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BCOM2018-0041 Structual CalcsSTRUCTURAL CALCULATIONS :Ifto] ► P01IIR11111LII a TY OF LA QU I NTA BUI LDI NG DI VI SI ON APPROVED FOR CONSTRUCTI ON BY: A. "TA DATE: 02/06/2019 SHELL BUILDING IMPROVEMENTS TO CREATE TWO TENANT LEASE SPACES WITH TWO SEPARATE ENTRANCE FACADES AND ADDITIONAL REAR EXIT [ENGINEERED] THIS PERMIT DOES NOT INCLUDE BUILDING OCCUPANCY OR REVIEW OF SPECULATIVE BUILDING USES. PATH OF TRAVEL UPGRADES REQUIRED TO BE COMPLETED PRIOR TO BUILDING OCCUPANCY. 2016 CALIFORNIA BUILDING CODES. k S FOR WASHINGTON PARK 46-630 Washington Park La Quinta, CA 92253 Prepared For DLR Group . F� I No. 55432 1 OLU F CAI.' --Digitally signed by KURT FISCHER ID DN: C=US, E=kf isch er@ kfse ng.com, 0="KURT FISCHER STRUCTURAL ENGINEERING KURT FISCHER ID CN-KURT FISCHER ID Location: 17547 VENTURA Reason: I have reviewed this document Contact Info: KFISCHER@KFSENG.COM Date: 2018.11.29 17:09:52-08'00' KFSE #18218 October 26, 2018 Kurt Fischer Structural Engineering 17547 Ventura Blvd Ste. 302 Encino, CA 91316 Office: 818.874.1445 kfischer@kfseng.com www.kfseng.com KFSE #18218 46-630 Washington Park 10/26/2018 Structural Calculations 1. New Shear Wall Design...................................................................................... 3 2. New Front Fagade Beam Design........................................................................ 8 3. New Header and Header Jamb Design.............................................................10 4. New Roof Joist Supporting New Wall.............................................................12 5. Roof Screen Design..........................................................................................18 k Kurt Fischer Structural Engineering , 17547 Ventura Blvd, Suite 302, Encino, Ca, 91316 5 IOffice: 818.874.1445 / Mobile: 858,922,7963 ! www.kfseng.com KFSE #18218 46-630 Washington Park 10/26/2018 1. NEW SHEAR WALL DESIGN k Kurt Fischer Structural Engineering , 17547 Ventura Blvd, Suite 302, Encino, Ca, 91316 5 IOffice: 818.874.1445 / Mobile: 858,922,7963 ! www.kfseng.com K, 10/19/2018 U.S. Seismic Design Maps wi OSH PD Washington Park 46690 Washington St, La Quinta, CA 92253, USA Latitude, Longitude: 33.7093934,-116.29492979999998 ci 5, o o Lowe's Home Improvement T Q` 3 m t7 Ge Ce tury La © a Quinta and XD T Target T Go 9ie O Map data ©2018 Googfe Date 10/19/2018, 1:27:09 PM Design Code Reference Document ASCE7-10 Risk Category II Site Class D - Stiff Soil Type Value Description SS 1.523 MCER ground motion. (for 0.2 second period) S, 0.718 MCER ground motion. (for 1.0s period) SMS 1.523 Site -modified spectral acceleration value SM1 1.077 Site -modified spectral acceleration value SDS 1.015 Numeric seismic design value at 0.2 second SA SDI 0.718 Numeric seismic design value at 1.0 second SA Type Value Description SDC D Seismic design category Fa 1 Site amplification factor at 0.2 second Fv 1.5 Site amplification factor at 1.0 second PGA 0.617 MCEG peak ground acceleration FPGA 1 Site amplification factor at PGA PGAM 0.617 Site modified peak ground acceleration TL 8 Long -period transition period in seconds SsRT 2.307 Probabilistic risk -targeted ground motion. (0.2 second) SsUH 2.231 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration SsD 1.523 Factored deterministic acceleration value. (0.2 second) S1 RT 0.878 Probabilistic risk -targeted ground motion. (1.0 second) S1 UH 0.881 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration. S1 D 0.718 Factored deterministic acceleration value. (1.0 second) PGAd 0.617 Factored deterministic acceleration value. (Peak Ground Acceleration) CRS 1.034 Mapped value of the risk coefficient at short periods 4 https://seismicmaps.org/ 1/3 10/19/2018 Type Value Description CR1 0.997 Mapped value of the risk coefficient at a period of 1 s U.S. Seismic Design Maps https://seismicmaps.org/ 2/3 10/19/2018 1.5 1.0 m 0.5 0.0 0 MCER Response Spectrum 1.00 0.75 0 0.50 0.25 0.00 0 U.S. Seismic Design Maps 2 4 6 8 Period, T (sec) — Sa(g) Design Response Spectrum 2 4 6 8 Period, T (sec) — Sa(g) 6 https://seismicmaps.org/ 3/3 SHEAR WALL DESIGN GRID LINE 1 BY: KFSE DATE: 10/19/2018 Perimeter Wall 344'�9 112" I Roof Area 7,349. 84 sf W c 1 � 4 N Shear Wall h ar 20'-314" t 5'-3' ► Sds = 1.015 Ie = 1.0 R = 6.5 ROOF = 15 PSF WALL = 20 PSF WALL HEIGHT = 19 FT TRIBUTARY WEIGHT TO SHEAR LINE KURT FISCHER STRUCTURAL ENGINEERING 17547 VENTURA BLVD, STE 302 ENCINO, CA 91316 OFFICE 818.874-1445 WWW-KFSENG-COM k S Ws = 15 * 7350/2 + 20 * 345/2 * 19/2 = 87.9 kips V = Sds * Ie / R * Ws = 1.015 * 1 / 6.5 Ws= 0.156Wt = 13.7 KIPS (ult) 9.6 KIPS (ASD) F:Il . 9.6 kips / 51 ft = .188 k1f USE 15/32"PLYWOOD SHT'G WITH 10d COMMONS @ 6" ALONG ALL PANEL EDGES = 680/2 = 340 PLF DCR = 188/340 = .553 < 1 GOOD Label Quantity Measurement Perimeter Wall 344.7939 344,7939 Roof Area 7,349.84 7,349,84 Shear Walls 50,8682 50.8682 Table 4.8A Nominal Unit Sheer Capacities for Woo. wood-ba Mivrv,m �n Faeta�r Snearnnp Hem�iui Wn.vanm Fa�[eiwr Naurd inrew pramirg Nember a Type 1 Slxe � [ml Blockrny "' G" fpifl [kipvm.) '.hu•eY p �. Wf' inp _ i ya � 5r0 ry She rt i alls OVERTURNING (ASD) DEAD LOAD VS 0 1 WALL 1 Ra I Rb Rb = 0 = 9.6*20/51*19 - 38/2*.020*202/2 - Ra(19) Ra = -.23 NO UPLIFT USE HDU2 WALL 2 Rb 7 0 = 9.6*15.5/51*19 - 38/2*.020*15.52/2 - Ra(14.5) Ra = .675 KIPS USE HDU2 WALL 3 Rb = 0 = 9.6*5.5/51*19 - 38/2*.020*S.5;/2 - Ra(4.5) Ra = 3.1KIPS USE HDU4 KFSE #18218 46-630 Washington Park 10/26/2018 Z. NEW FRONT FACADE BEAM DESIGN k Kurt Fischer Structural Engineering , 17547 Ventura Blvd, Suite 302, Encino, Ca, 91316 5 IOffice: 818.874.1445 / Mobile: 858,922,7963 ! www.kfseng.com WHLL WC1un1 = LGrar ROOF TRIB = 1.5FT TOTAL LOAD: 10'*20 + 1.5*(15+20) = 253#/FT IF USING LSL E1.55, E = 1.55X10^3 KSI DEFLECTION ALLOW = L/360 (PLASTER) = 1.1" I = 5/384*.253*33^4*1728/1.55*10^3/1.1 = 3959 IF b = 5.25, D = 20.8; IF E = 2.2, I = 3959*1.55/2.2 = 2789 , THEN b = 5.25, d = 18.5 if d = 18, deflection = 1.1*18.5A3/18A3 = 1.2 = L/329 go with this. or go with glulam w/ E = 1.7*10^3 I = 3959*1.55/1.7 = 3610 9 b = 5.125; d = 20.36 go with 21" deep glulam. KFSE #18218 46-630 Washington Park 10/26/2018 3. NEW HEADER AND HEADER JAMB DESIGN k Kurt Fischer Structural Engineering , 17547 Ventura Blvd, Suite 302, Encino, Ca, 91316 5 IOffice: 818.874.1445 / Mobile: 858,922,7963 ! www.kfseng.com 10 DESIGN CONTINUOUS HEADER wind load: Trib = 28.66*20/2=287 q = .00256*KzKztKdV^2 = .00256*.85*1.0*.85*110^2 = 22.3 P = 22.3*(.87+.18) =23.4 0.6P = 14.0 psf uniform lat load = 14.0* 10 = 140#/ft I allow = L/240 = 1.433 I = 5/384*.14*28.66^4* 1728/2200/1.433 = 674 if d = 5.25; b = 55.9 -> NO GOOD. TRY TUBE STEEL I = 5/384*.138*28.66^4*1728/29000/1.43 = 51.1 A lOx5 won't work, nor will a 16x4. 6" wide members too expensive. must involve intermediate strong members. \\I DESIGN DISCONTINUOUS HEADER (have to use steel, can't get wood to connect) wind load: Trib = 10*20/2=100 q = .00256*KzKztKdV^2 = .00256*.85*1.0*.85*110^2 = 22.3 P = 22.3*(.93+.18) =24.8 0.6P = 14.9 psf uniform lat load = 14.9* 10 = 149#/ft I allow = L/240 = .5 I = 5/384*.149*10^4*1728/2200/.5 = if d = 5.25; b = 81.6 -> NO GOOD. TRY TUBE STEEL I = 5/384*.138*32.66^4*1728/29000 = 1/52.1 2 3 1 A6.1 A6.1 A6.1 SIM. 3/S2.1 I I I 19'-11 112" 1 DESIGN JAMB STUD: wind load: Trib = 10/2*10=50 q = .00256*KzKztKdV^2 = .00256*.85*l.0*.85*l l0^2 --22.3 P = 22.3*(1.15+.18) =29.7 0.6P = 17.8 psf POINT LOAD: 17.8*50 = 890# I allow = L/240 = 20* 12/240 = 1 I = PL^3/48/E/D = .89*20^3*1728/48/29000/1 = 8.84 USE HSS5x5xl/4 w/I= 16.9 and Z = 8.07 MALLOW = 8.07*46/1.67 = 222KIP-IN = 18.5 KIP -FT M = .89*20/4 = 4.45 KIP -FT THERE FOR IT'S OKAY. 11 KFSE #18218 46-630 Washington Park 10/26/2018 4. NEW ROOF JOIST SUPPORTING NEW WALL k Kurt Fischer Structural Engineering , 17547 Ventura Blvd, Suite 302, Encino, Ca, 91316 5 IOffice: 818.874.1445 / Mobile: 858,922,7963 ! www.kfseng.com 12 R these are footings at floor below and should not show up at the roof! GLB 6 3/4x37 1/2 these are footings floor below and should not show up the roof! NEFIV I I --1 O M M m 00 W co W W Q r N � � M � v co ON M W DESIGN JOISTS SUPPORTING NEW T WALLS ABOVE; SPAN = 38 FT. WALLS ARE 8 FT TALL, 20PSF, 160#/FT; ASSUME 7_ THEN NEED 1-33 200#/FT OF TRIR_ OVER ----- , OR 1.33*(15+20) = 47# L--------J I------"`-' -.2k/ft 2.3 Loads: LC 1, TL Results for LC 1, TL Y-direction Reaction Units are k and k-ft 1.1 SK-1 Oct 16, 2018 at 2:03 PM Joist Supporting New wall on Roofr... Company Designer IIIRISA Job Number Model Name Oct 16, 2018 2:14 PM Checked By: Wood Design Parameters Label Shape Len th ft WLftl le1 ft le -bend to... le -bend bo... Kyy Kzz CV Cr y swayz swa 1 M1 WOOD1 38 1 1 Lb Wood Material Properties Label TVDe Database Species Grade Cm Emod Nu Ther... Densrk/... 1 DF solid S... Visually Graded Douglas Fir-L... No.1 1 .3 .3 .035 2 SP Solid S... Visually Graded Southern Pine No.1 1 .3 .3 .035 3 HF Solid S... Visually Graded Hem -Fir No.1 1 .3 .3 .035 4 SPF Solid S... Visually Graded Spruce -Pine -fir No.1 1 .3 .3 .035 5 24F-1.8E DF Balanced Glulam NDS Table 5A 24F-1.8E_DF... na 1 .3 .3 .035 6 24F-1.8E DF Unbalanced Glulam NDS Table 5A 24F-1.8E_DF... na 1 .3 .3 .035 7 24F-1.8E SP Balanced Glulam NDS Table 5A 24F-1.8E_SP... na 1 .3 .3 .035 8 24F-1.8E SP Unbalanced Glulam NDS Table 5A 24F-1.8E_SP... na 1 .3 .3 .035 9 LSL 1.55E SCL TrusJoist 1.55E Timber... na 1 .3 .3 .035 Wood Section Sets Label Shape Type Design List Material Design Rules A Fin2l lyy rin4lIzz lin4l J in4 1 WOOD1 3.5X16FS Beam I None LSL 1.55E I Typical 56 57.167 1194.667 197.16 Basic Load Cases BLC Descri tion Category X Gravity Y Gravity Z Gravity Joint Point Distributed Area Me... Surface P... 1 TL None I 1 -1 2 Load Combinations Descri tion So..P... S... BLCFac..BLCFac..BLCFac..BLCFac..BLCFac..BLCFac..BLCFac..BLCFac..BLCFac..BLCFac... 1 TL Yes 1 1 Member Wood Code Checks LC Member Shape UC Max LocLftl Shear ... Loc ft Dir Fc' ksi Ft' Fksil Fb1' k... Fb2' k ... Fv'[ksil RB CL CP E n 1 1 M1 3.5X16FS .653 16.625 .198 1 0 .04 1 1.07 1 1.51 12.3251 .31 124.4051 .65 .018 Member Section Deflections LC Member Label Sec x rinl v rinl z rinl x Rotaterradl (n) L/v Ratio (n) L/z Ratio 1 -1-F M1 TT 0 0 0 0 NC NC 2 2 1 0 -1.315 0 1 1 0 1 346.802 NC 3 3 0 -1.762 0 0 258.851 NC 4 4 0 -1.221 0 0 373.453 NC 5 5 0 0 0 0 NC NC RISA-31D Version 15.0.0 [DA... \...\...\...\... \Models\Risa 3D\Joist Supporting New wall on Roofr3d.r3d] Page 1 15 ESR-2552 I Most Widely Accepted and Trusted Page 6 of 17 TABLE 3A—APPLICABLE MODEL NUMBERS FOR THE HU/HUC SERIES JOIST HANGERS C MODEL DIMENSIONS' (inches) I FASTENERS2 (Minimum Quantity -Type) FASTENERS2 (Maximum Quantity -Type) NO. W I H I B I Header I Joist Header I I Joist HU1.81/5 113/16 5 /8 21/2 12-16d 4-10d x 1 /2 16-16d 6-10d x 1 /2 HU7 6 /16 12-16d 4-10d x 02 16-16d 8-10d x 02 HU9 HU11 9 /16 18-16d 6-10d x 1 /2 24-16d 10-10d x 1 /2 11 /16 22-16d 6-10d x 02 30-16d 10-10d x 1 /2 HU14 14 28-16d 8-10d x 1 /2 36-16d 1 14-10d x 1 /2 HU2.1/9 2 /a 9 2 ,/ 2 14-16d 6-10d x 1/ 18-16d 10-10d x 1/ HU2.1/11 11 16-16d 6-10d x 0 22-16d 10-10d x1 '/ HU359 HU3511 23/a 8/ 21/2 14-16d 6-10d x 1 /2 18-16d 10-10d x 1/ 11 / 16-16d 6-10d x 1 / 22-16d 10-10d x 1 / HU3514 13 / 18-16d 8-10d x 1 /2 24-16d 12-10d x 1 / HU3516/22 14 / 20-16d 8-10d x 1 / — — HU3524/30 18 18-16d 8-10d x 1 /2 24-16d 14-10d x 1 / HU310 s 2 /16 81/ 2'/2 14-16d 6-10d x 1'/ — — HU312 105/ 16-16d 6-10d x 1'/ — — HU314 123/ 18-16d 1 8-10d x 11/ — — HU316 141/ 20-16d I 8-10d x 11/ — — HU2.75/10 6 2 /' 9 2 /2 14-16d 6-10d x 11/2 18-16d 10-10d x 11/ HU2.75/12 10 / 16 16d 6-10d x 11/2 22-16d 10-10d x 1 / HU2.75/14 13 18-16d 8-10d x 11/2 24-16d 14-10d x 1'/ HU2.75/16 14'/16 20-16d 8-10d x 11/2 26-16d 14-10d x 11/ HU210-2 HU212-2 31/a 8 /16 10 /16 13 /s 21/2 14-16d 6-10d 18-16d 10-10d 16-16d 6-10d 22-16d 10-10d HU216-2 20-16d 8-10d 26-16d 12-10d HU3.25/10.5 10% 22-16d 10-10d — — HU3.25/12 11 /4 24-16d 12-10d — — HU48 3s/,s 6 /16 2'/2 10-16d 4-10d 14-16d 6-10d HU410 8 /a 14-16d 6-10d 18-16d 10-10d HU412 HU414 10'% 610d 22-16d 18-16d 8-10d 24-16d 1 12-10d HU416 13 /a 20-16d 8-10d 26-16d 12-10d HU4.12/9 4 /a 8 / 21/2 14-16d 6-10d 18-16d 10-10d HU4.12/11 10 / 16-16d 6-10d 22-16d 10-10d HU4.28/9 s 4 /sz 9 2 /2 18-16d 8-10d — — HU4.28/11 11 22-16d 8-10d HU4.75/9 43/4 9 1 2'/2 18-16d 8-10d — — HU4.75/11 11 1 131/4 1 151/4 j 22-16d 8-10d — — HU3514-2 18-16d 8-10d — — HU3516-2 20-16d 8-10d 26-16d 12-10d HU3520-2 191/ 20-16d 8-10d 26-16d 12-10d 1 HU310-2 1 HU312-2 5'/a 1 8'/8 1 105/6 1 1 21/2 14-16d 6-10d — — 16-16d 6-10d — — HU314-2 125/a 18-16d 8-10d — — HU5.125/12 51/4 10% 2112 22-16d 8-16d — — HU5.125/13.5 13% 26-16d 1 12-16d— HU5.125/16 13'/ 26-16d 12-16d — — 1 HU68 1 HU610 1 HU612 1 HU614 51/2 513 /16 7 / 21/2 10-16d 4-10d 14-16d 6-10d 14-16d 6-16d 18-16d 8-16d 9 / 16-16d 6-16d 22-16d 8-16d 11 / 18-16d 8-16d 24-16d 12-16d HU616 12 /16 20-16d 8-16d 26-16d 12-16d HU410-2 71/8 9 / 21/2 14-16d 6-16d 18-16d 8-16d HU412-2 11 / 16-16d 1 6-16d 1 22-16d 1 8-16d 1 HU414-2 13 /a 20-16d 1 8-16d 1 26-16d 1 12-16d For SI: 1 inch = 25.4 mm. 'Refer to Figures 3a and 3b (this page) for definitions of hanger nomenclature (W, H, B). 2The Fastener column with "minimum quantity" refers to hangers installed with the designated type of nails into only round pre -punched holes of the hanger, and the Fastener column with "maximum quantity" refers to HU series and HUC series hangers installed with the designated type of nails into both round and triangle pre -punched holes of the hanger. The hanger size and fastener quantity are used to determine allowable loads noted in Table 313. FIGURE 3a— HU SERIES HANGERS FIGURE 3b— HUC SERIES HANGERS 16 ESR-2552 I Most Widely Accepted and Trusted Page 7 of 17 TABLE 3B-ALLOWABLE LOADS FOR THE HU AND HUC SERIES JOIST HANGERS' C MODEL DIMENSIONS2 (inches) FASTENERS (Quantity - Type) ALLOWABLE LOADS1,4,6 (Ibs) Uplift, Download NO. I W H I B Header I Joist Cp= 1.6 Cp= 1.0 Cp = 1.15 Cp= 1.25 1 /16 561, to 6 /16 2'/2 12-16d 4-10d x 1 /2 610 1,785 2,015 2,165 2 /a to 7 /a s 7 /a to 9 /a , 2 /z 10-16d 4-10d 760 1,490 1,680 1,805 14-16d 6-10d x 2 1 / 915 2,085 2,350 2,530 14-16d 6-10d 1,135 2,085 2,350 2,530 14-16d 6-16d 1,345 2,085 2,350 2,530 2'/a to 7'/a 93/a to 11'/a 2% 16-16d 6-10d x 1 /2 915 2,380 2,685 2,890 16-16d 6-10d 1,135 2,380 2,685 2,890 16-16d 6-16d 1,345 2,380 2,685 2 890 HU/HUC Mi Nailing) s 1 /,s to 5 /z 9 to 18 , I 2 /z 18-16d 6-10d x 02 915 2,680 3,020 3,250 18-16d 8-10d 7172 1,515 2,680 3,020 3,250 18-16d 8-10d 1,515 2,680 3,020 3,250 18-16d 8-16d 1,795 2,680 3,020 3,250 23/a to 7'/a 12"/16 to 19'/4 2% 20-16d 8-10d x 1 /2 1,515 2,975 3,360 3,610 20-16d 8-10d 1,515 2,975 3,360 3,610 20-16d 8-16d 1,795 2,975 3,360 3,610 s 1 /,s to 5 /a 10 /4 to 11 /,s , 2 /z 22-16d 6-10d x 02 915 3,275 3,695 3,970 22-16d 8-10d 1,515 3,275 3,695 3,970 22-16d 10-10d 1,795 3,275 3,695 3,970 22-16d 8-16d 1,795 3,275 3,695 3,970 3 /4 11 /4 2 /2 24-16d 12-10d 1,795 3,570 4,030 4,335 5 /4 13 /4 to 13 /a 2 /2 26-16d 12-16d 2,695 3,870 4,365 4,695 1 /16 14 2 /2 28-16d 8-10d x 1 /2 1,515 4,165 4,420 4,505 ,6 1 /,s 6 11 5 /a to 6 /,s , 2 /z I 16-16d 1 6-10d x 1'/2 I 915 1 2,380 1 2,685 1 2,890 16-16d 8-10d x 1'/2 1,515 2,380 2,685 2,890 , 2 /a to 7 /a e , I 7 /a to 9 /a I 2 /z 14-16d 6-10d 1,135 2,085 2,350 2,530 18-16d 10-10d x 1'/2 1,795 2,680 3,020 3,250 1 18-16d I 10-10d I 1,795 I 2,680 I 3,020 I 3,250 I 18-16d I 8-16d I 1,795 I 2,680 I 3,020 I 3,250 HU/HUC 2'/a to 7'/a 93/a to 11'/, I 2% I 1 22-16d 110-10d x 02 I 1,795 I 3,275 I 3,695 I 3,970 I 22-16d I 10-10d I 1,795 I 3,275 I 3,695 I 3,970 I 22-16d I 8-16d I 1,795 I 3,275 I 3,695 I 3,970 (Max Nailing) 113/1, to 51/2 9,/,s to 18 2% 24-16d 10-10d x 02 1,795 3,570 4,030 4,335 24-16d 112-10d x 02 I 1,795 I 3,570 I 4,030 I 4,335 I 24-16d 114-10d x 02 I 1,795 I 3,570 I 4,030 I 4,335 1 24-16d I 12-10d I 1,795 I 3,570 I 4,030 I 4,335 24-16d 12-16d 2,695 3,570 4,030 4,335 23/4 to 7'/a 13,/a to 191/4 2% 26-16d 1 14-10d x 02 1 1,795 1 3,870 1 4,365 1 4,695 I 26-16d 1 12-10d 1 1,795 1 3,870 1 4,365 1 4,695 26-16d 12-16d 2,695 3,870 1 4,365 1 4,695 1 /1s 11 /1, 2 /2 30-16d 10-10d x 1 /2 1,795 4,465 4,705 4,810 1 /16 14 2 /2 36-16d 14-10d x 1 /2 1,795 5,055 5,275 5,420 For SI: 1 inch = 25.4 mm, 1 psi = 6.89 kPa, 1 Ibf = 4.45 N. 'HU hanger series with widths (W) equal to or greater than 29/16 inches (65 mm) are available with concealed flanges and are specified as HUC hanger series. 2Refer to Figures 3a and 3b (previous page) for definitions of hanger nomenclature (W, H, B). 3Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4HU series and HUC series hangers provide torsional resistance, which is defined as a moment of not less than 75 pounds (334 N) times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to its vertical position is 0.125 inch (3.2 mm). The height, H, of the joist hanger must be at least 60 percent of the height of the joist. SThe uplift loads have been increased for wind or earthquake loading with no further increase allowed. The allowable uplift loads must be reduced when other load durations govern. 6The allowable loads are based on the use of an engineered wood joist member with an allowable F.l of 750 psi for all models except those specific to glulam sizes, which are based on an allowable FL of 650 psi. When use is to support members having an F.l of less than 750 psi or 650 psi, respectively, it must be verified that the combination of bearing capacity and joist nail capacity is adequate. FIGURE 3c-TYPICAL HU HANGER 17 KFSE #18218 46-630 Washington Park 10/26/2018 5. ROOF SCREEN DESIGN k Kurt Fischer Structural Engineering , 17547 Ventura Blvd, Suite 302, Encino, Ca, 91316 5 IOffice: 818.874.1445 / Mobile: 858,922,7963 ! www.kfseng.com im (E) JOIST TOP CF x6 BLOCKING TC JOIST TO JOIST MATCH DEPTH OF CHORD. (2) 5/8"0 BOLT SPACED @ 16" C L3x3x1/4x4'4" TO SPAN OVER P 4" BEYOND ADIP ROOF JOISTS 3 EXTENDED PARAPET WALL SECTION 19 52.1 1/2" = 1-4- q = .00256*KzKztKdV-2 _ .00256*.96*1.0*.85*110^2 = 25.3 PSF P = 25.3*(1.3+.93) = 56.4PSF 0.6P = .6*56.4 = 33.9PSF w = 33.9*7.5/2 = 127#/FT = .127K/FT I BUILT-UP ROOFING ROOF FRAMING - SEE STRUCTURAL R-30 BATT INSULATION DESIGN TOP PLATES TO TRANSFER LOAD TO STUDS THAT ARE SUPPORTED: 2x6 IN BENDING: S = 1.5*5.5A2/6 = 7.56 Fb = .9*1.4*1.6 = 2.0 M = 7.56*2 = 15.2KIP-IN = 1.27 KIP -FT M = .125*LA2*w = .125*LA2*.127 = 1.27 L = 8.9FT CHECK SUPPORTED VERTICAL STUD: POINT LOAD AT TOP TRACK = .127*L S = 7.56; Fb = 2.0; M = 1.27 KIP -FT M = P*2FT = 1.27 P = .64KIP; L = .64/.127 = 5 FEET CHECK CONNECTION BETWEEN VERT STUD AND BRACE STUD: 5-16d: PER FOLLOWING PAGE, R SHEAR CAPACITY OF NAILS IS - 1130#. n C Ln 4 IF 1+--5' TOP OF PARAPET EL = +27'-0' F.F. 0 PAINTED GALVANIZED METAL FLASHING / TOP +23'-0' F.F. ARE ANY EXI. DRAWINGS AV. 2x PILASTER STUDS @ 16" O.C., TYP. SEE STRUCTURAL R-19 BATT INSULATION @ EXTERIOR WALL, TYP. 2x WALL STUDS @ 16" O.C., TYP. SEE STRUCTURAL 7/8" THK. MIN. 3 COAT CEMENT PLAS1 OVER SELF -FURRING DIAMOND MESI 2 LAYERS TYPED' BUILDING PAPER PLYWOOD SHEATHING PER STRUCT. P = .127L R = .1271*7/5 = .178L C = .178L * (2-.5) _ .252L CAPACITY = 1130=252L L = 4.48FT Table 12N COMMON, BOX, or SINKER STEEL WIRE NAILS: Reference Lateral Design Values, Z, for Single Shear (two member) Connectionsl,24 for sawn lumber or SCL with both members of identical specific gravity (tabulated lateral design values are calculated based on an assumed length of nail penetration, p, into the main member equal to 10D) R U p N y N an d O `o C ad D y Z N c a c O O N d 0 p c cn a n m d Y m E Z N X C (O O O E i0 'O L O X j N O N 7 0 3 N 7 LL 0 0 V LL O V 3 O om M 3 C O -O 0 M d? O y O O L 0 r O z O O U a0 N U' IY O 0'2 ca II O C7 0 II O 2' U' 00 Z II O N 0 0 2 II N 07 II p, 0 0) II ry U' IY 2 N G U' W C0 ?i 3: C7 z t. D in. in. Pennyweight, lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. 3/4 0.099 6d 7d 73 61 55 54 51 48 47 39 38 36 0.113 6d 8d 8d 94 79 72 71 65 58 57 47 46 44 0.120 10 107 89 80 77 1 64 62 52 50 48 0.128 10d 101 87 70 68 57 56 54 0.131 8d 104 90 73 70 60 &58 56 0.135 16d 12d 135 108 94 91 84 76 74 63 61 58 0.148 10d 20d 16d 154 121 105 102 94 85 83 70 69 66 0.162 16d 40d 183 138 121 117 108 1 99 96 82 80 77 134 11 107 92 87 20d 200 153 130 0.192 20d 30d 206 157 138 134 125 114 111 96 19 90 0.207 30d 40d 216 166 147 143 133 122 119 103 97 0.225 40d 229 178 158 154 144 132 129 112 110 106 0.244 50d 60d 234 182 162 158 147 136 132 115 113 109 1 0.099 6d 7d 73 61 55 54 51 48 47 42 41 40 0.113 6d° 8d 8d 94 79 72 71 67 63 61 51 0.120 10d 107 89 81 80 76 71 69 60 56 0.128 10d 121 101 93 91 86 80 79 66 61 0.131 8d 127 106 97 95 90 84 82 68 66 63 0.135 16d 12d 135 113 103 101 96 89 86 71 69 66 0.148 10d 20d 16d 154 128 118 115 109 99 96 80 77 74 0.162 16d 40d 184 154 141 137 125 113 109 91 85 0.177 20d 213 178 155 150 138 125 121 102 95 0.192 20d 30d 222 183 159 154 142 128 124 105 98 0.207 30d 40d 243 192 167 162 149 135 131 111 109 104 0.225 40d 268 202 177 171 159 144 140 120 117 112 0.244 50d 60d 274 207 181 175 162 148 143 123 120 115 1-1/4 0.099 6d° 7d° 73 61 55 54 51 48 47 42 41 40 0.113 6d° 8d 8d° 94 79 72 71 67 63 61 55 54 52 0.120 10d 107 89 81 80 76 71 69 62 60 59 0.128 10d 121 101 93 91 86 80 79 70 69 67 0.131 8d4 127 106 97 95 90 84 82 73 72 70 0.135 16d 12d 135 113 103 101 96 89 88 78 76 74 0.148 10d 20d 16d 154 128 118 115 9 102 100 89 87 84 0.162 16d 40d 154 141 138 1 122 120 103 100 95 0.177 20 178 163 159 1 141 136 113 110 105 0.192 20d 30d 222 185 170 166 157 145 140 116 113 108 0.207 30d 40d 243 203 186 182 169 152 147 123 119 114 0.225 40d 268 224 200 193 177 160 155 130 127 121 0.244 0.099 133 129 124 50d 60d 7d4 276 73 230 61 204 55 1 5 181 51 163 48 158 47 1-1/ 42 41 40 0.113 8 94 72 Ak 63 61 55 54 52 89 80 0.120 10d 107 81 76 71 69 62 60 59 0.128 10d 121 101 93 91 86 80 79 70 69 67 0.131 8d4 127 106 97 95 90 84 82 73 72 70 135 ifs 103 101 9 88 78 76 74 OrM I- 16d 12d 0.148 1 20d 16d 154 128 118 115 109 102 100 89 87 84 0.162 16d 40d 184 154 ® 138 131 122 120 106 104 101 0.177 20d 213 178 163 159 151 141 138 123 121 117 0.192 20d 30d 222 185 170 166 157 147 144 128 126 120 0.207 30d 40d 243 203 186 182 172 161 158 135 131 125 0.225 40d 268 224 205 201 190 178 172 143 138 132 0.244 50d 60d 276 230 211 206 196 181 1 175 146 141 135 1-3/4 8d4 94 79 72 71 67 63 61 55 54 52 n 1qn1 1n.a4 1m ua A an 7a 71 as a9 an 9a Z' = 141*1.6 5-16d: 1130# = 226#/NAIL 21