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Specifications (4) SUPLLEMENTAL STRUCTURAL CALCULATIONS FOR WINCO NO. 23- ADDITION TIGARD, OREGON MAY 28, 2008 lugF2 00 8- 00079 PROJECT # 07034 7S� s40.1 PROffsj,: cSW 1� �'c�� m° uT vk kv • J ,Y9 go d° sr PHER 8. w EXPIRATION DATE: • ; PREPARED FOR: Peterson - Staggs Architects 5200 W. State Street Boise, Idaho 83703 RECEWED JUN 0 2 2003 PREPARED BY: CITY ® TIG�I�� 11 BUILDING DIVISION STXAPLEYI ENGINEERING STAPLEY ENGINEERING 8701 W. HACKAMORE DR. BOISE, IDAHO 83709 OFFICE COPY d- $y' x7 Project 1I i 0 of Da �� Cc r2 � STA-PLEY ' Sheet No. Client Ir�y. 1� 4 ENGINEERING 8701 W. Hackamore Dr. Boise, Idaho 83709 (208) 375 -8240 www.stapley.net STRUCTURAL ENGINEERS I (A vA GU c•- C7 (-4' ).t!tf ' f L -- - U (, ,- -‘e_ (I Al - \ 9 ‘ ,,: 1 21 C( Li .ti 1-- ( I ( j (CC' . \{ ZCZ1v ; z .�\C 6- 1,r) \1° I I I w, k'_ I I r• f I '1A ( 1 v. l '�\nk \ .1 v I� C\ 2- U.) 7 \wL -lhS 1 V. ' A ■„_ ` . k- IY i 1 t Q„ I Pe o I I I ;I i I ilki` `() 7 16-61 - \' Lai u� — k '0Y� \L�z /1 \L ; - 5 11 i w I I � , Z \ ;b (\Z.\'''') Z cam ..cl''' i I I I • 1 i I I I r`l! � �( Z.7.S .\ 2 X 'o��{- \T IZ� ( ti 7 1A IA 1._ U1, ! 1 i • I 1 1 1 I I , I i - 1 - I 1 ' `Or Project 'l ,' ..-rf: • ' �� STI Date _ y l��h(�'� �`�'�`,'` -�-( Sheet No. Client 2 ENGINEERING 8701 W. Hackamore Dr. Boise, Idaho 83709 (208) 375 -8240 www.stapley.net STRUCTURAL ENGINEERS '4 'All - Gk.,. G../ 4- -) . c (4 !-,: l.,_- . �4� Z•'Z`l �� i I I G ' I °,1--(V): CC D L1 ( IZ ,�- z - e\ , `h � l � L C 1 I . I i 1 , , �i0 -- \ y JL`G I CA , I�I Il.--' I I ! , ( l 4 ' ) z 0, mod\ I i.- I 1 \ I I z \c,o \ i 1.�‘ 1&7 \-7 4 fJ ' C k C ,Vt L1 ,_Z (G, c✓ i 02r 0 4 ./-, c \ 1�?: L 7tv7 , 1 le: I 1 1 I ' I I I I i 1 I 1 I I I I I r I � I ' I lir Project \ n`�r 4, 1'%.c/>� /74'5 Dare � -4" STXAPLEY No. Client + ENGINEERING 8701 W. Hackamore Dr. Boise, Idaho 83709 (208) 375 -8240 www.stapiey.net STRUCTURAL ENGINEERS Al■ w' CV O Lk `9v": •! t; (-- ,, ' j 0 z (� )Ce', ° ('( L \ iw Y,0,1.-\((...( -O ` r ) Z °l4�• C �- 7 I ,�-+1 — — — J.- - - a - - -- +- - �L i ■ 1 1 i 'e„ z- �� ,� C y U2, „ � T i . N ; 'I C , v �i i I ' 4 . J I - A ■ i 7 D. G 1 � 1 ! , , , / LI J \ Z(1;U i Z _�u— — — - - - I I ■ 7 0 1 - k .0 ”( ' ,\ ' r \ \ \ ` I I . i I I 7 \ I r G J ' & ( i . - ` I 1 , . I V = \-b erc 1 L (o, ti s)( -o, - 1 ,., c.N1, \ ,o) :: y k \G `-2 i .t--c \G J. 0 \c I - I - I I I l t I 1 1 I 1 i 1 I ' '` 13110 4,7 Project .Si el I ; Date ‘1-1,i-167((,:i6 v f-- /T—,,i,y $ No. Client "ki- EN GINEERING 8701 W. Hackamore Dr. Boise, Idaho 83709 (208) 375 -8240 www.stapley.net STRUCTURAL ENGINEERS , .^ 4 yAV Gi , c\/ * Glk GL�YL.._ " - U.S 'G G ti--T c�.- l�l� Gc r, �,-- i I i i L 4 z o , .5 C9 - \, - Z I• �� - - , I , 1 - j i ; I . I I , , . I I i I i 1 I j I I I I I I i 1 I I i I ' , I I ! I i 1 I t ! I I I I I I I I i I I i I , ■ _4_ ; .I I. 0l,J Project -iI t.r�v '' Date_ -crime( b r-,4-t STAPLEY Sheet No. Client ENGINEERING 8701 W. Hackamore Dr. Boise, Idaho 83709 (208) 375 -8240 www.stapley.net STRUCTURAL ENGINEERS I , tua1 O z 11-Ca 7 Lei ' >`- -- , I I 4 ti- , 1 ;_____ _ _ _ __ _ ; ! , , 1 v Z 4 L,2 -✓ lsv��V'o)0,0)cl,, - \ tp'? \\ I t1 C.o \ yj I s -. 1 ( tg 1 � � J i I 1 f I 9f U -. '; & G C` u Z �q` r 1 I 'ti 7 \ , J CZ 2' .' } -- , ' 2 ,?,'� G I L--- L Lt r -0'''. ' �1�+ 47G i I ..<:-."'. I I 1 I j I I ! ■ i I I 1 ! I I I I , I � I j . ■ 1 j i I I i . . I ■ - 5 - 1 ■ Mechanical Anchoring Systems Kwik Bolt 3 Expansion Anchor 4.3.5 Table 4 - Stainless Steel Kwik Bolt 3 Allowable L )ads in Normal- Weight Concrete' Anchor Embedment f' = 2000 psi (13 8 MPE f', = 3000 psi (20.7 MPa) f' = 4000 psi (27 6 MPa) f' = 6000 psi (41 4 MPa) Diameter Depth Tension Shear' Tension Shear' Tension Shear' Tension Shear' in. (mm) in. (mm) lb (kN) lb (kN) lb (kN) lb (kN) lb (kN) lb (kN) lb (kN) lb (kN) 1-1/8 (29) 260 595 320 380 725 470 (1.2) (2.6) (1.4) (1.7) (3.2) (21) 1/4 2 (51) 540 625 675 705 910 805 (6.4) (2.4) 675 (2 8) (3.0) (3.1) 805 (4 0) (3.6) 3 (76) 685 (3.0) 750 810 (3 6) 910 • - (3) (3 3) (3.6) (4 0) • 1 -5/8 (41) 605 880 670 1110 730 1345 950 1690 (2 7) (3.9) (3.0) (4 9) (3.2) (6.0) (4 2) (7.5) • 3/8 2-1/2 (64) 1285 1430 1575 1940 (9.5) (5.7) 1655 (6 4) 1655 (7.0) 1870 (8.6) 1870' 3-1/2 (89) 1620 (7.4) 1755 (7.4) 1885 (8 3) 2035 (8 3) (7.2) (7.8) (8 4) (9.1) 2 1/4 (57) 1015 1875 1230 2130 1450 2380 1620 2740 . _ ...,,6,;,.- A (10.6) (7 2) (12.2) 1/2 3 -1/2 (89) 1445 1975 2510 2655 (12.7) _ (6.4) 3170' (8.8) 3170' (11.2) 3580 (118) 3580 4-3/4 (121) 1990 (14.1) 2250 (14.1) 2510 (15 9) 2985 (15 9) (8.9) (10.0) (11 2) (13.3) 2 -3/4 (70) 1650 2875 1755 3485 1860 4095 2335 (7.3) (12 8) (7 8) (15.5) (8 3) (18.2) (10.4) 5/8 4 (102) 2455 2900 3340 4395 4870 ` (15 9) (10.9) 4870 (12.9) 4870 (14 9) 4870 (19.5) (21 7) 5 -1/2 (140) 3480 (21.7) 3885 (21.7) 4290 (21 7) 6260 i (15.5) (17.3) (19.1) (27.8) 3 -1/4 (83) 1550 3945 1950 4260 2350 2610 (6.9) (17 5) (8 7) (18.9) (10.5) (11.6) 3/4 4 -3/4 (121) 2510 3250 3870 5645 4670 5645 (19.1) _ (11 2) _ 5535 (14 5) 5535 (17 2) (25 1) (20 8) (25 1) 6-1/2 (165) 2930 (24.6) 3870 (24.6) 4530 5120 (13.0) (17 2) (20.2) (22.8) 4 -1/2 (114) 3120 6080 3870 6770 4610 4800 (13 9) (27 0) (17.2) (301) (20.5) (21.4) 1 6 (152) 4400 6400 7200 7420 7330 7470 (25.4) (19 6) 7470 (28.5) 7470 (32 0) (33.2) (32.6) (33.2) 9 (229) 5600 (33.2) 8000 (33.2) 9390 9390 (24.9) (35 6) (41.8) (41.8) 1 Intermediate load values for other concrete strengths and embedments can SHEAR THROUGH THE BOLT BODY SHEAR THROUGH THE THREADS be calculated by linear interpolation 2 Unless otherwise noted, values shown are valid for the shear plane acting ISM through either the anchor body or the anchor threads. 3 Values shown are for a shear plane through the anchor body. When the '� V �� ,--,„- V shear plane is acting through the the anchor threads, reduce the shear . value by 5 %. • .. . . -. . • , - • 4 Values shown are for a shear plane through the anchor body. When the • shear plane is acting through the the anchor threads, reduce the shear •- , - • I= value by 15%. • ' . 0. , " • - - 6 - ... , .... ... . . _ . ... . - -- __- Mechanical Anchoring Systems Kwik Bolt 3 Expansion Anchor 4.3.5 Influence of Edge Distance and Anchor Spacing on Anchor Performance . F, , - Load Adjustment Factors for 1/4 in. Diameter Anchors Standard Anchor Embedments (in.) Edge Distance Shear h min 1-1/8 Adjustment Spacing Edge Distance Spacing i II 1 away - _ • Factor Tension Tension. Shear toward to from 1/4 - ,, nom 2 1/4 in I /en /Aw edge edge edge hdeep 3 lavi lma lays hmin 1 Embedment 1-1/8 z2 1.1/8 z2 1.1/8 z 2 z 1 -1/8 z 1.1 /8 z 1 -1/8 Depth, in 3/8 hnom 2-112 1 - 1/8 0.60 0.80 0.90 hdeep 31/2 1 -11/16 0 75 0.93 0 94 0.50 0.60 0.83 1 -3/4 0.78 0.95 0.94 0.52 0.61 0.84 hmin 2 4 l' 2 0.85 0.60 1 00 0 80 0 96 0 90 0 59 0.67 0 86 1/2 Nom 3-1/2 2 -1/4 0.92 0.64 0.83 0 98 0.91 0.67 0.73 0.89 hdeep 4 -3/4 i i 2 -1/2 0.99 0.68 0.87 1.00 0.92 0.74 0 79 0 91 3 1.00 0.76 0 93 0.94 0.89 0.91 0.96 N 3 -3/8 0.82 0.98 0.96 1.00 1.00 1.00 i 3 -1/2 0.84 1.00 0.96 4 0.92 0.98 i 4 -1/2 1.00 1.00 Note: Tables apply for listed embedment ((( 4-3/4 depths. Reduction factors for other embedment depths must be 5 calculated using equations below. Load Adjustment Factors for 3/8 In Diameter Anchors t Edge Distance Shear Spacing - Tension Adjustment Spacing Edge Distance Spacing 1 II J. away Factor hnom Tension Tension, Shear toward to from hm haclshnom hacl a hnom 3/8 in !„ 'RN fay edge edge edge S//t5 1 + 0.88 S/hna + 0 88 !m■ 'SW lma , AN = 3 13 IAN = Embedment 1 -5/8 .0 6 z2 -1/2 1•5 /e 22•1/2 I - 518 z 2-1/2 z 1-5/8 z 1•5 /8 z 1.5/8 Depth, in 1-5/8 0 0.80 0.90 2 0.67 0 86 0.90 0.92 0.93 Edge Distance - Tension 3 13 2 1/4 0.72 hmins haclshnom z 2-1/2 0.77 0 60 0.94 0.80 0.94 0.90 0.51 0.61 0.83 mm + 2 f -S.- 3 0.87 0.66 1.00 0.85 0.97 0.92 0.62 0.69 0 87 /R" = c/haci + 2 hhad 'RN = G 3 75 3 -1/4 0.92 0.70 0.88 0.98 0.92 0.67 0.73 0.89 3 -1/2 0.97 0.73 0.91 0 99 0 93 0.72 0.77 0 90 N 3 -3/4 1.00 0.76 0.93 1.00 0.94 0.77 0.82 0 92 Spacing - Shear 4 0.79 0.96 0.95 0.82 0 86 0.94 • 4 -1/2 0.86 100 0.96 0.92 0.94 0.97 hmins hacl hacl z hnom 5 0.92 0.98 1.00 1 00 1 00 l Av = s/h + 10 25 /AV = yh + 10 25 5 -5/8 1.00 1.00 12 5 12 5 5 -3/4 Load Adjustment Factors for 1/2 in. Diameter Anchors Edge Distance - Shear Edge Distance Shear ho a Nun Adjustment Spacing Edge Distance Spacing 1 II 1 away Factor Tension Tension, Shear toward to from perpendicular toward edge 1/2 in l laN 1 edge edge edge leYi fron 44/3 , F11/1 = - Embedment 3h min Depth, in 2 -1/4 z3 -1/2 2 -1/4 23.1/2 2 - 1/4 z3 -1/2 a2'1/4 z2 - 1/4 22'1/4 parallel to edge 2 -1/4 0.60 0.80 0.90 Ghmn + 075 2 -1/2 0.64 0.83 0.91 t'11V2 = 3 0.71 0.89 0.93 . 3 75 3 -3/8 0.76 0.93 0.94 . 0.50 0.60 0.83 perpendicular away from edge 3-3/4 0.81 0.62 0 0.82 0.95 0.91 0.56 0.64 0.85 63 = C/hmm + 5 82 4 -1/4 0.88 0.67 1.00 0.86 0.97 0.92 0.63 0.70 0.87 8 82 E 4 -3/4 0 0.71 0.90 0.99 ' 0.93 0.70 0.76 0.90 - o>5 1.01 )174 0.91 ;12)193 0.74 0.79 0.91 5 -3/4 0.81 0.97 0.95 0.85 0.88 0.95 6 0.83 1.00 0 96 0 89 0.91 0.96 Note: Edge distance and anchor spacing for all light - 6-1/2 _ 0.87 0.97 0.96 0.97 0.99 weight and sand - lightweight concrete are obtained by 7 -1/4 0.94 0.99 1.00 1.00 1,00 dividing the normal - weight dimensions by 0.75 and 1 - 7 -3/4 1.00 1.00 0.85 respectively. - 7 - Hilti, Inc. (US) 1- 800 -879 -8000 I www.us.hiltl.com I en espahol 1- 800 -879 -5000 1 Hilti (Canada) Corp 1 -800- 363 -4458 1 www.ca.hilti.com I Product Technical Guide 2006 237 * Project j \Y. >��ep Date • Sheet No. e(--1,,-.L5(646 Client J 1 T E NGINEERING 8701 W. Hackamore Dr. Boise, Idaho 83709 (208) 375.8240 www.sfapiey.net STRUCTURAL ENGINEERS . t. Ak t■- , 6-C , 17 - , I , ! ; i j • 1 I I i • 1 I , I I I ■ 1 ! I I i' Y i . : °‘ ‘ \ -19 -fi''-C-- (-12-RFIt-4(4- k 4k,oj c, ((_2 \ ! 1 ,l1 s 1 Zo•O 1K.G' LZ Co( ,, -- � _ \CPO \L ' ! v-e ! ' � 1 �s -v� ; � �v.� Qom- � I • • . 0 so By Project S TIPILEY Sheet No. Client E NGINEE R ING 8701 W. Hackamore Dr. Boise, Idaho 83709 (208) 375 -8240 www.stapley.net STRUCTURAL ENGINEERS 1Ccy c. 1 I I ! fG °G�Gv s4 �✓ C-'a —t \QCli. I z S. 1 t s i .%5 I 1 i' 1 • — - -- -- — — — — — — -- • A O v ! .) U3 ¢ -1 p t L., ^ CJ Li.. l k i Cti I ` r U I i 1 I N 1 l�l _ j j 1 V ■ I I N 1 I f i 1 t i i 1 I i I \ V (�ji 0 V ‘ i I I 1 �� 4 � — �- �— — 1 i . i ; Lo -o X I u, -e- r u;- '.6.14s.� e Y- 4`" i i 1 1 __ -� 1 ■ I 1 1 I I i • Stepley Engineering 8701 W. Hackamore Dr. Boise, Idaho 83709 STAPLEIf ph. 208- 375 -8240 ENGINEERING fax 208 - 375 - 8257 Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Rev. 580021 User: KW -0602481, Ver58.0, 15-Jun-2007 Cantilevered Retaining Wall Design Page 1 _ (c)1983 -2007 ENERCALC Engineering Software winco tigard remodel.ecw.Calcutahons Description RAMP WALL- REVISED Criteria 111 i Soil Data ! F Strengths & Dimensions 1 Retained Height = 5.00 ft Allow Soil Bearing = 4,500.0 psf fc = 2,500 psi Fy = 60,000 psi Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Min. As % = 0.0014 Heel Active Pressure = 35.0 psf /ft Toe Width = 0.00 ft Slope Behind Wall = 0.00: 1 Toe Active Pressure = 0.0 psf /ft = Height of Soil over Toe = 0.00 in Passive Pressure = 230.0 psf/ft Total = Width 3.67 9 p Total Footing Width 3.67 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 12.00 in FootinglJSoil Friction = 0.300 Key Width = 0.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Lateral Load Applied to Stem I Lateral Load = 100.0 #/ft ...Height to Top = 5.00 ft ...Height to Bottom = 0.00 ft Design Summary ` Stem Construction Top Stem Stem OK Total Bearing Load = 3,066 lbs Design height ft = 0.00 ...resultant ecc. = 9.73 in Wall Material Above "Ht" = Concrete • Soil Pressure © Toe = 1,996 psf OK Thickn = 8.00 Soil Pressure @ Heel = 0 psf OK Rebar Size # 5 = 4,500 psf Rebar Spacing 16.00 Allowable = sf Rebar Placed at = = Center Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 2,448 psf fb /FB + fa /Fa = 0.863 ACI Factored © Heel = 0 psf Total Force @ Section lbs = 1,593.8 Footing Shear @ Toe = 0.0 psi OK Moment....Actual ft-# = 3,364.6 Footing Shear @ Heel = 35.2 psi OK Moment Allowable = 3,898.0 Allowable = 85.0 psi Shear Actual psi = 33.2 Wall Stability Ratios Overturning = 2.04 OK Shear Allowable psi = 85.0 Sliding = N/A Bar Develop ABOVE Ht. in = 23.40 Sliding Calcs Slab Resists All Sliding ! Bar Lap /Hook BELOW Ht. in = 8.97 Lateral Sliding Force = 1,130.0 lbs Wall Weight = 96.7 Rebar Depth 'd' in = 4.00 Masonry Data fm psi = Fs psi = Solid Grouting = - Footing Design Results I Special Inspection = Modular Ratio 'n' Toe Heel Short Term Factor = Factored Pressure = 2,448 0 psf Equiv. Solid Thick. = Mu' : Upward = 0 0 ft-# Masonry Block Type = Normal Weight Mu' : Downward = 0 6,364 ft-# Concrete Data Mu: Design = 0 6,364 ft-# fc psi = 2,500.0 Actual 1 -Way Shear = 0.00 35.20 psi Fy psi = 60,000 0 Allow 1 -Way Shear = 0.00 85.00 psi Other Acceptable Sizes & Spacings Toe Reinforcing = None Spec'd Toe: Not req'd, Mu < S ' Fr Heel Reinforcing = None Spec'd Heel: #4@ 10.75 in, #5@ 16.50 in, #6© 23.50 in, #7@ 32.00 in, #8@ 42.00 in, #9© 4 Key Reinforcing = None Spec'd Key: No key defined - 10- • r Stepley Engineering 8701 W. Hackamore Dr. Boise, Idaho 83709 STAPLEY ph. 208 - 375 -8240 ` " °' " " °' "` fax 208 - 375 - 8257 Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Rv. 580021 U KW -0602481.Ver 5.8.0.15Jun -2007 Cantilevered Retaining Wall Desi Page 2 ( -2007 ENERCALC Englneenng Software winco tigard remodel ecw:Calculations Description RAMP WALL- REVISED _Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 630.0 2.00 1,260.0 Soil Over Heel = 1,651.8 2.17 3,581.7 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = 500.0 3.50 1,750.0 Axial Dead Load on Stem= 0.00 Load © Stem Above Soil = Soil Over Toe = SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 483.3 0.33 161.1 Total = 1,130.0 O.T.M. = 3,010.0 Earth @ Stem Transitions= Resisting /Overturning Ratio = 2.04 Footing Weight = 550.5 1.84 1,010.2 Vertical Loads used for Soil Pressure = 3,066.4 lbs Key Weight = Vert. Component = 380.7 3.67 1,397.4 Vertical component of active pressure used for soil pressure Total = 3,066.4 lbs R.M.= 6,150.3 - 11- • 'id Stapley Engineering . • 8701 W. Hackamore Dr. 0 Boise, Idaho 83709 • STAPLEY ph. 208 - 375 -8240 ex.ixeiaixc fax 208 - 375 - 8257 Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 I Rev: 580021 User: 0.15Jun2oft Cantilevered Retaining Wall Design Page 1 (019 (c)1983 -23 -2007 7 ENE ENERCALC CALC Engineering g Software wlnco Tigard remodel.ecw.Calculations Description WinCo Tigard Retaining Wall- REVISED , . ...2= 1 I Soil Data 1, Footing Strengt 8 Di mensions Retained Height = 4.00 ft Allow Soil Bearing = 4,500.0 psf fc = 2,500 psi Fy = 60,000 psi Wall height above soil = 0.33 ft Equivalent Fluid Pressure Method Min. As % = 0.0014 Heel Active Pressure = 35.0 psf /ft Toe Width = 1.25 ft Slope Behind Wall = 0.00: 1 Toe Active Pressure = 0.0 psf /ft Heel Width • = 1.75 Height of Soil over Toe = 24.00 in Passive Pressure - 230.0 psf /ft Total Footing Width = 3.00 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness'. 12.00 in FootingllSoil Friction = 0.300 • Key Width = • 0.00 in Wind on Stern = 0.0 psf Soil height to ignore Key Depth ' = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft • Cover @ Top = 3.00 in @ Btm.= 3.00 in Surcharge Loads Lateral Load Applied to Stem Axial Load Ap plie d to Stem- Surcharge Over Heel = 0.0 psf Lateral Load = 100.0 #/ft Axial Dead Load ' = 7,800.0 lbs Used To Resist Sliding & Overturning ...Height to Top = 4.00 ft Axial Live Load V = 375.0 lbs Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Axial Load Eccentricity = 0.0 in Used for Sliding & Overturning • _ Desi Summa Stem Construction , Top Stem . • : • Stem OK • Total Bearing Load = 10,074 lbs Design height ft = 0.00 • ...resultant ecc. = 0.71 in Wall Material Above "Ht" = Concrete Thickness = 8.00 Soil Pressure @ Toe = 3,757 psf OK Rebar Size = # 5 Soil Pressure @ Heel = 2,959 psf OK Rebar Spacing = 16.00 • Allowable = 4,500 psf - Rebar Placed at = Center Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 5,164 psf fb /FB + fa /Fa = 0.512 ACI Factored @ Heel = 4,066 psf . Force @ Section • lbs = 1,156.0 Footing Shear @ Toe = 24.1 psi OK Moment....Actual ft-# = 1,994.7 Footing Shear @ Heel = 13.2 psi OK Moment Allowable = 3,898.0 Allowable = 85.0 psi Shear Actual psi = 24.1 all Stbiity Ratios = Shear Allowable psi = 85.0 Overturning 8.21 OK Sliding = 4.71 (Vertical Co Bar Develop ABOVE Ht. in = 23.40 . Sliding Calcs (Vertical Component Used) Bar Lap /Hook BELOW Ht. in = 6.00 . • Lateral Sliding Force = 837.5 lbs Wall Weight = 100.0 less 100% Passive Force= - 1,035.0 lbs Rebar Depth 'd' in = 4.00 less 100% Friction Force= - 2,909.7 lbs Masonry Data psi = fm Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability = 660.1 lbs NG S psi = Solid Grouting Footing Design Results Special Inspection = - Modular Ratio 'n' = Toe Heel Short Term Factor = Factored Pressure = 5,164 4,066 psf Equiv. Solid Thick. = • . Mu' : Upward = 3,915 0 ft-# Masonry Block Type = Normal Weight Mu' : Downward = 405 972 ft-# Concrete Data Mu: Design = 3,511 972 ft-# fc psi = 2,500.0 • • Actual 1 -Way Shear = 24.15 13.18 psi Fy psi = 60,000.0 Allow 1 -Way Shear = 85.00 85.00 psi Other Acceptable Sizes & Spacings Toe Reinforcing = # 5 @ 18.00 in Toe: Not req'd, Mu < S * Fr ' Heel Reinforcing = # 5 @ 18.00 in Heel: #4@ 10.75 in, #5@ 16.50 in, #6@ 23.50 in, #7@ 32.00 in; #8@ 42.00 in, #9@ 4 Key Reinforcing = None Spec'd Key: No key defined • - 12- • • ' Stapley Engineering 8701 W. Hackamore Dr. Boise, Idaho 83709 STAPLEY ph. 208 - 375 -8240 exc ix eceixc fax 208 - 375 - 8257 Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Rev: 580021 U KW -0602 Ver5.8.0, 15-Jun-2007 Cantilevered Retaining Wall D es i gn Page 2 ` (c)1983 -2007 ENERCALC Engineenng Software wino tigard remodel ecw:Calculations 1 Description WinCo Tigard Retaining Wall- REVISED Summary of Overturning & Resisting Forces & Moments J OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 437.5 1.67 729.2 Soil Over Heel = 476.7 2.46 1,171.8 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = 400.0 3.00 1,200.0 Axial Dead Load on Stem = 7,800.0 1.58 12,350.0 Load @ Stem Above Soil = Soil Over Toe = 275.0 0.63 171.9 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 433.0 1.58 685.6 Total = 837.5 O.T.M. = 1,929.2 Earth @ Stem Transitions= Resisting /Overturning Ratio = 8.21 Footing Weight = 450.0 1.50 675.0 Vertical Loads used for Soil Pressure = 10,074.1 lbs Key Weight = Vert. Component = 264.4 3.00 793.2 Vertical component of active pressure used for soil pressure Total = 9,699.1 lbs R.M.= 15,847.5 - 13- f �' Stepley Engineering 8701 W. Hackamore Dr. Boise, Idaho 83709 STAPI -E` ph. 208 - 375 -8240 °"" ""°'° " • fax 208 - 375 - 8257 Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Rev 580021 Page 1 User: KW -0602481,Ver 5.8.0, 15 -Jun -2007 Cantilevered Retaining Wall Design g - (c)1983 -2007 ENERCALC Engineering Software wino tigard remodel ecw•Calculations Description WinCo Tigard Retaining Wall 6'- REVISED Criteria I ; Soil Data 1 Footing Strengths & Dimensions M Retained Height = 6.00 ft Allow Soil Bearing = 4,500.0 psf fc = 3,500 psi Fy = 60,000 psi Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Min. As % = 0.0014 Heel Active Pressure = 35.0 psf /ft Toe Width = 2.50 ft Slope Behind Wall = 0.00: 1 Toe Active Pressure = 0.0 psf /ft = Height of Soil over Toe = 24.00 in Passive Pressure = 230.0 psf /ft Heel Width 1.50 = Total Footing Width 4.00 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 12.00 in FootingllSoil Friction = 0.300 Key Width = 0.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Surcharge Loads 0 Lateral Load Applied to Stem I Axial Load Applied to Stem , ` Surcharge Over Heel = 0.0 psf Lateral Load = 100.0 #/ft Axial Dead Load = 7,800.0 lbs Used To Resist Sliding & Overturning ...Height to Top = 6.00 ft Axial Live Load = 375.0 lbs Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Axial Load Eccentricity = 0.0 in Used for Sliding & Overturning Design Summary ` Stem Construction I Top Stem Stem OK Total Bearing Load = 10,993 lbs Design height ft = 0.00 ...resultant ecc. = 4.81 in Wall Material Above "Ht" = Concrete Soil Pressure @ Toe = 1,096 psf OK Thickness = 8.00 S ss ize Soil Pressure @ Heel = 4,401 psf OK Rebar S # 5 Rebar Spacing 12.00 Allowable = 4,500 psf Rebar Soil Pressure Less Than Allowable Data D at = Center ACI Factored @ Toe = 1,473 psf Design Data ACI Factored @ Heel = 5,916 psf + fa /Fa = - o.ss7 Total Force @ Section lbs = 2,091.0 Footing Shear © Toe = 34.3 psi OK Moment....Actual ft-# = 5,202.0 Footing Shear @ Heel = 17.9 psi OK Moment Allowable = 5,215.5 Allowable = 100.6 psi Wall Stability Ratios Shear Actual psi = 43.6 Overturning = 6.76 OK Shear Allowable psi = 100.6 Sliding = 2.90 (Vertical Co Bar Develop ABOVE Ht. in = 19.78 Sliding Calcs (Vertical Component Used) Bar Lap /Hook BELOW Ht. in = 8.85 Lateral Sliding Force = 1,457.5 lbs Wall Weight = 100.0 less 100% Passive Force= - 1,035.0 lbs Rebar Depth 'd' in = 4.00 less 100% Friction Force= - 3,185.5 lbs Masonry Data Added Force Req'd = 0.0 lbs OK fm psi = Fs psi = ....for 1.5:1 Stability = 660.1 lbs NG Solid Grouting = _ Footing Design Results Special Inspection Modular Ratio 'n' Toe Heel Short Term Factor = Factored Pressure = 1,473 5,916 psf Equiv. Solid Thick. = Mu' : Upward = 7,496 0 ft-# Masonry Block Type = Normal Weight Mu' : Downward = 1,619 1,128 ft-# Concrete Data Mu: Design = 5,877 1,128 ft-# fc psi = 3,500.0 Actual 1 -Way Shear = 34.25 17.90 psi Fy psi = 60,000.0 Allow 1 -Way Shear = 100.57 100.57 psi Other Acceptable Sizes & Spacings Toe Reinforcing = # 5 @ 21.25 in Toe: Not req'd, Mu < S ' Fr Heel Reinforcing = None Spec'd Heel: #4@ 10.75 in, #5@ 16.50 in, #6@ 23.50 in, #7@ 32.00 in, #8© 42.00 in, #9© 4 Key Reinforcing = None Spec'd Key: No key defined -14- • '' Stepley Engineering 8701 W. Hackamore Dr. Boise, Idaho 83709 STAPLEY ph. 208 - 375 -8240 8N01MCCN'N` fax 208 - 375 - 8257 Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Rev. 580021 User. KW -0602481,Ver 580,15Jun -2007 Cantilevered Retaining Wall Design Page 2 _(c)1983 -2007 ENERCALC Engineering Software wino beard remodel ecw•Calculauons Description WinCo Tigard Retaining Wall 6'- REVISED _Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING • Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 857.5 2.33 2,000.8 Soil Over Heel = 550.0 3.58 1,970.8 Toe Active Pressure = Sloped Soil Over Heel = . Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = 600.0 4.00 2,400.0 Axial Dead Load on Stem = 7,800.0 2.83 22,100.0 Load @ Stem Above Soil = Soil Over Toe = 550.0 1.25 687.5 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 600.0 2.83 1,700.0 Total = 1,457.5 O.T.M. = 4,400.8 Earth @ Stem Transitions= Resisting /Overturning Ratio = 6.76 Footing Weight = 600.0 2.00 1,200.0 Vertical Loads used for Soil Pressure = 10,993.2 lbs Key Weight = Vert. Component = 518.2 4.00 2,073.0 Vertical component of active pressure used for soil pressure Total = 10,618.2 lbs R.M.= 29,731.3 -15- A B* -J■/3 Project l.) h Date tv Sheet No. Client II ENGINEERING .' -1- \ I \ 8701 W. Hackamore Dr. Boise, Idaho 83709 (208) 375-8240 www.stapley.net STRUCTURAL ENGINEERS . , . 1 , . . , 0--,,,.c, ,.)..) -0,13....._ 1 . • rt z : cz• (-- q - ( 4-7- . _. 1 I I * I 1 1 . \ . ' . 1 i . I i / k 0 1 7/0 .- 4 l itc l I . )( l Ork : C--\ , ki, • rk . V) “ i I 1 ! i i H - 1 ; ,\ A x , , x 1 si•-•‘ , -,•--- k ia- .z • 2., ! 1 vc- e i 4 C 7,-( \ ■,--) I I I , ; I ■ I I I CoZ \,- TA' -, ' • c)?--- e. i _ . , 1 ______ Ri._ ! . ! ( 4 C.—\.,■) i Ls , - i .c r..., ..:_n_•., 0- 7 1 1 ! I 1 I I I I i 1 ! ! i 1 I V.) G. r I ■ I 1 I a l e 7 0 f C' (7) ■) . i - CC: ( ' k \ r 1( ..-.. '‘ \-.--- -r-- ' Z' . 5 \ 1 4- 27 Z" --4- 1 . _A SUPPLEMENTAL STRUCTURAL CALCULATIONS FOR WINCO NO. 23- ADDITION TIGARD, OREGON MAY 12, 2008 PROJECT # 07034 4 4% 09 PROP4 4k, s F • ,, ; PE� 44, 0P E9 0• SI 1EXPIRATION DATE:i2 PREPARED FOR: Petersen - Staggs Architects 5200 W. State Street Boise, Idaho 83703 PREPARED BY: tapley ngineering STAPLEY ENGINEERING 8701 W. HACKAMORE DR. BOISE, IDAHO 83709 OFFICE COPY 4/28/2008 2:16 PM 8701 W. Hackamore Dr. Project : Winco Tigard - REVISED dii S;TAPLEY Boise, ID 83709 Location : Tigard, OR E N G I N E E R I N G (208) 375 -8240 Project # : 07030.00 Client : PSA Design Criteria: Building Classification: (IBC 2006) • Design Code: IBC 2003 Category: 2 . Uniform Loads: Roof Dead Load : 20 psf Corridor Live Load : n/a psf Roof Live Load : 25 psf (snow) Partition Live Load : n/a psf • . • Floor Dead Load : n/a psf . Storage Live Load : n/a psf _ Floor Live Load : n/a psf . • • Material Properties: . Masonry: Structural Steel: Wood Framing: f = 1500 psi W Sections f = 50 ksi Grade: DF #2 Grout = 2500 psi Plates & Misc. f = 36 ksi Fb = 900 psi Concrete: Tube Steel f = 46 ksi F„ _ • . 180 psi f _ 2500 psi . Glulam: F = 625 psi Reinf. Bar f = 60 ksi Grade: 24F, V4 E = • 1600 ksi Seismic Loads: Design Base Shear LRFD ASD Ss 1.062 I 1.00 V = C *W = 0.142 W 0.101 G, 1 Z l S, 0.372 SMS 0:956 Fa 0.90 SMi 0.934 Diaphragms Fv 2.51 SDS 0.637 Fp = 0.2 *Sp *I *Wp = 0.127 Wp , 0.091 Site Class E SDI 0.623 Occ. Category 2 T 0.196 Out -of -Plane Brg and Shear Walls Design Category D Ts 0.978 Fp = 0.4 *Sp *I *W = 0.255 Ww 0.182 R 4.5 T 0.14 0 3 Min. C 0.010 Conc./Masonry Wall Anchorage* C ,1.4 C, 0.142 Fp =0.8 *S *I *W = 0.510 W 0.364 4 - ,t_vo,7 T 0.1 Max. C 0.989 U �c4- p 1.0 Connections ** T 6 Fp = 0.133 *Sp *Wp = 0.085 Wp 0 061 *(LRFD =280 plf min. ASD =200 plf min.) * *(not for collector element connections) Soil Bearing: Soil Report : Zipper Zeman Associates Inc. Report # : 82075007 Date : 05/11/07 Allowable Bearing : 5000 psf Lateral Earth Pressures Native Backfill Footing Depth : in At rest (pcf): Coefficient of friction: Active (pcf): OT Safety Factor: Passive (pcf): Sliding Safety Factor: Soil weight (pcf): * Conterminous 48 States 2003 International Building Code Zip Code = 97223 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B - Fa = 1.0 ,Fv = 1.0 Data are based on a 0.1 deg grid spacing Period Centroid Sa (sec) (g) 0.2 1.062 (Ss, Site Class B) 1.0 0.372 (S1, Site Class B) Period Maximum Sa (sec) (g) 0.2 1.064 (Ss, Site Class B) 1.0 0.381 (51, Site Class B) Period Minimum Sa (sec) (g) 0.2 1.052 (Ss, Site Class B) 1.0 0.365 (S1, Site Class B) Conterminous 48 States 2003 International Building Code Zip Code = 97223 Spectral Response Accelerations SMs and SM1 SMs = FaSs and SM1 = FvS1 Site Class E - Fa = 0.9 ,Fv = 2.512 Period Sa (sec) (g) 0.2 0.956 (SMs, Site Class E) 1.0 0.935 (SM1, Site Class E) Conterminous 48 States 2003 International Building Code Zip Code = 97223 SDs = 2/3 x SMs and SD1 = 2/3 x SM1 Site Class E - Fa = 0.9 ,Fv = 2.512 (sec) (g) . 0.2 0.637 (SDs, Site Class E) 1.0 0.623 (SDI, Site Class E) LEGACY REPORT ER -5193 Reissued January 1, 2007 ICC Evaluation Service, Inc. Business/Regional Office • 5360 Workman Min Road, Whittier, Califomia 90601 • (562)699 -0543 Regional Office • 900 Montclair Road, Suite A, Birmingham, Alabama 35213 • (205) 599 -9800 WWW. cc -eS.o rq Regional Office • 4051 West Flossmoor Road, Country Club Hills, Illinois 60478 • (708) 799 -2305 Legacy report on the 1997 Uniform Building Codeni, the 2000 International Building Code and the 2000 International Residential Code DIVISION: 04— MASONRY must be between 41 °F and 70 °F (5 °C and 25 °C). Hilti, Inc., Section: 04081 — Masonry Anchorage should be contacted regarding suitability of adhesive for which the storage history is unknown. HILTI HIT HY -150 ADHESIVE ANCHOR SYSTEMS 2.2.2 Threaded Steel Rods: Threaded rods must be manufactured from steel that complies with the mechanical HILTI, INC. property requirements of ASTM A 36; ASTM A 193, Grade B7; 5400 SOUTH 122 EAST AVENUE AISI 304 -SS, Group 1 CW; or ISO 898 -1, Class 5.8, as shown TULSA, OKLAHOMA 74146 in Table 2. Specification and installation parameters for threaded rods are noted in Table 3. 1.0 SUBJECT 2.2.3 Grouted Concrete Masonry Units: Concrete masonry Hilti Hit HY -150 Adhesive Anchor Systems. construction must be fully grouted and have a minimum prism 2.0 DESCRIPTION strength of 1,500 psi (9.58 MPa) at the time of anchor installation. Concrete masonry units must be Grade N, Type 2.1 General 1, in accordance with UBC Standard 21-4 or ASTM C 90 -99 (IBC or IRC). Mortar must be Type N (minimum) in The Hilti HIT HY -150 Adhesive Anchor Systems consist of accordance with Section 2103.3 of the UBC, Section 2103.7 HY -150 hybrid adhesive mortar used in conjunction with of the IBC, or Section R607 of the IRC. Grout shall comply threaded steel rod or deformed steel reinforcement bars. This with Section 2103.4 of the UBC, Section 2103.10 of the IBC, evaluation report recognizes the use of HIT HY -150 in fully or Section R609.1.1 of the IRC. grouted, concrete masonry construction. Table 1 provides general application descriptions for use of the Hilti HY -150 2.3 Design: adhesive. The anchor system is an alternative to cast -in -place 2.3.1 General: Hilti HIT HY -150, in conjunction with anchors described in Section 2107.1.5 of the 1997 Uniform threaded steel rod or rebar, is permitted to resist dead loads, Building Code"' (UBC), and Section 2107 of the 2000 live loads, and short-term loads, such as those resulting from International Building Code (IBC). The anchor systems may wind or earthquake. The allowable tension and shear loads for also be used where an engineered design is submitted in threaded rod in masonry are given in Tables 4, 5 and 6. accordance with Section R301.1.2 of the 2000 International The allowable bond or masonry tension and shear values in Residential Code (IRC). this report must be adjusted in accordance with Figure 1 for in- 2.2 Materials: service base material temperatures in excess of 100 ° F (38 ° C). 2.2.1 Hilti HIT HY -150 Adhesive: Hilti HIT HY -150 adhesive Allowable loads for anchors subjected to combined shear is a hybrid adhesive mortar combining urethane methacrylate and tension forces are determined by the following formula: resin, hardener, portland cement, and water. The resin and (PS /P + (V NJ s 1 cement are kept separate from the hardener and water by where: means of a dual cartridge that allows for multiple uses. An P = Applied service tension load. injection nozzle, equipped with an internal helical mixing p = Allowable service tension load. element, is attached to the manifold, and the adhesive components are dispensed through the injection nozzle to V = Applied service shear load. ensure proper mixing of the separate adhesive components. V = Allowable service shear load. The injection nozzle may be replaced to permit multiple uses 2.3.2 Short-term Loading: The allowable short-term of the refill cartridges. The shelf life of the adhesive is at least seismic or wind shear load with threaded rod is the lower of nine months when it is stored in a dry, dark environment. Each the steel shear strength calculated in Section 2.3.2.1 or the cartridge is stamped with an adhesive expiration date. bond or masonry shear strength given in Tables 4, 5 and 6, Temperatures during short-term (less than 48 hours) storage and may be increased in accordance with Section 1612.3.2 of of the adhesive must be between 23 °F and 95 °F ( -5 °C and the UBC or Section 1605.3.2 of the IBC, for wind or 35 °C). Temperatures during long -term storage of the adhesive earthquake loading conditions. *Corrected January 2007 and Revised January 2008 ICC -ES legacy reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, Inc , express or implied, as to any ANSI finding or other matter in this report, or as to any product covered by the report. Page 1 of 5 Copyright © 2007 Page2of5 ER -5193 The allowable short-term seismic or wind tension load with 2.6 Identification: threaded rod (Tables 4, 5 and 6) is the lower of the tabulated steel or bond or masonry strength given in the tables, and may The Hilti HY -150 adhesive is identified by labels on or in the be increased by 33'1 percent in accordance with Section packaging that include the manufacturer's name ( Hilti), 1612.3.2 of the UBC or Section 1605.3.2 of the IBC, for short- product name, lot number, expiration date, evaluation report term loading conditions. number (ER- 5193), and installation instructions. As an alternative, the applied loads may be reduced in 3.0 EVIDENCE SUBMITTED . accordance with Section 1612.3.1 of the UBC or Section Data in accordance with the ICC -ES Acceptance Criteria for 1605.3.1.1 of the IBC, for wind or earthquake loading. . Adhesive Anchors in Concrete and Masonry Elements (AC58), 2.3.2.1 Short-term Seismic or Wind Shear Based on dated November 2001, including test reports for the following Steel Strength: Allowable short-term shear capacities may be • optional tests: axial tension testing of single anchors, based on steel strength and must be calculated as follows and establishing minimum edge' distance, c = cm,, (AC58 Test then compared to the corresponding concrete /masonry or Series 5); axial tension testing of a group of two anchors, bond -value as described in Section 2.3.2: establishing minimum spacing distance, s = s,,,,,, (AC58 Test • Grouted concrete masonry units: • Series 9); shear testing of•single'anchors, establishing critical. - The allowable steel shear strength is limited to A 36. edge distance, c= c, (AC58 Test Series 13); shear testing of ' . single anchors, establishing minimum edge distance, threaded rod values, regardless of the •actual type of c = c„ steel used. (AC58 Test Series 14); creep testing (AC58 Test Series 17); dampness testing (AC58 Test Series 19); freezing and thaw ' 2.4 Installation: testing (AC58 Test Series 20); and seismic shear and tension Installation of the Hilti HIT HY -150 System must conform to testing of threaded rods (AC58 Test Series 21). the manufacturer's published installation instructions included 4.0 FINDINGS in each unit package, and the requirements of this evaluation report. Installation parameters are summarized further in That the Hilti HY-150 Adhesive Anchor Systems described Tables 2 and 3, and the corresponding load data tables. Holes in this report comply with the 1997 Uniform Building for installation of the threaded rod or reinforcement bar must Code (UBC), the 2000 International Building Code be drilled using a drill that is set in roto- hammer mode and that (IBC), and the 2000 International Residential Code (IRC), has a carbide- tipped bit that complies with ANSI B212.15- subject to the following conditions: 1994. Holes must be cleaned of dust and debris, using a wire brush and compressed air as required to remove particulate 4.1 The HIT HY -150 Adhesive Anchor Systems with debris and to achieve a relatively dust -free surface. Holes are threaded rod are permitted to be used to resist dead permitted to be damp, but all standing water must be removed loads, live loads and short-term loads, such as in accordance with Section 4.11 of this evaluation report. those resulting from wind or earthquake forces. The dual cartridge is self- opening, and the adhesive is 4.2 When anchors are used to resist short-term loads, dispensed through an injection nozzle equipped with an such as wind or seismic, allowable loads must be internal helical mixing element that is attached to the cartridge calculated in accordance with Section 2.3.2 of this manifold to ensure proper mixing of the components. Material report. from the first two "trigger pulls" must be discarded to ensure that only properly mixed product is used. The injection nozzle 4.3 The anchors are installed in accordance with the may be replaced to permit multiple uses of the cartridge. The manufacturer's instructions and this report. injection nozzle must always be equipped with the internal helical mixing element. The injection nozzle must be as 4.4 The HIT HY -150 Adhesive Anchor Systems are manufactured by Hilti for the HIT HY -150 Adhesive Anchor installed in holes predrilled using a carbide-tipped System. Holes are filled approximately two- thirds full with the masonry drill bit manufactured within the range of mixed adhesive, injecting from the bottom of the hole towards the maximum and minimum dimensions of ANSI the top. The threaded rod or deformed bar is twisted as it is 8212.15 -1994. inserted into the hole to the required embedment depth. The 4.5 Special inspection in accordance with Section 2.5 of anchor position may be adjusted only during the gel time this report is provided for all anchor installations. shown in Table 3. Anchors are permitted to be loaded to the design load only after the cure time shown in Table 3 has 4.6 Calculations and details demonstrating compliance passed. See Section 4.12 of this evaluation report for with this report must be submitted to the building limitations on base - material temperature during installation. official for approval. 2.5 Special Inspection: 4.7 Anchors are not permitted for use in conjunction Adhesive anchor installations require special inspection in with fire- resistive construction. Exceptions are: . •. _ accordance. with Section 170.1 of the UBC,or Section 1704 of - e m • • . . • ' - • Anchors resist wind or seismic loading only. the IBC. The special inspector must record product description (including product name), adhesive expiration date, masonry • For other than wind or seismic loading, special type and strength, anchor diameter and steel grade, consideration is given to fire exposure conditions. compliance of the drill bit with this report, hole diameter and location, cleanliness of hole and anchor, adhesive application, 4.8 Adhesive anchors may be used to resist tension and and anchor embedment. Additionally, the special inspector shear forces in wall installations only if must state in the report supplied to the building official whether consideration is given to the effects of elevated the anchor installation is in accordance with the temperature conditions on anchor performance. manufacturer's published instructions and this evaluation Figure 1 describes load reduction factors for report. elevated temperatures. • t 1 Page3of5 , • ER -5193 4.9 Since an ICC -ES acceptance criteria for evaluating achieve an equivalent damp surface condition prior data to determine the performance of adhesive to anchor installation. anchors subjected to fatigue or shock loading is unavailable at this time, the use of these anchors 4.13 HIT HY -150 may be used in base materials having . under these conditions is beyond the scope of this interior temperatures between 23 °F ( -5 °C) and 110 °F report. (43 °C) at the time of installation. Installation of HIT HY-150 in base materials having interior 4.10 Since an ICC -ES acceptance criteria for evaluating temperatures outside this range is beyond the scope the performance of adhesive anchors in cracked of this report. The temperature' of the HY -150 masonry is unavailable at this time, the use of adhesive must be between 41 °F (5 °C) and 95 °F • anchors is limited , to installation in uncracked (35 °C) at the time of installation. masonry. Cracking occurs when f f , due to service . • 'loads or deformations. 4.14 When anchors are located where the interior base- material - temperature may exceed 100 °F (38 °C), • 4.11 Use of the HIT HY -150 Adhesive Anchor System in allowable tension and shear loads in this . report . conjunction with unprotected carbon steel threaded - must be adjusted for in- service temperatures in - . rods is limited to interior exposure. Installations • accordance with Figurel. The use of HIT HY -150 in . " . exposed to severe, moderate and negligible exterior - • base materials having interior temperatures . • . • , weathering conditions, as defined in Figure 21 -1 -1 of exceeding 248 °F(120 °C) during their service life is . UBC Standard 21 -1 (Table 1 of ASTM C 62 -97a), are beyond the scope of this report. permitted where stainless steel (AISI 304 or 316 SS) threaded rod anchors are used. 4.15 The HIT HY -150 adhesive is manufactured by Hilti GmbH at their facilities in Kaufering, Germany, with 4.12 Standing water must be removed from drilled holes. quality control inspection by Underwriters • In applications where the masonry has been Laboratories Inc. (AA -668). exposed to water for extended periods, drilled holes must be blown dry with oil -free compressed air for This report is subjection to re- examination in one year. a minimum of one minute, or otherwise prepared to TABLET —STEEL SPECIFICATIONS FOR ROD, NUT AND WASHER ALL - THREAD ROD NUT SPECIFICATION WASHER SPECIFICATION Description Specification f,, (ksi) f (ksi) Standard HAS Rod ASTM A 36 36.0 58.0 ASTM A 563, Grade A ANSI B18.22.1, Type A, plain Standard HAS -E Rod ISO 898, Class 5.8 58.0 72.5 ASTM A 563, Grade DH ASTM F 436 Super HAS Rod ASTM A 193 B7 105.0 125.0 ASTM A 563, Grade DH ASTM F 436 ' 304/316 Stainless HAS Rod ('/e - 5 /8 " 65.0 100.0 304/316 Stainless ASTM F 593, CW ASTM F 594, Alloy Group 1 ANSI B18.22.1, Type A, plain HAS Rod ," - 1'/,) 45.0 85.0 ( For SI: 1 inch = 25.4 mm, 1 psi = 6.894 kPa. TABLE 2 —SPECIFICATIONS FOR INSTALLATION OF THREADED RODS IN CONCRETE USING HILTI HIT HY -150 ADHESIVE THREADED ROD DIAMETER 1'/ PROPERTY 5 4 inch 1 / 2 inch 5 / 8 inch 3 / 4 inch ' /e inch 1 inch inches A = Nominal area of threaded rod (inch 0.1105 0.1963 0 3068 0.4418 0.6013 0.7854 1.2272 BD = Nominal bit diameter (inches) ' /18 ' /18 " /18 " /18 15 /16 1'/ 1'/ I Embedment s Standard 15 20 50 105 125 165 280 T= Maximum torque (ft.-lbf) _ Embedment > Standard 18 30 75 150 175 235 400 Standard embedment depth (inches) 3 4 _ 5 6 / 7 8 12 F or SI: 1 inch = 25.4 mm, 1 ft. -lb. = 1.4 N -m, 1 inch = 645 mm • ' • . TABLE 3—HILTI, INC.'S, RECOMMENDED GEL AND CURE TIMES FOR HILTI HIT HY -150 ADHESIVE MINIMUM BASE - MATERIAL TEMPERATURE GEL TIME CURE TIME 23 °F . 25 minutes 6 hours 32 °F - 18 minutes 3 hours 41 °F 13 minutes 90 minutes 68 °F 5 minutes 50 minutes 86 °F 4 minutes 40 minutes 104 °F 2 minutes 30 minutes For SI t °C = (t °F - 32)/1.8. Page 4 of 5 ER -5193 • • TABLE 4- ALLOWABLE TENSION AND SHEAR VALUES FOR THREADED ROD INSTALLED USING HILTI HIT HY -150 ADHESIVE IN GROUT - FILLED CONCRETE MASONRY CONSTRUCTION (pounds)' PARAMETER VALUES Anchor diameter (inches) 3 /8 1/2 5 /8 3 /4 Embedment (inches) 3 4 5 • 6 • Minimum anchor spacing, s,,,,,, (inches) 7 8 • 10 13 Load direction Tension Shear' Tension Shear' Tension Shear' Tension Shear' • 4 -inch edge distance, c,,,,,,6 1 240 1,610 1,430 1'610 1 810 1,610 2 995 1,610 • • Edge distance 12 inches' 1,875 • 3,335 _ 4,495 - • 4,495 For SI: 1 inch = 25.4 'mm, 1 lbf = 4.48 N. • . 'Anchors are limited to one per masonry cell. . 2 Anchors may be installed at any location in the face of the masonry wall (cell, web, head joint, bed joint, etc.). 'Allowable load values are for use in any masonry construction complying with Section 2.2.3 of this report. ° When anchors are used to resist short-term loads, allowable loads must be calculated in accordance with Section 2.3.2.of this•report. 'Embedment depth is measured •from the outside face of the masonry. - - - . 'Edge distances of less than 4 inches are beyond the scope of this report. Linear interpolation for edge distances between 4 inches and 12 inches is allowed. . 'Allowable extension loads must be the lesser of the adjusted masonry or bond tabulated steel tension values given in Table 6. 'Allowable shear loads must be the lesser of the adjusted masonry or bond tabulated values and the steel shear values given in Table 6. 'The tabulated allowable loads have been calculated based on safety factor of 5.0. These values may be increased by 25% (safety factor of 4) under the UBC only. 70 Masonry thickness must be equal to or greater than 1.5 times the anchor embedment depth. EXCEPTION: The 3 / 4 -inch-diameter anchors may be installed in minimum nominal 8- inch -thick masonry. • TABLE 5- ALLOWABLE LOADS FOR SILL PLATES AND OTHER ITEMS ATTACHED TO TOPS OF GROUT - FILLED MASONRY WALLS AT MINIMUM EDGE DISTANCES AND USING HILTI HY -150 ADHESIVE EMBEDMENT SHEAR (pounds) ANCHOR DEPTH EDGE DISTANCE TENSION (pounds) Load Applied DIAMETER (inch) (inches) (inches) Perpendicular to Load Applied Edge Parallel to Edge 1 41/4 13/4 1,395 560 1,425 2 1,795 1,110 2,085 5 /e 5 1 1,840 705 1,800 2 2,035 1,110 3,070 For SI: 1 inch = 25.4 mm, 1 lbf = 4.45 N, 1 psi = 6.89 kPa 'Loads in this table are for threaded rod complying with Section 2.2.2 installed in the masonry at the edge distance listed in this table. No reductions for edge distance are required when anchors are installed with the minimum edge distance specified in the table. Capacity of attached sill plate or other material to resist loads in this table must comply with the applicable code. 2 Edge distances are given in this table. Anchor spacing shall conform to the dimensions given in Table 4. 3 When anchors are used to resist short-term loads, allowable loads should be calculated in accordance with Section 2.3.2 of this report. 'Masonry thickness must be equal to or greater than 1.5 times the embedment depth. 5 The tabulated values are for anchors installed in any masonry complying with Section 2.2.3 of this report. TABLE 6- ALLOWABLE TENSION AND SHEAR LOADS FOR THREADED RODS' ANCHOR ALLOWABLE TENSION LOAD BASED ON STEEL ALLOWABLE SHEAR LOAD BASED ON STEEL DIAMETER STRENGTH STRENGTH (inches) (pounds) (pounds) ASTM ISO 898 ASTM AISI ASTM ISO 898 ASTM AISI A 36 Class 5.8 A 193 304/316 A 36 Class 5.8 A 193 304/316 Grade B7 SS Grade B7 SS 3 / 8 2,115 2,640 4,555 3,645 1,090 1,360 2,345 1,875 / 3,775 4,700 8,100 6,480 . 1,935 _ 2,420 . . _ 4,170 , _ , 3,335 ..... t: ,. • , 5 /8 5,870 7,340 12,655 10,125 3,025 3,780 6,520 5,215 3 / 4 8,455 10,570 18,255 12,390 4,355 5,445 9,390 6,385 7 / 8 11,510 14,385 24,805 16,865 5,930 7,410 12,780 8,690 1 15,030 18,790 32,400 22,030 7,745 9,680 16,690 11,350 1'/ 23,490 29,360 _ 50,620 34,425 _ 12,100 15,125 26,080 17,735 F or SI: 1 inch = 25.4 mm, 1 lbf = 4.45 N, 1 psi = 6,89 kPa. 'When anchors are used to resist short-term loads, allowable loads must be calculated in accordance with Section 2.3.2 of this report. Page 5 of 5 ER -5193 110 - co 100 (100 100 %) 7 90 - i co o 80 For base material temperatures greater 70 - than 100 — % allowable = 132 — 0.32 ( m in 60 (212 64 %) _ 0 50- $ 40- 0 c 30- I @ 20 a 10 0 + - -- . . I • . 1 0 40 80 120 160 200 240 For SI:t'C = (CF — 32)/1.8. Temperature ( ° F) FIGURE 1— INFLUENCE OF BASE - MATERIAL TEMPERATURE ON THE TENSION OR SHEAR BOND CAPACITY OF THE HILTI HY -150 ADHESIVE ANCHOR FOR INSTALLATIONS IN BASE MATERIAL AT 23 °F OR GREATER ��. ER -4815 r !� LEGACY REPORT Reissued February 1, 2006 ICC Evaluation Service, Inc. Business/Regional Office • 5360 Workman Mill Road, Whittier, California 90601 • (562) 699-0543 Regional Office • 900 Montclair Road, Suite A, Birmingham, Alabama 35213 • (205) 599 -9800 W W W.ICC -eS.O rg Regional Office • 4051 West Flossmoor Road, Country pub Hills, Illinois 60478 • (708) 799 -2305 • Legacy report on the 1997 Uniform Building Code TM, the 2000 International Building Code and the 2000 International Residential Code DIVISION: 04— MASONRY supplied with nuts conforming to ASTM A 563, Grade A, and • Section: 04081— Masonry Anchorage . with washers conforming to ANSI B18.22:1, Type A, Plain. • 2.3 Installation: • HIT HY -20 ADHESIVE A NCHOR . • SYSTEM FOR • • UNREINFORCED MASONRY Unreinforced masonry walls are predrilled with a rotary drill to • an appropriate depth. The holes are cleaned with a nylon HILTI, INC. brush and compressed air. For the shear anchor, HIT HY -20 5400 SOUTH 122 EAST AVENUE adhesive is injected into the supplied galvanized or stainless TULSA, OKLAHOMA 74146 steel screen tube that is then deposited into the predrilled hole. The threaded rod or reinforcing bar is inserted and 1.0 SUBJECT pushed into the screen tube in a rotating manner to force the adhesive mortar into the hole. Figure 1 illustrates this HIT HY -20 Adhesive Anchor System for Unreinforced configuration. Masonry. • For the' /; inch- diameter (19.1 mm) prebent rod installation, 2.0 DESCRIPTION a 1- inch - diameter (25.4 mm) hole is drilled in the wall, at 22'1 • degrees from the horizontal, to within 1 inch (25.4 mm) of the 2.1 General: opposing surface. After the hole is cleaned, the supplied The Hilti HIT HY -20 adhesive anchor system consists of steel galvanized or stainless steel screen tube is filled with HIT HY- threaded rods or reinforcing bars anchored in unreinforced 20 adhesive and inserted into the hole. The threaded rod is then pushed and rotated until masonry with an adhesive mortar. The anchor system is an firm contact is accomplished. alternative to cast -in -place anchors described in Section Figure 2 illustrates this configuration. 2107.1.5 of the 1997 Uniform Building Code (UBC) and The minimum spacing between anchors is the length of two Section 2107 of the 2000 International Building Code (IBC). bricks. The minimum edge distance is the length of two bricks The anchor system may also be used where an engineered or 16 inches (406 mm), whichever is greater. design is submitted in accordance with Section R301.1.2 of Hilti's recommended cure and gel times for the HIT HY -20 the 2000 International Residential Code (IRC). Adhesive Anchoring System are provided in Table 1. No 2.2 Materials: - installation is permitted when masonry temperatures are below 23 ° F ( -5 ° C). 2.2.1 • Adhesive: The adhesive is contained in two cartridges The HY -20 Adhesive must be at least 41°F (5 °C) before and separately containing the resin /aggregate and catalyst during installation. hardener. Cartridge sizes are either 11.1 fluid ounces (330 ml) or 37 fluid ounces (1100 ml). When placed in a Conditions of installation of threaded rods and reinforcing dispensing tool and subjected to pressure, the resin materials bars in unreinforced brick masonry are as follows: and catalyst are injected through a static mixing nozzle 1. Threaded rods or reinforcing bars in shear: See Table 2 (supplied by Hilti) which attaches to the cartridges, and are and Figure 1. discharged into galvanized or stainless steel screen tubes, for placement in predrilled holes. 2. Prebent threaded rods in tension or shear: See Table 3 and Figure 2. The HIT HY -20 adhesive is a urethane methacrylate resin. The HIT HY -20 adhesive has a shelf life of twelve months The Hilti HIT HY -20 Adhesive Anchoring System is intended when stored at temperatures between 41 ° F and 77 ° F (5 ° C to to resist wind and seismic loads only. The anchors must be 25 °C) approved by the architect or engineer and installed under special inspection in accordance with Section 2.5 of this 2.2.2 Steel Rods and Bars: The threaded rods are ' /,inch report. • • (19.1 mm)' in diameter, and meet the minimum mechanical 2.4 Field Verification of Anchor Installation: properties of ASTM A 36. The steel reinforcing bars are No. 4, 5 or 6 deformed bars conforming to ASTM A 615, Grade 2.4.1 Existing Buildings: The building must have a 60. As an alternative, the threaded rods may also be used in minimum average in -place mortar shear strength no less than a prebent 22' / degree configuration. Threaded rods are 50 psi (354 kPa). ICC -ES legacy reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, Inc., express or implied, as to ANSI any finding or other matter in this report, or as to any product covered by the report. Copyright © 2006 Page 1 of 3 .4 Page 2 of 3 ER -4815 •' 2.4.2 Installed Anchors: Five percent of the tension- by a label on the box displaying the name of the product, resisting anchors must be tested in- place. Test loads must be name and address of the manufacturer (Hilti, Inc.) and maintained for a period of five minutes at a load of 3,000 evaluation report number (ER- 4815). pounds (13,350 N). 3.0 EVIDENCE SUBMITTED Twenty-five percent of the tension - resisting anchors must Data in compliance with the Acceptance Criteria for be tested by a special inspector using a calibrated torque Unreinforced Masonry, Anchors (AC60), dated January 1995 wrench as specified in Table 2 or 3. No visible deflection or (revised May 1995), and a quality control manual. deformation of anchorage is permitted when subjected to the • torque tests. 4.0 FINDINGS • The project engineer and contractor must submit a report to That the Hilti HIT HY- 20 Anchoring System for the building official for each job, verifying that the Unreinforced Masonry described in this report complies requirements noted above have been met. with the 1997 Uniform Building CodeTM", the 2000 . 2.5 Special Inspection: International Building Code (IBC) and the 2000 • International Residential Code (IRC), subject to the • Installation of HIT HY -20 Adhesive Anchors requires special following conditions • • • inspection in accordance with Section 1701 of the UBC.Or . Section 1704:5 of the IBC. For compliance with the UBC and 4.1 Use and installation are as forth in this report • 'IRC, continuous inspection is required. Under the IBC and and the manufacturer's instructions. • under the IRC when an engineered design is provided, the • 4.2 Calculations and details are submitted to the frequency of inspection shall comply with Table 1704.5.1 or • Table 1704.5.3 of the IBC. The special inspector must record building official for approval. product description (including product name); adhesive 4.3 Special inspection in accordance with Section 2.5 of production or expiration date; masonry type and condition; this report is provided. anchor type, diameter, and steel grade; compliance of drill bit with this report; hole diameter and location; and anchor 4.4 Use of the anchors is approved by the project embedment. Additionally, the special inspector must state in engineer or architect. the report supplied to the building official whether the anchor 4.5 Anchors are intended for resisting wind or seismic installation is in accordance with the manufacturer's published loads only. instructions and this evaluation' report. 2.6 Identification: 4.6 Anchors are installed in holes predrilled with a carbide - tipped masonry drill complying with ANSI Hilti HIT HY -20 adhesive cartridges are identified by a label B94.15 -1994. displaying the product name, name and address of the manufacturer (Hilti, Inc.), lot number, expiration date, 4.7 The adhesive is not used after the expiration date description of product, evaluation report number (ER -4815) stamped on the cartridge: and installation instructions. The threaded rods are identified This report is subject to re -examination in two years. TABLE 1— HILTI'S RECOMMENDED GEL AND CURE TIMES FOR HILTI HY -20 ADHESIVE MINIMUM BASE - MATERIAL GEL TIME CURE TIME' TEMPERATURE' 23 °F ( -5 °C) 40 minutes 6 hours 41 °F (5 °C) 20 minutes 2 hours 68 °F (20 °C) 6 minutes 60 minutes 86 °F (30 °C) 3 minutes 45 minutes 104 °F (40 1 minute 30 minutes For SI: °C = ( °F - 32 °F). 'Temperatures listed above refer to the base - material temperature, not ambient air temperature. 'The fastener may be positioned during gel time. 'The fastener shall not be disturbed between gel time and cure time. The fastener may be loaded after cure time has elapsed. TABLE 2— THREADED RODS OR REINFORCING BARS IN SHEAR (REFERENCE FIGURE 1) ANCHOR MINIMUM MINIMUM WALL ALLOWABLE SHEAR" TEST TORQUE EMBEDMENT THICKNESS (pounds) _ , •APPLIED /PERCENT (inches) (inches) TESTED' 3 / 4 - inch - diameter 8 13 1,000 60 ft -lb / 25% (19.1 mm) threaded rod No. 4 rebar 8 13 500 40 ft-lb / 25% No. 5 rebar 8 13 750 50 ft-lb / 25% No. 6 rebar 8 13 1,000 60 ft-lb / 25% For SI: 1 inch = 25.4 mm, 1 lbf = 4.45 N, 1 ft-lbf = 1.356 N -m. 'Allowable shear value is applicable only to anchors where in -place shear tests indicate a minimum mortar strength of 50 psi (354 kPa), net. 'No increase for lateral (wind or earthquake) loading permitted. 'Anchors must be tested using a torque - calibrated wrench. . Page 3 of 3 ER -4815 VARIES 8' SHEAR ANCHOR . MIMI 1, INCH- DIAMETER THREADED ROD ' SHEAR DOWEL NO. 4, 5 O . • - I = _ NO. 6 REBAR • • • • , TUBE IN . SCREEN BE 1- INCH - DIAMETER HOLE . For SI; 1 inch = 25.4 mm . • FIGURE 1 —HILTI SHEAR ANCHOR OR DOWEL TABLE 3— THREADED 22' /=DEGREE ANCHOR IN TENSION OR SHEAR (REFERENCE FIGURE 2) ANCHOR MINIMUM MINIMUM ALLOWABLE ALLOWABLE TEST TENSILE TEST TORQUE EMBED , WALL ' TENSION' SHEAR' LOAD /PERCENT APPLIED /PERCENT MENT THICKNESS TESTED TESTED 3 / -diameter Within 1 inch 13 inches 1,200 pounds 1,000 pounds 3,000 pounds 60 foot - pounds (19.1 mm) (25.4 mm) of (330 mm) (544 kg) (454 kg) (1361 kg) / 5% (27.2 mm -kg) / 25% threaded rod opposite wall • surface • 'No increase for lateral (wind or earthquake) loading permitted. 2 A minimum of two tests required. Where wall thickness varies, at least one test must be performed on an anchor installed at the thinnest wall. 3 Test must demonstrate that bolts can maintain given tensile load for five minutes (10 percent deviation). 4 Test report must include (a) test location, (b) brick/mortar condition, (c) bolt movement/elongation, (d) embedment depth, and (e) applied load. 5 Anchors must be tested using a torque - calibrated wrench. ,_ 1 INC H MAXIMUM �— SCREEN TUBE IN ■ %ri 1- INCH - DIAMETER HOLE 221/2° P \�� 221 /2' f 3 14 -INCH- DIAMETER THREADED ROD (Bent) For SI: I mch — 25.4 mm. FIGURE 2 —HILTI 22'/ DEGREE TENSION OR SHEAR ANCHOR Stapley Engineering , 8701 W. Hackamore Dr: Boise, Idaho 83709 STAPLEY ph. 208 - 375 -8240 ENGINEERING fax 208 - 375 -8257 ' Rev: 580000 User KW -0602481, Ver580, 1-Dec-2003 9 9 Square Footing Design Page 1 (c)1983 -2003 ENERCALC Engineering Software winco tigard remodel.ecw:Calculahons mob, „�,, �� . ._ ,, �•.. • ,. ,...,, �. :, s « ..�< Description , Fl- REVISED ,.,,... General Information Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 • Dead Load 14.600 k �x. rv. r_.,. �. Footing Dimension 4.000 ft Live Load 18.000 k Thickness 14.00 in • Short•Term Load - 0.000 k # of Bars 8 • Seismic Zone 4 Bar Size 8 Overburden.Weight 0.000 psf Rebar Cover 3.250: . Concrete Weight 145.00 pcf • . Pc 2,500.0 psi • LL & ST Loads Combine - . _ Fy - 60,000.0 psi • - - Load Duration Factor 1.000 . - - Column Dimension 0.00 in • Allowable Soil Bearing 4,500.00 psf • Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimateloads within this program is according to ACI 318 -02 C.2 • Reinforcing Rebar Requirement Actual Rebar "d” depth used 10.250 in As to USE per foot of Width 0.302 in2 200 /Fy 0.0033 . Total As Req'd 1.210 in2 As Req'd by Analysis 0.0012 in2 Min Allow % Reinf 0.0014 Min. Reinf % to Req'd 0.0016 % Summary Footing OK 4.00ft square x .14.Oin thick with 8- #8 bars Max. Static Soil Pressure 2,206.67 psf Vu : Actual One Way 31.92 psi Allow Static Soil Pressure 4,500.00 psf Vn'Phi : Allow One -Way 85:00 psi Max. Short Term Soil Pressure 2,206.67 psf • Vu : Actual Two -Way 124.52 psi Allow Short Term Soil Pressure 4,500.00 psf Vn'Phi : Allow Two-Way 170.00 psi Mu : Actual Altemate.Rebar Selections... 6.85 k-ft 7 #4's 4 #5's 3 #6's Mn * Phi : Capacity 59.62 k -ft / ft 3 # 7's 2 # 8's 2 # 9's 1 # 10's Stapley Engineering 8701 W. Hackamore Dr. Boise, Idaho 83709 STAPLEY ph. 208- 375 -8240 excI"[e"i"c fax 208 - 375 -8257 L, Rev: 580002 User: KW -0602481, Ver5.8.0, 1- Dec -2003 General Footing Analysis & Design Page 1 (c)1983 -2003 ENERCALC Engmeenng Software Analysis es 9 winco dgard remodel.ecw:Calculations Description F3- REVISED [General Information Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 1 Allowable Soil Bearing 4,500.0 psf Dimensions... Short Term Increase 1.330 Width along X -X Axis 10.000 ft Seismic Zone 4 Length along Y -Y Axis 10.000 ft Biaxial Applied Loads Footing Thickness 20.00 in Live & Short Term Combined Col Dim. Along X -X Axis 0.00 in fc 2,500.0 psi Col Dim. Along Y -Y Axis 0.00 in Fy 60,000.0 psi Base Pedestal Height 0.000 in Concrete Weight 145.00 pcf Min Steel % 0.0014 Overburden Weight 0.00 psf Rebar Center To Edge Distance 3.50 in 'loads Applied Vertical Load... 1 Dead Load 63.900 k ...ecc along X -X Axis 0.000 in Live Load 38.100 k ...ecc along Y -Y Axis 0.000 in Short Term Load k Creates Rotation about Y -Y Axis Creates Rotation about X -X Axis Applied Moments... (pressures © left & right) (pressures @ top & bot) Dead Load k -ft k -ft Live Load k -ft k -ft Short Term k -ft k -ft Creates Rotation about Y -Y Axis Creates Rotation about X -X Axis Applied Shears... (pressures @ left & right) (pressures @ top & bot) Dead Load k k Live Load k k Short Term k k ` Summary ' Footing Design OK 10.00ft x 10.00ft Footing, 20.0in Thick, w/ Column Support 0.00 x 0.00in x 0.0in high 10.00ft x 10.00ft Footing, 20.0in Thick, w/ Column Sup DL +LL DL +LL +ST Actual Allowable Max Soil Pressure 1,261.7 1,261.7 psf Max Mu 19.279 k -ft per ft Allowable 4,500.0 5,985.0 psf Required Steel Area 0.432 in2 per ft "X' Ecc, of Resultant 0.000 in 0.000 in "V' Ecc, of Resultant 0.000 in 0.000 in Shear Stresses.... Vu Vn ' Phi 1 -Way 27.728 85.000 psi X -X Min. Stability Ratio No Overturning 1.500 :1 2 -Wa 128.899 170.000 psi Y -Y Min. Stability Ratio No Overturning Footing Design ` Shear Forces ACI C -1 ACI C -2 ACI C -3 Vn • Phi 1 Two -Way Shear 124.68 psi 128.90 psi 51.91 psi 170.00 psi One -Way Shears... Vu @ Left 27.73 psi 25.67 psi 10.31 psi 85.00 psi Vu © Right 27.73 psi 25.67 psi 10.31 psi 85.00 psi Vu @ Top 27.73 psi 25.67 psi 10.31 psi 85.00 psi Vu @ Bottom 27.73 psi 25.67 psi 10.31 psi 85.00 psi Moments ACI C-1 ACI C-2 ACI C -3 Ru / Phi As Req'd Mu @ Left 19.28 k -ft 17.85 k -ft 7.19 k -ft 78.7 psi 0.43 in2 per ft Mu @ Right 19.28 k -ft 17.85 k -ft 7.19 k -ft 78.7 psi 0.43 in2 per ft Mu @ Top 19.28 k -ft 17.85 k -ft 7.19 k -ft 78.7 psi 0.43 in2 per ft Mu @ Bottom 19.28 k -ft 17.85 k -ft 7.19 k -ft 78.7 psi 0.43 in2 per ft Stapley Engineering , =.11111111 8701 W.' Hackamore Dr. Boise, Idaho 83709 STAPLEY ph. 208 - 375 -8240 eNGMEe11104 fax 208 - 375 -8257 Rev 580002 User: KW -0602481 Ver580 1 Dec2003 General Footing Analysis & Design Page 2 ° (c)1983 -2003 ENERCALC Engineering Software winco tigard r¢modeLecw:Calalations . Description F3- REVISED Soil Pressure Summary, , • Service Load Soil Pressures Bottom- Top -Rig Bottom- Top-Lef DL + LL 1,261.67 1,261.67 1,261.67 1,261.67 psf DL + LL + ST 1,261.67 1,261.67 1,261.67 1,261.67 psf Factored Load Soil Pressures • . ACI Eq. C -1 1,880.63 1,880.63 1,880.63 1,880.63 psf ACI Eq.'C 2 1,766.33 1,766.33 1,766.33 1,766.33 psf - • - ACI Eq. C -3, ' -. - 792.60 792.60 - 792.60 792.60. psf ACI Factors (per ACI 31P)2, applied internally to entered loads) . ,, ACI C -1 & C -2 DL 1.400 ACI C -2 Group Factor 0.750 Add "I "1.4" Factor for Seismic 1.400 ACI C -1 & C -2 LL 1.700 ACI C -3 Dead Load Factor 0.900 Add "I "0.9" Factor for Seismic 0.900 ACI C -1 & C -2 ST 1.700 ACI C -3 Short Term Factor 1.300 ....seismic = ST ' : 1.100 Used in ACI C-2,& C -3 Stepley Engineering 8701 W. Hackamore Dr. Boise, Idaho 83709 STAPLEY ph. 208 - 375 -8240 excix eeeixc fax 208 - 375 -8257 Lk Rev: 580002 User. KW -0602481, Ver58.0. 1- Dec -2003 General Footing 7 es Analysis & Design Page 1 (c)1983 -2003 ENERCALC Engineering Software 9 wince tigard remodel ecw:Calculatons Description F2- REVISED [General Information Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 ll Allowable Soil Bearing 4,500.0 psf Dimensions... Short Term Increase 1.330 Width along X -X Axis 3.500 ft Seismic Zone 4 Length along Y -Y Axis 7.000 ft Biaxial Applied Loads Footing Thickness 20.00 in Live & Short Term Combined Col Dim. Along X -X Axis 0.00 in f'c 2,500.0 psi Col Dim. Along Y -Y Axis 0.00 in Fy 60,000.0 psi Base Pedestal Height 0.000 in Concrete Weight 145.00 pcf Min Steel % 0.0014 Overburden Weight 0.00 psf Rebar Center To Edge Distance 3.50 in _Loads Applied Vertical Load... Dead Load 63.900 k ...ecc along X -X Axis 0.000 in Live Load 38.600 k ...ecc along Y -Y Axis 0.000 in Short Term Load k Creates Rotation about Y -Y Axis Creates Rotation about X -X Axis Applied Moments... (pressures © left & right) (pressures @ top & bot) Dead Load k -ft k -ft Live Load k -ft k -ft Short Term k -ft k -ft Creates Rotation about Y -Y Axis Creates Rotation about X -X Axis Applied Shears... (pressures © left & right) (pressures @ top & bot) Dead Load k k Live Load k k Short Term k k I Summary ' Footing Design OK 3.50ft x 7.00ft Footing, 20.0in Thick, w/ Column Support 0.00 x 0.00in x 0.0in high 3.50ft x 7.00ft Footing, 20.0in Thick, w/ Column Suppo DL +LL DL +LL +ST Actual Allowable Max Soil Pressure 4,425.3 4,425.3 psf Max Mu 38.770 Allowable 4,500.0 5,985.0 psf Required Steel Area 0.660 "X Ecc, of Resultant 0.000 in 0.000 in "Y' Ecc, of Resultant 0.000 in 0.000 in Shear Stresses.... Vu Vn " Phi 1 -Way 69.337 85.000 psi X -X Min. Stability Ratio No Overturning 1.500 :1 2 -W ay 121.015 170.000 psi Y -Y Min. Stability Ratio No Overtuming Footing Design II Shear Forces ACI C -1 ACI C-2 ACI C -3 Vn • Phi Two -Way Shear 111.97 psi 121.02 psi 48.50 psi 170.00 psi One -Way Shears... Vu @ Left 13.39 psi 12.40 psi 4.99 psi 85.00 psi Vu @ Right 13.39 psi 12.40 psi 4.99 psi 85.00 psi Vu @ Top 69.34 psi 64.16 psi 25.73 psi 85.00 psi Vu @ Bottom 69.34 psi 64.16 psi 25.73 psi 85.00 psi Moments ACI C -1 ACI C-2 ACI C -3 Ru / Phi As Reo'd Mu @ Left 9.69 k -ft 8.97 k -ft 3.59 k -ft 39.6 psi 0.43 in2 per ft Mu © Right 9.69 k -ft 8.97 k -ft 3.59 k -ft 39.6 psi 0.43 in2 per ft Mu @ Top 38.77 k -ft 35.88 k -ft 14.38 k -ft 158.2 psi 0.66 in2 per ft Mu @ Bottom 38.77 k -ft 35.88 k -ft 14.38 k -ft 158.2 psi 0.66 in2 per ft Stapley Engineering 8701 W. Hackamore Dr. Boise, Idaho 83709 STAPLEY ph. 208- 375 -8240 lMCIME E IN4 fax 208 - 375 -8257 Rev: 580002 User. KW -0602481 Ver 580 1-Dec-2003 General Footing Analysis & Design Page 2 (c)1983 -2003 ENERCALC Engineering Software Nnnco tigard remodel ecw Calculations Description F2- REVISED Soil Pressure Summary , • Service Load Soil Pressures Bottom- Top -Rig q�b Bottom- Top-Lef DL + LL - 4,425.34 4,425.34 4,425.34 4,425.34 psf DL + LL + ST ' 4,425.34 4,425.34 4,425.34 4,425.34 psf • • Factored Load Soil Pressures - ACI Eq. C -1 • 6,668.13 6,668.13 6,668.13 6,668.13 psf ' ACI Eq.-C -2 6,195.48 6,195.48 6,195.48. - 6,195.48 psf . • ACI Eq. C -3 2,564.85 - • .• . - 2,564.85 ' 2,564 85 • .2,564.85 psf . • '• . ACI Factors (per ACI 318-02, applied internally to entered loads) • �., �e m u..R,�� -.. m . <.� 'Factor .�.,:...., ,._- ACI C -1 8 C -2 DL 1.400 ACI C -2 _ Group Factor 0.750 A "I 1.4" Factor for Seismic 1.400 ACI C -1 8.0 -2 LL 1.700 ACI C -3 Dead Load Factor 0.900 Add"! "0.9" Factor for Seismic 0.900 ACI C -1 & C -2 ST ' 1.700 ACI C -3 Short Factor 1.300 , . ....seismic = ST ' : ' 1.100 Used in ACI C -2 & C -3 • • BUGLE HEAD - SELF DRILLING t111t1`111tlttlltlt1111 For drywall attachment to metal studs and joists. Also used for oi[acnmg cabinets throuah gypsum board and insuiaticn ooard Metal thickness — 20. 18 16 and 14 gauge. BUGLE HEAD ,` For drywall attachment to metal studs and joists Also used for •�� attochna cabinets throuoh t gypsum board and insulation boors Metal thickness — 25 and 20 gouge. 11,E ( 1` WAFER HEAD - SELF DRILLING (-4 I (p-‘2 t \. � �,, e (11lilMaltlltlll ° For metal to metal framing connections when drywall, plywood and - otner similar wall materials are used on metal studs and joists. Metal thickness — 20, 18, 16 ana 14 gauge. Z(rG ,�- ______' a D , aj -mil WAFER HEAD t..t-v k\ For metal to metal framing connections when drywall, plywood and other similar wall materials are used on metal stuas and joists. Metal thickness — 25 and 20 gauge. k19-GP (--t 21- i y_ Ji HEX HEAD - SELF DRILLING (y ` r f1111101t� For attaching steel aeck, backup plates, door frames, lathers channel to metal framing and structural connections. - Metal thickness — 20, 18, 15 and 14 gauge. PAN HEAD - SELF DRILLING 'Now For attaching steel deck, backup plates, door frames, lathers channel to metal framing and structural connections. if Metal tnickness — 18, 16 and 14 gauge. Screw No 12 No. 10 No. 8 No. 6 Size (d= 0.209 ") (a= 0.183 ") (d= 0.161" Section (d=0.161") (d= 0.135 ") Gouge Shear Pullout Shear Pullout Shear Pullout Shear Pullout - 25 74 50 69 44 " 65 39 60 32 20 185 92 173 81 163 71 149 60 18 276 120 258 105 242 93 222 78 16 387 151 363 132 341 116 N/A N/A 14 548 190 513 166 N/A N/A N/A N/A Min. Edge Dist. And 11/16" 9/16" 1/2" 1/2" 0.C. Spacing Notes: 1. All values based on connected ports having o minimum yield stress. Fy =33 ksi and o minimum ultimate stress. Fu =45 ksi. 2. When connecting materials of different gauge thickness, use loads shown for the lighter gauge. 3. Applied spear loads may be multiplied by 0.75 for wind or earthquake loads per AISI A4.4. 4. For screws in tension, the head of the screw, or washer if provided, shall have o minimum diameter of 5/16 inch. —53— 8701 W. Hackamore Dr. Project : Winco #23 Boise, ID 83709 Location : Tigard, OR STAPLE,Y 208 375 -8240 ( ) Project # : 07034.00 Client : PSA Designer : BW Pullout Strength of Studs in Concrete- 4 Free Edges PCI 5th Edition, Figure 6.5.6 Strength limited by Concrete: CP � 2.67A f' (x + d + d )( + d + d ) de4 c c el e2 y e3 e4 � • • (1:0Pe=(1) f +d + d e2)(Y + de3 +de4) — A R de • • (DP = Ces 10 . 7 /e(le +d,. 7 XX x X del del 43=0.85 A. 1.0 f e 2500 psi x 8 in y 8 m d 17 in Strength Limited By Steel: del 17 in de3 38 in 413P (Eq 6.5.6) de4 38 in l 12 in n 4 studs total h 20 in Fy 36 ksi OP, 400.3 kips db ctoP AcP U (Li FT Antx '4 3/k 1/4 6.48 kips 3/8 14.26 k `R Frl e / 447: = Li 3,YK 1/2 25.92 k 5/8 40.18 k 43A N 9 v 0 161., 3/4 57.02 k 7/8 77.76 k 7 8 they 8701 W. HackamoreDr. Project : Winco agineering Boise, ID 83709 Location : Tigard, OR (208) 375 -8240 Project # : 07034.00 Client : PSA Designer : BW Shear Strength of Studs in Concrete PCI 5th Edition, Figure 6.15.8 \p — b Strength limited by Concrete: - 0:13V c1VAC,,)(C)(C (Eq 6.5.7) c1 41b12.5d \f (Eq 6.5.8) r dc v C,Y (1 +b /3.5de) <_ns Cf= h/1.3d Cc [0.4 +0.7(d <_1.0 TIT h 1.0 f 2500 psi Strength Limited By Steel: b 8 in d 46 in (DV (31.8d (Eq 6.5.12a) d 17 in h 20 in n 2 studs total n 2 studs in back row db ortoV (I)V 165.743 kips 1/4 3.98 kips C 1.050 3/8 8.94 k C, 0.334 1/2 15.90 k C 0.659 5/8 24.84 k 3/4 35.78 k cZV 38.33 kips 7/8 48.69 k V if4A 6 ` ' ' /1 e i;8.3 /,,,k BY -*Z PROJECT ■ ( i c n tPleY ineering DATE 7f l(r 0 - SHEET NO. CLIENT 8701 W. HACKAMORE DR. • BOISE, IDAHO 83709 (208) 375-8240 4( 4 - ,/ 7: r 70 Z. • r ( (OA 1 6: C G5.-4 .W-tr 4 e , e . 2 6, (- - E c' r • C •it • - 101 / LC 14 k • r- Cw- ( 7 -72. t - - 12- " Stapley Engineering 8701 W. Hackamore Dr. • Boise, Idaho 83709 STAPLEY ph. 208 - 375 -8240 ` " " . . ... fax 208 - 375 -8257 Rev: 580001 User KW -0602481 Ver5.80.1- Dec2003 Slender Masonry Wall Page 1 (c)1983 -2003 ENERCALC Engineering Software ' 7 Hnnco tigard remodel ecw Icti ahons Description Non Bearing Wall Design- REVISED . General Information Calculations are designed to 97 UBC /03 IBC /03 NFPA Requirements Wall Height 21.33 ft fm 1,500.0 psi Thickness 8.0 in fy 60,000.0 psi Rebar Size ' 6 Wall Wt Multiplier 1.00 • Rebar Spacing 24in Medium Weight Block Rebar Location Center . Fr = 2.5 * (fm) ^.5 2.50 Solid Grouted Seismic Factor 0.217 . • Loads - - - . • Vertical Loads... Wind Load (full height) 26.40 psi • Uniform Eccentric Load... Lateral Loads... Dead Load ' 70.00 #/ft Point Load 0.00 lbs • Live Load 75.00 #/ft Eccentricity height 5.25 in @ 9 0.00 ft Roof Seismic Concentric Load... Distributed Load 0.00 #/ft Dead Load 0.00 #/ft Dist. to Top 0.00 ft Live Load 107.00 #/ft Dist. to Bottom 0.00 ft Roof Seismic 4 Summary . Wall Design OK 21.33ft high, 8.00in thick w/ #6 bars at 24.00in on center at , MedWt Block fm = 1,500.0psi, Fy = 60,000:Opsi, Special Inspection Req'd, Solid Grouted Factored Load Bending : Wind Load Governs Service Load Deflection : Wind Load Governs Maximum Iterated Moment : Mu 26,126.64 in-# Maximum Iterated Deflection 1.064 in Moment Capacity 37,885.25 in-# Deflection Limit 1.792 in Seismic Wind - Mn ' Phi : Moment Capacity 37,885.2 in-# 37,885.2 in-# Mu: ( 0 .9D +1.0E),(1.2D +1.3W +f1'L +.5Lr) 17,306.3 in-# 26,126.6 in-# Mu: ( 1 .2D +f1'L +1.0E),(1.2D +1.6Lr +.8W) 17,306.3 in-# - - 15,876.4 in-# Overstress Precentage 0.00 0.00 Allow Deflection: 0.007' Height 1.792 in 1.792 in Max Iterated Service Load Deflection 0.207 in 1.064 in Actual Deflection Ratio 1,237.3 240.5 Actual Reinforcing Percentage 0.0048 0.0048 Allowable Max. Reinf. Percent = 0.5' Rho Bal 0.0053 0.0053 Actual Axial Stress : (Pw + Po ) / Ag 9.89 psi 9.89 psi Allowable Axial Stress = 0.04 * fm 60.00 psi 60.00 psi P -Delta Analysis x Factored Load Analysis Seismic Wind Basic Moment without P -Delta 16,392.19 in-# 23,839.16 in-# Basic Deflection without P -Delta 0.74 in 1.62 in Moment in excess of Cracking Moment 5,133.36 in-# 12,580.34 in-# Max. Iterated Wall Deflection 0.84 in 1.89 in Max. Iterated Wall Moment 17,306.30 in-# 26,126.64 in-# Service Load Analysis Seismic Wind Basic Moment without P -Delta 11 ,734.96 in-# 18,200.51 in-# Basic Deflection without P -Delta 0.18 in 0.95 in • - Moment in excess of Cracking Moment . - 476.13 in-# . • .' - " . ' ' • " 6,941.69 in-# • �' Max. Iterated Wall Deflection 0.21 in 1.06 in Max. Iterated Wall Moment 11,921.53 in-# 19,160.31 in-# Stapley Engineering 8701 W. Hackamore Dr. • Boise, Idaho 83709 STAPLEY ph. 208 - 375 -8240 EaGINEEY1•C fax 208 - 375 -8257 Rev 580001 User. KW -0602481, Ver 5.8.0. 1- Dec -2003 Slender Masonry Wall Page 2 _(c)1983 -2003 ENERCALC Engineering Software vnnco ligard remodel.ecw Calculations Description Non Bearing Wall Design- REVISED [oad Summary II Vertical Load Summary... Lateral Load Summary... DL @ Max. Mom Loc. 901.87 lbs 1.3 ' Wind Load 34.32 psf LL @ Max. Mom Loc. 0.00 lbs 1.7 * Wind Load 44.88 psf 0.9' Dead Load 811.68 lbs Seismic Factor • Wall Wt. 23.70 psf - 1.05 * Dead Load 946.96 lbs 1.43 ' Seismic Weight 33.89 psf 1.275 * Live Load 0.00 lbs 1.87' Seismic Weight 44.31 psf Wall Weight 78.00 psf Rebar "d" Distance 3.81 in Wall Weight' Seismic Factor 23.70 psf [Analysis Values ` Phi a...,� 1 0.80 Mn = Phi * As -eff ' Fy ' (d -a /2) Equivalent Solid Thickness 7.60 in Wind 37,885.25 in-# Gross Area 91.20 in Seismic 37,885.25 in-# A -steel 0.22 in2 Em = 900 * fm 1350000.00 psi As - Percent 0.0048 n = 29E6 / Em 21.48 As- Effective = (Pu + As * Fy) / Fy Fr = 2.5 ' (fm) ^.5 96.82 ps As -eff : Wind 0.236 in2 Sgross 116.28 in As -eff : Seismic 0.236 in2 Mcracking = Sgross ' Fr 11,258.83 in 'a' : Compression Block I -Gross 443.32 in4 'a' : Wind 0.92 in I- Cracked - Wind ■ 42.68 in4 'a' : Seismic 0.92 in I- Cracked - Seismic 42.68 in4 Phi: Wind 0.800 Phi: Seismic Roof DL= 700, LL = 75 eittaec = 5 25in S ketch & Diagram - 20rapsf -0 22ps1 -28 4 I_.- C, L~ C. r-• 213311 ti 4 Ses.wnic Factor = 0 217 r~ Fy = 60,000pe - - Pm = 1.500psi � - - Using 48 @ 24 00in � - Thick = 8 00in �_ r - -. .0 22psf - 8 -4psf Seismic Load Wind Load Stapley Engineering 8701 W. Hackamore Dr. Boise, Idaho 83709 STAPLEY ph. 208 - 375 -8240 e " " "`E °'y` fax 208 - 375 -8257 Rev 580001 User KW-0602481,Ver58O.1- Dec2003 Slender Mason Wall Page 1 (c)1983 -2003 ENERCALC Engineenng Software wince hgard remodel ecw CaiLUiations - •r.:y.,,. .w,B;.�.rt- rx:,>sn., .z >, <su n -:nom :., ,w =..,avo m...:<r.....,. >.as.zx. .. >- .n- ..:.:..c �:.,x >ees .s,.3 Description Bearing Wall Design- REVISED General Information Calculations are designed to 97- UBC /03- IBC /03 -NFPA Requirements n Wall Height 21.33ft fm 1,500.0 psi • Thickness 8.0 in fy 60,000.0 psi • Rebar Size • 6 Wall Wt Multiplier 1.00 Rebar Spacing 24in Medium Weight Block Rebar Location • Center Fr = 2.5 * (fm) ^.5 2.50 • Solid Grouted • - Seismic Factor 0.217 - . • Loads - • ' - • - Vertical Loads... Wind Load (full height) 26.40 psf • Uniform Eccentric Load... Lateral Loads... Dead Load 576.00 #/ft Live Load 625.00 #/ft Point Load 0.00 lbs Eccentricity 2.00 in @ height 0.00 ft Roof Seismic Concentric.Load... Distributed Load 0.00 #/ft Dead Load 0.00 #/ft Dist. to To 0.00 ft Live Load 175.00 #/ft Dist. to Bottom 0.00 ft Roof Seismic Summary Wall Design OK 21.33ft high, 8.00in thick w/ #6 bars at 24.00in on center at , MedWt Block fm = 1,500.0psi, Fy = 60,000.0psi, Special Inspection Req'd, Solid Grouted Factored Load Bending : Wind Load Governs Service Load Deflection : Wind Load Governs Maximum Iterated Moment : Mu 30,379.47 in-# Maximum Iterated Deflection 1.172 in Moment Capacity 39,102.93 in-# Deflection Limit 1.792 in Seismic Wind Mn * Phi : Moment Capacity 39,102.9 in-# 39,102.9 in-# Mu: ( 0 .9D +1.0E),(1.2D +1.3W +f1'L +.5Lr) 18,500.5 in-# 30,379.5 in-# Mu: ( 1 .2D +f1'L +1.0E),(1.2D +1.6Lr +.8W) 18,500.5 in-# 19,236.8 in-# Overstress Precentage 0.00 0.00 Allow Deflection: 0.007 * Height 1.792 in 1.792 in Max Iterated Service Load Deflection 0.274 in 1.172 in Actual Deflection Ratio ' 934.1 218.5 Actual Reinforcing Percentage 0.0048 0.0048 Allowable Max. Reiff. Percent = 0.5 * Rho Bal 0.0053 0.0053 Actual Axial Stress : (Pw + Po ) / Ag 15.44 psi 15.44 psi Allowable Axial Stress = 0.04' fm 60.00 psi 60.00 psi P - Delta Analysis Factored Load Analysis Seismic Wind Basic Moment without P-Delta 16 862.89 in-# 24,737.99 in-# Basic Deflection without P -Delta 0.78 in 1.69 in Moment in excess of Cracking Moment 5,604.06 in-# 13,479.16 in-# Max. Iterated Wall Deflection 0.97 in 2.35 in Max. Iterated Wall Moment 18,500.46 in-# 30,379.47 in-# Service Load Analysis Seismic Wind Basic Moment without P -Delta 12,127.21 in-# 18,592.76 in-# Basic Deflection without P -Delta 0.23 in . 0.98 in Moment in excess of CrackingMoment • 868.38 in-# . 7,333.94 in-# Max. Iterated Wall Deflection 0.27 in 1.17 in Max. Iterated Wall Moment 12,512.99 in-# 20,242.15 in-# Stapley Engineering 8701 W. Hackamore Dr. • Boise, Idaho 83709 STAPLEY ph. 208 - 375 -8240 ENGINEERING fax 208 - 375 -8257 Rev: 580001 User KW -0602481, Ver5.80, 1- Dec -2003 Slender Masonry Wall Page 2 (c)1983 -2003 ENERCALC Engineering Software winco tigard remodel.ecw:Calculations Description Bearing Wall Design- REVISED Load Summary II Vertical Load Summary... Lateral Load Summary... DL @ Max. Mom Loc. 1,407.87 lbs 1.3 * Wind Load 34.32 psf LL @ Max. Mom Loc. 0.00 lbs 1.7 * Wind Load 44.88 psf 0.9 * Dead Load 1,267.08 lbs Seismic Factor * Wall Wt. 23.70 psf 1.05 * Dead Load 1,478.26 lbs 1.43' Seismic Weight 33.89 psf 1.275 ' Live Load 0.00 lbs 1.87 ' Seismic Weight 44.31 psf Wall Weight 78.00 psf Rebar "d" Distance - 3.81 in Wall Weight' Seismic Factor 23.70 psf 'Analysis Values II Ammo,- ., o-" Phi 0.80 Mn = Phi ' As -eff * Fy ' (d -a /2) Equivalent Solid Thickness 7.60 in Wind 39,102.93 in-# Gross Area 91.20 in Seismic 39,102.93 in-# A -steel 0.22 in2 Em = 900 *Pm 1350000.00 psi As - Percent 0.0048 n = 29E6 / Em 21.48 As- Effective = (Pu + As ' Fy) / Fy Fr = 2.5 ' (fm) ^.5 96.82 s As -eff : Wind 0.245 in2 Sgross i 116.28 in As -eff : Seismic 0.245 in2 Mcracking = Sgross' Fr 11,258.83 in 'a' : Compression Block I -Gross 443.32 in4 'a' : Wind 0.96 in I- Cracked - Wind 43.53 in4 'a' : Seismic 0.96 in I- Cracked - Seismic 43.53 in4 Phi: Wind 0.800 Phi: Seismic Roof CL= 5760. LL= #8S nj Ecs= 200m S ketch & Diagram .0 20 psf -0 22psf -26 4 21 3311 Seismic Factor = 0 217 FY = 60.000psi ► Pm = 1,500ps, Using. 08 ® 24.00,n Thick = 8 OOin "0 22psf • 6 4ps1 Seismic Load Wind Load Stapley Engineering 8701 W. Hackamore Dr. • Boise, Idaho 83709 STAPLEY ph. 208-375-8240 " " " " °' "` fax 208 - 375 -8257 Rev: 580004 ' User. KW -0602481,Ver 5.8 O. 1- Dec -2003 Masonry Pier Analysis & Design Page 1 (c)1983 -2003 ENERCALC Engineering Software winco tigard remodel etw:Calwlaoons Description Masonry Shearwall Analysis . General Information • Code Ref: ACI 530 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Total Lateral Force 23.50 k Moduli: Em = Pm ' 900.00 Seismic Zone 4 - • Moduli: Ev = Em ' 0.40 . • Load Duration Factor 1.33 ' Shear Pier Data Pier #1 Pier #2 Pier #3 Pier #4 Pier. #5 . Pier Height - . 21,33 ft 21.33 ft 21.33 ft • . ' 21:33ft• • 21.33 ft , - ' _ - • - Pier Length, 25.33 ft 25.33 ft 25.33 ft . 25.33.ft 25.33 ft Wall Thickness 8 in 8 in ' 8 in 8 in - 8 in ' T : Depth Mult. 0.90 0.90 0.90 0.90 0.90 Pier Fixity Pin -Fix Pin -Fix Pin -Fix Pin -Fix Pin -Fix I'm 1,500 psi 1,500 psi, 1,500 psi 1,500 psi 1.500 psi Fs 24,000 psi 24,000 psi 24,00,0 psi 24,000 psi 24,000 psi Sp lnsp No No No No, No Grout Spacing 24 in 24 in 24 in 24 in 24 in Analysis Data - Pier #1 Pier #2 Pier #3 Pier #4 Pier #5 Height/Length 0.8421 0.8421 0.8421 ' 0.8421 0.8421 (H /L)A3 • 0.5971 0.5971 0.5971 0.5971 0.5971 Rel. Defl 0.4551 0.4551 0.4551 0.4551 0.4551 Sum Rigidity 10,987.30 Rigidity = .001 /Defl 2,197.461 2,197.461 2,197.461 2,197.461 2,197.461 % Force to Pier 0.20 0.20 0.20 0.20 0.20 Shear to Pier 4.700 k 4.700 k 4.700 k 4.700 k 4.700 k Relative Defl ' 10'5 0.00 in 0.00 in 0.00 in 0.00 in 0.00 in M / (V'Depth) 0.936 0.936 0.936 0.936 0.936 Em 1350,000.0 1350,000.0 1350,000.0 1350,000.0 1350,000.0 psi Ev 540,000.0 540,000.0 540,000.0 540,000.0 540,000.0 psi Summary Shear Reinforcin Pier #1 Pier #2 Pier #3 Pier #4 Pier #5 g... fv= V /(12'est jd) 4.96 psi 4.96 psi 4.96 psi 4.96 psi 4.96 psi Fv: w/o Reinf. 25.20 psi 25.20 psi 25.20 psi 25.20 psi 25.20 psi Fv: w/ Reinf. 39.46 psi 39.46 psi 39.46 psi 39.46 psi 39.46 psi Horiz. Shear Av Req'd Not Req'd inA2/ft Not Req'd inA2/ft Not Req'd inA2/ft Not Req'd inA2/ft Not Req'd inA2/ft Bending Reinforcing... Moment @ End 100.25 k -ft 100.25 k -ft 100.25 k -ft 100.25 k -ft 100.25 k -ft "d" to tension As 22.80 ft 22.80 ft 22.80 ft 22.80 ft 22.80 ft • Bending As Req'd • 0.14 in2' 0.14 in2 0.14 in2 ' 0.14 in2 0.14 in2 . Bt A) Project -.\---vf 0 ..--A Date heet No. (4, `�� Client u "e/ STAPLEY ENGINEERING 8701 W. Hackamore Dr. Boise, Idaho 83709 (208) 375 -8240 www.stapley.net STRUCTURAL ENGINEERS -( U A c■. a C._ 'k - y�t�- I - yf1DT��G=yJ2l�F -rC.c� j�t.`7 - G� i,2ll�` -G!, -\nom - i 1 I� j - I I - -- ---- - - - - -- - - - - - - - -- - - - -- 1 i i + n I i ' i i I 1 i , I s - - - -- I - i L - - - -- - .V Z. U - . �`- l Q x C l ti 1 6-` ; i l i I I �'` 4s e \---4 a -.J. z - i9 ! \ � ' A I - 4. � 1 '0,( 1 I l. 1. ,; ke- - v \`-- 6 C ( c IGtic;) I I I I I I / 1 i v n ek- ! i 1 I I • 1 1 By a Project t l r.. i ' • Sheet No. f 1 r Client v �� t STAPLEY ENGINEERING 8701 W. Hackamore Dr. Boise, Idaho 83709 (208) 375 -8240 www.stapley.net STRUCTURAL ENGINEERS -V L(LT•c - / 7 j2 - d a l,∎., c, `10 - 9 CG`4- ■ I a . 7 -r. \ t Z cc of . -- ;a) _ (,,,-k , i 1 L x ;Lt Gl .--�- c ; z \, .� v `�` ( I `�ud ‘ ,F 1 I 1 - 0 7 T r Nn _i (Z CrGLA C l_ } Z _ Ze- \ - _ \ fir I 1 Z I ii\ 2 I z- •� `� z t ,1 . •-e- . , O. Co ( -tap 1%--, ') ,A r k L zr, . \ \JS -7 [Ae I - cn kc____ i i . 71E )C7 (z, -(i.t:' -a \Zoi -W 1 ' I I L z (‘Z (J '`1 �xt9c( vcfloe- I �i(ct'� I 1 . : I i I I i - - - -- .1'- W:11-1- kl - -- - I -- -- ' - -- -- �� 7 . �{ 1L 1 2 �. lk L V •.ti C- C7, Co C'�9 ted,i I� 1 1 ! I I `n1 I -- h 0 Tit I _ q e i , -- _____I i I i 1 I V 1, ( -� 5 4 1 Znn -ii I _ , L ) 'iy vc(1 el v — c) CO.. . — I- y By - )AD Project -- 7‘ el 6, ■./GQ- If K. Sheet No. Client 1./--Ak 111111 ENGINEER ' . . - \ I rj 8701 W. Hackamore Dr. Boise, Idaho 83709 (208) 375-8240 www.stapley.net STRUCTURAL ENGINEERS 4 kikv,c-V,i>./c*,--P - -- -k`-- L \ 1 •E c •-- ) i 1 . ! i I i Y i H - - --- -', --- _ _ _._ H 3/44\ ! , ' 0, c..7----k. , v..._ -• z 19.0 , 7.El -*„ ,,A. I , ; ! ,, v c, L' , , ,_ I , . , 1, H , , I 1 ; g. x r' I ■..--; ! s-c- i ! , I I I ! 9" 1 :,.7.--YeT, :c:‘, x 0 ;1 'AI ik,.._ ! i 1 1 •: 1 ' 1 ! ! 1 , I I 1 0 ■ '''.; NI I 1 I 1 1 ____.:4,!_._a_Lf r_A,_ , 0,__ "•7z 4 F5.:: \ It— ■ _J N -- 9 I .3 1 . l = i'-k • -*I 1 1 ■ I S.,\ 4',4e;.■--1,E\ I \,‘,".itc.0 IL. Az I i 1 I f I I 1 , tp = -- # 6.1 1 I N , 4 i'`■ ■. - t ,t Ii V ?: , - t7 i,,,y - -t-,.(Lks -(kA,,t....). ' ir ----' I I By e Project 1 i r.,. vt7 Date LA ' S1 Sheet No. Client \-- ENGINEERING 8701 W. Hackamore Dr. Boise, Idaho 83709 (208) 375 -8240 www.stapley.net STRUCTURAL ENGINEERS e.\,■-e-G 1.- 6 c< 1 e 171 a... -G G - - e- " 1 Lb� 0 i i j I er �7 G .(`- x c, iw j { � -- ( 1 " 14, - Z -- z Ct,v(t, )(_‘ z I I ._( l� -- 7 G •',I � t g = lib,Zz i s�' ;c ,� >1J — s 1- , LZ C , r-z k ,\,:-.) z i .Z \z A -0 o. Lcodt - ‘ v — I (- i ,r .,>✓-- Z,zlz 1v)C E- I � Z I I "F� x 1-k"4 > 7, cA \e- (c AAs --c -7 try \ ), .', r,- E - I I I j By A7 Project 1■ �r N.4 " Sheet No. 4 ( -h r�ti Client NG � STAP EINEER 8701 W. Hackamore Dr. Boise, Idaho 83709 (208) 375 -8240 www.stapley.net S T R U C T U R A L E N G I N E E R S - IA \A e.. A •e,,, r., I .c -4( /..---z; - I .. '1" 1. \w/ LC^U y N 1 1- I ! H /-- GNI Ns. ' 1 \ (4s ( D , � 1 Z, Cc 1 , h y ock • ' "- ". 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Project l■ e- lelo,c^: ,...) I Fli 111111 ST G * Sheet No. Client 'F.. 8701 W. Hackamore Dr. Boise, Idaho 83709 (208) 375-8240 www.stapley.net STRUCTURAL ENGINEERS 4E • V V..n., n i .a. --v- 4 7 - 4 ‘ k - . 'f, Y e, " , /- 1 5 . ‘ l re..' ,- , ( ' - [ ; . . . -? c -0-z • -,c ( )z \ ,' r..„ . . r . . . ' . 7 , _,.) ,---/-b. ,ck ,1 II ' v i . 1 . v ,.... . c ■ , -z-...„ I_ c L \ . \ 1 (.... i • _1 , I . \ Nctt t -tIL ._ i ; I., D 7 1 -- 1 % , k k tA I ■ , ! H --- ' :4( l,ti-e- -( I ()_k 44 1 I --; . I I 1 . I I ; — -- - . ! I . I 1 . I ■ , i I . . 7 --4--- - - .-! I i 1 , ! — 1-- i ----1 , H I i 1 I I i 1 I I , . i I 1 i I 1 , . 1 i . 1 i 1 I . . , 1 I i 1 L , ■ i _. Stapley Engineering 8701 W. Hackamore Dr. • Boise, Idaho 83709 STAPLEY ph. 208- 375 -8240 ENGIMEEE.11G fax 208 - 375 -8257 Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Lk Rev: 580018 User KW -0602481, Ver580, 1- Dec -2003 Cantilevered Retaining Wall Desi Page , (c)1983 -2003 ENERCALC Engineering Software wince beard remodel.ecw Calculations Description WinCo Tigard Retaining Wall- REVISED Criteria `Soil Data Footing Strengths & Dimensions , Retained Height = 4.00 ft ' Allow Soil Bearing - • = 4,500.0 psf fc = 2,500 psi Fy = 60,000 psi Wall height above soil = 0.33 ft Equivalent.Fluid Pressure Method Min. As % = 0.0014 Heel Active Pressure = 35.0 Toe Width = 1:00 ft • Slope Behind Wall ' = 0.00:1 Toe Active Pressure = 0.0 Heel Width = _ ' 2.00 • Height of Soil over Toe = 24.00 in Passive Pressure = 230.0. Total Footing Width . _ • 3.00 • Soil Density • • = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness • = . - 12.00 in FootingllSoil Friction - 0.300 • • Key Width ' - 0.00 in Wind on Stem • = ' 0.0 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Surcharge Loads Lateral Load Applied to Stem J Axial Load Applied to Stem Surcharge Over Heel = 0.0 psf Lateral Load = 20.0 #/ft Axial Dead Load = 1,560A lbs Used To Resist Sliding & Overturning ...Height to Top = 4.00 ft Axial Live Load = 75.0 lbs Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Axial Load Eccentricity = 0.0 in Used for Sliding & Overturning Design Summary . Stem Construction Top Stem Stem OK ' Total Bearing Load = 3,447 Ibis Design height ft = 0.00 . ' ...resultant ecc. = 3.00 in Wall Material Above "Ht" = Concrete Soil Pressure @ Toe = 1,724 psf OK Re Siz e = # 5 = 8.00 R Soil Pressure @ Heel = 574 psf OK Reber Siz Allowable = 4,500 Rebar Spacing = 16.00 psf Rebar Placed at = Center • Soil Pressure Less Than Allowable Design Data • ACI,Factored @ Toe = 2,339 psf ' fb/FB + fa /Fa = 0.233 ACI "Factored @ Heel = 779 psf Total Force @ Section lbs = 612.0 Footing Shear @ Toe = 5.0 psi OK Moment....Actual ft-# = 906.7 Footing Shear @ Heel = 12.8 psi OK Moment Allowable = 3,898.0 ' Allowable = 85.0 psi Shear Actual psi = 12.8 Overturning Ratios Shear Allowable psi = 85.0 erturnin = 9 5.34 OK Sliding = 3.95 (Vertical Co Bar Develop ABOVE Ht. in = 23.40 Sliding Calcs (Vertical Component Used) Bar Lap /Hook BELOW Ht. in = 6.00 Lateral Sliding Force = 517.5 lbs Wall Weight = 100.0 less 100% Passive Force= - 1,035.0 lbs Rebar Depth 'd' in = 4.00 less 100% Friction Force= - 1,011.5 lbs Masonry Data Added Force Req'd = 0.0 lbs OK psi = Fs psi = ....for 1.5:1 Stability = 0.0 lbs OK Solid Grouting = Footing Design Results ' Special Inspection = Modular Ratio 'n' = Toe Heel Short Term Factor = Factored Pressure = 2,339 779 psf Equiv. Solid Thick. = • Mu' : Upward = 1,083 0 ft-# Masonry Block Type = Mu' : Downward = 259 1,011 ft-# Concrete Data Mu: Design = 824 1,011 ft-# fc psi = 2,500.0 Actual 1 -Way Shear = 4.99 12.83 psi Fy psi = 60,000.0 . Allow 1 -Way Shear = 85.00 . 85.00 psi Other Acceptable Sizes 8 Spacings ' . - ' Toe Reinforcing = # 5 @ 18.00 in Toe: Heel Reinforcing = # 5 @ 18.00 in Heel: Key Reinforcing = None Spec'd Key: • ill Stapley Engineering 8701 W. Hackamore Dr. • Boise, Idaho 83709 STAPLEY ph. 208 - 375 -8240 e uciuee a1uc fax 208 - 375 -8257 Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Rev: 580018 User KW -0602481, Ver 5.8 0. 1-Dec-2003 C 2 _(c)1983 -2003 ENERCALC Engineering Software Cantilevered Retaining Wall Desi winco hgard remodel ecw Calculations Description WinCo Tigard Retaining Wall- REVISED Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 437.5 1.67 729.2 Soil Over Heel = 586.7 2.33 1,368.9 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = 80.0 3.00 240.0 Axial Dead Load on Stem = 1,560.0 1.33 2,080.0 Load @ Stem Above Soil = Soil Over Toe = 220.0 0.50 110.0 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 433.0 1.33 577.3 Total = 517.5 O.T.M. = 969.2 Earth @ Stem Transitions= Resisting /Overturning Ratio = 5.34 Footing Weight = 450.0 1.50 675.0 Vertical Loads used for Soil Pressure = 3,446.6 lbs Key Weight = Vert. Component = 121.9 3.00 365.8 Vertical component of active pressure used for soil pressure Total = 3,371.6 lbs R.M.= 5,177.0 Stepley Engineering ., IIIIII 8701 W. Hackamore Dr. Boise, Idaho 83709 STAPLEY ph. 208 - 375 -8240 - EYGIIIElYIYG fax 208 - 375 -8257 Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Lk Rev 580018 User: KW -0602481,Ver58.0,1 -Dec -2003 Cantilevered Retainin Wall Design Page 1 (c)1983 =2003 ENERCALC Engineering Software winco tigard remodel ecw.Calculations Description WinCo Tigard Retaining Wall 6'- REVISED Criteria Soil Data q Footing Strength Di mensions. Retained Height = 6.00 ft Allow Soil Bearing . = 4,500.0 psf fc = 2,500 psi Fy = 60,000 psi Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Min. As % = • 0.0014 , Heel Active Pressure - 35.0 Toe Width = 2.50 ft Slope Behind Wall = 0.00: 1 Toe Active Pressure = 0.0 Heel Width • = 1.50 Height of Soil over Toe = 24.00 in Passive Pressure = 230.0 Total Footing Width = 4.00 • • Soil Density . = 110.00 pcf 'Water height over heel = 0:0 ft Footing Thickness = 12.00 in • FootingllSoil Friction = 0.300 • ' Key Width = • • - = ' 0.00 in • Wind on Stem ' " ' = 0.0 psf Soil height' to ignore • Key Depth = 0:00 in for passive pressure 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Surcharge Loads ' Lateral Load A to Stem A Load App to Ste Surcharge Over Heel = 0.0 psf Lateral Load = 20.0 #/ft Axial Dead Load = 1,560.0 lbs Used To Resist Sliding 8 Overturning ...Height to Top = 6.00 ft Axial Live Load = 75.0 lbs Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Axial Load Eccentricity = 0.0 in Used for Sliding & Overturning Design Sum mary Stem Coction _ Top Stem nstru Stem OK Total Bearing Load = 4,174 lbs Design height ft = 0.00 ...resultant ecc. = 0.91 in Wall Material Above "Ht" = Concrete Soil Pressure @ Toe = 924 psf OK Thickness = 8.00 S ss Rebar S Soil Pressure @ Heel = 1,163 psf OK ize # 5 Allowable = 4,500 psf Rebar Spacing = 16.00 Soil Pressure Less Than Allowable Rebar Placed at = Center ACI Factored @ Toe = 1,225 psf Design Data = fb /FB + fa/Fa - 0.707 ACI Factored @ Heel = 1,541 psf Total Force @ Section lbs = 1,275.0 Footing'Shear @ Toe = 13.7 psi OK Moment....Actual ft-# = 2,754.0 Footing Shear @ Heel = 13.2 psi OK Moment Allowable = 3,898.0 Allowable = 85.0 psi Shear Actual psi = 26.6 Wall St = Stability Ratios Shear Allowable psi = 85.0 Overturning 4.41 OK Sliding = 2.32 (Vertical Co Bar Develop ABOVE Ht. in = 23.40 Sliding Calcs (Vertical Component Used) Bar Lap /Hook BELOW Ht. in.= 7.25 Lateral Sliding Force = 977.5 lbs Wall Weight = 100.0 less 100% Passive ForceF - 1,035.0 lbs Rebar Depth 'd' in = 4.00 less 100% Friction Force= - 1,229.7 lbs Masonry Data Added Force Req'd = 0.0 lbs OK psi = Fs psi = ....for 1.5:1 Stability = 0.0 lbs OK Solid Grouting = Footing Desig R esults Special Inspection = Modular Ratio 'n' = Toe Heel Short Term Factor = Factored Pressure = 1,225 1,541 psf Equiv. Solid Thick. = Mu' : Upward = 4,033 0 ft-# Masonry Block Type = Mu' : Downward = 1,619 732 ft-# Concrete Data Mu: Design = 2,415 732 ft-# fc psi = 2,500.0 Actual 1 -Way Shear • = 13.66 13.25 psi Fy psi = 60,000.0 . Allow 1 - Way Shear = 85.00 • 85.00 psi Other Acceptable Sizes &Spacings - ' • " Toe Reinforcing = None Spec'd Toe: Heel Reinforcing = None Spec'd Heel: Key Reinforcing = None Spec'd Key: • i Stapley Engineering 8701 W. Hackamore Dr. • Boise, Idaho 83709 STARLET ph. 208 - 375 -8240 exciwcea,uc fax 208 - 375 -8257 Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Rev. 5 80018 U KM Ver58.0, 1- Dec - 2003 Cantilevered Retainin Wall Design Page 2 (c)1983 -2003 ENERCALC Engineenng Software 9 9 winco tigard remodel ecw:Calculations Description WinCo Tigard Retaining Wall 6'- REVISED , Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 857.5 2.33 2,000.8 Soil Over Heel = 550.0 3.58 1,970.8 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = 120.0 4.00 480.0 Axial Dead Load on Stem = 1,560.0 2.83 4,420.0 Load @ Stem Above Soil = Soil Over Toe = 550.0 1.25 687.5 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 600.0 2.83 1,700.0 Total = 977.5 O.T.M. = 2,480.8 Earth @ Stem Transitions= Resisting /Overturning Ratio = 4.41 Footing Weight = 600.0 2.00 1,200.0 Vertical Loads used for Soil Pressure = 4,174.0 lbs Key Weight = Vert. Component = 239.0 4.00 956.0 Vertical component of active pressure used for soil pressure Total = 4,099.0 lbs R.M.= 10,934.3 • Stapley Engineering 8701 W. Hackamore Dr. • Boise, Idaho 83709 STAPLEY ph. 208 - 375 -8240 ewci"era'"c fax 208 - 375 - 8257 Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 L Rev: 580018 User: KW -0602481, Ver58.0, 1- Dec -2003 Cantilevered Retaining 9 Wall Design Page 1 (c)1983 -2003 ENERCALC Engmeenng Software vonco tigard remodeLecw:Calalations Description RAMP WALL- REVISED Criteria Soil Data I Footing Strengths & Dimensions Retained Height = 5.00 ft Allow Soil Bearing = 4,500.0 psf fc = 2,500 psi Fy = 60,000 psi Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Min. As % = 0.0014 Heel Active Pressure = 35.0 = 0.00 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 Toe Width Heel Width = 3.67 Height of Soil over Toe = 0.00 in Passive Pressure = 230.0 Total Footing Width = 3.67 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 12.00 in FootingllSoil Friction = 0.300 Wind on Stem = 0.0 psf Soil height to ignore Key Width = 0.00 in for passive pressure = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Lateral Load Applied to Stem r Lateral Load = 20.0 #/ft ...Height to Top = 5.00 ft ...Height to Bottom = 0.00 ft Design Summary LStem Construction I Top Stem Stem OK Total Bearing Load = 2,861 lbs Design height ft= 0.00 ...resultant ecc. = 6.14 in Wall Material Above "Ht" = Concrete Soil Pressure @ Toe = 1,431 psf OK Thickness = 8.00 Soil Pressure @ Heel = 128 psf OK Rebar Size = # 5 Rebar Spacing = 16.00 Allowable = 4,500 psf Rebar Placed at = Center Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,881 psf fb /FB + fa /Fa = 0.427 ACI Factored @ Heel = 168 psf Total Force © Section lbs = 913.8 Footing Shear @ Toe = 0.0 psi OK Moment....Actual ft-#= 1,664.6 Footing Shear @ Heel = 31.8 psi OK Moment Allowable = 3,898.0 Allowable = 85.0 psi Shear Actual Wall Stability Ratios psi = 19.0 Overturning = 3.35 OK Shear Allowable psi = 85.0 Sliding = 1.33 (Vertical Co Bar Develop ABOVE Ht. in = 23.40 Sliding Calcs (Vertical Component Used) Bar Lap /Hook BELOW Ht. in = 6.00 Lateral Sliding Force = 730.0 lbs Wall Weight = 96.7 less 100% Passive ForceF - 115.0 lbs Rebar Depth 'd' in = 4.00 less 100% Friction Force= - 858.4 lbs Masonry Data Added Force Req'd = 0.0 lbs OK fm psi = Fs psi = ....for 1.5 : 1 Stability = 0.0 lbs OK Solid Grouting = - Footing Design Results I Special Inspection = Modular Ratio 'n' Toe Heel Short Term Factor = Factored Pressure = 1,881 168 psf Equiv. Solid Thick. = Mu' : Upward = 0 0 ft-# Masonry Block Type = Mu' : Downward = 0 5,316 ft-# Concrete Data Mu: Design = 0 5,316 ft-# fc psi = 2,500.0 Actual 1 -Way Shear = 0.00 31.78 psi Fy psi = 60,000.0 Allow 1 -Way Shear = 0.00 85.00 psi Other Acceptable Sizes & Spacings Toe Reinforcing = None Spec'd Toe: Heel Reinforcing = None Spec'd Heel: Key Reinforcing = None Spec'd Key: Stapley Engineering - ill 8701 W. Hackamore Dr. Boise, Idaho 83709 STAPLED ph. 208 - 375 -8240 ENGINES RING fax 208 - 375 -8257 Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Rv: 5 80078 Page 2 Ue -0602481,Ver5.8.0,1 -0ec -2 003 Cant Retainin Wall Design (c)1983 -2003 ENERCALC Engineenng Software 9 9 wino 6gard remodel ecw.Calculations Description RAMP WALL- REVISED _ Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 630 0 2.00 1,260.0 Soil Over Heel = 1,651.8 2.17 3,581.7 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = 100.0 3.50 350.0 Axial Dead Load on Stem = 0.00 Load @ Stem Above Soil = Soil Over Toe = SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 483.3 0.33 161.1 Total = 730.0 O.T.M. = 1,610.0 Earth @ Stem Transitions= Resisting /Overturning Ratio = 3.35 Footing Weight = 550.5 1.84 1,010.2 Vertical Loads used for Soil Pressure = 2,861.2 lbs Key Weight = Vert. Component = 175.6 3.67 644.4 Vertical component of active pressure used for soil pressure Total = 2,861.2 lbs R.M.= 5,397.4