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Jan 26 06 08:48a Fro .21ich Consulting Eng 503 - 624 -9770 p.1 .. = MST Loos - oo9 08 Pi988 St» L.oacour oe . • Lo 17 Aa$OQ.. SUwin1 i T FROELICH CONSULTING ENGINEERS INC MAIN OFFICE 0 CENTRAL OREGON 0 C) 6969 SW Hampton Street 231 SW Scalehouse Loop, Suite 101 �j� Tigard, Oregon 97223 Bend, Oregon 97702 �` 503.624-7005/503.624 -9770 FAX 541.383 - 1828/541.383 -7696 FAX O c ' FAX COVER SHEET \LPN ‘Cs 0� Date: January 26, 2006 � Transmittal To: Wyatt G( i)S46 FAX Number: 503 - 524 -4403 Transmittal From: Mike Young Pages: 4 Comments: Arbor Summit — Lot 17, The Ashbury, FCE #05 -T293 See the attached sheets for revised footing design for area under elevated garage. Thank You, Mike Young PLEASE CONTACT US IF THIS FACSIMILE IS ILLEGIBLE OR IF IT HAS MISSING PAGES .2 Jan 26 06 08:49a Fr•elich Consulting Eng 503 - 624 -9770 p - �v =_`' ill p 12 a at 'e p O , / i - .. 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L 4. . g 1 i f 1 ju 0 . ,, . . 4.._ st (2) 6 tA e 011 N J �2 ; n U �ij / W m �� �a f ' v O d - 1 N h (a p .., C": W • 2 h . i 5 20 iJ t f �j O • e e � IA !r • 4 W r P • /. 0 t 1 4164- \ i, ....t..? V + �� . ♦" F t ' d OLL6 -OE9 -COS 2u3 2ut4insuo3 totteu.�3 e6b:BO SO 9Z UeC Jan 26 06 08:48a Froelich Consulting Eng 503 - 624 -9770 p.3 I xuN -- /Y" /4-- �/ C> O 1 3 ' -' I';; El I El a ff r I E T' , . i; j _ T' . _. i - t __. • 13 13 13 f. } {. CI 1:-/. _ iiii i. -, 1 7 i *Sz ' . . . s 1' ' \-49 Li .., .._ ...) . ] 2' -4' I - SD ±1 2 ' - 4 ' 5 MIN. Jan 26 06 05:12p Froelich Consulting Eng 503- 624 -9770 P- 1 MST Zoos— 004 08 I'j a 88 5u) Loo*.pt)7 0 Lo-f- Assol . Sumr * FROELICH CONSULTING ENGINEERS INC MAIN OFFICE 0 CENTRAL. OREGON 0 C1 6969 SW Hampton Street 231 SW Scalehouse Loop, Suite 101 Iiik 006 Tigard, Oregon 97223 Bend, Oregon 97702 503.624-7005/503.624-9770 FAX 541.383- 1828/541.383 -7696 FAX n w\ .. � FAX COVER SHEET �, 5� 5 �� � Date: January 26, 2006 G Transmittal To: Wyatt FAX Number: 503 - 524 -4403 Transmittal From: Mike Young Pages: 7 Comments: Arbor Summit — Lot 17 (The Ashbury, FCE #05 -T293) See the attached sheets for requested retaining wall specifications. • Thank You Mike Young PLEASE CONTACT US IF THIS FACSIMILE IS ILLEGIBLE OR IF IT HAS MISSING PAGES v UCTL ? PROFF, oGIN:€. &to 44, 1 2s ve" • -2 DEO EXPIRES: 1Z /3' /Q f , • r_C_7LJ CG 4p Q L JV ?� N �� X97 t c: 3 is r3 � � 15.2 Ql M_ i I g I RI . ', ih ,i1 n ii i § Q 1 it i f �J e l I i i i i ,j f o IJL i e j I 1 l e i 1 t i 3 0 i 1 Ii I pi i f b f l e ! ® f i l e 9 i . ! a „f3 n , f itrilpfhil g p i miiii ,l i r 1 11 � i , r t !I 1 3 i l!3 f . a !!! ! 9 s ;S311 r 7� i e f. 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G 634 ID ( Y p 11111 1 4 9 ------ -_.1 ir It 4 ti .� �..�� lac g Q 1 jt o Z1 E ' { I gbi , se , i LL" F ai!I F v . rl 0 6— 4. 0 a n , C ° ., C co j ,. TL 0 o • LLLL 4DID ° P 1 1 �D° m i OH II 4 D i 4D 4D 2 a•d DLLs -. -eos 2u3 9utgtnsuo3 yoti,aoJJ dEt:SO SO SS Ueg Jan 26 06 05:12p Froelich Consulting Eng 503 - 624 -9770 p.3 3 I I 5EE STANDARD DETAILS FOR NOTES_ I REMAINING INFORMATION 1= cL - I I. BACKFILL a COMPACT PRIOR I� TO FRAMING WALL 4 FLOOR. I - I ill c511 t \ / \\ \ \ � , HORIZ. REINF. ( FREE DRAINING � \ ��� e GRANULAR MAT L.- 1 \ </ � VERT. REINF. �� e q • � Tw V DOWEL CONCRETE SLAB ON 4'o PERF. FOUND. DRAIN o GRADE. SEE PLANS SET IN FREE DRAINING GRAVEL FILL • HEEL REINF. Q :• •� - � b ;, � J • e q • • 1 d eq - O 'i1 ��i l �� i i �i• e • • 4 • e e d • 4,-- • 4 �I d V 2 oe ' e e Fill M LONG. REINF. e q • e.111111 4 4 .4111111 (U -'4 CONT. (1) -•4 CONT. 3' CLR * ' ,3' CLR Lh Tw Lt. • Lr ■ Retaining Wall Schedule Dimensions Wall Reinforcing Footing Relnf. 14w Hr Tw Lh Lt LI' VERT. HORIZ. DOWELS HEEL LONG 3' -e' I0' 8' r-r 6' 2' -3' >4e18'OCC. '4412'O.. 1 4c18'0C. j j 5o36'O.C. 5eI2'O.C. 15' -0' I0' S' 2' -I' 6' 3' -3' . '4o18'O.C.'4ei2'O.C. '4e18'0.C. '5 5eI2'o.C. SCALE: 1'•I' -0' 06 -T022 Jan 26 06 05:13p Froelich Consulting Eng 503 - 624 -9770 p.4 'r • 't Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 L 580014 Cantilevered Retaining Wall Design Description 5' -O" Criteria 1Soil Data ' Footing Strengths & Dimensions Height = 4.33 ft Equivalent Bearing Pressure Method psf ft 3,000 psi Fy = 60,000 psi g P _ _ Retained Hel Wall height above soil 0.67 ft Mn. As % 0.0014 Slope Behind .. a Wall = 0.00:1 Heel Active Pressure = 35.0 psf/ft Toe Width = 0.50 ft Toe Active Pressure = 0.0 psf/ft Heel Width = 2.75 Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Total Footing Width = 3.25 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 10.001n FootingilSoil Friction = 0.350 Wind on Stem = 50.0 psf Soil height to ignore Key Width 0.00 in for passive pressure = 10.00 In Key Depth 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in © Btm.= 3.00 in Desi! n Summa Stem Construction Top Stem Total Bearing Load = 2,182 lbs Design height ft= 0.00 ...resultant ecc. = 1.90 in Well Material Above °Ht° = Concrete Soil Pressure QToe 868 psf OK Thickness = 8.00 Soil Pressure © Heel = 475 psf OK Rebar Size = # 4 Rebar Spacing = 18.00 Allowable = 1,500 psf r Soil Pressure Less Than Allowable Reber Placed at - Center ACI Factored (� Toe = 1,057 psf Design Data • ACI Factored Heel = 579 psf tb/FB + fa/Fa 0.4112 Footing Shear oQ Toe 0.0 psi OK Total Force Section lbs = 615.2 Footing Shear ® Heel = 28.6 psi OK Moment.... ct Allowable flat= 1,071.3 Allowable = 93.1 psi Moment Allowable 2,321.3 Wall Stability Ratios Shear....Actual psi = 12.8 Overturning = 4.24 OK Shear.....Allowable psi = 93.1 Sliding = 1,53 (Vertical Co Bar Develop ABOVE Ht. in = 17.09 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. in = 6.00 Lateral Sliding Force = 500.4 lbs Wall Weight = 100.0 less 100% Passive Force= - 0.0 lbs Rebar Depth 'd' in = 4.00 less 100% Friction Force= - 763.5 lbs Masonry Data Added Force Req'd = 0.0 lbs OK Pm psi = ....for 1.5:1 Stability = 0.0 lbs OK Fs psi = Solid Grouting = Footing Design Results Special Inspection = Modular Ratio 'n' = jot_ eel Short Term Factor Factored Pressure = 1,057 579 psf Equiv. Solid Thick. = Mu' : Upward = 129 0 ft-# Masonry Block Type = Normal Weight Mu' : Downward = 22 2,828 ft- # Concrete Data Mu: Design = 107 2,828 ft-# ft psi = 3,000.0 Actual 1 -Way Shear = 0.00 28.65 psi Fy psi = 60,000.0 Allow 1 -Way Shear = 93.11 93.11 psi Other Acceptable Sizes & Spacings Toe Reinforcing = None Spec'd Toe: Not req'd, Mu < S ' Fr Heel Reinforcing = # 5 © 18.00 in Heel: #4© 18.50 in, #5© 28.75 In, #6© 40.50 In, #7© 48.25 in, #8© 48.25 in, #9© 4 Key Reinforcing = None Spec'd Key. No key defined Jan 26 06 05:13p Fro ..lich Consulting Eng 50 ' -9770 p.5 Code Ref. ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Rev. 580014 Cantilevered Retaining Wall Design II Description 5' -0" ' of Overturning & Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 467.1 1.72 804.4 Soil Over Heel = 993.0 2.21 2,192.8 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = 0.00 Load @ Stem Above Soil = 33.4 5.50 183.4 Son Over Toe = SelsmicLoad = Surcharge Over Toe = Stem Weight(s) = 500.0 0.83 416.7 Total = 500.4 O.T.M. = 987.8 Earth @ Stem Transitions= Resisting/Overtuming Ratio = 4.24 Footing Weight = 4062 1.63 660.2 Vertical Loads used for Soil Pressure = 2,181.5 lbs Key Weight = Vert. Component = 282.3 3.25 ' 917.5 Vertical component of active pressure used for soil pressure Total = 2,181.5 lbs RM.= 4,187.1 • Jan 26 06 05:13p Fro . Lich Consulting Eng 50?- 624 -9770 p.6 4• (1 Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Rev. 580014 I Cantilevered Retaining Wall Design Description 3' -O" Criteria Soil Data I Footing Strengths & Dimensions Retained Height = 2.33 ft Mow Soil Bearing = 1,500.0 psf Pc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.87 ft Equivalent Fluid Pressure Method Min. As % = 0.0014 Heel Active Pressure = 35.0 psf /ft Toe Width = 0.50 ft Slope Behind Wall = 0.00: 1 Toe Active Pressure = 0.0 psf/ft Heel Width = 1.75 Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Total Footing Width = 2.25 Soil Density = 110.00 pd Water height over heel = 0.0 ft Footing Thickness = 10.00 in FootingiiSoil Friction = 0.350 Wind on Stem = 50.0 psf Soil height to ignore Key Width = 0.00 in for passive pressure = 10.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft • Cover aQ Top = 3.00 in ® Btm.= 3.00 in Design Summa Stem Construction Top Stem Stem OK Total Bearing Load = 965 lbs Design height ft= 0.00 ...resultant ecc. = 1.34 In Wall Material Above °Ht' = Concrete Soil Pressure © Toe = 557 psf 0K Thickness _ 8.00 Soil Pressure ® Heel = 301 psf OK Rebar S = # 4 Allowable = 1,500 psf Rebar Spacing = 18.00 Soil Pressure Less Than Allowable Rebar Placed at = Center ACI Factored ® Toe = 694 psf Design Data ACI Factored @ Heel = 375 psf fb/FB + fa/Fa 0.119 Total Force @ Section lbs = 218.6 Footing Shear CO Toe = 0.0 psi OK Moment...Actual ft -#= 277.1 Footing Shear ® Heel = 9.7 psi OK Moment.....Allowable = 2,321.3 Allowable = 93.1 Psi Shear....Actual Psi = 4.6 Wall Stability Ratios p Overturning = 4.24 OK Shear....Allowable psi = 93.1 Sliding = 1.62 (Vertical Co Bar Develop ABOVE Ht. in = 17.09 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW HI in = 6.00 Lateral Sliding Force = 208.8 lbs Wall Weight = 100.0 less 100% Passive Force= - 0.0 lbs Rebar Depth 'd' in = 4.00 less 100% Friction Force= - 337.9 lbs Masonry Data I'm Added Force Req'd = 0.0 lbs OK s psi = F ....for 1.5:1 Stability = 0.0 lbs OK So psi = Solid Grouting = Footing Design Results Special Inspection = - Modular Ratio 'n' _ Toe Heel Short Term Factor = Factored Pressure = 694 375 psf Equiv. Solid Thick. = Mu' : Upward = 84 0 ft-# Masonry Block Type = Normal Weight Mu' : Downward = 22 509 ft-# Concrete Data Mu: Design = 62 509 ft-# Pc psi = 3,000.0 • Actual 1 -Way Shear = 0.00 9.73 psi Fy psi = 60,000.0 Allow 1 -Way Shear = 93.11 93.11 psi Other acceptable Sizes 8 Spacings Toe Reinforcing = None Spec'd Toe: Not req'd, Mu < S • Fr Heel Reinforcing = # 5 Q 36.00 in Heel: Not req'd, Mu < S * Fr Key Reinforcing = None Spec'd Key: No key defined Jan 26 06 05:13p Froelich Consulting Eng 503 - 624 -9770 P. 7 ' ,.1:,.. I 0 1.9 l Y i Code Ref: ACI 318 - 02,1997 UBC, 2003 IBC, 2003 NFPA 5000 =Rer. servo,. Cantilevered Retaining Wall Design ll Description 3' -0" Summary of Overt & Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft lbs ft ft-# Heel Active Pressure = 175.4 1.06 185.2 Soli Over Heel = 278.0 1.71 474.9 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = 0.00 Load @ Stem Above Soil = 33.4 3.50 116.7 Soil Over Toe = SelsmicLoad = Surcharge Over Toe = Stem Weight(s) = 300.0 0.83 250.0 Total = 208.8 O.T.M. = 301.9 Earth (41 Stem Transitions= Resisting/Overturning Ratio = 4.24 Footing Weight = 281.2 1.13 316.4 Vertical Loads used for Soil Pressure = 965.3 lbs Key Weight = Vert. Component = 106.0 2.25 238.6 Vertical component of active pressure used for soil pressure Total = 965.3 lbs R.M.= 1,279.9 Jan. 26. 2006 9:47AM No. 1958. P. 1/4 . - • 17, � OeoPfclfte fngineenno, Ini Real -World Geotechnical Solutions Investigation • Design • Construction Support January 26, 2006 Project No. 04 - 8608 Terry Kinney / Jim Cavanaugh West Hills Development 15500 SW Jay Street Beaverton, Oregon 97006 E No. (503) 641 -7661 Copy: Froelich Consulting EngineersfFax 503- 624 -7005) Wyatt. Arbor Field Office (Fax 503 - 524 - 4403) Subject: Geotechnical Observation of Foundation Excavation and Consultation Arbor Summit Lot 17 — Tigard, Oregon References: 1. Preliminary Geotechnical Engineering Report, Oregon State University Property, 12780 SW Bull Mountain Road, Washington County, Oregon, GeoPacific Engineering, Inc. report dated February 17, 2004. 2. Preliminary Geotechnical Engineering Report, Arbor Summit, 12950 SW Bull Mountain Road, Washington County, Oregon, GeoPacific Engineering, Inc. report dated May 24, 2004, 3. Summary Report of Geotechnical Observation and Testing, Arbor Summit, Tigard, Oregon, GeoPaciflo Engineering, Inc. letter report dated September 8, 2005 At your request, GeoPacific Engineering, Inc. (GeoPacific) performed a geotechnical review of the proposed residential construction on Lot 17 of the Arbor Summit development. The location of the subject lot is shown on the attached plan. GeoPacific performed geotechnical studies for the project (References 1 and 2), and provided on -call testing and construction observation services during mass grading. Results of our observation and testing are presented in our report dated September 8, 2005 (Reference 3). Lot 17 is underlain by engineered fill, with on -call monitoring and testing performed by GeoPacific. The proposed development on Lot 17 consists of a two -story conventional timber- framed residence. The garage floor will be elevated as will the living space, with a crawispace beneath. GeoPacific visited the site on January 24, 2006 to observe foundation excavations. The existing lot grades slope down toward the south. Building plans for Lot 17 call for square column footings to support the elevated garage floor. Unfortunately, during foundation excavation, the toe of the slope was overexcavated such that some of the square column footings would be near the edge of a vertical excavation extending about 6 feet down to the lowest bench of the foundation excavation. Following discussion of various options, it was decided the most effective method for dealing with the situation would be construction of a 7312 SW Durham Road Tel (503) 598 -8445 Portland, Oregon 97224 Fax (503) 598 -8705 Jan. 26. 2006 9:47AM - No. 1958. P. 2/4 • January 26, 2006 • A Project No. 04 -8608 monolithic strip foundation extending down the entire slope, including the vertical cut that has been overexcavated at the toe. For design of this option, GeoPacific recommended using an allowable soil bearing pressure of 2,000 psf, active earth pressure of 30 pcf acting on vertical elements of the foundation system, and ultimate friction coefficient 0.5. Froelich Consulting Engineers developed the attached foundation plan for the affected area, which we understand incorporates the recommended soil parameters. This foundation plan is in our opinion consistent with the geotechnical recommendations and may be implemented. Results of our site visit indicate that the remainder of the footings have adequate embedment depth (minimum 12 inches), and that adequate footing -to -slope setback distances have been maintained. In our opinion, the observed subgrade conditions on the subject lot are adequate to support an allowable bearing pressure of 2,000 psf. Where stepped foundations are present, a 1 H:1 V setback should be maintained to avoid surcharging of the lower foundation wall. Care should be taken to avoid saturation or disturbance of footing subgrade soils during and after excavation. If footing bearing soils become saturated or disturbed, any softened soil or slough should be removed and replaced with crushed aggregate or additional concrete. In general, footing excavations should be cleaned such that no more than about I/= inch of loose soils are present prior to pouring concrete. This foundation excavation review should be considered supplemental to the above - referenced geotechnical reports. The conclusions, recommendations, uncertainties and limitations of those reports remain applicable, except where modified herein. We appreciate this opportunity to be of service. Sincerely, GEOPACIFIC ENGINEERING, INC. Oki P a �� �� aV /Nt. �. It Scott L. Hardman, P.E. Vit.!, 0 `` \ Principal Geotechnical Engineer 0 cf� � 7 ,L QZ 1' UT i C. }iaR� EXPIRES; 05 -30 -2002_1 04- 8608 -Arbor Summit Lot 17 2 GEOPACIFIc ENGINEERING, INC. Jan. 26. 2006 9:41AM - - No. 1958 P. 3/4 — 7 — — " f /o /°•— y ., li ., i .--bj ly d— 1. 13 13 13 j� y . yf C }. a --L _. . i — - IT _-_- p 13 _ _• 13 r,. C . 4) \ 'P CP is hh A • - 7 I I . ... -,.. (&;) MIN. '. ---„.. r-nN. Jan, 26. 2006 9:47AM - No. 1958 P. 4/4 0 6069 sW Hompt - Area CLIENT+ PAGE / '1712-%' 6 �p Trgard, O 97E 23 X 53 Fnx5O3.624.9770 FRO ELICH 503.624.7005 PROJECT, CONSULTING B ¢^d.O reg 9 o.p....icy, PROJECT NUMBER, ENGINEERS ,INC FAX 7b96 ° "M' • BY: 1 i 7 f �; K 4-1f i /� N ,V a W 4--. AJCirte �r II N cp 0 �� N _ .i . 1 R. o EA WI -I, RI C a o vt o 0 G ' Z 1 la . I \ i 1 f V A Y I 1 1 e .. . . . . ._.__. ..._. --. ......_ ... . _ . .. ...... .__ .. i �w o 1 so N 7 Jan 26 06 08:48a Froelich Consulting Eng X03- 624 -9770 p.1 • L nT I FROELICH CONSULTING ENGINEERS INC MAIN OFFICE 0 CENTRAL OREGON 0 6969 SW Hampton Street 231 •SW Scalehouse Loop, Suite 101 Tigard, Oregon 97223 Bend, Oregon 97702 503.624-7005/503.624 -9770 FAX 541.383- 1828/541.383 -7698 FAX FAX COVER SHEET Date: January 26, 2006 Transmittal To: Wyatt FAX Number: 503 - 524 -4403 Transmittal From: Mike Young Pages: 4 Comments: Arbor Summit — Lot 17, The Ashbury, FCE #05 -T293 See the attached sheets for revised footing design for area under elevated garage. Thank-You, Mike Young PLEASE CONTACT US IF THIS FACSIMILE IS ILLEGIBLE OR IF IT HAS MISSING PAGES • • • Jan 26 06 08:49a Froelich Consulting Eng R 03- 624 -9770 p .2 :' 1 (�vzz I Y � T a� ., fr ctc t .f�� �_,; 1. ° � N see a MON ::9.::5' fe v 1 ( yi I g 1 I tie In I 11 V4. 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I pi i . 1 1 1 9 p 6. 0 o a : [ 1 ' aD II P 1s'!' l l 4D �,_ P �I � ci au ► o I ";, l I . ul 1 0 ■. .- - ' _' (1 D _� 1 Q _ O C ;il - , QLL (3.(10 ai 4) p si 0n �o j i . , r " CD g$ f! ii (�� 0 i1 aD ° ap �' 0 0 0 o aD (ID Q 6969 SW Hampton Street CLIENT: FCR Tigard, Oregon 97223 PAGE / FAX 503.624.9770 FROELICH 503.624.7005 PROJECT: CONSULTING 0 Ys1 SW Scalen 9770E ouse Loop. Suite '101 t'ROJCCT NUMOCR. Bend, O ENGINEERS , INC 383.1848 696 DATE: • BY: - if of t • I o i it • Ca A LA TA fis cira 2,, d r� 11 (4, .hi W '/-' Cl H .• e 0 (a t C , p` O ° /. Z ,-... ----, S e 5 m4C--- _- lb a I \J J i 1 It ...t w ` 1 n T.. • !� c -- Q —' • . Q—� �° ,• ° r 1 i• 10,„ b'd OLL6 629 -CO Q 2 u3 2ut 3insuo0 LoTteo.ad e6V:80 90 9Z Ue[ Jan 26 06 08:49a Froelich Consulting Eng 503 - 624 -9770 p.3 ; y›, ; :1. 1 1 , ', '1 13 13 13 Ht a O j ',', ___,E, , 1 1 I TJ ] — t _ : C.) — 1 r2 1 i' i 1 ._;u i x_ - 2_-4 _, (1 Sp u 2' -4' MIN. ♦ I © MIN. ■ Jan 26 06 05:12p Froelich Consulting Eng 5n3- 624 -9770 p.1 4.- Lc) I '� EJ FROELICH CONSULTING ENGINEERS MAIN OFFICE 0 CENTRAL OREGON 0 6969 SW Hampton Street 231 SW Scalehouse Loop, Suite 101 Tigard, Oregon 97223 Bend, Oregon 97702 503.624-7005/503.624-9770 FAX 541.383 - 1828/541.383 -7696 FAX FAX COVER SHEET Date: January 26, 2006 Transmittal To: Wyatt FAX Number: 503 - 524 -4403 Transmittal From: Mike Young Pages: 7 Comments: Arbor Summit — Lot 17 (The Ashbury, FCE #05 -T293) See the attached sheets for requested retaining wall specifications. 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Z ! e� I i 4D o � D 4D � 4D Q � �i 4D D. ]N all ° 1 • g i •- r 0 °h 1, y I : I 0 CIO 11100 - I f LLLL ,; � . ! .; L o I too . � , a ' ' o GD 4D ' " 4D 4D Z • a - d OLLB- t 2U3 9utiinsuo0 yotiaoJj daT :S0 90 92 uer Jan 26 06 05:12p Froelich Consulting Eng 5n3 624 -9770 p.3 • $ - -i SEE STANDARD DETAILS FOR NOTES: I REMAINING INFORMATION Ii• CL - I. BACKFILL I COMPACT PRIOR TO FRAMING WALL 8 FLOOR. . . _. 4 'it) I '?\ , \ `/� \' ' ., \ / /. <., ` HORIZ. REINS. ( PE DRAINING /\ / e GRANULAR MAT L. / \/ � �/ \ �� VERT. REINF. �� / a 4 < y\ a e � // Tu \ ` /7/ 1V'° WEL CONCRETE SLAB ON 4 GRADE. SEE PLANS e i SET IN FREE DRAINING GRAVEL FILL NEEL REINS q,,, �• •' •• cp. • 1 a 4 a 1 a ' • 4 ." 1 U a • .. d M = L. REINS. . 4 a e •n (l). 4 CONT. . ( ) • CONT. 3' CLR * f , 3' CLR Lh Tw Lt • • . • Lr I. Retai Wall Schedule - - — - - -- . - -- - - - - -- --------------- - Dimensions Wall Reinforcing Footing Relnf. 14w Hr Tw Lh Lt Lr VERT. WORIZ. DOWELS HEEL LONG 3' -0' 10' 6' r -I• 6' 2' -3' 0 4618'OC. •4e12'OG. •4e18'O.C. J e 5e36'O.C. 1 5612'0.C. 15' -0' 10' 6' 2'.1' 6' 3' -3' • 4 6 18'0.C. •4612'0.C. •4018'0.. I 5e18'O.C. SIDIVO.C. SCALE: I'•1' -0' • R 06 -T022 Jan 26 06 05:13p Froelich Consulting Eng 503- 624 -9770 p.4 • .. If Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 {_Rev: 580014 Cantilevered Retaining Wall Design Description 5' -0" Criteria ;Soil Data ' Footing Strengths & Dimensions Retained Height = 4.33 ft Allow Soil Bearing = 1,500.0 psf Pc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.67 ft Equivalent Fluid Pressure Method Min. As % = 0.0014 Slope Behind Wall = 0.00: Heel Active Pressure = 35.0 psf/ft Toe Width = 0.50 ft Toe Active Pressure = 0.0 psf/ft Heel Width = 2.75 Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Total Footing Width = 3.25 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 10.00 in FootingiiSoil Friction = 0.350 Wind on Stem = 50.0 psf Soil height to ignore Key Width = 0.00 to for passive pressure = 10.001n Key Depth = 0 :00 In Key Distance from Toe = 0.00 ft Cover ® Top = 3.00 in ® Btm.= 3.00 in Desi • n Summa Stem Construction , Top Stem Total Bearing Load = 2,182 lbs Design height ft _ Ste 0.00 ...resultant ecc. = 1.90 in Wall Material Above °Ht" = Concrete Soil Pressure ®Toe = 868 psf OK Thickness = 8.00 Soil Pressure ® Heel = 475 psf OK Rebar Size = # 0 Rebar Spacing = 18.00 Allowable = 1,500 psf Soil Pressure Less Than Allowable Rebar Placed at = Center ACI Factored ® Toe = 1,057 psf Design Data ACi Factored ® Heel = 579 psf fb/FB + fa/Fa = 0.482 Footing Shear @ Toe = 0.0 psi OK Total Force ® Section lbs = 615.2 Footing Shear ® Heel = 28.6 psi OK Moment....A llo al ft-#= 1,071.3 Allowable _ Moment Allowable = 2,321.3 93.1 psi Shear.... Actual Wall Stability Ratios psi = 12.8 Overturning = 4.24 OK Shear....Allowable psi = 93.1 Sliding = 1.53 (Vertical Co Bar Develop ABOVE Ht. in = 17.09 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. in = 6.00 Lateral Sliding Force = 500.4 lbs Wall Weight = 100.0 less 100% Passive Force= - 0.0 lbs Rebar Depth 'd' in = 4.00 less 100% Friction Force= - 763.5 lbs Masonry Data Added Force Req'd = 0.0 lbs OK Pm psi ....for 1.5 : 1 Stability = 0.0 lbs OK Fs psi = Solid Grouting = Footing Design Results Special Inspection = Modular Ratio 'n' = Toe Heel Short Term Factor Factored Pressure = 1,057 579 psf Equiv. Solid Thick. _ Mu' : Upward = 129 0 ft-# Masonry Block Type = Normal Weight Mu' : Downward = 22 2,828 ft- Concrete Data Mu: Design = 107 2,828 ft-# Pc psi = 3,000.0 Actual 1 -Way Shear = 0.00 28.65 psi Fy psi = 60,000.0 Allow 1 -Way Shear = 93.11 93.11 psi Other Acceptable Sizes & Spacings Toe Reinforcing = None Specd Toe: Not req'd, Mu < S • Fr Heel Reinfordng = # 5 ® 18.00 in Heel: #4® 18.50 In, #5® 28.75 In, #6® 40.50 In, #7® 48.25 in, #8® 48.25 In, #9® 4 Key Reinforcing = None Spec'd Key: No key defined • Jan 26 06 05:13p Froelich Consulting Eng 503- 624 -9770 p.5 s Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 LRar 582014 Cantilevered Retaining Wall Design Description 5' -0" Lsummary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 467.1 1.72 804.4 Soil Over Heel = 993.0 2.21 2,192.8 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = 0.00 Load @ Stem Above Soil = 33.4 5.50 183.4 Soil Over Toe = SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 500.0 0.83 416.7 Total • = 500.4 O.T.M. = 987.8 Earth (Q) Stem Transitions= Resisting/Overturning Ratio = 4.24 Footing Weight = 4082 1.83 660.2 Vertical Loads used for Soil Pressure = 2,181.5 lbs 4 Key Weight = Vert. Component = 282.3 3.25 917.5 Vertical component of active pressure used for soil pressure Total = 2,181.5 lbs R.M = 4,187.1 Jan 26 06 05:13p Froelich Consulting Eng 5n3- 624 -9770 p.6 Le Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 - Rev: 680014 Cantilevered Retaining Wall Design Description 3' -0" Criteria Soil Data Footing Strengths & Dimensions Retained Height 233 ft Allow Soil Bearing = 1,500.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.67 ft ft Equivalent Fluid Pressure Method Min. As % = 0.0014 Wail a h t a Wall = 0.67 Heel Active Pressure = 35.0 psf/ft Toe Width = 0.50 ft Toe Active Pressure = 0.0 psf/ft Heel Width = 1.75 Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Total Footing Width = 2.25 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 10.00 in FootingllSoil Friction = 0.350 Wind on Stem = 50.0 psf Soil height to ignore Key Width = 0.001n for passive pressure = 10.00 In Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Cover a@ Top = 3.00 in @ Btm.= 3.00 In Design Summa Stem Construction Top Stem Slem OK . Total Bearing Load = 965 lbs Design height ft = 0.00 ...resultant ecc. = 1.34 in Wall Material Above °Ht = Concrete Soil Pressure ®Toe = 557 psf OK Thickness = 8.00 Rebar Size = # 4 Soli Pressure @ Heel = 301 psf OK Allowable = 1,500 psf Rebar Spacing = 18.00 Soil Pressure Less Than Allowable Rebar Placed at = Center ACI Factored @ Toe = 694 psf Design Data ACI Factored @ Heel = 375 psf fb/FB + fa/Fa = 0.119 Footing Shear @Tae = 0.0 psi OK Total Force @ Section lbs = 218.8 Footing Shear @ Heel = 9.7 psi OK Moment... fl ft-#= 277.1 Moment Allowable = 2,321.3 Allowable = 93.1 psi Shear.....Actual Wall Stability Ratios psi = 4.6 Overturning = 4.24 OK Shear....Allowable psi = 93.1 Sliding = 1.62 (Vertical Co Bar Develop ABOVE Ht in = 17.09 Sliding Caics (Vertical Component Used) Bar Lap/Hook BELOW HL in = 6.00 Lateral Sliding Force = 208.8 lbs Wall Weight = 100.0 less 100% Passive Force= . 0.0 lbs Rebar Depth 'd' in = 4.00 less 100% Friction Force= - 337.9 lbs Masonry Data Added Force Req'd = 0.0 lbs OK fm psi = ....for 1.5:1 Stability = 0.0 lbs OK S psi = Solid Grouting = Footing Desi • n Results Special Inspection = Modular Ratio 'n' _ Toe Heel Short Term Factor = Factored Pressure = 694 375 psf Equiv. Solid Thick. = Mu' : Upward = 84 0 ft-# Masonry Block Type = Normal Weight Mu' : Downward = 22 509 ft-# Concrete Data Mu: Design = 82 509 ft-# fc psi = 3,000.0 • Actual 1 -Way Shear = 0.00 9.73 psi Fy psi = 60,000.0 Allow 1 -Way Shear = 93.11 93.11 psi Other Acceptable Sizes & Spacings Toe Reinforcing = None Spec'd Toe: Not req'd, Mu < S • Fr Heel Reinforcing = # 5 @ 36.00 in Heel: Not req'd, Mu < S • Fr Key Reinforcing = None Speed Key: No key defined Jan 26 06 05:13p Frs3e1 ich Consulting Eng 503-624-9770 P - 7 ii1 ..- , . Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 L Rev: 680014 Cantilevered Retaining Wall Design Description 3'-O" [ Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft4 [ Heel Active Pressure = 175.4 1.06 1852 Sod Over Heel = 278.0 1.71 474.9 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = 0.00 Load ( Stem Above Soil = 33.4 3.50 116.7 Soil Over Toe = SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 300.0 0.83 250.0 Total = 208.8 0.T.M. = 301.9 Earth @ Stem Transitions= Resisting/Overturning Ratio = 4.24 Footing Weight = 281.2 . 1.13 316.4 Vertical Loads used for Soil Pressure = 965.3 lbs Key Weight = Vert. Component = 106.0 2.25 238.6 Vertical component of active pressure used for soil pressure Total = 985.3 lbs R.M. 1,279.9 • e F 1LE COPY.4ay.. 60.00' ,- /'• ` � "< �r •�,rJ_- •: i '•,, , 1 k CONTROL co 24' -01" � `4s.. i ll 4. i - ,_ , — -f , 0 1 . ........................................ i SQ. FT.' :::: : : : ::...... DECK • riu -Ev "ASHBURY" o - . o MAIN FLOOR ' o o GARAGE Q1 - . • • 1111 - , _I • . L S UCI _G RA1 E-" L _ • N EN NCE FOR co _ 'ROSIO CONTROL ry _o v i a° -- - P.U.E. 0 ;r4 I _ 60.0 —• —F, 0. W. — 508.6 I • . � ; 1 ! / I + / - 14988 S.W. LOOKOUT D IVE NOTE (c LI „ . . . n PROPERTY CORNER ELEVATIONS ARE J BASED UPON DESIGN GRADE ELEVATIONS S ETBACK REQUIREMENTS: Contractor is responsible for checking site plans i 7 and notifying designer of any errors or omissions F RONT (GARAGE): 20' (FROM P.L.) prior to start of construction. Also, plans and FRONT (PORCH): 15' (FROM P.L.) specifications shall be approved b� local building authorities prior to start o construction. INTERIOR SIDE: 5' (FROM P.L.) SCALE STREET SIDE: 10' (FROM P.L.) 8.0' PUBLIC UTILITY EASEMENT ALONG ANY 1"=20' REAR: 15' (FROM P.L.) INTERIOR STREET FRONTAGE. t I wVrm rift 1 AIA.CIG line — MA: 1 WEST HILLS DEVELOPMENT 1 D Planners ngineers ARBOR SUMMIT 3091 15500 SW JAY STREET E Surveyors SUBDIVISION BEAVERTON, OREGON 97006 DESIGN GROUP LOT #17 (503) 641 -7342 20085 N.W. TANASBOURNE DR. W ASHINGTON COUNTY, OREGON � 1 � HILLSBORO, OREGON 97124 r PHONE:(503) 858 -4242 0, TA 645 -5500 3091pp17, 1 .IdcdoWsm.can , PP �, 4/19/05, OP -. _.- '.- — Rick, Plotted: Feb 10, 2006 — 2: 38pm, PA Site Plans \Summit \3091pp17.dwg I REVISION /2 7 CITY OF TIGARD - SITE PLAN REVIEW BUILDING PERMIT NO.: n1'o? 00S -- ODyoc PLANNING DIVISION: Required Setb ks: lel Approved ❑ Not Approved Side: _ Street Side: / Front. i'> Garage: Rear: _ __ Visual Clearance: ErAppr9ved ❑ Not Approved Maximum Building Height feet CWS Service Provider Letter Required: ❑ Yes 2'No ❑ Received pp B,: (,ol.fr ilitt tt.- Date: X3/0,6 ENGINEERING DE PA TMENT: Actual Tope: % Approved ❑ Not Approved Site P I n: Approved Not Approved By: / Date: 2 16 0 6 Notes: