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Specifications t`C1ST O r _ C 4. REC} IV D OCT - 8 2018 CITY Of TIGARD `? r �`a '�` s ,, .X04 s BUILDING v November 17, 2017 Mr.Sam Cohen Mr.Jason Massey Re: M. Cohen Spiral Stair Standard NO: 111 Ref: Engineering Analysis of Steel and Aluminum Spiral Stair Kits—(Sealed 9-5-17) Spiral Stairway drawings 11"x17"—Standard NO: 111 (Rev 4, Dated 6-20-2017) Spiral Stairway drawings 24"x36"—Standard NO: 111 (Rev 4, Dated 6-20-2017) I have reviewed the above referenced spiral stair kit drawings and calculations in conjunction with the 2015 International Residential Code and 2015 International Building Code. The above referenced spiral stair kit drawings and calculations meet or exceed the requirements of the 2015 International Residential Code and 2015 International Building Code, based on a residential stair meeting the following design criteria: • The spiral stair Kit#111 can be used for an interior residential stair(40 PSF Live Load). • The spiral stair Kit#111 can be used for an exterior residential stair with snow load 40 PSF or less. Reference IBC 2015 Figure 1608.2 for ground snow load or reference the "By Others" building structural drawings for this information. • The Wind Design Criteria shall be the following: o Ultimate Design Wind Speed V ult<= 115 MPH Reference IBC 2015 Figure 1609.3(1)or reference the 'By Others"building structural drawings for this information. o Risk Category=II or I Reference IBC 2015 Table 1604.5 or reference the "By Others"building structural drawings for this information. o Exposure Category=C or B Reference IBC 2015 section 1609.4.3 or reference the "By Others"building structural drawings for this information. a The Seismic Design Criteria shall be the following: o Ss<=3.73 (Ground Motion Response Acceleration for 0.2 second spectral response acceleration) Reference IBC 2015 Figure 1613.3.1 (1)or reference the "By Others"building structural drawings for this information. o S1<=1.39 (Ground Motion Response Acceleration for 1 second spectral response acceleration) www.theironshop.com 400 Reed Road Broomall,PA 19008 (800)523-7427 Reference IBC 2015 Figure 1613.3.1 (2)or reference the "By Others"building structural drawings for this information. • The residential spiral stair shall be supported off a footing as detailed on the "Spiral Stairway drawings—Standard NO: 111". The required soil bearing pressure for the footing shown on the above mentioned drawings is 1500 psf or greater. A geotechnical engineer should be consulted for determining the site specific geotechnical soil bearing pressure. lithe owner/general contractor needs to support the spiral stair off of a concrete floor or wood floor framing(existing or new),the floor shall be designed to support the specific column load for each installation. Any required structural calculation or engineering shall be provided by owner. In summary,the spiral stair kit#111 mentioned above has been designed to meet any jurisdiction with the above mentioned design criteria,within any state listed on the attached sign/seal summary sheet. Sincerely, 67, l,U�} David Tan, P.E. Principal Engineer www.theironshop.com 400 Reed Road Broomall, PA 19008 (800)523-7427 0‘1111/01 i,01111ii>>,, •\‘‘ -VC/NO� / #%-31`dNO�s',, VG /.$,S, \\\\,,33 1DN3 ,�// ... �_\�.•��SN3�j�s,> - . .••• ••c., o,�s�yp .i,,> 0.3 , * yp� \`\���o���'�3fyI�N�')i�,J'��,/'� '• , _ 2131 `�� - µmz�.z NQls�s , Cc. d • a � .t '; � � b 330111 r Z 1 . N 4- -_ •i ` �K 0 f a _ ir`�- :tion '0 95E oN asuoaly� ) htt'f -' .:* -_-_ ,,1 , ,r_,' t F ''• CO ,,4�;••I./1d a'y ' SbwJ0NL�d `��2y 4, a, ' yt , ye'\`~ /,'���lOI 1���`\\` l�bbw'�O`� `` /////sf�o111�11����`\\ 111111 \\1 //// \\llllll/// ,,auauuuup,,, �,‘�� 1dNO�s ,,� `��\���t1Np)S/., \s„0„,N\1-1 11:)3.0.,,,,„.,`' ©lnbp -�• "-.QSN3a/,..�0 ��? 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LicIN). tr.P53081 - . ,i.--" NO. 77 45 r -4,1t.., T-_..i-- L. ‘, - ii E-0 ,--/E0-2N 1 --3411.7.- A: i cr— 3 3, 3 I ,- 1--‘ i :0 snewc-FivRAI:- . = if -- 1 f 531- JOHN1 AErri*,..„ 1--' 916 • ** F.N.S..** c, ‘,5'S'' ' .‘-` SiON L V."‘. 1/4') A ', ‘9,9 . . c.‘‘ \`` r, /ONAk- 'ZONAL V.' ,,,,t,,,,,o‘ /OHIO\ , ., �r®d THE IRON SHOP® The Leading Manufacturer of Spiral Stair Kits irla ENGINEERING ANALYSIS OF STEEL AND ALUMINUM SPIRAL STAIR KITS 5'-m0", 5'-6", 6-0" DIAMETER CODE STAIRS MODEL NO.. STANDARD #111-11WS CODE: 2017 CITY OF LOS ANGELES BUILDING CODE, 2016 C.B.C. / 2016 C.R.C. & 2015 I.B.C. & 2015 I.R.G. LOS ANGELES CITY LICENSE® FABRICATOR #1150 1 l I i A 4-10,-143 li 11111i,` ''; REV. BHT.: 1 ' 92 11,01 It 0 ITH THIS ANALYSIS VALID ONLY W WET SEAL&SIGNATURE OF � �lir i ENGINEER p;�.;,,. 1 f I. „peolESS/04,r ' "Niisi ' i l' I ill _ ta4? No..0 66 �k ANL.-a�� .,.a• is I it ,,'At bill WW1/ 'It', .0000 , 11 -SII , APR 12 '18 *al I�i 1 WOOD Engineering, Inc. 11 .. 10040 FOOTHILL BOULEVARD •' RANCHO CUCAMONGA,CA 91730 (909)605-1000 - FAX(909)605-8899 Main Plant & Showroom West Coast Showroom P.O.Box 547 P.O.Box 3008 400 Reed Road 394910 Guasti Rd. Broomall,PA 19008 Ontario,CA.91761-0901 (610)544-7100 (909)605-1000 (800)523-7427 (800)382-4766 Fax(610)544-7297 Fax(909)605-8899 ° __ suaiccr 5P/RAL _ _ .sH¢rNa -��—_ sumo-SPIRAL %feuNO� / oF 93 WOOD Engineering,Inc. STA/RW'AY WOOD i'ln�r►inc. Anaim IV joam. 65 62 STAIRWAY , w�..+as MB No. 65-62 ncvavawar cunmw01/11R va as � 3-19-16 [,040FOO LLB _. 3-19-16 10040 FOOTHILL BOULEVARD wB THE IRON 10040 FOO'HILLBOULEVA 91730 FpB THE IRON �� RANCHO CUCAMONGA,CA 91790 SHOP DESIGNED W RANCHO C7C• FAX(9. )989-8106 SHOP DESIGNED BY_:.....---S-4—_. (909)989-2087 • FAX 0909)989-8106(909)989.2087 • FAX(909) SPIRAL STAIRWAY A 4-'0-'0 SPIRAL STA/RWAYREQUIREMENTS REV.SW:,i t a. MODEL NO.: STANDARD #111-H145 1.)(1011. WIDTH= 44"MINIMUM BUT, FOR SPIRAL, EXCEPTION 2,26"MINIMUM PER ionic,AT cove:2017 CITY OF LOS ANGELES BUILDING COPE- d BELOW HANDRAIL. 2016 CALIFORNIA EUILD/N6 CODE WITH 2,)(1011.3)HEADROOM= 6O"M/N/MUM BUT FOR SPIRAL, L.A. CITY AMENDMENTS,20/6 G.f3G. 8 20/5 1.0.6, EXCEPTION, 76"MINIMUM PER 1011./0 2016 CALIFORNIA RESIDENTIAL CODE 1 3,)(101452) TREADS = II"MINIMUM, RISERS = 4"MINIMUM 8" 7"MAXIMUM 1015 INTERNATIONAL RESIDENTIAL GODS our, FOR SPIRAL,EXCEPTION 4 TREAD = 7.5"MINIMUM AT 12"FROM NARROW' EDGE AND RISER = 9.5"MAXIMUM PER/0/1.10. LOADS P.L. = 10.0 P.S.F. .300#CONC. 4.)(/0/1.5.4) TOLERANCE BETWEEN LARGEST AND OR LOAD Ar SMALLEST TREAD OR RISER SHALL LI_ 100. P.5.F (OR/00 P.S.F 5SNOW) EDGE OF NOT EXCEED 0.375 INCH T.L. = 1/D00 P.S.F. TREAD OR 300#ON 5)(1011.55.5)EXCEPTIONS SOLID RISER NOT REQUIRED AREA OF FOR SPIRAL STAIR. ALSO, 2016 C.R.G. 83/1.7.5.1 2 IN. EY 2 IN. EXCEPTION 100E5 NOT LIMIT OPENING BETWEEN TREAD. _ TREAD X O OTHER LOADS WA l/15"MIN. - 9/16"MAX RADIUS L 20 P.L.F. IN I-3, F H, 8 5 OCCUPANCIES NOT AC6E55/0LE • TO GENERAL PUBLIC. 2 2%50 P.L.F. AT TOP OF HANDRAIL (NON-RESIDENTIAL) k %Z 200 L5. ON HANDRAIL OR GUARDRAIL IN ANY DIRECTION 50#ON ONE SO FT ON INTERMEDIATE RAILS k 44 (NOT REQUIRED SIMULTANEOUSLY WITH ABOVE 30 M 1.25"MAX. 0 OTHER LOADS). N/A WITH OPEN RISERS suB�Ecr SPIRAL sHEETNO. `E OF...__. WOOD F,11I�jiecri I$,Inc. SPIRAL sHFFrNO. oF_ WOOD E d g,Inn STAIRWAY 65-82 ` STA/RWAY s JOB ND. JDB FW. d.ftrow a oatua zein 3 9-/5 10040 F0OOTHIrmlr cr a wn THE IRON D^^Te 3'19-16 10040 FOOTHILL BOULEVARD roB THE IRON DATE RANCHO CUCAMONGA.CA 91790 SHOP DESIGNED BY =�.W. RANCHO C7C- FAX , 9 91730 SHOP DESIGNED BY .--7.W, (9093 989.2087 - FAX(907)989-8106 09(14)999-787 - FAX(909)984.8106 SPIRAL STAIRWAY RE'QUIREME'NTS �\� SPIRAL STAIRWAY REQUIREMENTS 6)(1011.6)LANDING WIDTH MUST EQUAL 12)(1011.11)HANDRAILS. HANDRAILS 50TH 5112E55UT FOR WIDTH OF STAIR. DOORS SHALL b .2s.. SPIRAL STAIRS, EXCEPT/ON I, HANDRAIL ON ONE 510E NOT OPEN OVER LANDING. IS PERMITTED EXCEPTION: LANDING NOT REQUIRED IN R-3 AT TOP OF 1.3)(/0/4.2)HANDRAIL HEIGHT= 34"MINIMUM 8 36"MAX/MJM INTERIOR STAIRWAY PROVIDED i DOOR DOES NOT SWING OVER 14)(!014.3)HANPRAIEGRASP-TYPE I OR rem-/1. - CIRCULAR: 1.25"MINIMUM 8 2"MAXIMUM. THE STAIRS. (C.R.G. R31/.7.6) NON-CIRCULAR: 4"MINIMUM 8 6.25"MAXIMUM PERIMETER 8 225"MAXIMUM 60°LANDING d I"MINIMUM GROSS-SEC TION. 7)(10/1.7.1)WALKING SURFACES SHALL 5E A SOLID HANDRAILS WITH PERIMETER GREATER THAN SURFACE. EXCEPTION OPENINGS PERMITTED 6.2.5"SHALL COMPLY WITH TYPE 11 PJMENS/ONS THAT WILL NOT PASS 1/2"DIAMETER SPHERE OR EQUIVALENT GRASPAQILITY. EDGES SHALL ELONGATED OPENINGS SHALL BE HAVE 0.01 INCH MINIMUM RADIUS. Alopr) HANDRAIL PERPENDICULAR TO TRAVEL. BALLUSTER 5)(/0/I.7./ $ 10/1.7.2)OUTDOOR STAIRS SHALL HAVE l5)(10/4.4)HANDRAIL GRIP SURFACE SMALLER SLOPE NDT TO EXCEED 296 TO SHALL BE CONTINUOUS WITHOUT THAN HANDRAIL PREVENT WATER ACCUMULATION INTERUPTION BY NEWEL POSTS NOT ON WALKING SURFACES. OR OTHER DESTRUCTIONS. IS IS NOT GTION, (NEWEL POSTS PERMITTED IN R-3). EXCEPTION 3. 9)(1011.7.5)USEABLE SPACE UNDER SPIRAL STAIRS SHALL NOT BE ENCLOSED. 16)0014.6)HANDRAIL EXTENSIONS. EXTEND HANDRAIL L2" AT TOP AND DEPTH OF TREAD AT BOTTOM 8 RETURNTO TOP l0)(10/1.5)12 FT. MAX/MUM EETWEEN FLOOR LEVELS OR GUARD, WALL, OR WALKING HORIZONTAL LAND/NGS. NO LIMIT AT TECHNICAL SURFACE, EXCEPT HANDRAILS PRODUCTION AREAS. (147"PER 8.31/.7.3) IN DWELLINGS NEED CONTINUE ONLY EXTEND FROM SLOPE r 2 II)01011,10)SPIRAL STAIRS MAY BE USED AS A MEANS OF TOP P R SNRT G RED BOTTOM' EGRESS ONLY WITHIN DWELLING UNITS OR ro FROM A SPACE NOT MORE THAN 250 SQ.FT. BE ACCESSIBLE).DEPTH OF TREAD ANP SERVING NOT MORE THAN 5 OCCUPANTS BOTTOM (— DR FROM TECHNICAL PRODUCTION AREAS IN ACCORDANCE WITH SECTION 410.6. wpm Engineering,jag. REJECT SPIRAL SIEETNO.- -°'--- WOOD BISECT SPIRAL SHEET NO. 6 OFw. STAIRWAY jos No. 65-62 rimarotaostaa ... . ... STAIRWAY jos No. 85-82 dr+n.rtabiR iWrtialbWi1rAil0A - -- dmrwrovenw�0ear 10040 FOOTHILL souLEvazo ani 3-19-16 101340 FOOTHILL BOULEVARD os 3-19-18 RANCHO CUCAMONGA,CA 91730 Fon THE'IRON RANCHO CUCAMONGA,CA 91730 ma THE IRON (909)989-2087 • FAX(909)989.6106 SHOP DESIGNED BY :-.+.W. (909)989-2067 . FAX(909)989.8106 SHOP mum 8Y t.-,.(Al, SPIRAL STAIRWAY REQUIREMENTS CHAPTER 22 (STEEL) 17)(1014.71 CLEARANCE/1/2" l.)(220.5.)ALLOWABLE STRESS 12E516N PER A.l.S.C. 360-/0 13.1(10/4.8)HANDRAIL NO SHARP EPSES ON h AND A.1.S.G. 34/-10 SEISMIC PROVISIONS FOR SHALL NOT PROJECT WALL AT HANDRAIL STRUCTURAL STEEL BUILDINGS. INTO REQ)/RED WIDTH WALL a. 2,)(220521 SEISMIC DE516N PER A.1.5.6. .541-10. OF STAIRWAY MORE 11 , THAN 4.5 INCHES. ,)PER A./.S.C. 360, B?. LDAP COMBINATIONS PER 19.1(/0152)GUARDS. REQUIRED ON O APPLICABLE 5-4J/LDIN6 COPE. STAfRWAYAND LANDING. 4.)A.1.SG. 341-10 SPECIFICATIONS ARE FOR MOMENT (/0/5.3)6UARD5 SHALL BE FRAMES AND BRACED FRAMES. 42"HIGH. GUARDS GSED A5 !!f2" / l/2" HANDRAIL IN/NDltf/DUAL .55,)(2210)GOLD-FORMED STEEL PER NORTH AMERICAN DWELLBN66 MAYBE.54" TO HANDRAIL SPECIFICATION FOR THE DESIGN OF 38"ABOVE TREAD NOS/N6 CLEARANCES COLP-FORMED STEEL STRUCTURAL MEM.ER5 (EXCEPT/OM 22 (A,/.S./.-5/00-07/52-10). 201(/0/5.41 OPEN/N65 IN GUARDS SHALL HAVE ._ BALLUSTERS OR PAI ItRRNS SUCH THAT CONCLUSION: 4"DIAMETER SPHERE W/LL NOT PASS. TRIANGULAR OPEN/N6 AT RISER, TREAD, . EVALUATE ALL STEEL PARTS PER A./.SC. 360-10 BOTTOM RAIL SHALL NOT PASS A $ 34/-10. 6"DIAMETER SPHERE. STAIRS TO ACCESS PLUMBING, ELECTRICAL, OR MECHANICAL SYSTEMS ALSO, EVALUATE ALL L./CHT GAGE STEEL OR EQU/PMENT OR IN GROUP 1-3,F H $ 5 PER A.1.5.1. 5100-07/52-10. OCCUPANCIES 15 LIMITED TO 2/"DIAMETER SPHERE BOLTS SHALL COMPLY WITH A.S.T.M. A307. 4.375"DIAMETER SPHERE PERMITTED IN INDIVIDUAL D/NELL/N6 UNITS NOTE ONLY STAINLESS STEEL 15 USED W/TH ALUMINUM. r SPIRAL _SHEEONo. 7 OF_._., jf►C'. sus.n;cr SPIRAL SLEET Na 5 0F_._ WOOD ey Inc.neering, sudiEcOrnicaorsvaLmreSTAIRWAY JOB NO. 35-32 WOOD mkornsior STAIRWAY wallo. A5-82 d mmisme"Mwa risascomor d nn. a va.tsnwe a rr 10040 FOOTHILL BOULEVARDi ll THE IRON DATE 3-19-18 10040 FOOTHIU-BOULEVARDWH THE IRON DATE 3-19-18 RANCHO CUCAMONGA,CA 91730 RANCHO CUCAMONGA.CA 91730 (909)989-2087 - FAX(909)989-8106 SHOP oESCGN$,8Y :.-...w. (909)98-2067 - FAX(909)989-8106 SHOP DESIGNED 8Y .w CHAPTER 20 (ALUM/NUM) LATERAL LOADS WIND:: (2016 G.B.G. /.2015 I.B.G. PER A..5.6_E, 7-101 IJ(2002.) DIRECTIONAL PROCEDURE(A.SG.E 7-I0, CHAPTER 29) USE: AA ASH 300 AND AA ADM 1-2015 FOR RISK CATEGORY fI 5'MIN. .RES/GN, WITH LOADS PER CHAPTER/6. 6'MAX. H = 36'MAX. 4 Var. = 180 M.P.H. V'(F/6. 26.5-1A) r► 0V RISK CATEGORY II 4 111, Ka = 0.85 (TABLE26.6-l) (SIMILAR TO LATTICE FRAMEMORK) ,� ry Kr = Kir = 1./6 AVG. (TABLE 29.3-11 ..! 4` m FOR EXP. YJ' x = 30'(CENTER OF AREA) WORST EXPOSURE HEIGHT �F Ka = 1.0 (NO HILLS,R/06E5, 0' OR ESCARPMENTS)(26.82) (Ka =(/ #K1 Ka K$1"2 WHERE K.2 = O OR K., = 0) G = 0.35 (26.=1.1, R/6/0 DUILDIN6 OR OTHER STRUCTURE) qr. _0.00256 Kr Ka Ks V"2 0.002560/6.)(1.01(0.6.5)060/12 = 32P.5.F. WOOD a In. n... ssic5P/RAL 51412"1-4---1 oF. _ WOOD Engineering, ng neering,Inc. s ........... SHEET NOl2 9_ STA/RfNAY Jog NO. 85-3.7 p"ary ParawakiaResklantif Amps mnwawaeSn500+ 5TAIR{NAY mcro. 35-62 ....... _ Dale 3-14-/6 FOB 10040 FOOTHILL BOULEVARD DATE 3-14-18 10340 FOOTHILL BOULEVARD THE IRON RANCHO CUCAMONGA.CA.91730 THE IRON RANCHO CUCAMONGA.CA 91730 WB (909)989-2087 - FAX(909)989-8106 SHOP DESIGNED 8Y :..✓.(Al. (909)989-2087 FAX(909)9894106 SHOP DESIGNED BY .-'.W LATERAL LOADS LATERAL LOADS Nl/NDfN/ND 3/4"50. PROJECTED AREA(A V6. PER FT.) BALLUSTER F= qr 6 Cr AF (24S, OTHER STRUCTURES) TREAD =[(4"+2)/2134"x 64"OG.AVS. (2/320274"oc)/FT. $ 2"O.G. AV6. 6 = 0.65 (SEE ABOVE) = 4/501N/FT. PROJECTION 1 GF = 1.6 Avs FGAc1N6-.y At= = 1.32 BALLUSTERS = 0751(4"f.72/.21 i . , 1 x 127F7: F= 8.2(0.65)/.6(1.32) = 27 50.1N./FT. U = /1/.5 P.S.F.(1.32 5G?FT..) 1107 r = 1472 SAY 150 PL.F. HANDRAIL =2"d x /2'/FT FOR ALL LOAD COMB/NAT/ONS A.S.D. =24 5QIN/FT SPLICE a0 1 It O.6fN= 06(150) = 40.D SAY 40.0 P.L.F. COLUMN "/FT. 2nd STORY N .= 46 ;w CONCLUSION: USE 40 PL.F. (0.6IU FOR/N/ND LOAD .. 2"40 ON COLUMN FOR 6.-0"DIAMETER MAX. ATOTAL = 41 +27+24 # 48 1-' ,- I MAX. I 5TA/RlNAY. •,:.• /40 5Q.IN✓FT_ At111A.S.D.AF = (190/144) = 1.32 SQ.FT✓FT. 11 1111. 1 �1 U 1111 (2/3)AVB.�, - AGR055 = (36"x 12)/144 TREAD :,i� 0 N. 1-`( = 317.SOFT./F'7: PROJECTION • E =AF/AG = /32/317 `f 4" 111 I! = 042).0.3 k t 0.7 ...CF = /.6(F16. 29.5-2)LATTICE 4 J. 34" / elFRAMEINORKS, FLAT 5/DED MEMBERS) /6'-0"0 MAX, WOOD Inc. sumer SPIRAL s+EErNo. Il OF___ WOOD Engineering,Inc. si PIRA/.. sNmrNa 1 OF� �� STAIRWAY 65-82 r� jos No. 85-32 JOB NO. a.,,m+ra` *wow amn.mutrtm+r1W (BP �� 3-/4-16 loam Foom1U BOULEVARD Fon THE IRON DATE 3-19-16 1004)FOOTHILL BoUL.EVAt m THE- IRON RANCHO CUCAMONGA.CA 91730 RANCHO CUCAMONGA.CA 91730 Fon (909)9892087 - FAX(909)989-8106 SHOP DF9IGNED BY :-.-+.U.! (909)989-2087 - FAX(909)989-8106 SHOP DESIGNED( ' - LATERAL = 5AL LOADS .B.G./1.5C.: 55 = 3.73 LATERAL LOADS G.B.G./LBW.: 35 = 3.73 SEISMIC .5t = /.34 SEISMIC (CONT) Si = 1.39 CODE: 20/6 G.B.G. /20/5/.BC. 4)(/1.4.3)ADJUSTED MAX/MUM EQ. SPECTRAL RESPONSE ACCELERATIONS - C.B.C./1.13.C. /6/31, DEFERS TO A.5 G.E 7, 5ms = Fa 5s = 1.0(3 73)g = 3.73g EXCLUD/N6 CHAPTER/4 1 APPENDIX 11A. Srn = Fv 3.' = /,50(/.39)g =.2.047g - L)_(/1.4./I MAPPED'ACCELERATION PARAMETERS `� �.�� ,.,m c srre a ASg 5 (02 SEG) = 373 3.73(FIG.22-/) N/A FOR SIMPLIFIED PROCEDURE- 5t1(1.0 SEG) _ /34J OR 4 L34(F16.22-21----L 11'ORST CASE FOR CALIFORNIA I MOST 5.)(11.4.41 DES/6N SPECTRAL RESPONSE ACCELERATIONS OF THE UNITED STATES. (BUT 5s NEED SDs = 2/3 SMS = 2/3(3.73)g = 2.4clg NOT EXCEED 1.5 PER L?.B.L3 ANAL YT/CALOR MAX PER 1.21,14i'"`.8J AND/2.14.3.1 SIMPLIFIED FOR RE6ULAR T -•Sas = (2/3)FaSs = (2/3)1.4(1.5) STRUCTURE LESS THAN 5 STORIES = 1.40 IN/SIMPLIFIED DES/ESN I T(0...5s) 5Di = 2/3 SM = 2/3(2.044. 2)(/1.4.2)SITE CLASS = I.34g(N/A FOR SIMPLIFIED) SITE GLASS = D(DEFAULT fN/O 50/LS REPORT E,r(114.5 /1.4 6)DES/ESN RESPONSE SPECTRUM AND MGE BY BLDG. DEPT) UNLESS if OR F) REQD RESPONSE SPECTRUM NOT REQUIRED FOR L2.8 EQUIVALENT LATERAL FORCE 3.)(/1.4.3)SITE COEFFICIENT(FOR 5/TE CLASS D) PROCEDURE (N/A FOR SIMPLIFIED) 5s) 1.25 .: Fa = 1.0(TABLE/1.4-0 7)(11.51)IMPORTANCE FACTOR l OR / = 1.0 FOR RISK CATEGORY I OR// Fa = 1.40 Yb'SIMPLIFIED DES/6N TABLE 1-1 TY1' OFFICE, HOUSE ETC. PER 12/4 ASSEMBLY t 300 OCCUP Si) 0.50 .: Fv = 1.5(TABLE 1/.4-2) SCHOOL (2504-2) NEA/TH CARE(SO (N/A FOR SIMPLIFIED) NO HAZMA r SEE TABLE 1.5:2 FOR ALL OCCUPANCIES WOOD Engineering,Inc. suarEcr SPIETNO. f oF_ WOOD Engineering,Inc. suar�r SPIRAL sHEETNo. /4 o,___... apM.rr, STA/R/NAYSTAIRYYAY aanr.w lkelinarB""ae rwu yr .roe ND. ‘35-52 .. _.._. 777.7 __..JoaHo. 85 82 1ooa,woltriu eoutFVARu AISOI DATE 3-/9-18 __- RAn1cHo CUCAMONOA.cA 9173, Fon THE IRON RAh n��aia6 Lcr977sa rax THE IRON DATE .3-/4-/8 (909)9892087 • FAX(909)989-8106 SHOP DESIGNED BY :--+.w. (909)989-2087 • FAX(909)989-8106 SHOP DESIGNED aY =.›.(Al. LATERAL LOADS C.B,C,//JAG.: 5s =.3.73 LATERAL LOADS G.B.G. /I.B.G.: Ss = 57.5 SEISM/G 5r = /.39 SEISMIC Si = 1.39 b)(71615E/SMIC DESIGN CATEGORY(5.1.61 11)0.2.2./)STRUCTURAL 5Y5TEM, 5r = /.39g)0.75 .: S.D.G. = E LIGHT FRAMED WALLS SHEATHED 6Y/TH WOOD STRUCTURAL PANELS. 35s = 2.49g.0.50g 8 OCCUPANCY CATEGORY= II .: 50.C. =D R = 6 1/2 f PLEXrOLs 01^PI"e^t514 -OR ,(10 = 3 - 1 = /22I/2 -N/A Sas = 1.40) 050 .: 5.176. = D FOR 5/MPLIF/EP BUT Si = 1.39g.1 0.75g _: S.D.G. = E 12)(/22.51)COMBINATION OF LIGHT FRAMED WALLS WHEN USED WITH SPIRAL STAIR Soi = /39g?020g 8 (ORDINARY MOMENT FRAME) OCCUPANCY CATEGORY= /I .: S.D.G. = p R =.3//2 `61/2 .: U5E3//2 BUT Sr = /.39g.0.75g .: 50.6. = E no =20aN/A CONCLUSION, 13)(12256)STEEL ORDINARY MOMENT FRAME/5 PERMITTED S.D.G. = E 1N LIGHT FRAME UP TO 35 FT. 9)(11.8.0 FOR 5.1C. =E OR F STRUCTURE SHALL NOT BE /4)(12.521)FOR TYPICAL SP/RAL STAIRS, NO HORIZONTAL LOCATED INHERE THERE 1.5 A KNOWN POTENTIAL IRREGULARITIES PER TABLE/23-1 FOR AN ACTIVE FAULT TO CAUSE RUPTURE OF me GROUND SURFACE AT THE. TRUGTURE /a.: NO TORSIONAL IRREGULAR/TY. 1b: NO EXTREME TORSIONAL IRREGULARITY. 2: NC)RE-ENTRANT CORNERS. /0.)(12.14.1)5/MPLIF/ED DESIGN/5 NOT APPLICABLE 3.: NO DIAPHRAGM D15CONTlNU1T/E5 5)8 6)ARE NOT SATISFIED. 50 OF AREA. 4.: NO OUT OP PLAN OFFSETS. 5.: NO NON-PARALLEL SHEAR WALLS 111/77-1 MAJOR AXIS WOOD Eogi neerbg,Inc. suaJECT 5P/RAL sHErNo. 15 oF_-___ WOOD Engineering,Inc. suasrr SPIRAL sHEErNo. /b oF_.___ sard,.wapho.tp STAIRWAY ,q , ra STAIRWAY 7Farar ---- jog No. 85-62 735-62 d»e axrrxawreiaa�unw VONM Jab ND. 1241X°0 cuca ar8Q VAR Tao ran THE IRON DATE 3-19-/8 laoaa rtFo Hal aouLGv.6 g rax THE IRON (909)989.2087 - FAX(909)989-8106 SHOP RANCHO C7 • FA GA. 989-8106 9171, DATE -19-18 DESIGNED 8Y :-+.W I. (909)989-2087 • FAX(909)9SHOP DESE1NEDav =-,. J. LATERAL LOADS C.B.G./1.5,6.: 55 = 573 LATERAL LOADS G.B.G./I.5C•.1 5s =3.73 SE/31.17G 51 = /.39 SEISMIC 5r = 1.39 /5)(/2322)FOR TYPICAL SPIRAL STAIR, NO VERTICAL 20.)(12.4.25)SE15M/G LOAD COMBINATIONS IRREGULARITIES PER TABLE 62.5-2. ALLOWABLE 5TRE5.5 1E5/6N la 8 lb.: NO SOFT STORY. .5. (1.0 + 0.145Ds)D + H+F+ 0.7p GE 2: NO INE/GHT MASS IRREGULAR/TY 6b. 0.0 + 0.10.55/25)1 +H+•F+ 0.525p OE 5: NO VERTICAL GEOMETR/C IRREGULARITY. 4.: NO VERTICAL IN-PLANE DISCONTINUITIES. +0751. +0.752r OR 5 OR R) 5a. 8 Sb.: NO WEAK STORY OR 5. (0.6 - 0.145/2511+O.7 p(:7E + H EXTREME WEAK STORY 16)(/2.3.4.2)REDUNDANCY, RHO NOTE: INHERE H OR F OCCUR, SEE/2423. RHO = 1.0 LOSS OF MOMENT RESISTANCE{HILL NOT REDUCE STORY STRENGTH OF 2/1 024.251 SEISMIC LOAD COMB/NATIONS BUILDING. ALLOWABLE STRESS DES/GN,EVALUATION RHO = 1.0 loll< COMBO 5.(/.O +O/43o1L +H+F+ 0.7pOE 17)(/24.21 SEISMIC LOAD EFFECT NOT A CONSIDERATION `NO FLUID FOR LATERAL DE516N, _� 1 PRES5URES. SOT D/5 USED FOR E=Eh +Ev FOR COMBO.5 1 6. COLUMNS. E= Eh -Ev FOR COMBO 5. LATERAL EARTH PRESSURE /5 NOT A CONSIDERATION. IS)(72.4.2/)HORIZONTAL SEISMIC LOAD EFFECTS CONCLUSION: s+n ao Eh =pQE = I.OVOR/.DFP (1.O + 0 .14x /.00)0+O.7poff 19.)(/24.22) VERTICAL SEISMIC LOAD EFFECT 1.141+0.70010E' = /./41 +0.70QE Ev = 0.25151 = Q2(/.DO)2:2 = 0.266D 'N-5Hr..2o sueeEt.T SPIRAL sNEkT NO.-1-'15-5-... oF.___ WOOD Engineering,Inc. 6141Wr SPIRAL sNEErNo. I7 oF_.-.- WOOD ging,Inc. _ STA/R1NAY jos No, 5-82 STA/RYNA I g�y� aSruaerr4loopye+v- as Na .._85- tarsnvoeviMwrEYM✓B 1* Dn7E 3-/9-16 c 040 a HILL BOULEVARD O' ' °N 3-19-18 1�FOOTHILL BOULEVARD taut THE IRON t RANCHO FOOTHILL BGA. A 91 FON THE IRON RANCHO CUCAMONGA,CA 91730 SHOP DESIGNED 8Y W C7C• F FAX (909)A 9181 SHOP DESIGNED BY v.4�. (909)989-2087 • FAX(909)989-8106(904)989 2087 • FAX(909)98F-8106 LATERAL LOADSLATERAL LOADS G.G.G. I!Zia: 55 = 573 G.B.G. /I.B.G.: 55 = 3.73 - - 5r = L39 5, = L39 5E/SM/G SEISMIC 22,)(L2.4.5)SEISM/G LOAD EFFECT INCLUDING 21.I(1.2.4.251 SEISMIC LOAD ESS 055/ N E (GOAT) OVERSTRENGTH FACTOR. NOT APPLICABLE COMBO66. STRESS 055/6)EVALUATION(GOVT) FOR LIGHT FRAME. SEE/2/021,EXCEPTION 2. COMBO 66 (/.O+0./05505)0#11/ {+F, + 0.525 0 QE +0.75L L5EE COMBO 5. 25)(125)DIRECTION OF LOADING + 0.75(2.r OR 5 OR ttiI (12.52)2150 T C A 0NAL OIMONS FOR EXTERIOR STAIR Lr, NEGLECT INTERACTION. $ R ARE LE55 CRITICAL (125.3)5:D G. G THAN 0.754 OR 0.755 --I SAME A5 B UNLESS TYPE 5 HORIZONTAL (2755 CRITICAL I ' /RRE6ULARITY PER TABLE/23-I 5NOIN FOR SEISMIC) NO IRREGULARITY.: SAME AS A (/254)5.0.c. 0E 8F FOR SPIRAL STAIRS INTERSECT/N6 COLUMNS (!.0 +0.105(1.00))0+0.525(10)05 +0.755 OR SHEAR/NALLS FROM-2 DIRECTIONS ARE _ /IV+025250E +0.755 NOT CRITICAL FOR COMBINED LOAD/NG. SEE COMBO 5.-j CONCLI1S1OM DESIGN FOR SEISM/G LOAD FROM COMBO 6. (0.6 - 0.14505)0 +G 7�(1 dE+H 2 ORTHAGONAL AXISES. _ (0.6 - O.140.O0,110 +0.7(/.0)05 TYPE 5 HORIZONTAL IRREGULARITY 0.460 t 0.700E LESS GRI TICAL NOT PERMITTED. THAN COMBO.5. FOR: COMBO 5, 6b., $ O. 5 $ 6b. ARE CRITICAL. 24.)(L26)ANAL Y5/5 PROCEDURE FOR 5.D.G., OCCUPANCY CATEGORY/ $ 11, A 5 D LIGHT FRAMED NOT EXCEED/NG 3 STORIES. USE: VsasE o by = 0.70E X/1.140(COMBO 51 OR 11;2g• EQUIVALENT LATERAL FORCE I VesaasEOEs,6v = 0.5250E W/111C2 * 0.755(COMBO 6.) PROCEDURE PER TABLE 126-I. WOOD Engineering, sum*" 5P/RAL sHF rN0. 0DF- WOODteuvawatorattiv Engineering, sum*" SPIRAL jogNo. . I`I 62 STA/R 4Y 65-52 Inc.�' STA/R{NAY jog No. + +'� ,roe No. 65-62 Mai°ea akesvareN cm ntitakr'm" .rar�kwol nn 3-/9-16 3-19-48 wow Foo1HLL BOULEVARo ma THE IRON RANCHO f-O07H11ONGAEVA 91730 FOD THE IRON DATE RANCHO CUCAMONGA.CA 91730 SHOP DFSWNED 6Y-"'�.w. CUC- FAX(90)CA989-8106 yr'/"!OP DESIGNED DY =�.W. (909)989-2087 - FAX(909)989.8106 (909)984-2087 - FAX� LATERAL LOADS C.B.G. /I.B.G.: 53 = 5.73 LATERAL LOADS G.B.G./Lac., 55 = 3.73 .5, _ /,39 51 = 1.39 SEISM/G 5El5M/C 25.)(12.72)EFFECTIVE SEISMIC/NEI6HT(Wig 27)(126)EQUIVALENT LATERAL FORCE PROCEDURE R = 55(TABLE 122-I, C.4) IN=P # 0.25 STORAGE+ 10 P.S.F. PARTITION BUT R = 50 USED #EQUIPMENT+0205 1e _ 1.0(TABLE 15-2)RISK CATEGORY I OR I/ •YHERE-5130 P,SF. 52.1 = ILDIN6 - RIOD INHERE.20 P.SF. lS USED - (!2.62) T= Ta = Ct(hni‘X 0.026 E 1262 ) FOR VERTICAL LOADS T= 0028(361 08 X= 0.50 = 0.0.26(!5/9) hn = .50'MAX (12.8.1.3) = 0.43 t 0.5 1 (MIDDLE OF 26.)(027.3)STRUCTURAL MODELING. t 5 STORIES MA55 AT FOR LIGHT FRAME STAIRS WITH FLEXIBLE .: 5s = /.505 3-STORY1 COLUMN, 5T/FFNESS AND DISTRIBUTION OF FORCES HILL NOT BE CONS/PERED. 5s = 4505 5 = L39g BITE CLASS D(SEE 2.11 55) 1.25 .: Fa = I.O 55) 0,.5'0 Fv = LS 5ms = Fa 5s = 1.0 x 150g = 1.50g SM! = Fv 5 = 1.5 x/.39g =209g 5os =2/3 5ros = 2/3(1.50g) = 1.Og 5o1 =2/3 5.+, =2/5(.099) = 1.399 WOOjy Engineering,Inc. suaEcr SPIRAL rwa. 21 Df- WOOD Engineering,bus. suaEcr SPIRAL sHEErrm. sbwu+raF. . . 2?of_ STA/RlNAY anNO. 35-32 a5TA/R/NAY 44/248441Y _ Joe Ha85-82 b � 00101 RAN CUCAM(7NQA,G 730 Fon THE IRON 3-/9^18 BOULEVARD THE IRON Dare 349-16 R18 RANCHO MrCA 91730 (9399 989-2087 - FAX(909)989-8106 SHOP DESIGNED BY :..s.w_ (909)989-2087 . FAX(909)989-8106 SHOP DESIGNED BY 4-+.44/. LATERAL LOADSLATERAL LOADS G.B.G.//,6.G.: Ss = ,�7.3 G.B.G.!I,EG.: 5s =3.73 5E/5M/G Burs._/-o eAccetArect see seLoPY"''"�5/ = 134 5E/5M/G ar l5 u1.artArso-----''5/ = 1.34 27.1(1.28)EQUIVALENT LATERAL FORCE PROCEDURE(CONT) 28.2(/23.5) VERTICAL D/5TR/BUTION OF 5e/SM/6 FORCES Vaase = Gs 11 T= 0.43 r 050(SEE 27.)) Gs = Sos/(le/1E) .: K= 10 Cs = 1.0/(3.0/1.0) = 0.333 hx = 30' V= Veaseoa/av; 14', =1Nx = IN/5 Fx = Cvx V OR hx = 30'CR/7/CAL CsPooc = So//T(R/le) Gvx o 11x hxA = 3011 = 30I41 = 0.56 _ /.39/(043(3.0/%OJ) n 611+ /611#3011 5414' = 1.078 (12.31.3) z 14'/hr a QR i = / • Cvx = 0.56 Cs nnn: = 0.0445as Ie 3 0.01 Al = 0044(10)1.0 = 0.044 t 00/ Fx = 056 Vase OR = 0.56(311 x 0233) ,301 = 0.34/14' Cs erne = 05 51/(R/lel = 0.5(1.39)/(3.01/,0) = 0.232 • .: Cs =0.333 OR Vsass = Gs 11= 03334'' Fx = 053 VsasE 11 , PER 211(/2.45)A.5.0 DES/6N ifVALUA 1704' 0.56(34''x 0.175) 18 1 FOR BAS/G COMB/NATIONS Vsase = Qe = 0.33311 = 029414' M 055 COMBO 5: VaasE'OEs/sv = 0.7(0.3334') # 1.140 A.5.0 USE COMBO 5. = 0.233YY+ 1.140 Fx = Vx = 0.39111 11 OR OR 6'1 COMBO 6: Veale s/snv =0525(0.33311) t 1.1/0 t 0.755 COMBO 6. • O./75IN t WO t 0.753 Fx = 0.2g44V 3/4' WOODEngineering,Inn. sun E r 5P/RAL sHffrNo. 23 oF_ WOOD Engineering,Inc. swam. 5FIRAL swam 24 oF_ MrtelsOlaphelithrg . STAIRNAY 85-82 �1TA/RNAY .�oeNo. 35-32 am""""s+aH"�r .wallo. 100A FOOTHILL.BOULEVARD ; THE/RON DATE. 3-19-16 1ao wad IHB2.BOULEVARD ,r,H THE IRON DATE 3-19-16 RANCHO CUCAMONGA.CA 91730 RANCHd CUCAMCNGA,cA 91700 (909)989.2087 - FAX 0909)989-8106 SHOP moms,'sr =J•01. (909)989.2087 - FAX(90'7)9848106 SHOP DEst9810 aY v.14/. LATERAL LOADS G.B.G./1.30: 5s = 373 LATERAL LOADS C,B,G. /LB,C.: 55 = 573 SEISMIC aT1-54.1e..4,>=o-''""'5/ = 1.34 5E15M/6 eur/sc.Au.caArm--�''5i = /.34 29J(128.4)HORIZONTAL SHEAR D/STRIS/IT/ON Vx = Fi Fs = 0.3411Nx SUMMARY: A.50. 1 = I OR 0.39/INP I Is = LO 8 RISK CATEGORY 1 OR II Vx . 0739/Wr CRITICAL • 3RD LEVEL 2. 5s = 1.50g, 5, = 1.39g(JT GOOD FOR 5s = .5.73 DUE TO Cs BASED UPON MAX 5s FOR T e 0.5s) USE SAME AS 25) 3. 5/TE CLASS D 30.1 LOAD COMB/NATION SUMMARY 4. Sas = 1.00g, 5cv = 1.399 E_ COMBO 5 -D ONLY 5. SEISMIC DESIGN CATE8ORY. E Foes/ax = 0.39/11+ 1./40 6. 5E/5M/C FORGE-RE5/517N5 SYSTEM: OR ORDINARY MOMENT FRAME COMBO 6. „/---o.ass 7. DESIGN SASE SHEAR: roes/s,, = 0.29411 t 1.1/0#0.755 Vaasec,E/sw = 0.233/4'BUT 0.34111 FOR 3R0 LEVEL STAIR. 6. SE/SMIG RESPONSE COEFFICIENT: Cs = 0333 9 RESPONSE MODIFICATION FAC TOR: R = 3.0 10. ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE WOODInc. sua 5P/RAL GEE-NO.�-`0F_ WOOD neer'�i Inc. s" y P/RRI L smarm. 26 of_ Engineering,10070 STAIRWAY 55-62 --_ 60t"°°" """'? . LOSNo. 55-52 _abarrwo.- . - __ :as Na - � _.-rxva _ a+.i.roo auu. a av mohinwcrmrd+�ramr Da1E 3-19-/6 10040 FOOTHILL BOULEVARD 3-/9-18 Fes THE IRON RANCHO CUCAMONGA.CA 91730 Fon THE IRON DAA RANCHO CUCAMONGA.CA 91730 51-10P MGM sr --,•w. (909)989-2087 - FAX(909)989-8106 SHOP D(GNEO BY. =-'•W. (909)989-2087 - FAX(909)989-8106 TREAD DE516N TREAD 0E516N(100 P5.F,1 100 PSF L.L. 5=0"D/AM. TO V-0"12/ANI, 5AMPLE CALL: (5'-0"L7/AM.) ' = .2=-6"TREAD SAMPLE GALL: o = 5IN(8/2)R = 5IN 1.5°R = 0254R = 7.75" a = 5/NaxR .0X / R - 1 = 30"- / = 29" --BA5E 2 A =[(3 + 2a)/2j(R - I) =(1.5+ez)(R - 1) =2665G!JN. X11 1 y a PuwP. = (L +12)A/144 = (100 + 101265/144 =205# ---_____.:544__ c4 300# 14 X =[5(R - /)2/2 +(24a -3)(R - Il 2/61/A 500# Ts # /�7# GONG. [3(30 - l/2/2 +(2(7.75)-31(30- 112/6,4065 _[(1.261 + /752)11265 = 9,013/266 = 0.24" Maw.. = PupiR - I -X) F =3p„ =205(30 - 1 - 11.24) 00L. ¢ 500# = 3,641 IN--LS. 29" AO- i t ( ``.75# R- 15 = 50 - 15 =.28.5" R =30" iii Mcate. _(PccNe%2)(R - 15) = 150(260) = 4,275 IN.-L5-.-60Y. -___ 75#(_ AT[(3+ 15.5)/2]29 - 266501N. I P rnlF =.50 P.S.F.(268/144) = 93# SI/M--M 6,BASE= 3(-2912/2 # 12.529)2/6 =265X X= (2262+ 175)/265 = 1124" MunfF = 93(29- 1124) = 1,651"# Mconc = (300#/2)(8.5) = 4,275'#-*---60V. LOAD 5HAR/N6,9Y(2) TREADS CONNECTED AT EDGE IN1TH 5ALL115TER(SPINDLE) 5, , SPIRAL sHEErNa26 OFT_. WOOD Inc. 5P/RAL sNffrNo.27 oF_ _ WOOD Engineering, STAIRWAY 85-82 Gwyn 5TA/RN(14 Y 65-82 enw.✓sv a .ms N0. Los NO. �� a wre rMrdrar oath arnnwnrrexaeivmr r DM 3-/9»l6 10040 FOOTHILL BOULEVARD wn THE IRON DATE 3-19-18 1oo40 FOOTHILL BOULEVARD „ - THE IRON RANCHO CUCAMONGA.CA 91730 RANCHO CUCAMONGA.CA 91730 (909)989-2087 - FAX(909)989-8106 SHOP DESItiNED EY'-- .w. (909)989.2 87 - FAX(909)989-8106 .SHOP DOOM 8Y--" LA). TREAD DE516N(/00 P5.F) 100 P.5.F. L.L. OR SNO1N TREAD DE516N(40 P.5.F.) 40 P.S.F.L.L. SAMPLE GALL: (5=0"D/AM.) 5'-0"4} 5=6"4, 6=0"42 6'-6"cti 7-0"d' a = 5/N(0/2)R = 5/N 15R = 0.259R = 7.75" R 30" 39" 36" 59" 42" R - I = 30"- 1 = 29" a nA& 7.75 6.55 9.32 /0.10 /0.65 R-1 ay 29 32 .55 56 41 A =[(3 #2O)/2XR- 1) = (1.5+ a)(R - I) =26650.1N. A (saw 266 322 379 441 _508 _ pow: - (L +D)A/144 = (40 # 10)266/144 = 93# Pate.2sl 205 246 290 337 368 X _[3(R - 0.2/2+(2a -3%R - / :2/6I/A X ON) 11.24 L2.24 13.27 14.50 /551 =[3(30 - Il2/.2 +(2(7.75)-3)(30 - / =2/61/266 _[(/26/ # 4 7522k265 = 3,013/265 = 1124" R-1-g.(mu /7.76 /9.76 2/.73 23.70 25.69 AMP . 3,641 4,561 6,302 7,967 9,966 Hump. = Puw,(R - l -X) = 93(30- I - 11.24) R-1.5 my 20.5 31.50 34.50 37.50 4050 = 1,65//N.-L5. Pceta"a" /50 150 150 /50 150 f R - 1.5 = 30 -/5 =26.5" Merwa o&La, 4,275 4,725 5,175 5,625 6,075 M . _ (Perone/2)(R- 1.5) = 150(250) = 4,275/N.-LS.----60V. t/isso 000 n+mN.r 300 300 300 337 .388 N/A N/A WOOD Engineering,Inc. sua+ecr SPIRAL sNEETNo.29 oF__ WOOD Engineering,Inc. suaiscr 5F'/RAL srir e+o. 36'DP- 4bnaroan�.ro.. STA/RNA?' STf4/RWAY rxanuexyy rosNo. 85-82_ 0+.. _.. JOB NO. 85-82 ca.rnmvsn.merawauspw.yi RANCHO cu °INILLu NSCA91730 pm THE/RON DM 3-/9-f8 10040 Fat711l u.sou�vwxo FOR THE IRON DATE 3-/9-/8 (909)989-2067 • FA((909)989-8106 ,SHOP DIMMED sr =..•0.w. ((o 9893087 . FAX 989-8106 5HOP DESIGNED ay =.-,.w. TREAD/SES/GN(40 P.5.F.) 40 PS.F L.L. TREAD DE5/eSN /48"STEEL 3"x 4"C-GROSS SECTION PRQPERT/E5 B'=4.000" 5-0"4P .5=6"4, 6'-O"a' 6-6"® 7-0"a b=3.938„ I)BASIC PARAMETER5 R 30° 33„ 36„ 39" r =0.25" 6=3686" a nNi 7.75 8.55 9.32 /C l0 10.513a =A'-(2r + t) 0 y _.2375" n n t=0/25" P R-1 aro 29 32 35 39 41 0 41 --.1._ .A _44, A (saw 268 322 379 441 508 a'= 2.875"=A'- t �i ', 4 �5G" R = 0./875" Payr:rt.a) 93 112 132 /53 /76 ?_' b = 8'-fr +(t/2) u = 0.3925" X ow //.24 /2.24 13.27 14.30 15.31 +x(r #1/2))1 1 = 3.688" m=/.755" I X'e=1.473" R-/-5?an.., 17.76 /9.76 2173 23.70 2569 X,=1535„ Mom-.a,-iav 1,651 2,207 266/ 3,626 4525 x = O.0(NO LIPS) Xa=3228" 2.465" R-/.S ono 28.5 31.50 3450 3750 4050 S b'= B'-((t/2) + x(t/2)) C -.55C 770N (t=0125/ Pcewc/2 a /50 /50 /50 /50 /50 i = 3.938" Meanie.(/M-LB/ 4,275 4,725 5,/75 5,625 6,075 NOTE u = 7rr/2 S /.57r FOR ED/TINcS PURPOSES FROM ruM Van!recta i 300 300 300 300 300 = 157(0251 A.45.1,51 MANUAL TYPICAL LOWER :.03925" CASE Lt:r/bR/NITH BAR ABOVE t = O.125" 45 REPLACED BY LOWER CASE N/A LETTER 111TH 'PRIME"5,1,15OL r = 0.25" IN THIS CALCULATION. R = O./875" EXAMPLE: a REPLACED frY/TH a' WOOD Engineering,Lee■ SUBJECT SPIRAL SHEET N°. .--6-I---°F- WOOD Engineering,Inc. sus.teer SP/RAL sHEETNO. 32°F_-__ sbveaweptawrm STAIRWAY Jos 85-82 st + rke STA/RWAY no& +�.CanarcredithortinailfWeloggasspi naegm JOB NO. 95-92 RANc°Q°Orica. r A,VAR Tao FOR THE IRON WE 3-19-J8 tt 0tH ui BOULEvam �R THE IRON p+TE 3-/9-!B (909)989-2087 • FAX(909)989-8106 SHOP DESIGNED gy ;.,a.(Al. (gam 989- 7 - FAX((8909))9989.8 06 SHOP oesuNeusv--- w. TREAD 0E5/ A' 1/8"STEEL TREAD DES/GN 1/8"STEEL 3"x 4'C-GROSS SECTION PROPERTIES(CONT.) 3"x 4"C- ROSS SECTION PROPERTIES(CONT) 2)CR055 SECTIONAL AREAwA 4)DISTANCE 5ETWEEN GENTROJP AND WEB CENTERLINE a :aa A = tfa +2b +2u + a(2c +22)'1 X'a ....24/A f b((b/2) *r)+u(0.363r) = O./25f2375"+2(36861+2(0.3925)+01 +lxfu(b + I.637r)+c(b +.2r)1,/ O.12S(2.375"+ 7.376"+ 0.785"+01 f ww a =ao = 0./251?0.536'I _ = 1.3/7 50. IN. = 2(G.125)/1.3/7 f 3.688((3.688/2)+ 0.25) + 0.3925(0.36o3(0.25))+ 0/ 3/MOMENT OF INERTIA ABOUT X-AX/S = 0./898"f 7.7227+ 0.0556 +0/ P.0.04170 3 +Lea/2)+r):2 #u((a/2)#0.637r)2 = 1472,5 f 7758/ = 1.4725 /x = 2tj + 0.149x3 + acf0.083343 *(c/4)(a - G)2 +u((a/2)+ 0.637r)2 +O.I49r31 I WA C=oo S)DISTANCE BETWEEN CENTROID ANO DUT,S/DE OF WEB 133aks X'=X c *t/2 acids 0.04/7(2375'2 3 2, 4 = I.4725 +(0.125/2) = 2(G71259 +3688'((2.37572)*0.252 = 1.535" * 03925'((237572)+0.6.37(025)72 +0.14,110.25`2.16 +O 44/36 0.0199 = 025"(0.5566 + 7.6209*0.7//9+ 0.0023 + 0) = 0.25"(68937) =.2..223 "ALT 5PlRAL sHEFrwo- WOOD Engineering,Inc. z SPIRAL sr lrro. 33 oF-__ WOOD Engineering,law. STAIRWAY JOB NO. 85-82 STA/RJNAY J05 NO. 85-82 .. -10/51 ntaC amr•wven6o6576/5 0/v9m 9 DATE 3-19-IB am666/4/ w awe 3-19-18 10017G FoozHiu eoueevnup wn THE IRON 'ICH CUCAMONGA. AIS MI THS IRON RANCHO CUC MONGA.cA 91730 SHOP DFSKiNEo 9Y :--/.Let/. RANCHO CA 91730 SHOP oe IGNED BY ,W. (909)989-2007 - FAX(909)989-8106 (909)989-2087 FAX 0904)989.8106 TREAd DESIGN(CONT) 4/8"STEEL MEAL DESIGN 1/3"STEEL 3"x 4"G-GROSS SEC TION PROPERTIES(CONT./ 3"x 4"C-6R055 SEG TION PROPERTIES(CONT.) 6)MOMENT OP INERTIA ABOUT Y-AXIS 6)DISTANCE BETWEEN CENTROID AND SHEAR CENTER {t9a22/2) +r)2 +63/L2 + 0.956-3 Xa - !y = 2t + [c(b +2r/2 + =Xa MEASURED!N NE6ATI✓E O/RECTION ar�(b + 1.637-)2 +0./49r3I, WA c=0.0 -0X'62 = -{1.4725"+ 4755;J 4.9640 = -3.226 r �r616 =2(0.125 { 3.666((3. 16440 2)+ 025)2 #(5.6331^3/12} l 56(0.251"3 + 0.0/56156 9J 5T VENANT TORSION CONSTANT WA a =0.0- 1.3/7(1.4725)12 0441 J= t3/3[a +2b +217 + a(2c +2'), = 0.25"(!6.17/3 + 4.1301 + 00056 + 01-2555 = 0125"3/3[2.375+2(3.686) +2(03925)+ 01 = 025"(20357)-2.655 = 0.0020/5 12375 # 7.3760+ 0.7850 + 0] = 5.069.2 -2855 =.2234 = 0.0006510 5.360]= 0.00686 7)DISTANCE BETWEEN SHEAR CENTER AND 11'E5 CENTERLINE WA 6 <0.0 31'26'+ ICY cr6a'2 -66'211 m b'[ra'3 +60'26'+ ice"cY6c2+ 1.216'+61'2), WA a=OIJ 0.2656 3938" 3(2575V-2(.5.435V+ O 01 r- 291657 61656 = 3936" L2Z6561 - 1 3436"[0.445]= 1.755" 2/9.06 sua�cc SPIRAL sr�1++o.�aF_._._ WOODInc. m,aiscr SPIRAL sfiEE1N0. 95 OF_. WOOD$ 11ff�Inc. STAIRWAY jog No. 35 B2 STAIRWAY sbw1gestaaou 35-32 ' Awkwo ' aalf 3-19-18 G2 0 F OTHft 8OUlEVww+ DATE 5-M-18 �ooa4 x+oniiu Bor)LEVARD Fon THE IRON 10000 F ccrEML BOULEVARD FOR THE/RON RANCHO CUCAMONGA.CA91730 SHOP o�or m ay RANCHO CUCAMON(9 CA 91710 SHOP memo By :.�.W. (909)989-2087 - FAX(909)96948106 (909)989.2087 - FAX(909)989.8146 TREAd DE5/6N 1/3"STEEL TREAD 0E516N 1/8"STEEL 3"x 4"C-GROSS SECT/ON PROPERTIES(CONT) 3"x 4"C-6R055 SECTION PROPERTIES(CONT) /0)WARP/N6 CONSTANT /l)PARAMETER 252'3b'+3a'21,'2 WA = " tX'5 a'"•3 + 1.X'c".3al - w J 456'"4 + 1/21;, '"19 +3ac'3 a - 2x7661 aas74 C�, = "2b' "` + 45a1'G'2+ /2a''2c'2 0./25(/.479X2575)'.3 + 0.!25(!.473)3("2.875) I2 * 12a'2bc'+-6a 3c' - - - _ /2 6a`.21,'+(a'+,a2c't)".3-,x2416"2 4.3755 # 1.1456 ' I �--WA a =0.0 -� - J2 2(2375) 29.76973(3.9.38) -[0.3646 + 1.1486] = -1.5131 + 62656 150" 3(2.375)2(3933)2# 0 2.3752(3933)2(0.125) 828 155076 /2 62626 /2)PARAMETER 13 F (2&75 # O)5 -0 fl2[ '-X4X4] + ta'"2/4[(b'-X'41"2 - 'c".2.1 2.4660 16.0.227 /87.1627+384.5449 + 0 = 0.125/2[(3938 - L47�41.473"41 /2 L 195.3002 +23.7637- 0 + 0.I.25(_2.675/2/4[(3.436s� .4737 - = 0.0625[36.921 - 4.706]+ 0.256516.076 -2170] !.3352 57/.7076 5 = 0.0625[32.214]+0.2533154061 219.0639 -20/3 + 1.009 = 3.022 = 1.335212.6048! =5484 WOOD Engineering,Inc. susAcr SPIRAL *SEEM. 37 oF^ WOOD nnKr . suax�r SPJRAL SHEETNo. 38 oF_ 5�xaato STA/RfyAY ._ 85-82._ 5TA/R1NAY Q u wnr perro. aSSONss'ana sn n rosno. 85-82 war 10040 oc rsa 989-stovisa FOC:0NX/BOULEVARD For, THE/RON oan 3-/4-18 10040 FOOTHILL BOULEVARD ms THE IRON ons 3-19-/8 (909)989-2087 - FAX(909) 6 SHOP 06fr,N o eY = .c4. RAN989 C7 FFAX(909)989?-8106 SHOP Da By v.w. TREAD. DE5/6Nl/8"STEEL TREAD OE5/6N 1/8"STEEL 3"x 4"C-GROSS SECTION PROPERTIES(CONT.) 3"x 4"C-6RO55 SECTION PROPERTIES(COM)/3J PARAMETER S i GROSS SECTION PROPERTIES SUMMARY(1/8"STEEL) x = 00/NO LIPS) A = 1.3/7 SO. IN. 131 = xJ2c''t(b'-X'2)3 #(2/3)t(b'-X'4(or273-((QY2) -42." .11 /x = 2223 JN.4 Sx =2.223/(300/?) _ /.48 /N.5 /4)PARAMETER USED/N_PETERMINAT/ON OF ELA TIC CRITICAL MOMENT rx = 12.223//_.317 Jr 1.30 y i_ /r(2/y)(,BrvtF3F +AT )-Xo F,..._ , //(2(2 234))(-/.5/3/ +3.022 t O)-r'-3228) 4 =22.34/N.^4 /14.468(/5069)t 3228 Sy = 2234//.535 A--.-I _�_ _ = 0.2238(/.5069)+,3.2281 X 0 = 0.3377+3.228 =3.566 = J46 IN.3 II �'_ 0 R = 0./675" tri 5yearrcr7 =.2234/2.465 N, = O.4/IN."3 I I 3666" ry 1a234//.3I7 1.473" - /30 Xo = 6"! .465" . ' 1.535" J= 0.00686 CA' = 3.484 TOP FOR y-y y ..3.566 4000" t = 0.125" WOOD Engineering,Inc. sus,�r 5P/RAL EHTEr M7. `�oF_._ WOOD Inc. suaJEcr SPIRAL sNEErNo. `�oF______ Antare 57A1RINArJosNo. 35-32 5TA/R.m4r Jos No, 85-3.2 th+vnomwlNwoa7e[v9uthm.Crs677 afrmisrowaseartioaritemeautp RANCHO OOTHIa oBUMVARCA iso Fos THE IRON ATE 3-19-/8 wow Foam.BOULEVARD R,,, THE IRON _ 'PATE .3-19-/8 (909)987-ZJ 7 - FAX(909)989-8106 SHOP RANCHO cuc• FAX(90)9 91730 oEswNm ay :�.w. (909)989-2087 FAX(907)9a9-a3o6 SHOP oFswNEnsr :.-.,.w. TREAD 0E5/6N STEEL TREAO DESIGN STEEL A. GENERAL PROVISIONS(A./..51. S/00-07/52-102 B. ELEMENTS (NORTH AMERICAN SPECIFICATION FOR THE OE5/6N OF 131.1(0)(3J 'y/t MAA = 60 FOR UNSTIFFENEO ELEMENT COLO-FORMED STEEL STRUCTURAL MEMBERS,2007 EO/T/ON) A.42 A.S.P.— APPENDIX A FOR U.S.A. ry/t 30 W/LL 611/E NOTICEABLE OEFORMAT/ON AT FULL DESIGN STRENGTH Rn = NOMINAL STRENGTH= STRENGTH RESISTANCE 51.2 MAX FNEB/DEPTH/RATIO THICKNESS h/t PER CHAPTERS 5 TO 6 t APPENDIX A. A.S.D. =ALL06YABLE STRENGTH z.' Rn/,(2 h/t max -.200 Rn = FORCE OR MOMENT ,0 = 200 FOR MEMBERS 52.1 N/A (Fn) (Mn) 12 = .250 FOR CONNECT/G`NS 622 N/A NOMINAL LOADS = CODE LOA125 (C.aC, /.5.C. AS,Ce. 7 ETC) 82.3 N/A AS LOADS $ COMBINATIONS PER CODE(C.B.C„ /.8.C.) 52.4 N/A A4./.l A.5.0. 83.1 N/A ACMN/X4L 517G7N j`_. �� 53.2 UNSTIFFENEO ELEMENT fry 57172E55 GRADIENT R C Rn/a ~�---5TRE7.49,771REGKNRE, (a)STRENGTH OETERM/NATION Rn/12 =ALLONABLE VES/GN STRENGTH (2/PI IN COMPRESS/ON I fa IN TENSION. A5 N/A L.R.F.P A6 L.S.l7 N/A A72 COLO FORM INCREASE— - /6NORE(CONSERVATIVE/ susJFST 5P/RAL s+�rNo. `�a oF�. WOOD Engineering,Inc. SATAL s rrm. 41 DF- WOOD Engineering,Inc. STAIRlNAY ,HBrro. 85-132 STA/1'VAY JOB NO. 85 a amrwe"mrw arurwaa01 - 3-t9-16 loaaoFoolrt Fon THE// ON D^*� 3`I9-18 ICH FQo1 M BOULEVARD wB THE/R0N RANCHO CUCAMONGA.CA 91730 SHOP DEIGNED By - .W RANCHO C7 ... FAX(99t )991810 SHOP DFSIGeo BY`rte-w. (909)989-7087 - FAX(909)989-8106 (909)989-2087 - FAX(909)9848706 1/13"STEEL TREAD DE5/6N f 1/6"STEEL TREAD DE516N I B. ELEMENTS(GOAT p3.2/BZ!(aJ(GdNT) 0 B3,2(0%2)(CONT) G3./.2.! 0 b = w WHEN A c 0373(I+ ') PERPENDICULAR 4 F = Fc TO SYMMETRICAL - b = RHO w WHEN A 0.673 a + 'I') INHERE Fc 15 AXIS f DETERMINED A = J F� BY Fe 2.750" 0.125„ I I' =/f.2/hf (AB.aroLurEVALUFJ IF Fe �0.56Fy 3.•00" CONS/DER fa = 0(GONSEevAr/vF1 Fc = F® 5r7,1Mt11?lGAL AXIS K = 0.57+0.21 +0.07SR2 (a) Fe = GsA (Tex f+ GsJf"2+ ro2t✓ lQflex) K = 0.57 >F 5t Fir = K 7r2E (t/vv/2 1-4:2 = (0.30)2 Gy = _l /2(1 - µ2) = 0.09 *,�y = 1.3/7 501N.057AG1UAL G0N5 V.. O.K. 'A s 31./7 0 = 0.43 /41 2(29.67 (0.125/3.686)^2 12(1 -009) !Tex =1.17"2 E. ((KxLx)/rxi"2.) ea5WUg3 l-o 12IN't =[(3.14)"2(29.6)7/[((2/x 42)/1.50/21 Few-= 12 934 -- = 62,116 2� N.A.r fa CrF' =t7.6 -0.4(Mi/N1z) = 0.6 -0.4(0/1421 - 06 05P = 54 = 0.91 1N."3 FIND � p� / 03.1.1 BIWW #rr� =.. rx2 +ry2 +X22 (0)PROCEDURE I B k =7(1.30)2 +(l.SO)2+(3228)2 = 3.7! f = Fy = 36,000P.5.1. N1 s fi 0 SEE PREVIOUS SHEETS FOR VARIOUS (h)PROCEDURE II N/A t = 0.125 6R055 5EGTI0N PROPERTIES. 5P/RAL snFFrrm.4 oF.____ WOOD Engineering,Inc. sua3cr P/RAL BFErrm. '`�3 oF- WOOD Engineering,�'vinotg sTPIR L 55-52 gauarad6w +w ./AIRWAY jos No. .mere. 85-82 r WE 3-19-18 lafaiBler 0040 FOO H1U. VAR 3-19-113 10010 FOOTHILL BOULEVARD FOB THE IRON 10040 FOO7F8Li:BOuti.CA 91 FOR THE IRON �'� RANCHO CUCAMONGA,CA 91730 SHOP DESIGNED BY :-'.w. RANCHO CUC- FAX(9. )991730 SHOP DESIGNED BY ...,.w. (909)989-2087 - FAX(909)989-8106 (909)989-2082 - FAX 0909)9848106 T //1�"STEEL TREAD DESIGN /f8"STEEL TREAD DESIGN 8.32/Q2./(a)(CONT) 83.2/82.1(a1(caw) 03.1.2.1(CONT) 05.421(CONT.) 1 Tr-2 E 0.v] Fe =54,193<2.78(36,000) 0.'t = A ro t � � + (Kt Lt l"2 ? 0.56(36,000) r' = /I.3E6 < Kt =2/ = (1Q/4)(36 dQQ)lr -00 x 36Ks 1)/(36 x_50.14 Ks11Jl Lt = -- _-saseoc,3av ro waK = 40,000[1 - 0.201 = 40,000(0.84) / 11.3.6(0.00686)+ 0.147 2(29.6)3.484 Fc = 2,030 36,000(Py) O•r = 1.317(3.7/12 � (2.1x42%2 -anseo UPON d f = 32,030 P.5.1. /13.l2 [77,5113 + 7779 J = 0.055[77,5/13 + 1240371 = /1,306 Fe =!-!(1.317J(621/6)]//O6(0.9/)> x [3.566 +(-1)J 0.566712 #(3.71721!1,306/6.2,116)] = -149,829 3.566 -J/2.716 # /3 76(0.1821] • 449,629[3.566 -3.9011 _ -149,829[-0.3351 Fe =50/93 WOOD Engineering,Inc. suaAcr SPIRAL sHEErmx 45 0E- WOOD Engineering,Inc. SUBJECT SPIRAL sHEEINct-4A'-of- 5TAIRI1A_T" 55-.62 ,sinesiwotegivosv .5TA/R1NA r maw). 85-82. Sezectua MOM77POPAre, JOB NO. ammoratthfOstiWaytiMitealsisign Calinerbli MOWN 600 10040 FOOTHILL BOULEVARDDATE .5-11-18 1E040 FOOTHILL BOULEVARD - 0AIE 3-/4-0 RANCHO CUCAMONGA.CA 91730 MB Me.IRON RANCHO CUCAMONGA.CA 91730 MB TH,E„lf- A/ 0X1(0 989-2087 . FAX(909)989-8106 SHOP DEEMED SY '---.4.W (9I)9)989-2087 • FAX(709)989-8106 -. . r7C.,,r- DESIGNED SY `........W. _., TREAD 0E5/6N ye"STEEL TREAD DE5IN //t3"STEEL 86.2/Ei2/(a)(corn-) 532/52,1(e)(coNr) AFTER 521(0)(CONT) frY/t = 3688/0125 = 24.5 t 30 .: NO NOTICEABLEDEFORMA770N. EFFECTIVE SECTION PROPERTIES(y-AX15) (60 MAX I 0.154" ELEmeNr L. x 1....Y Lx".2 I II z." 1,57r A litl j. r = 0.25" 0 2.02 1.0/ .204 2.06 0.686,--j i -- 0.34" Fele 14'It I = 0.141r.5 202 1.01 204 2.06 0.686 ..,j 21200 = 0.0025 I Ill L2,134 2332" 0. / ® 34 2/73 oes 1.04 0.0023 = 1.57)O.673 .: 12 = RHO(111 202" / --II\ 0 0.31 2.173 0.85 1.254 0.0023 Eo. 52-4 V' = 0-•---CoNsERV. 0312" C) 2375 2270 5..31 /2.24 0.0004 .: RHO =/A -(0-22/A,21/A r,17 -(0.224..57,11/157 0J51" 2.173" /IC). l@ 7.20 --- 1117 .20.04 1.377 01„ = (2 = 0.5454 .073/12 0 /. 0.686 IN"4 ..r Lx 11.17 NOTE, SECT/ON PROPERTIES 1:7 = 0.548PV = /55 .= 0.548(36545) \ f ' I ‘ , 7.20 ARE CONSERVATIVE 5A.5E17 UPON K = 0.45 r 0.57 MIN. = 2.02 = 0.75" 1, 1.55" x e In 1 ly ,-- [2"I y ,,2'Lx"..2-,,,7.22'L.1 t frvirH && . 0(5HT 4/) 1--, AFTERe3.2.1(0) 41 li ip = 2.02 (N G , j_227" .f, =14.577•,.20.04 -(1.551112(7..20ilo.1.25 \ -121.42- 17.3070125 dih, 1„-....'-.,,,,,,, FIND Se = EFFECTIVE w 14. .9.655" 0 x:1412.10.1.25 = 0,515 UN577FFENED LES IN COMPRESS/ON SECTION MODULUS ' AWAIT y AX/5 1 3.875" .51.1MMARY: , 3138" EFFECTIVE SECTION y-y AXIS, I = 0.5/5/N"4. 1 = 0.144r^5 :--• 0.0025 BOTTOM: .5e, = 0.515/1.55 = 0.33 IN.^.5(COMPRESS/ON LEG) 4.000" u = 1.37" = 031 - t = 0/.25" TOP: .5r = 0.5/5/0.78 = 0.66 iN.".5(TENS/ON)(SEE NOTE) WOOD Engineering,Inc. sulk= 6PIRAL sHEETN0- 47 cw--- WOOD Engineering,Inc. SUBJECT SPIRAL SRET140.-- -OE- OinziontEivioriv 5TA1141,YAY jos Km 85-02 siereharoakreedv 57-A/RnAr jost,a 135-02 nee.trEeive chnetsewmoreesoelimetovoive aormenwaNZealiswZiogosetn 11X140 FOO1HILL BOULEVARD clATE 5-1q-443 RAtIg040HOFAXITHucAmoILL 8,400UA,LEVC1R43730 R.„, THE/ROW 0%1E 341-18 RANCHO CUCAMONGA,CA 91730 MB 7745 IRON (w)989-2087 4 FAX(909)989-8106 SHOP DESIGNED sr ---,•W. (909)989-2087 - FAX(909)989-8106 51-/OP DESIGNED BY 1--->.GU TREAD De5t6iv 1/8"STEEL TREAD DE.516N 1/5"STEEL PER 0.5.1.1 $ 03.1.2(03.1.3 $ 03.1.4 ARE N/A) NOTE: SECTION CHECK HANDRAIL TO 1215TRIBUTE 300#O.L. (CONT) SMALLEST OF /5 STABLE I MI = 5e Fy = 0.66(36,000) = 23,760"= ERA CEP AT ALUMINUM.5003-H14('Y/C/RCIIMEREA/T/Al_ HIELD5) OR COLUMN. 12E.516N CON.51DERATIONS 147 = Sc Fc =, 033(32030) = 10,570"# 5e = St =0.66 I. ;Naos ARE FEIN AND FAR BETWEEN ON HANDRAIL Fy -= 56,000 PH/OH/5 CONTINUOUS OVER MANY VERTICALS. MALLopi = Mn/12 t? = 10570/1.67 Se = 56 = 0.33 2 /NE1.05 ARE AT OR NEAR POINTS OF INFLECTION = 6,32'1"#. 6304"#An:2a 6=0"phoi.,..., Fa = 32,030 DUE TO VERTICAL AND PICKET SPACIN&A14"0.C. ) 6,075"=40# 3. .12E516N AS NON NEWEL;SECT/ON FOR MAXIMUM 7,-0"[NAM. "*.---•100*SNOM MOMENT MALtore se-,va5 = 6,32q"# A.S.P. • F, =..20 K5.1. f ty = /7K.5/. Fcy = 15.5 K.5.1. CHECK DEFLECTION A Idotg = PL".5/551 05.341 FLEXURAL COMPRESS/ON ON ELEMENT, 28 1/2"M7N. I Revs =5.3 t 1/11 Ai = Cm, = 114.1. = 1.50(40..51".5/3(24E610.515 Fb =Bea -Ded(Rryt.„1"0.5 = 0.222"(2L/360 = 0.255 O.K. ..d Noe = 150(.28.513/13(21E6,425131 P! I =.215 - 1.502(351"0.5 =26)K.S.I. t 153 K.5./. NOT CRIT: = 0.075"(2L/36O .-= 016"O.K. 21"MAX.4. CHECK NANA:PRA/L. TO PI5TRI3LITE I de (?":Z)FLEXURE r7E1-12N6 300#CONC. LOAD FOR TORSION REDUCTIO1V ON TREAD Z Pey 4, 02270531 = 3.47"k-.*----GOV. U) = (500#/21/21" M 7.1(2/1"2/2 11111111111 MI, = 1.5 5e Fry = 1.5(0.172117 = 4.311k M50 = 1.5 5c Fey = 1.5(0.172)15.3 = 3.45"k 4 = 1,566"# I Me = 3.47/185.=2..54"k calee=14 caw.HaveR.411. / 1E4E! 3:0#1 PVILL pwavice-SasIE FIXITY CHECK i 1/2"0.P. x//l3"MALL. I RUPTURE ALUMINUM OR ERA S5 1 1 1 1IMee =2 PA,/ke = 0227(20140 = 454 / = 0.1.21 1N.^4 WI1 Mc = 4544:15= 253 (23 5 = 0172 1N."3 1,....... ..., .: Ale -=233*) 1,566w 2*= 0.257 1N.^.3 ....,,,.1 Re4 =5.5 SUBJECT 5P/RAL SIiEEf NO. 50 0F.-..__._ WOOD E ing,Inc. suGJ cr SPIRAL Eeo"1 `f9 oF.,r WV'OD�ingt Inc. 5TA/RNIA. Y t35-b2 asnsan7eJorwryw 5TA/R1NAY _.85-82 _ werio, mr>wt a,+merovdxrcaier a + DATE 319-16 e°rama�w: va�r _..._ _. 3_!q /2+ ynonorooitisueou�xvr� �fl THE JRON 10040 FC>Ip AMOK A. ARa �, THE IRON °A1E RANCHO CUCAMON�A.CA4i730 SHOP DESIGNED Ire v.CA/ RANCHO CUC• FAX(9. )9 91810 SHOP GESIG BY'"-.w. (909)989-287 • FAX(909)989-8106 c�9e9-zoA� • FAx c9oa�9e9-slob 1/5"STEEL TREAD DE5/6N !/B"5TEEL TREAD DE5/GN CHECK HANDRAIL TO DISTRIBUTE 3C'0#CI. (CONT.) CHECK HANDRAIL TO 1215TR1BUTE 300#CZ- (CONT.) CHECK!1/4"D.P. x//6"INAL4 CHECK l 1/2"0.D.x!/6"JNALk ALUMINUM OR BRA55(CONT:) 5 = 0.0461750.25-41-(1.0"411 = 0142 IN.A.5 5RA55 543-94 5TD H55 ! = 0.049067(/!25"4)-(la"4)) = 0.077 IN.4 FtuBR = VALUES Pty = JALUMINUM E= 15.0E6 Z=(J.2S"3/6)-(1.0"5/6) = 0.154/N-.5 BRA55 EXCEED O.K. MATER/ L 0� Feb = 1.25/2 - 0.125/2 = 0.565 rJAra.J io.I ACflf ox. m pare t Rene :: 0.563/0.125 = 45 CHECK DEFLECTION f- RABE 555 4 =1-71(21/4.1/15(10.0E6)0.124.1 AL UMli+�lM 606/-T6 = 0.133" Fa. = 35 K.5.1. Fly = 35 KSI. Fey = 35 KS.!, COMPARED TO TREAD DEFLECTION (B�r =�4)FLEXURAL, COMPRE55/DN ON ELEMENT. 7=a"0 FACTOR = 0'77/0.133 = 1.675AY100$ Rip = 45t554 J = Gta =55.4 .5'-0"0 FACTOR =G?776/0.133 = 0.59 5AY 59 Fb = Bw -Duo(Rvr)"0.5 = 64.5 - 4.456(4.5)-0.5 G0NGLU5/ON. /1"541- A'ms'Lec>7u+< =55-54)55 NOT GRIT. CONSIDER 59:5 OF TREAD AVM SLOPED HANDRAIL, TORSIONAL MOMENT/S - Drrra (F2)FLEXURE al OR B00,1 RE5/5TED BY HANDRAIL. AX/AL LOAD'N YIELDING HANDRAIL 4 Dl9TR,9V7PD w--Gam 7NRp, T 77ir STAIRWAY p4ap = Z Fcy = 0354(.351 =557 k Mnp = 1.5 5t Fty = 1.5(0142)55 = 7.46 k 42" Mnp =1.5 5c Foy.=_1..5(0.142)35 =_7.46"k -- Mc =5-57/1.67 = 336'k ea = 7/4/1Ilifl } Ifil RUPTURE Mau = ZFtu/kt = 0.!59(36)/1.0 = 6.04 Mc = 6.04/!.45 = .5./0"k (ASS'k 300# .: Mc = 5.10"k s I,575"# sumo" 5P/RAL s�+�r�a.?oK--. WOOD Engineering,Inc. SPIRAL sJErT c / oF._.�._ WOOD�g,Inc. BTA/RAL g5-&a sau�.we morw STA/RWAY JOB/40. JOG No. 85-62 arnw8W `era4 waaN1 w� 3-19-18 0040 FOOTHILL BOULEVARD 3-19-16 1040 FOOTHILL BOULEVARD THE IRON N H ppOTH�LL 9Q A. A 91 FOP THE IRON °A RANCHO CUCAMONGA,CA 91730 SHOP MIMED BY :..�.w. RANCHO 1-7 FAX(9 )9 91730 SHOP DEIGNED GY----r'-•.w• (909)989-2087 - FAX(909)9898106 (909)484.2087 • FAX CP04)9898106 _ 1/0"STEEL TREAD DE5/GN //6"STEEL TREAD DESIGN 1/4"DCHECK HANDRAIL TO 015TR/BUTE 500#C.L. (CONT.) GHEGK HA "O O.D, x x DlSTR/BU1/4"HALL TS 300#G.L. (CONT.) CHECK/3/4"x 2"50110 OAK CHECK/ 5 ,v, 1.75(2 2f6 = 1.17 1N.3 S = 0.095/75((1.25"4)-(075-4)1 = 0.209!N.3 / A 175(2)3//2 = 1.17/ JN."4 / = 0.0440670.25"41-(0.75'4)) = 0.106 IN.4 Z= (1.25'5/6) -(0.75'5/6) = 0.255/N.3 RED OAK OR MIXED OAK OR WHITE OAK SEL• 5T7R. BRASS 545-44-5TD. H5:?c Fla = .)1,/150 x 1.5 = /,725 P.5.1.l. _ E •- e J Ftu = 40.0 K. Fty = /6.0 K5/. E_ 15.0E6 14 tea, _ 117 x 1,725 =2,0l6'k 1575'# BY COMPARISON, U55 FORMULAS SAME A5 ALUMINUM.- FLEXURE CHECK DEFLECT/ON l 5/4" CONSIDER Pty = Fcy 4 =1-7.1(2!1 4j/C8(G1E6lJ•l7/= 0.154" SECTION Mnp = Z Fay = 0.255(16) = 4.59'k- -COV. Map = I.55t Fty = 155c Foy = 1.5/0279)16 5.64"k COMPARED TO TREAD DEFLECTION Mc = 4.59/165 = ?.76'k 7-0'0FACTOR = O792f0.I54 = 1.65SAY"100$ 5'-O"0 FACTOR = 0.075/0.134 = 0.562 5AY 55.$ RUPTURE Mau =I Ftu/kt = 0.255(40)//.0 = 10.20 CONCLUSION: Mss = 10.2/1.4 = 5.23'k)2.75'k CONS/DER 5655 OF TRIAD TORS/ANAL MOMENT IS Mc =2.76'k 1575`# RE5/5TED BY HANDRAIL. (CONSERVATIVE FOR 7-0'0) CHECK DEFLECTION 4 =I7/( /)"414C6(150E6101061= 0104" COMPARED TO TREAD DEFLECTION 7-0'$FACTOR = 0222/0.104=20 5AY 100$ ..5=0"0 FACTOR = 0.075/0.104 = 0.72 5AY 72.E CONCLUSION: CONSIDER 7295 OF TREAD TORSIONAL MOMENT/5 RE5I5TED BY HANDRAIL_ (CONSERVATIVE FOR 7-O"0) WOOD Engineering,Inc. suaEcr ,SPIRAL sNEErNo. .3 oF- -_ WOOD Engineering,Inc. suaJECT 5PIRAL "Er No. 54 oF,__ . ._.,.�hcEu�/lytlh.MAT 5TA/RNAY _.._85-62_.. ._.._._ems GgNnrnp STAIR/NAY JOB NO,amterdis65-62 1 erT w,w BOULEVARDUCAMONGA,CA Fon THE IRON DATENo. 349-16 1 ��ARD - 3-/9-18 RAN(9099 989-2087 • FAX(909)989-8106 SHOPoa THE IRON oFsiot�n BY v.(Alw. (909)989-2087 • FAx(909)9e9-e1o6 SHOP DESIGNED BY, =�.w. TREAD DESIGN 1/6"STEEL TREAD DESIGN "STEEL CHECK HANDRAIL TO DISTRIBUTE 300#G.L. (contr.) 6'--6"D/AM raUMMARY.• CHECK TORSION 11/300#G.L. Mz FOR; HANDRA/L5 (Nor CRITICAL 1'V UNIFORM LOAD) /2"O.D. x 1/6"HALL, 3003-H14 ALUMINUM OR =6"D/AM. GRIT P7 A // 843-94 5777 H56 BRA55(59�) Mx = 3625"#(5H7:29) VH 2375" '1, OR --i► E„- , 50a ///4"O.D. x//6"/'MALL, 606/-T6 ALUM/NUM(332) Mz - � /O/0) _'VH _N.A._ 11/4"OD. x//4"NALL 1343-94 5TD. H59 BRA55(72,$) _ /,OR 5/5"# ry 1 fiQ OR 0.67Mz = 1,0/5"# O N /3/4"x 2"5EL. 5TR. RED OAK, MIXED OAK (Ni I OR NHITE OAK(56%) USE: HANDRAILS TO RESIST 33 OF TORSIONAL VH =Mz/0.76 1 ;; MOMENT IN TREADS BASED UPON MOST = 1,0/5/0.76 ' 0.125" CRITICAL 5'-O"DIAMETER. FOR TREAD DESIGN, = 1301#(TORSIONAL SHEAR) 3 rte., USE 67.9;OF TORSIONAL MOMENT FOR DESIGN. CONSERVATIVE FOR DIAMETERS LARGER Vv = 300#/2 = 150#(VERTICAL. SHEAR, 5H 2q) THAN 5'-0': ISECTION ' AH = 3.0x0:123 150# (Ar COL) = 0.375 50./N. , OR ' AH =2x 0.76x0.125 = O./95•-+---COV ,,a = 10/0"j, ,1, Av =2x4"x0.125 _ l.00 SECT/ON (AT BALLUSTER) WOOD Engineering,Inc. SUBJ6:T SPIRAL SHFJrN0. 5•t? 0F_____ WOOD Engineering,Inc. SUaIECT `')'P1RAL SHEET NQ OF____ ThYuituriotagerativ STA/RNA,- 65-•62 5TA/R/NAY JOB Nix 65-62 CdrwithrightmoarentiteurAvaso amnonsw&VIZareareassior 10340 FOOTHILL ones 3-/9-16 1 ARDTHE IRON me 3-9-16 RANCHO CUCAMONGA,CA91�s1 FOR RANCHO BOULEVARD wR (909)989-2087 • FAX(909)989-8106 SHOP DESIGNED BY ' .Gt.,. (9099 989-2087 - FAX(909)989.9106 SHOP '"�`''.. ) TREAD DES/GN 1/6"STEEL TREAD DES/GN 3/16"STEEL 6=6"D/AM. 7'-O"DIAM. 4 C3.3 COMBINED SHEAR AND BENDING CHECK TORSION IN/300#C.L. 2 )-2, C1S (NOT CRITICAL./V UNIFORM LOAD) Mz J2[�(M) ( .t2 v(vv) a v(v11))-2-Mnxo + \ Vn \ VnH S 1'O 7'-0"D/AM. CRIT Mx = 6,075'# PT. A' 1227 = 1.67 VH a, 2.375" 4, Mz = /Boca --t- s° M= Mx =5,625'# _ /50(10.66) VH ,vA_ i Mnxo = I0,570'# _ /,632'# I m ry 0.166" ", a v= 1.60 067M: = 0 .67(1,632) .'' = 1,093,# \ACTUAL Q Vv = 300#'/2 = /50# \ (( 0.125" Vn = Awn/ h/E = 4.0/02/25 = 32 = (1.0)2/,600# VH = Mz/0.76 300" = 21,600# -,,/EKy/Fy = 424E6(5.341/36,000 = 1093/0-76 VH = 1.30/# = 654.7 32 = 1,40/#(TORSIONAL SHEAR) SECTION OW = (02195)(21,600) .: Fv = 0.60Fy (AT COL,) = 4,2/2# =21,600 Vv= 300#/2 = 150#(VERTICAL SHEAR, 5H7-....2e1) (1.67x5,62512 ( 160x/50y / 1.60x4,301 `2 0.5 AH =3.0x 0.166 1/50 + + 4.212 ) ( 1.0 = 0.564 SQ IN. /0,570 ) 21,600 J OR [(0.44/2 2 +(o.oI/72 +(0.4,7712.1"0.5 AH =2 x 0.76 x 0.166 = 0.293--•60V. (0.79#0.00#0.241'"0.5= 1.0/-1.00 1N OVER a.K TORSIONAL a = /0.68" .1'MOMENT Y//6-6"O/AM AV =2 x 4"x 0,/66 0 1101.4.12 BE LESS. = 1'- SECT/ON USE: C3 x 4 x//6"MIN. TREAD SECTION (AT BALLUSTER) FOR 6'-6"MAX. D/AM. N/TH 40 P.S.P. L.L. $ 300#G.L. N/A sueaEcr 5P/RAL s�+�rero.58 oF_-- WOOD Engineering, ueaEcr SPIRAL eNEEr"3'--51-°F---- WOOD EngIneerin&Inc. SrA/RfNr4Y Q5-82 �umyseww*a.. Inc.� STA/RWAY_ :roe No. as tante ..xw roe nw. 65-62 rerw ramrauert>m.nrmwa' iewa + Da11_ 3-19-16 tatote u0 0 FO ° VAr 3-/9-18 10040 FOOTHILL aouLEVA D THE IRON loons FOOTHILL BOULEVARD91 FON THE 1RON �� RANCHO CUCAMONGA,CA 91730 SHOP DESIGNED 9Y =-'.W RANCHO)989- CUCAMONGA,FAX(9 )989-8106 918SHOP DESIGNED 8Y a.W. (909)989-2067 • FAX(909)939-81TKS (909)489-2087 - FAX f909) 1/8"STEEL MIN. DE516N 3/16"STEEL TREAD DE516N 7-0"D/AM. 056 GOMBINEDD BENDING AND TORSION G3.3 COMB/NED SHEAR AND BENDING CONSIDER COMBINED BENDING P1.115 TORSIONAL SHEARS (M) \2+ aV(Vv( Vn )2,. v(VH) 2 05.0 CHECK IN 0.555ATISFAGTORYAND ALSO, 5E0TON 15 [( m /f Vn*1 ) RESTRAINED. r CJP ,(26 . 1.67 CK. CONNECTION 19 COLUMN TH/GKNE55 AO.L577.1ENT(C.OW ERv.EFFEGTAVE 4N4M= Mx = 6,075"# ,.,.../— noN now sacee LARefemi BY/N5PEGT/0N,USE COMPLETE r (4)Mnxo = !0,570#((3/Ib)/(I/8)) = /5355'# 10/NT PENETRATION WELD TO m DEVELOPE STRENGTH OF MEMBER. a v= 160 I USE. WELD PER DETAIL 1'Y/E70XX. ` l 3.00" 1. • GONstR✓. X Vv = 300#/2 = 150# EFFECTIVE SECTION Vii = ArvFv 114 = 4.0/0.125 = 52 _ .52,4(7.50)21600## ./EKy/Fy= -.2466(534)/.36,000 CHECK TREAD 0 CONCENTRATED LOAD 3401# - 656 .>32 VH = !,401# (BY/NSPEGTION, /OO P.S.F L.L. EDyE STIFFENER Vii = (0.293)(2/,600) .1 Fv .2!,600 LESS CRITICAL) 6 FOR 5-6"D/AM. = 6,329# $ 6aREATER I.67 x 6,075 2 1.60 x 150)2 (1.60 x 1,401 )2-a1 ( } + 94) 6,329 I.O I ,3 £q ,655 52,400 . p I GONG. q Q 1(0.64)12 +(0.007)"2 +(0.35I 2J O.S LOAD n TVs" ! [(0.4/1 00+e2./31"0.5 = d 73 (I.0 141, `a FASE( ®^� USE G3 x 4 x 3/16"M/N. TREAD SECTION 00#ON 6" FOR 7-O"MAX D/AM. WITH 3 5x 2„5Q 40 P.S.F. L.L. d 300#G.L. (4 S0. IN.) /2" �` ' v WATREAD PLAN 5-0"D/AM. TO 7'-0"DIAM �� SPIRAL sNEErt�. 6?0 oF__.__ WOOD Engineering, sua>Ecr 5P/RAL snEETNo. 59 oF..�. WOOD Engineering,Inc. SrAIRhvAY 85-62 STAIRWAY Joss°. Jos No a�ryyy 65-62 amortswf�zv',tawune,�'�vw4fo+ Dalt: 3-/9-18 r rr ran BOULEVARD ULE kaasr 3-14-16 10040 FOOTHILL BOULEVARD PIM THE IRON RANCHOCUCAMONGA.CA9911730 wn THE/R0N °A' W, cyRANCHO zCU FAX A,CA9 730 SHOP DESIGNED BY v.W. (909)989-2087 - FAX(909)989-8106 SHOP DEe%9L +9Y =-'. TREAD 0E5/6N I/6"STEEL MlN TREAD DES/GN I/6"CONS) 3 # N/A CHECK TREAD AT GONG. LOAD CASE I TREAD SUMMARY.- 100 P.S.F. OR 300#"G.L. �r AVO. ( Al• PL/6 = 300(17.8)/6 = 540"# i 17.6" 2'-6"MN. RAD. PARYIAC FIXITY ,I, qt ,3-O"MAX. RAD. CONSIDER 2-I'AAY ACTION IV 12"EFFg0TIVE WIDTH CASE/ 2 Fav FOR 6....T.m a!NAM •Z-4 TREAD 5 = 12(0.125)=2/6 = 003/3 I = 12(0.125)15/12 = 0.00/453nl u ` MA = 0.03/30.75 x 36+rs./J = 643"# x 640"#o.K, ��tt��I, V 4 =1(300/2)(17.6)3.1474?(-24E6)0.001453J -__ ` = 0.078 . . //!6"NOT GRIT/CAL � '•-�j CHECK 300#G.L. AT ENP OF TREAD CASE 2 4 //8"STEEL PLATE 1/R' TO L =.2/"MAX yT' 3-0"RADIUS(6'-0"D/AM), P= 500# 300# r 5/16"4-6 - ATE -4„ M= 300(./)/4 = 1575# MEAD ( `TO 3=6"RADIUS(7-O"D CK. L2"x2"x!/6"(CON5ERV) • `;p CJP TO COLUMN,/ N/A oli I 1 I\1/4 Fb =.22,000 P5.1. 1 ry 5 = 0./.31 ® TREAD ry MA = 0.131 x 22000 ` ?„ =2,882"# )575# J! 4 =I3OO(2//.60/42(24E6J0./90J CASE 2 = 0.003 NOr cRrricAL NOTE:- BALLUSTER5 WILL ALSO TRANSFER 500#LOAD COLUMN-�� //8 2"LIP MAYBE TO HANDRAIL AND p/STRlt3/JTE TO SIPS OF TREAD I{-SE: Ye"PLATE MIN. FOR 7=O"D/AM. MAX. 2'-b"RApIUS (6'-7" TO 7-O"EXAMREQUIRES 5/16" FOR STRENGTH AT COLUMN) OMITTED AT WOOD Engineering,Inc. suBlEcr SPIRAL smarNo. 6/ or�, WOOD Engineering,Inc. suBaEcr SPIRAL sNEETNo. 62 OF druortnr STAIRWAY 85-82 sncoum 5TAIRfrYAY nZ41=1 J„to. ,�lifsbwielbleivOmen ��___- .wB t+o. 85-82 Owitpt RANCHO io cCbonsenbu rv� 91730 Fax THE IRON DATE 3-19-18 RAN amu"BOULEVARD GA,CA 91730 FoR THE IRON DATE 3-19-/8 (909)989-2087 • FAX(909)989-8106 SHOP DESIGNED ST :--4(ht. (909)989-2087 • FAX(909)989.8106 SHOP DESIGN®BY v.W. TREAD DES/6N 3//6"ALUMINUM TREAD DES/6N 3//6"ALUMINUM SECTION PROPERTIES R = 0.375 SECT/ON PROPERTIES(CONT.) •052-8'32 R= 0.188 /x = 3.253/N.4 Ftv = 51 K.S.I. 1. }--- it 3.Sxt = 253/1.52,64 = 08 IN.3 Fly =.23 KS.1. Sxc = 3.253/2.436 = 1.34 IN3 Fcy = O.9 Fly =20,7 K.S.I.,X- --:\-___ r `- X / = 3./64/N. 4 Fyuw =2565.1. +11 Sy =3.164/1.5 = 2.111N".3 Ftyry = 9.5KS.1. V: Ni Fcyn, = 0.9(9.5)= 8.55 K.5.1. NNt j (6599-2)ALLOWABLE STRESSES(VELD AFFEGTEP AREA/ N. y ' - ¢ = 0./88 ` bO/t =3.625/0.188 A, = l�15(9.5 .3.5(0.079) J1.5011.500, =/9.3)6.69 = 6.bq t 35.9 .0002 x = Gbr/3.5 = 136.3/3.5 Y r Pb =66r -3.51.21a-(b/t) = 58.9 SECTION(0.188) _ l6./-3.5(0.079)(19.3) = 16.1 -5.34 = /0.76 K.S.I. 1/2"= I" REGIONS MA = /.34(!0.76)/1.65= 8,738;#, 6,304'# Area: 1.952 /00#SNOW 6'-O"01,4M. Perimeter: 21,142 Bound/ng box: X -1.500 -- 1.500 YIELD AND RUPTURE Y.• -2.436 -- 1.564 1.55Fcyv/1.65 = 15(1..34)(8.55)/1.65 = /0,415 "#. 8,738 Centrofd.• X 0000 Y.• 0000 CONS/PER Z= 5, CONSERVATIVE Moments of inertia: X.• . 253 Y.• 3./64 FturvZ/199 = 25(1.34)//.95= 17180 .'.>8,738 Product of Inertia: XY.- 0.000 Radii of(gyration: X• 1.291 Y: 1.273 .: MA = 8,7.38"#Aar,.. Princlpa!moments and X-Y directions about centroid: NOTE: 1: 3.164 atony[0000-1.000] LATERAL TORSIONAL BUCKLING IS N/A. J .9253 along 11.000 0 000] SEE COMMENTARY F.4. WOOD Engineering,Inc. stow= SPIRAL sNEErNa. 63 o9_ WOOD Engineering,LSC. sual�r SPIRAL s0EErN0.6'¢OF_,._ syuDnrstrr STAIRWAY 85-B2 ySTAIRWAY 85-82 re I roe No,toonosmemaratkommiovarsory r lik lJON No. RANCHO Don FOOTHILL cBOULEVARD91750 Fox THE IRON DATE 3-19-18_ 1G340Ha c OTHInUO BOULEVARD VA 4,yso D++T 3-19-18 (909)989-2087 - FAX(909)989-8106 SHOP wx .THE IRON D oNEo sv - .W. (x093 989-2087 - FAX(909)9894306 SHOP DESIGNED By .-".W. TREAD DESIGN 3/16"ALUMINUM TREAD DESIGN 3/16"ALUMINUM GHEGK DEFLECT/ON X52-832 CHECK TORSION W/300#C.L. �' RV-` 32-892 ••.----GONS£eV.s=o"MAX (NOT GR/TICAL IN/UV/FORM LOAD) 7-0'D/AM. FLAM 7-O"D/AMHz A l A = FL19./5E7 M0 x = 6, 75'#(SHT; 29) PT: A _ /50(40.5)3/5(!0./E6).32.5 �H = 0/0/ = 21./800?21./960 Mx = 150a ........4.- a- .y /50(10..88) 5'-O"DlAM. = I632"# i 4 = 150(26.51"3/3(10.1E615.25 „_ NAL__. = 0.032" 087Mz = i,42O`' " Q COMPARED TO HANDRAIL d = 0240 50V. (5H7: 50) l3 Ti0N i v1- `� FACTOR 7'-O"T2/AM. = 0.101/0.24 i ('i VH = = 0.42 OR 42 5g OF 300#/5 14,420///I ! 256 D(STRlBUTED TO = 9/O#(TORSIONAL SHEAR) 0.16:3" RESIST TORSION 300„ 1 FACTOR 5'-0"0/AM. = 0.032/024 Vv = 900#/2 SECTION = 0.13 OR 1.3A•OF 300#/5 = 150#(VERTICAL SHEAR, SHT. 29) (Ar COL. DISTRIBUTED TO RESIST TORSION. AH = 0x0±188 /50 I CONCLUSION: CONS/DER/35K OF TORSIONAL MOMENT - X564.30.1N.----6OV. IS RES/STEP BY HANDRAIL. OR 1) AH =2x1.56x0.188 (CONSERVATIVE FOR 7=0"DIAM). = 0.566 o = /d.88", FOR: HANDRAILS SHOWN ON SHT 5O Av =2 x 4"x 0.188 SECTION = 150 USE: HANDRAILS TO RESIST/316 OF TORSIONAL MOMENT (AT BALLUSTER5) IN TREADS. FOR TREAD DE5/6N iv 3/16"ALUMINUM 4.4 COMBINED SHEAR AND B5NDIN6 USE 8796 OF TORSIONAL MOMENT FOR TREAD DES/6N. (YELP AFFECTED AREA) (CONSERVATIVE FOR 7-0"D/AM.) f fit, \1? fs )-2 c 1.0 eAf2) (Fb/,Q)/( Fa/,f?) , J. , SUBJECT.5P/RAL SIW �'S oF_ WOOD Engineering,Inc. s`a'e SrPIRRAL SE`s b6 0F_-_ WOOD Ea STAIRWAY 35-62,._ -Ntin� xsera. 0.5-02 ttvirkftrrooa+ cmmorm&Ra annr a, 3-19-/6 va8 aua�oaa�n !ATE 3-19-1t3 10340FOOTHIU.BOU BOULEVARD THE IRON 10CM)FOOTHILL BOULEVARD Fon THE IRON RANCHO CUCAMONGA.CA 91730 SHOP DESIGNED er""'�.w. RANCHO CUCAMONGA.CA 91730SHOP DESIGN®6Y v.w. (909)989-2087 - FAX(909)989-8106 (909)9892087 - FAX(909)989.8106 TREAD DE5IIN 3/16"ALUMINUM TREAD DE5/6N 5/16"ALUMINUM 5052-H32 4.4 C0/.150145,SHEAR AND BENDING 5052-H52 GK CONNECTION go COLUMN �7=p"D/AM. (WELD AFFECTED AREA) 7-`O�D IAM. " 0 GJP BY INSPECTION, USE COMPLETE MA }2 + VVA {2+ VNA /2 l.O JOINT PENETRATION PVELD TO \ DEVELOPS STRENGTH OF MEMBER. Ftury = 35 K.5.1. /WELD) M= 6,075'# Ftuw =25 K5/. (5052-H32) ri .-;) MA = 6,733"#,)8,7/0 U5ED BELOW O K d: USE: HELP PER DETAIL W/ 0-51 5HEAR 5356 WELD FILLER FOR RUPTURE o 5052 ro 5052 OR 5052 • Vn = (Fsu( T -Arvz)/kt) #Fsvry Arvz = 15.0 Awz Fsvry = 0.6Fty TO 606/-T6. 1, 500" 1, VA = Vn/.(d = (150/1.95)Arvz = 7.69Arvz = 0.6(25) = 150 EFFECTIVE SECTION Y/EL12/N6 OR BUGKL,ING CHECK TREAD e� CONCENTRATED LOAD I,/t = 4/0.186 =21.3 (222 At = (BS -Foy)/3.0Ds ... Fs = Fsyry = 0.6 x 9.5= 5.70 = 73-0.6 x 9.5) (BY/NSPECTION, /00 P.SF LESS CRITICAL) 030(0.024) EDGE STIFFENER Vn = F50( -Awz)+FSrrAWz =5.7Arvz = 222FOR 5'-6"D/AM. VA =(..7//.65)Arvz = 3.45,4vz ( 7.69Arvz 6" d GREATER .: VA = 3.45Arvz OR Fv = 3.45 K. ./. )3.30 K../.USED aELow OK 1.6"1 vv=500#/2 150# 5f k �' _ _ .4=1Z304#' � ��k� V =AvFv-(!.5X3.30) = 4,950# Q IT LONG. 0 4 VN = 9/0# VHA =AHFV VHA =(0564)(330) _ /,861# �� LOAD n, ry h= Q 6,075 ? 150 9/D 2 'I 6,7/0 + 4,950 + 701 64 } c/.O GApg I %--‘z 500#ON 6„ (0.702 +(0.030)2 +(0.49)2 2"x2"50 (0.49) +000 +0.24 = 0.73(1.00 (4 50. /N.) U5E: 03 x 4 x 3/16"KIN. 5052-H32 ALUMINUM 12 TREAD SECTION FOR 6'-0"MAX DIAM. W/rH TREAD PLAN 5'-0"DiAM TO 7'-O"D/AM. 100 P.S.F. L.L. 8 300#C.L. AL WOOD Engineering,Inc , 5P'RALsmarm--C7--w- WOOD Fngiu nB► ��S5PP/IRRAL sl�rNo.d8 aF_.__ma No. as-a2 stmomrstriasomba STAIRWAY ma lm. 65-62 souswitawhativ OMMIlfathsMak cw4r1 3-19-16 raNmsw rIZI uw+ a� 3-1q-18 10040 FOOTHILL BOULEVARDlam soAI.EVARa . THE IRON RANCHO CUCAMONGA.CA 91730 �a TH5 OP IRON DESIGNED ay w. (9 2087 MFFA)c(90?)989-8106 `5HOP DESKOM s a� =�.w (909)989-2087 • FAX(909)9898106 TREAD DE51GN 3/16"ALUMINUM TREAD PES/6N 3/16"ALUMINUM 5052-H32 CHECK 300#G.L. AT ENP OF TREAD CASE 2(CONT.) CHECK TRSAD Al CONC. LOAD CASE 1 7=0"D/AM. # AV, _/ CK L2"x,2"x 5/16"(GONSERV)(CONT) M= PL/6 = 300(17.8)/6 = 890'# eoxs Rv. A =I300(2/3J/(192(10./E6)0.266J=0.005 Nor CR/TICAL ."-----PARr/AL NAM" CONSIDER 2-WAY ACTION W/12"EFFECTIVE WIDTH t I NOTE: BALLU5TER5 WILL AL50 TRANSFER 300#LOAD YIELD/N6 (Z= 12(0.136)2/4 = 0.106 /N"3) I178' TO HANDRAIL AND DISTRIBUTE TO SIDE OF TREAD. Mnp= Z.Fey - G�106a(-20.7 =2.14"k __ k '� f," .. , i PLA7E5052-N92 OR (5t = 12(0•/66)2/6 = 0.0707 IN 3) A,SE I FOR 6=-0"D/AM MAX Mnp = L55t Fty =.2.5'0.0707)23 =2.44'k OR (5c = St) TREAD SUMMARY 100 P.5.F. OR 300#G.L. Mn - I.5Se Fc = 1.5(0.0707)20.7=.2.20'* 2. 2=6"M/N. RAD. f MAp=2.19//.65 y /.33 k j 0.89'k 2II f 3=0"MAX RAP. RUPTURE V r Mnp = Z Ftu/kt = 0.106(3/)/1.O = 3.29 (h U - ' y 1 MA = 3.2'7/1.95= 1.69'k.0.6G1'k '` i 0 4 =((300/2)(17.8)5L(!92(/O.IE6)0.00665J = 0.066 06"Nor GR/774A1- `` ,J TREAD CHECK 500#G.L. AT END OF TREAD CASE 2 500# m 5/16"ALUMINUM PLATE L = 2!"MAX 5052-H52 PV/5356 WELD P= 300# r b TREAD FILLER AT WELDS M= 900(21)/4 = 1,575'# I 2"LIP MAY BE �i r0 COLUMN OMITTED AT CK. L2"x 2"x 3/16"(CONSERV) • h GJP 2 =6"RADIUS b/t =-2/(5/161 = 10.7 , �2 � 2" 1,. % 'O^ TREAD (15.5 N Fa = /7.1 -055.2(/0.7) = /1,19 GA5E2 • Fb = 11,!90 P.5.1. _ 5 = 0./86 '� MA = 0'166 x 11,140 =2,062"#) /,575"# COLUMN 1/01 S• • WOOD Engineering,Inc. soa==r SPIRAL sHEErNo. 69 OF_ WOOD Engineering,LIR. SU8JECr 5P/RAL SHEET NO. 70 OF_ abunrraa STAIRWAY swim* 5TA/RWAY nams„.4, JOB NO.._65=82�. JOB NO. g5-82 1 Toarrnamivon BOULEVARDDiG 3-19-IB a .ara ,asw RANCHO FOOTHILL oa+arr,,CA 91730 ran THE IRON axanad004°ao c�. �cxBa6�CA 917ao FOR THE IRON °A'° 3-/q-/8 (909)989-2087 • FAX(909)969.8106 SHOP OEGIGN8)BY =-'.W W. (909)989-2087 - FAX(909)989-3106 5HOP orsaGrener =..W. Y 100# 111 TREAD D/MENS26 NS�tN1MUM 6i^ . 314 j' TREAD CONNECT/ON DESJ6N COLLAR COLUMN O 2" TUBE SPINDLE TREAD TO COLLAR i` Ro -SEE SCHEDULE (TYPICAL) 3" TREAD WIDTH �.I ' SAME REVQUS 5H.EET50LUMN. D�111II 4"0.12 44 i PIPE , COLLAR fi V= 300# C.-IF STEP �t l/64" u _ a1E� 1 ' i W • . 5/I6"D/A. U V v / m SET SCREW - - - ^ -. _A _,, u1 COLLAR n Silliiiiiiiiiiiiiiirt -�,. • GJP EA. SIDE' D DOLLAR TO COLUMN OF STEP ttlii SNII* ILI <K VMAx. = 300#G.L. (290#SNOIN) I\. .156"= 10 /64" Ro G" !b" SET SCREW BEAR/NG AREA DUE r0 SET SCREW <sorzens 30" /4.78" 6.19" A =Iir(0.2O5)/2 # ir(O./56)/2.,0?056(4) = 0_0352/N"2 C =(Ra SIN(3O/2) -03752.2 / 53" 16.53" 6.31" 1'v =300/0.0352 ub¢"Pe Y - Ro -2+ Y ` ,,'I/ 36" 17.88" A41" = B,S��P.S.I. t 14,400 P.51. (57EEL SHEAR) 325 - C :' 39" 19.43" 8.5" e 12000 P.S.I. (ALUMIA9/M SHEAR 0061-76 CCL) CHK(2)#12 5.D.5.r 5 M5, TEKS OR EQUAL (ENS/NEERIN6 b _ 325 42" 20 99" 6.57" 1.7/AM = 0.209 MIN ROOT:NAM. = 0.157 MIN. DATA FOR Y t L2 Y 3.25" ALUMINUM A = (0.157):2 9r/4 = 00144 57-JX 7L+RE5 CHECK FOR Ro =30" A. VALLOW = 0.0194 x/0 K.S.J. x2 = 388#.300#PO. 40, 14751 Y .30-2+ Y ry N VALLOIN = 885#/.300#E.5.R-1976 TABLES 4 8 5 .925 - 14.78 Y= 7.89" I USE• J. (2)#/2 5 L?5.T.S.M,5., TEKS OR EQUAL L A. 0/TY R.R.R. 259/5 G.G. E.5.R.-1876. 5CREfY5 IN ALUM/NUM 6 - 3.25 SHALL SE COATED OR PLATED CARSON STEEL. WHEN 7.89# 12 7.89 II II EXPOSED ro THE WEATHER, THEY SHALL BE AUSTENITIC b = 8.19" k "0" k 5TA/NLE55 STEEL. 5E5 5.4./.ALUMINUM DES/6N MANUAL. WOOD Engineering'Inc. sueaEcr 5P/RAL sHEEYNo. 71 OF_.� WOOD�n Dn. r swum- SPIRAL SHEET NO. 72 OF____ Obtety elka NIST 5TA/RWAY 85-52 ,. STAIRWAY 65-62 rnsAfers , loerao, MIN JOB NO. RANCHO 703400 FOOTHILLBOULEVARDoCA91730 FGR THE IRON EY1E 3-I9-/8 Ixnnx 0 o BOULEVARD 730 foB THE IRON PATE 3-/9-16 0209)989.2087 - FAX(909)989-8106 SHOP DESIGNED BV :-...1.4). 09093 989-2087 - FAX c9Ow 989-8106 5HOP DESIGNED 8v =-"-W- LAND/N6 DE5/6N 6-0"D/AM MAX. LAND/NG DES/6N STEEL I ALUMINUM 7'-0"DIA. STAIR/5 CRITICAL 7'-0"DIA. STAIR 15 CRITICAL 6�O"!NAM. MAX. - - \h ' q LDE6REE • R 10 0E6 I. 4� 1 \ ilJ5T1FF5NERS 1 1/6"STEEL �� r� LOAD TO 3/16"ALUMINUM 1 �� AddlikEDGE ' /� f Y ``e. �`1 1, r if O DEaS 1 \ 1. " -.� I TYPICAL RIB + ` ,1 m STIFFENER"17W- �t v � a0• P STIFFENERS �e , /~ Q 1/4"STEEL \�.. ♦ \ \ Q f/ 3/6"ALUMINUM %.. LOAD ro 0/l, ......1_ STIFFENER ��II �A •-% ` 60 DESREE LANDING PLAN r--�/ ; ♦p`r 1AP' DIMENSIONS TABLE __ `, o :/AM. X=0/2 # 1" Y-X/-✓2 X/2 LI=-f,(XJ2" X/3 X13 X/3 , {% 5-O" 3I" 22.0 15.5" 41.6" 5-6" 34" 24.0" /7.0" 46.0" X= 43"MAX. 6=,r„ „ 6. , /„., Ifo. N/A 6'-6" 40" 2-2" 200" 54.6" 40 PESREELAND/N6 PLAN 7=0" 43" 30.4" 21.5" 586" 3f REFER TO NEXT SHEET FOR DETAILS B N0TE5 *REFER TO PREVIOUS SHEET FOR DETAILS $ NOTES I sums= SPIRAL SNEEf No. 74 OF sucr SPIRAL r . 7�oF� WOOD Engineering,Inc. STAIRWAY 85-82 WOODEngineering,Artear5TA/RWAY Jnerm. 65-82 sh•ea..'sDroes►o xis No._ aitainnMrN ariatair 0040 F re`a BOULEVARD 544-16 100 FOOTHILL BOULEVARD ma THE IRON 0Al2 .5 /A/8 raulOsata 1l 40 FOCIHI4L BOULEVARD Fon THE IRON R,q yi0 CUCAMONGA,CA 91730 HOP oaicr®ev .-'w RANCHO CUCAMONGA,- FAX(9 )9 91730 .SHOP ammo ea 'I.....w. (909)989-2087 - FAX(909)989-8106 (909 989-z08� FAX c90�9e9-e+1aeSTEEL OR ALUMINUM LA/JDIN6 DE5/6N STEEL d ALUMINUM LANDING(26516Nm = (13.1/!2)(1!0)2 6=0"D/AM. MAX =240#/' 1/6"5TEE4 PECK OR 5/16"ALUMINUM(CONT.OVER 2 SPANS) 1/6"STEEL PECK OR.3/16"ALUMINUM W = 502# Lt+Ax = I6" 5 = /20251-2/6 =0.03 1 = 12(0.12511342 = 0002 1/4"x 2"R!B CASE 2 .Aaiiiiii M= ll0x(1.33) 2(15)=292# =523" fn =242/203 = 9729<-22 K.S.I, s57M. --sar Al n7 L =(240/2)(4.14)= 502# OR 20.7/1.65= 1254 KS.!.ALUM1tdMA M=502(50.31/6 = 4,203"4 231# 50.3"(4.142 231# CXy59(100A33%4 1,726= 0.027 t L/360(044)O.K. fn = 4.206/(2 x O./3U 4 __ O. 29 E6 x 0.002 = /6,061 e 22 K5.1. snit.OR 11,190 P.5,1.Aufata4 O.K. U5E 5/6"RIB FOR ALUMINUM rt = 31 S =0097" fn =4,206/(2x1..36,)/(1/6).)Els =2956x0.002=56,000 do(24B6).2 x.190 = 10,707# El AW.IALIN = 10/E6 x 0.00665 =67,165 56,000 O.K. Q Lt. _000/1/0K0.047)= 2036 r L/36O(2/4)OK. soma roarrw aim I 4/5E• I/6"STEEL OR.5/76"ALUMINUM 1 �f 2 Al. CHECK 3/16"ALUMINUM PLATE TO SPAN/6"MAX. s El srci. =2956 x 2 x 2140= /1.0.256 E/At.uvrn `✓ _ 101E6 x 2 x 0266 =5.4156 LANG/N6 EOM GA5E/(44"GDNSERV) N 4 Aub-ii = 2066(/!.02/5.41)= 0.16 F+ 0.14 OK, sow=wily ArLW L = 44" W= 267# • 11. I/8„ CASE 1 1/4"x 2"STEEL RIB OR 3/6"ALUMINUM RIO M= 0/263(267)44"= 1507# 11135 A5 SHOWN IN CASE 2 .! LANP/N6 PLAN. d _ 0.0/504(26 7)(44,5 = 0.054 <L/360(12) 29 Ed(0/90) LA65 AT SUPPORT 6 ----- 1/6 r-2-6.OR r tine t 2•x 2"X 14,` ^,,.-vir..07 DP=25/0 k 1/2"O/A.x 4",LA6 W/I/B"57-554 B H.F(3"PEN) fn =/507/2/3/ = 11504 P.S./. c22 KS.I. sr t OR J,',190 P3 aV oAuk(x Z.t = 130#(3/(6 x l/2))= 46# I W=.267# #tAas =25/#/430=2.6 5A7"3 .0,1/4"STEEL 14155 1/6"STEEL OR ALUMINUM ( I 1,335(110# 3/43"ALUMINUM PLATE 14/2"EDGE6E LIP1 � = 146 GK. ENTIRE LANO/N6 GA5E2 P=(35 x 55)/100 = 4346# P/2 = 1,346#/2 =674# #mss =674#/96#=6.4 SAY 6 84# 178# I Ute. (6)1/2"DIA. x 4"LA65 MIN. 44"(3.667 susacr SPIRAL steres. 5 OF.�... WOOD Engineering,Inc. SUBJECT TAIRi2 L tto. 76SHEET OF___ WOOD imponvfmnirdnv STAIRWAY AMMO. 85_32 .____ 85-82 eomnerdia'loan a+deawm , .m�siweriaBat" rdiaON + _ 3-I9-18 -- �� -14-IS 100A0 Foolt18i 80ULEVARD THE IRON 10020 FcxYAM 8 GA,CA 91730 aoe THE IRON RANCHO CUCAMONGA,CA 91730 SHOP 0esx By _.w. RANCHO C7 . FA C0A,GA SHOP DESIGNED sr �.w. (909)989-2087 - FAX(909)989-eta, (9f1D)989-2087 FAX(909)989.8106 STEEL COLUMN/:7E.51611/ ALUMINUM COLUMN 05316N f.-430 aye 6 -0"O/AM. MAX6061-T6 Prux at- =(0001112".2)/4)1.25)= 46.170'2# 100 P.5 F SNOW TRY PIPE 3 1/2"PIAM. SCHEIa'ULE 60(TABLE 22) PAOUC 0,vanz -1(96.172"«1/2= 49.0922# A =566/N.2 1 =6.26IN."4 S =3.14/N.5 r= 1.3/ XP„ALA,s R =56 Z= 4.32/N.3 a = 04244R OR 2.2/22211 E Pr s•2 L7k OR 2,120# Mr =225*+1,620#=3,6705(OR 46,440"# MraAx =49.092 2/DaL22D)_/0422 31,:-te. SNOY P egi Mrwx =49042"2+(70/100)48.170"2=56.9/2 2# (E2)COLUMN eIA KL/N6 2 =KL/r> /.0(/44)//91 = I/O TRY PIPE 3 1/2"D-/AM,X-S1RON6.•A =3.431/(;2.•5=.2 971,3•r= 1.31. �2-l1 p c-=P%SS 2 t =t -F/. /4c hntAx =1200' Kiln x_110 Fa= 11.3 =(39.4 -35J/CJ246 = 17.69 1 D=6.0' Peen =2.125( fax 2.12/3.4.9 =0.62 K S/. 0.0.5(5.14/1"200.156)/01(22"2 2.7 =GG 65.7 Mao =/0.42(6.0)3=2.25k fn =2.2 1?112.47-= 409 K5./. = 7, 00 P91 fn fa __ 9.09 + 67-°-=-2.=034+0.05=244 e I.0 USE• Pc = 7,000 x 3.66/1.65= 15,612# Fn + Fa cz66235J 11.5 9r can= lartnirN&7H CHK.LAT. ON COLUMN 1 t a'/8+Y1N£GRtrrAL"IAN. (85-451 COMPRESS/ON ON 5/-EMENT y¢ Pas F'YJR AX/A4 CN4.Y, a,t =2231-Fc �tJ 2 Rb/t =5.6<277 I1 W NIND = 90 P.L.F. (5HT 10) 747# P e 20/F HELPED =((43.2-35//1556)"2 Vt exa (1.242)10 =540# .: Fc =Fay =35 K.5.1., 7,000 P.5.1. =27.7 Wswav =(020 x 96.17D"2= 707# NOT GRIT. Via. =0.34/N No =(n•(6)2/4)x!0#x1.25=353# _ W =0.391(707#+353#)/12=35 P.L.F. e 40.P.L.F- ^ (355.4)PLEXURA6Lt MP ESSIV STRESS ON ELEMENT M= _ (12/2)35=2100 N Fb =Btb-Dtb(Rb/tl O.5 FOR 7RANSVER5E WELD AFFECTED fI= 902/2 21/6 7 =6.5 rt =64,6-4.455(5.67'05 AREA ON COLUMN AT TREAD,IT/5 Fa=!.62X12/2.47 =655 2.51. X =54.06,35.0 Pcy CONSIDERED THAT TREAD FLANGES Fax =(110/100.1140.1712"2115.45= 113 K5.1. REINFORCE COLUMN TO OFFSET *comelier)46.(5+D+W+ate 86# o.0.70 s r r,) (F2)FLL= WOOD Engineering,inc. swam- 5P/RAL SHEETNO. 77 aF.._,_ WOOD Engineering,Inc. SUBJECT SPIRAL SHEET NO. 7B OF�� a w STAIRWAY 65-62 STAIRWAY 8$_82 JDB H0. JOB ND.__. ...._._. ear 0 u THILL 6 irao Mil THE IRON DATE 349-18 1 FO TH BOULEVARD �, THE IRON - DATE 3-%9=18 (909)989-2087 - FAX(909)989-8106 SHOP DESIGNED BY :�.w. (909)X2877-FAX(909)98ONGA,CA9-8106 SHOP DESIGNED BY :�.w. COLUMN 0E516N BEARING PLATE 6'--0"D/A/4, /00#SNOW COME/NEP FORCES a a =5-2.0= 3.00 }>></-a KAI/PG)+(Mr•/Mc)_(?120#/15,612)+(46,400/54,/00) A = 76,54IN"2 7" = 0.135+0.552 M=((300)?/2)P/A = 0687 t 1.0 C M= 4.50 P/A'# 3//2"DTA COL. 0.17.P./A4" 3 1/2"D/A COL. D.D. = 4" 4 =[5(90)(/2 40,,720,11/384(/O.IE6)5.44J 10"P/A. a = 4,449-2.0=2.949" = 0.70"=1/206 (L4,60 OK 6'.-0"DIA. W//O"D/A, OR '7"50. PLATE M= ((2.85):2/2)P/A/IN. P= 3,886#01 /-STORY A = 49 IN'12 A = ,T(.12^22/4 = 3.14(/0 2)/4 = 76.5 M= 4.35 P/A 4/.55:: w = 3,866/76.5 = 49.5 PSI M= 49..5300:2)/2 =223'# PIPE 3 1/2"0IA.X-STRONG STEEL A53 SR.B OR PIPE 3//2"DIA_ SCHEDULE BO ALUMINUM 606/-T6 CK 1/4"PLATE 13/6"PLATE/ COLUMN FOR STAIR DIA. OP 6'-0"MAX. S = /(025"2)/6 = 00/04 IN.-510.0254 IN.3J AL r STEEL 1155 4000x0.313"OR ALUM/NUM ROUND TUBE Z= /.0(0.25)2/`r = O.O/56/N."3 X0.0352 tN 3J 4.000"OD.x 03/2"HALL 6061-T6. MA 5TE = 0.010410.75x36,0002 =261"#)223"# -G42N9ERVA77VE PER A./.5.G.t4M Evlr/aN Al.?K YELP 6061-T6. Ply = 24, Fly = Fay = /5 K.S.I. .oA cmaAnz l FOOT/NG DESIGN Mala =Z Fey = 0.0352(15) = 0.527"k Pry =1(/00+10)gr"2/4JI.25 Mir = 1.5(0.0234)/5 = 0327'k = 108.012= 1060/12 MG = 0.527/1.65 = 0.3/9'k =3,886# RUPTURE Mnu =__Z Fty/kt = 0.0352(24)/1.0 =0.645"k SOIL BRNG. NET= 1,500- 150 = 43.50 FSF Mc = 1.845/1.45 = 0.433'k}0.3/9 .: Mc = 0314'k x223# 50 PTHC - P -1'1W- - /.70'SAY 22"SQ PLATE GGNVNEGT/ON 50/L BRN6 - - V= 747#NOT CRITICAL ((4)3/6"4T HILT'KW/K BOLT T,2 ' E USE sea- DE5/6N--� 11/2"MIN. EFFECTIVE EMBED) USE: 10"01A.MIN. OR 7"5p. MIN.X 1/4"A36 STEEL PLATE OR 3/6" ! 22"50 x 12"PEEP FOOTING 6061-T6 ALUM/NUM)FOR 6=0"MAX.PIA.AND ONE STORY 1 4-3/0"DIA. roR 6=-0"MAX /-STORY STAIR. MIN.HILT/KW/K BOLT TZ ANCHORS,(TORQUE 25 PT.-L5),,2"MIN.EFFECTIVE 1,500 P.S.P. SOIL. EMBED/N2 5/8"MIN HOLE: .2 1/2"M/N EDGE DISTANCE. E.S.R-I4/7 05-01-15,REV.SEPT.2016 L.A.RR,25701.(05-01-17)4"MIN SLAB. WOOD Engineering,Inc. SUBJECT 5PIRAL SHEEr No. oFoF_.__ WOOD Enameling, . suLJEcr 5P/RAL SHEET NO. 80 OF 6Ynot V/SoeMrn 5TA/R61AY 65-62 STA/RWAY 1iakrrinf' JOB No. JOB No. 03-62 RANCHO FOOTHILL OTHCUCAONOGAECAA91730 ma THE IRON 3-19-18 r arrostattralairloaltillarinollain tr Bou vaso THE I/?ON DATE 3 1�"l8 [9097 989-2097 - FAX(909)989-8106 SHOP DEIGNED BY -..".(Al. c9�� FAXHO (909) 10e- _ .......:SHOP OEsseV �":w. COLUMN 6'.-0"D/A.X.24=0"HIGH SPIRAL STAIRWAY COLUMN DE5/SN 6-0"D/A. X 24'HIGH 2-STORY (LATERAL SUPPORT LANDING AT/2=0) ,.-900 DEG.2-STORY 100 P.S.F. SNOW 3rd FLOOR Pmax =2.5(1/0 PSF),rO".2/4 m"LANDING '✓�� 4"O.D. COLUMN " =2/61712# J COLUMN SLEEVE =2/6(6):2LAND/NG = 7776# _ /Mev =2.25k(SPIT. 7.5) ~. TYP.. TREAD N1 rro = /620#(SPIT.COLLAR M= (250 +1,620)12 = 46,440'#4-5/16'DIA. SET SCREWS ..-"- --- 4" ,4"O.D. COLUMN GK PIPE 3 1/2"D/A. X-STRONG(SHT. 75) DETAIL /0 Pa = 7776#/3.43 = 2.27 K.5.1. fa/Fa =227/11.3 = 020 h 0 , ilk 2nd FLOOR HP = 46,440/2.97= /564 '`l (`I j � LANDIN6" Jj'r fb/Pa = 15.64/0.66(35) = 0.664. t 19/PE 3 1/2" Mr X-STRONG STEEL OR COMB/NEO - PIPE 3//2" 0.20 +0.68 = 0.88 (1.0 SCHEDULE 60 ._ ALUMINUM 606/-T6. D 4"0.12 USE: PIPE 3 1/2"0/A. EXTRA STRONG "` ASS GRAPE B STEEL 4a a 10"PTA.X//2"BEARING PLATE W/(4)3/6"D/A. HILT/KINIK BOLT TZ �� _ 1st FLOOR Pnuvc INN .2'-6"50. X/6"DP. 574/R EIV'e4T/ply(„ PAP FOOTING a a, a sum= SPIRAL sGBI:INo. B! oF� woes EngineeHo6+�a SUST74i- Y SHERIND. 82 OF_ aumalechow WOOD STA/RNA?' .IrBNo. B5 62 .bsNo. 55- 62 nwar Amm'ard rmr ante ... 3-14-18 X40 F 011-3 .BOULEVARD r DAI 3-19-/8 10040 FOOT ILL BOULEVARD pap THE IRON 10040 Foolwu wB THE IRON RANCHO CUCAMONGA,CA 91730 SHOP DESIGNED BY :..�.w. RANCHO CUCAMONGA.CA 91730 SHOP DIMMED BY =-•w. (909>989.2097 • FAX(909)489-810b (909)989-2087 - FAX(109)489.8106 s" r/AM, x 24'HkSH ALUMINUM COLUMN DE51GN 2-STORY GOLD N DES/G� - 6)'98941°6= 100#SNOW TRY PIPE 3 1/2"D/AM SCHEDULE BO 6061-TES BASE PLATE 6'DIA.X 24'HIGN BY COMPARISON TO 5TEEL COLUMN(5H7:60)AN© I00# ONE STORY ALUMINUM COLUMN(5HT. 76 d 77). 5N01Nd = 5."-2"= 3". 10"D/A.,A=76.5/N 2 Pr= 46,4�, Mt'_ M= ((3 f 2/2)P/A = 4..5(P/A) 44p"�I C P= 7.776 P/A COL. GN- 99.0 PSI a (7,776 ED .50/0.61,2)+05—1. /84,/GY7) M = 49(.5 2)/2 = 446"# 4"O.D. COL. psp#0.55 =I.OS�1.00 O.K. Mr!S GONSERYATl7/E 11/100 SNOW AX/AL PLUS UNBALANCED MOMENT PLU5 CK. 1/2"PLATE(ALUM/NUM YIELD CRITICAL SHT 78) 1001•WIND. Z= 1(05)2/4 = 0.0625 Mc = 0.06250 K.3./) = 0,956"k. 446"# U5E: PIPE 3//.2"D/AM SCHEDULE 80 ALUMINUM 6061-T6.1 CpNNEGT/ON5 BY INSPECTION, 1115E: SAME AS ONE-STORY BUT, 4 II DOUBLESS LAAT MID-LAND/NS. FOOTING 5/ZE • _ 1 P 7776 .'-/5`-/ .......... L J50/L SRN& z 1,5.50 = 2.4'SAY30"50. U5E• 10"PIA. X 1/2"SEAR/NG PLATE(A36 STEEL OR 6061-TES ALUMINUM)A/(4)3/6"D/A. HILTI TZ ANCHORS AND 30"50. X 16"DEEP PAD FOOT/NG!W 1500 P5F SSO/L. 83 WOOD E�lne eft Inc. "'KT 5P/RAL sNL:EIND. 64 of WOOD Et aitwort +Inc. s"B' ' SPIRAL mgNo,*Imm2 O.__oF. bmml/r STAIRWAY �oaLa. 85-82 STAIRWAY �� cm,,.mwi" aumaan .5 9-18 1(�om Foo rHHtuii�vARo wn TWE/RQN LATE 3"14-18 RANCHO FOOTHILL BOULEVARD Epp THE IRON armorgorarrffeatkilawituftawar DAZE RANCHO CUCAMONGA.CA 91730 SHOP DesGANED BY :-�.NG. C7 - FAX CA 97730 SHOP DESIGNS)BY---‘ .w. (409)989-2087 - FAX(909)9848706 0409)989-2087 - FAX(909)989-8106 HANDRAIL HANI7RA/L . CHECK ALUMINUM OR BRASS GK. OAK HANDRAIL CHK. RAIL TO D/STR113 ITE (V • 200 # TO 4 BALLU5TER5 5 ••2(1.75/'2/6 = 1.02/ l 3/4" M= (200/4X21/2)+(200/4X21 +21/2) Pb = 2/00/1.02/ = 2037 OAK HANPRAIL .525"#+ /575 = 2/00 "# 110" Pb = 1150 x 1.5 aE = /725^'2057 /9� AUER O.K. SEE PREVIOUS SHEET ALLOWABLg-MQMEVrS-(SEESHT; 47-51) 10" _ PLAN /1/2"O.P. x I/8"WALL 3003-H14 ALUMINUM 115E:_I 1/4"O.D. X//8"1'1WLL 606/-7-6 ALUM OR MA = 2.3.5"k. 2,/00"# 1 1/2"OD. X 1/8"WALL 3003-H14 ALUM 0K 843-94 STC? H53 BRA55 OR/3/4"X.2"OAK 11/2"O.D. x 1/8"WALL 5RA55 843-94 5777 1/58 HANDRAIL OR I-1/4"Q.D. x 1/4"WALL 543-94 H58 O.K. BY COMPAR/.ar-0N TO ALUMINUM BRA55 11/4"Q.Q. x 1/8"WALL ALUMINUM 6061-T6 Mc = 3./O'k .2,/0O'# l 1/4"O.D. x 1/4"WALL BRASS 543-94 5777. H53 Mc = 2.78k)2.100'# HANDRAIL BALLUSTER 5O# l: 58." TREAD AX. • ......... �,_. 6" • SOL T w ,r I WOOD sua,Bcr 5P/RAL SHEETwo. 85 73:2-- suu,>Ecr 5P/RAL 86 �1�& WOOD Engineering,bee.,ar>+ 5rA/RlNAY wBNo. 65 e>r�n�+c�vn.wra STAIRWAY 85-6.2 7Ay9lEm/yy ,K1B tR7. RANCHO10040 OOTHICUCAMONGA.BOULEVARD CARD FON THE/ROA/ 041E 3-19-16 1 FOOTHILL Bout Dikm .._ :3-19-18 RANCHO CUCAMONGA,CA 91730 THE IRON (909)989-2087 • FAX(909)989.8106 SHOP DESIGNEOBY '--,•,..,. (909)989-2087 - FAX(909)989-8106 SHOP °Em ®Br .U). BALLU5rER ` rA5OI"D/A. 5ALLU6TER AIWAGK 3/4"X 3f4" .5041 O 6> H=38" ;I. (0.3/3 STEEL P= 200/4 = 50# t b/t = 0.63/0.06 = 10.5 M=50 x 38 = /400'wpr A Ap = I.12(E/Fy,O.5 = 1.12(.2=1.66/50E.57`0.5 = 27)105 5 = 0.75((0.751 3 -(0.313)"3J 1 3/4.. 1 ... GOMPAGr. FLANGE LOCAL DUCKLING AND WEB LOCAL 6(075) BUCKLING NOT CRITICAL. = 0.0652 3/4"X 3/4"a EOL T HOLES Z=(0.75/4)((0.751 2 -(03/3122=0.087/ Mn = MP Fy Z= 50,000 x 0.0430= 2,150`# 1.6My = 1.6(50,000)0.0353 = 2,824".>.2,/50"# STEEL Mn/ddb =2,150/1.67 = 1,.267'# [Lbdl/[t2J=)38(7.75/1/[0.75".21=5/ HMAX = 1,267/50 = 257"5AY 25„ [0.08E1/[FyJ=10.08(24E6).1/[36(E3)J= 64)5/ ' H= 38 -25 = !3"6A1"18" ALUM/NUM 606/-T6 Mn = MP = Fy Z 16My " 174 = /0.5 e 33./(TABLE 2-I9, ELEMENT) Mn = 36,000(0.0871) = 5136" FAO = 31.8 K.S.I. )35//.65 NOT CR1 T. I.6My = 1.6(36,000 x 0.06521=3,756'#)3,136# MGria.w =Z Fey//.65 = 0.0430(351/1.65 = 0.912 k Mn/JIb = 3,/368.67= 1,87.6"# 1,100V 1As ab'ER OK MGrtrw = /.5S(Fay roe Fty)/1.65 = (/.5(0.0353)35)/1.65 = I.12"k .50 K5.1.STEEL LSEO Maraprzeze = (Z Feu/WA.95 = (0.0430(38)/14)//.95 = 0.8.687(---60v. ALUMINUM 6061-T6 OAR HMAX. = 838'#/50 = /6.8"5AY 15" Marino =Z Fey/L65 = 00871(35)/165 = I.85"k Marred, = (1.5S(Fay oR Fty)//.65= 1.5(0.0652135/1.65 =2.07"k .58- H =38 - /5 =23" Maw =(Z Ftu/kt)/1.95 =(0.087/((42)//.0)/1.95 = 1.88'k---60V. Mc = /.88 k 1.90 k O.K USE: 3/4"x 3/4"SOLID TO 18"ABOVE TREAD FOR STEEL CK. 3/4"50. x/6 6A. '1 23"FOR ALUMIN/M t 5/4"x 3/4"x/6 GA. (0.060'2 TO P=50# M = 50 x H"=50H'# TOP HANDRAIL (Fy =50 K5.1. STEEL 16061-T6 ALUMINUM) 5 =0.75(0.7,51 3 -0.63(0.6.3)2 6(50.75) = 0.0353 006"ri, 0.6.5'1/0.06" 606" 0.75" Z=1(0.75(0.757'21/41-1(0.6.5(0.6.52"2)/41 / = 0/055- 0.0625= 0.0430 WOOD Engineering,Inc. suasxr 5PIRAL SHEET NO. B7 OF_ WOODc.ring,InsUBJEcr SPIRAL sH&Ti�A- 8 6 of so�mr STA/(WAY mBNO. 85-82 ezN ex v 51A/RINAY jos no Bew. 85-62 CatthrTholilitifte70040 FOOTHILL. n�le 3-19-18 041, �"risati B1 aawtn RANCHO CUCAMONGA.CA 91730 FOB THE IRON RANCHO FOOTHILL CBOULEVARD 730 FON THE/RON�' oa1B 3-/9-/8 (909)989-2087 • FAX(909)989-8106 SHOP DESMED BY T.. .�+') (909)989-2087 " FAX(909)989-8106 SHOP oErorimrrr v.(4t, 50# CHECK INTERMEDIATE RAILS 4"0/C(7YP.) BALLUSTER CONNECTION STEEL OR ,. L = 38"OR 32' CK. I/4"D/A. M..B_ f STAINLESS STEEL Z Va/lasv =0.049 X/OK51 = 490#)_288# mT P s 50#/3 = /7#POINT LOAD CK.BRNG ON TREAD (5O#ON ONE SQ.FTJ A =625 X/AV= 0.03/2 288# R _ `/# 1 Pa/lary = 0.03/2 x 32 K5I = 993#)288# 8„ Al= /7(38)/4 IN = /62'#t/,287"#STEEL r m 4/5E: 1/4"DIA. M.B. IN STEEL OR ALUM 5052-1152 238# <858"#ALUMINUM - 4 (PREVIOUS SHEET) CK. CONNECTION TO TOP RAIL fi - /// l //111111.....*/CHECK BALLUSTER FOR 700# VERT: (COMP. GRT,)ISALLUSTER BY COMPARISON TO 200#LATERAL, P=50 # V= l3#NOr CRIT. m INTERMEDIATE RAILS TYP. r 70.75(0.7573 - 063(0.63)3= 0.3/64 - 0.1575. !21(0.751 2 -(0.63)2f I.2(0.16.56) 0'283 USE: SAME AS BALLUSTER 3/4'x3/4 a/6GA.(0.06)IN/ A CONNECTOR a BOTTOM W/l/4'-20 SCREW 4t 5/l6"SET SCREW SUPPORTED BY CIRCULAR HANDRAIL I CONNECTOR soTOP!N/#/0x3/4"SHEET METAL 5CRE14/. K L/r = L0(38)/0.2435 = 134 FA = 8.32 K5/ BY INSPECTION, SP/RAL STAIRWAY Pa/lary = 01656 X 8.32 = 1.38 k)50# ALUMRITIINUMCAL.NOT 6x6 POST#2 D.F. Fc = 700 E= 1.3E6 E'Acv = 0.4736 C L = 9.O" Pmox = 778 Ie/d= 9x12/5.5 = 196 USE BALLUSTER A5 NOTED ON PREVIO//5 SHT. Fa' = 700 Fae) = 0.822(EM/N,)/[(/e/d '2J= 0.822(O.47E6)47/q.6)2J _ 1,,006 PSI Fee/Fc a = /006/700 = /.44 C = /#/.44 _1(l+/.4412_ 1.44 = 1.53-C?73 = C'80 `� 2x08 2x08 0.8 F'c = 700x0.80 = 560 t 625 Fal Pa = (55)-2(560)= 16,940#) 7760# USE• 6X6 #2 12.F POST FOR 16.9 Kmax ♦ r` " sueJGCr 5PlRAL sNFtrNa 90 oF- WOOD Engineering, suBieCr SPIRAL BHS No. 69 oF__ WOOD Engineering, 5 rA/RWAY Joe ND. 85-52 STAIRWAY _.__ ......bbF� .. . _ -_..JOB ND.._._ .. ....... ,.__... ... .- B5- w,,,a'm' mrama. ogre 3-19-18 c F eAr .mr�EVAR 3-/9--18 10040 FOOTHILL BOULEVARD FoB THE IRON 10040 FOOTHILL BOULEVARD FDA THE IRON DATE RANCHO CUCAMONGA,CA 91780 SHOP DEEMED 6v =^�.+'`�. RANCHO GUCAMONGA,CA 91730 SHOP OES�GNED BY :--,.W. (909)969-2087 - FAX(909)9848106 (909)989-2087 .• FAX(909)989-8106 GUARDRAIL (GUARD) WALL OR -- GUARDRAIL (GUARD) LOADS GUARDRAIL-- -- HORIZONTAL (CONT.) BY OTHERS STEEL W=2O P.L.F. GUARDRAIL b/t = 1.35/0 075 = 18 OR 6'-6"MAX. 1 A p = /.12(E/Fy)-05 = 1.1.2(201E6/36E61"0.5 = 32) 18 CONSERVATIVE .: COMPACT. FLANGE LOCAL BUCKLING AND P = 200#ANYWHERE 'NIP WEB LOCAL BUCKLING Nor CRITICAL. P=50#ON ONE SQ. FT ON INTERMEDIATE RAILS. I Mn = Mp = Fy Z= 36,000 x 0.2257 = 8,233"# HORIZONTAL 27.fePLAN Mn/,012 = 5,233/1.67 = 4,.7.5O"#,3,100"# L = 6.5' W=.20 P.L.P. ORP=.200# 200# PIN = (.20(6.5^2))1.5= 1260 in.-!b. I ALUM/NUM 606/-T6 Hp = (20Gf 6.5x12))/4 = 3900!n.-Ib. b/t = 18 <33.1(TABLE 2-19, ELEMENT) FAO = 31.8 KS.!. ).35/1.65 NOT GRIT. RAI =2 )20 = 65# #15'..6"11 6-6" 1 Mcra.v = 2'Fcy/1.65 = 02287(35)/1.65 = 4.85 k R)o =200/00/2 = TOO# OR 200#MAX. Ms rise = /.55(Fcy ae Fty)/L65 = (/5(0.193235,1/1.65 = 6.14"k TOP RAIL LOAD Mcg _ (z Ftu/kt)/1.95 = (02287(33)/1.0)/1.95 = 4.46"k---Gov. MGANT =50#(6.5x12) = 3900 Ina!). TOP Mc = 4.4bk?.5,900"# CK, 1-1/2 x 1-1/2 x 0.075(14 GA) TUBE 200# 5 =[(15(1.513)-(1.35(1.351^3)1460.5),1= 0./q3 Ii 1-1/2 x I-//2 x 0.075(14 GA) TO SPAN 6'-6"MAX Z =[(/5(1.5):2)/42-((!.35(1.35):2)/4) Fy = 36 KSl STEEL OR 6061-Tb ALUMINUM. 0.3435 - O.6/5/ = 02287 100# _.-/00# SINGLE SPAN 0.075" 1 135" 1,z0.075" 1.5, SQUARE 71JBE WOOD Engineering,Inc. S" TSP/RAL sHE£rNG.q/_ oF_ WOOD Engineering,Inc. S1MJECr SPIRAL SHEErtm92 OF- STA/RINAY Joe No. B5-B2 6wm a meamir a+par va + �,� 9-19-J8 5TA/RWAY jo,Na. g5-82 crom 0040 FOOTHILL BOULEVARD 3-1q-18 1004o'oomu.L BOULEVARD Fpfl THE IRON ... 10040 FOOTHILL BOULEVARD we 'THE IRON �' RANCHO CUCAMONGA.CA 91730 SHOP a�ICNen By =-�.14, RANCHO CUCAMONGA,• FAX 9 91750 SHOP 06IGN®BY ='•W (909)989-2087 • FAX(909)989-8106 (909)969-2A67 FAX(909)989-6706 20/6 G.B.G./20/5/.8.C. DESIGN LOADS SUMMARY 4-ra-ra IL �NTE'RMEDIATE RAILS sP 4"0/G 314"x 3/4"x/6 6A.--\ i LIVE LOADS M/FT= (50(3)/4)12 = 450 1,7.16. FLOOR/LANDING: 100 P.S.F. RIFT=50 MAX. TREAD: !00 P.S.F OR M/PIGKET® 4"0.6. = 450/(/2/4) = /50!n.lb. X 500 LB. ON 2 IN. BY 2 IN. AREA R/P/CKET=50/(12/4) _ l7# SPECIAL LOADS CK 3/4x3/4x/66.6_4242e2/_2____4//q_ MA erEL = 4.237"#) 150 In.-lb. HANDRAIL ANr7_GUARDRAIL: 200 LB. IN ANY DIRECTION. >--5Hr.ab /p/TgRMED/E3TE RAILS: 50 W. ON ONE SQ FT Mn.�.ua =838 in.-/b. � /50/n.-/b. CK:WELDSNOW LOADS V= 13# NOT GRIT: WELD 1/8'x1/2" ❑---"" Pg = /00 P.S.F. GROUND SHOO LOAD 115E3/4'x.5/4(0.060(16 GA) TUBING 6 4"0/C Pr = 0.7 Ge Ct l Pg = 0.7(/.2)(1.22(1.0)100 Fy = 36 KSI OR 6061-T6 ALUMINUM, _ /00.8 P.S.F. SAY 100 P.S.F, 1/8"x 1/2"F//LET!NEED TOP 37 7,1. Cs = 1.2 SHELTERED(MOST SEVERE FACTOR) CONNECTIONS Ct = 1.2 UNHEATEP(MOST SEVERE FACTOR) HORIZONTAL RAIL TO VERTICAL I = LO(CATEGORY Il) P= 2MAX. (000 P.S.F. SNOW LOAD AND LIVE LOAD CK #/212 SCREW ✓GREW DO NOT ACT CONCURRENTLY).= (?7(0.2.)622/4)10 KS/ = 366#a 200# 1125E (I) #12 x 24 SCREW EA. GONNEGT/OHI !HIND DESIGN DATA HORIZONTAL TO WALL (3ASIC WIND SPEED: Vu r. = 180 M.P.H. (3-SECOND GUST) P=200#MAX. &3 53'ABOVE GRADE. GK(22#12 x,2"W.S. IN H.F. IN/0:120 STEEL PLATE 1 1/2"PEN RISK CATEGORY II Z= /43#x 2(/.5/(/0 x 0.2/6)) = lqq# 200#Q.K. /,v = 1.0 WELD OK. BY INSPECT/0N. EXPOSURE D' I USE=• (21#L2 x 2"111.5., BRACKET TO WALL .5 77112, 1 1/2"FEN.I INTERJJAL PRESSURE GDEFFIC/ENT: N/A COMPONENTS AND CLADDING: N/A 4 WOOD ElalOneerings Ism 9UBJECr 5P/RAL SNEETNO. 673 OF 473 sasarwmakainv 5TA/RJNAY roes, 65-52 10040 FOOTHILL BOULEVARD 3-1q-16 __.. ......_.,.. RANCHO CUCAMCN GA,CA 91730 pm THE IRON (909)9B9-2087 - FAX(909)989-8106 SHOP DESIGNED 6Y W W. 20/6 G.B.G. B 20/5 45.G. PE5/GN LOAPS(CONT/ EARTHQUAKE PESIGN PA TA le = 1.0(RISK CATEGORY 1 OR 10 55 = 3.73g si = 1.3gg SITE CLA55. P Sp. = 1.009 Svi = /.399 SSE/SM/C PE5I6N CATEGORY:: E SE/5M/C FORCE RE515T/NNa SYSTEM: ORP/NARY MOMENT FRAME pE5/GN BASE SHEAR: V= 0.391 fNp (A.5.12) G5 = 0.533 AT 30 FT. AEOVE GRAPE R = 3.0 ANALY5/5 PROCEDURE: EQUIVALENT LATERAL FORCE.