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HomeMy WebLinkAboutB14-2428BUTTE Summit, DeSfgWTy,5 . 1 2 383 Rio Lindo;Ayenue, Suite 200, Chico, California -95926 p. (530)592-4407 www.summitchico.com. DEVELOPMENT SERVICES PERMIT # � � � 'Cr BUTTE COUNTY DEVELOPMENT SERVICES January 7, 2015 ODE VIEWED EM D FORE DATE l -2i BY b ' RE: Flush Mount -Solar Panels Added to Existing Metal'Building Roof 14113 Hamilton Nord Cana Hwy, Chico, CA To Whom: It May Concern: The existing metal building at the address above is capable. of -supporting .dead and wind loads. Imposed by added flush mounted solar panels provided they are in, conformance with the attached'notes and details. Elements of the existing.,structure not specifically. mentioned or detailed in the attached notes, details, and calculations have not been designed or checked. . r Sincerely, Ryland Burdette, R.E. Q�oFESSIO, EDYe�c' m �} 0/201 �� OF CA1.tiF0� �r Summit Structural Deslen PROJECTleishty Roof -Solar STRUCTURAL NOTES 1. GENERAL A)ALL WORK SHALL CONFORM TO THE.2013 CBC AND ALL APPLICABLE LOCAL CODES. 8). THE ENGINEER (SUMMIT STRUCTURAL DESIGN) IS RESPONSIBLE FOR THE STRUCTURAL ITEMS IN'THE PLANS ONLY. THE GENERAL CONTRACTOR SHALL VERIFY THAT ALL CONSTRUCTION IS IN FULL AGREEMENT WITH THE LATEST, BUILDING DEPARTMENT APPROVED, STRUCTURAL DRAWINGS. SHOULD ANY CHANGES BE MADE FROM THE DESIGN AS SPECIFIED IN THESE CALCULATIONS WITHOUT THE WRITTEN APPROVAL FROM THE ENGINEER, THEN THE ENGINEER WILL ASSUME NO RESPONSIBILITY FOR ANY ELEMENT OR SYSTEKOF THE STRUCTURE: C) THE DRAWINGS AND CALCULATIONS, REPRESENT THE FINISHED STRUCTURE; AND, UNLESS SPECIFICALLY NOTED OTHERWISE,, DO NOT SHOW THE METHOD OF CONSTRUCTION. THE CONTRACTOR IS RESPONSIBLE FORTHE METHOD OF CONSTRUCTION, AND SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE PUBLIC; CONSTRUCTION WORKERS, AND THE STRUCTURE DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE FORMING, SHORING, BRACING,. SCAFFOLDING, ETC. D) IF A PARTICULAR FEATURE OF CONSTRUCTION IS NOT FULLY SHOWN ON -THE DRAWINGS OR IN THE CALCULATIONS, THEN IT SHALL BE CONSTRUCTED IN THE SAME CHARACTER ASSIMILAR CONDITIONS THAT ARE SHOWN ON THE DESIGN DOCUMENTS. E) ANY CONDITIONS NOTED AS EXISTING MUST -BE FIELD VERIFIED BYTHE CONTRACTOR, AND ANY DISCREPANCIES MUST BE BROUGHT TO THE ATTENTION OF THE ENGINEER WITHOUT PROCEEDING WITH CONSTRUCTION PRIOR TO THE REVIEW OF THE ENGINEER. F) ALL WATERPROOFING AND FLASHING (ROOFS, FOUNDATIONS, GARAGE FLOORS, ETC..:) IS THE RESPONSIBILITY OF THE CONTRACTOR OR OWNER. 2. SITE WORK / FOUNDATIONS A) WHERE LOADING TO EXISTING FOUNDATIONS IS NOT SUBSTANTIALLY INCREASED OR MODIFIED, NO DESIGN RECOMMENDATIONS HAVE BEEN MADE FOR THE SUITABILITY OF THE EXISTING FOUNDATIONS. ONL•YTHOSE FOUNDATIONS WHERE LOADS HAVE BEEN.ADDED BYA•SECOND STORY HAVE BEEN -INCLUDED INTHE;DESIGN. THE OWNER SHALL BE ADVISED THAT EXISTING FOUNDATIONS MAY NOT BE STRUCTURALLY ADEQUATE AND SETTLEMENT, CRACKING, AND OTHER, PROBLEMS ASSOCIATED WITH EXISTING FOUNDATIONS ARE BEYOND THE SCOPE OF THIS DESIGN. IF REVIEW OF -THE EXISTING FOUNDATIONS IS REQUIRED, A GEOTECHNICAL ENGINEER SHOULD BE CONTACTED TO DETERMINE THE EXTENT AND ADEQUACY OF THE EXISTING; UN' -MODIFIED PORTIONS OF THE FOUNDATIONS AND UNDERLYING -SOILS. 3. DESIGN LOADS A) ALL DESIGN LOADS ARE PER CBC CHAPTER 16, DIVISIONS I, 11, 111, AND IV U.N.O. B) ROOF LIVE LOAD: 20 PSF REDUCIBLE (WHERE APPLICABLE) C) SEISMIC ZONE: D D) WIND SPEED: 110 MPH EXP C - GENERAL STRUCTURAL REQUIREMENTS i 1. FAILURE OF STRUCTURAL ELEMENTS MAY OCCUR UNLESS STRICT ADHERENCE TO ALL NOTES BELOW AND DETAILS ON FOLLOWING PAGES IS MAINTAINED. SUMMIT STRUCTURAL DESIGN ASSUMES NO LIABILITY FOR SOLAR INSTALLATIONS NOT IN STRICT COMPLIANCE WITH ALL NOTES AND DETAILS. 2. ANY DISCREPANCIES BETWEEN SOLAR LAYOUT SHOWN AND FIELD CONDITION SHALL BE IMMEDIATELY BROUGHT TO THE ATTENTION OF THE ENGINEER OF RECORD. 3. BRACE EXISTING FRAMING AS REQUIRED DURING CONSTRUCTION. 4. THE DISTANCE BETWEEN THE ROOF SURFACE AND THE PV MODULES MUST BE BETWEEN 2" AND 10". PROVIDE ADEQUATE ROOF DRAINAGE. 5. A MINIMUM GAP OF 3/4" MUST BE PROVIDED BETWEEN PV MODULES AND .ADJACENT ROWS OF MODULES. 6. EXISTING ROOFING, FRAMING, FASTENERS; ETC. THAT HAS BEEN COMPROMISED BY FASTENERS, HOLES, ALTERATIONS, CUTTING, SPLICING, RUST, ETC. MUST BE REPLACED OR REPAIRED TO ORIGINAL CONDITION PRIOR TO CONSTRUCTION. SUMMIT STRUCTURAL DESIGN HAS NOT REVIEWED CONDITION OF EXISTING ROOFING OR FRAMING. 7. ADDING SOLAR PANELS TO EXISTING STRUCTURES MAY VOID BUILDING AND ROOFING WARRANTIES. SUMMIT STRUCTURAL DESIGN ASSUMES NO LIABILITY FOR VOIDED WARRANTIES. 8. SOLAR ARRAY .COMPONENTS MUST BE PROPERLY WATERPROOFED (BY OTHERS) TO EXISTING STRUCTURE. FAILURE TO MAINTAIN PROPER WATERPROOFING COULD CAUSE A STRUCTURAL FAILURE. 9. A MINIMUM ROOF SLOPE OF 1/2" IN V-0" IS REQUIRED. CONTACT SUMMIT STRUCTURAL DESIGN, PRIOR TO CONSTRUCTION, WITH ANY DISCREPANCIES: 10. THE TOP FLANGE OF EXISTING ROOF PURLINS MUST BE CONTINUOUSLY BRACED BY EXISTING ROOFING. THE BOTTOM FLANGE OF EXISTING ROOF PURLINS MUST BE BRACED AT QUARTER POINTS. CONTACT SUMMIT STRUCTURAL DESIGN, PRIOR TO CONSTRUCTION, WITH ANY DISCREPANCIES. 11. CONTRACTOR MUST VERIFY, PRIOR TO CONSTRUCTION, THAT EXISTING BUILDING HAS BEEN DESIGNED TO SUPPORT A ROOF LIVE LOAD OF 20 POUNDS PER. SQUARE FOOT. CONTACT SUMMIT STRUCTURAL DESIGN WITH ANY DISCREPANCIES. 12. USE PRE—ENGINEERED SOLAR PANELS, ARRAY RACKING, AND CONNECTION HARDWARE STAMPED BY AN ENGINEER LICENSED IN THE STATE OF CALIFORNIA. CONNECTION OF MOUNTING BRACKETS TO METAL BUILDING HAS NOT BEEN REVIEWED BY SUMMIT STRUCTURAL DESIGN. 13. CORROSION PROTECTION OF ALL EQUIPMENT, HARDWARE, MEMBERS, AND FASTENERS IS BY OTHERS. Project 383 Su to Rio Avo. LEI GH T Y ADDED ROOF SOLAR 0hico,CA95926 14113 HA MIL TON NORD CA NA HWY P. 630.be2.'4407 Summitchico.com HICO, CA, Do 01/07/15 Sheet SSK1 EDGE OF EXISTING ROOF, TYP ALLOWABLE FLUSH SOLAR 10" MIN. ARRAY AREA, TYP CLEAR FROM ARRAY TO RIDGE, TYP RIDGE , 10" MIN: CLEAR 10" MIN. CLEAR FROM ARRAY TO FROM ARRAY TO EDGE OF ROOF, TYP EDGE OF ROOF, TYP NOTES: 1. SEE SHEET SSK1 AND DETAIL ON SHEET SSK3 FOR ADDITIONAL INFORMATION. 2. FAILURE OF STRUCTURAL ELEMENTS MAY OCCUR UNLESS STRICT ADHERENCE TO ALL NOTES BELOW AND DETAILS IS MAINTAINED. SUMMIT STRUCTURAL DESIGN ASSUMES NO LIABILITY FOR SOLAR INSTALLATIONS .NOT IN 'STRICT COMPLIANCE WITH ALL NOTES AND DETAILS. 3'. ANY DISCREPANCIES BETWEEN SOLAR LAYOUT SHOWN AND FIELD CONDITION SHALL BE IMMEDIATELY BROUGHT TO. THE ATTENTION OF THE ENGINEER OF RECORD. SOLAR ARRAY AREA LIMITS NO SCALE Project Date Sute200ndoAvo, LEIGH.TY ADDED ROOF -SOLAR.: 01/07/15 "�-� P.53.592440CA 8 1411 HA MIL TON NORD, CRNA. HWY S 6 mitChico.co CHI CO Sheet SummltChico.com CA, /j . SSK2 MOUNTING BRACKETS BY OTHERS, TYP AT V-0" MAX SPACING ALONG MOUNTING RAIL, SEE NOTE 12 ON SHEET SSK1 SOLAR PANELS BY �4 OTHERS, SEE NOTE �`-- 12 ON SHEET SSK1., I MOUNTING RAIL BY OTHERS, TYP. SEE NOTE 12 ON SHEET SSKI /EXISTING METAL ROOFING yr . Ulb I ArvGt tJL I WEEN MAIN FRAMES, TYP EXISTING PURLIN BRACING, TYP EXISTING "C" OR "Z" PURUN AT 5'-0" MAX SPACING NOTES: 1. SEE SHEET SSK1 .AND DETAIL ON SHEET SSK2 FOR ADDITIONAL INFORMATION. 2. FAILURE OF STRUCTURAL ELEMENTS MAY OCCUR UNLESS STRICT ADHERENCE TO ALL NOTES BELOW AND DETAILS ISr MAINTAINED. SUMMIT STRUCTURAL DESIGN, ASSUMES NO LIABILITY FOR SOLAR INSTALLATIONS NOT IN STRICT COMPLIANCE WITH ALL _NOTES AND DETAILS. 3. ANY DISCREPANCIES BETWEEN DETAIL SHOWN AND FIELD CONDITIONS SHALL BE IMMEDIATELY BROUGHT TO THE ATTENTION OF THE ENGINEER OF RECORD. 4. BRACE EXISTING FRAMING AS REQUIRED DURING CONSTRUCTION. TYPICAL FLUSH MOUNT SOLAR ARRAY DETAIL NO SCALE 383 Ric Project Date d2 " 4 Sute200hdoAve. LEIGHTY ADDED ROOF SOLAR 0.1�o�,s -�--� A 95926 P. Ico,630 9.4407 14 I I,3 HA MIL TON NORD CAVA HW Y Sheet a. raosaz,4407 /� SummftCfiico eom CHI V O) CA, SSK3 Summit Structural. Des•ig•n Project: Leighty Roof Solar Engineer: RKB Design of : Gravity Loads Roof Slope= 2 'to 12 Roof Dead Load Roofing 1.0 psf Solar 3.0 psf, Framing 2.O :psf •. Gyp 0.0 psf Insul 1.0 psf. , Misc. 1.0 " sf Total -Metal 5.0 psf. Total-Metal+Solan 8.0 psf, Roof Live Load Llye. Load . . 20.0 psf Roof Snow Load - Snow Load .... . 0.0 psf Wall Dead Load Siding (exterior) Framing 1.0 psf Gyp. 2 psf Insul. 0; psf 1.0 psf, Total 4:0 psf Summit Structural Design Project: Leighty Roof Solar Engineer: RKB Design of: C+C-Envelope Procedure ASCE 7-10, Section 30.5 a Conditions: 1. Mean Roof Height s 60 ft. O _0 2. Enclosed a 3. Regular Shaped Q 4. Not Subject to: ou• _ �..-° o _ _ _o a) across wind loadina HIP ROOF f7'< 9<251 HIP ROOF -25'<.8 <271 �-V' O .QS 5. Flat Roof orGable Roofs 45°, ®� or Hip. Roof 5 27° © O Adjustment Factor•for Bldg Height and Ex .osure,,h �-,,� : °,.•O can Roof Ht. EX osure P FLAT ROOF and GABLE ROOF '!7'< o <45'1 - R B -C D GABLE L= ROOF (0<7') 75 Long. Bldg. Dim. (ft) 1:5 20 1.0.0 1.00 1.21 1.29 1..47 T= 50 Transv. O . Bldg, Dimft a (ft) = 5.0 25 1.00 1.35 1.55 1.61 V= 110 Basic Wind Speed (11.0 or 115 mph) 30 1.0.0 1.40 1.66 LCF= 0.6 Load Combination Factor 35 1.05 1.45 1.70 X= 1.21 Adjustment Factor 40 1.09 1:49 1.74 KZt= 1 Topographic Factor 45 1.12 1.53 1.78 h= 14 Mean Roof Height (ft). 50 1.16 1.56 1.81 RAN= 2 Roof Angle Number (1=0'-7°, 2=80-270,55 1.19 1.59 1.84 3=280-450)60 1.22 1.62 1.87 C+C Wind Loads (psf), pnet=LCF*A*Kn*pnet30 EWA pnet Ovhg. EWA Pnet Loc. Zone { + Loc. Zone ft2 0 - + _ 20 8 7.1 1 50 11.6 -13..5 100 116 -13.1 4 50 14.2 -16.4 -15.5 1 6 2 2 10 11.6 -25.2 -29.5 4 4 100 500 13.4 11.8 -14.8 -13.1 Of 011.5 -23.2- 5 .6 -2 1 2 2 00 6 8. - .5 - 7 3 10 11.6 -37.2 -49.6' 20 5 100 13:4 -164 3 11.6 -34.8 -44.7 5 5.00 11.8 0 _--33.5 PROJECT.' q SUMMIT PAGE: ! ENGINEER: r b IT STRUCTURAL DESIGN 1 www.summltchico.com DATE.- DESIGN ATE.DESIGN OF ._ .. ' P l iao to �_ i j^•. I-�--'.;..._.! `; �_—.:—..i___ A. Ll tj J� '-Aft FF - a __- .j.... �.._ !- � -----;--.;�..�N.�' d � L`.h1�E_,_'..I _L. Pad ..�.' _' _ (' � �I�• _..._..(.._.._,.._�j� ._�___ , . _.L—_,__. - ._-._••' - � -j � ._ L1 (�� -;''tau jo�/� ' i PROJECT.- ENGINEER: ROJECT: ENGINEER: DESIGN OF F&Fp ,,� u SUMMIT STRUCTURAL DESIGN 3 AM \A_\C www.summitchico.com PAGE: 1 D DATE: PROJECT: � � � PAGE. I SUMMIT STRUCTURAL DESIGN ENGINEER: www.summi(chlco.com DATE: DESIGN OF �A'-'T m -i, I ;'i�P• , s � i ' 1 i r 1•• pqt i I NI 1! 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QU81t(: USGS-Provided Output Ss = 0.621 g SMs = 0,809 g Sos = 0.539 g Sl = 0.280 g Sml = 0.516 g Sol = 0.344 g For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions In the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. ` MCEa Response Spectrum Design .Respon'se Spectrum 0.90 r , 0.72-- 0.63.. .7a 0.63 0.42 4 A 0.54 0.36 tA .� 0.4 S 0.30 t " N ..0.36 y 0.24- 0.27- r .240.27 0.18 0.18 0.12 0.09 0.06 0.00 moo 0.00 0.20 0.40 0.60 0.00 1.0.0 1.20 1.40 1.60 1.80 2.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 Period, T (sec) Period. T (sec) - Although this Infomiation is a product of the U.S. Geological Survey, we provide no warranty, expressed or Implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject -matter knowledge. httpl/ehp3•earthquake.wr.usgs.govidesigrimaDsAis/sLimmarv.oho?temolRIA=minimAlRIRIIhIfIn-14A ew"11win- 191 f1RRellerlocee4£rlcLnnln......-nv..nn .- 414 Summit Structural Design Project: LeightylloofSolar Engineer: RKB Desigh of : Seismic Mass and Seismicaoad Development Gdd8nal Grldline2 Area (ft Waight (lbs) Area(ft'). " Weightpbs) Real -Metol GrldllneA Area (fts) .. Weight (lbs) Grldllnea Area (fe) Weight (lbs). 625 312S 1250 8250 Roof•Metoli5oter 625 `3950 1250 " 7190 1875 9375 1879 9375 1879 9375 ]875 13875 Telb. Hs. (fq. Length fit) ' Weight (Ibs) Length (ft) Weight (Ibsl " Walls(exIQ 14 75 Length Ift) Weight(fbs) Length (it) Weight (Itis) 4200 50 2800 125 7000 129 7000 " Total Existing " - - 7325 91115016375 TotaiNew 8150 15375 9950 1637S 20875 . Existing WorkingStress(k) .OgS - 1.05 New Worklno Stress lk) '0 - - .190 - . - . • 1.90 1 �.. .941.1s' ] 90 Z42 - Percent change In Working Stress 11.26 9:94 Affesvofde Percent Change 10.0017.48 0,00 10.00 10.00 10.00 Statogt/NGCower etoWind Loads NG Og OR NG Mv\ Gg- Na-*i Cot�'ttioL N0�-E.`�r►Thyt�. Level 1 Summit Structural Design Project: Leighty Roof Solar Engineer: RKB Design of Seismic Load Development, (ASCE 7-10) Seismic Design Category .. D Ss, 0.621 Mapped 0.2 sec Spectral response Occupancy 2 Si. 0.28 Mapped 1 sec spectral response i 1' Site Class I D. Ly In accordance with Ch 20. TL16 SMS 0.809- Max Considered EQ SMI 0:516 Max Considered EQ. SDS 0.539. Design Spectral Response (0.2 Sec) SDI 0:344 Design Spectral Response (1.0 Sec) System Ordinary Steel Concentrically Braced Frame R 125 Omega 2 T Cd � 3.25 Ht Limit- 35 Cs 0.17'12.8-2 Max Cs0.46 Min CS 0.02.(.01o,utslde of 5J) Ct 0.028 x 0.8 Ta 0.23 Cu 1:4 Max_ T 0.32 No limit for drift Use T 0:23 Ali Ss 0.621 V= 0.166 *W Helght.to Roof (hn) _.• 14 ft V= 2.7 k Vert Dist Exp. (4- k) Level I Star 'Ht, (ft)71hi (ft) wi kips wl*hq kip -ft) Cvx Veq (k( s). S VEQ (kipsl 1. Dlaph. kips ROOF 1 14 1 14 16. .229 1.00 16 229 A, .. 11. Summit Structural Design. Project: Leighty Roof Solar Engineer: RKB Design of :i Seismic Load Development"(ASCE 7=10) -" Ss Seismic Design Category" - D 0.621 Mapped 0:2 sec spectral- response S1 0 28 Mapped 1 sec spectral response Occupancy p Y 2' Site Class D' L�� in accordance with Ch 20:: 1 . TL ' SMS 0.809 Max ConslderedEQ 16 SM1 0.516 Max Considered EQ SDS 0.539. Design Spectral Response (0.2 Sec) SDI_ _ 0.344 Design Spectral Response (1.0 Sec) System Ordinary. Steel Concentrically Braced Frame R 3.25 Omega 2 Cd 3:25. Ht Uinit.- 35" Cs. Ct 0.17 12.8-2 Max Cs � 0.46. .. 0.028 x . Min. Cs, 0.02 "(Ol outside of SJ) Ta Use T . 6.8 0.23 Cu 1.4 Max.T 0.23 Alt Ss 0.621 '0.32 No. limit for drift V= V= 0.166 "W ". Helght.to Roof (hn) _ ... 14A 3.0 k Vert Dist Exp. (k) 1 Level Sto Ht, tf*i Ihi (ft) wi (kf s) (w!*hi) (kip-ft ROOF 14 14 Cvx VeqkIpsJT S. VEQ ficin-0 D!a K m 7-1 s) 18 253 18 253 1.00 3 . 3 I a. Summit Structural Design Project: Lelghty Roof Solar Engineer: RKB Design of.: MRS -Envelope Procedure'(AKE 7-10, Section 28.6) . Conditions: 1. Simple Diaphragm 0CASE .B 2. Low-rise � I (175E (0`1 3. Enclosed.: 4. Regular Shaped � S. Not Flexible caSE a 6. Not Subject for d7 a) across wind loading. l b) vortex shedding I c) instabiilty (gallup/flutter) d), channeling effect e), buffeting (upwlnd obstructions) Z. Approx. Sy metrical Cross Section With Flat, Gable, or Hip Roof__< 45° 8. Exempt From Torsional Load Cases 0 \ ;' Q Indicatedin Note 5 of Fig. 28:41, or theJorsional Load Cases do not as . 'Control the Design: CASE' B'� g „off. (USF 0-01)(1):story and h53o ft. or �"" (2) story, Max and light framed or . L= (2) story max and flex, diaphragm 75. Long. Bldg. Dim: (ft) 4 2aL= 10.0 ft. T= So Transv. ft. Bldg (, Dim. 4 2aT=. 10.0... ft. V= 110 BaSIC Wind Speed (110 or 115 mph) LCF 0.60 Load Combination Factor 1�= 1.21 Adjustment Factor K:t= 1.00 Topographic Factor Adjustment Factor for Bldg Helght.and h= 14 Mean Roof Height (ft) Exposure,: ©_ 10 Closest Roof Angle Mean Roof Exposure. (50,10°,150,200,25°,or30°). Ht. (ft) g D MWFRS Wind Loads (psf), ps=LCF*J�*Kzt*ps30 15 1.00 Location 1.21 1.47 ps, 0=0 ps, 0=10 Min. Net Ovhg. 20 1.00 1;29 1:55 A- 10 3.9 15.79.6 2 - :00. -1 0 U.V48 .35 . 1.61 ,. C- 1 9.2 30 1: 0 Z.40 1.66 9. 3 .45 0-110 0.0 4.8 40 1.09 1.49 E-110 -16.8 -16 .1.74:.8 -23.4 45 1.12 1.53 1.7 F-110 -9.5 -10: 82 50 1.16 1.56: 1.81 .6 -18c 5 6 2. 2