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BRES2019-0084 Structural CalcsA -DDI T i' Or--)
eeQEs2r'>1q - oosq
CITY OF LA QUI NTA
BUILDING DIVISION
REVIEWED FOR
CODE
COMPLIANCE
DATE 2q pi BY
ESI / F M E
INC.
STRUCTURAL ENGINEERS,
Sri
N
Q
PROJECT: Structural calculations on Guest House a@ The Madison Club
Lot 50A to be built in La Quinta, CA
Date:
" GUEST HOUSE "
THE MADISON CLUB - LOT 50A
(PER IBC2016, CBC2016)
DECEMBER 20, 2018
Revisions: <
D 3/06/2019
Client:
I Client Job No.
HC
DESIGN
Shipped: MAR 1 5 2019 Job No. 1 1 1 8- H 4 6 3
1800 E. 16th Street, Unit B, Santa Ana, CA 92701 / Tel: (714) 835-2800 / Fax: (714) 835-2819
21130
Page:2 OF 75
EES1:/FME Inc.Date: 3/1a/zo19:7 UC:,4L ENGINEERS
Job #: H 4 6 3
nt: HC DESIGN
Project Name: "GUEST HOUSE @ THE MADISON CLU13 - LOT 50A' Ian #: LA QUINTAL CA,
rtU�r :
Wd.Shake
Rock
ET
I=LO()R
Slope
>©
>4-12
:4:12
o
w/� Conc.
wr©' Lhvt Conc
Live Load
20.0 psf
20.0 psf
20.0 psf
Live Load
40.0 psf
of 1'Qyporete
40.0
Rooi'g MCI
3uilt-up
4.0
- _
- -
10.0
10A
D.L. of F.F.
5.0
psf
15 0
sheathing
1.5
1.5
1.5
Miscellaneous
1,0
1.0
�r�ef Rafters
1.:;
1
d r.
Sheathing
2.5
2 5
'eiiing Joist
1 rj
r.5
1.5
1.5
flUUf i6sis
J.V
3.0
)r}nvatl
2.5
2.5
2-5
Drywall
2.5 '
2.5
Riscellaneous
3,0
3.0
3.0
Total D.L.
14,0 psf
24.0 psf
otal D.L.
14.0 psf
20.0 psf
20.0 psf
Total Load
54.0 psf
64.0 psf
otal Load 34.0 psf 40.0 psf
STAIVDIARD SpECfFICATIOWq r=nQ
40.0 psf
LOAD -ONDITIONS :
U
STRUCTURAL CALCULATIONS
1. Sketches of details in calculations are not
to scale and may not represent true
conditions ori plans. Architect or designer
is responsible for drawing details In plans
which represent true framing conditions
and scale. Enclosed details are intended to
complement standard construction practice
to be used by experienced and qualified
contractors,
The structural calculations included here
are for the analysis and design of primary
structural system. The attachment of non-
structural elements is the responsibility of
the architect or designer, unless specifically
shown otherwise.
The drawings, calculations, specifications
and reproductions are insifvments of
service to be used only for the specific
Project covered by agreement and cover
shoot. Any other use is solely prohibited.
All changes made to the subject project
shall be submitted to t; 5 11 F M E, Inc.
in writing for their review and comment.
these calculations are meant to be used
by a design professional, omissions are
intended,
Copyright CJ - 1994 by E S 11 F M E, Inc.
Siructuraf Engineers. All rights reserved.
This material may not be reproduced in
whole or part without written permission
of ESI / F M E, Inc.
Job flame Guest House @ Madison Club - Lot 50A
City La Quinta, CA.
Client HC DESIGN
PROJECT ENCGINrr!R: D.M.
CALCS BY:
ASSOC. CHE(K:
BACK CHECK -
ROOF -TRUSS Rev,:
FLR. TRUSS Reu.:
PIT FOUND. Rev.:
PLAN CHECK:
MWRAONS:
a.;SHTS-- d4 THR062. 66A THRU E
13
SHTS: 16 thru 19, 24,25,"AR ,IRA 65,
71)D, E, 71, AND 75
SHTS:
SHTS:
SHTS:
Si ITS:
SHTS:
E S I I F M E, Inc. - Sfruclura -Engineers
(This signature is to be a
wet signalure, not a copy,)
APPROVED 8Y:
DATE: MAR
clvt1-
DATE: 12f20f2o is
DATE:
DATE:
DATE:
DATE;
DATE:
DATE:
DATA
int':
DATE•- :31061201,9
Init.:
❑ATE:
Int
DATE:
Ioil,:
DATE:
Inst.:
DATE:
Init.-
DATE:
bili.:
M
Ili
Page: 3
ESI / F M E Inc. Date: 12/20/2018
STRUCTURAL ENGINEERS,ob #; H 4 6 3
Client: HC DESIGN
Project Name: "GUEST HOUSE @ THE MADISON CLUB - LOT 50A" Plan #: LA QUINTA, CA.
DESIGN CRITERIA SHEET
FOR RESIDENTIAL CDNSTRUCTION
11BC20151 CBC20161 ASCE-7-10 REV. 12102/2016
In all cases calculations will supersede this Asst n criteria sheet.
TIMBER
Douglas Fir -Larch -
20 #2: Fb =
19% max. moisture content
1315/1552
4x6,8
#21#1: Fb =
1170/1300
psi; fv=180 psi; E=1.6/1 7
2x5
#2:
Fb =
117011345
psi; fv=180 psi; E=1.6
psi; fv=180 psi; E=1.6
4x10
#21#1: Fb =
1080/1200
?x8
#2:
Fb =
1080/1242
psi; fv='180 psi; E=1.6
4x12
4x14
#21#1: Fb =
990/1100
psi; fv=180 psi; E=1.611.7
?x10
#2:
Fb =
990/1138
psi; fv=180 psi; E=1.6
4x16
#2/#1: Fb =
#2/#1:
900/1000
psi, fv=180 psi; E=1.6/1.7
!x12
#2:
Fb =
900/1150
Psi; fv=180 psi; E=1.6
p
6x10
Fb =
#1/SS: Fb =
900/1000
Psi; fv=180 psi; E=1.611,7
!x14
#2:
Fb =
810/931
Psi; fv=180 psi; E=1.6
6x12
#1/SS: Fb =
1350/1600
1350/1600
psi; fv=170 psi; E=1.6
t Is recommended
that lumber be free of heart center
psi; fv=170 psi; E=1.6
Glued Laminated Beams: Douglas Fir -Larch PARALIAM PSL 2.0E
ps;1.8E6 si=2900.psi; fv=290.psi; E=2.0lnd.A Grade: Fb-240Qsi:Fv-
Lstructural
CRETE
_ MICRDLI AI414VL: Fb�26QQpsi;Frr-2&SpSI;E=1.9
hall be composed of one part Portland Cement to riot morethan three parts sand.ral concrete...................................-....-............................... fc = 3000 psi w/ inspection.
-grade/continuous footings/pads ................fc = 2500 psi w/o inspection.
e shall reach minimum cam ressive stren th at 28 da s.
CING STEEL --
1. All reinforcing shall be A.S. T.M. A-615-40 for #4 bars and smaller. A-615-60 for #5 bars and larger.
Welded wire fabric to be A.S.T.M. A-185, lap 1-1/2 spaces, 9" min.
2. Development length of Tension Bars shall be calculated per ACI318-14 Section 12.2.2.. Class B Splice = 1.3 X) d.
Splice Lengths for 2500 psi concrete is: #4 Bars (40K) = 21", #5 Bars (60K) - 39", #6 Bars (60K) - 47"
(30 dia_ for compression).
Masonry reinforcement shall have lappings of 48 dia. or 2'-0 This is in all cases U.N.O.
3. All reinforcing bars shall be accurately and securely placed before pouring concrete, or grouting masonry.
4, Concrete protection for reinforcement shall be at least equal to the diameter of the bars.
Cover for cast -in-place concrete shall be as follows, U.N.O
A. Concrete cast against & permanently exposed to earth...... 3"
B. Concrete exposed to earth or weather < " #5 Bars.. .. . . .. ....... t 112"
C. Concrete not exposed to weather or in contact with ground #6 =' #18 Bars 2"
Slabs, walls, joists, < _ #11 Bars ...................... .
3/4"
Beams & Columns: Primary reinforcement, ties, stirups, spirals ................ 1 112"
iTRUCTORAL STEEL - ---
Fabrication and erection of structural steel shall be in accordance with "Specifications for the Design,
Fabrication and Erection of Structural Steel Buildings", AISC, current edition. Steel to conform to
ASTM A992. Round pipe columns shall conform to ASTM A53, Grade B. Square/Rectangular steel
tubes ASTM A500, Grade B.
All welding shall be performed by certified welders, using the Electric Shielded Arc Process at licer)sed
shops or otherwise approved by the Bldg. Dept, Continuous inspection required for all field welding.
All steel exposed i0 weather shall be hot -dip gaivanized after fabrication, or other approved
weatherproofing method.
Where finish is attached to structural steel, provide 112"o bolt holes @ 4'-0" o.c. for attachment of
hailers, U.N.O. See architectural drawin 9 s for finishes Nelson s#uds 1/2" x 3" CPL ma re ince bolts .
ASONR_ Y
Concrete block shall be of sizes shown on architectural drawings and/or called for in specifications
and conform to ASTM C-90-09, grade A normal weight units with max. linear shrinkage of 0.06%
All vertical reinforcing in masonry walls not retaining earth shall be located in the center of the wall
(U.N.O.), retaining walls are to be as shown iri details.
All cells with steel are to be solid grouted (except retaining walls where all cells are to be solid grouted).
2017A
Tage: 4
E S I � "F " M " E Inc.IncDate: 12/20/20
STRUCTURAL ENGINEERS Job #: H 4 6 3
Client: HC DESIGN
Project Name: "GUEST HOUSE @ THE MADISON CLUB - LOT SOA" Plan #: LA QUINTAL CA.
GENERAL SPECIFICATIONS
FOR STANDARD RESIDENTIAL CONSTRUCTION
IBC2015 / CBC2016 / ASCE7-10 /NDS2015 / SDPWS2016
A. All beams to be supported with full bearing unless noted otherwise. '
B. All isolated posts and beams to have Simpson PB's, PC's and/or BC's minimum, U.N.O.
C All hearing wags on wood floors are to bra Siinnorted with aop ihl - jni-ts nr solid Working, 11 N O
D. Provide 4x or 2.-2x members under sole plate nailing less than 6" o/c.
E. All Simpson FITT, HDU, HDO and CB holdowns to be fastened to 4x4 post min. U.N.O.
F. All hardware is to be Simpson Strang -Tie or approved equal. Install per mfr.'s specifications.
G. All shop drawings are to be reviewed by the contractor and the architect prior to submittal
for engineers review.
H_ All exterior walls are to be secured with 5/8" diameter x 10" anchor bolts or MASA anchors
@ 72" o.c., U.N.O. (Please call structural engineer for a fix.)
I All interior walls to be secured with shot pins per manufacturer's recommenda lions, U.N.O..
Calculations govern in all cases. Recommend Simpson 0,145" dia.,3" long POP Powder
Actuated Anchors @ 24" a.c. (ICC-ESR##2138) or equal.
J. All conventional framed portions of structure are to be constructed per section 2308 of the 2015
IBC or 2016 California Building Code, U. N_O.
K. All nailing is to be per table 2304.9.1 of the IBC or California Building Code, U.N.O.
L. All nails to be "common", U.N.O,
201TA
KiF Page:— ` I / F E ITT nc. Date. 12/20/2018
STRUCTURAL ENGINEERS job #: H 4 6 3
Client: HC DESIGN
Project Name: "GUEST HOUSE @ THE MADISON CLUB - LOT SOA" Plan #: LA QUINTA, CA.
LATERAL SHEAR NOTES
(IBC2015, CBC2016, SDPWS-2015: SEISMIC DESIGN CATEGORY D & E)
(TABLE 4,3A, AFPA SDPWS•2015)
V E R T I C A L: FRAMING
MEMBERS
DOUG FIR -LARCH
@ 16" o. c.
3/8" Wood
- Structural Panel w. 8d common nails @ 6" o.c @ edges & 12"o.c. @ field.
260 plf
1 - 3/8" Wood Structural Panel w. 8d common nails @ 4" o.c @ edges & 12"o.c. @ field.
1Q 3/8" Wood Structural
350 plf
Panel w. 8d common nails @ 3" o.c @ edges & 12"o.c. @ field.
490 plf
1 3/8" Wood Structural Panel w. 8d common nails @ 2" o.0 @ edges & 12"o.c. @ field.
840 plf
1 - 1/2" (or 15/32") Wood Structural Panel with 10d common nails @ 2" o.c at edges and 12" o.c. at field
1 - 1/2" 15/32")
770 plf
(or Structural I Wood Panel with 10d common nails @ 2" o.c at edges and 12" o.c, at field
1 DOUBLE
870 pl{
SIDED (3x Vertical Studs @ Abutting Panels and Nails Staggered On Each Side)
-- 3/8" Wood Structural Panel w. 8d common nails @ 3" o.c @ edges & 12"o.c. @ field.
980 pff
1 __ DOUBLE SIDED (3x Vertical Studs @ Abutting Panels and Nails Staggered On Each Side)
-- 3/8" Wood Structural Panel w. 8d common nails @ 2" o,c @ edges & 12"o.c. @ field.
NOTES: a. Wood Structural Panel: Material approved by APA, PFS/TECO or Pittsburgh Testing Laboratories
1280 plf
These values are for Doug -Fir Larch or Southern Pine, other lumber species may differ in shear capacities.
b. Where plywood is applied on both faces of wall and nail spacing is less than 6" o.c., panel joints shall be offset
to fall on different framing members or framing shall be 3x or wider and nails Staggered on each side.
c. For allowable shear values greater than 350plf, provide a min. of a single 3x member at all framing members
receiving edge nailing from abutting panels.
d. Where anchor bolts are provided at shear walls a 3'x3"x0.229" steel plate washers are required on each bolt.
The washer shall be installed within 1/2" from the sheathed side of the plate. (SDPWS sect. 4.3.6.4.3)
HORIZONTAL: All roof and floor sheathing to be Exposure I or Exterior.
ROOF: JOIST SPACING < 24" o.c: 15/32" Wood Struct. Panel Pit 24/0, with 8d's @ 6" o.c, at edges & boundaries, 12" o.c. field.
FLOOR: Joist Spacing < 16" o.c.: 19/32" Wood Struct. Panel T&G*, PI 32/16, w/10d's @ 6" o.c. at edges & bound., 10" o.c. field.
Joist Spacing < 20" o.c.: 19/32" Wood Struct. Panel T&G*, PI 40/20, w/10d's @ 6" o.c at edges & bound., 10" o.c. field.
Joist Spacing < 24" c.c.: 23132" Wood Panel T&G* shtg, PI 48/24, w/10d's @ 6" O.C. at edges & boundaries, 10" o.c. field.
*Panel edges shall have approved T&G joints or shall be supported with blocking. Not required when lightweight
concrete is placed over subfloor.
VERSION: 2017.4
ESI/FME, INC.
1800 E. 16TH ST. UNIT 8
SANTA ANA, CALIFORNIA
Steel Beam �~
Description: BW1 STEEL HEADER AT REAR OF GYPA
_'CODE REFE'RENcES _
Calculations perAISC 360-10, IBC 2_015, CBC 2016, ASCE 7-10
Load Combination Set: ASCE 7-10
Material Properties _
Analysis Method. Allowable Strength Design
Beam Bracing: Completely Unbraced
Bending Axis: Major Axis Bending
i
Project Title: 1 -STORY GUEST HOUSE @ MADISON CA_ L(
Engineer:
Project ID: H 4 6 3
Project Descr:
Printed: 19 DEC 2018, 5:15PM
ILiliYllt}-1W453,NA- 9 u1+S63.ec8 .
INC.19W.2018 9M.10.1&a2s .
Fy : Steel Yield: 50.0 ksi
E: Modulus: 29,000.0 ksi
i
0(0.4612) T2 -a
3
D{O.A3M- Lr�4.278 �"`� ❑ q•594A I r 0.2952 4.432 a 4.215
4Viax119
Span = 43,4 n
Applied Loads - Service loads entered, Load Factors will be applied for -calculations.
Beam self wQht calculated and added to foading
Load for Span Number 1
Uniform Load : D=0,0240, Lr = 0.0120 ksf, Extent= 0.0 ->> 11.0 it, Tributary Width =18.0 ft, (RF LOAD: 44*(19.5+7)"2/(2`19,5))
Uniform Load : D=0.0240, Lr = 0.0120 ksf, Extent =11.0 ->> 32,0 ft, Tributary Width= 24.60 ft, (RF LOAD: 44*(19.5+11.5)^2/(2*19,5))
Uniform Load : D=0.0240, Lr = 0.0120 kst, Extent= 32.0 - > 43.0 ft, Tributary Width =18.0 it, (RF LOAD: 44*(19.5+7)"2/(2*19.5))
Uniform Load : D = 0,0180 ksf, Extent= 0.0-->> 11.0 it, Tributary Width= 3.40 ft, (WALL 18*2.5*26.5/19.5)
Un"tform Load : D = 0.0180 ksf, Extent =11.0 ->> 32.0 ft, Tributary Width = 4.0 ft, (WALL 18'2.5*30.5/19.5)
Uniform Load : D = 0.0180 ksf, Extent = 32.0 ->> 43.0 ft, Tributary Width = 3.40 ft, (WALL 1842.5*26.5/19.5)
Uniform Load : D = 0.0230 kfft, Tributary Width =1,0 ft
DESIGN SUMMARY
Maximum Bending Stress Ratio -
Section used for this span
- O,fi7g ; 1 Maximum Shear Stress Ratio = -
=
Ma : Applied
W18x119
239.117 k
Section used for this span
p
0'084 : 11
W18x119
� Mn / Omega: Allowable
-ft
352.841 k -ft
Va : Applied
20,909 k
Load Combination
+D+Lr+H
r+H
vn/Omega :Allowable
248.90 k
Location of maximum on span
21
Load Combination
+D+Lr+H
Span #vrhere maximum occurs
Span # 1
Location of maximum on span
0000 ft
Maximum Deflection
Span #vrhere maximum occurs
Span # 1
Max Downward Transient Deflection
Max Upward Transient Deflection
0.330 in Ratio =
1,562>=360
Max Downward Total Deflection
0.000 in Ratio =
0 <360
Max Upward Total Deflection
1.247 In Ratio =
414 >=360
0.000 in Ratio =
0 <360
Maximum Forces & Stresses for Load Combinations
- ---
Load Combination Aiax Stress Ratios
-- -Summary
Segment l englh Span # MSummary
Mmax + Mmax -
of Moment Values
Ma Max
4f Shear Values
Mnx MnxlDmega Cb Rm
Ya Max Unx Vnx/Omega
Dsgn��� L = 43.00 it 1 0.498 0.062
175.68-
175.68 588.73 352.53 1.15 1.00
- - �
15.43
Dsgn, L = 43.00 ft 1 0,498 0.062
175.68
373.35 248.90
aDrill
Dsgn. L = 43.00 it
175.68 588.73 352.53 1.15 1.00
15.43 373.35 248.90
1 0.678 0.884
239.12
239.12 589.25 352.84 1.15 1.00
20.91 373.35 248.90
ESIIFME, INC.Project Title: 1 -STORY GUEST HOUSE @ MADISON CLUB - L(
IBM E.16TH ST. UNIT B Engineer:
SANTA ANA, CALIFORNIA Project ID: H 4 6 3
Project Descr:
Steel Beam
Description : BM#1 STEEL HEADER AT REAR OF GYM:
Load Combination
Max Stress Rabs
Segment Length Span #
M
V
+D+S+hi -
223.26
589.25
Dsgn. L = 43.00 ft 1
0.498
0.062
+D+0.75OLr+0.750L+H
588.73
352.53
Dsgn. L = 43.00 ft 1
0.633
0.079
+D+0.750L+0.750S+H
352.53
1.15 1.00
Dsgn. L = 43.00 ft 1
0.498
0.062
+D+0.60W+H
1.15 1.00
223,26
Dsgn. L = 43.00 ft 1
0.498
0.062
+0+0.70E+H
175.68
175.68
D^^4n. L = 43.00 ft 1
0.498
0.062
+D40.750Lr+0.750L40.460W+H
175.68
568.73
Dsgn, L = 43.00 ft 1
0.633
0.079
+0+0.750L+0.750S+0.450W+H
588.73
352.53
Dsgn. L = 43.00 ft 1
0.498
0.062
+040.750L+0.7509+0.5250E+H
352.53
1.15 1.00
Dsgn. L = 43.00 ft 1
0.498
0.062
+0.60D+0.60W+0.60H
L Only
Dsgo. L = 43.00 ft 1
0.299
0.037
+0.60D+0.70E+0.60H
w only
Dsgn. L = 43.00 ft 1
0.299
0.037
Overall Maximum Deflections
H Only
Printed: 19 0EG 2018, 5:15PM
He = C.VL0CAW-1fFi4 a&1A-1W481Vfi .
ENBRCALC,INC 19U2018.Oft 10.18-8.25.
Summary of Moment Values
Morax + Mmax - Ma Max _.-Mnx MfWOmega Cb Rm
175.68
175.68
588.73
352.53
1.15 1.00
223.26
223.26
589.25
352.84
1.15 1.00
175.68
175.68
588.73
352.53
1.15 1.00
175.68
175.68
588.73
352.53
1.15 1.00
+'S 90
175.68
588.73
352.53
1.15 1.00
223,26
223.26
589.25
352.84
1.15 1.00
175.68
175.68
588.73
352.53
1.15 1.00
175.68
175.68
568.73
352.53
1.15 1.00
105.41
105.41
588.73
352.53
1.15 1.00
105.41
105.41
588,73
352.53
1.15 1.00
Summary of ShearValues
Va Max
Vnx
Vnx/Omega
15.43
373.35
248.90
19.54
373.35
248,90
15.43
373.35
248.90
15.43
373.35
248.90
15.43
373.35
248.90
19.54
373.35
248.90
15.43
373.35
248.90
15.43
373.35
248.90
9.26
373.35
248.90
9.26
373.35
248.90
Load Combination Span Max. "-'Deft Location in Span Load Combination Max. '+^ DeR Location in Span
+D+Lr+H f 1 1.2471 21.623 0.0000 ONO
Vertical Reactions Support notation : Far left Is #1 Values in KIPS
Load Combination
Support 1
Support2
Overall MA)Omum
20.909
09
Overall MINimum
5.476
5.476
+D+H
15.433
15.433
+D+L+H
15.433
15.433
+D+Lr+H
20.909
20.909
+D+S+H
15.433
15.433
+D+0,75OLr+0.750L+H
19.540
19.540
+D+0.750L+0.750S+H
15.433
15.433
+D+0.60W+H
15.433
15.433
+D+0.70E+H
15.433
15.433
+D+0.750Lr+0.750L+0.450W+H
19.540
19.540
+D+0.750L+0.750S+0.45OW+H
15.433
15.433
+D+0,75OL+0.750S+0.5250E+H
15.433
15.433
+0.60D+0.60W+0.60H
9.260
9.2QO
+0,60D+0,70E+0.60H
9.260
9.260
D Only
15.433
15.433
Lr Only
5.476
5.476
L Only
S Only
w only
E Only
H Only
ESI/FME, INC. Project Title: 1 -STORY GUEST HOUSE @ MADISON CLUB - L<
1800 E. 18TH ST. UNIT B Engineer:
SANTA ANA, CALIFORNIA Project ID: H 4 6 3
Project Descr:
Steel Beam
Description: 8M#2: STEEL BEAM BTWN PICKLE BALL AND GYM:
REFERENCE'S _
Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: ASCE 7-10
Material Properties
Analysis Method: Allowable Strength Design
Beam Bracing: Completely Unbraced
Bending Axis: Major Axis Bending
Printed: 19 DEC 2018, 5:1 SPM
r is = 0LOCA1G-1 ui463.ws^ tVM.ec8
:RCALC, IM 19812010, 6+aaIftMA25
Fy : Steel Yield: 50.0 ksi
E: Modulus: 29,000.0 ksi
Span = 64.0 ft
Applied LOadS __ Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D=0,0240, Lr = 0.0120 kst, Tributary Width = 29.0 ft, (RF LOAD: 44'5812)
Uniform Load : D = 0.0140 ksf, Tributary Width =10.0 ft, (WALL ABV:14"10)
DESIGN SUMMARY
_
Maximum Bending Stress'Ralio =
-6.489:1
Maximurn Shear Sir ess RaG_o =
0.145 : 1
Section used for this span
W14x211
Section used for this span
W14x211
Me : Applied
476.159 k -ft
Va : Applied
44.640 k
Mn / Omega: Allowable
973.054 k -ft
Vn/Omega : Allowable
307.720 k
Load Combination
+D+Lr+H
Load Combination
+D+Lr+H
Location of maximum on span
0.000ft
Location of maximum on span
0,000 ft
Span # where maximum occurs
Span # 1
Span # where maximum occurs
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.341 in
Ratio =
2,254>=360
Max Upward Transient Deflection
0.000 in
Ratio =
0 <360
Max Downward Total Deflection
1.365 in
Ratio =
563 >=3W
Max Upward Total Deflection
0.000 in
Ratio =
0 <360
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ratios
SUMMy of Moment Values
Summary of Shear Values
Segment Length Span # M
V
Mmaz+
Mmax-
Ma Max Mnx MrWOmega Cb Rm
VaMax
Vnx VnVOmega
+D+H
Dsgn. L = 64.00 ft 1 0.367
0.109
176.69
-357.38
357.38 1,625.00 973.05 2.38 1.00
33.50
461.58 307.72
+D+L+H
Dsgn, L = 64.00 ft 1 0.367
0.109
178.69
-357.38
357.38 1,625.00 973.05 2.38 1.00
33.50
461.58 307,72
+D+Lr+H
Dsgn, L = 64.00 It 1 0.489
0.145
238.08
-476.16
476.16 1,625.00 973.05 2.38 1.00
44.64
461.58 307.72
+D+S+H
Dsgn. L = 64.00 ft 1 0.367
0,109
178.69
-057.38
357.38 1,625.00 973.05 2.38 1,00
33.50
461.58 307.72
+0+0.750 L r+0.750 L+,H
Dsgn. L = 64.00 ft 1 0.459
0.136
223.23
-446.46
446.46 1,625.00 973.05 2.38 1.00
41.86
461.58 307.72
+0+0.750L+0.750S+H
Dsgn. L = 64.00 ft 1 0.367
0.109
178.69
-357.38
357,38 1,625.00 973.05 2.38 1.00
33.50
461.58 307.72
+DA.60w+H
Dsgn. L = 64.00 ft f 0,367
0.109
178.69
-357.38
357.38 1,625.00 973.05 2.38 1,00
33.50
461.58 307,72
+1,140D+0.70E+H
Dsgn. L = 64.00 it 1 0,419
0.124
203.71
-407.41
407.41 1,625.00 973.05 2.38 1.00
38.19
461.58 307.72
+1.140D-0.70E+H
Dsgn. L = 64.00 ft 1 0.419
0.124
203.71
-407.41
407.41 1,625.00 973.05 2.36 1.00
38.19
461.58 307.72
+0+0.750Lr+0.750L40.450W+H
Dsgn. L = 64.00 fl 1 0.459
0.136
22323
A46.46
446.46 1,625.00 973.05 2.38 1.00
41.86
461.58 307.72
+D+0.750L+0.750S+0.450W+H
ESIJFME, INC. Project Tilie: 1 -STORY GUEST HOUSE @ MADISON CLUB - LC
1800 E. 16TH ST. UNIT B Engineer:
SANTA ANA, CALIFORNIA Project ID: H 4 6 3
Project Descr:
Steel Beam
_
Printed: 19 DEC 2018, 6:15PM
F-c:�ar�in tusasaun-i�t�s�as .
1:[II!
Sohrae AEfJ#CIiChLC,IHC. #933?DiB,W-Jd40.16.825-
escripli0n : WA* STEEL BFAtd t3TWN PICKLEBALL AND (3YM:
Load Combination
Max Stress Ratios
Summary of Moment Values Summary of Shear Values
Segment Length Span #
M
V
Mmax +
MI X -
Ma Max Mnx
Mn,40rr a Cb Rm Va Max Vnx Vn JOa"a
Dsgn, L = 64.00 ft 1
+1.105D+0.7501.+0.750S+0.5250E+H
0.367
4.109
178.69
-357,38
357.38 f,B75.(}Q
913.05 2.38 1.01) 33.50 481.58 301.72
Dsgn. L = 64.00 ft 1
+1.105D+0.750L+o.750S-0.5250E+H
0.406
0.120
197.45
-394.90
394.90 1,625.00
973.05 2,38 1.00 37.02 461.58 307,72
Dsgn. L = 64.00 ft 1
460D+0.60W+0.60H
0.406
0.120
197.45
-394.90
394.90 1,625.00
973.05 2.38 1.00 37.02 461.58 307.72
Dsgn. L = 64.00 ft 1
+0.460D+0,70E+0.60H
0.220
0.065
107.21
-214.43
214.43 1,625.00
973.05 2.38 1.00 20.10 461.58 307,72
Dsgn. L = 64.00 ft 1
++0.60H
0.460D 0.70E
0.169
0.050
82.20
-164.39
164.39 1,625.00
973.05 2.38 1.Oo 15.41 461.58 307.72
Dsgn. L = 64.00 ft 1
0.169
0.050
82.20
-164.39
164.39 1,625.00
973.05 238 1.00 15.41 461.58 307.72
Overall Maximum Deflectlom
Load Combination
Span
Max. "' Deq
Location
-
In Span
Load Combination
hoax. "+" Detl Locdon in Span
FD'U'H
7
1.3653
32.183
-- -- --
._._-_.-- 0.0000 0.000
Vertical Reactions
Support
notation : Far left is #1
Values in KIPS
Load Combination
Support 1
Support 2
-- - ---- -
era I WE=
- 44.640
4.640
-
-
-
Overall MINimum
11.136
11.136
+D+H
33.504
33.504
+D+L+H
33.504
33.504
+D+Lr+H
44.640
44.640
+D+S+H
33.504
33.504
+D+0.750Lr+0.750L+H
41.856
41.856
+D+0.750L+0.750S+H
33.504
33.504
+D+0.60W+H
33.504
33.504
+D+0.70E+H
33.504
33.504
+D+0.750Lr+0.750L+0.450W+H
41.856
41.856
+D+0.750L+0.750S+0A50W+H
33.504
33.504
+D+0,750L+0.750S+0.5250E+H
33.504
33.504
+0.60D+0.60W+0.60H
20.102
20.102
+0.60D+o70E+0.60H
20.102
20.102
D Only
33.504
33.504
Lr Only
11.136
11.136
L Only
S Only
W Only
E Only
H Only
ESI/FME, INC. Project Title: 1 -STORY GUEST HOUSE @ MADISON CL613 - L(
1800 E. 16TH ST, UNIT B Engineer:
SANTA ANA, CALIFORNIA Project ID: H 4 6 3
Project Descr:
Steel Beam
Description: BM #3: STEEL BEAM BTWN PICKLEBALL AND LOUNGE:
CODE REFERENCES,:,
Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: ASCE 7-10
Material. Pro erties
Analysis Method: Allowable Strength Design
Beam Bracing: Completely Unb(aced
Bending Axis: Major Axis Bending
Printed: 19 DEC 2018, 5:1SPM
...__ Fra=C:uQCA1.6-t1Ff4fi3?stR�tYiAfi3.ec8.
30rtware cvy Nht ENERCALC, INC. 19832818, Owlil:10.it1.8.25 .
Fy : Steel Yield: 50.0 ksi
E: Modulus: 29,000.0 ksi
Cg0.108)
o- ar
W30x191
Span = 54.50 ft
Ap lied Loads _ Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loadinq
Uniform Load: D = 0.0240, Lr = 0.0120 ksf, Tributary Width = 29.250 ft, (RF LOAD: 44'58.512)
Uniform Load: D = 0.0180 ksf, Tributary Width =11.0 ft, (WALL LOAD: 18'11)
DESIGN SUMMARY
Mu8tress Ratios
■ -
Maximum Bending Stress Ratio =
0.773: 1 Maximum Shear Stress Ratio =
t1.a90
Section used for this span
W30xl91
Section used for this span
W30xl91
Ma; Applied
535.388 k -ft
Va , Applied
39.295 k
Mn / Omega: Allowable
692.836 k -ft
Vn/Omega : Allowable
435.940 k
Load Combination
+D+Lr+H
Load Combination
+D+Lr+H
Location of maximum on span
27.250 ft
Location of maximum on span
0.000 ft
Span # where maximum occurs
Span # 1
Span # where maximum occurs
Span # 1
Maximum Deflection
692.84
Dsgn. L = 54.50 ft
1
Max Downward Transient Deflection
0.262 in Ratio =
2,492>=360
+O+S+H
Max Upward Transient Deflection
0.000 in Ratio =
0 <360
653.91
Max Downward Total Deflection
1.078 in Ratio =
607 >=240
0.068
Max Upward Total Deflection
0.000 in Ratio =
0 <240
435.94
Maximum Forces & Stresses for Load Combinations
Load Combination
Mu8tress Ratios
Ma Max
5egmentt.erglh Span#
M
ti/
mm"+ Mmax-
Vn:d0r ega
405.07
1,1157.04
692.84
1.14 1.00
Dsgn. L = 54.50 ft
1
0.585
0.066
405.07
+D+L+H
1.14 1.00
29.73
653.91
435.94
Dsgn. L = 54.50 ft
1
0.585
0.068
405.07
+D+Lr+H
435.94
405.07
1,157.04
692.84
Dsgn. L = 54.50 ft
1
0.773
0.090
535.39
+O+S+H
692.84
1.14 1.00
36.90
653.91
Dsgn. L = 54.50 fl
1
0.585
0.068
405.07
+D+0.750Lr4O.750L+H
653.91
435.94
405.07
1,157.04
Dsgn. L = 54.50 ft
1
0.726
0.085
502.81
+D+0.750L+0.750S+H
1,157.04
692.84
1.14 1.00
29.73
Dsgn. L = 54.50 ft
1
0.585
0.068
405.07
+0+0.60W+H
36.90
653.91
435.94
405.07
Dsgn. L = 54.50 ft
1
0.585
0.068
405.07
+D+0.70E+H
Dsgn. L = 54.50 ft
1
0.585
0.068
405.07
+D+0.750Lr+0.750L+0.450W+H
Dsgn. L = 54.50 ft
1
0.726
0.085
502.81
+D+0.750L+0.750S+0.450W+H
Dsgn, L = 54.50 h
1
0.585
0.068
405.07
+D+0.750L+0.750S+0.5250E+H
nmary of Moment Values
Summary of Shear Vatuas
Ma Max
Mm
M 00-0 ega (' Rm
Va Max
Vnx
Vn:d0r ega
405.07
1,1157.04
692.84
1.14 1.00
29.73
653.91
435.94
405.07
1,157.04
692.84
1.14 1.00
29.73
653.91
435.94
535.39
1,157.04
692.84
1.14 1.00
39.29
653.91
435.94
405.07
1,157.04
692.84
1.14 1.00
29,73
653.91
435.94
502.81
1,157.04
692.84
1.14 1.00
36.90
653.91
435.94
405.07
1,157.04
692.84
1.14 1.00
29.73
653.91
435.94
405.07
1,157.04
692.84
1.14 1.00
29.73
65391
435.94
405.07
1,157.04
692.84
1.14 1.00
29.73
653.91
435.94
502.81
1,157.04
692.84
1.14 1.00
36.90
653.91
435.94
405.07
1,157.04
692.84
1.14 1.00
29.73
653.91
435.94
ESIIFME, INC. Project Tille: 1 -STORY GUEST HOUSE @ MADISON CLU - L(
1800 E. 16TH ST. UNIT B Engineer:
SANTA ANA, CALIFORNIA Project ID: H 4 6 3
Project Descr:
- -- -
Prinledr 19 DEC 2018, 5:16PM
Steel Beam
r� W cuoc�u.o-ru+4sa.�rA-tut4r�.e�s
■ . i 114 i SaRvr�o oopy[ighl EA&W-AL0, INC. 13n241a, ik� d:10.t8.8.25 .
Description :
BM #3: STEF1. BEAM BTWN PICKLEBALLAND LOUNGE:
Max.. "Deg
Location in Span Load Combination
1
1.0778
Load Combination
Vertical Reactions
Max Stress Ratios_ _
Sumrnary of Momenl Values
Summary of Shear
Values
Segment Length
-=54.50
5sgn.
Span #
M V
Mmax + Mmax -
-405.07
Ma Max
Mnx Mnx7Omega Cb Rm
Va Max
Vnx
Vn 6ft ega
L If
+0.60D+0,60W+0.60H
i
0.585 0 -Ofd
29.730
405.07
1,157.04 692.84 1.14 1.00
29.73
653.91
435.94
Dsgn. L = 54.50 ft
+0,60D +0.70E -460H
1
0.351 0.041
243.04
243.04
1,157.04 692.84 1.14 1.00
17.84
653.91
435.94
Dsgn. L = 54.50 It
1
0,351 0.041
243.04
243.04
1.157.04 692.84 1.14 1.00
17.84
+DA,60W+H
29.730
29.730
+0+0.70E+H
29.730
29.730
653.91
435.94
Load Combination
Span
Max.. "Deg
Location in Span Load Combination
1
1.0778
27.406
Vertical Reactions
Support notation : Far left is #1
Load Combination
_
Support 1
Support 2
+recall MAXfmum - -
39.2 5ali'5
Overall MINlmum
9.565
9.565
+O+H
29.730
29.730
+O+L+H
29.730
29.730
+D+Lr+H
39.295
39.295
+D+S+H
29.730
29.730
+0+0.750Lr+0.750L+H
36.903
36.903
+D+0.750L+0.750S+H
29.730
29,730
+DA,60W+H
29.730
29.730
+0+0.70E+H
29.730
29.730
+D+0.750Lr+0.750L+0.450W+H
36.903
36.903
+D+0.750L+0.750S+0.450W+H
29.730
29.730
+D+0.750L+0.750S45250E+H
29.730
29.730
+0.60D+0.60W+0.60H
17.838
17.838
+0.60D+0.70E+0.60H
17.838
17.838
D Only
29.730
29.730
Lr Only
9.565
9.565
L Only
S Only
W Only
E Only
H Only
Max, "+' Defl Location in Span
0.0000 0,000
Vafues in KIPS
1Z
ESI/FME, INC. Project Title: 1 -STORY GUEST HOUSE @ MADISON CLUB- L(
1800 E.16TH ST. UNIT B Engineer:
SANTA ANA, CALIFORNIA Project ID: H 4 6 3
Project Descr:
Printed: 19 DEC 2018, 5:25PM
Steel Beam� File =CLGCA(0-1V14U%(A-1W4L3-rr.6.
Wwara copyrighl LNERCALC, IX'C-1983.2018, W4:IO.16.8.25 .
Description: BM#4: STEEL BEAM BTWN ENTRY AND LOUNGE:
CODE REFERENCES
Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: ASCE 7-10
Material Properties
Analysis Method: Allowable Strength Design
Beam Bracing: Completely Unbraced
Bending Axis: Major Axis Bending
W24x131
Span = 47.50 ft
Fy : Steel Yield : 50.0 ksi
E: Modulus : 29,000.0 ksi
A
Appliid Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D=0.0240, Lr = 0.0120 ksf, Tributary Width =110.0 ft, (RF LOAD: 44'20/2)
Uniform Load : D = 0.0180 ksf, Tributary Width= TOR, (WALL LOAD: 18`11)
Uniform Load : D=0.0240, Lr = 0.0120 ksf, Tributary Width =13.0 ft, (RF LOAD 44'2612)
DESIGN SUMMARY
Maximum Rending Stress katia
Section used for this span
Ma : Applied
Mn / Omega: Allowable
Load Combination
Location of maximum on span
Span # where maximum occurs
Maximum Deflection
Max Downward Transient Deflection
Max Upward Transient Deflection
Max Downward Total Deflection
Max Upward Total Deflection
0.812:1
Maximum sKear Stress Ratio =
0.087 :1
W24x131
Section used for this span
W24x131
306.004 k -ft
Va : Applied
25.769 k
376.827k -ft
Vn/Omega : Allowable
296.450 k
+D+Lr+H
Load Combination
+D+Lr+H
23.756ft
Location of maximum on span
0.000 ft
Span # 1
Span # where maximum occurs
Span # 1
0.272 in Ratio= 2,092>=360
0.000 in Ratio = 0 <360
1.071 in Ratio= 532 >=240
0.000 in Ratio= 0 <9dn
Maximum Forces & Stresses for Load Combinations
Load Combination
Max Stress Ratios
Summary of Moment Values
Summary of Shear Values
Segment Length
Span #
M
V
Mmax + Mmax -
Ma Max
Mnx
Mnx/Omega Cb Rm
Va Max
Vnx
VWOmega
5D H
- -
Dsgn. L = 47.50 ft
1
0.605
0.065
228.16
228.16
629.30
376.83
1.14 1.00
19.21
444.68
296.45
+D+L+H
Dsgn. L = 47,50 ft
1
0.605
0.065
228.16
228.16
629.30
376.83
1.14 1.00
19.21
444.68
296.45
+D+Lr+H
Dsgn. L = 47.50 it
1
0.812
0.087
306.00
306.00
629.30
376.83
1.14 1.00
25.77
444.68
296.45
+M+H
Dsgn. L = 47.50 ft
1
0.605
0.065
228.16
228.16
629.30
376.83
1,14 1.00
19.21
444.68
296.45
+{3+0.750Lr+0.750L+H
Dsgn. L = 47.50 ft
1
0.760
0.081
286.54
286.54
629.30
376.83
1.14 1.00
24.13
444.68
296.45
+D+0.750L+0.750S+H
Dsgn. L = 47.50 ft
1
0.605
0.065
228.16
228.16
629.30
376.83
1.14 1.00
19.21
444.68
296.45
+0+0.60W+H
Dsgn. L = 47.50 it
I
0.605
0.065
228.16
228.16
629.30
376.83
1.14 1.00
19.21
444.68
296.45
+D+0.70E+H
Dsgn. L = 47.50 ft
1
0.605
0.065
228.16
228.16
629.30
376.83
1.14 1.00
19.21
444.68
296.45
+D+0.750 L r+0.750 L+0, 450W+H
Dsgn. L = 47.50 ft
1
0.760
0.081
286.54
286.54
629.30
376.83
1.14 1.06
24.13
444.68
296.45
E
ESI/FME, INC. Project Title: 1 -STORY GUEST HOUSE @ MADISON CLUB - LC
1800 E. 16TH ST. UNIT B Engineer:
SANTA ANA, CALIFORNIA Project 1D: H 4 6 3
Project Descr:
Printed: 19 DEC 2018, 5:25PM
FiVr= C:lL4CAit•1--1V34531d�-fl:tib3,t+C8 .
Steel Beam Safhvzie4�MfklhIENCRCALC,INC 188320E8,Bw3d:f0.1&8.15 _
Description: BM#4: STEEL BEAM BTWN ENTRY AND LOUNGE: ,
Load Combination
Max Stress Ratios
Summary of Moment Values
Summary of Shear Values
Segment Length Span #
M
V
--
Mmax +
Mmax - Ma Max Mnx
Mnx/Omega Cb Rm
Va Max
Vnx Vnx/Omega
+DA350L+0.750S+0.4MW+H
Dsgn. L = 47.50 It 1
0.605
0.065
228.16
228.16 629.30
376.83 1.14 1.00
19.21
444.68 296.45
+D+0.750L+0.7503+0.5250E+H
Dsgn. L = 47.50 It 1
0.605
0.065
226.16
228.16 629.30
376.83 1.14 1.00
19.21
444.68 296.45
+0.60D+0.60w+0.60H
Dsgn. L = 47.50 ft 1
0.363
0.039
136.90
136.90 629.30
376.83 1.14 1.00
11.53
444.68 296.45
+0.60DA.70E+0.60H
Dsgn. L = 47.50 it t
0.363
0.039
136.90
136.90 629.30
376.83 1.14 1.00
11.53
444.66 296.45
Overall Maximum. Deflections .
Load Combination
Span
Max. =' Den
Location in Span Load Combination
Max- "-V Dell
Location In Span
+D+Lr+H
1
1.0709
23.886 -
0.0000
0.000
Vertical Reactions
Support notation : Far left is #1
.. ....................
Values in KIPS
- --...-...
Load Combination
Support 1
Support
Overall MAXimum
25.769
25.769
_
Overall MINimum
6.555
6.555
+D+H
19.214
19.214
+O+L+H
19.214
19.214
+D+Lr+H
25.769
25.769
+D+S+H
19.214
19.214
+D+0.750Lr+0.750L+H
24.130
24.130
+D+0.750L+0.756S+H
19.214
19.214
+D+0.60W+H
19.214
19.214
+D+0.70E+H
19.214
19.214
+D+0.750Lr+0.750L+0.450W+H
24.130
24.130
+D+0.750L+0.750S+0A50W+H
19.214
19.214
+D+0.750L+0.750S+0.5250E+H
19.214
19.214
+0.60D+0.60W+0.60H
11.528
11.528
+0.60D+0.70E+0.60H
11.528
11.526
D Only
19.214
19.214
Lr Only
6.555
6.555
L Onty
S Only
W Only
E Only
H Only
ESI/FME, INC.
18M E. 16TH ST. UNIT B
SANTA ANA, CALIFORNIA
Wood Beam
Project Tille: 1 -STORY GUEST HOUSE @ MADISON CLUB -L(
Engineer:
Project ID: H 4 6 3
Project Descr:
Printed: 19 DEC 2018. 5.19PM
FM=C.ALODU6-1W4a3 %-i 1}d 63jc$ .
ENERCALc INC. i4RINIA M I rft IRA');
Descriptlon : 8105: HF.AOER AT ENTRY:
C t
Max Slress Ratios
Uniform Load : D=0.0240, Lr = 0.020 ksi. Tributary Width =1 61.0 ft, (RF LOAD: 44'32/2)
Uniform Load : D=0.0180. Tributary Widih =1.0
CODE REFERENCES
ShearValues
_(v -, FY
,DESIGN SUMMARY
Span #
M
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
0.7021 Maximum
Shear Stress Ratio
Section used for this span
5.5x11.875
Load Combination Set: ASCE 7-90
fb : Actual
2,052.31 psi
fv : Actual
FB : Allowable
Material Properties
Fv : Allowable
Load Combination
Location of maximum on span =
+D+Lr+H
7,750 ft
Load Combination
Localion of maximum on span
Analysis Melhod : Allowable Stress Design
Load Combination ASCE 7-10
Fb +
2,400.Opsi
`E: Modulus of Efastfcfty
1.00
Fb-
1,850.0psi
Ebend-xx
1,800.Oksi
Max Upward Transient Deflection
Fc - Prll
1,650.0 psi
Eminbend - xx
950.Oksi
Wood Species DF/DF
Fc - Perp
650.0 psi
Ebend-yy
1,600.Oksi
Wood Grade 24F - V4
Fv
265.0 psi
Eminbend - yy
850.0 ksi
Beam Bracing Completely Unbraced
F1
1,10n.OpsiDensity
1.000
31.20pcf
5.5x11.875
Span = 15.50 ft
4-- -
_Applied Loads Service loads entered. Load Factors vAll be applied for calculations.
Beam self welght calculated and added to loads
C t
Max Slress Ratios
Uniform Load : D=0.0240, Lr = 0.020 ksi. Tributary Width =1 61.0 ft, (RF LOAD: 44'32/2)
Uniform Load : D=0.0180. Tributary Widih =1.0
ft. (WALL ADV: 18)
ShearValues
_(v -, FY
,DESIGN SUMMARY
Span #
M
Maximum Bending Stress Ratio =
0.7021 Maximum
Shear Stress Ratio
Section used for this span
5.5x11.875
Section used for this span
fb : Actual
2,052.31 psi
fv : Actual
FB : Allowable
2,923.19psi
Fv : Allowable
Load Combination
Location of maximum on span =
+D+Lr+H
7,750 ft
Load Combination
Localion of maximum on span
Span # where maximum occurs -
Span # 1
Span # where maximum occurs
Maximum Deflection
1.00
1.00
Max Downward Transient Deflection
0.303 in Ratio =
614>=360
Max Upward Transient Deflection
0.000 In Ratio =
0 <360
Max Downward Total Deflection
0.696 in Ratio =
267>=240
Max Upward Total Deflection
0.000 in Ratio =
0 <240
Maximum forces & Stresses for Load Combinations
Load Combination
C t
Max Slress Ratios
Moment Values
M - Ib
_
Pb
V
ShearValues
_(v -, FY
Segment Length
Span #
M
V
Cd
C FN
C i
Cr
+D+H
1.00
1.00
0.98
-
1.000
i.0-6-
1.00
Length =15.50 ft
1
0.546
0.272
0.90
1.000
1.00
1.00
+D+L+H
0.00
0.00
1.00
1.00
1.000
1.00
1.00
Length = 15.50 ft
1
0.493
0.245
1.00
1.000
1.00
1.00
+D+Lr+H
0.00
0.00
0.00
0.00
1.000
1.00
1.00
Length =15.50 R
1
0.702
0.346
1.25
1.000
1.00
1.00
+D+S+H
0.00
0.00
1.000
1.00
1.00
Length =15.50 H
1
0.430
0.213
1.15
1.000
1.00
1.00
+0+0.750Lr+0. 750L+H
1.00
0.98
1.000
100
1.00
0.346 : 1
5.5x11.875
= 114.77 psi
331.25 psi
+D+Lr+H
14.538 it
Span # 1
C m
C t
CL --
Moment Values
M - Ib
_
Pb
V
ShearValues
_(v -, FY
1.00
1.00
0.96--
0.00
0.00
0.00
0.00
1.00
1.00
0.98
12.50
1,160.18
2124.52
2.82
64.88
238,50
1.00
1.00
0.98
0.00
0.00
0.00
0.00
1.00
1.00
0.98
12.50
1,160.18
2354.78
2.82
64.88
265.00
1.00
1.00
0.98
0.00
0.00
0.00
0.00
1.00
1.00
0.97
22.11
2,052.31
2923.19
5.00
114.77
331.25
1.00
1.00
0.97
0.00
0.00
0.00
0,00
1.00
1.00
0.98
12.50
1,160.18
2697.16
2.82
64.88
304.75
1.00
1.00
0.98
0.00
0.00
0.00
0.00
SSI/FME, INC.
1800 E• 16TH s r. UNIT B
SANTA ANA, CALIFORNIA
Wood Beam - ----
Pralect i{tle: 1 -STORY GUEST HOUSE /`S�
Engineer: @MADISON CLUB _ LC
Project 1D: H 4 6 3
Project Descr;
" Printed: 19 DEC 2018, 5:19pL1
❑r scr;ptian: 8M#5: I1EAD! I�ArENrRY. Sattaare C:ucacrty Tuiasatiw-11kI,�g
SAY hrENCH(A[C, INC. I9n20f8, 8uid:10.f88.25 .
Load Combination Max Stress Ratios
Sa9rnenl Length Span #
Length = 15.50 $ i -- V Cd C FIV C i C r C - Moment Values
+040.750L+0.7505+11 0.626 0.309 1.25 1, m C t CL 1,1 Shear Values
1.00 1.00 1.00 1.00 � F'b V �-
Length = 15.$011 1 1.000 1.00 1.00 1.00 0.97 19.71 1.829.28 2923.19 N F'v
+p40,60y�,� 0.430 0.213 1.15 1.000 1.00 0.97 4.45 102.30
Length =15.50 ft 1.00 i.OQ 1.00 1.00 0.98 0.00 0.00 0.00 331.23
1 0.314 0.153 1.80 1000 1.00 1.00 1,00 1.00 0.98 12.50 1,160.18 2697.16 0.00
4D40.70E+}{ 2.82 64.88 304.75
length = 15.50 h 1 1.000 1.00 1. 00 1.00 0.96 12.50 1,160.18 0.00 0.00 0.00 0.00
1.00 1.
750Lr40.750L.F0,450W.H 0.314 X.f53 1.60 1.000 1.00 1.00 1.00 0.96 3697.25 2.82 64.88 424.00
Length = 15.50 R 1.000 1.00 1.00 1.00 0.96 12.50 0.00 0,00 0.00
-0 0.495
0.495 0.241 1.00 1.00 1.00 1.00 0.96 1,160.18 3697.25 2.82 64.88 0.00
1.60 1.000 1.00 1.00 1.00 1.00 0.9& 424.00
Length = 15.50 fl 1 1.000 1.00 19.71 1;A29.28 369702 0.00 0.00 Q.00
+D''0.750L+0.7505+0.5250E+H 0.314 0.153 1.60 1. 1.00 1.00 1.00 0.96 4.45 Ing.11
000 1.00 1.00 1.00 f.00 0.96 0-40 42.4.00
Lenge = 15.50 ft f 0.314 0.153 1.000 1.00 1.00 1.00 1.00 0.96 (2.50 (,160.18 0.00 0.00 0.00
•0.60D"0.G0W.F0.S0H 1.60 1.000 1.00 1.00 3697.75 2.62 64.88 424.X0
Length- 15.5011 1.000 1.X0 1.00 0.96 12 0.00 0.00 0.00
40.60040.70E+0,80H i 0.188 0.092 1.60 1. 1.00 1.00 1.00 1.00 0.96 1,160.16 3697.25 2.82 64.88 O.OX
000 1.00 1.00 1.00 1.00 0.96 0.00 424.00
Length -15.5011 1 0.188 1.000 1.00 1.00 7.50 696.11 3697.25 0.00 0.00 0.00
0.092 1,60 1.000 1.00 1.00 0.96 1.69 38.93 424,00
�Veralf MaXIMU m deflections 1.00 1.00 1.00 1-00 0.96 0.00
Load Combinatlon 7.50 696-11 3697.25 O QO 0.00 0.00
Span 1.59 38.93 424.00
+{]sL�*ti "'Deo Locagon in Span Load C Ipji;Ratign
_Vertical Reactions 1 0.6951 -`- - Max. "+^Deft
7.&7 ~ ~-� -- LoCaW inSpan
Load Combinatien - - - -- -_ Support notation' Far left is #1 0.0000
Overall ~ - 0.000
�A AJ{irnum SupPaIt 1 Support 2 _ _ Values in KIPS
Dverall M(Nimum
+D+H 2.480 2. 5- 480---
+D+L+H 3.225 3.225-
+O+Lr+H 3.225 3.225
+D+S+H 5.705 5.705
+Df0.750Lrto. 750L H 3.225 3.225
+D+0.750L+0.750S+H 5.085 5.085
*E%+0.ti0W tH 3.225 3.225
4D40.70E+H 3.225 3.225
1040.750Lrto, 750L-10.450W#i 3.225 3,225
10'0.750L+0.750S+0A50W+f1 5.085 5.085
F0 t0,750L•e0,75)S40.5250E-41 3.225
+0.600+6.60W44.6011 3.225
+X.60D40,70E40+6011 3.225 3.225
D Onty 1.935 1.935
1.935 1.935
Lr Only 3.225 3.225
L Only 2.480
S Only 2.480
W Only
E Only
H Only
ESIIFME, INC Project Title: 1 -STORY GUEST HOUSE @ MADISON CLUB - LOT 5C
1800 E, 16TH ST., UNIT B Engineer: Project ID: H 4 6 3
Project Descr: to
F*414d:14 P.M 2419. 5:2%P,1
Steel Beam >ft=C:1LOCALD-AH463MA-IW463.eC6
ENERCALC INr 1s8340i7 Suitd:fp.17,$.9,Ves1a.}7.s.9
1.111.
Description: BM #6: FLUSH STEEL BEAM AT REAR OF FAMILY RM PATIO:
_ REFER
Calculations per AISC 360-10, IBC 2015, ASCE 7-10
Load Combination Set: ASCE 7-10
Material PraPerties
Analysis Method: Allowable Strength Design
Beam Bracing : Completely Unbraced
Bending Axis: Major Axis Bending
Fy : Steel Yield : 50.0 ksi
E. Modulus: 29,000.0 ksi
_ 0(a 14) (U-14)
--- - r --
--- _
R�'191
W14x53
Span = 32.0 ft
I _
Applied Loads. Service loads entered_ Load Factors will be applied for calculations.
-- .... ........- -
Beam self weight calculated and added to loading
Uniform Load : D=0.020, Lr = 0.020 ksf, Tributary Width= 5.250 it, (RF LOAD: 44'(10.512))
Uniform Load : D = 0.0180 ksf, Tributary Width= 3.0 ft, (WALL ABV: 18*3)
Uniform Load : D=0.020, Lr - 0.020 ksf, Extent= 16.0 - > 32.0 ft, Tributary Width= 7.0 ft, (RF LOAD: 44'7)
: DESIGN SUMMARY r a
Maximum i3ending Stress Ratio = 0.600: 1 M7XiiT UM Shear Stress Ratio w o.-66 1
Section used for this span W14x53 Section used for this span W14x53
Ma : Applied 59.546 k -ft Va : Applied 8,432 k
Mn 7 Omega: Allowable 99.284 k -ft Vn7Omega : Allowable 102.860 k
Load Combination +D+Lr+H Load Combination +D+Lr+H
Location of maximum on span 17.920ft Location of maximum on span 32.000 ft
Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1
Maximum Deflection
Max Downward Transient Deflection 0.265 in Ratio = 1,450>=360
Max Upward Transient Deflection 0.000 In Ratio= 0 <360
Max Downward Total Deflection 0.691 in Ratio = 556 >=360
Max Upward Total Deflection 0.000 in Ratio = 0 <360
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ratios Summary of Moment Values Summary of 5hearVatues
Segment Length Span # M V Mmax + Mmax - Ma Max Mnx MnxlOmega Cb Rm Va Max Vnx VnxlOmega
+0414
Dsgn, L = 32.00 ft 1 0.370 0.049 36.54 36.54 165.08 98.85 1.15 1.00 5.07 154.29 102.86
+D+L+H
Dsgn. L = 32.00 ft 1 0.370 0.049 36.54 36.54 165.08 98.85 1.15 1.00 507 154.29 102.86
+4+Lr+H
Dsgn. L = 32.00 ft 1 0.600 0.082 5955 59.55 165.80 99.28 1.15 1.00 8.43 154.29 102.86
+D+S+H
Dsgn. L = 32.00 ft 1 0.370 0.049 36.54 3654 165.08 98.85 1.15 1.00 5.07 154.29 102.86
4040.750Lr+0.750L+H
Dsgn. L = 32.00 ft 1 0.542 0.074 53.79 53.79 165.66 99.20 1.15 1,00 759 154.29 102.86
+D40.750L+0.750S+H
Dsgn. L = 32.00 ft 1 0.370 0.049 36.54 36.54 165.08 98.85 1.15 1.00 5.07 154.29 102.86
+0+0,60W+H
Dsgn. L = 32.00 ft 1 0.370 0.049 36.54 36.54 165.08 98.85 1.15 1.00 5.07 154.29 102,86
40+0.70E+H
Dsgn. L = 32.00 ft 1 0.370 0.049 36.54 36.54 165.08 98.86 1.15 1.00 5.07 154.29 102.86
+0+0.750Lr40.750L+0.450W+H
Osgn. L = 32.00 ft 1 0.542 0.074 53.79 53.79 165.66 99.20 1.15 1.00 7.59 154.29 102.86
+0+0.750L40.750S+0.450W+H
Dsgn. L = 32.00 ft 1 0.370 0.049 36.54 36.54 165.08 98.85 1.15 1.00 5.07 154.29 102,86
+0+0.750L+0.750S+0,5250E+H
Osgn. L = 32.00 ft 1 0.370 0.049 36.54 36.54 165.08 98.85 1.15 1.00 5.07 154.29 102.86
-460D+0.60W+0.60H
ESI/FME, INC /
1800 E, 16TH ST., UNIT B PrOjeC! Tifle- 1-STORY GUEST HOUSE @ MADISON CLUB - LCAT 5f
Engineer.
Praiecl Deser: P((v ecr 10: H 4 6 3
Steel Beam
:. Prirh� 141,'%R2019 5.2Wri
DFseriplfon : BM #6: FLUSH 5flwEt BEAMAT REAR FAMILY RAiI'Ai1Q !tr'C, IN3 17 L0-1111483l�+p-fW463,wG
E11E 13u[tlJ0 IT.&g, ver.1o.17.8.9
Load Combination
Segment Length Max Stress Ratios
Span # - - 5ummary of Moment Values
M V Mmax + Mmax- Ma Mar
L - 32 R 1 0,222 Sammary of Shear Values
+0.60D4.70E40.60H 0.030 21.92 Mnx MnxlOmaga Cb Rm GMax
Dsgn. L = 32.00 ft 21.32 165.08 98.85 1.15 1.00
Dveral!Deflections
Vnx Vnxl0mega
1 0.222 0.03Q 21.92 3.04 154.29 102.66
Maximum Deflectionsz1.sz 1fi5.08
98.85 1.15 1.00 3.04 154.29 102.86
Load Combination -
iUiLriy Span Max. '-' DeQ LocatiGn to Span 1 pa Load Combination
Vertical Reactions D.69f}8 16.457 Max, '+• Dery Location in Span
Load Comb?nst#en Support notation : Far left is #1 0' 0.000
''verail MAxim�m Suppe 1 Supm.t 2 Values in KIPS
Overall MINimum
+D,}i 2,240 3.043
+D+L+H 3,952 5.072
+0+Lr+H 3,952 5.072
+D+S+H 6.192 8.432
+fl+0.750Lr+0.750L+H 3.952 5.072
+4'0,750L+I1.7505+#i 5.632 7.592
4040.60W-41 3.952 5.072
+0+0.70E+H 3.952 5.072
*D40.750Lr+0.750L+0.454W+H 3.952 5.072
+0+0.750L+0.7ws,0.450W+H 5.632 7.592
+t)+0.750L+0.7505+0.5250t +H 3.952 5.072
3.952 5.072
A+600+0.60W+0.60H
2
+0.60D+0.70E+0. fi0t j .371 3.043
D Only 2.371 3.043
Lr Only 3.952 5.072
L Only 2.240 3.360
S Only
W Only
E Only
H Only
ESIIFME, INC
1800 E, 16TH ST., UNIT B
Wood Beam
Descripllon : 13107: HEADER AT REAR OF FAMILY RM:
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: ASCE 7-10
-Material Properties
Analysis Method: Allowable Stress Design
Load Combination ASCE 7-10
Wood Species : DF/DF
Wood Grade :24F - V4
Beam Bracing : Completely Unbraced
Project Title: 1 -STORY GUEST HOUSE @ MADISON CLUB - LOT 5�
Engineer: Proiecl ID: H 4 6 3
Rolect Desa:
Flo = i
ENE RCALC,INC, 199&
Printed 141,M2019, SlWhi
0-14t463AW-1iff4&3.eo&
4d: 10.17.8.9, Ver, 18.17.8.9
Fb +
2,400.0 psi
E: Modulus of Elasticity
Fb-
1,850.Opsi
Ebend-xx
1,800.Oksi
Fc- Pill
1,650.0 psi
Eminbend -xx
950.Oksi
Fc - Perp
650.0 psi
Ebend- yy
1,600.0 ksi
Fv
265.0 psi
Eminbend - yy
850.Oksi
Ft
11100.0 nct
nensity
31,20 mf
D 0.125
- -0 r ,a a
.._ 4
5.125x28.5
Span = 24.50 fl
Applied Loads
Service loads entered. Load Factors vrill be applied for calculations.
Beam self weight calculated and added to loads
Uniform Load : D=0.020. Lr= 0.02.0 ksf, Tributary Width= 22.0 ft, (RF LOAD: 40144/2))
Uniform Load : D = 0.0180 ksf, Tf glary Width= 7.0 ft, (WALL ABV: 18'6)
DESIGN SUMMARY
Maximum Bending Stress Ratio =
0.8541
Maximum Shear Stress Ratio
Section used for this span
5.125x28.5
Section used for this span
fb : Actual -
1.346.61 psi
fv : Actual
FB : Allowable
1,577.18 psi
Fv : Allowable
Load Combination
+D+Lr+H
Load Combination
Location of maximum on span =
12.250ft
Location of maximum on span
Span # where maximum occurs -
Span # 1
Span # where maximum occurs
Maximum Deflection
0.00
Max Downward Transient Deflection
0.202 in Ratio=
1458>=360
Max Upward Transient Deflection
0.000 in Ratio=
0 <360
Max Downward Total Deflection
0.475 in Ratio=
618>=240
Max Upward Total Deflection
0.000 in Ratio =
0 <240
Maximun► Forces & Stresses for Load Combinations
0.00
0.00
Load Combination
0.00
Max Stress Ratios
775.60
1496.05
5.93
60.92
238.50
Segment Length
Span #
M
V
Cd
C W
C i
Cr
C m
C t
CL
+D+H
0.00
0.00
0.00
0.00
0.903
1.00
1.00
1.00
1.00
0.42
Length = 24.50 It
1
0.518
0.255
0.90
0.903
1.00
1.00
1.00
1.00.
0,69
+D4L+H
0.00
0.00
0.903
1.00
1.00
1.00
1.00
0.69
Length = 24.50 R
1
0.507
0.230
1.00
0.903
1.00
1.00
1.00
1.00
0.64
+D+Lr+H
0.903
1.00
1.00
1,00
1.00
0.64
Length = 24.50 h
1
0.854
0.319
1.25
0.903
1.00
1.00
1.00
1.00
0.53
+D+S4H
0.903
1.00
1.00
1. DO
1.00
0.53
Length = 24.50 ft
1
0.496
0.200
1.15
0.903
1.00
1.00
1.00
1.00
0.57
+D+0.750Lr40.750L+H
0.903
1.00
1.00
100
1.00
057
Length = 24.50 it
1
0.763
0.285
1.25
0.903
1,00
1.00
1.00
1.00
0,53
Moment Values
0.319 : 1
5.125x28,5
= 105.76 psi
331.25 psi
+D+Lr+H
22.175 ft
Span # 1
M fb Fb
Shear Values
V - f - Fv
0.00
0.00
0.00
0.00
44.84
775.60
1496.05
5.93
60.92
238.50
0.00
0.00
0.00
0.D0
44.84
775.60
1530.05
5.93
60.92
265.00
0.00
0.00
0.00
0.00
77.86
1,346.61
1577.18
10.30
105.76
331.25
0.00
0.00
0,00
0.00
44.84
775.60
1562.63
5.93
60.92
304.75
0.00
0.00
0.00
0.00
69.60
1,203.85
1577.18
9.21
94.55
33125
ESI/FME, INC
1800 E, 16TH ST., UNIT B
Wood Beam
L?escriptian : BM#T: HEADER A7 REAf7 OF FAMILY RM:
Prafert -fille' 1 -STORY GUEST HOUSE @ MADISON CLUB - LOT �
EOgine lgr:
P'0jN1 D[ sc,: PfWrA ID: H 4 6 3
---- F 'n tMMAR21719.520P11
Fda - QU.0CAL0•-11F146'3W-iVi46_3_"
ftitcHGu C.I�C, f593-2017,A1ird:10.17.8`9. Vari0,11.8.9
Load CombinaWn Max Stress Ratios
Segment Length Span #M Moment Values
+0+0.750L+0.7505*H V � d. C FN C 1 Cr cm C t C L
1 0 496 0.903 1 00 1 00 --- -ro _
Length = 24.50 ft . 100 Pb
+0+0.60W+H
0.200
1.15 0.903
1.00 1.00
1.00
1.00 0.53
1.00 0,57
Length = 24.50 ft f
+D40,70E+H
0.483 0.144
0.903
1.60 0.903
1,00
1.00
1.00 0.51
44.84
Length = 24.50 ft 1
0.483 0,144
0.903
1.00 1.00
1.00 1.00
1.00
1.00 0.42
1.00
44.64
+"-750Lr+0.750L+0.450W+H
1,60 0.903
1.00 ].00
1.00
0.42
Length - 24.50 A
+D+0. 50L+0.750 +0.450W+fi
0.749 0.223
0.9031
1.60 0.903
1.00 1,00
1'001.00
1.00 0.42
0,42
44.84
Length42
= 24'50 R 1
0,483 0.144
0.903
1.00 1.00
1.00
1.00
1.00 0.
1.00
69.60
+D+0-754!+0.7505+0.5250✓=+H
1.60 0.903
1.00 1.00
1.00
0.42
24.50
L0Dq;. VV+0.6I f
+0.60D+0,&0W+0.60H
0.483 0.]44
0.903
1.60 0.903
1.00 1.00
1.00
1.00 0.42
1.00 0.42
44.84
Length = 24.50 ft 1
0.290
0.903
1.00 1.00
1.00 1.00
1.00
1.00
1.00 0.42
44.84
+0.600+0.70E40.60H
0.086
1.60 0.903
i.00 1.00
1.00
1.00 0.42
Length = 24.50 ft 1
0.290 0.086
0.903
1.60
1.00 0.42
26.91
Overall MRXIMum Deffectior]s
0.903
1.00 1.00
1.00
1,00 0.42
26,91
Load C0mblrr�-
+D+Lr+H
Span h1ax. '•' Den Location in Span-
- Load ern
vertrcar Reacirans
1
0.4755
12.339
-
Load C0mbi11a1ion
- -
__.
SuPPed notallon : Far left is #1
era Unum
Support 1
Support 2
Overall MlNimum
..711
71
+D+H
5.390
5.390
+D+L+H
7.321
7.321
+D+Lr+H
7.321
7.321
+D+S+H
12.711
12.711
+D+0.7501_r+0.750L4l
7.321
7.321
+D+0,750L40.7505+}I
11.364
11.364
+D+0.60W+ff
7 321
7.321
+0+0.70E+H
7.321
7.321
+D+0.754Lr+0.750L+0.450W+.H
7.321
7.321
4D+0.750L+0,7505+0 450W,+H
11.364
11.364
+D+0.750L*0.7505+0.5250E+H
7.321
7,321
+0-60D40.60W+0.S0H
7.321
7.321
40.60D+0_70E+0MH
4,393
4.393
D Only
4.393
4.393
Lr Ony
7.321
7.321
Only
5.390
5.390
S only
W Only
E Only
H Only
775.60
775.60
775.60
1,203,85
775.60
775.60
465.36
465.36
0.00
1562.63
0.00
1606.8,0
0.00
1606.80
0.00
1606,80
0,00
1606.80
0.00
1606.80
0,00
1606.80
0.00
1606.80
0.00
5.93
0,00
5.93
0,00
5.93
0.00
9.21
0,00
5,93
0.00
5.93
0.00
3.56
0.00
3.56
Shear values
0.00
60,92
0.00
60.92
0.00
60.92
0.00
94,55
0.00
60.92
0.00
60,92
0.00
36.55
0.00
36.55
FIV
0.00
30475
0,00
424,00
0.00
424,00
0.00
424.00
0.00
424.00
0.00
424.00
0.00
424,00
0.00
424.00
Max. '+' Den ._Loea6on inSpan
Values in KIPS
ESUFME, INC.
1600 E, 16TH ST. UNIT B
SANTA ANA, CALIFORNIA
Wvvd.Beam~- -
Description: BM #8: HEAOERAT MBR:
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: ASCE 7-10
Material Properties
Analysis Method: Allowable Stress Design
Load Combination ASCE 7-10
Wood Species . DF/DF
Wood Gracie :24F - V4
Beam Bracing : 'Completely Unbraced
Projecl Tille: 1 -STORY GUEST HOUSE @ MADISON CLUB L{
Engineer;
Project ID: H 4 6 3
Project Deser:
__.�_.. Printed: 19 DEC 2018, 5:20PM
[No. fs83Yti19,8ui1d:ip,}8&75 .
Fb+
Fb
2,400,0psi
E Modulus of Elasticity
Fe - Pdl
1,850-Opsi
1,650.0 psl
Ebend-xx
Eminbend -xx
1,800.Oksl
950.Oksi
Fc Fv - Perp
650.0 psi
265.0
Ebend- yy :
1,600.Oksi
Ft
psi
1,100.0 psi
Entinbend - yy
Oensity
850.Oksi
FV....
1.00
1.00
31.20 pc,
5.5x14 ty
Span = 16.50 ft
A .p.lied Loads _ _
_ Service loads entered. Load Factors will be applied forcatculations.
Beam self weight calculated and added to loads - - - -
Uniform Load : D = 0.020, Lr = 0.020 ksf, Tributary Width = 22.0 R, (RF LOAD: 40'(3612+4))
Uniform Load : D = 0.0140 ksf, Tributary Width = 9.0 ft, (WALL ABV: 14'9)
171C*It�_Ai nr rAif...-...
Maximum Bending Stress Ratio
Section used for this span
fb : Actual
FS: Allowable
Load Combinalion
Laca110n of msxihlunl on sparf
Span # where maximum occurs
Maximum Deflection
Max Downward Transient Doneclion
Max Upward Transient Deflection
Max Downward Total Deflection
Max Upward Total Delleclion
- - -0.707. 1
5.5x14
2,051.30psi
2,900.67psi
+D+Lr+H
7.750f1
- Span # 1
Maximum Shear Stress Ratio
Section used for this span
fv: Actual
Fv : Allowabte
Load Combinalion
Localion of maximum on span
Span # where maximum occurs
0.254 in Ratio= 732>=360
0.000 in Ratio = 0 <360
0.590 in Ratio= 315>=240
0.000 in Ratio= 0 <240
•.•-^logouorr rurces 8&
Stresses for Load Combinations
Load Combination
Max Stress Ratios
Shear Values
l00
Segment Length Span #
-MV
Cd
C FN
C i
Cr
FV....
1.00
1.00
0.98
17.50
+D Length -15.50 ft 1
0,552 0.315
0.90
1.000
1.000
1.00
1.00
1.00
1.00
Length = 15.50 ft 1
0.499 0.284
1.00
1.000
1,000
1.00
1.00
1.00
+OL
Length = 15.50 ft 1
0.707 0.398
1.25
1.000
1.00
1.00
1.00
+p+S+y
0.00
2342.75
0.00
3.86
1.000
1.00
1.00
Length =15.50 ft
+0+0.750 L !+6.750 L+li 1
0.436 0.247
1.15
1.000
1.000
1.00
1,00
1.00
1.00
75.13
265.00
1.04
1.060
1.00
1.00
m e ■
= 0.398 :1
5.5x14
131.86 psi
331.25 psi
-►D+Lr+H
= 14.369 ft
Span # 1
Cm
C t
CL
Moment Values
M
Shear Values
l00
1.00
0.95
lb
Fb
V
FV....
1.00
1.00
0.98
17.50
1,168.74
0.00
2115.43
0.00
3.86
0.00
0.00
1.00
1.Q0
0.98
75.13
238,50
1.00
1,00
0.98
17:50
1,168.74
0.00
2342.75
0.00
3.86
0.00
0.00
1.00
1.00
0.98
75.13
265.00
1.04
1.00
0.97
30.71
2,051.30
0.00
2900.67
0.00
6.77
0.00
0.00
1.00
1.00
0.97
131.86
331.25
1.00
1.00
0.97
17.50
1,168.74
0.00
2679.45
0.00
3.86
0.00
0.00
1.00
1.00
0.97
75.13
304.750.00
0.00
0.00
0,00
ESI/FME, INC.
1800 E. 16TH ST. UNIT B
SANTA ANA, CALIFORNIA
Wood Beam -
Descdption : BM #8: HEADER AT MBR:
Load Combination Max Stress Ratios
Project Title: 1 -STORY GUEST HOUSE= @ MADISON CLUB - LC
Engineer:
Project ID: H 4 6 3
Project Descr:
-me - nt Length Span #
M
V-
Cd
C FN
C I
Cr
C m
C t
CL
Length =15.50 ft 1
+D+0.750L40.75pS+H
0.631
0.355
1.25
1.000
1.00
1.00
1.00
1.00
0.9
Length =15.50 ft 1
0.436
0.247
1.15
1.000
1,000
1.00
1.00
1.00
1.00
1.00
1.00
0.97
4DLength
4.516
0.00
17.50
1,168.74
3649.06
4.516
1.00
1.00
0,9
Length =15.50 ft 1
0.320
0.177
1.60
1.000
1.000
1.00
1.00
1.00
1.00
1.00
1.00
0.9
4D+0.70E+H
4.516
4.516
40.60D40.70E+0.60H
2.709
2.709
D Only
1.00
1.00
0.95
Length =15.50 ft 1
0.320
0.177
1.60
1.000
1.000
1.00
1.00
1.00
1.00
1.00
1.00
0.95
+Di0.750Lr+0.750L+0.450W+Ei
E Only
H Only
1.00
1.00
0.95
Length =15.50 ft 1
0,502
0.278
1.60
1.000
1.000
1.00
1.00
1.00
1.00
1.00
1.00
0.95
+D+0.750L+0.750S+0.450W+H
1.00
1.00
0.95
Length 15,50 ft 1
0.320
0.177
1,60
1.000
1,000
1,00
1.00
1.00
1.00
1.00
0,95
+D+0.750L40.750S+0.5250E+H
1.00
1.00
1.00
0.95
Length 0W+0- ft 1
0.320
0.177
1.60
1.000
1.000
1.00
1.00
1.00
1.00
1.00
1.00
1.00
0.95
+0.60D
1.00
0.95
Length
Length =15.50 ft 1
=15.50 ft
0.192
0.106
1.60
1.000
1,000
1.00
1.00
1.00
1.00
1.00
1.00
1.00
0.95
+0.Length 70E.5o
1.00
0.95
Length =15.50 ft 1
ft
0.192
0.106
1.60
1.000
1.000
1.00
1.00
1.00
1.00
1.00
1.00
1.00
0.95
Overall Maxitnum Deflectio
1.00
0.95
Sewe
Morhent Values
_ M lb F'b
7 27,41 1,830,66 2900,67
7
7
Max. =` Dery Location in Span Load Combination
0.00
17.50
1,168.74
2679.45
117.68
331.25
0.00
17.50
1,168.74
3649.06
Support 1
Support 2
0.00
17.50
1,168.74
3649.06
3.410
3.410
0.00
27.41
1,83066
364906
4.516
4.516
0.00
117.50
1,168.74
3649.06
4,516
4.516
0.00
17.50
1,168.74
3649.06
4.516
4,516
0.00
10.50
701.25
3649.06
4.516
4.516
0.00
10.50
701.25
3649.06
__ ns
Load Combination Span
Max. =` Dery Location in Span Load Combination
4D+Lr+i1 �V 1
0.5901
7.807
VBrIlCal ReaCflOns
117.68
331.25
_Load Combination
0.00
_ Support notation: Far left is #1
f�v8rail MA]fimurn
Support 1
Support 2
Overall MINimum
7
7 6 ---
+D+H
3.410
3.410
+D+L+H
4.516
4.516
+D+Lr+H
4.516
4.516
+D+S+H
7.926
7.926
+0+0.750Lr40.750L+H
4,516
4.516
+D40,750L+0.750S+H
7.073
7.073
+D40.60W+H
4.516
4,516
+D+070E+H
4.516
4.516
+D40.750Lr+0.750L+0.450W+H
4.516
4.516
+D+0.750L+0.750S+0.450W+H
7.073
7.073
4M.7
4.516 4.516
4.516
40.60D40.60W40.60H
4.516
4.516
40.60D40.70E+0.60H
2.709
2.709
D Only
2.709
2.709
Lr Only
4.516
4.516
L Only
3.410
3.410
S Only
W Only
E Only
H Only
Printed: 19 DEC 2018, 5:20PM
1ss�201a spa: ia1a8.25 .
_
Shear Values
V
fv
Fv
6.04
117.68
331.25
0,00
0.00
0.00
3.86
75.13
304.75
0.00
0.00
0.00
3.86
75.13
4200
0.00
0,00
0.00
3.86
75.13
424.00
0.00
0.00
0.00
6.04
117.68
424.00
0.W
0.00
0.00
3.86
75.13
424.00
0.00
0.00
0.00
3.86
75.13
424.00
0.00
0.00
0.00
2.31
45.08
424.00
0.00
0.00
0.00
2.31
45.08
424.00
Max. '+' pen Location in Span
0.0000 0.000
Values in KIPS
� 01),
ESI/FME, INC.
Project Title: 1 -STORY GUEST HOUSE @ MADISON CLUB - LC
1800 E. 16TH ST. UNIT B Engineer:
SANTA ANA, CALIFORNIA Project ID: H 4 6 3
Project Descr:
Wood Beam
Saltram
Printed: 19 DEC 2018, 5:21 PM
Firs = 0.10r.ALp--}{134G36tA-1U�i&3.acfi .
*1 ENERCAI.C, INC. l9n*& OW11118.815 .
Description : 8M #9: HEADER AT BEDROOMS:
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: ASCE 7-10
Material Properties
Analysis Method: Allowable Stress Design Fb + 2,400.0 psi E: Modulus of Elasticity
Load Combination ASCE 7-10 Fb- 1,850-0 psi Ebend-xx 1,800.Oksi
Fc - Prll 1,650.0 psi Eminbend - xx 950.0 ksi
Wood Species : DF/DF Fc - Perp 650.0 psi Ebend- yy 1,600.Oksi
Wood Grade :24F - V4 Fv 265.0 psi Eminbend - yy 850.0 ksi
Ft 1,100.0psi Dersty 31.20pct
Beam Bracing : Completely Unbraced
D(0-084
X. -- -- - - -
_ - -- -
5-5x9.5
Span =10.508
I
Applied Loads _ Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads _ -
Uniform Load: D = 0.020, Lr = 0.020 ksf, Tributary Width = 21.0 ft, (RF LOAD: 40+(34/2-}4))
Uniform Load : D = 0.0140 ksf, Tributary Width = 6.0 ft, (WALL ABV: 14*6)
DESIP-N SUMMARY
Maximum Bending Stress Ratio =- 0.631: 1 Maximum Shear Stress Ratio = 0.363 : 1
Section used for this span 5.5x9.5 Section used for this span 5.5x9.5
fb : Actual - 1,869.70psi fv : Actual 120.39A si
FS : Allowable = 2,964.99psi Fv : Allowable = 331.25 psi
Load Combination +D+Lr+H Load Combination +D+Lr+H
Location of maximum on span 5,250 ft Location of maximum on span = 0.000 ft
Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1
Maximum Deflection
Max Downward Transient Deflection 0.163 in Ratio = 771 >=360
Max Upward Transient Deflection 0.000 in Ratio = 0 <360
Max Downward Total Deflection 0.364 in Ratio = 346>=240
Max Upward Total Deflection 0.000 in Ratio = 0<240
Maximum Forces & Stresses for Load Combinations
Load Combination
Segment Length
vLength =10.50 ft
+D+L+H
Length =10.50 R
+D+Lr+fl
Length =10.50 R
+D+S+H
Length =10.50 R
+D+0.750Lr+0.750L+H
Max Stress Ratios Moment Values
Span# M V Cd CHV Ci Cr Cm C t CL M -f-b- Pb
0.00
1,030.12 2142.84
0.00
1,030.12 2378.48
0.00
1,869.70 2964.99
0.00
1,030.12 2730.85
0.00
Shear Values
V
fv
F'v
1.000
1.00
1.00
1.00
1.00
0.98
0.00
1 0.481
0.278
0.90
1.000
1.00
1.00
1.00
1.00
0.99
710
0
331.25
0.00
0.00
1.000
1.00
1.00
1.00
1.00
0.99
0.00
1 0.433
0.250
1.00
1.000
1.00
1.00
1.00
1.00
0.99
7.10
1.000
1.00
1.00
1.00
1.00
0.99
1 0.631
0.363
1,25
1.000
1.00
1.00
1.00
1.00
0.99
12.89
1.000
1.00
1.00
1.00
1.00
0.99
1 0.377
0.218
1.15
1.000
1.00
1.00
1.00
1.00
0.99
7.10
1.000
1.00
1.00
1.00
1.00
0.99
0.00
1,030.12 2142.84
0.00
1,030.12 2378.48
0.00
1,869.70 2964.99
0.00
1,030.12 2730.85
0.00
Shear Values
V
fv
F'v
0.00
0.00
0.00
2.31
56.33
238.50
0.00
0.00
0.00
2.31
66.33
265.00
0.00
0.00
0.00
4.19
120.39
331.25
0.00
0.00
0.00
2.31
66.33
304.75
0.00
0.00
0.00
ESUFME, INC. '� 3
Project Title: 1 -STORY GUEST HOUSE @ MADISON CLUB - LC
1800 E. 16TH ST. UNIT 8 Engineer:
SANTA ANA, CALIFORNIA Project ID: H 4 6 3
Project Descr:
--
-
--c;uOraLrrltt�lt;an-tu�4s�.ea�,
Printed: 19 DEC 2018, 5:21PM
Wand Beam
SWtaare ' 1 EREKAt_C, tkC.138,3.2618, W410,18A25 .
Desdptlon : 8M #9: HEADER AT SECROOMS:
Load Combination
Max Stress Ratios
Moment Values
Shear Values
Segment Length Span #
M V
Cd
C FN
C• Cr
CM
C1.60
C0.99
'
Length +0.750 ft 1
+D+0.750L+0.750S+H
0.560 0.323
1.25
1,00
1144 1,659.81
2964.99
3.72
106 87 331.
1,25
Length =10.50 ft 1
0.377 0.218
1.15
1AIX)
1.000
1.00 1.00
1.00 1.00
1.00
1.00
9999
0.99
+D+O.sOw+H
1.000
1.00 1.00
1.00
1.00
0.99
7.10 1,030.12
2730.85
2.301
0,� 309,00
Length = 16.50 ft 1
0.273 0.156
1.60
1.000
1.00 1.00
1.00
1.00
0.98
7.10 1,030.12
0.00
3779.18
0.00
0.00 0.00
+D+0.70E+H
1.000
1.00 1.00
1.00
1,00
0.98
2.31
66.33 424.00
Length =10.50 ft 1
0.273 0.156
1.60
1,000
i.00 1.00
1.00
1.00
0.98
7.10 1,030.12
0.00
37.79.18
0.00
0.00 0.00
+D+0.750Lr+0.750L+0.45pW+H
1.000
1.00 1.00
1.00
1.00
0.98
2,31
66.33 424.00
LM +50 ft 1
+D+0.750L+0.70,7
75050S40.450W+H
0,439 0.252
1.60
1.000
1.00 1.00
1.00
1.00
0.98
11.44 1.659.81
0,00
3779.18
0.00
3.72
0.00 0.00
106.87 424.00
Length = 10.50 It 1
0.273 0.156
1.60
1.000
1,000
1,00 1.00
1.00 1.00
1.00
1.00
1.00
1,00
0.98
0.98
0.00
0.00
0.00 0.00
+D+0.750L+0.750S+0.5250E+H
1.000
1.00 1.00
1.00
1.00
0.98
7.10 1,030.12
3779,18
2.31
66.33 424,00
Length =10.50 ft 1
0.273 0.156
1.60
1.000
1.D0 1.00
1.00
1.00
0.98
7.10 1,030.12
0.00
3779.18
0.00
2.31
0.00 0.00
+0.601)40.60W+U,60H
1.000
1.00 1.00
1.00
1.00
0.98
66,33 4200
Length =10.50 It 1
0.164 0.094
1.60
1.000
1.00 1.00
1.00
1.00
0.98
4.26
0,00
0.00
000 0.00
+O.Length 70E+O.6oH
1.000
1.00 1.00
1.00
1.00
0.98
618.07
3779.18
1.39
39.80 424.00
Length =10.50 ft 1
0.164 0.094
1.60
1.000
1.00 1.00
1.00
1.00
0.98
4.26 618.07
0.00
3779.18
0.00
1.39
0.00 0,00
39.80
Overall. MaXIM LIM Deflections
424.00
Load Combinatbn1
Span
--3838
_ ' _ Span
Max. '= Deo Location in
Max,
Loca tion in Span
Load Combination
FL)'Lr+H
5.266
Vertical Reactions
Support notation: Far left is #1
Load Combination
Support 1
Support 2
Values in KIPS
e`�v mum
Overall MINimum
2.205
2.205
+O+H
2.705
2.705
+O+L+H
2.705
2.705
+D+Lr4H
4.910
4.910
+D+S+H
2.705
2,705
+D+0.750Lr+0.750L+H
4.359
4.359
+D+0.750L+0.750S+H
2 705
2.705
+D+0.60W+H
2.705
2105
+0+0.70E+H
2,705
2.705
+D+0.750Lr+0.750L+0.450W+H
4.359
4.359
+D+0.750L40.750S+0A50W+H
2.705
2.705
+D+0.750L+0.750S+0.5250E+H
2.705
2.705
+0.60D+0.60W+0.60H
1.623
1.623
+0.60D+0.70E+0.60H
1.623
1.623
D Only
2.705
2.705
Lr Only
2.205
2.205
L Only
S Only
W Only
E Only
H Oniy
L
ESVF.ME, INC. Project Title: 1 -STORY GUEST HOUSE @ MADISON CLUB - L(
1800 E. 16TH ST. UNIT B Engineer:
SANTA ANA, CALIFORNIA Project ID: H 4 6 3
Protect Descr:
Wood Beam
s
Description: BM #10: TWO CAR GARAGE DOOR HEADER:
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set., ASCE 7-10
Material Properties
Analysis Method: Allowable Stress Design
Load Combination ASCE 7-10
Wood Species DF/DF
Wood Grade 24F - V4
Beam Bracing : Completely Unbraced
Prinled: 6 MAR 2019, 6:59Ph7
He=C:1LOCALD-11i14&W-iVi46 o. 6.
:RCALC II.'c- 03.2018. t3uFd:1p,t8.&25 .
D 0,084
• r
5.5x18 -
Span = 20.50 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Fb +
2400 psi
E: Modulus of Elasticity
Uniform Load : D = 0.0140 ksf, Tributary Width=
Fb-
1850 psi
Ebend-xx
1800ksi
Fc • Frill
Fc- Perp
1650 psi
650 psi
Eminbend - xx
Ebend- yy
950 ksi
1600ksi
Fv
265 psi
Eminbend - yy
850 ksl
Ft
1100 rni
Density
31.2'Mf
D 0,084
• r
5.5x18 -
Span = 20.50 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Uniform Load: D = 0.020, Lr = 0.020 ksf, Tributary Width = 20.0 fi, (RF LOAD:
40`02)
Uniform Load : D = 0.0140 ksf, Tributary Width=
6.0 ft, (WALL ABV :14'6)
Load Combination
DESIGN SUMMARY
� •
Maximum Bending Stress Ratio =
0.700 1 Maximum Shear Stress Ratio
- 0.363 : 1
Section used for this span
5.5x18
Section used for this span
5.5x18
fb : Actual
1,921.79psi
fv : Actual
_ 120.09 psi
FB: Allowable
2,743.51 psi
Fv: Allowable
= 331.25 psi
Load Combination
+O+Lr+H
Load Combination
+D+Lr+H
Location of maximum on span =
10.250ft
Location of maximum on span
= 0.000 ft
Span # where maximum occurs =
Span # 1
Span # where maximum occurs
= Span # 1
Maximum Deflection
0.956
1.00
1.00
Max Downward Transient Deflection
0.332 in Ratio =
740>=360
Max Upward Transient Deflection
0.000 in Ratio =
0 <360
0.00
Max Downward Total Deflection
0.752 in Ratio =
327>=240
0.281
Max Upward Total Deflection
0.000 in Ratio =
0 <240
1.00
Maximum Forces_ & Stresses for Load Combinations
Load Combination
Max Stress Ratios
W
Moment Values
Shear Values
Segment length
Span # M
V
Cd
CFN
Ci
Cr
Cm
C t
CL
M
Ib
Pb
V
fv
Fv
+D++i
0.956
1.00
1.00
1.00
1.00
0.85
0.00
0.00
0.00
0.00
Length = 20.50 ft
1 0.520
0.281
0.90
0.956
1.00
1.00
1.00
1.00
0.95
26.55
1,072.80
2061.18
4.42
67.04
238.50
+D+L++i
0.956
1.00
1.00
1.00
1.00
0.95
0.00
0.00
0.00
0.00
Length = 20.50 ft
t 0.473
0.253
1.00
0.956
1.00
1.00
1.00
1.00
0.94
26.55
1,072.80
2267.68
4.42
67.04
265.00
+D+Lr+H
0.956
1.00
1,00
1.00
1.00
0.94
0.00
0.00
0.00
0.00
Length = 20.50 ft
1 0.700
0.363
1.25
0.956
1.00
1.00
1.00
1.00
0.91
47.56
1,921.79
2743.51
7.93
120.09
331.25
+D+S+H
0.956
1.00
1.00
1.00
1.00
0.91
0.00
0.00
0.00
0.00
Length = 20.50 ft
i 0.419
0.220
1.15
0.956
1.00
1.00
1.00
1.00
0.93
26.55
1,072.80
2561.18
4.42
67.04
304.75
+D+0.750Lr+0.750L+H
0.956
1.00
1.00
1.00
1.00
0.93
0.00
0.00
0.00
0.00
ESI/FME, INC.
18M E. 16TH ST. UNIT B
Project Title:
1-STORY GUEST HOUSE
@ MADISON
CLUB - L(
Engineer:
SANTA ANA, CALIFORNIA
Project ID:
H 4 6 3
Project Descr:
-
--ruoe�Ln�rlH�sau�-1Vt463.peS
Printed: 6 MAR 2019 6:59PM
Wood Beam _
.
r
So�>3
hlEURCAL-0,INC.190-2018.8uW10.18-8.25..
Description : BM #10: TWO CAR GARAGE DOOR HEADER:
Load Combination Max Stress Ratios
Moment
Values
Shear Values
Segment Length Span # M V
-
C d
C FN
C i Cr
m
C I
C L
h9
16
Fb
--
_
Length = 20.50 R 1 0.623 0.322
+D*0.750L+0.750S+H
_
1.25
0,95&
1.00 1,00
1.00
1,00
0.91
42.31
-
1,709.55
2743.51 - '
V
N F'v
106.83 331,25
7.05
Length = 20.50 ft 1 0.419 0.220
1.15
0.956
0.956
1.00 1.00
1.00 1.00
1.00
1.00
1.00
1.00
0.91
0.93
0.00
0.00
0.00 0,00
4M•60W+H
0.956
1,00 1.00
1.00
1.00
0.93
26.55
1,072.80
2561.18
4.42
67.04 304.75
Length = 20.50 ft 1 0.328 0.158
+D+0.70E+H
1.60
0,956
1.00 1.00
1.00
1.00
0.85
26.55
1,072.80
0.00
3270.88
0.00
4
4.00
0,00 0.00
7
6,04 424.00
7.W
Length 20.50 1 0.328 0.158
1.60
0.956
0.956
1.00 1.00
1.00 1.00
1.00
1.00
1.00
1.00
0.85
0.85
0.00
.42
0.00
+D+0.750Lr+0.750+0.450W+H
L
0.956
1.00 1.00
1.00
1.00'
0.85
28.55
1,072.80
3270.88
4.42
67.04 424.00
Length = 20.50 It 1 0.523 0.252
+D+0.750L+0.750S+0.450W+H
1.60
0.956
1.00 1.00
1.00
1.00
0.85
42.31
1.709.55
0.00
3270.88
0.00
7.05
0.00 0.00
106.83 424.00
Length = 20.50 ft 1 0,328 0.158
1.60
0.956
0.956
1.00 1.00
1.00 1.00
1.00
1.00
1.00
1.00
0.85
0.85
0,00
0.00
0.00 0,00
+0 +0.750L+0.750S+0.5250E+H
0.956
1.00 1.00
1.00
1.00
0.85
26.55
1,07280
3270,88
4.42
6704 424.00
Length = 20 50 ft 1 0.328 0.156
0H
+0.Length
1.60
0.956
1.00 1.00
1.00
1.00
0.85
26.55
1,072.80
0.00
3270.88
0.00
4.42
0.00 0.00
67.04 424.D0
= 20.50
Length = 20.50 ft 1 0.197 0.095
1.60
0.956
0.956
1.00 1.00
1.00 1.00
1.00
1.00
1.00
1.00
0.85
0.85
0.00
0.00
0.00 0,00
+0300+0.70E+0.60H
0.956
1.00 1.00
1.00
1.00
0.85
15.93
643.68
3270.88
2,65
40.22 424.00
Length = 20.50 ft 1 0.197 0.095
160
0.956
1.00 1.00
1.00
1.00
0.85
15.93
643.68
0.00
3270.88
0.00
2.65
0.00 0,00
4022 424.00
.Overall Maximum Deflections.
Load Combination Span
Max. '
Dell Location in Span
Load Combination
Max. '+' Deft Location in Span
+U+Lr+H i
0,7522
10,325
-
0.000
O.000D
Vertical Reactions
Support notation:
Far left Is #1
Values in KIPS
Load Combination ,.
Support 1
Support 2
-- '
-
Inum
.�9,781
- --
Overall MINimum
4.100
4.100
+O+H
5.181
5.181
+D+L+H
5.181
5.181
+D+Lr+H
9.281
9.281
+O+S+H
5.181
5.181
+D+0.750Lr+0.750L+H
8.256
8.256
+D+0.750L+0.750S+H
5.181
5.181
+D-F0'60W+H
5.181
5.181
+D+0.70E+H
5.181
5.181
+D+0.750Lr+0.750L+0.450W+H
8.256
8.256
+D+0.750L+0.750S40.450W+H
5.181
5.181
+D+0.750L+0.750S40.5250E+H
5.181
5.181
+0.60M-60W+0.60H
3.109
3.109
+0.60D+0,70E+0.60H
3.109
3.109
D Only
5.181
5.181
Lr Only
4.100
4.100
L Only
S Only
W Only
E Only
H Only
ESIIFME, INC, Project Title: 1•STORY GUEST HOUSE @ MADISON CLUB - LC
1800 E. 16TH ST, UNIT B Engineer:
SANTA ANA, CALIFORNIA Project ID: H 4 6 3
Project Descr:
Woad Beam
Description: BM #11: SINGLE CAR GARAGE DOOR HEADER:
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: ASCE 7-10
Material Properties
E: Modulus of ElasffcHy
Analysis Method: Allowable Stress Design
Fb +
Load Combination ASCE 7-10
Fb -
625.0 psi
Fc - Pdl
Wood Species Douglas Fir- Larch
Fc- Perp
Wood Grade . NoA
Fv
t
Beam Bracing : Completely Unbraced
1.00
Printed: 19 DEC 2018, 5:24PM
IlNC.1983.2018.Build: tD.ta.ms .
1,350.0 psi
E: Modulus of ElasffcHy
1,350.0psi
Ebend-xx 1,600.0ksi
925.0 psi
Eminbend - xx 580.0 ksi
625.0 psi
Uniform Load: D = 0.020, Lr = 0.020 ksf, Tributary Width = 14.50 ft, (RF LOAD: 40'2912)
170.0 psi
Uniform Load: D = 0.0140 ksf, Tributary Width =
675.0 psi
De�siiy 31.20pCf
g uu
' D( _2 r X91 °
6X10
Span = 10.50 ft
Applied Loads _._.__._._...
C m
Service loads entered. Load Factors will be applied for calculations.
.....-..........
Beam self weight calculated and added to loads
Moment Values
M Ib
Fb
V
Uniform Load: D = 0.020, Lr = 0.020 ksf, Tributary Width = 14.50 ft, (RF LOAD: 40'2912)
+D+H
Uniform Load: D = 0.0140 ksf, Tributary Width =
6.0 ft, (WALL ABV: 14'6)
DESIGN SUMMARY
1.00
1.00
1.00
Maximum Bending Stress Ratio -
0.809 1 Maximum Shear Stress Ratio =
0.409 :1
Section used for this span
6x10
Section used for this span
6x10
fb : Actual
1,349.96psi
fv: Actual =
86.92 psi
FB: Allowable =
1,669.64psi
Fv : Allowable
212.50 psi
Load Combination
+D+Lr+H
Load Combination
+D+Lr+H
Locallon of maximum on span -
5.250ft
Location of maximum on span =
0.000ft
Span # where maximum occurs =
Span # 1
Span # where maximum occurs =
Span # t
Maximum Deflection
1.000
Max Downward Transient Deflection
0.127 in Ratio=
993>=360
1.00
Max Upward Transient Deflection
0.000 in Ratio =
0 <360
0.00
Max Downward Total Deflection
0.295 in Ratio=
426 >=240
Length =10.50 ft
Max Upward Total Deflection
0.000 in Ratio=
0 <240
1.00
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ratios
Segment Length Span # M V Cd C RV C t C r
C m
C t
C L
Moment Values
M Ib
Fb
V
Shear Values
fv FIV
+D+H
1.000
1.00
1.00
1.00
1.00
0.99
0.00
0.00
0.00
0.00
Length =10.50 ft
1
0.639
0.324
0.90
1.000
1.00
1.00
1.00
1.00
0.99
5.31
770.25
120620
1.73
49.60
153.00
+D+L+H
1.000
1.00
1.00
1.00
1.00
0.99
0.00
0.00
0.00
0.00
Length =10.50 ft
1
0.575
0.292
1.00
1.000
1.00
1.00
1.00
1.00
0.99
5.31
770.25
1338.98
1.73
49.60
170.00
+D+Lr+H
1.000
1.00
1.00
1.00
1.00
0.99
0.00
0.00
0.00
0.00
Length =10.50 It
1
0.809
0.409
1.25
1.000
1.00
1.00
1.00
1.00
0.99
9.31
1,349.96
1669.64
3.03
86.92
212.50
+D+S+H
1.000
1.00
1.00
1.00
1.00
0.99
0.00
0.00
0.00
0.00
Length = 10.50 it
1
0.501
0.254
1.15
1.000
1.00
1.00
1.00
1.00
0.99
5.31
770.25
1537.61
1.73
49.60
195.50
+0+0.750Lr+0,750L+H
1.000
1.00
1.00
1.00
1.00
0.99
0,00
0.00
0.00
0.00
ESIlFME, INC.
1800 E. 16TH ST. UNIT B
SANTA ANA, CALIFORNIA
WA
Project Title: 1 -STORY GUEST HOUSE @ MADISON CLUB - LC
Engineer:
Project ID: H 4 6 3
Project Descr:
Printed: 19 DEC 2018, 5:24PM
W oo Cf Beaml"� = c:acxAto-svca�.�sn-iikfi63.e�5 .
SouwtteboarriablCHERCACC.ING. M2018.BM: iGt8.8.25 .
Descriptlon : BM #11: SINGLE CAR GARAGE DOOR HEADER:
Load Combination Max Stress Ratios Moment Values
Segment Length Span # M V Cd C FN C i Cr C m C t C L M Ib F'b
Length =10.50 ft 1
0.722 0.365
1.25 1,000
1.00
1.00
1.00
1.00
0.99
+0.47501-+0.750S+H
0.00
1.000
1.00
1.00
1.00
1.00
0.99
Length =10.50 ft 1
0.501 0.254
1.15 1.000
1.00
1.00
1.00
1.00
0.99
+D+0.60W+H
770.25
1.000
1.00
1.00
1.00
1.00
0.99
Length =10.50 It 1
0.362 0.182
1.60 1,000
1.00
1.00
1.00
1.00
0.99
+0+0.70E+H
272.00
1.000
1,00
1.00
1.00
1.00
0.99
Length =10.50 ft 1
0,362 0.182
1.60 1.000
1.00
1.00
1.00
1.00
0.99
+D+0.75OLr+0.75OL+0.450W+H
0.00
1.000
1.00
1.00
1.00
1.00
0.99
Length =10-50 ft 1
0 W 0.265
1-6p 1 nOn
1-00
1 nn
1 00
1.00
0 99
+D+0.750L+0.750S+0.450W+H
770.25
1.000
1.00
1.00
1.00
1.00
0.99
Length =10.50 It 1
0.362 0.182
1.60 1.000
1.00
1.00
1.00
1.00
0.99
+D+0.750L+0.750S+0.5250E+H
272.00
1.000
1.00
1.00
1.00
1.00
0.99
Length =10.50 ft 1
0.362 0.182
1.60 1.000
1.00
1.00
1.00
1.00
0.99
+0.600+0.60W+0,60H
Location in
1.000
1.00
1.00
1.00
1.00
0.99
Length =10.50 ft 1
0.217 , 0.109
1.60 1.000
1.00
1.00
1.00
1.00
0.99
+0.60D+0.70E+0.60H
1.000
1.00
1.00
1.00
1.00
0.99
Length =10.50 ft 1
0.217 0.109
1.60 1.000
1.00
1.00
1.00
1.00
0.99
Overall Maximum Deflections
Load Combination
Span
Max. '-'Dell Location in Span
Load Combination
+D+Lr+H
1
0.2955
5.288
Vertical Reactions
Support notation: Far left is#1
Load Combination
Support 1
Support
2
eralvl AXimum
3.545
3.545
--- --
Overall MINimum
1.523
1.523
+D+H
2.023
2,023
+D+L+H
2.023
2.023
+D+Lr+H
3.545
3.545
+D+S+H
2.023
2.023
+D+0.750Lr+0.750L+H
3.165
3.165
+D40.75OL+0.750S+H
2.023
2.023
+D+0.60W+H
2.023
2.023
+D+0.70E+H
2.023
2.023
+D+0.750Lr+0.750L+0.450W+H
3.165
3.165
+D+0.750L+0.75OS+0.450W+H
2.023
2.023
+D+0.750L+0.750S+0.5250E+H
2.023
2.023
+0.60D+0.60W+0,60H
1.214
1.214
+0.60D+0.70E+0.60H
1.214
1.214
D Only
2.023
2.023
Lr Only
1.523
1.523
L Only
S Only
W only
E Only
H Only
Shear Values
V N FV
8.31
1,205.03
1669.64
2.70
77.59
212.50
0.00
0.00
0.00
0.00
5.31
770.25
1537.61
1.73
49.60
195.50
0.00
0,00
0.00
0.00
5.31
770.25
2129.15
1.73
49.60
272.00
0.00
0,00
0.00
0.00
5.31
770.25
2129.15
1.73
49.60
272.00
0.00
O.Do
0.00
0.00
8.31
1,205.03
2129.15
770
77.59
272.Do
0.00
0.00
0,00
0.00
5.31
770.25
2129.15
1.73
49.60
272.00
0.00
0.00
0.00
O.DO
5.31
770.25
2129.15
1.73
49.60
272.00
0.00
C.DO
0.00
0,00
3.19
462.15
2129.15
1,04
29.76
272.00
0.00
0,00
0.00
O,Do
3.19
462.15
2129.15
1.04
29.76
272.00
Max, W Dell
Location in
Span
0.0000
0.000
Values in KIPS
-
IST/FME Inc.
STRUCTURAL F141GIIVEERiS
Project Name: "GUEST HOUSE @ THE MADISON CLUB -
LOTS OA
F[ -�
H
1-STORY LATERAL ANALYSTSASCE T-'10 &
LOCATION: GYM
Page: �F
Date: 12/6/2018
Job#: H 4 6 3
Client: HC DESIGN
Plan #: LA QUINTA, CA.
11 MRET H-aD
■--+ LONGITUDINAL
( Li
)
1st STORY
Roof D.L. = (
i=xterlor Wall ={
24 )psfx
tg (
29 )ft
interior Wall=(
14 )Psfx(
)psfx(
14 7
4
)( 1
)__=
696 pif
Parailet Ext,WaB=(
Paalicl Int.�lall-•
18 )PsfX(
0
19 x 26
)( 1 )
/
126 plf
56 plf
1 0 �p�fx�
0 x 0
6 5
137 plf
r' 65
i•OTAL
1015 plf
TRANSVERSE
( Ti )
1st STORY
Rauf D.L,
Exterior Lyall =(
24 )psfx(
18
65
)Ft 1560
Interior Wa11=(
)psfx( 16.5 7
l0 )psfx( 0
)( 2 )=
Parallel at.weyf (
16 )psfx(
_
7 0
)( 0 )=
342 plf
Parallel IntWall=(
10 )psfx(
x 65
0 x
/ 29 )_
U1
282
0
/ 29
pif
ZIP CODE- - • " - `' "nam �r1ER#t DESIGNN.A. LATITUDE: SOILS REPORT (ASCE 7-10 Sec. 12.14.8.1)
(Per ASCE-7.10 Se cilon 12.14.8.15s I _ LONGITUDE:
Actual Ss = 1.511 m ,= 1 .5) SOILS REPORT
Design Ss = 1.500
SDs = 2/3 x Fa x Ss
Sl = 0.6 SDs = 1.000 Fa= ROCK .- �"
ES,ietSoil Class = Rai4 ra=1.0
micDasrgn Category = D (In slmPllfied method Soil Class Cent WE-) SN4 r'a=1.4
R= 6.5 (Ta61912.144) p = 1 (SIMPLIFIED DESIGN)
V= Fx5C3sxpxW
R x 1.4 =>EEE��
F= 1 STORY=1,0 rF-1•F 1 sroRy
-J F' I.1 2 STORY
ASCE 7`10 SIMPLIFIED WIND DESIGN fffIII.F-1.2 35TO RY
(ASCE 7-30 Sec, 28.6.3)
Wind Velocityw= 1.3 (CBC -1605.3) Mears Roof Helc�l1t= 23.00
= 110 rnph Exposure= C Ka = 1.00
ps-0 x:� x 3 x Kztx Psx x ! Risk Cat.II, Ie = 1,0 Roof Slope= O.t7 :12 = Ft C 6p ft
A = 1.33 (Fromsct �.10I Fx�ure 78.61) 0.0 degrees
Horizontal Pressures ZONES
A C
Vertical Pressures Overhangs +11'011
Illll ori i qtr
g D E F
Ps30 (Psi) 19.2 -10.0 12.7 G H EOH Goll
-5.9 -23.1-13.1 -16 -10.1
.0 -32.3 III�Elllll j
Ps (Psfl 19.9 -10.3 6 -26.3
LONGITUDINAL 13.6 -16.6 -10.4 -33, -26.2
LEVELW r.l r
{pif) FxStart shear
(Pir) IffAn USE WZO E_�I D i1
w..
TRANSVERSE
"Z
VER510.,lp 2o 17.,1
Page:
ESI/FM E Inc. Date: 12/6/2018
STRUCTURAL ENGINEERS Job #: H 4 6 3
Client: HC DESIGN
Project Name: "GUEST HOUSE @ THE MADISON CLUB - LOT 50A' Plan #: LA QUINTA, CA.
IN
F1 4
H1
1 STORY- LATERAL ANALYSIS (ASCE 1-10 & 1BUQ`IS; =2016) I SIM PLIFIEv MirTFiQiJ
LOCATION: PICKLEBALL
H LONGITUDINAL
(
L2
)
USE WIND ZONE=> C
WO
1st STORY
1st STORY
153 .391
1691
---
Roof D.L. _ {
24
Roof D.L. _ (
24
)psfx(
38 )ft
=
912 pif
Fxteriar Wall =(
18
)psfx(
9 -
0 )( 2 )-
324 plf
Interior Wall=(
10
)psfx(
0 -
0 )( 0 )-
0 pif
Parallel Ext.Wall=(
18
)psfx(
30 x
38 / 69
297 pif
'a r-affel £rt.::'a11=(
10
)ps��k
0 x
0 / 69
TOTAL = 1533 pif
TRANSVERSE
(
T2
)
USE WIND ZONE=> C
WO
1st STORY
1
153 .391
1691
---
Roof D.L. _ {
24
)psfx(
69 )ft =
1656 pif
1 Exterior Wall =(
18
)psfx(
25.5 10.5 )( 1 )-
270 plf
Interior Wall=(
14
)psfx(
25.5 - 10.5 ){ 1 )=
210 plf
Parallel Ext.Wall=(
14
)psfx(
18 x 69 / 38 )=
458 plf
Parallellnt.Wall=(
10
)psfx(
0 x 0 / 38 )LL
0171f
TOTAL = 2594 pif
ASCE 7-10 SIMPLIFIED ALTERNATIVE BASE SHEAR DESIGN : (ASCE 7-10 Sec. 12.14.8.1)
ZIP CODE N.A. LATITUDE: SOILS REPORT LONGITUDE: SOILS REPORT
(Per ASCE-7.10 Section 12.14.8.1 Ss,,,,,=1.5)
Actual Ss = 1.511 Design Ss = 1.500 SDs = 2/3 x Fa x Ss Fa= ROCK ■TRixg, Fa -1.0
Si = 0.6 SDs = 1.000 sw+. FaLL1.+
S1t0 SOII CIaSS = D (In simplified method Sail Class can't WE")
Seismic Design Category = D R= 6,5 (Table12.14-1) p = i (SIMPLIFIED DESIGN)
F=1.0 1 STORY
_ F x SDs x p x W F= 1 STORY=1.0 F=1.1 2 STORY
V fix 1.4 = > V.. " 0.110 x W F=1.2 3 STDRY
ASCII 7-10 SIMPLIFIED WIND DESIGN : (ASCE 7-10 Sec. 28.6.3)
(0= 1.3 (CBC -1605.3) Mean Roof Height= 23.00 ft < 60 ft
Wind Velocity = 110 mph Exposure= C KA = 1.00 Roof Slope= 0.0 :12 = 0.0 degrees
PS=0,6 x () X)., x Kzt x P,3D X l Risk Cat.I Ir Ie = 1.0 X = 1.33 (From ASCE 7-10 / Figure 28.6,1)
ZONES I
Horizontal Pressures Vertical Pressures Overhangs "r� ii�r
A 8 C D El FIG] H EOH GOH
Ps30 (Psf1 19.2 -10.0 12.7 -5.9 -23.1 -13.1 -16.0 -10.1 -32.3 -25.3 '. ! ��•
Ps (psf) 19.9 -10.3 13.1 -6.1-23.9 -13.5 -18.5 -10.4 -33.4 -26.2
LONGITUDINAL
LEVEL
W
(pif)
Fx
(Pif)
Story S ear
(Pif)
USE WIND ZONE=> C
WO
--CONTROLLING.
FORCE(plf)
1
153 .391
1691
---
25.5 - 1 )xP,= 190
(WIND)19
TRANSVERSE
LEVEL
VERSION:
W
(Plf)
Fx
(Pit)
Story Shear
(pif)
USE WIND ZONE=> C
(plf)
CONTROLLING
FORCE(plf)
2594
285
»--
( 25.5 - 11.0 - xPS=TW
(SEISMIC)--
EISMIC
VERSIOil: 2017A
Page:^ 2 ()
ESI / F M E Inc. Date: 12/6/2018
STRUCTURAL ENGINEERS Job #; H 4 6 3
Client: HC DESIGN
Project Name: "GUEST HOUSE @ THE MADISON CLUB - LOT 50A` Plan #: LA QUINTA, CA.
Hi
F1 4
'I-S.TDRY LATERAL-ANALYSIS(ASCE 7;.lb &'IBC2O95; CBC22ifi f SIMPLIFIED METHOD -
LOCATION: LOUNGE
4-4- LONGITUDINAL
(
L3
)
CONTROLLING
FORCE(plf)
1st STORY
6.53
70 ---
1st STORY
SEI MI
Roof D.E. _ (
24
)psfx(
20 )ft =
480 plf
J_ Exterior Wall =(
14
)psfx(
6 - 0 )( 1 )=
84 plf
Interior Wall=(
10
)psfx(
0 - 0 )( 1 )=
0 plf
Parallel Ext.Wall=(
18
)psfx(
13.5 x 20 / 67 }=
73 pif
Parallel1nt.t`ali=(
10
)p;-(
0 x
ZIP CODE N.A. LATITUDE: SOILS REPORT LONGITUDE: SOILS
TOTAL = 636.5 pif
co= 1.3 (CBC -1605.3) Mean Roof Height= 15.00 ft < 60 ft
Wind Velocity= iio mph Exposure= C K4= 1.00 Roof Slope= 0.0 ;12 = 0.0 degrees
Ps=0.6 x cox X x Kzt x P,mx I Risk Cat.II, I, = 1.0 I= 1.21 (From ASCE 7-101 Figure 28.6-1)
ZONES
Horizontal Pressures Vertical Pressures Overhangs l ii;l -rp� ,
A B C D E F G H EOH GOH "`'oil„I�l jl l'�irll!
PS30 (PSI 19.2 -10.0 12.7 -6.9 -23.1 -13.1 1 .16.0 .10.1 -32.3 -25.3
Ps (psf) 18.1 1 -9.4 1 12.0 1 -6.6 -21.8 A2.41-115.11 -9.6 -30.5 -23.9
LONGITUDINAL f f ji-
LEVEL
W
(pit)
Fx Story Shear
(Plt) (Plf)
TRANSVERSE ( T3 )
CONTROLLING
FORCE(plf)
H1
6.53
70 ---
1st STORY
SEI MI
Roof D.L. = ( 24 )psfx( 67 )ft
= 1608 plf
Vb
Exterior Wall =( 18 )psfx( 20 -
6.5 )( 1 )= 243 plf
Interior Wall=( 10 )psfx( 13 -
6.5 )( 1 )- 65 plf
Parallel Ext.Wall=( 14 )psfx( 5 x
67 / 20 235 plf
Parallel Int.Wall=( 10 )psfx( 0 x
0 / 20 ) 0 Elf
TOTAL = 2151 pif
ASCE 7-10 SIMPLIFIED ALTERNATIVE BASE SHEAR DESIGN '
(ASCE 7-10 Sec. 12.14.8.1)
ZIP CODE N.A. LATITUDE: SOILS REPORT LONGITUDE: SOILS
REPORT
(Per ASCE-7.10 Section 12.14.8.1 Ssm.x=1.5)
Actual Ss = 1.511 Design Ss = 1.500 SDs = 2/3 x Fa x Ss
Fa= ROCK ■
Rock, Fa =1.0
Sl = 0.6 SDS = 1.000
loll, Fa 1.q
Site Soil Class =
(In simplified method Soil Class can't be"E")
Seismic Design Category=--=
R= 6.5 ITable12.14.1) p = 1 (SIMPLIFIED
DESIGN)
F=1.0 1 5rOKY
V= F x SDs x p x W _>
V- 0.110 x W
F= 1 STORY=1.0 F=1.1 2 STORY
R x 1.4
F=1,2 3 STORY
SCE 7-10 SIMPLIFIED WIND DESIGN:
(ASCE 7-10 Sec. 28.6.3)
co= 1.3 (CBC -1605.3) Mean Roof Height= 15.00 ft < 60 ft
Wind Velocity= iio mph Exposure= C K4= 1.00 Roof Slope= 0.0 ;12 = 0.0 degrees
Ps=0.6 x cox X x Kzt x P,mx I Risk Cat.II, I, = 1.0 I= 1.21 (From ASCE 7-101 Figure 28.6-1)
ZONES
Horizontal Pressures Vertical Pressures Overhangs l ii;l -rp� ,
A B C D E F G H EOH GOH "`'oil„I�l jl l'�irll!
PS30 (PSI 19.2 -10.0 12.7 -6.9 -23.1 -13.1 1 .16.0 .10.1 -32.3 -25.3
Ps (psf) 18.1 1 -9.4 1 12.0 1 -6.6 -21.8 A2.41-115.11 -9.6 -30.5 -23.9
LONGITUDINAL f f ji-
LEVEL
W
(pit)
Fx Story Shear
(Plt) (Plf)
USE WIND ZONE=> C
(plf)
CONTROLLING
FORCE(plf)
1
6.53
70 ---
{ 4.0 - 0.0 )xPS= 47.9
SEI MI
TRANSVERSE
LEVEL
WFx
(Plt)
Story Shear
(Plf) (Plt)
USE WIND ZONE=> C
I (pif)
CONTROLLING
FORCE(plf)
1
2151
2361 ---
I i9.o - 6.5 )xPs= 150
(SEISMIC)3
_rc.,tt 2017.q
ESI/Inc.
STRUCTURAL ENGINEERS
Project Name: "GUEST HOUSE @ THE MADISON CLUB - LOT 50A'
Page:
Date: 12/6/2018
Job #: H 4 6 3
Client: HC DESIGN
Plan #: LA QuiNTA, CA.
1 -- STORY LATERAL ANALYSIS ASCE-7-'t0A lBC2015,.C8C201G;
LOCATION: GOLF SIMULATOR, ENTRY, AND POWDER ROOMS:
METHOD -
f♦ LONGITUDINAL
( 14
)
1st STORY
Roof D.L. _ (
Exterior Wall =(
24
14
)psfx(
)psfx(
32=
16.5
)ft
-
6.5
768 plf
Hr Interior Wall=(
10
)psfx(
0
-
0
)(
)(
1 )=
1 )_
140 plf
0 plf
Parallel Ext.Wall=(
18
)psfx(
20
x
27
/
56 )=
174 plf
?arallelInt,Wall-(
F�
14
)psPq(
1u
x
27
/
56 =
10 plf
TOTAL =
1190 pit
TRANSVERSE
(
T4
)
H1
1st STORY
Roof D.L. _ {
V) 1 Fxterlor Wall
24
)psfx(
56)ft
_
344 plf
1360
=(
18
)psfx(
16.5
-
6.5
)(
2 )-
plf
Interior Wall=(
10
)psfx(
13
-
6.5
)(
1 )=
65 plf
Parallel Ext.Wall=(
18
)psfx(
10
x
56
/
32 }-
315 plf
Parallel Int.Wall=(
10
)psfx(
0
x
0
/
32 )=
0 olf
TOTAL = 2084 ulf
ASCE 7-10 SIMPLIFIED Al ER TIVE BA F SHEAR DESIGN : (ASCE 7-10 Sec. 12.14.8.1)
ZIP CODE N.A. LATITUDE: SOILS REPORT LONGITUDE: SOILS REPORT
(Per ASCE-7.10 Section 12.14.8.1 Ssm,x=1.5)
Actual Ss = 1.511 Design Ss = 1,500 SDs = 2/3 x Fa x Ss Fa= ROCK Rork, ra=1.o
S1. = 0.6 SDs = 1.000
Site Sol, Class = D (rn simplified method Soll Class can't be"E")
Seismic Design Calegory = D R= 6.5 (Table12.14.1) p = 1 (SIMPLIFIED DESIGN)
F-1.0 1 STORY
V R x 1.
_ F x SDs x 4 => V= 0.110 x W x W F= 1 STORY=1.0 * F=1.1 2 STORY
4
r=1.2 3 STORY
ASCE 7-10 SIMPLIFIED WIND DESIGN : (ASCE 7-10 Sec. 28.6.3)
w= 1.3 (CBC -1605.3) Mean Roof Height= 15.00 ft < 60 ft
Wind Velocity = 110 mph Exposure= C KA= 1.00 Roof Slope= 0.o ;12 = 0.0 degrees
Ps=0.6 x w x )� x Kzt x P.vx I Risk Cat.II, ie = 1.0 X = 1.21 (From ASCE 7-10 / Figure 28.6-1)
ZONES
Horizontal PressuresVertical Pressuros Overhangs
A 8 C D E I F I G H I EOH IGOH lrll'ij°�
Ps30 (Ps0 19.2 -10.0 12.7 -5.9 -23.1 -13.1 -18.0 -10.1 -32.3 -25.3 } y '' .
I 1
Ps (Pst7 18.1 9.4 12.0 -5.8 -21.8 -12.4 -15.1 9.5
LONGITUDINAL
TRAlravcKac
WRS10h; 2017.9
ESI/FME Inc.
STRUCTURAL ENGINEERS
Project Name: "GUEST HOUSE @ THE MADISON CLU8 - LOT 50A'
LOCATION: FAMILY RM AND KITCHEN -
Page: 302
Date: 12/6/2018
Job 0: H463
Client: HC DESIGN
Plan #: LA QUINTAL CA.
H LONGITUDINAL ( LS )
1st STORY
Roof D. L. _ ( 20 )pSN( SO )ft
j„_ Fxterlor Waif _( 18 )psfx 15 1000 plf
Hr Interior Wall=( 10 )psfx( 15 _ 7'S )( 1 }- 135 pff
Parallel Ext,Walf=( 14 7'5 )( 1 )- 75 pif
)psfx( 10,5 x 304 / 36 ;` 139 pif
Parallellrlt.Wall=( 10 )PSN 0 x
F1 - / 36 0 If
TOTAL = 1349 plf
H1 T TRANSVERSE ( TS
1st STORY
Roof D.L. = ( 20 )psfx( 36 )ft
Exterfor Wall =( 14 = 720 if
Interior Wall= 10 )psfx( 18 7.5 )( 1 )= 147 pif
Parallel Ext,Wal1= 18 )psfx( ). 0 )( 1 )= 0 pif
( )psfx( 10.5 x 36 / 44 )= 155 plf
ParallelInt,Wall=( 10 )psfx( 0 x 0
/ _44 7= 0 pff
'TOTAL = 1022 pif
ASCE 7-1Q SIMPLIFIED ALTERNATIVE SASE SHEAR DESIGN
ZIP CODE N,A, (ASCE 7-10 Sec, 12.14.8.1)
LATITUDE: SOILS REPORT LONGITUDE: SOILS REPORT
(Per ASCE-7.10 Section 12.14.8.1 Ssm,r=1,5)
Actual Ss = 1.511 Design Ss = 1.500
SDs = 2/3 x Fa x Ss Fa= ROCK
Sl = 0.6 SDs = 1,000 RO`� ra:=1.0
E:3eiS1tic1D:)esjan
lass = sa4 Fa --I.4
D (in simpnned method Soil Class can't be -E-)
Cate dry = p
R= 6.5 (rolto12,44-i) p 1 (SIMPLIFIED DESIGN)
V= F x SDs x px W r�1.o I STORY
R x 1.4 => V= D.11Q x W F= 1 STORY=1.0 F==.I,[ 2sFQRY
F-1.2 3 STORY
ASCE 7 -IQ SIMPLIFIED WIND DESIGN:
(ASCE 7-10 Sec. 28.6.3)
G)= 1.3 (CBC -1605.3) Mean Roof Height= 17.00 ft < 60 ft
Wind Velocity = 110 mph Exposure= C
PS4.6 x ry x X x Kzt x A x I KA = 1'00 Roof Slope= 0.0 :12 = 0.0 degrees
s3? Rlsk Cat.II, Ie = 1.0 X= 1.24 (From ASCE 7.10 / Figure 28.6-1)
TRA
IER510.'!: 2017.4
Horizontal Pressures
Vertical Pressures
overhangs
Ps30 (Psfl
A 8 C D
19.2
E F G H
EOH GOIi
-10.0 12.7 -5.9
-23.1 -13.1 -16.0 -10.1
-32.3 -26.3
ps (Pst)
18.6 -9.7 12.3 -5.7
-22.4 -12.7 -15.6 -9.8
-31.3 -24.5
LONGITUDINAL
TRA
IER510.'!: 2017.4
Page: -.5
E 5. I/ F M E I n c. Date: 12/6/2018
STRUCTURAL ENGINEERS Job*: H 4 6 3
Client: HC DESIGN.
Project Name: "GUEST HOUSE @ THE MADISON CLUB - LOT 50A' Plan #: LA QUINTA, CA,
1 -STORY -LATERAL ANALYSIS (ASCE 7.10. & IBC2016, CBC2016)1 SIMPLIFIED METHOD
LOCATION: MASTERBEROOM AND MASTERBATHROOM:
Fill
F1 4
H1
H LONGITUDINAL
o)=
( L6
)
Mean Roof Height= 17.00 ft < 60 ft
Wind Velocity = iio mph
Exposure=
C
Krt= 1.00
1st STORY
Ps=0.6 x o) x 1 x Kzt x Psxx I
Risk Cat.II, Ie =
1.0
ib = 1.24
(From ASCE 7-10 / Figure 28,6-1)
ZONES
Roof D.L. = (
20
)psfx(
36
)ft
I B I C D
E
-
760 plf
Exterior Wall =(
14
)psfx(
12
-
6
)(
0 )=
0 pif
Interior Wall=(
10
)psfx(
12
-
6
)(
2 )-
120 plf
Parallel Ext.Wal1=(
14
)ps6x(
13.5
x
38
/
36 )-
200 plf
Parallel Tnt,Wall=(
10
)psfx(
7
x
38
/
36 �=
ILL
TOTAL. =
1.153 plf
TRANSVERSE
(
T6
)
1st STORY
Roof D.L. _ (
20
)psfx(
37
)ft
W
740 plf
1 Exterior Wall =(
14
)psfx(
19.5
-
6
)(
1 )=
189 Plf
Interior Wall=(
10
)psfx(
14
-
7
)(
1 )=
70 plf
Parallel t_xt.Wall=(
14
)psfx(
7
x
36
/
38
93 plf
Parallellnt.Wall=(
10
)psfx(
12
x
36
/
38 �,
114 plf
TOTAL = 1206 pff
ASCE 7-10 SIMPLIFIED ALTERNATIVE -BASE SHEAR DESIGN : (ASCE 7-10 Sec.12.14.8.1)
ZIP CODE N.A. LATITUDE: SOILS REPORT LONGITUDE: SOILS REPORT
(Per ASCE-7.10 Section 12.14.8.1 Ssm„=1.5)
Actual Ss = 1.5 Design Ss = 1.500 SDs = 2/3 x Fa x Ss Fa= ROCK Rmk, Fa=1.0
Sl = 0.6 SDS = 1.000 Sal. Fa=1.4
Site Soil Class = D (In simplified method Soil Class can't be"E")
Seismic Design Category = D R= 6.5 (Table12.14-1) p = 1 (SIMPLIFIED DESIGN)
F=1,0 1 STORY
F x SDs x p x W F= 1 STORY=1.0 �F=1.1 2 STORY
v= �, v= 1:110 xW
k x 1.4 F=1.2 3 STORY
ASCE 7-10 SIMPLIFIED WIND DESIGN : (ASCE 7-10 Sec. 28.6.3)
LEVEL
o)=
1.3
(CBC -1605.3)
Mean Roof Height= 17.00 ft < 60 ft
Wind Velocity = iio mph
Exposure=
C
Krt= 1.00
Roof Slope= ox :12 = 0.0 degrees
Ps=0.6 x o) x 1 x Kzt x Psxx I
Risk Cat.II, Ie =
1.0
ib = 1.24
(From ASCE 7-10 / Figure 28,6-1)
ZONES
Horizontal Pressures
Vertical Pressures
Overhangs lint'`'
A
I B I C D
E
F G H
EOH GOH f."'"},I�IElllll�
` �.•:'
ps30 (Psi) 19.2
40.0 1 12,7 -5.9
-23.1
-13.1 -18.0 -10.1
-32.3 -25.3 .�•.., } I.
ps (Psfl 1 18.5
9.7 12.3 -5.7
-22.4
-12.7 45.5 -9.8
-
�
31.3 -24.5 l'l�i f _-' �' : •
l�
I'I.
LONGITUDINAL
LEVEL
W
(plf)
Fx
010
Story Shear USE WIND ZONE=> C
(plf) (plf)
CONTROLLING
FORCE(plf)
1206
1 3.3 4
127
--- 0.0 - 0.0 x 5=
I) -127.
TRANSVERSE
LEVEL
W
(plf)
Fx Story Shear
011f) (plf)
I USE WIND ZONE=> C I CONTROLLING
Off) FORCE(plf)
1
1206
132 ---
19.5 - 6.0 )xPs= 166 D 166
VERSION: 2017,1
Page:
ESI / F M E I n c. Date: 12/6/2018
STRUCTURAL ENGINEERS Sob #: H 4 6 3
Client: HC DESIGN
Project Name: "GUEST HOUSE @ THE MADISON CLUB - LOT 50A` Plan #: LA QUINTA, CA.
HI
F1 4
H1
1 -STORY LATERAL ANALYSIS (ASC E.7-'10 & IBC2015, CBC2016)1SIMPLIFIEO METHOD
LOCATION: BEDROOMS:
H LONGITUDINAL
1st STORY
Roof D.L. _
1 Exterior Wall =(
Interior Wall=(
Parallel Ext.Wall=(
Parallel Int.Wall=f
TRANSVERSE
1st STORY
Roof D.L.
1 Exterior Wall =(
Interior Wall=(
Parallel Fxt.Wall=(
Parallel Int.Wall=(
(
L7 )
)
I Story Shear
010
20
)psfx(
33 )ft -
660 plf
14
)psfx(
12 - 6 )( 0 )=
0 pif
10
)psfx(
12 - 6 )( 2 )-
120 plf
18
)psN(
17 x 33 / 34 )=
297 plf
10
)psfx(
17 x 33 / 34 ]
165 plf
TOTAL = 1242 pif
(
T7
)
I Story Shear
010
20
)psfx(
37 )ft
- 740 plf
18
)psfx(
16 7
)( 1 }= 162 pif
10
)psfx(
14 - 7
)( 2 ) 140 plf
14
)psfx(
13 x 34
/ 33 )= 188 prf
10
)psfx(
12 x 34
/ 124 pif
_33_J�
TOTAL = 1353 uif
ASCE 7-10 SIMPLIKED ALTERNATIVE BASE SHEAR DESIGN ; (ASCE 7-10 Sec, 12.14.13.1)
ZIP CODE N.A. LATITUDE: SOILS REPORT LONGITUDE: SOILS REPORT
(Per ASCE-7.10 Section 12.14.8.1 Ss_, =1.5)
Actual Ss = 1.511 Design Ss = 1.500 SDs = 2/3 x Fa x Ss Fa= ROCK �Itock, Fa=1.o
Sl a 0.6 SDs = 1.000 sail, Fa :1rs
Site Soil Class = D (In simplified method Soil Class can't WE')
Seismic Design Category = D I R= 6.5 (Table12,14-1) p = 1 (SIMPLIFIED DESIGN)
F=1.0 1 STORY
_ F x SDS x P x W F= 1 STORY=1.0 F=1.1 2 STORY
V R x 1.4 .V - .- . . x W F=1.2 3 STORY
ASCE 7-10 SIMPLIFIED WIND DESIGN: (ASCE 7-10 Sec. 28.6.3)
u)= 1.3 (CBC -1605.3) Mean Roof Height= 17.00 ft < 60 ft
Wind Velocity= 110 mph Exposure= C KA = 1.00 Roof Slope= o.o :12 = 0.0 degrees
Ps=0.6 x o1 x ), x Kzt x P,mx I Risk Cat.II, Ie = 1.0 ?t = 1.24 (From ASCE 7-10 [Figure 28.6-1)
ZONES I , t,10
Horizontal Pressures Vertical Pressures Overhangs
A 1 8 1 C D E I F I G H EOH GOH
P.13005f) 19.2 1-10.0112.7 -5.9 -23.1 -13.11-16.0 -10.1 -32.3 -25.3 1
Ps (Ps0 1 18.6 9.7 12.3 -6.71-22.41-12.71-16.61 -9.8 -31.3 24.5 - 9'� �']*9 •,-
e '�,•
LONGITUDINAL j,lt.�
LEVEL
W
(ply
Fx
I (pif)
I Story Shear
010
I USE WIND ZONE=> C
(plf)
CONTROLLING
FORCE(plf)
1
4
1491
---
1 0.0 - 0.0 )xP.,=
- -136 •
TRANSVERSE
LEVEL
W
010
Fx
(Plf)
Story Shear
(pif)
I USE WIND ZONE=> C
(PID
CONTROLLING
FORCE(p1f)
1
1353
1491
---
1 16.0 - 5.0 )xP-,= 135
(SEISMIC)
VERSIOM:2017
Page: ,a�]
ESI / F M E Inc. Date: 3/6/2019
STRUCTURAL ENGINEERS Job #: H 4 6 3
Client: HC DESIGN
Project Name: "GUEST HOUSE @ THE MADISON CLUB - LOT 50A' Plan #: LA QUINTA, CA.
1 -STORY LATERAL ANALYSIS (ASCE 7-14 A 113C2015, CBC2W) /.SiMP€JFIED WH01
W
(113117
LOCATION: 2 -CAR GARAGE:
TRANSVERSE
(
T8
)
4-► LONGITUDINAL
H1
( L8
)
1st STORY
1st STORY
Roof D.L. _ (
20
)psfx(
24 )ft =
480 pif
Exterior Wall ={
14
)psfx(
12 - 6 )( 0 )=
0 plf
HI' Interior Wall=(
10
)psfx(
12 6 )( 1 )=
60 plf
Parallel Ext.Wall=(
18
)psfx(
6 x 24 J 39 )=
66 plf
Parallel Int.Wall=(
14
)Dsfx(
10 x 24 1 339 )=
86 pif
F1 -�
TOTAL =
TOTAL = 1226 plf
ASCE 7-10 SIMPLIFIED ALTERNATIVE BASE SHEAR DESIGN: (ASCE 7-10 Sec. 12.14.8.1)
zip CODE N.A. LATITUDE: SOILS REPORT LONGITUDE: SOILS REPORT
(Per ASCE-7.10 Section 12.14.8.1 Ssm., =1.5)
Actual Ss = 1.511 Design Ss = 1.500 SDs = 2/3 x Fa x Ss Fa= ROCK■-ESAA,
Fa=1.0
Sl = 0.6 SDS = 1.000 Fa=1.4
Site Soil Class = D (In simplified method Soil Class can't be"E")
Soismic Design Category = D R= 6.5 (Table12.14.1) p = 1 (SIMPLIFIED DESIGN)
F=1.0 I STORY
F x SDs x p x W I F= 1 STORY=1.0 �F=1.1 zSTORY
V= R x 1,4 => V- 0.110 x W F=1.2 3 S7nRY
ASCE 7-10 SIMPLIFIED WIND DESIGN ; (ASCE 7-10 Sec. 28.6.3)
c)= 1.3 (CBC -1605.3) Mean Roof Height= 14.00 ft < 60 ft
Wind Velocity = 110 mph Exposure= C K t = 1.00 Roof Slope= o.o :12 = 0.0 degrees
Ps=0.6 x co x X x Kzt x PsNx I Risk Cat.II, Ie = 1.0 = 1.21 (From ASCE 7-101 Figure 28.6-1)
ZONES I .
Horizontal Pressures Vertical Pressures Overhangs H �tll lell
Iz ,
A I B I C I D E I F I G I H EOH GOH "'"'' glf�'�III
P00(130) 19.2 -110.0 12.7 -5.9 1 -23.11-13.11-16.01 •10.1 -32.3 -25.3
-15
Ps (psfj 18.17-9,4712.012.4 -5.6 -21.8 -1.1 1 -9.5 -30.5 -23.9 IPt ? r-•-,
LONGITUDINAL
LEVEL
W
(113117
FX
010
TRANSVERSE
(
T8
)
2.6154
H1
---
( 16.0 6.0 xPsc 120
1st STORY
Roof D.L. _ (
20
)psfx(
44 )ft =
880 plf
Exterior Wall =(
18
)psfx(
6 - 0 }( 1 )=
108 plf
"'-
Interior Wall=(
14
)psfx(
16 - 6 )( 1 )=
140 pff
Parallel Ext,Wall=(
14
)psfx(
6 x 0 / 24 )=
0 pff
Parallel Int.Wall=(
10
)psfx(
6 x 39 / 24
98 olf
TOTAL = 1226 plf
ASCE 7-10 SIMPLIFIED ALTERNATIVE BASE SHEAR DESIGN: (ASCE 7-10 Sec. 12.14.8.1)
zip CODE N.A. LATITUDE: SOILS REPORT LONGITUDE: SOILS REPORT
(Per ASCE-7.10 Section 12.14.8.1 Ssm., =1.5)
Actual Ss = 1.511 Design Ss = 1.500 SDs = 2/3 x Fa x Ss Fa= ROCK■-ESAA,
Fa=1.0
Sl = 0.6 SDS = 1.000 Fa=1.4
Site Soil Class = D (In simplified method Soil Class can't be"E")
Soismic Design Category = D R= 6.5 (Table12.14.1) p = 1 (SIMPLIFIED DESIGN)
F=1.0 I STORY
F x SDs x p x W I F= 1 STORY=1.0 �F=1.1 zSTORY
V= R x 1,4 => V- 0.110 x W F=1.2 3 S7nRY
ASCE 7-10 SIMPLIFIED WIND DESIGN ; (ASCE 7-10 Sec. 28.6.3)
c)= 1.3 (CBC -1605.3) Mean Roof Height= 14.00 ft < 60 ft
Wind Velocity = 110 mph Exposure= C K t = 1.00 Roof Slope= o.o :12 = 0.0 degrees
Ps=0.6 x co x X x Kzt x PsNx I Risk Cat.II, Ie = 1.0 = 1.21 (From ASCE 7-101 Figure 28.6-1)
ZONES I .
Horizontal Pressures Vertical Pressures Overhangs H �tll lell
Iz ,
A I B I C I D E I F I G I H EOH GOH "'"'' glf�'�III
P00(130) 19.2 -110.0 12.7 -5.9 1 -23.11-13.11-16.01 •10.1 -32.3 -25.3
-15
Ps (psfj 18.17-9,4712.012.4 -5.6 -21.8 -1.1 1 -9.5 -30.5 -23.9 IPt ? r-•-,
LONGITUDINAL
LEVEL
W
(113117
FX
010
Story Shear
(pit)
USE WIND ZONE=> C
(PIO
CONTROLLING
FORCE(pif)
1
2.6154
76
---
( 16.0 6.0 xPsc 120
(WIND) 120
TRANSVERSE
LEVEL
W
(plf)
Fx
(Plf)
Story Shear
(Plf)
USE WIND ZONE=> C
(plf)
CONTROLLING
FORCE(plf)
1
1226
1351
---
-16.o- 6.0 )xP,= 120
(SEISMIC) 13.5
VERSION: 2017.4
Page: 'f7(
ESI / F M E Inc. Date: 12/6/2018
STRUCTURAL ENGINEERS Job #: H 4 6 3
Client: HC DESIGN
Project Name: "GUEST HOUSE @ THE MADISON CLUB - LOT 50A' Pian #: LA QUINTA, CA.
:1 -STORY LATIE;RAL ANALYSIS (ASGE7'1.0. &-1BC2015, C13C2016) tSIMPLIFIED-.METHOD
W
(plf)
LOCATION: SINGLE CAR GARAGE:
TRANSVERSE ( T9 )
USE WIND ZONE=> C
(plf)
CONTROLLING
FORCE(plf)
1
H LONGITUDINAL
(
L9 )
1st STORY
I
1st STORY
Roof D. L, _ (
20
)psfx(
16 )ft -
320 pif
J_ Exterior Wall =(
14
)psfx(
12 6 )( 1 )=
84 plf
Hr/ Interior Wall=(
10
)psfx(
12 - 6 )( 0 }=
0 plf
Parallel Ext.Wall=(
18
)psfx(
4 x 16 / 27 j=
43 plf
I/
Parallel7nt :ti'all=(
14
)psfx(
I0 x I6 / 27 -
83 plf
F1 4
TOTAL = 529,6 pif
F=1.0 1 STORY
V= F x SDs x p x W _> V_ 0.110 x w F= i STORY=1.0 F-1.1 2 sroRY
R x 1.4 F=1.2 3 STORY
ASCE 7-10 SIMPLIFIED WIND DESIGN: (ASCE 7-10 Sec. 28.6.3)
(0= 1.3 (CBC -1605.3) Mean Roof Height 14.00 ft < 60 ft
Wind Velocity = 110 mph Exposure= C Kt = 1.00 Roof Slope= 0.o :12 = 0,0 degrees
Ps=0.6 x w x),x Kzt x P,mx i Risk Cat.II, Ie = 1.0 X= 1.21 (From ASCE 7-10/ Figure 28.6-1)
ZONES
Horizontal Pressures Vertical Pressures Overhangs +il lilll 1
' ��.
A B C I D I E I F G H EOH GOH
`l I
Ps30 (PSO19.2 -10.0 12.7 -6.9 .23.1 -13.1 -16.0 -10.1 -32.3 -26.3
PS (psi) 18.1 -9.4 12.0 -5.6 -21.8 -12.4L-15.11 .9.6 .30.5 -23.9 1'I,? lr•:�gy n ;�5
LONGITUDINAL �`�) ` `���•`
LEVEL
W
(plf)
Fx
I (plf)
TRANSVERSE ( T9 )
USE WIND ZONE=> C
(plf)
CONTROLLING
FORCE(plf)
1
H1
58
---
1st STORY
I
Roof D.L. _ ( 20 )psfx( 29 )ft
=
580 plf
Vb
--L Exterior Wall =( 18 )psfx( 6 -
0 )(
1 )=
108 plf
Interior Wall=( 14 )psfx( 16 -
6
1 )=
140 pif
Parallel Ext.Wall=( 14 )psfx( 10 x
27 /
16 )=
236 pif
Parallel Int.Wall=( 10 )psfx( 0 x
0 /
16
0 Pif
TOTAL =
1064 pif
ASCE 7-10 SIMPLIFIED ALTERNATIVE BASE SHEAR DESIGN:
(ASCE 7-10 Sec.
12.14.8.1)
ZIP CODE N.A. LATITUDE: SOILS REPORT LONGITUDE: SOILS
REPORT
(Per ASCE-7.10 Section 12.14.8.1 Ss_, =1.5)
Actual Ss = 1.511 Design Ss = 1.500 SDs = 2/3 x Fa x Ss
Fa=
ROCK *-f
Reck, ra=1.0
S1 = 0.6 SDS = 1.000
sin, Fa=1.4
Site Soil Class = D (In simplified method Soll Class can't WE")
Seismic Design Category = D R= 6.5 (Table12.14-1) p = 1 (SIMPLIFIED DESIGN)
F=1.0 1 STORY
V= F x SDs x p x W _> V_ 0.110 x w F= i STORY=1.0 F-1.1 2 sroRY
R x 1.4 F=1.2 3 STORY
ASCE 7-10 SIMPLIFIED WIND DESIGN: (ASCE 7-10 Sec. 28.6.3)
(0= 1.3 (CBC -1605.3) Mean Roof Height 14.00 ft < 60 ft
Wind Velocity = 110 mph Exposure= C Kt = 1.00 Roof Slope= 0.o :12 = 0,0 degrees
Ps=0.6 x w x),x Kzt x P,mx i Risk Cat.II, Ie = 1.0 X= 1.21 (From ASCE 7-10/ Figure 28.6-1)
ZONES
Horizontal Pressures Vertical Pressures Overhangs +il lilll 1
' ��.
A B C I D I E I F G H EOH GOH
`l I
Ps30 (PSO19.2 -10.0 12.7 -6.9 .23.1 -13.1 -16.0 -10.1 -32.3 -26.3
PS (psi) 18.1 -9.4 12.0 -5.6 -21.8 -12.4L-15.11 .9.6 .30.5 -23.9 1'I,? lr•:�gy n ;�5
LONGITUDINAL �`�) ` `���•`
LEVEL
W
(plf)
Fx
I (plf)
I Story Shear
(pif)
USE WIND ZONE=> C
(plf)
CONTROLLING
FORCE(plf)
1
29.62961
58
---
16.0 - 5.0 )xPs= 120
I
TRANSVERSE
LEVEL
W
(plf)
Fx
(pif)
I Story Shear
(Pif)
USE WIND ZONE=> C
(plf)
CONTROLLING
FORCE(p10
1
1064
117
---
( 16.0 - 6.0 )xP,= 1
WIND) - -120
VfR510r.: 2017.4
Page: rJ
ESI' F M E Inc.
Date: 12/06/2018
STRUCTURAL ENGINEERS
I yob#: H463"
Client: HC DESIGN
Project Name: "GUEST HOUSE @ THE MADISON CLUB -LOT 50A" Plan #: LA QUINTA, CA,
SHEAR':WAII DESIGN:
SHEAR
WALL LINE: ✓ (IC�C2t7t5.fCQC1g161.$DPWS f5J SD,» 1
SEISM UPUFTDEAD LOAD PARA4¢TER--09-0.113,x= 0.76
WALL(S) @ LEFT SIDE OF GYM (REAR ELEVATION]:
PLATE HT= 14 It
{WALL 1=-11.0o ft OPENING= ft WaIII Y= 11.co ft} WALL2= 11.00 ft WALL 3=f 0.00 4� o,Do R
_»-_..-- ---- ---- ----� _ -__------------_----WTOTALWALL
SEISMIC
_ _ft_W_ALL
--- --
LENGTH = ^22.00 ft
Ti ...... plf ( 19.5 ft/2+ 7 ) W
9020 lbs.
LUAU - PIF ( 0.0 ft/2+ 0 =
0 lbs.
LOAD = PIF ( 0.0 ft/2+ 0 ) =
0 Ibs.
PIF { 0.0 ft/2+ 0 )=
0 lbs.
` " �` 4020 lbs / 22.00 ft =
183 lbs/ft
-__...,______
183
-lbs;/ft
T 1 LOAD =( 197 plf ( 19.5 ft/2+ 4 ) =
2709 lbs.
LOAD =( 0 plf ( 0.0 ft/ 2 + 0 ) =
0 lbs.
LOAD =( 0 plf ( 0.0 it / 2 + 0 ) =
0 lbs.
LOAD =( 0 plf ( 0.0 ft/2+ 0 ) =
0 lbs.
L SHEAR = T. LOAD / L = 2709 lbs / 22.00 ft =
123 lbs/ft
------ _______________
123 Ibs/ft
GOVERNING FORCE= SEISMIC V 182.7 Ibs/ftp~��
_
ANCHOR/STRAP? ANCHOR
WV.FORCE= SEISMIC _ 10 W/5/8" Dia.x 10" A.B.'S @ 72
"p/c AB72
UPLIFT:
- 0.67 FOR WIND, 0.76 FOR SEISMIC LOAD: V x Lxzu O.T.M.-Load x PILHeight UPLIFT=(O: r.M.-R.M.)/L,,,,,
RES15T ING MOMENT = 0 x [Bearing Wall Weight") -Roof D.L.xTrib.VVidth+Floor D.I..xTrib.Width]x(S.W. Ler,Lh)7 /2
'297
WALL 1'1 l'- 18 psfx 17 R = lbs It1.1L- 24 psf rrbvl= 9
ft FOL- 14 psf TmT,v. 0 ft
RES.MOMs,i,,,ie= 23588 lbs LOAD= 2010 lbs. O.T.M.�,„ � = 20140 ft-Ibs
UPLIFTse-k 413.6 lbs Governing Uplift
RES.MOMy = 20794 lbs LOAD= 1354 lbs. O.T,M,1V,a = lanai ft-Ibs
UPLIFTti,"� -166.7 lbs 414 Ibs
PROVIDE SIMPSON: NOT REQUIRED PER POST, CAPACITY- N.A. lbs
O.K
Dia hra(m LE11 1tI•, 64 ft Provide A35's or til's C) 48 Inches D.C.
V= 53 filf
WALL(S) @ LEFT SIDE OF FAMILY RM:
PLATE HT= 15 ft
-(WALL 1-- 7,00 It r0Pi:NIN[,:_-o.0o ft Walll Y ` 7.0o ft) WALL2= 0,00
----------------------------------
ft WALL 3= 0.00 ft WALL 4= 0.00 ft
SEISMIC
C
TS LOAD =( 112 plf ( 45.0 ft/2+ 0 ) =
TOTAL WALL LENGTH= 7.00 R
2520 lbs.
LOAD =( 0 pif ( 0.0 ft/2+ 0 }
0 lbs.
LOAD =( 0 PIf ( 0.0 ft/2+ 0
0 lbs.
LOAD =( 0 pif ( 0.0 ft/2+ 0 } =
0 lbs.
L SHEAR = T. LOAD / L = 2520 lbs / 7.00 ft
360 lbs/ft
�, ,,, ,, - - - - - - - T CORRECTED PER HAV RATIO (SDPWS-15 TWt 3.3 4
--IMND ---- ----_�
367 lbs/ft
__--------------------------
T5 LOAD =( 129 pif ( 42.0 it/ 2 + 0 ) =
2709 lbs.
LOAD ( 0 plf ( 0.0 ft/2+ 0 ) =
0 lbs.
LOAD =( 0 plf ( 0.0 ft/2+ 0 } =
0 lbs.
LOAD =( 0 pif ( 0.0 ft/2+ 0 ) =
0 lbs.
L SHEAR = T. LOAD / L = 2709 lbs / 7.00 ft
387 lbs/ft
----- ___________387_
387 €hs/R
___
GOVERNING FORCE WIND.. V �Ibs/R
-� 'W -� �� """""""`"'-""
AtICHOR/STRAP? ANCHOR
WVYUACE= WIND 12 _ W/5/8" D'Ia.x 10" A.B.'S 9 44
"aJc AB44
UPLIFT:
-
p = 0.67 FOR WIND, 0.76 FOR SEISMIC LOAD= V x Lw,, O.T.M.=Load x P1t.Helght UPLIFT=(0.T.M.-R.M.)/L,,.,1
RESISTING MOMENT= 0 x (Bearing Wall Weight") +Roof D.L.xTrib.Width+Floor D.L.xTrN.V&tb1x(S.W. Length)2 /2
WALL W"r= 18 psf x 15 ft= 270 lbs RDL= 20 psf Trb1V= 17
ft FDL= 14 psf Trbw= 0 ft
RES.MOMSeL,,,�,= 11358 lbs LOAD= 2520 lbs. O,T.M.s.� ;c= 37800 ft -lbs
UPLIFTS k,,*= 3777 IbsGoVOrning Uplift
RES.MOMI.��= 10013 lbs LOAD= 2709 lbs O T.Ky,, a = 40635 ft -lbs
UPLIFTV,,.-d- 4375 lbs 4575 lbs
PROVIDE SIMPSON: HDU4 PER POST, CAPACITY= 4565 lbs
O.K
Diaphragm Length= 36 It Provide A35's or H1's @ 48 inches O.C.
V= 75 plf
VERSION 20182
ESI/FME Inc.
STRUCTURAL ENGINEERS
Project Name: "GUEST HOUSE @ THE MADISON CLUB - LOT 50A
Page:
Date: 12/06/2018
Job#: H463
Client: HC DEISGN
Plan #: LA QUINTA, CA.
0t I (ICC ESR -2089)
T3S WALL(S) @ SEISMIC:
8/1/2012
S.W.1
S.W.2 S.W.3
S.W.4 S.W.S' S.W.6
TOTAL
WALL LENGTHS (ft)= 1.30
0.00 0.00
0.00 0.00 0.00 -
1.50
ft
Ts LOAD = 112.00
lbs / ft) { 11.0
ft/2 + 3 } =
952
lbs.
LOAD = 0.00
lbs / ft) { 0.0
ft/ 2 + 0 }
0
lbs.
LOAD = 0.00
lbs / ft) ( 0.0
ft/2 + 0 } -
0
lbs.
LOAD = 0.00
lbs / ft) ( 0.0
ft/2 + 0 }
0
lbs.
TOTAL LOAD =
952 lbs
CAPACITY OF HARDY FRAMES = (
1 ) x
1310 = 1310 lbs > 952
IDS
O.K.
T5 USE ( I ) HARDY FRAME MODEL:
HFX 18x 15 1 1/8 H.S.
UPLIFT: L( Wal) =
1.50 ft
Plate Helgght =
15.00
ft.
LOAD =
952 lbs.
0. T. M. =
14280
ft -lbs
RESISTING MOMENT= 0.9x(Bearing
Wall Welght +Boor U.L.xlno.wiam+r100ru.L.xinn.wiornpg5.w.
Lengtru-/t
Roof D.L.
I Roof Thb.W
Floor D.L.
I Floor Trib.VYI
S.W.Length
SEISMIC <=Controlling FVC
24
0-�
24
0
1.50
^2/2 -
213
ft -lbs
UPLIFT=(OTM-RM)/L=
14280 -
_
213 / :1.06: =
13240
lbs.
MAXIMUM UPLIFT CAPACITY OF HARDY FRAMES= 18935 lbs. > 13240 lbs.
O.K.
WALL(S) @ LEFT SIDE OF FAMILY RM PATIO [REAR ELEVATION] WIND:
S.W.1
S.W.2 S.W.3
S.W.4 S.W.S S.W.6
TOTAL
WALL LENGTHS (ft)= 1.50
0.00 0
0 0 0 =
1.50
ft
TS LOAD = 129.00
lbs / ft) ( 11.0
ft/2 + 3 } -
1097
lbs.
LOAD = 0.00
lbs / ft) ( 0.0
ft / 2 + 0 ) -
0
lbs.
LOAD = 0.00
lbs / ft) ( 0.0
ft/ 2 + 0 ) -
0
lbs,
LOAD = 0.00
lbs / ft) ( 0.0
ft/ 2 + 0 ) =
0
lbs.
TOTAL LOAD =
1097 lbs
CAPACITY OF HARDY FRAMES = (
1 ) x
1830 = 1830 lbs > 1097
lbs
O.K.
T5 USE 1 HARDY FRAME MODEL:
HFX 18x15 11/8 HS
UPLIFT: L( Wall) =
1.50 ft
Plate Height
15.00
ft.
LOAD -
1097 lbs.
0. T, M. -
16448
ft -lbs
RESISTING MOMENT = 0 , 67x(flearinq
Wall Weight +Roof D.L.xThb,Width+Floor D.L.xTribXdthbc(S.W. Length)112
Roof D. L.
RoofTrib.W
Floor D. L.
FloorTrib.W
5_.W.Lenath
WIND <=Conlrofng Fwc
20
1.33
24
1.33
1.50
-2/2 =
202
ft -lbs
UPLIFT=(OTM-RM)/L=
16448 -
202 / 1.06 -
15290
lbs.
MAXIMUM UPLIFT CAPACITY OF HARDY FRAMES = 32595 Ibs. > 15290 lbs.
O.K.
VERS'011: 2014.2
ESI/FME, INC. Project Tille: 1 -STORY GUEST HOUSE @ MADISON CLt7B 1 LC
1800 E. 16TH ST. UNIT B Engineer:
SANTA ANA, CALIFORNIA Project ID: H 4 6 3
Project Descr:
Printed: 20 DEC 2018, MOM
M
Description: SWN3: CaNGREIE PAD UNDER HARDY PANEL:
Code References
Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10
Load Combinations Used: IBC 2018
General Information
Material Properties
Soil Design Values
fc : Concrete 28 day strength -
2.50 ksi
Allowable Soil Bearing -
1.50 ksf
fy : Rebar Yield =
40.0 ksi
Increase Bearing By Fooling Weight =
No
Ec: Concrete Elastic Modulus =
3,122.0 ksi
Soil Passive Resistance (for Sliding) =
250.0 pcf
Concrete Density =
145.0 pcf
Sal/Concrete Friction Coeff. -
0.30
�P Values Flexure -
0.00
Shear =
0.750
Increases Based on footing Depth
Analysis Settings
Footing base depth below soil surface
2.0 ft
Min Steel % Bending Reinf.
=
Allow press, increase per foot of depth =
ksf
Min Allow % Temp Reinf.
-
when footing base is below -
ft
Min. Overturning Safety Factor
= 1.50 'r
Min. Sliding Safely Factor
- 1.0 1
Increases based on footing plan dimension
Add Fig Wt for Soil Pressure
Yes
Allowable pressure increase per foot of depth
Use ftg wt for stability, moments & shears
Yes
=
ksf
Add Pedestal Wt for Soil Pressure
No
when max. length or width is greater than
Use Pedestal wt for stability, mom & shear
No
ft
Dimensions
�~
Width parallel toX-X Axis
5.0 ft
Length parallel to Z -Z Axis -
6.50 ft
Footing Thickness =
24.O in_
--
Pedestal dimenslons...
px : parallel to X -X Axis = fn
pz : parallel to Z -Z Axis = in
Height = in
Rebar Centerline to Edge of Concrete...
at Bottom of fooling 3-0 in
Reinforcing
Bars parallel to X X Axis
Number of Bars 4.0
Reinforcing Bar Size = # 3
Bars parallel to Z -Z Axis
Number of Bars = 3.0
Reinforcing Bar Size = # 4zm
Bandwldlh Distribution Check (ACI 15.4.4.2)
Direction Requiring Closer Separation
Bars along X -X Axis
# Bars required within zone 87.0%
# Bars required on each side of zone 13.0%
Applied Loads
D Lr
P: Column Load = 3.60 2.20
OB: Overburden =
M-xx =
M-zz =
V -x =
V -z =
L
X
E H
k
ksf
k -ft
20.0 k -ft
k
1.30 k
ESI/
1800 E.E, INC. Project Title: 1 -STORY GUEST HOUS
1800 E. 16TH ST, UNIT B En�irEngineer:E @ MADISON CLUB - LC
SANTA ANA, CALIFORNIA Prosect JD: H 4 6 3
Project Descr:
General Footing __ - _. -._,_ „� Printed: 20 DEC 2016.10:46AM
__M- .
� s &IMNe cwioaht ENERGILC, IhC.19R}2018,13ud;!0.16.8 25 .
Description: SWp3: CONCRETE PAD UNDER HARDY PANEL:
Overtut•rting Stability
Rotation Axis &
Load Combination...
X -X, +D+0.750L-10 750S+0.5250E+H
Overturning Moment
Resistin Moment
Stability Ratio
Status
X -X. +0.60D+0.60W40.60H
1.024 Wt
None
42.331 Wit
41.349
-
- OR -
X -X, +0.60D+0.70E+0.60H
1.365 k
0.0 Wt
fnfnity
OK
Z -Z, +D+H
Z Z, +D+t+y
-ft
Nonne
25.399 k -ft
0.0 Wt
18.607
aK
Z -Z, +D+Lr+H
o
None
0.0 Wi
Infinity
Infinity
Z -Z, +D+S+H
Z -Z. +D+0.750Lr+0.750L+y
None
0.0 kdt
0.0 Wi
Infinity
Infinity
OR
Z -Z. +D+0.750L+0.750S+H
None
None
0.0 k- ft
Infinity
OR
OR
Z 2. +D+0.60W+H
Z -Z. +D+0,70E+H
None
0.0 k -ft
0.0 k4t
Infinity
OK
Z -Z. +D+0.750Lr+0.750L+0.450W+H
10.50
32.563 k -ft
Infinity
3.101
OK
ZZ, +D+0.750L+0.750S+0.450W+y
No-ftne
None
None
0.0 k -ft
Infinity
OR
OR
ZZ. +D+0.750L+0.750S+0,g250E+H
7.875 k
0.0 k ft
Infinity
OR
Z -Z. +0.60D+0.60W-+0,600
-ft
None
32.563 k -1t
4.135
OR
ZZ. +066D+070E+0 60H
10.50 k -ft
0.0 k -ft
Infinity
OR
Sliding Stability
19.538 k -ft
1.861
OR
Force Application Axis
All units k
Load Combination...
X -X. +D+y
Slicii,ig Force
Resisting Force
Stability Ratio
XX +D+L+H
X -X, +D+Lr+H
0.0 k0 0 k
7,158 k
7.158 k
No Sitdina
-Status-
' OR
X X, +D+S+y
0.0 k
0.0 k
7.818 k
No Slldina
No Sliding
OR
OR
X -X. +D+0.750Lr40.750L+H
0.0 k
7.158 k
No Siidina
OK
D+0
X -X. +.750L+0.750S+H
X -X +D+0.60W- l
0.0 k
7.653 k
7.158 k
No Slidina
OR
X -X, +0+0.70E+H
0.0 k
0.0 k
7.158 k
No Slidina
No Sfidinu
OR
OR
X -X, +D+0.750Lr+0.750L+0.450WI H
0.0 k
7.158 k
No %lino
OR
X -X. +D40.7501-40.750S+0-45OW.,.H
0.0 k
7.653 k
No Slidinn
OR
X -X, +0+0.750L+0.750S+0.5250E+H
0.0 k
7.158 k
No5lidina
OK
XX. +0.640+o.{i0Wto. w
X -X. +0.600 r0.70E+0.60H
0.0 k
7.158 k
5.595 k
No Slidinn
OR
Z -Z, +D+H
0.0 k
0.0 k
5.595 k
No 511dino
No Slldina
OR
OR
ZZ+D+L+H
Z -Z, +D+Lr+H
0.0 k
6.408 k
6.408 k
NoSlidino
No Slidina
OR
Z -Z, +D+S+H
0.0 k
0.0 k
7.068 k
No Slidinn
OR
OR
Z Z. �+D+0.750Lr+0,750L+H
Z Z. -+D+0.754L+0.750S+H
0.0 k
6.408 k
6.903 k
No Siidino
OR
Z-2. +D+0.750L+0.750S+0.450W+H
0.0 k
0.0 k
6.408 k
No Slidina
No Slidina
OR
OR
Z -Z. +0+0,750L+0.750S+0.5250E+H
Z -Z. +0.60D+0.60W+0,60H
0.6825 k
6,408 k
6.408 k
NoSlidino
OK
Z Z. +0.600+0,70&- 0.60H
0.0 k 0.910 k
4.845 k
9.388
No Slidinn
OR
OK
Z -Z. +D+0.60W+H
Z -Z, +D+0.70E+H
0.0 k
4.845 k
6.408 k
5.324
No Slidinn
OK
Z -Z. +0+0 .750Lr+0.750L+0.450W+H
.
0910 k
0.0 k
6.408 k
7.041
OK
OK
Footing Flexure
6.903 k
No Slidinn
OR
Flexure Axis & Load Combination
Mu Side Tonsion A Req'd
Gvm. As
Actual As
Phi*Mn
X -X, +1.400+1.60H
Surface
-- -- .- .
1nA2
in"2
- k -ft
Status
X -X, +1,40D+1.60H
0.8190 +Z Bottom 0.01734
0.8`190 -Z Bottom
Min, ACI 9.6
0.120
- -
7.526
-
OR
XX +1.20D+0.501.r+1.60L+1.60H
4.01734
0.8808 +Z Bottom 0.01865
Mtn ACi 9,6
7.526
OR
X -X. +1.20D+0.50Lr+1.60L+1.60H
X X. +1.2.0D+1.60L+0.50S+1.60H
0.8W8 -Z Bottom 0.01865
Alin ACI 9.6
Min ACI 9.6
0.120
0.120
7,526
OK
X X. +1.20D+l WL+OWS+1.60H
0.7020 +Z Bottom 0.01486
0.7020 -Z Bottom
Min ACI 9.6
0.120
7.526
7.526
OK
OK
X -X, +1.2Q0+1,60Lr+0.501.+1.60H
X -X. +1.20D+1.60Lr+0.50L+1.60H
0.01486
1.274 +Z Bottom 0.02698
Fein ACI 9.6
min ACI 9.fi
0.120
0.120
7.526
OR
X -X, +1.20D+1.60Lr+0.50W+1.60H
1.274 -Z Bottom 0.02698
1.274 +Z Bottom
Min ACI 9.6
0.120
7.526
7.526
OR
OR
X -X. +1.20D+1.60Lr+0.50W+1.60H
0.02698
1.274 -Z Bottom 0.02698
Min ACI 9.6
0.120
7.526
OR
X X. +1.20D+0.50L+1.60S+1.60FI
X X. +1.20010.501 +1.605+1-601 !
0.7020 +Z Bottom Q.01486
Min ACI 9.6
Min ACI 9.6
0.120 0.120
7'526
OR
0.7020 Z Bottom 0.01486
Agin ACI 9.6
0.120
7.526
OK
7.526
OR
ESIIFME, INC.
1800 E. 16TH ST. UNIT B
SANTA ANA, CALIFORNIA
Project Title: 1 -STORY GUEST HOUSE @ MADISON C[LfB - LC
Engineer:
Project ID: H 4 6 3
Project Descr:
Printed: 20 DEC 2018. 10:46AM
--
- Fne z ciLOCA-11}i>i57l�lA-t1iNalo* .
�awod0ENFMCALL,INC.t9S320te,truE 10.18.8.25.
General Footing
Description : swi13: CONCRETE VAD UNDER HARDY PANEL.
Footing flexure
Glu Side
Tension
As ReWd
Gym. As
Actual As
Pht`Mn
Status
Flexure Axis & Load Combination
k -H
Surface
1n^2
r in^2
- in -12
k -ft
X-X,+1.200+1.60S+0.50W+1,60H
0.7020
+Z
Bottom
0.01486
Min ACI 9.6
0,120
0.120
7.526
7.526
OK
OK
X -X, +1.20D+1.60S+0.50W+1.60H
X-X,+1.20D+0.50Lr+0.50L+W+1.60H
0.7020
0.8808
-Z
+Z
Bottom
Bottom
0.01486
0.01865
Min ACI 9.6
Min ACI 9.6
0.120
7.526
OK
X -X, +1.20D+0.5OLr+0.50L+W+i.60H
D-81308
-Z
Bottom
0.01865
0.01486
Min ACI 9.6
Min ACI 9.6
0.120
0.120
7.526
7.526
OK
OK
X -X, +1.20D+0.50L+0.50S+W+1.60H
X +1.20D+0.50L+0.50S+W+1.60H
0.7020
0.7020
+Z
-Z
Bottom
Bottom
0.01486
Min ACI 9.6
0.120
7.526
OK
-X.
X -X. +1.20D+0.50L+0.70S+E+1,60H
0.9620
+Z
Bottom
0.02037
0.009358
Min ACI 9.6
Min ACI 9.6
0.120
0.120
7.526
7,526
OK
OK
X -X, +1.20D+0.50L+0.70S+E+1,60H
X +0.900+W+0.90H
0.4420
0.5265
-Z
+Z
Bottom
Bottom
0.01115
Min ACI 9.6.
0.120
7.526
OK
-X,
X -X, +0.90D+W+0.90H
0.5265
-Z
Bottom
Bottom
0.01115
0.01665
Min ACI 9.6
Min ACI 9.6
0.120
0.120
7.526
7.526
OK
OK
X -X. +0.90D+E+0.90H
X -X, +0.90D+E+0.90H
0.7865
0.2665
+Z
-Z
Bottom
0.005642
Min ACI 9.6
0.120
7.526
OK
OK
Z -Z, +1.40D+1.60H
0.4846
0-4846
-X
+X
Bottom
Bottom
0.01026
0.01026
Min ACI 9.6
Min ACI 9.6
0.06769
0.06769
4.254
4.254
OK
Z-Z,-f-1.40D+1,60H
Z -Z. +1.20D+0,50Lr+1.60L+1,60H
0.5212
-X
Bottom
0.01103
Min ACI 9.6
0.06769
4.254
4.254
OK
OK
Z -Z. +1.20D+0.5OLr+1.60L+1.60H
0.5212
0.4154
+X
Bottom
Bottom
0.01103
0.008793
Min ACI 9,6
Min ACI 9.6
0.06769
0.06769
4.254
OK
Z -Z, +1.20D+1.60L+0.50S+1.60H
Z -Z, +1.20D+1.60L+0.50S+1.60H
0.4154
-X
+X
Bottom
0.008793
Min ACI 9.6
0.06769
4.254
OK
OK
Z -Z, +1.20D+1.60Lr+0.50L+i.60H
0.7538
-X
Bottom
0.01596
0.01596
Min ACI 9.6
Min ACI 9.6
0.06769
0.06769
4.254
4.254
OK
Z -Z, +1.20D+1.60Lr+0.50L+i.60H
Z -Z, +1.20D+1.60Lr+0.50W+1.60H
0.7538
0.7538
+X
-X
Bottom
Bottom
0.01596
Min ACI 9.6
0.06769
4.254
OK
Z -Z, +1.20D+1.6OLr+0.50W+1.6011
0.7538
+X
Bottom
0.01596
0.008793
Min ACI 9.6
Min ACI 9.6
0.06769
0.06769
4.254
4.254
OK
OK
Z -Z, +1.20D+0.50L+1.60S+1.60H
Z +1.20D+0.50L+1.60S+1.60H
0.4154
0.4154
-X
+X
Bottom
Bottom
0,008793
Min ACI 9.6
0.06769
4.254
OK
-Z,
Z -Z. +1.20D+1.60S+0.50W+1.60H
0.4154
-X
Bottom
0.008793
0.008793
Min ACI 9.6
Min ACI 9.6
0.06769
0.06769
4.254
4.254
OK
OK
Z -Z, +1.20D+1.60S+0.50W+1.60H
Z +1.20D+0.50Lr+0,50L+W+1.60H
0.4154
0.5212
+X
-X
Bottom
Bottom
0,01103
Min ACI 9.6
0.06769
4.254
OK
-Z.
Z -Z. +120D+O,5OLr+0.50L+W+1.60H
0.5212
+X
Bottom
0.01103
0.008793
Min ACI 9.6
Min ACI 9.6
0.06769
0.06769
4.254
4,254
OK
OK
Z -Z, +1.20D+0.50L+0.50S+W+1.60H
Z +1,20D+0.50L+0.50S+W+1.60H
0.4154
0.4154
-X
+X
Bottom
Bottom
0.008793
Min ACI 9.6
0.06769
4.254
OK
-Z.
Z Z, +1.20D+0.50L+0,70S+£+1.60H
0.9938
-X
Too
0.02105
0.04414
Min ACI 9.6
Min ACI 9.6
0.06769
0.06769
4.254
4.254
OK
OK
Z -Z, +1,20D+0.50L+0.70S+E+1.60H
Z +0,900+W+0.90H
2,083
0.3115
+X
-X
Bottom
Bottom
0.006595
Min ACI 9.6
0.06769
4.254
OK
-Z,
Z -Z. +0.90D+W+0.90H
0.3115
+X
Bottom
Too
0.006595
0.01727
Min ACI 9.6
Min ACI 9.6
0.06769
0.06769
4.254
4,254
OK
OK
Z -Z. +0,900+E+0.90H
Z -Z, +0.90D+E+0.90H
0.8156
2.261
-X
+X
Bottom
0.04792
Min ACI 9.6
0.06769
4.254
OK
One Way Shear
-
Load Cv_nibinat',ion...
Vu -X
Vu @ +X Vu
-Z Vu
+z VL[:MaX Phi Vn _Vu 1 Phi'Vn
status
+1.400+i.60H
0.46 osi
0.46 nsi
0.92 psi
0.92 psi
0.92 osi
75.00 osi
0.01
0.01
OK
OK
+1.20D+0.5OLr+1.60L+1,60H
0,50 osi
0.50 psi
0.99 osi
0.79
0.99 osi
0.79 osi
0.99 osi
0.79 Dsi
75.DO osi
75.00 osi
0.01
OK
+1.20D+1.60L+0.50S+160H
+1,200+1,6pLr-4501-460H
0.40 psi
0.72 psi
0.40 psi
0.72 psi
osi
1.43 psl
1.43 osi
1.43 psi
75.00 osi
0,02
OK
+1.20D+1.6OLr+O.5OW+1.60H
0.72 psi
0.72 osi
1.43 psi
1.43 osi
1.43 psi
75.00 psi
75.00
0.02
0.01
OK
OK
+1.20D+0.50L+1.60S+1.60H
a40 osi
0.40 osi
0.40 psi
0.79 osi
0.79 osi
0.79 psi
0.79 osi
0.79 osi
0.79 psi
psi
75.00 osi
0.01
OK
+1.20D+1.60S+0.50W+1.60H
+1.20D+0.50Lr+0.50L+W+1.601i
0.40 osi
0.50 [)Si
0.50 osi
0.99 psi
0.99 osi
0.99 psi
75.00 psi
0.01
OK
+1.20D+0.50L+0.50S+W+1.60H
0.40 nsi
0.40 [)Si
0.79 psi
0.79 psi
0.79 psi
75.00 psl
75.00 osi
0.01
0.03
OK
OK
+1.20D+0.50L+0.70S+E+1.60H
1.04 DSI
2.47 psi
0.30
0.45 psi
0,59 osi
1.13 psi
0.59 nsi
2.47 osi
0.59 osi
75.00 osi
0.01
OK
+0,90D+W+0.90H
+0.90D+E+0.90H
0.30 psi
0.78 Dsi
psi
3.02 osi
0.25 osi
0.93 psi
3.02 Dsi
75.00 osi
0.04
OK
units
k
Two -Way "Punching" Shear
_---JAll
Load Combination...Vu
Phin
Vu 1 Phi`Vn
Status
_
+1.40D+1.60H
2.60
2.79
osi
150.000si
150.00nsi
0.01731
001862
OK
OK
+1,20D+0.5OLr+1.60L+1.60H
+1.200+1.60L+0.50S+1.60H
2.23
osi
osi
150.000si
0.01484
OK
OK
+1.20D+1.6OLr+0.50L+1.60H
4.04
psi
150.00osi
150.00
0.02693
0.02693
+1.20D+1.6OLr+O.50W+1.60H
4.04
2.23
psi
i50.00osi
osi
0,01484
OK
+1.20D+0.50L+1.60S+1.60H
+1,20D+1.60S+0.50W+1.60H
Dsi
2.23 psi
150.00psi
0.01484
OK
OK
+1.20D+0.50Lr+0.50L+W+1.60H
2.79 Dsi
150.00osi
0.01862
ESI/FME, INC.
1800 E. 16TH ST. UNIT B
SANTA ANA, CALIFORNIA
General Footing
Project Title: 1 -STORY GUEST HOUSE @ MADISON CLUB - L(
Engineer;
Project ID: H 4 6 3
Project Descr:
Printed: 20 DEC 2018, 10;46AM
Description ; SW#3; CONCRETE PAD UNDER HARDY PANEL:
wmr�aogoyngN tf&RGA1.C.INC,
198ln19, k4m.10.18.8.25 -
TWO -Way "Punching" Shear .
Load Combination,..
Vu...-------
All units k
+1.20D+0.50L+0.50S+W+1.60H
-- — ---
2.23
— .1'ifi'l+n. -
Vu / Phi'Vn
- -
Status
+1.20D-0.50L+0.70S+E+1.60H
nsi
2.33
150.00Dsi
0.01484
_ — —OK
+0.900+WF0.90H
t0.$0p+E+4.90H
osi
1.67 osi
150.00psi
150,00Ds1
0.01556
OK
2.16 Dsi
150.00Dsi
0.01113
0.01439
OK
OK
Page:
ESI / F M E Inc. Date: 12/06/2018
STRUCTURAL ENGINEERS Jab #: H 4 6 3
Client: HC DESIGN
Project Name: "GUEST HOUSE @ THE MADISON CLUB -LOT 50A" Plan #: LA QUINTA, CA.
SHEAR WALL' DESIGN .
/SHEAR WALL LINE: fin 2015/C13C Sp,= ..1 SM!CL1PUFt*MLOAD PARMETH"S-0+%,= 0.76
(4 ] WALL(S) @ OMF BTWN GYM & PICKLEBALL: PLATE HT= 14 ft
~- r(WALL 1= a.00 ft OPENING- 0.00 ftWalli k _ s.00ft) WALL2_ o.00it WALL 3= 0.00 _ It WALL 4= 0.0_0 _ft -
SEISMIC - - -- - - - - -.. - -- - ... -TOTAL WALL LENGTH
=T $-00r ry
Ti LOAD =( 240 pif ( 19.5 ft/2+ 0 ) = 2,340 lbs.
T2 LOAD =( 285 pif ( 38.5 ft/2+ 0 ) _ ,' 5I8h lbs.
LOAD =( 0 pif ( 0.0 ft/2+ 0 ] 0 Ibs,
LOAD =( 0 pif ( 0.0 ft/2+ 0 = 0 lbs.
t SI iFwt = T. LOAD / L = 7826 lbs / 8.00 ft f' 978 lbs/ft
978 -lbs/ft-_.,�._
T1 LOAD =( 171 pif ( 19.5 ft/2+ 0 ) _ 1667 lbs.
T2 LOAD =( 190 plf ( 38.5 1 ft / 2 i� �0 )� 3658 lbs.
LOAD =( 0 pif ( 0.0 ? • / [ )' 0 lbs.
LOAD =( o pif ( o.o��f112+.�1 �'p 3 ] o lbs.
L SHEAR = T. LOAD / L = 5325 1q} / 0 fj R - 666 lbs/ft
-- 666 -lbs/ft..-----------..... --
_
- GOVERNING FORCE $EiSMi,� T76ri bs/R-
AHCHOR/SiR"? ANCHOR I
C0V,rcWE_ SEISMIC 1 W/ 8" Di .x 12' A.B.'s @ 16 "o/c 3x SILL AB16
UPLIFT: DBL SIDED
p = 0.67 FOR WIND, 0.76 FOR SEI 4 IC LOAD= V x Lw,r O.T.M.-Load x l'lt.Helght UPLIFT=(O.T.M.-R.M.)/L,,,,
RESISTING MOMENT = p x (Beating aH WelghN) +Roof D.L.xTdb-Width+Floor D,L.xTdb.Wxith]x(S.W. Length)' /2
WALL Wr= 18 psf x 17 ft = 297 lbs RDL= 24 psf Trbv7= 9 ft FDL- 14 psf TMV4 0 ft
RES-MOMsd,r,,= 12476 Ib LOAD= 7826 lbs. OT.M. = io-a%8 ft -lbs UPLIFT= 12136 Ibs Governing Uplift
RES.MOM%,,, a= 10999 j�71 LOAD= 5325 Ibs. O.T.M.%v d = 74547 ft -lbs UPLIFTw,,,� 7943 lbs 12136 Ibs
PROVIDE SIMPSON: HDkt4 PER POST, CAPACirY= 4565 Ibs NOT O.K.
ft Provide A35's or HI s @ 44 Inches O -f.. V= 113
U WALL(S) @ RIGHT SIDE OF PICKLEBALL, FAMILY RM, AND KIT.
PLATE HT- 15 ft
(_WALL 1= ii,5o ft OPENING=o.00
_ftWaII1 %=
11.50 11) WALL2` 28.00
---
ft WALL 3=
o.0o - ft WALL 4= _ o.00 ft
W
~SEISMIC --~ - - - -
w -- -
--^ -
TOTAL WALL LENGTH= 39.50-ft�
T2 LOAD =( 285
plf ( 38.5
ft/2+
0 } =
5486 Ibs.
T3 ..:::. LOAD =( 236
pif ( 20.0
ft/2+
0 ) -=
2360 Ibs,
T5 LOAD =( 112
pif ( 34.0
ft/ 2 +
0 ) =
1904 Ibs.
T6 LOAD =( 132
pif ( 34.5
it/ 2 +
0 } =
2277 Ibs.
L SHEAR = T. LOAD / L =
12027 Ibs /
39.50
ft
304 Ibs/ft
304 Ibs/ft
WIND
2 LOAD ={ 197
plf ( 38.5
ft/ 2 +
0 ) =
3792 lbs.
13 LOAD =( 162
plf ( 20.0
ft/2+
0 ) =
1620 Ibs.
LOAD =( 0
PIF ( 0.0
ft/2+
0 ) =
0 Ibs.
LOAD =( 0
plf ( 0.0
ft/2+
0 ) =
0 Ibs,
L SHEAR = T. LOAD / L =
5412 Ibs /
39.50
ft
137 Ibs/ft
137 Ibslft
-------------------------------------------------------------
GOVERNING FORCE=
SEISMIC
V= 304.5 Ibs/ft
AH HOR/STRAP? ANCHOR
'..o/c
CAWFORCE= SEISMIC _ 11
W/51 8" Dia.x
10" A.B.'S
56
Ptlj
UPLIFT:
_
_
P = 0.67 FOR WIND, 0.79 FOR SEISMIC LOAD= V x Lem
O.T,M.=Load x Plt.Height
UPLIFT=(O,T.hi.-R.M,)/L,,,ai
RESISTING MOMENT= p x [Bearing Wall WelghN) +Roof D.L.xTrib.Width+Floor D.L.xTrib.%Mth]x(S.W. Length)' /2
WALL Wr= 10 psf x 22 ft=
220 Ibs ROL=
24 psf
Trbw= 33
it FDL=
14 psf TrbW= 0 ft
RES.M0Ms6,= 50858 Ibs
LOAD= 3502 lbs.
O.T M.sj.,w, =
52524 ft-Ibs
UPLIFTs.-_j.=
144.9 Ibs Govorning Uplift
RES.MOMt,r"d 44835 Ibs
LOAD= 1576 Ibs,
O.T.h9.te.m=
23036 ft-Ibs
UPLIFTtti„d=
-1843 Ibs 145 lbs
PROVIDE SIMPSON: NOT REQUIRED
PER POST, CAPACITY= N.A.
lbs
O.K
Diaphragm Length= 104 it
Provide A35's or
HI's @ 44
inches O,C.
V= 116
plf
veasloH ra f .:
75
Feb 11, 2019
Company 2:15 PM
''RISA Designer Checked By: CA
Job Number H 4 6 3
; OM Y Model Name H463 GUEST HOUSE @THE MADISON CLUB LOT 50A
(Global) Model Settin s
i]is la Sections for Member Calcs
■A-- 1r.Fe.rn.-.1 Cnnfenne fnr mamhwr C:aics 97 - __-__..- .. - .. .
es -
Pelta for Wails?
res
lly Iterate Stiffnessfor Walls?
Yes
)ns for Wall -Stiffness
3
:elera#ion ftlsec"2
32.2
Size in
12
r:n rnnvaraence Tol. ME-)
4
Hof Rolled Steel Properfies
Hot Rolled Steel Secti0t) Sets
Design Size and Code Check Parameters
I Min Deohl x�WidtbLnl. -_—Min.--- ld h i x Sh }rk
_.__Typical - - f1 --
RISA -21D Version 18.0.0 [CALocal Disk1H463 MADISON - LOT 501H463.r2d] Page 1
76
Company Feb 11, 2019
111RISA PM
Designer 2:15 ke
Jab Number H 4 6 3 Checked By:
Model fame H463 GUEST HOUSE @THE MADISON CLUB LOT 50A
Deflection Design
Label& C —
240 2 360 3 240 -
Joint Coordinates and Tem erasures
Joint Bounds Conditions
Drift Definitions
Pyne -
Joint Label- -Et
No Data to Print ...
Hot Rolled Steel Design Parameters
�S•JL��� YAW k1 - -
Joint Loads and Enforced Displacements (BLC 1
p•re [{ -itL sin.radj, tk'a" ft...
Joint Loads and Enforced Dis lacements LBLC 3
.loi�_t_ WIQL J L,(],Nl.._... ..._ -..—_Di g—Cli n e k {3i Pati), -(k' µ
....... —
J
�- X - _...
Member Point Loads
tJML ri
_ No Data to
Member Di_s#ributed Loads BI -C 1
Member Distributed Loads SLC 2
I ' - w -i
64
~RISA -2D Version 18.0.0 [C:1Local Disk\H463 MADISON - LOT 501H463.r2d] Paye
q7
Company Feb 11, 2019
111RISA Designer 2:15 ke
PM <&
Job Number H 4 6 3 Checked By:
Model Name H463 GUESTHOUSE @ THE MADISON CLUB - LOT 50A
Basic Load Cases
Moving Loads
Movirm Load Patterns
0.9orn i anal Load Direction Distance
Load Combinations
1.14DL+E
DL + LL Yesl Y 1 _ 1,
ADL+1.4E Y - 1 -1 1 3 11.4
Load Combination Desi n
[!'ember Suggested Shapes
ip;
Joint Reactions (IgV Combination
(a 11 �%L
RISA -2D Version 18.0.0 [C:1Local DIWI-1463 MAl)iSUN - w I 9UXr1'40J,1ZUj I u&�
111RISA
Company
Designer
Jodi Number
Model Name
H463
H463 GUEST HOUSE @ THE MADISON CLUB - LOT 50A
`! o
Feb 11, 2019 <i2:15 PM
Checked By:
Story Drift - X -Direction, Service
W SWiy (Elexalio Woo Data #0 PrintStory Drifl[LnL _.-. Drif t Ratia. {°la} 2ndll st Ratio
Member Section Forces
I r AAnmhne I �hdl Ce.. Av.'.IWl Chna.lW RA - MR, 10
1 1 M1
1
27.53
-9.658
Q
2
2
27.536
-9.658
36.217
3
3
27.536
-9.658
72.434
_4.
5
4
5
L36.
27.536
-9.658
-9.658
144.869_
6 1 M2
1
24.188
27.636
144.869 �-
7
2
24.188
12-032
-171.67
8
3
24.188
0
=240.145
0
4
24.188
-18.976
-60.556
v5
5
2 .18
-34.48
367.096
1 1 _ M3
1
34.48
-13
367.096
12 - _ _ - _ - -_ - _
1
15
2
3
4
34.48
34,48
`34.48
4
24.473
24.473
4.473
4. 7
275.322
183.548
91.774
0
Maximum Member Section Forces
I el RA.-h.r I �hnl Ovialnrl I AMU Rhaft ilel I .riFfl Kh^. nnie-411 I n^fkl
1 1
M1
max_
min
27,536
':27,536
-9 65
2
144.869
15
2
3 1
_
--- . _ ._
M2
-9.658
0
0
0
ax4.18 0
27.536 Q 6
4
4
4
min_
24.188
0
4.4$
64
-246. 6
:28.667
5 1
M3
max
34.48
0
24.473
0
367,096
0
6
-8-504.
mi _
34.48__
a
24.473
0
0
15.
Member End Reactions
Member Section Stresses
I el AAa nnher I shat Cor A.;; if 4cfi '1'.... 92.,...AI-1L.-A
1 I M1
1
1.377
-1.064
0
0
2
2
1,377
-146
m3,098
3.09
1.377
-1.064
-6,196
6A90
4
4
1:377
-1.064
_ _=9.29
-12.392
9.294
12.3 2
5 77 -1,064
6 M2
1�
_39
1
_513
6.07
5. 13
-6.079
2 9 .782
3
.39
-.226
8.504
-8-504.
39
-1.233
2.145
-2.145
1 10
5
-13
1
RISA -2D Version 18.0.0 [C:1Local Disk\H463 MADISON - LOT 501H463.r2d] Page 4
1
111RISAJob
Company Feb 11, 2019
Designer2:15 PM
Number H 4 6 3 Checked By:
Model Name H463 GUEST HOUSE nQ THE MADISON CLUB - LOT 50A
Member Section Stresses (Continued _
l OM gLLabel 5 c I[ksi Sheaftsil Top R -fin iksil Gn, Hen inn si
11
1
---r
9 -
1
1.724
1 2.697
-31.46
1 31.402
12
-.003
-.005
-172
-,369
2
1 72
2.
-23 55
23.551
1
» 8 7
291
3
1.724
2.697
-1.5,701
15.701
14
_
4
1.724
2.697
-7,86
7.85
15
2
_ .�..-..-
5
_
1.724
2.697
0
0
Member Section Deflections Service
LC Member Label$g, x tin]
( ----- No Data to Print...
Member Section Deflections Strenc;rfh
heLA ei in in E
1
1
---r
9 -
0
0
NC
W21X68
All
3
-.003
-.005
-172
-,369
IQ48
488
3
64 .112 64 262.48
18 Q.2871973-054 1.782 H1 -1b
$-
A08
» 8 7
291
5
5
-.011
-.943
_
191
6 ._
M2 1
_ 9 9
NC
7
2
94
- .681
460
8
3
-2.
340
9
4
933
_
-1.284
60 - T-
10
6
.93
:-.013
NC
11
1
3 1
1013
.93
NC
2
2.01
.925
91
1
_
_ 3
- ---- 4
_• _-. _ 5 i
.007
003
0
.725
0
692
1108
NC -
14
15
MemberAlSC 14th 3( 60 -?0): ASD Steel Code Checks
LC Member
Shane
U
LnrJfll Prirlom fk1
P 1
1 M1
W21X68
All
15 .053 0 287.905
598.802 99.202 1.667 H1Ab
2 1 M2
W14X21
-423
64 .112 64 262.48
18 Q.2871973-054 1.782 H1 -1b
1 M3
W2 5
.9 9
0 .135 0 2$7.905
$_ 02 202 1.667 H1 -1b
RISA -2D Version 18.0.0 (C:ILocal Disk\H463 MADISON - LOT 501H463.r2d) Page 5
GM E51/FME, Inc. /']
Structv,ol rrpineers PROJECT: GOES] HOUSE: AT niE MR015ON CLUO-LOT 50A PAGE: t5t/
1800 Easti6th street, Unit 9 CLIENT: OMFHtwNGYi'd&P1CKLF8ALLR0OIA DESIGN BY: -
Santa Ana, t:4.92701 JOB NO.: 114 a 3 DATE: wt2mis REVIEW BY :
Sala mic Posign for Intermodtate/Ordinary Moment Resisting Frames Based an 2016 COC, AISC 341-10116 & AISC 358-10116
INPUT DATA & DESIGN SUMMARY
COLUMN SECTION
A d tw
20 21.1 0.43
BEAM SECTION
A d tw
62 15.7 0.98
STRUCTURAL STEEL YIELD STRESS
THE FACTOR AXIAL LOAD ON THE COLUMN
BEAM LENGTH BETWEEN COL. CENTERS
AVERAGE STORY HEIGHT OF ABOVE & BELOW
_>
W21X68
.'. .
[ 52 / (Fy)05 for AISC Seismic 97, Tab. 1-9-1]
Wi: SEISMIC DESIGN FACTOR COMPARISON (ASCE
7-10, Table 12.2.1)
FRAME TYPE
br
tf
Sx
Ix rx
ry
Zx
k
827
0.69
140
1480 860
1.80
160
119
=>
W1.4X211.:i
.
Where Ob = 0.9 , Py = FA = 1000 kips
bf
tr
Sx
I. rx
ry
Zx
k
15.80
1.56 -
338
2660 6,55
4.08
390
216
Fy = ',;
:,50
ksi, (345 MPa)
P. = .
` 50:_:.
kips, (222 kN)
L = :.64
. IT, (19.51 m)
h= :=115
:..
!T (4.57 m)
THE DESIGN IS ADEQUATE.
(Continuity column stiffeners 1.125 x 10
with I/4" fillet weld to web & CP to f anjus.
A doubler plate is required with thickness of 1.112 in. )
ANALYSIS
0.32 [Es / (Ry Fy)]P5 = 7.04 [Satisfactory]
[ 52 / (Fy)05 for AISC Seismic 97, Tab. 1-9-1]
Wi: SEISMIC DESIGN FACTOR COMPARISON (ASCE
7-10, Table 12.2.1)
FRAME TYPE
R
06
Cd
SMRF
8
3
51/2
IMRF
4.5
3
4
OMRF
3.5
3
3
CHECK BEAM LOCAL BUCKLING LIMITATION (AISC 341 Tab. D1.1)
�I
bt / (2tt) = 5,06 <
0.32 [Es / (Ry Fy)]P5 = 7.04 [Satisfactory]
[ 52 / (Fy)05 for AISC Seismic 97, Tab. 1-9-1]
Where Es = 29000 ksl, Ry = 1.2 , (AISC 341-16 Table A3.1)
h / L„ = 11.61 <
2.57 (Es / (Ry F,))05 = 56.50 [Satisfactory]
( 418 / (Fy)O 5 for FEMA Sec. 3.3.1.21
Cf ]ECK COLUMN LOCAL BUCKING LIMITATION (AISC 341 Tab. 01.1)
bl / (24) = 6.04 <
0.32 (Es / (Ry Fy)]0 5 = 7.04 [Satisfactory]
[ 52 / ([:,f " for AISC Setsmic 97, Tab. 1-9-1)
3.96(L,1(Ry Fy)"(1-3.04Pdj ,Py) = 72.36 , for Pj0bPy s 0.114
h / LH = 43.53 <
[ 520 / (Fy)OS(1-1,64P^Py) for AISC Seismic 97, Tab. 1-9-1]
(Es!(Ry Fy))0 5 MAX[1.57, 1.29(2.12 - C j = NIA , for P„ /ObPy > 0.114
` ( MAXf `1911 (Fy)OS(2.33-P,/ObPy) , 253 / (Fy)05] for AISC Seismic 97, Tab. 1-9-1)
[Satisfactory]
Where Ob = 0.9 , Py = FA = 1000 kips
CHECK CONTINUITY PLATE REQUIREMENT (AISC 358 2.4.4)
td = MIN(bbf / 6, 0.411.8bbi for (FybRyb) / (FybRyb)] O 5 }= 2.63 in > actual td
(The continuity plates requlred.)
tst = tbt for interior connection, or (tbt /2) for exterior connection = 1.56 in,USE 1.13 in
bst = 10 in < 1.79 (Es 1 Fyst )0 5 tst = 57.15 in, (LRFD Sec. K1.9)
(Satisfactory]
OcPn,st = O Fa A = 1506.1 klps
Where 0.9 hst = do - 2k = 1872
K = Lc/L = 0.75 K hst / rt < 200 (AISC 360 E2) (Satisfactory]
I = Ist (2bst + t,j '/ 12 = 866 Ino /,c = 0.036
A = 2bsttst + 25(t j 2 = 47 int Fu = 35.98 ksi
rat = (I / A )O 5 = 4.31 in Fyst = 36 kips, plate yield stress
Pest = Ryb Fyb bib tfb = 1478.9 klps < OcPn,st [Satisfactory]
The best fillet weld size (AISC 360 J2.2b)
W = 114 in > VIMBt = 0 1875 In
< wMAx = 0 3125 in
[Satisfactory]
The required weld length between A36 continuity plates and column web (AISC 360 J2.2b)
Lw = OAtt-mtFy / ((2) 0 Fw (0.707 w)] = (1.125 x 15.7) x 36I ](2) 0.75 (0.6x70)(0.707x1t4)j = 24.25 in
Where Lnei = do - 2(k + 1.5) = 15.7 < 2(Lne, -0.5) [Satisfactory]
(Use complete Joint penetration groove welds between continuity plates & column flanges.)
N
PANEL ZONE THICKNESS REQUIREMENT (AISC 341 E2.6e)
tR.QD = MAX 01, t2) = 1.92 in
ty = Cy Mpr (h - db ) / ]0.9 (0.6) Fy= Ry.c dc (db - tro) h] = 1.92 in
Where Cy = Sb /(Ca Zb) = 0.76
Cpr = 1.15 (AISC 358 2.4.3)
Ry = 1.2
Sb = 21b / db = 339 in'
Ib = 6 = 2660 Ino
Ma = Nb CWRyFyb Zb = 2243 R -kips
Nb = 1 (if double side connection of beams, input 2)
12 = (dz +wz )190 = (db -2W + d� - 2k) / 90 = 0.36 in
Since I., = 0.43 in < tReqD , a doubler plate is
required with thickness of 1-1/2 in.
ICr1FCK BEAM TO COLUMN CP FLANGES WELD AT 0.02 RADIANS STORY DRIFT (AISC 341 E2.6)
0.421 a _ hr3rr 6.37 it
Io L �l �6ir i I�v
b=h(3rra-t i 9.63 R A=0.02h= 7.20 in
16u4•1J
Uh 6E
A•I &�, _ A = 2469 ft -kips, (conservative value
2(1+6n)b' +az a + L l at center line of column)
lj� �1, 21b1]
6_r
0
Plug _welds
a o to doubler
LM
k+1.5 k+1.5
Mu,r = MAX(VMs. , 0.61VIp) = 2222 ft -kips, (AISC 341 E3,6b)
< ¢Ms = ¢ 0.6FEDV 0.5trbr(dQ2 = 6468 ft -kips, (AISC 3730 J2.4)
[Satisfactory]
Where y = 0.9 , changeable factor for beam moment at Column face
Mp = 1625 ft -kips
Technical References:
1, AISC 341-10/16: "Seismic Provisions for Structural Steel Buildings", American Institute of Steel Construction, 201012016.
2. AISC 356-10/16: "Prequalified Connections for Special and Intermediate Steel Moment Frames for Selsmlc Applications",
American Institute of Steel Construction, 2010/2016.
3. AISC 360-10116: "Specification for Structural Steel Buildings", American Institute of Steel Construction, 2010/2016.
4, Thomas A. Sabo) P1y.D. S. E.: -2005 AISC Sefsmle Provisions and Seismic Design Manual 8erntgw7 A1SC, OCI. 12, 2006.
IN
r
ESI/FME, INC. Project Title: 1 -STORY GUEST HOUSE. @ MADISON CL> JR - C
1800 E. 16TH ST. UNIT B Engineer:
SANTA ANA, CALIFORNIA Project ID: H 4 6 3
Project Descr:
Printed: 12 FEB 2019, 10:41AM
Description: BASE PLATE FOR STEEL OMF:
Code References
Calculations per Al SC Design Guide # 1, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: ASCE 7-10
General information
Material Properties
AISC Design Method Allowable Strength Design
Steel Plate Fy = 36.0 ksi
Concrete Support f _ 2,50 ksi 0 c : ASD Safety'Factor.
Assumed Bearing Area `.Full Bearing Allowable Bearing Fp per J8
Column & Plate
k
Column Properties
L: Live ....... k
Steel Section : W21x68
k -ft
Depth
21.1 in Area 20 in"2
Width
8.27 in Ixx 1480 in A4
Flange Thickness
0-685 in lyy 64.7 in"4
Web Thickness
0.43 in
Plate Dimensions Support Dimensions
N : Length 22.0 in Width along "X' 25.0 in
B: Width 8.50 in Length along "Z' 24.0 in
Thickness 0.750 in
Column assumed welded to base plate.
Applied Loads
— P -Y N V -Z M -X
D: Dead Load ...... 33.50 k
k
k -ft
L: Live ....... k
k
k -ft
Lr: Roof Live ......... 11.140 k
k
k -ft
S : Snow ................ k
k
k -fl
W: Wind ................ k
k
k -ft
E: Earthquake ............. k
25.0 k
k -ft
H: Lateral Earth ........, k
k
k -ft
" P " = Gravity load, "+" sign is downward
"+' Moments create higher soil pressure at+Z
edge.
Shears push plate towards +Z edge.
Anchor Bolts
Anchor Bolt or Rod Description 314
Max of Tension or Pullout Capacity...........
k
Shear Capacity .........................................
k
Edge distance: bolt to plate ...................
3,0 in
Number of Bolts in each Row ...................
2,0
Number of Bolt Rows ........................
1.0
2.50
1.0 ksi
8 -1/2"
-r4L
T[TFA�
r
ESI/FME, INC.
Project Title: 1 -STORY GUEST HOUSE @ MADISON CLUB - CC
1800 E. 16TH ST. UNIT B
Engineer:
LLoding
SANTA ANA, CALIFORNIA
Is
Project ID: H 4 6 3
Project Descr:
Pa: Axial Load 1111
33.500 k
Primed: 12 FEB 2019, 10:41AM
_
Steel Base Plate ---
Design Plate Height .........
Fkks=CliorAtfr1W46351A-1W4s3-ec&.
fa: Max. Bearing Pressure
Sofixxe capy ' b1 F;Nk:H AW. IHC. 15n20tS. QuiA i6. iB.8.25 .
Description: BASE PLATE FOR STEEL OMF:
8.500 in
Stress Ratio .......................
GOVERNING DESIGN LOAD CASE SUMMARY
Ma: Max. Moment .....................
0.279 k -ft
Plate Design Sunirnarv_
fb : Max. Bending Stress ...............
1.985 Lqi
Design Method Allowable Strength Design
Fb : Allowable:
21.557 ksi
Governing Load Combination +D+Lr+H
Fy/Omega
lb: Actual ..................
Governing Load Case Type Axial Load Only
Bending Stress Ratio
0.092
Governing STRESS RATIO 0.2387
21.557 ksl
Bending Stress OK
Design Plate Size 1'-10" x 8.1/2" x 0.3/4"
fu : Max. Plate Bearing Stress ,...
0.239 ksi
Pa: Axial Load .... 0.000 k
Fp: Allowable:
1.000 ksi
Ma: Moment........ 0.000 k -fl
m ...... I ...............
0 977 in
Bearing Stress Ratio
0 239
0.942 in
Bearing Stress Of"
Load Comb.: +D+H
Axial Load Only, No Moment
LLoding
Gearing Stresses
Pa: Axial Load 1111
33.500 k
Fp: Allowable ................................
1.000 ksi
Design Plate Height .........
22•DOO in
fa: Max. Bearing Pressure
0.179 ksi
Design Plate Width .........
8.500 in
Stress Ratio .......................
0.179
M/be dWerent hom entry if partial bearing used.
Piale BendingStra�sses
Al : Plate Area .........
187.000 in"2
Mmax = Fu ' L"2 / 2 .........-........
0.153 k-It
A2: Support Area ..................
241.477 inn2
lb: Actual ..................
1,087 ksi
sgrl(A2/A1)
1.136
Fb : Allowable- ............................
21.557 ksl
Stress Ratio ................:....
0,050
Distance for Moment Calculalion_
m ...... I ...............
0 977 in
n ......................
0.942 in
X ............................
0.145 in^2
Lambda ......................
0.396
......
3.302 in
n'' Lambda._.- ...... .... 11_...........
1.307 in
L = maxim, n, n") .........................
1.307 in
Load Comb.: +p+L+H
Axial Load Only, No Moment
Loading
Bearing SI(esses
Pa: Axial Load 1111
33.500 k
- T
Fp: Allowable .........................„,.»
1.000 ksi
Design Plate Height .....,...
22•000 in
fa: Max. Bearing Pressure
0.179 ksi
Design Plate Width .........
8.500 in
Stress Ratio .......................
0,179
iYrll be dilferenl from entry if partial bearing used.
Plate BegdLrig Stresses
Al : Plate Area .........
187.000 in12
Mmax = Fu ' L°212 .............1111..
0.153 k -ft
A2: Support Area ..................
241.477 1n"2
fb : Actual ................................
1.087 ksi
sgd(A2/Ai)
1.136
Fb : Allowable ..............................
21.557 ksi
Stress Ratio .....................
0.050
Distance for Moment Calculation
° W.I., .... 1.111.1 ... ...
0.977 in
' n' .....................
0.942 in
X.- .............. -.1 ........
0.145 1n"2
Lambda.... .... _
0.396
....
3.302 in
n" Lambda ............................. ..
1.307 in
L = maxim, n, n") .........................
1.307 in
�L
ESIlFME, INC. Project Title: 1 -STORY GUEST HOUSE @ MADISON CLUB - L(
11800 E. 16TH ST. UNIT B Engineer:
SANTA ANA, CALIFORNIA Project ID: H 4 6 3
Project Descr:
Steel Base Plate
Description : BASE PLATE FOR STEEL OMF:
Load Comb.: +D+Lr+H
Loadim
Pa: Axial Load ....
Design Plate Height..,......
Design Plate Width .........
Wil be d-ifereni from enby if partial bearing used.
Al : Plate Area .........
A2: Support Area ..................
sgrt(A2JA1 )
Disiance for Moment gftlafion
.M% ....
..............
' n' ...................
X.......».....................
Lambda ......................
n' .....................-.................
n' *Lambda ................ ......... ....
...
L= maxim, n, n") ........................
44.640 k
22.000 in
8,500 in
187.000 inA2
241.477 inA2
1.136
0.977 in
0.942 in
0.193 inA2
0.463
3.302 in
1.529 in
1.529 in
Printed: 12 FEB 2019, 10:41AM
- Re . C:10CA1D- M461VA-1"463.eW .
far000plrigm ENERCALC, IhG. 1983.2018, ftid t0.183-25
Peaiino Stresses
Fp: Allowable .- .......
fa : Max. Bearing Pressure
Stress Ratio .....................
Plate Bending Stress[
Mmax = Fu' LA212 ...................
lb: Actual ................................
StressRatio .....................
Load Comb.: +D+S+H
........... ..
Lgading
' n ........:............
8oarino Strosso
Pa--: Axial Load ....
33•500 k
Fp : Allotvabla ...............
Design Plate Height .........
22.000 In
fa: Max. Bearing Pressure
Design Plate Width ....,...,
6.500 in
Stress Ratio .....................
6Y11 be d:ifrrenf frown entryd parb'al bearing used.
Will be dArerent from entryHparVat bearing used.
Plate Bending SitesSeS
Al : Plate Area .........
187.000 inA2
Mmax = Fu ' LA212 ...................
A2: Support Area ..................
241.477 inA2
lb: Actual ................................
sgrt(A2fA1)
1.136
Fb : Allowable ..............................
1.733 ksi
sgrt(A21A1)
Stress Ratio .....................
Oislance for Moment Caiculation
........... ..
0. in
' n ........:............
0.942 in
X..............................
0.145 inA2
Lambda ......................
0.396
fa: Max. Bearing Pressure
0.224 ksi
n" Lambda ................................
1.307 in
L = max(m, n, n") .........................
1.307 in
Load Comb.: +D+0.750Lr+0.750L+H
Axial Load Only, No Moment
1.000 ksi
0.239 ksi
0.239
0.279 k -ft
1.985 ksl
21.557 ksi
0.092
Axial Load Only, No Moment
1.000 ksi
0.179 ksi
0,179
0.153 k•k
1.087 ksi
21.557 ksi
0.050
Axial Load Only, No Moment
Goadlnct
Rearing Stresses
Pa: Axial Load.-
41.855 k
Fp : Allowable ...............................
1.000 ksi
Design Plate Height........
22.000 in
fa: Max. Bearing Pressure
0.224 ksi
Design Plate Width .........
8.500 in
Stress Ratio .......................
0.224
Will be dArerent from entryHparVat bearing used.
Plato Bending Stfes5e5
Al : Plate Area .........
187.000 inA2
Mmax = Fu 'LA212 ...................
0.244 k -ft
A2: Support Area ..................
241.477 inA2
fb : Actual ................................
1.733 ksi
sgrt(A21A1)
1.136
Fb : Allowable ..............................
21.557 ksi
Stress Ratio .....................
0.080
Distance for Moment Calculation
' m " .....................
0.977 in
" n ' .....................
0.942 in
X ..............................
0.181 inA2
Lambda ......................
0.447
n" Lambda... .......... ...
ambda.::..........._..,
1.476 In
L = max(m, n, n") .........................
1.476 in
DETAILED OUTPUT FROM QUICK ANCHOR v2.0.6 DATE: 02/12/2019
Project: H463 MIDISON CLUB - LOT 50A
Phone: _ [ Email:
PROJECT INFORMATION
Anchor arrangement
-------------------------------------------
Number of anchors = 4
Number of rows = 2 with spacing = 4 in.
Number of columns = 2 with spacing = 16 in.
Cright = 25 in., Cie€t = 25 in., crop = 31 in., Cbottom= 31 in.
Concrete depth, ha= 18 in.
Anchor properties
------------------------------------------------
Anchor used: J or L Hook of ASTM F 1554 Grade 105 steel
[Anchor material is ductile]
f„ta = 125000 psi
Anchor diameter, da= 0.75 in.
Anchor effective cls area, ASe= 0.334 in .2
Bearing length of anchor hook, eh= 2 in.
Anchor embedment depth, he€= 12 in.
Concrete properties
fo' = 3000 psi
X55'
Concrete weight: Normal Wt ...... Pa= 11
Concrete is cracked under service load.
Supplementary reinforcement for tension: Not provided
Supplementary reinforcement for shear: No or smaller than No.4 bar
reinforcement is provided.
Strength reduction factor, 0
------------------------------------------------
for steel failure in tension - 0.65
for steel failure in shear = 0.6
for concrete breakout or side --face blowout in tension = 0.7
for anchor pullout in tension = 0.7
for concrete breakout in shear = 0.7
for anchor pryout in shear= 0.7
S. K. Ghosh Associates Inc. 1334 East Colfax Street, Palatine, IL 60067 Page I of 8
DETAILED OUTPUT FROM QUICK ANCHOR v2.0.G
Project: H463 NIADISOIVCLUB-LOT5011 -_
t'reparecl
Com
Phone:
Email;
Load information
....................................
-__- - ___--___ ._ -
Tension-�_
DATE: 02/12/2019
seismic = 0 kips; non -seismic
Eccentricities of tension load: e�`'`kip 0 in.
and e f �,,Y = 0 in.
Sheax (x-dire.ti.on) ;
Seismic = 25 kips; non -seismic
Direction of X -shear: Towards the nearest edgekips; e r ^ 0 in.
Shear (Y -direction):
seismic = 0 kips; non -seismic
Direction of Y -shear: Towards the0ne1ps� e�v,Xb= 0 in.
arest edge
Maximum load from attachment:
tension = 0 kips; x -shear = 0 kips; y -shear = 0 kips.
Structural overstrength factor - 1
Miscellaneous information
Seismic Design Category is C -or higher- �'-
Code used: ACI 318-11
Load combination to compute required strength: ACI 318
Section 9.2
1. STEEL STRENGTH OF ANCHOR IN TENSION, �Nsa
Design strength of a single anchor:
Osa = Ase futa = 0. 65X0. 334x125000 lbs = 27.14 Flips
Based on the most heavily loaded anchor:
I. This anchor carries 25.00% of the total tension load.
Design strength of the whole group = 27.14/0.25 = 108.55 kips
p
S. X Ghosh Associates Inc. 1334 East Colfax Street, Palatine, II, 60067
Page 2 of 8
DETAILED OUTPUT FROM QUICK ANCHOR v2.0.6
ect: H463 JWDISONCLUB -LOT 50A
iaied by: - .... ---
Company:
Email:
2. CONCRETE BREAKOUT STRENGTH IN TENSION, �N,bg
DATE: 02/12/2019
Cright = 25 in.; Cleft = 25 in.; ctop == 31 in.; cbottom = 31 in.; het = 12 in.
A.aco _ 9hef 2 = 1296.00 in. z and A:,e = 2080.00 in. r ...... [Fig RD.5.2.11
Nb = kc X. (fc r)0.5 (hef )1-51bs...... [D.5.2.2]
= 2.4xlx3000°•5x12.001.5 lbs = 54.64 Kips
Eccentricity factor, %r,;,......[D.5.2.4]
For eccentricity in x -direction, 11ec,t+x = 1 /(l + 2e'tr,x / 3het) = 1.00
For eccentricity in y-direction,ec,Ny = 1 / (1 + 2e'N,y / 3hef) = 1.00
%,:,N = Tec,.i.%,:,tiy = 1.00
Edge effect factor, %d,v...... [D.5.2.5]
Ca, min = 25 in.
When Ca,min is greater or equal to 1. 5hef , %d,N = 1
Factor for uncracked concrete, %,tz...... [D.5.2.6]
Because concrete is cracked under service load, Tc,t,= 1.00
Design strength of the anchor group:
NCbg = � (A.'Jc / ANco ) %c, t, 111.d, iT 7c, t7 Icp, N Nb
0.7x(2080.00/1296.00)x1.00xl.00xl.00x1.00x54.64
61.39 Kips
ACI 318-11 Section D.5.2.9 allows substituting the concrete breakout
strength as calculated above by the design strength of anchor
reinforcement where the anchor reinforcement is developed in accordance
with Chapter 12 on both sides of the breakout surface.
A strength reduction factor of 0.75 shall be used in the design of the
anchor reinforcement.
3. STRENGTH IN CONCRETE SIDE FACE BLOWOUT FOR HEADED ANCHOR IN TENSION,
Osbg
Concrete side -face blowout does not apply for anchors without heads
S. K. Ghosh Associates Inc. 1334 East Colfax Street, Palatine, IL 60067 Page 3 of 8
DETAILED OUTPUT FROM QUICK ANCHOR v2.0,6
Pir-vject: H963 jLMDISONCLUB - LOTSDA
Prepares by.
C°
Phone:
Email:
z'ULLUUT STRENGTH OF ANCHOR IN TENSION, Npn
eh < 3da. Pullout strength not calculated.
5. CONCRETE BREAKOUT STRENGTH IN SHEAR, OV,,,,
Shear in X -Direction
5g
DATE: 02/12/2019
Governing failure mode:------------------------------------------------
^
BreakouttakesMPlace 'from the 1st
line of
anchors from the governing edge subjected to 100.000 of thetotal.shear
Shear perpendicular to an edge:
Governing edge distance in the direction of shear, Cal= 25 in.
Ctop = 31 in.; cbottom = 31 in.; ha= 18 in.
Both orthogonal edge distances and concrete thickness are less
1.5ca1 . Therefore, cais than
l reduced to 20.67 in.
Projected breakout area: width = 66 in.; height = 18 in.
Avco = 4.5 (caj ) 2 = 1922.00 in. 2 and Avc = 1188. 00 in. 2
RD. 6.2. 1 (a) and (b) ] ... [Fig
le = Min. of hem and 8da = 6 in.
Vbis the smaller of =
[7 (le /d? ) 0.24,, °•5 ] Xa f'c o.s cal l.s , 47.28 kips, and
9 ),a f 1
Cal — 46.31 kips
Governing Vb= 46.31 kips
Eccentricity factor, T*c,v...
rec,v = 1 /(1 + 2e'v / 3Cal) = 1.00 .6.2.5]
Edge effect factor, Tyd,v...... [D.6.2.6]
Tvd,v = 1.0 for cat >- 1.5cal ]
%d,v = 0. 7 + 0. 3 [C12 /1 . 5Ca1 ] for Cat < 1 . 5ca1
Ca2 = 31 i n . tgd, v = 1
Factor for uncracked concrete, tl,,v...... [D.6.2.7]
S. K. Ghosh Associates Inc. 1334 East Colfax Sta'eet, Palatine, IL 60067
Page 4 of 8
G
S.
Gc
ar
DETAILED OUTPUT FROM QUICK ANCHOR v2.0.6
Project: H463 -,WDisojvCLUB - LOT 50,4
Plvpamd ley;
Phone: Email:
DATE: 02/12/2019
rcx cracked concrete at service load, with no or less than No.44 bar
supplementary reinforcement, Yc,v � 1
Factor for small concrete depth, 11A,v...... [D.6.2.8]
%'V = 1, for ha >= 1.5ca1
"A,v = (1 . 5cai /ha ) 0-5, for ha < 1. 5ca1
ha = 18in. ...... %,v - 1. 31
Ocbq = � (Avc / Avco ) """' T J,,,•
c,v%,v Vb= 26.30 kips
Shear parallel to an edge:
Governing edge distance parallel to shear, cal= 31 in.
Both orthogonal edge distances and concrete thickness are less than
1.5ca1 . Therefore, cal is reduced to 16. 67 in.
Projected breakout area: width....•[D•6.2.4]
Av.
66 in.; height = 18 in.
co = 4.5 (cal) z = 1250.00 in. z and Av, = 1188. 00 in. z
RD -6-2-1(a) and (b)] ....[Fig
le = Min. of he# and 8da = 6 in.
Vo is the smaller of
[7 (la /da ) 0.2 0.5
] �a f 0.5 cal i.s = 34.24 kips, and
9 %a'� 0.5 �
Cal .5 = 33.54 kips
Governing V. = 3,3.54 kips
Eccentricity factor, Llec,v = 1 /(l + 2e'v / 3ca1) = 1.00
Factor for uncracked concrete, Tc,v= 1.00
Factor for small concrete depth, %,v = (1 . 5cai /ha ) 0.5 = 1. 18
Ocbg = � 2 (A,,, / A,,co ) Yfec,VTed, v%',v%,V Vb = 105.19 kips
overning shear strength in X -direction, �Vcbg = 26, 30 kips
Tear in Y -Direction
`
'verning failure mode: Breakout ^takesfxom the 1st line place -
ichors from the governing edge subjected to 100.000 of the total shear
S. K. Ghosh Associates Inc. 331 East Colfax Str•ect, Palatine, IL 60067
Page 5 of 8
DETAILED OUTPUT FROM QUICK ANCHOR V2.0.6
DATE: 02/12/2019
P►•oject: H463 AJfIDISONCLUB - .LOT SDA
Prepared by:
C0111pally:
Phone: Email:
Shear perpendicular to an edge:
Governing edge distance in the direction of shear, cal= 31 in.
cleft = 25 in.; C,i,,t = 25 in.; ha = 18 in.
Both orthogonal edge distances and concrete thickness are less than
1.5Ca1 . Therefore, cal is reduced to 16.67 in.
Projected breakout area: width = 66 in.; height = 18 in.
Avco = 4.5 (cal ) 2 = 1250.00 in. 2 and A,c = 1188.00 in. 2 .
[Fig
RD.6.2.1(a) and (b)]
le = Min. of hef and 8da = 6 in.
Vo is the smaller of =-
[7 (le /da ) 0.2 da o.5 1 Xa f 'c o.5 Cal 1 5 — 34.24 kips, and
9 %a f o.s Cal 1.5 = 33 .54 kips
Governing VD= 33.54 kips
Eccentricity factor, `-c.v...... [D. 6. 2. 51
'lec,v = 1 / (1 + 2e `v / 3Cal) = 1 . 00
Edge effect factor, 'led,v...... [D.6.2.61
%d,V = 1.0 for Cat >= 1.5C2,1
red,V = 0. 7 + 0. 3 [Ca2 /I. 5C,,1 ] for Cat < 1. 5Ca1
Ca2 = 25 in. ...... %d,v= 1
Factor for uncracked concrete, ',,v ...... [D.6.2.7]
For cracked concrete at service load, with no or less than No.4 bar
supplementary reinforcement, %,v= 1
Factor for small concrete depth, %,v ...... ED. 6.2.8]
%,v = 1, for ha >= 1.5ca1
%,v = (1.5ca1 /ha )o.', for ha < 1.5ca1
ha = 18in. ...... ' 'Vi 1. 18
�Vcbg = (Avg / Avco) 'lec.vTed,v'%,v%,v Vb = 26.30 kips
hear parallel to an edge:
Governing edge distance parallel to shear, cal= 25 in.
S. K. Ghosh Associates Inc. 1334 East Colfax Street, Palatine, IL 60067
Page 6 of 8
DETAILED OUTPUT FROM QUICK ANICHOR'2.0.6
Project: H463 AMDISONCLUB-LOTSDA
Preps:red hy:
Couilmny:
Phone: Email:
DATE: 02/12/2019
Both orthogonal edge distances and concrete thickness are less than
1.5cai. Therefore, cal is reduced to 20.67 in. ......(D.6.2.4]
Projected breakout area: width = 66 in.; height = 18 in.
Avco = 4 .5 (cal) 2 = 1922. 00 in. 2 and Avc = 1188. 00 in. 2 ...... [Fig
RD.6.2.1(a) and (b)]
le = Min. of hof and 8da = 6 in.
Vbis the smaller of =
[7 (le /da ) 0.2 d,0-51 %a f'c o.5 Cal 1.5 = 47.28 kips, and
9 ?"a f'c 0.5 cal 1.5 =' 4 6.31 kips
Governing Vb= 46.31 kips
Eccentricity factor, T,;,v = 1 /(1 + 2e'v / 3cal) = 1.00
Factor for uncracked concrete, Tc,v= 1.00
Factor for small concrete depth, %,v = (1 . 5ca1 /ha ) °'S = 1. 31
a Vcbg = � 2 (Arc / Avco ) TCe,V%d,vlIc,V%,v Vb = 105. 19 kips
Governing shear strength in X -direction, �Vcbg= 26.30 kips
6. STEEL STRENGTH OF ANCHOR IN SHEAR,�Vse
Design strength of a single anchor:
�V5a = � 0 . 6 Ase feta = 0. 6x0 . 6x0. 334x125000 lbs = 15. 03 Kips
In X -direction, governing concrete breakout involves 1 anchor columns.
Based on the most heavily loaded anchor:
This anchor carries 50.00% of the total shear.
Design strength of the whole group in X -direction = 15.03/0.50
30.06 kips
In X -direction, governing concrete breakout involves 1 anchor rows.
Based on the most heavily loaded anchor:
This anchor carries 50.00% of the total shear.
S. K. Ghosh Associates Inc. 1 334 East Colfax Strect, Palatine, IL 60067 Page 7 of 8
DETAILED OUTPUT FROM QUICK ANCHOR v2.0.6
Project: IJ463 j11L4DIS0NCLUB-L07'50A
Prepared by:
Company:
Phone: Email:
DATE: 02/12/2019
Design strength of the whole group in Y -direction = 15.03/0.50 =
30.06 kips
7. CONCRETE PRYOUT STRENGTH OF ANCHOR IN SHEAR, �V-pq
hef >= 2. 5 in . ...... kcp = 2. 0
Ncp4 = Ncbg = 87.70 Kips
�Vcpg = 0 . 7x2x87 . 70 = 122.78 Kips
(in X- as well as in Y -direction)
SUMMARY OF STRENGTH CALCULATIONS OF THE ANCHOR GROUP
Tension: Could not be determined. Not all failure modes could be
evaluated
Shear in X -direction: 26.30 kips
Shear in Y -direction: 26.30 kips
Interaction: + [Vuax /�Vnx 15/3
= + [25.00/26.30] 5/3
= 0.92 ......OK
CHECK TO PREVENT BRITTLE FAILURE OF ANCHORS IN SHEAR (X -DIRECTION)
For structures assigned to SDG C or higher and strength -level earthquake
force applied to anchors exceeds 20 percent of the total factored anchor
force, at least one of the two options needs to be satisfied:
Option 1 - Shear strength exceeds the maximum shear transmitted from
attachment.
Maximum shear from attachment: Not provided. Option 1 cannot be checked.
Option 2 - Shear strength exceeds the factored shear with overstrength.
Overstrength factor not provided. Option 2 cannot be checked
S. K. Gbosh Associates Inc. 1334 East Colfax Street, Palatine, IL 60067 Page 8 of 8
Page:
ESI / F M E Inc. Date: 12/06/2018-
STRUC TUR4L ENGINEERS Sob #: H 4 6 3
Client: HC DESIGN
Project Name: "GUEST HOUSE @ THE MADISON CLUB -LOT SDA" Plan #: LA QUINTA, CA.
SHEAR WALL LINE:
Vlf Zr41\. iif1L1.. 4
gW..201vac 24f615APtvS /5j_
So,=
o.00 RWalllY=
$E1sVOLPUFTDWLOAD Puu�rERA"143„= 0.76
WALL(S) @ LEFT SIDE OF LAUNDRY:
SEISC .`_-------------------------------------------------
Mi
PLATE HT= 14 ft
{WALL 1= 8.00 ft OPENING=
0.00 ft Walli $=
e.00 ft} WALL2=
o.00
........
ft WALL 3-
o.00 = ft WALL 4w _ o.00 R r
plf ( 0.0
__.. _....----------
0 ) =
0 lbs.
LOAD =( 0
pif ( 0.0
TOTAL WALL LENGTH = 8.00^ ft
13 ':: LOAD 238
Of ( 20.0
ft/ 2 +
0
) =
2360 lbs.
0 lbs.
T4 :: ' LOAD ={ 229
PIF ( 24.0
ft/2+
0
) =
2748 IbS.
LOAD =( 0
plf ( 0.0
It / 2 +
0
) =
0 lbs.
LOAD =( 0
plf ( 0.0
ft/2+
0
) =
0 lbs.
LOAD =( 0
SHEAR = T. LOAD J L =
5108 lbs /
8.00
It
-
639 lbs/ft
ft/2+
0 ) =
0 lbs.
LOAD ={ 0
plf ( 0.0
ft! 2 +
639 lbs/ft
0 lbs.
wIND
2997 lbs /
24.00
ft
125 lbs/ft
T3 LOAD =( 162
pif ( 20.0
ft/ 2 +
0
) =
1620 lbs.
T4 LOAD ={ 162
plf ( 25.0
ft/2+
0
) =
2025 lbs.
LOAD =( 0
pif ( 0.0
ft/ 2 +
0
) =
0 lbs.
LOAD =( 0
pif ( 0.0
ft/ 2 +
0
) =
0 Ibs,
D.L.xTrib.Width+Floor D.L.xTrib.Width]x(S.W. Length) /2
L SHEAR = T. LOAD / L =
3645 lbs /
8.00
R
=
456 lbs/ft
LOAD= 2118 lbs.
O.T.M.se_,.,=
27537 ft-Ibs
UPLIFTS, „,, = -413.9 lbs
Governing Uplift
1
RES MOM = 28655 lbs
456__lb_s/ft
r� =µTr-WT^--�=~~w
O.T.M.%.,,,d=
W=GOVERNING FORCE=
= =
SEISMIC
__ _____
V=638.5
lbs/ft
R
___
AIICHOWSTRAP? ANCHOR
GOV.FORCE= SEISMIC 13
W!S/8" Dia.x 10" A.B: S @
24
"a/c
AB24
UPLIFT:
li = 0.67 FOR WINDr 0.76 FOR
SEISMIC LOAD= V x Lwaf
O.T.M.=Load
x At.Height
UPLIFT=(O.T.M.-R.M.)/L.,,,,
RESISTING MOMENT = p x [Gearing
Wall weight") +Roof D.L.xT6b,Width+Floor D.L.xI'r1b.Wklth]x(S.W. Length)J
/2
WALL WT- 10 Psf x 14 ft =
140 lbs RDI.-
24 psf
TrbW-
24
ft FIN.-
14 psf Trbw= 0 ft
RES.MOMs,j,rc= 17413 lbs
LOAD= 5108 lbs
O.T.M..... =
71512
ft -lbs
UPLIFTs.s. x
6762 lbs Governing Uplift
RES.MOM1.7id= 15351 lbs
LOAD= 3645 lbs.
O.T•M•w.a =
51o3o
R -lbs
UPLIFTyem=
4460 lbs 6762 lbs
PROVIDE SIMPSON: HDUS
PER POST, CAPACITY= 7870
lbs
O.K
69 It Provide A35's or H3's @ 48 inches O.C. V= 74
U7 WALL(S) @ RIGHT SIDE OF GOLF SIMULATOR & POWDER RMS:
PLATE HT= 13 ft
{WAU. i= 12.00 ft opENiNG=
o.00 RWalllY=
12.00 ft) WALL12.00
ft WALL3= o.0oftWALL 4= 0.0oft
SEISC .`_-------------------------------------------------
Mi
TOTAL wAU it=NCTi1-24.00 ft
T4 LOAD =( 229
pif ( 27.0
ft/2+
5 ) -
4237 lbs.
LOAD =( 0
plf ( 0.0
ft/2+
0 ) =
0 lbs.
LOAD =( 0
pif ( 0.0
ft/2+
0 ) ==
0 lbs.
LOAD =( 0
pif ( 0.0
R / 2 +
0 ) ==
0 lbs.
L SHEAR = T. LOAD / L =
4237 lbs /
24.00
ft
177 lbs/ft
177 -lbs/ft_
��'WIND
T4 LOAD =( 162
plf ( 27.0
ft/ 2 +
5 )
2997 Ibs.
LOAD =( 0
pif ( 0.0
ft/2+
0 ) =
0 lbs.
LOAD =( 0
pif ( 0.0
ft/2+
0 ) =
0 lbs.
LOAD ={ 0
plf ( 0.0
ft! 2 +
0 ) =
0 lbs.
L SHEAR = T. LOAD / L =
2997 lbs /
24.00
ft
125 lbs/ft
125 -lbs/ft
= GOVERNING FORCE _
=SEISMIC
V= 176.5 lbs/ftW
A1ICHOR/SIRAP? ANCHOR
GOV.wRCL'- SEISMIC
UPLIFT:
R = 0.67 FOR WIND, 0.76 FOR SEISMIC LOAD= V x Lw:a
O.T.M.=Load
x PIt.Height UPLIFT=(O.T.M.-R.M.)/L„,9
RESISTING MOMENT = p x [Bearing Wall Weght^) +Roof
D.L.xTrib.Width+Floor D.L.xTrib.Width]x(S.W. Length) /2
WALL WT= 18 psf x 13 ft =
234 lbs RDL=
20 psf
Trb%y= 18
ft FDL= 14 psf Trtffl. 0 It
RES.MOMs;.,,11•,= 32504 Ibs
LOAD= 2118 lbs.
O.T.M.se_,.,=
27537 ft-Ibs
UPLIFTS, „,, = -413.9 lbs
Governing Uplift
1
RES MOM = 28655 lbs
LOAD= 1499 lbs
O.T.M.%.,,,d=
194s1 ft -lbs
UPLIFTti.(�d= -764.5 lbs
-414 lbs
• 1Yind .
PROVIDE SIMPSON: NOT REQUIRED PER POST, CAPACITY= N.A. lbs OX
Diaphragm Length= 54 ft Provide A35's or HI's @ 48 inches O.C. V= 78 plf
VERSION 20112
T:E S Y/ F4M E Page - :
T
N
61
[:5: R:U:C- IV E7:j Date. 3/9/2019
Job #: H463
Client. HCDESIGly---
Project Name: _"GUEST HOUSE @) THE MADISON CLUB -LOT SOX' Plan #: LA QUINrA, CA.
SHEARNVAL
Project 19
roje
-LOT 50A"
S Rt
HEAR WALL LINE. 8
W LL(q k): s,=; SE'S%4�CLPUFrOE�LDLC)ADPARAI-ETER=09-D,f4S,,. 0.76
WALL(S)
`{_WALL
LL J_ RIGHT SIDE OF MHR:
WALL i=
a Lllj- PLATE HT= 12 it
SErSMIC !L't�,L L2 0.00 ft WALL 3= 0.00 ft WALL 4-
T6 - 0.00 Ft
0 - - - - - - -
T6 LOAD 132 pit ( 34.5 It 2 + = 2277 lbs. Toru WALL LENGTH
T7 LOAD 149 pit ( 33.0 It/ 2 + 0 = 2459 lbs,
LOAD 0 PIF( 0.0 ft/ 2 + 0 = 0 tbs.
LOAD 0 pit ( 0.0 ft/2+ 0 = 0 tbs.
t SHEAR = F. LOAD I L = 4736 lbs / 16.00 ft =
- 296 lbs/ft
0110 -- - - - - - - - - - - - - - - - - - - - - - - ----- - - 2 - 96- -Ibs1ft - - - - - -
T6 LOAD 166 pit ( 34.5 ft/2 + 0 2864 lbs.
77 LOAD 135 pit ( 33.0 'ft / 2 + 0 2228 tbs.
LOAD 0 pit C 0.0 ft/2+ 0 0 tbs.
LOAD 0 pit ( 010 ft/2+
L SHEAR T. LOAD / L = 0 0 tbs.
5091 lbs / 16.00 ft 318 lbs/ft
GOVERNING FC;RjE = WIND- - - - AP - - - -- - 318 lbs/It
N'CHOR/STW? ANCHOR V=- 318.2
cov,FOP.CL WIND 17
UPLIFT: S6 O/C �AB� 5 6
0.67 FOR WIND, 0.76 FOP, SEISMIC
TCFA W"
.=Lo�d, �---
RESISTING Mot-JENT [B,,,ig 0. Pit.HeIght
WALL WT= Wall Weight) +Roof DL-xTrib-yAdth+FJoor D.L.XTnb.w UPUFr�(0-Tm,-RX)/I,,
10 Psfx 12 ft= 120 lbs R1X= 20 p5f idthlx(S.W. Length)212
RES'MoMse'srdc= 15565 tbs LOAD= 4736 lbs O.T.M. TrbW� 2 ft FDL= 14 psf Trbs%f. 0 ft
RES.MoMvr -� 56826 ft -lbs UPLIFT,,:,,�= 2579 lbs
41d= 13722 lbs LOAD= 5091 lbs. GoVarning JJpIM
PROVIDE SIMPSON: 0- T- M'- � 61092 ft -lbs UPLIFT,.,,,,= 2961 tbs 2961 Ibs
HDU2 PER POST, CAPACITY= 3075 lbs O.K
22WmLen gth= 34 ft PMv!deA35'sorHI's (W 36 jnche�
, D.C. V . 13.9 Pif
O WALL(S) LEFT SIDE OF 2 -CAR GARAGE:
(WALL 1- 24 00 ft OPENING= 0_00 PLATE I IT-: 12 it
SEISMIC^ �� - - - - - - - - - - ^-^-•- - - - - - - I ft WALL 3
"2111X= 24-00 ft) WALL2= 0,0,
T7 - - - - - - - - - ��-LO 4= 0.00 ft
�A_
-24.110^ ft
LOAD 149 pit ( 33.0 ft/2+ 0 2459 tbs.
T8 LOAD 135 pff ( 39.0 ft/2+ 0
LOAD 0 pit ( 2633 lbs.
LOAD 0 Pit ( 0.0 ft 0 0 lbs,
L SHEAR T. LOAD L 5091 0.0 ft/ 2 + 0 0 lbs.
lbs/ 24.00 ft 212 lbs/ft
- To LOAD 135 - - pff ( - - - - 33.0 -- - - - ftl2- - - - - ._ ........ - - - - 212 lbs/ft
TT + 0 2228 lbs.
LOAD 120 pit ( 39.0 ftl2+
LOAD 0.
0 pif ( 0 23,10 lbs,
LOAD 0 0 ft/2+ 0 0 lbs.
plf 0.0 ft/2 + 0
L SHEAR = T. LOAD / L 4568 lbs / 24,00 ft 0 lbs.
~ GOVERNING FORCE 190 lbs/ft
7-9
- - -- -
190
Vy
Ar"ORISTRAP? ANCHOR - - - - - - - - - - - - - - - --
WMORCEz: SEISMIC
Z- 10 \
Diax 10" A.B.IS
UPLIFT: - _w/ S, 72_ :Z �A,17�2
0.67 FOR WIND, 0.76 FOR SEISMIC LOAD= V X Lwav O.T.M.=Load x Pit.Height u TX-RXYL,,
RDL= 24 psf rogth)2 12
RESISTING MOMENT = 0 x [Bearing Wall Weight") +RDOF D.L.xTrit.Width+ Floor D.L.xTdb.%Vidth)x(S. W. Le PUFr=(O.
WALL %VT= 10 Psf x 16 ft = 160 lbs
RES.MOM,,,,= Trbl'l- 4 It FDL= 14 psf Trbvl� 0 ft
56033 lbs LOAD-- 6091 lbs. O.T.M.s,,f� = 61092 ft -lbs UPLIFT,,- ,,= 210.8 lbs
RES.M0Mw,,d= 19398 lbs LOAD= 4568 lbs GOVOrning Uplift
PROVIDESIMPSON: NOT REQUIRED 0 T -M W10 ftmfbs UPLIFTvw=
PER POST, CAPACITY= N.A. lbs O.K 225,5 lbs 226- Ibs
Diaphragm Length= 38 ft Provide A35's or Hi's @ 40 inches 0,C. V- 134 pff
V"P2SKICT ki' 18 2
E 5 I/ F M E Inc. Page;
STRUCTURAL ENGIN,�,ERS Date: 3/6/2019
Job#: H463
Project Name: "GUEST HOUSE @THE MADISON CLUB -LOT 50A" Client: HC DESIGN
Pian #; LA QUINTA, CA.
SHEAR WALL LIN'IAI;''I
E: 10
•�r�r�b�5.��1�.��e�rj��4, �-+�x sem= ..
1U WALL(S) @RIGHT SIDE OF SINGLE CAR GARAGE: - , SM%9CUPUFTDPADLOAD PAPMETFR=41U 145,,, 0.76
{WALL 1- ifi.00 R OPENING= 0..00 ft Wall' k= PLATE HT=
-SEISMIC~ - _ - 1d_ao_ R} WALL2= 0,00- ft WALL 3= 12 ft
o.00 ft WALL 4= o.a_o ft
T8 LOAD =( 335 � -- -� - .., - ... -
PIF ( 39.0 Ft/ 2 + 0 TOTAL WALL LENGTH= 16.00 ft
LOAD =LOAD{ 0 PIF( 0.0 ft/2+ 0 � i 26033 lbs.
f 05 Plf( 0.0 R/2+ 0 )= 0 lbs.
LOAD =
t 51 TAR :: T. LOAD / L = pif ( 0.0 ft 12 + 0 ) : 0 lbs.
2633 lbs / 16.00 ft
-- -_ 165 lis5/ft
-. - -__.__.._._--165 I�ft
7t3 LOAD=( 120 -__--_.,..��....--._._--_.-
LOAD =( 0 0.0 plf ( ft / 2 + 0
LOAD �( 0 pif ( 0.0 ft/2+ 0 ) = 2070 lbs.
) = 0 lbs.
l -
LOAD =( 0 pif ( 0.0 ft / 2 + ft/2+ 0 ) 0 lbs.
SFirAlz = T. LOAD / L = 0 ) 0 lbs.
- -2070 lbs / 16.00 ft =
,---._ _______ 129 lbs/ft FORCE _ $EjSMiC - - -' ---- _ _ 129 lbs/R
AIICHOR/srRAP7 ANCHOR - V= 764.5 ibs/ft -~ ------ --------
GOv.FORCF� SEISMIC IO w -
UPLIFT; W1518" Dia.x 10" A.S.'s @ 72
..O/C AB72
= 0.{s7 FOR WIND, ��_ ~
0.76 FOR SEISMIC LDAD= V x L�,
RFSl"NG b1Oh1ENT = ) Q.T.M.-Load x PIt.Flei[Ji]t UPLii-i (O.T.Ni. R.M.)IL a�
¢ x FOeariny tiYall We ht" f RaOf D.L.xTob.Wfd1h+Floor D. L%Tr1b.Wldthj5((S.W. Ler>gth)212
YVALI. VYT- 1$ psfx 16 R= 288 Ihs Rf11." 20 psf rrb9'!- 2 ft FaL=
RES.MOM�,FKc- 31908 lbs LOAD= 2633 lbs. O.T.M. 31590 R -lbs UPLIFT 14 9-
RES.NiaM, psf TrbP/= 0 ft
�rvre= 2817.9 lbs LOAD= 2070 lbs. O.T.M. vv,,, z= 18.87 lbs Governing Uplift
PROVID>r S]MPSON: NOT REQUIRED PER POST CAPACITY= v� - PABdq lbs L1PL,F7n,.a= .205.8 lbs
N.A. Ii]s "20 lbs
O.IC
Dla lbra M L C11 th= 27 0 Provlde A35's 0r 9I's
@ 48 lnthr:s O.C. V- 98 if
WALL(S) @ REAR OF GYM:
(WALL 1= ><�.00 ft OPENING, 0.00 ft Wall!; PLATE Kr=
~ SEISMIC - ~�- - ft I8.00 G ft) WALL2= 0.�0 R WALL 3= PLATE
loe -ft WALL 4� ft
L1 LOAD =( '12 --- - 0.0_0_ ft
LOAD - pif ( 64'0 ft/2+ 0 TOTAL WALL LENGTH =-113,OD ft -
-( o R/2+ )= 30 lbs.
LOAD =( o pif( o.o o ) = o lbs.
LOAD =( 0 PIF( 0.0 ft/ 2 + 0 ) = 0 lbs.
L SHFArt = T. LOAD / L = pif 584 0.0bs/ 8/ 0+ O )' 0 lbs.
- -
it 199 lbs/ft
VViFJD ____-____--..-- -._____199 lbjl
1.712 LOAD=( 85.5 --- - - - -
LOAD =( 0 pif ( 64.0 ft/2+ 0 ) = 2736 lbs.
LOAD =( 0 plf ( 0.0 ft/2+ 0 ) = 0 lbs.
Plf ( 0.0 ff / 2 + 0 ) = 0 lbs.
t.OAD ( 0 PIF ( 0.0 ft / 2 + 0 ) = 0 lbs.
L SHEAR = T. LOAD / L =
- 2736 lbs / 18.00 ft
- --_. _____ 152 lbs/ft
~ GOVERNING FORCE SEISMIC ���� ---_ 152 Ibs/ft
AIICHOR/STRAP7 ANCHOR V= 180.1 Ib5/ft -
rnV.FORCr: SEISMIC I0 W/5/8" Dia.x 10" A,g,'g@ 72 y�
UPLIFT: _ e/r
p = 0.G7 FOR WIND - AB72
0.78 FAR SEISMIC LOAD= V x L
RESISTING PiOMENT c Wet 0- r.M.=Lead x P1t.Heigi7t UPLIFT=
WALL Wr- f x'Be' Wall ►velOt') 4ROa D.L.xrrib.Widlh+Fk,r,r U.1, xT "r t XS -V7 Pe r (O T M.'R.M.]IL, ,F
18 Psix 16 R - 288 ibs ml 1 12
RES.MOF} RDL = 24 Psf TebVl 4 rt
sl'i c'_ 47?.78 lbs LOAD- 3554 lbs. O.T.M. FOL = 14 psf TrbY1_ 0 ft
RES.MOM+•rrw= 4I679 lbs LOAD= 2738 lbs. O.T.M,� d c = 0F7ti R Ibs UPL,FT .= 161 Ibs
PROVIDE SiGUverrling Uplift
hlPSOH; NOT REQUIRED PER POST, CAPACITY=a. K 39304 ft -lbs UPLFFTyr,,,: -187.5 lbs
N.A. lbs 161 lbs
Diaphragm Length= 20 R Provide A35's Or HI's @ 28 inches O.C,
V-- 179 pIF
M8 2
KE
M ES Date:
r 2,12,�203I1�9UUW
Job #: H 4� 6 3
Project Name: "GUEST HOUSE @ THE MADISON CLUB -LOT 50A' Client; HC DESIGN
-.� Plan #; LA QUIHTAr
CA,
AIR -WALL._ DESIGN.:- --------- - --_.
SHEAR WALL LINE: 12 (1130 POfSf CeC i¢f815UPWS iSJ Sn,
12 dAIALL S I sust�curuFroenoLoaopnwu,�r�x:og4.148,,, 0.76
) @ REAR OF PICKLEBALL ROOM:
_ ^4WALL 1= go.00 ft -dAF.NING= is.00 ft Walll £= 22.00 R} WALL2= PLATE HT= 22 ft
SEISMIC._ .._ �.-------ft aIllX--- v.00 R WALL3�o.oa__ft WALL4= 2.2-0R
LOAD _( 169 pif ( 69.0 ft / 2 + 0 TOTAL WALL LENGTHr �22.00� fl r
LOAD =( 0 pif ( 0.0 ft / 2 + 0 ) = 0 ) = 5 0 lbs.
LOAD =( 0 PIF ( 0.0 ft/2+ "D Ibs.
= 0 Ibs,
LOAD =( 0 pif ( 0.0 ft / 2 + 0 0 lbs.
) =
EAR = T. LOAD / L = 5831 Ibs / 22.00
_ _ _ _ ft �. 265 Ibs/ft
WIND r -__...__.,-- .,_----_----•--- --- 265 rllss/R
"- -_`r-^
L2/2 LOAD=( U pif ( 69.0 ft/2+ 0 )= 3278 lbs.
`�^��^^�
pff
LOAD
LOAD = ( 0 Plf ( 0.0 ft / 2 + 0 ) = 0 Ibs.
L SHEAR = = 0 P!f ( 0.0 ft/2+ 0
T. LOAD / L ) = 3278 0 Ibs.
Ibs/ 22,00 ft _
_, _ - - _ 149 Ibs/ft
ti GOVERNING FORCE _ �$ElSMIC - - ---- 149 _Ibs/ft
AIICHOR/sTRAP7 ANCHOR V= 265 Ibs/R~ jTrb%'9-0
_
GOV.FflRCE= SEISMICDia.x 10" A.B,'S@ 64
UPLIFT: - -- �'o/c 0.67 FOR WIND, 0.76 FOR SEISMICRESISTING MOMENT= x .vjX(4'/ALL YJT= %I [tearing Wall Weght') +Roof D.L.xTrib.lyid[h+Fbor D.L.xTrib.YTid[h S.Y1. Length)z/2�_18 psfx 16 R= 286 Ibs RDL= 20 psf TrbW= 2 ft FDL=RES.MOM%smc= 199424 Ibs LOAD= 5831 lbs. O.TM - 14 PsfRRES,MOM,^�1zez71 ft Ibs UPLIFTSF,�= _1779 Ibs ifttrod= 175808 Ibs LOAD= 3278 Ibs O.T.M.%%,nd= 72105 ft-Ibs UPLIFT.PROVIDESIMPSON: NOTREQUIRED PER POST, CAPACITY= .r"� 2593 IbsIbs
N.A. Ibs O.K
I)la hra m Len th- 38 ft Pravit a A33 s or H1's d
C. 32 inrhes O.C. V= 153 pit
13
WALL(S) @ REAR OF LOUIYGEAND GOLF SIMULATOR:
(WALL 1=- 1&00 R 0>'f NING= 0.00 ft Wall1 Z xc.0o Rj WALL2= PLATE HT= 13 ft
rSEISMIC� "'--------------------- ieoo ft WALL 3= o.ao_ R_WALL 4= 000 R
3 LOAD
1, LOAD -( 70 pIf ( 54.0 It/ 2 + 0 ) = 1840 ^Ibs. ' TOTAL WALL LENGTH^ -32.00- ry "
( 131 pif ( 56.0 ft / 2 + 0 ) = 3668 lbs,
LOAD = LOAD( 0 plf ( 0.0 it/ 2 + 0 ) = 0 Ibs.
L SHEAR = T. LOAD / L = 0 Pi 558 0 Ibs/ 32/00+ 0 ) = 0 Ibs.
_ 174 Ibs/ft
wWIND' '"_"'____-_-__-__-______- -- 174 Ibs/ft _
LOAD={ 40 plf( 54.0 it/2+ 0 ) 1080 Ibs.
LOAD =( 108 PIF ( 56.0 ft/2+
0 ) 3D24 Ibs.
LOAD =( 0 pIF( 0.0 ft/ 2+
O 0 ) 0 Ibs.
L SHFAR = TLOAI) Plf ( 0.0 ft/ 2 + 0 ) -= 0 Ibs.
r - = 4104 lbs / 32.00 ft
».,,, ,,, ,,, _ � � _ _ _ _ 128 Ibs/R
GOVERNING FORCE= SEISMIC . .. ._ lx8 ribs/ft
AlICHORIsTRAP7 ANCHOR 173,7 Ibs /ft � - - - - -- -- -- - _ -
;ov.FORCE" SEISMIC !D W/518" Dla.x 10" A.B.'S p 72
UPLIFT: o1c A872
R = 0.67 FOR WIND, 0.76 FOR SEISMIC LOAD= V x L -_ �-�-
RESISTING MOMENT = rra° 0•T•M,=LOad x PIt.Height UPi. -
p x [Bearing Wall Weight") +Roof D.L.xTrib.Width+Floor D.L.xTrib.Wijdth]x(S,W. Length)' /z
YlALL WT= 18 psf x 15 ft = 270 Ibs RDL= 24 psf TrbW= 2 ft
RES.MOM�•,= 30935 Ibs LOAD= 2779 Ibs. O.T.M. FDL= 14 psf TrbW= 0 R
RES. MOM. sc�m<- 36127 ft-Ibs UPLIFTr�;c= 324.5 Ibs Gav4)rninq Uplift
1r�nd� 27272 Ibs LOAD= 2052 lbs. O. T,M•v,;,,d= 25876 ft-Ibs UPLIFT%.,,„,= 37.23 Oss
PROVIDE SIMPSON: NOT REQUIRED PER POST, CAPACITY= 324 lbs
N.A. Ibs O.K
Diaphragm Length= 44 R Provide A35's or Hl's @ 40 inches O.C.
V= 126 plf
bCRSrpl+ 2018.
M14
4
CLIPnt: HCBFSfGiY � -- �-----_� Bata: 2112120lS
Pm1Kt:
SOA
h.+'-_-__ �2.Odits " nrn 1
hal
Openfn 2
7,001[ hat
li h' hal
2.00 tftf
6 00 fe
17 .-.-_ 6.00 f[ hh1 L4.00n hot
6.00 ft
L3 hb2
F -00Q0 ft lol
UL 5,00 lr Lot
T4.
24-00 It
5.00 h
L+.N 44.t10fe
Lai6.d01t
I. Hold-down forces: H
58311bf OK
2.1201t shear above, +belowa eni
32071bf
First opening:vol=vbi=11J(tta LFlibJIF
200 If
P
Second opening: vat = vb2 = H /(ha2+hb2) =
200 plf
Third opening: Va3=vb3=H/(ha3+hb3)-
200P IF
3. ToeaEorcea6OV¢+brfowq 1
11261bf
First opening; O1=Val a(lol)-
1203 lbf
Second opening: 02 = va2 s (Lo2) =
1203 Ibf
Third opening: 03 = va3 M (Lo3)
532 1b
=
I203 lbf
4. Corner forces
5801bf
F1 = OI(Ll)/(L1+L2) =
5471bf
F2=OI(L2)/(L]+L2)=
656 lbf
13 = O2(L2)/(L2+L3) =
601 lbf
' F4= O2(L3)/(L24L3)=
601 lbf
F5 = 03(L3)/(L3+L4) =
6561bf
FG_ 03(14)/(L3+L4)=
5471bf
S.T415uta len thofa enl s
Tl'(Lksial}1t1•rL2)•
2.73 ft
T2=(121Lol)/(L1+L2)=
3.27 ft
T3=(12+Lo2)/(L2+L3)=
3.00 it
T4 = (L3' Lo2)/(L2+L3) =
3,00 ft
T5= (L3'L03)/(L3+L4) -
3.27 it
T6=(L4'LO3)/(L3+L4)=
2,73 Ft
_ �-vlfry
Input Variables
_ Oycnfrll3
ha3 2.00 f[
SYe✓f Pier Ar ct] all
Ad . Fx
hO3 6.00 ft
PlxhoiJl]e 20o
NIA
hb3 14.pp ft
P2=ho2/L2= ].00
NIA
Lai6.d01t
P3=ho3A3= 1,00
58311bf OK
1, "OLStaRC@ 10 comer farces
P4=ho3/L4= 1.20
N/A
6. Unitshear beside opening
VI=(V/L)(L1+T1)/-.2
225 p1f
V2 = (V/L)(T2+L2+T3)/L2 =
298 pif
V3 = (VA)(T4+L3+TS)A3 =
298pif
V4 = (YJL)(T&L4)A4 �
225 plf
Check Vl'L1+V2'L2+V3'L3,V4g4r,Vp
58311bf OK
1, "OLStaRC@ 10 comer farces
R1=Yi•L1=
11261bf
. R2 = V2'L2 =
1789 lbf
R3=V3'L3-
17891bf
R4=V4'L4-
11261bf
8.Oiflercnce Carnet force + re Sista n"
Rl-F1=
580 IV
R2 -F2 -F3=
532 1b
R3 -F4 -F5 =
5321bf
114-F6=
5801bf
9. Unit shear 1¢ Corner zones
VC1=(Rl.Fl)/L1R
116pIf
Ve2=(R2-F2-F3)/L2=
89pIf
VC3 = (R3-F445)/L3 =
89 lf
P
Se4=(R4-F6)/L4=
116 plf
rr do-rc�vn3nsoNo-aahe.e:eu:[�•erGa APAOiselalmel
iri 'F-tg ur/gkrir er �'+LSr ni¢rryr�,r.rMi.Ya[rC fAra Yr�7 �'+'i1 D�SNCn /1ia-rnr 2'r _
rFF"rseas A� ��e`:rci�gr rFrsdr r: r; nc,�.ym. h};rrrr rtP{, ozr Ys meaisr •7Rterra 33'rr-t r+srarcr.
M. a SrurrJrnrsrr¢ u�rr,y, Jw'r,+. rr r':i ter. nreraa. �r�aca iuYard�e� riwrn, av:r r�7>,errenN. �rnrrra wfms e t v+osic..rr o rrre� �wxf/rr rcd �hrar wxrsssernr .xr.2f
ak /r�rause rreuiarr�A•3, 8r,�:e.7Pi bzs rq rotrnv virrewer raYu+cscr i'an4'r 4 I varl-¢3-Nnnru
0.-�^Yuw,ourea. /W nrrsm¢ss3prrrrrrc+rarsrfrratr z9`"hror/-rsrp:rrvnore5erlsnu+Se[verx�r¢assxe court•»7ferr.rurV^vry,ure-
t+'�cArnp:yrrrarurpprrdrreren*.r[a hrpvgr ayrrr rcrnnsrtc'rrnp+anrr�tir9co-zr-M'urn.cnan ore
.e►aJ r+Ceacr[arr7crn:¢R[r a S'.+s•�rn ai
Pfo)ect Information
Code:
7015 CBC
Date: 2/A2J2019
Desi ner:---
'•"•�•--
Client:
_
HC HC OFSItiH
Pro)ec(:
GUEST HOUSE A7MA6156HCLt16-LOT SOA
3207
WaftUne:
S%11#12 AT REAR OFPICKIEBAUROOM;-"`•—
0
Check StHpma Of5hear ValOesforlltre4OpeAlri.s
fdrtal:rcHha3ahbQiV2(hai)=H?
1855
1352
32071bf
Una 2:va1(hal+hbl)-t'cl(hal+hbl)-Vl(hol)=07
3207
1855
1352
0
Line 3:vc2(hal+hbl)+V2(hol)-val(hal+hbl)=0?
1418
1789
3207
0
tidy 4: va2(ha2+hb2)-V2(ho2)-vc2(ha2+hb2)=0?
3207
1789
1418
0
Une S::v2(:•a2+hb2) NL(t`a2+hb2)•tr3(ho2)-0?
32n7
I"
Orin 6: va3(ha3+hb3)-V3(ho3)-vc3(ha3+hb3)=0?
3207
1789
1418
0
tlw 7: va3(ha3+hb3)-vc4(ha3+hb3)-V4(ha3)--O?
3207
1855
1352
0
time: vt4(ha3+hb3)+V4(he3)=Yi7
1855
1352
32071bf
Req. Shcal6ing Capacity
Req. Strap "me
me
Req. HD force
4 -Term Defice
4 -Term Story Dri
APA Distlai me r
0.440 in- 3 -Term Deffecllo�l 0-497 in -
3 -Term Story Drift %1 0.008;6
See Pep 3 Sea Pape 4
P"' Ri PM[O1[e rtQtarrrYr lr r:trstdAe Yee Cl o fex W 40 W: U Oe 160''1 n-2-1 O'n'pr 6eueSea ATA - IPm &,;,read flboa Altw,nr✓ ', wir-7 ac4 troq'prsT.H ur_vJrem e4 s4+ar+W.r S,&M ntn)n
eui+rq Me/t r[[FrApl mff'X� A'neerr 4el g Irs inemedrT.t..sCa:i�rer� rnairw7 A o rrcnfX rj.crel Un pran"trrl/Lagar hotP.Iry rrnrjauuia7Jcr trk uturxy, us:.
wjClMm% GJ, shv" relemge so e -,RV; iS7,ro �f,fr.�•�'SYi'.�T,Cflirdlt'Athi�[-YJ h•LX6iR t�.i MYVGAS!- CP:lv7)LNrt[�1'�txirlSCn'+CeI�'IiL1liK..11 rOtlifyYr iCR'�♦�:rSr 11Yr1rtWt, terj4F fi'J•{On)
f�t[7dt r'dtSd rcr+Ytrr�2M� i1rl0¢.11 AP.lri]IrorOerl[>'Mw VxYtY o1+eWlmchsr;�totY.e rg2i%�tV➢7/lN�iilt4ar.QlrtA%%V4(rOdWU s�t0CO, ,rra'vat etcrprrrrarp7:rrt alYarxe Vefet err woe
4 o y tcrnunrrr6
Project Inform
Cade: 2D16 CBC /)u�y�
Desi net: Data:L21,7 2059 ( V
�_9
ClIRfrOr HCOESiGN -
Pfoftw GUEST HOUSE AT MADISON CLVIi - LOT SOA
Wall Une: SWM12 AT REAR OF PICiCLEBALL RDONi
Denedlon Cokulilllon Input Variables
Shea thing: Wood End Pox! Valeo s:
_ _�8Sheaeh!ngMaterial Nails:!6depmmon {pannyµ+rlghtj
S pcYiesl�Zx6 DF
Performance Category E'1"CREsOgY {pyo)
�.."__..."._._. Pier!
r_`APABatcd5dealhlrr� _!Grade ^-`-- Pirr4
:3 Nail Spacing:� 4
Stud Size:; '2x6 4 (in.)
HD pp7[ily;i�, 3300 { 3300 tibf}
Gt Override h 24.75 z Jim HD Deflection:; 0.1 0.1 {In.)
Ga Overide AOyerride: _ -- ....
Fow.Term F.gtratle n 0#11e(tlon ChM k
A LV- + Gt + 0.75hea+ d b (Equation 23-2)
Plot 1-1 Pler1•R Pier2-! Pier 2•S7247
3•L Pier3-R Pier4-L
5heithing: 318 .g g • PTer 4•ft
3/$ 3/B8 3J8 3J8 318
Nail; 8dcomman 8d common Sdcommon 8dcommonmom 8d common 8d common 8dcomman
aye 225 225 298
y.r, 296s 298 zzs zxs {plq
ic: 322 322 426 42b6 426 322 322 tplf)
F; 1.60E+0b 1.60E+06 ].60E+06 ].60 E+06+06 ],60E+06 1.60E+06 ],fAE+06
Ir 22.00 8.00 8.00 tpil}
8'000 B•� 8.00 22,00 IN
A: 24.75 24.75 24.75 24.755 24.75 24.75 24.75Gt: 77,500 77,500 77,500 77,50000 77,500 77,500 77 � tin'jNai! Spacing: q 4 3 3 lihf/�n.y
4 4 4 IVn; 107 107 106 1062 142 107 107a: 0.0051 0.0051 0.0050 0.005019 0.0119 0.0051 0.0051 CP R6. 5.00 5.00 6.00 6.00 6.00 5.00 tin.)
HDCapacity: 3300 3300 5715 57155 5715 3300 5.00 t8)
HD Carl: D.1 D1 0.064 4"Obi4 O.Obq 0.1 a tint
[hack Total 0FReCRan of %Va1F Systam
Pier 1{left) Pier 1 tt
Term 1 Term 2 Term 3 Term 4 Term 1 Term 2 Term 3 Term 4
Banding Shear Fastener H0.1 8tndirrg Shear Fastener NO -2
0.138 0.091 0-084 0.944 0.007 0.033 0.031 0.125
Sum 1.258 Burn 0.195
Pier 2 left Per 2 r' he
Term 1 Term 2 Term 3 Term 4 Term 1 Term 2 Term 3
Term 4
Bending Shear Fastener HD-1 Bending Shear Fastener H0.2
0.007 0.044 0.030 0.051 0.007 0.044 0.030
0.051 D-440
Sum 0.132 Sum 0.132
Pict 3 le T Pier 3 r. t
Tor m 1 Term 2 Term 3 Term 4 Term 1 {In.J
Term 2 Term 3 Term 4 %,dr:}t
BeMf Shea' Fastener HD•1 BCrldlr Shear Fastener
0.007 0-044 0.072 0.051 0.007 0.094 0.072 HD-1
0.
Sem 0.174 051
SUM 0.174
Piero{MFk PieroIrish')
Term 1 Term 2 Term 3 Term 4 Term 1 Term 2 Term 3 Term 4
Bending Shear Fastener HD-1 Bendin Shear Fastener HD -2
0.007 0033 0.031 0,125 0.133 0,091 0.084 0.944
Sum 0,195 Sum 1.258
APA DIHtaimer
T'�Y aa/Orn'at r� [6Ys•rvr! F,;rr:R �r iter/�d/er We vsol(ypNft f7lPQ�ii tfr lh[u s�3+f fef�pl ti t[V rn Rli - frr Fry+rrrrfJ S{'npY AFliY�9rrM f rtir' >ty yigr!r
YP siAq rDr fvrr rrcr4jerorrrgaFtrr;pt fP1'<t7l ree:ha7:� ti;;rrrr rt►�, oar rYs nem � �i �%L YF�rrm[Q iAeJr %Q:l Sflfrrrl �'r�Ff+l
rS:llvt::-ef, mreJu rr/pnrre to�cvµ/r9:•rr. crrr. �tyr�r.amWt�rarr�yp.,r �. �y;e p; ��swu CnyveysrlccWh,.rC ��w krc n°�aslrJnenylegxhpbM1fp or rrrLra:Hnsgfcv ehe vrreyp_y, csr.
araen�.�rmsrsnxxfa: rncrrs trKa4ee A7.l hn ee[errrdt:.rr Wncrr'e/Kwl'nntry77ura tw.a'rKns wart ryekArmrerr<or"9cliNds.Rs are r4er{ifr ygr'�f`rwssq'u4�is'WPrwyrt ry. �scxua fi;.n os
NOW[!n{orma[lon
Sade: 20I6 CW
pesfner.
lent: HC DFSlGlJ -.... ...... .. _
_
Date:2/i71)Gt9
._ ..-. _
Pra eel: GUE57 kDUSEA'f h1A01SON C1U6 -LOT SOA-
- —
1YafllLne: S►Y a 12 ATRCWIOFPlCKLEBRLLROiOM;
•�
—.—.
— -- ....^--- �..--... --------�
...__ <
Ihree•'ferm EgvalloRpclFcrdon Sheik
V
BVifl V]] 17Ax
_
Ssa EAb + i-0-0-0-G:+ p
Pier Pier 2-L
Pier2-R
Pier 3-L
Pier3-R
SheatJtife�3/8 3/8
3/8
Pier4-L
Pier4-R
Hail8d common 8d common
ed common ed common
Sd common
a[225 298
Sd common
8d common
Y,rr�ll322 426
T
245
426
298
298
225
225
{pifj
E:1,60E+06 1,60E+06
1.60E+06
426
1.60E+06
426
1.60E+06
322
322
Jpsn
h:8.OG 8.00
B.00
8.00
1,60E+06
1.60E+06
(psi)
h24.75 24.75
2475
24.75
8-�
s.00
22.00
{Ft]
Ga; 25 25
24.75
24.75
24.75
(in.)
tY 5.00 5.00 6.00
25
6.00
25
6.00
25
25
lkiPapr,.}
ND WygSity: 3300 3300 5715
$715
600
500
.25
5.00
0
(f!}
HD Gell: 0.1 O.I A064
4.064
5715
0.064
5715
3300
3300
0.GfA
0-1
0.1
Check Total Deflection of Wall Systrnr
Pier I left}
Pier 1 ri
Term 1 Term 2 Term 3
Term 1
Term 2
Term 3
Bend! Shear Fastener
0.138 0.283
Bend)
Shear
Fastener
0.944
0.007
0.103
0.125
Sum 1.366
Sum
0.234
Pict x left)
Pier 2 N hi
Term I Term 2 Term 3
krtdl% Shear
Term 1
Term 2
Term 3
Fastener
Beridlrrg
Shear
Fastener
0.007 al::6 0.0SL
ADOT
0.136
0.051
Sum 0.185
S'xr!
0,145
piaf 3 �e11
L-�
Pler 3 rl t
FTotal
Defl.
Term 1
Term 2 Term 3
Term 1
Term 2
Term 3
0.497
Fsendl
Shear +astern
litadl
Shear
Fastener
40075
#drih
X&
0,007
0.136 O.OSL
0.007
7
0.136
0,051
Sum (1.195
Sum
AI95
Pier4 lot
Pier4 rFght)
Term 1 Term 2 Term 3
Term 1
Term 2
Term 3
Be Shear Fastener
Bendin
Shear
Fastener
0.007 M303 0.125
0.138
0.263
0.944
Sum 0234
Sum
].366
CommenS: The 3•lerm
equation
Is Calihraled to heapprnXimalelyequol
to q•irrrn equatlpn at 1.4'A50 capari[y.
RPA.AisclaFmer
rr.0 FjiDrr�OriA [ir,ra:raarreavrr rnlryrdrprtypo En1Wr! ro6'6GG rrr rerrw>ryrrrAyr,t {yfry r+r,agp . r//_ rr
�v'r rq rte�fuse rryxrjer mrr�rtger:.vrr 1fr.:OJ r+e �crrrr.T ss+a..r s+rnr. a �: n -e rr i r,r y o �a +mx;t
aF+d.:er+:.s RI• enXlrr rr7errrrro c; =i3n; rr� y�vvgr Xr�e►Tr.V,7, mrul nxinErr mescga,Y,yprs .nrrit p2' y xs:.u-Jea�rseas+,.rar Hnr s>trrm er+iyn
J �'ois, rwrnskxl. u rest-n�vrr.3rtc.,t rrr:.�x� rr. teis r>tro�rx [o-.•r� �x rrsu rrssre wcnE r-rv. r.. ursvne on77rp�E 1oi;�yw rrrrans�,Zry�t�errwtiry, tq r,
A'7P'1'>.d/te llPXrcC•eRte �MCJP4 Mf a'OfPTirKaer erlKr)of K�Y7M�sr`A r+ih fat?�•lrl u-=f�r*tarA r,qKfrrra a�udrYpr{4[I ryv+CNrC, f e� q[Prrrp�fWiR}".rT �JrM My[A [r .4 r?urrw.a'eryPn7
��r cans!nirpx �felaneeer
i�ticvrnx.•e or.re:Pas er
Page:
ESI / F M E Inc.
Date: 12/06/2018
STRUCTURAL ENGINEERS
Job #: H 4 6 3
Client: HC DESIGN-
Project Name: "GUEST HOUSE @ THE MADISON CLUB -LOT 50A"
Plan #. LA QUINTA, CA.
WALL.DESIGH.--
.SHEAR
SHEAR WALL LINE: 14 {ir3C toss/rr G20I6lsoPivS45j' sem= f
stns.vtctrauFrDEAD LOAD rAwvkTErr4aa.us -
�+- 0.76
f4 WALL(S) @ FRONT OF GYM.
PLATE HT= 14 R
{WALL 1= ss oo ft OPENING=-o.00 ft Wal[I E ^ 18.00 ft} WALL2= 0.00 ft WALL 3= p,00 W_ALL_4= 0.00 it
_SEISMIC---rte --_W - - --- - -
------_-.-_-TOTAL
_ _ft
18-00
WALL LENGTH =----ft-
L1 LOAD =( 112 plf( 64.0 ft/2+ 0 ) =
3584 lbs.
LOAD =( 0 plf ( 0.0 R/ 2 + 0 ) =
0 lbs.
LOAD =( 0 pif ( 0.0 ft/ 2 + 0 ) =
0 lbs.
LOAD =( 0 pif ( 0.0 ft/2+ 0 ) =
0 lbs.
t SHEAR = T. LOAD / L = 3584 lbs / 18.00 ft =
199 lbs/ft
199 lbs/ft
^_--
..-------.-...........__--
L. i 1 z LOAD =( 85.5 plf ( 64.0 ft/2+ 0 ) =
2236 lbs.
LOAD =( 0 pif ( 0.0 ft/2+ 0 }
0 lbs.
LOAD =( 0 pif ( 0.0 ft / 2 + 0 ) =
0 lbs.
LOAD =( 0 plf ( 0.0 ft/2+ 0 ) •:
0 lbs.
L SHEAR = T. LOAD / L = 2736 lbs / 18.00 It =
152 lbs/ft
__.....__,_________ _____ ____ _____
-SEISMIC
152 Ibs/ft
- __
GOVERNING FORCE V= 199.1 lbs/ft
� �----Wr-'��-'�----W
ANCHOR/STRAP? ANCHOR
GOVTOA(F:. SEISMIC / 10 - W/5/8" Dia.x 30" A.B.'S @ 72
"o/c A672
UPLIFT:
p = 0.67 FOR WIND, 0.75 FOR SEISMIC LOAD= V x LVr„ _ O.T. M.=Load x PIt.Heiglit UPLIFT=(0.T.M.-RX)/L,1
RESISTING MOMENT = p x [Bearing Wall Weight") +Roof D,L.xTOb.Width+Floor D.L.xCrlb.%%Idthjx(S.W. Length)' /2
WALL WT= 18 psf x 16 ft = 288 lbs RDL= 20 psf TrMV4 4
ft FDL= 14 psf TrbWr 0 ft
RES.MOMsd,„,= 45308 lbs LOAD= 3584 lbs. O.T.M.s hH. = 50176 ft-lbs
UPLIFTs,4_,, 2704 lbs Governing Uplift
RES.MOMsr.,d= 39943 lbs LOAD= 2736 lbs. O.T.M.w;m = W&4 ft-lbs
UPLIFTVW= -91.04 lbs 270 Ibs
PROVIDE SIMPSON: NOT REQUIRED PER POST, CAPACITY= N.A. Ibs
O.K
Ilia hra m Le„ lir= 19 It Provide A3T s or HI's @ 28 Indies 0. C.
V= 189 ,If
f5 WALL(S) @ FRONT OF PICKLEBALL ROOM:
PLATE HT= 13 it
-(_WALL 1= 32.0_0 ft -OPENING OPENING= ftWall12, = 32.00 ft} WALL2= 0,00
_ -- ---- --- --- _-
It WALL 3= 0,00 ft WALL 4= 0.00 ft
^------W-_....___
SEISMIC-------------------------------------------------------
C
-------
TOTAL WALL LENGTH = 32.00 ft
L2 .:: ` .- LOAD =( 169 plf ( 69.0 ft/2+ 0 ) =
5831 Ibs.
L5 . LOAD =( 148 plf ( 36.0 ft/2+ 0 ) =
2664 Ibs.
LOAD =( 0 pif ( 0.0 ft/2+ 0 ) =
0 Ibs.
LOAD =( 0 pif ( 0.0 It/ 2 + 0 ] =
0 Ibs.
L SHEAR = T. LOAD / L = 8495 Ibs / 32.00 It
265 lbs/ft
- ^-__.,,r,___,-_..„_„__
_17V
265 Ibs/ft
WIND---_.....�'�..._------
-------_._.,.___._______
L2 LOAD =( 95 pif ( 54.0 ft/2+ 0 ) =
2565 lbs.
L5 :.: LOAD =( 129 plf ( 36.0 ft/2+ 0 ) =
2322 Ibs.
LOAD =( 0 pif ( 0.0 ft/2+ 0 } =
0 lbs.
LOAD =( 0 plf ( 0.0 ft/2+ 0 ) =
0 Ibs.
L SHEAR = T. LOAD / L = 4887 Ibs / 32.00 It
153 lbs/ft
__.. -- ___ _____ _ ________
_ --
153 Ibs/ft
GOVERNING FORCE "SEISMIC V= 265.5 Ibs/ft _--
-----------------
AHCHORJS11W? ANCHOR
GOV.ro;KE: SEISMIC II W/5/8" Dia.x 10" A.B.'S @ 64
"a/c A664
UPLIFT: -
(i = 0.67 FOR WIND, 0.76 FOR SEISMIC LOAD= V x Lw, l O.T.M.=Load x PIt.Height UPLIFT=(O.T,M: R.M.)/L„,r
RESISTING MOMENT= 9 x [Bearing Wall Weight) +Roof D.L.xTrib.Width+Floor D,L.xT4b.Width]x(S.W, Length)' /z
WALL Wr= 18 psf x 15 ft = 270 Ibs RDL= 24 psf Trbar= 2
ft FDL= 14 psf Trb,v= 0 ft
RES.MOM5,j,,,,,= 123740 Ibs LOAD= 8495 Ibs O.T.M.s,.�, .= 110429 ft-lbs
UPLIFTse-= -416 lbs Governing Uplift
RES.MOM%.rm= 109087 lbs LOAD= 4887 Ibs. O.T.M.yr d= 63531 ft-Ibs
UPLIFTv-,,,d= -1424 Ibs -416 lbs
PROVIDE SIMPSON: NOT REQUIRED PER POST, CAPACTrY= N.A. lbs
OX
Diaphragm Length= 44 It Provide A35's or Hl's @ 24 inches O.C.
V= 193 plf
u[rzsiorr auss, �
E S I J F M E Inc.
STRUCTURAL.ENGINEERS
Project Name: "GUEST HOUSE @ THE MADISON CLUB -LOT 50A"
Page:
Date: 12/06/2-018
Job #: H 4 6 3
Client: HC DESIGN
Plan #: LA QUINTA, CA.
S.H.FA WRI_. '-DESIGN.
SHEAR WALL LINE: 16 {i$�.20151CBC 2Df6l5l3PWS-i5J Ste= 1
8MMCUPUFrDEAD LOADPAPA1&TER-094W%L„z 0.76
16 WALL(S) @ FRONT OF LAUNDRY AND BAR:
PLATE HT= 13 ft
_(_WALL 1r 12.00 It -OPENING=-o.00 ft WaII1 E^ u,00 ft) WALL2` 0,o0- ft WALL 3 _ 0.00 - it WALL 4= 0.00 ft
----- -.` ----- --
SEISMIC
TOTAL WALL LENGTH =-12.00-ft_
L3 LOAD =( 70 PIF ( 66.0 ft / 2 + 0 ) =
2310 lbs.
L4 LOAD ={ 131 plf ( 62.0 ft/2+ 0 ) =
4061 lbs.
LOAD ={ 0 plF ( 0.0 ft/2+ 0 ) =
0 lbs.
LOAD ( 0 PIF ( 0.0 ft/2+ 0 ) =
0 Ibs.
t SHEAR = T. LOAD / L = 6371 Ibs / 12.00 It =
531 lbs/ft
---„-,-----
531 ibs/ft
--- -
WIND
- ----------__-._--�_
t.3 LOAD =( 40 plf ( 66.0 ft/2+ 0 ) =
1320 lbs.
1.4 LOAD =( 108 pif ( 62.0 ft / 2 + 0 ) =
3348 lbs.
LOAD =( 0 pff ( 0.0 ft / 2 + 0 } =
0 lbs.
LOAD =( 0 plf ( 0.0 ft/2+ 0 ) =
0 lbs.
L SHEAR = T. LOAD / L = 4668 Ibs / 12.00 ft =
389 lbs/ft
-----_____________________ _____
-SEISMIC'
IbSJfE
____389
GOVERNING FORCE= V= 530.9 lbs/ft-
r ��������---_-r
ANCHOR/STRAP? ANCHOR
T
G011.r0R(1= SEISMIC 13 W/S/8'_ Dla.x10"A.B:S@ 32
- -
"O/c AB32
UPLIFT:
(} = 0.67 FOR WIND, 0.76 FOR SEISMIC LOAD= V x I.wa, O.T.M.=Load x Plt.Height UPL1FT=(0.T.M.-R.W)/L,,,
RESISTING MOMENT = R x (Bearing Wall Weight") +Roof D.L.xTrib.Wldth+Floor D.L.xTrib.Width]x(SX Length)2 /2
WALL WT= 18 psf x 16 ft = 288 lbs RDL= 20 psf TrbW= 2
ft FDL= 14 psf TrbW- 0 ft
RES.MOMsd.S,,,,.- 17948 lbs LOAD= 6371 lbs. O-T-M•s.1-6.= 82023 ft -lbs
UPLIFTssk= 5406 lbs Governing Uplift
RES.MOMv1.,d= 15823 lbs LOAD= 4668 lbs. O•T•M_v" = 6oem ft -lbs
UPLIFT%,&,d= 3738 lbs 5406 Ibs
PROVIDE SIMPSON: HDUB PER POST, CAPACITY= 6970 lbs
O.K IIDU8 DUE TO RAISED SLAB MAX
UPLIFT = 5550 LBS (SEISMIC)
Diaphragm Length-- 52 ft Provide A35's or fil's @ 44 Inches O.C.
V= 173 if
17 WALL(S) @ FRONT OF KIT.:
PLATE HT= 15 fl
{WALE- 1= 20.00 ft OPENING=ro.00 ft WaII11 T 20.00 It) WALL2 0,00
�5EISMIC� --- --rte --- .. .. -- _
It WALL 3= 0.00 ft WALL 4_ o.00 ft
---
_ _ _
rTOTALWALLLENGTH= 20.00 ft -
L& LOAD =( 148 Plf ( 36.0 ft/2+ 0 } =
2664 lbs.
LOAD =( 0 plf ( 0.0 ft/2+ 0 ) =
0 lbs.
LOAD =( 0 pif ( 0.0 ft/2+ 0 ) =
0 Ibs.
LOAD =( 0 plf ( 0.0 ft/2+ 0 } =
0 lbs.
L SHEAR = T. LOAD / L W 2664 lbs / 20.00 ft
133 lbs/ft
133 IW/ft
-_
-WDIN
__._....._....-.�..._......__..,._.....__
L5. :: _ _ .. 129 plf ( 36.0 ft/2+ 0 ) =
2322 Ibs.
LOAD =( 0 plf ( 0.0 ft/2+ 0 ) =
0 Ibs.
LOAD =( 0 plf ( 0.0 ft/2+ 0 ) =
0 Ibs.
LOAD =( 0 plf ( 0.0 ft/2+ 0 ) =
0 Ibs.
L SHEAR = T. LOAD 2322 lbs/ 20.00 ft
116 Ibs/ft
--
116 1h5Jft
V_ 133.2 Ibs/ft--
GOVERNINGFORCE= SEI$MIC
--Www~~ ^-
AUCHOR/b W? ANCHOR
GOVS09C1:- SEISMIC ID W/5/S" Dia.x 10" A.B.'S a 72
"o/c AB7�
UPLIFT:
T ................._.
a = 0.67 FOR WIND, 0.76 FOR SEISMIC LOAD= V x Lw., O.T.M.=Load x Plt.Helght UPLIFT=(O.T.M.-R.M.)/L Ndq
RESISTING MOMENT= p x [Searing Wall Weight") +Roof D,L.xTdb.Wi&h+Floor D,L.xTrib.WidthJx(S.W. Lengthy 12
WALL WT- 14 psf x 18 ft = 252 Ibs RDL= 20 psf TrbW= 2
ft FDL= 14 psf TrbVl= 0 ft
RES.MOMs,j,,,,,= 44384 lbs LOAD= 2664 Ibs. O,T.M.s,,;, = 39%o ft-Ibs
UPLIFTS, -_,,r= -221.2 Ibs
39128 lbs LOAD= 2322 Ibs 0 T M,�ti.;,d = 34830ft-Ibs
UPLIFTvrro- -214.9 lbs215 Ibs
ff,_nIoUpIF1ftRES.MOM%.�=
PROVIDE SIMPSON. NOT REQUIRED PER POST, CAPACITY= N.A. lbs
O.K
Diaphragm Length= 32 ft Provide A35's or Hl's @' 48 inches O.C.
V- 83 pff
VERSION 2018.2
Inc.E 5 I/ F M E
STRUCTURAL ENGINEERS
Project Name: "GUEST HOUSE @ THE MADISON CLUB -LOT 50A"
Page:
Date: 12/06/2018
,Ob #: H 4 6 3
Client: HC DESIGN
Plan 7t: LA QUINTA, CA.
R:°WA i:L;�3ESICNSHEAR
N__AKA
WALL LINE i8
CT0}5fGBC20'I&15f3F1NSiSj. So,= .:_1
: SEWACuaUFrDEAD LOAD PnwvXTcrt_os 14-'-,m 0.76
18 WALL(S) Cal FRONT OF MBR:
PLATE HT= 12 ft
(WALL 1= 6.00 R -OPENING=-0.00 ft Wall! y 6.00 ft) WALL20.00ft WALL 3= O.00 ft WALL 4` 0.00 ft
~ -----------------------
-.....TOTAL
SEISMIC__
WALL LENGTH=� 6.00r ft ^
1.6 LOAD =( 127
pit ( 35.0 ft/2+ 0 ) =
2223 lbs.
LOAD =( 0
plF ( 0.0 ti 2 + 0 ) =
0 lbs.
LOAD =( 0
pit ( 0.0 ft / 2 + 0 ) =
0 lbs.
LOAD =( 0
pif ( 0.0 ft/2+ 0 ) =
0 lbs.
t SHEAR = T. LOAD I L =
2223 lbs / 6.00 ft -
370 lbs/ft
370 lbs/ft
---------------_
LOAD =( 10
plf ( 0.0 ft/2+ 1 } ::
10 lbs.
LOAD =( 0
pit ( 0.0 R/2+ 0 ) =
0 lbs.
LOAD =( 0
plf ( 0.0 ft / 2 + 0 ) =
0 lbs.
LOAD =( 0
plf ( 0.0 ft/2+ 0 } ==
0 lbs.
L SHEAR = T. LOAD / L =
10 lbs / 6.00 R =
2 lbs/ft
_----
- w-_
2 lbs/ft
GOVERNING FORCE a
SEISMIC : V= 370.4 lbs/ft
AIICHOR/STRAP7 ANCHOR
GOV.FORCL- SEISMIC 1\
W/5/B" Dla.x 10" A.B.'S @ 48
-- -_._-
"o/c AB46
UPLIFT:
j3 = 0.67 FOR WIND, 0.16 FOR
SEISMIC LOAD= V x Lv,;, O.T.P1.= Load
x Plt.Helght UPLIFT=(O.T.M.-R.M.)/Lxa!
RESISTING MOMENT = p x [Bearing wall Weight") +Roof D.L.xTdb.Width+Floor D.L.xTribA%rdth)x(SX Length)Z /2
WALL NVT= 14 psf x 20 ft =
273 lbs RDL= 20 psf Trbw/ 17
ft FOL= 14 psf T&W= 0 ft
RES.MOM = 8386 Ibs
LOAD= 2223 lbs, O.T.M.s,�,,,,y; = 26670 ft -lbs
UPLIFTS, 3047 Ibs Governing Uplift
RES.MOMw-.d= 7393 lbs
LOAD= 10 lbs. O.T.My.,,,d= 12o ft -lbs
UPLIFTyva= -1212 lbs 3047 lbs
PROVIDE SIMPSON: HDU2
PER POST, CAPACITY= 3075 lbs
O.K
Dia hra rn l.ength= 37 ft
Provide A35's or Hi's OG 48 inches O.C.
V= 60 PIF
!9 WALL(S) @ REAR OF BEDROOMS
PLATE HT= 14 ft
- (_WALL 1= 12.00 ft «-OPENING=-o.00
-SEISMIC----- ---
ft Walll y W 12.00 It) WALL2= 12.00
..-__._....„ ...__. --
ft WALL 3= 0.00 4_ 0.00 ft
---�-
__R_WALL _
GTH= 24.00
�70TALwALLLEN-- ---ft~
L6 ...: LOAD ={ 127
pit ( 48.0 ft/ 2 + 0 ) -
3048 lbs.
L7 ...::.:: LOAD =( 136
pit ( 34.0 ft/2+ 0 ) _=
2312 lbs.
LOAD =( 0
pit ( 0.0 ft / 2 + 0 ) =
0 lbs.
LOAD =( 0
pit ( 0.0 ft/2+ 0 } -
0 lbs.
L SHEAR = T. LOAD / L =
5360 lbs / 24.00 ft
223 lbs/ft
223 Ibs/ft
_-.._.-._____________
WIND
_ __ .----_-----
-----_ -_____ __ _ __---
LOAD =( 1
Plf ( 1.0 ft/2+ 0 ) =
1 lbs.
LOAD =( 0
plf (0.0 ft/2+ 0 ) =
0 lbs.
LOAD =( 0
plf ( 0.0 ft/2+ 0 ) =
0 lbs.
LOAD =( 0
pit ( 0.0 ft / 2 + 0 ) =
0 lbs.
L SHEAR = T. LOAD / L =
1 lbs / 24.00 ft
0 lbs/ft
--_- ____________._----______
Ibs/R
0--
GOVERNINGFORCE
-- _ r-
SEISMIC V 223.3 lbs/ft
-T��--Wrr^-----�
A11CHOR/STRAP7 ANCHOR
GOV-FORCE= SEISMIC 10
W/5/8" Dia.x 10" A.B.'S 72
"o/c AB72 I
UPLIFT:
P = 0.67 FOR WIND, 0.76 FOR SEISMIC LOAD= V x Ly.1a, O.T.M.=Load x PIt.Height UPLIFT=(O.T.M.-R.M.)/Lv .1
a
RESISTING MOMENT= p x [Hearing Wall Weight') +Roof D.L.xTdb.Width+Floor DT.xTdbXdthbc(S.W. Length)Z/2
WALL. WT= 18 psF x 16 ft =
288 lbs ROL= 20 psf TrbW= 17
ft FDL= 14 psf frb7p 0 ft
RES.MOMs,, t= 34364 lbs
LOAD= 2680 Ibs. O.T.M.s�wK� = 37520 ft -lbs
UPLIFT&;,,*= 263 lbs Governing Uplift
RES.MOMyrm= 30295 lbs
LOAD= 0.25 lbs, O.T.M.vana = 4 ft -lbs
UPLIFT1%w= -2524 lbs 263 lbs
PROVIDE SIMPSON: NOT REQUIRED PER POST, CAPACITY= N.A. lbs
O.K
Diaphragm Length= 66 ft
Provide A35's or Hl's @ 48 inches O.C.
V= 81 pit
VERSION 2019.2
Page: 2f) -A-
E
) -AE S I/ F M E Inc. Date: 3/6/2019
STRUCTURAL ENGINEERS Job #: H 4 6 3
Client: HC DESIGN
Project Name: "GUEST HOUSE @ THE MADISON CLUB -LOT 50A" Pian #: LA QUINTA, CA.
:7. -SHEAR.'-.' DESIGN-,-,
SHEAR WALL LINE: 20 �r8tv.2Uf51CBG2bi6!$e7ivS•i5/ S,K= 1 sE+s+RcuPUFrt>cnnLOAD PAw,FErER-0so.+u�= 0.76
20 WALL(S) @ FRONT OF BEDROOMS: PLATE HT= 11 ft
{WALL 1= 6.00 ft OPENING= 0.00 ftWalll Y= 6.00 ft} WALL2= 0.00 R WALL 3= 0.00 _ _ft-WALL_4= 0.00 _ft
SEISMIC ----------------------------------
____-TOTAL WALL LENGTH =6.00 ft^
1.6 LOAD ={ 136 pif ( 34.0 ft/ 2 + 0 ) = 2312 lbs.
LOAD =( 0 plf ( 0.0 ft/ 2 + 0 ) = 0 Ibs.
LOAD =( 0 pif ( 0.0 ft/2+ 0 ) = 0 Ibs.
LOAD =( 0 plf ( 0.0 ft/2+ 0 ) = 0 Ibs.
t SHEAR = T. LOAD / L = 2312 Ibs / 6.00 R = 385 lbs/ft
385 11)=/ft
WIND---..-----T..__._.._.__.. „.. -- - - _ �. ..,_.�.--m------
LOAD =( 10 plf ( 0.0 ft/2+ 1 ) = 10 ihs.
LOAD =( 0 PIF ( 0.0 ft/ 2 + 0 ) = 0 lbs.
LOAD =( 0 plf ( 0.0 ft/2+ 0 ) = 0 Ibs.
LOAD ={ 0 pif ( 0.0 ft/2+ 0 ) = 0 lbs.
L SHEAR = T. LOAD / L = 10 lbs / 6,00 R - 2 Ibs/ft
____^T ________________ ____________ 2 lbs/ft
GOVERNING FORCER SEISMIC V= 386.3 Ibs/ft
___w._w__W W -__.� �.._.� _.
At1CHOR snw? ANCHOR
wv.FOR[t- SEISMIC 12 W/5/8" Dla.x 10" A.B.'S 0 44 "o/c A044
UPLIFT:
0.67 FOR WIND, 0.76 FOR SEISMIC LOAD V x I.•,,,, O,T.M.=Load x Pit.Heigtlt UPL1f7=(O.T.M.-R.M.)/L,,.a„
RESISTING MOMENT= p x (Bearing Wall Weight") +Roof D.L.xTrib.Wldth+Floor D.L.xTrib.Wldthpt(S.W. Length)' /2
WALL WT= 14 psf x 20 ft = 273 lbs RDL= 20 psf TrbW= 17 IT FDL= 14 psf TrbW= 0 ft
RES.MOMs„ c= 8386 lbs LOAD= 2312 lbs. O.T.M $ = 25432 ft -lbs UPLIFTs...ra';= 2841 Ibs Governing Uplift
RES.MOM1.r,,,d= 7393 lbs LOAD= 10 Ibs, O•T•M•vrj= 110 ft-Ibs UPLIFTv.,,d= -1214 Ibs L 2841 Ibs
PROVIDE SIMPSON. NDU2 PER POST, CAPACir1'= 3075 lbs O. K
Dla hra m Length= 30 ft Provide A35's or H1's C1 48 inches O.C. V� 77 plf
WALL(S) @ REAR OF 4 -CAR GARAGE: PLATE HT= 10 ft
{WALL 1= 3.00 ft OPENING= o.00 ft Wall1 �= 3.00 R) WALL2= 0.00 ft WALL 3= 0.00 _ _ft_W_ALL_4= 0.00 _ ft _
�5EISMIC__ r_r--------__------- -_`---.`.«�«��...---..^--TOTAL WALLLENGTFi --- ft
LB LOAD =( 76 pif ( 42.0 ft / Z + 0 ) = 1596 Ibs.
LOAD =( 0 Plf ( 0.0 ft/ 2 + 0 ) = 0 lbs.
LOAD =( 0 plf ( 0.0 ft/2+ 0 ) = 0 I'bs.
LOAD =( 0 plf ( 0.0 ft/2+ 0 ) = 0
L SHEAR = T. LOAD / L = 1596 lbs / 3.00 R 532 it}5JR
_ _ _ CORRECTED PER WN RAT* (SDPVIS-15 T&0.3-4 j= 6 ih�c}f ` _ r _ W r _
WIND _' . _ __ _ _ _ ___ -____ f 1 __..�..,._
L812 LOAD ={ 60 pif ( 39.0 ft / 2 + 0 ) _ 777
I Ib
LOAD ={ 0 plf ( 0.0 ft/2+ 0j
LOAD =( 0 plf ( 0.0 ft/2+ _� 0
LOAD =( 0 pif ( 0.0 ft / 2 + _(;' ,r. 0 lbs.
L SHEAR = T. LOAD / L = 1170 lbs / 3.00 , r + :; �, 96 Ibs/ft
-- tet 390 Ibs/ft_��__--___........----
GOVERNING FORCE SEISMIC 8.4 I.wft ,{
AIICHORMRAP? ANCHOR 3 j
GoV.r�ORCe= SEISMIC n W/5/8" Dim A. +'S @ J 32 "0_/c A832
UPLIFT: r S m
P = 0.67 FOR WIND, 0.76 FOR SEISMIC L �7 &I F Q,T.M.=Load x Plt.Height UPLIFT=(O.T.M.•R.M.)/L,,,,
RESISTING MOMENT= p x (bearing Wall Weiyllt" . +Rani 0A.Frib.W{ sI+FSoar D.L.xTrib.WWth]x(S.W. Length)' /2
WALL WT= 18 psfx 16 ft= 288 lbsl RDL= 10 psf Trbvl- 18 ft FDC= 14 psf rrbWn 0 ft
RES.MOM5d,,,,,= 2216 Ibs LOAD- T5I16 Ibs. O.T M s� = 159x0 ft-Ibs UPLIFTSe,,,,x= 4581 Ibs Governing Uplift
RES.MOMvrmd= 1954 lbs LCA' - 1170 Ibs O•T•M.%vm= 117o0 ft -lbs UPLIFT%Y,d= 3249 Ibs 4581 Ibs
PROVIDE SIMPSON: HDU4 V POST CAPACITY= 4565 lbs NOT O.K.
Diaphragm Length= 24 ft Provide A35's or HI's 0 48 inches O.C. V= 67 plf
VERSION 20181
ESI / F M E Inc.
STRUCTURAL ENGINEERS
Client:
Project Name: "GUEST HOUSE @ THE MADISON CLUB - LOT 50A Plan #:
Page: 70.8
Date: 3/7/2019^
Job #: H 4 6 3
HC DEISGN
LA QUINTA, CA.
SHEAR WALL DESIGN WITHFRAMES
I t_v # to Bolt
(ICC ESR -2089)
WALL(S) @ REAR OF 4 -CAR GARAGE:
8/1/2012
5.W.1 S.W.2 S.W.3
S.W.4 S.W.5 S.W.6
TOTAL
WALL LENGTHS (ft)= 1.50 0.00 0.00
0.00 0.00 0.00 -
1.50
ft
L6 LOAD = 76.00 lbs / ft) ( 42.0
ft / 2 + 0 ) -
1596
lbs.
LOAD - 0.00 lbs / ft) ( 0.0
ft/2 + 0
0
lbs.
LOAD = 0.00 lbs / ft) { 0.0
ft/2 + 0 ) =
0
lbs.
LOAD = 0.00 lbs / ft) ( 0.0
ft/ 2 + 0 ) -
0
lbs.
I OTAL LUAU = 1596 Ibs
CAPACITY OF HARDY FRAMES = ( 1 ) X
1810 = 1810 lbs > 1596
lbs
O.K.
T5 USE( 1 HARDY FRAME MODEL:
HFX 18x 12 11/6 STD
UP€iii`: L al - - 1.$�
-'Plate Height =
12.00
ft.
LOAD = 1596 lbs.
0. T. M. =
19152
ft -lbs
RESISTING MOMENT = 0.9x[Bearing Wall Weight +rcoot U.L.x:nD.W:otn+door U.L.Xmv.W1ornlx(s.W. Lengm)-!z
Roof D.L. Roaf Trib.V! Floor D.L.
Floor Tnb.W S.W.Length
SEISMIC <=ConVofling Eorc 24
170
ft -lbs
UPLIFT=(OTM-RM)/L= 19152 -
170 1 1.176 =
17865
Ibs,
MAXIMUM UPLIFT CAPACITY OF HARDY FRAMES
= 29620 lbs. > 17865 lbs.
O.K.
I
1�1 ( WALL(S) @ REAR OF 4 -CAR GARAGE (WIND]:
S.W.1 S.W.2 S.W.3
S.W.4 S.W.5 S.W.6
TOTAL
WALL LENGTHS (ft)= 1.50 0.00 0
0 0 0 -
1.50
ft
L6 LOAD = 0.00 lbs / ft) ( 0.0
ft / 2 + 0 }
0
lbs.
LOAD - 0.00 lbs / ft) ( 0.0
ft / 2 + 0 ) =
0
lbs.
LOAD = 0.00 lbs / ft) ( 0.0
11/2 + 0 )
0
lbs.
LOAD = 0.00 lbs / ft) ( 0.0
ft/ 2 + 0 }
0
lbs.
TOTAL LOAD = 0 lbs
CAPACrfY OF HARDY FR41ES = ( 1 ) x
1830 - 1830 lbs > 0
lbs
O.K.
TS USE ( 1 ) HARDY FRAME MODEL:_
HFX 18x15 1 1/8 HS
UPLIFF: L( Wail) = 1.50 ft
T' Plale l idght -
15.00
ft.
LOAD - 0 lbs.
0. T, M. -
0
ft -lbs
RESISTING MOMENT = 0.67x t3earirs Wall Wel ht +Roof D.L.xT6b.Width+Floor D.L.xThb.Wiidth]x(S,W. Length)Z /2
Roof D.L. Roof Trib.W Flo, r D L
Floor Trib.WS.W.Length
WIND <=ConVo!fing Fofcl 20 1 1.33 24
1 1.33 1 1.50 ^2/2 =
202
ft -lbs
UPLIFT=(OTM-RM)/L= 0 -
202 / 1.06 =
-190
lbs.
MAXIMUM UPLIFT CAPACITY OF HARDY FRAMES = 32595 lbs. > -990 lbs,
O.K.
C
ESIIFME, INC. Project Title: 1 -STORY GUEST HOUSE @ MADISON CLUB - L(76
1800 E 16TH ST. UNIT B Engineer:
SANTA ANA, CALIFORNIA Project ID: H 4 6 3
Project Descr:
Combined Footing
Description: SW#21: GRADE BEAM UNDER HARDY PANEL AT REAR OF 4 -CAR GARAGE:
Code References
Bars left of Col #1
_
Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10
Load Combinations Used: ASCE 7-10
Sq. Dim. - 12
General Information
22.50 fl
Height =
Material Properties
1.0 ft
fc: Concrete 28 day strength
2.50 ksi
fy : Rebar Yield
40.0 ksi
Ec : Concrete Elastic Modulus
3122 ksi
Concrete Density
145 pcf
:Phi Values Flexure :
0.9
Shear
0.75
Soil Information
5
Allowable Soil Bearing
1.50 ksf
Increase Bearing By Footing Weight
No
Soil Passive Sliding Resistance
250 pcf
r' -efficient of Soil/Concrele Friction
0.3
Dimensions & Reinforcing
Distance Left of Column #1 =
BeMeen Columns =
Distance Right of Column #2 =
Total Footing Length -
Footing Width =
Fooling Thick+•
Rebar Center to Concrete Edge @ Top
Rebar Center to Concrete Edge @ Bottom
Applied Loads
Applied @ Left Column D
Axial Load Downward =
Moment (+CW) _
Shear (+X) _
Applied @ Right Column
Axial Load Downward =
Moment (+CW) _
Shear (+X) -
Overburden =
SC tvac
Printed: 7 MAR 2019, 2:251Prut
Fee = C:)JC0
ENERC.&W. INC.
Analysis/Design Settings
Calculate rooting weight as dead load ?
Calculate Pedestal weight as dead lead ?
Iain Steel % Bending Reinf (based on'd)
Min Allow %Temp Reinf (based on thick)
Min. Overturning Safety Factor
Min. Sliding Safety Factor
Soil Bearing Increase
Footing base depth below soil surface
Increases based on footing Depth ....
Allowable pressure increase per foot
when base of footing is below
Increases based on footing Width ...
/;!!ova abte preisure increase per fm•,
when maximum length or width is greater than
Maximum Allowed Bearing Pressure
fA value of2ero r'mpr.•es 110 inld)
Adjusted Allowable Soil Bearing
fAMowabie Sod&a4ng adjrls edtorlooting vveight and
depth & Wdih increases as specified by user.)
1 ft Pedestal dimensions...
20.50 ft
Bars left of Col #1
Col #1
1 fl
Col #2 Bottom Bars
Sq. Dim. - 12
12 in Top Bars
22.50 fl
Height =
In Bars Bt%vn Cols
1.0 ft
Bottom Bars
18.Oin
Top Bars
3.0
Bars Right of Col 92
= 3 in
Bottom Bars
= 3 in
Top Bars
Lr L
2.0 0.0
Yes
No
ft
ksf
it
ksi
10 ksf
1.995 ksf
S W E
26.810
H
C
As As
Count
Size #
Provided Req'd
3.0
5
0.930 0.0 in^2
3
5
0.930 0.000634 in"2
3.0
5
0.930 0,7907 in^2
3.0
5
0.930 0,8656 in12
3
5
0.930 0.002511 in"2
3
5
0.930 0.0 i n'12
S W E
26.810
H
C
ESIIFME, INC
1800E 16TH ST UNITS
SANTA ANA, CALIFORNIA
5
Combined Footing
Description
Project'ritle: 1 -STORY GUEST HOUSE @ MADISON CLUB - L(
Engineer:
project ID: H 4 6 3
Project Descr:
SW#21; GRADE BEAM UNDER HARDY PANEL A=TREAR OF 4 -CAR GARAGE:
DESIGN SUMMARY
Printed: 7 MAR 2019, 225P�A
Fee = C10CAL0-•11k463VA•-IW4S3ec6
ENERCALC_ INC. 4483.2018, F1v ld f0-!8.8.25 ..
Factor of Safety Ilem
Applied
PASS 2,432 - - •---
Overturning
._-.. �`--�-
-- -� Capacity
_ y
Governing Load Combination
PASS No Sliding Sliding
14.075 k -ft
34.233 -k-ft +4.60D+0.70E40.60H
--
PASS No Uplift Uplift
0.0 k
2.068 k
No Sliding
0.0 k
0.0 k
No Uplift
Utilization Ratio Item
PASS 0.4141 Sol, Bearing
PASS
__Applied
0.8261 ksf
CatY
GOvcrningLoad Combination
0.05317 1 way Shear Col #1
PASS 0.1606 1 -way Shear - Col #2
3.988 psi
1.995 ksf
75 0 psi
+4)*0.70E+H
-
PASS 0.005438 2 -way Punching -Col #1
12.043 psi
75 0 psi
+1,20D+0.50L40.20S+E+1.60H
+1,2On+0•50L+0.20S E+1.60H
PASS 0.004292 2 -way Punching - Col #2
0.8156 psi
0.6439 psi
150.0 psi
+1.20D+0.50L+0.20S+E+1.60H
PASS 0000664 Flexure - Left of Col #1 - Top
PASS 0.000452
0..0180 k -ft
150.0 psi
10.90D+E+O 90H
Flexure - Left of Col #1 - Bottom
PASS 0.7089
0.0480 k ft
39.815 k ft
39.815 k ft
+i.20D4O.50L+0,20S+E+1.60H
Flexure - Between cols. T
PASS 0.6495 Flexure - Between Cols - Bottom
28.223 k ft
25.859
39.815 k -ft
+0,90D-E+O.90H
+1, 20D+0.50L+0.20S+E+1.60H
r ,0 8e. ;, i
3 ny i?axurc A' ah! of Col #2 - Top
k -ft
39.815 k -ft
+0 -,90D -E+0 -WH
PASS 0,002128 Flexure • Mght of Col #2 - Bottom
0.0 k -ft
008472 k -ft
0.0 k-ff
n!/.4
Soil Bearing
.
39.815 k -ft
+O,oOD+E40.90H
Load Combination... Total Bearing
Eccentricity
from Ftg CL
is oil Bearing Stress
+D+H 6.$9 k
-
@ Left Ede
g
@Right Edge Allowable
Actual! Allow
Ratio
+D+Lr+H 6.89 k
+p+S+H 6.89 k
2.974 ft
2.974 ft
0.06 ksf
0.06 ksf
0.55 ksf~ 1.50 ksf0.388
0 55 ksf 1.50 ksf
+0+0.750Lr+0,750L+H 6.89 k
q".750L+0.750S+H 6.89 k
2,974 ft
2.974 it
0.06 ksf
0.06 ksf
0.55 ksf 1.50 ksf
0.55 ksf
0.366
0.366
+D40.60W+H 6.89 k
6.89 k
2.974 it
0,06 ksf
0.08 ksf
1.50 ksf
0.55 ksf 1.50 ksf
0.366
0.366
+D-f0.70E+H
{D-0.70&41 6.89 k
2.974 ft
5.696 ft
0.06 ksf
0.55 ksf 1.50 ksf
0.55 ksf 2.00 ksf
0.366
+D+G.750Lr4750L40A50W+H 6.89 k
6.89 k
0.251 it
0.00 ksf
0.29 ksf
0.83 ksf 2.00 ksf
0.275
0.414
+D+0.750L+0.750S40.450W+H 6.89 k
'DtO_750L+0.750S+0,5250E
2.974 ft
2.974 It
0.06 ksf
0.33 ksf 2.00 ksf
0.55 ksf 2.00 ksf
0.464
H
+M.750L+0.7505.0.5250E-H 6.89 k
6.89 k
5.035 ft
006 ksf
0.00 ksf
0.55 ksf 2,Op ksf
0.275
0.275
-P0,60D+O.60W-to,6013
+0.80D+0.70E+0.WH 4.14 k
0.932 ry
2.974 ft
0.23 ksf
0.04 ksf
0.74 ksf 2,00 ksf
0.38 ksf 2.00 ksf
0.369
+0-60D,0,70E+0,6GH 4.14 k
4.14 k
7.511 ff
-1.563 it
0.00 ksf
0.33 ksf 2.00 ksf
0.74 ksf
0.192
0.165
Over#un►ing Stability
0.26 ksf
2.00 ksf
0.11 ksf 2,00 ksf
0.369
0.130
Load Combination.., Mornonts
about left Edge
-kft -
+D+H ovQrturning -
Resisting
-
Alorifents about f2iyl�f Edge kit
Ratio Overturning Resislftrg
+D+L+H 0.00
+D+Lr+H00
0.00
0.00
999.000
_ Ratio
0.00 0.00
+D+S+H
+D+0.750Lr40.750L+H 0.00
0.00
0.00
999.000
999.000
0.00 0.00
0.00 0.00
999.000
999A00
*M.750L+07505+•H 0.00
0.00
0.00
999.000
999.000
0.00 0.00
0.00
999.000
999.000
+040.60W+H
+0+0.70E+H O,OD
0.00
0.00
999.000
999.000
0.00
0.00 0.00
999.000
999.000
+D*4.750Lr44.750L+0,45Qw+H 0.00
+D+4750L40-7505+0.450VV+H 0.00
0.00
0.00
999.000
999.000
0.00 0.00
14.08 57 05
999.000
+D•H].750L4O.750S+0.5250E+H 0'�
+0.60D40.60W+0.60H 0.00
0.00
0.00
999
0.00 0.00
0.56 0.00
4.054
999.000
40.60D+0.70E+0.6W 0.00
0.00
0.00
999.000
999.000
10.55 57.05
0
999.000
5.405
Sliding Stablilty
0,00
999 000
0.00
14.08
999.000
Load Confbinatlon,., - - -
34.23
2 432
+D+H �.
Sfitlinc0 Force
00
_
' F2esisling Force
Sildfng Sa etyRatlo
+D+L+H
+D+
0 k
0.00 k
2.07 kLr+H
999
000 k
2.07 k
2,07 k
999
999
ESIlFME, INC.
1800 E. 16TH ST, UNIT B
tz SANTA ANA, CALIFORNIA
Combined Footing
Project Title: 1 -STORY GUEST HOUSE @ MADISON CLUB - L(71
Engineer:
Project ID: H 4 6 3
Project Descr:
Description SW#21: GRADE BEAM UNDER HAROY PANEL AT REAR OF 4 -CAR GARAGE:
Z -Axis Footing Flexure - Maximum Values for Load Combination
Load Combination.,.
+1,20D+0.50R 20S+E+1-60H
+1.20f 450L+O.205+E+1.60H
+1.200+0, 50L-00, 20S+E+1.60 H
+1.20D+{3, 50L-00.205+E+1.60H
+1.20D+0.50L+0.20S+E+1,60H
+t.200+0.50L-+U.20S+E+1.60H
+1.200+0.501.-r0.20S+E+i•,60H
+1.20D+0S0L+0.20S+E+1.60H
+1,20D,v.50L+0 VS-rE,1.6011
+1.2013+0-50L+0.20S+E+1.60H
+4.201) +0.50 L+O, 20S+E+1.60H
+1.20D+0.501-420S+E+1.6011
+1.20D+0.50L+0.20S+E+1.60H
+120D40.54L+0.20S1 E-0. 60H
+1.20D+p, 50L+0.20S+E+1.60H
+1; 200 +0.50 1.420 S+E +1- 60H
+1 20 D +4.501.+0.20 S+E+1, 60H
I,t[rj r41.urit 0 ms:t : i.r:.,-I
+1.206+0.501.+0.205 E+f.tiOH
+0.900+E+0,90H
+0.901)+E+O.WH
+0.90D+E+0.90H
+0.90D+E+0.90H
+0.9017+E+0,90H
+0.90D+E+0.90E-
+0.901)+E+0.90;
+0.90D+E+0.90H
+0.901)+E+0.901-1
+0.90D+E+0.90H
+0.90D+E+0.90H
+0.90D+E+0.90H
+0.90D+E+0.90H
+0:90D+E+0.90H
+0.90D+E+0.90H
+0.90D+E+0.90H
+0.90D+E+0.90H
One Way Shear
Load Combination-
+1.40f3+1:60H
+1.20 D+O.50 L r+1, 60 L+1.60 H
+1.20 D+1, 60 L+O.50 S+1.60 H
+1.20D+1.6OL r+0.50L+1.60H
+1.20 D+1. 80Lr+0.50W+1.6 OH
+1.20D+0.50L+1-80S+1.60ii
+1.2017+ 1.60SA.50W+i.B01-1
+1.20 D+0.50 L r+0.50 L +-W+1.60 H
+1.20D+0.50L+0.50S+W+1.60H
+1.201)+0.50L+0.20S+E+1.60H
+1.20D+0.50L+0.20S•E+1.60H
+0.90D+W+0-90H
+0.90D+E+0,901-1
+0.90D -E -+O 90H
Printed 7 MAR 2019, 2.25P -q
Fire - VA %"Lp-11H463MA-11N483,W6
Solhvare oopyr�hi EN�RC1 LC. iA'C 1983 2018, OU 4;10-18.8-25 .
Mu
Distance Tension
from left Side
'd
Governed
-
--
{ft kS {11j
As Re 4
IO2
by
Actual As
Pht'Mn
Mu 1 PhiMn
-27.610
-27.559
20,531
20.588
Top
Top
0,846
0.845
Min AC19.6
in "2)
930
0.930
01.110
39.815
0.693
-27.505
-27.449
20.644
Too
0.843
Min ACI 9.6
Min ACI 9.6
0.930
39.815
0.692
-27.391
20.700
20.756
Too
Toa
0.841
0.839
Nin ACI 9.6
0.930
39.815
39.815
0.691
0,689
-27.330
-27.268
20.813
Top
0.837
Min ACI 9.6
Min AC) 9,6
0.930
0.930
39.815
0.688
-27.202
20.869
20.925
Too
Top
0.835
Min ACI 9.6
0.930
39.815
39.815
0.686
0.685
27. i 35
20.98 i
Top
0.833
0'831
Min AC19.6
Min AC) 9,6
0.930
39.815
0.663
-27.067
-27.004
21.038
21.094
Top
Too
0.829
Min ACI 9.6
0.930
0.930
39.815
39.815
0.682
0.680
26.947
-26.894
21.150
Top
0.827
0.825
Min ACI 9.6
Min ACI S.fi
0.930
0.930
39.815
0.678
26.847
21.206
21.263
Top
Top
0.823
Min ACI 9.6
0.930
39.815
39.815
0.677
0.675
-26.805
21.319
Top
0.822
0.821
Min ACI 9.6
Min ACI 9.6
0.930
39.815
0.674
-26.766
-tri 736
21375
21 431
Too
Too
0.819
Min ACI 9.6
0,930
0.930
39 815
39.815
0-673
0.672
:.5.710
21.488
Top
0.818
0.813
Min ACI 9 6
Niu 9.fs
-1.930
39 81.5
0.672
-0.213
0.190
21.544
21,600
Too
Bottom
0.006
0.006
, .Cl
Min ACI 9.6
i: 930311
8930
31:;
39.815
x),671
0.005
0.18721.656
0.182
21.713
Bottom
Bottom
0'006
Min ACI 9.6
Min ACI 9.6
0.930
0.930
39.815
39.815
0.005
0.173
21.769
Bottom
0.5
0.005
Min ACI 9,6
Min ACI 9.6
0.930
39.815
0.005
0.005
0.162
0.147
21.825
21.881
Bottom
Bottom0.930
0.005
Min ACI 9.6
0,930
39.815
39.815
0.004
0.004
0.128
0.107
21.938
Bottom
0.004
0.004
Min ACI 9.6
Min ACI 9.6
0,930
0.930
39,815
0.004
0.085
21.994
22.050
Bottom
Bottom
0.003
0.003
Min ACI 9.S
0.930
39,815
39.815
0.003
0.003
0.0
0 04488
22.106
Bottom
0.002
Mtn ACI 9.6
Min ACI 9.6
0.930
0.930
39.815
0.002
0.033
22.163
22.219
Bottom
Bottom
0.001
0.001
Min ACI 9,6
39.815
0.002
0,001
0.021
0.012
22.275
Bottom -
0.001
Min ACI 9.639.815
Min ACI 96
0.9 0
0.930
39.815
0,001
0.000
22.331
22.388
allom 0
0.000-
0.000
,
MinACl9.6
0.930
39.815
39.815
0, 001
0,000
0.000
22.444
0
0.000
p
0
0,000
0.000
0.000
0.00022.500
0
0.000
0
0.000
0A00
0.000
-
-
0.000
Punching Shear
0.000
0,000
Phi Vn
--
MW ps1
75,00 psi
75.00 psi
75.00 psi
75.00 psi
76.00 psi
75.00 psi
75.00 psi
75.00 psi
75.00 psi
75.00 psi
75.00 psi
75.00 psi
75.00 psi
vu @ Col #1 vu @ Col #2
2.65 psi
2.28 psi
2.28 psi
2.28 psi
2.28 psi
2.28 psi
2.28 psi
2,28 psi
2.28 psi
3.99 psi
1.99 psi
1.71 psi
2.99 psi
2.56 psi
9.07 psi
7.77 psi
7.77 psi
7.77 psi
7.77 psi
7.77 psi
7.77 psi
7.77 psi
7.77 psi
2.08 psi
12.04 psi
5.83 psi
1.16 psi
10.10 psi
Phi Vn
150.00 psi
150.00 psi
150.00 psi
150,00 psi
150.00 psi
150.00 psi
150.00 psi
150.00 psi
150.00 psi
150.00 psi
150.00 psi
150.00 psi
150.00 psi
150.00 psi
vu @ Col #1
0.79
0.68psi
0,68psi
0.68psi
0.68 psi
0.68psi
0.68 psi
0.68 psi
0.68psi
0.82psi
0.30psi
0,51 psi
0.61 psi
0.13psi
vu @ Col 92
0.02 psi
0.02 psi
0,02 psi
0.02 psi
0.02 psi
0.02 psi
0.02 psi
0.02 psi
0.02 psi
0.53 psi
0.36 psi
0.01 psi
0.64 psi
0.37 psi
Inc.Page:
E 5 I/ F M E Z
Date: 12/06/2018
STRUCTURAL ENGINEERS
Job #: H 4 6 3
Client: HC DESIGN
Project Name: "GUEST HOUSE @ THE MADISON CLUB -LOT 50A"
Plan #: LA QUINTA, CA.
SMEAR WALL LINE; 22 /18G:2Ql5lCr�C2016]' t YS l5f :
SN= 1
SEISIAC PJFrDEAD LOAD PARk ER=O90las
,- 0.76
22 WALL(S) @ FRONT OF 4-CAR GARAGE:
PLATE HT= 12 ft
(WALL 1- a,oD ft ,OPENING=�o.00 ft Walll X= 8,00_ ft} WALL2= 0.00 ft WALL 3= 0,00 ft WALL 4= 0.00 ft
...SEISMIC____"•-�--------------------^^"
_
_ ___TOTALWALLLENGTH=- - _ ft
L8 LOAD =( 76 plf ( 42.0 ft/2+ 0 ) =
1596 lbs.
LOAD =( 0 pff ( 0.0 ft/2+ 0 ) =
0 lbs.
LOAD ( 0 pff ( 0.0 ft/2+ 0 ) =
0 lbs.
LOAD =( 0 pif ( 0.0 ft/2+ 0 ) =
0 lbs.
t SHEAR = T. LOAD I L = 1596 lbs J 8.00 ft =
200 lbs/ft
- - _ - _ _ _ -
200 lbs/ft
WIND-__...,.__.___.______._,______--
__-__----___..._._-____--
plf ( 42.0 ft/2+ 0 ) =
1260 lbs.
plf ( 0.0 ft/2+ 0 ) =
0 lbs.
plf ( 0.0 ft/2+ 0 ) =
0 lbs.
plf ( 0.0 ft 12 + 0 ) =
0 lbs,
1260 lbs/ 8.00 ft =
158 lbs/ft
-- r ^ _____
158 lbs/R__`___
GOVERNING V= 199.5 Ibs/ft ___
_- _--__
AIICHOR/STRAP? ANCHOR
GOV_FORCE� SEISMIC 10 W/5/8" Dia.. 10" A.B: S @ 72
"p/C
AB72
UPLIFT: __.....�„,�__R
ji - 0.67 FOR WIND, 0.76 FOR SEISMIC LOAD= V x Lwa1 O.T.M.=Load x Pit.Height UPLIFT=(O.T.M: R,M.)/L,,,,,
RE5lS 1 14G MOMENT = p x f t',�•ring Wall Weight") i Roof D.L.xTrib.Width+Floor D.L.xt'nbXirA1h1x(S.W. Length)' /2
WAU� Yf- • 14 psf x 16 :z • 224 lbs RDL- 20 psf TrbW= 21
R FDL= 14 psf TrbW= 0 ft
RES.MOMsdurec= 15662 lbs LOAD= 1596 lbs. O.T Kuj& �m = 19152 ft-lbs
UPLIFTsoj",a:= 436.2 lbs
Governing Uplift
RES.MOMvrnd= 13807 lbs LOAD= 1260 lbs. O.T.M %%w = 15120 ft-lbs
UPLIFT,,r,,,a= 164.1 lbs
436 Ibs
PROVIDE SIMPSON: NOT REQUIRED PER POST, CAPACnY= N.A. lbs
O.K
Dia hra m L.en th= 24 ft Prcmde A35's or Hl's fn} 48 hnclies O.C.
V= 67 :If
23 WALL($) @ REAR OF SINGLE CAR GARAGE:
PLATE HT= 10 ft
(WALL 1_=_ 3.00 It -OPENING=- ftWalil E= 3,00 ft} WALL2= 3.00
-� ... _.....,._...........,,,..,................-..---TOTAL
ft WALL 3= 0.00 4= 0,00 ft
SEISMIC
_ _ft_WALL
WALL LENGTH =-6.00-ft^
1.9 LOAD =( 58 pff ( 27.0 ft/2+ 0 ) =
783 lbs.
LOAD =( 0 plf ( 0.0 ft/2+ 0 ) =
0 lbs.
LOAD =( 0 pff ( 0.0 ft/2+ 0 ) =
0 lbs.
LOAD =( 0 plf( 0.0 ft/2+ 0 ) =
0 lbs.
L SHEAR = T. LOAD / L = 783 lbs / 6.00 ft
131 lbs/ft
_----r-------- CORRECT ED PER HAV RATIO (SOPWS-15Tahfaa3.d)_
157 Ib-5/ft
L9 . LOAD PIF ( 27.0 ft/2+ 0 ) =
1620 lbs.
LOAD =( plf ( 0.0 ft / 2 + 0 ) =
0 lbs.
LOAD=( Of( 0.0 ft/2+ 0 )=
0 lbs.
LOAD =( plf ( 0.0 ft/2+ 0 ) =
0 lbs.
L SHEAR = T. LOAD, 1620 lbs/ 6.00 ft
270 lbs/ft
._-__.....__.. --_---._.....----------------
270_ ibs/R__
- -
GOVERNINGFORCE= WIND V= 270 lbs/ft
___
�- �-
ANCHOR/STRAP? ANCHOR
GOY.fORCF.-I WIND 3.1 W/5/8" Ola.x 10" A.B.'S Cl 64
"o1G AB64
UPLIFT:
0.67 FOR WIND, 0.76 FOR SEISMIC LOAD= V X Lwa, O.T.M.=Load x PIt.Height UPLIFT=(O.T.M.-R.M.)/L,,,
RESISTING MOMENT = P x [Bearing Wall Weight") +Roof D.L.xTrib.Width+Floor D,L.xTrib.Width]x(S,W. Length)' /2
WALL W1= 18 psf x 16 ft = 288 lbs RDL= 20 psf TrbW= 17
ft FDL 14 psf Trbvf= 0 ft
RES.M0Ms6,,,6,= 2148 lbs LOAD- 391.5 lbs. O.T.M.s ,,,= 3915 ft-lbs
UPLIFTSesm;,= 589.1 lbs
Govorning Uplift
RES.MOM1y-"= 1893 lbs LOAD,-- 810 lbs. O.T.M.v.,m = sloo ft-lbs
UPLIFTvr„a= 2069 lbs
2069 lbs
PROVIDE SIMPSON: HDU4 PER POST, CAPACITY= 4565 lbs
O.K
Diaphragm Length= 16 ft Provide A35's or HS's @ 48 inches O.C.
V= 101 plf
rerssrar� 201a.t
ESI / F M E Inc.
STRUCTURAL ENGINEERS
Project Name: "GUEST HOUSE @ THE MADISON CLUB -LOT 50A"
Page: �:,Z
Date: 12/06/2018
Job #: H 4 6 3
Client: HC DESIGN _
Plan #: LA QUINTA, CA,
SHEAR -WALL C1�31GN'.::
SHEAR WALL LINE: 24
{I6C: y/GB C20161SAPWS451" sm=
SEMM MJFTDEAD LOAD PAwMCTER�094lu„- 0.76
24 WALL(S) @ FRONT OF SINGLE CAR GARAGE:
PLATE HT= 12 It
{WALL 1= 12.00 ft OPENING=
--------------------------------TOTntwALLLEriGTH=
moo ft W0111 Y= 12.00 ft} WALL2= 0.00
ft WALL 3= 0.0o WALL 4= 0.00 ft
^-------
SEISMIC
_ _ft _ _ _
12.00 ft
1.9 LOAD ={ 58
Of ( 27.0 ft/2+ 0 ) =
783 lbs.
LOAD =( 0
plf ( 0.0 ft/2+ 0 } =
0 Ibs.
LOAD =( 0
pIf ( 0.0 ft/2+ 0 ) =
0 lbs.
LOAD =( 0
plf ( 0.0 ft/2+ 0 ) =
0 Ibs.
t SHEAR = T. LOAD / L =
lA 3 lbs / 12.00 ft =-
65 Ibs/ft
65 Ibs/ft
--WIND
L9 LOAD =( 120
plf ( 27.0 ft/2+ 0 ) =
1620 Ibs.
LOAD =( 0
pIf ( 0.0 ft/2+ 0 ) =
0 Ibs.
LOAD ={ 0
plf ( 0.0 ft/2+ 0 ) =
0 lbs.
LOAD =( 0
plf ( 0.0 ft/2+ 0 } =
0 Ibs.
L SHEAR = T. LOAD / L =
1620 Ibs / 12,00 ft =
135 Ibs/ft
- -
135 Ibs/ft
r-----r----------M--
GOVERNING FORCE=
WIND V_ 135 Ibs/R-----
ANCHOR/STRAP? ANCHOR
cov.FORCE• WIND 10
W/5/8" Dia.x 10" A.ii.'S @ 72
"0/C A672
UPLIFT:
(i = 0.67 FOR WIND, 0.76 FOR SEISMIC LOAD= V x L,v,I O.T.M.=Load x PX.Height UPLIFT=(O.T.M: R.M.)/L,,�,,
RESISTING MOMENT = p x [Bearing Wall Weight) +Raaf O.LxTrib.Width+Floor D.L.xTrib.lVidth]x(S.W. Length)2 /2
WALL WT= 18 psf x 16 ft=
288 fbs RDL= 20 psf TrbW= 17
ft FDL= 14 psf Trb1Y= 0 ft
RES.MOMs,&w,= 34364 Ibs
LOAD= 783 lbs O.T.M.sj,,,,�= 9396 ft -lbs
UPLIFT8,b,,,;r= -2061 lbs Governing Uplift
RES.MOMw,,a= 30295 Ibs
LOAD= 1620 Ibs. O.T•M.rrme = 19440 ft -lbs
UPLIFTVjm= -904.6 Ibs -905 Ibs
PROVIDE SIMPSON: NOT REQUIRED
PER POST, CAPACITY= N.A. Ibs
O.K
Diaphragm Length=__ 16 ft
Provide A3Ts or Hl's @ 48 inches O.C,
V= 101 plf
25 WALL(S) @ NOT USED
PLATE HT= 10 ft
- {_WALL 1= 3,00 ft OPENING= 0.00 ft Walll $= 3.00 ft) WALL2= 3.00 ft WALL 3= o.00 ft WALL 4= 0.0_0 ft
-------...._.. -----------------------------..._-_---
SEISMICr
_ _
TOTAL WALL LENGTH = .- 6.00 ft
LOAD =( 0
plf ( 0.0 ft/2+ 0 ) =
0 Ibs.
LOAD =( O
plf ( 0.0 ft/2+ 0 ) =
0 Ibs.
LOAD =( 0
plf ( 0.0 ft/2+ 0 ) =
0 Ibs,
LOAD =( 0
pIf ( 0.0 ft/2+ 0 ) =
0 Ibs.
L SHEAR = T. LOAD / L =
0 Ibs / 6.00 It
0 Ibs/ft
0 Ibs/ft
WIND
LOAD =( 0
PIF ( 0.0 ft/2+ 0 ) _=
0 lbs.
LOAD( 0
plf ( 0.0 ft/2+ 0 ) =
0 Ibs.
LOAD =( 0
pIf ( 0.0 ft/ 2 + 0 } =
0 lbs.
LOAD =( 0
plf( 0.0 ft/2+ 0 J =
0 Ibs.
L SHEAR = T. LOAD / L =
0 lbs / 6.00 ft
0 Ibs/ft
_.._.__..__.._...._._._-----------------------.._._-----------__---.-------
0 Ibs/ft
GOVERNING FORCE =
.SEISMIC V:- 0 Ibs/ft
ANCHOR/STRAP? ANCHOR
GOV.FORCF- SEISMIC 10
W/5/8" Dia.x 10" A.B.'S@- 72
"0/c AB72
UPLIFT:
(i = 0.67 FOR WIND, 0.76 FOR SEISMIC LOAD= V x Ly,ar O.T.M.=Load x PILHeight UPLIFT=(O.T.M.-R.M.)/L,,,a,
RESISTING MOMENT = p x [Hearing Wall Weight") +Roof D,L.xTrlb.Wldth+Floor O.L.xTdb.Widthpc(S.Vl, Length)z /2
WALL WT= 18 psf x 16 ft =
288 Ibs ROL= 20 psf Tr6W= 17
ft FDL= 14 psf TIM= 0 ft
RES.MOMs,,,t= 2148 lbs
LOAD= 0 lbs O.T.M. = 0 ft-Ibs
UPLIFTa,-_ = -715.9 Ibs Governing Uplift
RES.MOM%.,-"= 1893 Ibs
LOAD= 0 lbs O-T.Mgvma = o ft -lbs
UPLIFT%.,,,= -631.1 Ibs -631 lbs
PROVIDE SIMPSON: NOT REQUIRED PER POST, CAPACITY= N.A. Ibs
O.K
Diaphragm Length= 16 ft
Provide A35's or Hl's @ ##### inches O.C.
V= #### plf
VERSION 2018.2
Inc.age:.?
ESI / F M E 111Date: 12/1412
5TRUCTURA L ENGINEERS
Job #; H 4 6 3
Client: HC DESIGN
Project Name: "GUEST HOUSE @ THE MADISON CLUB" Plan #: LOT 50A
1 STORY FOUNDATION DESIGN PER CBC 2016
SOILS REPORT BY: SLADDEN ENGINEERING
JOB NO: 544-1520 15-09-399
DATE: SEPTEMBER 25, 2015
ALLOWABLE SOIL BEARING PRESSURE = 1500 psf
SOIL SITE CLASSIFICATION = D
SLAB DESIGN:
USE 4" THICK SLAB W/# 3 BARS @ 16 "O.C. @ MIDDLE EACH WAY, OVER
2 " SAND / OVER 10 MIL VISQUEEN OVER 2 " SAND.
CONTINUOUS FOOTING DESIGN:
Wt. L
Roof ( 40 ) ( 23.5 ) = 940 plf
Wall : ( 10 ) ( 14 ) = 140 Of
Deck : ( 0 ) ( 0 ) = 0 ])if
TOTAL LOAD = 1080 pif
Required Min. Foundation Width = ( 1080 ) / ( 1500 - 50) = 0.74 ft.
EXT€RIQR FOOTINGS:
1 -STORY FOOTING: USE 12 In. wide x 12 in. deep with 1-#4 bar T/B cont.
INTERIOR FOOTINGS:
1 -STORY FOOTING: USE 12 In. wide x 12 in. deep with 1-#4 bar T/B cont.
P lbs
POINI LOAD CHECK: _ . POST
4x min.
EXTERIOR: P max = Allowable x S x W / 144
i�
Pmax ( 1 -Story) — 5500 lbs. ..�
INTERIOR: P max = Allowable x S x W/ 144 5=(o+8")xz+4"'
Pmax ( 1 -Story ) = 5500 Ibs.
VERSION: 2017.4
Page:
ESI / F M E Inc. Date: 12/14/2018
Is STRUCTURAL ENGINEERS Sob #; H 4 6 3
Client: HC DESIGN
Project Name: "GUEST HOUSE @ THE MADISON CLUB" Plan #: LOT 50A
PAD. DESIGN -.PER IBC2014.f. CBC2016 : ACI:3 8--1"4'1
SOILS REPORT BY: SLADDEN ENGINEERING
306 NO: 544-1520 15-09-399
DATE: SEPTEMBER 25, 2015
ALLOWABLE SOIL BEARING PRESSURE = 1800 psf OVERBURDEN WEIGHT = 50 psf
SOIL SITE CLASSIFICATION = D
Pad Design: DEPTH OF PAD = 18 inches
Minumum Reinforcement %: 0.0018
Pad No: 1 : P =
R( B1 ) =
10068
Ibs BM#1
Area
= ( 10068
) / ( 1800 - 75 )
= 5.84 sq. ft.,
hence =
2.42 ft. ( minimum )
MIN. REQUIRED REINFORCEMENT =
0.97 Inz
=>As REQUIRED PER FT OF WIDTH= 0.39 inz
* Use pad 30
" square x 18
"deep, w/#
4 Bars @ 12 " o.c. E.W. @ bottom
=>As USED PER FT OF WIDTH= 0.20 in
Pad No: 2 : P =
R( B2 ) =
44640
lbs BM#2
Area
= ( 44640
) / ( 1800
- 75 )
= 25.9 sq. ft.,
hence =
5.09 ft. (minimum)
MIN. REQUIRED REINFORCEMENT =
1.98 in
=>As TO USE PER FT OF WIDTH= 0.39 in
* Use pad 61
" square x 18
"deep, w/#
4 Bars @ 12 " o.c. E.W. @ bottom
=>As USED PER FT OF WIDTH= 0.20 int
Pad No: 3 : P=
R( 133 ) =
39300
Ibs 13M#3
Area
= ( 39300
) / ( 1800
- 75 )
22.8 sq. ft.,
hence =
4.77 ft. (minimum)
MIN. REQUIRED REINFORCEMENT =
1.86 in
=>As TO USE PER FT OF WIDTH= 0.39 in'
* Use pad 57.3
" square x 18
"deep, w/#
4 Bars @ 12 " o.c. E.W. @ bottom
=>As USED PER FT OF WIDTH= 0.20 in'
Pad No: 4 : P=
R( B4 ) =
42570
Ibs BM#4
Area
= ( 42570
) / ( 1800
- 75 )
= 24.7 sq. ft.,
hence =
4.97 ft. ( minimum )
MIN. REQUIRED REINFORCEMENT
=
1.93 in'
=>As TO USE PER FT OF WIDTH= 0.39 in'
* Use pad 59.6
" square x -18
"deep, w/#
4 Bars @ 12 " o.c. E.W. @ bottom
=>As USED PER FT OF WIDTH= 0.20 in'
Pad No: - 5 : P =
R( L ) =
0
Ibs NOT USED
Area
= ( 0
) / ( 1800
- 75 )
— 0 sq. ft.,
hence =
0 ft. ( minimum )
MIN. REQUIRED REINFORCEMENT =
0.78 inz
=>As TO USE PER FT OF WIDTH= 0.39 in'
* Use pad 24
" square x 18
"deep, w/#
4 Bars @ 12 " o.c. E.W. @ bottom
=>As USED PER FT OF WIDTH= 0.20 in`
VERSION: 2017 4
ESI/FME Inc.
STRUCTURAL ENGINEERS
Project Name: "GUEST HOUSE @ THE MADISON CLUB"
Page: 76 to r-
Date: 3/6/2019
Job #: H 4 6 3
Client: HC DESIGN
Pian #: LOT 50A
PAID DESIGN PEPCI13C2015, C13C2016. /. ACI 318 14
SOILS REPORT BY: SLADDEN ENGINEERING
30B NO: 544-1520 15-09-399
DATE: SEPTEMBER 25, 2015
ALLOWABLE SOIL BEARING PRESSURE = 1500
SOIL SITE CLASSIFICATION = D
psf OVERBURDEN WEIGHT = 50 psf
Pad Design. DEPTH OF PAD = 12 inches
Minumum Reinforcement %: 0.0018
Pad No: 6 : P = R( B5 ) = 5705
Area = ( 5705 ) / ( 1500
3.93 sq. ft., hence =
MIN. REQUIRED REINFORCEMENT = 0.52 int
* Use pad 24 " square x 12 "deep, w/#
Pad No: 7 : P = R( 1136111 ) = 8100
Area = ( 8100 ) / ( 1500
— 5.59 sq. ft., hence =
MIN. REQUIRED REINFORCEMENT = 0.65 inZ
* Use pad 30 " square x 12 "deep, w/#
Pad No: 8 : P= R( 67 ) = 12711
Area = ( 12711 ) / ( 1500
8.77 sq. ft., hence =
MIN. REQUIRED REINFORCEMENT = 0.78 in
* Use pad 36 " square x . 12 "deep, w/#
Pad No: 9 : P = R( B8 ) = 7930
Area = ( 7930 ) / ( 1500
= 5.47 sq. ft., hence =
MIN. REQUIRED REINFORCEMENT = 0.65 in
* Use pad 30 " square x 12 "deep, w/#
Pad No: 10 : P= R( B10 ) = 9300
Area = ( 9300 ) / ( 1500
6.41 sq. ft., hence =
MIN. REQUIRED REINFORCEMENT = 0.78 in
* Use pad 36 " square x 12 "deep, w/#
Ibs BM#5
- 50 )
1.98 ft. (minimum)
=>As REQUIRED PER FT OF WIDTH= 0.26 int
4 Bars @ 12 " o.c. E.W. @ bottom
=>As USED PER FT OF WIDTH= 0.20 in'
Ibs BM#6R
- 50 )
2.36 ft. (minimum)
=>As TO USE PER FT OF WIDTH= 0.26 in
4 Bars @ 12 " o.c. E.W. @ bottom
>As USED PER FT OF WIDTH= 0.20 in'
lbs BM#7
- 50 )
2.96 ft. ( minimum )
=>As TO USE PER FT OF WIDTH= 0.26 in
4 Bars @ 12 " o.c. E.W. @ bottom
=>As USED PER FT OF WIDTH= 0.20 In
Ibs BM#8
- 50 )
2.34 ft. (minimum)
=>As TO USE PER FT OF WIDTH= 0.26 inz
4 Bars @ 12 " ox. E.W. @ bottom
=>As USED PER FT OF WIDTH= 0.20 in
Ibs BM#10
- 50 )
2.53 ft. ( minimum)
=>As TO USE PER FT OF WIDTH= 0.26 in
4 Bars @ 12 " o.c. E.W. @ bottom
=>As USED PER FT OF WIDTH= 0.20 in
VERSION: 2017.
e
