HomeMy WebLinkAbout31736 CASINO DR_ 213-88 (4)
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CLIENT CLIENT `S°;13e. 162ooIt,S CLIENT
PROJECT NO-. PROJECT lU 41Lf NO_ I HARTWEI-L - JANTZ ENGINEERING, INC. PROJECT NO
HARTWELL - JANTZ ENGINEERING, INC.
Structural Engineers LOCATION I-'IAR7WELL - JANT-L ENGINEERING, INC. LOCATION I elyg GL,gINpq.(, CRllf Sty ictural Engineers IOCATION
9 Structural Engineers
400 Ellie Wichita, Kansas 67211 (316) 262-0125 SUBJECT_ bY_CK— a00 Ellis Wichita, Kansas 6721 1 (318)282-0125 SUBJECT BY_CK_
400 Ellia Wichita,Kansas 87211 1318)282-0125 SUBJECT _BY_CK_ iI
DATE PG.Z 01 DATE Q I Pr,21 OF L DATE PGZZ OF
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W 111p DGSIGt+1 U PG.- 1985 164.231 I
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CLIENT CLIENT
PROJECT Y�i IA_Il,.u�—NO PROJECT NO HAR7WELL - JANTZ ENGINEERING, INC. PROJECT_ NO
HARTWELL - JANTZ ENGINEERING, INC. HARTWELL - JANTZ ENGINEERING, INC. LOCATION__
Structural Engineers LOCATION PO UL%1L0_&4A41L Structural Engineers LOCATION Structural Engineers
400 Ellis Wichita,Kansas 67211 316)262-0125 SUBJECT 400 Ellis Wichita, Kansas 67211 (316)262.0125 SUBJECT BY_CK_ 400 Ellis Wichita, Kansas 87211 (318)282-0125 SUBJECT BY_CK_
I SU.._CT BY_CK_
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Guide
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g g y �2.Determine the required panel Figure 20 Shear Wall Foundation Anchor NEW HD2A,HDSA,HD7A AND HD20A
diaphragms.Panels and framing are 2.Determine noliln schedule able anchorage of bounder framing grade and thickness,and nailing
assumed already designed for 30).Consider load direction with (eg.,chords)to walls, schedule from Table 21.Check High shear wall overturning moments may be I SPECIAL FEATURES:
perpendicular loads.To design a respect to joints. For Information about developing anchor bolts In sill plate for shear, transferred by a fabricated steel bracket such as •Single piece nonwelded design,results in Higher capacity.
diaphragm,follow these steps: 3.Compute chord stress due to bend• higher diaphragm shears than shown 3.Check wall framing on each end INS,Regular foundation bolts are all that Is •Load Transfer Plate eliminates need for seat washer.3 1.Determine lateral loads and result• ing moment.Provide adequate In Table 30,contact the American of shear wail and design required In many Cases.Additional strength Is •LoadiTr Sell-jigging design allows for(lush surface it washer. to insure code-required 7 bolt diameter
al Ing shears splices Check deflection.Check Plywood Association. foundation anchor If required(see furnished by the corner panel acting as a spacing from the end of the member. 3
Figure 20). nailed gusset plate •Fewer inspection problems.
i I APA RATED SHFATHING ••Holdowns may be used to transfer tension loads between floors,to tie pudins to mason or Design data for roof diaphragms y masonry Be
are given on page 43.For complete or APA RATED SIDING 303 concrete,to tie wood wall sections to vertical concrete or masonry.Use for overturn requirements
Studs and other applications to transfer tension loads. (�
F HD2A
llnformation on shear walls and bolts to framing— MATERIAL: Specified in table H r•
.� Table Recommended Shear(pounds per foot)for Horizontal APA Panel Diaphragms with Framing of diaphragms,contact the American size as required j FINISH: HD2A and HD5A—galvianized.
Douglas Fir,Larch or Southern Pine(a)for Wind or Seismic loading lywoocf Association. U4•steel bracket HD7A and HD20A—Simpson gray linear polymer paint. so
SIII late— INSTALLATION: •Use all specified fasteners.See General Note 7,page 2. )
p •Washers are required between the wood and stud bolt nuts opposite the
Bolt to foundation I Holdown.The Load Transfer plate is an integral part of the Holdown
1 r. ?ke we Concrete foundation base and-io washer is required.
N• s M •See the table below for anchorage requirements.The design engineer H,%
i may specify any alternate anchorage calculated to resist the tension ..
load for your specific job.
y ;1
— CODE ACCEPTANCE: ICBO accepted;see Evaluation Report No.4448,H020A acceptance
} •F Y 1 Framing Blocking Framing pending at time of catalog publication.
DIMENSIONS FASTENERS�.oad _j �. _� __� F ALLOWABLE LOADS
. 6d 1.1/4 5116 ,_ MODE CONC. ANCHOR
d 2 iB5 250 375 420 165 125 GA STUD Av0 LENGTH OF BOLT
x 3 210 280 420 475 7B5 I 140 ; :.;�.' �.:y NO. HB So. W H JSO�CL DIAEMBEDMENTBOLTS ULT IN WOOD MEMBER MAX
APA STRUCfURA.Ll Bd 1.72 ye p ` 2000° 3000 I'll 2 2112 3 31/a RATEDSHFATHING 270 380 530 600 240 1130
EXP 1 a FJ(T 3 300 400 875 265 200 T— T_ T— — 1 4'/: ': '/a B !. ,h a!e 17 9 s e 4 4410 44 4860
10d(dl 1•S1B 15132 2 320 425 640 710 2(15 215 I �wT� A r. HD A 1 1n 1/, a/e ''a '/,e a/. 4 a. 7 7 7 7 0 5 0
3 380 IBO 720 B20 320 I 2qD 'ar wall bounds Foundation resistance ` , "' ri;4!�` HD7A 3 6'/e 3'/a 3°/e 1aa/. a. Zane 1Ve 7 3•-r/e 32663 4045 5385 8050 946E 11190 13065
HD20A 3 7 4 44. 203/. 'e 2 n Vol 35 20 4-• t 51000 — — — — 16055 20400
W A l.L S •` 1.The avowable taDWaed loads are owed an IRA lower value o1(a)the bDlt values in accortlanu with the Uniform
&16 2 170 225 335 380 150 1t0 '
3 190 250 300 430 170 125 v�1
Cd 1-1/4 able 21 Recommended Shear(pounds per foot)for APA Panel Shear Walls with Framing of Douglas Fir, Building code.or of the wbmate load onaSteeltestjigdividedby2.5.
l 3/6 2 185 250 375 420 1fi5 125 Larch,or Southern Pine(a)for Wind or Seismic Loading(b) -r y; i,u 2.Allowable loads have been increased 33R tar wind or earthquake loading;no lusher increase is allowed.'
3 210 2B0 420 475 185 I 140 a y:: k rl' ... �
;ti�, x Reduce allowable load where otn•r load durations govern.
APA RATED 1 A�ml wpswj r_r 3.For concrete with a minimum cenpressbn strength p12000 psi,the following anchorage applies:
SHFAMING, 31B 2 240 320 480 545 215 160 '/ Irrlf •, ;:M!t tts 'fa tin;')•��� ✓ M1' .� The table above indicates the minimum embedment and Shall be a standard'J'Doll w n a 4d relum
3 270 380 540 810 240 160 i.4_a'� efi r, or a standard'C bolt w m a 12d extension.Cheri the mote for minimum side cover.
A APA RATED 1;�_ a'3 (<!eru 't- M j -� 4.For concrete w4h a minimum compressinn strength o13000 psi,the following anchorage applies:
SR1RD I•FIDOR 7!i6 2 255 340 505 575 230 170 1 r ` 'Pht �� Anchdr bons are A307 nss head.The mi«mum distance from the taster line of Dolt to the edge of the
EXP 1,EXP 2 a F3(T 8d 1.1/2 3 2B5 380 570 645 255 190 i y ,,y p•dsOJG• �t t6 v�y�! concrete is 2i� for t>:and I W diameter.and t1'.•for all others.
and other APA grades :A`•+dH3- •91i:=C iSt:{ •Ts'k., i'2i' SIZire
forthelead trying gpadty at the cndW not section,reducing the
9
pecies 15132 2 270 400 600 675 265 200ISO j 5;toss section armemea must
oes or osier removed wood as specified in the code.
Grpu�$ 3 3GJ 400 ti00 875 2fi5 200
5118 1.1/4 6d 200 300 390 510 f1d 2CA 300 390 510
p APA STRUCTURAL I RATED
15132 318 2001) 360(d) 480(d) 610(d1 280 430 550 730 Patent Pending
385 575 855 255 190 >HFATHING EXP 1 a EXT
10d(dl 1.58 3 325 430 650 735 290 215 7116 1.1/2 8d 255(d) 395(d) 505(d) 670(d) iodf) — — _ _ :
( 19132 2 320 425 640 730 2&5 215 15132 2f10 430 550 730 — — — — _ t Typical Y
a 3 360 4ti0 720 820 320 240 15132 1.518 1040 340 510 665 970 — — — — — "1 • ' HDSA Washers
(a)For lranngcl Quiet'DOM(1)FMSPA 9=13dNAn,lumNFPANab"Des.-_.Lc. — — '� HD7A Installed —= are not
(2)Finoshear value from table lot naisia,"Of.SwUaNI q (c)Fry'tar'g9AdpiraGWHOedgesshalbe3-in.nominal«wdef.a. assa :esuggered 5f18a1/4(c) 180 2]0 350 450 180 270 350 450 required
o Lumber
Group rssd where naas are spaced 2 itches oc or 2.1/2 Inches OG f ® at base.
l3)Muleply value try OE2 br 11#nbet Group 1110 D651«WmbM Group N q 1.114 fid Bd � '
` ;o)Sbacenais121n Oc"iniermeraye (df Fw"aladpinngWOO.gessharbe3;rrohnaminalor'wdeca-c-a•ss-a cestaggered I APA RATEDSHEAT14ING 200 300 390 510 Z00 300 390 510
Quit t0 in.oc narI Shoring mambos(Applicable building codes-a•e• where l0d nah hawrg porwntwn into th"d more man l.yg cores a•e s_a:ea 3 inches oc I EXP 1,EXP 2 or W. 318 41 d) 260 380 490 640 s spacing>ti intermedae suppah br 1b«s). .PA RATED SIDING 303(9) Tirerbee Rues
14
Melex Desgnla6aPhapnsvessesdepeWsondrearondcaunue s: a: s:::nreeerce ndotherAPA motes 7f18 S•12 8d P40(d) 350(d) 450(d) 585(d) 10dr1 — — — — r
to load.not orl drecbon W'Dng dmension d sheet Conpnuous ha�.�-a,ce'e�mer over 1
ton f«docked diaphniii s. 'accept species Group 5. _ 2 260 380 490 640
.y 15/32 I-SM 10d(9 310 600 770 — — — — — --�-
19132 340 510 665 870 — — — — _ i ' Y'•tr^
Land Casa t Framing Cave 2 Blocking,if used Can 3 LOM No sin No"sin -
A Gw 4 C+1 6 Bbeking,if used tau 6 Framing APA RATED SIDING 303(9) (tilseela d Itatrar'lar ` ® I
_nC other APA grades 5/1Fs(c) 1.14 lariat) 140 210 275 360 cads 14l 210 275 360 _ � DNc4l
t xept species Group 5 8d >6• washes
3/8 1•t2 !!d 180 240 310 r9 1 160 240 310 410
Diaphragm boundary Conbnlnus .. p
parrJoints Continuouspandjoims Forhamingdo0w species:(1)Fnd epedygroupolunberindy NFPANabvWoesignSpea (d)Shear;may be irreawd to vaAMsahown jot 15132•nch sheathng with same noting"idea DSA Tie /
12)(a)F«conmonofgalwtimdboxnds,eMdwvdwhomtablefanaeyds,,antlbrSrRUC, (1)studs are spaced amafdnumdrnindsesoc,a(2)itPaleb,are applied with"dimension M,05A � Between
•r•� 7URAL I pants(re0ardess d actual grade).(b)FCt galvuiwd casiiv nags.take shear value across studs. :,:,,.• "•
—APA— IIromeba(3)Multiplythhvekreg0B2brtunDerOoupllla0b51«lumberCuaupN. (e)Fy,k,gm� �PWW sNaYbs3rch�mnZ«widecandnaffssparbestagpered ® Floors
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RATED SHEATHING RATED SHEATHING I A'mind edges backed wM 24nchmmmr or wider ha'u'q.Ingo panes Artrw r••onidgalh'« where rah are spaced 2 incise, .� nI HD20A ® -.
40/20 19/321HCH STRUCTURAL I RATED SHEATHING mcaay.Spw*nai$64xhesocplorgin*n*c atefmr*Vmembmtor3l6,nchand7AWrwh
13/22INCH 2410 AINCH UnehinsWledon tudespacad24inchesocrardwcmddkmmdpanrth4knesad,spwe (9 Fryrirg at Adjoining panel edges shay be3;nch nominal or wider,and rwb sham be named t _ 1
sEEXPOSUure fixt RE K 32sw:fa we•s Aao F04 va+s 'als l2 inches Oc on insamh3dafe wppans whMetOdnadshaving PW&abmimohmigdm«ettwl-S'Bincheaarespaeed3inches=1
E2TERgq EXPOSURE i&inch«303.18aohminamrm rxrAmleMedwilen (0)valuesapPlytorl"f*WdywoodAPARATEDSIDING303mmis .303•t6oc - ' r CooYripn11987 SIMPSON STRONG-TIE COMPANY.INC,
w^D�� apPkeddredlohamirgase:encirsidirg. 0nly phw•Ood'^•y j
•eraAan MIME MAW sum
be nr32•k1d1,3IBanch«thicker.ThiCknefsal 9
STRUCTURAL I RATED poiddnaikng anparwJedgesgaersnsnearvNues
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Structural Engineers LOKATION _ Structural Engineers LOCATION __„_ Structural Engineers LOCATION
400 Ellis Wichita, Kansas 67211 (316)262.0125
400 Ellis Wichita. Kansas 67211 (316)262.0125 SUBJECT_ BY_CK_ 1 400 Ellis Wichita, Kansas 67211 (316)262-0125 SUBJECT BY-_CK_. I� SUBJECT BY_CK_
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MICRO=LG.M LUMBER ALLOWABLE LOAD TABLE ROOF)
ALLOWABLE LOAD LBS./LIN.FT. PROJECT p»^ Q�+'( --NO--.
�� PROJECT_pizza N uT NO �
To size a Exam for use in a roof structure, it is necessary to check the allowable"- "� HARTWELL I
TZ ENGINEERING, INC. I +� HARTWELL - JANTZ gNGINEERING, INC.LOCATION 6 �l 51 NO rL6 Al,1f total loan column and the appropriate deflection column, q4 � ural Engineers Structural En ineers LOCATION I a CHECP.LOCAL CODE FOA DEFLECTION CRITERIA. 400 Ellis Wicansas 67211 (316)262-0176 SUBJECT BY-CY- I 400 Ellis Wichita, Kansas 67211 (316)262-0125
PG 23
IL DABLE� 1) 22, -PG�OF_ L�
l ONE-1'/."x Slit" ONE-lIK"=7Vi" ONE-1?'r":9V." ONE-IW'x llt." DATE OF
f DEFLECTION ALLOWABLE DEFLECTION ALLOWABLE DEFLECTION ALLOWABLE DETLECfION ALLOWABLE y
TOTALWAD TOTALLOAD TOTALLOAD TOTALLOAD CF�OROS q D2Ar�S
L L 11S% 125% L L 11S°/, 125% L L 115% 125% L L 115% �NI2�1%
/1e0 /240 /1eo /240 /leo /240 /1eo /240
Sqw Non-Snow snow Non-Snow Snow Non Snow Snow "
7751,, �
7 393 295 422 458 631 599 760 1184 1286 1,004. 1961 I L IK
I ^'e, 351. ;� ! :do's.�;ses :v ';4'�s1 i Nl= •2 44 x 33 3 3. 2
9 190 142 255 277 412 209 423 459 681 716 778 1091 1186 , 1
_ -T o z C -
y -am "^ < `r80i V t ni W, � :-. j J..�L., 1 _____-.._ -� F q4
II 105 79 171 186 231 173 283 308 387 479 521 731 794 d.L - _ _r- 'o j r q K
12 ' ; 01'+ :403':: 1 z 455 PLf t 35
4 .: &9614
13 64 48 122 133 141 106 ^ 203 220 319 239 343 373 454 523 569Y '
I�
to .r ,.....,,.• I.52
114.ii8�5 i193 296 /
IS 42 31 92 ;,0 93 70 152 I65 21I 158 258 280 301 393 427 I ( I I 0149 a� IJ2 < 1(0.5 0")
... r g.25 E SPLIG4 _
16 77 c .587. 745 .174 l3l' 227 246.• 334• 2SQ 345 37$'
17 64 48 118 ' 129 146 109 201 218 280 210 306 332
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.i 54 ' `,4Y, IOfi=T a�1S; 123. 93 179,-.. 195 237. I78'. "'273 .,:29 (C}r� I I ' �Jzhcl OR �12UT5
46 35 95 103 105 79 161 175 203 -1 52 245 266 1 i '- 4 V .Z4 4 Cx 33' e k
40 30 t '96i- 93 '••90 68 145 158' 174' 13L '. 221 240 I J
al Z
78 59 132 143 ISI 113 200 . �I Io ' ARCA Vrago
I . 6851 120. 130 '132 139 183 199 ' -60 45 !!0 119 116 87 167 182 3913 PLf i J �4-4 J + 4.1 x z 4:13 DE't! '+ 53' 40' l0I 109 102. 7k 153 167 y47 35 93 101 90 68 141 154 9;' ! 1 i Trz V (2)-Z,(.s A= 625 x T_ ((0.5 rr s(.9-)42 31 86. 93. 81 60 131 142 (__ 14-01 J f
27 72 54 121 132 O L !.ZS C SPLIGL�
1 ,,. .. �J 28' . � \ �-`r �- z<b `6S. 49T,, , :113- 123 24¢ p ,�
29 58 44 105 114
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MICRO=LAM'LUMBER DESIGN PROPERTIES
IMAXIMUMVERTICALSHFJI.F(LBS) MAXIMLIMRPSL497VSMOMFNT(FT!= MOMENT OF WEIGHT �-I I ( 1/351 = 112q A2bA 1�FLVD
SIZE ° ° o ° % INERTIA IN! (Las/Iz 1 3 9.5
100% 116/° 125/, 100% 115/° 125,° 4•
j I I q� .II t
lla:<a5fi 18�41;' :2105'r �� 2���:r: ,�: 245;a ;'I225&0;'-42805;rF % 2..: �`s 250 211 � 2
' - - I' __ 12q 133 Z lie 5
1'/i /1'x 7' ' 2390 2750 2990 3720 4280 4650 55 3.25
12xg0
azs a SP1JG1: !
12/a"7t9'h":.: 3160: ..3630.:. U%, QFt$300..1; 7240^.'; ;7870.:i t ;;I25 vs.425•._'_ 185oNz <
13/4"x 11%" 3950 4540 49C- 96W 11M 120W 245 5.30 I I
90t :,�-5345 $Sib•: 3�,00�;.� 15665.': 16375 q� :�4� :._ �:i'6.25 = - 9 - - 36 ,
i I
1V x 16' 532.0 6120 6650 16870 19400 21085 595 7.15
1080i"; ":850..:.: 00 V' .244 Kx ?(c a V.
`:7A&�_ ,' ' t74240.':''26350.3 R =:8. L 4.4
ALLOWABLE DESIGN STRESSES � � r-
Modu,s of Elasticity E = 2.0 x 10°psi :�r ,:•J•:pu,:Ior.Ih.r rypths.m.h.ply LJ
Flexural Stress fh• = 2800psi Nks: :!,)rn.J,Luunnld:a:7nminrmehur �'I)
Tension parallel to grain f, = 1650 psi us latzral_.;ann rn lop a Lam,:::
Compression perpendicular'-grain parallel to glue line f,, - 500 psi
CcmpressJcn parallel to grain f,ll = 2700 psi
' Horizonlal shen:;erpFndicular t0 glue line 1, = 2S5 psi
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Structural Engineers e- Lif I Structural Engineers LGCATION LPAB{�1rr?11�Q�r c�j CRLIf Structurl Engineers LOCATION I n1kE L51 ND 2�y CRLif
Wichita.Kansas 67211 (316)262-0125 SUBJECT BY_CK _ 400 Ellis Wichita,Kansas 67211 (316)262.0125 SUBJECT __BY_CIL_ 400 Ellis Wichita,Kansas 67211 (316)262-0125 SUBJECT BY CK_
DATE $ PG i7 OF— DATE�AA _PGIL OF DATE PG Iq OF_
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