HomeMy WebLinkAboutX2021-2545 - Calcslow
264 5
fal Dison Ave.
Supplement Structural Calculations
for
Addition and Interior Remodel
at
726 Bison Ave.,
Newport Beach, CA 92660
Project Owner
Haitham A. Hafeez, P.E.
Handasa Inc.
421 N Brookhurst St., Suite 222 Anaheim CA 92801
(714) 230-9228 Fax (714) 917-2977 info@handasainc.com
JOB SUMMARY
REPO
F Q R T E a 3 Biison726 NewPrtBch RT
F.jWO aSWh--Operator
lob Notes
Ift Hafeez
� ,: :d
kkl k
(657)230-9228
hatham@handasalnc.mm
W
WWI
0605
Passed
1 piece(s) 6 x 10 DF No.1
CB06
Passed
1 piece(s) 5 11,V'x 9 1/4"2.21E Parallamp PSL
CB07
Passed
1 plece(s) 3 1/2" x 11 1/4" 2.2E Parallam@ PSL
CB14
Passed
1 piece(s) 3 1/2" x 111/4" 2.2E Parallam@ PSL
RR
IPassed
11 piece(s) 2 x 6 DF No.1 @ 16" OC
F.jWO aSWh--Operator
lob Notes
Ift Hafeez
2H
Handasa 1rc
(657)230-9228
hatham@handasalnc.mm
5/28/202111:10:56 PM UTC
ForteWEB v3.2
Wquhaeasu File Name: Bison726-NewPrtBch
Page 1 / 6
'd F0 R T E' CM MEMBER REPORT PASSED
0
Ceiling Beams, CB05
1 piece(s) 6 x 10 DF No.1
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
Design gesults
Actual @ Locatloo
'?Allowed
.ResuN _i
LDF ,
Loedi Combinatiee;'(Fattem) '
Member Reaction (Ibs)
1797 @ 2"
8181 (3.50")
Passed (22%)
--
1.0 D + 0.75 L + 0.75 Lr (All Spans)
Shear (lips)
1044 @ 1' V
5922
Passed (18%)
1.00
1.0 D+ 1.0 L (All Spans)
Moment (Ft -lbs)
2106 @ 2'9 1/2"
9307
Passed (23%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load DeFl. (in)
0.008 @ 2' 9 1/2"
0.175
Passed (U999+)
--
1.0 D + 0.75 L + 0.75 Lr (All Spans)
Total Load DeFl. (In)
0.018 @ 2' 9 1/2"
0.262
Passed (U999+)
--
1.0 D + 0.75 L + 0.75 Lr (AA Spans)
• Defection criteria: LL (L/360) and TL (1-1240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Lumber grading provisions must be extended over the length of the member per NDS 4.2.5.5.
• Applicable calculations are based on NDS.
�6nppotts
�Bnrinq Leil'ptlt'
Total Avaltablq Required -
`- Loada i65u`gporb (Ibaj
i0ead na6r'L" RiNdLive
..
Tobi Accessorles . , ..
1- Stud wall - SPF
3.50" 3.50" 1.50"
981 726 363
2070 Blocking
2 - Stud wall - SPF
3.50" 3.50" 1.50"
981 726 363 1
2070 Blocking
Noexing Panels are assumed to carry no maps appnea avecay apove mem and me run ioau is appaee to me memoer eemg designed.
Wterel Braany
BrMin9Intarvak ;'.:. 6mima .,. ...
Top Edge (Lu)..._
S.p.O/C
Bottom Edge (Lu)
5' 7" o/c
Maximum allowable bracing Intervals based on applied load.
VBr icall hoeds
( Location (Side)
Tributary Width,
`+pend
(0.90)
Floor Live
(1.00)
.Root Lire
(non -snow: 1.25)
rgmmenb
0 Self Weight (PLF)
0 to TY
N/A
13.2
-
I --
I -
1- Uniform (PLF)
0 to TT' (Froth)
N/A
338.0
260.0
1 130.0
Default Load
0
System : Floor
Member Type : Drop Beam
Building Use: Residential
Building Code: IBL 2015
Design Methodology : ASD
Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software Is not Intended to circumvent the need for a design professional as determined by the authority, having jurisdiction. The designer of record, builder or framer Is
responsible to assure that this calculation Is compatible with the overall project. Accessories (Rim Board, BloMng Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -parry certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC -ES under evaluation reports ESR -1153 and ESR -1387
and/or tested In accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
x-weyerhaeuwr.wMwoodproducts/document-library.
The product applicator, Input design loads, dimensions and support Information have been Provided by ForteWEB Software Operator
FmteWEB Software Operator
5/28/202111:10:56 PM UTC
ForteWEB V3.2, Engine: V8.2.0.17, Data: V8.1.0.16
Weyerhaeuser File Name: Bison726-NewPrtBch
Page 2 / 6
job Notes
Hafham Hafeez
Hardam Inc
230-9228
halth asalnc.m
halmam@handm
a FORT E° B MEMBER REPORT PASSED
0
Ceiling Beams, CB06
1 piece(s) 5 1/4" x 9 1/4" 2.2E Parallarl PSL
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
'.Design Results
'Actuals Location, .
":Allowed
Result _
LEW ;1 Loin: Combimeaon`(Pattem) .
Member Reaction (lbs)
2738 @ 2"
7809 (3.50")
Passed (35%)
-- 1.0 D + 0.75 L + 0.75 Lr (AII Spans)
Shear (lbs)
2310 @ 1' 3/4"
11736
Passed (20°/s)
1.25 1.0 D + 0.75 L + 0.75 Lr (All Spans)
Moment (Ft -lbs)
8848 @ 6'9 1/2"
23279
Passed (38%)
1.25 1.0 D + 0.75 L + 0.75 Lr (All Spans)
Live Load DeFl. (in)
0.172 @ 6'9 1/2"
0.442
Passed (L/922)
-- 1.0 D + 0.75 L + 0.75 Lr (All Spans)
Total Load DeFl. (in)
0.386 @ 6'9 1/2"
0.663
Passed (L/412)
-- 1.0 D + 0.75 L + 0.75 Lr (All Spans)
• Deflection criteria: LL (1-/360) and TL (1-/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
SU clinks
Banns Len9(Ir'.,
Totel Aalletile ;Required "Dead
..,
"Lcadete suppmb(1ba)e;
Floor.'Llve Roof Live' Total Ilaeisories
.. ,.
1 -Stud wall - SPF
3.50" 3.50" 1.50" 1516
543 1087 1 3146 1 Blmking
2 - Stud wall - SPF
3.50" 1 3.50" 1.50" 1516
543 1087 1 3146 1 Blocking
Blocking Panels are assumes to carry no bads applied directly above mem are me tun load Is applied to the member wing designed.
Lateral Bracing , Bracing Intervals " cis eiths
Top Edge (Lu) IT T' o/d
Bottom Edge (Lu) 13' 7" o/c
,maximum mlowame bracing lncervais oaseo on appneo ioeo.
Vertical Loads
' Loaatim (side)
'tributary Witlth
Dead
(0:90) "
Fool Live ROUE Live
(1.00) (non-aiorr. 1.19)
Comments,
0 Self Weight (PLF)
0 to 13'7"
N/A
15.2
-- --
1- uniform (PLF)
0 to 13'7" (Front)
N/A
208.0
80.0 160.0
Default Load
+
0
System : Floor
Member Type. Drop Beam
Builtling Use :Residential
Building Code: IBC 2015
Design Methodology; ASD
Weyerhaeuser Notes `
Weyerhaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is
responsible to assure that this calculation Is compatible with the overall project Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC -Es under evaluation reports ESR -1153 and ESR -1387
and/or tested in accordance with applicable AS standards. For current code evaluation reports, Weyerhaeuser product IHeramre and Installation details refer to
www.weyerhaeumr.com/woodpmducts/document-iibmry.
The product application, Input design loads, dimensions and support information have been provided by ForteWEB Software Operator
FortaWEB sn/tware operator
]cab Not
Hakham Melee,
File Name: Bison726-NewPrtBch
Handasa Inc
Page 3 / 6
(657)230-9228
haitham@handasalnc.mm
5/28/202111:10:56 PM UTC
ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16
Weyerhaeuser
File Name: Bison726-NewPrtBch
Page 3 / 6
. LwF O R T Ea EM MEMBER REPORT PASSED
Ceiling Beams, CB07
1 piece(s) 3 1/2" x 111/4" 2.2E Parallam® PSL
0
14'
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
-Desl nResults
Actual@ Loublean
Allowed
Result'
LDF Load: CambirulNair(PatteM)
Member Reaction (Ibs)
2029 @ 2"
5206 (3.50")
Passed (39%)
-- 1.0 D + 1.0 Lr (AII Spans)
Shear (lbs)
1687 CO) V 2 3/4"
9516
Passed (18%)
1.251.0 D + 1.0 Lr (All Spans)
Moment (Ft -lbs)
7064 @ 7' 3 1/2"
22463 -
Passed (31%)
1.25 1.0 D + 1.0 Lr (AII Spans)
Live Load DeO. (in)
0.152 @ 73 1/2"
0.475
Passed (L/999+)
-- 1.0 D + 1.0 Lr (Al Spans)
Total Load Defl. (in)
0.301 @ 73 1/2"
0.712
Passed (L/567)
-- 1.0 D + 1.0 Lr (Al Spans)
Defection criteria: LL (1!3611) and n (U240).
Allowed moment does not refect the adjustment for the beam stability factor.
Bearhq Lenflth `: , Loatls to supyort,
(Ikxi
Supports Tout Available. Regoirgl ',;Dead Roor:llve` 'Tool Atreseorla
1- Stud wall - SPF 3.50" 3.50" 1.50" 1008 1021 2029 Blocking
2 - Stud wall - SPF 3.50" 1 3.50" 1.50" 1008 1021 1 2029 Blocking
• Bl ino Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Lateral Bnadngl
"Ing Intervals = ` Cm
amenb
Top Edge(Lu)
14'7" o/c
Bottom Edge (Lu)
14' 7" o/c
-Maximum allowable bracing intervals based on applied load.
Vertical Loads
' Location (side)
Tributary Wii
'Dead
(0:90)
Rod Lt"
(non -snout: 1.25)
Comments
0 Self Weight (PLF)
0 W 14'7"
N/A
12.3
1- Uniform (PSF)
0 to 14' 7" (Front)
7'
18.0
20.0
1 Default Load
System; Floor
Member Type: Drop Beam
Building Use: Residential
Building Code: IBC 2015
Design Methodology : ASD
'We erhaeuser Notes
Weyerhaeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software Is not intended to circumvent the need for a design professional as demmilned by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC -ES under evaluation reports ESR -1153 and ESR -1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and Installation details refer to
www.weyerhaeuwr.mm/woodproducfs/dmumerd-library.
The product application, Input design loads, dimensions and support Information have been provided by ForteWEB Software Operaror
ForteWEB Software Operator PM UTC
5/28/202111:10:56
ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16
File Name: Bison726-NewPrtBeh
Dana 4 1 r
Sob Notes
Haltilam Hot.
Handasa Inc
(657)230-9228
haltham@handasainc.com
Weyerhaeuser
19 FORTE`E MEMBER REPORT PASSED
0
Ceiling Beams, CB14
1 piece(s) 3 1/2" x 111/4" 2.2E Parallam® PSL
17'
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
Desion Results
Actual o Location
- Allowed
Result
UDF Load: Combinatim pattern)
Member Reaction (Ibs)
1445 @ 2"
5206 (3.50")
Passed (28%)
-- 1.0 D + 1.0 Lr (All Spans)
Shear (Ibs)
1243 @ V 2 3/4"
9516
Passed (13%)
1.25 1.0 D+ 1.0 Lr (All Spans)
Moment (Ft-Ibs)
6111 @ 8' 9 1/2"
22463
Passed (27%)
1.25 1.0 D+ 1.0 Lr (AII Spans)
Live Load Defl. (In)
0.182 @ 8'9 1/2"
0.575
Passed (L/999+)
-- 1.0 D+ 1.0 Lr (AII Spans)
Total Load Defl. (in)
0.375 @ 8'9 1/2"
0.863
Passed (U553)
-- 1.0 D + 1.0 Lr (All Spans)
Deflection criteria: LL (I/360) and TL (L/240).
Allowed moment does not reflect the adjustment for the been stability factor.
Supports -
Bearing Lengal; ,—Laadsta6uppbrta (Ibs)
Accessories
Total Ardleble Required %Dead Raof.LWe Total
1- Stud wall - SPF
3.50" 3.50" 1.50" 791 ]03 1444
Blocking
2 - Stud wall - SPF
3.50" 1 3.50" 1 1.50" 741 1 703 1444
Blocking
• niocxing ranee are assumed w carry no
we run ioao is appueo w me ni ceing oesigneo.
Lateral BraCing �. Bracingintervals Comments
Top Edge (Lu) 17' 7" o/c
Bottom Edge (Lu) 17 7" o/c
-Maximum allowable bracing intervals based on applied load.
VerNcalLoads Location(Side)
TlibuttryWidth,
Dead
(0.90)
Roof Lire
(non -snow: 1.25)
Comments
0 Self Weight (PI.F) 0 to 17'7"
N/A
12.3
Handam Inc
1- Uniform (PSF) 0 to 17'7" (Front)
4'
18.0
20.0
Default Load
0
System : Floor
Member Type: Drop Beam
Building Use : Residential
Building Code : IBC 2015
Design Methodology; ASD
Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other wamandes
related to the software. Use of this software Is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation Is compatible with the overall project. Accessories (Rim Board, Blccldng Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilites are third -parry certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC -ES under evaluation reports ESR -1153 and ESR -1387
and/or tested In accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details reler to
www.weyerhaeuser.mm/woodproducts/document-libmry.
The product application, Input design loads, dimensions and support Information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
5/28/202111:10:56 PM UlC
ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
File Name: Bison726-NewPrtBch
Page 5 / 6
Sob Notn
Haltham Hafeez
Handam Inc
(657)230-9228
haltham@handasaincmm
Weyerhaeuser
®F• 0 R T E' CM MEMBER REPORT PASSED
0
12
41
Roof rafters, RR
1 piece(s) 2 x 6 DF No.1 @ 16" OC
0
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Member Length : 13'5"
Defl" D Ra8Dlt6 '
Actual D Location ,
_v
Allowed
Result
LDF Load, Combination (Pattern)
Member Reaction (lbs)
309 @ 2 1/2"
2231(3.50")
Passed (14%)
-- 1.0 D + 1.0 Lr (All Spans)
Shear (Ibs)
274 @ 8 11/16"
1238
Passed (22%)
1.25 1.0 D + 1.0 Lr (All Spans)
Moment (Ft -lbs)
910 @ 6'3 1/2"
1178
Passed (77%)
1.25 1.0 D + 1.0 Lr (All Spans)
Live Load DeO.(in)
0.413 @ 6'3 1/2"
0.641
Passed (L/372)
-- 1.0 D + 1.0 Lr (All Spans)
Total Load DeFl.(in)
0.762 @ 6'3 1/2"
0.855
Passed (L/202)
-- 1.0 D + 1.0 Lr (All Spans)
• Defection criteria: LL (1-1240) and TL (1-/180).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• A 15% Increase in the moment opacity has been added to account for repetitive member usage.
• Applicable calculations are based on NDS.
Supports
Br+sIn9Frdaimil Common ...
Baring LelgM
Lads to SUPports (Ibs)
Accimsmle4
Total Aveilabk, gegYiretl .',Dad goof Live 'Total
1- Beveled Plate - SPF
3.50"
3.50" 1.50"
191 168 309
1 Blocking
2 -Beveled Plate - SPF
3.50"
1 3.50" 1 1.50"
141 1 168 1 309
Blocking
rnocmmg ranea are assumeu m carry no imus appneu mrecuy aouve mem ano me rmi loan is apPneo m me memoer ming oesgneu.
Lateral Brachl
Br+sIn9Frdaimil Common ...
Top Edge (Lu)
8' 2" o/c
Bottom Edge (Lu)
IT 3" o/c
-Maximum allowable owing Intervals based on applied load.
Vertical Load
Locatim (SIIda)
Spacing
Dead
(6.90)
Root Lire
(an -snow: 1.25)
Commems
1- Uniform (PSF)
0 to 12' 7"
16"
16.0
20.0
1 Default Load
System : Roof
Member Type: Joist
Building Use : Residential
Building Code : IBC 2015
Design Methodology: ASD
Member Pith : 4/12
Weyerhaeuser Notes ' -+ . ` '
Weyerhaeuser warrants that the sizing of its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not Intended to circumvent the need for a design professional as detem fined by the authority having Jurisdiction. The designer of record, builder or framer Is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -parry certiRed to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC -ES under evaluation reports ESR -1153 and ESR -1387
and/or tested In accordance with applicable AS standards. For current code evaluation reports, Weyerhaeuser product literature and installation detalls refer to
wvm.weyerhaeumr.onVwoodpmducts/datum nt-Ilbmry.
The product application, Input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Job Not.
Haltham Hafeez
Handlasa Inc
(657)230-9228
haitham@handasalm.rom
5/28/2021 11:10:56 PM U(C
ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16
Wayerhaeasser File Name: Bison726-NewPrtBch
Page 6 / 6
Calculate Roof Diaphragm lateral load:
1. E/W direction
Total tributary lateral force = 3528+2469.6+(2469.6/2)
7232.4 Ib
Roor diaphragm tirb length= 38 ft
Lateral load (w) plf= 7232.4/38= 190.3 Ib
Roof diaphragm depth (d) ft = 42 ft
Moment (M) = wl-2/8 = 190.3x(38A2)/8 = 34349 Ib -ft
T = C = M/d = 34349/42 = 817.8 Ib
Check adequacy of doubt top plate for tension and compression:
Cross sectional area= 1.5x3.5x2 = 10.5 int
Ft = 350 psi 2018 NDS Supplement
Fc= 475 psi 2018 NDS Supplement
Available tensile capacity = 3675 Ib OK
Available compression capacity = 4987.5 Ib OK
Calculate number of fasteners at top plate splice
Referencing table 12N of 2018 NDS,
16d nail capacity = 103 Ib
Required nails = 7.939806 nails
Use 10-16 nails at top plate splice
1. N/S direction
Total tributary lateral force = 2822.4+3175.2+3051.72+361.62
= 9411 Ib
Roor diaphragm tirb length= 54 ft
Lateral load (w) plf= 9410.94/54: 174.3 Ib
Roof diaphragm depth (d) ft = 60 ft
Moment (M) = wL2/8 = 190.3x(54A2)/8 = 63532 Ib -ft
T = C = M/d = 63532/60 = 1058.9 Ib
Check adequacy of doubl top plate for tension and compression:
Cross sectional area= 1.5x3.5x2 = 10.5 int
Ft = 350 psi 2018 NDS Supplement
Fc= 475 psi 2018 NDS Supplement
Available tensile capacity = 3675 Ib OK
Available compression capacity = 4987.5 Ib OK
Calculate number of fasteners at top plate splice
Referencing table 12N of 2018 NDS,
16d nail capacity = 103 Ib
Required nails = 10.28058 nails
Use 12-16 nails at top plate splice
b...nA. +inn crhedulP usine soil bearing value of
Foundation
Id
Supported Beam
Load
Required
foundation size
ft
F01
CB09
6730
4.5
F02
CB09, CB04, CB05
12000
8
F03
CB05
2100
1.4
F04
CB12
1600
1.1
F05
CB01
8900
6
F06
CB08
1000
0.7
F07
CB03, CB06
6500
4.4
F08
CB06
3146
2.1
F09
CB11
5860
4
F10
ICB11
5860
4
F11
ICB14
1 3.444
1
F12
ICB07
2029
1.4
1500 psf
Required foundation size = Load/1500
(E ) Continuous Foundation suffices
proposed continuous foundation suffices
(E) Continuous Foundation suffices
(E) Continuous Foundation suffices
Imo..
Loads: LC 1, IBC 16-7
CmiclnnA Only Solution
Handasa Inc
Haitham A Hafeez
Bison726-NewPotBch
GrbBeam-Gridline 11
SK -1
May 28, 2021 at 2:16 PM
GrdBm-Grid11.r2d
Company Handasa Inc May 28,
111RISA dblNu Number Bson726-NewPotBch Checked By iHA
ANEMEISCHEKCoIAEANv Model Name GrbBeam-Gridline 11
Concrete Properties
Label E wall Nu Theme \... Densit k... fc[ksil Lambda Flex Stee.. Shear Steel ksi
1
Conc3000NW
3156
1372 1
.15 1
145
3
1
60
60
7
Conc3500NW
3409
—1482
.15
6
145
3.5
1`
60
60
3
Conc4000NW
3644
1584
.15&.6.145
4
1
60
60
4
Conc3000LW
2085
907
.15.11
3
.75
60
60
5
Conc3500LW
2252
979
.15.11
3.5
.75
60
60
6
Conc4000LW
2408
1047
.15.11
4
.75
60
60
7
Conc2500NW
3156
1372
.15145
2.5
1
60
60
Concrete Rebar Parameters
Label O timi... Min Flex ... Max Flex ...
She...Le s er ...
To Colum...
Bottom...
Side Cove...
To /Bo om Bars Add'I S...
Shear Bar ...
1 T ical Ptimize #3 #10
#4 2
1.5
1.5
1.5
2 11
12
Joint Boundary Conditions
Joint Coordinates and Temperatures
Concrete Beam Design Parameters
Label Sha e L B-eff Left in B-eff Ri ht... I Th.. ..lcr Fact... Flexural L h r Layout
1 GrdBm-Gri..CRECTI2... 8 Use Desi LMIe Use Desion Rule
Joint Loads and Enforced Displacements (BLC 1 : EL)
Joint Label L D k M Direction Ma nitude k -ft in rad k *SA 2Ift k*s"2*ft
1 N2 L Y 3
Member Point Loads
Member Label Direction Ma nitude k k -ft LocationLftAl
No Data to Print ...
Member Distributed Loads
Member Label Direction Start Ma nitude klft F ks End Ma ni ude k/ft F ks Start Location ft % End Lo a i n ft
No Data to Print ...
Basic Load Cases
BLC Description Category XGravity YGravity Joint Point Distributed
1 EL EL 1
RISA -2D Version 18.0.0[CA ... \... \... \... \... \... \... \... \GradeBeamSCaics-RISA\GrdBm-Grid11.r2d] Page 1
Company
Handasa Inc
May 28,
'I'RISA
Job Nn ber
Bson726-NewPotBch
Che k dBy:1HA
ANEMETscnEK coManNr Model Name
GrbBeam-Gridline 11
Concrete Beam Bending Reinforcement
Member Sha a San Left To Left Bot Mid To Mid Bot Ri ht To Ri ht Bot
1 GrdBm-Grid-... CRECT12X12 1 2 #5
Concrete Beam Shear Reinforcement
Member San Region 1 R ion 2 Real 3 Re ion 4
1 GrdBm-Grid-11 1
RISA -2D Version 18.0.0[CA ... \... \... \... \... \... \... \... \GradeBeamSCaics-RISA\GrdBm-Grid11.r2d] Page 2
Vit..
Loads: LC 1, IBC 16-7
Envelope Only Solution
Handasa Inc
Haitham A Hafeez
Bison726-NewPotBch
GrbBeam-Gridline 12
728k
SK -2
May 28, 2021 at 2:25 PM
GrdBm-Gridl2.r2d
Company
Handasainc
May 28,
IIIRISA
.15
.6
.145
3
1
60
60
2
Job Number mber
: Bson726-NewPotBch
Ch ck d2By:1HA
ANEMETSCHEK COMPANY Model Name
GrbBeam-Gridline 12
145
Concrete Properties
I ahel a hcil !] n,.i1 Mu Th— 11 rleneihdk Prrkeil 1 .mhAn Rev Rfee Ah..r Sfeeirkgil
1
Conc3000NW
3156
1372
.15
.6
.145
3
1
60
60
2
Conc3500NW
3409
1482
.15
1.5
145
3;5
1
60
60
3
Conc4000NW
3644
1584
.15
.145j2.5
4
1
60
60
4
, Gonc3000LW
2085
907
.15
.11
3
.75.
60'
60
5
Gonc3500LW
2252
979
.15
t.6
.11
.5
.75
60
60
6
Conc4000LW
24
1047
.15 ';
.11 '4
.75
60
07
Conc2500NW
3156
1372
.15
.145
1
60
60
Concrete Rebar Parameters
Label OUrn!... Min Flex ... Max Flex ...
She ... Legs er ...
To Colum...BIT...Side
Cov ...
To /Bottom Bars Add'I S ...
Shear Bar ...
1 T ical ptimize #3 #10
#4 2
1.5
1.5
1.5
2 1
12
Joint Boundary Conditions
Joint Coordinates and Temperatures
Concrete Beam Desian Parameters
Sha a Le t - L ...B-eff Ri h..Slab T .. ..I r F ... Flexural La Shear La o
1 GrdBm-Grid-12 cRECT1... 12 Use Desi n Rule Use Design Rule
Joint Loads and Enforced Displacements (BLC 1 : EL)
Joint Label L DL M Direction Ma nitude k k -R in rad k*sA2/ft VaA2"ft
1 N2 Y .728
Member Point Loads
Member Label Direction Ma nitude k k -R LogalionMAI
No Data to Print ...
Member Distributed Loads
Member Label Direction Start Magnitudelk/ft.F.ksfl End Ma nitude k/ft F ks Start Location[ft,%I End Location R %
No Data to Print ...
Basic Load Cases
BLC Descri tion Category X GravityY GravityJoint Point Distributed
1 EL EL 1
RISA -2D Version 18.0.0[CA ... \... \... \... \... \... \... \... \GfadeBeamsCaics-RISA\GrdBm-Gridl2.r2d] Page 1
Company
Handasa Inc
May 28,
1'1R'SA
Job Number
Bson726-NewPotBch
Check d2By:1HA
ANEMETSLNEKCOMPANY Model Name
GrbBeam-Gridline 12
Concrete Beam Bending Reinforcement
Member Shape San Left Top Left Bot Mid Too Mid Bot Ri ht To Ri ht Bot
1 GrdBm-Grid-...lCRECT12X12 1 1 1 1 2 #4
Concrete Beam Shear Reinforcement
Member San Region 1 Region 2 Re ion 3 Re ion 4
1 GrdBm-Grid-12 1
RISA -2D Version 18.0.0JCA ... \...\...\...\...\...\...\... \GradeBeamSCaics-RISA\GrdBm-Grid12.r2d] Page 2
Vit..
Loads: LC 1, IBC 16-7
Envelope Only Solution
Handasa Inc
Haitham A Hafeez
Bison726-NewPotBch
GrbBeam-Gridline 13
728k
SK -3
May 28, 2021 at 2:29 PM
GrdBm-Gridl3.r2d
Company Handless Inc May 28,
Des
(''RISA JobN Number Bson726-eWPotBch Check d2By:1HA
ANEMETSCMEKCOMPANY Model Name GrbBeam-Gridline 13
Concrete Properties
I ahel F rksil G rksil Nu Therm A Densitvrk___ fcrksil Lambda Flex Stee... Shear Steelrksil
1
Conc3000NW
3156
1372
.15
.6
.145
3
1
60
60
2
' Conc3500NW
3409
1482
.15
.6
.145
3.5
1-
60
60
3
Conc4000NW
3644
1584
.15
.6
.145
4
1
60
60
4
Conc3000LW
2085
907
.15
.6
.11
3
.75
60
60
5
Conc3500LW
2252
979
.15
:6
.11
3.5
.75
60
60
6
onrA000LW
2408
1047 `
.15
.6
.11
4
.75
60
60
7
Conc2500NW
1 3156
1372
.15
.6
.145
2.5
1
60
60
Concrete Rebar Parameters
Label im!... Min Flex ... Max Flex ...
She...Le s er ...
To CoIum...Boltom...Slde
Cove...
To /Bo m Bars Add'I S...Shear
Bar ...
1 T ical ptimize #3 #10
#4 2
1.5
1.5
1.5
2 1
12
Joint Boundary Conditions
Joint Coordinates and Temperatures
Concrete Beam Desion Parameters
Label Sha a Len thftB-eff eft..-eff Ri ..SI I ...I r Fac.. Lat Shear
RECTI.1 GrdBm-Grid-13 C 12 .UDi nyoRuule
Design Rule
Joint Loads and Enforced Displacements (BLC 1 : EL)
Joint Label L DL M Direction Ma nitude k k -ft in rad k *SA 2Rt k" ^2*ft
1 N2 Y .728
Member Point Loads
Member Label Direction Ma nitude k k -ft L cation ft
No Data to Print ...
Member Distributed Loads
Member Label Direction Start Ma nitude k/ft F ks End Ma nitude k/ft F.ksfl Start Locatlon[ft,yol End Location ft
�— No Data to Print ...
Basic Load Cases
BLC Descri tion Category X Gravity Y Gravity Joint Point Distributed
1 EL EL 1
RISA -2D Version 18.0.0[CA ... \... \... \... \... \... \... \... \GradeBeamSCaics-RISA\GrdBm-Gridl3.r2d] Page 1
Company
Handasa Inc
May 28,
111
sner
HalthamAHafeez
2:29 PM
RISA
b Number
B son726-NewPotBch
Checked By:1HA
ANEMETSCHEH COMPANY Model Name
GrbBeam-Gridline 13
Concrete Beam Bendina Reinforcement
Member Sha a San Left To Left Bot Mid To Mid Bot Right To Ri ht Bot
..
1 GrdBm-Grid-.CRECT12X12 1 2 #4
Concrete Beam Shear Reinforcement
Member S n Region 1 Region 2 Rein 3 Re ion 4
1 GrdBm-Grid-13 1
RISA -2D Version 18.0.0JCA ... \... \... \... \... \... \... \... \GradeBeamSCaicS-RISA\GrdBm-Grid13.r2d] Page 2
LL.
GrdBm-Grid-A1
N1 2
2.7k
Loads: LC 1, IBC 16-7
Envelope Only Solution
Handasa Inc
GrbBeam-Gridline Al
SK -4
Haitham A Hafeez
May 28, 2021 at 2:33 PM
Bison726-NewPotBch
GrdBm-GddA1.r2d
Company Handasa Inc May 28,
111 RISA Job Number B son726-NewPotBch Check d2By:IHA
ANEMETSCXEKCOMPANY Model Name GrbBeam-Gridline Al
Concrete Properties
I ahel F rksil G rksil Nu Therm A Densitvrk... 4clksil Lambda Flex Stee... Shear Steelrksil
1
1 Conc3000NW 1
3156
1372
.15
.6
.145
3
1
60
60
2
COnc3500NW
3409
-1482
.15
.6
.145
3.`5
1
60
60
3
Conc4000NW
3644
1584
.15
.6
.145
4
1
60
60
4
onc3000LW
2085
907
.15
.6
.11
3
.75
60"-
60
5
COnc350OLW
2252
979
.15
.6
.11
3.5
.75
60
60
Conc4 OLW
2408
1047 "
.15
_6
.11
4
.75
60'
60
7
Conc2500NW
3156
1372
.15
.6
.145
2.5
1
60
60
Concrete Rebar Parameters
La 1 O timi... Min Flex ... Max Flex ...
She...Legs per ...
To C m...6
om...Side Cove...
To /Bottom Bars Add'I S...
Shear Bar ...
1 T ical Ptimize #3 #10
#4 2
1.5
1.5 1.5
2 1
12
Joint Boundary Conditions
Joint Coordinates and Temperatures
Concrete Beam Desian Parameters
Label Shape Len th ft1 B- .B- ff Ri h.. I T... Slab T ... ler Fac... Flexural La out S r Layout
1 GrdBm-Grid-A1 CRECT1... 6 Use Desi n Rule use Design Rule
Joint Loads and Enforced Displacements (BLC 1: EL)
Joint Label L D M Direction Ma nitude k k -ft in rad k`e2/ft k*SA 2'ft
1 N2 L Y 2.7
Member Point Loads
Member Label Direction Magnitude[k.k-ftl Location ft
No Data to Print ...
Member Distributed Loads
Member Label Direction Start Ma nitude k/ft F.ksfl End Magnituderk/ft.F.ksfl Start Locationft%l End Location ft
No Data to Print ...
Basic Load Cases
BLC Description Category X Gravit Y Gravit Joint Point Distributed
1 EL EL 1
RISA -2D Version 18.0.0[CA ... \... \... \... \... \... \... \... \GradeBeamsCalcs-RISA\GrdBm-GridAl.r2d] Page 1
Company
HanhaInc
May 2021
P
2:34 PM
111
Designer
Hanhamm A Hafeez
Checked By: HA
R'SA
Job Number
Bison726-NewPotBch
ANEMEISCXEK COMPANY Model Name
GrbBeam-Gridline Al
Concrete Beam Bending Reinforcement
Concrete Beam Shear Reinforcement
RISA -2D Version 18.0.0ICA ... \...\...\...\...\...\...\... \GfadeBeamsCaics-RISA\GrdBm-GridAl.r2d] Page 2
�.H
GrdBm-Grid-B1
-Ni 2
2.7k
Loads: LC 1, IBC 16-7
Envelope Only Solution
Handasa Inc I SK - 6
Haitham A Hafeez GrbBeam-Gridline 131 May 28, 2021 at 2:38 PM
Bison726-NewPotBch GrdBm-GndB1.r2d
Company
Handasa Inc
May 28, 2021
IIIRISA
.15
Designer
HaithBison
8 PM
60
60
2
Job Number
26 -New of
Bison726-NewPotBch
Checked
Checked By: HA
ANEMETSCHEK COMPANY Model Name
GrbBeam-Gridline 131
.145
Concrete Properties
r ..r.vi a men r_ ro-.n M.. Thea„ n neneitvrk frtrkcn I amhda Flex Stee._ Shear Steelfksil
1
Conc3000NW
3156
1372
.15
17145
3
1
60
60
2
1 Conc3500NW
3409
1482
.15
.6 `
.145
3.5
1
60 1
60
3
Conc4000NW
3644
1584
.15
.6
.145
4
1
60
60
4
Conc3000LW
2085
907
.15
.6
.11,
3
.75
60
60
5
Conc3500LW
2252
979
.15
.6
.11
3.5
.75
60
60
6
Conc4000LW
2408
1047
.15
.6
111
4
.75
60
60
7
Conc2500NW
3156
1372
.15
.6
.145
2.5
1
60
60
Concrete Rebar Parameters
Labal O timi... Min Flex ... Max Flex ...
She ... Leas er ...
To Colum...Bottom...Side
Cove...
To /Bottom Bars A d'I S ...
Shear Bar ...
1 T ical ptimize #3 #10
#4 2
1.5
1.5
1.5
2 1
12
Joint Boundary Conditions
Joint Coordinates and Temperatures
Concrete Beam Desian Parameters
Label Sha e n th ft B-eff Le . B-eff Ri h..Sl .. lab T...Icr Fa FI xural Lao She out
1 GrdBm-Grid-B1 CRECT1... 6 Use Desi n Rule -use Desi n Rule
Joint Loads and Enforced Displacements (BLC 1: EL)
Joint Label L DL M Direction Ma nitude k k -ft in r d k *SA 2/ft k*sA2*ft
1 N2 Y 1 2.7
Member Point Loads
Member Label Direction Ma nitude k k-ftLocation ft
No Data to Print ...
Member Distributed Loads
Member Label
Direction Start Ma nitude k/ft F ks End Ma nitude k/ft F ks Start Location[ft,%1 End Location ft °o
No Data to Print ...
Basic Load Cases
BLC Descri tion Cate o X Gravit Y Gravit Joint Point Distributed
1 EL EL 1
RISA -2D Version 18.0.0[CA ... \... \...\...\...\...\...\... \GfadeBeamSCaics-RISA\GrdBm-GridBl.r2d] Page 1
Concrete Beam Sending Reinforcement
T,.., nnW a�f Riaht Too Right Bot
Concrete Beam Shear Reinforcement
s Recion 4
Version 18.0.0 [C:\...\...\...\...\...\...\...
.rZdj rage c
May 28, 20212:36
Company
Handasa Inc
PM
w Dner
Haitham A Hafeez
Checked By: HA
'''
IRIS
H Job Nesigumber
Bison726-NewPotBch
Model Name
GrbBeam-Gridline B1
ANEMETSCHEK COMPANY
Concrete Beam Sending Reinforcement
T,.., nnW a�f Riaht Too Right Bot
Concrete Beam Shear Reinforcement
s Recion 4
Version 18.0.0 [C:\...\...\...\...\...\...\...
.rZdj rage c
fes..
GrdBm-Grid-C1
N1 2
2.6k
Loads: LC 1, IBC 16-7
Envelope Only Solution
HandasaInc SK -7
Haitham A Hafeez GrbBeam-Gridline Cl May 28, 2021 at 2:45 PM
Bison726-NewPotBch GrdBm-GridC1.2d
Company
Handasa Inc
May 28,
'''RISA
.15
.6
.145
3
1
80
60
2
Job Number
Bson726ANewPotBch
Ch ck d2By:1HA
nNEMETSCHEK COMPANY Model Name
GrbBeam-Gridline C1
.145
Concrete Properties
Label E Mail G rksil Nu Therm R... Densitvrk... Pcrksil Lambda Flex Stee... Shear Steelrksil
1
Conc3000NW f
3156
1372
.15
.6
.145
3
1
80
60
2
C6nc3500NW
3409
1482
15
.6
.145
3.5
1
60
60
3
Conc4000NW
3644
1584
.15
.6
.145
4
1
60
60
4
COnc3000LW
2085
907
.15
.6
'.11
" 3
.75
60
- 60
5
COnc3500LW
2252
979
.15
.6
.11
3.5
.75
60
60
6
Conc4000LW
2408
1047
.15
.6
.11
4
75
60 -
6
7
Conc2500NW
3156
1372
.15
.6
.145
2.5
1
60
60
Concrete Rebar Parameters
Label O timi... Min Flex ... Max Flex...
She...Le s er ...
To Colum...
Bottom...
Side Cove...
Top/Bottom Bar
A 'I S ... Shear Bar ...
1 T ical p rnize #3 #10
#4 2
1.5
1.5
1.5
2
1 1 1 12
Joint Boundary Conditions
Joint Coordinates and Temperatures
Concrete Beam Desian Parameters
Label She a Len th ft B-eff Left ...B-eff Ri h -Slab T... Slab x r I L Shear Lao t
1 GrdBm-Grid-C1 CRECTI... 8 Use Desi n Rule Use Design Rule
Joint Loads and Enforced Displacements (BLC 1 : EL)
Joint Label L D M Direlion Ma nitude k k -ft in rad k's^2/ff k's^2"ft
1 N2 L Y 2.6
Member Point Loads
Member Label Direction Ma nitude k k -ft Loca i n ft %
No Data to Print ...
Member Distributed Loads
Member Label Direction Start Ma nitude k/ft F ks End Ma nitude k/ft F ks Start Location ft% End Location ftOX
No Data to Print ...
Basic Load Cases
BLC Description Category XGravity YGravity Joint Point Distributed
1 EL EL 1
RISA -2D Version 18.0.0[CA ... \... \... \... \... \...\... \... \GradeBeamsCaics-RISA\GrdBm-GridCl.r2d] Page 1
Company
Handasa Inc
May 28,
111RISA
Des
Job Number mber
Bson726-NewPotBch
Ch ck d2By:tHA
AN EMETSCHUCOMCANY Model Name
GrbBeam-Gridline Cl
Concrete Beam Bending Reinforcement
Member shape San Left Ton Left Bot Mid Top Mid Bot Ri ht To Ri ht Bot
.
1 GrdBm-Grid-..CRECT12X12 1 2 #5
Concrete Beam Shear Reinforcement
Member San Region 1 Region 2 Re ion 3 Re ion 4
1 GrdBm-Grid-C1 1
RISA -2D Version 18.0.0[CA ... \... \...\... \... \... \... \... \GradeBeamSCaics-RISA\GrdBm-GridC1.r2d] Page 2
a
Structural Calculations
w/ Supplement Calcs
for
Addition and Interior Remodel
at
726 Bison Ave.,
Newport Beach, CA 92660
Project Owner
x
\ N
� . 1 � .;
IKIM
Engineer
Haitham A. Hafeez, P.E.
Handasa Inc.
Haitham�
Ahdelhafeez
N.. 63359
421 N Brookhurst St, Suite 222 Anaheim CA 92801
(714) 230-9228 Fax (714) 917-2977 info@handasainc.com
SUMMARY REPORT
F O R T E R • BCson726-NewPrtBch
•} ��£Y+z-+: Y4
CB01
_ � -��a,«?.:v`-
�'(F
�a ..... 4ss ,'11F � �.. .v'>23�L�v�^t .h�"€k�+r ,n P„t�hs 4ud €����?....,2`. `�f',.
Passed 1 piece(s) 7"x 16" 2.2E Parallam@ PSL
CB02
Passed
1 piece(s) 3 1/2” x 9 1/4" 2.2E Parallam@ PSL
CB03
Passed
1 piece(s) 5 1/4" x 9 1/4" 2.2E Parallam@ PSL
CB04
Passed
1 pieces) 6 x 10 Douglas Fir -Larch No. 1
CB08
Passed
1 piece(s) 3 1/2" x 9 1/4" 2.2E Parallam@ PSL
CB09
Passed
1 piece(s) 7"x 18" 2.2E Parallam@ PSL
CB10
Passed
1 piece(s) 3 1/2" x 9 1/4" 2.2E Parallam@ PSL
CB11
Passed
1 piece(s) 5 11,V'x 14" 2.2E Parallam@ PSL
CB12
Passed
1 piece(s) 3 1/2" x 11 1/4" 2.2E Parallam@ PSL
C813
Passed
1 piece(s) 4 x 12 Douglas Fir -Larch No. 1
._„
RB01-California Room Passed 1 piece(s) 4 x 8 Douglas Fir -Larch No. 1
RB02-California Room
Passed
1 piece(s) 4 x 8 Douglas Fir -Larch No. 1
RB03-Califomia Room
Passed
1 piece(s) 4 x 8 Douglas Fir -Larch No. 1
RB04-California Room
Passed
1 piece(s) 4 x 8 Douglas Fir -Larch No. 1
:M 'A } ":. B '� a�dz.3cY.,' `X " a.%r
0701 -New Bedroom
Passed
1 piece(s) 2 x 6 Douglas Fir -Larch No. 1 @ 16" OC
0702 -New Bedroom
Passed
1 pieces) 2 x 6 Douglas Fir -Larch No. i @ 16" OC
0703 -Entry Porch
Passed
1 piece(s) 2 x 6 Douglas Fir -Larch No. 1 @ 16" OC
0704 -Entry Porch
Passed
1 piece(s) 2 x 12 Douglas Fir -Larch No. 10 16" OC
FOMWE6 Software Operator
]Ob Notes
Hahham
Handam Inc
(657)230-9228
hattham@handasainc.mm
A 4/17/20219:31:22 PM UTC
ForteWEB v3.1
Weyerhaeuser File Name: Bison726-NewPrtBch
Paqe 1 / 19
e FORTE M MEMBER REPORT PASSED
0
Ceiling Beams, CB01
1 pieces) 7" x 16" 2.2E ParallamO PSL
21'
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
Design Results
Actual`@location
,:Allowed
Result
LDF, Laad:Cambination(PVltaFn)
Member Reaction (Ibs)
5430 @ 2113 1/2"
6563 (1.50")
Passed (83%)
-- 1.0 D + 0.75 L + 0.75 Lr (All Spans)
Shear (lbs)
7095 @ V7 1/2"
27067
Passed (26%)
1.25 1.0 D + 0.75 L + 0.75 Lr (All Spans)
Moment (Ft -lbs)
34857 @ V 5 7/16"
87387
Passed (40%)
1.25 1.0 D + 0.75 L + 0.75 Lr (All Spans)
Live Load DeFl. (in)
0.247 @ 10' 3 1/2"
0.704
Passed (L/999+)
-- 1.0 D + 0.75 L + 0.75 Lr (All Spans)
Total Load Dell. (in)
0.567 @ 10'3 3/4"
1.056
Passed (L/447)
-- 1.0 D + 0.75 L + 0.75 Lr (AII Spans)
• uensmoon Omaha: a (yab1)) and a (x/291)).
• Allowed moment does not refect the adjustment for the beam stabllny factor.
• Member should be side -loaded from both sides of the member or braced ro prevent rotation.
Supports
Bearing Length
Tidal Available; 'Required
Loatls to suppartiptus)
.:Dead Floor Live Boot Live Total
Accessories
1- Stud wall - SPF
3.50" 3.50" 1 2.62" 1
4365 1519 3038 8922
Blocking
2 -Hanger on 16" SPF beam
3.50" Hanger' 1 1.50' 1
3149 1064 2129 6342
See note'
• airy ralleiz ere nssmneu ro Wm/ ria leans applleo ulre aW a Nem ano me NII Iwo Is appllee ro me memcer ceing designed.
• At hanger supports, the Total Bearing dimension Is equal to the wkfth of the material that Is supporting the hanger
•' See Connector gdtl below for additional Information anti/or requirements.
Lateral Bracing Bracing Intervale comments
Top Edge (Lu) 21'4" o/c
Bottom Edge (W) 21' 4" o/c
-Maximum allowable bracing Intervals based on applied load.
System : Floor
Member Type : Drop Beam
Building Use: Residential
Building Code: IBC 2015
Design Methodology: ASD
Connector: Simpson Strong -Tie
Support
Model
seat Length Top Fasteners
_:. Face Fastemre
Member Fasteners
Accessories
2 - Face Mount Hanger
HGU7.25-SDS H=15.938
5.25" N/A
36-SDS25212
24SDS25212
208.0
nae, w manwauurer nares ono InWUWOns mr
Vertical Loads
". - Location (side) Tributary Width
good
(0.90)
Floor lhre Roof Lire
(1.00) (non -snow: 1.25)
Conlineute
0 - Self Weight (PUP)
0 to 21' 3 1/2" N/A
35.0
-- --
I - Uniform (PLF)
0 to 21'7" (Front) N/A
208.0
80.0 160.0
Default two
2. Point (lb)
5' (Front) N/A
2279
857 1713
Linked from: 0002,
Support I
I Weyerhaeuser Notes - -
Weyerhaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software Is not Intended to circumvent the need for a design professional as determined by the authonty, having judsdlcdon. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the oveall project. Accessories (Rim Board, Blacking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC -ES under evaluation reports ESR4153 and ESR -1387
anti/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and Installation details refer to
loads,
ForteWEB software Operator 3ab Notes
Hanham
23 Inc
(657)
(65])230-9228
have been provided by ForteWEB Software
haltham@hanciasainc.orn I Wryerhaeuser
4/17/20219:31:22 PM UTC
ForteWEB0.1, Engine: V8.1.6.2, Data: V8.0.1.0
File Name: Bison726-NewPrtBch
D- v I
®FORTEd03
0
MEMBER REPORT
Ceiling Beams, CB02
1 piece(s) 3 1/2" x 9 1/4" 2.2E Parallam® PSL
10'
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
Design Results
Actual @10cation
SAllowed
Result
LDF Lbad: eombinaeon'(pattsm)
Member Reaction (Ibs)
3980 @ 3 1/2"
3980 (1.82')
Passed (100%)
-- 1.0 D + 0.75 L +0.75 Lr (All Spans)
Shear (IDS)
3374 @ 1'3/4"
7824
Passed (43%)
1.25 1.0 D + 0.75 L + 0.75 Lr (All Spans)
Moment (Ft -lbs)
10074 @ 5'4 1/4"
15519
Passed (65%)
1.25 1.0 D + 0.75 L + 0.75 Lr (All Spans)
Live Load Deb. (in)
0.183 @ 5'4 1/4"
0.338
Passed (U666)
-- 1.0 D + 0.75 L + 0.75 Lr (All Spans)
Total Load Defl. (in)
0.399 @ 5'4 1/4"
0.506
Passed (4305)
-- 1.0 D + 0.75 L + 0.75 Lr (All Spans)
Deflection criteria: LL (1!360) and TL (U240).
Allowed moment tices not reflect the adjustment for the beam stability factor.
Supports
Tobi
Bear" Length
Araits6le RequirW
;Dead
Loads to Supports(@ay: '
III., Lt. Roof LWe
Tofal
Aaesmrlas
...:.
1- Hanger on 9 1/4" SPF beam3.58'
seat length
Hanger' 1.82"
2279
857 1713
4849
See note'
2- Beam -SPF
3.50"1
3.50" 1 2.76"
2228
1 837 1673
4738
None
•m, Iac, euPW1m, me Imdl"mimy mu iunmu n eyudi w uv:wmuIV] u¢nidmnm wdL n euPWVcU we mdmger
. ' See Connector grid below for additional Information and/or requirements.
Lateral Bracing
Bractnp Intervals -. cpmments
fop Edge (Lu)
10'4'p O/C
bttom Edge (W)
10' 4" o/c
-Maximum allowable bracing Intervals based on applied load.
PASSED
System : Floor
Member Type: Drop Beam
Building Use: Residential
Building Code: IBC 2015
Design Methodology: ASD
Connector: Simpson Strong -Tie
Leonidas, (Side)
Tributary Width
`.Dead -. Floor. LWe
x(0.90) (1:00)
Roof Live
(non -snow: 1.25) Comments
0 - Self Weight (PLF)
Support
Model
seat length
Top Fasteners
Face Fasteners
Mmrtier Fasteners ' Aaeasorlez
1 -Top Mount Hanger
BA3.5619.25
3.00"
6-164
10-16d
8-1 1.5
nerer m manumcwrer notes ana insuucmons or poplar Installation ano use or an connectors.
Vertical Loads
Leonidas, (Side)
Tributary Width
`.Dead -. Floor. LWe
x(0.90) (1:00)
Roof Live
(non -snow: 1.25) Comments
0 - Self Weight (PLF)
31/2" to 10' 7"
N/A
10.1 —
-
1- Uniform (PLF)
0 to 10' 7" (Front)
N/A
416.0 160.0
320.0 Default two
Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly dlsclalms any other warranties
related to the oftware. Use of this software is not Intended to circumvent the need for a design professional as determined by the authority having judsdlcdon. The designer of record, builder or framer Is
responsible to assure that this calculation Is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser engineered Lumber Products have been evaluated by ICC -ES under evaluation reports E5R-1153 and ESR -1387
and/or tested in amordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and Insfallauon details refer to
www.weyerhaeuwr.mm/woodproducWdmument-library.
The product applicator, Input design loads, dimensions and support information have been provided by ForteWEB Software Operator
FoneWeB Software Operator ]ob Notes
Haltham
Halla a Inc
(657)230-9228
haltham@handasainc.com I I Weyerhaeuser
4/17/20219:31:22 PM UTC
ForteWEB v3.1, Engine: V6.1.6.2, Data: V8.0.1.0
File Name: Bison726-NewPrtBch
® PO R T ECM MEMBER REPORT PASSED
Ceiling Beams, CB03
1 piece(s) 5 1/4" x 9 1/4" 2.2E Parallam® PSL
14'
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
Design Results
Actual 6 Location
'.Allowed
ReaYN
UDF Load: Combination (Pattern)
Member Reaction (lbs)
2940 @ 2"
7809 (3.50")
Passed (38%)
-- 1.0 D + 0.75 L + 0.75 Lr (All Spans)
Shear (lbs)
2511 @ 1'3/4"
11736
Passed (21%)
1.25 1.0 D + 0.75 L + 0.75 Lr (All Spans)
Moment (Ft -lbs)
10234 @ 7' 3 1/2"
23279
Passed (44%)
1.25 1.0 D + 0.75 L + 0.75 Lr (All Spans)
Live Load Defl. (in)
0.229 @ T3 1/2"
0.475
Passed (L/746)
-- 1.0 D + 0.75 L + 0.75 Lr (All Spans)
Total Load Defl. (in)
0.513 @ T3 1/2"
0.712
Passed (4333)
-- 1.0. D + 0.75 L + 0.75 Lr (All Spans)
• Deflection criberla: U. (U360) and TL (U240).
• Allowed moment does not reflect the adjustment far the beam stadlity factor.
Lateral Bracing
i
Bearing Wight
14'7" o/c
'Loads toSupports (Ibe)(-
14'7" o/c
:Supports
Toyl
Avalmble: Required
'Dead
Floor Llve Ram Uhre' Tobl
Axmwries
1 -Stud wall - SPF
3.50"
3.50" 1.50"
1627
583 1167 3377
Blocking
2 -Stud wall - SPF
3.50"
1 3.50" 1 1.50"
1627
583 1 1167 1 3377
1 Blocking
• Blocking Panels are assumed to carry no loads applied directly above them and the full load Is applied to the member being designed.
Lateral Bracing
Bracing Intervals commands
Top Edge (Lu)
14'7" o/c
Bottom Edge (Lu)
14'7" o/c
,Maximum allowable bracing Intervals based on applied load.
Vertical Loads
' Location (Side) Tributary Width
Dead FloorUve
(0:90) (1:00)
Roo/Live
(non -snow: 1.25)
comments
0- Self Weight(PLF)
D1n 14'7" N/A
15.2 ---
Halld25d Inc
1- Uniform (PLF)
0 to 14' ;7( Front) N/A
208.0 80.0
160.0
Default Load
0
System : Floor
Member Type : Dmp Beam
Building Use; Residential
Building Code: IBC 2015
Design Methodology: ASD
Neyerhaeuser Notes
feyethaeuser warrants that the slang of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
slated to the software. Use of this software Is not Intended to circumvent the need for a design professional as determined by the authority hating Jurisdiction. The desgner of record, builder or framer Is
:sponsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
leyerhaeuser faclllUes are third -parry certthed to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC -ES under evaluation reports ESR -1153 and ESR -138'.
nd/or tested in accordance wah applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
w .weyerhaeuser.mm/woodproducts/document-library.
he product application, Input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
4/17/20219:31:22 PM UTC
ForteWEB v3.1, Engine: V8.1.6.2, Data: V8.0.1.0
File Name: Bison726-NewPrtBDh
Sob Notes
Hanham
Halld25d Inc
(657) 230-9228
hakham@handasainc.mm
Weyerhaeuser
igFO R T EW EM MEMBER REPORT PASSED
Ceiling Beams, CB04
1 piece(s) 6 x 30 Douglas Fir -Larch No. 1
Overall Length: 8' 7"
8'
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
.DesiOn Results
Actual @ Location
Allowed
aeault
UDF Lotid: Combinatim,(Pattern)
Member Reaction (lbs)
2763 @ 2"
8181 (3.50")
Passed (34%)
-- 1.0 D + 0.75 L + 0.75 Lr (All Spans)
Shear (Ibs)
1961 @ V V
5922
Passed (33%)
1.00 1.0 D+ 1.0 L (All Spans)
Moment (Ft -lbs)
5200 @ 4' 3 1/2"
9307
Passed (56%)
1.00 1.0 D + 1.0 L (All Spans)
Live Load DeO. (in)
0.054 @ 4'3 1/2"
0.275
Passed (t/999+)
-- 1.0 D + 0.75 L + 0.75 Lr (AII Spans)
Total Load Defl. (in)
0.119 @ 4'3 1/2"
0.412
Passed (L/835)
-- 1.0 D + 0.75 L + 0.75 Lr (All Spans)
Deflection ttfteda: LL (1-1360) and TL (U240).
Allowed moment does not reflect the adjustment for the beam stability factor.
Applicable calculatlons are based on NDS.
Supports
Bracinganterva(s comments ..
Bearing LehBtlr
Loadc:to.Supports(Iba):
Bottom Edge (Lu)
Accessories
Toni Avallable Rwlulred :Dead Floor tive I Roof Lhe-: Total
1- Stud wall - SPF
3.50"
3.50" S.SP'
15W 1116 5'
3181
Blocking
2 - Stud wall - SPF
3.50"
3.50" 1 1.50"
1507 1116 1 558 1
3181
lBlcddng
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to Me member being designed.
:Lateral Bracing
Bracinganterva(s comments ..
TOP Edge 0.u)
g T' o/c
Bottom Edge (Lu)
8' ]" o/c
-Maximum allowable bracing Intervals based on applied load.
Vertical Loads Locatlon (Side) Tributary Width
.Dead
1 (0.90)
FM»h Lhe
(3.00)
Roof live
(non -snow: 1.35)
Comments
0 - Self Weight (PLF) Oto B' T' N/A
13.2
--
Handless Inc
1- Uniform (PLF) 0 to 8' T' (Front) N/A
338.0 I
260A
130.0
Default Load
0
System : Floor
Member Type; Drop Beam
Building Use : Residential
Building Code : IBC 2015
Design Methodology; ASD
We erhaeuser Notes..
Weyerhaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -parry certlfled to sustainable forestry standards. Weyerhaeuser Engineered Lumber Produces have been evaluated by ICC -ES under evaluation reports ESR -1153 and ESR -1387
and/or tested in accordance with applicable AS FM standards. For current code evaluation reports, Weyerhaeuser product literature and Installation details refer to
www.weyerhaeumr.wm/woodpmducls/dmument-library.
The product application, Input design leads, dimensions and support Information have been provided by FormWEB Software Operator
ForteWEB Software Operator
4/17/20219:31:22 PM UTC
ForteWEB v3.1, Engine: V8.1.6.2, Data: V8.0.1.0
File Name: Bison726-NewPrtBch
n-... , , n
lob Note,
Haitham
Handless Inc
(657)230-9228
haltham@handasalnc.mm
Weyerhaeuser
FORTE MB
MEMBER REPORT
Ceiling Beams, CB08
1 piece(s) 3 1/2" x 9 1/4" 2.2E Parallamp PSL
11'
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
,Design Results'
Actual @ Lacaeon
'Albwetl
ResultLDF
..
Lostl: Combination (COltem)
Member Reaction (lbs)
4726 @ 3 1/2"
4726 (2.16")
Passed (100%)
-- 11.0 D + 0.75 L+ 0.75 Lr (All Spans)
Shear (lbs)
3813 @ V 3/4"
6259Passed
(61%)
1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft -lbs)
7634 @ 5' 2 11/16"
15519
Passed (490%)
1.25 1.0 D + 0.75 L + 0.75 Lr (All Spans)
Live Load Den. (in)
0.166 @ 5'8 5/16"
1 0.371
Passed (L/802)
-- 1.0 D + 0.75 L + 0.75 Lr (All Spans)
Total Load DeN. (in)
0.368 @ 5'8 5/16"
1 0.556
Passed (U363)
-- 1.0 D + 0.75 L + 0.75 Lr (All Spans)
• Defection criteria: LL (1.1360) and TL (L/240).
• Allowed moment does not refect the adjustment for the beam stability factor.
Blocking Panels are assumed to carry no loads applied directly above them and the full load Is applied to the member being designed
At hanger supports, the Total Bearing dimension Is equal to the width of the material that Is supporting the hanger
1 See Connector gdtl below for additional information anti/or requirements.
lateral Bracing
'.
Bearing Length
11' 4' o/c
Loods to Supporta(Ib s)".
11' 4" o/c
support
iupports
Total
Alrallallfol Required
' geed
Floor Live Raaf Live
T I
Accessories
. - Hanger on 91/4" SPF beam
3.50"
Hanger] 2.16"
2644
1483 I 1444 I
5571
I See note 1
- Stud wall - SPF
3.50"
3.50" 1.70"
1387
560 1 967
2914
I Blocking
Blocking Panels are assumed to carry no loads applied directly above them and the full load Is applied to the member being designed
At hanger supports, the Total Bearing dimension Is equal to the width of the material that Is supporting the hanger
1 See Connector gdtl below for additional information anti/or requirements.
lateral Bracing
erlielnq Internals commerm ;.
lap Edge (Lu)
11' 4' o/c
bttom Edge (Lu)
11' 4" o/c
-Maximum allowable bracing Intervals based an applied load.
PASSED
System : Floor
Member Type: Drop Beam
Building Use : Residential
Building Code; IBC 2015
Design Methodology: ASD
Connector: Simpson Strong -Tie
Loc3nm (side)
Tributary Width i
'. Dead I
(oso)
Floor Live
(1.00)
hoof Live
(non -snow: 1.25)
support
Model
Beat Length
Top: Fasteners
Face Fasteners
Member Fasteners.
Aocessorles
1- Face Mount Hanger
HHU5910
3.00"
N/A
30-10d
10-10tl
160.0
• Reter to manuRCmrer notes and In5IInL9ons ror proper installation arm Use lar all WnneRmS.
Vertical Loads
Loc3nm (side)
Tributary Width i
'. Dead I
(oso)
Floor Live
(1.00)
hoof Live
(non -snow: 1.25)
Wmmenb
0 - Self Weight (PLF)
3 1/2" to 11'7"
N/A
10.1
--
--
1- Uniform (PLF)
0 to 11'7" (Front)
N/A
208.0
80.0
160.0
Default Load
2 - Point (lb)
1' 3 5/8" (Front)
N/A
1507
1116
558
Unked
Suppo from: CB04,
Support I
Weyerhaeuser Notes
Weyerhaeuser warrants that the siring of Its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not Intended to clrcumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessones (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -path certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC -ES under evaluation reports ESR -1153 and E5R-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and Installation details refer to
caws.weyerhaeusecam/woodproducts/dmument-Ilbmry.
The product application, Input design loads, dimensions and support information have been provided by ForteWEB Software Operator
FortaWEB software operator 4/17/20219:31:22 PM UTC
ForteWEB v3.1, Engine: V8.1.6.2, Data: V8.0.1.0
File Name: Bi50n726-NewPrtBth
D- 9l 10
Job Notes
Haltham
Handaa Inc
(657)230-9228
haftham@handasainc.am
Weyerhaeuser
dtORTE"MB
MEMBER REPORT
Ceiling Beams, CB09
1 piece(s) 7" x 18" 2.2E Parallarn® PSL
Overall Lenath: 20'7"
0
eu
An k,r,,rinnt are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
Design Results
Actual ®Collation ,.
Alloyed
Result
',Member
Reaction (lbs)
6700 @ 20' S"
6694 (2.25")
Passed (100%)
0.75 L + 0.75 Lr (AII Spans)Shear
(lbs)
5429 @ 19 9 1/2"
24360
Passed (22%)
=Lftdmmnagoo(PMtem)
1.0 L (AII Spans)Moment
(Ft -lbs)
44275 @ 12'
87330
Passed (51%)
1.0 L (AII Spans)Live
0.75 L + 0.75 Lr (AII Spans)Total
Load Dell. (in)
0.199 @ 10, 9 1/8"
0.506
Passed (L/999+)
0.75 L +0.75 Lr (AII Spans)
Load Defl. (in)
0.471 @ SO' 8 15/16"
013(46)
• Deflection alters: LL (L/4tlu1 ano I tye-rvf.
• Allowed moment does not reflect Ne adjustment for the beam stability fador.
• Member should be side -loaded from both sides of the member or braced to prevent rotation.
Bearing, Length Loadsta SUPports (Ibe):;
supports
Total Available Requiretl :DNd Fbor.Lhe Roof H�eAouissories1- Stud wall - SPF 3.50 2.25" 1.66" 2943 1192 1481 1/4" Rim Board
2 -Stud wall -SPF 3.50"225" 2.25" 3920 1622 20811/4"Rim Board
• Rim Board Is assumed 'Warty all loads applled directly above it, bypassing the member being designed.
Lateral Bracing Bracing Intervals Commands;
Top __ r1 20 5 0/
Bottom Edge (to) I 20 5 Olt
Maximum allowable bracing intervals based on applied load.
PASS\
0
System: Floor
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC'2015
Design Methodology : ASD
We erhaeusay Notes.
Weyerhaeuser warrants that the sizing of its products will be in amordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disdalms any other warranties
related to the software. Use of this software Is not intended to circumvent the need for a design professional as determined by the authorityhavingjurisdiction The designer of record,
responsible to assure that this alculation Is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -parry berthed to sustainable forestry standards. Weyerhaeuser engineered Lumbe�uroiucts ha ane installation evaluatedby
-ES under evaluation reports ESR -1153 and ESR -1387
antl/or tested In aaordanm with applimble ASTM standards. For cunent code evaluation reports, ye P
Software
r
Snftware Operator Job Notes 4/17/20219:31:22 PM()TC
ForteWEB v3.1, Engine: V8.1.6.2, Data: V8.0.1.0
c illi228 WeyerhaeuserFile Name: Bison726-NewPrt&h
andasalnc.cnm Page 7 / 19
Dead
Floor Live
Roof Live
Loads
Location (sloe)
Tributary Width
(0.90)
(1.00)
(non-anoW: 1.28)
Comments
(PLF)
F)
JW
11/4" W 20' 5 3/4"
0 to 20' 7" (Front)
12' (Front)
N/A
1' 3 5/8"
N/A
39.4
10.0
2644
--
10.0
1483
-
1494
Default Load
Unked from: CB08,
Support 1
12' (Front)
N/A
3149
lOfi4
2129
Dn
Support 2
PASS\
0
System: Floor
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC'2015
Design Methodology : ASD
We erhaeusay Notes.
Weyerhaeuser warrants that the sizing of its products will be in amordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disdalms any other warranties
related to the software. Use of this software Is not intended to circumvent the need for a design professional as determined by the authorityhavingjurisdiction The designer of record,
responsible to assure that this alculation Is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -parry berthed to sustainable forestry standards. Weyerhaeuser engineered Lumbe�uroiucts ha ane installation evaluatedby
-ES under evaluation reports ESR -1153 and ESR -1387
antl/or tested In aaordanm with applimble ASTM standards. For cunent code evaluation reports, ye P
Software
r
Snftware Operator Job Notes 4/17/20219:31:22 PM()TC
ForteWEB v3.1, Engine: V8.1.6.2, Data: V8.0.1.0
c illi228 WeyerhaeuserFile Name: Bison726-NewPrt&h
andasalnc.cnm Page 7 / 19
d FO RT ECM MEMBER REPORT PASSED
Ceiling Beams, CB10
1 plece(s) 3 1/2" x 9 1/4" 2.2E Parallam@ PSL
0
10'
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
'.Desi nResults
Actual a LOCatian
iAllowed
IResult
LEF, Lair: tombiatan'.(Panem)
Member Reaction (Ibs)
3980 @ SO' 3 1/2"
3980 (1.82")
1 Passed (100%)
-- 1 1.0 D + 0.75 L + 0.75 Lr (All Spans)
Shear(lbs)
3374 @ 9' 6 1/4"
7824
Passed (43%)
1.25 1.0 D + 0.75 L + 0.75 Lr (All Spans)
Moment (Ft -lbs)
10074 @ 5'2 3/4"
15519
Passed (65%)
1.25 1.0 D + 0.75 L + 0.75 Lr (All Spans)
Live Load DeFl. (In)
0.183 @ 5' 2 3/4"
0.338
Passed (L/666)
-- 1.0 D + 0.75 L + 0.75 Lr (All Spans)
Total Load DeFl. (in)
0.399 @ 5'2 3/4"
0.506
1 Passed (1-/305)
-- 1.0 D + 0.75 L + 0.75 Lr (All Spans)
• Deflection criteria: LL (L/360) and TL (U240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• At hanger supports, the Total Bearing dimension Is equal to the width of the matedal that Is supporting the hanger
lee Connector imp below for additional Information and/or requirements.
Lateral Bradng -
Bracin9intervals [l Comments ' ,
Beadn9 LengthLoatls
to Supports
Bottom Edge (Lu)
10' 4" o/c
Supports
Tafel
Available 0.equlredDead'
Floor Live Root Live
Total
Acca
1 -Column -SPF
3.50"
3.50" 1.88"
2228 837 16]3
4738
None
2 - Hanger on 91/4" SPF beam
3.50"
1 Hanger' 1 1.82 1
2279 857 1 1713 1
4849
See nate'
• At hanger supports, the Total Bearing dimension Is equal to the width of the matedal that Is supporting the hanger
lee Connector imp below for additional Information and/or requirements.
Lateral Bradng -
Bracin9intervals [l Comments ' ,
ILL, (bu)
10' 4" o/c
Bottom Edge (Lu)
10' 4" o/c
,maximum allowable brodmi intervals
based on applied load.
0
System :Floor
Member Type: Drop Beam
BuIlding Use: Residential
Building Code : IBC 2015
Design Methodology : ASD
C0Simpson Simpson: Strong -77e
Support mom Seat o9th .Top Fasteners Face Fandineil Member Fastens- Aaessodes
2- Face Mount Hanger HHUS98 3.00' N/A 22-16d 8-16d
. Refer to manufacturer notes and Instructions for proper installation and use of all connectors.
Loads Location (Sade) Tdbutery Width
-' Dead Fleur Lave Root L"vertical
(0:90) (1.00) (nan•anow: 1.25)
Commends
0 Self Weight (PLF) 0 to 10' 3 1/2" 1 N/A
10.1 --
-1-
I -Uniform (PLF) 0 to 10' 7" (Front) I N/A
416.0 160.0 320.0
Default Load
We erhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software Is not Intended to circumvent the need for a design professional as determined by the authority having junsdictipn. The designer of record, builder or framer is
responsible to assure that this calculation Is compatible with the overall pmject. Accessories (Rim Board, Blocking Panels and Squash Blacks) are not resigned by this software. Products manufactured at
Weyerhaeuser facilities are third -party cedifled to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC -ES under evaluation reports ESR -1153 and ESR -1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyethaeuwr.cam/woodpmduds/document-library.
The product application, Input design loads, dimensions and support information have been provided by For[eWEB Software Operator
ForteWEB software operator 4/17/20219:31:22 PM UTC
ForteWEB v3.1, Engine: V8.1.6.2, Data: V8.0.1.0
File Name: Bison726-NeWPrtBDh
Peale 8 / 19
lob Notes
Haltham
A
Handasa Inc
illi
(657) 230-9228
halthamorandosalnccom
Weyerhaeuser
'00
F O R T E° M MEMBER REPORT PASSED
Ceiling Beams, CB11
1 piece(s) 5 1/4" x 14" 2.2E Parallamp PSL
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
Design Rosultsi
Actual do Location
Allowed
Plains , y
LDF in Combination (Pottem)
Member Reaction (lbs)
5863 @ 2"
7809 (3.50")
Passed (75%)
-- 1.0 D + 1.0 Lr (All Spans)
Shear (Its)
4943 @ 1' 5 1/2'
17763
Passed (28%)
1.25 1.0 D + 1.0 Lr (All Spans)
Moment (Ft -lbs)
26269 @ 9' 3 1/2"
50928
Passed (52%)
1.25 1.0 D + 1.0 Lr (All Spans)
Live Load DeFl. (in)
0.321 @ 9'3 1/2"
0.608
Passed (L/681)
-- 1.0 D+ 1.0 Lr (All Spans)
Total Load DeFl. (in)
0.634 @ 9'3 1/2"
0.913
Passed (L/346)
-- 1.0 D + 1.0 Lr (AII Spans)
uenecnon chore: a tydbp) and D- ILIZiU).
Allowed moment dos not reflect the adjustment for the beam stability factor.
Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed
Lateral Bracing
Rearing Length
Loads to Suppoifs (Ibe)
18' T o/c
Supports
Total I Available. Required
Dead Raof.Lhe Total
Accesso!tes
-
I - Stud wall - SPF
3.50' 3.50" 2.63"
2889 2973 1 5862
1 Blocking
?- Beam -SPF
3.50" 3.50" 2.63"
2889 2973 1 5862
1 None
Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed
Lateral Bracing
Bracing intervals ,: Cammne�
Fop Edge (Lu)
18' T o/c
iottom Edge (Lu)
18' 7" o/d
Maximum allowable bmcim Intervals based on aoolied load.
+. .'
Vertical Loads
Location (Sine)
Tributary Width
Bond
(0:90)
Rod Lim
(non -snow: 1.25)
Commands
0 - Self Weight (PLF)
0 to 18' 7"
N/A
23.0
I -Uniform (PSF)0
to 18' 7" (Front)
16'
18.0
20A
Default Load
Weverhaeuser Notes ).
System : Floor
Member Type; Drop Beam
Building Use : Residential
Building Code : IBC 2015
Design Methodology: ASD
Weyerhaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design critters and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software Is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation Is compatible with the overall pmject. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certifed to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC -ES under evaluation reports ESR -1153 and ESR -1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
and support information have been
ForteWEB Software Operator Into Notes 4/17/20219:31:22 PM UTC
(655])7) 2230-9228
H ForteWE6 v3.1, Engine: V8.1.6.2, Data: V8.0.1.0
3
Handasa Inc
haltham@handi salnc.cem Weyerhaeuser File Name: Bison726-NewPrtBch
n....., n 1 1.
E9 FO R T E° MB MEMBER REPORT PASSED
Ceiling Beams, CB12
1 p)ece(s) 3 1/2" x 111/4" 2.2E Parallarri PSL
21'
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
Design Reaujiltill
. Aebrui4Looanon'
'Allowed'
tiesult
LOF, ,Loaf: Combination (Pattern)
Member Reaction (Ibs)
1600 @ 21'5"
5206 (3.50")
Passed (31"70)
-- 1.0 D+ 1.0 Lr (All Spans)
Shear (HIS)
1036 @ 1'2 3/4"
6851
Passed (15%)
0.90 1.0 D (All Spans)
Moment (Ft -lbs)
6113 @ SO' 9 1/2"
16173
Passed (38%)
0.90 1.0 D (All Spans)
Live Load Dell. (in)
0.207 @ 10' 9 1/2"
0.708
Passed (L/999+)
-- 1.0 D + 1.0 Lr (All Spans)
Total Load Den. (in)
0.767 @ 10' 9 1/2"
1.063
Passed (L/332)
-- 1.0 D + 1.0 Lr (AII Spans)
Deflection criteria: LL (U360) and TL (L/240).
Allowed moment tices not reflect the adjustment far the beam stability factor.
s
if3eadnB LeogM
1%load�b}`YPlain s)
Supports
Tobl , Avallable4 Repaired I
':Dead RooFLive Toml Acoesmrles
1 -Column -SPF
3.50" 3.50" 1.50"
1169 432 1601 Blacking
2 - Stud wall - SPF
3.50" 1 3.50" 1 1.50"
1169 432 1 1601 jBlocklng
• u:ocxing Panels are assumea to carry no loans applied mrettry, Move mem arca me min :oxa is appneo to me manner Ming aesignea.
Lateral Bracing Booinglntemafs i'
Camisole ..
Top Edge (W). 211711
0 Self Weight (PLF)
Bottom Edge (Lu) 21' T' o/c
-Maximum allowable bracing intervals based on applied load.
•
Vertilal Loads
Dead Roar LWe
-. Location (Side) Tributary Width (0:90) (non -snow: 1.25)
Cwrtments
0 Self Weight (PLF)
0 t0 21' 7" N/A 12.3 —
1- Uniform (PLF)
0 to 21' 7" (Front) N/A 60.0 -
Gable wall weight
2 - Uniform (PSF)
0 to 21'T (Front) 2' 18.0 20.0
Roof Load
0
System : Floor
Member Type: Drop Beam
Building Use; Residential
Building Code: IBC 2015
Design Methodology : ASD
Weverhaeuser Notes
Weyerhaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not Intended to circumvent the need for a design professional as detennined by the authority having jurisdiction. The designer of record, builder or framer Is
responsible to assure that this calculation Is compatible with the overall project. Accessories (Rim Board, BlaMng Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC -ES under evaluation reports ESR -1153 and ESR -1387
and/or tested In accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuwr.mm/woodpmducts/document-library.
The product application, Input design Ieetls, dimensions and support Information have been provided by ForteWEB Software Operator
ForteWEB Software operator PM UTC
4/17/20219:31:22
ForteWEB 0.1, Engine: V8.1.6.2, Data: V8.0.1.0
File Name: Bison726-NewPrtBch
Job Notes
Hanham
Handasa Inc
(657) 230-9228
haftham4handasainc.com
Weyerhaeuser
F0 R T EMM MEMBER REPORT PASSED
Ceiling Beams, CB13
1 piece(s) 4 x 12 Douglas Fir -Larch No. 1
0
6'
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
Design Results
Attual ® LocatloiL
Allowed
Result
iDF Condi combination (Pattii
Member Reaction (lbs)
2028 @ 2"
7656 (3.50")
Passed (260"
-- 1.0 D + 0.75 L + 0.75 Lr (Al Spans)
Shear (Ibs)
1270 @ 1' 2 3/4"
5906
Passed (22s/o)
1.25 1.0 D + 0.75 L + 0.75 Lr (All Spans)
Moment (R -lbs)
3008 @ T3 1/2"
8459
Passed (36%)
1.25 1.0 D + 0.75 L + 0.75 Lr (AII Spans)
Live Load DeFl. (in)
0.013 @ 3' 3 1/2"
0.208
Passed (U999+)
-- 1.0D+6
D + 0.75 L + 0.75 Lr (All Spans)
Total Load DeFl. (in)
0.030 @ X3 1/2"
0.313
Passed (U999+)
-- 1.0 D + 0.75 L + 0.75 Lr (All Spans)
• oeneamn cnana: u Iyeou) ane a (y[aU).
• Allowed moment tices not reflect the adjustment for the beam stability factor.
• Applicable calculations are based on NDS.
Supports -,i r
,.Naini 2enath i
Total, Rvailable-. Regoiretl
Loads to:Supports,(lbs)j
"Dead FloorLive Rocalit".
Total Actassorles,
I - Column Cap - steel
3.50" 1 3.50" 1 1.50"
1139 395 790
2324 Blocking
2 - Column Cap - steel
3.50" 1 3.50" 1 1.50"
1139 395 790
2324 Bixking
,,a_m..v „ue„ a,e au .� v aany nu ivam aVpueu uirecuy amve mem one we run moa is appneo to me memoer wing designed.
Lateral Bracing
r BracinOrMerrab commcab
rdP Edge (LU)
Reef Live
(non -snow: 1.25)
3ottom Edge (Lu)
67" o/c
Maximum allowable bracing intervals based on aWlied lead.
Vertical Loads
Location ($ite)
Dead Floor Lire
Tributary Width (0.90) (1.00)
Reef Live
(non -snow: 1.25)
Comments
0- Self Weight(PLF)
Oto 6'7"
N/A 10.0 --
1- Uniform (PSF)
0 to 6' 7" (Front)
12' 18.0 -
20.0
Roof Lad
2 - Uniform (PSF)
0 to 6' T' (Front)
12' 10.0 10.0
-
Ceiling Lad
System : Floor
Member Type; Drop Beam
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of as products will be in axordance with Weyerhaeuser product design alteda and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software Is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blxks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Produds have been evaluated by ICC -ES under evaluation reports ESR -1153 and ESR -1387
antler tested In accordance with appliade ASTM standards. For current code evaluation reports, Weyerhaeuser product IRerature and Installation delails refer to
wm.weyerhaeuwr.com/wDodpmducs/document-library.
The product application, Input design Inds, dimensions and support Information have been provided by Forth Software Operator
ForteWES Software Operator Job Notes
4/17/20219:31:22 PM l)iC
Nditham
Haoddasa Inc ForteWEB 0.1, Engine: V8.1.6.2, Data: V8.0.1.0
(657)230-9228
ha@ham@handasainc.cdm Weyerhaeuser File Name: Bison726-NewPrtBch
' F0 R T E'CM MEMBER REPORT PASSED
Roof Beams, R801 -California Room
1 plece(s) 4 x 8 Douglas Fir -Larch No. 1
0
16'
All locations are measured from the outside face of left support (or left Cantilever end). All dimensions are horizontal.
: Desi "n Results
1, . Actual8 [ocNion"-
,'marred
I aesuD `
LDF Io"d: 4r mbinadon (Patterns) "
Member Reaction (lbs)
683 @ 2"
7656 (3.50")
Passed (90%)
-- 1.0 D + 1.0 Lr (All Spans)
Shear (lbs)
610 @ 10 3/4"
3806
Passed (16%)
1.25 1.0 D + 1.0 Lr (All Spans)
Moment (Ft -lbs)
27210 8'3 1/2"
4152
Passed (66%)
1.25 1.0 D + 1.0 Lr (All Spans)
Live Load Defl. (in)
0.332 @ 8'3 1/2"
1 0.542
Passed (L/587)
-- 1.0 D + 1.0 Lr (All Spans)
Total Load Defl. (in)
0.684 @ 8'3 1/T'
1 0.813
Passed (U285)
-- 1.0 D + 1.0 Lr (All Spans)
• Deflection criteria: LL (L/360) and T. (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Applicable calculations are based on Nos.
Blocking Panels are assumed to carry no loads applied directly above them and the full lead is applied to the member being designed
ateral Bracing
-°'Bearlag
Length
.; Loads to Suppprts(Ib•) ,
ottom Edge (Lu)
itYpports
Total
' Available._ ,Required
sopa / arkellikere ,Tota("
Acroisorios
- Column - SPF
1 3.50'
3.50" 1 1.50"
352 332 1 684
Blocking
'.- Column - SPF
1 3.50"
3.50" 1 1.50'
352 332 1 684
Blocking
Blocking Panels are assumed to carry no loads applied directly above them and the full lead is applied to the member being designed
ateral Bracing
empmglnthwab " - comments
op Edge (Lu)
16'7" o/c
ottom Edge (Lu)
16' 7" o/c
4azimum allowable trading Intervals based on applied load
Vertical Loads
LocaBom (side) Tributary Width
"
Dead
(0.90)
Reef Live
(man -snow: 1.25) comments
0 - Self Weight (PLF)
0 to 16' 7" N/A
6.4
1- Uniform (PSF)
0 to 16'7" (Front) 2'
18.0
20.0 Default Load
System : Floor
Member Type : Drop Beam
Building Use: Residential
Building Code: IBC 2015
Design Methodology; ASD
Neyerhaeuser Notes
/eyerhaeuser warrants that the sizing of its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser r Pmuly disclaims any other warranties
elated to the software. Use of this software Is not Intended to circumvent the need for a design professional as determined by the authority having Jurisdiction. The designer of record, builder or framer is
asponsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blacks) are not designed by this software. Products manufactured at
mye:haeuser facilities are third -parry certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC -ES under evaluation reports ESR -1153 and ESR -138,
nd/or tested in accordance with applicable ASTM standards. For current code evaluabon reports, Weyerhaeuser product literature and Installation details refer to
ww.weyethaeuwr.com/woodproducts/document-libmry.
he product application, Input design loads, dimensions and support Information have been provided by FodeWEB Software Operator
FGAOWEB Software operator
4/17/20219:31:22 PM UTC
ForteWEB v3.1, Engine: V8.1.6.2, Data: V8.0.1.0
File Name: Bison726-NewPrtBCh
n --- • o 1 1.
Sob Notes
Haltham
Handasa Inc
(657)230-9228
haitham@handasalnc.rom
Weyerhaeuser
W FO RT E" CM MEMBER REPORT PASSED
Roof Beams, RB02-California Room
1 plece(s) 4 x 8 Douglas Fir -Larch No. 1
0
Overall Length: 11'7"
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
.Desi nResults
Actual @tucation
Allowed
Result
_ LDF Load: Combination (Pattern)
Member Reaction (Ibs)
2449 @ 2' 13/4"
7656 (3.50")
Passed (32%)
-- 1.0 D + 1.0 Lr (All Spans)
Shear(Ibs)
1440 @ 2' SO 3/4"
3806
Passed (38%)
1.25 1.0 D + 1.0 Lr (All Spans)
Moment (Ft -lbs)
3452 @ 6' 119/16"
4152
Passed (83%)
1.25 1.0 D + 1.0 Lr (Alt Spans)
Live Load Dell. (in)
0.148 @ 6'9 15/16"
0.309
Passed (L/751)
-- 1.0 D + 1.0 Lr (Alt Spans)
Total Load DeO. (In)
0.277 @ 6' 10 3/16"
0.464
Passed (L/401)
-- 1.0 D + 1.0 Lr (Alt Spans)
• Defection alters: LL (V360) and TL (4240).
• Overhang deflection criteria: LL (2U360) and TL (2U240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Applicable calculations are based on NDS.
Supports
Beafine LeirRth
Total Aeallable. Required
: Loads to Supports J(HIS)
"Dead Roo/Lhre Total
A—soriea
1 -Column -SPF
3.50" 3.50" 1.50"
1189 1265 2949
Blocking
2 -Column -SPF
3.50" 1 3.50" 1 1.50"
767 1 842 1 1609
JBIoxJdng
• urocrdng panels are assumed to carry no mads appned mrecuy aoove mem one me ran roar, is appnea to me memasr using assignee.
Lateral Bradng
Bracing Intervals comments
Fop Edge (Lu)
11'7" o/c
loltom Edge (Lu)
11'7" o/c
Maximum allowable bracing Intervals
based on applied lead.
Vertical Loads
" "Dead
: Location (Side) Tributary Width (0.90)
" Roof Live
(non-soow: 1.25)
Comments
0 Self Weight (PLF)
0 to 11' T' N/A 6.4
-
I - Uniform (PSF)
0 to 11' T' (Front) 9' 18.0
20.0
Default Load
System : Floor
Member Type; Drop Beam
Building Use: Residential
Building Code: IBC 2015
Design Methodology : ASD
Weverhaeuser Notes'
Teyemaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
elated to the software. Use of this software is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
esponsible to assure that this calculation Is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
yeyemaeuser facilities are third -party, certned to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC -ES under evaluation reports ESR -1153 and ESR -1387
indlor tested In accordance with applicable ASrM standards. For current code evaluation reports, Weyerhaeuser product literature and Installation details refer to
carica.weyemaeuwr.com/wwdproducts/dmument-library.
he product application, Input design loads, dimensions and support Information have been provided by ForteWEB Software Operator
ForteWEB Software operator 4/17/20219:31:22 PM UTC
ForteWEB 0.1, Engine: V8.1.6.2, Data: V8.0.1.0
File Name: Bison726-NewPrtBch
]oI, Notes
Haltham
Handasa Inc
(657)230-9228
haftham@handasalnc.com
Weyerhaeuser
igFO R T EP CM MEMBER REPORT PASSED
0
Roof Beams, RB03-California Room
1 piece(s) 4 x 8 Douglas Fir -Larch No. 1
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
Design Results
kctuaI@Llvvff6w.
Allowed
Result
LDF Load: Combination (Pattern)
Member Reaction (lbs)
2449 @ 2' 13/4"
7656 (3.50")
Passed (329/o)
-- 1.0 D + 1.0 Lr (All Spans)
Shear (Ibs)
1440 @ 2' 10 3/4"
3806
Passed (38%)
1.25 1.0 D + 1.0 Lr (All Spans)
Moment (Ft -lbs)
3452 @ 6' 119/16"
4152
Passed (83%)
1.25 1.0 D + 1.0 Lr (Alt Spans)
Live Load Defl. (in)
0.148 @ 6'9 15/16"
0.309
Passed (L/751)
-- 1.0 D + 1.0 Lr (Alt Spans)
Total Load Der. (in)
0.277 @ 6' 10 3/16"
0.464
Passed (L/401)
-- 1.0 D + 1.0 Lr (Alt Spans)
• uenecnon China= I.I. (yabg) and -a LL/14U).
• Overhang deflection criteria: LL (2L/360) and TL (21/240).
• Allowed moment does not reflect the adjustment for the to
• Applicable calculations are based on NDS.
• Blocking Panels are assumed to carry no foods applied directly above Mem and the full load is applied to the member being designed
Lateral Bracing,
_. ..
'
Bearing Length
Loalsto5upports(Ib•)
Bottom Edge (Lu)
Supports,
Tobi
Asallable Relulred
'Dead Rood Lin Total
Accessories
1- Column - SPF
3.50"
3.50" 1.50"
1184 1265 2449
1 Blocking
2 -Column -SPF
3.50"
3.50" 1.50"
767 842 1609
1 Blocking
• Blocking Panels are assumed to carry no foods applied directly above Mem and the full load is applied to the member being designed
Lateral Bracing,
_. ..
Bracing 3friterwids '. conamenb
Top Edge (Lu)
11'7' 0/c
Bottom Edge (Lu)
11'7" o/c
,Maximum allowable bracing intervals based on applied load.
Vertical Loacht
-. Location (Side)
Tributary Width
-Dead
(0.90)
Roof L1ve
(nonsnow: 1.25)
Comments
0 -Self Weight (PLF)
O to'l' ]"
N/A
6.4
1 -Uniform (PSF)
0 ;;1 1' ]" (Front)
9'
18.0
20.0
Default Load
System: Floor
Member Type: Drop Beam
Building Use: Residential
Building Code : RIC 2015
Design Methodology: ASD
Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software Is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blacking Panels and Squash Blacks) are nm designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC -ES under evaluation reports ESR -1153 and ESR -1387
and/or tested In accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support Information have been provided by FormW EB Software Operator
Fortei Software Operetor
4/17/20219:31:22 PM (IFC
ForteWEB v3.1, Engine: V8.1.6.2, Data: V8.0.1.0
File Name: 3iwn726-NewPrtBeh
Job Notes
Hanham
Inc
(657)flanclas2a
(65])230-9228
haitham@handasalnc.com
Weyerhaeuser
® F'O R T ECM MEMBER REPORT PASSED
Roof Beams, RB04-California Room
1 piece(s) 4 x 8 Douglas Fir -Larch No. 1
Ifl
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
Design Results
Actual N Location
I Allowed
Result
LDF Loatl: Combmatlon (Pattern)
Member Reaction (Ibs)
271 @ 2"
7656 (3.50")
Passed (4%)
-- 1.0 D + 1.0 Lr (All Spans)
Shear (lbs)
197 @ 10 3/4"
3806
Passed (5%)
1.25 1.0 D + 1.0 Lr (All Spans)
Moment (Ft -lbs)
402 @ 3'3 1/2"
4152
Passed (10%)
1.25 1.0 D + 1.0 Lr (All Spans)
Live Load Dell. (in)
0.007 @ T3 1/2"
0.208
Passed (L/999+)
-- 1.0 D + 1.0 Lr (All Spans)
Total Load Defl. (in)
0.015 @ 3'3 1/2"
0.313
Passed (L/999+)
-- 1.0 D + 1.0 Lr (All Spans)
• Deflection criteria: LL (1-1360) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Applicable calculations are based on NDS.
Supports
7_Nrrp Length
ToolrailaBle' Requiretl
_..Loads to SYPPorrs (ibis)
Deatl Roof LW Total
Accessories
1 -Column -SPF
3.50" 3.50" 1.50"
140 132 272
Blocking
2 -Column -SPF
3.50" 1 3.50" 1 1.50" 1
140 1 132 1 272
1131ocking
• vrocmng raven: are assumed m carry no save appneo mrecoy auove mem are we ruv ieau is appneu m me memoer miN designed.
Lateral Bracing eracinantereals "cortmrenb
Top Edge (Lu).:.. 61711 o/c
Bottom Edge (Lu) 6' 7" o/c
urnum allowable bracing Intervals based on applied load.
Dead Build Live
Vertical Loads Leration (Side) Tributary Width (0.90) (non -mow: 1.25) comments
0- Self Weight(PLF) 0to67" „N/A 6.4 --
1- Unlform (PSF) 0 W 617" (Front) T 18.0 20.0 1 Default Lead
System : Floor
Member Type: Drop Beam
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
We erhaeuser Notes
Weyerhaeuser warrants that the string of Its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not Intended W circumvent the need for a design professlonal as determined by the authority having Jurisdiction. The designer of record, builder or framer is
responsible W assure that this calculation is Compatible with the Overall project. Atcessades (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufacbned at
Weyerhaeuser facilities are third -parry certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC -ES under evaluation reports ESR -1153 and ESR -1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer m
w .Weyerhaeuser.mm/woodpmducts/dmumem-library.
The product application, Input design loads, dimensions and support Information have been provided by ForteWEB Software Operator
ForteWEB Software operator PM UTC
4/17/20219:31:22
ForteWEB 0.1, Engine: 118.1.6.2, Data: V8.0.1.0
File Name: Bison726-NewPrtBch
n,..., a c r I.
,lob Notes
Haitham
Handasa Inc
(657) 230-9228
hatham@handasaine.com
Weyerhaeuser
VI FO R T E° MB MEMBER REPORT PASSED
Ceiling Joists, C301 -New Bedroom
1 P)ece(s) 2 I 6 Douglas Fir -Larch No. 1. O 16" OC
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
Design Results
Actual @ Locatlea
'Allowed
Itpsult
LDF Load: Cambinatlea (Patters)
Member Reaction (Its)
165 @ 2 1/2"
1434 (2.25")
Passed (12%)
-- 1.0 D + 1.0 L (All Spans)
Shear (Its)
148 @ 9"
990
Passed (15%)
1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft -lbs)
493 @ 6' 3 1/2"
942
Passed (52%)
1.00 1.0 D + 1.0 L (All Spans)
Live Load Dan. (in)
0.186 @ 6' 3 1/2"
0.304
Passed (U785)
-- 1.0 D + 1.0 L (All Spans)
Total Load Den. (in)
0.372 @ 6'3 1/2"
0.608
Passed (L/393)
-- 1.0 D + 1.0 L (All Spans)
TJ -Pro`" Rating
N/A
N/A
N/A
-- N/A
• Deflection criteria: LL (/480) and TL (/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• A 15% Increase in the moment opacity has been added to account for repetitive member usage.
• Applicable calculations are based on NDS.
• No composite action between deck and joist was considered in analysis.
Rim Board is assumed to carry all loads applied directly above It, bypassing the member being designed
Lateral Bracing emomglntavals ">
comment '
Bearing Length
Leads to Supports (lbs) .
Bottom Edge (Lu) 12' S" O/C
Supports
Total
Avaitsble` Required
:.Dead Floor Live Total
Ittcessories' _
I - Stud wall - SPF
3.50"
2.25" 1 1.5011
84 84 168
11/4" Rum Board
t - Stud wall - SPF
3.58"
2.25" 1 1.50"
84 84 168
11 1/4" Rim Board
Rim Board is assumed to carry all loads applied directly above It, bypassing the member being designed
Lateral Bracing emomglntavals ">
comment '
Tap Edge (Lu) 12 5' b/c...
Dead
(0:90)
Bottom Edge (Lu) 12' S" O/C
comments
•Mmlmum allowable bracing Intervals based on applied load.
Vertical Load
Lootian (side)
Spacing
Dead
(0:90)
Floorl.hre
(1.00)
comments
1- Uniform (PSF)
oto Ir 7^
16'
10.0
10.0
1 Default Load
0
System : Floor
Member Type : Joist
Building Use: Residential
Building Code: IBC 2015
Design Methodology: ASD
Weyerhaeuser Notes
Neyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser ecpressly disclaims any other warranties
slated to the software. Use of nils software Is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocldng Panels and Squash Blocks) are not designed by this software. Products manufactured at
Neyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC -ES under evaluation reports ESR -1153 and ESR -1387
and/or tested in accordance with applicable ASTM standards. for current ode evaluation reports, Weyerhaeuser product literature and installation details refer to
Nw .weyerhaeuwr.com/woodproducts/document-library.
rhe product application, Input design loads, dimensions and support Information have been provided by ForteWEB Software Operator
ForteWEB Software Operatr
4/17/20219:31:22 PM UTC
ForteWEB v3.1, Engine: V8.1.6.2, Data: V8.0.1.0
File Name: Bison726-NewPltBch
Job Notes
Handam
Inc
a
(657) 2
(657) 230-9228
haitham@handasalnc.com
Wer
eyerhaeus
F�0 R T E' EM MEMBER REPORT PASSED
0
Ceiling Joists, C302 -New Bedroom
1 plece(s) 2 x 6 Douglas Fir -Larch No. 1 @ 16" OC
12'
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
Design Results
ActualstLocation
-Allowed "'Result
Loads to 5ripports (lbs)
Dead Floor I.I.Total
LDF Load: Ctinbinaaon,(Pattern)
Member Reaction (lbs)
165 @ 2 1/2"
1434 (2.25")
Passed (12%)
-- 1.0 D+ 1.0 L (All Spans)
Shear (Ibs)
148 @ 9"
990
Passed (IS%)
1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft -lbs)
493 @ 6 3 1/2"
942
Passed (52%)
1.00 1.0 D + 1.0 L (All Spans)
Live Load Dell. (in)
0.186 @ 6' 3 1/2"
0.304
Passed (L/785)
-- 1.0 D + 1.0 L (All Spans)
Total Load DeO. (in)
0.372 @ 6' 3 1/2"
0.608
Passed (1-1393)
-- 1.0 D + 1.0 L (All Spans)
TI -Pro'" Rating
N/A
N/A
N/A
-- N/A
• perlection alter: UL (1/4811) and TL (1/2413).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• A 15% increase in the moment capacity has been added to amount for repetitive member usage.
• Applicable calculations are based an Nos.
• No composite action between deck and joist was considered In analysis.
Supports
Total
Beadng,Length
Available I Required
Loads to 5ripports (lbs)
Dead Floor I.I.Total
Am -a-
1-Stud wall - SPF
3.50"
2.25" 1.50"
84 84 168
11/4'Rlm Board
2 - stud wall - SPF
3.50"
2.25" 1.50"
84 89 ITS
U4" RIm Board
w FA IF nn rv"ue aPPneu w•e,.uy "uuve n, uyWusmg me Ircmuer cemg uesigneu.
Lateral Braiding
BracingInterYist9 J L'Om111811ta :.
Top Edge (Lu)
1T 5" o/c
Bottom Edge to
12' 5" o/c
•Maximum allowable bracing Intervals based on applied load.
Vertical Load
- Location (side)
spacing
PDead
(0.90)
Floor Live
(1.00)
commaata
1- Uniform (PSF)
0 to 12' 7"
Ifi"
10.0
10.0
Default load
System : Fluor
Member Type: Joist
Building Use: Residential
Building Code: IBC 2015
Design Methodology: ASD
Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design miens and published design values Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software Is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is
responsible to assure that this calculation Is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -parry ce ti led to sustainable forestry standards. Weyerhaeuser Engineered Wmber Products have been evaluated by ICC -ES under evaluaUon reports ESR -1153 and ESR -1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.mm/wdddprodud /document-libmry.
The product application, Input design Toads, dimensions and support information have been provided by For1mWEB Software Operator
FarteVIEB sofisvare operator
4/17/20219:31:22 PM UTC
ForteWEB v3.1, Engine: V8.1.6.2, Data: V8.0.1.0
File Name: Bison726-NewPrtBeh
lob Notes
Hanham
Handless Inc
(657) 230-9228
haitham@handasalnc.com
Weyerhaeuser
a FO RT EM MEMBER REPORT PASSED
Ceiling Joists, C103 -Entry Porch
1 p)ece(s) 2 x 6 Douglas Fir -Larch No. 10 16" OC
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
Design Results
Actual Is 100ation
'Allowed
Result
LDF load: Combinatibi (Pattem)
Member Reaction (Ibs)
152 @ 2 1/2"
1434 (2.25")
Passed (11%)
-- 1.0 D + 1.0 L (All Spans)
Shear (lbs)
134 @ 9"
990
Passed (14%)
1.00 1.0 D + 1.0 L(All Spans)
Moment (Ft -lbs)
416 @ 59 1/2"
942
Passed (44%)
1.00 1.0 D + 1.0 L (All Spans)
Live Load DeFl. (in)
0.132 @ T9 1/2'
0.279
Passed (L/999+)
-- 1.0 D + 1.0 L (All Spans)
Total Load Dell. (In)
0.264 @ T9 1/2"
0.558
Passed (L/508)
-- 1.0 D + 1.0 L (All Spans)
TJ-ProT" Rating
N/A
N/A
N/A
-- N/A
• Defection criteria: LL (1./480) and TL (4240).
• Allowed moment does not refect the adjustment for the beam stability factor.
• A 15% Increase in the moment opacity has been added to account for repetitive member usage.
• Applicable calculations are based on NDS.
• No composite action between deck and joist was considered In analysis.
Supports
`
Total
Bearing LeaOth
Available Requlvi
Loads to Supports
D d noss,7
Obs)
Total
Accessories
1- Stud wall - SPF
3.50"
2.25" 1.50"
77 77
154
11/4" Rim Board
2 -Stud wall - SPF
3.50"
1 2.25" 1 1.50"
77 1 77
1 154
111/4" Rim Board
• Wm Board Is assumed to carry all loads applied directly above It, bypassing me memoer using cresigneo.
Bracing Bracing intervals
comments
MLateral
TOp EtlSm (Lu) 11' S" o/c
1 -Dead
(0.90)
Bottom Edge (Lu) 11' S" o/c
Comments
-Maximum allowable bracing Intervals based on applied lead.
Vertical Load
:..
Locrtion(Side)
Spacing
1 -Dead
(0.90)
Floor Live
(1.00)
Comments
1 uniform (PSF)
0 to ll' 7^
ls'
1o.a
10.0
Default Load
0
System : Floor
Member Type : Joist
Building Use: Residential
Building Code : IBC 2015
Design Methodology: ASD
.Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software Is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Bloddng Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -parry certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC -ES under evaluation reports ESR -1153 and ESR -1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer be
www.weyerhaeuwr.com/woodpmducts/document-library.
The product application, Input design loads, dimensions and support Information have been provided by ForteWEB software Operator
ForteWEB software operetor PM UTC
4/17/20219:31:22
ForteWEB v3.1, Engine: V8.1.6.2, Data: V8.0. 1.0
File Name: Bison726-NewPrtBch
1301, Notes
HaPorzm
Handasa Inc
(657) 230-9228
haitham@hantlasamc.wm
Weyerhaeuser
igF 0 R T E° B MEMBER REPORT PASSED
Ceiling Joists, CJ04-Entry Porch
1 plece(s) 2 x 12 Douglas Fir -Larch No. 1 @ 16" OC
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
DeSI nResults
Actual @Location
'Allowed .'.Result
-: Loads toSupports(lbs)
LDF Loed: Combination (Pattern)
Member Reaction (Its)
298 @ 2 1/2"
1434 (2.25")
Passed (21%)
-- 1.0 D + 1.0 L (All Spans)
Shear (Ibs)
268 @ V 2 3/4"
2025
Passed (13%).
1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft -lbs)
1638 @ 11' 3 1/2"
3032
Passed (54%)
1.00 1.0 D + 1.0 L (All Spans)
Live Load Dell. (in)
0.239 @ 11' 3 1/2"
0.554
Passed (L/999+)
-- 1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)
0.479 @ 11' 3 1/2"
1.108
Passed (L/556)
-- 1.0 D + 1.0 L (All Spans)
TJ -Pro'" Rating
N/A
N/A
N/A
-- N/A
• Deflection cdtena: LL (L/480) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• A 15% Increase in the moment capacity has been added to amount for repetitive member usage.
• Applicable calculations are based on NDS.
• No composite action between deck and joist was considered in analysis.
Rim Board is assumed to carry all leads applied directly above it, bypassing the member being resigned
eteral Bracing
Bracing Intervals - comments
Bearing Length
-: Loads toSupports(lbs)
attom Edge (Lu)
upports
Total
AvaiHble Required
: Dead Floor Live Total
Reconvenes
- Stud wall - SPF
3.50"
2.25" 1.50"
151 151 302
11/4" Rim Board
- Stud wall - SPF
3.50"
2.25" 1.50"
151 151 302
11 1/4" Rim Board
Rim Board is assumed to carry all leads applied directly above it, bypassing the member being resigned
eteral Bracing
Bracing Intervals - comments
Dip Edge (Lu)
9' 10" o/c
attom Edge (Lu)
22' 5" o/c
Maximum allowable bracing Intervals basso on appllefl lose.
VertiaalLoad
- Location (Side)
spacing
Dead
(0.90)
Floor Live
(1.00)
Comments
1- uniform (PSF)
O to 22'7"
16
10.0
10.0
Default Lead
0
System : Floor
Member Type : Joist
Building Use; Residential
Building Code: IBC 2015
Design Methodology: ASD
Weyerhaeuser Notes ,
Weyerhaeuser warrants Mat the sizing of Its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software Is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certlfled to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC -ES under evaluation reports ESR -1153 and ESR -1387
and/or tested In accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and Installation details refer M
www.weyerhaeuser.mm/woodpmduds/dmumenblibmry.
The product application, input design loads, dimensions and support information have been provided by Forte WEB Software Operator
FerteWEB software operator 4/17/20219:31:22 PM UTC
ForteWEB 0.1, Engine: V8.1.6.2, Data: V8.0.1.0
File Name: Bison726-NewPrtBch
Job Notes
Raitham
Nandasa Inc
(657) 230-9228
hakham@handasalnc.mm
Weyerhaeuser
Seismic Load Analysis
U.S. Seismic Design Maps
726 Bison Ave, Newport Beach, CA 92660, USA
Latitude, Longitude: 33.6409203,-117.8719616
Seashore Ac
Newport Beach ® tea'
Tennis Club �.
Rt00q� �o
Ralphs® 5�\J o ff, 'm6
ys & Girls Club
Jewport Beach Bank'of
' ' P Drive-th
Google �,�/�Oe'so,
Date
Design Code Reference Document
Risk Category
Site Class
Ijrpe
Value
SS
1.315
SI
0.468
SMS
1.578
SMI
null -See Section 11.4.8
SDS
1.052
SDI
null -See Section 11.4.8
Type
Value
SDC
null -See Section 11.4.8
Fa
1.2
Fv
null -See Section 11.4.8
PGA
0.567
FPGA
1.2
PGAM
0.68
TIL
8
SsRT
1.315
SsUH
1.43
SsD
2.551
S1RT
0.468
S1UH
0.506
S1D
0.826
PGAd
1.038
CRS
0.92
CRI
0.926
OSH PD
a
Catty Design Research
America (with
n ATM) �a ,
Liberty Baptist Church 9
a°
4/9/2021, 3:29:18 PM
ASCE7-16
II
D - Default (See Section 11.4.3)
Description
MCER ground motion. (for 0.2 second period)
MCER ground motion. (for 1.0s period)
Site -modified spectral acceleration value
Site -modified spectral acceleration value
Numeric seismic design value at 0.2 second SA
Numeric seismic design value at 1.0 second SA
ademy9
a3"�6
aa�
Nr
QUnited Stat
Postal Servi
Map data 02021
Description
Seismic design category
Site amplification factor at 0.2 second
Site amplification factor at 1.0 second
MCEG peak ground acceleration
Site amplification factor at PGA
Site modified peak ground acceleration
Long -period transition period In seconds
Probabilistic risk -targeted ground motion. (0.2 second)
Factored uniform -hazard (2% probability of excesdance in 50 years) spectral acceleration
Factored deterministic acceleration value. (0.2 second)
Probabilistic risk -targeted ground motion. (1.0 second)
Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration.
Factored detenninlstic acceleratlon value. (1.0 second)
Factored daternlnlstic acceleratlon value. (Peak Ground Acceleretlon)
Mapped value of the risk coefficient at short periods
Mapped value of the rlsk coefficient at a period of 1 s
r.«..... u.-,-..,u.m�........ 1/2
a
Bison 726
Newport Beach
Lateral Load Calculations
1. Obtain Ss and S, using USGS Earthquake Hazard Program,
Latitude: 33.64090 Longitude: -117.8719°
Ss = 1.315 S, = 0.468
Site Class= D
2 Other Design Paramaters:
R = 6.5
Table 12.2-1 ASCE 7-16
F = 1.1
Two story Building
Fe = 1.2
Table 11.4-1 ASCE 7-16
Fv = 1.8
Table 11.4-2 ASCE 7-1
Risk Categor = II
Table 1-1 ASCE 7-16
1 = 1
Table 1.5-2 ASCE 7-16
TL = 12
Figure 22-15 ASCE 7-10
SMs=Fax Ss= 1.2x1.315
= 1.578
SMi = F„ x S, = 1.8 x 0.468 = 0.8424
SDS = (2/3) SMs = (2/3) x 1.58 =
SDI = (2/3) SMi = (2/3) x 0.84 =
3 Determinne Seismic Design Category:
SDs = 1.05 ==>> SDC =
SDI = 0.56 ==>> SDC =
4 Determine the Fundamental Period T,
Ta = C, hxn C, = 0.02
Ta = 0.02 x 12^(0.75) _
Since Ta <= 0.5 then k=1
Calculate Base Shear per ASCE 7-10. Section 12.8:
V=CsW
1.05
0.56
Eq 11.4-1 ASCE 7-16
Eq 11.4-2 ASCE 7-16
D Table 11.6-1 ASCE 7-10
D Table 11.6-2 ASCE 7-10
Section 12.8.2 ASCE 5-10
x= 0.75 h= 12
0.1
Cs= Spa /(R/1)= 1.05/(6.5/1)=
Find Max Cs=SD1/[T(R/1)]= 0.56/[0.1x(6.5/1)]=
Min C. =
Cs = 0.162
Redundancy Factor p = 1.3
Multiply by 0.7 for allowable method, Cs 0.7 x 0.162 x 1.3
Use Cs = 0.147
V=0.147xW
Page 2 of 5
0.162
W-1-YA
0.01
° Bison 726
Newport Beach
Building weight calculations
Unit witghts psf:
Roof: 18
Roofing
Fanning
Insulation
Sheathing
Solar Panels
Mechanical
wall
Wall weights:
NIS Direction
Grid Line Al
Weight Calculation
#REF!
#REF! Ib
total: 78 psf
15 psf
2. 2nd floor/Roof walls: Wallunite weight 15 psf
Trib
w = 35 ft
Trib height 4 ft
Number of walls 1
Total trib weight = 2100 Ib
Total trib weight for grid lines 21 = 2100
Grid Line B1
2. 2nd floor/Roof walls: WallHeight =
w unite
Floor: 16
4 ft
Flooring
2.5
2.5
Sheathing
2.5
6
Framing
6
1
Gyp Ceiling
2.5
2.5
Misc
1.5
5
Insulation
1
1
Total trib weight =
2760 Ib
total: 78 psf
15 psf
2. 2nd floor/Roof walls: Wallunite weight 15 psf
Trib
w = 35 ft
Trib height 4 ft
Number of walls 1
Total trib weight = 2100 Ib
Total trib weight for grid lines 21 = 2100
Grid Line B1
2. 2nd floor/Roof walls: WallHeight =
w unite
15 psf
30 ft
4 ft
Trib height
1
Number of walls
1800 Ib
Total trib weight =
Total trib weight for grid lines 22 =
1800
Grid Line C1
2. 2nd floor/Roof walls: Wallweight =
width
15 psf
46 ft
4 ft
Trib height
1
Number of walls
Total trib weight =
2760 Ib
Total trib weight for grid lines 23 =
2760
Grid Line D1
2. 2nd floor/Roof walls: Wall unite weight =
15 psf
total: 16 psf
Weight Calculation
Bison 728
NewpOrt Beach 8 ft
Trib width 4 ft
Trib height 1
Number of walls 480 Ib
Total trib weight =
Total trib weight for grid lines 23
480
EIW direction:
Grid Line 11_
walls: Wallunite weight
15 psf
40 ft
2.2nd floorlRoof dth
O ft
Trib height
1
Number of walls
Total trib weight =
2400 Ib
A2 & B2 each =
2400 Ib
Total trib weight for grid lines
Grid Line 12
Wall unite weight =
15 psi
40 ft
1stl2nd floor walls: Trib width
4 ft
Trib height
l
Number of walls
Total trib weight =
2400 Ib
Al & B1 each =
2400 Ib
Total trib weight for grid lines
Grid Line 13
Wall unite weight =
15 psf
10 ft
1 stl2nd floor walls: Trib width
4 ft
Trib height
2
Number of walls
Total trib weight =
1200 Ib
for grid lines Al & 81 each =
1200 Ib
Total trib weight