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Specifications • RECEIVE AARONS STORE #F0789 �AN 0 6 2010 CITY OF TIGARD NW FREEDOM CORP. B UIL DING DIVISION Oa 0 PARAPET AND CMU WALL PENETRATION CALCULATIONS ( D � /� /,75'5 S BK 12/11/09 15874 J 11745 SW PACIFIC HIGHWAY TIGARD, OR 'cL PROF � S,S C�~� GINFF j0 2062 � r OREGON y �� 2 0, � �ti ,§././ 4/ pr$ RENEWAL DATE: 12 -31 -2010 CONTENTS: 15874 1 - 25 15874 E2.0 15874 S2.0 15874 S5.0 - S5.1 PARKIN ENGINEERING INC. CONSULTING AND STRUCTURAL ENGINEERING 14014 NE SALMON CREEK AVE. (360) 694 -8378 VANCOUVER, WA. 98686 FAX (360) 694 -3376 W W W.JOHN WPARKIN.COM PARKIN ENGINEERING INC. CONSULTING AND STRUCTURAL ENGINEERING . 14014 NE SALMON CREEK AVE. (360) 694 -8378 VANCOUVER, WA 98686 FAX (360) 694 -3376 D O t Q T LAD S 1 L2'): 7 G -41Z -D c - — - 4 —*- I> : ZS P�� . 2 s iLF� y l.r IN (LEEw►'�eb) f cl. = (' f�G, 7-9) ' `f x3 — 1L1( --,it- 1 ■ . - El - _F2 $2s i Pli . LIS.3 P s'. l C fi.DDV s gS • _ j�� -----1/ w I `) a.a -P - �'"— _ 11) S K Lit) Pte_ 1ogO I �0 — C4c 12. J P z z (� Pa'. i rt - I int)) -U f pr. = 4s K - = 126 PLC. vgXtsfi 22 T- SSt g 3z-`' o 73 4ptaar i ROOT INC: A member of the Smith -Root, Inc. lir i rFt i. .na:n family of businesses www.johnwparkin.com r 1 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Roof Rafter.wbg WoodWorks® Sizer 2002 Nov. 16, 2009 13:06:09 Critical Results } _ C oc ems. . - S REACTION [lbs] �, \✓ ��� � P Maximum... V" . Uplift: 0 Bearing: 2550 ►S 3Z j (4. d U� o� 11935 ( ZSS ()()/ 2"� ' l 3f1' 0 _O l fop h l SHEAR [lbs] +V max: 1935 -V max: -2550 le 0C Load Combination #2: D +S j03 J . L: 0 0' 34' BENDING [lbs -ft] +M max: 17501 Load Combination #2: D +S 17501 2S 1 " - FT I ' 0' 18' -1" 34' DEFLECTION [in] Max Live: 0.18 Max Total: 0.31 Load Combination #2: D+S AL } -0.09 - -0.15 -. . 0' 17' 34' PARKIN ENGINEERING INC. CONSULTING AND STRUCTURAL ENGINEERING 14014 NE SALMON CREEK AVE. (360) 694 -8378 VANCOUVER, WA 98686 FAX (360) 694 -3376 j v.YS0‘. L.t.v=tiS 0.3 v°t12_6PLz l 9 G - GPN D.UbZS(o K 6,3S >, 1.0 k p ,$S los - x i - 2p. _ \ ,s Fay ■ -e-tp ?E. = v) . x l. s = 3o 5E, oefi 1 9- 15 \i 'ZO L 0 7p k2E1 y (MrtY) 12 3 Rr - ,L„) 2- -7q = 3S 4. 1 2,'3- Z pt p t" ► co sluD5 l�5 ib2 33 e, Vl `'De cX07 - s� Fein► - 0 CA444: +�n pa,,tks A member of the Smith -Root Inc. \ w � Fa Po heb T, ,INC: IN : fa bu \ www.johnwparkin.com PARKIN ENGINEERING INC. CONSULTING AND STRUCTURAL ENGINEERING 14014 NE SALMON CREEK AVE. (360) 694 -8378 VANCOUVER, WA 98686 FAX (360) 694 -3376 pifj Pf gp 1 I (.1‘7(Y18,1:( ► -r_fv/ it ,V (oh ' ' il r 1391 (1131'g°) p Dr p ,�S X /20 - 90 P . 3Z D�C, 1S 4.y:we- Wzyo P_,P 0,15 x 3s1 — / 3L( I / z z V i IT'R00T, IN�. fa member of the Smith -Root. Inc. nd family of businesses www.johnwparkin.com • WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Roof Rafter.wbg Wood Works® Sizer 2002 Dec. 3, 2009 09:11:42 Critical Results REACTION [lbs] Maximum... i Uplift: 0 Bearing: 2080 - - -- - _ -� --- f b 3-617 (ct) ? � f3 i 0' 34' SHEAR [lbs] +V max: 1617 -V max: -2080 Load Combination #2: D +S 0' 34' BENDING [lbs -ft] +M max: 14534 Load Combination #2: D+S L 2,S 1 6- • 0' 17' -11.7" 34' DEFLECTION [in] Max Live: 0.13 Max Total: 0.26 Load Combination #2: D +S A -0.07 -0.11 -, 0' 17' 34' JOIST Series 55C NA =Not Applicable (not deep enough for web stiffener) Depth 22.00 WS =web Stiffener required BG= Bearing too narrow or too wide BASIC PROPERTIES REACTION PROPERTIES JOIST RESISTIVE VERT. El K END REACTION (Ib) INTERMEDIATE REACTION (Ib) WT. MOMENT SHEAR x 10 6 1 - 3/4" 3 NAILS 3 - 1/2" 5 - 1/4" 7" NAILS (pit) (ft -lb) (Ib) (psi) REQ'D. REQ'D. Bearing Lgth. Bearing Lgth. Bearing Lgth. Bearing Lgth. Bearing Lgth. � Web Stiffeners Web Stiffeners Web Stiffeners Web Stiffeners Web Stiffeners NO YES NO YES NO YES NO YES NO YES 4.8 / j 1;825 2935 2612 5.3 WS 2200 WS 2635 6 - 16d WS 4870 WS 5410 BG BG 11 - 16d FLANGE PROPERTIES LVL = Microllam LVL WIDTH THICKNESS MATERIAL E SP = Southern Pine (in) (in) x 10 6 LSL = Timberstrand LSL (psi) MSR = Machine Stress Rated SS = Solid Sawn 3.50 1.500 _ LVL 2.00 #VALUE! = no value in database WEB PROPERTIES NET THICKNESS MATERIAL CRUSH DEPTH (in) CAP. OSB = Performance Plus OSB (in) (psi) PLY = Plywood AE= A/EOSB 19.00 0.4375 _ AE 567 #VALUE! = no value in database ,.: ,;_,' I VALID FOR: • Simple spans (distance between points of zero moment) ROUT PROPERTIES • Uniform loads, full - length ROUT ROUT ROUT ROUT FLANGE GLUE • Concentrated load at midspan CAP. DEPTH TIP WIDTH ANGLE BEARING SHEAR • Input load combination only, at input duration (lb/in) (in) (in) (degrees) STRESS (psi) DEFLECTION: Calculated according to NER -200 (psi) SHEAR: Conservative. Actual shear at bottom- bearing ends is calculated at 353 0.625 0.327 3.0 600 125 inside face of support, which may be less than span (defined above). WEB STIFFENER SS = Solid Sawn THICKNESS MATERIAL FIELD- PLANT- INTER- SKEW HEIGHT _ NAILS REQ'D OSB = OSB (in) INSTALLED INSTALLED MEDIATE WIDTH (in) END INT. M =L = Microllam LVL WIDTH WIDTH WIDTH (in) I3RNG. BRNG. T =S = Timberstrand LSL (in) (in) (in) NA = Not Applicable (not deep enough for web stiffener) 1 1/2 SS, M =L, T =S NA 5 1/2 5 1/2 5 1/2 16 1/2 6 - 16d 11 - 16d #VALUE! = no value in database PARKIN ENGINEERING INC. CONSULTING AND STRUCTURAL ENGINEERING 14014 NE SALMON CREEK AVE. (360) 694 -8378 VANCOUVER, WA 98686 FAX (360) 694 -3376 SI L E,A4 t /)CE) z 2( ".t -. tS'o sr, l jZ g q) 9 J c52.58 (s2srr 't l sew ( ►.�-. o. g_ 3 co 3 tD iz-Ft- un) x S (1 s 1 "$t) c/ e_ C- / Z � o { a 38 Tay G IS x 33 5 -331 06 }c3c d — DEA...kd'd:o A' S x )y3 X 180 = o f ZI h 4 lizqo 38W x 7 f g& x31$ U ��sx331c/ -ROOT, INC A member the Smith -Root, Inc. •%3� \CSC 1 fa Fllwiwt awion famil ofbusi nesses www.johnwparkin.com PARKIN ENGINEERING INC. CONSULTING AND STRUCTURAL ENGINEERING . 14014 NE SALMON CREEK AVE. (360) 694 -8378 VANCOUVER, WA 98686 FAX (360) 694 -3376 , 2 /2 A M •5,,t ppofy Pa 5r5 . .1/J4- SRI 6 37 - ors ,BM / l p I 5 ) x Z q —15 l – (151,75) C / ►DSlc • 2 r T GfS S to »C lo x �y 0 A = 5,141 i J 1 S : 1•S4 p C = z -Ze-i M- P(z %) 1 Itis Z 1 L CC ° ASSc. g MoDC �/c t41, V F C, & F a - of 9 x yl, " ZZ •S k = v A i o , _- _ L/'N' pal L '22 K . pk#u-- zoo p x S L /17/60 1 k' ?• Z1 g o 14 use- \Ass 10 x Co u `/e/ -p /it, x-S./ SMJTH -R00T, ANC, A member of Smith -Root, Inc. f > fiJrros (murwim family of businesses www.johnwparkin.com PARKIN ENGINEERING INC. CONSULTING AND STRUCTURAL ENGINEERING 14014 NE SALMON CREEK AVE. (360) 694 -8378 VANCOUVER, WA 98686 FAX (360) 694 -3376 N rtIO FOOT: 0 6 - 5 /-DL-- OE - STL F G/9 M . /$4, e' ISO 0 j; sC ( //55uni. 6 o) .t i . 170- • • O 6 ._F a -"iv . /Ile � � � - IV - /,.iY 7./ ./ vase y' - 3 so_ x is is-9 DP F00%JT ,.O /(y) -4` y pg. w i - y , CEA ►,i rt UEwL ti w CbL-uKuv . 9 - I Soo ( ?` -0" So /5`' bI C' EAvs of opE.Nito ., - ROOT,INc A member of the Smith -Root, Inc. t ir t'ehrin(wirmfm family of businesses www.johnwparkin.c PARKIN ENGINEERING INC. CONSULTING AND STRUCTURAL ENGINEERING 14014 NE SALMON CREEK AVE. (360) 694 -8378 VANCOUVER, WA 98686 FAX (360) 694 -3376 UPI C/iL- Lam . ? fSS Li '5 f LAIJG- ATE GTSU4.) Lou� to,3 : TT&- r1 -D C2 4 � 'i9 -- SaSNOL Sths = D .I1 - 1 -6 = 321, .rAF . MA, „A)q s ffitQw u. P =t, wa_ND Lott A -f?, v \.3 x \\ X x 1., CS \ -1 , \s 538 SSNQC. tort/ A -6 = 0,142 ��Sn zs X 2 V So 'xa)] x Z x •>c 7f1 0 0 - o S EIS MAC CID ATito LS -ROOT INC. A member of the Smith -Root, Inc. for idwi.(.e.wfoa family of businesses www.johnwparkin.com Conterminous 48 States 2005 ASCE 7 Standard Latitude = 45.44 Longitude = - 122.76 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values SiteClassB - Fa = 1.0 ,Fv =1.0 Data are based on a 0.05000000074505806 deg grid spacing Period Sa (sec) (g) 0.2 0.951 (Ss, Site Class B) 1.0 0.341 (S1, Site Class B) Conterminous 48 States 2005 ASCE 7 Standard Latitude = 45.44 Longitude = - 122.76 Spectral Response Accelerations SMs and SM1 SMs = Fa x Ss and SM1 = Fv x S1 Site Class D - Fa = 1.12 ,Fv = 1.719 Period Sa (sec) (g) 0.2 1.065 (SMs, Site Class D) 1.0 0.586 (SM1, Site Class D) Conterminous 48 States 2005 ASCE 7 Standard Latitude = 45.44 Longitude = - 122.76 Design Spectral Response Accelerations SDs and SD1 SDs = 2/3 x SMs and SD1 = 2/3 x SM1 Site Class D - Fa = 1.12 ,Fv = 1.719 Period Sa (sec) (g) 0.2 0.710 (SDs, Site Class D) PARKIN ENGINEERING INC. CONSULTING AND STRUCTURAL ENGINEERING 14014 NE SALMON CREEK AVE. (360) 694 -8378 VANCOUVER, WA 98686 FAX (360) 694 -3376 AM5i1 y sti��ITzw��3- . l._1N 6-Ttf 0-F 1,0n1- 121M ry� L1 X- ,p1 2 n)w MI-fl" o peA/ rA- (� ! t (VASSuI C o N1 $f ( M _ EFf„ ersok ) S�►E . DcAAf r\-b, 15 FiSsob 1 J 7.075 x S' /2 F _ 3S . x 33 LI , l(a OSS ( Pct Msc/ mitsoAde y • gig -o T 6 0E Q114WiT tS S► INC. f member of the Smith -Root. Inc. i Asea(ausmon famil of businesses www.johnwparkin.com PARKIN ENGINEERING INC. CONSULTING AND STRUCTURAL ENGINEERING . 14014 NE SALMON CREEK AVE. (360) 694 -8378 VANCOUVER, WA 98686 FAX (360) 694 -3376 H I si / 6 bwr._ ' of 6- c- �� 9224. /,. c M= Zco I O - 3 = 7 lb - I'A) _4 Sass rtc . 2 x 8y x 2 x [I7 + . Iz = La M WIN) z 3 1 i2.3x Ls? t Z�pc d 1.- Z 15c.0g 4 _ — 2L0 1,CAQ * C,iPnv7i/OL15, In _ RG I j cam;, lr— r - - -20 t SX = 9.5 r - 1 -34 -C-y ylgs. 111.6 7- stZ�( M _ \SLO$ X iZV x 84 t 2,190 x 3 x%, + ZCat x 0.314 X Z z l o83�/ lb_ 120STLf z 1210 - 7 1P5'L --- 19 9 aZ 0•0 x u&o00 , 27 - c 00 esr t ip" ROOT, INC. A member of the Smit -Ro ot, Inc. � Fvi (.e.mbn fa of busi www.johnwparkin.com PARKIN ENGINEERING INC. CONSULTING AND STRUCTURAL ENGINEERING 14014 NE SALMON CREEK AVE. (360) 694 -8378 VANCOUVER, WA 98686 FAX (360) 694 -3376 U,,I1z `7� (ickNi /ft F lf►'z - PA - _ � �, Z27._ F z2.50(..) Ni —I - � CMS L I, -- f;) ( _ f_ r r ai}'2x '72 I tL i \z " L ' - /r) 0.SS� /244)76 C� tgg L ►.d OK 1 0,7'i I - c -- / - 2 - 4 --) 2 1 00 C 0 6 4 - / 419gi 1 z 6v _ ©,( , o a K l V,. SS 6 x-L.). x NL KI ml'ROOT, INC: A member of the Smith -Root, Inc. t For Rim* (mention family of businesses www.johnwparkin.com PARKIN ENGINEERING INC. CONSULTING AND STRUCTURAL ENGINEERING 14014 NE SALMON CREEK AVE. (360) 694 -8378 VANCOUVER, WA 98686 FAX (360) 694 -3376 J /f IL nlgk) I34/1 cb � �x A/m.56A)g (aN/), \t SPAM lig • G-- egGC.S - @ q$ ` o6 /7/ )c y — Cegt -te V � A S E- (Li) — j ■15 AA'9 s0 N Ts� st -r -a s c ,.;Z" _ V /r ILA--- /60 LT = ■ $,. * J,ti 3 nI 3 x a , q f 3 , 4ot 1 -\ 3Dcc9 $.1V K 7 (,,8' ft- Cb' j32: M f 6sT a 3 /, C °Ni Iv ' 4 A325 �I X ;NM VM @ as,„,„„ �,� p L 1 30 °! l0 1 411� ►Ia p , V z L v -�OOT INC. f member of the Smith -Root. Inc. Fr F mwis (ananfm family of businesses www.johnwparkin.com PARKIN ENGINEERING INC. CONSULTING AND STRUCTURAL ENGINEERING 14014 NE SALMON CREEK AVE. (360) 694-8378 • VANCOUVER, WA 98686 FAX (360) 694 -3376 3DU S, 3 /4-1 4,Z5 S A/ (5-�,4c-zz' s t /(#1) \,tu., - 3 x 9, 3 2,3- ,1 x VA-a._ 2 VA.,,,,e I v,se (3,) 4 N os f93z5 &0L75 71 uG-H COL . \A) ELD,S TO CAL, IS `` ar ' / t aENO- wCLW (Mid. TI)gj V iy. = 0 :161 x 0,7s x !s KZ- x v, 3 0G6 1\\ - S3 k 77 Vivtrig. usr j y F u g crucc-- WcW iS" 1. 0 i 4, 5106 b f sti e- gyp . SE HROOT, INC. A member Smith -Root. Inc. �� idiw6 g FxF ds:tmwro� family of businesses www. j ohnwp arki n. c orn PARKIN ENGINEERING INC. CONSULTING AND STRUCTURAL ENGINEERING 14014 NE SALMON CREEK AVE. (360) 694 -8378 VANCOUVER, WA 98686 FAX (360) 694 -3376 zrii A n is MV93,) LL „,o. AT hNb OF tZ' -(oa opri1TN� I , - 1 — 1: ::... ) IA - 0 -7/3,1 645) I cal_ ,tc / _- I- K- _ X z \�5i y Z - _t_________ --f P r o TRy v . -M, es.)n1 TS rE' Hi> Sue_10.J 5 Jti7 G ror J c� Ai l s ' . •' rs- EK V roitu 3 xy gamma INC. A member of the Smith -Root, Inc. Nilt tadogy F. Nunes(ananvfion family of businesses www.johnwparkin.com • e ll , +"' :isq ,: :.aye' Lr_'.» •^¢i;e 4 SIMPSON TITEN HUD Heavy Duty Screw Anchor for Concrete and Masonry 12 12 6 1 390 480 4,340 870 -- t diCI r�rEmtl Figure 1 Tension and Shear Loads in 8 -incgwegt, h Lightweight, * MINIMUM CRITICAL EDGE DISTANCE I r 4•M EDGE DISTANCE (SEE LOAD TABLE) INSTALLATION lium- Weight and Normal- Weight Grout Filled CMU A p , -' INTHISAREA S r Values for 8� t , htaveight, Medium -Wei hi FOR RED D � Izp� Drill M Critical Critical Critical-' �� ��g 9 t\ \ \� \ \'. \' \� \ \ \�� LwD�A�TY or NorntaI,Weight Grout - Filled CMU 4 tj n Dia. Depth Dist Dist. S Dist. _, . Tension Load. ' Shear Load' VI,. \j / \ \II► u � � � II % / / /�� %Ili. in. in._ in. in. in. 7 % / % / \II\ � 4•MINIMUM Ultimate Allowable Ulhlnate Allowable // jell jG /\I EDGE DISTANCE I ' 8 ( mm) (mm) (mm) , (mm )bs.(kN) LI)$ QW) Igo ilkN , PIbs. (kN) , , -. DI TAN LEDGE I I / o. CRITCAL EDGE Anchor Installed in the Face of the CMU Wall (See Figure 1) j j l � l l �\�` DISTANCE p,I % 2 3/a 2, 7 ' NO INSTALLATION - 7 - 1r 3/8 70 (305) (305) (152) 10.6 (2.1) (19.3) (3.9) / j ► \ HEAD OINT I 1. 'of , l T ".�'. ''i /// ' - ', N ' i y, 3 / 12 . 12 $ < L 3 440 690 6 920 1,385 ` / /:I I %i. /� /.I I/. \fir 1 l f ' 1�2 ° ;, '.:(305Y,': ( 03 • ] 2 .L 3.1 30,8 ,, INS TALUTIONSINTHISAREAFOR I T 4 5 1 (, ; E) ( 305 ). ( )' t• ) 11'5; '' (� ) - ( )_.- (6.2)'-'-'- FULL AL ATION S I LOAD ARE FOR i k 41/2 12 12 10 5,300 1,060 10,420 2,085 ,fie page 10 for Shaded Area = Placement for I ` 'I 15 9 � 8 (114) (305) (305) (254) (23.6) (4.7) (46.4) 0 *See explanation Full and Reduced Allowable Load ' a/ 3 5T /z " 1r 12 7990 + '1;600• 15 3;000'= "o f the l o a d Ca in Grout - Filled CMU � (19.1) /a (140) ({0 !.11,00).,, I(305) (35,5) (7.1) (667)/ £1&3) table icons ;# 1. The tabulated allowable loads are based on a safety factor of 5.0 for installations under the IBC and IRC. For 7. Allowable loads may be increased 331/2% installations under the UBC use a safety factor of 4.0 (multiply the tabulated allowable loads by 1.25). for short-term loading due to wind or 2. Values for 8 -inch wide CMU Grade N, Type II, lightweight, medium - weight and normal- weight concrete seismic forces where permitted by code. I ;' masonry units conforming to UBC Standard 21-4 or ASTM C90. 8. Grout - filled CMU wall design must satisfy 3. The masonry units must be fully grouted with grout complying with UBC Section 2103.4 or IBC Section 2103.12. applicable design standards and be capable , - 4. Mortar is prepared in accordance with UBC Section 2103.3 and UBC Standard 21 -15, or IBC Section 2103.8. of withstanding applied loads. i 11. , ; 5. The minimum specified compressive strength of masonry, f`m, at 28 days is 1,500 psi. 9. Refer to allowable load - adjustment factors page 130 a e on distance pg 130. d and edge anc " 6. Embedment depth is measured from the outside face of the concrete masonry unit. for spacing an p ; i Tension and Shear Loads in 8 -inch Lightweight, A A i. * 1s t Medium Weight and Normal Weight Hollow CMU eael�(� . ' 1 The tabulated allowable loads are based on a safety factor of 5.0 for 8 HolloM St ren en gt th he Based installations under the IBC and IRC. For installations under the UBC use a Size Drill Embed. Min Min . . on OMU St safety factor of 4.0 (multiply the tabulated allowable loads by 1.25). (mm) Dia. in. Dist. Dist. Tension Load Shear Load in. Bit Depih Edge End 3 2. Values for 8 inch wide CMU Grade N, Type II, lightweight, medium weight and normal - weight concrete masonry units conforming to UBC Standard me If in (mm) in. io. 21 -4 or ASTM ci (mm) (mm) Ultimate Allowable Ultimate Allowable 3. The m inimum specified compressive Figure 2 I . - 1 1 1 les.. (kN), , ibs:,(kN) h,ibs. 1(N): j ibs.:(uri)i' streng of masonry, f 'm, at 2 8 d n m Anchor Installed in Face Shell (See Figure 2) is 1,500 psi. 4. Embedment depth is measured 45'8` im -- a 3/0 1 4 4% 720 145 1,240 250 from the outside face of the concrete 4 : 3 /8 (5.5) (1.1) m asonry unit and is based on the (9.5) (44) (102) (117) (3.2) (0.6) ( ) ( ) -, anchor being embedded an additional ez 1/ 1 4 4% 760 150 1,240 250 1" through 11/4" thick face shell. 111101 (12.7) 1 � 2 (44) (102) (117) - (3.4) (0.7) (5.5) (1.1) 5. Allowable loads may not be increased for short loading t i 5 /e s 1 4 4% 800 160 1,240 250 due to wind or seismic forces. (15.9) /e (44) (102) (117) (3.6) (0.7) (5.5) (1.1) GMU wall design must satisfy applicable design standards and s/ 13 /a 4 4% 880 175 1,240 250 be capable of withstanding applied loads. a/ 44 (102) (117) (3.9) (0.8) (5.5) (1.1) .! 6. Do not use impact wrenches to install in hollow CMU. (19.1) ( .. ) ( ) ( ) ( ) ( ) ) 7. Set drill to rotation -only mode when drilling into hollow CMU. Tension and Shear Loads in 8 -inch Lightweight, t •1 Fa'` 1 Medium- Weight and Normal- Weight Grout - Filled CMU Stemwall -ft p,: L: Figure 3 i 'Size Drill Embed. Min. Min. Critical 8 -inch Grout - Filled CMU Allowable Loads Based on CMU Strength 13/4' dge , in. Bit Depth Edge End Spacing Tension Shear Perp. to Edge Shear Parallel to,Edgla (mm) Dia. in. Dist. Dist. Dist. in. (mm) in. 'in. in. Ultimate Allowable Ultimate Allowable Ultimate Allowable °o I p End ° - (mm) S mm), ; (mm),_ lbs. (kN) „lbs;(kN) Llbs (kN)` lbs.(kN)' lbs.,(kN) -.°. r o - Anchor Installed in Cell Opening or Web (Top of Wall) (See Figure 3) : \. ° . J 1 /2 1 Pk 1 8 8 2,860 570 800 160 2,920 585 12.7 /2 114 44.5) (203) (203) (12.7) (2.5) (3.6) (0.7) (13.0) (2.6) _ + Anchor installed s/ " ; 1 . 10 10 2,860 570 800 160 3,380 675 T in top of wall 15.9 5/ ,1z tit 4415 , 254 : ' . (254 , . (12,7)' 5).. 3 6 -(r 7 ; .: 3.0) 1. The tabulated allowable loads are based on a safety factor of 5.0 for installations under the 4. The minimum specified compressive strength of masonry, f'm, IBC and IRC. For installations under the UBC use a safety factor of 4.0 (multiply the tabulated at 28 days is 1,500 psi. ' allowable loads by 1.25). 5. Allowable loads may be increased 331/2% for short loading due - Values are for 8 - inch wide CMU, Grade N, Type II, lightweight, medium- weight and to wind or seismic forces where permitted by code. normal- weight concrete masonry units conforming to UBC Standard 21 -4 or ASTM C90. 6. Grout - filled CMU wall design must satisfy applicable design standards • 3. The masonry units must be fully grouted with grout complying with UBC Section and be capable of withstanding applied design loads. 2103.4 or IBC section 2103.8. 7. Loads are based on anchor installed in either the web or grout - filled , j cell opening in the top of wall. 127 "! :a -i1 ' SIMPSON ° Strong -Tie TITEN HD® ANCHOR Technical Information i Str on SYSTEMS T e ( These tables are not for use Load - Adjustment Factors for Titen HD® Anchors in Face -of -Wall Installation in � with USD design methods 8" Grout Filled CMU: Edge Distance and Spacing, Tension and Shear Loads A How to use these charts: 1. Loc hea to following anchor e size to be r used distance and spaci and /or ng 6. Multipl the allowable cloadfby or the)appl intersection of the row and factor. column. 2. sre the 7. Reduction factors for multiple edges or spacings are multiplied together. shear load application. 3. Locate the embedment (E) at which the anchor is to be bin installed. 4. Locate the edge distance (Cact) or spacing (Sact) at anchor is to be installed. Edge or End Distance Edge and End Distance Shear HO Shear Load Parallel to Edge or End ( ) 3 1 3/ `See page 10 for an Tension f� Dia. /a /2 5/a Se lanation of the Dia. 3 /8 "/2 5/8 3 / 4 E 2 3'/2 4' /z 5'h load table icons E 2 3' /z 4' /z 5' /z Cad C 12 12 12 12 in. Car 12 12 12 12 (in.) 4 (in.) 4 4 C min 4 4 4 C rain 4 4 0.77 0.48 0.46 0.44 1 .00 1.00 0.83 0.66 4.0„ lemur 4 0.77 0.48 0.46 0.44 q 1.00 1.00 0.83 0.66 6 0.83 0.61 0.60 0.58 6 1.00 1.00 0.87 0.75 8 0 0.74 0.73 0.72 g 1.00 1.00 0.92 0.63 10 0,94 0.87 0.87 0.86 10 1.00 1.00 0.96 0.92 12 1.00 1.00 1.00 1.00 12 1.00 1.00 1.00 1.00 See Notes Below See Notes Below Edge or End Distance Shear (lc) Edge or Distance Shear ( Shear Load Perpendicular to Edge or Shear Load Laoad Perppee ndicular to Edge Edge or End (Directed Away From Edge or End) End (Directed Towards Edge or End) Dia. 3 /a t/2 5 /a 3 /4 h Dia. 3 /8 1/2 5 / 3/4 2 3'/2 4' /z 5' /z �� 1 E o E 2 3' /2 5 /2 C am C er 12 12 12 12 \\\\ e Cad U 1 2 12 , 12 (in.) 4 4 mC (in.) 4 Crain 4 4 Coin 4 4 tcmin 0.89 0.79 0.58 0.38 v faith' 0.38 MIN 0.21 4 ® 0.89 0.79 0.58 0.38 .� 4 ® 0.58 0.38 111:1131 0.21 6 0.92 0.84 0.69 0.54 0.69 0.54 cm 0 41 8 0.95 0.90 0.79 0.69 8 0.79 0 . 0.85 85 � •,y u 0.0.81 80 10 0.97 0.95 0.90 0.85 Z 1102 ® 0.9 12 1.00 1.00 1.00 1.00 2 II 12 ® 1.00 1.00 1.0n 1.00 1. E = Embedment depth (inches). 2. Can = actual end or edge distance at which ancho is installed (inc •s). F 3. Cc, = critical end or edge distance for 100% load (i hes). 4. Cmin = minimum end or edge distance for reduced loaf ) o 5. fn = adjustment factor for allowable load at actual end or edge distance. t 6. f = adjustment factor for allowable load at critical end or edge distance. f is always =1.00. t 7. tunic = adjustment factor for allowable load at minimum end or edge distance. i 8. fc = fcmin + [(1 - Icon) (Can - Crain) / (Cc - Crain)]. i Spacing Tension Os) Spacing Shear (f 4'/2 5 '/ 2 D i a. 3 /S 1 /2 5 /8 3 / 4 Dia. 3 /8 3/ 4 3 1/2 5/6 3 /a E 23/4 31/ 4'/2 5'/2 • E 23/4 Sam Sir 6 8 10 12 Sam Scr 6 8 10 12 (in.) 4 5 6 (in.) . 3 4 5 6 S min 3 S min fsmin 0.62 0.62 0.62 0.62 fsmin 0.67 0.69 0.59 0.50 3 • 0.62 4 0.91 0.69 0.51 0.33 0.75 0.62 6 1.00 0.85 0.67 0.50 4 0.87 5 0.72 0.62 • 1.00 0.84 0.67 5 8 6 1.00 0.81 0.70 0.62 12 1.00 0.00 1.00 0.85 0.75 12 1.00 8 1.00 0.87 t 1 1. E = Embedment depth (inches). 0 .87 2. S = actual spacing distance at which anchors are installed (inches). 12 3. sc, = critical spacing distance for 100% load (inches). 4. S,,,c = minimum spacing distance for reduced load (inches). 5. f = adjustment factor for allowable load at actual spacing distance. 6. fscr = adjustment factor for allowable load at critical spacing distance. fsc, is always = 1.00. 7. fsmin = adjustment factor for allowable load at minimum spacing distance. 130 8. 1 s =fsmin + [(1 -fs min ) ( San - Sam) I (Sur - Sm,n)] • ■ PARKIN ENGINEERING INC. CONSULTING AND STRUCTURAL ENGINEERING 14014 NE SALMON CREEK AVE. 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(360) 694 -8378 • VANCOUVER, WA 98686 FAX (360) 694 -3376 Ci/f k pMr 4 (oS3 x 2% = I la 3y b —i;.1 T-y g- P x cr /I Z L. rflS r) 2 0) MS K3 ,o0%40() C 2-0OD f E r L. Fb o K! U.s6 R % x e- x `i P 36 }CST 111 'IOW y INC: A member of the Smith-Root, Inc. Woo*/fa biwintoewmnm family of businesses www.johnwparkin.com r , PARKIN ENGINEERING INC. CONSULTING AND STRUCTURAL ENGINEERING 14014 NE SALMON CREEK AVE. (360) 694 -8378 VANCOUVER, WA 98686 FAX (360) 694 -3376 C,oAJa1. 7-t ex(3 cax �Z 12-10 - 3s S Zx 2s ' RND M )(-' --)32,* Ro Tny t.. p n e4, /v /me 6 F x. IL (-0 l�l 5 E N11), bS 76 alP Co of 6x.)-2, To [..� u R INC. mee the Smith -Root, Inc. L,i.l ,,,R M:stws�ti.� famil m of r busio nesses www.johnwparkin.com ..:N_ RECEIVED JAN 06 2010 arons CITY OFTIGARD BUILDING DIVISION Premises Address: Aaron's Sales and Lease Ownership Furniture Store 11745A SW Pacific Hwy., Tigard, OR 97223 Building Code Classification: Municipal Review: City of Tigard Community Development 13125 SW Hall Blvd., Tigard, OR 97223 503-639-4171 Governing Codes: 2007 Oregon Structural Specialty Code 2003 ANSI 117.1 ADA Number of Levels: Existing Building, One Level Construction Type: III -B, Sprinklered Occupancy: M (Mercantile) Gross Leased Premises: 9,772 s.f. Occupant Load: 323 Project Description: Exterior Facade Remodel and Window Additions k A a _ _,,_ .... ,. • , . ',. _... ; ______„........................._„,-_-..-. ' 04 , ., :...., . _ ___---- ---- __ _ _ __ . _ . , ... _ ,,. -- :., ..*, - . . - -- * . -- --- .. , . , ,... '' .1 1 -.:*, . - - .-.,., . otilso _--- - ,.....,............,.„,„ ....,.. . . . 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