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Plans (89) Trash Enclosure Doubletree Tigard 9575 SW Locust Street,Tigard,OR 97223 REAPOR F2 12\/790 SPEC HEQUIRED State of Oreg ,s.-,:fuctural Specialty Code Pi Concrete and ReiriJoac4ig Steel • - 111111 Bolts Installed in Concrete O Special Moment-Resisting Concrete Frame o Reinforcing Steel&Prestressing Steel Tendons • az Structural Welding VALIDITY OF PERMIT 0 High-Strnght Bolting THE ISSUANCE OF A PERMIT BASED ON CONSTRUCTION Structural Masonry DOCUMENTS AND OTHER O Reinforced Gypsum Concrete • DATA SHALL NOT PREVENT THE CODE OFFICIAL FROM Insulating Concrete Fill REQUIRING THE CORRECTION 0 Spray Applied Fre-Resistive Materials OF ERRORS. OSSC 105.4 • 0 Pilings,Drilieci Piers and Caissons Shotcrete 0 Special Grarlinu Excavation and Filling 8.00 0 •smoke-co,q,- immoommiimmiminomm 125 ft. 1;3 Other;ikrx,i.),1(1,. 1.25 In. 300.00 per 35 00 pa. • • • • _ 255 pg. OFFICE COPY 537 PO. 2.67 ft. CITY OF TIGARD REVIEW • FOR CODE COMPLIANCE Approved: PROpe OTC: I I c;cvx4GItsle4, permit#: jA ur AO )9 00Ic 4, • Wean Cc,,.\•J r 1924.4P I Address: —Suite#:L--eS( By: Date: • O is,144,5k 49 tit. C. pAp 7 EXPIRES://, tlt) DIMENSIONS: Heel Length = 1.25 ft. Stem Height = 7.00 ft Toe Length = 0.75 ft. Stern Thick @ Top = 8.00 in Total Ftg.Width, B = 2.67 ft. Stem Thick @ Base = 8.00 in. Key Depth = 0.00 ft. Footing Thickness = 12.00 in Key Width = 0.00 ft. STABILITY ANALYSIS: Max. Bearing Press: at Toe = 537 psf. v/ Sliding Force, F = 31 Lb IIat Heel = 255 psf. V Resisting Force, RF = 828 Lb Allowable Bearing Pressure = 1,500 psf. F.O.S. = 26.76 1( Resultant Location from C.L. = 0.16 ft. Overturning Moment = 14 ft-lb Kern Point Location, B/6 = 0.44 ft. Resisting Moment = 1,256 ft-lb Limit Resultant to Mid 1/3? = No F.O.S. = 91.49 V DESIGN Mu/Ms Vs OVn/V Shear As Req'd. As Furn. Astl. Devel. RESULTS: ( ft-k) (,kip) (Chk.) ( inA2) (_inA2) (Chk.) (Lgth.) . Stern : 000 0.00 5.11 ✓ 0.173 0.300 J v' Toe : 0.13 0.02 9.68 ✓ 0.259 0.600 ✓ v Heel : -0.14 -0.25 10.81 ✓ 0.259 0.400 1. 7 V Key : 0.00 0.00 0.00 0.000 0.000 w QuickWall 8.0 - RETAINING WALL ANALYSIS AND DESIGN Job Description: 9575 SW Locust Street, Tigard, OR 97223 Designed By: Mia Mahedy, PE GE FOOTING DESIGN METHOD: Ultimate Strength ACI 318-11 STEM DESIGN METHOD Working Stress IBC 2012 (Masonry) WALL TYPE Cantilever Retaining Wall RETAINING WALL DIMENSIONS: Wall Stem Height = 7.00 ft. Stem Thickness @ Top = 8.00 in. Stem Thickness @ Bottom = 8.00 in. Footing Thickness = 12.00 in. Heel Width = 1.25 ft. Toe Width = 0 .75 ft. Stem Bar Size = # 4 at 8 .00 in. o.c. Heel Bar Size = # 4 at 6.00 in. o.c. Toe Bar Size = # 4 at 4 .00 in. o.c. Footing Key Depth = 0.00 ft. Footing Key Width = 0.00 ft. BackFill Slope (Vert/Horiz) = 0.00 :12 RETAINING WALL LOADS: Horizontal Equivalent Fluid Pressure = 35.00 pcf. (Load Case = Soil) Backfill Height = 0.33 ft. 1 Equivalent Fluid Pressure Angle = 0.00 deg. Vertical Surcharge on Backfill = 0 psf. (Load Case = Soil) Horizontal Surcharge = 0 psf. (Load Case = Wind) Vertical Surcharge on Toe = 0 psf. (Load Case = Soil) Wind Load on Fence = 0 psf. (Load Case = Wind) Fence Height = 0.00 ft. ULTIMATE STRENGTH LOAD COMBINATIONS (Concrete Design) : 1 .4D + 1.4H 1.2D + 1.6L + 1.6H + 0.5R 1.2D + 1. 6R + 1. 6H + 1.0L 1.2D + 1.6R + 1. 6H + 0.5W 1 .2D + 1.0W + 1.0L + 0.5R 1 .2D + 1.0E + 1.0L + 1. 6H + 0.2R 0.9D + 1.0W + 1. 6H 0. 9D + 1.0E + 1.6H WORKING STRESS LOAD COMBINATIONS (Stability Checks and Masonry Design) : D + L + R + H D + L + 0. 6W + H D + L + 0. 6W + 0.5R + H D + L + R + 0 .3W + H D + L + R + E/1 .4 + H D + E/1 .4 + H RETAINING WALL RESISTING FORCES: Allowable Soil Pressure = 1, 500 psf. Passive Equivalent Fluid Press. = 300.00 pcf. Passive Soil Height = 0.50 ft. Coefficient of Friction = 0.50 Cohesion = 0 psf. Use Vertical Surcharge as Resisting Wt. ? = No Overturning Safety Factor = 2.00 Sliding Safety Factor = 1.50 Limit Reaction to Mid 1/3? = No MATERIAL DATA: Concrete Strength, f'c = 4.00 ksi. Steel Yield Strength, Fy = 60.00 ksi. Concrete Unit Weight = 145.00 pcf. Soil Unit Weight = 110.00 pcf. Fence Weight = 10.00 psf. REINFORCING STEEL DATA: Concrete cover to center of steel: Wall Inside Face = 2.50 in. Footing Heel (Top Face) = 2.50 in. Footing Toe (Bottom Face) = 3.50 in. Minimum Ratios for Shrinkage and Temperature Reinf: Vertical Stem Reinf. = 0.0018 Horizontal Stem Reinf. = 0.0020 Footing Reinforcement = 0.0018 MASONRY STEM DATA: Height To New Thick. (y) = 0.00 ft. Masonry Unit Weight = 125.00 pcf. Masonry Unit Strength = 1900.00 psi. Calculated Masonry Data: Compressive Strength, f'm = 1500.00 psi. Allowable Flexural Stress, Fb = 500.00 psi. Allowable Shear Stress, Fv = 77.46 psi. Modulus of Elasticity, Em = 1350.00 ksi. Modular Ratio, n = 21.48 ************************************************** SUMMARY OF RESULTS ************************************************** DIMENSIONS: Stem Height = 7.00 ft. Heel Length = 1.25 ft. Stem Thick. @ Top = 8.00 in. Toe Length = 0.75 ft. Stem Thick. @ Base = 8.00 in. Total Ftg. Width, B = 2 .67 ft. Footing Thickness = 12.00 in. Key Depth = 0.00 ft. Key Width = 0.00 ft. ANALYSIS RESULTS: Max Brg Press. @ Toe = 537 psf. O.K. Sliding Force = 31 Lb @ Heel = 255 psf. O.K. Resisting Force = 828 Lb Allowable Brg. Press. = 1,500 psf. F.O.S. = 26.76 O.K. Resultant Loc From C.L.= 0.16 ft. Overturn. Moment = 14 ft-lb Kern Point Loc. , B/6 = 0.44 ft. Resisting Moment = 1,256 ft-lb Limit Resultant To Mid 1/3? = No F.O.S. = 91.49 O.K. DESIGN RESULTS: Design Method, Stem: WSD, IBC 2012 (Masonry) Ftg. : Ultimate Strength ACI 318-11 Mu/Ms Vu/Vs PhiVn/V Shr As Regd. As Furn. Astl. Devel. (ft-k) (kip) (kip) Chk. (in^2) (in^2) Chk. Lgth. Stem : 0.00 0.00 5.11 O.K. 0.173 0.300 O.K. O.K. Toe 0.13 0.02 9.68 O.K. 0.259 0.600 O.K. O.K. Heel : -0.14 -0.25 10.81 O.K. 0.259 0.400 O.K. O.K. Key 0 .00 0.00 0.00 0.000 0.000 ************************************************** STABILITY ANAL Y S I S REPORT ************************************************** Stability Analysis: Governing Combination = D + L + R + H RESISTING FORCES OVERTURNING FORCES Element Weight x Arm = Moment Element Force x Arm = Moment Soil 87 108 R at Top Ftg. 387 1 . 33 516 R at Bot. Stem 583 1 .08 632 Horiz. EFP 31 0.44 14 Vert Sur Vert Sur Vert EFP Horiz Sur Toe Sur. Wind Fence Wt. Horiz line V. line Vert. line Sum WT = 1, 057 MR = 1, 256 Sum F = 31 MOT = 14 Friction Force = 528 Lb F.O.S. Sliding = RF / F = 26.76 Passive Pressure = 300 Lb F.O.S. Overturn. = MR / MOT = 91 .49 Cohesion = 0 Lb Coef. Vert. Surcharge or Line Load Resist. Force, Sum RF = 828 Lb to Horiz. = EFP / Soil Dens. = 0.318 Resultant Loc From Toe, X = (MR - MOT) / Sum WT = 1.18 ft. Eccentricity From Ftg. C.L. , e = (B / 2) - X = 0.16 ft. Soil Pressure @ Toe = (WT / B) * (1 + 6e/B) = 537 psf. Soil Pressure @ Heel = (WT / B) * (1 - 6e/B) = 255 psf. ************************************************** DETAILED DESIGN REPORT ************************************************** STEM DESIGN: Steel Design Comb = D + L + R + H Shr Strength @ Base, Phi Vn = 5.11 kip Dist From d Ms Vs As Flex. As Min. As T+S As Reqd Comb Top (ft) (in. ) (ft-k) (kip) (in^2) (in^2) (in^2) (in^2) 0.70 5.50 0.00 0.00 0.000 0.000 0.173 0.173 1 1.40 5.50 0 .00 0.00 0.000 0.000 0.173 0.173 1 2.10 5.50 0. 00 0.00 0.000 0.000 0.173 0.173 1 2.80 5.50 0 .00 0.00 0.000 0.000 0.173 0.173 1 3.50 5.50 0.00 0.00 0.000 0.000 0.173 0.173 1 4 .20 5.50 0.00 0.00 0.000 0.000 0.173 0.173 1 4 . 90 5.50 0.00 0.00 0.000 0.000 0.173 0.173 1 5. 60 5.50 0.00 0.00 0.000 0.000 0.173 0.173 1 6.30 5.50 0.00 0.00 0.000 0.000 0.173 0.173 1 7.00 5.50 0.00 0.00 0.000 0.000 0.173 0.173 1 Vertical Stem Reinforcement: Available Length for Hook Embedment into Footing = 9.00 in. Available Length for Straight Embedment into Stem = 82.00 in. Development Length Straight Hook Percent Spac. 50% Cut Off (in. ) (in. ) Develop. (in. ) (in. ) #4 28.77 6.50 100.00 13.89 84 .00 #5 50.35 8.13 100.00 21.53 84.00 #6 107.11 9.75 76.56 23.39 84 .00 #7 168.80 11.38 48.58 20.24 84.00 Horizontal Stem Reinforcement: Area of steel for Shrinkage and Temp. Reinforcement = 0.192 in^2 Spacing, in. Total Bars I.F. Only EA. Face I.F. Only EA. Face #4 8.00 24.00 12.00 5.00 #5 16.00 32.00 7.00 4.00 #6 24.00 48.00 5.00 3.00 #7 32.00 48.00 4.00 3.00 TOE DESIGN: * Steel Design Comb. = 1.4D + 1.4H * Thickness Design Comb. = 1.4D + 1.4H * Available Length for Hook Embedment into Stem = 6.00 in. * Available Length for Straight Embed. into Toe = 7.00 in. d Mu Vu Phi Vn As Flex. As Min. As T+S As Req'd (in. ) (ft-k) (kip) (kip) (in^2) (in^2) (in^2) (in^2) 8 .50 0.13 0.02 9. 68 0.003 0.005 0.259 0.259 Development Length Straight Hook Percent Spac. (in. ) (in. ) Develop. (in. ) #4 12.00 6.64 58.33 5.40 #5 14.23 8.30 49.19 7.06 #6 17.08 9.96 40. 99 8.35 #7 24. 90 11. 62 28.11 7.81 #8 28.46 13.28 24.60 9.00 #9 32.10 14.98 21.80 10.09 #10 36.14 16.87 19.37 11.39 #11 40.42 18.73 17 .32 12.51 HEEL DESIGN: * Steel Design Comb. = 1.4D + 1.4H * Thickness Design Comb. = 1.4D + 1 .4H * Available Length for Straight Embedment into Toe = 15.00 in. * Available Length for Straight Embedment into Heel = 13.00 in. d Mu Vu Phi Vn As Flex. As Min. As T+S As Req'd (in. ) (ft-k) (kip) (kip) (in^2) (in^2) (in^2) (in^2) 9.50 -0 .14 -0 .25 10.81 0.003 0.004 0.259 0.259 Development Length Straight Hook Percent Spac. (in. ) (in.) Develop. (in. ) #4 12.00 6.64 100.00 9.26 #5 14.23 8.30 91.35 13.11 #6 17 .08 9.96 76.13 15.51 #7 24.90 11.62 52.20 14.50 #8 28.46 13.28 45.68 16.71 #9 36.21 14. 98 35.90 16. 62 #10 45.90 16.87 28.32 16.65 #11 56.58 18.73 22.98 16.59 • LONGITUDINAL FOOTING REINFORCEMENT (TEMP & SHRINK ONLY) : Spacing (in. ) #4 9.26 #5 14 .35 #6 20.37 #7 27 .78 I c: Y OF TV 1RD Appro - in CITY OF TIGAR[� �� , g Approved y Panning Date: �� CATCH BASIN,. . Date. Initials: Am N / / Initials: S UQ / - - --.-- .. ——__ 24'DRIVEWAY _ / / /_ 1 _ _], S.W.CORAL STRE�T _ ia�S .ss _ 0 30 60 SCALE IN FEET / / , r D /1 //--- 8"EXTRUDED i / 1 , ..:•:•,;(•./: •!-. R , fiw`.� / / CONCRETE CURB 'Q / m... / ,, :3'VEHICLE OVERHANG i�� : �(` >o / / INTO LANDSCAPE AREA /.' '�C"\ ` 42019 / / ;/ KVWK KOPY �' - S•'r•, z. s I / __._ AP 1 / f> . IGARD Tom/ w♦ s i '£. K 0 RIM 2229 ASPHALT jar: , 'S w�h CI NEERING FR ED wIT✓DEBRIS \, / PAVEMENT 8 _.., : 4I rt• ,,A1 PLAN' G/E // RETAINING WALL \ rad hp"'" - � - / 47 TOTAL NEW PARKING SPACES REMOVED EXISTING DRIVEWAYS AND -< - S883t'4 -.�. a TOPS y. • Y N REPLACED'MTH CURB AND SIDEWALK ,< -- - \ �'' 28 STANDARD / j E �• 1 _ . 19 COMPACT E -' /. /_ / / ,• �' .,- - J'4EHIClE OVERHANG ��/ �� f \\` �••'�04 INTSCAPE AREA _ a� �\ log �1 LEGEND ABBREVIATIONS h : $. ,�...' Cl ,iia ':, y/7 9r / Y y, ' s r ` ❑ EXISTING CATCH BASIN AC ASPHALTIC CONCRETE / a - d 'NO P> 1 Q 'yDa CB CATCH BASIN / 1g - • 3 a } �p},ls • t f AREA, y. I EXISTING MANHOLE DD/W CENTER DRIVEWAY NE I O '''•r"/- e ..•.\ --..q[h -,_. /.•l "�..{�m '/- \, ® ELECTRIC BOX :\ —�. �cf' / y EXISTING SPOT ELEVATION PROPERTY UNE S11•30•581V 5' M ?" `^p y —-- DOG EXISTING 0.31' SIDEWALKS NM / Id a� •4 iiiki FD BOOR DRAM T!' S8IEWST:E MI v9• 0... .. l -- PROPOSED R.O.W.DEDICATION GA GW ANCHOR -rtq\\ _ �,�® _ r t' (' t "c( EXISTING OVFRN[;AO UTILITY UNE HR HANDRAIL • EN ELECTRIC METER / ! Cbli P \\ - �. .- `,' -_ I -- .. ,� � NEW TRASH ENC�O zuRE — —G— —EXISTING GAS UNE TIE INVERT EUGHT LATION /h V \ / T \\ / 'ETAININC//1I1 r.i 3'VEHICLE OVERHANG m. — EXISRNG STORM SEWER MB MPJL BOX I / / \ ! Flw5HE0 FLOOR WALL / INTO LAND AREA MH MANHOLE / I I • ' - - --EXISTING SANITARY SEWER PL PROPERTY UNE /7- „ \ , LCBBY LEVEL.209.80' \ / I I"2 9 ( SECCND BOOR 219.9,. E_'., a0 PP POWER POLE EXISDNG WATER UNE RD ROOF DRAIN 03 ( \ 7 THIRD FLOOR 228.88' \ // I \ chin RS ROOF SUPPORT / 2 /1- t4 - \/ \� r- J \\ /l`/ f d CASTING CURB SIN SWRARY IU / s / [ ! ` / - ,- UTCH • e7slry \\ PROPOSED CURB SP TRAFFlC SIGNAL POLE l/(Cg. ,. 7 r,�/ CAicH BASIN - RIM=209.51 f \ I. SB TRAFFIC SIGNAL CONTROL BOX ,FTRI Nil: IE=208.56' / ,F;r !j r.208:69' / -I 1 .� - EXISTING FENCE SON SIGN / / I �.�-7/ C / / ^I 4 .4. ..........• 2r o' I STTIR SPRINKLER TOORM L£R CONTROL RIGHT-OF-WAY -z' / - / n_ DEDICATION / •'h''f '.�- / �— S/W CONCRETE SIDEWALK TP TELEPHONE PEDESTAL "�i�=+F / / w TY/ TOP OF WALL f�\ 41ElGHf OF ENCLOSV�,E_ 7 ! WCR WHLTICHNRRAMP J / / / ^N,./� _' '` I / '� WM WATER METER / _ /-�� / PI WV WATER VALVE / • 49 / . r ! // i // I - / EXPAND EXISTING / / /// _ / I T. — DETENTION POND / i- ./ e / I ' RI e` I (SEE DETAIL) (; POND TON / I / / / ^Q ,`03.97 -__.1_i__�IL SEYL__� - f._•�• I _. - b \ MUST'm I XIML.L. / 58894'51•P.`222.04 = • _ '-. CATCH BASH, / u tt — - i Rw.207 76' I CATCH BASINS I _— _-- _ --.. .._.� .E OgA6' I I _ CATCH BASIN I ./ 1 — 1 S.W.LOCLOSUTREET 1_- I I STM / I ,--_—r I I qfi7E ok... tool& \\ __ I _.�_-..—I--SEW MH �, I 5111 SEW. J RIM-208.5 30z� c tir / / ./ IE @5T-6.0VH' I - I 3 , - I SEPED N o,-, `' W♦14.4949�� / Al • VIP'S INDUSTRIES, INC DRAWING NO. T R 0°`� TRT ENGINEERING,INC. 29757 SW BOONES FERRY ROAD P??6,+9'1 WILSONVILLE, OREGON - (503) 682-9284 y yr R.SJ ijsq 2636 SE.MARKET STREET 45—UNIT ADDITION — PHOENIX INN Nr, `l7�ct REY SAYE DEBCAPTRI DWe BY ms 8T Det Br of ITT PORTLAND,OREGON 97214 PROJECT 9 tR� (503)235-759s 9575 SW LOCUST ST — TIGARD, OREGON PRECT Na ♦ N t s`s "4: tRt BY / REVISED SITE PLAN (7/26/00) VPTGDT Alm DAdam-aria a° Ilimmm 9/.. g)1071.1410 g)t .1410 -f-.5. L �^] a f �S 49 ( 1 / ,/- __ 1 : i. d,,. exiivau. t„,..to 6 d : t�Jd 1:: ` �. R ��1 I ! A, . Double.\-041 ' i i N ii ' ?y Caws. (3ol+ . 1 l . ,+slat , H ' ' ' . •-•' r.. 1 -�. _ CITY OF TIGARD 'Appr... . ,. .. . .,.... ... ., ... ...,..��. .�. :oveming •� ate Zo Data: /� -/i Initials: s k2 R� p,PR 2019 tt 0 G ENG Aegy0*. CURB•ACCENTS, Inc. p�N PROFESSIONAL CONCRETE EDGING AND FLAT WORK ��_n 3001 NE 133rd Ct. �jp'�' 1� `�`�''"� Vancouver,WA 98682 .