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HomeMy WebLinkAboutB15-3108 038-210-010. - :: ,a ,f,. u �@ � . .:. - .. , y. t _ .n... y,4 -��.. fir.. � "a' "t• �,. � w. t a � File Copy Owner I �ll ✓I�I�����i�.Sd - - 1 a o s APN v BP# Jl o JV „ Department of Development Services Building Division 7 County Center Drive Oroville, CA 95965 (530) 538-7541 (530)538-2140 FAX SPECIAL INSPECTION NOTE For Building Permit # B 1 Gj - (� Assessor's Parcel # 5 Z. I -- CD i 0 Structural Tests & Special Inspections — 201,E California Building Code Chapter 17: In addition to the inspections required by Division H, Section 110, the owner or the Registered Design Professional acting as the owner's agent shall employ one or more special inspectors who shall provide inspections during construction on the types of work listed under Section 1704. The special inspector shall. be a qualified person who shall demonstrate competence, 'to ' the satisfaction of the building official,. for inspection of the particular type of construction or operation requiring special inspection. -Duties andResponsibilities of the Special Inspector: .1. The'special inspector shall observe the.work assigned.for conforma=nce with the approved design, drawings and specifications. 2. The special inspector shall furnish inspection reports to the building official and the engineer or architect of record. Alldiscrepancies shall be brought to the immediate attention of the contractor for correction, then, if uncorrected; to the proper design authority and to the building official. 3. The special inspector shall submita finalsigned report to the Butte County Building Division stating whether the work requiring special inspection was, to the best of his or her hmowledge, in conformance with the approved plans' and specifications and the applicable provisions of this code. 4. The special inspector shall advise t1mContcac for that -Butte County Building Division inspections cannot be delegated to him or her, so inspections must also be made by the Butte County Building Division. S:. Any change imspecial inspection firms made after permit issuance shall be approved by the Butte County Building Division prior to the new firm performing any inspections. 4. Special inspections are in addition wthe regular: inspections performed by the Butte County Building Division. Butte County inspection approvaf:and sign:offis not to%beconstrued as authorization to proceed with work which obscures, covers or otherwise prevents proper special inspection. Special Inspection is required -for the following items: Reinforced Concrete (Taking of test specimens, placement of reinforcing and placing ofconcrete), . O Structural Masonry High StreWth. Bolting M Welding tFuD) O Bolts Installed in Concrete Other. S LTA fF= t�2A(L-N_Tzvf-I I S01 L C?Cc^-Vek­t C3r,41F=1 LC_ S Name of Special Inspection Company: 1 - R)(2 U CEO N 6 C -A214 S(J L3'^ `j T -S f�•3c0--SR 1- (a%2 1 of 1 Fl L EZ7 i Calculation Index: • Footing Layout • Footing Load Tables • Footing Analysis • Hairpin Analysis • Anchor Bolt Analysis Revision Summary: Rev. 0 STRUCTURAL CALCULATIONS RCE Job #2015.033 for Bianchi Farms Bianchi Walnut Huller 936 Nelson Road Durham, CA Page # 2 F1 -F10 H1 -H3 Al -Al 4 VE; PERMIT # r?-,. .3 1 O 8 A BUTTE COUNTY DEVELOPMENT SERVICES 2 038 REVIEWED FOR EXP. 3-31-17 CO E CO PLIANCE Civil- DATE IVILDATE OF 12/18/15 Initial Issue CO DIC IVE0*1 2015' SE P,gNENT CIVIL — STRUCTURAL VI ylCES ENGINEERINGa SURVEYING 1060 Thorntree Dr. Suite #10 - Chico, CA 95973 'hone: (530) 894-8833 — Fax: (530) 894-8882 fax ci0r-c-e.com - http://www.r-c-e.com (_ Structural Calculations Criteria Project: Bianchi Walnut Huller RCE Job Number: 2015.033 Location: Durham, CA Date: December 18, 2015 Code: California Building Code, 2013 Edition. Loads: Seismic Design: Seismic Design Catagory: D Risk Category II Site Class: D Ss: 0.606 g S i : 0.269 g Wind Design: Wind Speed: 1 10 mph Exposure: C Notes: Footing loads per Metallic Building Company Sheet F3. Special Inspection is required for concrete. See Sheet S I. Roberts consulting engineering does not represent that these calculations or any specifications in connection therewith are suitable whether or not modified, for any other site than the one for which they were specifically prepared. Roberts consulting engineering disclaims responsibility for these plans and specifications if they are used whole or in part at any other site. Plans are not valid until reviewed and approved by appropriate governmental agencies. CIVIL — STRUCTURAL ENGINEERING SURVEYING 1060 Thorntree Dr. Suite #10 - Chico, CA 95973 'hone: (530) 894-8833 — Fax: (530) 894-8882 fax cj(@r-c-e.com - http://www.r-c-e.com 51ANG,Hl WALNUT HULLER J05 #2015.055 FOOTING LAYOUT Cal 11 1/4" 12/18/2015 - Bianchi Walnut Huller - RCE Job No. 2015.033 Load Tables (load values unfactored, loads per Metallic Building Company) COLUMN LEFT COLUM 8-A LOAD GROUP LOAD GROUP 8-F V4 L4 8-13 0.0 2.1 8-C C 0.0 8-D 0.0 LOAD GROUP HL VL LL HR VR LR H1 V1 Ll H2 V2 L2 H3 V3 L3 DL 0.0 1.1 0.0 0.0 0.9 0.0 0.0 2.1 0.0 0.0 2.1 0.0 0.0 2.1 0 C 0.0 1.3 0.0 0.0 1.3 0.0 0.0 3.3 0.0 0.0 3.0 0.0 0.0 3 0 LL 0.0 2.3 0.0 0.0 2.3 0.0 0.0 5.9 0.0 0.0 5.3 0.0 0.0 5.3 0 W+ -0.1 -6.2 3.2 0.1 -6.2 1 0.0 0.0 -14.1 11.7 0.0 -12.6 12.2 0.0 -12.6 12.2 W- -0.1 -6.2 -3.5 0.1 -6.2 0.0 0.0 -14.1 -12.7 0.0 -12.6 -13.3 0.0 -12.6 -13.3 WR -0.1 -6.2 0.0 0.1 -6.2 0.0 0.0 -1.6 -0.1 6.7 -25.1 -0.1 0.0 -12.6 -0.1 WL -0.1 -6.2 0.0 0.1 -6.2 0.0 -6.7 -27.1 -0.1 0.0 0.5 -0.1 0.0 -12.6 1 -0.1 ER 0.0 0.0 0.0 0.0 0.0 0.0 0.0 6.4 0.0 3.4 -6.4 0.0 1 0.0 0 0 EL 0.0 0.0 0.0 0.0 0.0 1 0.0 -3.4 -6.6 0.0 0.0 6.6 0.0 1 0.0 0 0 COLUMN LEFT COLUM 8-E LOAD GROUP LOAD GROUP H4 V4 L4 DL 0.0 2.1 0.0 C 0.0 3.3 0.0 LL 0.0 5.9 0.0 W+ 0.0 -14.1 1 11.7 W- 0.0 -14.1 -12.7 WR 0.0 -14.1 -0.1 WL 0.0 -14.1 -0.1 ER 0.0 0.0 0.0 EL 0.0 0.0 1 0.0 COLUMN(PORTAL) LEFT COLUM RIGHT COLUMN LOAD GROUP HL VL LNL HR VR LNR DL 0.1 1.9 0.0 -0.1 1.9 0.0 EQ -12.7 -19.9 0.0 1 -13.8 19.9 0.0 WL1 -8.9 -13.9 0.0 -9.6 13.9 0.0 WI -2 9.6 1 13.9 0.0 8.9 1 -13.91 0.0 COLUMN *-F *-A LOAD GROUP HL VL LNL HR VR LNR DL 2.9 7.7 0.0 -2.9 7.7 0 LL 8.1 18.0 0.0 -8.1 18.0 0 COLL 6.7 15.0 0.0 -6.7 15.0 0 EQ -3.8 -2.6 0.0 -3.8 2.6 0 RBUPEQ 0.1 -10.3 -8.6 -0.1 -12.9 0 WL1 -21.9 -50.2 0.0 3.0 -37.0 0 WI -2 -17.7 -5.8 0.0 -1.3 7.4 0 WI -3 -3.0 -37.0 0.0 22.0 1 -50.2 0 WI -4 1.2 7.4 0.0 17.7 -5.8 0 LWL1 -4.8 -46.5 0.0 5.8 -40.7 0 RBUPLW 0.1 -7.4 -6.2 -0.1 -9.3 0 LWL2 -5.8 -40.7 0.0 4.8 -46.5 0 LWL3 -0.5 -2.1 0.0 1.6 3.7 0 LWL4 -1.6 3.7 0.0 0.5 -2.1 0 RBDWEQ 0.0 10.3 1 0.0 0.0 12.9 0 J3 N Foot2000 v2.2.8, Copyright © 1999-2010 Spyder Software 12/18/2015 10:42:38 AM Company Info I Project Info R. C. E. (Project: Bianchi Walnut Huller 3060 Thorntree; Suite 10 ILocation: Butte County Chico, CA, 95973 1 , CA Phone: (530) 894-8833 (Client: Jim Bianchi Fax: (530) 894-8882 (Job No.: 5015-033 E-mail: cj@spydersoftware.com (Footing Id: 1 through 3-A and 6 through 7-A Other load is used to represent the collateral load. FOUNDATION PARAMETERS Concrete Ultimate Compressive Strength, f'c........................ Concrete Type ...................................................... Concrete Cover ..................................................... Steel Ultimate Strength, Fy........................................ ColumnSize ........................................................ Allowable Soil Bearing Strength .................................... Wind Load Soil Bearing Strength, (1.33 increase) ................... Seismic Load Soil Bearing Strength, (1.33 .increase) ................ FootingWidth ...................................................... FootingLength ..................................................... FootingDepth ...................................................... Punching Shear Stress .............................................. Beam Shear Stress .................................................. Reinforcing Standards per .......................................... Longitudinal Bottom Reinforcement Required for Strength............ Longitudinal Bottom Temperature and Shrinkage Steel... ............. Transverse Bottom Reinforcement Required for Strength .............. Transverse Bottom Temperature and Shrinkage Steel.................. Gravity Only Soil Bearing .......................................... Wind Load Soil Bearing ............................................. Seismic Load Soil Bearing .......................................... 3.00 ksi HardRock 3.0 in. 60.0 ksi 6.00 in. by 6.00 in. 1.500 ksf 1.995 ksf 1.995 ksf 7.00 ft. 7.00 ft. 42.00 in. 10.94 psi .16 psi ASTM -A615 .38 int (2-#4) 5.82 int (30-#4) .39 int (2-#4) 5.82 inz (30-#4) 1.041 ksf 1.502 ksf 1.237 ksf LOADING PARAMETERS - FACTORED LOAD CASES CONSIDERED: 1.4DL 1.2DL + 1.6LL + 1.6SL 1.2DL + 1.6LL + 0.5WL + 1.6SL 1.2DL + 1.6LL + l.OWL 0.9DL + 1.OWL 1.31DL + 1.6LL + 1.OEQ + 1.6SL 0.79DL + 1.OEQ UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 7.70 0.00 0.00 Live Load 18.00 0.00 0.00 Wind Load 50.20 0.00 0.00 Earthquake 12.90 0.00 0.00 Other Loads 15.00 0.00 0.00 X Z ex = 0.00" -' _ e = 0.00" ` d 42.00" i� L = 7.00' W = 7.00' As = 2-#4 Bars As = 2-#4 Bars Cover::::J= 3.00" F_ Foot2000 v2.2.8, Copyright © 1999-2010 Spyder Software 12/18/2015 10:42:38 AM Company Info I R. C. E. JProject: 3060 Thorntree; Suite 10 Location: Chico, CA, 95973 1 Phone: (530) 894-8833 JClient: Fax: (530) 894-8882 JJob No.: E-mail: cj@spydersoftware.com IFooting Id: Other load is used to represent the collateral load. FOUNDATION PARAMETERS Project Info Bianchi Walnut Huller Butte County , CA Jim Bianchi 5015-033 1 through 7-F Concrete Ultimate Compressive Strength, f'c........................ ConcreteType ...................................................... Concrete Cover ..................................................... Steel Ultimate Strength, Fy........................................ ColumnSize ........................................................ Allowable Soil Bearing Strength .................................... Wind Load Soil Bearing Strength, (1.33 increase) ................... Seismic Load Soil Bearing Strength, (1.33 increase) ................ FootingWidth ...................................................... FootingLength ..................................................... FootingDepth ...................................................... Punching Shear Stress .............................................. Beam Shear Stress .................................................. Reinforcing Standards per .......................................... Longitudinal Bottom Reinforcement Required for Strength............ Longitudinal Bottom Temperature and Shrinkage Steel ................ Transverse Bottom Reinforcement Required for Strength .............. Transverse Bottom Temperature and Shrinkage Steel .................. Gravity Only Soil Bearing .......................................... Wind Load Soil Bearing ............................................. Seismic Load Soil Bearing ........................................... LOADING PARAMETERS - FACTORED LOAD CASES CONSIDERED: 3.00 ksi HardRock 3.0 in. 60.0 ksi 6.00 in. by 6.00 in. 1.500 ksf 1.995 ksf 1.995 ksf 7.00 ft. 7.00 ft. 42.00 in. 10.94 psi .16 psi ASTM -A615 .38 int (2-#4) 5.82 int (30-#4) .39 inz (2-#4) 5.82 inz (30-#4) 1.041 ksf 1.502 ksf 1.199 ksf 1.4DL 1.2DL + 1.6LL + 1.6SL 1.2DL + 1.6LL + 0.5WL + 1.6SL 1.2DL + 1.6LL + 1.OWL 0.9DL + l.OWL 1.31DL + 1.6LL + 1.OEQ + 1.6SL 0.79DL + 1.OEQ UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ (ft -kips) Dead Load 7.70 0.00 0.00 Live Load 18.00 0.00 0.00 Wind Load 50.20 0.00 0.00 Earthquake 10.30 0.00 0.00 Other Loads 15.00 0.00 0.00 W = 7.00' As = 2-#4 Bars X L = 7.00' As = 2-#4 Bars ::::T3. over00" L L. Foot2000 v2.2.8, Copyright © 1999-2010 Spyder Software Company Info R. C. E. 3060 Thorntree; Suite 10 Chico, CA, 95973 Phone: (530) 894-8833 Fax: (530) 894-8882 E-mail: cj@spydersoftware.com Other load is used to represent the coll 12/18/2015 12:05:04 PM I Project Info (Project: Bianchi Walnut Huller (Location: Butte County I , CA (Client: Jim Bianchi (Job No.: 5015-033 (Footing Id: 4-A and 5-A load. W4A + 30% portal. All other loads are col. A + portal FOUNDATION PARAMETERS Concrete Ultimate Compressive Strength, f'c........:.........I...... ConcreteType ...................................................... Concrete Cover ..................................................... Steel Ultimate Strength, Fy........................................ ColumnSize ........................................................ Allowable Soil Bearing Strength .................................... Wind Load Soil Bearing Strength, (1.33 increase) ................... Seismic Load Soil Bearing Strength, (1.33 increase) ................ FootingWidth ...................................................... FootingLength ..................................................... FootingDepth ...................................................... Punching Shear Stress .............................................. BeamShear Stress .................................................. Reinforcing Standards per .......................................... Longitudinal Bottom Reinforcement Required for Strength............ Longitudinal Bottom Temperature and Shrinkage Steel ................ Transverse Bottom Reinforcement Required for Strength .............. Transverse Bottom Temperature and Shrinkage Steel .................. Gravity Only Soil Bearing .......................................... Wind Load Soil Bearing ............................................. Seismic Load Soil Bearing .......................................... LOADING PARAMETERS - FACTORED LOAD CASES CONSIDERED: 3.00 ksi HardRock 3.0 in. 60.0 ksi 6.00 in. by 6.00 in. 1.500 ksf 1.995 ksf 1.995 ksf 7.25 ft. 7.25 ft. 42.00 in. 12.41 psi .67 psi ASTM -A615 .44 int (3-#4) 6.03 inz (31-#4) .45 int (3-#4) 6.03 int (31-#4) 1.020 ksf 1.486 ksf 1.471 ksf 1.4DL 1.2DL + 1.6LL + 1.6SL 1.2DL + 1.6LL + 0.5WL + 1.6SL 1.2DL + 1.6LL + 1.OWL 0.9DL + 1.OWL 1.31DL + 1.6LL + 1.OEQ + 1.6SL 0.79DL + 1.OEQ UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 9.60 0.00 0.00 Live Load 18.00 0.00 0.00 Wind Load 54.37 0.00 0.00 Earthquake 32.80 0.00 0.00 Other Loads 15.00 0.00 0.00 W = 7.25' As = 3-#4 Bars X L = 7.25' As = 3-#4 Bars Cover:::�= 3.00" Le Foot2000 v2.2.8, Copyright © 1999-2010 Spyder Software Company Info I R. C. E. (Project: 3060 Thorntree; Suite 10 ILocation: Chico, CA, 95973 1 Phone: (530) 894-8833 (Client: Fax: (530) 894-8882 (Job No.: E-mail: cj@spydersoftware.com (Footing Id: Other load is used to represent the collateral load. FOUNDATION PARAMETERS 12/18/2015 10:42:38 AM Project Info Bianchi Walnut Huller Butte County CA Jim Bianchi 5015-033 8-A Concrete Ultimate Compressive Strength, f'c........................ ConcreteType ...................................................... Concrete Cover ..................................................... Steel Ultimate Strength, Fy........................................ ColumnSize ........................................................ Allowable Soil Bearing Strength .................................... Wind Load Soil Bearing Strength, (1.33 increase)................... Seismic Load Soil Bearing Strength, (1.33 increase) ................ FootingWidth ...................................................... Footing Length ..................................................... FootingDepth ...................................................... Punching Shear Stress .............................................. Beam Shear Stress .................................................. Reinforcing Standards per .......................................... Longitudinal Bottom Reinforcement Required for Strength............ Longitudinal Bottom Temperature and Shrinkage Steel ................ Transverse Bottom Reinforcement Required for Strength .............. Transverse Bottom Temperature and Shrinkage Steel.................. Gravity Only Soil Bearing .......................................... Wind Load Soil Bearing ............................................. Seismic Load Soil Bearing .......................................... LOADING PARAMETERS - FACTORED LOAD CASES CONSIDERED: 3.00 ksi HardRock 3.0 in. 60.0 ksi 6.00 in. by 6.00 in. 1.500 ksf 1.995 ksf 1.995 ksf 4.00 ft. 4.00 ft. 24.00 in. 4.55 psi .12 psi ASTM -A615 .05 int (1-#4) 1.77 inz (9-#4) .05 int (1-#4) 1.77 inz (9-#4) .414 ksf .588 ksf .419 ksf 1A DL 1.2DL + 1.6LL + 1.6SL 1.2DL + 1.6LL + 0.5WL + 1.6SL 1.2DL + 1.6LL + 1.OWL 0.9DL + 1.OWL 1.31DL + 1.6LL + 1.OEQ + 1.6SL 0.79DL + 1.OEQ UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 1.10 0.00 0.00 Live Load 2.30 0.00 0.00 Wind Load 6.20 0.00 0.00 Earthquake 0.00 0.00 0.00 Other Loads 1.30 0.00 0.00 W = 4.00' As = 1-#4 Bars X L = 4.00' As = 1-#4 Bars ::::T3. over00" f t, Foot2000 v2.2.8, Copyright © 1999-2010 Spyder Software+ 12/18/2015 10:42:38 AM Company Info I Project Info R. C. E. (Project: Bianchi Walnut Huller - 3060 Thorntree; Suite 10 (Location: Butte County Chico, CA, 95973 1 , CA Phone: (530) 894-8833 (Client: Jim Bianchi Fax: (530) 894-8882 (Job No.: 5015-033 E-mail: cj@spydersoftware.com (Footing Id: 8-B Other load is used to represent the collateral load., FOUNDATION PARAMETERS Concrete Ultimate Compressive Strength, f'c........................ 3.00 ksi Concrete Type ...................................................... HardRock Concrete Cover ..................................................... 3.0 in. Steel Ultimate Strength, Fy........................................ 60.0 ksi Column Size ........................................................ 6.00 in. by 6.00 in. Allowable Soil Bearing Strength ..................................... 1.500 ksf Wind Load Soil Bearing Strength, (1.33 increase)...... ............. '1.995 ksf Seismic Load Soil Bearing Strength, (1.33 increase)...........'..... 1.995 ksf Footing Width ...................................................... 6.00 ft. Footing Length ..................................................... 6.00 ft. Footing Depth ....................................................... 36.00 in. Punching Shear Stress .............................................. 7.02 psi Beam Shear Stress .................................................. .12 psi Reinforcing Standards per .......................................... ASTM -A615 Longitudinal Bottom Reinforcement Required for Strength............ .17 int (1-#4) Longitudinal Bottom Temperature and Shrinkage Steel ................ 4.21 int (22-#4) Transverse Bottom Reinforcement Required for Strength.............. .17 inz (1-#4) Transverse Bottom Temperature and Shrinkage Steel .................. 4.21 ina (22-#4) Gravity Only Soil Bearing ............... ....................... '.... .494 ksf Wind Load Soil Bearing ............................................. .854 ksf Seismic Load Soil Bearing ........................................... .627 ksf LOADING PARAMETERS - FACTORED LOAD CASES CONSIDERED: 1A DL 1.2DL + 1.6LL + 1.6SL 1.2DL + 1.6LL + 0.5WL + 1.6SL 1.2DL + 1.6LL + 1.OWL 0.9DL + 1.OWL 1.31DL + 1ALL + 1.OEQ + 1.6SL 0.79DL + 1.OEQ UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 2.10 0.00 0.00 Live Load 5.90 0.00 0.00 Wind Load 27.10 0.00 0.00 ` Earthquake 6.60 0.00 0.00 Other Loads 3.30 0.00 0.00 X Z W = 6.00' As = 1-#4 Bars L = 6.00' As 1-#4 Bars ::: Cover = '3.00" 3 Foot2000 v2.2.8, Copyright © 1999-2010 Spyder Software Company Info I R. C. E. Project: 3060 Thorntree; Suite 10 Location: Chico, CA, 95973 1 Phone: (530) 894-8833 lClient: Fax: (530) 894-8882 JJob No.: E-mail: cj@spydersoftware.com lFooting Id Other load is used to represent the collateral load. 12/18/2015 10:42:38 AM Project Info Bianchi Walnut Huller Butte County CA Jim Bianchi 5015-033 8-C FOUNDATION PARAMETERS Concrete Ultimate Compressive Strength, f'c........................ ConcreteType ...................................................... Concrete Cover ..................................................... Steel Ultimate Strength, Fy........................................ ColumnSize ........................................................ Allowable Soil Bearing Strength .................................... Wind Load Soil Bearing Strength, (1.33 increase) ................... Seismic Load Soil Bearing Strength, (1.33 increase)................ Footing Width ...................................................... FootingLength ..................................................... FootingDepth ...................................................... Punching Shear Stress .............................................. Beam Shear Stress .................................................. Reinforcing Standards per .......................................... Longitudinal Bottom Reinforcement Required for Strength............ Longitudinal Bottom Temperature and Shrinkage Steel... ............. Transverse Bottom Reinforcement Required for Strength.............. Transverse Bottom Temperature and Shrinkage Steel.... ............... Gravity Only Soil Bearing .......................................... Wind Load Soil Bearing ............................................. Seismic Load Soil Bearing .......................................... LOADING PARAMETERS - FACTORED LOAD CASES CONSIDERED: 3.00 ksi HardRock 3.0 in. 60.0 ksi 6.00 in. by 6.00 in. 1.500 ksf 1.995 ksf 1.995 ksf 6.00 ft. 6.00 ft. 36.00 in., 6.59 psi .11 psi ASTM -A615 .15 inz (1-#4) 4.21 int (22-#4) .16 inz (1-#4) 4.21 inz (22-#4) .469 ksf .804 ksf .602 ksf F(o 1.4DL 1.2DL + 1.6LL + 1.6SL 1.2DL + 1.6LL + 0.5WL + 1.6SL 1.2DL + 1.6LL + 1.OWL 0.9DL + 1.OWL 1.31DL + 1.6LL + 1.OEQ + 1.6SL 0.79DL + 1.0EQ UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 2.10 0.00 0.00 Live Load 5.30 0.00 0.'00 Wind Load 25.10 0.00 0.00 Earthquake 6.60 0.00 0.00 Other Loads 3.00 0.00 0.00 W = 6.00' As = 1-#4 Bars X L = 6.00' As = 1-#4 Bars ::::T3. over00" Foot2000 v2.2.8, Copyright © 1999-2010 Spyder Software 12/18/2015 10:42:38 AM Company Info I R. C. E. (Project: 3060 Thorntree; Suite 10 (Location: Chico, CA, 95973 1 Phone: (530) 894-8833 (Client: Fax: (530) 894-8882 (Job No.: E-mail: cj@spydersoftware.com IFooting Id Other load is used to represent the collateral load. FOUNDATION PARAMETERS Project Info Bianchi Walnut Huller Butte County CA Jim Bianchi 5015-033 8-D Concrete Ultimate Compressive Strength, f'c........................ Concrete Type ...................................................... Concrete Cover ..................................................... Steel Ultimate Strength, Fy........................................ ColumnSize ........................................................ Allowable Soil Bearing Strength .................................... Wind Load Soil Bearing Strength, (1.33 increase)...... ............. Seismic Load Soil Bearing Strength, (1.33 increase) ................ Footing Width ...................................................... FootingLength ..................................................... FootingDepth ...................................................... Punching Shear Stress .............................................. Beam Shear Stress .................................................. Reinforcing Standards per .......................................... Longitudinal Bottom Reinforcement Required for Strength............ Longitudinal Bottom Temperature and Shrinkage Steel ................ Transverse Bottom Reinforcement Required for Strength .............. Transverse Bottom Temperature and Shrinkage Steel .................. Gravity Only Soil Bearing .......................................... Wind Load Soil Bearing ............................................. Seismic Load Soil Bearing .......................................... 3.00 ksi HardRock 3.0 in. 60.0 ksi 6.00 in. by 6.00 in. 1.500 ksf 1.995 ksf 1.995 ksf 5.00 ft. 5.00 ft. 24.00 in. 10.41 psi 2.08 psi ASTM -A615 .13 inz (1-#4) 2.21 int (12-#4) .13 inz (1-#4) 2.21 inz (12-#4) .536 ksf .763 ksf .542 ksf LOADING PARAMETERS - FACTORED LOAD CASES CONSIDERED: 1.4DL 1.2DL + 1.6LL + 1.6SL 1.2DL + 1.6LL + 0.5WL + 1.6SL 1.2DL + 1.6LL + 1.OWL 0.9DL + 1.OWL 1.31DL + 1.6LL + 1.OEQ + 1.6SL 0.79DL + 1.OEQ UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 2.10 0.00 0.00 Live Load 5.30 0.00 0.00 Wind Load 12.60 0.00 0.00 Earthquake 0.00 0.00 0.00 Other Loads 3.00 0.00 0.00 d 24.00" X W = 5.00' \� As 1-#4 Bars As =V1-#4 Bars = 0 Foot2000 v2.2.8, Copyright © 1999-2010 Spyder Software Company Info I R. C. E. (Project: 3060 Thorntree; Suite 10 (Location: Chico, CA, 95973 1 Phone: (530) 894-8833 (Client: Fax: (530) 894-8882 (Job No.: E-mail: cj@spydersoftware.com (Footing Id Other load is used to represent the collateral load. FOUNDATION PARAMETERS 12/18/2015 10:42:39 AM �� Q Project Info CJ Bianchi Walnut Huller Butte County , CA Jim Bianchi 5015-033 8-E Concrete Ultimate Compressive Strength, f'c........................ Concrete Type ...................................................... Concrete Cover ..................................................... Steel Ultimate Strength, Fy........................................ ColumnSize ........................................................ Allowable Soil Bearing Strength .................................... Wind Load Soil Bearing Strength, (1.33 increase) ................... Seismic Load Soil Bearing Strength, (1.33 increase)................ Footing Width ...................................................... FootingLength ..................................................... FootingDepth ...................................................... Punching Shear Stress .............................................. Beam Shear Stress ................................................... Reinforcing Standards per .......................................... Longitudinal Bottom Reinforcement Required for Strength............ Longitudinal Bottom Temperature and Shrinkage Steel ................ Transverse Bottom Reinforcement Required for Strength .............. Transverse Bottom Temperature and Shrinkage Steel .................. Gravity Only Soil Bearing .......................................... Wind Load Soil Bearing ............................................. Seismic Load Soil Bearing .......................................... 3.00 ksi HardRock 3.0 in. 60.0 ksi 6.00 in. by 6.00 in. 1.500 ksf 1.995 ksf 1.995 ksf 5.00 ft. 5.00 ft. 24.00 in. 11.32 psi 2.30 psi ASTM -A615 .14 inz (1-#4) 2.21 int (12-#4) .15 inz (1-#4) 2.21 inz (12-#4) .572 ksf .826 ksf .578 ksf LOADING PARAMETERS - FACTORED LOAD CASES CONSIDERED: 1A DL 1.2DL + 1.6LL + 1.6SL 1.2DL + 1.6LL + 0.5WL + 1.6SL 1.2DL + 1.6LL + 1.OWL 0.9DL + 1.OWL 1.31DL + 1.6LL + 1.OEQ + 1.6SL 0.79DL + 1.OEQ UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 2.10 0.00 0.00 Live Load 5.90 0.00 0.00 Wind Load 14.10 0.00 0.00 Earthquake 0.00 0.00 0.00 Other Loads 3.30 0.00 0.00 W = 5.00' As = 1-#4 Bars X L = 5.00' As = 1-#4 Bars :::::T3. over00" Foot2000 v2.2.8, Copyright © 1999-2010 Spyder Software Company Info R. C. E. JProject: 3060 Thorntree; Suite 10 Location: Chico, CA, 95973 Phone: (530) 894-8833 lClient: Fax: (530) 894-8882 lJob No.: E-mail: cj@spydersoftware.com IFooting Id Other load is used to represent the collateral load. FOUNDATION PARAMETERS 12/18/2015 10:42:39 AM Project Info Bianchi Walnut Huller Butte County CA Jim Bianchi 5015-033 8-F Concrete Ultimate Compressive Strength, f'c........................ ConcreteType ...................................................... Concrete Cover ..................................................... Steel Ultimate Strength, Fy........................................ ColumnSize ........................................................ Allowable Soil Bearing Strength .................................... Wind Load Soil Bearing Strength, (1.33 increase) ................... Seismic Load Soil Bearing Strength, (1.33 increase) ................ FootingWidth ...................................................... FootingLength ..................................................... FootingDepth ...................................................... Punching Shear Stress .............................................. Beam Shear Stress .................................................. Reinforcing Standards per .......................................... Longitudinal Bottom Reinforcement Required for Strength............ Longitudinal Bottom Temperature and Shrinkage Steel ................ Transverse Bottom Reinforcement Required for Strength .............. Transverse Bottom Temperature and Shrinkage Steel .................. Gravity Only Soil Bearing .......................................... Wind Load Soil Bearing ............................................. Seismic Load Soil Bearing .......................................... LOADING PARAMETERS - FACTORED LOAD CASES CONSIDERED: 3.00 ksi HardRock 3.0 in. 60.0 ksi 6.00 in. by 6.00 in. 1.500 ksf 1.995 ksf 1.995 ksf 4.00 ft. 4.00 ft. 24.00 in. 4.47 psi .12 psi ASTM -A615 .05 inz (1-#4) 1.77 int (9-#4) .05 int (1-#4) 1.77 inz (9-#4) .401 ksf .576 ksf .405 ksf 1.4DL 1.2DL + 1.6LL + 1.6SL 1.2DL + 1.6LL + 0.5WL + 1.6SL 1.2DL + 1.6LL + 1.OWL 0.9DL + 1.OWL 1.31DL + 1.6LL + 1.OEQ + 1.6SL 0.79DL + 1.OEQ UNFACTORED LOADS: Load Case FY, (kips) MX (ft -kips) MZ (ft -kips) Dead Load 0.90 0.00 0.00 Live Load 2.30 0.00 0.00 Wind Load 6.20 0.00 0.00 Earthquake 0.00 0.00 0.00 Other Loads 1.30 0.00 0.00 W 4.00' As = 1-#4 Bars X L = 4.00' As = 1-#4 Bars ::: Cover = 3.00" • F x Name: l-, en r 1 1 Project Date: L,Z v�.. 4 ztIR Al a" URN D_ Lo W __ _D l� • .. f� _ I •> _ ( II. I I 1 cLc. 1 r-ci — - -off-- �� -- - -- - ----� Lill -., . ra ,r i c r ' 1� _; � (r �> _Hw1_ T�- _-1M ��--- - bw --._�_ _ _ �c-� r � —Lill)'y �1_.I _ �r • i _ I �� � lL�. ,,�'t�.� ti _ r s 4 12/18/2015 - Bianchi Walnut Huller - RCE Job No. 2015.033 1 Hairpin Design Using Strength Design Frame lines 1 through 7-F F -Horizontal Force DL= -2.90 kips LL= 0.00 kips / Lr= -14.80 kips H = 0.00 kips i W = 22.00 kips f \ EQ= -3.80 kips i SDS = 0.531 g Angle / 8= 45 deg Steel Grade f5= 60 ksi Vu= 1.41) = -4.060 kips 1.2D+1.6L+1.6H+0.5Lr _ -10.880 kips 1.2D+ 1.6H + 1.6Lr+L = -27.160 kips 1.21)+ 1.6H+ 1.6Lr+0.5W = -16.160 kips 1.2D+ LOW+ 1.6L+ 1.6H+O.5Lr = 11.120 kips (1.2+O.2Sps)D+pQE+L+1.6H = -7.588 kips O.9D+ LOW = 19.390 kips governs (0.9-O.2Sos)D+0.9H+pQE _ -6.102 kips Vu=0.9*Areq'd*(fs)*cos(6) Areq'd = Vu/(0.9*(fs)*cos(6)) Areq'd= 0.508 int Use: 1 # 5 bar As= 0.614 in2 e - 12/18/2015 - Bianchi Walnut Huller - RCE job No. 2015.033 Using Strength Design Frame lines 1 through 7-A Vu= 1.41) F -Horizontal Force 1.2D+ 1.6L+ 1.6H+0.5L, DL= -2.90 kips 1.21)+ 1.6H+ 1.6L,+L LL= 0.00 kips 1.21)+ 1.6H+ 1.6L,+0.5W L,= -14.80 kips 1.2D+ LOW+ 1.6L+ 1.6H+0.5L, H= 0.00 kips (1.2+0.2Sps)D+pQE+L+1.6H W= 22.00 kips \ EQ= -3.80 kips (0.9-0.2Sps)D+0.9H+pQE SDS = 0.531 g Vu=0.9*Areq'd* (fs) *cos(A) Areq'd = Vu/(0.9*(fs)*cos(A)) Angle Use: 1 # 5 bar 9= 45 deg Steel Grade f5= 60 ksi Vu= 1.41) = -4.060 kips 1.2D+ 1.6L+ 1.6H+0.5L, = -10.880 kips 1.21)+ 1.6H+ 1.6L,+L = -27.160 kips 1.21)+ 1.6H+ 1.6L,+0.5W = -16.160 kips 1.2D+ LOW+ 1.6L+ 1.6H+0.5L, = 11.120 kips (1.2+0.2Sps)D+pQE+L+1.6H = -7.588 kips 0.91)+ LOW = 19.390 kips governs (0.9-0.2Sps)D+0.9H+pQE _ -6.102 kips Vu=0.9*Areq'd* (fs) *cos(A) Areq'd = Vu/(0.9*(fs)*cos(A)) Areq'd= 0.508 in2 Use: 1 # 5 bar As= 0.614 in2 0 :n . 12/18/2015 - Bianchi Walnut Huller - RCE job No. 2015.033 -Pc, '\A Hairpin Design Using Strength Design Frame lines LC and RC (Portal Frame, Worst Case) F -Horizontal Force DL= 0.10 kips LL= 0.00 kips Lr= 0.00 kips H= 0.00 kips i W= 9.60 kips / \ EQ= 13.80 kips SDS = 0.531 g Angle 9= 30 deg Steel Grade fs= ' 60 ksi Vu= 1.41) = 0.140 kips 1.2D+ 1.6L+ 1.61-1 +O.5L, = 0.120 kips 1.21)+ 1.6H+ 1.6Lr+L = 0.120 kips 1.21)+ 1.6H+ 1.6Lr+0.5W = 4.920 kips 1.2D+LOW+1.6L+1.6H+0.5Lr = 9.720 kips (1.2+0.2Sps)D+pQE+L+1.6H = 13.931 kips governs 0.91)+ LOW = 9.690 kips (0.9-O.2Sps)D+0.9H+pQE = 13.879 kips Vu=0.9*Areq'd*(fs)*cos(8) Areq'd = Vu/(0.9*(fs)*cos(6)) Areq'd= 0.298 int Use: 1 # 4 bar As= 0.393 int • Anchor DesignerTm , ;' Software Version 2.4.5673.6 Company: RCE I Date: 12/11/2015. Engineer: PAF Page: 1/4 Project: Bianchi Huller . Address: 3060 Thorntree Dr., Ste. #10, Chico, CA 95973 Phone: (530) 894-8833 E-mail: I cj@r-c-e.com 1.Proiect information Customer company: ' ' Project description: WL -Tension (Primary Frames): , ' - + •' Customer contact name:. ^ Pz = 43,270lbs; J. r Customer e-mail: ' Vx =0 (Shear transfered through angle to hairpin); x; Comment: < ;. Vy =01bs s , i Location: . • �a Fastening description: 2. Input Data 8, Anchor Parameters General : Base Material t; Design method:ACI 318-11 Concrete: Normal -weight Units' imperial units Concrete thickness, h (inch): 42.00 lnformation: State: Cracked Compressive strength, fc (psi): 5000' yAnchor. Anchor type: Cast -in-place s 4Jo,v: 1.0 , _ Material: AB Reinforcement condition: B tension, B shear"' "- Diameter (inch): 0.750 ° . Supplemental reinforcement: Not applicable y Effective Embedment. depth, hei (inch): 18.000 Reinforcement provided at corners: No Anchor category: - Do not evaluate concrete breakout in tension: No z *'• ► •- Anchor ductility: Yes Do not evaluate concrete breakout in shear: No 7 - hmin (inch): 20.25' r' Ignore 6do requirement: Yes ^ Cmin (inch): 1.50 , ' Build-up grout pad: No , ' Smin (Inch): 3.00 I Base Plate' Load and Geometry . ' Length x Width x Thickness (inch): 11.00 x 8.00 x 0:38 - -Load factor source: ACI 318 Section 9.2 ck Load combination: not set _ ^ ► `° F �`s Seismic design: Yes _ Anchors subjected to sustained tension: Not applicable , . " Ductility section for tension: D.3.3.4.3 (a) 3-6 is satisfied Ductility section for shear: D.3.3.5.3 (c) is satisfied ; Do factor: not set ` Apply entire shear load at frontrow: No y, Anchors only resisting wind and/or seismic loads: ,; .. 43270' Ib �.. . b 0 ft -Ib , '' •] `, 0 R' Input data and results must be checked for agreement with the existing circumstances, the standards and,guidelines must be checked for plausibility. . Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560. 9000 Fax: 925.847.3871 vrww.strongtie.com .. 1. ... - .y E= Anchor Designer TIM Software Version 2.4.5673.6 Company: RCE _ Date: 12/11/2015 Engineer: PAF Page: 2/4 Project: Bianchi Huller Address: 3060 Thorntree Dr., Ste. #10, Chico, CA 95973 ' Phone: (530)894-8833 E-mail: cj@r-c-e.com t <Figure 2> w. . ®> i. f'X r,' it '•• , Y'. , � 1!'r. � 1 •' � Y rt' 1� .� - ' i .rte. ... .. 1 - �;�•� r � j '. � ... .. a •' .. ,..r, � •mob ,_ ' l :. + �� '� ��� jf.�3�. .+ j + :� , 6 A • i Recommended Anchor' ' Anchor Name: PAB Pre -Assembled Anchor Bolt - PAB6 (3/4"0) A • f' `.+. I ., � '+ - V• ': ', '.. • ;.. k •' ..., � � *�^ 1 .`yam xt', Y�.,•'..a Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. F < ' Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925560.9000 Fax: 925.847.3871 www.strongt.ie.com , ,.,a Anchor Designer TM Software Version 2.4.5673.6 Company: RCE Date: 12/11/2015 Engineer: PAF Page: 3/4 Project: Bianchi Huller Address: 3060 Thorntree Dr., Ste. #10, Chico, CA 95973 Phone: j (530)894-8833 E-mail: I cj@r-c-e.com 'A3 3. Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, N„e (lb) V„.. (lb) 'VUaY (lb) 4(V ... )2'+'(Vu6Y)2 (lb) 1 10817.5 0.0 0.0 0.0 2 10817.5 0.0 0.0 0.0 3 10817.5 0.0 0.0 0.0 4 10817.5 0.0 0.0 0.0 Sum 43270.0 0.0 0.0 0.0 Maximum concrete compression strain (%o): 0.00 <Figure 3> Maximum concrete compression stress (psi): 0 Resultant tension force (Ib): 43270 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'NX (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'NY (inch): 0.00 4. Steel Strength of Anchor in Tension(Sec. D.5.11 Nsa (Ib) 0 ON,,. (lb) 19370 0.75 14528 01 02 oXI 03 5. Concrete Breakout Strength of Anchor in Tension (Sec. D.5.2) Nb = 16A.4fcW'3 (Eq. D-7) �e fc (psi) her (in) Nb (lb) 1.00 5000 18.000 139870 0.750Ncbg =0.750(ANc7ANco)Y1ec,NW8d,NY1c,NY'cp,NNb (Sec. D.4.1 & Eq. D-4) ANc (int) AN. (int) V/.N Y/ed,N Y%,N Vcp,N Nb (lb) 0 0.750Ncbg (lb) 3600.00 2916.00 1.000 1.000 1.00 1.000 139870 0.70 90657 6. Pullout Strength of Anchor in Tension (Sec. D.5.31 0.750Npn = 0.750TcpNp = 0.750Y%,P8Ab19fc (Sec. D.4.1, Eq. D-13 & D-14) Y%,P Ab g (int) Pc (psi) 0 0.75^N (lb) 1.0 3.56 5000 0.70 74722 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com • Anchor DesignerT"' Software Version 2.4.5673.6 Company: RCE Date: 12/11/2015 Engineer: PAF Page: 4/4 Project: Bianchi Huller Address: 3060 Thorntree Dr., Ste. #10, Chico, CA 95973 Phone: (530)894-8833 E-mail: cj@r-c-e.com 11. Results Interaction of Tensile and Shear Forces (Sec. D.7) Tension Factored Load, Nua (lb) Design Strength, o% (lb) Ratio Status Steel 10818 14528 0.74 Pass (Governs) Concrete breakout 43270 90657 0.48 Pass Pullout 10818 74722 0.14 Pass PA136 (314"0) with hef = 18.000 inch meets the selected design criteria. 12. Warnings - Minimum spacing and edge distance requirement of 6da per ACI 318 Sections D.8.1 and D.8.2 for torqued cast -in-place anchor is waived per designer option. - Per designer input, ductility requirements for shear have been determined to be satisfied — designer to verify. - Designer must exercise own judgement to determine if this design is suitable. - y Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com • Anchor Designer TM Software , A Version 2.4.5673.6 Company: RCE Date: 12/11/2015 Engineer: , PAF Page: 1/5 Project: Bianchi Huller - Address: 3060 Thorntree Dr., Ste. #10, Chico, CA 95973 Phone: (530) 894-8833' E-mail: cj@r-c-e.com 1.Project information Customer company: Project description: EQ -Ten sion (Portal): Customer contact name: 7 Pz = 18,392lbs; 't Customer e-mail Vx =01bs •' ; Comment: Vy=13,800lbs`(Omega=2)=27,6001b; s, R Location: C. . ;4-' Fastening description: +.:... , 2. Input Data & Anchor Parameters i; General Base Material' ', ` Design method:ACI 318-11 .- Concrete: Normal -weight ' Units: Imperial units ` Concrete thickness, h (inch): 42.00 •' ` State: Cracked - - Anchor Information: , . Compressive strength, N (psi): 5000 Anchor type: Cast -in-place ' Wo.v: 1.0 Material: AB Reinforcement condition: B tension; B shear Diameter (inch): 1.000 ( Supplemental reinforcement: Not applicable I Effective Embedment depth, her (inch): 18.00.0 Reinforcement provided at corners: No Anchor category:- Do not evaluate concrete breakout in tension: No . " Anchor ductility: Yes Do not evaluate concrete breakout in shear: No . . ` hmtn (inch): 20.63 , } Ignore 6do requirement: Yes Cmin (Inch): 1.75 Build-up grout pad: No - i a .Smin (Inch): 4.00 Base Plate - Load and Geometry, ' Length x Width x Thickness (inch): 8.00 x 25.00 x 0.38 Load factor source: ACI 318 Section 9.2 Load combination: not set i, kr Seismic design: Yes Anchors subjected to sustained tension: Not applicable t Ductility section for tension: D.3.3.4.3 (a) 3-6 is satisfied 7 • , �' ,' ' '- ,, ' r Ductility section for shear: D.3.3.5.3 (c) is satisfied Qo factor: not set . v Apply entire shear load at front row: No , Anchors only resisting wind and/or seismic to cls: Yes. Y 1 1 <Figure 1> 183912 Ib 0 Ib' f/r 0 Il.—lb- a , . 1 . �.;+,y tilt i�yf. • - • •,1 .Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility_,tl s Simpson Strong -Tie Company Inc. 5956 W. Las Positas�Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax* 625.847.3871 www.strongtie come : �, k ' • Anchor Designer TM Software Version 2.4.5673.6 Company: RCE, Date: 12/11/2015 Engineer: PAF Page: 2/5 Project: Bianchi Huller Address: 3060 Thorntree Dr., Ste. #10, Chico, CA 95973 Phone: (530) 894-8833 E-mail: cj@r-c-e.com - <Figure 2>. • Anchor Designer T11 Software Version 2.4.5673.6 Company: RCE Date: 12/11/2015 Engineer: PAF Page: 3/5 Project: Bianchi Huller Address: 3060 Thorntree Dr., Ste. #10, Chico, CA 95973 Phone: (530) 894-8833 E-mail: I cj@r-c-e.com CJ\1 3. Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, NUS (lb) V„eX (lb) V„eY (lb) J(VUBX)2+(V„ey)2 (lb) 1 4598.0 0.0 6900.0 6900.0 2 4598.0 0.0 6900.0 6900.0 3 4598.0 0.0 6900.0 6900.0 4 4598.0 0.0 6900.0 6900.0 Sum 18392.0 0.0 27600.0 27600.0 Maximum concrete compression strain (%o): 0.00 <Figure 3> Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 18392 ' Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 01 Eccentricity of resultant shear forces in x-axis, e'vx (inch): 0.00 Eccentricity of resultant'shear forces in y-axis, e'vy (inch): 0.00 n AL 03 4. Steel Strength of Anchor in Tension(Sec. D.5.11 Nsa (Ib) 0 {(iNse (lb) '. 35150 0.75 26363 " 5. Concrete Breakout Strength of Anchor in Tension (Sec. D.5.21 Nb = 16A.4fcNPI (Eq. D-7) _ Ro rc (psi) her (in) Nb (lb) 1.00 5000 18.000 139870 0:750Ncb9 =0.750 (ANc/ANco)YIee,NV'ed,N%'e,NVIcp,NNb (Sec. D.4.1 & Eq. D-4) ANc (in 2) AN. (in 2) Wec,N Wed,N Y%,N Wcp,N Nb (lb) 0 0.750Nag (lb) 3645.14 2916.00 1.000 1.000 1.00 1.000 139870 0.70 91793 6. Pullout Strength of Anchor in Tension (Sec. D.5.3) 0.75^6 = 0.750'Pc,PNp = 0.750V1c,P8AbrgFc (Sec. D"4.1, Eq. D-13 & D-14) V'c,P Abrg (int) fc (psi) 0 0.750Np,, (lb) ' 1.0 5.46 5000 0.70 114757 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com J' -71►'ll;��•�c� Anchor Designer TM Software Version 2.4.5673.6 Company: RCE Date: 12/11/2015 Engineer: PAF Page: 4/5 Project: Bianchi Huller Address: 3060 Thorntree Dr., Ste. #10, Chico, CA 95973 Phone: (530) 894-8833 E-mail: cj@r-c-e.com 8. Steel Strength of Anchor in Shear (Sec. D.6.1) Vsa (lb) Qlgrout 0 OgroutoVsa (lb) 21090 1.0 0.65 13709 9. Concrete Breakout Strength of Anchor in Shear (Sec. D.6.21 Shear perpendicular to edge in y -direction: Vey = minl7(le/da)'-'4d.,t.4fcca,'-5; 9Aa4fcc811•51 (Eq. D-33 & Eq. D-34) la (in) da (in) Aa fc (psi) ca, (in) Vey (lb) 8.00 1.00 1.00 5000 28.00 94290 OVcbgy = 0 (Avc/Avco)VlecyYledyVlcv�Flt),Wby (Sec. D.4.1 & Eq. D-31) Avc (int) Avco (int) y%c,v Ved,V VC,v Vh,V Vby (lb) 0 OVcbgy (lb) 3528.00 3528.00 1.000 0.986 1.000 1.000 94290 0.70 65060 Shear parallel to edge in y -direction: Vox = minl7(le/da)1.21idaAagfcCa,1'5; 9Aa4fcca,''11 (Eq. D-33 & Eq. D-34) /a (in) da (in) Ae fc (psi) cm (in) Vex (lb) 8.00 1.00 1.00 5000 29.33 101104 OVcbgy = 0 (2)(Avc/Avco)'V �ec,vV1ed,vWcvVt,,vVbx (Sec. D.4.1 & Eq. D-31) Ave (int) Avco (int) V'egv Vyed,v VVc,v vyh,V Vbx (lb) 0 OVcbgy (lb) 3528.00 3872.00 1.000 1.000 1.000 1.024 101104 0.70 132006 10. Concrete Prvout Strength of Anchor in Shear (Sec. D.6.3) OVcpg=ok.pNcbg=Okcp(ANc/ANco)Vac,N Vyed,NVyc,NVcp,NNb(Eq. D-41) • ' • " kcp ANc (in 2) AN. (int) Vec,N Vyed,N WC"v Vycp,N Nb (lb) 0 OVcpg (lb) 2.0 3645.14 2916.00 1.000 1.000 1.000 1.000 139870 0.70 244783 11. Results Interaction of Tensile and Shear Forces (Sec. D.7) = Tension Factored Load, Nua (lb) Design Strength, oNn (lb) Ratio Status Steel 4598 26363 0.17 Pass Concrete breakout 18392 91793 0.20 Pass (Governs) Pullout 4598 114757 0.04 Pass Shear Factored Load, Vaa (lb) Design Strength, oVn (lb) Ratio Status Steel 6900 13709 0.50 Pass (Governs) T Concrete breakout y+ 27600 65060 0.42 Pass 11 Concrete breakout x- 13800 132006 0.10 Pass Pryout 27600 244783 0.11 Pass Interaction check Nu./ON. Vaa/OVn Combined Ratio Permissible Status - Sec. D.7.3 0.20 0.50 70.4% 1.2 Pass r PAB8 (1"0) with hef = 18.000 inch meets the selected design criteria. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Y Ir -7i►�n:.��•�►■ Anchor DesignerT"^ Software Version 2.4.5673.6 Company: RCE Date: 12/11/2015 Engineer: PAF Page: 5/5 Project: Bianchi Huller Address: 3060 Thorntree Dr., Ste. #10, Chico, CA 95973 Phone: (530)894-8833 E-mail: cj@r-c-e.com 12. Warnings - Minimum spacing and edge distance requirement of,6da per ACI 318 Sections D.8.1 and D.8.2 for torqued cast -in-place anchor is waived per designer option. - Per designer input, ductility requirements for shear have been determined to be satisfied — designer to verify. - Designer must exercise own judgement to determine if this design is suitable. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com t 1 " • Anchor Designer. Software 1 , - Version 2.4.5673.6 Company: RCE Date: 12/11/2015 Engineer: PAF Page: 1/5 Project: Bianchi Huller - Address: 3060 Thorntree Dr., Ste. #10, Chico, CA 95973 Phone: (530) 894-8833 E-mail: cj@r-c-e.com - J - , .. - 1.Proiect information Customer company: Project description: WL-Tension(Endwalll): , t Customer contact name: Pz = 12,2101bs; e Customer e-mail: Vx =01bs; , Comment: Vy=12,700lbs Location: I Fastening description: 2. Input Data & Anchor Parameters General Base Material i k - Design method:ACI 318-11 Concrete: Normal -weight - Units: Imperial units - _ Concrete thickness, h (inch):'42.00 " �• ' } State: Cracked ' Anchor Information: Compressive strength, f (psi): 5000 Anchor type: Cast -in-place 4pc,v: 1.0 Material: AB Reinforcement condition: B tension, B shear Diameter (inch): 0.625 Supplemental reinforcement: Not applicable ' '* Effective Embedment depth, hef (inch): 18.000 ' Reinforcement provided at corners: No ' Anchor category: ,- Do rnot evaluate concrete breakout in tension: No, ` Anchor ductility: Yes Do not evaluate concrete breakout in shear: No hmin (inch): 20.13 . - `. Ignore 6do requirement: Yes Cmin (inch): 1.25. Build-up grout pad: No •f u K Smin (inch): 2.50 _ ' ? r Base Plate ' Load and Geometry ' ,. Length x Width z Thickness (inch): 6.00 x 10.00 z 0.38 , Load factor source: ACI 318 Section 9.2 •' Load combination: not set �". Seismic design: Yes Anchors subjected to sustained tension: Not applicable Ductility section for tension: D.3.3.4.3 (a) 3-6 is satisfied ' • ' ti . Ductility section for shear: D.3.3.5.3 (c) is satisfied Oo factor: not set - Apply entire shear load at front row: No y1 Anchors only resisting wind and/or seismic gads: Yes i•� '` <Figure 1> _ '• r. W' A- 0 lb �. - ... 4" 0 lb • • •1 i4 ]' t ------------------- Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. if j Simpson Strong -Tie Company Inc. 5956. W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www. strongtie.com,' `� • Anchor Designer` Software lot 11 Version 2.4.5673.6 Y K Y i <Figure 2> . Company: RCE I Date:12/11/2015 Engineer: PAF LA Project: Bianchi Huller Address: 3060 Thorntree Dr., Ste. #10, Chico, CA 95973 Phone: (530)894-8833 E-mail: cj@r-c-e.com r. f R Y1 a R -,t%,O e Company: RCE I Date:12/11/2015 Engineer: PAF Page: 2/5: _ Project: Bianchi Huller Address: 3060 Thorntree Dr., Ste. #10, Chico, CA 95973 Phone: (530)894-8833 E-mail: cj@r-c-e.com r. f -,t%,O e -�n�u:1.z•�c■ Anchor Designer TM Software Version 2.4.5673.6 3. Resulting Anchor Forces Anchor Tension load, Nua (lb) Company: RCE TDate. 12/11/2015 Engineer: PAF Page: 3/5 Project: Bianchi Huller Address: 3060 Thorntree Dr., Ste. #10, Chico, CA 95973 Phone: (530) 894-8833 E-mail: cj@r-c-e.com Shear load x, Shear load y, Shear load combined, Vuax (Ib) Vuay (lb) J(•Vuax)'+(Vuay)' (lb) Ak?- I 1 3052.5 0.0 3175.0 3175.0 2 3052.5 0.0 3175.0 3175.0 3 3052.5 0.0 3175.0 3175.0 4 3052.5 0.0 3175.0 3175.0 Sum 12210.0 0.0 12700.0 12700.0 Maximum concrete compression strain (%o): 0.00 <Figure 3> 1.000 1.000 1.00 Maximum concrete compression stress (psi): 0 Resultant tension force (Ib): 12210 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'NX (inch): 0.00 01 02 Eccentricity of resultant tension forces in y-axis, e'NY (inch): 0.00 Y Eccentricity of resultant shear forces in x-axis, e'vx (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'vy (inch): 0.00 4. Steel Strength of Anchor in Tension(Sec. 13.5.1) Nsa (lb) 0 ONsa (lb) 13100 0.75 9825 5. Concrete Breakout Strength of Anchor in Tension (Sec. 13.5.21 Ne = 16A.a4fcherb11 (Eq. D-7) Aa fc (psi) her (In) Nb (lb) 1.00 5000 15.000 103218 0.750Ncbg =0.750 (ANc/ANco) Pec,NPed,NPc,NPcp,NNb (Sec. D.4.1 & Eq. D-4) ANc (int) AN. (In2) V'ec,N Ped,N PC,N 2304.00 2025.00 1.000 1.000 1.00 6. Pullout Strength of Anchor in Tension (Sec. D.5.31 0.75^N = 0.750Pc,PNp = 0.750Pc,P8Abrgfc (Sec. D.4.1, Eq. D-13 & D-14) Pc,P Abrg (int) fc (psi) 0 0.750Np„ (lb) 1.0 1.94 5000 0.70 40807 S'cp,N 1.000 o�y 03 Nb (lb) 0 0.75,009 (lb) 103218 0.70 61656 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com �7m111.�•�c■ Anchor Designer TM Software Version 2.4.5673.6 8. Steel Strength of Anchor in Shear (Sec. 13.6.11 Vsa (Ib) OgMU1 0 OgmutoVsa (lb) 7865 1.0 0.65 5112 Company: RCE Date: 12/11/2015 Engineer: PAF Page: 4/5 Project: Bianchi Huller Address: 3060 Thorntree Dr., Ste. #10, Chico, CA 95973 Phone: (530)894-8833 E-mail: cj@r-c-e.com 9. Concrete Breakout Strength of Anchor in Shear (Sec. D.6.2) Interaction of Tensile and Shear Forces (Sec. D.71 Shear perpendicular to edge in y -direction: Tension Factored Load, Nua (lb) Design Strength, oW (lb) Vby = min 17(/e/da)'.2gda iagfcCa,'.S; 9AagfcCav'•51 (Eq. D-33 & Eq. D-34) Status Steel 3053 9825 0.31 le (in) da (in) A8 fc (psi) Cal (in) Vby (Ib) 61656 0.20 Pass 5.00 0.63 1.00 5000 25.50 76375 0.07 Pass Shear Factored Load, Vaa (lb) OVcbgy = 0 (Avc/Avco)V`ac,v V1ed,v1FcvVJh,vVby (Sec. D.4.1 & Eq. D-31) Ratio Status Steel 3175 5112 Avc (int) Avco (int) V'ac,y Fed,y VFc,V VIh,v Vby (lb) 0 OVobgy (lb) 1836.00 2926.13 1.000 0.876 1.000 1.000 76375 .0.70 29401 Shear parallel to edge in y -direction: 164415 0.08 Pass Interaction check Na.I^ V./¢V„ Vbx = minj7(le/de)1•24daAa4i'ccd-5; 9A.4fcca11•51 (Eq. D-33 & Eq. D-34) Permissible Status Sec. D.7.3 0.31 0.62 93.2% 18 (in) da (in) ie fc (psi) Cal (in) Vb, (Ib) 5.00 0.63 1.00 5000 22.50 63302 OVobgy = 0 (2)(Avc/Avco) Wec,vVed,vV%,vV-h,vV6 (Sec. D.4.1 & Eq. D-31) Avc (int) Avco (int) V/ec,v Via d,v V'c,v V�h,V Vb. (lb) 0 oVcbgy (lb) 1620.00 2278.13 1.000 1.000 1.000 1.000 63302 0.70 63020 10. Concrete Pryout Strength of Anchor in Shear (Sec. D.6.31 OVcpg = OkcpNcbg = Okcp(ANc/Avco) V'ec,NVjed,NV%,NV%p,NNb (Eq. D-41) " kcp Aw (in2) AN. (int) V ec,N Ped,N PC,N VFcp,N Nb (lb) 0 OVcpg (lb) . 2.0 2304.00 2025.00 1.000 1.000 1.000 1.000 103218 0.70 164415 11. Results Interaction of Tensile and Shear Forces (Sec. D.71 Tension Factored Load, Nua (lb) Design Strength, oW (lb) Ratio Status Steel 3053 9825 0.31 Pass (Governs) Concrete breakout 12210 61656 0.20 Pass Pullout 3053 40807 0.07 Pass Shear Factored Load, Vaa (lb) Design Strength, oVn (lb) Ratio Status Steel 3175 5112 0.62 Pass (Governs) T Concrete breakout y+ 12700 29401 0.43 Pass 11 Concrete breakout x- 6350 63020 0.10 Pass Pryout 12700 164415 0.08 Pass Interaction check Na.I^ V./¢V„ Combined Ratio Permissible Status Sec. D.7.3 0.31 0.62 93.2% 1.2 Pass PAB5 (5/8"0) with hef = 18.000 inch meets the selected design criteria. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com r A • Anchor DesignerT"' Software Version 2.4.5673.6 Company: RCE I Date: 12/11/2015 Engineer: PAF Page: 5/5 Project: Bianchi Huller Address: 3060 Thorntree Dr., Ste. #10, Chico, CA 95973 Phone: (530) 894-8833 E-mail: cj@r-o-e.com 12. Warninns - Minimum spacing and edge distance requirement of 6da per ACI 318 Sections D.8.1 and D.8.2 for torqued cast -in-place anchor is waived per designer option. Per designer input, ductility requirements for shear have been determined to be satisfied — designer to verify. } Designer must exercise own judgement to determine if this design is suitable. f � , a 7 * Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com y4 1 DESIGN PACKAGE BUILDER: SPANGLER STEEL STRUCTURES CUSTOMER:. JIM BIANCHI JOB NUMBER:- 15-B-15781 TABLE OF CONTENTS Original Design Completed thru Change Order # 0 Revision History Rev # Update' Reason for Revision Pages Revised Date Eng. Reactions? Revised Project Engineer: Kristen Carter (Fairview) Checking Engineer: Kal Yeau Chiok'S Signing Engineer: Bejun Anklesaria, P.%RMIT # BUTTE V BUTTE COUNTY DEVELOPMENT SERVICES COUNTY REVIEWED FOR COPE COMPLIANCE DEC 212015 DATE - 2- 2 BY OPMENT SERVICES �.I Page Design Criteria 1 Notes on Drawings 2-3 Deflection Criteria 4 Project Layout NA Building A 5-17 Special Details 18-19 Original Design Completed thru Change Order # 0 Revision History Rev # Update' Reason for Revision Pages Revised Date Eng. Reactions? Revised Project Engineer: Kristen Carter (Fairview) Checking Engineer: Kal Yeau Chiok'S Signing Engineer: Bejun Anklesaria, P.%RMIT # BUTTE V BUTTE COUNTY DEVELOPMENT SERVICES COUNTY REVIEWED FOR COPE COMPLIANCE DEC 212015 DATE - 2- 2 BY OPMENT SERVICES �.I / tl y 1 • BUILDING COMPANY An NCI Company EDSMS ❑ Acceptable for use 11/12/15 PROJECT ENGINEER NOTES ❑ Not Acceptable 11/12/15 PROJECT ENGINEER NOTES ® Did Not Run a MFE�T�A�LrL�I�;BUILDING COMP NYAn NCI Company November 12, 2015 � �. ACCREDITED ACO2 SPANGLER STEEL STRUCTURES 2445 VIRGINIATOWN RD LINCOLN, CA 95648-9606 15-B-15781 JIM BIANCHI NELSON, CA 100'0" x 210'0" x 36'0" To Whom It May Concern: This is to certify that materials for the subject structure have been designed in accordance with the order documents, specifically as shown per the attached Engineering Design Criteria Sheet. Aspects of code compliance as related to use or occupancy, such as sprinkler requirements, are not addressed by these documents. These materials, when properly erected on an adequate foundation in accordance with the erection drawings as supplied and using the components as furnished, will meet the attached loading requirements. This certification does not cover field modifications or the design of materials not furnished by Metallic Building Systems. The attached design criteria information is to remain with and_form part of this Letter of Certification. The calculations and the metal building they represent are the product of Metallic Building Systems or a division of its affiliate NCI Building Systems. The engineer whose'seal appears hereon is employed by either Metallic Building Systems or a division of its affiliate NCI Building Systems and is not the engineer of record_ for this project. Cordially, Metallic Building Systems Materials for Metal Buildings An NCI Company Bejun Anklesaria, P.E. Engineer IV 15-B-15781 Page 1 of 3 Building Code ..................... 2013 CALIFORNIA Building Risk Category ............ Normal (Risk Category II) Roof Dead Load Superimposed ................. 2.91 psf Collateral ................... 10.00 psf (0.00 psf Ceiling 10.00 psf Other) Roof Live Load 20.00 psf reduction allowed Wind Ultimate Wind Speed (Vult) ... 110.00 mph Nominal Wind Speed (Vasd) .... 85 mph (IBC section 1609.3.1) Wind Exposure Category C Internal Pressure Coef (GCpi)- 0.55/-0.55 Loads for components not provided by building manufacturer Corner Areas (within 10.00' of corner) 38.96 psf pressure -48.64 psf suction Other Areas 38.96 psf pressure -41.38 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 (Ie) 1.00 Seismic Design Category ...... D Soil Site Class .............. D Stiff Soil Ss ........................... 0.597 g Sds ..... 0.526 g S1 ........................... 0.260 g Shc ..... 0.326 g Analysis Procedure ........... Equivalent Lateral Force Column Line 8 1-7 SWA & SWC Basic Force Resisting System B3 C4, C4 & B3 Response Modification Coefficient (R) 3.25 3.50 3.25 Seismic Response Coefficient (Cs) 0.162 0.150 0.162 Design Base Shear in kips (V) 53.21 51.61 Basic Structural System (from ASCE 7-10 Table 12.2-1) B3 - Ordinary Steel Concentrically Braced Frame C4 - Ordinary Steel Moment Frame 15-B-15781 Page 2 of 3 The Service Seismic limit as shown here is at service level loads. 15-B-15781 Page 3 of 3 BUILDING COMPANY �11TY ACCREDITED .. An NCI Company AC472 The material supplied by the manufacturer has been designed with the following minimum deflection criteria. The actual deflection may be less depending on actual load and actual member length. BUILDING DEFLECTION LIMITS...: BLDG -A Roof Limits Rafters Purlins Panels Live L/ 180 150 60 Snow L/ 180 180 60 Serviceability Wind L/ 180 180 60 Total Gravity L/ 120 120 _ 60 Total Uplift L/ N/A N/A 60 Frame Limits Sidesway Portal Frame Sidesway Live H/ 60 Snow H/ 60 Serviceability Wind H/ 60 Seismic Drift H/ 40 40 Crane H/ 100 Serviceability Wind H/ N/A 60 Total Gravity H/ 60 Service Seismic H/ 40 40 Wall Limits Limit Total Wind Panels L/ 60 Total Wind Girts L/ 90 Total Wind EW Columns L/ 120 The Service Seismic limit as shown here is at service level loads. 15-B-15781 Page 3 of 3 Job Number . 15-B-15781 Builder............................ SPANGLER STEEL STRUCTURES Jobsite Location .................. JIM BIANCHI,NELSON,California Building Code ..................... 2013 CALIFORNIA Building Risk Category Normal (Risk Category II) Roof Dead Load Superimposed ................. 2.91 psf Collateral ................... 10.00 psf (0.00 psf Ceiling 10.00 psf Other) Roof Live Load .................... 20.00 psf reduction allowed Wind Ultimate Wind Speed (Vult) ... 110.00 mph Nominal Wind Speed (Vasd) .... 85 mph (IBC section,1609.3.1) Wind Exposure Category ....... C Internal Pressure Coef (GCpi) 0.55/-0.55 Loads for components not provided by building manufacturer Corner Areas (within 10.00' of corner) 38.96 psf pressure -48.64 psf suction Other Areas 38.96 psf pressure -41.38 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 (Ie) 1.00 Seismic Design Category ...... D Soil Site Class .............. D Stiff Soil Ss ......................... 0.597 g Sds ..... 0.526 g S1 .... ................. .. 0.260 g Shc ..... 0.326 g Analysis Procedure ........... Equivalent Lateral Force Column Line 8 1-7 SWA & SWC Basic Force Resisting System B3 C4 C4 & B3 Response Modification Coefficient (R) 3.25 3.50 3.25 Seismic Response Coefficient (Cs) 0.162 0.150 0.162 Design Base Shear in kips (V) 53.21 51.61 Basic Structural System (from ASCE 7-10 Table 12.2-1) B3 - Ordinary Steel Concentrically Braced Frame C4 - Ordinary Steel Moment Frame 1 11/12/2015 Material properties of steel bar, plate, and sheet used in the fabrication of built-up 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 ksi. Hot rolled angles, other than flange braces, conform to ASTM 36 minimum. Hollow structural shapes conform to ASTM A500 grade B, minimum yield point is 42 ksi for round HSS and 46 ksi for rectangular HSS. Material properties of cold -formed light gage steel members conform to the requirements of ASTM A1011 SS Grade 55, ASTM A1011 HSLAS Grade 55 Class 1, ASTM A653 SS Grade 55, or ASTM A653 HSLAS Grade 55 Class 1 with a minimum yield point of 55 ksi. For Canada, material properties conform to CAN/CSA G40.20/G40.21 or equivalent. Bolted joints with A325 Type 1 bolts greater than 1/2" diameter are specified as pre -tensioned joints in accordance with the Specification for Structural Joints Using ASTM A325 or A490 Bolts, December 31, 2009. Pre -Tensioning can be accomplished by using the turn -of -nut method of tightening, calibrated wrench, twist -off -type tension -control bolts or direct -tension -indicator as acceptable to the Inspecting Agency and Building Official. Installation inspection requirements for pre -tensioned joints (Specification for Structural Joints Section 9.2) using turn -of -nut method is suggested. The connections on this project are not slip critical. Design criteria as noted is as given within order documents and is applied in general accordance with the applicable provisions of the model code and/or specification indicated. Neither the metal building manufacturer nor the certifying engineer declares or attests that the loads as designated are proper for local provisions that may apply or for site specific parameters. The design criteria is supplied by the builder, project owner, or an Architect and/or Engineer of Record for the overall construction project. This project is designed using manufacturer's standard serviceability criteria. Generally this means that all deflections are within typical performance limits for normal occupancy and standard metal building products. The design collateral load has been uniformly applied�to the design of the building. Hanging loads are to be attached to the purlin web. This may not be appropriate for heavily concentrated loads. Any attached load in excess of 150 pounds shall be accounted for by special design performed by a licensed engineer using concentratedloads and may require separate support members within the roof system. The materials by the manufacturer will be fabricated in a facility that has received certification of accreditation for the Manufacturers of Metal Building Systems (AC472) from International Accreditation Service (IAS). This certification is recognized under Section 1704 of the IBC for approved fabricators. The framing at building A, gridline 1 is designed to receive a future addition with a maximum bay spacing of 30.0 feet between centerline of the existing endwall frame to the centerline of the future frame. Additional frame braces shall be installed at the expandable frame opposite the braces provided and shall match the 2 11/12/2015 1 11 existing braces in sizes and attachment. Framed openings, walk doors, and open areas shall be located in the bay and elevation as shown in the erection drawings. The cutting or removal of girts shown on the erection drawings due to the addition of framed openings, walk doors, or open areas not shown may void the design certifications supplied by the metal building manufacturer. X -Bracing is to be installed to a taut condition with all slack removed. Do'not tighten beyond this state. Using 5 x 5 eave gutter with 4 x 5 downspouts, the roof drainage system has been designed using the method outlined in the MBMA Metal Building Systems Manual. Downspout locations have not been located on these drawings. The downspouts are to be placed on the building sidewalls at a spacing not to exceed 53 feet with the first downspout from both ends of the gutter run within 26 feet of the end. Downspout spacing that does not exceed the maximum spacing will be in compliance with the building code. The gutter and downspout system as provided by the manufacturer is designed to accommodate 3.3 in/hr rainfall intensity. 3 11/12/2015 The Service Seismic limit as shown here is at service level loads. 4 11/12/2015 Job Number ........................ 15-B-15781 Builder ........................... SPANGLER STEEL STRUCTURES Jobsite Location ................... JIM BIANCHI, NELSON, California The material supplied by the manufacturer has been designed with the following minimum deflection criteria. The actual deflection may be less depending on actual load and actual member length. BUILDING DEFLECTION LIMITS...: BLDG -A Roof Limits Rafters Purlins Panels Live L/ 180 150 60 Snow L/ 180 180 60 Serviceability Wind L/ 180 180 60 Total Gravity L/ 120 120 60 Total Uplift L/ N/A N/A 60 Frame Limits Sidesway Portal Frame Sidesway Live H/ 60 Snow H/ 60 Serviceability Wind H/ 60 Seismic Drift H/ 40 40 Crane H/ 100 Serviceability Wind H/ N/A 60 Total Gravity H/ 60 Service Seismic H/ 40 40 Wall Limits Limit Total Wind Panels L/6 60 Total Wind Girts L/ 90 Total Wind EW Columns L/ 120 The Service Seismic limit as shown here is at service level loads. 4 11/12/2015 Lr) Z:)' N O F- +'.(U UL :D O d Cl) m C U v F- 3 E N L -Y O� W •+ O n WO) LO WLo > N Q' W _ C > L J O O O ONl7Z -Z -a Z N Q .Q L 3 -(L•O NS 3 fn > F- P° 30' 6 25'9 21'0 16' 3 11' 6 3.6 T - W � O O O W o o' t7 fel £ N W rF> O r o O N (") W O W O O - w W O �- O N 36' 0 N -r3 av �-d 3 L d -an 0. n xn. x x 0 3 L 41 . (n 1. o, -Y QM3 TlVAGN3 0 ,OOT •-• •-NNW W 0,0 102,0,0 0,0 0,0 Wm.-cnOW O%mON W O%Omm 0 r N Tx to,,N L _. LJ LTJ 1-0,0al ow 12 1 0 4 4 100' Ox 40'2 OPEN TO REMAIN I y 10010, ENDWALL EWB N A I 6191 0112 6,92 9 ,OE co e 12 1 0 4 4 100' Ox 40'2 OPEN TO REMAIN I y 10010, ENDWALL EWB N A I 6191 0112 6,92 9 ,OE co Metallic Design Summary Program User: kmcarter Job Number: 15781A Design Summary Report Version: 5.08.1 run01 Date: 11/12/15 Start Time: 07:19:34 R:\..\15-B-15781\ver01-kmcarter\Bldg-A\run01\15781A_bldg_A_Ol.cds ------------------------------------------------------------------------------- M A I N B U I L D I N G D E S I G N S U M M A R Y R E P O R T All connections use ASTM A325N bolts, unless noted otherwise. All anchor rods are checked according to ASTM F1554 Gr. 36 strengths., ROOF PLANE ------- RPA R:\Jobs\Active\ENG\15-B-15781\ver01-kmcarter\Bldg-A\run01\AroofRPA Ol.edf Pane ..................... PBR26 Purlins 55.0 ksi Yield Strength Eave Struts ......... 55.0 ksi Yield Strength Note to Drafting: provide G90 Galvanized Secondary. PURLIN SPACING : 2@3.3642 12@3'6 1'3-1/4 Bay Length Member Size Brace L Lap R Lap Bays # (ft) Identification Locations Exten 20.000 Exten 8X2.5DZ12 --------------------------------------------------------------------- 1 30.000 8X2.5Z12 None S 0.000 2.479 C 2 30.000 8X2.5Z12 None C 2.479 2.479 C 3- 30.000 8X2.5Z14 None C 2.479 3.146 C 4 30.000 8X2.5Z14 None C 3.146 3.146 C 5 30.000 8X2.5Z14 None C,3.146 3.146 2.479 C 6 30.000 8X2.5212 None C 2.479 3.146 C 7 30.000 8X2.5Z12 None C 3.146 0.000 S Purlin Clip Use 2 A325 Bolts @ Level 2,3,4,5,6,7,8,9,10,11,12,13,14,15 @ Supports: 1,2,3,4,5,6,7,8 Purlin Stiffened Clips @ Level 2,8',15 @ Supports: 1,2,3,4,5,6,7,8 Purlin Backup Plate @ Level 2,8,15 @ Supports: 2,7 ROOF PLANE ------- RPC R:\Jobs\Active\ENG\15-B-15781\ver01-kmcarter\Bldg-A\run01\AroofRPC_01.edf Panel .................... PBR26 Purlins .................. 55.0 ksi Yield Strength Eave Struts 55.0 ksi Yield Strength Note to Drafting: provide G90 Galvanized Secondary. PURLIN SPACING : 2@3.3642 12@316 1'3-1/4 Bay Length Member Size I Brace L Lap R Lap Bays # '(ft) Identification Locations Exten 20.000 Exten 8X2.5DZ12 ----------------; 1 30.000 -------------------- 8X2.5Z12 -------------------------------- None S 0.000 3.146 C 2 30.000 8X2.5212 None C 3.146 2.479 C 3 30.000 8X2.5214 None C 2.479 3.146 C 4 130.000 8X2.5Z14 None C 3.146 3.146 C 5 30.000 8X2.5Z14 None C 3.146 2.479 C 6 30.000 8X2.5Z12 None C 2.479 2.479 C 7 30.000 8X2.5212 None C 2.479 0.000 S Purlin Clip Use 2 A325 Bolts @ Level 2,3,4,5,6,7,8,9,10,11,12,13,14,15 @ Supports: 8,7,6,5,4,3,2,1 Purlin Stiffened Clips @ Level 2,8,15 @ Supports: 8,7,6,5,4,3,2,1 Purlin Backup Plate @ Level 2,8,15 @ Supports: 7,2 RPC Purlin Strut @ 20.000 (ft) 8X2.5Z12 Bays 7 RPC Double Strut @ 20.000 (ft) 8X2.5DZ12 Bays 6 RPC Purlin Strut @ 20.000 (ft) 8X2.5Z12 Bays 5 RPC Purlin Strut @ 20.000 (ft) : 8X2.5Z12 Bays 4 RPC Purlin Strut @ 20.000 (ft) 8X2.5Z12 Bays 3 RPC Double Strut @ 20.000 (ft) : 8X2.5DZ12 Bays 2 RPC Purlin Strut @ 20.000 (ft) 8X2.5Z12 Bays 1 6 11/12/2015 Metallic Design Summary Program User: kmcarter Job Number: 15781A Design Summary Report Version: 5.08.1 run01 Date: 11/12/15 Start Time: 07:19:34 R:\..\15-B-15781\ver01-kmcarter\Bldg-A\run01\15781A_bldg A_Ol.cds ------------------------------------------------------------------------------- RPC Purlin 'Strut @ 40.000 (ft) 8X2.5Z12 Bays 7 RPC Purlin Strut @ 40.000 (ft) 8X2.5Z12 Bays 6 RPC Purlin Strut @ , 40.000 (ft) : 8X2.5Z12 Bays 5 RPC Purlin Strut @ 40.000 (ft) : 8X2.5Z12 Bays 4 RPC Purlin Strut @ 40.000 (ft) 8X2.5Z12 Bays 3 RPC Purlin Strut @ 40.000. (ft) 8X2.5Z12 Bays 2 RPC Purlin Strut @ 40.000 (ft) 8X2.5Z12 Bays 1 RPC Purlin Strut @ 50.000 (ft) 8X2.5Z12 Bays 7 RPC Purlin Strut @ 50.000 (ft) 8X2.5Z12 Bays 6 RPC Purlin Strut @ 50.000 (ft) 8X2.5Z14 Bays 5 RPC Purlin Strut @ 50.000 (ft) 8X2.5Z14 Bays 4 RPC Purlin Strut @ 50.000 (ft) 8X2.5Z14 Bays 3 RPC Purlin Strut @ 50.000 (ft) 8X2.5Z12 Bays 2 RPC Purlin Strut @ 50.000 (ft) 8X2.5Z12 Bays 1 RPA Purlin Strut @ 60.000 (ft) 8X2.5Z12 Bays 1 RPA Purlin Strut @ 60.000 (ft) 8X2.5Z12 Bays 2 RPA Purlin Strut @ 60-.000 (ft) 8X2.5Z12 Bays 3 RPA Purlin Strut @ 60.000 (ft) 8X2.5Z12 Bays 4 RPA Purlin Strut @ 60.000 (ft) : 8X2.5Z12 Bays 5 RPA Purlin Strut @ 60.000 (ft) 8X2.5Z12 Bays 6 RPA Purlin Strut @ 60.000 (ft) 8X2.5Z12 Bays 7 RPA Purlin Strut @ 80.000 (ft) 8X2.5Z12 Bays 1 RPA Double Strut @ 80.000 (ft) 8X2.5DZ12 Bays 2 RPA Purlin Strut @ 80.000 (ft) 8X2.5Z12 Bays 3 RPA Purlin Strut @ 80.000 (ft) 8X2.5Z12 Bays 4 RPA Purlin Strut @ 80.000 (ft) : 8X2.5Z12 Bays 5 RPA Double Strut @ 80.000 (ft) 8X2.5DZ12 Bays ,6 RPA Purlin Strut @ 80.000 (ft) 8X2.5Z12 Bays 7 SWC Eave Strut @ 36.000 (ft) 8X3.5E12 Bays 7 SWC Eave Strut @ 36.000 (ft) 8X3.5E12 Bays 6 SWC Eave Strut @ 36.000 (ft) : 8X3.5E12 Bays 5 SWC Eave Strut @ 36.000 (ft) 8X3.5E12 Bays 4 SWC Eave Strut @ 36.000 (ft) 8X3.5E12 Bays 3 SWC Eave Strut @ 36.000 (ft) 8X3.5E12 Bays 2 SWC Eave Strut @ 36.000 (ft) 8X3.5E12 Bays 1 SWA Eave Strut @ 36.000 (ft) 8X3.5E12 Bays 1 SWA Eave Strut @ 36.000 (ft) 8X3.5E12 Bays 2 SWA Pipe Strut @ 36.000 (ft) P6X12.92 Bays 3 SWA Eave Strut @ 36.000 (ft) 8X3.5E12 Bays- 3 SWA Pipe Strut @ 36.000 (ft) P6X12.92 Bays 4 SWA Eave Strut @ 36.000 (ft) 8X3.5E12 Bays 4 SWA Eave Strut @ 36.000 (ft) 8X3.5E12 Bays 5 SWA Eave Strut @ 36.000 (ft) 8X3.5E12 Bays 6 SWA Eave Strut @ 36.000 (ft) 8X3.5E12 Bays 7 Note: 1) All Purlin strut locations for all roof planes are measured from back sidewall. 2) Pipe strut locations for all roof planes are measured from back sidewall. 3) All pipe struts have a 3/8" thick plate and (4) 1/2" A325 bolts connection. 4)All purlin strut rows use the same lap lengths as the main purlin design. Eave strut interior connection at SWA,uses (4)-1/2" A325 bolts w/SC-18 plate. Eave strut interior connection at SWC uses (4)-1/2" A325 bolts w/SC-18 plate. Eave strut connection at.end-frame uses (4)-1/2" A325 bolts. BRACING ---= Roof: 3 bays Rod Plane SWA :Portal Frame Plane SWC : 3 bays Rod Plane EWB :End Frame Plane EWD : 1 bays Rod 7 11/12/2015 Metallic Design Summary Program User: kmcarter Job Number: 15781A Design Summary Report Version: 5.08.1 run01 Date: 11/12/15 Start Time: 07:19:34 R:\..\15-B-15781\ver01-kmcarter\Bldg-A\run01\15781A bldg A_Ol.cds ------------------------------------------------------------------------------- SIDEWALL PLANE SWA -- ( 8.250" Inset columns ) R:\Jobs\Active\ENG\15-B-15781\ver01-kmcarter\Bldg-A\run01\Awal1SWA Ol.edf Panel .................... PBR26 Girts .................... 55.0 ksi Yield Strength Note to Drafting: provide G90 Galvanized Secondary. GIRTS SPACINGS 16'3 3@4'9 Bay # Elev. (ft -in) Length (ft) Member Size Identification Brace Locations L Lap Exten R Lap Exten --------------°------------------------------------------------------- 1 1210 30.000 8X3.5C12 None S 0.000 0.000 S 2 1210 30.000 8X3.5C12 None S 0.000 0.000 S 3 12!0 30.000 8X3.5C12 None S 0.000 0.000 S 4 1210 30.000 8X3.5C12 None S 0.000 0.000 S 5 1210 30.000 8X3.5C12 None S 0.000 0.000 S 6 1210 30.000 8X3.5C12 None S 0.000 0.000 S 7 1210 30.000 8X3.5C12 None S 0.000 0.000 S 1 1613 30.000 8X3.5Z12 None S 0.000 2.479 C 2 1613 30.000 8X3.5214 None C 2.479 1.479 C 3 1613 30.000 8X3.5Z14 None C 1.479 1.479 C 4 1613 30.000 8X3.5Z14 None C 1.479 1.479 C 5 1613 30.000 8X3.5Z14 None C 1.479 1.479 C 6 1613 30.000 8X3.5Z14 None C 1.479 3.146 C 7 1613 30.000 8X3.5Z12 None C 3.146 0.000 S 1 2110 30.000 8X3.5212 None S 0.000 2.479 C 2 2110 30.000 8X3.5Z14 None C 2.479 1.479 C 3 2110 30.000 8X3.5Z14 None C 1.479 1.479`C 4 2110 30.000 8X3.5Z14 None C 1.479 1.479 C 5 2110 30.000 8X3.5Z14 None C 1.479 1.479 C 6 2110 30.000 8X3.5Z14 None C 1.479 3.146 C 7 2110 30.000 8X3.5Z12' None C 3.146 0.000 S 1 2519 30.000 8X3.SZ12 None S 0.000 2.479 C 2 2519 30.000 8X3.5Z14 None C 2.479 1.479 C 3 2519 30.000 8X3.5Z14 None. C 1.479 1.479 C 4 2519 30.000 8X3.5Z14 None C 1.479 1.479 C 5 2519 30.000 8X3.5214 None C 1.479 1.479 C 6 2519 30.000 8X3.5Z14 None, C 1.479 3.146 C 7 2519 30.000 8X3.5Z12 None C 3.146 0.000 S 1 3016 30.000 8X3.5Z12 None S 0.000 3.146 C 2 3016 30.000 8X3.5214 None C 3.146 1.479 C 3 3016 30.000 8X3.5214 None C 1.479 1.479 C 4 3016 30.000 8X3.5Z14 None C 1.479 2.479 C 5 3016 30.000 8X3.5214 None C 2.479 1.479 C 6 3016 30.000 8X3.5212 None C 1.479 1.479 C 7 3016 30.000 8X3.5Z12 None C 1.479 0.000 S Note : Maximum Distance To Extend Girt From Adjacent Bay is 36.00 inches. OPEN AREAS: Size 210'0 x 12'0 Wall Distance SWA 0'0 8 11/12/2015 Metallic Design Summary Program User: kmcarter Job Number: 15781A Design Summary Report Version: 5.08.1 run01 Date: 11/12/15 Start Time: 07:19:34 R:\..\15-B-15781\ver01-kmcarter\Bldg-A\run01\15781A_bldg_A_01.cds ------------------------------------------------------------------------------- SIDEWALL PLANE SWC -- ( 8.250" Inset columns ) R:\Jobs\Active\ENG\15-B-15781\ver01-kmcarter\Bldg-A\run01\AwallSWC_0l.edf Panel PBR26 Girts .................... 55.0 ksi Yield Strength Note to Drafting: provide G90 Galvanized Secondary. GIRTS SPACINGS 3'6 2@4'0 4@4'9 Bay Elev. Length Member Size Brace L Lap R Lap # (ft -in) (ft) Identification Locations Exten Exten --------------------------------------------------------------------- 1 316 30.000 8X3.5Z12 None S 0.000 1.479 C 2 316 30.000 8X3.5Z14 None C 1.479 1.,479 C 3 316 30.000 8X3.5Z12 None C 1.479 0.000 S 4. 316 30.000 8X3.5Z14 None S 0.000 0.000 S 5 316 30.000 8X3.5212 None S 0.000 1.479 C 6 316 30.000 8X3.5214 None C 1.479 1.479 C 7 316 30.000 8X3.5Z12 None C 1.479 0.000 S 1 716 30.000 8X3.5Z12 None S 0.000 1.479 C 2 716 30.000 8X3.5Z14 None C 1.479 1.479 C 3 716 30.000 8X3.5212 None C 1.479 0.000 S 4 716 30.000 8X3.5Z14 None S 0.000 0.000 S 5 716 30.000 8X3.5Z12 None S 0.000 1.479 C 6 716 30.000 8X3.5214 None C 1.479 1.479 C 7 716 30.000 8X3.5Z12 None C 1.479 0.000 S 1 1116 30.000 8X3.5Z12 None S 0.000 2.479 C 2 1116 30.000 8X3.5Z14 None C 2.479 2.479 C 3 1116 30.000 8X3.5Z12 None C 2.479 0.000 S 4 1116 30.000 8X3.5Z14 None S 0.000 0.000 S 5 1116 30.000 8X3.5Z12 None S 0.000 2.479 C 6 1116 30.000 8X3.5214 None C 2.479 1.479 C 7 1116 30.000 8X3.5Z12 None C 1.479 0.000 S 1 1613 30.000 8X3.5Z12 None S 0.000 3.146 C 2 1613 30.000 8X3.5Z14 None C 3.146 1.479 C 3 1613 30.000 8X3.5Z12 None C 1.479 3.146 C *4 1613' 30.000 8X3.5Z12 None C 3.146 3.146 C 5 1613 30.000 8X3.5Z12 None C 3.146 1.479 C 6 1613 30.000 8X3.5Z14 None C 1.479 3.146 C 7 1613 30.000 8X3.5Z12 None C 3.146 0.000 S *Nest with same gage 9 11/12/2015 Metallic Design Summary Program User: kmcarter Job Number: 15781A Design Summary Report Version: 5.08.1 run01 Date: 11/12/15 Start Time: 07:19:34 R:\..\15-B-15781\ver01-kmcarter\Bldg-A\run01\15781A_bldg_A_Ol.cds ------------------------------------------------------------------------------- Bay Elev. Length Member Size Brace L Lap R Lap # (ft -in) (ft) Identification Locations Exten Exten --------------------------------------------------------------------- 1 2110 30.000 8X3.5Z12 None S 0.000 3.146 C 2 2110 30.000 8X3.5Z14 None C 3.146 1.479 C 3 2110 30.000 8X3.5Z14 None C 1.479 1.479 C 4 2110 30.000 8X3.5Z14 None C 1.479 1.479 C 5 2110 30.000 8X3.5214 None C 1.479 1.479 C 6 2110 30.000 8X3.5Z14 None C 1.479 2.479 C 7 21'0 30.000 8X3.5Z12 None C 2.479 0.000 S 1 2519 30.000 8X3.5212 None S 0.000. 3.146 C 2 2519 30.000 8X3.5Z14 None C 3.146 1.479 C 3 2519 30.000 8X3.5Z14., None C 1.479 1.479 C 4 2519 30.000 8X3.5Z14 None C 1.479 1.479 C 5 2519 30.000 8X3.5Z14 None C 1.479 1.479 C 6 2519 30.000 8X3.5214 None C 1.479 2.479 C 7 2519 30.000 8X3.5212 None C 2.479 0.000 S 1 3016 30.000 8X3.5212 None S 0.000 1.479 C 2 3016 30.000 8X3.5212 None C 1.479 1.479 C 3 3016 30.000 8X3.5214 None C 1.479 2.479 C 4 3016 30.000 8X3.5Z14 None C 2.479 1.479 C 5 3016 30.000 8X3.5Z14 None C 1.479 1.479 C 6 3016 30.000 8X3.5214 None C 1.479 3.146 C 7 3016 30.000 8X3.5212 None IC 3.146 0.000 S Note : Maximum Distance To Extend Girt From Adjacent Bay is 36.00 inches. FRAMED OPENINGS: Width Height Sill Ht Jamb Header/Sill Bay Distance 1210 1210 N/A 8X2.5C12 8X2.5C16 4 910 3070 Walkdoor N/A 8X2.5C16 8X2.5C16 4 Field Located Provide sub -iambs above 12'x12' vertical lift door, do not cut girts Endwall Plane EWB•Design ........ Expandable Frame (CS ) R:\Jobs\Active\ENG\15-B-15781\ver01-kmcarter\Bldg-A\run01\AwallEWB_Ol.edf Panel None Note to Drafting: provide G90 Galvanized Secondary. Girts Spacings Bay Elev. Length Member Size Brace L Lap R Lap # (ft -in) (ft) Identification Locations Exten Exten -----=--------------------------------------------------------------- OPEN AREAS: Size Wall Distance 10010 x 4012 EWB 010 COLUMNS ---- <NONE FOR THIS WALL LOCATION> 10 11/12/2015 Metallic Design Summary Program User: kmcarter Job Number: 15781A Design Summary Report Version: 5.08.1 run01 Date: 11/12/15 Start Time: 07:19:35 R:\..\15-B-15781\ver01-kmcarter\Bldg-A\run01\15781A_bldg A_Ol.cds ------------------------------------------------------------------------------- Endwall Plane EWD Design ........ Bearing Frame (BF) R:\Jobs\Active\ENG\15-B-15781\verOl-kmcarter\Bldg-A\run01\AwallEWD_Ol.edf Panel PBR26 RAFTERS ----- Mem Description Length Start End # Member Size Identification (ft) (ft) (ft) ------------------------------------------------------------- 1 W8X10 50.0 ksi 41.957 .0.000 41.957 Connections... Left : Type -IV SEP 6.0" X 3/8""(2)--1/2!' A325N Bolts Right: Type -II MEP 6.0" X 3/8" (4)-1/2" A325N Bolts 2 W8X10 50.0 ksi 7.024 41.957 48.982 Connections... Left : Type -II MEP 6.0" X 3/8" (4)-1/2" A325N Bolts Right: Type -I MEP 6.0" X 3/8" (8)-1/2" A325N Bolts 3 W8X10 50.0 ksi 7.024 48.982 56.006 Connections... Left : Type -I MEP 6.0" X 3/8" (8)-1/21" A325N Bolts Right: Type -II MEP 6.0" X 3/8" (4)-1/2" A325N Bolts 4 W8X10 50.0 ksi 41.957 56.006 97.963 Connections... Left : Type -II MEP 6.0" X 3/8" (4)-1/2" A325N Bolts Right: Type -IV, SEP 6.0" X 3/8" (2)-1/2" A325N Bolts Flange Braces at following purlins (horizontal distance from eave) PLANE SWA: 10.228, 17.228, 20.728 PLANE SWC: 10.228, 17.228, 20.728 Girts ........................ 55.0 ksi Yield Strength Note to Drafting: provide G90 Galvanized Secondary. Girts Spacings 3'6 2@4'0 404'9 3'0 Bay Elev. Length Member Size Brace L Lap R Lap # (ft -in) (ft) Identification Locations Exten Exten --------------------------------------------------------------------- 1 316 19.312 8X2..5Z12 None S 0.000 0.000 S 2 316 20.000 8X2.5Z12 None S 0.000 0.000 S 3 316 20.000 SX2:5Z12 None S 0.000 0.000 S 4 316 20.000 8X2.5Z16 None S 0.000 0.000 S 5 316 19.312 8X2.5212 None S 0.000 0.000 S 11 11/12/2015 FRAMED OPENINGS: e Width Height Sill Ht Jamb Header/Sill Bay Distance 3070 Walkdoor Metallic 8X2.5C16 8X2.5C16 4 Field Located 1210 1210 N/A 8X2.5C12 8X2.5C16 4 610 Provide sub -iambs above 12'x12' Design Summary Program girts User: kmcarter Job Number: 15781A Design Summary Report Version: 5.08.1 run01 Date: 11/12/15 Start Time: 07:19:35 R:\..\15-B-15781\ver01-kmcarter\Bldg-A\run01\15781A_bldg_A_Ol.cds ------------------------------------------------------------------------------- Bay Elev. Length Member Size Brace L Lap R Lap # (ft -in) (ft) Identification Locations Exten Exten --------------------------------------------------------------------- 1 716 19.312 8X2.5Z12 None S 0.000 0.000 S 2 716 20.000 8X2.5212 None S 0.000 0.000 S 3 716 20.000 8X2.5212 None S 0.000 .0.000 S 4 716 20.000 8X2.5Z16 None S 0.000 0.000 S 5 716 19.312 8X2.5Z12 None S 0.000 0.000 S 1 11'6 19.312 8X2.5Z12 None S 0.000 0.000 S ' 2 1116 20.000 8X2.5Z12 None S 0.000 0.000 S 3 1116 20.000 8X2.5Z12 None S 0.000 0.000 S 4 1116 20.000 8X2.5Z16 None S 0.000 0.000 S 5 1116 19.312 8X2.5212 None 5.0.000 0.000 S 1 1613 19.312 8X2.5Z12 None S 0.000 0.000 S 2 1613 20.000 8X2.5Z12 None S 0.000 0.000 S 3 1613 20.000 8X2.5212 None S 0.000 0.000 S *4 1613 20.000 •8X2.5212 None S 0.000 0.000 S 5 1613 19.312 8X2.5Z12 None S 0.000 0.000 S 1 2110 19.312 8X2.5Z12 None S 0.000 0.000 S 2 2110 20.000 8X2.5Z12 None. S 0.000 0.000 S 3 2110 20.000 8X2.5Z12 None S 0.000 0.000 S 4 2110 20.000 8X2.5Z12 None S 0.000 0.000 S 5 2110 19.312 8X2.5Z12 None S 0.000 0.000 S 1 2519 19.312 8X2.5Z12 None S 0.000 0.000 S 2 2519 20.000 8X2.5212 None S 0.000 0.000 S 3 2519 20.000 8X2.5Z12 None S 0.000 0.000 S 4 2519 20.000 8X2.5Z12 None S 0.000 0.000 S 5 2519 19.312 8X2.5Z12 None S 0.000 0.000 S 1 3016 19.312 8X2.5Z12 None S 0.000 0.000 S 2 3016 20.000 8X2.5Z12 None S 0.000 0.000 S 3 3016 20.000 8X2.5Z12 None S 0.000 0.000 S 4 3016 20.000 8X2.5212 None S 0.000 0.000 S 5 3016 19.312 8X2.5212 None S 0.000 0.000 S 1 33''6 19.312 8X2.5Z14 None S 0.000 0.000 S 2 3316 20.000 8X2.5Z12 None S 0.000 0.000 S 3 3316 20.000 8X2.5212 None S 0.000 0.000 S 4 3316 20.000 8X2.5Z12 None S 0.000 0.000 S 5 3316 19.312 8X2.5Z14 None S 0.000 0.000 S *Nest with same gage FRAMED OPENINGS: Width Height Sill Ht Jamb Header/Sill Bay Distance 3070 Walkdoor N/A 8X2.5C16 8X2.5C16 4 Field Located 1210 1210 N/A 8X2.5C12 8X2.5C16 4 610 Provide sub -iambs above 12'x12' vertical lift door; do not cut girts 12 11/12/2015 Metallic Design Summary Program User: kmcarter Job Number: 15781A Design Summary Report Version: 5.08.1 run01 Date: 11/12/15 Start Time: 07:19:35 R:\..\15-B-15781\ver01-kmcarter\Bldg-A\run01\15781A_bldg_A_Ol.cds ------------------------------------------------------------------------------- COLUMNS ----- ( 0.000" Inset columns ) Col Dist. Description Base Elev Base plate design information # from left Member Size Ident. (ft) Thickness & rods ---------------------------------------------------------------=------------- 8-A 0.000' WlOX17 50.0 ksi 0.0000' 0.500" BP thk,w/( 4)-0.625" A36 Flange Brace @ 25.75 elev. 8-B 20.000' W12X26 50.0 ksi 0.0000' 0.500" BP thk w/( 4)-0.625" A36 Flange Brace @ 11.5, 21.00, 33.50 elev. 8-C 40.000' W12X26 50.0 ksi 0.0000' 0.500" BP thk w/( 4)-0.625" A36 Flange Brace @ 11.5, 21.00, 33.50 elev. 8-D 60.000' W12X26 50.0 ksi .0.0000' 0.500" BP thk w/.( 4)-0.625" A36 Flange Brace @ 11.5, 21.00, 33.50 elev. 8-E 80.000' W12X26 50.0 ksi 0.0000' 0.500" BP thk w/( 4)-0.625" A36 Flange Brace @ 11.5, 21.00, 33.50 elev. 8-F 100.000' WlOX12 50.0 ksi 0.0000' 0.500" BP thk w/(.4)-0.625" A36 Flange Brace @ 21.00 elev. ENDWALL,COLUMN TO BRIDGE CHANNEL CONNECTIONS: STRUT -TO -COLUMN CLIP COL. NO. ENDWALL PLANE 8 --------- PLANE SWA: -------------------- 8-13 BETWEEN PURLINS, USING TYPE 3 CONN.,(4)-1/2" A325N CF Brdg Channel (0.3750") (4)-3/4" A325N e, W8X18 COLUMN EXTENSION w/ 12.000 " LAP LENGTH; 8X2.5C12 BRIDGE CHANNEL 8-C BETWEEN PURLINS, USING TYPE 3 CONN.,(4)-1/2" A325N CF Brdg Channel (0.3750") (4)-3/4" A325N W8X18 COLUMN EXTENSION w/ 12.000 " LAP LENGTH; 8X2.5C12 BRIDGE CHANNEL 8-D BETWEEN PURLINS, USING TYPE 3 CONN.,(4)-1/2" A325N CF Brdg Channel (0.3750") (4)-3/4" A325N W8X18 COLUMN EXTENSION w/ 12.000 " LAP LENGTH; 8X2.5C12 BRIDGE CHANNEL 8-E BETWEEN PURLINS,,USING TYPE 3 CONN.,(4)-1/2" A325N CF Brdg Channel (0.3750") (4)-3/4" A325N W8X18 COLUMN EXTENSION w/ 12.000 " LAP LENGTH; 8X2.5C12 BRIDGE CHANNEL PLANE SWC: 13 11/12/2015 Eds2Xds User: kmcarter Job Number: 15-B-15781 Fairview Date: 11/12/2015 05:00:22 PM Relative path: \\HOUNA04\TS\jobs\Active\Eng\15-B-15781 -------------------------------------------------------------------------------------------------------------------------- Building: Bldg -A CDS file name: 15-B-15781—Bldg-A—Eds2Xds.cds • Pl�noc Name File Left File File _ SWA \Eds2Xds\ver01-kmcarter AwallSWA 01.edf EWD \Eds2Xds\ver01-kmcarter AwallEWD 01.edf SWC \Eds2Xds\ver01"-kmcarter AwallSWC 01.edf EWB \Eds2Xds\ver01-kmcarter AwallEWB 01.edf RPA \Eds2Xds\ver01-kmcarter AroofRPA 01.edf RPC \Eds2Xds\ver01-kmcarter AroofRPC 01.edf i Fr�mcc " Frame Line Left Frame Left File File _ SWA Right Frame Right File \ver01-kmcarter\Bld q-A\DRFTG\x05L 1 E \ver01 -kmcarter\Bld -A\Drft \x03L F \ver01 -kmcarter\Bld -A\Drft \x03R 2 E \ver01 -kmcarter\Bld -A\Drft \x03L F \ver01 -kmcarter\Bld -A\Drft \x03R 3 E \ver01 -kmcarter\Bld -A\Drft \x03L F \ver01-kmcarte ABId -A\Drff \x03R 4 E \ver01 -kmcarter\Bld -A\Drft \x03L F \ver01 -kmcarter\Bld -A\Drft \x03R 5 E \ver01 -kmcarter\Bld -A\Drft \x03L F \ver01-kmcarter\Bld -A\Drff \x03R 6 E \ver01 -kmcarter\Bld -A\Drft \x03L F \ver01 -kmcarter\Bld -A\Drft \x03R 7 E , \ver01-kmcarter\Bld -A\Drft \x03L F \ver01-kmcarter\Bld -A\Drft \A3R Pnr ni Frnmcc Plane Name Bay Frame File _ SWA 4 I \ver01-kmcarter\Bld q-A\DRFTG\x05L a 14 11/12/2015 Metallic Building Systeme FRAME ID #3 cs 100./36./30. 20./110./0 LOCATION: Gridlines 1 2 3 4 5 6 7 DETAIL FILE: Active\Eng\15-B-15781\ver01-kmcarter\Bldg-A\Drftg\x03L BOLTS:A325 FULLY TIGHT WEIGHT: 7915 lbs PURLINS(horz. from eave) :8"-Z 20314 3/8",1203'6" ..11— i....... 4:--,, fi... ). Q,,-7. Z,r,"_21041.4no4'9"(8.25") _ USER NAME:kmcarter DATE:11/12/15 TIME:16:53:28 PAGE:,3 -1 JOB NAME:15781A FILE:frames 1-7.fra (1) All sectional dimensions are in inches. (2) All Flange lengths are measured along outer flange. UUNNI UTIUN Location UL' 1/i1L..3 1* -F = J. z 2 j Y o 3 4 5 6 7 8 9 10 11 12 Web Dep. 10.0 23.1605 36.3210 49.4815 52.0 N/A 45.0 36.6024 .21.0 26.0420, 31.0840 36.0 Type BASE SPLICE SPLICE SPLICE HORZ STF CAP (EXT) 2E/2E SPLICE PINCH. SPLICE SPLICE 2E/4E Plate(DN) 8.OXO. 625 N/A N/A N/A 3.75X0.625 8.0X0.3125 8.0X1.0 N/A 3.75X0.3125 N/A N/A 8.OXO. 5 Plate(UP) N/A I N/A N/A N/A N/A N/A 8.oxi.0 N/A N/A N/A N/A 8.OXO. 5 Bolts (4)-1 N/A N/A N/A N/A N/A (8)-1 N/A N/A N/A N/A11/1 !M9 -3/4 Metallic Building Systems FRAME ID #3 USER NAME:kmcarter DATE:11/12/15 TIME:16:53:28 PAGE: 3 -2 cs 100./36./30. 20./110./0. JOB NAME:15781A FILE:frames_1-7.fra LOCATION: Gridlines 1 2 3 4 5 6 7 (1), All sectional dimensions are in inches. DETAIL FILE: Active\Eng\15-B-15781\ver01-kmcarter\Bldg-A\Drftg\x03R (2) All Flange lengths are measured along outer flange. BOLTS:A325 FULLY TIGHT WEIGHT: 7915 lbs PURLINS(horz. from eave) :8"-Z 2@314 3/811,12@316" GIRTS vert. from floor): 8"-Z 16'3" 3®4'9" 8.25 Location v"1 *-A`a 2 3 4 5 6 7 8 9 10 11 12 Web Dep. 10.0 23.7816 37.5631 51.3447 54.0 N/A 45.0 36.7631 21.0 26.0420 31.0840 36.0 Type BASE SPLICE SPLICE SPLICE HORZ STF CAP (EXT) 2E/2E SPLICE PINCH SPLICE SPLICE 2E/4E Plate(DN) 8.OXO. 625 N/A N/A N/A 3.75X0.625 8.OXO. 3125 B.OX1.0 N/A 3.75xo.3125 N/A N/A a.OX0.5 Plate(UP) N/A N/A N/A N/A N/A N/A 8:ox1.0 N/A N/A N/A N/A 0x0.5 Bolts (4)-1 N/A N/A N/A N/A N/A (8)-1 N/A N/A N/A N/A Metallic Building Systema FRAME ID #5 USER NAME:kmcarter DATE:11/12/15 TIME:07:39:37 PAGE: 5 -1 pf 30./21. main building at plane SWA JOB NAME:15781A FILE:p5.fra LOCATION: bays 4 -(Gridline A) (1) All sectional dimensions are in inches.- nches.DETAIL DETAILFILE: Active\Eng\15-B-15781\ver01-kmcarter\Bldg-A\Drftg\x05L (2) All Flange lengths are measured along outer flange. BOLTS:A325 FULLY TIGHT WEIGHT: 4524 lbs , 30.0 30.0 24.0 Rafter Offset (6.75") 24.0 N/A Type Column Offsets (4.25")- LEFT COLUMN (4.251 -)- RIGHT COLUMN SPLICE HORZ STF CAP (EXT) i0.0 12 O.F. i - 10X0.375 WEB THK. 0.25 WEB LEN. 5.083' 20.0' Z.F. 10X0.375 _ 7,4381 -10'0" 717 3/4" 10 Web Dep. 1..L1V1V 81.11 V1V L81M1LJ Note: Plate is 12" wide Location 1 2 3 4 5 6- 7 8 10 Web Dep. 24.0 24.0 24.0 N/A 30.0 30.0 24.0 24.0 N/A Type BASE SPLICE HORZ STF CAP (EXT) 4E/4E 4E/4E B SPLICE HORZ STF CAP (EXT) Plate(DN) 8.0X0.625 N/A 3.75X0.375 9.0x0.5 .0x1.0 c 12.0x1. 8.0x0.625 N/A 3.75X0.375 8.0x0.5 Plate(UP) N/A N/A N/A N/A 0x1.0 R I 12.oxl.0 Rj N/A N/A N/A N/A Bolts (4)-1 N/A N/A N/A (16)-1 (16)-1 1 (4)-1 N/A N/A N/A 17 11/12/2015 Portal Welds. JOB NO. 15-B-15781 18 Page Double Clevised Rod Brace PF04114 Date Rev. Attachment Dec'12 02 WR Clevised Rod Brace Assembly NOTE: Double Rods are noted as 0 DBL. BRACE on Erection' Drawings See Erection Drawings for required Part Mark and location. Note - Turnbuckle included on Assembly only when both f ends of Rod are Clevised. Bolt with Hex. Nut J" 0 A325 x 2" at 4"0 & J"0 Rod J" 0 A325 x 24" at J"0 Rod 1 a"O A325 x-3" at 6"0 & 1"0 Rod 1 j"O A325 x 4" at 1 j"0 Rod 'V 'late on Column, or Pipe/Tube Strut ERECTION NOTE: DETAIL SHOWN AT COLUMN AND IS SIMILAR AT RAFTER OR PIPE/TUBE STRUT. REACTIONS BUILDER: SPANGLER STEEL STRUCTURES CUSTOMER: JIM BIANCHI JOB NUMBER: 15-B-15781 Notes 1) The reactions provided are based on the Order Documents at the time of mailing. Any changes to building loads or dimensions may change the reactions. The reactions will be superseded and voided by any future - mailing. 2) The reactions provided have been created with the following layout (unless noted otherwise). a) A reaction table is provided with the reactions for each load group. b) Rigid Frames (1) Gabled Buildings (a) Left and Right columns are determined as if viewing the left side of the building, as shown on the anchor rod drawing, from the outside of the building. (b) Interior columns are spaced from left side to right side. (2) Single Slope Buildings (a) Left column is the low side column. (b) Right column is the high side column. (c) Interior columns are spaced from low side to high side. c) Endwalls (1) Left and Right columns are determined as if viewing the wall from the outside. (2) Interior columns are spaced from left to right. d) Anchor rod size is determined by shear and tension at the bottom of the base plate. The length of the anchor rod and method of load transfer to the foundation are to be determined by the foundation engineer. e) Anchor rods are ASTM F1554 Gr. 36 material unless noted otherwise on the anchor rod layout drawing. f) X -Bracing (1) Rod Bracing reactions have been included in values shown in the reaction tables. (2) For IBC and UBC based building codes, when x -bracing is present in the sidewall, individual longitudinal- seismic loads (RBUPEQ and RBDWEQ) do not include the amplification factor, 0o. (3) For IBC and UBC based building codes, when x -bracing is present in the endwall, individual transverse seismic loads (EQ) do not include the amplification factor, 00. 3) Reactions are provided as un -factored for each load group applied to the column. The foundation engineer will apply the appropriate load factors and combine the reactions in accordance with the building code and design specifications to determine bearing pressures and concrete design. The factors applied to load groups for the steel column design may be different than the factors used in the foundation design. a) For projects using ultimate design wind speeds such as 2012 LBC or 2010 Florida building code, the wind load reactions are at a strep th value with a load factor of 1.0. The manufacturer does not provide "maximum" load combination reactions. However, the individual load reactions provided may be used by the foundation engineer to determine the applicable load combinations for his/her design procedures and allow for an economical foundation design. Rev G 7/01/13 FRAME DESCRIPTIONi USER NAMEikncarter DATEi11/12/15 PAGEiEW-1 Endwall EWD JOB NAMEo15781A FILEsREW4BLDG1 PATH, R,\Jobs\Active\ENG\15-B-15781\ver01-kncarter\Bldg-A\run01\ SUPPORT REACTIONS FOR EACH LOAD GROUP NOTEi A l l react I ons are I n k I ps and k I p -ft. TIMES 071 191 33 REACTION NOTATIONS HL HR VR 8-A 8-B 8-C 8-D 8-F 1 nen r_Onl tD OCArTimm TAM r COLUMN DEAD L❑AD 8-A C m�-Hll!!!�-H2 LOAD f 1VL 1Vl 1. 1V3 1 HR VR 8-A 8-B 8-C 8-D 8-F 1 nen r_Onl tD OCArTimm TAM r COLUMN DEAD L❑AD 8-A C 8-F LOAD 8-B LIVE LOAD 8-C W+ WIND L❑AD ASaAN B -D W- LOAD GROUP HL VL LL HR VR LR H1 V1 L1 H2 I V2 L2 H3 V3 I L3 D 0.0 1. 1 0. 0.0 0. 9 0. 0. 2. 1 0.0 0, 2. 1 0.0 0. 2. 11 0.0 C 0.0 1. 3 0. 0.0 1. 3 0. 0. 3. 3 0.0 0. 3. 0 0.0 0. 3. 0 0.0 L 0.0 2.3 0. - 0.0 2. 3 0. 0. 5. 9 0.0 0. 5. 3 0. 0 0. 5.-3 0.0 W+ -0. 1 -6.2 3.2 0.1 -6.2 0. 0. -14. 1 11.7 0, -12.6 12.2 0. -12.6 12.2 W- -0. 1 -6.21 -3.5 0. 1 -6.2 0. 0. -14. 1 -12.7 0. -12.6 -13.3 0. -12.6 -13.3 WR -0. 1 -6.2 0. 0. 1 -6.2 0. 0. -1.6 -0. 1 6.7 -25. 1 -0. 1 0. -12.6 -0. 1 WL -0. 1 -6.2 0, 0. 1 -6.2 0. -6.7 -27. 1 -0. 1 0. ' 0.5 -0. 1 0. -12.6 -0. 1 ER 0. 0. 0. 0. 0. 0. 0. 6. 4 ,0. 3. 4 -6.4 0. 0. 0. 0, EL 0. 0. 0. 0. 0. 0. -3.4 -6.61 0. 0. 1 6.6 0. 0. 0...0. LOAD GROUP DESCRIPTION D DEAD L❑AD C COLLATERAL LOAD L LIVE LOAD W+ WIND L❑AD ASaAN INWARD ACTING PRESSURE , W- WIND LOAD AS AN OUTWARD ACTING SUCTION WR WIND FORCE FROM THE RIGHT WL WIND FORCE FROM THE LEFT ER EARTHQUAKE FORCE FROM RIGHT EL 'EARTHQUAKE F❑RCE M, FROM LEFT • FRAME DESCRIPTION, USER NAME,kncarter DAT0I1/12/15 PAGEiEW-2 Endrall EWD JOB NAME1 15781A FILE,REW4BLDG1 PATHi R,\Jobs\Active\ENG\15-B-15781\ver01-kmcarter\Bldg-6\run01\ SUPPORT REACTIONS FOR EACH LOAD GROUP NOTE, All reactions are in kips and kip -ft. TIMEe 07, 19, 33 REACTION WITSTrnuc V4 8-E r LOAD GROUP REACTION TABLE COLUMN DEAD LOAD 8-E LOAD GROUP H4 . V4 L4 D 0. 2. 1 0.0 C 0. 3.3 0.0 L 0. 5.9 0.0 W+ 0. -14. 1 11.7 W- 0. -14. 1 -12.7 WR 0. -14. 1 -0.11- 0.1WL WL 0. -14. 1 -0. 1 ER 0. 0. 0. EL 0. 0. 1 0. LOAD GROUP DESCRIPTION D DEAD LOAD C, COLLATERAL LOAD L LIVE LOAD W+ WIND LOAD AS AN INWARD ACTING PRESSURE W- WIND LOAD AS AN OUTWARD ACTING SUCTION WR WIND FORCE FROM THE RIGHT WL ,WIND FORCE FR❑M THE LEFT ER. EARTHQUAKE FORCE FROM RIGHT EL EARTHQUAKE , FORCE FROM LEFT FRAME ID #5 USER NAMEikmcarter DATEo11/12/15 PAGE15-2 pf 3.0./21. main building at p JOB NAME1 15781A FILE, p5, fra SUPPORT REACTIONS FOR EACH LOAD GROUP LOCATIONibays 4 -(Gridline A) NOTEi Ail reactions are in kips and kip -ft. TIMET 07, 39, 37 e HL — - -- HR f VL VR i MAD GOmp REACTION TABLE COLUMN LEFT COLUMN RIGHT COLUMN LOAD GROUP HL VL LNL HR VR LNR DL 0. 1 1.9 0.0 -0. 1 1.9 0.0 EQ -12.7 -19.9 0.0 -13.8 19.9 0.0 WL1 -8.9 -13.9 0.0 -9.6 13.9 0.0 WL2 9.6 13.9 0.0 8.9 -13.9 0.0 LJOAD GROUP DESCRIPTION DL I Roof Dead Load EQ ! Lateral Seismic Load (parallel to plane of frame] WL1 I Lateral Primary Wind Load WL2 Lateral Primary Wind Load r r • r FRAME ID #3 USER NAME,kmcarter DATEi11/12/15 PAGE13-3 ' cs 100. /36. /30. 20. /110. /0. JOB NAME, 15781A FILET frames -1-7, fra SUPPORT REACTIONS FOR EACH LOAD GROUP ■LOCATIONi Gridllnes, 1 2 3 4 5 6 7 NOTESi ( 1) All reactions are In kips and kip -ft. TIMEt 161 531 28 REACTWN T� gge�tt SS overstrength factor [Omega) Is not Included In the 'RBDWEQ' and 'RBUPEQ' Load Group reactions. Se7si�l'c�ASE-ONLY' combination reactions Include an avers tren gth factor of 2.000 IJ HL / HR IVL 1 VR EF -LA InAn GRnilp RFACTTnN TARLF ■= 1 2 3 4 5 6 7 COLUMN DESCRIPTION I Roof Dead Load A -F • LL Roof Live Load ■-A COLL LOAD GROUP HL VL LNL HR VR LNR DL 2.9 7.7 0.0 -2.9 7.7 0.0 LL 8. 1 18.0 0.0 -8. 1 18.0 0.0 COLL 6.7 15.0 0.0 -6.7 15.0 0.0 EQ -3.8 -2.6 0.0 -3.8 2.6 0.0 RBUPEQ 0. 1 -10.3 -8.6 -0. 1 -12.9 0.0 WL 1 -21. 9 -50.2 0.0 3.0 -37. 0 0.0 WL2 -17.7 -5.8 0.0 -1.3 7.4 0.0 WL3 -3.0 -37.0 0.0 22.0 -50.2 0.0 WL4 1.2 7.4 0.0 17.7 -5.8 0.0 LWL1 -4.8 -46.5 0.0 5.8 -40.7 0.0 RBUPLW 0. 1 -7.4 -6.2 -0. 1 -9.3 0.0 LWL2 -5.8 -40. 7 0.0 4, 8 -46.5 0.0 LWL3 -0.5 -2. 1 0.0 1.6 3.7 0.0 LWL4 -1.6 3.7 0.0 0.5 -2. 1 0.0 RBDWEQ -0:0 10.3 0.01 0.0 12.9 0.0 •- LOAD GROUP DL DESCRIPTION I Roof Dead Load LL Roof Live Load COLL Roof Collateral Load EQ Lateral Seismic Load [parallel to plane of frame] RBUPEQ Upward Acting Rod Brace Load from Longlt, Seismic WL1 t, Lateral Primary Wind Load WL2 I Lateral Primary Wind Load ' WL3 I Lateral Primary Wind Load WL4 Lateral Primary Wind Load 'LWL1 Longitudinal Primary Wind Load RBUPLW Upward Acting Rod Brace Load from Longltud, Wind LWL2 Longitudinal Primary Wind Load LWL3 Longitudinal Primary Wind Load LWL4 Longitudinal Primary Wind Load RBDWEQ Downward Acting Rod Brace Load from Long, Seismic N Metallic Building Systems User: kmcarter Page: F3- 1 R -Frame Design Program - Version V5.08 Job : 15781A Input Data Echo File: frames_1-7.fra Date: 11/12/15 cs 100./36./30. 20./110./0. Start Time: 16:53:28 \\houna04\TS\Jobs\Active\Eng\15-B-15781\verOl-kmcarter\Bldg-A\ -------------------------------------------------------------------------------- VERSION V5.08 BRAND METALLIC DESCRIPTION cs 100./36./30. 20./110./0. FRAME_ID 3 ## FRAME LEFT•SIDE IS BLDG. PLANE SWC # AND FRAME RIGHT SIDE IS BLDG. PLANE SWA PRINT echo code loads base connection deflection profile seismic detail \ flg_brace summary stiffeners pro_grplds OPTIMIZATION none *PLANT atw *JOB 15781A ANALYZE all *DATASET members brace combinations wind array connection base BUILDING LABEL A LOCATION frame lines 1-7 LATERAL GRID LABEL 1 2 3 4 5 6 7 LONGITUDINAL GRID LABEL F A NUMBER FRAMES 7; *PRICE complete TYPE LEFT'cs t cs 60. 60. TYPE RIGHT cs t cs 60. 60. , WIDTH 100. 50. _LENGTH 210. EAVE 36. *ROOF SLOPE 1. GIRT DEPTH 8. 8.25 *PURLIN DEPTH 8. 8.25 GIRT THICKNESS 0.07 *PURLIN THICKNESS 0.07 GIRT FLANGE 2.5 *PURLIN FLANGE 2.5 PURLIN STIFFNESS LEFT 15.384 8.597 4.266 2.782 *PURLIN STIFFNESS RIGHT \ 15.385 8.597 4.266 2.782 CODE LABEL 2013 CALIFORNIA BUILDING CODE IB12 U=Normal DEAD LOAD 2.908' *COLLATERAL LOAD 10. LIVE LOAD 20. reduce SNOW R=O. E=0.9 T=1. S=N WEL=50. WER=50. WML=50. WMR=50. WIND CODE AS10 SEISMIC CODE AS10 SEISMIC LOAD S1=26. SS=59.7 TL=16. %CR=NORM %SR=NORM RHOL=1.3 R=3.5 LOF=2: \ TOF=2.5 RL=3.25 Cd=3. Ct=0.028 SOIL PROFILE D SECOND ORDER FOA , ROOF TRIBUTARY TR= 30. WALL TRIBUTARY TR= 30. S=O. E=36. • DESIGN ASD10 LATERAL BRACE LENGTH 30.00 STIFFNESS CHECK SNOW ONLY BOLT TIGHTENING Fully DEFLECTION ROOF'L=180. S=180. W=180. G=120. DEFLECTION WALL L=60. S=60. W=60. E=40. C=100. G=60'. TE=40: SYMKNEE CONNECTION SPLICE GUSSETS NA BRACING SIDES LC=1 RA=1 RC=3 BRACE ATTACHMENT FLANGE FLANGE BRACE ATTACHMENT LC=O RA=O RC=O GIRT SPACING LEFT 3.5 2@4. 4@4.75 ' GIRT SPACING RIGHT 16.25 3@4.75 GIRT BRACE LEFT N CC CC N MM FF N GIRT BRACE RIGHT F M F N PURLIN SPACING 2@3.3642 12@3.5 PURLIN BRACE N FF N CC N CC N CC N N CC N N C LEFT COLUMN BASE W=8. T=0.625 L=10.625 N=2 D=1. 10. 0. 10. 8. 0.25 0.185 0. 0. 10. 8. 0.3125 0.185 0. 0. 10. 8. 0.3125 0.25 0. 52. 0. 8. 0.3125 0.25 LEFT RAFTER CONNECTION 0=2E I=2E W=8. T=1. D=1. 45. 0. 0. 8. 0.3125 0.25 0. 21. 101. 8. 0.25 0.25 21. 0. 10. 8. 0.3125 0.185 0. 0. 10. 8. 0.375 0.185 0. 36. 10. 8. 0.375 0.156 CONNECTION 0=2E I=4E W=8. T=0.5 D=0.75 RIGHT COLUMN BASE W=8. T=0.625 L=10.8125 N=2 D=1. 10. 0. 10. 8. 0.3125 0.156 0. 0. 10. 8. 0.3125 0.185 0. 0. 10. 8. 0.3125 0.25 0. 54. 0. 8. 0.3125 0.25 RIGHT RAFTER CONNECTION 0=2E I=2E W=8. T=1. D=1. 45. 0. 0. 8. 0.3125 0.25 0. 21. 10. 8. 0.25 0.25 21. 0. 10. 8. 0.3125 0.185 0. 0. 10. 8. 0.375 0.185 0. 36. 10. 8. 0.375 0.156 WIND LOAD WL1 26.874 -0.1500 -1.2400 -0.9200 -0.8400 WIND LOAD WL2 26.874 0.9500 -0.1400 0.1800 0.2600 WIND LOAD LWL1 26.874 -1.0000 -1.2400 -0.9200 -1.0000 WIND LOAD LWL2 26.874 -1.0000 -0.9200 -1.2400 -1.0000 WIND LOAD LWL3 26.874 0.1000 -0.1400 0.1800 0.1000 WIND LOAD LWL4 26.874 0.1000 0.1800 -0.1400 0.1000 WIND LOAD MWL1 16.000 0.5000 0.2500 0-2500 -0.5000 WIND LOAD MWL2 16.000 -0.5000 -0.2500 -0.2500 0.5000 WIND LOAD WL3 26.874 -0.8400 -0.9200 -1.2400 -0..1500 WIND LOAD WL4 26.874 0.2600 0.1800 -0.1400 0.9500 WIND LOAD WL1D 11.514 -0.1500 -1.2400 -0.9200 -0.8400 WIND LOAD WL2D 11.514 0.9500 -0.1400 0.1800 0.2600 WIND LOAD LWL1D 11.514 -1.0000 -1.2400 -0.9200 -1.0000 WIND LOAD LWL2D 11.514 -1.0000 -0.9200 -1.2400 -1.0000 WIND LOAD LWL3D 11.514 0.1000 -0.1400 0.1800 0.1000 WIND LOAD LWL4D 11.514 0.1000 0.1800 -0.1400 0.1000 WIND LOAD WL31) 11.514 -0.8400 -0.9200 -1.2400 -0.1500 WIND LOAD WL4D 11.514 0.2600 0.1800 -0.1400 0.9500 LOAD COMBINATIONS 1)1. DL 1. LL 1. COLL *DEFL 60. 120. *PDELTA L 2)1. DL 1. LL 1. COLL *DEFL 60. 120. *PDELTA R 3)1.07368 DL 0.91 EQ *DEFL 40. 120. *PDELTA L 4)1.07368 DL 0.91 EQ *DEFL 40. 120. *PDELTA R 5)1.07368 DL -0.91 EQ *DEFL 40. 120. *PDELTA L 6)1.07368 DL -0.91 EQ *DEFL 40. 120. *PDELTA R 7)1.07368 DL 1.07368 COLL 0.91 EQ *DEFL 40. 120. 8)1.07368 DL 1.07368 COLL 0.91 EQ *DEFL 40. 120. 9)1.07368 DL 1.07368 COLL -0.91 EQ *DEFL 40. 120. 10)1.07368 DL 1.07368 COLL -0.91 EQ. *DEFL 40. 120. 11)0.52632 DL 0.91 RBUPEQ *DEFL 60. 120. *PDELTA L 12)0.52632 DL 0.91 RBUPEQ *DEFL 60. 120. *PDELTA R 13)0.52632 DL 0.91 EQ *DEFL 40. 120. *PDELTA L 14)0.52632 DL 0.91 EQ *DEFL 40. 120. *PDELTA R 15)0.52632 DL -0.91 EQ *DEFL 40. 120. *PDELTA L 16)0.52632 DL -0.91 EQ *DEFL 40. 120. *PDELTA R 17)0.79474 DL 2. RBUPEQ *TYPE R *APP C *PDELTA L 8. 0.375 S. 0.5 8. 0.5 8. 0.5 8. 0.375 8. 0.375 8. 0.3125 8. 0.25 8. 0.3125 8. •0.5 8. 0.625 8. 0.375 8. 0.375 8. 0.375 8. 0.375 8. 0.3125 8. 0.25 B. 0.3125 50.000 Left 50.000 Left 50.000 50.000 50.000 50.000 0.000 0.000 50.000 Right 50.000 Right 50.000 Left. 50.000 Left 50.000 50.000 50.000 50.000 50.00.0 Right 50.000 Right *PDELTA L *PDELTA R *PDELTA L *PDELTA R 18)0.79474 DL 2. RBUPEQ *TYPE R *APP C *PDELTA R 19)0.79474 DL 2.5 EQ *TYPE R *APP C *PDELTA L 20)0.79474 DL 2.5 EQ *TYPE R *APP C *PDELTA R 21)0.79474 DL -2.5 EQ *TYPE R *APP C *PDELTA L 22)0.79474 DL -2.5 EQ *TYPE R *APP C *PDELTA R 23)1.30526 DL 1.30526 COLL 2.5 EQ *TYPE R *APP C *PDELTA L 24)1.30526 DL 1.30526 COLL 2.5 EQ *TYPE R *APP C *PDELTA R 25)1.30526 DL 1.30526 COLL -2.5 EQ *TYPE R *APP C *PDELTA L 26)1.30526 DL 1.30526 COLL -2.5 EQ *TYPE R *APP C *PDELTA R 27)0.79474 DL 2.5 EQ *TYPE R *APP B *PDELTA L 28)0.79474 DL 2.5 EQ *TYPE R *APP B *PDELTA R 29)0.79474 DL -2.5 EQ *TYPE R *APP B *PDELTA L 30)0.79474 DL -2.5 EQ *TYPE R *APP B *PDELTA R 31)1.30526 DL 1.30526 COLL 2.5 EQ *TYPE R *APP B *PDELTA L 32)1.30526 DL 1.30526 COLL 2.5 EQ *TYPE R *APP B *PDELTA R 33)1.30526 DL 1.30526 COLL -2.5 EQ *TYPE R *APP B *PDELTA L 34)1.30526 DL 1.30526 COLL -2.5 EQ *TYPE R *APP B *PDELTA R 35)0.79474 DL 3.5 EQ *TYPE R *APP K *PDELTA L 36)0.79474 DL 3.5 EQ *TYPE R *APP K *PDELTA R 37)0.79474 DL -3.5 EQ *TYPE R *APP K *PDELTA L 38)0.79474 DL -3.5 EQ *TYPE R *APP K *PDELTA R 39)1.30526 DL 1.30526 COLL 3.5 EQ *TYPE R *APP K *PDELTA L 40)1.30526 DL. 1.30526 COLL 3.5 EQ *TYPE R *APP K *PDELTA R 41)1.30526 DL 1.30526 COLL -3.5 EQ *TYPE R *APP K *PDELTA L 42)1.30526 DL 1.30526 COLL -3.5 EQ *TYPE R *APP K *PDELTA R 43)1. DL 0.6 WL1 *PDELTA L 44)1. DL 0.6 WL1 *PDELTA R 45)1. DL 0.6 WL2 *PDELTA L 46)1. DL 0.6 WL2 *PDELTA R 47)1. DL 0.6 WL3 *PDELTA L 48)1. DL 0.6 WL3 *PDELTA R 49)1. DL 0.6 WL4 *PDELTA L 50)1. DL 0.6 WL4 *PDELTA R 51)0.6 DL 0.6 WL1 *PDELTA L 52)0.6 DL 0.6 WL1 *PDELTA R 53)0.6 DL 0.6 WL2 *PDELTA L 54)0.6 DL 0.6 WL2 *PDELTA R 55)0.6 DL 0.6 LWL1 0.6 RBUPLW *PDELTA L .56)0.6 DL 0.6 LWL1 0.6 RBUPLW *PDELTA R 57)0.6 DL 0.6 LWL2 0.6 RBUPLW *PDELTA L 58)0.6 DL 0;6 LWL2 0.6 RBUPLW *PDELTA R 59)0.6 DL 0.6 LWL3 0.6 RBUPLW *PDELTA L 60)0.6 DL 0.6 LWL3 0.6 RBUPLW *PDELTA R' 61)0.6 DL 0.6 LWL4 0.6 RBUPLW *PDELTA L 62)0.6 DL 0.6 LWL4 0.6 RBUPLW *PDELTA R 63)0.6 DL 0.6 WL3 *PDELTA L 64)0.6. DL 0.6 WL3 *PDELTA R 65)0.6 DL 0.6 WL4 *PDELTA L 66)0.6 DL 0.6 WL4 *PDELTA R 67)0.6 MWL1 *TYPE M 68)0.6 MWL2 *TYPE M 69)1. DL 1. COLL 0.6 WL1 *PDELTA L 70)1. DL 1. COLL 0.6 WL1 *PDELTA R 71)1. DL 1. COLL 0.6 WL2 *PDELTA L 72)1. DL 1. COLL 0.6 WL2 *PDELTA R 73)1. DL 1. COLL 0.6 WL3 *PDELTA L 74)1. DL 1. COLL 0.6 WL3 *PDELTA R 75)1. DL 1. COLL 0.6 WL4 *PDELTA L 76)1. DL 1. COLL 0.6 WL4 *PDELTA R 77)1. DL 0.75 LL 1. COLL 0.45 WL1 *PDELTA L 78)1. DL 0.75 LL 1. COLL 0.45 WL1 *PDELTA R 79)1. DL 0.75 LL 1. COLL 0.45 WL2 *PDELTA L 80)1. DL 0.75 LL 1. COLL "0.45 WL2 *PDELTA R 81)1. DL 0.75 LL 1. COLL 0.45 LWL1 0.45 RBUPLW *PDELTA L 82)1. DL 0.75 LL 1. COLL 0.45 LWL1 0.45 RBUPLW *PDELTA R 83)1. DL 0.75 LL 1. COLL 0.45 LWL2 0.45 RBUPLW *PDELTA L 84)1. DL 0.75 LL 1. COLL 0.45 LWL2 0.45 RBUPLW *PDELTA R 85)1. DL 0.75 LL 1. COLL 0.45 LWL3 0.45 RBUPLW *PDELTA L 86)1. DL 0.75 LL 1. COLL 0.45 LWL3 0.45 RBUPLW *PDELTA R 87)1. DL 0.75 LL 1. COLL 0.45 LWL4 0.45 RBUPLW *PDELTA L 88)1. DL 0.75 LL 1. COLL 0.45 LWL4 0.45 RBUPLW *PDELTA R 89)1._DL 0.75 LL 1. COLL 0.45 WL3 *PDELTA L 90)1. DL 0.75 LL 1. COLL 0.45 WL3 *PDELTA R 91)1. DL 0.75 LL 1. COLL 0.45 WL4 *PDELTA L 92)1. DL 0.75 LL 1. COLL 0.45 WL4 *PDELTA R 93)1. DL 1. COLL 0.6 LWL1 0.6 RBDWLW *PDELTA L 94)1. DL 1. COLL 0.6 LWL1 0.6 RBDWLW *PDELTA R 95)1. DL 1. COLL 0.6 LWL2 0.6 RBDWLW *PDELTA L 96)1: DL 1. COLL 0.6 LWL2 0.6 RBDWLW *PDELTA R 97)1. DL 1. COLL 0.6 LWL3 0.6 RBDWLW *PDELTA L 98)1. DL 1. COLL 0.6 LWL3 0.6 RBDWLW *PDELTA R 99)1. DL 1. COLL 0.6 LWL4 0.6 RBDWLW *PDELTA L 100)1. DL 1. COLL 0.6 LWL4 0.6 RBDWLW *PDELTA R 101)1. DL 0.75 LL 1. COLL 0.45 LWL1 0.45 RBDWLW *PDELTA L 102)1. DL 0.75 LL 1. COLL 0.45 LWL1 0.45 RBDWLW *PDELTA R 103)1. DL 0.75 LL 1. COLL 0.45 LWL2 0.45 RBDWLW *PDELTA L 104)1. DL 0.75 LL 1. COLL 0.45 LWL2 0.45 RBDWLW *PDELTA R 105)1. DL 0.75 LL 1. COLL 0.45 LWL3 0.45 RBDWLW *PDELTA L 106)1. DL 0.75 LL 1. COLL 0.45 LWL3 0.45 RBDWLW *PDELTA R 107)1. DL 0.75 LL 1. COLL 0.45 LWL4 0.45 RBDWLW *PDELTA L 108)1. DL 0.75 LL 1. COLL 0.45 LWL4 0.45 RBDWLW *PDELTA R 109)1.07368 DL 1.07368 COLL 0.91 RBDWEQ *PDELTA L 110)1.07368 DL 1.07368 COLL 0.91 RBDWEQ *PDELTA R 111)1.30526 DL1.30526 COLL 2. RBDWEQ *TYPE R *APP C *PDELTA L 112)1.30526 DL 1.30526 COLL 2. RBDWEQ *TYPE R *APP C *PDELTA R 113)1. LL *DEFL 60. 180. *TYPE D 114)1. WL1D *DEFL 60. 180. *TYPE D 115)1. WL2D *DEFL 60. 180. *TYPE D 116)1. LWL1D *DEFL 60. 180. *TYPE D 117)1. LWL2D *DEFL 60. 180. *TYPE D 118)1. LWL3D *DEFL 60. 180. *TYPE D 119)1. LWL41) *DEFL 60. 180. *TYPE D 120)1. WL3D *DEFL 60. 180., *TYPE D 121)1. WL4D *DEFL 60..180. *TYPE D 122)1.30526 DL 1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0 123)1.30526 DL -1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0 124)0.79474 DL 1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0 125)0.79474 DL -1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0 126)1.30526 -DL 1.30526 COLL 1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0 127)1.30526 DL 1.30526 COLL -1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0 LOADS RC EQDW GLOB M C 12.000000 1.080000 0.000000 \ # PANEL/GIRT. SELF -WEIGHT FOR E RC EQDW GLOB M C 36.000000 1.080000 .0.000000 \ # PANEL/GIRT SELF -WEIGHT FOR E LC EQDW GLOB M C 36.000000 1.620000 0.000000 \ # PANEL/GIRT SELF -WEIGHT FOR E LC RBDWLW GLOB Y C 36.000000 -7.404000 0.916700 \ ## WIND BRACE FORCE LC RBUPLW GLOB Y C 0.010000 7.404000 0.916700 \ ## WIND BRACE FORCE LC RBUPLW GLOB L C 0.010000 6.170000 0.000000 \ # WIND BRACE FORCE RC RBDWLW GLOB Y C 36.000000 -9.255000 -0.916700 \ # WIND BRACE FORCE RC RBUPLW ,GLOB" Y C 21.000000 9.255000 -0.916700 \ # WIND BRACE FORCE LC RBDWEQ GLOB Y C 36.000000 -10.321000 0.916700 \ ` # SEISMIC BRACE FORCE LC RBUPEQ GLOB Y C 0.010000 10.321000 0.916700 \ # SEISMIC BRACE FORCE LC RBUPEQ GLOB L C 0.010000 8.601000 0.000000 \ # SEISMIC BRACE FORCE RC RBDWEQ GLOB Y C 36.000000 -12:_902000 -0.916700 \ # SEISMIC BRACE FORCE RC RBUPEQ GLOB Y C 21.000000 12.902000 -0.916700 \ # SEISMIC BRACE FORCE END y t , Metallic Building Systems User: kmcarter Page: F3- 2 R -Frame Design Program - Version V5.08 Job : 15781A Building Grid label legend File: frames_1-7.fra Date: 11/12/15 cs 100./36./30. 20./110./0. Start Time: 16:53:28 -------------------------------------------------------------------------------- Building Grid Label Legend -------------------------- Building A Frame Number 3 No. of Frames 7 Left Column Column @ * - F Right Column :Column @ * - A *Frames located ,@ 1 2 3 4 5 6 7 Metallic Building Systems User: kmcarter Page: F3- 3 R -Frame Design Program - Version V5.08, Job : 15781A Code Summary Report File: frames_1-7.fra Date: 11/12/15 cs 100./36./30. 20./110./0. Start Time: 16:53:28 -----------------------=-------------------------------------------------------- Building :A Frame Number :3 Location: frame lines 1-7 No. of Frames: 7 2013 CALIFORNIA Main Code Requirements Per International Building Code 2012 Edition Supporting Design Manual(s): 2010 AISC Specification for Structural Steel Buildings,Allowable Strength Design 2005 AISC Seismic Provisions for Structural Steel Buildings Frame Data Eave height Left & Right (feet) ..................................... 36.000 Horizontal width from left to right steel line (feet) ..:............ 100.000 Horizontal distance to ridge from left side (feet) .................. 50.000 Roof Slope Left & Right (rise:12)................................... 1.000 Column Slope Left & Right(lat:12).................................. 0.000 Purlin depth left & right side (inches) ............................. 8.000 Frame Rafter Inset left & right side (inches) ....................... 8.250 Girt depth left & right side (inches) ................................ 8.000 Frame Column Inset left & right side (inches)......... .............. 8.250 Tributary Width left & right side (feet)..... ........................ 30.000 ...........................from Height 0.00 to Height 36.00 Tributary Width roof (feet) ..................................... :... 30.000 Tension Flange Bolt Hole Reduction .................................. Yes Tension Field Action at Knee..................................I...... Yes Second order analysis method......... C2.2b Frame Design Loads --------------- Dead Load to Frame Rafter (psf)..................................... 2.908 Frame Rafter Dead Weight (psf)...................................... 1.297 Total Roof Dead Weight (psf)............... I......................... 4.205 Collateral -Load to Frame Rafter (psf) ................................ 10.000 Roof Live Load Entered (psf) W/ Live Load Reduction Requested....... 20.000 Design Roof Live Load Used (psf).................................... 12.000 Roof Snow Load Entered (psf)........................................ 0.000 Snow Exposure Factor Entered [Ce] . 0.900 Snow Importance Factor [I] -- Standard Use Category................. 1.000 Snow Thermal Factor Entered [Ct] -- User Entered .................... 1.000 Snow Thermal Factor Used [Ct]Heated Building ........................ 1.000 Slippery & Unobstructed Roof Surface....... .......................... No Roof Snow Load [Pf = I*Pg] (psf).................................... 0.000 Snow Slope Factor[Cs].............................................. 1.000 Sloped Roof Snow Load Used [Ps = Cs*Pf] (psf)....................... 0.000 UNBALANCED SNOW LOADING(s) --------------------------- No Unbalanced Roof Snow Loadings. Metallic Building Systems User: kmcarter Page: F3- 4 R-Frame Design Program - Version V5.08 Job : 15781A Wind Summary Report File: frames_1-7.fra Date: 11/12/15 cs 100./36./30. 20./110./0. Start Time: 16:53:28 ------------------------------------------------------------- k= CALIFORNIA Main Windforce-resisting system Per ASCE 7 Standard 2010 Edition Eave height Left & Right (feet)........ ..:::.....................:.. 36.000 Wind Elevation on left column (feet)................................. 36.000 Wind Elevation on right column (feet)............................... 36.000 Total frame width (feet)............................................ 100.000 Total building length (feet)........................... I............ 210.000 Number of primary wind loadings.................................... 18. Metallic Building Systems User: kmcarter Page: F3- 5 R -Frame Design Program - Version V5.08 Job : 15781A Continue Wind Summary Report File: frames_1-7.fra Date: 11/12/15 cs 100./36./30. 20./110./0. Start Time: 16:53:28 -------------------------------------------------------------------------------- 2013 CALIFORNIA Main Windforce-resisting system Per ASCE 7 Standard 2010 Edition *** PRIMARY WIND COEFFICIENTS FOR MAIN FRAME *** ------------------------------------------------------------------------------=- Wind Load WL1 Wind from left direction ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -0.150 -1.240( 50.0%) -0.920( 50.0%) -0.840 -------------------------------------------------------------------------------- Wind Load WL2 Wind from left direction ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) 0.950 -0.140( 50.0%) 0.180( 50.0%) 0.260 -------------------------------------------------------------------------------- Wind Load LWL1 Longitudinal wind ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -1.000 -1.240( 50.0"%) -0.920( 50.096) -1.000 -------------------------------------------------------------------------------- Wind Load LWL2 Longitudinal wind ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -1.000 -0.920( 50.0%) -1.240( 50.0°%) -1.000 -------------------------------------------------------------------------------- Wind Load LWL3 Longitudinal wind ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) 0.100 -0.140( 50.0"%) 0.180( 50.096) 0.100 -------------------------------------------------------------------------------- Wind Load LWL4 Longitudinal wind ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) 0.100 0.180( 50.0%) -0.140( 50.0%) 0.100 -------------------------------------------------------------------------------- Wind Load MWL1 Min. Wind from left dir. ******************* Left Wall Left Rafter Right Rafter Right Wall Primary. Coeff. (Cp) 0.500 0.250 0.250 -0.500 -------------------------------------------------------------------------------- Wind Load MWL2 Min. Wind from right dir. ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -0.500 -0.250 -0.250 0.500 -------------------------------------------------------------------------------- Wind Load WL3 Wind from right direction ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -0.840 -0.920( 50.0%) ------------------------------ -1.240( 50.0%) -0.150 ------------------------------------------------- Wind Load WL4 Wind from right :direction ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. -------------------------------------------------------------------------------- (Cp) 0.260 0.180( 50.0%) -0.140( 50.0%) 0.950 Notes : 1. Wind coefficients applied to the roof may be located as a percentage of the total frame width (xx.x%). If not shown the coefficients are applied fully to their respective rafter. Metallic Building Systems User: kmcarter Page: F3- 6 R -Frame Design Program - Version V5.08 Job : 15781A Load Combinations Report File: frames_1-7.fra Date: 11/12/15 cs 100./36./30. 20./110./0. Start Time: 16:53:28 -------------------------------------------------------------------------------- Load Combination : 1) DL +LL +COLL (SOA -L) N A P 2) DL +LL +COLL (SOA -R) N A P 3) 1.0737DL +0.91EQ (SOA -L) N A P 4) 1.0737DL +0.91EQ (SOA -R) N A P 5) 1.0737DL -0.91EQ (SOA -L) N A P 6) 1.0737DL =0.91EQ (SOA -R) N A -P 7) 1.0737DL +1.0737COLL +0.91EQ (SOA -L) N A P 8) 1.0737DL +1.0737COLL +0.91EQ (SOA -R) N A P 9) 1.0737DL +1.0737COLL-0.91EQ (SOA -L); N A P, 10) 1.0737DL, +1.0737COLL-0.91EQ (SOA -R) N A P 11) 0.5263DL +0.91RBUPEQ (SOA -L) N A P 12) 0.5263DL +0.91RBUPEQ (SOA -R) N A P 13) 0.5263DL +0.91EQ (SOA -L) N A P 14) 0.5263DL +0.91EQ (SOA -R) N A P 15) 0.5263DL -0.91EQ (SOA -L) N A P 16) 0.5263DL -0.91EQ (SOA -R) N A P 17) 0.7947DL +2.RBUPEQ (SOA -L) N C R P 18) 0.7947DL +2.RBUPEQ (SOA -R) N C R P 19) 0.7947DL +2.5EQ (SOA -L) N C R P 20) 0.7947DL +2.5EQ (SOA -R) N C R P 21) 0.7947DL -2.5EQ (SOA -L) N C R P 22) 0.7947DL -2.5EQ (SOA -R) N C R P 23) 1.3053DL +1.3053COLL +2.5EQ (SOA -L) N C R P 24) 1.3053DL +1.3053COLL +2.5EQ (SOA -R) N C R P 25) 1.3053DL +1.3053COLL -2.5EQ (SOA -L) N C R P 26) 1.3053DL +1.3053COLL -2.5EQ (SOA -R) N C R P 27) 0.7947DL +2.5EQ (SOA -L) N B R P 28) 0.7947DL +2.5EQ (SOA -R) N B R P 29) 0.7947DL -2.5EQ (SOA -L) N B R P 30) 0.7947DL -2.5EQ (SOA -R) N B R P 31) 1.3053DL +1.3053COLL +2.5EQ (SOA -L) N B R P 32) 1.3053DL +1.3053COLL +2.5EQ (SOA -R) N B R P 33) 1.,3053DL +1.3053COLL-2.5EQ_" (SOA=L) N B R P 34) 1.3053DL +1.3053COLL -2.5EQ (SOA-R)' N B R P 35) 0.7947DL +3.5EQ (SOA -L) N K R P 36) 0.7947DL +3.5EQ (SOA -R) N K R P 37) 0.7947DL -3.5EQ (SOA -L) N K R P 38) 0.7947DL -3.5EQ (SOA -R) N K R P 39) 1.3053DL +1.3053COLL +3.5EQ (SOA -L) N K R P 40) 1.3053DL +1.3053COLL +3.5EQ (SOA -R), N K R P 41) 1.3053DL +1.3053COLL -3.5EQ (SOA -L) N K R P 42) 1.3053DL +1.3053COLL -3.5EQ (SOA -R) N K R P 43) DL +0.6WL1 (SOA -L) N A P 44) DL +0.6WL1 (SOA -R) N A P 45) DL +0.6WL2 (SOA -L) N A P 46) DL +0.6WL2 (SOA -R) N A P 47) DL +0.6WL3 (SOA -L) N A P 48) DL +0.6WL3 (SOA -R) N A P 40 DL +0.6WL4 (SOA -L) N A P 50) DL +0.6WL4 (SOA -R) N A P Metallic Building Systems User: kmcarter Page: F3- 7 R -Frame Design Program - Version V5.08 Job : 15781A Continue Load Comb Report File: frames_1-7.fra Date: 11/12/15 cs 100./36./30. 20./110./0. Start Time: 16:53:28 -------------------------------------------------------------------------------- Load Combination : ------------------ 51) 0.6DL +0.6WL1 (SOA -L) N A P 52) 0.6DL +0.6WL1 (SOA -R) N A P 53) 0.6DL +0.6WL2 (SOA -L) N A P 54) 0.6DL +0.6WL2 (SOA -R) N A P 55) 0.6DL +0.6LWL1 +0.6RBUPLW (SOA -L) N A P 56) 0.6DL +0.6LWL1 +0OARBUPLW (SOA -R) N A P 57) 0.6DL +0.6LWL2 +0.6RBUPLW (SOA -L) N A P 58) 0.6DL +0.6LWL2 +0.6RBUPLW (SOA -R) N A P 59) 0.6DL +0.6LWL3 +0.6RBUPLW (SOA -L) N A P 60) 0.6DL +0.6LWL3 +0.6RBUPLW (SOA -R) N A P 61) 0.6DL +0.6LWL4 +0.6RBUPLW (SOA -L) N A P 62) 0.6DL +0.6LWL4 +0.6RBUPLW (SOA -R) N A P 63) 0.6DL +0.6WL3 (SOA -L) N A P 64) 0.6DL +0.6WL3 (SOA -R) N A P 65) 0.6DL +0.6WL4 (SOA -L) N A P 66) 0.6DL +0.6WL4 (SOA -R) N A P 67) 0.6MWL1 N M 68) 0.6MWL2 N M 69) DL +COLL +0.6WL1 (SOA -L) N A P 70) DL +COLL +0.6WL1 (SOA -R) N A P 71) DL +COLL +0.6WL2 (SOA -L) N A P 72) DL +COLL +0.6WL2 (SOA -R) N A P 73) DL +COLL +0.6WL3 (SOA -L) N A P 74) DL +COLL +0.6WL3 (SOA -R) N A P 75) DL +COLL +0.6WL4• (SOA -L) N A P 76) DL +COLL +0.6WL4 (SOA -R) N A P 77) DL +0.75LL +COLL +0.45WL1 (SOA -L) N A P 78) DL +0.75LL +COLL +0.45WL1 (SOA -R) N A P 79) DL +0.75LL +COLL +0.45WL2 (SOA -L) N A P 80) DL +0.75LL +COLL +0.45WL2 (SOA -R) N A P 81) DL +0.75LL +COLL +0.45LWL1 +0.45RBUPLW (SOA -L) N A P 82) DL +0.75LL +COLL +0.45LWL1 +0.45RBUPLW (SOA -R) N A P 83) DL +0.75LL +COLL +0.45LWL2.+0.45RBUPLW (SOA -L) N A P 84) DL +0.75LL +COLL +0.45LWL2 +0.45RBUPLW (SOA -R) N A P 85) DL +0.75LL +COLL +0.45LWL3 +0.45RBUPLW (SOA -L) N A P 86) DL +0.75LL +COLL +0.45LWL3 +0.45RBUPLW (SOA -R) N A P 87) DL +0:75LL +COLL +0.45LWL4 +0.45RBUPLW (SOA-L) N A P •88) DL +0.75LL +COLL +0.45LWL4 +0.45RBUPLW (SOA -R) N A P 89) DL +0.75LL +COLL +0.45WL3 (SOA -L) N A P 90) DL +0.75LL +COLL +0.45WL3 (SOA -R) N A P 91) DL +0.75LL +COLL +0.45WL4 (SOA -L) N A P 92) DL +0.75LL +COLL +0.45WL4 (SOA -R) N A P 93) DL +COLL +0.6LWL1 +0.6RBDWLW (SOA -L) N A P 94) DL +COLL +0.6LWL1 +0.6RBDWLW (SOA -R) N A P 95) DL +COLL +0.6LWL2 +0.6RBDWLW (SOA -L) N A P 96) DL +COLL +0.6LWL2 +0.6RBDWLW (SOA -R) N A P 97) DL +COLL +0.6LWL3 +0.6RBDWLW (SOA -L) N A P 98) DL +COLL +0.6LWL3 +0.6RBDWLW (SOA -R) N A P 99) DL +COLL +0.6LWL4 +0.6RBDWLW (SOA -L) N A P 100) DL +COLL +0.6LWL4 +0.6RBDWLW (SOA -R) N A P Metallic Building Systems User: kmcarter Page: F3- 8 R -Frame Design Program - Version V5.08 Job : 15781A Continue Load Comb Report File: frames_1-7.fra Date: 11/12/15 cs 100./36./30. --------------------"------------------------------------------------------------ 20./110./0. Start Time: 16:53:28 Load Combination ------------------ 101) DL +0.75LL +COLL +0.45LWL1 +0.45RBDWLW (SOA -L) N A P 102) DL +0.75LL +COLL +0.45LWL1 +0.45RBDWLW (SOA -R) N A P 103) DL +0.75LL +COLL +0.45LWL2 +0.45RBDWLW (SOA -L) N A P 104) DL +0.75LL +COLL +0.45LWL2 +0.45RBDWLW (SOA -R) N A P 105) DL +0.75LL +COLL +0.45LWL3 +0.45RBDWLW (SOA -L) N A P 106) DL +0.75LL +COLL +0.45LWL3 +0.45RBDWLW (SOA -R) N A P 107) DL +0.75LL +COLL +0.45LWL4 +0.45RBDWLW (SOA -L) N A P 108) DL +0.75LL +COLL +0.45LWL4 +0.45RBDWLW (SOA -R) N A P 109) 1.0737DL +1.0737COLL +0.91RBDWEQ (SOA -L) N A P 110) 1.0737DL +1.0737COLL +0.91RBDWEQ (SOA -R) N A P 111) 1.3053DL +1.3053COLL +2.RBDWEQ (SOA -L) N C R P 112) 1.3053DL +1.3053COLL +2.RBDWEQ (SOA -R) N C R P 113) LL D 114) WL1D D 115) WL2D D 116) LWL1D D 117) LWL2D D 118) LWL3D D 119) LWL4D o D 120) WL3D D 121) WL4D D 122) 1.3053DL +EQ D E 123) 1.3053DL -EQ D E 124) 0.7947DL +EQ D E 125) 0.7947DL -EQ D E 126) 1.3053DL +1.3053COLL +EQ D E 127) 1.3053DL +1.3053COLL -EQ D E s Metallic Building Systems User: kmcarter Page: F37 9 R -Frame Design Program - Version V5.08 Job : 15781A Continue Load Comb Report File: frames_1-7.fra Date: 11/12/15 cs 100./36./30.• 20./110./0. Start Time: 16:53:28 Where DL = Roof Dead Load LL = Roof Live Load COLL = Roof Collateral Load 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 MWL1 = Minimum Wind Load MWL2 = Minimum Wind Load RBDWLW= Downward Acting Rod Brace Load from Longit. Wind a RBDWEQ= Downward Acting Rod Brace Load from Long. Seismic WL1D Lateral Primary Wind Load at Service Level WL2D Lateral Primary Wind Load at Service Level LWL1D Longitudinal Primary Wind Load at Service Level LWL2D Longitudinal Primary Wind Load at.Service Level LWL3D =.Longitudinal Primary Wind Load at Service Level LWL4D = Longitudinal Primary Wind Load at Service Level WL3D = Lateral Primary Wind Load at Service Level WL4D = Lateral Primary Wind Load at Service Level Combination Descriptions: N= No 1/3 Increase in Allowable for Combination B= Base Only Combination K= Knee Connection Only Combination A= Allowable Strength Design Combination - ASD10 C= Column Only Combination for Seismic D= Deflection Only Combination P= Second Order Analysis Combination - SOA R= Load and Resistance Factor Design Combination - LRFD. E= Cd is applied and Ie is omitted from frame drift calculations M= Minimum Wind Load Combination. Checked for Allowable Strength not.fot Deflection Metallic Building Systems User: kmcarter Page: F3- 10 R -Frame Design Program - Version V5.08 Job : 15781A User Load Report File: frames_1-7.fra Date: 11/12/15 cs -------------------------------------------------------------------------------- 100./36./30. 20./110./0. Start Time: 16:53:28 *,USER INPUT LOADS ------------------- LOAD MEM NAME SYS DIR TYP DISTANCE INTENSITY LENGTH NO. START END 1 RC EQDW GLOB M C 12.000 ,1.0800 0.0000 0.000 2 RC EQDW GLOB M C 36.000 1.0800 0.0000 0.000 3 LC EQDW GLOB M C 36.000 1.6200 0.0000 0.000 4 LC RBDWLW GLOB Y C 36.000 -7.4040 0.0000 0.917 5 LC RBUPLW GLOB Y C 0.010 7.4040 0.0000 0.917 6 LC RBUPLW GLOB L C 0.010 6.1700 0.0000 0.000 7 RC RBDWLW GLOB Y C 36.000 -9.2550 0.0000 -0.917 8 RC RBUPLW GLOB Y C 21.000 9.2550 0.0000 -0.917 9 LC RBDWEQ GLOB Y C 36.000 -10.3210 0.0000 0.917 10 LC RBUPEQ GLOB Y C 0.010 10.3210 0.0000 0.917 11 LC RBUPEQ GLOB L C 0.010 8.6010 0.0000 0.000 12 RC RBDWEQ GLOB Y C 36.000 -12.9020 0.0000 -0.917 13 RC RBUPEQ GLOB Y C 21.000 12.9020 0.0000 -0.917 Metallic Building Systems User: kmcarter Page: F3- 11 R -Frame Design Program - Version V5.08 Job : 15781A Load Report File: frames_1-7..fra Date: 11/12/15 cs 100./36./30. 20./110./0. Start Time: 16:53:28 -------------------------------------------------------------------------------- * GENERAL LOAD CARDS GENERATED LOAD MEM NAME SYS DIR TYP DISTANCE INTENSITY NO. START END 1 RC EQDW GLOB M C 12.000 1.0800 N/A 2 RC EQDW GLOB M C 36.000 1.0800 N/A 3 LC EQDW GLOB M C 36.000 1.6200 N/A 4 LC RBDWLW GLOB Y C 36.000 -7.4040 N/A 5 LC RBUPLW GLOB Y C 0.010 7.4040 N/A 6 LC RBUPLW GLOB L C 0.010 6.1700 N/A 7 RC RBDWLW GLOB Y C 36.000 -9.2550 N/A 8 RC RBUPLW GLOB Y C 21.000 9.2550 N/A 9 LC RBDWEQ GLOB Y C 36.000 -10.3210 N/A 10 LC RBUPEQ GLOB Y C 0:010 10.3210 N/A 11 LC RBUPEQ GLOB L C 0.010 8.6010, N/A 12 RC RBDWEQ GLOB Y C 36.000 -12.9020 N/A 13 RC RBUPEQ GLOB Y C 21.000 12.9020 N/A 14 LR DL XREF Y U 0.000 -0.0872 N/A 15 RR DL XREF Y U 0.000 -0.0872 N/A 16 LC SW GLOB Y U 0.000 -0.0448 N/A 17 LR SW GLOB Y U 0.000 -0.0389 N/A 18 RC SW GLOB Y U 0.000 -0.0462 N/A 19 RR SW GLOB Y U 0.000 70.0389 N/A 20 LR LL XREF Y U 0.000 -0.3600 N/A 21 RR LL XREF Y U 0.000 -0.3600 N/A 22 LR COLL XREF Y U 0.000 -0.3000 N/A 23 RR COLL XREF Y U 0.000 -0.3000 N/A 24 LR SNOW XREF Y U 0.000 0.0000 N/A 25 RR SNOW XREF Y U 0.000 0.0000 N/A 26 LC WL1 MEMB Y U 0.000 0.1209 N/A 27 RC WL1 MEMB Y U 0.000 0.6772 N/A 28 LR WL1 MEMB Y U 0.000 0.9997 N/A 29 RR WL1 MEMB Y U 0.000 0.7417 N/A 30 LC WL2 MEMB Y U 0.000 -0.7659 N/A 31 RC WL2 MEMB Y U 0.000 -0.2096 N/A 32 LR WL2 MEMB Y U 0.000 0.1129 N/A 33 RR WL2 MEMB Y U 0.000 -0.1451 'N/A 34 LC LWL1 MEMB Y U 0:000 0.8062 N/A 35 RC LWL1 MEMB Y U 0.000 0.8062 N/A 36 LR LWL1 MEMB Y U 0.000 0.9997 N/A 37 RR LWL1 MEMB Y U 0.000 0.7417 N/A 38 LC LWL2 MEMB Y U 0.000 0.8062 N/A 39 RC LWL2 MEMB Y U 0.000 0.8062 N/A 40 LR LWL2 MEMB Y U 0.000 0.7417 N/A 41 RR LWL2 MEMB Y U 0.000 0.9997 N/A 42 LC LWL3 MEMB Y U 0.000 -0.0806 N/A 43 RC LWL3 MEMB Y U 0.000 -0.0806 N/A 44 LR LWL3 MEMB Y U 0.000 0.1129 N/A 45 RR LWL3 MEMB Y U 0.000 -0.1451 N/A 46 LC LWL4 MEMB Y U 0.000 -0.0806 N/A 47 RC LWL4 MEMB Y U 0.000 -0.0806 N/A 48 LR LWL4 MEMB Y U 0.000 -0.1451 N/A 49 RR LWL4 MEMB Y U 0.000 0.1129 N/A 50 LC MWL1 MEMB Y U 0.000 -0.2400 N/A LENGTH 0.000 0.000 0.000 0.917 0.917 0.000 -0.917 -0.917 0.917 0.917 0.000 -0.917 -0.917 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Metallic Building Systems User: kmcarter Page: F3- 12 R -Frame Design Program - Version V5.08 Job : 15781A Load Report File: frames_1-7.fra Date: 11/12/15 cs 100./36./30. 20./110./0. Start Time: 16:53:28 -------------------------------------------------------------------=------------ 51 RC MWL1 MEMB Y U 0.000 0:2400 N/A 0.000 52 LR MWL1 GLOB X U 0.000 0.0100 N/A 0.000 53 RR MWL1 GLOB X U 0.000 0.0100 N/A 0.000• 54 LC MWL2 MEMB Y U 0.000 0.2400 N/A 0.000 55 RC MWL2 MEMB Y U 0.000 -0.2400 N/A 0.000 56 LR MWL2 GLOB X U 0.000 -0.0100 N/A 0.000 57 RR' MWL2 GLOB X U 0.000 -0.0100 N/A 0.000 58 LC WL3 MEMB Y U 0.000 0.6772 N/A 0.000 59 RC WL3 MEMB Y U 0.000 0.1209 N/A 0.000 60 LR WL3 MEMB Y U 0.000 0.7417 N/A 0.000 61 RR WL3 MEMB Y U 0.000 0.9997 N/A 0.000 62 LC WL4 MEMB Y U 0.000 -0.2096 N/A 0.000 63 RC WL4 MEMB Y U 0.000 -.0.7659 N/A 0.000 64 LR WL4 MEMB Y U 0.000 -0.1451 N/A 0.000 65 RR WL4 MEMB Y U 0.000 0.1129 N/A 0.000 66 LC WL1D MEMB Y U 0.000 0.0518 N/A 0.000 67 RC WL1D MEMB _Y U 0.000 0.2902 N/A 0.000 68 LR WL1D MEMB Y U 0.000 0.4283 N/A 0.000 69 RR WL1D MEMB Y U 0.000 0.3178 N/A 0.000 70 LC WL2D MEMB Y U 0.000 -0.3281 N/A 0.000 71 RC WL2D MEMB Y U 0.000 -0.0898 N/A 0.000 72 LR WL2D MEMB Y U 0.000 0.0484 N/A 0.000 73 RR WL2D MEMB Y U 0.000 -0.0622 N/A 0.000 74 LC LWL1D MEMB Y U 0.000 0.3454 N/A 0.000 75 RC LWL1D MEMB Y U 0.000 0.3454 N/A 0.000 76 LR LWL1D MEMB Y U 0.000 0.4283 N/A 0.000 77 RR LWL1D MEMB Y U 0.000 0.3178 N/A 0.000 78 LC LWL2D MEMB Y U 0.000 0.3454 N/A 0.000 79 RC LWL2D MEMB Y U 0.000 0.3454 N/A 0.000 80 LR LWL2D MEMB Y U 0.000 0.3178 N/A 0.000 81 RR LWL2D MEMB Y U 0.000 0.4283 N/A 0.000 82 LC LWL3D MEMB Y U 0.000 -0.0345 N/A 0.000 83 RC LWL3D MEMB Y U 0.000 -0.0345 N/A 0.000 84 LR LWL3D MEMB Y U 0.000 0.0484. N/A 0.000 85 RR LWL3D MEMB Y U 0.000 -0.0622 N/A 0.000 86 LC LWL4D MEMB Y U 0.000 -0.0345 N/A 0.000 87 RC LWL4D MEMB Y U 0.000 -0.0345 N/A 0.000 88 LR LWL4D MEMB Y U 0.000 -0.0622 N/A 0.000 89 RR LWL4D MEMB Y U` 0.000 0.0484 N/A 0.000 90 LC WL3D MEMB Y U 0.000 0.2902 N/A 0.000 91 RC WL3D MEMB Y U 0.000 0.0518 N/A 0.000 92 LR WL3D MEMB Y U 0.000 0.3178 N/A 0.000 93 RR WL3D MEMB Y U 0.000 0.4283 N/A 0.000 94 LC WL4D MEMB Y U 0.000 -0.0898 N/A 0.000 95 RC WL4D MEMB Y U 0.000 -0.3281 N/A 0.000 96 LR WL4D MEMB Y U 0.000 -0.0622 N/A 0.000 97 RR WL4D MEMB Y U 0.000 0.0484 N/A 0.000 Metallic Building Systems User: kmcarter Page: F3- 13 R -Frame Design Program - Version V5.08 Job : 15781A Seismic Summary Report File: frames_1-7.fra Date: 11/12/15 cs 100./36./30. 20./110./0. Start Time: 16:53:28 -------------------------------------------------------------------------------- 2013 CALIFORNIA Main Seismic Force Resisting System Per ASCE 7 Standard 2010 Edition Standard Risk Category Building for Seismic Loadings Seismic Loads Required for Building ................................ Yes Response Acceleration Coeff., for Short Periods [Ss] (%g) .......... 59.7000 Response Acceleration Coeff., for 1 sec. Periods [S1] (%g) ......... 26.0000 Long -period Transition Period Time [TL] (seconds) .................. 16.0000 Seismic Performance Category .......................•................. D Soil Profile Type .................................................... D Seismic Site Coefficient [Fa] ...................................... 1.3224 Seismic Site Coefficient [Fv]...................................... 1.8800 Maximum Spectral Response Accel., for Short Periods [Sms] (g) ...... 0.7895 Maximum Spectral Response Accel., for 1 sec. Periods [Sml] (g) ..... 0.4888 Design Spectral Response Accel., for Short Periods [Sds] (g) ....... 0.5263 Design Spectral Response Accel., for 1 sec. Periods [Shc] (g) ...... 0.3259 Seismic Response Modification Factor [R] ............................ 3.5000 Seismic Importance Factor [I] ...................................... 1.0000 Storage/Equipment Areas and/or Service Rooms Exist ................. No Seismic Story Height [hn] (feet) ................................... 38.0833 Seismic Fundamental Period [T] Used (seconds) ...................... 0.5149 Longitudinal Seismic Overstrength Factor [OMEGA]. ................... 2.0000 Seismic Overstrength Factor [OMEGAo] ..............................: 2.5000 Longitudinal Seismic Redundancy/Reliability Factor [L -rho] ......... 1.3000 Seismic Redundancy/Reliability Factor [rho] ........................ 1.3000 Snow in Seismic Force Calculations [Used] (%) ...................... 0.00 Snow in Seismic Force Calculations [Min. Required] (%) ............. 0.00 Snow in Seismic Load Combinations [Used] (%) ....................... 0.00 Snow in Seismic Load Combinations [Min..Required] (%) .............. 0.00 Mezz. Live load in Seismic Force Calculations [Used] (%) ........... 0.00 Mezz. Live load in Seismic Force Calculations [Min. Required] (%) 0.00 Mezz. Live load in Seismic Load Combinations [Used] (%) ............ 100.00 Mezz. Live load in Seismic Load Combinations [Min. Required] (%) 100.00 Building Height Limit (feet) .......:..........•.......:............. 65.0000 Seismic Story Drift Limit Factor ................................... 0.0250 Seismic Story Drift Limit (in) ..................................... 10.8000 Seismic Deflection Amplification Factor [Cd] ....................... 3.0000 Seismic Response Coefficient [Cs] Used ............................. 0.1504 Seismic Story Drift [Cd*Drift/Importance Factor] (in) .............. 8.733 Theta [Px*Ie*Delta/Vx/hx/Cd]........................................ 0.020 Theta Max [.5/BETA/Cd] where BETA=1.0 ............................... 0.167 Roof Dead Load = 16.988 Wall Weight = 0.000 Collateral Load = 30.000 Snow Load = 0.000 Rafter Crane Weight =, 0.000 ------------------------------------- Total Roof Weight = 46.988 kips User Mass Load (1) = 1.080 User Mass Load (2) = 2.700 ------------------------------------- Total User Mass = 3.780 kips Total Roof Weight, = 46.988 Total User Mass = 3.780 Mezzanine Weight = 0.000 Col. Crane Weight = 0.000 ------------------------------------- TOTAL Bldg Weight = 50.768 kips X Ld for Mass # X Seismic Coeff. kips = 0.1504 BASE SHEAR = 7.6343 kips Seismic Load for Roof at col # 1 = 3.5775 kips Seismic Load for Roof at col # 2 = 3.5870 kips SEISMIC LOAD for Roof in TOTAL = 7.1645 kips Seismic Ld for Mass # 1 @ col # 1 = 0.0000 kips Seismic Ld for Mass # 1 @ col # 2 = 0.0553 kips --------------------------------------------------- SEISMIC LOAD for Mass in TOTAL = 0.0553 kips Seismic Ld for Mass # 2 @ col # 1 = 0.2487 kips Seismic Ld for Mass # 2 @ col # 2 = 0.1658 kips 7-7 ------------------------------------------------ SEISMIC LOAD for Mass in TOTAL = 0.4145 kips * SEISMIC GENERAL LOAD CARDS GENERATED LOAD MEM NAME SYS Metallic Building Systems User: kmcarter Page: F3- 14 R -Frame Design Program - Version V5.08 I Job : 15781A Continued Seismic Load Report File: frames_1-7.fra Date: 11/12/15 cs 100./36./30. -------------------------------------------------------------------------------- 20./110./0. Start'Time: 16:53:28 * SEISMIC GENERAL LOAD CARDS GENERATED LOAD MEM NAME SYS DIR TYP DISTANCE INTENSITY NO. START END 98 LC EQ YREF X C 33.497 3.5775 N/A 99 LC EQ YREF X C 36.000 0.2487 N/A 100 RC EQ YREF X C 33.483 3.5870 N/A 101• RC EQ YREF X C 12.000 0.0553 N/A 102 RC EQ YREF X C 36.000 0.1658 N/A LENGTH 0.000 0.000 0.000 0.000 0.000 Metallic Building Systems User: kmcarter Page: F3- 15 R -Frame Design Program - Version V5.08 Job : 15781A Forces and Allowable Stresses Summary File: frames_1-7.fra Date: 11/12/15 cs 100./36./30. 20./110./0. Start Time: 16:53:28 ------------------------------------------------------------------------ ------ Left Column Analysis Length = 33.55 ft Kx = 1.00 Weight = 1499. lbs Effective Ix = 3465.9 in4 Part Length Web Height at Outer Flange Web Inner Flange Taper Fy No. (ft) Start(in) End(in) (in) Thick (in) Angle (ksi) 1 10.00 10.000 23.161 8.0ox 0.2500 0.1850 8.00x 0.3750 6.26 55.0 2 10.00 23.161 36.321 8.00x 0.3125 0.1850 8.00x 0.5000 6.26 55.0 3 10.00 36.321 49.482 8.00x 0.3125 0.2500 8.00x 0.5000 6.26 55.0 4 1.91 49.482 52.000 8.00x 0.3125 0.2500 8.00x 0.5000 6.26 55.0 -------------------------------------------------------------------7------------ Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks -------- No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load (kip) (k -ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb -------------------------------------------------------------------------------- 112 -40.4 -155.2 -18.0 14.6 35.9 30.3 5.0 0.46 1.0 1.0 1.0 1 211 -40.0 -311.3 -18.0 13.4 32.9 27.8 2.0 0.61 0.96 0.92 0.96 1 301 -40.0 -311.3 -18.0 12.9 32.9 28.5 3.7 0.27 0.84 0.81 0.84 1 405 -38.4 -508.4 -19.7 11.2 32.9 27.7 1.8 0.45 0.81 0.83 0.83 91 -------------------------------------------------------------------------------- Left Rafter Analysis Length = 47.12 ft Kx = 1.00 Weight = 1835. lbs Effective Ix = 1569.1 in4 Part Length Web Height at Outer Flange Web Inner Flange Taper Fy No. (ft) Start(in) End(in) (in) Thick (in) Angle (ksi) 5 5.38 45.000 36.602 8.00x 0.3125 0.2500 8.00x 0.3750 -7.41 55.0 6 10.00 36.602 21.000 8.00x 0.2500 0.2500 8.00x 0.3750 -7.41 55.0 7 10.00 21.000 26.042 8.00x 0.3125 0.1850 8.00x 0.3125 2.41 55.0 8 10.00 26.042 31.084 8.00x 0.3750 0.1850 8.00x 0.2500 2.41 55.0 9 10.00 31.084 36.000 8.00x 0.3750 0.1560 8.00x 0.3125 2.41 55,.0 -------------------------------------------------------------------------------- Point ---Actual Forces-- --Allowable Stresses-- -------Unity Checks -------- No. Axial Moment Shear. Fa Fbo Fbi Fv Shear Axial+Bend Comb Load (kip) (k -ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb -------------------------=---•--------------------------------------------------- 501 -22.3 -476.2 32.8 12.1 32.9 28.0 2.5 0.80 0.93 1.0 1.0 91 601 16.2 22.7.5 -19.6 32.9 20.3 37.0 3.7 0.38 1.0 0.51 1.0 51 701 -19.6 -56.4 22.1 17.7 36.9 28.1 6.1 0.95 0.35 0.45 0.95 1 814 -18.3 237.5 6.1 10.9 29.4 32.9 2.8 0.22 0.93 0.99 0.99 2 905 -18.1 252.8 3.9 13.3 28.1 32.9 1.8 0.10 0.97 0.91 0.97 2 -------------------------------------------------------------------------------- Metallic Building Systems User: kmcarter Page: F3- 16 R -Frame Design Program - Version V5.08 Job : 15781A Forces and Allowable Stresses Summary File: frames_1-7.fra Date: 11/12/15 cs 100./36./30. 20./110./0. Start Time: 16:53:28 -------------------------------------------------------------------------------- Right Column Analysis Length = 33.54 ft Kx = 1.00 Weight = 1548. lbs Effective Ix = 3757.9 in4 Part Length Web Height at Outer Flange Web Inner Flange Taper Fy No. (ft) Start(in) End(in) (in) Thick (in) Angle (ksi) 10 10.00 10.000 23.782 8.00x 0.3125 0.1560 8.00x 0.5000 6.55 551.0 11. 10.00 23.782 37.563 8.00x 0.3,125 0.1850 8.00x 0.6250 6.55 55.0 12 10.00 37.563 51.345 8.00x 0.3125 0.2500 8.00x 0.3750 6.55 55.0 13 1.93 51.345 54.000 8.00x 0.3125 0.2500 8.00x 0.3750 6.55 55.0 -------------------------------------------------------------------------------- Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks -------- No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load (kip) (k -ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb -------------------------------------------------------------------------------- 1007 -40.5 -152.4 -18.0 11.6 33.3 26.1 3.4 0.75 0.99 0.96 0.99 2 1107 25.9 166.6 12.6 35.0 17.6 30.4 2.6 0.39 0.96 0.44 0.96 63 1211 -39.5 -471.0 -18.0 10.7 32.9 26.0 1.9 0.43 0.83 0.96 0.96 2 1305 -39.5 -501.3 -18.0 10.3 32.9 25.3 1.7 0.45 0.82 0.97 0.97 2 -------------------------------------------------------------------------------- Right Rafter Analysis Length = 47.14 ft Kx = 1.00 Weight = 1838. lbs Effective Ix = 1569.1 in4 Part Length Web Height at Outer Flange Web Inner Flange Taper Fy No. (ft) Start(in) End(in) (in) Thick (in) Angle (ksi) 14 5.23 45.000 36.763 8.00x 0.3125 0.2500 8.00x 0.3750 -7.48 55.0 15 10.00 36.763 21.000 8.00x 0.2500 0.2500 8.00x 0.3750 -7.48 55.0 16 10.00 21.000 26:042 8.00x 0.3125 0.1850 8.00x 0.3125 2.41 55.0 17 10.00 26.042 31.084 8.00x 0.3750 0.1850 8.00x 0.2500 2.41 55.0 18 10.00 31.084 36.000 8.00x 0.3750 0.1560 8.00x 0.3125 2.41 55.0 -------------------------------------------------------------------------------- Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks-------- No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load (kip) (k -ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb --------------------------------------------------------------------------------- 1401 -22.3 -470.7 32.7 12.1 32.9 28.0 2.5 0.79 0.92 1.0 1.0 80 1501 16.3 228.9 -19.6 32.9 20.3 37.1 3.6 0.38 1.0 0.51 1.0 63 1601 -19.6 -56.•8 22.1 17.7 36.9 28.1 6.1 0.95 0.36 0.45 0.95 2 1714 -18.3 237.4 6.1 10.9 29.4 32.9 •2.8 0.22 0.93 0.99 0.99 1 1805 -18.1 252.7 3.9 13.3 28.1 32.9 1.8 0.10 0.97 0.91 0.97 1 --------------------------------------------------- ---------------------------- TOTAL MEMBER WEIGHT= 6721. lbs Metallic Building Systems User: kmcarter Page: F3- 17 R -Frame Design Program - Version V5.08 Job : 15781A Anchor Rod and Base Plate Design File: frames_1-7.fra Date: 11/12/15 cs 100./36./30. 20./110./0. Start Time: 16:53:28 ------------------------------------------------------------------'-------------- LEFT EXTERIOR COLUMN ANCHOR RODS AND BASE PLATE DESIGN Anchor Rod & Base Plate Design Sizes >> ---------------------------------------- Use ( 4)- 1.000 in. Dia. A36 Anchor Rods Rod Gage 4.000 in. Rod Spacing (in.): 4.0000, 1 @ 4.0000, 2.6250 Plate Size : 8.0000x 10.6250x• 0.6250 in. (WidthxDepthxThickness) Controlling Reactions .for Anchor Rod Design >> Standard Base Plate Welding >> (Using E70 Electrodes) Fillet Shear Tension Allowable Load Check Loading Type (kips) (kips) (kips) No. Ratio ----------------------------------------------------------------- Rod Tension 0.000 27.726 68.330 56 0.41 Rod Shear 17.981 0.000 40.998 1 0.44 Standard Base Plate Welding >> (Using E70 Electrodes) Fillet Weld Weld Weld Design Check Weld Weld Size Length Capacity Force Load Check Location^ (in.) (in.) (kips) (kips) No. Ratio ------------------------------------------------------------------ Inner Flg 0.31250 8.000 37.123 18.128 107 0.49 Outer Flg 0.25000 8.000 29.698 8.558 56 0.29 Web Plate 0.18750 10.000 27.842 17.981 1 0.65 RIGHT EXTERIOR COLUMN ANCHOR RODS AND BASE PLATE DESIGN Anchor Rod & Base Plate Design Sizes >> Use ( 4)- 1.000 in. Dia. A36 Anchor Rods Rod Gage : 4.000 in. Rod Spacing (in.): 4.0000, 1 @ 4.0000, 2.8125 Plate Size : 8.0000x 10.8125x 0.6250 in. (WidthxDepthxThickness) Controlling Reactions for Anchor Rod Design >> Standard Base Plate welding >> (Using E70 Electrodes) Fillet Shear Tension Allowable Load Check Loading Type (kips) (kips) (kips) No. Ratio ----------------------------------------------------------------- Rod Tension 0.000 28.819 68.330 57 0.42 Rod Shear 17.982 0.000 40.998 2 0.44 Standard Base Plate welding >> (Using E70 Electrodes) Fillet Weld Weld Weld Design Weld Weld Size Length Capacity Force Load Check Location (in.) (in.) (kips) (kips) No. Ratio ------------------------------------------------------------------ Inner Flg 0.31250 8.000 37.123 21.002 106 0.57 Outer Flg 0.31250 ' 8.000 37.123 8.939 57 0.24 Web Plate 0.18750 10.000 27.842 17.982 2 0.65 Metallic Building -Systems User: kmcarter Page: F3- 18 R -Frame Design Program - Version V5.08 Job : 15781A Connection Report File: frames_1-7.fra Date: 11/12/15 cs 100./36./30. 20./110./0.. Start Time: 16:53:28 -------------------------------------------------------------------------------- Vertical Knee Connection @ Left Rafter Depth 1 -------------------------------------------------------------------------------- BOLTS A325 H.S. - Fully Tightened (O.S.) 2 rows Extended - 1 in. Dia. - Standard (2 bolts per row) (I.S.) 2 rows Extended - 1 in. Dia. - Standard (2 bolts per row). Left Side of Conn Data: ----------------------- Plate: 8.00 x 1.0000 in. Fy(Min) 50.0 ksi Fu 65.0 ksi Flanges: O.S. - 8.00 x 0.3125 in. I.S. - 7.75 x 0.6250 in. Right Side of Conn Data: ------------------------ Plate: 8.00 x 1.0000 in. .Fy(Min) 50.0 ksi Fu 65.0 ksi Flanges: O.S. - 8.00 x 0.3125 in. I.S. - 8.00 x 0.3750 in. Web Depth - 44.906 in. Web Depth - .44.906 in. Web Thickness 0.250 in. Web Thickness 0.250 in. Gage - 3.500 in. Gage - 3.500 in., Center of Bolt to Flange: Center of Bolt to Flange: Pf top (out) - 2.521 in. Pf top (out) - 2.354 in. BFCD top (out) - 2.250 in. BFCD top (out) - 2.250 in. Rise top (out) - 0.180 in. Rise top (out) - 0.180 in. XTO top (out) - 2.438 in. XTO top (out) - 2.438 in. Pf top (ins) - 2.666 in. Pf top (ins) - 2.832 in. BFCD top (ins) - 2.250 in. BFCD top (ins) - 2.250 in. Rise top (ins) - 0.180 in. Rise top (ins) - 0.180 in. XTI top (ins) - 2.749 in. XTI top (ins) - 2.749 in. Pf bot (out) - 2.250 in. Pf bot (out) - 2.707 in. BFCD bot (out) - 2.250 in. BFCD bot (out) - 2.250 in. Rise bot (out) - 0.000 in. Rise bot (out) - 0.465 in. XBO bot (out) - 2.250 in. XBO bot (out) - 2.250 in. Pf bot (ins) - 3.125 in. Pf bot (ins) - 2.909. in. BFCD bot (ins),- 2.250 in. BFCD bot (ins) - 2.250 in. Rise bot (ins) - 0.000 in. Rise bot (ins) - 0.465 in. XBI bot (ins) - 3.125 in. XBI bot (ins) - 3.125 in. Bolt Spacing - 3.500 in. Bolt Spacing - 3.500 in. Controlling Mode : Thick Plate Controlling Mode Thick Plate Angle top - 85.2 degrees Angle top - 94.8 degrees Angle bot - 90.0 degrees Angle bot - 77.8 degrees Left Side Conn Right Side Conn Controlling Moments Axial Shear Moments Axial Shear Load Combinations: (k -ft) (kips) (kips) (k -ft) (kips) (kips) 41) 1.3053DL +1.3053COLL'-3.5 -805.81 -11.62 35.77 -805.81 -11.62• 35.77 51) 0.6DL +0.6WL1 (SOA -L) 332.21 14.29 .-23.65 332.21 14.29 -23.65 Connection Design Summary: Bolt Unity Check (O.S.) = 0.9878 Plate Unity Check (O.S.) = 0.6316 Bolt Unity Check (I.S.) = 0.6889 Plate Unity Check (I.S.) = 0.4429 Metallic Building Systems User: kmcarter Page: F3- 19 R -Frame Design Program - Version V5.08 Job.: 15781A Connection Report File: frames_1-7.fra Date: 11/12/15 cs 100./36./30. 20./110./0. Start Time: 16:53:28 -------------------------------------------------------------------------------- Peak Connection @ Left Rafter Depth 6 -------------------------------------------------------------------------------- BOLTS A325 H.S. - Fully Tightened (O.S.) 2 rows Extended - 3/4 in. Dia. - Standard (2 bolts per row) (I.S.) 4 rows Extended - 3/4 in. Dia. - Standard (2 bolts per row) Left Side of Conn Data: ----------------------- Plate: 8.00 x0.5000 in. Fy(Min) 50.0 ksi Fu 65.0 ksi Flanges: O.S. - 8.00 x 0.3750 in. Weld I.S. - 8.00 x 0.3125 in. Weld Web Depth - 36.191 in. Web Thickness 0.156 in. Load Check' Gage - 3.000 in. Center of Bolt to Flange: No. Ratio Pf top (out) - 1.792 in. BFCD top (out) - 1.750 in. Rise top (out) - 0.117 in. XTO top (out) - 1.750 in. Pf top,(ins) - 1.832 in. BFCD top (ins) - 1.750 in. ,Rise top (ins) - 0.117 in. XTI top (ins) - 1.874 in. Pf bot (out) - 1.792 in. BFCD bot (out) - 1.750 in. Rise bot (out) - 0.058 in. XBO bot (out) - 1.812 in. Pf bot (ins) - 1.895 in. BFCD bot (ins) - 1.750 in. Rise bot (ins) - 0.058 in. XBI bot (ins) - 1.875 in. Bolt Spacing - 3.000 in. Angle top - 85.2 degrees degrees Angle bot - 92.4 degrees Angle bot - 92.4 Controlling Load Combinations: ----------------------------- 51) 0.6DL +0.6WL1 (SOA -L) 1) DL +LL +COLL (SOA -L) Connection Design Summary: Bolt Unity Check (O.S.) = 0 Bolt Unity Check (I.S.) = 0 Right Side of Conn Data: ------ - ----------------- Plate: 8.00 x 0.5000,in. Fy(Min) 50.0 ksi Fu 65.0 ksi Flanges: O.S. - 8.00`x 0.3750 in. Weld I.S. - 8.00 x 0.3125 in. Weld Web Depth - 36.191 in. Web Thickness 0.156 in. Load Check' Gage - 3.000 in. Center of Bolt to Flange:, No. Ratio Pf top (out) - 1.792 in. BFCD top (out) - 1.750 in. Rise top (out) - 0.117 in. XTO top (out) - 1.750 in. Pf top (ins) - 1.832 in. BFCD top (ins) - 1.750 in. Rise top (ins) - 0.117 in. XTI top (ins) - 1.874 in. Pf bot (out) - 1.792 in. BFCD bot (out) - 1.750 in. Rise bot (out) - 0.058 in. XBO bot (out) - 1.812 in. Pf bot (ins) - 1.895 in. BFCD bot (ins) - .1.750 in. Rise bot (ins) - 0.058 in.. XBI bot (ins) - 1:875 in. Bolt Spacing - 3.000 in. Angle top - 85.2 degrees Angle bot - 92.4 degrees Left Side Conn Right Side Conn Moments Axial Shear Moments Axial Shear (k -ft) (kips) (kips) (k -ft) (kips) (kips) ------------------------------------------------- -135.52 16.53 -0.09 -135.52 16.53 0.09 263.52 -17.72 0.17 263.52 -17.72 -0.17 .8214 Plate Unity Check (O.S.) = 0.8214 .8855 Plate Unity Check (I.S.) = 0.8855 Required Connection Plate Welding >> (Using E70 Electrodes) Welded Weld Weld Weld Design Weld Joint Size Length Capacity Force Load Check' Weld Location Type ------------------------------------------------------------------------------ (in.) (in.) (kips) (kips) No. Ratio Left Side of Conn Inner Flg Fillet -BS 0.2500 16.0000 89.0955 82.5000 1 0.9260 Outer Flg Fillet -BS 0.3125 16.0000 111.3693 48.9636 51 0.4397 Web Plate Fillet -BS 0.1875 72.3817 201.5274 10.8596 56 0.0539 ' Right Side of Conn Inner Flg Fillet -BS 0.2500 .16.0000 89.0955 82.5000 1 0.9260 Outer Flg Fillet -BS 0.3125 16.0000 111.3693 48.9636 51 0.4397 Web Plate Fillet -BS 0.1875' 72.3817 201.5274 10.8596 56 0.0539 ------------------- NS - Near side ------------------ weld, FS - Far ----------------------------------------- side weld, BS - Both sides weld. Metallic Building Systems User: kmcarter Page: F3- 20 R -Frame Design Program - Version V5.08 Job : 15781A Connection Report File: frames_1-7.fra Date: 11/12/15 cs 100./36./30. 20./110./0. Start Time: 16:53:28 -------------------------------------------------------------------------------- Vertical Knee Connection Q Right Rafter Depth 1. -------------------------------------------------------------------------------- BOLTS A325 H.S. - Fully Tightened' (O.S.) 2 rows Extended - 1 in. Dia. - Standard (2 bolts per row) (I.S.) 2 rows Extended - 1 in. Dia. - Standard (2 bolts per row) Left Side of Conn Data: ----------------------- Plate: 8.00 x 1.0000 in. Fy(Min) .50.0. ksi Fu 65.0 ksi Flanges: O.S. - 8.00 x 0.3125 in. I.S. 7.75 x 0.6250 in. Web•Depth - 44.903 in. Web Thickness 0.250 in. 44.903 Gage - 3.500 in. Center of Bolt to Flange: 3.500 Pf top (out) - 2.521 in. BFCD top (out) - 2.250 in. Rise top (out) - 0.180 in. XTO top (out) - 2.438 in. Pf top (ins) - 2.666 in. BFCD top (ins) - 2.250 in. Rise top (ins) - 0.180 in. XTI top (ins) - 2.749 in. Pf bot (out) - 2.250 in. BFCD bot (out) - 2.250 in. Rise bot (out) - 0.000 in. XBO bot (out) - 2.250 in. Pf bot (ins) - 3.125 in. BFCD bot (ins) - 2.250 in. Rise bot (ins) - 0.000 in. XBI bot (ins) - 3.125 in. Bolt Spacing - 3.500 in. Controlling Mode Thick Plate Angle top - 85.2 degrees Thick Angle.bot - 90.0 degrees degrees Controlling Load Combinations: 40) 1.3053DL.+1.3053COLL +3.5 63) 0.6DL +0.6WL3 (SOA -L) Connection Design Summary: Bolt Unity Check (O.S.) = 0. Bolt Unity Check (I.S.) = 0. Right Side of Conn Data: ------------------------ Plate: 8.00'x 1.0000 in. Fy(Min) 50.0 ksi Fu 65.0 ksi Flanges: O.S. - 8.00 x 0.3125 in. I.S. - 8.00 x 0.3750.in. Web Depth - 44.903 in. Web Thickness 0.250 in. Gage - 3.500 in. Center of Bolt to Flange: Pf top (out) - 2.354 in. BFCD top (out) - '2.250 in. Rise top (out) - 0.180 in. XTO top (out) - 2.438 in. Pf top (ins) - 2.832 in. BFCD top (ins) - 2.250 in. Rise top (ins) - 0.180 in. XTI top (ins) - 2.749 in. Pf bot (out) - 2.708 in. BFCD bot (out) - 2.250 in. Rise bot (out) - 0.468 in. XBO bot (out) - 2.250 in. Pf bot (ins) - 2.908 in. BFCD bot (ins) - 2.250 in. Rise bot (ins) - 0.468 in. XBI bot (ins) - 3.125 in. Bolt Spacing - 3.500 in.. Controlling Mode Thick Plate Angle top - 94.8 degrees Angle bot - 77.8 degrees Left,Side Conn Right Side Conn Moments Axial Shear Moments Axial Shear (k -ft) (kips) (kips) (k -ft) (kips) (kips) ------------------------------------------------- -802.45 -11.91 35.66 -802.45 -11.91 35.66 330.18 14.32 -23.57 330.18 14.32 -23.57 9830 Plate Unity Check (O.S.) = 0.6285 6853 Plate Unity Check (I.S.) = 0.4406 Metallic Building Systems User: kmcarter Page: F.3- 21 R -Frame Design Program - Version V5.08 Job : 15781A Knee and Stiffener Report File: frames_1-7.fra Date: 11/12/15 cs 100./36./30. 20./110./0. Start Time: 16:53:28 -------------------------------------------------------=------------------------ Left Knee Design Knee Web Thickness Bearing Stiffener Type Bearing Stiffener at Knee Column Cap Plate Use 0.2500 in. Thick Web Horizontal 3.7500 X 0.6250 in. 8.0000 X 0.3125 in. Knee Panel weld Sizes Required (Due to Weld Shear) Min. Fillet Welds, around the Knee Web Panel are: Column Cap Plate: 0.2500 in. x 52.180 in. GMAW on NEAR Side (STD. WELD) Column Cap Plate: 0.2500 in. x 3.000 in. GMAW on FAR Side (STD. WELD) Horizontal Stiffener: 0.2500 in. x 52.000 in. GMAW on NEAR Side (STD. WELD) Horizontal Stiffener: 0.2500 in. x 3.000 in. GMAW on FAR Side (STD. WELD) Column Outer Flange: 0.1875 in. x 40.823 in. SAW on NEAR Side (STD. WELD) Column Outer.Flange: 0.1875 in. x 40.823 in. GMAW on FAR Side (STD. WELD) Column*Connection P1.: 0.1875 in. x 45.156 in. GMAW on BOTH Sides (STD. WELD) Knee Stiffener to Connection Plate Weld --------------------------------------- Use 3.750 in. Long Complete -Joint -Penetration Groove GMAW Weld (STD. WELD) (STD. WELD)- Company Standard Weld was Designed and Checked as OK. Right Knee Design ----------------- ----------------- Knee Web Thickness Bearing Stiffener Type Bearing Stiffener at Knee Column Cap Plate Knee Panel Weld Sizes Use 0.2500 in. Thick Web Horizontal 3.7500 X 0.6250 in. 8.0000 X 0.3125 -in., Required (Due to Weld Shear) Min. Column Cap Plate: 0.2500 in Column Cap Plate: 0.2500 in Horizontal Stiffener: 0.2500 in Horizontal Stiffener: 0.2500 in Column Outer Flange: 0.1875 in Column Outer 'Flange: 0.1875 in Column Connection P1.: 0.1875 in Fillet Welds, around the Knee Web Panel are: x 54.187 in. GMAW on NEAR Side (STD—WELD) x 3.000 in. GMAW on FAR Side '(STD. WELD) x 54.000 in. GMAW on NEAR Side (STD. WELD) x 3.000 in. GMAW on FAR Side (STD. WELD) x 40.656 in. SAW on NEAR Side (STD. WELD) x 40.656 in. GMAW on FAR Side (STD. WELD) x• 45.156 in. GMAW on BOTH Sides (STD. WELD) Knee Stiffener to Connection Plate Weld --------------------------------------- Use 3.7.50 in. Long Complete -Joint -Penetration Groove GMAW Weld (STD. WELD) (STD. WELD)- Company Standard Weld was Designed and Checked as OK. Pinch Stiffener Design - Left Side ------------------------------------- Located at end of frame part Width Thickness Length .(in.) (in.) (in.) M -------- - - - ---- -- - - ----- - - - - - - ------- 6 3.750 0.3125 6.0 1 A Pinch Stiffener Design - Right Side Located at end of frame part width Thickness Length (in.) (in.) (in.) -------------- ------- --------- ------ 15 3.750 0.3125 7.0 Metallic Building Systems User: kmcarter Page: F3- 22 R -Frame Design Program - Version V5.08 Job : 15781A Flange Brace Report File: frames_1-7.fra Date: 11/12/15 cs 100./36./30. 20./110./0. Start Time: 16:53:28 -------------------------------------------------------------------------------- GIRT SPACES - VERTICAL MEASUREMENTS LEFT COLUMN RIGHT COLUMN 1 @ 316 @ FLOOR 1 @ 1613 @ FLOOR 2 @ 4'0 3 @ 4'9 4 @ 419 1 @ 516. @ EAVE 1 @ 516 @ EAVE PURLIN SPACES - HORIZONTAL MEASUREMENTS LEFT RAFTER RIGHT RAFTER 2 @ 3'4-3/8" @ EAVE 2 @ 314-3/8" @ EAVE 12 @ 316 12 @ 316 1 @ 113-1/4" @ PEAK 1 @ 113-1/4" @ PEAK -------------------------------------------------------------------------------- MEMBER DISTANCE TO BRACE POINTS (Feet) - LEFT RAFTER : Measured along T.F. from left steel line - RIGHT RAFTER Measured along T.F. from right steel line -.EXT. COLUMNS : Measured along T.F. from base -------------------------------------------------------------------------------- LFT COLUMN 3.50 7.50 11.50 16.25 21.00 25.75 30.50 (N) (CC) (CC) (N) (MM) (FF) (N) LFT RAFTER, 3.38 6.75 10.26 13.78 17.29 20.80 24.31 27.82 31.34 34.85 (N) (FF) I(N) (CC) (N) (CC) (N) (CC) (N) (N) 38.36 41.87 45.39 48.90 (CC) (N) (N) (C) RGT COLUMN 16.25 21.00 25.75 30.50 (F) (M) (F) (N) RGT RAFTER 3.38 6.75 10.26 13.78 17.29 20.80 24.31 27.82 31.34 34.85 (N) (FF) (N) (CC) (N) (CC) (N) (CC) (N) (N) 38.36 41.87 45.39 48.90 (CC) (N) (N) (C) -------------------------------------------------------------------------------- "N" Indicates that No flange braces are located at the brace point "C" Indicates that One 211x2"x14 ga flange, brace is located at the brace point "CC" Indicates that Two 2x2x14 ga flange braces are located at the brace point "M" Indicates that One 211x2"x1/8" flange brace is located at the brace point "MM" Indicates that Two 211x2"x1/8" flange braces are located at the brace point "F" Indicates One 5 ft location Large flange Brace at the brace point "FF" Indicates Two 5 ft location Large flange braces at the brace point -------------------------------------------------------------------------------- Metallic Building Systems User: kmcarter Page: F3- 23 R -Frame Design Program - Version -V5.08 Job : 15781A Primary Deflection Report File: frames_1-7.fra Date: 11/12/15 cs 100./36./30. 20./110./0. Start Time: 16:53:28 -------------------------------------------------------------------------------- COLUMN TOP DEFLECTIONS for LOAD COMBS. (Positive = X: Right Y:Upward) (Inches) MAX RAFTER DEFLECTIONS for SPAN #1. (Positive = Y:Upw ard) Max. Downward Deflection Max. Upward,Deflection Y -Def. X -Dist. from Left S.L. Y -Def. X -Dist. from Left S.L. ------ ---------------------------------- 7 ------------------------------------- Max. Def -5.485 in. 50.00 ft. 2.408 in. 54.41 ft. Load Comb 1 114 Defl. L/206 L/469 PEAK DEFLECTIONS (Positive = Y:Upward) Y -Def ------------------- Pos. Max 2.375 in. Load Comb 114 Defl. L/475 ------------------- Neg. Max -5.485 in. Load Comb 2 , Deft. L/206 Note: The reported horizontal deflections for the load combinations shown below have been amplified by the value of Cd (deflection amplification factor). LC# Cd Used Ext. Left Col Ext Right Col 123 3.0 X -Def Y -Def X -Def Y -Def --------------- Pos. Max - 8.478 -------------------------------------------------------------- 0.165 9.344 0.163 Load Comb 124 125 126 124 Defl. H/ 47 H/ 43 : -------------------------------------- Max' -9.809 -0.170 .-8.570 -0.171 Load Comb 127 126 125 127 Defl. H/ 40 H/ 46 MAX RAFTER DEFLECTIONS for SPAN #1. (Positive = Y:Upw ard) Max. Downward Deflection Max. Upward,Deflection Y -Def. X -Dist. from Left S.L. Y -Def. X -Dist. from Left S.L. ------ ---------------------------------- 7 ------------------------------------- Max. Def -5.485 in. 50.00 ft. 2.408 in. 54.41 ft. Load Comb 1 114 Defl. L/206 L/469 PEAK DEFLECTIONS (Positive = Y:Upward) Y -Def ------------------- Pos. Max 2.375 in. Load Comb 114 Defl. L/475 ------------------- Neg. Max -5.485 in. Load Comb 2 , Deft. L/206 Note: The reported horizontal deflections for the load combinations shown below have been amplified by the value of Cd (deflection amplification factor). LC# Cd Used 122 3.0 123 3.0 124 3.0 125 3.0 126- 3.0 127 3.0 Vertical Clearance at the Left Knee is 31.9235 feet Vertical Clearance at the Right Knee is 31.9373 feet Metallic Building Systems User: kmcarter Page: F3- 24 R -Frame Design Program - Version V5.08 Job : 1S781A Frame Detail Report File: frames_1-7.fra. Date: 11/12/15 cs 100./36./30. 20./110./0. Start Time: 16:53:28 -------------------------------------------------------------------------------- MATERIAL REQUIRED FOR ONE FRAME (ALL BOLTS ARE WITH NUT) NCI MATERIAL COST & STOCK STATUS LAST UPDATED: 01/28/10 0:00 AM MATERIAL TYPE MATERIAL YIELD STOCK OR MATERIAL MATERIAL QTY. OR HOW MATL USED DESCRIPTION (KSI) WAREHOUSE WT.(LBS) COST ($) FLANGE 0.25000 X 8.0000 55.0 STOCK BAR 340.42 132.61 FLANGE 0.37500 X 8.0000 55.0 STOCK BAR 940.49 366.36 FLANGE 0.31250 X 8.0000 55.0 STOCK BAR 1191.08 463.97 FLANGE 0.50000 X 8.0000 55.0 STOCK BAR 430.97 218.04 FLANGE 0.62.500 X 8.0000 55.0 STOCK BAR 171.29 86.66 NON -PARALLEL WEB 0.18500 THICKNESS 55.0 STOCK PLATE 1144.63 445.83 NON -PARALLEL WEB 0.25000 THICKNESS 55.0 STOCK PLATE 2079.89 810.10 NON -PARALLEL WEB 0.15600 THICKNESS 55.0 STOCK PLATE 442.16. 172.22 FLANGES AND WEBS SUBTOTALS 6740.93 2695.79 BASE PLATE 0.62500 X 8.0000 55.0 STOCK BAR 30.39 15.38 JOINT PLATE 1.00000 X 8.0000 55.0 STOCK BAR 494.99 251.88 JOINT PLATE 0.50000 X 8.0000 55.0 STOCK BAR 97.60 49.38 PARALLEL STIFF.• 0.62500 X 3.7500 50.0 WAREH.STEEL 140.90 117.37 PARALLEL STIFF. 0.31250 X 3.7500 55.0 STOCK PLATE 8.64 3.37 GIRT CLIP 0.18750 X 6.0000 55.0 STOCK PLATE 24.53 .8.42 PURLIN CLIP 0.18750 X 6.0000 55.0 STOCK PLATE 62.44 21.43 FLANGE BR. CLIP 0.18750 X 3.0000 55.0 STOCK PLATE 1.92 0.66 FLANGE BR. CLIP 0.25000 X 4.0000 •55.0 STOCK PLATE 11.35 4.42 PLATE, BAR, COIL SUBTOTALS 7613.69 3168.10 HOT -ROLLED ANGLE A1.25X1.25X1/8 50.0 STOCK ANGLE 1.42 0.74 SUBTOTALS 7615.11 3168.84 2 FLANGE BRACES FB -3900 COLDFRMD 55.0 STOCK BRACE 7.02 9.30 2 FLANGE BRACES FB -4212 COLDFRMD 55.0 STOCK BRACE 7.70 10.19 2 FLANGE BRACES FB -4804 MODERATE 50.0 STOCK BRACE 13.43 25.58 2 FLANGE BRACES FB -7404 LARGE 50.0 STOCK BRACE 37.99 48.33 1 FLANGE BRACES .•FB -6712 LARGE 50.0 STOCK BRACE 17.33 22.05 1 FLANGE BRACES FB -4908 MODERATE 50.0 STOCK BRACE 6.89 13.12 1 FLANGE BRACES FB -7504 LARGE 50.0 STOCK BRACE 19.25 24.49 2 FLANGE BRACES FB -7212 LARGE 50.0 STOCK BRACE 37.22 47.35 2 FLANGE BRACES FB -4700 COLDFRMD 55.0 STOCK BRACE 8.46 11.20 .4 FLANGE BRACES FB -4000 COLDFRMD 55.0 STOCK BRACE 14.40 19.07 4 FLANGE BRACES FB -4208 COLDFRMD 55.0 STOCK BRACE 15.30 20.26 4 FLANGE BRACES FB -4608 COLDFRMD 55.0 STOCK BRACE 16.74 22.17 2 FLANGE BRACES FB -5012 COLDFRMD 55.0 STOCK BRACE 9.14 12.10 2 FLANGE BRACES FB -7300 LARGE 50.0 STOCK BRACE 37.35 47.52 2 FLANGE BRACES FB -4704 COLDFRMD 55.0 STOCK BRACE 8.51 11.26 SUBTOTALS 7871.84 3512.83 16 JOINT BOLTS 1.000 X 3.25 A325 STOCK BOLT 23.36 45.93 14 JOINT BOLTS 0.750 X 2.00 A325 STOCK BOLT 8.18 14.87 20 BRACE-FLG. BOLTS 0.500 X 1.25 A325 STOCK BOLT 3.56 6.43 2 BRACE-FLG. BOLTS 0.500 X 1.75 A325 STOCK BOLT 0.41 0.74 33 BRACE -ZEE BOLTS 0.500 X 1.25 A325 STOCK BOLT 5.87 10.60 Metallic Building Systems User: kmcarter Page: F3- 25 R -Frame Design Program - Version V5.08 Job 15781A Frame Detail Report File: frames_1-7.fra Date: 11/12/15 cs 100./36./30. 20./110./0. Start Time: 16:53:28 MATERIAL REQUIRED FOR ONE FRAME (ALL BOLTS ARE WITH NUT) ******************************* NCI MATERIAL COST & STOCK STATUS LAST UPDATED: 01/28/10 0:00 AM MATERIAL TYPE MATERIAL YIELD STOCK•OR MATERIAL MATERIAL QTY. OR HOW MATL USED DESCRIPTION (KSI) WAREHOUSE WT.(LBS) COST ($) .11 BRACE -CLIP BOLTS 0.500 X 1.25 A325 STOCK BOLT 1.96 3.53 SUBTOTALS 7915.18 3594.93 8 ANCHOR RODS AB5 A307 BY OTHERS TOTALS 7915.18 3594.93 Metallic Building Systems User: kmcarter Page: F3- 26 R -Frame Design Program - Version V5.08 Job : 15781A Frame Detail Report File: frames_1-7.fra Date: 11/12/15 cs 100./36./30. 20./110./0. Start Time: 16:53:28• ------------------------------------------------------------------------------- SHIPPING BEAM REPORT ******************** BEAM BEAM LENGTH BEAM WT. QTY -BEAM QTY -BEAM NO. QTY. SHIPPING BEAM (FT) (LBS) WT. (LBS) MATL. COST ($) 1010101 1 LEFT EXT. COL. 1 36.0866 1856.82 1856.82 803.96 1020101 1 RIGHT`EXT. COL. 1 36.1005 1917.47 1917.47 830.75 1010201 1 LEFT RAFTER 1 45.3969 1923.98 1923.98 768.46 1020201 1 RIGHT RAFTER 1 45.2297 1916.84 1916.84 765.68, FRAME SUBTOTALS 7615.11 3168.85 FLANGE BRACES 256.73 343.97 ----------- SUBTOTALS --------------- 7871.84 3512.82 STRUCTURAL JOINT BOLTS AND NUTS 31.54 60.78 SUBTOTALS 7903.38 3573.60 BRACE, ZEE, EAVE STRUT TO FRAME BOLTS 11.86 21.27 TOTALS 7915.24 3594.87 NOTE: ANCHOR BOLTS OR ANCHOR RODS WITH NUTS AND WASHERS ARE FURNISHED BY OTHERS. Metallic Building Systems User: kmcarter • Page: F3- 27 R -Frame Design Program - Version V5.08 Job : 15781A Error Message Report File: frames_1-7.fra" Date: 11/12/15 cs 100./36./30. 20./110./0. Start .Time: 16:53:28 -------------------------------------------------------------------------------- WARNING - A PURLIN 10.2284 ft. from LEFT Sheet. Line is 1.5883 in. UP Slope from a Rafter Flange Splice (Frame ID = 3) WARNING- A PURLIN 10.2284 ft. from RIGHT Sheet Line is 1.5882 in. UP Slope from a Rafter Flange Splice (Frame ID = 3) WARNING - 1 different materials are required that are not normally stocked at the plant. The plant will have to make a special purchase from warehouse which will be at a higher cost per pound than material that is normally stocked. (Frame ID = 3) Metallic Building Systems User: kmcarter Page: F5- 1 R -Frame Design Program - Version V5.08 Job : 15781A Input Data Echo File: p5.fra Date: 11/12/15 pf 30./21. main building at plane SWA Start Time: 07:39:37 \\houna04\TS\Jobs\Active\Eng\15-B-15781\verOl-kmcarter\Bldg-A\ --------------------------------------------7----------------------------------- VERSION V5.08 BRAND METALLIC DESCRIPTION pf 30./21. main building at plane SWA FRAME_ID 5 PRINT echo code reactions base connection deflection profile seismic detail \ flg_brace summary stiffeners OPTIMIZATION none *PLANT atw *JOB 15781A ANALYZE all *DATASET members brace combinations wind array connection base LOCATION bays 4 -(Gridline -A) NUMBER FRAMES 1 *PRICE complete TYPE pf p cs 60. 60. WIDTH 30. EAVE 21. GIRT DEPTH 0. 4.25 *PURLIN DEPTH 0. 6.75 GIRT FLANGE 2.5 *PURLIN FLANGE 2.5 CODE LABEL 2013 CALIFORNIA BUILDING CODE IB12 U=Normal WIND CODE AS10 SEISMIC CODE AS10 SEISMIC LOAD S1=26: SS=59.7 TL=16. %CR=NORM %SR=NORM RHOT=1.3 R=3.25 \ TOF=2.5 Cd=3. Ct=0.028 SOIL PROFILE D SECOND ORDER FOA ROOF TRIBUTARY TR= 0. WALL TRIBUTARY TR= 0. S=O. E=0. DESIGN ASD10 STIFFNESS CHECK NONE BOLT TIGHTENING Fully DEFLECTION WALL L=60. S=60. W=60. E=40. C=100. G=60. TE=40. SYMKNEE CONNECTION SPLICE GUSSETS NA FLANGE BRACE ATTACHMENT LC=O RA=O RC=O GIRT BRACE PURLIN BRACE LEFT COLUMN BASE W=8. T=0.625 L=25. N=2 D=1. 24. 0. 10. 8. 0.5 0.185 .8. 0.5 0. 24. 0. 8. 0.625 0.625 8. 0.625 LEFT RAFTER CONNECTION 0=4E I=4E W=12. T=1. D=1. 30. 0. 0. 10. 0.375 0.25 10. 0.375 0., 0. 10. 10. 0.375 0.25 10. 0.375 0. 30. 7.6458 10. 0.375 0.25 10. 0.375 CONNECTION 0=4E I=4E W=12. T=1. D=1. SYMMETRICAL ALL WIND LOAD 0.000 0.000 0.0000 0.0000 0.0000 0.0000 0.000 Left WIND LOAD 0.000 0.000 0.0000 0.0000 0.0000 0.0000 0.000 Left WIND LOAD WL1D 0.000 0:0000 0.0000 0.0000 0.0000 0.000 Left WIND LOAD WL2D 0.000 0.0000 0.0000 0.0000 0.0000 0.000 Left LOAD COMBINATIONS 1)1. DL *DEFL 60. 0. *PDELTA L 2)1. DL *DEFL 60. 0. *PDELTA R 3)1.07368 DL 0.91 EQ *DEFL 40. 0. *PDELTA L 4)1.07368 DL 0.91 EQ *DEFL 40. 0. *PDELTA R 5)1.07368 DL 70.91 EQ *DEFL 40. 0. *PDELTA L 6)1.07368 DL -0.91 EQ *DEFL 40. 0. *PDELTA R 7)0.52632 DL 0.91 EQ , *DEFL 40. 0. *PDELTA L 8)0.52632 DL 0.91 EQ *DEFL 40. 0. *PDELTA R 9)0.52632 DL -0.91 EQ *DEFL 40. 0. *PDELTA L 10)0.52632 DL -0.91 EQ *DEFL 40. 0. *PDELTA R 11)0.79474 DL 2.5 EQ *TYPE R *APP C *PDELTA L 12)0.79474 DL 2.5 EQ *TYPE R *APP C *PDELTA R 13)0.79474 DL -2.5 EQ *TYPE R *APP C *PDELTA L 14)0.79474 DL -2.5 EQ *TYPE R *APP C *PDELTA R 15)1.30526 DL 2.5 EQ *TYPE R *APP C *PDELTA L 16)1.30526 DL 2.5 EQ *TYPE R *APP C *PDELTA R 17)1.30526 DL -2.5 EQ *TYPE R *APP C *PDELTA L 18)1.30526 DL -2.5 EQ *TYPE R *APP C *PDELTA R 19)0.79474 DL 2.5 EQ *TYPE R *APP B *PDELTA L 20)0.79474 DL 2.5 'EQ *TYPE R *APP B *PDELTA R 21)0.79474 DL -2.5 EQ *TYPE R'*APP B *PDELTA L 22)0.79474 DL -2.5 EQ *TYPE R *APP B *PDELTA R' 23)1.30526 DL 2.5 EQ *TYPE R *APP B *PDELTA L 24)1.30526 DL 2.5 EQ *TYPE R *APP B *PDELTA R 25)1.30526 DL -2.5 EQ *TYPE R *APP B *PDELTA L 26)1.30526 DL -2'.5 EQ *TYPE R *APP B *PDELTA R 27)0.79474 DL 3.25 EQ *TYPE R *APP K *PDELTA L 28)0.79474 DL 3.25 EQ *TYPE R *APP K *PDELTA R 29)0.79474 DL -3.25 EQ *TYPE.R *APP K *PDELTA L 30)0.79474 DL -3.25 EQ *TYPE R *APP K *PDELTA R 31)1.30526 DL 3.25.EQ *TYPE R *APP K *PDELTA L 32)1.30526 DL 3.25 EQ *TYPE R *APP K *PDELTA R 33)1.30526 DL -3.25 EQ *TYPE R *APP K *PDELTA L 34)1.30526 DL -3.25 EQ *TYPE R *APP K *PDELTA R 35)1. DL 0.6 WL1 *PDELTA L 36)1. DL 0.6 WL1 *PDELTA R 37)1. DL 0.6 WL2 *PDELTA L 38)1. DL 0.6 WL2 *PDELTA R 39)0.6 DL 0.6 WL1 *PDELTA L 40)0.6 DL 0.6 WL1 *PDELTA R 41)0.6 DL 0.6 WL2 *PDELTA L 42)0.6 DL 0.6 WL2 *PDELTA R 43)1. WL1D *DEFL 60. 0. *TYPE D 44)1. WL2D *DEFL 60. 0. *TYPE D 45)1.30526 DL 1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0 46)1.30526 DL -1. EQ ' *DEFL 40. 0. *TYPE D *EQCD 3.0 47)0.79474 DL 1. EQ *DEFL 40: 0. *TYPE,D *EQCD 3.0 48)0.79474 DL -1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0 LOADS LC WL1 GLOB X C 20.438000 18.510000 0.000000 \ #USER INPUT LOAD RC WL2 GLOB X C #USER INPUT LOAD LC WL1D GLOB X C #USER INPUT LOAD RC WL2D GLOB X C #USER INPUT LOAD LC EQ GLOB X C #USER INPUT LOAD END 20.438000 -18.510000 0.000000 \ 20.438000 7.930000 0.000000 \ 20..438000 -7.930000 0.000000 \ 20.438000 25.804001 0.000000 \ Metallic Building Systems User: kmcarter Page: F5- 2 R -Frame Design Program - Version V5.08 Job : 15781A Code Summary Report File: p5.fra Date: 11/12/15 pf 30./21. main building at plane SWA Start Time: 07:39:37 -------------------------------------------------------------------------------- Building : Frame Number :5 Location: bays 4 -(Gridline A) No. of Frames: 1 2013 CALIFORNIA Main Code Requirements Per International Building Code 2012 Edition Supporting Design Manual(s): 2010 AISC Specification for Structural Steel Buildings,Allowable Strength Design 2005 AISC Seismic Provisions for Structural Steel Buildings Frame Data Eave height Left & Right (feet) ......................•............... . 21.000 Horizontal width from left to right steel line (feet) ............... 30.000 Horizontal distance to ridge from left side (feet)................... 30.000 Roof Slope Left ,& Right (rise:12).................................... 0.000 Column Slope Left & Right(lat:12)................................... 0.000 Purlin depth left & right side (inches) ............................. 0.000 Frame Rafter Inset left & right side (inches) ....................... 6.750 Girt depth left & right side (inches) ............................... 0.000 Frame Column Inset left & right side (inches) ....................... 4.250 Tributary Width left & right side (feet ):.....,...................... 0.000 ...............from Height 0.00 to Height 0.00 Tributary Width roof (feet) .......................................... 0.000 Tension Flange Bolt Hole Reduction........... ........................ Yes Tension Field Action at Knee ........................................ Yes Second order analysis method ........................................ C2.2b Frame Design Loads ------------------ Ground Snow Load Entered [Pg](psf)................................. 0.000 Snow Exposure Factor [Ce] ....................................:..... 1.000 Snow Importance Factor [I] -- Standard Use.Category................. 1.000 Snow Thermal•Factor Used [Ct]Heated Building ............ I............. 1.000 Slippery & Unobstructed Roof Surface.' ..............:................ Yes Roof Snow Load [Pf = I*Pg](psf)..................................... 0.000 Snow Slope Factor[Cs].................................1.000 Sloped Roof Snow Load Used [Ps = Cs*Pf] (psf)......................... 0.000 UNBALANCED SNOW LOADING(s) -------------------------- No Unbalanced Roof Snow Loadings. Metallic Building Systems User: kmcarter Page: F5- 3 R -Frame Design Program - Version V5.08 Job : 15781A Wind Summary Report File: p5.fra Date: 11/12/15 pf 30./21. main building at plane SWA Start Time: 07:39:37 -------------------------------------------------------------------------------- 2013 CALIFORNIA Main Windforce-resisting system Per ASCE 7 Standard 2010 Edition Eave height Left & Right (feet) ..... ................................. 21.000 wind Elevation on left column (feet) ................................ 21.000 Wind Elevation on right column (feet) ............................... 21.000 Total frame width (feet) ...:.:...................................... 30.000 Number of primary wind loadings .................................:.. 4 Metallic Building Systems User: kmcarter Page: F5- 4 •R -Frame Design Program - Version V5.08 Job : 15781A Continue Wind Summary Report File: p5.fra Date: 11/12/15 pf 30./21. main building at plane SWA Start Time: 07:39:37 -------------------------------------------------------------------------------- 2013 CALIFORNIA Main Windforce-resisting system Per ASCE 7 Standard 2010 Edition *** PRIMARY WIND COEFFICIENTS FOR MAIN FRAME *** -------------------------------------------------------------------------------- Wind Load 0.000 Wind from left direction ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) 0.000 0.000( 0.0%) 0.000(100.0%) 0.000 Wind Load 0.000 Wind from left direction ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) 0.000 0•.000( 0.0%)- 0.000(100.0%) 0.000 --------------------------------------------------------------------------------- ' Notes 1. Wind coefficients applied to the roof may be located as a percentage of the total frame width (xx.x%). If not shown the coefficients are applied fully to their respective rafter. Metallic Building Systems User: kmcarter Page: F5- 5 R -Frame Design Program - Version V5.08 Job : 15781A Load Combinations Report File: p5.fra Date: 11/12/15 pf 30./21. main building at plane SWA Start Time: 07:39:37 -------------------------------------------------------------------------------- Load Combination : ------------------ 1) DL (SOA -L) 2) DL (SOA -R) 3) 1.0737DL +0.91EQ (SOA -L) 4) 1.0737DL +0.91EQ (SOA -R) 5) 1.0737DL-0.91EQ (SOA -L) 6) 1.0737DL-0.91EQ (SOA -R) 7)'0.5263DL +0.91EQ (SOA -L) 8) 0.5263DL +0.91EQ (SOA -R) 9) 0.5263DL-0.91EQ (SOA -L) 10) 0.5263DL-0.91EQ -(SOA-R) 11) 0.7947DL +2.5EQ (SOA -L) 12) 0.7947DL +2.5EQ (SOA -R) 13) 0.7947DL -2.5EQ (SOA -L) 14) 0.7947DL -2.5EQ (SOA -R) 15) 1.3053DL +2.5EQ (SOA -L) 16) 1.3053DL +2.5EQ (SOA -R) 17). 1.3053DL -2.5EQ (SOA -L) 18) 1.3053DL -2.5EQ (SOA -R) 19) 0.7947DL +2.5EQ (SOA -L) 20) 0.7947DL +2.5EQ (SOA -R) 21) 0.7947DL -2.5EQ (SOA -L) 22) 0.7947DL -2.5EQ (SOA -R) 23) 1.3053DL +2.5EQ (SOA -L) 24) 1.3053DL +2.5EQ (SOA -R) 25) 1.3053DL -2.5EQ (SOA -L)' 26) 1.3053DL -2.5EQ (SOA -R) 27) 0.7947DL +3.25EQ (SOA -L) 28) 0.7947DL +3.25EQ (SOA -R)' 29) 0.7947DL-3:25EQ (SOA -L) 30) 0.7947DL-3.25EQ (SOA -R) 31) 1.3053DL +3.25EQ (SOA -L) 32) 1.3053DL +3.25EQ (SOA -R) 33) 1.3053DL-3.25EQ (SOA -L) 34) 1.3053DL-3-25EQ (SOA -R) 35) DL +0.6WL1 (SOA -L) 36) DL +0.6WL1 (SOA -R) 37) DL +0.6WL2 (SOA -L) 38) DL +0.6WL2 (SOA -R) 39) 0.6DL +0.6WL1 (SOA -L) 40) 0.6DL +0.6WL1 (SOA -R) '41) 0.6DL +0.6WL2 (SOA -L) 42) 0.6DL +0.6WL2 (SOA -R) 43) WL1D 44) WL2D 45) 1.3053DL +EQ 46) 1.3053DL -EQ 47) 0.7947DL +EQ 48) 0.7947DL -EQ N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N C R P N C R P N C R P N C R P N C R P N C R P N C R P N C R P N B R P N B R P N B R P N B.R P N B R'P N B R P N B R P N B R P N K R P N K R P N K R P N K R P N K R P N K R P N K R P N K R P N A P N A P N A P N A P N A P N A P N A P N A P D D D E D E D E D E Metallic Building Systems User: kmcarter Page: F5- 6 R -Frame Design Program - Version V5.08 Job : 15781A Continue Load Comb Report File: p5.fra Date: 11/12/15 pf 30./21. main building at plane SWA Start Time: 07:39:37 ------------------------------------------------ ------------------------------- Where DL = Roof Dead Load EQ = Lateral Seismic Load [parallel to plane of frame] WL1 = Lateral Primary Wind Load WL2 = Lateral Primary Wind Load WL1D = Lateral Primary Wind Load at,Service Level WL2D = Lateral, Primary Wind Load at Service Level Combination Descriptions N= No 1/3 Increase in Allowable for Combination B= Base Only Combination K= Knee Connection Only Combination A= Allowable Strength Design Combination - ASD10 C= Column Only Combination for Seismic D= Deflection Only Combination P= Second Order Analysis Combination - SOA R= Load and Resistance Factor Design Combination - LRFD E= Cd is applied and Ie is omitted from frame drift calculations 13 I Metallic Building Systems User: kmcarter Page: F5- 7 R-Frame Design Program - Version V5.08 Job : 15781A User Load Report File: p5.fra Date: 11/12/15 pf 30./21. main building -------------------------------------------------------------------------------- at plane SWA Start Time: 07:39:37 * USER INPUT LOADS ------------------- LOAD MEM NAME SYS DIR TYP DISTANCE INTENSITY LENGTH NO. START END 1 LC WL1 GLOB X C 20.438 18.5100 0.0000 0.000 2 RC WL2 GLOB X C 20.438 -18.5100 0.0000 0.000 3 LC WL1D GLOB X C 20.438 7.9300 0.0000 0.000 4 RC WL2D GLOB X C 20.438 -7.9300 0.0000 0.000 5 LC EQ GLOB X C 20.438 25.8040 0.0000 0.000 13 I Metallic Building Systems User: kmcarter Page: F5- 8 R -Frame Design Program - Version'V5.08 Job : 15781A Seismic Summary Report Fide: p5.fra Date: 11/12/15 pf .30./21. main building at plane SWA Start Time: 07:39:37 -------------------------------------------------------------------------------- 2013 CALIFORNIA Main Seismic Force Resisting System Per ASCE 7 Standard 2010 Edition Standard Risk Category Building for Seismic Loadings Seismic Loads Required for Building ................................ Yes Response Acceleration Coeff,., for Short Periods [Ss] (%g) .......... 59.7000 Response Acceleration Coeff., for 1 sec. Periods [S1] (%g) ......... 26.0000 Long -period Transition Period Time [TL] (seconds) .................. 16.0000 Seismic Performance Category ....................................... D Soil Profile Type ................................................... D Seismic Site Coefficient [Fa] ....................................... 1.3224 Seismic Site Coefficient [Fv]....................................... 1.8800 Maximum Spectral Response Accel., for Short Periods [Sms] (g) ...... 0.7895 Maximum Spectral Response Accel., for 1 sec. Periods [Snni] (g) .... 0.4888 Design Spectral Response Accel., for Short Periods [Sds] (g) ....... 0.5263 Design Spectral Response Accel., for 1 sec.'Periods [Shc] (g) .... 0.3259 Seismic Response Modification Factor [R] ........................... 3.2500 Seismic Importance Factor [I] ...................................... 1.0000 Storage/Equipment Areas and/or Service Rooms Exist ................. No Seismic Story*Height [hn] (feet) .................................... .21.0000 Seismic Fundamental Period [T] Used (seconds) ...................... 0.3198 Seismic Overstrength Factor [OMEGAo] ............................... 2.5000 Longitudinal Seismic Redundancy/Reliability Factor [L -rho] ......... 1.3000 Seismic Redundancy/Reliability Factor [rho] ........................ 1.3000 Snow in Seismic Force Calculations [Used] M ...................... 0.00 Snow in Seismic Force Calculations [Min. Required] (%) ............. 0.00 Snow in Seismic Load Combinations [Used] (%) ................... 0.00. Snow in Seismic Load Combinations [Min. Required] (%) .............. 0.00 Mezz. Live loadinSeismic Force Calculations [Used] (%) ........... 0.00 Mezz. Live.load in Seismic Force Calculations [Min. Required] (%) .. 0.00 Mezz. Live load in Seismic Load Combinations [Used] (%) ............ 100.00' Mezz.. Live load in.Seismic Load Combinations [Min. Required] (%) ... 100.00 Building Height Limit (feet) ......................................... 65.0000 Seismic Story Drift Limit Factor ............. ....................... 0.0250 Seismic Story Drift Limit (in) ..................................... 6.3000 Seismic Deflection Amplification Factor [Cd] ........................ 3.0000 Seismic Response Coefficient [Cs] Used ....................... :..... 0.1619 Roof Dead Load = 4.172 Wall Weight = 0.000 Collateral Load = 0.000 Snow Load = 0.000 Rafter Crane Weight = 0.000 ------------------------------------- Total Roof Weight = 4.172 kips Total Roof Weight = 4.172 Mezzanine Weight = 0.000 Col. Crane Weight = 0.000 ----------------------- TOTAL Bldg Weight = - ------------- 4.172 kips X X Seismic Coeff. = 0.1619 BASE SHEAR = 0.6756 kips Seismic Load for Roof at col # 1 = 0.3378 kips Seismic Load for Roof at col # 2 = 0.3378 kips --------------------------------------------------- SEISMIC LOAD for Roof in TOTAL = 0.6756 kips * SEISMIC GENERAL LOAD CARDS GENERATED LOAD MEM NAME SYS DIR TYP DISTANCE INTENSITY LENGTH NO. START END 16 LC EQ YREF X C 19.156 0.3378 N/A 0.000 17 RC EQ YREF X C 19.156 0.3378 N/A 0.000 I I 1 J Metallic Building Systems User: kmcarter Page: F5- 9 R -Frame Design Program - Version V5.08 Job : 15781A Forces and Allowable Stresses Summary File: p5.fra Date: 11/12/15 pf 30./21. main building at plane SWA Start Time: 07:39:37 -------------------------------------------------------------------------------- Left Column Analysis Length = 19.16 ft Kx = 1.00 Weight = 1202. lbs Effective Ix = 2067.3 in4 Part Length Web Height at Outer Flange Web Inner Flange Taper Fy No. (ft) Start(in) End(in) (in) Thick (in) Angle (ksi) 1 10.00 24.000 24.000 8.00x 0.5000 0.1850 8.00x 0.5000 0.00 55.0 2 7.88 24.000 24.000 8.00x 0.6250 0.6250 8.00x 0.6250 0.00 50.0 -------------------------------------------------------------------------------- Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks -------- No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load (kip) (k -ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb ----------------- -------------------------------------------------------------- 107 -19.7 -118.6 -11.9 8.6 33.0 23.0 4.7 0.55 0.47 0.64 0.64 5 206 -19.2 -212.0 -11.9 5.4 36.0 22.5 18.0 0.04 0.47 0.71 0.71 5 -------------------------------------------------------------------------------- Left Rafter Analysis Length = 27.19 ft Kx = 1.00 Weight = 1388. lbs Effective Ix = 2292.7 in4 Part Length Web Height at Outer Flange Web Inner Flange Taper Fy No. (ft) Start(in) End(in) (in) Thick (in) Angle (ksi) 3 7.44 30.000 30.000 10.00x 0.3750 0.2500 10.00x 0.3750 0.00 55.0 4 10.00 30.000 30.000 10.00x 0.3750 0.2500 10.00x 0.3750 0.00 55.0 5 7.65 30.000 30.000 10.00x 0.3750 0.2500 10.00x 0.3750 0.00 55.0 -------------------------------------------------------------------------------- Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks -------- No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load (kip) (k -ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb -------------------------------------------------------------------------------- 301 -12.2 234.3 -17.7 5.1 21.4 37.6 5.5 0.42 0.97 0.58 0.97 4 401 -12.2 101.2 -18.1 5.1 21.4 37.6 5.5 0.43. 0.46 0.30 0.46 4 506 -12.2 -226.0 -19.0 5.1 37.6 24.5 5.5 0.45 0.57 0.82 0.82 4 -------------------------------------------------------------------------------- Right Column Analysis Length = 19.16 ft Kx = 1.00 Weight = 1202. lbs Effective Ix = 2067.3 in4 Part Length Web Height at Outer Flange Web Inner Flange Taper Fy No. (ft) Start(in) End(in) (in) Thick (in) Angle (ksi) 6 10.00 24.000 24.000 8.00x 0.5000 0.1850 8.00x 0.5000 0.00 55.0 7 7.88 24.000 24.000 8.00x 0.6250 0.6250 8.00x 0.6250 0.00 50.0 -------------------------------------------------------------------------------- Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks ------ -- No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load (kip) (k -ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb -------------------------------------------------------------------------------- 607 -19.7 -128.5 -12.8 8.6 33.0 23.0 4.7 0.59 0.51 0.69 0.69 4 706 -19.2 -229.6 -12.8 5.4 36.0 22.5 18.0 0.05 0.50 0.76 0.76 4 TOTAL MEMBER WEIGHT = 3793. lbs Metallic Building Systems User: kmcarter Page: F5- 10 R -Frame Design Program - Version V5:08 Job : 15781A Reactions Report File: p5.fra Date: 11/12/15 pf 30./21. main building at plane SWA Start Time: 07:39:37 -------------------------------------------------------------------------------- General Reaction Notes --------------------- 1. Vertical column reactions are positive in the upward direction. 2. Transverse horizontal column reactions are positive to the right on all columns. 3. Longitudinal horizontal reactions are perpendicular to the transverse horizontal reactions, and the positive direction is inward to the page. 4. Fixed base moments are positive in the counter -clockwise direction on all columns. 5. Reactions for a particular load combination may be obtained by summing-up individual load reactions that have been multiplied by their load factors. 6. Forces on the foundations will act in the opposite direction to the direction of the column reactions. 7. These reactions are from loads determined from the applicable code for ASD design. Seismic loads are limit state and include magnification factors when so required by the seismic provisions of the applicable code for ASD design. It is the responsibility of the foundation designer to apply the load factors and load combinations appropriate for the concrete foundation design. Reactions for Load Combinations ------------------------------- Vertical Horizontal Longi - Load Reaction Reaction tudinal. Moment Comb. Member (Kips) (Kips) (Kips) -------- (Kip -Ft) ------ ----- 1 ------ Left Column -------- 1.903 -------- 0.113 0.000 0.000 Right Column 1.890 -0.103 0.000 0.000 2 Left Column 1.890 0.103 0.000 0.000 Right Column 1.903 -0.113 0.000 0.000 3 Left Column -15.783 -11.250 0.000 0.000 Right Column 19.855 -12.469 0.000 0.000 4 Left Column -16.315 -11.627 0.000 0.000 Right Column 20.387 -12.847 0.000 0.000 5. Left Column 20.389 11.861 0.000 0.000 Right Column -16.317 12.616 0.000 0.000 6 Left Column 19.854 11.480 0.000 0.000 Right Column -15.781 12.236 0.000 0.000 7 Left Column -16.827 711.313 0.000 0.000 Right Column 18.823 -12.413 0.000 .0.000 8 Left Column -17.348 -11.682' 0.000 0.000 Right Column 19.344 -12.784 0.000 0.000 9 Left Column 19.346 11.798 0.000 0.000 Right Column -17.350 12.671 0.000 0.000. Metallic Building Systems User: kmcarter Page: FS- 11 R -Frame Design Program - Version V5.08 Job : 15781A Reactions Report File: p5.fra Date: 11/12/15 pf 30./21. main building at plane SWA Start Time: 07:39:37 Reactions for Load Combinations ------------------------------- Vertical Horizontal Longi - Load Reaction Reaction tudinal Moment Comb. Member (Kips) (Kips) (Kips) (Kip -Ft) ----- 10 ------ Left Column -------- 18.821 -------- 11.425 -------- 0.000 ------ 0.000 Right Column -16.825 12.299 0.000 0.000 11 Left Column -46.228 -30.277 0.000 0.000 Right Column 49.242 -33.155 0.000 0.000 12 Left Column -50.128 -33.038 0.000 0.000 Right Column 53.142 -35.928 0.000 0.000 13 Left Column 53.155 33.225 0.000 0.000 Right Column -50.141 35.760 0.000 0.000 14 Left Column 49.229 30.434 0.0.00 0.000 Right Column -46.215 32.980 0.000 0.000 15 Left Column -45.246 -30.212 0.000 0.000 Right Column 50.197 -33.201 0.000 0.000 16 Left Column -49.173 -32.993 0.000 0.000 Right Column 54.124 -35.993 0.000 0.000 17 Left Column 54.137 33.290 0.000 0.000 Right Column -49.186 35:715 0.000 0.000 18 Left Column 50.183 30.479 0.000 0.000 Right Column -45.233 32.915 0.000 0.000 19 Left Column -46.228 -30.277 0.000 0.000 Right Column 49.242 -33.155 0.000 0.000 20 Left Column -50.128 -33.038 0.000 0.000 Right Column 53.142 -35.928 0.000 0.000 21 Left Column 53.155 33.225 0.000 0.000 Right Column -50.141 35.760 0.000 0.000 22 Left Column 49.229 30.434 0.000 0.000 Right Column -46.215 32.980 0.000 0.000 23 Left Column -45.246 -30.212 0.000 0.000 Right Column 50.197 -33.201 0.000 0.000 24 Left Column -49.173 -32.993 0.000 0.000 Right Column 54.124 -35.993 0.000 0.000 25 Left Column 54.137 33.290 0.000 0.000 Right Column -49.186 35.715 0.000 0.000 Metallic Building Systems User: kmcarter Page: F5- 12 R -Frame Design Program - Version V5.08 Job : 15781A Reactions Report File: p5.fra Date: 11/12/15 pf 30./21. main building at plane SWA Start Time: 07:39:37 Reactions for Load Combinations ------------------------------- Vertical Horizontal Longi - Load Reaction Reaction tudinal Moment Comb. Member (Kips) (Kips) (Kips) (Kip -Ft) ----- 26 ------ Left Column -------- 50.183 -------- 30.479 -------- 0.000 ------ 0.000 Right Column -45.233 32.915 0.000 0.000 27 Left Column -59.797 -38.853 0.000 0.000 Right Column 62.811 -42.541 0.000 0.000 28 Left Column -66.370 -43.508 0.000 0.000 Right Column 69.384 -47.215 0.000 0.000 29 Left Column 69.406 43.705 0.000 0.000 Right Column -66.392 47.050 0.000 0.000 30 Left Column 62.789 39.000 0.000 0.000 Right Column -59.775 42.363 0.000 0.000 31 Left Column -58.811 -38.785 0.000 0.000 Right Column 63.761 -42.584 0.000. 0.000 32 Left Column -65.420 -43.466 0.000 0.000 Right Column 70.370 -47.283 0.000 0.000 33 Left Column 70.392 43.773 0.000 0.000 Right Column -65.442 47.008 0.000 0.000 34 Left Column 63.739 39.042 0.000 0.000 Right Column -58.789 42.295 0.000 0.000 35 Left Column -6.394 -5.170 0.000 0.000 Right Column 10.186 -5.853 0.000 0.000 36 Left Column -6.511 -5.253 0.000 0.000 Right Column 10.304 -5.936 0.000 0.000 37 Left Column 10.304 5.936 0.000 0.000 Right Column -6.511 5.253 0.000 0.000 38 Left Column 10.186 5.853 0.000 0.000 Right Column -6.394 5.170 0.000 0.000 39 Left Column -7.154 -5.214 0:000 0.000 Right Column 9.430 -5.811 0.000 0.000 40 Left Column -7.268 -5.295 0.000 0.000 Right Column 9.544 -5.892 0.000 0.000 41 Left Column 9.544 5.892 0.000 0.000 Right Column -7.268 5.295 0.000 0.000 Metallic Building Systems User: kmcarter Page: F5- 13 R -Frame Design Program - Version V5.08 Job : 15781A Reactions Report File: p5.fra Date: 11/12/15 pf 30./21. main building ---------------------------- at plane ---------------- SWA ------------------------------------ Start Time: 07:39:37 Reactions for Load Combinations ----------------------------- Vertical Horizontal Longi - Load Reaction Reaction tudinal Moment Comb. Member (Kips) (Kips) (Kips) (Kip -Ft) ------ ----- ------ 42 Left Column -------- 9.430 -------- 5.811 -------- 0.000 0.000 Right Column -7.154 5.214 0.000 0.000 43 Left Column -5.961 -3.798 0.000 0.000 Right Column 5.961 -4.132 0.000 0.000 44 Left Column 5.961 4.132 0.000 0.000 Right Column -5.961 3.798 0.000 0.000 45 Left Column -17.399 -12.556 0.000 0.000 Right Column 22.349 -13.923 0.000 0.000 46 Left Column 22.349 12.838 0.000 0.000 Right Column -17.399 13.641 0.000 0.000 47 Left Column -18.367 -12.611 0.000 0.000 Right Column 21.381 -13.868 0.000 0.000 48 Left Column 21.381 12.783 0.000 0.000 Right Column -18.367 13.696 0.000 0.000 Metallic Building Systems User: kmcarter Page: F5- 14 R -Frame Design Program - Version V5.08 Job : 15781A Anchor Rod and Base Plate Design . File: p5.fra Date: 11/12/15 pf 30./21. main building at plane SWA Start Time: 07:39:37 ------------------------------------------------------------------------------ BOTH EXTERIOR COLUMNS ANCHOR RODS AND BASE PLATE DESIGN ------------------------------------------------------- ------------------------------------------------------- Anchor Rod & Base Plate Design Sizes >> --------------------------------------- Use ( 4)- 1.000 in. Dia. A36 Anchor Rods Rod Gage : 4.000 in. Rod Spacing (in.): 4.0000, 1 @ 4.0000, 17.0000 Plate Size :, 8.0000x 25.0000x 0.6250 in. (WidthxDepthxThickness) Controlling Reactions for Anchor Rod Design >> ----------------------------------------------- Shear Tension Allowable Load Check Loading Type (kips) (kips) (kips) No. Ratio ----------------------------------------------------------------- Rod Tension 0.000 50.141 102.495 21 0.49 Rod Shear 35.993 0.000 61.497 24 0.59 Shear & Tension 35.760 50.141 73.643 21 0.68 Standard Base Plate Welding >> (Using E70 Electrodes) ------------------------------ Fillet "Weld Weld Weld Design Weld Weld Size Length Capacity Force Load Check Location (in.) (in.) (kips) (kips) No. Ratio ------------------------------------------------------------------ Inner Flg 0.31250 8.000 55.685 16.122 .21 . 0.29 Outer Flg 0.31250 8.000 55.685 16.122 21 0.29 Web Plate 0.18750 24.000 100.232 39.988 21 0.40 Metallic Building Systems User: kmcarter Page: F5- 15 R -Frame Design Program - Version V5.08 Job : 15781A Connection Report File: p5.fra Date: 11/12/15 pf 30./21. main building at plane SWA Start Time: 07:39:37 ---------------------------------- --------------------------------------------- Vertical Knee Connection @ Both Sides -------------------------------------------------------------------------------- BOLTS A325 H.S. - Fully Tightened (O.S.) 4 rows Extended - 1 in. Dia. - Standard (2 bolts per row) (I.S.) 4 rows Extended - 1 in. Dia. - Standard (2 bolts per row) Left Side of Conn Data: ----------------------- P1ate: 12.00 x 1.0000 in. Fy(Min) 50.0 ksi Fu 65.0 ksi Flanges: O.S. - 8.00 x 0.5000 in. I.S. - 8.12 x 0.3750 in. Web Depth - 30.000 in. Web Thickness 0.625 in. Gage - 3.500 in. Center of Bolt to Flange: Pf top (out) - 2.250 in. BFCD top (out) - 2.250 in. Rise top (out) - 0.000 in. XTO top (out) - 2.250 in. Pf top (ins) - 2.250 in. BFCD top (ins) - 2.250 in. Rise top (ins) - 0.000 in. XTI top (ins) - 2.250 in. Pf bot (out) - 2.250 in. BFCD bot (out) - 2.250 in. Rise bot (out) - 0.000 in. XBO bot (out) - 2.250 in. Pf bot (ins) - 2.375 in. BFCD bot (ins) - 2.250 in. Rise bot (ins) - 0.000 in. XBI bot (ins) - 2.375 in. Bolt Spacing - 3.500 in. Controlling Mode Thick Plate Angle top - 90.0 degrees Angle bot - 90.0 degrees Controlling Load Combinations: ----------------------------- 33) 1.3053DL-3.25EQ (SOA -L) 29) 0.7947DL-3.25EQ (SOA -L) Connection Design Summary: Bolt Unity Check (O.S.) = 1 Bolt Unity Check (I.S.) = 0 Right Side of Conn Data: ------------------------ Plate: 12.00 x 1.0000 in. Fy(Min) 50.0 ksi Fu 65.0 ksi Flanges: O.S. - 10.00 x 0.3750 in. I.S. - 10.00 x 0.3750 in. Web Depth - 30.000 in. Web Thickness 0.250 in. Gage - 3.500 in. Center of Bolt to Flange: Pf top (out) - 2.375 in. BFCD top (out) - 2.250 in. Rise top (out) - 0.000 in. XTO top (out) - 2.250 in. Pf top.(ins) - 2.250 in. BFCD top (ins) - 2.250 in. Rise top (ins) - 0.000 in. XTI top (ins) - 2.250 in. Pf bot (out) - 2.250 in. BFCD bot (out) - 2.250 in. Rise bot (out) - 0.000 in. XBO bot (out) - 2.250 in. Pf bot (ins) - 2.375 in. BFCD bot (ins) - 2.250 in. Rise bot (ins) - 0.000 in. XBI bot (ins) - 2.375 in. Bolt Spacing - 3.500 in. Controlling Mode Thick Plate Angle top - 90.0 degrees Angle bot - 90.0 degrees Left Side Frame - Right Side Frame Moments Axial Shear Moments Axial Shear (k -ft) (kips) (kips) (k -ft) (kips) (kips) ------------------------------------------------- -873.64 45.91 68.75 829.95 45.91 67.08 -872.72 45.95 68.41 830.42 45.95 67.39 0002 Plate Unity Check (O.S.) = 0.7217 9518 Plate Unity Check (I.S.) = 0.6823 Metallic Building Systems User: kmcarter Page: F5- 16 R -Frame Design Program - Version V5.08 Job : 15781A Knee and Stiffener Report File: p5.fra Date: 11/12/15 pf 30./21. main building at plane SWA Start Time: 07:39:37 -------------------------------------------------------------------------------- Left and Right Knee Design Knee Web Thickness Use 0.6250 in. Thick Web Bearing Stiffener Type Horizontal Bearing Stiffener at Knee 3.7500 X 0.3750 in. Column Cap Plate 8.0000 X 0.5000 in. Knee Panel Weld Sizes Required (Due to Weld Shear) Min. Fillet Welds, around the Knee Web Panel are: Column Cap Plate: 0.0000 in. x 24.000 in. GMAW on BOTH Sides **ENG.DSN. Horizontal Stiffener: 0.3125 in. x 24.000 in. GMAW on NEAR Side (STD. WELD) Horizontal Stiffener: 0.3125 in. x 3.000 in. GMAW on FAR Side (STD. WELD) Column Outer Flange: 0.2500 in. x 30.000 in. SAW on NEAR Side (STD. WELD) Column Outer Flange: 0.2500 in. x 30.000 in. GMAW on FAR Side ,(STD. WELD) Column Connection P1.: 0.3125 in. x' 30.000 in. GMAW on BOTH Sides (STD. WELD) Knee Stiffener to Connection Plate Weld Use 3.750 in. Long Complete -Joint -Penetration Groove GMAW Weld **NON -STD. (STD. WELD)- Company Standard Weld was Designed and Checked as OK. **NON -STD. - Non -Standard Weld is Required (Non -Std. Size, Length or Location). **ENG.DSN. - Unable to Design this Weld, must be Designed by Engineering. Metallic Building Systems User: kmcarter Page: F5- 17 R-Frame Design Program - Version V5.08 Job : 15781A Flange Brace Report File: p5.fra Date: 11/12/15 pf 30./21. main building at plane SWA* Start Time: 07:39:37 -------------------------------------------------------------------------------- GIRT SPACES - VERTICAL MEASUREMENTS LEFT COLUMN RIGHT COLUMN 1 @ 2110 @ FLOOR 1 @ 2110 @ FLOOR PURLIN SPACES - HORIZONTAL MEASUREMENTS LEFT RAFTER RIGHT RAFTER 1 @ 3010 @ EAVE -------------------------------------------------------------------------------- MEMBER DISTANCE TO BRACE POINTS (Feet) - LEFT RAFTER : Measured along T.F. from left steel line RIGHT RAFTER Measured along T.F. from right steel line EXT. COLUMNS Measured along T.F. from base -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- ------------------------------------------------------------------------- ------ Metallic Building Systems User: kmcarter Page: F5- 18 R -Frame Design Program - Version V5.08 Job : 15781A Primary Deflection Report File: p5.fra Date: 11/12/15 pf 30./21. main building at.plane SWA Start Time: 07:39:37 -------------------------------------------------------------------------------- COLUMN TOP DEFLECTIONS for LOAD COMBS. (Positive = X: Right Y:Upward) (Inches) MAX RAFTER DEFLECTIONS for SPAN 41. (Positive = Y:Upw ard) Max Downward Deflection Max. Upward Deflection Y -Def. X -Dist. from Left S.L. Y -Def. X -Dist. from Left S.L. ------------------------------------------------------------------------------ Max. Def -0.090 in. 7.11 ft. 0.084 in. 7.11 ft. Load Comb 45 48 Defl. L/999 L/999 PEAK DEFLECTIONS (Positive = Y:Upward) Y -Def -------------------- Pos. Max 0.009 in. Load Comb 48 Defl. L/999 -------------------- Neg. Max -0.010 in. Load Comb 45 Defl. L/999 Note The reported horizontal deflections for the load combinations shown below have been amplified by the value of Cd (deflection amplification factor). LC# Cd Used 45 3-0 46 3.0 47 3.0 48 3.0 Vertical Clearance at the Left Knee is 17.8646 feet Vertical Clearance at the Right Knee is 17.8646 feet Ext. Left Col Ext Right Col X=Def Y -Def X -Def Y -Def --------------- Pos. Max 4.553 7-------------------------------------------------------------- 0.009 4.522 0.009 Load Comb 45 47 47 48 Defl. H/ 50 H/ 50 --------------- Neg. Max -4.552 7-------------------------------------------------------------- -0.010 -4.522 -0.010 Load Comb 48 46 46 45 Defl. H/ 50 H/ 50 MAX RAFTER DEFLECTIONS for SPAN 41. (Positive = Y:Upw ard) Max Downward Deflection Max. Upward Deflection Y -Def. X -Dist. from Left S.L. Y -Def. X -Dist. from Left S.L. ------------------------------------------------------------------------------ Max. Def -0.090 in. 7.11 ft. 0.084 in. 7.11 ft. Load Comb 45 48 Defl. L/999 L/999 PEAK DEFLECTIONS (Positive = Y:Upward) Y -Def -------------------- Pos. Max 0.009 in. Load Comb 48 Defl. L/999 -------------------- Neg. Max -0.010 in. Load Comb 45 Defl. L/999 Note The reported horizontal deflections for the load combinations shown below have been amplified by the value of Cd (deflection amplification factor). LC# Cd Used 45 3-0 46 3.0 47 3.0 48 3.0 Vertical Clearance at the Left Knee is 17.8646 feet Vertical Clearance at the Right Knee is 17.8646 feet Metallic Building Systems User: kmcarter Page: FS- 19 R -Frame Design Program - Version V5.08 Job 15781A Frame Detail Report File: p5.fra Date: 11/12/15 pf 30./21. main building at plane SWA Start Time: 07:39:37 -------------------------------------------------------------------------------- MATERIAL REQUIRED FOR ONE FRAME (ALL BOLTS ARE WITH NUT) NCI MATERIAL COST & STOCK STATUS LAST UPDATED: 01/28/10 0:00 AM MATERIAL TYPE MATERIAL YIELD STOCK OR MATERIAL MATERIAL QTY. OR HOW MATL USED DESCRIPTION (KSI) WAREHOUSE WT.(LBS) COST ($) -------------------- FLANGE -- 0.50000 X 8.0000 55.0 STOCK BAR 598.20 302.65 FLANGE 0.62500 X 8.0000 55.0 STOCK BAR 606.84 307.02 FLANGE 0.37500 X 10.0000 55.0 STOCK BAR 634.28 247.08 PARALLEL WEB 0.18500 X 24.0000 55.0 STOCK PLATE 301.22 117.32 PARALLEL WEB 0.62500 X 24.0000 50.0 WAREH.STEEL 1059.12 882.25 PARALLEL WEB 0.25000 X 30.0000 55.0 STOCK PLATE 634.30 247.06 FLANGES AND WEBS SUBTOTALS 3833.96 2103.38, BASE PLATE 0..62500 X 8.0000 55.0 STOCK BAR 70.90 35.87 JOINT PLATE 1.00000 X 12.0000 55.0 STOCK BAR 534.24 279.49 PARALLEL STIFF. 0.37500 X 3.7500 55.0 STOCK,PLATE 38.28 14.91 PLATE, BAR, COIL SUBTOTALS 4477.38 2433.65 32 JOINT BOLTS 1.000 X 3.25 A325 STOCK BOLT 46.72 91.85 SUBTOTALS 4524.10 2525.50 8 ANCHOR RODS AB5 A307 BY OTHERS TOTALS 4524.10 2525.50 Metallic Building Systems User: kmcarter Page: F5- 20 R -Frame Design Program - Version V5.08 Job : 15781A Frame Detail Report File: p5.fra Date: 11/12/15 pf 30./21. main building at plane SWA Start Time: 07:39,:37 ----------------------------------------------------- ---------------------------- SHIPPING BEAM REPORT ******************** BEAM BEAM LENGTH BEAM WT. QTY -BEAM QTY -BEAM NO. QTY. SHIPPING BEAM (FT) (LBS) WT. (LBS) MATL. COST ($) 2010101 2 LEFT EXT. COL. 1 20.7708 1471.69 2943.38 1800.68 1010201 1 LEFT RAFTER 1 25.0208 1534.00 1534.00 632.99 FRAME SUBTOTALS 4477.38 2433.67 FLANGE BRACES 0.00 0.00 SUBTOTALS 4477.38 2433.67 STRUCTURAL JOINT BOLTS AND NUTS 46.72 91.86 SUBTOTALS 4524.10 .2525.53 BRACE, ZEE, EAVE STRUT TO FRAME BOLTS 0.00 0.00 TOTALS 4524.10 2525.53 NOTE: ANCHOR BOLTS OR ANCHOR RODS WITH NUTS AND WASHERS ARE FURNISHED BY OTHERS. metallic Building.Systems User: kmcarter Page: F5- 21 R -Frame Design Program - Version V5.08 Job : 15781A Error Message Report File: p5.fra Date: 11/12/15 pf 30./21. main building at plane SWA Start Time: 07:39:37 -------------------------------------------------------------------------- ERROR - Connection Bolts Fail at Depth l of Left Rafter and/or Right Rafter (Frame ID = 5) WARNING - UNABLE TO DESIGN Left Knee Column Cap Plate to Web Plate Welds. (Frame ID = 5) WARNING - A NON—STANDARD Left Knee Stiffener to Connection Plate Weld is Required. (Frame ID = 5) WARNING - 1 different materials are required that are not normally stocked at the plant. The plant will have to make a special purchase from warehouse which will be at a higher cost per pound than material that is normally stocked. (Frame ID = 5) Metallic Page: 1 Bracing Design Program User: kmcarter Job Number: 15781A Design Summary Report Version: 5.08.1 run01 Date: 11/12/15 Start Time: 07:19:03 R:\Jobs\Active\ENG\15-B-15781\ver01-kmcarter\Bldg-A\run01\ ------------------------------------------------------------------------------- **** MAIN BUILDING ROOF LONGITUDINAL BRACING DESIGN **** ROOF STRUT LOADING AND FORCE TRANSMISSION Main Code Requirements Per: 2013 CALIFORNIA (Reference 2012 International Building Code) Windforce-resistance System Per: 2010 ASCE 7 Longitudinal wind loading case 1 (Endwall EWB is windward endwall) 110.mph Main framing wind load and coefficients Partially Enclosed Bldg, Normal Building Category, EXPOSURE C 90% of endwall surfaces in interior zone 10% of endwall surfaces in end zone within 10 feet of wall corners Velocity pressure coefficient ( Kh)............•..................... .1.020688 Directionality Factor ( Kd)........................................ 0.85 Basic Pressure ( Qh................................................ 26.8743 Topographic factor - Kzt at mean roof height = 1.0000 Windward wall ...................... [GCpf-GCpi]= 0.9710 P= 26.095 psf Leeward wall ....................... [GCpf-GCpf]= 0.2460 P= 6.611 psf Roof Brace External loading .6*W Brc T Brc T Brc strut spans applied to strut line Total /bay Allow PLANE RPC: 1 3.507 TOTAL 4.697 @ FRAME LINE 1 -1.190 @ FRAME LINE 8 0.6250" ROD 20.000" Transfered 9.002 10.83 3.61 7.48 2 7.339 TOTAL 9.829 @ FRAME LINE 1 -2.490 @ FRAME LINE 8 0.5000" ROD 20.000' Transfered 4.598 5.53 1.84 4.79 3 7.664 TOTAL 10.264 @ FRAME LINE 1 -2.600 @ FRAME LINE 8 0.5000" ROD 10.000' Transfered = 0.000 0.00 0.00 4.79 4 0.000 TOTAL 0.5000" ROD 10.000' Transfered 0.000 0.00 0.00 4.79 5 7.664 TOTAL 10.264 @ FRAME LINE 1 -2.600 @ FRAME LINE 8 0.5000" ROD 20.000' Transfered = 4.598 5.53 1.84 4.79 6 7.339 TOTAL 9.829 @ FRAME LINE 1 -2.490 @ FRAME LINE 8 0.6250" ROD 20.000' Transfered 9.002 10.83 3.61 7.48 7 3.507 TOTAL 4.697 @ FRAME LINE 1 -1.190 @ FRAME LINE 8 PLANE RPA: --------- -------------------------------- ------ ------ ------ Metallic Page: 2 Bracing Design Program User: kmcarter Job Number: 15781A Design Summary Report Version: 5.08.1 run01 Date: 11/12/15 Start Time: 07:19:03 R:\Jobs\Active\ENG\15-B-15781\ver01-kmcarter\Bldg-A\run0l\ ------------------------------------------------------------------------------- **** MAIN BUILDING-SIDEWALL LONGITUDINAL BRACING DESIGN **** WALL STRUT LOADING AND FORCE TRANSMISSION Wall Brace External loading strut elev applied to strut line --------- ----- --------------------------- PLANE SWC: Line 1 15.003 Transfered from roof Tier 1 36.00' 3.507 TOTAL 4.697 @ FRAME LINE 1 -1.190 @ FRAME LINE 8 Transfered = 18.510 0.6*W = 0.6 * 18.510 =11.11 Load / Bay 11.11 / 3 bays = 3.70 Brace T / Bay = 5.78 Rod Design = 1.0000" ROD Brace Allowable = 18.98 Wall Brace External loading strut elev applied to strut line PLANE SWA: Line 7 15.003 Transfered from roof Tier 2 36.00' 3.507 TOTAL 4.697 @ FRAME LINE 1 -1.190 @ FRAME LINE 8 Transfered = 18.510 0.6*W = 0.6 * 18.510 =11.11 Load / Bay = 11.11 / 1 bays Brace T / Bay = 12.42 Rod Design = (2) 1.0000" ROD Brace Allowable = 37.97 Tier 1 21.00' 0.000 TOTAL Transfered = 18.510 ** See portal frame for load application Metallic Page: 3 Bracing Design Program User: kmcarter Job Number: 15781A Design Summary Report Version: 5.08.1 run01 Date: 11/12/15 Start Time: 07:19:03 R:\Jobs\Active\ENG\15-B-15781\ver01-kmcarter\Bldg-A\run0l\ ------------------------------------------------------------------------------- **** MAIN BUILDING ROOF LONGITUDINAL BRACING DESIGN **** ROOF STRUT LOADING AND FORCE TRANSMISSION Main Code Requirements Per: 2013 CALIFORNIA (Reference 2012 International Building Code) Windforce-resistance System Per: 2010 ASCE 7 Longitudinal wind loading case 2 (Endwall EWD is windward endwall) 110 mph Main framing wind load and coefficients Partially Enclosed Bldg, Normal Building Category, EXPOSURE C 90996 of endwall surfaces in interior zone 10% of endwall surfaces in end zone within 10 feet of wall corners Velocity pressure coefficient ( Kh)........:....................... 1.020688 Directionality Factor ( Kd)........................................ 0.85 Basic Pressure ( Qh)•-•••••-----•••---......-••••-•--•••......••••• 26.8743 Topographic factor - Kzt at mean roof height = 1.0000 Windward wall ...................... [GCpf-GCpi]= 0.9710 P= 26.095 psf Leeward wall ....................... [GCpf-GCpi]= 0.2460 P= 6.611 psf Roof Brace External loading .6*W Brc T Brc T Brc strut spans applied to strut line Total --------- -------------------------------- ------ ------ /bay ------ Allow ------ PLANE RPC: 1 3.507 TOTAL -1.190 @ FRAME LINE 1 4.697 @ FRAME LINE 8 0.6250" ROD 20.0001 Transfered = 9.002 10.83 3.61 7.48 2 7.339 TOTAL -2.490 @ FRAME LINE 1 9.829 @ FRAME LINE 8 0.5000" ROD 20.000' Transfered = 4.598 5.53 1.84 4.79 3 7.664 TOTAL -2.600 @ FRAME.LINE 1 10.264 @ FRAME LINE 8 0.5000" ROD 10.000' Transfered = 0.000 0.00 0.00 4.79 4 0.000 TOTAL 0.5000" ROD 10.000, Transfered = 0.000 0.00 0.00 4.79 5 7.664 TOTAL -2.600 @ FRAME LINE 1 10.264 @ FRAME LINE 8 0.5000" ROD 20.000' Transfered = 4.598 5.53 1.84 4.79 6 7.339 TOTAL -2.490 @ FRAME LINE 1, 9.829 @ FRAME LINE 8 0.6250" ROD 20.000' Transfered = 9.002 10.83 3.61 7.48 7 3.507 TOTAL -1.190 @ FRAME LINE 1 4.697 @ FRAME LINE 8 PLANE RPA: a r i Metallic Page: 4 Bracing Design Program User: kmcarter Job Number: 15781A Design Summary Report Version: 5.08.1 run01 Date: 11/12/15 Start Time: 07:19:03 R:\Jobs\Active\ENG\15-B-15781\ver01-kmcarter\Bldg-A\run01\ ------------------------------------------------------------------------------- **** MAIN BUILDING SIDEWALL LONGITUDINAL BRACING DESIGN **** WALL STRUT LOADING AND FORCE TRANSMISSION Wall Brace External loading strut elev applied to strut line PLANE SWC: Line 1 15.003 Transfered from roof Tier 1 36.00' 3.507 TOTAL -1.190 @ FRAME LINE 1 4.697 @ FRAME LINE 8 Transfered = 18.510 0.6*W = 0.6 *,18.510 =11.11. Load / Bay = 11.11 / 3 bays = 3.70 Brace T / Bay = 5.78 Rod Design = 1.0000" ROD Brace Allowable = 18.98 Wall Brace External loading strut elev applied to strut line PLANE SWA: Line 7 15.003 Transfered from roof Tier 2 36.00' 3.507 TOTAL 1.190 @ FRAME LINE 1 4.697 @ FRAME LINE 8 Transfered = -18.510 0.6*W = 0.6 * 18.510 =11.11 Load / Bay = 11.11 / 1 bays = 11.11 Brace T / Bay = 12.42 Rod Design = (2) 1.0000" ROD Brace Allowable = 37.97 Tier 1 21.00' 0.000 TOTAL Transfered = 18.510 ** See portal frame for load application Metallic Page: 5 Bracing Design Program User: kmcarter Job Number: 15781A Design Summary Report Version: 5.08.1 run01 Date: 11/12/15 Start Time: 07:19:03 R:\Jobs\Active\ENG\15-B-15781\ver01-kmcarter\Bldg-A\run0l\ ------------------------------------------------------------------------------- **** MAIN BUILDING ROOF LONGITUDINAL BRACING DESIGN**** ROOF STRUT LOADING AND FORCE TRANSMISSION Main Code Requirements Per: 2013 CALIFORNIA (Reference 2012 International Building Code) Seismic -resistance System Per: 2010 ASCE 7 Longitudinal seismic loading case 1 (PLANE EWB endwall to opposite endwall is force direction) Soil Profile Type ................................................... D Seismic design category ......................................... Mapped spectral response accel. for short periods (Ss) .............. 0.597 Mapped spectral response accel. for 1 second periods (S1)........... 0.26 Design 511 damped spectral response accel. at short periods (Sds) 0.526315 Design 5% damped spectral response accel. at period 1 sec. (Shc) 0.325867 Longitudinal Building Period(T).................................... 0.306 Seismic Reliability/Redundancy Factor .................•.............. 1.3 Seismic Importance Factor(I)....................................... 1 Building minimum longitudinal R value ............................... 3.25 Building minimum transverse R value ................................. 3.25 Roof dead load included in Seismic force "W" (psf).................. 4.903 Roof collateral load included in Seismic force "W" (psf)............ 10.000 Roof Brace External loading (W) .7rhoV Brc T Brc T Brc strut spans applied to strut line --------- -------------------------------- Total ------ ------ /bay ------ ------ Allow PLANE RPC: 1 31.836 TOTAL 4.471 @ BAY 1, 2, 3, 4, 5, 6, 7. 0.540 @ FRAME LINE 8 0.6250" ROD. 20.000' Transfered = 127.501 18.79 22.61 7.54 7.48 2 63.723 TOTAL 8.942 @ BAY 1, 2, 3, 4, 5, 6, 7 1.130 @ FRAME LINE 8 0.5000" ROD 20.000' Transfered = 63.779 9.40 11.31 3.77 4.79 3 47.829 TOTAL 6.706 @ BAY 1, 2, 3, 4, 5, 6, 7 0.885 @ FRAME LINE 8 0.5000" ROD 10.000, Transfered = 15.949 2.35 2.48 0.83 4.79 4 31.899 TOTAL 4.471 @ BAY 1, 2, 3, 4, 5, 6, 7 0.603 @ FRAME LINE 8 0.5000" ROD 10.000' Transfered = 15.949 2.35 2.48 0.83 4.79 5 47.829 TOTAL 6.706 @ BAY 1, 2, 3, 4, 5, 6, 7 0.885 @ FRAME LINE 8 0.500011.ROD 20.0001 Transfered = 63.779 9.40 11.31 3.77 4.79 6 63.723 TOTAL 8.942 @ BAY 1, 2, 3, 4, 5, 6, 7 1.130 @ FRAME LINE 8 0.6250" ROD 20.000' Transfered = 127.501 18.79 22.61 7.54 7.48 7 31.836 TOTAL 4.471 @ BAY 1, 2, 3, 4, 5, 6, 7 0.540 @ FRAME LINE 8 PLANE RPA: --------- -------------------------------- ------ ------ ------ ------ - Using ASCE7-10 Eq(12.8-2) Sds/(R/I)W R=3.25 Roof bracing load E=rhoV; rho=1.30 Metallic Page: 6 Bracing Design Program User: kmcarter Job Number: 15781A Design Summary Report Version: 5.08.1 run01 Date: 11/12/15 Start Time: 07:19:03 R:\Jobs\Active\ENG\15-B-15781\ver01-kmcarter\Bldg-A\run0l\ ------------------------------------------------------------------------------- **** MAIN BUILDING SIDEWALL LONGITUDINAL BRACING DESIGN **** WALL STRUT LOADING AND FORCE TRANSMISSION Wall Brace External loading strut elev applied to strut line --------- ----- --------------------------- PLANE SWC: Line 1 127.501 Transfered from roof Tier 1 36.00' 31.836 TOTAL 4.471 0 BAY 1, 2, 3, 4, 5, 6, 7 0.540 0 FRAME LINE 8 Transfered = 159.338 Weight (W) V = Using ASCE7-10 Eq(12.8-2) Sds/(R/I)W.; R=3.25 V = (0.53)/((3.25)/(1.00))(159.34) = 25.80 0.7*Omega*V = 0.7*2.00*25.804 = 36.13 Brace T = 56.43 Brace T / Bay = 56.43./ 3 bays = 18.81 Rod Design = 1.000011 ROD Brace Allowable = 22.78 Wall Brace External loading strut elev, applied to strut line --------- ----- --------------------------- PLANE SWA: Line 7 127.501 Transfered from roof Tier 2 36.00' 31.836 TOTAL 4.471 0 BAY 1, 2, 3, 4, 5, 6, 7 0.540 0 FRAME LINE 8 Transfered = 159.338 Weight (W) V = Using ASCE7-10 Eq(12.8-2) Sds/(R/I)W ; R=3.25 V = (0.53)/((3.25)/(1.00))(159.34) = 25.80 0.7*Omega*V = 0.7*2.00*25.804 = 36.13 Brace T = 40.39 Brace T / Bay = 40.39 / 1 bays = 40.39 Rod Design = (2) 1.0000" ROD Brace Allowable = 45.56 Tier.l 21:00' 0.000 TOTAL Transfered = 25.80 ** See portal frame for load application Metallic Page: 7 Bracing Design Program User: kmcarter Job Number: 15781A Design Summary Report Version: 5.08.1 run01 Date:.11/12/15 Start Time: 07:19:03 R:\Jobs\Active\ENG\15-B-15781\ver01-kmcarter\Bldg-A\run0l\ ------------------------------------------------------------------------------- **** MAIN BUILDING ROOF LONGITUDINAL BRACING DESIGN **** ROOF STRUT LOADING AND FORCE TRANSMISSION Main Code Requirements Per: 2013 CALIFORNIA (Reference 2012 International Building Code) Seismic -resistance System Per: 2010 ASCE 7 Longitudinal seismic loading case 2 (PLANE EWD endwall to opposite endwall is force direction) Soil Profile Type .................:................................. D Seismic design category ............................................. D Mapped spectral response accel. for short periods (Ss)............... 0.597 Mapped spectral response accel. for 1 second periods (S1)........... 0.26 Design 5% damped ,. spectral response accel. at short periods (Sds) 0.526315 Design 5% damped spectral response accel. at period 1 sec. (Shc) 0.325867 Longitudinal Building Period(T).................................... 0.306 Seismic Reliability/Redundancy Factor ............................... 1.3 Seismic Importance Factor(I)....................................... 1 Building minimum longitudinal R value ............................... 3.25 Building minimum transverse R value ................................. 3.25 Roof dead load included in Seismic force "W" (psf).................. 4.903 Roof collateral load included in Seismic force "W" (psf)............ 10.000 Roof Brace External loading (W) .7rhoV Brc T Brc T Brc strut spans applied to strut line Total /bay Allow PLANE RPC: 1 31.836 TOTAL 4.471 @ BAY 1, 2, 3, 4, 5, 6, 7 0.540 @ FRAME LINE 8 0.6250" ROD 20.000' Transfered = 127.501 18.79 22.61 7.54 7.48 2 63.723 TOTAL 8.942 @ BAY 1, 2, 3, 4, 5, 6, 7 1.130 @ FRAME LINE 8 0.5000" ROD 20.000' Transfered = 63.779 9.40 11.31 3.77 4.79 3 47.829 TOTAL 6.706 @ BAY 1, 2, 3, 4, 5, 6, 7 0.885 @ FRAME LINE 8 0.5000" ROD 10.000, Transfered = 15.949 2.35 2.48 0.83 4.79 4 31.899 TOTAL 4.471 @ BAY 1, 2, 3, 4, 5, 6, 7 0.603 @ FRAME LINE 8 0.5000" ROD 10.000, Transfered = 15.949 2.35 2.48 0.83 4.79 5 47.829 TOTAL 6.706 @ BAY 1, 2, 3, 4, 5, 6, 7 0.885 @ FRAME LINE 8 0.5000" ROD 20.000' Transfered = 63.779 9.40 11.31 3.77 4.79 . 6 63.723 TOTAL 8.942 @ BAY 1, 2, 3, 4, 5, 6, 7 1.130 @ FRAME LINE 8 0.6250" ROD 20.000' Transfered = 127.501 18.79 22.61 7.54 7.48 7 31.836 TOTAL 4.471 @ BAY 1, 2, 3, 4, 5, 6, 7 0.540 @ FRAME LINE 8 PLANE RPA: --------- -------------------------------- ------ ------ ------ ------ - Using ASCE7-10 Eq(12.8-2) Sds/(R/I)W ; R=3.25 Roof bracing load E=rhoV; rho=1.30 Metallic Page: 8 Bracing Design Program User: kmcarter Job Number: 15781A Design Summary Report Version: 5.08.1 run01 Date: 11/12/15 Start Time: 07:19:03 R:\Jobs\Active\ENG\15-B-15781\ver01-kmcarter\Bldg-A\run01\ ------------------------------------------------------------------------------- **** MAIN BUILDING SIDEWALL LONGITUDINAL BRACING DESIGN **** WALL STRUT LOADING AND FORCE TRANSMISSION Wall Brace External loading strut elev applied to strut line --------- ----- --------------------------- PLANE SWC: Line 1 127.501 Transfered from roof Tier 1 36.00' 31.836 TOTAL 4.471 Q BAY 1, 2, 3, 4, 5, 6, 7 0.540 @ FRAME LINE 8 Transfered = 159.338 Weight (W) V = Using ASCE7-10 Eq(12.8-2) Sds/(R/I)W R=3.25 V = (0..53)/((3.25)/(1.00))(159.34) = 25.80 0.7*Omega*V = 0.7*2.00*25.804 = 36.13 Brace T = 56.43 Brace T / Bay = 56.43 / 3 bays = 18.81 Rod Design = 1.0000" ROD Brace Allowable = 22.78 Wall Brace External loading strut elev applied to strut line --------- ----- --------------------------- PLANE SWA: Line 7 127.501 Transfered from roof Tier 2 36.00' 31.836 TOTAL 4.471 Q BAY 1, 2, 3, 4,.5,`6, 7 0.540 @ FRAME LINE 8 Transfered = 159.338 Weight,(W) V = Using ASCE7-10 Eq(12.8-2) Sds/(R/I)W R=3.25 V = (0.53)/((3.25)/(1.00))(159.34) = 25.80 0.7*Omega*V = 0.7*2:00*25.804 = 36.13 Brace T = 40.39 Brace T / Bay = 40.39 / 1 bays = 40.39 Rod Design = (2) 1.0000" ROD Brace Allowable = 45.56 Tier 1 21.00' 0.000 TOTAL Transfered = 25.80 ** See portal frame for load application Metallic Page: 9 Bracing Design Program User: kmcarter Job Number: 15781A Design Summary Report Version: 5.08.1 run01 Date: 11/12/15 Start Time: 07:19:04 R:\Jobs\Active\ENG\15-B-15781\ver01-kmcarter\Bldg-A\run0l\ ------------------------------------------- ------------------------------------ **** MAIN BUILDING ROOF LONGITUDINAL BRACING DESIGN **** ROOF STRUT LINE DESIGN BLDG -A ROOF BRACING PURLIN STRUT NO. 2 ANALYSIS OF PURLIN LINE 7 ON ROOF PLANE RPC LOAD COMBINATIONS : 1) 0.60D + 0.60W3-1 2) 0.60D + 0.60W3-2 3) 0.60D + 0.60W4-1 4) 0.60D + 0.60W4-2 5) D + C + 0.45W3-1 6) D + C + 0.45W3-2 7) D + C +"0.45W4-1 8) D + C + 0.45W4-2 9) 1.07D + 1.07C + 0.91E3-1 10) 1.07D + 1.07C + 0.91E4-1 WHERE D = DEAD LOAD C = COLLATERAL LOAD L = LIVE LOAD W3-1= WIND CASE 1, POSITIVE INTERNAL PRESSURE W3-2= WIND CASE 1, NEGATIVE INTERNAL PRESSURE W4-1= WIND CASE 2, POSITIVE INTERNAL PRESSURE W4-2= WIND CASE 2, NEGATIVE INTERNAL PRESSURE E3-1= SEISMIC LOAD CASE 1 E4-1= SEISMIC LOAD CASE 2. Span Length Member, avg spacing Bearing Controlling Conditions No., (feet) & Ext. Lengths (feet) StifReq Combination & Check Ratio ---- ------ LE 0.333 ----------------------------------- 8X2.5Z12 3.500 ------------------------- 3 0.002 shear+bending 3 L/ 54 deflection 1 29.667 8X2.5Z12 3.500 0 3.1458 3 0.874 bending double strut 3 L/ 204 deflection 2 30.000 8X2.5Z12 3.500 3.1458 2.4791 3 0.579 axial+bending double strut 8 L/1539 deflection 3 30.000 8X2.5Z12 3.500 2.4791 3.1458 3 0.690 axial+bending 3 L/ 621 deflection 4 30.000 8X2.5Z12 3.500 3.1458 3.1458 3 0.615 axial+bending 1 L/ 983 deflection 5 30.000 8X2.5Z12 3.500 3.1458 2.4791 1 0.822 axial+bending 1 L/ 647 deflection 6 30.000 8X2.5Z12 3.500 2.4791 2.4791 1 0.589 axial+bending double strut 6 L/1410 deflection 7 28.833 8X2.5Z12 3.500 2.479 1 0.819 bending double strut 1 L/ 224 deflection RE 1.167 8X2.5Z12 3.500 1 0.011 shear+bending 1 L/ 60 deflection Total line design weight is 1212.8 lbs. n r r Metallic Page: 10 Bracing Design Program User: kmcarter Job Number: 15781A Design Summary Report Version: 5.08.1 run01 Date: 11/12/15 Start Time: 07:19:04 R:\Jobs\Active\ENG\15-B-15781\ver01-kmcarter\Bldg-A\run0l\ ------------------------------------------------------------------------------- **** MAIN BUILDING ROOF LONGITUDINAL BRACING DESIGN **** ROOF STRUT LINE DESIGN BLDG -A ROOF BRACING PURLIN STRUT NO. 3 ANALYSIS OF PURLIN LINE 13 ON ROOF PLANE RPC LOAD COMBINATIONS : 1) 0.60D + 0.60W3-1 2) 0.60D + 0.60W3-2 3) 0.60D + 0.60W4-1 4) 0.60D + 0.60W4-2 5) D + C + 0.45W3-1 6) D + C + 0.45W3-2 7) D + C + 0.45W4-1 8) D + C + 0.45W4-2 9) 1.07D + 1.07C + 0.91E3-1 10) 1.07D + 1.07C + 0.91E4-1 WHERE D = DEAD LOAD C = COLLATERAL LOAD L = LIVE LOAD W3-1= WIND CASE 1, POSITIVE INTERNAL PRESSURE W3-2= WIND CASE 1, NEGATIVE INTERNAL PRESSURE W4-1= WIND CASE 2, POSITIVE INTERNAL PRESSURE W4-2= WIND CASE 2, NEGATIVE INTERNAL PRESSURE E3-1= SEISMIC LOAD CASE 1 E4-1= SEISMIC LOAD CASE 2 Span Length Member, avg spacing Bearing Controlling Conditions No. (feet) & Ext. Lengths (feet) StifReq ---------------------------- Combination & Check Ratio ---- LE ------------- 0.333 8X2.5Z12 3.500 ------------------------- 3 0.002 shear+bending 3 L/ 54 deflection 1 29.667 8X2.5Z12 3.500 0 3.1458 3 0.874 bending double strut 3 L/ 204 deflection 2 30.000 8X2.5Z12 3.500 3.1458 2.4791 3 1.028 axial+bending 8 L/1539 deflection 3 30.000 8X2.5Z12 3.500 2.4791 3.1458 3 0.707 axial+bending 3 L/ 621 deflection 4 30.000 8X2.5Z12 3.500 3.1458 3.1458 3 0.632 axial+bending 1 L/ 983,deflection 5 30.000 8X2.5Z12 3.500 3.1458 2.4791 1 0.699 axial+bending 1 L/ 647 deflection 6 30.000 8X2.5Z12 3.500 2.4791 2.4791 1 0.538 shear+bending double strut 6 L/1410 deflection 7 28.833 8X2.5212 3.500 2.479 1 0.819 bending double strut 1 L/ 224 deflection RE 1.167 8X2.5Z12 3.500 1 0.011 shear+bending 1 L/ 60 deflection Total line design weight is 1212.8 lbs. 11 Metallic Page: 11 Bracing Design Program User: kmcarter Job Number: 15781A Design Summary Report Version: 5.08.1 run01 Date: 11/12/15 Start Time: 07:19:04 R:\Jobs\Active\ENG\15-B-15781\ver01-kmcarter\Bldg-A\run01\ ------------------------------------------------------------------------------- **** MAIN BUILDING ROOF LONGITUDINAL BRACING DESIGN **** ROOF STRUT LINE DESIGN BLDG -A ROOF BRACING PURLIN STRUT NO. 4 ANALYSIS OF PURLIN LINE 15 ON ROOF PLANE RPC LOAD COMBINATIONS : 1) 0.60D + 0.60W3-1 2) 0.60D + 0.60W3-2 3) 0.60D + 0.60W4-1 4) 0.60D + 0.60W4-2 5) D + C + 0.45W3-1 6) D + C + 0.45W3-2 7) D + C + 0.45W4-1 8) D + C + 0.45W4-2 9) 1.07D + 1.07C + 0.91E3-1 10) 1.07D + 1.07C + 0.91E4-1 WHERE D = DEAD LOAD C = COLLATERAL LOAD L = LIVE LOAD W3-1= WIND CASE 1, POSITIVE INTERNAL PRESSURE W3-2= WIND CASE 1, NEGATIVE INTERNAL PRESSURE W4-1= WIND CASE 2, POSITIVE INTERNAL PRESSURE W4-2= WIND CASE 2, NEGATIVE INTERNAL PRESSURE E3-1= SEISMIC LOAD CASE 1 E4-1= SEISMIC LOAD CASE 2 Span Length Member, avg spacing Bearing Controlling Conditions No. (feet) I& Ext. Lengths (feet) StifReq Combination & Check Ratio ---- LE ------ 0.333 ----------------------------------- 8X2.5Z12 3.022 ------------------------- 3 0.002 shear+bending 3 L/ 63 deflection 1 29.667 8X2.5Z12 3.022 0 3.1458 3 0.753 bending 3 L/ 236 deflection 2 30.000 8X2.5Z12 3.022 3.1458 2.4791 3 0.445 shear+bending 8 L/1687 deflection 3 30.000 SX2.5Z14 43.022 2.4791 3.1458 3 0.483 bending 3 L/ 500 deflection 4 30.000 8X2.5Z14 3.022 3.1458 3.1458 3 0.429 shear+bending 1 L/ 740 deflection S. 30.000 8X2.5214 3.022 3.1458 2.4791 1 0.474 bending 1 L/ 517 deflection 6 30.000 8X2.5Z12 3.022 2.4791 2.4791 1 0.458 shear+bending 6 L/1541 deflection 7 28.833 8X2.5Z12 3.022 2.479 1 0.706 bending 1 L/ 259 deflection RE 1.167 8X2.5Z12 3.022 1 0.009 shear+bending 1 L/ 69 deflection Total line design weight is 1034.4 lbs. 'ketallic Page: 12 Bracing Design Program User: kmcarter Job Number: 15781A Design Summary Report Version: 5.08.1 run01 Date: 11/12/15 Start Time: 07:19:05 R:\Jobs\Active\ENG\15-B-15781\ver01-kmcarter\Bldg-A\run0l\ ------------------------------------------------------------------------------- **** MAIN BUILDING ROOF LONGITUDINAL BRACING DESIGN **** ROOF STRUT LINE DESIGN BLDG -A ROOF BRACING PURLIN STRUT NO. 5 ANALYSIS OF PURLIN LINE 13 ON ROOF PLANE RPA LOAD COMBINATIONS : 1) 0.60D + 0.60W3-1 2) 0.60D + 0.60W3-2 3) 0.60D + 0.60W4-1 4) 0.60D + 0.60W4-2 5) D + C + 0.45W3-1 6) D + C + 0.45W3-2 7) D + C + 0.45W4-1 8) D + C + 0.45W4-2 9) 1.07D + 1.07C + 0.91E3-1 10) 1.07D + 1.07C + 0.91E4-1 WHERE : D = DEAD LOAD C = COLLATERAL LOAD L = LIVE LOAD W3-1= WIND CASE 1, POSITIVE INTERNAL PRESSURE W3-2= WIND CASE 1, NEGATIVE INTERNAL PRESSURE W4-1= WIND CASE 2, POSITIVE INTERNAL PRESSURE W4-2= WIND CASE 2, NEGATIVE INTERNAL PRESSURE E3-1= SEISMIC LOAD CASE 1 E4-1= SEISMIC LOAD CASE 2 Span Length Member, avg spacing Bearing Controlling Conditions No. (feet) & Ext. Lengths (feet) StifReq Combination & Check Ratio ---- LE ------ 1.167 ---------------------------- 8X2.5Z12 3.500 ------- ------------------------- 1 0.011 shear+bending 1 L/ 60 deflection 1 28.833 8X2.5Z12 3.500 0 2.4791 1 0.819 bending double strut 1 L/ 224 deflection 2 30.000 8X2.5Z12 •3.500 2.4791 2.4791 1 0.538 shear+bending double strut 6 L/1410 deflection 3 30.000 8X2.5Z12 3.500 2.4791 3.1458 1 0.699 axial+bending 1 L/ 647 deflection 4 30.000 8X2.5Z12 3.500 3.1458 3.1458 3 0.632 axial+bending 1 L/ 983 deflection 5 30.000 8X2.5Z12 3.500 3.1458 2.4791 3 0.707 axial+bending 3 L/ 621 deflection 6 30.000 8X2.5Z12 3.500 2.4791 3.1458 3 1.028 axial+bending 8 L/1539 deflection 7 29.667 8X2.5Z12 3.500 3.145 3 0.874 bending double strut 3 L/ 204 deflection RE 0.333 8X2.5Z12 3.500 3 0.002 shear+bending 3 L/ 54 deflection Total line design weight is 1212.8 lbs. Metallic Page: 13 Bracing Design Program User: kmcarter Job Number: 15781A Design Summary Report Version: 5.08.1 run01 Date: 11/12/15 Start Time: 07:19:05 R:\Jobs\Active\ENG\15-B-15781\ver01-kmcarter\Bldg-A\run01\ ------- ------------------------------------------------------------------------ **** MAIN BUILDING ROOF LONGITUDINAL BRACING DESIGN **** ROOF STRUT LINE DESIGN BLDG -A ROOF BRACING PURLIN STRUT NO. 6 ANALYSIS OF PURLIN LINE 7 ON ROOF PLANE RPA LOAD COMBINATIONS : 1) 0.60D + 0.60W3-1 2) 0.60D + 0.60W3-2 3) 0.60D + 0.60W4-1 4) 0.60D + 0.60W4-2 5) D + C + 0.45W3-1 6) D + C + 0.45W3-2 7) D + C + 0.45W4-1 8) D + C + 0.45W4-2 9) 1.07D + 1.07C + 0.91E3-1 10) 1.07D + 1.07C + 0.91E4-1 WHERE : D = DEAD LOAD C = COLLATERAL LOAD L = LIVE LOAD W3-1= WIND CASE 1, POSITIVE INTERNAL PRESSURE W3-2= WIND CASE 1, NEGATIVE INTERNAL PRESSURE W4-1= WIND CASE 2, POSITIVE INTERNAL PRESSURE W4-2= WIND CASE 2, NEGATIVE INTERNAL PRESSURE E3-1= SEISMIC LOAD CASE 1 E4-1= SEISMIC LOAD CASE 2 Span Length Member, avg spacing No. (feet) & Ext- Lengths (feet) ---- ------ ---------------------------- LE 1.167 8X2.5Z12 3.500 1 28.833 8X2.5Z12 3.500 0 2.4791 double strut 2 30.000 8X2.5Z12 3.500 2.4791 2.4791 double strut 3 30.000 8X2.5Z12 3.500 2.4791 3.145E 4 30.000 8X2.5Z12 3.500 3.1458 3.1458 5 30.000 8X2.5Z12 3.500 3.1458 2.4791 6 30.000 8X2.5Z12 3.500 2.4791 3.1458 double strut 7 29.667 8X2.5Z12 3.500 3.145 double strut RE 0.333 8X2.5Z12 3.500 Total line design weight is 1212.8 lbs:. Bearing Controlling Conditions StifReq Combination & Check Ratio ------- ------------------------- 1 0-011 shear+bending 1 L/ 60 deflection 1 0.819 bending 1 L/ 224 deflection 1 0.589 axial+bending 6 L/1410 deflection 1 0-822 axial+bending 1 L/ 647 deflection 3 0.615 axial+bending 1 L/ 983 deflection 3 0.690 axial+bending 3 L/ 621 deflection 3 0.579 axial+bending 8 L/1539 deflection 3 0.874 bending 3 L/ 204 deflection 3 0.002 shear+bending 3 L/ 54 deflection 'Metallic Page: 14 Bracing Design Program User: kmcarter Job Number: 15781A Design Summary Report Version: 5.08.1 run01 Date: 11/12/15 Start Time: 07:19:05 R:\Jobs\Active\ENG\15-B-15781\verOl-kmcarter\Bldg-A\run01\ ------------------------------------------------------------------------------- **** MAIN BUILDING ROOF LONGITUDINAL BRACING DESIGN **** EAVE STRUT LINE DESIGN BLDG -A ROOF BRACING EAVE STRUT NO. 1 ANALYSIS OF EAVE STRUT LINE ON WALL PLANE SWC LOAD COMBINATIONS 1) 0.60WS3 2) 0.60WS4 3) 1.40ES3 4) 1.40ES4 WHERE WS3 = WIND LOAD FROM PLANE EWB WS4 = WIND LOAD FROM PLANE EWD ES3 = SEISMIC LOAD FROM PLANE EWB ES4 = SEISMIC LOAD FROM PLANE EWD Span Length Member, avg spacing Bearing Controlling Conditions No. (feet) & Ext. Lengths (feet) StifReq Combination & Check Ratio 1 29.667 8X3.5E14 2 0.222 axial 2 0.575 connection 2 30.000 8X3.5E12 4 0.471 axial 2 0.792 connection 3 30.000 8X3.5E14 2 0.169 axial 2 0.432 connection 4 30.000 8X3.5E14 2• 0.169 axial 2 0.432 connection 5 30.000 8X3.5E12 4 0.497 axial 4 0.794 connection 6 30.000 8X3.5E12 3 0.467 axial 1 0.792 connection 7 28.833 8X3.5E14 1 0.213 axial 1 0.575 connection Metallic Page: 15 Bracing Design Program User: kmcarter Job Number: 15781A Design Summary Report Version: 5.08.1 run01 Date: 11/12/15 Start Time: 07:19:06 R:\Jobs\Active\ENG\15-B-15781\ver01-kmcarter\Bldg-A\run0l\ ------------------------------------------------------------------------------- **** MAIN BUILDING ROOF LONGITUDINAL BRACING DESIGN **** ROOF STRUT LINE DESIGN BLDG -A ROOF BRACING EAVE STRUT NO. 1 ANALYSIS OF PURLIN LINE 1 ON ROOF PLANE RPA LOAD COMBINATIONS 1) 0.60D + 0.60W3-1 2) 0.60D + 0.60W3-2 3) 0.60D + 0.60W4-1 4) 0.60D + 0.60W4-2 5) D + C + 0.45W3-1 6) D + C + 0.45W3-2 " 7) D + C + 0.45W4-1 8) D + C + 0.45W4-2 9) 1.07D + 1.07C + 1.40E3-1 10) 1.07D + 1.07C + 1.40E4-1 WHERE D = DEAD LOAD C = COLLATERAL LOAD L = LIVE LOAD W3-1= WIND CASE 1, POSITIVE INTERNAL PRESSURE W3-2= WIND CASE 1, NEGATIVE INTERNAL PRESSURE W4-1= WIND CASE 2, POSITIVE INTERNAL PRESSURE W4-2= WIND CASE 2, NEGATIVE INTERNAL PRESSURE E3-1= SEISMIC LOAD CASE 1 E4-1= SEISMIC LOAD CASE 2 Span Length Member, avg spacing No. (feet) & Ext. Lengths (feet) ---- ------ ---------------------------- LE 1.167 8X2.5Z12 1.682 double strut 1 28.833 8X2.SZ12 1.682 double strut Total line design weight is 149.3 lbs. Bearing Controlling Conditions StifReq Combination & Check Ratio ------- ------------------------- 1 0.005 shear+bending 1 L/ 74 deflection 1 0.682 bending 1 L/ 240 deflection �Metall'ic Page: 16 Bracing Design Program User: kmcarter Job Number: 15781A Design Summary Report Version: 5.08.1 run01 Date: 11/12/15 Start Time: 07:19:06 R:\Jobs\Active\ENG\15-B-15781\ver01-kmcarter\Bldg-A\run0l\ ------------------------------------------------------------------------------- **** MAIN BUILDING ROOF LONGITUDINAL BRACING DESIGN **** ROOF STRUT LINE DESIGN BLDG -A ROOF BRACING EAVE STRUT NO. 7 ANALYSIS OF EAVE STRUT LINE 1 ON ROOF PLANE RPA LOAD COMBINATIONS 1) 0.60D + 0.60W3-1 2) 0.60D + 0.60W3-2 3) 0.60D + 0.60W4-1 4) 0.60D + 0.60W4-2 5) D + C + 0.45W3-1 6) D + C + 0.45W3-2 7) D + C + 0.45W4-1 8) D + C + 0.45W4-2 9) 1.07D + 1.07C + 1.40E3-1 10) 1.07D + 1.07C + 1.40E4-1 WHERE D = DEAD LOAD C = COLLATERAL LOAD L = LIVE LOAD W3-1= WIND CASE 1, POSITIVE INTERNAL PRESSURE W3-2= WIND CASE 1, NEGATIVE INTERNAL PRESSURE W4-1= WIND CASE 2,.POSITIVE INTERNAL PRESSURE W4-2= WIND CASE 2, NEGATIVE INTERNAL PRESSURE E3-1= SEISMIC LOAD CASE 1 E4-1= SEISMIC LOAD CASE 2 Span Length Member, avg spacing Bearing Controlling Conditions No. (feet) & Ext. Lengths (feet) StifReq Combination & Check Ratio 2 30.000 8X3.5E12 1.682 simple span 9 0.940 axial+bending 3 L/ 393 deflection Total line design weight is 192.2 lbs. 'Metallic- Page: 17 Bracing Design Program User: kmcarter Job Number: 15781A Design Summary Report Version: 5.08.1 run01 Date: 11/12/15 Start Time: 07:19:06 R:\Jobs\Active\ENG\15-B-15781\ver01-kmcarter\Bldg-A\run01\ ------------------------------------------------------------------------------- **** MAIN BUILDING ROOF LONGITUDINAL BRACING DESIGN **** ROOF STRUT LINE DESIGN BLDG -A ROOF BRACING EAVE STRUT NO. 7 ANALYSIS OF EAVE STRUT LINE 1 ON ROOF PLANE RPA LOAD COMBINATIONS 1)' 0.60D + 0.60W3-1 2) 0.60D +-0.60W3-2 3) 0.60D + 0.60W4-1 4) 0.60D + 0.60W4-2 5) D + C + 0.45W3-1 6) D + C + 0.45W3-2 7) D + C + 0.45W4-1 8) D + C + 0.45W4-2 9) 1.07D + 1.07C + 1.40E3-1 10) 1.07D + 1.07C + 1.40E4-1. WHERE D = DEAD LOAD C = COLLATERAL LOAD L = LIVE LOAD W3-1= WIND CASE 1, POSITIVE INTERNAL,PRESSURE W3-2= WIND CASE 1; NEGATIVE INTERNAL PRESSURE W4-1= WIND CASE 2, POSITIVE INTERNAL PRESSURE W4-2= WIND CASE 2, NEGATIVE INTERNAL PRESSURE E3-1= SEISMIC LOAD CASE 1 E4-1= SEISMIC LOAD CASE 2 Span Length Member, avg spacing Bearing Controlling Conditions No. (feet) & Ext. Lengths (feet) StifReq Combination'& Check Ratio 5 30.000 8X3.5 E12 1.682 simple span 10 1.025 axial+bending 3 L/ 393 deflection Total line design weight is 192.2 lbs. Metallic Page: 18 Bracing Design Program User: kmcarter Job Number: 15781A Design Summary Report Version: 5.08.1 run01 Date: 11/12/15 Start Time: 07:19:06 R:\Jobs\Active\ENG\15-B-15781\ver01-kmcarter\Bldg-A\run0l\ ------------------------------------------------------------------------------- **** MAIN BUILDING ROOF LONGITUDINAL BRACING DESIGN **** ROOF STRUT LINE DESIGN BLDG -A ROOF BRACING EAVE STRUT NO. 7 ANALYSIS OF EAVE STRUT LINE 1 ON ROOF PLANE RPA LOAD COMBINATIONS 1) 0.60D + 0.60W3-1 2) 0.60D + 0.60W3-2 3) 0.60D + 0.60W4-1 4) 0.60D + 0.60W4-2 5) D +,C + 0.45W3-1 6) D + C.+ 0.45W3-2 7) D + C + 0.45W4-1 8) D + C + 0.45W4-2 9) 1.07D + 1.07C + 1.40E3-1 10) 1.07D + 1.07C + 1.40E4-1 WHERE : D = DEAD LOAD C = COLLATERAL LOAD L = LIVE LOAD W3-1= WIND CASE 1, POSITIVE INTERNAL PRESSURE W3-2= WIND CASE 1, NEGATIVE INTERNAL PRESSURE W4-1= WIND CASE 2, POSITIVE INTERNAL PRESSURE W4-2= WIND CASE 2, NEGATIVE INTERNAL PRESSURE, E3-1= SEISMIC LOAD CASE 1 E4-1= SEISMIC LOAD CASE 2 Span Length Member, avg spacing Bearing Controlling Conditions No. (feet) & Ext. Lengths (feet) StifReq Combination & Check Ratio ---- ----------------------------------------- ------------------------- 6 30.000 8X3.5E12 1.682 simple span 10 0.949 axial+bending 3 L/ 393 deflection Total line design weight is 192.2 lbs. Metallic Page: 19 Bracing Design Program User: kmcarter Job Number: 15781A Design Summary Report Version: 5.08.1 run01 Date: 11/12/15 Start Time: 07:19:06 R:\Jobs\Active\ENG\15-B-15781\ver01-kmcarter\Bldg-A\run01\'_ **** MAIN BUILDING ROOF LONGITUDINAL BRACING DESIGN **** ROOF STRUT LINE DESIGN BLDG -A ROOF BRACING EAVE STRUT NO. 7 ANALYSIS OF PURLIN LINE 1 ON ROOF PLANE RPA LOAD COMBINATIONS 1) 0.60D + 0.60W3-1 2) 0.60D + 0.60W3-2 3) 0.60D + 0.60W4-1 4) 0.60D + 0.60W4-2 5) D + C + 0.45W3-1 6) D + C + 0.45W3-2 7) D + C + 0.45W4-1 8) D + C + 0.45W4-2 9) 1.07D + 1.07C + 1.40E3-1' 10) 1.07D + 1.07C + 1.40E4-1 WHERE D = DEAD LOAD C = COLLATERAL LOAD L = LIVE LOAD W3-1= WIND CASE 1, POSITIVE INTERNAL PRESSURE W3-2= WIND CASE 1, NEGATIVE INTERNAL PRESSURE W4-1= WIND CASE 2, POSITIVE INTERNAL PRESSURE W4-2= WIND CASE 2, NEGATIVE INTERNAL PRESSURE • E3-1= SEISMIC LOAD CASE 1 E4-1= SEISMIC LOAD CASE 2 Span Length Member, avg spacing Bearing Controlling Conditions No. (feet) & Ext. Lengths (feet) StifReq Combination & Check Ratio ---- ----------------------------------------- ------------------------- 7 29.667 8X2.5Z12 1.682 3 0.728 bending double strut 3 L/ 218 deflection RE 0.333 8X2.5Z12 1.682 3 0.001 shear+bending double strut 3 L/ 67 deflection Total line design weight is 149.3 lbs. 0 'Metallic Page: 20 Bracing Design Program User: kmcarter Job Number: 15781A Design Summary Report Version: 5.08.1 run01 Date: 11/12/15 Start Time: 07:19:06 R:\Jobs\Active\ENG\15-B-15781\ver01-kmcarter\Bldg-A\run0l\ ------------------------------------------------------------------------------- **** MAIN BUILDING LONGITUDINAL BRACING DESIGN **** LONGITUDINAL BRACING DESIGN SUMMARY Roof Bracing: Sidewall Bracing: Brace Bay 7 Bay 6 Bay 5 Bay 4 Strut Spans 30.000 feet 30.000 feet 30.000 feet 30.000 feet ---------- ----- ------ ------ ------------- ------------- ------------- PLANE SWC: 1 8X3.5E14 8X3.5E12 8X3.5E12 8X3.5E14 36.000' 1.0000" ROD 1,0000".ROD• ---------- ----------------------------------------- -- ------------- Brace Bay 1 Bay 2 Bay 3 Bay 4 Strut Spans 30.000 feet 30.000 feet 30.000 feet 30.000 feet ---------- ---------------------------------------------------------- PLANE SWA: 7 8X3.5E14* 8X3.5E12 P6X12.92% P6X12.92% 15.000' (2)1.0000" ROD 21.000' PORTAL FRAME ---------- ------------------------------- ------ ------------------- * - Double Purlin Strut - Web Mounted Pipe Strut Brace Bay 7 Bay 6 Bay 5 Bay '4 Strut Spans 30.000 feet 30.000 feet 30.000 feet 30.000 feet PLANE RPC: 1 8X3.5E14 8X3.5E12 8X3.5E12 8X3.5E14 20.000' 0.6250" ROD" .0.6250" ROD 2 8X2.5DZ12 8X2.5DZ12 8X2.5Z12 8X2.5Z12 20.000' 0.5000" ROD' 0.5000" ROD 3 8X2.5DZ12 8X2.5DZ12 8X2.5Z12 8X2.5Z12 10.000' 0.5000" ROD 0.5000" ROD 4 8X2.5Z12 8X2.5Z12 8X2.5Z14 8X2.5Z14 10.000' 0.5000" ROD 0.5000" ROD 5 8X2.5DZ12 8X2.5DZ12 8X2.5Z12 8X2.5Z12 20.000' 0.5000" ROD 0.5000" ROD 6 8X2.5DZ12 8X2.5DZ12 8X2.5Z12 8X2.5Z12 20.000 0.6250" ROD 0.6250" ROD 7 8X3.5E14 8X3.5E12 P6X12.92 % P6X12.92 °s PLANE RPA: Brace Bay 1 Bay 2 Bay 3 Bay 4 Sidewall Bracing: Brace Bay 7 Bay 6 Bay 5 Bay 4 Strut Spans 30.000 feet 30.000 feet 30.000 feet 30.000 feet ---------- ----- ------ ------ ------------- ------------- ------------- PLANE SWC: 1 8X3.5E14 8X3.5E12 8X3.5E12 8X3.5E14 36.000' 1.0000" ROD 1,0000".ROD• ---------- ----------------------------------------- -- ------------- Brace Bay 1 Bay 2 Bay 3 Bay 4 Strut Spans 30.000 feet 30.000 feet 30.000 feet 30.000 feet ---------- ---------------------------------------------------------- PLANE SWA: 7 8X3.5E14* 8X3.5E12 P6X12.92% P6X12.92% 15.000' (2)1.0000" ROD 21.000' PORTAL FRAME ---------- ------------------------------- ------ ------------------- * - Double Purlin Strut - Web Mounted Pipe Strut 'Metallic Page: 21 Bracing Design Program Uset kmcarter Job Number: 15781A Design Summary Report Version: 5.08.1 run01 Date: 11/12/15 Start Time: 07:19:06 R:\Jobs\Active\ENG\15-B-15781\ver01-kmcarter\Bldg-A\run0l\ ------------------------------------------------------------------------------- **** MAIN BUILDING LONGITUDINAL BRACING DESIGN **** LONGITUDINAL BRACING DESIGN SUMMARY Roof Bracing: Sidewall Bracing Brace Bay 3 Bay 2 Bay 1 Strut Spans 30.000 feet 30.000 feet 30.000 feet PLANE SWC: 1 8X3.5E14 8X3.5E12 8X3.5E14 36.000' 1.0000" ROD ---------- ----- ------------- ------------- ------------- Brace Bay 5 Bay 6 Bay 7 Strut Spans 30.000 feet 30.000 feet 30.000 feet PLANE SWA: 7 8X3.5E12 8X3.5E12 8X3.5E14* 15.000' 21:000' ---------- ------------------ ----- ------------------- * - Double Purlin Strut Brace Bay 3 Bay 2 Bay 1 Strut Spans 30.000 feet 30.000 feet 30.000 feet PLANE RPC: 1 8X3.5E14 8X3.5Ei2 8X3.5E14 20.000' 0.6250" ROD 2 8X2.5Z12 8X2.5DZ12 8X2.5DZ12 20.000' 0.5000" ROD 3 8X2.5Z12 8X2.5Z12, SX2.5DZ12 10.000' 0.5000" ROD 4 8X2.5Z14 8X2.5Z12 8X2.5Z12 10.000' 0.5000" ROD 5 8X2.5Z12 8X2.5Z12 8X2.5DZ12 20.000' 0.5000" ROD 6 8X2.5Z12 8X2.5DZ12 8X2.5DZ12 20.000' 0.6250" ROD 7 8X3.5E12 8X3.5E12 8X3.5E14 PLANE RPA:_ Brace Bay 5 Bay 6 Bay 7 Sidewall Bracing Brace Bay 3 Bay 2 Bay 1 Strut Spans 30.000 feet 30.000 feet 30.000 feet PLANE SWC: 1 8X3.5E14 8X3.5E12 8X3.5E14 36.000' 1.0000" ROD ---------- ----- ------------- ------------- ------------- Brace Bay 5 Bay 6 Bay 7 Strut Spans 30.000 feet 30.000 feet 30.000 feet PLANE SWA: 7 8X3.5E12 8X3.5E12 8X3.5E14* 15.000' 21:000' ---------- ------------------ ----- ------------------- * - Double Purlin Strut 'Metallic Page: 28 Design Summary Report Version: 5.08.1 run01 Date: 11/12/15 Start Time: 07:19:32 R:\Jobs\Active\ENG\15-B-15781\ver01-kmcarter\Bldg-A\run0l\ ------------------------------------------------------------------------------- ***** TRANSVERSE BRACING DESIGN ***** STABILITY BRACING AT MAIN BUILDING ENDWALL PLANE EWD Using Max size 0.6250" RODS in endwall module [ 21 from left to right Width= 20.00 feet Left Height= 37.67 feet Right Height= 39.33 feet Load Active Rod Loading Condition Tensile Force Cond Horizontal Force 1) Lateral Wind Load 1 from SWA to SWC 4.03 2) Lateral Wind Load 2 from SWA to SWC 4.03 3) Lateral Wind Load 1 from SWC to SWA 4.03 4) Lateral Wind Load 2 from SWC to SWA 4.03 5) Lateral Seismic from planes SWA to SWC 21.12 16.25' 25.77 6.17 8.97 6) 16.25 Weight (W) 6) Lateral Seismic from planes SWC to SWA 21.12 Weight (W) kips Using Max size 0.6250" RODS in endwall module [ 21 from left to right Width= 20.00 feet Left Height= 37.67 feet Right Height= 39.33 feet Load Active Rod Design Tensile Force Tensile Force Cond Vert. Rise Length Applied Capacity 2) (feet) (feet) (kips) (kips) Tier 1 29.30 5.77 7.48 1) 16.25 25.77 5.19 7.48 2) 16.25` 25.77 5.19 7.48 3) 16.25 25.77 5.19 7.48 4) 16.25 25.77 5.19 7.48 5) 16.25' 25.77 6.17 8.97 6) 16.25 25.77 6.17 8.97 Tier bracing size:0.6250" ROD Tier 2 1) 23.08 30.54 6.02 7.48 2) 23.08 30.54 6.02 7.48 3) 21.42' 29.30 5.77 7.48 4) 21.42 29.30 5.77 7.48 5) 23.08 30.54 7.15 8.97 6) 21.42 29.30 6.86 8.97 Tier bracing size:0.6250" ROD Strut Information: Module 2 0.6250" ROD @16.25feet 8X2.5Z12 0.6250" ROD MJIV ' GEOTECHNICAL REPORT for the Bianchi Walnut Facility t X APPLIED TESTING CONSULTANTS prepared for Bianchi Farms November 6, 2015 !i i JSv ' GEOTECHNICAL REPORT for the Bianchi Walnut Facility t X APPLIED TESTING CONSULTANTS prepared for Bianchi Farms November 6, 2015 GEOTECHNICAL REPORT For the Bianchi Walnut Facility 936 Nelson Road Durham, California Prepared For Bianchi Farms November 6, 2015 PERMIT # Z 1 C7 -:;p - 3' C) 8 BUTTE COUNTY DEVELOP ENT SERVICES C D C%EPDL1A'0NCRE DAT Z Z BY -9- If_ APPLIED TESTING CONSULTANTS 3060 Thorntree Drive, Suite 910 = Twc Chico, CA 95973 Bianchi Walnut Facility November 6, 2015 TABLE OF CONTENTS 1.0 INTRODUCTION................................................................................................:............ 1 1.1 General.....................................................:...................................................................1 1.2 Scope........................................................................................................................... 1 1.3 Attachments................................................................................................................. 1 2.0 FINDINGS.........................................................................................:............................... 1 2.1 Site Description........................................................................................................... 1 2.2 Subsurface Soil Conditions......................................................................................... 1 2.3 Ground Water.............................................................................................................. 2 3.0 CONCLUSIONS AND RECOMMENDATIONS............................................................ 2 3.1 Site Clearing................................................................................................................ 2 3.2 Site Preparation............................................................................................................ 2 3.3 Soil Expansion Potential.............................................................................................. 3 3.4 Liquefaction Potential.................................................................................................. 4 3.5 In Place Relative Density............................................................................................ 4 3.6 Site Geology & Seismicity.......................................................................................... 4 3.7 Foundation Design................................:...................................................................... 5 3.8 Slab-on-Grade/Mat...................................................................................................... 6 3.9 Pavement Design......................................................................................................... 6 4.0 LIMITATIONS.................................................................................................................. 6 Figures: Figure 1: Site Location Plan Figure 2: Test Pit Location Plan Figure 3: Unified Soil Classification System Figure 4: Earthquake Epicenter Map Appendix A — Field Investigation Description & Logs Appendix B — Laboratory Test Data \\Otto\c\Work\2015\033-Bianchi Huller\SoilAreport.doc page 1 Bianchi Walnut Facility November 6, 2015 1.0 INTRODUCTION 1.1 General We have completed a geotechnical engineering investigation of the site for the proposed Bianchi Walnut Facility located in Durham, California. The purpose of our investigation was to explore the site, investigate subsurface soil conditions, and to provide design recommendations for the preparation of the proposed development. This report represents the results of our work. 1.2 Scope The scope of our work included: a field exploration consisting of four test pits, testing and analysis of soil samples obtained from Test Pit 1 thru Test Pit 4, and the preparation of a report containing our findings and recommendations. 1.3 Attachments This report contains Site and Test Pit Location Plans, a Profile Logs for Test Pit 1 thru Test Pit 4, and our Laboratory Test Data Sheets (including Atterburg Limits, Gradations & Expansion Index). See Figures and Appendices. 2.0 FINDINGS 2.1 Site Description The development site is located on the north side of Nelson Road between'Gala Lane and Midway in Durham, California, and is approximately 5 acres in size (see Figure 1). Rice fields and orchards border the site on all sides. The proposed development for the site is for lightweight, agricultural metal buildings with combined spread footing and a slab on grade foundations. On the date of our visit, 14 October 2011, the building area was relatively clear with a few sparse trees. There is an existing residence onsite located at the front of the property. The building area consisted of sparse annual grasses. 2.2 Subsurface Soil Conditions With a CAT 416C"Backhoe, four excavations were made to depths of eight and a half to ten feet, as seen in Test Pit Log 1 thru Test Pit Log 4. It was determined that the test pits were of sufficient depths to represent the soil profile of the building pads. The excavation revealed relatively consistent subsurface soil for the profile. The surface soils were predominantly CL — Lean Clay with Sand, and CH — Sandy Fat Clay. The underlying soils were predominantly SC - Clayey Sand and SM — Silty Sand, while Test Pit 4 revealed SP -SM — Poorly Graded Sand with Silt and Gravel at a depth of nine feet. After the test pits were dug and soil samples taken, the holes were filled with excavated material. The backfill materials in the holes were not properly compacted to any standard specifications. \\Otto\c\Work\2015\033-Bianchi Huller\Soils\report.doc page 1 Bianchi Walnut Facility November 6, 2015 2.3 Ground Water Groundwater evidence was not discovered in the test pits at the time of our exploration. Perched water was not encountered. 3.0 CONCLUSIONS AND RECOMMENDATIONS At the time that this report is being prepared, it is our understanding that the proposed construction at this site consists of lightweight agricultural construction with combined spread footing and a slab on grade foundations. The proposed construction is two metal buildings. The recommendations contained in this report are based upon these assumptions. Prior to commencement of earthwork of the site a pre -construction meeting is'recommended in order to ensure that the recommendations included in this report are conveyed and performed in the manner in which they were intended. A representative of our office, the builder, the general engineer, the structural engineer and/or architect, and the governing jurisdiction shall all be in attendance. A minimum of 72 hours notice will be required to coordinate scheduling. 3.1 Site Clearing Prior to site grading, all trees, surface weeds, expansive clays, debris, and organics shall be removed from the construction areas. The soil portion of this material can either be removed or stockpiled for later use in landscape areas. After clearing has been completed, a representative of our office shall inspect the site to verify that all vegetation and loose debris have been removed prior to the commencement of construction. The extent of soil removal may vary depending upon the findings of this subsequent inspection. Loose soils may be exposed after scarification requiring further removal. 3.2 Site Preparation Tree roots larger than one inch in diameter within five feet of the building pads, or within driveways or roadways shall be removed, over excavated and replaced with properly compacted engineered fill. Any existing septic and water systems within the building envelope shall be removed, over excavated and replaced with properly compacted engineered fill. The finished pads may vary from the scarified depth. The compaction is to be observed by_a representative of our office. ,The building pads shall bear, on a minimum of 36 inches of - non -expansive, compacted -soil. Foundations that extend beyond the depth of compacted fill will require 12 inches of compaction in the trenches after excavation. Fills shall be compacted in accordance with the procedures described in the following paragraphs. Prior to placement of engineered fill within the pad areas, all tree stumps and roots shall be removed and replaced with compacted engineered fill. The exposed sub -grades shall be moisture conditioned and compacted to a minimum of 90% relative compaction, based on test method ASTM D1557. Engineered fill shall be placed in 8" loose lifts, moisture conditioned and compacted to 90% relative compaction. The compacted thickness of each layer shall not exceed 6 inches. Compaction control and testing shall be performed by a \\Otto\c\Work\2015\033-Bianchi Huller\Soils\report.doc page 2 Bianchi Walnut Facility November 6, 2015 qualified testing agency to insure the recommendations of this report are followed. Depending on the amount of rock encountered in the on-site or import soils. We recommend that compaction testing be performed using Sand Cone methods (per ASTM D1556), or Nuclear Density methods (per ASTM D2922). . If imported off-site material is required to build the pads to finish grade, it must be approved by a representative from our office and meet the following minimum criteria. Import material must have a plasticity index of less than 4; be non -expansive (EI<20); have 100% passing the 3" sieve; 30% to 60% passing the #4 sieve; and no more than 20% passing the #200 sieve. 3.3 Soil Expansion Potential The surface and near surface soils encountered at the site were found to contain a certain amount of clay, which has potential for volumetric changes. An Expansion Index test was performed per ASTM D 4829 on one sample, which in our judgment contained the most potential for expansion (see Appendix B). TIle test resuit—indicated an E.I. of 63, which is above the E.I. limit of 20 set forth in Z�� n 1802.3.2 d is considered to be expansive with potential for damage. cia e e opportunity to review any final foundation designs. A qualified representative from our office shall inspect the rough foundation excavations in order to determine if the following expansive soil recommendations are required. There are several solutions that will eliminate or reduce the potentially deleterious effects of expansive soils. Slabs on grade and pavements are particularly sensitive to swell and shrinkage of the soils subgrade. A list of options is provided below: 3.3.1 Remove all expansive materials and replace with non -expansive fills. 3.3.2 Modify the existing soils with a chemical treatment, (lime, gypsum, concrete, etc.). 3.3.3 Design slabs to resist movements i.e., post -tension slab, waffle slabs, thick slabs or other reinforcing methods. Options one and two are intended to reduce the soil expansion. Option three is intended to resist the effects of soil expansion. Option one is most suitable for this size of project. Option two is better for larger slabs and option three is not as common in the Butte County area. Concrete over expansive soils or recently compacted fills will crack. If this is a problem please consider future floor covering if the cracking becomes unacceptable. A representative of our office shall be present during excavations to verify the depth of expansive materials. Depending on the option selected by the building designer and/or engineer, additional lab testing and field inspections may be required. The intent for this site is to' remove the expansive materials and replace with non--/ expansive falls in the building areas where expansive soil is present per 3.3.1. \\Otto\c\Work\2015\033-Bianchi Huller\Soils\report.doc Mage 3 Bianchi Walnut Facility November 6, 2015 3.4 Liquefaction Potential No soils were observed that would be prone to liquefaction in the subsurface excavation. If saturated, poorly graded loose sands are discovered during site excavation, ATC shall be notified of the presence of such soils. 3.5 In Place Relative Density In Place Relative Density tests were not performed on the surface soils. 3.6 Site Geology & Seismicity Butte County and the surrounding area are located on the western portion of a faulted and downwarped series of ancient metamorphic rocks of the Western Sierra Nevada Mountain Range. Granitic rocks associated with Mesozoic thrust faulting are located in the eastern portion of the County. In the western portion of the County, gently folded, younger and sometimes faulted sediments of the Sacramento Valley overlie older metamorphic rocks similar to those of the Sierra Nevada. The stratigraphic and structural trend of metamorphic rocks is generally northward with steeply dipping bedding in most places. The basic site geologic formation is the Holocene Basin Deposits (Alluvium). The formations and geologic structure of the County appear to be controlled or strongly modified by Cenozoic faults extending along the western portion of the Sierra Nevada Mountains and trending north- northwest along with the Big Bend, Camel Peak, Dogwood Peak, Rich Bar, and Melones faults, most of which lie to the north and east of Butte County within the area of volcanic intrusions. The more recent seismic activity lie with the Cleveland Hills fault (1975-1976), Swain Ravine (Late Quaternary), Spenceville Fault Zone (Late Quaternary, possibly Holocene) and the Highway 49 Fault Zone (Late Quaternary). Most Sierra Nevada faults are a combination of strike slip and thrust movements. (Bailey, Geology of Northern California, California Division of Mines and Geology.) The site is not within an Alquist-Priolo Special Studies Zone, according to the State of California and the USGS. There are no faults running directly through the site, according to the book "Maps of Known Active Fault Near -Source Zones in California and Adjacent Portions of Nevada" prepared by California Geological Survey (formerly the California Department of Conservation Division of Mines and Geology) in cooperation with SEAOC. Earthquake related ground shaking shall be expected during the life of structures constructed on this site. The California Geological Survey has defined an active fault as one that has had surface displacement in the last 11,000 years, or has experienced earthquakes in recorded history. Using the EQSEARCH computer program by Blake (2000), a 100 -mile radius search was performed of historic events (with a minimum magnitude of 4.0), dating from the years 1800 to 2004. A total of 303 earthquakes were found with a maximum magnitude of 6.4; the earthquake closest to the site was about 11.4 miles (18.3 km) away and the largest site acceleration was about 0.206g (computed using attenuation relationships from Idriss 1994, Boore et al. 1997, Sadigh et al. 1997, Abrahamson & Silva 1997 and Campbell & Bozorgnia 1997). \\Otto\c\Work\2015\033-Bianchi Huller\Soils\report.doc page 4 Bianchi Walnut Facility November 6, 2015 Based on the EQFAULT computer program by Blake (2000), the maximum deterministic peak ground acceleration (PGA) was computed to be 0.501g (again computed using attenuation relationships from Idriss 1994, Boore et al. 1997, Sadigh et al. 1997, Abrahamson & Silva 1997 and Campbell & Bozorgnia 1997). Based on the California Geological Survey, the probabilistic peak ground acceleration (PGA) that has a 10% probability of exceedance in 50 years was computed to be 0.177g. Properly designed structures, using the current California Building Code requirements, shall be constructed to reduce the damage from a strong ground shaking. Based upon our research the following ASCE 7-10 (2013 California Building Code) earthquake design criteria shall be used by the Structural Engineer: ASCE 7-10 Seismic Variables, (USGS based) Site Class: D Ss, Period 0.2 sec.: 0.606g S1, Period 1.0 sec.: 0.269g SMs = Fa x Ss: 0.797g SMI = Fv x S1: 0.501g SDs = 2/3 x SMs: 0.531g SDI = 2/3 x SMI: 0.334g Seismic Coefficients: Fa 1.315, F,=1.862 3.7 Foundation Design Our field investigation and laboratory test results indicate that the existing native soils, at the, proposed site, are not adequate -for support of lightweight agricultural construction. Building,' t pads shall bear on a minimum of 36 inches of compacted, non -expansive fill as outlined in" 3.2Site Preparation. ? The structures proposed for this site may be supported upon conventional spread footings and continuous perimeter footings, or a solid mat foundation. Based on results of our laboratory testing performed on samples of the predominant soil type encountered, foundations shall be designed in accordance with the recommendations provided below. For this project, finish pad subgrade shall be defined as, "the surface on which the capillary break/moisture barrier materials are placed." Foundations bearing on native or fill materials may be sized for vertical compression loads utilizing maximum allowable soil pressures of 2,000 pounds per square foot (psf) for dead and live loads, and may be increased to 3,000 pounds for all loads including wind or seismic forces. Lateral sliding resistance may be computed using 130 psf for cohesion on the bearing surface (contact area). Foundation designs accounting for lateral bearing may use a lateral bearing pressure of 100 pcf. \\Otto\c\Work\2015\033-Bianchi Huller\Soils\report.doc page 5 Bianchi Walnut Facility November 6, 2015 Plasticity index testing, along with gradation analysis, were performed on eight samples that are representative of the subsurface soil types encountered. An Expansion Index test was also performed on one sample. The results of these tests are included in the attachments. Although the structural engineer shall make the final determination of foundation reinforcement, we recommend as a minimum, that foundations contain a single #4 bar placed at the top and bottom of all foundations. It is further recommended, that foundation reinforcement should be consistent. 3.8 Slab-on-Grade/Mat Interior slab -on -grade and mat floors shall be underlain with a 4" layer of free -draining gravel. The gravel shall be graded, such that, 100% passes the 1" sieve, and not more than 2% passes the #4 sieve. Over the gravel, shall be a durable vapor barrier of visqueen, which is 10 ml. or thicker, covered by 2" of moist, clean sand. These will both serve as capillary moisture deterrents, as well as, to promote uniform curing of the slab concrete. For slabs -on -grade and mats, we recommend that slabs be reinforced with reinforcing bars or welded wire fabric. This reinforcing will minimize cracking, if minor differential settlement occurs beneath the slab. It is important that the slab reinforcing be located in the middle of the slab, and it be held in place during concrete placement. See section 3.3 for additional subgrade recommendations. Contraction joints shall be installed at intervals not to exceed twenty feet in any one direction. Such joints may be formed by deep (3/4") wet grooving while the concrete is still plastic, or by the installation of Zip Strips. 3.9 Pavement Design We have been advised that R -Value testing and pavement design would not be required within this report. 4.0 LIMITATIONS Our recommendations are based upon the information provided regarding the proposed construction, combined with our analysis of site conditions revealed by the field exploration and laboratory testing programs. We have used our best engineering judgment, based upon the information provided and the data generated from our investigation. Our test pits were dug in locations determined to be representative of the site. However, if the proposed construction is modified or re-sited, or if it is discovered during construction that subsurface conditions differ from those encountered at the boring locations, we shall be afforded the opportunity to review the new information or changed conditions, to determine if our conclusions and recommendations must be modified. We do not claim that our recommendations are suitable for discovery items or other site changes other than the conditions and testing specifically discussed in this report. Furthermore we cannot be held responsible for discovery items or other site changes. \\0tto\c\Work\2015\033-Bianchi Huller\Soils\report.doc page 6 Bianchi Walnut Facility November 6, 2015 The investigation is intended to develop geotechnical recommendations from the soils and conditions revealed by the test pits and subsequent laboratory work. It is not intended that our investigation will un -earth or detect items or problems deliberately or inadvertently concealed by others. Ash pits, buried trees or other concealed items and their discovery are not the responsibility of ATC. Furthermore we cannot be held responsible for concealed items. If there is a substantial lapse of time between the submission of our report and the start of construction at the site, or if the conditions have changed due to natural causes or construction operations at, or adjacent to the site, we urge that this report be reviewed to determine the applicability of the conclusions and recommendations considering the changed conditions and time lapse. This report shall not be used after 3 years. We would appreciate the opportunity to review the final plans and specifications to determine if the intent of our recommendations has been implemented in those documents. Applied Testing Consultants is not the foundation design engineer for this project. Design for consolidation, differential settlement and bearing on fill materials are by others. We emphasize that Applied Testing Consultants does not represent that these test results and/or recommendations are suitable, whether or not modified, for any other site or development on this site, other than the one for which they were specifically prepared. Applied Testing Consultants disclaims responsibility for these test results and/or recommendations if they are used whole or in part at any other site or type of development on this site. Applied Testing Consultants (ATC) Brad Forsythe ' President & Director of Operations Charles Roberts, PE, MS C-038692 Exp. 3/31/17 Staff Engineer \\Otto\c\Work\2015\033-Bianchi Huller\SoilAreport.doc page 7 Bianchi Walnut Facility November 6, 2015 Figures 1 Rioted from TOM 02001 Natioaal Geogaphk Holdimp (—.topo.00m) UNIFIED SOIL CLASSIFICATION SYSTEM MAJOR DIVISIONS SYMBOLS CODE TYPICAL NAMES ' Grain Size <3 Very Loose GW '" ' Well graded gravels or gravel - sand mixtures, little or no fines Above 12" GRAVELS GP 000 0 Poorly graded gravels or gravel - sand mixtures, little of no fines a o (More than i of coarse 76.2 to 4.76 C 3" to 3/4" GM fine ( f) Silty gravels, gravel - sand - silt mixtures Qz fraction > No. 4 sieve size) .N 4.76 to 0.074 coarse ( c) No. 4 to No. 10 4.76 to 2.00 Z0„ No. 10 to No. 40: GC fine (f) . Clayey gravels, gravel -sand -clay mixtures o SILT & CLAY Below No. 200 Below 0.074 cS W !. • , Well graded sands or gravely sands, little or no fines SP Poorly graded sands of gravely sands, little or now fines C" r o SANDS p(More than z of coarse SM Silty sands, sand - silt mixtures U fraction < No. 4 sieve size) SC Clayey sands, sand - clay mixtures ML Inorganic silts and very fine sands, rock , silty or clayey fine 6 SILTS & CLAYS sands or clayey silts with slight plasticity p Z .. CL Inorganic clays of low to medium plasticity, gravely clays, sandy V)= � LL < 50 clays, silty clays, lean clays OL Organic silts and organic silty clays of low plasticity Ww w z 0 > MH I I I I I I I I I I Inorganic silts, micaceous of diatomaceous fine sandy or silty v oSILTS &CLAYS I I I I I coils, elastic silts W L N Z o CH Inorganic clays of high plasticity, fat clays LL>50 Organic clays of medium to high plasticity, organic silty clays, OH organic silts HIGHLY ORGANIC SOILS PT= _ _ = Peat and other highly organic soils OTHER SYMBOLS Mf =Final Water Level = Estimated or gradational material change line = Observed material change line Laboratory Tests Pl = Plasticity Index EI = Expansion Index UCC = Unconfined Compression Test TR = Triaxial Compression Test GR= Gradation Analysis (Sieve) CON = Consolidation Test GRAIN SIZE CLASSIFICATION CLASSIFICATION = Drive Sample: 2-1/2" O.D. Below/ ft. Description California sampler = Drive Sample: no recovery ' Grain Size <3 Very Loose sieve size = Initial Water Level Mf =Final Water Level = Estimated or gradational material change line = Observed material change line Laboratory Tests Pl = Plasticity Index EI = Expansion Index UCC = Unconfined Compression Test TR = Triaxial Compression Test GR= Gradation Analysis (Sieve) CON = Consolidation Test GRAIN SIZE CLASSIFICATION CLASSIFICATION RANGE OF GRAIN SIZE Below/ ft. Description U.S. Standard ' Grain Size <3 Very Loose sieve size in Millimeters BOULDERS Above 12" Above 305 COBBLES 12" to 3" 305 to 76.2 GRAVEL 3" to No. 4 76.2 to 4.76 coarse\se (c) 3" to 3/4" 76.2 to 19.1 fine ( f) 3/4" to No. 4 19.1 to 4.76 SAND No. 4 to No. 200 4.76 to 0.074 coarse ( c) No. 4 to No. 10 4.76 to 2.00 medium (m) No. 10 to No. 40: 2.00 to 0.420 fine (f) . No. 40 to No. 200 0.420 to 0.074 SILT & CLAY Below No. 200 Below 0.074 CONSISTENCY CLASSIFICATION COHESIVE SOILS GRANULAR SOILS Description Below/ ft. Description Below/ ft. Very Soft <3 Very Loose <5 Soft 3-5 Loose 5-15 Medium ( firm) 6-10 Medium Dense 1640 Stiff 11-20 Dense 41-65 Very Stiff 2140 Very Dense > 65 Hard > 40 Figure 3 APPLIED TESTING CONSULTANTS 3060 Thorntree Drive, Suite #10 - Chico, CA 95973 - Telephone: (530) 891-6625 - Facsimile: (530) 891-4243 Is EARTHQUAKE EPICENTER MAP Bianchi Walnut Soils 1100 1000 1 900-- 800-- 00 800 X X x xYC ' 700-- x 600-- 500-- 400-- 300-- 200-- 00 •. ' 500 400 ' 300 ) 200 LEGEND ' X M=4 i ' 100 0 M=5 ❑ M=6 0.M=7 0 ' 0 OM=8 ' -100 -400 -300 -200 -100. 0 100 200 300 400 500 600 ' Figure 4: Earthquake Epicenter Map Bianchi Walnut Facility November 6, 2015 Appendix A Test Pit Log PROJECT: Bianchi Huller TEST PIT NUMBER: 1 CLIENT: Jim Bianchi DATE EXCAVATED: 10/14/15 LOCATION: Nelson, CA TOTAL DEPTH: 8'-6 EQUIPMENT: CAT 416C LOGGED BY: J. Pecha 1 t1 Brown Sandy Fat Clay 2 Sample TPI -S1 @ -2'-0" GR, PI: CH - Sandy Fat Clay; EI= 63 ' 3'_ Dark Brown ,Clay w/ Sand H 4- 0-4 w A 5 ple TP1-S2 @ -5'-0" GR, PI: SM - Silty Sand 6 Reddish Brown Sitly Sand 7 rReddish Brown Sandy Clay 8 Sample TPI -S3 @ -8'- " ' 9 Terminated @ 8'-6" 10 1 Attachment (1) APPLIED TESTING CONSULTANTS 3060 Thorntree Drive; Suite #10 - Chico, CA 95973 - Telephone: (530) 891-6625 - Facsimile: (530) 891-4243 1 2 3 4 w A 5 6 7 8 9 10 Test Pit Log PROJECT: Bianchi Huller CLIENT: Jim Bianchi LOCATION: Nelson, CA EQUIPMENT: CAT 416C TEST PIT NUMBER: 2 DATE EXCAVATED: 10/14/15 TOTAL DEPTH: 8'-6" LOGGED BY: J. Pecha Attachment (2) APPLIED TESTING CONSULTANTS 3060 Thomtree Drive, Suite #10 - Chico, CA 95973 - Telephone: (530) 891-6625 - Facsimile: (530) 891-4243 ?t- Test Pit Log PROJECT: Bianchi Huller CLIENT: Jim Bianchi LOCATION: Nelson, CA EQUIPMENT: CAT 416C TEST PIT NUMBER: 3 DATE EXCAVATED: 10/14/15 TOTAL DEPTH: 9'-6" LOGGED BY: J. Pecha Attachment (3) APPLIED TESTING CONSULTANTS 3060 Thomtree Drive, Suite #10 - Chico, CA 95973 - Telephone: (530) 891-6625 Facsimile: (530) 891-424 Test Pit Log PROJECT: Bianchi Huller CLIENT: Jim Bianchi LOCATION: Nelson, CA EQUIPMENT: CAT 416C TEST PIT NUMBER: 4 DATE EXCAVATED: 10/14/15 TOTAL DEPTH: 10'-0" LOGGED BY: J. Pecha 1 Dark Brown Clay 2 Reddish Brown Clay w/ Sand 3 Firm Reddish Brown Silty Sand 4 a Sample TP4-S1 @ 4-0" GR, PI: SM - Silty Sand w A 5 6 Hard Reddish Brown Sandy Clay 7 Sample P4 -S2 @ -7'-6" 8 Reddish Brown Clayey Sand 9 Sample TP4-S3 @ " GR: SP -SM - Poorly Reddish Brown Poorly Graded Graded Sand w/ Silty an Sand w/ Silty and Gravel 10 Gravel Terminated @ 10'-0" Attachment (4) APPLIED TESTING CONSULTANTS 3060 Thorntree Drive, Suite #10 - Chico, CA 95973 - Telephone: (530) 891-6625 - Facsimile: (530) 891-4243 Bianchi Walnut Facility November 6, 2015 Appendix B 1 ' so 50 1 40 ' X W Z_ 30 H to 5 a 20 10 0 Liquid and Plastic Limits Summery Sheet Client: Jim Bianchi Address 7560 Gala Lane City, State, Zip: Durham, CA 95938 Attention: Jim Bianchi Project: Bianchi Huller Project # : 2015-033 Date: 11/4/2015 Technician: J. McKeehan P -line PI = .9(LL-8) A-line PI = 0.73(LL-20) 0 10 20 30 40 50 60 70 80 90 100 110 LIQUID LIMIT Test Pit & Sample # Depth (ft) MATERIAL DESCRIPTION USCS LL PL PI EI %<#200 TPI -St 2 CH - Sandy Fat Clay 57 23 34 63 66.8 P -line indicates the approximate SM - Silty Sand 40 28 12 34.9 TP2-S1 4.5 CL - Lean Clay w/ Sand 46 upper limit boundary for natural soils TP2-S2 CH or OH 33 21 12 43.6 TP3-S1 4 SC - Clayey Sand 33 15 18 37.7 TP3-S2 9 SM - Silty Sand 27 0 35.5 TP4-S1 4 SM - Silty Sand 37 26 12 47.8 CL or OL 0 CL ML `----------------1I -------- ML or OL MH or OH . ■ 0 10 20 30 40 50 60 70 80 90 100 110 LIQUID LIMIT Test Pit & Sample # Depth (ft) MATERIAL DESCRIPTION USCS LL PL PI EI %<#200 TPI -St 2 CH - Sandy Fat Clay 57 23 34 63 66.8 TPI -S2 5 SM - Silty Sand 40 28 12 34.9 TP2-S1 4.5 CL - Lean Clay w/ Sand 46 19 27 82.7 TP2-S2 7.5 SC - Clayey Sand 33 21 12 43.6 TP3-S1 4 SC - Clayey Sand 33 15 18 37.7 TP3-S2 9 SM - Silty Sand 27 0 35.5 TP4-S1 4 SM - Silty Sand 37 26 12 47.8 Sieve Analvsis - Combined Client: Jim Bianchi Address: 7560 Gala Lane City, State, zip: Durham, CA 95938 Attn.: Jim Bianchi Project: Bianchi Huller Sample source: Sampled by ATC Sample Description: CH -Sandy Fat Clay Sample location: Test Pit 1, Sample 1 Sample depth: taken at minus 2'-0" 100.0% 11,450.0 g Start Wt, Course: Start Wt. fine: 507.9 g 21/2 Sample No: TPI -$1 Date: 21 -Oct -15 Tech: J. McKeehan Sieve Size Weight Retained Percent retained Cumulative Percent Specified Retained Passing 41/2 100.0% 4 100.0% 31/2 100.0% 3 100.0% 21/2 100.0% 2- 100.0% 1 1/2 100.0% 1 93.2 g 0.8% 0.8% 99.2% 3/4 0.0 g 0.8% 99.2% 1/2 34.4 g 0.3% 1.1% 98.9% 3/8 33.1 0.3% 1.4% 98.6% #4 58.3 g 0.5% 1.9% 98.1% #8 3.4 g 0.7% 2.6% 97.4% #16 5.0 g 1.0% 3.5% 96.5% #30 13.9 g 2.7% 6.2% 93.8% #50 35.0 g 6.8% 13.0% 87.0% #100 56.7 g 11.0% 23.9%1 76.1% #200 48.2 g 9.3% 33.2%1 66.8% sand fraction SF 31.32% gravel fraction GF 1.91% SF/GF= 16.38 This test was performed according to Cal Trans Test 202 Sieve Analysis - Combined Sample No: TPI -SI Client: Jim Bianchi Date: 21 -Oct -15 Address: 7560 Gala Lane Tech: J. McKeehan City, State, zip: Durham, CA 95938 Attn.: Jim Bianchi Project: Bianchi Huller Sample source: Sampled by ATC Sample Description: CH - Sandy Fat Clay Sample location: Test Pit 1, Sample 1 Sample depth: taken at minus 2'-0" D10 = n/a CU = n/a Dao = n/a CZ = n/a Dfi0 = n/a GRADATION CURVE U.S. STANDARD SIEVE OPENING IN INCHES U.S. STANDARD SIEVE NUMBERS 100.0% 90.0% M 80.0% 70.0% m 60.0% w 50.0% Z 40.0% z 30.0% U 20.0% w 10.0% a 100 10 1 0.1 0.01 0.001 GRAIN SIZE IN MILLIMETERS 1 Plasticity Index ' Project: "' Bianchi Huller Sample No: TP1-S1 , Client: Jim Bianchi Date: .28 -Oct -15 Address 7560 Gala LaneTechnician: J. Dietrich City, State, Zip: Durham, CA 95938 1 Attention: Jim Bianchi �+ , Source: Sampled by ATC 1~` Material Description: CH -Sandy Fat Clay, Liquid Limit: Trial Number: Tin Label Wet Weight + Tare: Dry Weight + Tare: ' Weight of Water: Weight of Tare: Weight of Dry Soil Moisture Content: Number of Blows: 1 2 3 4 5 6 1 2 3 45.15 42.69 43.18 39.91 38.00 38.36 5.24 4.69 4.82 30.18 29.61 30.04 9.73 8.39 8.32 53.85% 55.90% '57.93% 331 271 21 Liquid Limit, LL Plastic Limit, PL f Plasticity Index, PI 57 23 34 Above A Lline Plastic Limit: ' Trial Number: Tin Label: Wet Weight + Tare: - Dry Weight + Tare: Weight of Water- 'Weight ater'Weight of Tare: Weight of dry soil: Moisture Content: t. F s. , Expansion Index Test ' Sample No: TPI -S1 Client: Jim Bianchi Project: Bianchi Huller ' Contact: Jim Bianchi Soil description: CH - Sandy fat Clay Sample location: Test Pit 1, Sample 1 Sample taken by: Sampled by ATC Depth of sample: taken at minus 2'-0" Moisture determination 3:15:00 PM Gross wet wt: 280.5 0.0596 Gross dry wt: 252.7 11:00:00 AM Pan wt: 64.1 0.0599 Net dry wt: 188.6 2:00:00 PM Moisture Loss: 27.8 0.0634 ' Moisture content: 0.0634 11:00:00 AM Density determination Wt of soil & ring: 555.7 ' Tare of ring: 199.0 Net compacted soil wt: 356.7 Dry Density, pcf: 94.3 Saturation determination Volume of solids: 0.559 Volume of water: 0.223 Volume of air: 0.219 ' Degree of saturation: 50.5% Gross final wet wt: 468.5 Gross final dry wt: 368 Final moisture loss: 100.5 Final net dry wt: 303.9 Final moisture content: 33.1% This test was performed per ASTM D-4829-88 Date: 2 -Nov -15 Tech: J.McKeehan r . Start: 2 3 4 5 6 7 8 9 11/3/15 10 11 12 13 14 15 11/4/15 16 17 18 19 20 Final: Time Reading 12:25:00 PM 0.0000 12:30:00 PM 0.0010 12:55:00 PM 0.0058 1:05:00 PM 0.0080 1:15:00 PM 0.0105 1:45:00 PM 0.0171 2:15:00 PM 0.0225 2:45:00 PM 0.0259 3:15:00 PM 0.0300 9:00:00 AM 0.0596 10:00:00 AM 0.0598 11:00:00 AM 0.0599 12:00:00 PM 0.0599 1:00:00 PM 0.0605 2:00:00 PM 0.0605 9:00:00 AM 0.0634 10:00:00 AM 0.0634 11:00:00 AM 0.0634 14:451 0.0634 Expansion Index: 63 eve Analysis - Combined Client: Jim Bianchi Address: 7560 Gala Lane • City, State, zip: Durham, CA 95938 Attn.: Jim Bianchi Project: Bianchi Huller Sample source: Sampled by ATC Sample Description: SM - Silty Sand Sample location: Test Pit 1, Sample 2 Sample depth: taken at minus 5'-0" 100.0% 14,163.0 g Start Wt, Course: Start Wt. fine: 498.0 g 21/2 Sample No: TPI -S2 Date: 20 -Oct -15 Tech: J. McKeehan Sieve Size Weight Retained Percent retained Cumulative Percent Specified Retained Passing 41/2 100.0% 4 100.0% 31/2 100.0% 3 100.0% 21/2 100.0% 2 100.0% 1 1/2 100.0% 1 100.0% 3/4 100.0% 1/2 100.0% 3/8 2.3 q 0.0% 0.0% 100.0% #4 1.7 g 0.0% 0.0% 100.0% #8 4.3 g 0.9% 0.9% 99.1% #16 14.1 g 2.8% 3.7% 96.3% #30 39.4 q 7.9% 11.6% 88.4% #50 74.99 15.0% 26.7% 73.3% #100 102.69 20.6% 47.3% 52.7% #200 88.7 g 17.8% 65.1% 34.9% sand fraction SF 65.04% gravel fraction GF 0.03% SF/GF= 2302.97 , This test was performed according to Cal Trans Test 202 Sieve Analysis - Combined Sample No: TPI -S2 Client: Jim Bianchi Date: 20-OCt-15 Address: 7560 Gala Lane Tech: J. McKeehan City, State, zip: Durham, CA 95938 Attn.: Jim Bianchi Project: Bianchi Huller Sample source: Sampled by ATC Sample Description: SM - Silty Sand Sample location: Test Pit 1, Sample 2 Sample depth: taken at minus 5-0" Dio = n/a CU = n/a D30 = n/a CZ = n/a D60 = n/a GRADATION CURVE U.S. STANDARD SIEVE OPENING IN INCHES U.S. STANDARD SIEVE NUMBERS 100.0% F„ 90.0% w 80.0% � 70.0% 00 60.0% LU 50.0% Z 40.0% F z 30.0% V 20.0% w 10.0% 0. 100 10 1 0.1 0.01 0.001 GRAIN SIZE IN MILLIMETERS t Project: ' Bia Client: Jirr 2 r. • Address 75E 39.98 1 City, State, Zip: Dui 37 Attention.- Jirr Source: ': Sai 30.2 Material Description:. SM 6.13 7.38 8.39 -Trial Number: Tin Label Wet Weight + Tare: Dry Weight + Tare: ' Weight of Water: i Weight of Tare: Weight of Dry Soil Moisture Content: ' `Number of Blows: 1 2 3 4 5• 6. 1 2 3 38.69 39.98 42.02 ' 36.33 37 38.45 2.36 2.98 3.57. 3 30.2 '--29.62 30.06 6.13 7.38 8.39 38.50% 40.38% 42.55% 357--275 19 Liquid Limit, LL Plastic Limit, PL Plasticity Index, PI ~ 40 28 +. 12 WO" �' ry '• -.. Below A Line Plastic Limit: f «" Trial Number: Tin Label: Wet.Weight + Tare: -Dry Weight + Tare: i Weight of Water: Weight of Tare: Weight of dry soil: Moisture, Content: a:-� - a25�xaQc lima Sieve Analvsis - Combined Client: Jim Bianchi ,address: 7560 Gala Lane City, State, zip: Durham, CA 95938 Attn.: Jim Bianchi Project: Bianchi Huller Sample source: Sampled by ATC Sample Description: CL - Lean Clay w/ Sand Sample location: Test Pit 2, Sample 1 Sample depth: taken at minus 4'-6" 100.0% 9,614.09 Start Wt, Course: Start Wt. fine: 477.0 g 21/2 Sample No: TP2-S1 Date: 21 -Oct -15 Tech: J. McKeehan Sieve Size Weight Retained Percent retained Cumulative Percent Specified Retained Passing 41/2 100.0% 4 100.0% 31/2 100.0% 3 100.0% 21/2 100.0% 2 100.0% 1 1/2 100.0% 1 100.0% 3/4 100.0% 1/2 9.5 g 0.1% 0.1% 99.9% 3/8 15.5 q 0.2% 0.3% 99.7% #4 26.9 g 0.3% 0.5% 99.5% #8 2.1 g 0.4% 1.0% 99.0% #16 2.0 g 0.4% 1.4% 98.6% #30 2.9 q 0.6% 2.0% 98.0% #50 9.3 g 1.9% 3.9%1 96.1%1 #100 28.1 g 5.9% 9.8%1 90.2% #200 36.0 g 7.5% 17.3%1 82.7% sand fraction SF 16.76% gravel fraction GF 0.54% SF/GF= 31.05 This test was performed according to Cal Trans Test 202 0 Sieve Analysis - Combined Sample No: TP2-S1 Client: Jim Bianchi Dater 21 -Oct -15 Address: 7560 Gala Lane Tech: J. McKeehan City, state, zip: Durham, CA 95938 Attn.: Jim Bianchi Project: Bianchi Huller Sample source: Sampled by ATC Sample Description: CL - Lean Clay w/ Sand Sample location: Test Pit 2, Sample 1 Sample depth: taken at minus 4'-6" Dio = n/a CU = n/a D30 = n/a CZ = n/a D60 = n/a GRADATION CURVE U.S. STANDARD SIEVE OPENING IN INCHES U.S. STANDARD SIEVE NUMBERS 100.0% 90.0% w 80.0% 70.0% CQ 60.0% w 50.0% Z 40.0% M z 30.0% V 20.0% w 10.0% a 100 10 1 0.1 0.01 ' 0.001 GRAIN SIZE IN MILLIMETERS Trial Number- ' Tin Label Wet Weight + Tare: F Dry Weight + Tare: Weight of Water: ` Weight of Tare: Weight of Dry Soil: Moisture Content: ' Number of Blows: 1 2 3 °• 4 5 6 1 2 3 38.56 39.87 39.9 36 36.62 36.7 r 2.56 3.25 3.20 30.28 29.67 30.13 K 5.72 .6.95 6.57 44.76% 46.76% 48.71% 291 1241 19 Liquid Limit, LLPlastic Limit, PL Plasticity Index, PI Above A Lline- Plastic Limit: Trial Number: „ Tin Label: 'Wet Weight + Tare: Dry Weight +Tare_ : Weight of Water: Weight of Tare: ' Weight of dry soil: Moisture Content:.' F Liquid Limit, LLPlastic Limit, PL Plasticity Index, PI Above A Lline- Plastic Limit: Trial Number: „ Tin Label: 'Wet Weight + Tare: Dry Weight +Tare_ : Weight of Water: Weight of Tare: ' Weight of dry soil: Moisture Content:.' >ieve Analysis - Combined Client: Jim Bianchi Address: 7560 Gala Lane City, State, zip: Durham, CA 95938 attn.: Jim Bianchi Project: Bianchi Huller Sample source: Sampled by ATC, Sample Description: SC - Clayey Sand. Sample location: Test Pit 2, Sample 2 Sample depth: taken at minus 7'-6" 100.0% 141117.0 g Start Wt, Course: Start Wt. fine: 495.6 g 21/2 Sample No: TP2-S2 Date: 21 -Oct -15 Tech: J. McKeehan Sieve Size Weight Retained Percent retained Cumulative Percent Specified Retained Passing 41/2 100.0% 4 100.0% 31/2 100.0% 3 100.0% 21/2 100.0% 2 100.0% 1 1/2 100.0% 1 100.0% 3/4 0.0 g 100.0% 1/2 34.8 g 0.2% 0.2% 99.8% 3/8 34.2 ci 0.2% 0.5% 99.5% #4 85.8 g 0.6% 1.1% 98.9% #8 6.5 g 1.3% 2.4% 97.6% #16 10.8 g 2.2% 4.5% 95.5% #30 17.4 q 3.5% 8.0% 92.0% #50 38.1 g 7.6% 15.6% 84.4% #100 107.3 g 21.4% 37.0% 63.0% #200 96.9 g 19.3% 56.4% 43.6% sand fraction SF 55.28% gravel fraction GF 1.10% SF/GF= 50.41 This test -was performed according to Cal Trans Test 202 Sieve Analysis - Combined Sample No: TP2-S2 Client: Jim Bianchi Date: 21 -Oct -15 Address: 7560 Gala Lane Tech: J. McKeehan City, State, zip: Durham, CA 95938 Attn.: Jim Bianchi Project: Bianchi Huller Sample source: Sampled by ATC Sample Description: SC - Clayey Sand Sample location: Test Pit 2, Sample 2 Sample depth: taken at minus 7'-6" Djo = n/a CU = n/a Dao = n/a CZ = n/a Dgo = n/a GRADATION CURVE U.S. STANDARD SIEVE OPENING IN INCHES U.S. STANDARD SIEVE NUMBERS 100.0% 90.0% w 80.0% 70.0% IM 60.0% w 50.0% Z 40.0% LL z 30.0% V 20.0% w 10.0% a 100 10 1 0.1 0.01 0.001 GRAIN SIZE IN MILLIMETERS ,Plasticity Index ' 1 _ .• - • - 1 Project: Bianchi Huller Sample No: TP2-S2' Client: Jim Bianchi Date: 27 -Oct -15 ,.. Address 7560 Gala Lane Technician: J. Dietrich ' City, State, Zip: Durham, CA 95938 ` 'Attention: Jim Bianchi Source: Sampled by ATC Material Description: SC - Clayey Sand Liquid Limit: ` Trial Number: ' Tin Label:. Wet Weight + Tare:, Dry Weight + Tare: Weight of Water: ' Weight of Tare: Weight of Dry Soil:. Moisture Content: ' Number of Blows: 1 2 3 4 5 6 9 10 11 - 41.23 45.49 42.69 38.65 41.72 39.45 2.58 3.77 3.24 30.12 30.2 30.1 8.53 11.52 9.35 30.25% 32.73% 34.65% 31 261 201, Liquid Limit, LL Plastic Limit, PL Plasticity,lndex, PI ' 33 1 21, 12 rt Above A Lline Plastic Limit: 4 + Trial Number:,' \ Tin Label w Wet Weight + Tare: 'Dry Weight + Tare: wj Weight of Water: Weight of Tare: Weight of dry soil: ' Moisture Content: Sieve Analvsis - Combined Client: Jim Bianchi ,address: 7560 Gala Lane City, State, zip: Durham, CA 95938 Attn.: Jim Bianchi Project: Bianchi Huller Sample source: Sampled by ATC Sample Description: SC - Clayey Sand Sample location: Test Pit 3, Sample 1 Sample depth: taken at minus 4'-0" 100.0% 14,908.0 g Start Wt, Course: Start Wt. fine: 504.2 g 21/2 Sample No: TP3-S1 Date: 21 -Oct -15 Tech: J. McKeehan a Sieve Size Weight Retained Percent retained Cumulative Percent Specified Retained Passing 41/2 100.0% 4 100.0% 31/2 100.0% 3 100.0% 21/2 100.0% 2 100.0% 1 1/2 100.0% 1 100.0% 3/4 0.0 g 100.0% 1/2 37.5 g 0.3% 0.3% 99.7% 3/8 49.9 q 0.3% 0.6% 99.4% #4 88.4 g 0.6% 1.2% 98.8% #8 6.6 g 1.3% 2.5% 97.5% #16 13.1 g 2.6% 5.0% 95.0% #30 '32.0 q 6.3% 11.3% 88.7% #50 78.3 g 15.3% 26.7% 73.3% #100 101.3 g 19.9% 46.5% 53.5% #200 80.6 g 15.8% 62.3% 37.7% sand fraction SF 61.13% gravel fraction GF 1.18% SF/GF= 51.84 This test was performed according to Cal Trans Test 202 ISieve Analysis - Combined Sample No: TP3-S1 Client: Jim Bianchi Date: 21 -Oct -15 Address: 7560 Gala Lane Tech: J. McKeehan City; State, zip: Durham, CA 95938 Attn.: Jim Bianchi Project: Bianchi Huller Sample source: Sampled by ATC Sample Description: SC - Clayey Sand Sample location: Test Pit 3, Sample 1 Sample depth: taken at minus 4'-0" Dio = n/a CU = n/a Dao = n/a CZ = n/a Dfi0 = n/a GRADATION CURVE U.S. STANDARD SIEVE OPENING IN INCHES U.S. STANDARD SIEVE NUMBERS 100.0% 90.0% w 80.0% 70.0% OD 60.0% w 50.0% Z 40.0% z 30.0% U 20.0% 10.0% W a 100 10 1 0.1 0.01 0.001 GRAIN SIZE IN MILLIMETERS Trial Number: Tin Label: Wet Weight + Tare: Dry Weight + Tare: , Weight of Water: t' -Weight of Tare:, Weight of Dry Soil Moisture Content: . F. Number of Blows: 1 2 3 4: 5 6 6 7 8 48.23 49.62 50.14 43.89 44.72 44.97 4.34 4.90 5.17 '30.27 30.09 30.21 13.62 14.63 14.76 31.86% 33.49% 35.03% 291 231 18 ;+ Liquid Limit, LL Plastic_ Limit,.PIL - Plasticity Index, PI 18 } '� �. Above A Lline Plastic Limit: Trial Number' Tin Label 'Wet Weight + Tare: Dry Weight + Tare ' Weight ofWater: Weight of Tare: �• Weight of dry soil: Moisture Content: Sieve Analvsis - Combined Client: Jim Bianchi Address: 7560 Gala Lane City, State, zip: Durham, CA 95938 attn.: Jim Bianchi Project: Bianchi Huller Sample source: Sampled by ATC Sample Description: SM - Silty Sand Sample location: Test Pit 3, Sample 2 Sample depth: taken at minus 9'-0" 100.0% 15,273.0 g Start Wt, Course: Start Wt. fine: 513.8 g 21/2 Sample No: TP3-S2 Date: 20 -Oct -15 Tech: J. McKeehan Sieve Size Weight Retained Percent retained Cumulative Percent Specified Retained Passing 41/2 100.0% 4 100.0% 31/2 100.0% 3. 100.0% 21/2 100.0% 2 100.0% 1 1/2 100.0% 1 25.7 g 0.2% 0.2% 99.8% 3/4 0.0 g 0.2% 99.8% 1/2 27.3 g 0.2% 0.3% 99.7% 3/8 11.0 q 0.1% 0.4% 99.6% #4 27.5 g 0.2% 0.6% 99.4% #8 7.6 g 1.5% 2.1% 97.9% #16 19.1 g 3.7% 5.8% 94.2% #30 28.9 q 5.6% 11.4% 88.6% #50 35.5 g 6.9% 18.2%1 81.8% #100 107.19 20.7% 38.9%1 61.1% #200 131.9 g 25.5% 64.5%1 35.5% sand fraction SF 63.86% gravel fraction GF 0.60% SF/GF= 106.60 This test was performed according to Cal Trans Test 202 Sieve Analysis - Combined Sample No: TP3-S2 Client: Jim Bianchi Date: 20 -Oct -15 Address: 7560 Gala Lane Tech: J. McKeehan City, State, zip: Durham, CA 95938 Attn.: Jim Bianchi Project: Bianchi Huller Sample source: Sampled by ATC Sample Description: SM - Silty Sand Sample location: Test Pit 3, Sample 2 Sample depth: taken at minus 9'-0" D10 = n/a CU = n/a Dao = n/a CZ D6o GRADATION CURVE U.S. STANDARD SIEVE OPENING IN INCHES U.S. STANDARD SIEVE NUMBERS 100.0% 90.0% w 80.0% 70.0% m 60.0% w 50.0% Z 40.0% z 30.0% w 20.0% U, 0' 10.0% LU a fill 100 10 1 0.1 0.01 0.001 GRAIN SIZE IN MILLIMETERS ' -Plasticity Index ' Project: Bianchi Huller �i. Sample�No: TM1P3-S2 Client: Jim Bianchi Date: 29 -Oct -15 Address 7560 Gala Lane Technician: J. Pecha % ' City, State, Zip: Durham, CA 95938 Attention:. Jim Bianchi ' Source: Sampled by ATC , ' Material Description:_ SM - Silty Sand Liquid Limit: r Trial Number: ' Tin Label: Wet Weight + Tare: , Dry Weight + Tare:. ' Weight of Water: Weight of Tare: Weight of Dry Soil: 1 Moisture Content: Number of Blows: 1 2 3 4 5 :6 25 26 27 45.25 39.49 .' 40.29 42.14 37.52 38.15 3.11 1.97 2.14 30.48 30.31 30.33 " 11.66 7.21 7.82 26.67% 27.32% 27.37% 27 221 18 w" Liquid Limit, LL Plastic Limit, PIL Plasticity Index, PI 4 "r 4 Plastic Limit:r ' .4 ' Trial Number: . j. :-Tin Label: - - Wet Weight + Tare: ' Dry Weight* Tare: Weight of Water:- Weight of Tare: ; Weight of dry soil: ' Moisture Content: is f •. Liquid Limit, LL Plastic Limit, PIL Plasticity Index, PI 4 "r 4 Plastic Limit:r ' .4 ' Trial Number: . j. :-Tin Label: - - Wet Weight + Tare: ' Dry Weight* Tare: Weight of Water:- Weight of Tare: ; Weight of dry soil: ' Moisture Content: Sieve Analysis - Combined Sample No: TP4-S1 Date: 20 -Oct -15 Tech: J. McKeehan Sieve Size Client: Jim Bianchi Cumulative Percent Specified Retained Passing Address: 7560 Gala Lane City, State, zip: Durham, CA 95938 ' attn.: Jim Bianchi Project: Bianchi Huller Sample source: Sampled by ATC tSample Description: SM - Silty Sand Sample location: Test Pit 4, Sample 1 ' Sample depth: taken at minus 4'-0" Start rt W t, Course: 18,541.0 g ' Start Wt. fine: 514.7 g Sample No: TP4-S1 Date: 20 -Oct -15 Tech: J. McKeehan Sieve Size Weight Retained Percent retained Cumulative Percent Specified Retained Passing 41/2 100.0% 4 100.0% 31/2 100.0% 3 100.0% 21/2 100.0% 2 100.0% 1 1/2 100.0% 1 100.0% 3/4 100.0% 1/2 3.8 g 0.0% 0.0% 100.0% 3/8 0.0 q 0.0% 100.0% #4 2.3 g 0.0% 0.0% 100.0% #8 1.9 g 0.4% 0.4% 99.6% #16 20.2 g 3.9% 4.3% 95.7% #30 44.9 q 8.7% 13.0% 87.0% #50 44.7 g 8.7% 21.7% 78.3% #100 64.8 g 12.6% 34.3%1 65.7% #200 92.2 g 17.9%1 52.2%1 47.8% sand fraction SF 52.19% 1 gravel fraction GF 0.03% SF/GF= 1586.26 This test was performed according to Cal Trans Test 202 Sieve Analysis - Combined Sample No: TP4-S1 Client: Jim Bianchi Date: 20 -Oct -15 Address: 7560 Gala Lane Tech: J. McKeehan City, State, zip: Durham, CA 95938 Attn.: Jim Bianchi Project: Bianchi Huller Sample source: Sampled by ATC Sample Description: SM - Silty Sand Sample location: Test Pit 4, Sample 1 Sample depth: taken at minus 4'-0" Dia = n/a CU = n/a D30 = n/a CZ = nla D60 = n/a GRADATION CURVE U.S. STANDARD SIEVE OPENING IN INCHES U.S. STANDARD SIEVE NUMBERS 100.00//0 y F„ 90.0% M 80.0% 70.0% 00 60.0% LU 50.0% Z 40.0% M z 30.0% U 20.0% w 10.0% LUa 100 10 1 0.1 0.01 0.001 GRAIN SIZE IN MILLIMETERS r - Plasticity Index ' Project: Bianchi Huller Sample No: TP4-S1 Client: Jim Bianchi Date: 27 -Oct -15 Address 7560 Gala Lane - Technician: J. Dietrich . t City, State, Zip: Durham, CA 95938. ; Attention: Jim Bianchi ,• Source: Sampled by ATC , Material Description: SM - Silty Sand-'. Liquid Limit: Trial Number: ' Tin Label: , .Wet Weight + Tare: Dry Weight + Tare: ' Weight of Water: Weight of Tare: Weight of Dry Soil: 1 Moisture Content: Number of Blows: 1 2 3 4 5 6 6 7- 8 41.69 42.01 43.8 38.7 38.75 39.94 2.99 3.26 3.86 30.2 30.12 30.21 8.5 8.63 9.73 ,35.18% 37.78% 39.67% 301 25 19 Liquid.Limit, LL JPlastic Limit, PL Plasticity Index, PI ~., . 371 12 v Below A Line r Plastic Limit: ' Trial Number: . , Tin Label: Wet Weight + Tare: Dry Weight + Tare: Weight of Water: ' Weight of Tare: Weight of dry soil: Moisture Content: •r . Liquid.Limit, LL JPlastic Limit, PL Plasticity Index, PI ~., . 371 12 v Below A Line r Plastic Limit: ' Trial Number: . , Tin Label: Wet Weight + Tare: Dry Weight + Tare: Weight of Water: ' Weight of Tare: Weight of dry soil: Moisture Content: A ■ A ■ A ■ ■ Oit::vt:: Milaiysis - %.'UIIILJIFIt!U Sieve Size Sample No: TP4-S3 Client: Jim Bianchi Date: 20 -Oct -15 ,address: 7560 Gala Lane Tech: J. McKeehan City, State, zip: Durham, CA 95938 Attn.: Jim Bianchi Project: Bianchi Huller Sample source: Sampled by ATC Sample Description: SP -SM - Poorly Graded Sand w/ Silt and Gravel Sample location: Test Pit 4, Sample 3 Sample depth: taken at minus 9'-6" Start Wt, Course: 21,917.0 g Start Wt. fine: 499.0 g Sieve Size Weight Retained Percent retained Cumulative Percent Specified Retained Passing 41/2 100.0% 4 100.0% 31/2 100.0% 3 100.0% 21/2 100.0% 2 266.2 g 1.2% 1.2% 98.8% 1 1/2 227.3 q 1.0% 2.3% 97.7% 1 958.9 g 4.4% 6.6% 93.4% 3/4 1,469.7 g 6.7% 13.3% 86.7% 1/2 2,354.1 g 10.7% 24.1% 75.9% 3/8 1,695.3 g 7.7% 31.8% 68.2% #4 2,659.9 g 12.1% 43.9% 56.1% #8 55.6 g 6.2% 50.2% 49.8% #16 33.9 g 3.8% 54.0% 46.0% #30 35.9 q 4.0% 58.0% 42.0% #50 100.6 g 11.3%1 69.3% 30.7% #100 124.0 g 13.9%1 83.3% 16.7% #200 51.6 g 5.8%1 89.1% 10.9% sand fraction SF 45.11% gravel fraction GF 43.94% SF/GF= 1.03 This test was performed according to Cal Trans Test 202 Sieve Analysis - Combined Sample No: TP4-S3 Client: Jim Bianchi Date: 20 -Oct -15 Address: 7560 Gala Lane Tech: J. McKeehan City, State, Zip: Durham, CA 95938 Actn.: Jim Bianchi Project: Bianchi Huller Sample source: Sampled by ATC Sample Description: SP -SM - Poorly Graded Sand w/ Silt and Gravel Sample location: Test Pit 4, Sample 3 Sample depth: taken at minus 9'-6" Dio = 0.06 CU = 103.3 D30 = 0.35 CZ = 0.3 Dfi0 = 6.2 GRADATION CURVE U.S. STANDARD SIEVE OPENING IN INCHES U.S. STANDARD SIEVE NUMBERS 100.0% 90.0% w 80.0% 70.0% CO 60.0% LU 50.0% Z 40.0% z 30.0% U 20.0% 10.0% LU a 100 10 1 0.1 0.01 0.001 GRAIN SIZE IN MILLIMETERS Q7µ 3 APPLIED TESTING CONSULTANTS t +;'°' lar ,+' n. At - f r �' A f c�G i 09 Butte County Department of Development Services TIM SNELLINGS, DIRECTOR I PETE CALARCO, ASSISTANT DIRECTOR 7 County Center Drive Oroville, CA 95965 "1 (530) 538-7601 Telephone `^ (530) 538-2140 Facsimile • ' WWW.buttecountv.net/dds *CALIF OR N 1 A www.butte eneralplan net ' ADMINISTRATION ` BUILDING " PLANNING _ MINIMUM EROSION AND SEDIMENT CONTROLS FOR PROJECTS DISTURBING LESS THAN ONE ACRE ' The BMP's (Best Management Practices) listed below must be in place during the rainy season (October 15 through April 15) and may be required at other times based on weather and .site conditions throughout the year. The BMP's listed are minimum requirements and additional BMP's could be required based on site conditions. • Stabilized entry: Provide minimum 3" to 6" fractured rock 50' long x 15' wide by 6" deep over construction grade fabric. • All soils tracked onto paved roadways must be cleaned up on a daily basis. When streets are wet or during a rain event there shall be no tracking of soils onto the street. • Wattles installed properly behind curb or sidewalks. • Rock bags (minimum 2 per side) at all drain inlet locations within 150' of the project site. • Internal filters placed inside each drain inlet. • Trash bars across the back of all drain inlets. • Stabilize all disturbed soils in the front yard areas within 15' of the back of curb or sidewalk. (Straw { or erosion blankets may be used for this application) H • Stabilize all slopes where erosion could occur and cause silt run off. (Straw, visqueen or erosion blankets may be used for this application) • All paint, fuel, construction products etc. shall be stored in a covered location away from sidewalks and storm drain inlets. • Portable chemical toilets if provided on the site must be kept off of streets and sidewalks and at least 50' from the nearest storm drain inlet. • All trash must be collected and stored properly. Do not let items such as drywall mud boxes, paint buckets, cleaning material containers etc. come in contact with any rainfall or storm water runoff. i - • Provide a designated area for concrete washout. Hay bales lined with visqueen may be used for this application. Rollaway bins may also be used. All concrete washout systems shall be placed off of the paved streets. , • After installation of the above items is complete a maintenance program needs to be developed to insure the continued effectiveness of your BMP's. K:\BUILDING\201 RApproved formSkRes Green Bldg. forms\Erosion & Sediment Control Measures.doc EXHIBIT A DRAWING yh h - � P Q r o � P Q Q r I 1 .•F p N 0 00 0 N Ob N co m jf 3 p • 3 y N 0000000000 - 0000000000 'I 3 - 0000000000 io 3 000 000000 lI ;h s i � M 4 O m 3 O £ f Gl z z t7 I , 5 • 10 3 n o M p , p H Q �' < l ' Q • JC Q t4.+ a ro P �'' Q n P� w f - P i0 • � 00 s P . N 3 N 3 In P 3 3 2 .01 - I , 0% 0% 3 m P i crM • .. 0 0• C• KABUILDING\20I I\Approved forms\Res Green Bldg. forms\Erosion & Sediment Control i Measures.doc '