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HomeMy WebLinkAbout000-000-000A -F!�A\�OLOYE� • 140 STRUCTURAL CALCULATIONS RCE Job #99.053 for Joe Acguistaaace Dauterman Residence 1301 Canyon Rim Drive Chico, CA Calculation Index: • Gravity Loads • Lateral Analysis • Beam Analysis • House Frame Analysis • Entry Frame Analysis • Line F Frame Analysis • Back Deck Frame Analysis • Footing Analysis • Retaining Analysis • Anchor Bolt Analysis Revision Summary: Rev. 0 Paee # 1-2 L1 — L10 B1 — B1 1 HF1 — HF42 EF 1 — EF 1 1 LFI — LF 1 1 BD 1 — BD31 t F1 — F16 RI — R4 AB !R t SS10y9 c�� l r U 038692 a �Jl CIUl� .@� j;OF CAUF�� Initial Issue These Calculations have been prepared for plans drawn Joe Acquistapace for the above indicated property. The results of the calculations have been incorporated on said plans. ROBERTS CONSULTING ENGINEERING 336 Broadway Suite #7 • Chico, CA 95928'o (530) 894-8801 E-mail: cj@r-c-e.com 8r Website: http://www.r-c-e.com 9 4 A -J /• A.3 RES. I R.C.E. 99g .oto3 VJAI, . L►NE LA -coir Q L �Ij or-kl (2D m1---E:l 101 PAUTERMA►J Res. I W ALL L 1 n) E L.A`(Our L2 06/29/99 - Dauterman Residence - RCE Job No. 99-063 Pg. 1 Gravity Loads: Roof Dead Load 7/16" OSB Ply. 1.7 psf Slope = Framing 2.0 psf 6 Concrete Tile Roof 10.0 psf to 1/2" Gyp 2.2 psf 12 Insul. 1.0 psf Misc. 2.8 psf Total (sloped) 19.7 psf Total horiz 22.0 psf Total axial 8.8 psf Roof Live Load IlConstruction 16.0 psf Floor Dead Load 7/8" Ply 2.5 psf T11 Floor Joists .1.9 psf 1-1/2" Lt. Wt. Concrete 12.0 psf 1/2" Gyp 2.2 psf Insul. 1.0 psf Misc. 1.4 psf Total 21.0 psf. Floor Dead Load 7/8" Ply 2.5 psf (@ Front Deck) T]1 Floor Joists 1.9 psf 1-1/2" Lt. Wt. Concrete 12.0 psf Tile 10.0 psf Misc. 1.6 psf Total 28.0 psf 0 06/29/99 - Dauterman Residence - RCE job No. 99-063 Pg. 2 Floor Dead Load Concrete Deck 50.0 psf • (@ Back Deck) Framing 10.0 psf Tile 3.0 psf Misc. 2.0 psf Total 65.0 psf Floor Live Load lResidential 40.0 psf lBalcony 60.0 psf Wall Dead Load 3/8" CDX Ply. 1.5 psf (Exterior) 2x Framing @ 16" o.c. 1.3 psf Stucco Siding 1/2" Gyp 2.2 psf Stucco 10.0 psf Insul. 1.0 psf Misc. 2.0 psf • Total 18.0 psf Wall Dead Load 3/8" CDX Ply. 1.5 psf (Interior) 2x4 Framing @ 16" o.c. 1.1 psf 'h" Gyp 4.4 psf Insul. 1.0 psf Misc. 2.0 psf Total 10.0 psf 0 06/29/99 - Lateral Analysis - Dauterman Residence - ' R.C.E. Job 99-063 UBC Wind Loads -- Method 1 p= Ce•Cq•gs•I IWW OLW IWR OWR OLR OPR P= P= P= P= p= p= Wind Spee Exposure: where; Ce = Ce = Ce = Ce = Ce = Ce = Cq = Cq = Cq = Cq = Cq = Cq = cis = I= Roof Slooe = 75 mph C 1.06 @ 0 to 15' 1.13 @ 15 to 20' 1.19 @ 20 to 25' 1.23 @25 to 30' 1.31 @ 30 to 40' 1.43 @ 40 to 60' 0.8 (IWW) Inward @ Windward Wall 0.5 (OLW) Outward @ Leeward Wall 0.3 (IWR) Inward @ Windward Roof 0.9 (OWR) Outward @ Windward Roof 0.7 (OLR) Outward @ Leeward Roof 0.7 (OPR) Outward @ Parallel To Rid g 14.4 psf 1.00 Importance Factor 6 Rise to 12 Horiz. Wind Loading @ Roof Tributary �5�������S�tiblilii6>t • Resultant Horizontal Resultant Horizontal @ All Wall Lines Illlfl�llli;�llll�lllli�1111C3i111Y3! . � Pressure Force t[���t�tic��tl45l�5! . • � • . Wind Spee Exposure: where; Ce = Ce = Ce = Ce = Ce = Ce = Cq = Cq = Cq = Cq = Cq = Cq = cis = I= Roof Slooe = 75 mph C 1.06 @ 0 to 15' 1.13 @ 15 to 20' 1.19 @ 20 to 25' 1.23 @25 to 30' 1.31 @ 30 to 40' 1.43 @ 40 to 60' 0.8 (IWW) Inward @ Windward Wall 0.5 (OLW) Outward @ Leeward Wall 0.3 (IWR) Inward @ Windward Roof 0.9 (OWR) Outward @ Windward Roof 0.7 (OLR) Outward @ Leeward Roof 0.7 (OPR) Outward @ Parallel To Rid g 14.4 psf 1.00 Importance Factor 6 Rise to 12 Horiz. Wind Loading @ Roof Tributary Normal Resultant Horizontal Resultant Horizontal @ All Wall Lines All Wall Lines Area Pressure Force Pressure Force 0.00 feet @ 12.2 psf = 0 lbs. (IWW) @ 0 to 15' Mean Roof Height = 26.00 feet 4.00 feet @ 13.0 psf = 52 lbs. (IWW) @ 15 to 20' Uplift Pressure = 12.1 psf 2.00 feet @ 13.7 psf = 27 lbs. (IWW) @ 20 to 25' 0.00 6.00 feet @ 8.6 psf = 52 lbs. (OLW) @ 25 to 30' 8.00 feet @ 5.2 psf = 41 lbs. (IWR) @ 25 to 30' 8.00 feet @ 12.1 psf = 97 lbs. (OLR) @ 25 to 30' @ 25 to 30' 0.00 Fp = 269 Of - horiz. 12.1 psf = Ind Loading @ Floor Tributary Normal Resultant Horizontal All Wall Lines Area Pressure Force 10.00 feet @ 12.2 psf = 122 lbs. (IWW) @ Oto 15' Mean Roof Height = 26.00 feet 1.00 feet @ 13.0 psf = 13 lbs. (IWW) @ 15 to 20' Uplift Pressure = 12.1 psf 0.00 feet @ 13.7 psf = 0 lbs. (IWW) @ 20 to 25' 11.00 feet @ 8.6 psf = 95 lbs. (OLW) @ 25 to 30' 0.00 feet @ 5.2 psf = 0 lbs. (IWR) @ 25 to 30' 0.00 feet @ 12.1 psf = 0 lbs. (OLR) @ 25 to 30' Fp = 230 Of - horiz. Ind Loading @ Roof Tributary Normal Resultant Horizontal Entry Deck Area Pressure Force 0.00 feet @ 12.2 psf = 0 lbs. . (IWW) @ 0 to 15' Mean Roof Height = 23.00 feet 4.00 feet @ 13.0 psf = 52 lbs. (IWW) @ 15 to 20' Uplift Pressure = 11.8 psf 2.00 feet @ 13.7 psf = 27 lbs. (IWW) @ 20 to 25' 6.00 feet @ 8.4 psf = 50 lbs. (OLW) @ 20 to 25' 4.00 feet @ 5.0 psf = 20 lbs. (IWR) @ 20 to 25' 4.00 feet @ 11.8 psf = 47 lbs. (OLR) @ 20 to 25' Fp = 197 plf - horiz. nd Loading @ Floor Tributary Normal Resultant Horizontal Entry Deck Area Pressure Force 10.00 feet @ 12.2 psf = 122 lbs. (IWW) @ 0 to 15' Mean Roof Height = 23.00 feet 1.00 feet @ 13.0 psf = 13 lbs. (IWW) @ 15 to 20' Uplift Pressure = 11.8 psf 0.00 feet @ 13.7 psf = 0 lbs. (IWW) @ 20 to 25' 11.00 feet @ 8.4 psf = 92 lbs. (OLW) @ 20 to 25' 0.00 feet @ 5.0 psf = 0 lbs. (IWR) @ 20 to 25' 0.00 feet @ 11.8 psf = 0 lbs. (OLR) @ 20 to 25' Fo = 1 227 nlf - horiz. 06/29/99 - Lateral Analysis - Dauterman Residence - R.C.E. job 99-063 P9 LA UBC Seismic Loads - Static Force Procedure V= (Z•I•C/Rw)•W where; Z = 0.3 Zone 3 1 = 1.00 Importance Factor p=1 0.138 •W C = 2.75 maximum Rw = 6.0 W = Building Weight Seismic Roof Loading Tributary Weights = 84.00 feet of Roof @ 22.00 psf @ Lines B to C 0.00 feet Floor @ 21.00 psf 0.00 feet Deck @ 28.00 psf 8.00 feet of Ext. Wall @ 18.00 psf 8.00 feet of Int. Wall @ 10.00 psf V = 285 Elf - horiz. Seismic Floor Loading Tributary Weights = 0.00 feet of Roof @ 22.00 psf @ Lines B to C 76.00 feet Floor @ 21.00 psf 0.00 feet Deck @ 28.00 psf 20.00 feet of Ext. Wall @ 18.00 psf 20.00 feet of Int. Wall @ 10.00 psf V = 296 If - horiz. Seismic Roof Loading Tributary Weights = 44.00 feet of Roof @ 22.00 psf @ Lines C to D 0.00 feet Floor @ 21.00 psf 0.00 feet Deck @ 28.00 psf 8.00 feet of Ext. Wall @ 18.00 psf 0.00 feet of Int. Wall @ 10.00 psf V = 153 If - horiz. Seismic Floor Loading Tributary Weights = 0.00 feet of Roof @ 22.00 psf @ Lines C to D 30.00 feet Floor @ 21.00 psf 0.00 feet Deck @ 28.00 psf 20.00 feet of Ext. Wall @ 18.00 psf 0.00. feet of Int. Wall @ 10.00 psf V = 136 plf - horiz. Seismic Roof Loading Tributary Weights = 23.00 feet of Roof @ 22.00 psf @ Lines D to E 0.00 feet Floor @ 21.00 psf 0.00 feet Deck @ 28.00 psf 4.00 feet of Ext. Wall @ 18.00 psf 0.00 feet of Int. Wall @ 10.00 psf V =1 79 If - horiz. Seismic Floor Loading Tributary Weights = 0.00 feet of Roof @ 22.00 psf @ Lines D to E 0.00 feet Floor @ 21.00 psf 18.00 feet Deck @ 28.00 psf 0.00 feet of Ext. Wall @ 18.00 psf 0.00 feet of Int. Wall @ 10.00 psf V = 69 plf - horiz. 06/29/99 - Lateral Analysis - Dauterman ' Residence - R.C.E. job 99-063 R L S Seismic Roof Loading Tributary Weights = 22.00 feet of Roof @ 22.00 psf Lines C to F 0.00 feet Floor @ 21.00 psf 0.00 feet Deck @ 28.00 psf 4.00 feet of Ext. Wall @ 18.00 psf 0.00 feet of Int. Wall @ 10.00 psf V = 76 pif - horiz. Seismic Floor Loading Tributary Weights = 30.00 feet of Roof @ 22.00 psf @ Lines C to F 0.00 feet Floor @ 21.00 psf 18.00 feet Deck @ 28.00 psf 0.00 feet of Ext. Wall @ 18.00 psf 0.00 feet of Int. Wall @ 10.00 psf V = 160 plf - horiz. Seismic Roof Loading Tributary Weights = 62.00 feet of Roof @ 22.00 psf @ Lines 1 to 2 0.00 feet Floor @ 21.00 psf 0.00 feet Deck @ 28.00 psf 8.00 feet of Ext. Wall @ 18.00 psf 4.00 feet of Int. Wall @ 10.00 psf V = 213 If - horiz. Seismic Floor Loading Tributary Weights = 40.00 feet of Roof @ 22.00 psf @ Lines 1 to 2 0.00 feet Floor @ 21.00 psf 0.00 feet Back Deck @ 65.00 psf 10.00 feet Front Deck @ 28.00 psf 20.00 feet of Ext. Wall @ 18.00 psf 10.00 feet of Int. Wall @ 10.00 psf V = 223 If - horiz. Seismic Floor Loading Tributary Weights = 0.00 feet of Roof @ 22.00 psf @ Lines 2 to 2.5 28.00 feet Floor @ 21.00 psf 6.00 feet Deck @ 28.00 psf 20.00 feet of Ext. Wall @ 18.00 psf 20.00 feet of Int. Wall @ 10.00 psf V = 238 pif - horiz. (Note: Added Elevator weight to wall lines 2 and 3) Seismic Roof Loading Tributary Weights = 40.00 feet of Roof @ 22.00 psf @ Lines 2.5 to 3 0.00 feet Floor @ 21.00 psf 0.00 feet Deck @ 28.00 psf 8.00 feet of Ext. Wall @ 18.00 psf 8.00 feet of Int. Wall @ 10.00 psf V = 152 If -horiz. Seismic Floor Loading Tributary Weights = 0.00 feet of Roof @ 22.00 psf @ Lines 2.5 to 3 28.00 feet Floor @ 21.00 psf 6.00 feet Deck @ 28.00 psf 20.00 feet of Ext. Wall @ 18.00 psf 20.00 feet of Int. Wall @ 10.00 psf V = 181 p If - horiz. • 0 06/29/99 Lateral Analysis - Dauterman Residence - R.C.E. Job 99-063 P�LIv Lateral Load Summary 2nd Level Loadings Wall Line ID Tributary Length ft. Unit Loads Seismic Wind (p.l.f.) (p.l.f.) Wall Loads Seismic Wind (kips) (kips) Controlling Load Case B 17.00 285 269 4.844 4.577 Seismic Controls C -North Side 17.00 285 269 4.844 4.577 Seismic Controls C - (C to D 3.00 153 269 0.459 0.808 Wind Controls C - (C to F 3.50 76 197 0.268 0.690 Wind Controls D -North Side 3.00 153 269 0.459 0.808 Wind Controls D -South Side 7.00 79 197 0.556 1.379 Wind Controls E 7.00 79 197 0.556 1.379 Wind Controls F 6.00 76 197 0.459 1.182 Wind Controls 1 18.00 213 269 3.832 4.847 Wind Controls 2 -West Side 18.00 213 269 3.832 4.847 Wind Controls 2 -East Side 20.00 152 269 3.036 5.385 Wind Controls 3 20.00 152 269 3.036 1 5.385 Wind Controls 1 st Level Loadings Wall Line ID Tributary Length ft. Unit Loads Seismic Wind .I. f. .I. f. Wall Loads Seismic Wind kis (kips) Controlling Load Case B -South Side 17.00 296 230 5.040 3.910 Seismic Controls C -North Side 17.00 296 230 5.040 3.910 Seismic Controls C - (C to D 3.00 136 230 0.408 0.690 Wind Controls C - (C to F 3.50 160 227 0.560 0.796 Wind Controls D -North Side 3.00 136 230 0.408 0.690 Wind Controls D -South Side 7.00 69 227 0.485 1.592 Wind Controls E 7.00 69 227 0.485 1.592 Wind Controls F 7.00 160 227 1.120 1.592 Wind Controls 1 18.00 223 230 4.010 4.140 Wind Controls 2 -West Side 18.00 223 230 4.010 4.140 Wind Controls 2 -East Side 6.00 238 230 1.429 1.380 Seismic Controls 2.5 -West Side 6.00 238 230 1.429 1.380 Seismic Controls 2.5 -East Side 14.00 181 2302.533 3.220 Wind Controls 3 14.00 181 230 2.533 3.220 Wind Controls • 06/29/99 - Lateral Analysis - Da6man Residence - R.C.E. Job 99-063 • SHEAR STRESSES AND SHEAR ANCHORAGE SUMMARY Wall ine ID Wall Loads Seismic Wind (kips) (kips) Wall Length (feet) Wallrag Stresses (pif) Length (feet) Horizontal Diaphragm Lengths 81 Stresses Sill Plate Shear Anchorage Bolt Dia. (in.) or Connector Type Capacity (kips) Spacing (feet) (plf) (feet) (plf) West Side East Side South Side North Side I@ Roof Level 1 @ Floor Level I@ Foundation A@ Roof Level A@ Foundation 6.29 0.00 I n/a n/a n/a 0.500 n/a n/a n/a B@ Roof Level B@ Floor Level B@ Foundation 4.84 9.88 4.58 8.49 n/a n/a n/a n/a n/a n/a 84 58 n/a n/a n/a 76 66 C@ Roof Level C@ Floor Level C@ Foundation 5.57 11.58 6.07 11.47 35 40 174 289 n/a n/a 44 18 84 58 0.500 0.818 32 inches o.c. 28 25 76 66 3@ Roof Level 3@ Floor Level 3@ Foundation D@ Roof Level D@ Floor Level D@ Foundation 1.02 1.91 2.19 4.47 12 12 182 372 n/a n/a 23 60 44 18 0.500 0.818 24 inches o.c. 16 100 28 25 E@ Roof Level E@ Floor Level E@ Foundation 0.56 0.49 1.38 2.97 n/a n/a n/a n/a n/a n/a 23 60 n/a n/a n/a 16 100 F@ Roof Level F@ Floor Level F@ Foundation 0.46 1.58 1.18 2.77 n/a n/a n/a n/a n/a n/a 26 45 n/a n/a n/a 20 80 I Wall ine ID Wall Loads Seismic Wind (kips) (kips) Wall Length (feet) Wallrag Stresses (pin Length (feet) Horizontal Diaphragm Lengths u Stresses Sill Plate Shear Anchorage Bolt Dia. (in.) or Connector Type Capacity (kips) Spacing (feet) (plf) (feet) (pif) West Side East Side I@ Roof Level 1 @ Floor Level I@ Foundation 3.83 7.84 4.85 8.99 12 27 404 333 n/a n/a 48 101 0.500 0.818 24 inches o.c. 34 122 2@ Roof Level 2@ Floor Level 2@ Foundation 6.87 12.31 10.23 15.75 18 25 568 630 n/a n/a 48 101 48 112 0.500 0.818 12 inches o.c. 34 122 34 42 2.5@ Floor Level 2.5@ Foundation 3.96 4.60 24.5 188 n/a 34 42 34 95 n/a n/a n/a 3@ Roof Level 3@ Floor Level 3@ Foundation 3.04 5.57 I 5.39 8.61 I 22 n/a 245 n/a I n/a n/a I 48 112 n/a n/a n/a 34 95 I • • 0 06/29/99 - Lateral Analysis - Dauterman Residence - R.C.E. Job 99-063 Pj L4> Chord 81 Drag Force Summary (worst cases) Chord Data Unit Load (w) Seismic Wind I I Max Chord Force (T)= w•LZ Kis 8•D # Nails Required At Each Chord Chord Chord Line Length (L) ft Depth (D) ft -Boundary House Roof Diaphragm Chord Forces B U C 2.58E3 34 28 285 230 1.47 12 Sinker Nail Size = Nail Shear Capacity = Max Number Required 16d Sinker Nails 125 pounds 12 Sinker Nails • 06/29/99 - Lateral Analysis - DaOnan Residence - R.C.E. Job 99-063 Wall ine Lateral oa a a Applied Forces Applied orces esis ng Resistive et pit Comments ID " Load Type Height I Length Uniform Point OTM I Uniform Point OTM Force Used 100% of Tabulated Values See Not (kips) (feet) (feet) (kif) (kips) (foot -kips) (kif) (kips) (foot -kips) (kips) Simpson Products *Where s are checked at both ends o a shear wall, the following convention is employed: At lettered wall lines the West end is referenced first. At numbered wall lines the North end Is referenced first. C 5.57 Seismic 11.00 11.00 19.26 0.198 10.18 0.825 MST37 w/ PHD2 w/ DBL 2x POST 8z SSTB 16 2nd Level 11.00 24.00 42.02 0.198 48.47 No Net Uplift! No Strap w/ No Holdown Required! 6.07 Wind 11.00 11.00 21.00 0.198 7.99 1.183 MST37 w/ PHD2 w/ DBL 2x POST 8z SSTB 16 11.00 24.00 45.82 0.198 38.02 0.325 MST37 w/ PHD2 w/ DBL 2x POST 8z SSTB 16 C 11.58 Seismic 11.00 40.00 0.825 160.36 0.198 134.64 0.643 PHD2 w/ DBL 2x POST 81 SSTB 16 A.B. 1st 0.000 127.37 0.198 134.64 No Net Uplift! No Holdown Required! Level 11.47 Wind 11.00 40.00 1.183 173.51 0.198 105.60 1.698 PHD2 w/ DBL 2x POST 8z SSTB 16 A.B. 0.325 139.19 0.198 105.60 0.840 PHD2 w/ DBL 2x POST 8z SSTB 16 A.B. D 1.02 Seismic 11.00 6.00 5.58 0.198 3.03 0.426 MST37 w/ PHD2 w/ DBL 2x POST 8z SSTB16 2nd Level 11.00 6.00. 5.58 0.198 3.03 0.426 MST37 w/ PHD2 w/ DBL 2x POST 8z SSTB16 2.19 Wind 11.00 6.00 12.03 0.198 2.38 1.609 MST37 w/ PHD2 w/ DBL 2x POST 8z SSTB 16 11.00 6.00 12.03 0.198 2.38 1.609 MST37 w/ PHD2 w/ DBL 2x POST 8z SSTB16 D 1.91 Seismic 11.00 6.00 0.426 13.05 0.198 3.03 1.670 PHD2 w/ DBL 2x POST 8t SSTB 16 A.B. 1st Level 11.00 6.00 0.426 13.05 0.198 3.03 1.670 PHD2 w/ DBL 2x POST 8z SSTB 16 A.B. 4.47 Wind 11.00 6.00 1.609 34.23 0.198 2.38 5.309 PHD6 w/ 4x POST 8z SSTB28 A.B. 11.00 6.00 1.609 34.23 0.198 2.38 5.309 PHD6 w/ 4x POST 8z SSTB28 A.B. 1 3.83 Seismic 11.00 6.00 21.07 0.198 3.03 3.008 MST48 w/ PHD2 w/ DBL 2x POST 8z SSTB 16 2nd Level 11.00 6.00 21.07 0.198 3.03 3.008 MST48 w/ PHD2 w/ DBL 2x POST 8z SSTB 16 4.85 Wind 11.00 6.00 26.66 0.198 2.38 4.047 MST60 w/ PHDS w/ DBL 2x POST 8z SSTB20 11.00 6.00 26.66 0.198 2.38 4.047 MST60 w/ PHD5 w/ DBL 2x POST 8z SSTB20 1 7.84 Seismic 1.1.00 5.00 15.97 0.198 2.10 2.774 PHD2 w/ DBL 2x POST 8z SSTB16 A.B. 1 st Level 11.00 16.00 51.12 0.198 21.54 1.848 PHD2 w/ DBL 2x POST 8z SSTB 16 A.B. 11.00 6.00 3.008 37.21 0.198 3.03 5.697 PHD6 w/ 4x POST 8E SSTB28 A.B. 8.99 Wind 11.00 5.00 18.31 0.198 1.65 3.331 PHD2 w/ DBL 2x POST 8z SSTB 16 A.B. 11.00 16.00 58.58 0.198 16.90 2.605 PHD2 w/ DBL 2x POST 8z SSTB 16 A.B. 11.00 6.00 4.047 46.25 0.198 2.38 7.312 HD8A w/ 6x POST 8z SSTB28 A.B. • 06/29/99 - Lateral Analysis - DaOnan Residence - R.C.E. job 99-063 0 Wall ine Latera oa I Walla pp ieForces Applied- Forces Resisting QTM Resistive Net Uplift Lornments ID ' Load Type Height Length I Uniform Point OTM I I Uniform Point OTM Force Used 100% of Tabulated Values See Note (kips) (feet) (feet) (klf) (kips) (foot -kips) Rif) (kips) (foot -kips) (kips) Simpson Products 'Where s are checked at both ends of a shear wall, the following convention is employed: At lettered wall lines the West end is referenced first. At numbered wall lines the North end is referenced first. 2 6.87 Seismic 11.00 6.00 28.33 0.110 1.68 4.441 MST60 w/ PHDS w/ DBL 2x POST 8L SSTB20 2nd Level 11.00 4.00 18.89 0.110 0.75 4.535 MST60 w/ PHDS w/ DBL 2x POST 8E SSTB20 11.00 6.00 28.33 0.110 1.68 4.441 MST60 w/ PHDS w/ DBL 2x POST 81 SSTB20 10.23 Wind 11.00 6.00 42.21 0.110 1.32 6.814 HDBA w w/ HDBA w/ 6x POST 8E SSTB28 A.B 11.00 4.00 28.14 0.110 0.59 6.888 HDBA w w/ HDBA w/ 6x POST BY SSTB28 A.B 11.00 6.00 42.21 0.110 1.32 6.814 HDBA w w/ HDBA w/ 6x POST 8E SSTB28 A.B 2 12.31 Seismic 11.00 22.00 106.37 0.110 22.63 3.807 PHDS w/ DBL 2x POST u SSTB20 A.B. 1 st Level 11.00 6.00 29.01 0.110 1.68 4.555 PHDS w/ DBL 2x POST U SSTB20 A.B. 15.75 Wind 11.00 22.00 136.14 0.110 17.75 5.382 PHD6 w/ 4x POST U SSTB28 A.B. 11.00 6.00 37.13 0.110 1.32 5.968 PHDB w/ 4x POST 8E SSTB28 A.B. 2.5 3.96 Seismic 11.00 7.50 13.34 0.110 2.63 1.429 PHD2 w/ DBL 2x POST 8E SSTB16 A.B. 1 st Level 11.00 10.00 17.79 0.110 4.68 1.312 PHD2 w/ DBL 2x POST 8L SSTB16 A.B. 11.00 7.00 12.45 0.110 2.29 1.452 PHD2 w/ DBL 2x POST 8L SSTB16 A.B. 4.60 Wind 11.00 7.50 15.49 0.110 2.06 1.790 PHD2 w/ DBL 2x POST u SSTB16 A.B. 11.00 10.00 20.65 0.110 3.67 1.699 PHD2 w/ DBL 2x POST u SSTB16 A.B. 11.00 7.00 14.46 0.110 1.80 1.809 PHD2 w/ DBL 2x POST 8E SSTB16 A.B. 3 3.04 Seismic 11.00 22.00 33.40 0.198 40.73 No Net Uplift! No Strap w/ No Holdown Required! 2nd Level 5.39 Wind 11.00 22.00 59.24 0.198 31.94 1.241 MST37 w/ PHD2 w/ DBL 2x POST 8L SSTB 16 0 1-11 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN B1 WoodWorks® Sizer 97d June 29, 1999 17:34:18 MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) I 15.0 ft I " ---------- ------------------- Dead I 1178 1830 Live ( 775 1249 Total I 1953 3079 1B.Length I 1.0 1.0 ########################################################################## DESIGN SECTION: D.Fir-L, No. 1, 6x12 @15.023 plf This section PASSES the design code check. ########################################################################### ----------------------------- SECTION vs. DESIGN CODE (stress=psi, deflection=in) --------------------------------------------------------------------------- --------------------------------------------------------------------------- Criterion I Analysis Value I Design value I Analysis/Design I -------------- I ---------------- I ---------------- I ------------------I Shear fv @d = 61 Fv' = 106 fv/Fv' = 0.57 Bending(+) fb = 1032 Fb' = 1687 fb/Fb' = 0.61 Live Defl'n 0.15 = <L/999 0.50 = L/360 0.30 Total Defl'n 0.48 = L/373 0.75 = L/240 0.64 --------------------------------------------------------------------------- FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1350 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 ADDITIONAL DATA Bending(+): LC# 2 = D+C, M = 10427 lbs -ft Shear : LC# 2 = D+C, V = 2967, V@d = 2562 lbs Deflection: LC# 2 = D+C Total Deflection = 1.50(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. ,02. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. c�� fit W � L2 f:ir- euw vvwr COMPANY I PROJECT R. C. E. I Dauterman Residence 336 Broadway #7, Chico, CA 95928 1 Canyon Rim Place (530) 894-8801, fax (530) 894-8805 1 Chico, CA email: cj@r-c-e.com I R. C. E. 99-063 DESIGN CHECK - NDS -1997 Beam --------------------------------------------------------------------------- DESIGN DATA: --------------------------------------------------------------------------- material: Timber -soft lateral support: Top= Full Bottom= @Supports total length: 15.00 [ft) --------------------------------------------------------------------------- Load Combinations: ICBO-UBC --------------------------------------------------------------------------- INPUT LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) --------------------------------------------------------------------------- »Self -weight automatically included<< --------------------------------------------------------------------------- Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I--------I--------------I-----------------I-----------------I-------- 1 Dead Triangular 0 253.00 0.00 8.00 No 2 Constr. Triangular 0 184.00 0.00 8.00 No 3 Dead Partial UDL 253 253.00 8.00 15.00 No 4 Constr. Partial UDL 184 184.00 8.00 15.00 No MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) I 15.0 ft I " ---------- ------------------- Dead I 1178 1830 Live ( 775 1249 Total I 1953 3079 1B.Length I 1.0 1.0 ########################################################################## DESIGN SECTION: D.Fir-L, No. 1, 6x12 @15.023 plf This section PASSES the design code check. ########################################################################### ----------------------------- SECTION vs. DESIGN CODE (stress=psi, deflection=in) --------------------------------------------------------------------------- --------------------------------------------------------------------------- Criterion I Analysis Value I Design value I Analysis/Design I -------------- I ---------------- I ---------------- I ------------------I Shear fv @d = 61 Fv' = 106 fv/Fv' = 0.57 Bending(+) fb = 1032 Fb' = 1687 fb/Fb' = 0.61 Live Defl'n 0.15 = <L/999 0.50 = L/360 0.30 Total Defl'n 0.48 = L/373 0.75 = L/240 0.64 --------------------------------------------------------------------------- FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1350 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 ADDITIONAL DATA Bending(+): LC# 2 = D+C, M = 10427 lbs -ft Shear : LC# 2 = D+C, V = 2967, V@d = 2562 lbs Deflection: LC# 2 = D+C Total Deflection = 1.50(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. ,02. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. c�� fit W � L2 f:ir- euw vvwr WOOdWOrkS® Sizer SOFTWARE FOR WOOD DESIGN B2 WoodWorks® Sizer 97d June 29, 1999 17:34:26 COMPANY I PROJ R. C. E. I Dauterman Residence 336 Broadway #7, Chico, CA 95928 1 Canyon Rim Place (530) 894-8801, fax (530) 894-8805 1 Chico, CA email: cj@r-c-e.com I R. C. E. 99-063 DESIGN CHECK - NDS -1997 Beam DESIGN DATA: --------------------------------------------------------------------------- --------------------------------------------------------------------------- material: Timber -soft v lateral support: Top= Full Bottom= @Supports total length: 13.08 [ft] Load Combinations: ICBO-UBC --------------------------------------------------------------------------- --------------------------------------------------------------------------- INPUT LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I--------I--------------I-----------------I-----------------I-------- 1 Dead Trapezoidal 132 198.00 0.00 6.50 No 2 Constr. Trapezoidal 96 144.00 0.00 6.50 No 3 Dead Trapezoidal 198 132:00 6.50 13.00 No 4 Constr. Trapezoidal 144 96.00 6.50 13.00 No --------------------------------------------------------------------------- --------------------------------------------------------------------------- MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) --------------------------------------------------------------------------- --------------------------------------------------------------------------- I 13.1 ft ---------- ------------------- Dead I 1178 1164 Live I 785 775 Total ( 1963 1939 B.Length I 1.0 1.0 -------------------------------------------------------------------------- ########################################################################### DESIGN SECTION: D.Fir-L, No. 1, 6x12 @15.023 plf This section PASSES the design code check. ########################################################################### SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criterion I Analysis Value I Design Value I Analysis/Design I ----------------I------------------I -------------- I ---------------- I Shear fv @d = 41 Fv' = 106 fv/Fv' = 0.38 Bending(+) fb = 674 Fb' = 1687 fb/Fb' = 0.40 Live Defl'n 0.07 = <L/999 0.44 = L/360 0.17 Total Defl'n 0.24 = L/647 0.65 = L/240 0.37 --------------------------------------------------------------------- FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# - ------------------------------------------------------------- Fb'+= 1350 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 ADDITIONAL DATA -------------- Bending(+): LC# 2 = D+C, M = 6809 lbs -ft Shear : LC# 2 = D+C, V = 1963, V@d = 1721 lbs Deflection: LC# 2 = D+C Total Deflection = 1.50(Defln_dead) + Defln Live. (D=dead L=live S=snow w=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1 Please verify that the default deflection limits are appropriate for your application. Sawn lumber bending members shall be laterally supported according to 02. the provisions of NDS Clause 4.4.1. i�p WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN B3 WoodWorks® Sizer 97d June 29, 1999 17:34:34 COMPANY I YRUJEC7 R. C. E. I Dauterman Residence 336 Broadway #7, Chico, CA 95928 1 Canyon Rim Place (530) 894-8801, fax (530) 894-8805 1 Chico, CA email: cj@r-c-e.com I R. C. E. 99-063 DESIGN CHECK - NDS -1997 Beam DESIGN DATA: material: Timber -soft lateral support: Top= Full Bottom= @Supports total length: 6.50 [ft) Load Combinations: ICBG -UBC ------------------------------------- - INPUT LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< -------------------------------------------------- --- - Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I--------I--------------I-----------------I-----------------I-------- 1 Dead Trapezoidal 66 132.00 0.00 6.50 No 2 Constr. Trapezoidal 48 96.00 0.00 6.50 No -------------------------------- - MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) I 6.5 ft I ---------- ------------------- Dead I 318 389 Live I 208 260 Total I 526 649 B.Length I 1.0 1.0 ESIGN SECTION: D.Fir-L, No. 1, 6x8 @ 9.798 plf This section PASSES the design code check. ########################################################################### --------------------------------- SECTION vs. DESIGN CODE (stress=psi, deflection=in) --------------------------------------------------------------------------- Criterion I Analysis Value I Design Value I Analysis/Design I -------------- I ---------------- I----------------I------------------I Shear fv @d = 18 Fv' = 106 fv/Fv' = 0.17 Bending(+) fb = 223 Fb' = 1500 fb/Fb' = 0.15 Live Defl'n 0.01 = <L/999 0.22 = L/360 0.04 Total Defl'n 0.03 = <L/999 0.32 = L/240 0.09 --------------------------------------------------------------------------- FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# - ---------------------------------------------------------- Fb'+= 1200 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 ADDITIONAL DATA Bending(+): LC# 2 = D+C M = 956 lbs -ft Shear : LC# 2 = D+C, V = 649, V@d = 504 lbs Deflection: LC# 2 = D+C Total Deflection = 1.50(Defln dead) + Defln Live. (D=dead L=live S=snow w=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: ------------------------------------------ 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Pbt r57 - WOOdWOrkS® Sizer SOFTWARE FOR WOOD DESIGN B4 Wood Works® Sizer 97d June 29, 1999 17:34:40 1 COMPANY I PROJECT R. C. E. I Dauterman Residence 336 Broadway #7, Chico, CA 95928 1 Canyon Rim Place (530) 894-8801, fax (530) 894-8805 1 Chico, CA email: cj@r-c-e.com I R. C. E. 99-063 DESIGN CHECK - NDS -1997 Beam DESIGN DATA: --------------------------------------------------------------------------- --------------------------------------------------------------------------- material: Timber -soft lateral support: Top= Full Bottom= @Supports total length: 8.50 [ft) Load Combinations: ICBO-UBC INPUT LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) --------------------------------------------------------------------------- »Self -weight automatically included<< Design --------------------------------------------------------------------------- Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I--------I--------------I-----------------I-----------------I-------- 1 Dead Full UDL 255 No 2 Constr. --------------------------------------------------------------------------- Full UDL 186 No --------------------------------------------------------------------------- MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) ---------- Live Defl'n 0.07 8.5 ft 0.28 = L/360 I ---------- ------------------- Dead I 1125 1125 Total Defl'n -------------------------------------------------------------------------- Live I 790 790 0.43 = L/240 Total I 1916 1916 -------------------------------------------------------------------------- FACTORS: F -------------------------------------------------------------------------- B.Length 1 1.0 1.0 CL CF O########################################################################## ESIGN SECTION: D.Fir-L, No. 1, 6x8 @ 9.798 plf This section PASSES the design code check. ########################################################################### SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criterion I Analysis Value I Design Value I Analysis/Design I -------------- Shear I----------------I----------------I------------------I fv @d = 59 Fv' = 106 fv/Fv' = 0.56 Bending(+) fb = 947 Fb' = 1500 fb/Fb' = 0.63 Live Defl'n 0.07 = <L/999 0.28 = L/360 0.25 Total Defl'n -------------------------------------------------------------------------- 0.22 = L/460 0.43 = L/240 0.52 -------------------------------------------------------------------------- FACTORS: F -------------------------------------------------------------------------- CD CM Ct CL CF CV Cfu Cr LC# -------------------------------------------------------------------------- Fb'+= 1200 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 ADDITIONAL DATA Bending(+): LC# 2 = D+C, M = 4071 lbs -ft Shear : LC# 2 = D+C, V = 1916, V@d = 1634 lbs Deflection: LC# 2 = D+C Total Deflection = 1.50(Defln_dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: --------------------------------------------------------------------------- --------------------------------------------------------------------------- 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. B5 Pyr gs WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Wood Works® Sizer 97d R. C. E. I Dauterman Residence 336 Broadway #7, Chico, CA 95928 1 Canyon Rim Place (530) 894-8801, fax (530) 894-8805 1 Chico, CA email: cj@r-c-e.com I R. C. E. 99-063 MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) I 15.0 ft A ---------- ------------------- Dead I 2118 2118 Live I 4275 4275 Total I 6393 6393 B.Length I 1.9 1.9 --------------------------------------------------------------------------- --------------------------------------------------------------------------- ESIGN SECTION: VG West.DF, 24F -V4, 5.125x13.5 @16.434 plf This section PASSES the design code check. ########################################################################### - --------------------------------------------------------------------------- -------------------------------------------------------------------------- SECTION vs. DESIGN CODE (stress=psi, deflection=in) --------------------------------------------------------------------------- --------------------------------------------------------------------------- Criterion I Analysis Value I Design Value I Analysis/Design I -------------- I ---------------- I --------- - ------ I ------------------I Shear fv @d = 118 Fv' = 190 fv/Fv' = 0.62 Bending(+) fb = 1848 Fb' = 2400 fb/Fb' = 0.77 Live Defl'n 0.34 = L/524 0.50 = L/360 0.69 Total Defl'n 0.60 = L/300 0.75 = L/240 0.80 --------------------------------------------------------------------------- --------------------------------------------------------------------------- FACTORS: F CD CM Ct CL CF •CV Cfu Cr LC# --------------------------------------------------------------------------- --------------------------------------------------------------------------- Fb'+= 2400 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 190 1.00 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 ADDITIONAL DATA --------------------------------------------------------------------------- --------------------------------------------------------------------------- Bending(+): LC# 2 = D+L, M = 23975 lbs -ft Shear : LC# 2 = D+L, v = 6393, V@d = 5434 lbs Deflection: LC# 2 = D+L Total Deflection = 1.50(Defln_dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) --------------------------------------------------------------------------- --------------------------------------------------------------------------- DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 10 3. GLULAM: bxd = actual breadth x actual depth. 9. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3.. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). June 29, 1999 17:34:46 DESIGN CHECK - NDS -1997 Beam --------------------------------------------------------------------------- DESIGN DATA: --------------------------------------------------------------------------- material: Glulam-Simple lateral support: Top= Full Bottom= @Supports total length: 15.00 [ft) --------------------------------------------------------------------------- Load Combinations: ICBO-UBC ' --------------------------------------------------------------------------- INPUT LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) --------------------------------------------------------------------------- »Self -weight automatically included<< --------------------------------------------------------------------------- Load I Type I Distribution I Magnitude I Location I Pattern I I- I Start End I Start End I Load -----I--------1--------------I-----------------I-----------------I-------- 1 Dead Full UDL 266 No 2 Live Full UDL 570 No MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) I 15.0 ft A ---------- ------------------- Dead I 2118 2118 Live I 4275 4275 Total I 6393 6393 B.Length I 1.9 1.9 --------------------------------------------------------------------------- --------------------------------------------------------------------------- ESIGN SECTION: VG West.DF, 24F -V4, 5.125x13.5 @16.434 plf This section PASSES the design code check. ########################################################################### - --------------------------------------------------------------------------- -------------------------------------------------------------------------- SECTION vs. DESIGN CODE (stress=psi, deflection=in) --------------------------------------------------------------------------- --------------------------------------------------------------------------- Criterion I Analysis Value I Design Value I Analysis/Design I -------------- I ---------------- I --------- - ------ I ------------------I Shear fv @d = 118 Fv' = 190 fv/Fv' = 0.62 Bending(+) fb = 1848 Fb' = 2400 fb/Fb' = 0.77 Live Defl'n 0.34 = L/524 0.50 = L/360 0.69 Total Defl'n 0.60 = L/300 0.75 = L/240 0.80 --------------------------------------------------------------------------- --------------------------------------------------------------------------- FACTORS: F CD CM Ct CL CF •CV Cfu Cr LC# --------------------------------------------------------------------------- --------------------------------------------------------------------------- Fb'+= 2400 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 190 1.00 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 ADDITIONAL DATA --------------------------------------------------------------------------- --------------------------------------------------------------------------- Bending(+): LC# 2 = D+L, M = 23975 lbs -ft Shear : LC# 2 = D+L, v = 6393, V@d = 5434 lbs Deflection: LC# 2 = D+L Total Deflection = 1.50(Defln_dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) --------------------------------------------------------------------------- --------------------------------------------------------------------------- DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 10 3. GLULAM: bxd = actual breadth x actual depth. 9. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3.. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). June 29, 1999 17:34:46 Wm F1 I WoodWorks® Sizer . SOFTWARE FOR WOOD DESIGN B6 WoodWorks® Sizer 97d June 29, 1999 17:34:52 CUMPANY I PKUibul R. C. E. I Dauterman Residence 336 Broadway #7, Chico, CA 95928 1 Canyon Rim Place (530) 894-8801, fax (530) 894-8805 1 Chico, CA email: cj@r-c-e.com I R. C. E. 99-063 DESIGN CHECK - NDS -1997 Beam DESIGN DATA: --------------------------------------------------------------------------- --------------------------------------------------------------------------- material: Glulam-Simple lateral support: Top= Full Bottom= @Supports total length: 13.00 (ft] Load Combinations: ICBO-UBC INPUT LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< ------------------------------------- - Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I--------I--------------I----=------------I-----------------I-------- 1 Dead Full UDL 189 No 2 Live Full UDL 360 No 3 Dead Full UDL 144 No --------------------------------------------------------------------------- --------------------------------------------------------------------------- MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) --------------------------------------------------------------------------- --------------------------------------------------------------------------- I 13.0 ft I" ---------- ------------------- Dead I 2259 2259 Live I 2340 2340 Total I 4599 4599 B.Length I 1.4 1.4 ########################################################################## DESIGN SECTION: VG West.DF, 24F -V4, 5.125x12 @14.608 plf This section PASSES the design code check. ########################################################################### SECTION vs DESIGN CODE (stress=psi, deflection=in) -------------------------------------------------------------------- Criterion I Analysis Value I Design Value I Analysis/Design I -------------- I ---------------- I ---------------- I ------------------I Shear fv @d = 95 Fv' = 190 fv/Fv' = 0.50 Bending(+) fb = 1458 Fb' = 2400 fb/Fb' = 0.61 Live Defl'n 0.17 = L/895 0.43 = L/360 0.40 Total Defl'n 0.43 = L/365 "0.65 = L/240 0.66 -------------------------------------------------------------------------- FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.00 1.00 1.00 1.000 1.00 .1.000 1.00 1.00 2 Fv' = 190 1.00 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 ADDITIONAL DATA Bending(+): LC# 2 = D+L, M = 14948 lbs -ft f Shear : LC# 2 = D+L, V = 4599, V@d = 3892 lbs Deflection: LC# 2 = D+L Total Deflection = 1.50(Defln_dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: -------------------------------- 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 03. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). p� f3 -t WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN B7 Wood Works® Sizer 97d June 29, 1999 17:35:00 I:VMYANYI PROJECT R. C. E. I Dauterman Residence 336 Broadway #7, Chico, CA 95928 I Canyon Rim Place (530) 894-8801, fax (530) 894-8805 I Chico, CA email: cj@r-c-e.com I R. C. E. 99-063 DESIGN CHECK - NDS -'1997 Beam DESIGN DATA: - - --------------------------------------- material: Timber -soft lateral support: Top= Full Bottom= @Supports total length: 16.00 (ft) Load Combinations: ICBG -UBC - ------------------------------------------ INPUT LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) >>Self -weight automatically included<< ------------------------------------------------------------ Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I--------I--------------I-------------=---I-----------------I-------- 1 Dead Triangular 0 137.00 0.00 16.00 No 2 Live Triangular 0 260.00 0.00 16.00 No ----------------------------------------- MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) --------------------------------------------------------- 1 16.0 ft I^ ---------- ------------------- Dead I 486 851 Live I 693 1387 Total I 1179 2238 B.Length I 1.0 1.0 ESIGN SECTION: D.Fir-L, No. 1, 6x12 @15.023 plf This section PASSES the design code check. ########################################################################### -------------------------- SECTION vs. DESIGN CODE (stress=psi, deflection=in) ------------------------ Criterion I Analysis Value I Design Value I Analysis/Design I -------------- I ---------------- I ---------------- I ------------------I Shear fv @d = 44 Fv' = 85 fv/Fv' = 0.52 Bending(+) fb = 688 Fb' = 1350 fb/Fb' = 0.51 Live Defl'n 0.17 = <L/999 0.53 = L/360 0.32 Total Defl'n 0.34 = L/568 0.80 = L/240 0.42 FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# ---------------- ------------------------------------------ Fb'+= 1350 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.00 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 ADDITIONAL DATA Bending(+): LC# 2 = D+L, M = 6953 lbs -ft Shear : LC# 2 = D+L, V = 2238, V@d = 1859 lbs Deflection: LC# 2 = D+L Total Deflection = 1.50(Defln_dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) --------------------------------------------------------------------------- --------------------------------------------------------------------------- DESIGN NOTES: - -- --------------------------------------------------- 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. • PC 88 F] WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN B6 WoodWorks® Sizer 97d June 29, 1999 17:35:06 COMPANY I PROJECT R. C. E. I Dauterman Residence 336 Broadway #7, Chico, CA 95928 I Canyon Rim Place (530) 894-8801, fax (530) 894-8805 1 Chico, CA email: cj@r-c-e.com I R. C. E. 99-063 DESIGN CHECK - NDS -1997 Beam DESIGN DATA: - material = _ =Glulam-Simple==___________________________________ lateral support: Top= Full Bottom= @Supports total length: 18.50 (ft) Load Combinations: ICBO-UBC INPUT LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I--------I--------------I-----------------I-----------------I-------- 1 Dead Full UDL 42 No 2 Live Full UDL 80 No 3 Dead Point 850 5.00 No 4 Live Point 1400 5.00 No MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) I 18.5 ft I ---------- ------------------- Dead 1 1144 753 Live 1 1762 1118 Total 1 2906 1872 B.Length 1 1.0 1.0 a#a#a#aaa#a#a##a#a########a#a##a#a#####aaa#a#aaaa#a#aa#a##a###a####aaa#aaaa DESIGN SECTION: VG West:DF, 24F -V4, 5.125x12 @14.608 plf This section PASSES the design code check. #########################################################a################# �ECTION vsv=DESIGN CODE (stress=psi, deflection=in) Criterion I Analysis Value I Design Value I Analysis/Design I -------------- I ---------------- I----------------I------------------I Shear fv @d = 68 Fv' - 190 fv/Fv' = 0.36 Bending(+) fb = 1248 Fb' = 2400 fb/Fb' - 0.52 Live Defl'n 0.33 = L/663 0.62 = L/360 0.54 Total Defl'n' 0.66 = L/334 0.92 - L/240 0.72 FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 190 1.00 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 ADDITIONAL DATA Bending(+): LC# 2 = D+L, M = 12796 lbs -ft Shear : LC# 2 = D+L, V = 2906, V@d = 2769 lbs Deflection: LC# 2 = D+L Total Deflection = 1.50(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2)• 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). L' q F] WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN 1B9 WoodWorks® Sizer 97d June 29, 1999 17:35:14 I COMPANY I PROJECT R. C. E. I Dauterman Residence 336 Broadway #7, Chico, CA 95928 1 Canyon Rim Place (530) 894-8801, fax (530) 894-8805 1 Chico, CA email: cj@r-c-e.com I R. C. E. 99-063 DESIGN CHECK - NDS -1997 Beam DESIGN DATA: ------------ ---------------------------------------- material: Timber -soft lateral support: Top= Full Bottom= @Supports total length: 7.50 [ft] Load Combinations: ICBG -UBC ---------------------------------------------------- INPUT LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< ---------------------------------------------------------------- Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I--------I--------------I-----------------I-----------------I-------- 1 Dead Trapezoidal 137 189.00 0.00 7.50 No 2 Live Trapezoidal 260 360.00 0.00 7.50 No 3 Dead Full UDL 144 No ----------------------------------------------------- MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) ------------------------------------- I 7.5 ft IA ^ ---------- ------------------- Dead 1 1155 1220 Live 1 1100 1225 Total 1. 2255 2445 B.Length 1 1.0 1.0 ########################################################################## DESIGN SECTION: D.Fir-L, No. 1, 6x8 @ 9.798 plf This section PASSES the design code check. ########################################################################### ---------------------------------------------------- SECTION vs. DESIGN CODE (stress=psi, deflection=in) -------------------------------------------------- Criterion I Analysis Value I Design Value I Analysis/Design I -------------- I ---------------- I ---------------- I ------------------I Shear fv @d = 73 Fv' = 85 fv/Fv' = 0.86 Bending(+) fb = 1026 Fb' = 1200 fb/Fb' = 0.85 Live Defl'n 0.07 = <L/999 0.25 = L/360 0.29 Total Defl'n 0.18 = L/498 0.38 = L/240 0.48 - --------------------------------------------------------- FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# --------------------------------------------------------------- Fb'+= 1200 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.00 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 ---------------------------------------------------------- ADDITIONAL DATA ------------------------------------------------------ Bending(+): LC# 2 = D+L, M = 4407 lbs -ft Shear : LC# 2 = D+L, V = 2445, V@d = 2010 lbs Deflection: LC# 2 = D+L Total Deflection = 1.50(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) ------------------------------------ DESIGN NOTES: ------------------------------------------------------------------- 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to • the provisions of NDS Clause 4.4.1. gt0 ❑ WOOdWOrkS® Sizer SOFTWARE FOR WOOD DESIGN B10 Wood Works® Sizer 97d R. C. E. I Dauterman Residence 336 Broadway #7, Chico, CA 95928 1 Canyon Rim Place (530) 894-8801, fax (530) 894-8805 1 Chico, CA email: cj@r-c-e.com I R. C. E. 99-063 DESIGN CHECK - NDS -1997. Beam DESIGN DATA: material: Glulam-Simple lateral support: Top= Full Bottom= @Supports total length: 9.50 [ft] Load Combinations: ICBG -UBC INPUT LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) >>Self -weight automatically included<< --------------------------------------------------------------------------- --------------------------------------------------------------------------- Load 1 Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I--------I--------------I-----------------I-----------------I-------- 1 Dead Full UDL 291 No 2 Live Full UDL 560 No 3 Dead Full UDL 144 No --------------------------------------------------------------------------- --------------------------------------------------------------------------- MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) --------------------------------------------------------------------------- --------------------------------------------------------------------------- I 9.5 ft I ---------- ------------------- Dead I 2136 2136 Live I 2660 2660 Total I 4796 4796 B.Length I 1.4 1.4 IR########################################################################## DESIGN SECTION: VG West.DF, 29F -V9, 5 125x12 @19.608 plf This section PASSES the design code check. ########################################################################### --------------------------------------------------------------------------- --------------------------------------------------------------------------- SECTION vs. DESIGN CODE (stress=psi, deflection=in) --------=------------------------------------------------------------------ --------------------------------------------------------------------------- Criterion I Analysis Value I Design Value I Analysis/Design I -------------- I ---------------- I ---------------- I ------------------I Shear fv @d = 92 Fv' = 190 fv/Fv' = 0.49 Bending(+) fb = 1111 Fb' = 2400 fb/Fb' = 0.46 Live Defl'n 0.08 = <L/999 0.32 = L/360 0.24 Total Defl'n 0.17 = L/669 0.48 = L/240 0.36 --------------------------------------------------------------------------- --------------------------------------------------------------------------- FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# -------------- ------------------------------------------------------------------------- ----------------- ---------------------------------------------- Fb'+= 2400 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 190 1.00 1.00 1.00 .2 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 --------------------------------------------------------------------------- --------------------------------------------------------------------------- ADDITIONAL DATA --------------------------------------------------------------------------- --------------------------------------------------------------------------- Bending(+): LC# 2 = D+L, M = 11390 lbs -ft Shear : LC# 2 = D+L, V = 4796, V@d = 3786 lbs Deflection: LC# 2 = D+L Total Deflection = 1.50(Defln_dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) ----------------------------------------------------_----------------------- --------------------------------------------------------------------------- DESIGN NOTES: --------------------------------------------------------------------------- --------------------------------------------------------------------------- 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). June 29, 1999 17:35:20 f� &I i WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN B11 WoodWorks® Sizer 97d June 29, 1999 17:35:26 COMPANY I PROJ R. C. E. I Dauterman Residence 336 Broadway #7, Chico, CA 95928 1 Canyon Rim Place (530) 894-8801, fax (530) 894-8805 1 Chico, CA email: cj@r-c-e.com I R. C. E. 99-063 MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) 9.0 ft Dead 1 1013 1107 Live 1 1500 1830 Total 1 2513 2937 B.Length 1 1.0 1.0 ######################################################################### WEis SIGN SECTION: D.Fir-L, No. 1, 6x12 @15.023 plf section PASSES the design code check. ########################################################################### SECTION vs. DESIGN CODE (stress=psi, deflection=in) ---------------------------------------------------------------- Criterion I Analysis Value I Design Value I Analysis/Design I -------------- I ---------------- I----------------I------------------I Shear fv @d = 53 Fv' = 85 fv/Fv' = 0.62 Bending(+) fb = 607 Fb' = 1350 fb/Fb' = 0.45 Live Defl'n 0.05 = <L/999 0.30 = L/360 0.16 Total Defl'n 0.10 = <L/999 0.45 = L/240 0.21 --------------------------------------------------------------- FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# ---------------------------------------------------------- Fb'+= 1350 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.00 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 ADDITIONAL DATA -------------- Bending(+): LC# 2 = D+L, M = 6134 lbs -ft Shear : LC# 2 = D+L, V = 2937, V@d = 2237 lbs Deflection: LC# 2 = D+L Total Deflection = 1.50(Defln_dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: ----------------------------------- - 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. DESIGN CHECK - NDS -1997 Beam DESIGN DATA: ' material: Timber -soft lateral support: Top= Full Bottom= @Supports total length: 9.00 (ft) Load Combinations: ICBG -UBC INPUT LOADS (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< ---------------------------- Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I--------I--------------I------------------I-----------------I-------- 1 Dead Trapezoidal 189 252.00 0.00 9.00 No 2 Live Trapezoidal 260 480.00 0.00 9.00 No MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) 9.0 ft Dead 1 1013 1107 Live 1 1500 1830 Total 1 2513 2937 B.Length 1 1.0 1.0 ######################################################################### WEis SIGN SECTION: D.Fir-L, No. 1, 6x12 @15.023 plf section PASSES the design code check. ########################################################################### SECTION vs. DESIGN CODE (stress=psi, deflection=in) ---------------------------------------------------------------- Criterion I Analysis Value I Design Value I Analysis/Design I -------------- I ---------------- I----------------I------------------I Shear fv @d = 53 Fv' = 85 fv/Fv' = 0.62 Bending(+) fb = 607 Fb' = 1350 fb/Fb' = 0.45 Live Defl'n 0.05 = <L/999 0.30 = L/360 0.16 Total Defl'n 0.10 = <L/999 0.45 = L/240 0.21 --------------------------------------------------------------- FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# ---------------------------------------------------------- Fb'+= 1350 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.00 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 ADDITIONAL DATA -------------- Bending(+): LC# 2 = D+L, M = 6134 lbs -ft Shear : LC# 2 = D+L, V = 2937, V@d = 2237 lbs Deflection: LC# 2 = D+L Total Deflection = 1.50(Defln_dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: ----------------------------------- - 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. • r: MN/ELEM STRUCTURE DATA TYPE = SPACE 6 NJ = 79 6 6Z4j NM = 90 63 7 gg4 8 NE = 0 2 7 8 7 NS_ = 0 6t t 3 23 I1 2 30 61 28 NRJ= 18 g 3 9 NL = 28 3 59 XMAX= 1008.0 q 58 i YMAX= 360.0 49 68 4 8 ZMAX= 576.0 51 40 19 4 62 33 34 54 3 1 5 60 43 50 48 52 4 42 44 1 �\s mem ber J=78,M=90 UNIT INC KIP S T A A D P 0 S T— P L O T (REVa 22,3 ) DATE: JUN 29, 1999 TITLE: STAAD SPACE • MN/ELEM STRUCTURE DATA 2423 TYPE = SPACE 26 7 9 NJ = 79 10 31 2 NM = 90 S7 19 6 NE = 0 1 308 NS = 0 SS 7 1 NRJ= 18 0 1 8 41 77 29 NL = 28 5 4 75 5 39 xMAX= 1008.0 1 64 56 Y M A X = 360.0 51 1 37 Z M A X = 576.0 6 q 4 2 59 44 68 1 2 27 1 q 0 65 q 52 38 53 67 62 1 69 33 35 48 S4 63 34 36 J=78.M=90 UNIT INC KIP 5 T A A 0 P 0 5 T— P L O T( REV a 22. 3 ) DATE: JUN 29, 1999 TITLE: STAAO SPACE MN/ELEM STRUCTURE DATA 29 TYPE = SPACE 6 27 0 9 NJ = 79 59 5 NM = 90 24 45 2 9 NE = 0 47 7 6 NS = 0 915 23 33 NRJ= 19 ' 60 9 64 5 11 41 NL = 29 53 63 48 14 XMAX= 1008.0 10 4 Y M A X = 360.0 51 Z M A X = 576.0 69 4 73 65 56 2 49 42 57 54 70 72 66 18 1 " 67 1 37 52 39 50 76 1 59 77 613 38 40 J=79,M=90 UNIT INC KIP S T A A 0 P .0 S T- P L O T( REV, 22, 3 ) DATE: JUN 29, 1999 TITLE: STAAD SPACE J T Z OF 33VdS OVV1S :311I1 6661 '6Z Nnr 3 1 V 0 ( E°ZZ en3Hl 0-id- 1 5 0 d O b V 1 S dIN ONI lINn 06=4 r E9 ES 6 09 EZ z9 0'9LS =XVWZ 98 0'09E =XVWA 018001 =XVWX 6Z = 1N z L d6 81 =CHN v 0 = SN 0 = 3N 06 = WN 6S SL = CN 88 33VdS = 3dA1 VIVO 3H1110fIH15 L 19 8 W313/NW 0 N N 1n Z) MN/ELEM 24 3 26 STRUCTURE DATA 74 0 TYPE = SPACE NJ = 78 NM = 90 , NE = 0 NS = 0 NRJ= 18 19 NL = 28 57 XMAX= 1008.0 3 YMAX= 360.0 ZMAX= 576.0 55 58 64 56 J,X 8q �=90 UNIT INC KIP S T A A D P O S -PLOTT (REV. 22.3 ) DATE: JUN'29. 1999 TITLE: STAAD SPACE • • • MN/ELEM STRUCTURE DATA TYPE = SPACE 242 NJ = 79 NM = 90 54 1 7 3 4 NE = 0 7 6 76 NS = 0 0 23 5 1��4 6 NR J= t9 1 26 24 NL = 29 53 XMAX= 1009.0 102 67 57 YMAX= 360.0 t 49 9 §5 2MAX= 576.0 3 S 9 16 30 54 69 45 63 43 47 36 41 59 50 37 52 56 39 ` 46 44 49 4 39 40 J=79,M=90 UNIT INC KIP S T A A D P O S T- P L O T (REV. 22. 3 ) DATE: JUN 29, 1999 TITLE: STAAD SPACE User ID: R. C. E. PAGE NO. 4r -1--f 0 ************************************************** * S T A A D - III * Revision 22.3 * Proprietary Program of * Research Engineers, Inc. * Date= 14:36: 34999 * Time= 14:36:12 * * USER ID: R. C. E. ************************************************** 1. STAAD SPACE 2. INPUT WIDTH 72 3. OUTPUT WIDTH 72 4. UNIT FEET KIP 5. JOINT COORDINATES r6. 1 .000 19.000 .000 7. 2 6.500 22.250 6.500 8. 3 22.000 30.000 22.000 9. 4 44.000 19.000 .000 10. 5 40.000 21.000 4.000 11. 6 22.000 30.000 26.000 12. 7 .000 19.000 48.000 13. 8 7.000 22.500 41.000 14. 9 44.000 19.000 48.000 15. 10 37.000 22.500 41.000 16. 11 4.000 21.000 22.000 17. 12 40.000 21.000 22.000 18. 13 4.000 21.000 26.000 19. 14 40.000 21.000 26.000 20. 15 6.500 21.000 6.500 21. 16 7.000 21.000 41.000 22. 17 37.000 21.000 41.000 23. 18 40.000 21.000 24.000 24. 19 40.000 28.000 24.000 25. 20 66.000 28.000 24.000 26. 21 80.000 21.000 10.000 27. 22 84.000 19.000 6.000 28. 23 80.000 21.000 38.000 29. 24 84.000 19.000 42.000 30. 25 66.000 21.000 10.000 31. 26 66.000 21.000 38.000 32. 27 4.000 21.000 9.000 33. 28 9.000 21.000 4.000 34. 29 4.000 21.000 38.000 35. 30 10.000 21.000 44.000 36. 31 34.000 21.000 44.000 37. 32 40.000 21.000 38.000 38. 33 4.000 11.000 9.000 39. 34 4.000 .000 9.000 40. 35 9.000 11.000 4.000 41. 36 9.000 .000 4.000 0 STAAD SPACE 42. 37 4.000 11:000 38.000 43. 38 4.000 .000 38.000 44. 39 10.000 11.000 44.000 45. 40 10.000 .000 44.000 46. 41 34.000 11.000 44.000 47. 42 34.000 .000 44.000 48. 43 40.000 11.000 38.000 49. 44 40.000 .000 38.000 50. 45 4.000 11.000 22.000 51. 46 4.000 .000 22.000 52. 47 4.000 11.000 26.000 53. 48 4.000 .000 26.000 54. 49 40.000 11.000 22.000 55. 50 40.000 .000 22.000 56. 51 40.000 11.000 26.000 57. 52 40.000 .000 26.000 58. 53 40.000 11.000 4.000 59. 54 40.000 .000 4.000 60. 55 66.000 11.000 38.000 61. 56 66.000 .000 38.000 62. 57 80.000 11.000 38.000 63. 58 80.000 .000 38.000 64. 59 66.000 11.000 10.000 65. 60 80.000 11.000 10.000 66. 61 26.000 21.000 4.000 67. 62 26.000 11.000 4.000 68. 63 26.000 .000 4.000 69. 64 80.000 11.000 14.250 70. 65 80.000 .000 14.250 71. 66 80.000 11.000 5.750 72. 67 80.000 .000 5.750 73. 68 52.000 11.000 10.000 74. 69 52.000 .000 10.000 75. 70 66.000 21.000 17.000 76. 71 66.000 21.000 24.000 77. 72 66.000 21.000 31.000 78. 73 66.000 24.500 17.000 79. 74 66.000 24.500 31.000 80. 75 12.000 25.000 22.000 81. 76 32.000 25.000 22.000 82. 77 12.000 25.000 26.000 83. 78 32.000 25.000 26.000 84. MEMBER INCIDENCES 85. 1 1 2 86. 2 2 3 87. 3 4 5 88. 4 5 3 89. 5 3 6 90. 6 7 8 91. 7 8 6 92. 8 9 10 93. 9 10 6 94. 10 11 75 95. 11 75 13 96. 12 3 76 97. 13 76 12 • User ID: R- C. E. -- PAGE NO. � F 2 STAAD SPACE 98. 14 13 77 99. 15 77 6 100. 16 6 78 101. 17 78 14 102. 18 2 15 103. 19 8 16 104. 20 10 17 105. 21 12 18 106. 22 18 14 107. 23 18 19 108. 24 19 20 109. 25 20 21 110. 26 22 21 111. 27 20 23 112. 28 24 23 113. 29 25 73 114. 30 26 74 115. 31 27 15 116. 32 15 28 117. 33 29 16 118. 34 16 30 119. 35 31 17 120. 36 17 32 121. 37 27 33 122. 38 33 34 123. 39 28 35 124. 40 _ 35 36 125. 41 29 37 126. 42 37 38 127. 43 30 39 128. 44 39 40 129. 45 31 91 130. 46 41 42 131. 47 32 43 132. 48 43 44 133. 49 11 45 134. 50 45 46 135. 51 13 47 136. 52 47 48 137. 53 12 49 138. 54 49 50 139. 55 14 51 140. 56 51 52 141. 57 5 53 142. 58 53 54 143. 59 26 55 144. 60 55 56 145. 61 23 57 146. 62 57 58 147. 63 25 59 148. 64 21 60 149. 65 5 61 150. 66 61 28 151. 67 61 62 152. 68 62 63 153.' 69 64 65 • User ID: R. C. E. -- PAGE N0. • • • STAAD SPACE 154. 155. 156. 157. 158. 159. 160. 161. 162. 163. 164. 165. 166. 167. 168. 169. 170. 171. 172. 173. 174. 175. 176. 177. 178. 179. 180. 181. 182. 183. 184. 185. 186. 187. 188. 189. 190. 191. 192. 193. 194. 195. 196. 197. 198. 199. 200. 201. 202. 203. 204. 205. 206. 207. 208. 209. 70 66 67 71 68 69 72 68 59 73 59 60 74 66 60 75 60 64 76 53 62 77 62 35 78 25 70 79 70 71 80 71 72 81 72 26 82 73 20 83 74 20 84 71 20 85 71 73 86 73 70 87 71 74 88 74 72 89 75 76 90 77 78 MEMBER PROPERTY AMERICAN 18 TO 20 23 37 38 41 TO 48 59 TO 64 49 TO 56 TABLE ST TUB50504 31 TO 36 TABLE ST TUB70504 21 22 TABLE ST TUB120604 *89 90 TABLE ST TUB60604 User ID: R. C. E. -- PAGE NO. TABLE ST TUB50504 39 40 57 58 67 68 89 90 TABLE ST W14X26 69 70 74 75 TABLE ST W16X31 10 TO 17 65 66 71 76 77 TABLE ST W16X31 72 73 TABLE ST W21X62 24 TABLE ST W16X45 1 TO 9 25 TO 28 TABLE ST W16X31 78 TO 81 84 TO 88 TABLE ST TUB40404 29 30 82 83 TABLE ST TUB60404 MEMBER RELEASE 24 START MY MZ 24.END MY MZ CONSTANT E STEEL ALL DENSITY STEEL ALL POISSON STEEL ALL BETA 90. MEMB 37 38 41 42 47 48 69 SUPPORT 34 36 38 40 42 44 46 48 50 52 54 56 68 FIXED BUT FX FY MX MY MZ UNIT FEET POUND LOAD 1 DEAD LOAD SELFWEIGHT Y -1. MEMBER LOAD 2 4 7 9 TRAP GY 0. -255. 5 CON GY -720. 2. 10 TO 17 29 30 82 83 UNI GY -40. 24 UNI GY -196. 25 27 TRAP GY -198. 0. 1 TRAP GY 0. -92. 70 58 63 65 67 69 PINNED STAAD SPACE 210. 6 8 TRAP GY 0. -99. 211. 3 26 28 TRAP GY 0. -57. 212. 65 TRAP GY -80. -231. 213. 66 TRAP GY -231. -269. 0. 4. 214. 66 TRAP GY -269. -80. 4. 0. 215. 72 73 UNI GY -84. 216. 76 77 UNI GY -168. 217. 75 UNI GY -294. 218. LOAD 2 FLOOR LIVE LOAD 219. JOINT LOAD 220. MEMBER LOAD 221. 72 73 UNI GY -180. 222. 76 77 UNI GY -320. 223. 75 UNI GY -560. 224. LOAD 3 ROOF LOAD 225. MEMBER LOAD 226. 2 4 7 9 TRAP GY 0. -255. 227. 5 CON GY -720. 2. 228. 10 TO 17 29 30 82 83 UNI GY -40. 229. 24 UNI GY -280. 230. 25 27 TRAP GY -198. 0. 231. 1 TRAP GY 0. -70. 232. 6 8 TRAP GY 0. -75. 233. 3 26 28 TRAP GY 0. -52. 234. 65 TRAP GY -61. -176. 235. 66 TRAP GY -176. -205. 0. 4. 236. 66 TRAP GY -205. -61. 4. 0. 237. JOINT LOAD 238. LOAD 4 N -S WIND 239. MEMBER LOAD 240. 74 75 UNI GZ 380. 241. JOINT LOAD 242. 45 FY -4100. 243. 49 FY 6900. 244. 51 FY -6900. 245. 52 FY -5400. 246. LOAD 5 E -W WIND 247. MEMBER LOAD 248. 65 66 UNI GX 152. 249. 76 77 UNI GX 130. 250. LOAD 6 N -S EQ 251. *SELFWEIGHT Z .138 252. MEMBER LOAD 253. 74 75 UNI GZ 300. 254. JOINT LOAD 255. 45 FY -3000. 256. 49 FY 4500. 257. 51 FY -4500. 258. 52 FY -3800. 259. LOAD 7 E -W EQ 260. SELFWEIGHT X .138 261. MEMBER LOAD 262. 65 66 UNI GX 161. 263. 76 77 UNI GX 168. 264. *SOIL/STEEL'LOAD CASES 265. LOAD 8 DL + FL +'RL User ID: R. C. E. -- PAGE NO. 5 • • STAAD SPACE 266. REPEAT LOAD 267. 1 1. 2 1. 3 1. 268. LOAD 9 DL + FL + RL + N -S WIND 269. REPEAT LOAD 270. 1 1. 2 1. 3 1. 4 1. 271. LOAD 10 DL + FL + RL - N -S WIND 272. REPEAT LOAD 273. 1 1. 2 1. 3 1. 4 -1. 274. LOAD 11 DL + FL + RL + E -W WIND 275. REPEAT LOAD 276. 1 1. 2 1. 3 1. 5 1. 277. LOAD 12 DL + FL + RL - E -W WIND 278. REPEAT LOAD 279. 1 1. 2 1. 3 1. 5 -1. 280. LOAD 13 O.667DL + N -S WIND 281. REPEAT LOAD 282. 1 .667 4 1. 283. LOAD 14 O.667DL - N -S WIND 284. REPEAT LOAD 285. 1 .667 4 -1. 286. LOAD 15 O.667DL + E -W WIND 287. REPEAT LOAD 288. 1 .667 5 1. 289. LOAD 16 O.667DL - E -W WIND 290. REPEAT LOAD 291. 1 .667 5 -1. 292. LOAD 17 DL + FL + RL + N -S EQ 293. REPEAT LOAD 294. 1 1. 2 1. 3 1. 6 1. 295. LOAD 18 DL + FL + RL - N -S EQ 296. REPEAT LOAD 297. 1 1. 2 1. 3 1. 6 -1. 298. LOAD 19 DL + FL + RL + E -W EQ 299. REPEAT LOAD 300. 1 1. 2 1. 3 1. 7 1. 301. LOAD 20 DL + FL + RL - E -W EQ 302. REPEAT LOAD 303. 1 1. 2 1. 3 1. 7 -1. 304. LOAD 21 0.85DL + N -S EQ 305. REPEAT LOAD 306. 1 .85 6 1. 307. LOAD 22 0.85DL - N -S EQ 308. REPEAT LOAD 309. 1 .85 6 -1. 310. LOAD 23 0.85DL + E -W EQ 311. REPEAT LOAD 312. 1 _85 7 1. 313. LOAD 24 0.85DL - E -W EQ 314. *ADDITIONAL STEEL LOAD CASES 315. REPEAT LOAD 316. 1 .85 7 -1. 317. LOAD 25 COLUMN AXIAL COMPRESSION 318. REPEAT LOAD 319. 1 1. 2 .7 3 .7 4 2.25 320. LOAD 26 COLUMN AXIAL COMPRESSION 321. REPEAT LOAD User ID: R. C. E. -- PAGE NO. PER - UBC 2211.5.1 PER - UBC 2211.5.1 A STAAD SPACE 322. 1 1. 2 .7 3 .7 4 -2.25 323. LOAD 27 COLUMN AXIAL TENSION PER - UBC 2211.5.1 • 324. REPEAT LOAD 325. 1 ..85 4 2.25 326. LOAD 28 COLUMN AXIAL TENSION PER - UBC 2211.5.1 327. REPEAT LOAD 328. 1 .85 4 -2.25 329. UNIT INCHES KIP 330. PDELTA 4 ANALYSIS P R O B L E M S T A T I S T I C S ----------------------------------- User ID: R. C. E. -- PAGE NO. 7 NUMBER OF JOINTS/MEMBER+ELEMENTS/SUPPORTS = 78/ 90/ 18 ORIGINAL/FINAL BAND -WIDTH = 73/ 9 TOTAL PRIMARY LOAD CASES = 28, TOTAL DEGREES OF FREEDOM = 416 SIZE OF STIFFNESS MATRIX = 24960 DOUBLE PREC. WORDS REQRD/AVAIL. DISK SPACE = 12.50/ 312.9 MB, EXMEM = 1968.8 MB ++ Processing Element Stiffness Matrix. ++ Processing Global Stiffness Matrix. ++ Processing Triangular Factorization. ++ Calculating Joint Displacements. ++ Adjusting Displacements ++ Adjusting Displacements ++ Adjusting Displacements ++ Adjusting Displacements ++ Calculating Member Forces. 331. PLOT SECTION FILE 332. *CHECK GRAVITY ONLY CONDITIONS 333. LOAD LIST 1 TO 3 8 334. PARAMETER 335. CODE AISC 336. FYLD 36. MEMB 1 TO 10 12 14 16 18 TO 88 337. RATIO 1. MEMB 1 TO 10 12 14 16 18 TO 88 338. BEAM 1. MEMB 1 TO 10 12 14 16 18 TO 88 339. LY 24. MEMB 2 4 7 9 24 TO 27 340. CHECK CODE MEMB 1 TO 10 12 14 16 18 TO 88 • 14:36:37 14:36:37 14:36:37 14:36:37 14:36:37 14:36:37 14:36:38 14:36:38 14:36:38 User ID: R. C. E. STAAD SPACE -- PAGE NO. STAAD-III CODE.CHECKING - (AISC) ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE NOTED) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION 0 1 ST W16 X31 PASS AISC- H2-1 .054 8 .36 C .00' 45.68 117.00 2 ST W16 X31 PASS AISC- H1-3 .712 8 1.24 C -1.26 -216.01 172.98 3 ST W16 X31 PASS AISC- H1-3 .015 8 .17 C .00 13.70 72.00 4 ST W16 X31 PASS AISC- H1-3 .925 8 1.62 C 1.17 -242.54 181.44 5 ST W16 X31 PASS AISC- H1-3 .045 8 .10 C -.47 45.63 48.00 6 ST W16 X31 PASS AISC- H2-1 .069 8 .41 C .00 55.48 126.00 7 ST W16 X31 PASS AISC- H1-3 .513 8 1.27 C -.47 -161.10 162.00 8 ST W16 X31 PASS AISC- H2-1 .069 8 .41 C .00 55.48 126.00 9 ST W16 X31 PASS AISC- H1-3 .515 8 1.26 C -.08 -162.90 162.00 10 ST W16 X31 PASS AISC- H1-3 .706 8 3.32 C .79 -604.17 107.33 12 ST W16 X31 PASS AISC- H1-1 .785 8 22.37 C -.57 -496.26 134.16 14 ST W16 X31 PASS AISC- H1-3 .682 8 3.22 C .67 -584.37 107.33 16 ST W16 X31 PASS AISC- H1-1 .737 8 20.81 C -.04 -471.57 134.16 18 ST TUB 50504 PASS AISC- H1-3 .238 8 3.81 C 15.31 -13.77 .00 19 ST TUB 50504 PASS AISC- H1-3 .213 8 3.70 C -12.80 -12.81 .00 20 ST TUB 50504 PASS AISC- H1-3 .226 8 3.72 C -13.70 13.68 .00 21 ST TUB 120604 PASS AISC- H1-3 .142 8 .00 C -.33 -82.04 24.00 22 ST TUB 120604 PASS AISC-H1-3 .142 8 .00 C -.33 -82.01 .00 23 ST TUB 50504 PASS AISC- H1-3 .103 8 6.88 C -.03 -3.36 .00 24 ST W16 X45 PASS AISC- H1-3 .767 8 .00 C .00 -528.46 156.00 25 ST W16 X31 PASS AISC- H2-1 .474 8 .97 T -3.26 -153.93 98.28 0 • • STAAD SPACE User ID: R. C. E. -- PAGE NO. 9 ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE NOTED) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION 26 ST W16 X31 PASS AISC- H2-1 .014 8 .17 T .00 13.70 72.00 27 ST W16 X31 PASS AISC- H2-1 .357 8 1.01 T .23 -122.23 108.36 28 ST W16 X31 PASS AISC- H2-1 .014 8 .17 T .00 13.70 72.00 29 ST TUB 60404 PASS AISC- H1-1 .297 8 17.04 C 3.81 -10.31 68.56 30 ST TUB 60404 PASS AISC- Hl -1 .277 8 17.44 C 2.19 7.84 .00 31 ST TUB 70504 PASS AISC- H1-3 .343 8 .02 C 1.92 -77.98 42.43 32 ST TUB 70504 PASS AISC- H2-1 .332 8 .01 T -1.18 -76.48 .00 33 ST TUB 70504 PASS AISC- H1-3 .375 8 .04 C -1.64 -85.94 50.91 34 ST TUB 70504 PASS AISC- H1-3 .376 8 .04 C -1.68 -86.00 .00 35 ST TUB 70504 PASS AISC- H1-3 .378 8 .04 C -1.75 -86.44 50.91 36 ST TUB 70504 PASS AISC- H1-3 .378 8 .04 C -1.77 -86.47, .00 37 ST TUB 50504 PASS AISC- H1-3 .141 8 2.13 C -11.42 -5.20 .00 38 ST TUB 50504 PASS AISC- H1-3 .092 8 2.30 C -6.18 -2.82 .00 39 ST W14 X26 PASS AISC= H1-3 .226 8 4.64 C 5.00 70.37 120.00 40 ST W14 X26 PASS AISC- H1-3 .241 8 9.08 C 5.00 -36.35 .00 41 ST TUB 50504 PASS AISC- H1-3 .120 8 2.08 C -12.84 -.91 .00 42 ST TUB 50504 PASS AISC- H1-3 .080 8 2.25 C -6.95 -.48 .00 43 ST TUB 50504 PASS AISC- H1-3 .129 8 2.09 C -13.61 1.40 .00 44 ST TUB 50504 PASS AISC- H1-3 .085 8 2.27 C -7.37 .75 .00 45 ST TUB 50504 PASS AISC- H1-3 .125 8 2.09 C -13.58 -.76 .00 46 ST TUB 50504 PASS AISC-•H1-3 .083 8 2.26 C -7.35 -.40 .00 47 ST TUB 50504 PASS AISC- H1-3 .127 8 2.10 C 13.79 -.80 .00 48 ST TUB 50504 . PASS AISC- H1-3 .084 8 2.27 C 7.46 -.43 .00 STAAD SPACE User ID: R. C. E. -- PAGE NO. 10 ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE NOTED) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION 49 ST TUB 50504 PASS AISC- H1-3 .318 8 7.33 C -.12 -32.78 .00 50 ST TUB 50504 PASS AISC- H1-3 .231 8 7.50 C -.08 -19.30 .00 51 ST TUB 50504 PASS AISC- H1-3 .307 8 7.11 C -.10 -31.49 .00 52 ST TUB 50504 PASS AISC- H1-3, .223 8 7.28 C -.07 -18.47 .00 53 ST TUB 50504 PASS AISC- H1-3 .374 8 11.16 C -.06 33.84 .00 54 ST TUB 50504 PASS AISC- H1-3 .295 8 11.33 C -.05 21.23 .00 55 ST TUB 50504 PASS AISC- H1-3 .372 8 10.61 C -2.32 32.34 .00 56 ST TUB 50504 PASS AISC- H1-3 .290 8 10.78 C -1.46 20.10 .0.0 57 ST W14 X26 PASS AISC- H1-3 .235 8 4.83 C 9.91 -44.70 120.00 58 ST W14 X26 PASS AISC- H1-3 .268 8 8.46 C 9.92 27.69 .00 59 ST TUB 50504 PASS AISC- H1-3 .210 8 8.52 C -10.86 -3.99 .00 60 ST TUB 50504 PASS AISC- H1-3 .176 8 8.69 C -6.51 -2.42 .00 61 ST TUB 50504 PASS AISC- H1-3 .106 8 2.36 C -5.60 5.49 .00 62 ST TUB 50504 PASS AISC- H1-3 .075 8 2.54 C -3.05 2.96 .00 63 ST TUB 50504 PASS AISC- H1-3 .162 8 8.33 C 8.10 .16 .00 64 ST TUB 50504 PASS AISC- H1-3 .057 8 2.52 C 1.57 -2.13 110.00 65 ST W16 X31 PASS AISC- H1-3 .188 _ 8 .67 C -2.01 89.43 168.00 66 ST W16 X31 PASS AISC- H1-3 .322 8 1.12 C -2.00 119.03 .00 67 ST W14 X26 PASS AISC- H1-3 .132 8 6.96 C .21 29.61 .00 68 ST W14 X26 PASS AISC- H1-1 .279 8 15.84 C 4.27 14.12 .00 69 ST W16 X31 PASS AISC- H1-3 .209 8 8.82 C .52 92.08 .00 70 ST W16 X31 PASS AISC- H1-3 .194 8 7.01 C .54 -93.92 .00 71 ST W16 X31 PASS AISC- H1-3 .094 8 9.07 C -.08 3.93 .00 STAAD SPACE User ID: R. C. E. -- PAGE NO. 11 ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE NOTED) MEMBER TABLE RESULT/ CRITICAL CONN RATIO/ LOADING/ FX MY MZ LOCATION 72 ST W21 X62 PASS AISC- H2-1 .483 8 .01 T 8.13 -1087.19 168.00 73 ST W21 X62 PASS AISC- H2-1 .465 8 .06 T 2.51 -1079.86 .00 74 ST W16 X31 PASS AISC- H1-3 .227 8 .71 C -.76 -242.74 51.00 75 ST W16 X31 PASS AISC- H1-3 .230 8 .70 C -.95 -244.33 .00 76 ST W16 X31 PASS AISC- H2-1 .248 8 .53 T 3.70 120.16 168.00 77 ST W16 X31 PASS AISC- H2-1 .405 8 .88 T 3.69 159.43 .00 78 ST TUB 40404 PASS AISC- H2-1 .240 8 14.96 T .09 -4.05 79.80 79 ST TUB 40404 PASS AISC- H2-1 .250 8 14.97 T -4.14 .92 77.00 80 ST TUB 40404 PASS AISC- H2-1 .252 8 15.48 T -3.03 -1.64 77.00 81 ST TUB 40404 PASS AISC- H2-1 .263 8 15.36 T -.47 -5.33 .00 82 ST TUB 60404 PASS AISC- H1-1 .353 8 16.50 C -3.61 21.72 93.91 83 ST TUB 60404 PASS AISC- H1-1 .281 8 16.77 C 2.50 -9.76 52.59 84 ST TUB 40404 PASS AISC- H2-1 .130 8 .90 T 16.06 4.41 84.00 85 ST TUB 40404 PASS AISC- H1-3 .025 8 .34 C .39 -1.36 48.84 86 ST TUB 40404 PASS AISC- H2-1 .016 8 .03 T -1.28 -.08 42.00 87 ST TUB 40404 PASS AISC- H1-3 .056 8 .83 C .82 -2.95 89.22 88 ST TUB 40404 PASS AISC- H1-3 .046 8 .08 C -2.82 -1.11 .00 341. PARAMETER 342. CODE AISC 343. WSTR 21. MEMB 1 TO 10 12 14 16 18 TO 88 344. WMIN .188 MEMB 1 TO 10 12 14 16 18 TO 88 345. WELD 1. MEMB 1 TO 10 12 14 16 18 TO 88 346. SELECT WELD MEMB 1 TO 10 12 14 16 18 TO 88 0 User ID: R. C. E. STAAD SPACE -- PAGE NO. 12 STAAD-III WELD DESIGN ********************* ALL UNITS ARE - INCH KIP MEMBER LOCATION/ WELD TYPE/ WELD SIZE/ COMB STRESS/ LOADING HOR STRESS VERT STRESS DIR STRESS 1 STA 1 3/16 .00 8 .00 .00 .00 1 END 1 3/16 1.47 8 .00 .13 1.46 2 STA 1 3/16 3.91 8 .00 .31 3.90 2 END 1 3/16 3.33 8 .00 .47 3.29 3 STA 1 3/16 .00 8 .00 .00 .00 3 END 1 3/16 .45 8 .00 .06 .45 4 STA 1 3/16 1.57 8 .00 .30 1.54 • 4 END 1 3/16 4.04 8 .00 .60 4.00 5 STA 1 3/16 1.37 8 .00 .08 1.37 5 END 1 3/16 1.68 8 .00 .11 1.67 6 STA 1 3/16 .00 8 .00 .00 .00 6 END 1 3/16 1.78 8 .00 .15 1.77 7 STA 1 3/16 2.43 8 .00 .28 2.41 7 END 1 3/16 1.74 8 .00 .47 1.68 8 STA 1 3/16 .00 8 .00 .00 .00 8 END 1 3/16 1.78 8 .00 .15 1.77 • STAAD SPACE • STAAD-III WELD DESIGN User ID: R. C. E. -- PAGE NO. 13 ALL UNITS ARE - INCH KIP MEMBER LOCATION/ WELD TYPE/ WELD SIZE/ COMB STRESS/ --------------------------------------------------------------------- --------------------------------------------------------------------- LOADING HOR STRESS VERT STRESS DIR STRESS 9 STA 1 3/16 2.46 8 .00 .29 2.45 9 END 1 3/16 1.30 8 .00 .47 1.21 10 STA 1 3/16 1.66 8 .00 .79 1.46 10 END 1 3/16 19.54 8 .00 .68 19.53 12 STA 1 3/16 6.63 8 .00 .64 6.60 12 END 1 3/16 18.50 8 .00 .50 18.49 14 STA 1 3/16 1.60 8 .00 .77 1.40 14 END 1 3/16 18.85 8 .00 .66 18.84 16 STA 1 3/16 7.44 8 .00 .65 7.41 16 END 1 3/16 17.26 8 .00 .51 17.25 18 STA 1 3/16 5.68 8 .26 .27 5.66 18 END 1 3/16 5.45 8 .26 .27 5.44 19 STA 1 3/16 5.08 8 .02 .01 5.08 19 END 1 3/16 4.85 8 .02 .01 4.85 20 STA 1 3/16 5.36 8 .01 .01 5.36 20 END 1 3/16 5.12 8 .01 .01 5.12 • User ID: R. C. E. STAAD SPACE -- PAGE NO. 14 • STAAD-III WELD DESIGN • ALL UNITS ARE - INCH KIP MEMBER LOCATION/ WELD TYPE/ WELD SIZE/ COMB STRESS/ --------------------------------------------------------------------- --------------------------------------------------------------------- LOADING HOR STRESS VERT STRESS DIR STRESS 21 STA 1 3/16 .66 8 .22 .62 .03 21 END 1 3/16 3.72 8 .22 .61 3.67 22 STA 1 3/16 3.74 8 .33 .68 3.67 22 END 1 3/16 .77 8 .33 .69 .13 23 STA 1 3/16 2.38 8 .00 .00 2.38 23 END 1 3/16 1.81 8 .00 .00 1.81 24 STA 1 3/16 .78 8 .00 .78 .00 • 24 END 1 3/16 .78 8 .00 .78 .00 25 STA 1 3/16 3.62 8 .00 .35 3.60 25 END 1 3/16 .75 8 .00 .22 .72 26 STA 1 3/16 .00 8 .00 .00 .00 26 END 1 3/16 .45 8 .00 .06 .45 27 STA 1 3/16 1.50 8 .00 .37 1.46 27 END 1 3/16 .78 8 .00 .20 .76 28 STA 1 3/16 .00 8 .00 .00 .00 28 END 1 3/16 .45 8 .00 . .06 .45 • • • STAAD SPACE STAAD-III WELD DESIGN ALL UNITS ARE - INCH KIP MEMBER LOCATION/ WELD TYPE/ ----------------------------------- ----------------------------------- LOADING HOR STRESS 29 STA 1 5.70 8 .10 29 END 1 6.22 8 .10 30 STA 1 5.48 8 .20 30 END 1 1.33 8 .20 31 STA 1 8.43 8 .77 31 END 1 8.15 8 .77 32 STA 1 1.31 8 .51 32 END 1 1.42 8 .51 33 STA 1 9.19 8 .55 33 END 1 9.20 8 .55 34 STA 1 1.50 8 .57 34 END 1 1.48 8 .57. 35 STA 1 9.26 8 .60 35 END 1 9.27 8 .60 36 STA 1 1.51 8 .60 36 END 1 8 .60 User ID: R. C. E. -- PAGE NO. 15 WELD SIZE/ COMB STRESS/ VERT STRESS ------------------------------ ------------------------------ DIR STRESS 3/16 6.05 .20 6.04 3/16 5.70 .11 5.70 3/16 6.22 .25 6.21 3/16 5.48 .19 5.47 3/16 1.33 .98 .46 3/16 8.43 .97 8.34 3/16 8.15 .78 8.09 3/16 1.31 .80 .90 3/16 1.42 .82 1.02 3/16 9.19 .80 9.14 3/16 9.20 .81 9.15 3/16 1.50 .83 1.11 3/16 1.48 .85 1.06 3/16 9.26 .83 9.20 3/16 9.27 .84 9.21 3/16 1.51 .86 1.08 STAAD SPACE r: STAAD-III WELD DESIGN User ID: R. C. E. -- PAGE NO. 16 ALL UNITS ARE - INCH KIP MEMBER LOCATION/ WELD TYPE/ WELD SIZE/ COMB STRESS/ LOADING HOR STRESS VERT STRESS DIR STRESS 37 STA 1 3/16 3.19 8 .01 .00 3.19 37 END 1 3/16 2.01 8 .01 .00 2.01 38 STA 1 3/16 2.01 8 .01 .00 2.01 38 END 1 3/16 .61 8 .01 .00 .61 39 STA 1 3/16 9.29 8 .01 .16 9.29 39 END 1 3/16 6.62 8 .01 .16 6.62 40 STA 1 3/16 5.85 8 .00 .04 5.85 ® 40 END 1 3/16 1.28 8 .00 .04 1.28 41 STA 1 3/16 2.71 8 .01 .00 2.71 41 END 1 3/16 1.74 8 .01 .00 1.74 42 STA 1 3/16 1.74 8 .01 .00 .1.74 42 END 1 3/16 .60 8 .01 .00 .60 43 STA 1 3/16 2.92 8 .01 .00 2.92 43 END 1 3/16 1.86 8 .01 .00 1.86 44 STA 1 3/16 1.86 8 .01 .00 1.86 44 END 1 3/16 .60 8 .01 .00 .60 STAAD SPACE User ID: R. C. E. -- PAGE NO. 17 • STAAD-III WELD DESIGN ALL UNITS ARE - INCH KIP MEMBER LOCATION/ WELD TYPE/ WELD SIZE/ COMB STRESS/ LOADING HOR STRESS VERT STRESS DIR STRESS 45 STA 1 3/16 2.81 8 .01 .00 2.81 45 END 1 3/16 1.80 8 .01 .00 1.80 46 STA 1 3/16 1.80 8 Al .00 1.80 46 END 1 3/16 .60 8 .01 .00 .60 47 STA 1 3/16 2.85 8 .01 .00 2.85 47 END 1 3/16 1.82 8 .01 .00 1.82 48 STA 1 3/16 1.82 8 .01 .00 1.82 48 END 1 3/16 .61 8 .01 .00 .60 49 STA 1 3/16 7.18 8 .00 .03 7.18 49 END 1 3/16 5.06 8 .00 .03 5.06 50 STA 1 3/16 5.06 8 .00 .03 5.06 50 END 1 3/16 2.00 8 .00 .03 2.00 51 STA 1 3/16 6.91 8 .00 .03 6.91 51 END 1 3/16 4.86 8 .00 .03 4.86 52 STA 1 3/16 4.86 8 .00 .03 4.86 52 END 1 3/16 1.94 8 .00 .03 1.94 • STAAD SPACE User ID: R. C. E. -- PAGE NO. 18 STAAD-III WELD DESIGN • ALL UNITS ARE - INCH KIP MEMBER LOCATION/ WELD TYPE/ WELD SIZE/ COMB STRESS/ --------------------------------------------------------------------- --------------------------------------------------------------------- LOADING HOR STRESS VERT STRESS DIR STRESS 53 STA 1 3/16 8.36 8 .00 .03 8.36 53 END 1 3/16 6.38 8 .00 .03 6.38 54 STA 1 3/16 6.38 8 .00 .03 6..38 54 END 1 3/16 3.02 8 .00 .03 3.02 55 STA 1 3/16 8.33 8 .00 .03 8.33 55 END 1 3/16 6.28 8 .00 .03 6.28 56 STA 1 3/16 6.28 8 .00 .03 6.28 56 END 1 3/16 2.87 8 .00 .03 2.87 57 STA 1 3/16 13.64 8 .01 .10 13.64 57 END 1 3/16 8.73 8 .01 .10 8.73 58 STA 1 3/16 8.54 8 .01 ..03 8.54 58 END 1 3/16 1.19 8 .01 .03 1.19 59 STA 1 3/16 4.61 8 .01 .00 4.61 59 END 1 3/16 3.70 8 .01 .00 3.70 60 STA 1 3/16 3.70 8 .01 .00 3.70 60 END 1 3/16 2.32 8 .01 .00 2.32 STAAD SPACE • STAAD-III WELD DESIGN User ID: R. C. E. -- PAGE NO. 19 ALL UNITS ARE - INCH KIP MEMBER LOCATION/ WELD TYPE/ WELD SIZE/ COMB STRESS/ LOADING HOR STRESS VERT STRESS DIR STRESS 61 STA 1 3/16 2.36 8 .00 .01 2.36 61 END 1 3/16 1.59 8 .00 .01 1%59 62 STA 1 3/16 1.59 8 .00 .01 1.59 62 END 1 3/16 :68 8 .00 .01 .68 63 STA 1 3/16 3.56 8 .47 .46 3.50 63 END 1 3/16 3.48 8 .47 .46 3.42 64 STA 1 3/16 .96 8 .02 .03 .96 • 64 END 1 3/16 1.21 8 .02 .03 1.21 65 STA 1 3/16 1.14 8 .01 .18 1.12 65 END 1 3/16 3.93 8 .01 .35 3.91 66 STA 1 3/16 4.91 8 .00 .48 4.88 66 END 1 3/16 3.55 8 .00 .30 3.54 67 STA 1 3/16 2.25 8 .01 .06 2.25 67 END 1 3/16 4.70 8 .01 .06 4.70 68 STA 1 3/16 5.46 8 .00 .01 5.46 68 END 1 3/16 2.23' 8 .00 .01 2.23 • User ID: R. C. E. STAAD SPACE -- PAGE NO. • 20 STAAD-III WELD DESIGN • ALL UNITS ARE - INCH KIP MEMBER LOCATION/ WELD TYPE/ WELD SIZE/ COMB STRESS/ LOADING HOR STRESS VERT STRESS DIR STRESS 69 STA 1 3/16 4.19 8 .00 .09 4.19 69 END 1 3/16 1.10 8 .00 .09 1.10 70 STA 1 3/16 4.03 8 .00 .09 4.03 70 END 1 3/16 .88 8 .00 .09 .87 71 STA 1 3/16 1.25 8 .00 .00 1.25 71 END 1 3/16 1.13 8 .00 .00 1.13 72 STA 1 3/16 .80 8 .01 .80 .07 72 END 1 3/16• 20.05 8 .01 .38 20.05 73 STA 1 3/16 18.61 8 .00 .38 18.60 73 END 1 3/16 .81 8 .00 .80 .16 74 STA 1 3/16 3.12 8 .02 .84 3.00 74 END 1 3/16 8.07 8 .02 .82 8.02 75 STA 1 3/16 8.19 8 .02 .59 8.17 75 END 1 3/16 3.13 8 .02 1.06 2.95 76 STA 1 3/16 2.38 8 .00 .42 2.34 76 END 1 3/16 5.76 8 .00 .49 5.74 • 20 STAAD SPACE User ID: R. C. E. -- PAGE NO. 21 • STAAD-III WELD DESIGN • ALL UNITS ARE - INCH KIP MEMBER LOCATION/ WELD TYPE/ WELD SIZE/ COMB STRESS/ LOADING HOR STRESS VERT STRESS DIR STRESS 77 STA 1 3/16 7.02 8 .00 .58 • 6.99 77 END 1 3/16 3.47 8 .00 .52 3.43 78 STA 1 3/16 6.00 8 .04 .05 6.00 78 END 1 3/16 6.01 8 .04 .03 6.01 79 STA 1 3/16 5.72 8 .03 .01 5.72 79 END 1 3/16 5.41 8 .03 .04 5.41 80 STA 1 3/16 5.75 8 .05 .07 5.75 80 END 1 3/16 5.93 8 .05 .04 5.93 81 STA 1 3/16 6.57 8 .15 .17 6.57 81 END 1 3/16 6.14 8 .15 .20 6.13 82 STA 1 3/16 5.77 8 .15 .10 5.77 82 END 1 3/16 8.19 8 .15 .27 8.18 83 STA 1 3/16 4.95 8 .21 .24 4.94 83 END 1 3/16 5.33 8 .21 .22 5.33 84 STA 1 3/16 .99 8 .07 .05 .99 84 END 1 3/16 2.92 8 .07 .05 2.92 • STAAD SPACE • STAAD-III WELD DESIGN ********************* User ID: R. C. E. -- PAGE NO. 22 ALL UNITS ARE - INCH KIP MEMBER LOCATION/ WELD TYPE/ WELD SIZE/ COMB STRESS/ LOADING HOR STRESS VERT STRESS DIR STRESS 85 STA 1 3/16 .38 8 .01 .02 .38 85 END 1 3/16 .25 8 .01 .02 .25 86 STA 1 3/16 .38 8 .01 .01 .38 86 END 1 3/16 .35 8 .01 .01 .35 87 STA 1 3/16 .85 8 .01 .03 .85 87 END 1 3/16 1.18 8 .01 .01 1.18 88 STA 1 3/16 1.00 8 .11 .07 1.00 88 END 1 3/16 .82 8 .11 .07 .81 ****************** END OF TABULATED WELD DESIGN ****************** 347. *CHECK LATERAL & GRAVITY CONDITIONS 348. LOAD LIST 4 TO 7 9 TO 24 349. PARAMETER' 350. CODE AISC 351. FYLD 36. MEMB 1 TO 10 12 14 16" 18 TO 88 352. RATIO 1.33 MEMB 1 TO 10 12 14 16 18 TO 88- 353. BEAM 1. MEMB 1 TO 10 12 14 16 18 TO 88 354. CHECK CODE MEMB 1 TO 10 12 14 16 18 TO 88 • User ID: R. C. E. STAAD SPACE -- PAGE NO. 23 • STAAD-III CODE CHECKING - (AISC) ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE NOTED) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION 1 ST W16 X31 PASS AISC- H2-1 .068 19 .34 T -1.72 46.26 117.00 2 ST W16 X31 PASS AISC- H1-3 .777 19 1.30 C 5.52 -225.23 170.19 3 ST W16 X31 PASS AISC- H1-3 .020 20 .15 C .65 13.92 72.00 4 ST W16 X31 PASS AISC- H1-3 .963 19 1.71 C 6.94 -239.74 184.68 5 ST W16 X31 PASS AISC- H1-3 .155 19 .07 C 13.48 48.43 48.00 6 ST W16 X31 PASS AISC- H2-1 .086 19 .38 C 2.00 56.14 126.00 7 ST W16 X31 PASS AISC- H1-3 .591 19 1.30 C -4.89 -174.56 153.90 8 ST W16 X31 PASS AISC- H2-1 .086 20 .38 C -2.00 56.14 126.00 9 ST W16 X31 PASS AISC- H1-3 .610 20 1.29 C 5.78 -178.36 153.90 10 ST W16 X31 PASS AISC- H1-3 .765 19 3.16 C 4.11 -633.11 107.33 12 ST W16 X31 PASS AISC- H1-1 .789 9 22.52 C -.72 -498.56 134.16 14 ST W16 X31 PASS AISC- H1-3 .716 19 3.05 C .92 -614.18 107.33 16 ST W16 X31 PASS AISC- H1-1 .757 20 20.71 C 1.20 -482.60 134.16 18 ST TUB 50504 PASS AISC- H1-3 .492 20 3.92 C 34.03 -31.93 .00 19 ST TUB 50504 PASS AISC- H1-3 .442 20 3.81 C -31.18 -27.60 18.00 20 ST TUB 50504 PASS AISC- H1-3 .485 19 3.83 C -34.19 30.90 18.00 21 ST TUB 120604 PASS AISC- H2-1 .155 19 .02 T -6.01 -81.10 24.00 22 ST TUB 120604 PASS AISC- H2-1 .155 19 .03 T -6.00 -80.91 .00 23 ST TUB 50504 PASS AISC- H1-3 .297 19 6.88 C -.19 -31.63 .00 24 ST W16 X45 PASS AISC- H1-3 .770 19 .50 C .26 -528.42 156.00 25 ST W16 X31 PASS AISC- H2-1 .639 20 2.13 T -14.93 -177.53 113.40 • STAAD SPACE User ID: R. C. E. -- PAGE NO. 24 • ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE NOTED) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION 26 ST W16 X31 PASS AISC- H1-3 .020 20 .15 C .65 13.92 72.00 27 ST W16 X31 PASS AISC- H2-1 .459 20 1.16 T 6.34 -139.86 115.92 28 ST W16 X31 PASS AISC- H1-3 .020 20 .15 C -.65 13.92 72.00 29 ST TUB 60404 PASS AISC- H1-2 .614 20 16.79 C 11.12 56.72 .00 30 ST TUB 60404 PASS AISC- H1-1 .448 19 16.64 C -14.45 24.81 .00 31 ST TUB 70504 PASS AISC- H2-1 .359 20 .03 T 4.62 -78.67 42.43 32 ST TUB 70504 PASS AISC- H1-3 .346 19 .13 C -1.59 -78.86 .00 33 ST TUB 70504 PASS AISC- H1-3 .399 20 .11 C -2.90 -89.80 50.91 34 ST TUB 70504 PASS AISC- H2-1 .384 20 .03 T -2.25 -87.27 .00 35 ST TUB 70504 PASS AISC- H2-1 .388 19 .03 T -2.62 -87.89 50.91 36 ST TUB 70504 PASS AISC- H1-3 .402 19 .10 C -3.28 -90.21 .00 37 ST TUB 50504 PASS AISC- H1-3 .375 20 1.96 C -23.10 -27.95 .00 38 ST TUB 50504 PASS AISC- H1-3 .227 20 2.13 C -13.98 -15.13 .00 39 ST W14 X26 PASS AISC- H1-3 .587 20 6.12 C 18.17 -190.29 .00 40 ST W14 X26 PASS AISC- H1-2 1.142 20 14.34 C 14.21 -477.34 .00 41 ST TUB 50504 PASS AISC- H1-3 .371 20 2.64 C -41.22 -8.07 .00 42 ST TUB 50504 PASS AISC- H1-3 .231 20 2.82 C -24.01 -4.37 .00 43 ST TUB 50504 PASS AISC- H1-3 .328 19 2.43 C -15.86 27.56 .00 44 ST TUB 50504 PASS AISC- H1-3 .206 19 .2.60 C -8.63 16.51 .00 45 ST TUB 50504 PASS AISC- H1-3 .335 20 2.46 C -16.41 -27.96 .00 46 ST TUB 50504 PASS AISC- H1-3 .210 20 2.63 C -8.93 -16.72 .00 47 ST TUB 50504 PASS AISC- H1-3 .357 19 2.62 C 41.84 -5.42 .00 48 ST TUB 50504 PASS AISC- H1-3 .224 19 2.80 C 24.36 -2.93 .00 0 STAAD SPACE User ID: R. C. E. -- PAGE NO. 25 • ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE NOTED) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION • 0 49 ST TUB 50504 PASS AISC- H1-3 .592 20 7.49 C .66 -71.96 .00 50 ST TUB 50504 PASS AISC- H1-3 .406 .20 7.67 C .44 -44.11 .00 51 ST TUB 50504 PASS AISC- H1-3 .602 20 7.34 C .29 -73.96 .00 52 ST TUB 50504 PASS AISC- H1-3 .409 20 7.51 C .19 -45.14 .00 53 ST TUB 50504 PASS AISC- H1-2 .722 19 11.89 C 11.56 76.27 .00 54 ST TUB 50504 PASS AISC- H1-1 .514 19 12.07 C 7.18 50.06 .00 55 ST TUB'50504 PASS AISC- H1-3 .724 19 10.34 C 9.47 77.07 .00 56 ST TUB 50504 PASS AISC- H1-3 .516 19 10.52 C 5.73 49.37 .00 57 ST W14 X26 PASS AISC- H1-3 .733 19 6.36 C 32.52 186.33 .00 58 ST W14 X26 PASS AISC- H1-2 1.281 19 15.05 C 25.91 483.39 .00 59 ST TUB 50504 PASS AISC- H1-3 .532 19 8.50 C -35.12 26.90 .00 60 ST TUB 50504 PASS AISC- H1-3 .380 19 8.67 C -21.08 17.81 .00 61 ST TUB 50504 PASS AISC- H1-3 .592 19 2.64 C -40.47 41.13 .00 62 ST TUB 50504 PASS AISC- H1-3 .353 19 2.82 C -22.00 24.07 .00 63 ST TUB 50504 PASS AISC- H1-3 .665 20 9.22 C 79.50 .54 .00 64 ST TUB 50504 PASS AISC- H1-3 .740 19 3.22 C -45.96 -56.14 120.00 65 ST W16 X31 PASS AISC- H2-1 .397 20 1.83 T -2.50 208.33 168.00 66. ST W16 X31 PASS AISC- H1-3 .647 19 3.22 C -4.11 229.84 .00 67 ST W14 X26 PASS AISC- H1-3 .522 19 6.65 C .34 257.45 .00 68 ST W14 X26 PASS AISC- H1-2 1.251 19 14.22 C 7.03 574.16 .00 69 ST W16 X31 PASS AISC- H1-3 .526 9 13.01 C .50 306.02 .00 70 ST W16 X31 PASS AISC- H1-3 .510 10 11.20 C .52 -307.80 .00 71 ST W16 X31 PASS AISC- H1-3 .315 20 10.18 C -1.33 -159.05 .00 STAAD SPACE User ID: R. C. E. -- PAGE NO. 26 ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE NOTED) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION 72 ST W21 X62 PASS AISC- H1-3 .653 20 1.20 C 66.66 -1110.07 168.00 73 ST W21 X62 PASS AISC- H1-3 .584 20 .97 C 43.09 -1097.23 .00 74 ST W16 X31 PASS AISC- H1-3 .288 10 2.32 C .00 307.80 .00 75 ST W16 X31 PASS AISC- H1-3 .286 9 2.30 C .00 306.02 51.00 76 ST W16 X31 PASS AISC- H1-3 .999 19 1.55 C -.01 539.40 .00 77 ST W16 X31 PASS AISC- H2-1 1.253 20 1.48 T .05 532.76 204.00 78 ST TUB 40404 PASS AISC- H2-1 .564 20 13.87 T 11.34 22.77 .00 79 ST TUB 40404 PASS AISC- H2-1 .320 20 14.26 T -11.18 .84 77.00 80 ST TUB 40404 PASS AISC- H2-1 .388 20 16.19 T -14.44 -1.41 77.00 81 ST TUB 40404 PASS AISC- H2-1 .368 19 14.48 T 5.26 10.80 78.96 82 ST TUB 60404 PASS AISC- H1-1 .488 20 17.53 C 24.98 16.25 86.09 83 ST TUB 60404 PASS AISC- H1-1 .365 20 17.15 C 17.10 -5.28 86.09 84 • ST TUB 40404 PASS AISC- H2-1 .219 20 .55 T 5.12 13.66 84.00 85 ST TUB 40404 PASS AISC- H1-3 .092 19 1.65 C 3.57 2.24 93.91 86 ST TUB 40404 PASS AISC- H2-1 .132 19 .41 T -10.17 1.01 .00 87 ST TUB 40404 PASS AISC- H1-3 .147 20 1.18 C 8.99 -2.35 86.09 88 ST TUB 40404 PASS AISC- H1-3 .123 19 .20 C -5.94 4.67 .00 355. PARAMETER 356. CODE AISC 357. FYLD 21. MEMB 1 TO 10 12 1416 18 TO 88 358. WMIN .188 MEMB 1 TO 10 12 14 16 18 TO 88 359. RATIO 1.33 MEMB 1 TO 10 12 14 16 18 TO 88 360. WELD 1. MEMB 1 TO 10 12 14 16 18 TO 88 361. SELECT WELD MEMB 1 TO 10 12 14 16 18 TO 88 0 STAAD SPACE User ID: R. C. E. -- PAGE NO. 27 • STAAD-III WELD DESIGN ALL UNITS ARE - INCH KIP MEMBER LOCATION/ WELD TYPE/ WELD SIZE/ COMB STRESS/ LOADING HOR STRESS VERT STRESS DIR STRESS 1 STA 1 3/16 .00 20 .00 .00 .00 1 END 1 3/16 2.39 19 .00 .13 2.38 2 STA 1 3/16 6.22 20 .01 .32 6.22 2 END 1 3/16 5.59 20 .00 .46 5.57 3 STA 1 3/16 .00 24 .00 .00 .00 3 END 1 3/16 .80 20 .00 .06 .79 4 STA 1 3/16 6.05 19 .01 .31 6.04 ® 4 END 1 3/16 9.86 19 .00 .59 9.84 5 STA 1 3/16 11.25 19 .01 .08 11.25 5 END 1 3/16 8.58 19 02 .11 8.58 6 STA 1 3/16 .00 7 .00 .00 .00 6 END 1 3/16 2.84 19 .00 .15 2.84 7 STA 1 3/16 4.58 20 .01 .30 4.57 7 END 1 3/16 8.19 20 .00 .46 8.18 8 STA 1 3/16 .00 7 .00 .00 .00 8 END 1 3/16 2.84 20 .00 .15 2.84 • STAAD SPACE STAAD-III WELD DESIGN User ID: R. C. E. -- PAGE NO. 28 ALL UNITS ARE - INCH KIP MEMBER LOCATION/ WELD TYPE/ WELD SIZE/ COMB STRESS/ LOADING HOR STRESS VERT STRESS DIR STRESS 9 STA 1 3/16 4.73 19 .01 .30 4.72 9 END 1 3/16 6.65 19 .00 .45 6.63 10 STA 1 3/16 2.94 .20 .02 .81 2.82 10 END 1 3/16 22.16 19 .02 .67 22.15 12 STA 1 3/16 12.11 19 .02 .64 12.09 12 END 1 3/16 18.73 12 .01 .50 18.72 14 STA 1 3/16 2.90 20 .01 .79 2.79 • 14 END 1 3/16 19.89 19 .00 .64 19.88 16 STA 1 3/16 8.91 20 .00 .66 8.88 16 END 1 3/16 18.20 20 .00 .52 18.19 18 STA 1 3/16 11.61 20 .36 .40 11.60 18 END 1 3/16 10.84 20 .36 .40 10.83 19 STA 1 3/16 10.77 20 .06 .09 10.77 19 END 1 3/16 10.42 20 .06 09 10.42 20 STA 1 3/16 11.85 19 .05 .09 11.85 20 END 1 3/16 11.44 19 .05 .09 11.44 User ID: R. C. E. STAAD SPACE -- PAGE NO. 29 • STAAD-III WELD DESIGN • ********************* ALL UNITS ARE - INCH KIP MEMBER LOCATION/ WELD TYPE/ WELD SIZE/ COMB STRESS/ LOADING HOR STRESS VERT STRESS DIR STRESS 21 STA 1 3/16 1.20 19 .23 .71 .94 21 END 1 3/16 4.10 20 .61 .77 3.98 22 STA 1 3/16 4.16 19 .85 . .84 3.98 22 END 1 3/16 1.29 19 .85 .85 .45 23 STA 1 3/16 6.93 19 .00 .09 6.93 23 END 1 3/16 1.81 20 .00 .08 1.81 24 STA 1 3/16 .78 19 .00 .78 .04 24 END 1 3/16 .78 19 .00 .78 .06 25 STA 1 3/16 11.46 20 .01 .38 11.45 25 END 1 3/16 6.99 19 .00 .25 6.99 26 STA 1 3/16 .00 23 .00 .00 .00 26 END 1 3/16 .80 20 .00 .06 .79 27 STA 1 3/16 13.62 19 .03 .34 13.62 27 END 1 3/16 2.58 19 .02 .23 2.57 28 STA 1 3/16 .00 19 .00 .00 .00 28 END 1 3/16 .80 20 .00 .06 .79 • • • STAAD SPACE STAAD-III WELD DESIGN ALL UNITS ARE - INCH KIP MEMBER LOCATION/ WELD TYPE/ DIR STRESS LOADING HOR STRESS 29 STA 1 9.86 20 .53 29 END 1 10.74 20 .53 30 STA 1 3.17 19 1.32 30 END 1 8.75 19 1.32 31 STA 1 .2.79 20 2.36 31 END 1 3.65 20 2.36 32 STA 1 9.49 19 .53 32 END 1 3.21 20 .49 33 STA 1 9.63 20 1.53 33 END 1 9.80 20 1.53 34 STA 1 20 1.18 34 END 1 19 .54 35 STA 1 20 .53 35 END 1 19 1.32 36 STA 1 19 1.68 36 END 1 19 1.68 User ID: R. C. E. -- PAGE NO. 30 WELD SIZE/ COMB STRESS/ VERT STRESS DIR STRESS 3/16 14.93 .65 14.90 3/16 9.86 .47 9.84 3/16 10.87 1.06 10.74 3/16 6.81 .88 6.62 3/16 3.17 2.07 .36 3/16 9.29 2.06 8.75 3/16 8.47 .78 8.42 3/16 .2.79 .83 2.61 3/16 4.28 1.64 3.65 3/16 9.96 1.62 9.71 3/16 9.49 1.15 9.35 3/16 3.37 .89 3.21 3/16 3.44 .89 3.28 3/16 9.63 1.26 9.46 3/16 10.09 1.72 9.80 3/16 4.25 1.74 3.50 STAAD SPACE • STAAD-III WELD DESIGN User ID: R. C. E. -- PAGE NO. 31 ALL UNITS ARE - INCH KIP MEMBER LOCATION/ WELD TYPE/ WELD SIZE/ COMB STRESS/ LOADING HOR STRESS VERT STRESS DIR STRESS 37 STA 1 3/16 8.65 20 .02 .03 8.65 37 END 1 3/16 5.18 20 .02 .03 5.18 38 STA 1 3/16 5.18 20 .02 .03 5.18 38 END 1 3/16 .70 12 .02 .01 .70 39 STA 1 3/16 19.89 20 .00 .29 19.89 39 END 1 3/16 11.99 20 .00 .29 11.99 40 STA 1 4/16 22.45 20 .00 .37 22.44 40 END 1 3/16 2.08 20 .00 .50 2.02 41 STA 1 3/16 8.55 20 .03 .01 8.55 41 END 1 3/16 5.25 20 .04 .01 5.25 42 STA 1 3/16 5.25 20 .04 .01 5.25 42 END 1 3/16 .75 20 .04 .01 .75 43 STA 1 3/16 7.55 19 .02 .02 7.55 43 END 1 3/16 4.67 19 .02 .02 4.67 44 STA 1 3/16 4.67 19 .02 .02 4.67 44 END 1 3/16 .69 19 .02 .03 .69 • User ID: R. C. E. STAAD SPACE -- PAGE NO. 32 STAAD-III WELD DESIGN ALL UNITS ARE - INCH KIP MEMBER LOCATION/ WELD TYPE/ WELD SIZE/ COMB STRESS/ LOADING HOR STRESS VERT STRESS DIR STRESS 45 STA 1 3/16 7.71 20 .02 .02 7.71 45 END 1 3/16 4.76 20 .02 .02 4.76 46 STA 1 3/16 4.76 20 .02 .02 4.76 46 END 1 3/16 .70 20 .02 .03 .70 47 STA 1 3/16 8.22 19 .03 .01 8.22 47 END 1 3/16 5.07 19 .04 .01 5.07 48 STA 1 3/16 5.07 -19 .04 .01 5-.07 48 END 1 3/16 .75 19 .04 .01 .75 49 STA 1 3/16 13.58 20 .01 .05 13.58 49 END 1 3/16 9.13 20 .01 .06 9.13 50 STA 1 3/16 9.13 20 .01 .06 9.13 50 END 1 3/16 3.10 9 .00 .03 3.10 51 STA 1 3/16 13.80 20 .01 .06 13.80 51 END 1 3/16 9.21 20 .01 .06 9.21 52 STA 1 3/16 9.21 20 .01 .06 9.21 52 END 1 3/16 2.00 20 .01 .07 2.00 ,STAAD SPACE • STAAD-III WELD DESIGN User ID: R. C. E. -- PAGE NO. 33 ALL UNITS ARE - INCH KIP MEMBER LOCATION/ WELD TYPE/ WELD SIZE/ COMB STRESS/ LOADING HOR STRESS VERT STRESS DIR STRESS 53 STA 1 3/16 17.18 19 .01 .05 17.18 53 END 1 3/16- 12.33 19 .01 .05 12.33 54 STA 1 3/16 12.33 19 .01 .05 12.33 54 END 1 3/16 4.85 10 .00 .03 4.85 55 STA 1 3/16 16.56 19 .01 .05 16.56 55 END 1 3/16 11.58 19 .01 .05 11.58 56 STA 1 3/16 11.58 19 .01 .05 11.58 • 56 END 1 3/16 4.70 9 .00 .03 4.70 57 STA 1 4/16 21.64 19 .01 .21 21.64 57 END 1 3/16 19.45 19 .01 .29 19.45 58 STA 1 5/16 22.61 19 .00 .30 22.61 58 END 1 3/16 - 2.18 19 .00 .51 2.12 59 STA 1 3/16 12.15 19 .03 .01 12.15 59 END 1 3/16 8.49 19 .03 .00 8.49 60 STA 1 3/16 8.49 19 .03 .00 8.49 60 END 1 3/16 2.33 20 .00 .00 2.33 • User ID: R. C. E. STAAD SPACE -- PAGE NO. • 34 STAAD-III WELD DESIGN • ********************* ALL UNITS ARE - INCH KIP MEMBER LOCATION/ WELD TYPE/ WELD SIZE/ COMB STRESS/ LOADING HOR STRESS VERT STRESS DIR STRESS 61 STA 1 3/16 13.72 19 .05 .02 13.72 61 END 1 3/16 8.08 19 .05 .03 8.08 62 STA 1 3/16 8.08 19 .05 .03 8.08 62 END 1 3/16 .75 19 .05 .04 .75 63 STA 1 3/16 15.48 20 2.05 1.91 15.22 63 END 1 3/16 5.68 20 2.05 1.91 4.94 64 STA 1 3/16 16.65 19 .76 .78 16.61 • 64 END 1 3/16 17.23 19 .76 .78 17.20 65 STA 1 3/16 8.70 19 .02 .37 8.70. 65 END 1 3/16 8.02 20 .01 .54 8.01 66 STA 1 3/16 9.71 19 .00 .63 9.69 66 END 1 3/16 9.11 20 .01 .45 9.10 67 STA 1 3/16 11.35 19 .01 .52 11.33 67 END 1 3/16 12.83 19 .01 .52 12.82 68 STA 1 4/16 21.90 19 .00 .45 21.90 68 END 1 3/16 2.53 20 .00 .58 2.46 • 34 STAAD SPACE User ID: R. C. E. -- PAGE NO. 35 • STAAD-III WELD DESIGN ALL UNITS ARE - INCH KIP MEMBER LOCATION/ WELD TYPE/ WELD SIZE/ COMB STRESS/ LOADING HOR STRESS VERT STRESS DIR STRESS 69 STA 1 3/16 11.35 9 .00 .29 11.34 69 END 1 3/16 1.65 9 .00 .29 1.62 70 STA 1 3/16 11.18 10 .00 .29 11.18 70 END 1 3/16 1.42 10 .00 .29 1.39 71 STA 1 3/16 6.92 19 .00 .16 6.92 71 END 1 3/16 1.28 20 .00 .16 1.27 72 STA 1 3/16 3.05 19 .05 .70 2.97 72 END 1 4/16 25.74 20 .04 .37 25.74 73 STA 1 4/16 21.41 20 .03 .28 21.41 73 END 1 3/16 2.99 19 .04 .82 2.87 74 STA 1 3/16 9.94 10 .02 1.36 9.84 74 END 1 3/16 10.26 19 .02 1.03 10.20 75 STA 1 3/16 9.21 19 .03 .50 9.20 75 END 1 3/16 9.91 9 .02 1.58 9.79 76 STA .1 3/16 16.98 19 .01 1.05 16.94 76 END 1 3/16 17.74 20 .01 1.12 17.70 • STAAD SPACE • STAAD-III WELD DESIGN ********************* User ID: R. C. E. -- PAGE NO. 36 ALL UNITS ARE - INCH KIP MEMBER LOCATION/ WELD TYPE/ WELD SIZE/ COMB STRESS/ LOADING HOR STRESS VERT STRESS DIR STRESS 77 STA 1 3/16 19.02 19 .01 1.05 18.99 77 END 1 3/16 16.78 20 .01 .99 16.75 78 STA 1 3/16 13.15 20 .09 .17 13.15 78 END 1 3/16 9.19 20 .09 .14 9.19 79 STA 1 3/16 6.92 20 .33 .27 6.91 79 END 1 3/16 6.92 19 .34 .33 6.90 80 STA 1 3/16 6.34 20 .68 .65 6.27 80 END 1 .3/16 6.96 20 .68 .63 6.90 81 STA 1 3/16 7.26 19 1.04 1.09 7.10 81 END 1 3/16 9.23 19 1.04 1.12 9.10 82 STA 1 3/16 7.72 20 .70 .44 7.68 82 END 1 3/16 9.88 19 .47 .42 9.87 83 STA 1 3/16 7.96 20 1.26 .94 7.81 83 END 1 3/16 6.15 20 1.25 .91 5.95 84 STA 1 3/16 2.16 19 .43 .40 2.08 84 END 1 3/16 4.90 20 .30 .31 4.88' C7 STAAD SPACE • STAAD-III WELD DESIGN ********************* User ID: R. C. E. -- PAGE NO. 37 ALL UNITS ARE - INCH KIP MEMBER LOCATION/ WELD TYPE/ WELD SIZE/ COMB STRESS/ LOADING HOR STRESS VERT STRESS DIR STRESS 85 STA 1 3/16 1.05 24 .27 .28 .97 85 END 1 3/16 2.09 19 .45 .46 1.99 86 STA 1 3/16 2.95 19 .29 .17 2.93 86 END 1 3/16 2.80 20 .25 .13 2.79 87 STA 1 3/16 2.06 19 .19 .22 2.03 87 END 1 3/16 2.93 20 .20 .18 2.92 88 STA 1 3/16 2.84 19 .64 .56 2.71 88 END 1 3/16 2.29 19 .64 .56 2.13 ****************** END OF TABULATED WELD DESIGN ****************** 362. *CHECK LATERAL & GRAVITY AT COLUMNS 363. LOAD LIST 25 TO 28. 364. PARAMETER 365. CODE AISC 366. FYLD 36. MEMB 33 TO 48 54 TO 60 63 TO 67 71 367. RATIO 1.33 MEMB 33 TO 48 54 TO 60 63 TO 67 71 368. BEAM 1. MEMB 33 TO 48 54 TO 60 63 TO 67 71 369. CHECK CODE MEMB 33 TO 48 54 TO 60 63 TO 67 71 • • 0 STAAD SPACE STAAD-III CODE CHECKING - (AISC) User ID: R. C. E. -- PAGE NO. 38 ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE NOTED) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION 33 ST TUB 70504 PASS AISC- H1-3 .339 25 .03 C -1.83 -77.21 50.91 34 ST TUB 70504 PASS AISC- H1-3 .340 25 .04 C -1.92 -77.36 .00 35 ST TUB 70504 PASS AISC- H1-3 .341 25 .04 C -1.75 -77.79 50.91 36 ST TUB 70504 PASS AISC- H1-3 .339 25 .03 C -1.54 -77.57 .00 37 ST TUB 50504 PASS AISC- H1-3 .123 25 1.96 C -11.21 -3.13 .00 38 ST TUB 50504 PASS AISC- H1-3 .081 25 2.13 C -6.05 -1.70 .00 39 ST W14 X26 PASS AISC- H1-3 .223 25 4.11 C 7.16 -59.22 .00 40 ST W14 X26 PASS AISC- H1-3 .204 26 7.83 C 4.47 -28.63 .00 41 ST TUB 50504 PASS AISC- H1-3 .118 25 1.87 C -12.69 1.01 .00 42 ST TUB 50504 PASS AISC- H1-3 .078 25 2.05 C' -6.85 .55 .00 43 ST TUB 50504 PASS AISC- H1-3 .123 25 1.91 C -14.31 -.08 .00 44 ST TUB 50504 PASS AISC- H1-3 .081 25 2.08 C -7.72 -.05 .00 45 ST TUB 50504 PASS AISC- H1-3 .124 25 1.93 C -13.75 -.83 .00 46 ST TUB 50504 PASS AISC- H1-3 .081 25 2.10 C -7.42 -.44 .00 47 ST TUB 50504 PASS AISC- H1-3 .122 26 1.90 C 13.07 -1.25 .00 48 ST TUB 50504 PASS AISC- H1-3 .080 26 2.07 C 7.05 -.67 .00 54 ST TUB 50504 PASS AISC- H1-1 .479 26 25.23 C .21 21.66 .00 55 ST TUB 50504 PASS AISC- H1-3 .365 26 9.36 C -1.77 34.15 .00 56 ST TUB 50504 PASS AISC- H1-1 .453 25 24.77 C -2.40 16.65 .00 57 ST W14 X26 PASS AISC- H1-3 .308 26 4.31 C 18.36 38.79 .00 58 ST W14 X26 PASS AISC- H1-3 .246 26 7.34 C 10.14 22.95 .00 STAAD SPACE User ID: R. C. E. -- PAGE NO. 39 • ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE NOTED) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION 59 ST TUB 50504 PASS AISC- H1-3 .225 25 7.38 C -13.78 -5.44 .00 60 ST TUB 50504 PASS AISC- H1-3 .177 25 7.55 C -8.12 -3.23 .00 63 ST TUB 50504 PASS AISC- H1-3 .150 26 7.23 C 8.31 -.17 .00 64 ST TUB 50504 PASS AISC- H1-3 .056 27 1.40 C 2.90 2.68 .00 65 ST W16 X31 PASS AISC- H1-3 .170 26 .56 C -2.05 79.93 168.00 66 ST W16 X31 PASS AISC- H1-3 .286 26 .95 C -2.05 105.31 .00 67 ST W14 X26 PASS AISC- H1-3 .116 25 6.16 C .14 . 25.87 .00 71 ST W16 X31 PASS AISC- H1-3 .082 25 7.73 C -.04 4.58 .00 370. LOAD LIST 1 TO 7 371. PRINT SUPPORT REACTIONS • STAAD SPACE User ID: R. C. E. -- PAGE NO. 40 • SUPPORTREACTIONS -UNIT KIP INCH - STRUCTURE TYPE = SPACE JOINT LOAD FORCE -X FORCE -Y FORCE -Z MOM -X MOM -Y MOM Z 34 1 .03 1.58 .01 .00. .00 .00 2 .00 .01 .00 .00 .00 .00 3 .02 .73 .01 .00 .00 .00 4 .00 .00 .00 .00 .00 .00 5 -.03 -.25 .04 .00 .00 .00 6 .00 .00 .00 .00 .00 .00 7 -.07 -.07 -.03 .00 .00 .00 36 1 .09 4.86 .01 .00 .00 .00 2 .20 2.58 .00 .00 .00 .00 3 -.02 1.62 .01 .00 .00 .00 4 .00 .01 .00 .00 .00 .00 5 -2.60 -3.64 .02 .00 .00 .00 6 .00 .01 .00 .00 .00 .00 7 -3.33 -4.89 -.02 .00 .00 .00 38 1 .03 1.56 .00 .00 .00 .00 2 .00 .00 .00 .00 .00 .00 3 .02 .68 .00 .00 .00 .00 4 .00 01 .00 .00 .00 .00 5 .00 .00 .00 .00 .00 .00 6 .00 .01 .00 .00 .00 .00 7 -.11 -.40 -.02 .00 .00 .00 40 1 -.01 1.58 -.03 .00 .00 .00 2 .00 .00 .00 .00 .00 .00 3 .00 .69 -.02 .00 .00 .00 4 .00 .00 .00 .00 .00 .00 • 5 .00 .00 .00 .00 .00 .00 6 .00 .00 .00 .00 .00 .00 7 -.10 .31 -.02 .00 .00 .00 42 1 .00 1.58 -.03 .00 .00 .00 2 .00 .00 .00 .00 .00 .00 3 .00 .69 -.02 .00 .00 .00 4 .00 .01 .00 .00 .00 .00 5 .00 .02 -.01 .00 .00 .00 6 .00 .01 .00 .00 .00 .00 7 -.10 -.32 .02 .00 .00 .00 44 1 -.03 1.58 .00 .00 .00 .00 2 .00 .00 .00 .00 .00 .00 3 -.02 .69 .00 .00 .00 .00 4 .00 .00 .00 .00 .00 .00 5 00 -.01 -.01 .00 .00 .00 6 .00 .00 .00 .00 .00 .00 7 -.10 .40 .02 .00 .00 .00 46 1 .07 4.50 .00 .00 .00 .00 2 .00 .00 .00 .00 .00 .00 3 .06 3.00 .00 .00 .00 .00 4 .00 4.13 .00 .00 .00 .00 5 -.01 -.01 .00 .00 .00 .00 6 .00 3.02 .00 .00 .00 .00 • STAAD SPACE User ID: R. C. E. -- PAGE NO. 41 • SUPPORT REACTIONS -UNIT KIP INCH STRUCTURE TYPE - = SPACE JOINT LOAD FORCE -X FORCE -Y FORCE -Z MOM -X MOM -Y MOM Z 7 -.14 -.15 .00 .00 .00 .00 48 1 .07 4.37 .00 .00 .00 .00 2 .00 .00 .00 .00 .00 .00 3 .05 2.90 .00 .00 .00 .00 4 .00 -.03 .00 .00 .00 .00 5 -.01 -.01 .00 .00 .00 .00 6 .00 -.02 .00 .00 .00. .00 7 -.15 -.16 .00 .00 .00 .00 50 1 -.08 6.35 .00 .00 .00 .00 2 .00 .00 .00 .00 .00 .00 3 -.06 4.94 .00 .00 .00 .00 4 .00 -6.83 .00 .00 .00 .00 5 -.01 -.16 -.02 .00 .00 .00 6 .00 -4.46 .00 .00 .00 .00 7 -.14 .34 .01 .00 .00 .00 52 1 -.07 6.08 -.01 .00 .00 .00 2 .00 .00 .00 .00 .00 .00 3 -.05 4.74 -.01 .00 .00 .00 4 .00 12.22 .00 .00 .00 .00 5 -.01 .19 -.02 .00 .00 .00 6 .00 8.25 .00 .00 .00 .00 7 -.15 .02 .01 .00 .00 .00 54 1 -.08 4.62 .03 .00 .00 .00 2 -.13 2.08 .00 .00 .00 .00 3 .00 1.77 .03 .00 .00 .00 4 .00 -.01 .00 .00 .00 .00 5 -2.69 5.25 -.01 .00 .00 .00 6 .00 -.01 .00 .00 .00 .00 7 -3.41' 6.56 .02 .00 .00 .00 56 1 .00 4.83 -.02 .00 .00 .00 2 .00 .03 .00 .00 .00 .00 3 .00 3.84 -.02 .00 .00 .00 4 .00 .00 -.01 .00 .00 .00 5 .00 -.01 .00 .00 .00 .00 6 .00 .00 -.01 .00 .00 .00 7 -.09 -.05 -.06 .00 .00 .00 58 1 -.01 1.71 -.01 .00 .00 .00 2 .00 -.02 .00 .00 .00 .00 3 -.01 .85 -.01 .00 .00 .00 4 .00 .00 .00 .00 .00 .00 5 -.01 .01 -.01 .00 .00 .00 6 .00 .00 .00 .00 .00 .00 7 -.11 .20 -.09 .00 .00 .00 63 1 -.04 7.88 .01 .00 .00 .00 2 -.07 5.25 .00 .00 .00 .00 3 .00 2.70 .01 .00 .00 .00 4 .00 .00 .00 .00 .00 .00 5 -3.33 -1.38 .00 .00 .00 .00 STAAD SPACE User ID: R. C. E. -- PAGE N0. 42 ************** END OF LATEST ANALYSIS RESULT ************** 372. FINISH *************** END OF STAAD-III *************** **** DATE= NOV 1,1999 TIME= 14:36:49 **** ********************************************************* * For questions on STAAD-III, contact: * Research Engineers, Inc at * West Coast: Ph- (714) 974-2500 Fax- (714) 921-2543 * * East Coast: Ph- (508) 688-3626 Fax- (508) 685-7230 * ********************************************************* is e SUPPORTREACTIONS -UNIT KIP INCH STRUCTURE - TYPE = SPACE JOINT LOAD FORCE -X FORCE -Y FORCE -Z MOM -X MOM -Y MOM Z 6 .00 .00 .00 .00 .00 .00 7 -4.23 -1.63 .01 .00 .00 .00 65 1 .00 4.37 -.35 .00 .00 .00 2 .00 3.04 -.21 .00 .00 .00 3 .00 1.39 -.14 .00 .00 .00 4 .00 4.15 -1.60 .00 .00 .00 5 .00 -.03 .01 .00 .00 .00 6 .00 3.28 -1.26 .00 .00 .00 7 -.03 -.47 .17 .00 .00 .00 67. 1 .00 3.75 .36 .00 .00 .00 2 .00 1.88 .21 .00 .00 .00 3 .00 1.38 .14 .00 .00 .00 4 .00 -4.14 -1.61 .00 .00 .00 5 .00 .06 .01 .00 .00 .00 6 .00 -3.27 -1.27 .00 .00 .00 7 -.02 1.23 .25 .00 .00 .00 69 1 .01 4.68 .00 .00 .00 .00 2 .00 2.50 .00 .00 .00 .00 3 .01 1.91 .00 .00 .00 .00 4 -.02 -.02 .00 .00 .00 .00 5 -.04 -.04 .00 ''.00 .00 .00 6 -.02 -.02 .00 .00 .00 .00 7 -1.10 -.91 .01 .00 .00 .00 68 1 .00 .00 .03 .00 .00 .00 2. .00 .00 .00 .00 .00 .00 3 .00 .00 .02 .00 .00 .00 4 .00 .00 -.01 .00 .00 .00 5 .00 .00 -.01 .00 .00 .00 6 .00 .00 -.01 .00 .00 .00 7 .00 .00 -.26 .00 .00 .00 ************** END OF LATEST ANALYSIS RESULT ************** 372. FINISH *************** END OF STAAD-III *************** **** DATE= NOV 1,1999 TIME= 14:36:49 **** ********************************************************* * For questions on STAAD-III, contact: * Research Engineers, Inc at * West Coast: Ph- (714) 974-2500 Fax- (714) 921-2543 * * East Coast: Ph- (508) 688-3626 Fax- (508) 685-7230 * ********************************************************* is e V • • • -9 q MN/ELEM 6 3 STRUCTURE DATA TYPE = SPACE NJ = 9 NM = 8 NE = 0 NS = 0 NRJ= 2 5 g NL = 13 XMAX= 210.0 YMAX= 264.0 ZMAX= .0 4 1 J=8,M=9 UNIT INC KIP S T A A D P 0 S T— P L O T( REV o 22. 3 ) 0A TE: JUN 28, 1999 TITLE: TOM OAUTERMAN ENTRY FRAME LINE E -9 q jo T� "11 A MN/ELEM STRUCTURE DATA TYPE = SPACE NJ = 8 NM = 8 4 NE = 0 NS = 0 NR J= 2 2 NL = 13 XMAX= 210.0 YMAX= 264.0 ZMAX= .0 " 3 J=8,M=8 UNIT INC KIP S T A A D P O S T- P L O T( REV. 22. 3 ) DATE: JUN 29, 1999 TITLE: TOM DAUTERMAN ENTRY FRAME LINE E jo T� "11 A tr MN/ELEM y�1O)(3 STRUCTURE DATA TYPE = SPACE 6 NJ = 9 m x NM = 9 O NE = 0 3 NS = 0 m x NR J= 2 W�0X30 NL = 13 - 3 XMAX= 21 0.0 YMAX= 264.0 W 0X30 0X30 ZMAX= .0 O m x a 3 8 m x B 3 J=9,M=9 UNIT INC KIP S T A A D P 0 S T - P L O T ( REV. 22. 3 ) DATE: JUN 29, 1999 TITLE: TOM DAUTERMAN ENTRY FRAME LINE E tr User ID: R. C. E. PAGE NO. EF1, L ************************************************** 0 * S T A A D- III * Revision 22.3 * Proprietary Program of * Research Engineers, Inc. * Date= JUN 28, 1999 * Time= 9:24:27 * * USER ID: R. C. E. ************************************************** 1. STAAD SPACE TOM DAUTERMAN ENTRY FRAME LINE E 2. INPUT WIDTH 72 3. OUTPUT LENGTH 66 4. UNIT FEET KIP 5. JOINT COORDINATES 6. 1 .000 .000 .000 7. 2 .000 11.000 .000 8. 3 -1.000 22.000 .000 9. 4 15.500 .000 .000 10. 5 15.500 11.000 .000 11. 6 16.500 22.000 .000 12. 7 -1.000 11.000 .000 13. 8 16.500 11.000 .000 14. MEMBER INCIDENCES 15. 1 1 2 16. 2 7 3 17. 3 4 5 18. 4 8 19. 5 2 5 5 20. 6 3 6 21. 7 2 7 22. 8 5 8 23. UNIT FEET POUND 24. MEMBER PROPERTY AMERICAN 25. 1 TO 8 TABLE ST W10X30 26. CONSTANT 27. E STEEL ALL 28. DENSITY STEEL ALL 29. POISSON STEEL ALL 30. UNIT FEET KIP 31. SUPPORT 32. 1 4 PINNED 33. UNIT FEET POUND 34. LOAD 1 DEAD LOAD 35. MEMBER LOAD 36. *MISC FRAMING @ FLOOR 37. 5 7 8 UNI GY -100. 38. *LOWER ROOF 39. 5 7 8 UNI GY -88. 40. *FLOOR TRIB 41. 5 7 8 UNI GY -112. 0 • • TOM DAUTERMAN ENTRY FRAME LINE E 42. *ROOF TRIB 43..6 UNI GY -132. 44. *SOFFIT FRAMING 45. 6 UNI GY -100. 46. JOINT LOAD 47. 2 5 FY -2660. 48. 3 6 FY -2471. 49. SELFWEIGHT Y -1. 50. LOAD 2 LIVE LOAD 51. MEMBER LOAD 52. 5 7 8 UNI GY -160. 53. 6 UNI GY -96. 54. JOINT LOAD 55. 2 5 FY -4275. 56. 3 6 FY -1311. 57. LOAD 3 WIND 58. MEMBER LOAD 59. 5 7 8 UNI GX 97. 60. 6 UNI GX 97. 61. LOAD 4 SEISMIC 62. MEMBER LOAD 63. 5 7 8 UNI GX 39. 64. 6 UNI GX 39. 65. LOAD 5 DL + LL 66. REPEAT LOAD 67. 1 1. 2 1. 68. LOAD 6 DL + LL + E -W WIND 69. REPEAT LOAD 70. 1 1. 2 1. 3 1. 71. LOAD 7 DL + LL + E -W SEISMIC 72. REPEAT LOAD 73. 1 1. 2 1. 4 1. 74. LOAD 8 .67D + E -W WIND 75. REPEAT LOAD 76. 1 .667 3 1. 77. LOAD 9 .85D + E -W SEISMIC 78. REPEAT LOAD 79. 1 .85 4 1. 80. LOAD 10 COLUMN AXIAL COMPRESSION 81. REPEAT LOAD 82. 1 1. 2 .7 4 2.25 83. LOAD 11 COLUMN AXIAL COMPRESSION 84. REPEAT LOAD 85. 1 1. 2 .7 4 -2.25 86. LOAD 12 COLUMN AXIAL TENSION 87. REPEAT LOAD 88. 1 .85 4 2.25 89. LOAD 13 COLUMN AXIAL TENSION 90. REPEAT LOAD 91. 1 .85 4 -2.25 92. UNIT INCHES KIP 93. PDELTA 4 ANALYSIS User ID: R. C. E. -- PAGE NO. C -=F 2 • 0 • TOM DAUTERMAN ENTRY FRAME LINE E P R O B L E M S T A T I S T I C S ----------------------------------- User ID: R. C. E. -- PAGE NO. EF 3 NUMBER OF JOINTS/MEMBER+ELEMENTS/SUPPORTS = 8/ 8/ 2 ORIGINAL/FINAL BAND -WIDTH = 5/ 3 TOTAL PRIMARY LOAD CASES = 13, TOTAL DEGREES OF FREEDOM = 42 SIZE OF STIFFNESS MATRIX = 882 DOUBLE PREC. WORDS REQRD/AVAIL. DISK SPACE = 12.03/ 537.7 MB, EXMEM =1969.0 MB ++ Processing Element Stiffness Matrix. ++ Processing Global Stiffness Matrix. ++ Processing Triangular Factorization. ++ Calculating Joint Displacements. ++ Adjusting Displacements ++ Adjusting Displacements ++ Adjusting Displacements ++ Adjusting Displacements ++ Calculating Member Forces. 94. PLOT SECTION FILE 95. *CHECK GRAVITY ONLY CONDITIONS 96. LOAD LIST 1 2 5 97. PARAMETER 98. CODE AISC 99. FYLD 36. MEMB 1 TO 8 100. RATIO 1. MEMB 1 TO 8 101. BEAM 1. MEMB 1 TO 8 102. CHECK CODE MEMB 1 TO 8 9:24:28 9:24:28 9:24:28 9:24:28 9:24:28 9:24:28 9:24:28 9:24:28 9:24:28 User ID: R. C. E. TOM DAUTERMAN ENTRY FRAME LINE E -- PAGE NO. EF4 • STAAD-III CODE CHECKING - (AISC) • ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE NOTED) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION ------------------ 1 ST W10 X30 PASS AISC- H1-1 .163 5 18.80 C .00 3.81 132.00 2 ST W10 X30 PASS AISC- H1-3 .174 5 7.24 C .00 79.67 132.00 3 ST W10 X30 PASS AISC- H1-1 .163 5 18.80 C .00 -3.81 132.00 4 ST W10 X30 PASS AISC- H1-3 .174 5 7.24 C .00 -79.67 132.00 5 ST W10 X30 PASS AISC- H2-1 .196 5 .74 T .00 115.99 .00 6 ST W10 X30 PASS AISC- H1-3 .175 5 .77 C .00 -84.79 105.00 7 ST W10 X30 PASS SHEAR -Y .171 5 .77 T .00 112.18 .00 8 ST W10 X30 PASS SHEAR -Y .171 5 .77 T .00 112.18 .00 103. PARAMETER s 104. CODE,AISC • 105. 106. WSTR 14.4 MEMB WMIN .188 MEMB 1 TO 8 1 TO 8 107. WELD 1. MEMB 1 TO 8 108. SELECT WELD MEMB 1 TO 8 • User ID: R. C. E. TOM DAUTERMAN ENTRY FRAME LINE E -- PAGE NO. EF5 0 STAAD-III WELD DESIGN • ALL UNITS ARE - INCH KIP MEMBER LOCATION/ WELD TYPE/ WELD SIZE/ COMB STRESS/ LOADING HOR STRESS VERT STRESS DIR STRESS 1 STA 1 3/16 3.08 5 .00 .00 3.08 1 END 1 3/16 3.23 5 .00 .00 3.23 2 STA 1 3/16 2.41 5 .00 .13 2.41 2 END 1 3/16 5.50 5 .00 .13 5.50 3 STA 1 3/16 3.08 5 .00 .00 3.08 3 END 1 3/16 3.23 5 .00 .00 3.23 4 STA 1 3/16 2.41 5 .00 .13 2.41 • 4 END 1 3/16 5.50 5 .00 .13 5.50 5 STA 1 3/16 6.50 5 .00 .62 6.47 5 END 1 3/16 6.50 5 .00 .62 6.47 6 STA 1 3/16 4.52 5 .00 .51 4.49 6 END 1 3/16 4.52 5 .00 .51 4.49 7 STA 1 3/16 6.40 5 .00 1.27 6.27 7 END 1 3/16 1.80 5 .00 1.19 1.35 8 STA 1 3/16 6.40 5 .00 1.27 6.27 8 END 1 3/16 1.80 5 .00 1.19 1.35 0 • User ID: R. C. E. TOM DAUTERMAN ENTRY FRAME LINE E -- PAGE NO. STAAD-III WELD DESIGN ********************* ALL UNITS ARE - INCH KIP MEMBER LOCATION/ WELD TYPE/ WELD SIZE/ COMB STRESS/ LOADING HOR STRESS VERT STRESS DIR STRESS ****************** END OF TABULATED WELD DESIGN ****************** 109. *CHECK LATERAL & GRAVITY CONDITIONS 110. LOAD LIST 3 4 6 TO 9 111. PARAMETER 112. CODE AISC 113. FYLD 36. MEMB 1 TO 8 114. RATIO 1.33 MEMB 1 TO 8 115. BEAM 1. MEMB 1 TO 8 116. CHECK CODE MEMB 1 TO 8 I i User ID: R. C. E. TOM DAUTERMAN ENTRY FRAME LINE E -- PAGE NO. EF7 STAAD-III CODE CHECKING - (AISC) ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE NOTED) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION 1 ST W10 X30 PASS AISC- H1-3 .454 6 15.06 C .00 -229.96 132.00 2 ST W10 X30 PASS AISC- H2-1 .132 3 .85 T .00 -89.51 132.00 3 ST W10 X30 PASS AISC- H1-1 .481 6 22.53 C .00 -237.60 132.00 4 ST W10 X30 PASS AISC- H1-3 .312 6 8.12 C .00 -171.36 132.00 5 ST W10 X30 PASS AISC- H2-1 .645 6 1.51 T .00 382.15 186.00 6 ST W10 X30 PASS AISC- H2-1 .326 6 1.62 T .00 171.36 210.00 7 ST W10 X30 PASS SHEAR -Y .163 7 .43 T .00 . 99.16 .00 8 ST W10 X30 PASS AISC- H2-1 .196 6 1.71 T .00 144.55 .00 117. PARAMETER 118. CODE AISC 119. WSTR 14.4 MEMB 1 TO 8 120. WMIN .188 MEMB 1 TO 8 121. RATIO 1.3.3 MEMB 1 TO 8 122. WELD 1. MEMB 1 TO 8 123. SELECT WELD MEMB 1 TO 8 User ID: R. C. E. TOM DAUTERMAN ENTRY FRAME LINE E -- PAGE NO. EF8 40 STAAD-III WELD DESIGN ALL UNITS ARE - INCH KIP MEMBER LOCATION/ WELD TYPE/ WELD SIZE/ COMB STRESS/ LOADING HOR STRESS VERT STRESS DIR STRESS 1 STA 1 3/16 2.84 7 .00 .11 2.83 1 END 1 3/16 15.01 6 .00 .28 15.01 2 STA 1 3/16 1.87 7 .00 .07 1.87 2 END 1 3/16 5.04 3 .00 .14 5.04 3 STA 1 3/16, 3.70 6 .00 .28 3.69 3 END 1 3/16 16.65 6 .00 .28 16:65 4 STA 1 3/16 3.76 6 .00 .27 3.75 • 4 END 1 3/16 10.66 6 .00 .27 10.66 5 STA 1 3/16 14.20 3 .00 .45 14.19 5 END 1 4/16 15.72 6 .00 .82 15.70 6 STA 1 3/16 5.04 3 .00 .14 5.04 6 END 1 3/16 9.67 6 .00 .66 9.65 7 STA 1 3/16 5.63 7 .00 1.21 5.50 7 END 1 3/16 1.39 7 .00 1.13 .81 8 STA 1 3/16 8.32 6 .00 1.41 8.20 8 END 1 3/16 3.00 6 .00 1.33 2.69 40 0 r User ID: R. C. E. TOM DAUTERMAN ENTRY FRAME LINE E -- PAGE NO. Sr -9 STAAD-III WELD DESIGN ********************* ALL UNITS ARE - INCH KIP MEMBER LOCATION/ WELD TYPE/ WELD SIZE/ COMB STRESS/ LOADING HOR STRESS VERT STRESS DIR STRESS ****************** END OF TABULATED WELD DESIGN ****************** 124. *CHECK LATERAL & GRAVITY AT COLUMNS 125. LOAD LIST 10 TO 13 126. PARAMETER 127. CODE AISC 128. FYLD 36. MEMB 1 TO 4 129. RATIO 1.33 MEMB 1 TO 4 130. BEAM 1. MEMB 1 TO 4 131. CHECK CODE MEMB 1 TO 4 User ID: R. C. E. TOM DAUTERMAN ENTRY FRAME LINE E -- PAGE NO. r=F10 132. LOAD LIST 1 TO 4 133. PRINT SUPPORT REACTIONS • 0 STAAD-III CODE CHECKING - (AISC) ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE,NOTED) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION 1 ST W10 X30 PASS AISC- H1-1 .428 11 19.82 C .00 213.28 132.00 2 ST W10 X30 PASS AISC- H1-3 .284 11 7.39 C .00 155.93 132.00 3 ST W10 X30 PASS AISC- H1-1 . .428 10 19.82 C .00 -213.28 132.00 4 ST W10 X30 PASS AISC- H1-3 284 10 7.39 C .00 -155.92 132.00 132. LOAD LIST 1 TO 4 133. PRINT SUPPORT REACTIONS • 0 TOM DAUTERMAN ENTRY FRAME LINE E SUPPORT -REACTIONS -UNIT KIP INCH User ID: R. C. E. -- PAGE .NO.4EFl l STRUCTURE TYPE = SPACE JOINT LOAD FORCE -X FORCE -Y FORCE -2 1 1 .01 10.97 .00 2 .02 7.83 .00 3 -1.71 -3.61 .00 4 -.68 -1.45 .00 4` 1 -.01 10.97 .00 2 -.02 7.83 .00 3 -1.68 .00 4 -.68 _3.61 L.45 .00 0 MOM -X MOM -Y MOM Z .00 .00 .00 .00 .00 .00 ..00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 ************** END OF LATEST ANALYSIS RESULT ************** 134. FINISH *************** END OF STAAD-III *************** **** DATE= JUN 28,1999 TIME= 9:24:29 **** ********************************************************* * For questions on STAAD-III, contact: * Research Engineers, Inc at * West Coast: Ph- (714) 974-2500 Fax- (714) 921-2543 * East Coast: Ph- (508) 688-362 14 N 0 • �7 r MN/ELEM 9 10 STRUCTURE DATA TYPE = PLANE NJ = 10 NM = 10 NE = 0 NS = 0 NRJ= 3 NL = 13 XMAX= 456.0 2 4 9 6 YMAX= 264.0 ZMAX= .0 1 3 5 J=10,M=10 UNIT INC KIP S T A A D. P 0 S T— P L O T ( REV a 22, 3 ) DATE: JUN 29, 1999 TITLE: TOM OAUTERMAN FRONT DECK �7 r 1-1 N U) D • MN/ELEM 10 STRUCTURE DATA TYPE = PLANE NJ = 10 NM = 10 NE = 0 NS = 0 9 9 NRJ= 3 NL = 13 XMAX= 456.0 4 5 6 7 YMAX= 264.0 ZMAX= 0 1 2 3 J=10.M=10 UNIT INC KIP S T A A D POS T — P L O T( REV o 22. 3 ) DATE: JUN 26, 1999 TITLE: TOM DAUTERMAN FRONT DECK O H El • I-] MN/ELEM W10X30 STRUCTURE DATA TYPE = PLANE NJ = 10 NM = 10 8 8 m m NE = 0 x x 6 NS = 0 3 3 NR J= 3 NL = 13 XMAX= 4.0 56 W1OX30 W10X30 W 1 0 X 3 0 W1OX30 YMAX= 264,0 ZMAX= .0 0 8 m m x x a a 3 3 J=10,M=10 UNIT INC KIP S T A A D P 0 S T— P L O T( REV o 22. 3) OA TE: JUN 29, 1999 TITLE: TOM OAUTERMAN FRONT DECK User ID: R. C. E. PAGE NO. LF 1 • ************************************************** * S T A A D- III * Revision 22.3 * Proprietary Program of * Research Engineers, Inc. * Date= JUN 28, 1999 * Time= 9:59:21 * * * USER ID: R. C. E. ************************************************** 1. STAAD PLANE TOM DAUTERMAN FRONT DECK 2. INPUT WIDTH 72 3. OUTPUT LENGTH 66 4. UNIT FEET KIP 5. JOINT COORDINATES 6. 1 .000 .000. .000 7. •2 .000 11.000 .000 8. 3 20.000 .000 .000 9. 4 20.000 11.000 .000 10. 5 38.000 .000 .000 11. 6 38.000 11.000 .000 12. 7 10.000 11.000 .000 13. 8 29.500 11.000 .000 14. 9 10.000 22.000 .000 15. 10 29.500 22.000 .000 16. MEMBER INCIDENCES 17. 1 1 2 18. 2 3 4 19. 3 5 6 20. 4 2 7 21. 5 7 4 22. 6 4 8 23. 7 8 6 24. 8 7 9 25. 9 8 10 26. 10 9 10 27. UNIT INCHES KIP 28. MEMBER PROPERTY AMERICAN 29. 1 TO 10 TABLE ST W10X30 30. UNIT FEET KIP 31. CONSTANT 32. E STEEL ALL 33. DENSITY STEEL ALL 34. POISSON STEEL ALL 35. SUPPORT 36. 1 3 5 PINNED 37. UNIT FEET POUND 38. LOAD 1 DEAD LOAD 39. MEMBER LOAD 40. 4 7 UNI GY -224. 41. 5 6 UNI GY -162. • TOM DAUTERMAN FRONT DECK 42. 10 UNI GY -132. 43. SELFWEIGHT Y -1. 44. LOAD 2 LIVE LOAD 45. MEMBER LOAD 46. 4 7 UNI GY -163. 47. 5 6 UNI GY -347. 48. 10 UNI GY -96. 49. LOAD 3 WIND 50. MEMBER LOAD 51. 4 TO 7 UNI GX 25. 52. 10 UNI GX 25. 53. LOAD 4 SEISMIC 54. MEMBER LOAD 55. 4 TO 7 UNI GX 60. 56. 10 UNI GX 50. 57. LOAD 5 D + RL 58. REPEAT LOAD 59. 1 1. 2 1. 60. LOAD 6 D + RL + E -W WIND 61. REPEAT LOAD 62. 1 1. 2 1. 3 1. 63. LOAD 7 D + RL + E -W SEISMIC 64. REPEAT LOAD 65. 1 1. 2 1. 4 1. 66. LOAD 8 .67D + E -W WIND 67. REPEAT LOAD 68. 1 .667 3 1. 69. LOAD 9 .85D + E -W SEISMIC 70. REPEAT LOAD 71. 1 .85 4 1. 72. LOAD 10 COLUMN AXIAL COMPRESSION • 73. REPEAT LOAD 74. 1 1. 2 .7 4 2.25 75. LOAD 11 COLUMN AXIAL COMPRESSION 76. REPEAT LOAD 77. 1 1. 2 .7 4 -2.25 78. LOAD 12 COLUMN AXIAL TENSION 79. REPEAT LOAD 80. 1 .85 4 2.25 81. LOAD 13 COLUMN AXIAL TENSION 82. REPEAT LOAD 83. 1 .85 4 -2.25 84. UNIT INCHES KIP 85. PDELTA 4 ANALYSIS P R O B L E M S T A T I S T I C S ----------------------------------- User ID: R. C. E. -- PAGE NO. 1,F 2 NUMBER OF JOINTS/MEMBER+ELEMENTS/SUPPORTS = 10/ 10/ 3 ORIGINAL/FINAL BAND -WIDTH = 5/ 3 TOTAL PRIMARY LOAD CASES = 13, TOTAL DEGREES OF FREEDOM = 24 SIZE OF STIFFNESS MATRIX = 240 DOUBLE PREC. WORDS REQRD/AVAIL. DISK SPACE = 12.03/ 537.6 MB, EXMEM = 1969.0 MB TOM DAUTERMAN FRONT DECK ++ Processing Element Stiffness Matrix. ++ Processing Global Stiffness Matrix., ++ Processing Triangular Factorization. go ++ Calculating Joint Displacements. ++ Adjusting Displacements ++ Adjusting Displacements ++ Adjusting Displacements ++ Adjusting Displacements ++ Calculating Member Forces. 86. PLOT SECTION FILE 87. *CHECK GRAVITY ONLY CONDITIONS 88. LOAD LIST 1 2 5 89. PARAMETER 90. CODE AISC 91. FYLD 36. MEMB 1 TO 10 92. RATIO 1. MEMB 1 TO 10 93. BEAM 1. MEMB 1 TO 10 94. CHECK CODE MEMB 1 TO 10 0 • User ID: R. C. E. -- PAGE NO. I -F 3 9:59:22 9:59:22 9:59:22 9:59:22 9:59:22 9:59:22 9:59:22 9:59:22 9:59:22 0 0 • • TOM DAUTERMAN FRONT DECK STAAD-III CODE CHECKING - (AISC) User ID: R. C. E. -- PAGE NO. 1..F 4 ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE NOTED) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION 1 ST W10 X30 PASS AISC- H1-3 .271 5 5.59 C .00 157.27 132.00 2 ST W10 X30 PASS AISC- H1-3 .159 5 14.14 C .00 -28.07 132.00 3 ST W10 X30 PASS AISC- H1-3 .228 5 5.18 C .00 -129.47 132.00 4 ST W10 X30 PASS AISC- H1-3 .328 5 1.19 C .00 -223.46 120.00 5 ST W10 X30 PASS AISC- H1-3 .466 5 .55 C .00 323.97 120.00 6 ST W10 X30 PASS AISC- H1-3 .424 5 .33 C .00 295.90 .00 7 ST W10 X30 PASS AISC- H1-3 .270 5 .98 C .00 -184.40 .00 8 ST W10 X30 PASS AISC- H1-3 .121 5 2.81 C .00 68.10 132.00 9 ST W10 X30 PASS AISC- H1-3 .134 5 2.88 C .00 -76.81 132.00 10 ST W10 X30 PASS AISC- H1-3 .177 5 .65 C .00 76.81 234.00 95. PARAMETER 96. CODE AISC 97. WSTR 14.4 MEMB 1 TO 10 98. WMIN .125 MEMB 1 TO 10 99. WELD 1. MEMB 1 TO 10 100. SELECT WELD MEMB 1 TO 10 User ID: R. C. E. TOM DAUTERMAN FRONT DECK -- PAGE NO.L F 5 STAAD-III WELD DESIGN ALL UNITS ARE - INCH KIP MEMBER LOCATION/ WELD TYPE/ WELD SIZE/ COMB STRESS/ LOADING HOR STRESS VERT.STRESS DIR STRESS 1 STA 1 2/16 1.40 5 .00 .29 1.37 1 END 1 2/16 14.22 5 .00 .29 14.21 2 STA 1 2/16 3.48 5 .00 .05 3.48 2 END 1 2/16 5.70 5 .00 .05 5.70 3 STA 1 2/16 1.29 5 .00 .24 1.27 3 END 1 2/16 11.83 5 .00 .24 11.83 4 STA 1 2/16 13.28 5 .00 1.29 13.21 4 END 1 3/16 12.44 5 .00 .18 12.43 5 STA 1 3/16 11.39 5 .00 .28 11.39 5 END 1 4/16 13.40 5 .00 .87 13.38 6 STA 1 4/16 12.22 5 .00 .82 12.20 6 END 1 3/16 9.70 5 .00 .26 9.70 7 STA 1 3/16 10.26 5 .00 .21 10.26 7 END 1 2/16 10.94 5 .00 1.19 10.88 8 STA 1 2/16 2.11 5 .00 .16 2.10 8 END 1 2/16 6.21 5 .00 .16 6.20 User ID: R. C. E. TOM DAUTERMAN FRONT DECK -- PAGE NO.1LF-6 • STAAD-III WELD DESIGN ********************* ALL UNITS ARE - INCH KIP MEMBER LOCATION/ WELD TYPE/ WELD SIZE/ COMB STRESS/ LOADING HOR STRESS --------------------- VERT STRESS DIR STRESS 9 STA 1 2/16 1.40 5 .00 .16 1.39 9 END 1 2/16 6.94 5 .00 .16 6.94 10 STA 1 2/16 5.79 5 .00 .61 5.75 10 END 1 2/16 6.50 5 .00 .63 6.47 ****************** END OF TABULATED WELD DESIGN ****************** 101. *CHECK LATERAL & GRAVITY CONDITIONS 102. LOAD LIST 3 4 6 TO 9 103. PARAMETER 104. CODE AISC 105. FYLD 36. MEMB 1 TO 10 106. RATIO 1.33 MEMB 1 TO 10 107. BEAM 1. MEMB 1 TO 10 108. CHECK CODE MEMB 1 TO 10 u User ID: R. C. E. TOM DAUTERMAN FRONT DECK -- PAGE NO.%, F 7 STAAD-III CODE CHECKING - (AISC) ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE NOTED) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION 1 ST W10 X30 PASS AISC- H1-3 .189 6 5.06 C' .00 102.53 132.00 2 ST W10 X30 PASS AISC- H1-3 .422 7 13.97 C .00 -213.44 132.00 3 ST W10 X30 PASS AISC- H1-3 .422 7 6.51 C .00 -257.68 132.00 4 ST W10 X30 PASS AISC- H1-3 .314 6 1.03 C .00 -214.91 120.00 5 ST W10 X30 PASS AISC- H1-3 .599 7 1.32 C .00 412.73 120.00 6 ST W10 X30 PASS AISC- H1-3 .364 6 .31 C .00 253.40 .00 7 ST W10 X30 PASS AISC- H1-3 .381 7 1.94 C .00 257.68 102.00 8 ST W10 X30 PASS AISC- H1-3 .104 6 2.71 C .00 56.75 132.00 9 ST W10 X30 PASS AISC- H1-3 .166 7 3.07 C .00 -98.67 132.00 10 ST W10 X30 PASS AISC- H1-3 .234 7 1.12 C .00 98.67 234.00 109. PARAMETER 110. CODE AISC 111. FYLD 14.4 MEMB 1 TO 10 112. WMIN .125 MEMB 1 TO 10 113. RATIO 1.33 MEMB 1 TO 10 114. WELD 1. MEMB 1 TO 10 115. SELECT WELD MEMB 1 TO 10 User ID: R. C. E. TOM DAUTERMAN FRONT DECK -- PAGE NO.1�F 8 • STAAD-III WELD DESIGN • ALL UNITS ARE - INCH KIP MEMBER LOCATION/ WELD TYPE/ WELD SIZE/ COMB STRESS/ LOADING HOR STRESS VERT STRESS DIR STRESS 1 STA 1 2/16 1.26 6 ..00 .19 1.24 1 END 1 2/16 10.25 4 .00 .23 10.25 2 STA 1 2/16 3.46 6 .00 .20 3.46 2 END 1 3/16 13.93 7 .00 .26 13.93 3 STA 1 2/16 1.67 7 .00 .48 1.60 3 END 1 3/16 15.13 7 .00 .32 15.13 4 STA 1 2/16 10.20 4 .00 .28 10.20 ® 4 END 1 2/16 17.91 6 .00 .14 17.91 5 STA 1 3/16 12.94 7 .00 .44 12.93 5 END 1 4/16 17.15 7 .00 .99 17.12 6 STA 1 3/16 13.93 6 .00 1.01 13.89 6 END 1 2/16 13.27 6 .00 .26 13.26 7 STA 1 2/16 16.14 7 .00 .65 16.13 7 END 1 3/16 14.47 7 .00 1.01 14.43 8 STA 1 2/16 3.60 4 .00 .12 3.60 8 END 1 2/16 5.25 6 .00 .10 5.25 • User ID: R. C. E. TOM DAUTERMAN FRONT DECK -- PAGE N0. LF 9 STAAD-III WELD DESIGN ********************* ALL UNITS ARE - INCH KIP MEMBER LOCATION/ WELD TYPE/ WELD SIZE/ COMB STRESS/ LOADING HOR STRESS VERT STRESS DIR STRESS 9 STA 1 2/16 4.85 7 .00 .28 4.84 9 END 1 2/16 8.78 7 .00 .28 8.78 10 STA 1 2/16 4.80 6 .00 .59 4.76 10 END 1 2/16 8.41 7 .00 .67 8.38 ****************** END OF TABULATED WELD DESIGN ****************** 116. *CHECK LATERAL & GRAVITY AT COLUMNS 117. LOAD LIST 10 TO 13 118. PARAMETER 119. CODE AISC 120. FYLD 36. MEMB 1 TO 3 8 9 to 121. RATIO 1.33 MEMB 1 TO 3 8 9 122. BEAM 1. MEMB 1 TO 3 8 9 123. CHECK CODE MEMB 1 TO 3 8 9 • User ID: R. C. E. TOM DAUTERMAN FRONT DECK -- PAGE NO.V F 10 { • STAAD-III CODE CHECKING - (AISC) ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE NOTED) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION 1 ST W10 X30 PASS AISC- H1-3 .652 11 7.52 C .00 413.36 132.00 2 ST W10 X30 PASS AISC- H1-3 .725 10 11.54 C .00 -440.28 132.00 3 ST W10 X30 PASS AISC- H1-3 .634 10 7.56 C .00 -400.22 132.00 8 ST W10 X30 PASS AISC- H1-3 .184 11 2.96 C .00' -111.80 .00 9 ST W10 X30 PASS AISC- H1-3 .192 10 3.02 C .00 -117.16 132.00 124. LOAD LIST 1 TO 4 125. PRINT SUPPORT REACTIONS 0 r: TOM DAUTERMAN FRONT DECK User ID: R. C. E. -- PAGE NO.%'F 11 SUPPORT REACTIONS -UNIT KIP INCH • ----------------- STRUCTURE TYPE = PLANE JOINT LOAD FORCE -X FORCE -Y FORCE -Z MOM -X MOM -Y MOM Z 1 1 .67 3.37 .00 .00 .00 .00 2 .53 2.22 .00 .00 .00 .00 3 -.41 -.52 .00 .00 .00 .00 4 -.92 -1.14 .00 .00 .00 .00 3 1 -.12 6_.75 .00 .00 .00 .00 2 -.10 7.39 .00 .00 .00 .00 3 -.61 -.08 .00 .00 .00 .00 4 -1.38 -.17 .00 .00 .00 .00 5 1 -.55 3.13 .00 .00 .00 .00 2 -.43 2.04 .00 .00 .00 .00 3 -.42 .60 .00 .00 .00 .00 4 -.95 1.31 .00 .00 .00 .00 ************** END OF LATEST ANALYSIS RESULT ************** 126. FINISH *************** END OF STAAD-III *************** **** DATE= JUN 28,1999 TIME= 9:59:23 **** * For questions on STAAD-III, contact: * Research Engineers, Inc at * West Coas • MN/ELEM STRUCTURE DATA 17 26 23 TYPE = SPACE 14 6 NJ = 39 1 4 24 NM = 50 NE = 17 1 NS = 0 32 NR J= 6 3 NL = 21 3 1 0 XMAX= 529.0 31 1 YMAX= 150.0 3 9 ZMAX= 289.0 5 11 9 7 J=39,M=50.E=17 UNIT INC KIP 5 T A A D P 0 5 T- P L O T (REV. 22.3 ) 0A TE: JUN 29. 1999 TITLE: TOM DAUTERMAN BACK DECK Jp no MN/ELEM STRUCTURE DATA 37 3 TYPE = SPACE NJ = 3e 49 29 63 29 55 NM = 50 1 0 51 0 2 NE = 17 62 56 NS = 0 5 4e 1 1 1 NRJ= 6 1 7 NL = 21 S7 39 XMAX= 528.0 1 5e 3 YMAX= 150.0 3e 2 ZMAX= 2ee.0 7 1 6 5 4 J=3e,M=50,E=17 UNIT INC KIP S T A A D P 0 5 T- P L O T( REV e 22. 3 ) DATE: JUN 29, 1999 TITLE: TOM DAUTERMAN BACK DECK Jp no User ID: R. C. E. PAGE NO. 1 ,b 0 * S T A A D - III * Revision 22.3 * Proprietary Program of * Research Engineers, Inc. * Date= JUN 29, 1999 * Time= 9:55:52 * * USER ID: R. C. E. ************************************************** 1. STAAD SPACE TOM DAUTERMAN BACK DECK 2. INPUT WIDTH 79 3. OUTPUT LENGTH 66 4. UNIT FEET KIP 5. JOINT COORDINATES 6. 1 .000 .000 .000 7. 2 .000 11.000 .000 8. 3 16.000 .000 .000 9. 4 16.000 11.000 .000 10. 5 32.000 .000 8.000 11. 6 32.000 12.500 8.000 12. 7 .000 .000 16.000 13. 8 .000 11.000 16.000 14. 9 16.000 .000 16.000 15. 10 16.000 11.000 16.000 16. 11 32.000 .000 16.000 17. 12 32.000 12.500 16.000 18. 13 -8.000 11.000 .000 19. 14 24.000 11.000 .000 20. 15 .000 11.000 -8.000 21. 16 .000 11.000 8.000 22. 17 16.000 11.000 -8.000 23. 18 16.000 11.000 8.000 24. 19 -8.000 11.000 8.000 25. 20 16.000 12.500 8.000 26. 21 16.000 11.000 4.000 27. 22 8.000 12.500 8.000 28. 23 36.000 12.500 8.000 29. 24 24.000 11.000 4.000 30. 25 16.000 12.500 4.000 31. 26 32.000 12.500 4.000 32. 27 24.000 12.500 4.000 33. 28 12.000 12.500 4.000 34. 29 .000 12.500 16.000 35. 30 16.000 12.500 16.000 36. 31 .000 11.000 10.000 37. 32 16.000 11.000 10.000 38. 33 .000 12.500 10.000 39. 34 16.000 12.500 10.000 40. 35 -8.000 12.500 10.000 41. 36 36.000 12.500 16.000 0 TOM DAUTERMAN BACK DECK 42. 37 -8.000 12.500 16.000 43. 38 -8.000 12.500 8.000 44. MEMBER INCIDENCES 45. 1 1 2 46. 2 3 4 47. 3 5 6 48. 4 7 8 49. 5 9 10 50. 6 11 12 51. 7" 13 2 52. 8 2 4 53. 9 4 14 54. 10 15 2 55. 11 2 16 56. 12 16 31 57. 13 31 8 58. 14 17 4 59. 15 4 21 60. 16 18 32 61. 17 32 10 62. 18 19 16 63. 19 16 18 64. 20 18 20 65. 21 21 18 66. 22 22 20 67. 23 20 6 68. 24 6 23 69. 25 21 24 70. 26 21 25 71. 27 26 6 72. 28 6 12 73. 29 24 27 74. 30 28 25 75. 31 25 27 76. 32 27 26 77. 33 26 23 78. 34 28 22 79. 35 13 15 80. 36 15 17 81. 37 17 14 82. 38 8 29 83. 39 10 30 84. 40 29 30 85. 41 30 12 86. 42 31 33 87. 43 32 34 88. 44 35 33 89. 45 33 34 90. 46 12 36 91. 47 37 29 92. 65 1 8 93. 66 3 10 94. 67 1 4 95. ELEMENT INCIDENCES 96. 48 2 15 13 97. 49 4 14 17 User ID: R. C. E. -- PAGE NO. Esq 2 • TOM DAUTERMAN BACK DECK User ID: R. C. E. -- PAGE NO. 150 3 98. 50 6 23 26 99. 51 2 4 17 15 100. 52 16 18 4 2 101. 53 2 13 19 16 102. 54 4 21 24 14 103. 55 6 12 36 23 104. 56 12 6 34 30 105. 57 30 34 33 29 106. 58 37 29 33 35 107. 59 33 34 20 22 108. 60 22 38 35 33 109. 61 20 34 6 110. 62 22 20 25 28 111. 63 6 26 27 20 112. 64 20 27 25 113. UNIT INCHES KIP 114. MEMBER PROPERTY AMERICAN 115. 1 TO 6 TABLE ST TUB60608 116. 20 25 TO 39 42 43 65 TO 67 TABLE ST TUB60606 117. 7 TO 19 21 TO 24 40 41 44 TO 47 TABLE ST TUB80606 118. ELEMENT PROPERTY 119. 48 TO 64 THICKNESS 4. 120. *MEMBER RELEASE 121. *65 TO 67 START MY MZ 122. *65 TO 67 END MY MZ 123. UNIT FEET KIP 124. CONSTANT 125. E STEEL MEMB 1 TO 47 65 TO 67 126. E CONCRETE MEMB 48 TO 64 127. DENSITY STEEL MEMB 1 TO 47 65 TO 67 128. POISSON STEEL MEMB 1 TO 47 65 TO 67 129. DENSITY CONCRETE MEMB 48 TO 64 130. POISSON CONCRETE MEMB 48 TO 64 131. *BETA 90. MEMB 4 5 132. SUPPORT 133. 1 3 5 7 9 11 PINNED 134. CUT OFF MODE SHAPE 50 135. LOAD 1 DL 136. SELFWEIGHT Y -1. 137. LOAD 2 LL 138. ELEMENT LOAD 139. 48 TO 64 PR GY -.04 140. LOAD 3 EQ SPECTRUM IN (X) DIRECTION W/ 2/3 Y 141. SELFWEIGHT X 1. 142. SELFWEIGHT Y 1. 143. SELFWEIGHT Z 1. 144. *USE THE CHICO, CA PGA OF O.1G 145. *USE A SCALE OF X = 0.125 TO GET UBC SCALED BASE SHEAR 146. SPECTRUM CQC X 0.125 Y .083 ACC SCALE 32.2 147. .2 2.5; .4 2.5; .6 1.7; .8 1.2; 1. 1.; 1.2 1.; 1.4 .8; 148. 2. .5; 2.2 .6; 2.4 .5; 2.6 .4; 2.8 .4; 3. .3; 5. .3 149. LOAD 4 EQ SPECTRUM IN (Z) DIRECTION W/ 2/3 Y 150. *USE THE CHICO, CA PGA OF O.1G 151. *USE A SCALE OF Z = 0.125 TO GET UBC SCALED BASE SHEAR 152. SPECTRUM CQC Y .083 Z 0.125 ACC SCALE 32.2 153. .2 2.5; .4 2.5; .6 1.7; .8 1.2; 1. 1.; 1.2 1.; 1.4 .8; 1.6 .7; 1.8 .6 1.6 .7; 1.8 .6 • U • TOM DAUTERMAN BACK DECK User ID: R. C. E. -- PAGE NO. 'C04 154. 2. .5; 2.2 .6; 2.4 .5; 2.6 .4; 2.8 .4; 3. .3; 5. .3 155. LOAD 5 DL + FL 156. REPEAT LOAD 157. 1 1. 2 1. 158. LOAD 6 DL + FL + EQ -X 159. REPEAT LOAD 160. 1 1. 2 1. 3 1. 161. LOAD 7 DL + FL - EQ -X 162. REPEAT LOAD 163. 1 1. 2 1. 3 -1. 164. LOAD 8 DL + FL + EQ -Z 165. REPEAT LOAD 166. 1 1. 2 1. 4 1. 167. LOAD 9 DL + FL - EQ -Z 168. REPEAT LOAD 169. 1 1. 2 1. 4 -1. 170. LOAD 10 0.85DL + EQ -X 171. REPEAT LOAD 172. 1 .85 3 1. 173. LOAD 11 0.85DL - EQ -X 174. REPEAT LOAD 175. 1 .85 3 -1. 176. LOAD 12 0.85DL + EQ -Z 177. REPEAT LOAD 178. 1 .85 4 1. 179. LOAD 13 0.85DL - EQ -Z 180. *ADDITIONAL STEEL LOAD CASES 181. REPEAT LOAD 182. 1 .85 4 -1. 183. LOAD 14 COLUMN AXIAL COMPRESSION PER - UBC 2211.5.1 184. REPEAT LOAD 185. 1 1. 2 .7 3 2.25 186. LOAD 15 COLUMN AXIAL COMPRESSION PER - UBC 2211.5.1 187. REPEAT LOAD 188. 1 1. 2 .7 3 -2.25 189. LOAD 16 COLUMN AXIAL TENSION PER - UBC 2211.5.1 190. REPEAT LOAD 191. 1 .85 3 2.25 192. LOAD 17 COLUMN AXIAL TENSION PER - UBC 2211.5.1 193. REPEAT LOAD 194. 1 .85 3 -2.25 195. LOAD 18 COLUMN AXIAL COMPRESSION PER - UBC 2211.5.1 196. REPEAT LOAD 197. 1 1. 2 .7 4 2.25 198. LOAD 19 COLUMN AXIAL COMPRESSION PER - UBC 2211.5.1 199. REPEAT LOAD 200. 1 1. 2 .7 4 -2.25 201. LOAD 20 COLUMN AXIAL TENSION PER - UBC 2211.5.1 202. REPEAT LOAD 203. 1 .85 4 2.25 204. LOAD 21 COLUMN AXIAL TENSION PER - UBC 2211.5.1 205. REPEAT LOAD 206. 1 .85 4 -2.25 207. UNIT INCHES KIP 208. PERFORM ANALYSIS • • • User ID: R. C. E. TOM DAUTERMAN BACK DECK -- PAGE NO. 8P15 P R O B L E M S T A T I S T I C S ----------------------------------- NUMBER OF JOINTS/MEMBER+ELEMENTS/SUPPORTS = 38/ 67/ 6 ORIGINAL/FINAL BAND -WIDTH = 30/ 11 TOTAL PRIMARY LOAD CASES = 21, TOTAL DEGREES OF FREEDOM = 210 SIZE OF STIFFNESS MATRIX = 14490 DOUBLE PREC. WORDS REQRD/AVAIL. DISK SPACE = 12.46/ 536.2 MB, EXMEM = 1969.0 MB ++ Processing Element Stiffness Matrix. 9:55:53 ++ Processing Global Stiffness Matrix. 9:55:53 ++ Processing Triangular Factorization. 9:55:53 ++ Calculating Joint Displacements. 9:55:53 ++ Calculating Eigensolution. 9:55:53 �J 0 TOM DAUTERMAN BACK DECK CALCULATED FREQUENCIES FOR LOAD CASE MODE FREQUENCY(CYCLES/SEC) 3 User ID: R. C. E. -- PAGE NO.(:-�O 6 PERIOD(SEC) 1 4.987 .20054 2 6.105 .16380 3 6.574 .15211 4 6.909 .14473 5 7.782 .12850 6 10.131 .09870 7 10.786 .09271 8 11.577 .08638 9 11.969 .08355 10 13.920 .07184 11 14.223 .07031 12 16.129 .06200 13 20.616 .04851 14 22.346 .04475 15 28.049 .03565 16 30.574 .03271 17 32.606 .03067 18 35.694 .02802 19 42.254 .02367 20 45.412 .02202 21 46.253 .02162 22 48.608 .02057 23 59.880 .01670 24 63.173 .01583 25 66.539 .01503 26 69.091 .01447 27 74.624 .01340 28 78.426 .01275 29 79.085 .01264 30 84.476 .01184 31 87.837 .01138 32 88.902 .01125 33 91.291 .01095 34 91.764 .01090 35 100.084 .00999 36 113.699 .00880 ++ Calculating Response Spectrum Displacements. 9:55:56 • • 0 TOM DAUTERMAN BACK DECK MASS PARTICIPATION FACTORS IN PERCENT -------------------------------------- MODE X Y Z 1 2.04 .34 .06 2 19.81 2.28 5.03 3 7.17 5.95 1.70 4 .34 9.01 .30 5 .22 .10 .19 6 .02 4.17 1.85 7 50.94 5.16 9.80 8 3.12 12.99 7.22 9 10.96 5.39 1.74 10 .52 5.18 3.44 11 3.81 3.43 66.62 12 .02 .25 1.21 13 .10 1.80 .01 14 .22 2.50 .07 15 .02 1.18 .02 16 .13 .00 .13 17 .02 1.18 .00 18 .03 .20 .01 19 .14 .07 .00 20 .02 .16 .14 21 .03 .16 .00 22 .00 .19 .00 23 .02 .44 .00 24 .01 1.09 .01 25 .00 9.87 .00 26 .06 1.00 .00 27 .18 7.67 .00 28 .00 8.03 .12 29 .00 1.34 .04 30 .00 .27 .01 31 .00 .06 .00 32 .00 .05 .00 33 .00 2.14 .00 34 .00 6.25 .12 35 .01 .05 .01 36 .00 .02 .00 User ID: R. C. E. -- PAGE NO. 5,D7 BASE SHEAR IN KIP ------------------ SUMM-X SUMM-Y SUMM-Z X Y Z 2.043 .344 .064 2.78 .47 .09 21.851 2.624 5.092 22.11 2.54 5.61 29.017 8.576 6.797 7.43 6.17 1.77 29.359 17.587 7.100 .34 8.89 .30 29.576 17.686 7.293 .19 .09 .17 29.599 21.857 9.141 .02 2.81 1.24 80.534 27.018 18.937 32.18 3.26 6.19 83.650 40.006 26.154 1.83 7.64 4.25 94.615 45.394 27.890 6.24 3.07 .99 95.138 50.576 31.332 .26 2.54 1.68 98.950 54.002 97.949 1.83 1.64 31.92 98.969 54.251 99.156 .01 .11 .51 99.067 56.056 99.168 .03 .60 .00 99'.283 58.559 99.242 .07 .76 .02 99.299 59.739 99.264 .00 .29 .01 99.430 59.739 99.397 .03 .00 .03 99.452 60.919 99.397 .00 .25 .00 99.480 61.120 99.403 .01 .04 .00 99.621 61.191 99.407 .02 .01 .00 99.637 61.354 99.549 .00 .02 .02 99.668 61.514 99.553 .00 .02 .00 99.668 61.704 99.555 .00 .03 .00 99.684 62.142 99.559 .00 .05 .00 99.690 63.230 99.564 .00 .12 .00 99.692 73.095 99.567 .00 1.01 .00 99.756 74.092 99.570 .01 .10 .00 99.939 81.762 99.571 .02 .70 .00 99.942 89.791 99.694 .00 .70 .01 99.942 91.130 99.730 .00 .12 .00 99.942 91.399 99.738 .00 .02 .00 99.942 91.457 99.741 .00 .00 .00 99.944 91.505 99.741 .00 .00 .00 99.944 93.648 99.746 .00 .16 .00 99.944 99.902 99.865 .00 .46 .01 99.952 99.951 99.873 .00 .00 .00 99.952 99.971 99.876 .00 .00 .00 TOTAL ------------ SHEAR 40.41 -------------- 14.92 33.40 • • TOM DAUTERMAN BACK DECK MASS PARTICIPATION FACTORS IN PERCENT -------------------------------------- User ID: R. C. E. -- PAGE NO. 508 BASE SHEAR IN KIP ------------------ MODE X Y Z SUMM-X SUMM-Y SUMM-Z X Y Z 1 2.04 .34 .06 2.043 .344 .064 2.78 .47 .09 2 19.81 2.28 5.03 21.851 2.624 5.092 43.60 5.02 11.07 3 7.17 5.95 1.70 29.017 8.576 6.797 17.72 14.72 4.21 4 .34 9.01 .30 29.359 17.587 7.100 .90 23.82 .80 5 .22 .10 .19 29.576 17.686 7.293 .66 .30 .58 6 .02 4.17 1.85 29.599 21.857 9.141 .08 15.47 6.86 7 50.94 5.16 9.80 80.534 27.018 18.937 196.01 19.86 37.70 8 3.12 12.99 7.22 83.650 40.006 26.154 12.45 51.89 28.83 9 10.96 5.39 1.74 94.615 45.394 27.890 44.52 21.88 7.05 10 .52 5.18 3.44 95.138 50.576 31.332 2.27 22.45 14.91 11 3.81 3.43 66.62 98.950 54.002 97.949 16.65 14.96 290.93 12 .02 .25 1.21 98.969 54.251 99.156 .09 1.14 5.50 13 .10 1.80 .01 99.067 56.056 99.168 .48 8.79 .06 14 .22 2.50 .07 99.283 58.559 99.242 1.07 12.41 .37 15 .02 1.18 .02 99.299 59.739 99.264 .08 6.10 .12 16 .13 .00 .13 99.430 59.739 99.397 .69 .00 .70 17 .02 1.18 .00 99.452 60.919 99.397 .12 6.24 .00 18 .03 .20 .01 99.480 61.120 99.403 .15 1.08 .03 19 .14 .07 .00 99.621 61.191 99.407 .77 .38 .02 20 .02 .16 .14 99.637 61.354 99.549 .09 .89 .78 21 .03 .16 .00 99.668 61.514 99.553 .17 .88 .02 22 .00 .19 .00 99.668 61.704 99.555 .00 1.05 .01 23 .02 .44 .00 99.684 62.142 99.559 .09 2.45 .02 24 .01 1.09 .01 99.690 63.230 99.564 .03 6.13 .03 25 .00 9.87 .00 99.692 73.095 99.567 .02 55.72 .01 26 .06 1.00 .00 99.756 74.092 99.570 36 5.64 .02 27 .18 7.67 .00 99.939 81.762 99.571 1.04 43.61 .01 28 .00 8.03 .12 99.942 89.791 99.694 .02 45.77 .70 29 .00 1.34 .04 99.942 91.130 99.730 .00 7.64 .21 30 .00 .27 .01 99.942 91.399 99.738 .00 1.54 .05 31 .00 .06 .00 99.942 91.457 99.741 .00 .33 .02 32 .00 .05 .00 99.944 91.505 99.741 .01 .28 .00 33 .00 2.14 .00 99.944 93.648 99.746 .00 12.31 .03 34 .00 6.25 .12 99.944 99.902 99.865 .00 35.92 .68 35 .01 .05 .01 99.952 99.951 99.873 .05 .29 .05 36 .00 .02 .00 99.952 99.971 99.876 .00 .11 .01 TOTAL --------------------------- SHEAR 207.53 119.72 295.61 • F-7 • TOM DAUTERMAN BACK DECK ++ Calculating Member Forces. 209. *PDELTA 4 ANALYSIS 210. PLOT SECTION FILE 211. *CHECK GRAVITY ONLY CONDITIONS 212. LOAD LIST 1 2 5 213. PARAMETER 214. CODE AISC 215. FYLD 46. MEMB 1 TO 47 65 TO 67 216. RATIO 1. MEMB 1 TO 47 65 TO 67 217. BEAM 1. MEMB 1 TO 47 65 TO 67 218. PUNCH 3. MEMB 1 TO 6 65 TO 67 219. PUNCH 5. MEMB 7 TO 47 220. CHECK CODE MEMB 1 TO 47 65 TO 67 User ID: R. C. E. -- PAGE N0.131>9 9:55:56 • • TOM DAUTERMAN BACK DECK STAAD-III CODE CHECKING - (AISC) User ID: R. C. E. -- PAGE NO. E!MO 11 ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE NOTED) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION 1 ST TUB 60608 PASS AISC- H1-3 .280 5 25.54 C 23.28 -53.08 132.00 2 ST TUB 60608 PASS AISC- H1-3 .167 5 24.62 C 9.70 16.22 132.00 3 ST TUB 60608 PASS AISC- H1-3 .142 5 11.46 C -22.65 -17.70 150.00 4 ST TUB 60608 PASS AISC- H1-3 .295 5 13.20 C -80.86 -28.29 132.00 5 ST TUB 60608 PASS AISC- H1-3 .110 5 10.10 C -26.66 3.25 132.00 6 ST TUB 60608 PASS AISC- H1-3 .032 5 4.26 C -.68 -4.91 150.00 7 ST TUB 80606 PASS AISC- H1-3 .318 5 .37 C -1.21 181.15 96.00 8 ST TUB 80606 PASS AISC- H2-1. .115 5 .01 T .56 65.76 .00 9 ST TUB 80606 PASS AISC- H1-3 .150 5 .38 C 2.19 83.24 .00 10 ST TUB 80606 PASS AISC- H2-1 .381 5 T -1.52 217.61 96.00 11 ST TUB 80606 .35 PASS AISC- H2-1 .371 5 1.05 T 1.28 210.56 .00 12 ST TUB 80606 PASS AISC- H2-1 .662 5 2.79 T 51.44 -315.84 24.00 13 ST TUB 80606 PASS AISC- H2-1 .465 5 6.14 T 33.61 -215.62 .00 14 ST TUB 80606 PASS AISC- H1-3 .334 5 .55 C -1.38 189.95 96.00 15 ST TUB 80606 PASS AISC- H1-3 .416 5 3.56 C 4.19 227.20 .00 16 ST TUB 80606 PASS AISC- H2-1 .268 5 11.72 T 31.81 -91.75 .00 17 ST TUB 80606 PASS AISC- H2-1 .209 5 7.45 T -.35 -104.02 .00 18 ST TUB 80606 PASS PUNCHING SHR .611 5 .48 T -2.69 64.83 96.00 19 ST TUB 80606 PASS PUNCHING SHR .187 5 3.09 C .83 59.47 .00 20 ST TUB 60606 PASS AISC- H1-3 .429 5 2.02 C -81.13 -79.45 .00 21 ST TUB 80606 PASS PUNCHING SHR .604 5 7.31 T 1.55 -63.42 48.00 0 TOM DAUTERMAN BACK DECK User ID: R. C. E. -- PAGE NO.Boll ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE NOTED) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION 22 ST TUB 80606 PASS AISC- H2-1 .073 5 1.03 T -1.88 37.83 96.00 23 ST TUB 80606 PASS PUNCHING SHR .070 5 .33 C -.12 -13.24 48.00 24 ST TUB 80606 PASS AISC- H1-3 .081 5 .12 C -.67 45.76 .00 25 ST TUB 60606 PASS PUNCHING SHR .085 5 .99 C -.67 9.25 96.00 26 ST TUB 60606 PASS AISC- H1-3 .491 5 7.51 C -172.57 -2.38 .00 27 ST TUB 60606 PASS AISC- H1-3 .081 5 .97 C .22 28.88 48.00 28 ST TUB 60606 PASS AISC- H2-1 .071 5 .39 T -.27 26.20 .00 29 ST TUB 60606 PASS AISC- H2-1 .217 5 1.67 T -64.44 -15.68 18.00 30 ST TUB 60606 PASS AISC- H1-3 .208 5 2.52 C -9.40 65.50 48.00 31 ST TUB 60606 PASS PUNCHING SHR .184 5 .36 C .73 13.82 .00 32 ST TUB 60606 PASS AISC- H2-1 .046 5 .22 T 2.02 -15.12 .00 33 ST TUB 60606 PASS AISC- H2-1 .039 5 34 ST TUB 60606 .04 T PASS -.40 AISC- H1-3 14.36 .068 67.88 5 .44 C -2.39 -22.68 67.88 35 ST TUB 60606 PASS AISC- H2-1 .138 5 .52 T 1.04 50.86 .00 36 ST TUB 60606 PASS AISC- H2-1 .083 5 .91 T .80 29.42 .00 37 ST TUB 60606 PASS AISC- H2-1 .079 5 2.00 T -.46 26.36 135.76 38 ST TUB 60606 PASS AISC- H1-3 .296 5 7.86 C -77.46 -22.07 18.00 39 ST TUB 60606 PASS AISC- H1-3 .243 5 6.75 C -76.34 4.85 18.00 40 ST TUB 80606 PASS PUNCHING SHR .291 5 1.36 T -1.04 66.57 .00 41 ST TUB 80606 PASS PUNCHING SHR .291 5 .86 T .24 10.65 .00 42 ST TUB 60606 PASS AISC- H1-3 .369 5 6.25 C -100.22 30.17 .00 43 ST TUB 60606 PASS AISC- H1-3 .159 5 1.31 C 43.32 -15.35 .00 44 ST TUB 80606 PASS PUNCHING SHR .305 5 .11 T .63 103.91 96.00 0 TOM DAUTERMAN BACK DECK User ID: R. C. E. -- PAGE NO. 'Aj12 ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE NOTED) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION 45 ST TUB 80606 PASS PUNCHING SHR .109 5 1.13 T -:38 44.26 .00 46 ST TUB 80606 PASS AISC- H1-3 .041 5 .46 C 1.26 21.35 .00 47 ST TUB 80606 PASS PUNCHING SHR .318 5 .05 T 3.54 112.88 96.00 65 ST TUB 60606 PASS AISC- H1-3 .134 5 .78 C 10.31 -38.15 233.00 66 ST TUB 60606 PASS PUNCHING SHR .180 5 .28 C -.79 12.55 .00 67 ST TUB 60606 PASS AISC- H1-3 .074 5 .95 C 1.74 23.23 233.00 221. PARAMETER 222. CODE AISC 223. WSTR 18.4 MEMB 1 TO 47 65 TO 67 224. WMIN .188 MEMB 1 TO 47 65 TO 67 225. WELD 1. MEMB 1 TO 47 65 TO 67 226. SELECT WELD MEMB 1 TO 47 65 TO 67 • 0 TOM DAUTERMAN BACK DECK User ID: R. C. E. -- PAGE NO.EU;113 r� STAAD-III WELD DESIGN ALL UNITS ARE - INCH KIP MEMBER LOCATION/ WELD TYPE/ WELD SIZE/ COMB STRESS/ LOADING HOR STRESS VERT STRESS DIR STRESS 1 STA 1 3/16 9.45 5 .14 .17 9.44 1 END 1 3/16 14.08 5 .14 .17 14.07 2 STA 1 3/16 6.99 5 .05 .04 6.99 2 END 1 3/16 8.26 5 .05 .04 8.26 3 STA 1 3/16 2.55 5 .03 .03 2.55 3 END 1 3/16 6.93 5 .03 .03 6.93 4 STA 1 3/16 2.94 5 .14 .05 2.93 4 END 1 3/16 14.98 5 .14 .05 14.98 5 STA 1 3/16 2.24 5 .04 .01 2.24 5 END 1 3/16 5.48 5 .04 .01 5.48 6 STA 1 3/16 .95 5 .00 .01 .95 6 END 1 3/16 1.47 5 .00 .01 1.47 7 STA 1 3/16 4.00 5 .09 .49 3.97 7 END 1 3/16 14.12 5 .09 .54 14.11 8 STA 1 3/16 5.11 5 .07 .17 5.11 8 END 1 3/16 .22 2 .02 .04 .22 r� User ID: R. C. E. TOM DAUTERMAN BACK DECK -- PAGE NO. x014 STAAD-III WELD DESIGN ALL UNITS ARE - INCH KIP MEMBER LOCATION/ WELD TYPE/ WELD SIZE/ COMB STRESS/ LOADING HOR STRESS VERT STRESS DIR STRESS 9 STA 1 3/16 6.74 5 .67 .74 6.67 9 END 1 3/16 2.48 5 .67 .69 2.29 10 STA 1 3/16 2.79 5 .14 .57 2.73 10 END 1 3/16 16.95 5 .14 .62 16.94 11 STA 1 3/16 16.55 5 .39 1.02 16.51 11 END 1 3/16 11.90 5 .39 .97 11.85 12 STA 1 5/16 17.81 5 1.68 .94 17.71 12 END 1 5/16 17.74 5 1.68 .93 17.64 13 STA 1 4/16 15.59 5 .36 .93 15.56 13 END 1 3/16 14.23 5 .48 1.28 14.17 14 STA 1 3/16 1.87 5 .55 .80 1.60 14 END 1 3/16 14.87 5 .55 .84 14.84 15 STA 1 4/16 13.96 5 .25 1.32 13.90 15 END 1 3/16 13.07 5 .33 1.73 12.95 16 STA 1 3/16 12.18 5 .94 .74 12.12 16 END 1 3/16 7.26 5 .94 .75 7.16 TOM DAUTERMAN BACK DECK STAAD-III WELD DESIGN ********************* User ID: R. C. E. -- PAGE NO. W15 ALL UNITS ARE - INCH KIP MEMBER LOCATION/ WELD TYPE/ WELD SIZE/ COMB STRESS/ LOADING HOR STRESS VERT STRESS DIR STRESS 17 STA 1 3/16 9.47 5 .06 .54 9.45 17 END 1 3/16 8.78 5 .06 .58 8.76 18 STA 1 3/16 1.97 5 .98 .80 1.51 18 END 1 3/16 5.47 5 .98 .85 5.32 19 STA 1 3/16 5.26 5 .38 .38 5.24 19 END 1 3/16 1.78 5 .38 .29 1.71 20 STA 1 4/16 13.85 5 1.32 1.39 13.72 20 END 1 3/16 9.33 5 1.76 1.85 8.97 21 STA 1 3/16 1.69 5 .08 .32 1.65 21 END 1 3/16 6.42 5 .08 .30 6.41 22 STA 1 3/16 .67 5 .33 .29 .50 22 END 1 3/16 3.31 5 .33 .34 3.27 23 STA 1 3/16 .84 5 .13 .12 .82 23 END 1 3/16 1.11 5 .13 .17 1.09 24 STA 1 3/16 3.61 5 .03 .26 3.60 24 END 1 3/16 1.11 5 .03 .24 1.08 • • • User ID: R. C. E. TOM DAUTERMAN BACK DECK -- PAGE NO.E�o16 0 STAAD-III WELD DESIGN ALL UNITS ARE - INCH KIP MEMBER LOCATION/ WELD TYPE/ WELD SIZE/ COMB STRESS/ LOADING HOR STRESS VERT STRESS DIR STRESS 25 STA 1 3/16 1.02 5 .23 .23 .97 25 END 1 3/16 1.37 5 .23 .28 1.32 26 STA 1 4/16 . 16.03 5 2.48 .54 15.83 26 END 1 3/16 14.69 5 3.31 .72 14.29 27 STA 1 3/16 .57 5 .09 .22 .52 27 END 1 3/16 3.46 5 .09 .24 3.45 28 STA 1 3/16 3.04 5 .15 .24 3.03 28 END 1 3/16 .60 5 .15 .20 .54 29 STA 1 3/16 4.43 5 1.34 .31 4.21 29 END 1 3/16 9.38 5 1.34 .31 9.27 30 STA 1 3/16 2.85 5 .33 .59 2.77 30 END 1 3/16 8.91 5 .33 .62 8.88 31 STA 1 3/16 1.70 5 .03 .10 1.70 31 END 1 3/16 .85 5 .03 .05 .84 32 STA 1 3/16 2.09 5 .52 .53 1.95 32 END 1 3/16 1.02 5 .52 .58 .66 0 TOM DAUTERMAN BACK DECK STAAD-III WELD DESIGN ALL UNITS ARE - INCH KIP User ID: R. C. E. -- PAGE NO . $p 17 • MEMBER LOCATION/ WELD TYPE/ WELD SIZE/ COMB STRESS/ LOADING HOR STRESS VERT STRESS DIR STRESS 33 STA 1 3/16 .89 5 .15 .16 .86 33 END 1 3/16 1.67 5 .15 .19 1.65 34 STA 1 3/16 1.76 5 .35 • .38 1.69 34 END 1 3/16 2.93 5 .35 .35 12.88 35 STA 1 3/16 5.90 5 .32 .38 5.88 35 END 1 3/16 3.78 5 .32 .32 3.75 36 STA 1 3/16 3.56 5 .00 .06 3.56 36 END 1 3/16 2.91 5 .00 .04 2.90 37 STA 1 3/16 1.72 5 .47 .47 1.59 37 END 1 3/16 3.50 5 .47 .53 3.42 38 STA 1 3/16 9.26 5 1.63 .29 9.11 38 END 1 3/16 12.90 5 1.63 .29 12.80 39 STA 1 3/16 8.82 5 1.71 .03 8.65 39 END 1 3/16 10.65 5 1.71 .03 10.51 40 STA 1 3/16 5.52 5 .53 .53 5.47 40 END 1 3/16 1.81 . 5 .53 .43 1.68 • TOM DAUTERMAN BACK DECK STAAD-III WELD DESIGN ALL UNITS ARE - INCH KIP User ID: R. C. E. -- PAGE NO. $018 • MEMBER LOCATION/ WELD TYPE/ WELD SIZE/ COMB STRESS/ LOADING HOR STRESS VERT STRESS DIR STRESS 41 STA 1 3/16 1.09 5 .30 .29 1.00 41 END 1 3/16 .54 5 .30 .26 .36 42 STA 1 3/16 16.14 5 1.74 2.32 15.88 42 END 1 3/16 14.75 5 1.74 2.32 14.46 43 STA 1 3/16 6.91 5 1.09 .46 6.81 43 END 1 3/16 5.29 5 1.09 .46 5.15 44 STA 1 3/16 1.47 5 .60 .60 1.20 44 END 1 3/16 8.12 5 .60 .65 8.07 45 STA 1 3/16 3.74 5 .59 .53 3.65 45 END 1 3/16 1.33 5 .59 .46 1.•10 46 STA 1 3/16 1.91 5 .36 .37 1.84 46 END 1 3/16 .55 5 .36 .34 .23 47 STA 1 3/16 .73 5 .33 .43 .49 47 END 1 3/16 9.03 5 .33 .48 9.01 65 STA 1 3/16 3.29 5 .16 .27 3.28 65 END 1 3/16 5.50 5 .16 .17 5.49 TOM DAUTERMAN BACK DECK User ID: R. C. E. -- PAGE NO. e019 ****************** END OF TABULATED WELD DESIGN ****************** 227. *CHECK LATERAL STAAD-III WELD DESIGN 228. LOAD LIST 6 TO ********************* ALL UNITS ARE - INCH KIP PARAMETER MEMBER LOCATION/ WELD TYPE/ WELD SIZE/ COMB STRESS/ LOADING HOR STRESS VERT STRESS DIR STRESS 66 STA 1 3/16 1.55 232. 5 .05 .11 1.54 66 END 1 3/16 .86 TO 67 5 .05 .08 .85 67 STA 1 3/16 1.15 TO 47 5 .06 .08 1.15 67 END 1 3/16 2.92 5 .06 .14 2.92 ****************** END OF TABULATED WELD DESIGN ****************** 227. *CHECK LATERAL & GRAVITY CONDITIONS 228. LOAD LIST 6 TO 13 229. PARAMETER 230. CODE AISC 231. FYLD 46. MEMB 1 TO 47 65 TO 67 232. RATIO 1.33 MEMB 1 TO 47 65 TO 67 233. BEAM 1. MEMB 1 TO 47 65 TO 67 234. PUNCH 3. MEMB 1 TO 6 65 TO 67 235. PUNCH 5. MEMB 7 TO 47 236. CHECK CODE MEMB 1 TO 47 65 TO 67 User ID: R. C. E. TOM DAUTERMAN BACK DECK -- PAGE NO.5VE0 STAAD-III CODE CHECKING - (AISC) • ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE NOTED) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION 1 ST TUB 60608 PASS AISC- Hl -1 .468 7 42.30 C 73.56 -66.78 132.00 2 ST TUB 60608 PASS PUNCHING SHR .349 7 4.99 C 39.15 33.46 132.00 3 ST TUB 60608 PASS AISC- H1-3 .152 7 16.60 C -32.14 -1.49 150.00 4 ST TUB 60608 PASS AISC- H2-1 .399 7 2.86 T -154.26 -26.58 132.00 5 ST TUB 60608 PASS AISC- H1-3 .159 7 .75 C -50.00 22.52 132.00 6 ST TUB 60608 PASS AISC- H1-3 .076 7 7.21 C .71 18.46 112.50 7 ST TUB 80606 PASS AISC- H1-3 .522 7 1.26 C .88 297.04 96.00 8 ST TUB 80606 PASS PUNCHING SHR .515 7 3.71 T -10.16 110.45 .00 9 ST TUB 80606 PASS PUNCHING SHR .514 7 3.83 C -3.31 129.03 .00 10 ST TUB 80606 PASS AISC- H2-1 .613 7 1.03 T 4.30 346.51 96.00 11 ST TUB 80606 PASS AISC- H2-1 .632 7 6.03 T -.99 350.83 .00 12 ST TUB 80606 PASS AISC- H2-1 1.236 7 28.31 T 52.34 -590.34 24.00 13 ST TUB 80606 PASS AISC- H2-1 .866 7 38.17 T 38.70 -371.52 .00 14 ST TUB 80606 PASS PUNCHING SHR .983 7 .76 C 5.32 307.00 96.00 15 ST TUB 80606 PASS PUNCHING SHR 1.036 7 5.87 C 6.77 382.06 .00 16 ST TUB 80606 PASS AISC- H2-1 .524 7 29.44 T 80.98 -143.41 .00 17 ST TUB 80606 PASS AISC- H2-1 .356 7 26.54 T -2.27 -145.07 .00 18 ST TUB 80606 PASS PUNCHING SHR 1.317 7 1.94 T -3.52 100.62 96.00 19 ST TUB 80606 PASS PUNCHING SHR .395 7 6.95 C -10.92 106.19 .00 20 ST TUB 60606 PASS AISC- H1-3 .922 7 2.61 C -161.75 -186.41 .00 21 ST TUB 80606 PASS PUNCHING SHR 1.169 7 20.63 T 13.51 -97.17 48.00 TOM DAUTERMAN BACK DECK User ID: R. C. E. -- PAGE NO. f3D21 ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE NOTED) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION 22 ST TUB 80606 PASS AISC- H2-1 .103 7 1.95 T -4.32 50.30 96.00 23 ST TUB 80606 PASS AISC- H2-1 .091 6 1.05 T 4.17 -45.53 176.00 24 ST TUB 80606 PASS AISC- H1-3 .127 7 .49 C -2.77 69.22 .00 25 ST TUB 60606 PASS PUNCHING SHR .199 7 2.38 C 1.08 -22.68 88.00 26 ST TUB 60606 PASS AISC- H1-3 1.053 7 13.57 C -320.49 -58.81 .00 27 ST TUB 60606 PASS AISC- H1-3 .135 7 1.47 C 1.65 47.36 48.00 28 ST TUB 60606 PASS AISC- H2-1 .075 7 .70 T .84 26.54 .00 29 ST TUB 60606 PASS AISC- H2-1 .420 6 1.80 T -59.33 -98.21 18.00 30 ST TUB 60606 PASS AISC- H1-3 .325 7 4.07 C -15.09 101.88 48.00 31 ST TUB 60606 PASS PUNCHING SHR .315 6 1.24 T 3.34 -19.49 .00 32 ST TUB 60606 PASS AISC- H2-1 .122 6 2.30 T 4.00 -38.61 .00 33 ST TUB 60606 PASS AISC- H1-3 .052 7 .25 C -.19 19.42 67.88 34 ST TUB 60606 PASS AISC- H1-3 .125 7 .69 C -1.76 -44.67 62.23 35 ST TUB 60606 PASS AISC- H2-1 .236 7 1.34 T -5.82 82.19 .00 36 ST TUB 60606 PASS AISC- H2-1 .160 7 1.56 T -7.64 50.76 .00 37 ST TUB 60606 PASS AISC- H2-1 .141 7 5.12 T 2.83 42.32 135.76 38 ST TUB 60606 PASS PUNCHING SHR .526 7 12.29 C -89.95 -25.38 18.00 39 ST TUB 60606 PASS AISC- H1-3 .306 7 9.76 C -80.11 19.82 18.00 40 ST TUB 80606 PASS PUNCHING SHR .345 7 4.07 T -10.54 118.27 .00 41 ST TUB 80606 PASS PUNCHING SHR .344 7 2.67 T -4.75 -45.07 176.00 42 ST TUB 60606 PASS AISC- H1-3 .696 7 11.06 C -218.81 28.25 .00 43 ST TUB 60606 PASS AISC- H1-3 .171 7 2.03 C -21.32 40.71 18.00 44 ST TUB 80606 PASS PUNCHING SHR 1.346 7 .37 T -..87 164.84 96.00 0 TOM DAUTERMAN BACK DECK User ID: R. C. E. -- PAGE NO.5022 ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE NOTED) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ F{ MY MZ LOCATION ---------- 45 ST TUB 80606 PASS AISC- H2-1 .162 7 1.90 T -9.86 78.01 .00 46 ST TUB 80606 PASS AISC- H1-3 .072 7 .97 C .18 39.31 .00 47 ST TUB 80606 PASS PUNCHING SHR .417 7 1.29 T 3.44 180.42 96.00 65 ST TUB 60606 PASS AISC- H1-1 .809 7 42.79 C 15.44 -122.59 213.58 66 ST TUB 60606 PASS AISC- H1-1 .416 7 25.25 C 6.76 -64.52 213.58 67 ST TUB 60606 PASS AISC- H1-1 .721 7 66.94 C 2.72 28.09 233.00 237. PARAMETER 238. CODE AISC 239. FYLD 18.4 MEMB 1 TO 41 65 TO 67 240. WMIN .188 MEMB 1 TO 47 65 TO 67 241. RATIO 1.33 MEMB 1 TO 47 65 TO 67 242. WELD 1. MEMB 1 TO 47 65 TO 67 243. SELECT WELD MEMB 1 TO 47 65 TO 67 • TOM DAUTERMAN BACK DECK STAAD-III WELD DESIGN User ID: R. C. E. -- PAGE NO. 9023 ALL UNITS ARE - INCH KIP MEMBER LOCATION/ WELD TYPE/ WELD SIZE% COMB STRESS/ LOADING HOR STRESS VERT STRESS DIR STRESS 1 STA 1 3/16 16.39 7 .39 .22 16.38 1 END 1 4/16 18.62 7 .23 .23 18.61 2 STA 1 3/16 10.46 6 .26 .22 10.45 2 END 1 3/16 12.15 6 .18 .22 12.14 3 STA 1 3/16 3.69 7 .00 .05 3.69 3 END 1 3/16 7.23 7 .10 .05 7.23 4 STA 1 3/16 6.33 6 .06 .09 6.33 4 END 1 3/16 20.73 7 .30 .09 20.73 5 STA 1 3/16 4.32 6 .05 .07 4.32 5 END 1 3/16 8.07 7 .13 .01 8.07 6 STA 1 3/16 1.60 7 .04 .07 1.60 6 END 1 3/16 4.04 7 .06 .02 4.04 7 STA 1 3/16 6.85 7 .21 .83 6.80 7 END 1 3/16 23.14 7 .19 .93 23.12 8 STA 1 3/16 10.01 7 .20 .32 10.01 8 END 1 3/16 1.67 10 .07 .03 1.67 • User ID: R. C. E. TOM DAUTERMAN BACK DECK -- PAGE NO.afl24 STAAD-III WELD DESIGN ALL UNITS ARE - INCH KIP MEMBER LOCATION/ WELD TYPE/ WELD SIZE/ COMB STRESS/ LOADING HOR STRESS VERT STRESS DIR STRESS 9 STA 1 3/16 11.08 7 1.18 1.24 10.95 9 END 1 3/16 4.34 7 1.16 1.15 4.02 10 STA 1 3/16 4.34 7 .19 .87 4.25 10 END 1 4/16 20.44 7 .15 .73 20.42 11 STA 1 4/16 21.18 7 .51 1.33 21.13 11 END 1 3/16 22.27 7 .70 1.67 22.20 12 STA 1 7/16 21.47 7 1.21 .88 21.42 12 END 1 7/16 23.81 7 1.21 .87 23.77 13 STA 1 5/16 23.59 7 .53 1.28 23.55 13 END 1 4/16 21.02 7 .63 1.66 20.94 14 STA 1 3/16 2.79 7 .94 1.31 2.28 14 END 1 3/16 24.24 7 .96 1.41 24.18 15 STA 1 4/16 23.50 7 .89 2.70 23.33 15 END 1 4/16 18.99 7 .87 2.67 18.78 16 STA 1 3/16 23.90 7 1.64 .90 23.83 16 END 1 3/16 15.61 7 1.62 .92 15.50 • • • User ID: R. C. E. TOM DAUTERMAN BACK DECK -- PAGE NO. Io25 • STAAD-III WELD DESIGN ALL UNITS ARE - INCH KIP MEMBER LOCATION/ WELD TYPE/ WELD SIZE/ COMB STRESS/ LOADING HOR STRESS VERT STRESS DIR STRESS 17 STA 1 3/16 16.41 7 .44 .96 16.38 17 END 1 3/16 15.21 7 .40 1.03 15.17 18 STA 1 3/16 3.21 7 1.73 1.38 2.32 18 END 1 3/16 8.73 7 1.74 1.48 8.42 19 STA 1 3/16 10:52 7 .75 .73 10.46 19 END 1 3/16 2.47 6 .10 .06 2.47 20 STA 1 5/16 23.80 7 2.02 2.73 23.56 20 END 1 4/16 20.33 7 2.52 3.41 19.88 21 STA 1 3/16 6.04 7 .21 .44 6.02 21 END 1 3/16 12.61 7. .24 .39 12.60 22 STA 1 3/16 1.01 7 .70 .57 .45 22 END 1 3/16 4.73 7 .72 .67 4.62 23 STA 1 3/16 3:30 6 .24 .17 3.29 23 END 1 3/16 2.88 7 .11 .16 2.87 24 STA 1 3/16 5.69 7 .17 .48 5.66 24 END 1 3/16 1.60 7 .14 .43 1.53 • User ID: R. C. E. TOM DAUTERMAN BACK DECK -- PAGE NO.5o26 u r STAAD-III WELD DESIGN • ALL UNITS ARE - INCH KIP MEMBER LOCATION/ WELD TYPE/ WELD SIZE/ COMB STRESS/ LOADING HOR STRESS VERT STRESS DIR STRESS 25 STA 1 3/16 4.25 6 .11 .22 4.24 25 END 1 3/16 4.01 6 .07 .22 4.00 26 STA 1 6/16 22.79 7 3.02 .50 22.58 26 END 1 3/16 20.22 7 6.03 .99 19.27 27 STA 1 3/16 1.39 7 .22 .44 1.30 27 END 1 3/16 5.77 7 .22 .49 5.75 28 STA 1 3/16 3.16 7 .18 .26 3.15 • 28 END 1 3/16 1.36 6 .18 .23 1.33 29 STA 1 3/16 10.91 7 1.48 2.01 10.62 29 END 1 3/16 18.05 6 1.20 1.97 17.90 30 STA 1 3/16 5.24 7 .41 .86 5.15 30 END 1 3/16 13.91 7 .44 .91 13.88 31 STA 1 3/16 5.89 7 .11 .31 5.88 31 END 1 3/16 3.63 7 .11 .21 3.62 32 STA 1 3/16 5.28 6 .37 .44 5.24 32 END 1 3/16 1.34 6 .35 .44 1.21 u r User ID: R. C. E. TOM DAUTERMAN BACK DECK -- PAGE NO.5027 • STAAD-III WELD DESIGN • ALL UNITS ARE - INCH KIP MEMBER LOCATION/ WELD TYPE/ WELD SIZE/ COMB STRESS/ LOADING HOR STRESS VERT STRESS DIR STRESS 33 STA 1 3/16 .98 7 .18 .18 .95 33 END 1 3/16 2.21 7 .18 .25 2.18 34 STA 1 3/16 3.59 7 .51 .55 3.51 34 END 1 3/16 4.93 7 .46 .48 4.89 35 STA 1 3/16 10.11 7 .52 .58 10.08 35 END 1 3/16 6.82 7 .51 .49 6.78 36 STA 1 3/16 6.74 7 .10 .16 6.74 • 36 END 1 3/16 5.24 7 .10 .13 5.24 37 STA 1 3/16 2.90 7 .76 .78 2.69 37 END 1 3/16 6.26 7 .76 .87 6.15 38 STA 1 3/16 12.15 6 1.92 .42 11.99 38 END 1 3/16 15.59 7 1.35 .17 15.53 39 STA 1 3/16 10.95 6 1.88 .18 10.79 39 END 1 3/16 13.36 7 1.63 .12 13.25 40 STA 1 3/16 10.82 7 1.13 1.06 10.71 40 END 1 3/16 4.32 7 1.12 .86 4.08 • TOM DAUTERMAN BACK DECK • STAAD-III WELD DESIGN User ID: R. C. E. -- PAGE NO.,bP28 ALL UNITS ARE - INCH KIP MEMBER LOCATION/ WELD TYPE/ WELD SIZE/ COMB STRESS/ LOADING HOR STRESS VERT STRESS DIR STRESS 41 STA 1 3/16 3.21 7 .63 .55 3.10 41 END 1 3/16 1.68 11 .48 .40 1.56 42 STA 1 4/16 22.58 7 2.18 1.42 22.43 42 END 1 3/16 14.95 7 2.90 1.90 14.54 43 STA 1 3/16 7.62 7 1.44 1.59 7.31 43 END 1 3/16 7.68 6 1.66 .66 7.47 44 STA 1 3/16 2.31 7 .97 .95 1.86 • 44 END 1 3/16 12.91 7 .97 1.05 12.83 45 STA 1 3/16 7.31 7 1.19 1.02 7.14 45 END 1 3/16 2.14 7 1.18 .88 1.55 46 STA 1 3/16 3.28 7 .38 .47 3.23 46 END 1 3/16 .68 7 .38 .42 .38 47 STA 1 3/16 1.42 7 42 .58 1.23 47 END 1 3/16 14.45 , 7 .37 .68 14.43 65 STA 1 3/16 18.01 ,7 .21 .36 18.01 65 END 1 3/16 21.21 7 .21 - .23 21.21 • User ID: R. C. E. TOM DAUTERMAN BACK DECK -- PAGE N0.$ D29 • ****************** END OF TABULATED WELD DESIGN ****************** 244. *CHECK LATERAL & GRAVITY AT COLUMNS 245. LOAD LIST 14 TO 21 246. PARAMETER 247. CODE AISC 248. FYLD 46. MEMB 1 TO 6 249. RATIO 1.33 MEMB 1 TO 6 250. BEAM 1. MEMB 1 TO 6 251. CHECK CODE MEMB 1 TO 6 r STAAD-III WELD DESIGN ********************* ALL UNITS ARE - INCH KIP MEMBER LOCATION/ WELD TYPE/ WELD SIZE/ COMB STRESS/ LOADING HOR STRESS VERT STRESS DIR STRESS 66 STA 1 3/16 9.07 7 .17 .23 9.06 66 END 1 3/16 9:04 7 .19 .14 9.04 67 STA 1 3/16 17.36 6 .28 .21 17.35 67 END 1 3/16 18.07 7 .13 .17 18.07 • ****************** END OF TABULATED WELD DESIGN ****************** 244. *CHECK LATERAL & GRAVITY AT COLUMNS 245. LOAD LIST 14 TO 21 246. PARAMETER 247. CODE AISC 248. FYLD 46. MEMB 1 TO 6 249. RATIO 1.33 MEMB 1 TO 6 250. BEAM 1. MEMB 1 TO 6 251. CHECK CODE MEMB 1 TO 6 r User ID: R. C. E. TOM DAUTERMAN BACK DECK -- PAGE NO. 51030 • STAAD-III CODE CHECKING - (AISC) 0 • ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE NOTED) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY M2 LOCATION 1 ST TUB 60608 PASS PUNCHING SHR .753 15 60.21 C 134.36 -76.95 132.00 2 ST TUB 60608 PASS PUNCHING SHR .736 15 23.62 T 75.22 52.77 132.00 3 ST TUB 60608 PASS AISC- H1-3 .238 15 21.69 C -41.42 20.74 150.00 4 ST TUB 60608 PASS PUNCHING SHR .683 15 23.93 T -236.57 -20.81 132.00 5 ST TUB 60608 PASS PUNCHING SHR .322 15 13.29 T -76.18 46.17 132.00 6 ST TUB 60608 PASS AISC- H1-3 .155 15 10.43 C 2.32 46.40 112.50 252. LOAD LIST 1 TO 4 253. PRINT SUPPORT REACTIONS e TOM DAUTERMAN BACK DECK User ID: R. C. E. -- PAGE NO. �?01 • SUPPORT - REACTIONS -UNIT KIP INCH STRUCTURE TYPE = SPACE JOINT LOAD FORCE -X FORCE -Y FORCE -Z MOM -X MOM -Y MOM Z 1 1 .14 16.46 .45 .00 .00 .00 2 .08 10.54 .29 .00 .00 .00 3 5.73 9.41 5.89 .00 .00 .00 4 14.49 31.53 23.68 .00 .00 .00 3 1 .06 15.61 .15 .00 .00 .00 2 .06 9.42 .09 .00 .00 .00 3 .03 8.82 7.57 .00 .00 .00 4 .13 19.79 18.07 .00 .00 .00 5 1 -.07 7.05 -.09 .00 .00 .00 2 -.04 4.41 -.06 .00 .00 .00 3 .05 .56 .05 .00 .00 .00 4 .09 3.16 .08 .00 .00 .00 7 1 -.12 8.24 -.37 .00 .00 .00 2 -.09 4.96 -.24 .00 .00 .00 3 .03 3.76 .08 .00 .00 .00 4 .17 17.43 .13 .00 .00 .00 9 1 .01 6.46 -.13 .00 .00 .00 2 .01 3.64 -.08 .00 .00 .00 3 .05 5.10 .03 .00 .00 .00 4 .05 13.50 .10 .00 .00 .00 11 1 -.02 2.68 .00 .00 .00 .00 2 -.01 1.59 .00 .00 .00 .00 3 .05 .26 .06 .00 .00 .00 4 .07 2.10 .07 .00 .00 .00 • ************** END OF LATEST ANALYSIS RESULT ************** 254. PARAMETER 255. CODE AISC 256. FINISH *************** END OF STAAD-III *************** **** DATE= JUN 29,1999 TIME= 9:55:59 **** ********************************************************* * For questions on STAAD-III, contact: * Research Engineers, Inc at * west Coast: Ph- (714) 974-2500 Fax- (714) 921-2543 * * East Coast: Ph- (508) 688-3626 Fax- (508) 685-7230 * ********************************************************* • • Foot2000 ver. 1.0, Copyright 1999 - Spyder Software Company Info I R. C. E. (Project: 336 Broadway; Suite 7 (Location: Chico, CA, 95928 1 Phone: (530) 894-8801 (Client: Fax: (530) 894-8805 (Job No.: E-mail: cj@r-c-e.com (Footing Id House - Joint 36 6/29/99 6:07:55 PM Project Info Dauterman Residence 1301 Canyon Rim Drive Chico, CA 95928 Joe Acquistapace 99-063 F01 FOUNDATION PARAMETERS Concrete Ultimate Compressive Strength, V c ........................ Concrete Type ...................................................... Concrete Cover ..................................................... Steel Ultimate Strength, Fy........................................ ColumnSize ........................................................ Gravity Only Soil Bearing Strength ................................. Wind Load Soil Bearing Strength .................................... Seismic Load Soil Bearing Strength .................................. FootingWidth ...................................................... FootingLength ..................................................... FootingDepth ...................................................... Punching Shear Stress .............................................. Beam Shear Stress .................................................. Longitudinal Bottom Reinforcement Required for Strength............ Longitudinal Bottom Temperature and Shrinkage Steel ................ Transverse Bottom Reinforcement Required for Strength .............. Transverse Bottom Temperature and Shrinkage Steel .................. Gravity Only Soil Bearing .......................................... Wind Load Soil Bearing ............................................. Seismic Load Soil Bearing .......................................... LOADING PARAMETERS ACI LOAD CASES CONSIDERED: 1.4D + 1.71, 0.75(1.4D + 1.71, + 1.7W) 0.9D + 1.3W 0.75(1.4D + 1.7L + 1.87E) 0.9D + 1.43E P-1 F 2.00 ksi HardRock 3.00 in. 40.00 ksi 6.00 in. by 6.00 in. 1.50 ksf 2.00 ksf 2.00 ksf 3.00 ft. 3.00 ft. 18.00 in. 7.25 psi. .46 psi. .10 sq. in. (1-#4) 1.06 sq. in. (6-#4) .11 sq. in. (1-#4) 1.03 sq. in. (6-#4) 1.05 ksf 1.45 ksf 1.59 ksf UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 4.82 0.00 0.00 Live Load 4.19 0.00 0.00 Wind Load 3.61 0.00 0.00 Earthquake 4.90 0.00 0.00 X Cover Foot2000 ver. 1.0, Copyright 1999 - Spyder Software Company Info I • R. C. E. Iat: 336 Broadway; Suite 7 (LocLocatition: Chico, CA, 95928 1 Phone: (530) 894-8801 (Client: Fax: (530) 894-8805 (Job No.: E-mail: cj@r-c-e.com (Footing Id House - Joint 63 FOUNDATION PARAMETERS 6/29/99 6:07:59 PM Project Info Dauterman Residence 1301 Canyon Rim Drive Chico, CA 95928 Joe Acquistapace 99-063 F02 Concrete Ultimate Compressive Strength, f'c........................ ConcreteType ...................................................... Concrete Cover ................................................... Steel Ultimate Strength, Fy........................................ ColumnSize ........................................................ Gravity Only Soil Bearing Strength ................................. Wind Load Soil Bearing Strength .................................... Seismic Load Soil Bearing Strength ................................. FootingWidth ...................................................... FootingLength ..................................................... FootingDepth ...................................................... Punching Shear Stress .............................................. Beam Shear Stress .................................................. Longitudinal Bottom Reinforcement Required for Strength............ Longitudinal Bottom Temperature and Shrinkage Steel ................ Transverse Bottom Reinforcement Required for Strength .............. Transverse Bottom Temperature and Shrinkage Steel .................. Gravity Only Soil Bearing .......................................... Wind Load Soil Bearing .......................................... Seismic Load Soil Bearing .......................................... • LOADING PARAMETERS ACI LOAD CASES CONSIDERED: 1.4D + 1.7L 0.75(1.4D + 1.7L + 1.7W) 0.9D + 1.3W 0.75(1.4D + 1.71, + 1.87E) 0.9D + 1.43E P F2 2.00 ksi HardRock 3.00 in. 40.00 ksi 6.00 in. by 6.00 in. 1.50 ksf 2.00 ksf 2.00 ksf 3.50 ft. 3.50 ft. 18.00 in. 8.28 psi. 3.39 psi. .18 sq. in. (1-#4) 1.24 sq. in. (7-#4) .19 sq. in. (1-#4) 1.20 sq. in. (6-#4) 1.34 ksf 1.45 ksf 1.48 ksf UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 7.97 0.00 0.00 Live Load 8.03 0.00 0.00 Wind Load 1.34 0.00 0.00 Earthquake 1.65 0.00 0.00 X ::::JCover Foot2000 ver. 1.0, Copyright 1999 - Spyder Software 6/29/99 6:08:03 PM Company Info I Project Info • R. C. E. (Project: Dauterman Residence 336 Broadway; Suite 7 ILocation: 1301 Canyon Rim Drive Chico, CA, 95928 I Chico, CA 95928 Phone: (530) 894-8801 (Client: Joe Acquistapace Fax: (530) 894-8805 (Job No.: 99-063 E-mail: cj@r-c-e.com (Footing Id: F03 House - Joint 54 FOUNDATION PARAMETERS Concrete Ultimate Compressive Strength, f'c........................ ConcreteType ...................................................... Concrete Cover ..................................................... Steel Ultimate Strength, Fy........................................ ColumnSize ........................................................ Gravity Only Soil Bearing Strength ................................. Wind Load Soil Bearing Strength .................................... Seismic Load Soil Bearing Strength ................................. FootingWidth ...................................................... FootingLength ..................................................... FootingDepth ...................................................... PunchingShear Stress .............................................. Beam Shear Stress .................................................. Longitudinal Bottom Reinforcement Required for Strength............ Longitudinal Bottom Temperature and Shrinkage Steel ................ Transverse Bottom Reinforcement Required for Strength .............. Transverse Bottom Temperature and Shrinkage Steel .................. Gravity Only Soil Bearing .......................................... Wind Load Soil Bearing ............................................. Seismic Load Soil Bearing .......................................... • LOADING PARAMETERS ACI LOAD CASES CONSIDERED: 1.4D + 1.7L 0.75(1.4D + 1.7L + 1.7W) 0.9D + 1.3W 0.75(1.4D + 1.7L + 1.87E) 0.9D + 1.43E F3 2.00 ksi HardRock 3.00 in. 40.00 ksi 6.00 in. by 6.00 in. 1.50 ksf 2.00 ksf 2.00 ksf 3.50 ft. 3.50 ft. 18.00 in. 9.38 psi. 2.53 psi. .13 sq. in. (1-#4) 1.24 sq. in. (7-#4) .14 sq. in. (1-#4) 1.20 sq. in. (6-#4) .67 ksf 1.09 ksf 1.20 ksf UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 4.35 •0.00 0.00 Live Load 3.66 0.00 0.00 Wind Load 5.19 0.00 0.00 Earthquake 0.00 0.00 X x67.58 0 Cover Foot2000 ver. 1.0, Copyright 1999 - Spyder Software 6/29/99 6:08:06 PM Company Info I Project Info • R. C. E. (Project: Dauterman Residence 336 Broadway; Suite 7 (Location: 1301 Canyon Rim Drive Chico, CA, 95928 1 Chico, CA 95928 Phone: (530) 894-8801 (Client: Joe Acquistapace Fax: (530) 894-8805 (Job No.: 99-063 E-mail: cj@r-c-e.com IFooting Id: F04 House - Joints 46; 48 is is FOUNDATION PARAMETERS Material Properties: Conc. Strength Conc. Type Bot. Steel Top Steel Steel Yield f'c, psi Cover, in. Cover, in. Fy, ksi Section: 1 2,000 HardRock 3.00 2.00 40 Footing Section Geometry: Length, ft. Section: 1 7.00 Column & Wall Data: ........................... 6.06 Type Center ........................... 3.44 ft. Column 1 Other 1.50 Column 2 Other 5.50 Width, ft. Depth, inches 3.00 18.00 Length Width ft. in. 6.00 6.00 6.00 6.00 Soil Bearing Results, psf (actual / allowable): Gravity Case Wind Case Seismic Case Section: 1 970 / 1,500 1,500 / 1,995 1,358 / 1,995 Beam Shear Stresses: Section: 1 ........................... 3.36 psi. Stirrups not required Punching Shear Stresses: Column 1 ........................... 6.06 psi. Column 2 ........................... 3.44 psi. Reinforcing Requirements per ACI Ultimate Strength Methods: Top Steel Bottom Steel Transverse int, Design in 2, Design int/ft, Spacing Section: 1 Strength:.. 0.09 1-#4 0.11 1-#4 0.07 #4 @ 35.6in. T&5:.. Longitudinal: 1.30 7-#4 0.43 #4 @ 5.6in. Note: Strength = Steel Required for Strength.. T&S = Steel Recommended for Temperature and Shrinkage.. Loading Parameters: F-� P4 Stirrups in 2, Spacing Not Reqd... ACI Load Cases Considered: 1A D + 1.7L 0.75(1.4D + 1.7L + 1.7W) 0.9D + 1.3W 0.75(1.4D + 1.7L + 1.87E) 0.9D + 1.43E Un -Factored Loads, (ft -kips): Dead Load Live Load Wind Load Seismic Load Other Load FY MZ FY MZ FY MZ FY MZ FY MZ Column:l 4.61 0.00 3.09 0.00 4.13 0.00 3.02 0.00 n/a Column:2 4.42 0.00 2.95 0.00 0.00 0.00 0.00 0.00 n/a :7 Foot2000 ver. 1.0, Copyright 1999 - Spyder Software Footing Id: F04 Page: 2 0 -ft. V, kips 0 M, ft -k 0 F9 F-4.1 6/29/99 6:08:06 PM C01#1 Col#2 N717q F77 FS #1 7 -ft. 1,500 psf Bearing psf 0 Defl, in 0 0.333" . -5.6 kips 2.9 ft -kips -2.4 F, I FS Foot2000 ver. 1.0, Copyright 1999 - Spyder Software 6/29/99 6:08:09 PM Company Info I Project Info R. C. E. (Project: Dauterman Residence 336 Broadway; Suite 7 (Location: 1301 Canyon Rim Drive Chico, CA, 95928 1 Chico, CA 95928 Phone: (530) 894-8801 (Client: Joe Acquistapace Fax: (530) 894-8805 (Job No.: 99-063 E-mail: cj@r-c-e.com (Footing Id: F05 House - Joints 50; 52 FOUNDATION PARAMETERS Material Properties: Conc. Strength Conc. Type Bot. Steel Top Steel Steel Yield f'c, psi Cover, in. Cover, in. Fy, ksi Section: 1 2,000 HardRock 3.00 2.00 40 Footing Section Geometry: Length, ft. Width, ft. Depth, inches Section: 1 7.50 4.00 18.00 Column & Wall Data: Type Center Length Width ft. ft. in. Column 1 Other 1.50 6.00 6.00 Column 2 Other 5.50 6.00 6.00 Soil Bearing Results, psf (actual / allowable): Gravity Case Wind Case Seismic Case Section: 1 1,162 / 1,500 1,636 / 1,995 1,468 / 1,995 • Beam Shear Stresses: Section: 1 ........................... 6.13 psi. Stirrups not required Punching Shear Stresses: Column 1 ........................... .10.39 psi. Column 2 ........................... 14.41 psi. Reinforcing Requirements per ACI Ultimate Strength Methods: Top Steel Bottom Steel Transverse Stirrups in Z, Design in Z, Design inz/ft, Spacing in Z, Spacing Section: 1 Strength:.. 0.09 1-#4 0.33 2-#4 0.13 #4 @ 18.3in. Not Reqd... T&S:".. Longitudinal: 1.73 9-#4 0.43 #4 @ 5.6in. Note: Strength = Steel Required for Strength.. T&S = Steel Recommended for Temperature and Shrinkage.. Loading Parameters: ACI Load Cases Considered: 1.4D + 1.7L 0.75(1.4D + 1.7L + 1.7W) 0.9D + 1.3W 0.75(1.4D + 1.7L + 1.87E) 0.9D + 1.43E Footing Un -Stable for Load Case: Dead + Live + Earthquake Un -Factored Loads, (ft -kips): Dead Load Live Load Wind Load Seismic Load Other Load FY MZ FY MZ FY MZ FY MZ FY MZ Column:l 6.75 0.00 4.90 0.00 6.83 0.00 4.46 0.00 n/a Column:2 6.44 0.00 4.67 0.00 12.23 0.00 8.26 0.00 n/a 0 • PC) F� Foot2000 ver. 1.0, Copyright 1999 - Spyder Software 6/29/99 6:08:12 PM Company Info I Project Info R. C. E. (Project: Dauterman Residence 336 Broadway; Suite 7 (Location: 1301 Canyon Rim Drive Chico, CA, 95928 1 Chico, CA 95928 Phone: (530) 894-8801 (Client: Joe Acquistapace Fax: (530) 894-8805 (Job No.: 99-063 E-mail: cj@r-c-e.com (Footing Id: F06 House - Joint 56 FOUNDATION PARAMETERS Concrete Ultimate Compressive Strength, V c ........................ 2.00 ksi Concrete Type ...................................................... HardRock Concrete Cover ..................................................... 3.00 in. Steel Ultimate Strength, Fy........................................ 40.00 ksi Column Size ........................................................ 6.00 in. by 6.00 in. Gravity Only Soil Bearing Strength ................................. 1.50 ksf FootingWidth ...................................................... FootingLength ..................................................... FootingDepth ...................................................... Punching Shear Stress .............................................. Beam Shear Stress........ ........................................ Longitudinal Bottom Reinforcement Required for Strength............ Longitudinal Bottom Temperature and Shrinkage Steel ................ Transverse Bottom Reinforcement Required for Strength .............. Transverse Bottom Temperature and Shrinkage Steel .................. GravityOnly Soil Bearing .......................................... 0 LOADING PARAMETERS ACI LOAD CASES CONSIDERED: 1.4D + 1.71, 3.00 ft. 3.00 ft. 18.00 in. 9.59 psi. .43 psi. .09 sq. in. (1-#4) 1.06 sq. in. (6-#4) .10 sq. in. (1-#4) 1.03 sq. in. (6-#4) 1.23 ksf UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 5.95 0.00 0.00 Live Load 4.50 0.00 0.00 X Cover Foot2000 ver. 1.0, Copyright 1999 - Spyder Software 6/29/99 6:08:17 PM Company Info I Project Info • R. C. E. (Project: Dauterman Residence 336 Broadway; Suite 7 ILocation: 1301 Canyon Rim Drive Chico, CA, 95928 I Chico, CA 95928 Phone: (530) 894-8801 (Client: Joe Acquistapace Fax: (530) 894-8805 (Job No.: 99-063 E-mail: cj@r-c-e.com ]Footing Id: F07 House - Joints 65; 67 FOUNDATION PARAMETERS Concrete Ultimate Compressive Strength, V c ........................ Concrete Type ...................................................... ConcreteCover ..................................................... Steel Ultimate Strength, Fy........................................ ColumnSize ........................................................ Gravity Only Soil Bearing Strength ................................. Wind Load Soil Bearing Strength .................................... Seismic Load Soil Bearing Strength ................................. FootingWidth ...................................................... Footing Length ..................................................... FootingDepth ...................................................... Punching Shear Stress........... ..................... .......... Beam Shear Stress .................................................. Longitudinal Bottom Reinforcement Required for Strength............ Longitudinal Bottom Temperature and Shrinkage Steel ................ Transverse Bottom Reinforcement Required for Strength .............. Transverse Bottom Temperature and Shrinkage Steel .................. Gravity Only Soil Bearing .......................................... Wind Load Soil Bearing ............................................. Seismic Load Soil Bearing .......................................... • LOADING PARAMETERS ACI LOAD CASES CONSIDERED: 1.4D + 1.7L 0.75(1.4D + 1.7L + 1.7W) 0.9D + 1.3W 0.75(1.4D + 1.71, + 1.87E) 0.9D + 1.43E UNFACTORED LOADS: P., r-7 2.00 ksi HardRock 3.00 in. 40.00 ksi 6.00 in. by 6.00 in. 1.50 ksf 2.00 ksf 2.00 ksf 3.50 ft. 3.50 ft. 18.00 in. 9.02 psi. 2.93 psi. .16 sq. in. (1-#4) 1.24 sq. in. (7-#4) .16 sq. in. (1-#4) 1.20 sq. in. (6-#4) 1.14 ksf 1.48 ksf 1.47 ksf Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 6.50 0.00 0.00 Live Load 7.03 0.00 0.00 Wind Load 4.09 0.00 0.00 Earthquake 4.00 0.00 0.00 X 0 Cover Foot2000 ver. 1.0, Copyright 1999 - Spyder Software 6/29/99 6:08:22 PM Company Info I Project Info • R. C. E. (Project: Dauterman Residence 336 Broadway; Suite 7 ILocation: 1301 Canyon Rim Drive 'Chico, CA, 95928 1 Chico, CA 95928 Phone: (530) 894-8801 (Client: Joe Acquistapace Fax: (530) 894-8805 [Job No.: 99-063 E-mail: cj@r-c-e.com IFooting Id: FOB House - Joint 69 FOUNDATION PARAMETERS Concrete Ultimate Compressive Strength,.f'c........................ 2.00 ksi ConcreteType ...................................................... HardRock ConcreteCover ..................................................... 3.00 in. Steel Ultimate Strength, Fy........................................ 40.00 ksi Column Size ........................................................ 6.00 in. by 6.00 in. Gravity Only Soil Bearing Strength ................................. 1.50 ksf Footing Width ...................................................... FootingLength ..................................................... FootingDepth ...................................................... Punching Shear Stress .............................................. Beam Shear Stress .................................................. Longitudinal Bottom Reinforcement Required for Strength...:........ Longitudinal Bottom Temperature and Shrinkage Steel ................ Transverse Bottom Reinforcement Required for Strength .............. Transverse Bottom Temperature and Shrinkage Steel .................. Gravity Only Soil Bearing .......................................... LOADING PARAMETERS ACI LOAD CASES CONSIDERED: 1.4D + 1.71, 3.00 ft. 3.00 ft. 12.00 in. 26.65 psi. 8.92 psi. .15 sq. in. (1-#4) .63 sq. in. (4-#4) .16 sq. in. (1-#4) .59 sq. in. (3-#4) 1.13 ksf UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 5.15 0.00 0.00 Live Load 4.65 0.00 0.00 X 0 ::::::Cover Foot2000 ver. 1.0, Copyright 1999 - Spyder Software 6/29/99 6:08:26 PM Company Info I Project Info • R. C. E. (Project: Dauterman Residence 336 Broadway; Suite 7 (Location: 1301 Canyon Rim Drive Chico, CA, 95928 1 Chico, CA 95928 Phone: (530) 894-8801 (Client: Joe Acquistapace Fax: (530) 894-8805 (Job No.: 99-063 E-mail: cj@r-c-e.com (Footing Id: F09 Entry - Joints 1; 4 FOUNDATION PARAMETERS Concrete Ultimate Compressive Strength, V c ........................ ConcreteType .............................................. ... . ConcreteCover ..................................................... Steel Ultimate Strength, Fy........................................ ColumnSize ........................................................ Gravity Only Soil Bearing Strength ................................. Wind Load Soil Bearing Strength .................................... Seismic Load Soil Bearing Strength ................................. FootingWidth ...................................................... FootingLength ..................................................... FootingDepth ...................................................... Punching Shear Stress .............................................. Beam Shear Stress .................................................. Longitudinal Bottom Reinforcement Required for Strength............ Longitudinal Bottom Temperature and Shrinkage Steel ................ Transverse Bottom Reinforcement Required for Strength .............. Transverse Bottom Temperature and Shrinkage Steel .................. Gravity Only Soil Bearing .......................................... Wind Load Soil Bearing.; ........................................... Seismic Load Soil Bearing .......................................... is LOADING PARAMETERS ACI LOAD CASES CONSIDERED: 1.4D + 1.7L 0.75(1.4D + 1.7L + 1.7W) 0.9D + 1.3W 0.75(1.4D + 1.7L + 1.87E) 0.9D + 1.43E lc� F-1 2.00 ksi HardRock 3.00 in. 40.00 ksi 6.00 in. by 6.00 in. 1.50 ksf 2.00 ksf 2.00 ksf 4.00 ft. 4.00 ft. 24.00 in. 5.65 psi. .31 psi. .18 sq. in. (1-#4) 1.99 sq. in. (10-#4) .18 sq. in. (1-#4) 1.94 sq. in. (10-#4) 1.23 ksf 1.47 ksf 1.33 ksf UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 11.00 0.00 0.00 Live Load 8.00 0.00 0.00 Wind Load 3.75 0.00 0.00 Earthquake 1.50 0.00 0.00 X _Z , .7 ::::::Cover Pn F10 Foot2000 ver. 1.0, Copyright 1999 - Spyder Software 6/29/99 6:08:32 PM Company Info I Project Info • R. C. E. (Project: Dauterman Residence 336 Broadway; Suite 7 ILocation: 1301 Canyon Rim Drive Chico, CA, 95928 I Chico, CA 95928 Phone: (530) 894-8801 (Client: Joe Acquistapace Fax: (530) 894-8805 (Job No.: 99-063 E-mail: cj@r-c-e.com IFooting Id: F10 House - Beam 30 FOUNDATION PARAMETERS Concrete Ultimate Compressive Strength, V c ........................ 2.00 ksi Concrete Type ...................................................... HardRock ConcreteCover ..................................................... 3.00 in. Steel Ultimate Strength, Fy........................................ 40.00 ksi Column Size ........................................................ 6.00 in. by 6.00 in. Gravity Only Soil Bearing Strength ................. 1.50 ksf Footing Width .................................... ................ FootingLength ..................................................... FootingDepth ...................................................... Punching Shear Stress .............................................. Beam Shear Stress .................................................. Longitudinal Bottom Reinforcement Required for Strength............ Longitudinal Bottom Temperature and Shrinkage Steel ..:............ Transverse Bottom Reinforcement Required for Strength .............. Transverse Bottom Temperature and Shrinkage Steel .................. Gravity Only Soil Bearing .......................................... LOADING PARAMETERS 1.50 ft. 1.50 ft. 12.00 in. 5.68 psi. 00 psi. 00 sq. in. .32 sq. in. (2-#4) .00 sq. in. .30 sq. in. (2-#4) 2.20 ksf ACI LOAD CASES CONSIDERED: 1.4D + 1.71, UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 2.20 0.00 0.00 Live Load 2.70 0.00 0.00 X 0 ::::::Cover Foot2000 ver. 1.0, Copyright 1999 - Spyder Software 6/29/99 6:08:44 PM Pl� F11 Company Info I Project Info 0.00 0.00 R. C. E. [Project: Dauterman Residence Wind Load 0.60 336 Broadway; Suite 7 ILocation: 1301 Canyon Rim Drive 0.00 Chico, CA, 95928 1 Chico, CA 95928 Phone: (530) 894-8801 (Client: Joe Acquistapace Fax: (530) 894-8805 [Job No.: 99-063 E-mail: cj@r-c-e.com IFooting Id: Fil Line F - Joint 1 FOUNDATION PARAMETERS Concrete Ultimate Compressive Strength, V c ........................ 2.00 ksi Concrete Type ...................................................... HardRock Concrete Cover ..................................................... 3.00 in. Steel Ultimate Strength, Fy........................................ 40.00 ksi Column Size ........................................................ 6.00 in. by 6.00 in. Gravity Only Soil Bearing Strength ................................. 1.50 ksf Wind Load Soil Bearing Strength .................................... 2.00 ksf Seismic Load Soil Bearing Strength ................................. 2.00 ksf Footing Width ...................................................... 2.00 ft. FootingLength ..................................................... 2.00 ft. Footing Depth ...................................................... 12.00 in. Punching Shear Stress .............................................. 7.83 psi. Beam Shear Stress .................................................. .89 psi. Longitudinal Bottom Reinforcement Required for Strength............ .00 sq. in. Longitudinal Bottom Temperature and Shrinkage Steel ................ .42 sq. in. (3-#4) Transverse Bottom Reinforcement Required for Strength .............. .00 sq. in. Transverse Bottom Temperature and Shrinkage Steel .................. .40 sq. in. (2-#4) Gravity Only Soil Bearing .......................................... 1.46 ksf Wind Load Soil Bearing ............................................. 1.61 ksf Seismic Load Soil Bearing .......................................... 1.76 ksf LOADING PARAMETERS ACI LOAD CASES CONSIDERED: 1.4D + 1.7L 0.75(1.4D + 1.7L + 1.7W) 0.9D + 1.3W 0.75(1.4D + 1.7L + 1.87E) 0.9D + 1.43E UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 3.40 0.00 0.00 Live Load 2.30 0.00 0.00 Wind Load 0.60 0.00 0.00 Earthquake 1.20 0.00 0.00 X Cover Foot2000 ver. 1.0, Copyright 1999 - Spyder Software 6/29/99 6:08:48 PM Company Info I Project Info R. C. E. (Project: Dauterman Residence 336 Broadway; Suite 7 (Location: 1301 Canyon Rim Drive Chico, CA, 95928 1 Chico, CA 95928 Phone: (530) 894-8801 (Client: Joe Acquistapace Fax: (530) 894-8805 (Job No.: 99-063 E-mail: cj@r-c-e.com (Footing Id: F12 Line F - Joint 3 FOUNDATION PARAMETERS Concrete Ultimate Compressive Strength, f'c........................ ConcreteType ...................................................... Concrete Cover ..................................................... Steel Ultimate Strength, Fy.......................................... ColumnSize ........................................................ Gravity Only Soil Bearing Strength .................................. Wind Load Soil Bearing Strength .................................... Seismic Load Soil Bearing Strength ................................. FootingWidth ...................................................... FootingLength ..................................................... FootingDepth ...................................................... Punching Shear Stress .............................................. BeamShear Stress .................................................. Longitudinal Bottom Reinforcement Required for Strength............ Longitudinal Bottom Temperature and Shrinkage Steel ................ Transverse Bottom Reinforcement Required for Strength .............. Transverse Bottom Temperature and Shrinkage Steel .................. GravityOnly Soil Bearing .......................................... Wind Load Soil Bearing ............................................. Seismic Load Soil Bearing .......................................... 0 LOADING PARAMETERS ACI LOAD CASES CONSIDERED: 1.4D + 1.7L 0.75(1.4D + 1.7L + 1.7W) 0.9D + 1.3W 0.75(1.4D + 1.7L + 1.87E) 0.9D + 1.43E- Pt F (2 2.00 ksi HardRock 3.00 in. 40.00 ksi 6.00 in. by 6.00 in. 1.50 ksf 2.00 ksf 2.00 ksf 3.50 ft. 3.50 ft. 18.00 in. 6.36 psi. 3.02 psi. .16 sq. in. (1-#4) 1.24 sq. in. (7-#4) .17 sq. in. (1-#4) 1.20 sq. in. (6-#4) 1.19 ksf 1.19 ksf 1.20 ksf UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 6.80 0.00 0.00 Live Load 7.40 0.00 0.00 Wind Load 0.10 0.00 0.00 Earthquake 0.20 0.00 0.00 X 0 ::::::Cover Foot2000 ver. 1.0, Copyright 1999 - Spyder Software 6/29/99 6:08:55 PM Company Info I Project Info R. C. E. (Project: Dauterman Residence 336 Broadway; Suite 7 ILocation: 1301 Canyon Rim Drive Chico, CA, 95928 I Chico, CA 95928 Phone: (530) 894-8801 (Client: Joe Acquistapace Fax: (530) 894-8805 (Job No.: 99-063 E-mail: cj@r-c-e.com (Footing Id: F13 Line F - Joint 5 FOUNDATION PARAMETERS Concrete Ultimate Compressive Strength, V c ........................ Concrete Type ...................................................... Concrete Cover ..................................................... Steel Ultimate Strength, Fy........................................ ColumnSize ........................................................ Gravity Only Soil Bearing Strength ................................. Wind Load Soil Bearing Strength .................................... Seismic Load Soil Bearing Strength ................................. FootingWidth ...................................................... FootingLength ..................................................... FootingDepth....... ............................................. Punching Shear Stress .............................................. Beam Shear Stress .................................................. Longitudinal Bottom Reinforcement Required for Strength............ Longitudinal Bottom Temperature and Shrinkage Steel ................ Transverse Bottom Reinforcement Required for Strength .............. Transverse Bottom Temperature and Shrinkage Steel .................. Gravity Only Soil Bearing .......................................... Wind Load Soil Bearing ............................................. Seismic Load Soil Bearing .......................................... LOADING PARAMETERS ACI LOAD CASES CONSIDERED: 1.4D + 1.7L 0.75(1.4D + 1.7L + 1.7W) 0.9D + 1.3W 0.75(1.4D + 1.71, + 1.87E) 0.9D + 1.43E Pn F 13 2.00 ksi HardRock 3.00 in. 40.00 ksi 6.00 in. by 6.00 in. 1.50 ksf 2.00 ksf 2.00 ksf 2.00 ft. 2.00 ft. 12.00 in. 7.71 psi. .82 psi. .00 sq. in. .42 sq. in. (3-#4) .00 sq. in. .40 sq. in. (2-#4) 1.36 ksf 1.51 ksf 1.71 ksf UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 3.20 0.00 0.00 Live Load 2.10 0.00 0.00 Wind Load 0.60 0.00 0.00 Earthquake 1.40 0.00 0.00 X Z Cover Foot2000 ver. 1.0, Copyright 1999 - Spyder Software 6/29/99 6:11:59 PM Company Info I Project Info • R. C. E. (Project: Dauterman Residence 336 Broadway; Suite 7 (Location: 1301 Canyon Rim Drive Chico, CA, 95928 1 Chico, CA 95928 Phone: (530) 894-8801 (Client: Joe Acquistapace Fax: (530) 894-8805 (Job No.: 99-063 E-mail: cj@r-c-e.com (Footing Id: F14 Back Deck - Joint 1 FOUNDATION PARAMETERS Concrete Ultimate Compressive Strength, V c ........................ ConcreteType ...................................................... Concrete Cover ..................................................... Steel Ultimatd Strength, Fy........................................ ColumnSize ........................................................ Gravity Only Soil Bearing Strength .................................. Wind Load Soil Bearing Strength. Seismic Load Soil Bearing Strength .................................. FootingWidth ...................................................... FootingLength ..................................................... FootingDepth ...................................................... Punching Shear Stress .............................................. Beam Shear Stress .................................................. Longitudinal Bottom Reinforcement Required for Strength............ Longitudinal Bottom Temperature and Shrinkage Steel ................ Transverse Bottom Reinforcement Required for Strength .............. Transverse Bottom Temperature and Shrinkage Steel .................. Gravity Only Soil Bearing .......................................... Wind Load Soil Bearing ............................................. Seismic Load Soil Bearing .......................................... 0 LOADING PARAMETERS ACI LOAD CASES CONSIDERED: 1A D + 1.7L 0.75(1.4D + 1.7L + 1.7W) 0.9D + 1.3W 0.75(1.4D + 1.7L + 1.87E) 0.9D + 1.43E 2.00 ksi HardRock 3.00 in. 40.00 ksi 6.00 in. by 6.00 in. 4.00 ksf 5.32 ksf 5.32 ksf 4.00 ft. 4.00 ft. 18.00 in. 42.85 psi. 14.58 psi. .66 sq. in. (4-#4) 1.42 sq. in. (8-#4) .68 sq. in. (4-#4) 1.37 sq. in. (7-#4) 1.74 ksf 1.74 ksf 3.71 ksf UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 16.46 0.00 0.00 Live Load 10.54 0.00 0.00 Wind Load 0.00 0.00 0.00 Earthquake 31.53 0.00 0.00 X 0 ::::JCover F4 Foot2000 ver. 1.0, Copyright 1999 - Spyder Software Company Info I C. E. Iat: 3 336 Broadway; Suite 7 (LocLocatition: Chico, CA, 95928 1 Phone: (530) 894-8801 (Client: Fax: (530) 894-8805 (Job No.: E-mail: cj@r-c-e.com IFooting Id: Back Deck - Joint 3 FOUNDATION PARAMETERS 6/29/99 6:11:37 PM Project Info Dauterman Residence 1301 Canyon Rim Drive Chico, CA 95928 Joe Acquistapace 99-063 F15 Concrete Ultimate Compressive Strength, V c ........................ Concrete Type ...................................................... Concrete Cover ..................................................... Steel Ultimate Strength, Fy........................................ ColumnSize ........................................................ Gravity Only Soil Bearing Strength ................................. Wind Load Soil Bearing Strength .................................... Seismic Load Soil Bearing Strength ................................. Footing Width ...................................................... FootingLength ..................................................... FootingDepth ...................................................... Punching Shear Stress .............................................. Beam Shear Stress .................................................. Longitudinal Bottom Reinforcement Required for Strength............ Longitudinal Bottom Temperature and Shrinkage Steel ................ Transverse Bottom Reinforcement Required for Strength .............. Transverse Bottom Temperature and Shrinkage Steel .................. Gravity Only Soil Bearing .......................................... Wind Load Soil Bearing ............................................. Seismic Load Soil Bearing .......................................... LOADING PARAMETERS ACI LOAD CASES CONSIDERED: 1A D + 1.71, 0.75(1.4D + 1.7L + 1.7W) 0.9D + 1.3W 0.75(1.4D + 1.71; + 1.87E) . 0.9D + 1.43E R� Fis 2.00 ksi HardRock 3.00 in. 40.00 ksi 6.00 in. by 6.00 in. 4.00 ksf 5.32 ksf 5.32 ksf 3.00 ft. 3.00 ft. 18.00 in. 24.72 psi. 1.49 psi. .33 sq. in. (2-#4) 1.06 sq. in. (6-#4) .35 sq. in. (2-#4) 1.03 sq. in. (6-#4) 2.85 ksf 2.85 ksf 5.05 ksf UNFACTORED LOADS: . Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 15.61 0.00 0.00 Live Load 9.42 0.00 0.00 Wind Load 0.00 0.00 0.00 Earthquake 19.79 0.00 0.00 X • Cover Foot2000 ver. 1.0, Copyright 1999 - Spyder Software Company Info I R. C. E. 336 Broadway; Suite 7 (Project: (Location: Chico, CA, 95928 1 Phone: (530) 894-8801 (Client: Fax: (530) 894-8805 (Job No.: E-mail: cj@r-c-e.com IFooting Id Back Deck - Joint 5 - 7 - 9 - 11 0.00 FOUNDATION PARAMETERS 6/29/99 6:11:15 PM Project Info Dauterman Residence 1301 Canyon Rim Drive Chico, CA 95928 Joe Acquistapace 99-063 F16 Concrete Ultimate Compressive Strength, V c ........................ ConcreteType ...................................................... ConcreteCover ..................................................... Steel Ultimate Strength, Fy....................................... ColumnSize ........................................................ Gravity Only Soil Bearing Strength ................................. Wind Load Soil Bearing Strength .................................... Seismic Load Soil Bearing Strength ................................. FootingWidth ...................................................... FootingLength ..................................................... FootingDepth ...................................................... Punching Shear Stress .............................................. Beam Shear Stress .................................................. Longitudinal Bottom Reinforcement Required for Strength............ Longitudinal Bottom Temperature and Shrinkage Steel ................ Transverse Bottom Reinforcement Required for Strength .............. Transverse Bottom Temperature and Shrinkage Steel .................. Gravity Only Soil Bearing .......................................... Wind Load Soil Bearing ............................................. Seismic Load Soil Bearing .......................................... 0 LOADING PARAMETERS ACI LOAD CASES CONSIDERED: 1.4D + 1.7L 0.75(1.4D + 1.7L + 1.7W) 0.9D + 1.3W 0.75(1.4D + 1.7L + 1.87E) 0.9D + 1.43E f� pt(40 2.00 ksi HardRock 3.00 in. 40.00 ksi 6.00 in. by 6.00 in. 4.00 ksf 5.32 ksf 5.32 ksf 3.00 ft. 3.00 ft. 18.00 in. 20.08 psi. 1.05 psi. .23 sq. in. (2-#4) 1.06 sq. in. (6-#4) .24 sq. in. (2-#4) 1.03 sq. in. (6-#4) 1.52 ksf 1.52 ksf 3.45 ksf UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 8.24 0.00 0.00 Live Load 4.96 0.00 0.00 Wind Load 0.00 0.00 0.00 Earthquake 17.43 0.00 0.00 X Z 0 Cover WToe 1,500 psf Soil Pressure @ Heel = 188 <= � P 1 R. C. E. Heel Title Tom Dauterman Residence = 1,604 336 Broadway Suite #7 Mu': From Upward Loads Job # : 99.063 Dsgnr: CMR Date:JUN 14,1999 Chico, CA 95928 Mu': From Downward Loads Description.... 311 ft-# (530) 894.8801: fax (530) 894.8805 = 573 4' Retaining Wall Actual One -Way Shear .marnail: cj@r-c-e.com 2.11 psi Allowable One -Way Shear = 76.03 CANTILEVERED RETAINING WALL DESIGN Pagel ot2 I SOIL DATA GENERAL Retained Height = 4.00 ft Allow Soil Bearing = 1,500.0 psf Wall height above retained soil 4.00 ft Equivalent Fluid Pressure Method Slope Behind Wall 0.00 : Active Soil Pressure - Heel Side = 35.0 psf Height of Soil over Toe 0.00 in Active Soil Pressure - Toe Side = 35.0pcf Passive Pressure = 250.0pcf Soil Density = 110.00 pcf Water table height over heel = O.Oft FOOTING DATA LSLIDING DATA Toe Width = 1.00 ft Friction Factor @ Footing & Soil 0.350 Heel Width = 1.50 ...neglect ht. for passive O.00in Total Footing Width = 2.50 Footing Thickness = 16.00 in Lateral Sliding Force _ 466.7 lbs less Passive Pressure Force - 222.2 lbs KEY DATA less Friction Force = 583.31bs Distance from Toe = 0.83 ft Added Restraint Force Required = 0.0 lbs Width = 12.00 in Depth = 0.00 in FOOTING DESIGN RESULTS f'c = 2,000 psi Minimum Footing Rebar Options...... Fy = 40,000 psi Toe Side...... Heel Side.... Minimum As % = Rebar Cover @ Top = 0.0018 2.00 in Not req'd Not req'd Rebar Cover @ Bottom = 3.00 in Mu < S * Fr Mu < S * Fr WToe 1,500 psf Soil Pressure @ Heel = 188 <= 1,500 psf ACI Factored Press @ Toe = Heel ACI Factored Soil Pressure = 1,604 263 psf Mu': From Upward Loads = 713 143 ft-# Mu': From Downward Loads = 140 311 ft-# Mu: Used For Design = 573 168 ft-# Key Reinforcement: Not Req'd = Mu<S*Fr Actual One -Way Shear = 0.00 2.11 psi Allowable One -Way Shear = 76.03 76.03 psi DESIGN SUMMARY Total Bearing Load = 1,667 lbs Summary of Stem Section Designs.... ...resultant ecc. = 3.59 in Top: 8 in Conc, #4@18.00 in@Cntr, From 8.0 ft to 3.0 ft Soil Pressure @ Toe = 1,146 <= 1,500 psf Soil Pressure @ Heel = 188 <= 1,500 psf ACI Factored Press @ Toe = 1,604 psf ACI Factored Press @ Heel = 263 psf Footing Shear @ Toe = 0.0 <= 76.0 psi Footing Shear @ Heel = 2.1 <= 76.0 psi WALL STABILITY RATIOS Overturning Stability Ratio = 2.82 Sliding Ratio Ratio = 1.73 2nd: 8 in Conc, #4@18.00 in@Cntr, From 3.0 ft to 0.0 ft RetainPro V4.Oa (c) 1989.96 ENERCALC Pte, 22 R. C. E. Title Tom Dauterman Residence 336 Broadway Suite #7 Job # : 99.063 Dsgnr: CMR Date:JUN 14,1999 Chico, CA 95928 Description.... (530) 894.8801: fax (530) 894.8805 4' Retaining Wall ail: cj@r-c-e.com CANTILEVERED RETAINING WALL DESIGN Page 2of2 SUMMARY OF OVERTURNING & RESISTING FORCES & MOMENTS Vertical component of active pressure used for soil pressure .....OVERTURNING..... Resisting/Overturning Ratio 2.82 Amoe eel Surcharge Not Used To Resist Overturning .....RESISTING..... STEM CONSTRUCTION & DESIGN Top Stem a Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 497.8 1.78 884.9 Soil Over Heel 366.7 2.08 763.9 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = 0.00 Toe Active Pressure = -31.1 0.44 -13.8 Soil Over Toe Surcharge Over Toe = Stem Weight(s) = 800.0 1.33 1,066.7 Earth @ Stem Transitions = Footing Weight = 500.0 1.25 625.0 Key Weight = 1.33 Vert. Component = Added Lateral Load = Load @ Stem Above Soil = TOTALS = 466.7 O.T.M. = 871.1 1,666.7 R. M. = 2,455.6 Vertical component of active pressure used for soil pressure Surcharge Not Used To Resist Overturning Resisting/Overturning Ratio 2.82 Amoe eel Surcharge Not Used To Resist Overturning STEM CONSTRUCTION & DESIGN Top Stem a 2nd Stem Stem OK Stem OK Design at this height above ftg 3.00ft 0.00 ft Wall Material Above "Ht" Concrete Concrete Thickness 8.00 in 8.00 in Rebar Size # 4 # 4 Rebar Spacing 18.00 in 18.00 in Rebar Placed at Cente Cente Design Data fb/FB + fa/Fa Total Force @ Section Moment.... Actual Moment ..... Allowable Shear..... Actual Shear..... Allowable Bar Embed ABOVE Ht. Bar Embed BELOW Ht. Wall Weight Rebar Depth 'd' Masonry Data f'm Fs = Solid Grouting Special Inspection = Modular Ratio 'n' & hort Term Factor Equiv. Solid Thick. 0.006 29.7 lbs 9.9 ft-# 1,547.6ft-# 0.62 lbs 76.03 psi 12.00 i n 12.00 in 100.0 psf 4.00 in 0.410 476.0 lbs 634.7 ft-# 1,547.6 ft-# 9.92 psi 76.03 psi #####.## in 6.00 in 100.0 psf 4.00 in Concrete Data f'c 2,000 psi 2,000 psi Fy 40,000 psi 40,000 psi RetainPro V4.Oa (c) 1989.96 ENERCALC 8" Conc w/ #4 @ 18.in o/c • #4 @ O.in @ toe #4 @ O.in @ heel #4 Horiz as shown • Pte, �3 • II Pp= 222.22# • 497.78# POP73psf. 1 145.6psf P,, RA 0 • 06/29/99 -- Dauterman Residence -- RCE Job No. 99-063 Pq A8 Anchorage Per U.B.C. 1925.2 a .3 Vdl = 0.00 Pdl = -4.86 VII = 0.00 PH = -4.20 Vw = 2.61 PW = 3.64 Veq = 3.33 Peq = 4.89 Vu = 4.67 Kips, Factored Shear Pu = 2.62 Kips, Factored Tension Ab = 0.20 int, Single Bolt Area f's= 40 ksi, Bolt Strength f'c= 2.5 ksi, Concrete Strength As = 55 int, Sloping Shear Area At = 16 int, Tension Area de = 12 in, edge distance(0 = N/A) # bolts= 4 Total # of Bolts # Rows = 1 Total # of Rows 0 = 0.65 Strength Reduction Factor L = 1 1 fpr Normal Concrete Special Inspection provided (y/n)? n Anchor Embedded In Tension Zone(y/n)? n Pss= 0.9*Ab* f's 0*Pc= OL*(f'c)'/2*[(2.8*As)+(4*At)] Vss= 0.75*Ab*f's 0*Vc= 0*800*Ab*L*(f'c)'/2 0*Vc= 0*2*q*dee*L*(f'c)'/2 House Frame - Joint 36 i = (1/0)*[(2Pu/Pc)2 + (2Vu/Vc)2 i = 0.49 < 1 OKI! i = (1 /0) * (2Pu/Pc) i = 0.74 < 1 OKII i = (1 /0) * (2Vu/Vc) i = 0.46 < 1 OKI! I = (2Pu/Ps)2 + (2VuNs)2 i = 0.19 < 1 OKII i = (2Pu/Ps) I = 0.19 < 1 OKI! i = (2Vu/Vs) I = 0.40 < 1 OK!! 06/29/99 -- Dauterman Residence -- RCE Job No. 99-063 ��6? lAnchorage Per U.B.C. 1925.2 81:.3 House Frame - Joint 46 Vdl = 0.00 Pdl = -4.50 VII = 0.00 PII = -3.00 VW = 0.00 PW = 4.13 Veq = 0.00 Peq = 3.02 Vu = 0.00 Kips, Factored Shear i = (1 /0) * [(2Pu/Pc)Z + (2Vu/Vc)2] Pu = 1.32 Kips, Factored Tension I = 0.09 < 1 OKII Ab = 0.20 int, Single Bolt Area f's = 40 ksi, Bolt Strength i = (1 /0) * (2Pu/Pc) f'c= 2.5 ksi, Concrete Strength i = 0.37 < 1 OKII As = 55 int, Sloping Shear Area At = 16 int, Tension Area i = (1 /0) * (2Vu/Vc) de = 12 in, edge distance(0 = N/A) i = 0.00 < 1 OKII # bolts= 4 Total # of Bolts # Rows = 1 Total # of Rows i = (2Pu/Ps)2 + (2Vu/Vs)2 0 = 0.65 Strength Reduction Factor i = 0.01 < 1 OKI1 L = 1 1 fpr Normal Concrete i = (2Pu/Ps) Special Inspection i = 0.09 < 1 OKI! provided (y/n)? n Anchor Embedded In i = (2Vu/Vs) Tension Zone(y/n)? n i = 0.00 < 1 OKII Pss= 0.9*Ab* f's 0*Pc= OL*(f'c)'/2*[(2.8*As)+(4*At)] Vss= 0.75*Ab*f's 0*Vc= 0*800*Ab*L*(f'c)'/s 0*Vc= 0*2*q*dee*L*(f'c)'/z • n • 06/29/99 -- Dauterman Residence -- RCE Job No. 99-063 P. Ac33 Anchorage Per U.B.C. 1925.2 8z .3 House Frame - Joint 54 Vdl = 0.00 Pdl = -4.62 VII = 0.00 PH = -3.85 Vw' 2.67 Pw = 5.25 Veq = 3.41 Peq = 6.56 Vu = 4.78 Kips, Factored Shear i = (1 /0) * [(2Pu/Pc)2 + (2Vu/Vc)2] Pu = 5.22 Kips, Factored Tension i = 0.71 < 1 OK!! Ab = 0.20 int, Single Bolt Area f's = 40 ksi, Bolt Strength I = (1 /0) * (2Pu/Pc) f'c= 2.5 ksi, Concrete Strength i = 0.93 < 1 OK!! As = 100 int, Sloping Shear Area At = 16 int, Tension Area i = (1 /0) * (2Vu/Vc) de = 12 in, edge distance(0 = N/A) i = 0.47 < 1 OK!! # bolts= 4 Total # of Bolts # Rows = 1 Total # of Rows i = (2Pu/Ps)2 + (2Vu/Vs)2 0 = 0.65 Strength Reduction Factor i = 0.30 < 1 OK!! L = 1 1 fpr Normal Concrete I = (2Pu/Ps) Special Inspection i = 0.37 < 1 OK!! provided (y/n)? n Anchor Embedded In i = (2Vu/Vs) Tension Zone(y/n)? n i = 0.41 < 1 OK!! Pss= 0.9*Ab* f's 0*Pc= OL*(f'c)'h*[(2.8*As)+(4*At)] Vss= 0.75*Ab* f's 0*Vc= 0*800*Ab*L*(f'c)'/2 0*Vc= 0*2*q*dee*L*(Vc)'/2 • 0 06/29/99 -- Dauterman Residence -- RCE Job No. 99-063 P A6-4 lAnchorage Per U.B.C. 1925.2 & .3 Vdl = 0.00 Pdl = -7.88 VII = 0.00 PH = -7.95 Vw = 3.33 PW = 1.38 Veq = 4.23 Peq = 1.63 Vu = 5.93 Kips, Factored Shear Pu = -4.76 Kips, Factored Tension Ab = 0.20 int, Single Bolt Area Vs= 40 ksi, Bolt Strength Vc= 2.5 ksi, Concrete Strength As = 100 inz, Sloping Shear Area At = 16 inz, Tension Area de = 12 in, edge distance(0 = N/A) # bolts= 4 Total # of Bolts # Rows = 1 Total # of Rows 0 = 0.65 Strength Reduction Factor L = 1 1 fpr Normal Concrete Special Inspection provided (y/n)? n Anchor Embedded In Tension Zone(y/n)? n Pss= 0.9*Ab* f's 0*Pc= OL*(f'c)'/z*[(2.8*As)+(4*At)] Vss= 0.75*Ab*f's 0*Vc= 0*800*Ab*L*(f'c)'/z 0*Vc= 0*2*q*dez*L*(Vc)'/z House Frame - Joint 63 i = (1 /0) * [(2Pu/Pc)z + (2Vu/Vc)2] i = 0.69 < 1 OKII i = (1 /0) * (2Pu/Pc) i = -0.85 < 1 OKII i = (1 /0) * (2Vu/Vc) i = 0.58 < 1 OKII i = (2Pu/Ps)2 + (2Vu/Vs)2 i = 0.37 < 1 OKH i = (2Pu/Ps) i = -0.34 < 1 OKII 1 = (2Vu/Vs) i = 0.50 < 1 OKII C • • 06/29/99 -- Dauterman Residence -- RCE Job No. 99-063 Fq Aes Anchorage Per U.B.C. 1925.2 81 .3 Vdl = 0.00 Pdl = -10.97 VII = 0.00 PII = -7.83 Vw= Pw= 3.61 Veq = 0.70 Peq = 1.45 Vu = 0.98 Kips, Factored Shear Pu = -5.18 Kips, Factored Tension Ab = 0.20 int, Single Bolt Area, f's= 40 ksi, Bolt Strength f'c= 2.5 ksi, Concrete Strength As = 100 int, Sloping Shear Area At = 0 int, Tension Area de = 12 in, edge distance(0 = N/A) # bolts= 2 Total # of Bolts # Rows = 1 Total # of Rows 0 = 0.65 Strength Reduction Factor L = 1 1 fpr Normal Concrete Special Inspection provided (y/n)? n Anchor Embedded In Tension Zone(y/n)? n Pss= 0.9*Ab* f's 0*Pc= OL*(f'c)'/2*[(2.8*As)+(4*At)l Vss= 0.75*Ab*f's 0*Vc= 0*800*Ab*L*(f'c)'h 0*Vc= 0*2*q*dee*L*(f'c)'h Entry Frame - Joints 1 & 4 (Sim for Line "F" Frame) I = (1/0)*[(2Pu/Pc)2 + (2Vu/Vc)2 i = 0.87 < 1 OKII I = (1 /0) * (2Pu/Pc) i = -1.14 < 1 OKII I = (1/0)*(2Vu/Vc) i = 0.19 < 1 OU i = (2Pu/Ps)2 + (2Vu/Vs)2 i = 0.56 < 1 OKII I = (21?u/Ps) i = -0.73 < 1 OKII i = (2Vu/Vs) I = 0.17 < 1 OKII