Post on 08-Feb-2016
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.
Weight of individual #6 bar: 1.502 pounds per foot
Total Height of #6: 14 feet
Total Length of #6: 298.35 linear 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.
Weight of individual #5 bar: 1.043 pounds per foot
Total Length of #5: 49.83 linear feet
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.
Weight of individual #5 bar: 1.043 pounds per foot
Total Length of #5: 183.5 linear feet
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.
Weight of individual #5 bar: 1.043 pounds per foot
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
Concrete has a strength of 4000 pounds per square inch
Slab On Grade:
Concrete has a strength of 3000 pounds per square inch
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 15.96 CUYD 6.9549 0.950 7.905 126.16 F4.0
02316.110 MACH EXCAV COLUMN FTG 8.32 CUYD 6.9549 0.950 7.905 65.81 F4.5
02316.110 MACH EXCAV COLUMN FTG 1.48 CUYD 6.9549 0.950 7.905 11.68 F4x3
02316.110 MACH EXCAV COLUMN FTG 10.89 CUYD 6.9549 0.950 7.905 86.08 F5.0
02316.110 MACH EXCAV COLUMN FTG 26.69 CUYD 6.9549 0.950 7.905 210.96 F5.5
02316.110 MACH EXCAV COLUMN FTG 26.07 CUYD 6.9549 0.950 7.905 206.08 F6.0
02316.110 MACH EXCAV COLUMN FTG 14.71 CUYD 6.9549 0.950 7.905 116.32 F6.5
02316.110 MACH EXCAV COLUMN FTG 6.79 CUYD 6.9549 0.950 7.905 53.67 F8.0
02316.110 MACH EXCAV COLUMN FTG 71.83 CUYD 6.9549 0.950 7.905 567.78 F9.5
02316.112 FINE GRADE @ COLUMN FTG 72.00 SQFT 0.4761 0.476 34.28 F3.0
02316.112 FINE GRADE @ COLUMN FTG 144.00 SQFT 0.4761 0.476 68.56 F4.0
02316.112 FINE GRADE @ COLUMN FTG 81.00 SQFT 0.4761 0.476 38.56 F4.5
02316.112 FINE GRADE @ COLUMN FTG 12.00 SQFT 0.4761 0.476 5.71 F4x3
02316.112 FINE GRADE @ COLUMN FTG 100.00 SQFT 0.4761 0.476 47.61 F5.0
02316.112 FINE GRADE @ COLUMN FTG 211.75 SQFT 0.4761 0.476 100.81 F5.5
02316.112 FINE GRADE @ COLUMN FTG 216.00 SQFT 0.4761 0.476 102.84 F6.0
02316.112 FINE GRADE @ COLUMN FTG 126.75 SQFT 0.4761 0.476 60.35 F6.5
02316.112 FINE GRADE @ COLUMN FTG 64.00 SQFT 0.4761 0.476 30.47 F8.0
02316.112 FINE GRADE @ COLUMN FTG 722.00 SQFT 0.4761 0.476 343.74 F9.5
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 95.76 SQFT 4.4257 1.039 5.464 523.27 F4.5
03110.520 COLUMN FOOTING EDGE FORMS 18.62 SQFT 4.4257 1.039 5.464 101.75 F4x3
03110.520 COLUMN FOOTING EDGE FORMS 120.00 SQFT 4.4257 1.039 5.464 655.73 F5.0
03110.520 COLUMN FOOTING EDGE FORMS 281.82 SQFT 4.4257 1.039 5.464 1,539.98 F5.5
03110.520 COLUMN FOOTING EDGE FORMS 263.95 SQFT 4.4257 1.039 5.464 1,442.34 F6.0
03110.520 COLUMN FOOTING EDGE FORMS 142.97 SQFT 4.4257 1.039 5.464 781.27 F6.5
03110.520 COLUMN FOOTING EDGE FORMS 58.66 SQFT 4.4257 1.039 5.464 320.52 F8.0
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 2 10/18/2012 10:14 PM
03110.520 COLUMN FOOTING EDGE FORMS 557.23 SQFT 4.4257 1.039 5.464 3,044.94 F9.5
03111.348 WOOD PIER FORMS 18.00 SQFT 1.0476 1.161 2.208 39.75 P1
03111.348 WOOD PIER FORMS 2.66 SQFT 1.0476 1.161 2.208 5.87 P4
03111.348 WOOD PIER FORMS 2.25 SQFT 1.0476 1.161 2.208 4.97 P5
03111.348 WOOD PIER FORMS 2.25 SQFT 1.0476 1.161 2.208 4.97 P7
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
03150.900 FORM RELEASING AGENT 2.66 SQFT 0.2095 0.023 0.233 0.62 P4
03150.900 FORM RELEASING AGENT 2.25 SQFT 0.2095 0.023 0.233 0.52 P5
03150.900 FORM RELEASING AGENT 2.25 SQFT 0.2095 0.023 0.233 0.52 P7
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 5.26 CWT 31.7857 26.750 58.536 307.72 F4.0
03210.210 COLUMN FOOTING REBAR 3.00 CWT 31.7857 26.750 58.536 175.84 F4.5
03210.210 COLUMN FOOTING REBAR 0.45 CWT 31.7857 26.750 58.536 26.25 F4x3
03210.210 COLUMN FOOTING REBAR 4.21 CWT 31.7857 26.750 58.536 246.18 F5.0
03210.210 COLUMN FOOTING REBAR 11.02 CWT 31.7857 26.750 58.536 644.91 F5.5
03210.210 COLUMN FOOTING REBAR 11.77 CWT 31.7857 26.750 58.536 689.15 F6.0
03210.210 COLUMN FOOTING REBAR 12.75 CWT 31.7857 26.750 58.536 746.59 F6.5
03210.210 COLUMN FOOTING REBAR 3.27 CWT 31.7857 26.750 58.536 191.44 F8.0
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** **** F4.0
03310.200 **CONC IN COLUMN FOOTING** **** F4.5
03310.200 **CONC IN COLUMN FOOTING** **** F4x3
03310.200 **CONC IN COLUMN FOOTING** **** F5.0
03310.200 **CONC IN COLUMN FOOTING** **** F5.5
03310.200 **CONC IN COLUMN FOOTING** **** F6.0
03310.200 **CONC IN COLUMN FOOTING** **** F6.5
03310.200 **CONC IN COLUMN FOOTING** **** F8.0
03310.200 **CONC IN COLUMN FOOTING** **** F9.5
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
03310.750 **CONCRETE IN PIERS** **** P4
03310.750 **CONCRETE IN PIERS** **** P5
03310.750 **CONCRETE IN PIERS** **** P7
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 3 10/18/2012 10:14 PM
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 * 9.00 EACH F4.0
03315.972 * NO. OF COLUMN FOOTINGS * 4.00 EACH F4.5
03315.972 * NO. OF COLUMN FOOTINGS * 1.00 EACH F4x3
03315.972 * NO. OF COLUMN FOOTINGS * 4.00 EACH F5.0
03315.972 * NO. OF COLUMN FOOTINGS * 7.00 EACH F5.5
03315.972 * NO. OF COLUMN FOOTINGS * 6.00 EACH F6.0
03315.972 * NO. OF COLUMN FOOTINGS * 3.00 EACH F6.5
03315.972 * NO. OF COLUMN FOOTINGS * 1.00 EACH F8.0
03315.972 * NO. OF COLUMN FOOTINGS * 8.00 EACH F9.5
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
03350.131 POINT & PATCH 2.66 SQFT 0.1102 0.013 0.123 0.33 P4
03350.131 POINT & PATCH 2.25 SQFT 0.1102 0.013 0.123 0.28 P5
03350.131 POINT & PATCH 2.25 SQFT 0.1102 0.013 0.123 0.28 P7
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)
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 +
COMPONENT TRIBUTARY AREA (ft2)
-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
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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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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:
A. t=0.0358 in (20 Gage)B. Ip=0.406 in4/ftC. Sp=0.341 in3/ftD. Sn=0.346 in3/ft
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:
A. t=0.0358 in (20 Gage)B. Ip=0.201 in4/ftC. Sp=0.234 in3/ftD. Sn=0.247 in3/ft
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.
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-002
GENERAL NOTES
No. Date Description
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
S-TECH 1S-TECH 2S-TECH 3S-EITSESI
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
S-TECH 1S-TECH 2S-TECH 3S-EITSESI
3. STRUCTURAL DETAILS
- COLLECT MATERIAL DATA SHEETS FOR DECKING AND CONNECTORS OR FASTENERS
- PERIODIC INSPECTION OF CONNECTIONS OF DECKING
S-TECH 1S-TECH 2S-TECH 3S-EITSESI
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
S-TECH 1S-TECH 2S-TECH 3S-EITSESI
5. BOLTING
- COLLECT CERTIFIED MILL TEST REPORTS FOR ALL TYPES OF STRUCTURAL STEEL SPECIFIED IN THECONTRACT DOCUMENTS AND CONFIRM COMPLIANCE WITH CONTRACT DOCUMENTS
S-TECH 1S-TECH 2S-TECH 3S-EITSESI
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.
ITEM QUALIFICATIONS SCOPE
- 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
ITEM QUALIFICATIONS SCOPE
- 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
ITEM QUALIFICATIONS SCOPE
- 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
ITEM QUALIFICATIONS SCOPE
- 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
ITEM QUALIFICATIONS SCOPE
- 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
ITEM QUALIFICATIONS SCOPE
- 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
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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6:36
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BSPBJTECW
S-003
SPECIALINSPECTIONS
No. Date Description
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"]
8"Ø SLEEVEINVERT=[-3'-0"]
8"Ø SLEEVEINVERT=[-1'-7"]
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
STAIR TREADS,SEE ARCH, TYP
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"]
8"Ø SLEEVEINVERT=[-3'-5"]
SF
SF
8"Ø SLEEVEINVERT=[-3'-2"]
[-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"]
3"Ø SLEEVE INVERT=[+8'-0"]
1 1/2"Ø SLEEVE INVERT=[+7'-0"]
3"Ø SLEEVE INVERT=[+7'-0"]
8"Ø SLEEVE INVERT=[+7'-0"]
6"Ø SLEEVE INVERT=[+6'-0"]
6"Ø SLEEVE INVERT=[+6'-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
MASONRY VENEER,SEE ARCH
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
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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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AM
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
No. Date Description
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
6"Ø PERFORATEDDRAIN PIPE
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
GEOTEXTILEFILTER FABRIC
WASHEDSTONE FILL6"Ø PERFORATEDDRAIN PIPE
#4 CONT
PERIMETER INSULATION,SEE ARCH DRAWINGS
VAPOR RETARDER
CONCRETE FOOTING,SEE SCHEDULE FORSIZE AND REINFORCING
#4 HORIZ AT 12" OC
11
5/8" 0"
DAMP PROOFINGSEE ARCH
SEE PLAN
MASONRY VENEER,SEE ARCH
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
PENNDOT 2ASTONE FILL
PROTECTION BOARD,SEE ARCH
6"Ø PERFORATEDDRAIN PIPE
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
GEOTEXTILEFILTER FABRIC
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
PENNDOT 2ASTONE FILL
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
MASONRY VENEER,SEE ARCH
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
ROUGHEN SURFACETO 1/4" AMPLITUDE
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"
MASONRY VENEER,SEE ARCH
[SEE PLAN]TOP OF SLAB
#4x3'-0" WITH STANDARDHOOK AT TOP AT 12" OC
GROUT SOLIDBELOW GRADE 1'-4" 2'-6"
CONCRETE RETAINING WALL,SEE A1/SB301 FOR REINF
# 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
DAMP PROOFINGSEE ARCH
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
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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SITY
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9:1
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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)
No. Date Description
GROUT SOLIDBELOW GRADE
VAPOR RETARDER
[SEE PLAN]TOC
CONCRETE FOOTING, SEE SCHEDULEFOR SIZE AND REINFORCING
2x4 CONT KEYWAY, TYP
GEOTEXTILE FILTERFABRIC
6"Ø PERFORATEDDRAIN PIPE
DAMP PROOFINGSEE ARCH
WASHED STONE FILL
4" SOLID CMU
GRADE VARIES
MASONRY VENEER,SEE ARCH DRAWINGS
SEE PLAN
8"CONC WALL, SEE PLAN
SLAB ON GRADE, SEE PLAN
PERIMETER INSULATION,SEE ARCH DRAWINGS
[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
2x4 CONT KEYWAY, TYP
CONC WALL, SEE PLAN
SLAB ON GRADE, 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
"
VAPOR RETARDER
SEE PLAN
EQ EQ
GROUT SOLIDBELOW GRADE
VAPOR RETARDER
[SEE PLAN]TOC
CONCRETE FOOTING, SEE SCHEDULEFOR SIZE AND REINFORCING
2x4 CONT KEYWAY, TYP
GEOTEXTILE FILTERFABRIC
6"Ø PERFORATEDDRAIN PIPE
WASHED STONE FILL
4" SOLID CMU
GRADE VARIES
MASONRY VENEER,SEE ARCH DRAWINGS
SLAB ON GRADE, SEE PLAN
PERIMETER INSULATION,SEE ARCH DRAWINGS
[SEE PLAN]TOF
DOWELS TO MATCH SIZE ANDSPACING OF VERTICAL WALLREINF. W/ STD 90° HOOK
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
MASONRY VENEER,SEE ARCH
ROUGHEN SURFACETO 1/4" AMPLITUDE
TOPSOIL, SEE CIVIL
L5x3x1/4 (LLV) CONT WITH5/8" DIA x 3" EMBED HEAVY SCREWANCHORS AT 24" OC MAX
RIGID INSULATION,SEE ARCH
GROUT SOLIDBELOW GRADE
#4 CONT
CONCRETE RETAINING WALL,SEE A1/SB301 FOR REINF
SLAB ON DECK, SEE PLAN2'-6"
[SEE PLAN]TOP OF SLAB
MIN8"
4" EOS
FILTER FABRIC, DRAINAGEBOARD, AND PROTECTIONBOARD, SEE ARCH
ROUGHEN SURFACETO 1/4" AMPLITUDE
#4 CONT
CONCRETE RETAINING WALL,SEE A1/SB301 FOR REINF
[SEE PLAN]TOP OF SLAB
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
[SEE PLAN]TOP OF SLAB
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
ROUGHEN SURFACETO 1/4" AMPLITUDE
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
UN
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SITY
PAR
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9:1
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BSPBJTECW
SB302
FOUNDATIONSECTIONS
3/4" = 1'-0"D1 SECTION 3/4" = 1'-0"D2 SECTION
3/4" = 1'-0"D4 SECTION 3/4" = 1'-0"D5 SECTION
3/4" = 1'-0"C1 SECTION 3/4" = 1'-0"C2 SECTION
No. Date Description
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"
CONCRETESLAB-ON-GRADE
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
CONCRETESLAB-ON-GRADE
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
[SEE PLAN]TOP OF SLAB
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
CONCRETE RETAINING WALL,SEE A1/SB301 FOR REINF
8"
2"
1/4" FULL DEPTH STIFFENERS
MASONRY VENEER, SEE ARCH
EOSSEE PLAN
STEEL COLUMN, SEE PLAN
[SEE PLAN]TOP OF SLAB
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
LEVELING NUTAND WASHER, TYP
ASTM A706 #4ANCHOR BAR AT6" OC
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
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
6:56
AM
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
P3 1' - 4" 1' - 4" (8) #6 #4 TIES @ 12" OC MAX AND (3)SETS @ 3" OC TOP
TYPE 1
P4 1' - 4" 2' - 6" (12) #6 #4 TIES @ 12" OC MAX AND (3)SETS @ 3" OC TOP
TYPE 2
P5 2' - 0" 2' - 6" (8) #7 #4 TIES @ 14" OC MAX AND (3)SETS @ 3" OC TOP
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
No. Date Description
[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
DAMP PROOFINGSEE ARCH
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
CONCRETESLAB-ON-GRADE
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
CONCRETESLAB-ON-GRADE
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
CONCRETESLAB-ON-GRADE
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
CONCRETESLAB-ON-GRADE
6"T
UO
N1
1/2"
[SEE PLAN]TOC
SEE PLAN
VAPOR RETARDERCOMPACTEDPENNDOT 2ABASE COURSE
PAVING ORFINISHEDGRADE, SEECIVIL DRAWINGS
CONCRETESLAB-ON-GRADE
#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
CONCRETESLAB-ON-GRADE
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
6"Ø PERFORATEDDRAIN PIPE
GEOTEXTILEFILTER FABRIC
DAMP PROOFINGSEE ARCH
2x4 KEYWAY
8"
ROUGHEN SURFACE TO1/4" AMPLITUDE
#4 HORIZ AT 12" OC, EF
WELDED WIREFABRIC
VAPOR RETARDER
2"
[SEE PLAN]TOC
CONCRETESLAB-ON-GRADE
SEE PLAN FORDEPTH OF SLABDEPRESSION
T
UO
N1
1/2"
MIN1'-0"
11
T6"SEE PLAN
COMPACTEDPENNDOT 2ABASE COURSE
WELDED WIREFABRIC
CONCRETESLAB-ON-GRADE
1'-0
"
T
UO
N1
1/2"
1'-0"
8"
1'-0"
SEE PLAN
VAPOR RETARDER
COMPACTEDPENNDOT 2ABASE COURSE
[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
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
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
7:02
AM
BSPBJTECW
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
No. Date Description
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
X26
(14)
W12
X26
(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" )
HSS8X4X3/16 (LSH)HSS8X4X3/16 (LSH)
( +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"
STAIR TREADS,SEE ARCH, TYP
10
10
10
11
DN
D4SF302
W12X14 (+2'-0") 1'-0" CANTILEVER, TYP
W12X14 (+2'-0") 1'-0" CANTILEVER, TYP
W10X12 (+2'-0")
W12X14 (+2'-0")W10X12 (+2'-0")
TYP
D4SF302
TYP
W12X14 (+2'-0") 1'-0" CANTILEVER, 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
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
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
9:3
8:20
AM
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
No. Date Description
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
W18X35 (26)W18X35 (26) W18X35 (18)W18X35 (18) W18X40 (40)W18X40 (40) W18X35 (28)W18X35 (28)
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)
W14X61 (34)W14X61 (34) W18X55 (30)W18X55 (30) W14X48 (50)W14X48 (50) W14X48 (46)W14X48 (46)
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
HSS8X4X3/16 (LSH)HSS8X4X3/16 (LSH)
( +3'-6 1/2" )
HSS8X4X3/16 (LSH)HSS8X4X3/16 (LSH)
( +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"
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
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
7:07
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.
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 = [+24’-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. SEE SF601 FOR COLUMN SCHEDULE AND WALL REINFORCINGSCHEDULES.
8. SEE "TYP REINFORCING AT RE-ENTRANT CORNERS, SLAB OPENINGS,AND DEPRESSION CORNERS" ON SF501.
9. CMU ELEVATOR SHAFT WALLS ARE TYPE MW1. SEE WALL REINFORCINGSCHEDULE ON SHEET SF601.
1/8" = 1' - 0"0 5' 10' 15' 30'
1 LOW SLOPE ROOF AREA
2 COORDINATE OPENINGS WITH ARCH AND MECH. SEE "TYPICAL DECKSUPPORT AT FLOOR OPENING" ON SHEET SF502
3 DEPRESSED SLAB
4 SEE "TYPICAL BEAM END CONNECTION - TORSION CLIP" ON SF302, WHEREINDICATED IN STAIRWELLS, TYP
5 SEE "TYPICAL ELEVATED SLAB AT ELEVATOR DOOR" ON SHEET SB502
No. Date Description
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)
W14X61 (34)W14X61 (34) W18X55 (30)W18X55 (30) W14X48 (50)W14X48 (50) W14X48 (46)W14X48 (46)
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)
W18X35 (34)W18X35 (34) W18X35 (28)W18X35 (28) W18X35 (28)W18X35 (28) W18X35 (30)W18X35 (30)
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")
W12X14 (-4'-0 1/2") 1'-7" CANTILEVER, TYP
1
W12X14 (-4'-0 1/2")
W12X14 (-4'-0 1/2") 1'-7" CANTILEVER, TYP
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"
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
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.
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 = [+36’-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. SEE SF601 FOR COLUMN SCHEDULE AND WALL REINFORCINGSCHEDULES.
8. SEE "TYP REINFORCING AT RE-ENTRANT CORNERS, SLAB OPENINGS,AND DEPRESSION CORNERS" ON SF501.
9. CMU ELEVATOR SHAFT WALLS ARE TYPE MW1. SEE WALL REINFORCINGSCHEDULE ON SHEET SF601.
1 LOW SLOPE ROOF AREA
2 COORDINATE OPENINGS WITH ARCH AND MECH. SEE "TYPICAL DECKSUPPORT AT FLOOR OPENING" ON SHEET SF502
3 DEPRESSED SLAB
4 SEE "TYPICAL BEAM END CONNECTION - TORSION CLIP" ON SF302, WHEREINDICATED IN STAIRWELLS, TYP
5 SEE "TYPICAL ELEVATED SLAB AT ELEVATOR DOOR" ON SHEET SB502
No. Date Description
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
W18X40 (38)W18X40 (38) W18X35 (38)W18X35 (38) W21X44 (33)W21X44 (33) W18X40 (38)W18X40 (38)
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)
W14X61 (34)W14X61 (34) W18X55 (30)W18X55 (30) W14X48 (50)W14X48 (50) W14X48 (46)W14X48 (46)
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
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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t.rvt
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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.
2. COMPOSITE SLAB ON DECK IS DESIGNED AS UNSHORED COMPOSITECONSTRUCTION.
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.
4. TOP OF FLOOR SLAB ELEVATION = [+48’-0”].
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.
8. CMU ELEVATOR SHAFT WALLS ARE TYPE MW1. SEE WALL REINFORCINGSCHEDULE ON SHEET SF601.
1 COORDINATE OPENINGS WITH ARCH AND MECH. SEE "TYPICAL DECKSUPPORT AT FLOOR OPENING" ON SHEET SF502
2 DEPRESSED SLAB
3 SEE "TYPICAL BEAM END CONNECTION - TORSION CLIP" ON SF302, WHEREINDICATED IN STAIRWELLS, TYP
4 SEE "TYPICAL MOMENT CONNECTION AT COLUMN" ON SHEET SF501
5 SEE "TYPICAL ELEVATED SLAB AT ELEVATOR DOOR" ON SHEET SB502
No. Date Description
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
GABLE-END DRAG TRUSS.WIND LOAD = 18.5 KSEISMIC LD = 1.4 K
GABLE-END DRAG TRUSS.WIND LOAD = 20.6 KSEISMIC LD = 1.5 K
GABLE-END DRAG TRUSS.WIND LOAD = 20.6 KSEISMIC LD = 1.5 K
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
RAFTER TAIL,OMIT AT RT-2
PROVIDE SUPPORT FORMECHANICAL DUCTS
LOCATE AND COORDINATEMECHANICAL DUCTS
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
RAFTER TAIL,OMIT AT RT-2
PROVIDE SUPPORT FORMECHANICAL DUCTS
LOCATE AND COORDINATEMECHANICAL DUCTS
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
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
UN
IVER
SITY
PAR
K, P
A 16
802
PE
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STA
TE N
EW
RES
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NC
E H
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PEN
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IA S
TATE
UN
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SITY
C:\R
evit
Pro
ject
s\40
46_P
EN
N S
TATE
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ASE
3 S
12_b
plat
t.rvt
7/2/
2012
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
No. Date Description
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
[SEE PLAN]GROUND FLOOR
[SEE PLAN]FIRST FLOOR
[SEE PLAN]SECOND FLOOR
[SEE PLAN]THIRD FLOOR
[SEE PLAN]FOURTH FLOOR
[SEE PLAN]ROOF LEVEL
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
[SEE PLAN]GROUND FLOOR
[SEE PLAN]FIRST FLOOR
[SEE PLAN]SECOND FLOOR
[SEE PLAN]THIRD FLOOR
[SEE PLAN]FOURTH FLOOR
[SEE PLAN]ROOF LEVEL
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]GROUND FLOOR
[SEE PLAN]FIRST FLOOR
[SEE PLAN]SECOND FLOOR
[SEE PLAN]THIRD FLOOR
[SEE PLAN]FOURTH FLOOR
[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
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
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
7:17
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
No. Date Description
6 8
[SEE PLAN]GROUND FLOOR
[SEE PLAN]FIRST FLOOR
[SEE PLAN]SECOND FLOOR
[SEE PLAN]THIRD FLOOR
[SEE PLAN]FOURTH FLOOR
[SEE PLAN]ROOF LEVEL
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
[SEE PLAN]GROUND FLOOR
[SEE PLAN]FIRST FLOOR
[SEE PLAN]SECOND FLOOR
[SEE PLAN]THIRD FLOOR
[SEE PLAN]FOURTH FLOOR
[SEE PLAN]ROOF LEVEL
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
[SEE PLAN]TOP OF SLAB
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
CHARLOTTE, NC 28204SUITE 300
704·377·8800 FAX 704·358·1037
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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
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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'
No. Date Description
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 PLAN]TOP OF SLAB
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
MASONRY VENEER,SEE ARCH
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
STEEL ROOF DECK,SEE PLAN
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 ARCH
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)
[SEE PLAN]TOP OF SLAB
[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 SLAB
[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
[SEE PLAN]TOP OF SLAB
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"
[SEE PLAN]TOP OF SLAB
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
MASONRY VENEER,SEE ARCH DWGS
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
MASONRY VENEER,SEE ARCH DWGS
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]TOP OF SLAB
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
[SEE PLAN]TOP OF SLAB
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
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
FRP CORNICE, SEE ARCH
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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9:1
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"D3 SECTION 3/4" = 1'-0"D2 SECTION
3/4" = 1'-0"D1 SECTION
3/4" = 1'-0"C1 SECTION 3/4" = 1'-0"C3 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
No. Date Description
[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
FRP CORNICE, SEE ARCH
[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
WALL STUDS BELOWOMITTED FOR CLARITY
EA END, TYP
L3x3x1/4AT EACH STIFFENER
[SEE PLAN]TOP OF SLAB
#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
1/4" FULL DEPTH STIFFENER ATEACH SUPPORTED BEAMAND AT 48" OC MAX
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
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 PLAN]TOP OF SLAB
SEE PLANEOS
3 SIDES, TYP
88.1
[SEE PLAN]TOP OF SLAB
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
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
UN
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SITY
PAR
K, P
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802
PE
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7/2/
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9:1
7:36
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BSPBJTECW
SF302
FRAMINGSECTIONS AND
DETAILS
3/4" = 1'-0"D1 SECTION 3/4" = 1'-0"D2 SECTION
3/4" = 1'-0"C1 SECTION 3/4" = 1'-0"C2 SECTION
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
No. Date Description
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 PLAN]TOP OF SLAB
[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
SLAB ON DECK, SEE PLAN
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
SLAB ON DECK, SEE PLAN
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
[SEE PLAN]TOP OF SLAB
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
SLAB ON DECK, SEE PLAN
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
CHARLOTTE, NC 28204SUITE 300
704·377·8800 FAX 704·358·1037
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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
UN
IVER
SITY
PAR
K, P
A 16
802
PE
NN
STA
TE N
EW
RES
IDE
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E H
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IA S
TATE
UN
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C:\R
evit
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s\40
46_P
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PH
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3 S
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plat
t.rvt
7/2/
2012
9:1
7:42
AM
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
No. Date Description
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
STEEL ROOF DECK,SEE PLAN
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
[SEE PLAN]ROOF LEVEL
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
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
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
7:46
AM
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
No. Date Description
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
(4) #5, 1/2 EACH FACEWITH #3 TIES AT 8" OC
(4) #5, 1/2 EACH FACEWITH #3 TIES AT 8" OC
NUT AND WASHER
2" NON-SHRINKNON-METALLICGROUT
LEVELING NUTAND WASHER, TYP
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.
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
UN
IVER
SITY
PAR
K, P
A 16
802
PE
NN
STA
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RES
IDE
NC
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ALL
THE
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UN
IVER
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C:\R
evit
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ject
s\40
46_P
EN
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TATE
PH
ASE
3 S
12_b
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
No. Date Description