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Plans .. i 15' -0° . 15' -0° ' '11'x° / 22-0 / 4' -0° / 4' -0" I / r .11 d i A , • - , -- -. , . , , ,_____„__ I . 4 i I ' 0 • RE E.IVED I • I I ♦ — — DE 01 2008 1 SO I 3 -3 / i f CITY . I F TIGARD ' • 16T c BUILD' G bMSION . % N E �-- . I MECH. A6-1 1 5-1C_... ( — 1 CLOSET C T R 119 ENTRY INKS k � Atli' I . i0(0( 119A — _ Es, I y 1 02B ( NISI . 120A _o t a7120 I I , 16T I c-. ,„„E -- I ( , ec° I I • 1 y of i gard j - - - - IR , e -Nan s- - -- I i \ Q 411324 Date i I TOP -C3r7 N i C2. PARTIAL LOWER FLOOR PLAN ED 1 SCALE: 1/8" = 1' -0" I SCALE: k rs J7GARD SR. CENTER L 724 NW Davis PROJECT NAME: GARDEN ROOM ADDfT1ON SHEET: S 300 PROJECT NUMBER: 208109 20 Portland OR 97209 1 I ARCHITECTS 503.221.1121 11 DATE ISSUED: 11'21-08 www.lrsarchitects.com 503.221.2077 Ii REVISION: R -1 i • OFFICE COPY .1 , ••• 4 . . , • . , • . . 1 • . , • . • Li• A 314 CHAMFER . 0 . ,...-------------------------. v t • . c ..r• _. 41 • .. . G • . . . . 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I r6 — 1 1 illii 1 1- ---- 1- --- . - .1: 1 .{./4 - i - N.,....... , , 4 3 0 , i.., c - f.. 1 • ,i,- - .-..---. •, f • ,-. C4. RET. WALL SECTION ..-9-1---... tfs. I T--,- : ,;,,,v..____,. , - , l'• ,..,..„ , Vet • 14 4,......5 E.„. 0 , •::.• -• . f I SCALE: 3/4' = 1=0.1 1/-2.1-09 - • ' • ' - 1 -, . . . I IV C- i\g•-.0 6;1'9 [ • • F•131-,.:11‘.1 1 • Title : Job # ' ' 'Dsgnr: Date: 11:34AM, 21 NOV 08 Description : Scope : Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Rev: 580021 • User: KW- 0603676.Ver 5.6.0. 1- Nov -2006 Cantilevered Retaining Wall Design Page 1 i • (c)1983 -2006 ENERCALC Engineering Software nd767.ecw:GARDEN ROOM Description Retaining Wall Criteria 1 (Soil Data I Footing Strengths & Dimensions 1 Retained Height = 6.50 ft Allow Soil Bearing = 1,500.0 psf Pc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid .Pressure Method Min. As % = 0.0014 Heel Active Pressure = 32.0 psf /ft Toe Width = 1.00 ft Slope Behind Wall = 0.00: 1 • Toe Active Pressure = 0.0 psf /ft Height of Soil over Toe = 12.00 in Passive Pressure = 300:0 psf /ft To Width • 2.50 g Total Footing Width = 3.50 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 ep th = 0.00 In D for passive pressure P 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 t o Stem 1 Lateral Load - 130.0 Nit ...Height to Top _ 3.75 ft -, ...Height to Bottom 2.75 ft Design Summary 11 [Stem Construction I Top Stern Stem OK 1 Total Bearing Load = 3,214 lbs Design height ft = 0.00 ...resultant ecc. = 4.09 in • Wall Material Above "Ht' = Concrete Soil Pressure @ Toe = 1,454 psf OK Thickness 8.00 Rebar Size = # 5 Soil Pressure @ Heel = 382 psf OK _ I 1,500 p Rebar Spacing = 1'6_00 Allowable = psf Rebar Placed at • = Center ; Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,661 psf Design Data fb /FB + fa/Fa = 0.813 ACI Factored @ Heel = 437 psf Total Force @ Section lbs = '1,370.2 Footing Shear @ Toe = 3.6 psi OK Moment....Actual ft-# = 3,208.2 Footing Shear @ Heel = 31.6 psi OK Moment Allowable = 3,945.8 . Allowable = 93.1 psi Shear Actual Wall Stability Ratios psi = 28.5 Overturning = 2.62 OK Shear Allowable psi = 93.1 Sliding = 1.52 (Vertical Co Bar Develop PBOVE.,Ht. in = 21:36 Sliding Gales (Vertical Component: Used) Bar Lap/Hook BELOW Ht. in = 7.70 Lateral Sliding Force = 1,030.0 lbs Wall Weight = 96.7 less 100% Passive Force= - 600.0 lbs Rebar Depth 'd' in = 4.00 less 100% Friction Force= - -964.2 lbs Masonry Data Pm 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 1 Special Inspection = Modular Ratio 'n' Toe Heel Short Term Factor = Factored Pressure = 1,661 437 psf Equiv. Solid Thick. = Mu' : Upward = 772 0 ft- # Masonry Block Type = Normal Weight Mu' : Downward = 182 3,879 ft -# Concrete Data Mu: Design = 590 3,879 ft-# ft psi = 3,000.0 Actual 1 -Way Shear = 3.56 31.63 psi Fy psi = 60,000.0 Allow 1 -Way Shear = 93.11 93.11 psi Other Acceptable Slzes.8. Spacings Toe Reinforcing = None Spec'd Toe: Not req'd, Mu < S * Fr Heel Reinforcing = # 5 @ 16.00 in Heel: #4@ 17.00 in, #5@ 26.25 in, #6@ 37.00 in, #7@ 48.25 in, #8© 48.25 in, #9@ 4 Key Reinforcing = None Spec'd Key: No key defined • • J• ■• Title : Job # Dsgnr: Date: 11:34AM, 21 NOV 08 • Description : • Scope ; • Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 — Rev: 580021 P a e 2 User. KW- 0603678,Ver 5.8.0. 1- Nov -2006 Cantilevered Retaining Wall Design g (c)1983 -2006 ENERCALC Engineering Software nd767 ROOM Description Retaining Wall Summary of Overturning & Resisting Forces & Moments 1 • OVERTURNING .RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 900.0 2.50 2,250.0 Soil Over Heel = 1,310.8 2.58 3,386.3 . Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe- = Surcharge Over Heel = Adjacent Fooling Load = Adjacent Fooling Load = Added Lateral Load = 130.0 4.25 552.5 Axial Dead Load on Stem= 0.00 Load @ Stem Above Soil = Soil Over Toe = 110.0 0.50 55.0 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 676.7 1.33 902.2 Total = 1,030.0 O.T.M. = 2,802.5 Earth © Stem Transitions= Resisting/OvertumIng Ratio = 2.62 Footing Weight = 525.0 1.75 918.7 Vertical Loads used for Soil Pressure = 3,214.1 lbs Key. Weight = Vert. Component = 591.6 3.50 2,070.6 • Vertical component of active pressure used for soil pressure Total = 3,214.1 lbs R.M.= 7,332.9 ' • I I • - Dan Nelson From: Peter Dixon [pdixon @lrsarchitects.com] Sent: Monday, December 01, 2008 9:23 AM To: Dan Nelson , Cc: Nickles Nissen Subject: Tigard Senior Center Attachments: Retaining wall.pdf; RetainingWall calcs.pdf Mr. Nelson, We have added a retaining wall to the Garden room Addition project at the Senior Center (permit # BUP20O8 -00317). Please see the attached drawing and calculations for your review. The contractor, Cedar Mill Construction, is planning to pour the wall this Thursday, December 4. Call or reply if you have any questions. Thank you! Peter Dixon I Architect I LRS Architects [ DESIGN WITH INTEGRITY 503.265.1570 direct 720 NW Davis Street Suite 300 • Portland, OR 97209 • www.lrsarchitects.com Please consider the environment before printing this e-mat 1 NISHKIA • CONSULTING AND STRUCTURAL ; N'3 N 1919 ED SEP 1220 0 B CITY OFT1 vAARN N D��2 TIGARD SENIOR CENTER Garden Room Addition City of Tigard • • r•v- d Plans By Date 1 ( fig — OP sgB i -kA - STRUCTURAL CALCULATIONS August 15, 2008 OFFICE COPY K1 t CT . Project Engineer P NOFF 7 Deke Black, P.E. ars F 4y 1 ' 86 9 � Principal -in- Charge • � - �o i Edwin T. Dean, S.E. P � S3752 *1/;11 T. 0� EXPIRATION DATE. J CLIENT LRS Architects, Inc. 40' I b cO8.00 17 NISHKIAN DEAN CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 ND767.02 TIGARD SENIOR CENTER Garden Room Addition Site Retaining Wall STRUCTURAL CALCULATIONS December 2, 2008 Project Engineer Deke Black, P.E. Principal -in- Charge - 1r2.-• Edwin T. Dean, S.E. S3752 `al ;,Ii3H E: z,[64, I CLIENT LRS Architects, Inc. r V 314' CHAMFER N � . r1 !1 i�-,?!111011 - r,1 ! - 1 1 r1 7 "' :� !� . a ).� r1�.►i 1�. ? r,i� riN ! � !. , ! 4! f . 1..4 ¶ 3 � CONC WALL, lYP � i.o. 0 /1 1 1 > -1 •1/ >.11:: te rr�lr��0- �r,'•toOK ���r, 4 }}0F -IZ. RAI 1 1 : 1 1 1 1 .I i - I i • .. 1� .: .1�. I I • , , • 1 `� . - , � 11 • WEE-P . 11• . G f S- F601 �!� Hcf S C i0 ' A SP -pi .? ! i# 5 VEkT. BA 1:-; 10 sr • r ��1 !fir !! I 6 �t1 I 8 4041 - A14 i II I i,fr !fir !.fir 0414 0) 1 ki ;.1 1 11. - -1 1 1 � 1 1�'i�1. � " Hsi li4AI O: - 040 1 1 - -1 1 / 1 . 1 1 't)` li� -1 .: )At— a!�!v -�N � � 5 p) 1.; C wk, 0-0A,r ,A0. o -4 VE a. G Ate Zi i ' ' ‘. 0-. 411.1 - ir ... , 114.414 pia ....,),0,,,,,, *At), tii0.1■A'S _le 4 , • '!'!!i'! Th M II Ill ` K\ l l i -� 3 /.. 6 11 5Tp 90. k- OO K , ce v C TUA? Co�1CKETi 4`c t 3000 r-, �,� PRQ ._� . RET. WALL SECTION STE L. L . - -- Co k _ c �, ', : 3/4 °= 11-0° I •' AP r '`=-'Afr1L A 9 b O `9 Q� o O u N ONT I C1 ' �' T. o � F 1 N G M De.k) IEXPIRAIIUH DAZE: 12j10 1 • F-:00 ,, �B �a ® JOB T »PRO SEN'oR � C.E.N R. NO. ND 0 H 8SIKI fA D® .®EA� SHEET NO. OF CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 425 SW Stark Street; Second.Floor, Portland, 08 .97204 CALCULATED BY bk 6 DATE 7., ^ Tel: (503) 274 -1843 Fax: (503) 273 -5696 CHECKED BY E 1 OC. "^� `� DATE I SCALE PEt< colt_ RIEPoRT q Di o3 \s.8 1 G WI CARLsoN GE.oTEcNN►CAL AND A9p M No. 1 t7,a,=t'E I1 -20- o$ • .V1`1t..1.E,BelT FLU 11) ?f.ESSUR•E = 32 pc- 6 e%smic Fuuto ffze v'i-E = 2 fc4, . c- -19 °P l ele 8 4 - 4 . Y e) ! �► - 11 r � r�j - .ir�o 4 !. - 15 )x - 4 1 ) ,-,'. ! a r! r! ra . i q a 1 • 1. 1 1r % : • �. 1, 1, 1 1 ' • 0!4 : i } ko. o js.:1� V•—' 1 1 : : . •4� ,±, .•: •1O �ri� � ' ' ' 'p') . 4041A410:111,41,14"-,16.. 11 1: 1 0 >i1r � 4 !t!!.1i•ar!fir.4.i3O .r - - - _ 1 / 11 1�''I'!11 1 ��r.I������r���►�1���f;; ►'- 1 +' `lti1tr• tre..?�1l.? eto = a ., , I.r �.� �r . 1 to r1 ��r1l.?r r1 �► !i � 410,4041- %, 4 • k re! r�larl N II I ll ' III II1- II _ i , Al- LoNAcVI.E 5o11. PENzI NG CRESS UR E = 1 Soo rsi- ALLowAB L.E Pa551 vE iRE 5ote = Soo 1 s (- tc-t. co FEIctEl-)T o- 1Z►cT = o. . • Title : Job # Dsgnr. Date: 11:34AM, 21 NOV 08 Description : Scope: Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Rev: 580021 Page 1 W W1 z KW -06036 M CA«E n fe Cantilevered Retaining Wall Design n0767.ecwGARDBVROOM Description Retaining Wall. Criteria 1 I Soil Data f Footing Strengths & Dimensions h Retained Height = 6.50 ft Allow Soil Bearing = 1,500.0 psf f'c = 3,000 psI Fy = 60,000 psi b Equivalent Fluid Pressure Method Min. As '% = 0.0014 Wall height above soil = 0.50 ft Wall Slope Behind ova = 0.50:1 Heel Active Pressure = 32.0 psf/ft. Toe Width = 1.00 ft Toe Active Pressure = 0.0 psf/ft Heel Width = 2.50 Height of Soil over Toe = 12.00 in Passive Pressure, = 300.0 psf /ft Total Footing Width = 3.50 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 12.00 in FootingliSoil Friction = 0.300 Wind on Stem = 0.0 psf Soil height to ignore Key Width = 0.00 n I for passive pressure = 0.00 in Key Depth = 0.00 In Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 In (t Btm = 3.00 in Lateral Load Applied to Stem h Lateral Load = 130.0 #/ft ...Height to Top = 3.75 ft ' I ...Height to Bottom = 2.75 ft I Design Summary 11 I Stem Construction .1 Top Stem Stem OK Total Bearing Load = 3,214 lbs Design height ft= 0.00 ...resultant ecc. = 4.09 in Wall Material Above 'Fit" = Concrete Soil Rebar S Pressure @1 Toe = 1,454 psf OK ti = 8.00 Soil Pressure © Heel = 382 psf OK Reber Spacing Rebar S = # 5 = 16.00 Allowable = 1,500 psI Rebar Placed at = Center Soil Pressure Less Than Allowable Design Data ACI Factored ® Toe = 1,661 psf fb/FB + fa/Fa = 0.813 ACI Factored (0) Heel = 437 psf Total Force ® Section lbs = .1.370.2 Footing Shear fg Toe = 3.6 psi OK Moment....Actual ft-#= 3,208.2 Footing Shear @ Heel = 31.6 psI OK Moment....Allowable = 3.945.8 Allowable = 93.1 psi Shear.....Actaal psi = 28.5 , Wall rai- 9 2.62 OK Stability Ratios Shear....Atiowabie psi = 93.1 Sliding = 1.52 (Vertical Co Bar Develop ABOVE lit. in = 21.36 j Sliding Cates (Vertical Component Used) Bar Lap/Hook BELOW Ht. In = 7.70 Lateral Sliding Force = 1,030:0 lbs Wall Weight = 96.7 less 100% Passive Force= - 600.0 lbs Rebar Depth 'd' In = 4.00 less 100% Friction Force= - 984.2 Ibs Masonry Data Added Force Req'd = 0.0 lbs OK psi Fs ....for 1.5:1 Stability = 0.0 lbs OK o psi = Solid Grouting = I Footing Design Results . h special Inspection , Modular Ratio 'n' = Toe Heel Short Term Factor = Factored Pressure = 1,661 437 psf Equiv. Solid Thick. _ Mu' : Upward = 772 0 ft-# Masonry Block Type = Normal Weight Mu' : Downward = 182 3,879 ft-# Concrete Data Mu: Design = 590 3,879 ft-it f'C psi = 3,000.0 Actual 1 -Way Shear = 3.56 31.63 psI Fy psi = 60,000.0 Allow 1 -Way Shear = 93.11 93.11 psI Other Acceptable Sias 8, Spacings Toe Reinforcing = None Specd Toe: Not req'd, Mu < S • Fr Heel Reinforcing = #'5 @ 16.00 In Heel: #4@ 17.00 In, #5© 26.25 in, #6@ 37.00 in, #7@ 48.25 in, #8Q 48.25 in, #9© 4 Key Reinforcing = None Spec'd Key: No key defined • Title.: Job # Dsgnr. Date: 11:34AM, 21 NOV 08 Description : Scope: Code Ref: ACI 318 -02, 199 UBC, 2003 IBC. 2003 NFPA 5000 _ Rev: 560021 Page 2 User.KW-0603676.Ver5.6.0.1 , -2006 Cantilevered Retaining Wall Design 101693 -2006 ENERCALG Engineering Software nd767 ROOM Description Retaining Wall L Summary of Overturning.& Resistinci Forces & Moments 11 OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# Its ft ft-# Heel Active Pressure = 900.0 2.50 2,250.0 Soil Over Heel = 1,310.8 2.58 3,386.3 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel. = Adjacent Footing Load = Adjacent Fooling Load = Added Lateratload = 130.0 4.25 552.5 Axial Dead Load on Stem = 0.00 Load ® Stem Above Soil = Soil Over Toe = 110.0 0.50 55.0 SeismlcLoad = Surcharge Over Toe = Stem Weight(s) = 676.7 1.33 902.2 Total = 1,030.0 O:T.M. = 2,802.5 Earth © Stem Transltlons= Resisting/Overturning Ratio = 2.62 Footing Weight = 525.0 1.75 918.7 Vertical Loads used for Soil Pressure = 3,214.1 lbs Key Weight = Vert: Component = 591.6 3.50 2,070.6 Vertical component of active pressure used for soil pressure Total = 3,214.1 lbs R.M.= 73329 • • I. i • • •