HomeMy WebLinkAbout107 S STILLAGUAMISH AVE_BLD1370_2026 i
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Y °�' RESIDENTIAL PERMIT APPLICATION
Department of Community&Economic Development
I'YG�OZ City of Arlington • 18204 59th Ave NE•Arlington,WA 98223• Phone(360)403-3551
THIS APPLICATION IS TO BE USED WHEN APPLYING FOR A NEW SINGLE-FAMILY, DUPLEX, TOWNHOUSE,
ADDITION, DECK,OR ACCESSORY STRUCTURES. THIS APPLICATION MUST BE ACCOMPANIED BY TWO(2)SETS
OF CONSTRUCTION DRAWINGS AND TWO(2)SETS OF STRUCTURAL CALCULATIONS. THE APPLICATION MUST
ALSO INCLUDE THE PLUMBING SUBMITTAL AND THE MECHANICAL SUBMITTAL FORMS. THE ZONING
VERIFICATION MAY BE SUBMITTED PRIOR.
Project Address: I o l S. S (( a, (. _ Plat:
l
❑ Single-family ❑ Duplex ❑ Townhouse ❑ Addition Accessory structure
C-rp.,.L
Proposed Area: 1" Floor: 2nd Floor: Garage: Total SF: 31 T
Describe Proposal (include cross street): II
C
9)
Valuation: °I o o , c� o
Owner:
Address: 1 0 �1 S . S ., .; City: 4,1, State: Zip Code: 9 P�a
0
Phone: �l a �(.aa--� �8 S Email: 04Y.0�� . c 0_ti J
Applicant:
Address: City: State: Zip Code:
Phone: —t-- Email:
Contractor:
Address: I� oO."VI 41-k S L'_J City: State: W�- Zip Code: 9r�-33
Phone: goo Email:
Contact Person: License Number: Expiration:
AID ►3'10
6/16LP Page 1 of 3
RESIDENTIAL PERMIT APPLICATION
• Department of Community&Economic Development
' City of Arlington • 18204 59th Ave NE•Arlington,WA 98223 • Phone(360)403-3551
Plumbing Section (continue filling out if plumbing is involv6d)
(Check all that apply and indicate the number of fixtures proposed)
❑1 Bath/Shower Combo (4.0) x [7; Sink (1.5) x
01 Shower(2.0) x Lavatory(1.0) x
CII Clothes Washer(4.0) x E]I Water Closet (2.5) x
0T Dishwasher(1.5) x 0i Water Heater x
01 Hose Bibb(2.5) x Water Heater Model#
❑� Other(list) x
Plumbing Section Continued
Proposed Water Piping Size: Proposed DWV Material:
Proposed Piping Material: Proposed DWV Size:
i
i'
• All hose bibs required to baiequipped with Atmospheric Vacuum Breakers per ASSE 1019
• All water supplies at 807p j or greater shall have Pressure Reducing Valves (PRV)
6116LP Page 2 of 3
ia- °I' RESIDENTIAL PERMIT APPLICATION
Department of Community& Economic Development
City of Arlington • 18204 59th Ave NE •Arlington, WA 98223 • Phone (360)403-3551
Mechanical Section (continue filling out if mechanical equipment is invol d)
Select proposed appliances:
i
❑ Furnace(80+) Model# AFUE /
❑ Heat Pump Model# SEER HSPE
❑ AC Unit Model# SEER
Type II Hood Commercial Cooking Appliance Q! Hydronic Piping
❑ Boiler 01 Solid-Fuel Appliance Q PV System
Ql Fireplace Insert ❑! Outdoor BBQ Storage Tank
❑ Freestanding Stove Gas Piping Other
Gas Pi•ing Information
Not Applicable: ❑
Pipe Material: Pip ,Sizes Total BTU's of all Appliances:
Distance from/Mmietertort est A li
pp ance.
• New gas pes a pressure test to hooking to any appliance
• Sediment are required on all gas lines
• Gas lines are required to be supported/secured every 6 to 8 feet
• Proper combustion air and venting required for all appliances
• A shut-off is required within 6 feet of all appliances
Applicant Signature: / Date:
Print Applicants Name: 5 ���s
6/16LP Page 3 of 3
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CITY OF ARLINGTON
238 N. OLYMPIC AVE -ARLINGTON, WA. 98223
PHONE; (360)403-3551
BUILDING PERMIT
Address: 107 S.Stillaguamish Ave Permit#:1370
Parcel#:00541200000300 Valuation:5900.00
OWNER APPLICANT CONTRACTOR
Name:KNAUS SUZANNE P&RANDI B Name:Suzanne Knaus Name:HCI Steel Buildings
Address:21202 89TH AVE NE Address:107 S.Stillaguamish Ave Address: 17833 59th Avenue NE,#C
City,State Zip:ARLINGTON,WA 98223-5003 City,State Zip:Arlington,WA 98223 City,State Zip:Arlington,WA 98223
Phone: Phone:425-422-9885 Phone:360-403-4900
MECHANICAL CONTRACTOR PLUMBING CONTRACTOR
Name: Name:
Address: Address:
City,State,Zip: City,State,Zip:
Phone: Phone:
LIC#: EXP: LIC#: EXP:
JOB DESCRIPTION
PERMIT TYPE: Residential Accessory Structure CODE YEAR: 2015
STORIES: I CONST.TYPE:
DWELLING UNITS: 0 OCC GROUP:
BUILDINGS: I OCC LOAD:
PERMIT APPROVAL
I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED
THEREBY;NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO
WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27.
THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID.
IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR
A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBC110/IRC110.
SALES TAX NOTICE:Sales tax relating to construction and construction materials in the o li must be re ned on your sales tax return form
and cod City of Arlington#3101.
Signature Print Name Date Released By Oate
CONDITIONS
See red lined drawings. Adhere to approved plans. Verify that construction of the carport does not interfere
with the water supply line to the residence.
THIS PERMIT AUTHORIZS ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY
CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS,MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION.
PERMIT FEES
Date Description Fee Amount
3/14/2017 Building Permit Fee $176.39
3/14/2017 Building Plan Review Fee $114.65
3/14/2017 Processing/Technology Fee $25.00
3/14/2017 State Building Code Surcharge Fee $4.50
Total Due: $320.54
Total Payment: $114.65
Balance Due: $205.89
CALL FOR INSPECTIONS
BUILDING(360)403-3417
When calling for an inspection please leave the following information:
Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon
SHEDS
HAUNCH
TUBE STEEL FRAME
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ry 24•(J5 5, AR
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SEE DETAIL THIS PAD[
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y�I1 ANCHOR DETAIL
:1)ALL MATERIAL IS 10-GA 2-3/8-
NOTES ? D•—�F� '-5'-0• —�--9'"O'-- -b'�1•
GALVANIZED PIPE UNLESS OTHERWISE NOTED.
TRF A4 C .INMI ND y(NI PROFILE 2)DETAIL REFLECTS A HURRICANE SYSTEM FEATURING
NOTE: ALL MATERIAL IS 10-GA 2-3/B"GALVANIZED DOUBLE RESAR ANCHORS FOR GRAVEL/DIRT GROUND. 6.OVERHANG TUBE FIfpME CfCT10N CIDF PROFIL
PIPE UNLESS OTHERWISE NOTED (TYP) NOTE: OPPOSITE SIDE SAME/
SIDE PANELS ARE OPTIONAL
26-GA METAL WALL PANEL P21
#14 STITCH SCREW
ZoIZ 6
26-GA JAMB TRIM R14 STRUCTURAL SCREW wNGI�TPs (110 MrU C"T/ :
16-GA GALV,2'ANGLE 2'/9�/fiau P'3IR-P^I¢S G'S-d'oc
Foe µ ua a , HCl STEEL BUILDINGS, LLC
F TAPPING SCREW excpseau4 ,o'p NoAHaT� 17833 59TH AVE NE, SURE C
TUBE FRAME SIDE - ""`` 1
•+•.,,.r., ..i,ro ar»M� ARLINGTON.WA 98223 k Ifl
COILING DOOR SADDLE CUP W/ -'� - - (360) 403-4900
WELDED 2'RIGID CONDUIT STUB 2/b bb'I"P 6�1'x-sW¢i L s'o'� P—
CARPORTS ERAM OPFNI • TAMB cnwe�s WWW HCISTEELBUILDINGS.COM
NOTE: ALL MATERIAL IS 10-GA 2-3/8' 1 'v78",3rM poses/r�——0- E_SN�v
-' - - GALVANIZED PIPE UNLESS OTHERWISE NOTED {� Nv/N�-4l N— or 8, 9�
Z,"�g``ieo ya�irz/r�iw�s�-4-o°oc.For=sr�a
HIWINCH H�WHT 1HI-lo' rE
FRAM ONN TION.DETAI ZT�>,ao PdTs/Fbf H±.3-
UNIVERSAL RIDGE SECTION W 6•x 2'EMT NOTE: ALL MATERIAL IS I.-GA.2-3 B" 1-16111JLF1 HuSNT j to
RAFTER FRAME TA
IS ONE SOLID / /
10-GA 2 3/8'GALVANIZED CONDUIT COUPLERS ATTACHED TO VERTICAL LEG GALVANIZED PIPE UNLESSOTHERWISE NOTED
W/(2)114 SELF DRIWNG TEK5 HEX HEAD SCREWS
PIPE TO LEG �jolL P, e�Rly- iSOG PSF MUA.
1 26-GA CLADDING ATTACHED W/
$14 SELF DRILLING HEX HEAD SCREWS
HAUNCH
l WTWCRSAI Ulf SZCIIDN 1f/
60"w 2'x 16-GA GUSSET A A1;H(D 10 v(RTICAI lFl. - --
ATTACHED W/(2)S14 SELF W�J Uµ yMf DpKyyk
\ ORILUNG HEX HEAD SCREWS He.Lf�yCT 's - - -- -
\, 36' r is-GA cussET -trI_ 5 fn
ATTACHED W/(2)h14 SELF 0
DRIWNG HEX HEAD SCREWS /
B
6"OVERHANGJ Cl)
( H) 0
Z
y� VERTICAL LEG WELDED /lMT'.nµi Hpllfy Q
j v TO BASE WITH 1/4•FILLET WELD �C'UM.•f.Rwnrw. Q
fhrl'C*1✓J
Z
— -- 0 F-
�- STA'IOAw WIDTHS 8'-20'
f
T B FRAM 5 TION ND PROF11 F jUB' FRAME SECTION CIO •�+` L-
�I.f3QEFl� TUBE F1161LE CErnON CN�E PROFIT WI1/10TU)jE rt p�Al 1I >GALVANIZED =~ ,:
NOTE: ALL MATERIAL IS 10-GA 2-3/B" 1fF T QVQZ SHUT
PIPE UNLESS OTHERWISE NOTED Received
or
MAR 0 8 2017
Ply l;5 1"lv
CITY OF ARLINGTON
238 N. OLYMPIC AVE -ARLINGTON, WA. 98223
` PHONE; (360)403-3551
BUILDING PERMIT
Address:107 S.Stillaguamish Ave Permit#:1370
Parcel#:00541200000300 Valuation:5900.00
OWNER APPLICANT CONTRACTOR
Name:KNAUS SUZANNE P&RANDI B Name:Suzanne Knaus Name:HCI Steel Buildings
Address:21202 89TH AVE NE Address:107 S.Stillaguamish Ave Address: 17833 59th Avenue NE,#C
City,State Zip:ARLINGTON,WA 98223-5003 City,State Zip:Arlington,WA 98223 City,State Zip:Arlington,WA 98223
Phone: Phone:425-422-9885 Phone:360-403-4900
MECHANICAL CONTRACTOR PLUMBING CONTRACTOR
Name: Name:
Address: Address:
City,State,Zip: City,State,Zip:
Phone: Phone:
LIC#: EXP: LIC#: EXP:
JOB DESCRIPTION
PERMIT TYPE: Residential Accessory Structure CODE YEAR: 2015
STORIES: I CONST.TYPE:
DWELLING UNITS: O OCC GROUP:
BUILDINGS: I OCC LOAD:
PERMIT APPROVAL
I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED
THEREBY;NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO
WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27.
THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID.
IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION 14AS BEEN MADE AND APPROVAL OR
A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBC110/IRC110.
SALES TAX NOTICE:Sales tax relating to construction and construction materials in the 'tylo sii W must be re ned on your sales tax return form
and code City of Arlington#3101.
7,.r... S .�-r,t-t
Signature Print Name Date Relcascd By le
CONDITIONS
See red lined drawings. Adhere to approved plans. Verify that construction of the carport does not interfere
with the water supply line to the residence.
THIS PERMIT AUTHORIZS ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY
CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS,MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION.
PERMIT FEES
Date Description Fee Amount
3/14/2017 Building Permit Fee $176.39
3/14/2017 Building Plan Review Fee $114.65
3/14/2017 Processing/Technology Fee $25.00
3/14/2017 State Building Code Surcharge Fee $4.50
Total Due: $320.54
Total Payment: $114.65
Balance Due: $205.89
CALL FOR INSPECTIONS
BUILDING(360)403-3417
When calling for an inspection please leave the following information:
Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon
Permit Information
Date 3/9/2017
Permit Number 1370
Project Name Knaus
Applicant Name Suzanne Knaus
Applicant Address 107 S.Stillaguamish Ave
City, State,Zip Arlington,WA 98223
Contact Suzanne Knaus
Phone 425-422-9885
Email s.knaus721@outlook.com
Permit Type Residential Accessory Structure
Site Address 107 S.Stillaguamish
Valuation 5900.00
Status Applied
Permit Issued
Permit Expires
Square Feet 315
Type of Construction/Occupancy Load
Number of Stories 1
Proposed Use Replace existing carport with new 15'x 21'metal carport
Assigned To Kristin Foster
Contractors
Contractor Name Primary Contact Phone Email Contractor Type License License#
HCI Steel Buildings rred Wheeler 360-403-4900 :ed@hcisteelbuildings.com 1CONTRACTOR IIHCISTSB864DE
Review
Date Type Description Target Date Completed Date I Assigned To Status
3/9/2017 (Residential Accessory Structure :3/16/2017 (Kevin Olander in Review
:3/9/2017 (Residential Accessory Structure 3/16/2017 JMarc Hayes in Review
3/9/2017 Residential Accessory Structure 3/16/2017 IRick Karns In Review
Fees
Fee Description Notes Amount
Building Plan Review Feel 345.83.00.001 $114.6
Tota 0 $114.6
Payments
Date Paid By Amount Description Payment Type Accepted B
3/9/2017 ISuzanne Knaus $114Z6 (Check#5161 [Kristin Foster
Totall $114.6q Amount Outstanding:50.0 -
Uploaded Files f Upload File
Date File Uploaded B
3/9/2017 10:06:15 AM 1_370 Existing Structure Photo. df Foster, Kristin
319/201 7 1 0:06:15 AM 1370 Application._df Foster,Kristin
3/9/2017 10:06:15 AM 1370 Aerial Vievrpdf Foster,Kristin
3/9/2017 10:06:15 AM 1370 Plans pdf Foster, Kristin
�``" RESIDENTIAL PERMIT APPLICATION
Department of Community&Economic Development
�iINC,
, O City of Arlington • 18204 59th Ave NE•Arlington, WA 98223 • Phone(360)403-3551
THIS APPLICATION IS TO BE USED WHEN APPLYING FOR A NEW SINGLE-FAMILY, DUPLEX, TOWNHOUSE,
ADDITION,DECK,OR ACCESSORY STRUCTURES. THIS APPLICATION MUST BE ACCOMPANIED BY TWO(2)SETS
OF CONSTRUCTION DRAWINGS AND TWO(2)SETS OF STRUCTURAL CALCULATIONS. THE APPLICATION MUST
ALSO INCLUDE THE PLUMBING SUBMITTAL AND THE MECHANICAL SUBMITTAL FORMS. THE ZONING
VERIFICATION MAY BE SUBMITTED PRIOR.
Project Address: o Plat:
U
❑ Single-family 0 Duplex ❑J Townhouse ❑ Addition Eli Accessory structure
Proposed Area: 1st Floor: 2"d Floor: GaFage: Total SF: 31 S-
Describe Proposal (include cross street):
(
Valuation: S ) 00 , 00
Owner: S a0101.1-k (( ,.no-s
Address: 1 0 l S S (� j r,: City: State: 1AJA Zip Code: 9 Q,2JL
Phone: �l a S • Vi a=q gg S' Email: a A
Applicant: S %-
Address: City: State: Zip Code:
Phone: —� Email:
Contractor:
Address: oLAA-. 4LL S Le-J City: Ai-1 State: W. r Zip Code: 8a-33
Phone: o you3 4 q 0a Email:
Contact Person: License Number: Expiration:
AID 12.711
6/16LP Page 1 of 3
Y ° RESIDENTIAL PERMIT APPLICATION
Department of Community& Economic Development
Y
�lING�p City of Arlington • 18204 59th Ave NE•Arlington, WA 98223 • Phone(360)403-3551
Plumbing Section (continue filling out if plumbing is involved)
(Check all that apply and indicate the number of fixtures proposed)
C11 Bath/Shower Combo (4.0) x Fj Sink (1.5) x
[) Shower(2.0) x (} Lavatory (/.0), x
❑' Clothes Washer(4.0) x ❑ Water oset(2.5) x
❑, Dishwasher(1.5) x [3 Water Heater x
❑ Hose Bibb (2.5) x Water Heater Model#
Other(list) x
Plumbing Section Continued
Proposed Water Piping Size: j Proposed DWV Material:
i
Proposed Piping Material: Proposed DWV Size:
• All hose bibs required to b /,equipped with Atmospheric Vacuum Breakers per ASSE 1019
• All water supplies at 80pZor greater shall have Pressure Reducing Valves (PRV)
6/16LP Page 2 of 3
RESIDENTIAL PERMIT APPLICATION
Department of Community& Economic Development
City of Arlington • 18204 59th Ave NE•Arlington, WA 98223 • Phone(360)403-3551
Mechanical Section (continue filling out if mechanical equipment is invol d)
Select proposed appliances:
O! Furnace(80+) Model# AFUE
❑ Heat Pump Model# SEER HSPE
OJ AC Unit Model# SEER
i
❑ Type II Hood Q1 Commercial Cooking Appliance xUsttorage
ydronic Piping
❑i Boiler 0 Solid-Fuel Appliance V System
Q! Fireplace Insert 01 Outdoor BBQ Tank
�I Freestanding Stove QI Gas Piping ❑ Other
Gas Piping Information
Not Applicable: i7!
Pipe Material: Pipe"§ize: Total BTU's of all Appliances:
Distance from Meter to FL}rtfiest Appliance:
i
• New gas piping,rtquires a pressure test to hooking to any appliance
• Sediment tpjJ�(drips) are required on all gas lines
• Gas lines are required to be supported/secured every 6 to 8 feet
• Proper combustion air and venting required for all appliances
• A shut-off is required within 6 feet of all appliances
Applicant Signature: / /--- Date: 9," --t
Print Applicants Name:
6/16LP Page 3 of 3
1 ,
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STRUCTURAL CALCULATIONS
FOR JOB COPY
CARPORTS & SHEDS
HCl STEEL BUILDINGS, LLC
17333 591" Avenue NE, Suite C
Arlington, WA
CITY OF ARLINGTON
BLIWING DEPARTMENT
•Z�1�� APPROVED
Wo CHANGES AUTHORIZED
UNLESS APPROVED BY THE
BUILDING INSPECTOR
March 25, 2015
2015-1 065
t6 1r� 'V C1�J
Prepared By: 7 , wAS�'�3 %
Michael L. Schemmer, P.E.
2032 N Avenue, Unit A
Anacortes, WA 98221
mispe.structures@yahoo_corrp
MICHAEL L. SCHEMMER, P.E.
INI 0 41, i e/l. e,-
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Michael L Schemer,P.E.
2032 N Avenue,Unit A
Amacoxtev.,W.A 99VI
(360)941-1607
nAspe-strucmres@yaboo.com
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5'-0" 5'-0" r 5'-0" 5'-0"
G
ND. 6" OVERHANG TUBE EMME SO-DOH-WE PROEM E
(TyP) NOTE: OPPOSITE SIDE SAME /
SIDE PANELS ARE OPTIONAL
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F TRIPPING SCREW �• �� rj; 17833 59TH AVE NE, SUITE C
SIDE ;� ' `9>40 ( '� �t=J"�fi`1k. e S� � s
� ARLINGTON, WA 98223 Q
SADDLE CUP W/ (360) 403-4900
RIGID CONDUIT STUB _ '1' 4- ��.. WWW.HCISTEELBUILOINGS.COM
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OVERHANG
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TUBE FRAME SECTION SIDE PROFILE WITHOUT PANEL C�
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1/2" X 5-1/2" DROP IN CONCRETE ANCHORS
SECURING THE RUNNER TO THE CONCRETE
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T CARPORTS AND SHEDS
STANDARD NOTES : : . • �
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Michael L.Scherrimer.P.E. Project Tifie, HC)-Catpvrt and Shed
2032 N Avenue,UFgt A Engineer: hfthae'L.Schemw,P.E. Proiect ID: 2015-1062
Anacortes,WA 98221 Pfojere,Dem. Uatef-N and,GravAy Anz;g a
(360)941-1607
mispe structures@yahoo.com
ASCE Seismic Base Shear File
11 ENERCALC,ING,1963-2015,BuKSA5.1.19,V-r 15.1.19
KW-060.,0145
Licers-ee:Alicbae)L Scharnmer. P F._,!
Carports
Risk Category
Risk Category of Building or Other Structure Bulldogs and 0DWSIrtictures that represent a iow tward to humap flem the ASCE 7-f&Page 2,Tabb 1,5-1
event d W-u re.
Seismic Importance Factor = p ASCE 7 f 0,PM&5, Table 1.5-2
Gridded Ss&Sivallues ASCE-7.10 Standard ASCE7-10 11.4.1
Max.Ground Motions;5%Damping: Latitude = 46 204 deg Nortil,
SS 1,0276 g,02,9ec response Longitude = 122.053 deg West
S1 0.3997 g,1.0 see response LOMDOn Aflinglon,YVA 98223
Site Class,Site Coeff.and Design Category
Site Uassiticatm "D":Shear Wave Velocity600 to 1,200 Vsec = D ASCE 7-10 Table 20.3-1
Site Coefficients Fa&Fv Fa 1.09 ASCE 7-10 TOW 11.4-1&11.4-2
(using straight-line interpolation from fable values) Fv = 1-60
Maximum Considered Earthquake Acceleration S MS=Fa*Ss = 1.119 ASCE 740 Eq.f 1.4-1
S =Fv*S1 = 0.640 ASCE 7-10 Eq. 11.4-2
Design Spectral Acceleration 8 S ,-2r
IDS 'S j 0.746 ASCE7-10 Eq. Y1,4-3
S Di S M,-, 2f3 = 0.427 ASCE 7-10 Eq.11.4-4
Seismic Design Category D 4SCE 740 TaW 11.6-1&-2
Resisting System ASCE 7-10 Tatife 12,24
Basic Seismic Force Resisting System... Moment Resisfmg Frame Systems
Ordinary steel moment frames
Response Modification Coefficient'R 3-50 Building height Limits 1
System Overstrength Factor 'Wo" = 100 Category'A&B'Limit No Lht,
Deflection Am Category'G'Limit No Limit
,01fimtKmFaMT 3.00 Category"D'Urnit. Not PermlftW-h
NOTE!See ASCE 7-10 tor aff applicable tholnotes. Gategory'E'Limit, Not PermhtedP-h
ca"M*F`'Unlit Not PennittedP4
Redundancy factor ASCE 7-10 Section f2.3.4
Seismic Design Category of D,E,or F therefore Redundancy Factor'p 1,3
Lateral Force Procedure ASCE 7-10 Secibn 12.8.2
Equivalent Lateral Force Procedure
The*Eccuivalent Lateral Force Procedure'Is being used aomrding to the provisions of ASCE 74012.8
Determine Building Period_ Use ASCE 12.8-7
Structure Type for BiMing Period Calcaulalion: All Other Structural Systaim
"Ct"value = 0.020 hr,':Height from base to highest level= 12.0 ft.
x,value = 0,75
'Ta"Approximate fundemental period using Eq.12.8-7 Ta=Ct*(hnAx) = 0A 29 see
'TL':Long-period transition period per ASCE 7-10 Maps 22-12 a 22-16 8,000 see
13uiW4 Period"Ta Gailculated!from Appraftalle Melod sebcw = 0.129 sec
Cs"Response Coefficierd ASCE 7-10 Section 12.8.1.1
p From Eq.12.8-2, Preliminary Cs
,�Short Period Design Spectral Response 0.746 0-213
R'.Response Modification Factor = 3.50 From Eq-12.8-3&12.8-4.Gs need nol exceed 0.945
t':Seismic Importance Factor = I From Eq.12.8-5&IZ8-68, Gs not be[ess than 0,033
Cs-Satamir.RaapnnQa Cinnfficipnt = = n_2939
Michael L.Schemmer,P.E. Project Title: HCI-Carport and Shed
2032 NAvenue,Unit Engineer: Michael L,Schemmer,P.E. Project Its: 2("5-1062
Anacorles,'41A 98221 Pro;ez:,Cescr: Lateral and Gravity Analysis
(360j 941-1607
mispe.structures@yalix.o m
p*Wt 2,1c 1WR;016.UMI
ASCE Seismic Base Shearire=cWnrs*�roocur�rE-lCzN CA-IOSEa4-I.EC6
ENERCAM INC 1983.20%6 BuifdW5.119,Yer A5A.19
0.
Seismic Base Shear ASCE 7-10 Section 12.8.1
Cs= 02131 from 12.B.1.1 W(see,Sum Wi below) = 1.00 k
Seismir Base Shear V=Cs'W= 0.21 k
Vertical Distribution of Seismic Forces ASCE 7-10 Section 12.8.3
"k':hx exponent baW on Ta= 1,
Table ofbuiding Weights by Fbor Lelrei...
Level# W,°Weight Hi-He4ht (§V.-I-Fli)"k Cvx Fx=Cvx'V Smm Stry Shear Sum Story Moment
_ 1 1.00 12_WO 12.00 1.Qi)0(i 0.21 0.21 -- 0,00
R
Sum Wi= .00 k Sum Wi'Ali = 12.00 k-tt Total Base Shear= 0.21 k -
Base Moment= 2.6 k-h
__Daaaphragrn Forces:Seismic Design Cat�osy"B"°to"F" ASCE 7-10 12_10_1.1
Level# A Sum R Sum Wi Fpx
1 1.60 0.21 0.21 1.00 0.21
Wpx........._................. Weight at level of chaptlragm and other structure eternerits alta^hed to it.
R............................ Design Latwa!Force applied at the level.
Sum Fl....................... Sum,of"LaL Force`of current level plus aft levels above
MIN Req'd Force @ Level......., 0.20 4 Sos'i*Wpx
MAX Regd Force @ Level........ 0.40'S.ns i`Wpx
Fpx:Design Force @ Level... Wpx`SUM(x- n)R � SUM(x.>n)wii x=Currerti level,n=Top Le:e�
Michael L.Schemw P.E. Project Title' HCl-Carport and Shed
2032 ll Avenue,Unit A Engineer: Michael'-Srhemmer,P.E. Project 2,1115-1062
Anacortes,WA 98221 FroiW DescF-. Late a'and&avi,-ky Anzas sis
(360)941-1607
mispe,structures@yahoo.com
IBC 2012 1609.6 Alternate All-Heights Wind Re z
ENERC&C.INC.19&4-2015.
KW-0601 0145 Licensee : Michael L.Schernmer. P.8-7
Analytical Values Calculatiorts per IBC 2012 1609.6
User verified these IBC 2012 AJI-Heights Wind Method Limitations: Analytical haloes...
1609.6.1(1): Tolal Heighl-75 ftwill;(Height/Least Iffid0l)-4 Exposure CategcTy,ASCE 7-10 Sect 26.7.3 E;qpsure C
-or- Fundamentai frequency>-- I hertz Mean Hoof height 13.101 it
1609.6.1(2): Not sensitive to dynamic effects Topographic Factor per ASCE 7-10 Sec2H.2
1609.6.1(3): Site not affected by channeling/buffeting from upwind items KI = 0.250 K2 = 1.0 1(3
11609.6.1(4): Simple diaphragm building per ASCE M5 See 26.2 Force Kfi to 1.0 per ASCE 7-10 26,6.2 Yes-
1609.6.1 (5): Aware of ASCE 7 provisions for open build4s,muftispan 9at4e Topographic Factor Kzt = (,I+KI*K2*K'3)112 = I boo
roofs,stepped roofs,sawtooth roofs.domed rools,roots vib V:Basic Wind Speed 110.0 mph.
slopes>45 deg,solid free standing walls&signs- per ASCE 7-10 2651
1609.6.4,1: Aware of need to check torsion per ASCE 7 Fig.27,4-8
MWFRS Table per IBC 2012 1609.6.2, Section I
Design Pressure P = 0.00256 V112 K C K
z net zt
WINDWARD WALLS&PARAPETS WALLS PARAPETSP$1------
Kz based on ibc 2012 1609.6.4.2 Item I Enclosed Partially Enclosed
Height Kz +Intemai -internal *internal -Internal Enclosed Partially Enclosed
0-15 0.850 11.33 19.24 2.90 27.67' 33,73 33.73
20' 0-900 12.00 2037 3.07 29.310 35-7 1 35.71
25' 0.940 12,53 21.27 3.21 30.60 37.30 3730
30' 0.980 13,06 2218 3.34 31,90 38.89 38.89
40' 114 13-86 23.54 3.55 33,85 41.27 41.77
50' 1.090 14.570 24-67 372 35,48 43,25 43.25
60, 1.130 15,06 25.57 3.85 36.78 44.84 44.84
70' 1.170 15.60 26.48 3.99 3B.08 46A3 46.43
80, 1110 16,13 27.38 4,13 39-39 48.01 48.01
90, 1.240 16.53 28.06 4.23 40.36 49.20 49.20
100, 1.260 16.80 28.51 4.30 411,01 50-OD 50,00
Enclosed Partially Enclosed
LEEWARD&SIDEWALLS -.internal -Intemal +Internal -internal
Kz based on IBG 2012 1609.6.4.2 hem,2 O.M
Leeward Wall -13.44 -5,53 -21.87 2.90
Side Wall -17,39 -9.22 -25.56 1.05
Parapet Wall-,Leeward Both Directions -22.40 Both Dimcions -22.40
Michael L.Schemrner,RE. Project Title: HCi-Carport and Shed
2032 h Avenue,Unit A Engineer. Michael L.Schemmer,P.E. Proiect ID: 2015-1062
Anacortes,WA 98229 Project Des : Lateral and Gravity Analysis
(360)941-1607
MIS pe.stmcluresk@yah .com
Nw)-,'251AAR2) 5.5:3EAM
IBC 2012 1609.6 Alternate All-Heights Wind FE�=1_s �o,Kre�wocu�-11EEvE�?Ck-1: r>4-1.Ees
EwERCALC,INC 1983-2015,&dldfi.i5.i.19,V866.i�.1.19
0.0 Michael
MWFRS per IBC 2012 Table 1609.6.2 Section I _
Kz per IBC 20121609.6.4.2 Item 2 = 0.650 Design Pressure P = 0.00256 V1,2 K C K
et zi
WIND PERPENDICULAR TO RIDGE pst
Enclosed Partially Enclosed
TAnternai_ -internal Antemal 4ntemal
Leeward Roof c.Fiat Roof -17,39 -922 -9.75 -1.05
Windward Roof Slope
Slope<2i2 (10 deg) Condition 1 -26.72 -20.82 -37.15 -12.38
Condition 2 -7.38 0.53 A5.81 8,96
Slope<4:12 (18 deg) Condition 1 -19.24 -11.07 -27.40 -2 90
Condition 2 -1.32 8.59 -9.75 15.02
Slope<5.12 (23 deg) Condition 1 -15.28 -7.38 -23.72 1.05
Condition 2 0.79 8 96 -7.64 17.13
Shope<612 (27,deg) Condition 1 -12.38 -4.22 -20.55 3.95
Condition 2 1.58 9.75 -6.59 17 a2
Slope<7:12 IN1 deg) Condition 1 -9.75 "1-58 -17.92 -6.85
Condition 2 1.84 9.75 -6:59 18.18
Slope<9:12 (37 deg, Condition 1 -7.11 1.05 15.28 9,22
Concfiftn 2 3.69 11.59 -4.74 20.03
Slope<12:12' 45 deg) 3.69 1 1.59 -4.74 20.03
WIND PARALLEL TO RIDGE
All slopes including Flat Roofs -28,72 -20.82 -37,15 -12.38
Roof& Overhang Core onents&Cladding per IBC 2012 Table 1609.6.2, Section 2&3 _
- Design Pressure P = 0.00256 V"2 K C K
net zt
Parfia
Descr�ptron Continuity Item Type Ett.ft 2 Enclosed Enclosed
No Disoontinulty Gable, Slope<6:12 10.001 0.850 +: 0.00 0,00
He 0.00
Wall&Parap Cladding per IBC 2012 Table 1609.6.2, Section 4&5 --
Design Pressure P = 0.00256 V112 K C K
et zi
Description Continuity Item T z,�it.Above Ground Eft.h rea Kz Enclosed ParliBlilY
Encloses
P Type Level,9 ft 2
no Di onfinuity Wall Elements;to 60 V 25 10.00 0.94 +: 29.14 38.46
-31 76 40.80
MICHAEL L. SCHEMMER, P.E.
a
or To
4-C 5-t- le,
T ule
Michael L.Schenuner,P.R.
2032 N Avenue,Unit A
Ai"nnrtes,WA 99221
(360) 941-1607
mlspe.stmetures@,v2hoo.com
Fence Framework&Perimeter Security Products Brochure
SS 400 ® High Strength Fence Framework
For Heavy Commercial, Industrial and High Security Applications
Allied TUbe&Conduits,with an Specit
engineering I breakthrough. in pipe, ,ying Agencies
manufacturing and corrosion resistant Agencies which have approved SS 40:
coating,Is highly specified and the (AASHTO)American Assoclabons of
most requested framework'in the State Highway and Transportation
fencinglhdusty. O cials 9181-10 A
SS 40 is manufactured with • Federal Specifications RR-F-191/SE
cold-form'ed steel which provides a (Chain Link Fence Posts,Top Rails
high y1old Gtongth,followod by a uniform and Branes)
triple layer of corrosion protection, Using Unified Facilities Guide Specification
Allied.'s patented Flo-CQVI process for High Security
consisting of zinc,conversion-coatings, (Department of Defense
and a clear organic top coat applied a Unified Facilities Guide Specification for
in-line.SS 40 is up to 370%stronger Chain Link Fence
and as much as 21%Oghter than (Department of Defense)
Schedule 40 pipe.
P Department of Transportation Federal
The high yield strength 50,000 PSI Avlabon Administration jc�
steel and the triple coat of locked-in AG 150/5370-1 OA Item F-1 62
protect!on,results in pipe that not only
* U.S.Department of Jusfice-
outperforms Schedule 40 pipe.In Federal Bureau of,Prisons
strength and corrosion resistance,but Is * ASTM Specification F1 043-11 a
designed to maintain Its'lListrous Standard Specification f6r-Strengith and
appearance'In the most severe
Ntective:Coatings Group IC
atmospheric conditions,SS-40 Is clearly
an Industry leader.
'Made In USA."is proudly displayed on every
length of SS 40 pipe.Allied will certify that all
SS 40 fence pipe is manufactured in the USA
and is In compliance with applicable Federal,
State and local specifications,and the Unified
Security Guide tot High Secu'rity,Available in
super long 38ft,lengths,and in Polyk6teT14
Polyester color coats.
I Mad 11
1, M
POSIS I'Cantilever Load
0.11. SS 40 1.900 .120 2.28 0.2810 50.000 14 195
0 136
�ilo.o. 5 C h,40, 1.00 V 2:72 U962 -30.000, 914.1.
7-3
$s-41A.. .9.375 a,12! 0.4081 00900. 24,446� 30",
3 .50. 1 - 234
46 Z,3m &65 0. 30�'000 16,818
2 7
SS 40, Z.O. .160 444 V Q _50,Q90 611]
V 1. -q _
Is"a;D.- Sch 40, 2;875 '03 5;79 10,000- 31,920 443
3-15.0.0. SS 40_ 3,400 .16,0, ;.71 1.3408 _50,000 67.0.40
931
SONPP. Sch 40 &500 .216 ;68 1.7241 o�, §1;7,23 718
'4"0.0. SS 40 4.000 -lop 6.56 1.7819- 58.1100 89,095 "1
4`03j. SOO A- .0 6 1111 2.3940 30i000 71"890 091
4-1/2"O.D., __S8 49. 2,2459 .50 000 114,295 295 1587
01k,OP.l 40., 4.45W� 1389
Zo 10"'80 4Z45 35,561) 06,435
Top Rail -- - -- 10'Free S u p,potted
1-3187 O.D. AS 4& 1.516 ! a 05116 SO' OD 5.556 135
I I6Ulu. bon 4u 1.815 .133 1.68 0.1328 30"000 3,985 1-5/6"O.D. 'SO 40' 170- -m-1 f.84 Oilgot 60,600 Aj805 327
1-5/6"0.D. Sch 40 1.660 .140 227 0.2350 30,OOD 7,050 235
4
Fence Framework&Perimeter Security Products Brochure
SECTION
SS 4V—For Heavy Commercial, Industrial and High Security Applications for CHAIN-LINK FENCES AND GATES
PART 1-GENERAL B. Gates:Per ASTM F 900
1.1 WORK�CLUpEO C. Fittings,Tie Wires,and Hog Rings:Per ASTM F626
A. Fence framework,fabric and accessories. D. Tension Wire:Per ASTM A824.(if required)
B.Gates and related hardware. Color coated to be per ASTM F1665.
G.Installation E. Barbed Wire:If required,commercial quality steel,12-1/2 gauge,two
SC 1.02 OPE OF WORK strand twisted line wire with 4 point barbs at 5" spacing.
A. Summary:This section covers the work necessary to complete Coating shall consist of a minimum of 0.80 ounces of zinc per square
the chain link fence and gate installation, foot of wire surface conforming to ASTM A121 or a minimum of 0.30
B. General:Like items of materials provided hereafter shall be the ounces of aluminum per square toot of wire surface conforming to
end-products of one manufacturer in order to achieve standardization ASTM A585.Color coated to be per ASTM F1664.
for appearance,maintenance,and replacement.Major components F. Barbed Tape:If required,options are available in ASTM F 1910 Table 1 and 2.
including,but not limited io,Fence Framework and Chain-flak Fabric shall be manufactured in the United States. PART 3•EXECUTION
C. Dellvery,Storage,and Handling:Deliver material to the site 3.01 lNSTALLATfON
In an undamaged condition.Carefully store material off the A. General:Installation to conform to ASTM F567.
ground to provide proper protection against oxidation caused
by ground moisture. B. Height:Provide height as indicated on contract drawings.
1.0 3 SUBMITTALS AND CERTIFiCAT/ON G. Post Spacing:Space line.posts at intervals not exceeding ten feet.
A. Shop Drawings:include complete details of fence and gate D. Post Setting:Set terminal,gate and line posts plumb In concrete
construction,fence height,post spacing,dimensions,and footings.To of tooting to be 2"above grade and sloped to direct
unit weights of framework and concrete footing details. water away from posts.
B. Product Data:Provide manufacturer's catalog cuts with printed E. Bracing:Brace Gate and terminal posts back to adjacent tine
specifications.Manufacturer shall provide certificallon of posts with horizontal brace rails and diagonal truss rods.
compliance with material specifications. F. Top Rail:Install through line loop caps connecting sections
Actual samples of the material may be requested. with sleeves to form a continuous rail between terminal posts.
PART 2•PRODUCTS G. Bottom/Middle Rail:install between posts with line rail clamps or
rail ends and bands.
2.01 MATERIAL H. Fabric:Pull fabric taut with bottom selvage 2`above grade.
A. Framework:SS 40 manufactured by Allied Tube&Conduit® Fasten to terminal posts with tension bars threaded through
conforming to Standard Specification ASTM F1043,Group IC, mesh and secured with tension bands at maximum 15'Intervals.
1. High strength steel conforming to ASTM A1011 Tie to line posts and top rails with tie wires spaced at maximum 12'
2. p.D coating Type B and I.D.coating Type 0. on posts and 24'on rails,Attach to bottom/top tension wire with
hog rings at maximum 24'intervals.
3. Polyester color coating if required per ASTM F1043(POLYKDTET"') I. Barbed Wire:Anchor to terminal extension arms,pull taut,
B. Fabric Options:Fabric to be 9-gauge wire,woven in a 2` and firmly install in slots of line post extension arms.
diamond mesh.To pp selvage to be twisted and barbed l J. Gates:Install gates plumb,level and secure for full opening
bottom selvage to be knuckled unless otherwise specdled. without interference.Anchor center stops and keepers In concrete.
1. Aluminized fabric shall be manufactured in accordance with K. Fasteners:Install nuts for fittings,bands,and hardware
ASTM A491 and coated before weaving with a minimum.40 bolts on Inside of fence,
ounces of aluminum por square foot of surface area.The steel L Barbed Tape:Install in accordance with ASTM Ft911_wire and coating shall conform to ASTM30817. Barbed ape manufacturer for unique applications.
2. Zinc-coated fabric shall be galvanized before or after weaving
in accordance with ASTM A392,Class 1 or Glass 2. 3.02 COMPLETION
3. Color coated fabric to be per ASTM F668 Standard Specification A, The area of installation shall be left free of debris caused
for PVC and other Organic Polymer-Coated Steel Chain-Llnk by the installation of the fence End of Section.
Fence Fabric.
2.02 CONCRETE MIX
A. Concrete:Conforming to ASTM C94,having a minimum
compressive strength of 3,000 PSI at 28 days.
2.03 jMWQNLM
A. Rails and Braces:1-5/8'O.D.
SS 406Strength Comparison Bundle Counts for SS 400
low N Allied 6640 ?`:Not Dipped Galvanized 197 shame O.D. Bundle D±y.
14W UnePosls Under 6'CanllloverLoad r3s9 Round 1.315 91
rzvr .
Round 1.660 61
7000 Round 1.900 61
Round 2,375 37
Goo
At33D 4,0 Round 2.875 30
_� IRS as4 Round 3,500 19
I vu i
40 Round 4.000 19
0
GuLddeDlametu 1.000 2.375 2.675 3.500 4.500 Round 4.500 19
.. ... _ _.,_..-......_......r::...�ti:.=-max:r:rz:r,unrw••�s:rx�wzs
wwwatefenmcom
Michael L.Schemmer,P.E. Project Title: HCl-Carport and Shed
2032 N Avenue,Unit A Engineer: Michael L.Schemmer,P.E. Project ID: 2015-1062
Anacortes,WA 98221 Project Descr: Lateral and Gravity Analysis
(360)941-1607
mispe.structures a@lyahoo,com
PdOied:25'WR 2015.4:46AMI
2-® Frame Analysis F1fE=c:tuserslownea)OCUME-11ENERCA-14205ED4-1.EC6
ENERCALC,INC.1983.2015.Build:6.15.1.19.11er.6.15.i 19
1
Description: 1z tall carport
0
O 0,135M->0.135k0.13RIf->0135k11
0 0
.135kt1 l� (�};• Kfr 6 135k11
HS 2 I�ISSr �xt�( .125
I
HSS 2.3 75xO.125 HISS 2.750.125
1 2
Joints... —
Joint Joint Coordinates Joint
Label i ft Y 1 X Translational Restraint Y Translational Restraint Z Rotational Restraint Tdeemp
1 I 0.0 0.0 Fixed Fixed 0 F
2 10.0 0.0 Fixed Fixed 0
3 0.0 11.0 Fixed 0
4 0.0 12.0 Fixed 0
5 10.0 11.0 Fixed 0
6 10.0 12.0 Fixed 0
7 2.0 12.50 Fixed 0
8 2.50 12.630 Fixed 0
9 5.0 13.250 Fixed 0
10 7,50 12.630 Fixed I 0
11 8.0 12.50 Fixed 0
Members,.. -- -- ----
Member I Endpoint Joints Member Releases Specify Connectivity of Member Ends to Joints
Label j property Label 1 I I Joint J Joint Length I End J End
it x rL z (rotation) x y z (rotation)
1 i HSS 2.375x0.125 1 3 11.000 Fixed Fixed Fixed Fixed Fixed Fixed
2 I HSS 2.375x0.125 3 4 I 1.000 Fixed Fixed Fixed Fixed Fixed Fixed
3 HSS 2.375x0.125 2 5 ` 11.000 Fixed Fixed Fixed Fixed Fixed Fixed
4 HSS 2.3750.125 5 6 1.000 Fixed Fixed Fixed Fixed Fixed Fixed
5 HSS 2.375x0.125 4 7 2.062 Fixed Fixed Fixed Fixed Fixed Fixed
6 HSS 2.375x0.125 7 8 0.517 Fixed Fixed Fixed Fixed Fixed Fixed
7 HSS 2.375x0.125 8 9 2,576 Fixed Fixed Fixed Fixed Fixed Fixed
8 HSS 2.375x0.125 9 10 2.576 Fixed Fixed Fixed Fixed Fixed Fixed
9 HSS 2.375x0.125 10 11 0.517 Fixed Fixed Fixed Fixed Fixed Fixed
10 HSS 2.375x0.125 11 6 2.062 Fixed Fixed Fixed Fixed Fixed Fixed
11 1100 2.375x0.125 3 7 2.500 fixed Fixed Fixed Fixed fixed Fixed
12 HSS 2.375x0.125 11 5 2.500 Fixed Fixed Fixed Fixed Fixed Fixed
13 HSS 2.3750.125 8 10 5.000 Fixed Fixed Fixed i Fixed Fixed Fixed
Michael L.Schemmer,P.E. Project Title: HCI-Carport and Shed
2032 N Avenue,Unit A Engineer: Michael L.Schemmer,R.E. Proiect ID: 2015-1062
Anacortes,WA 98221 Project Descr: Lateral and Gravity Analysis
(360)941-1607
mlspe.structures@yahoo.com
°rMlec-2,5 MF�L015,4:4&N;�
2-D Frame Analysis File=C:lUseBlOvmerIDUCU�IE-11ENERCn-112U6EW-t,ws�
1 ENERCALC.INC.1902015.9u1id:6.15.t.19,Ver.6.15.1.19 i
OM 1.1 / = a
Description: 121tall carport
Member Stress Check Data... !
Member Unbraced Lengths Slenderness Factors AISC Sending 8 Stability Factors j
Label Lu:z ft Lu:y K:z K:y Cm Cb
1 11.000 11.000 1.00 1.00 1.000 1.000
2 1.000 1.000 1.00 1.00 1.000 1.000
3 11.000 11.000 1.00 1.00 1.000 1.000
4 1,000 1,000 1,00 1.00 1.000 1.000
5 2.062 2.062 1.00 1.00 1.000 1.000
6 0.517 0.517 1.00 1.00 1.000 1.000
7 2.576 2.576 1.00 1.00 1.000 1,000
8 2,576 2.576 1.00 1.00 1.000 1.000
9 0.517 0.517 1.00 1.00 1.000 1.000
10 2.062 2.062 1.00 1.00 1.000 1.000
11 2.500 2,500 1.00 1.Do 1.000 1.000
12 2.500 2.500 1.00 1.00 1.000 1.000
13 5.000 5.000 1.00 1.00 1.000 1.000
Materials...
Member Youngs Density Thermal Yield
Label ksi kcf inldear ksi
Default 1.00 0.000 0.000000 1.00
Steel 29.000.00 0.490 0.000650 50.00
Wood 1.800.00 0.350 0.000000 0.00
Member Sections...
Prop Label Group Tag Material Area Depth Width txx lyy
Default Grow Default 1.01n"2 6.6 in 0.0 In 1.01n"4 1.0104
HSS 2.3750.125 1 Groun Steel 0.8230 inA2 2.375 in 2.375 in 0.5270 in"4 0.5270 inA4
Member Distributed Loads.... 1- d' b lejd 4-Jai� I: i ,
vOt�. Load's 1.�tu� {�. !� :��L,v'1`,•v!']4'o-'ai d;lr+
Member Load j Load Extents Load Magnitude
Label I Direction End ft Dead Roof Live Live Snow Seismic Wind Earth
1.0 End Maa: 0.0830 k/ft
5 Global X 0.0 Start Mao: 0.0830 k/ft
2.062 End Mao: 0.0830 k/ft
5 Global Y 0.0 Start Mao: 0.010 0.1,250 kfft
2.062 End Mao: 0.010 0.1250 k/ft
6 Global X 0.0 Start Maa 0.0830 k/ft
0.5166 End Maa: 0.0830 k/ft
6 Global Y 0.0 Start Mao: 0.010 0.1250 k/f1
0.5166 End Mao: 0.010 0.1250 k/ft
7 Global X 0.0 Start Maa: 0.0830 k/ft
2.576 End Map 0.0830 k/ft
7 Global Y 0.0 Start Maa: 0.010 0.1250 k/ft
2.576 End Mao: 0,010 0.1250 k/ft
8 Global Y 0.0 Start Mao: 0.010 0.1250 k/ft
2.576 End Mao: 0.010 0,1250 k/ft
9 Global Y 0.0 Start Maa: 0.010 0.1250 k/ft
0.5166 End Mao: 0.010 0.1250 k/ft
10 Global Y 0.01 Start Mao: 0.010 0.1250 k/ft
2.0621 End Mao: 0.010 0.1250 k/ft
Load Combinations... ASCE 7-10 ii
Load Combination Group Self Wt Factors Load Combination Factors
Description Multiplier X Y Dead Roof Live Live Snow Seismic Wind Earth
+D+H+M r i .-11 1.0 I -1.0 1.0 l - 1.6-
+D+S+H+MbrWt(D,-1) "0 -1.0 1.0 1.0 1.0
ln n.FOW+W+VhrVVVO._11 1.0 -1.0 1 0 0.60 1.0
+D+0.70E+H+MbrWt(0.-1) 1.0 -1.0 1.0 0.70 1.0
+D+0.750L+0.750S+0.450W+H+MbrWt(0,-1) 1.0 -1.0 1.0 0.750 0.750 0.450 1.0
+D+0,750L+0,750S+0.5250E+H+MbrWt(0,-1) 1.0 -1.0 1.0 0.750 0.750 0.5250 1'0
Michael L.Schemmer,P.E. Project Title: H C I-Carport and Shed
2032 N Avenue,Unit A Engineer: Michael L.SChemmer,P,E, Project ID: 2015-1062
Anacortes,WA 98221 Project Descr: Lateral and Gravity Analysis
(360)941-1607
mlspe.structt,,res@yahoc).com
Printed:25 ifiAR 2015,4:45AU
2-® Frame Analysis File=c%JserAO meNX)Cl1MC-11ENERCA-11205ED4-1.EC6
ENERCALC,INC.1983-2016,BulkJ 6.151.19,Ver.6.15.1.19
KVV-06010145
Description: 121 tall carport
Load Combinations... ASCE 7-10
Load Combination Group Self Wt Factors Load Combination Factors
Description Multiplier X Y Dead Roof Live Live Snow Seismic Mind Earth
+0+3. 0 V-+0. 0H+Mbr 't 0,- l 1.0 1. 040 0.60
+0.60-D+0.70E+0.60H+MbrM(G.-1) 1.0- -1.0 0.60 0.70 0.60
Extreme Joint Displacements&Reactions Only Load, ;rp att...:i sr;: tit;s � ,sr,. isrut;i+f let.,,are. ;
Joint Displacements Joint Reactions
Joint Label X Y Z X Y Z
in in Radians I k k k-ft
1 0.0 0.0 0.000111 0.000194 0.7578
Max 60 +•0.60V140.60H+Mbr1016)OD+O.6OV/+0.60H+iA&r1Nt +D+S+H+;Mbrinit(0.-11 D > N,+Itb:r7t/fi0, 11 +D+S•o- Nf!-ibrUli(0;-%j
0.0 0.0 -0.08735 -0.1532 0.07382
Mill t D-S+H+h4bfa"r0.40 6rD+ l i+ 60 , r�n F ;.
Jv 0.Gi r+ 0..,�i-? if;irV✓t c?..r,..60>s/+U.60;i+,.4brlr;i60D'O.u�„6'l'-r0.60!-I t'�•br'✓i;
2 0.0 0.0 -.0000090 -.0000150 0.7578
Il,✓'ax T 0.601N=H+lobrW!(0,4) 609+0.70 +O.6rN+sibr:•1/I,6riD%f.71= 0.60 -'lrbridr' 60D+0701-1,1,60H+Mbr1,V +-D+S+H+(obflVVtj0,-1)
0.0 0.0 -0.08736 -0.1532 0.09297
Mir-, 60 o.70L-+0.60himorM +D+S•rN+iUtb1'v'Jt,O,-1!+G+O.FiI;Yv+ti+ivi[,rlNtjO,-'r fO+ll FO1N+,"�l li;r igjr,-;6iUJ+rs,;liS+0,6ph;i+tt};r•74
3 7.686 -0.000323 6.0 1.780
Max W 06OWN+•O.6OH+Mb),M6OD+G'.COIN+0.60H+AAbrwj.60D+0.70E+0.60H+-i�fbrvvt ED+1.601ir+li'31db;'%/t(0, 1)
-0.009737 -0.0041.06 c.c 0.03370
Min +DES+H+MbrVill(0,-1) +D+S+HtMbrWf(0,4)+D+O.GO!/✓+H+A4hrV"t/[("0,-1) 60C:+0.71)E+O.i�O i+lbf)rl/%1
4 7.688 -0.000338 0.0 0,4888
Max 60 +O.60W+0.60H+,Vh!'t Alt 600+0,60IVVA-O: +ribri,VLI60D+0.7Gc+0.60H.4tl,?i)rll✓i +D+8+-+AAbrM(0,-1f)
-0.004697 -0.004198 0.0 0,03872
Min +rS+H;/briM(Q ? +D+S+H+A1,bAA11r`0-1! +D+S+H+.WhrK10,-1) .60D-0.?0_+GAOri 1!ar'v✓i
5 7.687 -0-000429 0.0 1.723
Max. + 0.600,4H+h1b;Wt(0,-1).60D+0.70E+0.60H+A4brV✓i +D+S+H-'-A•fUrl4101-1i 60D+O.GO"t%�`+O.GGrifidbrb!lf
. i 0.000775 -0.0041,06 0.0 -0.4036
Min 63 +G.70t+0.60H-Fh,bt1V1O 6OD�0.6v:-D.fiO.-H+iAbrPr; +D+ :-?j 6 7.688 -0,000436 O.0 0.03625
Max +D 0.80W+H4-Mbr1W(0:-1) 6(!? 0.%Oc+0.6GHFMfbri�lt &i S>"g01)rJtR(O;-1) 60D+0.6OWTO.60H+h4brVVi
0.000368 -0.004198 0.0 -0.4888
ivlill 60 0.70E+O,60H+rblbrV +D+S+H+Mb,4O(0,-1 60E. O.60iii+-0•aiJ +Flpb,r %t 7+S+Fl+; K/'r
7 I 7.688 -0.001516 0.0 0.3649
Max 60 0.60W+0.60H. brM.60D+0.70E*u^.6CH+ivrbrW+li.60D 0.70E+(i._60 >r✓rbii�l; +D+S H+44LOW:`i0.-1)
1 -0.000805 -0.01759 0.0 0.02914
Min +D+S+,H+MbrWt(0,41 +D+S+H+Pi-1b6101(G',-,i +D S+H,+ihbi-lr`VV,-?) 60D+0.70E+O.60H+P11br`VL4
8 7.688 -0.001558 0.0 0.2241
Max 60CI+0.60W+0.6OH41brill..60D+0.70E+0.60H+itr;bMO COD+0.60VV+0.60H+A4br IAlt +D+S+:-!+A4br1vnit(OA1!
-0,000705 -0,01808 0-0 0,001321
Min +D+S+H+A4brt0(0;-1) +D+S+H+MbrWt(0,-1) +D-FS+Hi-AAbrMONO,-1) 60D+0.6UtV :0.60H+MbrvO
9 7.688 -0.000990 0.0
Max 'a 0.60WF H+Afbr1 o,-1)600+0.60VJi 0.60H-'Vbri10 6 0 5+0.6 0 VV+0.6 OH+A/,b,il/f
0.0 -0.02408 0.0 . -0.02884
Min 60 0.70E+0.60H+Mbt1AA +D+S+H 1Vihr1*O. 1) i 600+O.6OVV+0.6()H-,'.^irri/ii
10 ( 7.688 0.000270 0.0 -0.02141
Max +f,.,-0.60W+H+MbrA1(0,-i)60D+0.60VL'+O.60H+i✓,brV0 +D+S+:Hf V1bd11,4(0,-1) .6ri>)+0.70L--r0.6OH,I?rbriVt
.0000450 -0.01808 0.0 -0.2241
Min 60: '0.7{f2+0.£d1H+rVfbf4�1? +D+S+H+ftfb7�lrt(0,-').GOD+0.7c"rE,0.6`v'H+-Mb:IAO 7+S"I '+1ibr=t4![0,-ii
11 7.688 0.000295 0.0 0.02186
May +D�0.WW4 +ifbA41(0,-ii 60D-I-O.60W+0.60N+IviMNt +D+Srrl+A4hrYi1(0,-!) 60D+0.6 v.+0.60F1+i`�n5!Ud;
0000530 -0.01759 0.0 -0.3649
Min 6014a70E-+0.60.�14bA1Vt +�tS•Pr+Mir l/P(0 i!60Dr0.6?y7+QS0;H+NrbiV1i +D+S11+116!I�itjO "I
Extreme Member End Forces only Load t ot;i1ii; flon,b givint. Maxi: uffs Vai;.e 3-r RT(6
Member"I"lend Forces Member"J"End Forces {
Member Label � Axial Shear Moment Axial Shear Moment
k k k-ft I k k k-ft
1 0.7578 0.1532 0.0 -0.04302 0.000194 1.685
Max D+S+H+VbrWf(0,-1)60D+O.oOL'1+0.60H+Mbr,VVt CH•0.60W+0.60HN&,K +D+S+H+MbrWt(0,-1)
1 I 0.07382 -0.000194 0-0 -0.7270 -0.153 -0.fi.O0H0+2^i1bi3b'5
14r afi%<+0,60H+MhvWr 60D+0.60W0.60H+MbrVVt ✓[+D+S+{+-MbrNlijC, 1)
2 T 0.1851 0.5349 0.2675 -0-01234 -0.04324 0.2675
Mar, D+S+H+h4atVi4(0: '; +.,rS+H+Mbrl41t(O.-1) +D+S+-.H+iabrV,4(0,-1).60f3+0.70'+0.60h4MbrV1f.60D+0.70E+0.60H+Mb(VR +D+S I`?+MbrW-%-1)
Michael L.Schemmer,P.E. Project Title: H C I-Carport and Shed
2032 N Avenue,Unit A Engineer: Michael L.Schemmer,P.E. Proiect ID: 2015-1062
Anacortes,WA 98221 Project Descr: Lateral and Gravity Analysis
(360)941-1607
mlspe.structures@yahoo.com
Printed:25 MAR 2015,4:4sm-A
2-® Frame Analysis File=c:Wsers%Omer100CUME-,11ENERCA-112C5E04-1.EC6
KW-06010145
ENERCALC•INC.19V-2015.Niild:6.15111 Ver 6.15.1.19
Description: 12 tall carport
Extreme Member End Forces Only Loa;Combinations giving rfwin u valute�are-liSte
Member"I"End Forces Member"J"End Forces
LMember Label Axial Shear Moment Axial Shear Moment
I k k k-ft k k k-ft
2 0.01514 0.04324 0.02162 -0.1823 0.5349 0.02162
Min 6O Q70E+0.60H W1
+MbrVJt.60D+0.70E+0.60H+1A60D+O.7OE+0.6OH4t4b,Wt +D+S+H+MbrWt(C,-1 +D+S+H-MbrWt(•0,-1)60 r%.70E+0.60H+r`vbr'rv?
3 0.7578 0.1532 0.0 -0.06216 -.0000156 1.686
Max +D+S+H+!;tbiWt(0,-1)+D0.60V'viH+MbrWt(O,-1) +D+H+,SIbrVJt(O,-I) 'OD+0.70E+0.60H+MbrVVI60D+0.70L+0.60H+51br'vVt+D*O.tiO'slr+,'+t,ibrlvt(O,-i)
3 0.09297 .0000150 0.0 -0.7270 -0.1532 0.000170'
ANn .60 0.70E+O.6OH+MbrW'i 60D+0,70E+0.60H+pfbrtvt6OD+Q60KI+0.60H+Mbrt4,6 +D+S+H+A4brWi(0,-I) i( .60D+0.70EFO.60H+;lb!-Wi
4 0.1851 0.05667 0.02833 -0,01229 0.5349 0.02833
Max +DFS--H+MbrV1kO,-1)6OD+0.60.1�>+0.60H',IvibiWt6OD+C.60W+0.60Hi-tAbrWt rm.60W+0.60H+MbrWf +D+S+H-f40brWt(O,-i;6Ct1 C.fiOW+G.60rrlVibrlJ?
4 0.01509 -0.5349 -0.2675 -0.1823 -0.05667 -0.2675
Min 0.60V1+0.60H+MbrWf +D-,S+H+AIbrW O.-1) +D+SOH+fr4btVVP(0,-?) +D? S+H+IvlbW'(0,-1)GOD+0.60iV+O,WOMbrWf +El-S+i4MbrOO(0,-i)
5 -0.03896 0.3066 0.2213 0.5436 -0.004853 0.1266
Max 0.70E+0.60H+Mbrll`i +DFS+H+!bibrWf(C,-'!/ {D+S+H+f„1brW(0,-11 +D Jr!+ivibtlNt(0, 1).oUGrC.7nE+i.o?H+nAb V J+ + r brVJtiO.-;'i
5 -0.4747 0.02245 0.01710 -0.01877 -0.03099 0.01105'
Mini +D+S+H+MbrWt(0,-I) 60D-r0.70E+C.60H+Mb(WI.60D+0.70-F+O.60Ft+,VbiWf D40-60V,1+O,GOH,+fL4br'Wt +D+S+H4-MbrWt(C,-1i.60 4,70E+O,60H+il11)rV✓t
6 0.1092 0,4191 0.1023 -0.007481 -0.003905 0.09641
Max +D+S+1a+tVlbfWf(0,-I) +D+S+H+Mb1Wf(0,-I) +D+S+H+114brKI(O,-I) 0+0.70E-1-0.60H-+MbrWf 60D+0.60W+L'.60H+MbrVVt +D+S+y'--tfbrUVf(0, i!
6 0.003056 0.01478 0.002881 -0.09126 -0.3502 0.001945
Min W 0.60W+O.60H+A-ibrVlt6OD+0.60AI+0.6UH+Mt.;r',Nt6CD•►0.60W+0,UGH,-Hda%Vl? +0+S+H+MbrWt(0.-? +D+_S+H+IvbrVlt(C, i)80D+G.ov"vv+C.GOH+Mb�ii
7 0.6299 0.2095 0.1219 -0.03477 0.1350 -0.001661
Max +D+S+H+A.&V1t(0,4) +GvSrri+MblY✓t(0, 1,) +D+S+H+IVblWf(0,-I) 00+0.70E+0,60H+A.1IbrVi/I +D+S+HoV-brM(O,-1) 60D+0.70E+0.60H+MbrVli
7 -0.04468 0.01338 -0.000691 -0.5444 0.008623 -0.03640
tviin 60 +0.60W+0.60H+MbrWf 60D+0.70E+0.60H+MbrLVt6OD+0.60iM,0.60H+(vnrWl +D+S+H+MbrWf(0,-I) 60D+0.7OE+O.60H+MbrWf+O-750L+0.70S-�0.456MY-i
8 0.5444 0.1350 0,0260 -0.04023 0.2095 -0.007784
Max +D+S+;H+MbrWI(O,-1) +D+S+H+hlb, lt(0, i) +D+S+H+IV%brWf(O,-I) 'OD+0.70E+0.601a+h4.brVlt +D+S+H+MbrWt(0,-1) 60D+0.7Ov4060H+ivibriV
8 0.03477 0.003106 -0-005445 -0.6299 0.01338 -0.1219
Min 60 0.70E+0.60H,+MbrWf6OD+0.6OV✓+0.60H+MbrV✓t60D4-0,60b1r+0.60t+'-!t4brVvt +D+S--H-rx.lbrioltlO.-1).6OD+0.70E-r0.6CH+Mbfb
9 0.1858 -0.008682 -0.002621 -0.008625 0.4191 -0.0030
Max +0. 50t+0.750S+0,45OW4-6UD+O.COW+0.60H+AIbr'v1YGOD+0.60W+0.60H+1;&,rWI OD+O.70F+0.60iq+fvibrir'Vt +D+S+:M+MbrWt(0,-1)60M.60W+!J.60H+IV;brVv`i
9 0.007481 -0.3502 -0.09641 -0.1997 0.01308 -0.1023
[Oin 60 •0.70E+0.60H+Mbr'Wt +D+S+H+MbrWt(0,-?) +D+S+H+MbrW,'(0,-1)+0.7.50L+0.750S+0.450W+600+0.60W+0.60H+ndbrhrf +D+S+H+A4brW1(0,-1)
10 0.05355 0.01942 0.01397 0-4747 0.3066 0.007920
Max 6 .60W+0.60H+MbrIh76OD+C.6OW+0.6Ci4+itAbrWi6CD•F0,60W+0.60H+h4brWf +D+•S+h--I tM(0,-f) +D+S+H+MbrWf(C,-i)60i++0.6OiN+(.GOH+MbrVrt
10 -0.5436 -0.03099 -0.1266 -0.05796 -0.001816 0.2213
fviin +D+S+H+MbrWt(0,-I) +D+S+H+MbrV✓f(0,-I) +D+S+;i+MbrWt,(OA)f ON0.60W+0.60H.+(VhrlNf60D+0.60V1+0.6014.+MbrWt +D4-5+H+A,4bYWY(4,-1)
11 0.7532 0.1125 0.1382 0.01081 -0.005066 0.1359
Max 1•D+S+H+MbrVVt(O,-1) +D+S+H+M.brWt(0,-1) +D+S+H+MbrWf(0,-f) 0+0.60W+0.60H.+tvlbrV✓t,60D+O.70E;0.60Pf+Mbli'lel +D+S+H+MbrVit(0,-i)
11 -0.006605 0.01167 0.01225 -0.7490 -0.1069 0.009916
Mtn 60 0.60W+0.60H+MbrWf 60D+O.70E-t0.60H+Mbril✓t.60D+0.70`-O.60H+MbrWf +D+8+.NWL6Wt(O,-1) •rD+S+H+PvIbrWI(C,•1) 6CG 0.7GE+C.GOH4fii�rlti't
12 0.7490 0.01058 0.01089 -0.06282 0.1125 0.008555
Max +D+S+H+MbrVirt(O,-I)60D+0.60W+0.60H+MbrWt6OD+0.60V✓+0.60H+MbIV✓I 00+0.70E+0.6OH+MbrWt +D+S+H+A4IVOJt(C,-i)60D+0.60VV+0.60H+MbrWt
12 0.05862 -0.1069 -0.1359 -0.7532 -0.004977 -0.1382
Min 60 0.70E+0.60H+MbrWt +D+S+H+MbrWt(O,-I) +D+S+H+IvIbrW1(0,-1) +D+S+H+MbrV✓t(O,-I)60D-0.60W+0.60H+MbrW, +D+S+H+MbrVVkO,-i)
13 0.07245 0.007001 0.005834 0.5607 0.009308 -0.005834
Max 60 +0.60W+0.60H+MbrtM +D+.S+H+MbrWt(0,-11-60D+O.70E+0-60H+rvibr✓tiIt +D+S+H'+MbrVVt(O,-1)60D+n.60W+a60N+MbA44 +G+S+ +,ihbrt�lt(0,-ij
13 -0,5607 0.004694 .0000670 -0.07245 0.007001 -0.01160
Min +D+S+H+tObiWt(O,-1)60D+C.60W+U.COH+Mbrih't+D+O.60'Ar+H+Mbr'Aft(O.-1) D+0,60W+0.60H+MbrWf +D+S+H+MbrWf(0,-1j&v"D+U.60fN+0.60Hri:4D!ir"
Extreme Member Forces Only Load sur,Wnatimis glufflg maximum,-✓al-Lies are.listed
Mmbr Label Axial Dist from"I"Joint Moment Dist from"I"Joint Shear Distfrom'I"Joint
1 -0.04302k 11.0ft 0.002135k-ft 11.0ft 0,1532k 0.0 ft
Max +0.60D+0.60W+0.60H+MbrM(O,-1) +D+S+H+MbrWt(0,-1) +C.60D+O.60VY+O.oOH+MbrN!t(0,-1)
-0.7578 k 0.0 It -1.685 k-ft 11.0 ft -0,000194 k 0.0 ft
Min +D+S+H+Mb1Wi(,4) +0.60D+0.E0W+J.60H+Mb&l((0,-1) +D+S+H+Mbr'Wt,a-I)
2 -0.01234k 1.0 It 0.2675 k-ft 0.0 ft 0,5349 k 0.0 ft
Max +0.60D+0.70E+0.50H+MbrWt(0,-1) +D+S+H+MbrVVt(O,-I) +D+S+H+n4bAfi1t(O,-I)
-0.1851 k 0.0 ft I -0.2675 k-ft 1'0 ft l 0.04324 k 0.0 ft
Min +D+S+H+M&KIt(0,•-1) +D+S+H+Mj),,V✓t(O,-1) +0.6OD+O,70E+[).GCH+J b Wf(0,
3 -0.00210h 11.0 ft 0.0 k-ft 0.0 ft 0.1532 k 0,0 ri.
Max I +0.60D+O.10E+0.60H+Ivrb,-Wi(O,-1) ( +D+ %+I✓ibrWl!0,-1) I D+0.60W+i-t+MbrVVf6,-I)
Michael L.Schemmer,P.E. Project Title; HCI-Carport and Shed
2032 N Avenue,Unit A Engineer; Michael L.Schemmer,P.E. Project ID: 2015-1062
Anacortes;WA 98221 Project Descr: Lateral and Gravity Analysis
(360)941-1607
mispe.structures@yahoo.com
Printed:25 MAR 2015.4:45AM
2-® Frame Analysis File=c:lUserskOwnerkDOCUME-11ENERCA-11205ED4-1.EC6
ENERCALC,INC.103.2015.8ulild:6.15.1.19,ver.6.1&Vl9
Description; 12`tall cavort
Extreme Member Forces Oil"'! Cit[.'l;Es433 1{s7e±t r giv'F'ng m+1!€i']'um are I!':pd
Mmbr Label Axial Dist from T'Joint j Moment Dist from"I"Joint Shear Dist from"I"Joint
-0.7578 k 0.0 It -1.686 k-ft 11.0 ft .0000150 k 0.0 ft
Min +D+S+h+t�+br'fJt(0,- DrO,fiObV+N f✓Id i��t(0,-f) +0•Sura+(1.iOE=C.6DH'14ib 1f0,-7,!
4 -0.01229 k 1.0 ft 0,2675 k-ft 1.0 ft 0.05667 k 0.0 ft
max + .50D+a.60tnl+O.GON+,i4urvVt(0,-ij +D+S+H+iv,bA1Vt(61,-?) +O.60D+0.60'N+0.60;-I�MbrVVi(i,-1
-0,1851 k 0.0 ft -0,2675 k-ft 0.0 ft -0.5349 k 0,0 ft
Min
5 0.5436 k 2,062 ft I 0.2213 k-ft 0.0 ft 0 3066 k 0.0 ft
Max +D+S+H+h fbrWIl0:-1) +D+S+H+iv.!brVVtrO,-'i) +D+S+H41br VW(O,-t)
-0.01877k 2.062 ft I -0.1266 k-ft 2.062 ft 0.004853 k 2,062 ft
Min +O.6OD+0.601�I+G.aOH+�3brYVt(C:-ij +D+S+H,MbrVVi(0,-'j +0.60D+0.7OE+f1.60i'i+r^Ierthllj0,-1
u 0.003056k 0.0 ft 0.1023 k-ft O.O ft 0.4191 k 0.0 ft
Max +0.50D+C.60W+0.6Or +MbrWt(O,-1) +D+S+H+MbrVVI(0,-!) +D;S+H+,YbrIVA(0,-f)
0.1092k 0.0 ft -0.09641 k-ft 0,5166 ft 0,003905 k 0.5166 ft
Min +D+g+ l+fulbrYVt(C,-1) +D+S+H+MbrWi(u, ) +0.60D+0.60W+0.60H+fvlhir'!f(
7 I 0.04468 k 0.0 ft t 0.1219 k-ft O.O ft 0.2095 k 0.0 ft
Max +0.6OD+0.e06R'+ft.fiiH+IvibrWt((l,-i) I + +$+ +i's (lhr[(0,-il +D+S+H+A4hrl4/i(.r;,4!
-0.6299 k 0.01 -0.04211 k-ft 1.577 ft -0,1350 k 2.576 ft
Mill +D+S+H+MbniA1(0,-ill +D+S+H+Nibr'VVYO,-;) +D+S+H+ivlbr-Wt(O,-1)
8 -0.03477 k 0.0 ft 0.1219 k-ft 2.576 ft 0.1350 k 0.0 ft
Max I +0,6f1[7+u.7OE+O.6Crr,'+nrybrVut(0,-i,i +D+8+[ =4v;brVVtU:- j
-0.6299k 2,576 ft ' 0.04215 k-ft 0.9988 ft -0.2095 k 2.576 ft
Min +D+S+H+ivfb!1'It(0,-i) I +D;-S+H+MbrVVt(O,-1) +D+S+H+)vib!-V (O;A)
9 -0,007481 k 0.0 ft 0.1023 k-ft 0.5166 ft -0.008682 k 0.0 ft
Max +0.60D+07UE+0.60H+fuibrVV.'(0,•1j +D+S+H i✓br'h%i(0,- i +0.80D+✓60W+0.6GH+tVbrdVttIO.-,!j
-0.1997k 0.5156 ft --^.09641 k-ft 0.0 ft -0.4191 k 0.5166 ft
Min +D+C'.750L+0,75C5+0.{50iN+rr+h-ibrtVtiO,-1; +D+.S+y+n7rvV%t(:, ij +^+S+H+f;riiri%ViiO;-fj
10 I 0.5436 k 0.0 ft I 0.2213 k-ft 2.062 ft 0.01942 k 0.0 ft
Max +D+S+H+k4bfVVt(0,-1) +D;S+H+MbrWt(0,-1) +0.60D+0.60KIt0.60H+iVIbrVVi(0I,-u
-0.05796k 2.062 ft -0.1266 k-ft 0.0 ft -U066 k 2,062 ft
Min +0.60D+0.60VV+O.8OH+AvfbrWt(0,-1) +D+S+H+MbrM(0,-I) +D+S+H.+14brGi%t(0,-i)
11 0.01081 k 2,50 ft 0.1382 k-ft 0.0 ft 0.1125 k 0.0 ft
Max +0.60D+0.60Wi-0.6OH-Mbr91t(0,4) +D+S+H+ivTbr`,Jt(D,-1) +D+S+H+hIbr'1Vt(0,•1)
-0.7532k 0.0 ft ( -0.1359 k-ft 2.50 ft I 0.006066 k 2.50 ft
Min +D+S+H+,,4brWt(G,-1) +D+S+H+ivibr''VVt(0,- ) ! +0.60LXO.70E+0.60H+Mbrtnii(0,-I)
12 -0.05862k 0.0 ft j 0.1382 k-ft 2.50ft I 0.01058 k 0.0 ft
Max +0.60D+0.70E+0-60r,"+,Mbrillf(O.-i) +D+S+H-MbrWt(0,-,) +0.6OD+0.60Vi!+C.60ti*Ahbr'v�if(O,-'I,)
l 0.7532k 2.50 ft 0.1359k-ft 0.0 ft I 0,1125k 2.50 ft
Min1 +D+S+H4jbr'IA✓O.-') �D+S-r1441brKIIA-1) �DrS+H+!tAhfu7(0,
13 0.5607 k 0.0 ft 0.01160 k-ft 5.0 ft I 0.007001 k 0.0 ft
Max +0+S+H+h4btWt(O,-5) +0.60D+0.60VV+0.60H+fv5br'o!t(C,-i) +D+S+H+jYibrVri(0,-'0
-0.07245 k 0.0 ft 0,003865 k-ft 1.633 ft I -0.009308 k 5.0 ft
Min +0.60D+0.60W+0.60H+kli)rM(0,-1, +D+O.50W+H+7v4brVVt(0,-1) +0.60E+0.60VJ+O60H+MbrPJt(0,-1)
Member Stress Checks.,. Sb`ess Checks per AISC 360-10&NDS 2012
Member Section Material Max.Axial+Bending Stress Ratios Max.Shear Stress Ratios
Label Label Load Combination Ratio Status Dist (ft) Load Combination Ratio Status Dist (ft) j
1 Grow Steel' +D+0.60W+H+MbtWt(O, 1.148 Ratio>1. 11.00 +0.60D-fO.60W+0.60H-4 0.021 PASS 0.00
2 Group Steel +D+S+H+MbrWt(0,-1) 0.185 PASS 0.00 +D+S+H+MbM't(0,-1) 0.072 PASS 0.00
3 Grow Steel +10+0.60W+H+MbrWt(O; 1.152 Ratio>1. 11.00 +D+0,60W+H+MbONt(0,• 0.021 PASS 0,00
4 Grow Steel +D+S+H+MbrWt(O,1) 0.185 PASS 0.00 +D+S+H+MbrWt(O,-1) 0.072 PASS 0.00
5 Group St +D+S+H+MbrWt(0,-1) 0.159 PASS 0.00 +D+S+H+MbrWt(0,-1) 0.041 PASS 0.00
5 Grour) Steel +D+S+H+MbrWt(O,-1) 0.072 PASS 0.00 +D+S+H+MbrWt(0,-1) 0.057 PASS 0.00
7 Group Steel +D+S+H+MbrWt(o,-1) 0.097 PASS 0.00 +D+S+H+MbrWt(0,-1) 0,028 PASS 0.00
8 Group Steel +D+S+H+MbrWt(0,-1) 0,097 PASS 2.58 +D+S+H+Mbr1Nt(0,-1) 0.028 PASS 2.58
9 Grouo Steel +D+S+H+MbrVVt(0,-1) 0.072 PASS 0.52 +D+S+H+MbrWt(0,-1) 0.057 PASS 0.52
10 Groun Steel +D+S+H+Mbr'Nt(0,-1) 0.159 PASS 2.06 +D+S+H+VlbrWt(O,-1) 0.041 PASS 2.06
11 Grow Steel +D+S+H+MbrWt(0,-1) 0.111 PASS 0,00 +D+S+H+MbrWt(0,-1) 0.015 PASS 0.00
12 Group Steel +D+S+H+MbrWt(0,-1) 0.111 PASS 2.50 +D+S+H+MbrWt(O,-1) 0.015 PASS 2.50
Michael L.Schemmer,P.E. Project Title: HCI-Carport and Shed
2032 N Avenue,Unit A Engineer: Michael L.Schemmer,P.E. Project ID: 2015-1062
Anacortes,WA 98221 Project Descr: Lateral and Gravity Analysis
(360)941-1607
mispe.structures@yahoo.com
Krl£al 25 W 2M.4'45AM
2_D Frame Anaiysis File=c%Users%OwneU0CUME-11ENERCA-112G5:04-1,EC
ENERCALC,INC.1983-2015,Build:6.15.1.19,Ver.6.15.1.19 JI
r.0 rDescription: 12'tall carport
Member Stress Checks... Stress Checks per AISC 360-10&NDS 2012
Member Section 1 Max.Axial+Bending Stress Ratios Max.Shear Stress Ratios
Material
Labei _Label I Load Combhlation Ratio Status Dist (ft) I toad Combination Ratio Status Dist (ft)
13 Group Steell+D+S+H+MbrWt(0,-I) 0.015 PASS 0,001 +0.60D+0.60W+0,60H4 0.001 PASS 5.00
Michael L.Schemmer,P.E. Project Title: HCl-Carport and Shed
2032 N Avenue,Unit A Engineer: Michael L.Schemmer,P.E. Project ID: 2015-1062
Anacortes,WA 98221 Project Descr: Lateral and Gravity Analysis
(360)941-1607
mlspe,structures@yahoo.com
Pdnted:25 MAR 20M 4;54A!NA
�rarne Analysis File=c..u1�mlDmen =ME-lTt4ERCA-11205ED4-I.EC6
y ENERCALC,INC,119142015,Suild:6.15.1.19,Ver.6.15.1.19
E.e
Description: IT tall shed
0 g 0135W->0.135WJ3 ilf->0.135Wf
o �i
.135k1f G �14 0.135k11
iH �•�J
HSS-fM25 HS0,125
HSS 2 5xa.125 HSS 2.3 54.125
i
4
i
I
i
i
1 2 .
i
Joints...
Joint Joint Coordinates Joint
Label X Y X Transiational Restraint v Translational Restraint TZ Rotational Restraint Temp
ft ft _ d'eg F !
1 0.0 0.0 Fixed Fixed 0
2 10.0 0.0 Fixed Fixed 0
3 0.0 11.0 Fixed 0
4 0.0 12.0 Fixed 0
5 10.0 11.0 Fixed 0
6 10.0 12.0 Fixed 0
7 2.0 12.50 Fixed 0
8 2.50 12.630 Fixed 0
9 5.0 13.250 Fixed 0
10 7.50 12.630 Fixed 0
11 8.0 12.50 Fixed 0
Members... — - - --- --
Member ! Endpoint Joints Member Releases Specify Connectivity of Member Ends to Joints
Labe! i Property Label !Joint J Joint Length I End I J End
x y z (rotation) x y z (rotation)
1 HSS 2.375x0.125 1 3 11.000 Fixed Fixed Fixed Fixed Fixed Fixed
2 HSS2.375x0.125 3 4 1,000 Fixed Fixed Fixed Fixed Fixed Fixed
3 HSS 2.3750.125 2 5 11.000 Fixed Fixed Fixed Fixed Fixed Fixed
4 HSS 2.3754.125 5 6 1,000 Fixed Fixed Fixed Fixed Fixed Fixed
5 HSS 2.375x0.1,25 4 7 2.062 Fixed Fixed Fixed Fixed Fixed Fixed
6 HSS 2.3750.125 7 8 0.517 Fixed Fixed Fixed Fixed Fixed Fixed
7 HSS 2.375x0,125 8 9 2.576 Fixed Fixed Fixed Fixed Fixed Fixed
8 HSS 2.375x0.125 9 10 2.576 Fixed Fired Fixed Fixed Fixed Fixed
9 HSS 2.375x0.125 10 11 0.517 Fixed Fixed Fixed Fixed Fixed Fixed
10 HSS 2.375x0.125 11 6 2.062 Fixed Fixed Fixed Fixed Fixed Fixed
11 1133 2.375x0.125 3 7 2.500 Fixcd Fixcd Fixcd Fixcd Fixcd Fixcd
12 HSS 2.3754.125 11 5 2.500 Fixed Fixed Fixed Fixed Fixed Fixed
13 HSS 2.375x0.125 1 8 10 5.000 Fixed Fixed Fixed Fixed Fixed Fixed
Michael L.Schemmer,P.E. Project Title: HCI-Carport and Stied
2032 N Avenue,Unit A Engineer: Michael L.Schemmer,P.E. Project ID: 2015-1062
Anacortes,WA 98221 Project Descr: Lateral and Gravity Analysis
(360)941-1607
mispe.structures@yahoo.com
Pfinfed:25 MAR 20t5,4:54Af,',
2-D Frame Analysis File=c:lUsersl0wrei%DO;UME-11ENERCA-11205ED4-1.EO6
ENERCALC,INC.l9n2Dl5.Bfdl I5.1.1%Ver.6.15.1.19
MN Ir MA
-
Description; 12'tall shed
Member Stress Check Data...
Member Unbraced Lengths Slenderness Factors RISC Bending&Stability Factors
Label Lu:z ft Lu:y K:z K:y I Cm Cb
1 11.000 11.000 1.00 1.00 1.000 1.000
2 1.000 1.000 1.00 1,00 1.000 1.000
3 11.000 11.000 1.00 1.00 1.000 1.000
4 1.000 1.000 1.00 1.00 1.000 1,000
5 2.062 2.062 1,00 1.00 1.000 1.000
6 0.517 0.517 1.00 1.00 1.000 1.000
7 2.576 2.576 1.00 1.00 1.000 1.000
8 2.576 2.576 1.00 1.00 1.000 1.000
9 0.517 0.517 1.00 1.00 1.000 1.000
10 2.062 2,062 1.00 1.00 1.000 1.000
11 2.500 2.500 1.00 1.00 1.000 1.000
12 2.500 2.500 1.00 1.00 1.000 1.000
13 5.000 5.000 1.00 1.00 1.000 1.000
Materials... - -�
Member Youngs Density Thermal Yield
Label ksi kcf in(degr ksl
Default 1.00 0.000 0.000000 1.00
Steel 29.000.00 0.490 0,000650 50.00
Wood 1.800.00 0,350 0,000000 0,00
Member Sections...
Prop Label Group Tag Material Area Depth Width Ixx lyy
Default Group Default 1.0 in^2 0.0 in 0.0 in 1.0 in^4 1.0 in^4
HSS 2.375x0,125 Group Steel 0.8230 inA2 2.375 in 2.375 in 0.52701n^4 0.5270 in^4
HSS 2.8750.125 Group Steel 1.010 in^2 2.875 in 2.875 in 0.9580 in^4 0.9580 in^4
Member Distributed Loads.... Ncfte:Loads labeled"Global Y"ac doviriward in" direC1,01,i
M Load Extents
Member Load Load Magnitude
Label I Direction Start ft I Dead Roof Live Live Snow Seismic Wind Earth
8 -lobal- En- 9-0�-6tart�tda�-0.0109,4M -
2.5761 End Mao: 0.010 0.1250 k/ft
9 Global Y 0.01 Start Mao: 0.010 0.1250 k/ft
0.51661 End Mao: 0,010 0.1250 ��yt v^
10 Global Y 0.01 Start Mao: 0.010 0.1250 �rw. , k/ft
2.062j End Maq: 0.010 0.1250 ' k/ft
1 Global X 0.0 Start Mao: 0.0660 k/ft
11.0 End Mao: 0.0669 k/ft
2 Global X 0.0 Start Mao: 0.0660 klft
1.0 End Maq: 0.0660 k/ft
5 Global X 0.0 Start Mao: 0.0660 k/ft
2.062 End Mao: 0.0660 k/ft
5 Global Y 0.0 Start Mao: 0.010 0.1250 k/ft
2.062 End Mao: 0.010 0.1250 klft
6 Global X 0.0 Start Mao: 00660 k/ft
0.5166 End Mao: 0.0660 k/ft
6 Global Y 0.0 Start Mao: 0,010 0.1250 k/ft
0.5166 End Mao: 0.010 0.1250 k/ft
7 Global X 0.0 Start Mao: 0.0660 kilt
2.576 End Mao: 0.0660 k/ft
7 Global Y 0.01 Start Mao: 0,010 0.1250 klft
2.5761 End Mao: 0.010 _ 0.1250_ k1ft
Load Combinations... ASCE 7.10�
L Load Combination Group Self Wt Factors Load Combination Factors
Description Multiplier X Y Dead Roof Live Live Snow Seismic Wind Earth
+H+MbrWtfO.- 1.0 10
+D+S+H+MbrWt(0,-1) 1.0 -1.0 1.0 1.0 1.0
+D+0.60W+H+MbrWt(0,-I) 4.0 -1.0 1.0 0.60 1.0
Michael L,Schemmer,P.E. Project Title: HCl-Carport and Shed
2032 N Avenue,Unit Engineer: Michael L.Schemmer,RE. Project ID: 2015-1062
Anacortes,WA 98221 Project Descr: Lateral and Gravity Analysis
(360)941-1607
m Ispe.structures@yahoo,com
Fdrted:25KA ,2015.4:54a51
2-® Frame Analysis File=r.:lUserslOwneADQCUME-itENERCA-11205ED4-1.EC6
y ENERCALC,INC.19n2015,BoDd:6,15.1 19,vec6.15.1.19
0.r
Description: 12'tall shed
Load Combinations... ASCE 7-10
Load Combination ! Group Self Wt Factors Load Combination Factors
Description I Multiplier X Y I Dead Roof Live Live Snow Seismic Wind Earth
+0. bpi+ rW((O� 1. -1.0 1.0 -- ----T.7 0
+D+0.750L+0.750S+0.450W+H+MbrWt(O.-1) 1.0 -1.0 1.0 0.750 0.750 0.450 1.0
+D+0.750L+0.750S+0.5250E+H-MbrWt(0,-1) 1.0 -1.0 1.0 0.750 0.750 0.5250 1.0
+0.60D+0.60W+0.60H+MbrWt(O,-1) 1.0 -1.0 1 0.60 0.60 0.60
+0.60D+0.70E+0.60H+MbrWtfO.-1) 1.0 -1.0 i 0,60 0.70 0.60
Extreme Joint Displacements&Reactions lt;tyj L.jad' .-. '=rx€i ? ait?i`ri4u.f E dr-nal E..:f <: :r>'lists,,F
Joint Displacements Joint Reactions
Joint Label X Y z X Y z
in in Radians k k k-ft
1 0.0 0.0 0.000111 0.000194 0.7578
Max
0.0 0.0 -0.1574 -0.4214 0.07774
Min + S+,y+;ibr'�1(C,-i) +:1-S+H+Pv!brWt(U,-; 60D+0.60141+0.60H+I✓m!A1,) "OD+r).60Wr 0.6G.r-1+Mbt,AJBUD+0.60b1/+Q60,ri+l�lbrt'Vt
2 0.0 0.0 -.0000090 -.0000150 0.7578
Max +D,0.60W+H+Mbt"O,-1).50.'D+0.?DE+0.60H+nRbrVVi.6DD+0.10E+0.60H+Mbi-WI 600+0.70E+0.60-1+..VbrVV1 +D+S+H+Mbrlri/f(0,-1)
0.0 0.0 -0.1470 -0.2580 0.09297
Min .001 4D,,'JE+O,60h'+[b!1Nt +D+S+,y+?v1brWt(O,-111 +0.60N1+H+i1L;Itl1('0,-1! +Da0.60Vir+N+h4!!!!Nt(0.-')SGC+G.%GC+G.60:%�if/br1�/t
3 12.942 -0.000345 0.6 2.249
Max SD 0.60id+0.60H+Mi)r'Iik60D+0.61;V+0.60H+tLIbiVli.60D+0,70E-r0.60H+Mbii4fi +[r'0,6()!%V+I,+Nrr;r!,=(6i-1)
-0.009737 -0.004106 0.0 0.03370
Mill +D=S+H+Irtbi;V€,r()_ii xr+S+ +Ii,IL'rtre'it0,-1,i+p+r.6ljt rN+TIbCUJrt,O: ':) 60D+G.rr;E+0.ot' t r'a;lu
4 12.942 -0.000357 0.0 0.4888
Max S+H 1 hlb,VvI(Q,-f)
-0.004697 -0.004198 0.0 -0.003634
Min +D+S+H+Mb KNO,-,') +0+S+H+MbrVilt(0,-1: +D+S+H MbrirVt(G,-1) 60DA-0.60VV+0.6P)H+Mbi'A/!
5 12.940 -0,000426 0.0 2.934
Mai 10 0.6OW1Hil:4b!lilt(D,-1)-60D10.70-1-0,6GH+M.brWi -1D1SiH-f,11brVVt(0,-',) 60D'0GE,0W,0G6D 1!:Abrfifl
0.000775 -0.004106 0.0 -0.4036
Min .00 0.70&O.60h"VbrIAW +D+S+H+Ii.R Wt(0,-i)6(D+0.6O,Ar O.EGi-ifiVljjtUsi
6 12-941 -0.000436 0.0 0.1005
MZiX +D O.fiOW+N'%Af?riN!{Oril.60D,0.70E+O.EGW+F�:1br✓V! +r"���S+H=tr,1bra't(ti,-1) 60- .6.oO[V+O.S:)i;+Mbri14
0.000368 -0.004198 0.0 -0.4888
Min 60 i0.%DE+G.6DH+h.4brVsR +Drs+•H+MbrVVt(O,-1)60D+a6Ji1t+0.6Uif+tvinrWt +D-rS-�H+MbrV✓t(u,-1i
7 12.942 -0.000146 0.0 0.3649
Max 60D+0.600V+0.50H+Mbd 60D++0.60W+0.6OH+k1brW,160D+G.60NrrG.EC1!;i!-fbiV�%t +DiS+;`1!lvibr!.R!0, it
-0.000805 -0.01759 0.0 -0.01779
Mitt +c?4S+L+h4UrW1(Q,-1) +D,•S+H+MbrWt(0,-1) +D-,S-H+f,4brM,1t(0,-7) M0+0.601ri%+G.6GH+€i•1bfVK
8 12.942 -0.000129 6.0 0.2241
Max 6OtJ•+0,60WV (060H+MbriW 6GD-0.601,4%+0,5OH=-MbrV.✓i6t`+D+G.&ijll+0,60,H+MbAAli +D+S+Firtliirti%(t.'0, 11
-0.000705 -0.01808 0.0 -0.007901
Min +D+g+H+6fbrW1(0,-1) +D+S+;{+MbrM(O "t) +L''+S H'('s'ul'Hr(0.-1! 60D+0-r6(Wj,0.600-WIbrVO
9 12.942 0,001491 QO
Max 600+0.60W+0,60H+MbdW 60D+0.60W+0.60H+Mbr1,1e,+C+G.60lti+H hnbr l'(0: 1,r
0.0 -0.02408 0.0 -0.02293
Min 60 0.70E+0-60kt+MbrVV'1 +D+S+H+V1brWt(0,-1) 4j-+0.601A H+UbrKI(0,-1)
10 12.942 0.002031 0.0 -0.01420
Max +D 0.60W+H+AfbrWliO-7'CiLSD+G.60'ni+0.60H+MbrtN; +D+S+;l+i�db1W10^:-`' 6'OL} 0.60UV+G.6C'H+ivib'�vt
.0000450 -0.01808 0.0 -0.2241
M I n 60 'O.iJE+G.60H+MbrWi +D1;-S+H+[VbiWt(J,-1)60D+0.60VV+0.60H+Mlb&Vf +0+S+HFhlb,,Wt(0,-f)
11 12.942 0.002024 0.0 0.07012
Max + O.&1W�HiMbrK0,4)60D1U60Vv F0.60H+1AbiV, D+$;-r rI,7CrlFuf{G.- ': 6GD+0.6G'1�t ?.60 +IJbrvU
.0000530 -0.01759 6.0 -0.3649
Min 60 QiVE+0.60H',Wrf +D+S+H+Mbrfflio,-1)60DF0.60K40.60H+MbiW,' +D+S h�'+MizrJNO.-1)
Extreme Member End Forces Only Loat1 gi't'ng`maximum values am
Member"i"End Forces Member'°J"End Forces
Member Label Axial Shear Moment Axial Shear Moment
i k k k-ft k k k-ft
1 i 0.7578 0.4214 0.01 -0.04694 0.01426 2.239
Max + +f?5+ +i�Ib lVtiO,=i! Ji+7.SOiN+G.c"D,irM%;br�i +B+SiH+rLii�rlii(U, 71LD+L'.60ti'+D.60H+hybr %+D+J.GDti'v;H*Prbtbl%f(G, 1i SGJ+v".60W+ .G0F1+A br 'f
Michael L.Schemmer,P.E. Project Title: HCl-Caiport and Shed
2032 N Avenue,Unit A Engineer: Michael L.Schemmer,P.E. Project ID: 2015-1062
Anacortes,WA 98221 Project Descr: Lateral and Gravity Analysis
(360)941-1607
mlspe.structures@yahoo.com
Rinted:25 MAR 20 15,4:54AM
L-D Frame Analysis File=c'1Usersl0wnalDOCUME-11ENERCA-iWff.D4-1.EC6
ENERCAt C,INC.1902015,BUB6:8.15.t.19,Ver.6.15.1.19
riff, /
Description: 12'tall shed
Extreme Member End Forces Only Load Combi and ns giving roaxiinum"slues are listed
Member"I"End Forces Member".I"End Forces
Member Label Axial Shear Moment Axial Shear Moment
k k k-ft k k k-ft
1 I 0.07774 -0.000194 0.0 -0.7270 .0000150 0.002135
Min 60 +0.60VV+0.60H+MM4h -D+S+H+MbrWi(0,-1i+0.750`+0.757S+C.450W+ ;• +S i_H+Nbrih'W0,-")) 60D+0' c0.60N+MlNJ✓4 +u--5 1+1'Jbr1T1r(0,-1)
2 0.1851 0.5349 0.2675 -0.01234 0.02742 0.2675
Max +D+S+H+MbrWt(0,-i) +D+S+H+MbrlV(0,-1) +D+S+-H-FMbrWt(O,-'I) D+0.70E+0,6OH+-kibrWt 6OD+0.fi01jV+0.60H.-A4he%J` S�1N
2 0.01514 0.01218 -0.000511 -0.1823 -0.5349 -0.007110
Min 60.+070E+O.60H+MbrVV.tr 60D+0.60+111+0.60H+MbrWt600-FO.60W+0.60H+'Ub1Wt +D+S+H+MbrtM(0,4) +D+S+H+Mh4WO,-,,;60r+0160t/V+0.60H-rri4brWi
3 0,7578 0.2580 0.0 -0.06216 -.0000150 2.837
Max +D+S+iq+r'dbrW1(0,-i)•i-r,F0.60V.✓+H+llrfbrWt(0,-1) +D+H+1Vhr'V✓t(0,-1). D+0.70E O.SOH+h-lbrliV 60D+L3.70E+0.60H+1v1brWi ?+iylbrVVf(0,-i)
3 0.09297 .0000150 0.0 -0.7270 -0.2580 0.000176
Min 60 F0.70E_+0.60H+MbrWf 60D+0.7OE4-0,60H+MbrM6OD+0,o01J'+G.60H+MbrWf +D+S+H+Mbrfr1(0,-")+D+0.6GW+H-MbrWt(0,-1).60D+0-70E-0.60H+Mbri I
4 0.1851 0.1406 0.07030 -0.01105 0.5349 0,07030
Max +D+S+H+MbrV0(0,-1)60Gi-O.60W10.60H+MbrWt60D+0.60W+0.60H4lbrWf f DD+0.60W+O60H+Mbrm 'D+S+H+tObiVW('0,-1;60D+V.GO''U{6.60H+MbWO,
4 0.01385 -0,1349 -0,2675 -0.1823 -0.1406 -0.2675
Min 60 +0.60W+0.60H+MbrM +D+S+H+MbW(0,-1) +O+S+H+MbrWt(0;-9) +D+S+H+MbA41t(C,-1)60D+Q60if`J+0.60H+MbrWf
5 0,03223 0,3066 0.2213 0.5436 0,02156 0.1266
Max (i0 10.MW}060H+MbrWt +D+S+H+MbrWf(0,-1) +D+S+H+Mbrl/1t(0,-1) +D+S+H+MbrWi(0,-1)6OD+0.60v01+0.60H+MbrWf +f�+S=H+MbrVJ:r(0:-If)
5 -0.4747 0.01584 0.003477 -0,1070 -0.03099 -0.009374
Min +D+S+H+MbrV✓t(C,-1)60D+0.606V+0.60ii+MbrVVt6OD+0.6UVJ+0.60H+MbrVli&OD+0.60W+0.WH+Mbrvli +D+S+H+MbrWt(0,-1)60D+0.60l;440.60H+A9bfV1i
6 0.1803 0.4191 0.10231 -0.007481 0.02526 0.09641
Mar, +0.'50L+0.750S+0.450W+ +D+S+H+MbrWt(0,-1) +IFS+H+MbrWf(0,•1) �00+0.70E+0.6CH+Mbr+l�rt6OD+0.60W+0.60H+MbrWP +D+S+H+MbrWf(0,-ij
6 0.008625 -0.01571 -0.0048801 -0.1813 -0.3502 -0.005703
Min .60-0.70E+0.60H+M1)rWt 60D-F0.60W+O,6OH+-lvibrl4lt6OD+0,60UV+-0.6GH+MbrVVt 750t+O.750S+0.45OW+ +,9+S+H+Mbr'Wt(0,-1)6UD+G.6011<+O.SO.H*Pirbr, i
7 0.6299 0.2095 0.1219 -0.03477 0.1356 -0.001661
Max I +D+S+H+MbrWt(J,-I) +D+S+H+NOrb!Jt(O,-'i) +D+S+H+MbrVV1(O,-11. 0+0.70E+0.60H+MbrWf +D+8+,H=MbrWf(0,-1l 60M,70E+r(9.60H+hIb,,1Wi'
7 -0-01323 0.01284 -0-003447 0.5444 0.008623 -0,03643
Nfin 60 +0.60W+-0.60H+MbrWt6OD+0.6CW+0.60H+Mbrvvt6OD-F0.60W+O.60H+MbrVVt +D+S+H+MbrWf(0,-1) 60Dr0.70E+0.o"OFr+Mh1Wf+Ci.750 +�+.i50S+0.d50r,�r
8 0.5444 0.1350 0.0260 -0.04023 0.2095 -0.007784
Max +D+S•+H+MbrWt(O,-1) +D+S+H+MbrVVt(0,-1'I +D+S+H+MbrWt(0,-1). 0+0.70E+0.60H+MbA0 +D+S+H+MbrWi(0, t) 60rD+0.70E+0.60H+Hbr'1Vi
8 0.03477 0.007723 0.000502 -0.6299 0,01338 -0.1219
Min 60 0.70E+0.60H+MbrWf 6ODl-O.6OVV+-0,60H+A4brW,16OD4-0.60WFO.6OH+MbrWf +D+S+H+MbrUVt(0,--)).60D+0.70E+0.60H+A4brWt +D+S+H+NibrVi/t(0,4)
9 0.2635 0.02146 0.005165 -0.008625 0.4191 0.004786
Max + 0.60W+H+MbrWf(0,-1)60D+0.60W+0.60H+YfbrWt6OD-F0.60W+0.60H+NfbiM D+0.,70E+0.60H+MbrVVt +D+S+H+J*4b1 WO.-1;oOD+D.80U1'+G.SOH+tJrbrV✓t
9 0.007481 -0.3502 -0.09641 -0.2749 -0.01706' -0.1023
Min 60)+0,70E+0.60H+MbrVVt +D+S+H+rV1briVt(0,-1) +D+S+H+t4brWt(o.-1)4 0.750E+0.750S+0.450K460D+0.600;+0.60F#MbrVVt +D+S+H+ttbrKINIV,-1;
10 0.1347 0.04099 0.03620 0.4747 0.3066 0.03015
Max 60 +0.60W+O.6014+MbrNJt60D+060W+0.60H+MbrWt60D+060W+0.60H+MbrW1 +D+S+H+A4brWt(O,-1) +D+S+H+MbrVVt(0,-1160D+0,60WF0-60,1*MbrlW
10 -0.5436 -0.03099 -0.1266 -0.1391 -0.02336 -0.2213
Min +p+S+}!+A(br'vUfjO,-1j +L'+S,44+MbA41(0,-1) +D+S41+MbrWt(0,-1) D+0.6OW+0.60H+MbrWt60D+0.60W+0.6OH+A4br1A4 +IFS+4&"fbrKNO;-")
11 0.7532 0.1125 0.1382I -0.02951 0.004694 0.1359
Max +D+S+H+Mb6Vt(O,-1) +D+S+H+A4brV!1t(0,-1) +D+S+H+MbrWt(0.-1)f 9D+0.6OW+Q60H+MbrWt 60D+0-60W+0.60H+MbrVVt +C;+S'--H-Mbdtg1(0;-1
11 0.03372 0.000907 -0,001201 -0.7490 -0.1069 -0.003534'
Mir? 601 .60W+0.60H+MbrWt60D+0.6014l+0,60H+MbrVVt60D+0.60W+0.60H+MbrWf +O+S+H+MbrVVi(0,-1) +O+S+H+MbrVVt(0,4160D+C.60V'J+0.60h'+A-ii�r'J!f
12 0.7490 0.02517 0.02913 -0.06282 0.1125 0.02680
Max +D+S+H+MbrVVt(0,-1)60D+O.60W+0.60H+MbrWt6OD+(,.60WF0.60H+MbrWf '019+0.70F+0.60H+Mbr14t +D+S+H+Mbf"O,-1)60,'1+0W0VV+0.6OH+rJ6-1,11
12 0.05862 -0.1069 -0.1359 -0.7532 -0.01957 -0.1382
A-lin 60 +0.70E+0,60H+MbrWt +D+S+H+MbA4t(O,-1) +D+S+N+N;brWf(0,-1) +D+S+H+MbrW.t(0,-1)60D+0.50W+0.60H+MbrVV +D+S+H+A,1brVVt(0;-1)
13 0.1719 0.007001 0.005834 0.5607 0.008836 -0.005834
Max 60C+0.60W+0.60H+MbrVVt +D+S+H+Mbr1Vt(Q-1)60D+0.70E+0.6OH+Mb.-Wt +;'S+H+MbAM(0,-1)+D+0.60V1+H+MbAYf(0,-1)
13 -0.5607 0.005167 Q.001249 -0.1719 0.007001 -0.01042
Min +D+S+H+MbrWt(0,-1)+D+•0.6OV✓+H+MbrVVt(0,-i)+D+0.60N1+-H+MbrVVt(0,-1) D+o.00W+0.60H+Mbrv►re +D+S+H+MbIWt(D,-I)60D+0.60V/+0.60H+A4brli%t
Extreme Member Forces 0nty Load ComOinati..,ns givula maxiniura val_fes are Il lev
Mmbr Label Axial Dist from"I"Joint Moment Dist from"I"Joint Shear Dist from"I"Joint -I
1 -0.04694 k 11.0 ft 0.002135 k ft 11.0 ft 0.4214 k 0.0 ft
MaX +0.60D+0.60W+0.60H+M.brWt(O;1) +D+S+H+Mbrwt(0.-1) +0.60D+C.60W+0.6OH+Mbr!tit(O,-11)
-0.7578 k 0.0 ft -2.241 Vt 10.551 fit -0.01426 k 11.0 ft
Mir) +D+S+H+•MbrWt(0,-1) +0.60D+0.60WFO.60H+NfbrRI(0,-1) +D+O.6OVV+H+MbrU1t;O,-,)
2 -0.01234 k 1.0 ft 0,2675 k-ft 0.0 ft 0.5349 k 0.0 ft
Max +0.60D+0.70E+0.60H+MbrVVt(0,-1) +D+8+H+M1br1V11(0,-1) +D+S+H+MbrWt,0;1)
-0.1851 k 0.0 ft -0.2675 k-ft 1.0 ft -0,02742 k 1,0 ft
Min +D+S+H+M1,rWt(0,-1) +D+S+H+A4brb1/t(0,-1) +0.60D+D.60VV+0.601-!-rMbrWf(0,-1)
Michael L.Schemmer,P.E. Project Title: HCl-Carport and Shed
2032 N Avenue,Unit A Engineer: Michael L.Schemmer,P.E, Proiect ID: 2015-1062
Anacortes,WA 98221 Project Descr: Lateral and Gravity Analysis
(360)941-1607
mis pe.structures@yahoo:com
SIS
w Printed:25 MAR 2016.4:w1 AM
2-® FIalt7@ Iil<lal File jl
y ENERCALC,INC-1983-2.015,Build:6-15.1.19,Ver.6.15,1.19 r
r.0 r
Description: 121tall shed
Extreme Member Forces Onty Lod iC rnbina iot" .giving i'nax-1 t um values are fisted
Mmbr Label Axial Dist from"I"Joint Moment Dist from"I"Joint Shear Dist from"I"Joint
3 -0.06216k 11.0 ft 0.0 k-ft O.Oft 0.2580 k 0.0 ft
Max +0.60D+0.70E+0.60H+rMbrWt(0,-1) +D+H+lVib*V1(O,4) +D+0.60W+-H+fvibrM(Q-1)
-0.7578 k 0.0 ft -2.837 k-ft 11.0 ft 0000150 k 0.0 ft
Min +D+S+r)i ls4brf+i4(0, 1) +D+0.60w+rrr10brw1(O,-1) ;0.60D+0.70C+0.60H+ndbl',140,-1
4 -0.01105k 1.0 ft 0.2675 k-ft 1.O ft 0,1406 k 0.0 ft
Max +0.00D+0.60V1+0.6014+hQ,'VVt(0,-1) +D+8+H+Mbrl0(L-?) +0.60D+0.60W+0.60ri Mbi�lri(0,-1)
-0.1851 k 0.0 ft -0.2675 k-ft 0.0 ft -0.5349 k 0.0 ft
Min +D+S+H,-h4brO t(0,-1) •fD+&mH.+t&MR(0,4) +Dr.S+H+MbtlNt(0,4)
5 0.5436k 2.062 ft 0,2213 k fi 0'0 ft 0.3066 k 0.0 ft
Max +D+S+H+hot,*VA(O,-',) +D+S+H+WbrlV1(0,-1) +D+S+H+]%ihrVirt:'C,-
-0.1070 k 2.062 ft -0,1266 k-ft 2.062 ft -0.02156 k 2.062 ft
Min +0.60D+0.60V.I+0.COH-Abrlh/!(O,-ii +D+S+H,+GdlirVAt O,-i) +0.6UD+0.601n1+0.601-PFi llrrWt(0,- )
6 -OA07481 k 0.5166 ft I 0.1023 k-ft 0.0 ft 0.4191 k 0.0 ft
Max +0.60D+0.70&0.60H+MbrVlt(0,-1) +D+S+,�i+MbrV✓t I;J! +D+S+H•FMbrWk01-')
-0.1813k 0.5166 ft I 0.09641 k-ft 0.5166 ft -0.02526 k 0.5166 ft
Min +D+0.750L+0.750S+&.450W+H+MbrWt(0,-if, +D+S+HA-P&TWt(0,-1) +0.60D+0.60K40.60.4+h1ibrVVi(0,-"1
7 0.01323 k 0.0 ft 0.1219 k-ft 0.0 ft I 0.2095 k 0.0 ft
Max +G.60D+U-6Ut�r+0.60':'7+Mbr"O,4)
-0,6299k 0.0 ft -0.04215k-ft 1.577ft -0.1350k 2,576ft
Min +D-S:+H•1•110brO0,4)
8 -0.03477 k 0.0 ft 0.1219 k-ft 2.576 ft 0.1350 k 0.0 ft
Max +0.60D+0.70E+0.6'OH+MbA441101-1) +D+ hIbrWt(0,-'i) ! +D+S+4•h%rbrVVI(O;-I)
-0.6299 k 2.576 it -0,04215 k-ft 0.9988 ft I 0.2095 k 2.576 ft
MITI +D+S+H+f 4br'lJ(G, 1) +D+$+H+MbrW(O,-1) +D+S+H+YbrWt(0, %)
9 -0,007481 k 0.0 ft I 0.1023 k-ft ( 0.5166 ft 0.02146 k 0.0 ft
Max +060r)+r,70F+ 00r+hahwt0,-i) +D+S+i,4ivibriNlO, 11 +0,6UD+0,6UV;r+u,aJH+hriLrly€iG, 1!
-0,2749k 0.5166 ft 0.09641 k-ft 0.0ft I 0.4191 k 0.5166 ft
Min +D+0.750L+0.750S+O.450W+H+lvlb M(0,-7) +D+S+H+i0brw1(U, "!j FD+S+HFA4b;Vii;O, ?)
10 0.5436k 0.0 ft 0,2213 k-ft 2.062 ft 0.04099 k 0.0 ft
Max +D+S+.H,+h4biWt(O,-1) +D+-S+,;+t/tbrW!(01-'i I) +0.6UD+0,60VV+0.60fr+'Ob.'M(0,-?,)
-0.1391 k 2.062 ft -0,1266 k ft 0.0 ft ( -0,3066 k 2.062 ft
Min +U.60D+0.60W+0.6OH+lJbr0(0,-1) +D+S+H+nrbrir✓t(O,-1) +D+S+H+MbrMWO,-i)
11 -0.02951 k 2.50 ft 0.1382 k-ft O.0 ft 0,1125 k 0.0 ft
Max +0.60D+0.60W+0.60H+IvfbrWt(O,-1) +D+S+N,MbrJ✓t(0,-1) +D+S+H+hribrWt;O;-i)
-0.7532k 0.0 ft 0-1359kf7 2.50ft -0.0094
+D+R,H+hF J+S+,+1�t a U46 �k 20.60V.1+0.60H+ri3brbvt O
50 ft
Mir, ,-t.)
n � brWt{D,-1) brV✓t(J,-:)
12 l -0.05862k O.O ft 0.1382 k-ft 2.50 ft 0,02517 k 0,0 ft
Max l +0.60D+0.70E+r060H+ri4btW(0,-1) +D+-S+H+h4br1V(0,-1) +0.60D+0.60VJ+0.60H+1vbV.✓t(0,
-0.7532k 2.50 ft -0.1359 k-fI O.Oft -0.11251( 2,50 ft
Min i +Df+S+h'+MbiA1fO,-1) +i+S+H+MbrWt(0,-1) +D+-S+.hFh4brV✓t(U,-1)
13 ] 0.5607 k 0.0 ft 0.01042 k-ft 5.0 ft 0.007001 k 0.0 ft
Max 1 +Da-S+H+A4brWf(0,-1) +0.60D+0.60VV+a6O!�!+AdbrWt(O,-I) +D+S+H+lvIb,01(0,-;)
0.1719k 0.0 ft -0.003518k-ft 1,837ft -0.008836k 5.0ft
Min +0.60F0+0.60W+-0:6OHi•64brWt(0,-f) +D•F0,60W+H+f0b,--'M(O,-1) +D+0.60W+14+fvibit,Yt(O,-1)
Member Stress Checks... Stress Checks per RISC 360-10&NDS 2012
Member Section Max,,axial+Bending Stress Ratios Max.Shear Stress Ratios
Label Label Material Load Combination Ratio Status Dist (ft) I Load Combination Ratio Status Dist (ft)
1 GrouD Steel +D+0.60W+H+MbrWt(0; 1.525 Ratio>1. 10.55 +0.6OD+0.60W+0.60H-4 0.057 PASS 0.00
2 GrouD Steel +D+S+H+MbrWt(0,-I) 0.185 PASS 0,00 +D+S+H+MbrVVt(0,-1) 0 072 PASS 0.00
3 Group Steel +D+0.6OW+H+MbrWt(0,• 1,932 Ratio>1. 14.00 +D+0.6OW+H+MbrWt(0; 0.035 PASS 0.00
4 Grow Steel +D+S+H+Mbr1VVt(0,-1) 0,185 PASS 0.00 +D+S+H+MbrVVt(0,-1) 0.072 PASS 0,00
5 Groun Steel +D+S+H+MbrAft(0,-1) 0.159 PASS 0.00 +D+S+H+MbrWt(0,-1) 0.041 PASS 0.00
6 Grow Steel +D+S+H+MbrWt(0,-1) 0.072 PASS D,00 +D+S+H+MbrWt(O,-1) 0.057 PASS 0,00
7 Grow Staol -+S+I-ii+Mbrvvt(o,1) 0.097 PASS 0.00 +D+S+H+Mbrwt(O,-1) 0.028 PASS 0.00
8 Group Sleet +D+S+H+MbrWt(O,-1) 0.097 PASS 2.58 +D+S+H+MbrWt(D,-1) 0.028 PASS 2.58
9 GrouD Steel +D+S+H+MbrWt(0,-I) 0.072 PASS 0.52 +D+S+H+MbrVVt(0,-I) 0.057 PASS 0.52
10 GrouD Steel+D+S+H+MbrWi(0,-1) 0.159 PASS 2.06 +D+S+H+MbrWt(0,-1) 0.041 PASS 2.06
Michael L.Schemmer,P.E. Project Title: HCI-Carport and Shed
2032 N Avenue,Unit A Engineer: Michael L.Schemmer,P.E. Proiect ID: 2015-1062
Anacortes,WA 98221 Project Descr: Lateral and Gravity Analysis
(360)941-1607
m Is pe.structures@yahoo.coin
Nfftd:25 MAR 2015.4:54VA
L-DFrame Analysis File=aUie%%OwnetiDMME-1tENERCA-1=ED4-1.EC6
r.� r
ENERCALC,iNC.19B3.2015,Build 6.15.1.19,Ver:6.15.1 19
Description: 17 tall shed
Member Stress Checks... Stress Checks per RISC 360-10&NDS 2012
Member Section Material Max,Axial¢Bending Stress Ratios Max.Shear Stress Ratios
Label Label I I Load Combination Ratio Status Dist {ft) Load Combination Ratio Status Dist (ft)
11 Grow Steel +0+6+H+Mbmt(0;1) 0.111 PASS 0.00 +D+S+H+Mbr1 XO,1) 0.015 PASS 0.00
12 Grow Steel +D+S+H+MhrWt(0,-?) 0.111 PASS 2.50 I+D+S+H4MbrWt(0;1) 0.015 PASS 2.50
13 1 GroUD Steel +D+S+H+MbrWt(0,-I) 0.015 PASS 0.00 i +D44.60W+H+MbrWt(O, 0.001 PASS 5.00
Michael L.Schemmer,RE. Project Title: HCl-Carport and Shed
2032 N Avenue,Unit A En tri m
eer: Michael L.Schemer,P.E. Project ID: 2015-1062
Anacoftes,WA 98221 Pro�ect Descr. Lateral and Gravity Analysis
(360)941-1607
mlspe.structures@yahoo.com
r+oW&25 h=2015,4:6?,W
2-� Frame Analysis File=c.%Userst0wner1D000ME-11ENERCA-11405ED4-1.EC6
ENERCALC,INC.1983-2015,Build:6.15.1.19,Var.6.16A.19
ee
Description: 10'tall x 20'wide carport
c 0.135IAt->0.135kif _04.135ldf->0.135Wf
o�a:as+->0.135 r H S 2.3T J 75X0.1 5 11 351Qr 0.135k11
HSS 2.3754.125
91.1351d1->0, SS 2.37 \ 75x0.122&3 k1 10135k"
H G 15
HS 125 H X.125
� x
i
I
HSS 2.3 5xO.125 HSS 2.3 5xO.125
1
1 2
Joints,..
Joint Joint Coordinates I Join71
Label X Y X Translational Restraint Y Translational Restraint Z Rotational Restraint TemL1
ft ft F
1 0.0 0.0 Fixed Fixed 0
2 20.0 0.0 Fixed Fixed 0
3 0.0 9.0 Fixed 0
4 0.0 10.0 Fixed 0
5 20.0 9.0 Fixed 0
6 20.0 10.0 Fixed 0
7 2.0 10.50 Fixed 0
8 6.0 11.50 Fixed 0
9 10.0 12.50 Fixed D
10 14.0 11.50 Fixed 0
11 18.0 10,501 Fixed 0
Members,,.
Member I Endpoint Joints Member Releases Specify Connectivity of Member Ends to Joints
Label Property Label i Joint J Joint Length I End J End
ft x Y z (rotation) x Y z (rotation)
1 HSS 2.375x0.125 1 3 9.000 Fixed Fixed Fixed Fixed Fixed Fixed
2 HSS 2.375x0.125 3 4 1,000 Fixed Fixed Fixed Fixed Fixed Fixed
3 HSS 2.375xOA25 2 5 9.000 Fixed Fixed Fixed Fixed Fixed Fixed
4 HSS 2.3750.125 5 6 1.000 Fixed Fixed Fixed Fixed Fixed Fixed
5 HSS 2.375x0.125 4 7 2.062 Fixed Fixed Fixed Fixed Fixed Fixed
6 HSS 2.3750.125 7 8 4.123 Fixed Fixed Fixed Fixed Fixed Fixed
7 HSS 2.3754.125 8 9 4.123 Fixed Fixed Fixed Fixed Fixed Fixed
8 HSS 2.3750.125 9 10 4.123 Fixed Fixed Fixed Fixed Fixed Fixed
9 HSS 2.3750.125 10 11 4,123 Fixed Fixed Fixed Fixed Fixed Fixed
10 HSS 2.375x0.125 11 6 2,062 Fixed Fixed Fixed Fixed Fixed Fixed
11 H33 2.375x0.125 3 7 2.500 Fixed Fixed Fixed Fixed Fixed Fixed
12 HSS 2.3750,125 11 5 2.500 Fixed Fixed Fixed Fixed Fixed Fixed
13 HSS 2.375x0.125 8 10 8,000 Fixed Fixed Fixed Fixed Fixed Fixed
Michael L.Schernmer,P.E. Project Title: HCl-Carport and Shed
2032 N Avenue,Unit A Engineer: Michael L.Schemmer,P.E. Project 111 2015-1062
Anacortes,WA 98221 Project Descr: Lateral and Gravity Analysis
(360)941-1607
mlspe.structures@yahoo.com
Printed:25 MAR 2015.WAM
2-® Frame Analysis File=caUSerslOa/nerIDOCUME-11ENERCA-11205ED4-1.EC6
ENERCALC,INC.1993 2016,BuMd:6.95.1.19,Ver.6J5.1.19
f.l 1
Description: 10'tan x 20'wide carport
Member Stress Check Data..,
Member Unbraced Lengths Slenderness Factors AISC Bending&Stability Factors
Label Lu:z ft Lu:y I K:z K:y Cm Cb
1 9.000 9.000 1.00 1.00 1.000 1.000
2 1.000 1.000 1.00 1.00 1,000 1.000
3 9.000 9.000 1.00 1.00 1.000 1,000
4 1.000 1.000 1.00 1.00 1.000 1.000
5 2.062 2.062 1.00 1.00 1,000 1.000
6 4.123 4.123 1.00 1.00 1.000 1,000
7 4.123 4.123 1.00 1.00 1.000 1.000
8 4.123 4.123 1.00 1,00 1.000 1.000
9 4.123 4.123 1.00 1.00 1.000 1.000
10 2.062 2.062 1.00 1.00 1.000 1.000
11 2.500 2.500 1.00 1.00 1.000 1.000
12 2.500 2,500 1.00 1.00 1.000 1.000
13 8,000 8.000 1,00 1.00 1.000 1.000
Materials..,
Member Youngs Density Thermal Yield
Label ksi kcf in/degr ksi
Default 1.00 0.000 0.000000 1.00
Steel 29,000.00 0.490 0.000650 50.00
Wood 1.800.00 0.350 0.000000 0.00
Member Sections.,.
Prop Labei Group Tag Material Area Depth Width lxx lyy
Default Grow Default 1.0 inA2 0.0 In 0.0 in 1.0 inA4 1.0 inA4
HSS 2.3754.125 Grouo Steel 0.8230 inA2 2.375 in 2.375 in 0.5270 inA4 0,5270 inA4
Member Distributed Loads.... Note.Loads labeled"Global Y"act downward(in" 1"'Uirecti:in',
Member Load Load Extents I Load Magnitude
Label Direction Start ft Dead Roof Live Live Snow Seismic Wind Earth
-.Global-X- End Start-Mt - nO9,Q-;gin
1.0 End Mao: 0.0830 k/ft
5 Global X 0.0 Start Mao: 0.0830 k/ft
2.062 End Mao: 0.0830 k/ft
5 Global Y 0.0 Start Mao: 0.010 0.1250 klft
2.062 End Mao: 0.010 0.1250 klft
6 Global X 0.0 Start Mao: 0.0830 k/ft
4,123 End Mao: 0.0830 k/ft
6 Global Y 0.0 Start Mao: 0.010 0.1250 k(ft
4.123 End Mao: 0,010 0.1250 k/ft
7 Global X 0.0 Start Mao: 0.0830 k/ft
4.123 End Mao: 0.0930 k/ft
7 Global Y 0.0 Start Mao: 0.010 0.1250 klft
4.123 End Mao: 0.010 0.1250 k/ft
8 Global Y 0.0 Start Mao: 0.010 0.1250 k/ft
4.123 End Mao: 0.010 0.1250 k/ft
9 Global Y 0.0 Start Mao: 0.010 0.1250 k/ft
4.123 End Mao: 0.010 0.1250 k/ft
10 Global Y 0.0 Start Mao: 0.010 0,1250 klft
2.062 End Mao: 0.010 0.1250 k/ft
Load Combinations.,. ASCE 7.10
Load Combination Group Self Wt Factors Load Combination Factors
Description Multiplier X Y Dead Roof Live Live Snow Seismic Wind Earth
.0 -1.0 1.0
+D+S+H 1.0 -1.0 1.0 1.0 1.0
,L)I0.60W,I1 1.0 1.0 1.0 1160 to
+D+0.70E+H 1.0 -1.0 1.0 0.70 1.0
+D+0.750L+0.750S+0.450W+H 1.0 -1.0 1.0 0.750 0.750 0.450 1.0
+D+0.750L+0.750S+0.5250E+H 1.0 -1.0 1.0 0.750 0750 0.5250 1.0
Michael L.Schemmer,P.E. Project Title: HCl-Carport and Shed
2032 N Avenue,Unit A Engineer: Michael L.Schemmer;P.E. Project ID: 2015-1062
Anacortes,WA 98221 Project Descr: Lateral and Gravity Analysis
(360)941-1607
mlspe.structures@yahoo.com
Nin!ed:2-MAR 2015,4:57.AM
®® Frame Anal S8S File=c:IUserslOwner\DOCUME•-11ENERCA-•11205ED4-i.EC6
y EKRCALC,INC.1983.2016,Wld'6.fb.1.196 Ver:6.15,1.19
Description: 10'tail x 20'wide carport
Load Combinations... ASCE 7.10
Load Combination Group I Self Wt Factors Load Combination Factors
Description Multiplier X Y Dead Roof Live Live Snow Seismic Wind Earth
D ----- 1.0 0.60 -- - 0.60 060
+0.60D+0.70E+0.60H 1 G -1.0 0.60 0.70 0.60
Extreme Joint Displacements&Reactions Ordor t oa'dl C Jt:l 4riii_i:C o kxkn 4-n-alu r"vaiues are
Joint Displacements Joint Reactions
Joint Label { X Y X Y Z
in in Radians I k k. Wt
0.0 0.0 0.001029 0.002696 0.8241
Max +0.60D+060H,,0.60H +0.60D+0.60111+0.60H +D,-S+H ;.D+&,H +.D+.S+H
0.0 0.0 -0.05842 -0.1531 0.09612
Min +D+S+f4 +D+S+H +C.600+0.601kAi-O.60H +u.60 '+r.60•:�f+c?60H +0.6OD+0.60H•V+O.60H
2 0.0 0.0 -0.000113 -0.000296 0,7177
Max: +D+i;.fi0'14'+H +0.6�D+0.70E+0.60H +0.60J+0.7JE+0.6QH 4.6GD+C.7CC-0,60H +D+S i
0.0 0.0 -0.05856 -0.1535 0.1036
<<+:, - r
NJ +G.6-G J.7Uc b.6OH •D+8+11 �r+C.6Ci7 J +�-,_.60%v'H -0,60. .n.:JE:+G,�l�:
3 4.206 -0.000378 0.0 1.492
hfiax +C.60D+O.tiG1J'G.BOH C.6CD+v.601I/+G.oOH +G. OD+C.?G +O.oOH
-0-07407 -0.003672 0.0 0.04570
Min
+D+S+H +D+8+1,` +D+0.60VV+H +0.63D+0.70E+0.60f-i
4 4.207 -0.000394 0.0 0.5422
Max. +0.60+0.60VI✓r0.50H +0.6i'D+0.60K1+0-00N +0,60D+0.70E+0.60H +D+S+H
-0.06842 -0.003767 0.0 0.05458
Mill +D S+H +D+S+H +D+S+H +0.600 70E+0.60fa
5 4.216 -0,000412 0.0 1,411
Max +D+J 6OH/+,11 +0.60D+0.70E+0.60H I�'+S+H +0.60Di�0.=0!'✓-i%a 0-O,
0.008144 -0,003190 0.0 -0.3560
Mir,, +0.60D+0.70E+0.601H +✓+S4-r1 0.6OD+0X0K"O.60H )4'8+r
6 4.21 G -0.000419 0.0 0.02919
Max +D+C.60t1V+H +0.80D+0.70F+0.60H +D+S+H +0.60D+0.60W+0.60H
0.007598 -0.003281 0.0 -0.4610
10 +0,60D+0.70E+0.60H +D+S+H +0.600+a6OW+-Q,6OH +D+S+H
7 4.208 -0.002008 0.0 1.179
Max '--c?.6OD+0-60Wb 0.66H +0.600+0.70F+0.60H +0-60D4.•0.60iV+O60H +D+S+
-0.06406 -0.01879 0.0 0.1179
Min
+D+S+H'' +D+S+H +D+S+H +0.60D•�C.iC-0510d+0.60H
8 4.213 -0,02054 0.0 0.9989
Max
+D+G.60VI+H +0.60M6014,'+0.60H .1D�S,'H
.0000720 -0.2860 0.0 0.06945
Min +0.60.11+0.7Cc .u+0.60H +G+S-y, +D+&-1 +'
"-0 60 O. iUrl/+ .6 t
g 4.211 -0.01582 0.0 -0.001146
Max +D+0.6NII+H +r?.6C7+ SOYI+0.6Ch`+0.75Oi+0.750S+0./500/+ +G.60D+v.IQE+J.$GH
.000020 -0.2835 0.0 -0.04538
+%60 +0.7 + 10H 0.75OL+ _750S+0.450IeI4
Min C.ED+u-iG`+C.6C1' +D+S+H EC
10 4.212 -0.01147 0.0 -0.07705
Max + 0.60W+H + 6CD+G.6014�+G.60iI +D+.<+H; +G.60L+0.6GYr+G.60H
0.000267 -0.2590 0.0 -0.9787
Min +0.6oD+Q.70E+0.60.' +D+-S+H +0.60T>+0.60W+Q.60H +D+S+H'
11 4.217 0.000146 0.0 -0.02117
Max +J+C.6441/+H +0.60J+C.aO +G.60H +i)+S+Fi +C.6l7D+G.601,?/+G.GGi'
0,007174 -0.01583 0.0 -1.030
(�[�Mln +C.6CD+0.70E+C.6GH +D+S+H +D.6CD+0.60Vd+C.6GH +D+S+H
Extrl ell4e Member End F4rC2S 0?niv o_ 'd t inbi atitil5ti tl:vbq maximum,va uas za;: ..i.-:_.
r
Member"I"End Forces Member"J"End Forces
Member Label I Axial Shear Moment Axial Shear Moment
k k k-ft k k Wt I
1 0.8241 0.1531 0.0 0.07092 0.002696 1.378
pgza +D+S+H +C.6CD+O.60N'+0.60H +G.6CD+0.60VV+0.6CH. +0.60EP+0.60V✓+O.60H +D+S+H +0,60u+0-60 VV-0.6 'y
1 0.09612 -0.002696 0.0 -0.7989 -0.1531 -0.02426
A4rr! +C.6Cr7+0,60VV+0.6CH +D+S+fd •rD+0.60V✓+H +DFS H +0.60Da-0.60W+fttWH +U+S+fl
2 0-1902 0.5992 0.2996 -0.01384 -0.06238 0.2996
k4ax +D+S+!-1 +Ut-S+H +D+S+H +0.6CD+0.70E+0,604 +C.60D+0.70E+U60H +DES+H
Michael L.Schemmer,RE, Project Title: HCI-Carport and Shed
2032 N Avenue,Unit A Engineer: Michael L.Schemmer,P-E. Project ID: 2015-1062
Anacortes,WA 98221 Project Descr Lateral and Gravity Analysis
(360)941-1607
mispe.structures@yahoo.com
P.tnted:25 MAR 2015,4:57AM
2-® Frame Analysis File=c1UmkOwnerkDOCUTAE-11ENERCA-11205E04-1.EC6
ENERCALC,INC.1983-2015,auiid:6.15.1.19,Ver,6.15,1.19
r 010145
Description: 10'tall x 20'Wide carport
Extreme Member End Forces Only Load f;o-inbinat,on,0.1vin9 rnaxwaan values are "Ood,
Member"I"End Forces Member"J"End Forces
Member Label Axial Shear Moment Axial Shear Moment
k k k-ft k k k-ft
2 0.01664 0.06238 0.03119 -0.1874- -0.5992 0.03119
Min +060D+0,70E-FO.60H +0.60D+0.70E+0.60H +0.60D+0.70E+O.GOH +D+S+'H +D+':+H ++,GOD+0.70c+0.60H
3 0.7177 0.1535 0.0 -0.07843 -0.000296 1.381
Max +D+S+H +D+0.60W+H +0,60D+O.60�'/+0.60H +0.60D+0.70E+0.60H +0.60D+OI0E+0.60H +D+0.60W+H
3 0,1036 0.000296 0.0 -0.6924 -0.1535 0.002668
Min +0.60D+O.70E+O.60H +0.60D+0.70E+0.60H+0.750L+G 7508+0.450W+ ,+D+S+H -FD+0.60W+.H -0.60D O 70E+OAOH
4 0.1826 0.04814 0.02407 -0.01296 0.5011 0.02407
Max +D+S+H +0.60D+0.60W+0.60H +0.67D+0.60W+0.6OH +0.60D+0.60W+0.60 i +D+S H' +i'.''? J+0.61tF1+0.6fiN.
4 0.01577 -0.5011 -0.2506 -0.1798 -0.04814 -0.2506
Min +0.6OD+0.60W+060H +D+S+H +D+S+H +D+S"-4 ;0.60D+0.60W+0.60H +D+Srf 1
5 -0.05716 0.3272 0.2425 0.6048 -0.01096 0.1478
Max +0.60D+0.70E+0.60H +D+S+H +D+S+H +D+S+H +0.60D+0.70E+0.60H +D+S,-H
5 -0.5359 0.02856 0.02339 0.005602 -0.05156 0.01734
Min +D+S+H +0.600+0.70E+O.6OH +0.600+0,70E+0.60H +0.60N0.60W+0.60H +D+S+H +0.6OaFO.7OE+0.60H
6 0.1251 0.4892 0.8781 -0.01013 -0.02139 0.8544
Max ;-D+S+H +D+S+Fi +D+S+H +0.60D+0.70E+0.60h' +0.60D+O.601100.60H +D+-S+H
6 0.009818 0.04184 0.06179 -0.1054 -0,4104 0.05190
✓i"fin +0.6OD+O.60Vi1+0.60H +0.600+0.60V✓+0.60H +O 60D+0.60W+0.60H +D+-S+H +D+S+H +J.60D+1.60W+0.601
7 0.7321 0.2479 0.1519 -0.04804 0.1006 -0.007486
Max +D+S+H +D+S+H +D+S+H +0.60D+0.70E+0.60H +D+S+Fi A-0,80"10,70&0.60H
7 -0,04941 0.01688 0.01012 -0.6450 0.009316 -0.1093
kfin +0.60D+O.60W+O.60H +0.60D+0.70E+0.60H +0.60D+0.60VJ+0.60H +D+S+H +0.60D+0.70E+0.6OH +EiS+H
8 0,6164 0.2147 0.08351 -0.05332 0-1338 -0.01262
Max +D+S+H +D+S+H +D+S+H +0.60D+0.70E+0.60H +D+S+H +0-60D+O.7OE+O.60H
8 0.04677 0.009848 -0.003016 -0,7036 0.01181 -0.1777
Min +0.60D+0.70E+0.60H +0.60D+0.60W+0.60H +0.60+0.60W+O. OH +D+S+H +R60D+0.70;+0.60H +yi•S+H
9 0.1761 -0.009443 -0.03262 -0.01253 0.3860 -0.04103
Max +0. 50L+0.750S+0.450V✓+ +0.60D+0.60VV+0.60H +0.6OD+O.601N+0,60H +0.60010.70E+0.6OH +D•1-S+H -FO.60D-0.60v11+0.3UH
9 0.008980 -0.3071 -0.7636 -0.1919 0.02365 -0.7873
Min +0.60D+0.70E+0.60H +D+S+H +D+S+H 0.750L+0.750S+0.45OI4J+ +0.60D+0,60V✓+0.60H +D+L4Fi
10 0.04544 0.01670 0.01117 0.4426 0.2960 0.005117
Max +0-60D+O.6010-0.60H +0.60D+0.60'W+0.60H +0.60D+O.60VJ+0-60H +D+S+H +D+S+H +0.6OD+D.6OK40.60M
10 -0.5115 -0.02037 -0.1157 -0.04984 0.000902 -0.2104
Min +D+S+H +D+S+H +D+S+FI +0.600+0.6OW+0.6OH +R5OD+O.GOW+0.60H +D+S+H
11 0,8467 0.1257 0.1549 -0.02534 -0.01001 0.1525
Max +D+S+H +D+S+H +D+S+H +0.60D+O.60W-.0,60H +0.60D+0.70E+0.60H +D+S+H
11 0.02954 0.01561 0.01718 -0.8425 -0.1201 0.01484
Min +0.60D+0.60W+0.6GH +0.60D+O.70E+0.GOH +0.6OD+0.7OE+O.60H +D+S+H +D+S+H +0.60D+0.70E�O.60,11
12 0.7048 0.008822 0.008693 -0.08393 0.1056 0.006360
Max +D+S+H +0.60D+0.60KI+0.60H +0.60D+0.60W+0.60H 1-0.601-0.70E+O.60FI +-D+S+H 0-60D+E60N/+0-60H
12 0.07973 -0.09998 -0.1273 -0.7090 -0.003221 -0.1296
Min +0.60D+0.70E.+0.60H +D+S-,H +D+S+H +D+S+H +O.6OD+O.60V✓+0.60H +D+S-FH
13 0-08079 0.01095 0.01394 0.6474 0.01681 -0.01593
Max +0.60D+0.60W+0.60H +0.60+0.70E+0.60H +0.60D+0.70E+0.60H +D+S+H +D+S+H +0-60D+010E+0.60H
13 -0.6474 0.005599 -0.007476 -0.08079 0.01145 -0.03735
Min +D+S+H +D+S+H -FD+S+H +0,60D+0,60W+0.60H +0,60D+0.70E+0.60H D+S+H
Extreme Member Forces Only Load Combinations giving maximum,values are listed
Mmbr Label Axial Dist from T'Joint Moment Dist from"I"Joint Shear Dist from"I"Joint
1 -0.07092k 9.0 ft 0,02426 k-ft 9.0 ft 0.1531 k 0.0 ft
Max +0.60D+0.60W+0.60H +D+S.;;H +0.60D+U.60V✓+0.-6.O
-0.8241 k 0.0 ft -1.378 k-ft 9.0 ft -0.002696 k 0.0 ft
Min +D+S+H +O.60D+0.6OWF0.60H +D+S+H
2 -0.01384 k 1.0 ft 0.2996 k-ft 0.0 ft 0.5992 k 0.0 ft
Max +0.60D+0,70E+0.60H +D+S+h' +D+S+H
-0.1902 k 0.0 ft -0,2996 k-ft 1.0 ft 0.06238 k 0.0 ft
Min +D+S+H +D+S+H +p 60D+0.70E+0.6DH
3 I -0.07043 k 9.0 ft 0.0 k-ft 0.0 ft 0.1535 k 010 ft
Max � +O.GOD+D70E+0.60H +D+Fi +D+0.6OVi�+N,
Michael L.Schemmer,P.E. Project Title: HCI-Carport and Shed
2032 N Avenue,Unit A Engineer: Michael L.Schemmer,P.E. Project ID: 2015-1062
Anacortes,WA 98221 Project Descr: Lateral and Gravity Analysis
(360)941-1607
mispe.structures@yahoo.com
Prirded:25 MAR 2015.Sa7AIJ�
Fife=c:lUserslOwnerIDOCUME-11ENERCA-11205ED4-1.EC6
2-D Frame Analysis ENERCALC.lNC.19t33.2615,Build:6.15.1.1$Y6f:G.75.1.19
KVV-06010145 Licensee: Michael L.Schomiller, P.E.
Description: 10'fall x 20'wide carport
Extreme Member Forces
L ad 3sT= Siw}Z`:[#i-i?i:l st.Xlnlum values am!Wed
Mmbr Label Axial Distfrom"I"Joint Moment Distfrom"I"Joint Shear Distfrom"I' Joint
-0.7177 k 0.0 ft -1.381 k-ft 9.0 ft 0.000296 k 0.0 ft
Min -t-D+S+h; 1-D+0.60W+H f a 6OD+0.7 0E+0.60H
4 -0.01296 k 1.0 ft 0,2506 k-ft 1.0 ft 0.04814 k 0.0 ft
Max +0.600+0.60'10v+0.60H +D+S+H +0,60D+0.60WV 0.60H
0.1826 k 0.0 ft -0.2506 k-ft 0.0 ft -0.5011 k 0.0 ft
Min +D+S+H +D.,.S:-H "+i~r�S+r;
5 Max 0,6048k 2.062 ft 0.2425k-ft O.Oft I 0.3272 k 0.0 ft
0.005602k 2.062 ft I 0.1478 k-ft 2,062ft I 0.01096 k 2.062 ft
Min +0.600+O.60tiV+0.60r I +DrS+H +0.60D) 0.70F4-0,60H
6 -0.009818k 0.0 ft I 0.8781 k-ft 0.0 ft I 0.4892 k 0.0 ft
Max +0.600+C.60'i�+O.BtiH -D+S+u
0,1251 k 0.0 ft I 0.8544 k-ft 4.123 ft 0.02139 k 4.123 fl
Min +u'+-S :+ i•DI-S•,H +0.60+0,601,140.601-i
7 0,04941 k 0.0 ft 0.1919 k-ft 0.0 ft 0.2479 k 0.0 ft
Max +0.ti0 D+n.60'A%a-0.60H •+G"S-�H +D+S+H
0.7321 k 0.0 ft -0.07795 k-ft 1.851 ft -0.1006 k 4.123 ft
MinI +11+C+,i-j 7-Ll+�+rf yJ,�+iu
8 I 0.04677 k 0.0 ft ( 0,1777 k-ft 4.123 ft 0.2147 k 0.0 ft
Max +ti.GOJ f +v. ! i +D +H fD+S+
-Or=�O.aGH +S
-0,7036 k 4.123 ft I -0,08894 k-ft 1.599 ft ( -0.1338 k 4.123 ft
Min +D•FS+� +�,+S +,,;+��u
9 -0.008980k 0.0 ft j 0.7873k-ft 4,1231 t -0,009443 k 0.0 ft
Max +0.ti,?7+0.70E_s-O.60ri S+Y
-0.1919 k 4.123 ft 0.7636 k-ft O.0 ft I 0,3860 k 4.123 ft
Min +D-Or.75;,t1+0,750S+0.125ni V+H +0+S+H +D+S+H
10 0.5115 k 0.0 ft 0.2104 k-ft 2.062 ft 0.01670 k 0.0 ft
Max +D+S+H +D+S+H +0.60D+0.601440.60H
-0.04984k 2.062 ft ` -0.1157 k-ft 0.0 ft -0.2960 k 2.062 ft
Min +6.60D'+0.60VJ+0.60H I +D+S+H +D+S+H
11 -0.02534k 2.50 ft I 0.1549 k-ft 0.0 ft I 0.1257 k 0.0 ft
Max
-0,8467k 0.0 ft I 0.1525 k-ft 2,50 ft I 0.01001 k 2.50 ft
Min +D+S+H +D+S+H +0,60D+0,70E+C.6'GH
12 -0.07973k 0.0 ft 0.1296 Vt 2.50ft 0,008822 k 0.0 ft
Max +0.60D+C,70E+0.60H -+D+S+H +M6OD-0.60W40.60H
-0.7090 k 2.50 ft I -0.1273 k-ft 0.0 ft -0.1056 k 2.50 ft
Min •+D+g+H +J_`S+H
13 I 0.6474k 0.0 ft I 0.03735 k ft 8.0 ft 0.01095 k 0.0 ft
Max I +D+S+ia +D,-S+H +0.60D+0.7OE+0.60H
-0.08079k 0.0 ft I -0.01307k-ft 1,959ft -0,01681 k 8.0 ft
Min I +0.60D+0.60VV+0.60!i :D+S�i; D+S+H
Member Stress Checks... Stress Checks per A ISC 360.10 St NDS 2012
Member Section Max.Axial+Sending Stress Ratios Max.Shear Stress Ratios
Label Laiei Material
Load Combination Ratio Status Dist (ft) Load Combination Ratio Status Dist (ft)
1 I Grouo Steel l +D+0.60W+H 0.943 PASS 9.00 +0.60D+0.60W+O.6OH 0,021 PASS 0.00
2 Group Steel +D+S+H 0.207 PASS 0.00 +D+S+H 0.081 PASS 0.00
3 Group Steell+D+0.60W+H 0.947 PASS 9.00 +D+0.60W+H 0.021 PASS 0.00
4 Group Steels +D+S+H 0.173 PASS 0.00 +D+S+i-! 0.068 PASS 0.00
5 Group Steel +D+S+H 0.175 PASS 0,00 +D+S+H 0.044 PASS 0.00
6 Group Steel l +D+S+H 0.597 PASS 0.00 +D+S+H 0.066 PASS 0.00
7 Group Steel +D+S+H 0,119 PASS 0-00 +D+S+H 0.034 PASS 0.00
8 Group Steel +D+S+H 0.136 PASS 4.12 +D+S+H 0.029 PASS 0.00
9 Group Steel +D+S+H 0.535 PASS 4,12 +D+S+H 0.052 PASS 4.12
10 Group Steel; +D+S+H 0.151 PASS 2,06 +D+S+H 0,040 PASS 2.05
11 Group Steel +D+S+H 0.124 PASS 0.00 +D+S+H 0,017 PASS 0.00
12 Group Steel +D+S+H 0,104 PASS 2.50 +D+S+H 0.014 PASS 2.50
Michael L.Schemmer,P,E. Project Title: HCI-Carpurt and Shed
2032 N Avenue,Unit A Engineer: Michael L.Schemmer,P.E. Project ID: 2015-1062
Anacortes,WA 98221 Project Descr: Lateral and Gravity Analysis
(360)941-1607
mlspe.structures@yalioo.com
Printed:25 MAR 2.0M 4:57N4
3 Analysis File=c:IUserslOwnerkDOCUME-11ENERCA-11205ED4-1.EC6
ENERCALC,INC.1983-2015,Build:6.15.1.19,Ver:6.15.1.19 11
1.1 1
Description: 10'tall x 20'wide carport
Member Stress Checks... Stress Checks per RISC 360.10&NDS 2012 `
Member Section Material Max.Axial+Bending Stress Ratios Max.Shear Stress Ratios
Label Label Load Combination Ratio Status Dist (ft) Load Combination Ratio Status Dist (tt)
13 Grouo Steell +D+S+H 0.038 PASS 8.00 +D+S+H 0.002 PASS 8.00
Michael L.Schemmer,P.E. Project Title: HCl-Carport and Shed
2032 N Avenue,Unit A Engineer: Michael L.Schemmer,P.E. Project ID: 2015-1062
Anacortes,WA 98221 Project Descr: Lateral and Gravity Analysis
(360)941-1607
mispe.structures@yahoo.com
Primed:2..5 MAN 2015,519AM
2ug� Frame ���� SIS File=c:lUsersiOwnerIDOCUME-1IENERCA�-1k205ED4-i.EC6
60 y INC.1902014 Build:6.15.1.19,Ver.6.15.1.19
Description: 10'tali x 20'wide shed
0 0,135kM_>0.155 f 1361d1->0.MW
a o.136krr-> . 36 H 2.37 S-1-375x0.1 5 o&ku-> .,35krt
T. SS .375x0.125 .J
0.135rat->01 S$2.3 X 39iQ1->n.,35k1r
2§
HSS 1 5 t-(SS .125
HSS 2 1154.125 HSS 2.8 5x0,125
1 2
Joints...
Joint Joint Coordinates Joint
Label X fl X Translational Restraint Y Translational Restraint ( Z Rotational Restraint ' Tdemp
ft en
L__ r. --- FF
1 0.0 0.01 Fixed I Fixed 0
2 20.0 0.0 Fixed Fixed 0
3 0.0 9.0 Fixed 0
4 I 0.0 10.0 Fixed 0
5 20.0 9.0 Fixed 0
6 20.0 10.0 Fixed 0
7 2.50 10.630 Fixed 0
8 6.0 11.50 Fixed 0
9 10.0 12.50 Fixed 0
10 14.0 11.50 Fixed 0
11 17,501 10,630 Fixed 0
Members...
Member Endpoint Joints I Member Releases Specify Connectivity of Member Ends to Joints
Property Label Length I End J End
Label p �Y i Joint J Joint I n x y z (rotation) x y z (rotation)
1 HSS 2.875x0.125 1 3 9.000 Fixed Fixed Fixed I Fixed Fixed Fixed
2 HSS 2.375x0.125 3 4 1.000 Fixed Fixed Fixed Fixed Fixed Fixed
3 HSS 2.875x0.125 2 5 9,000 Fixed Fixed Fixed Fixed Fired Fixed
4 HSS 2.3754.125 5 6 1.000 Fixed Fixed Fixed Fixed Fixed Fixed
5 HSS 2.3750.125 4 7 2.578 Fixed Fixed Fixed Fixed Fixed Fixed
6 HSS 2.3750.125 7 8 3,607 Fixed Fixed Fixed Fixed Fixed Fixed
7 HSS 2.3750.125 8 9 4.123 Fixed Fixed Fixed Fixed Fixed Fixed
8 HSS 2.3754.125 9 10 4.123 Fixed Fixed Fixed Fixed Fixed Fixed
9 HSS 2,375x0.125 10 11 3.607 Fixed Fixed Fixed Fixed Fixed Fixed
10 HSS 2.3750.125 11 6 2.578 Fixed Fixed Fixed Fixed Fixed Fixed
11 HSS 2.375x0.125 3 7 2,984 Fixed Fixed Fixed Fixed Fixed Fixed
12 HSS 2.375x0.125 11 5 2.984 Fixed Fixed Fixed Fixed Fixed Fixed
13 HSS 2.375x0.125 8 10 8.000 Fixed Fixed Fixed Fixed Fixed Fixed
i
Michael L,Schemmer,RE, Project Title: HCI-Carpurt and Shed
2032 N Avenue,Unit A Engineer: Michael L.Schemmer,P.E. Project ID: 2015-1062
Anacortes,WA 98221 Project Descr, Lateral and Gravity Analysis
(360)941-1607
mispe.structures@yahoo.com
minted:25 SnAR F15.5:19AM
2-® Frame Analysis File=c:lUsersl0wneADOCUME-11ENERCA-1i205ED4-1.EC6
ENERCALC,INC.19a2015,Build:6.15.5.19,Ver6.15.1.19
KVJ-06010145
Description: 10 tall x 20'wide shed
Member Stress Check Data...
Member Unbraced Lengths Slenderness Factors RISC Bending&Stability Factors
Label ! Lu:z ft Lu:y L K:z K:y ' Cm Cb
1 9.000 9,000 1.00 1.00 1.000 1.000
2 1.000 1,000 1.00 1.00 1.000 1,000
3 9.000 9,000 1.00 1.00 1,000 1.000
4 1.000 1.000 1.00 1.00 1,000 1.000
5 2.578 2.578 1.00 1.00 1.000 1.000
6 3.607 3.607 1.00 1.00 1.000 1.000
7 4,123 4.123 1.00 1.00 1.000 1,000
8 4.123 4,123 1,00 1.00 1.000 1.000
9 3.607 3.607 1.00 1.00 1.000 1.000
10 2.578 2,578 1.00 1.00 1.000 1.000
11 2.984 2.984 1.00 1.00 1.000 1.000
12 2.984 2,984 1.00 1,00 1.000 1.000
13 8.000 8,000 1.00 1.00 1.000 1.000
Materials...
Member Youngs Density Thermal Yield
Label ksl kcf in/degr ksi
Default 1.00 0.000 0.000000 1.00
Steel 29,000.00 0.490 0.000650 50.00
Nlood 1,800,00 0.350 0.000000 0.00
Member Sections...
Prop Label Group Tag Material Area Depth Width ixx lyy I
Default Grouo Default 1.0 in^2 0.0 in 0.0 in 1.0 in"4 1.0 inA4
HISS 2.375xO.125 GrouD Steel ! 0.8230 in12 2.375 in 2.375 in 0.5270 in'4 0.5270 in14
HISS 2.875x0.125 Group Steel f 1.010 inA2 2.875 in 2.875 in 0.9580 in"4 0.9580 inA4
Member Distributed Loads....
N:}ri' Li]at S idD C1 i.l 1C:i.) i Y` :7:)':'SrrlVr`i?;O V.
t;S
Load Extents
Member Load i Start Load Magnitude
Label Direction End ft Dead Roof Live Live Snow Seismic Wind Earth
fobaH $-Start Ma --0.0110 .-- 0:125G---- kffi
4.-E End Mao: 0.010 0,1250 k/ft
9 Global Y 0.0 Start Mao: 0.010 0.1250 k/ft
3.607 End Mao: 0.010 0.1250 k/ft
10 Global Y 0.0 Start Mao: 0.010 01250 k/ft
2.578 End Mao: 0.010 0.1250 k/ft
1 Global X 0.0 Start Mao: 0.0830 kift
9.0 End Man: 0.0830 k/ft
2 Global X 0.0 Stan Mao: 0.0830 k/ft
1.0 End Mao: 0.0830 k/ft
5 Global X 0.0 Start Mao: 0.0830 k/ft
2.578 End Mao: 0.0830 klft
5 Global Y 0.0 Start Mao: 0.010 0.1250 k/ft
2.578 End Mao: 0.010 0.1250 k/ft
6 Global X 0.0 Start Mao: 0,0830 k/ft
3.607 End Mao: 0.0830 klft
6 Global Y 0.0 Start Mao: 0,010 0.1250 k/ft
3.607 End Mao: 0.010 0.1250 k/ft
7 Global X 0.0 Start Mao: 0.0830 k/ft
4.123 End Mao: 0,0830 k/ft
7 Global Y 0.0 Start Mao: 0.010 0.1250 k/ft
I 4.123 End Mao: 0.010 0.1250 k/ft
Load Combinations... _ _ ASCE 7-10
Load Combination Group Self Wt Factors Load Combination Factors
Description Multiplier X Y Dead Hoof Live Live Snow Seismic Wind Earth
+D+N
+D+S+H 1.0 -1.0 1.0 1.0 1.0
+D+O 60W+H 1.0 -1.0 1.0 0.60 1.0
Michael L.Schemmer;P.E. Project Title: HCl-Carport and Shed
2032 N Avenue,Unit A. Engineer: Michael L.Schemmer,P.E. Project ID: 2015-1062
Anacortes,WA 98221 Project Descr: Lateral and Gravity Analysis
(360)941-1607
mispe.structures@yahoo.com
Printed:25 MAR 2015,5:19MA
Za� ����� Analysis
��' s9S File=c:lUsersl0wner�DOCUME-11ENERCA-11205ED4-1,EC6
y ENERCHLC,INC.18e32016,Build:6.15.1.1a Ver:6.15.1,19
t.t t a
Description: 1C'tall x 20'wide shed
'Load Combinations.., - - -- - ASCE 7.10
Load Combination Group Self'Wt Factors Load Combination Factors
Description Multiplier X Y Dead Roof Live Live Snow Seismic Wind Earth
+0+0.70E+H 1.0 - .0 1.0 .7 1.0
+D+0.750L+0.750S+0.450W+H 1.0 -1.0 1.0 0,750 0.750 0.450 1.0
+D+0.750L+0.750S+0.5250E+H 1.0 -1.0 1.0 0.750 0.750 0.5250 1.0
+0.60D+0.60VV+0.60H 1.0 -1.0 0.60 0.60 0.6D
+0.60D+0.70E+0.60H 1 1.0 -1.0 1 0.60 0.70 0.660
Extreme Joint Displacements8c Reactions ".�:ily _Gcai
Joint Displacements Joint Reactions
Joint Label X Y Z X Y z
in in Radians k k k-ft
1 0.0 0.0 0.001624 0.007738 1.474
Max, +0.6 OD-0.60iV+0.6GH +0.60D+0.600,40.50H +D+S+H +D+,S+H +D+S+H
0.0 0.0 -0.09246 -0.5898 0.1153
Min A•D+,;+H,, +D'+S+H +0'.60D+0.60'vv+0.o"0H +0.60+0.60VVv USOH +0.6OD-r0.60000.60H
2 0.0 0.0 -0.000123 -0.000588 1.474
Max +D+0.60'N+H +0,60D+0.70E+0.60H 060D+0.70Ei-0.60H +0.SO0-i-0.7OE+0.6OH +D+S+H
0.0 0.0 -0.08853 -0.4217 0.1440
Mi,n, +0.8OD4-0.70E+0.60g '-G'+S.,.H +D-O-60VJ'-H +D+0.60V!1-:. --0,6OD+0.70E+O.60H
3 6.375 -0.000368 0.0 3.441
Max +0.6OD+0.6OW-L0.60H +0.60D+0.6011-1+0.60r, +0.60D+0.70c-n H --Di•0.60Vt-+i-1
-0.1170 -0.005377 0.0 0.08231
Min +D+S+ ` +Di SIN +D+O 6OVI,414 I +0.60D+O. 0%+0.60 1
4 6.376 -0.000380 0.0I 1.287
10ax '0.60D+0.601A/+0.60H -0.60J+0.60i440.60H +i,.o"OD+0 76E+ ,6nH; +pYa+ia
-0.1021 -0.005439 0.0 0.09609
Min +rJ+S+Hi .rD+S+H D+ E H i-0.6ODA-0.70E-i-0.6On'
5 6.374 '-0.0004i4 0 r0.h >>+ E�
.0 J'> 3.939
Max +D+0.6011%+h +0.6OL 0.70E 0,6O1 + i+
0.008889 -0.005377 0.0 -1.072
Min +0.E0D+0.7OE+0.6011 +D+S+H +0,600+0.601/1+0.60H +D S+h'
6 6.376 -0.000478 0.0 0-1478
Vax +D-G.6i1V 1+H +0.6QD+0 70E+0,60H D+S+ 1 +O.i300>O.66Vv+0.60H
0,007772 -0.005439 0.0 ' -1.287
r' r + �t +D4-'+H +O.SOi+U.S03�-'0.80%-% -o-D+S41
0.60D+0.70E 0.6.,H J
7 6.377 -0.004340 0.0 2.294
Max +0.6OD+0,601t✓+0.60H +0.GOD+0.70E+0.60H 40,60D40.6'JJJ+0,60r1 431 +S+H
-0.08715 -0.05671 0.0 0.08224
Min +D+S+H +DsS•+H +L vS+H +0.0Q}r0 0W,?.60,
8 6,377 -0.006202 0.0 1.559
Max +O.GO&+0.60EV+0,60H +0.60+0.600/+6.60H +O.E0i7E0-60Vi/'0.6OH +D+u`I'
-0.002052 -0.4006 0.0 -0.01586
Min +060D 06Wt'iO.60h'
+D+S+H +D+g;.,y at,Sr. �H
9 6.375 0.003236 0.0 0.0
Max
D4-0.601(V+H +0.60+600K40.60n +D+0.6OW-41 +D+S+.k2
0.0 -0.4179 0.0 -0.06748
Min +D+S+H +D+S+Iy -G+r,,iiQlt'ri-
10 6,376 0.009507 0.0 -0.02847
Max +D+O.6OV+H +0-60IJ+0.6O141+0.6OH +D+S+H O.jOil t,.iO t ;!.60ri
0.000131 -0.4006 0.0 -1,559
Min +0.06 D+0.70E+0.6OH +D+S+H
11 6.377 0.004395 0.0 0.09786
Max +D+0.60VV+H +1.6OD+O.6OVV+0.60H +i+S+H +Q r01i v.5(Jv9%0.60
0.006644 -0.05671 0.0 -2.294
Min +G.&OD+0.70E+0.60H +D+$+ +0,60D+060ttv+060hi t-0+3*H
Extreme Member End Forces Only Load ' +I giving Ii1Z^I M
"rt;
Member"I"End Forces Member"J"End Forces
Member Label Axial Shear Moment Axial Shear Moment
k k k-ft k k k-ft j
0.5898 u.v -o.u343� u.100✓138
Mex +O+S+H +0-600+0.60K1+060H.+0,750'-E-0.75OS+0.4,5UN+ +0.60D+0.60K1+0.60H +D+S+H +0.60D+0.S0V✓+0.601-1
Michael L.Schemmer,P.E. Project Title: HCI-Carpurt and Shed
2032 N Avenue,Unit A Engineer: Michael L.Schemmer,P.E. Project ID: 2015-1062
Anacortes,WA 98221 Project Descr: Lateral and Gravity Analysis
(360)941-1607
mispe.structures@yahoo.com
Printed:25 b1AR 2015,5-19&M
2-D Frame Analysis File=c.lUsersi0wnerlDOCUME-11ENERCA-IQ05ED4-1.EC6
y ENERCALC.!NC-1989-2015,BWW 6.151-19,Ver.6.15.1.19
Description: 10'tali x 20'wide shed
Extreme Member End Forces - - Oniv Luau'Combjr>atk)nt Diving n;axlrnum values are I+ste.t
Member"I"End Forces Member"J"End Forces
Member Label Axial Shear Moment Axial Shear Moment
k k k-ft k k k-ft
1 0.1153 -0.007738 0.0 -1.443 -0,1416 -0.06965
Min +0.60+0.60'Wd 0.60H +D+S+H +0.60D+0.601,V+0.60H +D+S+H 4.60D+0.60MJ+0.60H +D+S+H
2 0.1247 1.574 0.7870 -0.007150 -0.1185 0.7870
Max +D+S+" +D+S+H +DFS+H +0.60D+0.70E+0.601.1 +0.60 i+D.70F_,O.60N, +D+S+h'
2 0.009951 0.1185 0.05927 -0.1219 -1.574 0.05927
Min +0.60D+0.7OE+0.60H +0.60D+0.70E+0,60H +0.60D+0 70E+0.60H +D•FS+H +D+S+?-I +0.600+0,70E+0.60h
3 1,474 0,4217 0.0 -0.1131 -0.000588 3.795
Max +D+S+H +D+0.6014/-tH +0.60D+a60V1+0.60H +O.BOD+070EFD.60H -0.60D+D.70E+0.60i-i 0 q0.60VV+;-i
3 0.1440 0.000588 0.0 -1.443 -0.4217 0.005293
Min +0.60D+0.70E+0.601-1 +0.60D+0.7OE4-0.60H +D+0.60W+H +D+S+H +D+0.60 V+H +U60 0.70E+0.60H
4 0.1247 0.2217 0.1109 -0.007150 1.574 0.1109
Max +D+S+H 0.60D+0.60W+0.60H +0.60D+0.60'✓1+0.60H +0.6OD+0.ME-0.60H +[J+S+TU +0.BroD 0l60W+0.60H
4 0.009951 -1.574 -0.7870 -0.1219 -0.2217 -0.7870
Min +0.60D+0.70E+0.60H +D+S+H +D+S+H +D-FS+H +0.600,+0.60W+0.60H +D+S+H
5 -0.1132 0.5028 0,5002 1.583 -0.001590 0.3621
Max +0.60D+0.70E+O.60H 4•D+S+H +04-S+H +D+S+H +0.604-0.60!1f+0.60H +D+S+,H
5 -1.497 0.03590 0.03682 0.01106 -0.1583 0.02499
Min +D+S+H +O.60D4-0.70E+0.60h' +0.60D-0.70E+O.60H +0.60D+D-60V/+O.60H +D+S+H +O.SOC�fL601A/+0.80 !
6 0.2672 1.043 1.590 -0.01203 0.03389 1.30
Max +D+S+H +D+S4-H +D+S+H +0.60D40.70E+0.60H +0.60D+ .60W+0.60F! +D+,S+H
6 0.01968 0.04023 0.0280 -0.2662 -0.5604 -0.01656
Min 4-0.60D+0.7OE+0.60h1 +0.60D+0.601V+0.60H +0.600+0.60W+0.6OH .75ULi•0.750S+0.4501r1-F +D+S+H +10.60D+O,60VY+0.60H
7 1,135 0.3018 0.2434 -0.06371 0.2494 -0.008647
Max +O+S+H +D+S+H +D+S4-H +0.60D-0.70E+0.60H +D+S+i-I +0.60D+0.7OE+0.60i-1
7 -0.06621 0.01927 -0,001209 -0.9976 0.01593 -0.1429
Min +0.600+O.60W+0.60H +0.60D+0.70E+0.60H +0.60D+O.60iVV+O.6OH +D+S+hI +0,60D 0.70E+0.60H+G.750-1+0.750S+0.450VV,'
8 0.9976 0.2494 0.1354 -0.07252 0.3018 -0.01554
Max +D+S+Y, +D+S+h1 +D+S4 H +0.60D4-0.70E+0.60H +Dj:S+H +0.500+0.7 0E+0.60H
8 0.06371 0.007924 -0.007854 -1.135 0.01927 -0,2434
44iri +-0.60D+0.70E+0.50H +0.60D+0.60W+0.6OH +0.60D+0.60'V1+0.60H +D+S+H +0,60D+0.70E+0.60H +D+S+H
9 0.4316 0.02776 0,03154 -0,01968 1.043 0.01303
Max +D+0.60144H, -o0.60D+;.60V1+0.60Iq +0.60D+0.6001+0.601H +1.6OD+0.70E+0.60H +D+S+H +0.60 1--u.60,A4D.60H
9 0.01203 -0.5604 -1.30 -0.5188 0.003043 -1.590
Min +0.60D+0.70E0.60H +D+S+H +D+S+H 4 0.150L+0.750S+0A50K1+ +06OD+p,60W+0.60H +D+S+H
10 0.2177 0.04334 0.04641 1.497 0.5028 0.03696
Max +0.60D+0.60VV+0.60H +0.60D+0.60141+0 60H +0.60D+0.6014/+0.60H +;D+S+H +D+S+H +0.60 1-0 60W+0.60H
10 -1.583 -0.1583 -0.3521 -0.2233 -0.02133 -0.5002
Min +D+S+H +D+S+ ' +D+S+H '-0.60+0.60VW+0.60-H +0.60D+0.60W+0.60H 4-D-FS+-H
11 2.045 0.2402 0.3549 -0.06818 -0.01432 0.3515
Max +D+S+H +D+S+H +D+S+H +0.60D+0.60W+0.60H -0.60D+0.70E+0,60H +D+S-FH
11 0.07274 0.02133 0.02834 -2.040 -0.2332 0.02486
Min +0.60D+0.60VV+0.60H -r0.60D+0.70E+0.60H +0.60D+0.70E+0.60H +D+S+H +D+S+H 40.60&40.70E+0.60hi
12 2.040 0.02808 0.03842 -0.1561 0.2402 0.03494
Max +D+S+H +C.60DA-0.60LN+0.60H i-n.60D+0.6OW+0.60H +0.60D+0.70E+0.60H +D+S4-H OHI
12 0.1515 -0.2332 -0.3515 -2.045 -0.02108 -0.3549
Min +0.60D+0.70E4-0.60H +D+S+H +Dl,5+1-I +D+S+H +0.60D+0.60W+0.6DH +D+S+r-1
13 0.2871 0,01120 0.01494 1.021 0.01446 -0.01494
Max +0.60D+0.60W+0.60H +D+S+H +0.60D+0.70E+0.60H -D+S+ii +D+0.60VI+H +D+S+H
13 -1.021 0.007946 0.001910 -0.2871 0.01120 -0.02796
Min +D+S+H •FD+0.60W+H +D+0.6014+H +0.60NO.60%Vi-0.60H +DFS+H +0.600' 0.60V1+0.60H
Extreme Member Forces Only Load Combinations giving rn x':murn values are li_ed
Mmbr Label Axial Dist from"I"Joint L Moment Dist from"I"Joint Shear Dist from"I"Joint
1 -0.08439 k 9.0 ft I 0.06965 k-ft 9.0 ft 0.5898 k 0.0 ft
Max +0.60D+0.60L4/+0.60H +D-FS4•H +060D O-BOVV+0.60H
-1.474k 0.0 ft 3.292 k-ft 9.0 ft -0.007738 k 0.0 ft
Min +D+S+H I +-0.60D+0.60W+0.60H +D+S, '
2 -0.007150 k 1.0 ft I 0.7870 k ft 0.0 ft 1.574 k 0.0 ft
Max +0.60D+D.70E+0.60h' 4-D-FS4-N• +D+S+H
-0.1247 k 0.0 ft I 0.7870 k-ft 1.0 ft 0.1185 k 0.0 ft
Min +D+S+H + 4S+h' +0.60D+0.70E+0.65014
Michael L.Schemmer,P.E. Project Title: HCl-Carport and Shed
2032 N Avenue,Unit A Engineer: Michael L.Schemmer,P.E. Project ID: 2015-1062
Anacortes,WA 98221 Project Descr: Lateral and Gravity Analysis
(360)941-1607
misp®,structures@yahoo.com
P(Inlea 25 NAR 2018.5:19AM
2-� Frame Analysis File=c:IUsersl0wnertDOCUME-11ENERCA-11205ED4-1.EC6
ENERCALC.INC.1983-2016,BOINA15.1.19,ver:6.15.1.19
Description: 10'tali x 20'wide shed
Extreme Member Forces Only Load'Con'i`Wncf on' giving maxiYow-Y:Values am It ks;0
Mmbr Label Axial Dist from"I"Joint Moment Dist from"I"Joint Shear Dist from"1°Joint
3 -0.1131 k 9.0 ft 0.0 k-ft 0.0 ft 0.4217 k 0.0 ft
Max +G.60D+0,70E+0.60H +()+h +D+0.6OVV!-H
,474k 0.0 ft -3,795 k-ft 9.O ft 0.000588 k 0.0 ft
Min +D+S+H +D+0.6GN+.H +0.60i+0.70E40.60H
4 -0.007150 k 1.0 fit 0.7870 k-ft 1.0 ft 0.2217 k 0.0 ft
Max +0.60rW 70E+0.60H +151-S+H +0.60D+0.60VL40.60H
-0.1247 k 0.0 ft -0.7870 k-ft 0.0 ft -1.574 k 0.0 ft
Min +p+S+H +D+S+H +-U+S+i•i
5 1.583 k 2.578 ft 0.5002 k-ft 0.0 ft 0.5028 k 0.0 ft
Max +D+S+H +p+S+H +D+SOH
0.01106k 2.578 ft -0.3521 k-ft 2.578ft 0.001590 k 2.578 ft
Min +0.60D+0-.60W+0.60H +D+$+H +0.50Dr €1OR40.601-1
6 -0,01203 k 3.607 ft 1.590 k-ft 0.0 fit 1.043 k 0.0 ft
Max +0.60•D+0.70E+0.60H +D+S+H +D+S+H
-0.2672 k 0.0 ft -1.30 k-ft 3.607 ft I 0.03389 k 3.607 ft
Min +D+S+H +D+S+H +0.60D+0.60W+0.60H
7 0.05621 k 0.0 ft 0.2434 k-ft 0.0 ft 0.3018 k 0.0 ft
Max +0.60D+O.&OK/+0,50H
i -1.135 k 0.0 ft I -0.09725 k-fl 2.272 ft 0.2494 k 4.123 ft
Min +D+S+H +D+S+H +D+S+H
8 0.06371 k 0.0 ft 0.2434 k-fl L'rs I� 4.123 ft 0.2494 k TD- FF 0.0 ft
Max + 60G+C.70E+0.60;,
-1.135 k 4.123 ft -0,09725 k-ft 1.851 ft -0.3018 k 4.123 ft
Min +}I S+i +D).13+H I +D+✓+H.
9 { -0.01203k 0,0 ft 1.590 k-ft 3.607ft I 0,02776 k 0.0 ft
0.7CE+ a-i,+S+H +O.GUD+G.GOl +0.6CiH
Max +0.60[��G G.60H
-0.5188 k 3.607 ft -1.30 k-ft 0.0 ft I -1.043 It 3.607 ft
Min +D+0.750L+0.7 50S+G.4501N+H +D+S+h,
10 1.583k 0.0 ft 0.5002k-ft 2.578 ft I 0.04334 k 0.0 ft
Max +D+S+H +D+S-0- +0.6GD+0.60i%d+0.60
{ -0,2233k 2.578 ft -0.3521 k-ft 0.Oft -0,5028 k 2.578 ft
Min I +0-60D+0.601W'+0.6OH +D+S+H •�D+S+H
11 I -0.06818 k 2.984 ft 0.3549 k-ft 0.0 ft 0.2402 k 0.0 ft
Max 1.0.60D r0.60W-(-0.60H D+S�+ +D+S,H
1I -2.045 k 0.0 ft -0.3515 k-ft 2.984 ft i 0.01432 k 2.984 ft
Min ; +D+S+H +D+S+H +0.60D+0.70E+0.60H
12 0.1515k 0.0 ft 1 0.3549 k-ft 2.984 ft 0.02808 k 0.0 ft
Max
+0.60E+0.70E+0.60H I +D+S+H +0.6UD+0.600140.60H
2.045 k 2.984 ft -0.3515 k-ft 0.0 ft -0.2402 k 2.984 ft
Min +D+S+[';' +D+S+H +G+S+i-f
13 1.021 k 0.0 ft 0.02796 k-ft H ft 0.01120 k 0.0 ft
Max +D+S+H +(160D+0-60VV+J. 0H +D+S+[f
` -0.2871 k 0.0 ft -0.009356 k-ft 2.776 ft I 0.01446 k 8.0 ft
Min I +0.60+0-601/140.60H +D+O.SOi-40P +D+0.60W+H
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GROUND ANCHOR D
NOTES: 1) ALL MATERIAL
GALVANIZED PIPE
TUBE FRAME SECTION END WALL PROFILE 2) DETAIL REFLEC
NOTE: ALL MATERIAL IS 10-GA. 2-3/8" GALVANIZED DOUBLE REBAR A
PIPE UNLESS OTHERWISE NOTED
26-GA METAL WALL PANEL
#14 STITCH SCREW
26-CA JAMB TRIM
#14 STRUCTURAL SCREW
16-GA GALV. 2" ANGLE
TUBE FRAME
COILING DOOR
CARPORTS FRAME OPENING ,( DETAIL
NOTE: ALL MATERIAL ISS 1 1D D-GA. 2-3/8"
GALVANIZED PIPE UNLESS OTHERWISE NOTED
RAFTER FRAME IS ONE SOLID UNIVERSAL RIDGE SECTION W/ 6" x 2" EMT
10-GA 2 3/8" GALVANIZED CONDUIT COUPLERS ATTACHED TO VERTICAL LEG
PIPE TO LEG W/ (2) #14 SELF DRILLING TEK5 HEX HEAD SCREWS
#14 S CLADDING ATTACHED W/#14 SELF DRILLING HEX HEAD SCREWS
HAUNCH UNIVERSAL EAVE SECTION W/
(2) 6" x 2" EMT CONDUIT
60% 2" x 16-GA GUSSET ATTACHED TO VERTICAL LEG
2 ATTACHED W/ (2) #14 SELF W/ (2) #14 SELF DRILLING
Z DRILLING HEX HEAD SCREWS HEX HEAD SCREWS
w= 36" x 2" x 16-GA GUSSET
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TUBE FRAME SECTION! END PROFILE TUB F
TUBE STEEL FRAME
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THIS PAGE
6 �4
- GROUND ANCHOR DETAIL
NOTES: 1) ALL MATERIAL IS 10-GA, 2-3/8" 5'-0"
GALVANIZED PIPE UNLESS OTHERWISE NOTED.
NQ WALL PROFILE 2) DETAIL REFLECTS A HURRICANE SYSTEM FEATURING
•A. 2-3/8" GALVANIZED DOUBLE REBAR ANCHORS FOR GRAVEL / DIRT GROUND. 6"" OVERHANG
3E NOTED (TYP)
26-GA METAI WALL PANEL TUBE FRAME
/-#11 STITCH SCREW
/ 26-GA JAMB TRIM 5^
#14 STRUCTURAL SCREW
16-GA GALV. 2" ANGLE
-`—#14 SELF TAPPING SCREW
TUBE FRAME (2) PER SIDE
COILING DOOR GAVL. STEEL SADDLE CUP W/
WELDED 2" RIGID CONDUIT STUB
FRAME OPENING JAMB DETAIL
NOTE: ALL MATERIAL IS 10-GA. 2-3/8"
GALVANIZED PIPE UNLESS OTHERWISE NOTED
FRAME CONNECTION DETAIL
—UNIVERSAL RIDGE SECTION W/ 6" x 2" EMT NOTE: ALL MATERIAL IS 10-GA. 2-3/6"
CONDUIT COUPLERS ATTACHED TO VERTICAL LEG GALVANIZED PIPE UNLESS OTHERWISE NOTED
W/ (2) #14 SELF DRILLING TEK5 HEX HEAD SCREWS
26-GA CLADDING ATTACHED W/
#14 SELF DRILLING HEX HEAD SCREWS
UNIVERSAL EAVE SECTION W/
(2) 6" x 2" EMT CONDUIT
x 16-GA GUSSET ATTACHED TO VERTICAL LEG
D W/ (2) #14 SELF W/ (2) #14 SELF DRILLING
FIEX HEAD SCREWS HEX HEAD SCREWS
8"
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(TYP)
T WELD
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38' - 20
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1 END PROFILE TUBE FRAME SECTION SIDE PROFILE
RESIDENTIAL ZONING
,
VERIFICATION APPLICATION
Department of Community& Economic Development
City of Arlington• 18204 59th Ave NE •Arlington, WA 98223•Phone(360)403-3551
II (Please allow 72 hours for review)
Project Address: f 1 S S 1 , �: :� ��.__.:s t!, Plat:
Owner/Applicant: V-,ek�
Address: 1 0 S . a ( City: State: Inr N Zip Code:9 ` 9)L-3
Phone: S' Email: )-,-I P 0 w-(0 tc . c
Describe Proposal (include cross street):
V, A- —t C v-i i —
Please check one: r° Single-family dwelling ❑ Duplex ❑ Addition 14 Accessory structure
1. Proposed Dimensions: W) / S L) a I H) TotaIS F)
3 S
2. Allowed Lot Coverage: Total Lot Size —) VtO SF x 35% col SF
3. Actual Lot Coverage: (SF of all structures') I _ _r?"qD (lot size) = I01•S %
4. Septic Tank? ❑Yes 0..No Private Well on Site? DI Yes 0 No
If so,please provide Snohomish County Health Department approval and indicate on site plan.
5. How many trees greater than 12" diameter will be removed? if any, please indicate on site
plan.
6. Appliances permanently connected to water service may require Cross-Connection-Control.
(Check all that apply)
U� Fire Sprinkler System L3 Medical Equipment
L) Lawn Sprinkler System Qj Livestock Drinking Tanks
LJDecorative Pond/FountainD Hot Tub
Re-circulating Heating System Swimming Pool
Other
Applicant Signature: Date: 3
This square footage should include the footprint area of all structures on the property including:house, garages, sheds, covered
patios, and decks permitted by the building code.
Rev 04/2013
�� �
ti �
r
Permit Information
Date 3/9/2017
Permit Number 1371
Project Name Knaus
Applicant Name Suzanne Knaus
Applicant Address 107 S.Stillaguamish Ave
City,State,Zip Arlington,WA 98223
Contact Suzanne Knaus
Phone 425-422-9885
Email s.knaus721@outlook.com
Permit Type ZON
Site Address 107 S.Stillaguamish Ave
Valuation 5900.00
Status Completed
Permit Issued
Permit Expires
Square Feet 315
Type of Construction/Occupancy Load
Number of Stories 1
Proposed Use New metal carport
Assigned To Kristin Foster
Property Information Owner Information
Parcel#:00541200000300 KNAUS SUZANNE P&RANDI B
KNAUS SUZANNE P&RANDI B 21202 89TH AVE NE
107 S STILLAGUAMISH AVE ARLINGTON,WA 98223-5003
Contractors
Contractor Name Primary Contact Phone Email Contractor Type License License#
HCI Steel Buildings ed Wheeler 360-403-4900 ed@hcjsteelbuildings.com 1CONTRACTOR I IHCISTSB864DE
Review
Date Type Description Target Completed Assigned Status
Date Date To
3/10/2017" ON No comments for this review for information only make sure that the 3/14/2017 3/10/2017 PW-Wat- Complete
water service supply line will not interfere with the new carport Gus Rev
3/9/2017 ZON No land use issues if carport is built in the same footprint. 3/14/2017 :3/9/2017 JAmy Rusko Fornplete
3/9/2017 ZON /14/2017 Kevin In
Review
3/9/2017 ON /14/2017 Marc Hayes
In
Review
3/9/2017 ZON No comments,LT /14/2017 /10/2017 R Admin Complete
3/9/2017 ZON /14/2017 PW-Sew- In
Rev Review
3/9/2017 ZON 3/14/2017 IRick Karns lComplete
:3/9/2017 'ZON �iH4/2017 Nova In
t eaton lReview
Notes
Date Note
3/9/2017 It has been determined per site visit that the new structure may be placed in the exact location as the existing
structure with no setback from the property line to the south.
Uploaded Files ( Upload File
Date File Uploaded B
3/9/2017 10"19�50 AM 1371 A. lication._df Foster, Kristin
3/9/2017 10:19:50 AM 1371 Aerial View. df Foster,Kristin
3/9/20171019:50AM 1371_Plans.pdf Foster,Kristin
3/9/2017 10 19:50 AM 1371 Existing Structure Photo,pdf Foster, Kristin
Date: 03/18/2026
Permit#: 1370
Permit Date: 03/09/2017
Review Date: 03/09/2017
Permit Type: ACCESSORY STRUCTURE
Review Type: ASSESSORY STRUCTURE
Target Date: 03/16/2017
Scheduled Time: 00:00
Completed Date: 03/13/2017
Description: approved with red lines.
Review Status:
Assigned To: z.Rick Karns
Time In: 00:00
Time Out: 00:00
Hours: 0.0
Property Information
Parcel#: 00541200000300 KNAUS SUZANNE P&RANDI B
KNAUS SUZANNE P& RANDI B 21202 89TH AVE NE
107 S STILLAGUAMISH AVE ARLINGTON, WA 98223-5003
Zoning: I I I Single Family Residence -
DetachedLot: Block:
Permit#: 1370
Permit Date: 03/09/17
Permit Type: ACCESSORY STRUCTURE
Project Name: Knaus
Applicant Name: Suzanne Knaus
Applicant Address: 107 S. Stillaguamish Ave
Applicant, City, State, Zip: Arlington,WA 98223
Contact: Suzanne Knaus
Phone: 425-422-9885
Email: s.knaus721@outlook.com
Scope of Work: Replace existing carport with new 15' x 2 F metal carport
Valuation: 5900.00
Square Feet: 315
Number of Stories: 1
Construction Type:
Occupancy Group:
ID Code:
Permit Issued: 03/14/2017
Permit Expires:
Form Permit Type:
Status: COMPLETE
Assigned To: Kristin Foster
Property
Parcel# Address Legal Description Owner Name Owner Phone Zoning
00541200000300 107 S STILLAGUAMISH KNAUS SUZANNE 111 Single Family
AVE P&RANDI B Residence-Detached
Contractors
Contractor Primary Contact Phone Address Contractor Type License License#
HCI Steel Buildings Ted Wheeler 360-403-4900 17833 59th CONSTRUCTION HCISTSB864DE
Avenue NE,#C CONTRACTOR
Inspections
Date Inspection Type Description Scheduled Date Completed Date Inspector Status
04/14/2017 C20.BUILDING 04/14/2017 04/14/2017 z.Rick Karns Approved
FINAL
Plan Reviews
Date Review Type Description Assigned To Review Status
03/09/2017 ASSESSORY STRUCTURE BUILDING
03/09/2017 ASSESSORY STRUCTURE Marc Hayes
03/09/2017 ASSESSORY STRUCTURE approved with red lines. z.Rick Karns
Fees
Fee Description Notes Amount
Building Plan Review Table 4-2 $114.65
Building Permit Table 4-1 $176.39
Processing/Technology $25.00
State Surcharge- 1 st DU Residential- 1 st Unit $4.50
Total $320.54
Attached Letters
Date Letter Description
03/14/2017 Building Permit
Payments
Date Paid By Description Payment Type Accepted By Amount
03/09/2017 Suzanne Knaus Check#5161 Kristin Foster $114.65
03/14/2017 Suzanne Knaus Check#5166 Kristin Foster $205.89
Outstanding Balance $0.00
Uploaded Files
Date File Name
03/14/2017 2155226-1370 Issued Permit.pdf
03/09/2017 2146904-1370 Plans.pdf
03/09/2017 2146905-1370 Aerial View.pdf
03/09/2017 2146906-1370 Application.pdf
03/09/2017 2146907-1370 Existing Structure Photo.pdf