Report (46) Cc 3 7 c vL
CLIPSE RECEIVED
NOV 0.5 2012
OCTENGINEERING INGTY OF ieZA air%
302012 atleiNGDFnatuoN
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October 30,2012 ;. • - ;
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Mr.Todd Andrich � yor,i;
SolarCity3055 Clearview Way
San Mateo,California 94402 Ildrfr
Re: Clean Water Services Inverter Foundation 410 c"
16060 SW 85th Avenue ZFARMS-V '
Tigard,Oregon 97224 ee��
Todd, I Expiration Date: UIQ. 'l11 2013
As requested, we have provided calculations for anchorage of the PV system inverter and transformer to a new concrete
slab. We have analyzed the anchorage from the inverter to the concrete slab and the slab itself to support overturning
loads due to wind and seismic forces in the Tigard area. We have base our design on the drawings provided to us by
SolarCity including all dimensions and the weight of the inverter. We have also analyzed the transformer adjacent to the
inverter for overturning and anchorage to the slab.
The inverter weighs 2700 lbs and is approximately 88" wide x 88"tall with anchor points located at 29.5"o.c. across the
depth of the unit. The transformer weighs 4140 lbs and is approximately 85.6"wide x 88"tall with anchor points at 13.8"
o.c. across the depth. If the actual weight or dimensions vary from those described above, please notify Eclipse
Engineering for a revised anchorage design. The two units are anchored to a concrete slab that is approximately 48"wide
x 264" long x 16"deep and supported on a crushed rock base as shown on sheet PV 4(Inverter Anchorage) provided by
SolarCity. The slab shall extend a minimum of 12"below grade and supported on a minimum of 6"of crushed rock to meet
the local frost depth requirements. The site shall be graded such that all water drains away from the concrete slab.
The inverter and the transformer shall each be anchored to the concrete slab with (4) F1554 Gr. 36 5/8"diameter cast-in-
place threaded rod anchor bolts with a minimum of 6"embedment into the slab. Each anchor shall have a 3/8" x 1-1/2"
plate washer and nut embedded in the slab at the base of the anchor bolt, and a minimum of 9" edge distance shall be
maintained from each anchor to the edge of the slab in any direction to develop the required strength of each anchor.
Alternatively, the same bolts and embedment may be post-installed with 'Simpson' SET-XP epoxy. Anchor bolt locations
shall be verified and coordinated by the contractor and manufacturer prior to installation. The concrete slab shall be a
minimum of 16"thick and reinforced with#4 bars at 12"o.c.each way top and bottom as shown on detail D/PV 4.
The PV system anchorage has been designed to resist the required wind and seismic loading of the Tigard area and our
design meets or exceeds the requirements of the 2009 IBC and 2010 OSSC. We have designed the connections for the
above noted inverter and transformer to the concrete slab, the supporting concrete slab, and the stability of the system as
a whole. We do not take responsibility for the integ 'ty of the omponents themselves or for any other element not
included in this letter.
Sincerely,
Eclipse Engineering,Inc
Robert VanCamp, EIT /olf Armstrong, •E
Project Engineer Principal
155 NE REVERE AVENUE,SUITE A.BEND,OR 97701 0� �'�
PHONE:(541)389-9659 FAX:(541)312-8708 v[wnt,
'�, UTIUNs
WWW.ECLIPSE-ENGINEERING.COM S��l
•
r r r r s
GENERAL NOTES - Clean Water Services Inverter Foundation SPECIAL INSPECTIONS
A. DESIGN CRITERIA:
A. Special inspections are required by the 2010 Oregon Structural Specialty Code, Sections 109.3.9 & 1704
1. CODE: Oregon Structural Specialty Code, 2010 Edition, based on the
International Building Code, 2009 Edition. B. The owner or the registered design professional in responsible charge acting as the owner's agent shall
employ one or more special inspectors to provide inspection during construction on the types of work listed
2. WIND DESIGN DATA under Section 1704. The special inspector shall be a qualified person who shall demonstrate competence,
BASIC WIND SPEED - 95 MPH, Exp. C to the satisfaction of the building official, for inspection of the particular type of construction or operation
Wind Importance Factor, Iw - 1.00 requiring special inspection. These inspections are in addition to the inspections specified in Section 109.
3. SEISMIC DESIGN DATA: C. The special inspector shall furnish inspection reports to the building official, and to the engineer. Reports
Seismic Importance Factor - 1.00 shall indicate that work inspected was done in conformance to approved construction documents.
Ss = 0.928, S1 = 0.335 Discrepancies shall be brought to the immediate attention of the contractor for correction. If the
Site Class - D discrepancies are not corrected, the discrepancies shall be brought to the attention of the building official
SOS = 0.699, SDI = 0.386 and the engineer prior to completion of that phase of the work. A final report documenting required
Seismic Design Category - D special inspections and correction of any discrepancies noted in the inspections shall be submitted of a
point in time agreed upon by the permit applicant and the building official prior to the start of the work.
D. Fabricator Approval (OSSC Section 1704.2.2). At completion of fabrication, the approved fabricator shall
ALLOWABLE SOIL BEARING CAPACITY: 1,500 PSF (Assumed)
submit a certificate of compliance to the building official stating that the work was performed in
accordance with the approved construction documents.
FOUNDATION NOTES
E. 1704.4 - Concrete Construction - Per OSSC Table 1704.4 - REQUIRED FOR 3000 PSI CONCRETE
A. Eclipse Engineering, Inc. has designed the foundation elements of the building to be supported on the soil
F. Post Installed Concrete Anchors - REQUIRED
type described in these notes.
B. If the soil at the building site contains disturbed, organic, silty or clayey soils, a geotechnical engineer shall TABLE 1704.4
be retained to design the soil used to support the footings, slabs, and other foundation elements. REQUIRED VERIFICATION AND INSPECTION OF CONCRETE CONSTRUCTION
C. Ifground water isVerification and Referenced IBC
present at the site, or if the building site is located in a slide area, or if the soil is fill, Inspection Continuous Periodic Standard Reference
or if the soil is otherwise considered unstable, a geotechnicol engineer shall be retained to design the soil
used to support the footings, slabs, and other foundation elements.
1. Inspection of reinforcing steel, including X ACI 318: 3.5, 1903.5,
D. The inverter slab shall be supported on isolated pad footings bearing on undisturbed, natural, pre-stressing tendons. and placement. 7.1-7.7 1907.1,
inorganic, non-silty, non-clayey soils. 1907.7
1914.4
E. If structural fill is to be used, fills that support footings, foundations and slabs shall be designed, installed
and tested in accordance with accepted engineering practice. Fill and the installation of fill shall be 2. Inspection of reinforcing steel welding AWS D1.4 1903.5.2
designed and specified by a geotechnical engineer licensed to practice in the jurisdiction of the construction
site. in accordance with Table 1704.3, N/A N/A ACI 318: 3.5.2
Item 58.
F. There shall be o minimum of 95% compaction (ASTM D698 Standard Proctor Density) of all backfill soil 3. Inspect bolts to be installed in
under slabs on grade. concrete prior to and during placement N/A
of concrete where allowable loads - 1912.5
CAST-IN-PLACE CONCRETE: have been increased.
4. Verifying use of required design mix. - X ACI 318: Ch. 4. 1904,
A. CONCRETE:
5.2-5.4 1905.2-
1. DESIGN STRENGTH' 1905.4,
a. Spread Footings, Slabs-on-Grade; 1914.2,
f'c = 3000 psi at 28 days, normal weight 1914.3
Site - Slabs-on-Grade; f'c = 3000 psi at 28 days, normal weight, air entrained 5. Sampling fresh concrete and perfoming X ASTM C 172
1905.6,
2. Maximum Coarse Aggregate Size: 3/4" inch, U.N.O. slump, air content and determining the ASTM C 31 1914.10
temperature of fresh concrete at the ACI 318: 5.6, 5.8
3. Maximum Slumps; Air & Additives: time of making specimens for strength
a. Footings and slabs: 4 inches tests.
b. (+) 1/2" to (-) 1":
c. Entrained Air: 5% (+ or -) 1 1/2%; use only for exterior exposed concrete for durability, U.N.O. 6. Inspection of concrete and shotcrete X ACI 318: 5.9, 5.10 1905.9,
d. Curing Compound: ASTM C309, Type 2, Gloss B placement for proper application 1905.10
e. Construction to be in accordance with ACI 318-05 techniques. 1914.6,
1914.7,
B. REINFORCING STEEL: 1914.6
1. Use ASTM A615 - Grade 40 for #3 reinforcing bars, Grade 60 for #4 and larger reinforcing bars. 7. Inspection for maintenance of specified X ACI 318: 5.11-5.13 1905.11,
2. Provide clearance and cover of rebor as designated in ACI-318. curing temperature and techniques. 1905.13,
1914.8
STRUCTURAL STEEL 8. Inspection of prestressed concrete: ACI 318: 18.18
A. BOLTSACI 318: 18.16.4
o. Application of prestressing forces. N/A
-
b. Grouting of bonded pre-stressing N/A
1. ASTM A307 machine bolts (M.B.) unless otherwise indicated as A325 high strength tendons in the seismic-force -
-
bolts (H.S.B.) resisting system.
2. Anchor bolts: ASTM F1554, Grade 36, Fy=36 ksi.
B. PROTECTION AGAINST CORROSION: 9. Erection of precast concrete members. -_ N/A ACI 318: Ch. 16 -
10.Verification of in-situ concrete strength, prior to ACI 318: 6.2 1906.2
1. All structural/miscellaneous steel exposed to humidity or weather shall be hot-dipped stressing of tendons in post-tensioned concrete
galvanized per ASTM A123 or ASTM A153, Class '9'. and prior to removal of shores and forms from -
N/A
beams and structural slabs.
Eclipse Engineering, Inc. Clean Water Services Inverter Slab 10/30/2012
Consulting Engineers Lateral Analysis RVC
CALCULATE DESIGN WIND PRESSURE -
ASCE 7-05 Fig 6-21 Rooftop Equipment and Similar Structures
a
WIND LOADING - ASCE 7-05
Section 6.5.13 -Wind Loads on Other Structures:
3- Second Wind Gust(Basic Wind Speed)- v:= 95 mph
Fastest Mile Wind Speed - Vfm:_ (V- 10.5)•1.05- I = 80.:mph
Importance Factor- I •_ 1.0
Wind Directionality Factor Table 6-4- Kd:= 0.90
for Main Wind Force Resisting Systems
Velocity Pressure Exp. Coefficient Table 6-3- := 0.85
For 15 ft above grade-exp C
Topographic Coefficients Figure 6-4- K, := 1.0 K2:= 1.0 K3:= 1.0
Topographic Factor-6.5.7.2 - ict:= (1 + Ki•K24(3)2 K =4
Height of Hill- H:= 0•ft
Length of 1/2 Height- Lh:= 0•0.11
Factor per section 6.5.7.1 -#4 =0
Lh
Note:As per ASCE -6.5.7.1: 1ct:= 1.0
6.5.7.1 -#3, the structure is not located in the upper one-half of the hill
- #4, H/Lh is less than 0.20 2
Velocity Pressure-6.5.10- qz:= 0.00256•KZc
1 .Kd•v •Iw psf
qZ= 17.7•psf
FOR ROOFTOP EQUIPMENT AND SIMILAR STRUCTURES:
Gust Factor 6.5.8.1 - G:= 0.85
Height to Depth Ratio- hd:= 2.0 Square Cross Section
Rooftop Equip Increase 6.5.15.1- r;:= 1.0 Ground Mounted
Force Coefficient, Fig 6-21 Cf:= 1.35 Wind Normal To Face
Projected Surface Area - A:_ (88.90)in2=55 ft2 Worst Case
USD Wind Pressure -6.5.15 : P,,,:= 1.6•gZ G•Cf P,,,=32.5•psf
Design Wind Force - F;„:= PICA FW= 1785 lb
Eclipse Engineering, Inc. Clean Water Services Inverter Slab 10/30/2012
Consulting Engineers Lateral Analysis RVC
CALCULATE DESIGN SEISMIC FORCE
For Non-Structural Components
PROPERTIES OF COMPONENTS:
Height of Roof Structure- z:= i.ft
Height of Component Attachment- h := 1.11
Design Spectral Response Coeff- SDs:= 0.699
Seismic Coefficients: ap:= 1.0 Ip:= 1.0 Rp:= 1.5
(ASCE Table 13.6-1)
Weight of Component 1 - wt:= 4140.l)• Transformer Weight
Weight of Component 2 - w, := 2700•t11 Inverter Weight
DESIGN SEISMIC FORCE: ASCE 7-05 Section 13.3.1
Seismic Coeff Lower Limit- Fpmin:= 0.3•SDS'Ip=0.21
Seismic Coeff Upper Limit- F1.6.S i 1.118
pmax:= DS' p=
Seismic Coeff- 0.4 SDs (
Fp, := R •I 1 + 2 hJ =0.559
P
Ip
Design Seimic Coeff- Fp:= if(Fpt > Fpmin,if(Fpi <Fpm,,Fp',Fpmax),Fpmin) =0.559
USD Seismic Force 1- Ft:= 1.0•Fp•Wt=2315 lb Transformer
USD Seismic Force 2 - Fi:= 1.0•Fp Wi = 1510 lb Inverter
Concurrent Vertical Force- Tpt:= 0.2.SDS.Wt=579 lb
Tp,:= 0.2•SDs•Wi =377 lb
Lateral Design Force For Anchors- Fpat:= 1.3•Fp•WL=3010 lb WI Rp= 1.5
In CMU or Concrete
Fpai:= 1.3•Fp•Wi= 1963 lb
Controlling Overturning Force- For Anchor Design
if(F,> Fpat,"Wind Controls","Seismic Controls") = "Seismic Controls" Transformer
if(F,,>Fpai,"Wind Controls","Seismic Controls") = "Seismic Controls" Inverter
2
Eclipse Engineering, Inc. Clean Water Services Inverter Slab 10/30/2012
Consulting Engineers Lateral Analysis RVC
CALCULATE OVERTURNING and ANCHORAGE -
Component Anchorage to Slab
COMPONENT GEOMETRY: Transformer Inverter
Component Heights- ht:= 90-in h; := 90.in
Component Widths- wt:= 85.6•in w; := 88.in
Component Depths- dt:= 13.80.in d;:= 29.5-in
(Distance to CL of Anchor Bolts)
OVERTURNING FORCES: Controlling LC=0.9DL - 1.0E (USD)
Overturning Moments- Mot:= Fpat 2` 2
= 11286 ft lb Moi:= Fw ' =6693 ft.lb
Moments- d` i
USD Resisting Mrt:= 0.9•Wt• =2142 ft•Ib MnM ;:= 0.9•W;•— =2987 ft.lb
2
2
Factors of Safety- Mit
=0.19 Mn = 0.45 < 1.5 Therefore Positive
Against Overturning mot moi Anchorage Req'd
ANCHOR DESIGN:
M Mrt
Tpt Moi — Mrt
Tension Force Per Bolt- Tt:= P` + °` =4120 lb Ti:_ — + = 898 lb
4 2.dt 4 2-di
F
Shear Force Per Bolt- vt:= pa` =752 lb vi := w =446 lb
4 4
TRY EMBEDDED BOLT: 5/8" DIAMETER BOLT w/6" EMBED
Strength Reduction Factor- := 0.75
Ultimate Tension Strength - T„:= 7370•lb For Seismic
Ultimate Shear Strength- V„:= 3830.1b For Seismic
max(Tt,Ti) max(Vt,Vi)
Interaction Equation - + =0.76 < 1.0 OK
Ti, V„
CHECK SLIDING OF CONCRETE SLAB:
p,:= 0.35Fsliding µ'(Wt+ 145•pcf•43•in•75•in•86•in) =9595 lb
Pp:= 350.pcf Ppassive 12 in Pp 0.5 12 in 86 in= 1254 lb
Max Resistance- P�:= (Fsliding+ Ppassive) —max(FW,Ft) = 8534 lb > 0 Therefore OK
Eclipse Engineering, Inc. Clean Water Services Inverter Slab 10/30/2012
Consulting Engineers Lateral Analysis RVC
•
CALCULATE OVERTURNING and ANCHORAGE - Cont...
Slab Design for Overturning and Bearing
Depth of Component on Slab- dt= 13.8•in di =29.5-in
CL of Component to Edge of Slab- ct:= 17•in ci:= 26•in
Width of Concrete Slab- ws:= 48•in
Thickeness of Concrete Slab- is:= 16•in
Length of Slab Considered - 1st:= 106•in 'Si := 96-in
(Width to Anchors + 9" Ea Side)
Weight of Concrete Slab- Wst:= 145•pcf•ws•ts•lst=6831 lb
Wsi:= 145•pcf•ws•ts•1si =6187 lb
ht h; 1
Overturning Moment- Mot:= Ft 2 + ts) = 11768 ft Ib Moi:= F;•( 2 + ts) =7675 ft.lb
Resisting Moment- mit:= 0.9•(wt•ct + Wst•0.5•ws) = 17574 ft.lb
Mni:= 0.9.(W;•c; + Wsi.0.5•ws) = 16401 ft.lb
> 1.5 OK
SafetyFactor- MrtMni
SFt:= — = 1.49 SFt:= — =2.14
Mot Moi
FOUNDATION AND SOIL BEARING PRESSURE:
Allowable Bearing Pressure: gaiiow:= 1500psf
Dead Load: PD:= Wt+ Wst PD= 10971 lb
Distance to Resultant Uplift- x:= Mit-Mot x=0.53.11
PD
Eccentricity of Resultant- e:= 2•kws ) - x e= 1.47.ft
Total Width of Footing- Wf:= Ws Wf=4.ft
Max Trapezoidal Soil Pressure- PD fl + 6-e1 996 sf
QTmax:= J 9Tmax =996.psf
lst wf
Max Triangular Soil Pressure- 2 PD t
��ma"• 0.5•w 9A,„„= 1565•psf
3 1St f–e)
Maximum Actual Soil Pressure- t
9max:= tf e > 6•wf+Gpmax,QTmax� max= 1565.psf
USE: MIN 16" THICK CONCRETE SLAB - MIN 48" WIDE
if
rLIPSE a
ENGINEERING INC. Project: Clean Water Services Inverter Foundation
Client: SolarCity
155 NE REVERE AVE SUITE A PH: (541) 389-9659 Proj.#• 12-10-207
BEND, OR 97701 FAX: (541) 312-8708 Date: 10/30/2012
WWW. ECI_ IPSU - ENGINEERING . COM
By: RVC
ACI 318-05 Appendix D - Tension Failures (Page 1 of 3)
Anchor description: ASTM A36 Embeded Bolts
1 Number of Anchors si= 0 in.(see Fig.
0.625 Inch Diameter s2= 0 RD.5.2.1)
9 Inch Embed
3000 psi Concrete Footing
NDesign= 4.120 (kips)Concrete Factored Tension Loads(applied loads)
D.3-General Requirements(ACI 318-05 Section D.3.3.3)
Are seismic loads induced into the anchor(SDC C,D,E,or F)? Y SF= 0.75
D.4-General Requirements for Anchor Strength(ACI 318-05 Section D.4.4)
Strength reduction factor'for anchors using load combinations from ACI 318-05 section 9.2
v
Will anchor be governed by brittle steel failure? N Anchor Q)= 0.75
Brittle failure: 0.65 (brittle defined by tensile test elongation less than 14%)
Ductile failure: 0.75 _
Is rebar present around anchor to resist blowout? Y Reinforcing'= 0.75
If rebar is present around anchor: 0.75
Otherwise, 0.70
Summary - For 5/8" Diameter Epoxy Anchor Bolt w/ Simpson SET-XP
0:1)Nn Wind (DNn Seismic
Summary From Below DNn Sw=1.0 SF=0.75
ON.= 9.83 9.83 7.37 kips
1
ONS= 14.14 14.14 10.61 kips
ON.= 11.95 11.95 8.96 kips
Minimum bNn= 9.83 9.83 7.37 kips
Ndesign < ONAllowable Note: Design for epoxy bolts is worst case
4.120 < 7.37 vs.embedded bolts;therefore,if Simpson
Therefore,Anchor Design OK SET-XP is adequate then an equivalent
embedded bolt is adequate as well.
Use ASTM F1554 Grade 36 Anchor Bolts
5-
r
CLIPSE
ENGINEERINGINC. Project: Clean Water Services Inverter Foundation
Client: SolarCity
155 NE REVERE AVE. SUITE A P11: (541) 389-9659 Proj.#: 12-10-207
BEND, OR 97701 FAX: (541) 312-8708
WWW. ECI. IPSE- ENGINFFRING . COM Date: 10/30/2012
By: RVC
ACI 318-05 Appendix D - Tension Failures Cont. (Page 2 of 3)
Tension Design Calculations
D.5.1 -Steel Stren2th for Anchor in Tension
do(Anchor Diameter)= 0.625 inches
n= 1 #of anchors
nt= 11.0 Number of Threads per inch
Ase= 0.23 in.2-(effective cross-sectional area of anchor)
face= 58.00 ksi-(tensile strength of anchor material(not the yield strength)not exceed
1.9fy or 125 ksi)
N.= 13.11 ksi-(Eqn. D-3)
Anchor (13,= 0.75 7�T
(Nse= 9.83 kips 1 r sa = nAse✓ rata
D.5.2-Concrete Breakout Stren2th of Anchor in Tension
SI = 0 inches(see Fig.RD.5.2.1)
s2= 0 inches(see Fig.RD.5.2.1)
Ane(for single anchor)= 607.5 in.2(see Figure RD.5.2.1)
An,(for group anchor)= 0 in.2(see Figure RD.5.2.1)
ANee(for single anchor)= 729 in.2(see Figure RD.5.2.1)
AND,(for group anchor)= 729 in.2(see Figure RD.5.2.1)
`I`«,N= 0.9 Eqn.D-9(Anchors not Eccentrically Loaded,SP1=1.0)Section D.5.2.4
Ted,N= 0.900 Eqn.D-10&D-11
To,N= 1 1.0 for cracked concrete,for uncracked see Section D.5.2.6
lc= 17 (24 for cast anchors, 17 for post-installed) Section D.5.2.2
fc= 3000 psi 1.5*hef= 13.5
hef= 9 inches 0.7+0.3(cm;n/1.5hef)= 0.900
Nin= 9 in-distance to closest edge of concrete N b k,
f,chef 1.5
b= 25.14 kips-(Eqn.D-7)
Nb< 34.13 kips-(Eqn.D-8)-For her between 11"and 25" j ' < 16 f'Chef
Nb to use for design: 25.14 kips
No= 18.86 kips-(Eqn.D-4)
Nene= 0.00 kips-(Eqn.D-5) A ,
Reinforcing el= 0.75 Ncbg = ° /
cbg= 14.14 kips ANco
t0
,
` LIPSE •
ENGINEERING INC. Project: Clean Water Services Inverter Foundation
Client: SolarCity
155 NE REVERE AVE, SUITE A PH: (541) 389-9659 Proj.#: 12-10-207
BEND, OR 97701 FAX: (541)312-8708 Date: 10/30/2012
WWW. ECEIPSE- ENGINEERING . COM
By: RVC
ACI 318-05 Appendix D - Tension Failures Cont. (Page 3 of 3)
Adhesive Anchor Capacity in Tension
kc=(post installed factor)= 17 reference Simpson catalog
Tk=(bond strength)= 855 psi(reference Simpson catalog)
Tkmax=(max bond)= 1423 psi(maximum bond strength)
scr=(critical spacing)= 9.60 in.2(must be less than 3*heff)
c�=(critical edge dist)= 4.80 in.2
Cm,,,= 9 in-distance to closest edge of concrete
Ana(projected failure)= 132.45 in.2
A.= 92.13 in.2 -
Nao= 15109 lb-basic adhesive anchor strength in tension
91&Na= 1.0 group anchor modification factor
gig,Nao= 1.0 group anchor modification factor,must be> 1.0
Ted.Na= 1.0 modification factor for edge effects
lip,Na= 1.0 for cracked concrete
Reinforcing i= 0.55 reference Simpson catalog-dry conc w/periodic special inspection
Na= 21.72 kips
ON.= 11.95 kips N = A A" N
a Y ed,Na V p,Na a4
AVa0
4
ECLIPSE
ENGINEERING INC. Project: Clean Water Services Inverter Foundation
Client. SolarCity
155 NE REVERE AVE. SUI"I I A P11:(541)389.9659 Pro #• 12-10-207
BEND.OR 97701 FAX:(541)312-8708 �'
W WW W. ECLIPSE ENGINEERING.C:O M Date: 10/30/2012
By: RVC
ACI 318-05 Appendix D - Shear Failures (Page 1 of 2)
Anchor description: ASTM A36 Hex Head
l Number of Anchors si= 0 in.(see Fig.
0.625 Inch Diameter s2=0 RD.5.2.1)
9 Inch Embed
3000 psi Concrete Footing
VD„4„= 0.752 (kips)Concrete Factored Shear Loads(applied loads)
D.3-General Requirements(ACI 318-05 Section D.3.33)
Are seismic loads induced into the anchor? V SF= 0.75
D.4-General Requirements for Anchor Strength(ACI 318-05 Section D.4.4)
Strength reduction factor D for anchors using load combinations from ACI 318-05 section 9.2
Will anchor be governed by brittle steel failure? N Anchor G= 0.65
Brittle failure: 0.60 (brittle defined by tensile test elongation less than 14%)
Ductile failure: 0.65
Is rebar present around anchor to resist blowout? V Reinforcing 1 = 0.75
If rebar is present around anchor: 0.75
Otherwise, 0.70
Summary
COV.,Wind Q)Vn Seismic
Summary From Below (1)Vn SW=1.0 SF=0.75
(1)V,= 5.11 5.11 3.83 kips
tIVth= 10.05 10.05 7.54 kips
(1)Vci,= 56.57 56.57 42.42 kips
Minimum(I)V„= I 5.11 I 5.11 I 3.83 lkips
Vdesivi OVAlkwnbk
0.752 < 3.83
Therefore,Anchor Design OK
4 '
CLIPSE
ENGINEERING INC. Project:
Clean
ter Services Inverter Foundation
Client: aty
155 NE REVERE AVE. SUITE A i'II:(541)389.9659 Proj.#: 12-10-207 r
BEND.OR 97701 FAX:(541)312-8708
WWW. ECL 1 P S L- E N G I N E F: R I N G.COM Date: 10/30/2012
By: RVC
ACI 318-05 Appendix D - Shear Failures Cont. (Page 2 of 2)
Shear Design Calculations
D.6.1-Steel Strength for Anchor in Shear
do(Anchor Diameter)= 0.625 inches
n= 1 ti of anchors
n,= 11 Number of Threads per inch
/tee= 0.23 in.2-(effective cross-sectional area of anchor)
fin= 58.00 ksi-(tensile strength of anchor material(not the yield strength)not exceed
1.9f,,or 125 ksi)
Will anchor be used with a
built-up grout pad? N (ACI 318-02 D.6.1.3)
V,= 7.86 ksi-(Eqn.D-19)
Anchor = 0.65 V = j'J0_6� f'
Sn
�V.= 5.11 kips uta
D.6.2-Concrete Breakout Strength of Anchor in Shear
Bolts at loaded edge= 1 Number of bolts along the loaded edge of concrete
c11= 9 inches(see Fig.RD.6.2.1)
cel= 9 inches(see Fig.RD.6.2.1)
Avc= 364.5 in.2(see Figure RD.6.2.1)
Avco= 364.5 in.2(Eqn.D-23)
Pec,v= 1 Eqn.D-26(Anchors not Eccentrically Loaded,T„,,v=1.0)
`Ped= 0.9 Eqn.D-27&D-28
Tc,v= 1.2 Section D.6.2.7
f c= 3000 psi 0.2
le= 5 inches
Vb= 12.40 kips-(Eqn.D-24) V = 7 — do fc �Ca)�1 s
Vcb= 13.40 kips-(Eqn.D-21) °
Reinforcing'D= 0.75
DVd,(for single anchor)= 10.05 kips
Vcbg= 13.40 kips-(Eqn.D-22) rT _ t �C ��� )�f ��� rY
Reinforcing = 0.75 Cbg `Ye4T'Y edV , b
•v (bolts along edge)= 10.05 kips/bolt
•V,,„(total bolt group)= 10.05 kips CO
Final value for concrete breakout strength: 10.05 kips
D.6.3-Concrete Pryout Strength of Anchor in Shear
Ncb= 37.71 kips
her= 9.00 inches
k�= 2.0 Section D.6.3.1 V cp = kcp N cb
V,= 75.42 kips-(Eqn.D-28)
Reinforcing(I)= 0.75
(Wm= 56.57 kips
1
•
LIPSE _
ENGINEERINGINC. Project: Clean Water Services Inverter Fo
Client: SolarCity
155 NE REVERE AVE, SUITE A PH:(541) 389-9059 Proj.#: 12-10-207
BEND, OR 97701 FAX: (541)312-8708 Date: 10/30/2012
WWW. FC1.If SF - FNGINFFRING .COM
By: RVC
ACI 318-05 Appendix D - Interaction of Tensile & Shear Forces (Page 1 of
1)
D.7-Interaction of Tensile&Shear Forces
Section D.7.1
V.= 0.75 kips
cDV„= 3.83 kips
= 0.77 kips
Full Strength in Tension Permitted
Section D.7.2
N.= 4.12 kips
(1)N,= 7.37 kips
0.2bNn= 1.47 kips
Full Strength in Shear not Permitted. See Eq. D-31.
Section D.7.3
N„,/cDN,= 0.56 lia 1IQ 1
V„,/bV„= 0.20 + � 1 • 2
N„a/(1)N„+V„,/bVn= 0.75 Eqn. D-31
N 0 V n
+Vu,/(bV„ < 1.2
0.755 < 1.2
Anchor Design OK
(D
Eclipse Engineering, Inc. Clean Water Services Inverter Fnd 10/25/2012
Consulting Engineers Lateral Analysis RVC
Conterminous 48 States
2005 ASCE 7 Standard
Latitude = 45.403797
Longitude = -122.76454000000001
Spectral Response Accelerations Ss and S1
Ss and S1 = Mapped Spectral Acceleration Values
Site Class B - Fa = 1.0 ,Fv = 1.0
Data are based on a 0.05 deg grid spacing
Period Sa
(sec) (g)
0.2 0.928 (Ss, Site Class B)
1.0 0.335 (S1, Site Class B)
Conterminous 48 States
2005 ASCE 7 Standard
Latitude = 45.403797
Longitude = -122.76454000000001
Spectral Response Accelerations SMs and SM1
SMs = Fax Ss and SM1 = FvxS1
Site Class D - Fa = 1.129 ,Fv = 1.73
Period Sa
(sec) (g)
0.2 1.048 (SMs, Site Class D)
1.0 0.579 (SM1, Site Class D)
Conterminous 48 States
2005 ASCE 7 Standard
Latitude = 45.403797
Longitude = -122.76454000000001
Design Spectral Response Accelerations SDs and SD1
SDs = 2/3 x SMs and SD1 = 2/3xSM1
Site Class D - Fa = 1.129 ,Fv = 1.73
Period Sa
(sec) (g)
0.2 0.699 (SDs, Site Class D)