south halls estimating and scheduling

South Halls Estimating and Scheduling

Brett Miller AE 475

Professor Bechtel Estimating and Scheduling Assignment

Friday October 19, 2012

Assumptions: Excavation:

*The Following numbers were acquired from the given plans and personal calculations*

*The excavation volume was used to have no slope to the top

Depth: 15 Feet

Area: 1966.3 Square Feet

Volume: 9831.66 Cubic Yards

Backfill Volume: 552 Cubic Yards

*Penn State uses Engineered Fill*

Figure 1 shows the plan of excavation. The building footprint is shown in red and the

excavation is shown in brown.

Figure 1:

Retaining Wall Footing:

Concrete Strength: 3000 pounds per square inch

Wall Mark: WF4.0

Length: 298.125 linear feet

Rebar:

Occurrence:

This footing uses #6 size and has 8 bars continuously running the length of the

footing, 1 every 9 inches on center in the top of the footing and one every 18

inches on center in the bottom of the footing.

Weight of individual #6 bar: 1.502 pounds per foot

Total Length of #6: 298.125 linear feet

Total Weight in entire footing: 6,273.75 pounds

Retaining Wall:

Assume CW2 for entire Wall

The Footing of this wall was factored in on the previous page and will not be included

with the wall in ICE.

The concrete strength, per the concrete notes, is 4000 pounds per square inch

Rebar:

This wall uses #6 size bars and has 1 bar every 9 inches on center running vertically

and 1 bar every 18 inches on center running horizontally.


Total Height of #6: 14 feet


Total Weight in entire wall: 10,815.84 pounds

Total Volume of entire wall: 206.3 cubic yards

Density of reinforcing: 52.43 pounds per cubic yard

CMU Wall Footing

Concrete has a strength of 3000 pounds per square inch.

WF2.0:

Rebar:

Occurrence:

This Footing uses #5 bars. It has 2 continuously running the length of the

footing, and has 1 every 11 inches on center.



Total Weight in entire footing: 217 pounds

WF3.0:

Rebar:

Occurrence:

This Footing uses #5 bars and has 4 continuously running the length of the

footing, and has 1 every 7 inches on center.



Total Weight in entire footing: 1,391 pounds

CMU Wall:

Assume CW1 for entire wall

The Footing of this wall was factored in above and will not be included with the wall in

ICE.

Rebar:

This wall uses #5 rebar running vertically on 14 inch centers and running horizontally

on 14 inch centers as well.


Density of reinforcing: 30.88 pounds per cubic yard

Column Pier Footings:

For the footings, F3.0, F4.0, F4.0x3.0, F4.5, F5.0, F5.5, F6.0, F6.5, F8.0, F9.5, were all

used and are further described in table 5

Concrete has a strength of 3000 pounds per square inch

Column Piers:

For this part of the project, the piers P1, P4, P5 and P7 were used. These are further

shown in Table 6


Slab On Grade:


Area: 9,480 square feet

Perimeter: 550 feet

Thickness: 4 inches

For reinforcement, welded wire fabric was used instead of rebar

Assumption Tables: The following are tables used in the calculation process.

Table 1: Retaining Wall Footing

Table 2: Retaining Wall

Retaining Wall Concrete

Mark Thickness (in) Height (ft) Length (ft) Volume (ft3)

Volume

(yd3)

CW2 16 14 298.35 5569.2 206.3

Retaining Wall Rebar

Mark Vertical

Reinforcing

Horizontal

Reinforcing

Total Height

(ft)

Total

Length (ft)

Weight

(lbs)

Density

(lb/yd3)

CW2 #6 @ 9” OC #6 @ 18” OC 14 298.35 10815.84 52.43

Retaining Wall Footing Concrete

Mark Width Thickness Total Length Total Volume

(ft3)

Total

Volume (yd3)

WF4.0 4’ 0” 1’ 6” 298.125’ 1790.125 66.3

Retaining Wall Footing Rebar

Mark ‘A’ Bars ‘B’ Bars ‘C’ Bars ‘D’ Bars Length (ft) Weight

(lbs)

WF4.0 (4) #6 CONT #6 @9” OC (2) #6 CONT #6 @ 18” OC 298.35 6273.75

Table 3: CMU Wall Footing

Table 4: CMU Wall

CMU Wall Rebar

Mark Vertical

Reinforcing

Horizontal

Reinforcing

Total

Height (ft)

Total

Length (ft)

Weight

(lbs)

Density

(lb/yd3)

CW1 #5 @ 14” OC #5 @ 14” OC 14 233.33 7949.86 30.88

Table 5: Column Pier Footings

CMU Wall Footing

Mark Width Thickness Total Length Total

Volume (ft3)

Total

Volume (yd3)

WF2.0 2’ 0” 1’ 0” 49.83’ 99.66 3.69

WF3.0 3’ 0” 1’ 4” 183.5’ 734 27.19

Total 833.66 30.88

CMU Wall Footing Rebar

Mark ‘A’ Bars ‘B’ Bars Length (ft) Weight (lbs)

WF2.0 (2) # 5 CONT #5 @ 11” OC 49.83 217

WF3.0 (4) #5 CONT #5 @7” OC 183.5 1391

Total 1608

Column Piers Footing Concrete

Mark Volume (yd3) Width Length Thickness Quantity

Total

Volume (yd3)

F3.0 0.444 3’ 0” 3’ 0” 1’ 4” 8 3.556

F4.0 0.79 4’ 0” 4’ 0” 1’ 4” 9 7.11

F4.0X3.0 0.59 3’ 0” 4’ 0” 1’ 4” 1 0.59

F4.5 1 4’ 6” 4’ 6” 1’ 4” 4 4

F5.0 1.388 5’ 0” 5’ 0” 1’ 6” 4 5.552

F5.5 2.054 5’ 6” 5’ 6” 1’ 10” 7 14.378

F6.0 2.444 6’ 0” 6’ 0” 1’ 10” 6 14.667

F6.5 2.869 6’ 6” 6’ 6” 1’ 10” 3 8.607

F8.0 4.346 8’ 0” 8’ 0” 1’ 10” 1 4.346

F9.5 6.128 9’ 6” 9’ 6” 1’ 10” 8 49.024

Total 111.83

Column Piers Footing Rebar

Mark ‘A’ Bars ‘B’ Bars ‘C’ Bars ‘D’ Bars Length (ft) Weight (lbs)

F3.0 (5) #5 (5) #5 N/A N/A 3 31.29

F4.0 (7) #5 (7) #5 N/A N/A 4 58.41

F4.0X3.0 (5) #5 (7) #5 N/A N/A 3, 4 44.85

F4.5 (8) #5 (8) #5 N/A N/A 4’ 6” 75.1

F5.0 (7) #6 (7) #6 N/A N/A 5’ 0” 105.14

F5.5 (7) #7 (7) #7 N/A N/A 5’ 6” 157.39

Table 6: Column Piers

Column Piers Concrete

Mark Quantity Width Depth Height Volume (ft3) Volume (yd

3)

P1 9 2’ 0” 2’ 0” 3’ 0” 108 4

P4 2 1’ 4” 1’ 4” 3’ 0” 10.67 0.395

P5 1 2’ 0” 2’ 6” 3’ 0” 15 0.56

P7 1 2’ 0” 2’ 6” 3’ 0” 15 0.56

Column Pier Rebar

Mark Reinforcing Weight (lbs) Volume (yd3) Density (lbs/yd

3)

P1 (8) #8 64.08 0.44 145.64

P4 (12) #6 54.07 0.198 273.08

P5 (8) #7 49.06 0.56 87.61

P7 (12) #8 96.12 0.56 171.64

Table 7: Slab On Grade

Concrete

Thickness (in) Area (ft2)

Volume

(ft3)

Volume

(yd3)

Slab on Grade 4 9480 3160 117

F6.0 (8) #7 (8) #7 N/A N/A 6’ 0” 196.22

F6.5 (8) #7 (8) #7 (8) #7 (8) #7 6’ 6” 425.15

F8.0 (10) #7 (10) #7 N/A N/A 8’ 0” 327.04

F9.5 (12) #7 (12) #7 (12) #7 (12) #7 9’ 6” 932.06

Total 2352.65

South Halls Estimate Detail - Standard Construction Project

Detail - Without Taxes and Insurance Group 1: Divisions

Estimator :

Project Size : sqft

ItemCode Description Quantity UM Lab.Unit Mat.Unit Eqp.Unit Sub.Unit Eqp.Rent.Unit Temp.Mat.Unit Other Unit Tot.UnitCost TotalCost Note

X:\AE 475\Estimating and Scheduling Assignment\ICE\South Halls.est Page 1 10/18/2012 10:14 PM

Sitework 02310.103 CUT & FILL DIRECT ON SITE 550.00 CUYD 1.7891 1.600 3.389 1,864.01

02310.107 ENGINEERED FILL 550.00 CUYD 0.9779 0.500 1.478 812.85

02310.112 EXCAV-LOAD-HAUL SURP 4-5MILES 9,260.00 CUYD 2.9585 3.700 6.659 61,657.71

02310.143 CUT-LOAD-HAUL VEG 4-5 MILES 300.00 CUYD 2.9921 3.700 6.692 2,007.63

02310.199 * CUT & FILL AREA * 1,966.00 SQYD

02316.001 FINE GRADE FLOOR BY HAND 9,480.00 SQFT 0.4046 0.405 3,835.61

02316.021 Road gravel slab fill 175.56 CUYD 0.1183 4.470 0.086 4.674 820.62

02316.100 MACH EXCAV CONTINUOUS FTG 100.04 CUYD 6.9549 0.950 7.905 790.82 RET Footing

02316.100 MACH EXCAV CONTINUOUS FTG 7.68 CUYD 6.9549 0.950 7.905 60.70 WF2.0 CMU Footing

02316.100 MACH EXCAV CONTINUOUS FTG 45.79 CUYD 6.9549 0.950 7.905 361.97 WF3.0 CMU Footing

02316.102 FINE GRADE CONTINUOUS FTG 1,192.50 SQFT 0.4761 0.476 567.75 RET Footing

02316.102 FINE GRADE CONTINUOUS FTG 99.66 SQFT 0.4761 0.476 47.45 WF2.0 CMU Footing

02316.102 FINE GRADE CONTINUOUS FTG 550.50 SQFT 0.4761 0.476 262.09 WF3.0 CMU Footing

02316.110 MACH EXCAV COLUMN FTG 9.85 CUYD 6.9549 0.950 7.905 77.88 F3.0



02316.110 MACH EXCAV COLUMN FTG 1.48 CUYD 6.9549 0.950 7.905 11.68 F4x3







02316.112 FINE GRADE @ COLUMN FTG 72.00 SQFT 0.4761 0.476 34.28 F3.0



02316.112 FINE GRADE @ COLUMN FTG 12.00 SQFT 0.4761 0.476 5.71 F4x3







02830.150 **RETAINING WALL CONCRETE** ****

02830.155 4000 PSI CONC POUR DIRECT 206.22 CUYD 14.6787 56.000 70.679 14,575.02

02830.300 RE-STEEL RETAINING WALL 108.12 CWT 32.3636 26.750 59.114 6,391.28

02830.400 POINT & PATCH 8,353.80 SQFT 0.1102 0.006 0.117 974.05

02830.501 FOOTING KEYWAYS 298.35 LNFT 0.5761 0.233 0.810 241.51

02830.522 RETAINING WALL FORMS 12-14' 8,353.80 SQFT 3.2013 1.376 4.577 38,236.18

02830.540 FORM RELEASE AGENT 8,353.80 SQFT 0.2226 0.023 0.246 2,051.69

02830.541 WALL FORM HARDWARE 4,176.90 SQFT 0.102 0.102 427.71

02830.702 BITUMINOUS COATING 2-COATS 4,176.90 SQFT 0.6952 0.192 0.887 3,705.75

02830.890 * RETAINING WALL LENGTH * 298.35 LNFT

* Total Sitework 142,047.73

Concrete 03110.510 CONTINUOUS FOOTING EDGE FORMS 906.38 SQFT 4.4257 1.039 5.464 4,952.80 RET Footing

03110.510 CONTINUOUS FOOTING EDGE FORMS 103.66 SQFT 4.4257 1.039 5.464 566.44 WF2.0 CMU Footing

03110.510 CONTINUOUS FOOTING EDGE FORMS 497.21 SQFT 4.4257 1.039 5.464 2,716.95 WF3.0 CMU Footing

03110.520 COLUMN FOOTING EDGE FORMS 127.68 SQFT 4.4257 1.039 5.464 697.69 F3.0

03110.520 COLUMN FOOTING EDGE FORMS 191.52 SQFT 4.4257 1.039 5.464 1,046.54 F4.0


03110.520 COLUMN FOOTING EDGE FORMS 18.62 SQFT 4.4257 1.039 5.464 101.75 F4x3








Estimator :

Project Size : sqft




03111.348 WOOD PIER FORMS 18.00 SQFT 1.0476 1.161 2.208 39.75 P1




03150.650 SCREEDS FOR SLAB 1,137.60 LNFT 0.9219 0.320 1.242 1,412.79

03150.900 FORM RELEASING AGENT 18.00 SQFT 0.2095 0.023 0.233 4.19 P1




03210.155 PIER REBAR 0.04 CWT 23.7333 26.750 50.483 2.04 P1

03210.155 PIER REBAR 0.01 CWT 23.7333 26.750 50.483 0.38 P4

03210.155 PIER REBAR CWT 23.7333 26.750 50.483 0.17 P5

03210.155 PIER REBAR 0.01 CWT 23.7333 26.750 50.483 0.33 P7

03210.200 CONTINUOUS FOOTING REBAR 62.74 CWT 31.7857 26.750 58.536 3,672.38 RET Footing

03210.200 CONTINUOUS FOOTING REBAR 2.17 CWT 31.7857 26.750 58.536 127.02 WF2.0 CMU Footing

03210.200 CONTINUOUS FOOTING REBAR 13.91 CWT 31.7857 26.750 58.536 814.23 WF3.0 CMU Footing

03210.210 COLUMN FOOTING REBAR 2.50 CWT 31.7857 26.750 58.536 146.53 F3.0



03210.210 COLUMN FOOTING REBAR 0.45 CWT 31.7857 26.750 58.536 26.25 F4x3






03210.210 COLUMN FOOTING REBAR 74.56 CWT 31.7857 26.750 58.536 4,364.70 F9.5

03220.011 6x6 W2.1/W2.1 MESH 104.28 SQS 22.0080 10.650 32.658 3,405.58

03310.150 **CONC IN CONTINUOUS FOOTING** **** RET Footing

03310.150 **CONC IN CONTINUOUS FOOTING** **** WF2.0 CMU Footing

03310.150 **CONC IN CONTINUOUS FOOTING** **** WF3.0 CMU Footing

03310.151 3000 PSI DIRECT 66.25 CUYD 11.0090 55.000 66.009 4,373.10 RET Footing

03310.151 3000 PSI DIRECT 3.69 CUYD 11.0090 55.000 66.009 243.65 WF2.0 CMU Footing

03310.151 3000 PSI DIRECT 27.18 CUYD 11.0090 55.000 66.009 1,794.02 WF3.0 CMU Footing

03310.200 **CONC IN COLUMN FOOTING** **** F3.0



03310.200 **CONC IN COLUMN FOOTING** **** F4x3







03310.201 3000 PSI DIRECT 3.55 CUYD 11.0090 55.000 66.009 234.11 F3.0

03310.201 3000 PSI DIRECT 7.09 CUYD 11.0090 55.000 66.009 468.22 F4.0

03310.201 3000 PSI DIRECT 3.99 CUYD 11.0090 55.000 66.009 263.38 F4.5

03310.201 3000 PSI DIRECT 0.59 CUYD 11.0090 55.000 66.009 39.02 F4x3

03310.201 3000 PSI DIRECT 5.56 CUYD 11.0090 55.000 66.009 366.72 F5.0

03310.201 3000 PSI DIRECT 14.35 CUYD 11.0090 55.000 66.009 947.36 F5.5

03310.201 3000 PSI DIRECT 14.66 CUYD 11.0090 55.000 66.009 967.96 F6.0

03310.201 3000 PSI DIRECT 8.60 CUYD 11.0090 55.000 66.009 568.00 F6.5

03310.201 3000 PSI DIRECT 4.34 CUYD 11.0090 55.000 66.009 286.80 F8.0

03310.201 3000 PSI DIRECT 49.02 CUYD 11.0090 55.000 66.009 3,235.48 F9.5

03310.350 **CONC IN SLAB ON GRADE** ****

03310.351 3000 PSI DIRECT 117.04 CUYD 11.0090 55.000 66.009 7,725.50

03310.750 **CONCRETE IN PIERS** **** P1






Estimator :

Project Size : sqft



03310.775 4000 PSI DIRECT 0.03 CUYD 16.0131 56.000 72.013 2.00 P1

03310.775 4000 PSI DIRECT CUYD 16.0131 56.000 72.013 0.20 P4

03310.775 4000 PSI DIRECT CUYD 16.0131 56.000 72.013 0.28 P5

03310.775 4000 PSI DIRECT CUYD 16.0131 56.000 72.013 0.28 P7

03315.971 * CONTINUOUS FOOTING LENGTH * 298.13 LNFT RET Footing

03315.971 * CONTINUOUS FOOTING LENGTH * 49.83 LNFT WF2.0 CMU Footing

03315.971 * CONTINUOUS FOOTING LENGTH * 183.50 LNFT WF3.0 CMU Footing

03315.972 * NO. OF COLUMN FOOTINGS * 8.00 EACH F3.0



03315.972 * NO. OF COLUMN FOOTINGS * 1.00 EACH F4x3







03315.976 * SOG AREA * 9,480.00 SQFT

03350.130 MACHINE TROWEL FINISH 9,480.00 SQFT 0.3304 0.330 3,132.19

03350.131 POINT & PATCH 18.00 SQFT 0.1102 0.013 0.123 2.21 P1




03390.010 PROTECT & CURE 9,480.00 SQFT 0.1102 0.019 0.129 1,226.71

* Total Concrete 61,303.90

Masonry 04210.011 MORTAR 15.37 CUYD 50.000 50.000 768.26

04210.201 STANDARD SIZE FACE BRICK 21.40 M 566.9517 135.000 701.952 15,019.21

04219.990 * MASONRY WALL AREA * 3,266.62 SQFT

04220.102 FILL VOIDS W/ CONCRETE 32.48 CUYD 20.5520 55.000 75.552 2,454.29

04220.504 12X8X16 CONC BLOCK 3,674.95 PCS 2.5690 0.945 3.514 12,913.77

04224.122 MASONRY REBAR 25.55 CWT 20.5520 26.750 47.302 1,208.71

04930.011 CLEAN FACE BRICK 3,266.62 SQFT 0.4060 0.406 1,326.25

* Total Masonry 33,690.49

Thermal and moisture protection 07140.011 WATERPROOFING ON MASONRY 3,266.62 SQFT 0.4983 0.358 0.857 2,798.51

07260.012 6MIL VISQUEEN SUBGRADE PAPER 104.28 SQS 1.1018 2.900 4.002 417.31

* Total Thermal and moisture protection 3,215.82

Total Direct Cost 240,257.94

Activity ID Activity Name OriginalDuration

Remaining Duration

Schedule % Complete

Start Finish Resources

A1000 Excavation 11 11 100% 07-May-12 21-May-12

A1010 Formwork - Retaining Wall/Column Footings 5 5 100% 21-May-12 25-May-12

A1020 Rebar - Retaining Wall/Column Footings 5 5 100% 25-May-12 01-Jun-12

A1030 Pour - Retaining Wall/Column Footings 2 2 100% 01-Jun-12 04-Jun-12

A1040 Cure - Retaining Wall/Column Footings 5 5 100% 04-Jun-12 08-Jun-12

A1050 Strip Formwork 2 2 100% 08-Jun-12 11-Jun-12

A1060 Formwork - Retaining Wall 7 7 100% 11-Jun-12 19-Jun-12

A1070 Rebar - Retaining Wall 7 7 100% 19-Jun-12 27-Jun-12

A1080 Pour - Retaining Wall 2 2 100% 27-Jun-12 28-Jun-12

A1090 Cure - Retaining Wall 5 5 100% 28-Jun-12 05-Jul-12

A1100 Strip Formwork 2 2 100% 05-Jul-12 06-Jul-12

A1110 Backfill 5 5 100% 06-Jul-12 12-Jul-12

A1120 Formwork - Column Piers 5 5 100% 12-Jul-12 18-Jul-12

A1130 Rebar - Column Piers 5 5 100% 20-Jul-12 26-Jul-12

A1140 Pour - Column Piers 2 2 100% 26-Jul-12* 27-Jul-12

A1150 Cure - Column Piers 5 5 100% 27-Jul-12 02-Aug-12

A1160 Strip Formwork 1 1 100% 02-Aug-12 02-Aug-12

A1170 Formwork - CMU Wall Footings 5 5 100% 02-Aug-12 08-Aug-12

A1180 Rebar - CMU Wall Footings 5 5 100% 08-Aug-12 14-Aug-12

A1190 Pour - CMU Wall Footings 2 2 100% 14-Aug-12 15-Aug-12

A1200 Cure - CMU Wall Footings 5 5 100% 15-Aug-12 21-Aug-12

A1210 Strip Formwork 2 2 100% 21-Aug-12 22-Aug-12

A1220 Build - CMU Wall 10 10 100% 22-Aug-12 05-Sep-12

A1230 Installation - Welded Wire Fabric 4 4 100% 05-Sep-12 10-Sep-12

A1240 Pour - Slab On Grade 3 3 100% 10-Sep-12 12-Sep-12

South Halls Classic Schedule Layout 19-Oct-12 00:31

Actual Work

Remaining Work

Critical Remaining ...

Milestone

Page 1 of 2 TASK filter: All Activities

© Oracle Corporation

Budgeted TotalCost

TotalFloat

$0.00

$0.00

$0.00

$0.00

$0.00

$0.00

$0.00

$0.00

$0.00

$0.00

$0.00

$0.00

$0.00

$0.00

$0.00

$0.00

$0.00

$0.00

$0.00

$0.00

$0.00

$0.00

$0.00

$0.00

$0.00

06 13 20 27 03 10 17 24 01 08 15 22 29 05 12 19 26 02 09 16 23 30 07 14 21

May 2012 June 2012 July 2012 August 2012 September 2012 October 2012

Excavation

Formwork - Retaining Wall/Column Footings

Rebar - Retaining Wall/Column Footings

Pour - Retaining Wall/Column Footings

Cure - Retaining Wall/Column Footings

Strip Formwork

Formwork - Retaining Wall

Rebar - Retaining Wall

Pour - Retaining Wall

Cure - Retaining Wall

Strip Formwork

Backfill

Formwork - Column Piers

Rebar - Column Piers

Pour - Column Piers

Cure - Column Piers

Strip Formwork

Formwork - CMU Wall Footings

Rebar - CMU Wall Footings

Pour - CMU Wall Footings

Cure - CMU Wall Footings

Strip Formwork

Build - CMU Wall

Installation - Welded Wire Fabric

Pour - Slab On Grade

South Halls Classic Schedule Layout 19-Oct-12 00:31

Actual Work

Remaining Work

Critical Remaining ...

Milestone

Page 2 of 2 TASK filter: All Activities

© Oracle Corporation

Gantt Chart Narrative

I arbitrarily decided that this project would begin May 7th

, 2012; the first normal work

day after Penn State’s final’s week. To begin my schedule, I started with the 9,831.66 cubic yard

excavation which includes building space along with strip and spread footings. Once done with

excavation, the work on the strip and spread footing was able to commence. The work,

including framing, placing rebar, pouring concrete, allowing the concrete to cure, and striping

the formwork, was estimated to take a total of nineteen days. The strip and spread footing are

able to be completed simultaneously due to their differing locations on site. After these footings

were complete, the retaining wall was able to be formed, have its rebar placed, be poured, cure,

and have its forms striped. After the wall was up the backfill was poured in. Once the backfill

was done, the column piers went through the same process of being formed, have their rebar

placed, be poured, cure, and have their forms striped. Now that the column piers were complete,

the CMU wall footing was formed, reinforced, poured, cured and striped of its form. With the

foundation done, the CMU was next to go up. Lastly, with all of the walls in, there was no need

to form the slab on grade so the welded wire fabric was laid down and the concrete poured. The

durations for these activities were subjectively assumed.

References:

1. The entire footprint was used from SB 101

2. Details A1 and A3 were used from page SB 301

3. Details D1, D2, and D4 were used from SB 302

4. Footing Schedule – Column, Footing Schedule – Wall, and Pier Schedule were all used

from SB 501

5. CMU Wall Reinforcing Schedule and Concrete Wall Reinforcing Schedule were both

used from SF 601

*These references were used throughout the assignment*

AFF ABOVE FINISHED FLOOR

BOC BOTTOM OF CONCRETE

BOS BOTTOM OF STEEL

BRG BEARING

CFS COLD-FORMED STEEL

AB ANCHOR BOLT

CJ SLAB CONSTRUCTION JOINT

CENTER LINE

CLR CLEAR

CMU CONCRETE MASONRY UNIT

COL COLUMN

CONN CONNECTION

CONC CONCRETE

CONT CONTINUOUS

DN DOWN

EA EACH

EF EACH FACE

EJ EXPANSION JOINT

ELEV ELEVATION

EOS EDGE OF SLAB

EQ EQUAL

EW EACH WAY

FFE FINISHED FLOOR ELEVATION

FOB FACE OF BRICK

FS FAR SIDE

GALV GALVANIZED

HORIZ HORIZONTAL

LG LONG

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

MOW MIDDLE OF WALL

NTS NOT TO SCALE

OPP OPPOSITE

PJF PREMOLDED JOINT FILLER

PLATE

REQD REQUIRED

SF STEPPED FOOTING

SJ SLAB SAWED (CONTRACTION) JOINT

T&B TOP AND BOTTOM

TOC TOP OF CONCRETE

TOF TOP OF FOOTING

TOM TOP OF MASONRY

TOS TOP OF STEEL

TS THICKENED SLAB

TYP TYPICAL

VERT VERTICAL

WP WORKING POINT

WWF WELDED WIRE FABRIC

CL

PL

DIA, ø DIAMETER

POUNDS PER SQUARE FOOT

SIM SIMILAR

PSF

DWG DRAWING

KIP (k) 1000 LBS

POUNDS PER LINEAR FOOTPLF

UON UNLESS OTHERWISE NOTED

DCJ DOWELED CONSTRUCTION JOINT

ARCH ARCHITECTURAL

APPROX APPROXIMATELY

MAX MAXIMUM

MFR MANUFACTURER

MIN MINIMUM

STD STANDARD

SD SLAB DEPRESSION

NO. NUMBER

NIC NOT IN CONTRACT

SCHED SCHEDULE

SOG SLAB-ON-GRADE

GA GAGE

LSH LONG SIDE HORIZONTAL

LSV LONG SIDE VERTICAL

OC ON CENTER

REINF REINFORCING

FST FOOTING

NS NEAR SIDE

NOM NOMINAL

EOC EDGE OF CORBEL

SLOPE DIRECTION

BRICK

CONCRETE

EARTH FILL

CONCRETE MASONRYUNIT (CMU)

INDICATES ELEVATIONREFERENCED TOFINISHED GROUND FLOOR

DECK OR BAR GRATING SPAN

KEYED CONSTRUCTION NOTE

COLUMN REFERENCE LINE(CENTERLINE OF COLUMN)

SPOT ELEVATION

SLOPE DIRECTION

WALL TYPE

GROUT

SLAB DEPRESSION

[±X'-X"]

DN

[±X'-X"]

X

X

MOMENT CONNECTION

WELDED WIRE FABRIC

10k W24x55 (16) C=1" 10k

END REACTIONS

BEAM SIZE

# SHEAR STUDS

CAMBER

Wn

(-2") TOP OF STEEL ELEVATIONRELATIVE TO TYPICAL TOS

1. USE STRUCTURAL DRAWINGS IN CONJUNCTION WITH ALL OTHER DRAWINGS. COORDINATE THE WORK OFOTHER TRADES INCLUDING, BUT NOT LIMITED TO THE REQUIREMENTS FOR SLEEVES, INSERTS, HOLES,HANGERS, AND ANCHORS.

2. ELEVATIONS ON THE STRUCTURAL DRAWINGS ARE DENOTED AS [±X’-X”] REFERENCED TO THE FINISHED GROUNDFLOOR ELEVATION DATUM.

3. REPORT DISCREPANCIES IN DIMENSIONS BETWEEN DIFFERENT DRAWINGS TO THE OWNER’SREPRESENTATIVE PRIOR TO BEGINNING WORK IN AREAS THAT WILL BE AFFECTED.

4. DETAILS ENTITLED OR NOTED AS “TYPICAL” APPLY NOT ONLY WHERE SPECIFICALLY INDICATED ORREFERENCED, BUT ALSO IN ALL OTHER CASES WHERE THE NATURE OF THE CONSTRUCTION REQUIRES THEIRUSE. DETERMINE APPLICABILITY OF TYPICAL DETAILS FROM DESCRIPTIVE TITLES OR FROM THE SIMILARITY OFA CONSTRUCTION CONDITION TO ANOTHER CONDITION WHERE THE DETAIL IS SPECIFICALLY INDICATED ORREFERENCED.

5. THE STRUCTURAL DRAWINGS CONTAINED HEREIN REPRESENT THE FINISHED STRUCTURE. PROVIDE ALLTEMPORARY GUYING AND BRACING REQUIRED TO ERECT AND HOLD THE STRUCTURE IN PROPER ALIGNMENTUNTIL ALL STRUCTURAL WORK, INCLUDING CONNECTIONS, IS COMPLETE. THE ANALYSIS, DESIGN, SAFETY,ADEQUACY, AND INSPECTION OF ERECTION BRACING, SHORING, AND OTHER TEMPORARY SUPPORTS ARE THESOLE RESPONSIBILITY OF THE CONTRACTOR.

6. CONSTRUCTION MEANS, METHODS, TECHNIQUES, AND SEQUENCES AND SUPERVISION OF THE WORK ARE THESOLE RESPONSIBILITY OF THE CONTRACTOR.

7. REPRODUCTION OF CONTRACT DRAWINGS SHALL NOT BE USED AS SHOP DRAWINGS UNDER ANYCIRCUMSTANCE.

GENERAL NOTES

1. STRUCTURAL DESIGN IS IN ACCORDANCE WITH THE FOLLOWING CODES AND SPECIFICATIONS:

A. "PENNSYLVANIA UNIFORM CONSTRUCTION CODE" DATED DECEMBER 31, 2009

B. 2009 INTERNATIONAL BUILDING CODE (IBC)

C. ASCE 7-05, MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES

D. AISC “SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS” DATED MARCH 9, 2005

E. AISC “CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES” DATED MARCH 18, 2005

F. ACI 318-08, BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE

G. ACI 530-08, BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES

H. AISI “NORTH AMERICAN SPECIFICATION FOR THE DESIGN OF COLD-FORMED STEEL STRUCTURALMEMBERS” 2007 EDITION

2. DESIGN LOAD CRITERIA:

A. LIVE LOADS (UNIFORM)

ROOFATTIC WALKWAYSPARTITION ALLOWANCEPRIVATE ROOMS AND CORRIDORS SERVING THEMPUBLIC ROOMS AND CORRIDORS SERVING THEMSTAIRS AND EXITSSTORAGEMECHANICAL/ELECTRICAL ROOMSTOILETS

NOTE: LIVE LOAD REDUCTION WAS USED IN THE DESIGN OF THIS STRUCTURE

B. SNOW LOAD:

GROUND SNOW LOAD, PgSNOW EXPOSURE FACTOR, CeTHERMAL FACTOR, CtSNOW LOAD IMPORTANCE FACTOR, IsFLAT ROOF SNOW LOAD, PfSLOPED-ROOF SNOW LOAD, Ps

C. WIND LOADS:

BASIC WIND SPEED, VOCCUPANCY CATEGORYWIND IMPORTANCE FACTOR, IWIND EXPOSURE CATEGORYGUST EFFECT FACTOR, GINTERNAL PRESSURE COEFFICIENTS, GCpi

DESIGN NOTES

DESIGN WIND PRESSURE FORROOF COMPONENTS (PSF)

DESIGN WIND PRESSURE FORWALL COMPONENTS (PSF)

ROOF ZONE

4

5

0 - 20WALL ZONE

21 - 100 101 +

18.8

18.8

-20.3

-25.1

17.9

17.9

-19.4

-23.3

15.9

15.9

-17.5

-19.5

1

2

3

COMPONENT TRIBUTARY AREA (ft2)


0 - 20 21 - 100 101 +

17.2

17.2

17.2

-18.8

-21.9

-21.9

16.7

16.7

16.7

-17.7

-20.9

-20.9

15.6

15.6

15.6

-15.6

-18.7

-18.7

30 PSF40 PSF15 PSF40 PSF

100 PSF100 PSF125 PSF125 PSF100 PSF

30 PSF0.91.11.0

21 PSF21 PSF

90 MPHII

1.00B

0.85±0.18

D. COMPONENTS AND CLADDING WIND PRESSURES:

NOTES:

1. POSITIVE AND NEGATIVE SIGNS SIGNIFY PRESSURES ACTING TOWARD ANDAWAY FROM THE SURFACES, RESPECTIVELY

2. BUILDING ZONES ARE DEFINED IN ASCE 7

NOTES:

1. STRENGTH DESIGN BASED ON 50-YEAR MEAN RECURRENCE INTERVAL

2. DEFLECTION (SERVICEABILITY) DESIGN BASED ON 10-YEAR MEAN RECURRENCE INTERVAL

3. DEFLECTION CRITERIA FOR COLD-FORMED STEEL STUDS IS H/600 (SIMPLY SUPPORTED)AND H/300 (CANTILEVERED)

E. SEISMIC LOADS:

OCCUPANCY CATEGORY IISEISMIC IMPORTANCE FACTOR, Ie 1.0SPECTRAL RESPONSE ACCELERATION, Ss 0.147gSPECTRAL RESPONSE ACCELERATION, S1 0.049gSPECTRAL RESPONSE COEFFICIENT, SDs 0.118gSPECTRAL RESPONSE COEFFICIENT, SD1 0.055gSITE CLASS CSEISMIC DESIGN CATEGORY ABASIC SEISMIC FORCE-RESISTING SYSTEM STEEL SYSTEMS NOT SPECIFICALLY

DETAILED FOR SEISMIC RESISTANCE(IN COMBINATION WITH ORDINARYREINFORCED CONCRETE SHEAR WALLSAT GROUND STORY)

RESPONSE MODIFICATION FACTOR, R 3DESIGN BASE SHEAR, V=CsW 0.01WANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE FOLLOWING

DESIGN REQUIREMENTS OF ASCE 7-05SECTION 11.7

F. DESCRIPTION OF LATERAL LOAD-RESISTING SYSTEM:

LATERAL LOAD-RESISTING SYSTEM AND STABILITY OF THE COMPLETED STRUCTURE IS PROVIDEDBY STRUCTURAL STEEL BRACED FRAMES AT ALL FLOOR LEVELS AND ROOF LEVEL, IN COMBINATION WITHORDINARY REINFORCED CONCRETE SHEAR WALLS AT THE GROUND FLOOR LEVEL.

COMPOSITE CONCRETE SLABS AT FLOOR LEVELS ARE HORIZONTAL DIAPHRAGMS THAT DISTRIBUTELATERAL WIND AND SEISMIC FORCES HORIZONTALLY TO THE COLLECTING ELEMENTS FOR THE BRACEDFRAMES AND SHEAR WALLS. AT ROOF LEVEL, STEEL DECK SERVES AS A HORIZONTAL DIAPHRAGM THATDISTRIBUTES HORIZONTAL LOADS TO COLLECTING ELEMENTS AND INTO THE BRACED FRAMES AT THEROOF AND INTO THE MOMENT FRAMES AT THE VESTIBULE CANOPIES.

1. ALL CONCRETE CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE PROVISIONS OF THE AMERICANCONCRETE INSTITUTE (ACI) SPECIFICATIONS FOR STRUCTURAL CONCRETE (ACI 301-08).

2. CAST-IN-PLACE CONCRETE SHALL ATTAIN THE FOLLOWING MINIMUM 28-DAY COMPRESSIVE STRENGTHS (f'c):

A. WALLS AND PIERS 4000 PSIB. COMPOSITE DECK FILL (LIGHTWEIGHT CONCRETE) 4000 PSIC. SLAB-ON-GRADE 3000 PSID. FOOTINGS 3000 PSIE. ALL OTHER CONCRETE 4000 PSI

3. CONCRETE DENSITY SHALL BE NORMAL WEIGHT UNLESS SPECIFICALLY OTHERWISE NOTED.

4. CONCRETE REINFORCING STEEL SHALL BE DEFORMED BARS CONFORMING TO ASTM A615/A615M, GRADE 60.

5. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185. PROVIDE SHEET-TYPE WELDED WIRE FABRIC.SHEET LAPS SHALL BE TIED AND LAPPED ONE FULL MESH SPACING PLUS 2".

6. CONCRETE REINFORCING STEEL SHALL BE CONTINUOUS UNLESS OTHERWISE INDICATED. CONTINUOUSREINFORCING STEEL SHALL BE LAPPED IN ACCORDANCE WITH THE REQUIREMENTS OF ACI 318 AND SHEET SB502.

7. MINIMUM CONCRETE COVER FOR REINFORCING STEEL SHALL BE AS INDICATED. IN NO CASE SHALLREINFORCING COVER BE LESS THAN THE REQUIREMENTS OF ACI 301.

A. CONCRETE DEPOSITED AGAINST THE GROUND 3”B. CONCRETE EXPOSED TO EARTH OR WEATHER 2”C. BEAMS AND COLUMNS 1 1/2”D. SLABS AND WALLS NOT EXPOSED TO EARTH OR WEATHER 1”

8. CONCRETE REINFORCING STEEL MARKED STANDARD HOOK SHALL HAVE A 90-DEGREE HOOK UNLESS OTHERWISENOTED. STIRRUPS, TIES, 180-DEGREE HOOKS, AND 90-DEGREE HOOKS SHALL CONFORM TO THE REQUIREMENTSOF ACI 318.

9. PROVIDE 1/2" THICK JOINT FILLER MATERIAL WHERE SLABS-ON-GRADE ABUT VERTICAL SURFACES.

10. ALL EMBEDDED ITEMS SHALL BE PROPERLY PLACED, ACCURATELY POSITIONED, AND MAINTAINED SECURELY INPLACE PRIOR TO AND DURING CONCRETE PLACEMENT.

11. REINFORCING STEEL SHALL BE SPREAD AT SLEEVES, TIEBACKS, RECESSES, AND OTHER EMBEDDED ITEMS UNLESSOTHERWISE INDICATED. REINFORCING SHALL NOT BE CUT TO FACILITATE PLACEMENT OF EMBEDDED ITEMS.

12. NO CONCRETE SHALL BE PLACED UNTIL THE OWNER OR THE OWNER’S DESIGNATED REPRESENTATIVE HASINSPECTED ALL EMBEDDED WORK, INCLUDING REINFORCING.

13. ALL EXPOSED CONCRETE EDGES SHALL BE CHAMFERED 3/4" OR AS INDICATED.

14. ALUMINUM SHALL NOT BE PLACED IN DIRECT CONTACT WITH CONCRETE UNLESS EFFECTIVELY COATED OR COVEREDTO PREVENT ALUMINUM-CONCRETE REACTION AND ELECTROLYTIC ACTION BETWEEN ALUMINUM AND STEEL.

15. PROVIDE ADDITIONAL CONCRETE REQUIRED TO ACHIEVE SPECIFIED FLOOR FLATNESS CRITERIA.

CONCRETE NOTES

1. ALL MASONRY CONSTRUCTION SHALL BE IN ACCORDANCE WITH “BUILDING CODE REQUIREMENTS FOR MASONRYSTRUCTURES” (ACI 530-08/ASCE 5-08/TMS 402-08) AND “SPECIFICATION FOR MASONRY STRUCTURES”(ACI 530.1-08/ASCE 6-08/TMS 402-08).

2. DESIGN MASONRY ASSEMBLAGE STRENGTH, f’m = 1500 PSI. NET AREA COMPRESSIVE STRENGTH OF CONCRETEMASONRY UNITS SHALL BE A MINIMUM OF 1900 PSI.

3. CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90 AND BE MANUFACTURED WITH NORMAL WEIGHTAGGREGATE (OVEN-DRY UNIT WEIGHT=135 PCF, MAX).

4. GROUT SHALL CONFORM TO ASTM C476 AND SHALL NOT CONTAIN ADMIXTURES. GROUT SHALL ATTAIN AMINIMUM 28-DAY COMPRESSIVE STRENGTH OF 2000 PSI.

5. GROUT POURS SHALL BE STOPPED 1-1/2 INCHES BELOW THE TOP OF A COURSE TO FORM A KEY AT POURED JOINTS.

6. REINFORCING SHALL BE DEFORMED BARS CONFORMING TO ASTM A615/A615M, GRADE 60 AND SHALL HAVEFABRICATION TOLERANCES IN ACCORDANCE WITH ACI 315. SHOP FABRICATE REINFORCING BARS WHICH AREINDICATED TO BE BENT OR HOOKED.

7. JOINT REINFORCING SHALL BE LADDER-TYPE HOT-DIP GALVANIZED STEEL WIRE, LAPPED 8" AT ENDS.

8. LOCATE JOINT REINFORCING 16 INCHES ON CENTER VERTICALLY. PROVIDE ADDITIONAL REINFORCING AT THETOP OF ALL FOUNDATIONS AND IN THE TWO JOINTS IMMEDIATELY ABOVE AND BELOW ALL OPENINGS. EXTEND JOINTREINFORCING A MINIMUM OF 24 INCHES BEYOND THE OPENING ON EACH SIDE.

9. PLACE PIPES AND CONDUITS PASSING HORIZONTALLY THROUGH MASONRY IN STEEL OR PVC SLEEVES OR COREDHOLES UNLESS OTHERWISE INDICATED ON THE DRAWINGS.

10. ALUMINUM CONDUITS, PIPES, AND ACCESSORIES SHALL NOT BE EMBEDDED IN MASONRY GROUT, OR MORTAR,UNLESS EFFECTIVELY COATED OR COVERED TO PREVENT ALUMINUM-CEMENT CHEMICAL REACTION ORELECTROLYTIC REACTION BETWEEN ALUMINUM AND STEEL.

11. UNLESS OTHERWISE NOTED OR DETAILED, CENTER WALL REINFORCING IN BLOCK CELLS. USE NONMETALLICBAR POSITIONERS.

12. PROVIDE DOWEL REINFORCING FROM FOUNDATION OF SAME SIZE AND SPACING AS VERTICAL WALLREINFORCING. LAP WALL REINFORCING A MINIMUM OF 48 BAR DIAMETERS.

13. HORIZONTAL JOINT REINFORCING SHALL BE DISCONTINUOUS AT ALL CONTROL JOINTS.

14. HORIZONTAL BOND BEAM REINFORCING SHALL BE CONTINUOUS THROUGH ALL CONTROL JOINTS.

MASONRY NOTES

1. FOUNDATIONS HAVE BEEN DESIGNED IN ACCORDANCE WITH THE RECOMMENDATIONS IN THE GEOTECHNICAL REPORTPREPARED BY CMT LABORATORIES AND DATED OCTOBER 10, 2011 WITH MARCH 21, 2012 REVISIONS.

2. FOUNDATIONS HAVE BEEN DESIGNED TO BEAR ON EXISTING NATURAL BEDROCK, CAPABLE OF SUPPORTING A NET ALLOWABLEDESIGN BEARING PRESSURE OF 8000 PSF. WHERE COMPETENT BEDROCK IS NOT ENCOUNTERED AT A FOOTING LOCATION,CONTACT STRUCTURAL ENGINEER OF RECORD FOR DESIGN OF A FOOTING ON FIRM NATURAL SOIL OR ENGINEERED FILL.

3. PRIOR TO PLACING FOUNDATION CONCRETE, THE CONTRACTOR SHALL ENSURE THAT THE FOUNDATION EXCAVATIONSARE INSPECTED BY AN INDEPENDENT TESTING LABORATORY AND GEOTECHNICAL ENGINEER REGISTERED IN THECOMMONWEALTH OF PENNSYLVANIA TO EVALUATE THE EXTENT OF LOOSE, SOFT OR OTHERWISE UNSATISFACTORY SOILMATERIAL AND TO VERIFY THE DESIGN BEARING CAPACITY. SOILS NOT SUITABLE FOR FOUNDATION SUPPORT SHALL BE UNDERCUTAND REPLACED WITH ENGINEERED FILL AS RECOMMENDED IN THE GEOTECHNICAL REPORT.

4. ADEQUATELY PROTECT FOUNDATION EXCAVATIONS TO PREVENT WATER FROM ACCUMULATING AND STANDING IN THEEXCAVATION BOTTOMS.

5. FROST PROTECTION SHALL BE PROVIDED BY ERECTING FOOTINGS ON SOLID ROCK. WHERE SOLID ROCK IS NOT ENCOUNTERED,BOTTOM OF FOOTING SHALL EXTEND BELOW FROST LINE ELEVATION OF 42" BELOW GRADE.

6. DO NOT PLACE FOUNDATION CONCRETE ON FROZEN OR SATURATED SUBGRADES.

7. ENSURE THAT EARTH-FORMED FOOTINGS CONFORM TO THE SHAPE, LINES, AND THICKNESSES INDICATED ON THE FOUNDATIONPLAN. EXCAVATION WIDTHS SHALL BE A MINIMUM OF 4 INCHES GREATER THAN DIMENSIONS INDICATED.

8. PLACE FOUNDATION CONCRETE THE SAME DAY EXCAVATIONS ARE MADE OR AS SOON AS PRACTICAL THEREAFTER.

9. DO NOT INSTALL FOUNDATIONS UNTIL FOUNDATION WORK HAS BEEN COORDINATED WITH ADJACENT UNDERGROUND UTILITIES ANDSTRUCTURES.

10. FOOTINGS SHALL BE LOWERED AS REQUIRED TO PASS UNDER UTILITY LINES. STEP CONTINUOUS FOOTINGS DOWN AS SHOWN INTHE “TYPICAL STEPPED FOOTING” DETAIL ON SHEET SB501.

FOUNDATION NOTES

W10

W12, W14

W16, W18

W21, W24

W27

W30

MINIMUM NUMBER OFROWS OF BOLTS

2

3

4

5

6

7

1. FABRICATION AND ERECTION OF STRUCTURAL STEEL AND DESIGN OF CONNECTIONS SHALL BE IN ACCORDANCE WITHTHE AISC “SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS,” DATED MARCH 9, 2005 AND THE AISC “CODE OFSTANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES,” DATED MARCH 18, 2005.

2. UNLESS OTHERWISE NOTED, STRUCTURAL STEEL SHALL BE IN ACCORDANCE WITH THE ABOVE-LISTED AISCSPECIFICATION AND THE FOLLOWING:

A. SQUARE AND RECTANGULAR HSS ASTM A500, GRADE B, Fy = 46 KSIB. ROUND HSS ASTM A500, GRADE B, Fy = 42 KSIC. WIDE FLANGE SHAPES AND TEES ASTM A992D. CHANNELS AND S-SHAPES ASTM A36/A36ME. PLATES AND ANGLES ASTM A36/A36MF. HIGH STRENGTH BOLTS ASTM F1852G. ANCHOR RODS W/ NUT AND WASHER ASTM F1554, GRADE 36H. THREADED ROD ASTM A36/A36M

3. ALL SHOP AND FIELD WELDING SHALL BE BY CERTIFIED WELDERS AND SHALL CONFORM TO AWS STANDARDS. USEE70XX ELECTRODES UNLESS NOTED OTHERWISE. CURRENT AWS CERTIFICATIONS SHALL BE AVAILABLE AT THE JOBSITE FOR REVIEW BY THE OWNER’S REPRESENTATIVE.

4. ALL BOLTED CONNECTIONS, UNLESS OTHERWISE NOTED, SHALL USE HIGH-STRENGTH BOLTS WITH HARDENED CARBONSTEEL WASHERS AS REQUIRED FOR THE CONNECTION LOADS. FOR CONNECTIONS NOT DETAILED AND OTHERSREQUIRED BY THE ERECTION PROCEDURES, THE FABRICATOR SHALL SUBMIT DETAILS AND CALCULATIONS TO THEENGINEER OF RECORD FOR APPROVAL.

5. FIELD CUTTING OF STRUCTURAL STEEL MEMBERS BY ANY TRADE SHALL NOT BE PERMITTED. BOLT HOLES SHALL NOTBE CUT OR ENLARGED BY FLAME CUTTING IN THE FIELD.

6. ALL FIELD-BOLTED SHEAR CONNECTIONS SHALL BE PRE-TENSIONED CONNECTIONS, THREADS INCLUDEDIN THE SHEAR PLANE.

7. CONNECTION DESIGN IS DELEGATED TO THE CONTRACTOR. SUBMIT CALCULATIONS SEALED BY A PROFESSIONALENGINEER LICENSED IN THE COMMONWEALTH OF PENNSYLVANIA ALONG WITH THE SHOP DRAWINGS FOR CONNECTIONSOTHER THAN SIMPLE SHEAR CONNECTIONS.

8. SHEAR CONNECTIONS FOR BEAMS SUPPORTING FLOOR AND ROOF GRAVITY LOADS SHALL BE DESIGNED FOR THE FACTOREDREACTIONS SHOWN ON THE DRAWINGS. FOR CONDITIONS WHERE REACTIONS ARE NOT INDICATED ON THE DRAWINGS, SHEARCONNECTIONS SHALL BE DESIGNED FOR 50 PERCENT OF THE MAXIMUM TOTAL UNIFORM LOAD AS INDICATED IN THE LOADTABLES OF PART 3 OF THE AISC “STEEL CONSTRUCTION MANUAL,” 13TH EDITION, FOR THE BEAM SIZE, SPAN AND GRADE OFSTEEL SPECIFIED. IN NO CASE SHALL THE MINIMUM NUMBER OF BOLTS IN A SHEAR CONNECTION BE LESS THAN THATINDICATED IN NOTE #10.

9. MOMENT CONNECTIONS SHALL BE DESIGNED FOR THE MOMENTS INDICATED ON THE DRAWINGS AND THE SHEARCAPACITY AS INDICATED IN NOTE #8, UNLESS OTHERWISE NOTED. MOMENT CONNECTIONS MAY BE WELDED ORBOLTED WITH SLIP-CRITICAL CONNECTIONS AT THE FABRICATOR’S OPTION.

10. BOLTED SHEAR CONNECTIONS FOR BEAMS SUPPORTING FLOOR, ROOF, AND STAIR GRAVITY LOADS SHALL CONTAIN AMINIMUM NUMBER OF HIGH STRENGTH BOLTS AS FOLLOWS. THE MINIMUM BOLT DIAMETER IS 3/4".

11. THE CONTRACTOR SHALL SUBMIT FOR APPROVAL DRAWINGS AND DESIGN CALCULATIONS FOR ANY ALTERNATE DETAILSAND MEMBER SPLICES.

12. SHOP OR FIELD SPLICES OF STRUCTURAL STEEL MEMBERS ARE PROHIBITED EXCEPT AS DETAILED ON THE DRAWINGS,PERMITTED IN THE SPECIFICATIONS, AS INDICATED ON APPROVED SUBMITTALS, AND AS SPECIFICALLY APPROVED ONSHOP DRAWINGS PRIOR TO FABRICATION.

13. PAINT ALL STEEL BELOW GRADE WITH TWO COATS OF COAL TAR EPOXY.

STEEL NOTES

2

3

0 - 20OVERHANG ZONE

21 - 100 101 +


-34.7

-34.7

-33.6

-33.6

-31.5

-31.5

10.0

10.0

10.0

10.0

10.0

10.0

DESIGN WIND PRESSURE FORPARAPETS (PSF)

4

5

STRENGTHWALL ZONE DEFLECTION

53.4

53.4

37.7

37.7

BEAM SIZE

1. THE DESIGN RESPONSIBILITY FOR THE FOLLOWING ENGINEERED SYSTEMS AND COMPONENTS IS DELEGATED TO AQUALIFIED ENGINEER SELECTED BY THE CONTRACTOR. THESE SYSTEMS AND COMPONENTS INCLUDE, BUT ARE NOTLIMITED TO:

A. STRUCTURAL STEEL CONNECTIONS, INCLUDING BRACED FRAME CONNECTIONSB. COLD-FORMED STEEL FRAMING AND CONNECTIONSC. METAL STAIRS AND STAIR FRAMINGD. PERMANENT LADDERSE. HANDRAILS AND GUARDRAILSF. GLAZING SYSTEMSG. FALL-PROTECTION SYSTEMS

2. SUBMIT SHOP DRAWINGS FOR ALL DELEGATED ENGINEERED SYSTEMS AND COMPONENTS TO THE STRUCTURALENGINEER OF RECORD.

3. ALL SUBMITTALS FROM THE DELEGATED ENGINEER MUST BE SUBMITTED TO THE ENGINEER OF RECORD PRIOR TO THESTART OF FABRICATION OF THE SYSTEM OR COMPONENT PART AND PRIOR TO ANY FIELD CONSTRUCTION THAT MAY BEAFFECTED BY THE SYSTEM OR COMPONENT PART.

4. DELEGATED ENGINEERED SYSTEMS SHALL MEET ASCE 7-05 REQUIREMENTS FOR WIND, SEISMIC, AND LIVE LOADS.

5. REFERENCE APPLICABLE SPECIFICATIONS FOR REQUIRED SUBMITTALS TO BE SIGNED AND SEALED BY QUALIFIEDPROFESSIONAL ENGINEER RESPONSIBLE FOR DELEGATED ENGINEERED SYSTEMS AND COMPONENTS.

DELEGATED ENGINEERED SYSTEMS

CHARLOTTE, NC 28204SUITE 300

704·377·8800 FAX 704·358·1037

1523 ELIZABETH AVENUE

1 2 3 4 5 6

A

B

C

D

E

CN NO:DATE:DESIGN:DRAWN:REVIEW:

REVISIONS

SHEET OF

Architecture & Engineering

WWW.CLARKNEXSEN.COM

300 West Pratt Street, Suite 310Baltimore, MD 21201Phone: 443.757.1000

Fax: 443.757.1011www.bartonmalow.com

600 Science Park RoadState College, PA 16803

Phone: 814.237.6518Fax: 814.237.1488

www.sweetland-eng.com

06/29/20124046

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BSPBJTECW

S-001

LEGEND, NOTES,AND

ABBREVIATIONS

STRUCTURAL ABBREVIATIONS

SYMBOL DESCRIPTION

STRUCTURAL LEGEND

SYMBOL DESCRIPTION

No. Date Description

1. COMPOSITE FLOOR DECK SHALL BE GALVANIZED STEEL CONFORMING TO ASTM A653-07 WITH A MINIMUM YIELDSTRENGTH OF 50 KSI. COMPOSITE FLOOR DECK SHALL BE 2" DEEP WITH 3.5" OF LIGHTWEIGHT CONCRETE TOPPING,MINIMUM; TOTAL SLAB THICKNESS = 5.5" MINIMUM. DECK RIBS SHALL BE SPACED AT 12" ON CENTER. COMPOSITEFLOOR DECK SHALL HAVE THE FOLLOWING MINIMUM SECTION PROPERTIES:

A. t=0.0358 in (20 Gage)B. Ip=0.406 in4/ftC. Sp=0.341 in3/ftD. Sn=0.346 in3/ft

ATTACH DECK TO SUPPORTS USING 3/4"ø x 4 3/16" LONG HEADED STUDS AT THE QUANTITY INDICATED ON THE FRAMINGPLANS. WHERE STUD SPACING EXCEEDS 12" ON CENTER, WELD DECK TO SUPPORTS USING 5/8"ø PUDDLE WELDS AT 12"ON CENTER. SIDE LAP CONNECTIONS SHALL BE MADE WITH (3) #10 SCREW CONNECTIONS PER SPAN. FASTENDISCONTINUOUS SIDE OF FLOOR DECK TO SUPPORTING STRUCTURE WITH 5/8"ø PUDDLE WELDS AT 12" ON CENTERUNLESS OTHERWISE NOTED.

2. COMPOSITE ROOF DECK SHALL BE GALVANIZED STEEL CONFORMING TO ASTM A653-07 WITH A MINIMUM YIELDSTRENGTH OF 50 KSI. COMPOSITE ROOF DECK SHALL BE 2" DEEP WITH 3" OF LIGHTWEIGHT CONCRETE TOPPING,MINIMUM; TOTAL SLAB THICKNESS = 5" MINIMUM. DECK RIBS SHALL BE SPACED AT 12" ON CENTER. COMPOSITEROOF DECK SHALL HAVE THE FOLLOWING MINIMUM SECTION PROPERTIES:


3. ROOF DECK SHALL BE GALVANIZED STEEL CONFORMING TO ASTM A653-07 WITH A MINIMUM YIELD STRENGTH OF 33 KSI.STEEL ROOF DECK SHALL BE 1 1/2" DEEP WIDE RIB DECK WITH THE FOLLOWING MINIMUM SECTION PROPERTIES:


ROOF DECK SHALL BE FASTENED TO THE SUPPORTING STRUCTURE WITH #12 SELF-DRILLING SCREWS AT A 36/7PATTERN. SIDE LAP CONNECTIONS SHALL BE MADE WITH #10 SELF-TAPPING SCREWS WITH FIVE SCREWS PER SPAN.FASTEN DISCONTINUOUS SIDE OF ROOF DECK TO SUPPORTING STRUCTURE WITH #12 SELF-DRILLINGSCREWS, TWO PER DECK RIB, IN EACH DECK RIB.

4. WHERE 4 OR MORE SUPPORTS ARE PROVIDED, STEEL DECK SHALL SPAN CONTINUOUSLY OVER A MINIMUM OF 4SUPPORTS (3-SPAN CONDITION), UNLESS OTHERWISE NOTED.

5. ALL COMPOSITE STEEL FLOOR DECK IS DESIGNED AS UNSHORED CONSTRUCTION, UNLESS OTHERWISE NOTED.

6. CONSTRUCTION JOINTS RUNNING PARALLEL TO BEAMS OR GIRDERS SHALL NOT COINCIDE WITH THE CENTER LINE OFTHE BEAM OR GIRDER. CONSTRUCTION JOINTS RUNNING PERPENDICULAR TO BEAMS OR GIRDERS SHALL BE LOCATEDAT APPROXIMATELY THE 1/3 POINT OF THE BEAM OR GIRDER SPAN.

7. 14 GAGE RIDGE PLATES, VALLEY PLATES, AND MISCELLANEOUS METAL DECK ACCESSORIES SHALL BEPROVIDED AND INSTALLED BY THE CONTRACTOR IN ACCORDANCE WITH THE DECK MANUFACTURER'SRECOMMENDATIONS.

8. PERMANENT SUSPENDED LOADS SHALL NOT BE SUPPORTED BY STEEL ROOF DECK.

STEEL DECK NOTES

1. COLD-FORMED STEEL DESIGN AND CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE AMERICAN IRON AND STEELINSTITUTE (AISI) "COLD-FORMED STEEL DESIGN MANUAL," 2008 EDITION, AND THE NORTH AMERICAN SPECIFICATION FORTHE DESIGN OF COLD-FORMED STEEL STRUCTURAL MEMBERS, 2007 EDITION.

2. ALL MATERIAL 18 GAGE OR LESS IN THICKNESS SHALL HAVE A MINIMUM YIELD STRENGTH OF 33 KSI.

3. ALL MATERIAL 16 GAGE OR GREATER IN THICKNESS SHALL HAVE A MINIMUM YIELD STRENGTH OF 50 KSI.

4. ALL COLD-FORMED STEEL SHALL BE GALVANIZED IN ACCORDANCE WITH ASTM A924.

5. ALL CONNECTION SCREWS SHALL BE ZINC COATED.

6. WELDING SHALL BE IN ACCORDANCE WITH AWS D1.3, "STRUCTURAL WELDING CODE-SHEET STEEL."

7. SAW CUT STUDS AND JOISTS SQUARE AND SET WITH FIRM BEARING AGAINST THE CONNECTING MEMBER.

8. THE CONTRACTOR SHALL PROVIDE TEMPORARY BRACING AND GUYING OF COLD-FORMED STEEL FRAMING TO PROVIDEFOR THE SAFETY OF THE STRUCTURE AND WORK PERSONNEL. BRACING SHALL REMAIN UNTIL NO LONGER REQUIREDFOR SAFE SUPPORT OF FRAMING.

9. FIELD MODIFICATIONS OF COLD-FORMED STEEL SYSTEMS SHALL NOT BE ALLOWED WITHOUT PRIOR WRITTEN APPROVALOF THE ENGINEER OF RECORD.

10. CONNECTION REQUIREMENTS FOR COLD-FORMED MEMBERS ARE AS FOLLOWS, UNLESS OTHERWISENOTED:

CONDITION CONNECTION

STUD-TO-TRACK (2) #10-16 SELF -DRILLING SCREWS WITHSTUD SECURELY INTO TRACK

TRACK TO STEEL BEAM 1/8" WELD EACH SIDE, 2" LONG SPACEDAT 32" OC OR (2) 0.145" DIA POWDERACTUATED FASTENERS AT 16" OC

EXTERIOR STUD TRACK (2) 0.145" DIA POWDER ACTUATED FASTENERSTO CONCRETE SLAB THROUGH TRACK AT EACH STUD. PROVIDEOR FOUNDATION 1 1/2" MINIMUM EMBEDMENT. MINIMUM

SPACING = 4". CONCRETE EDGE DISTANCE = 3"

11. MAINTAIN 3/4" MINIMUM DISTANCE BETWEEN CENTERS OF CONNECTION SCREWS AND 3/4" MINIMUM DISTANCE FROM THECENTER OF SCREW TO EDGE OF CONNECTED PART. INSTALL FASTENERS FROM THINNER THROUGH THICKER MATERIAL.

12. SUBMIT SHOP DRAWINGS TO THE DESIGN PROFESSIONAL FOR APPROVAL INDICATING ALL COLD-FORMED STEELMEMBERS, CONNECTIONS, FASTENERS, OPENINGS AND OTHER COLD-FORMED STEEL RELATED ITEMS.

13. STUD MATERIAL INDICATED ON THE DRAWINGS SHALL HAVE A MINIMUM OF 1 5/8" FLANGES AND 1/2" STIFFENING RETURNLIPS. TRACK MATERIAL SHALL HAVE A MINIMUM OF 1 1/4" FLANGES (NO STIFFENING RETURN LIP).

14. MECHANICAL BRIDGING AT INTERVALS NOT EXCEEDING 4'-0" ON CENTER SHALL BRACE ALL LOAD-BEARING AND CURTAINTYPE COLD-FORMED STEEL WALLS. BRIDGING SHALL BE IN PLACE PRIOR TO PLACING ANY LOADS ON THE STUD WALL.

15. CALCULATIONS FOR COLD-FORMED STEEL FRAMING ELEMENTS SHALL BE PREPARED AND SEALED BY A PROFESSIONALENGINEER REGISTERED IN THE COMMONWEALTH OF PENNSYLVANIA AND SUBMITTED TO THE ENGINEER OF RECORD.

COLD-FORMED STEEL FRAMING NOTES

1. TOP AND BOTTOM CHORDS SHALL CONFORM TO THE PROFILE AS INDICATED. THE TRUSS MANUFACTURER MAY VARYTRUSS TYPE AND MEMBER SIZE AS REQUIRED TO ACHIEVE SPAN AND ROOF PITCH SPECIFIED.

2. DESIGN COLD-FORMED STEEL TRUSSES FOR THE FOLLOWING SUPERIMPOSED LOADS IN ADDITION TO THE LOADSINDICATED IN "DESIGN NOTES":

A. TOP CHORD DEAD LOAD: 12 PSFB. BOTTOM CHORD DEAD LOAD: 12 PSFC. BOTTOM CHORD LIVE LOAD: 10 PSF + ATTIC WALKWAY LOADING

INCLUDE SECONDARY BENDING STRESSES DUE TO SUPERIMPOSED LOADS IN DESIGN OF CHORD MEMBERS.

3. LIMIT MIDSPAN DEFLECTION OF THE BOTTOM CHORD OF EACH TRUSS DUE TO LIVE LOAD TO SPAN/360 WITH A MAXIMUMOF 1”. LIMIT MIDSPAN DEFLECTION OF THE BOTTOM CHORD OF EACH TRUSS DUE TO TOTAL LOAD TO SPAN/240 WITH AMAXIMUM OF 1”.

4. WHERE OVERLAY FRAMING IS INDICATED ON DRAWINGS, DESIGN TRUSSES SUPPORTING OVERLAY FRAMING FORADDITIONAL SUPERIMPOSED DEAD LOADS OF OVERLAY FRAMING. USE ACTUAL DEAD LOAD OF FRAMING ANDSHEATHING (MINIMUM 10 PSF).

5. PROVIDE PERMANENT CONTINUOUS LATERAL BRACING OF THE WEB AND CHORD MEMBERS IN ACCORDANCE WITH THETYPICAL DETAIL ON SHEET SF502 IN THE LOCATIONS SPECIFIED BY THE TRUSS DESIGNER ON THE TRUSS SHOP DRAWINGS.

6. DESIGN ROOF TRUSSES TO SUPPORT LOAD OF FALL PROTECTION SYSTEM. COORDINATE WITH FALL PROTECTION SYSTEMSHOWN ON SHEET AE141 AND LOADS PROVIDED BY FALL PROTECTION SUPPLIER.

PREFABRICATED COLD-FORMED STEEL TRUSS NOTES

POST-INSTALLED ANCHORS1. ALL POST-INSTALLED ANCHORS (IN CONCRETE OR CMU) ARE TO BE INSTALLED IN STRICT CONFORMANCE WITH THE MANUFACTURER'S

RECOMMENDATIONS (INCLUDING BUT NOT LIMITED TO DRILL BIT SIZE, PROPER CLEANING OF HOLES, INSTALLATION TORQUE, ANDTEMPERATURE CONSTRAINTS). WHEN ADHESIVE ANCHORS ARE USED, REMOVE EXCESS ADHESIVE AT THE TOP OF THE HOLE BEFORE ITHARDENS.

2. POST-INSTALLED ANCHORS SHALL BE INSTALLED AT NOT LESS THAN MINIMUM EDGE DISTANCES AND SPACINGS INDICATED INTHE MANUFACTURER'S LITERATURE.

3. CONTRACTOR TO HAVE MANUFACTURER'S REPRESENTATIVE PERFORM PRODUCT INSTALLATION TRAINING ON SELECTED SYSTEMS.

4. THE INDEPENDENT TESTING AGENCY SHALL PROVIDE THE INSPECTION OF ALL ANCHORS DURING INSTALLATION TO VERIFYCONFORMANCE WITH THE MANUFACTURER'S INSTALLATION RECOMMENDATIONS.

5. CONFIRM THE ABSENCE OF REINFORCING STEEL BY DRILLING A 1/4" DIAMETER PILOT HOLE FOR EACH ANCHOR OR BY NONDESTRUCTIVEMETHODS. DO NOT CUT REINFORCING STEEL WITHOUT THE APPROVAL OF THE STRUCTURAL ENGINEER OF RECORD.

6. POST-INSTALLED ANCHORS SHALL ONLY BE USED WHERE SPECIFIED ON THE CONSTRUCTION DOCUMENTS. CONTRACTORSHALL OBTAIN APPROVAL FROM STRUCTURAL ENGINEER OF RECORD PRIOR TO USING POST-INSTALLED ANCHORS FOR MISSING ORMISPLACED CAST-IN-PLACE ANCHORS OR FOR SUBSTITUTIONS. CALCULATIONS FOR SUBSTITUTION REQUESTS SHALLDEMONSTRATE THAT THE SUBSTITUTED PRODUCT IS CAPABLE OF ACHIEVING THE PERFORMANCE VALUES OF THE SPECIFIEDPRODUCT USING THE APPROPRIATE DESIGN PROCEDURE AND STANDARDS AS REQUIRED BY THE BUILDING CODE.

7. POST-INSTALLED ANCHORS IN CONCRETE SHALL BE SPECIFIED IN ACCORDANCE WITH ACI 318 APPENDIX D AND APPROPRIATEMANUFACTURER'S TABLES FOR ANCHOR PERFORMANCE VALUES AS DETERMINED FROM TESTING IN ACCORDANCE WITH ICC-ESACCEPTANCE CRITERIA.

8. CALCULATIONS FOR THE SELECTED ANCHOR SYSTEM SHALL BE PREPARED AND SEALED BY A REGISTERED PROFESSIONALENGINEER AND SUBMITTED TO THE STRUCTURAL ENGINEER OF RECORD. CALCULATIONS SHALL INCLUDE ANCHOR DIAMETER, EMBEDMENTDEPTH, ANCHOR MATERIAL, ADHESIVE MATERIAL (IF APPLICABLE), AND ANCHOR SYSTEM CAPACITY.

9. AN ICC-ES-REPORT (ESR-XXXX) SHALL BE SUBMITTED THAT INDICATES ANCHORS HAVE BEEN DESIGNED AND TESTED FOR USEIN CRACKED CONCRETE. ALL ICC-APPROVED ANCHORS SHALL BE SUITABLE FOR SEISMIC AND WIND LOADS.

10. MASONRY ANCHOR INSTALLATIONS ARE LIMITED TO ONE PER MASONRY CELL.

11. CONCRETE ANCHORS:A. MECHANICAL AND SCREW ANCHORS FOR USE IN CRACKED CONCRETE SHALL HAVE BEEN TESTED AND QUALIFIED

FOR USE IN ACCORDANCE WITH ACI 355.2 AND ICC-ES AC193.B. ADHESIVE ANCHORS FOR USE IN CRACKED CONCRETE SHALL HAVE BEEN TESTED AND QUALIFIED FOR USE IN

ACCORDANCE WITH ICC-ES AC308.C. GAS AND POWDER-ACTUATED FASTENERS FOR USE IN CONCRETE SHALL HAVE BEEN TESTED AND QUALIFIED FOR

USE IN ACCORDANCE WITH ICC-ES AC70.

12. MASONRY ANCHORS:A. ANCHORAGE TO SOLID-GROUTED CONCRETE MASONRY:

i. MECHANICAL AND SCREW ANCHORS FOR USE IN SOLID-GROUTED CONCRETE MASONRY SHALL HAVE BEENTESTED AND QUALIFIED FOR USE IN ACCORDANCE WITH ICC-ES AC01 OR AC106, RESPECTIVELY.

ii. ADHESIVE ANCHORS FOR USE IN SOLID-GROUTED CONCRETE MASONRY SHALL HAVE BEEN TESTED ANDQUALIFIED FOR USE IN ACCORDANCE WITH ICC-ES AC58.

B. ANCHORAGE TO HOLLOW CONCRETE MASONRY/UNREINFORCED CLAY BRICK MASONRY:i. SCREW ANCHORS FOR USE IN HOLLOW CONCRETE MASONRY SHALL HAVE BEEN TESTED AND QUALIFIED IN

ACCORDANCE WITH ICC-ES AC106.C. ADHESIVE ANCHORS WITH SCREEN TUBES SHALL BE TESTED AND QUALIFIED IN ACCORDANCE WITH ICC-ES AC58

OR AC60, AS APPROPRIATE. THE APPROPRIATE SCREEN TUBE SHALL BE USED AS RECOMMENDED BY THE ADHESIVEMANUFACTURER.

D. ANCHORS SHALL BE CHOSEN TO RESIST MIN ALLOWABLE STRESS DESIGN (ASD) LOADS INDICATED ONDRAWINGS. ASD LOADS INDICATED TO NOT INCLUDE LOAD ADJUSTMENT FACTORS.

13. GAS AND POWDER-ACTUATED FASTENERS FOR USE IN CONCRETE, CMU, OR STEEL SHALL HAVE BEEN TESTED ANDQUALIFIED FOR USE IN ACCORDANCE WITH ICC-ES AC70.

NOTE:

COORDINATE LOCATIONS OF WALL REINFORCEMENT WITH LOCATIONS OF POST-INSTALLED ANCHORS TO AVOID CONFLICTWHEN PLACING ANCHORS.


704·377·8800 FAX 704·358·1037


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GENERAL NOTES


ITEM QUALIFICATIONS SCOPE

- ENSURE FABRICATOR IS AISC CERTIFIED PER CONTRACT DOCUMENTS TO SATISFY REQUIREMENTSOF IBC 1704.2.2

- COLLECT CERTIFICATE OF COMPLIANCE FROM FABRICATOR AT COMPLETION OF FABRICATION

S-TECH 1S-TECH 2S-TECH 3S-EITSESI

1. FABRICATOR CERTIFICATION/QUALITY CONTROLPROCEDURES

SCHEDULE OF SPECIAL INSPECTION - STRUCTURAL STEEL

- COLLECT CERTIFICATE OF COMPLIANCE FOR WELD FILLER MATERIAL AND CONFIRMCOMPLIANCE WITH CONTRACT DOCUMENTS

- CONFIRM WELD FILLER MATERIAL IDENTIFICATION MARKINGS CONFORM TO AWSSPECIFICATION IN THE CONTRACT DOCUMENTS

- CONTINUOUS VISUAL INSPECTION OF ALL COMPLETE AND PARTIAL PENETRATION WELDS

- CONTINUOUS VISUAL INSPECTION OF ALL MULTIPLE PASS FILLET WELDS

- CONTINUOUS VISUAL INSPECTION OF ALL SINGLE FILLET WELDS GREATER THAN 5/16"

- PERIODIC (25% OF ALL) VISUAL INSPECTION OF FILLET WELDS 5/16” OR SMALLER

- PERIODIC (25% OF ALL) VISUAL INSPECTION OF ROOF AND FLOOR DECK WELDS

- PERIODIC (50% OF ALL) VISUAL INSPECTION OF WELDED REINFORCING STEEL


2. WELDING

- PERIODIC INSPECTION OF STEEL FRAMING JOINT DETAILS TO CONFIRM MEMBER SIZES ANDCONNECTION DETAILS PER THE FOLLOWING:

o 10% OF ALL BEAM-TO-BEAM CONNECTIONSo 25% OF ALL BEAM-TO-COLUMN CONNECTIONSo 50% OF ALL COLUMN SPLICE CONNECTIONSo 100% OF ALL CONNECTIONS OF MEMBERS WITHIN VERTICAL FRAMES


3. STRUCTURAL DETAILS

- COLLECT MATERIAL DATA SHEETS FOR DECKING AND CONNECTORS OR FASTENERS

- PERIODIC INSPECTION OF CONNECTIONS OF DECKING


4. METAL DECK

- COLLECT MATERIAL DATA SHEETS FOR A325 AND A490 BOLTS, NUTS, AND WASHERS, AND CONFIRMCOMPLIANCE WITH CONTRACT DOCUMENTS

- COLLECT CERTIFICATE OF COMPLIANCE FROM BOLT SUPPLIER AT COMPLETION OF FABRICATION

- PERIODIC (10% OF ALL) INSPECTION OF BOLTED CONNECTIONS TO CONFIRM BOLT MARKINGSCONFORM TO ASTM STANDARDS

- PERIODIC (50% OF ALL) INSPECTION OF A325/A490 BOLTED (BEARING TYPE) CONNECTIONS

- CONTINUOUS INSPECTION OF INSTALLATION OF A325/A490 BOLTED (SLIP CRITICAL) CONNECTIONS

- CONTINUOUS INSPECTION OF ALL PRE-TENSIONED BOLTS TO CONFIRM TENSIONING CONFORMS TOCONTRACT DOCUMENTS


5. BOLTING

- COLLECT CERTIFIED MILL TEST REPORTS FOR ALL TYPES OF STRUCTURAL STEEL SPECIFIED IN THECONTRACT DOCUMENTS AND CONFIRM COMPLIANCE WITH CONTRACT DOCUMENTS


6. MATERIAL CERTIFICATION

ITEM

SCHEDULE OF SPECIAL INSPECTION SERVICES - SITE RETAINING WALLS

ALL SITE RETAINING WALLS RETAINING MORE THAN 5’-0” OF EARTH REQUIRE SPECIAL INSPECTIONS. THIS INCLUDES FOOTINGS AND WALLS. SEE APPROPRIATEMATERIAL SPECIAL INSPECTION SCHEDULES FOR SPECIFIC REQUIREMENTS.


- ENSURE FABRICATOR IS AISI AND SSMA CERTIFIED PER CONTRACT DOCUMENTS TOSATISFY REQUIREMENTS OF IBC 1704.2.2

- COLLECT CERTIFICATE OF COMPLIANCE FROM FABRICATOR AT COMPLETION OFFABRICATION

S-EITSESI

1. PLANT CERTIFICATION/QUALITY CONTROLPROCEDURES

SCHEDULE OF SPECIAL INSPECTION - COLD-FORMED STEEL FRAMING

- PERIODIC INSPECTION (50% OF ALL) OF FIELD CONNECTIONS INCLUDING ANCHORAGE TOTHE STRUCTURAL FRAME

S-EITSESI

2. MECHANICAL CONNECTIONS

- PERIODIC INSPECTION FRAMING AND DETAILSS-EITSESI

3. FRAMING DETAILS


- COLLECTING PRODUCT DATA ON SPRAY-APPLIED FIREPROOFING MATERIALS USED ONSITE ANDVERIFYING THAT MATERIAL USED MATCHES APPROVED PRODUCT

- COLLECTING ANY MATERIAL CERTIFICATIONS AND ACQUIRING ICC-ES FOR PRODUCT TO GUIDESPECIAL INSPECTIONS

SCSISFSIS-EITSESI

1. MATERIAL VERIFICATION ANDQUALITY CONTROL

SCHEDULE OF SPECIAL INSPECTION - SPRAYED FIRE-RESISTANT MATERIALS

- ENSURE THAT SUBSTRATES MATCH SURFACE PREPARATION AND CONDITION SPECIFIED BYFIREPROOFING MANUFACTURER’S INSTRUCTIONS – 100% VISUAL INSPECTION AND PERIODICVERIFICATION OF SUBSTRATE TEMPERATURE

- VERIFY THICKNESS AND DENSITY OF APPLICATION ON NOT LESS THAN 25% OF PROTECTEDSTRUCTURAL MEMBERS PER FLOOR, AND NO FEWER THAN 2 MEMBERS PER FLOOR.MEASUREMENTS SHALL BE MADE AT 9 LOCATIONS AROUND EACH BEAM AT EACH END OF A12-INCH LENGTH. FOR APPLICATIONS <1” THICK, MINIMUM ALLOWABLE THICKNESS AT ANYPOINT SHALL BE 25% LESS THAN SPECIFIED. FOR THICKNESSES OF 1” OR MORE, MINIMUMALLOWABLE SHALL BE ¼” LESS THAN SPECIFIED. THICKNESS SHALL BE DETERMINEDACCORDING TO ASTM E605

- VERIFY BOND STRENGTH/ADHESION OF SPRAY-APPLIED FIREPROOFING (NOT LESS THAN150 PSF) THROUGH PERIODIC PULLOFF TESTING, ACCORDING TO ASTM E 736. RATE OFTESTING SHALL BE ONE MEMBER PER 2500 SQUARE FEET OF SPRAYED AREA IN EACHSTORY, BUT NOT LESS THAN ONE PER STORY

- OBSERVING CONDITION OF FINISHED APPLICATION

SCSISFSISE

2. VERIFYING COMPLIANCEWITH APPROVEDCONSTRUCTION DOCUMENTS -SPRAY APPLIEDFIREPROOFING MATERIALS

* TESTING SHALL BE IN ACCORDANCE WITH AWCI 12-BSCSISFSIS-EITSE

3.INTUMESCENT AND MASTICFIRE-RESISTANT COATINGS


- VERIFY AND RECORD PRODUCT DATA FOR 100% OF POST-INSTALLED ANCHORS, AND VERIFY THATPRODUCT INSTALLED MATCHES APPROVED PRODUCT

S-TECH 1S-EITSESI

1. MATERIAL VERIFICATION

SCHEDULE OF SPECIAL INSPECTION - POST-INSTALLED ANCHORS FOR MASONRY OR CONCRETE

- VERIFY DRILL BIT TO BE USED, HOLE DEPTH, PREPARATION, AND CLEANING ACCORDING TOMANUFACTURER’S INSTRUCTIONS CONTAINED IN ICC-ES REPORT – 100% OF ANCHORS

- OBSERVE PROCEDURES USED IN ANCHOR INSTALLATION, CHECK AMBIENT TEMPERATUREAND SURFACE TEMPERATURE PERIODICALLY, VERIFY THAT ANCHORS ARE INSTALLEDACCORDING TO MANUFACTURER’S INSTRUCTIONS – 100% OF ANCHORS

S-TECH 1S-EITSESI

2. POST-INSTALLED ANCHORINSTALLATION

- WHERE ANCHOR TORQUE IS SPECIFIED, VERIFY TORQUE – 100% OF ANCHORSS-TECH 1S-EITSESI

3. ANCHOR TORQUE


- COLLECT MIX DESIGN FOR MORTAR

- COLLECT MIX DESIGN FOR GROUT

- CERTIFICATES OF COMPLIANCE FOR MASONRY CONSTITUENTS

SI1. MATERIAL CERTIFICATIONS

SCHEDULE OF SPECIAL INSPECTION - MASONRY

- VERIFY: PROPORTIONS OF SITE-PREPARED MORTAR

- PERIODIC INSPECTION OF SITE PREPARED MORTAR AND BATCHING PROCEDURE

SISMSIC-TECH1S-EIT

2. MIXING OF MORTAR & GROUT

- INSPECTION OF CONSTRUCTION OF MORTAR JOINTS, PRIOR TO BEGINNING MASONRYCONSTRUCTION

- PERIODIC VERIFICATION OF MORTAR JOINT CONSTRUCTION PROCEDURES, SIZE, CONFIGURATION,AND TOOLING

- VERIFICATION OF SIZE, LOCATION, AND EXTENT OF GROUTING OF STRUCTURAL ELEMENTS,INCLUDING BOND BEAMS, LINTELS, REINFORCED CELLS, BEAMS, HEADERS, CORNERS,INTERSECTIONS, AND CORBELS

SISMSIC-TECH1S-EIT

3. INSTALLATION OF MASONRY

- PERIODIC INSPECTION OF JOINT REINFORCING IN MASONRY WALLS

- PERIODIC INSPECTION OF LAP LENGTHS OF REINFORCING IN MASONRY WALLS

- PRIOR TO GROUTING, VERIFY LOCATION, SIZE, EXTENT, AND LAPS OF REINFORCEMENT INWALLS, INCLUDING REINFORCEMENT AT CORNERS, INTERSECTIONS, EACH SIDE OFOPENINGS, ABOVE AND BELOW OPENINGS, AT WALL ENDS, AT CONTROL JOINTS, ANDWITHIN BOND BEAMS

- PRIOR TO GROUTING, VERIFY TYPE, SIZE, AND LOCATION OF ALL ANCHORS, EMBEDS, ANDOTHER DETAILS OF ANCHORAGE OF MASONRY TO STRUCTURAL MEMBERS, FRAMES, OROTHER CONSTRUCTION

- INSPECTOR SHALL TAKE NOTE OF ANY LOCATIONS WHERE REINFORCING STEELPLACEMENT CONFLICTS WITH INSTALLATION OF OTHER ELEMENTS SHOWN ON DRAWINGS,AND REPORT THESE BEFORE GROUTING

SISMSIC-TECH1S-EIT

4. REINFORCEMENTINSTALLATION

- PRIOR TO GROUTING, PERIODICALLY VERIFY CLEANLINESS OF GROUT SPACE

- CONTINUOUS OBSERVATION OF THE PLACEMENT OF ALL GROUTING OF REINFORCEDBUILDING WALLS, VERIFYING CORRECT EXTENT OF GROUTING

- PERIODIC INSPECTION OF FULLY-GROUTED FOUNDATION WALLS AND WALL CAVITIES ATFOUNDATION, WHICH NEED NOT MEET REQUIREMENTS FOR CLEANLINESS OF GROUTSPACE

SISMSIC-TECH1S-EIT

5. GROUTING OPERATIONS

- PERIODICALLY VERIFY PROTECTION TECHNIQUES FOR MASONRY CONSTRUCTION BELOW 40ºF ANDABOVE 90ºF

SISMSIC-TECH1S-EIT

6. WEATHER PROTECTION

- CONTINUOUS OBSERVATION OF THE PREPARATION OF GROUT SPECIMENS, MORTAR SPECIMENSAND/OR PRISMS

SISMSIC-TECH1S-EIT

7. OBSERVATION -EVALUATION OF MASONRYSTRENGTH

- CONTINUOUS INSPECTION BY AWS-CWI OF REBAR WELDING, VERIFYING THAT WELDABLEREINFORCING IS USED AND APPROPRIATE PROCEDURES ARE FOLLOWED

SIAWS-CWI

8. WELDING REBAR

PROJECT: PENN STATE NEW RESIDENCE HALLLOCATION: THE PENNSYLVANIA STATE UNIVERSITY, PENNSYLVANIAOWNER’S REPRESENTATIVE: BARTON MALOW COMPANYOWNER’S ADDRESS: UNIVERSITY PARK, PA 16802ARCHITECT OF RECORD: CLARK NEXSEN ARCHITECTURE & ENGINEERINGSTRUCTURAL ENGINEER OF RECORD: CLARK NEXSEN ARCHITECTURE & ENGINEERING

THIS STATEMENT OF SPECIAL INSPECTIONS IS SUBMITTED AS A CONDITION FOR PERMIT ISSUANCE IN ACCORDANCE WITH THE SPECIAL INSPECTIONREQUIREMENTS (CHAPTER 17) OF THE INTERNATIONAL BUILDING CODE. THE STATEMENT INCLUDES A SCHEDULE OF SPECIAL INSPECTIONS APPLICABLE TO THISPROJECT AS WELL AS THE REQUIRED QUALIFICATIONS FOR THE SPECIAL INSPECTOR AND AGENTS OF THE SPECIAL INSPECTOR TO PERFORM ON THIS PROJECT.

THE SPECIAL INSPECTOR SHALL KEEP RECORDS OF ALL INSPECTIONS, FURNISH INSPECTION REPORTS, AND IDENTIFY DISCREPANCIES AS DETAILED BYPROJECT SPECIFICATIONS AND RFP.

A FINAL REPORT OF SPECIAL INSPECTIONS, DOCUMENTING THE COMPLETION OF ALL REQUIRED SPECIAL INSPECTIONS AND CONFIRMING THE CORRECTION OFANY DISCREPANCIES, WILL BE SUBMITTED PRIOR TO ISSUANCE OF A CERTIFICATE OF USE AND OCCUPANCY.

THE SPECIAL INSPECTIONS PROGRAM DOES NOT RELIEVE THE CONTRACTOR OF HIS OR HER RESPONSIBILITIES. JOB SITE SAFETY AND MEANS AND METHODS OFCONSTRUCTION ARE SOLELY THE RESPONSIBILITY OF THE CONTRACTOR.

SCHEDULE OF SPECIAL INSPECTION

THE FOLLOWING SHEETS COMPRISE THE REQUIRED SCHEDULE OF SPECIAL INSPECTIONS FOR THIS PROJECT. THE CONSTRUCTION DIVISIONS WHICH REQUIRESPECIAL INSPECTIONS FOR THIS PROJECT ARE AS FOLLOWS.

SEISMIC DESIGN CATEGORY: ABASIC WIND SPEED: 90 MPHWIND EXPOSURE CATEGORY: B

QUALIFICATIONS OF INSPECTORS AND AGENTS OF SPECIAL INSPECTORS

THE QUALIFICATIONS OF ALL PERSONNEL PERFORMING SPECIAL INSPECTION ACTIVITIES ARE SUBJECT TO THE APPROVAL OF THE BUILDING OFFICIAL. THECREDENTIALS OF ALL INSPECTORS SHALL BE PROVIDED IF REQUESTED. WHEN THE STRUCTURAL ENGINEER OF RECORD DEEMS IT APPROPRIATE THAT THEINDIVIDUAL PERFORMING A STIPULATED TEST OR INSPECTION HAVE A SPECIFIC CERTIFICATION OR LICENSE AS INDICATED BELOW, SUCH DESIGNATION WILLAPPEAR ON THE SCHEDULE OF SPECIAL INSPECTIONS.

THE SPECIAL INSPECTOR (SI) SHALL BE A LICENSED PROFESSIONAL ENGINEER WITH A MINIMUM OF 3 YEARS OF EXPERIENCE AS A SPECIAL INSPECTOR.

1. SE STRUCTURAL ENGINEER: A LICENSED PE OR SE SPECIALIZING IN THE DESIGN OF BUILDING STRUCTURES.

2. GE GEOTECHNICAL ENGINEER: A LICENSED PE SPECIALIZING IN SOIL MECHANICS AND FOUNDATIONS.

3. S-EIT STRUCTURAL ENGINEER-IN-TRAINING: A GRADUATE ENGINEER WHO HAS PASSED THE FUNDAMENTALS OF ENGINEERING EXAMINATION, WITHEXPERIENCE IN THE DESIGN OF BUILDING STRUCTURES AND WORKING UNDER THE SUPERVISION OF A LICENSED STRUCTURAL PE OR SE.

4. G-EIT GEOTECHNICAL ENGINEER-IN-TRAINING: A GRADUATE ENGINEER WHO HAS PASSED THE FUNDAMENTALS OF ENGINEERING EXAMINATION,WITH EXPERIENCE IN SOIL MECHANICS AND FOUNDATIONS AND WORKING UNDER THE SUPERVISION OF A LICENSED GEOTECHNICAL PE.

5. G-TECH 1 GEOTECHNICAL TECHNICIAN 1: AN EXPERIENCED TECHNICIAN WITH NATIONAL INSTITUTE FOR CERTIFICATION IN ENGINEERINGTECHNOLOGIES (NICET): LEVEL 2 – SOILS CERTIFICATION.

6. G-TECH 2 GEOTECHNICAL TECHNICIAN 2: AN EXPERIENCED TECHNICIAN WITH NATIONAL INSTITUTE FOR CERTIFICATION IN ENGINEERINGTECHNOLOGIES (NICET): LEVEL 2 – GEOTECHNICAL ENGINEERING CERTIFICATION.

7. C-TECH 1 CONCRETE TECHNICIAN 1: AN EXPERIENCED TECHNICIAN WITH AMERICAN CONCRETE INSTITUTE – GRADE I CONCRETE FIELD TESTINGTECHNICIAN OR GRADE I CONCRETE LABORATORY TESTING TECHNICIAN CERTIFICATION.

8. C-TECH 2 CONCRETE TECHNICIAN 2: AN EXPERIENCED TECHNICIAN WITH AMERICAN CONCRETE INSTITUTE – GRADE II CONCRETE LABORATORY TESTINGTECHNICIAN OR ICBO REINFORCED CONCRETE SPECIAL INSPECTOR CERTIFICATION.

9. S-TECH 1 STEEL TECHNICIAN 1: AN EXPERIENCED AMERICAN WELDING SOCIETY – CERTIFIED ASSOCIATE WELDING INSPECTOR (CAWI) ORNON-DESTRUCTIVE TESTING TECHNICIAN ASNT-TC-1A LEVEL I.

10. S-TECH 2 STEEL TECHNICIAN 2: AN EXPERIENCED AMERICAN WELDING SOCIETY – CERTIFIED WELDING INSPECTOR (CWI) OR NON-DESTRUCTIVETESTING TECHNICIAN ASNT-TC-1A LEVEL II OR ICBO CERTIFIED STRUCTURAL STEEL AND BOLTING SPECIAL INSPECTOR.

11. S-TECH 3 STEEL TECHNICIAN 3: AN EXPERIENCED TECHNICIAN WHO IS AN AMERICAN WELDING SOCIETY – CERTIFIED WELDING INSPECTOR (CWI) WITH AMINIMUM OF10 YEARS OF WELD INSPECTION EXPERIENCE OR A NON-DESTRUCTIVE TESTING TECHNICIAN ASNT-TC-1A LEVEL III OR ICBOCERTIFIED STRUCTURAL WELDING SPECIAL INSPECTOR.

12. SMSI STRUCTURAL MASONRY SPECIAL INSPECTOR: AN EXPERIENCED MASONRY INSPECTOR WHO IS AN ICBO CERTIFIED STRUCTURAL MASONRYSPECIAL INSPECTOR.

13. SFSI ICBO CERTIFIED SPRAY-APPLIED FIREPROOFING SPECIAL INSPECTOR.

14. PCSI ICBO CERTIFIED PRESTRESSED CONCRETE SPECIAL INSPECTOR.

15. PTI CONCRETE TECHNICIAN WITH POST TENSIONING INSTITUTE – LEVEL 2 CERTIFICATION.

16. SCSI INSPECTION/TESTING COMPANY WITH FIRE PROTECTION ENGINEERING EXPERIENCE, MECHANICAL ENGINEERING EXPERIENCE, ANDCERTIFICATION AS AIR BALANCERS.

SOILSSPECIAL FOUNDATIONSCAST-IN-PLACE CONCRETESTRUCTURAL LOAD BEARING PRECAST CONCRETEPOST TENSIONED CONCRETESTRUCTURAL MASONRYWOOD SHEAR WALLSSTRUCTURAL STEEL

SITE RETAINING WALLSCOLD-FORMED STEEL FRAMINGWALL PANELS AND VENEERSSPRAYED FIRE-RESISTANT MATERIALSEXTERIOR INSULATION & FINISH SYSTEM (EIFS)PROGRESSIVE COLLAPSEBLAST RESISTANCEQUALITY ASSURANCE FOR PROGRESSIVE COLLAPSEPOST-INSTALLED CONCRETE AND MASONRY ANCHORS


- COLLECT TESTING AGENCY’S FIELD AND LABORATORY TEST REPORTS DURING SITEPREPARATION AND VERIFY THE FOLLOWING COMPLIES WITH THE PROJECTSPECIFICATIONS/GEOTECHNICAL REPORT:

- SITE STRIPPING AND SUBGRADE PREPARATION- FILL MATERIAL (ON-SITE AND/OR IMPORTED) CLASSIFICATION- FILL MATERIAL PLACEMENT (LIFT THICKNESS, MOISTURE CONTENT AND COMPACTION)- ALLOWABLE BEARING CAPACITY FOR FOOTINGS AND FOUNDATIONS

- PERIODIC INSPECTION OF TESTING OF FILL MATERIAL PLACEMENT INCLUDING PERIODICOBSERVATION OF TESTING AGENCY’S DENSITY TESTING METHODS AND FREQUENCY OFTESTING TO VERIFY COMPLIANCE WITH PROJECT SPECIFICATIONS/GEOTECHNICAL REPORT.

SIG-TECHS-EITG-EITGESE

1. SITE PREPARATION


- COLLECT ACCEPTED MIX DESIGNS AND VERIFY APPROPRIATE MIX IS USED DURING SPECIFIC INSTALLATION

SIC-TECH 1C-TECH 2S-EITSE

1. MIX DESIGN VERIFICATION

SCHEDULE OF SPECIAL INSPECTION - SOILS

(SPECIAL INSPECTION OF SOILS IS ONLY REQUIRED FOR SUBGRADE AND FILL PLACEMENT UNDER STRUCTURES REQUIRING SPECIAL INSPECTIONS.)

SCHEDULE OF SPECIAL INSPECTION - CAST-IN-PLACE CONCRETE

- PERIODIC INSPECTION OF REINFORCING STEEL AND WELDED WIRE FABRIC TO CONFIRM SIZE, SPACING, AND DETAILS CONFORM TO CONTRACT DOCUMENTS AT FOLLOWING FREQUENCY:

- FOOTINGS AND FOUNDATIONS – 50% OF ALL- FOUNDATION WALLS, BASEMENT WALLS, AND PEDESTALS – 75% OF ALL- SLABS ON METAL DECK – 50% OF ALL- COLUMNS AND SHEARWALLS – 75% OF ALL- ELEVATED SLABS, JOISTS, AND BEAMS – 75% OF ALL

SIC-TECH 2S-EITSE

2. REINFORCEMENTINSTALLATION

- CONTINUOUS INSPECTION OF CAST-IN-PLACE CONCRETE PLACEMENT

- CONTINUOUS MONITORING OF SAMPLING OF FRESH CONCRETE, SLUMP TEST, AIR CONTENT TEST, TEMPERATURE OF CONCRETE, AND CREATION OF STRENGTH TEST SPECIMENS

SIC-TECH 2S-EITSE

3. CONCRETEPLACEMENT/MONITORINGFRESH CONCRETE,SAMPLING, & PREP OFTEST SAMPLES

- PERIODIC INSPECTIONS OF CURING TECHNIQUES

- PERIODIC INSPECTIONS OF COLD AND HOT WEATHER CONCRETING TECHNIQUES

SIC-TECH 2S-EITSE

4. CURING & PROTECTION

- VERIFY WITH TESTING AGENCY REPORTS IN-SITU CONCRETE STRENGTH OF ELEVATED BEAMS AND SLABS PRIOR TO REMOVAL OF SHORINGS AND FORMS.

SIC-TECH 2S-EITSE

5. CONCRETE STRENGTHVERIFICATION

STATEMENT OF SPECIAL INSPECTIONS


704·377·8800 FAX 704·358·1037


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S-003

SPECIALINSPECTIONS


K K

H H

E E

C C

A A

1 2 4 6 8

10 11

F F

12

5 73

B

D

G

J

9

J.9

F.1

A.1

D.9

BF-

8

BF-

4

3.9 8.1

1'-4

"8'

-4"

13'-1

0"7'

-6"

8'-4

"1'

-4"

8'-8

"17

'-2"

7'-0

"16

'-6"

24'-6" 14'-0" 9'-5" 1'-3" 16'-6" 8'-5" 8'-1" 16'-6" 1'-3" 9'-5" 14'-1"

A1SB301

A1SB301

A1SB301

WF4.0

WF4

.0

WF4.0

WF4.0

WF4

.0W

F4.0

F5.5F5.5

F5.5

F5.0 F5.0 F5.0

F6.0

F4.0

F4.0

F4.0

F4.0 F4.5

F5.5

F4.0

F4.0

F4.5

F5.5F5.5

F4.0

F5.0F6.5F6.0

F3.0

F3.0

TS

TS

TS

F4.5

WF2.0

WF2.0

F4.5

F6.0

F9.5

WF3.0 WF3.0

WF3

.0WF3.0

WF4

.0

F8.0

6"6" 8" CONCRETE SHEARWALL

[ -4'-0

" ]

[ -2'-8

" ]

SF

8" 8" CONCRETE SHEARWALL 6'-0"

[ -1'-4

" ]

[ -1'-4

" ]

[ -1'-4" ]

[ -1'-4" ]

[ -2'-8" ]

[ -1'-4" ]

[ -1'

-4" ]

[ -5'-0" ]

SUMPELEVPIT

[ -1'-4" ]

SF

F4.0

F4.0

F3.0

F3.0

WF2

.0

WF2.0

WF2.0

[ +6'-0" ]

[ +6'-0" ]

[ +6'-0" ]

[ +6'-0" ]

[ +6'-0" ]

[ +6'-0" ]

F4.0x3.0

F4.0x3.0

[ -6'

-6" ]

2'-8" 2'-8" 14'-3" 2'-8" 2'-8" 2'-8" 7'-1"

8'-1"

2" DEEPSUMP 2'-0"

2'-0

"

WA

LL

8" C

ON

CS

HE

ARS

HE

AR

WA

LL12

" CO

NC

WA

LL

8" C

ON

CS

HE

AR

[ -2'-8" ]

4" SOG

4" SOG

4" SOG

A3SB301

A3SB301

A3SB301

A3SB301

SH

EA

R W

ALL

16" C

ON

CR

ETE

SJ, TYP

SJ, TYP

SJ, TYP

SJ, TYP

SJ, TYP

SJ, TYP

SJ, TYP

SJ, TYPSJ, TYP

SJ, TYPSJ, TYP

SJ,TYP

SJ, TYP

2"

2"

2"

1

1

2"

2"

2"

WF4.0

SF

[ -2'

-8" ]

A5SB301

3'-0"

3'-0

"

8'-8

"

1'-4

1/8

"

2'-5 1/2"

F6.0

F6.5

6'-0

"9'

-4"

6'-0

"

F3.0

F3.0

2'-6

"6'

-0"

9'-4

"6'

-0"

2'-6

"

F3.0

F3.0

[ +6'-0" ]

[ +6'-0" ]

P5

P4

P4

P5P3

P3

P3

P3

SJ, TYP E5SB301

MW212'-1 1/2"

1'-2 1/2"MW1

SF

TYP.4'-0" 1'-8"3

2

TS

1'-8"

2'-2

"2'

-2"

A5SB301

2'-8"

6"

SF

F5.5

4

TYP1'-4"

.

SJ

SJ

TS

TS

TS

3

TS

3

3

5

2'-8

"

4'-0"

3'-6

"

B5SB301

A6SB301

[ -4'

-0" ]

[ -5'

-4" ]

[ -5'

-4" ]

[ -4'

-0" ]

6

7

W8X10W8X10( -0'-1" )

3'-0

"

[ -2'

-8" ]

[ -2'

-0" ]

[ -2'

-8" ]

SF

SF

SF

[ -4'-0" ]

[ -1'

-4" ]

SF

[ -4'-0" ]

SF

23'-6

"17

'-2"

8'-8

"1'

-4"

8'-4

"7'

-6"

13'-1

0"8'

-4"

1'-4

"

[ -2'

-8" ]

8"Ø SLEEVEINVERT=[-3'-1"]



EJ

1'-9

"

1'-9"

1"

1"

1'-0"

1'-0"

WF2

.0

1'-9

"

1'-9"

[ -1'-4" ]

11'-3"

2'-6"

[ +6'-0" ]

[ -2'-0

" ]

H.5

8'-2

1/2

"14

'-6"

2'-6

1/2

"1'-0"

[ -1'-4" ]

WF4

.0W

F4.0

WF4

.0

WF3.0

[ -1'-4" ]

CW

1

CW

1

1"

1"

1"

F6.5

WF3.0

[ -1'

-4" ]

[ -1'

-4" ]

[ -1'

-4" ]

TOC[+0'-6"]

CW

2

CW

2

CW3

CW4

CW3

CW3

CW

2 CW2

8"Ø SLEEVEINVERT=[+6'-0"]

SB101D1

CW4

F9.5

F9.5

F9.5 F9.5 F9.5 F9.5

WF3

.0

P1 P1 P1

P1P1P1P1P1P1

P2

P1

P6

TSP7

10"

9'-0

"4'

-8"

13'-4

"4'

-8"

2'-0"

1'-8"

1'-0

"

1'-0"

10'-10" 11'-2"

2'-0

"

1'-0

"

10'-11"

2'-0

"2'-1"

2"

2'-0

"

1'-0

"

3'-6

"4'

-8"

4'-8

"

1'-0"

1'-8"

2'-0"

1'-8"

1'-0"

1'-0

"

1'-0

"

1'-0"

1'-0

"1'

-0"

5"

4"4"

1"

CW2

9'-1

0"

D1SB302

D2SB302

D2SB302

D4SB302

D1SB302

1'-0"

F6.0

MW2

MW

2

MW2

MW1

MW1

MW

3

MW

3

F9.5

MW

4

MW2 MW1

F6.0

2'-0 1/4"

0"

4'-9"

SF

8

SF SF SF SF SFSF

[ -4'

-0" ]

WF4

.0

8

GALV

BF-C

BF-H

BF-

1

BF-

12

[ -2'-8" ]

4'-0

"4'

-0"

4'-0

"4'

-0"

4'-0

"4'

-0"

1"

18'-0" 11'-6"

40'-2

"10

'-11" [-1'-4"]

[0'-0

"]

[+1'-4"]

[+2'-8"]

[+4'-0"]

[+5'-4"]

[+6'-8"]

[+8'-0"]

[+9'-4"]

SW

3

SW

2

SW1 SF

SF

SF

SF

SF

SF

SF

SF

SF

1'-0" 1'-4"

24'-3" 13'-6"

22'-11" 8'-3"

8'-1

0"10

'-8"

1"

18'-6

"

1'-4"

SW2

SW

3

[ -2'-0" ]

SF

SF

SW

28'

-6"

SW

54'

-0"

SW

46'

-0"

[+2'

-8"]

[+4'

-0"]

[+5'-4"]

[+6'

-0"]

SFSFSFSF

[+1'-4"]

[+0'-8"]

[-0'-8"]

[-2'-0"]

TOP OF CONCRETE WALLTO SLOPE 16" ABOVE TOPOF STAIR TREAD NOSING

STAIR TREADS,SEE ARCH, TYP

10'-8"

17'-0

"7'

-5"

18'-0

"

[ -3'

-4" ]

[ -2'

-8" ]

1'-5

"

[ -2'-8" ]

[-2'-8"]

[-2'-8"]

[-4'-8"]

SF

TOP OF CONCRETE WALLTO SLOPE 16" ABOVE TOPOF STAIR TREAD NOSING


SW3

SW2

SW2

SW

2S

W3

1'-9 1/2"

-4'-8"

DN

10'-0 1/2" 9'-8" 6'-11 1/2"

16'-0"

4'-0

"

4'-0" 4'-0" 4'-0"

2'-8"

SW

3S

W2

SW

2S

W3

7'-8"

8'-1

0"

[-3'-8"]


SF

SF


[-2'-8"]

7'-5

"

C3SB301

H-3.9 PIERTOC = [-0'-10"]

P3

J.9-9 PIERTOC = [-1'-4"]

MW

3

3

11'-1"

6"Ø SLEEVE INVERT=[+6'-0"]


1 1/2"Ø SLEEVE INVERT=[+7'-0"]





1. ALL ELEVATIONS REFERENCED FROM GROUND FLOOR ELEVATION 1120’-0” = [0’-0”].

2. TOP OF FOOTING ELEVATION SHALL BE [-1’-4”] UNLESS OTHERWISE NOTED.

3. SPREAD FOOTINGS AND WALL FOOTINGS ARE NOTED ON PLAN AS FX.X AND WFX.X,RESPECTIVELY. SEE FOOTING SCHEDULES ON SFB501 FOR SIZE AND REINFORCING.

4. SLAB ON GRADE SHALL BE 4” THICK REINFORCED WITH 6x6 – W2.1xW2.1 WWFPLACED 1 1/2” BELOW TOP OF SLAB. PLACE SLAB ON 10 MIL VAPOR RETARDEROVER 6" OF COMPACTED PENNDOT 2A STONE.

5. FOR TYPICAL FOUNDATION DETAILS, SEE SHEETS SB501 AND SB502.

6. STEP FOOTINGS SO THAT UTILITIES PASS OVER TOP OF FOOTING AS PER TYPICALDETAIL ON SHEET SB501. COORDINATE ALL FOOTING LOCATIONS WITH CIVIL,PLUMBING, AND ELECTRICAL DRAWINGS.

7. SEE SF601 FOR COLUMN SCHEDULE AND WALL REINFORCING SCHEDULES.

8. SAWED CONTROL JOINTS SPACED AT 15'-0" OC MAX WITH 1.5 MAX GRID ASPECTRATIO. JOINTS (SJ) MAY OPTIONALLY BE CONSTRUCTION JOINTS (CJ). SEE SHEETSSB501 AND SB502 FOR TYPICAL DETAILS.

9. SEE "TYP REINFORCING AT RE-ENTRANT CORNERS, SLAB OPENINGS, ANDDEPRESSION CORNERS" ON SF501.

10. SEE SHEETS SF201 AND SF202 FOR BRACED FRAME "BF-X' ELEVATIONS.

T

W

8"

FIN GRADE[SEE CIVIL]

TOF[SEE PLAN]

1'-4

"

EQ EQ

FTG LONGITUDINAL BARSFTG TRANSVERSE BARS

2x4 CONT KEYWAY

FINISHED GRADE (PAVING)SEE CIVIL

FINISHED GRADESEE CIVIL

"A" BARS, MOW

"B" BARS, MOW

TYPE 2

T

W

8"

FIN GRADE[SEE CIVIL]

TOF[SEE PLAN]

MIN8"

B FTG LONGITUDINAL BARS

FTG TRANSVERSE BARS

2x4 CONT KEYWAY

FINISHED GRADE (PAVING)SEE CIVIL

FINISHED GRADESEE CIVIL

"A" BARS"B" BARS

TYPE 1

UO

N1'

-4"

H

3'-0"

30"

MASONRY VENEER,SEE ARCH

"C" BARS

CLASS "B" LAP SPLICE, TYPSEE "TOP BAR TENSIONREINFORCING" LAP SPLICEON SB502


DOWELS WITH STD 90° HOOKTO MATCH SIZE AND SPACINGOF VERT WALL REINFORCING

PENNDOT 2ASTONE FILL

6"Ø PERFORATEDDRAIN PIPE

GEOTEXTILEFILTER FABRIC

WASHED STONEFILL

NOTE:SITE WALLS ARE DESIGNED ASCANTILEVERED FOR FINAL BACKFILLCONDITIONS. CONTRACTOR TO ENSURETHAT BACKFILL IS EQUALIZED BELOWLOWER FINISHED GRADE ELEVATION ONEACH SIDE OF WALL BEFOREBACKFILLING REMAINING HEIGHT "H."

SW1

SW2

SW3

SW4

SW5

1

1

2

1

1

7'-6"

4'-0"

-

10'-0"

8'-0"

8'-0"

5'-0"

3'-0"

10'-0"

10'-0"

2'-5"

1'-5"

-

3'-0"

6'-3"

1'-10"

1'-6"

1'-4"

1'-10"

1'-10"

#4 AT 10" OC

#4 AT 12" OC

#4 AT 12" OC

#4 AT 10" OC

#4 AT 10" OC

#6 AT 6" OC

#6 AT 8" OC

#4 AT 12" OC

#6 AT 6" OC

#6 AT 6" OC

#6 AT 12" OC

#6 AT 12" OC

#4 AT 12" OC

#6 AT 12" OC

#6 AT 12" OC

#4 AT 14" OC

#4 AT 14" OC

#4 AT 12" OC

#4 AT 14" OC

#4 AT 14" OC

#4 AT 10" OC

#4 AT 10" OC

-

#4 AT 10" OC

#4 AT 10" OC

MARK TYPE H (MAX) W B T LONGITUDINAL TRANSVERSE A B C

SITE WALL SCHEDULEFOOTING REINFORCING WALL REINFORCING

1'-1"

"B" BARS


704·377·8800 FAX 704·358·1037


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Phone: 814.237.6518Fax: 814.237.1488


06/29/20124046

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BSPBJTECW

SB101

FOUNDATION PLAN

1 DEPRESSED SLAB. SEE "TYPICAL SLAB ON GRADE DEPRESSION" ON SB502

2 SEE "TYPICAL THICKENED SLAB AT STAIR LANDING" ON SB502

3 SEE "TYPICAL THICKENED SLAB UNDER CMU WALL" ON SB502

4 HSS4x4x1/4 POST UNDER STAIR STRINGER BY STAIR ENGINEER. SEE "TYPICALTHICKENED SLAB AT STAIR LANDING" ON SB502 FOR SLAB THICKNESS ANDREINFORCING

5 OPENING IN SLAB FOR LINT TRAP, SEE PLUMBING DRAWINGS FOR SIZE ANDLOCATION

6 GALVANIZED STEEL BAR GRATING WITH 1"x1/8" BEARING BARS AT 1 3/16" MAXSPACING AND 1/4"Ø CROSS BARS AT 4" SPACING. SEPARATE BAR GRATING INTOFOUR REMOVABLE, EQUAL SECTIONS

7 GALVANIZED STEEL LADDER IN MECHANICAL PIT, SEE ARCH

8 FILL CAVITY BELOW GRADE WITH 3000 PSI CONCRETE, TYPICAL AT VESTIBULE

PLAN NOTES

KEY NOTES

GRAPHIC SCALE(S)

#

1/8" = 1' - 0"0 5' 10' 15' 30'

N

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

NOT TO SCALED1 PLAN DETAIL

NOT TO SCALETYPICAL RETAINING WALL DETAILS


COLD-FORMED STEELFRAMING, SEE ARCH DWGS

#5 @ 32" OC WITH 6" HOOK

CONCRETE TURNED-DOWN SLAB

PERIMETER INSULATION,SEE ARCH DRAWINGS

11

8" STEM WALL BELOW GRADE

9/16" 0"

4" SOLID CMU

GRADE VARIES

MASONRY VENEER,SEE ARCH DWGS

#4 CONTINUOUS

3/4"

3/4" CLR

GROUT SOLID BELOW GRADE

VAPOR RETARDER

[SEE PLAN]TOF

[SEE PLAN]TOC

CONCRETE FOOTING, SEE SCHEDULEFOR SIZE AND REINFORCING

8"

2x4 CONT KEYWAY, TYP#4 HORIZ AT 12" OC, EF

ROUGHEN SURFACE TO 1/4" AMPLITUDE

#4 VERT AT 18" OC WITH STD 90° HOOK, EF

GEOTEXTILE FILTERFABRIC

WASHED STONE FILL


8" M

IN

1'-4"8"

EQ EQ

PLANSEE

DAMP PROOFINGSEE ARCH

3'-0"

[SEE PLAN]TOC

[SEE PLAN]TOF

STOREFRONT,SEE ARCH

CONCRETE TURNED-DOWNSLAB

#5 x 3'-0" @ 32" OC WITH 6" HOOK

3/4"

ROUGHEN SURFACE TO1/4" AMPLITUDE#4 VERT AT 18" OC WITHSTD 90° HOOK

2x4 CONT KEYWAY

8" CONCRETESTEM WALL

GRADE VARIES


WASHEDSTONE FILL6"Ø PERFORATEDDRAIN PIPE

#4 CONT


VAPOR RETARDER

CONCRETE FOOTING,SEE SCHEDULE FORSIZE AND REINFORCING

#4 HORIZ AT 12" OC

11

5/8" 0"


SEE PLAN


6" CMU, GROUT SOLIDBELOW GRADE

EQ EQ

SLAB ON GRADE

1/2" JOINT FILLER MATERIAL

GROUT SOLID IN 2"ø x 16"MIN DEEP CORES INBEDROCK

SEE WALL REINFORCINGSCHEDULE ON SF601 FORWALL REINFORCING


PROTECTION BOARD,SEE ARCH


FACE OF BEDROCK

SURFACE OF BEDROCK2x4 CONT KEYWAY, TYP

CONTINUOUSSELF-EXPANDINGWATERSTOP

1'-4"

[SEE PLAN]TOF

[SEE PLAN]TOC

2'-5"

CLASS "B" LAPSPLICE, TYP. SEE"TOP BAR TENSIONREINFORCING" LAPSPLICE ON SB502

125/ 256"0"

1/ 2"

0"

3" CLR

#8 DOWEL BAR AT24" OC WITH STD90 DEG HOOK

REINFORCING, SEE SCHEDULE

STD 90° HOOK, EACH END

DOWELS TO MATCH SIZE AND SPACING OFVERT WALL REINF WITH STD 90° HOOK

FILTER FABRIC ANDDRAINAGE BOARD,SEE ARCH


WASHED STONEFILL

1'-2

"

8"

NOTE:1. ANCHORS SHALL BE DESIGNED FOR

18 KIP SHEAR LOAD PARALLEL TO ROCKSURFACE AND 10 KIP TENSION LOAD.LOADS ARE SERVICE-LEVEL.

SEE "TYPICAL CONTROL JOINT ATRETAINING WALL" ON SB501 FORLOCATING CONTROL JOINTS ALONG WALL

1'-0"

43.9

COLUMN PER PLAN

FILL CAVITY BELOW GRADEWITH 3000 PSI CONC

[SEE PLAN]TOC

SLAB AND DECKPER PLAN

VENEER, SEE ARCH

SEE CONC PIER SCHEDULEFOR REINF

RETAINING WALL, SEEA1/SB301 FORREINFORCING

GRADE, SEE CIVIL

SEE PLAN

FACE OF CONCWALL BEYOND

NOTE:THIS SECTION ALSO APPLICABLE ATCOLUMN D.9-3.9

L5x3x1/4 (LLV) CONT WITH3/4"Ø x 3" EMBEDDEDHEAVY SCREW ANCHORSAT 24" OC MAX

3 3.9

[SEE PLAN]TOC

STEEL COLUMN, SEE PLAN

MASONRY VENEER, TYP, SEE ARCH

FILL CAVITY BELOWGRADE WITH 3000 PSI

CONCRETE


GRADE

SEE CONCRETE PIERSCHEDULE FORREINFORCEMENT

[SEE PLAN]TOF

FOOTING SHALL BEARON BEDROCK ALONGCOLUMN LINE 3

FACE OF BEDROCKSEE FOOTING SCHEDULES OF SB501FOR REINFORCING.FTG REINF NOT SHOWN FOR CLARITY

RETAINING WALL. SEEA1/SB501 FOR REINFORCING

PENNDOT 2A COMPACTEDFILL UNDER FOOTING

2x4 KEYWAY, CONT

(4) #4 DOWELS WITHSTD 90° HOOK

SEE CONCRETE PIERSCHEDULE FORREINFORCING

REINFORCING IN STEMWALL NOT SHOWN FORCLARITY. SEE A5/SB301FOR REINFORCING

FILL CAVITY BELOWGRADE WITH 3000 PSICONCRETE

STEEL COLUMN,SEE PLAN

SEE PLAN

8" CMU GROUTSOLID BELOWGRADE

CLR

3"

CLR3"

PROTECTION BOARD,SEE ARCH

CFS STUD WALL,SEE ARCH

48x

BAR

Ø M

IN L

AP

#5 VERT AT32" OC

DOWELS WITHSTD 90° HOOKTO MATCHVERT CMUREINF SIZE ANDSPACING

NOTE:THIS IS SECTION IS ALSO APPLICABLEAT COLUMNS D-3 AND D-3.9.

L5x3x1/4 (LLV) CONTWITH 3/4"Øx3"EMBEDDED HEAVYSCREW ANCHORS AT24" OC MAX

PENNDOT 2-A BASE COURSE

[SEE PLAN]TOC

CONCRETESLAB-ON-GRADE

11

#4 CONT.

#5 AT 32" OC WITHSTD 90 DEG HOOK

3/4"

JOINT SEALANT

1/2" PREMOLDED JOINT FILLER

WWF

VAPOR RETARDER, TYP.8"

1'-0

"

8 8.1

SEE PLAN

3'-0"

4"

[SEE PLAN]TOC

11

1'-0

"

8"

#5 HOOKEDBAR AT 10" OC

3636

#5 HOOKED BAR AT10" OC

JOINT SEALANT

1/2" PREMOLDEDJOINT FILLER

3636

RETAINING WALL, SEEA1/SB501 FOR REINFORCING

PENNDOT 2-ASTONE FILL

SLAB ON GRADE, SEE PLAN

VAPOR RETARDER

#4 CONT

L5x3x1/4 (LLV) CONT WITH3/4"Ø x 3" EMBEDDEDHEAVY SCREW ANCHORSAT 24" OC MAX

2x4 CONT KEY ROUGHEN SURFACE TO1/4" AMPLITUDE

3 - 1/2" DIA x 3" EMBEDHEAVY SCREW ANCHORS

[SEE PLAN]TOP OF SLAB

EOS4"

1'-4"

8"

4"

#4 HOOKED BARAT 12" OC, BENDDOWN AFTER PLACING DECK

L3x3x1/4 AT 24" OC

TYP EA END1/41/4

11

[SEE CIVIL]FINISHED GRADE

8" MIN

FILTER FABRIC,DRAINAGE BOARD, ANDPROTECTION BOARD

PENNDOT 2A FILL

BACKFILL

1/41/4

33


ROUGHEN SURFACETO 1/4" AMPLITUDE

TOPSOIL, SEE CIVIL

1'-5

"

2'-6"

L5x3x1/4 (LLV) CONT WITH3/4" DIA x 3" EMBED HEAVY SCREWANCHORS AT EA FRAME, 24" OCMAX

FOW

1'-7

"

RIGID INSULATION,SEE ARCH

3"

L3x3x1/4 x 10" WITH(2) 5/8" DIA WEDGE-TYPEEXPANSION ANCHORS

2'-0"

GROUT SOLIDBELOW GRADE

#4 CONT

CONCRETE RETAINING WALL,SEE A1/SB301 FOR REINF


1'-0" 1'-0" 4"

8" M

IN10

"1'

-0"

ASTM A706 #4 AT 16"OC WELDED TOANCHOR BAR AT EDGEOF SHELF

L5x3x1/4 (LLV) CONT WITH5/8" DIA x 3" EMBED HEAVYSCREW ANCHORS AT 24" OC

#4 BAR WITH STD 90° HOOK AT 12" OC

(2) #4 CONT

24"

24"



#4x3'-0" WITH STANDARDHOOK AT TOP AT 12" OC

GROUT SOLIDBELOW GRADE 1'-4" 2'-6"


# 4 CONT

ASTM A706 #3 AT 16"OC W/ 180° HOOK ATEND, WELD TOANCHOR BAR

(2) #4 CONT

ASTM A706 #4 ANCHORBAR AT 16" OC

[SEE PLAN]TOC

CONC SLAB ON GRADEREMOVABLEGALVANIZED STEEL BARGRATING, SEE PLAN

#4 CONT

3'-0" 21

#4 BAR AT 12" OC

2x4 CONT KEY SEE B5/SB301 FORWALL REINF

VAPOR RETARDER

DAMP PROOFING, SEE ARCH

CONT SELF-EXPANDINGWATERSTOP

GALV STEEL BEAMTO BE REMOVABLEFOR ACCESS TOEQUIPMENT IN PIT,SEE PLAN

4"

POCKET BEAM INTO WALL.WIDTH OF POCKET SHALL BE4 1/4" (1/8" GAP ON EA SIDEOF BEAM FLANGE). DO NOTGROUT SOLID

[SEE PLAN]TOS

DOWELS TO MATCH SIZE ANDSPACING OF VERT WALL REINF

#4 AT 12" OC, TYP

VAPOR RETARDER, TYP

CONCRETE SLAB-ON-GRADE, TYP

1-#4 CONT ALL AROUND2x4 CONT KEY TOP ANDBOTTOM, TYP

[SEE PLAN]TOC

#4 AT 12" OC EACHWAY EACH FACE, TYP

12

CONTINUOUS SELF-EXPANDINGWATERSTOP AT TOP ANDBOTTOM OF WALL, TYP


TYP

1'-1

0"TY

P L

AP

1'-1

0"

1'-0"SLUMP TO SUMP

SUMP,SEE PLAN

GALV STEELLADDER, SEEARCH

TYP1'-0"

TYP3'-0"

TURN DOWNSLAB BEYOND

REMOVABLE GALVANIZEDSTEEL BAR GRATING,SEE PLAN

[SEE PLAN]TOF

CONT SELF-EXPANDINGWATERSTOP AT TOPAND BOTTOM OF WALL

#7 AT 12" OC EACH WAY, TOP AND BOTTOM

L5x3x1/4 (LLV) GALVCONT WITH 3/4"Ø x 3"EMBEDDED HEAVYSCREW ANCHORS AT24" OC MAX


704·377·8800 FAX 704·358·1037


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6:45

AM

BSPBJTECW

SB301

FOUNDATIONSECTIONS

3/4" = 1' - 0"0 1' 5'6" 2' 3' 4'

3/4" = 1'-0"A3 EXTERIOR WALL SECTION 3/4" = 1'-0"A5 VESTIBULE SLAB SECTION

3/4" = 1'-0"A1 GROUND FLOOR RETAINING WALL

3/4" = 1'-0"C1 SECTION 3/4" = 1'-0"C3 SECTION

3/4" = 1'-0"E5 SECTION

3/4" = 1'-0"D5 SECTION

3/4" = 1'-0"B1 SECTION 3/4" = 1'-0"B2 SECTION

3/4" = 1'-0"A6 SECTION

3/4" = 1'-0"B5 SECTION

GRAPHIC SCALE(S)



VAPOR RETARDER

[SEE PLAN]TOC


2x4 CONT KEYWAY, TYP




WASHED STONE FILL

4" SOLID CMU

GRADE VARIES

MASONRY VENEER,SEE ARCH DRAWINGS

SEE PLAN

8"CONC WALL, SEE PLAN



[SEE PLAN]TOF

DOWELS TO MATCH SIZE ANDSPACING OF VERTICAL WALLREINF. W/ STD 90° HOOK

CLASS "B" LAP SPLICE.SEE TENSION REINF.LAP SPLICE ON SB502

2'-1 6

7/256

"

EQ EQ

[SEE PLAN]TOC

CONCRETE FOOTING,SEE SCHEDULE ONSHEET SB501 FOR SIZEAND REINFORCING


CONC WALL, SEE PLAN


[SEE PLAN]TOF


CLASS "B" LAP SPLICE.SEE TENSION REINF.LAP SPLICE ON SB502

2'-1 6

7/256

"

VAPOR RETARDER

SEE PLAN

EQ EQ


VAPOR RETARDER

[SEE PLAN]TOC





WASHED STONE FILL

4" SOLID CMU

GRADE VARIES

MASONRY VENEER,SEE ARCH DRAWINGS



[SEE PLAN]TOF


CMU WALL, SEE PLAN

#4, CONT

#5 @ 32" OC WITH STD 90° HOOK

#4 VERT AT 18" OC WITH STD 90° HOOK

#4 HORIZ AT @ 6" OC, MOW

ROUGHEN SURFACE TO 1/4" AMPLITUDE

1'-10

15/25

6"

48"xBAR Ø MIN LAP

8"

SEE PLAN

11EQ EQ

#4 HOOKED BARAT 12" OC, BENDDOWN AFTER PLACING DECK

FILTER FABRIC, DRAINAGEBOARD, AND PROTECTIONBOARD, SEE ARCH



TOPSOIL, SEE CIVIL

L5x3x1/4 (LLV) CONT WITH5/8" DIA x 3" EMBED HEAVY SCREWANCHORS AT 24" OC MAX

RIGID INSULATION,SEE ARCH


#4 CONT


SLAB ON DECK, SEE PLAN2'-6"


MIN8"

4" EOS

FILTER FABRIC, DRAINAGEBOARD, AND PROTECTIONBOARD, SEE ARCH


#4 CONT



2'-6

"

PAVING OR FINISHEDGRADE, SEE CIVIL DWGS

1'-4"

L5x3x1/4 (LLV) CONT WITH5/8" DIA x 3" EMBED HEAVY SCREWANCHORS AT 24" OC MAX

SLAB ON DECK, SEE PLAN

#4 AT 12" OC

NOTE:SEE PLAN VIEW OF"TYPICAL SLAB ATEXTERIOR OPENING" ONSB502 FOR SLAB REINF.

1'-0

"

1 1/4"

FILTER FABRIC,DRAINAGE BOARD, ANDDAMPPROOFING, TYP


2'-0"

5 1/

2"2'

-0"

4"

CURTAIN WALL,SEE ARCH

L5x5x1/4 (LLV) CONTWITH 3/4"Ø x 3" EMBEDHEAVY SCREW ANCHORSAT 24" OC MAX

#4 CONT

#5 AT 12" OC



704·377·8800 FAX 704·358·1037


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6:49

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BSPBJTECW

SB302

FOUNDATIONSECTIONS

3/4" = 1'-0"D1 SECTION 3/4" = 1'-0"D2 SECTION




BOTTOM (AND TOP)REINFORCINGCONTINUOUS THRU JOINT

TIE BAR EACH SIDE OFCONSTRUCTION JOINT

2" C

LR T

OP3-#5x4'-0" TOP

CENTERED ON JOINTWHERE THERE IS NO CONTTOP REINFORCING

T

PREVIOUS POUR NEW POUR

T/3

T/3

T/3

SEE PLAN

4" 4"


SEE TYPICAL ANCHORROD AND BASE PLATEDETAIL ON SF601

CONCRETE INFILL,SEE PLAN DETAILS ONTHIS SHEET

CL COLUMN AND FOOTING,UNLESS OTHERWISE NOTED

CONSTRUCTION JOINT, TYP

3" MIN

PENNDOT 2ABASE COURSE

VAPORRETARDER

[SEE PLAN]TOC

T

SEE PLAN

[SEE SCHEDULE]TOP OF PIER

CONCRETE FOOTING, SEESCHEDULE ON THIS SHEETFOR SIZE AND REINFORCING

2"

STANDARD 90°HOOK, TYP

[SEE PLAN]TOF

2"

#4 TIES AT 3" OC CONCRETE PIER, SEESCHEDULE ON THISSHEET FOR SIZE ANDREINFORCING

CONCRETE PIER,SEE SCHEDULE

11/16

" 0" TYP

PRE-MOLDED JOINT FILLERAROUND COLUMN

'A' AND 'C'BARS CONT

'B' AND 'D'BARS

L

(

CO

NT)

PLAN AT WALL

WALL

'A' AND 'C'BARS

'B' AND 'D'BARS

SECTION PLAN AT COLUMN

COLUMN,WALLSIMILAR

WW

L

SECTION

'B' BARS'A' BARS

'D' BARS'C' BARS

W

T

SLOPE

#4 AT 12" OC

CONCRETE SLAB-ON-GRADE#4 CONT, TYP

2-#5 CONT

#4 AT 12" OC

#4 AT 12" OC, EW

FOR

RIS

ERS

SE

E A

RC

H

FOR TREADSSEE ARCH

MIN

6"

1'-6" MIN

1'-6" MIN

8"8" 8"

#5 DOWELS AT 12" OC.

PLAN ATINTERSECTION

PLAN AT CORNER

NOTE:WHERE THREE BARS OCCUR,CENTER BAR SHALL BE TREATEDAS AN INNER FACE BAR

36 BAR Ø

12" MIN24 BAR Ø

36 B

AR Ø

12" M

IN24

BAR

Ø DOWELS SAME SIZE ANDNUMBER AS HORIZONTALWALL REINFORCING

12" MIN, TYP24 BAR Ø

12" M

IN24

BAR

Ø

8" W

ALL

S6"

MIN

FO

R

1 13/

256"0" B

ETW

EEN

BAR

S, T

YP

1"1"

0" BETWEENBARS, TYP

CORNER DOWELSSAME SIZE AND NUMBERAS HORIZONTALWALL REINFORCING


SEE TYPICAL ANCHORROD AND BASE PLATEDETAIL ON SF601

CONCRETE INFILL,SEE PLAN DETAILSON THIS SHEET

CL COLUMN AND FOOTING,UNLESS OTHERWISE NOTED

CONSTRUCTION JOINT, TYP

3" MIN

PENNDOT 2ABASE COURSE

VAPORRETARDER

CONCRETE FOOTING, SEESCHEDULE ON THIS SHEETFOR SIZE AND REINFORCING

[SEE PLAN]TOC

T

SEE PLAN

[SEE PLAN]TOF

PRE-MOLDED JOINTFILLER AROUNDCOLUMN

8" MIN

, TYP

CORNER EDGE INTERIOR

EOS

EO

S

CJ

EOS

8" MIN

, TYP

CJ

8" MIN

, TYP

CJ

SJ

OR

CJ

CJ

CJ

SJOR CJ

SJ

OR

CJ

SJOR CJ

CJCJ

SJ

OR

CJ

LAP, TYP36 BAR DIAMETER

8" STEP16" MIN FOR

16" STEP32" MIN FOR TYP

3" CLR

MIN12"

16" M

AX

8" M

IN16

" MA

X8"

MIN

CONTINUOUS WALL FOOTINGREINFORCING, SEESCHEDULE ON THIS SHEET

12

'Z' BARS SAME SIZE ANDNUMBER AS CONTINUOUSFOOTING REINFORCING,BEND AS SHOWN

'A' BARS

'B' BARS

CONTINUOUS WALLFOOTING REINFORCING

12

MATCH SIZE AND SPACING OFFOOTING TOP BAR REINFORCING

- 0"

PLAN AT INTERSECTION

PLAN AT CORNER

NOTES:

1. WHERE THREE BARS OCCUR, CENTER BAR SHALL BE TREATED AS AN INNER FACE BAR.

2. 'B' AND 'D' BARS NOT SHOWN FOR CLARITY.

REINFORCING, TYPICAL.SEE WALL FOOTINGSCHEDULE ON THIS SHEET

TYP1'-6"

TYP1'-6"

TYP

1'-6

"

TYP1'-6"

TYP

2'-0

"

2'-0"

TYP

2'-0"

BETWEEN BARS, TYP3" OC SPACING

SLAB OR WALLREINFORCING, SEEPLAN OR SCHEDULE

1-#5 EACH FACE FORWALLS, 2-#5MID-DEPTH FOR SLABS

1-#5 EACH FACE FORWALLS, 2-#5 MID-DEPTHFOR SLABS

AT EACH SIDE OF SLAB OR WALLOPENING ADD 1/2 OF REINFORCINGINTERRUPTED BY OPENING

ADDED REINFORCING AT OPENINGSIN CONCRETE SLAB OR WALL WHERE

MAIN REINFORCING IS NOT INTERRUPTED

ADDED REINFORCING AT OPENINGSIN CONCRETE SLAB OR WALL WHEREMAIN REINFORCING IS INTERRUPTED

SLAB OR WALL REINFORCINGINTERRUPTED BY OPENING

NOTES:

1. COORDINATE OPENING SIZE AND LOCATION WITH MECHANICAL DWGS.

2. NO SPECIAL REINFORCING REQUIRED FOR OPENINGS 4" OR LESS.

3. REINFORCING FOR ROUND OPENINGS SIMILAR.

TYP2" CLR,

TYP2" CLR,

SEE PLANFOR SPACING

3/4" CHAMFER, TYP

2" CLR2" CLR

SEE

PLA

NW

ALL

TH

ICK

NE

SS

,

1/3

1/3

1/3

EXTERIOR FACE

KEY

3/4" CHAMFER ON EACHFACE OF WALL

CUT EVERY OTHERHORIZONTAL BARAT JOINT

NOTES:1. PROVIDE JOINTS AT

25'-0" OC ALONG WALL.2. PROVIDE JOINTS 12'-0"

FROM WALL CORNERS.

W

DD

W

CLR

1 1/

2"

CLR

1 1/

2"

PROVIDE STD 90° HOOK AT TOPOF FOUR CORNER BARS

PIER TYPE 1 PIER TYPE 2

D

W

CLR2"

PIER TYPE 3

EOSSEE PLAN

NUT AND WASHER

LEVELING NUTAND WASHER, TYP

#4 CONT

TYP1/4


GROUT POCKET SOLID

STEEL BEAM,SEE PLAN

3/4" x 4" STEEL BEARING PLATEEXTENDING MIN 3" EA SIDE OF BEAMBOTTOM FLANGE

1" NON-SHRINK GROUT

(2) 3/4" DIA ANCHOR RODSWITH 9" MIN EMBED ANDHEAVY HEX NUT AT BOTTOM


8"

2"

1/4" FULL DEPTH STIFFENERS

MASONRY VENEER, SEE ARCH

EOSSEE PLAN

STEEL COLUMN, SEE PLAN


GROUT POCKET SOLIDTO FACE OF COLUMN

STEEL BEAM, SEE PLAN

PIER REINFORCING NOTSHOWN FOR CLARITY

WALL BEYOND

PIER

#4 CONT

SEE SHEETSF601 FORBASE PLATEAND ANCHORROD DETAILS

[+9'-10"] UONTOC

MASONRYVENEER, SEEARCH

8"10

"

8"

BEYONDCONC WALL

DECK NOT SHOWNFOR CLARITY

[SEE PLAN]TOS

12" LONG CORBEL

ASTM A706 #3 AT6" OC (2 TOTAL)WITH 180° HOOKAT END, WELD TOANCHOR BAR

(2) #4x8" LONG, EA END

WALL REINFORCING NOTSHOWN FOR CLARITY

ASTM A706 #4 AT 6" OC (2TOTAL) WELDED TO ANCHORBAR AT EDGE OF SHELF

20"

20"

1/4" FULL DEPTH STIFFENERS


ASTM A706 #4ANCHOR BAR AT6" OC


704·377·8800 FAX 704·358·1037


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BSPBJTECW

SB501

TYPICALFOUNDATION/SLAB

DETAILS

NOT TO SCALE

TYPICAL CONCRETEFOOTING CONSTRUCTION JOINT

NOT TO SCALETYPICAL COLUMN PIER ON FOOTING

NOT TO SCALETYPICAL FOOTING REINFORCING DIAGRAM AND SCHEDULES

PIER SCHEDULE

MARKDIMENSIONS REINFORCING

NOTESW D VERTICAL TIESP1 2' - 0" 2' - 0" (8) #8 #4 TIES @ 16" OC MAX AND (3)

SETS @ 3" OC TOPTYPE 1

P2 1' - 5" 1' - 10" (8) #7 #4 TIES @ 14" OC MAX AND (3)SETS @ 3" OC TOP

TYPE 1


TYPE 1


TYPE 2


TYPE 1

P6 2' - 8" 5' - 8" (18) #8 #4 TIES @ 16" OC MAX TYPE 3P7 2' - 0" 2' - 6" (12) #8 #4 TIES @ 16" OC MAX AND (3)

SETS @ 3" OC TOPTYPE 2

NOT TO SCALE

TYPICAL CONCRETE EXTERIORSTAIR SECTION

NOT TO SCALETYPICAL CONTINUOUS WALL REINFORCING

NOT TO SCALETYPICAL COLUMN FOOTING

FOOTING SCHEDULE - COLUMN

MARKDIMENSIONS REINFORCING

W L T 'A' BARS 'B' BARS 'C' BARS 'D' BARSF3.0 3'-0" 3'-0" 1'-4" (5) #5 (5) #5 - -F4.0 4'-0" 4'-0" 1'-4" (7) #5 (7) #5 - -

F4.0x3.0 3'-0" 4'-0" 1'-4" (5) #5 (7) #5 - -F4.5 4'-6" 4'-6" 1'-4" (8) #5 (8) #5 - -F5.0 5'-0" 5'-0" 1'-6" (7) #6 (7) #6 - -F5.5 5'-6" 5'-6" 1'-10" (7) #7 (7) #7 - -F6.0 6'-0" 6'-0" 1'-10" (8) #7 (8) #7 - -F6.5 6'-6" 6'-6" 1'-10" (8) #7 (8) #7 (8) #7 (8) #7F8.0 8'-0" 8'-0" 1'-10" (10) #7 (10) #7 - -F9.5 9'-6" 9'-6" 1'-10" (12) #7 (12) #7 (12) #7 (12) #7

NOT TO SCALETYPICAL COLUMN ISOLATION JOINT

NOT TO SCALETYPICAL STEPPED FOOTING

NOT TO SCALE

TYPICAL CONTINUOUSFOOTING REINFORCING

FOOTING SCHEDULE - WALL

MARKDIMENSIONS REINFORCINGW T 'A' BARS 'B' BARS 'C' BARS 'D' BARS

WF2.0 2'-0" 1'-0" (2) #5 CONT #5 @ 11" OC - -WF3.0 3'-0" 1'-4" (4) #5 CONT #5 @ 7" OC - -WF4.0 4'-0" 1'-6" (4) #6 CONT #6 @ 9" OC (2) #6 CONT #6 @ 18" OC

NOT TO SCALETYPICAL SLAB OR WALL OPENING

NOT TO SCALE

TYPICAL CONCRETE WALLCONSTRUCTION JOINT

NOT TO SCALE

TYPICAL CONTROLJOINT AT RETAINING WALL

NOT TO SCALETYPICAL PIER REINFORCING DETAIL AND SCHEDULE

NOTE:PROVIDE TYPICAL CONTINUOUS HORIZONTAL WALL REINFORCING THROUGH CONCRETE PIERS.

NOT TO SCALETYPICAL BEAM BEARING ON WALL

NOT TO SCALETYPICAL COLUMN BEARING ON PIER

NOT TO SCALETYPICAL BEAM BEARING ON CORBEL


[SEE PLAN]TOF

1'-0

"

3'-0

".1'

-0"

TYP1'-0"

8"

1'-0" 8" 2'-6" SQUARE 1'-0"

5/ 8"0" TYP

#4 AT 12" OC EACHWAY EACH FACE

#5 DOWELS AT 12" OCAT SUMP ONLY

#5 TIESAT 12" OC

#5 AT 12" OC EACHWAY TOP AND BOTTOM

#5 AT 12" OC EACHWAY EACH FACE

#5 AT 12" OC EACHWAY TOP AND BOTTOM

1'-6

"

NOTE:FOR DETAILS NOT NOTED,SEE TYPICAL SECTIONTHROUGH ELEVATOR PITON THIS SHEET

9/16" 0" TY

P

#4 DOWELS AT 12" OC, TYP

WELDED WIRE FABRIC, TYP

#5 AT 24" OC, TYP

VAPOR RETARDER, TYP

CONCRETE SLAB-ON-GRADE, TYP

1-#4 CONT ALL AROUND

2x4 CONT KEY TOP ANDBOTTOM, TYP

[SEE PLAN]TOC

#4 AT 12" OC EACHWAY EACH FACE, TYP

#5 AT 12" OC EACH WAYTOP AND BOTTOM

12

3/4" CLRTYP

TYP3'-0"

8" TYP

TYP

8"TY

P1'

-6"

3/4"

9/ 16"0"TYP

CONTINUOUSSELF-EXPANDINGWATERSTOP ATTOP AND BOTTOMOF WALL, TYP

[SEE PLAN]TOF

TYP

1'-0

"TY

P1'

-6"

TYP1'-0"

1/ 2"0" TYP


CMU WALL, SEEPLAN, TYP.

BAR TO MATCH SIZE ANDSPACING OF VERT CMU

WALL REINF, TYP.

2'-0 1

5/64"

48 x BAR Ø MIN LAP, TYP.

1'-7 3

5/64"

SEE COMPRESSIONREINFORCING LAPSPLICE ON THISSHEET, TYP.

#4 AT 12" OC EACH WAY


FACE OFEQUIPMENT EQUIPMENT PAD

3/4" CHAMFER, TYP

6"

[SEE PLAN]TOC

2" C

LR

MIN, TYP6"

ROUGHEN SURFACE TO 1/8"AMPLITUDE AND APPLY BONDING AGENT


1'-0

"

6"T

TYP8" 1'-4" 1'-4"

SEE PLAN

VAPOR RETARDER

[SEE PLAN]TOC

L3x3x1/4x0'-4" WITH (1)3/4"ø EXPANSION ANCHORWITH 3" MIN EMBEDMENT

STAIR STRINGER, SEEARCHITECTURAL DWGSFOR SIZE

3-#5 CONT

#4 AT 18" OC

NOTE:EXTEND THICKENED SLAB 1'-6"BEYOND EACH STRINGER3"

CLR

3 SIDES

COMPACTEDPENNDOT 2ABASE COURSE

2x4 CONT KEY

APPLY LIQUID CURINGCOMPOUND TO ENTIREFACE OF PREVIOUS POURTO PREVENT BONDING

WELDED WIREFABRIC, TYP

PREVIOUS POUR NEW POUR

CONCRETE SLAB-ON-GRADE

2"2"

6"T

UO

N1

1/2"

6"8" 6" 8"

SEE PLAN

2" CLR

[SEE PLAN]TOC

VAPOR RETARDERCOMPACTEDPENNDOT 2ABASE COURSE



SAWCUT JOINT, DEPTHEQUAL TO 1/4 OFSLAB THICKNESS

UO

N1

1/2"

2"

T6"

WELDED WIREFABRIC, TYP

[SEE PLAN]TOC

SEE PLAN

2"2" CLR

WELDEDWIRE FABRIC

SUPPORTS FORWELDED WIRE FABRIC AT3' - 0" OC MAX EACH WAY


6"T

UO

N1

1/2"

[SEE PLAN]TOC

SEE PLAN


PAVING ORFINISHEDGRADE, SEECIVIL DRAWINGS


#4 AT 12" OC WITHSTD 180° HOOK

1'-4" 2" CLR

2'-6

"

45°

SEE ARCH DWGSWALL OPENING

PLAN

#4 AT 12" OC

MIN12" LAP

#4 VERT AT 18" OC WITHSTD 90° HOOK


SECTION

BEYONDWALL

14" CONCSTEM WALL

CONCRETE FOOTING, SEESCHEDULE FOR SIZEAND REINFORCING

5/8"

0"

1-#4 AT RE-ENTRANTCORNER, MIDDLE OFSLAB, EACH SIDE

1-#4

[SEE PLAN]TOF

[SEE PLAN]TOC

EDGEOF SLAB

LIMESTONEVENEER, TYP

3/4"

CLR

1-#4 CONT

EQ EQ

#5 HORIZ AT 16" OC, EF

WASHEDSTONE FILL




2x4 KEYWAY

8"

ROUGHEN SURFACE TO1/4" AMPLITUDE

#4 HORIZ AT 12" OC, EF

WELDED WIREFABRIC

VAPOR RETARDER

2"

[SEE PLAN]TOC


SEE PLAN FORDEPTH OF SLABDEPRESSION

T

UO

N1

1/2"

MIN1'-0"

11

T6"SEE PLAN


WELDED WIREFABRIC


1'-0

"

T

UO

N1

1/2"

1'-0"

8"

1'-0"

SEE PLAN

VAPOR RETARDER


[SEE PLAN]TOC

DOWELS WITH STD 90°HOOK TO MATCH VERT WALLREINFORCING SIZEAND SPACING

NON LOAD-BEARINGCMU WALL

VERTICAL REINFORCINGMOW, SEE SCHEDULEON SHEET SF601

CLR3"

CL WALL

LAP

MIN

48 x

BA

R Ø

1/2" 0"

2-#5 CONT

#4 AT 18" OC

1/ 2"0"

2'-0" 8"

SIZE

DEVELOPMENT LENGTH

CONCRETE f'c3000 PSI

Ld

BOTTOM BAR TENSION REINFORCING

LAP SPLICELs

CONCRETE f'c

DEVELOPMENT LENGTHLd

TOP BAR TENSION REINFORCING

STANDARD HOOKS

L=12 d

HOOKED TENSION REINFORCING

b

90°

L

180°

L

b b

L

STIRRUPSAND TIES

BEND DIAMETERS

TYP

d

STIRRUPSAND TIES

d

DEVELOPMENT OFHOOKED BARS

Ldh

SIZE

Ldh

90° 180°CONCRETE f'c

3000 PSI

NOTES:1. DESIGN METHOD IS BASED ON ACI 318-08.

2. TOP BAR IS WHERE HORIZONTAL REINFORCING IS PLACED SUCHTHAT MORE THAN 12 INCHES OF FRESH CONCRETE IS CAST BELOWTHE DEVELOPMENT LENGTH OR SPLICE.

3. BOTTOM BAR IS WHERE HORIZONTAL REINFORCING IS PLACEDSUCH THAT LESS THAN 12 INCHES OF FRESH CONCRETE IS CASTBELOW THE DEVELOPMENT LENGTH OR SPLICE.

4. LAP SPLICES OF DEFORMED BARS AND DEFORMED WIRE IN TENSIONSHALL BE CLASS B SPLICES EXCEPT THAT CLASS A SPLICES AREALLOWED WHEN:

A. THE AREA OF REINFORCEMENT PROVIDED IS AT LEAST TWICETHAT REQUIRED BY ANALYSIS OVER THE ENTIRE LENGTHOF THE SPLICE. TWICE THE AREA OF REQUIRED REINFORCINGCANNOT BE ASSUMED UNLESS SPECIFICALLY INDICATEDOTHERWISE ON THE DRAWINGS; AND

B. ONE-HALF OR LESS OF THE TOTAL REINFORCING IS SPLICEDWITHIN THE REQUIRED LAP LENGTH.

5. MINIMUM LENGTHS AND BENDS INDICATED, BENDS SHALL COMPLYWITH ACI 318.

6. INDICATED BEND DIAMETERS ARE MEASURED ON THE INSIDE OFTHE BAR.

SIZE

DEVELOPMENT LENGTH

CONCRETE f'c

Ld

COMPRESSION REINFORCING

LAP SPLICE 30dbLs

ALL f'c

#3

#4

#5#6

#7#8

#9#10

#11#14

#18

17"

22"

28"33"

48"55"

62"70"

78"93"

124"

4000 PSI15"

19"

24"29"

42"48"

54"61"

67"81"

107"

5000 PSI13"

17"

22"26"

37"43"

48"54"

60"72"

96"

#3

#4#5

#6#7

#8#9

#10#11

#14#18

SIZE 3000 PSI 4000 PSI 5000 PSI

17"

22"28"

33"48"

55"62"

70"78"

93"124"

CLASS A

22"

29"36"

43"63"

72"81"

91"101"

121"161"

CLASS B

15"

19"24"

29"42"

48"54"

61"67"

81"107"

CLASS A

19"

25"31"

37"54"

62"70"

79"87"

105"140"

CLASS B

13"

17"22"

26"37"

43"48"

54"60"

72"96"

CLASS A

17"

22"28"

33"49"

55"63"

70"78"

94"125"

CLASS B

SIZE

#3

#4

#5#6

#7#8

#9#10

#11#14

#18

CONCRETE f'c3000 PSI

22"

29"

36"43"

63"72"

81"91"

101"121"

161"

4000 PSI19"

25"

31"37"

54"62"

70"79"

87"105"

140"

5000 PSI17"

22"

28"33"

49"55"

63"70"

78"94"

125"

LAP SPLICELs

CONCRETE f'c

#3

#4#5

#6#7

#8#9

#10#11

#14#18

SIZE 3000 PSI 4000 PSI 5000 PSI

22"

29"36"

43"63"

72"81"

91"101"

121"161"

CLASS A

28"

37"47"

56"81"

93"105"

118"131"

157"209"

CLASS B

19"

25"31"

37"54"

62"70"

79"87"

105"140"

CLASS A

24"

32"40"

48"71"

81"91"

102"113"

136"181"

CLASS B

17"

22"28"

33"49"

55"63"

70"78"

94"125"

CLASS A

22"

29"36"

43"63"

72"81"

91"101"

122"162"

CLASS B

SIZE

#3#4

#5

#6#7

#8#9

#10#11

#14#18

4 1/2"6"

7 1/2"

9"10 1/2"

12"13 1/2"

15"16 1/2"

21"27"

L=4 d b2 1/2"

2 1/2"

3"3 1/2"

4 1/2"

5"5 1/2"

7"9"

4"

2 1/2"

L=6 d /12 d

2 1/2"

4"

9"10 1/2"

N/A12"

3"

N/AN/A

N/AN/A

2 1/4"

3 3/4"

4 1/2"5 1/4"

9 1/2"6"

3"

10 3/4"12"

18 1/4"24"

1 1/2"

2 1/2"

4 1/2"5 1/4"

N/A6"

2"

N/AN/A

N/AN/A

#3

#4#5

#6#7

#8#9

#10#11

#14#18

7"

8"10"

12"14"

16"18"

20"22"

27"35"

4000 PSI

6"

7"9"

11"12"

14"16"

18"19"

24"31"

5000 PSI

5"

7"8"

10"11"

12"14"

16"17"

21"28"

#3

#4#5

#6

#7#8

#9#10

#11#14

#18

3000 PSI

9"

11"14"

17"

20"22"

25"28"

31"37"

50"

4000 PSI

8"

10"12"

14"

17"19"

22"24"

27"33"

43"

5000 PSI

7"

9"12"

14"

16"18"

21"23"

26"31"

41"

13"

15"19"

23"

27"30"

34"39"

43"51"

68"

1'-4" 2" CLR

2'-6

"

45°

SEE ARCH DWGSELEVATOR DOOR OPENING

PLAN

#4 AT 12" OC

MIN12" LAP

SLAB ON DECK

SECTION

1-#4 AT RE-ENTRANTCORNER, MIDDLE OFSLAB, EACH SIDE

1-#4

CMU WALL, SEE PLAN

STEEL BEAM, SEEPLAN2'

-6"

CMU WALL, SEEPLAN

CMU WALLBEYOND

ELE

VAT

OR

SH

AFT

#4 CONT


704·377·8800 FAX 704·358·1037


1 2 3 4 5 6

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B

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REVISIONS

SHEET OF


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Phone: 814.237.6518Fax: 814.237.1488


06/29/20124046

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SB502

TYPICALFOUNDATION/SLAB

DETAILS

NOT TO SCALETYPICAL ELEVATOR SUMP

NOT TO SCALETYPICAL SECTION THROUGH ELEVATOR PIT

NOT TO SCALE

TYPICAL CONCRETESLAB-ON-GRADE EQUIPMENT PAD

NOT TO SCALETYPICAL THICKENED SLAB (TS) AT STAIR LANDING

NOT TO SCALE

TYPICAL SLAB-ON-GRADECONSTRUCTION JOINT (CJ)

NOT TO SCALE

TYPICAL SLAB-ON-GRADESAWED (CONTRACTION) JOINT (SJ)

NOT TO SCALETYPICAL SLAB-ON-GRADE (SOG)

NOT TO SCALETYPICAL SLAB AT EXTERIOR OPENING

NOT TO SCALETYPICAL SLAB ON GRADE DEPRESSION (SD)

NOT TO SCALETYPICAL THICKENED SLAB (TS) UNDER CMU WALL

NOT TO SCALETYPICAL ELEVATED SLAB AT ELEVATOR DOOR


K K

H H

E E

C C

A A

1 2 4 6 8

10 11

24'-6" 14'-0" 9'-5" 1'-3" 16'-6" 8'-5" 8'-1" 16'-6" 1'-3" 9'-5" 14'-1"

1'-4

"8'

-4"

13'-1

0"7'

-6"

8'-4

"

1'-4

"

8'-8

"17

'-2"

7'-0

"16

'-6"

F F

12

5 73

B

D

G

J

9

W14X30 (42)W14X30 (42) W14X30 (18)W14X30 (18) W18X35 (20)W18X35 (20) W14X30 (38)W14X30 (38)

W12

X26

(14)

W12

X26

(14)

W14X61 (38)W14X61 (38)

W14X43 (40)W14X43 (40)

W12

X26

(10)

W12

X26

(10)

W12

X26

(14)

W12

X26

(14)

W12

X26

(14)

W12

X26

(14)

W12

X26

(14)

W12

X26

(14)

W12

X26

(14)

W12

X26

(14)

W12

X16

W12

X16

W12

X16

W12

X16

W12X26 (10)W12X26 (10) W12X26 (8)W12X26 (8)W

18X

40 (1

0)W

18X

40 (1

0)

W12X26 (8)W12X26 (8)W12X26 (10)W12X26 (10)

W14X61 (34)W14X61 (34) W14X48 (50)W14X48 (50) W14X48 (46)W14X48 (46)

W12X26 (26)W12X26 (26) W12X26 (24)W12X26 (24) W12X26 (8)W12X26 (8)

W16

X45

(14)

W16

X45

(14)

W14X30 (12)W14X30 (12)

W12

X16

W12

X16

W12

X16

W12

X16

W12

X19

W12

X19

W12

X19

W12

X19

W10

X19

(12)

W10

X19

(12)

W12

X19

W12

X19

W16

X45

(16)

W16

X45

(16)

W12

X26

(14)

W12

X26

(14)

W12

X26

(14)

W12

X26

(14)

W12

X26

(16)

W12

X26

(16)

W8X

13W

8X13

W12

X16

W12

X16

W10X12W10X12W10

X12

W10

X12

W12X19 (12)W12X19 (12)

W14X30 (10)W14X30 (10)

W12

X26

(22)

W12

X26

(22)

W10

X19

(12)

W10

X19

(12)

W12

X26

(22)

W12

X26

(22)

W12

X26

(22)

W12

X26

(22)

W12

X26

(14)

W12

X26

(14)

W12

X26

(14)

W12

X26

(14)

W12

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(14)

W12

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(14)

W12

X26

(14)

W12

X26

(14)

W12

X26

(22)

W12

X26

(22)

W12

X26

(22)

W12

X26

(22)

W12

X45

(44)

W12

X45

(44)

W12

X16

W12

X16

W12

X16

W12

X16

W12

X16

W12

X16

W12

X16

W12

X16

W12

X16

W12

X16

W12

X19

W12

X19

W12

X19

(10)

W12

X19

(10)

W10

X19

(12)

W10

X19

(12)

W10

X19

(12)

W10

X19

(12)

W12

X19

(10)

W12

X19

(10)

W12

X26

(14)

W12

X26

(14)

W12

X26

(20)

W12

X26

(20)

W12

X26

(14)

W12

X26

(14)

W12

X26

(14)

W12

X26

(14)

W12

X26

(20)

W12

X26

(20)

W12

X26

(14)

W12

X26

(14)

W12

X26

(22)

W12

X26

(22)

W12

X26

(22)

W12

X26

(22)

W12

X16

W12

X16

W12

X16

W12

X16

W12

X26

(20)

W12

X26

(20)

W12

X26

(14)

W12

X26

(14)

J.9

F.1

W10X12W10X12

W10X12W10X12

A.1

D.9

TYP

TYP

TYP

TYPTYP

TYP

STAIRWELL

6'-3"

6'-1

"

B2SB301

B2SB301

B2SB301

B2SF301

BF-

1

BF-

8

BF-

4

BF-

12

BF-H

BF-C

W10X12

W10X12

W10X12

W10X12

W12X14

W10X12

W10X12

W10X12

W10X12

W10X12

W10X12

W10X12

W12X14

W12X14

W12X14

4" SOG

B1SB301

W10

X26

W10

X26

3.9 8.1

A5SB301

W12X14 (+2'-0")

W16X26 WITH (2)

W16X26 WITH (2)

W12X14 (+2'-0")

W10

X12

W10

X12

( +2'

-0" )

W16X31 WITH (2)

( +3'

-0" )

SJ, TYP

(-0'

-2")

(-0'

-2")

(-0'-2")(-0'-2")

(-0'-2")

(-0'-2")

(-0'

-2")

(-0'

-2")

(-0'

-2")

2"

2"

2" 2"

2"

(-0'-2") (-0'-2")

B5SF301

SF301B3

SF301B3

C1SB301

W10

X12

W10

X12

W10X12W10X12

W10X12W10X12

4

3'-0"

C3SB301

EJ

D5SB301

OPEN

4" E

OS 4"

EO

S

5

5

HSS8X4X3/16 (LSH)HSS8X4X3/16 (LSH)

( +3'-0" )


( +3'-0" )

W14X82 (32)W14X82 (32)

W14X82 (32)W14X82 (32)

1

1

3

3

SIM

A3SF301

A3SF301

A5SF301

A5SF301

OPP

OPP

6'-9"

A6SF301

23'-6

"17

'-2"

8'-8

"1'

-4"

8'-4

"7'

-6"

13'-1

0"8'

-4"

1'-4

"

H.5

W18

X40

(14)

W18

X40

(14)

1"

1"

1"

W14X82 (48)W14X82 (48)

EJ

SIM

3'-9"

4'-9

1/2

"4'

-4" 3"

D5SB302

C1SB302

6

6

7

W12

X14

W12

X14

8

9

C2SB302

D2SF302

C1SF302

C2SF302

B6SF301

B6SF301

C2SF302

B6SF301

B6SF301

C2SF302

B6SF301

SIM

SIMB6

SF301

2

TYP

TYP

6'-0"

SIM

SIM

W10X12W10X12

B1SF302

24'-3" 13'-6"


10

10

10

11

DN

D4SF302

W12X14 (+2'-0") 1'-0" CANTILEVER, TYP


W10X12 (+2'-0")

W12X14 (+2'-0")W10X12 (+2'-0")

TYP

D4SF302

TYP


W12X14 (+2'-0")

W12X14 (+2'-0")

W12X14 (+2'-0")

W12X14 (+2'-0")

W10X12 (+2'-0")

(+2'-0")

(+2'-0")

HSS8X4X3/16 (LSH)

A-12 PIERTOC = [+9'-6"]

C-4 PIERTOC = [+9'-4"]

C2SF302

W12X14 (+2'-0")

ELEV.SHAFT


704·377·8800 FAX 704·358·1037


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REVISIONS

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WWW.CLARKNEXSEN.COM




Phone: 814.237.6518Fax: 814.237.1488


06/29/20124046

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BSPBJTECW

SF101

FIRST FLOORFRAMING PLAN

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

PLAN NOTES

KEY NOTES

GRAPHIC SCALE(S)

#

1. TYPICAL FLOOR CONSTRUCTION IS 3.5” LIGHTWEIGHT CONCRETE ON 2”DEEP COMPOSITE STEEL DECK WITH TOTAL MINIMUM SLAB THICKNESSEQUAL TO 5.5”. REINFORCE SLAB WITH 6x6 – W2.1xW2.1 WWF PLACED 3/4”CLEAR OF TOP OF SLAB, FULLY SUPPORTED.

2. COMPOSITE SLAB ON DECK IS DESIGNED AS UNSHORED COMPOSITECONSTRUCTION.

3. TOP OF STRUCTURAL STEEL ELEVATION IS 5.5” BELOW TOP OF SLAB,UNLESS OTHERWISE NOTED. TOP OF STEEL, WHERE NOTED THUS(+/-X’-X”), IS RELATIVE TO TOP OF STEEL ELEVATION AT THIS FLOOR.

4. TOP OF FLOOR SLAB ELEVATION = [+12’-0”].

5. LOW-SLOPE ROOF AREAS ARE 1 1/2" WIDE RIB, 20 GAGE STEEL ROOFDECK SUPPORTED ON STRUCTURAL STEEL FRAMING.

6. UNLESS OTHERWISE NOTED, FLOOR BEAMS ARE EQUALLY SPACEDBETWEEN COLUMN LINES.

7. SLAB ON GRADE SHALL BE 4" THICK REINFORCED WITH 6x6 W2.1xW2.1 WWFPLACED 1 1/2" BELOW TOP OF SLAB. PLACE SLAB ON 6" OF COMPACTEDPENNDOT 2A STONE.

8. SEE SHEETS SF201 AND SF202 FOR BRACED FRAME "BF-X" ELEVATIONS.

9. SEE SHEET SF601 FOR COLUMN SCHEDULE AND WALL REINFORCINGSCHEDULES.

10. SEE "TYP REINFORCING AT RE-ENTRANT CORNERS, SLAB OPENINGS ANDDEPRESSION CORNERS" ON SF501.

11. CMU ELEVATOR SHAFT WALLS ARE TYPE MW1. SEE WALL REINFORCINGSCHEDULE ON SHEET SF601.

1/8" = 1' - 0"0 5' 10' 15' 30'

N

1 LOW SLOPE ROOF AREA

2 POCKET COLUMN INTO WALL. WIDTH OF POCKET SHALL EQUAL WIDTH OFPIER. SEE "TYPICAL COLUMN BEARING ON PIER "DETAIL ON SB501

3 DEPRESSED SLAB

4 COORDINATE OPENINGS WITH ARCH AND MECH. SEE "TYPICAL DECKSUPPORT AT FLOOR OPENING" ON SHEET SF502

5 TOP OF CONCRETE ELEVATION AT SHEAR WALL BELOW = [+9'-10"]. SEEBRACED FRAME ELEVATIONS ON SF202

6 POCKET BEAM INTO WALL. WIDTH OF POCKET SHALL EXTEND MIN 4" EA.SIDE OF BEAM FLANGE. SEE "TYPICAL BEAM BEARING ON WALL" DETAILON SB501

7 SEE "TYPICAL BEAM BEARING ON CORBEL" DETAIL ON SB501

8 TOP OF CONCRETE WALL ELEVATION = [+5'-8"]. SEE B5/SF201 FORELEVATION OF THE WALL

9 TOP OF CONCRETE WALL ELEVATION = [+10'-3"]

10 SITE WALL, SEE SB101 FOR DESIGN

11 SEE "TYPICAL ELEVATED SLAB AT ELEVATOR DOOR" ON SHEET SB502


K K

H H

E E

C C

A A

1 2 4 6 8 10 11

24'-6" 14'-0" 9'-5" 1'-3" 16'-6" 8'-5" 8'-1" 16'-6" 1'-3" 9'-5" 14'-1" 24'-3" 13'-6"

1'-4

"8'

-4"

13'-1

0"7'

-6"

8'-4

"1'

-4"

8'-8

"17

'-2"

23'-6

"

F F

125 73

B

D

G

J

9


W14

X30

(30)

W14

X30

(30)

W18X55 (30)W18X55 (30)W14X61 (38)W14X61 (38)W14X43 (40)W14X43 (40)

W14X61 (26)W14X61 (26)

W18

X40

(14)

W18

X40

(14)

W12

X26

(14)

W12

X26

(14)

W12

X26

(14)

W12

X26

(14)

W12

X26

(14)

W12

X26

(14)

W18

X35

W18

X35

W12

X16

W12

X16

W12X26 (16)W12X26 (16)

W12

X16

W12

X16

W12X26 (10)W12X26 (10) W12X19 (10)W12X19 (10) W14X30 (12)W14X30 (12)W

18X

40 (1

4)W

18X

40 (1

4)

W14X30 (12)W14X30 (12)W12X26 (12)W12X26 (12)

W18

X40

(12)

W18

X40

(12)


W14X30 (24)W14X30 (24) W14X30 (34)W14X30 (34) W12X26 (8)W12X26 (8)

W12

X26

(14)

W12

X26

(14)

W14X30 (12)W14X30 (12)

W12

X16

W12

X16

W12

X16

W12

X16

W12

X19

W12

X19

W10

X19

(12)

W10

X19

(12)

W14

X30

(16)

W14

X30

(16)

W18X35 (20)W18X35 (20) W14X30 (40)W14X30 (40) W14X30 (32)W14X30 (32)W18X35 (20)W18X35 (20) W12X26W12X26

W21

X57

(16)

W21

X57

(16)

W14

X34

(24)

W14

X34

(24)

W12

X26

(14)

W12

X26

(14)

W10

X12

W10

X12

W10

X12

W10

X12

W12

X16

W12

X16

W10X12W10X12

W12

X26

(19)

W12

X26

(19)

W12X26 (8)W12X26 (8)

W18X35 (8)W18X35 (8)

W12

X26

(16)

W12

X26

(16)

W12

X26

(16)

W12

X26

(16)

W12

X26

(14)

W12

X26

(14)

W12

X26

(14)

W12

X26

(14)

W12

X26

(14)

W12

X26

(14)

W12

X26

(14)

W12

X26

(14)

W12

X26

(16)

W12

X26

(16)

W10

X12

W10

X12

W12

X16

W12

X16

W12

X26

(14)

W12

X26

(14)

W12

X26

(16)

W12

X26

(16)

W12

X26

(16)

W12

X26

(16)

W12

X16

W12

X16

W12

X16

W12

X16

W12

X16

W12

X16

W12

X16

W12

X16

W10

X19

(12)

W10

X19

(12)

W12

X19

(10)

W12

X19

(10)

W10

X12

W10

X12

W12

X19

W12

X19

W10

X19

(12)

W10

X19

(12)

W10

X12

W10

X12

W10

X19

(12)

W10

X19

(12)

W12

X19

(10)

W12

X19

(10)

W12

X19

W12

X19

W12

X26

(14)

W12

X26

(14)

W12

X26

(20)

W12

X26

(20)

W12

X26

(20)

W12

X26

(20)

W12

X26

(14)

W12

X26

(14)

W12

X16

W12

X16

W12

X26

(14)

W12

X26

(14)

W12

X26

(20)

W12

X26

(20)

W12

X16

W12

X16

W12

X16

W12

X16

W12

X26

(14)

W12

X26

(14)

W12

X26

(14)

W12

X26

(14)

W10X12W10X12

A.1

D.9

ELEV.SHAFT

TYP

TYP

TYP

TYP TYP

TYP

6'-1

"STAIRWELL

6'-3"

C4SF301

C4SF301

C4SF301

TYP

BF-

1

BF-

8

BF-

4

BF-

12

BF-H

BF-C

W10X12W10X12

W10X12W10X12

W10X12W10X12 W10X12W10X12

W10X12W10X12

W10X12W10X12

W10X12W10X12

W10X12W10X12

W10X12W10X12

W10X12

W10X12

3.9 8.1

W10X12

W16X26 WITH (2)

W12X14 (+2'-6 1/2")

W12X14 (+2'-6 1/2")

W16X26 WITH (2)

W12X14 (+2'-6 1/2")

W10X12 (+2'-6 1/2")

W16

X31

WIT

H (2

)

W12X14 (-2'-0")

W12X14 (-2'-0")

W12X19W12X19

W10

X12

W10

X12

( -2'

-0" )

W10X12W10X12

W10X12W10X12

W10X12


( +3'-6 1/2" )


( +3'-6 1/2" )

(-0'

-2")

(-0'

-2")

(-0'-2")

(-0'-2")

(-0'

-2")

(-0'

-2")

(-0'

-2")

2"

2" 2"

2"

SF301B3

SF301B3

2

W10X12W10X12

W10X12W10X12

4'-1

1/4

"

W10

X12

W10

X12

3'-0"

1'-4

" EO

S

EOS10'-10"

EOS11'-2"

1'-4

" EO

S

1'-4

" EO

S

2" EOS

1'-4

" EO

S

1'-4

" EO

S

2'-10" EOS 2'-8" EOS

1'-4

" EO

S

1'-0" EOS

1'-0" EOS

9'-1

0" E

OS

EO

S4'

-8"

EO

S3'

-6"

EO

S4'

-8"

OPEN

W12X19 (10)W12X19 (10)

W12

X19

W12

X19

W10

X12

W10

X12

W10

X12

W10

X12

B1SF301

16'-5

1/2

"

7"

6 1/

2"6'

-6"

8 1/

2"

7"12'-5"

A1SF301

1

1

3

3

B6SF301

B6SF301

C4SF301

C6SF301

C6SF301

C6SF301

C6SF301

C4SF301SIM

B6SF301

1'-4" EOS

1'-4" EOS

9"

9"

9"

9"

23'-6

"17

'-2"

8'-8

"9'

-8"

7'-6

"13

'-10"

9'-8

"

H.5

W12

X26

(10)

W12

X26

(10)

EOS10'-10"

EOS11'-2"

A3SF301

A3SF301

A5SF301

A5SF301

4'-4"

3'-8

3/4

"

3"

3"

3" 3 1/2"

D1SF302

2"

9"

2"

9"2"

9"

D2SF302

B1SF301

C1SF302

C1SF302

3'-0 1/2" 2'-8 1/2"

2-#4x20'-0" 2-#4x20'-0"

W12X26 (8)W12X26 (8)

W12X26 (8)W12X26 (8)

C2SF302 C2

SF302 END OF VENEERSHELF ANGLE

SIM

C2SF302END OF VENEER

SHELF ANGLE4'-0"

C4SF302

A2SF301

A1SF301

A2SF301

A2SF301

A2SF301

W10X12W10X12

HS

S8x

4x3/

16 (L

SH

)

B2SF301

B1SF302

4TYP

4 TYP

1'-8"

1'-4"

1'-0"

1'-0"

5

W12X14 (+2'-6 1/2") 1'-0" CANTILEVER, TYP

W12X14 (+2'-6 1/2") 1'-0" CANTILEVER, TYP

D4SF302

TYP

D4SF302

TYPW12X14 (+2'-6 1/2") 1'-0" CANTILEVER, TYP

W10X12 (+2'-6 1/2")

B6SF302

B6SF302

STAIRWELL

A1SF302 W12X14 (-2'-0") 1'-7" CANTILEVER, TYP

W12X14 (-2'-0")

W12X14 (-2'-0")

W12X14 (-2'-0")

W12X14 (-2'-0") 1'-7" CANTILEVER, TYP

W12X14 (-2'-0")

W12X14 (-2'-0") 1'-7" CANTILEVER, TYP

TYP

(-2'-0")

(-2'-0")

W12X14 (+2'-6 1/2")

W12X14 (+2'-6 1/2")

W12X14 (+2'-6 1/2")

W12X14 (+2'-6 1/2")W12X14 (+2'-6 1/2")

W12X14 (+2'-6 1/2")

W12X40 (-2'-0")

W8X10 (-2'-0")W8X10 (-2'-0")

(+3'

-6 1

/2")

1

W10X12 (+2'-6 1/2")W10X12 (+2'-6 1/2")

W10X12 (+2'-6 1/2")

W10X12 (+2'-6 1/2")

W10X12 (-2'-0")W10X12 (-2'-0")

W10X12 (-2'-0")11"

EOS2"EOS

2'-1"

EOS2'-1"

EOS11'-1"

EOS10'-11"


704·377·8800 FAX 704·358·1037


1 2 3 4 5 6

A

B

C

D

E


REVISIONS

SHEET OF


WWW.CLARKNEXSEN.COM




Phone: 814.237.6518Fax: 814.237.1488


06/29/20124046

UN

IVER

SITY

PAR

K, P

A 16

802

PE

NN

STA

TE N

EW

RES

IDE

NC

E H

ALL

THE

PEN

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IA S

TATE

UN

IVER

SITY

C:\R

evit

Pro

ject

s\40

46_P

EN

N S

TATE

PH

ASE

3 S

12_b

plat

t.rvt

7/2/

2012

9:1

7:07

AM

BSPBJTECW

SF102

SECOND FLOORFRAMING PLAN

PLAN NOTES

KEY NOTES

GRAPHIC SCALE(S)

#

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

1. TYPICAL FLOOR CONSTRUCTION IS 3.5” LIGHTWEIGHT CONCRETE ON 2”DEEP COMPOSITE STEEL DECK WITH TOTAL MINIMUM SLAB THICKNESSEQUAL TO 5.5”. REINFORCE SLAB WITH 6x6 – W2.1xW2.1 WWF PLACED 3/4”CLEAR OF TOP OF SLAB, FULLY SUPPORTED.






7. SEE SF601 FOR COLUMN SCHEDULE AND WALL REINFORCINGSCHEDULES.

8. SEE "TYP REINFORCING AT RE-ENTRANT CORNERS, SLAB OPENINGS,AND DEPRESSION CORNERS" ON SF501.


1/8" = 1' - 0"0 5' 10' 15' 30'



3 DEPRESSED SLAB

4 SEE "TYPICAL BEAM END CONNECTION - TORSION CLIP" ON SF302, WHEREINDICATED IN STAIRWELLS, TYP



K

H

E

C

A

1 2 4 6 8 10 11

24'-6" 14'-0" 9'-5"1'-3"

16'-6" 8'-5" 8'-1" 16'-6" 10'-8" 14'-1" 24'-3" 13'-6"

9'-8

"13

'-10"

7'-6

"9'

-8"

8'-8

"17

'-2"

23'-6

"

F

125 73

B

D

9

W18X35 (26)W18X35 (26) W18X35 (18)W18X35 (18) W18X40 (40)W18X40 (40) W18X35 (28)W18X35 (28) W14

X30

(26)

W14

X30

(26)

W18X55 (30)W18X55 (30)W14X61 (38)W14X61 (38)W14X43 (40)W14X43 (40)

W14X61 (26)W14X61 (26)

W12

X26

(10)

W12

X26

(10)

W12

X26

(14)

W12

X26

(14)

W12

X26

(14)

W12

X26

(14)

W12

X26

(14)

W12

X26

(14)

W18

X35

W18

X35

W21X57 (8)W21X57 (8)

W12

X16

W12

X16

W14X30 (42)W14X30 (42)

W12

X16

W12

X16

W12X26 (10)W12X26 (10) W12X19 (10)W12X19 (10) W14X30 (12)W14X30 (12)W

18X

40 (1

4)W

18X

40 (1

4)

W14X30 (12)W14X30 (12)W12X19 (10)W12X19 (10)W12X26 (12)W12X26 (12)

W18

X40

(14)

W18

X40

(14)


W14X30 (24)W14X30 (24) W14X30 (34)W14X30 (34) W12X26 (8)W12X26 (8)

W12

X26

(14)

W12

X26

(14)

W14X30 (12)W14X30 (12)

W12

X16

W12

X16

W12

X16

W12

X16

W12

X19

W12

X19

W12

X19

W12

X19

W10

X19

(12)

W10

X19

(12)

W14

X30

(28)

W14

X30

(28)


W12X26W12X26

W21

X57

(16)

W21

X57

(16)

W14

X34

(24)

W14

X34

(24)

W12

X26

(14)

W12

X26

(14)

W12

X26

(14)

W12

X26

(14)

W10

X12

W10

X12

W10

X12

W10

X12

W12

X16

W12

X16

W10X12W10X12

W12

X26

(20)

W12

X26

(20)

W12X26 (8)W12X26 (8)

W12

X26

(14)

W12

X26

(14)

W12

X19

W12

X19

W10

X12

W10

X12

W12

X19

(10)

W12

X19

(10)

W12

X26

(14)

W12

X26

(14)

W12

X26

(14)

W12

X26

(14)

W12

X26

(14)

W12

X26

(14)

W12

X26

(14)

W12

X26

(14)

W12

X26

(14)

W12

X26

(14)

W12

X26

(14)

W12

X26

(14)

W10

X12

W10

X12

W12

X16

W12

X16

W12

X16

W12

X16

W12

X16

W12

X16

W12

X16

W12

X16

W12

X16

W12

X16

W10

X19

(12)

W10

X19

(12)

W12

X19

(10)

W12

X19

(10)

W10

X12

W10

X12

W10

X12

W10

X12

W10

X19

(12)

W10

X19

(12)

W12

X16

W12

X16

W12

X26

(20)

W12

X26

(20)

W12

X26

(14)

W12

X26

(14)

W12

X26

(20)

W12

X26

(20)

W12

X26

(14)

W12

X26

(14)

W12

X26

(20)

W12

X26

(20)

W12

X26

(14)

W12

X26

(14)

W12

X19

W12

X19

W10

X19

(12)

W10

X19

(12)

W12

X26

(14)

W12

X26

(14)

W12

X26

(14)

W12

X26

(14)

W12

X16

W12

X16

W12

X16

W12

X16

W12

X26

(14)

W12

X26

(14)

W12

X26

(14)

W12

X26

(14)

ELEV.SHAFT

TYP

TYP

TYP

TYP TYP

TYP

STAIRWELL

STAIRWELL6'

-1"

6'-3"

C4SF301

C4SF301

C4SF301

C4SF301

C4SF301

C4SF301

BF-

1

BF-

8

BF-

4

BF-

12

BF-H

BF-C

EOS10'-10"

EOS11'-2"

1'-4

" EO

S

EOS10'-10"

EOS11'-2"

1'-4

" EO

S

EOS11'-1"

EOS10'-11"

1'-4

" EO

S

2'-1" EOS 2" EOS

1'-4

" EO

S

2'-1" EOS 2" EOS

1'-4

" EO

S

2'-10" EOS 2'-8" EOS

1'-4

" EO

S

W10X12W10X12

W10X12W10X12

W10X12W10X12 W10X12W10X12

W10X12W10X12

W10X12W10X12

W10X12W10X12

W10X12W10X12

W10X12W10X12

W10X12W10X12

W10X12W10X12

W10X12W10X12

W10X12W10X12

W10X12W10X12

3.9

W10X12W10X12

W10

X12

W10

X12

( -4'

-0 1

/2" )

W10

X12

W10

X12

( -4'

-0 1

/2" )

W12X35 (-4'-0 1/2")

1'-0" EOS1'-4" EOS 1'-4" EOS

1'-8" EOS

EOS1'-4"

1'-0" EOS

1'-4" EOS

(-0'

-2")

(-0'-2")

(-0'-2")

(-0'

-2")

(-0'

-2")

(-0'

-2")

2"

9"

2"

9"

2"

9"

2"

9"

2"

9"

2"

9"

2"

9"

(-0'

-2")

9'-1

0" E

OS

EO

S4'

-8"

EO

S4'

-0"

EO

S3'

-4"

EO

S10

"

EO

S7'

-2"

EO

S3'

-4"

EO

S4'

-0"

EO

S3'

-6"

EO

S4'

-8"

W10

X12

W10

X12

W10X12W10X12

W10X12W10X12

3'-8

3/4

"4'

-1 1

/4"

4'-4"

W10

X12

W10

X12

3'-0"

7"

6 1/

2"

6'-6

"16

'-5 1

/2"

8 1/

2"

7"12'-5"

A2SF301

2

3

3

A1SF301

A1SF301

C6SF301

C4SF301

SIM

C6SF301

C6SF301

SIM

B1SF301

C4SF301

SIM

C6SF301

C6SF301

C6SF301

C4SF301

SIM

C6SF301

W12X14 (-4'-0 1/2")

W12X14 (-4'-0 1/2")

W8X10 (-4'-0 1/2")

1'-0" EOS

1'-0" EOS

H.5

W18

X40

(14)

W18

X40

(14)

A3SF301

A3SF301

A5SF301

A5SF301

3"

3"3" 3 1/2"

D1SF302

B1SF301

C1SF302

C1SF302

C1SF302

3'-0 1/2" 2'-8 1/2"

2-#4x20'-0" 2-#4x20'-0"

W12X26 (8)W12X26 (8)

W12X26 (8)W12X26 (8)

A1SF301

A1SF301

A2SF301

A2SF301

A2SF301

A2SF301

B2SF301

B1SF3024TYP

4 TYP

5

B6SF302

B6SF302

A1SF302W12X14 (-4'-0 1/2")

W12X14 (-4'-0 1/2") 1'-7" CANTILEVER, TYP

W12X14 (-4'-0 1/2")


1

W12X14 (-4'-0 1/2")


W12X19 (-4'-0 1/2")

C4SF302

W8X10 (-4'-0 1/2")

W12X14 (-4'-0 1/2")

W10X12 (-4'-0 1/2")

W10X12 (-4'-0 1/2")

W10X12 (-4'-0 1/2")

11"


704·377·8800 FAX 704·358·1037


1 2 3 4 5 6

A

B

C

D

E


REVISIONS

SHEET OF


WWW.CLARKNEXSEN.COM




Phone: 814.237.6518Fax: 814.237.1488


06/29/20124046

UN

IVER

SITY

PAR

K, P

A 16

802

PE

NN

STA

TE N

EW

RES

IDE

NC

E H

ALL

THE

PEN

NSY

LVAN

IA S

TATE

UN

IVER

SITY

C:\R

evit

Pro

ject

s\40

46_P

EN

N S

TATE

PH

ASE

3 S

12_b

plat

t.rvt

7/2/

2012

9:1

7:08

AM

BSPBJTECW

SF103

THIRD FLOORFRAMING PLAN

PLAN NOTES

KEY NOTES

GRAPHIC SCALE(S)

#

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

1/8" = 1' - 0"0 5' 10' 15' 30'

1. TYPICAL FLOOR CONSTRUCTION IS 3.5” LIGHTWEIGHT CONCRETE ON 2”DEEP COMPOSITE STEEL DECK WITH TOTAL MINIMUM SLAB THICKNESSEQUAL TO 5.5”. REINFORCE SLAB WITH 6x6 – W2.1xW2.1 WWF PLACED3/4” CLEAR OF TOP OF SLAB, FULLY SUPPORTED.






7. SEE SF601 FOR COLUMN SCHEDULE AND WALL REINFORCINGSCHEDULES.

8. SEE "TYP REINFORCING AT RE-ENTRANT CORNERS, SLAB OPENINGS,AND DEPRESSION CORNERS" ON SF501.




3 DEPRESSED SLAB




K

H

E

C

A

1 2 4 6 8 10 11

24'-6" 23'-5" 1'-3" 16'-6" 8'-5" 8'-1" 16'-6" 24'-9" 24'-3" 13'-6"

23'-6

"17

'-2"

8'-8

"17

'-2"

23'-6

"

F

125 7


W18

X35

(28)

W18

X35

(28)

W18X55 (30)W18X55 (30)W14X61 (38)W14X61 (38)W14X43 (40)W14X43 (40)

W14X61 (26)W14X61 (26)

W12

X26

(10)

W12

X26

(10)

W12

X26

(14)

W12

X26

(14)

W12

X26

(14)

W12

X26

(14)

W12

X26

(14)

W12

X26

(14)

W18

X40

W18

X40

W21X57 (12)W21X57 (12)

W12

X16

W12

X16

W18X35 (22)W18X35 (22)

W12

X16

W12

X16

W12X26 (10)W12X26 (10) W12X19 (10)W12X19 (10) W14X30 (12)W14X30 (12)W

18X

40 (1

4)W

18X

40 (1

4)

W14X30 (12)W14X30 (12)W12X19 (10)W12X19 (10)W12X26 (10)W12X26 (10)

W18

X40

(14)

W18

X40

(14)


W14X30 (42)W14X30 (42) W18X35 (16)W18X35 (16) W12X26 (8)W12X26 (8)

W12

X26

(14)

W12

X26

(14)

W14X30 (12)W14X30 (12)

W12

X16

W12

X16

W12

X16

W12

X16

W12

X19

W12

X19

W12

X19

W12

X19

W10

X19

(12)

W10

X19

(12)

W12

X19

W12

X19

W18

X35

(28)

W18

X35

(28)

W18X40 (48)W18X40 (48) W18X40 (38)W18X40 (38) W18X35 (44)W18X35 (44) W21X44 (24)W21X44 (24) W12X26W12X26

W21

X57

(16)

W21

X57

(16)

W14

X34

(24)

W14

X34

(24)

W12

X26

(14)

W12

X26

(14)

W12

X26

(14)

W12

X26

(14)

W12

X26

(14)

W12

X26

(14)

W10

X12

W10

X12

W10

X12

W10

X12

W12X26 (8)W12X26 (8)

W12X26 (8)W12X26 (8)

W12

X16

W12

X16

W10X12W10X12

W12

X26

(20)

W12

X26

(20)

W12X26 (8)W12X26 (8)

W12

X19

W12

X19

W12

X19

(10)

W12

X19

(10)

W12

X26

(14)

W12

X26

(14)

W12

X26

(14)

W12

X26

(14)

W12

X26

(14)

W12

X26

(14)

W12

X26

(14)

W12

X26

(14)

W10

X12

W10

X12

W12

X16

W12

X16

W12

X16

W12

X16

W12

X16

W12

X16

W12

X16

W12

X16

W12

X16

W12

X16

W12

X19

(10)

W12

X19

(10)

W10

X12

W10

X12

W10

X19

(12)

W10

X19

(12)

W12

X16

W12

X16

W12

X26

(20)

W12

X26

(20)

W12

X26

(14)

W12

X26

(14)

W12

X26

(14)

W12

X26

(14)

W12

X26

(14)

W12

X26

(14)

W10

X19

(12)

W10

X19

(12)

W10

X12

W10

X12

W12

X26

(14)

W12

X26

(14)

W12

X26

(20)

W12

X26

(20)

W12

X26

(14)

W12

X26

(14)

W12

X26

(20)

W12

X26

(20)

W12

X26

(14)

W12

X26

(14)

W10

X19

(12)

W10

X19

(12)

W12

X26

(14)

W12

X26

(14)

W10

X12

W10

X12

W12

X16

W12

X16

W12

X16

W12

X16

W12

X26

(14)

W12

X26

(14)

W12

X26

(14)

W12

X26

(14)

ELEV.SHAFT

TYP

TYP

TYP

TYP TYP

TYP

STAIRWELL

6'-1

"

6'-3"

C4SF301

C4SF301

C4SF301

C4SF301

C4SF301

C4SF301

BF-

1

BF-

8

BF-

4

BF-

12

BF-H

BF-C

EOS10'-10"

EOS11'-2"

1'-4

" EO

S

EOS10'-10"

EOS11'-2"

1'-4

" EO

S

EOS11'-1"

EOS10'-11"

1'-4

" EO

S

2'-1" EOS 2" EOS

1'-4

" EO

S

2'-1" EOS 2" EOS

1'-4

" EO

S

2'-10" EOS 2'-8" EOS

1'-4

" EO

S

W10X12W10X12

W10X12W10X12

W10X12W10X12 W10X12W10X12

W10X12W10X12

W10X12W10X12

W10X12W10X12

W10X12W10X12

W10X12W10X12

W10X12W10X12

W10X12W10X12

W10X12W10X12

W10X12W10X12

W10X12W10X12

W10X12W10X12

3.9

1'-0" EOS

1'-4" EOS 1'-4" EOS

1'-8" EOS

EOS1'-4"

1'-0" EOS

1'-4" EOS

EOS1'-0"

1'-4" EOS

1'-8" EOS1'-4" EOS

1'-0" EOS

(-0'

-2")

(-0'-2")

(-0'-2")

(-0'

-2")

(-0'

-2")

(-0'

-2")

2"

9"

2"

9"

2"

9"

2"

9"

(-0'

-2")

EO

S3'

-7"

EO

S3'

-4"

EO

S7'

-7"

EO

S1'

-3"

EO

S3'

-4"

EO

S3'

-7"

EO

S9'

-10"

EO

S4'

-8"

7'-2

"E

OS

3'-4

"E

OS

4'-0

"E

OS

4'-0

"E

OS

3'-4

"

10" E

OS

1'-0" EOS

1'-0" EOS

EO

S3'

-6"

EO

S4'

-8"

C6SF301

W10

X12

W10

X12

W10X12W10X12

W10X12W10X12

4'-4"

4'-1

1/4

"3'

-8 3

/4"

W10

X12

W10

X12

3'-0"

16'-5

1/2

"

6 1/

2"

6'-6

"

7"

8 1/

2"

12'-5"

1

2

2

C4SF301

C6SF301

C6SF301

B1SF301 C6

SF301

C4SF301

SIM

A2SF301

C6SF301

C4SF301

SIM

C6SF301

C6SF301

C4SF301

SIM

B1SF301

H.5

W18

X40

(14)

W18

X40

(14)

A3SF301

A3SF301

A5SF301

A5SF301

7"

3" 3"3"

3 1/2"2"

9"3'-0 1/2" 2'-8 1/2"

2"

9"

2"

9"

C1SF302

C1SF302

C1SF302

C1SF302

2-#4x20'-0" 2-#4x20'-0"A2SF301

A2SF301

A2SF301

A2SF301

SIM

B2SF301

B1SF302

3TYP

3 TYP

A1SF301

A1SF301

A1SF301

5

B6SF302

B6SF302

A1SF301

STAIRWELL

4

4


704·377·8800 FAX 704·358·1037


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2012

9:1

7:10

AM

BSPBJTECW

SF104

FOURTH FLOORFRAMING PLAN

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

PLAN NOTES

KEY NOTES

GRAPHIC SCALE(S)

#

1/8" = 1' - 0"0 5' 10' 15' 30'

1. TYPICAL FLOOR CONSTRUCTION IS 3.5” LIGHTWEIGHT CONCRETE ON 2” DEEPCOMPOSITE STEEL DECK WITH TOTAL MINIMUM SLAB THICKNESS EQUAL TO5.5” REINFORCE SLAB WITH 6x6 – W2.1xW2.1 WWF PLACED 3/4” CLEAR OF TOPOF SLAB, FULLY SUPPORTED.


3. TOP OF STRUCTURAL STEEL ELEVATION IS 5.5” BELOW TOP OF SLAB, UNLESSOTHERWISE NOTED. TOP OF STEEL, WHERE NOTED THUS (+/-X’-X”), IS RELATIVETO TOP OF STEEL ELEVATION AT THIS FLOOR.


5. UNLESS OTHERWISE NOTED, FLOOR BEAMS ARE EQUALLY SPACED BETWEENCOLUMN LINES.

6. SEE SF601 FOR COLUMN SCHEDULE AND WALL REINFORCING SCHEDULES.

7. SEE "TYP REINFORCING AT RE-ENTRANT CORNERS, SLAB OPENINGS, ANDDEPRESSION CORNERS" ON SF501.



2 DEPRESSED SLAB


4 SEE "TYPICAL MOMENT CONNECTION AT COLUMN" ON SHEET SF501



K

H

E

C

A

1 2 4 6 8 10 11

24'-6" 23'-5" 1'-3" 16'-6" 8'-5" 8'-1" 16'-6" 24'-9" 24'-3" 13'-6"

23'-6

"17

'-2"

8'-8

"17

'-2"

23'-6

"

F

125 7

W14X38W14X38 W14X38W14X38 W14X43W14X43 W14X38W14X38

W18

X60

W18

X60

W14X48W14X48W14X38W14X38W14X38W14X38

W12

X26

W12

X26

W12

X45

W12

X45

W12

X26

W12

X26

W12

X26

W12

X26

W14

X34

W14

X34

W14X34W14X34

W10

X22

W10

X22

W14X30W14X30

W10

X22

W10

X22

W14X30W14X30 W14X30W14X30 W14X30W14X30W

18X

40W

18X

40

W14X30W14X30W14X30W14X30W14X30W14X30

W18

X40

W18

X40

W14X43W14X43 W14X38W14X38 W14X38W14X38

W14X34W14X34 W12X30W12X30 W10X22W10X22

W14

X34

W14

X34

W12X22W12X22

W12

X22

W12

X22

W10

X22

W10

X22

W10

X22

W10

X22

W10

X22

W10

X22

W10

X22

W10

X22

W10

X22

W10

X22

W10

X22

W10

X22

W18

X60

W18

X60

W14X38W14X38 W14X38W14X38 W14X38W14X38

W12X35W12X35

W10X22W10X22

W18

X60

W18

X60

W12

X22

W12

X22

W12

X26

W12

X26

W12

X26

W12

X26

W12

X26

W12

X26

W10

X12

W10

X12

W10

X12

W10

X12

W12

X26

W12

X26

W12

X26

W12

X26

D1SF301

W10

X12

W10

X12

W10

X12

W10

X12

W10

X12

W10

X12

TYP

127

127

127

127

127

127

127

127 12

7

127

127

127

127

127

127

127

127

127

127

127

D3SF301

D2SF301

TYP

TYP

TYP

TYPTYP

TYP

TYP

BF-

1

BF-

8

BF-

4

BF-

12

BF-H

BF-C

COLD-FORMED STEEL TRUSSESAT 4'-0" OC MAX, TYP

COLD-FORMED STEEL TRUSSESAT 4'-0" OC MAX, TYP

W14X48W14X48

W14X48

TYP TYP TYP

3.9

D5SF301

DRAG TRUSS TYPE A

DRAG TRUSSTYPE B

DRAG TRUSS TYPE A

GABLE-END DRAG TRUSS.WIND LOAD = 18.5 KSEISMIC LD = 1.4 K

DRAG TRUSSTYPE B

C1SF301

C3SF301

C1SF301

C1SF301

D3SF301

C3SF301

D2SF301

D2SF301

C2SF301

3

2

1

22

222

W12

X22

W12

X22

W12

X22

W12

X22

W10X12W10X12

W10X12W10X12

W12X22W12X22

8'-9

"5'

-4"

3'-8

"5'

-2"

3'-8

"5'

-4"

8'-9

"

W10X12W10X12

W10X12W10X12

W12X22W12X22

D4SF301

8'-9

"5'

-4"

3'-8

"5'

-2"

3'-8

"5'

-4"

8'-9

"

W12

X22

W12

X22

W12

X22

W12

X22

W10X12W10X12W10X12W10X12

W10X12W10X12

W10X12W10X12

W10X12W10X12

4'-6" 9"

8'-9

"5'

-4"

3'-8

"5'

-2"

3'-8

"5'

-4"

8'-9

"

W12

X22

W12

X22

W12

X22

W12

X22

W10X12W10X12

W10X12W10X12

W10X12W10X12

W10X12W10X12

W10X12W10X12

W10X12W10X12

9" 4'-6"

4'-6"

8'-9

"5'

-4"

3'-8

"5'

-2"

3'-8

"5'

-4"

8'-9

"

W12

X22

W12

X22

W12

X22

W12

X22W10X12W10X12

W10X12W10X12

W10X12W10X12

W10X12W10X12

W10X12W10X12

W10X12W10X12

H.5W12X30W12X30

W18

X60

W18

X60

C6X10.5C6X10.5C6X10.5

HS

S6X

6X3/

16H

SS

6X6X

3/16

( +2'

-8" )

C6X10.5C6X10.5C6X10.5

D4SF301

W10X12W10X12

C6X10.5C6X10.5C6X10.5

C6X10.5C6X10.5C6X10.5

HS

S6X

6X3/

16H

SS

6X6X

3/16

( +2'

-8" )

C1SF301

D2SF301

D4SF301

D4SF301

HS

S6X

6X3/

16H

SS

6X6X

3/16

( +2'

-8" )

C6X10.5C6X10.5C6X10.5

C6X10.5C6X10.5

C6X10.5C6X10.5C6X10.5

C6X10.5C6X10.5C6X10.5

HS

S6X

6X3/

16H

SS

6X6X

3/16

( +2'

-8" )

4

SIM

W8X10

W8X10

W8X10

W8X10

5

ATTIC WALKWAY

ATTIC WALKWAY

6

6

7

7

3'-0 1/2" 2'-8 1/2"

8

4'-6"

W12

X22

W12

X22

RT-

1

RT-

2

RT-

1

RT-

3

RT-

3

RT-

1

RT-

2

RT-

2

RT-

2

RT-

4

RT-

4

RT-

2

RT-

1

RT-

1

RT-

1

RT-

1

RT-

2

RT-

1

RT-

2

RT-

1

RT-

1

RT-

1




RT-

1

E

F

A

K

4'-8

"

1'-0"WP

4" 17'-2"

40'-8"

AT ATTIC WALKWAY,PROVIDE 12" DEPTH INBOTTOM CHORD FORINSULATION THICKNESS

RAFTER TAIL,OMIT AT RT-2

PROVIDE SUPPORT FORMECHANICAL DUCTS

LOCATE AND COORDINATEMECHANICAL DUCTS

RT-1 AND RT-2

F K

4'-8

"

1'-0"WP

4" 17'-2"

40'-8"

AT ATTIC WALKWAY,PROVIDE 12" DEPTH INBOTTOM CHORD FORINSULATION THICKNESS




RT-3

ELEVSHAFT

MIN 6" TOPCHORD

MIN 6" TOPCHORD

712

712

F K

4'-8

"

1'-0"WP

4" 17'-2"

40'-8"

12" DEPTH IN BOTTOMCHORD




RT-4

MIN 6" TOPCHORD

712

ROOF HATCH LOCATIONBETWEEN TRUSSES,SEE PLAN

PROVIDE FRAMING TOSUPPORT LADDER,SEE ARCH ATTIC WALKWAYPROVIDE ADDITIONALVERTICAL FRAMINGTO SUPPORTWALKWAY HANDRAILS

E

F

A

K

FOR DIMENSIONS ANDOTHER ELEMENTS, SEERT-1 DETAIL

FRAME AROUND MECHPLENUM FOR CIRCULARLOUVER OPENING INGABLE END

FASTEN EDGE OF DECKTO TOP CHORD WITH #12SCREWS, MIN 2 PERDECK RIB

GABLE END

TWO-PLY TRUSS, MIN

DESIGN TRUSSFRAMING TOTRANSFER LATERALDIAPHRAGM LOADS TOBOTTOM CHORD

SUPPORT CONDITIONSMAY VARY

12"

KEEP AREA CLEAR OFDIAGONAL MEMBERS VERTICAL TRUSS MEMBERS

TRUSS BOTTOM CHORD

WALKWAY SURFACEMADE OF 43 MIL STUDS,SIDE-TO-SIDE,FASTENED TO TRUSSBOTTOM CHORD

600S162-33, CONT, TYP.

ATTIC WALKWAY


704·377·8800 FAX 704·358·1037


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9:1

7:12

AM

BSPBJTECW

SF105

ROOF FRAMINGPLAN

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

PLAN NOTES

KEY NOTES

GRAPHIC SCALE(S)

#

1. TYPICAL ROOF FRAMING IS 1 1/2” WIDE RIB, 20 GAGE, STEEL ROOFDECK ON ENGINEERED COLD-FORMED STEEL TRUSSES, SUPPORTEDON STRUCTURAL STEEL FRAMING.

2. LOW-SLOPE ROOF AREA AND ELEVATOR CAP ARE 3" LIGHTWEIGHTCONCRETE ON 2" DEEP COMPOSITE STEEL DECK WITH TOTALMINIMUM SLAB THICKNESS EQUAL TO 5". REINFORCE SLAB WITH6x6-W2.1xW2.1 WWF PLACED 3/4" CLEAR OF TOP OF SLAB, FULLYSUPPORTED.

3. MAXIMUM TRUSS SPACING IS 4’-0” UON. COORDINATE LAYOUT OFCOLD-FORMED TRUSSES WITH MECHANICAL DRAWINGS.

4. TYP TOS AND TRUSS BEARING ELEVATION = [+60’-0”].

5. SEE SF601 FOR COLUMN SCHEDULE AND WALL REINFORCINGSCHEDULE.

6. RT-X = ROOF TRUSS TYPE. SEE ROOF TRUSS PROFILES THIS SHEET.

7. SEE "TYPICAL DRAG TRUSS TYPE A" ON SF501 AND "TYPICAL DRAGTRUSS TYPE B" ON SF502

1/8" = 1' - 0"0 5' 10' 15' 30'

1 LOW-SLOPE ROOF AREA

2 STEEL KNEE-BRACED FRAME. SEE "TYPICAL STEEL-FRAMED KNEE BRACE"ON SHEET SF501

3 SLAB-ON-DECK ELEVATOR CAP. TOC = 6'-8" ABOVE TOP OF STEEL. SEEAE421 FOR ELEVATOR SUPPORT MEMBERS PROVIDED BY ELEVATORSUPPLIER

4 ROOF ACCESS HATCH. SEE DETAIL ON SHEET AE106 AND "TYPICAL DECKSUPPORT AT ROOF OPENING" ON SF502

5 OPENING IN CMU WALL FOR MECHANICAL DUCT. COORDINATE SIZE ANDLOCATION WITH MECH DRAWINGS

6 ATTIC ACCESS, SEE ARCH. SEPARATE TRUSSES AROUND OPENING

7 MECHANICAL DUCTWORK IN ATTIC. COORDINATE LOCATIONS AND SIZESWITH MECHANICAL PLANS

8 MECHANICAL SHAFT THROUGH ATTIC. LOCATE TRUSSES ON BOTH SIDESOF SHAFT (MANTAIN CLEAR AREA ABOVE SHAFT)

NOT TO SCALETRUSS PROFILES


K

[SEE PLAN]GROUND FLOOR

[SEE PLAN]FIRST FLOOR

[SEE PLAN]SECOND FLOOR

[SEE PLAN]THIRD FLOOR

[SEE PLAN]FOURTH FLOOR

[SEE PLAN]ROOF LEVEL

16'-6"

HSS5X5X3/8

W12X26 (10)W12X26 (10)

W12X26 (10)W12X26 (10)

W18X40 (14)W18X40 (14)

W18X40 (14)W18X40 (14)

W18X60

TYPSF202

C5

HSS5X5X3/16

HSS5X5X3/16

HSS5X5X1/4

HSS5X5X3/8

H.5

P=20k

P=40k

P=60k

P=80k

P=110k

NOTES:

1. BRACED FRAME CONNECTION DESIGN ISDELEGATED TO THE CONTRACTOR.

2. AXIAL LOAD INDICATED AS P=x. DESIGNCONNECTION FOR TENSION AND COMPRESSION.VERTICAL SHEAR REACTION INDICATED AS V=x.

3. FORCES ARE IN KIPS. FORCES SHOWN AREFACTORED.

V=10k

V=20k

V=20k

V=20k

V=20k

E C







17'-2"

W18X40

HSS5X5X1/4

W18X40 (14)W18X40 (14)

HSS5X5X1/4

W18X40 (14)W18X40 (14)

HSS5X5X5/16

W18X40 (12)W18X40 (12)

HSS6X6X3/8

SF202D4 TYP

P=30k

P=50k

P=70k

P=140k

V=10k

V=30k

V=20k

V=20k

H F







17'-2"

W18X40

HSS5X5X1/4

W18X40 (14)W18X40 (14)

HSS5X5X1/4

W18X40 (14)W18X40 (14)

HSS5X5X3/8

W18X40 (14)W18X40 (14)

HSS5X5X1/2

W18X40 (10)W18X40 (10)

SF202C5 TYP

HSS5X5X1/2

HSS5X5X1/2

P=20k

P=40k

P=70k

P=80k

P=90k

V=10k

V=30k

V=20k

V=20k

V=20k

C A






[SEE PLAN]ROOF LEVELW18X60

W21X57 (16)W21X57 (16)

HSS5X5X1/4

W21X57 (16)W21X57 (16)

HSS6X6X1/4

W21X57 (16)W21X57 (16)

W16X45 (16)W16X45 (16)

23'-6"

8" CONCRETEWALL12" CONCRETE

SHEAR WALL8" CONCRETESHEAR WALL

BEAM BEYOND,TYP.

COLUMN BEYOND

SLAB BEYOND

HSS5X5X1/4

HSS6X6X3/8

SF202D4TYP

OPP

COORDINATE WALL OPENINGSFOR DUCTWORK WITH

MECHANICAL DRAWINGS8" 9'-0"

[SEE PLAN]TOC

CORNER OFCONCRETE WALL

THROUGH PLATE CONNECTIONTO TRANSFER MIN 50k TENSION

B4SF202

P=20k

P=40k

P=70k

P=100kB4

SF202

V=10k

V=50k

V=40k

V=40k

V=40k


704·377·8800 FAX 704·358·1037


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9:1

7:17

AM

BSPBJTECW

SF201

BRACED FRAMEELEVATIONS

GRAPHIC SCALE(S)

1/4" = 1' - 0"0 5' 10' 15'1'

1/4" = 1'-0"B1 BRACED FRAME "BF-1" ELEVATION 1/4" = 1'-0"B2 BRACED FRAME "BF-4" ELEVATION

1/4" = 1'-0"B4 BRACED FRAME "BF-8" ELEVATION 1/4" = 1'-0"B5 BRACED FRAME "BF-12" ELEVATION


6 8







24'-7"

W18X55 (30)W18X55 (30)

W18X55 (30)W18X55 (30)

W18X55 (30)W18X55 (30)

HSS5X5X

1/4

HSS5X5X

1/4

HSS5X5X

1/4

HSS5X5

X1/4 HSS5X5X1/4

HSS5X5X1/4

HSS5X5X1/4

HSS5X5X1/4

SF202C5 TYP

SF202D5

TYP

C4SF202

W14X82 (32)W14X82 (32)

W14X48W14X48

COORDINATE WALLOPENINGS FOR

DUCTWORK WITHMECHANICAL

DRAWINGS

NOTES:

1. BRACED FRAME CONNECTION DESIGN ISDELEGATED TO THE CONTRACTOR.

2. AXIAL LOAD INDICATED AS P=x. DESIGNCONNECTION FOR TENSION AND COMPRESSION.VERTICAL SHEAR REACTION INDICATED AS V=x.

3. FORCES ARE IN KIPS. FORCES SHOWN AREFACTORED.

P=30kP=60k

P=70kP=80k

P=30k

P=60k

P=70k

P=80k

DOOR OPENING, SEE ARCHFOR SIZE AND LOCATION

V=20k

V=40k

V=40k

V=40k

V=40k

6 8







24'-7"

W18X55 (30)W18X55 (30)

W18X55 (30)W18X55 (30)

W18X55 (30)W18X55 (30)

SF202C5 TYP

SF202D5

TYP

C4SF202

HSS5X5X1/4

HSS5X5X1/4HSS5X5X

1/4

HSS5X5X

1/4

HSS5X5X1/4

HSS5X5X1/4HSS5X5X

1/4

HSS5X5X

1/4

HSS5X5X

1/4

HSS5X5X

1/4

HSS5X5

X1/4

HSS5X5

X1/4

W14X82 (32)W14X82 (32)

W14X48W14X48

COORDINATE WALL OPENINGSFOR DUCTWORK WITHMECHANICAL DRAWINGS

P=30k

P=60kP=70k

P=80k

P=30k

P=60k

P=70k

P=80k

HSS5X5X1/4

HSS5X5X1/4

HSS5X5X1/4

HSS5X5X1/4

V=20k

V=40k

V=40k

V=40k

V=40k

[SEE PLAN]TOS

BRACE, SEE BRACEDFRAME ELEVATION, TYP

GUSSET PLATE,3/8" MIN. CENTERON BEAM. TYP.

CL BEAM

ERECTIONBOLT, TYP

BEAM,SEE PLAN

WORKING POINT

FS NS,TYP6"

MIN

CL BRACE, TYP

2'-6

"

CL OF FRAME

1/4" FULL DEPTHSTIFFENER EA SIDE OFBEAM AT EA END OFGUSSET PL

[SEE PLAN]TOS

BRACE, SEEBRACED FRAMEELEVATION

GUSSET PLATE, 3/8" MIN.CENTER ON BEAM.

CL BEAM

ERECTION BOLT

BEAM, SEE PLAN

WORKINGPOINT

CL COL

COL, SEE PLAN

CAP PLATE

TYP

FSNS 6"

MIN

CL BRACE

[SEE PLAN]T/STEEL

SEE PLAN FORCOL ORIENTATION

BEAM, SEE PLAN

WORKINGPOINT

SEE ELEVATION FORBRACE SIZE, SLOT HSSAS REQ'D AT GUSSET

ERECTIONBOLT

GUSSET PLATE, 3/8"MIN. CENTERON BEAM. SIZE TOSUIT.

1/2"

MIN

1 1/2"

MIN

1 1/2"

TYP EA SIDE

6"MIN6"

MIN

CL COLUMN

CL BRACE

CL BEAM6 1/2"

[SEE PLAN]TOS

3/4"Ø BOLT INLONG-SLOTTED VERTICAL HOLES

CONT WT4x10.5WITH 3/4"Øx9" HEADEDSTUDS AT 18" OC

TYP1/41/4

82-6

L5x3x1/4 (LLV),8" LONG AT36" OC WITH 2 BOLTSAT EACH

STEEL BEAM

SLAB NOT SHOWN

[SEE PLAN]TOC


5/16 3-12

STEEL BEAM, SEE PLAN, TYP.

12

1" GAP, FILL WITHCOMPRESSIBLEMATERIAL

3/4"Ø HEADED STUDS,SEE PLAN

1/4" FULL-DEPTH STIFFENERAT 48" OC MAX

L6x4x5/8" (LLV), CONT WITH 2" VERTSLOTS FOR ANCHORS AT 6" OC (FILL1/2 OF HOLES WITH ANCHORS)

SEE PLANSLAB ON DECK, SEE PLAN

#4 CONT

#4 HAIRPIN BARS @ 48" OC.

VENEER, SEE ARCH

4"

1/2"Ø A307 BOLT ORBLIND BOLT @ 48" OCMAX FOR ERECTION

1"Ø HEAVY-DUTY EXPANSIONANCHOR @ 12" OC, 4" NOM.EMBEDMENT WITH 12.2k SHEARCAPACITY, PLACE AT BOTTOM OFSLOT.

1/4" BENT PLATE, CONT


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9:1

7:21

AM

BSPBJTECW

SF202

BRACED FRAMEELEVATIONS AND

DETAILS

1/4" = 1'-0"B1 BRACED FRAME "BF-C" ELEVATION 1/4" = 1'-0"B2 BRACED FRAME "BF-H" ELEVATION

NOT TO SCALED5 ECCENTRIC BRACED FRAME CONNECTIONNOT TO SCALED4

CONCENTRICALLY BRACEDFRAME CONNECTION

NOT TO SCALEC5 BRACED FRAME CONNECTION 1" = 1'-0"C4

BRACED FRAME CONNECTION ATTOP OF CONCRETE SHEAR WALL

3/4" = 1'-0"B4 SECTION

GRAPHIC SCALE(S)

1" = 1' - 0"0 6" 1' 3'2'

3/4" = 1' - 0"0 1' 5'6" 2' 3' 4'

1/4" = 1' - 0"0 5' 10' 15'1'


1/4" BENT PLATE, CONT

STEEL BEAM, SEE PLAN, WITH FULLDEPTH BOLTED CONNECTION, SLIPCRITICAL AT EXTERIOR END

1/4" FULL DEPTH STIFFENER ATEACH SUPPORTED BEAMAND AT 48" OC MAX

DECK DIRECTION VARIES

1/4 2-12

WALL STUDS BELOWOMITTED FOR CLARITY

EA END, TYP

L2 1/2x2 1/2x1/4AT EACH STIFFENER,48" OC MAX


SEE PLANEOS

#3 HAIRPIN BAR @ 48" OC

SEE "TYPICAL VENEERSHELF ANGLE" DETAILON SF501

3 SIDES, TYP

8" 16" MAX

VARIES

3/4"

2'-6"

#4 CONT#4 CONT

2 #5 CONTINUOUS

COORDINATE LOCATIONS ANDREQUIREMENTS OF EMBEDS FORELEVATOR RAIL SUPPORTS WITHELEVATOR SUPPLIER

NOMINAL 8" CONCRETEMASONRY WALL,SEE PLAN

3/16

5/8"Ø x 4" HEAVY SCREW ANCHORAT TOP OF VERTICAL SLOT,BACK OFF 1/4 TURN AFTERINSTALLATION

L2 1/2x2 1/2x1/4 x 12" LONG ATEACH CORNER AND AT 3'-0" OCMAX WITH (2) 1/2" DIA x 4"HEADED STUDS

RECESS SLAB 1/4" ATEACH ANCHORAGE

#4 BAR, CONTINUOUS, EXTEND2'-0" PAST EACH CORNER

1/2" JOINT, FILLWITH FIRE CAULK

STEEL BEAM,SEE PLAN

ELEVATOR SHAFT

16" B

ON

D B

EA

M

L3 1/2x2 1/2x1/4 (LLV), 12"LONG WITH (2) 1 1/2" VERTICALSLOTS FOR ANCHORS,2" FROM EACH END

CONT 14 GABENT PLATE

6"

6"

[SEE PLAN]TOS

SEE ARCH FOROTHER ELEMENTS


STEEL STUD FRAMING NOT SHOWN

CFS ROOF TRUSS,SEE PLAN

CFS STUDS BACKINGUP MASONRY VENEER

DEFLECTION TRACK

3 5/8" CFS BRACEAT EA TRUSS

4'-8

" HE

EL

HE

IGH

T

WP

4"

1

COPING CAP,SEE ARCH

[SEE PLAN]TOS

CFS STUDS BACKING UP MASONRY VENEER

DEFLECTION TRACK

3 5/8" CFS BLOCKINGAT 24" OC

CFS TRUSS

3 5/8" CFSBLOCKING AT 24" OC

STEEL ROOF DECK,SEE PLAN

3 5/8" CFS BRACE AT 24" OC

MASONRYVENEER,SEE ARCH

[SEE PLAN]TOS

COPING CAP,SEE ARCH

MASONRYVENEER,SEE ARCH

CFS STUDS


CFS TRUSS

3 5/8" CFS BRACEAT EA TRUSS

CFS TRUSSOVER FRAMING

CFS TRUSS

PL1/4"x12" CONT,BREAK AT EACHPERPENDICULAR BEAM

DRAG TRUSSCONNECTION BYTRUSS SUPPLIER

CFS TRUSSES,SEE PLAN

L2x2x1/4, GALV

STEEL BEAM,SEE PLAN

MOMENTCONNECTION,SEE TYP DTL

C10x15.3 CANTILEVER STUB,SHOP WELD TO BEAM ATEACH CHANNEL

(3) 3/4"Ø BOLTS IN HORIZSLOTS, SLIP CRITICAL

L6x6x5/16, CONT


MASONRY VENEER, SEE ARCH6" CFS STUD WALL,SEE ARCH

10"

2-12

[+62'-8"]TOS

[SEE PLAN]TOS

PL3/16"x6" AT 16" OC

EA SIDE2-12

HSS6x6x3/16, CONT

FRP CORNICE, SEE ARCH

[SEE PLAN]TOS

EOS11"

16 GA POURSTOPFASTENED TO DECK

WIND CONNECTIONFOR CURTAIN WALLBY SUPPLIER

L6x3 1/2x5/16 (LLV) CONT ONFOUR SIDES OF ELEVATOR CAP

CMU SHAFT WALL

LIGHT GAGETRUSS PERPLAN, TYP

ELEVATOR CAP (SLABON DECK, SEE PLAN)


[ROOF]TOP OF STEEL

SEE PLAN FOR WALL TYPE AND REINF.

5/8"Ø CARBON STEELSCREW ANCHOR W/ 5"EMBED @ 24" OC. MAX W/3.4 KIP SHEAR CAPACITYPER ANCHOR ALONGFOUR SIDES OFELEVATOR CAP

8" CMU BOND BEAM WITH(2)#5 CONT


[SEE PLAN]TOP OF STEEL

#4 CONT. AT EDGE

BEAM PER PLAN

SLAB AND DECK PER PLAN

HSS3x2x3/16, CONT (LSH)

2-122-12

SEE PLAN

[SEE PLAN]TOP OF STEEL

1 1/2" MIN

1/41/4

1/4" STIFFENER NS/FS,ALIGN WITH HORIZ PLATE

COLUMN PER PLAN

3/8"x6"x8" VERT STL PLATE,CENTERED ON HORIZ PLATE

3/8"x8"x9" HORIZ STL PLATE

FOUR 3/4"Ø A325 BOLTS, FINGER TIGHTEN INLONG VERT SLOTS, PRETENSION AFTERCONCRETE IS PLACED ON FLOOR DECK

STL PLATE 1/4"x3"x6" ONTOP FLANGE OF BEAM

EA END3/16

3/16

SEE PLAN

POUR STOP AND OTHERELEMENTS NOT SHOWNFOR CLARITY

W10 STL BEAM, SEE PLAN

CONCRETE SLAB ONDECK, TYP.

L6x4x3/8 GALV LLH SHELF ANGLE7 1/2"

[SEE PLAN]TOS

MASONRY VENEER,SEE ARCH 1'-0"

1-12

STL PLATE 1/4"x8"x12" AT 4'-0" OC MAX,COORD W/ TRUSS BRG LOCATIONS

(2) 3/4"Ø BOLTS AT EA. CONNECTION

WIDE FLANGE BEAMBEYOND


CFS STUD BELOW WITHDEFLECTION TRACK, SEE ARCH

SEE "TYPICAL VENEERSHELF ANGLE" DETAILON SF501

[SEE ARCH]SHELF ANGLE

4" EOS#4 CONT

FULL-DEPTHSTIFFENER ATEA BEAM CONN,ONE SIDE

BOLTED SHEAR CONNECTION,FULL DEPTH OF SUPPORTEDMEMBER, WITH SLIP-CRITICALBOLTS TO PREVENT ROTATION

4"


1/4" CONTBENT PLATE

CURTAIN WALLCONNECTION BYSUPPLIER

ALUMINUMCURTAIN WALLSYSTEM, SEEARCH DWGS

BEAM, SEE PLAN

WEDGE-INSERT ANCHORAT EA CURTAIN WALLCONNECTION,COORDINATE LOCATIONSWITH CURTAIN WALLSUPPLIER

3/163-81-12

STAIR

3-82-12

2-12

C8x11.5

[SEE PLAN]TOS

BEAM, SEE PLAN

HSS8x6x3/8 LSH

[SEE ARCH]

BOTTOMOF SHELF

L7x4x3/8 GALV, CONT

FULL-DEPTH STIFFENER, NS/FS.LOCATE AT CONNECTION FORSUPPORTED BEAM AND AT 48" OC

[SEE PLAN]TOC

[SEE ARCH]BOTTOM OF SHELF


DEEP-LEGDEFLECTION TRACKAT HEAD OF WALL,TYP

NOTE:FOR OTHER ELEMENTS, SEE"TYPICAL VENEER SHELFANGLE" ON SF501

#4 CONT

COLD-FORMEDSTEEL POUR STOPBY DECK SUPPLIER


DEEP-LEG DEFLECTIONTRACK AT HEAD OFWALL, TYP

[SEE PLAN]TOC

4"

FULL-DEPTHSTIFFENER ATEA BEAM CONN,ONE SIDE

BOLTED SHEAR CONNECTION,FULL DEPTH OF SUPPORTEDMEMBER, WITH SLIP-CRITICALBOLTS TO PREVENT ROTATION

[SEE PLAN]TOS


SEE PLAN

SE

E P

LAN

STEEL BEAM,SEE PLAN

1/41/4

L3x3x1/4, CONT

#3 AT 24" OC,

1/4 2-12

18" 18"

VARIES

1/41/4L3 1/2x3 1/2x1/4 x 6" MIN

AT 30" OC

2"

[SEE PLAN]TOS


STEEL BEAM,SEE PLAN

L3x3x1/4, CONT

#3 AT 24" OC,18"18"

VARIES

SEEPLAN

SEE

PLA

N TYP AT EA BEAM1/4

1/4 2-12

1"

3/8" FULL DEPTHSTIFFENER

1/2" BEARING PLATE

LOW-FRICTIONSTRUCTURALBEARING WITH 10 KIPSCAPACITY, MIN

RECESSED SLAB FOR JOINTCOVER, SEE 4/AE514

3/16" BENT PLATE

3/16" BENT PLATE

(2) 3/4"Ø BOLTSIN LONG SLOTS

1/4 4

1/41/4

5/16"X2" PLATE, NS/FS

[SEE PLAN]TOS

TYP 3/163/16

F

STEEL BEAM,SEE PLAN

8" 1/2" CLR

4"

(3) 3/8" STIFFENERS 3/8" STIFFENERPLATE

A

A

SECTION A-A

PL1/4"x12" CONT

DRAG TRUSSCONNECTION BYTRUSS SUPPLIER

CFS TRUSSES,SEE PLAN

L2x2x1/4, GALV,CONT

[SEE PLAN]TOS

STEEL BEAM,SEE PLAN

MOMENTCONNECTION,SEE TYP DTL

C10x15.3 CANTILEVER STUB,SHOP WELD TO BEAM AT EACHANNEL

(3) 3/4"Ø BOLTS IN HORIZSLOTS, SLIP CRITICAL

CURTAIN WALL, SEE ARCH

L3x3x1/4, CONT

L6x6x5/16, GALV, CONT

LOOSE LINTEL


MASONRY VENEER, SEE ARCH

6" CFS STUD,SEE ARCH

[SEE ARCH]SHELF ANGLE

10"

[+62'-8"]TOS

CHANNEL, SEE PLAN

L2x2x1/4, CONT

CFS STUDS, SEE ARCH

CFS CLIP BYSTUD DESIGNER

HSS6x6x3/16, CONT



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7:28

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BSPBJTECW

SF301

FRAMINGSECTIONS AND

DETAILSGRAPHIC SCALE(S)

1" = 1' - 0"0 6" 1' 3'2'

3/4" = 1' - 0"0 1' 5'6" 2' 3' 4'

3/4" = 1'-0"C4 SECTION

1" = 1'-0"B2 ELEVATOR SHAFT SECTION


3/4" = 1'-0"D1 SECTION


3/4" = 1'-0"C2 SECTION

3/4" = 1'-0"B5 SECTION 1" = 1'-0"B3

VESTIBULE FRAMELATERAL CONNECTION

3/4" = 1'-0"D5 SECTION - FLAT ROOF

3/4" = 1'-0"C6 SECTION - SLAB EDGE

3/4" = 1'-0"B1 SECTION

3/4" = 1'-0"A1 SECTION 3/4" = 1'-0"A2 SECTION

3/4" = 1'-0"B6 SECTION

3/4" = 1'-0"A3 SECTION 3/4" = 1'-0"A5 SECTION

1 1/2" = 1'-0"A6 SECTION

1 1/2" = 1' - 0"0 6" 1' 2'3" 9"

3/4" = 1'-0"D4 SECTION


[SEE PLAN]TOS

SEE ARCH FORCFS FRAMING

MIN 14 GA CFS CLIP AT EA STUDW/ MIN (3) #12 SELF-DRILLINGSCREWS, MIN IN EA LEG

L4x4x3/8, CONT

W12x14, TYP

L4x4x3/16 HANGER AT EABEAM INTERSECTION

EA END3/16 3

L4x4x1/4 CONT

L2x2x3/163/16

L2 1/2x2 1/2x1/4 x 4"

MOMENT-RESISTINGCONNECTION, WITH 10 KIP-FTCAPACITY

1"

SEE PLAN


[SEE PLAN]TOS

TYP3/16

3-123-12

HSS MEMBER, TOP ANDBOTTOM, SEE PLAN

CFS STUDS, SEE ARCH

ALUMINUM STOREFRONT,SEE ARCH

MIN 14 GA CFS ANGLE CLIPSWITH MIN (3) #12 SCREWS,EA LEG

1/4" BENT PLATE

1/4 2-12


EA END, TYP

L3x3x1/4AT EACH STIFFENER


#3 HAIRPIN BAR @ 48" OC

8" 16" MAX

VARIES

3'-0"

CURTAIN WALLCONNECTION BYSUPPLIER

WEDGE-INSERT ANCHORAT EA CURTAIN WALLCONNECTION,COORDINATE LOCATIONSWITH CURTAIN WALLSUPPLIER

L3x3x1/4 AT EA STIFFENER


3 SIDES, TYP

STEEL BEAM,SEE PLAN

SEE PLANEOS

SEE PLAN

1/4" BENT PLATECONT

STEEL BEAM, SEE PLAN, WITH FULLDEPTH BOLTED CONNECTION, SLIPCRITICAL AT EXTERIOR END


DECK DIRECTION VARIES

1/4 2-12


EA END, TYP

L2 1/2x2 1/2x1/4AT EACH STIFFENER,48" OC MAX


SEE PLANEOS

3 SIDES, TYP

88.1


3/163/16

2-122-12

#4 HAIRPIN @ 32" OC

8" 4'-0"

L4x4x1/4"

WELDED TRIANGULARANGLE FRAMECONSTRUCTED WITHL2-1/2x2-1/2x1/4 SHAPES

8" VARIES

3 1/2"

BOLTED CONNECTIONWITH VERTICAL SLOTSTO ALLOW DEFLECTION

2 - 3/4" DIA BOLTS TOPAND BOTTOM

3.9 4

VA

RIE

S

1/4"x1'-2" CONT PLATE

11"

CMU WALL, SEE PLAN

3/16

5/8"Ø x 4" HEAVY SCREW ANCHORAT TOP OF VERTICAL SLOT,BACK OFF 1/4 TURN AFTERINSTALLATION

L2 1/2x2 1/2x1/4 x 12" LONG ATEACH CORNER AND AT 3'-0"OC MAX WITH (2) 1/2"Ø x 4"HEADED STUDS

1/2" JOINT, FILLWITH FIRE CAULK

16" B

ON

D B

EA

M

L3 1/2x2 1/2x1/4 (LLV) 12"LONG WITH (2) 1 1/2" VERTICALSLOTS FOR ANCHORS,2" FROM EACH END

1/4 2-121/4" CONT PLATE

2'-6" 3/4"

#4 BAR, CONT, EXTEND2'-0" PAST EA CORNER

RECESS SLAB 1/4" AT EAANCHORAGE

1/4" STIFFENER ON EASIDE OF BEAM WEB @36" OC MAX

L3x3x1/4 AT EASTIFFENER

STEEL BEAM,SEE PLAN

#3 HAIRPIN BAR@ 48" OC

16" MAX 8"

EA END, TYP

SEE PLAN

1"

1"

MOMENT RESISTING CONNECTION,SEE "TYPICAL MOMENT CONNECTIONS"DETAIL ON SHEET SF501

HSS COL,SEE PLAN

L4x4x1/4

BEAM, SEE PLAN

CHANNEL AND HSS LOCATED ATLENGTH OF BEAM ALONG STAIR

3"

AT BF-12, STOP CHANNELSHORT OF GUSSET PLATEOF BRACED FRAME

[SEE PLAN]TOS

3/163/16

33

1"

OF BEAM1'-0" END

MOMENT RESISTINGCONNECTION WITH10 KIP-FT CAPACITY

MOMENT RESISTING CONNECTIONWITH 10 KIP-FT CAPACITY

L2x2x3/16 AT EA CONN

W12x14 SHOP ATTACHED TOGIRDER, TYP AT EA BEAM

BEAM, SEE PLAN

MIN 16 GA CFS CLIP AT EA STUDWITH MIN (3) SELF-DRILLINGSCREWS IN EACH LEG, TYP

CFS FRAMING, SEE ARCH

L3x3x1/4" CONT

SEE PLAN

3/163/16

1-123-8

STAIR

[SEE PLAN]TOS

[SEE ARCH]

BOTTOMOF SHELF

1/4" FULL-DEPTHSTIFFENER

8"

NOTE:FOR ELEMENTS NOTNOTED, SEE A1/SF301.

L3x3x3/8AT 2'-6" OC

C4x7.2

L6x6x3/8 CONT

1/4

1/41/4

33

1/4

2'-0" MAXVARIES

EAEND

1/41/4

22

GJ

[SEE PLAN]TOC

[SEE PLAN]TOS

5'-8" 5'-8"SF302A2

B D

6"

11

L3x3x1/4

1/4" x 4' GUSSETPLATE

(3) 1/2"Ø HEAVYSCREW ANCHORWITH 3" EMBEDMENT

[SEE PLAN]TOC

[SEE PLAN]TOS

(2) 3/4"Ø BOLTS, FINGERTIGHT, IN LONG VERTSLOTS WITH DOUBLENUT TO PREVENTBACKING

L6x4x5/16, PART OFSHOP WELDED ANGLEFRAME

L6x4x5/16 LLV1/4 4

2-8

3/163/16

22


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7:36

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BSPBJTECW

SF302

FRAMINGSECTIONS AND

DETAILS



3/4" = 1'-0"C4 SECTION

1" = 1'-0"B1 ELEVATOR SHAFT SECTION

GRAPHIC SCALE(S)

1/8" = 1' - 0"0 5' 10' 15' 30'

1" = 1' - 0"0 6" 1' 3'2'

NOT TO SCALEB2

TYPICAL BEAM ENDCONNECTION - TORSION CLIP

3/4" = 1'-0"D4 SECTION

3/4" = 1'-0"B6 SECTION

1/4" = 1'-0"A1 ELEVATION - VESTIBULE BRACING TO BUILDING 3/4" = 1'-0"A2 ELEVATION DETAIL


CLEAR SPAN

0' 5-0"

5'-1" 8'-0"

ANGLE LINTEL SCHEDULEFOR BRICK VENEER

ANGLE

L4x4x5/16

L6x4x5/16 (LLV)

NOTES:

1. PROVIDE 8" MINIMUM BEARING AT EACH END OF ANGLE.

2. TOE OF ANGLE SHALL BE LOCATED 3/4" FROM FACE OF BRICK.

3. FOR EXACT SIZE AND LOCATION OF WALL OPENINGS,COORDINATE WITH ARCHITECTURAL DRAWINGS.

4. ANGLE LINTEL SCHEDULE APPLIES ONLY TO ANGLE LINTELSNOT OTHERWISE SHOWN ON THE STRUCTURAL DRAWINGS.

5. ANGLE LINTELS IN EXTERIOR WALLS SHALL BE HOT-DIPGALVANIZED.

6. AT BRICK VENEER CONTROL JOINT, FORM SLIP PLANE BYPLACING FLASHING ABOVE AND BELOW ANGLE. PROVIDE 1/4"GAP AT EACH END OF ANGLE FOR THERMAL EXPANSION.

NOT AT CONTROL JOINT

SEE LINTEL SCHEDULEFOR SIZE ANDREINFORCING

AT CONTROL JOINT

GROUT SOLID24" DEEP x16" WIDE

ADDITIONAL VERTICALWALL REINFORCING

JAMB VERTICALREINFORCING,OFFSET AND LAP48 BAR DIAMETERS

1'-6 1

37/25

6"

0' 3' - 4"

3' - 5" 5' - 4"

BOND BEAM LINTEL SCHEDULE

8"

8"

2-#4 BOTTOM

2-#6 BOTTOM

8"

8"

NOTE:FOR ADDITIONAL INFORMATIONSEE "NOT AT CONTROL JOINT"

NOTE:VENEER MASONRY AND ANGLELINTELS NOT SHOWN FOR CLARITY

SECTION

TOP REINFORCING,SEE LINTEL SCHEDULE

TYPICAL VERTICALREINFORCING MOW(IF SPACING IS LESSTHAN CLEAR SPAN)

BOTTOM REINFORCING,SEE LINTEL SCHEDULE

[SEE ARCH]BOTTOM OF LINTEL

D

W

7/ 16" MASONRYCONTROL JOINT

CLEAR SPAN DEPTH 'D' REINFORCINGWIDTH 'W'

BRG1'-4"

BRG1'-4"

PLAN AT CORNER PLAN AT INTERSECTION

TYPICAL1'-6" LAP

2 ADDITIONAL BARSAS SHOWN, SAMESIZE AS CONT REINF

CONT BONDBEAM REINF

ADDITIONALCORNER BARS ASSHOWN, SAME SIZEAS CONT REINF

0" TYP

TYP

ICA

L1'

-6" L

AP

0" TYP

CORNERINTERSECTION

CONTROL JOINTWALL OPENING

FACTORY PREFAB JOINTREINFORCING TEE UNIT

GROUT TWO CELLS SOLID, EASIDE OF OPENINGSEXCEEDING 1'-4" WIDE SEAL JOINT, EA FACEINTERRUPT JOINT REINF AT CJ

WALL END REINF.OFFSET FROM CL FORRIGID ANCHOR (3)#5 MIN

6" M

IN L

AP

RAKE JOINT AND FILL W/FLEXIBLE SEALANT, EAFACERIGID STEEL ANCHOR,GROUT ALL CELLS SOLID

FACTORY PREFAB JOINTREINFORCING CORNERS

WALL END REINF CORNERBAR SHARED, MIN (3)#5,PLACE AS SHOWN

INTERLOCK MASONRYUNITS AT CORNER

LADDER-TYPEJOINT REINF, TYP

6" M

IN L

AP

AT BOND BEAM

REINFORCING CONTTHROUGH CJ

RAKE JOINT ANDSEAL, EA FACE

VERTICAL WALLREINFORCING

REINF EA SIDE OF OPENING,MATCH VERT REINF

RAKE JOINT ANDSEAL, EA FACE

JOINT STABILIZINGANCHOR AT 16" OC

CJ AT WALL INTERSECTIONWHERE INDICATED

WALL END REINFMIN (1)#5 VERT RUBBER CONTROL JOINT

SECTION

ANGLELINTEL

VENEER,SEE ARCHDWGS

3/4"

3/16" STL PLATE, CONT

ELEVATION AT BRICKVENEER CONTROL JOINT

BRICK VENEER CONTROLJOINT, SEE ARCH DWGS

CLEAR SPAN(BRICK VENEER

OPENING)

ANGLELINTEL

ELEVATION

[SEE ARCH]

TOP OFOPENING

BRG8" CLEAR SPAN

(BRICK VENEEROPENING)

BRG8"

6 1/2"FOM

2-122-12

STEEL ANGLE

[SEE ARCH]

TOP OFOPENING

STEEL ANGLE

33/ 64"

L7x4x3/8 SHELF ANGLE, GALV, CONT,WITH 3/16" GAP BETWEEN SEGMENTS.PROVIDE HORIZ SLOTS, 1 1/2" LONG,FOR BOLTS AT 32" OC AND AT ENDS,COORD WITH WEDGE INSERTS


[SEE ARCH]BOTTOM OF SHELF

STEEL BEAM,SEE PLAN

#4 BAR, CONTINUOUS

STEEL DECK,SEE PLAN

#3 x 3'-0" WITH 135° HOOK ATEND, EACH ANCHOR

MALLEABLE IRON WEDGEINSERT, EMBED IN SLAB AT 32"OC MAX. TACK TO BENT PLATE

1/4 2-12

1/4" STEEL BENT PLATE

1/2"

3/4" DIAASKEW HEAD BOLT,GALV AT EA WEDGE INSERT

VARIESEOS

1/2" DIA A307 ERECTION BOLTAT EA END OF EA SLAB EDGESEGMENT AT 48" MAX INTRANSVERSE SLOTS

GALV HORSESHOE SHIMSWHERE GAP EXCEEDS 1/16"

NOTE:DO NOT WELD BRACE TOGUSSETS UNTIL ROOF TRUSSESAND DECK HAVE BEEN PLACED.

[SEE PLAN]ROOF TOS

CL COLUMN

CL BEAM

3'-0"

4'-0

"

STEEL COL,SEE PLAN

STEEL BEAM,SEE PLAN

WORKING POINT

WORKINGPOINT

1/2" ERECTIONBOLT EA END

EA END,TYP

3/163/16

33

TYP3/163/16

10MIN10

MIN

2L3x3x1/4 BRACE

3/8" GUSSETPLATE, TYP

NEUTRALAXIS OFBRACE

TYPICAL SHEARCONNECTION ATBEAM ENDS

EDGEOF SLAB

(2)#4X4'-0" MID-DEPTH OF SLAB

2"

3"

L6x3x1/4 (LLV) CONT WITH1/2"Ø CARBON STEEL SCREW ANCHORWITH 4 1/4" EMBED @ 2'-0" OCCENTERED ON LOWER DECK FLUTE ATEA SIDE OF CMU WALL. FIT ANGLESSNUG TIGHT TO WALL.

[SEE PLAN]TOC


1" G

AP

BOND BEAM, SEE CMU WALLSCHEDULE ON SF601

CMU WALL SEE PLAN

FILL GAP WITHCOMPRESSIBLEMATERIAL

L6x3x1/4 (LLV) CONT BETWEEN L3x3ANGLES. FIT L6x3 ANGLES SNUGTIGHT ON EA SIDE OF WALL

[SEE PLAN]TOC


BOND BEAM, SEE CMU WALLSCHEDULE ON SF601

CMU WALL SEE PLAN

1" G

AP

BUILD CMU WITH 1" CLEAR GAPAROUND STEEL ANGLE

L3x3x1/4 @ 2'-0" OC WITH 1/2"ØCARBON STEEL SCREW ANCHORWITH 4 1/4" EMBED CENTERED ONLOWER DECK FLUTE AT EA SIDE OFCMU WALL

TYP EA END3/16

FILL GAP WITHCOMPRESSIBLEMATERIAL


STEEL BEAM, SEE PLAN, TYP.

TYP EA END3/16

BOND BEAM, SEECMU WALLSCHEDULE ON SF601

CMU WALL SEE PLAN

2"

6"

1" G

AP

L4x4x1/4" KICKER @ 4'-0" OC

1/4" PLATE, TYP.3/8" CONT BENT PL

SEE PLAN SEE PLAN

9" MAX


3/4"Ø BOLT IN LONG LONGITUDINALLY SLOTTEDHOLES IN BENT PL AT 2'-0" OC, SHOP ATTACHED.INSTALL BOLT IN MIDDLE OF SLOT

5/8"Ø CARBON STEEL SCREW ANCHOR WITH 5"EMBED AT 24" OC IN LONG VERTICALLY SLOTTEDHOLES IN BENT PLATE. BACK OFF SCREW 1/4" TOALLOW SLIP

L

2" 24"2"

REINF EACH SIDE OFOPENING (#5 MIN), #6FIRST FLOOR

VERT WALL REINF, SEEPLAN AND SCHED FORSIZE AND SPACING

BOND BEAM REINF. WITH 1-#4BAR EXTEND REINFORCING 0'-8"MIN BEYOND OPENING. REINF.W/2-#5 BARS AT COMMONS,EXTENDED 1'-4" BEYONDOPENING.

HORIZ JOINT REINF ATEACH COURSE IN PIER.

GROUT CELLSAT VERT REINF,TYP

LINTEL OVEROPENING,SEE SCHEDFOR REINF

HORIZ JOINT REINF AT 16" OC,TERMINATE AT CONTROL JOINTS

INTERSECTINGWALL

1/4" x 1 1/2" RIGID STEELANCHOR AT 4'-0" OCEXTENDING INTOINTERSECTING WALL,GROUT CELLS AT ENDSBOND BEAM AT

TOP OF WALL

CONTINUE WALLREINF ABOVEOPENING

REINF EACH SIDE OFJOINT (#5 MIN)

EXTEND LINTEL REINF 1'-4" MINPAST OPENING. PROVIDE STDHOOK IF 1'-4" IS UNAVAILABLE

CONTINUE WALL REINFABOVE OPENING

MAKE BOND BEAMCONT THROUGH JOINT

C CONTROL JOINT, SPACE24'-0" FROM WALL ENDS,AND ON CENTER, MAXIMUM

REINFORCEINTERSECTINGWALL, #5 MIN.,#4 MIN. FOR 6" CMU

CJP

CANTILEVER BEAM BACKSPAN BEAM,WHERE SHOWN

CJP

TYPICAL SHEARCONNECTION

CJP

CANTILEVER BEAMBACKSPAN BEAM,WHERE SHOWN

CJP

TYPICAL SHEARCONNECTION

AT BEAM/GIRDER - TYPE 1

AT COLUMNAT BEAM/GIRDER - TYPE 2

TYPEACH

END

5"MIN5"

MINTYPICAL SHEARCONNECTION

1/4" MIN COVER PLATE TOPAND BOTTOM, SIZED BYFABRICATOR TO RESISTMOMENTS INDICATED ON PLAN

STEEL HOLD-DOWN ANCHORAT EACH END OF EACH BRACE

CFS TRACK, BOTTOM OF PANEL,WITH FASTENERS SPACED NOMORE THAN 6" OC.

COLD-FORMED STEEL TRUSS,SEE PLAN AND TRUSS DETAILS

CFS CHANNEL BRACES, EA WAYAT EA PANEL WITH MIN FOUR #12 SCREWS, EAEND. FASTEN TO EA INTERMEDIATE STUD. SIZEMEMBER AND FASTENING FOR LOAD.

CFS TRACK, TOP OF PANEL,FASTEN TO STEEL DECK DIAPHRAGM ABOVE.

DRAG TRUSS IS COMPRISED OFMULTIPLE BRACING BAYS, SEEPLAN FOR EXTENTS

STEEL BEAM, SEE PLAN

DOUBLED STUD AT EA END

EXTERIOR COLUMN LINES A AND K:WIND LOAD = 0.6 KIPSEISMIC LOAD = 0.15 KIPPER BRACING BAY, MIN 6 BAYS EA LINE


704·377·8800 FAX 704·358·1037


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BSPBJTECW

SF501

TYPICAL FRAMINGDETAILS

NOT TO SCALETYPICAL BOND BEAM LINTEL

NOT TO SCALETYPICAL BOND BEAM REINFORCING

NOT TO SCALETYPICAL CONCRETE MASONRY WALL DETAILS

NOT TO SCALETYPICAL BRICK ANGLE LINTEL

NOT TO SCALETYPICAL VENEER SHELF ANGLE

NOT TO SCALETYPICAL STEEL FRAMED KNEE BRACE

NOT TO SCALE

TYP REINFORCING ATRE-ENTRANT CORNERS, SLAB OPENINGSAND DEPRESSION CORNERS

NOT TO SCALE

TYP. INT. NON-BEARING CMU WALL BRACING(WALL PERPENDICULAR TO DECK)

NOT TO SCALE

TYP. INT. NON-BEARING CMU WALL BRACING(WALL PARALLEL TO DECK)

NOT TO SCALETYP EXT NON-BEARING CMU WALL BRACING

NOT TO SCALEREINFORCED CMU WALL

NOT TO SCALETYPICAL MOMENT CONNECTIONS

NOT TO SCALETYPICAL DRAG TRUSS TYPE A


NOTE:STEEL DECK OMITTEDFOR CLARITY

HSS COLUMN,SEE PLAN

3/8" CAP PLATE ATTOP OF COLUMN

AISC STANDARD SINGLE-PLATESHEAR CONNECTION, TYP(BOTH SIDES IF APPLICABLE)

BEAM,SEE PLAN

[SEE PLAN]TOS

CL COLUMN BEAM, SEE PLANFOR SIZE

GIRDER, SEEPLAN FOR SIZE

AISC STANDARDSHEAR CONNECTION

STEEL ROOFDECK, SEE PLAN

1 1/2

"

36/3 PATTERN

36/4 PATTERN

36/5 PATTERN

36/7 PATTERN

36" COVER WIDTH

JOIST OR BEAM, TYP

OPENING

L4x4x1/4 FRAMEAROUND OPENINGS, TYP

SEE FRAMING PLANSPACING

PLAN SECTION A-A

STEEL ROOFDECK, SEE PLAN

OPENING

L5x5x5/16x0'-5" LONGEACH END OF L4x4, TYP

CONT POURSTOP AT SLAB

STEEL FLOOR DECKAND SLAB, SEE PLAN

AA

TYP 3/163/16

SIDE LAP FASTENERS

FASTENER, TYP

36" WIDE SHEETSTYP


FASTENERSAROUND PERIMETEROF BUILDING

NOTE:SEE GENERAL STEEL DECKNOTES FOR STEEL DECK SIZE,GAGE, FASTENER SIZE, TYPE, ANDPATTERN, AND SIDE LAP CONNECTIONS

CENTER LINEOF SUPPORT

CENTER LINEOF SUPPORT

AT

REB

AR

3/4"

CLR

CL GIRDER

AISC DOUBLE ANGLECONNECTION TYP, REFERTO GENERAL STEEL NOTES

#4x4'-0" AT 16" OC AT ALLGIRDERS SUPPORTINGCOMPOSITE BEAMSON BOTH SIDES

HE

IGH

TD

EC

KTH

ICKN

ESS

TOPP

ING

THIC

KNES

STO

TAL

SLA

B

HEADED STUD TYP,SEE GENERALSTEEL DECK NOTES

WELDED WIREFABRIC STEEL DECK

BEAM TYP,SEE PLAN

CL BEAMSHEAR STUDS IN STRONG POSITION SHEAR STUDS IN STRONG POSITION

STRONG POSITION STRONG POSITION

NOTES:

1. WHERE DECK SPANS PERPENDICULAR TO BEAM, STUDS SHALL BEPLACED WITH ONE STUD IN ALTERNATE DECK FLUTES, STARTING ATENDS. REMAINING REQUIRED STUDS SHALL BE PLACED, STARTINGFROM ENDS, UNTIL TOTAL IS REACHED.

2. USE SINGLE LINE OF STUDS, CENTERED OVER BEAM WEB, UNLESSMULTIPLE ROWS ARE NEEDED.

3. STUD SPACING AT GIRDERS SHALL BE NO MORE THAN 24", NO LESS THAN4 1/2", DISTRIBUTED EVENLY.

4. WHERE MULTIPLE ROWS ARE NEEDED ON GIRDERS, STUDS SHALL BESTAGGERED 3" MIN.

BEARING WALL LIGHT GAGE STEEL TRUSSESAT 48" OC MAXIMUMTYPE 3 BRACING

30'-0" MAX OC

BEARING WALL TYPE 2 BRACING20'-0" MAX OC

PA

NEL

PO

INTS

10'-0

" MA

XA

T B

OTT

OM

CH

OR

D

1 2

3

1

3

3

1

2

2

3

= CONTINUOUS 362S162-43 STEEL STUD BRACING FORLIGHT GAGE STEEL TRUSS BOTTOM CHORD (SPACE10'-0" OC MAX AT BOTTOM CHORD PANEL POINTS)

= "VERT" 362S162-43 STEEL STUD CROSS BRACINGOF WEB MEMBERS AT EACH ROW OF BOTTOM CHORDBRACING. LOCATE AT ENDS OF THE BOTTOM CHORDBRACING AND REPEAT AT 20'-0" OC (MAX) INTERVALS.

= 362S162-43 STEEL STUD BOTTOM CHORD DIAGONALBRACING. LOCATE AT END OF BUILDING AND REPEATAT 30'-0" OC (MAX) INTERVALS.

PROVIDE 362S162-43 STEEL STUD CROSS BRACING AT20'-0" OC AT PERMANENT CONTINUOUS LATERALBRACING AS SPECIFIED BY THE TRUSS ENGINEER.

LAP ALL LATERAL BOTTOM CHORD BRACES OVER AMINIMUM OF 2 TRUSSES.

ALL CONNECTIONS SHOULD BE MADE WITH (3) SELFDRILLING SCREWS FOR DIAGONAL BRACING, AND (2)SELF DRILLING SCREWS FOR LATERAL BRACING.

1

2

3

NOTE:TRUSS MANUFACTURER SHALL DESIGN COMPLETE BRACING SYSTEM AND PROVIDE PLANSAND DETAILS OF BRACING AS PART OF SHOP DRAWING SUBMITTAL.

STEEL BEAM,SEE PLAN

TRUSS BOTTOMCHORD

TRUSS VERTICALMEMBER

CONNECTION FROMBOTTOM TRUSS CHORDTO STEEL BEAM BYTRUSS MANUFACTURER

NOTE:TRUSS MANUFACTURER SHALLDESIGN TRUSS-TO-BEARINGCONNECTIONS FOR UPLIFT AS WELLAS 500 LBS MIN SHEAR AT EACHTRUSS-TO-BEARING CONNECTIONALONG EXTERIOR SUPPORTS

STEEL ROOFDECK

COLD-FORMED STEELROOF TRUSS

4"x4" - 68 MIL CONTINUOUS BENTRIDGE PLATE BETWEEN TRUSSES,ALTERNATE WITH OPEN SPACE TOALLOW VENTILATION. CONNECT TOEACH TRUSS WITH (4) #12 SCREWS.

REINFORCING PLATE, WELDOR SCREW TO ADJACENTRIBS AROUND OPENING

DECK PENETRATION, SEEMECH AND PLUMBING FORSIZE AND LOCATIONS

ROOF DECK ORCOMPOSITE FLOORDECK

OPENING SIZE

UP TO 6" DIA

6" TO 14"

OVER 14"

REINFORCING

NOT REQUIRED

16 GA. PLATE

NOTES

NOT REQUIRED

SEE DETAIL ABOVE

SEE TYPICAL SLAB OPENING DETAIL, THIS SHEET

2'- 0" 2'- 0"

12" 12"

CL SLEEVE

(4) #3 x 48" LONG PLACED AT 45 DEG TO DECKDIRECTION

1-#5 IN EACH ADJACENT DECK RIB WHERE SLEEVEPENETRATION OCCURS - EXTEND MIN 30" EA END,OR 4" PAST METAL DECK SUPPORT BEAMS

PENETRATE SLAB AT THINSECTIONS ONLY

NOTE:

PENETRATIONS THROUGH SLAB IN THE OTHER DIRECTION (ALL WITHIN METAL DECK RIB) SHALL BE SPACEDAT 3x PIPE (OR SLEEVE) DIAMETER ON CENTER, MINIMUM, EXCEPT AS PROVIDED IN "TYPICAL SLABPENETRATION - MULTIPLE OPENINGS" DETAIL, THIS SHEET. PROVIDE STRUCTURAL SUPPORT FOR METALDECK WHERE REQUIRED DUE TO CONDUIT OR SLEEVE PENETRATIONS.

FFE

#3x3'-0", EA SIDE OFOPENINGS, BOTTOM

#3x48" AT 45 DEGANGLE TO DECKORIENTATION, EA CORNER

ONE #5 BAR, EA SIDE OFOPENINGS, IN ADJACENTDECK RIB

REINFORCE DECK AROUNDOPENINGS WITH 16 GA PLATE

BLOCK OUT SLAB PENETRATIONS,DO NOT CORE SLAB. 8" DIA MAX.

AXIS OF GROUP TO ALIGNWITH DIRECTION OF DECK RIBS

1.5x

DIA

MIN

30" M

IN

NOTE:SEE "TYPICAL SLAB PENETRATION"DETAIL, THIS SHEET, FOR SECTIONAND OTHER ELEMENTS.

HSS COLUMN,SEE PLAN

1/4" STIFFENERPLATE EACH SIDE

BEAM, SEE PLAN

[SEE PLAN]TOS

1/4" STIFFENERPLATE EACH SIDE

3/4" CAP PLATEWITH (4) 3/4"øASTM A325 BOLTS

4"4"

1 1/2" TYP

CL COLUMN

4"

1/41/4

33


TRUSSBEARINGELEVATION

COLD-FORMEDSTEEL BLOCKINGBETWEEN ROOFTRUSSES

COLD-FORMED STEELBLOCKING BETWEEN TRUSSES

COLD-FORMED STEEL BRACINGIN VERTICAL PLANE CENTERED ONBRACED STEEL FRAME BELOW

CONNECT COLD-FORMED STEEL DRAGTRUSS TO STEEL BEAM WITH 15 K SHEARCAPACITY IN PLANE OF BRACED FRAMEOVER LENGTH OF BRACED FRAME

STEELCOLUMN

STEELBEAM

STEELCOLUMN

STEELBEAM

ROOF TRUSS, TYP

PJP

MILLFINISHEDFACE

MILLFINISHEDFACE


704·377·8800 FAX 704·358·1037


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BSPBJTECW

SF502

TYPICAL FRAMINGDETAILS

NOT TO SCALE

TYPICAL BEAM-TO-COLUMNSHEAR CONNECTION

NOT TO SCALE

TYPICAL BEAM-TO-GIRDERCONNECTION

NOT TO SCALEROOF DECK FASTENING PATTERNS

NOT TO SCALETYPICAL DECK SUPPORT AT ROOF/FLOOR OPENING

NOT TO SCALETYPICAL ROOF DECK ATTACHMENT

NOT TO SCALE

TYPICAL COMPOSITE BEAM-TO-GIRDER CONNECTION AND SLAB REINFORCING

NOT TO SCALECOMPOSITE BEAM DIAGRAM

NOT TO SCALEMINIMUM LIGHT GAGE STEEL TRUSS BRACING DIAGRAM (PLAN VIEW)

NOT TO SCALE

TYPICAL TRUSS-TO-BEARINGAT STRUCTURAL STEEL

NOT TO SCALETYPICAL SLOPED ROOF PEAK

NOT TO SCALETYPICAL DECK REINFORCEMENT

NOT TO SCALETYPICAL SLAB PENETRATION

NOT TO SCALE

TYPICAL SLAB PENETRATION -MULTIPLE OPENINGS

NOT TO SCALETYPICAL BEAM-TO-COLUMN CAP CONNECTION

NOT TO SCALETYPICAL DRAG TRUSS TYPE B

NOT TO SCALETYPICAL COLUMN SPLICE


1-GROUND 1-GROUND

1120'-0" 1120'-0"

2-FIRST 2-FIRST

1131'-6 1/2" 1131'-6 1/2"

3-LOW CANOPY - LOW 3-LOW CANOPY - LOW

1133'-6 1/2" 1133'-6 1/2"

3-LOW CANOPY - HIGH 3-LOW CANOPY - HIGH

1141'-6 1/2" 1141'-6 1/2"

4-SECOND 4-SECOND

1143'-6 1/2" 1143'-6 1/2"

5-HIGH CANOPY - LOW 5-HIGH CANOPY - LOW

1146'-1" 1146'-1"

5-HIGH CANOPY - HIGH 5-HIGH CANOPY - HIGH

1151'-6" 1151'-6"

6-THIRD 6-THIRD

1155'-6 1/2" 1155'-6 1/2"

7-FOURTH 7-FOURTH

1167'-6 1/2" 1167'-6 1/2"

8-ROOF 8-ROOF

1180'-0" 1180'-0"

Column Locations

A-4 A-6, A-8, A-10,C-4 A-11 A-12 A.1-3, D.9-3 A.1-3.9, D.9-3.9 B-3, D-3 B-3.9, D-3.9 C-6, C-8, H-2,

H-3.9, H-6 C-10 C-11, H-1, K-2,K-3.9, K-6

C-12, E-7, F-7,K-1, K-8 E-4 E-5 E-8, E-10 E-11, H.5-1 E-12 F-1, F-2 F-3.9 F-5 F-8 F.1-8.1 F.1-9 G-8.1 G-9, J-9 H-8 J-8.1 J.9-8.1 J.9-9

HS

S5X

5X3/

8

HS

S6X

6X3/

8

HS

S4X

4X3/

16

W10

X33

HS

S8X

6X5/

8

HS

S8X

6X1/

2

HS

S6X

6X5/

8

HS

S6X

6X3/

8

HS

S6X

6X3/

8

HS

S5X

5X1/

4

HS

S5X

5X1/

2

HS

S4X

4X3/

16

W10

X33

HS

S6X

6X5/

8

HS

S5X

5X3/

8

HS

S6X

6X5/

16

HS

S6X

6X1/

2

HS

S6X

6X5/

16H

SS

6X6X

1/4

HS

S4X

4X3/

16 W10

X33

HS

S8X

6X5/

16

HS

S8X

6X1/

4

HS

S6X

6X5/

16

HS

S6X

6X1/

4

HS

S6X

6X1/

4H

SS

6X6X

3/8

HS

S6X

6X3/

16

HS

S6X

6X1/

4H

SS

6X6X

1/2

HS

S5X

5X3/

16

HS

S5X

5X3/

8

HS

S5X

5X3/

8H

SS

5X5X

5/16

HS

S6X

6X3/

16H

SS

6X6X

5/16

HS

S5X

5X1/

2H

SS

5X5X

5/16

HS

S6X

6X3/

8

BP-2BP-2, TYPBP-8 AT C-4 BP-2 BP-5 BP-1 BP-4 BP-7

BP-5, TYP,BP7 AT H-2AND H-3.9 BP-3

BP-2, TYP,BP-5 AT C-12AND K-1 BP-6 BP-2 BP-2

BP-2 AT E-11BP-8 AT H.5-1 BP-1 BP-2 BP-2 BP-2 BP-5 BP-1 BP-4 BP-4 BP-8BASE PLATE MARK

SOUTH LOW CANOPY

SECOND FLOOR

NORTH HIGH CANOPY

THIRD FLOOR

FOURTH FLOOR

ROOF

FIRST FLOOR

GROUND FLOOR

NORTH LOW CANOPY

SOUTH HIGH CANOPY

NOTES:1. COLUMN SPLICES OCCUR AT LOCATIONS WHERE UPPER COLUMN SIZE AND LOWER COLUMN SIZE ARE INDICATED. SPLICE SHALL BE MADE AT AN ELEVATION OF 48" ABOVE TOP OF SECOND FLOOR SLAB. SEE "TYPICAL COLUMN SPLICE" DETAIL ON SF502.

2. SEE ANCHOR ROD AND BASE PLATE SCHEDULE ON SB501 FOR BASE PLATE TYPE.

HS

S6X

6X5/

16

HS

S4X

4X3/

16

W10

X33

HS

S6X

6X5/

16H

SS

6X6X

3/16

BP-1

HS

S4X

4X3/

16

HS

S4X

4X3/

16

BP-1BP-1 BP-4 BP-1 BP-4

W10

X33

VERT REINF, TYP

A A

A A

WALL END

SECTION A-A, (1 LAYER OF REINF, MOW)

END VERT REINF,TYP EA END

VERT WALLREINF

S S S/2 S/2

HORIZWALL REINF

TIE REINF

SECTION A-A, (2 LAYER OF REINF)

VERT WALLREINF

S S S/2 S/2

HORIZWALL REINF

TIE REINF

REINFEND VERT

REINFEND VERT

TIE REINF,TYP EA END

HORIZ REINF, TYP

CONCRETE WALL REINFORCING SCHEDULE

MARKHORIZONTAL

REINFORCING

CONCRETEWALL

THICKNESSVERTICAL

REINFORCING

CW1

CW2

CW3

CW4

#5 AT 14" OC, MOW

#6 AT 18" OC, EF

#5 AT 10" OC, EF

#5 AT 10" OC, EF

#5 AT 14" OC, MOW

#6 AT 9" OC, EF

#5 AT 10" OC, EF

#5 AT 10" OC, EF

8"

16"

8"

12"

ENDREINFORCING

(6) #5, 1/2 EACH FACEWITH #3 TIES AT 8" OC

N/A



NUT AND WASHER

2" NON-SHRINKNON-METALLICGROUT


ANCHOR ROD WITHHEAVY HEX NUT, TYP.SEE SCHEDULE.

CL COL, BASE PLATE,AND FOOTING, UON

[SEE PLAN]OR PIER

ANCHOR ROD AND BASE PLATE SCHEDULEANCHOR RODS

3/4

3/4

1

1-1/4

1

1-1/4

1-1/2

2

BASE PLATE

'P'

'L'

TOP OF FOOTING

A A

MARK RODDIAMETER

EMBEDMENT'L'

PROJECTION'P'

WIDTH'B'

LENGTH'N'

THICKNESS't'

11

12

12

16

14

14

14

26

11

12

12

16

14

14

14

14

6"

6"

6"

7"

6"

8"

8"

8"

9

9

12

12

16

24

24

16

3/4

3/4

1

1

1

1

1

1

BP1

BP2

BP3

BP4

BP5

BP6

BP7

BP8

BASE PLATE,SEE SCHEDULE

PLAN A-A

1 1/2" 1 1/2"

1 1/

2"1

1/2"

CL COL ANDBASE PL

EQ

EQ

EQ EQ

B/2

B/2

N/2 N/2

CL COLUMNAND BASE PLATE

1/4

BASE PLATETYPETYPE I

TYPE I

TYPE I

TYPE I

TYPE III

TYPE III

TYPE I

TYPE II

TYPE I BASE PLATE

ANCHOR ROD WITHHEAVY HEX NUT, TYP.SEE SCHEDULE.

WORKING POINT

HSS COLUMN

ERECTION BOLT

GUSSET PLATE,CENTER ONCOLUMN

CL COL

A A

CL BRACE GUSSET PL

BASE PLATE,SEE SCHEDULE

CL COL

NOTE:PROVIDE 2x2x1/2 PLATEWASHERS WITH STANDARDHOLE AT EACH ANCHOR ROD

SECTION A-AN

B2"

2"

PL

NUT WITH 2x2x1/2PLATE WASHER, TYP

[SEE PLAN]TOF/TOP OF PIER

CJP

TACKTYP

FSNS

STEEL SHEAR LUG,2" THICK x 14" LONGIN GROUTED POCKET

5"

3 1/

2"

TYPE II BASE PLATE

2" 2"

2"2"

CL COL ANDBASE PL

EQ

EQ

EQ EQ

B/2

B/2

N/2 N/2

CL COLUMNAND BASE PLATE

TYPE III BASE PLATE

5/16

5" 5"

4"

5"

5"

CMU WALL REINFORCING SCHEDULE

MARK

HORIZONTALJOINT

REINFORCINGCMU NOMINAL

THICKNESSVERTICAL REINFORCING

AND GROUT SPACING

MW1

MW2

MW3

MW4

(2) W1.7

(2) W1.7

(2) W1.7

(2) W1.7

#5 AT 8" OC

#5 AT 48" OC

#5 AT 48" OC

#5 AT 8" OC

8"

8"

6"

8"

BOND BEAMREINFORCING

(2) #5

(2) #5

(1) #5

(2) #5

BOND BEAMDEPTH

16'

8"

8"

16"

BOND BEAMSPACING

SEE NOTES 2&3

SEE NOTES 3

SEE NOTES 3

SEE NOTES 3

NOTES:1. SEE TYP. DETAILS ON SHEET SF501 FOR REINFORCING AT WALL ENDS, WALL OPENINGS, CONTROL JOINTS, ANDINTERSECTIONS.

2. AT ELEVATOR SHAFTS, CONTINUOUS REINFORCED BOND BEAMS SHALL BE LOCATED AT FLOOR LEVELS AND AT ANCHORAGE LOCATIONS FOR ELEVATOR RAILSUPPORTS. COORDINATE WITH ELEVATOR DRAWINGS.

3. BOND BEAM SHALL BE LOCATED AT TOP OF WALL.


704·377·8800 FAX 704·358·1037


1 2 3 4 5 6

A

B

C

D

E


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06/29/20124046

UN

IVER

SITY

PAR

K, P

A 16

802

PE

NN

STA

TE N

EW

RES

IDE

NC

E H

ALL

THE

PEN

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UN

IVER

SITY

C:\R

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s\40

46_P

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TATE

PH

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plat

t.rvt

7/2/

2012

9:1

7:48

AM

BSPBJTECW

SF601

SCHEDULES

NOT TO SCALEGRAPHICAL COLUMN SCHEDULE

NOT TO SCALETYPICAL REINFORCING AT CONCRETE WALL


south halls estimating and scheduling

Documents

pounds cmu wall

entire footing

feet total length

pounds wf3

linear feet total weight

square inch wall mark

foot total length

square feet volume