Loading...
RRA - Item 2A - Approval of Final Plans for Garvey Avenue Community Center and Senior Citizen Housing Projects r 1 GQ.0 >p►SSOGIATES,INC. .4 .1.4• y � �ici;:►s.rNtl ,, ,,,, .. •1:.if�t .:.tlTt.<<. Memorandum ECONOMIC DEVELOPMENT To: Frank G. Tripepi, Executive Director From: Stephen A. Copenhaver REDEVELOPMENT Date: August 3, 1999 Subject: Approval of Final Conceptual Plans for the Garvey Avenue REAL ESTATE CONSULTING Community Center and Senior Citizen Housing Projects AFFORDABLE HOUSING BVH, the architect for the Garvey Avenue Community Center and Senior Citizen Housing projects, is very close to completing the working drawings for both the community center and the senior housing projects and are seeking approval of the final conceptual plans including floor plans, elevations and the proposed site layout. Upon approval of the final concept plans, the construction drawings will be completed and the specifications for the projects prepared. These matters will be brought back to the Agency for approval and authorization to bid the projects. The current schedule anticipates that the projects would be bid in November of this year. The solicitation and review of the construction bids and the construction contract negotiation period would consume approximately three to four months and the development should be in a position to commence construction in the spring of 2000 with completion in early stunner of 2001. Attached to this memorandum is a presentation package (Attachment A) prepared by BVH. Attachment A contains illustrative site plans and elevations, information on estimated construction costs, alternative basement treatments for the community center and alternative methods of approaching site preparation requirements based on information from both the soils and structural engineers. Dale Brown, a principal of BVH and the designer of the community center and senior housing projects, will attend the meeting and will be prepared to review in detail building elevations, floor plans, conceptual landscape 1340 VALLEY VISTA DRIVE AGENCY AGENDA SUITE 120 AU G i• © 1999 DIAMOND BAR,CA 91765 T:(909)396-7714 ITEM No. • F:(909)396-7913 E:acassocaear(hlink.nel Garvey Senior Housing and Community Center Frank G. Tripepi, Executive Director August 3, 1999 plans, and site conditions with the City Council. Mr. Brown will also be prepared to discuss with the City Council members two optional matters including: a) the expansion of the basement area by 5,000 square feet if additional storage area is desired in the community center; and, b) alternatives for treating non-compacted fill on the portions of the site which need not support buildings. Essentially, the optional treatment involves whether the City desires to excavate and re-compact the entirety of the site or just those portions supporting buildings and high traffic loads. Both the basement expansion and the site re-compaction options have budget ramifications for the project. An updated projection of the project construction budget will be discussed with the Agency and is included with the architect's Attachment A. This budget totals approximately $10.5 million excluding land cost, A&E, project management and legal fees but including a modest contingency. Including land costs of $1.66 million expended in 1989 to acquire the Agency owned parcel, relocation costs of$175,000 to relocate the muffler shop expended in 1991 and professional fees, the total cost of the project is estimated at $13.0 million. The Agency parcel was purchased with tax increment revenue. At an earlier date, the City Council requested that the budget be broken down by individual project. The construction budget for the senior housing project is $5.3 million. Because the senior housing project occupies the western portion of the Site and it is this portion which originally was privately owned and occupied, it could be argued that the entire site acquisition and relocation cost should be attributable to the senior housing project. The total cost of the 72 unit-senior project under this method of allocating cost would be $7.4 million ($102,780 per unit) with $2.3 million of this amount expended between eight and ten years ago. The community center would require the remaining $5.6 million of the budget. These figures are estimates because the developments have considerable joint costs such as driveway and signalization costs which serve both projects. The projects are very similar to that reviewed by the Agency in the past with minor improvements. The community center project now consists of 2 H.\PROJECTS\ROSEMEAD\GARVEY\STATUS.DOCB/3199 Garvey Senior Housing and Community Center Frank G. Tripepi, Executive Director August 3, 1999 23,400 square feet with a potential for an additional basement area for storage. The community center floor plan was designed in coordination with the City departments to accommodate a wide range of programs and provide room for a variety of community events. One of the few changes is that the large meeting room on the south end of the project has now been divided into two meeting spaces which are suitable for programming events such as meeting space for Contract Cities or League of Cities rather than exclusively for parks and recreation programs. The senior housing project consists of a four-story building containing 64 one-bedroom units and 8 two-bedroom units. The configuration of the building has been simplified over the last few months but the unit count and design is similar to that reviewed in the past. The project will have several amenities built-in including a community room, laundry facilities, craft and storage rooms, a small kitchen area and a manager's office. The housing project will be developed on Agency owned land. The senior site will be transferred to the City prior to development and leased to the RHDC. The Agency will fund the construction of the senior housing from existing housing set-aside resources. In this manner, the City will benefit from the receipt of ground lease payments and be able to recoup its administrative overhead and the Agency will comply with its obligation in California law to enhance the supply of low- and moderate-income housing. The RHDC will own the improvements and operate the project with contractual management. This is the same financing and ownership structure as the Angelus Senior Housing project. At an earlier date, the City Council requested that the City's traffic engineer review the site distance available to west bound traffic approaching the signal to be constructed at the entrance to the site. Joanne Itagaki of Willdan Associates has completed her traffic study which indicates that the sight distance along Garvey Avenue is adequate and that a left-hand turn lane of adequate length can be provided. A copy of this traffic study (Attachment B) is attached for the Agency's review. In addition to the signalization design issues, a suggestion was made by the Agency that an alternative access point to River Avenue be 3 H:\PROJECTS\ROSEMEAD\GARV EY l STATUS.DOCBB^.99 • "r Garvey Senior Housing and Community Center Frank G. Tripepi, Executive Director August 3, 1999 investigated. Attached, please find a map (Attachment C) that illustrates the difficulty of providing access to River Avenue. River Avenue access would require the Agency's acquisition of right-of-way through a portion of a privately owned parcel. It is believed that the access to the west is not necessary for the project if the signalized intersection on Garvey Avenue works as anticipated by the City's traffic engineer. An alternative access would be a possible, but expensive, future solution if operation of the project indicates that additional access needs to be provided. We would not recommend that the Agency acquire right-of-way at this time. Recommendation Approve the final floor plans, elevations, conceptual landscape plans and the site plan for the Garvey Avenue Community Center and Senior Citizens Housing projects. Approve the expansion of the community center basement area by 5,000 square feet and approve the architect's recommendation for re-compacting the site in selected areas where severe loads will be applied. 4 Fi\PRGJECTS\RCS MEAD GARVEnSTATUS.D0C813/99 BAHR VERMEER HAECKER • PRINCIPALS DEON BAHR FAIA GEORGE HAECKER AW GARY BOWEN FAIA DALE W.BROWN AIA 27 July 1999 DAN M.WORTH ALA PAUL JEFFREY ALA DANIEL A.SPIRY AIA ROBERT H.CARPENTER ALA ROBERT G.LEZOTTE AA Mr.Frank G.Tripepi JOHN SINOVIC AA Executive Director GARY L.GOLDSTEIN ALA Rosemead Redevelopment Agency EMERITUS City of Rosemead LYNN E.VERMEER AIA EMERITUS 8838 E.Valley Boulevard Rosemead,CA 91770 SENIOR ASSOCIATES PAM SCHOONOVER SPHR JAMES B.BERG AIA RE: Rosemead Garvey Avenue Senior Housing&Community Center Phase II ASSOCIATES BVH Project No.C98073 JAMES L HANDELAND CURTIS J.S.OLSON AIA Dear Mr.Tripepi: DAVID D.COOPER KURTIS A.SUHR STEVEN W.WEBER SUBJECT:Project Presentation Agenda KENNETH P.SCOFIELD AIA ANTHONY C.HAZUKA ALA JOHN M.DUENSING AIA Rosemead City Council&Redevelopment Agency STEPHEN A.KUCHENSKI AIA Project Presentation Agenda MICHAEL E.DAILY AIA TIM B.LOSEKE 10 August 1999 ROGER E.SLOSSON DANIEL J.GRASSO AIA A. Site Review GILL PEACE GREGORY SHEENY AIA 1. Development Constraints 2. Soil/Geotechnical Conditions Response to last Council Meeting regarding removal&recompaction B. Site Plan Review 1. Site Organization 2. Water Drain System Response to last Council Meeting regarding storm water run off&retention 3. Site Access 4. Parking 5. Amenities C. Senior Housing Review 1. Floor Plans 2. Elevations 3. Resident Amenities D. Community Center Review 1. Floor Plans 2. Elevations 3. Construction Materials E. Estimate of Probable Cost of Construction F. Development Schedule Respectively Submitted, BA4•07;�I'7" HAECKER,ARCHITECTS, LTD. 16 N.MARENGO /fe • NO.700 , , . .ro ,AIA PASADENA CALIFORNIA Vice Presl.ent 91101 V 626 405 8001 str/Wagnerltrbdoc.doc ►► ►► F 626 405 8150 ATTACHMENT A LINCOLN NEBRASKA enclosure: OMAHA NEBRASKA www.bvh.com cc: Steve Copenhaver File No.One BAHR VERMEER HAECKER PRINCIPALS DEON BAHR FAIA GEORGE HAECKER AIA GARY BOWEN FAIA DDAN MW.WROR HN AAA 3 August 1999 PAUL JEFFREY AIA DANIEL A.SPIRY AA ROBERT H.CARPENTER AlA JO ROHNBERTG. SINOLEZOTTEVIC AA Frank G. Tripepi epi AIA GARY L.GOLDSTEIN AIA Executive Director EMERITUS EVAgency VRosemead Redevelopment LYNN EERMEER AIA EMERITUS City of Rosemead SENIOR ASSOCIATES 8838 E. Valley Boulevard PAM SCHOONOVER SPHR JAMES B.BERG AA Rosemead, CA 91770 ASSOCIATES JAMES L.HANDELAND CURTIS J.S.OLSON AIA DAVID D.COOPER RE: Rosemead Senior Housing + Community Center KURTIS A.SUHR STEVEN W.WEBER BVH Project No. C98O73 KENNETH P SCOFIELD AIA ANTHONY C.HAZUKA AIA JOHN M.DUENSING AIA Ie Dear Mr. Tri STEPHEN A.KUCHENSKI AIA p P MICHAEL E.DAILY AIA TIM B.LOSEKE ROGER E.SLOSSON SUBJECT: Construction Document Phase DANIEL J.GRASSO AA GILL PEACE Estimate of Probable Cost of Construction GREGORY SHEEHY AA Enclosed is the cost estimate for the referenced project, assembled using the current construction documents with both in-house and outside resources. This estimate is based on a projected bid date of November 1999 and a midpoint of construction of July 2000. Please contact our office if you have any questions on the estimate. Sincerely, BAHR R EER & HAECKER, ARCHITECTS, LTD. Affi tale/(41", wn, AIA Vice President 16 N.MARENGO NO.700 PASADENA CALIFORNIA 91101 C98073/docs/mgr/cdphaseestimate l dwb.doc V 626 405 8001 F 626 405 8150 enclosure: LINCOLN NEBRASKA OMAHA NEBRASKA www.bvh.com cc: File No. 12 Steve Copenhaver � Construction Cost Estimate Summary CSI Community Housing Total Divisions Center 2 Site 987,613 319.812 1,307,425 3 Concrete 237,936 245,310 483,247 4 Masonry 202.844 131,741 334,584 5 Metals 43.852 122,655 166,507 6 Wood and Plastic 400.794 896,745 1,297,539 7 Thermal&moisture protection 186,788 183,983 370,771 8 Window,Doors&Hardware 151,637 216,236 367,874 9 Finishes 461,901 696,863 1,158,764 10 Specialties 8,573 52,696 61,269 11 Equipment 75,407 201,700 277.107 12 EquipmenUKitchen Equipment 95,494 13,628 109,122 13 Furnishings 90,000 70,000 160.000 14 Conveying Systems 60,577 95,398 155.975 15 Mechanical 599,581 645,075 1,244,656 16 Electrical 377,842 440,650 818,491 Subtotal 3,980,838 4,262,493 8,243.331 General conditions 182,177 374.780 5.5% 556,956 Overhead 189,767 92,745 2.8% 282,513 BAHR VERMEER HAECKER Profit 265,674 370,982 6.3% 636,656 ARCHITECTS Contingency 113.860 227,139 3.4% 340,999 Total 4,732.316 5,328,139 10.060,455 Alternate Add Full Basement 300.000 Total with Alternate 5,032.316 5.328,139 10.360.455 Construction CosUGSF $ 178.69 $ 73.07 [Inculudes all costs including site inprovements] [Does not Include cost of Alternate] I 16 N.MARENGO NO.700 PASADENA CALIFORNIA 91101 V 626 405 8001 F 626 405 8150 LINCOLN NEBRASKA OMAHA NEBRASKA www.bvh.com W ccs 3g ° Y U $s 5 3 ki F6 @s 8 ati E9 aLii N Y W — DC . lailinglite a r : al NM Ili lw k a*/A i- . co IMMIWer .414.....T.mitop • qi,,/ . "4.t 411.. / i O4 / /, I•rtAe. �/ Ce W vre... . 7, /WtoR•, C4 rr' w l' 0 f(4 w zz D '41 ' , i ii i < < / �►• o Q o • � Z •• W ( • 00 ♦ z ••• cn a; 1 / f ,,'i IdiY b 5 a S LLJ iii t 8 R 9ON /1 V ), J A . V 0 . -Iltrhilill."77:27:a4W:14;.1:'1'''Sit 14.11.1 4' ' .4& ' ,, X 9 - .0111:11- 174171,11 1.------_____ 4. .P. NI���� rr A4 ,�- �� . .i,ti ). ti .+\ ` �� . .604 ? kE ,-,c/o ,..i , ,to r 1 , E,„ , rx.---... ..---7.,...s. ..0 ilid,,,_,, 4- A, 6 , ,. ..,„ ,44; -- ....4,,,,,.. 4‘..,40..1,43, — ri to k _ �1\ ,s. a �'y� . . Iii i • 4.4% 194/ - • .hb & . k , i3....,,,, . i 1 ,,, 4., . . . 'ft.< % idirk. -*.,:-''-, 411. 7.9` : �/ 1 71f _� K yam! -g- ke 4,- a •,..:.: 4 , ,;_.1,, 4 ,..zfr •,-4 k_ • .0 , / N 04 , f, . lty. pit/ it , lt*:4. "--' - .;.-.101;e \I 0 , .t.4'. VtAivip••' ,40..: '4 ,,0 ,..*;,4, kt, • v '..' ,:lio . .7. '42,-;,24 __ 'k Ilk. 401 L .!, . .,E. , .,.,.... .,i...--',!, \--- ' '':''I. -:' .'.-v- '.).4 k- i< : it ,ri.jp vari, 4 ;.; Ilr,i.:iii„ g -,i14___ t ' . .„. 1,S • ' ..„ � 1,,,,-4,- 1%v ,:- . :------..._ 4 ii4444 I ‘4 i i4 • .- . ik a-' br.,� kilkkit i I . o 8 — I Y U �� = a ce " 1: 1 w c[ 3� '-• I oc w w r — Io 11M 1 Nce i' f i o Mill' t WWW --- Q I- I 1. Ce LLJ �i 1 o It: Z I D \I ]I , ZZ ' > mi 1i6 , LUQ CIL 5 .mill MI '.110 © u 'FM : 1111 III 7..1 - : 1.ffl ii. a �1 IIIH11 ® Z N n a 'c.,.. .. < 0 c ZIi _rir J g® I w tow= •Moo Y�` o ® OO, • , � ' / • o ce LLJ Lr 1E1 >" Ai@ :___ -li ,. irra \--i!iii 1.___ 1 = ,- ..--[4 Icc W Z UW t/ Z lip ill 4' 1 if DO [_ Z vce _' "2 II O W 4111.1.1.1. w Ce 1 U ,.iiik w 71` `: CL W W L W • if CO y • Ce f r; LU ! ;iilftl{} z W U UJ va '_l� l ! z z c: I . `U ibior F Q •� [ '' < LU o m r � U } lik E' Q Z w p < o itA : v i.] w Z iR C ; .. r►� I 1 1 _ _, ce .' LI4,}p 0 ' �! � I c f t � -s L SiI, li- 'i•° V) : O Q y �= w _ zili ``t a _ w II _ F cc w il . *1 c • �� 2 • > sa oa c 1 -r- <Q ap�n{ r1";' cc LLJ ill H7 Z !S! ii. �11(�j'' W ■0 NEI I1I1 LU ■O . Z Z rr. N0 I; w D mia Z , ,f, Z Q L r 1 w1 ¢~ w O ■e J ■O _ ■e 11: I— V) U Z :; �� i�' w 0Q Q 7i Q V ° O � z w Z W 1, : Vii. ° ° K. o 1 . Z ® (.1)iI imp i ii>v. a IHmr +;LIZ" iMI iMO cn +' Z 0 W JO '...... .2 W IiIV'ml O u •- • II W W J - c Lu Q I. 7 _ .4 I cc I Lu w CG Lu > I ce I <I".m L ce W H . Z LLJU MI i w WI ZZ w CD EMI > L -- Z o f.1 I. 0 >- L o, .ti j = w O a+ F— 113 ■OE Q LLI J i:7l> BM y LLI W N w ■a V I ■v ; ;! Ili i— Z D NM ■a i W Z IlI "' 11.1 `r' il iioMa O O 74 :.v = a Ce :o 1 O Z L ;k I I , "�,k Z L O Q > w J ! I LU 'S IY II {, O _!o \ �x 1 w i •� c Lu U w I ., c Lu w IL I w ii I \I Q m l 11-- F u--- .--0_.: - _ _ �, =, , I M 1 11 I NMS .� NMI Epi 1 -- 1 ow it I El ■1 ! . a Sr . � xe l °VIIi� �i ; ��- —w_. ems im.''— to i.s ear 1-.� r r � ' 1 CG 1111111-41111,11 - vol. Jim= =ImL Tia— —_L\ w . mir..• i ) r u Z .. , .. .., El In co w ?- I D . 0 1.„, „1, i fl) __srin wait I 0 i + :13'.'' n !Lilt :_i L.111...., = . z z I. , i= , 0_ 0 _, LU D r : II } o 6 W67, �L... � . � WU � r ......1�iC 1HIK < p 0 VZpQQV: a 1:15.=.1 wZ° " @ ,- Cr � D iiiiim_le R11011411 ! g: r -..,-*Wi r=.1 ill li Ce * -i MI" .I0 O III 0 LLJ I0 1 .0 } - CA 1 MI Laill1R 01 1J i1B • �� *1•I i CD ° ' § o , „ _ W I L Y u.) U LU : < . I Lu U..1 Lu > Dl ' ' ce a 2 I li •...• ri ] • 1 01 , , ET: I= . i o = = il1 Ill ....... ps .... - - glom.sp. ,• .7, -' npo ppm • ,: ,,,,• , .,i.,.. a I I-1 1 •• :121*:• ---v-. II liesijilit. a .• A &at,* • CI UP_11141,pilth.1 Artrirrft, .. ent,3:1111 a al 1._ ri It -. 0 Um. um is s wilimi=511•9=: mg is gm mg_ =9 e. - i•En_ • ... ,.... gl . I CC — _ •..• ..1 - pal Wilk 6E; MN IIIM =I=I sm• 1-- N ii !1 19IF jr 11 IP '1'i . Z • '121" CIL- lom ,,,1 •• •44 LU . • J, 1'di 1" la, St •• r.,.:1 •..,:. , u . II IM FI, I a :ob. a g....: bib. ,21 az Wi ... ri ,— Z Z rill t' + :0'.' 11 ii ' t. 0 0 I [...= • Alli • 0 . ..—z-.., • . ...„. < : .1=Lii. II Imo! • i a mi A• air ce ....) - • ,. I I I . . D < 0 t7 ..... * --il * :: •._ L; Z U " 0 11 • • MI' .• germ_r 21: I '' • 0 < I-<- 0 I 0 1 9 seg" -111 .t.t < U * I ... ... -c... — mil II (r) D • : Illtas• IA1 . 00 g: Li i P , 0 Ilk i1 1 11 0• il - • 1 m • I it _ ,.. • 13..121.t II I I 3:JZI.2 oil I. „ ‘1_ I- Z LU Cr) b• A 111111P] . • II IP.L.....Effl cr) , • e • * 1 L . la Al cc IN ii . 0 . • 4. —J LL Ce D 0 . , • D O ce • 2 i- ;L CD • . '.. .1 . -,,) v) - ---- W • U Q Ails11 = air r .� E W -,4c,,,, ,,,,:4�..i p[ tl Ail ,r! W cL m 41.4 1 IIia c is tiro,' It fit' r ' [ ell le = ` 'iI ti Z LU .i.,:„ ` 4.. -1' U • 1 1% P. '� �.,tY i . w is , 't .. I�'. . P .Y...i�\�+1I. '4 Z Z LU D IN HIM ::!..,..=_ I >- .• ', '-' Alit il • I D 4� 7-117 1I1.r'l 0 Q . 112 11 .l. y4., 4. �(, ,. .1.1-1.:11,...,,,. u ,. ,. ' ! Q U ,P,J, .11.17,-. .:,, .,- . . , .ir.- l' li Ce I Fk! i! is CC ;: LI:411 Z LLJ 41 1 11"LI 1 j' , � ' Y < v t 1 z v2 : W W _ W J o l'Ir W i W UJ U LLJ ..i— .1 W .. BB 0.3101-..,_ L1J U. 10noli I ameNs4 W 1.1-1 IF Irmo" Ce 1r 'i 2 < CO , t ...I 5, • 'i 11 •IMI n In II . ME ce , , LLJ 1111.1111111 I I— . Z . LLJ i urnI' 0, U ''.1 i..1t_:,' , MN •• NIB MO LU MI MB NM OM _ _—__ Z Z ill B3 En is NM u J. IN , liEr7., LU D .. ,... - I .. ....: : .. ,. .. ..._ • , ,. zia e• ow -- 1100 r 6 H aillEMI_ - .- ill, 1 eV' U >- . • ,, COI — • I . < 0 ,-- , 131 ITZCCC. ..,,:.,.... . . 1 . i i ' 'V 7; •' ::. I .. - I, < (..) c. :1 ElE1 El FEI 2 El3 111 03 u..1 Lr) ... ...: . ... , ., ..:. . ..:., ...: , . . (..-) D ' lc: :: B3 El HI.i. ce .. •• 1 Il 1 I Z - .... _. I ' EHr.. z .,.., _ 4.. . ...... -- z- 14 ------ . .,..:% > :: EEI Etj' El. •":: I ?''1, • • LLJ ' --J 1 ,L,rink LLJ i LLJ I— LU cc Itt i_ . 0 _ tr) Z v.) Z t ... 0 I— ..._< -Pt 1..1.1 —J b L.) m• ce LLI a; 8 8 II 04 LU U LU I .4 Ce LU LU [ • Ce LU AO ..NM m __ __ -.. •.:: 1 RI ill 1114 . MO se. ec 1 I ill IS Es B .. .. • . •:.. . SM 4IEE i IM .. . I . ' I: El EE1 El , 13 B IE 13. . , B ...... ,. .. .. ce '' .;•1 nu • M 118' avl Ma,.... _ pon H LU Z . III. M . . •11: • lin IIIII: ' al . . ma I IOW: MC: ..• U III OMU II. Ma NM OM D RE EB Ea RE REs ENE --- Z Z INN NMI= , .. . , . ___ ___ . . > Ei e < . a., cr, i• , • •ti Nu.,„ MII.. Mg > ,- iii3 D MU: ...MN , ......: .. ,.• ., , • 0 ,...,,... )- . . J 3 Ec] G3 El • . .. .. .. i.s _, .. i < u ._. __ I __ __ Z .••••., ,....., , ;I • 0 NM . E_... B3 ' EllFcr) (r) D u _ .4 7: I. ••.: > 1 00 , I L21 ii• •laillia Ce 1 • ,'' ,' 2 !V,:Ilia. la. Ce . • 0 • • : D I ,•: . in ME PIO Z Lr: 110 ME IWI I El, u..1 I i i. .. I ... ,...., . 1 0 . _ i. .. ,•, > . , 11 •. .. . LU • 1 --— .1 Cr) Z 0 I— < > U-1 J ,-, LL-1 .7. ..- W I 0 I Ce 9': LU „L' • I— -' I >< ',j I 1.1.1 ,./-1 • BAHR VERMEER HAECKER PRINCIPALS DEON BAHR FAIA GEORGE HAECKER AIA GARY BOWEN FAIA DALE W.BROWN AIA 27 July 1999 DAN M.WORTH AIA PAUL JEFFREY AIA DANIEL A.SPIRY AIA ROBERT H.CARPENTER AIA ROBERTG.LEZOTTE AIA Mr. Frank G. Tripepi JOHN SINOVIC AIA Executive Director GARY L.GOLDSTEIN AIA EMERITUS Rosemead Redevelopment Agency LYNN E.VERMEER AIA EMERITUS City of Rosemead SENIOR ASSOCIATES 8838 E.Valley Blvd. PAM SCHOONOVER SPHR Rosemead, CA 91770 JAMES B.BERG AW ASSOCIATES RE: Rosemead Garvey Avenue Senior Housing & Community Center Phase II JAMES L.HANDELAND CURTIS J.S.OLSON ALA BVH Project No. C98073 DAVID D.COOPER KURTIS A.SUHR STEVEN W.WEBER Dear Mr.Tripepi: KENNETH P.SCOFIELD AIA ANTHONY C.HAZUKA AIA JOHN M.DUENSING aA SUBJECT: Geotechnical Report / Soils Removal and Recompaction STEPHEN A.KUCHENSKI AIA MICHAEL E.DAILY AIA TIM B.LOSEKE ROGER E.SLOSSON Enclosed is the following information related to the issue of existing soil removal and DANIEL J.GRASSO ALA recompaction. This was an issue that was to be addressed after the last City GILL PEACE GREGORY SHEEHY AIA Council/Redevelopment Agency meeting. 1. Portions of the soils report which outlines removal and recompaction at the new structure and paved area. 2. Letters from the soils engineer and Reiss Brown Ekmejki, the structural engineer, related to building foundation design. 3. Letter from the soils engineer related to performance of the paved area related to retaining the existing soils at those areas. 4. Partial site plan illustrating original soils boring locations. 5. Partial Site Plan illustrating approximate boundary of soil removal and recompaction related to the new structures. BVH is recommending that the Owner provide direction on two items. The first is related to acquiring the services of the Geotechnical Engineer in reviewing the final Construction Documents for conformance to the report recommendations. Enclosed is a price for the services from Sladden Engineers. This review would occur during the Plan Check process prior to issuing the documents for bidding. The second item relates to the potential removal and recompaction of the uncompacted soils at the parking and drive areas. 16 N.MARENGO NO.700 PASADENA CALIFORNIA 91101 V 626 405 8001 F 626 405 8150 LINCOLN NEBRASKA OMAHA NEBRASKA www.bvh.com Frank G. Tripepi 27 July 1999 Page 2 Should you require additional information, please contact our office. Respectfully Submitted, BAiV� " ' & HAECKER, ARCHITECTS, LTD. i . I) W. :rown, AIA Vice President str/Wagnerltrc.doc enclosure: BAHR E HAECKER ARCHITTECTSTS cc: Steve Copenhaver ARC File No. One 16 N.MARENGO NO.700 PASADENA CALIFORNIA 91101 V 626 405 8001 F 626 405 8150 LINCOLN NEBRASKA OMAHA NEBRASKA www bvh com � 1 I , I GEOTECHNICAL INVESTIGATION GARVEY AVENUE SENIOR HOUSING & COMMUNITY CENTER ROSEMEAD, CALIFORNIA I — Prepared By— Sudden Engineering 6782 STANTON AVE.,SUITE E BUENA PARK,CA 90621 (213)864 4121 (714)523-0952 4 .. • . ,r:. • • .1 Sicdden Engineering Sladden Engineering 6782 Stanton Ave., Suite E, Buena Park, CA 90621 (310) 864-4121 (714) 523-0952 May 1, 1997 Project No.444-7037 Bahr Vermeer&Haecker Architects 16 North Marengo, #702 Pasadena,California 91101 Attention: Gwen Logan/Dale Brown Project: Garvey Avenue Senior Housing and Community Center Rosemead,California Subject: Geotechnical Investigation Presented herewith is the report of our Geotechnical Investigation conducted at the site of the proposed Garvey Avenue Senior Housing project and Community Center to be located on the south side of Garvey Avenue just west of the Rio Hondo Channel in the City of Rosemead, California. The proposed project will include a three or four-story senior housing complex and a single story community center. The related site improvements will include landscape areas,paved parking areas and driveways. The investigation was performed in order to provide recommendations for site preparation and to assist in the design of the building foundations and the related site improvements. This report presents the results of our field investigation and laboratory testing along with conclusions and recommendations for foundation design and site preparation. This report completes our scope of services as described in our proposal dated February 4, 1997. We appreciate the opportunity to provide service to you on this project. If you have any questions regarding this report, please contact the undersigned. Respectfully submitted, SLADDEN ENGINEERING Brett L.Anderson R.Layne Richins Principal Engineer Sr.Engineering Geologist Copies: 6- Bahr Vermeer&Haecker Architects INTRODUCTION This report presents the results of a Geotechnical Investigation performed in order to provide recommendations for the design and construction of the proposed building foundations and associated site improvements. The proposed project includes a senior housing complex and a community center. The site is located on the south side of Garvey Avenue directly west of the Rio Hondo Channel in the City of Rosemead, California. It is our understanding that the proposed project will consist of a four story senior housing building, an adjacent single story community center building, paved driveways and parking areas and other related site improvements. A site plan prepared by Bahr Vermeer&Haecker Architects(BVH)was used for our investigation. SCOPE OF WORK The purpose of our investigation was to determine certain engineering characteristics of the near surface soils on the site in order to develop recommendations for foundation design and site preparation. Our investigation included field exploration, laboratory testing, literature review, engineering analysis and the preparation of this report. Evaluation of hazardous wastes was not within the scope of services provided. Our investigation was performed in accordance with contemporary geotechnical engineering principles and practice. We make no other warranty,either express or implied. PROJECT DESCRIPTION The project site is located on the south side of Garvey Avenue just west of the Rio Hondo Channel in the City of Rosemead, California. The project will include a four story senior housing building and a single story community center building. The associated improvements will include paved driveways and parking areas,landscaped areas and underground utilities servicing the buildings. It is our understanding that the proposed four story senior housing building will be constructed of relatively lightweight Type V woodframe construction. The proposed single story community center will be constructed of lightweight woodframe and/or masonry construction. The buildings will be supported by conventional shallow spread footings and concrete slabs on grade. Preliminary information provided by BVH indicates that column loads will be less than 100 kips (50 to 100 kips - Sr Housing and 50 to 75 kips- Community Center) and wall loads will be less than 5.0 kips per linear foot (2 to 4 kips Sr. Housing and 2 to 5 kips - Community Center). Grading is assumed to include minor cuts and fills to match the adjacent elevations. This does not include removal and recompaction of the artificial fill soils within the proposed building areas as recommended in the Grading section of this report. The majority of the site is presently vacant and surrounded by a chain-link fence. The ground • surface is fairly level throughout and near the elevation of the adjacent properties. The ground surface is presently covered with sparse grass,weeds and scattered debris. There are two areas separated by fences that appear to be equipment storage areas. The Rio Hondo Channel forms the eastern edge of the site. The channel is presently lined with concrete (or gunite) and is approximately 15 feet lower in elevation than the project site. The site is located along Garvey Avenue which is occupied primarily by existing commercial developments. Garvey Avenue is paved and curbs, a sidewalk and large trees exist along the roadway. There are underground and overhead utilities along Garvey Avenue and possibly along the channel. An existing bridge spans the Rio Hondo Channel near the northeast corner of the site. May 1, 1997 1 Project No 444-7037 Slodden Engineering SEISMICITY Two computer programs were utilized to to compile data related to earthquake fault zones in the region and previous seismic activity that may have affected the site. E.Q.Fault Version 2.1 (Blake 1989) provides a compilation of data related to earthquake faults in the region. The program searches available databases and provides both distances to causitive faults and the corresponding accelerations that may be experienced on the site due to earthquake activity along these faults. The attenuation relationship utilized for this project was based upon Joyner&Boore(1982)attenuation curves. E.Q. Search Version 2.1 (Blake 1989) provides a compilation of previous earthquake activity that may have occurred in the area of the site. In addition, the accelerations that may have been experienced in the area as a result of previous earthquake activity are estimated. The output data from these programs is included in Appendix C. The information generated was utilized in . our liquefaction evaluation As indicated on the summary page of the E.Q. Fault output data, the Whittier- North EIsinore Fault is the closest to the site(approximately 2.8 miles). The maximum credible site acceleration is estimated to be 0.614g while the maximum probable site acceleration is estimated to be 0.278g. These accelerations are based upon a maximum credible event of magnitude 7.5 and a maximum probable event magnitude of 6.0. As indicated on the summary page of the E.Q. Search output data,the maximum site acceleration that has been previously experienced at the site is estimated to be 0314g. SUBSURFACE CONDITIONS The site soils consist primarily of artificial fill soils overlying native sands, silty sands and clayey silts. Artificial fill soils were encountered throughout the site. The fill materials extend to depths of ten to fifteen feet in each of our borings. The fill soils were found to consist primarliy of silty sands, fine to coarse grained sands and sandy silts. The underlying native soils were found to consist primarily of sands and silty sands. Some scattered generally thin silty clay layers were encountered within the deeper native soils. The artificial fill soils contained debris and organics in each of the boring locations. The artificial soils appeared very loose in each of the borings. Samples obtained within the fill materials indicated relative compaction as low as 67 percent. The underlying soils appear fairly firm with the majority of the undisturbed samples indicating relative compaction near or above 90 percent. Except for some inconsistencies, sampler penetration resistance indicates that density generally increases with depth. The sandy soils above the present groundwater table were found to be moist in most areas and the soils encountered below the groundwater table were generally saturated. Laboratory testing indicates that the near surface fill soils consist primarily of fine grained silty sands and fine to coarse grained alluvial sands. Expansion testing indicates an expansion index of 0 for the silty sands which falls within the "very low" expansion category in accordance with the Uniform Building Code classification system. Groundwater was encountered at a depth of approximately 35 to 36 feet below the existing ground surface. Groundwater should not be a factor in foundation design or construction. May 1, 1997 2 Project No 444-7037 Sloddan Engins.ting . 1 CONCLUSIONS AND RECOMMENDATIONS Based upon our field investigation and laboratory testing, it is our opinion that the proposed development is feasible from a soil mechanic's standpoint provided that the recommendations included in this report are considered in building foundation design and site preparation. Due to the generally loose conditions of the artificial fill soils, remedial grading is recommended for building areas. We recommend that remedial grading within the proposed building area include the removal and recompaction of the previously placed fill soils. Specific recommendations for site preparation are presented in the Site Grading section of this report. Groundwater was encountered within two of our borings at a depth of approximately 35 to 36 feet below the existing ground surface. Due to the presence of groundwater, the potential for liquefaction affecting the site was evaluated. The sands and silty sands encountered below the present groundwater surface appear susceptible to liquefaction based upon grain-size characteristics but the presence of thin clayey silt layers likely resulted in the lower blowcounts. The presence of these silt layers will also limit the vertical flow of porewater commonly associated with liquefaction. Based upon the depth to groundwater(35 feet) and the generally firm condition of the sand layers encountered below the present groundwater table,it is our opinion that the potential for liquefaction affecting the site is minimal. In our opinion,liquefaction related mitigation measures in addition to the site grading and foundation design recommendations included in this report should not be necessary. The site is located in a seismically active area as is all of Southern California. Design professionals should be aware of the site setting and the potential for earthquake activity during the anticipated life of the structure should be acknowledged. The accelerations that may be experienced on the site (as previously discussed)should be considered in design. Caving did occur within our borings below the groundwater surface and caving should be expected within deeper excavations. All excavations should be constructed in accordance with the normal CaIOSHA excavation criteria. On the basis of our observations of the materials encountered,we anticipate that the surface silty sands will be classified by CaIOSHA as Type B or C. Soil conditions should be verified in the field by a"Competent person"employed by the Contractor. The surface soils encountered during our investigation were found to be non-expansive. Laboratory testing indicated an Expansion Index of 0 which corresponds with the "very low" expansion category in accordance with UBC Standard 29-2. Special expansive soil criteria should not be necessary for the design of foundations and slabs on this project. The following recommendations present more detailed design criteria which have been developed on the basis of our field and laboratory investigation. Foundation Design: The results of our investigation indicate that either conventional shallow continuous footings or isolated pad footings, which are supported upon properly recompacted soils, may be expected to provide satisfactory support for the proposed structure foundations. Overexcavation and recompaction should be performed as described in the Site Grading Section of this report to provide for uniform and firm bearing conditions. May 1, 1997 3 Project No 444-7037 Sodden Ergkw.Vtng • Footings should extend at least 18 inches beneath lowest adjacent grade. Isolated square or rectangular footings at least two feet wide may be designed using an allowable bearing value of 2000 pounds per square foot. Continuous footings at least 12 inches wide may be designed using an allowable bearing value of 1800 pounds per square foot. The allowable bearing pressures are for dead and frequently applied live loads and may be increased by 1/3 to resist wind,seismic or other transient loading. Additional bearing pressure increases may be realized with increased footing size and depth. Care should be taken to see that bearing or subgrade soils are not allowed to become saturated from the ponding of rain water or irrigation. Drainage from the building area should be rapid and complete. • The recommendations provided in the preceding paragraph are based on the assumption that all footings will be supported upon properly compacted soil. All grading should be : • performed under the testing and inspection of the Soils Engineer or his representative. Prior to the placement of concrete,we recommend that the footing excavations be inspected • .. in order to verify that they extend into compacted soil and are free of loose and disturbed materials. Settlements: Settlements may result from the anticipated foundation loads and fill placement. These estimated ultimate settlements are calculated to be approximately one inch when using the recommended bearing values. As a practical matter,differential settlements between footings can be assumed as one-half of the total settlement. Lateral Design: Resistance to lateral loads can be provided by a combination of friction acting at the base of the slabs or foundations and passive earth pressure along the sides of the foundations. A coefficient of friction of 0.40 between soil and concrete may be used with dead load forces only. A passive earth pressure of 250 pounds per square foot, per foot of depth, may be used for the sides of footings which are poured against properly compacted native soils. Passive earth pressure should be ignored within the upper one foot except where confined(such as beneath a floor slab). Retaining Walls: Retaining walls may be necessary to accomplish the proposed construction. Lateral pressures for use in retaining wall design can be estimated using an equivalent fluid weight of 35 pcf for level free-draining native backfill conditions. For walls that are to be restrained at the top,the equivalent fluid weight should be increased to 55 pcf for level free-draining native backfill conditions. Backdrains should be provided for the full height of the walls. Expansive Soils: Due to the presence of"very low" expansive category soils near the surface, special expansive soil design criteria should not be necessary for the design of foundations and concrete slabs-on-grade. Slab reinforcement should be established by the Structural Engineer. Concrete Slabs-on-Grade: All surfaces to receive concrete slabs-on-grade should be underlain by a minimum compacted fill thickness of three feet,placed as described in the Site Grading Section of this report. Where slabs are to receive moisture sensitive floor coverings or where dampness of the floor slab is not desired,we recommend the use of an appropriate vapor barrier or an adequate capillary break. Vapor barriers should be protected by sand in order to reduce the possibility of puncture and to aid in obtaining uniform concrete curing. May 1, 1997 4 Project No 444-7037 • • Sladden Enginesrtng Reinforcement of slabs-on-grade in order to resist expansive soil pressures should not be necessary but reinforcement will have a beneficial effect in containing cracking due to concrete shrinkage. Temperature and shrinkage related cracking should be anticipated in all concrete slabs-on-grade. Slab reinforcement and the spacing of control joints should be determined by the Structural Engineer. Soluble Sulfates: The soluble sulfate concentrations of the surface soils were determined to be approximately 527 parts per million (ppm) which is considered non- corrosive. The use of Type II cement should be adequate and the use of Type V cement and specialized sulfate resistant concrete mix designs should not be necessary. Tentative Pavement Design: All paving should be underlain by a minimum compacted fll thickness of 12 inches(excluding aggregate base). This may be performed as described in the Site Grading Section of this report. R-Value testing was not conducted during our investigation however, based upon the surface soil conditions observed, an R-Value in excess of 40 is expected. Based upon a design R-Value of 40, a preliminary pavement design section of 3.0 inches of asphalt on 4.0 inches of Class 2 base material is recommended for parking areas and areas limited to auto and light truck traffic (Traffic Index = 5.0). In heavy traffic areas, the pavement section should be increased to 4.0 inches of asphalt on 6.0 inches of base material (Traffic Index up to 6.5). Pavement should be confined by curbs. Subgrade and base material should be compacted to at least 95 percent of maximum density. Final design for asphalt pavement should be based upon R-Value testing performed after rough grading. Aggregate base should conform to the requirements for Class 2 Aggregate Base in Section 26 of CalTrans Standard Specifications, January, 1992. Asphaltic concrete should conform to Section 39 of the CalTrans Standard Specifications. The recommended sections should be provided with a uniformly compacted subgrade and precise control of thickness and elevations during placement. Drainage from paved areas should be rapid and complete. It should be noted that the pavement sections recommended above are minimum sections,if heavily loaded vehicles are expected to cross automobile parking and driving areas,thicker pavement sections may be desired at these locations. If concrete pavement is preferred, a pavement section of 6.0 inches of Portland Cement Concrete on compacted native soils should be adequate for the proposed on-site parking lot. Subgrade should be compacted to at least 95 percent relative compaction. Pavement and slab designs are tentative and should be confirmed at the completion of site grading when the subgrade soils are in-place. This will include sampling and testing of the actual subgrade soils and an analysis based upon the specific use. Shrinkage and Subsidence: Volumetric shrinkage of the material which is excavated and replaced as controlled compacted fill should be anticipated. We estimate that this shrinkage should be approximately 15 to 20 percent within the artificial fill soils. Subsidence of the surfaces which are scarified and compacted should be between 0.1 and 0.2 tenths of a foot. This will vary depending upon the type of equipment used, the moisture content of the soil at the time of grading and the actual degree of compaction attained. These values for shrinkage and subsidence are exclusive of losses which will occur due to the site clearing or the removal of other deleterious materials. May 1, 1997 5 Project No 444-7037 • Slodden Englnssrin9 General Site Grading: All grading should be performed in accordance with the grading ordinance of the City of Rosemead,California. The following recommendations have been developed on the basis of our field and laboratory testing: 1 . Clearing and Demolition: Proper demolition and clearing will be very important. Any footings and slabs remaining from previous structures should be removed. Any abandoned underground utilities should be removed and the resulting excavations should be properly backfilled. Soils that are disturbed during site clearing should be removed and replaced as controlled compacted fill under the direction of the Soils Engineer. 2 . Preparation of Building and Foundation Areas: In order to provide uniform bearing conditions and to limit potential detrimental settlements, we • recommend removal and recompaction of the existing artificial fill soils throughout the building areas. The native soils exposed after fill removal should be scarified to a depth of one foot, moisture conditioned and recompacted to at least 90 percent relative compaction. The excavated materials may then be replaced as controlled compacted fill. Fill removals will require excavations up to 15 feet in depth within the building areas,localized areas of deeper fills may also exist. Removals should extend laterally to a distance of at least 10 feet beyond the buildings. 3. Placement of Compacted Fill: Fill materials consisting of on-site soils (once cleaned of debris) or approved imported granular soils, should be spread in shallow lifts,and compacted at near optimum moisture content to a minimum of 90 percent relative compaction. The fill material should be thoroughly cleaned of existing debris and any other deleterious matreials prior to use as compacted fill material. Imported material shall have an Expansion Index not exceeding 20. The contractor shall notify the Soils Engineer at least 48 hours in advance of importing soils in order to provide sufficient time for the evaluation of proposed import materials. The contractor shall be responsible for delivering material to the site which complies with the project specifications. Approval by the Soils Engineer will be based upon material delivered to the site and not the preliminary evaluation of . import sources. Our observations of the material encountered during our investigation indicate that compaction will be most readily obtained by means of heavy rubber tired equipment • and sheepsfoot compactors. A uniform and near optimum moisture content should be maintained during fill placement and compaction. It is likely that wet soils may • be encountered during site grading, wet soils should be dried, or mixed with dry soils and stabilized prior to placement as fill material. 4. Preparation of Slab and Paving Areas: The presence of artificial fill material may also affect paved areas. As previously discussed,the fill material is generally loose,compressible and susceptible to detrimental settlements. Because of the generally light loading associated with pavements and the greater acceptable settlement tolerances, complete fill removal may not be necessary for paved areas. Fill removal depths should be based upon associated grading costs and project expectations. May 1, 1997 6 Project No 444-7037 Slodden Engtneatifg In general,all surfaces to receive asphalt concrete paving or exterior concrete slabs- on-grade,should be underlain by a minimum compacted fill thickness of three feet. This may be accomplished by a combination of overexcavation, scarification and recompaction of the surface,and replacement of the excavated material as controlled compacted fill. Compaction of the slab areas should be to a minimum of 90 percent relative compaction. Compaction within the proposed pavement areas should be to a minimum of 95 percent relative compaction. 5. Testing and Inspection: During grading tests and observations should be performed by the Soils Engineer or his representative in order to verify that the grading is being performed in accordance with the project specifications. Field density testing shall be performed in accordance with applicable ASTM test standards. The minimum acceptable degree of compaction shall be 90 percent of the maximum dry density as obtained by the ASTM D1557-91 test method. Where testing indicates insufficient density, additional compactive effort shall be applied until retesting indicates satisfactory compaction. GENERAL The findings and recommendations presented in this report are based upon an interpolation of the soil conditions between boring locations and extrapolation of these conditions throughout the proposed building area. Should conditions encountered during grading appear different than those indicated in this report,this office should be notified. This report is considered to be applicable for use by Bahr Vermeer& Haecker Architects and The City of Rosemead for the specific site and project described herein. The use of this report by other parties or for other projects is not authorized. The recommendations of this report are contingent upon monitoring of the grading operations by a representative of Sladden Engineering. All recommendations are considered to be tentative pending our review of the grading operations and additional testing, if indicated. If others are employed to perform any soil testing, this office should be notified prior to such testing in order to coordinate any required site visits by our representative and to assure indemnification of Sladden Engineering. We recommend that a pre job conference be held on the site prior to the initiation of site grading. • The purpose of this meeting will be to assure a complete understanding of the recommendations presented in this report as they apply to the actual grading performed. • May 1, 1997 7 Project No 444-7037 Slodden Engin..rtng / f, _. •111111111•111111.4.--- . • . . .___._ .. • • . • ' •. 1.' ;; .-.4.,‘ •_•4 .. ,• . ..:".. ''' . .0.. , .,... ...44'.... . -....... .",....'.7/..7...7.'7.....7:3;%_;,.... • ...;_.-.......7..t. ..: ....T.:7 ...."- ; :1/;,:::e14.. . -. '• ....:, , •1: %..,,,,,,:. ... ..../ / 4 I. 6, ..' :, i . f-1: i: • ''' • = 'i.. 1.:....... . r. 4 ..>•• . a. b., . • ., ,T,, ..-7.•./..-... , . . . •: •I,1 , . • r .,.v.r ... • F ..1\ . ... . % i i • s ' \ • 7 ••• •).'(. te.i . • . , : 1 • ..- , , • ..... • i ' I . - - • . .... .. .., - ' • " ' ,i • N .r.. . - - , e_• • .1 . •-411*- —:_ ..,. •• ._, —._---.--- -Ai %.1.. ,. ........- / a / ..... 1 ..t ,m . ..... / . 1 .,-\\,. I, ..i.lip. ... .. . ..,: ... / • - .. . . ....- •— • •, ..- , \.. A' '. .,41111r ..f. ' . _, • •,.. r / : •••• -,,. - , 0,L. • -• -.- -...:..r ,, ' • 1 .• / , • ,I, '4..,..,.. . . „ 74k .i.z . / / •7,--• • .• / ,--_—__*. 1 '' ,.; ' %. • "*" >. Cat .• r. .4 • . , . . . V's-•••••%-\ ' ... • • '1'• ... • Yy::t, ,•c!t •Ar,r 1 i• • : • ... , :?... ......,7,„..1/ 717....‹.., . '1 • • ,.. -,'+- / . -, .... --, •N• ,. N. . ..i. .. • ' / -r it. .:.; , \. • .7 ; I '•0**• • •-• / / ••:. .. i,046,.. .-;.. / : • E '! ."‘;:•••• ! ..-..-- /- • • .: '% • •- .)1‘.'N / • . r. n • .. , ; • ...z. .. „ /,' ' .g: 4, •••. ie '.' '. ."• C. :y A.. .. ,:,.;• .....,• ..„. .. / N ,•- — ..‘t • 7. -I.. ,-- .7. /. X _, X f.,,.;•• 7 i• v •:!. ' 5/:•• N • . .... : 2/' • • / ./.'k, 1 .'• . .. . ..' / \ ,,, •• *. • )C, i . .. -• ••6 NI F: 4 . .• ..--.,...- .. • ,.,_. / f'... • •• , ••... • , ... • • -, :.... - 7 N , r '•4 / N / r i / / ..,r ‘'''' / ... •. ( 0'. 4i- * _ • , . ..ri,N. • . •lc., .. As. N.... ...• ' . . .. , ‘ ! 41, . • / ,.../ . 4.A i •'. . . '• /:. ' '1. • ' 2., 1 _. . • a .4. •• : '- ' yr- '. - - .• .. • , • -..., .. 1 A/ ' :. 6. •. •-•. e. 2 \ . • • — : • ' ' . '' . . . nil. -.\ \ .. / .7.' • !.!.' '‘ :' NN I-. .. ... . • v. ,.: : .-- ../... ,„ .,, . \ . -; •-..i‹ , . • -4 . , .. .. .. , ., tr N t,-- .- , ... . .,, , • i ••5: 1 ,.-\ • , if • -r \ • ' ' ".4. < • '. v -., )1 •i '.4 ‘) . : ••, ' s. . .. i .• '• N .- . • . / \ / ,... .1 , - • i ‘ .. . X ._ . . v ,. • \ / . .:... /' • j ./ .. A''.N. .. ......: ... ,, . • r -• •-i : • • . : , . /1 . i • /. 'AT' ,-... • — ./ • \ • /.1' , - ,.4•••••• in ..t: , . Cli *0- ,C"... , •77 ,, .. ..,.• '. ,., • 1 i f ,, •• ' is ..1 . : -. -*rjr . . - • -- 7.'. .. .• ..- s.•`. . - -;./".. . • 4 •s : .k... :7 . ' . - g. -., ., . -.. • . : .-f: 11 . -....•- • -- N '..",`'.-- • • .... .„ .,f. N -••'. -.45 7 -.• • • VI— . .... •• I •, _ ,j,R.,,- ..• , si"2.. . ,' ' . . , ' •• /•P %' •-•• • .: -.r.' 4p •—. 1 . •- ,.; • ; 4,.,. .4. z:. . II f 44e. • / 7.• • / .. . f/ '7 .....• le. .• - .,. .• •R , .,,c,... , ,.. • ...".:*F.:..'''r'4V.;,'E ' .4 .• IA r . • A.,::: : -4.• e ,, .. ••• ,4-, ,,,.. .........„. , .„... ii ,:-/4-_ ,• 0.•--: Lf - ii'rli- F. .7'''' • -:. :, .. • - . • : •...e- /,l.C‘s, • * /.) ' n PPR0X 1 MA 150R-ItJCp v•,.--',-P.-.„..-. ,. , ---...„ A , , , -. / re- -.1-r ..; -' .4 •••••• -"' (7/1.1/ . - I . -/ 1-0C-477045 ,_ „-- •/ . 4\, -2 . .. • , sA .. -., •....4 •'•• . ' • '7 N .s. - '" • S:.• • . . . . A. . .... 1 0• 'e '.''s„, ... .. ' \_/, ."' 7'!•:'‘‘,.. IV '‘'I'•c-- „‘.. .•.. '.. / . A . .. 3 ' Sladden Englniwing . • •• • - ..1 Sladden Engineering 6782 Stanton Ave., Suite E. Buena Park, CA 90621 (562)864-4121 (714) 523-0952 Fax(714) 523-1369 May 3, 1999 Project No. 444-7037-Al Bahr, Vermeer& Haecker Architects 16 North Marengo, Suite#702 Pasadena, California 91101 Project: Garvey Avenue Sr. Housing Complex and Community Center Rosemead, California Subject: Foundation Bearing Values Ref: Geotechnical Investigation report prepared by Sladden Engineering dated May 1, 1997; Project No. 444-7037 This memo was prepared to provide supplemental recommendations for use in foundation design on the above referenced project. Recommendations for foundation design including allowable bearing pressures for lightly loaded foundations are provided in the referenced Geotechnical Investigation report. We also indicate in the referenced report that increases in the allowable bearing pressures may be realized with increased footing size. The following bearing pressure increases are provided for use in the design of footings to support the heavier foundation loads expected in various areas of the proposed structures. Footings should extend a minimum of 18 inches below lowest adjacent grade. Isolated pad footings at least two feet wide and continuous footings at least 12 inches wide may be designed using allowable bearing pressures of 2000 psf and 1800 psf, respectively. Allowable increases of 200 psf for each additional one foot of width and 200 psf for each additional six inches of depth may be utilized for larger footings. The maximum allowable bearing pressure should be 3000 psf. The recommended allowable bearing pressures are for dead and frequently applied live loads and may be increased by one-third when considering seismic, wind or other transient loading. The recommended allowable bearing pressures are based upon the assumption that all footings will be supported upon properly compacted engineered fill material and that the remedial grading recommended in the referenced report (including extensive artificial fill removal) will be performed. • May 3, 1999 (2) Project No. 444-7037-Al If you have any questions regarding this memo or the above referenced report, please contact the undersigned. Respectfully Submitted, SLADDEN E . I EERING Brett L. An erson ��:w Principal Engineer -Z3 4/ iso No.C 45389 Z * '1` xp.9�0-2002 sl CIVIC �a�Q 7.6"OF CALF°� Copies: 4) Bahr, Vermeer & Haecker Architects 1) Reiss-Brown Structural Engineers Slodden Engineering REISS • BROWN • EKMEKJI INCOR P OR A T E 0 CIVIL AND STRUCTURAL ENGINEERS 1 5233 VENTURA BOULEVARD SUITE 800 RECEIVED SHERMAN OAKS , CALIFORNIA 9 1 4 0 3 818/990-9054 • 213/872-1327 • FAX 818/990-5120 JUL 2 2 1999 BAHR,VERMEER 8 HAECKER,L10 July 21, 1999 Bahr Vermeer Haecker Architects 16 N. Marengo # 700 Pasadena, CA 91101 Re: Rosemead Garvey Avenue Senior Housing and Community Center Job# 98085 Gentlemen, As you requested I reviewed our design drawings for both buildings of the referenced property. The purpose of the review is to prepare a description of the foundation used in the design of the project. The project consists of two buildings. The housing building is a four-story wood construction with partial masonry veneer exterior walls and the community center building, is a one story over a partial basement floor, masonry walls, and wood roof. The foundation design is based on the Geotechnical Investigations Report prepared by Sladden Engineering dated May 1, 1997. The report states the present site is covered with loose fill to a depth of approximately 10 to 15 feet. This fill shall be removed, cleaned from debris, and re-compacted to form the supporting strata of the building foundation as described in the report. The resulting foundation system is conventional continuous and pad footings founded in this re-compacted backfill. This system is a common type of foundation used in the industry for this type of soil characteristics. If you have any questions please call. Sincerely, REISS•BROWN•EKMEKJI INC. 4,314,1: Ape Samir D. ` . e ji Ck) Sladden Engineering neeri n 9 9 6782 Stanton Ave., Suite E. Buena Park, CA 90621 (562)864-4121 (714) 523-0952 Fax (714) 523-1369 July 30, 1999 Project No.444-7037 99-07-077 Bahr, Vermeer& Haecker Architects 16 North Marengo, Suite 702 Pasadena, California 91101 Attention: Mr. Dale W. Brown Project: Garvey Avenue Senior Housing Complex and Community Center Rosemead, California Ref: Geotechnical Investigation Report prepared by Sladden Engineering dated May 1, 1997, Project No. 444-7037. This memo was prepared as requested in your fax transmittal dated July 27, 1999, regarding the probable performance of pavement areas if artificial fill soils are not removed and recompacted. As indicated in the referenced report, artificial fill was encountered throughout the project site. In the referenced report we recommend complete fill removal within the building areas but indicate that partial removal may be adequate for pavement areas. Because the loads expected for pavement areas are relatively light (even truck traffic), and loads are not sustained for extended periods, complete fill removal is not as critical as within building areas. It has been our experience that providing a uniform mat of compacted soil beneath pavements can effectively bridge deeper unsuitable soils. Partial artificial fill removal and/or the placement of engineered fill material to provide a uniform mat of compacted soil at least 3 feet thick should provide adequate pavement support. The potential for settlements within the deeper fills should be acknowledged but settlements should remain within a tolerable range (2 to 3 inches) for pavement. The settlements typically would be in the form of fairly uniform areal settlements. The conditions of the artificial fills can be more accurately assessed during grading operations. The existing fills should be examined during building area removals and appropriate and reasonable fill removals can be established. If favorable conditions are present, removals can be minimized. If you have questions regarding this letter or the referenced report, please contact the undersigned. Respectfully submitted, SLADDEN ENGINEERING �Qa0FE531 _ "C:a • Atvo Brett L. An rs , m�' Z •. Principal Engineer No.C 45389 Exp.9-30-2002 Letter/pc \�\ iv%.odor/ CA Copies: 2/Bahr, Vermeer& Hae •er Architects v 4 j , / , / 4 tt‘lis * I / St. / _ "k1 / a1\ any ♦♦ V ) N p / ♦ ♦ i 4- =_) - ii illy ♦)lp i' rsj , . , ,/ , • i ♦, . 0 ... ,, S ♦ '' ♦ / . . ..--,,_, A.:.,o�-it. --__*.eg, , / / 6 /' . i / . , • ., . ,.. i / / / / #4 / e' / 7 , .. . / . ,,, : , , .. . ,,, , , IP ,.., , / , P ./ IO fi'/ III Q 4*/ o7i I J i / I� II Oz I Q 4 —J -1 4\4 I �� If JJJJ J J J J , / CO J LL u LL LL J J 1-1- LL LL /' ♦ / I/ W LL W W LL LL W W W :: ♦ I ' / III Q ''' cWn O <n col-LI W W O 0 up0 1 ♦ I 0 0 0 0 0 0 0 0 op ♦♦♦ ,• II X O O J O O O O J J J N.,„ _I I RN (., Oin ,00, 6, 00 = /' ♦v Q CV c`'i Q t6 `O I< do O O • i/ Sladden Engineering 6782 Stanton Ave.. Suite E. Buena Park. CA 9062+ (562)864 4121 (714)523 o9S' Fax (714) 523-1369 August 3, 1999 Bahr, Vermeer& Haecker Architects 16 North Marengo, Suite 702 Pasadena, California 91101 Attention: Mr. Dale W. Brown Subject: Proposal for C'reotechnical Consultation and Review Project: Garvey Avenue Senior [lousing Complex and ('onununity ('enter Rosemead, California Pursuant to your recent request, we are pleased to submit the following proposal to provide the geotechnical engineering services as outlined herein for consultation and plan review for proposed Senior Housing Complex Community ('enter located in the City of Rosemead, California. FEES: Based upon the scope of work described in this proposal, we proposed to provide the services to be invoiced at a Senior Engineer hourly rate of $85.00 not to exceed five hundred dollars $500.00. If there are any questions regarding this proposal, please contact the undersigned. I Jpon acceptance of this proposal please sign one copy and return it to our office as authorization to proceed. Respectfully submitted, • SLADDEN ENGINEERING David Hulburt Vice President Copies: 2-Bahr, Vermeer& Naecker Architects Authorized by. (Signature) - -- (Title) TO: Peter Lyons, Planning Director FROM: Joanne Itagaki, Traffic Engineering Deputy DATE: July 19, 1999 RE: Garvey Senior Center and Community Center— Sight Distance and Left-turn Stacking Length As requested, I have reviewed the main driveway to the Garvey Senior Center and Community Center. This driveway will be signalized with a protected left- • turn signal for eastbound.and westbound left-turns into the driveway of the project site and the opposing driveway. Concern has been expressed regarding the sight distance of the proposed traffic signal and the length of the westbound left-turn pocket due to the bridge over the Rio Hondo Channel. The trip generation factors for the Senior Center and the Community Center were obtained from the 6th Edition of the Trip Generation Manual. For the Senior Center, Land Use Code 253 — Elderly Housing-Attached was used. The Community Center was more difficult to determine the proper land use. However, based on our conversations and the types of events the Community Center is anticipated to accommodate, Land Use Code 560-Church was used for the Community Center. The descriptions of these Land Use Codes are shown in Exhibit A. The estimated number of trips generated onto Garvey Avenue during the AM and PM peak hours are 24 and 25, respectfully. During the "peak hours of the proposed development", the AM and PM trips are 38 and 45, respectfully. The "peak hours of the proposed development" are the hours when the Senior Center and Community Center generate the most trips. These hours are not necessarily during the 7 — 9 AM or 4 — 6 PM peak hours. Table 1 summarizes the trip generation factors and the number of trips described above. A review of the weekend peak-flour trips for the Community Center was also conducted. Table 2 summarizes this analysis. These estimated trips would be a worst-case scenario for the Community Center. In using the "Church" land use code, the highest number of peak hour trips are generated on a Sunday (247 trips). With the distribution patterns and trips calculated, the worst-case scenario (Sunday trips) anticipated to turn left into the project site during the peak hour is 74 vehicles. This translates to a requirement for the left turn pocket to be 74 feet in length. "Stopping sight distance" is defined in the Highway Design Manual as the following: "The minimum stopping sight distance is the distance required by the ATTACHMENT "B" Garvey Senior Center and Community Center Sight Distance and Left-Tum Stacking Length Page 2 driver of a vehicle, traveling at a given speed, to bring his vehicle to a stop after an object on the road becomes visible." The required stopping sight distance for a posted 35 mph roadway, such as Garvey Avenue, is approximately 279 feet. with the centerline survey of Garvey Avenue, analysis of the sight distance of the proposed traffic signal and the length of the westbound left-turn pocket was accomplished. The following indicates the distances from the crest of the hill on the bridge to the driveway. Crest of Hill on the Bridge to: • Centerline of project driveway = 510 feet • Back of left turn lane = 420 feet • Far side signal = 540 feet These distances are greater than the 279 feet stopping sight distance requirement. Therefore, westbound vehicles should be able to see the proposed traffic signal at the crest of the hill on the bridge. In addition, the westbound vehicles should be able to see any vehicles waiting in the left turn lane. Based on this analysis, Garvey Avenue provides adequate westbound stopping sight distance and visibility of the proposed traffic signal and vehicles within the future left turn lane from the crest of the hill on the bridge. Attachments JI\RsdlDev Rvw\Garvey Sr.Ctr.\Memo _O 0) m >. r •� m (B O O a ~ 0 to a U) f� o •_ (Em O L (6 f— -0 E -- C7 a) c a c a) t U = a) L CO 11) .5. E U c 0 ° ca).F a1:7 -D U asO O c 0 ° c C.) Oin O -a > tU O L c a! U) = (0 (0 a C a) = 0) in a N tB U E (T, •U (o D) L. ° 2 L m c a) L ��//�� _ O c -- c N co Y/ •` - Yi o Q) O L U O (4 CO E o L W CL = -0 W •5 o t m O ._ (BU LO G) •L 0 O U .Q m E E 1E E X O •E as LLL U 0 0 F C m e • CD• Cl) ° ( 0 c • D) ° a) 0 w 'a W d c U _o L t o = . ° c c ° - - CO i o as �' Ta m - = s Q >_ c as 2 a a) O O a N .� . Q = . U L -- W (O C U) < (n .- LL o CO ._ . O U . cc I o O ` T.) o a (B Q. cB o as a) >. Q .L — — L co CO ,a U E u) a V O . N O L W a) �' c4 _ V a) o ( ; 0 O =Q lt) (.p N U) a) a) 3 'a o 0 U U a) O m N . -a - C C CO CO J J 711. . ,No,7111.111.71177,a) (`") CJ 1- CD C Lr) CO U") 0 tv Cl) (v Co r- V n 0_ � F- o = O - W p O `�- K Lr) CJ W to ` W O �. cocz ca U u = • � CC Co � O Q 0 0 0 _ i- ~ ` m V 0) :. N CO l- Co T 0 Cl) N N U 0. p _a I m- 7 .� p 7L .L - -1 H ca 00- U cq -Y = --4' a) = +,E to d C `O. O C) - aa)) U W O O _ a W 0 O O co U LL' _ uJ = N or c C a) N 0) N N- 6) CJ • p a) Co ` r - N Co . ' C') - 0 ..e... J.. U D) L .L a = a) I- 0 a) 0) L � CD fao oOv o 4, . r v ct3 X co CO . . Co 1- -K co ' cn m L a) W O CO a) W O cD -.- L2 ` - 2 m O O iL °) O O = f- -� 3 Lt - , c6 C� as U CtS C 0 Q 0 o = r !— QCD CD CL) U .7 . 0 c'') CD C) H p N N- O H L a) 0 17: i Cl) r r- 0 0 a) = 2 f-' = Q I p- p L Y v - C L.- I DI i- co a7 1 v> c 0 Yd �. L0 a) CZ .r_ a. - a) U a) CU a) C) d o) 2 2 co .r a� O c ) - O CD U c m Q W 0 O O Q W a; O O o E Co CC I-a a) L t.7. a) >' 0o. 0 " : CD U o a) O p a) 6 a) Co O Co `O w 92 CD O C) O a) - O O a) 0) N N CDN CD = CO N- N+ C/) r- N a) m c=) L = _ L 0 C a) a) 0 _ @ --o -0 0) C) — 0) `D C _ C 0 O .N U p U -0 .° N I N C LI) N N C L)) a) I-- D a) a) D Q) O i- . Q D C - uj O O C c.) c� ca)0 0 U J 0 U ~O Z 1 en 0 cv U) NJ N V a) Q .- — N t a) n L fL 0 I o CV 6" 0 .7 ' X LD C W N W CD _a — a) .. V- ` x > O CO a) O O ._ a) co N N v a Q .— r a r t4 p � _ r Q c p CO a) C13 Cn C4 _ >, w = c ° Ur N N NI- Q N N N O a) H m * 0_ CD 0 N W 00 - Cl) ` L c .Q 0 0 La O 0 = N N HI 4-0 Y en CD cc - 3 a) am) '. U 5 rn - U a 0) i— >, 4t o a) CU 'i a) 0 a) L .+ E P 1-1; W r N a s 'a- CA •E• o a) E ar = o_ > C 0 - 91 N U o 0 . u _� U ° o `_ a) Co a) Cs" H u) co a) CD CD ° -- E 0 o o m o a) N �- a a) a U CO a) 0 �o i_ o c .c a) 0 as CD c a) MS a) O C O 0 0 -00 U ). p = u., s . N C LO a) C D = a) r w . i-- Q o . t: i 'C Ca C5 U 0 0 ~ 5 z I 0 L 4-0 LU a) 0 c ."^ D 0 OL O 0 a. E C U D W GARVEY AVENUE LU E O 0 o= U/ ' < 0 .".:,r,..:..44..,,,,,,,,,....,..,,,-. ..........0.,',. ...,,_ . ^^`` w . : LU W .'N p a) U < > O z < -- LIJ L > O U JCU c w Q 0 CB O w ll � 0 *-- t- 0 - 00 z ;2x '. Z •,t'.:,,'/,:.`:.,YW Q / W C~i /• a /: V /: ~O /' o f U i o 4. o i •I. a i o I / • i / i i i ATTACHMENT "C"