB-1 CONT.
BB-1CONT.
FACE OF BRICKSEE ARCHL.
PLAN VIEW
VERT. REINF., TIESAND CORNER BARSPER 15/S04-02
BENT PL.3/8"x8"x12"x1'-4"W/ (4) 3/4" DIA. x 0'-6" HSA
6"
3"
C.L. WF BEAM
PLAN
SEE
SEE 16/S04-01FOR BEAM TOEMBED DETAIL
PLAN VIEW
VERT. REINF., TIESAND CORNER BARSPER 15/S04-02
BENT PL.3/8"x8"x12"x2'-8"W/ 4 ROWS OF 2 #6(4-0) A706+ (4) 3/4" DIA. x 0'-6" HSA
6"
3"
C.L. WF BEAM
PLAN
SEE
SEE 22/S04-02FOR BEAM TOEMBED DETAIL
BOND BEAMPER 21/S04-02
4 1/2"
3"
4 1/2"
L5x5x5/16 CONT.w/ 5/8" DIA. ANCHORBOLTS @ 32" O.C.
BB-2 CONT.
BB-6 CONT.STEP AS REQD.
TOS EL. -VARIESSEE PLAN
GR
OU
T SO
LID
5"8"
8"8"
3"
4"8"
8"8"
4"
BON
D B
EAM
DEP
TH
T.O.S. EL. -SEE PLAN
3" 6"
3"1
1/2"
1 1/
2"3"
1/2" BENT PL.
C.L
. WF
BEAM
8 #6(4-0) A7061/2
TYP
1' - 6"
2" E.J.
6"
8" CMU SOLID GROUTFIREWALL, SEE ARCHL.
FIRE DOOR FRAMESEE ARCHL.
BOND BEAM PERSCHEDULE
BB-1 CONT.
10"
BENT PL.3/16"x3"x9" CONT.
L5x3x1/4 CONT.
3/16TYP
SEE 21/S05-01@ EA JOIST TYP.
PL 3/16"x8" CONT.W/ 5" HORIZ @ 2'-0" OC.W/ 3/4" DIA A325N BOLTFINGER TIGHTEN NUT,LOOSEN 1/2 TURN, ANDTACK WELD NUT TO BOLT
4 1/2" 3 1/2"
ZINC ALLOY ORALUMINUM BREAKAWAY FIREWALL ANCHORS
1' - 6"
2" E.J.
6"
8" CMU SOLID GROUTFIREWALL, SEE ARCHL.
BB-1 CONT.
10"
BENT PL.3/16"x3"x9" CONT.
L5x3x1/4 CONT.
3/16TYP
SEE 23/S04-02
SEE 21/S05-01 @ EA JOISTTYP.
3/16 2-12
L6x6x5/16x0'-8" W/3/4" DIA. EPOXY ANCHORW/ 6" EMBED @ TOP OFPOST AND MIDHEIGHT
3/16 2-12
8" CMU WALL
SEE ARCHL.FOR GATE
HSS POSTSEE ARCHL.
FACE OF BRICKCLADDING,SEE ARCHL.
PONCE FUESSENG INE ERI NG
Project No. TX REG. # F-12125
Dallas, TX 752193333 Lee Parkway, Suite 475469-310-2850 www.ponce-fuess.com
DATEJOB
SHEET
ISSUES
CORGAN ASSOCIATES, INC.401 N. Houston Street
Dallas, TX 75202T: 214.748.2000 F: 214.653.8281
14246
5/15
/201
5 3:
32:4
9 P
M
S04-02
MASONRYDETAILS
05/11/201514216.0000
S04
-02
MA
SO
NR
Y D
ET
AIL
S
1 05/11/2015 100% ISSUE FOR CONSTRUCTION
EX
IST
ING
WO
RK
MA
N J
UN
IOR
HS
NO
RT
H F
IELD
SIT
E: 7
01E
AS
T A
RB
RO
OK
BO
ULE
VA
RD
, AR
LIN
GT
ON
, TX
760
14
C O R G A N
3/4" = 1'-0"
1
3/4" = 1'-0"
2
3/4" = 1'-0"
3
3/4" = 1'-0"
5
3/4" = 1'-0"
6
3/4" = 1'-0"
7
3/4" = 1'-0"
8
3/4" = 1'-0"
9
3/4" = 1'-0"
11
3/4" = 1'-0"
16
3/4" = 1'-0"
13 TYPICAL 12" CMU CORNER DETAIL
3/4" = 1'-0"
20
3/4" = 1'-0"
15
3/4" = 1'-0"
17
3/4" = 1'-0"
18
3/4" = 1'-0"
19
3/4" = 1'-0"
21
3/4" = 1'-0"
22
3/4" = 1'-0"
23
3/4" = 1'-0"
24
3/4" = 1'-0"
10
1
1
REVISIONS1 05/15/2015 ADDENDUM NO. 1
BA AK
AB
AB
AG
AG
BL
BF.1BF
B8
B9
BENT PL.5/16"x6 1/2"x3" (LLV) CONT.W/ 1/2" DIA. x 2'-6" DBA @ 16" O.C.
FACE OF BRICKVENEER,SEE ARCHL.
6" METAL STUDSBY CFS MFR.
VERT. SLIDE CLIP@ EA. CFS MEMBER
4 5/8"
4"
1" 6 1/
2"
3/16 2-12
3/16 2-12
6" METAL STUDSBY CFS MFR.
VERT. SLIDE CLIPBY CFS MFR.
CONN. TO COLUMNPER _______
4 5/8"
FACE OF BRICKVENEER,SEE ARCHL.
1"
5 1/2"
6" METAL STUDSBY CFS MFR.
BENT PL.5/16"x6 1/2"x11" CONT.W/ 1/2" DIA. x 3'-0" DBA @ 16" O.C.
T.O.C. EL. -SEE PLAN
L3x3x1/4 CONT.
3/16 2-12
6 1/
2"
T.O.S. EL. - VARIESSEE PLAN
METAL PANELCLADDING,SEE ARCHL.
L6x6x3/8T & B, TYP.
PL.-1/4" STIFFENER@ COLUMN WEBCENTERLINE
5/16
5/16 4" MIN.
TYP.TOHSS
5/16
TYP.TOHSS
MIN.5"
BENT PL.5/16"x6 1/2"x3" (LLV) CONT.W/ 1/2" DIA. x 2'-6" DBA @ 16" O.C.
FACE OF BRICKVENEER,SEE ARCHL.
6" METAL STUDSBY CFS MFR.
VERT. SLIDE CLIP@ EA. CFS MEMBER
4 5/8"
4"
1" 6 1/
2"
4"BENT PL. 5/16"x6 1/2"x3" (LLV) CONT.W/ 1/2" DIA. x 2'-6" DBA @ 16" O.C.
WINDOW WALLSEE ARCHL.
LATERAL CONN.@ FLOOR LEVELBY WINDOW WALLMFR.
CLR
.1"
1' - 6"
2" E.J.
6"
NOTCH FOR E.J.COVER, SEE ARCHL.
6 1/
2"
T.O.C. EL. -SEE PLAN
BENT PL.5/16" x h x 0'-5" CONT.W/ #4(2-6) A706 GR60BEND AS SHOWN
h
3/16 2-12
3/16 2-12BENT PL.3/8" x h x 1'-5" CONT.W/ #4(3-6) A706 GR60BEND AS SHOWN
1"
3"
5" 5"
1"
3/8TYP
STAIR STRINGER -SEE PLAN
1/4" BENT PL. CONT.W/ #4(2-0) DBA @ 12" O.C.SEE ________
SEE PLAN
MC9X23.9 x AS REQD.@ EA. STRINGER
6 1/
2"
STAIR STRINGERSEE PLAN
L3 1/2x3 1/2x1/4CONT., TYP.
L3X3X1/4 @ EA.SIDE OF BEAM
C6X8.2 @ EA.STRINGER
DECK TYPE FASEE GENERALNOTES
PL-1/2"x3" VERT. RAILING-SEE ARCH.WELD TO BENT PLATESEE GENERAL NOTES FOR EXPOSEDSTRUCTURAL STEEL FRAMING
SEE PLAN
L3x3x3/16 W/1/4" PL. @8'-0" O.C.
L3x3x3/16 CONT.
GRAVITYCONNECTION
3/8" STIFF. PL.@ 8'-0" O.C.
3/8" BENT PL. W/#4(3-0) DBA @ 18" O.C.
2"
TOS 114' - 5 3/4"
11 1/8"1 5/8"
WINDOW WALLSEE ARCHL.
FACE OF METALCLADDINGSEE ARCHL.
HSS12x6 BEAMSEE PLAN
WINDOW WALLSEE ARCHL.
WINDOW WALLSEE ARCHL.TYP.
FACE OF METALCLADDINGSEE ARCHL.
3"
L5x3x1/4 (LLH)CONT. (GALV)
3/16 2-12TYP
HSS18x6 BEAMSEE PLAN
T.O.C. EL. - SEE PLAN
BENT PL.5/16"x6 1/2"x2" (LLV) CONT.W/ 1/2" DIA. x 2'-6" DBA @ 16" O.C.
HSS8x6SEE PLAN
1/4
1"
3/16
L3x3x1/4CONT.(GALV.)
PL 3/16"(GALV.)
CANOPYFASCIA &SOFFITSEE ARCH
1 1/2" METALROOF DECK
L3x3x1/4CONT.(GALV.)
3/16
PL3/8"x6"x8" (GALV.)
HSS5x5 (GALV.)SEE PLAN
T.O.S. EL.-SEE PLAN
1"
3/16
3/16
WINDOW WALLSEE ARCHL.TYP.
FACE OF METALCLADDINGSEE ARCHL.
5"
T.O.C. EL. - SEE PLAN
BENT PL.5/16"x6 1/2"x4" (LLV) CONT.W/ 1/2" DIA. x 2'-6" DBA @ 16" O.C.
HSS8x8 (GALV.)SEE PLAN
1/4
1"
HSS6x6x1/4CONT.
L5x3x1/4 CONT.(GALV.)
3/16 2-12
3/16 2-12
SEE 9/S05-04FOR ADD'L INFO
1"
TOS EL SEE PLAN
11"
3/16 2-12
3/16 2-12
1"
HSS18x6 BEAMSEE PLAN
T.O.C. EL. - SEE PLAN
HSS8x6 HORIZ.
HSS6x6 VERT.SEE PLAN
L3x3x1/4x0'-6"TYP.
3/16
3/16
1"
L8x6x1/2x0'-6" EA. SIDEOF VERT. HSS6x6 W/(2) - 3/4" DIA. A325 THRUBOLTS, PROVIDE VERT.SLOT IN HSS6x6 VERT.
2"3"
2"
3"3"
3/16
1"
1" J
OIN
T
FACE OF BRICKCLADDING,SEE ARCHL.
FACE OF BRICKVENEER,SEE ARCHL.
SEE 1/S05-04 FORADDITIONAL INFO.
SCHED. COLUMN
HSS6x6 HORIZ.ABOVE WINDOW
L6x4x5/16x0'-6" (LLH)TYP.
HSS6x6 HORIZ.BELOW WINDOW
L6x4x5/16x0'-6" (LLH)TYP.
3/16TYP
3/16TYP
3/16TYP
WINDOW,SEE ARCHL.
FACE OF BRICKVENEER,SEE ARCHL.
SEE 1/S05-04 FORADDITIONAL INFO.
HSS6x6 HORIZ.ABOVE WINDOW
HSS6x6 HORIZ.BELOW WINDOW
WINDOW,SEE ARCHL.
BEAM BEYOND
L6x4x5/16x0'-6"W/ 2" VERT. SLOT
3"3"
3"3"
3/4" DIA. A36 WELDEDTHREADED STUD
L6x4x5/16x1'-2" (LLV)W/ 2" VERT. SLOT
L3x3x1/4x0'-6", TYP.
HSS6x6 VERT.SEE PLAN
3/16TYP
3/16TYP
3/16TYP
WINDOW WALLSEE ARCHL.TYP.
FACE OF METALCLADDINGSEE ARCHL.
4"
T.O.C. EL. - SEE PLAN
BENT PL.5/16"x6 1/2"x3" (LLV) CONT.W/ 1/2" DIA. x 2'-6" DBA @ 16" O.C.
HSS8x8 (GALV.)SEE PLAN
1"
6" 5"
3' -
6"
5' - 6"
W16 BEAM BEYOND
CAP PL.3/8"x6"x1'-0"
1/4
1/4
1/4" STIFF.PL.
HSS3x3x3/16 BRACE @HSS VERT. HANGERSEE PLAN FOR LOCATION.SLOT TUBE @ ENDS FORCONN.
1/4
L6x6x5/16, SPANBTWN BEAMS,WELD TO UNDERSIDEOF BEAM TOP FLANGE
1"
3/16TYP
1/4" END PL.
(2) L2x2x1/4x1'-4"ONE EA. SIDE OF HSS
3/16
1/4
HSS6x3x3/16 VERT.HANGER
6 1/
2"
SEE 17/S05-04FOR ADDL. INFO.
11"
1"
T.O.S. EL. -SEE PLAN
PL.1/4", TYP.
WINDOW WALLSEE ARCHL.TYP.
FACE OF METALCLADDINGSEE ARCHL.
4"
T.O.C. EL. - SEE PLAN
BENT PL.5/16"x6 1/2"x3" (LLV) CONT.W/ 1/2" DIA. x 2'-6" DBA @ 16" O.C.
HSS8x8 (GALV.)SEE PLAN
1" 6 1/
2"
1"
HSS4x4x1/4 CONT.
L5x3x1/4x0'-5"@ EA. C4 VERT.
3/16 2-12
L5x5x1/4 CONT.
3/16 2-12
3/16
3/16
C6x8.2 VERT. @6'-0" O.C. MAX. SPA.INFILL W/ 6" METALSTUDS BY CFS MFR.
11"
1"
T.O.S. EL. -SEE PLAN
PL.3/8"x6"x8" (GALV.)
L3x3x1/4 CONT.(GALV.)
1 1/2" METALROOF DECK
HSS5x5 (GALV.)SEE PLAN
PL.3/16" (GALV.)
CANOPYFASCIA &SOFFITSEE ARCHL.
3/16
3/16
3/16
1/4
3/16
3/16
FACE OF BRICKVENEER,SEE ARCHL.
SEE 1/S05-04 FORADDITIONAL INFO.
HSS6x6 HORIZ.ABOVE WINDOW
HSS6x6 HORIZ.BELOW WINDOW
WINDOW,SEE ARCHL.
4' - 0"
4' -
0"
2"6
1/2"
L3x3x1/4 BRACE
WF BEAMBEYOND
C6x8.2 VERT. @6'-0" O.C. MAX. SPA.INFILL W/ 6" METALSTUDS BY CFS MFR.
6" METAL STUDSBY CFS MFR.
JOIN
T1/
2"
L6x4x5/16 (LLH)CONT.
3/16 2-12
3/16 2-12
L3x3x1/4x0'-6"
3/16
3/16 2-12
3/16 2-12
L5x3x1/4x0'-5" @EA. C6 VERT.
6" METAL STUDSBY CFS MFR.
3/16
3/16
T.O.C. EL. - SEE PLAN
1/4
L5x5x1/4, SPANBTWN BEAMS,WELD TOUNDERSIDEOF BEAM TOPFLANGE
3/16TYP
B.O.S. LINTEL EL. -SEE ARCHL.
HSS12x6 (LO)SEE PLAN
FACE OF BRICKCLADDING,SEE ARCHL.
6" METAL STUDSSEE ARCHL.
L6x4x5/16 CONT.
3/16 2-12
T.O.S. EL. -111' - 1"
T.O.S. EL. -114' - 7 3/4"
DEEP LEG SLIPTRACK CONN.
FACE OF BRICKCLADDING,SEE ARCHL.
5 7/8" 5 7/8"
T.O.S. EL. -109' - 6 3/4"
DEEP LEG SLIPTRACK CONN.
HSS12x6 (HI)SEE PLAN
HSS8x6 (LO)SEE PLAN
T.O.S. EL. -109' - 4 3/4"
T.O.S. EL. -114' - 5 3/4"
HSS8x6 (HI)SEE PLAN
HSS12x6 (LO)SEE PLAN
LL3x3x5/16x0'-6"TYP.
3/16TYP
1' - 6"
2" E.J.
6"
6 1/
2"
T.O.C. EL. -SEE PLAN
BENT PL.3/8"x6 1/2"x1'-5" CONT. W/1/2" DIA. x 3'-6" DBA @ 12" O.C.
1"
BB-1 CONT.
8" CMU SOLID GROUTFIREWALL, SEE ARCHL.
L5x3x1/4 CONT.
3/16
FIRESAFE JOINTSEE ARCHL.
3/16 2-12
BM GAGE
ZINC ALLOY ORALUMINUM BREAKAWAY FIREWALLANCHORS
SEE 23/S04-02
1"
5 1/2"
6" METAL STUDSBY CFS MFR.
BENT PL.5/16"x6 1/2"x11" CONT.W/ 1/2" DIA. x 3'-0" DBA @ 16" O.C.
T.O.C. EL. -SEE PLAN
L3x3x1/4 CONT.DECK SUPPORT(GALV.)
3/16 2-12
6 1/
2"
T.O.S. EL. - VARIESSEE PLAN
METAL PANELCLADDING,SEE ARCHL.
HSS6 x 3 1/2 x 5/16 CONT.
3/16 2-12
WINDOWSEE ARCH.
HSS14x14SEE PLAN
METAL STUDSSEE ARCHL.
VERT. DEEP LEGSLIP TRACK
L3x3x1/4 CONT.
FACE OF BRICKCLADDING,SEE ARCHL.
6" METAL STUDSBY CFS MFR.
PONCE FUESSENG INE ERI NG
Project No. TX REG. # F-12125
Dallas, TX 752193333 Lee Parkway, Suite 475469-310-2850 www.ponce-fuess.com
DATEJOB
SHEET
ISSUES
CORGAN ASSOCIATES, INC.401 N. Houston Street
Dallas, TX 75202T: 214.748.2000 F: 214.653.8281
14246
5/15
/201
5 3:
32:5
4 P
M
S05-04
STEEL DETAILS
05/11/201514216.0000
S05
-04
ST
EE
L D
ET
AIL
S
1 05/11/2015 100% ISSUE FOR CONSTRUCTION
EX
IST
ING
WO
RK
MA
N J
UN
IOR
HS
NO
RT
H F
IELD
SIT
E: 7
01E
AS
T A
RB
RO
OK
BO
ULE
VA
RD
, AR
LIN
GT
ON
, TX
760
14
C O R G A N
3/4" = 1'-0"
1
3/4" = 1'-0"
8
3/4" = 1'-0"
5
3/4" = 1'-0"
12
3/4" = 1'-0"
2
3/4" = 1'-0"
7 3/4" = 1'-0"
3
3/4" = 1'-0"
14
3/4" = 1'-0"
15
3/4" = 1'-0"
11
3/4" = 1'-0"
6
3/4" = 1'-0"
9
3/4" = 1'-0"
10
3/4" = 1'-0"
16
3/4" = 1'-0"
13
3/4" = 1'-0"
19
3/4" = 1'-0"
20
3/4" = 1'-0"
17
3/4" = 1'-0"
21
3/4" = 1'-0"
22
3/4" = 1'-0"
23
3/4" = 1'-0"
24
3/4" = 1'-0"
4
1
1
REVISIONS1 05/15/2015 ADDENDUM NO. 1
CF
C9
CA
B8
B9C6
B9
BA AK
BF.1BF
BF.1BF
B8
B8
L4x3x1/4 (LLH) CONT.
VERT SLIDE CLIP @EA CFS MEMBER
4 5/8"
6" METAL STUDSBY CFS MFR.
JOISTSEE PLAN
T.O.S. EL.-SEE PLAN
3/16
3/16
4"
FACE OF BRICKVENEER,SEE ARCHL.
L4x3x1/4 (LLH) CONT.
VERT SLIDE CLIP @EA. CFS MEMBER
4 5/8"
6" METAL STUDSBY CFS MFR.
T.O.S. EL.-SEE PLAN
3/16 2-12
3/16 2-12
4"
FACE OF BRICKVENEER,SEE ARCHL.
8 1/2"
6" METAL STUDBY CFS MFR.
BENT PL.5/16"x3"x8" (LLH) CONT.
3/16 2-12
3/16 2-12
3/16 2-12
VERT. SLIDECLIP @ EA.CFS MEMBER
HSS5x4x1/4CONT.
SEAT5"
JOIS
T
8"
9 1/8"
9"
BENT PL.1/4"x3"x9" (LLH) CONT.
3/16
6" METAL STUDBY CFS MFR.
VERT. SLIDECLIP @ EA.CFS MEMBER
3/16
3" METAL ROOFDECK
1/2" 2"3" METALROOF DECK
1 1/2" METALROOF DECK
3/16 2-12
HSS2 1/2x2 1/2x1/4 CONT.BTWN. JOIST SEATS
HSS5x4x1/4 CONT.BTWN. JOIST SEATS
3/16 2-12
PL.1/2"x10" CONT.
1/4 2-12
WF BEAMSEE PLAN
2 1/2" JOISTBEARING SEAT
5" JOISTBEARING SEAT
HSS4x4x5/16 CONT.
6" METAL STUDSBY CFS MFR.
L3x3x1/4 CONT.
C12x20.7 CONT.
DESIGN EA. JOISTFOR ADDL. DEADLOAD 2 KIPS
METAL PANELCLADDING,SEE ARCHL.
3/16
BRACE TOP CHORDAS REQD. PER 18/S05-02
9 1/8" @ 7B
7 5/8" @ 78 1/2" @ 7A
L3x3x1/4 CONT.
METAL PANELCLADDING,SEE ARCHL.
6" METAL STUDSBY CFS MFR.
3/16
C6x8.2 @ 4'-0" O.C.
C6x8.2 CONT.
3/16
3/16
C.L. JOISTSEE PLAN
ADDL. DEAD LOAD 1.5 KIPS@ EA. C6x8.2 FOR DESIGNOF JOIST
CALCULATING JOIST LOAD1' - 0" FOR PURPOSE OF
L4x3x1/4 (LLH) CONT.
VERT SLIDE CLIP @EA. METAL STUDBY CFS MFR.
4 5/8"
6" METAL STUDSBY CFS MFR.
CONN. PER ________
3" 3"COPE WEB @ WT FRAMING- TOP FLANGE CONTINUOUS
WT CONT. BTWN. JOISTS. DO NOTSPLICE. SEE PLAN FOR LOCATION
1/2"
JO
INT
1' -
0"5 1/2"
C6x8.2 VERT. @6'-0" O.C. MAX. SPA.AND AT EA. END OFWINDOWS, INFILL W/6" METAL STUDSBY CFS MFR.
3/16
3/16
L2 1/2x2 1/2x1/4BRACE @ EA.C6 VERT.
L5x3x1/4 (LLV)@ EA. C6 VERT.COPE VERT. LEG@ BEARINGON BEAM/JOIST
PROVIDE METALROOF DECK EDGECONNECTORS@ 6" O.C.
L5x3x1/4x0'-5"@ EA. C6 VERT.
3/16TYP
L4x3x1/4 (LLH)CONT.
3/16 2-12
WINDOWSEE ARCHL.
3/16TYP
1"
3/16
L6x4x5/16 CONT.
CEILINGSEE ARCHL.
4"
6"
FACE OF METALPANEL CLADDINGSEE ARCHL.
6" METAL STUDSBY CFS MFR.
BENT PL.1/4"x3"x7"(LLH) CONT.
VERT SLIDE CLIP @EA CFS MEMBER
7 5/8"
6" METAL STUDSBY CFS MFR.
JOISTSEE PLAN
T.O.S. EL.-SEE PLAN
3/16
3/16
7"METAL PANELCLADDINGSEE ARCHL.
C.L. HSS 5X5 (GALV.) SEE PLAN
4 1/2"CANOPY DECKFASCIA & SOFFITSEE ARCHL
ALUMINUM DECKBY MFR.
CANOPY DECKFASCIA & SOFFITSEE ARCH
HSS5x3 (GALV.)SEE PLAN
1/2"
L3x3x1/4x0'-3" (GALV.)
HSS5x5 (GALV.)SEE PLAN
ALUMINUM DECKBY MFR.
3/16
7"
1/2"
CANOPYFASCIASEE ARCH
PL. 3/16"(GALV.)
SHORTERHSS5x3 (GALV.)FROM SUPPORTSEE PLAN
LONGERHSS5x3 (GALV.)FROM SUPPORTSEE PLAN
L 3x3x1/4x0'-3"(GALV.)
3/16
WT5X6 (GALV.)METAL DECKTRANSITIONSUPPORT & CONT.EDGE ANGLESNOT SHOWN
WF BEAMBEARING CONN.SEE ________
STIFF. PL-3/8"EA. SIDE OFBEAM WEB.
WT5x7.5x0'-6", TYP.
HSS 8x8SEE PLAN
(2) L3x3x1/4, TYP.
3/16TYP
3/16TYP
6"
5 1/2"
6" METAL STUDSBY CFS MFR
L5x3x1/4x0'-5"@ EA. C6 VERT.
L4x3x1/4 CONT.
L5x3x1/4x 0' - 5" BEYOND@EA C6 VERT.
PL. 3/8"x6"x0'-8" (GALV)
HSS 8x8SEE PLAN
3/16
L6x4x5/16 CONT.
3/16
3/16
T.O.S. ELSEE PLAN
3/16
1/4
JT.
1/2"
WINDOWSEE ARCH
HSS5x5 (GALV.)SEE PLAN
CANOPYFASCIA &SOFFITSEE ARCH
PL. 3/16"(GALV.)
3/161 1/2" METALROOF DECK
L3x3x1/4 CONT.(GALV)
C6x8.2 VERT @ 6'-0" O.C. MAX. SPA.FILL W/ 6" METAL STUDS BY CFS MFR
FACE OF METALPANEL CLADDINGSEE ARCH.
3/16
L5x3x1/4x0'-6", TYP.
C4x5.7 VERT. HANGER@ 6'-0" O.C. MAX. SPA.
3/16
3/16
1' - 6"
2" E.J.
6"
L4x3x1/4 CONT.
JOIST SEATEXTENSION
3/16TYP
3/16TYP
1' - 6"
2" E.J.
6"
6 1/
2"
T.O.C. EL. -SEE PLAN
BENT PL.3/8"xhx1'-5" CONT. W/#4(3-6) A706 GR60, BEND AS SHOWN
BB-1 CONT.
8" CMU SOLID GROUTFIREWALL, SEE ARCHL.
FIRESAFE JOINTSEE ARCHL.
FIRE DOOR FRAMESEE ARCHL.
BOND BEAM PERSCHEDULE
3/16 2-12TYP
NOTCH FOR E.J.COVER, SEE ARCHL.
BENT PL.5/16"xhx0'-5"CONT. W/ #4(2-6) A706 GR60BEND AS SHOWN
FIRE DOOR FRAMEBEYOND, SEE ARCHL.
1" 1"
5" 5"
3"
3/8TYP
SEE 23/S4-02
1' - 6"
2" E.J.
6"
6 1/
2"
T.O.C. EL. -SEE PLAN 1" 1"
10"
BB-1 CONT.
8" CMU SOLID GROUTFIRE WALL, SEE ARCHL.
BENT PL.5/16"x6 1/2"x9" CONT. W/1/2" DIA. x 3'-6" DBA @ 12" O.C.
BENT PL.5/16"x6 1/2"x5" CONT. W/1/2" DIA. x 2'-6" DBA @ 12" O.C.
SEE 23/S04-02
HSS6x4SEE PLAN
WINDOWSEE ARCHL.
C6x8.2 (GALV.)@ 4'-0" O.C.MAX. SPA.
C6x8.2 CONT.(GALV.)
T.O.S. EL. -SEE PLAN
SEE 11/S05-05 FORADDITIONAL INFO.
3/16
3/16
C.L. JOISTSEE PLAN
5 1/2"
ADDL. DEAD LOAD 1 KIP@ EA. C6x8.2 FOR DESIGNOF JOIST
CALCULATING JOIST LOAD1' - 0" FOR PURPOSE OF
L4x3x1/4 (LLH) CONT.
VERT SLIDE CLIP @EA. CFS MEMBER
5 1/2"
6" METAL STUDSBY CFS MFR.
T.O.S. EL.-SEE PLAN
3/16 2-12
3/16 2-12
4"
METAL PANELCLADDINGSEE ARCHL.
1/2"
JO
INT
5 1/2"
C6x8.2 VERT. @6'-0" O.C. MAX. SPA.
L5x3x1/4x0'-5"@ EA. C6 VERT.
L4x3x1/4 (LLH)CONT.
3/16 2-12
WINDOWSEE ARCHL.
3/16
4"
6"
METAL PANELCLADDINGSEE ARCHL.
6" METAL STUDSBY CFS MFR.
HSS6x4 (LO)SEE PLAN
VERT. SUP CONN BY CFS MFR
L3x3x1/4 x 0' -6"
B.O.S. EL.
C.L. BAR JOISTSEE PLAN
PROVIDE METAL ROOFDECK EDGECONNECTORS @6" O.C.
3/16
WTFLANGETO JOIST
3/16TYP
3/16 2
WTFLANGETO COLCAP PL
L2x2x1/4x1'-4"
WT7x11 CONT. DRAG STRUTCOPE STEM @ JOIST - SEE PLAN
PL- 1/4"
3/16
,7A,7B
PONCE FUESSENG INE ERI NG
Project No. TX REG. # F-12125
Dallas, TX 752193333 Lee Parkway, Suite 475469-310-2850 www.ponce-fuess.com
DATEJOB
SHEET
ISSUES
CORGAN ASSOCIATES, INC.401 N. Houston Street
Dallas, TX 75202T: 214.748.2000 F: 214.653.8281
14246
5/15
/201
5 3:
32:5
8 P
M
S05-05
STEEL DETAILS
05/11/201514216.0000
S05
-05
ST
EE
L D
ET
AIL
S
1 05/11/2015 100% ISSUE FOR CONSTRUCTION
EX
IST
ING
WO
RK
MA
N J
UN
IOR
HS
NO
RT
H F
IELD
SIT
E: 7
01E
AS
T A
RB
RO
OK
BO
ULE
VA
RD
, AR
LIN
GT
ON
, TX
760
14
C O R G A N
3/4" = 1'-0"
1
3/4" = 1'-0"
2
3/4" = 1'-0"
3
3/4" = 1'-0"
5
3/4" = 1'-0"
6
3/4" = 1'-0"
7 3/4" = 1'-0"
11
3/4" = 1'-0"
12
3/4" = 1'-0"
14
3/4" = 1'-0"
15
3/4" = 1'-0"
16
1 1/2" = 1'-0"
19
1 1/2" = 1'-0"
20
1 1/2" = 1'-0"
21
3/4" = 1'-0"
22
3/4" = 1'-0"
10
3/4" = 1'-0"
8
3/4" = 1'-0"
23
3/4" = 1'-0"
24
3/4" = 1'-0"
9
3/4" = 1'-0"
17
3/4" = 1'-0"
18
3/4" = 1'-0"
13
1
1
1
1
1
1
1
1
REVISIONS1 05/15/2015 ADDENDUM NO. 1
CA
CA
AB
AB
AG
AG
B4
B9
METAL PANELCLADDINGSEE ARCHL.
C6x8.2 VERT. @6'-0" O.C. MAX. SPA.INFILL W/ 6" METALSTUDS BY CFS MFR.
1' - 1 1/2"
1' - 1"
L3x3x1/4 CONT.L5x3x1/4x0'-5"@ EA. C6 VERT.
3/16 2-12
3/16
3/16
3/16
L5x5x5/16 SPAN BTWNJOIST AS REQD.BEAR ON TOP CHORD@ PANEL POINTCOPE VERT. LEGAS REQD.3/16
1/4" PL.3/16
TYP
L2 1/2x2 1/2x1/4BRACE @ EA. C6 VERT.
WINDOW WALLSEE ARCHL.
1/4" STIFF. PL.
4" METAL STUDSSEE ARCH'L
3/16
8"
1' - 3" 6"
3/16
3/16
3/16
5/16
".
1' -
2"
C4 x 5.4 x 1' - 0"@ EA C6 VERT
JOIST R4EXTENSION
ASSEMBLY (GALV.):HORIZ. PL 5/16" x 15" x CONT +VERT. PL 5/16" x 14" x CONT
1/2"
JT.
1/2"
JO
INT
TOS 134' - 0"
4 3/8"
C4x5.4 VERT.@ 4'-0" O.C. MAX. SPA.INFILL W/ 4" METAL STUDSBY CFS MFR.
METAL PANELCLADDING,SEE ARCHL.
3/16
3/16
L2 1/2x2 1/2x1/4BRACE @ EA.C4 VERT.
L5x3x1/4 (LLV)@ EA. C4 VERT.COPE VERT. LEG@ BEARINGON BEAM/JOIST
PROVIDE METALROOF DECK EDGECONNECTORS@ 6" O.C.
L3x3x1/4x0'-5"@ EA. C4
3/16TYP
L4x3x1/4 (LLH)CONT.
3/16 2-12
1/4" PL.
WINDOW WALLSEE ARCHL.
PL.1/4"x5"x5" @EA. C4 VERT.
BENT PL.5/16"x5"x5"
HSS3x3x1/4 CONT.
3/16 2-12
3/16 2-12
3/16
3/16 3/16TYP
4"
METAL PANELCLADDING,SEE ARCHL.
3/16 2-12
3/16 2-12
3/16
SEE 2/S05-06 FORADDITIONAL INFO.
HSS5x2 1/2x1/4 CONT.
BRICK CLADDINGSEE ARCHL.
1/2"
JO
INT
L6x4x5/16 CONT.(LLH)
DEEP LEG VERT.SLIP TRACK CONN.BY CFS MFR.
8" METAL STUDSBY CFS MFR.
3 1/2"
L5 x 3 x 1/4 x 0' - 5"@ EA C6 VERT.
L3 x 3 x 1/4 x CONT
C6 x 8.2 VERT.@ 6' - 0" O.C. MAX. SPA.INFILL W/ 6" METAL STUDSBY CFS MFR
3/16
3/16
3/16
3/16 2-12
8" METAL STUDSSEE ARCH'L
1/2"
JO
INT 1"
TOS 134' - 0"
METAL PANELCLADDINGSEE ARCHL.
5 1/2"
4"
L6x6x5/16 CONT.
WINDOW WALLSEE ARCHL.
3/16
3/16 2-12
SEE 1/S05-06 FORADDITIONAL INFO.
HSS4x4x1/4 CONT.
1/2"
JO
INT
1' -
0"
L4x4x1/4 BRACE@ EA. C6 VERT.
6"
SEAT5"
JOIS
T
3/16
L5x3x1/4x0'-5"@ EA. C6 VERT.
10 7/8"
3/16
1"
METAL PANELCLADDING,SEE ARCHL.
3/16L6x6x5/16 SPAN BTWNJOIST AS REQD.BEAR ON TOP CHORD@ PANEL POINT.COPE VERT. LEG ASREQD.
3/16
1/4" PL.
3/16
L3x3x1/4x0'-6"
HSS12x4x1/4 CONT.
3/16
WINDOWSEE ARCHL.
6" METAL STUDSBY CFS MFR.
C6x8.2 VERT. @ 6'-0"O.C. MAX. SPA.INFILL W/ 6" METALSTUDS BY CFS MFR.
BENT PL.5/16"x3"x10" (LLH) CONT.
3/16
3/16 2-12
HSS5x4x1/4 CONT.BTWN JOIST SEATS
2"2"
FACE OF BRICKVENEER,SEE ARCHL.
4 5/8"
TOS 116' - 8"
HSS16x8SEE PLAN
L5x3x1/4x0'-8"@ EA. C6 VERT.
C6x8.2 VERT. @ 6'-0" O.C.MAX. SPA. INFILL W/6" METAL STUDS BY CFS MFR.
L5x5x1/4 CONT.
L6x6x5/16 CONT.
WINDOWSEE ARCHL.
JOIN
T1/
2"
3/16
3/16
3/16
3/16
1/2"
JO
INT
10 7/8"
METAL PANELCLADDING,SEE ARCHL.
HSS12x4x1/4 CONT.
TOS 116' - 8"
HSS8x8SEE PLAN
SEE 12/S05-06 FORADDITIONAL INFO.
DEE LEG VERT.SLIP TRACK
6" METAL STUDSBY CFS MFR.
VERT. SLIDECLIP CONN.BY CFS MFR.
4 5/8"
FACE OF BRICKVENEER,SEE ARCHL.
METAL PANELCLADDING,SEE ARCHL.
6" METAL STUDSBY CFS MFR.
SCHED. COLUMN
L6x4x5/16x0'-6" (LLH)TYP.
HSS12x4 HORIZ.ABOVE WINDOW
HSS6x6 HORIZ.BELOW WINDOW
SEE 13/S05-04
3/16
3/16
3/16
METAL PANELCLADDING,SEE ARCHL.
6" METAL STUDSBY CFS MFR.
HSS12x4 HORIZ.ABOVE WINDOW
HSS6x6 HORIZ.BELOW WINDOW
SEE 18/S05-04
WF BEAM BEYOND
6"
L6x4x5/16x0'-6"W/ 2" VERT. SLOT
3"
3"
3/4" DIA. A36 WELDEDTHREADED STUD
L6x4x5/16x1'-2" (LLV)W/ 2" VERT. SLOT
3"
L4x3x1/4 CONT.
HSS6x6 VERT.SEE PLAN
3/16
L3x3x1/4x0'-6", TYP.
3/16TYP
3/16TYP
3/16TYP
1"
6" 5"CAP PL.3/8"x6"x1'-0"
1/4
1/4
1/4" STIFF.PL.
WF BEAM BEYOND
PANEL POINT OF ADJACENT JOIST
1' -
0"
HSS8x8 (GALV.)SEE PLAN
1/4" END PL.
(2) L2x2x1/4x1'-4"ONE EA. SIDE OF HSS
3/16
1/4
HSS6x3x3/16 VERT.HANGER
HSS3x3x3/16 BRACE @HSS VERT. HANGERSEE PLAN FOR LOCATION.SLOT TUBE @ ENDS FORCONN.
3/16
L6x6x5/16, SPANBTWN BEAM/JOISTBEAR ON TOP CHORDAT PANEL POINT
SEE 17/S05-04FOR ADDL. INFO.
SEE 23/S05-06FOR ADDITIONALINFO.
11"
1"
T.O.S. EL. -SEE PLAN
PL.1/4", TYP.
3/16
3/8" STIFF.PL. @ EA.HSS VERT.
HSS8x8 (GALV.)SEE PLAN
3/16
L5x5x1/4, SPAN BTWN JOISTAS REQD. BEAR ON TOPCHORD AT PANEL POINT.COPE VERT. LEG AS REQD.
L2 1/2x2 1/2x1/4 BRACE@ EA. VERT. HSS
FACE OF BRICKVENEER,SEE ARCHL.
WINDOW WALLSEE ARCHL.
SEE 17/S05-04FOR ADDL. INFO.
HSS6x3x3/16 VERT.@ 6'-0" O.C. MAX. SPA.+ BASE PL.1/2"x10"x1'-0"W/ (2) L2 1/2x1 1/2x1'-0"STIFFENERS EA. SIDE OF HSSINFILL W/ 6" METAL STUDSBY CFS MFR.
L8x6x7/16 CONT.
L3x3x1/4 CONT.
3/16
FLANGE PL. THICKNESS x12" WIDE @ EA. HSS VERT.
10"
1' - 0"HSS TOPL. 3/16
TYP
3/16
1"
T.O.S. EL. -SEE PLAN
11"
10 5/8"
4 5/8"
4"
1"
T.O.S. EL. -SEE PLAN
T.O.S. EL. -SEE PLAN
FACE OF BRICKCLADDINGSEE ARCHL
L7x4x3/8 CONT.(LLH) (GALV.)
1/4
1 1/2" METALROOF DECK
PL. 3/16(GALV.)
CANOPY DECK,FASCIA & SOFFITSEE ARCHL
HSS 5x5(GALV.)SEE PLAN
PL.3/8"x6"x6"(GALV.)
3/16CONT 3
SIDES
1/4
3/16
1/4 2-12
WF BEAM BEARINGCONN. SEE ______
PL.1 1/4"x6"x1'-0"
3/16
HSS6x6SEE PLAN
STOREFRONTSEE ARCHL
6" METAL STUDSBY CFS MFR.
L5x3x1/4x0'-5"
C6x8.2 VERT. HANGER@ 4'-0" O.C. MAX. SPA.
3/16
3/16
HSS12x8 (GALV.)SEE PLAN
L3x3x1/4x0'-6"
1' -
0"
L2 1/2x2 1/2x1/4BRACE @ EA.C6 VERT.
1/4" STIFF. PL.3/16TYP
3/16
7"
HSS5x3x3/16SEE 20/S05-05
10 5/8"
1"
4"
4 3/4"
6" METAL STUDSBY CFS MFR.
L4x3x1/4 CONT. (LLH)
T.O.S. EL. -SEE PLAN
HSS12x8 (GALV.)SEE PLAN
FACE OF BRICKVENEER, SEE ARCHL.
VERT. SLIDE CLIPCONN. BY CFS MFR.
L7x4x3/8 CONT. (LLH)(GALV.)
1/4 2-12
1/43/16
L3x3x1/4 CONT.(GALV.)
PL.3/16"(GALV.)
CANOPY FASCIAAND SOFFITSEE ARCHL.
HSS5x5 (GALV.)SEE PLAN WINDOW
SEE ARCHL.
1/4
3/16CONT.
3-SIDES
PL.3/8"x6"x"(GALV.)
3/16
T.O.S. EL. -114' - 7 3/4"
SCHED.COLUMN
SEE PLAN
HSS12x6 (HI) (GALV.)NEAR SIDE & FAR SIDESEE PLAN
PL.3/16"(GALV.)
FACE OF BRICKCLADDING,SEE ARCHL.
HSS8x8 (HI) (GALV.)SEE PLAN
3/16TYP
3/16TYP
L6x4x5/16x0'-8" (LLH)TYPICAL, T & B
1/4" STIFF. PL.
3/16TYP
T.O.S. EL. -111' - 1"
T.O.S. EL. -109' - 6 3/4"
2"
1' - 6"
3/16" PL. (GALV.)
3/16TYP
HSS8x8 (LO) (GALV.)SEE PLAN
L3x3x5/16x0'-6"(GALV.) TYP.
HSS12x6 (LO) (GALV.)NEAR SIDE, SEE PLAN
HSS12x6 (LO) (GALV.)FAR SIDE, SEE PLAN
PONCE FUESSENG INE ERI NG
Project No. TX REG. # F-12125
Dallas, TX 752193333 Lee Parkway, Suite 475469-310-2850 www.ponce-fuess.com
DATEJOB
SHEET
ISSUES
CORGAN ASSOCIATES, INC.401 N. Houston Street
Dallas, TX 75202T: 214.748.2000 F: 214.653.8281
14246
5/15
/201
5 3:
33:0
2 P
M
S05-06
STEEL DETAILS
05/11/201514216.0000
S05
-06
ST
EE
L D
ET
AIL
S
1 05/11/2015 100% ISSUE FOR CONSTRUCTION
EX
IST
ING
WO
RK
MA
N J
UN
IOR
HS
NO
RT
H F
IELD
SIT
E: 7
01E
AS
T A
RB
RO
OK
BO
ULE
VA
RD
, AR
LIN
GT
ON
, TX
760
14
C O R G A N
3/4" = 1'-0"
1
3/4" = 1'-0"
2
3/4" = 1'-0"
3
3/4" = 1'-0"
5
3/4" = 1'-0"
12
3/4" = 1'-0"
14
3/4" = 1'-0"
16
3/4" = 1'-0"
18
3/4" = 1'-0"
20
3/4" = 1'-0"
23
3/4" = 1'-0"
8
3/4" = 1'-0"
22
3/4" = 1'-0"
6
1
1
REVISIONS1 05/15/2015 ADDENDUM NO. 1
C5
C5
C2
C9
C.L
. WF
BEAM
SEE
PLAN
1' - 0"
1" JOINT BTWNBRICK & HSS 6x4
FACE OF BRICKCLADDING-SEE ARCHL.
SEE 13/S04-02 FORINFO. NOT SHOWN
2
S05-09
EMBED PL.1/2"x12"x2'-0"W/ (6) 3/4" DIA. x 0'-6"HSA (GALV.)
FACE OF BRICKSEE ARCHL.
3/16" PL.(GALV.)
WF BEAMSEE PLAN
L 4 x 3 x 1/4 x CONT. 1/4
6" METAL STUDSBY CFS MFR
HSS 6 x 4 x 5/16 x 1' - 0"(GALV.) (LLH)
PL 3/8" x 8" x 0' - 8"(GALV.)
1/4
1/4
CANOPYBEYOND
C6x8.2 VERT. @6'-0" O.C. MAX. SPA. W/METAL STUD INFILL BYCFS MFR.
3/16
3/16
L3 x 3 x 1/4BRACE @ EA.C6 VERT.
L5x3x1/4 (LLV)@ EA. C6 VERT.COPE VERT. LEG@ BEARINGON BEAM/JOIST
PROVIDE METALROOF DECK EDGECONNECTORS@ 6" O.C.
BENT PL.1/2" x 3" x 0' - 10"CONT.
3/16TYP
1/4 2-12
STOREFRONTSEE ARCHL.
3/16TYP
3/16 2-12
L 3 x 3 x 1/4 x 0' - 6"
6"
FACE OF BRICKCLADDINGSEE ARCHL.
6" METAL STUDSBY CFS MFR.
CL WF BEAMSEE PLAN
L5 x 3 x 1/4 x 0' - 5"EA. C6 VERT.
10 5/8"
PL. 1/4"4"
3/16
1/2"
JO
INT
L 6 x 4 x 5/16 x CONT.(LLV)
HSS 6 x 6 x 1/4 x CONT.
3/16 2-12
C 4 x 5.4
3/16
STIFF PL - 1/4"
L6 x 6 x 3/8 CONT.w/ 5/8" DIA. ANCHORBOLTS @ 16" O.C.
BB-4 (SIM.)
12" CMU WALL
ACOUSTIC BLOCKBEYOND
SOLI
D G
RO
UT
2 #5 CONT.
2 #5 BTWNACOUSTIC BLOCKPER ELEV. 4/S04-10
C6 x 8.2 CONT.
3/16
C6 x 8.2 @ 4' - 0"MAX SPA
3/16
FACE OF BRICKCLADDINGSEE ARCH'L
C.L. JOISTSEE PLAN
ADDL. DEAD LOAD3 KIPS @ EA. C6x8.2FOR DESIGN OF JOIST
CALCULATING JOIST LOAD5" FOR PURPOSE OF
L3 x 3 x 1/4 CONT.
C6 x 8.2 CONT.(GALV)
3/16TYP
C6 x 8.2 @ 4' - 0"O.C. MAX. SPA.
3/16TYP
FACE OF BRICKCLADDINGSEE ARCH'L
2 5/8"
6" METAL STUDSBY CFS MFR
3/16 2-12
C.L. JOISTSEE PLAN
ADDL. DEAD LOAD 3 KIPS@ EA. C6x8.2 FOR DESIGNOF JOIST
CALCULATING JOIST LOAD1' - 2" FOR PURPOSE OF
FACE OFBRICKSEE ARCHL
L4 x 3 x 1/4 CONT.
3/16
L3 x 3 x 1/4 x 0'-5"@ EA. C6 VERT.
L5 x 5 x 5/16 SPAN BTWNJOIST AS REQD.BEAR ON TOP CHORD@ PANEL POINT, COPEVERT. LEG AS REQD.
1/4" PL.
3/16TYP
3/16
3/16
3/16
3/16
C4x5.4 VERT. @ 4'-0" O.C.MAX. SPA. INFILL W/METAL STUDS BY CFSMFR.
4 5/8"
C4 x 5.4 @ EA.C4 VERT.
DEEP LEG VERT. SLIP TRACKBY CFS MFR
1/4" STIFF. PL.L2 1/2 x 2 1/2 x 1/4@ EA. C4 VERT.
C6 x 8.2 x CONT.(GALV)
C6 x 8.2 @ 4' - 0"O.C MAX SPA
3/16TYP
SIDE OUTLETROOF DRAINSEE PLUMBING
CL ROOF DRAINSEE PLUMBING
TOS EL.125' - 1 3/4"
HSS16 x 8SEE PLAN
HSS8.625 x 0.322 x 0' - 10"CENTERED IN HSSBEAM @ EACH ROOF DRAIN
3/16 2-12
L3 x 2 x 1/4 (GALV)METAL DECKSUPPORT ANGLE CONT.BTWN WF BEAM
3/16
WF BEAM (GALV.)SEE PLAN
JOIST CONN. PER 7/S04-01
BB-2 CONT.
BB-2 CONT.
1/4 2-12TYP
BENT PL.1/2"x6"x1'-2" CONT.T & B (GALV.) W/ 3/4" DIA.EPOXY ANCHOR @ 16" O.C.W/ 6" EMBEDMENT
HSS 2 1/2 x 2 1/2 x 1/4CONT.
E1 @ 32" O.C.
3/16TYP
TYPICAL METAL DECKSUPPORT CONNECTORSSEE GENERAL NOTES
BB-1 CONT.
2#4 CONT.
L5 x 3 x 1/4 (LLV) CONT @ EA.C8 VERT. COPE VERT. LEG @BEARING ON BEAM
3/16TYP
L3 x 3 x 1/4 BRACE
L3 x 3 x 3/8 x 0' - 8"
4"
CL WF BMSEE PLAN
CL WF BMSEE PLAN
HSS8x8
PL 1/4"
STIFF. PL -1/4"
L6 x 6 x 3/8 CONT.
3/16 2-12
1/4TYP
1/4 2-12TYP
3/16
C4 x 5.4
1/4
1/4
L6 x 6 x 3/8 x 0' - 8"@ EA C8
L7 x 4 x 3/8 x CONT(LLH)
1/4 2-12
C8 x 11.5 @ 2'-8" OCINFILL W/ 8" METALSTUDS BY CFS MFR
FACE OF BRICKCLADDINGSEE ARCH'L
7"
C.L. WF BEAM
7 5/8"
PONCE FUESSENG INE ERI NG
Project No. TX REG. # F-12125
Dallas, TX 752193333 Lee Parkway, Suite 475469-310-2850 www.ponce-fuess.com
DATEJOB
SHEET
ISSUES
CORGAN ASSOCIATES, INC.401 N. Houston Street
Dallas, TX 75202T: 214.748.2000 F: 214.653.8281
14246
5/15
/201
5 3:
33:0
4 P
M
S05-09
STEEL DETAILS
05/11/201514216.0000
S05
-09
ST
EE
L D
ET
AIL
S
1 05/11/2015 100% ISSUE FOR CONSTRUCTION
EX
IST
ING
WO
RK
MA
N J
UN
IOR
HS
NO
RT
H F
IELD
SIT
E: 7
01E
AS
T A
RB
RO
OK
BO
ULE
VA
RD
, AR
LIN
GT
ON
, TX
760
14
C O R G A N
3/4" = 1'-0"
1
3/4" = 1'-0"
2
3/4" = 1'-0"
3
3/4" = 1'-0"
5
3/4" = 1'-0"
6
3/4" = 1'-0"
7
3/4" = 1'-0"
8
3/4" = 1'-0"
9
3/4" = 1'-0"
16
1
1
1
1
REVISIONS1 05/15/2015 ADDENDUM NO. 1
LEVEL 1100' - 0"
LEVEL 2114' - 8"
ROOF130' - 0"
AAACAD
36' - 5"
HSS6 x 6 x 1
/4 HSS6 x 6 x 1/4
HSS6 x 6 x 5
/16 HSS6 x 6 x 5/16
3
S06-02
19' - 5" 17' - 0"
6
S06-02
6
S06-02OPHD
LEVEL 1100' - 0"
LEVEL 2114' - 8"
ROOF130' - 0"
A5A6
23' - 0"
HSS6 x 6 x 1
/4
HSS6 x 6 x 5/16
6
S06-02
5
S06-02OPHD
5
S06-02OPHD
LEVEL 1100' - 0"
LEVEL 2114' - 8"
ROOF130' - 0"
A7 A8
23' - 0"
HSS6 x 6 x 1
/4
HSS6 x 6 x 3/8
6
S06-02
5
S06-02OPHD
5
S06-02OPHD
LEVEL 1100' - 0"
LEVEL 2114' - 8"
ROOF130' - 0"
AAAD
36' - 5"
HSS6 x 6 x 1/4HSS6 x 6 x
1/4
HSS6 x 6 x 5
/16 HSS6 x 6 x 5/16
3
S06-02
3
S06-02
6
S06-02
6
S06-02
OP HD
LEVEL 1100' - 0"
LEVEL 2114' - 8"
ROOF130' - 0"
AA AC AD
36' - 5"
HSS6 x 6 x 1
/4 HSS6 x 6 x 1/4
HSS6 x 6 x 5
/16 HSS6 x 6 x 5/16
3
S06-02
17' - 0" 19' - 5"
6
S06-02
6
S06-02OPHD
LEVEL 1100' - 0"
LEVEL 2114' - 8"
ROOF130' - 0"
A6.9 A6.3
22' - 6 1/8"
HSS6 x
6 x 1
/4
HSS6 x 6 x 1/4
3
S06-02
4" TO C.L. 21' - 10 1/8" 4" TO C.L.
LEVEL 1100' - 0"
LEVEL 2114' - 8"
ROOF130' - 0"
BABBBC
35' - 3"
HSS6 x 6 x
1/4 HSS6 x 6 x 1/4
HSS6 x 6 x 5/16HSS6 x 6 x 5
/16
3
S06-02
19' - 10" 15' - 5"
6
S06-02
6
S06-02OPHD
LEVEL 1100' - 0"
LEVEL 2114' - 8"
ROOF130' - 0"
B12 B13.1
30' - 8"
HSS6 x 6 x 5/8
HSS6 x 6 x 1/4
7
S06-02
5
S06-02
OPHD
LEVEL 1100' - 0"
LEVEL 2114' - 8"
ROOF130' - 0"
BA BB BC
35' - 3"
HSS6 x 6 x
1/4 HSS6 x 6 x 1/4
HSS6 x 6 x 5
/16 HSS6 x 6 x 5/16
3
S06-02
15' - 5" 19' - 10"
6
S06-02
6
S06-02
OP HD
LEVEL 1100' - 0"
LEVEL 2114' - 8"
ROOF130' - 0"
BEBF
36' - 5"
HSS6 x 6
x 1/4 HSS6 x 6 x 1/4
HSS6 x 6 x 5
/16 HSS6 x 6 x 5/16
3
S06-02
3
S06-02
6
S06-02
6
S06-02OPHD
LEVEL 1100' - 0"
ROOF130' - 0"
CA CFCD.7CB.213' - 9 1/2" 26' - 8 1/2" 14' - 4"
HSS5 x 5 x 1/4HSS5 x
5 x 1
/4 HSS5 x 5 x 1/4 HSS5 x 5
x 1/4
3
S06-025
S06-02OPHD
5
S06-02
LEVEL 1100' - 0"
LEVEL 2114' - 8"
ROOF130' - 0"
CACF CCCD
22' - 5 1/2" 10' - 0" 22' - 4 1/2"
3
S06-02TYP
6
S06-02 6
S06-02OPHD
HSS5 x 5 x 1/4HSS5 x 5 x 1/4 HSS5 x 5 x 1/4HSS5 x 5 x 1/4 HSS5 x 5 x 1/4HSS5 x 5 x 1/4 HSS5 x 5 x 1/4HSS5 x 5 x 1/4HSS5 x 5 x 1/4HSS5 x 5 x 1/4
LEVEL 1100' - 0"
ROOF130' - 0"
CACF CCCD
22' - 5 1/2" 10' - 0" 22' - 4 1/2"
HSS5 x 5 x 1/4
HSS
5 x
5 x
1/4
HSS5 x 5 x 1/4
HSS5 x 5 x 1/4
HSS
5 x
5 x
1/4
HSS5 x 5 x 1/4
6
S06-02
5
S06-02
TYPOP HD
LEVEL 1100' - 0"
ROOF130' - 0"
C3C4
HSS6 x 6
x 5/16
HSS6 x 6 x 5/16
HSS6 x 6
x 3/8 HSS6 x 6 x 3/8
3
S06-02
3
S06-02
6
S06-02
6
S06-02
OPHD
27' - 1 1/2"
LEVEL 1100' - 0"
ROOF130' - 0"
C3 C4
27' - 1 1/2"
HSS6 x 6
x 1/4 HSS6 x 6 x 1/4
HSS6 x 6
x 1/4 HSS6 x 6 x 1/4
3
S06-02
3
S06-02
6
S06-02
6
S06-02
OP HD
LEVEL 1100' - 0"
LEVEL 2114' - 8"
ROOF130' - 0"
B9B8.6
12' - 7 1/2"
7
S06-02
5
S06-02OPHD
HSS6 x
6 x 1
/4
HSS6 x 6 x 1/4
VERTICAL BRACE NOTES1. MEMBER CONNECTIONS TO BE DESIGNED FOR FORCES (KIPS) SHOWN. FORCES INDICATED ARE FACTORED ACCORDING TO LOAD RESISTANCE FACTOR DESIGN METHOD. (LRFD)2. CONNECTIONS SHALL BE DESIGNED AND DETAILED TO TRANSFER FORCES BETWEEN MEMBERS WITHOUT ECCENTRICITY.3. CONNECTIONS SHALL BE DESIGNED AND DETAILED FOR BOTH TENSION AND COMPRESSION PER FORCES PROVIDED.4. CONTRACTOR TO DESIGN AND DETAIL MEMBER CONNECTIONS ACCORDING TO LOAD RESISTANCE FACTOR DESIGN METHOD (LRFD) PUBLISHED BY AMERICAN INSTITUTE OF STEEL CONSTRUCTION. (AISC)5. WELD LENGTH AT EACH CONTACT CONNECTION SHALL EQUAL OR EXCEED THE WIDTH OF CONNECTING MEMBER. FOR EXAMPLE, HSS5x5 TUBE SHALL HAVE 5 INCHES WELD AT EACH SIDE OF SLOTTED PLATE. TOTAL TO BE 20 INCHES OF WELD AT EACH CONNECTION.6. FILLET WELD CONNECTIONS SHALL COMPLY WITH REQUIREMENTS NOTED IN AWS D1.1
LEVEL 1100' - 0"
LEVEL 2114' - 8"
ROOF130' - 0"
B5B3.3
HSS6 x 6 x 1
/2
22' - 0"
LEVEL 1100' - 0"
LEVEL 2114' - 8"
ROOF130' - 0"
B7B6.2
HSS6 x 6 x 1/4
13' - 8"
PONCE FUESSENG INE ERI NG
Project No. TX REG. # F-12125
Dallas, TX 752193333 Lee Parkway, Suite 475469-310-2850 www.ponce-fuess.com
DATEJOB
SHEET
ISSUES
CORGAN ASSOCIATES, INC.401 N. Houston Street
Dallas, TX 75202T: 214.748.2000 F: 214.653.8281
14246
5/15
/201
5 3:
33:1
2 P
M
S06-01
VERTICAL BRACEELEVATIONS
05/11/201514216.0000
S06
-01
VE
RT
ICA
L B
RA
CE
ELE
VA
TIO
NS
1 05/11/2015 100% ISSUE FOR CONSTRUCTION
EX
IST
ING
WO
RK
MA
N J
UN
IOR
HS
NO
RT
H F
IELD
SIT
E: 7
01E
AS
T A
RB
RO
OK
BO
ULE
VA
RD
, AR
LIN
GT
ON
, TX
760
14
C O R G A N
1/8" = 1'-0"
A1 VERTICAL BRACE - A1
1/8" = 1'-0"
A2 VERTICAL BRACE - A2
1/8" = 1'-0"
A3 VERTICAL BRACE - A3
1/8" = 1'-0"
A4 VERTICAL BRACE - A4
1/8" = 1'-0"
A5 VERTICAL BRACE - A5
1/8" = 1'-0"
A6 VERTICAL BRACE - A6
1/8" = 1'-0"
B1 VERTICAL BRACE - B1
1/8" = 1'-0"
B4 VERTICAL BRACE - B4
1/8" = 1'-0"
B5 VERTICAL BRACE - B5
1/8" = 1'-0"
B6 VERTICAL BRACE - B6
1/8" = 1'-0"
C5 VERTICAL BRACE - C5
1/8" = 1'-0"
C4 VERTICAL BRACE - C4
1/8" = 1'-0"
C3 VERTICAL BRACE - C3
1/8" = 1'-0"
C2 VERTICAL BRACE - C2 1/8" = 1'-0"
C1 VERTICAL BRACE - C1
1/8" = 1'-0"
B7 VERTICAL BRACE - B7
1/8" = 1'-0"
B2 VERTICAL BRACE - B2
1/8" = 1'-0"
B3 VERTICAL BRACE - B3
1
1
REVISIONS1 05/15/2015 ADDENDUM NO. 1