PMT15-02123 EsGil Corporation
i
In alartnersfiip with government for aluiffing Safety
DATE: 7/29/2015 ❑ APPLICANT
❑ JURIS.
JURISDICTION: Menifee ❑ PLAN REVIEWER
❑ FILE
PLAN CHECK NO.: PMT15-02123.E SET: I
PROJECT ADDRESS: 29103 Stonybrook Ln.
PROJECT NAME: JOSE GONZALEZ 3,000 Watts Solar Photovoltaic System
® The plans transmitted herewith have been corrected where necessary and substantially comply
with the jurisdiction's building codes.
❑ The plans transmitted herewith will substantially comply with the jurisdiction's
codes when minor deficiencies identified below are resolved and checked by building
department staff.
❑ The plans transmitted herewith have significant deficiencies identified on the enclosed check list
and should be corrected and resubmitted for a complete recheck.
❑ The check list transmitted herewith is for your information. The plans are being held at Esgil
Corporation until corrected plans are submitted for recheck.
❑ The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant
contact person.
❑ The applicant's copy of the check list has been sent to:
® EsGil Corporation staff did not advise the applicant that the plan check has been completed.
❑ EsGil Corporation staff did advise the applicant that the plan check has been completed.
Person contacted: Telephone #:
Date contacted: (by: ) Email: Fax #:
Mail Telephone Fax In Person
❑ REMARKS:
By: Eric Jensen (SA) Enclosures:
EsGil Corporation
❑ GA ❑ EJ ❑ MI3 ❑ PC 7/24
9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax(858)560-1576
Version #48.2
06.5olarCity CITY OF MENIF
BUILDING AND',
July 24,2015 PLAN APPROVA
Project/Job # 9257497 1
RE: COVER LETTER REVIEWED B1(_,.
Project: Gonzalez Residence
29103 Stonybrook Ln,
Menifee,CA 92584 *Approval of these plans sh
approval of,any violadon o
To Whom It May Concern, regulations and ordhwm
A jobsite survey of the existing framing system was performed by a site survey team from SolarCity. Structural review was) 01oompledon
site observations and the design criteria listed below:
Design Criteria:
-Applicable Codes = 2013 CBC,ASCE 7-10,and 2012 NDS
-Risk Category = II
-Wind Speed = 110 mph, Exposure Category C
Ground/Roof Snow Load = 0 psf
- MPl: Roof DL = 14 psf, Roof LL= 20 psf
M
On the above referenced project,the components of the structural roof framing impacted by the installation of the PV assembly have
been reviewed. After this review it has been determined that the existing structure is adequate to withstand the applicable roof dead
load, PV assembly load,and live/snow loads indicated in the design criteria above.
The structural roof framing and the new attachments that directly support the gravity loading and wind uplift loading from PV modules
have been reviewed and determined to meet or exceed structural strength requirements of the 2013 CBC.
Please contact me with any questions or concerns regarding this project.
_Co
NO. 722 4 M
inn
John A. Calvert, P.E. Expires a'ib -V
Professional Engineer
T: 888.765.2489 x51508 Digitally signed by sT� C 1 V I Q
email: jcalvert@solarcity.com John Calvert "Z CP
Date:2015.07.24
11:01:21-06'00'
3055 Clearview Way San Mateo, CA 94402 1 (650)638-1028 (888)SOL-CITY r(650)638-1029 solarcity.com
07.24.2015
SolarCit PV System Structural Version #W
1° Design Software SAFETY C
,L
PROJECT INFORMATION &TABLE OF CONTENTS
Project Name: Gonzalez Residence AHJ: Menifee
Job Number: 9257497 Building Code: 2013 CBC
Customer Name: Gonzalez,Jose A Based On: IRC 2012/IBC 2012
Address: 29103 Stonybrook Ln, ASCE Code: ASCE 7-10
City/State: Menifee, CA Risk Category: II °
Zip Code 92584 Upgrades Req'd? No
Latitude/ Longitude: 33.679800 -117.189480 Stamp Req'd? Yes ill tbecongr
SC Office: Murrieta PV Designer: Sarah Fulmer am provisionsi
This set of appi
Cover Letter 1
Project Information, Table Of Contents, &Vicinity Map 2
Seismic Considerations 3
Structure Analysis (Loading Summary and Member Check) 4
Hardware Design (PV System Assembly) 5
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•o. . • •. )2015 Google Imagery C2015 , •italGlobe, USDA Farm 96&kftAqency
29103 Stonybrook Ln„ Menifee, CA 92584
Latitude: 33.6798, Longitude: -117.18948, Exposure Category: C
SEISMIC CONSIDERATIONS
EPART
Seismic Design Criteria (per USGS
Seismic Design Code ASCE 7-10
Latitude 33.6798
Longitude -117.1895
SRA at Short Period Ss 1.S01 USGS
SRA at is Period S, 0.600 USGS
Soil Site Class D IBC 1613.5.2
Seismic Design Category SDC D USGS
Seismic Check Required(Ss>_ Yes IBC1613.1 dtobeap
0.4 &SDC > D the federdl
oved plans n
ALTERATION LATERAL DESIGN 10% EXCEPTION CHECK
Weight of Proposed PV System
Area Dead Load Weight
PV System Weight 159 sf 3 psf 478 Ibs
Total Weight of PV System W(PV) 478 Ibs
Weight of Roof on Existing Building
Sum Area of MPs with PV 392 sf
Portion of Roof Weight Area I Dead Load Wei ht
Roof 392 sf 14.0 psf 5 485 Ibs
Ceiling 392 sf 5.0 psf 1,959 Ibs
Interior Walls (Top Half) 317 sf 5.0 Psf 1,583 Ibs
Exterior Walls Mop Half 317 sf 8.5 psf 2,692 Ibs
Net Weight of Roof Under PV W(exist) 11,719 Ibs
Check% Increase of Roof Weight / Seismic Shear Load
Increase of DCR of Lateral 4.1"/0
Force Resisting System I W(PV)1 W(exist) Increase Seismic Shear Load < 10%, -> [OK] IBC Sect. 3404.4
Note: Seismic base shear is directly proportional to roof weight.
STRUCTURE ANALYSIS - LOADING SUMMARY AND MEMBER CHECK - MP1
Member Properties Summary NT
MPI Horizontal Member Spans Rafter Properties
Overhang 1.16 ft Actual W 1.50"
Roof System Properties San 1 6.97 ft Actual D 3,50"
Number of Spans w/o Overhang) 4 Span 2 5.06 ft Nominal Yes
Roofing Material Flat Tile Roof Span 3 2.28 ft A 5.25 in.-2
Re-Roof No Span 4 2.3-ft S, _3 �Lq
Plywood Sheathing Yes San 5 I 5.36 in.^4
Board Sheathing None Total Span 17.83 ft TL DefPn Limit 120
Vaulted Ceiling No PV 1 Start 1.33 ft Wood Species DF It for,orii
Ceiling Finish 1/2"Gypsum Board PV 1 End 10.83 ft Wood Grade #2
Rafter Slope 180 PV 2 Start Fb 900 psi gate or City
Rafter Spacing 24"O.C. PV 2 End F„ 180 psi , stbe kept
Top Lat Bracing Full PV 3 Start E 1600000 psi
Sot Lat Bracing At Supports PV 3 End Em;" 580000 psi
Member Loading Summary
Roof Pitch 4112 Initial I Pitch Adjust I Non-PV Areas PV Areas
Roof Dead Load DL 14.0 psf x 1.05 14.7 psf 14.7 psf
PV Dead Load PV-DL 9.0 psf x 1.05 9.5 psf
Roof Live Load RLL 20.0 psf x 1.00 20.0 psf
Live/Snow Load LL/SL"2
Total Load (Governing LC TL 14.7 psf 24.2 psf
Notes: 1. ps = Cs*pf;Cs-roof, Cs-pv per ASCE 7 [Figure 7-2] 2. pf=0.7(Ce)(C[)(Is)py; Ce=0.9, 4=1.1,I,=1.0
Member Design Summary (per NDS)
Governing Load Comb CD CL + CL - CF Cr
D 0.9 1.00 0.96 1.5 1.15
Member Analysis Results Summary
Maximum Max Demand @ Location Capacity DCR Load Combo
Shear Stress 43 psi 1.2 ft. 162 psi 0.27 D
Bending (+)Stress 715 psi 4.1 ft. 1397 psi 0.51 D
Bending (-) Stress -845 psi 8.1 ft. -1340 psi 0.63 D
Total Load Deflection 0.17 in. I L/512 4.3 ft. 0.73 in. I L/120 0.23 D
CALCULATION OF DESIGN WIND LOADS - MP1
Mounting Plane Information
Roofing Material Flat Tile Roof
PV System Type SolarCity SleekMountT"
Spanning Vents No
Standoff Attachment Hardware Mighty Hook HDG FT
Roof Slope
Rafter Spacing 24"O.C.
Framing Type L Direction Y-Y Rafters ,TE
Purlin Spacing X-X Purlins Only NA
Tile Reveal Tile Roofs Only 15"
Tile Attachment System Tile Roofs Only SM Span n
Standin Seam/Trap Seam/Trap Spacing SM Seam Only NA
'n the
Wind Design Criteria
Wind Design Code ASCE 7-10
Wind Design Method Partially/Fully Enclosed Method
Basic Wind Speed V 110 moh Fig. 26.5-1A
Exposure Category C Section 26.7
Roof Style Gable Roof Fig.30.4-2A/B/C-SA/B
Mean Roof Height h 25 ft Section 26.2
Wind Pressure Calculation Coefficients
Wind Pressure Exposure K� 0.95 Table 30.3-1
Topographic Factor Kn 1.00 Section 26.8
Wind Directionality Factor Kd 0.85 Section 26.6-1
Importance Factor I NA
Velocity qh = 0.00256 (Kz) (Kzt) (Kd) (VA2)
tY Pressure qh 24.9 psf Equation 30.3-1
Wind Pressure
Ext. Pressure Coefficient U GC D -0.88 Fig.30.4-2A/B/C-SA/B
Ext. Pressure Coefficient Down G Down 0.45 Fig.30.4-2A/B/C-5A/B
Design Wind Pressure p p - qh (G ) Equation 30.4-1
Wind Pressure Up p„ -21.8 psf
Wind Pressure Down P(d.wnl 16.0 psf
ALLOWABLE STANDOFF SPACINGS
X-Direction Y-Direction
Max Allowable Standoff Spacing Landscape 72" 60"
Max Allowable Cantilever Landscape 24" 24°
Standoff Configuration Landscape Not-Staggered
Max Standoff Tributary Area Trib 30 sf
PV Assembly Dead Load W-PV 3.0 psf
Net Wind Uplift at Standoff T-actual -341 Its
Uplift Capacity of Standoff T-allow 500 Ibs
Standoff Demand/Capacity DCR 68.1%
X-Direction Y-Direction
Max Allowable Standoff Spacing Portrait 48" 60"
Max Allowable Cantilever Portrait 20" 24rr
Standoff Configuration Portrait Not-Staggered
Max Standoff Tributary Area Trib 20 sf
PV Assembly Dead Load W-PV 3.0 psf
Net Wind Uplift at Standoff T-actual -227 Ibs
Uplift Capacity of Standoff T-allow 500 Ibs
Standoff Demand/Capacity DCR 45.4%