HomeMy WebLinkAbout1525 FARADAY AVE; 100; CBC2022-0292; PermitBuilding Permit Finaled
(City of
Carlsbad
Commercial Permit
Print Date: 09/26/2022
Job Address:
Permit Type:
Parcel#:
Valuation:
Occupancy Group:
#of Dwelling Units:
Bedrooms:
Bathrooms:
Occupant Load:
Code Edition:
Sprinkled:
Project Title:
1525 FARADAY AVE, # 100, CARLSBAD, CA 92008-7371
BLDG-Commercial Work Class:
2121302700 Track#:
$2,400.00 Lot#:
Project#:
Plan#:
Construction Type:
Orig. Plan Check#:
Plan Check#:
Description: 2.88KW ROOF MOUNT SOLAR -6 MODULES
Property Owner:
Cogen
EMERALD LAKE CORPORATE CENTRE LP
1525 FARADAY AVE, # 100
CARLSBAD, CA 92008
FEE
SB1473 -GREEN BUILDING STATE STANDARDS FEE
SOLAR-COMMERCIAL: per kW
STRONG MOTION -COMMERCIAL (SMIP)
Total Fees: $619.67 Total Payments To Date: $619.67
Permit No: CBC2022-0292
Status: Closed -Finaled
Applied: 08/12/2022
Issued: 08/16/2022
Finaled Close Out: 09/06/2022
Final Inspection: 09/06/2022
INSPECTOR: Alvarado, Tony
Contractor:
HOME ENERGY SYSTEMS INC
9085 AERO DR, #STEA
SAN DIEGO, CA 92123-2377
(619) 692-2015
Balance Due:
AMOUNT
$1.00
$618.00
$0.67
$0.00
Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter
collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these
fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the
protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section
3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their
imposition.
You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection
fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this
project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the
statute of limitation has previously otherwise expired.
Building Division Page 1 of 1
1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov
>
( City of
Carlsbad
RESIDENTIAL
BUILDING PERMIT
APPLICATION
B-1
Plan CheckOt:c.zpc:z._-Qz:::lZ
Est. Value
PC Deposit
Date 2:)-1Z,,-2Z--
Job Address 1525 FARADAY AVE STE 100, CARLSBAD, CA 92008 Unit: APN:212-13-027 ·------'
CT/Project #:. _________________ Lot #:. ____ Year Built: ________ _
BRIEF DESCRIPTION OF WORK:NEW 2.88KW ROOF MOUBNT PV SYS W/ 6 MODS, 1 INV, 6 OPTIMIZERS
0 New SF : Living SF, ____ Deck SF, ___ Patio SF, ____ Garage SF __ _
Is this to create an Accessory Dwelling Unit? O Y O N New Fireplace? O YO N , if yes how many? ___ _
D Remodel: _____ SF of affected area Is the area a conversion or change of use? 0 YO N
□ Pool/Spa: ____ SF Additional Gas or Electrical Features? ___________ _
0 Solar: 2·88 KW, 6 Modules, Mounted:0Roof O Ground, Tilt: 0 Y () N, RMA: 0 YO N,
Battery:OVO N, Panel Upgrade: Ov ON Electric Meter number: ___________ _
Other:
APPLICANT (PRIMARY CONTACT)
Name: LINDSAY GRIMSHAW
PROPERTY OWNER
Name: EMERALD LAKE
Address: 10769 WOODSIDE AVE SANTEE CA 92071 Address: 1525 FARADAY AVE STE 100, CARLSBAD, CA 92008
City: __________ State: ___ .Zip: ____ City: _________ State: ___ Zip:. ____ _
Phone:8082864939 Phone: 619 692 2015
Email:LINDSAY GRIMSAHW Email: LINDSAY@DESIGNS.SOLAR
DESIGN PROFESSIONAL CONTRACTOR OF RECORD
Name:. _________________ Business Name:._H_E_S_S_O_LA_R ___________ _
Address: Address:9085 AERO DR #A, SAN DIEGO, CA 92123
City:. _______ State:. ___ Zip:.____ City:. ______ State:. ___ Zip:. ______ _
Phone: Phone: 619 692 2015
Email: Email: LINDSAY@DES IGNS.SOLAR
Architect State License: __________ _ CSLB license #:800657 Class: ·------·-------
Carlsbad Business License # (Required): _______ _
APPL/ CANT CERT/ Fl CATION: I certify that I have read the application and state that the above information is correct and that the information of tht plans is accurate. I
agree to comply with all City ordinances and State laws relating ta building construction.
NAME (PRINT): LINDSAY GRIMSHAW SIGN:LINDSAY GRIMSHAW DATE: 08/11/2022
1635 Faraday Ave Carlsbad, CA 92008 Ph: 442-339-2719 Email: Building@carlsbadca.gov
REV. 04122
,
Tt,\IS PAGE REQUIRED AT PERMIT ISSUANCE PLAN CHECK NUMBER: ______ _
A BUILDING PERMIT CAN BE ISSUED TO EITHER A STATE LICENSED CONTRACTOR OR A PROPERTY OWNER. IF THE PERSON SIGNING
THIS FORM IS AN AGENT FOR EITHER ENTITY AN AUTHORIZATION FORM OR LETTER IS REQUIRED PRIOR TO PERMIT ISSUANCE.
(OPTION A): LICENSED CONTRACTOR DECLARATION:
I herebyaf firm under penal tyof perjury that I am licensed under provisions of Chapter9 ( commencing with Section 7000) of Division 3
of the Business and Professions Code, and my license is in full force and effect. I also affirm under penalty of perjury one of the
following declarations (CHOOSE ONE):
DI have and will maintain a certificate of consent to self-insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the
work which this permit is issued. Policy No. _________________________________________ _
-OR-
DI have and will maintain worker's compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued.
My workers' compensation insurance carrier and policy number are: lnsuranceCompany Name: _E_M_PL_o_v_E_E_s_v_c_G_R_o_u_P ________________ 1
Policy No. wc1011as104 Expiration Date: -----------------1
-OR-
D Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become
subject to the workers' compensation Laws of California. WARNING: Failure to secure workers compensation coverage is unlawful and shall subject an employer to
criminal penalties and civil fines up to $100,000.00, In addition the to the cost of compensation, damages as provided for In Section 3706 of the Labor Code,
Interest and attorney's fees.
CONSTRUCTION LENDING AGENCY, IF ANY:
I hereby affirm that there is a construction lending agency for the performance of the work t his permit is issued (Sec. 3097 (i) Civil Code).
Lender's Name: ______________________ lender's Address: _____________________ _
CONTRACTOR CERTIFICATION: The applicant certifies that all documents and plans clearly and accurately show all existing and proposed buildings, structures, access roads, and
utilities/utility easements. All proposed modifications and/or additions are clearly labeled on the site plan. Any potentially existing detail within these plans inconsistent with the site plan are
not approved for construction and may be required to be altered or removed. The city's approval of the application is based on the premise that the submitted documents and plans show
the correct dimensions of; the property, buildings, structures and their setbacks from property lines and from one another; access roads/easements, and utilities. The existing and proposed
use of each building as stated is true and correct; all easements and other encumbrances to development have been accurately shown and labeled as well as all on-site grading/site preparation.
All improvements existing on the property were completed in accordance with all regulations in existence at the time of their construction, unless otherwise noted.
NAME (PRINT): LINDSAY GRIMSHAW SIGNATURE:LINDSAY GRIMSHAW DATE:8/11/22
Note: If the person signing above Is an authorized agent for the contractor
(OPTION B): OWNER-BUILDER DECLARATION:
I hereby affirm that I am exempt from Contractor's License Law for the following reason:
D I, as owner of the property or my employees with wages as their sole compensation, will do t he work and the structure is not intended or offered for sale (Sec.
7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such
work himself or through his own employees, provid,d that such Improvements are not intended or offered for sale. If, however, the building or improvement is sold
within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale).
-OR-
DI, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The
Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed
pursuant to the Contractor's License Law).
-OR-
D I am exempt under Business and Professions Code Division 3, Chapter 9, Article 3 for this reason:
AND,
D FORM 8-61 "Owner Builder Acknowledgement and Verification Form" is required for any permit issued to a property owner.
By my signature below I acknowledge that, except for my personal residence in which I must have resided for at least one year prior to completion of the
improvements covered by this permit, I cannot legally sell a structure that I have built as an owner-builder if it has not been constructed in its entirety by licensed
contractors./ understand that a copy of the applicable law, Section 7044 of the Business and Professions Code, Is available upon request when this application Is
submitted or at the following Web site: http: I lwww.leginfo.ca.gov/ ca/aw.html.
OWNER CERT/FICA TION: The applicant certifies that all documents and plans clearly and accurately show all existing and proposed buildings, structures, access roads, and utilities/utility
easements. All proposed modifications and/or additions are clearly labeled on the site plan. Any potentially existing detail within these plans Inconsistent with the site plan are not approved
for construction and may be required to be altered or removed. The city's approval of the application Is based on the premise that the submitted documents and plan, show the correct
dimensions of; the property, bulldlncs, structures and their setbacks from property llnu and from one another; access roads/easements, and utilities. The exlstlnc and proposed use of each
buildinc as stated Is true and correct; all easements and other encumbrance, to development have been accurately shown and labeled as well as all on-site 1radinlfsite pre,aratlon. All
Improvements exlst1n1 on the property were completed In accordance with all rqulations In existence at the time of their construction, unless otherwise noted.
Note: If the above Is an 1uthortnd -, 1nc1u4e form 1-621 owner.
1635 Faraday Ave Carlsbad, CA 92008 Ph: 442•339-2719 Email: 8ui1ding@carlsbadca.gov
2
ltEV. 04/22
Building Permit Inspection History Finaled
{city of
Carlsbad
PERMIT INSPECTION HISTORY for (CBC2022-0292}
Permit Type: BLDG-Commercial Application Date: 08/12/2022 Owner: EMERALD LAKE CORPORATE CENTRE
LP
Work Class: Cogen Issue Date: 08/16/2022 Subdivision: CARLSBAD TCT#85-24 UNIT#05
Status: Closed -Finaled Expiration Date: 03/06/2023
IVR Number: 42622
Address: 1525 FARADAY AVE, # 100
CARLSBAD, CA 92008-7371
Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection
Date Start Date Status
09/06/2022 09/06/2022 BLDG-35 Solar Panel 190519-2022
COMMENTS
Passed Tony Alvarado
Checklist Item
BLDG-Building Deficiency Commercial Building, roof mounted, per
engineered plans and detail specifications,
(6)-qty. panel solar system-Approved.
BLDG-Electric Meter
Release
190901-2022 Passed Tony Alvarado
Checklist Item
BLDG-Building Deficiency
COMMENTS
Commercial Building, roof mounted, per
engineered plans and detail specifications,
(6)-qty. panel solar system-Approved.
BLDG-Final Inspection 190520-2022 Passed Tony Alvarado
Checklist Item
BLDG-Structural Final
BLDG-Electrical Final
Monday, September 26, 2022
COMMENTS
Commercial Building, roof mounted, per
engineered plans and detail specifications,
(6)-qty. panel solar system-Approved.
Commercial Building, roof mounted, per
engineered plans and detail specifications.
(6)-qty. panel solar system-Approved.
Complete
Passed
Yes
Complete
Passed
Yes
Complete
Passed
Yes
Yes
Page 1 of 1
I • _,,. -------------------------------------..
Orie2 Engineering
Structural & Bridge Engineers
9750 Miramar Road, Suite 310
San Diego, CA 92126
Phone: (858) 335-7643
Structural Calculations
PROJECT: Emerald Lake PV
(Project# 249.002-22 )
CLIENT: HES
DESIGNED BY: Orie2 -Structural Engineers
ESY
DATE:
8/9/22
CBC2022-0292
1525 FARADAY AVE #100
2.88KW ROOF MOUNT SOLAR -6 MODULES
2121302700
8/16/2022
CBC2022-0292
' t
t
Orie2 Engineering
Structural and Bridge Engineers
-_,_ .l...----------~-----------1....J~
Project and Location:
Scope:
Emerald Lake PV
Carlsbad, CA
Orie2 Job No. 249.002-22
To provide a structural evaluation of the existing building roof system to verify the capacity to
support weight of new solar panels.
Note: By adding the solar panels on the roof, it would be virtually impossible for the roof to ever
experience Live Load on top of the solar modules. To be conservative, the existing roof framing
is checked against a total Dead Load of 19.0 psf (11 psf + 8.0 psf solar panel + rack & ballast
weight) and 20 psf Live Load (reducible).
Codes: California Building Code (2019 CBC)
Design Criteria:
Dead Loads: 8.0 psf max due to the weight of added solar panels, ballast blocks, and racking
components.
Wind Design Loading:
Basic Wind Speed, V = 96 mph
Exposure Category = B
Existing Structure:
The existing structure is approximately 180'-0" long by 160'-0" wide with 1-1/2" 18 gauge metal
decking. The roofing and decking is supported by steel beams and steel girder beams.
Solar Panel Rack System:
The racking system by Unirac utilizes their roofmount RM10 racking system. The existing roof
framing have been checked for a dead load of 8.0 psf for a fully ballasted system.
Findings and Recommendations:
1. The existing roof framing members are okay to support the additional 8.0 psf weight of
solar panels, support racks, ballast blocks, and components.
2. The existing building is okay to support the additional seismic mass of the solar system,
as it is under the code required 10%.
ORf!
2 Orie2 Engineering
Structural & Bridge Engineers
9750 Miramar Road, Suite 310
San Diego, CA 92126
Structural Calculations -Table of Contents
Emerald Lake PV
Orie2 Job No. 249.002-22
1 . Design Criteria ............................................................................................... 1 -4
2. Building Summary, Loads, & Added Seismic Mass Analysis ........................ 5 -7
3. Wind Design ................................................................................................... 8 -9
4. Solar Module & Metal Deck Analysis .......................................................... 1 0 -13
5. Roof Framing Member Analysis .................................................................. 14 -25
8/9122~ 1 :24 PM ATC Hazards by Location
A This is a beta release of the new ATC Hazards by Location website. Please ~ with feedback.
0 The ATC Hazards by l ocation website wiH not be updated to support ASCE 7-22. Fjnd out whv.
L\TC Hazards by Location
Search Information
Addreu:
Coordinates:
Elevation:
Tlmestamp:
1525 Faraday Ave, Carlsbad, CA 92008, USA
33.136378, -117.2943851
145 f\
2022-08-09T20:24 :26. 7692
Hazard Type: Seismic
Reference Document: ASCE7-16
Risk Category: II
Site Class: D-default
Basic Parameters
Name Value Description
Ss 0.992 MCER ground motion (period=0.2s)
S1 0.362 MCER ground motion (period=1.0s)
St,.15 1.191 Site-modified spectral acceleration value
St,.11 • null Site-modified spectral acceleration value
Sos 0.794 Numeric seismic design value at 0.2s SA
So1 • null Numeric seismic design value at 1 .Os SA
• See Section 11.4.8
..-Additional Information
Name Value Description
SDC • null Seismic design category
Fa 1.2 Site amplification factor at 0.2s
Fv • null Site amplification factor el 1 .Os
CRs 0.898 Coefficient of risk (0.2s)
CR1 0.909 Coefficient of risk (1.0s)
PGA 0.434 MCEG peak ground acceleration
FPGA 1.2 Site amplification factor at PGA
PGAt.4 0.521 Site modified peak ground acceleration
TL 8 Long-period transition period (s)
SsRT 0.992 Probabilistic risk-targeted ground motion (0.2s)
SsUH 1.105 Factored unifonn-hazard spectral acceleration (2% probability of
exceedance in 50 years)
SsD 1.5 Factored deterministic •~lion value (0.21)
S1"T 0.312 Probullall0 risk-targeled ground motion (1.0s)
S1UH 0.318 Factored uniform.hazard spectral acceleration (2% probability of
exc:eedenc» in 50 years)
S1D 0.6 Fac:knd delelministic •~lion value (1 .0s)
PGAd 0.5 Factored dei.rmlniltic a~tlon value (PGA)
Page 1
http1:/lhazard1.atcouncil.org/#/aeismic?lat•33.136378&Ing--117 .2943851&addre11•1525 Faraday Ave•~2C Car1sbad%2C CA 92008%2C USA
orrego
ert•
Park
1/2
I
8/9/22,, 1 :23 PM ATC Hazards by Location .
A This is a beta release of the new ATC Hazards by location website. Please contact us with feedback.
4) The ATC Hazards by location website Will not be updated to support ASCE 7-22. Find out why,
l\TC Hazards by Location
Search Information
Address:
Coordinates:
Elevation:
Tlmestamp:
Hazard Type:
ASCE 7-16
1525 Faraday Ave. Cartsbad. CA 92008. USA
33.136378, -117.2943851
145 ft
2022-08-09T20:23:58.432Z
Wind
ASCE7-10 ASCE 7-05
Page2
orrego
ert• Park
MRI 10-Year 67 mph MRI 10-Year 72 mph ASCE 7-05 Wind Speed 85 mph
MRI 25-Year 72 mph MRI 25-Year 79 mph
MRI 50-Year 77 mph MRI SO-Year 85 mph
MRI 100-Year 82 mph MRI 100-Year 91 mph
Risk Category I 89 mph Risk Category I 100 mph
Risk Category II 96 mph I Risk Category II 110 mph
Risk Category Ill 102 mph Risk Category I11-IV 115 mph
Risk Category IV 107 mph
The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm
any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design.
Please note that Iha ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why.
Disclaimer
Hazard loads are interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer. Per ASCE 7, Islands and coastal areas outside the last contour should use the
last wind speed contour of the coastal area -in some cases, this website will extrapolate past the last wind speed contour and therefore, provide a wind speed that is slightly higher.
NOTE: For queries near wind-borne debris region boundaries, the resulting determination Is sensitive to rounding which may affect whether or not It Is considered to be within • Wind-
borne debris region.
Mountainous terrain, gorges, ocean promontories, and special wind regions shall be examined for unusual wind conditions.
While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material
presented In the report should not be used or relied upon for any specific application without competent examination and verification of Its accuracy, suitability and applicability by
engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and
knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website.
Users of the Information from this website assume all liabllity arising from such use. Use of the output of this website does not Imply approval by the govemint1 bullcllng code bodies
responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report.
https://hazards.atcouncil.org/#/wind?latc:33.136378&lng"'-117 .2943851&address•1525 Faraday Ave%2C Car1sbad%2C CA 92008%2C USA 1/1
Page3
As-Built Roof Framing Plan
D '\ (D.4
00
ii
00
00 ., ....
00
l , i .,._,. 4-~' ' 00 ., ....
~ ~r~~ • 00
.,._,.
DO \ 00
DO 00
~ • 00
.,,.... 11.¥.Fi
00
.2!L..
11'1~
., ....
Approximate Location of Array
B '.B.3. :B.7 C
<t
Q)
40'-0"
c.D
~
X N
~
w
~ <(
a:: LL
BA -
~
W8x10
I W8x10
3
~1 :. k 4~•~,,.
X
N
~I
0
w ~ <( a:: LL
<.DI
Approximate Location of Modules
}t 2
W18 x40
40'-8"
<t
Q)
W12x16
W12x16
c.D
w
~ <( a:: LL
W8x
tr,</ .l( < <
~1 ~11
W18x40
c.D
~ X NBA
~ -3 I \ 40'-11''
DO
w ~ ~
<(
a:: LL
DO
~1 $.___
~Oo
~o
~ <lo
~~~ T . cv ~
'
Oo
Oo
Page 4
Orie. Eng,_,,.
Structural & Bridge Engil'lflfKS
9750 Miramar Road, Suite 310
San Diego, CA 92126
Phone # : (858) 335-7643
Page 5
Project No.: 249.002-22 DATE : 08/11/22
PROJECT: Emerald Lake PV BY : ESY
Building Summary:
Building Information:
Length, L: 180.00 ft (average)
Width, W: 160.00 ft
Parapet Height: 1.00 ft
Roof Elevation: 15.00 ft (3rd story to roof -Roof elev = 40'-6")
Roofing Type: TPO Membrane
Roof Decking: 1-1/2' 18GA Metal Deck
Roof Member: Trib: (ft) Span: (ft) Trlb. Area: (ftA2)
W16x26 10.00 35.75 357.50
W14x22 8.61 30.00 258.30
W12x16 7.25 15.40 111.65
Wind Parameters:
Exposure Category: B
Basic Wind Speed, V: 96.0 mph
Seismic Parameters:
Mapped Short-Period Spectral Acceleration, Ss: 0.992 g
Mapped One-Second Spectral Acceleration, 51: 0.362 g
Short-Period Site Coefficient, Fa: 1.200
Long-Period Site Coefficient, Fv: 1.938
Roof Live Load: (psf) Wind Down: (psf) Check:
16.9
18.8
20.0
12.1
13.8
18.2
(ASCE 7-16, Section 26.7.3)
(ASCE 7-16, Section 26.5.1)
Okay
Okay
Okay
(ASCE 7-16, Fig. 21-1 through Fig. 21-6)
(ASCE 7-16, Fig. 21-1 through Fig. 21-6)
(ASCE 7-16, Table 11.4-1)
(ASCE 7-16, Table 11.4-2)
Orie• Englnffrlng
Structural & Bridge Engineers
9750 Miramar Road, Suite 310
San Diego, CA 92126
Phone # : {858) 335-7643
Project No.: 249.002-22
PROJECT: Emerald Lake PV
Gravity Design Loads:
Code: 2019 California Building Code (CBC)
Roof Dead Loads:
TPO Membrane
1-1/2" 18GA Metal Deck
Insulation
Ceiling
Steel Beams
Plumbing/Electrical/Mech\Misc
Steel Girder Beams
Total
Total
Roof Dead Load = 11.0 psf
1.0 psf
3.0 psf
1.0 psf
1.0 psf
3.0 psf
1.0 psf
10.0 psf
1.0 psf
11 .0 psf
Solar Dead Load: 8.0 psf (Actual Max Array Area Load= 7.75 psf)
Roof Live Loads: 2019 CBC, Section 1607 .11.2.1
Unreduced live Load, Lo: 20.0 psf
Tributary Width: 10.0 ft
Beam Span Length: 35.8 ft
Roof Rise, F: 0.0 in/ per foot
Tributary Area, At= 35.8 ft• 10.0 ft
At = 357 .5 ft"2
Since 200.0 ft"2 < At = 357 .5 ft"2 < 600.0 ft"2, R 1 = 1.2 -0.001 * 357 .5 ft"2
R1 = 0.84
Since F = 0.0 in/ per foot<= 4.0, R2 = 1.00
R2= 1.00
Page6
DATE : 08/09/22
BY : ESY
Reduced Roof live Load, Lr = Lo • R 1 • R2 = 20.0 psf • 0.8-4 • 1.00 (2019 CBC, Equation 16-26)
Lr,. 16.9 psf
Roof Live Load = 16.9 psf
Wall Dead Loads:
Metal Stud Walls = 15 psf (Assumed -conservative)
Wall Dead Load= 15.0 psf
Orie• E"fll,-lng
Structural & Bridge Engineers
9750 Miramar Road, Suite 310
San Diego, CA 92126
Phone#: (858) 335-7643
Page7
Project No.: ___________ _ DA TE : 08/09/22
PROJECT: BY : ESY --------------
Check {El Building For Added Seismic Load of Solar System
ect on states t at existing structure e ements carrying atera oa Is permItte to remain una ter given t at t e
percent increase to that element does not exceed 10%. The critical element that experiences the highest percentage increase
of the lateral load carrying system is the diaphragm. This analysis compares the seismic mass of the existing structure with the
addition of Iha solar s stem to veri that the % increase to Iha dia hra m does not exceed the allowable 10%.
Design Criteria:
Total Seismic Mass of {El Buldlnq
Lenglh, L: 180.00 ft
Width, W: 160.00 ft
Parapet Height Hp: 1.00 ft
Roof Height H: 15.00 ft
Roof Dead Load: 11.0 psf
Wall Dead Load: 15.0 psf
Seismic Mass of Roof, Wr = 11.0 psf • 180.00 ft• 160.00 ft
Wr = 316800.0 lbs
L = 180.00 ft
L==II ==.JI! I W•160.00ft
Hp"' 1.00 ft
Seismic Mass of Walls, WI= 15.0 psf • [(15.0 ft/ 2) + 1.00 ft)• (2 • 160.00 ft )
WI = 40800.0 lbs H = 15.00 ft
Total Seismic Mass of (E) Building, W = Wr +WI= 316800.0 lbs+ 40800.0 lbs
W "' 357600.0 lbs
Total Seismic Mass of Solar System
Number of Solar Panel(s): 6 Panels
Total Solar System Weight= 1963 lbs
Wsz 1963.0 lbs
Percent Increase in Building Seismic Mass Due to Addition of Solar System= Ws / W = 1963.0 lbs/ 357600.0 lbs
Percent Increase in Building Seismic Mass Due to Addition of Solar System = 0.5%
e ercent ncrease n u
Per 2019 CEBC Section 502.5
[BS] 502.5 Existing structural elements carrying lateral
load. Where the addition is structurally independent of the
existing structure, existing lateral load-carrying structural ele-
ments shall be permitted 10 remain unaltered. Where Lhe addi-
tion is not structurally independent of the existing structure,
the existing structure and its addition acting together as a sin-
gle structure shall be shown to m eet the requirements of Sec-
tions 1609 and I 613 of the California Building Code using
full seismk forces.
ay
Exceptions:
I . Any existing lateral load-carrying structural element
whose demand-capacity ratio with the addition con-
sidered is not more than 10 percent greater than its
demand-capacity ratio with the addition ignored
shall be permitted to remain unaltered. For purposes
of calculating demand-capacity ratios. the demand
shall consider applicable load combinations with
design lateral loads or forces in accordance with
Sections 1609 and 16 13 o f the California Building
Code. Por purposes of this exception, comparisons
of demand-capacity ratios and calculation o f design
lateral loads, forces and capacities shall account for
the cumulative effects of addi tions and alterations
since original construction.
Wind Design Example (W16x26) Page8
Oriez c,..,...,.19
Struciura/ & Bridge Engineers
9750 Miramar Road, Suite 310
San Diego, CA 92126
Phone# : (858) 335-7643
www.orie2.com
Project No.: .::2:..:.49:..:..00=2·-=22=----------
Project : Emerald Lake PV BY : ESY
ASCE 7-16 29.4.3: Rooftop Solar Panels w/ Flat/Gable/Hip Roofs w/ Slopes< 7°
MWFRS -Other Structures -Rooftop Solar Panels
Step 1: Determine risk category of building or other structure
Risk Category =III I Table 1.5-1
Step 2: Determine the basic wind speed, V, for applicable risk category
Wind Speed, V =196 1mph Figure 26.5-1A, B, C, orD
Step 3: Determine wind load parameters:
Wind Directionality factor, Kd =~0-.8,-5-~
Exposure Category = B I------< Topography factor, Kz1 = 1.00
Gust Effect factor, G = 0.85
Ground Elevation Factor, Ke = 1.00
Step 4: Determine velocity pressure exposure coefficient, K2 or Kh
Height above ground level, z = ~ft
Exposure coefficient, Kh = ~
Step 5: Determine velocity pressure, q2 or qh
qh = 0.00256*Kh*Kz1*K/K/VL
= 15.24 psf
Step 6: Determine Net Pressure Coefficient, GCrn:
160.0 Building width, W5 = ft
Building length, WL = ft 180.0
40.5 Roof height, h = ft
1.0 Parapet height, hp1 = ft
7.27 Panel length, Lp = ft
10.00 Tilt, w = deg
Effective wind Area, A = ft' 357.50
2*h = 81 .0 ft
Roof Zone = I 3 I-
Nominal Net pressure Coeff, GCmnom = 0.827 -
Yp = min(1.2, 0.9+hpifh) = 0.9 -
Ye= max(0.6+0.06Lp, 0.8) = 1.0 -
Ve (Uplift)=~-
YE_ (?ownward) =~-
Net Pressure Coefficient, GCm + = Yp Ye YE GCmnom
= 0.792
Net Pressure Coefficient, GCm -= yP• y/yE*GCmnom
= 1.189
Step 7: Calculate wind pressure to panels, p:
P (+) = qh*(GCm) =
P {·) • qh*(-GCm) =
12.1 psf
-18.1 psf
All Loads In Strength Value, multiply by 0.1 to get to ASO Design Value
Section 26.6 and Table 26.6-1
Section 26. 7
Section 26.8 and Figure 26.8-1
Section 26. 11
Section 26.9
Table 26.10-1
Equation 26.10-1
s 35° Section 29.4.3
Figure 29.4-7
Figure 29.4-7
Section 29.4.3
Section 29.4.3
Section 29.4.3
Section 29.4.3
Eqn 29.4-6
Eqn 29.4-6
Eqn 29.4-5
Eqn 28.4-5
VE = 1 .5 for uplift loads
YE = 1 .0 for downward loads
Downward Wind Load
Upward Wind Load
Solar Module Wind Pressure Page9
Orie z EnglnNrlng
Structural & Bridge Engineers
9750 Miramar Road, Suite 310
San Diego, CA 92126
Phone#: (858) 335-7643
www.orie2.com
Project No.: _2_49_.00_2-_22 ________ _
Project : Emerald Lake PV BY : ESY
ASCE 7-16 29.4.3: Rooftop Solar Panels w/ Flat/Gable/Hip Roofs w/ Slopes< 7°
MWFRS -Other Structures -Rooftop Solar Panels
Step 1: Determine risk category of building or other structure
Risk Category =III I Table 1.5-1
Step 2: Determine the basic wind speed, V, for applicable risk category
Wind Speed, V =196 1mph Figure 26.5-1A, B, C, or D
Step 3: Determine wind load parameters:
Wind Directionality factor, Kd = 0.85
1-------i Exposure Category = B
Topography factor, Kzt = 1-1~.0-0---i
Gust Effect factor, G = 0.85
Ground Elevation Factor, Ke = 1-1-.0-0---i
Step 4: Determine velocity pressure exposure coefficient, K, or Kh
Height above ground level, z =fil7ft
Exposure coefficient, Kh =~
Step 5: Determine velocity pressure, q, or qh
qh = 0.00256*Kh*K,t"K/K/VL
= 15.24 psf
Step 6: Determine Net Pressure Coefficient, GCm:
Building width, W s = ft 160.0
Building length, WL = ft 180.0
40.5 Roof height, h = ft
Parapet height, hp1 -ft 1.0
Panel length, LP = ft 7.27
10.00 Tilt, w == deg
Effective wind Area, A = ~ 26.12
2*h = 81 .0 ft
Roof Zone = I 3 I-
Nominal Net pressure Coeff, GCmnom = 1.774 -
Vp = min(1 .2, 0.9+hpi/h) = 0.9 -
Ye= max(0.6+0.06Lp, 0.8) = 1.0 -
Ve (Uplift)=~-
Ve (?ownward) =~-
Net Pressure Coefficient, GCm + -Vp Ve Ye GCmnom
= 1.700
Net Pressure Coefficient, GCm -= Vp* Ve*Ve*GCmnom
= 2.550
Step 7: Calculate wind pressure to panels, p:
P (+} = qh*(GCm) =
P (·) = qh*(-GCm} =
25.9 psf
-38.9 psf
All Loads In Strength Value, multlply by o.e to get to ASD Design Value
Section 26.6 and Table 26.6-1
Section 26. 7
Section 26.8 and Figure 26.8-1
Section 26. 11
Section 26.9
Table 26. 10-1
Equation 26. 10-1
s 35° Section 29.4.3
Module Wind Area = 7 .267' x 3.425' = 26.12 ftA2
Figure 29.4-7
Figure 29.4-7
Section 29.4.3
Section 29.4.3
Section 29.4.3
Section 29.4.3
Eqn 29.4-6
Eqn 29.4-6
Eqn 29.4-5
Eqn 29.4-5
Ye = 1.5 for uplift loads
Ve = 1 .0 for downward loads
Downward Wind Load
Upward Wind Load
Orie~ Engl,-ing
Structural & Bridge Engineer.;
9750 Miramar Rd., Suite 310 Phone t : (858) 335-7643
San Diego, CA 92126 www.orie2.com
2 PLANNING
Project No. : 249.002-22
PROJECT: Emerald Lake PV
Solar Module Check
2.3 MOUNTING OPTIONS
Specifications
Q.PEAK DUO X1.-G10.2 FB1 17.9 (454) 5400/3000 Q.PEAK DUO X1.-G10.c
CUa 11.8 • 21.6 (300 • 550) 5400/2400
FB2 17.9 (454) 3600/3000
mFB2 17.9 (454) 3400/3000
CL3/mCL3 11.8 • 21.6 (300 -550)
IP1
TB1b 28.1 (713) 3600/3000
TB2b Outer side: 28.1 (713)
Inner side: 28.1 / 17.9 (713 / 454)
CUb 11.8 • 21.6 (300 -550) 3000/2400
TB1a 35.8 (908) 2500/2400
Outer side: 35.8 (908)
TB2a Inner side: 35.8/ 28.1/ 17.9 2700/2400
(908/713/ 454)
P Wind Uplift on Solar Module= 0.6 x 38.9 psf = 23.4 psf (ASD)
P allow module uplift = 0.020885 x 1,600 minimum = 33.42 psf
P / P allow= 23.4 / 33.42 = 0.70 < 1.0 OKAY
Page 10
DATE: 8/9/22
BY: ESY
3600/2000
3600/1600
2400/2000
2260/2000
2400/2000 1.5
2000/1600
1660/1600
1800/1600
o,,.z EltfllnNrlng
Slructlnl & Bridge Engineers
9750 Miramar Rd, Suite 310 Phone I : (858) 335.7543
San Diego, CA 92126 www.orie2.com
1
2
1
2
P wind down = 25.9 psf
Module Area = 26.12 ft"2
Project No. : 249.002-22
PROJECT : Emerald Lake PV
Meta Deck Check
2
•
Wind Load = 25.9 psf x 26.12 ft"2 = 677 lbs (LRFD)
l
Ii
Page 11
DATE : 8/9/22
BY : ESY
Solar Dead Load= (Module Wt= 64.2 lbs)+ (Rack Wt)+ (Ballast Wt= 6 x 32 = 192 lbs)= 270 lbs
P total (D + 0.6W) = 270 + 0.6 x 677 = 677 lbs (ASD)
M max = PL / 4 = 677 lbs x 1 0' / 4 = 1,693 lb-ft
Assume a 2 ft strip of deck
w allow = 83 psf x 2' = 166 lb/ft
M allow = wl "2 / 8 = 166 lb/ft x ( 1 O' )"2 I 8 = 2,075 lb-ft
M /Mallow= 1693 / 2075 = 0.82 < 1.0 OKAY
Type PLB™-36 or
HSB®-36
■ 1½" Deep Roof Deck
■ Primer Painted or Galvanized
■ PLB-36 Deck used with Punchlok II System
■ HSB-36 Deck used with TSWs, BPs or Screws
Dimensions
~,--------,.
l 1
PLB-36 or HSB-36
36"
HSB-36-SS
~~
Standard Interlocking
Sidelap
Screw Fastened
Sidelap
Deck Weight and Section Properties
t 6" t
l l 1¾· l 1 1
1
HSB-30 NESTABLE
\. I
Overlapping Sidelap
Available 30" Wide
(Special Order)6
Page 12
Weight Id for Moment Allowable Reactions per ft of Width (lb) due to Web Crippling
Deflection One Flange Loading Two Flange Loading
Gage Galv Painted Single Multi +s.n -Sen End Bearing Interior Bearing End Bearing Interior Bearing
Span Span Length Length Length Length
(psf) (psf) (in.4/ft) (in.4/ft) (in. 3/ft) (in.3/ft) 2" 3" 4" 3" 4" 2" 3" 4• 3• 4•
22 1.9 1.8 0.177 0.192 0.176 0.188 935 1076 1163 1559 1671 962 1078 1150 1935 20&4
20 2.3 2.2 0.219 0.231 0.230 0.237 1301 1492 1609 2190 2340 1413 1576 1675 2744 2947
118 2.9 2.8 0.302 0.306 0.314 0.331 2181 2484 2667 3714 3950 2551 2823 2987 4713 5038
16 3.5 3,4 0.381 0.381 0.399 0.410 3265 3699 3955 5607 5938 4018 4422 4660 7168 7631
Notes:
1. Section properties are based on F y = 50,000 psi.
2. Id is for deflection due to uniform loads.
3. Sett(+ or-) is the effective section modulus.
4. Multiply tabulated deck values listed above by the following adjustment factors to obtain acoustical deck section properties:
Id for Moment Allowable Reactions per ft of Width {lb)
Deflection One Flange Loading Deck Type Single Multi
Span Span +Sen -Seff End Bearing Interior Bearing
B -Acoustical 0.98 0.98 0.97 0.97 1.00 0.76
5. Allowable (ASD) reactions are based on web crippling, per AISI S100 Section C3.4, where O't= 1.70 for end bearing and 1.75 for
interior bearing. Nominal reactions may be determined by multiplying the table values by Ow-RFD reactions may be determined
by multiplying nominal reactions by 4>w = 0.90 for end reactlona and 0.85 for Interior reactions.
6. Diaphragm values for HSB-30 Nestable are outside the scope of Verco's Evaluation Report.
26 ■ VR4 VERCO DECKING, INC. www.vercodeck.com
Type PLBTM-36 or
HSB®-36
Allowable Uniform Loads (psf)
DECK ______ SPAN (ft-in.)
Page 13
SPAN GAGE CRITERIA 2'-0" 3'-0" 4'-0" 5'-0" 5'-6" 6'-0" 6'-6" 7'-0" T-6" 8'-0" 8'-6" 9'-0" 9'-6" 10'-0' 11'-0" 12'-0"
w
..J
(!) z -u,
w
..J m => 0 C
w
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D..
ii: I-
Stress 300 300 220 141 116 98 83
22 U360 ♦♦♦ 287 121 62 47 36 28
U240 ••• ••• 182 93 70 54 42
U180 ••• ••• ••• 124 93 72 56
72
23
34
45
63
18
28
37
55
15
23
30 -----S-tr-e-ss--3-0_0 __ 3_0_0 __ 2_8_8 __ 1_84--15_2 __ 1_2_8_ 109 94
28
42
56
128
39
58
77
82
23
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112
31
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63
72
19
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26
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52
U360 ••• ••• 150 77 58 44 35
U240 ♦♦♦ ♦♦♦ 225 115 86 67 52 20
U180 ♦♦♦ ♦♦♦ ♦♦♦ 153 115 89 70 ----------
18
16
22
20
Stress 300 300 300 251 208 174 149
U360 ••• ••• 207 106 79 61 48
U240 ♦♦♦ ♦♦♦ ••• 159 119 92 72
U180 ♦♦♦ ♦♦♦ ♦♦♦ 212 159 122 96
Stress 300 300 300 300 264 222 189
U360 ••• ••• 261 133 100 77 61
U240 ••• ••• ••• 200 150 116 91
U180 ••• ••• ♦♦♦ 267 200 154 121
Stress 300 300 235 150 124 104 89
L/360 ♦♦♦ ♦♦♦ ♦♦♦ ••• 122 94 7 4
U240 ••• ••• ••• ••• ••• ••• •••
U180 ♦♦♦ ••• ♦♦♦ ••• +++ ••• +♦♦
Stress 300 300 296 190 157 132 112
U360 ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ 146 113 89
163
49
73
97
77
59
♦♦♦
♦♦♦
97
71
142
40
59
79
67
48
•••
♦♦♦
84
58
U240 ••• ••• ••• ••• ••• ♦♦♦ ••• ••• •••
U180 ♦♦♦ ♦♦♦ ••• ••• ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦
125
33
49
65
59
40
♦♦♦
♦♦♦
------=s-tr-es-s--,3ccO--=o---=3--=o-=-o---=3-=-oo=----=-25=5=---2-=-1cc9,----1cc8c-c4-157 -1c--c3--=-5---,-11~8,-
74
48
71
♦♦♦
103
63
94 18
16
22
20
18
16
U360 ••• ••• ••• 258 194 149 117 94 76
U240 ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ 115
U180 ♦♦♦ ••• ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ ••• ♦♦♦
Stress 300 300 300 300 271 228 194 167
U360 ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ 241 186 146 117
U240 ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦
U180 ••• ••• ••• ••• ••• ♦♦♦
Stress 300 300 294 188 155 131
U360 ♦♦♦ ♦♦♦ 247 127 95 73
L/240 ••• ••• ••• ••• 143 110
U180 ♦♦♦ ♦♦♦ ••• ••• ••• •••
Stress 300 300 300 237 196 165
U360 ♦♦♦ ♦♦♦ 298 152 115 88
U240 ♦♦♦ ♦♦♦ ♦♦♦ 229 172 132
U180 ♦♦♦ ••• ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦
Stress 300 300 300 300 274 230
U360 ••• ••• ••• 202 152 117
U240 ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ 228 175
L/180 ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦
Stre11 300 300 300 300 300 285
L/360 ♦♦♦ ♦♦♦ ••• 251 189 145
L/240 ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ 283 218
♦♦♦
♦♦♦
111
58
86
♦♦♦
140
69
104
139
196
92
138
18-4
243
114
172
♦♦♦
♦♦♦
96
46
69
92
121
56
83
111
169
74
110
147
209
92
137
♦♦♦
146
95
143
•••
128
78
118
♦♦♦ ♦♦♦
84 73
38 31
56 46
75 62
105 93
45 37
68 56
90 74
14 7--1--=2-=-9-
60 49
90 74
120 99
182 110
74 61
112 92
49
13
19
25
64
16
23
31
87
22
32
43
110
27
41
54
52
33
49
♦♦♦
66
40
59
♦♦♦
92
53
79
♦♦♦
113
65
98
♦♦♦
65
26
39
52
82
31
47
62
115
41
62
82
142
51
77
43
11
16
21
57
13
20
26
78
18
27
36
99
23
34
46
46
28
42
♦♦♦
59
33
50
♦♦♦
82
44
66
•••
101
55
83
♦♦♦
58
22
33
43
73
26
39
52
102
35
52
69
127
43
65
L/180 ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ ••• ♦♦♦ 229 183 149 123 102 86
SN footnotes on page 27.
www.vercodeck.com VERCO DECKING, INC.
39
9
14
18
51
11
17
22
70
15
23
31
88
19
29
39
42
24
35
♦♦♦
53
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♦♦♦
73
38
56
•••
91
47
70
♦♦♦
52
18
28
37
66
22
33
44
92
29
44
59
114
37
55
73
35
8
12
15
46
10
14
19
63
13
20
26
80
17
25
33
38
20
30
•••
47
24
37
♦♦♦
66
32
48
64
82
40
60
80
47
16
24
32
59
19
29
38
50
103
31
47
63
29
6
9
12
38
7
11
14
52
10
15
20
66
13
19
25
31
15
23
30
39
18
27
37
55
24
36
48
68
30
45
60
39
12
18
24
49
14
21
29
68
19
28
38
85
24
35
47
24
4
7
9
32
6
8
11
44
8
11
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55
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19
26
12
18
23
33
14
21
28
46
19
28
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57
23
35
46
33
9
14
18
41
11
17
22
57
15
22
29
71
18
27
36
VR4 ■ 29
Orlea Eng/Merlng
Structural & Bridge Engineers
9750 Miramar Rd., Suite 310 Phone #: (858) 335--7643
San Diego, CA 92126 www.orle2.com
Project No. : 249.002-22
PROJECT: Emerald Lake PV
Beam Loading
W16x26 Trib = 10'-0" Max
DL = 7 psf x 1 o· =
D solar = 8 psf x 10' =
Lr= 16.9 psf x 10' =
W=12.1 psfx10'=
W14x22 Trib = 8.61'
DL = 7 psfx 8.61 ' =
D solar= 8 psf x 8.61' =
Lr= 18.8 psf x 8.61' =
W = 13.8 psfx 8.61' =
W12x16 Trib = 7.25'
DL = 7 psfx 7.25' =
D solar= 8 psf x 7.25' =
Lr= 20 psf x 7.25' =
W = 18.2 psf X 7.25' =
70 lb/ft
80 lb/ft
169 lb/ft
121 lb/ft
61 lb/ft
69 lb/ft
162 lb/ft
119 lb/ft
51 lb/ft
58 lb/ft
145 lb/ft
132 lb/ft
Page 14
DATE : 8/9/22
BY: ESY
Note: Solar is only on a portion of the beam. Solar load applied to whole beam in analysis -conservative
Page 15
Section Set
Sedion Sets
&.x I W16X26 W14ll22
W12x16
W16x26
,6,.#1 ~
43 W14x22 ~
W12x16 M /416
Envelope Only Solution
Orie2 Engineering, Inc. SK -1
ESY Aug 11 , 2022 at 8:26 AM
9eams.r3d
Dead Load
Page 16
·-•~;JllllllillI:JlliillJJJlllllLEJJ]Jllllllll]L:q,
-.051k/ftr--r-r--r-~~~ Jr:111 rr rnr::~ r:r nnJY 111,ll
Loads: BLC 1, D
Envelope Only Solution
Orie2 Engineering, Inc.
ESY
SK-2
Aug 11, 2022 at 8:27 AM
Beams.r3d
Solar Dead Load
y
X
-.058k/ft
~vwTITI1www1 v y w l JIU 1 TI L nnk
loads: BLC 2, Osolar
Envelope Only Solution
Orie2 Engineering, Inc.
ESY
Page 17
SK-3
Aug 11, 2022 at 8:27 AM
Beams.r3d
Roof Live Load
-.169k/ft ~
-.145klft iunm,rrrn: 1Jm1nn: 1n tle
Loads: BLC 3, Lr
Envelope Only Solution
Orie2 Engineering, Inc.
ESY
Page 18
SK-4
Aug 11, 2022 at 8:27 AM
Beams.r3d
Page 19
Wind Load (Down)
--'''),m:rnnmul:llll1Jilffiril:mcuur;rmru:n:mrmJIJ a,
-"']mUUWJJJJJ]JJllillJWJ~
Loads: BLC 4, W
Envelope Only Solution
Orie2 Engineering, Inc.
ESY
SK-5
Aug 11, 2022 at 8:27 AM
Beams.r3d
Code Check (Bending) Page20
I 1Code~ &.x (Ent)
No Clalc:
> 1.0
.90-1.0
.75-.90
.50-.75 I 0.-.50
.52
~1 ~
M .44 ,?;k4
M .17 2)j6
Member Code Checks Displayed (Enveloped)
Envelope Only Solution
Orie2 Engineering, Inc. SK-6
ESY Aug 11 , 2022 at 8:27 AM
Beams.r3d
IIIRISA
Company
Designer
Job Number
Model Name
Orie2 Engineering, Inc.
ESY
(Global) Model Settings
Display Sections for Member Cales 5
Max Internal Sections for Member Cales 97
Include Shear Deformation? Yes
Increase Nailina Caoacitv for Wind? Yes
Include Warpina? Yes
Trans Load Btwn lntersectina Wood Wall? Yes
Area Load Mesh (in"2) 144
Merae Tolerance (in) .12
P-Delta Analvsis Tolerance 0.50%
Include P-Delta for Walls? Yes
Automatically Iterate Stiffness for Walls? Yes
Max Iterations for Wall Stiffness 3
Gravity Acceleration (fVsec"2) 32.2
Wall Mesh Size (in) 24
Eiaensolution Converaence Toi. (1.E-) 4
Vertical Axis y
Global Member Orientation Plane xz
Static Solver Sparse Accelerated
Dynamic Solver Accelerated Solver
Hot Rolled Steel Code AISC 14th(360-10): ASD
Adiust Stiffness? Yes(lterative)
RISAConnection Code AISC 14th(360-10): ASD
Cold Formed Steel Code AISI S100-16: ASD
Wood Code AWC NDS-15: ASD
Wood Temoerature < 100F
Concrete Code ACI 318-14
Masonrv Code ACI 530-13: AS D
Aluminum Code AA ADM1-10: ASD -Buildina
Stainless Steel Code AISC 14th(360-10): ASD
Adiust Stiffness? Yes( Iterative)
Number of Shear Reaions 4
Reaion Spacina Increment (in) 4
Biaxial Column Method Exact lntearation
Parme Beta Factor (PCA) .65
Concrete Stress Block Rectanaular
Use Cracked Sections? Yes
Use Cracked Sections Slab? Yes
Bad Framina Warninas? No
Unused Force Warninos? Yes
Min 1 Bar Diam. Spacina? No
Concrete Rebar Set REBAR SET ASTMA615
Min % Steel for Column 1
Max % Steel for Column 8
Page 21
Aug 11 , 2022
8:27 AM
Checked By: DJF
RISA-3O Version 17 .0.4 [Z:\PROJECTS\249 -HES\002-22 -Emerald Lake PV\calcs\Beams.r3d] Page 1
IIIRISA
Company
Designer
Job Number
Model Name
Orie2 Engineering, Inc.
ESY
{Global) Model Settings, Continued
Seismic Code ASCE 7-16
Seismic Base Elevation (ft) Not Entered
Add Base Weiqht? Yes
CtX .02
CtZ .02
TX (sec) Not Entered
T Z (sec) Not Entered
RX 3
RZ 3
Ct Exo. X .75
Ct Exo. Z .75
SD1 1 sos 1
S1 1
TL (sec) 5
Risk Cat I or II
Drift Cat Other
OmZ 2
OmX 2
CdZ 1
CdX 1
RhoZ 1
RhoX 1
Hot Rolled Steel Properties
Label E fksil G lksil Nu Therm 1/1 E5 .Densitvlklf . Yield(ksil Rv
1 A992 29000 11154 .3 .65 49 50 1.1
2 A36 Gr.36 29000 11154 .3 .65 .49 36 1.5
3 A572 Gr.50 290_Q0 111 54 .3 .65 .49 50 1.1
4 A500 Gr.B RND ?9000 111 54 3 65 .527 42 1.4
5 A500 Gr.B Rect 29000 11154 .3 .65 .527 46 1.4
6 A53 Gr.B 29000 11154 .3 ~i:; .11.Q 3!'i 1.6
7 A1085 29000 11154 .3 .65 .49 50 1.4
Hot Rolled Steel Section Sets
Label Shaoe Tvge Desinn List Material Desinn .. . A [in2]
1 W16x26 W16X26 Beam None A992 Tvnical 7.68
2 W14x22 W14X22 Beam None Jl.QQ2 T"nir<>I 6.4!:i
3 W12x16 W12X16 Beam None A992 T"nical 4.71
Joint Coordinates and Temperatures
Label X lftl Y fftl Z lftl Temn [E)
1 N1 0 0 0 0
2 N2 35.75 0 0 0
3 N3 0 -10 0 0
4 N4 30 -10 0 0
5 NS 0 -20 0 0
6 N6 1~4 -?O 0 0
Page 22
Aug 11, 2022
8:27 AM
Checked By: DJF
I= u(ls§jl Rt__
65 1.1
58 1.2
65 1.1
58 1.3
!'i8 1.3
60 1.2
65 1.3
I ui.n4 I i.n4) J lin41
9.59 301 .262
7 199 .208
2.82 103 .103
Detach From Diac hragrn__
RISA-30 Version 17.0.4 [Z:\PROJECTS\249 -HES\002-22 -Emerald Lake PV\calcs\Beams.r3d] Page2
IIIRISA
Company
Designer
Job Number
Model Name
Orie2 Engineering, Inc.
ESY
Hot Rolled Steel Design Parameters
I abel Shaoe Lenalb[ftl I bvvffl] Lbzzffl]
1 M1 W16x26 35.75 2
2 M2 W14x22 30 2
3 M3 W12x16 15.4 2
Joint Loads and Enforced Displacements
LcomQJQP-fftl I COMP-b t[ftl [ .!nm ..• Kvv
2
2
2
Page23
Aug 11, 2022
8:27 AM
Checked By: DJF
Kzz Cb Function
Lateral
Lateral
Lateral
Joint Label L.D,M Direction Magnitude[(k,k-ft), (in.rad), (k*sA2Jft, k*sA2*ft)]
No Data to Print ...
M1 -.07 0 0
2 M2 -.061 0 0
3 M3 -.051 0 0
Member Distributed Loads (BLC 2 : Dso/ar)
Member I abel Direction Start Maanituderkltt F ksfl End Magnituderk Start I ocationrtt, l=nd l ocation[ft..%]
1 M1 y -.08 -.08 0 0
2 M2 y -.069 -.069 0 0
3 M3 y -.058 -.058 0 0
M1 -.169 0
2 M2 -.1 62 0
3 M3 -.145 0
Me abe nitude[k/ft F ks0
1 M1 -.121
2 M2 -.119
3 M3 -.132
Basic Load Cases
BLC Descriotion Cateaorv X Gravitv Y Gravitv Z Gravitv Joint Point Distrih•i.. Area/M Surfac ..
1 D DL -1 3
2 Dsolar DL 3
3 Lr RLL 3
4 w WL 3
RISA-3O Version 17.0.4 [Z:\PROJECTS\249 -HES\002-22 -Emerald Lake PV\calcs\Beams.r3d] Page 3
IIIRISA
Company
Designer
Job Number
Model Name
Orie2 Engineering, Inc.
ESY
Load Combinations (Continued)
Page 24
Aug 11 , 2022
8:27 AM
Checked By: DJF
Descri tion S ... P ... S ... B ... F ... Fa... BLC Fa ... BLC Fa .. BL
3 D + Dsolar + 0.6W Y .. Y DL 1 WL .6 4 D + Dsolar + 0.75Lr + O ... Y .. Y DL 1 WL .45
Load Combination Design
Descrintion ASIF CD Servir,e Hot Rolled Cold For Wood Concrete M:.sonrv Aluminum Stainless Connecti .
1 D + Lr 1.25 Yes Yes Yes Yes Yes Yes Yes Yes Yes
2 D + Dsolar + Lr 1 25 Yes Yes Yes Yes Yes Yes Yes Yes Yes
3 D + Dsolar + 0.6W 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes
4 D + Dsolar + 0.75Lr + 0.4 ... 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes
Envelope Joint Reactions
Joint X fkl LC Y fkl LC z [ls] LC MX fk.:f!) LC MY (k-ftl LC MZ fk-ftl LC
1 N1 max 0 4 6.387 4 0 4 LOCKED 0 4 0 4
2 min 0 1 4.446 3 0 1 LOCKED 0 1 0 1
3 N2 max 0 4 6.387 4 0 4 0 4 0 4 0 4
4 min 0 1 4.446 3 0 1 0 1 0 1 0 1
5 N3 max 0 4 4.907 4 0 4 0 4 0 4 0 4
6 min 0 1 3.352 3 0 1 0 1 0 1 0 1
7 N4 max 0 4 4.907 4 0 4 LOCKED 0 4 0 4
8 min 0 1 3.352 3 0 1 LOCKED 0 1 0 1
9 N5 max 0 4 2.257 4 0 4 0 4 0 4 0 4
10 min 0 1 1.573 3 0 1 0 1 0 1 0 1
11 N6 max 0 4 2.257 4 0 4 LOCKED 0 4 0 4
12 min 0 1 1.573 3 0 1 LOCKED 0 1 0 1
13 Totals: max 0 4 27.104 4 0 4
14 min 0 1 18.742 3 0 1
Envelope Member Section Deflections Service
Member Sec x finl LC v linl LC z [in] LC x Rotate r . LC (n.U,LY.' Ra LC (n_) I /7' Ratio LC
1 M1 1 max 0 4 0 4 0 4 0 4 NC 4 NC 4
2 min 0 1 0 1 0 1 0 1 NC 1 NC 1
3 2 max 0 4 -.933 3 0 4 0 4 459.945 3 NC 4
4 min 0 1 -1 .34 4 0 1 0 1 320 16 4 NC 1
5 3 max 0 4 -1.309 3 0 4 0 4 327.711 3 NC 4
6 min 0 1 -1.881 4 0 1 0 1 228.114 4 NC 1
7 4 max 0 4 -.933 3 0 4 0 4 459.945 3 NC 4
8 min 0 1 -1.34 4 0 1 0 1 320.16 4 NC 1
9 5 max 0 4 0 4 0 4 0 4 NC 4 NC 4
10 min 0 1 0 1 0 1 0 1 NC 1 NC 1
11 M2 1 max 0 4 0 4 0 4 0 4 NC 4 NC 4
12 min 0 1 0 1 0 1 0 1 NC 1 NC 1
13 2 max 0 4 -.629 3 0 4 0 4 572.723 3 NC 4
14 min 0 1 -92 4 0 1 0 1 391 ?fi 4 NC 1
15 3 max 0 4 -.882 3 0 4 0 4 408.065 3 NC 4
16 min 0 1 -1.291 4 0 1 0 1 278 773 4 NC 1
17 4 max 0 4 -.629 3 0 4 0 4 572 7?J. 3 NC 4
1R min 0 1 -.92 4 0 1 0 1 391 26 4 NC 1
19 5 max 0 4 0 4 0 4 0 4 NC 4 NC 4
20 min 0 1 0 1 0 1 0 1 NC 1 NC 1
21 M3 1 max 0 4 0 4 0 4 0 4 NC 4 NC 4
22 min 0 1 0 1 0 1 0 1 NC 1 NC 1
23 2 max 0 4 -.077 3 0 4 0 4 2398 079 3 NC 4
RISA-3O Version 17.0.4 [Z:\PROJECTS\249 -HES\002-22 -Emerald Lake PV\calcs\Beams.r3d) Page4
IIIRISA
Company
Designer
Job Number
Model Name
Orie2 Engineering, Inc.
ESY
Envelope Member Section Deflections Service (Continued)
Member C::o,-x linl LC v linl LC z finl LC x Rotate I ... LC In\ Uv' Ra .. LC
24 min 0 1 -.111 4 0 1 0 1 1670.502 4
25 3 max 0 4 -.108 3 0 4 0 4 1708.632 3
26 min 0 1 -.155 4 0 1 0 1 1100.212 4
27 4 max 0 4 -.077 3 0 4 0 4 2398 079 3
28 min 0 1 -.111 4 0 1 0 1 1670.502 4
29 5 max 0 4 0 4 0 4 0 4 NC 4
30 min 0 1 0 1 0 1 0 1 NC 1
1
2
3 112.653 141.0
Page25
Aug 11, 2022
8:27 AM
Checked By: DJF
'n' Uz' Ratio LC
NC 1
NC 4
NC 1
NC 4
NC 1
NC 4
NC 1
RISA-3O Version 17.0.4 [Z:\PROJECTS\249 -HES\002-22 -Emerald Lake PV\calcs\Beams.r3d) Page 5