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BSOL2019-0020 Revision 1/Ev- ( ta Q�,INra - GEM ,y d•. PEce R:r — PERMIT # PLAN LOCATION: Project Address: Project Description: Pool, Remodel, Add't, Elect, Plumb, Mech APN #: �(iC Gr 1., Zr•) u Applicant Name:„ Address: lZ (,, r/n City, ST, Zip: i.Ve r �2 C,14 q 2 So Telephone:( f'��j 31 Email: ' Cn ►� fry G/ rrCr S4/G7r.' Valuation of Project $ �. Contractor Name: p C ©� New SFD Construction: Address: ff,,l Conditioned Space SF City, St, Zip At ` vim( C40. fz so 7 Garage SF Telephone: (Ol© � 7 _ l731. Patio/Porch SF Email:C I.O.M.r er�+Pe�Solt7�'S.cnn., Fire Sprinklers SF State Lic: q S Z City Bus Lic: Arch/Eng Name: Construction Type: Occupancy: Address: Grading: City, St, Zip Telephone: Bedrooms: Stories: # Units: Email: State Lic: City Bus Lic: Property Owner's Name: �c7 fy G �, New Commercial / Tenant Improvements: Address: L l Cr 2 C S 41l( W,) k, Dt, Total Building SF City, ST, Zip d cd i 7 Z S; Construction Type: Occupancy: Telephone: Email: 78495 CALLE TAMPICO LA QU I NTA, CA 92253 760-777-7000 !' �.D 1. J 4ucu CITY OF LA QUINTA DESIGN AND DEVELOPMENT DEPARTMENT GW w3 rnz rnm zp 03 Ln m m m Ul 0 D r ;U\11soloN -r' �. Co PUANLE 3' MIN L RIC AT n D Z A..I �_F� r-:K rn D <x m --------- -- ------ I a 62" TYP—, c �a �o a o'�_bA �i -nU)'i_ OD3 3G)rn Omen ::Em 0 0 Z p RE'_NFjVr--, kll� 1 1- q FEB 2 5 2020 CnY OF !LA QUINTA DESIGN AND DEVELOPMENT DEPARTMENT o5 O T7 ^ m IA 57 O z-1 O yp Omr Lnz 3m � -Di G) z0 n0 m m z �m z0 D G) r r= Oc W � 3 p o 1 I I' Ii D m O N 0 X N r m a z r m In In m m m r o(n o T (n �-I jNz cx0 p m z D 0 DSO OT m D x x G O N O m pq D (n Z D I z 0 O T T m r c OR�yf.� gy ERIC SMITH SYSTEM MV 10.4 NaINrING CATE 117r2U IRONRIDGE HAnrnv�ne PROJECT: PROPOSED SYSTEM SIZE IS 104 SOLAR PHOTOVOLTAIC SYSTEM FOR: GARY SCHMITT SEMPER SOLARIS 7879 ARMOUR ST SUITEA -w SAN DIEGO, CA 92111 BUILDING Hi: INVERTER SE10030H-US --- 510-342-2864 SempEr` C S LICY970152 NODULES VBHN325SA17 48420 STILLWATER DR LA QUINTA, CA 92253 P,{,.r- Lm rwmc, DESIGN D►4T►4 1. CODE: 2019 CALIFORNIA BUILDING CODE ASCE 7-10 2. MATERIAL STRENGTH CONCRETE: Fc' = 2,500 PSI @ 28 DAYS CONCRETE REBAR: ASTM A615 GRADE 40 Fy = 40,000 PSI STEEL: (AISC 360) 13 EDITION STRUCTURAL SHAPES: ASTM A36 Fy = 36 KSI TUBING: STM A500 GRADE B Fy = 46 KSI PIPE: ASTM A53 TYPE E GRADE B Fy = 35 KSI WOOD: DOUGLAS FIR -LARCH ( 19% MAX. M.C. ) JOIST & RAFTER #2 GRADE Fb = 875 PSI Fv = 95 PSI BEAM & HEADER (4X) #1 GRADE Fb = 1,000 PSI Fv = 95 PSI (6X) #1 GRADE Fb = 1,000 PSI Fv = 85 PSI POST (4X) #1 GRADE Fb = 1,000 PSI Fv = 95 PSI (6X) #1 GRADE Fb = 1,000 PSI Fv = 85 PSI STUD #2 GRADE Fb = 675 PSI Fv = 95 PSI E = 1.6 x 1,000,000 E = 1.7 x 1,000,000 E = 1.7 x 1,000,000 E = 1.6 x 1,000,000 E = 1.7 x 1,000,000 E = 1.4 x 1,000,000 SELECT STRUCTURAL (6x, LARGE) Fb = 1,450PSI Fv = 95 PSI E = 1.9 x 1,000,000 MASONRY: CONCRETE BLOCK ASTM C90 Fm = 1500 PSI NO INSPECTION REQUIRED 3. SOIL REPORT: 'pFlt lQ�41 f's= 1,500 PSF/ OR SEE SOILS REPORT QV 4. LATERAL ANALYSIS: A. SEISMIC LOAD V= CSW SEE ATTACHED. B. WIND LOAD (SIMPLIFIED PROCEDURE) (130 mph) EXP "C" ULTIMATE *,s'r c1V1� 444� .ATE d k"WVW';�; u' ghis Weight Of Materials - Roof and Floor Requirements Refer to local building code for live load design requirements. Composition Roofing 2-15 lb. and 1-90 lb. 1.7 psf 3-15 and 1-90 lb. 2.2 psf 3-ply and gravel 5.6 psf 4-ply and gravel 6.0 psf 5-ply and gravel 6.5 psf IRMA (Insulated Roof Membrane Assembly) 2" 13.0 psf Single -ply roofs (Insulation not included) Ballasted system 13.0 psf Mechanically fastened 2.0 psf Fully adhered 2.0 psf Fir Sheathing (Based on 36 pcf) %" plywood 1.1 psf 1/2" plywood 1.5 psf fie" plywood 1.8 psf 3/4" plywood 2.3 psf 1'/s" plywood 3.4 psf 1" sheathing 2.3 psf 2" decking 4.3 psf 3" decking 7.0 psf 4" decking 9.3 psf Miscellaneous Decking Materials Poured gypsum (1" thick) 6.5 psf Vermiculite concrete (1" thick) 2.6 psf Corrugated galvanized steel 16 ga. 2.9 psf 20 ga. 1.8 psf 22 ga. 1.5 psf 24 ga. 1.3 psf Asphalt shingles 2.5 psf Wood shingles 2.0 psf Clay tile 9.0 to 14.0 psf Rigid Insulation Temlock Cork Gold bond Styrofoam Foamglass Rigid fiberglas Roll or Batt Insulation Rock wool Glass wool ALPOL (1" thick) 1.2 psf 0.7 psf 1.5 psf 0.2 psf 0.8 psf 1.5 psf (1" thick) 0.2 psf (1" thick) 0.1 psf (V thick) 0.1 psf Floors Hardwood (Nominal 1") 4.0 post. Concrete (1" thick): Regular 12.0 psf Lightweight 6.0 to 10.0 psf Linoleum or soft tile 1.5 psf 3i4" ceramic or quarry tile 10.0 psf GYP-CRETE (3/4") 6.5 psf Ceilings Acoustical fiber tile 1.0 psf t/2" gypsum board 2.2 psf fie" gypsum board 2.8 psf Plaster (1" thick) 8.0 psf Metal suspension system (including tile) 1.8 psf Wood suspension system (including tile) 2.5 psf Note: When accumulating total dead load we strongly urge you to use a minimum of 1.5 psf for 'miscellaneous' with all dead loads. Approximate Weights of Trus Joist Products TJI 35X Joist Series 2.8 to 4.0 lbs./L.F. TJI 55 Joist Series 4.5 to 6.3 lbs./L.F. Th. TJLX Truss 3.75 to 4.25 lbs./L.F. TJW 4.5 to 5.25 lbs./L.F. TJ/60 Truss 4.75 to 5.75 lbs./L.F. TJM Truss 8 to 9 lbs./L.F. TJH Truss 10 to 12 lbs./L.F. Fir Framing Members Nominal Size 12" Joist Spacing 16" 24" 2x4 1.4 psf 1.1 psf 0.7 psf 2x6 2.2 psf 1.7 psf 1.1 psf 2x8 2.9 psf 2.2 psf 1.5 psf 2x10 3.7 psf 2.8 psf 1.9 psf 2x12 4.4 psf 3.3 psf 2.2 psf 3x6 2.4 plf 46 5.0 plf 48 6.8 plf 4x10 8.6 plf 4x12 10.4 plf Weight of Sprinkler Systems Size of Pipe Schedule 40, Std. Plpe Schedule 10, Thin Wall Dry (pit) Wet (plf) Dry(plf) Wet(plf) 1' 1.7 2.1 1'/4 ' 2.3 3.0 1'/2 ' 2.7 3.6 2" 3.7 5.2 2.7 3.8 21/2" 5.8 7.9 3.5 5.9 3" 7.6 10.8 4.3 8.0 31/2 ' 9.2 13.5 5.0 11.2 4" 10.9 16.4 5.6 14.5 5" 14.8 23.5 7.8 20.0 6" 19.2 31.7 9.3 26.2 8" 28.6 50.8 16.9 40.1 10" 40.5 74.6 TRUS JOIST CCIRPORATION a division of TI International P.O. Box 60 Boise, Idaho 83707 208/375-4450 BWU Consultants. Inc. 1168 N. San Gabriel Blvd., #N Rosemead, CA. 91770 Tel: (626) 288-0708 Email: twengrs1168@gmail.com Date: 1(2019 CALIFORNIA BUILDING CODE) EXIST'G ROOF LOAD'G JAS BUILT) D.L. TILE ROOF'G 9.0 psf 1/2" PLYWD SHT'G 1.5 2x4 @ 24 O.C. 0.7 RAFTER MISC 0.8 D.L. = 12.0 psf L.L. = 20.0 psf T.L. = 35.0 psf L: 7'-0" MAX SPAN W: (12+3+20) x 24/12 = 70.0 plf M: 428.75 pf Sreq: 2.92 W SIZE: SOLAR PANEL 18.0 SQ.FT. WEIGHT: WT = 2.9#/SQ.FT. (USE 3.0 #/SQ.FT.) R: 245 lb Areq: 3.09 W 2x4 RAFTER CAN CARRY SOLAR PANELS SECTION 3403.3 32x3x18= 1728lb (ROOF DL 12) x 3186 = 38232 lb 1728 / 38232 = 4.5% WIND LOAD PER (CBC SECTION 1609) 130 MPH, EXP "C" 6.5.15, Design Wind Load on Others Structures F I0N41 C 1 V��' F = qZ G Cf Af (6-27) q:= .00256 KZ Ke Kd Vz 1 (6-15) Ht. z at the centroid of area Af = 10 ft Exp = c Exposure coefficient K== 0.85 6.5.6.6, T-6-3 for MWFR Topography factor KZf = 1.00 6.5.7.2 Table Directionality factor Kd = 0.85 6-4 Wind Speed V = 130 mph Table Importance factor 1,= 1.00 6-1 qZ = 31.26 psf Gust Effect factor G = 0.85 6.5.8 Force coeff Cf = 1.31 Figure 6-21 through 6-23 Design wind pressure, F/Af = 34.81 psf o tss 101�q� ZVW-K BWU Consultants, Inc. 1168 N. San Gabriel Blvd., #N Rosemead, CA. 91770 Tel: (626) 288-0708 Email: twengrsI168@gmail.com Date: LATERAL (2019 CALIFORNIA BUILDING CODE) WIND EXP "C", WIND SPEED: 130 mph (C.B.0 SECTION 1609) UPLIFT / WITHDRAWAL FORCE FOR SOLAR PANEL STANDOFF / FAST JACK Vup= 34.81 Ib/sq.ft NO. SOLAR PANELS UPLIFT FORCE SUPPORTS OF TILE HOOK/STANDOFF UNIT FORCE PER (5/16" 0) LAG SCREW 32 32 x 34.81 x 18 20050.56 IL 52 385.6 lb/lag screw SEISMIC PER C.B.0 SECTION 3403.4 1728 lb / 38232 lb = 4.5% < 10.0% OK O.K. USE 5/16" o X 3 1/2" LONG STAINLESS STEEL LAG SCREW WITH MIN. 2 1/2" EMBED TO EXIST'G ROOF MEMBER. CAN RESIST WIND UPLIFT FORCE. Vail = 274 x 2.5 = 685 lb > 385.6 lb OK nts ..5, be tee ~o- on tc- i. w r- le n Table 12.2A Lag Screw Reference Withdrawal Design Values, W1. Tabulated withdrawal design values (W) are in pounds per inch of thread penetration into side grain of wood member. Length of thread penetration in main member shall not include the length of the tapered tip (see 12.2.1.1). Specific Gravity, Lag Screw Diameter, D GZ 1/4" 5116" 3/8" 7/16" 1/2" 5/8" 3/4" 7/8" 1" 1-118" 1-1/4" 0.73 397 469 538 604 668 789 905 1016 1123 1226 1327 0.71 381 450 516 579 640 757 868 974 1077 1176 1273 0.68 357 422 484 543 600 709 813 913 1009 1103 1193 0.67 349 413 473 531 587 694 796 893 987 1078 1167 0.58 281 332 381 428 473 559 641 719 795 869 940 0.55 260 307 352 395 437 516 592 664 734 802 868 0.51 232 274 314 353 390 461 528 593 656 716 775 0.50 225 266 305 342 378 447 113 576 636 695 -752 0.49 218 258 296 332 367 434 498 559 617 674 730 0.47 205 242 278 312 345 408 467 525 580 634 686 0.46 199 235 269 302 334 395 453 508 562 613 664 0.44 186 220 252 283 312 369 423 475 525 574 621 0.43 179 212 243 273 302 357 409 459 508 554 600 0.42 173 205 235 264 291 344 395 443 490 535 579 0.41 167 198 226 254 281 332 38.1 428 473 516 559 -0.40 161 190 218 245 271 320 367 412 455 497 538 0.39 155 183 210 236 261 308 353 397 438 479 518 0.38 149 176 202 227 251 296 340 381 422 461 498 0.37 143 169 194 218 241 285 326 367 405 443 479 0.36 137 163 186 209 231 273 313 352 389 425 460 0.35 132 156 179 200 222 262 300 337 373 407 441 0.31 110 1 130 1 149 1 167 185 218 250 1 281 1 311 1 339 1 367 1. Tabulated withdrawal design values, W, for lag screw connections shall be multiplied by all applicable adjustment factors (sec Table 11.3.1� 2. Specific gravity, G, shall be determined in accordance with Table 12.3.3A. 12.2.3.2 For calculation of the fastener reference withdrawal design value in pounds, the unit reference withdrawal design value in lbs/in. of fastener penetra- tion from 12.2.3.1 shall be multiplied by the length of fastener penetration, pt, into the wood member.. 12.2.3.3 The reference withdrawal design value, in lbs/in. of penetration, for a single post -frame ring shank nail driven in the side grain of the main member, with the nail axis perpendicular to the wood fibers, shall be determined from Table 12.2D or Equation 12:2.4, with- in the range of specific gravities and nail diameters giv- en in Table 12.21). Reference withdrawal design values, W, shall be multiplied by all applicable adjustment fac- tors (see Table 11.3.1) to obtain adjusted withdrawal design values, W'. W = 1800 Gz D (12.2-4) 12.2.3.4 For calculation of the fastener reference withdrawal design value in pounds, the unit reference withdrawal design value in lbs/in. of ring shank pene- tration from 12.2.3.3 shall be multiplied by the length of ring shank penetration, pt, into the wood member. 12.2.3.5 Nails and spikes, shall not be loaded in withdrawal from end grain of wood (Ce9=0.0). 12.2.3.6 Nails, and spikes shall not be loaded in withdrawal from end -grain of laminations in cross - laminated timber (Ceg 0.0). 12.2.4 Drift Bolts and Drift Pins Reference withdrawal design values, W, for con- nections using drift bolt and drift pin connections shall be determined in accordance with 11.1.1.3. AMERICAN WOOD COUNCIL