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HomeMy WebLinkAboutPlansJob: Address : Client: Sheet 1 2 3-6 7-15 16 17 18 CALCULATIONS FOR Foundation Design Gleenwood Tramway Glenwood Springs, CO 81601 (These calculations apply to the job at this address only.) General Steel [M178621 Index to Calculations Copyright 10/10 Job # 1053-10 trti st Item Basis For Design Foundation Plan Reactions /Anchor Bolt Settings Rigid Frame Footings Slab Reinforcement Perimeter Turndown Base Angle Attachment Project Engineer G Starks S.E. CONSULTANTS, INC. 5800 cottsdThomas le, Arizona' 85251104 Phone: (480) 946-2010 Fax: (480) 946-1909 BASIS FOR DESIGN DEAD LOADS LIVE LOADS See metal building manufacture for design loads. LATERAL CODE: 2009 International Building Code STRESSES OF MATERIALS CONCRETE STEEL SOI(, Design: Footings Fc= 3000 psi. Masonry Wall rm = N/Asi. Grout p N/A psi. Reinforcing Weldable Reinforcing Structural Steel Soil Report: Hepworth Pawlak Geotechical 5020 County Rd 154 Glenwood Springs, CO 81601 (970)945-7988/(970)945-7988 fy= fy= fy= 60000 psi. A-615, Grade 60 60000 psi. A-706, Grade 60 36000 psi. A-36, Grade 36 Allow. Soil Bearing = 1450 psf @ 36" below finished grade Project No. 109 205A Date: August 18, 2010 .bb: PRELIM INARV UNLESS SEALED ON EACH SHEETORON COVER SHEET it(7Ca,(b2 Date: (J%ld By: GCj No.: L)51-1) 1.- .bbSH.: S.E. S.E. CONSULTANTS, INC. m .10 •-0 OUT/OUT OF STEEL 15-0 15'-0 2'-6 4-0 J 6 4'-6 4-0 6'-6 i q 1 I 29'-6 may,^ ^ 1 \ 30'-0 OUT/OUT OF 5 EASE OF STEEL AT ELEV. 100'-0 SASE DETAIL SECTION 9" /'"8 ANCHOR RODS BASE OF STEEL AT ELEV. i00'-0 0'-70; L BASE DETAIL SECI7ON b' ANCHOR RODS EASE OF STEL AT ELEY. 100'-0 BASE DETAIL SECTION "0' i"0 ANCHOR ROOS SASE OF STEEL AT ELF/ 100'-0 BASE DETAIL SECTION £" 1'0 ANCHOR RODS SASE Of STEEL ELEV. 1'_0 e, 2 2/, SLOPE BASE DETAIL SECT/ON 'r' res ANCHOR R005 BASE OF STEEL AT ELEV. 100•_0 Star Building Systems FRAME DESCRIPTION: - USER NAME:mjdotta DATE: 9/27/10 PAGE: 1-2 8600 S. I-35, Oklahoma City, OK 73149 srhi 30./16./19.417 20./90. JOB NAME:55131A FILE:frame2_3.fra SUPPORT REACTIONS FOR EACH LOAD GROUP FRAME ID #01 LOCATION:frame lines 2-3 NOTES:(1) A11 reactions are in kips and kip -ft. (2) The seismic overstrength factor (Omega) is not included in the "LEO" Load Group reactions. Seismic "BASE -ONLY" combination reactions include an overstrength factor of: 2.500 TIME:11:07:31 REACTION NOTATIONS HL - 7 VL LOAD GROUP REACTION TABLE / HR VR COLUNN LEFT COLUMN RIGHT COLUMN BASE PLATE 8.0X12.0X0.375 8.0X12.0X0.375 ANC. RODS (4)-3/4 (4)-3/4 LOAD GROUP HL VL LNL HR VR LNR DL 0.2 1.3 0.0 -0.2 1.3 0.0 COLL 0.0 0.1 0.0 0.0 0.1 0.0 SNOW 3.1 14.7 0.0 -3.1 14.7 0.0 LL 1.2 5.8 0.0 -1.2 5.8 0.0 RBDWEQ 0.0 1.5 0.0 0.0 1.5 0.0 EQ -0.6 -0.7 0.0 -0.6 0.7 0.0 RBUPEQ 0.0 -1.5 -1.8 0.0 -1.5 -1.8 WL1 -2.5 -4.8 0.0 -1.7 -2.1 0.0 WL2 -3.0 -3.2 0.0 -1.2 -0.5 0.0 WL3 1.7 -2.1 0.0 2.5 -4.8 0.0 WL4 1.2 -0.5 0.0 3.0 -3.2 0.0 LWL1 0.8 -4.5 0.0 -0.6 -4.1 0.0 RBUPLW 0.0 -1.4 -1.8 0.0 -1.4 -1.8 LWL2 0.6 -4.1 0.0 -0.8 -4.5 0.0 LWL3 1.0 -2.7 0.0 -1.0 -2.6 0.0 LWL4 1.0 -2.6 0.0 -1.0 -2.7 0.0 RS 2.9 8.9 0.0 -2.9 16.5 0.0 LS 2.9 16.5 0.0 -2.9 8.9 0.0 RBDWLW 0.0 1.4 0.0 0.0 1.4 0.0 TOAD GROUP DESCRIPTION DL Roof Dead Load COLL Roof Collateral Load SNOW Roof Snow Load LL Roof Live Load RBDWEQ Downward Acting Rod Brace Load from Long. Seismic EQ Lateral Seismic Load [parallel to plane of frame] RBUPEQ Upward Acting Rod Brace Load from Longit. Seismic WL1 Lateral Primary Wind Load WL2 Lateral Primary Wind Load WL3 Lateral Primary Wind Load WL4 Lateral Primary Wind Load LWL1 Longitudinal Primary Wind Load RBUPLW Upward Acting Rod Brace Load from Longitud. Wind LWL2 Longitudinal Primary Wind Load LWL3 Longitudinal Primary Wind Load LWL4 Longitudinal Primary Wind Load RS Unbalanced Right Roof Snow Load L5 Unbalanced Left Roof Snow Load RBDWLW Downward Acting Rod Brace Load from Longit. Wind 13 09/27/2010 Star Building Systems FRAME DESCRIPTION: USER NANE:mjdotta DATE: 9/27/10 PAGE: 2-2 8600 5. I-35, Oklahoma City, OK 73149 srhi 30./16./10.583 20./90. JOE NAME:55131A FILE:frame4.fra SUPPORT REACTIONS FOR EACH LOAD GROUP FRAME ID #02 LOCATION:frame lines 4 NOTE: All reactions are in kips and kip -ft. TIME:11:07:81 REACTION NOTATIONS HL -- VL LOAD GROUP REACTION TABLE - HR VR COLUMN LEFT COLUMN RIGHT COLUMN BASE PLATE 8.0X10.0X0.375 8.OX10.OX0.375 ANC. RODS (4)-3/4 (4)-3/4 LOAD GROUP HL VL LNL HR VR LNR DL 0.1 0.9 0.0 -0.1 0.9 0.0 COLL 0.0 0.1 0.0 0.0 0.1 0.0 SNOW 1.7 8.0 0.0 -1.7 B.0 0.0 LL 0.7 3.2 0.0 -0.7 3.2 0.0 EQ -0.4 -0.4 0.0 -0.4 0.4 0.0 WL1 -2.1 -3.7 0.0 -1.3 -1.5 0.D WL2 -2.4 -2.8 D.0 -1.0 -0.6 0.0 LWL1 0.4 -2.4 0.0 -0.3 -2.3 0.0 LWL2 0.3 -2.3 0.0 -0.4 -2.4 0.0 LWL3 0.6 -1.5 0.0 -0.5 -1.4 0.0 LWL4 0.5 -1.4 0.0 -0.6 -1.5 0.0 WL3 1.3 -1.5 0.0 2.1 -3.7 0.0 WL4 1.0 -0.6 0.0 2.4 -2.8 0.0 R5 1.6 4.9 0.0 -1.6 9.0 0.0 LS 1.6 9.0 0.0 -1.6 4.9 0.0 LOAD GROUP DESCRIPTION DL Roof Dead Load COLL Roof Collateral Load SNOW Roof Snow Load LL Roof Live Load EQ Lateral Seismic Load [parallel to plane of frame] WL1 Lateral Primary Wind Load WL2 Lateral Primary Wind Load LWL1 Longitudinal Primary Wind Load LWL2 Longitudinal Primary Wind Load LWL3 Longitudinal Primary Wind Load LWL4 Longitudinal Primary Wind Load WL3 Lateral Primary Wind Load FTi4 Lateral Primary Wind Load RS Unbalanced Right Roof Snow Load LS Unbalanced Left Roof Snow Load 14 09/27/2010 Star Building Systems FRAME DESCRIPTION: USER NAME:mjdotta DATE: 9/27/10 PAGE: E 8600 S. I-35, Oklahoma City, OK 73149 Endwall EWB JOB NAME:55131A FILE:REW3BLDG1 PATH: R:\Jobs\Active\ENG\12-8-55131\ver01-mjdotta\E1dg-A\run01\ SUPPORT REACTIONS FOR EACH LOAD GROUP NOTE: All reactions are in kips and kip -ft. TIME:10:51:29 REACTION NOTATIONS HL - VL 7 V1 VR TABLE .ni HR COLUMNVr LEFT COLUMN RIGHT COLUMN INTERIOR COLUMN 1 BASE PLATE 8.0X9.875X0.375 8.0X9.875X0.375 8.0X9.875X0.375 ANC. BOLTS (4)-3/4 (4)-3/4 (4)-3/4 LOAD GROUP HL VL LL HR VR LR 131 V1 L1 D 0.0 0.5 D. 0.0 0.5 D. 0. 0.9 0.0 C 0.0 0.0 0. 0.0 0.0 0. 0. 0.1 0. L 0.0 1.6 0. 0.0 1.6 0. 0. 3.1 0.0 S 0.2 5.7 0. -0.2 5.7 0. 0. 7.7 0.0 SBAL 0.1 4.1 0. -0.1 4.1 0. 0. 7.7 0.0 W+ -0.1 -1.9 0. 0.1 -1.9 0. 0. -3.5 2.7 -0.1 -1.9 0. 0.1 -1.9 0. 0. -3.5 -3.0 WR -0.1 -1.9 0. D.1 -1.9 0. 0. -3.5 0.0 WL -0.1 -1.9 0. 0.1 -1.9 0. 0. -3.5 0.0 L0�1 GROUP DESCRIPTION D DEAD LOAD C COLLATERAL LOAD L : LIVE LOAD S DESIGN SNOW LOAD SBAL I BALANCED ROOF SNOW WIND LOAD AS AN INWARD ACTING PRESSURE W- WIND LOAD AS AN OUTWARD ACTING SUCTION WR WIND FORCE FROM THE RIGHT WL WIND FORCE FROM THE LEFT 15 09/27/2010 (4) - 3/4" dia. (A307 or A36) x embed. W/ std. headed studs Rigid Frame Footing @ F.L. 2-g 3 36" 12" #5 Hairpins w/ 5'-0" legs i Slab on a.b.c. ti � 3"clr 4" 4'-0" #5 ba s @ 12" o.c. each way 4'-0" 18"x18" Pier w/ (8) - # 5 vert. w/ 3" hooks under hori. Rein. (2)-#4 tiesTop5" w/#4 bars 12" o.c. below — 3" clr 3" I- 8" -► - #5 Hairpins w/ 5'-0" legs 18" x 18" Pier w/ (8) - # 5 vert. l -.,Af/ 3" hooks under hori. Rein. • fc = fy = 2500 psi 60000 psi ;hip: PRELI M 1NAIRY U N LESS SEALED 0 N EACH SH EET 0 R 0 N M 1, 0(/Pc?I Date: ;0- I© By: \ .bb No.: CO V I3SH EET 105.3'1 0 SH.: P - S.E. CONSULTANTS, INC. Rigid Frame Footing @ F.L. 1A, 1C, 4A, 4C (4) - 3/4" dia. (A307 or A36) x embed. W/ std. headed studs 36" 12" 4-0" 14' yr Slab on a.b.c. -°°� 3"clr - #5 ba s @ 12" o.c. each way 4" 3" 4'-0" Oo 18" x 18" Pier w/ (8) - # 5 vert. 4" w/ 3" hooks under hori. Rein. 18" x 18" Pier w/ (8) - # 5 vert. w/ 3" hooks under hori. Rein. (2) -#4 ties Top 5" w/ #4 bars 12" o.c. below — 3"clr 4-14" fc= fy= 3500 psi 60000 psi .bb: PRELIM 1N ARYPU N LESS SEALED ON EACH SH EET OR ON C tt\tTg1O'�Date: 1 —ID By: .bb No.: L VER SHEET '°"f{ SH.: t S.E. CONSULTANTS, INC. George C Starks S.E. Consultants, Inc. 5800 East Thomas Road, Suite 104 Scottsdale, AZ 85251 Title : Dsgnr: Description : Scope: Job # Date: 10:07AM, 5 OCT 10 Rev: 580002 User KW -0602060, Ver 5.8.0, 1 -Dec -2003 _ (c)1983-2003 ENERCALC Engineering Software General Footing Analysis & Design Page 1 1053-10 ecw:Calculalions Description Frame Footing General Information Code Ref: AGI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Allowable Soil Bearing Short Term Increase Seismic Zone Live & Short Term Combined fc Fy Concrete Weight Overburden Weight 1,450.0 psf 1.000 4 2,500.0 psi 60,000.0 psi 145.00 pcf 0.00 psf Dimensions... Width along X -X Axis Length along Y -Y Axis Footing Thickness Col Dim. Along X -X Axis Col Dim. Along Y -Y Axis Base Pedestal Height Min Steel % Rebar Center To Edge Distance 4.000 ft 4.000 ft 12.00 in 18.00 in 18.00 in 24.000 in 0.0014 3.00 in Loads Applied Vertical Load... Dead Load Live Load Short Term Load Applied Moments... Dead Load Live Load Short Term Applied Shears... Dead Load Live Load Short Term Summary 1.400 k 16.500 k k Creates Rotation about Y -Y Axis (pressures @ left & right) k -ft k -ft k -ft Creates Rotation about Y -Y Axis (pressures @ left & right) k k k ...ecc along X -X Axis 0.000 in ...ecc along Y -Y Axis 0.000 in Creates Rotation about X -X Axis (pressures @ top & bot) k -ft k -ft k -ft Creates Rotation about X -X Axis (pressures @ top & bot) k k k 4.00ft x 4.00ft Footing, 12.0in Thick, w/ Column Support 18.00 x 18.00in x 24.Oin high Max Soil Pressure Allowable "X' Ecc, of Resultant "Y' Ecc, of Resultant X -X Min. Stability Ratio Y -Y Min. Stability Ratio DL+LL DL+LL+ST 1,304.5 1,304.5 psf 1,450.0 1,450.0 psf 0.000 in 0.000 in 0.000 in 0.000 in No Overturning No Overturning 1.500 :1 Max Mu Required Steel Area Shear Stresses.... 1 -Way 2 -Way Actual 1.510 Vu 8.477 21.859 Footing Design OK Allowable 0.259 Vn * Phi 85.000 psi 170.000 psi [Footing Design Shear Forces Two -Way Shear One -Way Shears... Vu @ Left Vu @ Right Vu @ Top Vu @ Bottom Moments Mu @ Left Mu @ Right Mu @ Top Mu @ Bottom ACI C-1 ACI C-2 ACI 0-3 Vn * Phi 21.86 psi 17.71 psi 0.89 psi 170.00 psi 8.48 psi 6.86 psi 0.32 psi 85.00 psi 8.48 psi 6.86 psi 0.32 psi 85.00 psi 8.48 psi 6.86 psi 0.32 psi 85.00 psi 8.48 psi 6.86 psi 0.32 psi 85.00 psi ACI C-1 ACI C-2 ACI C-3 Ru / Phi 1.51 k -ft 1.22 k -ft 0.06 k -ft 20.7 psi 1.51 k -ft 1.22 k -ft 0.06 k -ft 20.7 psi 1.51 k -ft 1.22 k -ft 0.06 k -ft 20.7 psi 1.51 k -ft 1.22 k -ft 0.06 k -ft 20.7 psi As Redd 0.26 in2 0.26 in2 0.26 in2 0.26 in2 per ft per ft per ft per ft George C Starks S.E. Consultants, Inc. 5800 East Thomas Road, Suite 104 Scottsdale, AZ 85251 Title : Dsgnr: Description : Scope: Job # Date: 10:07AM, 5 OCT 10 Rev: 580002 User: KW -0802080, Ver 5.8.0, 1 -Dec -2003 (c)1983-2003 ENERCALC Engineering Software General Footing Analysis & Design Page 2 1053-10. ecw: C alwialions Description Frame Footing Soil Pressure Summary Top 1,304.53 1,304.53 Bottom 1,304.53 psf 1,304.53 psf Service Load Soil Pressures DL + LL DL + LL + ST Factored Load Soil Pressures ACI Eq. C-1 ACI Eq. C-2 ACI Eq. C-3 Left 1,304.53 1,304.53 2,135.72 1,769.25 209.25 Right 1,304.53 1,304.53 2,135.72 1,769.25 209.25 2,135.72 1,769.25 209.25 2,135.72 psf 1,769.25 psf 209.25 psf ACI Factors (per ACI 318-02, app ACI C-1 & C-2 DL ACI C-1 & C-2 LL ACI C-1 & C-2 ST ....seismic = ST ' : lied internally to entered loads) 1.400 ACI C-2 Group Factor 1.700 ACI C-3 Dead Load Factor 1.700 ACI C-3 Short Term Factor 1.100 Used in ACI C-2 & C-3 0.750 Add'! "1.4" Factor for Seismic 0.900 Add"l "0.9" Factor for Seismic 1.300 1.400 0.900 1 S.E. CONSULTANTS, INC. FOOTING UPLIFT & SHEAR CHECK 5800 East Thomas Road, Suite 104 Scottsdale, AZ 85251 (480) 946-2010 Fax (480) 946-1909 PROJECT: Frame Footing Uplift Check (WL+.6DL) s 48 --`Uplift Reaction (kips) Due to Wind? Verify Adequate Uplift Resistance AGrade Beam Length (feet) Footing Size (feet) Footing Thickness (feet) Depth Below Grade (feet) Pier Size (feet) Include Slab Wt. ? ;Width of Slab to be included Slab Thickness (inches) Stem Wall Depth (feet) J7Stern Wall Width (feet) 333 "'Continuous Footing Width (feet) 0 667,', Continuous Footing thickness (feet) Interior Grade Beam 00 Width of building (feet) Interior Grade Beam Depth (feet) Interior Grade Beam Width (feet) FOOTING WEIGHT (kips) PIER WEIGHT (kips) SOIL WEIGHT (kips) SLAB WEIGHT (kips) STEM AND FOOTING WEIGHT (kips) INTERIOR GRADE BEAM WEIGHT (kips) TOTAL RESISTANCE = TR (TR *0.6) MINIMUM RESISTANCE Footing Area = Pier Area = 0,; 2.4 0.6 3.0 2.0 8.7 0.0 16.9 10.1 4.8 O.K. 0.47 Uplift Ratio Verify Adequate Anchorbolt & Concrete Resistance to Uplift of Anchor Bolts 0.75 ::Anchor Bolt Diameter 10 # threads/inch (n) 6.39 Tensile A.B. Resistance (kips) 4.42 A.B. Shear Resistance (kips) 2.25 Concrete Uplift Resistance (kips) for 1 bolt 3.25 Concrete Shear Resistance (kips) for 1 bolt 6 Total Concrete Resistance (kips) Results: Concrete has adequate uplift resistance 33 2FSOtl`: ,} Concrete Compressive Resistance (fc, psi) 6000¢` Fy of Rebar (psi) 24.06 Concrete Bearing Resistance Lateral Load Check _ 3Total Lateral Load (kips) ;n.. `Due to Wind? 3.25 Lateral Load Resistance (Concrete, kips) 16 N.G. - Hairpin Rebar Required Number of Hairpins Diameter of Hairpin (inches) 225 '2:60°t Length of Hairpin Leg (inches) 14.73 ACI Req'd Hairpin Development Length Hairpin Length O.K. 17.67 Allowable Tensile Capacity 14.73 Allowable Shear Capacity Hairpin O.K. 10/5/2010 A.B. Dia n 0.5 13 0.625 11 0.75 10 0.875 9 1 8 1.25 7 1.5 6 Endwall Footing @ 1B (4) - 3/4" dia. (A307 or A36) x z r embed. W/ std. headed studs under hor. Rein 36" 12" .v Slab on a.b.c. 3-0" 3"clr #5 ba s @ 12" o.c. each way 3'-0" 4" 18" x 18" Pier w/ (8) - # 5 vert. w/ 3" hooks under hori. Rein. (2) - #4 ties Top 5" w/ #4 bars. 12" o.c. below — 3" clr ---1- 18" x 18" Pier w/ (8) - # 5 vert. w/ 3" hooks under hori. Rein. fc = 2500 psi fy = 60000 psi .bb: PRELIM I�N+�pARY U N LESSSEALEDN E°`CH HE �b NoOR .: g@ l� E» BY: C. CO VER SIkEET dtU �� 1 d S.E. CONSULTANTS, INC. Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003.NFPA 50001 Dimensions... Width along X -X Axis Length along Y -Y Axis Footing Thickness Col Dim. Along X -X Axis Col Dim. Along Y -Y Axis Base Pedestal Height George C Starks S.E. Consultants, Inc. 5800 East Thomas Road, Suite 104 Scottsdale, AZ 85251 LkRev: 580002 User: KW -0802080, Ver 5.8.0, 1 -Dec -2003 (0)1983-2003 ENERCALC Engineering Software Title : Dsgnr: Description : Scope: Job # Date: 10:07AM, 5 OCT 10 Description Endwall Footing General Footing Analysis & Design Page 1 1053-10.e0w:Calculations [General Information Allowable Soil Bearing 1,450.0 psf Short Term Increase 1.000 Seismic Zone 4 Live & Short Term Combined fc Fy Concrete Weight Overburden Weight 2,500.0 psi 60,000.0 psi 145.00 pcf 0.00 psf Min Steel % Rebar Center To Edge Distance 3.000 ft 3.000 ft 12.00 in 18.00 in 18.00 in 24.000 in 0.0014 3.00 in Loads Applied Vertical Load... Dead Load 1.000 k Live Load 7.700 k Short Term Load k Creates Rotation about Y -Y Axis Applied Moments... (pressures @ left & right) Dead Load k -ft Live Load k -ft Short Term k -ft Creates Rotation about Y -Y Axis Applied Shears... (pressures @ left & right) Dead Load k Live Load k Short Term k Summary 1 ...ecc along X -X Axis 0.000 in ...ecc along Y -Y Axis 0.000 in Creates Rotation about X -X Axis (pressures @ top & bot) k -ft k -ft k -ft Creates Rotation about X -X Axis (pressures @ top & bot) k k k 3.00ft x 3.00ft Footing, 12.0in Thick, w/ Column Support 18.00 x 18.00in x 24.0in high DL+LL DL+LL+ST Max Soil Pressure 1,184.2 1,184.2 psf Allowable 1,450.0 1,450.0 psf "X' Ecc, of Resultant "Y' Ecc, of Resultant X -X Min. Stability Ratio Y -Y Min. Stability Ratio 0.000 in 0.000 in 0.000 in 0.000 in No Overturning No Overturning 1.500 :1 Max Mu Required Steel Area Shear Stresses.... 1 -Way 2 -Way Footing Design OK Actual Allowable 0.480 Vu 0.000 6.935 0.259 Vn * Phi 85.000 psi 170.000 psi Footing Design Shear Forces ACI C-1 Two -Way Shear 6.94 psi One -Way Shears... Vu @ Left 0.00 psi Vu @ Right 0.00 psi Vu@Top 0.00 psi Vu @ Bottom 0.00 psi Moments ACI C-1 Mu @ Left 0.48 k -ft Mu @ Right 0.48 k -ft Mu @ Top 0.48 k -ft Mu @ Bottom 0.48 k -ft ACI C-2 ACI C-3 5.48 psi 0.41 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.O0 psi 0.00 psi ACI C-2 ACI C-3 0.38 k -ft 0.03 k -ft 0.38 k -ft 0.03 k -ft 0.38 k -ft 0.03 k -ft 0.38 k -ft 0.03 k -ft Vn * Phi 170.00 psi 85.00 psi 85.00 psi 85.00 psi 85.00 psi Ru / Phi 6.6 psi 6.6 psi 6.6 psi 6.6 psi As Reo'd 0.26 in2 0.26 in2 0.26 in2 0.26 in2 per ft per ft per ft per ft George C Starks S.E. Consultants, Inc. 5800 East Thomas Road, Suite 104 Scottsdale, AZ 85251 Title : Dsgnr: Description : Scope : Job# Date: 10:07AM, 5 OCT 10 Rev: 580002 User. KW -0602060, Ver 5.6.0, 1 -Dec -2003 ic)1993-2003 ENERCALC Engineering Software General Footing Analysis & Design Page 2 1053-10.ecw'. Calculations Description Endwall Footing Service Load Soil Pressures DL + LL DL + LL + ST Factored Load Soil Pressures ACI Eq. C-1 ACI Eq. C-2 ACI Eq. C-3 Left 1,184.17 1,184.17 1,914.50 1,556.33 230.50 Right 1,184.17 1,184.17 1,914.50 1,556.33 230.50 Top 1,184.17 1,184.17 1,914.50 1,556.33 230.50 Bottom 1,184.17 psf 1,184.17 psf 1,914.50 psf 1,556.33 psf 230.50 psf L.,!1,.(;1 Factors (per ACI 318-02, app ACI C-1 & C-2 DL ACI C-1 & C-2 LL ACI C-1 & C-2 ST ....seismic = ST ' : lied internally to entered loads) 1.400 ACI C-2 Group Factor 1.700 ACI C-3 Dead Load Factor 1.700 ACI C-3 Short Term Factor 1.100 Used in ACI C-2 & C-3 0.750 0.900 1.300 Add"I "1.4" Factor for Seismic 1.400 0.900 Add"I "0.9" Factor for Seismic `� S.E. CONSULTANTS, INC. FOOTING UPLIFT & SHEAR CHECK 5800 East Thomas Road, Suite 104 Scottsdale, AZ 85251 (480) 946-2010 Fax (480) 946-1909 PROJECT: Endwall Footing Uplift Check (WL+.6DL) 296;Y,Uplift Reaction (kips) „V" ' Due to Wind? Verify Adequate Uplift Resistance 1�5r00 Grade Beam Length (feet) Footing Size (feet) Footing Thickness (feet) Depth Below Grade (feet) Pier Size (feet) ='d Include Slab Wt. 7 "'„ Width of Slab to be included Slab Thickness (inches) Stem Wall Depth (feet) Stem Wall Width (feet) Continuous Footing Width (feet) Continuous Footing thickness (feet) 1.4 0.8 1.5 1.5 6.5 11.6 7.0 3.0 O.K. 0.42 Uplift Ratio Footing Area = Lateral Load Check Total -Lateral Load (kips) Due to Wind? 4.33 Lateral Load Resistance (Concrete, kips) 9 Concrete provides adequate lateral resistance ") Number of Hairpins Diameter of Hairpin (inches) )J Length of Hairpin Leg (inches) 0.00 ACI Req'd Hairpin Development Length Hairpin Length O.K. 0.00 Allowable Tensile Capacity 0.00 Allowable Shear Capacity Hairpin not required Pier Area= 2.25 FOOTING WEIGHT (kips) PIER WEIGHT (kips) SOIL WEIGHT (kips) SLAB WEIGHT (kips) STEM AND FOOTING WEIGHT (kips) TOTAL RESISTANCE = TR (TR * 0.6) MINIMUM RESISTANCE Verify Adequate Anchorbolt & Concrete Resistance to Uplift # of Anchor Bolts Anchor Bolt Diameter # threads/inch (n) 0`(5 10 6.39 Tensile A.B. Resistance (kips) 4.42 A.B. Shear Resistance (kips) 2.25 Concrete Uplift Resistance (kips) for 1 bolt 3.25 Concrete Shear Resistance (kips) for 1 bolt 6 Total Concrete Resistance (kips) Results: Concrete has adequate uplift resistance 0625 c.`„ 24 2500d4Concrete Compressive Resistance (fc, psi) 500Ob Fy of Rebar (psi) 17.50 Concrete Bearing Resistance 0.17 Ratio 34.07 Tensile Anchorbolt Resistance (kips) 10/5/2010 A.B. Dia n 0.5 13 0.625 11 0.75 10 0.875 9 1 8 1.25 7 1.5 6 Item Slab Reinforcement The sub -grade drag equation is used for shrinkage crack control. This equation is only for crack control and is not suitable for structurally active steel. Deformed Bars, Grade 60 Bar Size Bar Spacing Steel Area, As ( in. o.c.) (sq.in. / ft) 1 # 3 24.0 0.0552 2 # 3 18.0 0.0736 3 # 4 24.0 0.0982 4 # 4 18.0 0.1309 5 # 4 16.0 0.1473 6 # 4 12.0 0.1963 7 # 5 24.0 0.1550 8 # 5 18.0 0.2067 where, As= F*L*w/(2*fs) Welded Wire Fabric Equlvant Plain (smooth) Wire minimum yield 75 ksi 6x 6-W1.4xW1.4 6 x 6 - W2.0xW2.0 6 x 6 - W2.9xW2.9 6 x 6 - W4.0xW4.0 4 x 4 - W1.4xW1.4 4 x 4 - W2.0xW2.0 4 x 4 - W2.9xW2.9 4 x 4 - W4.0xW4.0 Steel Area, As (sq.in. / ft) 0.0280 0.0400 0.0580 0.0800 0.0420 0.0600 0.0870 0.1200 As = the cross-sectional area of reinforcing steel, (sq.in. / ft) of slab width F = coefficient of friction between base and slab, 1.5 L = slab length between free ends, feet, in the direction of the steel w = weight of the concrete slab, psf fs = allowable steel stress, psi Area of steel required for below slab - shrinkage control. actual slab thickness = 4.00 inches L = 10.0 feet 2 Reinforcment Type = Welded Wire Fabric F = 1.5 w = 50 psf fs = 30000 psi Item # As= F* L * w / (2 * fs) = 0.0125 sq.in. / ft of slab width Reinforcement Discription Actual Area, As (sq.in./ft} 0.028 1 6x 6-W1.4xW1.4 Reinforcement is adequate. .bb: PRELIMINARY U N LESS SEALED O1 pN EACH H�tt SS�HgqEEF O R O N CSO V"E�R 9SH EET M, \� 710 Date: \D r Ill. By:QC3 ,bb No.: 1b 3;EQSH.: [b S.E. CONSULTANTS, INC. #4 bars at top and - bott. of stem 36" below Natural grade 8" Perimeter Stem and Footing Turndown L 7— #4 bars at 48" o.c. _or( — — — _� with 2'-0" legs ®I � #4 bars at 16" o.c. vertical & Horizonal II 8" concrete stem o Dowels to lap and match Slab on A.B.C. Imo— 16" CHECK FOR MINIMUM REINFORCEMENT: ( 16") x (8")x0.0021N2=0.2561N2 USING (2) - # 5 BARS = 0.62 IN2 REINFORCEMENT OK! Note: (2) - #5 bars cont. Perimeter Turndown is to be minimum of depth as indicated above, unless frost depth is greater than value indicated. In that case the perimeter turndown shall be set at the frost depth elevation. .b b: PRELIMINARY U N LESS SEALEDD/N�EACH SH EET OR ON CO VER SHp�EET M 1-176, 2. Date: it --10 By: QC.3 .bb No.:/bS,,. -- 0 SH.: ( S.E. CONSULTANTS, INC. Base Angle Attachment use 1/4 in. dia. X 2" embed. Powers Stud @ 24" O.C. (ESR -2818) walkdoor anchor bolts use (2) - 1/2" dia. X 2" embed. Hitli Kwik Bolt TZ ICC #ESR -1917 framed opening anchor bolts less than 20' wide use (2) - 5/8" dia. X 4" embed. Hitli Kwik Bolt TZ ICC #ESR -1917 ,bb: pR\EnLIMINA RYY UNLESS SEALED 4OgN� EACH SHEET ORON +CjOV+9 SHEET NI }-)ti L Date: in "° p (J BY _ ,bb No.: {Ua� S "t41 SH .: �j �° (, 0 S.E. CONSULTANTS, INC. Job: Address : Client: Sheet 1 2 3-6 7-15 16 17 18 CALCULATIONS FOR Foundation Design Gleenwood Tramway Glenwood Springs, CO 81601 (These calculations apply to the job at this address only.) General Steel [M178621 Index to Calculations Copyright 10/10 Job # 1053-10 trti st Item Basis For Design Foundation Plan Reactions /Anchor Bolt Settings Rigid Frame Footings Slab Reinforcement Perimeter Turndown Base Angle Attachment Project Engineer G Starks S.E. CONSULTANTS, INC. 5800 cottsdThomas le, Arizona' 85251104 Phone: (480) 946-2010 Fax: (480) 946-1909 BASIS FOR DESIGN DEAD LOADS LIVE LOADS See metal building manufacture for design loads. LATERAL CODE: 2009 International Building Code STRESSES OF MATERIALS CONCRETE STEEL SOI(, Design: Footings Fc= 3000 psi. Masonry Wall rm = N/Asi. Grout p N/A psi. Reinforcing Weldable Reinforcing Structural Steel Soil Report: Hepworth Pawlak Geotechical 5020 County Rd 154 Glenwood Springs, CO 81601 (970)945-7988/(970)945-7988 fy= fy= fy= 60000 psi. A-615, Grade 60 60000 psi. A-706, Grade 60 36000 psi. A-36, Grade 36 Allow. Soil Bearing = 1450 psf @ 36" below finished grade Project No. 109 205A Date: August 18, 2010 .bb: PRELIM INARV UNLESS SEALED ON EACH SHEETORON COVER SHEET it(7Ca,(b2 Date: (J%ld By: GCj No.: L)51-1) 1.- .bbSH.: S.E. S.E. CONSULTANTS, INC. m .10 •-0 OUT/OUT OF STEEL 15-0 15'-0 2'-6 4-0 J 6 4'-6 4-0 6'-6 i q 1 I 29'-6 may,^ ^ 1 \ 30'-0 OUT/OUT OF 5 EASE OF STEEL AT ELEV. 100'-0 SASE DETAIL SECTION 9" /'"8 ANCHOR RODS BASE OF STEEL AT ELEV. i00'-0 0'-70; L BASE DETAIL SECI7ON b' ANCHOR RODS EASE OF STEL AT ELEY. 100'-0 BASE DETAIL SECTION "0' i"0 ANCHOR ROOS SASE OF STEEL AT ELF/ 100'-0 BASE DETAIL SECTION £" 1'0 ANCHOR RODS SASE Of STEEL ELEV. 1'_0 e, 2 2/, SLOPE BASE DETAIL SECT/ON 'r' res ANCHOR R005 BASE OF STEEL AT ELEV. 100•_0 Star Building Systems FRAME DESCRIPTION: - USER NAME:mjdotta DATE: 9/27/10 PAGE: 1-2 8600 S. I-35, Oklahoma City, OK 73149 srhi 30./16./19.417 20./90. JOB NAME:55131A FILE:frame2_3.fra SUPPORT REACTIONS FOR EACH LOAD GROUP FRAME ID #01 LOCATION:frame lines 2-3 NOTES:(1) A11 reactions are in kips and kip -ft. (2) The seismic overstrength factor (Omega) is not included in the "LEO" Load Group reactions. Seismic "BASE -ONLY" combination reactions include an overstrength factor of: 2.500 TIME:11:07:31 REACTION NOTATIONS HL - 7 VL LOAD GROUP REACTION TABLE / HR VR COLUNN LEFT COLUMN RIGHT COLUMN BASE PLATE 8.0X12.0X0.375 8.0X12.0X0.375 ANC. RODS (4)-3/4 (4)-3/4 LOAD GROUP HL VL LNL HR VR LNR DL 0.2 1.3 0.0 -0.2 1.3 0.0 COLL 0.0 0.1 0.0 0.0 0.1 0.0 SNOW 3.1 14.7 0.0 -3.1 14.7 0.0 LL 1.2 5.8 0.0 -1.2 5.8 0.0 RBDWEQ 0.0 1.5 0.0 0.0 1.5 0.0 EQ -0.6 -0.7 0.0 -0.6 0.7 0.0 RBUPEQ 0.0 -1.5 -1.8 0.0 -1.5 -1.8 WL1 -2.5 -4.8 0.0 -1.7 -2.1 0.0 WL2 -3.0 -3.2 0.0 -1.2 -0.5 0.0 WL3 1.7 -2.1 0.0 2.5 -4.8 0.0 WL4 1.2 -0.5 0.0 3.0 -3.2 0.0 LWL1 0.8 -4.5 0.0 -0.6 -4.1 0.0 RBUPLW 0.0 -1.4 -1.8 0.0 -1.4 -1.8 LWL2 0.6 -4.1 0.0 -0.8 -4.5 0.0 LWL3 1.0 -2.7 0.0 -1.0 -2.6 0.0 LWL4 1.0 -2.6 0.0 -1.0 -2.7 0.0 RS 2.9 8.9 0.0 -2.9 16.5 0.0 LS 2.9 16.5 0.0 -2.9 8.9 0.0 RBDWLW 0.0 1.4 0.0 0.0 1.4 0.0 TOAD GROUP DESCRIPTION DL Roof Dead Load COLL Roof Collateral Load SNOW Roof Snow Load LL Roof Live Load RBDWEQ Downward Acting Rod Brace Load from Long. Seismic EQ Lateral Seismic Load [parallel to plane of frame] RBUPEQ Upward Acting Rod Brace Load from Longit. Seismic WL1 Lateral Primary Wind Load WL2 Lateral Primary Wind Load WL3 Lateral Primary Wind Load WL4 Lateral Primary Wind Load LWL1 Longitudinal Primary Wind Load RBUPLW Upward Acting Rod Brace Load from Longitud. Wind LWL2 Longitudinal Primary Wind Load LWL3 Longitudinal Primary Wind Load LWL4 Longitudinal Primary Wind Load RS Unbalanced Right Roof Snow Load L5 Unbalanced Left Roof Snow Load RBDWLW Downward Acting Rod Brace Load from Longit. Wind 13 09/27/2010 Star Building Systems FRAME DESCRIPTION: USER NANE:mjdotta DATE: 9/27/10 PAGE: 2-2 8600 5. I-35, Oklahoma City, OK 73149 srhi 30./16./10.583 20./90. JOE NAME:55131A FILE:frame4.fra SUPPORT REACTIONS FOR EACH LOAD GROUP FRAME ID #02 LOCATION:frame lines 4 NOTE: All reactions are in kips and kip -ft. TIME:11:07:81 REACTION NOTATIONS HL -- VL LOAD GROUP REACTION TABLE - HR VR COLUMN LEFT COLUMN RIGHT COLUMN BASE PLATE 8.0X10.0X0.375 8.OX10.OX0.375 ANC. RODS (4)-3/4 (4)-3/4 LOAD GROUP HL VL LNL HR VR LNR DL 0.1 0.9 0.0 -0.1 0.9 0.0 COLL 0.0 0.1 0.0 0.0 0.1 0.0 SNOW 1.7 8.0 0.0 -1.7 B.0 0.0 LL 0.7 3.2 0.0 -0.7 3.2 0.0 EQ -0.4 -0.4 0.0 -0.4 0.4 0.0 WL1 -2.1 -3.7 0.0 -1.3 -1.5 0.D WL2 -2.4 -2.8 D.0 -1.0 -0.6 0.0 LWL1 0.4 -2.4 0.0 -0.3 -2.3 0.0 LWL2 0.3 -2.3 0.0 -0.4 -2.4 0.0 LWL3 0.6 -1.5 0.0 -0.5 -1.4 0.0 LWL4 0.5 -1.4 0.0 -0.6 -1.5 0.0 WL3 1.3 -1.5 0.0 2.1 -3.7 0.0 WL4 1.0 -0.6 0.0 2.4 -2.8 0.0 R5 1.6 4.9 0.0 -1.6 9.0 0.0 LS 1.6 9.0 0.0 -1.6 4.9 0.0 LOAD GROUP DESCRIPTION DL Roof Dead Load COLL Roof Collateral Load SNOW Roof Snow Load LL Roof Live Load EQ Lateral Seismic Load [parallel to plane of frame] WL1 Lateral Primary Wind Load WL2 Lateral Primary Wind Load LWL1 Longitudinal Primary Wind Load LWL2 Longitudinal Primary Wind Load LWL3 Longitudinal Primary Wind Load LWL4 Longitudinal Primary Wind Load WL3 Lateral Primary Wind Load FTi4 Lateral Primary Wind Load RS Unbalanced Right Roof Snow Load LS Unbalanced Left Roof Snow Load 14 09/27/2010 Star Building Systems FRAME DESCRIPTION: USER NAME:mjdotta DATE: 9/27/10 PAGE: E 8600 S. I-35, Oklahoma City, OK 73149 Endwall EWB JOB NAME:55131A FILE:REW3BLDG1 PATH: R:\Jobs\Active\ENG\12-8-55131\ver01-mjdotta\E1dg-A\run01\ SUPPORT REACTIONS FOR EACH LOAD GROUP NOTE: All reactions are in kips and kip -ft. TIME:10:51:29 REACTION NOTATIONS HL - VL 7 V1 VR TABLE .ni HR COLUMNVr LEFT COLUMN RIGHT COLUMN INTERIOR COLUMN 1 BASE PLATE 8.0X9.875X0.375 8.0X9.875X0.375 8.0X9.875X0.375 ANC. BOLTS (4)-3/4 (4)-3/4 (4)-3/4 LOAD GROUP HL VL LL HR VR LR 131 V1 L1 D 0.0 0.5 D. 0.0 0.5 D. 0. 0.9 0.0 C 0.0 0.0 0. 0.0 0.0 0. 0. 0.1 0. L 0.0 1.6 0. 0.0 1.6 0. 0. 3.1 0.0 S 0.2 5.7 0. -0.2 5.7 0. 0. 7.7 0.0 SBAL 0.1 4.1 0. -0.1 4.1 0. 0. 7.7 0.0 W+ -0.1 -1.9 0. 0.1 -1.9 0. 0. -3.5 2.7 -0.1 -1.9 0. 0.1 -1.9 0. 0. -3.5 -3.0 WR -0.1 -1.9 0. D.1 -1.9 0. 0. -3.5 0.0 WL -0.1 -1.9 0. 0.1 -1.9 0. 0. -3.5 0.0 L0�1 GROUP DESCRIPTION D DEAD LOAD C COLLATERAL LOAD L : LIVE LOAD S DESIGN SNOW LOAD SBAL I BALANCED ROOF SNOW WIND LOAD AS AN INWARD ACTING PRESSURE W- WIND LOAD AS AN OUTWARD ACTING SUCTION WR WIND FORCE FROM THE RIGHT WL WIND FORCE FROM THE LEFT 15 09/27/2010 (4) - 3/4" dia. (A307 or A36) x embed. W/ std. headed studs Rigid Frame Footing @ F.L. 2-g 3 36" 12" #5 Hairpins w/ 5'-0" legs i Slab on a.b.c. ti � 3"clr 4" 4'-0" #5 ba s @ 12" o.c. each way 4'-0" 18"x18" Pier w/ (8) - # 5 vert. w/ 3" hooks under hori. Rein. (2)-#4 tiesTop5" w/#4 bars 12" o.c. below — 3" clr 3" I- 8" -► - #5 Hairpins w/ 5'-0" legs 18" x 18" Pier w/ (8) - # 5 vert. l -.,Af/ 3" hooks under hori. Rein. • fc = fy = 2500 psi 60000 psi ;hip: PRELI M 1NAIRY U N LESS SEALED 0 N EACH SH EET 0 R 0 N M 1, 0(/Pc?I Date: ;0- I© By: \ .bb No.: CO V I3SH EET 105.3'1 0 SH.: P - S.E. CONSULTANTS, INC. Rigid Frame Footing @ F.L. 1A, 1C, 4A, 4C (4) - 3/4" dia. (A307 or A36) x embed. W/ std. headed studs 36" 12" 4-0" 14' yr Slab on a.b.c. -°°� 3"clr - #5 ba s @ 12" o.c. each way 4" 3" 4'-0" Oo 18" x 18" Pier w/ (8) - # 5 vert. 4" w/ 3" hooks under hori. Rein. 18" x 18" Pier w/ (8) - # 5 vert. w/ 3" hooks under hori. Rein. (2) -#4 ties Top 5" w/ #4 bars 12" o.c. below — 3"clr 4-14" fc= fy= 3500 psi 60000 psi .bb: PRELIM 1N ARYPU N LESS SEALED ON EACH SH EET OR ON C tt\tTg1O'�Date: 1 —ID By: .bb No.: L VER SHEET '°"f{ SH.: t S.E. CONSULTANTS, INC. George C Starks S.E. Consultants, Inc. 5800 East Thomas Road, Suite 104 Scottsdale, AZ 85251 Title : Dsgnr: Description : Scope: Job # Date: 10:07AM, 5 OCT 10 Rev: 580002 User KW -0602060, Ver 5.8.0, 1 -Dec -2003 _ (c)1983-2003 ENERCALC Engineering Software General Footing Analysis & Design Page 1 1053-10 ecw:Calculalions Description Frame Footing General Information Code Ref: AGI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Allowable Soil Bearing Short Term Increase Seismic Zone Live & Short Term Combined fc Fy Concrete Weight Overburden Weight 1,450.0 psf 1.000 4 2,500.0 psi 60,000.0 psi 145.00 pcf 0.00 psf Dimensions... Width along X -X Axis Length along Y -Y Axis Footing Thickness Col Dim. Along X -X Axis Col Dim. Along Y -Y Axis Base Pedestal Height Min Steel % Rebar Center To Edge Distance 4.000 ft 4.000 ft 12.00 in 18.00 in 18.00 in 24.000 in 0.0014 3.00 in Loads Applied Vertical Load... Dead Load Live Load Short Term Load Applied Moments... Dead Load Live Load Short Term Applied Shears... Dead Load Live Load Short Term Summary 1.400 k 16.500 k k Creates Rotation about Y -Y Axis (pressures @ left & right) k -ft k -ft k -ft Creates Rotation about Y -Y Axis (pressures @ left & right) k k k ...ecc along X -X Axis 0.000 in ...ecc along Y -Y Axis 0.000 in Creates Rotation about X -X Axis (pressures @ top & bot) k -ft k -ft k -ft Creates Rotation about X -X Axis (pressures @ top & bot) k k k 4.00ft x 4.00ft Footing, 12.0in Thick, w/ Column Support 18.00 x 18.00in x 24.Oin high Max Soil Pressure Allowable "X' Ecc, of Resultant "Y' Ecc, of Resultant X -X Min. Stability Ratio Y -Y Min. Stability Ratio DL+LL DL+LL+ST 1,304.5 1,304.5 psf 1,450.0 1,450.0 psf 0.000 in 0.000 in 0.000 in 0.000 in No Overturning No Overturning 1.500 :1 Max Mu Required Steel Area Shear Stresses.... 1 -Way 2 -Way Actual 1.510 Vu 8.477 21.859 Footing Design OK Allowable 0.259 Vn * Phi 85.000 psi 170.000 psi [Footing Design Shear Forces Two -Way Shear One -Way Shears... Vu @ Left Vu @ Right Vu @ Top Vu @ Bottom Moments Mu @ Left Mu @ Right Mu @ Top Mu @ Bottom ACI C-1 ACI C-2 ACI 0-3 Vn * Phi 21.86 psi 17.71 psi 0.89 psi 170.00 psi 8.48 psi 6.86 psi 0.32 psi 85.00 psi 8.48 psi 6.86 psi 0.32 psi 85.00 psi 8.48 psi 6.86 psi 0.32 psi 85.00 psi 8.48 psi 6.86 psi 0.32 psi 85.00 psi ACI C-1 ACI C-2 ACI C-3 Ru / Phi 1.51 k -ft 1.22 k -ft 0.06 k -ft 20.7 psi 1.51 k -ft 1.22 k -ft 0.06 k -ft 20.7 psi 1.51 k -ft 1.22 k -ft 0.06 k -ft 20.7 psi 1.51 k -ft 1.22 k -ft 0.06 k -ft 20.7 psi As Redd 0.26 in2 0.26 in2 0.26 in2 0.26 in2 per ft per ft per ft per ft George C Starks S.E. Consultants, Inc. 5800 East Thomas Road, Suite 104 Scottsdale, AZ 85251 Title : Dsgnr: Description : Scope: Job # Date: 10:07AM, 5 OCT 10 Rev: 580002 User: KW -0802080, Ver 5.8.0, 1 -Dec -2003 (c)1983-2003 ENERCALC Engineering Software General Footing Analysis & Design Page 2 1053-10. ecw: C alwialions Description Frame Footing Soil Pressure Summary Top 1,304.53 1,304.53 Bottom 1,304.53 psf 1,304.53 psf Service Load Soil Pressures DL + LL DL + LL + ST Factored Load Soil Pressures ACI Eq. C-1 ACI Eq. C-2 ACI Eq. C-3 Left 1,304.53 1,304.53 2,135.72 1,769.25 209.25 Right 1,304.53 1,304.53 2,135.72 1,769.25 209.25 2,135.72 1,769.25 209.25 2,135.72 psf 1,769.25 psf 209.25 psf ACI Factors (per ACI 318-02, app ACI C-1 & C-2 DL ACI C-1 & C-2 LL ACI C-1 & C-2 ST ....seismic = ST ' : lied internally to entered loads) 1.400 ACI C-2 Group Factor 1.700 ACI C-3 Dead Load Factor 1.700 ACI C-3 Short Term Factor 1.100 Used in ACI C-2 & C-3 0.750 Add'! "1.4" Factor for Seismic 0.900 Add"l "0.9" Factor for Seismic 1.300 1.400 0.900 1 S.E. CONSULTANTS, INC. FOOTING UPLIFT & SHEAR CHECK 5800 East Thomas Road, Suite 104 Scottsdale, AZ 85251 (480) 946-2010 Fax (480) 946-1909 PROJECT: Frame Footing Uplift Check (WL+.6DL) s 48 --`Uplift Reaction (kips) Due to Wind? Verify Adequate Uplift Resistance AGrade Beam Length (feet) Footing Size (feet) Footing Thickness (feet) Depth Below Grade (feet) Pier Size (feet) Include Slab Wt. ? ;Width of Slab to be included Slab Thickness (inches) Stem Wall Depth (feet) J7Stern Wall Width (feet) 333 "'Continuous Footing Width (feet) 0 667,', Continuous Footing thickness (feet) Interior Grade Beam 00 Width of building (feet) Interior Grade Beam Depth (feet) Interior Grade Beam Width (feet) FOOTING WEIGHT (kips) PIER WEIGHT (kips) SOIL WEIGHT (kips) SLAB WEIGHT (kips) STEM AND FOOTING WEIGHT (kips) INTERIOR GRADE BEAM WEIGHT (kips) TOTAL RESISTANCE = TR (TR *0.6) MINIMUM RESISTANCE Footing Area = Pier Area = 0,; 2.4 0.6 3.0 2.0 8.7 0.0 16.9 10.1 4.8 O.K. 0.47 Uplift Ratio Verify Adequate Anchorbolt & Concrete Resistance to Uplift of Anchor Bolts 0.75 ::Anchor Bolt Diameter 10 # threads/inch (n) 6.39 Tensile A.B. Resistance (kips) 4.42 A.B. Shear Resistance (kips) 2.25 Concrete Uplift Resistance (kips) for 1 bolt 3.25 Concrete Shear Resistance (kips) for 1 bolt 6 Total Concrete Resistance (kips) Results: Concrete has adequate uplift resistance 33 2FSOtl`: ,} Concrete Compressive Resistance (fc, psi) 6000¢` Fy of Rebar (psi) 24.06 Concrete Bearing Resistance Lateral Load Check _ 3Total Lateral Load (kips) ;n.. `Due to Wind? 3.25 Lateral Load Resistance (Concrete, kips) 16 N.G. - Hairpin Rebar Required Number of Hairpins Diameter of Hairpin (inches) 225 '2:60°t Length of Hairpin Leg (inches) 14.73 ACI Req'd Hairpin Development Length Hairpin Length O.K. 17.67 Allowable Tensile Capacity 14.73 Allowable Shear Capacity Hairpin O.K. 10/5/2010 A.B. Dia n 0.5 13 0.625 11 0.75 10 0.875 9 1 8 1.25 7 1.5 6 Endwall Footing @ 1B (4) - 3/4" dia. (A307 or A36) x z r embed. W/ std. headed studs under hor. Rein 36" 12" .v Slab on a.b.c. 3-0" 3"clr #5 ba s @ 12" o.c. each way 3'-0" 4" 18" x 18" Pier w/ (8) - # 5 vert. w/ 3" hooks under hori. Rein. (2) - #4 ties Top 5" w/ #4 bars. 12" o.c. below — 3" clr ---1- 18" x 18" Pier w/ (8) - # 5 vert. w/ 3" hooks under hori. Rein. fc = 2500 psi fy = 60000 psi .bb: PRELIM I�N+�pARY U N LESSSEALEDN E°`CH HE �b NoOR .: g@ l� E» BY: C. CO VER SIkEET dtU �� 1 d S.E. CONSULTANTS, INC. Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003.NFPA 50001 Dimensions... Width along X -X Axis Length along Y -Y Axis Footing Thickness Col Dim. Along X -X Axis Col Dim. Along Y -Y Axis Base Pedestal Height George C Starks S.E. Consultants, Inc. 5800 East Thomas Road, Suite 104 Scottsdale, AZ 85251 LkRev: 580002 User: KW -0802080, Ver 5.8.0, 1 -Dec -2003 (0)1983-2003 ENERCALC Engineering Software Title : Dsgnr: Description : Scope: Job # Date: 10:07AM, 5 OCT 10 Description Endwall Footing General Footing Analysis & Design Page 1 1053-10.e0w:Calculations [General Information Allowable Soil Bearing 1,450.0 psf Short Term Increase 1.000 Seismic Zone 4 Live & Short Term Combined fc Fy Concrete Weight Overburden Weight 2,500.0 psi 60,000.0 psi 145.00 pcf 0.00 psf Min Steel % Rebar Center To Edge Distance 3.000 ft 3.000 ft 12.00 in 18.00 in 18.00 in 24.000 in 0.0014 3.00 in Loads Applied Vertical Load... Dead Load 1.000 k Live Load 7.700 k Short Term Load k Creates Rotation about Y -Y Axis Applied Moments... (pressures @ left & right) Dead Load k -ft Live Load k -ft Short Term k -ft Creates Rotation about Y -Y Axis Applied Shears... (pressures @ left & right) Dead Load k Live Load k Short Term k Summary 1 ...ecc along X -X Axis 0.000 in ...ecc along Y -Y Axis 0.000 in Creates Rotation about X -X Axis (pressures @ top & bot) k -ft k -ft k -ft Creates Rotation about X -X Axis (pressures @ top & bot) k k k 3.00ft x 3.00ft Footing, 12.0in Thick, w/ Column Support 18.00 x 18.00in x 24.0in high DL+LL DL+LL+ST Max Soil Pressure 1,184.2 1,184.2 psf Allowable 1,450.0 1,450.0 psf "X' Ecc, of Resultant "Y' Ecc, of Resultant X -X Min. Stability Ratio Y -Y Min. Stability Ratio 0.000 in 0.000 in 0.000 in 0.000 in No Overturning No Overturning 1.500 :1 Max Mu Required Steel Area Shear Stresses.... 1 -Way 2 -Way Footing Design OK Actual Allowable 0.480 Vu 0.000 6.935 0.259 Vn * Phi 85.000 psi 170.000 psi Footing Design Shear Forces ACI C-1 Two -Way Shear 6.94 psi One -Way Shears... Vu @ Left 0.00 psi Vu @ Right 0.00 psi Vu@Top 0.00 psi Vu @ Bottom 0.00 psi Moments ACI C-1 Mu @ Left 0.48 k -ft Mu @ Right 0.48 k -ft Mu @ Top 0.48 k -ft Mu @ Bottom 0.48 k -ft ACI C-2 ACI C-3 5.48 psi 0.41 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.O0 psi 0.00 psi ACI C-2 ACI C-3 0.38 k -ft 0.03 k -ft 0.38 k -ft 0.03 k -ft 0.38 k -ft 0.03 k -ft 0.38 k -ft 0.03 k -ft Vn * Phi 170.00 psi 85.00 psi 85.00 psi 85.00 psi 85.00 psi Ru / Phi 6.6 psi 6.6 psi 6.6 psi 6.6 psi As Reo'd 0.26 in2 0.26 in2 0.26 in2 0.26 in2 per ft per ft per ft per ft George C Starks S.E. Consultants, Inc. 5800 East Thomas Road, Suite 104 Scottsdale, AZ 85251 Title : Dsgnr: Description : Scope : Job# Date: 10:07AM, 5 OCT 10 Rev: 580002 User. KW -0602060, Ver 5.6.0, 1 -Dec -2003 ic)1993-2003 ENERCALC Engineering Software General Footing Analysis & Design Page 2 1053-10.ecw'. Calculations Description Endwall Footing Service Load Soil Pressures DL + LL DL + LL + ST Factored Load Soil Pressures ACI Eq. C-1 ACI Eq. C-2 ACI Eq. C-3 Left 1,184.17 1,184.17 1,914.50 1,556.33 230.50 Right 1,184.17 1,184.17 1,914.50 1,556.33 230.50 Top 1,184.17 1,184.17 1,914.50 1,556.33 230.50 Bottom 1,184.17 psf 1,184.17 psf 1,914.50 psf 1,556.33 psf 230.50 psf L.,!1,.(;1 Factors (per ACI 318-02, app ACI C-1 & C-2 DL ACI C-1 & C-2 LL ACI C-1 & C-2 ST ....seismic = ST ' : lied internally to entered loads) 1.400 ACI C-2 Group Factor 1.700 ACI C-3 Dead Load Factor 1.700 ACI C-3 Short Term Factor 1.100 Used in ACI C-2 & C-3 0.750 0.900 1.300 Add"I "1.4" Factor for Seismic 1.400 0.900 Add"I "0.9" Factor for Seismic `� S.E. CONSULTANTS, INC. FOOTING UPLIFT & SHEAR CHECK 5800 East Thomas Road, Suite 104 Scottsdale, AZ 85251 (480) 946-2010 Fax (480) 946-1909 PROJECT: Endwall Footing Uplift Check (WL+.6DL) 296;Y,Uplift Reaction (kips) „V" ' Due to Wind? Verify Adequate Uplift Resistance 1�5r00 Grade Beam Length (feet) Footing Size (feet) Footing Thickness (feet) Depth Below Grade (feet) Pier Size (feet) ='d Include Slab Wt. 7 "'„ Width of Slab to be included Slab Thickness (inches) Stem Wall Depth (feet) Stem Wall Width (feet) Continuous Footing Width (feet) Continuous Footing thickness (feet) 1.4 0.8 1.5 1.5 6.5 11.6 7.0 3.0 O.K. 0.42 Uplift Ratio Footing Area = Lateral Load Check Total -Lateral Load (kips) Due to Wind? 4.33 Lateral Load Resistance (Concrete, kips) 9 Concrete provides adequate lateral resistance ") Number of Hairpins Diameter of Hairpin (inches) )J Length of Hairpin Leg (inches) 0.00 ACI Req'd Hairpin Development Length Hairpin Length O.K. 0.00 Allowable Tensile Capacity 0.00 Allowable Shear Capacity Hairpin not required Pier Area= 2.25 FOOTING WEIGHT (kips) PIER WEIGHT (kips) SOIL WEIGHT (kips) SLAB WEIGHT (kips) STEM AND FOOTING WEIGHT (kips) TOTAL RESISTANCE = TR (TR * 0.6) MINIMUM RESISTANCE Verify Adequate Anchorbolt & Concrete Resistance to Uplift # of Anchor Bolts Anchor Bolt Diameter # threads/inch (n) 0`(5 10 6.39 Tensile A.B. Resistance (kips) 4.42 A.B. Shear Resistance (kips) 2.25 Concrete Uplift Resistance (kips) for 1 bolt 3.25 Concrete Shear Resistance (kips) for 1 bolt 6 Total Concrete Resistance (kips) Results: Concrete has adequate uplift resistance 0625 c.`„ 24 2500d4Concrete Compressive Resistance (fc, psi) 500Ob Fy of Rebar (psi) 17.50 Concrete Bearing Resistance 0.17 Ratio 34.07 Tensile Anchorbolt Resistance (kips) 10/5/2010 A.B. Dia n 0.5 13 0.625 11 0.75 10 0.875 9 1 8 1.25 7 1.5 6 Item Slab Reinforcement The sub -grade drag equation is used for shrinkage crack control. This equation is only for crack control and is not suitable for structurally active steel. Deformed Bars, Grade 60 Bar Size Bar Spacing Steel Area, As ( in. o.c.) (sq.in. / ft) 1 # 3 24.0 0.0552 2 # 3 18.0 0.0736 3 # 4 24.0 0.0982 4 # 4 18.0 0.1309 5 # 4 16.0 0.1473 6 # 4 12.0 0.1963 7 # 5 24.0 0.1550 8 # 5 18.0 0.2067 where, As= F*L*w/(2*fs) Welded Wire Fabric Equlvant Plain (smooth) Wire minimum yield 75 ksi 6x 6-W1.4xW1.4 6 x 6 - W2.0xW2.0 6 x 6 - W2.9xW2.9 6 x 6 - W4.0xW4.0 4 x 4 - W1.4xW1.4 4 x 4 - W2.0xW2.0 4 x 4 - W2.9xW2.9 4 x 4 - W4.0xW4.0 Steel Area, As (sq.in. / ft) 0.0280 0.0400 0.0580 0.0800 0.0420 0.0600 0.0870 0.1200 As = the cross-sectional area of reinforcing steel, (sq.in. / ft) of slab width F = coefficient of friction between base and slab, 1.5 L = slab length between free ends, feet, in the direction of the steel w = weight of the concrete slab, psf fs = allowable steel stress, psi Area of steel required for below slab - shrinkage control. actual slab thickness = 4.00 inches L = 10.0 feet 2 Reinforcment Type = Welded Wire Fabric F = 1.5 w = 50 psf fs = 30000 psi Item # As= F* L * w / (2 * fs) = 0.0125 sq.in. / ft of slab width Reinforcement Discription Actual Area, As (sq.in./ft} 0.028 1 6x 6-W1.4xW1.4 Reinforcement is adequate. .bb: PRELIMINARY U N LESS SEALED O1 pN EACH H�tt SS�HgqEEF O R O N CSO V"E�R 9SH EET M, \� 710 Date: \D r Ill. By:QC3 ,bb No.: 1b 3;EQSH.: [b S.E. CONSULTANTS, INC. #4 bars at top and - bott. of stem 36" below Natural grade 8" Perimeter Stem and Footing Turndown L 7— #4 bars at 48" o.c. _or( — — — _� with 2'-0" legs ®I � #4 bars at 16" o.c. vertical & Horizonal II 8" concrete stem o Dowels to lap and match Slab on A.B.C. Imo— 16" CHECK FOR MINIMUM REINFORCEMENT: ( 16") x (8")x0.0021N2=0.2561N2 USING (2) - # 5 BARS = 0.62 IN2 REINFORCEMENT OK! Note: (2) - #5 bars cont. Perimeter Turndown is to be minimum of depth as indicated above, unless frost depth is greater than value indicated. In that case the perimeter turndown shall be set at the frost depth elevation. .b b: PRELIMINARY U N LESS SEALEDD/N�EACH SH EET OR ON CO VER SHp�EET M 1-176, 2. Date: it --10 By: QC.3 .bb No.:/bS,,. -- 0 SH.: ( S.E. CONSULTANTS, INC. Base Angle Attachment use 1/4 in. dia. X 2" embed. Powers Stud @ 24" O.C. (ESR -2818) walkdoor anchor bolts use (2) - 1/2" dia. X 2" embed. Hitli Kwik Bolt TZ ICC #ESR -1917 framed opening anchor bolts less than 20' wide use (2) - 5/8" dia. X 4" embed. Hitli Kwik Bolt TZ ICC #ESR -1917 ,bb: pR\EnLIMINA RYY UNLESS SEALED 4OgN� EACH SHEET ORON +CjOV+9 SHEET NI }-)ti L Date: in "° p (J BY _ ,bb No.: {Ua� S "t41 SH .: �j �° (, 0 S.E. CONSULTANTS, INC. FOR PERMIT PURPOSES1 1 BUILDER/CONTRACTOR RESPONSIBILITIES THE MANUFACTURER'S STANDARD PRODUCT SPECIFICATIONS APPLY AND UNLESS STIPULATED OTHERWISE IN THE ORDER DOCUMENTS, THE MANUFACTURER'S DESIGN, FABRICATION, QUALITY CRITERIA STANDARDS AND TOLERANCES WILL GOVERN. THE BUILDER/CONTRACTOR OR A/E FIRM IS RESPONSIBLE FOR OVERALL PROJECT COORD/NA770N. THE BUILDER/CONTRACTOR IS RESPONSIBLE FOR ERECTION OF STEEL AND ALL ASSOCIATED WORK IN COMPLIANCE WITH THE MANUFACTURER DRAWINGS. TEMPORARY SUPPORTS, SUCH AS TEMPORARY GUYS, BRACES, FALSE WORK OR OTHER ELEMENTS REQUIRED FOR ERECTION WILL BE DETERMINED, FURNISHED AND INSTALLED BY THE BUILDER/CONTRACTOR. ALL INTERFACE AND COMPATIBILITY OF ANY MATERIALS NOT FURNISHED BY THE MANUFACTURER ARE THE RESPONSIBILITY OF AND TO BE COORDINATED BY THE BUILDER/CONTRACTOR OR A/E FIRM. UNLESS SPECIFIC DESIGN CRITERIA CONCERNING ANY INTERFACE BETWEEN MATERIALS IS FURNISHED AS PART OF THE ORDER DOCUMENTS, THE MANUFACTURER ASSUMPTIONS WILL GOVERN. WHERE DISCREPANCIES EXIST BETWEEN THE MANUFACTURER DRAWINGS AND THE PLANS OF OTHER TRADES, THE MANUFACTURER DRAWINGS SHALL GOVERN. THE BUILDER/CONTRACTOR IS RESPONSIBLE FOR ENSURING ALL OTHER PROJECT PLANS AND SPECIFICATIONS COMPLY WITH THE APPLICABLE REQUIREMENTS OF ANY GOVERNING BUILDING AUTHORITIES. THE BUILDER/CONTRACTOR MUST SECURE ALL REQUIRED APPROVALS AND PERMITS FROM THE APPROPRIATE AGENCY AS REQUIRED. THESE DRAWINGS, SUPPORTING STRUCTURAL CALCULATIONS AND DESIGN CERTIFICATION ARE BASED ON ORDER DOCUMENTS AS OF THE DATE OF THESE DRAWINGS THESE DOCUMENTS SHALL DESCRIBE THE MATERIAL SUPPLIED BY THE MANUFACTURER AS OF THE DATE OF THESE DRAWINGS. ANY CHANGES TO THE ORDER DOCUMENTS AFTER THIS DATE WILL VOID THESE DRAWINGS, SUPPORTING STRUCTURAL CALCULATIONS AND DESIGN CERTIFICATION. THE BUILDER/CONTRACTOR IS RESPONSIBLE FOR NOTIFYING THE GOVERNING BUILDING AUTHORITY OF ALL CHANGES TO THE ORDER DOCUMENTS WHICH RESULT IN CHANGES TO THE DRAWINGS, SUPPORT7NG STRUCTURAL CALCULATIONS AND DESIGN CERTIFICATION. THE BUILDER/CONTRACTOR IS RESPONSIBLE FOR APPLYING AND OBSERVING ALL PERTINENT SAFETY RULES AND REGULATIONS AND OSHA STANDARDS AS APPLICABLE. SUPPLYING DESIGN DATA AND DRAWINGS SEALED BY A LICENSED ENGINEER, FOR MATERIALS SUPPLIED BY THE MANUFACTURER, DOES NOT IMPLY OR CONSTITUTE AN AGREEMENT THAT THE MANUFACTURER OR ANY OF ITS AGENTS OR EMPLOYEES IS ACTING AS THE ENGINEER OF RECORD OR DESIGN PROFESSIONAL FOR THE CONSTRUCTION PROJECT. NEITHER THE MANUFACTURER NOR ANY OF ITS AGENTS OR EMPLOYEES IS ACTING AS THE ENGINEER OF RECORD OR DESIGN PROFESSIONAL FOR THE CONSTRUCTION PROJECT. THESE DRAWINGS AND DESIGN DATA ARE SEALED AS CERTIFICATION THAT THE MATERIALS FURNISHED BY THE MANUFACTURER ARE IN CONFORMANCE WITH ALL REQUIREMENTS OF THE ORDER DOCUMENTS. DESIGN CONSIDERAT70N5 OF ANY MATERIALS NOT FURNISHED BY THE MANUFACTURER AND FOR THE OVERALL PROJECT ARE THE RESPONSIBILITY OF THE BUILDER/CONTRACTOR AND DESIGN PROFESSIONALS OTHER THAN THE MANUFACTURER UNLESS SPECIFICALLY INDICATED OTHERWISE. APPROVAL OF THE MANUFACTURER DRAWINGS AND DESIGN DATA AFFIRMS THAT THE MANUFACTURER HAS CORRECTLY INTERPRETED AND APPLIED THE REQUIREMENTS OF THE ORDER DOCUMENTS AND CONSTITUTES BUILDER/CONTRACTOR'S ACCEPTANCE OF THE MANUFACTURER'S INTERPRETATION OF THE ORDER DOCUMENTS AND OF THE MANUFACTURER'S STANDARD PRODUCT SPECIFICATIONS, INCLUDING ITS DESIGN, FABRICATION, AND QUALITY CRITERIA STANDARDS AND TOLERANCES. LEVEL. MASONRY AND TILT -UP CONCRETE WALLS BY OTHERS ARE PRESUMED TRUE, PLUMB AND THE BUILDER/CONTRACTOR IS RESPONSIBLE FOR THE VERIFICATION OF ALL SHIPMENTS RECEIVED. SHORTAGES MUST BE REPORTED TO THE MANUFACTURER WITHIN 30 DAYS OF DELIVERY. WHERE SHOWN IN MANUFACTURER'S STRUCTURAL CALCULATIONS, LATERAL STABILITY OF ENDWALLS AND LONGITUDINAL STABILITY OF SIDEWALLS RELY ON DIAPHRAGM ACTION OF THE WALL PANELS PROVIDED BY THE MANUFACTURER. REMOVAL OF THESE WALL PANELS CAN RESULT IN LESS THAN THE MINIMUM LENGTH OF WALL PANELS REQUIRED AND WILL VOID ALL WARRANTIES AND CERTIFICATIONS SUPPLIED BY MANUFACTURER AS THEY APPLY TO THIS CONDITION. THE FIELD INSTALLATION OF X -BRACING OR OTHER MEANS TO PROVIDE LATERAL STABILITY MAY BE REQUIRED AS A RESULT OF THE REMOVAL OF WALL PANELS. MATERIALS MATERIAL PROPERTIES OF STEEL BAR, PLATE AND SHEET USED IN THE FABRICATION OF BUILT-UP PRIMARY AND SECONDARY STRUCTURAL FRAMING MEMBERS CONFORM TO ASTM A529, ASTM A572, ASTM A1011 SS, OR ASTM A1011 HSLAS WITH A MINIMUM YIELD POINT OF 50 KSI. MATERIAL PROPERTIES OF HOT ROLLED STRUCTURAL SHAPES CONFORM TO ASTM A992, ASTM A529, OR ASTM A572 WITH A MINIMUM SPECIFIED YIELD POINT OF 50 KS1. HOT ROLLED ANGLES, OTHER THAN FLANGE BRACES, CONFORM TO ASTM A36 MINIMUM. HOLLOW STRUCTURAL SHAPES CONFORM TO ASTM A500 GRADE B. MINIMUM YIELD POINT IS 42 KSI FOR ROUND HSS AND 46 KS/ FOR RECTANGULAR HSS. MATERIAL PROPERTIES OF COLD -FORMED LIGHT GAGE STEEL MEMBERS CONFORM TO THE REQUIREMENTS OF ASTM A1011 SS GRADE 55, OR ASTM A1011 HSLAS CLASS 1 GRADE 55, WITH A MINIMUM YIELD POINT OF 55 KSI. SPECIFICATIONS MATERIALS SUPPLIED BY THE MANUFACTURER FOR THIS BUILDING HAVE BEEN DESIGNED IN ACCORDANCE WITH THE REQUIREMENTS OF THE ORDER DOCUMENTS. ANY ALTERATIONS TO THE STRUCTURAL SYSTEM OR REMOVAL OF ANY COMPONENT PARTS SUCH AS, BUT NOT LIMITED TO, CUTTING OR REMOVAL OF GIRTS, ROD BRACING, OR FLANGE BRACES SHOWN ON THESE ERECTION DRAWINGS OR THE ADDITION OF OTHER CONSTRUCTION MATERIAL OR LOADS WILL VOID ALL WARRANTIES AND CERTIFICATIONS SUPPLIED BY MANUFACTURER AS THEY APPLY TO THIS CONDITION. ANY STRUCTURAL FIELD MODIFICATIONS MUST BE UNDER THE DIRECTION OF A LICENSED ARCHITECT, CIVIL OR STRUCTURAL ENGINEER. THE MANUFACTURER WILL ASSUME NO RESPONSIBILITY FOR LOADS OTHER THAN THOSE SPECIFIED IN THE ORDER DOCUMENTS MATERIALS HAVE BEEN DESIGNED WITH THE MANUFACTURERS' STANDARD DESIGN PRACTICES WHICH ARE BASED ON PERTINENT PROCEDURES AND RECOMMENDATIONS OF THE FOLLOWING ORGANIZATIONS AND CODES: • AMERICAN INSTITUTE OF STEEL CONSTRUCTION: "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS'', ALLOWABLE STRENGTH DESIGN. • AMERICAN IRON AND STEEL INSTITUTE: "SPECIF/CA710N FOR THE DESIGN OF COLD -FORMED STEEL STRUCTURAL MEMBERS", ALLOWABLE STRESS DESIGN. • THE BUILDING CODE AS SPECIFIED IN THE ENGINEERING DESIGN CRITERIA. • METAL BUILDING MANUFACTURER'S ASSOCIATION: "METAL BUILDING SYSTEMS MANUAL': ALL WELDING IS PERFORMED IN ACCORDANCE WITH AWS 01.1. UNLESS OTHERWISE CALLED FOR ON THE ORDER DOCUMENTS. UNLESS NOTED ON THE ERECTION DRAWINGS, NO FIELD WELDING IS REQUIRED. WHERE FIELD WELDING IS SPECIFIED THE BUILDER/CONTRACTOR SHALL BE RESPONSIBLE FOR DETERMINING THE METHODS AND PROCEDURES TO FULFILL WELD REQUIREMENTS. THE MANUFACTURER IS NOT RESPONSIBLE FOR WELDMENT SURFACE PREPARATION EXCEPT AS SPECIFIED IN THE ORDER DOCUMENTS. INSPECTION/JOBS/ TE SPECIAL SHOP AND ALL FIELD INSPECTIONS AND ASSOCIATED FEES ARE THE RESPONSIBILITY OF THE BUILDER/CONTRACTOR UNLESS SPECIFIED OTHERWISE IN THE ORDER DOCUMENTS. FIELD INSPECTION MAY BE SPECIFIED BY THE APPLICABLE BUILDING CODE AND/OR THE STATE OR LOCAL JURISDICTION, NOT BY THE MANUFACTURER. THE MANUFACTURER IS NOT RESPONSIBLE FOR GENERAL SITE SUITABILITY, JOB SITE INSPECTION, OR ERECTION MONITORING. SITE SPECIFIC CONDITIONS ARE THE RESPONSIBILITY OF THE BUILDER/CONTRACTOR. 7"0 A325 BOLT GRIP TABLE GRIP LENGTH 0 TO 9/16" 1 1/4" F.T. Over 9/16" TO 1 1/16" 1 3/4" F.T. Over 1 1/16" TO 1 9/16" 2 1/4" Over 1 9/16" TO 1 13/16" 2 1/2" Over 1 13/16" TO 2 1/16" 2 3/4" LOCATIONS OF BOLTS LONGER THAN 2 3/4" NOTED ON ERECTION DRAWINGS F.T. DENOTES FULLY THREADED BOLT LENGTH NOTE: FULL THREAD ENGAGEMENT IS DEEMED TO HAVE BEEN MET WHEN THE END OF THE BOLT IS FLUSH WITH THE FACE OF THE NUT. WASHER REQUIRED ONLY WHEN SPECIFIED. WASHER MAY BE LOCATED UNDER HEAD OF BOLT, UNDER NUT, OR AT BOTH AT LOCATIONS NOTED ON ERECTION DRAWINGS. ADD 5/32" FOR EACH WASHER TO MATERIAL THICKNESS TO DETERMINE GRIP. 1. THIS DRAWING, INCLUDING THE INFORMATION HERE, REMAINS THE PROPERTY OF THE MANUFACTURER AND IS PROVIDED SOLELY FOR THE PURPOSE OF ERECTING THE MATERIAL DESCRIBED IN THE APPLICABLE ORDER DOCUMENTS AND SHALL NOT BE MODIFIED, REPRODUCED, 01? USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF THE MANUFACTURER. 2. THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING MATERIALS FOR THIS BUILDING IN CONFORMANCE WITH THIS DRAWING, DETAILS REFERENCED IN THIS DRAWING, ALL APPLICABLE MANUFACTURER ERECTION GUIDES, AND INDUSTRY STANDARDS. ENGINEERING DESIGN CRITERIA BUILDING CODE 2009 INTERNATIONAL BUILDING CODE OCCUPANCY CATEGORY NORMAL (CATEGORY ll) ROOF DEAD LOAD SUPERIMPOSED 2.80 PSF COLLATERAL 0.50 PSF (0.00 PSF CEILING 0.50 PSF OTHER) ROOF LIVE LOAD 20.00 PSF NO REDUCTION SNOW WIND GROUND SNOW LOAD (PG) SNOW LOAD IMPORTANCE FACTOR (l) FLAT ROOF SNOW LOAD (PF) SNOW EXPOSURE FACTOR (CE) THERMAL FACTOR (CT) 72.00 PSF 1.00 50.40 PSF (PER CODE) 1.00 1.00 BASIC WIND SPEED 90.00 MPH WIND IMPORTANCE FACTOR (1) 1.00 WIND EXPOSURE CATEGORY C INTERNAL PRESSURE COEF (GCPI) 0.18/-0.18 LOADS FOR COMPONENTS NOT PROVIDED BY BUILDING MANUFACTURER CORNER AREAS (WITHIN 3.00' OF CORNER) 18.45 PSF PRESSURE -24.70 PSF SUCTION OTHER AREAS 18.45 PSF PRESSURE -20.01 PSF SUCTION THESE VALUES ARE THE MAXIMUM VALUES REQUIRED BASED ON A 10 SQ FT AREA. COMPONENTS WITH LARGER AREAS MAY HAVE LOWER WIND LOADS. SEISMIC SEISMIC IMPORTANCE FACTOR (l E) 1.00 SEISMIC DESIGN CATEGORY C SOIL SITE CLASS D STIFF SOIL SS 0.394 G SDS 51 0. 078 G SD 1 ANALYSIS PROCEDURE EQU l VALENT LATERAL FORCE COLUMN LINE ALL BASIC FORCE RESISTING SYSTEM H RESPONSE MODIFICATION COEFFICIENT (R) 3.00 SEISMIC RESPONSE COEFFICIENT (CS) 0.13 DESIGN BASE SHEAR IN KIPS (V) 3.67 BASIC STRUCTURAL SYSTEM (FROM ASCE 7-05 TABLE 12.1-1) H - STEEL SYSTEM NOT SPECIFICALLY DETAILED FOR SEISMIC RESISTANCE BUILDING DESCRIPTION NOMINAL SIZE: WIDTH LENGTH EAVE HEIGHT ROOF SLOPE (LOW SIDE) BUILDING "A" 30'-O X 60'-0 X 16'-O 4: 12 II GENERAL NOTES a cca 1 Irl:: sE kr•-• 1) ROOF PANEL 26 GA. PBR -- * 2) WALL PANEL 26 GA. PBR -- * 3) ALL FLASH 26 GA. -- * * PROVIDE COLOR ON APPROVAL ENGINEERING NOTES "BRACING SIZE" AS NOTED ON ENGINEERING DOCUMENTS AND ERECTION DRAWINGS DENOTES THREAD DIAMETER FOR ROD BRACING AND WIRE STRAND CABLE DIAMETER FOR WIRE STRAND CABLE BRACING. ALL BOLTED JOINTS WITH A325 TYPE 1 BOLTS ARE SPECIFIED AS SNUG -TIGHTENED JOINTS IN ACCORDANCE WITH THE "SPECIFICATION FOR 0.390 0 STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS, JUNE 30, 2004". 0. 125 G PRETENS ION l NG METHODS, l NCL UD l NG TURN -OF -NUT AND CAL l BRA TED WRENCH ARE NOT REQUIRED. CONDITIONS OF PERMIT BLCO-10-10-1793 POW, Inc. 219 ROSEBUD, (IRON MTN) GWS, COLORADO 1) ALL WORK MUST COMPLY WITH THE 2009 IBC AND MANUFACTURERS INSTALLATION SPECIFICATIONS. 2) ALL WORK MUST COMPLY WITH THE CONDITIONS OF THE LAND USE CHANGE PERMIT ISSUED ON JULY 16, 2010. 3) EXCAVATION OBSERVATION REPORT REQUIRED FOR FOOTING INSPECTION, 1500 PSF. 4) HIGH STRENGTH BOLTING AND WELDING REQUIRE SPECIAL INSPECTOR. PROVIDE APPROVAL LETTER PRIOR TO FRAME INSPECTION. 5) ELECTRICAL ROUGH IN APPROVAL I5 REQUIRED PRIOR TO FRAME INSPECTION. 6) ELECTRICAL FINAL APPROVAL IS REQUIRED FOR CERTIFICATE OF OCCUPANCY. 7) LOCKS, LATCHES AND LANDINGS PER 2009 IBC, SECTION 1008. 8) LIGHT AND VENTILATION PER 2009 IBC, CHAPTER 12. THE MANUFACTURER HAS NOT DESIGNED THE STRUCTURE FOR SNOW ACCUMULA T I ON LOADS AT THE GROUND LEVEL WH l CH MAY IMPOSE SNOW LOADS ON THE WALL FRAMING BY MANUFACTURER. THE CUTTING OR REMOVAL OF GIRTS SHOWN ON THE ERECTION DRAWINGS DUE TO THE ADDITION OF OPEN AREAS, FRAMED OPENINGS, OR DOORS NOT SHOWN MAY VOID ALL WARRANTIES AND CERTIFICATIONS SUPPLIED BY MANUFACTURER AS THEY APPLY TO THIS CONDITION. DIAPHRAGM ACTION OF THE WALL PANELS ON SIDE(S) B OF BUILDINGS A IS BEING USED TO PROVIDE STABILITY TO THESE WALLS. REMOVAL OF THESE WALL PANELS MAY RESULT IN LESS THAN THE MINIMUM LENGTH OF WALL PANELS REQUIRED. FIELD INSTALLATION OF X -BRACING 01? OTHER MEANS TO PROVIDE STABILITY MAY BE REQUIRED AS A RESULT OF THE REMOVAL OF WALL PANELS. FIELD LOCATED WALK DOORS SHALL BE LOCATED IN THE BAY AND ELEVATION AS DOCUMENTED IN THE ORDER DOCUMENTS AND AS SHOWN ON THE ERECTION DRAWINGS. INSTALLATION OF THE WALK DOORS AT DIFFERENT LOCATIONS MAY VOID THE WARRANTIES AND CERTIFICATIONS AS THEY APPLY TO THE MATER l ALS SUPPL l ED BY BU l LD I NG MANUFACTURER . TWENTY PERCENT OF THE ROOF SNOW HAS BEEN INCLUDED IN THE CALCULATIONS OF THE SEISMIC FORCES. occ=s2. r17e •6 ccc/d= 1800Is 0s(9 ZCYf, IRe.y'd APPROVED SUBJECT TO NOTED EXCEPTIONS & INSPECTIONS GARFIELD COUNTY BUILD G DEPAR,T Dt,te/b a By LD COPY NO INSPECTION WITHOUT THESE PLANS ON SITE Pate of w N 0 • m I- U N � G d ALLEN D. HURTZ, P.E. COLORADO P.E. 42926 THESE DRAWINGS AND THE METAL BUILDING THEY REPRESENT ARE THE PRODUCT OF STAR BUILDING SYSTEMS OR A DIVISION OF ITS AFFILIATE NCI BUILDING SYSTEMS - 8600 SOUTH INTERSTATE 35, OKLAHOMA CITY OK 73149. THE ENGINEER WHOSE SEAL APPEARS HEREON IS EMPLOYED BY EITHER STAR BUILDING SYSTEMS OR A DIVISION OF ITS AFFILIATE NCI BUILD/NG SYSTEMS AND IS NOT THE ENGINEER OF RECORD FOR THIS PROJECT. GENERAL STEEL CORPORATION C/0 Building Services Group 10639 W. BRADFORD RD LITTLETON, CO 80127 PHONE: 800-404-6974 FAX: 303-904-8833 JOB NO. 12 B 55131 CHECKED REF DATE 10/6/10 NOT TO SCALE BUILDER: GENERAL STEEL CORPORATION LITTLETON, CO CUSTOMER: GLENWOOD TRAMWAY GLENWOOD SPRINGS, CO DRAWING NO. MJD El 1 1 - DENOTES: CL493 AT CL495 AT CLIP LOCATION 83" AND 10" PURLINS 12" PURLINS • - DENOTES: CL204 AT CL504 AT CLIP LOCATION 82" AND 10" PURLINS 12" PURLINS C2) I 60'-0 OUT/OUT OF STEEL 4) 1'-2 18'-10 20'-0 18'-10 1'-2 o I to I (TYP.) N. N.I .' N.N. �,. N. N. . .' `. ' . ... ?'"" ..." OD• OA (TYP.) I 30"-0 OUT/OUT OF STEEL I T _I T CL491 ' I CL 4911 o 10 -I \ 4 4 1---- CL491� I CL491 �� �. I 1 . `.� �. ,�\ `. .. 7; c .' .. 1 I I I (TYP.) OA OD '� � 9C'e �`. OD OA (TYP.) 1 ROOF FRAMING PLAN -St FOR PERMIT PURPOSES ALLEN D. HURTZ, P.E. COLORADO P.E. 42926 THESE DRAWINGS AND THE METAL BUILDING THEY REPRESENT ARE THE PRODUCT OF STAR BUILDING SYSTEMS OR A DIVISION OF ITS AFFILIATE NCI BUILDING SYSTEMS — 8600 SOUTH INTERSTATE 35, OKLAHOMA CITY OK 73149. THE ENGINEER WHOSE SEAL APPEARS HEREON IS EMPLOYED BY EITHER STAR BUILDING SYSTEMS OR A DIVISION OF ITS AFFILIATE NCI BUILDING SYSTEMS AND IS NOT THE ENGINEER OF RECORD FOR THIS PROJECT. Z SECTION LAP TABLE SYMBOL LAP SYMBOL LAP SYMBOL LAP 1'-1 LAP 3'-24 LAP 0 4'-7 LAP 1'-7 LAP 3'-7 LAP 5'-1 LAP 2'-1 LAP 4'-1 LAP O 5'-7 LAP 2'-7 LAP 24 LAP NOTES: 1. Th115 DRAWING, INCLUDING 7HE INFORMATION HERE, REMAINS THE PROPERTY OF THE MANUFACTURER AND IS PROVIDED SOLELY FOR THE PURPOSE OF ERECTING THE MATERIAL DESCRIBED IN THE APPLICABLE ORDER DOCUMENTS AND SHALL NOT BE MODIFIED, REPRODUCED, OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF THE MANUFACTURER. 2. THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE G00D QUALITY WORKMANSHIP IN ERECTING MATERIALS FOR THIS BUILDING IN CONFORMANCE WITH THIS DRAWING, DETAILS REFERENCED /N THIS DRAWING, ALL APPLICABLE MANUFACTURER ERECTION GUIDES, AND INDUSTRY STANDARDS. CHECKED REF DATE 10/6/10 GENERAL STEEL CORPORATION C/0 Building Services Group 10639 W. BRADFORD RD LITTLETON, CO 80127 PHONE: 800-404-6974 FAX: 303-904-8833 JOB Na 12 B 55131 NOT TO SCALE BUILDER: CUSTOMER: GENERAL STEEL CORPORATION GLENWOOD TRAMWAY LITTLETON, CO GLENWOOD SPRINGS, CO DRAWING Na MJD E2 ALLEN D. HURTZ, P.E. COLORADO P.E. 42926 VE HEIGHT 0 x 18'-10 20'-0 18'-10 CU ELEVATION "A" 3) 4) WALL SHEETING ELEVATION "A" BLDG A FOR PERMIT PURPOSES1 NOTES: 1. THIS DRAWING, INCLUDING THE INFORMA TION HERE, REMAINS THE PROPERTY OF THE MANUFACTURER AND IS PROVIDED SOLELY FOR THE PURPOSE OF ERECTING THE MA TER/AL DESCRIBED /N 77 -IE APPLICABLE ORDER DOCUMENTS AND SHALL NOT BE MODIFIED, REPRODUCED, OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF THE MANUFACTURER. 2. THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURA 7E GOOD QUALITY WORKMANSHIP /N ERECTING MATERIALS FOR THIS BUILDING IN CONFORMANCE WITH THIS DRAWING, DETAILS REFERENCED IN THIS DRAWING, ALL APPLICABLE MANUFACTURER ERECTION GUIDES, AND INDUSTRY STANDARDS. • N c 42926 N 10/06/10 THESE DRAWINGS AND THE METAL BUILDING THEY REPRESENT ARE THE PRODUCT OF STAR BUILDING SYSTEMS OR A DIVISION OF ITS AFFILIATE NCI BUILDING SYSTEMS — 8600 SOUTH INTERSTATE 35, OKLAHOMA CITY OK 73149. THE ENGINEER WHOSE SEAL APPEARS HEREON IS EMPLOYED BY EITHER STAR BUILDING SYSTEMS OR A DIVISION OF ITS AFFILIATE NCI BUILDING SYSTEMS AND IS NOT THE ENGINEER OF RECORD FOR THIS PROJECT. GENERAL STEEL CORPORATION C/0 Building Services Group 10639 W. BRADFORD RD LITTLETON, CO 80127 PHONE: 800-404-6974 FAX: 303-904-8833 JOB NO. 12 B 55131 CHECKED REF DATE 10/6/10 NOT TO SCALE BUILDER: GENERAL STEEL CORPORATION LITTLETON, CO CUSTOMER.: GLENWOOD TRAMWAY GLENWOOD SPRINGS, CO DRAWING NO. MJD E3 "-6.1 I 10 'Thi I tO "N I in „N I J ^ II Ifs . N I to N I 10 ."-N4 i 10 N �/I� 10 N I "J N I 10 N I 10 N I 10 . �/I� 10 ^ �/I� 10 ^ I "1 .N �/I� 10 M1 i 10 I 10 I 0 WALL SHEETING ELEVATION "A" BLDG A FOR PERMIT PURPOSES1 NOTES: 1. THIS DRAWING, INCLUDING THE INFORMA TION HERE, REMAINS THE PROPERTY OF THE MANUFACTURER AND IS PROVIDED SOLELY FOR THE PURPOSE OF ERECTING THE MA TER/AL DESCRIBED /N 77 -IE APPLICABLE ORDER DOCUMENTS AND SHALL NOT BE MODIFIED, REPRODUCED, OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF THE MANUFACTURER. 2. THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURA 7E GOOD QUALITY WORKMANSHIP /N ERECTING MATERIALS FOR THIS BUILDING IN CONFORMANCE WITH THIS DRAWING, DETAILS REFERENCED IN THIS DRAWING, ALL APPLICABLE MANUFACTURER ERECTION GUIDES, AND INDUSTRY STANDARDS. • N c 42926 N 10/06/10 THESE DRAWINGS AND THE METAL BUILDING THEY REPRESENT ARE THE PRODUCT OF STAR BUILDING SYSTEMS OR A DIVISION OF ITS AFFILIATE NCI BUILDING SYSTEMS — 8600 SOUTH INTERSTATE 35, OKLAHOMA CITY OK 73149. THE ENGINEER WHOSE SEAL APPEARS HEREON IS EMPLOYED BY EITHER STAR BUILDING SYSTEMS OR A DIVISION OF ITS AFFILIATE NCI BUILDING SYSTEMS AND IS NOT THE ENGINEER OF RECORD FOR THIS PROJECT. GENERAL STEEL CORPORATION C/0 Building Services Group 10639 W. BRADFORD RD LITTLETON, CO 80127 PHONE: 800-404-6974 FAX: 303-904-8833 JOB NO. 12 B 55131 CHECKED REF DATE 10/6/10 NOT TO SCALE BUILDER: GENERAL STEEL CORPORATION LITTLETON, CO CUSTOMER.: GLENWOOD TRAMWAY GLENWOOD SPRINGS, CO DRAWING NO. MJD E3 0 EASE HEIGHT N N. x N ANN 18'-10 20'-0 18'-10 �i) ELEVATION "C" WALL SHEET/NG ELEVATION "C" BLDG A FOR PERMIT PURPOSES NOTES: 1. THIS DRAWING, INCLUDING THE INFORMATION HERE, REMAINS THE PROPERTY OF THE MANUFACTURER AND IS PROVIDED SOLELY FOR THE PURPOSE OF EREC77NG THE MA 7ERIAL DESCRIBED IN THE APPLICABLE ORDER DOCUMENTS AND SHALL NOT BE MODIFIED, REPRODUCED, OR USED FOR ANY OTHER PURPOSE WITHOUT PR/OR WRI TTEN APPROVAL OF 77 -IE MANUFACTURER. 2. 7HE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD OUALI TY WORKMANSHIP IN EREC77NG MATERIALS FOR THIS BUILDING IN CONFORMANCE WITH THIS DRAWING, DETAILS REFERENCED IN THIS DRAWING, ALL APPLICABLE MANUFACTURER ERECTION GUIDES, AND INDUSTRY STANDARDS. ALLEN D. HURTZ, P.E. COLORADO P.E. 42926 1 THESE DRAWINGS AND THE METAL BUILDING THEY REPRESENT ARE THE PRODUCT OF STAR BUILDING SYSTEMS OR A DIVISION OF ITS AFFILIATE NCI BUILDING SYSTEMS - 8600 SOUTH INTERSTATE 35, OKLAHOMA CITY OK 73149. THE ENGINEER WHOSE SEAL APPEARS HEREON IS EMPLOYED BY EITHER STAR BUILDING SYSTEMS OR A DIVISION OF ITS AFFILIATE NCI BUILDING SYSTEMS AND IS NOT THE ENGINEER OF RECORD FOR THIS PROJECT. GENERAL STEEL CORPORATION C/0 Building Services Group 10639 W. BRADFORD RD LITTLETON, CO 80127 PHONE: 800-404-6974 FAX: 303-904-8833 JOB NO. 12 8 55131 CHECKED REF DATE 10/6/10 NOT TO SCALE BUILDER: GENERAL STEEL CORPORATION LITTLETON, CO CUSTOMER: GLENWOOD TRAMWAY GLENW000 SPRINGS, CO DRAWING N0. MJD E4 esi I 10 .-LN 1 10 N 1 LO N Lc) - I 10 .�N I 10 1 10 - 1 In .-. I - 1 '0 — N 1 10 - 11 lc —N in —N 1 in I L I In - 1 in ^N 1 10 ^ 1 10 - 1 In WALL SHEET/NG ELEVATION "C" BLDG A FOR PERMIT PURPOSES NOTES: 1. THIS DRAWING, INCLUDING THE INFORMATION HERE, REMAINS THE PROPERTY OF THE MANUFACTURER AND IS PROVIDED SOLELY FOR THE PURPOSE OF EREC77NG THE MA 7ERIAL DESCRIBED IN THE APPLICABLE ORDER DOCUMENTS AND SHALL NOT BE MODIFIED, REPRODUCED, OR USED FOR ANY OTHER PURPOSE WITHOUT PR/OR WRI TTEN APPROVAL OF 77 -IE MANUFACTURER. 2. 7HE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD OUALI TY WORKMANSHIP IN EREC77NG MATERIALS FOR THIS BUILDING IN CONFORMANCE WITH THIS DRAWING, DETAILS REFERENCED IN THIS DRAWING, ALL APPLICABLE MANUFACTURER ERECTION GUIDES, AND INDUSTRY STANDARDS. ALLEN D. HURTZ, P.E. COLORADO P.E. 42926 1 THESE DRAWINGS AND THE METAL BUILDING THEY REPRESENT ARE THE PRODUCT OF STAR BUILDING SYSTEMS OR A DIVISION OF ITS AFFILIATE NCI BUILDING SYSTEMS - 8600 SOUTH INTERSTATE 35, OKLAHOMA CITY OK 73149. THE ENGINEER WHOSE SEAL APPEARS HEREON IS EMPLOYED BY EITHER STAR BUILDING SYSTEMS OR A DIVISION OF ITS AFFILIATE NCI BUILDING SYSTEMS AND IS NOT THE ENGINEER OF RECORD FOR THIS PROJECT. GENERAL STEEL CORPORATION C/0 Building Services Group 10639 W. BRADFORD RD LITTLETON, CO 80127 PHONE: 800-404-6974 FAX: 303-904-8833 JOB NO. 12 8 55131 CHECKED REF DATE 10/6/10 NOT TO SCALE BUILDER: GENERAL STEEL CORPORATION LITTLETON, CO CUSTOMER: GLENWOOD TRAMWAY GLENW000 SPRINGS, CO DRAWING N0. MJD E4 1 12 4 C 0 ONE FB1 ® 7'-4 LEFT ONE F81 W 11'--7 LEFT ELEVATION "B" 12 4I 18 RIB (±) ELEVATION "D" 0-003 r 0 "p 0 r 1 J Nt 0 WALL SHEETING ELEVATION "8" " -00r BLDG A 0 0 -J 0 ou NOTE: GIRTS AND/OR WALL PANELS MAY REQUIRE FIELD CUTTING AT FRAMED OPENINGS, WALK DOORS, WINDOWS, LOUVERS, OPEN AREAS, AND/OR CONSTRUCTION (NOT BY STAR) AREAS. • L_0014 ,5, L�Y{c LATtd,✓-7s red' \ :oo`r JI&C, Stobe r IOOB. . LLg1. t-, v l n"lvw per Zoog fl t , Gal fur 1 L WALL SHEETING ELEVATION "D" BLDG A FOR PERMIT PURPOSES1 ALLEN D. HURTZ, P.E. COLORADO P.E. 42926 THESE DRAWINGS AND THE METAL BUILDING THEY REPRESENT ARE THE PRODUCT OF STAR BUILDING SYSTEMS OR A DIVISION OF ITS AFFILIATE NCI BUILDING SYSTEMS — 8600 SOUTH INTERSTATE 35, OKLAHOMA CITY OK 73149. THE ENGINEER WHOSE SEAL APPEARS HEREON IS EMPLOYED BY EITHER STAR BUILDING SYSTEMS OR A DIVISION OF ITS AFFILIATE NCI BUILDING SYSTEMS AND IS NOT THE ENGINEER OF RECORD FOR THIS PROJECT. Z SECTION LAP TABLE SYMBOL LAP SYMBOL LAP SYMBOL LAP 1'-1 LAP 3'-24 LAP 0 4'-7 LAP 1'-7 LAP 3'-7 LAP 5'-1 LAP 0 2'-1 LAP 0 4'-1 LAP 0 5'-7 LAP 0 7-7 LAP 0 24 LAP NOTES: 1. THIS DRAWING, INCLUDING THE INFORMATION HERE, REMAINS THE PROPERTY OF 7HE MANUFACTURER AND IS PROVIDED SOLELY FOR 7HE PURPOSE OF ERECTING 774E MATERIAL DESCRIBED IN 7HE APPLICABLE ORDER DOCUMENTS AND SHALL NOT BE MODIFIED, REPRODUCED, OR USED FOR ANY 07HER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF THE MANUFACTURER. 2. THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE, G00D QUALITY WORKMANSHIP IN ERECTING MATERIALS FOR THIS BUILDING IN CONFORMANCE W17H THIS DRAWING, DETAILS REFERENCED IN THIS DRAWING, ALL APPLICABLE MANUFACTURER ERECTION GUIDES, AND INDUSTRY STANDARDS. GENERAL STEEL CORPORATION C/O Building Services Group 10639 W. BRADFORD RD LITTLETON, CO 80127 PHONE: 800-404-6974 FAX: 303-904-8833 JOB NO. 12 B 55131 CHECKED REF DATE 10/6/10 NOT TO SCALE BUILDER: GENERAL STEEL CORPORATION LITTLETON, CO CUSTOMER: GLENWOOD TRAMWAY GLENWOOD SPRINGS, CO DRAWING NO. MJD E5 ................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................... . - 0 DM0 I in 1 I in 1 00 0 1 d- 7 0 0 C 0 1 in 8'-0 14'-0 4'-8 2'-2 301-0 (±) ELEVATION "D" 0-003 r 0 "p 0 r 1 J Nt 0 WALL SHEETING ELEVATION "8" " -00r BLDG A 0 0 -J 0 ou NOTE: GIRTS AND/OR WALL PANELS MAY REQUIRE FIELD CUTTING AT FRAMED OPENINGS, WALK DOORS, WINDOWS, LOUVERS, OPEN AREAS, AND/OR CONSTRUCTION (NOT BY STAR) AREAS. • L_0014 ,5, L�Y{c LATtd,✓-7s red' \ :oo`r JI&C, Stobe r IOOB. . LLg1. t-, v l n"lvw per Zoog fl t , Gal fur 1 L WALL SHEETING ELEVATION "D" BLDG A FOR PERMIT PURPOSES1 ALLEN D. HURTZ, P.E. COLORADO P.E. 42926 THESE DRAWINGS AND THE METAL BUILDING THEY REPRESENT ARE THE PRODUCT OF STAR BUILDING SYSTEMS OR A DIVISION OF ITS AFFILIATE NCI BUILDING SYSTEMS — 8600 SOUTH INTERSTATE 35, OKLAHOMA CITY OK 73149. THE ENGINEER WHOSE SEAL APPEARS HEREON IS EMPLOYED BY EITHER STAR BUILDING SYSTEMS OR A DIVISION OF ITS AFFILIATE NCI BUILDING SYSTEMS AND IS NOT THE ENGINEER OF RECORD FOR THIS PROJECT. Z SECTION LAP TABLE SYMBOL LAP SYMBOL LAP SYMBOL LAP 1'-1 LAP 3'-24 LAP 0 4'-7 LAP 1'-7 LAP 3'-7 LAP 5'-1 LAP 0 2'-1 LAP 0 4'-1 LAP 0 5'-7 LAP 0 7-7 LAP 0 24 LAP NOTES: 1. THIS DRAWING, INCLUDING THE INFORMATION HERE, REMAINS THE PROPERTY OF 7HE MANUFACTURER AND IS PROVIDED SOLELY FOR 7HE PURPOSE OF ERECTING 774E MATERIAL DESCRIBED IN 7HE APPLICABLE ORDER DOCUMENTS AND SHALL NOT BE MODIFIED, REPRODUCED, OR USED FOR ANY 07HER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF THE MANUFACTURER. 2. THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE, G00D QUALITY WORKMANSHIP IN ERECTING MATERIALS FOR THIS BUILDING IN CONFORMANCE W17H THIS DRAWING, DETAILS REFERENCED IN THIS DRAWING, ALL APPLICABLE MANUFACTURER ERECTION GUIDES, AND INDUSTRY STANDARDS. GENERAL STEEL CORPORATION C/O Building Services Group 10639 W. BRADFORD RD LITTLETON, CO 80127 PHONE: 800-404-6974 FAX: 303-904-8833 JOB NO. 12 B 55131 CHECKED REF DATE 10/6/10 NOT TO SCALE BUILDER: GENERAL STEEL CORPORATION LITTLETON, CO CUSTOMER: GLENWOOD TRAMWAY GLENWOOD SPRINGS, CO DRAWING NO. MJD E5 ................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................... . 1 FLANGE BRACES PIECE MARK MATERIAL FB1_ FB2_ FB3_ ANGLE 14 X 14 X a ANGLE 2 X 2 X 8 ANGLE 22 X 22 X y5 SPLICE BOLT TABLE CONN. A 8 QTY. SIZE TYPE HARDENED BEVELED WASHERS WASHERS (6) 4 X 2 A325 B&N 0 0 (8) 1 X 2 A325 B&N 0 0 '-0 EAVE HEIGHT "v garIN. FL. ELEV. '0- -0 EAVE HEIGHT 11-0 15'-0 15'-0 '-0 30'-0 OUT/OUT OF STEEL C J CROSS SECTION AT FRAME LINES "2" & "3" GENERAL NOTES FRAME CLEARANCES SHOWN ARE APPROXIMATE AND MAY VARY DUE TO CONDITIONS (DEFLECTION). VERTICAL CLEARANCE DIMENSIONS ARE FROM FINISHED FLOOR REFERENCE ELEVATION. FOR PERMIT PURPOSES1 ALLEN D. HURTZ, P.E. COLORADO P.E. 42926 THESE DRAWINGS AND THE METAL BUILDING THEY REPRESENT ARE THE PRODUCT OF STAR BUILDING SYSTEMS OR A DIVISION OF ITS AFFILIATE NCI BUILDING SYSTEMS — 8600 SOUTH INTERSTATE 35, OKLAHOMA CITY OK 73149. THE ENGINEER WHOSE SEAL APPEARS HEREON IS EMPLOYED BY EITHER STAR BUILDING SYSTEMS OR A DIVISION OF ITS AFFILIATE NCI BUILDING SYSTEMS AND IS NOT THE ENGINEER OF RECORD FOR THIS PROJECT. NOTES: 1. THIS DRAWING, INCLUDING THE INFORMATION HERE, REMAINS THE PROPERTY OF THE MANUFACTURER AND l5 PROVIDED SOLELY FOR THE PURPOSE OF ERECTING THE MATERIAL DESCRIBED IN THE APPLICABLE ORDER DOCUMENTS AND SHALL NOT BE MODIFIED, REPRODUCED, OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF THE MANUFACTURER. 2. THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING MATERIALS FOR THIS BUILDING IN CONFORMANCE WITH THIS DRAWING, DETAILS REFERENCED IN THIS DRAWING, ALL APPLICABLE MANUFACTURER ERECTION GUIDES, AND INDUSTRY STANDARDS. GENERAL STEEL CORPORATION C/0 Building Services Group 10639 W. BRADFORD RD LITTLETON, CO 80127 PHONE: 800-404-6974 FAX: 303-904-8833 JOB NO. 12 B 55131 CHECKED REF DATE 10/6/10 NOT TO SCALE BUILDER: GENERAL STEEL CORPORATION LITTLETON, CO CUSTOMER: GLENWOOD TRAMWAY GLENWOOD SPRINGS, CO DRAWING N0. MJD E6 ALLEN D. HURTZ, P.E. COLORADO P.E. 42926 FLANGE BRACES PIECE MARK MATERIAL F81_ FB2_ FB3_ ANGLE 14 X 14 X a ANGLE 2 X 2 X 8 ANGLE 22 X 22 X f5 SPLICE BOLT TABLE CONN. A QTY. SIZE TYPE HARDENED BEVELED WASHERS WASHERS (6)4 X2 A325 B&W 0 0 B (8) 4 X 2 A325 B&N 0 0 16'-0 EAVE HEIGHT 3.-0 , 41-4 1 4.-.3 I 4'-5 de4FIN. FL. Mk/ELEV. CO -0 SAVE HEIGHT 15'- 0 15'-0 30'-0 OUT/OUT OF STEEL CROSS SECTION AT FRAME LINE "4" GENERAL NOTES FRAME CLEARANCES SHOWN ARE APPROXIMATE AND MAY VARY DUE TO CONDITIONS (DEFLECTION). VERTICAL CLEARANCE DIMENSIONS ARE FROM FIN/SHED FLOOR REFERENCE ELEVATION. FOR PERMIT PURPOSES NOTES: 1. THIS DRAWING, INCLUDING THE INFORMATION HERE, REMAINS THE PROPERTY OF THE MANUFACTURER AND IS PROVIDED SOLEL Y FOR THE PURPOSE OF ERECTING THE MATERIAL DESCRIBED IN 77 -IE APPLICABLE ORDER DOCUMENTS AND SHALL NOT BE MODIFIED, REPRODUCED, OR USED FOR ANY 077-IER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF 77 -IE MANUFACTURER. 2. 77 -IE GENERAL CONTRACTOR AND/OR EREC TOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING MATERIALS FOR THIS BUILD/NG IN CONFORMANCE W1 TH THIS DRAWING, DETAILS REFERENCED IN THIS DRAWING, ALL APPLICABLE MANUFACTURER ERECTION GUIDES, AND INDUSTRY STANDARDS. THESE DRAWINGS AND THE METAL BUILDING THEY REPRESENT ARE THE PRODUCT OF STAR BUILD/NG SYSTEMS OR A DIVISION OF ITS AFFILIATE NC/ BUILDING SYSTEMS — 8600 SOUTH INTERSTATE 35, OKLAHOMA CITY OK 73149. THE ENGINEER WHOSE SEAL APPEARS HEREON IS EMPLOYED BY EITHER STAR BUILDING SYSTEMS OR A DIVISION OF ITS AFFILIATE NCI BUILDING SYSTEMS AND IS NOT THE ENGINEER OF RECORD FOR 11-1/5 PROJECT. GENERAL STEEL CORPORATION C/0 Building Services Group 10639 W. BRADFORD RD LITTLETON, CO 80127 PHONE: 800-404-6974 FAX: 303-904-8833 JOB NO. 12 B 55131 CHECKED REF DATE 10/6/10 NOT TO SCALE BUILDER: GENERAL STEEL CORPORATION LITTLETON, CO CUSTOMER: GLENWOOD TRAMWAY GLENW00D SPRINGS, CO DRAWING NO. MJD E7 CENTER HOLE OF FLANGE BRACE MUST ATTACH TO TO PURLIN AS SHOWN NOTE: PURLIN LAPS MAY VARY IN LENGTH AND MAY NOT NECESSARILY BE THE SAME ON EACH SIDE OF THE RAFTER. SEE ERECTION DRAWINGS FOR LAP SYMBOL AND Z_SECTION LAP TABLE (2) LAP BOLTS MUST BE INSTALLED AT END OF LAP PURLIN 1FRAME DO NOT INSTALL BOLTS HERE UNLESS CLIPS OR FACTORY WELDED WING PLATES ARE REQUIRED RAFTER FLANGE BRACE FLANGE BRACE CONNNECTION TO PURLIN MATERIAL W/(4) i "0 A325 BOLTS 8" MATERIAL W/(4) I "0 A325 BOLTS EAVE STRUT CONNECTION FLUSH COLUMN PURLIN FLANGE BRACE MAY BE REQUIRED ON ONE OR BOTH SIDES OF RAFTER. SEE ERECTION DRAWINGS FOR LOCATIONS. ANCHORAGE CLIP WHEN REQUIRED BY DESIGN DENOTED ON ERECTION DRAWINGS WITH THE SYMBOL A i" MATERIAL SUGGESTED METHOD OF ATTACHMENT TO PURLIN DO NOT INSTALL HANGER ROD IN FLANGE OF PURLIN RAFTER PURLIN ANCHORAGE DETAIL DO NOT INSTALL PURLIN CLIPS OF ANY KIND ON FLANGE OF PURLIN AS SHOWN THE INCORRECT WAY PURLIN ANGLE (W/ 2 SELF—DRILLERS (NOT BY STAR) HANGER ROD (NOT BY STAR) SEE EXAMPLE BELOW SUGGESTED METHOD An angle is field attached to the web of the purlin to catch hanger rod. This method does not preclude other forms of attachment to the purlin web. The total hanger load shall not exceed the design collateral load for the building. a sample calculation is shown below: 5' (purlin spacing) x 5' (hanger spacing) x 6 psf (collateral load) = 150 lbs. See cover sheet for design collateral load for this building. Note: If this building is designed for 0 psf collateral load, then adding any suspended system (ie. duct work, piping, lights, ceilings, etc.) will correspondingly reduce the live or snow load that the purlins can safely support. +" MATERIAL COLUMN FLANGE BRACE MAY BE REQUIRED ON ONE OR BOTH SIDES OF COLUMN. SEE ERECTION DRAWINGS FOR LOCATION. CENTER HOLE OF FLANGE BRACE MUST ATTACH TO TO GIRT AS SHOWN GIRT SHEETING CLIP FRAME FLANGE BRACE TO FLUSH OR INSET COLUMN STRUCTURAL SCREW (TYP) PURLIN WEB STIFFENER WHEN REQUIRED BY DESIGN. SEE ERECTION DRAWINGS FOR LOCATIONS AS DENOTED BY THE SYMBOL • . B" MATERIAL PURLIN WEB STIFFENER DETAIL s Iv151"RZt_ per Zoo 9..r8G nakt44z¢urers spectRc rJima As/ kqk 5-trenq-k balh►a.? o7e- weAdis i PA -Turns 5'et1"r/ ntruicer Afprov4 paw b 4 nn TrtspeO0yl • STIFFENER CLIP PURLIN GIRT ANCHORAGE CLIP WHEN REQUIRED BY DESIGN DENOTED ON ERECTION DRAWINGS MTH THE SYMBOL A g" MATERIAL RAFTER PURLIN ANCHORAGE DETAIL ROD BRACE BURR THREADS AFTER FINAL TIGHTENING SLOPE WASHER FLAT WASHER HEX NUT ROD BRACE ATTACHMENT FOR PERMIT PURPOSES1 LALLEN D. HURTZ, P.E. COLORADO P.E. 42926 1 THESE DRAWINGS AND THE METAL BUILDING THEY REPRESENT ARE 771E PRODUCT OF STAR BUILDING SYSTEMS OR A DIVISION OF ITS AFF7LIATE NCI BUILDING SYSTEMS — 6600 SOU 771 INTERSTATE 35, OKLAHOMA CITY OK 73149. 771E ENGINEER WHOSE SEAL APPEARS HEREON IS EMPLOYED BY EITHER STAR BUILDING SYSTEMS OR A DIVISION OF ITS AFFILIATE NCI BUILDING SYSTEMS AND IS NOT THE ENGINEER OF RECORD FOR THIS PROJECT. NOTES: 1. THIS DRAYNNG, INCLUDING THE INFORMATION HERE, REMAINS THE PROPER TY OF 7HE MANUFACTURER AND IS PROVIDED SOLELY FOR THE PURPOSE OF EREC77NG THE MATERIAL DESCRIBED IN THE APPLICABLE ORDER DOCUMENTS AND SHALL NOT BE MOD/F7E0, REPRODUCED, OR USED FOR ANY OT7/ER PURPOSE WI THOUT PRIOR WRITTEN APPROVAL OF 7HE MANUFACTURER. 2. THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURA 7E G00D QUALITY WORKMANSHIP IN ERECTING MATERIALS FOR THIS BUILDING IN CONFORMANCE WITH THIS DRAWING, DETAILS REFERENCED IN THIS DRAWING, ALL APPLICABLE MANUFACTURER ERECTION GUIDES AND INDUSTRY STANDARDS. GENERAL STEEL CORPORATION C/O Building Services Group 10639 W. BRADFORD RD LITTLETON, CO 80127 PHONE: 800-404-6974 FAX: 303-904-8833 JOB Na 12 B 55131 CHECKED REF DATE 10/6/10 NOT TO SCALE BUILDER: CUSTOMER: GENERAL STEEL CORPORATION GLENWOOD TRAMWAY LI TTLETON, CO GLENWOOD SPRINGS, CO DRAWING Na MJD E8/L 30'-0" OUT -TO -OUT OF STEEL 1'-2" / <D (0 9 d 9 in \ a? M \ 0 t • 9 r L K_2 ' 1 8'-1 0" 60'-0" OUT -TO -OUT OF STEEL 20'-0" 18'-10" Ir t r I t11-2" 18'-10" K2 20'-0" 60'-0" OUT -TO -OUT OF STEEL FOUNDATION PLAN SCALE: 1/4"=1'-0" 1 18'-10" 9 ;it C 19 v -1 .r.t2A10frire pet' eon re c_ 5ect'7ee-r /803,3 '-2" \ o 2w�o�E Soils 1 by Plumed Pew Coo-bsjoi lot 5 recifunit.15et7 ps-f' 30'-0" OUT -TO -OUT OF STEEL GENERAL STRUCTURAL NOTES APPLY UNLESS NOTED OTHERWISE ON STRUCTURAL DRAWINGS CODE: Comply with 2009 INTERNATIONAL BUILDING CODE FOUNDATIONS: Footings shall bear on firm undisturbed soil 3'-0" below natural or finish grade, whichever is lower. Allowable soil bearing 1500p.s.f. Design soil pressure is per IBC Table 1804.2 for Class 5 soils. Excavations for foundations shall be inspected by a Soil Engineer to verify assumed allowable soil bearing and low settlement and swell potential, and to make any odditional recommendations. EARTHWORK: Remove upper six inches or more containing roots, grass, and orgonic material and dispose off the site. Excavate and stockpile. Scarify the compact exposed subgrade for a depth of 12 inches. Bring up fill using stockpiled material and/or approved material with low Plasticity in 8 inch maximum thick layers, compacting each layer to 95 percent of ASTM D-698. Excavation and compoction of fill shall extend minimum of 10 feet beyond the building lines. The earthwork shall be done under supervision of a Soil Engineer retained by the Contractor, who shall verify above specifications for the support of slob on grade and or the control of soil swelling. The excavation shall remove all swellable soil as directed by the Soil Engineer. CONCRETE: Shall meet all the requirements of ACI 301-95 with Type II cement. Minimum 28 day strength 2,500 p.s.i. used for design, use 3000 p.s.i. concrete for quality. No odmixtures without approvol. Admixtures containing chlorides shall not be used. Concrete shall not be in contact with aluminum. Fly ash shall not be used. Mechanically vibrate all concrete when ploced, except that slobs on grade need be vibrated only around embedded items. Slump 4 inches for slabs not on grade and 5 inches for other concrete. Do not tomp slabs. Use roller bug, vibrating screed or bull float to finish. Do not add water to concrete of site. All reinforcing, including dowels and anchor bolts, shall be securely tied in location before placing concrete or grout. Dowels will not be ollowed to be "stabbed" in. All concrete which during the life of the structure will be subjected to freezing temperatures while wet, shall have a water cement ratio not exceeding 0.53 by weight and shall contain entrained air as per ACI 301. Such concrete shall include exterior slabs, perimeter foundations, exterior curbs and gutters, etc. REINFORCING: ASTM A-615 Grade 60 except as follows: #2 bars Grade 40 All weldable rebar A-706 All reinforcing :;ars deformed except #2 bars and wire mesh. Latest ACI Code mid Detailing Manual apply. Clear concrete coverages to any reinforcing including ties ore as follows: Concrete placed against rough earth 3" * Slobs and joists not exposed to weather 1" *All other 1 1A" LAP SPLICES IN CONCRETE: Unless noted otherwise, provide the following lap splices: #3, 16"; #4, 22"; #5, 27"; #6, 35"; #7, 48"; #8, 63"; #9, 80"; #10, 102"; #11, 125". Minimum clear cover for spliced reinforcing is greater than one bor diameter, and minimum clear spacing is greater than two bar diameters. Splice bottom bor over supports and top bar at midspan only. Where bars are shown spliced, they may run continuous at Contractor's option. Place rebar per CRSI Manual. Rebar spacings given are maximum on center whether stated as "o.c. or not, and all rebar is continuous whether stated as "cont." or not. Provide bent corner rebor to match and lap with horizontal rebars at corners and intersection of walls, beams, bond beams and footings per ACI Manual. Dowel all vertical rebor to foundations. Securely tie all rebar, including dowels, in location before placing concrete or grout. Where reinforcing is shown continuous thru construction joints, Lenton Form Savers dowel bar splice devices as manufactured by ERICO Products. Inc. (or equivalent) may be used. Sizes and types shall be selected to develop the full tension strength of the bar per ICC Research report. STRUCTURAL STEEL: Bolts and plain anchors ASTM A-307. All expansion bolts to have current ICC approval. SUPPLEMENTARY NOTES: Provide all temporary bracing, shoring, guying or other means to ovoid excessive stresses and to hold structural elements in place during construction. Any members required to support equipment from the framing shown shall be designed and provided by the equipment Contractor. Options and approved substitutions are for Contractor s convenience. He shall be responsible for oll changes and odditional costs necessary and he shall coordinate all details. Any engineering design provided by others and submitted for review shall be by an insured Structural Engineer with continuous five years of experience in the type of design submitted. Unless noted otherwise, details on Structural Drawings ore typical as indicated by cuts, references, or titles. In case of conflicts, more costly requirements govern for bidding. Submit clarification request prior to proceeding wits work. Verify all dimensions with Architectural Drawings. Contractor shall establish and verify in field all existing conditions affecting new construction. Contact Architect immediately if existing conditions ore not as depicted in drawings. All construction meeting or crossing expansion or shrinkage control joints in framed floors must have provisions to accommodate the movement or must be delayed until the joint is closed, c 0 -I-1 0 O CV N U N CP Q c0 o + O C U 0 _c w a_ O O co `O w N K 0oco© J ♦♦♦LUZ WLU V5 CO ■J Z a0 CC .: 4 LU 0 V 0 GLENWOOD TRAMWAY GLENWOOD SPRINGS, CO 81601 Z 4N 1- ZO O Z I—_J 44 Ci CC o laZ use 0 0 C7 -, N y W O r O O r N 1 N Ida O r M) O r •O0 .. J_ I I - 1 . (II') I `/ , --J \ I 1 \ r I L-- I / #5 BARS HAIRPINS w/ 5'-O" LEGS (TYP.) C.J. \ I I 7 i--- I I L- I ` a ® 1127 .. 0 4 ® a S-2 ® S-2 S-2 ♦' ,Ti i i H I '' v - d 6"x6"-W1.4x W1.4 W.W.F. 7 ci J■l■■■■■■\ 4" SLAB ON 4" A.B.C. I v ■ a MUM ■ i a a■■■■■■■■■p - J - - - \ 1■■■■■■■■■1 IIIMMIEW C.J. \ r I \ 1 .. 0 • . �S-2 1 . © #5 w/ 5'-0" 4 BARS HAIRPINS LEGS (TYP.) MilkWNW® ®® r- I 1 ---I-- I r.. / `- I 1 ®S-2 a 1 / �- 1 I 1 S-2 / © -1-- L_ I - i 1}, 1 S-2 - r 1 .. 18'-10" K2 20'-0" 60'-0" OUT -TO -OUT OF STEEL FOUNDATION PLAN SCALE: 1/4"=1'-0" 1 18'-10" 9 ;it C 19 v -1 .r.t2A10frire pet' eon re c_ 5ect'7ee-r /803,3 '-2" \ o 2w�o�E Soils 1 by Plumed Pew Coo-bsjoi lot 5 recifunit.15et7 ps-f' 30'-0" OUT -TO -OUT OF STEEL GENERAL STRUCTURAL NOTES APPLY UNLESS NOTED OTHERWISE ON STRUCTURAL DRAWINGS CODE: Comply with 2009 INTERNATIONAL BUILDING CODE FOUNDATIONS: Footings shall bear on firm undisturbed soil 3'-0" below natural or finish grade, whichever is lower. Allowable soil bearing 1500p.s.f. Design soil pressure is per IBC Table 1804.2 for Class 5 soils. Excavations for foundations shall be inspected by a Soil Engineer to verify assumed allowable soil bearing and low settlement and swell potential, and to make any odditional recommendations. EARTHWORK: Remove upper six inches or more containing roots, grass, and orgonic material and dispose off the site. Excavate and stockpile. Scarify the compact exposed subgrade for a depth of 12 inches. Bring up fill using stockpiled material and/or approved material with low Plasticity in 8 inch maximum thick layers, compacting each layer to 95 percent of ASTM D-698. Excavation and compoction of fill shall extend minimum of 10 feet beyond the building lines. The earthwork shall be done under supervision of a Soil Engineer retained by the Contractor, who shall verify above specifications for the support of slob on grade and or the control of soil swelling. The excavation shall remove all swellable soil as directed by the Soil Engineer. CONCRETE: Shall meet all the requirements of ACI 301-95 with Type II cement. Minimum 28 day strength 2,500 p.s.i. used for design, use 3000 p.s.i. concrete for quality. No odmixtures without approvol. Admixtures containing chlorides shall not be used. Concrete shall not be in contact with aluminum. Fly ash shall not be used. Mechanically vibrate all concrete when ploced, except that slobs on grade need be vibrated only around embedded items. Slump 4 inches for slabs not on grade and 5 inches for other concrete. Do not tomp slabs. Use roller bug, vibrating screed or bull float to finish. Do not add water to concrete of site. All reinforcing, including dowels and anchor bolts, shall be securely tied in location before placing concrete or grout. Dowels will not be ollowed to be "stabbed" in. All concrete which during the life of the structure will be subjected to freezing temperatures while wet, shall have a water cement ratio not exceeding 0.53 by weight and shall contain entrained air as per ACI 301. Such concrete shall include exterior slabs, perimeter foundations, exterior curbs and gutters, etc. REINFORCING: ASTM A-615 Grade 60 except as follows: #2 bars Grade 40 All weldable rebar A-706 All reinforcing :;ars deformed except #2 bars and wire mesh. Latest ACI Code mid Detailing Manual apply. Clear concrete coverages to any reinforcing including ties ore as follows: Concrete placed against rough earth 3" * Slobs and joists not exposed to weather 1" *All other 1 1A" LAP SPLICES IN CONCRETE: Unless noted otherwise, provide the following lap splices: #3, 16"; #4, 22"; #5, 27"; #6, 35"; #7, 48"; #8, 63"; #9, 80"; #10, 102"; #11, 125". Minimum clear cover for spliced reinforcing is greater than one bor diameter, and minimum clear spacing is greater than two bar diameters. Splice bottom bor over supports and top bar at midspan only. Where bars are shown spliced, they may run continuous at Contractor's option. Place rebar per CRSI Manual. Rebar spacings given are maximum on center whether stated as "o.c. or not, and all rebar is continuous whether stated as "cont." or not. Provide bent corner rebor to match and lap with horizontal rebars at corners and intersection of walls, beams, bond beams and footings per ACI Manual. Dowel all vertical rebor to foundations. Securely tie all rebar, including dowels, in location before placing concrete or grout. Where reinforcing is shown continuous thru construction joints, Lenton Form Savers dowel bar splice devices as manufactured by ERICO Products. Inc. (or equivalent) may be used. Sizes and types shall be selected to develop the full tension strength of the bar per ICC Research report. STRUCTURAL STEEL: Bolts and plain anchors ASTM A-307. All expansion bolts to have current ICC approval. SUPPLEMENTARY NOTES: Provide all temporary bracing, shoring, guying or other means to ovoid excessive stresses and to hold structural elements in place during construction. Any members required to support equipment from the framing shown shall be designed and provided by the equipment Contractor. Options and approved substitutions are for Contractor s convenience. He shall be responsible for oll changes and odditional costs necessary and he shall coordinate all details. Any engineering design provided by others and submitted for review shall be by an insured Structural Engineer with continuous five years of experience in the type of design submitted. Unless noted otherwise, details on Structural Drawings ore typical as indicated by cuts, references, or titles. In case of conflicts, more costly requirements govern for bidding. Submit clarification request prior to proceeding wits work. Verify all dimensions with Architectural Drawings. Contractor shall establish and verify in field all existing conditions affecting new construction. Contact Architect immediately if existing conditions ore not as depicted in drawings. All construction meeting or crossing expansion or shrinkage control joints in framed floors must have provisions to accommodate the movement or must be delayed until the joint is closed, c 0 -I-1 0 O CV N U N CP Q c0 o + O C U 0 _c w a_ O O co `O w N K 0oco© J ♦♦♦LUZ WLU V5 CO ■J Z a0 CC .: 4 LU 0 V 0 GLENWOOD TRAMWAY GLENWOOD SPRINGS, CO 81601 Z 4N 1- ZO O Z I—_J 44 Ci CC o laZ use 0 0 C7 -, N y W O r O O r N 1 N Ida O r M) O r •O0 1 SEE PLAN FOR PIER, HAIRPIN, & BOLT INF❑. #5 BARS 12" OE, (EA. WAY) o 0 #5 HAIRPINS w/ 5'-0" LONG LEGS, TYP. 18" x 18" PIER w/ (8) #5 VERT. w/ 311 HOCKS UNDER H❑RIZ. REIN. (4) 3/4'0 (A307 OR A36) x 27" EMBED. W/ STD. HEADED STUDS (4) 3/4"0 (A307 OR A36) x 27" EMBED. W/ STD. HEADED STUDS (2) 144 TIES TOP 5" w/ #4 BARS 12" ❑.C. #5 HAIRPINS w/ 5'-0" LONG LEGS, TYP. ZL Oa • 3" / #5 BARS @ 12" ❑.C. E.W. 4'-0" SQ. / 311 RIGID FRAME FOOTING � F,L, 2-3 EL. SLAB (0'-0') Y) 4" C❑NC. SLAB ON 4" A.B.C. N.T.S. 0 J W m q Q c 1- z #4 BARS @ 16" ❑.C. DOWELS TO LAP & MATCH co PE 711 -1i - T1 i 1' Tli�l Ifl�1T� I - k #4 REBAR @ 48" ❑.C. w/ 2'-0" LEGS 8" CONC. STEM w/ 144 BARS @ 16" ❑.C. VERT. (2)-#5 BARS jr, 16" I (CONT.) RIMETER TURNDOWN Note: PERIMETER IS TO BE MIN. OF DEPTH AS INDICATED ABOVE, UNLESS FROST DEPTH IS GREATER THAN VALUE INDICATED. IN THAT CASE THE PERIMETER TURNDOWN SHALL BE SET AT THE FROST DEPTH ELEVATI❑N. Note: R.F. and footings not shown for clarity. G.B. reinf, shall run through footing, N.T.S. SIDE '•\7* s ,• 5 •, CORNER 18" x 18" PIER DETAIL N.T.S. SEE PLAN FOR PIER, HAIRPIN, & BOLT INF❑. #5 BARS 1211 0.0. (EA. WAY) 6 3" 4" . -'� // / st� 14" / / `:. y 18" x 18" PIER w/ (8) #5 VERT. w/ 311 HOCKS UNDER H❑RIZ. REIN. (4) 3/4'0 (A307 OR A36) x 27" EMBED. W/ STD. HEADED STUDS (4) 3/4"0 (A307 OR A36) x 27" EMBED. W/ STD. HEADED STUDS (2) 144 TIES TOP 5" w/ #4 BARS 12" ❑.C. #5 HAIRPINS w/ 5'-0" LONG LEGS, TYP. ZL Oa • 3" / #5 BARS @ 12" ❑.C. E.W. 4'-0" SQ. / 311 RIGID FRAME FOOTING � F,L, 2-3 EL. SLAB (0'-0') Y) 4" C❑NC. SLAB ON 4" A.B.C. N.T.S. 0 J W m q Q c 1- z #4 BARS @ 16" ❑.C. DOWELS TO LAP & MATCH co PE 711 -1i - T1 i 1' Tli�l Ifl�1T� I - k #4 REBAR @ 48" ❑.C. w/ 2'-0" LEGS 8" CONC. STEM w/ 144 BARS @ 16" ❑.C. VERT. (2)-#5 BARS jr, 16" I (CONT.) RIMETER TURNDOWN Note: PERIMETER IS TO BE MIN. OF DEPTH AS INDICATED ABOVE, UNLESS FROST DEPTH IS GREATER THAN VALUE INDICATED. IN THAT CASE THE PERIMETER TURNDOWN SHALL BE SET AT THE FROST DEPTH ELEVATI❑N. Note: R.F. and footings not shown for clarity. G.B. reinf, shall run through footing, N.T.S. SIDE '•\7* s ,• 5 •, CORNER 18" x 18" PIER DETAIL N.T.S. SEE PLAN FOR PIER, HAIRPIN, & BOLT INF❑. #5 BARS 1211 0.0. (EA. WAY) 6 1811 x 18" PIER w/ (8) #5 VERT. w/ 3" HOOKS UNDER H❑RIZ. REIN. ,L (4) 3/4"0 (A307 OR A36) x 27" EMBED. W/ STD. HEADED STUDS (2) 144 TIES TOP 511 w/ 144 BARS 12" ❑.C. (4) 3/4"0 (A307 OR A36) x 27" EMBED. W/ STD. HEADED STUDS 3" / #5 BARS @ / 0.0. E.W. 4'-0" SQ. / 311 12" RIGID FRAVE F❑❑TING @ F,L, 1A, 1C, 4A, 4C EL. SLAB (0'-0") 4" CONC. SLAB ON 4" A.B.C. N.T.S. FINISH GRADE STEEL LINE WALL PANEL USE 1/4'0 x 2" EMBED. POWERS STUD @ 24" O.C. (ESR #2818) BASE ANGLE ATTACH, WALKD❑❑R A.B.'S USE (2) 1/2" DIA. x 2" EMBED. HILTI KWIK BOLT TZ ICC# ESR -1917 FRAMED OPENING A.B.'S LESS THAN 20' WIDE. USE (2) 5/8" DIA. x 4" EMBED. HILTI KWIK BOLT TZ ICC# ESR -1917 N.T.S. VEHICLE AXLE LOADS: NONE PAYLOAD CAPACITY: LBS. VEHICLE WEIGHT: LBS. AXLE: SINGULAR OR DUAL WHEEL: WHEEL SPACING WS" IN. DUAL WHEEL SPACING Sd: IN. WHEEL: SOLID OF PNEUMATIC: WHEEL'S TIRE WIDTH: IN. WHEEL CONTACT AREA: SQ. IN. UNIFORM LOADS WITH AISLE: UNIFORM LOAD WEIGHT: AISLE WIDTH: LOCATION: SEE PLAN FOR PIER, HAIRPIN, & BOLT INF❑. #5 BARS 1211 0.0. (EA. WAY) o (4) 3/4"0 (A307 OR A36) x 27" EMBED. W/ STD. HEADED STUDS UNDER HORIZON. REINF❑RCE. 18" x 18" PIER w/ (8) 145 VERT. w/ 3" HOOKS UNDER H❑RIZ. REIN. (4) 3/4"0 (A307 OR A36) x 27" EMBED. W/ STD. HEADED STUDS UNDER HORIZON. REINF❑RCE. Eft DWALL F❑❑TI\G @ F.L. 1 3" 1 (2) #4 TIES TOP 5" w/ 144 BARS 12" 0.0. 7 • #5 BARS @ 12" 0.0. E.W. 3'-0" SQ. / 3" EL. SLAB (0'-0") 07 4" CONC. SLAB N.T.S. r 6" 1 CONC. SLAB - SEE PLAN NOTE: PLACE SLABS IN LONGITUDINAL STRIPS IN ALT. BAYS FILLING OPEN STRIPS ON ALT. POURS C❑NSTRUCTI❑N J❑INT (C,J,) (LPL) CONTINUOUS TOOL J❑INT OR ZIP STRIP OR SAW CUT WITHIN 4 HRS. AT CONTRACTOR'S ❑PTI❑N C❑\TR❑L J❑I\T (C,J,) N.T.S. / 1 1 I I I I 1 1 1 / Sd LOADED AXLE \LOADED AXLEEL f OF EA. WHE WS NONE I x z x P.S.F. FT. RACK & POST LOADS: NONE TOTAL LOAD ON A SECTION OF RACK: POST LOAD: BASE PLATE SIZE: POST SPACING: X= Y= Z= LBS. LBS. SQ. IN. IN. IN. IN. ADDITIONAL COLUMN LOADS: NONE TOTAL DESIGN LOAD @ COLUMN BASE: BASE PLATE SIZE" LOCATION: LBS. SQ. IN. SPECIAL OR UNUSUAL LOADS: NONE POST BASE PLATE DISTANCE TO NEAREST JOINT R1 BASE PLATE 6 x b 4.1 SUB GRAD IT IS ABSOLUTELY NECESSARY THAT FLOOR DESIGNER BE SUPPLIED WITH ACCURATE INFORMATION CONCERNING ANY APPLIED LOADS. NO DESIGN CONSIDERATIONS WILL BE PROVIDED FOR SLABS WITHOUT ONE OF THE LISTED ITEMS ABOVE. A MINIMUM SLAB THICKNESS WILL BE PROVIDED WITH AN AGGREGATE BASE COARSE MATERIAL. IT IS THE CONTRACTORS RESPONSIBILITY TO EMPLOY A SOILS ENGINEER IF SUBSTANDARD SOILS ARE ENCOUNTERED ON THE PROJECT. 0 SLAB LOADING SCHEDULE fetel4 ho)e 501/5 Repott Repaired -r-ov 41-30x1 '5p& rospeclion i Soo ps .r, 314" = 1'-0" FOUNDATION DETAIL NOTES 1. CONC. SLAB TO BE MIN. OF 4" ABOVE FINISHED GRADE AND A MAX. OF 12" ABOVE FINISHED GRADE, UNLESS OTHERWISE NOTED. 2. 6" x 6" -W1.4 x W1.4 x W.W.F. OR 1.5 LB./YD. OF FIBERMESH IN SLAB. 3. ANCHOR BOLTS ARE PLACED ON DRAWINGS AS A COURTESY, PLEASE REVIEW WITH METAL BUILDING DRAWINGS. 4. PERIMETER IS TO BE A MIN. OF DEPTH AS INDICATED ABOVE, UNLESS FROST DEPTH IS GREATER THAN VALUE INDICATED IN THAT CASE THE PERIMETER TURNDOWN SHALL BE SET AT THE FROST DEPTH ELEVATION. 5. PIERS ARE TO BE CENTERED ON ANCHOR BOLT PATTERNS UNLESS OTHERWISE NOTED. O a) o "- up u-) o ( N -30;10 CO ON cn cn • o r. Ovit °O O o)(-) O o _c wcL O 0 co 0 CV c co b ci>- 7- 2 3 LU Ill D O© C 0 0 Z � LI o Za ♦Wn O V Z 0 LL <11C<C< H J 4 I- 0 co v D 4 co 0 0 0 0 4" 14" / / 1811 x 18" PIER w/ (8) #5 VERT. w/ 3" HOOKS UNDER H❑RIZ. REIN. ,L (4) 3/4"0 (A307 OR A36) x 27" EMBED. W/ STD. HEADED STUDS (2) 144 TIES TOP 511 w/ 144 BARS 12" ❑.C. (4) 3/4"0 (A307 OR A36) x 27" EMBED. W/ STD. HEADED STUDS 3" / #5 BARS @ / 0.0. E.W. 4'-0" SQ. / 311 12" RIGID FRAVE F❑❑TING @ F,L, 1A, 1C, 4A, 4C EL. SLAB (0'-0") 4" CONC. SLAB ON 4" A.B.C. N.T.S. FINISH GRADE STEEL LINE WALL PANEL USE 1/4'0 x 2" EMBED. POWERS STUD @ 24" O.C. (ESR #2818) BASE ANGLE ATTACH, WALKD❑❑R A.B.'S USE (2) 1/2" DIA. x 2" EMBED. HILTI KWIK BOLT TZ ICC# ESR -1917 FRAMED OPENING A.B.'S LESS THAN 20' WIDE. USE (2) 5/8" DIA. x 4" EMBED. HILTI KWIK BOLT TZ ICC# ESR -1917 N.T.S. VEHICLE AXLE LOADS: NONE PAYLOAD CAPACITY: LBS. VEHICLE WEIGHT: LBS. AXLE: SINGULAR OR DUAL WHEEL: WHEEL SPACING WS" IN. DUAL WHEEL SPACING Sd: IN. WHEEL: SOLID OF PNEUMATIC: WHEEL'S TIRE WIDTH: IN. WHEEL CONTACT AREA: SQ. IN. UNIFORM LOADS WITH AISLE: UNIFORM LOAD WEIGHT: AISLE WIDTH: LOCATION: SEE PLAN FOR PIER, HAIRPIN, & BOLT INF❑. #5 BARS 1211 0.0. (EA. WAY) o (4) 3/4"0 (A307 OR A36) x 27" EMBED. W/ STD. HEADED STUDS UNDER HORIZON. REINF❑RCE. 18" x 18" PIER w/ (8) 145 VERT. w/ 3" HOOKS UNDER H❑RIZ. REIN. (4) 3/4"0 (A307 OR A36) x 27" EMBED. W/ STD. HEADED STUDS UNDER HORIZON. REINF❑RCE. Eft DWALL F❑❑TI\G @ F.L. 1 3" 1 (2) #4 TIES TOP 5" w/ 144 BARS 12" 0.0. 7 • #5 BARS @ 12" 0.0. E.W. 3'-0" SQ. / 3" EL. SLAB (0'-0") 07 4" CONC. SLAB N.T.S. r 6" 1 CONC. SLAB - SEE PLAN NOTE: PLACE SLABS IN LONGITUDINAL STRIPS IN ALT. BAYS FILLING OPEN STRIPS ON ALT. POURS C❑NSTRUCTI❑N J❑INT (C,J,) (LPL) CONTINUOUS TOOL J❑INT OR ZIP STRIP OR SAW CUT WITHIN 4 HRS. AT CONTRACTOR'S ❑PTI❑N C❑\TR❑L J❑I\T (C,J,) N.T.S. / 1 1 I I I I 1 1 1 / Sd LOADED AXLE \LOADED AXLEEL f OF EA. WHE WS NONE I x z x P.S.F. FT. RACK & POST LOADS: NONE TOTAL LOAD ON A SECTION OF RACK: POST LOAD: BASE PLATE SIZE: POST SPACING: X= Y= Z= LBS. LBS. SQ. IN. IN. IN. IN. ADDITIONAL COLUMN LOADS: NONE TOTAL DESIGN LOAD @ COLUMN BASE: BASE PLATE SIZE" LOCATION: LBS. SQ. IN. SPECIAL OR UNUSUAL LOADS: NONE POST BASE PLATE DISTANCE TO NEAREST JOINT R1 BASE PLATE 6 x b 4.1 SUB GRAD IT IS ABSOLUTELY NECESSARY THAT FLOOR DESIGNER BE SUPPLIED WITH ACCURATE INFORMATION CONCERNING ANY APPLIED LOADS. NO DESIGN CONSIDERATIONS WILL BE PROVIDED FOR SLABS WITHOUT ONE OF THE LISTED ITEMS ABOVE. A MINIMUM SLAB THICKNESS WILL BE PROVIDED WITH AN AGGREGATE BASE COARSE MATERIAL. IT IS THE CONTRACTORS RESPONSIBILITY TO EMPLOY A SOILS ENGINEER IF SUBSTANDARD SOILS ARE ENCOUNTERED ON THE PROJECT. 0 SLAB LOADING SCHEDULE fetel4 ho)e 501/5 Repott Repaired -r-ov 41-30x1 '5p& rospeclion i Soo ps .r, 314" = 1'-0" FOUNDATION DETAIL NOTES 1. CONC. SLAB TO BE MIN. OF 4" ABOVE FINISHED GRADE AND A MAX. OF 12" ABOVE FINISHED GRADE, UNLESS OTHERWISE NOTED. 2. 6" x 6" -W1.4 x W1.4 x W.W.F. OR 1.5 LB./YD. OF FIBERMESH IN SLAB. 3. ANCHOR BOLTS ARE PLACED ON DRAWINGS AS A COURTESY, PLEASE REVIEW WITH METAL BUILDING DRAWINGS. 4. PERIMETER IS TO BE A MIN. OF DEPTH AS INDICATED ABOVE, UNLESS FROST DEPTH IS GREATER THAN VALUE INDICATED IN THAT CASE THE PERIMETER TURNDOWN SHALL BE SET AT THE FROST DEPTH ELEVATION. 5. PIERS ARE TO BE CENTERED ON ANCHOR BOLT PATTERNS UNLESS OTHERWISE NOTED. O a) o "- up u-) o ( N -30;10 CO ON cn cn • o r. Ovit °O O o)(-) O o _c wcL O 0 co 0 CV c co b ci>- 7- 2 3 LU Ill D O© C 0 0 Z � LI o Za ♦Wn O V Z 0 LL <11C<C< H J 4 I- 0 co v D 4 co 0 0 0 0