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1 Structural Calculations For: Project: Address: Job No. Revision: Date: 1400 N. Vasco Rd. Livermore, CA D Delta 1 - Plan Check May 8, 2015 Client: Ferreri & Blau

MEMBER REPORT Roof, Typical Roof Joist with Mechanical 1 piece(s) 20" TJI 560 @ 32" OC PASSED All locations are measured from the outside face of left support (or left cantilever end).

0 Lr (All Spans) Shear (lbs) 1926 @ 33' 6 1/2" 4181 Passed (46%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-lbs) 16955 @ 16' 6" 20206 Passed (84%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl.

2 MEMBER REPORT Roof, Typical Roof Joist with Mechanical 1 piece(s) 20" TJI 32" OC PASSED All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 33' 6 1/2" 1926 (2.80") Passed (100%) D Lr (All Spans) Shear (lbs) 33' 6 1/2" 4181 Passed (46%) D Lr (All Spans) Moment (Ft-lbs) 16' 6" Passed (84%) D Lr (All Spans) Live Load Defl. (in) 16' 10 1/2" Passed (L/509) D Lr (All Spans) Total Load Defl. (in) 17' 1/16" Passed (L/227) D Lr (All Spans) Deflection criteria: LL (L/240) and TL (L/180). Bracing (Lu): All compression edges (top and bottom) must be braced at 4' 9 7/8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. System : Roof Member Type : Joist Building Use : Residential Building Code : IBC Design Methodology : ASD Member Pitch: 0.25/12 Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger ¹ See Connector grid below for additional information and/or requirements. Roof Live Total Accessories 1 - Beveled Plate - DF 3.50" 3.50" 2.55" Blocking 2 - Hanger on 20" DF beam 3.50" Hanger¹ 2.80" See note ¹ Connector: Simpson Strong-Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 2 - Face Mount Hanger Connector not found N/A N/A N/A N/A Dead Roof Live Loads Location Spacing (0.90) (non-snow: 1.25) Comments 1 - Uniform (PSF) 0 to 33' 10" 32" Roof 2 - Point (lb) 16' 6" N/A Point (lb) 23' 6" N/A Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. ( Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Justen Peek DP Advanced Engineering Inc. (925) jp@advengineering.com Job Notes 5/12/2015 5:43:02 PM Forte v4.6, Design Engine: V Roof Joist Calcs.4te Page 1 of 1

Drag / Collector Force Diagram Generator INPUT DATA TOTAL SHEAR FORCE (ASD) F p = 23.727 kips NUMBER OF SEGMENTS n = 3 Segment 1 2 3 Length, ft 14.75 39.25 13 Shear Wall?

3 Drag / Collector Force Diagram Generator INPUT DATA TOTAL SHEAR FORCE (ASD) F p = kips NUMBER OF SEGMENTS n = 3 Segment Length, ft Shear Wall? YES NO YES ANALYSIS TOTAL DRAG LENGTH L drag = 67 ft TOTAL SHEAR WALL LENGTH L wall = ft DIAPHRAGM SHEAR STRESS v diaphragm = F p / v drag = 354 plf SHEAR WALL SHEAR STRESS v shear wall = F p / v wall = 855 plf Section Point Distance, ft Axial Force Drag Axial Force, kips Distance, ft DRAG / COLLECTOR FORCE DIAGRAM SHEAR WALL & DRAG ELEVATION

Drag / Collector Force Diagram Generator INPUT DATA TOTAL SHEAR FORCE (ASD) F p = 23.568 kips NUMBER OF SEGMENTS n = 2 Segment 1 2 Length, ft 26.25 40 Shear Wall?

4 Drag / Collector Force Diagram Generator INPUT DATA TOTAL SHEAR FORCE (ASD) F p = kips NUMBER OF SEGMENTS n = 2 Segment 1 2 Length, ft Shear Wall? NO YES ANALYSIS TOTAL DRAG LENGTH L drag = ft TOTAL SHEAR WALL LENGTH L wall = 40 ft DIAPHRAGM SHEAR STRESS v diaphragm = F p / v drag = 356 plf SHEAR WALL SHEAR STRESS v shear wall = F p / v wall = 589 plf Section Point Distance, ft Axial Force Drag Axial Force, kips Distance, ft DRAG / COLLECTOR FORCE DIAGRAM SHEAR WALL & DRAG ELEVATION

Drag / Collector Force Diagram Generator INPUT DATA TOTAL SHEAR FORCE (ASD) F p = 19.975 kips NUMBER OF SEGMENTS n = 8 Segment 1 2 3 4 5 6 7 8 Length, ft 13 12.75 18 14.5 44 8.5 14.33 9 Shear Wall?

5 Drag / Collector Force Diagram Generator INPUT DATA TOTAL SHEAR FORCE (ASD) F p = kips NUMBER OF SEGMENTS n = 8 Segment Length, ft Shear Wall? NO YES NO YES NO YES NO YES ANALYSIS TOTAL DRAG LENGTH TOTAL SHEAR WALL LENGTH L drag = ft L wall = ft DIAPHRAGM SHEAR STRESS v diaphragm = F p / v drag = 149 plf SHEAR WALL SHEAR STRESS v shear wall = F p / v wall = 446 plf Section Point Distance, ft Axial Force Drag Axial Force, kips Distance, ft DRAG / COLLECTOR FORCE DIAGRAM SHEAR WALL & DRAG ELEVATION

6 Drag / Collector Force Diagram Generator INPUT DATA TOTAL SHEAR FORCE (ASD) F p = kips NUMBER OF SEGMENTS n = 3 Segment Length, ft Shear Wall? NO YES NO ANALYSIS TOTAL DRAG LENGTH L drag = ft TOTAL SHEAR WALL LENGTH L wall = 16 ft DIAPHRAGM SHEAR STRESS v diaphragm = F p / v drag = 173 plf SHEAR WALL SHEAR STRESS v shear wall = F p / v wall = 1455 plf Section Point Distance, ft Axial Force Drag Axial Force, kips Distance, ft DRAG / COLLECTOR FORCE DIAGRAM SHEAR WALL & DRAG ELEVATION

7 Drag / Collector Force Diagram Generator INPUT DATA TOTAL SHEAR FORCE (ASD) F p = kips NUMBER OF SEGMENTS n = 9 Segment Length, ft Shear Wall? NO YES NO YES NO YES NO YES NO ANALYSIS TOTAL DRAG LENGTH L drag = 92 ft TOTAL SHEAR WALL LENGTH L wall = 12 ft DIAPHRAGM SHEAR STRESS v diaphragm = F p / v drag = 44 plf SHEAR WALL SHEAR STRESS v shear wall = F p / v wall = 336 plf Section Point Distance, ft Axial Force Drag Axial Force, kips Distance, ft DRAG / COLLECTOR FORCE DIAGRAM SHEAR WALL & DRAG ELEVATION

8 PROJECT: CLIENT: Ferreri & Blau JOB NO.: D CALCS BY: J. Peek DATE: 5/8/2015 STRUCTURAL CALCULATIONS ARE BASED ON THE FOLLOWING CRITERIA, UNLESS NOTED OTHERWISE GOVERNING CODE: TYPE OF CONSTRUCTION: California Building Code, 2013 Edition New HVAC Unit on Roof Lateral Load System - Wood Framed Shear Walls LATERAL DESIGN CRITERIA: SEISMIC & SITE DATA - MCE MAP VALUES Ss % g S % g Site Class D Site coefficients and adjusted maximum considered eq. spectral response accel. parameters Fa Fv S MS =FaS S (EQ ) S M1 =FvS (EQ ) Design spectral response acceleration parameters. S DS =(2/3)S MS g (EQ ) S D1 =(2/3)S M g (EQ ) Importance Factor SEISMIC DESIGN CATEGORY BASED ON SHORT-PERIOD RESPONSE ACCELERATIONS: VALUE OF S DS 1 OR V S1 IS GREATER THAN.75 S DS < 0.167g A A A USE CATAGORY E 0.167g S DS < 0.33g B B C PER CBC g S DS < 0.50g C C D USE CATEGORY D 0.50g S DS D D D USE CATEGORY D SEISMIC DESIGN CATEGORY BASED ON 1-SEC RESPONSE ACCELERATIONS: VALUE OF S D1 S D1 < 0.067g 0.067g S D1 < 0.133g 0.133g S D1 < 0.20g 0.20g S D1 1 OR V S1 IS GREATER THAN 0.75 A A A USE CATAGORY E B B C PER CBC C C D USE CATEGORY D D D D USE CATEGORY D

9 PROJECT: 4 0 CLIENT: Ferreri & Blau JOB NO.: D CALCS BY: J. Peek DATE: 5/8/2015 STRUCTURAL CALCULATIONS ARE BASED ON THE FOLLOWING CRITERIA, UNLESS NOTED OTHERWISE SEISMIC DESIGN FORCE (48HC-05): 4 ASCE 7-10 Table , a p 2.5 ASCE 7-10 Table , R p 6.0 Height of Equipment, Z 16.0 ft Height of Roof, h 16.0 ft Weight of Equipment, W P lbs 0.4a P S DS W F P P = [1+2(Z/h)] (R P /I P ) F P-MAX = 1.6S DS W P I P lbs lbs F P-min = 0.3S DS W P I P 260 lbs 2.0 F P-DESIGN = F P 434 lbs F v-design = 0.2S DS W P 174 lbs WIND DESIGN FORCE: Exposure Type C 3 q h = *K z *K zt *K d *V lb/sf K Z = ASCE 7-10 Table K Zt = ASCE 7-10 Section K d = ASCE 7-10 Table V= Basic Wind Speed 110 mph (GC r ) h = ASCE 7-10 Section (GC r ) v = ASCE 7-10 Section A f = Area of Equipment 21.4 sq-ft A r = Area of Equipment 24.1 sq-ft F h = q h (GC r ) h A f 962 lbs F v = q h (GC r ) v A r 858 lbs

10 PROJECT: 4 0 CLIENT: OVERTURNING DESIGN: Equipment Dimensions: Depth, D= 3.90 ft Length, L= 6.20 ft Height, H= 3.45 ft Ferreri & Blau JOB NO.: D CALCS BY: J. Peek DATE: 5/8/2015 STRUCTURAL CALCULATIONS ARE BASED ON THE FOLLOWING CRITERIA, UNLESS NOTED OTHERWISE SEISMIC: Worst Case Uplift Reaction Load Case: 0.6D+0.7E R 1 = 18 lbs Net Uplift, Anchors Required Worst Case Downward Reaction Load Case: 1.0D+0.7E R 2 = -369 lbs WIND: Worst Case Uplift Reaction Load Case: 0.6D+0.6W R 1 = 336 lbs Net Uplift, Anchors Required Worst Case Downward Reaction Load Case: 1.0D+0.6W R 2 = -293 lbs

11 PROJECT: 4 0 CLIENT: Ferreri & Blau JOB NO.: D CALCS BY: J. Peek DATE: 5/8/2015 STRUCTURAL CALCULATIONS ARE BASED ON THE FOLLOWING CRITERIA, UNLESS NOTED OTHERWISE ANCHORAGE RESULTS FOR UNIT TO CURB: The new unit is to be installed with (4) 5/8" diameter lag screws, (1) in each corner, embedded 4" into 4x6 purlin ALLOWABLE DOWEL SHEAR VALUES ALLOWABLE SHEAR VALUE PER 2012 NDS TABLE 11K ANCHOR DIAMETER Minimum embedment 4" Load Duration increase taken as, C D =1.6 for seismic loading VERIFY CAPACITY EXCEEDS DEMAND: Number of Bolts in Shear= 4 Capacity Perpendicular to Grain= 704 lbs per bolt Required Capacity Perpendicular to Grain= 144 lbs per bolt ALLOWABLE WITHDRAWAL VALUES ALLOWABLE WITHDRAWAL VALUE PER 2012 NDS TABLE 11.2A ANCHOR DIAMETER EMBEDMENT DEPTH EMBEDMENT DEPTH SPECIFIC GRAVITY, G SPECIFIC GRAVITY ALLOWABLE SHEAR PARALLEL TO GRAIN (LBS) ALLOWABLE WITHDRAWAL* *Unthreaded upper 1.5" of embedment ignored for allowable withdrawal Load Duration increase taken as, C D =1.6 for seismic loading VERIFY CAPACITY EXCEEDS NEW DEMAND: Number of Bolts in Withdrawal= 2 Capacity= 1788 lbs per anchor Required Uplift= 168 lbs per anchor ALLOWABLE SHEAR PERPENDICULAR TO GRAIN (LBS) VERIFY CAPACITY FOR COMBINED SHEAR AND TENSION: ALLOWABLE DESIGN VALUE IN DIRECTION ALPHA PER NDS EQN W'p 1788 LBS Z' 704 LBS a 49 DEG (W'p)Z' Capacity = Z'a = =1081 LBS (W'p)cos 2 a + Z' sin 2 a Required =221 LBS Force Ratio =0.20 Design OK

12 PROJECT: 4 0 CLIENT: Ferreri & Blau JOB NO.: D CALCS BY: J. Peek DATE: 5/8/2015 STRUCTURAL CALCULATIONS ARE BASED ON THE FOLLOWING CRITERIA, UNLESS NOTED OTHERWISE SEISMIC DESIGN FORCE (48HC-08): 4 ASCE 7-10 Table , a p 2.5 ASCE 7-10 Table , R p 6.0 Height of Equipment, Z 16.0 ft Height of Roof, h 16.0 ft Weight of Equipment, W P lbs 0.4a P S DS W F P P = [1+2(Z/h)] (R P /I P ) F P-MAX = 1.6S DS W P I P lbs lbs F P-min = 0.3S DS W P I P 408 lbs 2.0 F P-DESIGN = F P 680 lbs F v-design = 0.2S DS W P 272 lbs WIND DESIGN FORCE: Exposure Type C 3 q h = *K z *K zt *K d *V lb/sf K Z = ASCE 7-10 Table K Zt = ASCE 7-10 Section K d = ASCE 7-10 Table V= Basic Wind Speed 110 mph (GC r ) h = ASCE 7-10 Section (GC r ) v = ASCE 7-10 Section A f = Area of Equipment 30.2 sq-ft A r = Area of Equipment 36.4 sq-ft F h = q h (GC r ) h A f 1360 lbs F v = q h (GC r ) v A r 1294 lbs

13 PROJECT: 4 0 CLIENT: OVERTURNING DESIGN: Equipment Dimensions: Depth, D= 4.96 ft Length, L= 7.34 ft Height, H= 4.12 ft Ferreri & Blau JOB NO.: D CALCS BY: J. Peek DATE: 5/8/2015 STRUCTURAL CALCULATIONS ARE BASED ON THE FOLLOWING CRITERIA, UNLESS NOTED OTHERWISE SEISMIC: Worst Case Uplift Reaction Load Case: 0.6D+0.7E R 1 = 15 lbs Net Uplift, Anchors Required Worst Case Downward Reaction Load Case: 1.0D+0.7E R 2 = -565 lbs WIND: Worst Case Uplift Reaction Load Case: 0.6D+0.6W R 1 = 449 lbs Net Uplift, Anchors Required Worst Case Downward Reaction Load Case: 1.0D+0.6W R 2 = -413 lbs

14 PROJECT: 4 0 CLIENT: Ferreri & Blau JOB NO.: D CALCS BY: J. Peek DATE: 5/8/2015 STRUCTURAL CALCULATIONS ARE BASED ON THE FOLLOWING CRITERIA, UNLESS NOTED OTHERWISE ANCHORAGE RESULTS FOR UNIT TO CURB: The new unit is to be installed with (4) 5/8" diameter lag screws, (1) in each corner, embedded 4" into 4x6 purlin ALLOWABLE DOWEL SHEAR VALUES ALLOWABLE SHEAR VALUE PER 2012 NDS TABLE 11K ANCHOR DIAMETER Minimum embedment 4" Load Duration increase taken as, C D =1.6 for seismic loading VERIFY CAPACITY EXCEEDS DEMAND: Number of Bolts in Shear= 4 Capacity Perpendicular to Grain= 704 lbs per bolt Required Capacity Perpendicular to Grain= 204 lbs per bolt ALLOWABLE WITHDRAWAL VALUES ALLOWABLE WITHDRAWAL VALUE PER 2012 NDS TABLE 11.2A ANCHOR DIAMETER EMBEDMENT DEPTH EMBEDMENT DEPTH SPECIFIC GRAVITY, G SPECIFIC GRAVITY ALLOWABLE SHEAR PARALLEL TO GRAIN (LBS) ALLOWABLE WITHDRAWAL* *Unthreaded upper 1.5" of embedment ignored for allowable withdrawal Load Duration increase taken as, C D =1.6 for seismic loading VERIFY CAPACITY EXCEEDS NEW DEMAND: Number of Bolts in Withdrawal= 2 Capacity= 1788 lbs per anchor Required Uplift= 225 lbs per anchor ALLOWABLE SHEAR PERPENDICULAR TO GRAIN (LBS) VERIFY CAPACITY FOR COMBINED SHEAR AND TENSION: ALLOWABLE DESIGN VALUE IN DIRECTION ALPHA PER NDS EQN W'p 1788 LBS Z' 704 LBS a 48 DEG (W'p)Z' Capacity = Z'a = =1054 LBS (W'p)cos 2 a + Z' sin 2 a Required =304 LBS Force Ratio =0.29 Design OK

HELIODYNE SOLAR COLLECTOR RACK STRUCTURES FOR HELIODYNE, INC. Structural calculations. Gobi 410 at 45 degrees. for WCM HELIODYNE RACK

HELIODYNE SOLAR COLLECTOR RACK STRUCTURES FOR HELIODYNE, INC. Structural calculations. Gobi 410 at 45 degrees. for WCM HELIODYNE RACK HELIODYNE RACK PROJECT: JOB NO: 2008-36 SHEET: DESIGNED BY: WCM DATE: CHECKED BY: SCOPE: KTD DATE: Racking Calculation Report 1 OF 1/22/2011 1/22/2011 17 Structural calculations for HELIODYNE SOLAR COLLECTOR