Dr. Ceasar Hearne. Structural Calculations. Project Address: 1700 East 3000 North, Layton, Utah

Transcription

1 Dr. Ceasar Hearne Structural Calculations Project Address: 1700 East 3000 North, Layton, Utah This engineering report is valid only for the aforementioned building located at the address above. This report is to be used only once and may not be copied or reproduced without the written consent of Focus Engineering & Surveying The engineer's seal on this cover is valid for the entire calculation packet. The packet is void if binding seal is broken or if engineer's seal is not an original signature. Focus Project #: Reviewed by: Location: Layton, Utah 32 W. Center Street Midvale, Utah (801) Date: 4/4/2017 Engineered by: A. Eastman 04/05/2017 Craig R. Lym, P.E., S.E.

2 Project Name: Dr. Ceasar Hearne Location: Layton, Utah Code: 2015 IBC Job #: Risk Category: II Engineered by: A. Eastman Design Method ASD u.n.o. Reviewed by: Craig R. Lym, P.E., S.E. LOADS Gravity Loads: Lateral Loads: Roof Snow Load: Wind Loads: Elevation (ft): 4850 County: Davis Roofing Material: Shingle/Tile P g (psf): 48.3 Max Roof Pitch (x/12): 3 /12 Min. Roof Pitch (x/12): 0 Roof Angle (degrees): 14.0 Exposure of Roof: Partial Exposure Category: C C t : 1 Mean Roof Height (ft): 22 C e : 1 Wind Speed V (mph): 115 I s : 1 Height & Exposure Factor ʎ: 1.29 P f (psf): 33.8 h L (ft): 50 P f (psf) Rounded: 35 2a (ft): 10 Roof Dead Load: Seismic Loads: Dead Load (psf): 20 Roof Diaphragm Height h r (ft): 22 Floor Loads: I e : 1 Live Load (psf): 65 T a (sec): Dead Load (psf): 12 T L (sec) 8 Site Soil Class: D Soil Bearing Capacity: (Structural Sheathing) R Value: 6.5 Soil Bearing Capacity (psf): 1500 (Assumed) (Gypsum Sheathing) R Value: 2 (Masonry Shear Wall) R Value: 5 (Concrete Shear Wall) R Value: 4 (Cantilever Steel Post) R Value: 2.5 (Steel Moment Frame) R Value: 3.5 S ds : S d1 : S 1 : (Structural Sheathing) C s : (Gypsum Sheathing) C s : Seismic Design Category: D k-value: 1 Seismic Weight W total (lbs): This engineering report is valid for the following plan and location: Dr. Ceasar Hearne 1700 East 3000 North, Layton, Utah GENERAL NOTES: 1. THE LOADS AND S FOUND WITHIN THIS STRUCTURAL PACKAGE ARE INTENDED FOR THE LOCATION ABOVE ONLY AND ARE NOT VALID FOR ANY LOCATION BESIDES THAT LISTED ABOVE.

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4 Snow Drift Calculations Roofing Material: Shingle/Tile Roof Pitch (x/12): Angle (degrees) P g (psf): P f (psf): C s : 1.00 P s (psf): 33.8 γ s (pcf): 20.3 h b (ft): 1.67 (@ Edge) Mark h o (ft) h c (ft) Required? l u (ft) l l (ft) h d (ft) w (ft) P d (psf) P f-total (psf) Factor of YES YES Additional Seismic Weight Calculations: A (ft/1000'): 4.85 W s (psf): 6.77

5 Project Summary Floor Joists: FJ01: 11 7/8" 24" o.c. Roof Framing: Pre-manufactured 24" o.c. u.n.o. Use 7/16" APA Rated OSB Sheathing w/ 8d 6" o.c. Edge, 12" o.c. Field, Unblocked Overbuild rafters to be 2x6 24" o.c. Stud Walls: 2x6 DF-L Stud 16" o.c. 2x4 DF-L Stud 16" o.c. Beam Schedule Mark QTY. Size Material Grade RB1 3 2 x 10 Timber DF-L#2 RB2 2 2 x 6 Timber DF-L#2 RB3 2 2 x 10 Timber DF-L#2 RB4 3 2 x 10 Timber DF-L#2 RB5 2 13/4" x 117/8" Microllam 1.9E RB6 3 13/4" x 117/8" Microllam 1.9E RB7 1 51/8" x 15" Glulam 24F-V4 DF/DF RB8 2 2 x 10 Timber DF-L#2 RB9 2 13/4" x 117/8" Microllam 1.9E RB /8" x 161/2" Glulam 24F-V4 DF/DF Footing Schedule Mark Length Width Height Continuous Reinforcement Crosswise Reinforcement Bearing Notes Qty. Size Length Spacing Qty. Size Length Spacing Capacity F51 Cont. 51" 12" 6 #4 Cont. Eq. - #5 45" 12'' 6375 PLF 2 MATS F24 Cont. 24" 10" 3 #4 Cont. Eq PLF F20 Cont. 20" 10" 2 #4 Cont. Eq PLF S24 24" 24" 10" 3 #4 18" Eq. 3 #4 18" Eq LBS S30 30" 30" 10" 3 #4 24" Eq. 3 #4 24" Eq LBS S36 36" 36" 10" 4 #4 30" Eq. 4 #4 30" Eq LBS S42 42" 42" 10" 4 #4 36" Eq. 4 #4 36" Eq LBS S48 48" 48" 10" 5 #4 42" Eq. 5 #4 42" Eq LBS S54 54" 54" 12" 6 #4 48" Eq. 6 #4 48" Eq LBS Notes: 1. f'c = 2,500 psi, fy = 60,000 psi 2. Extend all footings below the frost line of the locality. (30" U.N.O.) 3. Footings shall bear on native undisturbed soils or compacted structural fill as approved and specified by a licensed geotechnical engineer. 4. No penetrations shall be allowed through footings. When conflicts arise the footing shall be stepped below the conflict and the foundation wall shall extend to the footing as required and the penetration can go through the foundation wall. 5. Footings shall be centered under all walls & columns. U.N.O. 6. Place all reinforcing steel accurately & support against displacement prior to pouring concrete. 7. Longitudinal and crosswise reinforcement shall have 3" of clear cover from the base of the footing.

6 Project Summary Foundation Wall Schedule Mark Thickness Max Height Vertical Reinforcement Horizontal Reinforcement Max. Lintel Size Spacing Qty. Size Spacing Length Notes FW1 10" 3'-0" #4 16" 3 #4 Eq. - FW2 36" 3'-0" SEE DETAIL 26/SD.2 FOR SIZE AND REINFORCEMENT Notes: 1. f'c=3,000 psi, fy = 60,000 psi 2. Place vertical and horizontal reinforcement in the center of foundation wall. 3. (1) horizontal bar shall be placed within 4" of the top and bottom of the foundation wall. All other bars shall be equally spaced U.N.O. 4. Provide 24" long lap splices for continuous reinforcement. 5. Provide 1/2" diameter anchor bolts with 7" embedment into foundation 32" o.c. w/ 3"x3"x0.229" plate washers at all exterior and shear walls U.N.O. Place (1) anchor bolt within 4" of the edge of each exterior wall. Shear Wall Schedule Mark Material 8d Nails 1½" 16ga. Staples Capacity (plf) Edge Field 1 Edge Field Wind Seismic Notes SW1 7/16" OSB or CDX Plywood 6" 12" 3" 12" SW2 7/16" OSB or CDX Plywood 4" 12" SW3 7/16" OSB or CDX Plywood 3" 12" SW4 7/16" OSB or CDX Plywood 2" 12" SW5 1/2" Sheet Rock 7" 7" 7" 7" SW6 1/2" Sheet Rock 4" 4" 4" 4" Notes: 1. Any shear walls not specifically labeled shall be sheathed and nailed as a SW1 2. Shear walls fastened to studs that are 24" o.c. require field 6" o.c. in lieu of 12" o.c. at intermediate framing members. 3. Solid block all panel edges between the bottom plate and double top plate of all walls w/ OSB plywood /2" 16ga. staples (w/ 7/16" crown) are only allowed for SW1 5. SW4 requires 3" nominal framing members or double 2x framing members at all adjoining panel edges. 6. Sheathing nails shall be common wire or box nails. The head of the nail must be installed flush with the surface of the sheathing. Mark P1 P2 P3 P4 P5 P6 P7 P8 P9 P10 P11 P12 P13 Notes: Post Schedule (1) 2x (2) 2x (3) 2x (4) 2x (5) 2x 4 x 4 6 x 6 31/2" x 31/2" Parallam Post 31/2" x 51/4" Parallam Post 31/2" x 7" Parallam Post 51/4" x 51/4" Parallam Post 51/4" x 7" Parallam Post 7" x 7" Parallam Post Size 1. Install (1) trimmer and (1) king stud on both sides of each opening. U.N.O. 2. Attach 2x built up post plies together w/ 16d 6" o.c. staggered. 3. Post callouts at headers indicate the number of trimmer studs required. 4. Provide solid 2x squashing blocking below each post at floor framing. Blocking shall match dimensions of post above. Provide posts of equal dimension or greater below squashing blocking and posts above through to foundation/footing U.N.O. or unless post ends over a beam. 5. Built-up 2x posts (P2- P5) shall match the wall dimension for which they are placed. 6. Built Up Posts shall be DF-L #2 Grade. Parallam Posts shall be 2.0E PSL 7. Posts shall be centered below the beams/posts above for which loads the posts are intended to carry. General Framing Notes 1. Refer to detail sheet SD.0 for general structural notes. 2. All details shall apply in similar/typical situations. 3. All structural products shall be installed per the manufacturer's specifications. 4. Use (18) 16d nails between top plate lap splices. See detail 5/SD.1 5. Interior stud walls shall be 16" o.c. u.n.o. 6. Exterior stud walls shall be 16" o.c. u.n.o. 7. All nail fasteners shall be common wire or box nails. 8. Shear wall holdowns indicated on floor plans pertain to the bottom of the walls on the plan. 9. Roof framing shall be pre-manufactured trusses by 24" o.c. u.n.o. w/ APA rated 7/16" OSB plywood w/ 8d 6" o.c. at panel edges and 12" o.c. in panel field. 10. Floor framing shall be 11 7/8" 16" o.c. u.n.o. w/apa rated 3/4" T&G OSB plywood w/ 10d ring shank 6" o.c. at panel edges and 12" o.c. in panel field 11. All wood in direct contact with concrete, masonry and/or that is not permanently protected from the elements shall be of a naturally decay resistant species or preservative treated lumber. 12. Any Truss or Joist Labeled as a drag truss or drag joist shall receive roof/floor sheathing edge nailing per notes 9 and 10 above.

7 Project Summary Mark Holdown Schedule Size LSTHD8/8RJ STHD10/10RJ STHD14/14RJ CS16 x 46" Long Strap MST37 Strap MST48 Strap Notes: 1. Holdowns shall be installed on a minimum of (2) full height king studs. 2. See detail 25/SD.2 for typical holdown installation. 3. See detail 14/SD.1 for typical floor to floor strap installation. 4. Post-installed holdowns may be installed in lieu of cast in place holdowns per detail 29/SD d sinker nails may be substituted with 10d common nails. Minimum nail length = 21/2" 6. Use 'RJ' holdown model at typical rimjoist applications. 7. Floor to floor straps shall be centered over the floor cavity.

8 SOLUTIONS REPORT, Front Josits Current Solution: : 1 piece(s) 11 7/8" TJI 24" OC PASSED All locations are measured from the outside face of left support (or left cantilever end).all dimensions are horizontal.; Drawing is Conceptual Design Results Location Allowed Result LDF Member Reaction (lbs) 3 1/2" 1156 (1.75") Passed (69%) 1.15 Shear (lbs) 3 1/2" 1903 Passed (42%) 1.15 Moment (Ft-lbs) 6' 1" 4364 Passed (51%) 1.15 Live Load Defl. (in) 6' 3 1/8" Passed (L/999+) -- Total Load Defl. (in) 6' 3 3/8" Passed (L/796) -- TJ-Pro Rating Passed -- System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Connector: USP Connectors Support Model Top Nails Face Nails Member Nails Accessories 1 - Face Mount Hanger THF20112 N/A 8-10d x d x 1-1/2 All Product Solutions Depth Series Plies Spacing TJ-Pro Rating $/Sq. Ft. 11 7/8" TJI " Maintaining product costs is the responsibility of the Forte software operator. Product pricing and availability may vary from dealer to dealer. Product pricing and availability may vary from dealer to dealer. Price does not include decking, rim board, connectors, or other framing accessories. The purpose of this report is for product comparison only. Load and support information necessary for professional design review is not displayed here. Please print an individual Member Report for submittal purposes. Forte Software Operator Adam Eastman Focus Engineering and Surveying (801) aeastman@focusutah.com Job Notes 4/4/2017 1:02:34 PM Forte v5.2, Design Engine: V Dr Hearne 2.4te Page 1 of 1

9 SOLUTIONS REPORT, Rear Joists Current Solution: : 1 piece(s) 11 7/8" TJI 24" OC PASSED All locations are measured from the outside face of left support (or left cantilever end).all dimensions are horizontal.; Drawing is Conceptual Design Results Location Allowed Result LDF Member Reaction (lbs) 3 1/2" 1156 (1.75") Passed (74%) 1.15 Shear (lbs) 3 1/2" 1903 Passed (45%) 1.15 Moment (Ft-lbs) 7' 1 3/8" 4364 Passed (65%) 1.15 Live Load Defl. (in) 7' 3 1/4" Passed (L/765) -- Total Load Defl. (in) 7' 3 7/16" Passed (L/564) -- TJ-Pro Rating Passed -- System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Connector: USP Connectors Support Model Top Nails Face Nails Member Nails Accessories 1 - Face Mount Hanger THF20112 N/A 8-10d x d x 1-1/2 All Product Solutions Depth Series Plies Spacing TJ-Pro Rating $/Sq. Ft. 11 7/8" TJI " Maintaining product costs is the responsibility of the Forte software operator. Product pricing and availability may vary from dealer to dealer. Product pricing and availability may vary from dealer to dealer. Price does not include decking, rim board, connectors, or other framing accessories. The purpose of this report is for product comparison only. Load and support information necessary for professional design review is not displayed here. Please print an individual Member Report for submittal purposes. Forte Software Operator Adam Eastman Focus Engineering and Surveying (801) aeastman@focusutah.com Job Notes 4/4/2017 1:02:50 PM Forte v5.2, Design Engine: V Dr Hearne 2.4te Page 1 of 1

10 RB1 RB2 RB3 RB4 RB5 RB6 RB7 RB8 RB9 RB10 Beam Mark Roof Material C s Reduction for Pitch Roof Pitch (x/12) Roof Angle (degrees) Factor to Increase P f for Drift w L Live Load (plf) L Beam Length (ft) w R-trib Roof Trib. Width (ft) w F-trib Floor Trib. Width (ft) w s Snow Load (plf) w d Dead Load (plf) Add. Uniform Load (plf) L allowable (in) Point Load (lb) a (ft) b (ft) Brick or Stone Veneer TOT allowable (in) d (in) b (in) Beam Type R L Left Reaction (lb) M max (lb*ft) R R Right Reaction (lb) V max (lb) C D Duration Factor C F Size Factor C v Volume Factor F' b Bending Strength (psi) Required Brng. Length (in) E (ksi) L Deflection (in) F' v Shear Strength (psi) Metal NO L/240 L/ Timber Required: Design Check: PASS PASS PASS PASS Metal NO L/240 L/ Timber Required: Design Check: PASS PASS PASS PASS Metal NO L/240 L/ Timber Required: Design Check: PASS PASS PASS PASS Metal NO L/240 L/ Timber Required: Design Check: PASS PASS PASS PASS Metal NO L/240 L/ Microllam Required: Design Check: PASS PASS PASS PASS Metal NO L/240 L/ Microllam Required: Design Check: PASS PASS PASS PASS Metal NO L/240 L/ Glulam Required: Design Check: PASS PASS PASS PASS Metal NO L/240 L/ Timber Required: Design Check: PASS PASS PASS PASS Metal NO L/240 L/ Microllam Required: Design Check: PASS PASS PASS PASS Metal NO L/240 L/ Glulam Required: Design Check: PASS PASS PASS PASS D+L Deflection

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17 Stud Wall 1: Stud Wall Stud Wall 1 Design Summary: Use 2x6 DF-L Stud 16" o.c. Wall Information Wall Loads Material: DF-L Stud Roof Material: Shingle/Tile Exterior/Interior: Exterior Roof Pitch (x/12): 0 b stud (in): 1.5 Roof Angle (degrees): 0.0 d stud (in): 5.5 C s : 1.00 l e (ft): Stud Spacing (in): Stud Spacing (ft): F b (psi): F c (psi): F c (psi): E (psi): E min (psi): A (in 2 ): 15 P drift factor : P s (psf): D roof (psf): D floor (psf) L floor (psf): width trib-roof (ft): width trib-floor (ft): Load add'l (plf): P net (psf): 34.7 S (in 3 ): 7.56 Distributed Wall Loads Adjustments For Reference Design Values D roof (plf): 280 (For F' b ) C F : 1.00 D floor (plf): 0 (For F' c ) C F : 1.00 L floor (plf): 0 Axial Only C D : 1.15 Snow P s (plf): Axial+Bending C D : 1.6 Factored w u (plf): C b : 1.25 P u (lbs): C r : 1.35 w u - wind (plf): 27.8 Determing (C p ) Column Stability factor Required Strengths E' min (psi): c: F ce : (Axial) F* c (psi): (Axial+Bend) F* c (psi): (Axial) C p : (Axial+Bend) C p : f b (psi): f c (psi): Unity Equation Axial and Bending 1360 F cex (psi): LC-5 Unity Equation: LC-6 Unity Equation: 0.93 Stud Wall Design Checks Bending Only Axial Only Axial+Bending Unity Equation Bearing f b (psi): f c (psi): f c (psi): Required: 1 f c (psi): F'b (psi): 1512 F'c (psi): F'c (psi): Equation: 0.93 F' c (psi): Check: Check: Check: Check: Check:

18 Stud Wall 2: Stud Wall Stud Wall 2 Design Summary: Use 2x6 DF-L Stud 16" o.c. Wall Information Wall Loads Material: DF-L Stud Roof Material: Shingle/Tile Exterior/Interior: Exterior Roof Pitch (x/12): 0 b stud (in): 1.5 Roof Angle (degrees): 0.0 d stud (in): 5.5 C s : 1.00 l e (ft): 13 P drift factor : 1 Stud Spacing (in): 16 P s (psf): 33.8 Stud Spacing (ft): 1.33 D roof (psf): 20 F b (psi): 700 D floor (psf) 12 F c (psi): 625 L floor (psf): 65 F c (psi): 850 width trib-roof (ft): 17 E (psi): width trib-floor (ft): 0 E min (psi): Load add'l (plf): 0 A (in 2 ): 8.25 P net (psf): 34.7 S (in 3 ): 7.56 Distributed Wall Loads Adjustments For Reference Design Values D roof (plf): 340 (For F' b ) C F : 1.00 D floor (plf): 0 (For F' c ) C F : 1.00 L floor (plf): 0 Axial Only C D : 1.15 Snow P s (plf): Axial+Bending C D : 1.6 Factored w u (plf): C b : 1.25 P u (lbs): C r : 1.35 w u - wind (plf): 27.8 Determing (C p ) Column Stability factor Required Strengths E' min (psi): f b (psi): c: 0.8 f c (psi): F ce : (Axial) F* c (psi): Unity Equation Axial and Bending (Axial+Bend) F* c (psi): 1360 F cex (psi): (Axial) C p : LC-5 Unity Equation: 0.70 (Axial+Bend) C p : LC-6 Unity Equation: 0.74 Stud Wall Design Checks Bending Only Axial Only Axial+Bending Unity Equation Bearing f b (psi): f c (psi): f c (psi): Required: 1 f c (psi): F'b (psi): 1512 F'c (psi): F'c (psi): Equation: 0.74 F' c (psi): Check: Check: Check: Check: Check:

19 Stud Wall 3: Stud Wall Stud Wall 3 Design Summary: Use 2x4 DF-L Stud 16" o.c. Wall Information Wall Loads Material: DF-L Stud Roof Material: Shingle/Tile Exterior/Interior: Interior Roof Pitch (x/12): 0 b stud (in): 1.5 Roof Angle (degrees): 0.0 d stud (in): 3.5 C s : 1.00 l e (ft): 12 P drift factor : 1 Stud Spacing (in): 16 P s (psf): 33.8 Stud Spacing (ft): 1.33 D roof (psf): 20 F b (psi): 700 D floor (psf) 12 F c (psi): 625 L floor (psf): 65 F c (psi): 850 width trib-roof (ft): 13 E (psi): width trib-floor (ft): 0 E min (psi): Load add'l (plf): 0 A (in 2 ): 5.25 P net (psf): 5.0 S (in 3 ): 3.06 Distributed Wall Loads Adjustments For Reference Design Values D roof (plf): 260 (For F' b ) C F : 1.10 D floor (plf): 0 (For F' c ) C F : 1.05 L floor (plf): 0 Axial Only C D : 1.15 Snow P s (plf): Axial+Bending C D : 1.6 Factored w u (plf): C b : 1.25 P u (lbs): C r : 1.15 w u - wind (plf): 4.0 Determing (C p ) Column Stability factor Required Strengths E' min (psi): f b (psi): c: 0.8 f c (psi): F ce : Unity Equation (Axial) F* c (psi): Axial and Bending (Axial+Bend) F* c (psi): 1428 F cex (psi): (Axial) C p : LC-5 Unity Equation: 0.32 (Axial+Bend) C p : LC-6 Unity Equation: 0.92 Stud Wall Design Checks Bending Only Axial Only Axial+Bending Unity Equation Bearing f b (psi): f c (psi): f c (psi): Required: 1 f c (psi): F'b (psi): F'c (psi): F'c (psi): Equation: 0.92 F' c (psi): Check: Check: Check: Check: Check:

20 King Stud 1: King Stud King Stud 1 Design Summary: Use (3) 2x6 DF-L Stud Grade Full Height King Studs Wall Information Wall Loads Material: DF-L Stud Roof Material: Shingle/Tile Exterior/Interior: Exterior Roof Pitch (x/12): 0 b stud (in): 7.5 Roof Angle (degrees): 0.0 d stud (in): 5.5 C s : 1.00 l e (ft): 13 P drift factor : 1 Wall Stud Spacing (in): 16 P s (psf): 33.8 Width of Opening (ft): D roof (psf): 20 # of King Studs: 3 D floor (psf) 12 F b (psi): 700 L floor (psf): 65 F c (psi): 625 width trib-roof (ft): 9 F c (psi): 850 width trib-floor (ft): 0 E (psi): Load add'l (plf): 0 E min (psi): P net (psf): 30.1 A (in 2 ): Distributed Wall Loads S (in 3 ): D roof (plf): 180 Adjustments For Reference Design Values D floor (plf): 0 (For F' b ) C F : 1.00 L floor (plf): 0 (For F' c ) C F : 1.00 Snow P s (plf): Axial Only C D : 1.15 Factored w u (plf): Axial+Bending C D : 1.6 P u (lbs): C b : 1.05 w u - wind (plf): C r : 1 Required Strengths Determing (C p ) Column Stability factor f b (psi): E' min (psi): f c (psi): c: F ce : Unity Equation Axial and Bending (Axial) F* c (psi): F cex (psi): (Axial+Bend) F* c (psi): 1360 LC-5 Unity Equation: 0.98 (Axial) C p : LC-6 Unity Equation: 0.88 (Axial+Bend) C p : Stud Wall Design Checks Bending Only Axial Only Axial+Bending Unity Equation Bearing f b (psi): f c (psi): f c (psi): Required: 1 f c (psi): F'b (psi): 1120 F'c (psi): F'c (psi): Equation: 0.98 F' c (psi): Check: Check: Check: Check: Check:

21 King Stud 2: King Stud King Stud 2 Design Summary: Use (5) 2x6 DF-L Stud Grade Full Height King Studs Wall Information Wall Loads Material: DF-L Stud Roof Material: Shingle/Tile Exterior/Interior: Exterior Roof Pitch (x/12): 0 b stud (in): 9 Roof Angle (degrees): 0.0 d stud (in): 5.5 C s : 1.00 l e (ft): 15 P drift factor : 1 Wall Stud Spacing (in): 12 P s (psf): 33.8 Width of Opening (ft): D roof (psf): 20 # of King Studs: 5 D floor (psf) 12 F b (psi): 700 L floor (psf): 65 F c (psi): 625 width trib-roof (ft): 4 F c (psi): 850 width trib-floor (ft): 0 E (psi): Load add'l (plf): 0 E min (psi): P net (psf): 30.1 A (in 2 ): 49.5 Distributed Wall Loads S (in 3 ): D roof (plf): 80 Adjustments For Reference Design Values D floor (plf): 0 (For F' b ) C F : 1.00 L floor (plf): 0 (For F' c ) C F : 1.00 Snow P s (plf): Axial Only C D : 1.15 Factored w u (plf): Axial+Bending C D : 1.6 P u (lbs): C b : w u - wind (plf): C r : 1 Required Strengths Determing (C p ) Column Stability factor f b (psi): E' min (psi): f c (psi): 31.5 c: F ce : Unity Equation Axial and Bending (Axial) F* c (psi): F cex (psi): (Axial+Bend) F* c (psi): 1360 LC-5 Unity Equation: 0.85 (Axial) C p : LC-6 Unity Equation: 0.68 (Axial+Bend) C p : Stud Wall Design Checks Bending Only Axial Only Axial+Bending Unity Equation Bearing f b (psi): f c (psi): 31.5 f c (psi): 31.5 Required: 1 f c (psi): 31.5 F'b (psi): 1120 F'c (psi): F'c (psi): Equation: 0.85 F' c (psi): Check: Check: Check: Check: Check:

22 Post (Trimmer) Calculations & Post Chart Wood Values Based on Tables 2015 NDS Code Material: F b (psi) F c (psi) F c (psi) E (psi) E min (psi) DF-L #22"-4" DF-L #25x5 and PSL-1.8E LSL-1.3E Max Post Capacities: (d y ) (d x ) Post Type No. Posts b (in) d (in) P (lb) l (ft) l ex (ft) l ey (ft) e x (in) e y (in) (l e /d) x (l e /d) y A (in 2 ) S x (in 3 ) S y (in 3 ) f c (psi) C d F' c (psi) F' bx (psi) F' by (psi) Unity check (2) 2x4 DF-L # PASS (2) 2x6 DF-L # PASS (3) 2x4 DF-L # PASS (3) 2x6 DF-L # PASS (4) 2x4 DF-L # PASS (4) 2x6 DF-L # PASS (5) 2x4 DF-L # PASS (5) 2x6 DF-L # PASS 4x4 DF-L # PASS 6x6 DF-L # PASS 31/2" x 31/2" PSL PSL-1.8E PASS 31/2" x 51/4" PSL PSL-1.8E PASS 31/2" x 7" PSL PSL-1.8E PASS 51/4" x 51/4" PSL PSL-1.8E PASS 51/4" x 7" PSL PSL-1.8E PASS 7" x 7" PSL PSL-1.8E PASS (x & y) Post Chart - Maximum Allowable Axial Loads (lbs) For Posts Supporting Floors/Roof Post Length 7 ft 8 ft 9 ft 10 ft 11 ft 12 ft 13 ft 14 ft 15 ft 16 ft 17 ft 18 ft 19 ft 20 ft (1) 2x (2) 2x (3) 2x (4) 2x (5) 2x (1) 2x (2) 2x (3) 2x (4) 2x (5) 2x Post Length 7 ft 8 ft 9 ft 10 ft 11 ft 12 ft 13 ft 14 ft 15 ft 16 ft 17 ft 18 ft 19 ft 20 ft (2) 2x (3) 2x (4) 2x (5) 2x (2) 2x (3) 2x (4) 2x (5) 2x x x /2" x 31/2" PSL /2" x 51/4" PSL /2" x 7" PSL /4" x 51/4" PSL /4" x 7" PSL " x 7" PSL UNIAXIAL BENDING BIAXIAL BENDING

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27 Footings F51 F24 F20 F20 Check F20 Check F20 Check F18 Width (in): Height (in): Height of Stem Wall (in): Width of Stem Wall (in): Roofing Material: Shingle/Tile Shingle/Tile Shingle/Tile Shingle/Tile Shingle/Tile Shingle/Tile Shingle/Tile Roof Pitch (x/12): 0/12 0/12 0/12 0/12 0/12 0/12 0/12 Roof Angle (degree): C s : Increase for Drift: Snow Load P s (psf): Roof Dead Load D R (psf): Floor Live Load L (psf): Floor Dead Load D (psf): Roof Trib. Width (ft): Upper Floor Trib. Width: Main Floor Trib. Width: Weight Snow w s (plf): Weight Live w L (plf): Weight Dead w D (plf): Concrete Weight w c (plf): Additional Uniform Load (plf): Total Weight (plf): Required Soil Bearing (psf): Allowable Soil Bearing (psf): Check: PASS PASS PASS PASS PASS PASS PASS Continuous Reinforcement: (6) #4 bars cont. (3) #4 bars cont. (2) #4 bars cont. (2) #4 bars cont. (2) #4 bars cont. (2) #4 bars cont. (2) #4 bars cont. Transverse Reinforcement: #5 12'' o.c. None None None None None None

28 MASONRY COLUMN JAMB COLUMN PIER CHECK Tie Design: PARAMETERS, INPUTS, FINAL VALUES Tie #: 3 f' m (ksi) 1.5 A s1 (in 2 ) 0.31 φp o (kip) h (in) 144 INPUTS d b-tie (in) f y (ksi) 60 A s2 (in 2 ) 0 φp n (kip) r (in) Vert Bar # 5 b (in) A s3 (in 2 ) 0 e min (in) 0 d b-vert (in) d v (in) A st (in 2 ) 0.31 a=.8*c h/r = M u (kip') 1.24 Max Vertical Spacing: d 1 (in) φ 0.75 ε mu P u (kips) 7.7 S (in) = 8 d 2 (in) 0 A g (in 2 ) ε sy ρ? ρ tie d 3 (in) 0 Es (ksi) YES? YES Z c (in) ε s1 (in/in) ε s2 (in/in) ε s3 (in/in) f S1 (ksi) f S2 (ksi) f S3 (ksi) a (in) C m (kips) F s1 (kips) F s2 (kips) F s3 (kips) P n (kips) M n (kip') φp n (kip) φm n (kip') Bar # A (in 2 ) Db (in) Bar # 5 # Bars 2 A s (in 2 ) 0.62 φpn (kips) Masonry Column Interaction Diagram Interaction Max Axial Load Effects φmn (kip*ft)

29 Focus Engineering and Surveying 502 West 8360 South Sandy, UT Project Title: Engineer: Project Descr: Project ID: Masonry Beam Lic. # : KW Description : ML1 Printed: 4 APR 2017, 12:50PM File = Z:\ Structural\_2016\ Dr Caesar Hearne\engineering\ dr hearne office.ec6 ENERCALC, INC , Build: , Ver: Licensee : Focus Engineering & Surveying, LLC Code References Calculations per ACI , IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2015 General Information f'm 1,800.0 psi Clear Span ft Rebar Size 5.0 Fs 24,000.0 psi Beam Depth ft # Bars E/F 1 Em = f'm * Thickness 8 in Top Clear 4.0 in Wall Wt Mult 1.0 End Fixity Pin-Pin Btm Clear 4.0 in Block Type Normal Wt Equiv. Solid Thick 7.60 in # Bar Sets 1 Lateral Wind Load 22.0 psf Wall Weight 84.0 psf Bar Spacing 5.0 in Lateral Wall Weight Seismic Factor E 1,350.0 ksi Calculate vertical beam weight? Yes n Ld #1: D(0.9660) S(0.4750) Beam Support Beam Support 4in 4in 1 - # 5 bars 10.5ft Clear Span Uniform Loads Start X End X Dead Load L : Floor Live Lr : Roof Live S : Snow W : Wind E : Earthquake #1 ft ft k/ft #2 ft ft k/ft #3 ft ft k/ft #4 ft ft k/ft SUMMARY Design Maximum Stress Ratios... Vertical Lateral Combined Maximum Moment Actual Allowable k-ft fb/fb : 1.00 Vertical Loads k-ft k-ft for Load Combination : +D+S fv/fv : 1.00 Lateral Loads k-ft for Load Combination : +D+0.70E Minimum Mn = 1.3 * Fcr * S = k-ft Vertical Strength As in^2 rho np k : ((np)^2+2np)^.5-np j = 1 - k/ M:mas=Fb k j b d^2/ k-ft M:Stl = Fs As j d k-ft Maximum Shear Actual Allowable Vertical Loads psi psi for Load Combination : +D+S Lateral Loads psi psi for Load Combination : +D+0.70E Lateral Strength (Checking lateral bending for span) As in^2 rho np k : (np^2+2np)^.5-np j = 1 - k/ M:mas=Fb k j b d^2/ k-ft M:Stl = Fs As j d k-ft

30 Focus Engineering and Surveying 502 West 8360 South Sandy, UT Project Title: Engineer: Project Descr: Project ID: Masonry Beam Lic. # : KW Description : ML1 Printed: 4 APR 2017, 12:50PM File = Z:\ Structural\_2016\ Dr Caesar Hearne\engineering\ dr hearne office.ec6 ENERCALC, INC , Build: , Ver: Licensee : Focus Engineering & Surveying, LLC Detailed Load Combination Results Load Combination Vertical Lateral Mmax Mallow fv : Vert Fv : Vert Mactual Mallow fv Fv k-ft k-ft psi psi k-ft k-ft psi psi D Only D+S D+0.750S D+0.60W D-0.60W D+0.70E D-0.70E D+0.450W D-0.450W D+0.750S+0.450W D+0.750S-0.450W D+0.750S E D+0.750S E D+0.60W D-0.60W D+0.70E D-0.70E

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33 f' m (ksi) 1.8 A s1 (in 2 ) 0.31 φp o (kip) h (in) 168 height (in) 168 f y (ksi) 60 A s2 (in 2 ) 0.31 φp n (kip) r (in) l w (in) 300 h (in) A s3 (in 2 ) 0.31 Space v (in) 32 l w (in) 132 A s4 (in 2 ) 0.31 a=.8*c h/r = M u (kip') Space h (in) 32 d 1 (in) 98 A st (in 2 ) 1.24 ε mu P u (kips) 11.6 ρ v d 2 (in) 66 φ 0.8 ε sy ρ? ρ h d 3 (in) 34 A g (in 2 ) YES ρ tot d 4 (in) 2 Es (ksi) MASONRY SHEAR WALL #5 vertical and horizontal 32" o.c. PARAMETERS, INPUTS, FINAL VALUES Min. Reinforcement: Wall Parameters:? Z c (in) ε s1 (in/in) ε s2 (in/in) ε s3 (in/in) ε s4 (in/in) f S1 (ksi) f S2 (ksi) f S3 (ksi) f S4 (ksi) a (in) C m (kips) F s1 (kips) F s2 (kips) F s3 (kips) F s4 (kips) P n (kips) M n (kip') φp n (kip) φm n (kip') Bar # A (in 2 ) Db (in) Shear Wall Interaction Diagram Shear Capacity: M u (kip') V u (kip) d v (ft) A n (in 2 ) f' m (psi) P u (lb) A v (in 2 ) 0.31 Interaction s (in) Bar # 4 Max Axial f y (psi) φpn (kips) # Bars 1 Load Effects 400 V nmax (kips) A s (in 2 ) 0.2 V nm (kips) V ns (kips) M n (kip') V u (kips) φv nm (kips) ? φmn (kip*ft)

34 f' m (ksi) 1.8 A s1 (in 2 ) 0.31 φp o (kip) h (in) 126 height (in) 126 f y (ksi) 60 A s2 (in 2 ) 0.31 φp n (kip) r (in) l w (in) 32 h (in) A s3 (in 2 ) 0.31 Space v (in) 8 l w (in) 32 A s4 (in 2 ) 0.31 a=.8*c h/r = M u (kip') Space h (in) 8 d 1 (in) 28 A st (in 2 ) 1.24 ε mu P u (kips) 10.6 ρ v d 2 (in) 20 φ 0.8 ε sy ρ? ρ h d 3 (in) 12 A g (in 2 ) YES ρ tot d 4 (in) 4 Es (ksi) MASONRY SHEAR WALL #5 8" o.c. and #4 horizontal 8" o.c. Min. Reinforcement: PARAMETERS, INPUTS, FINAL VALUES Wall Parameters:? Z c (in) ε s1 (in/in) ε s2 (in/in) ε s3 (in/in) ε s4 (in/in) f S1 (ksi) f S2 (ksi) f S3 (ksi) f S4 (ksi) a (in) C m (kips) F s1 (kips) F s2 (kips) F s3 (kips) F s4 (kips) P n (kips) M n (kip') φp n (kip) φm n (kip') E E Bar # A (in 2 ) Db (in) Shear Wall Interaction Diagram Shear Capacity: M u (kip') V u (kip) d v (ft) A n (in 2 ) f' m (psi) P u (lb) A v (in 2 ) Interaction s (in) 16 Bar # Max Axial f y (psi) # Bars 1 Load Effects V nmax (kips) φpn (kips) A s (in 2 ) V nm (kips) V ns (kips) M n (kip') V u (kips) 4.85 φv nm (kips) ? φmn (kip*ft)

35 Gridline 1: Front (West Facing) Material: Masonry Shear Wall Diaphragm : 2nd Anchor Bolts: 1/2" ANCHOR BOLTS Shear Walls Gridline 1 Design Summary: SEE ATTACHED Masonry Shear Wall CALCULATIONS Design: W total (lbs) V (lbs) k Number Name height Weight Vertical Distribution of Lateral Forces Lateral each level Diaphragm Force h x (ft) w x (lb) k w x h x C vx F x V x O.M (lb-ft) F i (lbs) W i (lbs) F px (lb) 3 4th rd nd Ground Totals: = Wind: Seismic: A A (ft 2 ) A B (ft 2 ) A C (ft 2 ) A D (ft 2 ) V add (lb) V w-grdln (lb) A level (ft 2 ) A trgrdln (ft 2 ) W level (lb) W grdln (lb) ρ F x (lb) V add (lb) V s-grdln (lb) Individual Full-Height Shear Wall Design Design.: Panel 1: Panel 2: Panel 3: Panel 4 Panel 5: Panel 6: Panel 7: Panel 8: Panel 9: Panel 10: L ext (ft): 25 L in (ft): h/b s : b s /h: 1.00 v s (plf): v w (plf): DL (plf): h (ft): 14 h' (ft): 14 uplift s (lb): uplift w (lb): Design.: L total (ft) DL (plf) h (ft) A o (ft 2 ) r: C o : Perforated Shear Wall Design: PSW1 PSW2 PSW Design.: L 1 (ft) L 2 (ft) L 3 (ft) L 4 (ft) L 5 (ft) L 1 (ft) L 2 (ft) L 3 (ft) L 1 (ft) L 2 (ft) L i-ext (ft): L i-in (ft): h/b s : 2b s /h: V s (lb): V w (lb): v s-max (plf) uplift s (lb): uplift w (lb):

36 Gridline 2: Front Left (West Facing) Material: Structural Sheathing Diaphragm : 2nd Anchor Bolts: 1/2" ANCHOR BOLTS Design: W total (lbs) V (lbs) k Number Name height Weight Shear Walls Gridline 2 Design Summary: USE SW2 USE LSTHD8/8RJ Holdowns EACH SIDE OF PANEL AS PER PLANS USE 1/2" ANCHOR 32" O.C. Vertical Distribution of Lateral Forces Lateral each level Diaphragm Force h x (ft) w x (lb) k w x h x C vx F x V x O.M (lb-ft) F i (lbs) W i (lbs) F px (lb) 3 4th rd nd Ground Totals: = Wind: Seismic: A A (ft 2 ) A B (ft 2 ) A C (ft 2 ) A D (ft 2 ) V add (lb) V w-grdln (lb) A level (ft 2 ) A trgrdln (ft 2 ) W level (lb) W grdln (lb) ρ F x (lb) V add (lb) V s-grdln (lb) Individual Full-Height Shear Wall Design Design.: Panel 1: Panel 2: Panel 3: Panel 4 Panel 5: Panel 6: Panel 7: Panel 8: Panel 9: Panel 10: L ext (ft): L in (ft): h/b s : 2b s /h: v s (plf): v w (plf): DL (plf): h (ft): h' (ft): uplift s (lb): uplift w (lb): Design.: L total (ft) DL (plf) h (ft) A o (ft 2 ) r: C o : Design.: L 1 (ft) L 2 (ft) L 3 (ft) L 4 (ft) L 5 (ft) L 1 (ft) L 2 (ft) L 3 (ft) L 1 (ft) L 2 (ft) L i-ext (ft): L i-in (ft): h/b s : b s /h: V s (lb): V w (lb): v s-max (plf) uplift s (lb): uplift w (lb): Perforated Shear Wall Design: PSW1 PSW2 PSW

37 Gridline 3: Middle Right (West Facing) Material: Structural Sheathing Diaphragm : 2nd Anchor Bolts: 1/2" ANCHOR BOLTS Design: W total (lbs) V (lbs) k Number Name height Weight Shear Walls Gridline 3 Design Summary: USE SW1 USE STHD10/10RJ Holdowns EACH SIDE OF PANEL AS PER PLANS USE 1/2" ANCHOR 32" O.C. Vertical Distribution of Lateral Forces Lateral each level Diaphragm Force h x (ft) w x (lb) k w x h x C vx F x V x O.M (lb-ft) F i (lbs) W i (lbs) F px (lb) 3 4th rd nd Ground Totals: = Wind: Seismic: A A (ft 2 ) A B (ft 2 ) A C (ft 2 ) A D (ft 2 ) V add (lb) V w-grdln (lb) A level (ft 2 ) A trgrdln (ft 2 ) W level (lb) W grdln (lb) ρ F x (lb) V add (lb) V s-grdln (lb) Individual Full-Height Shear Wall Design Design.: Panel 1: Panel 2: Panel 3: Panel 4 Panel 5: Panel 6: Panel 7: Panel 8: Panel 9: Panel 10: L ext (ft): L in (ft): h/b s : b s /h: v s (plf): v w (plf): DL (plf): h (ft): h' (ft): uplift s (lb): uplift w (lb): Design.: L total (ft) DL (plf) h (ft) A o (ft 2 ) r: C o : Design.: L 1 (ft) L 2 (ft) L 3 (ft) L 4 (ft) L 5 (ft) L 1 (ft) L 2 (ft) L 3 (ft) L 1 (ft) L 2 (ft) L i-ext (ft): L i-in (ft): h/b s : b s /h: V s (lb): V w (lb): v s-max (plf) uplift s (lb): uplift w (lb): Perforated Shear Wall Design: PSW1 PSW2 PSW