APN: , Butte County, CA

(1)

William C. Prechter

Civil Engineer

POB 454 Nevada City, CA 95959

(530) 210-1224

Specializing in residential structural engineering. New construction, remodels,

additions & retaining walls.

13-May-20

Project:

APN: 024-110-152, Butte County, CA

Design Conditions:

Roof live load= 31 psf,

Seismic Design Category = D

Wind Load

= per calcs

Soil Bearing Capacity = 1500 psf

Design Calculations:

William C. Prechter, P.E.

William C. Prechter

POB 454

Nevada City, CA 95959

(530) 265-0733

• Calculations in accordance with 2019 CBC.

• Note: Refer to Simpson Wood Construction Connectors Manual for installation

specifications.

• I have reviewed the truss calculation package and find it to be in general

conformance with the design intent, only so far as bearing dimensions and applied

loads are concerned. I accept no liability for the design of the truss itself, for

example, web members, top & bottom chords and truss plates.

1. Risk category. = 2

2. Seismic importance factor, Ie. 1

3. Mapped spectral response acceleration parameters,

SS and S1. =0.5760, 0.2650

4. Site class. = D

5. Design spectral response acceleration parameters,

SDS and SD1. = 0..541, 0.330

6. Seismic design category. = D

7. Basic seismic force-resisting system(s): Bearing Wall Systems

8. Design base shear(s). House = 7717#

9. Seismic response coefficient(s), CS. = 0.0791

10. Response modification coefficient(s), R=6.5

11. Analysis procedure used: Equivalent Lateral Force Procedure

No. C-67693

(2)

William C. Prechter

Civil Engineer

POB 454 Nevada City, CA 95959

(530) 210-1224

Specializing in residential structural engineering. New construction, remodels,

additions & retaining walls.

1. General

a. All work shall be in conformance with the California Building Code, 2019 Edition, and applicable local codes. For items, materials or methods not shown the minimum requirements of the CBC shall govern.

b. Where applicable, allowable stresses have been increased for wind or earthquake load .

c. Should any changes be made from the design as detailed in these calculations or should the results of these calculations not fully or properly transferred to the plans, William C. Prechter assumes no responsibility for the structure and shall be held harmless from any resulting claims.

d. Unless specifically requested otherwise, the purpose of the earthquake analysis and design as detailed in the calculations is primarily to safeguard against major structural failures and loss of life, not to limit damage or maintain function.

e. These calculations are based on a completed structure. Should an unfinished structure be subject to loads, William C. Prechter should be consulted for an interim design or if not, will assume no responsibility for the structure.

f. It is the responsibility of the owner or contractor to identify areas of high wind exposure, i.e. areas that are generally open extending one half mile or more in any direction. Otherwise, normal, or exposure B wind conditions are assumed.

2. Site Work

a. Building sites are assumed to be well drained and free of clay, silt, sand or fill. Any other conditions must be brought to this engineer's attention for evaluation.

b. Unless a field review has been specifically requested by the owner or contractor, these calculations imply no responsibility for the assumed soil bearing pressure or for the adaptability of the designed footings to the building site. Stable, undisturbed soils and level or stepped footings are assumed and any other conditions should be reported to this engineer for further analysis.

c. All footings shall bear on undisturbed soil with a footing depth to below frost line or 12" below finish grade, whichever is greater.

d. Finished grade shall slope away from foundation.

e. Unless noted otherwise, an assumed allowable soil bearing pressure per above has been used.

f. It is recommended that a soils engineer be consulted to verify soil bearing pressure, site stability and suitability for the proposed design.

3. Foundations, masonry and concrete.

a. Concrete shall have a minimum compressive strength of 2500 p.s.i. at 28 days, unless specified otherwise in the lateral analysis. For concrete exposed to severe freeze-thaw conditions a 4000 p.s.i. air entrained mixture is recommended. b. Concrete stemwalls and footings are to be a monolithic pour.

c. Reinforcing steel shall be intermediate grade 40 deformed bars U.N.O. Splices or laps shall be 40 bar diameters minimum. d. It is the responsibility of the contractor to provide control joints for concrete slabs as required.

e. Waterproofing of the foundations or retaining walls is the responsibility of the owner or contractor.

4. Framing--as follows unless noted otherwise in calculations.

a. Sill Plates--foundation grade redwood or pressure treated Douglas Fir.

b. Studs--stud grade or better. In no instance shall a stud wall be used as a retaining wall; i.e., to resist lateral pressure due to earth backfill, or water or snow build-up against the wall. The engineer is not responsible for, and shall be held harmless from, damage and claims resulting from movement of or damage to the structure due to lateral pressure of snow, water or earth against a stud wall. In the case of snow build-up against a stud wall, it shall be the responsibility of the owner to remove such snow or create a gap between the snow and the wall.

c. Framing--shall be Douglas Fir-Larch.

d. Glu-laminated beams--24F V4, unless noted otherwise.

e. Laminated Veneer Lumber ,LVL, (Microlam or other equally rated engineered wood product)--Fb=2600 Psi, Fv=285 Psi, E=1.9E6 Psi.

f. Parallel Strand Lumber, PSL, (Parallam or other equally rated engineered wood product)--Fb=2900 Psi, Fv=290 Psi, E=2.0E6 Psi.

g. Framing members are to be strapped or gussetted at butted joints or they may be overlapped and nailed w/4-16d. h. Truss top and bottom chords are to be Douglas Fir-Larch unless approved in writing in advance by Engineer. i. Roof sheathing--plywood conforming to American Plywood Association (APA), Standard PS1 or APA rated sheathing. j. Where multiple trimmers are called out for header support or multiple studs called out for beam support, those trimmers or

studs are to be stacked in all wall framing below to the foundation.

k. Any plywood or glu-laminated beams exposed to weather must be glued with "wet use" adhesives and protected from delaminating.

l. All nails shall be common for shear diaphragms, unless noted otherwise. Vinyl coated green sinkers may be used for framing connections.

m. Where posts with column caps or bearing plates are called out for beam support the load is to be transferred the full distance to foundation via vertical grain members (posts) only. (Splices may be allowed at floor diaphragms).

n. Shear wall plywood--C-D,C-C, or 303 siding (T1-11).

o. Framing sizes shown in these calculations represent the minimum requirements and larger sizes may be substituted. p. Alternate sheathing may be provided for roofs, floors, or shear walls provided it is structurally equivalent to the plywood. q. Unless noted otherwise in the structural calculations, beams are assumed to be installed as simply supported and not run

continuous over 3 or more supports.

No. C-67693

(3)

William C. Prechter

Civil Engineer

POB 454 Nevada City, CA 95959

(530) 210-1224

Specializing in residential structural engineering. New construction, remodels,

additions & retaining walls.

5. Beam to post connections--are to be "positive" connections but the actual detail is at the owner's and contractor's preference unless specified otherwise. Options available include:

a. Simpson BC,PC, or EPC,AC or ACE, CC or ECC caps. b. Simpson T,L,OT, or OL straps.

c. Plywood gussets w/6-16d minimum to each member (one side at 4x's, both sides at 6x's or larger). d. #4 minimum rebar doweled 4" minimum into both beam & post w/single ST292 strap minimum.

6. Hardware and steel

a. Hardware--all column caps, post anchors, beam hangers, straps, framing anchors, clips hold downs and other hardware shall be ICBO approved, Simpson Company, approved equivalent, or as detailed, and shall be installed with fasteners as per manufacturer's recommendations. If manufacturer lists an option for different nail types always use the larger nails unless noted otherwise.

b. All welding shall be by an American Welding Society Certified Welder per current American Welding Society, Uniform Building Code, American Institute of Steel Construction and American Society of Testing Materials specifications, using arc welding and prequalified welds.

c. All welding electrodes shall be E 70XX (shielded wires having an Fy>70 K.S.I. may be used).

d. All welds, other than prequalified welds, shall be inspected by an independent testing laboratory unless waived by the building official.

No. C-67693

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APN: 024-110-152

1. Project Information OWNER PISHEK RESIDENCE

TOWNSHIP ROAD GRIDLEY, CA

Designer: FRED STOENNER 15308 GREEN WAY PLACE GRASS VALLEY CA 95945 530244 3304 2. Dead Loads Roof: COMP = psf Re roof = psf Felt = psf Sheathing = psf Framing = psf Insulation = psf Gypsum = psf Other = psf Other = psf Total = psf

Slope = 4: 12 Horizontal Load = psf => Use Dr = 20psf Floor: Flooring = psf Subfloor = psf Framing = psf Insulation = psf Gypsum = psf Misc. = psf Other = psf Total = psf => Use Df = 12 psf Exterior Wall: T111 = psf 2x6 frame = psf Insulation = psf Gypsum = psf = psf = psf = psf Other = psf

Total = psf USE 12 PSF MIN

=> Use Dew = 12 psf Stucco Exterior Wall:stucco = psf

1/2” SHEAR= psf 2x6 frame = psf Insulation = psf Gypsum = psf = psf Other = psf Total = psf => Use Dew = 16 psf

Interior Wall: Framing = psf Gypsum = psf Insulation = psf Misc. = psf Other = psf Total = psf => Use Diw = 12 psf Deck: Decking = psf Framing = psf Misc. = psf Total = psf => Use Dd = 10 psf 3. Live Loads

Residential Floor =40psf Deck = 60 psf Roof Live = 20 psf

4. Snow Loads

Ground Snow Load, Pg = psf Exposure Factor, Ce = Thermal Factor, Ct = Importance Factor, I = Flat Roof Snow Load, Pf = 0 psf

Roof Slope Factor, Cs = (Slope Factor Equation Assumes that Ct = 1.0) 1.0 1.00 9.2 0 1.0 1.0 1.0 0.0 10.1 4.2 4.0 1.0 0.0 0.0 15.9 2.7 4.4 2.0 11.3 10.0 1.7 2.7 0.3 1.2 0.0 0.0 4.0 0.3 2.2 0.0 0.0 12.0 2.0 2.7 4.0 2.3 3.0 0.5 2.2 0.0 1.0 3.1 4.0 0.0 18.8 19.8 3.0 3.0 0.5 1.7 2.5 No. C-67693 6/30/21

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Sloped Roof Snow Load, Ps =0 psf

5. Loading Summary (Vertical)

WEIGHTS Roof LEVEL Roof: = 20 psf x sqft lbs. Ext wls= 12 psfx sqft = lbs 235.1 Int Wls: = 12 psfx sqft = lbs Roof : lbs

Seismic Force Distribution

ROOF Story Force @ level (ASD, 1.3 x 0.7 x V) = lbs

Area = sf

Unit Seismic Force = psf

Wind Forces

Using 110 mph exp C wind loads ASCE 7 Zone A use ASD Zone C use ASD

Conservative use average of zone A + C = Use 16 psf for C&C - Wind Forces

EAST/WEST

ROOF W = sf x psf = lbs

NORTH/SOUTH

ROOF W = sf x psf = lbs WIND GOVERNS LATERAL DESIGN THROUGHOUT WALL LINE 1 CHORD FORCE LBS WALL LINE A/D CHORD FORCE LBS

2630 801 688 14.6 10015 16 9.6 14.56 925 14.6 13465 107164 7,717 4083 1.89 24.1 14.460 4083 81660 1332.0 15984 793.4 9520

Basement CMU Wall 95 N/A

Deck 10 60

Exterior Wall 12 N/A

Interior Wall 12 N/A

Floor (with gypsum) 12 40

Floor (without gypsum) 10 40

Item Dead Load (psf) Live Load (psf) Roof 20 20 No. C-67693 6/30/21

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ASCE Seismic Base Shear

WILLIAM PRECHTER PE Lic. # : KW-06008165

W PRECHTER (530) 210 1224

Software copyright ENERCALC, INC. 1983-2020, Build:12.20.2.24 . File = C:\Users\jack\BOXSYN~1\WCP\WILLST~1\ENERCALC\024-110-152 BUTTE.ec6 .

Project Title: PISHEK RESIDENCE

Engineer: PRECHTER

Project ID:

Printed: 27 MAR 2020, 9:38PM Project Descr:

Risk Category

ASCE 7-16, Page 4, Table 1.5-1

Calculations per ASCE 7-16 "II" : All Buildings and other structures except those listed as Category I, III, and IV

Risk Category of Building or Other Structure :

Seismic Importance Factor = 1 ASCE 7-16, Page 5, Table 1.5-2

USER DEFINED Ground Motion ASCE 7-16 11.4.2

Max. Ground Motions, 5% Damping :

S_S = 0.5760 g, 0.2 sec response

S₁ = _0.2650 _{g, 1.0 sec response}

Conforms to ASCE 7 Section 12.8.1.3: Regular structure with period of 0.5 s or less, SDS limited to max of 0.7*SDS or 1.0 for calculation of Cs.

Site Class, Site Coeff. and Design Category

Site Classification "D" : Shear Wave Velocity 600 to 1,200 ft/sec

₌

D ASCE 7-16 Table 20.3-1

Site Coefficients Fa & Fv ASCE 7-16 Table 11.4-1 & 11.4-2

(using straight-line interpolation from table values)

Fa = 1.34

Fv = 1.87

Maximum Considered Earthquake Acceleration S = Fa * Ss_MS = 0.771 ASCE 7-16 Eq. 11.4-1

S = Fv * S1_M1 = 0.496 ASCE 7-16 Eq. 11.4-2

Design Spectral Acceleration S = S * 2/3_DS _MS = 0.514 ASCE 7-16 Eq. 11.4-3

= 0.330 ASCE 7-16 Eq. 11.4-4

S = S * 2/3_D1 _M1

Seismic Design Category = D ASCE 7-16 Table 11.6-1 & -2

Resisting System

ASCE 7-16 Table 12.2-1

Basic Seismic Force Resisting System . . . Bearing Wall Systems

15.Light-frame (wood) walls sheathed w/wood structural panels rated for shear resistance.

NOTE! See ASCE 7-16 for all applicable footnotes.

Building height Limits : Response Modification Coefficient " R " = 6.50

Category "A & B" Limit: No Limit System Overstrength Factor " Wo " = 2.50

Category "C" Limit: No Limit Deflection Amplification Factor " Cd " = 4.00 _{Category "D" Limit:} _{Limit = 65}

Category "E" Limit: Limit = 65 Category "F" Limit: Limit = 65

Lateral Force Procedure

ASCE 7-16 Section 12.8.2

Equivalent Lateral Force Procedure

The "Equivalent Lateral Force Procedure" is being used according to the provisions of ASCE 7-16 12.8

Use ASCE 12.8-7

Determine Building Period

Structure Type for Building Period Calculation : All Other Structural Systems " Ct " value = 0.020

" x " value

" hn " : Height from base to highest level = 25.0 ft " Ta " Approximate fundemental period using Eq. 12.8-7 :

12.000

"TL" : Long-period transition period per ASCE 7-16 Maps 22-14 -> 22-17 sec Ta = Ct * (hn ^ x) = 0.224 0.75

sec =

Building Period " Ta " Calculated from Approximate Method selected = 0.224 sec

" Cs " Response Coefficient

ASCE 7-16 Section 12.8.1.1

S : Short Period Design Spectral Response 0.514

" R " : Response Modification Factor 6.50

" I " : Seismic Importance Factor

₌

1

0.079

From Eq. 12.8-2, Preliminary Cs

₌

0.227

From Eq. 12.8-3 & 12.8-4 , Cs need not exceed

₌

From Eq. 12.8-5 & 12.8-6, Cs not be less than

₌

0.023 DS

=

Cs : Seismic Response Coefficient =

0.0791

User has selected ASCE 12.8.1.3 : Regular structure,

Less than 5 Stories and with T <<= 0.5 sec, SO Ss <= 1.5 for Cs calculation

=

No. C-67693

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ASCE Seismic Base Shear

W PRECHTER (530) 210 1224

Engineer: PRECHTER

Project ID:

Printed: 27 MAR 2020, 9:38PM Project Descr:

Seismic Base Shear

W ( see Sum Wi below ) = 107.16k

Cs = 0.0791 from 12.8.1.1

Seismic Base Shear V = Cs * W = 8.48k

Vertical Distribution of Seismic Forces

" k " : hx exponent based on Ta = 1.00

Table of building Weights by Floor Level...

Wi : Weight Hi : Height (Wi * Hi^k) Cvx Fx=Cvx * V Sum Story Shear Sum Story Moment

Level #

1 107.16 9.00 964.48 1.0000 8.48 8.48 0.00

Sum Wi = 107.16k Total Base Shear = 8.48k

Base Moment =

964.48k-ft

Sum Wi * Hi =

76.3k-ft

Diaphragm Forces : Seismic Design Category "B" to "F"

ASCE 7-16 12.10.1.1

Level # Wi Fi Sum Fi Sum Wi Fpx : Calcd Fpx : Min Fpx : Max Fpx Dsgn. Force

1 107.16 8.48 8.48 107.16 8.48 11.02 22.04 11.02 11.02

Wpx . . . .Weight at level of diaphragm and other structure elements attached to it. Fi . . . .Design Lateral Force applied at the level.

Sum Fi . . . .Sum of "Lat. Force" of current level plus all levels above 0.20 * S * I * Wpx

MIN Req'd Force @ Level . . . _DS

DS

MAX Req'd Force @ Level . . . .0.40 * S * I * Wpx

Fpx : Design Force @ Level . . . .Wpx * SUM(x->n) Fi / SUM(x->n) wi, x = Current level, n = Top Level

No. C-67693

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Wall Shear

Walls are considered perforated shearwalls wherever possible. Adjustment vales where applicable are off Table 4.3.3.5 NDS SDPWS Nailing around windows is to be the same as edge nailing of adjacent walls. Where aspect ratios are too great force transfer around windows shall be used

wall weight*.0.6

7.2

WHERE ASPECT RATIO'S ARE GREATER THAN 2:1 ASPECT RATIO FACTOR SHALL BE APPLIED 1.25-0.125h/b

S

Wall line

% full height sheeting

Adjust factor

Total wall length

Short wall Shear Wall shear adjusted resistive Wall End uplift Wall Type holdown sheeting FT FT fraction plf shear allow load Height 1 100 1 16.3 2.9 0.50 307 390 117 9 2501 B HDU2 2 100 1 15.5 3 0.50 323 390 50 9 2735 B HDU2 A 100 0.97 14.5 4 0.17 161 252 50 9 1219 A HDU2 B 100 0.875 13.8 3 0.36 351 429 50 9 2989 C HDU2 C 100 0.875 13.8 3 0.32 315 341 50 9 2667 B HDU2 C 100 1 29.3 7.5 0.14 64 260 50 9 149 A NTREQD No. C-67693 6/30/21

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Shear schedule

USE 3/8" OSB (OR EQUIVALENT) NAILED WITH 8d's @ 6" O.C. EDGES, 12" O.C. INT. (MIN.) USE 5/8" dia X 10" AB's W/ 3X3X.229" BP'S @ 40" O.C. (ALLOWABLE SHEAR = 0-260 PLF) (UNO) sheathing continuous foundation to roof diaphragm or see FST detail if indicated

USE 3/8" OSB (OR EQUIVALENT) NAILED WITH 8d's @ 4" O.C. EDGES, 12" O.C. INT (MIN.) USE 5/8" dia X 10" AB'S (UNO) W/ 3X3X.229" BP'S @ 28" O.C. (ALLOWABLE SHEAR = 380PLF) sheathing continuous foundation to roof diaphragm or see FST detail if indicated

USE 3/8" OSB (OR EQUIVALENT) NAILED WITH 8d's @ 3" O.C. EDGES, 12" O.C. INT (MIN.) USE 5/8" dia X 10" AB'S (UNO) W/ 3X3X.229" BP'S @ 20" O.C. (ALLOWABLE SHEAR = 490PLF) sheathing continuous foundation to roof Diaphragm or see FST detail if indicated

USE 3/8" STRUC1 PLY (OR EQUIVALENT) NAILED WITH 8d's @ 3" O.C. EDGES, 12" O.C. INT (MIN.) USE 5/8" dia X 10" AB'S (UNO) W/ 3X3X.229" BP'S @ 19.2" O.C. (ALLOWABLE SHEAR = 550PLF) sheathing continuous foundation to roof diaphragm or see FST detail if indicated

X = MINIMUM LENGTH OF SHEAR WALL IN FEET ALL SHEAR PANELS ARE TO BE HAND NAILED OR AIR OPERATED NAIL GUNS ARE TO BE SET TO PREVENT THE HEAD OF THE NAIL FROM BREAKING THE SURFACE OF THE PLYWOOD OR OSB PANEL. GUN SET NAILS CAN THEN BE HAND SET TO PROPER LEVEL. A/X B/X C/X CS1/X No. C-67693 6/30/21

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Multiple Simple Beam

W PRECHTER (530) 210 1224

Engineer: PRECHTER Project ID: Printed: 27 APR 2020, 7:37PM Project Descr:

BEAMS

Description :

BEAM Size : 2-2x6, Sawn, Fully Unbraced

Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending

Wood Beam Design :

Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16

DouglasFir-Larch(North) No.1/No.2 850.0 850.0 1,400.0 625.0 1,600.0 580.0 180.0 500.0 31.570 Eminbend - xx ksi

Wood Species : Wood Grade :

Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psi Fc - Perp

Ebend- xx ksi Density pcf

B1

Applied Loads

Beam self weight calculated and added to loads Unif Load: D = 0.2530, Lr = 0.210 k/ft, Trib= 1.0 ft

. Design Summary Max fb/Fb Ratio = 0.375: 1 Max Reactions (k) L Lr S W E H +D+Lr+H Load Comb : Span # 1 Left Support D in 1.600ft in 48.87psi Fb : Allowable : 1,264.66psi Right Support Fv : Allowable : Span # 1 Load Comb : +D+Lr+H 180.00psi fb : Actual : Max fv/FvRatio = 0.271: 1 2.752ft 473.87psi at at fv : Actual : Ratio 9999 Ratio 9999 Max Deflections Transient Downward 0.007in Transient Upward 0.000in Total Downward 0.017 in Total Upward 0.000 in 0.41 0.34 0.41 0.34 Ratio 5130 Ratio 2309 LC: Lr Only LC: +D+Lr+H LC: LC:

BEAM Size : 4x6, Sawn, Fully Unbraced

Wood Beam Design :

B2

Applied Loads

. Design Summary Max fb/Fb Ratio = 0.846_{: 1} Max Reactions (k) L Lr S W E H +D+Lr+H Load Comb : Span # 1 Left Support D in 1.600ft in 120.04psi Fb : Allowable : 1,376.05psi Right Support Fv : Allowable : Span # 1 Load Comb : +D+Lr+H 225.00psi fb : Actual : Max fv/FvRatio = 0.533: 1 2.752ft 1,164.00psi at at fv : Actual : Ratio 9999 Ratio 9999 Max Deflections Transient Downward 0.019in Transient Upward 0.000in Total Downward 0.041 in Total Upward 0.000 in 1.17 0.97 1.17 0.97 Ratio 2074 Ratio 940 LC: Lr Only LC: +D+Lr+H LC: LC: No. C-67693 6/30/21

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Multiple Simple Beam

W PRECHTER (530) 210 1224

Engineer: PRECHTER

Project ID:

Printed: 27 APR 2020, 7:37PM Project Descr:

Wood Beam Design :

B3

Applied Loads

. Design Summary Max fb/Fb Ratio = 0.587: 1 Max Reactions (k) L Lr S W E H +D+Lr+H Load Comb : Span # 1 Left Support D in 1.600ft in 95.46psi Fb : Allowable : 1,374.25psi Right Support Fv : Allowable : Span # 1 Load Comb : +D+Lr+H 225.00psi fb : Actual : Max fv/FvRatio = 0.424: 1 2.603ft 806.82psi at at fv : Actual : Ratio 9999 Ratio 9999 Max Deflections Transient Downward 0.010in Transient Upward 0.000in Total Downward 0.021 in Total Upward 0.000 in 1.41 1.17

1.41 1.17 Ratio _{LC: Lr Only}3944 Ratio _{LC: +D+Lr+H}1787

LC: LC:

BEAM Size : 2-2x6, Sawn, Fully Unbraced

Wood Beam Design :

B4

Applied Loads

. Design Summary Max fb/Fb Ratio = 0.224: 1 Max Reactions (k) L Lr S W E H +D+Lr+H Load Comb : Span # 1 Left Support D in 1.600ft in 31.69psi Fb : Allowable : 1,374.00psi Right Support Fv : Allowable : Span # 1 Load Comb : +D+Lr+H 225.00psi fb : Actual : Max fv/FvRatio = 0.141: 1 2.752ft 307.32psi at at fv : Actual : Ratio 9999 Ratio 9999 Max Deflections Transient Downward 0.005in Transient Upward 0.000in Total Downward 0.011 in Total Upward 0.000 in 0.27 0.22 0.27 0.22 Ratio 7922 Ratio 3560 LC: Lr Only LC: +D+Lr+H LC: LC: No. C-67693 6/30/21

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Multiple Simple Beam

W PRECHTER (530) 210 1224

Engineer: PRECHTER

Project ID:

Wood Beam Design :

B5

Applied Loads

. Design Summary Max fb/Fb Ratio = 0.900: 1 Max Reactions (k) L Lr S W E H +D+Lr+H Load Comb : Span # 1 Left Support D in 2.600ft in 110.72psi Fb : Allowable : 1,369.75psi Right Support Fv : Allowable : Span # 1 Load Comb : +D+Lr+H 225.00psi fb : Actual : Max fv/FvRatio = 0.492: 1 0.000ft 1,232.30psi at at fv : Actual : Ratio 9999 Ratio 9999 Max Deflections Transient Downward 0.039in Transient Upward 0.000in Total Downward 0.087 in Total Upward 0.000 in 1.33 1.09

LC: LC:

Wood Beam Design :

B6

Applied Loads

. Design Summary Max fb/Fb Ratio = 0.826: 1 Max Reactions (k) L Lr S W E H +D+Lr+H Load Comb : Span # 1 Left Support D in 3.000ft in 91.02psi Fb : Allowable : 1,368.04psi Right Support Fv : Allowable : Span # 1 Load Comb : +D+Lr+H 225.00psi fb : Actual : Max fv/FvRatio = 0.405: 1 5.400ft 1,129.90psi at at fv : Actual : Ratio 9999 Ratio 9999 Max Deflections Transient Downward 0.048in Transient Upward 0.000in Total Downward 0.106 in Total Upward 0.000 in 1.06 0.87 1.06 0.87 Ratio 1511 Ratio 680 LC: Lr Only LC: +D+Lr+H LC: LC: No. C-67693 6/30/21

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Multiple Simple Beam

W PRECHTER (530) 210 1224

Engineer: PRECHTER

Project ID:

BEAM Size : 3.5x12, GLB, Fully Unbraced

Wood Beam Design :

DF/DF 24F-V4 2,400.0 1,850.0 1,650.0 650.0 1,800.0 950.0 265.0 1,100.0 31.210 Eminbend - xx ksi

B7

Applied Loads

. Design Summary Max fb/Fb Ratio = 0.390: 1 Max Reactions (k) L Lr S W E H +D+Lr+H Load Comb : Span # 1 Left Support D in 9.000ft in 46.83psi Fb : Allowable : 2,421.42psi Right Support Fv : Allowable : Span # 1 Load Comb : +D+Lr+H 331.25psi fb : Actual : Max fv/FvRatio = 0.141: 1 0.000ft 943.67psi at at fv : Actual : Ratio 9999 Ratio 9999 Max Deflections Transient Downward 0.183in Transient Upward 0.000in Total Downward 0.427 in Total Upward 0.000 in 0.84 0.63

LC: LC:

No. C-67693

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Multiple Simple Beam

W PRECHTER (530) 210 1224

Engineer: PRECHTER Project ID: Printed: 27 APR 2020, 6:43PM Project Descr:

FLOOR BEAMS

Description :

Wood Beam Design :

FB1

Applied Loads

Beam self weight calculated and added to loads Unif Load: D = 0.0150, L = 0.040 k/ft, Trib= 4.0 ft

. Design Summary Max fb/Fb Ratio = 0.850: 1 Max Reactions (k) L Lr S W E H +D+L+H Load Comb : Span # 1 Left Support D in 3.500ft in 53.41psi Fb : Allowable : 1,098.27psi Right Support Fv : Allowable : Span # 1 Load Comb : +D+L+H 180.00psi fb : Actual : Max fv/FvRatio = 0.297: 1 6.557ft 933.94psi at at fv : Actual : Ratio 9999 Ratio 9999 Max Deflections Transient Downward 0.112in Transient Upward 0.000in Total Downward 0.157 in Total Upward 0.000 in 0.22 0.56 0.22 0.56 Ratio 750 Ratio 535 LC: L Only LC: +D+L+H LC: LC: No. C-67693 6/30/21

(15)

Pier Design

0# per ft over 1ft

Allowable Bearing

1500

Width (in.) Depth Weight Allowable Pier

Square (in.) Concrete (lbs.) point load (lbs.) Symbol bars E.W.

12 12 145 1355 P12 1 16 12 258 2409 P16 2 18 12 326 3049 P18 2 21 12 444 4150 P21 3 24 12 580 5420 P24 3 27 12 734 6860 P27 3 30 12 906 8469 P30 4 32 12 1031 9636 P32 4 33 12 1097 10247 P33 4 36 12 1305 12195 P36 4 39 12 1532 14312 P39 5 42 12 1776 16599 P42 5 45 12 2039 19055 P45 5 psf # of # 4's (.0018, temp) No. C-67693 6/30/21