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Specifications 090 pa)(.0-6 $ ` , } AI„ IPuIIU�III September 12, 2006 CITY OF TIGD OREGON Marland Henderson 12950 SW Pacific Highway, #225 Tigard, OR 97223 RE: NEW BUILDING FOR ENVIRONMENTAL EQUIPMENT Site Permit: BUP2006 -00403 Construction Type: VA Tenant Name: Henderson Occupancy Type: F2 Address: 12920 SW Pacific Highway Occupant Load: 1 Area: 426 Sq Ft Stories: 1 The plan review was performed under the State of Oregon Structural Specialty Code (OSSC) 2004 edition; and the State of Oregon Fire Code (OFC) 2004 edition. The submitted plans are approved subject to the following conditions. Provide one 2 -A rated fire extinguisher in the new area. The extinguisher shall be located so that no usable space has a distance greater than 75 feet to the extinguisher. Standard 10 -1, Chapter 3 TVFR99 -01. Special inspection is not required per engineers design parameters. American with Disabilities Act (ADA): It shall be the responsibility of the Architect, Engineer, Designer, Contractor, Owner and Lessee to research the applicability of the ADA requirements for the structure. The City of Tigard reviews the plans and inspects the structure only for compliance with Chapter 11 of the OSSC which may not include all of the requirements of the ADA. Approved Plans: 1 set of approved plans, bearing the City of Tigard approval stamp, shall be maintained on the jobsite. The plans shall be available to the Building Division inspectors throughout all phases of construction. 106.4.2 OSSC Certificate of Occupancy: No building or structure shall be used or occupied until the Building Official has issued a certificate of occupancy 109.1 OSSC Premises Identification: Approved numbers or addresses shall be provided for all new buildings in such a position as to be plainly visible and legible from the street or road fronting the property. • When submitting revised drawings or additional information, please attach a copy of the enclosed City of Tigard, Letter of Transmittal. The letter of transmittal assists the City of Tigard in tracking and processing the documents. 13125 SW Hall Blvd., Tigard, OR 97223 (503) 639 -4171 TDD (503) 684 -2772 ACCESSIBILITY 36 MIN 915 36 MIN 12 MIN 12 MIN 305 , 305 co a WLr ,:R,ki C') C) call O CO Oa aramestmass (a) BACK WALL 54 MIN 1370 12 42 MIN 305 1065 TOLIET PAPER co ' 2 co co o °' co o) co ti O CO (b) SIDE WALL ADAAG FIGURE 29 GRAB BARS AT WATER CLOSETS 2004 OREGON STRUCTURAL SPECIALTY CODE 225R.63 ACCESSIBILITY :k � � � \1117\ � � ' DI — r • ice �i _tl ,, cog r ti "n�1 i . a ,� ,.—. --a c�1 I 6 MAX TOE KNEE 8 MI i 150 CLEARANCE CLEARANCE 205 17 MIN DEPTH 430 ADAAG RGURE 31 LAVATORY CLEARANCES 17 MIN 1 4. _ •eo•o••••••••• toss••o ,;• , 0 0 ���: • CLEAR Z ® FLOOR c°o ® SPACE o^ • A M' • r • tip: ® • :^'�- eoeo•••••••••• w 0000` 19 MAX 485 48 MIN 1220 ADAAG FIGURE 32 CLEAR FLOOR SPACE AT LAVATORIES 2004 OREGON STRUCTURAL SPECIALTY CODE 225R.67 ACCESSIBILITY 11 MIN 1'% (a) 280 38 FLUSH RISER mai 11 38 (b) � 60° RADIUS ANGLED NOSING 1 8 (c) ROUNDED NOSING 60°:': RADIUS 1 ADAAG FIGURE 18 USABLE TREAD WIDTH AND EXAMPLES OF ACCEPTABLE NOSINGS 225R.54 2004 OREGON STRUCTURAL SPECIALTY CODE ACCESSIBILITY I" } !E l I xi ) Iy � 1I 6 lit ow �� 7P,i Ili , ( Ili i II } > Ili" (a) (b) PLAN ELEVATION OF CENTER HANDRAIL Y X 12 MIN 12 MIN 305 N- 305 c" z Q in 1- cip Q w A I (C) .1 EXTENSION AT BOTTOM OR RUN NOTE: X IS THE 12 IN MINIMUM HANDRAIL EXTENSION REQUIRED AT EACH TOP RISER. Y IS THE MINIMUM HANDRAIL EXTENSION (d) • EXTENSION AT TOP OF RUN • OF 12 IN PLUS THE WIDTH OF ONE TREAD THAT IS REQUIRED AT EACH BOTTOM RISER. ADAAG FIGURE 19 STAIR HANDRAILS 2004 OREGON STRUCTURAL SPECIALTY CODE 225R.55 \":-- \ 1111111E111111111111011111111111111111 L--' 4 ,''. ' ''' ' " 0 50 100 c) i TO ' SCALE: 1 50' • i•- -: ',',.\,., r" / • , , \ •,,, k - - .... i - rl' ; • ...--) 1 :'- -6- *1-- • P ---', . . . - .-- •••- ...... ..—.---■..... -... .■.......■-- C —1. r_ — ------ — S W PACIFIC HIGHWAY BATCH MST. NATICH MST. GRADE GRADE - : -. - : 1 ',. — - _ - — ••., , • kg 1: ..,,,..01..," 'E`..., ,„^-',.. " .,\"; ' st, „ "';‘„, ,'-`, ,- , i+ ,f, ' s. . .' N 4 ' Ptilk`Vig't, INTFA '''','',:,'•'' -. \''''.. ' - ' ' •,:` "A:e.' I f ) .':::, .,,,, •s.. . :; ,..,,.,,_\ ,_ ,, : :,_ : . • ;2 -, 2 , '2' : , • ,2%;r , : - '• ' , -,\ •k'''''' ,* '. 4,- ' '' ''''''' ' `-‘,. •S''' ' ''''>'\'''' '2 '''',',' ?:`,.2 '<".'`..\-\,;.',•". • ' ' ' , Z - ',:k . V \-'' 0 :61 i MATCH EXIST ----......... :.,,,.., i t , 024 - .7.V . 2_- .'- ;1 -- ,1_ : 4 12 ' '' •0 • IIIIII • : kill \‘ - - ,..,,,,...„.,,,z.1,,, 1.03 ":',"; '''''•;--' '.• : . . PROPOSED :augurs () ' ■■:,;.. , i ''',' ki ' ‘1217"1 PM) ri C C ■., 'i / '',..: k _ :.., ,, - `;'" 14 3 ;%.,'*::;"--'"-r‘O'i-A.,4;-:.;:,: 4 k '.81.140/411 E ■NI) - t',. :2 . ,!:;21_&. - n es el S , . ... - '' ' . :' •ffeti cos.r. ' cconE ' ;: " 2. • -'' i . ! ' i %, mr . :: -. 4k _ ,'- • . ! ' - . m m 0 c 'c c .c4 rar - - - - o .. T/L 3000 T/L 1.11 0 , NIO' , GARBAGE & RECYCLE AREA ..11p. • • -J , NEVI 3> CaRLIDED CURB - r• I.L.I ,,"'') ..- ..- ,.' - N`, k• ,',.7;); :2- . ,:. • 1 : ,•• , -, -,..... , . F.', -•:,-;/'-`" , : , • - ,•••• • - . - '•; ,-.- • r • - r • • 3> -',', ^ ' ' " ' ''' ',.' " ''-'.. ''' ''>1-.. 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',... .. . r. ! r .. - .______._ ; _ /losi _ )c).14.•& 013 6 : • • ,. 1 _ 3 _w ItA, i Tkw...k2-. _ yoo 'T i IA5 _ exj.rtt au:‘ Zgi- _ : _-: _ - : 7..: ( liet0 ifiertand Henderson Construct 12950 SW Pacific Hwy. # Tigard, OR 97223 ".. 1 /.. i .-.' r,,. , ,,.r•A — ..- _ ,r .. .- .... • .. ... .. ..■ •■ ;" ! 4-. ■- o •••• " '-'- . titikk IP .,0,,AtJt" 1..t' x lAl {o-tnl C..b.iter.: .1- b ( 0,13.04) g t i ..-ir. • '7, - 1 • ' . iSow: 9.1 . 1 1PNAlckv,t! • . I 1 . . .• — ; .— No,c,c• • ,1 -Are i• . L. /. - N ■ 1 1 wi:• d A •• , • 1 ,..._...., , :.- , o , go. ' 4 1 ✓ 1)ovoll 6 • 1 . '• 1 1 f 1 1. 1 '• 4 4 1 5( g , i 1" , -.. ( • t. ' ; . ,, , 1 r• 46 : IL •••• 1 1 1 . . • .... . I 1 i CrO.T. ..!.! , • ■■■•=mt __________ g _ 0.6.3 ., .... H • i A i. ,.......i. '.:.... .• . . . ; + I-- - . ., .. elpftt i ' klOviAV 1 0111 . • i '''l . • , I • ■ ) # 1 . , 1 • . • r oot_ i ' . t I ?iikt . . i.: ---- i. ....._—_-_ ,_." . • .. ______.......—. -....._.....:—.--..............._::-.,:—....._ i' ----- Fts'ivt-t liadand Henderson Construcdor • 12950 SW Pacific Hwy. # 5 . Tigard, OR 97223 . . ._ ' tip . .' - : ' „ ifili i a .. tkk tit 4. ., -f pu.6i is • IXIZ 74-"' -- . - — �8'a . . � U1Art� - j •, ,F.. 1. -k /I T itin p r )) e,g % Q4S� LtIOti� I' 1 1 ...., i s D a ":;"./... . H -: i %Lt f, I --' L, 5rE f5 , ""• 60 47. 11 , ...iLl .11 ‘ . i I 2 , ,-4 F r --- 1 - - * 4 WOAt- 1, 0•G I 1 1 I i o f ( I , v0 � 1 1 LA ?\po.t 1 ;--• ' I C,a �,. i I1 f r I 141 d ......... .„ I ' 1 . (i �P.) (roo�Ir cC, ,..�'I ; i I / _ I ��. r 1 M S ' 0 1 !4" ° 1 ( = 1.0 I o - ..' I 1 I f 1 (' I , I ° B I 1 ._ 1 • 1 0 1 f 1 1 1 0 1 1 '4 ' I o , 1 1 I L °II 1 , , ' 1 1 401- - y � u 1 a I O O 0 I r ( i ° • r Ifiarlend Henderson.Constructic 12950 SW Pacific Hwy. # 5 . Tigard, OR 97223 , _. ..... Vi • w- - -- 7 --- 0 . / • . .....- .......- •••■•-• . .......- .......- ' .? — — .3 I . . . , i . , I .. ...-- f . . Ai Al _11111111111 tweltatttetb -76456 ?tot 2! q,c••• . . A-- cip. .*\,,A,,ketkee.s .. • . 1 ; ( F ( T T • i ) ( ' '1 - 1 -- * - r — S_*" . —1-1- 1 -1 " "( i I - I 'V • I* T 'I' - 1 y i i —7-7-----1"--1---1—\--r----r--7-----r---1-1— -1.----1- 1•• "( ! t 1 f • i 1 ! 1 'I - (41:42:kkk Stel bk D 1,..r - 1 - 7 1 ! 't I,' 1 ' ' 1 • 1" i" 1 " '1' ..- - • 1 - " 7 - 1 ---- T ----- 1 ! t i 1 i • 1 ...-1-. -• Wiedand Henderson Constructl 12950 SW Pacific Hwy. # 5 . • Tigard, OR 97223 U 1..7 L,:i u u u t—� •. JUL202006 LI V Or � � -_-, File Number � ` �jO, 6� Clew Alkiate‘r ()Ur COW Un►ni: ul !4 ri..to • J , ' Pre Screening Site Assessment Jurisdiction 1 C_-A2 Date p -1- - 24 C'AP. - . Tax Map & Tax tot . 2576 V 01,O0 Owner PellitZAWA II U ?.... z _la O9_.CC �../ 'rte A rt t y� 4.- r {4 -:a.� Site Address ¢ -2500 '.�a�L a .�. ' +.0 *`' i aS, 4 57,0 s 3.1.t 2. SI r + rt w k ± 4&? - Address "i A-L• 4 Proposed Wittily _2timpo9 ‘,, mate c3E . c; -j_-2 '=- ltafM c.- $3 .. .z.: 5 Q- - _ - - -- ax S 12. _ - - la-3et- r 4.'° By submitting this form the Owner, or Owner's authorized agent or representative. acknowledges and agrees that employees of Mean Water Services have authority to enter the project site at aR reasonable times for the purpose of inspecting project site conditions and gathering information rotated to the project site. °facial use o Mow fhb Rno -•-• .7, u e on ly bl y : bn e . -_`..- .—. —+- - , .lal use only wow eras one Y N NA �l D CJ ,ten We Are / Composite p ❑ El ® ��� rIs l ira rare naps Locally adopted studies or maps . Other ❑ r..] Specify _.._._............�.......,... - . �, ❑ ❑ Specify dierb/f 4`lojr . Based on a review of the abovc'anformation and the requirements of Clean Water Services Design and Construction Standards Resolution and Order No. 04-9: ❑ Sensitive areas potentially exist on site or within 200' of the site. T14E APPLICANT MUST PERFORM A SITE CERTIFICATION PRIOR TO ISSUANCE OF A SERVICE PROVIDER. If i ,� Sensitive Areas exist on the site or within 200 feet on adjacent properties, a Natural Resources Assessment Report may also be required. . [► Sensitive areas do not appear to exist on site or within 200' of the site. This pre.screening site assessment does NOT eliminate the need to evaluate and protect water quality • sensitive areas if they are subsequently discovered. This document will serve as your Service Provider letter as required by Resolution and Order 06-5, Section 3.029. Ali required permits and approvals must be obtained and completed under applicable loca state. and federal law. ❑ The proposed activity does not meet the definition of development NO SITE ASSESSMENT OR SERVICE PROVIDER LETTER IS REQUIRED. Reviewer Comments: ' P ot 0014 ieses:rif eto etre& arso.00 .1r• Ae_ i p Review d By: __a ,o Date: 7/2.7/ 1. - -- - Official use only Returned to Applicant i t-It°' Faux Note 7671 °� 'r► ! ID , 8 D Mai[ Fax A . Counter b /W Da y ilia 1 e pt. CO. — . , r y ® Vi i , Fax 4 - -8 Fax O 4 ,: , : TYPE II NARRATIVE FOR IMPROVEMENTS TO 12900 SW PACIFIC HIGHWAY, TIGARD OREGON • IMPACr STUDY Neighborhood meeting (15.390.040) As required a neighborhood meeting was conducted April 4 with a required 2+ week notice sent to surrounding residences. The meeting was poorly attended with just one other couple who owned the Wendy's restaurant across the street. As instructed the documents were read and no questions were proposed other than when do you plan on doing the work. Attached please find documents: 1. Copy of Affidavit of posting, 2. Copy of the letter mailed to the effected property owners 3. copy of the mailing list 4. copy of the sign in sheet , 5. Copy of the meeting minutes 6. Copy of the site plans 4 e Preapplication conference (18.390.050) As required application fees were paid and a pre- application meeting was conducted 1- 24-06. It was assumed that Type II procedures apply to our quasi-judicial permits and action that contain some discretionary criteria. No appeals have been taken to date. ACCESS Access, egress, and circulation (15.705) No additional access or egresses is anticipated. With the removal of 3,000 square feet of office buildings space an additional area will be designated for parking. Circulation will also improved by creating one -way movement for approximately half of the total lot. This includes the approximately nine new parking stalls that will be created due to the removal of the old building structure. The future plan is to add a coffee cart concession stand. This addition does not reduce the additional spaces of new generated spaces. Four of the new spaces will be available for walk up services as needed which will include one handi -cap space for accessibility in toiletry. CLEANWATER SERVICES (CWS) BUFFER STANDARDS 1 Land adjacent to sensitive areas Application has been made to CWS. No known sensitive areas exist. TREE REMOVAL PLAN REQUIREMENTS (18.790.030.C) Subsequent tree removal No trees have been removed is the past 12 months. CLEAR VISION AREA (18.795) General requirements No access changes area estimated or needed. k NcoD Engineering, { ��} 5 `'4� A PO Box 23784. Tigard, Oregon 97281 • Phone: (503) 620-2086 • Fax (503) 684 -3636 STE CALCU:.. , '‘TIONS & DRA ' 1NGS PROJECT: MECHANICAL BUILDING HUDSON PLAZA 12900 SW PACIFIC HWY. TIGARD OR. 97223 QF .- CLIENT: 'AUG 2 ?ring MARLAND HENDERSON 12900 PACIFIC HWY. TIGARD, OR. 97223 / ',AM C b1 THESE CALCULATIONS AND DRAWINGS ARE FOR THE BUILDING ONLY. THE GRADES AND DRAINAGE FOR EXTERIOR CONCRETE SLABS ARE BEYOND THE SCOPE OF OUR WORK. THEREFORE, THE CONTRACTOR IS SOLELY RESPONSIBLE FOR THIS PHASE OF THE PROJECT. JOB NO.: 06 -0719 PREPARED BY : ENK CHECKED BY : JA DATE : 8/23/06 PAGE 1 OF 35 Project: a'' 0(Ji Date: : Page. DESIGN CRITERIA A. Governing Codes: 1. 2004 Oregon Structural Specialty Code (OSSC) (IBC 2003) 2. International Residential Code 2000 3. American Concrete Institute (ACI) 318R -02 4. American Institute of Steel Construction (AISC), Allowable Stress Design (ASD) 5. American Institute of Steel Construction (AISC), Load and Resistance Factor Design, Edition 11 6. American Institute of Timber Construction (AITC) 7. Concrete Masonry Association (CMA) 8. National Design Specification for Wood Construction, 2001 Edition B. Design Loads: 1. Snow Loads: a. Ground Snow Load = PSF b. Roof Snow Load = PSF c. Elevation feet above sea level d. Reference: Snow Toad analysis for Oregon. Revised 2/78 by the Structural Engineers Association of Oregon 2. Wind Loads: a. Wind Speed = MPH b. Exposure = c. Building Ht = 1 feet 3. Seismic: a. County: q\0 . W10 IVY b. Zip Code: 1 7,1; c. Site Classification: d. Occupancy Category: e. Seismic Use Group: ( 1 �� t f. Spectral response acceleration for a short period S : t l g. Spectral response acceleration for a long period S, : C. Soil Design Values: Reference: 1. Allowable Soil bearing pressure: D.L. +L.L. = 0 Q PSF per OSSC Table 1804.2 2. Coefficient of friction (soil to concrete) = 3. Active equivalent fluid pressure= PCF (backfill) 4. Active equivalent fluid pressure= PCF (backfill) 5. Passive pressure= PSF (Max= PSF) • GENERAL NOTES 1. Site Preparation: In the on -site soils below the proposed building are soft or if these soils are potentially expansive we recommend that a qualified soils engineer should be retained by the owner to develop the appropriate recommendations to prepare these soils to receive the proposed building or structural loads. 2. Footing Excavations: The bottom of all footings should be founded on compacted engineered fill soils or at lease 6' into firm native soils that are below the topsoils or at the minimum depth below grade specified in the details and foundation plan whichever is greater. The bottom of all footing excavations shall be free from any loose soils and debris prior to concrete placement. D:VGcoli Engineering\Proposals and Contracts\General Nates.dac Project 177o1 Date: ASTM A GENERAL: C -94 -74 1. All cast -in -place concrete shall meet or exceed the minimum requirement set forth in the American Society of Testing and Materials 2. Minimum compressive strength at 28 days sh II be a psi. 3. The maximum size aggregate sh be ' p 4. The maximum slump shall be ' " at the time of placement. C -94 5. Ready -mix. 6. No pipes or ducts are to be placed in concrete slabs or walls unless specifically detailed 7. Anchor bolts, dowels, inserts, etc., shall be securely tied in place prior to the pouring of any concrete or grout. 8. Joints: Locate and install construction, isolation, as control joints as indicated or required. 9. Finishes: a. Interior slabs shall be smooth trowel. b. Exterior slabs shall be trowel and fine broom finished unless otherwise noted. 10. Curing: All fresh concrete shall be protected from premature drying, and excessive cold or hot temperatures. All concrete shall be cured until it has reached its design strength. B. CONCRETE MATERIALS: 1. Cement shall be Portland Cement, Type I or II, Low Alkali. C -150 2. Aggregates shall be natural sand and rock. C -33 3. Water shall be potable. 4. Admixtures: May be used by the contractor at his discretion, provided they do C -260 not contain more than 0.1 percent chloride ions. a. Air Entraining Admixture: Use air - entraining admixture in exterior exposed concrete, providing not less than 4.5 percent nor more than 7 percent air for concrete exposed to freezing and thawing, and from 2 percent to '4 percent for other concrete. b. Water reducing, retarding and accelerating chemical admixtures: C -49 C. REINFORCING STEEL: 1. Steel reinforcing bars grade A -615 2. Deformed reinforcing wire. A-496 3. Plain welded wire fabric. A -185 4. Deformed welded wire fabric. A -497 5 All steel to be tied in place. D. SOIL BACKFILL: 1. Backfill walls no sooner than 20 days after grouting. 2. Backfill soils shall be densified to at least 90% relative compaction. • 3. Highly expansive soils should not be used as backfill material. 4. Heavy construction equipment should not be allowed within a 45 degree angle from the base of the wall 5 All walls should be properly drained such that hydrostatic pressure will not build up behind the wall. Nicoli Engineeringtconaete Spec Sheet PROJECT: DATE: 5 MASONRY DESIGN ASTM A. UNITS: C- 90 1. Grade 2. Ultimate Compressive Strength Pm = 1 V psi. d 3. Special Inspection Required r • P P q B. MORTAR: C - 270 1. Type "S" 2. Minimum Allowable Compressive Strength @ 28 days = 1800 psi. 3. Materials: • a. Portland Cement: Type I or II except C - 150 Type III may be used for cold weather. b. Masonry Cement C - 91 c. Hydrated Lime (Type "S ") C - 207 d. Aggregate (sand) C - 144 e. Water - Clean & Potable 4. Proportions: 1 part Portland Cement 1/2 part Lime 4 1/2 parts sand C. GROUT: C- 476 -80 • 1. Coarse Grout: 3/8 maximum size aggregate. 2. Minimum Compressive Strength @ 28 days = 2000 psi 3. Slump = 8" to 10" 4. Materials: a. Portland Cement Type I or II • C - 150 b. Aggregate (Sand & Gravel) C - 404 c. Water - Clean & Potable d. Admixtures: Suconum groutaid Type II 5. Proportions: 1 part Portland Cement 2 -3 parts Sand 2 parts Pea Gravel 6. 'Grout all cells solid & mechanically vibrate. 7. Grout Method: Low Lift • D. REINFORCING STEEL. (� 1. Steel reinforcing bars grade A - 615 2. Deformed reinforcing wire 496 3. Plain Welded Wire Fabric A - 185 4. Deformed Welded Wire Fabric A - 497 5. All steel to be tied in place E. ANCHOR BOLTS: 1. Anchor Bolts: Steel bolts complying with A 307, Grade A; with ASTM A 563 hex nuts and, where indicated, flat washers; hot -dip galvanized to comply with ASTM A 153, Class C; of diameter, length, and configuration indicated. F. MISCELLANEOUS; • 1. Nonmetallic Expansion Joint Strips: Premolded filler strips, Type 2, Class A, Grade 1, compressible up to 35 percent, of width and thickness indicated. 2. • Bond Breaker Strips: Asphalt- saturated organic roofing felt, Type 1 (No. 15 Asphalt felt). 3. Weep Holes: Provide the Following: a. Round Plastic Tubing: Medium - density polyethylene, 3/8 -inch outside diameter by 4 inches long. G. SOIL BACKFILL; 1. Back fill walls no sooner than ,F0 days after grouting. 2. Backfill soils shall be densified to at least 90% relative compaction. 3. Highly expansive soils should not be used as backfill material. 4. Heavy construction equipment should not be allowed within a 45° angle from the base of the wall. 5. All walls should be properly drained such that hydrostatic pressure will not build up behind the wall. ■ I /,, $ ® ,, m Project: A b Page: 7 a,,i �yf 4 ti :, itill Client: v r BY IC_, ENGINEERING, INC. Job No.: VI t Date: O` if P(tt, a o, r ,f, r 1 I-J ‘, , n 1J 11 1.13 esN ...iC -73 -if ........,..,..- - -- I L_I fls _ I \ .0 C..../— . ' r_i_ r i I ‘\ 1 r 3 —__i s Q ct la I u� 4 ......„........-7 ...._N i - i ,i-IN. c::. _ ,LILLLI\ t - 1 --- ,z 1 i 1 , _ v- J� v 11 i' l' ___ I 1 i / 1 - N'S 9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2086 • Fax: (503) 684 -3636 ,4■ r # © Project: Y I,7 k Page: • 1 Client: rj 1 \4 �' '?'' Y ENGINEERING, INC. Job No.: //__ �CJ ��'I A Date: F-I zi ph. 43 l't . 3 _.• 01 a IA - 3 ,t • �� s 3 .: o v d \ 3 A r _. _ _ _ I _ i_ 1 - e 1 1 U - I - r l -- \,)\ a _ _ ,___ ...c.. , 1 _ i _., _ . J 3 9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2086 • Fax: (503) 684 -3636 W ® ® Project: 1 I'\ 1 1 Page: �. r i . g ,,. ,t 1 .. Client: kA, W ENGINEERING, INC. Job No.: L-- Cl.f lA Date: t '/cu/f,of , r 1' _ _ _ 1== - N. , - - k \ \ \ \:.\ j - -- - o t=2 N I 6 t\I \ti- - 2& --- -1-V44 \ --;'- N . \ J \ a 11Y 14> C. \ `.S 07 716/ Q ----- v_v ___:: \4--- ___\ e 3 \ -- ;ib 0 ., \ \ \ \\\\'\ --J' \ \\ \ r ja ... I ■1111■11011111■11111■■11■111■ 1 II 1-1/.& sc ,-- ..ti J 4. (-1( 1 191, (I / 1 N. 9025 SW Center Street - PO Box 84 ig Oregon 97281 • Phone (503) 620 -2086 • Fax: (503) 684 -3636 ',L , ' j 1163 , ® Project: � 1.k\ , t 1 rih Page: 117 TM ... , , Client: J t By. K ENGINEERING, INC. Job No.: t J ( ' k l Date: on f v.301,. i 1_.. 1 Tom' , at C \O` \'�`�`. 7- 1 1 -- 7 1 ` `- _1 • 0 �� `� , ,i-- \. \ \ \ \ \ \ d 1\1 , \ , S .., ,1 1 3 J z , it g _ _ 1 I_ __— -�– — Q ► ■■■■■■■■wo t, -- — 1 Ali vir 9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620-2086 • Fax: (503) 684 -3636 1 T , k ° Project: v Page: , � �: Client: J� By K, ENGINEERING, INC. Job No.: a Coe - t71 l 01 Date: t f ` p42, ' . i A 1® ' r t . ' - - - ' D . � d 2 s? i--- - : - _ — ___.1 — — — ( 0 __.i ,4.- _ty‘irrat.1 ---jigazi ) ;V G - ,,,i_, -• . c ‘ 0.. i \ \ N N . . ___I • _ . . j 4 4 h2j Z 1t7 I . CS • \ s d II cg 9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620-2086 • Fax: ( ) 684 -3636 .w. Gpx, et.4' ii . 2.. ,,,p,,,, -ve-ut/L/ 1 Pt . 8 1L-rVCIP \ , i P ritlb \-\ 17 A \ ktiJ ktA-xle0051 7, - rn . :r iv pL.:1 p w1 o 1 - - 0*..01,9%. m V w4eks, a L r2 w, TD L L aK- n 0 V ,Ii-vT. It ■- VIZ i 2X, .. 9 'rPriX11 tJC X kiG- �ito.� i - / / ,,"' - PerA ^', - N ,n / 1 ' R � i h v� t7, 0 w ,_< _/ / q � €‘ r--- %-s -- 0 '—' —: i , , ii -,w7c4. t,w,c12, g L____I _____I I:— 1 . .1-- IN rn u <2a 3/� M 1 kILA G 54 • ai t .- am\ ?At. c arf gp. S. 6L., -ta2iqL'i7- -g 611 DO A - A' • o 0 co ta i lt w . N ",, ,, Y ® , ul Project: M, 51 Page: 13 . fn `,, 't 1 : ' I r il I Client: Wtal7M B Y 1. r ENGINEERING, INC. Job No.: p �-. p -i I,i Date: i` 2...3t12.6' tALI rc t:A1 t7re-■ - ti gItkP li)( ie . 'r u 4 7 1 1 64A L a 4. Ira 4-34 - '? 1-1,11.; � 5 /t40`` &av loe ' t to-re U G 2N-1Z - , f -A-1 , 1A ri.,J 1.. -. -...-AN . , / I hit �• 11 Ma df* ‘2,9firt:VT 9 2 tY- 4' g I '3z" q- °°C11u. 1 , 1 ; 1?. tc-1 vott‘rr .*-teirg wv 0. ! ,` r - . 40.V1 b � I\ P' , \AMY ot,. _ 1 Of 4 — \CJA . - tr 1 co ' 11 p Grp ® \2 '1 u 0 /4k1.5— 3 9 9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2086 • Fax: (503) 684 -3636 ?t ,t q 4 3 , 1 ® Project: kii, 5 i Page: l M1 Client: 1.-11_10 y✓P BY K ENGINEERING, INC. Job No.: �- h11 I Date: f%,` J 5 tan t) I I z dalL-v(7 , u� a ,L, tIst.t, (2,A4?-, -_ = , ..1 - . 4. 01.0 ->t li- 440 \ V v 6. % 1 (_ frpo..t, ' -: ; : : ,III 9 1'— 12' JI" -1' '?, eF 6, t.e5 t3 o u. 0 (,,nt30 1\Ap 1.7c.-k.t 9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620-2086 • Fax: (503) 684 -3636 r� _ a g ° Project: .: � Page: 1 5 4 4 E Client: Nal �� j '' By C ENGINEERING, INC. Job No.: t211, Date: ah. • /411 pJ-, OJT 113 rg. f GAAU 1 6°4 C7b t6t7/4P I, v� 1.3-kcm 131 (;) 1= [20 /2-6 9025 SW Center Street - PO Box 23784 Tigard Oregon 97281 • Phone: (503) 620-2086 • Fax: (503) 684 -3636 • 7 ® ® Project: ��� &f. Page: l ito ki tt, �_ �4 �� = 1 N. Client: 0 h b B 1 � ENGINEERING, INC. Job No.: C: ' p I t� ----f:----7 1)0'15; S�l, .- nx� (l V C2 "2 ./( h V76 a e?? ,►11-(ti 4.1 0 0 4 .7 i .. I 1 ((°°5' ti p t2 1 1 t7 *•7 1�' 1 i' o ,,.Q -T o 42 Ar ■-`C, A, WAS • \300 .SA 1.-.`" IV il (z) c porgy 5AKA L -r ?. 5) 09 4fr,l, 9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2086 • Fax (503) 684-3636 s� f ® Project: A Ai , 11/1 �' Page: 1 • • 3 / Client: 1.1, 1?....i f! Kt By ENGINEERING, INC. Job No.: c ® t? 11, I Date: P4. eAICANi IT`r (:7A72 121 CP r" Pe;PCP $ F 2 r777 '? u- w.51w4 1 tItztpv 1,1 r t. rptv610 1, L.051 9 154 1 z9 v (A) 1 4 1 - 1 7 IA 55 9025 SW Center Street - PO Box 23784 Tigard Oregon 97281 • Phone: (503) 620 -2086 • Fax: (503) 684 -3636 HENDERSON l C/ LINTELS L -1 Rev: 580001 User: KW.0603670, Ver 5.8.0, 1•Dec 2003 Masonry Lintel Design Page 1 ?, (c)1983.2003 ENERCALC Engineering Software I•1.ecw:Calculations Description General Information Code Ref: ACI 530 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 fm 750.0 psi Clear Span .. 5.33 it Rebar Size 5 Fs 60,000.0 psi Lintel Depth 2.00 ft # Bars E/F 1 Em = fm * 900.00 Thickness 8.00 in Top Clear 4.000 in No Special Inspection End Fixity Fix -Fix Btm Clear 4.000 in Seismic Factor 0.300 Bar Spacing 3.000 in # Bar Sets 2 Wall Wt Mult. 1.000 Load Duration Factor 1.000 Block Type Medium Wt Live Loads Not Included with Wind /Seismic Applied Loads f. Wind Load 0.00 psf Moments & Shears Moment Shear Vertical Loads Actual Allowable Actual Allowable DL Only 0.37 5.92 k -ft 3.20 13.69 psi DL + LL 0.37 5.92 k -ft 3.20 13.69 psi DL + Wind /Seismic + (LL) 5.92 k -ft 13.69 psi Lateral Loads Wind 0.00 1.47 k -ft 0.00 13.69 psi Seismic 0.11 1.47 k -ft 1.12 13.69 psi Equiv. Solid Thick 7.600 in Wall Wt 78.00 psf E 675,000.0 psi n 42.9630 Summary 11 Lintel OK Span= 5.33ft, Depth= 2.ft, Thick= 8.00inMedium Weight Block, No Special Inspection • Using 2 bar sets of 1- #5 bars spaced 3.000in apart, Ends are Fix -Fix Combined Stress Ratios DL + LL (shear governs) 0.2335. 1.00 DL + Wind (+ LL) (shear governs) 0.2335 • 1.00 DL + Seismic (+ LL) (shear governs) 0.3151 I 1.00 Combined Stress Results... Vertical Lateral : Combined DL + LL fb /Fb 0.0624 0.0624 : 1.00 fv /Fv 0.2335 0.2335 : 1.00 DL + Wind (+ LL) fb /Fb 0.0624 0.0624 : 1.00 fv /Fv 0.2335 0.2335 : 1 .00 DL + Seismic (+ LL) fb /Fb 0.0624 0.0754 0.1377 : 1.00 fv /Fv 0.2335 0.0817 0.3151 : 1.00 Design Values Vertical Strength Allowable Stresses As 0.6200 in2 Masonry Fb... k:(np ^2 +2np) ^.5 -np 0.44 0.33 fm (.5 if w/o sp insp) 123.75 psi np 0.1747 Steel 24,000.00 psi j = 1 - k/3 0.853 Masonry Fv M:mas =Fb k j b d^2/2 * LDF 5.92 k -ft fm ^.5' (.5 if w/o sp insp) 13.69 psi M:StI = Fs As j d 21.15 k -ft Lateral Strength As 0.62 in2 k:(np ^2 +2np) ^.5 -np 0.46 np 0.20 j =1 - k/3 0.85 M:mas =Fb k j b d ^2/2 * LDF 1.47 k -ft . M:Stl = Fs'As'j'd'LDF 5.76 k -ft HENDERSON I LINTELS L -2 Rev: 580001 User: KW- 0603670, Ver 5.8.0, 1- Dec -2003 Masonry Lintel Design Page 1 (c)1983-2003 ENERCALC Engineering Software I-1.ecw:Calculations Description • General Information Code Ref: ACI 530 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 i fm 750.0 psi Clear Span 3.33 ft Rebar Size 5 Fs 60,000.0 psi Lintel Depth 0.67 ft # Bars E/F 1 Em = fm * 900.00 Thickness 8.00 in Top Clear 4.000 in No Special Inspection • End Fixity Fix -Fix Btm Clear 4.000 in Seismic Factor 0.300 Bar Spacing 3.000 in # Bar Sets 2 Wall Wt Mult. 1.000 Load Duration Factor 1.000 Block Type Medium Wt Live Loads Not Included with Wind /Seismic Applied Loads Wind Load 0.00 psf Moments & Shears I Moment Shear Vertical Loads Actual Allowable Actual Allowable DL Only 0.05 0.35 k -ft 3.70 13.69 psi DL + LL 0.05 0.35 k -ft 3.70 13.69 psi DL + Wind /Seismic + (LL) 0.35 k -ft 13.69 psi Lateral Loads Wind 0.00 0.64 k -ft 0.00 13.69 psi Seismic 0.01 0.64 k -ft 0.75 13.69 psi Equiv. Solid Thick 7.600 in Wall Wt 78.00 psf E 675,000.0 psi n 42.9630 Summary Lintel OK Span= 3.33ft, Depth= 0.67ft, Thick= 8.00inMedium Weight Block, No Special Inspection Using 2 bar sets of 1- #5 bars spaced 3.000in apart, Ends are Fix -Fix Combined Stress Ratios DL + LL (shear governs) 0.2701 . 1.00 DL + Wind (+ LL) (shear governs) 0.2701 " 1.00 DL + Seismic (+ LL) (shear governs) 0.3252 1 1,00 Combined Stress Results... Vertical Lateral : Combined DL + LL fb /Fb 0.1390 0.1390 : 1.00 fv /Fv 0.2701 0.2701 : 1.00 DL + Wind (+ LL) fb /Fb 0.1390 0.1390 ; 1.00 fv /Fv 0.2701 0.2701 : 1.00 DL + Seismic (+ LL) fb /Fb 0.1390 0.0227 0.1617 1.00 fv /Fv 0.2701 0.0550 0.3252 : 1.00 Design Values l Vertical Strength Allowable Stresses .. ...,,..- ... , .,�.., - . ._. �....F...,.,...�.,__. .�, As 0.6200 in2 Masonry Fb... k:(np ^2 +2np) ^.5 -np 0.71 0.33 fm (.5 if w/o sp insp) 123.75 psi np 0.8647 Steel 24,000.00 psi j = 1 - k/3 0.764 Masonry Fv M:mas=Fb k j b d ^2/2 * LDF 0.35 k -ft fm ^.5 * (.5 if w/o sp insp) 13.69 psi M:StI = Fs As j d 3.83 k -ft Lateral Strength As 0.62 in2 k:(np ^2 +2np) ^.5 -np 0.65 np 0.60 j =1 -k/3 0.78 M:mas =Fb k j b d ^2/2 * LDF 0.64 k -ft . M:StI = Fs *As *j *d *LDF 5.34 k -ft r Project: .5 ✓L.V6 Page: 2 Q • � `�� El Client: By. ENGINEERING, INC. Job No.: G•7 • tP 1 1 1 Date: x.16 .c2e,5kiiir 1C7.17 l 2q f qZX p I 4-17 ?ix-- ) (.1 ( . :1= 4 r C-c7lur 9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2086 • Fax: (503) 684 -3636 ,+ ® ° Project: A, \--61„pe. Page: 2 `4 ,.& Client: • ki.Ea / hra B ENGINEERING, INC. Job No.: 67 (� �� � I Date: f5)4701 2 CZnLIT G1uA �.lAu. C� 1611 � 5 c - \X(' = 17 of p 12..0 et-IP 0,45 , .4-11- e \ to " (,'- • v �z 4 � r - 7. la ir \v C 9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2086 • Fax: (503) 684 -3636 HENDERSON WALL DESIGN v Rev: 580002 User: KW- 0603670, Ver 5.8.0, 1-Dec-2003 Masonry Wall Design Page 1 p (c)1983-2003 ENERCALC Engineering Software w- 1.ecw:Calculations Description General Information Code Ref: ACI 530 -02 x Wall Height 10.00 ft Seismic Factor 0.3300 fm 750.0 psi Parapet Height 0.00 ft Calc of Em = fm * 900.00 Fs 60,000.0 psi Duration Factor 1.330 No Special Inspection Thickness 8.0 in Wall Wt Mult. 1.000 Grout @ Rebar Only Rebar Size 4 Medium Weight Block Rebar Spacing 16 in Equivalent Depth to Rebar 3.810 in @ Center Solid Thickness 5.800 in Loads t Uniform Load Concentric Axial Load Wind Load 13.200 psf Dead Load 0.000 #/ft Dead Load 120.000 #/ft Live Load 0.000 #/ft Live Load 200.000 #Jft Load Eccentricity 0.000 in Roof Load Roof Load Design Values E 675,000 psi Rebar Area 0.150 in2 np 0.14095 j 0.86387 n : Es / Em 42.963 Radius of Gyration 2.368 in k 0.40839 2 / kj 5.66902 Wall Weight 63.000 psf Moment of Inertia 390.210 in4 Max Allow Axial Stress = 0.25 fm (1- (h/140r) ^2) * Spinsp 81.46 psi Allow Masonry Bending Stress = 0.33 fm * Spinsp = 123.75 psi Allow Steel Bending Stress = 24,000.00 psi Load Combination & Stress Details Summary Axial Bending Stresses Axial Moment Load Steel Masonry Compression Top of Wall in-# Ibs psi psi psi DL + LL 0.0 320.0 0.0 0.0 4.60 DL + LL + Wind 0.0 120.0 0.0 0.0 1.72 • DL + LL + Seismic 0.0 120.0 0.0 0.0 1.72 Between Base & Top of Wall DL + LL 0.0 635.0 0.0 0.0 9.12 DL + LL + Wind 1,980.0 435.0 4,010.5 64.4 6.25 DL + LL + Seismic 3,118.5 435.0 6,316.6 101.5 6.25 Summary 10.00ft high wall with 0.00ft parapet, Med Wt Block w/ 8.00in wall w/ #4 bars at 16.00ino.c. at center Max. Bending Compressive Stress 107.74 OK Allowable 164.59 OK Max. Axial Only Compressive Stress 9.12 psi Allowable 81.46 OK Max Steel Bending Stress 6,316.56 psi Allowable 31,920.00 OK HENDERSON 2 3 WALL DESIGN Rev: 580002 User: KW 0603670, Ver 5.8.0, 1- Dec.2003 Masonry Wall Design Page 2 (c)1983-2003 ENERCALC Engineering Software w.l.ecw:Calculations Description Final Loads & Moments Wall Weight moment @ Mid Ht 315.00 lbs Wind Moment @ Mid Ht 1,980.00 in-# Seismic Moment @ Mid Ht 3,118.50 in-# Dead Load Moment @ Top of Wall 0.00 in -# Dead Load Moment @ Mid Ht 0.00 in-# Total Dead Load 120.00 Ibs Total Live Load 200.00 lbs Live Load Moment @ Top of Wall 0.00 in -# LiveLoad Moment @ Mid Ht 0.00 in -# Maximum Allow Moment for Applied Axial Load = 3,802.49 in -# Maximum Allow Axial Load for Applied Moment = 5,669.94 Ibs , HENDERSON 2 I t - RETAINING WALL DESIGN FREE STANDING RW -1 Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Rev: 580014 User: KW 0603670, Ver 5.8.0, 1- Dec-2003 Cantilevered Retaining Wall Design Page 1 )1983.2003 ENERCALC Engineering Software w- 3.ecw:Calculat Description Criteria Soil Data I Footing Strengths & Dimensions j Retained Height = 1.00 ft Allow Soil Bearing = 1,500.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 7.00 ft Equivalent Fluid Pressure Method Min. As % = 0.0014 Heel Active Pressure = 35.0 psf /ft Toe Width = 0.75 ft Slope Behind Wall = 0.00: 1 Toe Active Pressure = 0.0 psf /ft Heel Width = 1.25 Height of Soil over Toe = 12.00 in Passive Pressure = 250.0 psf /ft Total Footing Width = 2.00 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 •'4 Lateral Load Applied to Stem 0 Axial Load Applied to Stem Surcharge Over Heel = 110.0 psf Lateral Load = 13.2 #/ft Axial Dead Load = 0.0 Ibs Used To Resist Sliding & Overturning ...Height to Top = 8.00 ft Axial Live Load = 0.0 Ibs Surcharge Over Toe = 110.0 psf ...Height to Bottom = 1.00 ft Axial Load Eccentricity = 0.0 in Used for Sliding & Overturning Design Summary Stem Construction t Top Stem Stem OK Total Bearing Load = 1,308 Ibs Design height ft= 0.00 ...resultant ecc. = 4.94 in Wall Material Above "Ht" = Masonry Thickness = 8.00 Soil Pressure @ Toe = 1,483 psf OK Rebar Size = # 4 Soil Pressure @ Heel = 0 psf OK Rebar Spacing = 16.00 Allowable = 1,500 psf Rebar Placed at = Center Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 2,009 psf fb /FB + fa /Fa = 0.410 ACI Factored @ Heel = 0 psf Total Force @ Section Ibs = 144.9 Footing Shear @ Toe = 7.8 psi OK Moment....Actual ft - #= 439.1 Footing Shear @ Heel = 3.9 psi OK Moment Allowable = 1,070.0 Allowable = 93.1 psi Shear Actual psi = 3.5 Overturning = 9 2.23 OK Stability Ratios Shear Allowable psi = 38.7 Sliding = 6.53 (Vertical Co Bar Develop ABOVE Ht. in = 60.00 Sliding Calcs (Vertical Component Used) Bar Lap /Hook BELOW Ht. in = 6.00 Lateral Sliding Force = 232.4 Ibs Wall Weight = 84.0 less 100% Passive Ford - 1,125.0 lbs Rebar Depth 'd' in = 3.81 less 100% Friction Force= - 392.3 Ibs Masonry Data psi = 1,500 fm Added Force Req'd = 0.0 Ibs OK p ....for 1.5 : 1 Stability = 0.0 Ibs OK So psi = 60, Yes Solid Grouting = Yes Footing Design Results Special Inspection = Yes Modular Ration' = 25.78 Toe Heel Short Term Factor = 1.000 Factored Pressure = 2,009 0 psf Equiv. Solid Thick. in = 7.60 Mu' : Upward = 698 0 ft-# Masonry Block Type = Normal Weight Mu' : Downward = 218 188 ft -# Concrete Data Mu: Design = 480 188 ft-# fc psi = Actual 1 -Way Shear = 7.82 3.86 psi Fy psi = 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 = None Spec'd Heel: Not req'd, Mu < S * Fr Key Reinforcing = None Spec'd Key: No key defined HENDERSON • RETAINING WALL DESIGN FREE STANDING RW -1 Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Rev: 580014 User: KW 0603670, Ver 5.8.0, 1-Dec-2003 Cantilevered Retaining Wall Design Page 2 , i (c)1983-2003 ENERCALC Engineering Software w3.ecw:Calculations Description _ Summary of Overt & Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = 140.0 0.83 116.7 Soil Over Heel = 64.2 1.71 109.6 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = 1.00 Surcharge Over Heel = 64.2 1.71 109.6 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = 92.4 5.50 508.2 Axial Dead Load on Stem = 0.00 Load @ Stem Above Soil = Soil Over Toe = 82.5 0.38 30.9 SeismicLoad = Surcharge Over Toe = 82.5 0.38 30.9 Stem Weight(s) = 672.0 1.08 728.0 Total = 232.4 O.T.M. = 624.9 Earth @ Stem Transitions= Resisting /Overturning Ratio = 2.23 Footing Weight = 300.0 1.00 300.0 Vertical Loads used for Soil Pressure = 1,307.6 Ibs Key Weight = Vert. Component = 42.3 2.00 84.6 Vertical component of active pressure used for soil pressure Total = 1,307.6 Ibs R.M.= 1,393.7 ® Project: 13147 Page: 2 W p h 5r. 4' ti Client: rAt-1 /. By: ENGINEERING, INC. Job No.: 610 t711 Date: ' zig • 1 ) `v 9025 SW Center Street - PO Box 23784 Tigard Oregon 97281 • Phone: (503) 620 -2086 • Fax: (603) 684 -3636 HENDERSON /L 1 RETAINING WALL DESIGN . SIDE WALLS RW -2 Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Rev: 580014 User: KW0603670, Ver 5.8.0, 1- Dec -2003 Cantilevered Retaining Wall Design Page 1 (c)1983-2003 ENERCALC Engineering Software rw•2.ecw:Calculations Description Criteria Soil Data I Footing Strengths & Dimensions Retained Height = 3.00 if Allow Soil Bearing = 1,500.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 4.00 ft Equivalent Fluid Pressure Method Min. As % = 0.0014 Heel Active Pressure = 45.0 psf /ft Toe Width = 0.75 ft Slope Behind Wall = 0.00: 1 Toe Active Pressure = 0.0 psf /ft Heel Width = 1.25 Height of Soil over Toe = 12.00 in Passive Pressure = 150.0 psf /ft Total Footing Width = 2.00 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 12.00 in Footingl[Soil 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 Lateral Load = 13.2 #/ft ...Height to Top = 7.33 ft wx ...Height to Bottom = 3.00 ft Design Summary I Stem Construction f, Top Stem Stem OK Total Bearing Load = 1,329 Ibs Design height ft = 0.00 ...resultant ecc. = 4.80 in Wall Material Above "Ht" = Masonry Thickness = 8.00 Soil Pressure @ Toe = 1,478 psf OK Rebar Size = # 4 Soil Pressure @ Heel = 0 psf OK = Allowable = 1,500 Rebar Spacing = 16.00 psf Rebar Placed at = Center Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,810 psf fb /FB + fa/Fa = 0.465 ACI Factored @ Heel = 0 psf Total Force © Section lbs = 259.7 Footing Shear @ Toe = 7.9 psi OK Moment....Actual ft-# = 497.7 Footing Shear @ Heel = 6.6 psi OK Moment Allowable = 1,070.0 Allowable = 93.1 psi Shear Actual psi = 6.3 Wall Stability Ratios Shear Allowable si = 38.7 Overturning = 1.96 OK p Sliding = 1.68 (Vertical Co Bar Develop ABOVE Ht. in = 60.00 Sliding Calcs (Vertical Component Used) Bar Lap /Hook BELOW Ht. in = 6.00 Lateral Sliding Force = 417.2 Ibs Wall Weight = 84.0 less 100% Passive Force= - 300.0 Ibs Rebar Depth 'd' in = 3.81 less 100% Friction Force= - 398.8 Ibs . Masonry Data fm psi 1,500 Added Force Req'd = 0.0 lbs OK Fs psi = 60,000 ....for 1.5:1 Stability = 0.0 Ibs OK Solid Grouting = Yes Footing Design Results t . Special Inspection = Yes Modular Ratio 'n' = 25.78 Toe Heel Short Term Factor = 1.000 Factored Pressure = 1,810 0 psf Equiv. Solid Thick. in = 7.60 Mu' : Upward = 631 0 ft-# Masonry Block Type = Normal Weight Mu' : Downward = 153 354 ft-# Concrete Data Mu: Design = 478 354 ft-# fc psi = Actual 1 -Way Shear = 7.86 6.61 psi Fy psi = 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 = None Spec'd Heel: Not req'd, Mu < S * Fr Key Reinforcing = None Spec'd Key: No key defined HENDERSON 2b RETAINING WALL DESIGN SIDE WALLS RW -2 Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Rev: 580014 User: KW 0603670, Ver 5.8.0, 1- Dec.2003 Cantilevered Retaining Wall Design Page 2 _(c)1983 -2003 ENERCALC Engineering Software rw.2.ecw:Calculations Description Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = 360.0 1.33 480.0 Soil Over Heel = 192.5 1.71 328.9 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = 57.2 6.17 352.4 Axial Dead Load on Stem = 0.00 Load @ Stem Above Soil = Soil Over Toe = 82.5 0.38 30.9 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 588.0 1.08 637.0 Total = 417.2 O.T.M. = 832.4 Earth @ Stem Transitions= Resisting /Overturning Ratio = 1.96 Footing Weight = 300.0 1.00 300.0 Vertical Loads used for Soil Pressure = 1,329.3 Ibs Key Weight = Vert. Component = 166.3 2.00 332.6 Vertical component of active pressure used for soil pressure Total = 1,329.3 Ibs R.M.= 1,629.4 21 ---___ \N 139 p p ..� �L� JAI Pu 66 G S q)5 =- , to.Z o f► 3 u I i). 4) 1= Y yh ,a([pg \lc 47 15"t-,& 30 • 561 '2i ' 1'1� l. ?-i h 1 L,A-r, Q 1.l 1 • • CHU f- t,P/ktJ �� G,4-r !a Y 5 R 2,s 551Gi P 1 r � 12t7e 1122-3 y P t N l �-G �L E q - b a li7CP,) Z 'a :: l f n f, tit ' I I r • d�,15 • c 2 O'1v 1 d'77 5 P C' "Car 0.2 )Cr; I Ir 1 `( Pik � P'4' 4 Ir 1 )10 BUT LrL7'7 T++At Y \ % i-7 . - ... 31 1,71,ktt.c (.0 w5 b4 , J)6 ‘ teirrA \Awl 1,u9 &AA 1,t. 4c +9'5) S ZZ;1 L ° ci;;; � ID1 _ :142 _. �, 1 �, 1 11,tax =- • 4 # 1 � `T Di 12\ � p�l� 1. 2b a,n 4-4- x I ( ••=-. 61 \AI --' Gel 61 12\ -triJ h HENDERSON Date and. Time: 8/22/06 4:44:40 PM MCE Ground Motion.- Conterminous 48 States Zip Code - 97223 Central Latitude = 45.44033 Central Longitude = - 122.776223 Period MCE Sa (sec) ( %g) 0.2 106.1 MCE Value of Ss, Site Class B 1.0 037.2 MCE Value of S1, Site Class B Spectral Parameters for Site Class D 0.2 114.6 Sa = FaSs, Fa = 1.08 1.0 061.7 Sa = FvS1, Fv = 1.66 ;��ti, ,,��3 ® Project: 1' ✓��� Page: 33 Client: 1.19 .+ d am p 1LS By: ENGINEERING, INC. Job No.: g co • (' j 1 ) q Date: (44 , c P[ 91-) (2,1400 Z49-1— /a ti L7 t1 1 74Q,:ej t tQ TP Y m u_ T Iz'f L':: 112 *`-= -� 1,7 La C Zdec (c? r". /?1 Ck Tc7 LMu W1 w ' • � — 4 T ) 12 " , �>l�p� ,I f7x 1, •33 c ta 4 \ A, 5/k )k77 '2.72/( L`? G , 9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2086 • Fax: (503) 684 -3636 oject: t1/4-1 Page: ,. • � Srt Pr Client: / j` ' � gY ENGINEERING, INC. Job No.: (7e i (71 S Date:' 47 ' k \W yU -1 T ao. 4-e-Ae .4444)(.1(21 tt? 6/2-)41,6,4- tt?") 4 *c 7 L i t7 &&7 It pil N� I 123 l'a27X It 10 (423aP "g7;) if' 7 ( 7 > CC 7 r g+3; 4z‘,2 CO WV5 ( 9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2086 • Fax: (503) 684 -3636 ®r , ® Project: � Page: /5 iL x Vl� W 1 a l f I? k� M' �^ jay ©� By ENGINEERING, INC. Job No.: ej (a (,✓J Date: f 1, C f 4-34-g z 1 1 PLC 2L7 .� 2.V � i"73 Iat7 4 4 p & pry -1-141.7) ;��'p � c70,_ 1,2 41 p 1 r , )s c7 ) +341 S 0 (47 cat/, 9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2086 • Fax: (503). 684 -3636