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HomeMy WebLinkAboutProduct Approval /V -e Desc'r,.lim S engt wdnp Kit Type No:rtnal Maorann Umenseors WALL ROOF R001`2 W D tv I RH D I EH my DH G.7 GH N'N 0 GIRT NR R PURLiN. t1R i PURUN Low GaID:e AMde's DESIGN CRITERIA: A 5 a 5425 76.75 45.875 67 �25 65 WA_ WA 2 1 C2:1 2 1 =X1 A 6 5 7i.25 73.625 5425 67 32 65 WA WA 2 1 C2}:1 2 1 c2,1 THE DESIGN SHOWN ON THESE DRAWINGS WITH A a 8 94.75 73.625 66 67 435 65 WA WA 2 2 C2:•:1 1 2 cr:1 STRENGTHENING KITS MEET THE REQUIREMENTS A a a 94.75 73.625 so 67 43.5 £s N+A wK C2X1 1 2 C2,1 OF THE FLORIDA BUILDING CODE 2017(6th EDITION). A 10 6 178.25 76.625 66 67 555 65 WA WA 2 C4X1 1 2 c2X1 A 10 7 11825 76.625 7625 67 55.5 65 WA WA 2 C4?:1 2 2 C2X7 GRAVITY LOADS: A 10 a 11a.25 80.875 80 7125 55.5 6925 WA rua 2 2 C4X7 2 2 C2X1 A 10 4K118.25 76.825 70225 6? SSS 65 WA WA 2 2 Ml 2 2 C21 A i✓ 10 76.625 111.75 67 55.5 65 WA WA 2 2 C4X7 2 2 C4X1 DEAD LOAD:AS CALCULATED PER MEMBER m 1z aD.a7s taD 7i2s s5s s925 WA Nfa 2 2 C4::1 2 2 NX1 LIVE LOAD:20 PSF High Gable NodeL10 8 85.125 90 67 55.5 £5 WA WA 2 C-0:it 1 2 NX1 A 10 10 E5.125 7N.7S 67 55.5 65 WA IVA 2 2 C4X7 2 C4X1 A 10 11 85.1_S 128.52567 55.5 65 N!A WA 2 C4:';1 2 NX1A 10 12 E5.125 140.5 67 55.5 65 WA NIA 2 NXI 2 2 C4X1 A 10 14 85.125 157.5 67 55.5 65 WA WA 2 2 CUI 2 2 C4X1 Gambreli tActels 9 118.25 E6.£25 102.25 7125 55.560 23a25 78.5 2 2 C4:•'7 7 2 C4}a 1 C4};t J�10 8 11a.2s e,6.625 s0 7125 55.5 60 23.6:5 18S 2 2 C4Xt 1 2 C2'..1 1 2 C2X1 WIND LOADS: 12 tta25 86.6 5 14" 7725 55.5 60 23s25 18.5 2 2 C2x1 1 2 C4}:1 2 C4X1 14 118.25 88.625 1575 71.25 55.5 6D 23.625 18.5 3 2 C2:7 1 2 C4XI 2 - C4M ULTIMATE DESIGN WIND SPEED: 160 MPH(FIGURE 1609C) Low GoWel4e_e!s RISK CATEGORY:I EXPOSURE C SA s 1 5 7125 77.875 sus 7125 32 63.25 WA WA E4-S3 2 C2-I 2 1 C21:1 ENCLOSURE CATEGORY: ENCLOSED SA a a 94.75 77.676 66 7125 43.5 69.25 WA I (VA E4-S3 2 C2X1 2 1 zxl SA 1D 6 118.25 80.875 66 7125 55.5 6925 WA NIA E4-S3 2 C2;1 2 2 C2X1 SEISMIC LOADS: SA 10 8 11826 90.875 90 7125 55.6 6925 RIA N!A E4-S3 2 C2.1 2 2 Cw:7 SA -10 12 11825 80.875 t-00.5 7725 55.5 69.25 NiA WA E4-SS C2X1 3 2 C4X1 Ss=0.15,81=0.1,Sds=0.16,Sd1=0.16 C,nmrellrAwnets FUSE GROUP:1;SEISMIC IMPORTANCE FACTOR:1.0;SITE CLASS:D ss iD a 77e2s ss.a7s sD 7725 ss.s ss.2s z3.s te.s E4 s3 z c2x1 1 C�X7 1 z C,M SEISMIC DESIGN CATERGORY:A F. 1D s tta2s 9s.a75 1Dz2c 712s ss.s ss2s 23.6z5 IN E4S3 2 C2XI 1 2 C2x1 1 2 C2X7 BEARING WALL SYSTEM-LIGHT FRAMED WALLS W/STEEL SHEET PANELS;R=6.5 s6 1D 14 11925 95875 157.5 7725 5s.5 6925 23.825 ta.5 E4S5 2 C2x1 1 2 C4X7 1 2 2 04}:1 Cs=0.02;DESIGN BASE SHEAR:0.10 KIPS •These models exist both with and without core doors. ANALYSIS METHOD:EQUIVALENT LATERAL FORCE PROCEDURE "E"DESIGNATES END WALL MATERIAL SPECIFICATIONS: "S"DESIGNATES SIDE WALL PANELS: ASTM A625-76,Fy=50 KSI CHANNELS& OTHER MEMBERS: ASTM A527-80,Fy=55 KSI BOLTS&SCREWS: ASTM A1018,Fy=30 KSI ANCHOR BOLTS: ASTM A307,F -33KSI 1�E:Ttm Illmm 10 Wna s ARE SID NODDS y- TYPE 8%IMS ARE OUMn s1M-ROOF APK0 TO FATE RM REINFORCING STEEL: ASTM A615.40,GRADE 40 AND MW 2 APPLIM TD R06E SLOPE WIRE MESH: ASTM A-185 CONCRETE: 2,500 PSI COMPRESSIVE STRENGTH @ 28 DAYS ASSUMED ALLOWABLE SOIL BEARING PRESSURE: 1,000 PSF @ A DEPTH OF T-0" SHED CONFIGURATIONS AND DIMENSIONS SEE SIM 2 FOR DIUM N CJLOUIS AND 9m TIM r. i } GW x c� x � � o W o w DW DW W W D TYPICAL GABLE SHED FRONT ELEVATION TYPICAL GAMBREL SHED FRONT ELFVATIQN TYPICAL SIDEWALL ELEVATION TYPE "A IYPE-B TYPES "A" & "B" DOOR NOTE: z DOOR IS PART OF EXTERIOR '-m—— _—- r——————————1 BUILDING CLADDING AND IS �I lu I CONSTRUCTED OF THE SAME rc mx I MATERIALS AS THE WALLS. 01mmm , ju 3 0 I DOOR IS FRAMED WITH CHANNEL I I TO SUPPORT CLADDING II L———— u I MATERIAL. D+4" L TYPICAL FOUNDATION PLAN TYPICAL FLOOR PLAN NW END NR+1 EQUAL SPACES QUAL SPACES W.W. 3 cn W PURLIN PURLIN N +a w SIDEWALL w a a x ANGLE ¢ 9 o N o DOOR 3 N � �'< ZQ Z¢ Or w GIRT a GIRT--" Or sue aim sna i e-SECTION-THRU-FRONT WALL ®SECTION THRU BACK WALL e SECTION THRU SIDE WALL REINFORCEMENT AT SIDING MODELS 1 #10 MACHINE SCREW WITH NUT #8 SCREWS WALL PANEL 9 19/32" TYP. 20u ROOF PANEL ® 8"O.C. NUT. FLOOR 1 1/4" 8" REF #10 SCREWS FRAME N 7/8"x7/8" WALL PANEL 28 3/4" I CUT INSIDE C RNER x.017" ANGLE hSEE /8"0 ANCHOR BOLT xl FOUNDATION TYPICAL WALL & ROOF PANEL MIMIMUM PANEL THICKNESS=00088" SPACER PLAFOR AND SECTION REQUIREMENTS) 0.473" WALL CHANNEL CORNER CONNECTION SECTION SECTI� HILT] 3/8E KBCTZOR: 82" 0 163" 1.972" 0 1.03" ��r 4.563" MIMIMUM PANEL TH ICKNESS•0.0088• ^ 3n 1.306" ELI .625" oT 23.503" F 1" - 0 TYPICAL SIDING PANEL BEAM SUPPORT C3/4x1 CHANNEL nao�..00�w•ame' #10 MACHINE SCREW WITH NUT = DOOR JAM TYPICAL ROOF BEAM WALL OR ROOF PANLES TIIOOE4�00IYMm5' ROOF BEAMS--"�r #10x1/2"SMS 1" ®8"O.C. L1x1x0.028" pj WALL OR ROOF � BRACE ® ROOF 2.193" CHANNELS BEAMS ONLY W/ #10 BOLT VERTICAL 6L0.226" MACH. SCREWS & NUTS ANGLE TO GABLE = X X z 1"x2"x0.023" PANEL RETURN rn l"x4"XO.023" OR SECTION ©© SECTILON `� i� N SECTI� DOOR TRACK TYPICAL FLOOR FRAME STANDARD CHANNELS ncloe4-ao�a• TxsaEa-Holt txaoe�-oatw 3/8"0X10" LONG ANCHOR BOLTS® 24" O.C. ® SIDE AND BACK WALLS, 12" MAX O.C. ® FRONT WALL. EMBEDMENT DEPTH = 7". FRONT WALL PANEL DOOR ALTERNATE ANCHOR: HILTI KWIK BOLT TZ 3/8"0x5" LG CONCRETE ANCHOR W/ #8 SMS C3/4x1 EA. RIB JAMB 2 1/2" EMBEDMENT ® 8"O.CfD FINISHED GRADE "a.• : :• BLE END PANEL WALL R TRACK z s6x6-10/10 WELDED WIRE MESH PANELDOOR ALTERNATE: #3 BARS ® 18"O.C. EA. WAY DOOR 4x1 EA. RIB W/ #8 SMS C3/4x1 ® 8" O.C. #4 BARS CONTINUOUS " O.C. (FRONT L ONLY) ATTACH C3/4x1 W/ #8 SMS ® 8" O.C. -- - -- _--_ _ M— SECTION - - — — SECTI _� SECT