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12-1154 (SOL) Structural CalcsLa Quinta Costco.mcd.1/12 Structural Analysis and Design Roof Top Photo Voltaic System La Quinta Costco 79-795 Hwy 111 La Quinta, CA 92253 O�CSSIp� TGRAVE°J 9.25.12 No, 27 3 L.1 By: Timothy J. Graves, P.E. u° -1-1 oS California - Civil 27003 sr AN- ; 1 9 7 1? 3 Expires 3/31/13 Phone: 619.778.3059 Email: TimGraves@SBCGlobal.net This analysis is based upon the standards and requirements of the California Building Code - 2010 Edition Table of Contents Sheet Number Seismic Demands on Non -Structural Components 2 Design Wind Pressure 3 Wind Force Normal to PV module 4 Ly ,TPTT Live Load 5 NOV 0 2 2012 Design Load Summary 6 Design of Connection to Roof C Bracket - Lateral 8 C Bracket - Vertical 8 S-5 Clip 9 Roofing - Standing Seam Crippling 9 Conclusion 9 Inverter Slab - Forces on Anchor Bolts 10 Overturning & Sliding 11 Reinforcement 12 Appendices A Solar Panel Investigation (Feasability) Engineers Northwest, Inc - Building Engineer B Manufacturer's Load Test of S-5-1_1 Mini Clip for Varco-Prudin SSR System C Spec Sheet Mitsubishi 260W PV Module D Inverter Anchorage - ACI 318 (revised 10.26.12) E Calculation of Seismic Weight of Equipment CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION �k!I'll 107 J151M La Quinta Costco.mcd.2/12 Seismic Demands on Non -Structural Comaonents - ASCE-7 S 13.3 Latitude 33.704101 ° Longitude -116.2727900 SS := 1.50 CBC figure 1613.5(3) SI := 0.60 CBC figure 1613.5(4) Site Class - D per CBC § 1613.5.2 Fa := 1.0 Table 1613.5.3(1) Fv := 1.5 Table 1613.5.3(2) SMS FOS SMS = 1.50 CBC Eq 16-37 SM1 := Fv•S1 SMI = 0.90 CBC Eq 16-38 2 SDS 3 'SMS Sn" = 1.00 CBC Eq 16-39 SDI 2.SM1 SDI = 0.60 CBC Eq 16-40 Seismic Design Category "D" per § 1613.5.6 (1) & (2) Occupancy Category II per Table 1604.5 1.0 "other mechanical or Table 13.6-1 ASCE-7 electrical components" Rp := 1.5 Table 13.6-1 ASCE-7 I := 1.0 ASCE-7 § 13.1.3 z := 30 Height of attachment above grade h := 30 Height of roof above grade Mitsubishi 260W ....... 64WO. 1 " - (44.0 Ibs) Wp := 44.0 Ibs - weight of PV module Fp_min:= 0.35•SDS•Ip•Wp (13.3-2) Fp_min= 15.4 Ibs 0.4•a •SDS'W ( z1 F'p := pR p. 1 + 2• hJ (13.3-1) F'p = 35.2 Ibs p 1p ) Fp_max := 1.65• SDS• Ip• Wp (13.3-3) Fp_max = 72.6 Ibs Fp = 35.2 Ibs - Lateral Design Seismic Force Per PV module La Quinta Costco.mcd.3/12 Design Wind Pressure The original Building Engineer, Engineers Northwest, reports the original design was based upon 2001 UBC, BINS - 70 mph, Exposure C - See Appendix A Use BINS - 85 mph. Exposure C per 2010 CBC Project Data Roof Angle 0 degrees Roof Height h := 30 feet @ eaves per 6.3 ASCE-7 Basic Wind Speed V := 85 mph Importance Factor I := 1.00 Table 6-1 ASCE-7 Category II Topographic Effects Topographic Factor - Figure 6.4 Note: Due to the flat surrounding terrain - Kzt is to be taken as 1.0 ASCE-7 § 6.5.7.2 Kzt:= 1.0 Surface Roughness Exposure: KZ := 0.98 Kd := 0.85 qZ := 0.00256•Kz.Kzt Kd•V2•I Kzt = 1.0 C (Open Terrain / Parking - 3 Quadrants) C Table 6-3 Case 1 (30 ft) - ASCE-7 Table 6-4 "Components & Cladding" - ASCE-7 qZ = 15.41 PSF - Design Wind Pressure La Quinta Costco.mcd.4/12 Wind Force Normal to PV module ASCE-7 § 6.5.13.3 Component and Cladding elements Check Uplift p = gh•(GCp - GCpi) (equation 6-22) qZ = 15.407 see above qh qZ GCpI := 0.18 Internal Pressure Coefficient - Figure 6-5 (-0.18 B = 3.342 width normal to direction of wind - feet B' = 5.333 width parallel to direction of wind - feet Af := B•(B') ft2 - Area of PV Module Af = 17.822 Af := Af _ 2 ft2 - area tributary to connection to roof GCp := -0.95 Zone 1 External Pressure Coefficient - Figure 6-1 1B p := gh•(GCp - GCpi) p = (-17.410) Ibs/ft2- uplift -11.864 Wp 133.1 "Zone 1" - Ibs uplift on connections Upl .- p.Af + 2 UPI _ pi-83.7 "Zone 2 Upl := min(Upl) Upl = -133.1 Ibs GCp := -1.58 Zone 2 External Pressure Coefficient - Figure 6-1 1B 3 ft parapet - "Zone 3" = "Zone 2" see footnote 5 GCp -GCpI) p (-27.117) Ibs/ft2 - uplift p := gh•(-21.570 "Zone 1" - Ibs uP _(-219.6) lift on connections p UP2 p-Af + 2 Up2 -170.2 "Zone 2 Up2 := min(Up2) Up2 = -219.6 Ibs La Quinta Costco.mcd.5/12 Check Down Force GCp := 0.25 All "Zones" External Pressure Coefficient - Figure 6-118 1.1 p := gh•(GCp - GCpi) P - (6.6) Ibs/ft2 W (81.0 31.6)All "Zones" Dn:= p•Af+ P Dn=2 Dn := max(Dn) Dn = 81.0 Ibs- down force on connections Check Live Load Roof Live Load is defined by ASCE-7 4.1 as "A load on a roof produced (1) during maintenance by workes, equipment and materials and (2) during the life of the structure by movable objects, such as planters or other similar small decorative appurtenances that are not occupancy related. Table 4-1 (ASCE-7) proscribes a unit roof live load of 20 Ibs/ft2. The proposed rooftop photo -voltaic array, however, eliminates the possiblity of roof live loads being imposed upon the roof framing in areas where the PV arrays are intalled. For this reason, Lr is taken to be 0. With respect to the Standing Seam Roof - the load from the PV arrays is the roof live load. Lr := 0 Ibs/ft2 Check Design Load Combination (Load Combination #5 controls design - Dead Load + Wind) ASCE 7 - 2.4.1 Allowable Stress Design La Quinta Costco.mcd.6/12 Design Load Summary Maximum Normal Wind Force Factors on Front & Rear Connections to Standing Seam Roof Down - All Zones Dn = 81.0 Ibs - maximum down force on all connections Up - Zone 1 Up1 = —133.1 Ibs -maximum uplift in "Zone 1" Up - Zone 2 a := 0.4• h a = 12.0 feet - width of "Zone 2" @ roof boundaries Up2 = —219.6 Ibs - maximum uplift in "Zone 2" Maximum allowable point load on standing seam more than 6" from panel clips = 230 Ibs (up or down) Installation of modules in any roof zone - Okay Desion of Module Connection to Roof C-Bracket (4" wide w/ 1-112" flanges) - 5052-H32 A := 0.875 in2 1 := 0.212 in4 Ixx := 2.078 in4 S:=1=2 S=0.106 Sxx := Ixx _ 1.589 Sxx = 1.308 ryy := V - - A ryy = 0.492 Check "C" Bracket for Lateral Desian Force uclip FP _ 2 ht_clip := 8.25 M Vclip'ht_clip fb := M - Sxx Check "C' Bracket for Vertical Force (Wind) (Compression) La Quinta Costco.mcd.7/12 E:= 10.2.106 Fcy:= 14000 ny := 1.65 Fb := Fcy _ ny Fb = 8485 Ibs/in2 Load Combination 5 - § 2.4.1 ASCE-7) uclip = 17.6 lbs in - height of "C" bracket above connection to roof M = 145 in-lbs fb = 111 Ibs/in2 << Fb = 8485 ksi ...... aluminum, 6061 T6 see CBC Table 20 - II - B Load Combination 5 - § 2.4.1 ASCE-7) Check Max Load on Column ("C" Bracket) P := Dn K := 0.7 1 := 7.00 M := P. 1.5 — - 1 - H due to eccentricty of loading bottom flange of C-bracket @ S-5 Clip P = 81 lbs fixed @ bottom & top height - inches M = 51 in-lbs Determine Allowable Compresive Stress E Cc F2F Y 2 K 11 1 — rYY J 'FcY 2-CC 2 Fa:= K•1 3 �rYY� K•i3 (rYY) 5 F - 3 8•Cc 8 C 3 c fa A fb :_ 4•(0.1252� _ 6 fa + fb = 0.58 Fa Fb Check Ton Flange of C-Bracket for design load P := UP2 M :_ 1P-L I — [q 3. (1)]] 5:— (4)•0.1252 6 fb=M S Check S-5 Clip for design up force La Quinta Costco.mcd.8/12 K• 1 = 9.955 rYY Cc = 119.923 Fa = 8218 fa = 92.6 fb = 4862 <1.0 ............. Okay P = —220 lbs deduct washer and metal thickness from lever arm S = 0.010 fb = 7907 fb _ Fb = 0.93 <1.0 ............. Okay VUP := UP2 VUP = —220 lbs Maximum force on clip Vallow 425 lbs See Exhibit B for allowable loads - 425# normal for S-S-U clip (F.S. = 4.0) Vup = 0.517 < 1.0 ...... Okay Va]Iow La Quinta Costco.mcd.9/12 Conclusion: I hereby certify that the proposed support assembly and attachment to the existina roofina system conforms to the strenath reauirements of the California Buildina Code - 2010. Further, based upon the basis of design of the existing structureI cartity that the complete PV system will not cause stresses to exceed allowables In the load bearing and lateral force resisting systems (See Appendices A & E) La Quinta Costco.mcd.10/12 Check Ancoraae of Slab Mounted Inverter Mechanical & Electrical Components 13.6 (13.3 & 13.4) ASCE-7 Inverter ht:= 83.4 inches Wp := 4400 Wp = 4400 ap := 1.0 Table 13.6-1 'other mech/elec components" Rp := 1.5 Ip := 1.0 Section 13.1.3 z := 0 height of attachment to structure (above base) h := ht _ 12 height of structure h = 6.95 ft 0.3•SDS•Ip•Wp = 1320 minimum value 0.4•ap•SDS-Wp F" p �1 + 2• z hl F"p = 1173 Ibs - Seismic Design Force R p i Ip 1.6•SDS•Ip•Wp = 7040 maximum value F"p := 1320 Use min value width := 36.2 — 3 inches width between edge of inverter cabinet and bolt resisting O.T. N := 2 N = 2 Number of Anchor Bolts resisting uplift ht. T := F" 2 • I T = 829 Tension on Anchor Bolts p width N V := F"p _ (2•N) V = 330 Shear on Anchor Bolts See Appendix V " for analysis of A.B.'s per AC/ 318 Check Slab Stability b := 4.33 ft - width of slab L := 12 ft - length of slab t := 18 _ 12 ft - thickness of slab Mot:= (0.7)•F"p.(t + hMot = 4597 ft-Ibs 2) Wp = 4400 Ibs Wslab b•(L)•t•(150) Wslab= 11691 Ibs W := Wp + Wslab W = 16091 Ibs Mrt:= (Wp + Wslab). b Mrt = 34837 ft-Ibs 2 x := Mrt — Mot x = 1.879 ft W La Quinta Costco.mcd.11/12 b = 4.330 L = 12.000 t = 1.500 Load Combination 5 § 2.4.1-ASCE-7 e:=b —x e=0.286 < b=0.722 2 6 Resultant passes through middle third Sb := W + We Sb = 432 Ibs/ft2 < 1500 (assumed) b•(L) (L6�) ....... Okay Slide —resist := 130•(b)•L Slide resist = 6755 Ibs/ft2 > (0.7)•F"p = 924 ....... Okay Check Slab Reinforcement (one foot strip) F11 M:= i •(2 + 0.i) Pmin 0.0020.(12).12 2 Abar:= (8) 4 12 AS := Abar' 8 8 FS:= 20000 j := 0.9 `. (12 ) ' Ma := AS FS j .^ 2 i2 M = 437 Pmin = 0.288 'bar = 0.196 La Quinta Costco.mcd.12/12 ft-Ibs per foot in2 per foot Abar • 12 = 8.181 Use #4 @ 8" o/c Both Ways Pmin AS = 0.295 in2 per foot Ma = 2651 »> M = 437 .. — Okay STRUCTURAL �NW ENGINEERS Engineers Northwest Inc., P.S. We get buildings built. November 29, 2011 COSTCO WHOLESALE 999 Lake Dr Issaquah, WA 98027 ATTN: Mr. Craig Peal RE: Costco Wholesale — La Quinta, CA (Store #638) 79-795 Highway 111, La Quinta, CA 92253 Solar Panel Investigation Craig: Appendix "A" As requested, Engineers Northwest, Inc., P.S. has reviewed the above referenced building for the feasibility of rooftop solar panel addition. The following is my assessment. The original building was designed under the 2001 California Building Code (CBC). The original design parameters are as follows: Wind: 70 mph, Exposure "C" Seismic: Zone 4 Roof Dead Load: 10 psf The 2001 CBC allows a one-third stress increase in seismic design. The main building consists of 10" thick CMU block full height walls. The roof was provided and designed by Butler Manufacturing Co. The basic seismic force resisting system is a building frame system with special reinforced masonry shear walls. The current building code is the 2010 California Building Code (CBC). The design parameters for the current code are as follows: Wind: 85 mph (3 second gust), Exposure "C" Seismic: SDS = 1.000, Seismic Design Category "D" 6869 Woodlawn Avenue NE • Seattle, WA 98115 208.525.7560 • fax 206.522.6698 www.enginserenw.com November 29, 2011 COSTCO WHOLESALE Costco — La Quinta, CA Page 2 of 2 In comparing the codes and seismic equations for the building, the 2010 CBC seismic equations would be less than the original 2001 CBC seismic equations. We need to follow the 2010 CBC Section 1605.3.2. This section allows the use of the one-third stress increase for lateral design. However, this section will penalize the wind loads. Since the new seismic equations are less, there is a surplus dead load. We can safely add 284,000 pounds of solar panel equipment uniformly distributed on the roof (2.0 t psf) without seismic reanalysis and retrofit for the building due to the fact that we would not exceed the original seismic design loads after the solar panel addition. For the vertical design, the roof live load is 20 psf (reducible per code). The solar panel weight may possibly exceed the roof joists original design dead load (secondary members). We then use some of this live load capacity to offset some of the added weight from the proposed rooftop photovoltaic system (solar panels). This typical engineering rationale can be used because loads are not placed over the solar panels or else they will break. The building official needs to concur with this assumption. In conclusion, Costco at La Quinta, CA is a good candidate for rooftop solar panel addition, with up to 284,000 pounds of solar panel equipment uniformly distributed over the main roof. Wind loads still need to be addressed and solar panel connection points may increase as a result of the new code wind provisions. Please contact me if you have any questions. Sincerely, ENGINEERS NORTHWEST, INC. P.S. Gary (Fong, E . Proje�E ne cc: Ernie Brandi, Span Construction GF Jk ENW Project No. 05-064007 Engineers Northwest, Inc., P.S. - Structural Engineers - 6869 Woodlawn Avenue NE - Seattle, WA 98115 - 206.525.7560 - fax 206.522.6698 S-5! I Clamps I S-5!TM Clamps I S-5-UMini http://www.s-5.com/clamps/indcx-929.cfm Introduction Applications/Uses S-51TM Clamps Introduction S-5-U Introduction More Info S-5-U S-5-U Mini S-5-S S-5-E S-5-B S-5-T S-5-Z S-5-R S-5-K S-5-T2 FAQ VersaBracketTM CorruBracketTM S-5-PV Kit Load Test Results Installation FAQs Design Your ColorGard® Project See How Easy S-51 is to install! How Strong is S-51? Load Test Results S-5-U Mini 1.5" (38mm _ .40" 10mm) 1.5" (38mm) The S-5-U Mini Appendix "B" M8 hole on part r r The S-5-U Mini is a medium -duty, non -penetrating seam clamp. (A bit shor having one setscrew rather than two.) The Mini is the choice for attaching accessories: signs, walkways, satellite dishes, antennas, rooftop lighting, I systems, solar arrays, exhaust stack bracing, conduit, condensate lines, rr equipment just about anything! Installation 2 of 3 In--tallatinn i-- a-- --imnla a-- nlarinn the HRmn nn tha --Pam Anri tinhtaninn th 2/4/2010 11:44 AM S-5! I Clamps I Load Test Results I Normal Load Results http://www.s-5.com/clamps/index-1001.cfm Home About Introduction Applications/Uses S-51TM Clamps VersaBracketTM CorruBracketTM S-5-PV Kit Load Test Results Load Results Orientation Parallel Load Test No rm nl Load Re aull6 Installation FAQs Design Your ColorGard® Project See How Easy S-61 Is to Installl How Strong Is S-51? Load Test Results Toll Free: 888-825-3432 - Distributor Log In - Deutsch N WHERETO Search... Go BUY 5-5f Tm -A Advanced Search Clamps Snow Retention Downloads Press ColorGard® Calculator Load Test Results (Normal to Seam) This page shows our current list of Load Test Results. Scroll down the page to review all the results. You can also filter test results by Manufacturer. Choose from the "Manufacturers" menu to display the desired load test results. Panel Manufacturer Product VNW Pruden All... Units: ts SAE (' Metric I Safety Factor: 4F_ ResalraetRew�..� Model Panel Panel Manufacturer Name S5-U Varco Pruden SSR Mlnl Notes Thickness Screw Tension Ultimate Failure Allowable Notes Material (inchabs) Qbs) Mode abs) 24 ge steel 115 1697 lb A/C/D 425 lb 1. CAUTION: Note screw tension to avoid damage to this profile. 2. CAUTION: These are cap -seam type profiles. The cap of this profile should be mechanically fastened to the seam somewhere along its length with one lap tek. 3. SINGLE FOLD: These profiles are seamed to 90 degrees. 4. ATTENTION: The dimensioning on these seams is such that the clamp will not slip over the seam. Some hand crimping at the clamp location will resolve this problem. Load Testing Normal to Seam This table represents ultimate and allowable tensile loads applied to the clamp in a negative bad direction normal to the panel seam Please note that this protocol isolates failure to the clamp -seam connection. It is possible that in an actual construction assembly some other mode of failure may occur at lower loads than those produced with this protocol. Loads imposed on the S-51 TM clamps will be transferred to the panels and their attachment. Panel seams must have sufficient flexural strength to carry these loads when clamp is used mid -span. Panel attachment and building structure must also be sufficient to carry these bads. The makers of S-51 TM clamps make no representations with respect to these variables. It is the responsibility of the user to verify this information, or seek assistance from a qualified design professional, if necessary. Allowable bads are listed utilizing a default Factor of Safety (FS) = 3.0. Actual factor of safety is the responsibility of the designer and should be employed as appropriate. Enter desired Factor of Safety and reset/re-tabulate. All tabled values are dependent upon setscrew tension. Load testing of S-51TM clamps is conducted with setscrews tensioned at 150 inch pounds (22 gauge steel profiles) or 115 inch pounds (24 gauge steel and all other metals). When relying upon published load values, setscrews should be tensioned and verified using a calibrated torque wrench between 160 and 180 inch pounds when used on 22 ga steel and between 130 and 150 inch pounds for all other metals and thinner gauges of steel. For a copy of a lab test report, contact Dustin at our office. Terms of Use I View our Normal to Seam Test Protocols I Read our Warning S-51 Solutions I Snow Retention I Metal Roof Attachments I About Us I Distributor Info I WARNING! COPYRIGHT© 2010 S-51 site designed and developed by 30dps Advertising Agency S-51- products are protected by m triple U.S. patent, including 5,228,248; 5,463,772; 5,491,931; 5,694,721; 5,715,640; 5,983,588; 6,164,033; 6,470,829; 6,536,729; 5,557,903: 6,718,718: 7,100,336: 7,013,6123 (others issued and pending) European patents are also applied for and pending under the Patent Cooperation Treaty with divisional filing rights retained. Metal Roof Innovations, Ltd. (Mcensor of 6-51- technology) aggressively prosecutes patent Infringement. 65, 651, ColorGard, RamGard, SnoFence, SncRer, Versaeracket and SnoClip are trademarks ovmed by Metal Roof Innovations, Ltd. 1 of 1 2/4/2010 11:47 AM Mitsubishi Electric Photovoltaic Module Specification Sheet Manufacturer Model name _Cell tth - Nu«.t I tells — - - - - — Maximum I ,:.• it • ,Ix)• - — - — - — Warranted minimum ax PV USA test condition •. IInS (FTC) _ circuit I Short circuit current (Isc) Vkaxllnprn puwef furlcnr ilrrip) - - - - - - Muduln ef[IClnlr i,_ Aperture r[llr.l• , T010rjmce of maximum pciwer rallny Sfafic foO test passed N_urn_h_er 0 I: . bars cell N_ urmal uI,. cell tem. • Lure ,:. C 71 Maxlmuiri s stem vsNla e Appendix T" _ MITSUBISHI ELECTRIC PV-MLU260HC Monocrystalli4e S111con, 78mm x 156 mm 12tlowpcells zs^ — T 2S:2.SWp 235.1Wp 38V - — 8.98A _ 31.4V 8.29A 15.7% 00 Pa 4 Bus bars 45.7°C DC 600V 1SA F]Irnnnsiuny 64-0 x 40.1 x 1 , 81 inch [1625 x 1019 x 46 rnml Wglghl. ....•. - - - - - -- — - .�� 44 Ibs (2olit) u Nwilbur of (Tlnr)ulrs per pallel _ _-_ 20 _ Number of modules per canraloer l++[L It. cnrltalnci•) _ T •� I•flrlpill (PV-KTB4J6 II-UR, PV-KST4I6 II-UR) Certifications 2nd UL1703 Fire rallnv Drawings and Dimensions Unit. Inch (mm) etern.er Electrical Characteristics Cie. li i:I,I pe. �I:•m..1I I. low o(W 9m�rrlm` �I � rclm • rpo�.rlrh' { I/l PVDMEUS0012B rnl:r .• i I•rrr,,. r•Fl il[ 1 I •r.A ,xfl H vy •.q.S'14%rf •"N (-.II .. - 4yer. MITSUBISHI t ELECTRIC SOLAR ELECTRIC INNOVATIONS A-A(1:2) C(1:2APLACEB) 01uIw7Mq AW I r� B- B(1:2) D(1:2,4PLACE3) arelKw� u.w N ] E(1:2,4PLACE3) M*NW hol" q-;- Unit: mm [Inch] Mitsubishi Electric 6 Electronics USA, Inc. 5665 Plaza Drive, Cypress, CA 90630-0007 Telephone: 714-220-2500 Email: pv@meus.mea.com www.mltsubishielectrlcsolar.com Specifications subject to change without notice Printed on recycled paper using soy -based Inks Page 1 of 7 Appendix "D" Anchor Calculations Anchor Selector (Version 4.10.0.0) Job Name: La Quinta Inverter AB.Rev Date/Time : 10/25/2012 1:37:11 PM 1) Input Calculation Method : ACI 318 Appendix D For Cracked Concrete Code: ACI 318-08 Calculation Type: Analysis a) Layout Anchor: 1/2" Heavy Hex Bolt Number of Anchors: 1 Steel Grade: F1554 GR. 36 Embedment Depth : 3.25 in Built-up Grout Pads : No Cx11 cx2 i vuay C Y2 C� MI 1% cyl a by2 I flbye Vu2�x bx f pX2 1ANCHOR 'Nua IS POSITIVE FOR TENSION AND NEGATIVE FOR COMPRESSION. + INDICATES CENTER OF THE ANCHOR Anchor Layout Dimensions cx1 :6in Cx2 : 50 in cyl : 62 in cy2 : 6 in bx1 : 1.5 in bx2 : 1.5 in by, : 1.5 in bye : 1.5 in about:blank 10/25/2012 Page 2 of 7 b) Base Material Concrete: Normal weight Cracked Concrete: Yes Condition : B tension and shear Thickness, ha : 18 in Supplementary edge reinforcement: No c) Factored Loads Load factor source : ACI 318 Section 9.2 Nua : 829 lb Vuay : 0 lb Muy : 0 lb*ft ex: 0 in ey : 0 in Moderate/high seismic risk or intermediate/high design category Apply entire shear load at front row for breakout: No d) Anchor Parameters Anchor Model = HB50 da = 0.5 in Category = N/A hef = 2.75 in hmin = 4 in cagy = 4.125 in cmin = 3 in Smin = 3 in Ductile = Yes 2) Tension Force on Each Individual Anchor Anchor #1 N u81 = 829.00 lb Sum of Anchor Tension ENua = 829.00 lb ax = 0.00 in ay = 0.00 in e'Nx = 0.00 in e'Ny = 0.00 in 3) Shear Force on Each Individual Anchor Resultant shear forces in each anchor: Anchor #1 V ua1 = 330.00 lb (V ua1x = 330.00 lb, V ualy = 0.00 lb ) Sum of Anchor Shear EVuax = 330.00 lb, EVuay = 0.00 lb e'Vx = 0.00 in No fC : 2500.0 psi Tc,V : 1.00 �Fp : 1381.3 psi Vuax : 330 lb Mux : 0 Ib*ft about:blank 10/25/2012 Page 3 of 7 e'Vy = 0.00 in 4) Steel Strength of Anchor in Tension [Sec. D.5.1] Nsa = nA se futa [Eq. D-3] Number of anchors acting in tension, n = 1 Nsa = 8235 lb (for a single anchor) � = 0.75 [D.4.4] Nsa = 6176.25 lb (for a single anchor) 5) Concrete Breakout Strength of Anchor in Tension [Sec. D.5.2] Ncb = ANc/ANco'Yed,N'Yc,N'Ycp,NNb [Eq. D-4] Number of influencing edges = 0 hef = 2.75 in ANco = 68.06 in2 [Eq. D-6] ANc = 68.06 in2 `Ped,N = 1.0000 [Eq. D-10 or D-11] Note: Cracking shall be controlled per D.5.2.6 `t'c,N = 1.0000 [Sec. D.5.2.6] `t'cp,N = 1.0000 [Eq. D-12 or D-13] Nb = kcx q f ' c hef1.5 = 5472.43 lb [Eq. D-7] kc = 24 [Sec. D.5.2.6] Ncb = 5472.43 lb [Eq. D-4] � = 0.70 [D.4.4] Ncb = 3830.70 lb (for a single anchor) 6) Pullout Strength of Anchor in Tension [Sec. D.5.3] Np = 8Abrgf'c [Eq. D-15] Abrg = 0.4670 in2 Npn - TC,pNp [Eq. D-14] `llc p = 1.0 [D.5.3.6] Npn = 9340.00 lb = 0.70 [D.4.4] Npn = 6538.00 lb (for a single anchor) 7) Side Face Blowout of Anchor in Tension [Sec. D.5.4] Concrete side face blowout strength is only calculated for headed anchors in tension close to about:blank 10/25/2012 Page 4 of 7 an edge, Cal < 0.4hef. Not applicable in this case. 8) Steel Strength of Anchor in Shear [Sec D.6.1] Vsa = n0.6A se futa [Eq. D-20] Vsa = 4940.00 lb (for a single anchor) = 0.65 [D.4.4] Vsa = 3211.00 lb (for a single anchor) 9) Concrete Breakout Strength of Anchor in Shear [Sec D.6.2] Case 1: Anchor checked against total shear load In x-direction... Vcbx = Avcx AvcoxTed,VTC,V`Ph,V Vbx [Eq. D-21] Cal = 41.33 in (adjusted for edges per D.6.2.4) Avcx = 1224.00 in2 Avcox = 7688.00 in2 [Eq. D-23] `1`ed,V = 0.7290 [Eq. D-27 or D-28] Tc,v = 1.0000 [Sec. D.6.2.7] ` h V = 4 (1.5cal / ha) = 1.8559 [Sec. D.6.2.8] Vbx = 7(le/ da )0.2. J daX4 f c(cal )1.5 [Eq. D-24] le = 2.75 in Vbx = 92486.05 lb Vcbx = 19922.81 lb [Eq. D-21 ] � = 0.70 �Vcbx = 13945.97 lb (for a single anchor) In y-direction... Vcby = Avcy/AvcoyTed,VTc,VTh,V Vby [Eq. D-21] Cal = 6.00 in Avcy = 135.00 in2 Avcoy = 162.00 in2 [Eq. D-23] `t`ed,V = 0.9000 [Eq. D-27 or D-28] Tc,V = 1.0000 [Sec. D.6.2.7] `Yh,V = 4 (1.5cal / ha) = 1.0000 [Sec. D.6.2.8] Vby = 7(le/ da )0.2 4 daX4 f c(cal )1.5 [Eq. D-24] about:blank 10/25/2012 Page 5 of 7 le = 2.75 in Vby = 5115.08 lb Vcby = 3836.31 lb [Eq. D-21 ] � = 0.70 +Vcby = 2685.42 lb (for a single anchor) Case 2: This case does not apply to single anchor layout Case 3: Anchor checked for parallel to edge condition Check anchors at cx1 edge Vcbx = Avcx/' YcoxTed,VTc,VTh,V Vbx [Eq. D-21 ] Cal = 6.00 in Avcx = 135.00 in2 Avcox = 162.00 in2 [Eq. D-23] `t'ed,V = 1.0000 [Sec. D.6.2.1(c)] `Pc,v = 1.0000 [Sec. D.6.2.7] `Ph,V = q (1.5cal / ha) = 1.0000 [Sec. D.6.2.8] Vbx = 7(le/ da )0.2 dakq f c(ca1)1.5 [Eq. D-241 le = 2.75 in Vbx = 5115.08 lb Vcbx = 4262.57 lb [Eq. D-21 ] Vcby = 2 * Vcbx [Sec. D.6.2.1(c)] Vcby = 8525.13 lb � = 0.70 �Vcby = 5967.59 lb (for a single anchor) Check anchors at cy, edge Vcby = AVCVAvcoyTed,VTc,VTh,V Vby [Eq. D-21 ] Cal = 33.33 in (adjusted for edges per D.6.2.4) Avcy = 1008.00 in2 Avcoy = 5000.00 in2 [Eq. D-23] Ted,V = 1.0000 [Sec. D.6.2.1(c)] `Yc,v = 1.0000 [Sec. D.6.2.7] Th,V = 4 (1.5cal / ha) = 1.6667 [Sec. D.6.2.8] about:blank 10/25/2012 Page 6 of 7 Vby = 7(le/ da )0.2 4 daX4 f c(cal )1.5 [Eq. D-241 le = 2.75 in Vby = 66979.78 lb Vcby = 22505.21 lb [Eq. D-21 ] Vcbx = 2 * Vcby [Sec. D.6.2.1(c)] Vcbx = 45010.41 lb � = 0.70 Vcbx = 31507.29 lb (for a single anchor) Check anchors at cx2 edge Vcbx = Avc)Avcox'Yed,V'Pc,V'Ph,V Vbx [Eq. D-21] cal = 41.33 in (adjusted for edges per D.6.2.4) Avcx = 1224.00 in2 Avcox = 7688.00 in2 [Eq. D-23] Ted,V = 1.0000 [Eq. D-27 or D-28] [Sec. D.6.2.1(c)] Tc,v = 1.0000 [Sec. D.6.2.7] '1'h V = 4 (1.5cal / ha) = 1.8559 [Sec. D.6.2.8] Vbx = 7(le/ da )0.24 daX4 f c(cal )1.5 [Eq. D-24] le=2.75in Vbx = 92486.05 lb Vcbx = 27327.75 lb [Eq. D-21] Vcby = 2 * Vcbx [Sec. D.6.2.1(c)] Vcby = 54655.50 lb � = 0.70 Vcby = 38258.85 lb (for a single anchor) Check anchors at cy2 edge Vcby = Avcy/AVCOy'Ped,V'1`c,vTh,V Vby [Eq. D-21 ] cal = 6.00 in Avcy = 135.00 in2 Avcoy = 162.00 in2 [Eq. D-23] Ted,V = 1.0000 [Sec. D.6.2.1(c)] Tc,V = 1.0000 [Sec. D.6.2.7] about:blank 10/25/2012 Page 7 of 7 Th,V = q (1.5ca1 / ha) = 1.0000 [Sec. D.6.2.8] Vby = 7(le/ da )0.2 q da),q f c(cal)1.5 [Eq. D-241 le = 2.75 in Vby = 5115.08 lb Vcby = 4262.57 lb [Eq. D-21 ] Vcbx = 2 * Vcby [Sec. D.6.2.1(c)] Vcbx = 8525.13 lb � = 0.70 �Vcbx = 5967.59 lb (for a single anchor) 10) Concrete Pryout Strength of Anchor in Shear [Sec. D.6.31 Vcp = kcpNcb [Eq. D-29] kcp = 2 [Sec. D.6.3.1 ] Ncb = 5472.43 lb (from Section (5) of calculations) Vcp = 10944.86 lb � = 0.70 [D.4.4] Vcp = 7661.40 lb (for a single anchor) 11) Check Demand/Capacity Ratios [Sec. D.7] Tension - Steel : 0.1342 - Breakout: 0.2164 - Pullout: 0.1268 - Sideface Blowout: N/A Shear - Steel: 0.1028 - Breakout (case 1) : 0.0237 - Breakout (case 2) : N/A - Breakout (case 3) : 0.0553 - Pryout : 0.0431 V.Max(0.1) <= 0.2 and T.Max(0.22) <= 1.0 [Sec D.7.1] Interaction check: PASS Use 1/2" diameter F1654 GR. 36 Heavy Hex Bolt anchor(s) with 3.25 in. embedment about:blank 10/25/2012 Appendix "E" Location: La Quinta Costco Module Weight Estimate on Costco Roofs (Lbs) Railless System Weight Item Description Qty per unit Total Weight Mitsubishi 260 Modules 2,184 44 96,096 Module Support Sets 2,512 3.5 8,791 PV Output cables (#10) 53,235 0.038 2,023 EMT Wire Crossings 500 0.85 425 Wire Tray & Mounting Brackets 1,500 1.5 2,250 Wire from Combiner Boxes to Roof Penetration 13,500 0.371 5,009 Bare Copper 800 Other (Combiner Boxes, misc brackets, etc) 1,700 Estimated Grand Total 117,093 117,093 < 284,000 Allowable per ENW Solar Panel Investigation (Appendix V