BOISE CASCADE - BC FRAMER 3.0 US MAIN FLOOR File Name:

Transcription

1 BOISE CASCADE - BC FRAMER 3.0 US MAIN FLOOR File Name: Y bcf 9/30/200 0:37 AM Customer: PRO-BUILD KENNEWICK / JASON Company: BOISE BUILDING MATERIALS DISTRIBUTION Job Name: AHO / 964L City, State: YAKIMA, WA Address: Drawn By: FV Location: AJS, BOISE GLULAM, VERSA-LAM, VERSA-RIM NOMINALIZED MEMBERS: Product Product Code Depth Tag Qty Length Total Len. 9-/2" BCI DF /2" 9 30' 0" 270' 0" ' 0" 84' 0" ' 0" 78' 0" ' 0" 22' 0" ' 0" 42' 0" ' 0" 200' 0" ' 0" 2' 0" ' 0" 4' 0" 3 72' 0" STANDARD BLOCKING: (Total Length blocking run) Product Product Code Depth Tag Std. Block Len. 9-/2" BCI DF /2" 9 30" 32' 0" ACCESSORIES: Product Product Code Size Tag Qty 4' x 8' User Sheathing Tally Only -Sq Ft.+ 0% 23/32" n/a 65 ITS2.06/ H 6 BC FRAMER /30/200 2:27:23 PM Y of

2 PRELIMINARY---THIS LAYOUT IS INTENDED TO BE PRELIMINARY AND SHOULD BE CONSIDERED SUCH UNTIL ALL LOADING AND CONDITIONS HAVE BEEN VERIFIED BY THE APPROPRIATE PARTY(IES). MAIN LEVEL BCI JOIST LAYOUT FILE: Y PRO-BUILD JOB: AHO / 964L REVISIONS: BY: 50' 0" START FRAMING HERE Framing Schedule - Nominalized Tag Qty Product Length 9 9-/2" BCI DF 30' 0" OJ-A /2" BCI DF 28' 0" /2" BCI DF 26' 0" D3 4 9-/2" BCI DF 22' 0" D D /2" BCI DF 2' 0" /2" BCI DF 20' 0" /2" BCI DF 6' 0" 8 9-/2" BCI DF 4' 0" 6 9 BLK 9-/2" BCI DF 32' 0" 30' 0" 50' 0" ' 0" 5' 0" 4' 0" 4' 6" 2' 0" 2 6' 0" MAIN - A 9-/2" BCI DF 32" OCS L5 5 6' 0" 5 3 H 3 D6 ' 6" D5 3 D4 2' 0" 50' 0" F7-B OJ-A Single joist as trimmer allowable if structurally adequate Backer Blocks C L Joist Header Note: Sheathing shall not span greater than rating C L Joist Accessory Schedule Tag Qty Manufacturer Product Description n/a 65 By Others 4' x 8' User Sheathing Tally Only -Sq Ft.+ 0% H 6 Simpson Strong-Tie, Inc. ITS2.06/9.5 Load Schedule Tag Type Live Dead Snow Wind Roof Live Description 00% 90% 5% 33% 25% L5 Unf. Area 40 psf 0 psf Standard Load CONTRACTOR NOTES: * PLEASE VERIFY ALL DIMENSIONS. * ALL FOOTINGS PER DESIGNER'S PLAN U.N.O (SEE LAYOUT). * ALL BEAMS ARE PER THE DESIGNER'S PLAN U.N.O. * ROOF FRAMED PER DESIGNER'S PLAN. * USE CAUTION WHEN CUTTING FOR PLUMBING. * PROVIDE PROPER SUPPORT AT ALL SHEARWALLS. * NO TRUSS LAYOUT GIVEN AT TIME OF DESIGN, PLEASE VERIFY ALL ROOF AND GIRDER LOADS ARE PROPERLY SUPPORTED TO THE FOUNDATION. * BEAM BY OTHERS INDICATES DIMENSIONAL FRAMING PER ACHITECTURAL PLAN. * Z-MAX, HOT GALVANIZED, OR STAINLESS STEEL HANGERS REQUIRED FOR USE WITH MANY TREATED PRODUCTS. PLEASE SEE MANUFACTURER'S RECOMMENDATIONS. * RECOMMENDED FLOOR DECKING: 6" O.C.-3/4" DECKING MIN. 24" O.C.-7/8" DECKING MIN. 32" O.C. -/8" DECKING MIN. * PLEASE VERIFY ALL CONDITIONS, LAYOUT WAS PRODUCED FROM INCOMPLETE DESIGNER'S PLANS. NOTE: ALL MEASUREMENTS TO BE VERIFIED IN THE FIELD. SALES PRESENTATION DRAWING No structural or dimensional check has been made with the design drawings of the building, therefore purchaser is to check and approve all dimensions, quantities, loads, and details carefully. This drawing has not been checked by Boise Cascade Engineering. DN0 DO NOT cut, notch or drill flanges 50' 0" F06 Load bearing wall above (stacked over wall below) F07 See Boise literature for vertical load capacity. 3" max 3" max Boise I-Joist can be offset up to 3" to avoid vertical plumbing. OJ-A F28 Floor Joist Blocking per IRC (Seismic Design Categories D & D2) PRO-BUILD KENNEWICK / JASON AHO / 964L MAIN LEVEL BCI JOIST LAYOUT BOISE BUILDING MATERIALS DISTRIBUTION YAKIMA, WA D_ Design Tags Identify BC Calc Design Reports BCI Joist Blocking See Boise literature for vertical load capacity. Boise Rimboard Nail Boise Rimboard to BCI joist with 8d nail into each flange. Intermediate Bearing Nailing per local code provisions BCI Joist Blocking BC FRAMER 3.0 SCALE: /4" = '-0" DATE: 9/30/200 BY: FV FILE: Y bcf DWG: SHEET: /

3 MAIN LEVEL SQUARING DIAGRAM FILE: Y PRO-BUILD JOB: AHO / 964L REVISIONS: BY: PRO-BUILD KENNEWICK / JASON AHO / 964L MAIN LEVEL SQUARING DIAGRAM BOISE BUILDING MATERIALS DISTRIBUTION YAKIMA, WA SALES PRESENTATION DRAWING No structural or dimensional check has been made with the design drawings of the building, therefore purchaser is to check and approve all dimensions, quantities, loads, and details carefully. This drawing has not been checked by Boise Cascade Engineering. NOTE: ALL MEASUREMEN TS TO BE VERIFIED IN THE FIELD. BC FRAMER 3.0 SCALE: N.T.S. DATE: 9/30/200 BY: FV FILE: Y bcf DWG: SHEET: / 5' 5" 5' 7-7/8" 50' 6-/8" 46' 5-3/4" 58' 3-3/4" 70' 8-/2" 34' 8-3/8"

4 Joist\MAIN\D BC CALC 3.0 Design Report - US Service class 3 spans No cantilevers 0/2 slope Thursday, September 30, OCS Non-Repetitive Glued & nailed construction Job Name: AHO / 964L Description: MAIN\D LL 482 lbs DL 06 lbs B, 3-/2" B2, 3-/2" LL,250 lbs LL,249 lbs DL 288 lbs DL 288 lbs B3, 3" LL 482 lbs DL 06 lbs Total Horizontal Product Length = Tag Description Load Type Ref. Start End 00% 90% 5% 33% 25% Standard Load Unf. Area (psf) L Pos. Moment,9 ft-lbs 48.4% 00% 4 - Internal Neg. Moment -,44 ft-lbs 58.6% 00% 8 - Right End Reaction 588 lbs 54.4% 00% 4 - Left Int. Reaction,537 lbs 73.2% 00% Left Cont. Shear 77 lbs 52.2% 00% 8 - Right Total Load Defl. L/,076 (0.07") 22.3% 4 Live Load Defl. L/,26 (0.09") 38.% 4 Total Neg. Defl. L/-2,069 (-0.058").6% 4 2 Max Defl. 0.07" 0.7% 4 Span / Depth 2.6 n/a 2 B0 Wall/Plate 3" x 2" 588 lbs n/a n/a Unspecified B Post 3-/2" x 2",537 lbs n/a n/a Unspecified B2 Post 3-/2" x 2",537 lbs n/a n/a Unspecified B3 Wall/Plate 3" x 2" 588 lbs n/a n/a Unspecified Design meets User specified (L/480) Live load deflection criteria. Composite EI value based on 23/32" thick sheathing glued and nailed to joist. Page of

5 Joist\MAIN\D2 BC CALC 3.0 Design Report - US Service class 3 spans No cantilevers 0/2 slope Thursday, September 30, OCS Non-Repetitive Glued & nailed construction Job Name: AHO / 964L Description: MAIN\D2 LL 402 lbs DL 8 lbs B, 3-/2" B2, 3-/2" LL,9 lbs LL,242 lbs DL 253 lbs DL 297 lbs B3, 3" LL 474 lbs DL 05 lbs Total Horizontal Product Length = Tag Description Load Type Ref. Start End 00% 90% 5% 33% 25% Standard Load Unf. Area (psf) L Pos. Moment,50 ft-lbs 46.8% 00% Internal Neg. Moment -,445 ft-lbs 58.7% 00% Right End Reaction 579 lbs 53.5% 00% Right Int. Reaction,539 lbs 73.3% 00% Left Cont. Shear 77 lbs 52.3% 00% Left Total Load Defl. L/,29 (0.02") 2.3% 4 3 Live Load Defl. L/,322 (0.087") 36.3% 4 3 Total Neg. Defl. L/-2,888 (-0.042") 8.3% 4 2 Max Defl. 0.02" 0.2% 4 3 Span / Depth 2.6 n/a 2 B0 Wall/Plate 3" x 2" 483 lbs n/a n/a Unspecified B Post 3-/2" x 2",372 lbs n/a n/a Unspecified B2 Post 3-/2" x 2",539 lbs n/a n/a Unspecified B3 Wall/Plate 3" x 2" 579 lbs n/a n/a Unspecified Design meets User specified (L/480) Live load deflection criteria. Composite EI value based on 23/32" thick sheathing glued and nailed to joist. Page of

6 Joist\MAIN\D3 BC CALC 3.0 Design Report - US Service class 2 spans No cantilevers 0/2 slope Thursday, September 30, OCS Non-Repetitive Glued & nailed construction Job Name: AHO / 964L Description: MAIN\D3 B0, -3/4" LL 47 lbs DL 02 lbs B, 3-/2" LL,302 lbs DL 325 lbs B2, 3" LL 469 lbs DL 00 lbs Total Horizontal Product Length = Tag Description Load Type Ref. Start End 00% 90% 5% 33% 25% Standard Load Unf. Area (psf) L Pos. Moment,84 ft-lbs 48.% 00% 4 - Internal Neg. Moment -,589 ft-lbs 64.6% 00% - Right End Reaction 573 lbs 59.0% 00% 4 - Left Int. Reaction,627 lbs 77.5% 00% 2 - Left Cont. Shear 802 lbs 54.4% 00% - Right Total Load Defl. L/,092 (0.09") 22.0% 4 Live Load Defl. L/,269 (0.094") 37.8% 4 Total Neg. Defl. L/-3,766 (-0.03") 6.4% 4 2 Max Defl. 0.09" 0.9% 4 Span / Depth 2.5 n/a B0 Post -3/4" x 2" 573 lbs n/a n/a Unspecified B Post 3-/2" x 2",627 lbs n/a n/a Unspecified B2 Wall/Plate 3" x 2" 569 lbs n/a n/a Unspecified Design meets User specified (L/480) Live load deflection criteria. Composite EI value based on 23/32" thick sheathing glued and nailed to joist. Page of

7 Joist\MAIN\D4 BC CALC 3.0 Design Report - US Service class 3 spans No cantilevers 0/2 slope Thursday, September 30, OCS Non-Repetitive Glued & nailed construction Job Name: AHO / 964L Description: MAIN\D4 LL 484 lbs DL 07 lbs B, 3-/2" B2, 3-/2" LL,25 lbs LL,273 lbs DL 286 lbs DL 294 lbs B3, -3/4" LL 484 lbs DL 08 lbs Total Horizontal Product Length = Tag Description Load Type Ref. Start End 00% 90% 5% 33% 25% Standard Load Unf. Area (psf) L Pos. Moment,262 ft-lbs 5.3% 00% Internal Neg. Moment -,498 ft-lbs 60.9% 00% Right End Reaction 59 lbs 60.9% 00% Right Int. Reaction,567 lbs 74.6% 00% Left Cont. Shear 793 lbs 53.8% 00% Left Total Load Defl. L/999 (0.9") 24.0% 4 3 Live Load Defl. L/,76 (0.0") 40.8% 4 3 Total Neg. Defl. L/-,985 (-0.06") 2.% 4 2 Max Defl. 0.9".9% 4 3 Span / Depth 2.5 n/a 3 B0 Wall/Plate 3" x 2" 59 lbs n/a n/a Unspecified B Post 3-/2" x 2",538 lbs n/a n/a Unspecified B2 Post 3-/2" x 2",567 lbs n/a n/a Unspecified B3 Post -3/4" x 2" 59 lbs n/a n/a Unspecified Design meets User specified (L/480) Live load deflection criteria. Composite EI value based on 23/32" thick sheathing glued and nailed to joist. Page of

8 Floor Trimmer\MAIN\D5 BC CALC 3.0 Design Report - US Service class 3 spans No cantilevers 0/2 slope Thursday, September 30, OCS Job Name: AHO / 964L Description: MAIN\D LL 336 lbs DL 53 lbs UP 70 lbs B, 3-/2" B2, 3-/2" LL,025 lbs LL,327 lbs DL 26 lbs DL 332 lbs B3, -3/4" LL 530 lbs DL 28 lbs Total Horizontal Product Length = Tag Description Load Type Ref. Start End 00% 90% 5% 33% 25% Standard Load Unf. Area (psf) L Standard Load Unf. Area (psf) L Standard Load Unf. Area (psf) L Transferred Load Conc. Pt. (lbs) L n/a 5 Transferred Load Conc. Pt. (lbs) L n/a Pos. Moment,496 ft-lbs 60.8% 00% Internal Neg. Moment -,633 ft-lbs 66.4% 00% Right End Reaction 658 lbs 67.7% 00% Right Int. Reaction,659 lbs 79.0% 00% Left Cont. Shear 868 lbs 58.8% 00% Left Uplift 70 lbs n/a 6 - Left Total Load Defl. L/690 (0.72") 34.8% 4 3 Live Load Defl. L/830 (0.43") 43.4% 4 3 Total Neg. Defl. L/-2,320 (-0.052") 0.3% 4 2 Max Defl. 0.72" 7.2% 4 3 Span / Depth 2.5 n/a 3 B0 Wall/Plate 3" x 2" 389 lbs n/a n/a Unspecified B Post 3-/2" x 2",24 lbs n/a n/a Unspecified B2 Post 3-/2" x 2",659 lbs n/a n/a Unspecified B3 Post -3/4" x 2" 658 lbs n/a n/a Unspecified Cautions Uplift of 70 lbs found at span - Left. Design meets Code minimum (L/360) Live load deflection criteria. Page of

9 Floor Trimmer\MAIN\D6 BC CALC 3.0 Design Report - US Service class 3 spans No cantilevers 0/2 slope Thursday, September 30, OCS Job Name: AHO / 964L Description: MAIN\D LL 336 lbs DL 53 lbs UP 70 lbs B, 3-/2" B2, 3-/2" LL,024 lbs LL,327 lbs DL 26 lbs DL 332 lbs B3, -3/4" LL 530 lbs DL 28 lbs Total Horizontal Product Length = Tag Description Load Type Ref. Start End 00% 90% 5% 33% 25% Standard Load Unf. Area (psf) L Standard Load Unf. Area (psf) L Standard Load Unf. Area (psf) L Transferred Load Conc. Pt. (lbs) L n/a 5 Transferred Load Conc. Pt. (lbs) L n/a Pos. Moment,497 ft-lbs 60.9% 00% Internal Neg. Moment -,634 ft-lbs 66.4% 00% Right End Reaction 658 lbs 67.7% 00% Right Int. Reaction,659 lbs 79.0% 00% Left Cont. Shear 868 lbs 58.9% 00% Left Uplift 70 lbs n/a 6 - Left Total Load Defl. L/690 (0.72") 34.8% 4 3 Live Load Defl. L/829 (0.43") 43.4% 4 3 Total Neg. Defl. L/-2,39 (-0.052") 0.3% 4 2 Max Defl. 0.72" 7.2% 4 3 Span / Depth 2.6 n/a 2 B0 Wall/Plate 3" x 2" 389 lbs n/a n/a Unspecified B Post 3-/2" x 2",240 lbs n/a n/a Unspecified B2 Post 3-/2" x 2",659 lbs n/a n/a Unspecified B3 Post -3/4" x 2" 658 lbs n/a n/a Unspecified Cautions Uplift of 70 lbs found at span - Left. Design meets Code minimum (L/360) Live load deflection criteria. Page of