Structural Calculations For - Vasco Plaza · All locations are measured from the outside face of...

Project: Kiddie Acadamy

Address: 1400 N. Vasco Rd.

Livermore, CA 94551

Job No. D031014

Revision: Delta 1 - Plan Check

Date:

Client: Ferreri & Blau

Structural Calculations For:

May 8, 2015

1 piece(s) 20" TJI® 560 @ 32" OC

• 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.

Bearing Length Loads to Supports (lbs)

Supports Total Available Required Dead Roof Live Total Accessories

1 - Beveled Plate - DF 3.50" 3.50" 2.55" 943 900 1843 Blocking

2 - Hanger on 20" DF beam 3.50" Hanger¹ 2.80" 1049 904 1953 See note ¹

All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.

Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)

Member Reaction (lbs) 1926 @ 33' 6 1/2" 1926 (2.80") Passed (100%) 1.25 1.0 D + 1.0 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. (in) 0.786 @ 16' 10 1/2" 1.667 Passed (L/509) -- 1.0 D + 1.0 Lr (All Spans) Total Load Defl. (in) 1.765 @ 17' 1/16" 2.223 Passed (L/227) -- 1.0 D + 1.0 Lr (All Spans)

System : Roof

Member Type : Joist

Building Use : Residential

Building Code : IBC

Design Methodology : ASD

Member Pitch: 0.25/12

• 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.

Roof, Typical Roof Joist with MechanicalMEMBER REPORT PASSED

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

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. (www.woodbywy.com) 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

Weyerhaeuser Notes

Dead Roof LiveLoads Location Spacing (0.90) (non-snow: 1.25) Comments

1 - Uniform (PSF) 0 to 33' 10" 32" 16.0 20.0 Roof

2 - Point (lb) 16' 6" N/A 274 -

3 - Point (lb) 23' 6" N/A 274 -

5/12/2015 5:43:02 PMForte v4.6, Design Engine: V6.1.1.5

Page 1 of 1

Roof Joist Calcs.4te

Forte Software Operator

Justen PeekDP Advanced Engineering Inc.(925) [email protected]

Job Notes

INPUT DATA

TOTAL SHEAR FORCE (ASD) Fp = 23.727 kips

NUMBER OF SEGMENTS n = 3

Segment 1 2 3

Length, ft 14.75 39.25 13

Shear Wall ? YES NO YES

ANALYSIS

TOTAL DRAG LENGTH Ldrag = 67 ft

TOTAL SHEAR WALL LENGTH Lwall = 27.75 ft

DIAPHRAGM SHEAR STRESS vdiaphragm = Fp / vdrag = 354 plf

SHEAR WALL SHEAR STRESS vshear wall = Fp / vwall = 855 plf

Section Point 0 1 2 3

Distance, ft 0 14.75 54 67

Axial Force 0 7.39 -6.51 0.00

DRAG / COLLECTOR FORCE DIAGRAM

SHEAR WALL & DRAG ELEVATION

Drag / Collector Force Diagram Generator

-8-6-4-202468

10

Dra

g A

xia

l F

orc

e,

kip

s

Distance, ft

INPUT DATA



Segment 1 2

Length, ft 26.25 40

Shear Wall ? NO YES

ANALYSIS

TOTAL DRAG LENGTH Ldrag = 66.25 ft

TOTAL SHEAR WALL LENGTH Lwall = 40 ft



Section Point 0 1 2

Distance, ft 0 26.25 66.25

Axial Force 0 -9.34 0.00




-10

-8

-6

-4

-2

0

2

Dra

g A

xia

l F

orc

e,

kip

s

Distance, ft

INPUT DATA



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 ? NO YES NO YES NO YES NO YES

ANALYSIS


TOTAL SHEAR WALL LENGTH Lwall = 44.75 ft



Section Point 0 1 2 3 4 5 6 7 8

Distance, ft 0 13 25.75 43.75 58.25 102.25 110.75 125.08 134.08

Axial Force 0 -1.94 1.86 -0.83 3.49 -3.07 -0.54 -2.68 0.00




-4

-3

-2

-1

0

1

2

3

4

Dra

g A

xia

l F

orc

e,

kip

s

Distance, ft

INPUT DATA



Segment 1 2 3

Length, ft 68.67 16 49.75

Shear Wall ? NO YES NO

ANALYSIS





Section Point 0 1 2 3

Distance, ft 0 68.67 84.67 134.42

Axial Force 0 -11.90 8.62 0.00




-15

-10

-5

0

5

10

Dra

g A

xia

l F

orc

e,

kip

s

Distance, ft

INPUT DATA



Segment 1 2 3 4 5 6 7 8 9

Length, ft 16 3 16 3 16 3 16 3 16

Shear Wall ? NO YES NO YES NO YES NO YES NO

ANALYSIS

TOTAL DRAG LENGTH Ldrag = 92 ft




Section Point 0 1 2 3 4 5 6 7 8 9

Distance, ft 0 16 19 35 38 54 57 73 76 92

Axial Force 0 -0.70 0.18 -0.53 0.35 -0.35 0.53 -0.18 0.70 0.00




-0.8

-0.6

-0.4

-0.2

0

0.2

0.4

0.6

0.8

Dra

g A

xia

l F

orc

e,

kip

s

Distance, ft

PROJECT: Kiddie Acadamy

CLIENT: Ferreri & Blau

JOB NO.: D031014 CALCS BY: J. Peek DATE: 5/8/2015

GOVERNING CODE: California Building Code, 2013 Edition

TYPE OF CONSTRUCTION: New HVAC Unit on Roof

Lateral Load System - Wood Framed Shear Walls

SEISMIC & SITE DATA -

MCE MAP VALUES

Ss ……………………….………………………...………………………………………………………………………….2.206 % g

S1 ……………………….………………………...……………………………………………………………………………………..0.778 % g

Site Class………………………………………………………………………………………………………………………….D

Site coefficients and adjusted maximum considered eq. spectral response accel. parameters

Fa ……………………….………………………...…………………………………………………………………………1.000

Fv ……………………….………………………...………………………………………………………………………..1.500

SMS=FaSS……………………………………………………………………………………………………………………………..2.206 (EQ. 16-37)

SM1=FvS1………………………………………………………………………………………………………………………………………………..1.167 (EQ. 16-38)

Design spectral response acceleration parameters.

SDS=(2/3)SMS…………………………………………………………………………………………………………………………………………………1.471 g (EQ. 16-39)

SD1=(2/3)SM1………………………………………………………………………………………………………………………………………….0.778 g (EQ. 16-40)

Importance Factor ………………………………..………….………………………………………………..1.0

SEISMIC DESIGN CATEGORY BASED ON SHORT-PERIOD RESPONSE ACCELERATIONS:

1 OR 11 111 1V S1 IS GREATER THAN .75

A A A USE CATAGORY E

B B C PER CBC 1613.5.6

C C D USE CATEGORY D

D D D USE CATEGORY D

SEISMIC DESIGN CATEGORY BASED ON 1-SEC RESPONSE ACCELERATIONS:

1 OR 11 111 1V S1 IS GREATER THAN 0.75

A A A USE CATAGORY E

B B C PER CBC 1613.5.6

C C D USE CATEGORY D

D D D USE CATEGORY D

0.067g ≤SD1< 0.133g

0.133g ≤SD1< 0.20g

0.20g ≤ SD1

SDS< 0.167g

0.167g ≤SDS< 0.33g

0.33g ≤SDS< 0.50g

0.50g ≤ SDS

VALUE OF SD1

SD1< 0.067g

LATERAL DESIGN CRITERIA:

VALUE OF SDS

STRUCTURAL CALCULATIONS ARE BASED ON THE FOLLOWING CRITERIA, UNLESS NOTED OTHERWISE

4 0




SEISMIC DESIGN FORCE (48HC-05): 4

ASCE 7-10 Table 13.6-1, a p ………………………………………………………………………………………………………2.5

ASCE 7-10 Table 13.6-1, R p ………………………………………………………………………………………………………6.0

Height of Equipment, Z …………………………………………………………………………..16.0 ft

Height of Roof, h …………………………………………………………………………..16.0 ft

Weight of Equipment, W P …………………………………………………………………………..590.0 lbs

0.4a P SDSWP

(R P /I P )

FP-MAX= 1.6SDSWPIP ……………………………………………………………………….. 1388 lbs

FP-min= 0.3SDSWPIP ………………………………………………………………………… 260 lbs

2.0

FP-DESIGN= FP …………………………………………………………………………………………….434 lbs

Fv-DESIGN= 0.2SDSWP…………………………………………………………………………… 174 lbs

WIND DESIGN FORCE:

Exposure Type………………………………………………………………………………… C 3

q h = 0.00256*Kz*Kzt*Kd*V2…………………………………………………………………………23.70 lb/sf

KZ= ASCE 7-10 Table 29.3-1 ……………………………………………0.85

KZt= ASCE 7-10 Section 26.8.2 ……………………………………………1.0

Kd= ASCE 7-10 Table 26.6-1 ……………………………………………0.9

V= Basic Wind Speed ……………………………………… 110 mph

(GCr)h= ASCE 7-10 Section 29.5.1…………………………………………………….. 1.90

(GCr)v= ASCE 7-10 Section 29.5.1…………………………………………………….. 1.50

Af= Area of Equipment ……………………………………………………………………..21.4 sq-ft

Ar= Area of Equipment ……………………………………………………………………..24.1 sq-ft

Fh= q h ( GCr ) h Af ………………………………………………………………………… 962 lbs

Fv= q h ( GCr ) v Ar ………………………………………………………………………… 858 lbs

[1+2(Z /h )] …………………………………………… 434 lbsFP=


4 0




OVERTURNING DESIGN:

Equipment Dimensions:

Depth, D= 3.90 ft

Length, L= 6.20 ft

Height, H= 3.45 ft

SEISMIC:

Worst Case Uplift Reaction

Load Case: 0.6D+0.7E

R1= 18 lbs

Worst Case Downward Reaction


R2= -369 lbs

WIND:


Load Case: 0.6D+0.6W

R1= 336 lbs



R2= -293 lbs

Net Uplift, Anchors Required



4 0




ANCHORAGE RESULTS FOR UNIT TO CURB:

ALLOWABLE DOWEL SHEAR VALUES

ALLOWABLE SHEAR VALUE PER 2012 NDS TABLE 11K

0.625 4 0.5

Minimum embedment 4"

Load Duration increase taken as, CD=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

0.625 4 0.50 1788

*Unthreaded upper 1.5" of embedment ignored for allowable withdrawal


VERIFY CAPACITY EXCEEDS NEW DEMAND:

Number of Bolts in Withdrawal= 2

Capacity= 1788 lbs per anchor

Required Uplift= 168 lbs per anchor

VERIFY CAPACITY FOR COMBINED SHEAR AND TENSION:

ALLOWABLE DESIGN VALUE IN DIRECTION ALPHA PER NDS EQN 11.4-1

W'p………………………………………………………………………………………………………………………………..1788 LBS

Z'………………………………………………………………………………………………………………………………………………….704 LBS

a……………………………………………………………………………………………………………………………………. 49 DEG

Required =221 LBS

Force Ratio =0.20 Design OK

=1081 LBS


Capacity = Z'a = (W'p)Z'

ANCHOR

DIAMETER

(W'p)cos2 a + Z' sin

2 a

1200 704

ALLOWABLE SHEAR

PERPENDICULAR TO GRAIN (LBS)

The new unit is to be installed with (4) 5/8" diameter lag screws, (1) in each corner, embedded 4" into

4x6 purlin

ANCHOR

DIAMETER

EMBEDMENT

DEPTH

SPECIFIC

GRAVITY, G

EMBEDMENT

DEPTH

SPECIFIC

GRAVITY

ALLOWABLE

WITHDRAWAL*

ALLOWABLE SHEAR PARALLEL TO

GRAIN (LBS)

4 0




SEISMIC DESIGN FORCE (48HC-08): 4

ASCE 7-10 Table 13.6-1, a p ………………………………………………………………………………………………………2.5

ASCE 7-10 Table 13.6-1, R p ………………………………………………………………………………………………………6.0

Height of Equipment, Z …………………………………………………………………………..16.0 ft

Height of Roof, h …………………………………………………………………………..16.0 ft

Weight of Equipment, W P …………………………………………………………………………..925.0 lbs

0.4a P SDSWP

(R P /I P )

FP-MAX= 1.6SDSWPIP ……………………………………………………………………….. 2177 lbs

FP-min= 0.3SDSWPIP ………………………………………………………………………… 408 lbs

2.0

FP-DESIGN= FP …………………………………………………………………………………………….680 lbs

Fv-DESIGN= 0.2SDSWP…………………………………………………………………………… 272 lbs

WIND DESIGN FORCE:

Exposure Type………………………………………………………………………………… C 3

q h = 0.00256*Kz*Kzt*Kd*V2…………………………………………………………………………23.70 lb/sf

KZ= ASCE 7-10 Table 29.3-1 ……………………………………………0.85

KZt= ASCE 7-10 Section 26.8.2 ……………………………………………1.0

Kd= ASCE 7-10 Table 26.6-1 ……………………………………………0.9

V= Basic Wind Speed ……………………………………… 110 mph

(GCr)h= ASCE 7-10 Section 29.5.1…………………………………………………….. 1.90

(GCr)v= ASCE 7-10 Section 29.5.1…………………………………………………….. 1.50

Af= Area of Equipment ……………………………………………………………………..30.2 sq-ft

Ar= Area of Equipment ……………………………………………………………………..36.4 sq-ft

Fh= q h ( GCr ) h Af …………………………………………………………………………1360 lbs

Fv= q h ( GCr ) v Ar …………………………………………………………………………1294 lbs

FP= [1+2(Z /h )] …………………………………………… 680 lbs


4 0




OVERTURNING DESIGN:

Equipment Dimensions:

Depth, D= 4.96 ft

Length, L= 7.34 ft

Height, H= 4.12 ft

SEISMIC:



R1= 15 lbs



R2= -565 lbs

WIND:



R1= 449 lbs



R2= -413 lbs




4 0




ANCHORAGE RESULTS FOR UNIT TO CURB:

ALLOWABLE DOWEL SHEAR VALUES

ALLOWABLE SHEAR VALUE PER 2012 NDS TABLE 11K

0.625 4 0.5

Minimum embedment 4"


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

0.625 4 0.50 1788

*Unthreaded upper 1.5" of embedment ignored for allowable withdrawal


VERIFY CAPACITY EXCEEDS NEW DEMAND:

Number of Bolts in Withdrawal= 2

Capacity= 1788 lbs per anchor

Required Uplift= 225 lbs per anchor

VERIFY CAPACITY FOR COMBINED SHEAR AND TENSION:

ALLOWABLE DESIGN VALUE IN DIRECTION ALPHA PER NDS EQN 11.4-1

W'p………………………………………………………………………………………………………………………………..1788 LBS

Z'………………………………………………………………………………………………………………………………………………….704 LBS

a……………………………………………………………………………………………………………………………………. 48 DEG

Required =304 LBS

Force Ratio =0.29 Design OK

Z'a = (W'p)Z'

=1054 LBS(W'p)cos

2 a + Z' sin

2 a

Capacity =

ANCHOR

DIAMETER

EMBEDMENT

DEPTH

SPECIFIC

GRAVITY

ALLOWABLE

WITHDRAWAL*

ANCHOR

DIAMETER

EMBEDMENT

DEPTH

SPECIFIC

GRAVITY, G

ALLOWABLE SHEAR PARALLEL TO

GRAIN (LBS)

ALLOWABLE SHEAR

PERPENDICULAR TO GRAIN (LBS)

1200 704


The new unit is to be installed with (4) 5/8" diameter lag screws, (1) in each corner, embedded 4" into

4x6 purlin

Structural Calculations For - Vasco Plaza · All locations are measured from the outside face of...

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