HomeMy WebLinkAboutPermit File BLD-2023-1296 5012 Channel View Lane 4, City of Anacortes, WA
904 6th Street
Anacortes, WA 98221
(360)293-1901
-I C O http://cityofanacortes.org/
B DD-2023-1296 RESIDENTIAL REMODEL
PROJECT NAME: ISSUED: 10/31/2023
SITE ADDRESS: 5012 CHANNEL VIEW LN ANACORTES EXPIRES: 04/30/2025
PARCEL: P31663
LEGAL DESCRIPTION:
APPLICANT: DAVID BOSCH CONSTRUCTION INC OWNER: LANG BRITTA K
1774 SW SPRINGFIELD CT 5012 CHANNEL VIEW LN
OAK HARBOR, WA 98277 ANACORTES,WA 98221
360.499.9351
CONSTRUCTION CONTRACTOR: DAVID BOSCH CONSTRUCTION INC License: DAVIDBC780137
1774 SW SPRINGFIELD CT Expires: 02/01/2024
OAK HARBOR,WA 98277
360.499.9351
VALUATIONS: FEES: Paid Due
Entered valuation 100000.00 $100,000.00 Plan Review Fee $645.94 $0.00
State Building Code Council fee $6.50 $0.00
Building Permit Fee $993.75 $0.00
Total: $100,000.00 Totals : $1,646.19 $0.00
REQUIRED INSPECTIONS
Framing Insulation
Drywall or Lath Building Final
For inspections, please call (360)293-1901
Printed by:Cheri Gleichmann on:11/01/2023 11:09 AM
Page 1 of 1
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ENGINEERING
EXPRESSO
Calculation Booklet
Engineering Express Project 23-66485,RAMANO-FS WA
Scope of Work: Structural Design&Installation Of 1 Residential,Host Attached Sunroom
Includes Calculations Of Loading,Members,Connections,Foundations,
And Connection To Existing Host Structures As Required.
Project Information 23-66485
Project Address: RAMANO-FS WA
5012 CHANNEL VIEW LANE
ANACORTES,WA 98221
Design of: At Grade,Residential,Host Attached Sunroom
Prepared For: Four Seasons Sunrooms&Windows
5005 Veterans Memorial Hwy
Holbrook,NY 11741
(631)563-4000
General Notes:
This calculation package is to be submitted for permit alongside a set of certified
drawings and details which bears the same project name, number, address, and
certifying Professional Engineer as shown in the certification below. Any project
notes,details,or design information in that drawing set shall also apply to this report
(in the case of any uncertainty, the more stringent information shall apply). This
structure shall be built in conformance with any building codes referenced on that777
drawing set,as well as any local building codes required for the project address.This °
document shall not be used or reproduced without the original signature& raised
seal of the certifying P.E.Alterations,additions or other markings to this document
are not permitted and invalidate our certification. Photocopies and unsealed
documents are not to be accepted. Except as expressly provided herein, no
additional cetifications or affirmations are intedned.
Project Designer: LG Engineer's Seal Below Valid For Pages
Project Reviewer: Ramez Sayed,PE 1 Through 40
Sealing Engineer: Ramez Sayed,PE m Digitally signed b Ramez Sayed
r tie, i y 9 Y 9 Y Y
G. 4 WA.SF/ PE
Reason:Printed copies of this
document are not considered
Alz
rsr Ica signed and sealed;the signature
For Additional Information, P ",2 .�, �.�� .wG must be verified on any electronic
'M <r'rorin1.n copies.
Scan the OR Code here: Date:2023.09.13 14:26:57-04'00'
ORamez Sayed,PE
PE#22028210
CA#4018
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Project: 23-66485-RAMANO-FS WA
Design Overview Of: Project Overview
Structure Layout
Total Width 14.00 ft
Total Length 26.25 ft a
Mean Roof Height 8.92 ft
Structure Support Host Attached a-
Roof Style Glass "
Roof Slope 1.2/12
Design Criteria (Detailed Calculations On Following Pages)
Loading Inputs ASD Design Load Combinations
Dead Load 12.0 psf Per ASCE 7-16,Ch 2.4
Design Live Load 16.7 psf
Components&Cladding
Risk Category II Gravity 33.7 psf D+0.75 S+0.525 Ev+0.525 Eh
Ultimate Wind Speed 100 mph Uplift -10.0 psf Min Requirement
Exposure Category D Lateral 29.1 psf D+0.6 W
HVHZ NON-HVHZ
Wind Flow Clear Main Wind Force
Gravity 33.7 psf D+0.75 S+0.525 Ev+0.525 Eh
Ground Snow Load 15.0 psf Uplift -12.7 psf 0.6 D+0.6 W
Unredicible Snow Load? TRUE Lateral 29.1 psf D+0.6 W
Design Snow Load 21.6 psf
Nominal Ice Thickness 0.50 in
Seismic Site Class D(DEFAULT) Permanent Wall Features:Solid Walls Or Windows
Response Acceleration,Ss 1.2 s X Direction Y Direction
Response Acceleration,S, 0.4 s Porosity 0% 0%
Seismic Site Category D Wall Height 8.92 ft 8.92 ft
TL 16 s
Total Effective Seismic Design Force,Fp 3254.2 Ibs
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Design Overview Of: Roof And Beam Design Overview
Roof Design- Glass
Desired Panel Span 14.00 ft
Deflection Limit L/240
Max Panel Span 14.00 ft
Use Panel: 14.00 ft
Glass makeup: 1/8"tempered
5/8"airspace stainless steel space
1/8"tempered
Structural Beam Designs-(Critical Members Shown)
Rafter Bar
�z. I
Beam#2 Material 6005-T5 '
Beam#2 Max Span 14.00 ft
13?MTl 82 Overhang i_ 0.00 i't :.
Beam 112 Overhang P O.00 ft
Beam Width See Rafter Bar Calcs
Beam Height See Rafter Bar Calcs =
Beam Thickness See Rafter Bar Calcs
Beam spacing 3.01
Beam#2 Sx 3.448 in'
Ist Inteirnedi at.e Beam 41 Offset"a" 0.00 ft
2nd Intermediate Be,,am 111 Offset"t)" 0.00 ft U
Beam Location Interior
Beam#2-#Spans 1
Strength Capacity%= 45%
Deflection Capacity= 73%
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Design Overview Of: Post&Connection Design
Post Design(Critical Mullion Shown) ° v""
Post Material 6005-T5
Post Location Edge
Post Height 6.92 ft r'
Post Width See Post Calcs r_ti
Post Depth See Post Calcs
Post Thickness See Post Caics '
Post#1 Sx 0.809 in'
Fascia Height 8.0 in
Tributary Width 5.45 ft Reactions On Foundation
Tributary Length 7.00 ft Gravity/Compression= 1.28 Kip
Uplift/Tension= -0.48 Kip
Strength Capacity%= 87% Lateral/Shear= 1.11 Kip
Deflection Capacity= 88% Bending/Moment= 0.8 Kip-ft
Connection Design
Loaded Rafter Bar To Fascia Beam
Total#Screws 4
Screw Type #10-16 SMS,316 SS
Tensile Strength 958 lb
Shear Strength 1102 lb
Connection Interaction= 84%
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Design Overview Of: Host Attachment Design-Ledger Beam
Ledger Beam Host Connection —
Attachment Length 26.25 ft .M,o Gravity , I
Tributary Width 7.00 ft Load # i.
(Shear)
Host Material Douglas Fir-Larch j 1
Anchor Type Wood Lag Screw ' 1 `�
Anchor Dia 0.375 in
Anchor Spacing 36.0 in
#Anchors Per Spacing 4
Lateral
Linear Shear Applied To Host 235.7 lb/ft Load
Linear Tension Applied To Host 124.0 lb/ft (Tension)
Total Shear On Host 6187 Ibs
Total Tension On Host 3254 Ibs
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Design Overview Of: Sill Anchors
Foundation Reactions
Gravity/Compression= 1.28 Kip <x a-l
Uplift/Tension= -0.48 Kip .
Lateral/Shear= 1.11 Kip xn
Bending/Moment= 0.8 Kip-ft —
Anchor Dia= 3/8"
Anchor Qty.= 2(1 per side)
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Calculations For: Design Loading from Structure Classificaition &Wind
Loading Design Criteria:
Design Standard: ASCE 7-16
Risk Category: II
Overall Width or Projection X,W= 14.00 ft
Overall Length Y, L= 26.25 ft
Total Area,A= 367.5 ft'
Installaton Elevation= 0.00 ft
Structure Height= 8.92 ft
Mean Roof height, h= 8.92 ft
Roof Slope,O= 5.8511 (1.3"Per 12"of Slope)
Structure Type= Host Attached
Dead and Live Loading:
Design Dead Load: 12.0 psf
Design Roof Live Load: 20.00 psf
(Not-Occupiable Ordinary Flat, Pitched, and Curved Roofs)
Live Load Reduction For Ordinary Roofs,Awnings,And Canopies(Per IBC 1607.13.2.1)
Lreduced_1-design*R1 *R2
Reduction for Large Area, R, = 0.83
Reduction for Large Slope, R2= 1.00
Reduced Roof Live Load, LR= 16.65 psf
Wind Design Conditions:
Ultimate Wind Velocity,Vult= 100 mph (3-Second Gust)
Exposure Category: D
Wind Flow Through Structure: Clear
Roof Wind Porosity: 0% (0%=Solid) Roof Type: Acrylic Panel
X Direction-Effective Wall Porosity 0% (100%=Open) Wall Type: Solid Walls Or Windows
Y Direction-Effective Wall Porosity 0%
Directionality Factor, Kd= 0.85
Gust Effect Factor, G= 0.85
Velocity Pressure Coefficient, Kz= 0.94
Topographic Factor, Kzt= 1
Velocity Pressure,%= 20.48 psf
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Project: 23-66485-RAMANO-FS WA
Calculations For: Design Loading from Structure Classificaition&Wind
Gravity&Uplift Loads on Components&Cladding for Structure Support,Open Structures
(Per ASCE 7-16 Chapter 30.11)
Note: Loading Not Applicable For Components And Cladding On Enclosed Structures
Effective Component Length, L, = 14.00 ft Roof Component Considered:Acrylic Panel
Effective Component Width,W, = 4.00 ft Least Horizontal
Effective Wind Area,A.= 56.00 ft^2 Dimension,a= 3.00 ft
Host Structure Eave Height, he= 23.92 ft
A>4.0*aA2
Positive Pressure Coefficient, CNP= 0.6
Negative Pressure Coefficient, CN= -0.5
Velocity Pressure With Roof Porosity,qZ= 20.48 psf
C&C Gravity Wind Load,WLP= 10.44 psf =qz*G*CNp
C&C Uplift Wind Load,WL„= -8.36 psf =qz*G*CNn
Ufalu6t.Load S_Os1..Marwgo..rviaaCra*,_�..��a ��f�cnFmd�isarCr 1i�rxrajwl faCCkw,�a sts0lrfq qj,�ry
Wind._Direction,v 01 Mid Dir_c" ticsr7...Y_ 1800
Windward C,lo ffic icarat:, Load Cease A, C.p/,/,= 12 C,Nwa '1.2
Windward Coefficient, Load Case B, C.Nsnar=- ..1.1 (:NWb-: IA
1..eaaward Coefficient, I...o=ad(:,rasa;4, Pti N[.,= 03 CWI-a M
Leeward C':oeffident, Load Case B, C NIA,:- -0.1 CNI-b= -0'1
Wind ClircrPi r_t,_y ,lC rttt .,E_\Jalues__�t Windward f ta.,dga
Windward Goeffick'-) t, Load C a �a, A, CN,,=-- -0.8 I o-ad C a e U, CNb 0'8
Gravity&Uplift Loads On Monoslope, Host Attached Main Wind Force Resisting Svstem:
(Per ASCE 7-16 Chapter 30.11-MWFRS Methodology)
Effective Wind Area,AEF= 368 ft2 h�/he= 0.37
+Coefficient, GCp += 0.6 -Coefficient,GCpn-= -0.5
Critical Positive Coefficient, CNp= 0.6 Roof Drag Factor(Lateral Pressures)
Critical Negative Coefficient, CNn= -0.5 Flat Roof Trellis Open Louvers
1.0 1.1 1.25
MWFRS Gravity Wind Load,WLP= 10.44 psf =qz*Roof Porosity*G*CNp
MWFRS Uplift Wind Load,WL„= -8.36 psf =qz*Roof Porosity*G*CNn
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Project: 23-66485-RAMANO-FS WA
Calculations For: Design Loading from Structure Classificaition&Wind
Lateral Wind Loads on Open or Partially Enclosed Buildings with Transverse
Frames and Pitched Roofs
(ASCE 7-16 MWFRS-Ch 28.3.5)
For Open Structures,The Following Lateral Pressure Equation Shall Apply:
P=qh [(GCpf)Windward-(GCpf)Leeward]*KB*KS*Roof Drag Factor*(1 -Wall Porosity%)
Where The Gcpf Values Are The Average Of The Load Case B Values For The Edge And Wall Conditions:
GCpf windward= 0.448
GCpf Leeward- -0.322
Building Width, B= 14.00 ft
KB=Frame Width Factor= 1.660 (= 1.8-0.01 B)(Minimum 0.8)
Effective Solid Area,As= 124.8 ftZ Solid Walls Or Windows
Total End Wall Area,AE= 124.8 ft2
Solidity Ratio, �= 1.000 (=As/AE)
Ks=Shielding Factor= 1.850 (=0.6+0.073*(#Frames(min 3)-3)+(1.25*(1A 1.8))
Roof Drag Factor 1.00 Roof Drag Factor
Wall Porosity 0% Flat Roof Trellis Open Louvers
Open Frame Lateral Pressure,p= 48.43 psf 1.00 1.1 1.25
MWFRS Gravity. Uplift, &Lateral Pressures For Enclosed And Partially Enclosed
Low Rise Structures&Host Atachment Directions
(Per ASCE 7-16 CH 28.3.1 -MWFRS Envelope Methodology)
Enclosue Classification Partially Enclosed Building (Host Attached Flow)
External Coefficient,GCpf= See Below (ASCE 7-16 Figure 28.3-1)
Internal Coefficient,GCpi= ±0.55 (ASCE 7-16 Table 26.13-1)
Drag Factor 1.00
Critical GCpf Values Per Load Case&Surface Location
Max GCpf-Windward Min GCpf-Leeward
Roof Wall Roof Wall
Load Case A -0.37 0.40 -0.69 -0.29
Load Case A(Edge) -0.53 0.61 -1.07 -0.43
Load Case B -0.37 0.40 -0.69 -0.45
Load Case B(Edge) -0.53 0.61 -1.07 -0.48
Applied Wind Pressure, p=qz* (GCpf-GCpi)*(1 -Porosity%) *(Envelope Procedure
Envelope Gravity Load,WLep,= -11.26 psf =qz*G*(Cpf-Cpi)(Max+)* Results in Only Uplift On
Envelope Uplift Load,WLnp= -33.18 psf =qz*G*(Cpf-Cpi)(Min-) Windward And Leeward
Envelope Lateral Load,WILL= 23.76 psf =qz*G*(Cpf-Cpi)(Max±) Roof Surfaces When
Slope is Low)
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Calculations For: Snow Loading
Calculation of Design Snow Loading
Structure Type= Host Attached
Ground Snow Load, Pg= 15.0 psf
Snow Loading Unreducible Per Local Codes? TRUE
Exposure Factor, Ce= 1.0 Partially Exposed
Thermal Factor, Ct= 1.2 Unheated &Open Air Structure
Importance factor, Is= 1.0 Risk Category II
Roof Slope= 5.85° Sloped Roof(Slope>5°)
Width(From Eave To Ridge),W = 26.3 ft
Roof Style= Acrylic Panel
Roof Snow Porosity= 0%
Snow Density,y= 15.95 pcf =0.13*Pg+14<30 psf
Slope Factor,Cs= 0.75 Slope factor at 5.85° (Figure 7.4-1)
Balanced Snow Loads
Snow Load On Flat Roof(Slope<5°), Pf= 15.0 psf =Max(I*Pg),(0.7*Ce*Ct*I*Pg),(5)
Snow Load On Sloped Roof(Slope<5°), PS= 11.3 psf =Cs*Pf
Rain-On-Snow Surcharge Required?(Ch 7.10) TRUE
5.00 psf
Drifts on Lower Roofs(Aerodynamic Shade)
Include Surcharge Due To Drift Loading? TRUE
(Structure Shall Experience Snow Drift)
Assumed Length Of Upper Roof, lu1 = 52.5 ft
Attached Structure Total Projection X, lu2= 26.3 ft
Height From Top Of Lower Roof To Top Of Eave, he= 23.9 ft
Height of Balanced Snow, hb= 0.71 ft =Ps/y
Height Of Leeward Snow Drift, hdf= 2.10 ft = 0.43*lull'*(Pg+ 10)1'4- 1.5
Height Of Windward Snow Drift, hd2= 1.02 ft = 0.43*luv3*(Pg+ 10)114- 1.5
Governing Drift Height, hd= 2.10 ft
Governing Drift Width,W = 8.40 ft
Drift Height At Edge Of Lower Roof, hens= 0.00 ft
Surcharge Load Distributed Over Drift Width, pd= 16.75 psf
Surcharge Load Distributed Over Tributary Area, pd= 5.36 psf
Design Snow Load,S= 21.6 psf Unreducible Roof Snow Load
52.5 ft
r
23.9 ft 2.10 ft
0.71 ft ' ._......
8.40 ft
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Calculations For: Seismic Design Criteria&Loading
Seismic Design Criteria
Max Considered Response Acceleration For 0.2 S,SS= 1.153
Max Response Acceleration At 1 S, S1 = 0.410
Overall Width or Projection X,W= 14.00 ft
Overall Length Y, L= 26.25 ft
Total Area,A= 367.5 ft2
Height of Structure, H= 8.92 ft
Attached to Host Structure? TRUE
Laterally Supported by Host in Both Directions? FALSE
Structure Dead Load= 12 psf
Ground Snow Load= 15 psf <_30 PSF-Not
Considered in Seismic
Site Class= D
Short Period Amplification Factor, Fa= 1.2
Long Period Amplification Factor, F = 1.6
Modified Spectral Response Acceleration At 0.2 S,Sms= 1.384 Fa*Ss
Modified Spectral Response Acceleration At 1.0 S,Sm1= 0.656 F,*S1
Spectral Response Acceleration Parameters
Design Spectral Response Acceleration At 0.2 S,SDS= 0.922 (2/3)*Sms
Design Spectral Response Acceleration At 1.0 S, Sol= 0.437 (2/3)*Sm1
Structural Design Requirements
Approximate Fundamental Period(s),Ta= 0.103 s Ct*hn"
Geographic Long Transition Period(s),TL= 16 s
Vertical Seismic Load Effect, Ev= 1.55 psf Vertical Seismic Loads(PSF)
Response Modification Coefficient, Rp= 2.50 Structure Directly Supported by Host
Overstrength Factor,0= 2.00 Host Attached
Amplification Factor,ap= 2.500
Min Seismic Response Coefficient, CS Min= 0.082
Component Importance Factor, Ip= 1.00
Seismic Importance Factor, le= 1.00
Tributary Weight with Additional Snow Load,Wp= 4410 lb Tributary Weight
Total Effective Seismic Design Force, Fp= 3254 lb =0.4*ap*SDS*Wp/(Rp/Ip)*(1+2(z/h))
FpMAX= 6508.45 Ibs
ASD Service Factor= 0.7
Redundancy Factor, p= 1.0
Total Effective Seismic Moment, MSEIS= 20312 lb-ft =V*H
Loading from Horizaontal Seismic Forces,QE= 8.86 psf =V/A
Horizontal Siesmic Load Effect, Eh= 8.86 psf =QE*p(Eq. 12.4-3)
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Calculations For: ASD Loading Combinations per ASCE 7-16,Chapter 2.4
Formatted For Use With Freestanding or Host Attached Sunrooms
Unfactored,Calculated,or Provided Loads
Loading From Structure
Dead Load 12.0 psf D= 12.0 psf
Reduced Roof Live Load 16.7 psf LR= 16.7 psf
Loading From Wind
Components&Cladding
Gravity(+) 10.4 psf Wcc+= 10.4 psf
Uplift(-) -8.4 psf Wcc_= -8.4 psf
Main Wind Force Resisting System
Gravity(+) 10.4 psf WMWF+= 10.4 psf
Uplift(-) -33.2 psf WMWF_= -33.2 psf
Lateral Force
On Fascia&Roof Drag 48.4 psf WLAT FAc= 48.4 psf
On Open Frames 48.4 psf WHAT MWF= 48.4 psf
On Structural Walls 23.8 psf
Loading from Snow
Ground Snow Load 15.0 psf
Flat Roof Snow Load 15.0 psf pf= 15.0 psf
Sloped Roof Snow Load 11.3 psf ps= 11.3 psf
Unreducible Snow Load 21.6 psf
Design Snow Load 21.6 psf S= 21.6 psf
1,,:n(J
0.0 ps"
`m (hu'' f., /a .'
.;r.Cl i.a.''i E) �..._ �:: ,,tJ p>if
04A.n "d
fn /V,"ll s 1 7A psr: �fi_,� �, , r = i l d f>��"t
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Calculations For: ASD Loading Combinations per ASCE 7-16,Chapter 2.4
;Sr'iPikl,i 6r' ItV "r.x9l"4 �u i+➢ +iry sYIRd
it tifi�: Fkl l Lo'-�O (L0 rsf :::: tl 0 fr�:Ff
I",J.to� d i";1'a lr Plats mo i_tr.ld 0,0
fair 11 b'eflnr nq Forf"'c W) (' 0 0 p".0
Loading from Seismic Forces
Vertical Seismic Load 1.5 psf E = 1.5 psf
Horizontal Seismic Load 8.9 psf Eh= 8.9 psf
Resultant Seismic Shear 3254 Ibs
Allowable Stress Design(ASD)Load Combinations Per ASCE 7-16 Ch 2.4
Critical Design Load Combinations for Components&Cladding and Main Wind Force Resisting System:
Gravity Components&Cladding 33.67 psf EQ#9 Seis. D+0.75 S+0.525 Ev+0.525 El
Uplift Components&Cladding -10.00 psf EQ#11 Min. Min Requirement
Gravity Main Wind Force 33.67 psf EQ#9 Seis. D+0.75 S+0.525 Ev+0.525 El
Uplift Main Wind Force -12.71 psf EQ#7. 0.6 D+0.6 W
Lateral Components&Cladding 29.06 psf EQ#5. D+0.6 W
Lateral Main Wind Force 29.06 psf EQ#5. D+0.6 W
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Calculations For: Glass(1/8"Tempered+Airspace+1/8"Tempered)1/2'Nominal
Structural Glass Design, Based on ASTM E1300&CAN/CGSB-12.20,using Finite Element Method
INPUT DATA&DESIGN SUMMARY
GLASS PANEL SIZE W= 3 ft, (914 mm)
L= 14 ft, (4267 mm)
GLASS PANEL THICKNESS t= 0.5 in, (13 mm)
Weight= 274 Ibs, (124 kg)
CONNECTION TYPE(0 or 1) 1 ,fully edge pinned.
ALLOWABLE GLASS STRENGTH (Tallow = 14.5 ksi, (100 N/ mm2)
(Annealed:3.5 ksi,Heat-strengthened. 6.5 ksi, Tempered: 14.5 ksi - verify regd.)
ALLOWABLE DEFLECTION L/ 240
(The max value suggested:L/60 for window or curtain wall,L/180 for stair.)
UNIFORM AREA LOAD(Perpendicular to Plane) D= 33.67 psf,ASD level
POINT LOAD(Including Impact Factor) P= 0 kips,ASD level
THE DESIGN IS ADEQUATE.
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ANALYSIS
GLASS PROPERTIES
y = 156 lbs/ft3 (2500kg/m3)
E= 10150 ksi(70M/mm2)
u = 0.22 ,Poisson's ratio
JOINT DEFLECTIONS, REACTIONS, &PLATE SECTION FORCES
P= 0 kips,(Point load at Joint 9.)
Joint A R Bending M
Number in kips Section ft-k/ft
1 0 -0.03 7-8 0.04
2 0.00 -0.17 8-9 0.05
3 0.00 -0.18 3-6 0.00
4 0.00 -0.04 6-9 0.01
5 0.03
6 0.03
7 0.00 -0.05
8 0.04
9 0.05
CHECK BENDING CAPACITY
M„ /n b = 6 avow d t 2/6= 7.25 ft-Mt > M = 0.05 ft-Wft
[Satisfactory]
Where d= 12 in, (1 ft)
M=(MB_92 +Mss2)0.5 = 0.05 ft-k/ft
CHECK DEFLECTION
A,,, = 0.05 in < L/ 240 = 0.70 in
[Satisfactory]
Where L=Max(L, 149= 168.0 in
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Calculations For: Rafter Bar
ALUMINUM DESIGN MANUAL(2015 EDITION)
Specifications for Aluminum Structures(Buildings)
Allowable Stress Design
Design Check of Rafter Bar
Per 2015 Aluminum Design Manu
Critically
Alloy: 6005 Temper: T5 Welded: N
Member Properties
#of Parallel Beams in Section #Beams= 1
Base Width,b= 2.000"
Base Thickness,tb= 0.313"
L- Web Height,h= 5.000"
Web Thickness,th= 0.125"
Moment of Inertia About Axis 11 To Base, Ix= 8.621 inA4
„. Moment of Inertia About Axis I I To Web, ly= 1.379 inA4
Section Modulus About The X-Axis,Sx= 3.448 inA4
r Radius Of Gyration About Axis To Base, rx= 1.92 in
Radius Of Gyration About Axis To Web, ry= 0.77 in
t.a Torsional Constant,J= 3.55 inA4
Cross Sectional Area,A= 2.34 inA2
Plastic Section Modulis,Z= 5.92 inA3
Warping Constant, Cw= 0.00 inA6
Member Spans
Unsupported Length (Max Span Between Supports), L= 14.0 ft
Unbraced Length For Bending (Against Side-Sway), Lb= 0.1 ft
Effective Length Factor, k= 1.0
Material Properties
Tensile Ultimate Strength, Ftu = 38 ksi
Tensile Yield Strength, Fty= 35 ksi
Compressive Yield Strength, Fcy= 35 ksi
Shear Ultimate Strength, Fsu = 23 ksi
Shear Yield Strength, Fsy= 21 ksi
Compressive Modulus Of Elasticity, E= 10,100 ksi
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Buckling Constants
Compression In Columns&Beam Flanges(Intercept), Bc= 39.37 ksi
Compression In Columns&Beam Flanges(Slope), Dc= 0.25 ksi
Compression In Columns& Beam Flanges(Intersection), Cc= 65.67 ksi
Compression In Flat Plates(Intercept), Bp= 45.00 ksi
Compression In Flat Plates(Slope), Dp= 0.30 ksi
Compression In Flat Plates(Intersection), Cp= 61.42 ksi
Compressive Bending Stress In Solid Rectangular Bars(Intercept), Bbr= 66.82 ksi
Compressive Bending Stress In Solid Rectangular Bars(Slope), Dbr= 0.67 ksi
Shear Stress In Flat Plates(Intercept), Bs= 27.24 ksi
Shear Stress In Flat Plates(Slope), Ds= 0.14 ksi
Shear Stress In Flat Plates(Intersection), Cs= 78.95 ksi
Ultimate Strength Coefficient Of Flat Plates In Compression, k1c= 0.35
Ultimate Strength Coefficient Of Flat Plates In Compression, k2c= 2.27
Ultimate Strength Coefficient Of Flat Plates In Bending, k1 b= 0.50
Ultimate Strength Coefficient Of Flat Plates In Bending, k2b= 2.04
Tension Coefficient, kt= 1.0
Member Strength Calculations
D.2 Axial Tension
Tensile Yielding-Unwelded Members Fty_n= 35.00 ksi
0= 1.65
Fty_n/0 = 21.21 ksi
Tensile Rupture-Unwelded Members Ftu n= 38.00 ksi
f2= 1.95
Ftu n/Qt= 19.49 ksi
Axial Compression Members
E.2 Compression Member Buckling
Axial, Gross Section Subject To Buckling Lower Slenderness Limit,Al = 17.76
Upper Slenderness Limit,A2= 65.67
Slenderness,A(max)= 87.6 >_A2
[0.85rr2EIA2] Fc n= 11.04 ksi
Q= 1.65
Fc n/Q = 6.69 ksi
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E.3 Local Buckling
For Column Elements In Uniform Compression Subject To Local Buckling,The Uniform Compressive
Strength Is Addressed In Section B.5.4 Calculated Below.
B.5.4.2-Flat Elements Supported On Both Edges(Base)
B.5.4.2-Flat Elements Supported On Both Edges(Web)
EA Buckling Interaction
Per Table B.5.1 (rr2*E/(1.6*bAtb)J Fe(flange)= 1241.67 ksi
[Fc n] Fc n= 11.04 ksi
Fe(flange)> Fc_n (E.2 Member Buckling) f2= 1.65
Fc_n/Ll = 6.69 ksi
(rr2*E/(1.6*h/th)J Fe(web)= 31.79 ksi
[Fc n] Fc n= 11.04 ksi
Fe(web)>Fc n(E.2 Member Buckling) n= 1.65
Fc n/Q = 6.69 ksi
Flexural Members
F.2 Yielding And Rupture
Nominal Flexural Strength For Yielding And Rupture Limit State of Yielding
[1.5*St*Fty] Mnp= 181.05 k-in
[Mnp/Sx] Fb_n= 52.50 ksi
0= 1.65
Fb_n/Q = 31.82 ksi
Limit State Of Rupture
[Z*Ftu/kt] Mnu= 224.98 k-in
(Mnu/Z] Fb_n = 38.00 ksi
0= 1.95
Fb n/Q = 19.49 ksi
FA Lateral-Torsional Buckling
Square Or Rectangular Tubes Subject To Lateral-Torsional Buckling
Slenderness For Shapes Symmetric About The Bending Axis,A F.4.2.1 = 8.08
Slenderness For Closed Shapes,A F.4.2.3= 3.14
Slenderness For Any Shape,A F.4.2.5= 8.08
Maximum Slenderness,A(max)= 8.08 <Cc
Nominal Flexural Strength -Lateral-Torsional Buckling
(Mnp(1-(AICc))+(Trl*E*A*Sx/Cc^3)] Mnmb= 168.58 k-in
[Mnmb/Sx] Fb_n = 48.88 ksi
Q= 1.65
Fb n/0 = 29.63 ksi
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Uniform Compression Elements
B.5.4.2 Flat Elements Supported On Both Edges-Web&Flange
Uniform Compression Strength, Flat Elements Supported On Both Edges
Lower Slenderness Limit,Al = 20.8
Upper Slenderness Limit,A2= 32.8
Flange Slenderness, b/tb= 5.6 S Al
Web Slenderness, h/th= 35.0 >_A2
[Fcy] Fc n1 = 35.00 ksi
4= 1.65
Fc n1/Q = 21.21 ksi
(k2c*4(Bp*E)/(1.6*h/th)] Fc n2= 27.33 ksi
O= 1.65
Fc n2/0 = 16.56 ksi
Flexural Compression Elements
B.5.5.1 Flat Elements Supported On Both Edges-Web
Flexural Compression Strength, Flat Elements Supported On Both Edges
Lower Slenderness Limit,Al = 33.10
Upper Slenderness Limit,A2= 77.22
Slenderness, h/th= 35.00 Al -A2
[Bbr-m*Dbr*h/th] Fb n= 51.68 ksi
—f2= 1.65
Fb n/Q = 31.32 ksi
Shear
G.2 Shear Supported On Both Edges-Web
Members With Flat Elements Lower Slenderness Limit,Al = 35.29
Supported On Both Edges Upper Slenderness Limit,A2= 63.16
Slenderness, h/th = 35.00 5 Al
(Fsy] Fv_n= 21.00 ksi
Q= 1.65
Fv n/0 = 12.73 ksi
CALCULATED ALLOWABLE STRESSES
Allowable Bending Stress, Fb= 19.49 ksi
Allowable Axial Stress,Compression, Fay= 6.69 ksi
Allowable Shear Stress;Webs, Fv= 12.73 ksi
Elastic Buckling Stress, Fe= 6.66 ksi
Weighted Average Allowable Compressive Stress(Per Section E.3.1), Fao= 18.89 ksi
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Member Loading&Capacity Calculation
Dimensions&Loading Inputs
Layout Style= Layout#5
Beam#2-Main Beam With Distributed Load
Beam Use= MWF
Beam Total Length, L= 14.00 ft
#Spans= 1
Max Beam Span (Between Supports),Span= 14.00 ft
S 'nm Otelly n(I L.;uti, Ohi _ C)."M tl.
w'rhrm� .l RigN Oh R' ;_. 0 00 f[
Beam Location= Interior
Poi[t(.o,td Fad k..rt ;°�rr,in-'iothl, i°rrhiP ib
I.00"l , 'r"Off''i. f, b dJ 00 ft
Resultant Weight Loading On Tributary, RL= 33.7 psf
Tributary Width,W = 3.01 ft
/)Ad!ijnw,0 Ru': l _omJir i' V), A bJ /ft
Linear Loading On Beam,w= 101.3 lb/ft
Additional Moment Bracing At Ends?= FALSE
Shear In Member And Compression/Tension Reactions At Supports
I' r :fir,,ri 1= JrI z'o'111 1 n t I �,,�4'! ,V'ip -; 0 lir
I €sit I,.t,s„f �i Irairi i..,rn.°,har;; r'cririi I r, ai�ln �/s��il f) Ib
I;,i::phl Ri fhf Ov,olhi'oi g Poini I n �t 1 r, `/opl_'; 0 it,
Max Reaction From Span Weight,Vsw= 709 lb
Reaction From Weight Adjustment Factor For Multi-Span,Vwaf= 1
Adjusted Reaction From Span Weight,Vsw'= 709 lb
A f 1t F'., > ;tir�n f i�7ici (::>v. i�rari �i' xit hif� Vinvr,:: 0 fb
vo'iC it tr, ho"v
r1„{,i;a i °11rP6,Yi1 `a}-t syaar a k� �%i - 0.00Kip
Max Compression At Supports,Cmax= 0.71 Kip
Bending Moment Calculations
;rrl i ir�iri `�i 7.ri r''Un1l �.:rsr:ir ri1:�i 0 Jh >t
Moment From Point Loads Adjustment Factor For Multi-Span, Mpaf= 1.000
!tali l=i.r.-�rj irAomont V fonO""'p in Pnia ,t I otkds' Mr 'q.' 0 1i) f1:
Mofa i it Ffmn off Point I o ds' I)Srrhpr 0 Ih fk
i=ir:, t'i 1hf Ovodl-ing 'Point t ia.od"," Nlc h` P' 0 IiAi,
Moment From Span Weight, Mw= 2483 lb-ft
Moment From Weight Adjustment Factor For Multi-Span, Mwaf= 1.00
Adjusted Moment From Span Weight, Mw'= 2483 lb-ft
Plirir„ :I� i.Iwn I.P ii Ovr;M rmg 111/i;i(cjht, . 0 1h tt
ni 1"i�zi�i irCi ltl iivrtrii VV ,ight, fVohv"''R 0 1")ft
Total Max Moment Along Span, Mmaxspan= 2.5 Kip-ft
?':fl Sur,yc i:� i'v'Irn a,isup 0.0 Kip-ft
Max Moment From Beam Loading= 2.5 Kip-ft
Moment Frame Connection To Beam#2 - FAL.Sf:"r':
NIon'ient "I_ransferred From Post=_ OM Kip-ft
Absolute Max Moment On Beam, Mmax= 2.5 Kip-ft
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Deflection Calculations
l r( ii'..r,i'Jnn Fran) 1_`Oirit Lo Id.,(%J in
Location Of Max Moment From Weight Between Spans,x= 7.00 in
Dcfk`i (rtjon Fr(.rrn Ovarl:;ritit Point I.ro2a(I.At x, Aopx C1,00 in
Deflection From Span&Overhangs Weight At x,Owx= 0.70 in
i on M Lo"i(.I t:),flr(:.ti(rrt,lf I u0t nd, Pwv'rl.-:- 0.00 In
I r lnl Lo'a l P,PI(('lion;+l itfghr Ovmir;rk g F�i d, Ear.,#(It 0.00 in
Woii( 'hC.ir,H ,r:Pion/V i.:rf`t r v(,rhmrrt i:.r d, /'o"r"d 0.00 in
\N igIli 01,"afk',c,:1.;)r')Al k�1f;JM t)onlhii w(( t 1ti:1 f',)Pi' " 01 00 fl"1
Span Max Deflection,Asp= 0.70 in
O rorhi _mu i\F1s}r Aoh 0.00 in
Total Max Deflection,Amax= 0.70 in
Note:Negative Deflection Values Indicate Upward Deflection
Member Capacity Equations
Bendinq Stress
Bending Moment Developed In Member, Mz= 2.5 Kip-ft
Bending Stress Developed In Member,fb= 8.64 ksi
Allowable Bending Stress Of Member,Allowable Bending Stress, Fb= 19.49 ksi
Bending Moment Capacity= 44% < 100%n
Axial Stress
Axial Load Developed In Member, Fx= 0.00 Kip
Axial Stress Developed In Member,fa= 0.00 ksi
Allowable Axial Stress, Compression, Fac= 6.69 ksi
Axial Stress Capacity= 0% < 100%
Shear Stress
Shear Load Developed In Member,Vz= 0.71 Kip
Shear Stress Developed In Member,fv= 0.65 ksi
Allowable Shear Stress Of Member Webs, Fv= 12.73 ksi
Shear Capacity= 5% < 100%
Interaction Equations
Reduced Bending And Shear Interaction [(fb/Fb)^2+ (fv/Fv)^2]= 45% < 100%
Axial And Bending Interaction fa/Fa+fb/Fb= 0% < 100%
Axial With Reduced Bending And Shear Interaction fa/Fa +(fb/Fb)A2+(fv/Fv)^2= 0% < 100%
Capacity Less than 100%-OK, Member Is Sufficient For Applied Loading
Deflection Check
Deflection Limit= L/175
Allowable Deflection,AAllow= 0.96 in
Maximum Deflection,AMax= 0.70 in
Deflection Capacity= 73% < 100%
OK,Allowable Deflection Sufficient
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Calculations For: STANDARD SAVE
ALUMINUM DESIGN MANUAL(2015 EDITION)
Specifications for Aluminum Structures(Buildings)
Allowable Stress Design
Design Check of Standard Single 4.044"x5.98"x 0.063"/0.063"6063-T6 Aluminum Tube
Per 2015 Aluminum Design Manual
Critically
Alloy: 6063 Temper: T6 Welded: N
Member Properties Single 4.04"x5.98"x 0.063"/0.063"6063-T6 Alum Tube
#of Parallel Beams in Section #Beams= 1
Base Width,b= 4.044"
Base Thickness,tb= 0.063"
Web Height, h= 5.980"
-= 7 Web Thickness,th= 0.063"
Moment of Inertia About Axis To Base, Ix= 4.370 inA4
�\ Moment of Inertia About Axis To Web, Iy= 2.630 inA4
�Lam_ 1_ Section Modulus About The X-Axis, Sx= 1.240 inA4
11 Radius Of Gyration About Axis ( (To Base, rx= 1.51 in
Radius Of Gyration About Axis To Web, ry= 1.12 in
Torsional Constant,J= 2.58 inA4
Cross Sectional Area,A= 1.91 inA2
Plastic Section Modulis,Z= 2.57 inA3
Warping Constant, Cw= 0.00 inA6
Member Spans
Unsupported Length(Max Span Between Supports), L= 5.95 ft
Unbraced Length For Bending(Against Side-Sway), Lb= 2.0 ft
Effective Length Factor, k= 1.0
Material Properties
Tensile Ultimate Strength, Ftu = 30 ksi
Tensile Yield Strength, Fty= 25 ksi
Compressive Yield Strength, Fcy= 25 ksi
Shear Ultimate Strength, Fsu= 18 ksi
Shear Yield Strength, Fsy= 15 ksi
Compressive Modulus Of Elasticity, E= 10,100 ksi
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Buckling Constants
Compression In Columns&Beam Flanges(Intercept), Bc= 27.64 ksi
Compression In Columns&Beam Flanges(Slope), Dc= 0.14 ksi
Compression In Columns& Beam Flanges(Intersection), Cc= 78.38 ksi
Compression In Flat Plates(Intercept), Bp= 31.39 ksi
Compression In Flat Plates(Slope), Dp= 0.17 ksi
Compression In Flat Plates(Intersection), Cp= 73.55 ksi
Compressive Bending Stress In Solid Rectangular Bars(Intercept), Bbr= 46.12 ksi
Compressive Bending Stress In Solid Rectangular Bars (Slope), Dbr= 0.38 ksi
Shear Stress In Flat Plates (Intercept), Bs= 18.98 ksi
Shear Stress In Flat Plates (Slope), Ds= 0.08 ksi
Shear Stress In Flat Plates (Intersection), Cs= 94.57 ksi
Ultimate Strength Coefficient Of Flat Plates In Compression, k1c= 0.35
Ultimate Strength Coefficient Of Flat Plates In Compression, k2c= 2.27
Ultimate Strength Coefficient Of Flat Plates In Bending, k1 b= 0.50
Ultimate Strength Coefficient Of Flat Plates In Bending, k2b= 2.04
Tension Coefficient, kt= 1.0
Member Strength Calculations
D.2 Axial Tension
Tensile Yielding-Unwelded Members Fty_n= 25.00 ksi
Q= 1.65
Fty_n/0= 15.15 ksi
Tensile Rupture-Unwelded Members Ftu n= 30.00 ksi
Q= 1.95
Ftu n/Qt= 15.38 ksi
Axial Compression Members
E.2 Compression Member Buckling
Axial, Gross Section Subject To Buckling Lower Slenderness Limit,J\1 = 18.23
Upper Slenderness Limit,A2= 78.38
Slenderness,A(max)= 47.28 ¢A2
[(Bc-Dc*A)(0.85+0.15*((Cc A)/(Cc a1))J Fc n= 19.29 ksi
i2= 1.65
Fc n/0 = 11.69 ksi
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E.3 Local Bucklinq
For Column Elements In Uniform Compression Subject To Local Buckling,The Uniform Compressive
Strength Is Addressed In Section B.5.4 Calculated Below.
B.5.4.2-Flat Elements Supported On Both Edges(Base)
B.5.4.2-Flat Elements Supported On Both Edges(Web)
EA Buckling Interaction
Per Table B.5.1 [TT 2*E/(1.6*bltb)I Fe(flange)= 9.90 ksi
(0.85rr2EIA(max)2]"1/3*[Fe"2/3] Fc-n= 15.49 ksi
Fe(flange)<Fc_n(E.2 Member Buckling) .0= 1.65
Fc_n/Q= 9.39 ksi
(rr2*E/(1.6*h/th)2] Fe(web)= 4.44 ksi
('0.85rr2E1A(max)2]^1/3*(Fe^2/3] Fc n= 9.07 ksi
Fe(web)<Fc n(E.2 Member Buckling) n= 1.65
Fc n/Q = 5.50 ksi
Flexural Members
F.2 Yielding And Rupture
Nominal Flexural Strength For Yielding And Rupture Limit State of Yielding
[1.5*St*Fty] Mnp= 46.50 k-in
[Mnp/Sx] Fb_n = 37.50 ksi
O= 1.65
Fb_n/Q = 22.73 ksi
Limit State Of Rupture
(Z*Ftu/kt] Mnu= 77.01 k-in
[Mnu/Z] Fb_n= 30.00 ksi
O= 1.95
Fb n/Q = 15.38 ksi
FA Lateral-Torsional Buckling
Square Or Rectangular Tubes Subject To Lateral-Torsional Buckling
Slenderness For Shapes Symmetric About The Bending Axis,A F.4.2.1 = 8.97
Slenderness For Closed Shapes,A F.4.2.3= 7.77
Slenderness For Any Shape,A F.4.2.5= 8.97
Maximum Slenderness,A(max)= 8.97 <Cc
Nominal Flexural Strength-Lateral-Torsional Buckling
(Mnp(1-(AVCC))+(n2*E*A*Sx/Cc^3)] Mnmb= 43.48 k-in
[Mnmb/Sx] Fb_n = 35.06 ksi
O= 1.65
Fb nlQ = 21.25 ksi
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Uniform Compression Elements
B.5.4.2 Flat Elements Supported On Both Edges-Web&Flange
Uniform Compression Strength, Flat Elements Supported On Both Edges
Lower Slenderness Limit,Al = 22.8
Upper Slenderness Limit,A2= 39.2
Flange Slenderness, b/tb= 62.7 >_A2
Web Slenderness, h/th= 93.68 >_A2
(k2c*4(Bp*E)/(1.6*b/tb)] Fc n1 = 12.74 ksi
O= 1.65
Fc_n1IQ = 7.72 ksi
(k2c*q(Bp*E)/(1.6*h/th)] Fc n2= 8.53 ksi
f2= 1.65
Fc n2/Q = 5.17 ksi
Flexural Compression Elements
B.5.5.1 Flat Elements Supported On Both Edges-Web
Flexural Compression Strength, Flat Elements Supported On Both Edges
Lower Slenderness Limit,Al = 34.73
Upper Slenderness Limit,A2= 92.95
Slenderness, h/th= 93.68 >_A2
(k2b*SQRT(Bbr*E)/(m*h1th)] Fb n= 22.86 ksi
-0= 1.65
Fb n/Q = 13.86 ksi
Shear
G.2 Shear Supported On Both Edges-Web
Members With Flat Elements Lower Slenderness Limit,Al = 38.73
Supported On Both Edges Upper Slenderness Limit,A2= 75.65
Slenderness, h/th= 93.68 z A2
(Tr2E/(1.25*h/th)2] Fv_n= 7.27 ksi
Q= 1.65
Fv n/0 = 4.41 ksi
CALCULATED ALLOWABLE STRESSES
Allowable Bending Stress, Fb= 15.38 ksi
Allowable Axial Stress,Compression, Fay= 6.19 ksi
Allowable Shear Stress;Webs, Fv= 4.41 ksi
Elastic Buckling Stress, Fe= 22.86 ksi
Weighted Average Allowable Compressive Stress(Per Section E.3.1),Fao= 6.19 ksi
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Calculations For: STANDARD SAVE
Member Loading &Capacity Calculation
Dimensions &Loading Inputs
Layout Style= Layout#1
Beam#1 -Louver Beam
Beam Use= MWF
Beam Total Length, L= 5.95 ft
#Spans= 1
Max Beam Span (Between Supports), Span= 5.95 ft
;cs,;tirt �n;rtt grata :wff, 0111. :,- 0.00 f[
lyr, aan r./vr,larrrrq I(i<lPrt, rtErlri (,1 (�(l ht
Beam Location= Edge
i .;irai Iurr,rr.i �,i l r,(t �70�..rrirrtcl, f rarrl , f) Vhr
niflf L ]'''tl:FIr(a1i1
Poioa� tr I (Loft)011 1 0 ib
pr,rrrt I 1
Point I r, ld;11.2 ft;ittlrt) On :.,la:_:Fti, 9'`'. Q 0 1h
Resultant Weight Loading On Tributary, RL= 35.0 psf
Tributary Width,W= 7.00 ft
Additional Beam Loading (Icing, Service, Ect),AL= 31.49 lb/ft
Linear Loading On Beam,w= 276.5 lb/ft
Additional Moment Bracing At Ends?= FALSE
Shear In Member And Compression/Tension Reactions At Supports
t✓max f= um :!',ia<ua Point i omk
coil klol^ idkm F:'r,nn C /(:Om lq Poirrr l r�[ar1t, Vcpt .- 0 1h
��iclPal N ,acliclrr HJO a1 CavC.r`h'ang P('aJnl I , 'VupF"f 0 i1)
Max Reaction From Span Weight,Vsw= 823 lb
Reaction From Weight Adjustment Factor For Multi-Span,Vwaf= 1
Adjusted Reaction From Span Weight,Vsw'= 823 lb
i-mm n� r,<<.11(}h1,Vurrl.� U:r
rn�,r 'av::ur.ur:t aV")i(P1'rP,.Vo"i}._ 0 1h
Ni,, r ( �w"Jon �t �'��., ,���1..,,, fn'w,' .. 0.00 Kip
Max Compression At Supports,Cmax= 0.82 Kip
Bending Moment Calculations
P lariimnl focaru `a(7 rri !'€:lul I.c�rrrl:, ids;ra :: PP
Moment From Point Loads Adjustment Factor For Multi-Span, Mpaf= 1.000
/-1rlr,r,,Irr"'d 1A11fv t mt From i mmis 0 Ih-11
�,1s.rrii.rr�t; o� rep 1 ^,rt()V"'rii",a g i'oinl (r u9;>,, N'lolm[ 0 H'td
Pvr,:,rrr of Fioxn F'Jqh l'oiraf l.�ati,�1�;, IGlrrrrC,}," 0 6b '(t
Moment From Span Weight, Mw= 1224 lb-ft
Moment From Weight Adjustment Factor For Multi-Span, Mwaf= 1.00
Adjusted Moment From Span Weight, Mw'= 1224 lb-ft
Ni mc'nt F.rrxtr l.a (i (�vc-:rua�;�;,,7 a l i�11rh:, N olwvfl.,. 0 Ib 1"f
\ilrarrr;a"rf Frorn I"iq M Ovr di,',ritr_.F W ig ht, iAllr:l fair'' �) I'.) J,
Total Max Moment Along Span, Mmaxspan= 1.2 Kip-ft
val t�c,,v ivl,,ra� ra'r t\k.Fuisl,aair.,, f,ifrn-7 .pup 0.0 Kip-ft
Max Moment From Beam Loading= 1.2 Kip-ft
Moment I aarne Connection To Be. arri#1 - FA 1-SE
Mornen[Transferred From Post = 0,0 Kip-ft
Absolute Max Moment On Beam, Mmax= 1.2 Kip-ft
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Deflection Calculations
Flom Si.r, P iini i..cmc# ;N in
Location Of Max Moment From Weight Between Spans,x= 2.98 in
( roan ! [:IIoln I o^yids/V x,E1op",' 0,00 isi
Deflection From Span&Overhangs Weight At x,Owx= 0.12 in
f'oinu i.r.rlcl Pd ! eit 0.00 in
f'oinr i.ond b:Jr il;u:kiart At 4;Uimit t va(h�mq f Cn.9, r1oi F" 0.001 In
VUr�irll'ii 6:'r,,GI,.E i'ic>n i`.� i ;1f t."Pvc l'mng f:r„�S, /\ovd U.M"" In
HIV i(Jh Dofl_c;icm A Right : r',d' 0 00 In
Span Max Deflection,Asp= 0.12 in
Ovefh, wg kv`i.:x D; (iootio n' A'oh 0.00 in
Total Max Deflection,Amax= 0.12 in
Note:Negative Deflection Values Indicate Upward Deflection
Member Capacity Equations
Bending Stress
Bending Moment Developed In Member, Mz= 1.2 Kip-ft
Bending Stress Developed In Member,fb= 11.84 ksi
Allowable Bending Stress Of Member,Allowable Bending Stress, Fb= 15.38 ksi
Bending Moment Capacity= 77% < 100%
Axial Stress
Axial Load Developed In Member, Fx= 0.00 Kip
Axial Stress Developed In Member,fa= 0.00 ksi
Allowable Axial Stress, Compression, Fac= 6.19 ksi
Axial Stress Capacity= 0% < 100%
Shear Stress
Shear Load Developed In Member,Vz= 0.82 Kip
Shear Stress Developed In Member,fv= 1.12 ksi
Allowable Shear Stress Of Member Webs, Fv= 4.41 ksi
Shear Capacity= 26% < 100%
Interaction Equations
Reduced Bending And Shear Interaction [(fb/Fb)^2+(fv/Fv)^2]= 81% < 100%
Axial And Bending Interaction fa/Fa+fb/Fb= 0% < 100%
Axial With Reduced Bending And Shear Interaction fa/Fa+(fb/Fb)^2+(fv/Fv)^2= 0% < 100%
Capacity Less than 100%-OK,Member Is Sufficient For Applied Loading
Deflection Check
Deflection Limit= L/175
Allowable Deflection,AAllow= 0.41 in
Maximum Deflection,AMax= 0.12 in
Deflection Capacity= 30% < 100%
OK,Allowable Deflection Sufficient
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Calculations For: Critical Mullion
ALUMINUM DESIGN MANUAL(2015 EDITION)
Specifications for Aluminum Structures(Buildings)
Allowable Stress Design
Design check of intermediate Mullion
Per 2015 Aluminum Design Manual
Critically
Alloy: 6005 Temper: T5 Welded: N
Member Properties
#of Parallel Members in Section= 1
Base Width,b= 2.125"
�,... � Base Thickness,tb= 0.090"
Web Height,h= 3.125"
Web Thickness,th= 0.090"
Moment of Inertia About Axis 11 To Base,Ix= 1.264 in^4
Moment of Inertia About Axis (I To Web,ly= 0.693 in^4
Section Modulus About The X-Axis,Sx= 0.809 in^4
Radius Of Gyration About Axis I (To Base,rx= 1.18 in
` Radius Of Gyration About Axis I (To Web, ry= 0.87 in
Torsional Constant,J= 1.35 in^4
Cross Sectional Area,A= 0.91 in^2
Plastic Section Modulis,Z= 0.97 in^3
Warping Constant,Cw= 0.00 in^6
Member Spans
Unsupported Length(Max Span Between Supports), L= 6.92 ft
Unbraced Length For Bending(Against X-Side-Sway), Lbx= 6.92 ft
Unbraced Length For Bending(Against Y-Side-Sway),Lby= 6.92 ft
Effective Length Factor(X Direction),kx= 1.0
Effective Length Factor(Y Direction),ky= 2.0
Material Properties
Tensile Ultimate Strength, Ftu= 38 ksi
Tensile Yield Strength, Fty= 35 ksi
Compressive Yield Strength, Fcy= 35 ksi
Shear Ultimate Strength, Fsu= 23 ksi
Shear Yield Strength,Fsy= 21 ksi
Compressive Modulus Of Elasticity,E= 10,100 ksi
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Buckling Constants
Compression In Columns&Beam Flanges(Intercept),Bc= 39.37 ksi
Compression In Columns&Beam Flanges(Slope), Dc= 0.25 ksi
Compression In Columns&Beam Flanges(Intersection),Cc= 65.67 ksi
Compression In Flat Plates(Intercept),Bp= 45.00 ksi
Compression In Flat Plates(Slope), Dp= 0.30 ksi
Compression In Flat Plates(Intersection),Cp= 61.42 ksi
Compressive Bending Stress In Solid Rectangular Bars(Intercept), Bbr= 66.82 ksi
Compressive Bending Stress In Solid Rectangular Bars(Slope), Dbr= 0.67 ksi
Shear Stress In Flat Plates(Intercept), Bs= 27.24 ksi
Shear Stress In Flat Plates(Slope),Ds= 0.14 ksi
Shear Stress In Flat Plates(Intersection),Cs= 78.95 ksi
Ultimate Strength Coefficient Of Flat Plates In Compression,k1c= 0.35
Ultimate Strength Coefficient Of Flat Plates In Compression,k2c= 2.27
Ultimate Strength Coefficient Of Flat Plates In Bending, k1 b= 0.50
Ultimate Strength Coefficient Of Flat Plates In Bending, k2b= 2.04
Tension Coefficient,kt= 1.0
Member Strength Calculations
D.2 Axial Tension
Tensile Yielding-Unwelded Members Fty_n= 35.00 ksi
0= 1.65
Fty_n/0= 21.21 ksi
Tensile Rupture-Unwelded Members Ftu n= 38.00 ksi
-Q= 1.95
Ftu n/Qt= 19.49 ksi
Axial Compression Members
E.2 Compression Member Buckling
Axial, Gross Section Subject To Buckling Lower Slenderness Limit,Al = 17.76
Upper Slenderness Limit,A2= 65.67
Slenderness,A(max)= 95.24 >_A2
[0.85rr2EIA2] Fc n= 9.34 ksi
0= 1.65
Fc n/Q= 5.66 ksi
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E.3 Local Bucklinq
For Column Elements In Uniform Compression Subject To Local Buckling,The Uniform Compressive
Strength Is Addressed In Section B.5.4 Calculated Below.
B.5.4.2-Flat Elements Supported On Both Edges(Base)
B.5.4.2-Flat Elements Supported On Both Edges(Web)
E.4 Buckling Interaction
Per Table B.5.1 [rr2*E/(1.6*b/tb)2] Fe(flange)= 83.37 ksi
[FC n] Fc n= 9.34 ksi
Fe(flange)>Fc_n(E.2 Member Buckling) n= 1.65
Fc_n/0= 5.66 ksi
[TT 2*E/(1.6*h/th)2] Fe(web)= 36.37 ksi
[Fc n] Fc n= 9.34 ksi
Fe(web)>Fc n(E.2 Member Buckling) n= 1.65
Fc nlQ= 5.66 ksi
Flexural Members
F.2 Yielding And Rupture
Nominal Flexural Strength For Yielding And Rupture Limit State of Yielding
[Z*Fcy] Mnp= 33.98 k-in
[MnpM Fb_n= 35.00 ksi
Q= 1.65
Fb_n/0= 21.21 ksi
Limit State Of Rupture
(Z*Ftu/kt] Mnu= 36.89 k-in
[Mnu/Z] Fb_n= 38.00 ksi
0= 1.95
Fb nlQ= 19.49 ksi
F.4 Lateral-Torsional Buckling
Square Or Rectangular Tubes Subject To Lateral-Torsional Buckling
Slenderness For Shapes Symmetric About The Bending Axis,A F.4.2.1 = 19.19
Slenderness For Closed Shapes,A F.4.2.3= 19.15
Slenderness For Any Shape,A F.4.2.5= 19.19
Maximum Slenderness,A(max)= 19.19 <Cc
Nominal Flexural Strength-Lateral-Torsional Buckling
[Mnp(1-(AICC))+(rr2*E*A*S)(/CC"3)] Mnmb= 29.51 k-in
[Mnmb/Sx] Fb_n= 36.48 ksi
.0= 1.65
Fb n/Q= 22.11 ksi
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Uniform Compression Elements
8.5.4.2 Flat Elements Supported On Both Edges-Web&Flange
Uniform Compression Strength,Flat Elements Supported On Bath Edges
Lower Slenderness Limit,Al = 20.8
Upper Slenderness Limit,A2= 32.8
Flange Slenderness,b/tb= 21.61 Al -A2
Web Slenderness,h/th= 32.72 Al -A2
[Bp-1.6*Dp*b/tb] Fc n1 = 34.61 ksi
i2= 1.65
Fc_n1/Q= 20.98 ksi
[Bp-1.6*Dp*h/th] Fc n2= 29.27 ksi
f2= 1.65
Fc n2/Q= 17.74 ksi
Flexural Compression Elements
8.5.5.1 Flat Elements Supported On Both Edges-Web
Flexural Compression Strength, Flat Elements Supported On Both Edges
Lower Slenderness Limit,Al = 33.10
Upper Slenderness Limit,A2= 77.22
Slenderness, h/th= 32.72 <_Al
[1.5*Fcy] Fb n= 52.50 ksi
f2= 1.65
Fb_n/0= 31.82 ksi
Shear
G.2 Shear Supported On Both Edges-Web
Members With Flat Elements Lower Slenderness Limit,Al = 35.29
Supported On Both Edges Upper Slenderness Limit,A2= 63.16
Slenderness, h/th= 32.72 5 Al
[Fsy] Fv_n= 21.00 ksi
O= 1.65
Fv n/f2= 12.73 ksi
CALCULATED ALLOWABLE STRESSES
Allowable Bending Stress, Fb= 19.49 ksi
Allowable Axial Stress, Compression, Fa,= 5.66 ksi
Allowable Shear Stress;Webs,F = 12.73 ksi
Allowable Axial Stress,Tension, Fat= 19.49 ksi
Elastic Buckling Stress,Fe= 5.64 ksi
Weighted Average Allowable Compressive Stress(Per Section E.3.1),Fao= 19.03 ksi
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Member Loading&Capacity Calculation
Post Dimensions And Geometry
Post Height, h= 6.92 ft
Post Width= 0.26 ft
Post Location= Edge
Post Trib Width in X-Axis(I I Projection),WTr1b x= 5.45 ft
Post Trib Length in Y-Axis(i Projection),LT.ibv= 7.00 ft
Total Tributary Roof Area,Aroof= 38.2 ftZ
Fascia Height, hfee= 0.67 ft
X Wall Porosity,%wanx = 0%
X Wall Height,Hwaox= 8.92 ft
Lateral Face Effective Tributary Width(X Direction),WWaIIX= 5.45 ft
Y Wall Porosity,%wally = 0%
Y Wall Height, HWaiiy= 8.92 ft
Lateral Face Effective Tributary Length(Y Direction),Wwaoy= 7.00 ft
Lateral Support from Host
Supported against Lateral Forces In X Direction= TRUE
Supported against Lateral Forces In Y Direction= FALSE
Roof Acts As Shear Diaphragm = FALSE
Post Acting As(X Direction)= Pinned-Fixed
Post Acting As(Y Direction)= Cantilevered Column
Design Loading Design Gravity Loading(MWFRS), PGrav= 33.67 psf
Design Uplift Loading(MW FRS), PuPuft= -12.71 psf
Lateral Loading(Frame), PLatFrame= 29.06 psf
Lateral Loading(Walls),PLatwaiis= 14.25 psf
Wind Force On Lateral Force System Per Post(X Direction)= 839 lb
Wind Force On Lateral Force System Per Post(Y Direction)= 1044 lb
Local Seismic Loading(Acting on This Tributary Areal
Local Tributary Weight,W= 458 Ibs
Local Effective Seismic Design Force, Fp= 168.91 Ibs
Redundancy Factor, p= 1.00
ASD Service Factor= 0.70
Max Seismic Shear,Vseis= 169 lb
Max Seismic Moment,Mseis= 818 lb-ft
Axial Force Calculations
Gravity Compression Loading On Tributary Area, Fc= 1285 lb
Uplift Tension Loading On Tributary Area, FT= -485 lb
Max Compression Loading From Loaded Beams,Fc Beam= 709 lb
Max Tensile Loading From Loaded Beams, FT Beam= 0 1b
Maximum Compressive Loading, Fxc= 1.28 Kip
Maximum Tension Loading, FxT= -0.48 Kip
Note:Negative Loading Values Indicate Uplift Or Tension
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Shear Force Calculations Lateral Shear At Base(X Direction),Vx= 373 lb
Lateral Shear At Base(Y Direction),Vy= 1044 lb
Resultant Shear(Magnitude),V= 1109 lb
Maximum Design Shear,Vmax= 1.11 Kip
Max Torsion due to 5% Eccentric Shear,Tn= 4.4 Kip-in
Bending Moment Calculations
Max Y-Moment(At The Base)(Bending Towards Host), My= 793 lb-ft
Max X-Moment(At The Base)(Bending 11 To Host), Mx= 793 lb-ft
X-Moment Reduction for Stiffness of Host Attached Members, MX-Red 15%
Reduced X-Bending Moment,Mx'= 674 lb-ft
Post Connected..("o Ba:farrls With Moment Coll ? FALSE
Mc>rr ent`fra n sfer From 13oarn J l =.: 0 lb-ft
Mor7 ent`fransfer Frorn Beam//2 0 Ib-ft
Absolute Max Moment,Mmax= 0.8 Kip-ft
Deflection Calculations
Deflection in X-Direction,Ax= 0.01 in
Deflection in Y-Direction,Ay= 0.42 in
Max Deflection,Amax= 0.42 in
Member Capacity Equations
Bending Stress Bending Moment Developed In Member,Mz= 0.8 Kip-ft
Bending Stress Developed In Member,fb= 12.13 ksi
Allowable Bending Stress Of Member,Allowable Bending Stress,Fb= 19.49 ksi
Bending Moment Capacity= 62% < 100%
Axial Stress
Compressive Stress Compression Load Developed In Member,Fc= 1.28 Kip
Compression Stress Developed In Member,fac= 1.41 ksi
Allowable Axial Stress,Compression, Fac= 5.66 ksi
Compressive Stress Capacity= 25% < 100%
Tensile Stress
Tension Load Developed In Member, FT= -0.48 Kip
Tension Stress Developed In Member,fat= 0.02 ksi
Allowable Axial Stress,Tension,Fat= 19.49 ksi
Tensile Stress Capacity= 0% < 100%
Shear Stress
Shear Load Developed In Member,Vz= 1.11 Kip
Shear Stress Developed In Member,fv= 2.09 ksi
Allowable Shear Stress Of Member Webs, Fv= 12.73 ksi
Shear Capacity= 16% < 100%
Interaction Equations
Reduced Bending And Shear Interaction l[(fb/Fb)^2+(fv/Fv)^2]= 64% <100%
Axial And Bending Interaction fa/Fa+fb/Fb= 87% < 100%
Axial With Reduced Bending And Shear Interaction fa/Fa+(fb/Fb)A2+(fv/Fv)"2= 66% <100%
Capacity Less than 100%-OK, Member Is Sufficient For Applied Loading
Deflection Check Deflection Limit= L/175
Allowable Deflection,DAllow= 0.47 in
Maximum Deflection,OMax= 0.42 in
Deflection Capacity= 88% < 100%
OK,Allowable Deflection Sufficient
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Calculations For: Loaded Rafter To Fascia Beam Screw Connection
Design Of Steel Spaced Thread Tapping Screw to Aluminum Connections
t=2020 Aluminum Design Manual ; =AMMA TIR-A9-2014
Anchor To Be Analyzed: #10-16 SMS,316 SS,Steel Screws
Nominal Anchor Size Designation,Size= #10-16 SMS
Screw Material,(Alloy)= 316 SS
Anchor Ultimate Tensile Strength, Ftu= 100 ksi
Anchor Yield Strength, Fy= 65 ksi
Nominal Screw Diameter, D= 0.190"
Basic Minor Diameter, Dmin= 0.135"
Tensile Stress Area,As= 0.014 in'
Thread Root Area,Ar= 0.014 in'
#Thread Per Inch, n= 16
❑Consider Washer? i,)i�ai�r,P�.P, l) / 0 rr2,,-i
Anchor Head Diameter, Dws= 0.399"
Nominal Hole Diameter, Dh= 0.190"
Is anchor placed in a screw boss/chase/slot? FALSE
Countersunk? FALSE
CS DtJfl�h 0 00O`
Minimum Aluminum Edge Distance,de= 0.38"
Member in Contact with Screw Head:
Alloy&Temper 1 = 6063-T6
Thickness of Member 1,t1 = 0.125"
Tensile Ultimate Strength of Member 1, Ftu1 = 30 ksi
Tensile Yield Strength of Member 1, Fty1 = 25 ksi
Member not in Contact with Screw Head:
Alloy&Temper 2= 6005-T5
Thickness of Member 2,t2= 0.090"
Depth of Full Thread Engagement Into t2, Le= 0.090"
Tensile Ultimate Strength of Member 2, Ftu2= 38 ksi
Tensile Yield Strength of Member 2,Fty2= 35 ksi
Sc,row Boss Wall Thickness,t3 =- 0�125"
Min Depth of Full Thread Engagement Into Screw Boss, Let = 0.380"
Un,Ou jmni of r:(7)try"nv mtt it)
iir,.;al F1 o� l �c, Iot,l,Ai
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Calculations For: Loaded Rafter To Fascia Beam Screw Connection
Allowable Tension Calculation
Coeff.Dependent On Screw Location,C= 1.0 (t Sect.J.5.4.2)
Coeff.Dependent On Member 2 Thickness, Ks= 1.2 (t Sect.J.5.4.1.1 b)
Nominal Pull-Out Strength Of Screw, Rn_t1 = 718.2 lb (t Sect. J.5.4.1.1b)
Nominal Pull-Over Strength Of Screw, Rn_t2= 783.8 lb (t Sect. J.5.4.2)
I-com s wnv/ (H Ipp[lc°lblo) I'ri Ga (1lf,A, , m.'Lc J..3.F'.`P 2)
!'rllkE.,k.l ti.ir;srri'Ifil: Fww R'n V" :.. i"11'1, S, cL 'I^1 })
Allowable Tensile Capacity Of Screw, Pnt= 477.1 lb (*Eqn. 10.4-10.7)
Safety Factor For Connections; Building Type Structures,0= 3.0
Safety Factor For Anchor, O= 3.0
Allowable Tension= 239 lb
Allowable Shear Calculation
Bearing On Member 1, Rn_v1 = 1425.0 lb (t Sect. J.5.5.1)
Bearing On Member 2, Rn_v2= 1299.6 lb (t Sect. J.5.5.1)
Screw Tilting, Rn_v3= 1878.3 lb (t Sect. J.5.5.2)
Allowable Shear Capacity Of Screw, Pnv= 275.5 lb (*Eqn. 7.5)
Safety Factor For Connections; Building Type Structures, Q= 3.0
Safety Factor For Anchor, O= 3.0
Allowable Shear= 275 lb
Design Omissions:
Disregard The Limiting Allowable Capacities From Member 1 (Member In Contact With Screw Head) ❑
Disregard The Limiting Allowable Capacities From Member 2(Member In Not In Contact With Screw Head) ❑
Connection Total Strength&Capacity Calculations
Anchor Qty at Connection, Qty= 4
Required Tensile Loading on Connection,Treq= 0 lb (Beam To Beam Connection Not
Required Shear Loading on Connection,Vreq= 920 lb Loaded in Tension)
Interaction Exponent factor, n= 1.00
Tensile capacity of connection,Tcap= 958 lb (Anchor Qty*Allowable Tension)
Shear capacity of connection ,Vcap= 1102 lb (Anchor Qty*Allowable Shear)
Z + X = 84% Maximum Capacity= 100%
T
CA VP CAP
Capacity< 100%OK!-Connection Design Is Sufficient
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Calculations For: Loaded Rafter To Fascia Beam Screw Connection
Design Of Steel Spaced Thread Tapping Screw to Aluminum Connections
t=2020 Aluminum Design Manual ;*=AMMA TIR-A9-2014
Anchor To Be Analyzed: #10-16 SMS,316 SS,Steel Screws
Nominal Anchor Size Designation, Size= #10-16 SMS
Screw Material, (Alloy)= 316 SS
Anchor Ultimate Tensile Strength, Ftu= 100 ksi
Anchor Yield Strength, Fy= 65 ksi
Nominal Screw Diameter, D= 0.190"
Basic Minor Diameter, Dmin= 0.135"
Tensile Stress Area,As= 0.014 in
Thread Root Area,Ar= 0.014 in
#Thread Per Inch, n= 16
Consider Washer? i'v O �,Llll
Anchor Head Diameter, Dws= 0.399"
Nominal Hole Diameter, Dh= 0.190"
Is anchor placed in a screw boss/chase/slot? FALSE
Countersunk? FALSE
(„raiuiP, zsi'; 'h�prh (;`) 1Jr:'irur=- 0 00U"
Minimum Aluminum Edge Distance,de= 0.38"
Member in Contact with Screw Head:
Alloy&Temper 1 = 6063-T6
Thickness of Member 1,t1 = 0.125"
Tensile Ultimate Strength of Member 1, Ftu1 = 30 ksi
Tensile Yield Strength of Member 1, Fty1 = 25 ksi
Member not in Contact with Screw Head:
Alloy&Temper 2= 6005-T5
Thickness of Member 2,t2= 0.090"
Depth of Full Thread Engagement Into 1:2, Le= 0.090"
Tensile Ultimate Strength of Member 2, Ftu2= 38 ksi
Tensile Yield Strength of Member 2, Fty2= 35 ksi
Screw Boss Wall Thickness, 2 = 0 1?5"
Min Depth of Full Thread Engagement Into Screw Boss,Let = 0.380"
Ur;fuuri���U tris opt "m ar r r9,i � �;rTir.pit, hi 89,d(
hl'fJka o `3'n if I r].d i n.J�igod I o DUI It A o;c' �"'o 4 ,fir"sT
CALCULATIONS BY ENGINEERING EXPRESS
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Work Prepared For: Four Seasons Sunrooms&Windows
Project: 23-66485-RAMANO-FS WA
Calculations For: Loaded Rafter To Fascia Beam Screw Connection
Allowable Tension Calculation
Coeff. Dependent On Screw Location, C= 1.0 (t Sect.J.5.4.2)
Coeff.Dependent On Member 2 Thickness, Ks= 1.2 (t Sect.J.5.4.1.1 b)
Nominal Pull-Out Strength Of Screw, Rn_t1 = 718.2 lb (t Sect. J.5.4.1.1 b)
Nominal Pull-Over Strength Of Screw, Rn_t2= 783.8 lb (t Sect. J.5.4.2)
minnt I'�1{I-Oni. From `.GR. :v (ii` R11 13 -_ N/A Sn cC'' ' d 1 �
h'�IC)Plsl/]Ir: PI I1 .4,.,)lfi Si on III I Iulh 1WI ',,y; i C
� i�ri Ft}r - �'�G��fi °,nUf,. i1-.01)
Allowable Tensile Capacity Of Screw, Pnt= 477.1 lb (*Eqn. 10.4-10.7)
Safety Factor For Connections; Building Type Structures,0= 3.0
Safety Factor For Anchor,0= 3.0
Allowable Tension = 239 lb
Allowable Shear Calculation
Bearing On Member 1, Rn_v1 = 1425.0 lb (t Sect. J.5.5.1)
Bearing On Member 2 , Rn_v2= 1299.6 lb (t Sect. J.5.5.1)
Screw Tilting, Rn_v3= 1878.3 lb (t Sect. J.5.5.2)
(ii .;�,i s�',� ":r,�s. k!Vi(I I�::r v( .:� Cll
Allowable Shear Capacity Of Screw, Pnv= 275.5 lb ('Eqn.7.5)
Safety Factor For Connections; Building Type Structures, 0= 3.0
Safety Factor For Anchor, 0= 3.0
Allowable Shear= 275 lb
Design Omissions:
Disregard The Limiting Allowable Capacities From Member 1 (Member In Contact With Screw Head) ❑
Disregard The Limiting Allowable Capacities From Member 2(Member In Not In Contact With Screw Head) ❑
Connection Total Strength&Capacity Calculations
Anchor Qty at Connection, Qty= 3
Required Tensile Loading on Connection,Treq= 200 lb (Beam To Beam Connection Not
Required Shear Loading on Connection,Vreq= 532 lb Loaded in Tension)
Interaction Exponent factor, n = 1.00
Tensile capacity of connection,Tcap= 718 lb (Anchor Qty*Allowable Tension)
Shear capacity of connection ,Vcap= 826 lb (Anchor Qty*Allowable Shear)
Z + X = 92% Maximum Capacity= 100%
T
CA VP CAP
Capacity< 100% OK! -Connection Design Is Sufficient
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Project: 23-66485-RAMANO-FS WA
Calculations For: Ledger Beam Connection to Host
Connection Design of 0.375" Dia Wood Lag Screw (4 per 36 In O.C. Spacing)
To Douglas Fir-Larch Host Structure
Host Properties
Host Material= Douglas Fir-Larch
G Min= 0.49
Total Length of Connection to Host= 26.25 ft
Tributary Width Acting on Connection= 7.00 ft Gravity
Load 235.7lb/ft
Applied Loading (Shear)
Controlling Gravity Loading= 33.7 psf
Snow Surcharge Adjustment? :: FAL.���[ C
Additional Loading DUe To Snow Drift= 0.0 psf
Adjusted Gravity Loading : 33.7 psf t
Loading*Tributary Width = 235.7 lb/ft
Loading On Attachment Length = 235.7 lb/ft
Controlling Uplift Loading = 12.7 psf ---
Lateral Loading on MWFRS= 29.1 psf
Lateral Loading*Tributary Width = 19.4 lb/ft
Lateral Seismic Shear= 3254 Ibs = Lateral
Seismic Shear/Tributary Width = 124.0 lb/ft Load 124.0 lb/ft
(Tension)
Anchorage
Anchor Type= Wood Lag Screw
Anchor Diameter= 0.375 in
Anchor Group Spacing= 36.0 in
#Anchors Per Spacing = 4
Anchor Embedment Into Host= 3.0 in 6386.4
Anchor Host Edge Distance= 0.75 in 41382
Load Duration Adjustment Factor= 1.6(Seismic)
Anchor Strength
Anchor Shear Capacity VcaP= 351 Ibs
Anchor Tensile Capacity Trap= 1604 Ibs
Gravity Load Per Spacing, Per Anchor,V= 177 Ibs
Lateral Load Per Spacing, Per Anchor,T= 93 Ibs
Anchor Interaction Capacity= 56%
Anchor Strength OK! -Ledger host Attachment Is Sufficient
Host Structure Reactions
Linear Shear Applied To Host= 235.7 lb/ft = 6187 Ibs Total Shear On Host
Linear Tension Applied To Host= 124.0 lb/ft = 3254 Ibs Total Tension On Host
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Detail/Member: SCREWS AT RAFTER BAR CLIP
Steel UNC Tapping Screw to Aluminum Connections
t2015 Aluminum Design Manual,*AMMATIR-A9-2014
Anchor: 3/8-16 UNC,SAE Gr.S,Steel Screw
Size: 3/8-16 UNC
Alloy: SAE Gr.S Screw Material
Ftu= 120 ksi Anchor Ultimate Tensile Strength
Fy= Undefined Anchor Yield Strength
D= 0.375" Nominal Screw Diameter(*Table 20.1,20.2)
Dmin= 0.298" Basic Minor Diameter(*Table 20.1,20.2)
Asn= 0.832 in2 Tensile Stress Area/Unit Length(*Table 20.1,20.2)
As= 0.077 in2 Tensile Stress Area(*Table 20.1,20.2)
Ar= 0.070 in2 Thread Root Area(*Table 20.1,20.2)
n= 16 Thread Per inch
Dw= 0.812" Washer Diameter [2]Consider Washer?
Dws= 0.500" Anchor Head Diameter
Dh= 0.375" Nominal Hole Diameter
Screw Boss? No Is anchor placed in a screw boss/chase/slot?
Countersunk? No Yes or No?
CS Depth= Countersink depth
Nut&Washer? Yes Nut&washer used on connection?
de= 1.000" Aluminum edge distance
Member in Contact with Screw Head:
Alloy 1: 6063-T6
t1= 0.188" Thickness of Member 1
Ftu1= 30 ksi Tensile Ultimate Strength of Member 1
Fty1= 25 ksi Tensile Yield Strength of Member 1
Member not in Contact with Screw Head:
Alloy 2: 6063-T6
t2= 0.125" Thickness of Member 2
Le= 0.125" Depth of Full Thread Engagement Into Q (Not Including Tapping/Drilling Point)
Ftu2= 30 ksi Tensile Ultimate Strength of Member 2
Fty2= 25 ksi Tensile Yield Strength of Member 2
t3= 1.000" Screw Boss Wall Thickness
Let= 0.750" Minimum Depth of Full Thread Engagement Into Screw Bass if
Applicable (Not Including Tapping/Drilling Point)
Allowable Tension
C= 1.0 Coeff.Dependent On Screw Location(tSect.J.5.4.2)
Ks= 1.2 Coeff.Dependent On Member 2 Thickness(tSect.1.5.4.1.1a)
Rn_t1= 1638.8 lb Nominal Pull-Out Strength of Screw(tSect.J.5.4.1.1a)
Rn_t2= 2458.1 lb Nominal Pull-Over Strength of Screw(tSect.1.5.4.2)
Rn_t3= N/A Nominal Pull-Out Strength From Screw Boss(if applicable)(tSect. J.5.4.1.2)
Pnt= 3719 lb Allowable Tensile Capacity Of Screw(*Eqn.10.4-10.7)
0= 3.0 Safety Factor For Connections;Building Type Structures
EI= 2.5 Safety Factor For Anchor
Allowable Tension= 546 Ib
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Allowable Shear:
Rn_vl= 4218.8 lb Bearing On Member 1(tSect. J.5.5.1)
Rn_v2= 2812.5 lb Bearing On Member 2(tSect. J.5.5.1)
Rn_0= N/A Screw Tilting(tSect. J.5.5.2)
Rn_v4= N/A Shear capacity of Screw Boss Wall
Pnv= 1937.0 lb Allowable Shear Capacity Of Screw(*Eqn.7.5)
O= 3.0 Safety Factor for Screw Connections
fI= 2.5 Safety Factor For Anchor
Allowable Shear= 938 Ib
Alternate Options:
❑ Disregard the limiting allowable capacities from Member 1(member in contact with
screw head)
❑ Disregard the limiting allowable capacities from Member 2(member in NOT contact
with screw head)
Shear&Tensile Reactions
Qty 4 Anchor Qty
Rz 0 Required Tensile Loading on Connection [lb]
Rx 1748 Required Shear Loading on Connection [lb]
Tcap 2185 Tensile capacity of connection(Qty*Rz) [lb]
Vcap 3750 Shear capacity of connection(Qty*Rx) [lb]
RZ + RX = 0.47
TCAP VCAr
OK,(4) anchors sufficient
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